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Permit D07-134 - BOLING RESIDENCE - NEW HOUSE
SOLING RESIDENCE 11636 42 AV S D07 -134 Parcel No.: 3347400160 Address: 11636 42 AV S TUKW Suite No: Tenant: Name: BOLING RESIDENCE Address: 11636 42 AV S , TUKWILA WA Contact Person: Name: ALAN C KEIMIG Address: 216 A ST NW , AUBURN WA 98001 Phone: 253 939 -3232 Contractor: Name: MCAULEY CONSTRUCTION Address: 214 N W 52ND ST , SEATTLE WA 98107 Phone: 206 -783 -7200 Contractor License No: MCAULC *66KE Value of Construction: Type of Fire Protection: Type of Construction: doc: IBC -10/06 City,if 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 Owner: Name: BOLING ROBERT & REBECCA Address: 4828 DELRIDGE WAY SW , SEATTLE WA 98106 Phone: $222,814.13 AUTO FIRE ALARM DEVELOPMENT PERMIT * *continued on next page ** Permit Number: D07 - 134 Issue Date: 11/15/2007 Permit Expires On: 05/13/2008 Expiration Date: 10/25/2009 DESCRIPTION OF WORK: CONSTRUCTION OF NEW 2082 SF SFR WITH 551 SF ATTACHED GARAGE AND 180 SF OF DECKING. Public Works activities include: ACCESS DRIVEWAY, SAN SEWER, STORM DRAINAGE, PERM WM, EROSION CONTROL. Fees Collected: $33,778.75 International Building Code Edition: 2003 Occupancy per IBC: 22 D07 -134 Printed: 11 -15 -2007 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Thee: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Permit Center Authorized Signature: doc: IBC -10/06 City o,- iTukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us N N Water Main Extension: Water Meter: N Signature: /C A Private: Profit: N Private: Permit Number: D07 - 134 Issue Date: 11/15/2007 Permit Expires On: 05/13/2008 Public: Non - Profit: N Public: Date: /2$ /d I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit. Date: 1 1/ 1 5 Ai 1 Print Name: / R I -p . t r r i7 / 7 ,.I 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. D07 -134 Printed: 11 -15 -2007 Parcel No.: 3347400160 Address: 11636 42 AV S TUB:W Suite No: Tenant: BOLING RESIDENCE 1: ***BUILDING 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 PERMIT CONDITIONS Permit Number: D07 -134 Status: ISSUED Applied Date: 04/12/2007 Issue Date: 11/15/2007 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 (26/431- 3670). 4: /Ill 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. 8: All wood to remain in placed concrete shall be treated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 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. 1 I:. Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the 44tternational Building Code and the Washington State Ventilation and Indoor Air Quality Code. 12: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 13: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 14: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one -third and lower one -third of the water heater's vertical dimension. A minimum distance of 4- inches shall be maintained above the controls with the strapping. 15: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila doc: Cond -10/06 D07 -134 Printed: 11 -15 -2007 Permit Center. City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us 16: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206 - 431- 3670). 17: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 18: ** *PLANNING DIVISION COMMENTS * ** 19: The City is making no warranties or guarantees that a short plat can be approved on this property at a future date. As has been noted to you, if you intend on installing an access road to serve two homes in the rear of the property, that area of the access road will be subtracted from the front lot. The front yard must be able to have a least 6500 square feet of lot area not including the access road. Additionally, the house must meet all development standards as part of any short plat approved. Most likely you will only be able to have one house in the rear of the property. You are proceeding at your own risk. 20: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 21: Minimum 48 hours in advance applicant shall contact Public Works © (206)433 -0179 to schedule a pre - construction meeting with Public Works Utility Inspector. The applicant must notify the City Utility Inspector at (206)433 -0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 22: Contractor shall notify Public Works Utility Inspector at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 23: This permit shall be accompanied by the special conditions which are hereby incorporated and binding upon the applicant. Signature hereto shall serve as acknowledgement of the receipt of such special conditions and shall further indicate applicant's agreement to abide to the terms and conditions contained herein. 24: Permit is valid between the weekday hours of 7:00 a.m. and 3:30 p.m. only. Authorization of Special Billing is required for any weeken and/or afterhours inspection. 25: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around your work zone (No flushing allowed). Notify City Inspector before 12:00 Noon on Friday preceding any weekend work. 26: Any material spilled onto any street shall be cleaned up immediately. 27: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 28: From October 1 through April 30, cover any slopes and stockpiles that are 3H: 1V 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. 29: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 30: The site shall have permanent erosion control measures in place as soon as possible after final grading has been doc: Cond -10/06 D07 -134 Printed: 11 -15 -2007 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 completed and prior to the Final Inspection. 31: Per Tukwila Undergrounding Ordinance all utilities shall be placed underground. * *continued on next page ** D07 - 134 Printed: 11 -15 -2007 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 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: fl�� . 7 1► --�.. Print Name: / 2 - b -e L c : - D a t e : 1 / —)S — 6 7 D07 - 134 Printed: 11 -15 -2007 SITE LOCATION Site Address: 11 / 3(g . 2 Ave .5: Tenant Name: I /✓ Amhi. - Property Owners N • e: L 0r%l's' �i – – Mailing Address: i ♦ at-_. �-! •' - City CONTACT PERSON Name: �...!/ // � ! / 4h64,_/ -1, 4 C Mailing Address: i r J ? E -Mail Address: /�� , /tt—A 1 &tax Number. Q'`' ` %5 /3,69 GENERAL CONTRACTOR INFORMATION – (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Pi ing (pg 5) ) Company Name: Mailing Address: Contact Person: E -Mail Address: Contractor Registration Number: Company Name: Mailing Address: Contact Person: E -Mail Address: CITY OF TUKWIL i Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http: / /www. ci. tkwila. wa. us Company Name: Mailing Address: 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 ** I'» pew 11 i 5 1(111.66 , Contact contact Person: E -Mail Address: Q:Upplicatians\Forms- Applications On Line\3 -2006 'Permit Applicatian.doc Revised 4 bh Building Permit Mechanical Permit No. Plumbing/Gas Permit No. Public Works Permit No. Project No. (For office use only) King Co Assessor's Tax No.: S 3 / 79t / Suite Number. Floor. New Tenant: &,Yes ❑ ..No ay Teleph(: AzGliza-#9 i 41F City State zip ENGINEER OF RECORD — All plans must be wet stamped by Engineer of Record Page 1 of 6 28Z q Day Telephonek ) g $ ,,�" 773/ City i�� to ax Number: �— 3 0 o Expiration Date: O ,. . 2 7 ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record 9r6� 1)53 Day Telephone: � 4 — f 2 -- 2 LaxNumber.2� J r � c /36 City Veil _ rt Day Telephone: !/� � 1 6 / Fax Number: l BUILDING PERMIT INFO LTION -206 -431 - 3670 Valuation of Project (contractor's bid price): $ / ✓ 17 / / 64 Existing Build* pg Valuation: $ / vii / i • 1 1. t _____ 4 / . A �G 1 - l t,M G ■ .� l. A �. Ai�•7 ( � i� � lEM ..ml wi IR ,r ■ 21.1 I r AJNE■ f a LE ra s.A.F1,..... , 1 A I' 171 lff . Scope of Work (please provide detailed information): Will there be new rack storage? ❑ ..Yes . ..No (If yes, a separate permit and plan submittal will be required) Provide All Building Areas in Square Footage Below PLANNING DMSION: 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 for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact Handicap: Will there be a change in use? ❑ ....Yes 4.No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0.. Sprinklers ,..Automatic Fire Alarm ❑..None ❑ ..Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes No If `yes', attach list of materials and storage locations on a separate 8 - 1/2 x 11 paper indicating 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. Q:\Applcations\Forms- Applications On tine13 -2006 - Permit Application.doc Revised 4-2006 a, L7i,1an'• Page 2 of 6 Existing Interior Remodel Addition to Existing Structure New Type of Construction r IBC Type of Occupancy per IBC l' Floor , z-e12 51 2 Floor 3` Floor Floors thou Basement Accessory Structure* Attached Garage ,5/ 5 - Detached Garage Attached Carport Detached Carport Covered Deck / 7/� 5-�- / Uncovered Deck • 5 5 1 • l BUILDING PERMIT INFO LTION -206 -431 - 3670 Valuation of Project (contractor's bid price): $ / ✓ 17 / / 64 Existing Build* pg Valuation: $ / vii / i • 1 1. t _____ 4 / . A �G 1 - l t,M G ■ .� l. A �. Ai�•7 ( � i� � lEM ..ml wi IR ,r ■ 21.1 I r AJNE■ f a LE ra s.A.F1,..... , 1 A I' 171 lff . Scope of Work (please provide detailed information): Will there be new rack storage? ❑ ..Yes . ..No (If yes, a separate permit and plan submittal will be required) Provide All Building Areas in Square Footage Below PLANNING DMSION: 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 for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact Handicap: Will there be a change in use? ❑ ....Yes 4.No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0.. Sprinklers ,..Automatic Fire Alarm ❑..None ❑ ..Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes No If `yes', attach list of materials and storage locations on a separate 8 - 1/2 x 11 paper indicating 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. Q:\Applcations\Forms- Applications On tine13 -2006 - Permit Application.doc Revised 4-2006 a, L7i,1an'• Page 2 of 6 PUBLIC WORKS PERMIT IN....aRMATION - 206-433-0179 SeXWol provide detailed information): . 4 3 n- 1/1n (V) Please refer to Public Works Bulletin #1 for fees and estimate sheet. Wter District ...Tukwila 0 ...Water District #125 ...Water Availability Provided g er District ...Tukwila ...Sewer Use Certificate 0 ...Total Cut cubic yards o ...Total Fill cubic yards 5. .Sanitary Side Sewer ..Cap or Remove Utilities ID ...Frontage Improvements o ...Traffic Control o ...Backflow Prevention - Fire Protection Irrigation Domestic Wann- 0 ...Permanent Water Meter 0 ...Temporary Water Meter Size.. 0 ...Water Only Meter Size 0 ...Sewer Main Extension. Public ID _Water Main Extension Public ...ValVue 0 ...Sewer Availability Provided matted with Application (mark boxes which apply): g _ Civil Plans (Maximum Paper Size —22" x 34") ...Tedmical Information Report (Storm' .■ . • :e) 0.. Geotechnical Report 0 ...Bond 0 .. Insurance i.: .. Easement(s) 0.. Maintenance Agreement(s) reposed Activities (mark boxes that antolv): _Right-of-way Use - Nonprofit for less than 72 hours 0 ...Right-of-way Use - No Disturbance Xl_Construdion/Excavation/Fill - Right-of-way ,X' Non Right-of-way 19 0 .. Abandon Septic Tank .. Curb Cut .. Pavement Cut .. Looped Fire Line • Q: \ Applications \ Forms-Applications On LIne\3-2006 Pusan Applicationdoc Revised 4-2006 bh Call before you Dig: 1400-424-5555 If Private Private 1111. Ada/ D Highline D .. Renton .. • Renton D..Seattle o .. Approved Septic Plans Provided o .. Right-of-way Use - Profit for less than 72 hours O ..Right-of-way Use — Potential Disturbance V .. Work in Flood Zone J.. Storm Drainage O ...Traffic Impact Analysis 0 ...Hold Harmless — (SAO) O -.Hold Harmless — (ROW) 0 .. Grease Interceptor • Channelization • Trench Excavation • Utility Undergrounding Deduct Water Meter Size Page 3 of 6 FINANCE INFORMATION Fire Line Size at Property Line 0 ...Water 0 ...Sewer Monthly Service Billing to: Name: Mailing Address: Number of Public Fire Hydrant(s) ...Sewage Treatment Day Telephone: City • State Zip Water Meter Refund/Billing: Name: Day Telephone- Mailing Address: City State Zip • I PERMIT APPLICATION NO1 - Applicable to all permits in this apikwation Valve 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 1053.2 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING O' ' O : A : O • D AG Signature: Print Name: Mailing Address: Zl �o Da G 3 ! te: q Day Telephone: ZS J - 1 ✓ Z W/1 gb State Zip Date Application Expires: 1124 i Date Application Accepted: ti-to- QAplic6�$W�mS-A1'PliCatiC*1S On Iin 3 -2006 -Permit ApplicaGOnA« Revised' 4 -2006 eh Staff Initials: 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 1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for I" 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. Approved 09.25.02 Last Revised Jan. 2006 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME `- l 1 17Nw4(1-)4 6rn'Gs PERMIT # a If you do not provide contractor 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 I, $250 (1) 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water /Sewer /Surface Water • Road/Parking/Access / 'b� A. Total Improvements -•EZD 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B +C +D) $ (4) 5. Enter total excavation volume cubic yards Enter total fill volume 0 cubic yards Use the following table to estimate the grading plan review and permit fee. ater of the excavation and fill volumes. GRADING Plan Review and Permit Fees 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. 1 $ ( RECEIVED CCTV QF TIJKWIl.A APR 12 2007 PEAM1T CENTE{+ iirimi QUANTITY IN C IC YARDS RATE 50 or le $23.50 51 -1 $37.00 101 ,000 $3 plus $17.50 frac 10 for 1 100 CY •. each additional 100 or in thereof. 01- 10,000 $194.50 f. 1 1000 CY plus $14.50 for each dditional 1,000 or fraction th• eof. 10,001 - 100,000 $325.00 for the e 1,000 CY plus $66.00 for each additii i al 10,000 or fraction thereof 100,001 or more $919.00 for 1 100,000 c Y plus $36.50 for each additional 1 . 100 or fraction thereof. pros. Remai g Years Pavement Overlay and Repair Rate (per SF of lane width) 20 -15 (1 %) $10.00 15 -10 (75° $7.50 10 -7 (50 %) $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) $2.50 2 -1 (10 %) $1.00 0 -1 $0.00 BI ILLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B +C +D) 7. Pavement Mitigation Fee $ The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted paveme per lane and on the con(ition of the existing pavement. Use the following table and Bullet' 1B to estimate the p 8. GRADING Permit Review Fe Grading Permit Fees are calcul ing the following table. Use the greater of the excavation d fill fumes from Item 5. Approved 09.25.02 Last Revised Jan. 2006 2 $ (6) $ (8) (7) Parcel No.: 3347400160 Permit Number: D07 -134 Address: 11636 42 AV S TUKW Status: ISSUED Suite No: Applied Date: 04/12/2007 Applicant: BOLING RESIDENCE Issue Date: 11/15/2007 Receipt No.: R08 -03818 Initials. LAW Payment Date: 11/24/2008 04:14 PM User ID: 1632 Balance: $0.00 Payee: REBECCA D BOLING ACCOUNT ITEM LIST: Description doc: Receiot -06 PLAN CHECK - WATER METER WATER CONNECTION WATER INSPECTION FEE WATER INSTALLATION (DEP) WATER TURN -ON FEE 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 3816 600.00 Account Code Current Pmts 000/345.830 401/379.002 401/342.400 401/386.520 401/343.405 RECEIPT Total: $600.00 Payment Amount: $600.00 10.00 60.00 15.00 490.00 25.00 9922 11/25 9 707 TOTAL 600.00 Printed: 11- 242008 Parcel No.: 3347400160 Address: 11636 42 AV S TUKW Suite No: Applicant: BOLING RESIDENCE Receipt No.: R08 -03248 Payee: GERRY MCAULEY 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 8348 58.00 ACCOUNT ITEM LIST: Description BUILDING INVESTIGATION RECEIPT Payment Amount: $58.00 Permit Number: D07 -134 Status: ISSUED Applied Date: 04/12/2007 Issue Date: 11/15/2007 Initials: JEM Payment Date: 09/12/2008 04:01 PM User ID: 1165 Balance: $0.00 Account Code Current Pmts 000/322.800 58.00 Total: $58.00 7312 09/15 i 5 ? 7 7 doc: Receiot -06 Printed: 09 -12 -2008 Parcel No.: 3347400160 Address: 11636 42 AV S TUKW Suite No: Applicant: BOLING RESIDENCE Receipt No.: R07 -02522 Payee: REBECCA BOLING ACCOUNT ITEM LIST: Description dor.• RArpint -lfi City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us RECEIPT Initials: LAW Payment Date: 11/15/2007 01:53 PM User ID: 1632 Balance: $0.00 TRANSACTION LIST: Type Method Description Amount Payment Check 1003 31,760.11 Account Code Current Pmts BUILDING - NONRES 000/322.100 2,085.60 CASCADE WATER ALLIANCE 401/386.550 5,297.00 PW PERMIT /INSPECTION FEE 000/342.400 112.50 PW PLAN REVIEW 000/345.830 -.50 SEWER - ALLENTOWN /RYAN 402/379.004 15,000.00 STATE BUILDING SURCHARGE 000/386.904 4.50 TRAFFIC MITIGATION FEES 104.367.120 1,013.88 WATER - ALLENTOWN /RYAN 401/379.004 8,247.13 Total: $31,760.11 Permit Number: D07 -134 Status: APPROVED Applied Date: 04/12/2007 Issue Date: Payment Amount: $31,760.11 5069 11/16 9710 TOTAL 31760.11 PrintAll: 11 -15 -7017 Payee: KHAM PHENGPHACHANH City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us RECEIPT Parcel No.: 3347400160 Permit Number: D07 -134 Address: Status: PENDING Suite No: Applied Date: 04/12/2007 Applicant: BOLING RESIDENCE Issue Date: Receipt No.: R07 -01805 Payment Amount: $300.00 Initials: JEM Payment Date: 08/27/2007 08:50 AM User ID: 1165 Balance: $2,203.10 TRANSACTION LIST: Type Method Description Amount Payment Check 1070 300.00 ACCOUNT ITEM LIST: Description TRAFFIC CONCURRENCY Account Code Current Pmts 104.367.121.00 300.00 Total: $300.00 2091 08/27 9710 TOTAL. :300.00 rinn. Ramint -OR Printati (1R -27 -2007 Parcel No.: 3347400160 Address: Suite No: Applicant: BOLING RESIDENCE Receipt No.: R07 -00566 Payee: THE ICEIMIC ASSOCIATES TRANSACTION LIST: Type Method Description ACCOUNT ITEM LIST: Description PLAN CHECK - NONRES PW BASE APPLICATION FEE PW PLAN REVIEW 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 000/345.830 000/322.100 000/345.830 RECEIPT Initials: JEM Payment Date: 04/12/2007 04:46 PM User ID: 1165 Balance: $2,203.10 Amount Payment Check 12697 1,718.64 Account Code Current Pmts 1,355.64 250.00 113.00 Total: $1,718.64 Permit Number: D07 -134 Status: PENDING Applied Date: 04/12/2007 Issue Date: Payment Amount: $1,718.64 7091 04/13 9716 TOTAL 1718.64 doc: Receipt -06 Printed: 04 -12 -2007 Project: &)L,M . /1 . Type of Infection: r.ti'9 / Address: //..?(_ «2 4v S Date Called: Special Instructions: Date Wanted: .�' G Q a. p.m. Requester: Phone No: ZS3 /8 — 78/ 4> � INSPECTION RECORD Retain a copy with permit IN PECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -367 1 pproved per applicable codes. Corrections required prior to approval. 1. COMMENTS: C J Insecr -- P .` (Date: k. .-(3 ‘) JJ $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: eiO2'N G / Type of Inspection: /�,Nq / Address: / /3C ` /24 v .S Date Called: Special Instructions: Date Wanted: - 8- 05 a Requester: Phone o: - 6 -.389 - X ❑ Approved per applicable codes. INSPECTION RECORD Retain a copy with permit 0o /3y INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. COMMENTS: cr- 0, (,)3fV-s Inspect: Date: 4 - EJ $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: Projec ()( •es Type of Inspection: h! NAL. Address: 1 (1P L 42 Au. Called: t vz646 Special Instructions: Date Wanted:Date f O 1 v 67/0e a.m. P.m. Requester: Phone No: INSPECTION NO. Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION x-- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. COMMENTS: -6'til.f/d6ei't tiefY ■1:7 (2/1140 (Inspector: El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Receipt No.: 'Date: Pro' t: o I i Ne <* Type of Inspection: / u4 / . Address: 1 t 1 06 L IZ 10 5 Date Called: Special Instructions: Date Wanted: 1 p l ?_ 5 /d P. .m) p.m. Requester: Phone No: 2 X32 / ci---- ❑ Approved per applicable codes. INSPECTION RECORD Retain a copy with permit 3L INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION R' 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. COMMENTS: i,3 J /cc s) t o Inspector: `Date: /rl 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\v, Project: f2oLiA/6 4 Type of Inspection: ..., Address: //t 3G l/? r}vS Date Called: Special Instructions: Date Wanted: Requester: Phone No/:: c2 3 c_ — 6..52 1A■b INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. 1 CITY OF TUKWILA BUILDING DIVISION 8- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 U Approved per applicable codes. COMMENTS: Inspect 1 Date:c j -' —L3' r) ❑ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: Corrections required prior to approval. 'Date: x/3 L Proje Type of Inspecti n: Address: 3 Oa Date Called: Special Instructions: Dat anted: QO • Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 1 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 - 6 Approved per applicable codes. Corrections required prior to approval. n $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: Inspector;: 'Date :( Pr k6 1 1 NG Q c Type f Inspection: 7 ,100, .. >� < <l� Address: 11(03 ( 6u Date Called: Special Instructions: Date Wanted: — 1 -- I ' 7 - 06 : m. m. Requester: Phone 0co -3 CJ -cd INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION ' ^� 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2 431 -36 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: (Inspect UV 1 Date:1 El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: 'Date: COMMENTS: K� 6k. - /-0 ,t)Jif J/ e-0-4,'1 `- tAv-1 C-e/■_P (- (R)/ T/_ eit ' c'_ Special Instructions: / 5'r cJ Date Wanted: 9 — / S ' Ov I.JA u ( n 6 l v► S.f e) Phone c c13 s 8 -c,5-2, M ( r; 41 (- ce_-1i1 if . . Project oD b iv � K� Type oLlrspection: A-02.4,17/4J A �� s :_ ( .. /.2 Date Called: Special Instructions: / Date Wanted: 9 — / S ' Ov �a�tl. p.m. Requester: Phone c c13 s 8 -c,5-2, INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ix2 7 -/3c/ PERMIT NO. (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. // Inspe9or: 'Date: { ? I s� 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.: IDate: 1 T S: p . p �/ No.t L r r � /---3 , , ., aef k rA rrr 46, k• — -ev-U / 3 Address: ,( l (to3lo 4Z . �k J 1"l. Jr ;' `r?1-1e TLi6/5 I, v_i- ex S‘ri✓io Special Instruions: 11 �� ct � v�� J� S �� Pa --S �� o F J./\ -7 - I7 - 0 U , l�t ., O.,t S t ,4-i - B eA;, -- — I ,JF Requester: -___9 'atI ( rP r(---rr" vim WA A - i — ,1 g J a IJer Farr 4 t,�.A& J - ( Xs 1,,,k it A d ✓to re S'c�r O U ,L t Al l , A- -i ) , *— :: -A 1 J 1,4-1 SF; IBS i< .52 A , eQ - 1.i3 o0 S L —A-63 Z wade d�r , c)uc rr o fr\ Q I' Se tiro vet- C- 1 e_y 7A! IiAP (los 1,Jkf1 Pro' ct: Type of 1 ection: Ns Ak. Af Address: ,( l (to3lo 4Z . �k J ate Ca led :6 Special Instruions: 11 �� ct � v�� J� S �� Pa --S �� o F J./\ -7 - I7 - 0 U , l�t ., Date Wanted: �? 6. � " `7 ,,,v ,,,v , _ Requester: Phone No: ?.O Co -3 f s 2S 4 ( El Approved per applicable codes. Receipt No.: Inspecr a A I A Ak Date: 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 -367 Corrections required prior to approval. 1Date n 191615151EINSPECTION FEE R UIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Project:, Type of Inspection: Al 1(3 ( 1 4240 (1 S Date II eF S Gc°_ j /� Special Instructions: Date Wanted: � 7 17 — c6 d1 Requester: Phone No: INSPECTION RECORD Retain a copy with permit A -/3y INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 PERMIT NO. pproved per applicable codes. El Corrections required prior to approval. COMMENTS: InspegEor: U � ID ate: _ JJ $60.00 REINSPEC 'TION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: IDate: :' �^ _. _ _''�= ..'. "�•� *�..f° =�` -.sue �, - �+ 4� Project: i ntc / A hre"ed C Type of Inspectiop: cr-04-244-7` Wei Address: //6 34 42v7A/4, Datetalled: Special Instructions: late Wanted- a.m. Requester: Phone No: INSPECTION NO. D Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Et Corrections required prior to approval. C / h< AA/4n ( 4,1#/),(4-1 ' 1/2 - AiJASe / (..• . .17 • yle-, s • j 5 le. I/ / /* fir 2) wep 1 .0// 4,, gm,2, ) 4 fr,„ pd-c 'Inspector: -!... J $60.00 REINSPECTION FE REQUIRED. Prior to inspection, fee must be 1.-- "paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: 'Date: Project: n i 1 . Type of I spection: Address: tr(/) 3 �ff� Date Called: Special Instructions: Date Wanted S f7 - o r � � --_ a.m. ti p.m. Requester: Phone No: 3 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Do` - l 3 4 PERMIT NO. - (206)431 -3670 pproved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: !Inspect Date: S ' $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: COMMENTS: Type of Inspection: N h ,)r■Y. r ` 1 1 3 r I /\J'A-1(' 4 itt WSJ : %%% f ) t i A D( k ( (-./I 7- r G N ..ce'z-il--, t, s e! 1.) S,) "-L,- 1,i1 —( i , le ,,,J./. s_ A./ -P ' , Requester: / ' — PA-6 / , / 1 . i l Pro' ct: �t Y�� AC'S Type of Inspection: N h Address: 1 16 3E LIZ Au S Date Called: Special Instructions: Date Wanted: 1- 1 — 2.c j -Uej a;m; p. Requester: Phone No: .4 3 07- j 3 Lf 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 pproved'per applicable codes. ❑ Corrections required prior to approval. Inspector: Date: -z� d El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: IDate: COMMENTS: \o ((e 3- iif!?✓� (It f�i Address: / /&? 6 y' // A PJ'(O(hd P111) Sid/ // /h On 511e alp.! v . th f1'f6‘n JA6A- g C�iv1 Nor A Goa/ Special Instructions: 04 Fo ke ,•r se-cf- P Requester: v1,f - : Afrofs 1991;.) /r'x.,04+1. .1 6,.,,,,‘ w; f i,4- A p Project: &L i r 7 A5 Type of Inspection: ,i /NS ,/,),PW/4/,S Address: / /&? 6 y' // Date Called: Special Instructions: Date Wanted .5 / 6 "l>f? P Requester: Phone No 6 -q — 1 52 5 2 Inspector: INSPECTION RECORD Retain a copy with permit INSPECTION 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. Date: f $58.00 PECTION FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: COMMENTS: e i < To f ,,, q ../ fitiThs: A --t A G.) tt\ Art . 0A LA 0 r r virl- Af il4e r Atc-Ai" Of t k ,t 4 )ok) A- „Se-V AA; e- i i - Yr y d_i In e i / C o .--t. :AT:C7 i' 3 7 0 _fo Ate ,77,e_re &red .et ,/t_f J V 4 tr. 1•4e: to,' 1( Special Instructions: redu: s; d '\ P V _(‘,/Z I rk_ 7 sk q Tr)/ a RT ,1 , ./. - 1,J1'(( ii A it/J 1 4--p -er • . . Project: /30L/Aid. R S Type of Inspection: FOOT/ AJ G Address: //Co36 '/Z4, .s' Date Called: Special Instructions: Date Wanted: 4-24/-06 q Requester: Phone No: ..,06- 3 88 - 6 52 5" CITY OF TUKWILA BUILDING DIVISION Do7-/3Y INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 ID Approved per applicable codes. Corrections required prior to approval. Inspect: IDate4_ I-- 1:3 $58.00 REINSPECTION FEE REQUIRED. Prior to inspectio‘fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: 1 COMMENTS: X HIA: S - M()ND ,)), , 2 — 0 (..) Al ,,. 1 . S L V ( r d t1 c M17r ; 1 pp — T rr(r ■ Pf iti (AlAf - AM7 ( Pf -e(.. f t /P/ 1 ,7 r-A,r et r . Date Wanted: Z /� y i. j --t ( s 6 s ,-- (A-1( A r .__p (C— r cp P t N 4 Requester: 0 i) A) O7' n v IA /I Una': ( ;1' A s 5eeA t 1 8 PA y ( F o Project: O -'A'' /?r Type of Inspection: „I l� Address: //(3& 4 /Z_ 9uS Date Called: Special Instructions: Date Wanted: Z /� y a.m. Requester: Phone No: �� I SPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #1 00, Tukwila, WA 98188 Approved per applicable codes. Inspe rl R 1 Q INSPECTION RECORD Retain a copy with permit Vl PERMIT NO. (206)431 -3670 Corrections required prior to approval. Date z3 oe El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: COMMENTS: Type of Inspection: Pw F Inay.I — �A✓,Jeo■ Address: ( II (03G 4 4ve., S Date Called: $ if /O1 - 'Firl..leok Date Wanted: g i s I 0 p.m. Requester: -'Cc c Phone No: 2-53 3(q — 78(Ce , - FI-naledA Curb / Ev- 4 rt ovc c.t" reel .4 c.e A }, ci.L( 54-an -rI( 5 Project: n Project: PC9 ce -rlcE_ Type of Inspection: Pw F Inay.I Address: ( II (03G 4 4ve., S Date Called: $ if /O1 Special Instructions: Date Wanted: g i s I 0 p.m. Requester: Phone No: 2-53 3(q — 78(Ce , D°7-134 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: (Date: $ S-I o 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: was a.? COMMENTS: Type of Inspection: CC OS — _ _ce-{ - XorvlS -roc £t P.o‘ (Airy( .t d r - iv eAuc....1 r (-G piac,e e)((-!-,, S ir ewal . ,c,(.1 k ,ra c_ corrq'f rn ec �K -(o rout lr /o/O. Requester: ter} Phone No: 106) — S 8 - C S -- a s Project pp JJ Obiliq Type of Inspection: Address: IIV 4r 4X t r-ive, S Date Called: 11 /20 kg Special Instructions: Date Wanted: (( 1 , (og rr� p`�• Requester: ter} Phone No: 106) — S 8 - C S -- a s 01 Dal / y 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: 'Date: 1 020 I $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: • P cy , id a y ence Type of InsprOor p A ess: /4 Date Called: Spec, I Instructions: Date Wanted: Requester: t1 t./ P" a(e - V- oa5 INSPECTION RECORD �j Retain a copy with permit , � l ,v INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 .) J Approved per applicable codes. Corrections required prior to approval. COMMENTS: WNhe — OV_ 10i23 Inspector: (Date: r 23 / o b� EJ $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: Addre� k ` jj 2. /t Date Called: / 2.4 /�� 7 i Special l Instruuctions: 6:6° Date Wanted: a.m. 91 /°I p.m. Requester: 444°(/*/ Se5 A-1: P hone No: ,, 5-f 2 66 2661 INSPECTION RECORD Retain a copy with permit ,D07 / 3(f INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. 'Inspector: El Corrections required prior to approval. COMMENTS: ti 7 1- h i[• ii bibio4A r ate: 3 , $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. G.4,/ (Receipt No.: 'Date: 1 [b°713 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 ect: � d4` I 3 d ce 4- a , so_ Special Instructions; L ; ()WC 00 K/tO ..3 j -F -frt/Lj Is ok, Type of 1 ction: Date Called: Date Wanted: i (15:-.m. : a.m. Request l)ek ot Ppone N 19069 as 5 - Le 5� S ). jA proved per applicable codes. COMMENTS: 't L7 f'R C C Gvv a 12 1 (q l Corrections required prior to approval. (Inspector: 'Date: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedute reinspection. 'Receipt No.: 'Date: COMMENTS: q i 1 '4,/ ( ( (PA f fAiNc,Q,1 -4-j : :---01 ' ..(/) N. DI i a 1 (� t o�Y+ 'iC Type of Inspection ess: ate Called: c 1,7 0 R Special Instructions: Date Wanted l ! ( 4 r /' '� p.m• i. .: W PM't'A w)(494-.40 Requester:( INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION PERMIT NO. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. orrections required prior to approval. (Inspector: rate: a) '4 6 Aj 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: , INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION PERMIT NO. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. orrections required prior to approval. (Inspector: rate: a) '4 6 Aj 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: GUtm P Address: /1 636' c/? 4J! S Date Called: 01��3/0A- Date Wanted: 67 9 /2` / /vr I\1) OW 01•) c Reques er: 9 !z s (J 22-J J P L 4 5 14 61 y tti rl 'N �� 0 KJ/it tk _ Project: 'oll n ,S ,c e. Type of Inspection: GUtm P Address: /1 636' c/? 4J! S Date Called: 01��3/0A- Date Wanted: 67 9 /2` / /vr a..' m p.m. Special Instructions: j h C'( ((a / c4 4-13 I ' ? Reques er: Phone j V U ( v 3 fj k "(so?. 1 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 Ei Approved per applicable codes. 'Inspector: El Corrections required prior to approval. (Date: 1-y04 LJ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Et` - 14.1P41,7 lettiftleS6644011107111,'"i11 'Receipt No.: 'Date: _l Project: . hOI1Vc� of Inspection: �.) 5 Addres :� I 1 1 1 1 --/J 0 Da te Calle _ 4V / V Special Instructions: - Date Wanted: a.m. it p.m. Requester: Phone No: 1 INSPECTION RECORD Retain a copy with permit D ? - iW INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. Corrections required prior to approval. COMMENTS: //q/K :X((L ma /2 GU.Ibil T - ._ / 5 /14.4. ,, 0 p c. fl s -i5u.11.1 '5/ / o, Inspector: 61.1 j 'Date: 6/1 / r� LJ $58.00 REINSPECTION FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: (Date: 8 08:05 AM u1y 2, { 2008 .1•: 'ukwila Building Department t:. eve Larson, Inspector/Plans Examiner Subje : r Factory Inspection of Pre- Fabricated Shear Wall P to e .keside 4e, 11636 42nd Avenue S., Tukwila, WA mg Residence/D07 -134) 1 JUL 02 2008 16:57 Bruce S. MacVeigh, P.E. Civil Engineer /Small Site Geotechnical 14245 59 Ave. S. Tukwila, WA 98168 Office: (206) 242 -7665 Fax: Same mss: 4/241 4� Larson: e the pre- fabricated shear wall panels for the above new residence were at the Armstrong Homes plant in Auburn, WA. is single story and all exterior walls were designed as Type 1 walis. e 4ciive " x 6" framed with 7/16" OSB sheathing, and with 8d nailing at 6" edge and panels are assembled at the Armstrong plant, including exterior siding. This e inspection of the walls prior to the application of the siding at the plant. ipspacted had proper nailing and in all ways were found to conform with the designs and specifications, and were constructed per usual practice. Based oti intpected and observation of the plant operations, it may be assured that the mated for this building will be satisfactory, and no further inspection ofthis . Attached are photographs of typical panels being fabricated. t 4s relating to this inspection may be directed to this office. for your assistance. aaVei gh,� armstrongbolinginsp10844 P.01 PAGE.01 Opaque Concrete/Masonry Wall Requirements Wall Maximum U- factor is 0.15 (R5.7 continuous ins) CMU block walls with insulated cores comply If project qualifies for Concrete/Masonry Option, list walls with HC 2 9.0 Btu/ft•°F below (other walls must meet Opaque Wall requirements). Use descriptions and values from Table 10-9 in the Code. Wall Description (induding insulation R -value & position) U- factor All Other Roofs For Building Department Use . - FILE COPY rr = i ' (' In Concrete/Masonry Option Opaque Walls' Applicant Name: The lkaimiq Associates 21.0 ODE • ' 1 °, ED Floors Over Unconditioned Space 30.0 NOV 13 2007 Aft Radiant Floors mmmoN Maximum U- factors . :AI 1 141 0-112 r: 11 -..' 0.200 Vertical Glazing Envelope Requirements (enter values as applicable) Fully heated/cooled space Minimum Insulation R- values Roofs Over Attic Date 4/3/2007 38.0 All Other Roofs For Building Department Use . - FILE COPY rr = i ' (' In Concrete/Masonry Option Opaque Walls' Applicant Name: The lkaimiq Associates 21.0 Below Grade Walls Applicant Phone: 253-939 -3232 Floors Over Unconditioned Space 30.0 Slabs -on -Grade - Radiant Floors Maximum U- factors Opaque fors 0.200 Vertical Glazing 0.390 Overhead Glazing Maximum SHGC (or SC) Vertical/Overhead Glazing Project Info Project Address 114Ei442nd ay.. south Date 4/3/2007 Tukwila, NA 99168 For Building Department Use . - FILE COPY rr = i ' (' In Concrete/Masonry Option 0 yes Check here if using this option and if project meets all requirements for the Concrete /Masonry • no Option. See Decision Flowchart (over) for qualifications. Enter requirements for each qualifying assembly below. Applicant Name: The lkaimiq Associates Applicant Address: 216 A. Street NW Applicant Phone: 253-939 -3232 Pfy Space Heat Type 0 Electric resistance ® All other (see over for definitions) Glazing Area Calculation Note: Below grade walls may be Included in the Gross Exterior Wall Area if they are insulated to the level required for opaque walls. Total Glazing Area Electronic version: these values are automatically taken from - ENV-UA-- 1.,_,. (rough opening) Gross Exterior (vertical & overhd) divided by Wall Area times 100 equals % Glazing 407.4 • 2549.4 X 100 = 16.0% Concrete/Masonry Option 0 yes Check here if using this option and if project meets all requirements for the Concrete /Masonry • no Option. See Decision Flowchart (over) for qualifications. Enter requirements for each qualifying assembly below. 2004 Washington State Nonresidential Energy Code Compliance Form Envelope Summary Climate Zone 1 ENV -SUM 2004 Washington State Nonresidential Energy Code Compliance Forms 'Project Description Compliance Option Notes: New Building LJ Addition Seml- heated space Minimum Insulation R- values Roofs Over Semi- Heated Spaces 1. Assemblies with metal framing must comply with overall U- factors 2. Refer to Section 1310 for qualifications and requirements ❑ Alteration Prescriptive El Component Performance (See Decision Flowchart (over) for qualifications) r rat3G�.tt1f. • Q Cdange q (� r� . • Lpprk ,.�i i a�.L Revised May 2005 [�] �ysteiims Aaalyil E` ( � ' : • - V 6 C f :. C MOWED KWILA APR 12 2007 PERMIT CENTER e t:a sm. I 9114 Envelope Summary (back) Climate Zone 1 ENV -SUM 2004 Washington State Nonresidential Energy Code Compliance Forms Decision Flowchart for Prescriptive Option Use this flowchart to determine if project qualifies for the optional Prescriptive Option. If not, either the Component Performance or Systems Analysis Options must be used. 1302 Space Heat Type: For the purpose of determining building envelope requirements, the following two categories comprise all space heating types: Other: All other space heating systems including gas, solid fuel, on, and propane space belting s� and those systems listed in the exception to resistance. a (continued at right) Assembly Description 2004 Washington State Nonresidential Energy Code Gompiiance rorm AD Insulation Installed? Below Grd Wag (ext) R -10 Below Grd Wall (oth) R -19 Roof Over Attic All Other Roof Raised Floor Slab -On -Grade Radiant Floor Opaque Door R-30 R -21 R -19 R -10 R -10 U -0.60 oj L Yes Mass Wall Insulation Req Mass Wall U0.15/R5.7ci CMU Block Ins Cores Wood Frame R19 Metal Framed R19 Concrete/Masonry Option es Glazing Criteria Met? Glazing Vert OH Area % UVaI UVaI SHGC 0-30% 0.55 0.70 0.45 30-45% 0.45 0.60 0.40 >45% Not Allowed Assy.Tag Yes 0 Prescriptive Path Allowed Component Performance or Systems Analysis Required HC** Electric Resistance: Space heating systems which use electric resistance elements as the primary heating system Including baseboard, radiant, and forced air units where the total electric resistance heat capacity exceeds 1.0 W/ft of the gross conditioned floor area. Exception: Heat pumps and terminal electric resistance heating in variable air volume distribution systems. Glazing Criteria Met? Glazing Vert OH Area % UVaI UVaI SHGC 0-30% 0.40 0.60 0.40 >30 Not Mowed All Insulation Installed? Below Grd Wall (ext) Below Grd Wall (oth) Roof Over Attic All Other Roof Raised Floor Slab -On -Grade Radiant Floor Opaque Door Wood R -10 R -19 R-38 R-30 R-30 R -10 R -10 U -0.60 Metal R -10 U -0.062 U -0.031 U -0.034 U -0.029 R -10 R -10 U -0,60 Totals Wall Heat Capacity (HC) Area (sf) Area weighted HC: divide total of (HC x area) by Total Area Mass Wall Insulation Req Mass Wag U0.15/R5.7ci CMU Block Ins Cores Wood Frame R19 Metal Framed U0.062 HC x Area Revised May 2005 *If the area weighted heat capacity (HC) of the total above grade wall is a minimum of 9.0, the Concrete Masonry Option may be used. *'For framed walls, assume HC=1.0 unless calculations are provided; for all other walls, use Section 1009. Project Address 11642 42nd Ave. South Date 4/3/2007 • Space Heat Type Q Electric resistance ® All other For Building Department Use Glazing Area as % gross exterior wall area 16.0% Prop. I 45.0% Max.Target Concrete/Masonry Option Q Yes © No Notes: If glazing area exceeds maximum allowed in Table, then calculate adjusted areas on back (over). Building Component List components by assembly ID & page # Proposed UA U- factor x Area (A) = UA (U x A) Target UA U- factor x Area (A) = UA (U x A) 8 g . a U= 0 U =0.390 Plan ID:s,C,a,s,r,c,L,4A U= 0.360 Plan ID:A A - U =0.350 Plan ID:S,I,J,x,M,x,o,P, A -8 0.340 Plan ID:1 A-8 U= Plan ID: U= Plan ID: U= Plan ID: 0.390 221.3 86.3 0.360 45.0 16.2 0.350 101.1 35.4 0.34 40.0 13.6 0.550 407.4 224.1 Glazing % Electric Resist. Other Heating 0-30% 0.40 0.55 >30-45% see note above 0.45 p � 0 .o as 6 S Q m ` b U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: 0.700 Glazing % Electric Resist. Other Heating 0-30% 0.6 0.7 >30 -45% see note above 0.6 t S U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: 0.700 s e a O 0.200 Plan ID: 2.3.11 A - 4 U= Plan ID: U= Plan ID: 0.200 60.0 12.0 0.600 60.0 36.0 Electric Resist Other Heating 0.60 0.60 3 s t a Rc 38.0 Plan ID:A -4 R= Plan ID: R= Plan ID: 0.031 2082.0 64.5 0.036 2082.0 75.0 Electric Resist. Other Heating 0.031 0.036 o .e R= Plan ID: R= Plan ID: R= Plan ID: 0.046 Electric Resist. Other Heating 0.034 0.046 1 To = o cr R = 21.0 PIanID:A - 4, 1 R =21.0 Plan ID:A - 8 R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: "Note: sum of Target Areas here should equal 0.060 930.0 55.8 0.060 1152.0 69.1 Target Opaque Wall Area (see back) 0.060 930.0 55.8 0.060 1152.0 69.1 ** Electric Resist. Other Heating Frame -Wd 0.062 0.062 Frame -Mtl 0.062 0.109 Mass Wall' 0.15 0.15 ++ see mass wall Criteria t 8 g $ O 3 R= Plan ID: R= Plan ID: R= Plan ID: Note: if insulated to levels required for opaque walls, list above with opaque walls Electric Resist. Other Heating Int Ins 0.062 0.062 Ext Ins 0.07 0.07 5 c lo 1 C R =30.0 PIanID:A-4,A-8 R= Plan ID: R= Plan ID: R= Plan ID: 0.029 2082.0 60.4 . 0.056 2082.0 116.6 Electric Resist Other Heating 0.029 0.056 k m a 1 4 0 °' a R= Plan ID: R= Plan ID: • R= Plan ID: R= Plan ID: 0.540 Electric Resist. Other Heating F =0.54 F =0.54 (see Table 13-1 for radiant floor values) *For CMU walls, indicate core insulation material. Totals' 6713.41 413.3 Totals 6713.4 576.5 To comply: Envelope UA Calculations Climate Zonel ENV -UA 2004 Washington State Nonresidential Energy Code Compliance Farms 2004 Washington State Nonresidential Energy Code Compliance Form 1) Proposed Total UA shall not exceed Target Total UA. 2) Proposed Total Area shall equal Target Total Area. Revised May 2005 93G. Proposed SHGC SHGC* x Area (A) = SHGC x A OG= VG= 407.4 2082.0 Glazing % Electric Resist. Other Heating 0-30% 0.4 0.45 >30 -45% not allowed 0.4 'Note: Manufacturer's SC may be used in lieu of SHGC. Totals 2082.0 Glazing List components by assembly ID & page # Proposed SHGC SHGC* x Area (A) = SHGC x A Target SHGC SHGC x Area (A) = SHGC x A BuizeiD ID: ID: ID: ID: ID: ID: 0.450 407.4 183.3 Glazing % Electric Resist. Other Heating 0-30% 0.4 0.45 >30 -45% not allowed 0.4 'Note: Manufacturer's SC may be used in lieu of SHGC. Totals Totals 407.4 183.3 2004 Washington State Nonresidential Energy Code Compliance Form Climate Zone 1 ENV -SHGC 2004 Washington State Nonresidential Energy Code Compliance Forms For compliance: Proposed total SHGC x A shall not exceed Target total SHGC x A NOTE: Since 1997 SHGC compliance for vertical and overhead glazing is allowed to be calculated together. Target Area Adjustment Calculations If the total amount of glazing area as a % of gross exterior wall area (calculated on ENVSUM1) exceeds the maximum allowed In Table 13-1, then this calculation must be submitted Use the resulting areas In the Target UA and SHGC calculations above. Glazing Area Opaque Area Gross Exterior Wall Area I 1147.2 I Roofs over Attics Other Roofs Walls) Proposed Areas: Numbered values are used In calculations below. Roofs over Attics Other Roofs Walls I 2549.4 I X I 45.06 I _ I 100 I =( 1147.2 Max Glazing Area (Table 13-1) Target OG Area in Roofs over Attics Max OG Remaining lesser 1147.2 ■ Proposed Opaque Area 2082.0 + + I 1147.2 I Proposed OG Area Target OG Area`Y Target Opaque Area Target OG Area In Other Roofs Maximum Target Glazing Area lesser 1147.2 Proposed Opaque Area Proposed VG Area Target VG Area Target Opaque Area 2082.0 I + ( 407.4 I — I 407.4 I Note: If there Is more than one type of wall, the Target VG Area may be distributed among them, and separate Target Opaque Areas found. If the Target Areas for Opaque Walls listed on the front must equal the total calculated here. Target VG Area 407.4.., I 2082. 