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Home My WebLink AboutPermit D14-0170 - PETERSON 76 - NEW TRUCK FUELING STATIONPETERSON 76 13100 48 AVE S D14-0170 Parcel No: Address: Project Name: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.Rov 0003000045 13100 48TH AVE S PETERSON 76 DEVELOPMENT PERMIT Permit Number: D14-0170 Issue Date: 9/3/2014 Permit Expires On: 3/2/2015 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: STRANDER LOUISE PO BOX 88636 , TUKWILA, WA, 98138 CARL NELSON 1932 FIRST AVE S STE 307 , SEATTLE, WA, 98101 Phone: (206) 920-5636 EVERGREEN ENVIRONMENTAL SERVIC Phone: (425) 787-8987 17108 9TH AVE SE , MILL CREEK, WA, 98012 EVERGES061J5 Expiration Date: OWNERS DESCRIPTION OF WORK: CONSTRUCT NEW TRUCK FUELING STATION TO INCLUDE (6) FUELING ISLANDS WITH CANOPY COVER AND 8 X 16' UTILITY BUILDING. ASSOCIATED PAVING AND LANDSCAPING TO BE INCLUDED. Public Works activities include: erosion control, land altering, sanitary sewer, existing water meter, domestic backflow w/hot box, deduct water meter, storm drainage with water quality, oil/water separator, paving, driveway accesses, sidewalk, traffic control, undergrounding of power, and street use. Project Valuation: $679,000.00 Type of Fire Protection: Type of Construction: Sprinklers: NO Fire Alarm: NO Fees Collected: $17,261.92 Occupancy per IBC: Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: 2012 2012 2012 2012 International Fuel Gas Code: WA Cities Electrical Code: WA State Energy Code: 2012 2012 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 1810 Fill: 1125 Landscape Irrigation: 1 Sanitary Side Sewer: Number: 1 Sewer Main Extension: Storm Drainage: 1 Street Use: 1 Water Main Extension: Water Meter: Yes Permit Center Authorized Signature: Date: I hearby 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 ' - mit and a ree to the conditions attached to this permit. Signature: Date: / /3 y �/ Print Name/ —JD Go-. i14''n . S 1 This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 2: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 5: The installation of the underground fuel storage tank, piping, and fuel dispensers requires a separate construction permit from the Tukwila Fire Marshals Office, 444 Andover Park East, Tukwila WA 98188, 206- 575-4407. 6: This installation must comply with International Fire Code Chapters 57 (Flammable/Combustible Liquids) and Chapter 23 (Motor -Fuel Dispensing) and NFPA 30 (Flammable/Combustible Liquids.) 1: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 3: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 4: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 7: ***PUBLIC WORKS PERMIT CONDITIONS*** 8: Schedule and attend a Preconstruction Meeting with the Public Works Department Dave Stuckle, Public Works Inspector and (Minnie Dhaliwal, Planning Division), prior to start of work under this permit. To schedule, call Public Works at (206) 433-0179. 9: The applicant or contractor must notify the Public Works 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. 10: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 11: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 12: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground. 13: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 14: Any material spilled onto any street shall be cleaned up immediately. 15: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 16: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 17: The Land Altering Permit Fee is based upon an estimated 1,810 cubic yards of cut and 1,125 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 18: 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. 19: 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. 20: The property owner is responsible for the maintenance of its storm drainage system and, for this purpose, shall have a maintenance plan in place and the responsibility for maintenance assigned prior to Public Works final. 21: The deduct meter shall read flow quantities in 100's of cubic feet and shall have a TRPL register that is compatible with the Sensus automatic reading system. 22: The applicant shall submit to the Department of Ecology a "Notice of Intent for Construction Activity." A copy of the Notice is available at the Public Works Permit Center. 23: Maintain emergency, pedestrian, and vehicular access to buildings, trails and transit at all times. 24: Pavement mitigation fees may apply to this permit. Amount estimated to be xxx sq. ft. x $xx.xx per sq. ft. = $x,xxx.xx. Final measurement to be made in the field by the Public Works Inspector prior to Public Works Final. 25: A bond or cash equivalent in the amount of 150% x cost of construction within the City right-of-way made out to the City of Tukwila for possible property damages caused by activites. 26: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 27: Prior to issuance of this permit Owner/Applicant shall sign w/Notary a ROW Hold Harmless Agreement for work within the Public right-of-way. 28: ***BUILDING PERMIT CONDITIONS*** 29: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 30: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 31: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 32: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 33: Installation of high -strength bolts shall be periodically inspected in accordance with AISC specifications. 