2082.0 Target values In shaded boxes are used in the applicable Target UA calculations on the front. Target VG Area and Total Target OG Area are also used in the applicable Target SHGC calculations above. Revised May 2005 Note: OG = overhead glazing VG = vertical glazing For Target OG's, the lesser values are used both here and below. I Target Areas OK I AS CONSTRUCTED t�` s-) c Date: iProject: Location: i t Completed by (Crew lead): '- t. Reviewed by (Supervisor): ""la -� •:t The purpose of the pre- construction worksheet is to aidln properly planningprojects. Crews shall meet and discuss al! the needs • associated with the project •Crew leads will determine job elements. Each elements haff be assigned to an individual that will be responsible for maintaining the element. Except for short term or very basic traffic contro),)he crew lead shall detail a traffic control plan ' (see reverse), & illustrate the plan with a drawing depicting the traffic corffro(elemen(s on a rough map. Special Hazards Confined Space Entry Task# 1 Assigned to Notes Task #2 Assigned to Notes Task # 3 Assigned to Notes • Task #:4 Assigned to Notes Task # 5 Assigned to Notes , • Task # 6 Assigned to Notes Fall Protection Haz-Mat (MSDS) R j Pre - Construction Worksheet ?(0 4'7,N I•, ti "; .t //I 1. s,n �r,..7 -, to .v71 4','1 L'f f.) ts , L 5C'T 4.-'-"to ■..• Gt '%_.x) , A 17 A_; ail r' ,11 t .r � n ) ' T'..) 54 pr' \ L ytr vo C. t A F' A064,- r'fiilc`ar',(rT 1-s r: • YU / to t_. tl t (r 0 a' o./ v L t.) r_,- fn i? n IAA ! - : eo K.1 • �,tf ✓r d'T . TO AO( 1rfi. Materials Needed For Project Notes : , Equipment 1 Tools Needed For Project Co) <,f`n • t S , r.lfn � t` 1u • et J • r� S y)1 -1 (t. -t • n r V c _ r:L , C o +rd - - rz- tr. -',.4-. , tArlit ;7 G.t° r, �. , 1 1 . Pre - construction Worksheet Sign.# 1st Sign 2nd Sign 3rd Sian 4th Sign 5th Sign 6th Sign 7th Sign 8th Sign Message Location D.eligated to: Description r•f .. 7l� .r11t•PIDJ_ („t1/41 A r#. s_ i • Fit` s: ;:: t>r ~'-- th rL. A 446A Delegated to: Delegated to: Street # 1 Merging Taper (upstream) . Shifting Taper (upstream) Buffer *Tangent Merging Taper (downstream) Shifting Taper (downstream) Street # 2 Merging Taper (upstream) Shifting Taper(upstream) Buffer • Tangent Merging Taper (downstream) Shifting Taper (d•wnstream) Deligated to:. Delegated to: Station # 1oocation Station # 2 location f Portable Changeable Message System (PCMS) # of devices Z-� Z5 # of devices • Advanced Warning Spacing l'00 Ft i (')0 f) Ft t ()0 Ft 1 vb Ft $v 0 Ft '. 5 0 Ft Channelization ta b CO Length 2, 0 Ft Ft Ft Ft Z-SO Ft Ft Length Ft Ft Ft Ft Ft Ft Buffer Vehicle Spacing 0 Ft Ft Ft Ft () Ft Ft Spacing " Ft Ft Ft Ft Ft Ft Locatiorr or distance frorrl work site li Z. ►arts - 7 S (1 tL t( r L L t 1 a4k S. t I lP IS+ Flashing tJ(Yk „)(r Flashing . Steady-bum Steady-bum Flagger • CI �jt v f) , - r (41 L t=° tr"L F l I<ti ti n,. / iv\ l � tl 5 0 1 1 (r3 Z 0 2 0, U L5 . Flagger plan notes: n lr- k-t)1A ,. !go u. tit fa 17 0 iU 4-0 5. E r g S -f- r,-') o sty -t o 4 44 µ t4" & , ti4 yclo i s (A 6 c' S 't5# t^ o 4,4 r r o NIA/1-W ' r4 v Gt. LL, 36 C 4-n_u LL:T) ku 14-44 . A p1-1 ,51a-at, FC-aALtrrC. 1- CA .- 0 10 + s ni . ) u-4 -c 5i oP- '0 n,C.St�; 10 cc, IQ t.3 wov& rr1 Sze tr 0/1) /'!LS 5. 3'ou LA ti , k tras " X1 +- . I I .'S'r`, -t. o elk) �S IA n. D ��-E �,t _ �2 -# b t�- �- 4-0 < .1 t 3`.. S - , ) ifk- "e tkctc.r ra ! 4.3 t1) V4 p �. �: i; .I�1 ett tea pi +,� ! t-1 ( c \ 1rk s2� . S .t.+ . A - �rR� C+ elosL: . ,: �;:t„ o (1.P.: '`v . 11'(o t i :T:� Q \\ v. t t - iti,._.� i�: -c.V c) et) f c &I .k) t_rt / r G t c P I (Bti- .,r " "±MtE t L' Jv tr� 1 " +c) . ► °- i ., (1, ,,. ' W A tk t:, l{ L V C . L 0 " r . ,5 Ti) 0 j �.' �',?�f v . 4'L( f1117 . p 1 -rn_Arrtc ews- hr ive c,.1-1.te) BOLING SHORT PLAT PARCEL NO. 3347400160 FILE COPY Pe i% No. ,,,aro�sl THE KEIMIG ASSOCIATES Piar rev:e : t Apr J�'ti �' • �t�er :;does net s?�u{h�: 216 A ST. NW � c car:. *' ; � C � ) � L totdiinat�' :•�i':; AUBURN, WA 98001 - TECHNICAL INFORMATION REPORT REVIEWED FOR CODE COMPLIANCE APPROVED NOV 13 2007 Of Tu B ILD IVI IO N Submitted to: The City of Tukwila Submitted by: J. Scott Palmer Alta Cascade, Inc. 310 North Meridian, Suite 200 Puyallup, WA 98371 (253) 864 -6800 April 9, 2007 I hereby state that this Technical Information Report and associated Drainage Plan for the Boling Short Plat have been prepared by me or under my supervision and meet the standard of care and expertise which is usual and customary in the community for professional engineers. I understand that the City of Tukwila does not and will not assume liability for the sufficiency, suitability, or performance of drainage facilities prepared by me. fl�{:ETVED MY or —mut pci4 i3104 APR 1 2 2007 PERMIT CE.N i' t BOLING SHORT PLAT TECHNICAL INFORMATION REPORT TABLE OF CONTENTS Section Page 1.0 Project Overview 1 2.0 Conditions and Requirements Summary 2 3.0 Offsite Analysis 2 4.0 Flow Control and Water Quality Facility Analysis and Design 2 Existing Site Hydrology 2 Developed Site Hydrology 3 Performance Standards 4 Flow Control System 4 Water Quality System 5 5.0 Conveyance System Analysis and Design 6 6.0 Special Reports and Studies 6 7.0 Other Permits 6 8.0 Erosion and Sediment Control Plan Analysis and Design 6 9.0 Bond Quantities, Facility Summaries, and Declaration of Covenant 12 Bond Quantities 12 Facility Summaries 12 Declaration of Covenant 12 10.0 Operations and Maintenance Manual 12 TABLE OF FIGURES /; A to Cascade Figure 1 — Site Location 1 Figure 2 — Infiltration Trench Sections 4 Figure 3 — StormFilter Details 5 BOLING SHORT PLAT TECHNICAL INFORMATION REPORT Appendix A Appendix B Appendix C Appendix D Appendix E Appendix F Appendix G APPENDICES /_'Alta Cascade General Exhibit Assessors Map A -1 Basin Exhibits Predeveloped Basin Map, 11 "X17" B -1 Developed Basin Map, 11 "X17" B-2 TIR Worksheet Technical Information Report (TIR) Worksheet C -1 Drainage Design Drainage Plan and Schedule of Structures D -1 Infiltration Rate Calculations D-2 HydroCAD Calculations D -3 Conveyance Capacity and Velocity Calculations D -4 Soils Information Soil Logs E -1 Soil Pit Locations Map, 11 "X17" E -2 Erosion Sediment Control Plan Erosion Sediment Control Plan, 11 "X17" F -1 StormFilter Details StormFilter Size and Cost Estimate G -1 StormFilter Catchbasin Standard Details G -2 BOLING SHORT PLAT TECHNICAL INFORMATION REPORT 1.0 Project Overview This report accompanies the Storm Drainage and Erosion Control Plans for the proposed Boling Short Plat project as submitted to the City of Tukwila. The project site is located off of 42 Ave. S between House numbers 11642 and 11630. A site location map can be seen in Figure 1 below. Currently the lot is vacant, although, a portion of a neighboring shed is located on the property. The project site is 0.51 acres in size. The developed site will consist of three newly created lots for single family residences. The site is located approximately 70 feet east of the Duwamish River. The project site does not lie within the 100 -year floodplain. Figure 1— Site Location 1 y j Alta Cascade Site Drainage The majority of existing storm runoff is naturally contained on -site. There is a low elevation point near the middle of the property that most of the on -site runoff flows to. A small portion of existing runoff exits the site to the south toward Duwamish Park. There are no existing stormwater management facilities on the site. The Pre - Developed Sub -Basin Map can be seen in Appendix B on B -1. The developed site will consist of three new residences, driveways, and a 20' wide private access road. Stormwater runoff from the roof and garage of each lot will be collected in a yard drain. The water will then be discharged on -site through an infiltration trench. The runoff from the BOLING SHORT PLAT TECHNICAL INFORMATION REPORT /Alta Cascade private road will be collected by a catchbasin with a StormFilter insert. The StormFilter will provide treatment for the runoff before it is discharged on -site through an infiltration trench located below the road. The developed impervious area quantities can be seen in Table 1 on page 2. The Developed Sub -Basin Map can be seen on B -2. Table 1 — Developed Impervious Areas Lot 1 Lot 2 Lot 3 Total Area Area Area Area (SF) (SF) (SF) (SF) House 2,633 1,200 1,500 5,333 Driveway 96 300 300 696 Lot Total 2,729 1,500 1,800 6,029 Private Road 3,107 1,557 1,134 5,798 TIR Worksheet The TIR Worksheet is attached to Appendix C. 2.0 Conditions and Requirements Summary The preliminary approval conditions and requirements outlined by the City of Tukwila are as follows: • Provide surface water design per the King County Surface Water Design Manual (KCSWDM), 1998 edition. • Provide erosion prevention and sediment control per the King County Surface Water Design Manual, 1998 edition. All of these conditions have been met and are addressed in this report and the site improvement plans. 3.0 Offsite Analysis An offsite analysis was not conducted for this project. Per section 1.2.2 of the 1998 KCSWDM, this project qualifies under the Exemption From Core Requirement #2 under exemption 3: "The project does not change the rate, volume, duration, or location of discharges to and from the project site." Since this project proposes to continue to manage stormwater discharge on -site through infiltration, there are no anticipated downstream impacts related to this project. 4.0 Flow Control and Water Quality Facility Analysis and Design Existing Site Hydrology Flow control for this project was designed to be managed through on -site infiltration. No off -site discharge alterations are proposed. Therefore, the existing site hydrology and runoff is not relevant to the design. The Pre - Developed Sub -Basin Map can be seen in Appendix B on B -1. 2 BOLING SHORT PLAT TECHNICAL INFORMATION REPORT Al to Cascade The existing soil conditions on -site were analyzed by Drainage Works, Inc. Four test pits were dug on the site in areas anticipated to be used for infiltration. The approximate location of the soil test pits can be seen in Appendix E on E -2. The soil logs for the test pits can be seen on E -1. Developed Site Hydrology The develop site consists of four separate drainage areas, each with their own infiltration trench. The impervious areas contributing to the trench facilities are shown in Table 1 on page 2. The Developed Sub -Basin Map can be seen on B -2. The Drainage Plan and Schedule of Structures can be seen on D -1. The topography of the site does not provide an adequate location for an overflow pathway. The facilities have been sized to waive the 100 -year overflow path requirement per section 5.4.1 of the 1998 KCSWDM as described below: °(1) an additional correction factor of 0.5 is used in calculating the design infiltration rate, (2) the facility is sized to fully infiltrate the 100 -year runoff event, and (3) the facility is not bermed on any side." 20 minutes per inch was the measured infiltration rate provided by Drainage Works, Inc. The design infiltration rate was approximated using the calculations in section 5.4.1 of the 1998 KCSWM. The infiltration design rate of 0.36 in /hr (0.0005 ft/min) was used for the sizing of the trench facilities. The infiltration calculations can be seen on D -2. The trenches were designed per section 5.4.5.1 of the 1998 KCSWDM using HydroCAD Stormwater Modeling System. The HydroCAD model reports can be seen in D -3. The infiltration trench sections can be seen in Figure 2. Water quality for the pollution generating surfaces on the project will be achieved through two ZPG media cartridge StormFilters. The StormFilters have been sized and specified by Contech Stormwater Solutions, Inc. The Stormfilter details can be seen in the Appendix on The general assumptions used for hydraulic modeling and analysis were as follows: General Hydrology The developed site runoff was calculated using the Santa Barbara Urban Hydrograph method. • The developed site runoff was calculated using the Santa Barbara Urban Hydrograph method. • CN = 98 (curve number for impervious surfaces: pavement, driveways, roofs) • Time of concentration = 0 min (for roof drainage) • Time of concentration =5.2 min (for roadway S =1% L =264) • 2 -year, 24 -hour precipitation = 2.00 in (Figure 3.2.1.A KCSWDM) • 10 -year, 24 -hour precipitation = 2.90 in (Figure 3.2.1.A KCSWDM) • 25 -year, 24 -hour precipitation = 3.50 in (Figure 3.2.1.A KCSWDM) • 100 -year, 24 -hour precipitation = 4.00 in (Figure 3.2.1.A KCSWDM) 3 BOLING SHORT PLAT TECHNICAL INFORMATION REPORT Water Quality • 6- month, 24 -hour precipitation = 1.28 in (64% of 2 -yr, 24-hr per 6.2.1 KCSWDM) • Pollution Generating Surface Area = 6,494 sf (roadway and driveways) • Peak Hydraulic Flowrate = 0.14 cfs (See HydroCAD report in Appendix D -3) Performance Standards The project lies outside of the Tukwila area - specific Level -2 flow control zones. The City of Tukwila has adopted the 1998 King County Surface Water Design Manual as their standards for stormwater management with no area specific deviations. Flow Control System Flow control for this project is achieved through infiltration. The infiltration trenches were all designed to 1998 KCSWDM standards per section 5.4.5.1. The trench bottoms were designed to be a minimum of 3 ft above the seasonal high -water elevation. Because trench 1 is located under the proposed private roadway, the minimum cover over the trench is 2 ft. The other three trenches are located in the yards of the new Tots and have a cover of at least 1 ft. The width of each trench varies but all of them are larger than the minimum width of 24 ". All of the trench bottoms are more than 3 ft below finished grade. Cross sections of the trenches can be seen below in Figure 2. 11 PRIVATE ROAD INFILTRATION TRENCH NOT 10 SCALE () LOT 2 INFILTRATION TRENCH Nor 10 SCALE Y CmP/CT! 11 PTH CUSS e A411ML7 COMETE r CRUSHED IMAMS ,OP COME r 1:011M .1m OVRI C WEL �ff COMO MOLL 1 1 /Y3/ WN£D - 1oa[ ?LIU MARC () LOT 3 INFILTRATION TRENCH MILT 10 SCALE Figure 2 — Infiltration Trench Sections 4 1 Alta Cascade 1 1/Y —i /1' 111WI Vaal BLIER FABRIC BOLING SHORT PLAT TECHNICAL INFORMATION REPORT The trenches were placed with a minimum structure offset of 20 ft and a minimum of 10 ft separation between individual trenches. The location of the trenches on the site can be seen on the drainage plan in D -1. Water Quality System Water quality for the project site will consist of a catchbasin with two ZPG cartridge filter inserts. These StormFilters provide treatment of oil and grease that is typically found on stormwater runoff generated from road and driveway surfaces. The filtration structure has been sized and specified by Contech Stormwater Solutions, Inc. Details of the structure can be seen below in Figure 3. Additional product information is provided in Appendix G. t_ 2• OUTLET STUD (5e2 NOTES 412) IM5R%DLL — SCUM DAITIe INLET STUD 1FTIONAI) (SEE wore 416) 2- CARTRIDGE CATCHBASIN - PLAN VIEW O t 4117 OPENING PTT) INLET GMT! OUTLET STUD (ME NOTES 4*2) XI0 z. [ 4' Q'.6• x" INSIDE - NSIDG INSDE C -D' OUTSIDE 2- CARTRIDGE CATCHBASIN - SECTION VIEW • UNDdTDIOLIN MANIFOLD c Oaoawr v 5 4• ACCESS COVER 0111 P ITY REINDOECING DAR, dEE NOTE C) OONOMIL COLLAR MT NOTE 2) STORMRLTER CARTRIDGE (TNT) MEE NOTE 2) ^A1ta Cascade OUTLET STUD (SEE NOTES 446) Figure 3 — StormFilter Details z'v OUTLET ME PROM UNODLDRDN 2 =3 D/8 �zw vz•� OUTRIDE 4m ° MIIND reCMAHar root. CEVAT101 VARIES 2L3 Lyb94 INUT STUD LLTrnomq (DE NOTES 446) 2- CARTRIDGE CATCHBASIN - SEC11ON VIEW B 2 2- CARTRIDGE CATCHBASIN - SECTION VIEW BOLING SHORT PLAT TECHNICAL INFORMATION REPORT 5.0 Conveyance System Analysis and Design The Uniform Flow Analysis Method per section 4.2.1.2 of the KCSWDM was used for conveyance capacity analysis on this project. It is assumed that the depth and velocity remain constant throughout the pipes. Each pipe in the systems were sized and sloped such that the pipe's capacity is equal to or greater than the design flow. Since the trenches were sized to contain the 100 -year 24 -hour event, the 100 -year design flow was used in this analysis. Additionally, an analysis was completed to ensure that each pipe would maintain a velocity of 3 ft/sec when flowing full. The conveyance pipes in this system are acceptable based on the above criteria. The capacity and velocity calculations can be seen in the Appendix in D -4. 6.0 Special Reports and Studies N /A. This project does not require any special reports or studies. 7.0 Other Permits N /A. This project does not require additional permits from other agencies. 8.0 Erosion and Sediment Control Plan Analysis and Design The Erosion /Sediment Control Plan is provided in Appendix F. All construction work will be scheduled to minimize as much as practical the potential for transport of sediment from the site. During construction the contractor will continuously maintain the erosion and sediment control measures to prevent off -site migration of soils. The site shall be stabilized and sediment shall be trapped on -site using erosion control measures as shown on the construction drawings and described as follows: Measures Taken to Control Sediment: Alta Cascade • A planned construction sequence designed to provide for construction of erosion control features. • Erosion control facilities shall be inspected weekly during the wet and dry season and after each runoff generating storm event during the wet season to check for sediment and to maintain proper functioning. • Marking the clearing limits and roof infiltration areas to clearly delineate construction limits (the first construction activity). • Installation of silt fence to reduce the possibility of sediment -laden water leaving the site and to control runoff velocities. Sediment shall be removed when it reaches one -third the height of the silt fence. Timely stabilization of exposed soils per the erosion control notes to prevent erosion (i.e. hydroseeding, straw /hay, plastic sheeting, etc.) In addition to these measures, construction activities shall conform to the erosion control notes contained in the construction plans. This includes erosion control seeding, mulching, and stockpiling methods as outlined on Sheet C-6. 6 BOLING SHORT PLAT TECHNICAL INFORMATION REPORT ^Alta Cascade The creation of airbome dust during construction will also need to be controlled by the contractor. This can be accomplished through the use of watering trucks during construction. All of the features contained within the TESCP, if installed and periodically maintained, are expected to minimize the level of sediment -laden runoff entering any of the public road right -of -ways and adjacent properties. Clearing limits, shown in Appendix A, will be marked by plastic, metal or wire fence and will be erected prior to beginning work in a particular area. If sediment is accidentally transported to the street, it will be removed from the street surface on a daily basis. Sediment will be shoveled and /or swept from the street and disposed of in a manner that prevents contamination with stormwater or surface water. Any fines related to the accidental transport of the sediment to the city street shall be the responsibility of the Contractor. During construction, the soils on -site will be stabilized via soil covering and stockpile covering. During the dry season (May 1 through September 30) all exposed soils will be stabilized /covered with plastic sheeting, mulching, netting or erosion control blankets when inclement weather is present or predicted. The Contractor shall keep these stabilization materials on -site and they shall be readily available to immediately stabilize exposed soils during periods of inclement weather. Mulches will be in areas with slopes greater than 2:1. Also during the dry season, dry soil will be sprayed with water or an approved dust palliative to control dust during dry weather. The soil will not be soaked to the extent of causing silt laden runoff or vehicular tracking of material off -site. During the wet season (October 1 through April 30), clearing of land, including the removal of existing vegetation or ground cover, shall be limited to only as much land area as can be covered or stabilized within 24 hours in the event a major storm is predicted and /or erosion /sediment transport off -site is observed. Exposed soils left unworked for 5 days or more and material stockpiles will be covered with plastic sheeting, mulching, netting, or erosion control blankets. In addition, all temporary stockpiles will be covered with plastic sheeting. Mulches will be in areas with slopes greater than 2:1. There will be no permanent stockpiles on the project site. The paving of the shared access and other features such as landscaping provided by the shown on the landscape plan will permanently stabilize the site. The site will be temporarily stabilized by 2" of mulch until permanent landscaping or grass is installed or established. There are no areas with a particularly high susceptibility to erosion due to slopes. There are no additional ESC recommendations specified in any special reports prepared for the project. The following steps outline the construction sequence and procedures. 1. Hold a preconstruction meeting with the city and obtain required permits. 2. Verify location of existing underground utilities in and adjacent to work area. Utility locate service shall be requested. 3. Establish clearing and grading limits as shown on sheet C -2. 7 BOLING SHORT PLAT TECHNICAL INFORMATION REPORT Alta Cascade 4. Construct temporary construction entrance. 5. Construct perimeter silt fences and other erosion control devises as shown on C -2. 6. Provide silt protection at existing storm catch basins around site which may be subject to stormwater runoff from site. 7. Schedule an erosion control inspection with the City of Tukwila. 8. Rough grade site per grading plan. During wet season, do not clear any more area than can be stabilized, per erosion control plan, in a given workday. 9. Begin building construction. 10. Install storm system. 11. Install sanitary sewer. 12. Install water and dry utilities in accordance with approved plans. 13. Install new pavement, concrete, and landscaping. 14. Seed, fertilize, and mulch or straw all remaining disturbed areas. 15. Remove temporary erosion control devices once permanent facilities are installed and inspected. 16. Cleanup site to satisfaction of owner and City inspector. 17. Call for final inspection from Alta ECC, Inc. and the City of Sumner site development inspector. The Maintenance and Inspection Schedule is shown in Table 2 on the following page. The person on the project site who shall be responsible for inspection is unknown at this time. 8 TABLE — 2 EROSION /SEDIMENT CONTROL MEASURES MAINTENANCE AND INSPECTION SCHEDULE ESC Description Recommended Maintenance Recommended Schedule of Maintenance Plastic or Metal Fence (marking Clearing Limits) If fence has been damaged or visibility reduced, it shall be repaired or replaced immediately and visibility restored. Daily Filter Fabric Fence If fence has been damaged or visibility reduced, it shall be repaired or replaced immediately and visibility restored. Daily Dust Control Reapply dust control measures as necessary to keep dust to a minimum. Daily during dry weather Road Inspect local roads adjacent to the site daily. Sweep or vacuum to remove visible accumulated sediment. Remove all sediment on paved roads within 24 hours. Daily y Stabilized Construction Entrance Remove aggregate, separate and dispose of sediment if construction entrance /exit is clogged with sediment. Check for damage and repair as needed. Replace gravel material when surface voids are visible. Daily T p ry and Permanent Reseed areas failing to establish 80% cover within one month (during growing season). If reseeding is ineffective, use sodding or nets /blankets. Eroded areas shall be corrected, replanted and irrigated as required. Inspect to e growth ensure r weekly Plastic Sheeting Replace torn sheets and repair open seams. Replace deteriorated plastic sheets. Dispose of plastic when no longer needed. Weekly Sodding If sod is unhealthy, correct problem. If sod can't be established, seed area and use net or blanket to stabilize soils. Weekly and following storms Nets and Blankets Inspect to ensure good contact with ground and no erosion of soils. Replace damaged material and re- staple where required. Correct erosion problems immediately. Weekly and following storms Top Soil Inspect stockpiles regularly, especially after large storm events. Stabilize areas that have been eroded. Weekly and following storms BOLING SHORT PLAT TECHNICAL INFORMATION REPORT 9 Alta Cascade BOLING SHORT PLAT TECHNICAL INFORMATION REPORT 10 .. Alta Cascade During construction of the stormwater facilities: • No more than 300 feet of trench shall be opened at one time. • Excavated material shall be placed on the uphill side of the trench. • If required, trench dewatering devices shall be routed through filter fabric fencing prior to discharge. Stormwater Pollution Prevention and Spill Plan All potential pollutants other than sediment will be handled and disposed of in a manner that does not cause contamination of stormwater. Non - sediment pollutants that may be present on -site include: a. Petroleum products, including fuel, lubricants, hydraulic fluids and form oils b. Concrete c. Fertilizers These materials and other materials used during construction with the potential to impact stormwater, will be stored, managed, used and disposed of in a manner that minimizes the potential for releases to the environment and especially into stormwater. The following provides a plan of action for control of pollutants other than sediments. Handling Practices: The following general practices will be used throughout the Project to reduce the potential for spills. • Potential pollutants will be stored in a secured location and used in a manner consistent with the manufacturer's instructions. To the extent practical, material storage areas should not be located near storm drain inlets and should be equipped with covers, roofs or secondary containment as needed to prevent stormwater from contacting stored materials. Chemicals that are not compatible shall be stored in segregated areas so that spilled materials cannot combine. • Materials disposal will be in accordance with the manufacturer's instructions and applicable local, state and federal regulations. • Materials no longer required for construction will be removed from the site as soon as practical. • Adequate garbage, construction waste and sanitary waste handling and disposal facilities will be provided to the extent necessary to keep site clear of obstruction and erosion control measures clear and functional • All pollutants, including waste materials and demolition debris, that occur on -site during construction will be handled in a way that does not contaminate stormwater. BOLING SHORT PLAT TECHNICAL INFORMATION REPORT 11 ^Alta Cascade • All chemicals, including liquid products, petroleum products, water treatment chemicals, and wastes stored on -site, will be covered and contained and protected from vandalism. • Maintenance and repair of all equipment and vehicles involving oil changes, hydraulic system drain down, de- greasing operations, fuel tank drain down and removal, and other activities that may result in the accidental release of contaminants will be conducted under cover during wet weather and on an impervious surface to prevent release of contaminants onto the ground. Materials spilled during maintenance operations will be cleaned up immediately and disposed of properly. • Wheel wash water will not be discharged to the stormwater system or the stormwater treatment system. It will be settled and discharged on -site by infiltration. • Application of agricultural chemicals, including fertilizers and pesticides, will be conducted in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Manufacturers' recommendations will be followed for application rates and procedures. • pH modifying sources will be managed to prevent contamination of runoff and stormwater collected on -site. Spill Response: The primary objective in responding to a spill is to quickly contain the materials(s) and prevent or minimize their migration into stormwater runoff and conveyance systems. If the release has impacted on -site stormwater, it is critical to contain the released materials on -site and prevent their release into receiving waters. If spill of pollutants threatens stormwater at the site, the spill response procedures outlined below must be implemented in a timely manner to prevent the release of pollutants. • The site superintendent will be notified immediately when a spill, or the threat of a spill, is observed. The superintendent will assess the situation and determine the appropriate response. • If spills represent an imminent threat of escaping ESC facilities and entering the receiving waters, facility personnel will respond immediately to contain the release and to notify the superintendent after the situation has been stabilized. • Spill kits containing materials and equipment for spill response and cleanup will be maintained at the site. Each spill kit may contain o Oil absorbent pads o Oil absorbent booms o 55 — gallon drums o 9 -mil plastic bags o Personal protective equipment, including gloves and goggles • If oil sheen is observed on surface water, absorbent pads and /or booms will be applied to contain and remove the oil. The source of the oil sheen will also be identified and removed or repaired as necessary to prevent further releases. BOLING SHORT PLAT TECHNICAL INFORMATION REPORT Alta Cascade • Spill response equipment will be inspected and maintained as necessary to replace any materials in spill response activities. • Construction personnel will be trained to identify spills, location of spill kits and the use of spill response materials. Notification: In event of a spill, make the appropriate notification(s) consistent with the following procedures. Emergency contacts for the project will be posted at the project office. • Any spill of oil that 1) violates water quality standards, 2) produces a "sheen" on the surface water, or 3) causes a sludge or emulsion must be reported immediately by telephone to the National Response Center Hotline at (800)424 -8802. • Any oil, hazardous substance, or hazardous waste release that exceeds the reportable quantity must be reported immediately by telephone to the National Response Center Hotline at (800) 424-8802. • Any spill of oil or hazardous substance to waters of the state must be reported immediately by telephone to the Washington State Emergency Management Division at (800) 258 -5990. • Any release of a hazardous substance that may be a threat to human health or the environment must be reported to the Ecology Toxics Cleanup Program immediately, but not longer than 90 days from discovery. 9.0 Bond Quantities, Facility Summaries, and Declaration of Covenant Bond Quantities The Bond Quantities Worksheet furnished by King County Department of Development & Environmental Services has not been included at the direction of the City of Tukwila. Facility Summaries A schedule of structures for this project is located in Appendix D on D -1. Declaration of Covenant A declaration for the privately maintained flow control and water quality facilities will be provided as required by the City of Tukwila. 10.0 Operations and Maintenance Manual An operations and maintenance manual will be provided by Contech Stormwater Solutions, Inc. upon acquisitions and installation of the water quality facility. 12 BOLING SHORT PLAT TECHNICAL INFORMATION REPORT Appendix A-1 — Assessors Map L A1ta Cascade BOLING SHORT PLAT TECHNICAL INFORMATION REPORT Appendix B — Basin Exhibits ^Alta Cascade Predeveloped Basin Map, 11 "X17" B -1 Developed Basin Map, 11"X17" B -2 BOLING SHORT PLAT TECHNICAL INFORMATION REPORT ^Alta Cascade Appendix B -1 — Pre- Developed Basin Map, 11"X17" FXICTING CURR AL —30' ROW 1 29.88' — 4- -- ^ - - --1 1 H UTTE 66' APPROX UST TO DUWAMISH RIVER 30' RO a z z O NORTH LINE SOUTH 1/2 LOT 25 PER ROS #7803039024 O /11630 EXISTING HOUSE #11642 100' 145' 160.07' . ' S90'00'00 "W 1" IRON PIPE„ ci ruur0'S£PT22'T997 PRE - DEVELOPED SUB- BAS1O MAP 156.87' 10' LOT 1 9.346 SF N90'00'00'E 20' PRIVATE INCRE R S & UTILTIES EASEMENT ESTABUSHED UPON THE CORDING OF THIS PLAT 5 90'00 '00 "W SHED N9 0' 00 '00 "E 272.00' 40' ao 'XISTING SHED 26' 15' LOT 2 6,500 SF (TO BE REMOVED) 23 27 -29 6.500 SF I O 15' LOT 3 518.40'(P) NORTH z q b O C o P ARK pools 0 1" IRON PIPE • FOUND SEPT 22. 1997 PER ROS #7803039024 250.00'(P) SCALE: 1' a 20' 108 -113 1" IRON PIPE FOUND SEPT 22, 1997 2' EAST OF CORNER PER ROS #7803039024 20' 40' 80' 0 N N n O O 80 O co 0 e R a R 0 EL VI m 2 BOLING SHORT PLAT TECHNICAL INFORMATION REPORT Appendix B -2 — Developed Basin Map, 11"X17" Alta Cascade 29.88' —I-- 66 APPROX DUwAMISH T TO RIVER Th GARAGE 551 SF LOT 1 9,346 SF #1 1630 L 60 571193 HOUSE ft 1642 DEVELOPED SUB-BASIN MAP HOUSE 1 2,082 SF N90'0000"6 156.87' INFLTRATION TRENCH 1 r 20' PR14ATE INGRESS. GRESS & UTILTIES EASEMENT ESTABLISHED UPON THE CORDING OF THIS PLAT 89000 155.07' TOTAL A0wAY 5 7 8 SF EXISTING SHED 272.00' N9000 0 • N 5.45' LOT 2 ROADWAY PORTION 1557 LOT 2 6,500 01 \ I HOUSE 2 I BUILDING ENVELOPE 1.200 SF L EX511NG SHED (TO BE REMOVED) INFILTRATION T ENCH 2 23 10 11? 78411 711 1R FNCH 4 .••• • ,N i z r FOUND SEPT 22, 19971 PER ROS1780 3039 024 160.07' 250.00.01_ir4, 590'00'00W 518.40'(P) IRON PPF FOUND SEPT 22. 1 997 PER ROS#78 0303 9024 27-29 54.37' LOT 3 ROADWAY PORTION 113 4 SF LOT 3 6,500 SF HOUSE 3 BUILDING ENVELOPE 1,600 SF iNFLTRATION TRENCH 3 NORTH SCALE: 1" 20' MI MI 0 STORWILTER CATCHBASIN 108-113 1" PON PIPE FOUND SEPT 22. 199 7 2' EAST OF CORNER PER ROS#7803 0390 24 20' 40' u < N N AO a_ m I co uJ a 2 • BOLING SHORT PLAT TECHNICAL INFORMATION REPORT Appendix C — TIR Worksheet /'Alta Cascade King County Department of Development and Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Project Owner Robert & Rebecca Boling Address 6307 Ellis Ave. S Seattle, WA 98108 Phone (206)- 937 -6202 Project Engineer Scott Palmer Company Alta Cascade, Inc Address /Phone 310 N Meridian Puyallup, WA 98371 Subdivison X Short Subdivision Grading Commercial Other Community Incorporated - City of Tukwila Drainage Basin Duamish - Green Project Name Boling Short Plat Location Township 23 Range 4 Section NE 10 DFW HPA COE 404 DOE Dam Safety FEMA Floodplain COE Wetlands Shoreline Management Rockery Structural Vaults Other River Stream Critical Stream Reach Depressions /Swales Lake Steep Slopes Floodplain Wetlands Seeps /Springs High Groundwater Table Groundwater Recharge Other Soil Type Fine Sandy Loam Fine Sand Slopes 5 6% 5 6% Additional Sheets Attached Erosion Potential Minimal Minimal Erosive Velocities N/A N/A Additional Sheets Attached REFERENCE Ch. 4 — Downstream Analysis LIMITATION /SITE CONSTRAINT iR �.M MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION Sedimentation Facilities X Stabilized Construction Entrance X Perimeter Runoff Control X Clearing and Grading Restrictions Cover Practices Construction Sequence Other MINIMUM ESC REQUIREMENTS AFTER CONSTRUCTION X Stabilize Exposed Surface X Remove and Restore Temporary ESC Facilities X CIe n and Remove All Silt and Debris X En ure Operation of Permanent Facilities Fla Limits of SAO and open space pre ervation areas Other Grass Lined Channel Pipe System Open Channel Dry Pond Wet Pond Facility Related Site Limitations Reference Facility Tank Vault Energy Dissapator Wetland Limitation X Infiltration Depression Flow Dispersal Waiver Stream Regional Detention Method of Analysis SBUH Compensation /Mitigati on of Eliminated Site Storage Brief Description of System Operation Surface water from the houses and access road will be retained on site via separate infiltration facilities sized to hold the 100 -year 24 -hour storm event. Cast in Place Vault Retaining Wall Rockery > 4' High Structural on Steep Slope Other Drainage Easement X Access Easement Native Growth Protection Easement Tract Other I or a civil engineer under my supervision have v'sited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the best of my knowledge the information provided here is accurate. BOLING SHORT PLAT TECHNICAL INFORMATION REPORT Appendix D — Drainage Plan ^Alta Cascade Drainage Plan and Schedule of Structures, 11 "X17" D -1 Infiltration Rate Calculations D -2 Drainage Calculations (HydroCAD) D -3 Minimum Velocity Calculations D -4 BOLING SHORT PLAT TECHNICAL INFORMATION REPORT Appendix D -1 — Drainage Plan and Schedule of Structures, 11 "X17" Alta Cascade ID STATIONING INVERT PN /OUT TYPE DETAIL/ PAGE CBI EW 5 +62.07 (10.00' LT) RIM -10.69 OUT -8.39 W OUT -12" CONC STORMF1LTER CATCHBASIN 2 /C -4 3/C -4 CB2 EW 5 +56.64 (8.30' LT) RIM -10.77 IN -831 E OUT - 7.15 w OUT ■7.15 N IN -12' CONC OUi - 12' CO NC OUT -1 CONC TYPE 1 WITH LOCKING UD DS01 /C - 4 DSO4 /C -4 CB3 EW 5 +56.64 (0.4' LT) RIM ■10.87 IN ■7.15 S OUT ■7.15 W IN ■12" CONC OUT -12" CONC TYPE 1 WITH LOCKING UD DS01 /C -4 D504/C -4 CB4 EW 4 +43.99 (58.69' RT) RIM -11.92 IN -10 9.5 W N OUT - OUT -9.5 E IN -6' PVC OUT -1 PVC OUT -12" PVC YARD DRAIN DS03 /C -4 CB5 EVI (58.69' RT) IN-9.5 W INM9. W OUT -9.5 N ' IN -6" PVC OUT -12" PVC YARD DRAIN DS03 /C -4 CB6 (05.09'6R3T2) IN 10 1.93 IN -10.0. N 00 W OUT. el 0. 01.1T PVC PVC OUT - YARD DRAIN / - DS03 C 4 CB7 EVI (04.64'4RT) IN∎10 1.50 N -10.00 N OUT -9.50 E IN =6' PVC OUT -12" PVC YARD DRAIN 0503 C - 4 / 4.0 .1i; 30' RO HOUSE 2 BUILDING ENVELOPE ,1 .200 SF_ HOUSE 3 BUILDING ENVELOPE 1,600 SF STATION EQUATION EW 2+64.47 - NS 4 +00.00 4+00 30' ROW 3 +00... 66' APPROK C DUWAA SH 2 +00- in 3 +00 -owa AL • E_ .:�:i „ 11 , 1 I T TO . 3 RIVER t tor ° o :t I° 0 112 NORTH UN SOUTH 1/2 LOT 25 A 'i 12 DIAMETER ,,,,. ? n:.k RIGID PERFORATED �� ✓. dct ki.A::re Akte PIPE .4 t t. e, \ .4 AA [ ft� A n Aft � ` r� ' tJ t A`Jtt.Att.RftJ.�.1c� ..._ A.�A�tA .+ th ft ✓. 1'L 4 11 PRIVATE ROAD INFILTRATION TRENCH NOT TO SCALE /11630 SE 1 INC PE / 2,082 SF / EW LINE 6 PVC 26 LF- LOT 1 0.08 FT /FT 9,346 SF t 0 EXISTING HOUSE /11642 2" COMPACTED DEPTH CLASS 8 ASPHALT CONCRETE 2" CRUSHED SURFACING TOP COURSE COMPACTED DEPTH GRAVEL BASE OMPACT BACKFILL 1/2 " - 3/4' WASHED ROCK LTER FABRIC .5' N90'00'00 "E_ - - _ - _ 156.87' 20' PRIVATE INGRESS. EGRESS & UTILTIFS EASEMENT ESTABLISHED UPON THE RECORDING OF THIS PLAT 590'00'00 "W CB 10W x 5'D x 37'1_ INFILTRATION TRENCH SEE DETAIL 2 12" PVC 4 LF • 0.00 FT/FT 6'W x 4.3'D x 31'L INFILTRATION TRENCH SEE DETAIL 3 0� rn co al " IE =10.00 160.07' ________- ___ - -_ 1 _- 54.04' 590'00 --e- I p(ISTIN SHED IR.N PIP 518.40 "(P) FOUND SEPT 22, 1997 I PER ROS/7803039024 yin 12" DL4METER k ' k j A, RIGID PERFORATED ,A�� A4a4a PIPE ",,.:./ \ •: 4 4nttnttn A4Att4. MHARA* \A tfi;Ot�Ft, t r tt . A , �tt . M 14 tnj �J�,`.n��A�:tl,�'in; l.�*,J�;�,f: O LOT 1 INFILTRATION TRENCH NOT TO SCALE SITE, DRAINAGE & UTILITY PLAN -12" PERFORATED CONC 104 LF 5 =0.00 FT /FT _ 55.45'' 5 +00 COMPACT BACKFlLL CB7 -- __54.29'_ - ___ j • 250.00'(P2 • 1/2 " -3/4" WASHED ROCK LTER FABRIC CB6 23 12" PERFORATED PVC 31 LF 27-29 54.37' 10'Wx4.3'0x104'L INFILTRATION TRENCH SEE DETAIL 1 IE= 6"... PVC 28 LF -'0.04 Fr/f3_.. LOT 3 6,500 SF 030 IE -9.50 38 LF ?A " 000' 272.00' N9 0'00'00 "E 1" IRON PIPE FOUND SEPT 22, 1997 2' EAST OF CORNER PER ROS #7803039024 12" DIAMETER RIGID PERFORATED PIPE reff. 75.01 PAP +t+r4 . t • A { 4 y A �4�+t A +t� t ,� ,�4 . .4 ✓.nit rt it � � V'L\ 1- - r O LOT 2 INFILTRATION TRENCH NOT TO SCALE • 12" CONC +pppp���� 4 LF S -0.00 F7 8 CONC 4 LF S ■0.02 FT /FT B'Wx2.7'0x38'L INFILTRATION TRENCH SEE DETAIL 4 FOUND SEPT 22, 1997 PER ROS/7803039024 108 -113 OMPACT BACKFILL 1/2 " -3/4" WASHED ROCK LTER FABRIC NORTH 12" DIAMETER RIGID PERFORATED PIPE SCALE: 1" - 20' MIME 0 20' 40' 80' SITE IMPROVEMENT SCHEDULE ® CLEANOUT PER DETAIL SS- 03/C -5 3/4" WATER SERVICE METER PER DETAIL WS- 01 /C -5 ® RESIDENTIAL DRIVEWAY PER DETAIL RS- 08A/C -5 ® ASPHALT WEDGE CURB PER DETAIL 1 /C -5 SCHEDULE OF STRUCTURES C) LOT 3 INFILTRATION TRENCH NOT TO SCALE 1/2" -3/4" WASHED ROCK LTER FABRIC rows* e / AIo r I N n 0 0 90 O a co 0 0 w H V7 BOLING SHORT PLAT TECHNICAL INFORMATION REPORT Appendix D -2 — Infiltration Rate Calculations Alta Cascade Infiltration Rate Calculation The measured infiltration rate provided by Drainage Works, Inc. was 20 min/in (see Appendix E). This infiltration rate is equivalent to 3 in/hour. The design infiltration rate is calculated perseciont 5.4.1 of the 1998 King County Surface Water Design Manual (KCSWDM) as shown below. I des i gn = I measured XF est i ng XF ' geome t,y XF plugging (Equation 5 -9 of the 1998 KCSWDM) Testing = 0.30 for the EPA testing method per 5.4.1 of the 1998 KCSWDM g eometry = 4 - + 0.05 (Equation 5-10 of the 1998 KCSWDM) Where: D = depth from the bottom of the proposed facility to the maximum wet - season water table or nearest impervious layer, whichever is Tess. W = width of the facility All of the proposed facilities were designed with a minimum depth of 3 ft from the trench bottom to the wet - season water table depth. F . 0.8 for fine sands and loamy sand per 5.4.1 of the 1998 KCSWDM plugg Infiltration Trench 1 Infiltration Trench 1 will be located under the new private roadway. Soil test pit 1 as shown on E- 2 was selected as the anticipated location for Infiltration Trench 1. Due to a 20 ft structure setback, the location of House 1, a neighboring house, and shed prohibited the trench from being located at the test pit location. The trench was relocated approximately 50 ft to the east of test pit 1. The soil properties for this location are expected to be similar. D =3ft W= ft F eometry 4— + 0.05 g eomet ry = 4- + 0.05 3 g eomet ry = 1 The geometry factor must be a value between 0.25 and 1.0. Based on the above calculation, a factor of 1.0 will be acceptable. Idesign = ' measu r ed XF testing XF g eometr y XFp lu 3 'design = (3in /hr)(0.3)(1.0)(0.8) 3 Idesign = 0.7in /hr= 0.001ft /min The design infiltration rate is 0.001 ft/min. This infiltration rate was further reduced by half as required to waive the 100 year overflow pathway per 5.4.2 of the 1998 KCSWDM. Trench #1 infiltration rate = 0.0005 ft/min Infiltration Trench 2 Infiltration Trench 2 provides stormwater drainage for House 1. The location of Trench 2 coincides with soil pit 2. D =3ft W =10ft g eometry 4 — w + 0.05 g eometry 4 — + 0.05 4 g eometry = 1.3 The geometry factor must be a value between 0.25 and 1.0. Based on the above calculation, a factor of 1.0 will be acceptable. Idesi = I meosu red xFtestin g ' xF geometryXFplugging - I design = (3 in / hr)(0.3)(1.0)(0.8) - I design = 0.7in/ hr = 0.001ft/ min The design infiltration rate is 0.001 ft/min. This infiltration rate was further reduced by half as required to waive the 100 year overflow pathway per 5.4.2 of the 1998 KCSWDM. Trench #2 infiltration rate = 0.0005 ft/min Infiltration Trench 3 Infiltration Trench 3 provides stormwater drainage for Hou 2. The location of Trench 3 coincides with soil pit 3. D = 3 ft per Soil Log #3 in Appendix E W =6ft F = 4 W + 0.05 3 F = 4- + 0.05 3 F geometry = 2.1 The geometry factor must be a value between 0.25 and 1.0. Based on the above calculation, a factor of 1.0 will be acceptable. = I measwedxFtestin x geometry x g lugging I design = (3tn / hr)(0.3)(1.0)(0.8) I design I design = 0.7 in / hr = 0.001 ft / min The design infiltration rate is 0.001 ft/min. This infiltration rate was further reduced by half as required to waive the 100 year overflow pathway per 5.4.2 of the 1998 KCSWDM. Trench #3 infiltration rate = 0.0005 ft/min 2 Infiltration Trench 4 Infiltration Trench 4 provides stormwater drainage for House 3. The location of Trench 4 coincides with soil pit 4. D =aft W=8 ft F geomeay = 4 W + 0.05 -3 g eometry = 4 8 + 0.05 -3 F geometry = 1 . 