34: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 35: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 36: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 37: 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. 38: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 39: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 40: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 41: Masonry construction shall be special inspected. 42: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 43: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 44: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 45: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 46: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 47: 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. 48: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 49: Signs are not approved as part of this permit. A separate sign permit is required 50: A soils inspection is required after amending the soil, but before any plants are installed 51: Prior to requesting a landscaping inspection please provide a landscaping affidavit from the landscape architect, stating that the landscaping was installed per approved plans. Landscape inspection can occur any time after the plants are planted. You do not need to wait until the end of the project to schedule the landscaping inspection. As part of the landscaping inspection you will need to verify that the irrigation system is working properly 52: Acoustic barrier along the north east property line shall comply with the specification of the noise report prepared by SSA Acoustics dated April 9, 2014 so that the operations of the subject site comply with the City's noise code TMC 8.22. 53: Boundary Line Adjustment L14-0004 shall be recorded prior to Planning Final inspection. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5170 BACKFLOW -IRR 5190 BACKFLOW - WATER 1700 BUILDING FINAL** 5000 CURB, ACCESS, SDW 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0409 FRAMING 5040 LAND ALTERING 5060 LANDSCAPE IRRIGATION 5230 PAVING AND RESTORE 1500 PLANNING FINAL 0101 PRE -CONSTRUCTION 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 5070 SANITARY SIDE SEWER 4000 SI-CONCRETE CONST 4046 SI-EPDXY/EXP CONC 4035 SI-SOILS 4025 SI-STEEL CONST 5090 STORM DRAINAGE 5100 STREET USE 0413 WALL SHEATHING/SHEAR 5120 WATER METER - EXEMPT CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No.D 1 — C) 1 \-() Project No. Date Application Accepted: Date Application Expires: 2 M or of ce use on CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in ordrder to be accepted for plan review. Applications will not be accepted throrough the mail or by fax. **Please Print**** SITE LOCATION 131 °0 Site Address: i533311Interurban Ave South Suite Number: Floor: Tenant Name: Peterson 76 PROPERTY OWNER Name: Strander LLC - Louise Strander Address: City: State: Zip: CONTACT PERSON — person receiving all project communication Name: Carl Nelson - Stantec Address: 1932 1st Ave S - Suite 307 City: Seattle state: WA Zip: 98101 Phone: (206) 920-5636 Fax: Email: carl.nelson@stantec.com . GENERAL CONTRACTOR INFORMATION Company Name: Evergreen Environmental Services Address: 17108 9th Ave SE City: Mill Creek State: WA Zip: 98012 Phone: (425) 787-8987 Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: H:\Applicatioro\Fora -Applications On Line\2011 AppIcatiom\Permit Application Revised - 8-9-11. dove Revised: August 2011 bh King Cc, Assessor's Tax No.: 000300-0045 New Tenant: m Yes ❑..No ARCHITECT OF RECORD Company Name: Stantec Architect Name: Gary Semling Address: 1383 North McDowell Blvd City: Petaluma State: CA Zip: 94954 Phone: (707) 774-8305 Fax: Email: gary.semling@stantec.com ENGINEER OF RECORD Company Name: Armour Unsderfer Engineering IncPS Engineer Name: Bill Armour Address: 555 116th Ave NE #118 City: Bellevue State: WA zip: 98004 Phone: (425) 614-0949 Fax: Email: billa@au-eng.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: l�`, op1 Address: City: State: Zip: Page 1 of 4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ COn, 000 Describe the scope of work (please provide detailed information): Construct new truck fueling station to include 6 fueling islands with canopy cover and 8'x 16' utility building. Associated paving and landscaping. Will there be new rack storage? ❑ Yes Existing Building Valuation: $ V.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC lst Floor 21'd Floor 3`d Floor Floors thru Basement Accessory Structure* 0 128 V U Attached Garage Detached Garage Attached Carport Detached Carport 0 3,300 Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): 41,315 Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: 0 Compact: 0 Handicap: 0 Will there be a change in use? Yes ❑ No If "yes", explain: Existing use A2 to be demolished FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm m None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes 12n No If "yes', attach list of materials and storage locations on a separate 8-1;2"x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H \Applications\Forms-Applications On Line\201 I Applications\Permit Application Revised - 8-9-11. docx Revised. August 2011 bh Page 2 of 4 Scope of Work (please provide detailed information): Proposed removal of the existing sidewalk and driveways and construction of new 15-foot wide sidewalk and 2 new driveways. New street trees and one street light. Minor alterations to the existing fire hydrant and private storm manhole. Ca11 before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District m ...Tukwila ❑ ...Water District #125 0 ...Water Availability Provided Sewer District m ...Tukwila 0 ...Sewer Use Certificate ❑ .. Highline ❑ ...Valley View ❑ .. Renton ❑ ...Sewer Availability Provided ❑ .. Renton ❑ .. Seattle Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): m ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) m .. Geotechnical Report 0 ...Traffic Impact Analysis ❑ ...Bond 0 .. Insurance ❑ .. Easement(s) 0 .. Maintenance Agreement(s) ❑ ...Hold Harmless — (SAO) 0 ...Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ .. Right-of-way Use - Profit for less than 72 hours 0 ...Right-of-way Use - No Disturbance ❑ .. Right-of-way Use — Potential Disturbance ..• .Construction/Excavation/Fi11 - Right-of-way m Non Right-of-way VI m ...Total Cut 1,810 cubic yards ❑ .. Work in Flood Zone m ...Total Fill 1,125 cubic yards m .. Storm Drainage ❑ ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ .. Grease Interceptor m ...Cap or Remove Utilities m .. Curb Cut ❑ .. Channelization ...Frontage Improvements 0 .. Pavement Cut ❑ .. Trench Excavation VI ...Traffic Control 0 .. Looped Fire Line ❑ .. Utility Undergrounding ❑ ...Backflow Prevention - Fire Protection Irrigation 3/4 " Domestic Water m ...Permanent Water Meter Size... 1 " WO # ❑ ...Temporary Water Meter Size .. 9, WO # ❑ ...Water Only Meter Size 9, WO # m ...Deduct Water Meter Size 3/4 " ❑ ...Sewer Main Extension Public ❑ Private 0 ❑ ...Water Main Extension Public ❑ Private 0 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water ❑ ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Steven Petterson Day Telephone: (425) 222-0030 Mailing Address: 13310 Interurban Ave S Tuckwila WA Tuckwila WA 98169 Water Meter Refimd/Billins: Name: Steven Petterson City State Day Telephone: (425) 222-0030 Zip Mailing Address: 13310 Intenuban Ave S Tuckwila WA Tuckwila WA 98169 City State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 3 of 4 Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: Signature: Date: 05/29/2014 Print Name: Carl Nelson Day Telephone: (206) 920-5636 Mailing Address: 1932 1st Ave S - Suite 307 Seattle WA 98101 City State Zip H:\Applicatioia\Forns-Applications On Line\2011 Applications\Permit Application Revised - 8-9-1 I.docx Revised: August 2011 bh Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME PETERSON FUEL STATION u PERMIT # V'-kO1'1O (6 is, , o 1 N � 2 ,q . s. ) 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 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water/Sewer/Surface Water Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. $2,500.00 C. 2.0% of amount over $100,000, but less than $200,000 of A. $1,580.00 D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) $250 (1) $5,000.00 $4,000.00 $90,000.00 $80,000.00 5. Enter total excavation volume 1,810 cubic yards Enter total fill volume 1,125 cubic yards $179,000.00 Use the following table to estimate the grading plan review and permit fee. Use the greater of the excavation and fill volumes. 4,080.00 (4) 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 1sT 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1sT 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1sT 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review and Permit Fees 49.25 (5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 4,379.25 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. Approved 09.25.02 Last Revised 01.01.11 1 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) $ 4,080.00 (6) 7. Pavement Mitigation Fee ' IP6-n l=hnirltid$ 0.00 (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1 B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. IZog QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 —1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. J 1,001 —10,000 $194.50 for 1st 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 —100,000 $325.00 for the 1st 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approved 09.25.02 Last Revised 01.01.11 2 206.25 (8) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 9. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($50) $25.00 C. Water Meter — Permanent* (ri.tyfl tiG D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin A 1 Total A through E $ 25.00 (9) 10. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ I. Other Fees $ Total A through I $ 0.00 (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10) $ 4,311.25--- ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2011-12.31.2011 Total Fee 0.75 $625 $6005 .= • $6630 1 $1125 $15,01 $16,137.50 1.5 $2425 ,025 $32,450 2 $2825 040 $50,865 3 $4425 $96,0 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 '''-',.. $312,775 Approved 09.25.02 Last Revised 01.01.11 Temporary Meter 0.75" $300 2.5" $1,500 3 ockim Clear Form r4-34ILA {y O Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $15,010.31 D14-0170 Address: 13310 INTERURBAN AVE S Apn: 0003000113 $14,069.38 DEVELOPMENT $4,916.10 PERMIT FEE R000.322.100.00.00 0.00 $4,911.60 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 PUBUC WORKS $8,668.25 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $4,080.