6 The geometry factor must be a value between 0.25 and 1.0. Based on the above calculation, a factor of 1.0 will be acceptable. I design = I m XF geomeny XF plugging - I design = (3in / hr)(0. 3)(1 .0)(0 .8) I design = 0.7 in / hr = 0.001 ft / min The design infiltration rate is 0.001 ft/min. This infiltration rate was further reduced by half as required to waive the 100 -year overflow pathway per 5.4.2 of the 1998 KCSWDM. Trench #4 infiltration rate = 0.0005 ft/min 3 BOLING SHORT PLAT TECHNICAL INFORMATION REPORT 1 Alta Cascade Appendix D -3 — Drainage Calculations (HydroCAD) Private Road Impervious Infiltration Trench 1 Drainage Diagram for Developed Roadway Prepared by Alta Cascade, Inc. 4/9/2007 HydroCAD® 7.00 s/n 002638 ®1986 -2003 Applied Microcomputer Sys Developed Roadway Type IA 24 -hr 100 -year 24 -hour Rainfall =4.00" Prepared by Alta Cascade, Inc. Page 2 HydroCAD® 7.00 s/n 002638 ©1986 - 2003 Applied Microcomputer Systems 4/9/2007 Time span =0.00 -24.00 hrs, dt =0.05 hrs, 481 points Runoff by SBUH method Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method Subcatchment R1: Private Road Impervious Runoff Area =6,494 sf Runoff Depth= 3.76" Flow Length =263' Tc =5.2 min CN =98 Runoff =0.14 cfs 0.047 af Pond T1: Infiltration Trench 1 Peak EIev =8.10' Storage =0.030 af Inflow =0.14 cfs 0.047 af Outflow =0.01 cfs 0.016 af Total Runoff Area = 0.149 ac Runoff Volume = 0.047 af Average Runoff Depth = 3.76" Developed Roadway Type IA 24 -hr 100 -year 24 -hour Prepared by Alta Cascade, Inc. HydroCAD® 7.00 s/n 002638 © 1986-2003 Applied Microcomputer Systems Subcatchment RI: Private Road Impervious [49] Hint: Tc <2dt may require smaller dt Runoff = 0.14 cfs @ 7.90 hrs, Volume= 0.047 af, Depth= 3.76" Runoff by SBUH method, Time Span= 0.00 -24.00 hrs, dt= 0.05 hrs Type IA 24-hr 100 -year 24 -hour Rainfall= 4.00" Tc (min) 5.2 u Area (sf) 3,107 1,557 1,134 96 300 300 6,494 0.15: 0.14:' • 0.13' 0.12 0.11 0.09- 0.08- 0.071 0.08 0.05 0.04 0.03 0.02 0.01' Length (feet) 263 CN Description 98 Lot 1 Portion 98 Lot 2 Portion 98 Lot 3 Portion 98 Driveway 1 98 Driveway 2 98 Driveway 3 98 Weighted Average Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 0.0100 0.8 Lag!CN Method, Subcatchmert RI : Private Road Impervious Hydrograph 1 r r 7 1 I I � I r I I 1 1 1 1 1 1 I 1 1 I r 15 16 1 1 J I T 1 1 J J I 1 J I 2 3 4 5 6 7 8 9 10 11 12 13 14 Time (hours) pie IA 24r_'60Ilyer 24 -hour _ Rainfall -= 4.00- " -- Runoff -Area = sf - i I 1 I I - -- Rt1 nciff- f oliarnIp= .0 -Of - / r i r ?'FK7W 26T r r I I I 1 r t 1 I 1 I 1 7 1 r 7 i r r ttc 77 rn ,rf 1 I 1 1 1 1 • - l..- J______L_ -1 -_J ______L__1__J___ -_1- __i CrogS I 1 1 I J ' I I 1 1 I 1 J L 1 J L L 1 J I I I I 1 1 J 1 J I 1 I 1 1 I W I 1 1 i r 7 1 1 r .bnf: � �' 1 1 I • • • 17 18 19 20 21 22 23 24 Rainfall = 4.00" Page 3 4/9/2007 ® Runoff Developed Roadway Type IA 24 -hr 100- year24 -hour Rainfall =4.00" Prepared by Alta Cascade, Inc. Page 4 HydroCAD® 7.00 s/n 002638 © 1986 Applied Microcomputer Systems 4/9/2007 Hydrograph for Subcatchment R1: Private Road Impervious Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 13.00 2.80 2.57 0.02 0.25 0.02 0.00 0.00 13.25 2.84 2.61 0.02 0.50 0.04 0.00 0.00 13.50 2.88 2.64 0.02 0.75 0.06 0.00 0.00 13.75 2.91 2.68 0.02 1.00 0.08 0.01 0.00 14.00 2.94 2.71 0.02 1.25 0.11 0.02 0.01 14.25 2.98 2.75 0.02 1.50 0.14 0.03 0.01 14.50 3.01 2.78 0.02 1.75 0.17 0.05 0.01 14.75 3.04 2.81 0.02 2.00 0.20 0.07 0.01 15.00 3.08 2.84 0.02 2.25 0.23 0.09 0.01 15.25 3.11 2.88 0.02 2.50 0.26 0.12 0.01 15.50 3.14 2.91 0.02 2.75 0.30 0.14 0.02 15.75 3.17 2.94 0.02 3.00 0.33 0.17 0.02 16.00 3.20 2.97 0.02 3.25 0.36 0.19 0.02 16.25 3.23 3.00 0.02 3.50 0.39 0.22 0.02 16.50 3.26 3.03 0.02 3.75 0.43 0.25 0.02 16.75 3.30 3.06 0.02 4.00 0.46 0.29 0.02 17.00 3.32 3.09 0.02 4.25 0.50 0.32 0.02 17.25 3.35 3.12 0.02 4.50 0.54 0.35 0.02 17.50 3.38 3.15 0.02 4.75 0.58 0.39 0.02 17.75 3.41 3.18 0.02 5.00 0.62 0.43 0.02 18.00 3.44 3.21 0.02 5.25 0.67 0.48 0.03 18.25 3.47 3.23 0.02 5.50 0.72 0.52 0.03 18.50 3.49 3.26 0.02 5.75 0.77 0.57 0.03 18.75 3.52 3.29 0.02 6.00 0.82 0.62 0.03 19.00 3.55 3.31 0.02 6.25 0.88 0.68 0.04 19.25 3.57 3.34 0.02 6.50 0.95 0.74 0.04 19.50 3.60 3.37 0.02 6.75 1.01 0.80 0.03 19.75 3.63 3.39 0.02 7.00 1.07 0.86 0.04 20.00 3.65 3.42 0.02 7.25 1.15 0.93 0.04 20.25 3.68 3.44 0.01 7.50 1.24 1.02 0.05 20.50 3.70 3.47 0.01 7.75 1.47 1.25 0.13 20.75 3.72 3.49 0.01 8.00 1.70 1.48 0.14 21.00 3.75 3.51 0.01 8.25 1.83 1.60 0.08 21.25 3.77 3.54 0.01 8.50 1.92 1.70 0.05 21.50 3.79 3.56 0.01 8.75 2.01 1.78 0.05 21.75 3.82 3.58 0.01 9.00 2.08 1.85 0.04 22.00 3.84 3.60 0.01 9.25 2.14 1.92 0.04 22.25 3.86 3.62 0.01 9.50 2.20 1.97 0.03 22.50 3.88 3.65 0.01 9.75 2.26 2.03 0.03 22.75 3.90 3.67 0.01 10.00 2.31 2.08 0.03 23.00 3.92 3.69 0.01 10.25 2.36 2.13 0.03 23.25 3.94 3.71 0.01 10.50 2.40 2.18 0.03 23.50 3.96 3.73 0.01 10.75 2.45 2.22 0.03 23.75 3.98 3.75 0.01 11.00 2.50 2.27 0.03 24.00 4.00 3.77 0.01 11.25 2.54 2.31 0.03 11.50 2.58 2.35 0.02 11.75 2.62 2.39 0.02 12.00 2.66 2.43 0.02 12.25 2.69 2.46 0.02 12.50 2.73 2.50 0.02 12.75 2.77 2.54 0.02 Developed Roadway Prepared by Alta Cascade, Inc. HydroCAD® 7.00 s/n 002638 © 1986-2003 Applied Microcomputer Systems Inflow Area = Inflow = Outflow = Discarded = Routing by Stor -Ind method, Time Span= 0.00 -24.00 hrs, dt= 0.05 hrs Peak Elev= 8.10' @ 24.00 hrs Surf.Area= 0.024 ac Storage= 0.030 af Plug -Flow detention time= 415.4 min calculated for 0.016 af (35% of inflow) Center -of -Mass det. time= 102.4 min ( 762.0 - 659.6 ) 1 2 7.15' 3 7.15' # Routing 1 Discarded iscarded OutFlow Max =0.01 cfs © 1.90 hrs HW =4.24' (Free Discharge) = Exfitration (Exfiltration Controls 0.01 cfs) 0.1 0.094-' 0.08- 0.07� 0.06 0.05 0.04t' 0.03: 0.027' 0.01 0 0 1 0.149 ac, Inflow Depth = 3.76" 0.14 cfs @ 7.90 hrs, Volume= 0.01 cfs @ 1.90 hrs, Volume= 0.01 cfs @ 1.90 hrs, Volume= Invert Avail.Storage Storage Description 4.20' 0.027 af 10.00W x 104.00'L x 3.95'H Prismatoid 0.094 af Overall - 0.004 af Embedded = 0.091 af x 30.0% Voids 0.002 af 12.0 "Dx 103.00'L Horizontal Cylinder Inside #1 0.002 af 12.0 "D x 103.00'L Horizontal Cylinder Inside #1 0.031 af Total Available Storage Invert Outlet Devices 0.00' 0.000500 fpm Exfiltration over entire Horizontal area 1 r r 1 I I 1 I 1 I I 1 ` I 1 I 1 1 I I I I I - I I I I I I 1 1 1 1 1 1 I I I r -- r -- � -- r -- � I I I I I I I I I I 1 1 1 1 I 1 1 I I I 1 1 1 I I I 1 Pond T1: Infiltration Trench 1 Pond T1: Infiltration Trench 1 Hydrograph 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Time (hours) Type IA 24 -hr 100 -year 24 -hour Rainfall = 4.00" ' Page 5 4/9/2007 for 100 -year 24 -hour event 0.047 af 0.016 af, Atten= 94 %, Lag= 0.0 min 0.016 af r r r 1 r T 1 1 1 4 1 III J .,1 L L L L L 1 1 1 J I I I I I I I I I I I I Peak; fev =8:x(0 -- r r r r r r r r ttot al- I 1 I 1 1 1 1 1 1 I 1 1 1 1 r r r r r T T T 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 L L L L 11. 1 J. 1 I 1 I 1 1 1 1 I 1 1 1 1 1 1 I 1 1 I I I 1 1 r r r - - - r - - - -- -- 1 I I I 1 1 1 I 1 1 1 1 1 1 1 11 16 17 18 19 20 21 22 23 24 ® Inflow II Discarded Developed Roadway Type IA 24 -hr 100 year 24 -hour Rainfall = 4.00" Prepared by Alta Cascade, Inc. Page 6 HydroCAD® 7.00 s/n 002638 © 1986-2003 Applied Microcomputer Systems 4/9/2007 0 0.000 0.001 0.001 0.002 0.002 0.003 0.003 0.004 0.004 0.005 0.005 0.006 0.006 0.007 0.008 0.008 0.009 Discharge (cfs) 8--' 7J 6-' 0 Pond TI: Infiltration Trench 1 Stage-Area-Storage Surface/Horizontal/Wetted Area (acres) 0.002 0.004 0.006 0.008 0.01 0.012 0.014 0.016 0.018 1 J J Pond TI: Infiltration Trench 1 Stage- Discharge 0.02 0.022 0.002 0.004 0.006 0.008 0.01 0.012 0.014 0.016 0.018 0.02 0.022 0.024 0.026 0.028 0.03 Storage (acre -feet) l ® Horizontal l ® Storage Developed Roadway Type IA 24 -hr 100- year24 -hour Rainfall =4.00" Prepared by Alta Cascade, Inc. Page 7 HydroCAD® 7.00 s/n 002638 © 1986-2003 Applied Microcomputer Systems 4/9/2007 Hydrograph for Pond TI : Infiltration Trench 1 Time Inflow Storage Elevation Discarded (hours) (cfs) (acre -feet) (feet) (cfs) 0.00 0.00 0.000 4.20 0.00 0.50 0.00 0.000 4.20 0.00 1.00 0.00 0.000 4.20 0.00 1.50 0.01 0.000 4.22 0.01 2.00 0.01 0.000 4.24 0.01 2.50 0.01 0.001 4.27 0.01 3.00 0.02 0.001 4.31 0.01 3.50 0.02 0.001 4.35 0.01 4.00 0.02 0.001 4.41 0.01 4.50 0.02 0.002 4.47 0.01 5.00 0.02 0.003 4.56 0.01 5.50 0.03 0.003 4.66 0.01 6.00 0.03 0.004 4.78 0.01 6.50 0.04 0.005 4.92 0.01 7.00 0.04 0.006 5.08 0.01 7.50 0.05 0.008 5.29 0.01 8.00 0.14 0.012 5.93 0.01 8.50 0.05 0.015 6.36 0.01 9.00 0.04 0.017 6.60 0.01 9.50 0.03 0.018 6.77 0.01 10.00 0.03 0.019 6.91 0.01 10.50 0.03 0.020 7.02 0.01 11.00 0.03 0.021 7.14 0.01 11.50 0.02 0.022 7.22 0.01 12.00 0.02 0.022 7.29 0.01 12.50 0.02 0.023 7.35 0.01 13.00 0.02 0.023 7.40 0.01 13.50 0.02 0.024 7.45 0.01 14.00 0.02 0.024 7.50 0.01 14.50 0.02 0.025 7.55 0.01 15.00 0.02 0.025 7.59 0.01 15.50 0.02 0.026 7.63 0.01 16.00 0.02 0.026 7.67 0.01 16.50 0.02 0.027 7.71 0.01 17.00 0.02 0.027 7.75 0.01 17.50 0.02 0.027 7.79 0.01 18.00 0.02 0.028 7.82 0.01 18.50 0.02 0.028 7.85 0.01 19.00 0.02 0.028 7.88 0.01 19.50 0.02 0.029 7.91 0.01 20.00 0.02 0.029 7.94 0.01 20.50 0.01 0.029 7.96 0.01 21.00 0.01 0.029 7.99 0.01 21.50 0.01 0.030 8.01 0.01 22.00 0.01 0.030 8.03 0.01 22.50 0.01 0.030 8.05 0.01 23.00 0.01 0.030 8.07 0.01 23.50 0.01 0.030 8.08 0.01 24.00 0.01 0.030 8.10 0.01 Developed Roadway Type IA 24 -hr 100 -year 24 -hour Rainfall =4.00" Prepared by Alta Cascade, Inc. Page 8 HydroCAD® 7.00 sin 002638 @ 1986 Applied Microcomputer Systems 4/9/2007 Stage - Discharge for Pond T1: Infiltration Trench 1 Elevation Discarded Elevation Discarded Elevation Discarded Elevation Discarded (feet) (cfs) (feet) (cfs) (feet) (cfs) (feet) (cfs) 4.20 0.00 5.24 0.01 6.28 0.01 7.32 0.01 4.22 0.01 5.26 0.01 6.30 0.01 7.34 0.01 4.24 0.01 5.28 0.01 6.32 0.01 7.36 0.01 4.26 0.01 5.30 0.01 6.34 0.01 7.38 0.01 4.28 0.01 5.32 0.01 6.36 0.01 7.40 0.01 4.30 0.01 5.34 0.01 6.38 0.01 7.42 0.01 4.32 0.01 5.36 0.01 6.40 0.01 7.44 0.01 4.34. 0.01 5.38 0.01 6.42 0.01 7.46 0.01 4.36 0.01 5.40 0.01 6.44 0.01 7.48 0.01 4.38 0.01 5.42 0.01 6.46 0.01 7.50 0.01 4.40 0.01 5.44 0.01 6.48 0.01 7.52 0.01 4.42 0.01 5.46 0.01 6.50 0.01 7.54 0.01 4.44 0.01 5.48 0.01 6.52 0.01 7.56 0.01 4.46 0.01 5.50 0.01 6.54 0.01 7.58 0.01 4.48 0.01 5.52 0.01 6.56 0.01 7.60 0.01 4.50 0.01 5.54 0.01 6.58 0.01 7.62 0.01 4.52 0.01 5.56 0.01 6.60 0.01 7.64 0.01 4.54 0.01 5.58 0.01 6.62 0.01 7.66 0.01 4.56 0.01 5.60 0.01 6.64 0.01 7.68 0.01 4.58 0.01 5.62 0.01 6.66 0.01 7.70 0.01 4.60 0.01 5.64 0.01 6.68 0.01 7.72 0.01 4.62 0.01 5.66 0.01 6.70 0.01 7.74 0.01 4.64 0.01 5.68 0.01 6.72 0.01 7.76 0.01 4.66 0.01 5.70 0.01 6.74 0.01 7.78 0.01 4.68 0.01 5.72 0.01 6.76 0.01 7.80 0.01 4.70 0.01 5.74 0.01 6.78 0.01 7.82 0.01 4.72 0.01 5.76 0.01 6.80 0.01 7.84 0.01 4.74 0.01 5.78 0.01 6.82 0.01 7.86 0.01 4.76 0.01 5.80 0.01 6.84 0.01 7.88 0.01 4.78 0.01 5.82 0.01 6.86 0.01 7.90 0.01 4.80 0.01 5.84 0.01 6.88 0.01 7.92 0.01 4.82 0.01 5.86 0.01 6.90 0.01 7.94 0.01 4.84 0.01 5.88 0.01 6.92 0.01 7.96 0.01 4.86 0.01 5.90 0.01 6.94 0.01 7.98 . 0.01 4.88 0.01 5.92 0.01 6.96 0.01 8.00 0.01 4.90 0.01 5.94 0.01 6.98 0.01 8.02 0.01 4.92 0.01 5.96 0.01 7.00 0.01 8.04 0.01 4.94 0.01 5.98 0.01 7.02 0.01 8.06 0.01 4.96 0.01 6.00 0.01 7.04 0.01 8.08 0.01 4.98 0.01 6.02 0.01 7.06 0.01 8.10 0.01 5.00 0.01 6.04 0.01 7.08 0.01 8.12 0.01 5.02 0.01 6.06 0.01 7.10 0.01 8.14 0.01 5.04 0.01 6.08 0.01 7.12 0.01 5.06 0.01 6.10 0.01 7.14 0.01 5.08 0.01 6.12 0.01 7.16 0.01 5.10 0.01 6.14 0.01 7.18 0.01 5.12 0.01 6.16 0.01 7.20 0.01 5.14 0.01 6.18 0.01 7.22 0.01 5.16 0.01 6.20 0.01 7.24 0.01 5.18 0.01 6.22 0.01 7.26 0.01 5.20 0.01 6.24 0.01 7.28 0.01 5.22 0.01 6.26 0.01 7.30 0.01 Developed Roadway Type IA 24 -hr 100 -year 24 -hour Rainfall =4.0O" Prepared by Alta Cascade, Inc. Page 9 HydroCAD® 7.00 s/n 002638 © 1986-2003 Applied Microcomputer Systems 4/9/2007 Stage - Area - Storage for Pond T1: Infiltration Trench 1 Elevation Horizontal Storage Elevation Horizontal Storage (feet) (acres) (acre -feet) (feet) (acres) (acre -feet) 4.20 0.024 0.000 6.80 0.024 0.019 4.25 0.024 0.000 6.85 0.024 0.019 4.30 0.024 0.001 6.90 0.024 0.019 4.35 0.024 0.001 6.95 0.024 0.020 4.40 0.024 0.001 7.00 0.024 0.020 4.45 0.024 0.002 7.05 0.024 0.020 4.50 0.024 0.002 7.10 0.024 0.021 4.55 0.024 0.003 7.15 0.024 0.021 4.60 0.024 0.003 7.20 0.024 0.022 4.65 0.024 0.003 7.25 0.024 0.022 4.70 0.024 0.004 7.30 0.024 0.022 4.75 0.024 0.004 7.35 0.024 0.023 4.80 0.024 0.004 7.40 0.024 0.023 4.85 0.024 0.005 7.45 0.024 0.024 4.90 0.024 0.005 7.50 0.024 0.024 4.95 0.024 0.005 7.55 0.024 0.025 5.00 0.024 0.006 7.60 0.024 0.025 5.05 0.024 0.006 7.65 0.024 0.026 5.10 0.024 0.006 7.70 0.024 0.027 5.15 0.024 0.007 7.75 0.024 0.027 5.20 0.024 0.007 7.80 0.024 0.028 5.25 0.024 0.008 7.85 0.024 0.028 5.30 0.024 0.008 7.90 0.024 0.029 5.35 0.024 0.008 7.95 0.024 0.029 5.40 0.024 0.009 8.00 0.024 0.030 5.45 0.024 0.009 8.05 0.024 0.030 5.50 0.024 0.009 8.10 0.024 0.030 5.55 0.024 0.010 8.15 0.024 0.031 5.60 0.024 0.010 5.65 0.024 0.010 5.70 0.024 0.011 5.75 0.024 0.011 5.80 0.024 0.011 5.85 0.024 0.012 5.90 0.024 0.012 5.95 0.024 0.013 6.00 0.024 0.013 6.05 0.024 0.013 6.10 0.024 0.014 6.15 0.024 0.014 6.20 0.024 0.014 6.25 0.024 0.015 6.30 0.024 0.015 6.35 0.024 0.015 6.40 0.024 0.016 6.45 0.024 0.016 6.50 0.024 0.016 6.55 0.024 0.017 6.60 0.024 0.017 6.65 0.024 0.018 6.70 0.024 0.018 6.75 -0.024 0.018 Lot 1 Impervious Infiltration Trench 2 Drainage Diagram for Developed Lot 1 Prepared by Alta Cascade, Inc. 4/9/2007 HydroCAD® 7.00 sin 002638 ®1986 -2003 Applied Microcomputer Systems Developed Lot 1 Prepared by Alta Cascade, Inc. HydroCAD® 7.00 s/n 002638 © 1986-2003 Applied Microcomputer Systems Time span =0.00 -24.00 hrs, dt =0.05 hrs, 481 points Runoff by SBUH method Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method Subcatchment L1: Lot 1 Impervious Pond T2: Infiltration Trench 2 Type IA 24 -hr 100 -year 24 -hour Rainfall = 4.00" Page 2 4/9/2007 Runoff Area =2,633 sf Runoff Depth= 3.77" Tc =0.0 min CN =98 Runoff =0.06 cfs 0.019 af Peak EIev= 10.35' Storage =0.013 af Inflow =0.06 cfs 0.019 af Outflow =0.00 cfs 0.006 af Total Runoff Area = 0.060 ac Runoff Volume = 0.019 af Average Runoff Depth = 3.77" Developed Lot 1 Type IA 24 -hr 100 year 24 -hour Rainfall= 4.00" Prepared by Alta Cascade, Inc. Page 3 HydroCAD® 7.00 s/n 002638 © 1986-2003 Applied Microcomputer Systems 4/9/2007 Subcatchment L7: Lot 1 Impervious [46] Hint: Tc =0 (Instant runoff peak depends on dt) Runoff = 0.06 cfs @ 7.80 hrs, Volume= 0.019 at Depth= 3.77" Runoff by SBUH method, Time Span= 0.00 -24.00 hrs, dt= 0.05 hrs Type IA 24 -hr 100 -year 24 -hour Rainfall= 4.00" Area (sf) CN Description 2,082 98 House 551 98 Garage 2,633 98 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.0 0.06 0.055 0.05 0.0454" 0.04 0.035:' 0.037 1 0.025:' 0.02" 0.015" 0.01 0.0054` 0 1 2 3 4 Subcatchment L1: Lot 1 Impervious Hydrograph L 1 I ` Egos I 1 L L L r Direct Entry, 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Type IA I I 1 1 24-hr - 100 year24 -1io r- Rainfall=4:OQ" i I I I I I I Runoff Area= 2,633sf _ Runoff Volume =Q.O19 of I unoffjDgpth= 3.77,_" t 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 Time (hours) Tc =O.O; milt 1 r r T , CNN =9;8 I I L L J L I 1 1 I I i 1 i I 1 J L L 1 L 1 I I I 1 I 1 I i I 1 r T r I I 20 21 22 23 24 ■ Runoff Developed Lot 1 Type IA 24 -hr 100-year 24-hour Rainfall = 4.00" Prepared by Alta Cascade, Inc. Page 4 HydroCAD® 7.00 s/n 002638 © 1986 Applied Microcomputer Systems 4/9/2007 Hydrograph for Subcatchment L1: Lot 1 Impervious Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 13.00 2.80 2.57 0.01 0.25 0.02 0.00 0.00 13.25 2.84 2.61 0.01 0.50 0.04 0.00 0.00 13.50 2.88 2.64 0.01 0.75 0.06 0.00 0.00 13.75 2.91 2.68 0.01 1.00 0.08 0.01 0.00 14.00 2.94 2.71 0.01 1.25 0.11 0.02 0.00 14.25 2.98 2.75 0.01 1.50 0.14 0.03 0.00 14.50 3.01 2.78 0.01 1.75 0.17 0.05 0.00 14.75 3.04 2.81 0.01 2.00 0.20 0.07 0.01 15.00 3.08 2.84 0.01 2.25 0.23 0.09 0.01 15.25 3.11 2.88 0.01 2.50 0.26 0.12 0.01 15.50 3.14 2.91 0.01 2.75 0.30 0.14 0.01 15.75 3.17 2.94 0.01 3.00 0.33 0.17 0.01 16.00 3.20 2.97 0.01 3.25 0.36 0.19 0.01 16.25 3.23 3.00 0.01 3.50 0.39 0.22 0.01 16.50 3.26 3.03 0.01 3.75 0.43 0.25 0.01 16.75 3.30 3.06 0.01 4.00 0.46 0.29 0.01 17.00 3.32 3.09 0.01 4.25 0.50 0.32 0.01 17.25 3.35 3.12 0.01 4.50 0.54 0.35 0.01 17.50 3.38 3.15 0.01 4.75 0.58 0.39 0.01 17.75 3.41 3.18 0.01 5.00 0.62 0.43 0.01 18.00 3.44 3.21 0.01 5.25 0.67 0.48 0.01 18.25 3.47 3.23 0.01 5.50 0.72 0.52 0.01 18.50 3.49 3.26 0.01 5.75 0.77 0.57 0.01 18.75 3.52 3.29 0.01 6.00 0.82 0.62 0.01 19.00 3.55 3.31 0.01 6.25 0.88 0.68 0.01 19.25 3.57 3.34 0.01 6.50 0.95 0.74 0.01 19.50 3.60 3.37 0.01 6.75 1.01 0.80 0.01 19.75 3.63 3.39 0.01 7.00 1.07 0.86 0.02 20.00 3.65 3.42 0.01 7.25 1.15 0.93 0.02 20.25 3.68 3.44 0.01 7.50 1.24 1.02 0.02 20.50 3.70 3.47 0.01 7.75 1.47 1.25 0.06 20.75 3.72 3.49 0.01 8.00 1.70 1.48 0.05 21.00 3.75 3.51 0.01 8.25 1.83 1.60 0.03 21.25 3.77 3.54 0.01 8.50 1.92 1.70 0.02 21.50 3.79 3.56 0.01 8.75 2.01 1.78 0.02 21.75 3.82 3.58 0.01 9.00 2.08 1.85 0.02 22.00 3.84 3.60 0.01 9.25 2.14 1.92 0.01 22.25 3.86 3.62 0.01 9.50 2.20 1.97 0.01 22.50 3.88 3.65 0.01 9.75 2.26 2.03 0.01 22.75 3.90 3.67 0.01 10.00 2.31 2.08 0.01 23.00 3.92 3.69 0.00 10.25 2.36 2.13 0.01 23.25 3.94 3.71 0.00 10.50 2.40 2.18 0.01 23.50 3.96 3.73 0.00 10.75 2.45 2.22 0.01 23.75 3.98 3.75 0.00 11.00 2.50 2.27 0.01 24.00 4.00 3.77 0.00 11.25 2.54 2.31 0.01 11.50 2.58 2.35 0.01 11.75 2.62 2.39 0.01 12.00 2.66 2.43 0.01 12.25 2.69 2.46 0.01 12.50 2.73 2.50 0.01 12.75 2.77 2.54 0.01 Developed Lot 1 Type IA 24 -hr 100-year 24-hour Rainfall = 4.00" Prepared by Alta Cascade, Inc. Page 5 HydroCAD® 7.00 s/n 002638 © 1986-2003 Applied Microcomputer Systems 4/9/2007 Inflow Area = Inflow = Outflow = Discarded = Routing by Stor -Ind method, Time Span= 0.00 -24.00 hrs, dt= 0.05 hrs Peak EIev= 10.35' @ 24.00 hrs Surf.Area= 0.008 ac Storage= 0.013 af Plug -Flow detention time= 434.8 min calculated for 0.006 af (30% of inflow) Center -of -Mass det. time= 103.7 min ( 759.4 - 655.7 ) # Invert 1 5.50' 2 9.50' 3 9.50' # Routing 1 Discarded 0.04 c 0.035 0 0.03:r 0.025 0.02- 0.015 clot � 0.0057 0 0.060 ac, Inflow Depth = 3.77" 0.06 cfs @ 7.80 hrs, Volume= 0.00 cfs @ 1.80 hrs, Volume= 0.00 cfs @ 1.80 hrs, Volume= Avail.Storage Pond T2: Infiltration Trench 2 Storage Description for 100 -year 24 -hour event 0.019 af 0.006 af, Atten= 95 %, Lag= 0.0 min 0.006 af 0.012 af 10.00'W x 37.O01. x 5.00'H Prismatoid 0.042 af Overall - 0.001 af Embedded = 0.041 af x 30.0% Voids 0.001 af 12.0 "Dx 36.001. Horizontal Cylinder Inside #1 0.001 af 12.0 "D x 36.00L Horizontal Cylinder Inside #1 0.014 af Total Available Storage Invert Outlet Devices 0.00' 0.000500 fpm Exfiltration over entire Horizontal area iscaided OutFlaw Max =0.00 cfs @ 1.80 hrs HW =5.55' (Free Discharge) = ExfilItration (Exfiltration Controls 0.00 cfs) Pond T2: Infiltration Trench 2 1 1 1 1 r-- r - -r - -r 1 1 1 1 1 I 1 Hydrograph 1 I 1 I 1 1 1 1 1 ■ 1 1 1 1 1 1 1 1 1 I I I I 1 1 I I 1 I 1 1 0.06 n 0.055- ir r T T i • Peak EIev I I 1 1 1 1 I 1 1 1 1 I 1 J I f IoW Mea O .10601ac - 1 1 1 I 1 1 1 1 I 1 1 I I 1 1 1 I 1 1 1 1 1 1 1 1 1 r r T I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ._ _L _ '; - J_ J __ 1 _J __ .. - I - - 1 1 1 I I I -- - - I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I i 111i 1 1 1 1 1 I 1 I 1 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 Time (hours) ISCI Inflow ® Discarded Developed Lot 1 Prepared by Alta Cascade, Inc. HydroCAD® 7.00 s/n 002638 © 1986-2003 Applied Microcomputer Systems 10 9- Pond T2: Infiltration Trench 2 Stage- Discharge Type IA 24 -hr 100 year 24 -hour Rainfall= 4.00" Page 6 4/9/2007 0.000 0.000 0.001 0.001 0.001 0.001 0.001 0.002 0.002 0.002 0.002 0.002 0.003 0.003 0.003 Discharge (cfs) Pond T2: Infiltration Trench 2 Stage - Area - Storage Surface/Horizontal/Wetted Area (acres) 0 0.000 0.001 0.001 0.002 0.002 0.003 0.003 0.004 0.004 0.005 0.005 0.006 0.006 0.007 0.008 0.008 r . r r - r - r t t ✓ it 0 0.001 0.002 0.003 0.004 0.005 0.006 0.007 0.008 0.009 0.01 0.011 0.012 0.013 Storage (acre -feet) DIN Discarded ® Horizontal ® Storage Developed Lot 1 Type IA 24 -hr 100- year24 -hour Rainfall =4.00" Prepared by Alta Cascade, Inc. Page 7 HydroCAD® 7.00 s/n 002638 © 1986-2003 Applied Microcomputer Systems 4/9/2007 Hydrograph for Pond T2: Infiltration Trench 2 Time Inflow Storage Elevation Discarded (hours) (cfs) (acre -feet) (feet) (cfs) 0.00 0.00 0.000 5.50 0.00 0.50 0.00 0.000 5.50 0.00 1.00 0.00 0.000 5.51 0.00 1.50 0.00 0.000 5.54 0.00 2.00 0.01 0.000 5.56 0.00 2.50 0.01 0.000 5.60 0.00 3.00 0.01 0.000 5.66 0.00 3.50 0.01 0.001 5.71 0.00 4.00 0.01 0.001 5.79 0.00 4.50 0.01 0.001 5.87 0.00 5.00 0.01 0.001 5.97 0.00 5.50 0.01 0.002 6.10 0.00 6.00 0.01 0.002 6.25 0.00 6.50 0.01 0.002 6.43 0.00 7.00 0.02 0.003 6.62 0.00 7.50 0.02 0.004 6.89 0.00 8.00 0.05 0.006 7.71 0.00 8.50 0.02 0.007 8.11 0.00 9.00 0.02 0.007 8.38 0.00 9.50 0.01 0.008 8.57 0.00 10.00 0.01 0.008 8.73 0.00 10.50 0.01 0.009 8.87 0.00 11.00 0.01 0.009 9.00 0.00 11.50 0.01 0.009 9.12 0.00 12.00 0.01 0.009 9.22 0.00 12.50 0.01 0.010 9.32 0.00 13.00 0.01 0.010 9.41 0.00 13.50 0.01 0.010 9.50 0.00 14.00 0.01 0.010 9.57 0.00 14.50 0.01 0.011 9.64 0.00 15.00 0.01 0.011 9.70 0.00 15.50 0.01 0.011 9.75 0.00 16.00 0.01 0.011 9.80 0.00 16.50 0.01 0.011 9.85 0.00 17.00 0.01 0.012 9.90 0.00 17.50 0.01 0.012 9.95 0.00 18.00 0.01 0.012 9.99 0.00 18.50 0.01 0.012 10.03 0.00 19.00 0.01 0.012 10.07 0.00 19.50 0.01 0.012 10.10 0.00 20.00 0.01 0.012 10.14 0.00 20.50 0.01 0.013 10.17 0.00 21.00 0.01 0.013 10.20 0.00 21.50 0.01 0.013 10.23 0.00 22.00 0.01 0.013 10.26 0.00 22.50 0.01 0.013 10.28 0.00 23.00 0.00 0.013 10.31 0.00 23.50 0.00 0.013 10.33 0.00 24.00 0.00 0.013 10.35 0.00 Developed Lot 1 Type IA 24 -hr 100 -year 24 -hour Rainfall =4.00" Prepared by Alta Cascade, Inc. Page 8 HydroCAD® 7.00 s/n 002638 © 1986-2003 Applied Microcomputer Systems 4/9/2007 Stage -Discharge for Pond T2: Infiltration Trench 2 Elevation Discarded Elevation Discarded (feet) (cfs) (feet) (cfs) 5.50 0.00 8.10 0.00 5.55 0.00 8.15 0.00 5.60 0.00 8.20 0.00 5.65 0.00 8.25 0.00 5.70 0.00 8.30 0.00 5.75 0.00 8.35 0.00 5.80 0.00 8.40 0.00 5.85 0.00 8.45 0.00 5.90 0.00 8.50 0.00 5.95 0.00 8.55 0.00 6.00 0.00 8.60 0.00 6.05 0.00 8.65 0.00 6.10 0.00 8.70 0.00 6.15 0.00 8.75 0.00 6.20 0.00 8.80 0.00 6.25 0.00 8.85 0.00 6.30 0.00 8.90 0.00 6.35 0.00 8.95 0.00 6.40 0.00 9.00 0.00 6.45 0.00 9.05 0.00 6.50 0.00 9.10 0.00 6.55 0.00 9.15 0.00 6.60 0.00 9.20 0.00 6.65 0.00 9.25 0.00 6.70 0.00 9.30 0.00 6.75 0.00 9.35 0.00 6.80 0.00 9.40 0.00 6.85 0.00 9.45 0.00 6.90 0.00 9.50 0.00 6.95 0.00 9.55 0.00 7.00 0.00 9.60 0.00 7.05 0.00 9.65 0.00 7.10 0.00 9:70 0.00 7.15 0.00 9.75 0.00 7.20 0.00 9.80 0.00 7.25 0.00 9.85 0.00 7.30 0.00 9.90 0.00 7.35 0.00 9.95 0.00 7.40 0.00 10.00 0.00 7.45 0.00 10.05 0.00 7.50 0.00 10.10 0.00 7.55 0.00 10.15 0.00 7.60 0.00 10.20 0.00 7.65 0.00 10.25 0.00 7.70 0.00 10.30 0.00 7.75 0.00 10.35 0.00 7.80 0.00 10.40 0.00 7.85 0.00 10.45 0.00 7.90 0.00 10.50 0.00 7.95 0.00 8.00 0.00 8.05 0.00 Developed Lot 1 Type IA 24 -hr 100- year24 -hour Rainfall =4.0O" Prepared by Alta Cascade, Inc. Page 9 HydroCAD® 7.00 s/n 002638 © 1986 Applied Microcomputer Systems 4/9/2007 Stage - Area - Storage for Pond T2: Infiltration Trench 2 Elevation Horizontal Storage Elevation Horizontal Storage (feet) (acres) (acre -feet) (feet) (acres) (acre -feet) 5.50 0.008 0.000 8.10 0.008 0.007 5.55 0.008 0.000 8.15 0.008 0.007 5.60 0.008 0.000 8.20 0.008 0.007 5.65 0.008 0.000 8.25 0.008 0.007 5.70 0.008 0.001 8.30 0.008 0.007 5.75 0.008 0.001 8.35 0.008 0.007 5.80 0.008 0.001 8.40 0.008 0.007 5.85 0.008 0.001 8.45 0.008 0.008 5.90 0.008 0.001 8.50 0.008 0.008 5.95 0.008 0.001 8.55 0.008 0.008 6.00 0.008 0.001 8.60 0.008 0.008 6.05 0.008 0.001 8.65 0.008 0.008 6.10 0.008 0.002 8.70 0.008 0.008 6.15 0.008 0.002 8.75 0.008 0.008 6.20 0.008 0.002 8.80 0.008 0.008 6.25 0.008 0.002 8.85 0.008 0.009 6.30 0.008 0.002 8.90 0.008 0.009 6.35 0.008 0.002 8.95 0.008 0.009 6.40 0.008 0.002 9.00 0.008 0.009 6.45 0.008 0.002 9.05 0.008 0.009 6.50 0.008 0.003 9.10 0.008 0.009 6.55 0.008 0.003 9.15 0.008 0.009 6.60 0.008 0.003 9.20 0.008 0.009 6.65 0.008 0.003 9.25 0.008 0.010 6.70 0.008 0.003 9.30 0.008 0.010 6.75 0.008 0.003 9.35 0.008 0.010 6.80 0.008 0.003 9.40 0.008 0.010 6.85 0.008 0.003 9.45 0.008 0.010 6.90 0.008 0.004 9.50 0.008 0.010 6.95 0.008 0.004 9.55 0.008 0.010 7.00 0.008 0.004 9.60 0.008 0.010 7.05 0.008 0.004 9.65 0.008 0.011 7.10 0.008 0.004 9.70 0.008 0.011 7.15 0.008 0.004 9.75 0.008 0.011 7.20 0.008 0.004 9.80 0.008 0.011 7.25 0.008 0.004 9.85 0.008 0.011 7.30 0.008 0.005 9.90 0.008 0.012 7.35 0.008 0.005 9.95 0.008 0.012 7.40 0.008 0.005 10.00 0.008 0.012 7.45 0.008 0.005 10.05 0.008 0.012 7.50 0.008 0.005 10.10 0.008 0.012 7.55 0.008 0.005 10.15 0.008 0.012 7.60 0.008 0.005 10.20 0.008 0.013 7.65 0.008 0.005 10.25 0.008 0.013 7.70 0:008 0.006 10.30 0.008 0.013 7.75 0.008 0.006 10.35 0.008 0.013 7.80 0.008 0.006 10.40 0.008 0.013 7.85 0.008 0.006 10.45 0.008 0.014 7.90 0.008 0.006 10.50 0.008 0.014 7.95 0.008 0.006 8.00 0.008 0.006 8.05 0.008 0.006 Lot 2 Impervious Infiltration Trench 3 Drainage Diagram for Developed Lot 2 Prepared by Alta Cascade, Inc. 4/9/2007 HydroCAD® 7.00 s/n 002638 ® 1986-2003 Applied Microcomputer Systems Developed Lot 2 Type IA 24 -hr 100 -year 24 -hour Rainfall =4.00" Prepared by Alta Cascade, Inc. Page 2 HydroCAD® 7.00 s/n 002638 ©1986 - 2003 Applied Microcomputer Systems 4/9/2007 Time span =0.00 -24.00 hrs, dt =0.05 hrs, 481 points Runoff by SBUH method Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method Subcatchment L2: Lot 2 Impervious Pond T3: Infiltration Trench 3 Runoff Area =1,200 sf Runoff Depth= 3.77" Tc =0.0 min CN =98 Runoff=0.03 cfs 0.009 af Peak EIev= 10.87' Storage =0.006 af Inflow =0.03 cfs 0.009 af Outflow =0.00 cfs 0.003 af Total Runoff Area = 0.028 ac Runoff Volume = 0.009 af Average Runoff Depth = 3.77" Developed Lot 2 Type IA 24 -hr 100- year24 -hour Rainfall= 4.00" Prepared by Alta Cascade, Inc. Page 3 HydroCAD® 7.00 s/n 002638 © 1986-2003 Applied Microcomputer Systems 4/9/2007 Subcatchment L2: Lot 2 Impervious [46] Hint: Tc =O (Instant runoff peak depends on dt) Runoff = 0.03 cfs.@ 7.80 hrs, Volume= 0.009 af, Depth= 3.77" Runoff by SBUH method, Time Span= 0.00 -24.00 hrs, dt= 0.05 hrs Type IA 24 -hr 100 -year 24 -hour Rainfall= 4.00" Area (sf) 0.028: " 0.026 0.0241 0.022 Y 0.02 0.018 v " 0.016 ' e 0.014" 0.012: " 0.01 0.008" 0.006 -" 0.004 0.002' 0 1,200 Tc Length (min) (feet) 0.0 CN Description 98 House Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) Subcatchment L2: Lot 2 Impervious Hydrograph Direct Entry, - 1 - -J -J _L_ L - - 1 1 1 1 1 1 Type IA 24- tir_1,00,,year 24-hour _ L _ R�inoff Area = 1,200 of 1R�inoff Volume =0.009 of 1 L J J l L L J I J Runoff! Depth =3.77" Tc =0.0 min 1 L L L L L L CN =98 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 11 Runoff Developed Lot 2 Type IA 24 -hr 900 year 24 -hour Rainfall = 4.00" Prepared by Alta Cascade, Inc. Page 4 HydroCAD® 7.00 s/n 002638 © 1986-2003 Applied Microcomputer Systems 4/9/2007 Hydrograph for Subcatchment L2: Lot 2 Impervious Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 13.00 2.80 2.57 0.00 0.25 0.02 0.00 0.00 13.25 .2.84 2.61 0.00 0.50 0.04 0.00 0.00 13.50 2.88 2.64 0.00 0.75 0.06 0.00 0.00 13.75 2.91 2.68 0.00 1.00 0.08 0.01 0.00 14.00 2.94 2.71 0.00 1.25 0.11 0.02 0.00 14.25 2.98 2.75 0.00 1.50 0.14 0.03 0.00 14.50 3.01 2.78 0.00 1.75 0.17 0.05 0.00 14.75 3.04 2.81 0.00 2.00 0.20 0.07 0.00 15.00 3.08 2.84 0.00 2.25 0.23 0.09 0.00 15.25 3.11 2.88 0.00 2.50 0.26 0.12 0.00 15.50 3.14 2.91 0.00 2.75 0.30 0.14 0.00 15.75 3.17 2.94 0.00 3.00 0.33 0.17 0.00 16.00 3.20 2.97 0.00 3.25 0.36 0.19 0.00 16.25 3.23 3.00 0.00 3.50 0.39 0.22 0.00 16.50 3.26 3.03 0.00 3.75 0.43 0.25 0.00 16.75 3.30 3.06 0.00 4.00 0.46 0.29 0.00 17.00 3.32 3.09 0.00 4.25 0.50 0.32 0.00 17.25 3.35 3.12 0.00 4.50 0.54 0.35 0.00 17.50 3.38 3.15 0.00 4.75 0.58 0.39 0.00 17.75 3.41 3.18 0.00 5.00 0.62 0.43 0.00 18.00 3.44 3.21 0.00 5.25 0.67 0.48 0.00 18.25 3.47 3.23 0.00 5.50 0.72 0.52 0.01 18.50 3.49 3.26 0.00 5.75 0.77 0.57 0.01 18.75 3.52 3.29 0.00 6.00 0.82 0.62 0.01 19.00 3.55 3.31 0.00 6.25 0.88 0.68 0.01 19.25 3.57 3.34 0.00 6.50 0.95 0.74 0.01 19.50 3.60 3.37 0.00 6.75 1.01 0.80 0.01 19.75 3.63 3.39 0.00 7.00 1.07 0.86 0.01 20.00 3.65 3.42 0.00 7.25 1.15 0.93 0.01 20.25 3.68 3.44 0.00 7.50 1.24 1.02 0.01 20.50 3.70 3.47 0.00 7.75 1.47 1.25 0.03 20.75 3.72 3.49 0.00 8.00 1.70 1.48 0.02 21.00 3.75 3.51 0.00 8.25 1.83 1.60 0.01 21.25 3.77 3.54 0.00 8.50 1.92 1.70 0.01 21.50 3.79 3.56 0.00 8.75 2.01 1.78 0.01 21.75 3.82 3.58 0.00 9.00 2.08 1.85 0.01 22.00 3.84 3.60 0.00 9.25 2.14 1.92 0.01 22.25 3.86 3.62 0.00 9.50 2.20 1.97 0.01 22.50 3.88 3.65 0.00 9.75 2.26 2.03 0.01 22.75 3.90 3.67 0.00 10.00 2.31 2.08 0.01 23.00 3.92 3.69 0.00 10.25 2.36 2.13 0.01 23.25 3.94 3.71 0.00 10.50 2.40 2.18 0.01 23.50 3.96 3.73 0.00 10.75 2.45 2.22 0.01 23.75 3.98 3.75 0.00 11.00 2.50 2.27 0.00 24.00 4.00 3.77 0.00 11.25 2.54 2.31 0.00 11.50 2.58 2.35 0.00 11.75 2.62 2.39 0.00 12.00 2.66 2.43 0.00 12.25 2.69 2.46 0.00 12.50 2.73 2.50 0.00 12.75 2.77 2.54 0.00 Developed Lot 2 Prepared by Alta Cascade, Inc. HydroCAD® 7.00 s/n 002638 © 1986-2003 Applied Microcomputer Systems Inflow Area = Inflow = Outflow = Discarded = Routing by Stor -Ind method, Time Span= 0.00 -24.00 hrs, dt= 0.05 hrs Peak Elev= 10.87' @ 24.00 hrs Surf.Area= 0.004 ac Storage= 0.006 af Plug -Flow detention time= 422.0 min calculated for 0.003 af (34% of inflow) Center -of -Mass det. time= 103.9 min ( 759.7 - 655.7 ) Invert Avail.Storage 1 6.67' 0.005 af 2 10.00' 0.001 af # Routing 1 Discarded piscarded OutFlow Max =0.00 cfs @ 1.85 hrs HW =6.71' (Free Discharge) = Exfiitration (Exfiltration Controls 0.00 cfs) 0.016 0.014: LL 1 I I _ ,: r 1 1 1 I I 1 1 1 1 1 1 I 1 __ __r r - _ 10031'66 -- r __ r __ r __ Y __ __ Y __ Y __ Y __ Y __ ? __ Y ___� :::: . , - � - - - -- I 1 1 I I I 1 1 I I ' I 1 I nfIOW;Area =0 28 6 r"rr - -t ;' ' 1 1 1 1 1 1 1 1 1 1 1 1 2 3 4 5 6 7 8 9 0.024 - r r I I _ • I I 0 . 0 1 8 - L L L 0.012- 0.008 - -L__ 0.006 0.004 0.002) 0 1 0.006 af Invert Outlet Devices L T3: Infiltration Trench 3 0.028 ac, Inflow Depth = 3.77" 0.03 cfs @ 7.80 hrs, Volume= 0.00 cfs @ 1.85 hrs, Volume= 0.00 cfs @ 1.85 hrs, Volume= Storage Description 6.00'W x 31.001 x 4.33'H Prismatoid 0.018 af Overall - 0.001 af Embedded = 0.018 af x 30.0% Voids 12.0 "D x 30.00'1 Horizontal Cylinder Inside #1 Total Available Storage 0.00' 0.000500 fpm Exfiltration over entire Horizontal area Pond T3: Infiltration Trench 3 Hydrograph 1 I 1 1 1 1 1 1 1 1 1 1 1 I T cgage --- i I t 1 1 I 1 I I Type IA 24 -hr 100 year 24 -hour Rainfall = 4.00" Page 5 4/9/2007 for 100 -year 24 -hour event 0.009 of 0.003 af, Atten= 94 %, Lag= 0.0 min 0.003 af 1 1 1 1 ' 1 1 1 1 1 I 1 1 1 1 1 1 1 I 1 1 i 1 1 1 1 1 1 I 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 I 1 1 - I 1 1 1 t I 1 1 1 1 1 1 1 1 1 ! 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 I 1 1 1 1 I 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Li Inflow ® Discarded Developed Lot 2 Prepared by Alta Cascade, Inc. HydroCAD® 7.00 s/n 002638 © 1986-2003 Applied Microcomputer Systems 10 8 7 Pond T3: Infiltration Trench 3 Stage- Area - Storage Surface/Horizontal /Wetted Area (acres) 0 0.001 0.001 0.002 0.002 0.003 0.003 0.004 0.004 11J 9-' 3 m w 0.000 0.000 0.000 0.000 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.002 Discharge (cfs) r r Pond T3: Infiltration Trench 3 Stage- Discharge r r Type IA 24 -hr 100 year 24 -hour Rainfall =4.0O" Page 6 4/9/2007 0.000 0.001 0.001 0.002 0.002 0.003 0.003 0.004 0.004 0.005 0.006 Storage (acre -feet) LIE Discarded L E Horizontal II ® Storage Developed Lot 2 Type IA 24 -hr 100-year 24-hour Rainfall =4.00" Prepared by Alta Cascade, Inc. Page 7 HydroCAD® 7.00 s/n 002638 © 1986-2003 Applied Microcomputer Systems 4/9/2007 Hydrograph for Pond T3: Infiltration Trench 3 Time Inflow Storage Elevation Discarded (hours) (cfs) (acre -feet) (feet) (cfs) 0.00 0.00 0.000 6.67 0.00 0.50 0.00 0.000 6.67 0.00 1.00 0.00 0.000 6.68 0.00 1.50 0.00 0.000 6.70 0.00 2.00 0.00 0.000 6.72 0.00 2.50 0.00 0.000 6.75 0.00 3.00 0.00 0.000 6.80 0.00 3.50 0.00 0.000 6.84 0.00 4.00 0.00 0.000 6.91 0.00 4.50 0.00 0.000 6.98 0.00 5.00 0.00 0.001 7.07 0.00 5.50 0.01 0.001 7.18 0.00 6.00 0.01 0.001 7.30 0.00 6.50 0.01 0.001 7.47 0.00 7.00 0.01 0.001 7.63 0.00 7.50 0.01 0.002 7.87 0.00 8.00 0.02 0.002 8.61 0.00 8.50 0.01 0.003 8.97 0.00 9.00 0.01 0.003 9.21 0.00 9.50 0.01 0.003 9.38 0.00 10.00 0.01 0.004 9.52 0.00 10.50 0.01 0.004 9.64 0.00 11.00 0.00 0.004 9.75 0.00 11.50 0.00 0.004 9.85 0.00 12.00 0.00 0.004 9.94 0.00 12.50 0.00 0.004 10.02 0.00 13.00 0.00 0.004 10.09 0.00 13.50 0.00 0.005 10.15 0.00 14.00 0.00 0.005 10.21 0.00 14.50 0.00 0.005 10.26 0.00 15.00 0.00 0.005 10.31 0.00 15.50 0.00 0.005 10.36 0.00 16.00 0.00 0.005 10.41 0.00 16.50 0.00 0.005 10.45 0.00 17.00 0.00 0.005 10.49 0.00 17.50 0.00 0.005 10.53 0.00 18.00 0.00 0.005 10.57 0.00 18.50 0.00 0.005 10.60 0.00 19.00 0.00 0.005 10.64 0.00 19.50 0.00 0.005 10.67 0.00 20.00 0.00 0.005 10.70 0.00 20.50 0.00 0.005 10.73 0.00 21.00 0.00 0.006 10.75 0.00 21.50 0.00 0.006 10.78 0.00 22.00 0.00 0.006 10.80 0.00 22.50 0.00 0.006 10.82 0.00 23.00 0.00 0.006 10.84 0.00 23.50 0.00 0.006 10.86 0.00 24.00 0.00 0.006 10.87 0.00 Developed Lot 2 Type IA 24 -hr 100 year 24 -hour Rainfall = 4.00" Prepared by Alta Cascade, Inc. Page 8 HydroCAD® 7.00 s/n 002638 © 1986-2003 Applied Microcomputer Systems 4/9/2007 Stage - Discharge for Pond T3: Infiltration Trench 3 Elevation Discarded Elevation Discarded (feet) (cfs) (feet) (cfs) 6.67 0.00 9.27 0.00 6.72 0.00 9.32 0.00 6.77 0.00 9.37 0.00 6.82 0.00 9.42 0.00 6.87 0.00 9.47 0.00 6.92 0.00 9.52 0.00 6.97 0.00 9.57 0.00 7.02 0.00 9.62 0.00 7.07 0.00 9.67 0.00 7.12 0.00 9.72 0.00 7.17 0.00 9.77 0.00 7.22 0.00 9.82 0.00 7.27 0.00 9.87 0.00 7.32 0.00 9.92 0.00 7.37 0.00 9.97 0.00 7.42 0.00 10.02 0.00 7.47 0.00 10.07 0.00 7.52 0.00 10.12 0.00 7.57 0.00 10.17 0.00 7.62 0.00 10.22 0.00 7.67 0.00 10.27 0.00 7.72 0.00 10.32 0.00 7.77 0.00 10.37 0.00 7.82 0.00 10.42 0.00 7.87 0.00 10.47 0.00 7.92 0.00 10.52 0.00 7.97 0.00 10.57 0.00 8.02 0.00 10.62 0.00 8.07 0.00 10.67 0.00 8.12 0.00 10.72 0.00 8.17 0.00 10.77 0.00 8.22 0.00 10.82 0.00 8.27 0.00 10.87 0.00 8.32 0.00 10.92 0.00 8.37 0.00 10.97 0.00 8.42 0.00 8.47 0.00 8.52 0.00 8.57 0.00 8.62 0.00 8.67 0.00 8.72 0.00 8.77 0.00 8.82 0.00 8.87 0.00 8.92 0.00 8.97 0.00 9.02 0.00 9.07 0.00 9.12 0.00 9.17 0.00 9.22 0.00 Developed Lot 2 Type IA 24 -hr 100-year 24-hour Rainfall =4.00" Prepared by Alta Cascade, Inc. Page 9 HydroCAD® 7.00 s/n 002638 ©1986 -2003 Applied Microcomputer Systems 4/9/2007 Stage -Area- Storage for Pond T3: Infiltration Trench 3 Elevation Horizontal Storage Elevation Horizontal Storage (feet) (acres) (acre -feet) (feet) (acres) (acre -feet) 6.67 0.004 0.000 9.27 0.004 0.003 6.72 0.004 0.000 9.32 0.004 0.003 6.77 0.004 0.000 9.37 0.004 0.003 6.82 0.004 0.000 9.42 0.004 0.004 6.87 0.004 0.000 9.47 0.004 0.004 6.92 0.004 0.000 9.52 0.004 0.004 6.97 0.004 0.000 9.57 0.004 0.004 7.02 0.004 0.000 9.62 0.004 0.004 7.07 0.004 0.001 9.67 0.004 0.004 7.12 0.004 0.001 9.72 0.004 0.004 7.17 0.004 0.001 9.77 0.004 0.004 7.22 0.004 0.001 9.82 0.004 0.004 7.27 0.004 0.001 9.87 0.004 0.004 7.32 0.004 0.001 9.92 0.004 0.004 7.37 0.004 0.001 9.97 0.004 0.004 7.42 0.004 0.001 10.02 0.004 0.004 7.47 0.004 0.001 10.07 0.004 0.004 7.52 0.004 0.001 10.12 0.004 0.004 7.57 0.004 0.001 10.17 0.004 0.005 7.62 0.004 0.001 10.22 0.004 0.005 7.67 0.004 0.001 10.27 0.004 0.005 7.72 0.004 0.001 10.32 0.004 0.005 7.77 0.004 0.001 10.37 0.004 0.005 7.82 0.004 0.001 10.42 0.004 0.005 7.87 0.004 0.002 10.47 0.004 0.005 7.92 0.004 0.002 10.52 0.004 0.005 7.97 0.004 0.002 10.57 0.004 0.005 8.02 0.004 0.002 10.62 0.004 0.005 8.07 0.004 0.002 10.67 0.004 0.005 8.12 0.004 0.002 10.72 0.004 0.005 8.17 0.004 0.002 10.77 0.004 0.006 8.22 0.004 0.002 10.82 0.004 0.006 8.27 0.004 0.002 10.87 0.004 0.006 8.32 0.004 0.002 10.92 0.004 0.006 8.37 0.004 0.002 10.97 0.004 0.006 8.42 0.004 0.002 8.47 0.004 0.002 8.52 0.004 0.002 8.57 0.004 0.002 8.62 0.004 0.002 8.67 0.004 0.003 8.72 0.004 0.003 8.77 0.004 0.003 8.82 0.004 0.003 8.87 0.004 0.003 8.92 0.004 0.003 8.97 0.004 0.003 9.02 0.004 0.003 9.07 0.004 0.003 9.12 0.004 0.003 9.17 0.004 0.003 9.22 0.004 0.003 Lot 3 Impervious r). Infiltration Trench 4 Drainage Diagram for Developed Lot 3 Prepared by Alta Cascade, Inc. 4/9/2007 HydroCAD® 7.00 s/n 002638 ®1986 -2003 Applied Microcomputer Systems Developed Lot 3 Type IA 24 -hr 100 -year 24 -hour Rainfall =4.0O" Prepared by Alta Cascade, Inc. Page 2 HydroCAD® 7.00 s/n 002638 ©1986 -2003 Applied Microcomputer Systems 4/9/2007 Time span =0.00 -24.00 hrs, dt =0.05 hrs, 481 points Runoff by SBUH method Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method Subcatchment L3: Lot 3 Impervious Pond T4: Infiltration Trench 4 Runoff Area =1,500 sf Runoff Depth= 3.77" Tc =0.0 min CN =98 Runoff=0.03 cfs 0.011 af Peak Elev= 10.50' Storage =0.006 af Inflow =0.03 cfs 0.011 af Outflow =0.00 cfs 0.005 af Total Runoff Area = 0.034 ac Runoff Volume = 0.011 af Average Runoff Depth = 3.77" Developed Lot 3 Type IA 24 -hr 100-year 24 -hour RainfalI =4.00" Prepared by Alta Cascade, Inc. Page 3 HydroCAD® 7.00 s/n 002638 © 1986-2003 Applied Microcomputer Systems 4/9/2007 Subcatchment L3: Lot 3 Impervious [46] Hint: Tc =0 (Instant runoff peak depends on dt) Runoff = 0.03 cfs @ 7.80 hrs, Volume= 0.011 af, Depth= 3.77" Runoff by SBUH method, Time Span= 0.00 -24.00 hrs, dt= 0.05 hrs Type IA 24 -hr 100 -year 24 -hour Rainfall= 4.00" Tc Length (min) (feet) 0.0 U Area (sf) 1,500 0.036= 0.034 -? 0.03 - 0.028- 0.026 0.024 0.022f 0.02 0.018- 0.014 0.0124" .012 ?' 0.008 0.004 0.002 0 0 1 L J J L I. J. J I L L J J I 'I 1 J J L L 1 J _I L 1 I 1 1 I I 1014 4' - I 1 1 I 1 I 1 I I 1 I I I 1 I 1 , , ; - -, -T relA= Hr�06,,year34ho�� it�R VV I 1 I 1 1 I I I I I 1 n I I i I 1 ;;� I I I -- ,,`.:: {: 1 I I I I I I at l 0 r �-- ,--- r-- r - -r -- ;- r r 1 I 1 r 7 1 I r - I I 1 I I I I I I 1 I I I I _ . - - �- ; - - -; - -; -- ; Runoff Area I=1,500 sf- 1 1 Rtinoff VoIume=Ek011 - af - I I I I I I 1 I 1 1 1 1 1 1 1 1 1 T ; - Runol 6eptfi =3:7T L 1 J J 1 L 1 J J L L 1 J I L 1 1 1 1 I .,; ✓.- I 1 I I I 1 I 1 I I I I I I I 1 Tc =0.0 i mih I I I I I I I 11 1 I i I I I I I I C IS = L-- +-- J -- J--- L -- + - - + - -J I 1 1 I I I I 1 I 1 1 I 1 1 14 - -- r 1 1 1 r T ri I 1 r r 1 1 I r T 1 r 1 1 1 1 I 1 f 1 I I I I I I I I 1 I I I I 1 I I � I I I I r r 1 r r I I 1 1 1 1 L L I L 1 I I I I I ;L % 1 1 1 1 1 Li I 1 1 1 1 1 11 I 1 1 1 1 1 1 1 1 I I , r r r I I I I I I J I L L 1 J I I 1 1 I 1 I 1 I I I 1 1 1 1 1 1 I I 1 I L J I L 1 1 1 I 1 I / - r - - � - yy/� 2 CN Description 98 House Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 3 4 5 6 Direct Entry, Subcatchment L3: Lot 3 Impervious Hydrograph 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 Time (hours) 22 23 24 E Runoff Developed Lot 3 Type IA 24 -hr 100-year 24 -hour Rainfall =4.00" Prepared by Alta Cascade, Inc. Page 4 HydroCAD® 7.00 s/n 002638 © 1986-2003 Applied Microcomputer Systems 4/9/2007 Hydrograph for Subcatchment L3: Lot 3 Impervious Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 13.00 2.80 2.57 0.00 0.25 0.02 0.00 0.00 13.25 2.84 2.61 0.00 0.50 0.04 0.00 0.00 13.50 2.88 2.64 0.00 0.75 0.06 0.00 0.00 13.75 2.91 2.68 0.00 1.00 0.08 0.01 0.00 14.00 2.94 2.71 0.00 1.25 0.11 0.02 0.00 14.25 2.98 2.75 0.00 1.50 0.14 0.03 0.00 14.50 3.01 2.78 0.00 1.75 0.17 0.05 0.00 14.75 3.04 2.81 0.00 2.00 0.20 0.07 0.00 15.00 3.08 2.84 0.00 2.25 0.23 0.09 0.00 15.25 3.11 2.88 0.00 2.50 0.26 0.12 0.00 15.50 3.14 2.91 0.00 2.75 0.30 0.14 0.00 15.75 3.17 2.94 0.00 3.00 0.33 0.17 0.00 16.00 3.20 2.97 0.00 3.25 0.36 0.19 0.00 16.25 3.23 3.00 0.00 3.50 0.39 0.22 0.00 16.50 3.26 3.03 0.00 3.75 0.43 0.25 0.00 16.75 3.30 3.06 0.00 4.00 0.46 0.29 0.00 17.00 3.32 3.09 0.00 4.25 0.50 0.32 0.00 17.25 3.35 3.12 0.00 4.50 0.54 0.35 0.01 17.50 3.38 3.15 0.00 4.75 0.58 0.39 0.01 17.75 3.41 3.18 0.00 5.00 0.62 0.43 0.01 '18.00 3.44 3.21 0.00 5.25 0.67 0.48 0.01 18.25 3.47 3.23 0.00 5.50 0.72 0.52 0.01 18.50 3.49 3.26 0.00 5.75 0.77 0.57 0.01 18.75 3.52 3.29 0.00 6.00 0.82 0.62 0.01 19.00 3.55 3.31 0.00 6.25 0.88 0.68 0.01 19.25 3.57 3.34. 