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $4,080.00 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $49.25 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $209.00 TECHNOLOGY FEE $460.03 TECHNOLOGY FEE R000.322.900.04.00 0.00 $460.03 WATER METER $25.00 DEDUCT METER INSTALL FEE R000.322.100.00.00 0.00 $25.00 D14-0227 Address: 13100 48TH AVE S Apn: 0003000045 $940.93 PUBUC WORKS $923.50 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $325.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $325.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TECHNOLOGY FEE $17.43 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R2682 R000.322.900.04.00 0.00 $17.43 $15,010.31 Date Paid: Friday, July 25, 2014 Paid By: BRADLEY GREEN REBECCA PETERSON Pay Method: CHECK 1021 Printed: Friday, July 25, 2014 1:41 PM 1 of 1 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID D14-0170 Address: 13310 INTERURBAN AVE S Apn: 0003000113 $3,192.54 DEVELOPMENT $3,192.54 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R2291 R000.345.830.00.00 0.00 $3,192.54 $3,192.54 Date Paid: Thursday, June 05, 2014 Paid By: REBECCA PETERSON Pay Method: CHECK 1015 Printed: Thursday, June 05, 2014 12:17 PM 1 of 1 INSPECTION RECORD Retain a copy with permit t)I"0( -1d INSP 1' N.. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-36 Permit Inspection Request Line (206) 431-2451 nc Proj // e �e v'SOt�1 iD Type of.inspPe�ctjon: . l N A (-- Address: tioo 14v� ASS Date Called: SpecialInstructions: MI5 — 'Date Wlantd: # 6 1 i /y Req Phoneuester: No: Approved per applicable codes. Corrections required prior to approval. COMME la aoo-.:,.ic - Art '- b6/ (60 r,t i4 I_ 1 e4 Tom✓ Y V\ 1 1 r--- P — l._A Spec;.A 1j...Js '°.�s ANAtioi 31 ,'C,- r #i L 1 Ocrv?' '.J _ ! , t Date:k,5 i y NSPECTION FEE REQ IRED. Prior to nekt inspection. fee must be at 6300 Southcenter lvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit T ° ` ° • PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431..3670 Permit Inspection Request Line (206) 431-2451 Project: ,__. AiifSoit/ -7ip Type Use pon: p i , 1(r, Address: i Date Iced: SpecialInstructions: Date Wanted•/`'�� // ea.'im. Requester:.__.._ 11 J!o Li/\ Phone No: proved per applicable codes. Corrections required prior to approval. COMMENTS: `),3:C 310 f Ins Date• REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit Dt4-rid PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: Type o spection:\ Addr ss: 131 00 41,-'•A' AVG , Date lied: Speciai instructions: ..- Date Wanted4-‘ Ll 1 ,a.m. 'Requester: Phone No: roved per applicable code's> OCorrections required prior to approval. COMMENTS: Inspect( Date:el REINSPECTION FEE UIR . Prior to next inspection. fee must be L-1 paid at 6300 Southcenter Btvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INS PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Poi 000 Proj to e ✓Svry `7 Tv� tip n: , Iof IA'��tt �Jco Address: \3t00 ye)t(iAUc Date Called: Special Instructions: -bate Wanted: a. 'Requester: Phone No: Z—SO°r c G9 5 Approved per applicable codes. a Corrections required prior to approval. COMMENTS: Da 1 M,t17 1c tc� c�c. rj— PECTION FEE R = o IRED. Prio to next inspection, fee must be t 6300 Southcente Blvd., Suite 1 0. Call to schedule reinspection. NMI rvq_o (7c) IN P T 0 ' •. V PERMIT NO. CITY OF TUKWILA BUILDING DIVISION C' \ 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (206) 431-2451 INSPECTION RECORD Retain a copy with permit Projak Tgpe of inspection: Addr s: t7I00 Li 49411441g5 Date Called: -- Special Instructions: Date Wanted: c1-Ito,-iti a.m. Requester: Phone No: Approved per applicable codes. El Corrections required prior to approval. COMMENTS: y 14A4 SLe r— fL,3 Inspe Date: {� / - f 4- REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. arj INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: i Ye. At-K,OV\ lki Typelymtkc Cpo ACvrt 44, Address: 11) oo 14 i *re Date Called: 01 91 Special Instructions: Date Wanted: 0 1 Requester: rt' tone No: 14 2-C 61) I °Ur ElApproved per applicable codes. COMMENTS: 7_ 0 Corrections required prior to approval. )40C1 S f".--5-1 1 r:N. Datc 1 1 li INSPECTION FEE REQUIRED. rior to next inspection, fee must be id at 6300 Southcenter Blvd.. S ite 100. Call to schedule reinspection. INSPECTION N0. INSPECTION RECORD Retain a copy with permit v,7j Dit4Vori° PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: Pt.- ( Zvi I j Type of Inspection: n Address: l'a00 HI? Date Calved: cf o%.5 Special Instructions: Date Wanted: 01 v t Requester: Phone No: tiic cos_ ivy) f Approved per applicable, codes. Corrections required prior to approval. COMMENTS: 0 cc;41 :iJSec7>`1j 1Lj Psi - iskw,P . C /e.4 f Dat t _ ,.1C�...` 1 t SPECTION FEE REQUIRED. Prior to ne t inspection. fee must be t 6300 Southcenter vd.. Suite 100. Cal to schedule reinspection. INSPECTION RECORD Retain a copy with pertnit1H-01701 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Protect: '') / of Ins ctio��-.