0.00 6.50 0.95 0.74 0.01 19.50 3.60 3.37 0.00 6.75 1.01 0.80 0.01 19.75 3.63 3.39 0.00 7.00 1.07 0.86 0.01 20.00 3.65 3.42 0.00 7.25 1.15 0.93 0.01 20.25 3.68 3.44 0.00 7.50 1.24 1.02 0.01 20.50 3.70 3.47 0.00 7.75 1.47 1.25 0.03 20.75 3.72 3.49 0.00 8.00 1.70 1.48 0.03 21.00 3.75 3.51 0.00 8.25 1.83 1.60 0.02 21.25 3.77 3.54 0.00 8.50 1.92 1.70 0.01 21.50 3.79 3.56 0.00 8.75 2.01 1.78 0.01 21.75 3.82 3.58 0.00 9.00 2.08 1.85 0.01 22.00 3.84 3.60 0.00 9.25 2.14 1.92 0.01 22.25 3.86 3.62 0.00 9.50 2.20 1.97 0.01 22.50 3.88 3.65 0.00 9.75 2.26 2.03 0.01 22.75 3.90 3.67 0.00 10.00 2.31 2.08 0.01 23.00 3.92 3.69 0.00 10.25 2.36 2.13 0.01 23.25 3.94 3.71 0.00 10.50 2.40 2.18 0.01 23.50 3.96 3.73 0.00 10.75 2.45 2.22 0.01 23.75 3.98 3.75 0.00 11.00 2.50 2.27 0.01 24.00 4.00 3.77 0.00 11.25 2.54 2.31 0.01 11.50 2.58 2.35 0.01 11.75 2.62 2.39 0.01 12.00 2.66 2.43 0.01 12.25 2.69 2.46 0.01 12.50 2.73 2.50 0.01 12.75 2.77 2.54 0.00 Developed Lot 3 Type IA 24 -hr 100 -year 24 -hour Rainfall =4.0O" Prepared by Alta Cascade, Inc. Page 5 HydroCAD® 7.00 s/n 002638 © 1986 Applied Microcomputer Systems 4/9/2007 Inflow Area = Inflow = Outflow = Discarded = # Invert Avail.Storage 1 7.83' 0.005 af 2 9.50' 0.001 af # Routing 1 Discarded Pond T4: Infiltration Trench 4 0.034 ac, Inflow Depth = 3.77" 0.03 cfs @ 7.80 hrs, Volume= 0.00 cfs @ 2.05 hrs, Volume= 0.00 cfs @ 2.05 hrs, Volume= Routing by Stor -Ind method, Time Span= 0.00 -24.00 hrs, dt= 0.05 hrs Peak Elev= 10.50' @ 24.00 hrs Surf.Area= 0.007 ac Storage= 0.006 af Plug -Flow detention time= 388.9 min calculated for 0.005 af (44% of inflow) Center -of -Mass det. time= 105.0 min ( 760.7 - 655.7 ) 0.006 of Invert Outlet Devices 0.018 ='- I I I I I 0.018° -- 1 1 1 1 1 1 r-- r- -r--r--r--r 0.014 0.012 0.014e 0.008= -..L 0.006i' • __L 0.004 0.0023 for 100 -year 24 -hour event 0.011 af 0.005 af, Atten= 92 %, Lag= 0.0 min 0.005 af Storage Description 8.00'W x 38.00L x 2.67'H Prismatoid 0.019 af Overall - 0.001 af Embedded = 0.018 af x 30.0% Voids 12.0 "D x 37.001. Horizontal Cylinder Inside #1 Total Available Storage 0.00' 0.000500 fpm Exfiltration over entire Horizontal area iscarded OutFlav Max =0.00 cfs @ 2.05 hrs HW =7.86' (Free Discharge) = Exflltration (Exfiltration Controls 0.00 cfs) Pond T4: Infiltration Trench 4 Hydrograph 11 L L L 1 1 1 1 1 4 1 1 1 1 1 4 1 I 1 I 1 I 1 I I I I 0.0364' I I I %o•�"'�' I I I 1 1 I 1 I 11 0.0343 0.032 1 1 0.03 I 0.028 0026 -? ,' 1 1 1 1 1 1 0.024 1 1 1 1 1 1 0.022= 1 1 I I I I 0.02- �44I4 1 i 1 1 1 1 I 1 I 1 j 1 1 I 1 I I I 1 1 I I 1 II 1 1 1 1 1 1 1 1 1 I I I I 1 I 1 I 1111111I11 1 1 I I I 1 1 1 1 I 1 1 T_ T -- T -- - - - - 1 I 1 I I 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 000 I I I I 1 I I I I I 1 I 1 1 1 1 1 I I i 1 I 1 I I - -;- ; ; ; ; 8tora ■ge fl1066 a -- III 1 1 1 1 1 I 1 1 1 III I I I I I I I I I I I I I I I 1 1 I I I I I I 1 I 1 1 1 I I 1 I I 1 I 1 I I I I 1 I Inflow I ® Discarded Developed Lot 3 Prepared by Alta Cascade, Inc. HydroCAD® 7.00 s/n 002638 © 1986-2003 Applied Microcomputer Systems 10 9 8 0.000 0.000 0.001 0.001 0.001 0.001 0.001 0.002 0.002 0.002 0.002 0.002 Discharge (cfs) 0.000 0.001 0.001 Pond T4: Infiltration Trench 4 Stage- Discharge Pond T4: Infiltration Trench 4 Stage- Area - Storage Surface/Horizontal /Wetted Area (acres) 0.002 0.002 0.003 0.003 0.004 0.004 0.005 0.006 0.006 0.007 o Type IA 24 -hr 100 -year 24 -hour Rainfall =4.00" Page 6 4/9/2007 0.000 0.001 0.001 0.002 0.002 0.003 0.003 0.004 0.004 0.005 0.006 0.006 Storage (acre -feet) [® Discardedll ® Horizontal I ® Storage Developed Lot 3 Type IA 24 -hr 100 year 24 -hour Rainfall =4.00" Prepared by Alta Cascade, Inc. Page 7 HydroCAD® 7.00 s/n 002638 © 1986-2003 Applied Microcomputer Systems 4/9/2007 Hydrograph for Pond T4: Infiltration Trench 4 Time Inflow Storage Elevation Discarded (hours) (cfs) (acre -feet) (feet) (cfs) 0.00 0.00 0.000 7.83 0.00 0.50 0.00 0.000 7.83 0.00 1.00 0.00 0.000 7.83 0.00 1.50 0.00 0.000 7.85 0.00 2.00 0.00 0.000 7.86 0.00 2.50 0.00 0.000 7.87 0.00 3.00 0.00 0.000 7.89 0.00 3.50 0.00 0.000 7.91 0.00 4.00 0.00 0.000 7.95 0.00 4.50 0.01 0.000 7.99 0.00 5.00 0.01 0.000 8.05 0.00 5.50 0.01 0.001 8.12 0.00 6.00 0.01 0.001 8.21 0.00 6.50 0.01 0.001 8.32 0.00 7.00 0.01 0.001 8.43 0.00 7.50 0.01 0.002 8.60 0.00 8.00 0.03 0.003 9.16 0.00 8.50 0.01 0.003 9.43 0.00 9.00 0.01 0.004 9.59 0.00 9.50 0.01 0.004 9.68 0.00 10.00 0.01 0.004 9.76 0.00 10.50 0.01 0.004 9.83 0.00 11.00 0.01 0.004 9.89 0.00 11.50 0.01 0.005 9.94 0.00 12.00 0.01 0.005 9.98 0.00 12.50 0.01 0.005 10.02 0.00 13.00 0.00 0.005 10.06 0.00 13.50 0.00 0.005 10.10 0.00 14.00 0.00 0.005 10.13 0.00 14.50 0.00 0.005 10.16 0.00 15.00 0.00 0.005 10.19 0.00 15.50 0.00 0.005 10.22 0.00 16.00 0.00 0.005 10.25 0.00 16.50 0.00 0.006 10.28 0.00 17.00 0.00 0.006 10.30 0.00 17.50 0.00 0.006 10.33 0.00 18.00 0.00 0.006 10.35 0.00 18.50 0.00 0.006 10.37 0.00 19.00 0.00 0.006 10.39 0.00 19.50 0.00 0.006 10.41 0.00 20.00 0.00 0.006 10.43 0.00 20.50 0.00 0.006 10.44 0.00 21.00 0.00 0.006 10.46 0.00 21.50 0.00 0.006 10.47 0.00 22.00 0.00 0.006 10.48 0.00 22.50 0.00 0.006 10.49 0.00 23.00 0.00 0.006 10.49 0.00 23.50 0.00 0.006 10.50 0.00 24.00 0.00 0.006 10.50 0.00 Developed Lot 3 Type IA 24 -hr 100 year 24 -hour Rainfall =4.0O" Prepared by Alta Cascade, Inc. Page 8 HydroCAD® 7.00 s/n 002638 © 1986 Applied Microcomputer Systems 4/9/2007 Stage - Discharge for Pond T4: Infiltration Trench 4 Elevation Discarded Elevation Discarded Elevation Discarded (feet) (cfs) (feet) (cfs) (feet) (cfs) 7.83 0.00 8.87 0.00 9.91 0.00 7.85 0.00 8.89 0.00 9.93 0.00 7.87 0.00 8.91 0.00 9.95 0.00 7.89 0.00 8.93 0.00 9.97 0.00 7.91 0.00 8.95 0.00 9.99 0.00 7.93 0.00 8.97 0.00 10.01 0.00 7.95 0.00 8.99 0.00 10.03 0.00 7.97 0.00 9.01 0.00 10.05 0.00 7.99 0.00 9.03 0.00 10.07 0.00 8.01 0.00 9.05 0.00 10.09 0.00 8.03 0.00 9.07 0.00 10.11 0.00 8.05 0.00 9.09 0.00 10.13 0.00 8.07 0.00 9.11 0.00 10.15 0.00 8.09 0.00 9.13 0.00 10.17 0.00 8.11 0.00 9.15 0.00 10.19 0.00 8.13 0.00 9.17 0.00 10.21 0.00 8.15 0.00 9.19 0.00 10.23 0.00 8.17 0.00 9.21 0.00 10.25 0.00 8.19 0.00 9.23 0.00 10.27 0.00 8.21 0.00 9.25 0.00 10.29 0.00 8.23 0.00 9.27 0.00 10.31 0.00 8.25 0.00 9.29 0.00 10.33 0.00 8.27 0.00 9.31 0.00 10.35 0.00 8.29 0.00 9.33 0.00 10.37 0.00 8.31 0.00 9.35 0.00 10.39 0.00 8.33 0.00 9.37 0.00 10.41 0.00 8.35 0.00 9.39 0.00 10.43 0.00 8.37 0.00 9.41 0.00 10.45 0.00 8.39 0.00 9.43 0.00 10.47 0.00 8.41 0.00 9.45 0.00 10.49 0.00 8.43 0.00 9.47 0.00 8.45 0.00 9.49 0.00 8.47 0.00 9.51 0.00 8.49 0.00 9.53 0.00 8.51 0.00 9.55 0.00 8.53 0.00 9.57 0.00 8.55 0.00 9.59 0.00 8.57 0.00 9.61 0.00 8.59 0.00 9.63 0.00 8.61 0.00 9.65 0.00 8.63 0.00 9.67 0.00 8.65 0.00 9.69 0.00 8.67 0.00 9.71 0.00 8.69 0.00 9.73 0.00 8.71 0.00 9.75 0.00 8.73 0.00 9.77 0.00 8.75 0.00 9.79 0.00 8.77 0.00 9.81 0.00 8.79 0.00 9.83 0.00 8.81 0.00 9.85 0.00 8.83 0.00 9.87 0.00 8.85 0.00 9.89 0.00 Developed Lot 3 Type IA 24 -hr 100 year 24 -hour Rainfall =4.00" Prepared by Alta Cascade, Inc. Page 9 HydroCAD® 7.00 s/n 002638 @ 1986-2003 Applied Microcomputer Systems 4/9/2007 Elevation Horizontal Storage (feet) (acres) (acre -feet) 7.83 0.007 0.000 7.88 0.007 0.000 7.93 0.007 0.000 7.98 0.007 0.000 8.03 0.007 0.000 8.08 0.007 0.001 8.13 0.007 0.001 8.18 0.007 0.001 8.23 0.007 0.001 8.28 0.007 0.001 8.33 0.007 0.001 8.38 0.007 0.001 8.43 0.007 0.001 8.48 0.007 0.001 8.53 0.007 0.001 8.58 0.007 0.002 8.63 0.007 0.002 8.68 0.007 0.002 8.73 0.007 0.002 8.78 0.007 0.002 8.83 0.007 0.002 8.88 0.007 0.002 8.93 0.007 0.002 8.98 0.007 0.002 9.03 0.007 0.003 9.08 0.007 0.003 9.13 0.007 0.003 9.18 0.007 0.003 9.23 0.007 0.003 9.28 0.007 0.003 9.33 0.007 0.003 9.38 0.007 0.003 9.43 0.007 0.003 9.48 0.007 0.003 9.53 0.007 0.004 9.58 0.007 0.004 9.63 0.007 0.004 9.68 0.007 0.004 9.73 0.007 0.004 9.78 0.007 0.004 9.83 0.007 0.004 9.88 0.007 0.004 9.93 0.007 0.005 9.98 0.007 0.005 10.03 0.007 0.005 10.08 0.007 0.005 10.13 0.007 0.005 10.18 0.007 0.005 10.23 0.007 0.005 10.28 0.007 0.006 10.33 0.007 0.006 10.38 0.007 0.006 Stage -Area Storage for Pond T4: Infiltration Trench 4 Elevation Horizontal Storage (feet) (acres) (acre -feet) 10.43 0.007 0.006 10.48 0.007 0.006 BOLING SHORT PLAT TECHNICAL INFORMATION REPORT Appendix D -4 — Minimum Velocity Calculations Alta Cascade Where: Conveyance Capacity and Velocity Calculations The flowrate at capacity of each conveyance pipe must be greater than the design flowrate. Flowrate To determine the flowrate, the Manning's Equation was modified using the continuity equation below. Q =AV 2 1 Q = k AR3S2 n Q is the flowrate (cfs) k is a conversion factor (1.49 for English units) n is the Manning Coefficient A is the pipe cross section area (sf) R is the hydraulic radius (ft) S is the slope of the pipe (ft/ft) To determine the maximum flowrate, the pipe is assumed to be full. i For full pipes: A= n� and R= -D 4 4 2 1 3 AR = �D 2 D 1 -) AR 3 = � D 4 AR = 0.3117D 4 4 J 43 Substituting the above into the modified Manning's Equation: Velocity 1 s ' Q — 0.3117D Pipes flowing full must maintain a velocity of 3 ft/sec or greater. The velocity can be calculated using the continuity equation and the above calculated full pipe flowrate. V = Q A Using the above equation and defining area in terms of the diameter: V= Q �2 4 1 Pipe 1 This pipe connects StormFilter CB1 to CB2. It will convey the stormwater runoff from the new private road. It is an 8 in diameter concrete pipe sloped at 2 %. n = 0.014 From Table 42.1.D of the 1998 King Count Surface Water Design Manual (KCSWDM) for concrete. S = 0.02 Assumed slope of pipe. D=8 in = 0.67 ft 8 1 8 Q = 1.49 0.3117D Q= 0.014 0.3117(0.67) - Q=1.59cfs The pipe has the capacity to convey 1.59 cfs. The 100 -year design flow is approximately 0.14 cfs (see HydroCAD summary in Appendix D-2). Since the design flow is less than the capacity flow, the size and slope are acceptable, provided that the pipe velocity flowing full is greater than 3 ft/sec. V 1.59 — n(0.67)2 4 V = 4.56 ft /sec 4 Since the full flowing velocity exceeds the minimum, the size and slope are acceptable. Pipe 2 This pipe connects the downspouts from House 1 to CB4. It will convey the roof runoff from House 1 to the Lot 1 infiltration facility. The pipe is a 6 in diameter PVP pipe sloped at 8 %. n = 0.013 From Table 4.2.1.D of the 1998 King Count Surface Water Design Manual (KCSWDM) for PVC. S = 0.08 Assumed slope of pipe. Din =0.5ft 8 8 1.49 Q= 1.49 0.3117D 3 S 2 4 Q = 00 3 0.3117(0.5) 3 (0.08) 2 4 Q =1.59cfs The pipe has the capacity to convey 1.59 cfs. The 100 -year design flow is approximately 0.06 cfs (see HydroCAD summary in Appendix D-2). Since the design flow is less than the capacity flow, the size and slope are acceptable, provided that the pipe velocity flowing full is greater than 3 ft/sec. 1.59 V — ( iro.5)2 -4 V = 8. l O ft /sec 4 Since the full flowing velocity exceeds the minimum, the size and slope are acceptable. 2 Pipe 3 This pipe connects the downspouts from House 2 to CB6. It will convey the roof runoff from House 2 to the Lot 2 infiltration facility. The pipe is a 6 in diameter PVP pipe sloped at 4 %. n = 0.013 From Table 4.2.1.D of the 1998 King Count Surface Water Design Manual (KCSWDM) for PVC. S = 0.04 Assumed slope of pipe. Din =0.5ft s 8 1 1.49 Q = 1.49 0.3117D5-§i Q = 0.013 0.3117 (0.5) 3 (0.04) 2 -› Q = 1.13cfs The pipe has the capacity to convey 1.13 cfs. The 100 -year design flow is approximately 0.03 cfs (see HydroCAD summary in Appendix D-2). Since the design flow is less than the capacity flow, the size and slope are acceptable, provided that the pipe velocity flowing full is greater than 3 ft/sec. 1.13 V — 2 V = 5.73 ft /sec x - (0.5) 4 Since the full flowing velocity exceeds the minimum, the size and slope are acceptable. Pipe 4 This pipe connects the downspouts from House 3 to CB7. It will convey the roof runoff from House 3 to the Lot 3 infiltration facility. The pipe is a 6 in diameter PVP pipe sloped at 4 %. n = 0.013 From Table 4.2.1.D of the 1998 King Count Surface Water Design Manual (KCSWDM) for PVC. S = 0.04 Assumed slope of pipe. D in =0.5ft s 1 s 1 Q = 1.4 9 0.3117 D S 2 -) Q = 0.013 0.3117 (0.5) 3 (0.04) 2 -4 Q = 1.13cfs The pipe has the capacity to convey 1.13 cfs. The 100 -year design flow is approximately 0.03 cfs (see HydroCAD summary in Appendix D-2). Since the design flow is less than the capacity flow, the size and slope are acceptable, provided that the pipe velocity flowing full is greater than 3 ft/sec. 1.13 V = 740.5)2 -) V = 5.73ft /sec 4 Since the full flowing velocity exceeds the minimum, the size and slope are acceptable. All of the other pipes in this drainage plan are sloped at 0% for use in the infiltration facilities. 3 BOLING SHORT PLAT TECHNICAL INFORMATION REPORT Appendix E — Soils Information Alta Cascade Soil Logs E -1 Soil Pit Locations Map, 11"X17" E -2 BOLING SHORT PLAT TECHNICAL INFORMATION REPORT Appendix E -1 — Soil Logs ^Alfa Cascade E •d 2. PARCEL NUMBER: a - G / 4 a 3. SITE DESCRIPTION: k / re "147 CS 5. Ni.IM3ERO: TEST HOLES LOGGED: MINUTES ! INCH 7. HAS FILL MAT=ERIAL 3EEN PLACED OVER B. DEPTH H i O SEASONAL HIGH WATEE THE PROP., ,..INFILTRATION TRENCH • AREA? 1 0 YES 1 4 7 , , '/2 i r 9. CURRENT WATER L 10. DEPTH TO IMPERVIOUS I 11. PROFILE DESCRJP.i ION: D LAYER: • 1 /I 'i • TEXTURAL a...ASS HORIZON MOTTLING INDURATION I hereby sate that I prepared this report. and conducted Or supervised the periorrnance of Mated work. I state that I am qualm do this work. I represent my work to be complete and accurate vi thin the bounds o f urtt tainty i srant� the practice of s - so' nc, and to.bEl suitable for Its intended use. t �J SIGNED jf rP Z...,e.Z. 02 �f+C� -.. - DATE: 3- 70 7 REGISTRATION NO.: af/_- e -./7E �r- cu•R;� ••• • si .v" ''SidO SOIL LOG NUMSER: (Number shall match site 1. SITE ADDRESS: 4. LIST METHODS USED TO XPOSE, SAMPLE AND TEST SOILS: S. SATURATED ED P=RCOL 4 i ION RATE: an) Sheet of Rev.: 6/15/05 GOEI SEL ES2 • S F R INFILTRATION SYSTEM SOIL LOG EVALUATION REPORT 9 S311UI30SSid 9IWI3)I 3HI e0S =80 LO L2 JeW z -d 6DET SEL ESO 2. PARCEL NUMBER: - C C 3. SITE DESCRIPTION: f•,/ //Yi dr 4. LIST METHODS USED TO EXPOSE, SAMPLE AND TEST SOILS: 5. NUMBER OF TEST HOLES LOGGED: } 8. SATURATED PERCOLATION RATE: • MINUTES I INCH 7. HAS FILL MATERIAL BEEN PLACED OVER 8. DEPTH TO SEASONAL HIGH WA i ER: THE PROPO"h ' INFILTRATION TRENCH / AP 4? 0 YES 9. CURRENT WATER 10. DEPTH TO IMPERVIOUS ' 11_ PROFILE DESCRIPTION: DEPTH: I • LAYER: // 4 ' HO?. ZON DEPT-i T!TUR.AL CLASS MOTfi +JNG INDURATION SOIL LOG N!JIdi3ER:, (Number shall match site plan) 1. SITE ADDRESS: SIGNED•` 2 ,21 Z dam - - I / ' / I ZG " //i 4 /4S' c Sr of .41 Sheet of I hereby state that I.prepared this report, and conducted Or supervised the performance of related wort:. I stair that I am qualified to do this-work. I represent my work to be compl and accurate within the bounds of unuartaInty Inho n ,• the prectioo of so °science, and tabs suitable for its intended use. DATE: 3` 2) 7 REGISTRATION NO.: Rev.: 5115105 SFR INFILTRATION SYSTEM SOIL LOG EiVALUA T 1ON REPORT S311IIOOSSH OIWI3>I 3H1 e0S =80 LO L3 .aeW 1 SOIL LOG NUMBER: . (Number shall match site plan) 1. Silt ADDRESS: SFR INFILTRATION SYSTEM SOIL LOG EVALUA T ION REPORT ESL- #3 2. PARCEL NUMBER: 3. SITE DESCRIPTION: � , -5 . ; re 1147 Ls 7' � 5. N.UM3rE OF TEST I IOLE.S LOGGEE'� SIGNED: g.e / DATE: ' ZD 7 Rev.: S!15105 tr 'd 60ET SEG ESE LIST METHODS USED TO EXPOSE, SAMPLE AND TEST SOILS: z5,0cA. , TE I o: 9 SATURATED PERCOLATION RATE: 7. HAS FILL MATERIAL SEEN PLACED OVER 8. D; rI T O SEASONAL HIGH WA ,: THE PROPC INFILTRATION TRENCH �, 4 AREA? O J YES • -'l i �� ��A . / 9. CURRENT WATER i 13. DEPTH TO IMPERVIOUS 1 11. PROFILE DESCRIPTION: D y LAYER: /0�,. /4G HO ?I?ON I DEPTH ` ! TE:TUR L CLASS WIOTP ING j INDU?PMON I 8 t_ //Q , / irJG.5- 1 .v! 1 I tv.►T I sc43°.¢ f 5 I roo `` I ' �lJ /5d4 Sheet. - o MINUTES / INCA /QG S� 1 hereby state that I. prepared this report, and conducied or sti ervisad the performance of related work. I state that I am qualified to do this work. I represent my work to be opmplete and acsrate within the bounds of urnrarleinly inhe to the practice of so rice. and to be suitable for is Intended use. REGISTRATION NO.: t ig Gi ✓s.T� 41.e.S:77- S3lid I3OSSH J I W I3)I 3H1 e T S :80 GO La -IEW S•d SOIL LOG NUMBER: (Number shall match site plan) 1. SITE ADDRESS: // 2. PARCEL NUMBER 3. sETE DESCRIPTION: - /te e.c / •' 7 4. LIST METHODS USED TO EXPOSE. SAMPLE AND 'TEST SOILS: nn 16. SATURATED PERCOLATION RATE.: 5. NUMBER OF TEST HOLES LOGGEE?: Rev.: 61:5105 SF� INFILTRATION SYSTEM SOIL LOG EVALUATION REPORT 60E1 SEL ESE a 1r.Z. - a- 4 . i :4› MINUTES / INCH 7. HAS PILL MATERIAL BEEN PLACED OVER 8. DEPTH TO SE ASONAL HIGH WATER: THE PROPO" "INFILTRATION TRENCH / AREA? 0_, YES 14q 4' l� . CURRENT WATER i 10_ DEPTH TO IMPERVIOUS 11. PROFILE DE—SORPTION: DEPTH: 66 LAYER: �es " Q�•...E�YT.1L . ?�.oiY iio w I DEPTH TEXTURAL CLASS 14DTTLIISG I INDURATION I U' - s" 0 S6" 34 I ��6 SIP I �dc S 13 � Sci+f E si.l ` �8 �iN�'t SA Gc St. ere r, 7.7* S�rT" that I am qUalified to this. work. I reprent my work to I hereby state that I.prepared thisreport. and conducted go aS'`i .s Ana 6'0 '• I Or supervised the performance of related work. I scats be complete and accurate within the bounds of uncertainty inh practice of soll..nriz• ce. and to •be suitable-for its Intended use. REGISTRATION NO.: +�.1/f ni ✓s:Tc 4i��r-. - 4 �• Sheet S31UIOOSSd OIWI3N 3H1 RIS =BO GO Lz JEW BOLING SHORT PLAT TECHNICAL INFORMATION REPORT Appendix E -2 — Soil Pit Locations Map, 11"X17" Alta Cascade 29.88' -- -- t 66' AP PRO 0 DUW AMISH T TO R NER NORTH LINE SOUTH 1/2 LOT 25 1" IRON PIPE FOUND SEPT 22. 1997 a PER ROS #7803039024 /11630 EXISTING HOUSE #11642 100' 145' SOIL PIT LOCATIONS 160.07' S90'00 - W 156.87' 10' LOT 1 9,346 SF N90•00'00 "E 20' PRIVATE INGRESS. EGRESS & UTILTIES EASEMENT ESTABLISHED UPON THE CORDING OF THIS PLAT S90'00'00'W � 01STINC SHED 272.00' N90•00'00 "E 40' / n .4 EXISTING SHED (TO RE REMOVED) LOT 2 6.500 SF 23 27 -29 LOT 3 6.500 SF k 22 15' 518.40 0�� P NORTH 4 0 O F P P 250.00'(P) SCALE' 1' = 20' 1" IRON PIPE FOUND SEPT 22, 1997 2' EAST OF CORNER PER R05 #7803039024 0 108 -113 20' 1' IRON PIPE FOUND SEPT 22. 1997 PER ROS#7803039024 40' 80' n O S 0_ 01 tn N 0 rn o w N W 4 8 4 BOLING SHORT PLAT TECHNICAL INFORMATION REPORT Appendix F -1 — Erosion Sediment Control Plan, 11"X17" ,Alta Cascade 5' /. .. 151.05 u�N-� Tin- monau=n!-±A.=11:III�IIRB=(N .- I�11 _-- `If�11= Ih11,= 11�IIa11= 11x11 = 1111= 11= 7K71 =11= STATION EQUATION EW 2 +64.47= NS 4 +00.001 4 +00 —30' ROW 3 +00_ 66 APPRCI( DUWAM SH n a 8' MAX NORTH LINE SOUTH 1/2 I LOT 25 W ( eI °Io ")l a I � i 1' IRON PIPE FOUND SEPT 22, 1997 I PER ROS #7803039024 FILTER FABRIC MATERIAL N CONTTNIOUS ROLLS USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE NOTE; FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE ELEVATION VIEW 1C. DETAIL — FILTER FABRIC FENCE NO SCALE #11630 EXISTING HOUSE #11642 160.07 - - - -- S90'00'00'W -- -- --- -- WIRE MESH SUPPORT FENCE FILTER FABR MATERIAL 2'x2x5' WOOD POSTS. STANDARD EXISTING ROAD OR BETTER OR EQUIVALENT. T1 WIRE MESH SUPPORT FENCE TO BE LOCATED ON THE DOWNHILL S )E OF FRIER FABRIC) X11 . Row II -LINE FILTER MATERIAL N 6'x12' TRENCH AND LEAVE MIN 2' EXPOSED PROVIDE 3/4' -3• WASHED GRAVEL BAC FILL TRENCH AND ON BOTH SIDES OF FILTER FABRIC FENCE ON SURFACE EW UNE -11+00 TEMPORARY EROSION & SEDIMENT CONTROL PLAN & DETAILS 3.2 EXISTING SHED (TO BE REMOVED) \ I kXISTIN I SHED THIS PLAT N — 13- -1 518.40'(P) " 23 5+00 54.37' 27 -29 p �F p/.0 O,NJ S FO F pR 9p�� yj�S 0 DETAIL — CONSTRUCTION ENTRANCE NO SCALE 25' R MN O 6 +00 FOUND SEPT 22, 1997 PER ROS #7803039024 ‘ •250.00'(Pl A /� 108 -113 buo' GEOTEXTILE `,• 4•-6• QUARRY SPACES TEMPORARY SILT FENCE (SEE STD. SPEC. 9 -332 , TABL PROVIDE FULL WIDTH OF INGRESS / EGRESS AREA 15' -0' MIN r PLAN VIEW (CROSS BRACES NOT SHOWN) COMPACTED NATIVE SO r, BURY GEOTEXT IN 4' T4• TRENCH SECTION O OW SCALE: 1' = 20', 0 20' 40' NORTH GEOTORILE POST (SEE STD. SPEC. B -01.3(9)A) LEGEND PY'YY'\ CLEARING AND GRADING CONSTRUCTION ENTRANCE _FF_ SILT FENCE EX CONTOUR —11— PROP CONTOUR EROSION Sc SEDIMENT CONTROL SCHEDULE; INSTALL AT INITIAL PHASE (CLEARING AND GRUBBING) INSTALL AT ROUGH GRADE PHASE (CUT /FILL, PIPING, STREETS. CURBS, ETC.) TEMPORARY INLET PROTECTION PER DETAIL 3 SILT FENCE PER DETAIL 1 CONSTRUCTION ENTRANCE. PER DETAIL 2 NOTES I. PR IF THE YNBLNE� IN LIEU OF THE DESIGN SHOWN ON THIS PLAN 2. STRUCTURE SHALL BE CONSTRUCTED SUCH THAT EASIER LE MATERIAL SHALL BE FASTENED TO POSTS CREATING A SEAMLESS JOINT. 3. ENSURE THAT PRIDING )EIGHT OF WATER DOES NOT CAUSE FLOODING ON ADJACENT ROADWAYS OR PRIVATE PROPERTY. 4. PERFORM MAINTENANCE IN ACCORDANCE WITH STANDARD SPECIFICATION B- BL303). DETAIL — INLET PROTECTION NO SCALE ISOMETRIC VIEW worn FENCE MIT aim FOR ILLUSTRATIVE PURPOSES) 80' FASTEN CROSS BRACES TOGETHER WITH SCREWS, NAILS. NYLON TIES OR VIRE CALL 48 HOURS BEFORE YOU DIG 1- 800 - 424 -5555 ATTACH WOOD DR METAL CROSS BRACES TO STABILIZE POSTS SILT FENCE (STD. PLAN I -4) um: I— I 1 0 2 0 0 ao 0 - 0. N - T N I U 03 BOLING SHORT PLAT TECHNICAL INFORMATION REPORT Appendix G — StormFilter Details StormFilter Size and Cost Estimate G -1 StormFilter Catchbasin Standard Details G -2 Alta Cascade BOLING SHORT PLAT TECHNICAL INFORMATION REPORT Appendix G-1 — StormFilter Size and Cost Estimate Alta Cascade A.4 ∎1117rlrwu STORMWATER SOLUTIONS INC. Prepared by Kathryn Thomason on April 5, 2007 Boling Short Plat — Stormwater Treatment System Tukwila, WA Information provided: • Total contributing area = 0.149 acre • Impervious area = 0.149 acre • Water quality flow, Q,,,, = 0.04 cfs • Peak hydraulic flow rate, Qpeak 0.14 cfs • Presiding agency = City of Tukwila Assumptions: • Media = ZPG cartridges • Drop required from RIM to outlet = 2.3' minimum Size and Cost Estimate Size and cost estimates: The StormFilter is a flow -based system, and therefore, is sized by calculating the peak water quality flow rate associated with the design storm. The water quality flow rate was calculated by using SBUH and provided to CONTECH Stormwater Solutions Inc. The StormFilter for this site was sized based on treatment flow rate of 0.04 cfs. To accommodate this treatment flow rate, CONTECH Stormwater Solutions recommends using a steel two- cartridge CatchBasin StormFilter (see attached detail). The estimated cost of this size system is $9,100, complete and delivered to the jobsite. The contractor is responsible for setting the CatchBasin StormFilter and all external plumbing. The steel CatchBasin StormFilter has an internal bypass capacity of 1.0 cfs, which does not exceed the peak flows from this site. 02006 CONTECH Stormwater Solutions 12021 -B NE Airport Way, Portland OR 97220 Page 1 of 1 contechstormwater.com Toll -free: 800.548.4667 Fax: 800.561.1271 TS -P026 BOLING SHORT PLAT TECHNICAL INFORMATION REPORT Appendix G -2 — StormFilter Catchbasin Standard Details Alta Cascade 6 " �' 02006 CONTECH Stormwater Solutions OUTLET STUB (SEE NOTES 445) 1 4 47 )1 SCUM BAFFLE INLET STUB (OPTIONAL) (SEE NOTES 445) INLET GRATE OUTLET STUB (SEE NOTES 445) CLEANOUT ACCESS PLUG ON WEIR WALL 2' INSIDE 4'0 OPENING (WI') 2' -8" INSIDE OUTSIDE E )1 2— CARTRIDGE CATCHBASIN — PLAN VIEW 2' INSIDE 2— CARTRIDGE CATCHBASIN — SECTION VIEW 6" OVERLAP ACCESS COVER (TM r 2 1/2' UNDERDRAIN MANIFOLD REINFORCING BARS (SEE NOTE 6) CONCRETE COLLAR (SEE NOTE 6) STORMFILTER CARTRIDGE (TYP) (SEE NOTE 2) THE 5TORMWATER MANAGEMENT 5tormrYte40 11.5. PATENT No. 5,322,629, No. 5,707,527. No. 6,027,639 No. 6,649,048, No. 5,624,576. AND OTHER U.S. AND FOREIGN PATENT5 PENDING i T40111 rA3 T1 STORMWATER SOLUTIONS. contechstormwater.cam STEEL CATCHBASIN STORMFILTER PLAN AND SECTION VIEWS STANDARD DETAIL — 2 CARTRIDGE UNIT DRAWING 1 1/3 Harm•VVnivnvv F. AIM= I cn a ueuc• rn ou•uc I noewu•vVV Iru enrcn• vvv OUTLET STUB (SEE NOTES 4E 5) 02006 CONTECH Stormwater Solutions 2 "0 OUTLET PIPE FROM UNDERDRAIN 3 -9" 2' -3 5/8" 2'-0 1/2' OUTSIDE 4 OPENING PERMANENT POOL ELEVATION 2— CARTRIDGE CATCHBASIN — SECTION VIEW CARTRIDGE SUPPORT VARIES 2' -3 5/8" MAX. INLET STUB (OPTIONAL) (SEE NOTES 4* 5) LIFTING EYE (1W OF 4) PERMANENT POOL ELEVATION 2— CARTRIDGE CATCHBASIN - SECTION VIEW THE STORMWATrR MANAGEMENT 5tormFilte$ U.5. PATENT No. 5.322,629, No. 5.707.527, No. 6.027,639 No. 6,649,048. No. 5,624,576, MD OTHER U.5. AND FOREIGN PATENTS PENDING A4ve.lklirlEALIr tr.r7V4Fill LAM STORMWATER SOLUTIONS.. contechstormwater.com STEEL CATCHBASIN STORMFILTER SECTION VIEWS STANDARD DETAIL — 2 CARTRIDGE UNIT DRAWING 2 20 DATE:W:0(00C I SCALE: NONE I FILE NAME FILENAME I DRAWN: 0(X I CHECKED: XXX 2- CARTRIDGE CATCHBASIN STORM FILTER DATA STRUCTURE ID CBI WATER QUALITY FLOW RATE (cfs) 0.04 PEAK FLOW RATE (< I cfs) 0. 14 RETURN PERIOD OF PEAK FLOW (yrs) 100 CARTRIDGE FLOW RATE (15 OR. 7.5 gpm) 15 MEDIA TYPE (CSF, PERUTE, ZPG) ZPG RIM ELEVATION 1 0.69 PIPE DATA: I.E. DIAMETER INLET STUB N/A N/A OUTLET STUB 8.39' 8" CONFIGURATION OUTLET 101 101 INLET SLOPED UD YES SOLID COVER NO NOTES/SPECIAL REQUIREMENTS: x GENERAL NOTES I) STORMFILTER BY CONTECH STORMWATER SOLUTIONS; PORTLAND, OR (800) 548 -4667; SCARBOROUGH, ME (877) 907 -8676; LINTHICUM, MD (866) 740 -3318. 2) FILTERS TO BE SIPHON- ACTUATED AND SELF- CLEANING. 3) STEEL STRUCTURE TO BE MANUFACTURED OF 1/4 INCH STEEL PLATE. 4) STORMFILTER REQUIRES 2.3 FEET OF DROP FROM RIM TO OUTLET. INLET SHOULD NOT BE LOWER THAN OUTLET. INLET (IF APPLICABLE) AND OUTLET PIPING TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTRACTOR. 5) CBSF EQUIPPED WITH 4 INCH (APPROXIMATE) LONG STUBS FOR INLET (IF APPLICABLE) AND OUTLET PIPING. STANDARD OUTLET STUB IS 8 INCHES IN DIAMETER. MAXIMUM OUTLET STUB IS 15 INCHES IN DIAMETER. CONNECTION TO COLLECTION PIPING CAN BE MADE USING FLEXIBLE COUPLING BY CONTRACTOR. 6) FOR H -20 LOAD RATING, CONCRETE COLLAR IS REQUIRED. CONCRETE COLLAR WITH QUANTITY (2) #4 REINFORCING BARS TO BE PROVIDED BY CONTRACTOR. 7) ALL STORMFILTER5 REQUIRE REGULAR MAINTENANCE. REFER TO OPERATION AND MAINTENANCE GUIDELINES FOR MORE INFORMATION. ®2006 CONTECH Stormwater Solutions INLET GRATE 2'-4" 0-4" A" � INSIDE RIM INSIDE RIM INSIDE RIM 7 l -I " OUTSIDE RIM 2- CARTRIDGE CATCHBASIN - TOP VIEW Q ACCESS COVER (1YP) 2' -4" INSIDE RIM THE 5TORMWATER MANAGEMENT stormPiIter® U.5. PATENT No. 5,322.629, No. 5,707,527, No. 6,027,639 No. 6,649,048, No. 5,624,576, AND OTHER U.5. AND FOREIGN PATENT5 PENDING MT STORMWATER SOLUTIONS." contechstormwater.com STEEL CATCHBASIN STORMFILTER TOP VIEW, NOTES AND DATA STANDARD DETAIL - 2 CARTRIDGE UNIT DRAWING 3 nvm. wrrvmr I c•u =.141/11.1C I al c ■•uc• cu cueua rrcn•wv Site: 11642 42 ND Ave S. Tukwila, WA 98168 Prepared Under Supervision of: Bruce S. Mac Veigh, P.E. CIVIL ENGINEER c/o ALLAN DESIGN 306 South 7 Street. Suite # 210B TACOMA, WA 98402 (253) 383 -3560 STRUCTURAL CALCULATIONS LATERAL DESIGN For Keimig Associates and Boling's 216 A Street NW Auburn, WA 98001 REVIEWED FO CODE COMPLIANCE APPROVED NOV 13 200 Of Tukwila B ILDIN DIVISION RECEIVED CITY :t IKWIIA APR 12 2007 PERMIT CENTER FILE COPY Permit Rio. Piar review epprovaf is subject to errors and - omissioi /,pprt.t' . c' cow:auction Ciocumonto �{� (^.J ri authori Or violation of c r y adoptcd code or ord:.nanc . CFxxe C.pr To Fick; Cc ar J conditions is a:k owk3dg EXPIRES: 4/24/ 6 Q' 22 7 - 1 peg-- �21f All information for construction is detailed to the prints. This engineering report summarizes the engineering calculations and assumptions made to develop the print information. Contractor must review engineering assumptions for validity. Engineering assumptions are list below. If these conditions are not present at the site these calculations are void and Bruce S. Mac Veigh and Allan Design must be contacted immediately. Introduction: This engineering report summarized the results of the lateral and gravity load engineering services for the proposed structure. Lateral load modeling was design using Wind Analysis for Low —rise Building , Based on ASCE7 -02. Scope of Services: The purpose of our services is engineering analysis and design to resist lateral and gravity loads in accordance with the 2003 IBC. Our services extend form the mudsill up to the roof. Foundations are engineered to support the structure on a flat surface with 2000 psf soil bearing. Special foundation for lots not level or with poor soil bearing are not provided unless noted otherwise. The enclosed documents are to be used in conjunction with the house plans referenced on the cover. It is essential that the contractor study the engineering requirements and required change to the architectural plan prior to start of work Change may include additional foundation of footing beam size changes siding changes etc. ITEM MATERIAL LOAD PSF Roofing Asphalt shingles 3.0 Sheathing or Decking 15 /32CDX 1.5 Insulation R 38 3.0 Ceiling 5 /8GWB 2.8 Fixtures - Mech. 2.6 Electrical Point Loads Framing Truss 2.1 CODE CRITERIA Building Codes • Seismic Zone Period T (Sec) Response Mod Factor Soil Profile • Seismic Source Type Distance to Source Reliability Factor Rho Wind Zone SOIL CRTERIA Soil Consultant Soil report # Bearing Pressure Req'd Bearing Depth MATERAIL CRITERIA Concrete (28 days Strength) Foundation and Slab Structural Slab Walls Reinforcing Steel PLYWOOD CRITERIA Roof: 15/32 cdx or osb PI =24/0 Floor: 3/4 T& G cdx or osb -PI =28/24 2003IBC #3 0.109645 6.0 D A 0 1 85mph Exposure B None None 1500 PSFuno 18" Fc= 2500 psi Fc= 2500 psi Fc= 2500 psi ASTM A -615 Grade 60 LOADING CRITERIA FOR ROOF AND/ OR CEILING 2 ITEM MATERIAL LOAD PSF Floor Sheathing 3 /4" T &G CDX 2.3 Ceiling Y2 "GWB 2.2 Fixtures - Mech. Electrical Point Loads 1.02 Framing , Joists Ti! or BCI 2.48 Beams 1.0 TOTAL DEAD LOAD = 15 PSF comp 20 PSF tile LIVE LOAD Snow- 25 PSF( Non reducible) Ceiling Only -10 PSF Increase in Fb and Fv of 15% allowed for Duration of load when noted. LOADING CRITERIA FOR FLOOR TOTAL DEAD LOAD FLOOR = 10 PSF Floor live loads Residential - 40 psf (reducible) Office - 50 psf (reducible) Assembly -100 psf (non - reducible) private Garage Corridors and Exits - 100psf (reducible) 3 Design Code Wind Standard Seismic Standard IBC 2003 ASCE - 7 98 ASCE - 7 98 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 Nail Withdrawal Modification Duration Temperature Moisture Content Factor Range Fabrication Service 1.60 T < =100F Dry Dry Max Shearwall Offset [ft] Plan Elevation (within story) (between stories) 0.50 - Maximum Height -to -width Ratio Plywood Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - - 2.0 1.5 Shearwall Relative Rigidity: Designed capacity using flexible distribution Hold - down Forces: Based on applied shearline force Seismic Materials: Include gypsum on exterior walls IBC Occupancy ASCE - 7 Equivalent Category II - All others Category II - All others Project Wind ASCE - 7 98 general analytic method for all bldgs Seismic ASCE - 7 98 equivalent lateral force procedure Design Wind Speed 85mph Exposure Exposure B Enclosure Enclosed Use Group I Design Category D Site Profile Class D Topographic Information [ft] Shape Height - - Site Location: - Length - Spectral Response Acceleration S1:0.480g Ss:1.400g Fundamental Period E -W T Used 0.104s ApproximateTa 0.104s Maximum T 0.125s N-S 0.104s 0.104s 0.125s - - Response Factor 6.50 6.50 Company Project Bruce S. Mac veigh 702 Broadway suite102 Tacoma, WA 98402 Boling's Residence 11642 42 ND Ave S. Tukwila , WA 98168 Bolings 13.wsr r • WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN COMPANY AND PROJECT INFORMATION ITE INFORMATION Wood Works® Shearwalls 2004b Project Information 1 Mar. 21, 2007 12:15:29 • Block Dimensions [ft] Floor /Ceiling Depth [in] Face Type Roof Panels Slope Overhang [ft] Block 1 1 Story N - S Ridge Location X,Y = 0.00 0.00 North Gable 90.0 1.50 Extent X,Y = 102.00 30.00 South Gable 90.0 1.50 Ridge X Location, Offset 51.00 0.00 East Side 27.0 1.50 Ridge Elevation, Height 34.99 25.99 West Side 27.0 1.50 ii Woodworks® Shearwalls Bolings 13.wsr Mar. 21, 2007 12:15:29 it STORY INFORMAT ON Structural Data 2 Story Elev [ft] Floor /Ceiling Depth [in] Wall Height [ft] Ceiling Level 'I Foundation 9.00 0.00 0.00 0.0 0.0 9.00 ii Woodworks® Shearwalls Bolings 13.wsr Mar. 21, 2007 12:15:29 it STORY INFORMAT ON Structural Data 2 Wall Grp Surf Sheathing [in] Material Thick Orient Fasteners Size Type Spcg [in] Edg Fld Blkg Framing Members [in] Species G Spc Apply Notes 1 Ext SS incl. OSB 7/16 Vert 8d Nail 6 12 yes Hem -Fir 0.43 16 1,3 Int Gyp WB 1 -ply 1/2 Horz 5d Nail 7 7 yes Hem -Fir 0.43 16 2 Both SS incl. OSB 7/16 Horz 8d Nail 4 12 yes Hem -Fir 0.43 16 1,3 3 Both Gyp WB 1 -ply 1/2 Horz 5d Nail 7 7 yes Hem -Fir 0.43 16 4 Ext SS incl. OSB 7/16 Vert 8d Nail 3 12 yes Hem -Fir 0.43 16 1,3 5 1 Gyp WB 1 -ply 1/2 Horz 5d Nail 7 7 yes Hem -Fir 0.43 16 2 Gyp WB 1 -ply 5/8 Horz 6d Nail 7 7 yes Hem -Fir 0.43 16 6 Both SS incl. OSB 7/16 Vert 8d Nail 4 12 yes Hem -Fir 0.43 16 1,3 7 Ext SS incl. OSB 7/16 Vert 8d Nail 6 12 yes Hem -Fir 0.43 16 1,3 8 Both SS incl. OSB 7/16 Vert 8d Nail 3 12 yes Hem -Fir 0.43 16 1,3 9 Both Gyp WB 1 -ply 1/2 Horz 5d Nail 4 4 yes Hem -Fir 0.43 16 10 Ext SS incl. OSB 7/16 Horz 8d Nail 4 12 yes Hem -Fir 0.43 16 1,3 a WoodWorks® Shearwalls Bolings 13.wsr Mar. 21, 2007 12:15:29 MATERIALS by WALL GROUP m otes: 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. 3 North -South Shearlines Type Wall Group(s) Location X [ft] Extent [ft] Start End Length [ft] FHS [ft] Height [ft] Line 1 Level 1 Line 1, Level 1 Seg 8 0.00 0.00 24.00 24.00 10.00 9.00 Wall 1 -1 Seg 8 0.00 0.00 24.00 24.00 10.00 Opening 1 3.50 6.50 3.00 6.67 • Opening 2 10.00 12.00 2.00 2.00 Opening 3 13.00 15.00 2.00 2.00 Opening 4 16.00 18.00 2.00 2.00 Opening 5 19.00 21.00 2.00 2.00 • Line 2 Level 1 Line 2, Level 1 Seg 9 24.50 0.00 30.00 30.00 27.00 9.00 Wall 2 -2 Seg 9 24.50 24.00 30.00 6.00 6.00 Wall 2 -1 Seg 9 24.50 0.00 24.00 24.00 21.00 Opening 1 13.50 16.50 3.00 6.67 Line 3 Level 1 Line 3, Level 1 Seg 3 30.50 0.00 30.00 30.00 13.50 9.00 Wall 3 -1 Seg 3 30.50 0.00 13.50 13.50 13.50 Line 4 Level 1 Line 4, Level 1 Seg 3 37.50 0.00 30.00 30.00 13.00 9.00 Wall 4 -1 Seg 3 37.50 17.00 30.00 13.00 13.00 Line 5 Level 1 Line 5, Level 1 Seg 3 43.00 0.00 30.00 30.00 8.00 9.00 Wall 5 -1 Seg 3 43.00 17.00 25.00 8.00 8.00 Line 6 Level 1 Line 6, Level 1 Seg 3 44.00 0.00 30.00 30.00 10.50 9.00 Wall 6 -1 Seg 3 44.00 0.00 10.50 10.50 10.50 Line 7 Level 1 Line 7, Level 1 Seg 3 48.00 0.00 30.00 30.00 16.00 9.00 Wall 7 -2 Seg 3 48.00 24.00 30.00 6.00 6.00 Wall 7 -1 Seg 3 48.00 10.50 20.50 10.00 10.00 Line 8 Level 1 Line 8, Level 1 Seg 3 52.00 0.00 30.00 30.00 10.00 9.00 Wall 8 -1 Seg 3 52.00 7.50 17.50 10.00 10.00 Line 9 Level 1 Line 9, Level 1 Seg 8 55.50 0.00 30.00 30.00 4.00 9.00 Wall 9 -1 Seg 8 55.50 26.00 30.00 4.00 4.00 Line 10 Level 1 Line 10, Level 1 Seg 2 58.00 0.00 26.00 26.00 4.00 9.00 Wall 10 -1 Seg 2 58.00 0.00 4.00 4.00 4.00 Line 11 Level 1 Line 11, Level 1 Seg 6 62.50 4.00 30.00 26.00 0.00 9.00 Wall 11 -1 Seg 6 62.50 26.00 30.00 4.00 0.00 Opening 1 26.50 29.50 3.00 6.67 Line 12 Level 1 Line 12, Level 1 Seg 10 74.50 0.00 30.00 30.00 4.00 9.00 Wall 12 -1 Seg 10 74.50 0.00 4.00 4.00 4.00 Line 13 Level 1 Line 13, Level 1 Seg 3 75.50 0.00 30.00 30.00 16.50 9.00 Wall 13 -1 Seg 3 75.50 4.00 20.50 16.50 16.50 Line 14 Level 1 Line 14, Level 1 Seg 6 96.50 0.00 30.00 30.00 0.00 9.00 Wall 14 -1 Seg 6 96.50 0.00 10.50 10.50 0.00 Opening 1 2.50 8.50 6.00 6.67 Line 15 Level 1 Line 15, Level 1 Seg 7 102.00 10.50 30.00 19.50 8.00 9.00 Wall 15 -1 Seg 7 102.00 10.50 30.00 19.50 8.00 a • WoodWorks® Shearwalls SHEARLINE, WALL and OPENING DIMENSIONS 4 Bolings 13.wsr Mar. 21, 2007 12:15:29 Opening 1 13.00 22.00 9.00 5.00 East -West Shearlines Type Wall Group(s) Location Y [ft] Extent [ft] Start End Length [ft] FHS [ft] Height [ft] Line A Level 1 Line A, Level 1 Seg 1 0.00 0.00 96.50 96.50 58.00 9.00 Wall A -2 Seg 1 0.00 74.50 96.50 22.00 13.00 " Opening 1 87.50 94.50 7.00 5.00 Wall A -1 Seg 1 0.00 0.00 58.00 58.00 45.00 Opening 1 25.50 29.50 4.00 3.00 Opening 2 35.50 40.50 5.00 4.50 Opening 3 46.00 50.00 4.00 3.00 Line B Level 1 Line B, Level 1 Seg 1 4.00 0.00 96.50 96.50 7.50 9.00 Wall B -1 Seg 1 4.00 58.00 74.50 16.50 7.50 Opening 1 60.00 67.00 7.00 4.50 Line C Level 1 Line C, Level 1 Seg 2 10.50 0.00 102.00 102.00 0.00 9.00 Wall C -1 Seg 2 10.50 96.50 102.00 5.50 0.00 Opening 1 97.00 101.00 4.00 5.00 Line D Level 1 Line D, Level 1 Seg 3 13.00 0.00 102.00 102.00 8.00 9.00 Wall D -1 Seg 3 13.00 30.50 38.50 8.00 8.00 Line E Level 1 Line E, Level 1 Seg 3 17.00 0.00 102.00 102.00 9.00 9.00 Wall E -1 Seg 3 17.00 24.50 37.50 13.00 9.00 Opening 1 33.50 36.50 3.00 6.67 Line F Level 1 Line F, Level 1 Seg 3 20.50 0.00 102.00 102.00 23.50 9.00 Wall F -2 Seg 3 20.50 64.50 77.50 13.00 13.00 Wall F -1 Seg 3 20.50 48.00 58.50 10.50 10.50 Line G Level 1 Line G, Level 1 Seg 4 24.00 0.00 102.00 102.00 3.50 9.00 Wall G -1 Seg 4 24.00 0.00 24.50 24.50 3.50 Opening 1 2.50 21.00 18.50 6.67 Line H Level 1 Line H, Level 1 Seg 5 25.00 24.50 102.00 77.50 7.50 9.00 Wall H -1 Seg 5 25.00 40.50 48.00 7.50 7.50 Line 1 Level 1 Line I, Level 1 Seg 6 26.00 24.50 102.00 77.50 0.00 9.00 Wall I -1 Seg 6 26.00 55.50 62.50 7.00 0.00 Opening 1 56.50 61.50 5.00 6.00 Line J Level 1 Line J, Level 1 Seg 7 30.00 24.50 102.00 77.50 37.00 9.00 Wall J -1 Seg 7 30.00 24.50 55.50 31.00 18.50 Opening 1 27.00 32.00 5.00 4.50 Opening 2 39.50 44.50 5.00 2.00 Wall J -2 Seg 7 30.00 62.50 102.00 39.50 18.50 Opening 1 63.00 66.00 3.00 1.50 Opening 2 74.50 79.50 5.00 3.00 Opening 3 81.00 86.00 5.00 1.50 Opening 4 87.00 92.00 5.00 1.50 WoodWorks® Shearwalls Bolings 13.wsr Mar. 21, 2007 12:15:29 SHEARLINE, WALL and OPENING DIMENSIONS ( continued 5 LevelI Block F Element Load Wnd Case Dir Surf Dir Prof Location [ft] Start End Magnitude [Ibs,pif,pst] Start Trib Ht End [ft] Block 1 W W ->E Wind Line -1.50 0.00 68.8 .Block 1 W W - >E Wind Line 0.00 4.00 124.1 Block 1 W W ->E Wind Line 4.00 24.00 96.4 Block 1 W W ->E Wind Line 24.00 26.00 96.4 Block 1 W W ->E Wind Line 26.00 30.00 124.1 -Block 1 W W ->E Wind Line 30.00 31.50 68.8 Block 1 E W ->E Lee Line -1.50 0.00 137.5 Block 1 E W ->E Lee Line 0.00 4.00 155.2 Block 1 E W ->E Lee Line 4.00 10.50 146.4 Block 1 E W - >E Lee Line 10.50 26.00 146.4 Block 1 E W ->E Lee Line 26.00 30.00 155.2 Block 1 E W ->E Lee Line 30.00 31.50 137.5 Block 1 W E ->W Lee Line -1.50 0.00 137.5 Block 1 W E - >W Lee Line 0.00 4.00 155.2 Block 1 W E - >W Lee Line 4.00 24.00 146.4 Block 1 W E ->W Lee Line 24.00 26.00 146.4 Block 1 W E ->W Lee Line 26.00 30.00 155.2 Block 1 W E ->W Lee Line 30.00 31.50 137.5 Block 1 E E ->W Wind Line -1.50 0.00 68.8 Block 1 E E ->W Wind Line 0.00 4.00 124.1 Block 1 E E ->W Wind Line 4.00 10.50 96.4 Block 1 E E ->W Wind Line 10.50 26.00 96.4 Block 1 E E ->W Wind Line 26.00 30.00 124.1 Block 1 E E - >W Wind Line 30.00 31.50 68.8 Block 1 S S - >N Wind Line 0.00 51.00 27.6 195.9 Block 1 S S - >N Wind Line 51.00 58.00 195.9 172.8 Block 1 S S - >N Wind Line 58.00 74.50 172.8 118.3 Block 1 S S ->N Wind Line 74.50 96.50 118.3 45.7 Block 1 S S - >N Wind Line 96.50 102.00 45.7 27.6 Block 1 N S ->N Lee Line 0.00 24.50 19.1 72.1 Block 1 N S - >N Lee Line 24.50 51.00 72.1 129.4 Block 1 N S - >N Lee Line 51.00 55.50 129.4 119.6 Block 1 N S - >N Lee Line 55.50 62.50 119.6 104.5 Block 1 N S - >N Lee Line 62.50 102.00 104.5 19.1 Block 1 S N - >S Lee Line 0.00 51.00 19.1 129.4 Block 1 S N ->S Lee Line 51.00 58.00 129.4 114.2 Block 1 S N ->S Lee Line 58.00 74.50 114.2 78.6 Block 1 S N ->S Lee Line 74.50 96.50 78.6 31.0 Block 1 S N ->S Lee Line 96.50 102.00 31.0 19.1 Block 1 N N - >S Wind Line 0.00 24.50 27.6 108.4 Block 1 N N - >S Wind Line 24.50 51.00 108.4 195.9 Block 1 N N - >S Wind Line 51.00 55.50 195.9 181.0 Block 1 N N ->S Wind Line 55.50 62.50 181.0 157.9 Block 1 N N - >S Wind Line 62.50 102.00 157.9 27.6 WoodWorks® Shearwalls Bolings 13.wsr Mar. 21, 2007 12:15:29 WIND SHEAR LOADS Loads 6 Block Building Face Level Magnitude [pst] Interior End Zone Block 1 West 1 14.1 17.4 Block 1 East 1 14.1 17.4 Block 1 South 1 14.1 17.4 Block 1 North 1 14.1 17.4 WoodWorks® Shearwalls Bolings 13.wsr Mar. 21, 2007 12:15:29 WIND CSC LOADS 7 Levell Force Dir . Building Element Block Shear Line Profile Location [ft] Start End Magnitude [Ibs,plf,psf] Start End Trib Width [ft] E ->W Roof Block 1 1 Line -1.50 31.50 682.5 682.5 E ->W Roof Block 1 15 Line -1.50 31.50 682.5 682.5 N ->S Roof Block 1 A Line -1.50 103.50 214.5 214.5 N ->S Roof Block 1 J Line -1.50 103.50 214.5 214.5 N ->S L Gable Block 1 A Line 0.00 51.00 259.9 0.0 N ->S. R Gable Block 1 A Line 51.00 102.00 0.0 259.9 N - >S R Gable Block 1 J Line 0.00 51.00 259.9 0.0 N - >S L Gable Block 1 J Line 51.00 102.00 0.0 259.9 All Wall 1 -1 n/a 1 Line 0.00 24.00 45.0 45.0 All Wall 2 -2 n/a 2 Line 24.00 30.00 45.0 45.0 All Wall 9 -1 n/a 9 Line 26.00 30.00 45.0 45.0 All Wall 10 -1 n/a 10 Line 0.00 4.00 45.0 45.0 All Wall 11 -1 n/a 11 Line 26.00 30.00 45.0 45.0 All Wall 12 -1 n/a 12 Line 0.00 4.00 45.0 45.0 All Wall 14 -1 n/a 14 Line 0.00 10.50 45.0 45.0 All Wall 15 -1 n/a 15 Line 10.50 30.00 45.0 45.0 All Wall A -1 n/a A Line 0.00 58.00 45.0 45.0 All Wall A -2 n/a A Line 74.50 96.50 45.0 45.0 All Wall B -1 n/a B Line 58.00 74.50 45.0 45.0 All Wall C -1 n/a C Line 96.50 102.00 45.0 45.0 All Wall G -1 n/a G Line 0.00 24.50 45.0 45.0 All Wall I -1 n/a I Line 55.50 62.50 45.0 45.0 All Wall J -1 n/a J Line 24.50 55.50 45.0 45.0 All Wall J -2 n/a J Line 62.50 102.00 45.0 45.0 WoodWorks® Shearwalls Bolings 13.wsr Mar. 21, 2007 12:15:29 BUILDING MASSES 8 WoodWorks® Shearwalls Bolings 13.wsr Mar. 21, 2007 12:15:29 SEISMIC LOADS Level 1 Force Profile Location [ft] Mag pbs,ptf,psf] Dir Start End Start End E ->W Line -1.50 0.00 196.0 196.0 E - >W Point 0.00 0.00 2420 2420 E ->W Line 0.00 4.00 221.8 221.8 E - >W Point 4.00 4.00 107 107 E - >W Line 4.00 10.50 208.9 208.9 E ->W Point 10.50 10.50 36 36 E ->W Line 10.50 24.00 208.9 208.9 E - >W Point 24.00 24.00 158 158 E - >W Line 24.00 26.00 208.9 208.9 E - >W Point 26.00 26.00 45 45 E ->W Line 26.00 30.00 221.8 221.8 E ->W Point 30.00 30.00 2358 2358 E ->W Line 30.00 31.50 196.0 196.0 N ->S Line -1.50 0.00 61.6 61.6 N - >S Point 0.00 0.00 155 155 N - >S Line 0.00 24.50 74.5 110.4 N - >S Point 24.50 24.50 39 39 N ->S Line 24.50 51.00 110.4 149.1 N ->S Line 51.00 55.50 149.1 142.6 N ->S Point 55.50 55.50 26 26 N ->S Line 55.50 58.00 142.6 138.9 N ->S Point 58.00 58.00 26 26 N ->S Line 58.00 62.50 138.9 132.3 N ->S Point 62.50 62.50 26 26 N ->S Line 62.50 74.50 132.3 114.8 N ->S Point 74.50 74.50 26 26 N ->S Line 74.50 96.50 114.8 82.6 N ->S Point 96.50 96.50 68 68 N ->S Line 96.50 102.00 82.6 74.5 N - >S Point 102.00 102.00 126 126 N ->S Line 102.00 103.50 61.6 61.6 . All loads entered by the user or generated by program are specified (unfactored) loads. The program will apply a Toad factor of 0.70 and reliability/redundancy factor to seismic loads before distributing them to the shearlines. 9 North -South Shearlines W Gp For Dir Ld. Case Shear Force [plt] V [Ibs] V/L V /FHS Int Allowable Shear [plf] Ext Co C Total V [Ibs] Crit. Resp. Line 1 Level 1 Lnl, Levi 8 Both 1118 46.6 111.8 638 638 1.00 X 1276 12760 0.09 . Line 2 Ln2, Levl 9 Both 2239 74.6 82.9 150 150 1.00 X 300 8100 0.28 Wall 2 -2 9 Both 498 74.6 82.9 150 150 1.00 300 1800 0.28 Wall 2 -1 9 Both 1741 74.6 82.9 150 150 1.00 300 6300 0.28 Line 3 Ln3, Levi 3 Both 1398 46.6 103.6 125 125 1.00 X 250 3375 0.41 Line 4 Ln4, Levl 3 Both 1555 51.8 119.6 125 125 1.00 X 250 3250 0.48 Line 5 Ln5, Levl 3 Both 888 29.6 111.1 125 125 1.00 X 250 2000 0.44 Line 6 Ln6, Levl 3 Both 731 24.4 69.6 125 125 1.00 X 250 2625 0.28 Line 7 Ln7, Levi 3 Both 1235 41.2 77.2 125 125 1.00 X 250 4000 0.31 Wall 7 -2 3 Both 463 41.2 77.2 125 125 1.00 250 1500 0.31 Wall 7 -1 3 Both 772 41.2 77.2 125 125 1.00 250 2500 0.31 Line 8 Ln8, Levl 3 Both 1190 39.7 119.0 125 125 1.00 X 250 2500 0.48 Line 9 Ln9, Levl 8 Both 907 30.2 226.9 638 638 1.00 X 1276 5104 0.18 Line 10 Ln10, Levl 2 Both 2484 95.6 621.1 495 495 1.00 X 990 3958 0.63 Line 12 Ln12, Levl 10 Both 1970 65.7 492.4 495 1.00 S 495 1979 1.00 Line 13 Ln13, Levl 3 Both 1994 66.5 120.8 125 125 1.00 X 250 4125 0.48 Line 15 Ln15, Levi 7 Both 1258 64.5 157.2 339 1.00 S 339 2708 0.46 East -West W For Shear Force [plt] Allowable Shear [plt] Crit. Shear lines Gp Dir Ld. Case V [Ws] V/L V /FHS Int Ext Co C Total V [Ibs] Resp. Line A Level 1 LnA, Levl 1 Both 868 9.0 15.0 125 339 1.00 A 464 26884 0.03 Wall A -2 1 Both 195 9.0 15.0 125 339 1.00 464 6026 0.03 Wall A -1 1 Both 673 9.0 15.0 125 339 1.00 464 20858 0.03 Line B LnB, Levl 1 Both 1651 17.1 220.1 125 339 1.00 A 464 3476 0.47 Line D LnD, Levi 3 Both 1578 15.5 197.3 125 125 1.00 X 250 2000 0.79 Line E LnE, Levl 3 Both 910 8.9 101.2 125 125 1.00 X 250 2250 0.40 Line F LnF, Levl 3 Both 850 8.3 36.2 125 125 1.00 X 250 5875 0.14 Wall F -2 3 Both 470 8.3 36.2 125 125 1.00 250 3250 0.14 Wall F -1 3 Both 380 8.3 36.2 125 125 1.00 250 2625 0.14 Line G LnG, Levl 4 Both 546 5.4 156.1 638 1.00 S 638 2233 0.24 Line H LnH, Levl 5 Both 787 10.2 104.9 145 125 1.00 X 250 1875 0.42 Line J LnJ, Levl 7 Both 1004 13.0 27.1 339 1.00 S 339 12525 0.08 Wall J -1 7 Both 502 13.0 27.1 339 1.00 339 6263 0.08 Wall J -2 7 Both 502 13.0 27.1 339 1.00 339 6263 0.08 • SHEAR RESULTS WoodWorks® Shearwalls Flexible Diaphragm Wind Design C- Sheathing Combination: A- Add capacities; S- Strongest only; X- Strongest or twice weakest. 