- (z, •, 1111:00 Li 21 U Date Called: Special Instructions: bate nted: (am: Request :c„ 1 Ph g,� Aso s ...5. co,pn ' .pproved per applicable codes. Corrections fired pribr to approval. COMMENTS: pe or: E El SPECT1ON FEE REQUIRED. Prio to next inspection. fed must be ai • at 6300 Southcenter Blvd., Suite 1 O. Call to schedule reinspection. INSPECTION. RECORD Retain a copy with permit INSPECTION NUMBER Q9- 4 PERMIT NUMBERS CITY OF TUKWILA FIRE,DEPARTMENT 206-575-4407 Project: ` ( Type of I ction : Address: Suite #: VI l oo ti at-1-N >2 Contact Person: 61, i >Gr C .e. Special Instructions: Phone No.: Vzcr co s -'S' Approved per applicable codes. Corrections required prior to approval. COMMENTS: /pS5 /p-S 0.N Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: 1 Inspector:,� '3 Date: (z7Z/f (/ Hrs.: t $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 BAbaFLOW PRE '11TION ASSEMBLY TEST'REPORT DOMINIC McLAUGHLIN STATE CERTIFIED INDEPENDENT OPERATOR Contractor # MCLAUPB963JE ACCOUNT # NAME OF PREMISE SERVICE ADDRESS CONTACT PERSON fL)bZ sr-�-rc ' 2)O I (-r' ✓/rs M R1-orfriz GREATER SEATTLE AREA & PENINSULA PHONE: (206)890-8337 FAX: (206)588-1276 mpbackflow@gmaiLcom CITY fv, itArz Commercial g Residential 0 ZIP 4,fab PHONE ( ) FAX ( ) LOCATION OF'ASSEMBLY-i 0 CO'lxpl CO /r1 .611t2Y 3 L� jT DOWNSTREAM PROCESS ,,.0 Crivri-o'U DCVA RPBA 0 PVBA 0 OTHER NEW INSTALLA EXISTING ❑ REPLACEMENT ❑ OLD SER. # PROPER INSTALLATION? YES4/3 NO 0 MAKE OF ASSEMBLY Wr aS MODEL q'S pX LT 2, SERIAL NO. 2 V ,3&? — SIZED / INITIAL TEST PASSED FAILED Cr DCVA / RPBA DCVA /`RPBA ` RPBA PVBAISVBA CHECK VALVE NO.1 CHECK VALVE NO.2 OPENED AT PSID AIR INLET OPENED AT :_PSID CLOSED TIGHT LEAKED ■ 2 ` y PSID # 1 CHECK PSID CLOSED TIGHT • LEAKED ■ fic P PSID AIR GAP OK? DID NOT OPEN • NEW PARTS AND REPAIRS CLEAN REPLACE PART CLEAN REPLACE PART 0 O CLEAN REPLACE PART CHECK VALVE HELD AT PSID • P L- 0 • LEAKED • • $ (1-4-7- • • ■ ■ • ® CLEANED ■: REPAIRED ■ TEST AFTER REPAIRS , PASSED japi FAILED DI CLOSED TIGHT P CLOSED TIGHT OPENED AT PSID AIR INLET PSID: LEAKED ■ LEAKED ■ .., # 1 CHECK PSID , , CHK VALVE PSID ' 1/ PSID . 2- PSID AIR GAP INSPECTION: Required minimum air gap separation provided? Yes 0 No 0 Detector Meter Reading REMARKS:. TESTERS SIGNATURE: TESTERS NAME PRINTED: REPAIRED BY: 0/11 FINAL TEST BY: LINE PRESSURE/ 94SI CONFINED SPACE? 0 CERT. NO. BAT 4253 DATE / 2 -/d�/ MINIC S. MCLAUGHLIN TESTERS PHONE # (206) 890-83/37 tc b G GWWG-f LIC. NO. MCI AUDS960J� E DATE 1 '�� 2/ CERT. NO: .53 DATE / 2-4 24Y CALIBRATION DATE / i P7 l� 4I GAUGE # °&A' ` MODELM ST SERVICE FOUND ON ❑OF ' 7 00 g SERVICE RESTORED? YES 0 N9 I certify that this report is accurate, and 1 have used,WAC 246-290-490 approved test methods and testequipment BAdKFLOW.PREVENTION ASSEMBLY, TEST: ORT DOMINIC MCLAUGHLIN STATE CERTIFIED INDEPENDENT OPERATOR Contractor # MCLAUPB963JE ACCOUNT # NAME OF PREMISE rt, SERVICE ADDRESS J?I i'O L/g ; "yo - CITY /"(% l CONTACT PERSON 2 fievrre PHONE ( ) FAX ( LOCATION OF ASSEMBLY-, Ab40V /; 17-1 at) V 7-4 DOWNSTREAM PROCESS ei-P-14.Sr.-a01-¢I"- DCVA 0 RPBA off PVBA ❑ OTHER NEW INSTALL IREXISTING ❑ REPLACEMENT ❑ OLD SER. # PROPER INSTALLATION? YES1 NO ❑ MAKE OF ASSEMBLY w,rckr) MODEL GI 75)(L I SERIAL NO. 39‘ 333-5 SIZE / GREATER SEATTLE AREA & PENINSULA PHONE: (206)890-8337 FAX: (206)588-1276 mpbackflow@gmail.com '9 ZIP /t'v Commercia Residential 0 INITIAL TEST PASSED/ FAILED L� DCVA / RPBA DCVA / RPBA RPBA PVBA/SVBA CHECK VALVE NO.1 CHECK VALVE NO.2 OPENED AT I/ 0 PSID AIR INLET OPENED AT PSID CLOSED TIGH' I LEAKED ■ " \\ PSID ei # 1 CHECK D •O PSID CLOSED TIGHT ■ LEAKED ■ PSID AIR GAP OK? yL DID NOT OPEN ■ NEW PARTS AND REPAIRS CLEAN REPLACE PART CLEAN REPLACE PART CLEAN REPLACE PART 0 0 CHECK VALVE HELD AT PSID • 0 ■ ■ LEAKED ■ ■ ■ 0 • • ■ \ • • 0 • • IN CLEANED ■ 0. , ■ ■ ■ REPAIRED ■ TEST AFTER REPAIRS OPENED AT PSID AIR INLET PSID CLOSED TIGHT. ■ CLOSED TIGHT ■ LEAKED ■ LEAKED ■ # 1 CHECK PSID CHK VALVE PSID PSID PSID PASSED ■ FAILED ■ AIR GAP INSPECTION: Required minimum air gap separation provided? Yes 0 No 0 Detector Meter Reading REMARKS: LINE PRESSURE 1 CONFINED SPACE? TESTERS SIGNATURE: CERT. NO. BAT 4253 DATE 1 Zip2.117 TESTERS NAME PRINTED: DO NIC S. MCLAUGHLIN TESTERS PHONE # ( 206 ), 890-8337 REPAIRED BY: LIC. NO. MCLAUDS960JE DATE FINAL TEST BY: CERT. NO. DATE MIDWEST CALIBRATION DATE /D l 0711 yl GAUGE # 46U MODEL SERVICE FOUND ON ❑OF 06149965 13454 SERVICE RESTORED? YES ❑ NO D7/330(� gtls'Z I certify that this report is accurate, and l have used WAC 246-290-490 approved test methods and test equipment FILE COPY Permit No. ARMOUR UNSDERFER ENGINEERING INC., P.S. 555 116th Ave. NE, Suite. 118 Bellevue, WA 98004 (425) 614-0949 Fax (425) 614-0950 STRUCTURAL CALCULATIONS FOR: Petterson Fueling Shed 13100 48th Ave S, Tukwilla, WA 98168 Client: Stantec Architecture Inc 1932 1st Ave, #307 Seatt;e. WA 98101 By Bill Armour, S.E., SECB REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 2 2014 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 0 5 2014 PERMIT CENTER AUE No. 14193 Date 5/23/2014 p1t+o11 0 Design Criteria Code Summary Building Code: 2012 International Building Code Supplemental Code: 2010 ASCE 7 Risk Category: II Standard -Occupancy Building Seismic Loading: S,: 1.5462 Si: 0.5818 Sth: SdI: 1.0308 le: 1.00 Site Class: D 0.5818 R: 6.50 Seismic Design Category: D Cs: 0.1586 Wind Loading: Via: 110 mph Exposure Category: C Risk Category: II Kzt: 1.00 Design Loads Dead Loads: ' 'Wall: 2x6 wood studs a@ 16" O.C. 1.7 psf 1/2" Sheathing 1.5 