10 Bolings 13.wsr Mar. 21, 2007 12:15:29 Level 1 Line- Wall Position on Wall Or O Location (ft] X Y Ld. Case Hoiddown Force [Ms] Shear Dead Uplift Cmb'd Dragstrut Force pbs] Line 1 1 -1 Left Wall End 0.00 0.00 1006 1006 1 -1 Left Opening 1 0.00 3.50 1006 1006 228 1 -1 Right Opening 1 0.00 6.50 1006 1006 89 • 1 -1 Left Opening 2 0.00 10.00 1006 1006 317 1 -1 Right Opening 5 0.00 21.00 1006 1006 196 1 -i Right Wall End 0.00 24.00 1006 1006 Line 2 2 -1 Left Wall End 24.50 0.00 746 746 2 -1 Left Opening 1 24.50 13.50 746 746 112 2 -1 Right Opening 1 24.50 16.50 746 746 112 2 -2 Left Wall End 24.50 24.00 1493 1493 2 -2 Right Wall End 24.50 30.00 746 746 Line 3 3 -1 Left Wall End 30.50 0.00 932 932 3 -1 Right Wall End 30.50 13.50 932 932 769 Line 4 4 -1 Left Wall End 37.50 17.00 1076 1076 881 4 -1 Right Wall End 37.50 30.00 1076 1076 Line 5 5 -1 Left Wall End 43.00 17.00 999 999 503 5 -1 Right Wall End 43.00 25.00 999 999 148 Line 6 6 -1 Left Wall End 44.00 0.00 627 627 6 -1 Right Wall End 44.00 10.50 627 627 475 Line 7 7 -1 Left Wall End 48.00 10.50 695 695 432 7 -1 Right Wall End 48.00 20.50 695 695 72 7 -2 Left Wall End 48.00 24.00 695 695 216 7 -2 Right Wall End 48.00 30.00 695 695 Line 8 8 -1 Left Wall End 52.00 7.50 1071 1071 298 8 -1 Right Wall End 52.00 17.50 1071 1071 496 Line 9 9 -1 Left Wall End 55.50 26.00 2042 2042 786 9 -1 Right Wall End 55.50 30.00 2042 2042 Line 10 10 -1 Left Wall End 58.00 0.00 5590 5590 10 -1 Right Wall End 58.00 4.00 5590 5590 2102 Line 12 12 -1 Left Wall End 74.50 0.00 4432 4432 12 -1 Right Wall End 74.50 4.00 4432 4432 1707 Line 13 13 -1 Left Wall End 75.50 4.00 1087 1087 266 13 -1 Right Wall End 75.50 20.50 1087 1087 631 Line 15 15 -1 Right Opening 1 102.00 22.00 1415 1415 742 15 -1 Right Wall End 102.00 30.00 1415 1415 Line A A -1 Left Wall End 0.00 0.00 135 135 A -1 Left Opening 1 25.50 0.00 135 135 152 A -1 Right Opening 1 29.50 0.00 135 135 116 A -i Left Opening 2 35.50 0.00 135 135 152 A -1 Right Opening 2 40.50 0.00 135 135 107 A -1 Left Opening 3 46.00 0.00 135 135 140 A -1 Right Opening 3 50.00 0.00 135 135 104 A -1 Right Wall End 58.00 0.00 135 135 152 A -2 Left Wall End 74.50 0.00 135 135 3 A -2 Left Opening 1 87.50 0.00 135 135 81 Line B B -1 Right Opening 1 67.00 4.00 1981 1981 1146 B - 1 Right Wall End 74.50 4.00 1981 1981 376 Line D D -1 Left Wall End 30.50 13.00 1775 1775 472 D -1 Right Wall End 38.50 13.00 1775 1775 982 Line E E -1 Left Wall End 24.50 17.00 910 910 219 E -i Left Opening 1 33.50 17.00 910 910 611 WoodWorks® Shearwalls DRAGSTRUT AND HOLDDOWN FORCES 1 1 Bolings 13.wsr Mar. 21, 2007 12:15:29 WoodWorks® Shearwalls Bolings 13.wsr Mar. 21, 2007 12:15:29 DRAGSTRUT AND HOLDDOWN FORCES (flexible wind design, continued) Line F F -1 Left Wall End F -1 Right Wall End F -2 Left Wall End F -2 Right Wall End Line G G -1 Right Opening 1 G -1 Right Wall End Line H H -1 Left Wall End H -1 Right Wall End Line J J -1 Right Opening 1 J -1 Left Opening 2 J -1 Right Opening 2 J -1 Right Wall End J -2 Right Opening 1 J -2 Left Opening 2 J -2 Right Opening 4 J -2 Right Wall End 48.00 58.50 64.50 77.50 32.00 39.50 44.50 55.50 66.00 74.50 92.00 102.00 20.50 20.50 20.50 20.50 21.00 24.00 24.50 24.00 40.50 25.00 48.00 25.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 Dead load contribution to combined force is factored by 1.00 load combination factor 12 325 325 325 325 1405 1405 944 944 325 325 325 325 1905 1405 994 944 244 244 244 244 244 244 244 244 244 244 244 244 244 244 244 244 400 108 158 204 112 915 162 548 97 9 56 100 36 85 142 Line North -South Shearlines Lev Grp Sheathing [psf] Force Cap Force/ Cap Force End Fastener Withdrawal [Ibs] Cap Force /Cap Int End Int Service Cond Factors Temp Moist 1 1 8 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 2 1 9 17.4 0.0 8 6 1.00 1.00 9 1 8 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 10 1 2 17.4 240.0 0.07 23 19 68 0.34 0.28 1.00 1.00 11 1 6 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 12 1 10 17.4 240.0 0.07 23 19 68 0.34 0.28 1.00 1.00 14 1 6 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 15 1 7 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 East -West Sheathing [psf] Fastener Withdrawal [Ibs] Service Cond Shearlines Force Cap Force! Force Cap Force /Cap Factors Line Lev Grp Cap End Int End Int Temp Moist A 1 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 B 1 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 C 1 2 17.4 240.0 0.07 23 19 68 0.34 0.28 1.00 1.00 G 1 4 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 I 1 6 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 J 1 7 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 • COMPONENTS AND CLADDING by SHEARLINE WoodWorks® Shearwalls Wind Suction Design Bolings 13.wsr Mar. 21, 2007 12:15:29 1 'WARNING - Sheathing and nail withdrawal design capacity has been exceeded for flexible design and rigid design 13 North -South Shearlines W Gp For Dir HM Fact Int Ext Shear Force [plt] V pbs] V/L WFHS Mt Allowable Shear [plt] Ext Co C Total V pbs] Crit. Resp. Line 1 Level 1 Lnl, Levl 8 Both .67 .67 915 38.1 91.5 304 304 1.00 X 608 6785 0.15 Line 2 Ln2, Levl 9 Both 1.0 1.0 1109 37.0 41.1 150 150 1.00 X 300 8100 0.14 Wall 2 -2 9 Both 1.0 1.0 246 37.0 41.1 150 150 1.00 300 1800 0.14 Wall 2 -1 9 Both 1.0 1.0 863 37.0 41.1 150 150 1.00 300 6300 0.14 Line 3 Ln3, Levi 3 Both 1.0 1.0 544 18.1 40.3 125 125 1.00 X 250 3375 0.16 Line 4 Ln4, Levl 3 Both 1.0 1.0 563 18.8 43.3 125 125 1.00 X 250 3250 0.17 Line 5 Ln5, Levi 3 Both 1.0 1.0 308 10.3 38.5 125 125 1.00 X 250 2000 0.15 Line 6 Ln6, Levl 3 Both 1.0 1.0 246 8.2 23.4 125 125 1.00 X 250 2625 0.09 Line 7 Ln7, Levl 3 Both 1.0 1.0 405 13.5 25.3 125 125 1.00 X 250 4000 0.10 Wall 7 -2 3 Both 1.0 1.0 152 13.5 25.3 125 125 1.00 250 1500 0.10 Wall 7 -1 3 Both 1.0 1.0 253 13.5 25.3 125 125 1.00 250 2500 0.10 Line 8 Ln8, Levl 3 Both 1.0 1.0 386 12.9 38.6 125 125 1.00 X 250 2500 0.15 Line 9 Ln9, Levi 8 Both .89 .89 319 10.6 79.6 405 405 1.00 X 810 3241 0.10 Line 10 Ln10, Levl 2 Both .89 .89 910 35.0 227.4 314 314 1.00 X 628 2513 0.36 Line 12 Ln12, Levi 10 Both 1.0 .89 772 25.7 193.1 314 1.00 S 314 1257 0.61 Line 13 Ln13, Levl 3 Both 1.0 1.0 981 32.7 59.4 125 125 1.00 X 250 4125 0.24 Line 15 Ln15, Levl 7 Both 1.0 1.0 1002 51.4 125.2 242 1.00 S 242 1934 0.52 East -West W For HM Fact. Shear Force [pif] Allowable Shear [pit] Crit. Sheariines ' Gp Dir int Ext V pbs] V/L V /FHS int Ext Co C Total V pbs] Resp. Line A Level 1 LnA, Levl 1 Both 1.0 1.0 2210 22.9 38.1 125 242 1.00 S 242 14024 0.16. Wall A -2 1 Both 1.0 1.0 495 22.9 38.1 125 242 1.00 242 3143 0.16 Wall A -1 1 Both 1.0 1.0 1715 22.9 38.1 125 242 1.00 242 10881 0.16 Line B LnB, Levl 1 Both 1.0 1.0 1050 10.9 140.0 125 242 1.00 S 242 1814 0.58 Line D LnD, Levi 3 Both 1.0 1.0 969 9.5 121.1 125 125 1.00 X 250 2000 0.48 Line E LnE, Levl 3 Both 1.0 1.0 548 5.4 60.9 125 125 1.00 X 250 2250 0.24 Line F LnF, Levl 3 Both 1.0 1.0 512 5.0 21.8 125 125 1.00 X 250 5875 0.09 Wall F -2 3 Both 1.0 1.0 283 5.0 21.8 125 125 1.00 250 3250 0.09 Wall F -1 3 Both 1.0 1.0 229 5.0 21.8 125 125 1.00 250 2625 0.09 Line G LnG, Levl 4 Both 1.0 .78 440 4.3 125.7 354 1.00 S 354 1241 0.35 Line H LnH, Levi 5 Both 1.0 1.0 479 6.2 63.8 145 125 1.00 X 250 1875 0.26 Line J LnJ, Levl 7 Both 1.0 1.0 2250 29.0 60.8 242 1.00 S 242 8947 0.25 Wall J -1 7 Both 1.0 1.0 1125 29.0 60.8 242 1.00 242 4473 0.25 Wall J -2 7 Both 1.0 1.0 1125 29.0 60.8 242 1.00 242 4473 0.25 Bolings 13.wsr Mar. 21, 2007 12:15:29 • SEISMIC INFORMATION WoodWorks® Shearwalls Flexible Diaphragm Seismic Design ertica/ Earthquake Load Ev = 0.2 Sds D; Sds = 0.93 Ev = 0.19 D SHEAR RESULTS 14 Building Area Mass pbs] [sq.ft] Story Shear pbs] E -W N-S Shear Ratio Rmax E -W N-S Reliability Factor p E -W N-S Levell Structure 84151 2761 84151 - 12083 12083 12083 12083 0.166 0.269 - - - 0.30 0.58 1.00 1.00 Bolings 13.wsr Mar. 21, 2007 12:15:29 • SEISMIC INFORMATION WoodWorks® Shearwalls Flexible Diaphragm Seismic Design ertica/ Earthquake Load Ev = 0.2 Sds D; Sds = 0.93 Ev = 0.19 D SHEAR RESULTS 14 WoodWorks® Shearwalls C- Sheathing Combination: A- Add capacities; S- Strongest only; X- Strongest or twice weakest. 15 Bolings 13.wsr Mar. 21, 2007 12:15:29 WoodWorks® Shearwalls DRAGSTRUT AND HOLDDOWN FORCES Bolings 13.wsr Mar. 21, 2007 12:15:29 Level 1 Line- Position on Wall • Location [ft] Wall Or Opening X Y Line 1 1 -1 Left Wall End 1 -1 Left Opening 1 1 -1 Right Opening 1 1 -1 Left Opening 2 1 -1 Right Opening 5 1 -1 Right Wall End Line 2 2 -1 Left Wall End 2 -1 Left Opening 1 2 -1 Right Opening 1 2 -2 Left Wall End 2 -2 Right Wall End Line 3 3 -1 Left Wall End 3 -1 Right Wall End Line 4 4 -1 Left Wall End 4 -1 Right Wall End Line 5 5 -1 Left Wall End 5 -1 Right Wall End Line 6 6 -1 Left Wall End 6 -1 Right Wall End Line 7 7 -1 Left Wall End 7 -1 Right Wall End 7 -2 Left Wall End 7 -2 Right Wall End Line 8 8 -1 Left Wall End 8 -1 Right Wall End Line 9 9 -1 Left Wall End 9 -1 Right Wall End Line 10 10 -1 Left Wall End 10 -1 Right Wall End Line 12 12 -1 Left Wall End 12 -1 Right Wall End Line 13 13 -1 Left Wall End 13 -1 Right Wall End Line 15 15 -1 Right Opening 1 15 -1 Right Wall End Line A A -1 Left Wall End A -1 Left Opening 1 A -1 Right Opening 1 A -1 Left Opening 2 A -1 Right Opening 2 A -1 Left Opening 3 A -1 Right Opening 3 A -1 Right Wall End A -2 Left Wall End A -2 Left Opening 1 Line B B -1 Right Opening 1 B -1 Right Wall End Line D D -1 Left Wall End D -1 Right Wall End Line E E -1 Left Wall End E -1 Left Opening 1 0.00 0.00 0.00 3.50 0.00 6.50 0.00 10.00 0.00 21.00 0.00 24.00 24.50 0.00 24.50 13.50 24.50 16.50 24.50 24.00 24.50 30.00 30.50 0.00 30.50 13.50 37.50 17.00 37.50 30.00 43.00 17.00 43.00 25.00 44.00 0.00 44.00 10.50 48.00 10.50 48.00 20.50 48.00 24.00 48.00 30.00 52.00 7.50 52.00 17.50 55.50 26.00 55.50 30.00 58.00 0.00 58.00 4.00 74.50 0.00 74.50 4.00 75.50 4.00 75.50 20.50 102.00 22.00 102.00 30.00 0.00 0.00 25.50 0.00 29.50 0.00 35.50 0.00 40.50 0.00 46.00 0.00 50.00 0.00 58.00 0.00 74.50 0.00 87.50 0.00 67.00 4.00 74.50 4.00 30.50 13.00 38.50 13.00 24.50 17.00 33.50 17.00 Holddown Force [Ibs] Shear Dead Uplift Cmb'd 823 823 823 823 823 823 370 370 370 739 370 363 363 363 390 346 346 211 228 228 228 228 347 347 717 2047 1738 535 535 1127 343 343 343 343 343 343 343 343 343 343 1260 1260 1090 1090 548 548 823 823 823 823 823 823 370 370 370 739 370 363 390 390 390 346 346 211 211 211 228 228 228 228 347 347 717 717 717 2047 2047 2047 1738 1738 1738 535 535 1127 1127 1127 343 343 343 343 343 343 343 343 343 343 1260 1260 1090 1090 548 548 Dragstrut Force [lbs] 187 72 259 160 55 55 299 319 174 51 160 142 24 71 97 161 276 770 669 131 311 591 388 296 387 273 356 265 386 8 206 729 239 290 603 132 368 16 WoodWorks® Shearwalls Bolings 13.wsr Mar. 21, 2007 12:15:29 DRAGSTRUT AND HOLDDOWN FORCES (flexible seismic design, continued) Line F F -1 Left Wall End F -1 Right Wall End F -2 Left Wall End F -2 Right Wall End Line G G -1 Right Opening 1 G -1 Right Wall End Line H H -1 Left Wall End H -1 Right Wall End Line J J -1 Right Opening 1 J -1 Left Opening 2 J -1 Right Opening 2 J -1 Right Wall End J -2 Right Opening 1 J -2 Left Opening 2 J -2 Right Opening 4 J -2 Right Wall End 48.00 58.50 64.50 77.50 20.50 20.50 20.50 20.50 21.00 24.00 24.50 24.00 40.50 25.00 48.00 25.00 32.00 39.50 44.50 55.50 66.00 74.50 92.00 102.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 196 196 196 196 1131 1131 574 574 547 547 547 547 547 547 547 547 196 196 196 196 1131 1131 574 574 547 547 547 547 547 547 547 547 241 65 95 123 91 334 99 333 218 21 125 225 80 190 318 Dead load contribution to combined force is factored by 0.469 due to load combination factor and vertical seismic force 17 WoodWorks® Shearwalls 18 Bolings 13.wsr Mar. 21, 2007 12:15:29 Bolings 13.wsw Level 1 of 1 WoodWorks® Shearwalls G -1 c+) E -1 A -1 D -1 J1 co N H -1 -15' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2004b Mar. 21, 2007 12:29:40 50' 45' 40' 35' J2 30' a ->ri 25 ' F -1 F -2 c 20 15' C-1 J 10' 5' B -1 0' A -2 -5' -10' -15' 55' 60' 65' 70' 75' 80' 85' 90' 95' 100' 105' 110' 115' 120' L Bolings 13.wsw 1051 WoodWorks® Shearwalls Elevation View, Shearline 1, at X = 0 ft, Level 1. Flexible Diaphragm Wind Design. Units = Ibs, plf SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2004b Mar. 21, 2007 12:29:40 W . ■ 215 83 298 43.8 Fil r 105.1 105.1 105.1 es 946 S 946 $ 946 ] S 946 Shearwall 8, Group 8 Ext Sheath: 7/16" Str. Sheath. incl.OSB Nails: 8d @ 3/12" 68 lbs Shear. 638 plf; C &C: 48 psf Withdr: Load 23.2 lbs Cap 68.06 lbs Int Sheath: 7/16" Str. Sheath. incl.OSB Nails: 8d @ 3/12" Shear: 638 plf Frame Hem -Fir © 16" Blocked S 946 S 946 0' 5' 10' 15' 20' 25' 15' 10' 5' 0' Bolings 13.wsw 1642 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Elevation View, Shearline 2, at X = 23.5 ft, Level 1. Flexible Diaphragm Wind Design. Units = Ibs, plf WoodWorks® Shearwalls 2004b Mar. 21, 2007 12:29:40 2 -1 68.4 132 73 78.2 78.2 4 0 4 • 704 S 704 LS 704 Shearwall 9, Group 9 Ext Sheath: 12" Gypsum WBoard 1 -ply Nails: 5d @ 4/4" Shear: 150 plf Withdr: Load 0 lbs Cap 0 lbs Int Sheath: 1/2" Gypsum WBoard 1 -ply Nails: 5d @ 4/4" Shear: 150 plf Frame Hem -Fir @ 16" Blocked S 704 0' 5' 10' 15' 20' 25' 15' 10' 5' 0' 1398 Bolings 13.wsw S 932 WoodWorks® Shearwalls Elevation View, Shearline 4, at X = 30.5 ft, Level 1. Flexible Diaphragm Wind Design. Units = Ibs, plf 0' 5' WoodWorks® Shearwalls 2004b Mar. 21, 2007 12:29:40 4 -1 46.b 103.6 Shearwall 3, Group 3 Ext Sheath: 1/2" Gypsum WBoard 1-ply Nails: 5d @ 717" Shear: 125 plf Withdr: Load 0 lbs Cap 0 lbs Int Sheath: 1/2" Gypsum WBoard 1-ply Nails: 5d @ 717" Shear: 125 plf Frame Hem -Fir @ 16" Blocked SOFTWARE FOR WOOD DESIGN 769 S 932 10' 5' 4 0' 10' 15' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN I -J Bolings 13.wsw WoodWorks® Shearwalls 2004b Mar. 21, 2007 12:29:40 1555 881 Elevation View, Shearline 5, at X = 37.5 ft, Level 1. Flexible Diaphragm Wind Design. Units = Ibs, plf • S 1076 20' 5-1 51:8 119.6 Shearwall 3, Group 3 Fad Sheath: 1/2" Gypsum WBoard 1 -ply Nails: 5d @ 7/7" Shear: 125 plf Withdr: Load 0 lbs Cap 0 lbs Int Sheath: 1/2" Gypsum WBoard 1-ply Nails: 5d @ 7/7" Shear: 125 plf Frame Hem -Fir @ 16" Blocked 25' 30' • S 1076 10' 5' 0' Bolings 13.wsw 888 WoodWorks® Shearwalls Elevation View, Shearline 6, at X = 43 ft, Level 1. Flexible Diaphragm Wind Design. Units = lbs, plf SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2004b Mar. 21, 2007 12:29:40 503 148 6 -1 111.1 S 999 S 999 Shearwall 3, Group 3 Ext Sheath: 1/2" Gypsum WBoard 1-ply Nails: 5d @ 7/7" Shear: 125 plf Withdr: Load 0 lbs Cap 0 lbs Int Sheath: 1/2" Gypsum WBoard 1-ply Nails: 5d © 7/7" Shear: 125 plf Frame Hem -Fir @ 16" Blocked 20' 25' 10' 5' 0' Bolings 13.wsw 731 0' Elevation View, Shearline 7, at X = 44 ft, Level 1. Flexible Diaphragm Wind Design. Units = Ibs, plf S 627 WoodWorks@ Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2004b Mar. 21, 2007 12:29:40 7 -1 L4.4 69.6 Shearwall 3, Group 3 Ext Sheath: 1/2" Gypsum WBoard 1-ply Nails: 5d @ 717" Shear 125 plf Withdr: Load 0 lbs Cap 0 lbs Int Sheath: 1/2" Gypsum WBoard 1-ply Nails: 5d © 7/7" Shear: 125 plf Frame Hem -Fir @ 16" Blocked 5' 10' 475 S 627 10' 5' 0' Bolings 13.wsw 1235 WoodWorks® Shearwalls Elevation View, Shearline 8, at X = 48 ft, Level 1. Flexible Diaphragm Wind Design. Units = Ibs, plf Shearwall 3, Group 3 Ext Sheath: 1/2" Gypsum WBoard 1-ply Nails: 5d @ 7/7" Shear: 125 plf Withdr: Load 0 lbs Cap 0 lbs Int Sheath: 1/2" Gypsum WBoard 1 - ply Nails: 5d @ 7/7" Shear: 125 plf Frame Hem -Fir @ 16" Blocked SOFTWARE FOR WOOD DESIGN WoodWorks ®Shearwalls 2004b Mar. 21, 2007 12:29:40 S 695 S 695 S 695 S 695 Shearwall 3, Group 3 10' 15' 20' 25' 30' 15' 10' 5' 0' Bolings 13.wsw 1190 298 Elevation View, Shearline 9, at X = 52 ft, Level 1. Flexible Diaphragm Wind Design. Units = lbs, plf • S 1071 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2004b Mar. 21, 2007 12:29:40 9 -1 39./ 119.0 Shearwall 3, Group 3 Ext Sheath: 1/2" Gypsum WBoard 1 -ply Nails: 5d © 7/7" Shear: 125 plf Withdr: Load 0 lbs Cap 0 lbs Int Sheath: 1/2" Gypsum WBoard 1 -ply Nails: 5d @ 7/7" Shear: 125 plf Frame Hem -Fir @ 16" Blocked 10' 15' 496 S 1071 10' 5' 0' L Bolings 13.wsw WoodWorks® Shearwalls 907 OS 786 Elevation View, Shearline 10, at X = 55.5 ft, Level 1. Flexible Diaphragm Wind Design. Units = Ibs, plf S 2 042 WoodWorks® Shearwalls 2004b Mar. 21, 2007 12:29:40 10 -1 226.9 Shearwall 8, Group 8 Ext Sheath: 7/16" Str. Sheath. incl.OSB Nails: 8d @ 3/12" 68 lbs Shear: 638 plf; C &C: 48 psf Withdr: Load 23.2 lbs Cap 68.06 lbs Int Sheath: 7/16" Str. Sheath. incl.OSB Nails: 8d © 3/12" Shear: 638 plf Frame Hem -Fir © 16" Blocked SOFTWARE FOR WOOD DESIGN 4 1 30' S 2042 10' 5' C &C Interior 14.1 End Zone 17.4 0' Bolings 13.wsw WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 2484 WoodWorks® Shearwalls 2004b Mar. 21, 2007 12:29:40 Elevation View, Shearline 11, at X = 58 ft, Level 1. Flexible Diaphragm Wind Design. Units = Ibs, plf S 5590 621.1 Shearwall 2, Group 2 Ext Sheath: 7/16" Str. Sheath. incl.OSB Nails: 8d @ 4/12" 68 lbs Shear: 494.8 plf; C &C: 240 psf Withdr: Load 23.2 lbs Cap 68.06 lbs Int Sheath: 7/16" Str. Sheath. incl.OSB Nails: 8d @ 4/12" Shear: 494.8 plf Frame Hem -Fir @ 16" Blocked 2102 S 5590 0' 5' 10' 5' 0' Bolings 13.wsw WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 1970 Elevation View, Shearline 13, at X = 74.5 ft, Level 1. Flexible Diaphragm Wind Design. Units = Ibs, plf S 4432 WoodWorks® Shearwalls 2004b Mar. 21, 2007 12:29:40 13 -1 492.4 Shearwall 11, Group 11 Ext Sheath: 7/16" Str. Sheath. incl.OSB Nails: 8d @ 4/12" 68 lbs Shear: 494.8 plf; C &C: 240 psf Withdr: Load 23.2 lbs Cap 68.06 lbs Frame Hem -Fir @ 16" Blocked 1707 S 4432 0 ' 5' 10' 5' 0' - r i Bolings 13.wsw 1994 266 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Elevation View, Shearline 14, at X = 75.5 ft, Level 1. Flexible Diaphragm Wind Design. Units = Ibs, plf WoodWorks® Shearwalls 2004b Mar. 21, 2007 12:29:40 14 -1 b6.5 120.8 • S 1087 r Shearwall 3, Group 3 Ext Sheath: 1/2" Gypsum WBoard 1-ply Nails: 5d © 717" Shear: 125 plf Withdr: Load 0 Ibs Cap 0 Ibs Int Sheath: 1/2" Gypsum WBoard 1 -ply Nails: 5d @ 7/7" Shear: 125 pif Frame Hem -Fir @ 16" Blocked 5' 10' 15' 20' 631 S 1087 10' 5' 0' Bolings 13.wsw WoodWorks® Shearwalls Elevation View, Shearline 15, at X = 96.5 ft, Level 1. Flexible Diaphragm Seismic Design. SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2004b Mar. 21, 2007 12:29:40 15 -1 0' Shearwall 15-1, Group 0 Ext Sheath: 7/16" Str. Sheath. incl.OSB Nails: 8d @ 4/12" Withdr: Load 0 lbs Cap 0 lbs Int Sheath: 7/16" Str. Sheath. incl.OSB Nails: 8d © 4/12" Frame Hem -Fir @ 16" Blocked 5' 10' 10' 5' 0' WoodWorks® Shearwalls Bolings 13.wsw WoodWorks® Shearwalls 2004b Mar. 21, 2007 12:29:40 40' 35' 30' 25' 20' 15' 10' c &c Interior 14.T End Zone 17 -10' -15' -20' -25' Elevation View, Shearline A, at Y = 0 ft, Level 1. Flexible Diaphragm Wind Design. Units = Ibs, plf 868 9.0 1521 111652 A -1 15.0 15.0 10749 1104 15.0 15.0 1 r 1 — 1 r Shearwall 1, Group 1 Ext Sheath: 7/16" Str. Sheath. incl.OSB Nails: 8d @ 6/12" 68 lbs Shear: 338.5 plf; C &C: 48 psf Withdr: Load 23.2 lbs Cap 68.06 lbs Int Sheath: 1/2" Gypsum WBoard 1 -ply Nails: 5c1© 7/7" Shear: 125 plf Frame Hem -Fir © 16" Blocked 52 S 135 S 138 135 S 1355 1355 135 135 S 135 SOFTWARE FOR WOOD DESIGN Shearwall 1, Group 1 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' 80' 85' 90' 95' 100' 105' 110' , WoodWorks( Shearwalls SOFTWARE FOR WOOD DESIGN Bolings 13.wsw 578 472 Elevation View, Shearline D, at Y = 13 ft, Level 1. Flexible Diaphragm Wind Design. Units = Ibs, plf S 1775 WoodWorks® Shearwalls 2004b Mar. 21, 2007 12:29:40 5.5 D -1 197.3 Shearwall 3, Group 3 Ext Sheath: 1/2" Gypsum WBoard 1 -ply Nails: 5d @ 7/7" Shear: 125 plf Withdr: Load 0 lbs Cap 0lbs Int Sheath: 1/2" Gypsum WBoard 1-ply Nails: 5d © 7/7" Shear: 125 plf Frame Hem -Fir © 16" Blocked 982 S 1775 10' 5' 0' 30' 35' 40' Bolings 13.wsw 910 210 Elevation View, Shearline E, at Y = 17 ft, Level 1. Flexible Diaphragm Wind Design. Units = lbs, plf S 819 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 91.0 WoodWorks® Shearwalls 2004b Mar. 21, 2007 12:29:40 8.9 E -1 Shearwall 3, Group 3 Ext Sheath: 1/2" Gypsum WBoard 1-ply Nails: 5d © 7/7" Shear: 125 plf Withdr: Load 0 lbs Cap 0 lbs Int Sheath: 1/2" Gypsum WBoard 1-ply Nails: 5d @ 7/7" Shear: 125 plf Frame Hem -Fir © 16" Blocked 611 4 • • S 819 25' 30' 35' 10' 5' 0' Bolings 13.wsw WoodWorks® Shearwalls 2004b Mar. 21, 2007 12:29:40 15' 850 400 WoodWorks® Shearwalls Elevation View, Shearline F, at Y = 20.5 ft, Level 1. Flexible Diaphragm Wind Design. Units = Ibs, pit 8.3 F -1 36.2 F S 325 S 325 . 325 S 325 Shearwall 3, Group 3 Ext Sheath: 1/2" Gypsum WBoard 1 -ply Nails: 5d @ 7/7" Shear. 125 ptf Withdr: Load 0 lbs Cap 0 lbs Int Sheath: 1/2" Gypsum WBoard 1 -ply Nails: 5d @ 7/7" Shear: 125 ptf Frame Hem -Fir @ 16" Blocked 50' 55' SOFTWARE FOR WOOD DESIGN 108 158 204 Shearwall 3, Group 3 60' 65' 70' 75' 80' 10' 5' 0' -5' Bolings 13.wsw WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Elevation View, Shearline I, at Y = 26 ft, Level 1. Flexible Diaphragm Seismic Design. I -1 ■ Shearwall I -1, Group 0 Ext Sheath: 7/16" Str. Sheath. incl.OSB Nails: 8d @ 4/12" Withdr: Load 0 lbs Cap 0 lbs Int Sheath: 7/16" Str. Sheath. inci.OSB Nails: 8d @ 4/12" Frame Hem -Fir @ 16" Blocked 55' 60' WoodWorks® Shearwalls 2004b Mar. 21, 2007 12:29:40 10' 5' 0' Roof framing plan Roof Beamf 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Bruce S . Mac Veigh, P.E , Allan design on: 03-22 -2007 : 05:08:27 AM Project: BOLING'S RESIDENCE - Location: header # 1= 2= 3= 14 =15 =16 Roof Framing plan Summary: 3.5 IN x 7.25 IN x 5.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 46.5% Controlling Factor: Area / Depth Required 5.63 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adj= Total Uniform Load: wT= Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 Cf=1.30 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 2.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= 1= 0.02 IN 0.03 IN = U1927 0.05 IN = U1143 984 LB 676 LB 1660 LB 0.76 IN 5.0 FT 0.0 FT 6 : 12 360 240 25.0 PSF 15.0 PSF 0.75 FT 25.0 PSF 15.0 PSF 15.0 FT 1.15 6 PLF 5.0 FT 394 PLF 270 PLF 664 PLF 900 PSI 95 PSI 1600000 PSI 625 PSI 1346 PSI 109 PSI 2075 FT -LB 1262 LB 18.51 30.66 17.32 25.38 23.34 111.15 N3 N3 N2 N2 N4 N4 Roof Beam[ 2000 International Building Code (97 NDS) J Ver: 6.00.7 By: Bruce S . Mac Veigh, P.E , Allan design on: 03-22 -2007 Project: BOLING'S RESIDENCE - Location: header# 1= 2= 3= 14 =15 =16 Roof Framing plan Summary: 3.5 IN x 7.25 IN x 5.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 46.5% Controlling Factor: Area / Depth Required 5.63 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 2000 -' 1660lbs @Oft 1000 - Shear (Ibs) 0 -1000 -2000 - 3000 2075 ft-Ibs @ 2 ft 1500 Moment (ft -lb) 0 -1500 -3000 -0.06 -0.03 Deflection (in) 0 0.03 0.06 0.053 in @ 2.5 ft Span = 5 ft Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. -1660 lbs @ 5 ft — H Roof Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S . Mac Veigh, P.E , Allan design on: 03-22 -2007 Project: BOLING'S RESIDENCE - Location: header # 1= 2= 3= 14 =15 =16 Roof Framing plan Summary: 3.5 IN x 7.25 IN x 5.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 46.5% Controlling Factor: Area / Depth Required 5.63 In LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uplift Load A 984 Lb 676 Lb 1660 Lb 0 Lb B 984 Lb 676 Lb 1660 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 394 PIf 264 PIf 6 PIf 664 PIf w B Span = 5 ft Roof Beam[ 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Bruce S . Mac Veigh, P.E , Allan design on: 03-22 -2007 : 04:56:08 AM Protect: BOLING'S RESIDENCE - Location: header # 4= 5 Roof Framing plan Summary: 3.5 IN x 7.25 IN x 5.0 FT /#2 - Douglas Fir -Larch - Dry Use Section Adequate By: 53.7% Controlling Factor: Area / Depth Required 5.5 In Deflections: Dead Load: DLD= 0.02 IN Live Load: LLD= 0.03 IN = L/2024 Total Load: TLD= 0.05 IN = L/1199 Reactions (Each End): Live Load: LL -Rxn= 938 LB Dead Load: DL -Rxn= 644 LB Total Load: TL -Rxn= 1582 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.72 IN Beam Data: Span: L= 5.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 6 : 12 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Roof Loading: Roof Live Load -Side One: LL1= 25.0 PSF Roof Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 2.0 FT Roof Live Load -Side Two: LL2= 25.0 PSF Roof Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 13.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 6 PLF Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 5.0 FT Beam Uniform Live Load: wL= 375 PLF Beam Uniform Dead Load: wD_adl= 258 PLF Total Uniform Load: wT= 633 PLF Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= 900 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1346 PSI Adjustment Factors: Cd =1.15 Cf =1.30 Fv': Fv'= 109 PSI Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 1977 FT -LB 2.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1202 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 17.63 N3 S= 30.66 N3 Area (Shear): Areq= 16.51 N2 A= 25.38 N2 Moment of Inertia (Deflection): Ireq= 22.24 N4 I= 111.15 N4 Roof Beam[ 2000 International Building Code (97 NDS) J Ver: 6.00.7 By: Bruce S . Mac Veigh, P.E , Allan design on: 03-22 -2007 Project: BOLING'S RESIDENCE - Location: header # 4= 5 Roof Framing plan Summary: 3.5 IN x 7.25 IN x 5.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 53.7% Controlling Factor: Area / Depth Required 5.5 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 2000 1582 Ibs @ 0 ft 1000 Shear (Ibs) 0 -1000 -2000 - 2000 1000 - Moment (ft -lb) 0 -1000 - -2000 -0.06 -0.03 - Deflection (in) 0 0.03 0.06 Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. �0.05in @2.5ft Span = 5 ft 2ft -1582 Ibs @ 5 ft • A Roof Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S . Mac Veigh, P.E , Allan design on: 03-22 -2007 Project: BOLING'S RESIDENCE - Location: header # 4= 5 Roof Framing plan Summary: 3.5 IN x 7.25 IN x 5.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 53.7% Controlling Factor: Area / Depth Required 5.5 In LOADING DIAGRAM Span =5ft Reactions Live Load Dead Load Total Load Uplift Load A 938 Lb 644 Lb 1582 Lb 0 Lb B 938 Lb 644 Lb 1582 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 375 Plf 252 Plf 6 Plf 633 Plf W Roof Beam( 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Bruce S . Mac Veigh, P.E , Allan design on: 03-22 -2007 : 05:13:53 AM Project: BOLING'S RESIDENCE - Location: header # 5.5 Roof Framing plan Summary: 3.5 IN x 7.25 IN x 3.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 224.5% Controlling Factor: Area / Depth Required 3.3 In Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.00 IN = U9369 Total Load: TLD= 0.01 IN = U5553 Reactions (Each End): Live Load: LL -Rxn= 563 LB Dead Load: DL -Rxn= 387 LB Total Load: TL -Rxn= 949 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.43 IN Beam Data: Span: L= 3.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 6 : 12 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Roof Loading: Roof Live Load -Side One: LL1= 25.0 PSF Roof Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 2.0 FT Roof Live Load -Side Two: LL2= 25.0 PSF Roof Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 13.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 6 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 3.0 FT Beam Uniform Live Load: wL= 375 PLF Beam Uniform Dead Load: wD_adi= 258 PLF Total Uniform Load: wT= 633 PLF Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= 900 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1346 PSI Adjustment Factors: Cd =1.15 Cf =1.30 Fv': Fv'= 109 PSI Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 712 FT -LB 1.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 569 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 6.35 N3 S= 30.66 N3 Area (Shear): Areq= 7.82 N2 A= 25.38 N2 Moment of Inertia (Deflection): Ireq= 4.80 N4 I= 111.15 N4 Roof Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S . Mac Veigh, P.E , Allan design on: 03-22 -2007 Project: BOLING'S RESIDENCE - Location: header # 5.5 Roof Framing plan Summary: 3.5 IN x 7.25 IN x 3.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 224.5% Controlling Factor: Area / Depth Required 3.3 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 1000 -1949 lbs @ 0 ft 500 - Shear (Ibs) 0 -500 - -1000 800 400 - Moment (ft-lb) 0 -400 - -800 -0.007 - - 0.0035 Deflection (in) 0 0.0035 0.007 Span =3ft Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. 712 ft-lbs @ 2 ft -949 lbs @ 3 ft Roof Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S . Mac Veigh, P.E , Allan design on: 03 -22 -2007 Project: BOLING'S RESIDENCE - Location: header # 5.5 Roof Framing plan Summary: 3.5 IN x 7.25 IN x 3.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 224.5% Controlling Factor: Area / Depth Required 3.3 In LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uplift Load A 562 Lb 387 Lb 949 Lb 0 Lb B 562 Lb 387 Lb 949 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 375 Plf 252 Plf 6 Plf 633 Plf Span = 3 ft Roof Beam( 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Bruce S . Mac Veigh, P.E , Allan design on: 03-22 -2007 : 05:16:16 AM Project: BOLING'S RESIDENCE - Location: header # 6 =7 =8 Roof Framing plan Summary: 3.5 IN x 7.25 IN x 5.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 56.3% Controlling Factor: Area / Depth Required 5.45 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL Roof Dead Load -Side Two: DL Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: wT= Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 Cf=1.30 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 2.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= I= 0.02 IN 0.03 IN = L/2058 0.05 IN = U1220 922 LB 634 LB 1556 LB 0.71 IN 5.0 FT 0.0 FT 6 :12 360 240 25.0 PSF 15.0 PSF 0.75 FT 25.0 PSF 15.0 PSF 14.0 FT 1.15 6 PLF 5.0 FT 369 PLF 254 PLF 622 PLF 900 PSI 95 PSI 1600000 PSI 625 PSI 1346 PSI 109 PSI 1945 FT -LB 1182 LB 17.34 30.66 16.23 25.38 21.87 111.15 N3 N3 N2 N2 N4 N4 1556 lbs @ 0 ft - -1556 Ibs @ 5 ft •. i- •s•2ft 1 i.i °•in • 2.5 ft Span = 5 ft Roof Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S . Mac Veigh, P.E , Allan design on: 03-22 -2007 Project: BOLING'S RESIDENCE - Location: header # 6 =7 =8 Roof Framing plan Summary: 3.5 IN x 7.25 IN x 5.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 56.3% Controlling Factor: Area / Depth Required 5.45 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controllin Shear/Moment/Deflection Diagrams 2000 1000 Shear (Ibs) 0 -1000 -2000 2000 1000 Moment (ft -lb) 0 -1000 -2000 -0.05 -0.025 Deflection (in) 0 0.025 0.05 Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. Roof Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S . Mac Veigh, P.E , Allan design on: 03 -22 -2007 Project: BOLING'S RESIDENCE - Location: header # 6 =7 =8 Roof Framing plan Summary: 3.5 IN x 7.25 IN x 5.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 56.3% Controlling Factor: Area / Depth Required 5.45 In LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uplift Load A 922 Lb 634 Lb 1556 Lb 0 Lb B 922 Lb 634 Lb 1556 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 369 PIf 247 PIf 6 PIf 622 Plf B Span =5ft Roof Beam( 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Bruce S . Mac Veigh, P.E , Allan design on: 03-22 -2007 : 05:19:35 AM Project: BOLING'S RESIDENCE - Location: header # 9 =11 Roof Framing plan Summary: 3.5 IN x 7.25 IN x 9.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 96.0% Controlling Factor: Section Modulus / Depth Required 5.18 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adj= Total Uniform Load: wT= Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 Cf =1.30 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 4.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= I= 0.06 IN 0.08 IN = U1301 0.14 IN = L/751 450 LB 330 LB 780 LB 0.36 IN 9.0 FT 0.0 FT 6 :12 360 240 25.0 PSF 15.0 PSF 2.0 FT 25.0 PSF 15.0 PSF 2.0 FT 1.15 6 PLF 9.0 FT 100 PLF 73 PLF 173 PLF 900 PSI 95 PSI 1600000 PSI 625 PSI 1346 PSI 109 PSI 1754 FT -LB 686 LB 15.64 N3 30.66 N3 9.42 N2 25.38 N2 35.52 N4 111.15 N4 Roof Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S . Mac Veigh, P.E , Allan design on: 03-22 -2007 Project: BOLING'S RESIDENCE - Location: header # 9 =11 Roof Framing plan Summary: 3.5 IN x 7.25 IN x 9.0 FT /#2 - Douglas Fir -Larch - Dry Use Section Adequate By: 96.0% Controlling Factor: Section Modulus / Depth Required 5.18 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 800 400 - Shear (Ibs) 0 -400 - -800 - 2000 - 1000 - Moment (ft-lb) 0 -1000 - -2000 - -0.2 - -0.1 - Deflection (in) 0 0.1 - 0.2 - 780 lbs @ 0 ft Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. 1754 ft-lbs @ 4 ft L0.144in @4.5ft Span =9ft -780 lbs @ 9 ft A. A Roof Beam] 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S . Mac Veigh, P.E , Allan design on: 03-22 -2007 Project: BOLING'S RESIDENCE - Location: header # 9 =11 Roof Framing plan Summary: 3.5 IN x 7.25 IN x 9.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 96.0% Controlling Factor: Section Modulus / Depth Required 5.18 In LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uplift Load A 450 Lb 330 Lb 780 Lb 0 Lb B 450 Lb 330 Lb 780 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 100 PIf 67 PIf 6 PIf 173 Plf W Span =9ft Roof Beam( 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Bruce S . Mac Veigh, P.E , Allan design on: 03-21 -2007 : 2:28:21 PM Project: BOLING'S RESIDENCE - Location: Header #10 Roof Framing plan Summary: 3.5 IN x 7.25 IN x 4.0 FT /#2 - Douglas Fir -Larch - Dry Use Section Adequate By: 108.6% Controlling Factor: Area / Depth Required 4.4 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: U Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: wT= Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 Cf =1.30 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 2.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection):. Ireq= I= 0.01 IN 0.01 IN = U3953 0.02 IN = U2343 750 LB 515 LB 1265 LB 0.58 IN 4.0 FT 0.0 FT 6 :12 360 240 25.0 PSF 15.0 PSF 9.0 FT 25.0 PSF 15.0 PSF 6.0 FT 1.15 6 PLF 4.0 FT 375 PLF 258 PLF 633 PLF 900 PSI 95 PSI 1600000 PSI 625 PSI 1346 PSI 109 PSI 1265 FT -LB 886 LB 11.29 30.66 12.16 25.38 11.39 111.15 N3 N3 N2 N2 N4 N4 Roof Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S . Mac Veigh, P.E , Allan design on: 03-21 -2007 Project: BOLING'S RESIDENCE - Location: Header #10 Roof Framing plan Summary: 3.5 IN x 7.25 IN x 4.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 108.6% Controlling Factor: Area / Depth Required 4.4 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 2000 -' 1265 Ibs @ 0 ft 1000 Shear (Ibs) 0 -1000 -2000 2000 1000 Moment (ft-lb) 0 -1000 -2000 -0.03 - -0.015 - Deflection (in) 0 0.015 - Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. 1265 ft- Ibs @ 2 ft 0.03 - — 0.02in @2ft Span =oft -1265 Ibs @ 4 ft • A 1 Roof Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S . Mac Veigh, P.E , Allan design on: 03-21 -2007 Project: BOLING'S RESIDENCE - Location: Header #10 Roof Framing plan Summary: 3.5 IN x 7.25 IN x 4.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 108.6% Controlling Factor: Area / Depth Required 4.4 In LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uplift Load A 750 Lb 515 Lb 1265 Lb 0 Lb B 750 Lb 515 Lb 1265 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 375 Plf 252 Plf 6 PIf 633 PIf Span = 4 ft Roof Beamf 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Bruce S . Mac Veigh, P.E , Allan design on: 03-22 -2007 : 04:47:24 AM Project: BOLING'S RESIDENCE - Location: header # 12 Roof Framing plan Summary: 3.5 IN x 9.25 IN x 6.75 FT /#2 - Douglas Fir -Larch - Dry Use Section Adequate By: 43.5% Controlling Factor: Area / Depth Required 7.67 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: wT= Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 Cf =1.20 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 3.375 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= I= 0.03 IN 0.05 IN = U1737 0.08 IN = U1027 1245 LB 861 LB 2106 LB 0.96 IN 6.75 FT 0.0 FT 6 :12 360 240 25.0 PSF 15.0 PSF 0.75 FT 25.0 PSF 15.0 PSF 14.0 FT 1.15 8 PLF 6.75 FT 369 PLF 255 PLF 624 PLF 900 PSI 95 PSI 1600000 PSI 625 PSI 1242 PSI 109 PSI 3554 FT -LB 1643 LB 34.34 N3 49.91 N3 22.55 N2 32.38 N2 53.96 N4 230.84 N4 Roof Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S . Mac Veigh, P.E , Allan design on: 03 -22 -2007 Project: BOLING'S RESIDENCE - Location: header # 12 Roof Framing plan Summary: 3.5 IN x 9.25 IN x 6.75 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 43.5% Controlling Factor: Area / Depth Required 7.67 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 3000 1500 Shear (Ibs) 0 -1500 -3000 4000 2000 - Moment (ft -lb) 0 -2000 - -4000 -0.08 - -0.04 - Deflection (in) 0 0.04 - 0.08 - 2106 Ibs @Oft Span = 6.75 ft Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. 3554 ft-lbs @ 3 ft -2106 lbs @ 7 ft . A Roof Beam] 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S . Mac Veigh, P.E , Allan design on: 03 -22 -2007 Project: BOLING'S RESIDENCE - Location: header # 12 Roof Framing plan Summary: 3.5 IN x 9.25 IN x 6.75 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 43.5% Controlling Factor: Area / Depth Required 7.67 In LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uplift Load A 1245 Lb 861 Lb 2106 Lb 0 Lb B 1245 Lb 861 Lb 2106 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 369 Plf 247 Plf 8 Plf 624 Plf W Span =6.75 ft Roof Beamf 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Bruce S . Mac Veigh, P.E , Allan design on: 03-22 -2007 : 05:32:32 AM Project: BOLING'S RESIDENCE - Location: Header #13 Roof Framing plan Summary: 3.5 IN x 9.25 IN x 7.0 FT /#2 - Douglas Fir -Larch - Dry Use Section Adequate By: 32.9% Controlling Factor: Section Modulus / Depth Required 8.02 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: • Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Lad'I= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: wT= Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc _perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 Cf =1.20 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 3.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= I= 0.04 IN 0.05 IN = U1532 0.09 IN = U905 1313 LB 908 LB 2220 LB 1.02 IN 7.0 FT 0.0 FT 6 :12 360 240 25.0 PSF 15.0 PSF 2.0 FT 25.0 PSF 15.0 PSF 13.0 FT 1.15 8 PLF 7.0 FT 375 PLF 259 PLF 634 PLF 900 PSI 95 PSI 1600000 PSI 625 PSI 1242 PSI 109 PSI 3886 FT -LB 1732 LB 37.54 49.91 23.78 32.38 61.19 230.84 N3 N3 N2 N2 N4 N4 Roof Beam] 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S . Mac Veigh, P.E , Allan design on: 03-22 -2007 Project: BOLING'S RESIDENCE - Location: Header #13 Roof Framing plan Summary: 3.5 IN x 9.25 IN x 7.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 32.9% Controlling Factor: Section Modulus / Depth Required 8.02 In LOADING DIAGRAM I A h Reactions Live Load Dead Load Total Load Uplift Load A 1312 Lb 908 Lb 2220 Lb 0 Lb B 1312 Lb 908 Lb 2220 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 375 Plf 252 Plf 8 Plf 634 Plf Span =7ft Roof Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S . Mac Veigh, P.E , Allan design on: 03-22 -2007 Project: BOLING'S RESIDENCE - Location: Header #13 Roof Framing plan Summary: 3.5 IN x 9.25 IN x 7.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 32.9% Controlling Factor: Section Modulus / Depth Required 8.02 In LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uplift Load A 1312 Lb 908 Lb 2220 Lb 0 Lb B 1312 Lb 908 Lb 2220 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 375 Plf 252 Plf 8 Plf 634 Plf W Span = 7 ft Roof Beam' 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Bruce S . Mac Veigh, P.E , Allan design on: 03-22 -2007 : 05:47:12 AM Project: BOLING'S RESIDENCE - Location: header # 17= 18= 19 =20 =21 Roof Framing plan Summary: 3.5 IN x 7.25 IN x 3.5 FT /#2 - Douglas Fir -Larch - Dry Use Section Adequate By: 191.4% Controlling Factor: Area / Depth Required 3.59 In • Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: wT= Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 Cf =1.30 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 1.75 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreg= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= 1= 0.00 IN 0.01 IN = U6808 0.01 IN = U4029 569 LB 392 LB 961 LB 0.44 IN 7.50 30.66 8.71 25.38 6.62 111.15 3.5 FT 0.0 FT 6 : 12 360 240 25.0 PSF 15.0 PSF 12.0 FT 25.0 PSF 15.0 PSF 1.0 FT 1.15 6 PLF 3.5 FT 325 PLF 224 PLF 549 PLF 900 PSI 95 PSI 1600000 PSI 625 PSI 1346 PSI 109 PSI 841 FT -LB 634 LB N3 N3 N2 N2 N4 N4 Roof Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S . Mac Veigh, P.E , Allan design on: 03-22 -2007 Project: BOLING'S RESIDENCE - Location: header # 17= 18= 19 =20 =21 Roof Framing plan Summary: 3.5 IN x 7.25 IN x 3.5 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 191.4% Controlling Factor: Area / Depth Required 3.59 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 500 - Shear (Ibs) 0 -500 -1000 - 900 - 450 - Moment (ft-lb) 0 -450 - -900 -0.02 -0.01 - Deflection (in) 0 0.01 - 1000 961 Ibs @ O ft 0.02 Span = 3.5 ft Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. 0.01in @1.8ft -961 Ibs @ 4 ft A A Roof Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S . Mac Veigh, P.E , Allan design on: 03-22 -2007 Project: BOLING'S RESIDENCE - Location: header # 17= 18= 19 =20 =21 Roof Framing plan Summary: 3.5 IN x 7.25 IN x 3.5 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 191.4% Controlling Factor: Area / Depth Required 3.59 In LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uplift Load A 569 Lb 392 Lb 961 Lb 0 Lb B 569 Lb 392 Lb 961 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 325 PIf 218 PIf 6 PIf 549 PIf W Span = 3.5 ft Roof Beamf 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Bruce S . Mac Veigh, P.E , Allan design on: 03-22 -2007 : 05:51:22 AM Project: BOLING'S RESIDENCE - Location: header # 25 Roof Framing plan Summary: 3.5 IN x 11.25 IN x 18.5 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 21.4% Controlling Factor: Section Modulus / Depth Required 10.21 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: L/ Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW Roof Live Load -Side Two: LL Roof Dead Load -Side Two: DL Tributary Width -Side Two: TW Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adj= Total Uniform Load: wT= Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fcperp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 Cf =1.10 FV: Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 9.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= 1= 0.24 IN 0.30 IN = U746 0.53 IN = U415 694 LB 554 LB 1248 LB 0.57 IN 18.5 FT 0.0 FT 6 : 12 360 240 25.0 PSF 15.0 PSF 2.0 FT 25.0 PSF 15.0 PSF 1.0 FT 1.15 10 PLF 18.5 FT 75 PLF 60 PLF 135 PLF 900 PSI 95 PSI 1600000 PSI 625 PSI 1139 PSI 109 PSI 5770 FT -LB 1123 LB 60.82 73.83 15.42 39.38 240.16 415.28 N3 N3 N2 N2 N4 N4 Roof Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S . Mac Veigh, P.E , Allan design on: 03-22 -2007 Project: BOLING'S RESIDENCE - Location: header # 25 Roof Framing plan Summary: 3.5 IN x 11.25 IN x 18.5 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 21.4% Controlling Factor: Section Modulus / Depth Required 10.21 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 2000 -" 1248 Ibs @ 0 ft 1000 - Shear (Ibs) 0 -1000 - -2000 - 6000 - 3000 - Moment (ft-lb) 0 -3000 - -6000 - -0.6 - -0.3 - Deflection (in) 0 0.3 - 0.6 - Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. 