psf 5/8" GWB 2.8 psf Insullation 1.2 psf Veneer 0.0 psf Misc. 2.8 psf rootal tal w/o Veneer Live Load: I 'Roof: 25.0 psf 10.0 psf 10.0 psf I Roof: Gangnail Wood Trusses @ 24" O.C. 5/8" Sheathing Ceiling Roofing Insullation MEP Misc. ISoil Properties: ' Allowable Vertical Bearing = 1500.0 psf I Deflection Criteria 3.0 psf 1.8 psf 2.8 psf 3.0 psf 1.0 psf 1.0 psf 1.4 psf ITotal 14.0 psf Roof Live Load: Total Load: /jig U L/ 360 L/ 240 Floor Live Load: Total Load: L/ 480 L/ 240 Walls Flexible Finishes: L/ 180 Brittle Finishes: L/ 360 Supporting Glass: L/ 240 Armour Unsderfer Eng Inc., P.S., 555 116th Ave. NE, Suite 118, Bellevue, WA 98004 (425) 614-0949 Project: Petterson Fueling Shed Pg. No: DC 1 Address: 13100 48th Ave S, Tukwilla, WA Date: 5/23/14 Client: Stantec Architecture Inc Job No.: 14193 IBC Seismic Main Seismic Force Resisting Systems Risk Category: 11 Standard -Occupancy Building Ss= 1.546 S 1= 0.582 le — 1.00 Site Class = D hn = 15 ft Ct = 0.02 SDC: D Fa = 1.00 Sms = 1.546 Fv= 1.50 Sml = 0.873 Sds= 1.031 Shc= 0.582 Zipcode: 1 98168 Seismic Variables from USGS Max Loc Ss = SI = PGA = 1.5462 0.5818 0.6469 47.5,-122.33 47.51,-122.33 47.5,-122.33 Min Loc Ss= 1.4616 47.47,-122.25 SI 0.5456 47.47,-122.25 PGA = 0.6035 47.47,-122.25 Seismic Variables from User Input Max Ss = SI = 1.4690 0.5050 See ASCE 12.8 Equiv. Lateral Force Procedure A 15. Light -Frame (wood) Walls Sheathed with Wood Structural Panels Rated for Shear Resistance 6.5 S2o = 3.0 Cd = 4.0 Cs - 0.159 T 0.152 Seconds Cs max = 0.587 Cs min = 0.010 SI < 0.6 Cs min Not Applicable SI >= 0.6 Cs min 0.010 V = 0.159 *W Armour Unsderfer Eng Inc., P.S., 555 116th Ave. NE, Suite 118, Bellevue, WA 98004 (425) 614-0949 Project: Petterson Fueling Shed Pg. No: MSFRS 1 Address: 13100 48th Ave S, Tukwilla, WA Date: 5/23/14 Client: Stantec Architecture Inc Job No.: 14193 IBC Seismic Vertical Shear Distribution of Seismic Forces Level Floor Walls Misc. Weight (lb) Total Weight.; (lb) ; Elevation (ft) Mass Irregularity Area (ft^2) Weight (psf) Total L (ft) Trib Ht (ft) Weight (pst) 1 128.00 14 256.00 4 10 0.0 12,032.0 0.00 N/A 2 0.00 0 0.00 10 10 0.0 0.0 10.00 #DIV/0! 3 0.00 0 0.00 10 10 0.0 0.0 20.00 #DIV/01 4 0.00 0 0.00 10 10 0.0 0.0 30.00 #DN/0! 5 0.00 0 0.00 10 10 0.0 0.0 40.00 #DIV/0! 6 0.00 0 0.00 10 10 0.0 0.0 50.00 #DN/0! 7 0.00 0 0.00 10 10 0.0 0.0 60.00 #DIV/0! 8 0.00 0 0.00 5 10 0.0 0.0 70.00 N/A 9 0.00 0 0.00 0 10 0.0 0.0 0.00 N/A 10 0.00 0 0.00 0 10 0.0 0.0 0.00 N/A - Note: Tributary We'ghts on Level I are ignored because level 1 is considered to be Grade Level Base Shear: V= 1.91 k LRFD Level hAx wh^x Cvx Fx (k) (LRFD) 1 0 0 #DIV/0! #DIV/0! 2 10 0 #DN/0! #DN/0! 3 20 0 #DIV/0! #DIV/0! 4 30 0 #DN/0! #DIV/0! 5 40 0 #DIV/0! #DIV/0! 6 50 0 #DIV/0! #DIV/0! 7 60 0 #DIV/0! #DIV/0! 8 70 0 #DIV/0! #DIV/0! 9 0 0 #DIV/0! #DIV/0! 10 0 0 #DIV/0! #DIV/0! Total: 0 #DN/0! #DN/0! AU Armour Unsderfer Eng Inc., P.S., 555 116th Ave. NE, Suite 118, Bellevue, WA 98004 (425) 614-0949 Project: Petterson Fueling Shed Pg. No: MSFRS 2 Address: 13100 48th Ave S, Tukwilla, WA Date: 5/23/14 Client: Stantec Architecture Inc Job No.: 14193 Wind Loads - Main Wind ASCE 7-10 Chapter 27 - Di Environmental Criteria & Risk Category: Basic Wind Speed: Exposure Category: Hurricane Prone: Force Resisting System rectional Procedure Site Characteristics 11 Table 1.5-1 110 Section 26.5.1 C Section 26.7.3 No Wind Load Parameters Direction of Wind Wind Directionality Factor, Kd: 0.85 Table 26.6-1 Gust Effect Factor, G: 0.85 Section 26.9 H/2 upwind of crest Pos. downwind of crest Pos. 1 Lh -1r H/2 Terrain Type: User Input Direction: Downwind of Crest au Lh: 11: x: z: h: x f 10.00 ft Dist. Upwind of Crest to Half Ht of Hill or Escarp. 10.00 ft Ht. of Hill or Excarp. Relative to the upwind terrain 10.00 ft Dist. (Upwind or Downwind) from the crest to the building site 9.00 ft Ht above Local Ground Level 8.00 ft Mean Ht above Local Ground Level lc: 0.85 K,,: Not Appl. K,,: 1.00 Equation 26.8-1 *User Input based on local jurisdiction criteria qr: 22.4 psf qh: 22.4 psf Eq. 27.3-1 Eq. 27.3-1 Armour Unsderfer Eng Inc., P.S., 555 116th Ave. NE, Suite 118, Bellevue, WA 98004 (425) 614-0949 Project: Address: Client: Petterson Fueling Shed 13100 48th Ave S, Tukwilla, WA Stantec Architecture Inc Pg. No: MWFRS 1 Date: 5/23/14 Job No.: 14193 Wind Loads - Main Force Resistin¢ System ASCE 7-10 Chapter 27, Directional Procedure Building Characteristics Building Type: Enclosed Buildings Length: 16.00 ft Longer Dimension Width: 8.00 ft Shorter Dimension Mean Height: 8.00 ft Roof Area: 128.00 sq ft GCp,: 0.18 Table 26.11-1 -0.18 Table 26.11-1 Wind Direction X Roof Angle: 20 L/B: 2.00 (Length/Width) Cp Use w/ Windward Wall: Leeward Wall: Side Wall: 0.8 -0.30 -0.70 qz qh qh Figure 27.4-1 Windward Roof: Use w/ Normal to Ridge for O >= 10 Degrees #N/A 0.00 qh Leeward Roof Cp Use w/ Normal to Ridge for O >= 10 Degrees -0.6 qh Flat Roof or Parallel to Ridge C Use w/ Normal to ridge for O < 10 Degrees or Parallel to ridge for all 0 Not Appl Not Appl qh AV Wind Dir. Y Length A❑ • Wind Dir. X Width Mean Ht Wind Direction Y Roof Angle: 0-10 L/B: 0.50 (Width/Length) Cp Use w/ Windward Wall: 0.8 qz Leeward Wall: -0.50 qh Side Wall: -0.70 qh Figure 27.4-1 Windward Roof: C Use w/ Normal to Ridge for 0 >= 10 Degrees N/A N/A qh Leeward Roof Cp Use w/ Normal to