0.535 in @ 9.3 ft Span = 18.5 ft -1248 Ibs @ 19 ft —�', A Roof Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S . Mac Veigh, P.E , Allan design on: 03-22 -2007 Project: BOLING'S RESIDENCE - Location: header # 25 Roof Framing plan Summary: 3.5 IN x 11.25 IN x 18.5 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 21.4% Controlling Factor: Section Modulus / Depth Required 10.21 In LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uplift Load A 694 Lb 554 Lb 1248 Lb 0 Lb B 694 Lb 554 Lb 1248 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 75 Plf 50 Plf 10 Plf 135 Plf Span = 18.5 ft Roof Beamf 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Bruce S. Mac Veigh, P.E , Allan Design on: 02 -09 -2007: 10:45:09 AM Project: BOLING'S RESIDENCE - Location: Beam # 1 Roof Framing plan Summary: 3.5 IN x 7.25 IN x 10.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 127.2% Controlling Factor: Section Modulus / Depth Required 4.81 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: L/ Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adj= Total Uniform Load: wT= Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 Cf =1.30 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 5.0 ft from left support Critical moment created by combining all dead and live Toads. Controlling Shear: V= At a distance d from support. Critical shear created by combining all dead and live Toads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireg= I= 0.07 IN 0.09 IN = U1380 0.15 IN = U784 344 LB 261 LB 605 LB 0.28 IN 10.0 FT 0.0 FT 6 :12 240 180 25.0 PSF 15.0 PSF 2.0 FT 25.0 PSF 15.0 PSF 0.75 FT 1.15 6 PLF 10.0 FT 69 PLF 52 PLF 121 PLF 900 PSI 95 PSI 1600000 PSI 625 PSI 1346 PSI 109 PSI 1513 FT -LB 533 LB 13.49 N3 30.66 N3 7.31 N2 25.38 N2 25.53 N4 111.15 N4 Roof Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S. Mac Veigh, P.E , Allan Design on: 02 -09 -2007 Project: BOLING'S RESIDENCE - Location: Beam # 1 Roof Framing plan Summary: 3.5 IN x 7.25 IN x 10.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 127.2% Controlling Factor: Section Modulus / Depth Required 4.81 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 700 6051bs @Oft 350 Shear (lbs) 0 -350 -700 605 lbs @ 10 ft 2000 1000 Moment (ft -lb) 0 -1000 - -2000 -0.2 -0.1 - Deflection (in) 0 0.1 - 1513 ft-lbs @5ft 0.2 0.153 in @ 5 ft Span = 10 ft Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live Toads. Roof Beam[ 2000 International Building Code (97 NDS)] Ver: 6.00.7 By: Bruce S. Mac Veigh, P.E , Allan Design on: 02 -09 -2007 Project: BOLING'S RESIDENCE - Location: Beam # 1 Roof Framing plan Summary: 3.5 IN x 7.25 IN x 10.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 127.2% Controlling Factor: Section Modulus / Dep h Required 4.81 LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uplift Load A 344 Lb 261 Lb 605 Lb 0 Lb B 344 Lb 261 Lb 605 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 69 Plf 46 Plf 6 Plf 121 Plf W Span = 10 ft Roof Beamf 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Bruce S. Mac Veigh, P.E , Allan Design on: 02 -09 -2007: 10:52:42 AM Project: BOLING'S RESIDENCE - Location: Beam # 2 Roof Framing plan Summary: 3.5 IN x 7.25 IN x 10.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 58.7% Controlling Factor: Section Modulus / Depth Required 5.75 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adj= Total Uniform Load: wT= Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc_perp= • Adjusted Properties Fb'= Fb' (Tension): Adjustment Factors: Cd =1.15 Cf =1.30 • Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 5.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= At a distance d from support. Critical shear created by combining all dead and live Toads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): keg= 1= 0.09 IN 0.13 IN = U949 0.22 IN = L/548 500 LB 366 LB 866 LB 0.40 IN 10.0 FT 0.0 FT 6 :12 240 180 25.0 PSF 15.0 PSF 2.0 FT 25.0 PSF 15.0 PSF 2.0 FT 1.15 6 PLF 10.0 FT 100 PLF 73 PLF 173 PLF 900 PSI 95 PSI 1600000 PSI 625 PSI 1346 PSI 109 PSI 2166 FT -LB 762 LB 19.31 30.66 10.47 25.38 36.54 111.15 N3 N3 N2 N2 N4 N4 Roof Beam( 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Bruce S. Mac Veigh, P.E , Allan Design on: 02 -09 -2007: 10:52:45 AM Project: BOLING'S RESIDENCE - Location: Beam # 2 Roof Framing plan Summary: 3.5 IN x 7.25 IN x 10.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 58.7% Controlling Factor: Section Modulus / Depth Required 5.75 In Deflections: Dead Load: DLD= 0.09 IN Live Load: LLD= 0.13 IN = L/949 Total Load: TLD= 0.22 IN = L/548 Reactions (Each End): Live Load: LL -Rxn= 500 LB Dead Load: DL -Rxn= 366 LB Total Load: TL -Rxn= 866 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.40 IN Beam Data: Span: L= 10.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 6 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Roof Loading: Roof Live Load -Side One: LL1= 25.0 PSF Roof Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 2.0 FT Roof Live Load -Side Two: LL2= 25.0 PSF Roof Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 2.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 6 PLF Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 10.0 FT Beam Uniform Live Load: wL= 100 PLF Beam Uniform Dead Load: wD_adi= 73 PLF Total Uniform Load: wT= 173 PLF Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= 900 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1346 PSI Adjustment Factors: Cd =1.15 Cf =1.30 Fv': Fv'= 109 PSI Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 2166 FT -LB 5.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 762 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 19.31 N3 S= 30.66 N3 Area (Shear): Areq= 10.47 N2 A= 25.38 N2 Moment of Inertia (Deflection): Ireq= 36.54 N4 1= 111.15 N4 Roof Beam( 2000 International Building Code (97 NDS) J Ver: 6.00.7 By: Bruce S. Mac Veigh, P.E , Allan Design on: 02 -09 -2007 Project: BOLING'S RESIDENCE - Location: Beam # 2 Roof Framing plan Summary: 3.5 IN x 7.25 IN x 10.0 FT / #2 - Douglas Fir -Larch - Dry Use • Section Adequate By: 58.7% Controlling Factor: Section Modulus / Depth Required 5.75 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 900 -866 Ibs @ 0 ft 450 Shear (Ibs) 0 -450 - -900 3000 1500 - Moment (ft -lb) 0 -1500 - -3000 - -0.3 -0.15 - Deflection (in) 0 0.15 - 0.3 - Span = 10 ft Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. 2166 ft- Ibs @ 5 ft 0.219 in @5ft -866 lbs @ 10 ft Roof Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S. Mac Veigh, P.E , Allan Design on: 02 -09 -2007 Project: BOLING'S RESIDENCE - Location: Beam # 2 Roof Framing plan Summary: 3.5 IN x 7.25 IN x 10.0 FT / #2 - Douglas Fir -Larch - Dry Use • Section Adequate By: 58.7% Controlling Factor: Section Modulus / Depth Required 5.75 In LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uplift Load A 500 Lb 366 Lb 866 Lb 0 Lb B 500 Lb 366 Lb 866 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 100 Plf 67 Plf 6 Plf 173 Plf W Span = 10 ft Roof Beam( 2000 International Building Code (97 NDS) Ver: 6.00.7 By: Bruce S. Mac Veigh, P.E , Allan Design on: 02 -09 -2007: 10:54:24 AM Project: BOLING'S RESIDENCE - Location: Beam # 3 Roof Framing plan Summary: 3.5 IN x 7.25 IN x 6.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 22.8% Controlling Factor: Section Modulus / Depth Required 6.54 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: L/ Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adj= Total Uniform Load: wT= Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 Cf =1.30 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 3.0 ft from left support Critical moment created by combining all dead and live Toads. Controlling Shear: V= At a distance d from support. Critical shear created by combining all dead and live Toads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= I= 0.04 IN 0.06 IN = U1191 0.10 IN = U706 1106 LB 761 LB 1867 LB 0.85 IN 6.0 FT 0.0 FT 6 :12 240 180 25.0 PSF 15.0 PSF 14.0 FT 25.0 PSF 15.0 PSF 0.75 FT 1.15 6 PLF 6.0 FT 369 PLF 254 PLF 622 PLF 900 PSI 95 PSI 1600000 PSI 625 PSI 1346 PSI 109 PSI 2800 FT -LB 1493 LB 24.97 30.66 20.51 25.38 28.35 111.15 N3 N3 N2 N2 N4 N4 Roof Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S. Mac Veigh, P.E , Allan Design on: 02 -09 -2007 Project: BOLING'S RESIDENCE - Location: Beam # 3 Roof Framing plan Summary: 3.5 IN x 7.25 IN x 6.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 22.8% Controlling Factor: Section Modulus / Depth Required 6.54 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 2000 -'■ 18671bs @ O ft 1000 Shear (Ibs) 0 -1000 -2000 3000 1500 - Moment (ft-lb) 0 -1500 - -3000 -0.2 -0.1 - Deflection (in) 0 0.1 - 0.2 00 ft-Ibs @ 3 ft - 18671bs @ 6 ft Controlling Load Cases: Shear: Critical shear created by combining all dead and live Toads. Moment: Critical moment created by combining all dead and live Toads. Deflection: Critical deflection created by combining all dead and live Toads. 0.102 in @3ft Span = 6 ft Roof Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S. Mac Veigh, P.E , Allan Design on: 02 -09 -2007 Project: BOLING'S RESIDENCE - Location: Beam # 3 Roof Framing plan Summary: 3.5 IN x 7.25 IN x 6.0 FT / #2 Douglas Fir -Larch - Dry Use Section Adequate By: 22.8% Controlling Factor: Section Modulus / Depth Required 6.54 In LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uplift Load A 1106 Lb 761 Lb 1867 Lb 0 Lb B 1106 Lb 761 Lb 1867 Lb O Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 369 Plf 247 Plf 6 Plf 622 Plf W Span = 6 ft Column' 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Bruce S . Mac Veigh, P.E , Allan design on: 03-22 -2007 : 04:49:47 AM Project: BOLING'S RESIDENCE - Location: under Beam # 2and 3 roff plan Summary: 5.5 IN x 5.5 IN x 12 FT / #2 - Hem -Fir - Dry Use Section Adequate By: 74.0% Vertical Reactions: Live: Vert- LL -Rxn= 1606 LB Dead: Vert- DL -Rxn= 1228 LB Total: Vert- TL -Rxn= 2834 LB • Axial Loads: Live Loads: PL= 1606 LB Dead Loads: PD= 1127 LB Column Self Weight: CSW= 101 LB Total Loads: PT= 2834 LB Eccentricity (X -X Axis): ex= 0.00 IN Eccentricity (Y -Y Axis): ev= 0.00 IN Axial Duration Factor: Cd- Axial= 1.00 Column Data: Length: L= 12.0 FT Maximum Unbraced Length (X -X Axis): Lx= 12.0 FT Maximum Unbraced Length (Y -Y Axis): Ly= 12.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X Axis): dx= 5.50 IN Column Section (Y -Y Axis): dy= 5.50 IN Area: A= 30.25 1N2 Section Modulus (X -X Axis): Sx= 27.73 IN3 Section Modulus (Y -Y Axis): Sy= 27.73 1N3 Slendemess Ratio: Lex/dx= 26.18 Ley /dy= 26.2 Properties For: #2- Hem -Fir Compressive Stress: Fc= 575 PSI Modulus of Elasticity: E= 1100000 PSI Bending Stress (X -X Axis): Fbx= 575 PSI Bending Stress (Y -Y Axis): Fby= 575 PSI Adjusted Properties: Fc': Fc'= 360 PSI Adjustment Factors: Cd =1.00 Cp =0.63 • Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 94 PSI Allowable Compressive Stress: Fc'= 360 PSI • Foundation Plan Uniformly Loaded Floor Beamf 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Bruce S . Mac Veigh, P.E , Allan design on: 03-22 -2007 : 06:13:48 AM Project: BOLING'S RESIDENCE - Location: Beam # 1 to 12 Summary: 3.5 IN x 9.5 IN x 6.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 17.8% Controlling Factor: Area / Depth Required 8.31 In • Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= • Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= ,. Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Unbraced Length -Top of Beam: Lu= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: U Floor Loading: Floor Live Load -Side One: LL1= Floor Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Floor Live Load -Side Two: LL2= Floor Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Live Load Duration Factor: Cd= Wall Load: WALL= Beam Loading: Beam Total Live Load: wL= Beam Self Weight: BSW= Beam Total Dead Load: wD= Total Maximum Load: wT= Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc .perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 Cf=1.20 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 3.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= At a distance d from support. Critical shear created by combining all dead and live Toads. Comparisons With Required Sections: Section Modulus (Moment): A Sreq= 40.28 S= 52.65 Area (Shear): 28.24 A= 33.25 Moment of Inertia (Deflection): Ire q = = 52.84 I= 250.07 0.02 IN 0.04 IN = U1704 0.06 IN = U1227 1740 LB 677 LB 2417 LB 1.10 IN 6.0 FT 0.0 FT 360 240 40.0 PSF 15.0 PSF 7.25 FT 40.0 PSF 15.0 PSF 7.25 FT 1.00 0 PLF 580 PLF 8 PLF 226 PLF 806 PLF 900 PSI 95 PSI 1600000 PSI 625 PSI 1080 PSI 95 PSI 3625 FT -LB 1788 LB N3 N3 N2 N2 N4 N4 Uniformly Loaded Floor Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S . Mac Veigh, P.E , Allan design on: 03-22 -2007 Project: BOLING'S RESIDENCE - Location: Beam # 1 to 12 Summary: 3.5 IN x 9.5 IN x 6.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 17.8% Controlling Factor: Area / Depth Required 8.31 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 3000 -' 2417 Ibs @ 0 ft 1500 - Shear (Ibs) 0 -1500 - -3000 4000 2000 - Moment (ft-lb) 0 -2000 - -4000 -0.05 -0.025 - Deflection (in) 0 0.025 - 0.05 Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live Toads. Deflection: Critical deflection created by live loads only. 3625 ft- Ibs @ 3 ft — 0.042in @3ft Span = 6 ft - 24171bs @6ft Uniformly Loaded Floor Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S . Mac Veigh, P.E , Allan design on: 03-22 -2007 Project: BOLING'S RESIDENCE - Location: Beam # 1 to 12 Summary: 3.5 IN x 9.5 IN x 6.0 FT / #2 - Douglas Fir -Larch - Dry Use • Section Adequate By: 17.8% Controlling Factor: Area / Depth Required 8.31 In LOADING DIAGRAM • . A B H Span = 6 ft ''l ; Reactions Live Load Dead Load Total Load Uplift Load A 1740 Lb 677 Lb 2417 Lb O Lb B 1740 Lb 677 Lb 2417 Lb O Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 580 Plf 217 Plf 8 Plf 806 Plf W Footing Design f 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Bruce S . Mac Veigh, P.E , Allan design on: 03-22 -2007 : 06:14:55 AM Project: BOLING'S RESIDENCE - Location: footing under beam # 3 and 4 Typical Summary: Footing Size: 1.5 FT x 1.5 FT x 10.00 IN * Footing has been designed without reinforcement i Footing Loads: Live Load: PL= 1000 LB Dead Load: PD= 800 LB Total Load: PT= 1800 LB • Ultimate Factored Load: Pu= 2820 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1000 PSF • Concrete Compressive Strength: F'c= 2500 PSI Footing Size: Width: W= 1.5 FT Length: L= 1.5 FT Depth: Depth= 10.00 IN Effective Concrete Depth: d= 8.00 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 800 PSF Effective Allowable Soil Bearing Pressure: Qe= 875 PSF Required Footing Area: Areq= 2.06 SF Area Provided: A= 2.25 SF Baseplate Bearing: Bearing Required: Bearing= 2820 LB Allowable Bearing: Bearing- Allow= 44200 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 157 LB Allowable Beam Shear: vc1= 6240 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 48.00 IN Punching Shear: Vu2= 1567 LB Allowable Punching Shear: vc2= 33197 LB Bending Calculations: • Factored Moment: Mu= 6345 IN -LB Nominal Moment Strength: Mn= 31200 IN -LB 07 -31 -2009 MCAULEY CONSTRUCTION 214NW52ST SEATTLE WA 98107 RE: Permit No. D07 -134 11636 42 AV S TUKW Dear Permit Holder: City of Tukwila Department of Community Development Jim Haggerton, Mayor Jack Pace, Director In reviewing our current records the above noted permit has not received a fmal inspection by the City of Tukwila Building Division. Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206 -431 -2451 to schedule for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for additional periods not exceeding 90 days each. Extension requests must be In writinf and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 09/24/2009 , your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, er Marshall, Pe •• t Technician xc: Permit File No. D07 -134 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 - 367n • Fa v• 21)#_421_7AAC April 14, 2009 Gerry McAuley McAuley Construction 214 NW 52 Street Seattle, WA 98107 RE: Request for Extension Development Permit No. D07 -134 Boling Residence —11636 42 Ave S Dear Mr. McAuley, This letter is in response to your written request for an extension to Permit No. D07 -134. The Building Official has reviewed your letter and considered your request to extend the above referenced permit. The City of Tukwila Building Division will be extending the expiration date of your permit an additional 90 days, through September 24, 2009. If you should have any questions, please contact our office at (206) 431 -3670. Sincerely, ifer Marshall it Technician File: Permit No. D07 -134 Cizy of Tukwila Department of Community Development Jack Pace, Director P:\Pemiit Cente?Extension Letters\Permits\20071D07 -134 Permit Extension.doc jem 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 Jim Haggerton, Mayor Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 : McAuley CONSTRUCTION April 13, 2009 Bob Benedicto Building Official Department of Community Development, City of Tukwila 6300 Southcenter BLVD Tukwila, WA 98188 - 8548 RE: Permit No. D07 11636 42 AV S TUKW Dear Bob: Gerdy McAuley Owner 214 NW 52nd ST Phone: 206.388.7737 Seattle. WA 98107 Fax 206299.3126 E-mail: jaaue@mcauleyconstruction.com -It 441 qo ,mMM Our building permit for this project is set to expire on 5/25/2009 and we have received a letter explaining the correct procedure for extending the due date for project completion. At this time we would like to request an extension due to the following circumstances: • hi November of 2008, we reformed and poured the street curb, gutter and sidewalk. As we were completing the pour, we had a heavy downpour of rain. In spite of our efforts, we were unable to save the integrity of the work that we completed. As a result, the Public Works inspection was not approved. • Since then, we have not found a time to complete the work because we were afraid of being caught in another rain/snow/hail storm. • We would like to request a 90 day extension to ensure that we will be able to re- pour the street curb and gutter in warmer and more accommodating weather so that we don't run the risk of needing to do the work over for a third time. We greatly appreciate your patience in allowing us to complete the job in the correct manner. If you have any questions or concerns pertaining to our request, please don't hesitate to email me at Berry cr.mcaulevconstruction.com or call me at 253.318.7816. Sincerely, )6e 17 oGOGI of v 01 12_ 101 04 -02 -2009 MCAULEY CONSTRUCTION 214 NW 52 ST SEATTLE WA 98107 RE: Permit No. D07 -134 11636 42 AV S TUKW Dear Permit Holder: In reviewing our current records the above noted permit has not received a fmal inspection by the City of Tukwila Building Division. Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206 -431 -2451 to schedule for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for additional periods not exceeding 90 days each. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 05/25/2009 , your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician City of Tukwila Department of Community Development Jack Pace, Director '1.-1119 xc: Permit File No. D07 -134 Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 October 5, 2007 Alan C. Keimig 216 A Street NW Auburn WA 98001 RE: Request for Permit Application Extension Development Permit Application No. D07 -134 Boling Residence — 116xx 42 Av S Dear Mr. Keimig: This letter is in response to your written request for an extension to Permit Application No. D07- 134. The Building Official has reviewed your letter and considered your request to extend the above referenced permit application. The City of Tukwila Building Division will be extending the expiration date of your permit application for an additional 90 days (through January 7, 2008) as requested. If you should have any questions, please contact our office at (206) 431 -3670. Sincerely, arshall ermit - chnician File: Permit No. D07 -134 City of Tukwila Department of Community Development Steve Lancaster, Director P:\Permit Center\Extension Letters\Pemit Applications\DO7 -134 Application Extension.doc jem Steven M. Mullet, Mayor 6300 Southcenter Boulevard,. Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 September 4, 2007 Jennifer Marshall Permit Technician Department of Community Development City of Tukwila 6300 Southcenter Boulevard Suite #100 Tukwila, WA 98188 Re: Permit Application No. D07 -134 Dear Ms. Marshall, Pursuant to your letter of August 30, 2007 I am requesting continuance on the above permit application beyond the October 9, 2007 date of expiration. It appears all aspects of the project are approvable accept the division potential of the property which the owners wanted to peruse. Due to the many impacting criteria to implement the division we recently withdraw the request to partition the property and now seek only the building permit for the single family residence. I assume with the withdrawal the permit will be shortly forthcoming as several issues involved with the division should now be dissolved. In addition the submitting individual Kham Phengphachanh has taken employment with another firm so it will be helpful to have all correspondence address to me as undersigned and Architect of the firm. Please let me know if there are other issues that I should immediately address concerning this permit so we can all resolve them and move forward to the construction of this residence. I appreciate your review and hopefully will expect the permit prior to the expiration date still prudently request the continuance also at this time. Rec. , Alan C. Keimig Architect 61-er) ■ kge: C: \tkabfce\ template \KeimigLetterheadTemplate THE KEIMIG`SSOCIATES ARCH ITECTS— PLANNERS 216 A STREET NW, AUBURN, WA 98001 (253) 939 -3232, FAX (253) 735 -1309 4-0 1ia�r �fv i t6# / 7 Ctiv io EA .009 ►o(po1CrA- -061— oltifl-W DATE: CONTACT: RE: ADDRESS: ZONING: PLANNING DIVISION COMMENTS September 6, 2007 Kham Phenghachanh 007 -134 116XX 42 Ave S LDR The Planning Division of DCD has reviewed the above permit application. The application as submitted is approved, however please note: 1. The City is making no warranties or guarantees that a short plat can be approved on this property at a future date. As has been noted to you, if you intend on installing an access road to serve two homes in the rear of the property, that area of the access road will be subtracted from the front lot. The front yard must be able to have a least 6500 square feet of lot area not including the access road. Additionally, the house must meet all development standards as part of any short plat approved. Most likely you will only be able to have one house in the rear of the property. You are proceeding at your own risk. 08 -30 -2007 KHAM PHENGPHACHANCH 216 A ST NW AUBURN WA 98001 Dear Permit Applicant: RE: Permit Application No. D07 -134 City of Tukwila Steven M Mullet, Mayor Department of Community Development Steve Lancaster, Director In reviewing our current permit application files, it appears that your permit application applied for on 04/12/2007 , 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 10/09/2007 . 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 10/09/2007. 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, fer Marshall Permit Technician xc: Permit File No. D07-134 f- 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 August 17, 2007 Kham Phengphachanh The Keimig Associates 216 A street NW Auburn, WA 98001 City of Tukwila Fire Department Application # D07 -134 Re: Boling Residence Correction Dear Al Metzler, Concerning the correction letter received on July 30, 2007, the following comments have been corrected. 1. Hammerhead tum -around legs are required to be 65 feet, measured from the inside comer to the end of the leg. The east leg of the tum- around is 45 feet. Currently the short plat for pane/ 3347400160 will be put off until after the proposed house is built. 2. A fire hydrant I required to be within 250 feet of the farthest structure measured by vehicular travel. It appears that house 2 and house 3 are too far from the existing hydrant shown on 42 Ave. S. There will be no other houses other then the proposed drawings Fire hydrants are recorded on either side of the property within 250 feet as indicated on sheet A1.1. 3. Fire department access roads are required to be a minimum 20 feet wide. The drawings indicate a 15 feet width. The short plat for an additional lot has been withdrawn so the aaaess road is not required. 4. The scale indicates on Sheet A1.1 do not appear to match the drawings, so actual distances are unclear. SheetA1.1 scale is revised to 1.10. August 17, 2007 Kham Phengphachanh The Keimig Associates 216A street NW Auburn, WA 98001 City of Tukwila Planning Department Application # D07 -134 Re: Boling Residence Correction Dear Brandon Miles, Conceming the correction letter received on July 30, 2007, the following comments have been corrected. 1. The house plans proposed has significant impacts on your proposed short plat As I noted on the phone, the access easement area cannot be included in the minimum lot area of lot one. Lot one must be able to have a least 6500 ft. without using the access easement. It is likely that there is only sufficient area to have a two lot short plat. One additional short plat may be pursued to the property in the future. As of now, the short p /at is withdrawn and not part of this submittal. August 17, 2007 Dear Joanna Spencer, Kham Phengphachanh The Keimig Associates 216A street NW Auburn, WA 98001 City of Tukwila Public Works Department Application # D07 -134 Re: Boling Residence Correction Form is attached to the revision submittal. Concerning the correction letter received on July 30, 2007, the following comments have been corrected. 1. Submit Traffic Concurrency Test Application fee in the amount of $300 shall be paid at the time of revision submittal. 2. Provide a brief narrative addressing the scope of your project. Application calls only for construction of the new residence. Are you planning to construct a full hammerhead private access road, storm drainage, and associated utility services for future lots under this permit? The fo /lowing statement has been added to Sheet A 1. On parcel number 3347400160, constructing a 2,633 S.F. single family residential housing on owner's vacant lot. Minimal ground disturbances with conforming design in order to formulate with surrounding neighbors Construction m411 begin immediately after permitted with 2-5 onsite construction workers during work hours from 7 -5 p.m., approximate construction completions between 4-6 months 3. Applicant shall contact Nora Gierioff, Planning Supervisor to determine if shoreline permit is required for future subdivision. A Shoreline permit will not be required with the subdivision withdrawn. 4. Show the nearest fire hydrant and show distance by means of vehicular travel to the property comer. Fire hydrants are now shown and distance indicated on the vicinity plan sheet A1.1. 5. Show the nearest power poles on each side of the property. Contact power and phone companies and how these utilities will serve your proposed residence and future lots. Power and utility poles have been shown on the site plans on both side of the site with the proposed utilities connection to the property. 6. One streetlight is required at the intersection of the public street and newly created private access road. The short plat private easement has been withdrawn as well as easement requirement to the submittal. Owner will have adequate lighting for the house and driveway. 7. Allentown sewer connection fee is $15,000 and water connection fee is estimated at $8, 247.13, pending City Council approval. Owner is aware of the fee pertaining to the sewer connection and prepared to pay with permit issuance 8. Submit executed Zing County Residential Sewer Use Certification. Sewer facility charges shall be paid to Metro and payment receipt submitted to Public Works prior to final sign -off. King County Residential Sewer Use Certification is attached to the re-submittal. 9. Submit construction cost estimate for utility and site work associated with this development including cost of erosion /sediment control. Construction cost estimate are included in the re-submittal. July 30, 2007 Kham Phengphachanh 216 A St NW Auburn WA 98001 City of Tukwila ila Steven M Mullet, Mayor Department of Community Development Steve Lancaster, Director RE: CORRECTION LETTER #1 Development Permit Application Number D07 -134 Boling Residence — 116xx 42 Av S Dear Ms. Phengphachanh, This letter is to inform you of corrections that must be addressed before your development permit(s) 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 Fire, Planning, and Public Works Departments. At this time the Building Department has no comments. Fire Department: Alan Metzler, at 206 575 -4407, if you have questions regarding the attached memo. Planning Department: Brandon Miles, at 206 431 -3684, if you have questions regarding the attached memo. Public Works Department: Joanna Spencer, at 206- 431 -2440, if you have questions regarding the attached memo. 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 messenzer service. If you have any questions, please contact me at (206) 431 -3760. Sincerely, 1\ Je Ter Pe ;tTe arshall hnician encl File No. D07 -244 P:\Permit Center \Cor ection Letters\2007\D07 -134 Correction Ur #1.DOC jem 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 I Project Name: Boling Residence 116XX 42 AV S FIRE DEPARTMENT REVIEW COMMENTS Permit File No.: D07 -134 Date: May 14, 2007 Reviewer: Al Metzler Fire Protection Project Coordinator 1. Hammerhead turn - around legs are required to be 65 feet, measured from the inside corner to the end of the leg. The east leg of the tum- around is 45 feet. 2. A fire hydrant is required to be within 250 feet of the farthest structure measured by vehicular travel. It appears that house 2 and house 3 are too far from the existing hydrant shown on 42 Av S. 3. Fire department access roads are required to be a minimum 20 feet wide. The drawings indicate a 15 feet width. 4. The scale indicated on Sheet A -1.1 does not appear to match the drawing, so actual distances are unclear. DATE: CONTACT: RE: ADDRESS: ZONING: May 11, 2007 Kham Phengphachanh 007 -134 116XX 42 Ave S LDR PLANNING DIVISION COMMENTS The Planning Division of DCD has reviewed the above permit application. The application as submitted cannot be approved. 1. The house plans proposed has significant impacts on your proposed short plat. As I noted on the phone, the access easement area cannot be included in the minimum lot area of lot one. Lot one must be able to have at least 6500 square feet without using the access easement. It is likely that there is only sufficient area to have a two lot short plat. (P:Joanna S /Comments 1 D07 -160) ' PUBLIC WORKS DEPARTMENT COMMENTS www.ci.tukwila.wa.us Development Guidelines and Design and Construction Standards DATE: July 25, 2007 PROJECT: Boling Residence REVIEW #: 1 PERMIT NO: D07 -134 PLAN REVIEWER: Contact Joanna Spencer (206) 431 -2440 if you have any questions regarding the following comments. 1) Submit Traffic Concurrency Test Application (form is attached) fee in the amount of $300.00 shall be paid at the time of revision submittal. 2) Provide a brief narrative addressing the scope of your project. Application calls only for construction of the new residence. Are you planning to construct a full hammerhead private access road, storm drainage, and associated utility services for future lots under this permit? t Allentown Phase II Water and Sewer project is not closed out yet, therefore, Public Works cannot supply accurate "as- builts" showing correct locations of sewer and water stubs. Revise hammerhead private access road and make sure layout on civil plans matches the architectural drawing. Please note that applicant is proceeding under his/her own risk by installing common infrastructure prior to filing for a short plat application. 3) Applicant shall contact Nora Gierloff, Planning Supervisor at (206) 433 -7141 to determine if shoreline permit is required for future subdivision. 4) Show the nearest fire hydrant and show distance by means of vehicular travel to the property corner. 5) Show nearest power poles on each side of your property. Contact power and phone companies and show how these utilities will serve your proposed residence and future lots. 6) One street light is required at the intersection of the public street and newly created private access road. 7) Allentown sewer connection fee is $15,000 and water connection fee is estimated at $8,247.13, pending City Council approval. 8) Submit executed King County Residential Sewer Use Certification. Sewer facility charges shall be paid to Metro and payment receipt submitted to Public Works prior to fmal sign -off. 9) Submit construction cost estimate for utility and site work associated with this development including cost of erosion/sediment control. April 19, 2007 Kham Phengphachanh 216 A St NW Auburn WA 98001 RE: Letter of Incomplete Application # 2 Development Permit Application D07 -134 Boling Residence —116xx 42 Av S Dear Ms. Phengphachanh: This letter is to inform you that your permit application received at the City of Tukwila Permit Center on April 12, 2007 is determined to be incomplete. Before your application can continue the plan review process the following item from the following department needs to be addressed: Fire Department: Alan Metzler, at 206 575 -4407, if you have any questions concerning the following comment. 1. The east leg of the hammerhead is still too short at 40 feet. The turning radii minimum is 20 feet. Indicate on plans. Please address the comment above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted threads the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 431 - 3670. Enclosures File: D07 -1 low City of Tukwila Department of Community Development Steve Lancaster, Director P:Vennifer\Incomplete Letters \2007 Incomplete Ltr #2.DOC jem Steven M Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 April 19, 2007 Kham Phengphachanh 216 A St NW Auburn WA 98001 RE: Letter of Incomplete Application # 1 Development Permit Application D07 -134 Boling Residence —116xx 42 Av S Dear Ms. Phengphachanh: This letter is to inform you that your permit application received at the City of Tukwila Permit Center on April 12, 2007 is determined to be incomplete. Before your application can continue the plan review process the following item from the following department needs to be addressed: Fire Department: Alan Metzler, at 206 575 -4407, if you have any questions concerning the following comment. 1. Hammerhead turn- around legs to be a minimum of 65 feet long measured from the inside corner with a turning radii of 20 feet and a minimum width of 20 feet. Please address the comment above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 431 -3670. Sincerely, e f' M rshall A M51f4 'c t 'cian Enclosures File: D07 -129 P:Vennifer\Incomplete Letters\2007\D07 -129 Incomplete Ltr #1r.DOC lem City of Tukwila Steven M Mullet, Mayor Department of Community► Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 - 431 -3665 ACTIVITY NUMBER: D07 -134 DATE: 08 -27 -07 PROJECT NAME: BOLING RESIDENCE SITE ADDRESS: 1 L(Q`0. AV S Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued DEPARTMENTS: Sll g -(�� ge Building Division 111 Fire Prevention ubl i� or 0 ;C Structural ❑ ERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete y Incomplete n Comments: TUES/THURS ROUT NG: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2 -28 -02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP DATE: DATE: Planning Division Permit Coordinator No further Review Required DUE DATE: 08-28-07 Not Applicable n Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: C DUE DATE: 09-5-07 Approved ❑ Approved with Conditions I " I Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D07 - 134 DATE: 05 - - PROJECT NAME: BOLING RESIDENCE SITE ADDRESS: 116XX 42 AV S Original Plan Submittal Response to Correction Letter # X Response to Incomplete Letter # 2 Revision # After Permit Issued DEPARTMENTS: S,�►5.•p1 Bui s i Ig Division XI Pu • is Works tX d 11 �t 4 .o1 Complete Comments: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2 -28-02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP dai 511-41 Fire Prevention Planning Division r�r (14 5.10 Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete n DATE: Permit Coordinator TUES/THURS ROU ING: Please Route Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: El DUE DATE: 05-08-07 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DUE DATE: 06-05-07 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: M Departments issued corrections: Bldg ❑ Fire PIngt Pv i] Staff Initials: DEPARTMENTS: Building Division Public Works Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: (y TUES/THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2 -2&02 .PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D07 -134 DATE: 04 -30 -07 PROJECT NAME: BOLING RESIDENCE SITE ADDRESS: 116XX 42 AV S Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # Revision # After Permit Issued d&'t k°'1 Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ❑ Incomplete Planning Division ❑ Permit Coordinator LETTER OF COMPLETENESS MAILED: No further Review Required DATE: DATE: tjti El DUE DATE: 05-01-07 Not Applicable ❑ Departments determined incomplete: Bldg ❑ Fire Ping ❑ PW ❑ Staff Initials:f`-t DUE DATE: 0529-07 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D07 -134 DATE: 04 -12 -07 PROJECT NAME: BOLING RESIDENCE SITE ADDRESS: 116XX 42 AV S X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: Building Division Public Works PLAN REVIEW /ROUTING SLIP r.,��RMIT COORD COPY domed 4"141 Fire Prevention I)I Structural DETERMINATION OF COMPLETENESS: (Tues., T urs.) Complete ❑ Incomplete Comments: TUES/THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2 -28 -02 Planning Division ❑ Permit Coordinator DUE DATE: 04-1 7 -07 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: *an- LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire, Ping ❑ PW ❑ Staff Initials: No further Review Required DATE: DATE: n DUE DATE: 05-15 -07 Approved with Conditions ❑ Not Approved (attach comments) n Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 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: �$ / 2 Plan Check/Permit Number: D07 -134 ❑ 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: Boling Residence Project Address: 1 16X 42 Av S Contact Person: Sheet Number(s): f 1. 1 , A' 1 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on \applications\forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: Steven M. Mullet, Mayor Steve Lancaster, Director RECEIVED CITY OF TuK' ►L4 AUG 2 7 2007 had Number: V ' a / Summary of Revision: 6 /n2dLGf reA4 s! "In 0/014-5 -540-'1 , > /`a 44Y� otiM,i�% J - » M Yes 401734 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us • Response to Incomplete Letter # 2 ❑ Revision # after Permit is Issued Contact Person: H.* ?t g& Pft f j' -t Phone Number: �.� • - w�ic. AA :l *r_ s. .�► . 1: 8'f VS' A 31 VA PTft 5 t N� sup P,\( (0 Sheet Number(s): 1' '-1.1 k " t "Cloud" or high all areas of revision including date of revision Received at the City of Tukwila Permit Center by// � k1(Pt.`�' t I f" Entered in Permits Plus on OS (OW \applications\forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: Steven M. Mullet, Mayor Steve Lancaster, Director REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 0 D 0 1 Plan Check/Permit Number: D07 -134 CITY ❑ Response to Correction Letter # MAY 0 7 2007 c ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Boling Residence Project Address: 1 16X 42 Av S 34-37.52, Summary of Revision: r V K -tm wt4 4 T V - 2U Cam' (� &'rH 2y/,j�,// {� . 11VO � •� �I Uh) Gt PLM) 1 lU (v A r '� S \�` `i /�✓ t P- Fwtll— LAIL i 1 REVISION SUBMITTAL Revision submittals must be submitted In person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: ' 3 /o ® Response to Incomplete Letter # 1 ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Narne: Bou RCS( OJC. Project Address: • re (?Q( 4 f 2 Au e. S Contact Person: k HAM em6P N AriA?J H Phone Number: (Z S'3) 73q -3232. Summary of Revision: ' r FM 1 irk H P AD • "1 -02A1— 4(1.nc1ND L€ LF i WAS INCREAC - D 13y 2S AND "TUr WIDTH w &s INCRE4se R to `, F1�C77 3 BulCD606 UtroPC (A/AS pe-(lei4Set� To (Zoo F. T ie (oT 3 IA) F1(TnA4TIoN - r#tivelf ITS PE Dues F TKe 1N F(LTIe,rtoN TRrNCH uAnn'12. T W emoL 4y uAS INc rkSc'D . Sheet Number(s): lip"' t C2_, C.. 3 r V — "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: JJ Entered in Permits Plus on City of Tukwila l apptications\tbrms-applications on Zinc revision submittal Created: 843 -2004 Revised: Department of Community Development 6300 SouthcenterBoulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us 2'd 60C1 SEL CS3 Plan Check/Permit Number: D07-134 Av1 Steven M. Mullet, Mayor Steve Lancaster, Director RECEIVED efTY OP TUKWILA APR 3 0 2007 rtitt4IT CENTER S3I1:1I0OSSd SIWI3N 3H1 EE2r90 GO EZ -zdEi Parcel No.: 3347400160 Permit Number: D07 -134 Address: 11636 42 AV S TUKW Issue Date: 11/15/2007 Suite No: Permit Expires On: 05/13/2008 Applicant: BOLING RESIDENCE DESCRIPTION OF WORK: CONSTRUCTION OF NEW 2082 SF SFR WITH 551 SF ATTACHED GARAGE AND 180 SF OF DECKING. Public Works activities include: ACCESS DRIVEWAY, SAN SEWER, STORM DRAINAGE, PERM WM, EROSION CONTROL. Water Meter Size:0.75 0 0 Quantity: 0 0 0 Water Meter Type: PERM Work Order Number: 5204g07 Connection Charge: Y $0.00 $0.00 $0.00 Installation: Y $0.00 $0.00 $0.00 Additional Install Deposit: $0.00 $0.00 $0.00 Plan Check Fee: Y $0.00 $0.00 $0.00 Inspection Fee: Y $0.00 $0.00 $0.00 Turn On Fee: Y $0.00 $0.00 $0.00 Subtotal: $0.00 $0.00 $0.00 Cascade Water Alliance (RCFC): Y TOTAL WATER FEES: $5,297.00 doc: WTRMTR City of,�'!'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 $5,297.00 METER #2 METER #3 $0.00 $0.00 D07 -134 Printed: 11 -15 -2007 Residential Sewer Use C Sewage Treatment Capacity Charge • To be completed for all new sewer connections, re- connections, or change of use of existing connections. • This form does not apply to repairs or replacements of existing sewer connections within five years of disconnect. Please Print or Type 11(0) Ziidt S Pro Street Addre1fr&Lnh11, s State 51 G ZIP Owner's Name ( 36 f1AL 5cid Owner's Mailing Address WA City / State ZIP pro - q3 - Owner's Phone Number (with Area Code) Property Contact Phone Number (with Area Code) Party to be Billed (if different than Owner): Name Street Address City State ZIP For King County Use Only Account # No. of RCEs Monthly Rate 6 Month Rate Sewer District Date of Sewer Connection Side Sewer Permit Number Building Name P6 13`f . -3/+ - 7(t6 — 6 Required: Property Tax Parcel Number Subdivision Name Subdivision Number Lot Number Block Number King County Department of Natural Resources and Parks Wastewater Treatment Division Residential Customer Please check appropriate box: Equivalent (RCE) -Single- family (free standing, detached only) 1.0 Multi-Family (any shared walls): ❑ Duplex (0.8 RCE per unit) 1.6 ❑ 3 -Plex (0.8 RCE per unit) 2.4 ❑ 4 -Plex (0.8 RCE per unit) 3.2 ❑ 5 or more (0.64 RCE per unit) No. of Units x 0.64 = ❑ Mobile home space (1.0 RCE per space) No. of Spaces x 1.0 - If Multi- family, will units be sold individually? ❑ Yes ❑ No If yes, will this property have a Homeowner's Association? ❑ Yes ❑ No Pursuant to King County Code 28.84, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge is established annually by the Metropolitan King County Council as a rate per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. The charge is collected semi - annually. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County Wastewater Treatment Division at 206 - 684 -1740. 1057 (Rev. 10/04) White — King County Please report any demolitions of pre- existing building on this property. Credit for a demolition may be given under some circumstances. Demolition of pre- existing building? ❑ Yes Was building on Sanitary Sewer? ❑ Yes Sewer disconnect date: Type of building demolished? Request to apply demolition credit to multiple buildings? ❑ Yes ❑ No /7 e I certify that the information given is correct. // • -rst -•d that the capacity charge levied will be based on this information and any deviation will require resubmi for •�• -ta�i, Signature of Owner /Representative �I►�i.�r��i� Print Name of Owner/Representative Yellow — Local inatio • a revised capacity charge. B Agency Pink — Sewer Gusto Date RECEIVED CITY tit- riwswiLA AUG 2 7 ZOO/ PEt f GEN I ER CORRECTION License Information License MCAULC *066KE Licensee Name MCAULEY CONSTRUCTION Licensee Type CONSTRUCTION CONTRACTOR UBI 601544165 Ind. Ins. Account Id Business Type INDIVIDUAL Address 1 214 N W 52ND ST Address 2 City SEATTLE County KING State WA Zip 98107 Phone 2067837200 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 5/5/1994 Expiration Date 10/25/2009 Suspend Date Separation Date Parent Company Previous License Next License Associated License Business Owner Information Name Role Effective Date Expiration Date MCAULEY, GERRY OWNER 05/05/1994 Look Up a Contractor, Electrician or Plumber License Detail Page 1 of 2 Washington State Department of Labor and Industries GeneraUSpecialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Bond Information Bond #4 Bond Company Name DEVELOPERS SURETY & INDEM CO Bond Account Number 188580C Effective Date 10/23/2001 Expiration Date Until Cancelled Cancel Date Impaired Date Bond Amount $12,000.00 Received Date 10/25/2001 DEVELOPERS https: // fortress. wa. gov /lni/bbip /printer.aspx ?License= MCAULC *066KE 11/15/2007 GENERAL REQUIREMENTS FOR ENERGY CONSERVATION: 1. Slabs on grade shall be provided with [" coarse of washed gravel sub —base a minimum of 4 inches thick. All perimeters of heated space shall be insulated to r=10 a minimum of 24 inches in width and insulated in an approved manner. All slabs shall be underlain with 6 mil. BLACK polyethylene. 2. All unheated crawlspace areas shall have a continuous layer of 6 mil BLACK vapor barrier which shall continue up foundation stem walls and under sill plates. Sill plates shall be set on a continuous sill sealer. 3. Continuous caulking shall be applied to all sole plates of exterior walls before they are set into place. 4. All rough openings around doors and windows shall be sealed with caulking or foam to create an air tight seal. 5. All penetrations in exterior buildings shell shall be weather sealed including holes for electrical, mechanical and plumbing. Sealing shall be preformed in approved manner to achieve permenance against air infiltration. 6. All perimeter rim joists and floor sheathing to rim joist shall be caulked or glued continuous. 7. Wall and ceiling insulation shall be face stapled to interior face of framing member or a 6 mil. polyethylene vapor barrier installed on interior face in an approved manner. Floor sheathing shall be exterior glue type and continually glued at all joints. Floor insulation shall be supported by webbing, twine, wire or breathable barrier in approved manner. Install vent baffle at exterior perimeter of all roof trusses to assure one inch vent space continuous above insulation. 8. Exterior walls shall have a continuous layer of breathable vapor barrier. Barrier shall be wrapped into window and door openings to create a continuous barrier to air infiltration. 9. All exterior penetration and ���srs •nd wi dows shall be weatherstripped. All attic access and crawl lac i sen gs sh iII be weatherstripped. Accesses shall be insulated to full req, ir-• tep 10, All electrical boxes on ext io wal s shall be sealed and gasketed. 11. All exhaust fans shall be pJ e closing backdraft dampers. 12. Fireplaces shall be fitted, with closing damper. Provide ey rior 3 744 --71417 7111 .: ` *i ► T �r'It I� I�;' i t -, ara ±� 1 Taal,.l •aigro rrl. c. :wrizeiya• .cabite +t�• grl■i 30' RO I-- CO V) CZ LLl 0 NO 0 Z • . • ♦ , , ,,'t 1 '! , ' , -»If Ta It 9 , No 0 0 co or metal doors and a tight II wood burning equipment. LE 4 4 , i 4• • POR {. NIRTH LINE OUTH 1/2 LOT 25 v . e A a 4 ASPHALT DRIVEWAY Q q 4 d , —fi'Ld 4 a UNDERGROUND POWER LINE °. METAL GARAGE 551 S.F. WATER METER C.O. 1" IRON PIPE FOUND SEPT 22, 1997 PER ROS #7803039024 GENERAL NOTES 1. All work shall meet all applicable codes. All materials, procedures, and construction installations shall meet and be in compliance with the current State Energy code. 2. Check and verify all dimension before proceeding with this work, and before performing any operation or phase of the work. Notify the Architect immediately of any discrepancies before proceeding. 3. All work shall be performed in a good workmanlike manner. 4. Obtain all necessary and required permits, testing, and approvals. 5. All footings shall bear on and be placed in organic soil, or properly placed compacted fill. 6. All concrete shall be 2000 psi. Minimum 5 1/2 sack mix. 7. All framing lumber shall be K.D. Hem —fir #2 grade, unless otherwise noted. 8. All glulam beams shall be fb =2400 grade unless other— wise noted. All beams with exterior exposure shall have exterior glue. All beams and columns exposed to view shall be architectural grade. 9. All nailing shall be as per the Uniform Building Code, latest adopted edition, minimum, or as otherwise noted. 4 a 4 • 4001INC DRAIN T EXISTING HOUSE 32' -5 2 600000 WO 78' -5y 10' -2Y2" PORCH NEW RESIDENCE 2082 S.F. 1 60.07' S9 0° 0 0' 0 0" W PROJECT DATA OWNER Robert & Rebecca Boling 6307 Ellis Ave. South Seattle, WA 98108 (206) 937 -6202 ARCHITECT: The Keimig Associates 216 A Street N.W. Auburn, WA. 98001 (253) 939 -3232 Fax: (253) 735 -1309 STRUCTURAL ENGINEER: Bruce MacVeigh 306 S. 7th St. Suite 210B Tacoma, WA 98402 (253) 223 -4447 CIVIL ENGINEER: Alta Cascade 310 N. Meridian, Suite 200 Puyallup, WA 98371 (253) 864 -6800 Fax: (253) 864 -6864 VENTILATION AND HVAC COMPLIANCE To the best of my knowledge and ability, the project plans show compliance with the required section(s) of the 2003 Washington State Energy Code and Ventilation and Indoor Air Quality Codes, i n C. Keimig, Architect # 2/051 Date 20' PRIVATE INGRESS, EGRESS & UTILTIES EASEMENT ESTABLISHED UPON THE CORDING OF THIS PLAT i ( 35-9Y2" OF941A10 56.87' ROOF OVERHAP S90 °00'00 "W D C -0 " 155.07 TING DRAIN 4 1 SCOPE OF THE PROJECT ON PARCEL NUMBER 3347400160, CONSTRUCTING A 2,633 S.F. SINGLE FAMILY RESIDENTIAL HOUSING ON OWNER'S VACANT LOT. MINIMAL GROUND DISTURBANCES WITH CONFORMING DESIGN IN ORDER TO FORMULATE WITH SURROUNDING NEIGHBORS. CONSTRUCTION WILL BEGIN IMMEDIATELY AFTER PERMITTED WITH 2-5 ONSITE CONSTRUCTION WORKERS DURING WORK HOURS FROM 7 -9 P.M., APPROXIMATE CONSTRUCTION COMPLETIONS BETWEEN 4 -6 MONTHS. BUILDING ENVELOPE COMPLIANCE PROOF I OVERHAND N XISTIN SHED PROJECT DATA PROJECT LOCATION; XXXX 42ND AVE S. TUKWILA, WA 98168 APPLICABLE CODES: 2003 I.B.C. WITH WASH. STATE —WIDE AMENDMENTS DAL LDR SETBACKS: FRONT: SIDES REAR: TAX PARCEL# 3347400160 LEGAL DESCRIPTION 24 -25 -26 2 HILLMANS MEADOW GARDENS DIV 1 S 24, 25 & 26 LESS W 160 FT OF 5 1/2 OF LOT 25. FOOTING DR DISCHARGE SEE CIVIL D To the best of my knowledge and ability, the project plans show compliance with the required sections Building Envelope, of the 2003 Washington State Energy code. +IN ;YSTEM :TAILS N 20 feet 5 feet 10 feet (L,(A i co O) L() LOT 1 SITE BUILDING FOOTPRINTS) MAX FOOTPRINT ( 35% TOTAL IMPERVIOUS(S) LANDSCAPED AREA(S) RESIDENCE TOTAL LIVING S.F. GARAGE C. Keim g, Architect # 205't �'�I N G SH =D SITE AREA TOTAL SITE 22,314 S.F.(0.51 AC) BUILDING FOOTPRINT (S) =2,633 s.f. 11.8%) TOTAL IMPERV1OUS(S) = 1,250 s.f. (5.6%) LANDSCAPED AREA(S) = 18,434 s.f. (82.6 %) ■ 55.45' EXISTING 6" DIA CHERRY =9,346 S.F(0.21 AC) =2,633 s.f. (28.1 %) OF LOT AREA) = 3,271 S.F = 1,141 s.f. (1 2.2%) =5,572 s.f. (59.7%) =2,082 SF =551 S.F. Date EXISTING SHED (TO BE REMOVED) EXISTING 10" DIA CHERRY EAST L I N E WEST 160' N S ITE PLAN 0 SC ALE : 1:1 DRAWING INDEX A -1 Vicinity Map, Site Plan, Notes A -2 Main Floor Plan, Window Schedules A -3 Elevations A -4 Sections, Wall Sections, Door Schedules A -5 Foundation, Floor framing A -6 Roof Plan, Notes A -7 Room Finish Schedule A -8 Fireplace Details, Notes A-9 Electrical Layout, Notes S1 Main Floor Shearwall Schedule and Holddown S2 Foundation Footing, Beams and Footings 53 Roof Structural Plan, Notes C1 Cover Sheet C2 Temporary Erosion and Sediment Control Plan & Details C3 Site, Drainage and Utility Plan C4 Drainage Details C5 Road Profile, Section and Utility Details C6 Standard Notes ENERGY COMPLIANCE To the best of my knowledge and ability, the the Electrical Plans show compliance with the required section(s) of the 2003 Washington State Energy Code Al /a C. Keimig, Architect # 2051 Date REVIEWED FOV. CODE COMPLIANCE. 0 . 2U , TsKila DIVISION SEPARATE PERMIT REQUIRED FOR: Wr Mechanical (W Electrical itOr Plumbing ridGas Piping City of Tukwila SLR .DING DIVISION BO RECEIVED CITY OF TUrvII AUG 2 /'but PEHNIIT Ct=N I ER 54.37' FILE COPY Permit No. 9 Ot13-4,—. Plan review approval Is Ito snore and omissions. Approval of construction docurnents does not authorize the violation of any adopted code or ordnance. Receipt of approved Field Copy and condition is • B Date: - City of Tukwila BUILDING DIVISION REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review tees. 518.40' ID 1)0 . r..p a yi "�.rx�. S ... S 116th Si • "' 1q� s. •` ` - A, yr VICINITY MAP SCALE: N.T.S. CORRECTION LTR# 1 1 REVISIONS REVISION 08 - -07 A(te, co co LU F_ cm � Q ‘<> # i nr , .‘\7 f / 44/ (1 ARCHITECTS PLANNERS JOB NUMBER: 06 -29 DATE 08-23-07 SHEET A-1 OF 7 (Sc GUTTER POWER PILE POWER P FIRE HYRANT 242 FEET FROM THE FARTHEST STRUCTURE MEASURED BY VEHICULAR TRAVEL .� I ; .,r��■,•.r� .rte ,►r1.5.tr1WS.1111 t. � C ■■1_ �c• wl.!C:: t��.��Llr,;.Irrzrrr�l�f�rlr. N•RTH LINE OUTH 1/2 LOT 25 1" IRON PIPE FIRE HYRANT 247 FEET FROM THE FARTHEST STRUCTURE MEASURED BY VEHICULAR TRAVEL GARAGE 551 S.F. WATER METER C.O. FOUND SEPT 22, 1997 PER ROS #7803039024 (M) MEASURED (C) CALCULATED x BARBWIRE FENCE EXISTING HOUSE 00041) Oti2 FOOTING DRAIN PORCH NEW RESIDENCE 2082 S.F. S90 °0000 "W ROOF OVERHA 100 YEAR FLOOD ZONE 10.4 FEET, ELEVATIONS CONVERTED TO 1929 NGVD. 20' PRIVATE INGRESS, EGRESS (Sic UTILTIES EASEMENT ESTABLISHED UPON THE ECORDING OF THIS PLAT S90 °00'00 "W )OTING DRAIN ROOFIOVERHAND N90 °00'00 "E FOOTING DR DISCHARGE SEE CIVIL D U1V ;YSTEM :TAILS E4t N G SH -D I 5.45' EXISTING 6" DIA CHERRY EXISTING SHED VICINITY PLAN C EXISTING 10" DIA CHERRY 518.40'(P) S 115th 5t s 113th St .. : . .. .n, S 11t1[h 5t •. _ RECEIVE 0 CITY OF TUI' vviLA AUG 2 7 zQ }7 PEHMIT CEI\ TIER REVISIONS &REVISION 04 -19 -07 REYIS19N 08-17-07 ARCHITECTS PLANNERS JOB NUMBER: 06 -29 DATE 08 -23 -07 SHEET A- 1 • OF-9- ' -$' 1' INSUL. GLASS, '4 SET MULLIONS 4 TRANSOMS PER ELEYS. 1 4@ ° -'F 40 SP u■.40 TOTAL WINDOW GLAZING = 361.4 SF TOTAL DOOR GLAZING = 40.00 SF TOTAL EXTERIOR GLAZING : 4�4 SF GLAZING/ 0: CF TOTAL FLOOR AREA' 2,633 SF) • 15.4% POR H 7n NOTES: I. WINDOWS TO BE U».40, SHGC ■0.45 1' INSULATED GLAZING, TEMPERED PER ELEVATIONS 2. SUBMIT SHOP DRAWINGS TO ARCHITECT FOR REVIEW PRIOR TO FABRICATION. 3. VERIFY ALL JOB CONDITIONS 4 DIMENSIONS PRIOR TO WORK NOTIFY ARCHITECT CP ANY DISCREPANCIES. 4. FRAMES TO BE ' MILGARD' MO� L 3 ' -2 /8 5' -0' BATHRO 41) 4I -0' I 7' -1' INSERT WINDOW INTO OPENING. SET FLANGES IN CONT. BEAD OF CAULK 6 SIDES 4 SILL - NOT HEAD . GALLERY J MASTER BEDROOM STEP 1 STEP 3 STEP 5 9' WIDE STRIP 'MOISTOP' OR 'BLUESKIN'. DO NOT ADHERE BOTTOM 2/3 OF STRIP. LEAVE LOOSE SO BUILDING PAPER MAY BE SLIPPED UNDER. - INSTALL GALV. METAL FLASHING 6 HEAD, EXTEND FLASHING 1' MIN. PAST SIDES OF WINDOW FRAME. LAUNDRY BEDROOM 1 11'-2y' 1 F5 - 7 .A.' . /.: 1. ?.17 / /:7 llr".1 irlA 1 g I ✓ ° iiz r OI �.�1•.'�i /�li /.: J> J�1.�_.�,- rte! „l -i�I ;iii _r�i�' MEEZZIEMECE MASTER BATHROOM • 1 1 f % l ill i /rr - ,//01 - ;ilk, ' ' /1 1 2'-0 g s I r trf ii rirrr °iit 1,0 0-;lii %`fitir iit lr1 . i 1. ?Mk:Jll %- :411lj✓Iti plie :reAri ii//f241ir #11. -V`:: 1/074 � . t i . r r/ ® w in — , NTRY ' iri .4,-„--mrelemm*orazel 0 _ , •YEN 478,701 elIjlt•:7 47 i irliC, lit.1lIl l !j / /flIIIYIi r iI f!1, .iiif _ 1111/r ii liCir y/ (-7/ Ilir °I /i/ iif wiriv■ 1 STEP 2 STEP 4 STEP 6 FIREPLI4CE 1212 TILE 2S' -1 GREAT ROOM INSTALL 4' WIDE STRIP 'MOISTOP' OR 'BLUESKIN' OVER WINDOW FLANGES ON SIDES. INSTALL 9' WIDE STRIP `MOISTOP' OR 'BLUESKIN' OVER METAL FLASHING 6 HEAD, FULLY ADHERE INSTALL BUILDING PAPER PER DRAWINGS STEP 1 RECEIVED CITY OF TUKon A Auto 2 PERMIT CEN I ER ARCHITECTS PLANNERS REVISIONS JOB NUMBER 06 -29 DATE 04 -12 -01 SHEET _ Z OF� EXTERIOR GLAZING SCHEDULE MARK SIZE MATERIAL REMARKS QU 4NT. AZED A A TOTAL L� O 9'- 0 -0" MILLIARD WINDOWS CLR/AIR Low - E 110 YINYL RESIDENTAIL WINDOWS SET MULLIONS 4 TRANSOMS PER ELEYS 1 45 SF 45 BF 0 5'- 0'X4'4' CLR/� WINDOWS Low - E 170 VINY!_ Rl= $IDENTAIL WINDOWS SET MULLIONS 4 TRANSOMS PER ELEYS. 2 22. SF 45 51= b'- 8'X4' -6' MILLIARD WINDOWS 1 / E IR 110 YINYL RESIDENTAIL WINDOWS SET MULLIONS 4 TRANSOMS PER ELEYS. 1 30 SF 30 S 1- O b'4'X5' -0' MILLIARD WINDOWS L R/4IIR 110 YINYL RESIDENTAIL WINDOWS SET MULLIONS 4 TRANSOMS PER ELEYS 1 33.3 SF 33.3 SF 4'- 0'X5' -0' MILGARD WINDOWS CLR/AIR Low - E 110 YINYL RESIDENTAIL WINDOWS SET MULLIONS 4 TRANSOMS PER ELEYS 1 20 SF 20 SF n V 2'- 05:2' -0' MILLIARD WINDOWS CLR/AIR Low- E 110 YINYL RESIDENTAIL WINDOWS SET MULLIONS 4 TRANSOMS PER ELEYS. 4 4 SF 16 SF K 5 0'X3' -0' MILLIARD WINDOWS CLR/AIR Low- E 110 YINYL I SIpENTAIL WINDOWS SET MULLIONS 4 TRANSOMS PER ELEYS. 3 15 SF 45 SF 6'- 0'XI' -8' MILGARD WINDOWS CLR/AIR L oww -- E 110 L YINYL RESIDENTAIL WINDOWS SET MULLIONS 4 TRANSOMS PER ELEYS 1 10 SF 10 SF 9 0 -8' MILLIARD WINDOWS CLR/AIR Low - E 110 YINYL RESIDENTAIL WINDOWS SET MULLIONS 4 TRANSOMS PER ELEYS. I 15 SF 15 SF 0 3 -� -@ MILLIARD WINDOWS Low- EI YINYL t SIDENTAIL WINDOWS SET MULLIONS 4 TRANSOMS PER ELEYS. 1 IS SF I8 SF (1,:i 3'- 4'XI' -8' I1IL A11R WINDOWS Low- E 110 YINYL RESIDENTAIL WINDOWS SET MULLIONS 4 TRANSOMS FE ELEYS. 1 58 SF 5.8 81= @ 4'- 0'X3' -0' MIL ARD WINDOWS CLR/AIR Low- E 110 Low - E YINYL RESIDENTAIL WINDOWS SET MULLIONS 4 TRANSOMS PER ELEYS. I 12 SP 12 SF 5'= 05(6' -0' MILGARD WINDOWS CLR/AIR Low- E 110 VINYL RESIDENTAIL WINDOWS SET MULLIONS 4 TRANSOMS PER ELEYS. 1 30 SF 30 SF I'- 6 -0' MILLIARD WINDOWS CLR/AIR Low - E 110 YINYL ISIDENTAIL WINDOWS SET MULLIONS 4 TRANSOMS PER ELEYS. 1 9 SF 9 SF 5 0 -8` MILLIARD WINDOWS CLR/AIR Low - E 110 VINYL RESIDENTAIL WINDOWS SET MULLIONS TRANSOMS PER ELEYS. 1 83 SF 83 SF �P 3'-01X1'-13' MILLIARD WINDOWS Low -E Low- E R 110 YINYL RESIDENTAIL WINDOWS SET MULLIONS 4 TRANSOMS PER ELEYS. 1 5 ° 5 SF 5'- 0'X2' - 0' CLR/AR WINDOWS Low- E 110 VINYL RESIDENTAIL WINDOWS SET MULLIONS 4 TRANSOMS PER ELEYS. 2 10 SF 20 SF GLAZED DOOR SCHEDULE NO. SIZE MAT. ELEV REMARKS QUANT. GLAZED TOTAL O MILLIARD 6'- 0'X6 SLIDING DOOR YINYL RESIDENTAIL DOOR ' -$' 1' INSUL. GLASS, '4 SET MULLIONS 4 TRANSOMS PER ELEYS. 1 4@ ° -'F 40 SP u■.40 TOTAL WINDOW GLAZING = 361.4 SF TOTAL DOOR GLAZING = 40.00 SF TOTAL EXTERIOR GLAZING : 4�4 SF GLAZING/ 0: CF TOTAL FLOOR AREA' 2,633 SF) • 15.4% POR H 7n NOTES: I. WINDOWS TO BE U».40, SHGC ■0.45 1' INSULATED GLAZING, TEMPERED PER ELEVATIONS 2. SUBMIT SHOP DRAWINGS TO ARCHITECT FOR REVIEW PRIOR TO FABRICATION. 3. VERIFY ALL JOB CONDITIONS 4 DIMENSIONS PRIOR TO WORK NOTIFY ARCHITECT CP ANY DISCREPANCIES. 4. FRAMES TO BE ' MILGARD' MO� L 3 ' -2 /8 5' -0' BATHRO 41) 4I -0' I 7' -1' INSERT WINDOW INTO OPENING. SET FLANGES IN CONT. BEAD OF CAULK 6 SIDES 4 SILL - NOT HEAD . GALLERY J MASTER BEDROOM STEP 1 STEP 3 STEP 5 9' WIDE STRIP 'MOISTOP' OR 'BLUESKIN'. DO NOT ADHERE BOTTOM 2/3 OF STRIP. LEAVE LOOSE SO BUILDING PAPER MAY BE SLIPPED UNDER. - INSTALL GALV. METAL FLASHING 6 HEAD, EXTEND FLASHING 1' MIN. PAST SIDES OF WINDOW FRAME. LAUNDRY BEDROOM 1 11'-2y' 1 F5 - 7 .A.' . /.: 1. ?.17 / /:7 llr".1 irlA 1 g I ✓ ° iiz r OI �.�1•.'�i /�li /.: J> J�1.�_.�,- rte! „l -i�I ;iii _r�i�' MEEZZIEMECE MASTER BATHROOM • 1 1 f % l ill i /rr - ,//01 - ;ilk, ' ' /1 1 2'-0 g s I r trf ii rirrr °iit 1,0 0-;lii %`fitir iit lr1 . i 1. ?Mk:Jll %- :411lj✓Iti plie :reAri ii//f241ir #11. -V`:: 1/074 � . t i . r r/ ® w in — , NTRY ' iri .4,-„--mrelemm*orazel 0 _ , •YEN 478,701 elIjlt•:7 47 i irliC, lit.1lIl l !j / /flIIIYIi r iI f!1, .iiif _ 1111/r ii liCir y/ (-7/ Ilir °I /i/ iif wiriv■ 1 STEP 2 STEP 4 STEP 6 FIREPLI4CE 1212 TILE 2S' -1 GREAT ROOM INSTALL 4' WIDE STRIP 'MOISTOP' OR 'BLUESKIN' OVER WINDOW FLANGES ON SIDES. INSTALL 9' WIDE STRIP `MOISTOP' OR 'BLUESKIN' OVER METAL FLASHING 6 HEAD, FULLY ADHERE INSTALL BUILDING PAPER PER DRAWINGS STEP 1 RECEIVED CITY OF TUKon A Auto 2 PERMIT CEN I ER ARCHITECTS PLANNERS REVISIONS JOB NUMBER 06 -29 DATE 04 -12 -01 SHEET _ Z OF� dZv ,4 t 1 r77 Iltliit.t.l rlLl� - .l.I LII; , _ � 1 . I �. 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I I • • • I � 1 r I TI.II1 _1 T r � r � T � � r T T T ,. • T r e V 1r TI t mii,V I :I�T r1�� 1 Ll CS • >: ''❑21709 2!31179 710970 d31N17d WIN! :1111 -yf1 .01 X ,17/8 d3W12�d321d r` . r yT 1' DOOR SCHEDULE NO. SIZE MAT. ELEV. REt'°iAIWS 0 ,l_Ix,I_s 1 SEE GLAZED DOOR SCHEDULE A 0 3'- 0'X6' -8' METAL CORE DOOR $ 0 3'- 0'X6' -8' METAL CORE DOOR G 4 3'_0'X6' -s' VINYL co, E DOOR J 0 3 ' �O X6 -8 CNoRE DOOR J 6 3'- 0'x6' -8' VINYL CORE DOOR 1 0 3'- 0'X6' -8' VINYL CORE POOR J a 2'- 6'X6' -8' VINYL CORE DOOR E `B 2 6'x6' -S' VINYL CORE DOOR 10 5'- 0'X6' -8' CORE DQOR D 0 3'- 0 -S0 METAL CORE DOOR S 0 3'- 0'X6'-8' CORE POOR 1 0 2'- 6'X6'_8' VINYL CORE DOOR F 14 2'- 8'X6' -8' VINYL CORE DOOR F-1 0 2'- 85:6' -8' POCKET DOOR {[ DOOR ELEv. A4 ENTERIOR ELEVATION TYPICAL WALL SCHEDULE Oi F'ERF. DRAIN AS NECESSAARY DAMPROOFING MOP TOP OF FOOTING O COMPACTED BACKFILL SLOPE FINISH GRADE AWAY FROM STRICTURE O TREATED 2X6 PLATE SET ON SILL SEALER • WIRED INSULATION INTO PLACE TO SECURE (TYPICAL) G R •30 BATT INSULATION O JOIST - SEE FRAMING 4 3/4' T4G PLYWOOD CDX 48/24 GLUED AND NAILED TO JOIST NAIL PANEL EDGES • 6' O.C. WITH 10d,10' D.G. INTERMEDIATE SUPPORTS, STAGGERED JOINTS. . �b SIDING CONTINUOUS O TYYEK HOUSE WRAP OR CONTINUOUS BREATHABLE VAPOR BARRIER (TYPICAL) O 1/2' CDX 32/I6 PLYWOOD SHEATHING CONTINUOUS NAILED WITH Sd NAILS 6' D.G. PANEL EDGES 12' O.C. INTERMEDIATE SUPPORTS. CONT. BLACK 6 MIL. VAPOR BARRIER STAPLED TO STUDS OR VAPOR IMPERVIOUS PAINT O R ■21 BATT INSULATION FACELESS O 2X6 STUDS .16' O.C. O IR' GYPSUMBOARD (TYPICAL) OPTIONAL 5 /S' O 3/4' GYPBOARD R■38INSULATIGN 4 PRE - ENGINEERED ROOF TRUSSES *24' O.C. HURRICANE CLIP EACH TRUSS, EACH END BOTH SIDES. SUBMIT ENGINEERING TO LOCAL BUILDING OFFICIAL PRIOR TO FABRICATION. I/2' CDX 48/24 PLYWOOD ROOF SHEATHING NAIL Sd 6' O.C. PANEL EDGES 12' O.C. INTERMEDIATES 21 BAFFLE CONT. FOR VENTING 8 VENT BLOCKS COMPOSITION SEAL TAB ROOFING V FIBERGLASS SHINGLES OYER PAPER 5/4 X 10 FASCIA OR 2X10 • BAKED ENAMEL FINISH GALV. STEEL CONT. GUTTERS PROVIDE ALL NECESSARY DOU.NSPOUTS • 1/2' ACX ON EXPOSED &OMITS. ® ANCHOR BOLTS 5/8' X 10' LONG BLACK 6 MIL VAPOR BARRIER CONT. ur tritiEk' T.YLAtk REINFORCED FOOTING SEE PLANS AND DETAILS WINDOW PER_ELEYATION 6' 0 3' -0' 4' BEAM PER PLAN *4 BARS CONT./ BARS STEM WALL +10' D.C. VERTICAL *4 BARS *18' O.C. DOOR ELEv. 13 ENTERIOR ELEVATION - GARAGE WALL SECTION &CAL€° 1/4 -0 3' -0' X poOR ELEV. C ENTERIOR ELEVATION I 11.1 - . t- 1 -Qd Jl DOOR ELEv. D INTERIOR ELEVATION - 5' 2I -6' INTERIOR ELEVATION INTERIOR ELEVATION 2'-8' 4' 2' 41 DOOR ELEv. E DOOR ELEV. F DOOR gLEV. G DOOR ELEV. N INTERIOR ELEVATION INTERIOR ELEVATION INTERIOR ELEVATION [ : _ 0a_ 11:: 11_111_ 11 1: 1. 1 1: 41: 10: 11: r: P: vs: IP:: I :0:11:11:11:11:t:er`e.�.�.�.zss:�:r t:�= �s`.:- �►.11_11:r_i 1:9:11:9.111.11.9:i 9: 11:11.9:9.9.0- t.11.111-■.LC* Rf.J3SE°+�4' • pm • PRE- ENGINEEREQ Rte• HURRICANE CLIP EACH END BOTH SIDES. 5UBMI LOCAL BUILDING - OPPIC FABRICATIG,`4. - - " IBEDROOM 2 1 IPOiti!i!i!i!i!Oi!i!i ROOM 1 . /ititikt chill til:!att4M !i!r! l 11i���9 9 - rl��� f ■ t • • • • •/•• •fit t • - •�f r �l�lji t -ff • •��jI I r • :rrr.�r.� rrt. ��►. r. err. �rrrrr�► rr�i:. rrr. �rr rrrrrr rr, �r�r�►. �r.F ttrr.�rr.►.r�`.r�:r.eerrr.rrr�� r.��rrr.►�r RED IP EACH T . SUBMIT EN&I ICIAL PRI -iii riWiWiriYMWifiNMWO MWi► RMIPAWV' i�i�iWANWAWiWMW#TWOMW'WilltWit s lit VM- WALL SECTION - stole. - - = vaeot 3' -0' / 3 -0` 2'4' DOOR ELEv. I DOOR ELEv. J DOOR ELEv. K INTERIOR ELEVATION SLIDING DOOR 1' - TYPICAL GARAGE UJALL SCI-IWDULE 2X6 P.T. PLATE WITH 5/8' AB MAX 48' 0.C. Q SIDING MATERIAL Q CONT. BREATH VAPOR BARRIER 0 2X6 STUDS e 16' O.C. WITH I/2" COX 24/0 PLYWOOD SHEATHING NAILED Sd 6' O.C. PANEL EDGES 12' O.C. FIELD - STAGGER JOINTS • BAKED ENAMEL FINISH GALY. STEEL CONT. GUTTERS PROVIDE ALL NECESSARY DOWNSPOUTS • 5/4 X 10 FASCIA OR 2X10 • CONT. VENT BLOCKS O F'RE- ENGINEERED ROOF TRUSSES e24' O.C. HURRICANE CLIP EACH TRUSS, EACH END BOTH SIDES. SUBMIT ENGINEERING TO LOCAL BUILDING OFFICIAL PRIOR TO FABRICATION. O 112' CDX 24/0 PLYWOOD ROOF SHEATHING NAIL Sd 6' O.C. PANEL EDGES 12' O.C. FIELD STAGGER JOINTS TYPICAL • HURRICANE CLIP TYPICAL O ANCHOR BOLTS 5/S' X 10' LONG • REINFORCED FOOTING SEE PLANS AND DETAILS • PERF. DRAIN AS NECESSAARY O COMPACTED BACKFILL O SLAB PER PLAN 4 FLASH O BEAM PER PLAN CH - - 1lAL6 - SECT�ON �0T 13'1 ARAGE DETAIL , , [=1 X EVIEWED FOR CODE COMPLIANCE APPROVE City Of Tukwila B ILDING DIVISION 7 10'1 NOV 2007 RECEIVED CITY OF T liKw[LA Abu 2 / C007 PEHIVIIT CEN I ER 1 REVISIONS 5 Q r z 0 cPa o cc Q - ARCHITECTS PLANNERS .. :fit E. NUMBER' -- 06 -2S DATE 04-12-01 SHEET A 11-4 �D <I A A ✓ r I A r • 0 1 1 e 0 • e r 0 0 f 0 f 0 0 if 0 0 0 0 0 0' 0 0 f 0 I ii 0 1 I r 0 0 0 0 0 0 0 ° e 0 0 0 0 r r 0 0 r 0 • 0 • <I 0 0 r r • e 0 0 e e e 0 0 0 0 1 0 0 0 I 0 0 I 0 0 0 0 0 0 I 1 0 0 • 0 0 0 0 0 0 Ir 0 0 0 of 0 0 0 of 0 I 0 0 A of 0 of 0 0 0 of I I' of of 0 0 e 0 e r 0 I 0 0 0 0 0' 0 0' 0 0 0 f 0 0 0 0 0 0 0 0 0 0 • • 0. • 0 r 0 r 0 • 0 e 0 0 r • r • 0 0 0 0 0 0 0 0 0 0 0 0 r • • 0 e 0 0 0 0 r 0 0 O f 0 0 0' I I 0 0 0 0 0 0 e 0 0 0 0 0 4 r • 0 0 0 r • 0 0 • , • , .. 2. ,______ r • r 0 • 0 r r 0 0 I 0 0 0 I 0 0 I ii 0/ 4 0' 0 0 0 ji 0 O 0 I 0 0 0 0 0 0' 0 0 0 0 f 0 0 0 0 0 0 0 0 # 0 0 I 0 0 0 f 0 0 0 0 r r 0 0 0 0 e • 0 0 0 0 r 0 0 • r • O e 0 I 0 0 I 0 0 I 0 0 0 I f f 0 0 0 0 0 0 I 0 0 0 0 0 0 r e 0 • • • • e • 0 0 0 0 0 f 0 0 0 0 ? 0 0 I r 0 0 0 4 0' 0 0 0 0 0 r 0 0 I 0 of 0 0' 0 I 0 0 0 0 I 0 0 0 I 0 0 I 0 0 0 0 0 00 0 0 0 0 I c e 0 0 0 0 0 0 0 0 0 0 if I 0 • 0 i, 0 0 1 0 0 0 0 0 I f t I 0 0 I 0 0 0 0 Of 0 f 0 # I 0 I 0 0 0 0 f 0 0 0 0 A I 0 I r 0 0 0 0 0 0 0 I 0 0 P' 0 0 0 I 0 0 I I 0 . 0 0 0 0 0 0 0 0 0 0 O 0 O I 10 0 0 ° i 0 0 0 0 0 i r 0 I 0 0 i 0 0 0 0 1 I 0 0 0 0 0 0 I 0 0 I' 0 0 0 0 0 1 1 0 0 0 0 0 I 0 0 0 0 0 0 0 0 • 0 .0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0' I 0 0 0 0 I 0 0 0 0 0 0 • e • e 0 0 • 0 0 0 0 0 r P 0 r • 0 0 • • • # • e • r O 0 0 0 0 0 0 I 0 0 I 0 0 0 0 l I 1 —.—\— 0 0 • 0 0 0 I 0 I 0' 0' I 0 0 0 I 0 0 0 O 0 0 0 0 0 0 0 0 if 0 0 0 0 0 li 0 0 I 0 0 0' 0 A 0 0 0 0 e 0 0 0 0 0 0 <7 4 4 LI A a A !" ‘r DROP STIM UJALL 6' DOOR LOCATION \ I rc,"■ 5 1— ' 7„ A A <I 0 VE RI-1E AD DO OR <I FIBERFILL OR 6 x 6 x 10/10 LULIJF EINFORCED FLOOR SLAB, POUR 4' TI-IICK OVER 6 MIL VAPOR 5ARRIER. OVER 4' COMPACTED CRUSHED ROCK CAPILARY ACTION. 1 /4' 4G LY 0 C X 46/24 GLU E) NE) NAILED TO JOIST NAV PANEL EDGES 6 16' 0.C. WITH �d, e) T N .C. IpTEVETIA1 SUrPOIRT5,1 GT ER D O S. J'LL 1 R408.3 Access. Access shall be provided to all under-floor spaces. Access openings through the floor shall be a minimum of 18 inches by 24 inches. Openings through a perimeter wall shall be 16 inches by 24 inches. When any portion of the through wall access is below grade, an areaway of not less than 16 inches by 24 inches shall be provided. The bottom of the areaway shall be below the threshold of the access opening. Through wall access openings shall not be located under a door to the residence. 23'4)/2' 34I-� -, FOUNDATION PLAN th SCALE 1/4%1-0° 6I-1 SECTION R408 UNDER-FLOOR SPACE A _ = 44-airrn51.745Tre FOR_FRONLSTER FLUSH WITH FLOOR J ' TYI/ 230 *1'5.2' 0.C. 16'-5Y2' 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 1/2" 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.) 1 1 1 1 1 3/4' T4 PLYWdOD DX 4&44 cu AND N4)LEj TO JOIT NIL NE E GES 6 6' O. WI 10 10 04. IN ER EDI TE UF'PORTS, ST GG RECAP JO NTS. 1 EIEE TUTU 4L os 4 D AM 22'-0' 5IZ S. - "■\11Tr■ rmeowor 1 6 < 1 1 9I/ TLI/ 23D 11 to (7A REVIEVCrEb CODE COMPLIANCE APPROVED NOV 1 3 2007 Oty Of Tulowla BUILDING DIVISION RECEIVED CITY OF Tii KIA// LA AUG 2 7 2001 PENViiT CENTER REVISIONS ARCHITECTS PLANNERS JOB NUMBER DATE 04-12-01 SHEET A-5 0F9 1311.1 INSULATION REQUIREMENTS INSULATION INSTALLED PER MANUF. INSTRUCTIONS TO ACHIEVE PROPER DENSITIES MAINTAIN CLEARANCES, AND MAINTAIN UNIFORM R- VALUES. TO THE MAXIMUM EXTENT POSSIBLE, INSULATION SHALL EXTEND OVER THE FULL COMPONENT AREA TO THE INTENDED R -VALUE 13112 ROOF /CEILING INSULATION OPEN -BLOWN INSULATION MAY BE USED IN ATTIC SPACES WHERE THERE 15 AT LEAST 30' OF CLEAR DISTANCE FROM THE TOP OF THE BOTTOM CHORD OF THE TRUSS OR CEILING JOIST TO THE UNDERSIDE OF THE SHEATHING AT THE ROOF RIDGE. WHEN EAVE VENTS ARE INSTALLED, BAFFLING OF THE VENT OPENINGS SHALL BE PROVIDED 50 AS TO DEFLECT THE INCOMING AIR ABOVE THE SURFACE OF THE INSULATION. s■11•1∎rrr ■∎ ∎∎1 ∎101∎MIrrrww _ _- __._i..___.r_ e_ PRE -EN INEERED ROOF TRUSSES 6 24 O. . HURRICAN CLIP EACH TRUSS EACH END BOTH SIDES. SUBMIT TO LOCAL MIT �1GINE L L B E R E BUILDING OFFICIAL FOR APPROVAL PRIOR TO FABRICATION. TYPICAL. 1 4' CDC NAIL Sd 110E101 E 13113 WALL. INSULATt 1 EXTERIOR WALL CAVITIES ISOLATED DURING FRAMING SHALL BE FULLY INSULATED TO THE LEVELS OF THE SURROUNDING WALLS. WHEN INSTALLED IN WOOD FRAMING, FACE BATT INSULATION SHALL BE FACE STAPLED. ABOVE GRADE EXTERIOR INSULATION SHALL BE PROTECTED. 13115 SLAB FLOOR SLAB -ON -GRADE INSULATION INSTALLED INSIDE THE FOUNDATION WALL SHALL EXTEND DOWNWARD FROM THE TOP OF THE SLAB A MINIMUM DISTANCE OF TWENTY -FOUR INCHES OR TO THE TOP OF THE FOOTING, WHICHEVER IS LESS. 1312.1 STANDARD PROCEDURE_FOR DETEE 1INATION OF G1,6ZJNG AND DOOR U- FACTORS U- FACTORS FOR GLAZING AND DOORS SHALL BE DETERMINED, CERTIFIED AND LABELED IN ACCORDANCE WITH STANDARD RS -31 BY A CERTIFIED INDEPENDENT AGENCY LICENSED BY THE NATIONAL FENESTRATION RATING COUNCIL (NFRC). COMPLIANCE 51-1ALL BE BIASED ON THE NONRESIDENTIAL MODEL SIZE. PRODUCT SAMPLES USED FOR U- FACTOR DETERMINATIONS SHALL BE PRODUCTION LINE UNITS OR REPRESENTATIVE OF UNITS AS PURCHASED BY THE CONSUMER OR CONTRACTOR .wi...�.o.�. rrr 1313.1 VAPOR RETARDERS: VAPOR RETARDARS SHALL BE INSTALLED ON NE WARM SIDE (IN WINTER) OF INSULATION AS REQUIRED BY THIS SECTION. WITH VAPOR IMPERVIOUS PAINT OR OTHER APPROVED AND ACCEPTABLE MEANS 13132 ROOF /CEILING ASSEMBLIES: ROOF /CEILING ASSEMBLIES WHERE THE VENTILATION SPACE ABOVE THE INSULATION IS LESS THAN AN AVERAGE OF TWELVE INCHES SHALL BE PROVIDED WITHOUT A VENTED AIRSPACE, WHERE NEITHER THE ROOF DECK NOR THE ROOF STRUCTURE ARE MADE OF WOOD, SHALL PROVIDE A CONTINUOUS VAPOR RETARDER WITH TAPED SEAMS. EXCEPTION: VAPOR RETARDERS NEED NOT BE PROVIDED WHERE ALL OF NE INSULATION 15 INSTALLED BETWEEN THE ROOF MEMBRANE AND THE STRUCTURAL ROOF DECK 13133 WALLS WALLS SEPARATING CONDITIONED SPACE FROM UNCONDITIONED SPACE SHALL BE PROVIDED WITH A VAPOR RETARDER VAPOR IMPERVIOUS PAINT OR OTHER APPROVED AND ACCEPTABLE MEANS 1313.4 FLOORS FLOORS SEPARATING CONDITIONED SPACE FROM UNCONDITIONED SPACE SHALL BE PROVIDED WITH A VAPOR RETARDER. NOTE: THE GLUE LINES IN PLYWOOD PROVIDE REQUIRED VAPOR RETARDATION IN FLOOR SHEATHING 1314.1 BUILDING ENVELOPE: THE REQUIREMENT OF THIS SECTION SHALL APPLY TO BUILDING ELEMENTS SEPARATING COONDITIONED FROM UNCONDITIONED SPACES. EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, OPENINGS BETWEEN WALLS AND FOUNDATION, BETWEEN WALLS AND ROOFS AND WALL PANELS, OPENINGS AT PENETRATION OF UTILITY SERVICES THROUGH WALLS, FLOORS, AND ROOFS, AND ALL OTHER OPENINGS IN THE BUILDING ENVELOPE SHALL BE SEALED, CAULKED, GASKETED, OR WEATHER STRIPED TO LIMIT AIR LEAKAGE. 13143 BUILDING ASSEMBLIES USEp AS DUCT$ OR PLENUMS: BUILDING ASSEMBLIES USED AS DUCTS OR PLENUMS SHALL BE SEALED, CAULKED, AND GASKETED TO LIMIT AIR LEAKAGE. ATTIC ACCESS (IBC 1209.2) An opening not less than 20 inches by 30 inches shall be provided to any attic area having a clear height of over 30 inches. A 30—inch minimum clear headroom in the attic space shall be provided at or above the access opening. TYPICAL DOWNSPOUTS Typical downspouts shall be minimum 3" rectan- gular gutters, 5" wide. Material shall be galvanized steel, 24 Ga., with baked enamel finish. Installer shall verify required sizes and locations. Connect all downspouts to tight —line storm drains. Run to daylight. UNDER -FLOOR VENTILATION Under floor ventilation shall be provided by openings into the under—floor area walls. Such openings will have not less than 1 square foot for each 150 square feet of under—floor area. Openings shall be placed as close to the corners as practical and shall provide cross ventilation. The required area of such openings shall be approximately equally distributed along the length of at least two opposite sides. The openings shall be covered with corrosion — resistant wire mesh with mesh openings of 1/4" in dimension. ATTIC VENTILATION Provide roof ventilation of 1/300 of total area of space vented, with 1/2 of vents located in soffits and 1/2 in ridge vents. Ventilation required shall not be less than 3 inches per lineal foot of building. Job verify actual area requirements. NOTE: ALL WINDOWS IN HABITABLE SPACES SHALL WYE VENTILATION STRIP TO PROVIDE CONTINUOUS FRESH AIR TRANSITION FRAME OVER TRUSSES EILIN 5E1� __LI _LI • rrww�w*r C �i rl+ iii.: ill . Iit�-lCC' �r� -rte - -� � 1' PA Fel J /.'mil /. = l':�IG - II • llr �{ ;:J /' J /L!:1I /..'•Jli .- -? 1 ., ..: Sri +• s r iii r -3r rrir rr i iI. � i llo % /itr�llii�lr.�it //• /, ;;: ;: P - - ''.�,e•• Wit. -r, , . 11 G I = rJY % /C /I lIIl:':I/1 Iii=;7lf r7 /T%IWrI /1/7I/ /t tI/TIirt: Pi .—.... o I i.Jl r1i %�Jl. 1�2 CD 4 2 PLYWOO RO F 5H ATHfNG 7 NAIL: 6' 0.C. PANEL EDGE'S p.C. 12' C. S IN ERM DIA 5 I \/* TRUS E END 13 B � �H I I •S ;mu ENCsINERIN4; TO �O L DING OFFICIAL OR ROVaL PRIOR � RICATION. TYPICAL. 61 CODE COMPLIANCE APPROVED NOV 1 .3 20 01 City Of Tukwila ILDING DIVIS.011, NOTES: SEE STRUCTURAL FOR BEAMS AND HEADERS SIZE. RECEIVED CFY OF TI KiAilLA AUG 2 1 2LIU REHN T CEN I ER ARCHITECTS PLANNERS REVISIONS JOB NUMBER' -2e DATE 04 -12 -01 SHEET A-6 OF 9 ROOM FINISH SCHEDULE MATRL FIN NGEP PAINT RANGE P PAINT E PAINT RANGE P PAINT RANGE P PAINT RANGE P PAINT RANGE P PAINT FIN RANGE PE :L PAINT RANGE PE EL PAINT RANGE PE EL PAINT RANGE PE EL PAINT NGE PE EL PAINT E PE EL PAINT RANGE PE EL PAINT MATRL GWB GWB GWB O GWB O FIN EPE PAINT NGE PE PAINT NGE PE PAINT NGE PE PAINT EPE PAINT NGE PE PAINT NGE PE PANT GWB • CEILING GWB O CEILING GWB O CEILING GWB O CEILING cue o CEILING GUS O CEILING HBO CEILING PE PAINT EPE PAINT NGE PE PAINT NGE PE PAINT NGE PE PAINT NGE PE PAINT NGE PE PAINT NGE PE PAINT RANGE P PANT L GWB • RANGE PE PAINT TITLE GREAT ROOM DINING MASTER BEDRI 1 WALK-IN CLOSE MASTER BATH BEDROOM 2 BATHROOM BATHROOM HALLWAY BEDROOM 1 LAUNDRY KITCHEN GALLERY FIREPLACE DARK BAMBOO FLOOR DARK BAMBOO FLOOR CARPET L INOLEUM LINOLEUM CARPET L INOLEUM LINOLEUM DARK BAMBOO FLOOR CARPET LINOLEUM DARK BAMBOO FLOOR PARK BAMBOO FLOOR 2' BASE 2' BASE 2' BASE 2' BASE MATRL FIN GWB • - . NGE PE PAINT GWB • - A NGE PE PAINT GWB 0 ' NGE PE PAINT GWB O EPE PAINT NGE PE FAINT GWB o— NGE PE PAINT GWB O NGE PE : L GWB PAINT GWB O E PE L GWB PAINT G1118 0 EPE L GWB •RANGE P LGWB • RANGE PE PAINT PAINT PAINT O NGE PE: L G1 PAINT GWB WINDOWS SHOULD HAVE SILL WINDOWS SHOULD HAVE SILL WINDOWS SHOULD HAVE SILL WINDOWS SHOULD HAVE SILL WINDOWS SHOULD HAVE SILL WINDOWS SHOULD NAVE SILL WINDOWS SHOULD HAVE SILL WINDOWS SHOULD HAVE SILL WINDOWS SHOULD HAVE SILL WINDOWS SHOULD HAVE SILL WINDOWS SHOULD HAVE SILL WINDOWS SHOULD NAVE SILL WINDOWS SHOULD HAVE SILL WINDOWS SHOULD HAVE SILL WINDOWS SHOULD HAVE SILL PORCH LAUNDRY BEDROOM 2 CLOSET Iii Jii �JJ1rrf��r�ifiJf rim r�i,.•. ri�:rJi j TOWELS I11ni, MASTER BATHROOM WALK- Ii` CLOSE ft »iirJJr. �i +iifi�ii•: ir.. iii- %J /.,:rJ�1; Ali tljhr 2. l MASTER BEDROOM i' �lj . yjyJ �,J: ill; iil ri�7=f!! f 1 1 rlltlIt! /r /�i! i/��il,= BATHRO L A - 7111)1.,21.0 Ij(1[:;]IJiI;�lt)flw7tl 1 t mil; ' jil,., 1 71111111=9 1 i/17i/ /i tYlt/ 7p ! %/4/ 7)Y /7 • /V 1 i vill 10 10 1 0 10 1 illy: W ��i:" /01.1Viiii_tii 42fili:. iilia l ilia ✓ail/ ii11-0 -1M 1.01j- 1,Aih- ✓iilr;;,11llr • /Ai lit7:,Y .0. :I/tl e%I / /;: %I / i / It / %7Ij !A..7 • :7#.1 ritamm4 eY iii /iii I METER ELECTRICAL 2 GARAGE II 11 11 II BEDROOM 1 HALLWAY 3 -O' BATHRO 9 -0" CEILING PORCH GALLERY 10 CEILING FIREPLACE 122 TILE GREAT ROOM DINING REVIEWED FOR CODE COMPLIANCE APPROVED NOV 1 2007 City Of Tukwila B .`ILD1N DWISIO RECEIVED CI M I OF TLJP/` I!L A PEHNII r CEN I ER ARCHITECTS PLANNERS REVISIONS JOB NUMBER. 06 -29 DATE 04 -12 -01 SHEET A OF 9 These fireplace systems are designed for installa- tion in accordance with the National Fire Protection Standard for chimneys, fireplaces and solid fuel burning appliances; NFPA 211 and in accordance With codes such as the BOLA BaslciNatianal Codes, the Standard Mechanical Code, Uniform Building Codes and /or the Canadian National Code. FAILURE TO USE PARTS MANUFACTURED BY SUPERIOR FIREPLACE COMPANY OR VARI- ATIONS INTECHN!QUESAND CONSTRUCTION MATERIALS DESCRIBED INTHIS MANUAL MAY CREATE A FIRE HAZARD, AND VOID SUPE- RiOR'S LIMITED WARRANTY: The TM and TMC systems consist of six bas is "sub - systems " 1. The Fireplace 2. The Chimney and Termination 3. Optional Mass Doors 4. Forced Air Kit (Standard on TMC -4600) 5. The Optional Combustion Air Kit 6; Chimney Collar Enclosure Kit (Canada Only) CLEARANCES AND HEIGHT REQUIREMENTS The fireplace may be placed on or near normal construction materials* The combustion air kit, fireslep spacer "and roof fleshings (not chase flash- ing may be placed directly on or against normal construction materials:" The chimney requires a minimum 2" (51mm) air space 10 combustibles. A combustible mantle "maybe installed a minimum of 12" above the opening of the fireplace as per NFPA 211, Section 7- 3.3.3. In Canada lhe minimum is 24" (610rnm) above the opening: The fireplace and chimney system must be en- closed when installed in or passing through a living area where combustibles or people may come in centact With it. This is important to prevent possible personal injury or fire hazard. *Construction Materials: • framing materials • plywood • particle board •" flooring • millboard • dry wall • paneling • etc. Far questions, please call your distributor or Supe- rior Fireplace Company. Special restrictions apply to the front and facing of the fireplace and nearby Malts (See pages 16 and17 j. linsalate JOISts Same As Calling 19" 19" , / (483mm) Reston TF14CTDTM T•rminativn Note: Non- combizatThld Cheie Flashing Hust Be Used To Cover Chase Opening Figure 2 Draft Stops Optional IilsutatlOn to Oneida wtta of Chia Solid Continuous Surface Insulation (Thermal Barrier) Outside Chase WARNING: IF iNSULATION IS USED, THE FIREPLACE MUST NOT BE PLACED AGAINST IT. INSULATION OR VAPOR BARRI ERS, IF USED MUST BE SECURED TO ASSURE INSULATION AND VAPOR BARRIERS REMAIN IN PLACE. WARNING; DO NOT PACK OR FILL RE- QUIRED AIR SPACES WITH INSULATION OR OTHER MATERIAL. NO MATERIAL OF ANY KIND IS ALLOWED IN THESE AREAS. Note: Do Not insulate The Chase Cavity With Blown Or Fill Type Insulation Materials, Note: Local CodesMayNot Require Firestopping At The Ceiling Levels For Outside Chase Installa- tions; However, It Is Recommended For Safety And The Reduction Of Heat Loss. R703.1 GENERAL, Exterior walls shall provide the building with a weather-resistant exterior wall envelope. The exterior wall envelope shall include Hashing as described in Section R763.8. The exterior wall envelope shall be designed and constructed inn such a manner as to prevent the accumulation of water within the Wall assembly by providing a water - resistive barrier behind the exterior veneer as required by Section R703..2 R703.2 WEATHER RESISTANT SHEATHINO PAPER. Asphalt - saturated felt free from holes and breaks, weighing not less than 100 pounds per square feet and complying with AST.. D 226 or other approved weather - resistant material shall be applied over Studs or sheathing of all exterior walls as required by table R703.4 Such felt or material shall be applied horizontally, with the upper layer lapped over the lower layer not leis than 2 inches. Where vertical joints occur, felt shall be lapped not less than 6 inches. e t > d q IN a n SIDING OVER WEATHER-RESISTANT FELT PAPER OR BUILDING WRAP ON EXTERIORS11EATHING. .. ' FLASHING BAND BOARD WITH TOP 15% SLOPE TO DRAIN (TYP.) BUILDING EXTERIOR FLASHING;---' DECK (TYP.) EXTERIOR WITH DECK DRAWING # DCD H013 APPROVED REVISION # DATE 0S/1812005 MODEL TF10 -0R15 2x6(41 mmx143mm) Wall Construction When the fireplace is required to penetrate a 2 x 6 (41 x 143 mm) framed wall, the TF10 -0815 Offset /Elbow should be attached directly on top of the fireplace. This will offset the chimney 21 (64 mm) to the rear of the fire- place, permitting subsequent chimney sections to clear any -obstruction-above-the We- place such as a header or ceiling plate. TO INSTALL ON FIREPLACE 1. Place the TF10 -0R15 OffsetiReturn Elbow directly __over fireplace flue collar and engage flue pipe into flue col - lar first. 2. Once flue pipe is engaged into flue collar, press down on outer section so that outer coupler overlaps outer coupler on fireplace collar. Make cat- tain that the couplet ends snap lock together.. Note: The TF10 -0R15 Offset/ Return Elbow should be offset to the rear of fireplace (refer to Figures 3 and 4). 3. Secure the support straps under tension (in shear) to structural framing members above, using 8d nails. Note: The TF10 -OR16 unitized offset /return elbow can also be installed anywhere in the TF10 chimney system to clear any obstruction where a 2' /z " (64 mm) offset is needed. The TF10 -0R15 may be used in _ addition to or in lieu of a TF10 -30 and TF1O -E30 offset and return elbow. A maximum of two (2) TF10 -0R15 offset/ return elbows are permitted per system. Figure 3 FtgiirO 4 2x9 Studs NOTE DIAt�F%AMS & ILLUSTRATIONS NOT TO SCALE TF1aOFI1S Elbow On 43" Systerna 11Y " (438 mm) 23" 584 mm) Min. lill�lTlilTTllTltlliililil�TTl�l�TlillllTllli�TllTTt�l��illi FI tfr DIRECT vENT FLUE TO EITERIOR SIDE UMLL. PROVIDE TIGHT FITTING LASS DOOR. 6x6 TILE 12X12 TILE --- SEE FLOOR PLAN FOR DIMENSIONS PROVIDE EXTERIOR COMBUSTION A 2X2 TILE FIREPLACE MANTLE 7cE772 Kl v I " i ll L; C ODE COI'�'IPLIANCit FIRE PLACE DETAIL\ -p o E D NOV 1 2007 51338A-11 Framing Dimensions s;v� piece II A 46314" (1187mm) 9 46 (1251 mm) 0r 3Q 112 (775mixl) D 15114" (387mm) E 79112`" (201 9mmj F 39 3/4" (1QQ9mmi) G , 25 " (835mm) J 51/4" {133 mm) 55114 K (1 429m1) RECEIVED CIS' OF TUK" L , AU L3 2 7 .r.. i PENMi T CEN 1 ER ARCHITECTS PLANNERS REVISIONS H JOB NUMBER' DATE 04 -12 -01 SHEET A-8 OF� POWER SYMBOL LEGEND SYMBOL DESCRIPTION LIGHT OUTLET COMPACT FLUORESCENT CANISTER DOWN LIGHT WALL MOUNTED FIXTURE CEILING MOUNTED FIXTURE J DUPLEX OUTLET GFI DUPLEX OUTLET - GROUND FAULT INTERRUPT 0 WP DUPLEX OUTLET- - WEATHER PROOF JB JUNCTION BOX SMOKE DETECTOR -WIRED IN SWITCH 3 -WAY SWITCH 4 -WAY SWITCH EXHAUST FAN � *� VENTED TO EXT., Tr. T.V. OUTLET T.V PHONE OUTLET LIGHTING LEGEND SYMBOL DESCRIPTION COMPACT FLUORESCENT CANISTER DOWN LIGHT WALL MOUNTED FIXTURE CEILING MOUNTED FIXTURE J GENERAL ELECTRICAL REQUIREMENTS The Electrical Subcontractor shall furnish and install all necessary work, outlet boxes, conduit, fittings, branch panels, existing panel rework and reworked circuits, fixtures, switches, receptacles, wires and apparatus and accessories required to complete the electrical systems and provide an overall operable system. The Electrical Subcontractor shall prepare drawings and support data, calculations and provide all Power Budget Information and Forms to Local Building Officials for approvals and Permit applications. The Electrical Subcontractor shall provide Lighting Load calculations incorporating all lighting fixtures newly installed at locations shown on the Drawings. The Electrical Contractor shall review all Layout & Drawings for the facility and site to become thoroughly aquainted with the extent and requirements of the complete Project's Electrical Work. All work requiring electrical work and electrical equipment supplied by other trades requiring connections shall be coordinated with the General Contractor and the other trades to provide a complete system. The Drawings are diagrammatic and show approximate locations of fixtures and equipment. Mechanical equipment is not shown and will not require coordination with appropriate Contractor for electrical connections. Verify all measurements with all trades and the Owner in installation of and extent of the Work. Work directly through the General Contractor to establish the Owner's requirements for computer, telephones, security, television, fire alarm and other systems requiring Electrical Work. All Work shall be performed in accordance to and comply with the National Electric Code, the State of Washington Electrical Construction Code, State of Washington Department of Labor and Industries Regulations, OSHA Requirements and Local Codes and Ordinances. After work is complete, provide Owner with complete As —Built Drawings and Equipment Documents showing all aspects of the installed Work. NOTE This information is diagrammatic only to indicate approximate location of fixtures and outlets. See Electrical Contractor's shop drawings for actual information and for loads and sizes. METER ELECTRICAL AUTO DOOR OPERATOR \VASH DRY VENT - EXTERIO TIMER 100 CFM r lt !AW1, 5-MA, 1.441:- MM14,1'll..'3JA htmtayraa 1ym Y11114Vtir TOWEL �ifY�ibIJ,. T TO XTERIOR 100 CFM VENT 0 EXTERIOR :.off !. %�I /I l l% - .WO' PA ,.:'/J..'Y�l:'Y�I. DOORBELL TIMER 100 CFM VENT TERIOR �l/I/r00 l/I?% /EiligniMmil I DISPOSAL �J % - - -- I?ll�l/1!/f/ fl /l! %/f /ll! 1 /i. /l/YTr 10111l/ /•.Wir /lTP'MVP7 . ♦r !1� Itfr "Il //rte r� CF 1 11 1 /:-Wed -,A AY7x, 17. 10.mit IInumvoi1 " ix-v 111 -±v j .11!1 W /r ( (/'llt/iIllt/if lroppp- :44 IMMER WP WP ELECTRICAL LAYOUT SCALE 1/4"_r_0" Doi - �3�+ CODE COMPLIANCE APPROVE NOV 1 2007 City Of Tukwila BUILDING DWSI9 RECDVED CI 'Y OF i UK WILA AUG 2 ZOO/ PEHMVi&f CEN i ER REVISIONS Z ckEi Lu ¢a Aik 1 71 - NIIV) r\1 Z � ~ NEJ ro t7 t 3 g 0 m N 4'°S‘</ c p C/ P ARCHITECTS PLANNERS JOB NUMBER: 06 -29 DATE 08 -23 -07 SHEET A - 9 or 0 0 NO, 0 EXTERIOR GLAZING SCHEDULE MARK SIZE 9'- 0'x5' -0' 5 0 -,' 6 8 -6' 6'- S•k5' -0' 4 1 - 0'x - 0 ' 2'- 0'X2' -0' 5 0 -0' 6 0 -8' 9'70 -8' 3 0 -0' 4'- 0 "X3' -0' 5 0'X6' -0' 5 0'X1'-8' 3 0 -8' E,'- 652' -0' 6 0 -8' MATERIAL MILGARD WINDOWS CLR/AIR Law- E 110 MILGARD WINDOWS CLR/AIR Low- E 110 C LGAR WINDOWS Low- E 110 CLR/AIR WINDOWS Low- E 110 MILGARp WINDOWS CLR/AIR Low- E 110 MILGARD WINDOWS CLR/AIR Low - E 110 MILGARD WINDOWS CLR/AIR Low- E 110 MILGARD WINDOWS CLR/AIR Low- E 110 MILGARD WINDOWS CLR/AIR Low- E 110 MILGARD D WINDOWS Low - E 110 CLR/AIR WINDOWS Low -E 110 MILGARD WINDOWS CLR/AIR Low-•E 110 MILGARD WINDOWS CLR/AIR Low- E 110 MILGARD WINDOWS CLR/AIR Low- E 110 MILGARD WINDOWS CLR/AIR Lou b E 110 MILGARD WINDOWS CLR/AIR Low -. E 110 MILGARD WINDOWS CLR/AIR Low - E 110 GLAZED DO1OR SCHEDULE SIZE MAT, ELEv MILGARD SLIDING DOOR I' INSUL. GLASS, U..40 REMARKS ALUMINUM RESIDENTAIL WINDOWS SET MULLIONS 4 TRANSOMS PER ELEYS. ALUMINUM RESIDENTAIL WINDOWS SET MULLIONS 4 TRANSOMS FER ELEYS. 4 QUANT. ALUMINUM RESIDENTAIL WINDOWS SET MULLIONS 4 TRANSOMS PER ELEYS. 2 4 3 2 ALUMINUM RESIDENTAIL DOOR SET MULLIONS 4 TRANSOMS PER ELEYS. QUANT. GLAZED AREA ALUMINUM RESIDENTAIL WINDOWS SET MULLIONS 4 TRANSOMS PER ELEvS 45 SF 22.5 SF ALUMINUM RESIDENTAIL WINDOWS SET MULLIONS 4 TRANSOMS PER ELEvS. ALUMINUM RESIDENTAIL WINDOWS SET MULLIONS 4 TRANSOMS PER ELEYS 30 SF 333 SF ALUMINUM RESIDENTAIL WINDOWS SET MULLIONS 4 TRANSOMS PER ELEYS ALUMINUM RESIDENTAIL WINDOWS SET MULLIONS 4 TRANSOMS PER ELEYS. 20 SF 4 SF 15 SF 10 SF 15 SF IS SF SB SF 12 SP 30 SP 9 SP a3 SF 5 SP 10 5F REMARKS GLAZED AREA 40 SF TOTAL 45 SF 45 SP 30 SP 33.3 SF 20 SF 16 Sr 45 SF ALUMINUM RESIDENTAIL WINDOWS SET MULLIONS 4 TRANSOMS. PER ELEYS ALUMINUM RESIDENTAIL WINDOWS SET MULLIONS 4 TRANSOMS PER ELEYS. 10 SP !Sep ALUMINUM RESIDENTAIL WINDOWS SET MULLIONS 4 TRANSOMS PER ELEYS. ALUMINIUM RESIDENTAIL WINDOWS SET MULLIONS 4 TRANSOMS PER ELEYS. ALUMINUM RESIDENTAIL WINDOWS SET MULLIONS 4 TRANSOMS PER ELEYS. ALUMINUM RESIDENTAIL WINDOWS SET MULLIONS 4 TRANSOMS PER ELEYS. ALUMINUM RESIDENTAIL WINDOWS SET MULLIONS 4 TRANSOMS P>R ELEYS. 18 SF 5.8 SF 12 SF 30 SF 9SF 83 SP ALUMINUM RESIDENTAIL WINDOWS SET MULLIONS 4 TRANSOMS PER ELEvS. ALUMINUM RESIDENTAIL WINDOWS SET MULLIONS 4 TRANSOMS PER ELEYS. 5 S 20 SF TOTAL 40 SF TOTAL UJINDOU) GLAZING : 361,4 SE TOTAL DOOR GLAZING : 40,00 SP TOTAL EXTERIOR GLAZING = 401.4 SE GLAZING/ (` OF TOTAL FLOOR AREA= 2,633 5F) . 15Az " 4. FRAMES TO BE 'MILGARD' MO�EL 3' -24 NOTES: I. WINDOWS, TOM U•.40, SHUC.0.45 I' INSULATED GLAZING, TEMPERED PER ELEVATIONS 2. SUBMIT 61-IOP DRAWINGS TO ARCHITECT FOR REVIEW PRIOR TO FABRICATION." 3. VERIFY ALL JOB CONDITIONS 4 DIMENSIONS PRIOR TO WORK. NOTIFY ARCHITECT r` Al- • - -.1 5' -0" 56 31 7' -6 MAIN FLOOR PLAN: 2003 IBC Shearwall Wall Schedule: Shear Table Minimum Sheathing # 2306.3.4 Sheathing Nailing Anchor Bolts 1- 260 7/16" O.S.B. 8d NAILS @ 6" Q.C. edges 12" O.0 Field —2- 380 7/16" O.S.S. 8d NAILS @ 4" O.C. edges 12" O.0 Field '3- 490 7/16" O.S.B. 8d NAILS @ 3" O.C. edges 5/8" 18" O.0 12" O.0 Field 4- 690 7/16" O.S.B. 8d NAILS @ 2" O.C. edges 12" O.0 Field 5- 1/2" GWB ON BOTH SIDES OF WALL, NAIL W/ 6d COOLERS OR WALL BOARD NAILS @ 7" O.C.(ALLOWABLE SHEAR = 200PLF) 6- ALTERNATE: 1/2" GWB ON BOTH SIDES OF WALL, NAIL W/ 6d COOLERS OR. WALL BOARD NAILS @ 4" O.C. 7- Blocking is required for inside walls 8- Framing material assumed to be used is HEM -FIRE. 9- Existing shear 9- Concrete N MAIN FLOOR PLAN CD WALE. 1/49.11-o" 5/8" 36" O.C. 5/8" 24" O.0 5/8" 10" O.0 IID' - 2 /" ABavE r , v A/2/11111111111. I 3' -o" d /�� 0 HD 1 2 3 4 5 6 7 8 9 er Levels Fastner to Stud (18) 10d (14) 10d ea (18) 10d ea (22) 10d ea (2) 7/8 (2) 7/8"cb (3) 7/ " (4) 7/8'0 (4) 7/8 "0 Type CS18 (2)CS20 (2) CS18 ( 2 ) CS16 HD6A HD6A HD8A HD1OA HD1OA Oth Stud Type 2x (2) 2x (2) 2x (2) 2x (2) 2x 4x (2) 2x (2) 2x 6x Tie Rod 7/8 ", 7/8"0 7/8 7 7/8"0 Cap Kips 1.27 2.01 2.54 3.30 4.41 5.10 6.47 8.31 9.90 Detail Number 4 4 4 4 5 5 5 5 5 c) Refer to manufacturers' catalogs for minimum be d) Refer to manufacturers' catalogs for anchor bol e) Posts at holddown: 2x & 4x (38mm x and 89mm x) 6x x f) The anchor type holddowns at ( other shall ) above and one below, tied by a threaded rod_ - -' , ; _____ CO0 INP 0 -\ . HD Foundation Level Stud Type Fas tner to Stud Anchor Bol t Cap Kips Detail Number 35I- ' [ Holdown Schedule J ------- (Gr. 1 /11 Species) [ Simpson Strong -Tie Holdown ] HPAHD2_ (2) 2x (10) 16d -- - _ --. 1 1 /' r- 1,1 p [ Holdown Schedule 1------- - -[Gr. 1/x1 Species] [ Simpson Strong -Tie Holdown ] [ Holddown Notes ] GENERAL NOTES a) Minimum concrete compresive strength b) Refer to manufacturers' catalogs for corner. II j 7s3 LAUNDRY UASH 2' -10 % 11-4/4' 4 � " 5' -II%8" r r. ,tr y z?;-rz -mozv -�: a 2' -0" I MASTER BATHROOM b- 111 - Irw - eyrefgareary UMMWWWW 4 Y f 1 M I t I' l l t ® 11 BRIG. zmtrao D/W 2 I DINING MEN =' r' IIIINNO 1 `tl': ELECTRICAL BEDROOM I 4 ?II4Mp 11T BATHROOM GALLERY J MASTER BEDROOM GREAT ROOM ' -m" 1' -0" 5' -0" P -01 5' -0" / 2.07 1 to be 2 minimum 41 ,9 /2 (U 6. bo7 ry4 5 ksi (17.2 MPs.). distance to foundation eking member size. t embedment depth. --- #2 or better --- #1 or better have a pair, one k?(PIRES: 4/24/ A.eavE RECEIVED CITY OF TUKINILA AUG 2 7 2007 PEI - Hvii I CEIV I ER REVISIONS w ;g) W • c° (r) LL , < < N gq 7-q r in es ‘;' JOB NUMBER" 06--29 DATE 03 -13 -01 SHEET; n F rfl 2-13 METER F r \ELECTRICAL DiRop STIM WALL 6' DOOR LOCATION OVERHE AD DOOR 23 FIBERFILL OR x 6 x 10/10 UAUF EINFoRcED FLOOR &LAB, FOUR 4 THICK DYER 6 MIL VAPOR BARRIER. OYER 4" coNIP4cTEID CRUSHED ROCK CAP(LARY ACTION, # I Li A lo - ID 32'-5)/ 2 oe -i 2/ A 1 , K ')( to' 34'�' FOUNDATION PLAN SCALE 4'4-0" /4' 4G PLIU00 cpx 4a/24 GLI AND NAILED TO JOIST 1t141L. PANEL DGES 6" O.C. STAG ER D ,011\11S, ITN ac. I\ITEItMEItIATt SUrpOIRTS, 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 10'- TYI/ 22 ArB.2 1 2'p )( POUR CONCRETE FOR FRONT STEP FLUSH WITH FLOOR 3F 16T 3/4" T4 P yuidor) DX 48/ NA LE TO OlT N IL F WIT iati, 1 04. IN ER EDI ST GG RE JoNTS., 4 UE AND EGESJ 01, TE Ur '0T, 22'- 9 Rie Er$ 4/24/ 70 40 '07 9 Th •23 V-0" ImMEN M.14.•MIM REVIE CODE COMPLI4NLI.1 APPROVED NOV i 3 2007 • City Of TukwiLa B ILDING - Co RECEIVED CITY OF TLIK‘AolA AUG 2 / NO7 pEtimi (.EN ER 111111111111111111111111111111111111=11111111111111MM E ZZ„ 4V> ARCHITECTS PLANNERS JOB NUMBER 0& -2 DATE 03-13-01 • „1 1LI INSULATION REQULREMENTS INSULATION INSTALLED PER MANUF. INSTRUCTIONS. TO ACHIEVE PROPER D MAINTAIN CLEARANCES, AND MAINTAIN UNIFORM 12-VALUES. TO THE MAXIMUM EXTENT POSSIBLE, INSULATION SHALL EXTEND OVER THE FULL COMPONENT AREA TO THE INTENDED R -VALUE 13112 ROOF/CEILING INS„ s 4TIOI OPEN43LDWN INSULATION MAY BE USED IN ATTIC SPACES WHERE • THERE IS AT LEAST 30' OF CLEAR DISTANCE FROM THE TOP OF THE BOTTOM CHORD OF THE TRUSS OR CEILING JOIST TO THE UNDERSIDE OF THE SHEATHING AT THE ROOF RIDGE. WHEN EAVE VENTS ARE INSTALLED BAFFLING OF THE VENT OPENINGS SHALL PE PROVIDED SO AS TO DEFLECT THE INCOMING AIR ABOVE THE SURFACE OF THE INSULATION. ego of t-',' ,, \ '\, .a, a t -X /3 NO, zi 4x 4z.eD w0r■10^r 13113 WALL INSULATION EXTERIOR WALL CAVITIES ISOLATED DURING FRAMING SHALL BE FULLY INSULATED To THE LEVELS OF THE. SURROUNDING WALLS. WHEN INSTALLED IN WOOD FRAMING, FACE BATT INSULATION SHALL BE FACE STAPLED. ABOVE GRAPE EXTERIOR INSULATION SHALL BE PROTECTED. j311,_ $LAB -ON- GRACE FLOOR SLAB -ON -GRADE INSULATION INSTALLED INSIDE THE FOUNDATION WALL SHALL EXTEND DOWNWARD FROM THE TOP OF THE SLAB A MINIMUM DISTANCE OF TWENTY -FOUR INCHES OR TO THE TOP OF THE FOOTING, WHICHEVER IS LESS. 1312.1 STANDARD PROCEDURE FOR DETERMINATION OF GLAZING AND DOOR U.-FACTORS U- FACTORS FOR GLAZING AND DOORS SHALL 13E DETERMINED, CERTIFIED AND LABELED IN ACCORDANCE WITH STANDARD RS -31 RY A CERTIFIED INDEPENDENT AGENCY LICENSED BY THE NATIONAL FENESTRATION RATING COUNCIL (NFRC). COMPLIANCE SHALL BE BIASED ON THE NONRESIDENTIAL MODEL SIZE. PRODUCT SAMPLES USED FOR U- FACTOR DETERMINATIONS SHALL BE PRODUCTION LINE UNITS OR REPRESENTATIVE OF UNITS AS PURCHASED BY THE CONSUMER OR CONTRACTOR. PRE -EN .- INEERED ROOF TRUSSES e 24" 0.CI HURRICAN CLIP EACH TRUSS EACH END BOTH SIDES. SUBMIT E\IGINEERING TO LOCAL BUILDING OFFICIAL FOR APPROVAL PRIOR TO FABRICATION. TYPICAL. 0 ∎A BM rr1 ∎r ∎r A�ftwbw� rwl/I0 �A _dm -r r rrs A M 111000 r• rr 1. r 0 Mr r wr_M 1313.1 VAPOR RETARDERS: VAPOR RETARDERS SHALL BE INSTALLED ON THE WARM SIDE (IN WINTER) OF INSULATION AS REQUIRED BY THIS SECTION. WITH VAPOR IMPERVIOUS PAINT, OR OTHER APPROVED AND ACCEPTABLE MEANS 3 OOF /C N ASS M 15: ROOF /CEILING ASSEMBLIES WHERE THE VENTILATION SPACE ABOVE THE INSULATION I5 LESS THAN AN AVERAGE OF TWELVE INCHES SHALL BE PROVIDED WITHOUT A VENTED AIRSPACE, WHERE NEITHER THE ROOF DECK NOR THE ROOF STRUCTURE ARE MADE OF WOOD, SHALL PROVIDE A CONTINUOUS VAPOR RETARDER WITH TAPED SEAMS. EXCEPTION: VAPOR RETARDERS NEED NOT BE PROVIDED WHERE ALL OF THE, INSULATION IS INSTALLED BETWEEN THE ROOF MEMBRANE AND THE STRUCTURAL ROOF DECK. 13133 WALLS WALLS SEPARATING CONDITIONED SPACE FROM UNCONDITIONED SPACE SHALL BE PROVIDED WITH A YAPOR RETARDER. VAPOR IMPERVIOUS PAINT OR OTHER APPROVED AND ACCEPTABLE MEANS 0-n 6 56' -O" 1313,4 FLOORS FLOORS SEPARATING CONDITIONED SPACE FROM UNCONDITIONED SPACE SHALL BE PROVIDED WITH A VAPOR RETARDER. NOTE THE GLUE LINES IN PLYWOOD PROVIDE REQUIRED VAPOR RETARDATION IN FLOOR SHEATHING 1314.1 BUILDING .ENVELOPE: THE REQUIREMENT OF THIS SECTION SHALL APPLY TO BUILDING ELEMENTS SEPARATING COONDITIONED FROM UNCONDITIONED SPACES. EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, OPENINGS BETWEEN WALLS AND FOUNDATION, BETWEEN WALLS AND ROOFS AND WALL PANELS, OPENINGS AT PENETRATION OF UTILITY SERVICES THROUGH WALLS, FLOORS, AND ROOFS, AND ALL OTHER OPENINGS IN THE BUILDING ENVELOPE SHALL BE SEALED, CAULKED, GASKETED, OR WEATHER STRIPED TO LIMIT•AIR LEAKAGE. 1 14 I BUILDING ASSEMBLIES USED AS DUCTS OR PLENUMS SHALL BE SEALED, CAULKED, AND GASKEtED TO LIMIT AIR LEAKAGE. N ° 61 )1 ROOF PLAN BCALEI 1/4' -1' -0' 1-1 eM *(9-- *-'-) 5 71 z '4 fir' /� tij LL- 2tX el, ,pe 10' -2y" P ATTIC ACCESS (IBC 1209.2) An openin not less th an 20 inches by 30 inches shall be provided to any attic area having a clear height of over 30 inches. A 30 —inch minimum clear headroom in the attic space shall be provided at or above the access opening. TYPICAL DOWNSPOUTS Typical downspouts shall be minimum 3" rectan— gular gutters, 5" wide. Material shall be galvanized steel, 24 Ga., with baked enamel finish. Installer shall verify required sizes and locations. Connect all downspouts to tight—line storm drains. Run to daylight. UNDER - FLOOR . VENTILATION Under floor ventilation shall be provided by openings into the under—floor area walls. Such openings will have not less than 1 square foot for each 150 square feet of under—floor area. Openings shall be placed as close to the corners as practical and shall provide cross ventilation. The required area of such openings shall be approximately equally distributed along the length of at least two opposite sides. The openings shall be covered with corrosion — resistant wire mesh with mesh openings of 1/4" in dimension. ATTIC VENTILATION Provide roof ventilation of 1/300 of total area of space vented, with 1/2 of vents located in soffits and 1/2 in ridge vents. Ventilation required shall not be less than 3 inches per lineal foot of building Job verify actual area requirements. NOTE: ALL WINDOWS IN HABITABLE SPACES SHALL HAVE VENTILATION STRIP TO PROVIDE CONTINUOUS FRESH AIR 35'- 2' G'a■ /ft, e, 8 XPIRES: 4/24/ ['9 7 / e 4()7 -6' b07 REVIEWED F� CODE COMPLIANCE APPROVED NOV 1 : 2007 City Of Tukwila BUILDING DIMIDt_i ' •w::rtV 'u, 11 . - ' -.�nnlrllr.��ra . ritri - G r . r. Y r: , rtntJ 4 Off O °l VI KM /f tl r 1.1111 11i riiitti. r;Ifll�xr 16' -5)" x BAS: EN,T C .AIUL {I ft � y Zi ( gl�fl f�(�. 7171(r �G(f'' Jt!'��� !� S:1fh:3f4 %l a ff 'e 4, M l Y F. I�Si.Sf� - - K CD 9/ -PL WOO ROO 51-1 ATH _NAIL 0 6" 0.C. PINE_ EDGES 12" V.C. IN ERMDIATS EILIN 5E1 1--5$ 7 \ 1 tp °R 8 2� O.C� NUIzP•ICAI� CLIP EAC TRU 5 EdCH END B�')7H 81DE5. ' pue i Mir eNGiNeRir TO kL.oca1_ ILDIN OFFICIAL OR PPRO PRIOR � O 461RICA710N. TYPICAL. t f i tc i EXPIRES: 4/24/ 72 /Y x -\ X c • 7 - z- 1RECEc °VED DM' OF Ti.J.Kv 1 1.4 AU 2 ' i :JJ1 PE MI f GEN REVISIONS JOB NUMBERS ; m6 -29 DATE 03 -13 -01 SHEET OF 3 PAGE NO. SHEET NO. DRAWING TITLE 1 C--1 COVER SHEET 2 C-2 TEMPORARY EROSION AND SEDIMENT CONTROL PLAN & DETAILS 3 C -3 SITE, DRAINAGE & UTILITY PLAN 4 C -4 DRAINAGE, UTILITY, & DRIVEWAY DETAILS 5 C -5 STANDARD NOTES STATION EQUATION EW 2 +64.47= NS 4 +00.00 4 +00 30' ROW U � 1 -44 F z F- ° w , U w 0 z I) 3+00_ 66' APPRC)( GIST TO DUWAMISH RIVER 2 +00- . ' SS— . 30' RO w o 1- z h 0n (Act W U wI 1 Ito 3 +00 EXISTING CURB & GUTTER q q 4 v - .ASPHALT'. DRIVEWAY • • . •o NORTH LINE 1 SOUTH 1/2 LOT 25 1 � I oI O I CI- zI GARAGE 551 SF 1" IRON PIPE FOUND SEPT 22, 1997 1 PER ROS #7803039024 #11630 EXISTING HOUSE #11642 1 5 ,'HOUSE 1 2,082 SF EW LINE SS 1 60.07' S90 °00'U0 "W +00 \5' N90 °00'00 "E 156.87' s90 °00'00 "W 264.81' EXISTING SHED 1 1 1 1 1 1 \ �l EXISTING SHED (TO BE REMOVED) 272.00' - - N90 °00 "E - BOEING HOUSE - CIVIL PLANS z ° 0 o \ , , 5 +00 C J , , J LOT SIZE 22,314 SF 23 108.33' 518.40' (P) 27 -29 I \ I 1 P p ,RK 0�� A' 6 +00 1" IRON PIPE FOUND SEPT 22, 1997 PER ROS #7803039024 '250.00'(P) 108 -113 1" IRON PIPE FOUND SEPT 22, 1997 2' EAST OF CORNER PER ROS #7803039024 NOTES ROS #7803039024 ROS #9507129017 ROS #95081 69006 ROS #9711249005 NORTH THIS SURVEY WAS PERFORMED BY FIELD TRAVERSE WITH THE FINAL RESULTS MEETING OR EXCEEDING THE CURRENT TRAVERSE STANDARDS CONTAINED IN W.A.C. 332 -130 -090. THE BOUNDARY CORNERS AND LINES DEPICTED ON THIS MAP REPRESENT DEED LINES ONLY. THEY DO NOT PURPORT TO SHOW OWNERSHIP LINES THAT MAY OTHERWISE BE DETERMINED BY A COURT OF LAW. REFERENCE SURVEYS LEGEND -S-- FOUND CORNER, 1/2" REBAR AND CAP VISITED 10/12/06 • NO. 4 24" REBAR WITH CAP LS 36795 SET PROPOSED YARD DRAIN CLEARING LIMITS FF FILTER FABRIC FENCE s EXISTING SANITARY SEWER ss ss W SCALE: 1" - 20' 0 20' 40' 80' NO. 4 24" REBAR WITH CAP LS 10151 SET PER ROS #9711249005 PER PLAT MEASURED CALCULATED PROPOSED TYPE 1 CATCH BAS IN PROPOSED STORMFILTER EXISTING SANITARY SIDE SEWER PROPOSED SIDE SEWER EXISTING WATER w PROPOSED WATER D — PROPOSED STORM DRAIN - - 448 EXISTING CONTOURS 448 — PROPOSED CONTOURS VERTICAL DATUM RM -144 ELEVATION 17.35 NGVD 1929 CHISELED SQUARE AT LEFT DOWNSTREAM END OF CONCRETE BRIDGE PIER, RIVERTON HIGHWAY BRIDGE BASIS OF BEARING 590 °00'00 "W NORTH LINE OF DUWAMISH PARK PER RECORD OF SURVEY REC #7803039024 EQUIPMENT USED TOPCON GPT 8205A ROBOTIC TOTAL STATION FC -2000 DATA COLLECTOR Final acceptance is subject w field inspection. the Public Works utilities inspector, 5- Date: CORRECTION LT REVIEWED FOR CODE COMPLIANCE APP VED NOV 1 j 2007 City Of Tukwila O BUILDING D ,IS.. J itst plans have been reviewed by the Public ' arks 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 rho designer. Additions, deletions or revisions to the drawings after this date will void this acceptance and will require a resubmittal of revised drawin for subsequent approval, RECEIVED CITY OF 1 'ec.kr L AJL 2 l 2007 PIc fvII l GEIN I ER CALL 48 HOURS BEFORE YOU DIG 1- 800 - 424 -5555 EXPIRES: 5/26/2007 (f) 0 LiJ (f) ID 0 Z 0 0 N W c O 0 m 0 0 ~ W U Z CC 0 0 m W LU (1) a ELI 2 0 w 0 oo 0 0 0 uJ 10 W 0 , UN WINt KINGS IU AIIAUH FABRIC TO WIRE 11 . I 1 = 1 I - 111- 111 -11 I 111 1 =111 =111= : I : : I I1 = 1 -111 = 111 = 111 = 111 = 1 1 = 111 = 111 = 111 = 111 = 111 - 111 111 111 111 111 - 111 - 111 - 111 111"111 — 111. - 11 — 11_ - 11 6' MAX - • STATION EQUATION EW 2 +64.47= NS 4 +00.00 R W - 0 z 0 L ' � V Q' 0 W U z z 3 +00 4 +00 Lt.] Z J APP DUWAM NO SCALE 66' X C IS H In (/) ST TO RIVER NOTE: / SS -30' RO 1 cF � 03 �a WI I. Pr A F MIFIr r ir Ir.4 OVA., jr,,,SarOg Avila 0%441 I1�s ELEVATION VIEW I co ►° 0 N 1 ,— FILTER FABRIC MATERIAL IN CONTINIOUS ROLLS USE STAPLES 3 +00 EXISTING CURB Sc GUTTER - .ASPHALT' Di /EWAY NORTH LINE SOUTH 1/2 LOT 25 L .�._ FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE •a DETAIL — FILTER FABRIC FENCE v GARAGE 551 SF 1" IRON PIPE FOUND SEPT 22, 1997 ► PER ROS #7803039024 #11630 EXISTING HOUSE #11642 WIRE MESH SUPPORT FENCE i LINE FILTER MATERIAL IN 8 "x12" TRENCH AND LEAVE MIN 2" EXPOSED FILTER FABRIC MATERIAL V 2 "x2 "x5' WOOD POSTS. STANDARD OR BETTER OR EQUIVALENT. WIRE MESH SUPPORT FENCE (TO BE LOCATED ON THE DOWNHILL SIDE OF FILTER FABRIC) PROVIDE 3/4 " -3" WASHED GRAVEL BACKFILL TRENCH AND ON BOTH SIDES OF FILTER FABRIC FENCE ON SURFACE TEMPORARY EROSION & SEDIMENT CONTROL PLAN & DETAILS EW LINE SS 5 ' ,'HOUSE 1 2,082 SF FF +00 160.07' 590°1)0'00"W r S90 °00'00 "W EXISTING SHED (TO BE REMOVED) EXISTING' SHED I 1 EXISTING ROAD 0 0 0 - - � 0 • • i;J:cE LE -J 5 +00 LOT SIZE 22,314 SF 23 27-29 `-/P , 4A Mi 0 .34-0Fo R S0 S� J 108.33' 5'18.40' (P) DETAIL — CONSTRUCTION ENTRANCE / NO SCALE 25' R MIN (TYP) I \ o � P � \S N P pR� 0 4 00 4.4 "4) 4 0 4 1.14 - 04001: 414 . -400 p ' 44...i.,.. ^' 1 � 04.1000-1,44.4011044- te al. ' � r . r! 40m lit �'r1 i± mow X7: :4 . 4* 14401111:411064 -- -4 a 5 I I . 17 ::: Z4;1'iliiipral:1 fir 1 it t i i t it 11411110111 Aftiel 4.- PROVIDE FULL WIDTH OF INGRESS / EGRESS AREA 15' -0" MIN 6 +00 1" IRON PIPE FOUND SEPT 22, 1997 PER ROS #7803039024 250.00'(P - 108 -1 13 GE ❑TEXTILE F❑ 4"-8" QUARRY SPALLS TEMPORARY SILT FENCE (SEE STD. SPEC. 9 -33.2 , TABL COMPACTED NATIVE S JJ O ■■m■■ ■■ ■ ■ ■■ :u■■■■■ ■■■ ■■■ ■ ■■■■■■■ ■■■■ ■■ ■■ u■ 11 tr. ti BURY GEOTEXTIL IN 4' ? 4' TRENCH PLAN VIEW (CROSS BRACES NOT SHOWN) SECTION OA NO SCALE 1 NORTH INLET GE ❑TEXTILE POST (SEE STD. SPEC. 8- 01,3(9)A) FF 11 0 LEGEND NOTES SCALE: 1" 20' 20' 40' CLEARING AND GRADING CONSTRUCTION ENTRANCE SILT FENCE EX CONTOUR PROP CONTOUR EROSION & SEDIMENT CONTROL SCHEDULE: INSTALL AT INITIAL PHASE (CLEARING AND GRUBBING) INSTALL AT ROUGH GRADE PHASE (CUT /FILL, PIPING, STREETS, CURBS, ETC.) TEMPORARY INLET PROTECTION AS NEEDED PER DETAIL 3 SILT FENCE PER DETAIL 1 CONSTRUCTION ENTRANCE. PER DETAIL 2 DETAIL — INLET PROTECTION 80' NOV 1. 20�•I 1. PREFABRICATED UNITS MAY BE USED IN LIEU OF THE DESIGN SHOWN ON THIS PLAN UPON APPROVAL OF THE ENGINEER. 2. STRUCTURE SHALL BE CONSTRUCTED SUCH THAT GE ❑TEXTILE MATERIAL SHALL BE FASTENED TO POSTS CREATING A SEAMLESS JOINT, 3. ENSURE THAT PONDING HEIGHT OF WATER DOES NOT CAUSE FLOODING ON ADJACENT ROADWAYS OR PRIVATE PROPERTY. 4. PERFORM MAINTENANCE IN ACCORDANCE WITH STANDARD SPECIFICATI ❑N 8 01.3(15). b07 -1 FASTEN CROSS BRACES TOGETHER WITH SCREWS, NAILS, NYLON TIES OR WIRE IS ❑METRIC VIEW (ENTIRE FENCE NOT SHOWN FOR ILLUSTRATIVE PURPOSES) ATTACH WOOD OR METAL CROSS BRACES TO STABILIZE POSTS r—TEVIEWED FOR CODE COMPLIANCE APPROVE City Of Tukwila BU D : DING DIVISIDLU SILT FENCE (STD. PLAN I -4) EXPIRES: 5/26/2007 CITY OFIT 'ILA AUG 2 i Z607 PchivII I GLN I tR CALL 48 HOURS BEFORE YOU DIG -800-424-5555 7 0 7 0 m z 0 (1) (l) u, n 0 0 (-• p0 00 00 0 0 N 0 LIJ O 0 0 0 oN W w w m z 0 0 U 0 m N U J F— LA 0 c z 0 U W w w 0 a a z 0 0, 0 z LO 0 ID STATIONING INVERT IN /OUT PIPE DIAM IN /OUT TYPE DETAIL/ PAGE CB4 EW 4 +43.99 ( 58.69' RT) RIM =1 1.92 IN=10 W OUT =9.5 N OUT =9.5 E IN =6" PVC OUT =12" PVG OUT =12" PVC YARD DRAIN WITH SOLID CONCRET LID DS03 /C -4 CB5 EW 4 +53.90 (58.69' RT) RIM =11.90 IN =9.5 W OUT =9.5 N IN =6" PVC OUT =12" PVC YARD DRAIN WITH SOLID CONCRET LID DSO3 /C- 4 STATION EQUATION EW 2 +64.47= NS 4 +00.00 4 +00 30' ROW AP PRO DU WAN/ 2+00 (7) 3 +00 66 ' X C ISH ST TO RIVER 1-- cn, 1" IRON PIPE FOUND SEPT 22, 1997 1 PER ROS #7803039024 I I in i I C'4 EXISTING CURB & CUTTER ❑ • 1E =3.27 •.�SPHAL1 o DRVEWAY lE -3 .48 • NORTH LINE SOUTH 1/2 LOT 25 v GARAGE 551 SF #11630 EXISTING HOUSE #11642 r NOT TO SCALE 5' 1 EW LINE 1 1 SS e r ,'HOUSE 1 2,082 SF 1 60.07' S90 °00'00 "w pvc. +00 IE =5.43 4 PVc \5 N90 °00'00 "E t 156.87' 6" PVC 28 LF 0.08 FT /FT STUB OUT FOR FUTURE EXTENSION 1' 12" DIAMETER RIGID PERFORATED PIPE / \ \7 \ \2 \ \j \ \j / \ \j \ \ \ / \ \jj / \/ \j \/ \j \/ j / \ \ / / \/� • r =r /\/, N / \/ /, " TiOIThej "VI I i 1 ilf i = r r r stor�e e Walteddiei movivi LOT 1 INFILTRATION TRENCH 890°00'00"W 264.81 COMPACT BACKFILL , I 2b' 12" PVC 4 LF 0.00 FT /FT CB1 EXISTING SHED , 272.00' N90 °00'00 "E 1 1/2"-3/4" WASHED ROCK FILTER FABRIC 0 —1Z A IE =9.50 - J , , , z a '0 * CB2 5 +00 SITE, DRAINAGE & UTILITY PLAN 10'w x 5'D x 37'L INFILTRATION TRENCH SEE DETAIL 1 LOT SIZE 22,314 SF 23 27 -29 108.33' 518.40' (P) 1 z 3 " \/\ z I -IQ o 0 0 1v 0 _ I : � PM'S oko' 0 10' NO SCALE 6 +00 1" IRON PIPE FOUND SEPT 22, 1997 PER ROS #7803039024 250.00'(P) 108-113 1" IRON PIPE FOUND SEPT 22, 1997 2' EAST OF CORNER PER ROS #7803039024 0.02 FT /FT 0.02 FT /FT 6" COMPACTED DEPTH GRAVEL BASE 10' DRIVEWAY CROSS SECTION 1- z w 2" COMPACTED DEPTH CLASS B ASPHALT CONCRETE 2" COMPACTED DEPTH CRUSHED SURFACING BASE COURSE NORTH SCALE: 1" = 20' 0 20' 40' SITE IMPROVEMENT SCHEDULE A CLEANOUT PER DETAIL SS- 03/C -4 C rft( Tyr r 6 3/4" WATER SERVICE METER PER DETAIL WS-01/C-4 L RESIDENTIAL DRIVEWAY PER DETAIL RS-08A/C-4 SCHEDULE OF STRUCTURES 80' X07 -13y 9 R:p CODE COMPLIANCE APPReMED NOV j 2Q0 City Of - wile BUILDING DIVISION RECEIVED CITY OF 71...X WII �1 AUU 2 r ZOO? PLnWli1 (JI.NI EXPIRES: 5/26/2007 1 LLI (f) 0 Z 1 0 CO 0 U z U 0 0 w z� 0 w z CD z J 98 cm co Q Q N Q w U 0 0 d w 0 0 w 0 0 w 1 u� 0 O I MATERIAL DIMENSIONS PROPERTY LINE S. ( j 3t PROPERTY LINE 12" T & G 18" PLUGGED CLEAN OUT (TOTAL 90' REQUIRES CLEAN OUT) LONG SWEEP BEND 24" T & G DEPTH 36" PLUGGED CLEAN OUT (WYE) ADDRESS 36" OR 48" ' V 2" 2 -1/2" w D. 150' MAX 30" ❑ ■ ell 27" 33" 30" BELL I.D. 14" 22" SOIL PIPE ADAPTER 4 MIN. SEWER PIPE w L a re EXISTING SEPTI 27 -1/2" L CITY RAN 1 -3/8" 3 -1/2" 3 -1/2" 2" LINE 13 -7/8" 21 -7/8" INSPE TEE AT I GRATE THICKNESS CITY RAW LINE CLEAN OUT 6" PLUG 6" x 6" x 4' WYE 6" SEWER FIPE STREET �. 3 - 1/2" 2" APPROX. WEIGHT 300# SEWER MAIN SADDLE AT EXISTING MAIN NOTES: 1. MATERIALS AND INSTALLATION CHAPTER 8 OF THESE STANDARDS. 2. DECOMMISSION SEPTIC TANK PER CHAPTER 8 OF THESE STANDARDS AND KING COUNTY HEALTH DEPARTMENT. 3. WATER AND SEWER LINE SEPARATION 10' HORIZONTALLY. IF WATER AND SEWER LINES CROSS, SEWER SHALL BE AT LEAST 18" BELOW THE WATER LINE. NOT TO SCALE SANITARY SIDE SEWER 0 C of RESIDENTIAL RESIDENTIAL 1, 0 ...• a �� � x � Rd saL4 ; c City of SHEET: SS -02 r/� Tukwila REVISION #1: 08.03 i ow APPROVAL B. SHELTON I MATERIAL DIMENSIONS t� LABELED C.O WITH OR WITHOUT PERFORATION ( j 3t INSIDE DIAMETER 12" T & G 18" 24" 24" T & G DEPTH 36" 36" 36" 36" OR 48" WALL THICKNESS 2" 2 -1/2" 3 -1/4" 3" BELL O.D. 16" 27" 33" 30" BELL I.D. 14" 22" 27 -7/8" 27 -1/2" BELL DEPTH 1 -3/8" 3 -1/2" 3 -1/2" 2" GRATE DIAMETER 13 -7/8" 21 -7/8" 27 -3/4" 27" GRATE THICKNESS 1 7/16" 3 - 1/2" 3 - 1/2" 2" APPROX. WEIGHT 300# 400# 975# 825#, 1100# NOTES: 1, 0 1. SET GRATE INTO BELL RECESS. 2. MAY REQUIRE A BASE SLAB. 3. FOR USE IN NON - TRAFFIC AREAS ON PRIVATE PROPERTY. NOT TO SCALE Rd saL4 ; c City of CATCH BASIN YARD DRAIN a + 5 SHEET DS -03 2 OF 2 '! i ukla ` �" loon Tukwila �+ REVISION #1: 08.03 B. SHELTON ELEVATION _ t� LABELED C.O (D.I., CONC.) SUBGRADE ELEVATION ( j 3t I F SIDEWALK 5' -8' ,\ , PLUG . - I:8" RAISE � 4 .. - _ . ,� r '- -. . _ .._ a i _� 18 11=1 - 12' DLA L 4 314" =1.2" WIDE BORDER -« PLAN FIBRE JOINT PACKING VIEW 10" x + 9" SHEET: RS-08A 8 -314" REVISION #1: 08.03 1 h 1 -M:11 45' BEND REVISION #1: 08.03 4 IVk27l8 J f ■1 /.i /�.ii� 7" - I 7 : : : I N S ( ELEVATION CAST IRON RING AND COVER ir F EARTH SIDE SEWER A \ -."..._.... " '^� - - - 44+44' _._.- ,_- ..".,- ,.�.....�-- _--- -- -•� NOT TO SCALE ax 1L4 o y f . City of SANITARY SIDE SEWER CLEAN -OUT i x SHEET: SS -03 loo Tukwila s. REVISION #1: 08.03 APPROVAL B. SHELTON � 5.S 1 q b4i4N :.." 48- IS°O0 A 3/4' LIP c 6 Top OF CURE , 8 ., 2' MIN OR MORE AT DRIVEWAY (D.I., CONC.) SUBGRADE ELEVATION (CPEP CMP, PVC) 16" SIDEWALK 5' -8' - I'r AS DIRECTED, - - 5% x 314" •._. .. DRIVEWAY (MAI(. GRADE IS 15 %) 4 .. - _ . ,� -. . _ .._ a i _� 18 11=1 7 - 5(8" CRUSFIE0 ROCK SECTION A -A CURB DETAIL NOTES: 1. THIS ALTERNATE SHOULD BE USED ONLY AFTER STUDYING CLOSENESS OF DRIVEWAYS, DRAINAGE, TOPOGRAPHY. DRIVEWAY GRADES, ETC, 2. CONCRETE SHALL BE CLASS B OR BETTER THAN 5 -1/2 SACK, 3000 PSI. 3. INSPECTION REQURED BEFORE PLACING CONCRETE. AT LEAST 24 HOUR NOTICE MUST BE GIVEN TO TUKWILA PUBLIC WORKS DEPARTMENT. 4. ALL DRIVEWAY APRONS SHALL BE A MINIMUM OF 6" THICK_ 5. WHERE DRIVEWAY WIDTHS EXCEED 15', A 3/8" X 5-1/2" EXPANSION JOINT SHALL BE PLACED LONGITUDINALLY ALONG THE CENTERLINE. 6. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH APWANVSDOT PLANS AND SPECIFICATIONS OR AS DIRECTED BY THE CITY OF TUKWILA. 7. AN ASPHALT APRON MAY BE USED IN AREAS WHERE NO CURB EXISTS. 8. REMOVAL OF EXISTING CONCRETE CURB, GUTTER OR SIDEWALK SHALL BE SAW CUT TO THE NEXT JOINT. NOT TO SCALE O IL4 f � o y m City of RESIDENTIAL DRIVEWAY ALTERNATE 1 OF 3 1.5XI.D..18 - 24 MIN. NOTES: x + J SHEET: RS-08A r/ /� • kwtla � • C' Tukwila REVISION #1: 08.03 1 APPROVAL B. SHELTON SHEET: DS-14A / RIGID PIPE FLEXIBLE PIPE (D.I., CONC.) SUBGRADE ELEVATION (CPEP CMP, PVC) PIPE BEDDING 7 7 /..• BACKFILL � 4 .. - _ . ,� PIPE AS SPECIFIEC . ON PLAN OF(SPECS. 4 I C ° ' _ • ' . '5 4 . • ° - . - "nr;:uL • 4 _ . 4 4 4 • - - - - • 11 4' : 4 11. • I . - d1 I '• .i1 1 - I l 11 IL1 III- = IF 1.5XI.D..18 - 24 MIN. NOTES: 1. IN PAVED AREAS AND RIGHTS -OF -WAY, BACKFILL WITH %" MINUS CRUSHED ROCK TOP COURSE, COMPACTED IN MAXIMUM 6" LIFTS, TO 90 % MODIFIED PROCTOR PER ASTM D -1557, 2. IN UNPAVED AREAS BACKFILL WITH NATIVE MATERIALS OR GRAVEL AND COMPACT IN MAXIMUM 12" LIFTS TO 90% PER ASTM D -1557. 3. NATIVE BACKFILL MATERIAL AT UNPAVED AREAS SHALL NOT HAVE PARTICLE SIZE GREATER THAN 1" WITHIN 6" OF THE PIPE EXTERIOR. 4. COMPACT PIPE 3/4" CRUSHED ROCK BEDDING TO 90 % MODIFED PROCTOR PER ASTM D -1557, NOT TO SCALE � 4.aL4 e Z City of TRENCH BEDDING AND BACKFILL ..y x J J SHEET: DS-14A ey Tukwila @e + 1008 ' s. REVISION #1: 08.03 APPROVAL: B. SHELTON DRAINAGE, UTILITY, AND DRIVEWAY DETAILS / It!�pr111111a!1!■!■ L1�I ina %/ / if . a r il- n =l��r 3/8'0X3" GALV. EYE BOLT WELD 24" GALV. CHAIN 200# OUTLET DRAIN PIPE, SIZE PER PLANS GROUT GROUND PAVEMENT OR GROUND ELEVATION NOTES: 1. FOR USE AS SMALL CATCH BASIN OR DISTRIBUTION BOX. 2. FOR USE IN NON - TRAFFIC AREA ON PRIVATE PROPERTY. 3. SOLID CONCRETE COVER WHEN USED AS A DISTRIBUTION BOX. 4. COMPACT SUBGRADE TO 90% MODIFIED PROCTOR. 5. REFER TO DS -03 2 OF 2 FOR MATERIAL DIMENSION. INLET DRAIN PIPE, SIZE PER PLANS INSTALL TEE ON OUTLET PIPE 24" 0 CONCRETE SEWER PIPE NOT TO SCALE City of Tukwila CATCH BASIN YARD DRAIN SHEET: DS -03 1 OF 2 REVISION #I: 08.03 APPROVAL: B. SHELTON 1 FINISHED GROUND LINE TO MAIN 24" 3/4" OR 1" PARTS LIST: TYPE K COPPER 1 - 1" COUPLINGS MUELLER 110 X ANGLE STOP - BALL 1 - 1" OR 3/4" CORP STOP - BALL 1 - TAILPIECE WITH FEMALE IRON PIPE THREAD METER INSTALLED BY CITY • TYPE K COPPER PIPE - PVC - POLY ETHYLENE TO SERVICE NOTES: 1. NO METER BOXES IN SIDEWALKS AND DRIVEWAYS WHERE POSSIBLE, 2. USE CLEAN 5/8" MINUS CRUSHED ROCK TO BACKFILL AROUND CORP STOP AND SERVICE LINE. 3. REFER TO CHAPTER 7 OF THESE STANDARDS. NOT TO SCALE 1 City of Tukwila METER 3/4" OR 1" SHEET: WS-01 REVISION #1: 08.03 APPROVAL: B. SHELTON / D o--,( , )24 REVIEWtb CODE COMPLIA APPROVE 1■10\ 1 3 2N1 City Of Tutemia BUILDING DI riV -,, RECEIVED CITY OF TUI LA AuJ 2 / LUvl L;EINI EXPIRES: 5/26/2007 z J o� W 0 0 m N 0 0 N a O 0 ww (/) z 0 w ti LID 0 uJ Q 0 a 0 Z 0 7 LLI 0 Z LC) U DRIVEWAY CONTACTS PROJECT MANAGER: KHAM PHENGPHACHAN, THE KEIMIG ASSOCIATES (253) 939-3232 DESIGN ENGINEER: SCOTT PALMER, ALTA CASCADE INC. (253) 864 -6800 OWNER: ROBERT & REBECCA BOLING (206) 937 -6202 GENERAL 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 PERMITS) 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. STANDARD NOTES PRIOR TO STARTING CONSTRUCTION, CONTACT ONE -CALL (1- 800 - 424 -5555) FOR UTILITY LOCATIONS. 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 PROJECTRELATED 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. CONSTRUCTION NOTES 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 PREAPPROVAL FROM THE DIRECTOR. F. INSTALL STEEL PLATES OVER ANY TRENCH, AT ANY TIME WORK IS STOPPED AND THE TRENCH IS LEFT OPEN. R-TtEWED FO CODE COMPLIANCE APPROVED NOV 13 2N1 City Of Tukwila 1. ALL TRENCH EXCAVATION OPERATIONS SHALL MEET OR EXCEED ALL APPLICABL BUILD IN .T DIVISION SHORING LAWS FOR TRENCHES OVER 4 -FEET DEEP. ALL TRENCH SAFETY SYSTEMS SHALL MEET WISHA REQUIREMENTS. UTILITY NOTES 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. 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. poi i3y RECEIVED CITY OF TU KIM! LA AUG 2 i ZGO1 PEHfVII7 OEN I ER EXPIRES: 5/26/2007 \65 (f) z 0 0 LLJ 0 Z 0 m 0 3 U � 0 V w w 0 z y w o w ° m c) 0 z 0 W 0 03 0 0 n 0 L() Z U) PAGE NO. SHEET NO. DRAWING TITLE 1 C -1 COVER SHEET 2 C -2 TEMPORARY EROSION AND SEDIMENT CONTROL PLAN & DETAILS 3 C -3 SITE, DRAINAGE & UTILITY PLAN 4 C -4 DRAINAGE, UTILITY, & DRIVEWAY DETAILS 5 C-5 STANDARD NOTES 7 - �30' ROW - I ti 2 +00 4 +00 w z w 3 +00 66' - APPROX DI DUWAM SH T TO RIVER ,1 30' /RO S 120TH PL Z 0 D 0 CL W GARAGE a I n I 551 SF .4- I 1 I � In Z L (0 z I FOUND SEPT 22, 1997 1 PER R0S #7803039024 1, I I 0 I N / //; DUWAMISH RIVER zze /2////z S 116TH ST S 120TH ST z EXISTING CURB & GUTTER U, (0 E S 113TH ST // -q s 119T J S 115TH ST ST #11630 EW LINE HOUSE / 2,082 SF EXISTING HOUSE #11642 SITE S 122ND `a '5' N90 °00'00 "E 11 1.1 `_,a11 I) ,' 111 1 " UV 1• t 11400 1 1 56.87' S90 °00'00 "W J 264.81' EXISTIN SHED EXISTING SHED (TO BE REMOVED) 272.00' N90 °00'00 "E BOEING HOUSE - CIVIL PLANS I1 _ a 5 +00 23 LOT SIZE 22,314 SF 108.33' 518.40' (P) 27 -29 J 15 6 +00 1" IRON PIPE FOUND SEPT 22, 1997 PER ROS #7803039024 ' 250.00'(P) lam_ PP 108 -113 1" IRON PIPE FOUND SEPT 22, 1997 2' EAST OF CORNER PER ROS #7803039024 NOTES THIS SURVEY WAS PERFORMED BY FIELD TRAVERSE WITH THE FINAL RESULTS MEETING OR EXCEEDING THE CURRENT TRAVERSE STANDARDS CONTAINED IN W.A.C. 332 -130 -090. THE BOUNDARY CORNERS AND LINES DEPICTED ON THIS MAP REPRESENT DEED LINES ONLY. THEY DO NOT PURPORT TO SHOW OWNERSHIP LINES THAT MAY OTHERWISE BE DETERMINED BY A COURT OF LAW. REFERENCE SURVEYS ROS #7803039024 ROS #9507129017 ROS #9508169006 ROS #9711249005 1 NORTH (P) PER PLAT (M) MEASURED (C) CALCULATED PROPOSED T'Y E 1 CATCHBASIN PROPOSED STORMFILTER 111 0 PROPOSED YARD DRAIN CLEARING LIMITS FILTER FABRIC FENCE EXISTING SANITARY SEWER EXISTIN G SANITARY SIDE SEWER PROPOSEDSIDE SEWER - w EXISTING WATER w PROPOSED WATER D — PROPOSED STORM DRAIN -148 - EXISTING CONTOURS 448 — PROPOSED CONTOURS FF ss LEGEND Doi - i3y 1 1' 40' VERTICAL DATUM EQUIPMENT USED CALL 48 HOURS BEFORE YOU DIG 1 800-424-5555 80' RM -144 ELEVATION 17.35 NGVD 1929 CHISELED SQUARE AT LEFT DOWNSTREAM END OF CONCRETE BRIDGE PIER, RIVERTON HIGHWAY BRIDGE BASIS OF BEARING 590 °00'00 "W NORTH LINE OF DUWAMISH PARK PER RECORD OF SURVEY REC #7803039024 TOPCON GPT 8205A ROBOTIC TOTAL STATION FC -2000 DATA COLLECTOR FOUND CORNER, 1/2" REBAR AND CAP VISITED 10/12/06 • NO. 4 24" REBAR WITH CAP LS 36795 SET NO. 4 24" REBAR WITH CAP LS 10151 SET PER ROS #9711249005 AS -B EXPIRES: 5/26/2009 L D67-/,5V o d E 0 c0 co C U I I - c.0 U CO CO o, 0 1 LO in 0 N N 0 0 N X 0 Q c 0 0 N V) co 0) 0 0 9 o ir 0 0 0 w 0 0 0 w 0 Q 111 FILTER FABRIC MATERIAL IN CONTINIOUS ROLLS USE STAPLES FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE UK WIKt YCINL IU Al I/ - 1 FABRIC TO WIRE i2!::? .i.iiiiis :ii?ii :'iii muumuu •l:ss:i : i i:: siii'!�i•i ii �a: :: sliiii�ii =.ii���iiit si• HIM '9ilaaii ::s: :is ii ?I�i ::.aii:e i� iiil !!!li iii 3i�ii I tag* i i!!! ?I Ii MID � �� =��1 _ 111=11 � ��I� - - 1��= III - - I II - - III - 1� - ��� - 111 �- I �1 ��_ -- III - -� III III - -111-III--111 I II — III -1 I G ' mi l i I 6' MAX I J 1 FOUND SEPT 22, 1997 1 PER ROS #7803039024 JNE FILTER MATERIAL N 8 "x12" TRENCH AND _EAVE MIN 2" EXPOSED PROVIDE 3/4 " -3" WASHED GRAVEL -' BACKFILL TRENCH AND ON BOTH SIDES OF FILTER FABRIC FENCE ON SURFACE WIRE MESH SUPPORT FENCE (TO BE LOCATED ON THE DOWNHILL SIDE OF FILTER FABRIC) _ 2 "x2 "x5' WOOD POSTS. STANDARD OR BEIIER OR EQUIVALENT. r.y3ey.nrva n A 1 56.87' / TEMPORARY EROSION & SEDIMENT CONTROL PLAN & DETAILS PROVIDE FULL WIDTH OF INGRESS / EGRESS AREA 15' -0" MIN 1" IRON PIPE FOUND SEPT 22, 1997 PER ROS #7803039024 GE ❑TEXTILE FOR 4"-8" QUARRY SPALLS TEMPORARY SILT FENCE (SEE STD. SPEC. 9 --33.2 , TABL COMPACTED NATIVE S EROSION & SEDIMENT CONTROL SCHEDULE: I NSTALL AT INITIAL PHASE (CLEARING AND GRUBBING) INSTALL AT ROUGH GRADE PHASE (CUT /FILL, PIPING, STREETS, CURBS, ETC.) TEMPORARY INLET PROTECiON AS NEEDED PER DETAIL 3 CONSTRUCTION ENTRANCE. PER DETAIL 2 1. PREFABRICATED UNITS MAY BE USED IN LIEU OF THE DESIGN SHOWN ON THIS UPON APPROVAL OF THE ENGINEER. 2. STRUCTURE SHALL BE CONSTRUCTED SUCH THAT GE ❑TEXTILE MATERIAL SHALL FASTENED TO POSTS CREATING A SEAMLESS JOINT. 3. ENSURE THAT PONDING HEIGHT OF WATER DOES NOT CAUSE FL❑ ❑DING ON ADJACENT ROADWAYS OR PRIVATE PROPERTY. 4. PERFORM MAINTENANCE IN ACCORDANCE WITH STANDARD SPECIFICATI ❑N 8- 01.3(15). FASTEN CROSS BRACES TOGETHER WITH SCREWS, NAILS, NYLON TIES OR WIRE IS ❑METRIC VIEW (ENTIRE FENCE NUT SHOWN FOR ILLUSTRATIVE PURPOSES) CALL 48 HOURS L BEFORE YOU DIG 1-800-424-5555 ATTACH WOOD OR METAL CROSS BRACES TO STABILIZE POSTS ID STATIONING INVERT IN /OUT PIPE DIAM IN /OUT TYPE DETAIL/ PAGE CB 1 EW 4 +43.99 (58 RT) RIM=11.90 IN =10.02 W OUT= 10.00 N OUT =10.00 E RIM =11.90 IN =10.5 W OUT =10.5 N IN =6" PVC OUT =6 PVC OUT =6 PVC IN =6" PVC OUT =6" PVC YARD DRAIN WITH SOLID CONCRET LID DS03/C-4 CB2 EW 4 +53.90 (58.69' RT) YARD DRAIN WITH SOLID CONCRET LID DS03 /C -4 7 30' ROW 2 +00 4 +00 3 +00 66' APPROX D DUWAMISH (%1 U) T TO RIVER C9 V) 1-- D U CO EXISTING CURB & GUTTER GARAGE 551 SF 4" SDR 35 SS 4" TEE CLEANOUT 6.7 FT COVER 1" IRON PIPE FOUND SEPT 22, 1997 1 PER ROS #7803039024 1L') I #11630 EXISTING HOUSE #11642 4" WYE \LEAN0UT --} -� NOT TO SCALE NOT TO SCALE HOUSE , 2,082 SF/ EW LINE h(1.(•) 7 S9O`('O (1O W 6" WYE CLEANOUT 1 6" FOUNDATION DRAIN CONNECTION 1 , 1 +00 6" PVC @ 1.7% 6" ROOF DOWNSPOUT CONNECTION N90 °00'00 "E 1 56.87 6" PVC @ 1.0% LOT 1 INFILTRATION TRENCH 890 °00'00 "W 264.81 COMPACT BACKFILL 120' 6" PVC 4 LE 0.00 FT /FT EXISTIN SHED "l CCB1 272.00' N90 °00'00 "E 1 1/2 " -3/4" WASHED ROCK FILTER FABRIC (PERE PVO @ 0% , / - - �. 1� CB2 SITE, DRAINAGE & UTILITY PLAN 12'W x 5'D x 37'L INFILTRATION TRENCH SEE DETAIL 1 ■ — — — 5 +00 23 LOT SIZE 22,314 SF N __J 108.33' 518.40' (P) 27 -29 6 +00 1 ".._.IRON_ PIPE FOUND SEPT 22, 1997 PER ROS #7803039024 1 , ' 250.00'(P) _ c 108 -113 1" IRON PIPE FOUND SEPT 22, 1997 2' EAST OF CORNER PER ROS #7803039024 NORTH :(.AI () SITE IMPROVEMENT SCHEDULE n 4" CLEANOUT PER DETAIL SS- 03/C -4 3/4" WATER SERVICE METER PER DETAIL WS-01/C-4 A RESIDENTIAL DRIVEWAY PER DETAIL RS- 08A /C -4 SCHEDULE OF STRUCTURES 80' S UILT EXPIRES: 5/26/2009 c1) 7 0 W (f) 0 0 V 0 to CO 0 0 0 o0 V s 0 CL W (/) 0 w z 0 P ¢0w zcff �zo 0 0 W z 1 co 0 0 0 0 0 z J 0 o W Em 0 z s 0, N 0 0 N 0 0 0 w 0 z 0 N w 0 LQ 0 0 / .. elks, 4 11k \ ..- ._.._. 444 P � �'`` A 3k "LfP TOP OF CURS 18" SIDEWALK 2" MIN OR MORE AT DRIVEWAY G . I I (D.! SUBGRADE ELEVATION BEDDING 2' ■r ■ FINISH S-8' - AS DIRECTED 5% -3 _ „ .'. -- � - ; 1-, • • DRIVEWAY (MAX GRADE IS 15%) A. A• _ - _ • --a - • 18" 4 3/4" 2" - 518" CRUSHED ROCK SECTION A -A CURB DETAIL NOTES: 1. THIS ALTERNATE SHOULD BE USED ONLY AFTER STUDYING CLOSENESS OF DRIVEWAYS, DRAINAGE, TOPOGRAPHY, DRIVEWAY GRADES, ETC. 2_ CONCRETE SHALL BE CLASS B OR BETTER THAN 5 -1/2 SACK, 3000 PSI_ 3. INSPECTION REQURED BEFORE PLACING CONCRETE. AT LEAST 24 HOUR NOTICE MUST BE GIVEN TO TUKWILA PUBLIC WORKS DEPARTMENT. 4_ ALL DRIVEWAY APRONS SHALL BE A MINIMUM OF 6" THICK 5. WHERE DRIVEWAY WIDTHS EXCEED 15', A 3/8" X 5 -1/2" EXPANSION JOINT SHALL BE PLACED LONGITUDINALLY ALONG THE CENTERLINE. 6. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH APWA/WSDOT PLANS AND SPECIFICATIONS OR AS DIRECTED BY THE CITY OF TUKWILA. 7. AN ASPHALT APRON MAY BE USED IN AREAS WHERE NO CURB EXISTS. 8_ REMOVAL OF EXISTING CONCRETE CURB, GUTTER OR SIDEWALK SHALL BE SAW CUT TO THE NEXT JOINT. NOT TO SCALE �� g" } 4 Cit,) f of RESIDENTIAL DRIVEWAY ALTERNATE 1 OF 3 , Ish a :'•f J J i! o� SHEET: RS -08A : �y n l y P }' a� Tula 1 ��� REVISION #1: 08.03 I APPROVAL: B. SHELTON / 14" / i 2" LABELED C 0 (D.! SUBGRADE ELEVATION BEDDING 2' ■r ■ FINISH GRADE 12" T & G 18" A . . A a _ A - - _ - DIA. 4 b A • • PIPE AS SPECIFIED -� ON PLAN OR SPECS. Ti A. A• _ - _ • --a - • f 4 3/4" R 11 1,II 1 �I 1 I11_11 I_ i' i4 1.5 X 1.0. + 18 24" MIN. NOTES: i ii g � � L,RL4 . of 4 % City o ""J TRENCH , Ish 16" j c SHEET: DS -14A REVISION #1: 08.03 14" c 27 -7/8" 27 -1/2" BELL DEPTH Fes----.- -1;8" -12" WIDE BORDER --�. PLAN 1' 12" DIA. FIBRE JOINT PACKING VIEW 2" GRATE DIAMETER 10" 21 -7/8" 27 -3/4" 9 GRATE THICKNESS 1-7/16" -3/4" 45 BEND 1- r4" C 8 �It�t`�iutim \��~�15� I I 300# 400# I�s - k � 2 -718" 4" i���4 4 II z. f I NOTES: BELL RECESS_ BASE SLAB. - TRAFFIC AREAS NOT T' 1 7 -3/4" 1. SET GRATE INTO 2. MAY REQUIRE A 3. FOR USE IN NON ON PRIVATE PROPERTY. 15" 11 ELEVATION YARD DRAIN CAST IRON RING AND COVER \ REVISION #1: 08.03 1 APPROVAL: B. SHELTON I _ EARTH ,...04/00 n =3. _ ) • SIDE SEWER /�, . - M'' a 1 l il l nit r. , ,_.-- NOT TO SCALE � ICI 4 t City o City 4 z � m A �qY Tukwila * 1908 * ` SANITARY SIDE SEWER CLEAN OUT SHEET: SS-03 REVISION #1: 08.03 APPROVAL: B. SHELTON / , . RIGID PIPE FLEXIBLE PIPE (D.! SUBGRADE ELEVATION BEDDING -, CONC.) r (CPEP CMP, PVC) 1 ,..._______, /%aAcKnLL y A 6" 1 I INSIDE DIAMETER 12" T & G 18" A . . A a _ A - - _ - DIA. 4 b A • • PIPE AS SPECIFIED -� ON PLAN OR SPECS. Ti A. A• _ - _ • --a - • a - - _ _ 4 - - 4 _ _ I 4" d q = I I 1 - , 11- 1E--- III „Il R 11 1,II 1 �I 1 I11_11 I_ III' 1.5 X 1.0. + 18 24" MIN. NOTES: 1. IN PAVED AREAS AND RIGHTS -OF -WAY, BACKFILL WITH %" MINUS CRUSHED ROCK TOP COURSE, COMPACTED IN MAXIMUM 6" LIFTS, TO 90 % MODIFIED PROCTOR PER ASTM D -1557. 2. IN UNPAVED AREAS BACKFILL WITH NATIVE MATERIALS OR GRAVEL AND COMPACT IN MAXIMUM 12" LIFTS TO 90% PER ASTM D -1557_ 3_ NATIVE BACKFILL MATERIAL AT UNPAVED AREAS SHALL NOT HAVE PARTICLE SIZE GREATER THAN 1" WITHIN 6" OF THE PIPE EXTERIOR. 4. COMPACT PIPE 5 /" CRUSHED ROCK BEDDING TO 90 % MODIFED PROCTOR PER ASTM D -1557. NOT TO SCALE � L,RL4 . of 4 % City o ""J TRENCH BEDDING AND BACKFILL 16" a 4 J x SHEET: DS -14A d1 •. Tukwila 1UO8 REVISION #1: 08.03 14" APPROVAL: B. SHELTON / MATERIAL DIMENSIONS . TO SCALE WITH OR WITHOUT PERFORATION INSIDE DIAMETER 12" T & G 18" 24" 24" T & G DEPTH 36" 36" 36" 36" OR 48" WALL THICKNESS 2" 2 -1/2" 3 -114" 3" BELL O.D. 16" 27" 33" 30" BELL I.D. 14" 22" 27 -7/8" 27 -1/2" BELL DEPTH 1 -3/8" 3 -1/2" 3 -1/2" 2" GRATE DIAMETER 13 -7/8" 21 -7/8" 27 -3/4" 27" GRATE THICKNESS 1-7/16" 3 - 1/2" 3 - 1/2" 2" APPROX. WEIGHT 300# 400# 975# 825#, 1100# NOTES: BELL RECESS_ BASE SLAB. - TRAFFIC AREAS NOT S `, ■ 1. SET GRATE INTO 2. MAY REQUIRE A 3. FOR USE IN NON ON PRIVATE PROPERTY. 0 o City of x808 • Tukwila CATCH BASIN YARD DRAIN SHEET: DS -03 2 OF 2 REVISION #1: 08.03 1 APPROVAL: B. SHELTON DRAINAGE, UTILITY, AND DRIVEWAY DETAILS =n=lI: =a I1 hlli =l�hl TAT . 3/8" 0 X 3" GALV. EYE BOLT WELD 24" GALV. CHAIN 200# OUTLET DRAIN PIPE, SIZE PER PLANS GROUT GROUND 4 --, ELEVATION PAVEMENT OR GROUND rirrrrr %rr NOTES: 1. FOR USE AS SMALL CATCH BASIN OR DISTRIBUTION BOX. 2. FOR USE IN NON - TRAFFIC AREA ON PRIVATE PROPERTY. 3. SOLID CONCRETE COVER WHEN USED AS A DISTRIBUTION BOX. 4. COMPACT SUBGRADE TO 90% MODIFIED PROCTOR. 5. REFER TO DS -03 2 OF 2 FOR MATERIAL DIMENSION. INLET DRAIN PIPE, SIZE PER PLANS INSTALL TEE QN OUTLET PIPE 24" 0 CONCRETE SEWER PIPE 4" MIN. CONC. CL. 'B' NOT TO SCALE City of Tukwila CATCH BASIN YARD DRAIN SHEET: DS -03 1 OF 2 REVISION #1: 08.03 APPROVAL B. SHELTON , 150' MAX. NOTES: z 0 a 30" PLUGGED CLEAN OUT (TOTAL 90` REQUIRES CLEAN OUT) LONG SWEEP BEND PLUGGED CLEAN OIJT (WYE) 4' MIN. SEWER PIPE EXISTING SEPTIC INSPECTION TEE AT CITY R;W LINE CLEAN OUT 6" PLUG 6 - x6 "x4 "WYE 6" SEWER PIPE SADDLE AT EXISTING MAIN 1. MATERIALS AND INSTALLATION CHAPTER 8 OF THESE STANDARDS. 2. DECOMMISSION SEPTIC TANK PER CHAPTER 8 OF THESE STANDARDS AND KING COUNTY HEALTH DEPARTMENT. 3. WATER AND SEWER LINE SEPARATION 10' HORIZONTALLY. IF WATER AND SEWER LINES CROSS, SEWER SHALL BE AT LEAST 18" BELOW THE WATER LINE. City of Tukwila PROPERTY LINE SOIL PIPE ADAPTER SHEET: ADDRESS REVISION #1: APPROVAL: a STREET SEWER MAIN 08.03 1 w RESIDENTIAL 55-02 CITY RAN LINE SANITARY SIDE SEWER NOT TO SCALE B. SHELTON FINISHED GROUND LINE - TO MAIN 3/4" OR 1" PARTS LIST: NOTES: GRAVEL TYPE K COPPER 1 - 1" COUPLINGS MUELLER 110 X ANGLE STOP - BALL 1 - 1" OR 3/4" CORP STOP - BALL 1 - TAILPIECE WITH FEMALE IRON PIPE THREAD 3. REFER TO CHAPTER 7 OF THESE STANDARDS_ METER INSTALLED BY CITY TYPE K COPPER PIPE - PVC - POLY ETHYLENE 1. NO METER BOXES IN SIDEWALKS AND DRIVEWAYS WHERE POSSIBLE. TO SERVICE 2. USE CLEAN 5/8" MINUS CRUSHED ROCK TO BACKFILL AROUND CORP STOP AND SERVICE LINE. NOT TO SCALE 0 City of Tukwila METER 3/4" OR 1" SHEET: WS -01 REVISION #1: D8.03 APPROVAL: B. SHELTON EXPIRES: 5/28/2009 r 0_ 0 L 9 J 0 U W 0 m aY z 0 0 uJ z�0 Z� Z U 0 U co co 0 0 cV d J W 0 W z 0 C)Y W O W n 0 0 N 0 0 d 0 7 W O z In I� 0 Ld DRIVEWAY CONSTRUCTION AS—BUILT REVISIONS ORIGINAL SUBMITTAL PRoJEcT MANAGER JOB NUMBER PROPERTY L SHEET NO. CONTACTS PROJECT MANAGER: KHAM PHENGPHACHAN, THE KEIMIG ASSOCIATES (253) 939 -3232 DESIGN ENGINEER: SCOTT PALMER, ALTA CASCADE INC. (253) 864 -6800 OWNER: ROBERT & REBECCA BOLING (206) 937 -6202 GENERAL 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 NOVD 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. STANDARD NOTES PRIOR TO STARTING CONSTRUCTION, CONTACT ONE -CALL (1- 800 - 424 -5555) FOR UTILITY LOCATIONS. 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 PROJECTRELATED 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. v1AINTAIN 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. CONSTRUCTION NOTES 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 PREAPPROVAL FROM THE DIRECTOR. F. INSTALL STEEL PLATES OVER ANY TRENCH, AT ANY TIME WORK IS STOPPED AND THE TRENCH IS LEFT OPEN. 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. 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 "DUv1P 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 v1INIMUM 3:1 SLOPE FROM THE EDGE OF THE DRIVEWAY 10 THE BOTTOM OF THE DITCH. CULVERTS SHALL HAVE BEVELED END SECTIONS THAT MATCH THE SIDE SLOPE. EXPIRES: 5/26/2009 (f) 7 0 w ID O 0 7 0 m CO 0 0 N 0 0 r-- m g co 0 0 0 N 0 V) 0 z 0 0 0 0 0 0 0 0 a Q W z 0 w 0 co q111) co 0 o�rE 0 CO CO 0 ,. d- CO CO w ^^ 0 in Xn 0 C r t`r) 0 N N ❑ �..- 0 x 0 0 0 qaQ co 0 0 0 W LO 0 N N) 0) 0 z z