Ridge for O >= 10 Degrees N/A qh Flat Roof or Parallel to Ridge C Use w/ Normal to ridge for O < 10 Degrees or Parallel to ridge for all 0 -0.5 -0.18 qh Armour Unsderfer Eng Inc., P.S., 555 116th Ave. NE, Suite 118, Bellevue, WA 98004 (425) 614-0949 Project: Petterson Fueling Shed Pg. No: MWFRS 2 Address: 13100 48th Ave S, Tukwilla, WA Date: 5/23/14 Client: Stantec Architecture Inc Job No.: 14193 Wind Loads - Main Force Resisting System ASCE 7-10 Chapter 27, Directional Procedure Wind Pressure Calculations Zg: 900 a: 9.50 Wind Pressure on Walls Wind Direction X GCP: 0.68 GCP,: 0.18 or -0.18 P. Leeward: -5.7 psf Internal P,,: 4.0 psf -4.0 psf Ht (ft) Kz Px (psf) P (cost) 0 0.85 15.20 20.90 5 0.85 15.20 20.90 15 0.85 15.20 20.90 Wind Pressure on Roofs Wind Pressure on Waifs Wind Direction Y GC,: 0.68 GCP : 0.18 or -0.18 or P. Leeward: -9.5 psf P,;: 4.0 psf -4.0 psf Ht (ft) Kz Px (psf) P (psf) 0 0.85 15.20 24.70 5 0.85 15.20 24.70 15 0.85 15.20 24.70 Wind Pressure on Roofs Windward Cp #N/A or 0.00 Windward Cp -0.50 or -0.18 Leeward Cp -0.60 Leeward Cp -0.50 Windward P: #N/A psf 0.0 psf Leeward P: -11.4 psf AU Windward P: -9.5 psf -3.4 psf Leeward P: -9.5 psf Armour Unsderfer Eng Inc., P.S., 555 116th Ave. NE, Suite 118, Bellevue, WA 98004 (425) 614-0949 Project: Petterson Fueling Shed Pg. No: MWFRS 3 Address: 13100 48th Ave S, Tukwilla, WA Date: 5/23/14 Client: Stantec Architecture Inc Job No.: 14193 Wind Loads - Components and Cladding, Walls ASCE 7-10 Chapter 30, Part 1 - Low Rise Buildings Design Criteria Risk Category: II Basic Wind Speed: 110 mph Exposure Category: C Hurricane Prone: No Building Type: Enclosed Buildings Length: 16.00 ft Longer Dimension Width: 8.00 ft Shortcr Dimension Height: 8.00 ft Component Exp. Category: C Wind Load Calculation - Walls Wind Directionality Factor, Kd: Gust Effect Factor, G: Roof Angle: Zg: 900 a: 9.50 ft Kz: 0.85 Kzt: 1.00 qh: 22.35 psf External Pressure Coefficients 0.85 0.85 Table 26.6-1 Section 26.9 > 10 Degrees Gcpi: 0.18 -0.18 Length ► A Zone 5 Extent: 3.00 ft • Width Area Location 0 10 20 50 120 200 500 4&5 1.00 1.00 0.95 0.88 0.81 0.77 0.70 GC0-. 4 -1.10 -1.10 -1.05 -0.98 -0.91 -0.87 -0.80 5 -1.40 -1.40 -1.29 -1.15 -1.02 -0.94 -0.80 * Roof is Over 10 Degrees, No Modification of GCp 1.0W Per ASCE 7-10 LRFD Load Cases (Building <= 60ft) Area Location 0 10 20 50 120 200 500 4&5 26.4 26.4 25.3 23.7 22.1 21.2 19.7 p 4 -28.6 -28.6 -27.5 -25.9 -24.4 -23.5 -21.9 5 -35.3 -35.3 -32.9 -29.7 -26.8 -25.0 -21.9 0.6W Per ASCE 7-05 ASD Load Cases Area Location 0 10 20 50 120 200 500 4&5 15.8 15.8 15.2 14.2 13.3 12.7 11.8 p 4 -17.2 -17.2 -16.5 -15.6 -14.6 -14.1 -13.1 5 -21.2 -21.2 -19.7 -17.8 -16.1 -15.0 -13.1 ArliA Armour Unsderfer Eng Inc., P.S., 555 116th Ave. NE, Suite 118, Bellevue, WA 98004 (425) 614-0949 Fig. 30.4-1 EQ 30.4-1 EQ 30.4-1 Project: Petterson Fueling Shed Address: 13100 48th Ave S, Tukwilla, WA Client: Stantec Architecture Inc Pg. No: CCWaIl 1 Date: 5/23/14 Job No.: 14193 Wind Loads - Components and Cladding, Roofs ASCE 7-10 Chapter 30, Part 1 - Low Rise Buildings Design Criteria Risk Category: II Basic Wind Speed: 110 mph Exposure Category: C Hurricane Prone: No Building Type: Enclosed Buildings Length: 16.00 ft Longer Dimension Width: 8.00 ft Shorter Dimension Height: 8.00 ft Component Exp. Category: C Wind Load Calculation - Flat, Gable or Hip Roofs Wind Directionality Factor, Kd: 0.85 Table 26.6-1 Gust Effect Factor, G: 0.85 Section 26.9 Roof Angle: Zg: 900 a: 9.50 ft Kz: 0.85 Kzt: 1.00 qh: 22.35 psf 7°< 0 < - 27° Roof External Pressure Coefficients Gcpi: 0.18 -0.18 at- ()7 2 Gable and Hip Roofs, Zone Extents Roof Angle Zone 5 Extent: 3.00 ft Parapet Height Above Deck: 0.00 ft Area (ft^2) Location 0 10 20 50 100 200 500 1 -0.9 -0.9 -0.9 -0.8 -0.8 -0.8 -0.8 2 -1.7 -1.7 -1.6 -1.4 -1.2 -1.2 -1.2 GC„f, 3 I -2.6 -2.6 -2.4 -2.2 -2.0 -2.0 -2.0 1, 2 & 3 I 0.5 0.5 0.4 0.4 0.3 0.3 0.3 2 & 3 NA NA NA NA NA NA NA 1) Low or No Parapet or Angled Roof, No Impact Overhane External Pressure Coefficients Area (ft^2) Location 0 10 20 50 100 200 500 1 NA NA NA NA NA NA NA GCr,r 2 -2.2 -2.2 -2.2 -2.2 -2.2 -2.2 -2.2 3 -3.7 -3.7 -3.4 -2.9 -2.5 -2.5 -2.5 Armour Unsderfer Eng Inc., P.S., 555 116th Ave. NE, Suite 118, Bellevue, WA 98004 (425) 614-0949 Project: Petterson Fueling Shed Pg. No: CCRoof 1 Address: 13100 48th Ave S, Tukwilla, WA Date: 5/23/14 Client: Stantec Architecture Inc Job No.: 14193 Wind Loads - Components and Cladding, Roofs ASCE 7-10 Chapter 30, Part 1 - Buildings Less than 60ft Roof Wind Loads 1.0W Per ASCE 7-10 LRFD Load Cases Area (ft^2) Location 0 10 20 50 100 200 500 1 -24.14 -24.14 -23.02 -21.90 -21.90 -21.90 -21.90 2 -42.02 -42.02 -39.78 -35.31 -30.84 -30.84 -30.84 P (psf) 3 ' -62.14 -62.14 -57.67 -53.19 -48.72 -48.72 -48.72 1, 2 & 3 15.20 15.20 13.19 12.52 10.73 10.73 10.73 2 & 3 NA NA NA NA NA NA NA 0.6W Per ASCE 7-10 ASD Load Cases Area (ft^2) Location 0 10 20 50 100 200 500 1 -14.48 -14.48 -13.81 -13.14 -13.14 -13.14 -13.14 2 -25.21 -25.21 -23.87 -21.19 -18.51 -18.51 -18.51 P (psf) 3 I -37.28 -37.28 -34.60 -31.92 -29.23 -29.23 -29.23 1, 2 & 3 9.12 9.12 7.91 7.51 6.44 6.44 6.44 2 & 3 NA NA NA NA NA NA NA Overhang Wind Loads 1.0W Per ASCE 7-10 LRFD Load Cases Area (ft^2) Location 0 10 20 50 100 200 500 1 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! P (psf) 2 -53.2 -53.2 -53.2 -53.2 -53.2 -53.2 -53.2 3 -86.7 -86.7 -80.0 -68.8 -59.9 -59.9 -59.9 *Assumes a GC,,, of 0.18 0.6W Per ASCE 7-10 ASD Load Cases Area (f1^2) Location 0 10 20 50 100 200 500 1 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! P (psf) 2 -31.9 -31.9 -31.9 -31.9 -31.9 -31.9 -31.9 3 -52.0 -52.0 -48.0 -41.3 -35.9 -35.9 -35.9 *Assumes a GC,„ of 0.18 AU Armour Unsderfer Eng Inc., P.S., 555 116th Ave. NE, Suite 118, Bellevue, WA 98004 (425) 614-0949 Project: Petterson Fueling Shed Pg. No: CCRoof 2 Address: 13100 48th Ave S, Tukwilla, WA Date: 5/23/14 Client: Stantec Architecture Inc Job No.: 14193 • Lateral Analysis for Shed Use ASD Loading Wind: Wind Load = 14.82 psf (ASD) Long Sail Area = 35.32 sf Trans Sail Area = 81.28 sf Long Base Wind Load = 523 Ibs Trans Base Wind Load = 1,204 Ibs Seismic: Seis Coef = 0.111 ASD Seis DL = 12,032 Ibs Seis Base Load = 1,336 lbs Controlling Lateral Loads: ASD Long Base Shear = 1,336 lbs Trans Base Shear= 1,336 lbs Shearwall Calculations: Shearwall Capacities for HF stud, 15/32" Struct II, 10d Common A 288.3 lbs/ft 6" o/c B 427.8 lbs/ft 4" o/c C 558 lbs/ft 3" o/c D 716.1 Ibs/ft 2" o/c 1 16 ft J SW3 SW1 SW2 SW3 1 SW1 Length = 16 ft Wall Shear = 42 lbs/ft Type A Shearwall Height = 7.5 ft OTM = 5,009 ft-lbs Roof Trib = 5 ft Res Moment = 18,560 ft-lbs Wall Wgt = 10 psf DL Req'd = N/A - N. lbs Roof Wgt = 14 psf Lat Load = 668 lbs SW2 Length = 12 ft Wall Shear = 56 lbs/ft Type A Shearwall Height = 7.5 ft OTM = 5,009 ft-lbs Roof Trib = 5 ft Res Moment = 10,440 ft-lbs Wall Wgt = 10 psf DL Req'd = N/A - N, lbs Roof Wgt = 14 psf Lat Load = 668 lbs I AU� 8ft 1.33Sft 7.5 ft • Armour Unsderfer Eng Inc., P.S., 555 116th Ave. NE, Suite 118, Bellevue, WA 98004 (425) 614-0949 Project: Petterson Fueling Shed Pg. No: Lat 1 Address: 13100 48th Ave S, Tukwilla, WA Date: 5/23/14 Client: Stantec Architecture Inc Job No.: 14193 SW3 Length = 8 ft Wall Shear = 83 lbs/ft Type A Shearwall Height = 7.5 ft OTM = 5,009 ft-lbs Roof Trib = 2 ft Res Moment = 3,296 ft-lbs Wall Wgt = 10 psf DL Req'd = 378.88 lbs Simpson LSTHDS (capacity at corner] 2,320 lbs) Roof Wgt = 14 psf assuming cracked concrete Lat Load = 668 Ibs Roof Truss Uplift Uplift Typ Roof= 31.92 lbs ASD lift Roof Overhang = 52.03 lbs ASD Roof Real DL = 6 psf Truss Span = 8 ft Truss Overhang = 1 ft Truss Tributary = 2 ft Truss Uplift = 299 lbs AU Simpson 141(capacity of 400 lbs with HP) Armour Unsderfer Eng Inc., P.S., 555 116th Ave. NE, Suite 118, Bellevue, WA 98004 (425) 614-0949 Project: Petterson Fueling Shed Pg. No: Lat 2 Address: 13100 48th Ave S, Tukwilla, WA Date: 5/23/14 Client: Stantec Architecture Inc Job No.: 14193 WOOD ROOF BEAM DESIGN: Lumber Beam - RBI Roof Beam Beam Size : 4x6 b= 3.5 in l Gravity Applies to : Y-Y n= 1 d= 5.5 in Beam Grade: I No. 2 I Hem -Fir Beam Wt: 35 pcf Fb = 850 psi Fv = 150 psi Fc.perp = 405 psi Ft = 525 psi E = 1300000 psi E.min = 470000 psi Kcr = 2.0 Adjustment Factors : CDli„ = 1.00 Ct = 1.00 CF(Fb) = 1.30 Ci (Fb) = 1.00 Ci (E) = 1.00 CDs110, term = 1.60 CM (Fb) = 1.00 CL = 1.00 Cfu = 1.00 Cr = 1.15 CF(Ft) = 1.30 CM (E) = 1.00 CM (V) = 1.00 Cb = 1.00 Beam Loading: X-X pDL = 0 psf pWL (+) = 0 psf PDL = 0.00 k PWL (+) = 0.00 k X-X pLL= 0 psf pWL (-) = 0 psf PLL = 0.00 k PWL (-) = 0.00 k Y-Y pDL = 14 psf pWL (+) = 32 psf PDL = 0.00 k PWL (+) = 0.00 k Y-Y pLL = 25 psf pWL (-) = 0 psf PLL = 0.00 k PWL (-) = 0.00 k L= 3.00 ft R.x.max = 0.000 lb R.y.max = 0.451 lb Tributary Width @ X-X = 0.00 ft brg length = 1.5 in brg length = 1.5 in Tributary Width @ Y-Y = 5.00 ft fc.perp = 0 psi fc.perp = 86 psi P @ = 0.00 ft F'c.perp = 405 psi OK F'c.perp = 405 psi OK Dead + Live Load W X-x = 0 plf Px_x = 0 Ib fbx_x = 0.000 ksi Vx_x = 0.000 k Mx_x = 0.00 kip -in F'bx_x = 1.271 ksi OK fv = 0 psi wy_y 200 plf Py_Y = 0 Ib tby_y = 0.260 ksi Vy_y = 0.312 k My_y = 2.92 kip -in F'by_Y = 1.271 ksi OK fv = 24 psi Bi-Axial Analysis = 0.20 OK F'v = 150 psi OK Dead + Wind (+) W X_x = 0 plf Px_x = 0 Ib fbx_x = 0.000 ksi Vx_x = 0.000 k Mx_x = 0.00 kip -in F'bx_x = 2.033 ksi OK fv = 0 psi wy_y = 235 plf Py_y = 0 lb tby_y = 0.306 ksi Vy_y = 0.367 k MY_Y = 3.44 kip -in F'by_y = 2.033 ksi OK fv = 29 psi Bi-Axial Analysis = 0.15 OK F'v = 240 psi OK Dead + 0.75 Live + 0.75 Wind (+) W X_x = 0 plf Px_x = 0 Ib fbx_x = 0.000 ksi Vx_x = 0.000 k Mx_x = 0.00 kip -in F'bx_x = 2.033 ksi OK fv = 0 psi wy_y = 288 plf Py_y = 0 lb fbv-v = 0.376 ksi Vy_y - 0.451 k MY_Y 4.23 kip -in F'by_y = 2.033 ksi OK fv = 35 psi Bi-Axial Analysis = 0.19 OK F'v = 240 psi OK 0.6 r Dead - Wind (-) wx_x = 0 plf Px-x = 0 lb fbx_x = 0.000 ksi Vx_x = 0.000 k Mx-x = 0.00 kip -in F'bx_x = 2.033 ksi OK fv = 0 psi wy_y = 45 plf Py_y = 0 lb fby_y = 0.058 ksi Vy_y = 0.070 k MY_Y = 0.66 kip -in F'by_y = 2.033 ksi OK fv = 5 psi Bi-Axial Analysis = 0.03 OK F'v = 240 psi OK. X-X: ALL = 0.00 in L/ N/A Y-Y: ALL -= 0.01 in L/ 3572 Deflection X-X: AWL = 0.00 in L/ N/A Y-Y: AWL = 0.01 in L/ 2790 X-X: ATL = 0.00 in L/ N/A Y-Y: ATL = 0.03 in L/ 1246 our Armour Unsderfer Eng Inc., P.S., 555 116th Ave NE, Suite 118, Bellevue, WA 98004 (425) 614-0949 Project: Petterson Fueling Shed Address: 13100 48th Ave S, Tukwilla, WA Client: Stantec Architecture, Inc Pg. No: B 1 Date: 5/23/2014 Job No.: 14193 WOOD LUMBER COLUMN DESIGN Wall Stud Beam Size : 2x6 b = 1.5 in d= 5.5 in n= 1 Beam Grade: Fc = E_ E (min) = No. 2 1300 psi 1300000 psi 470000 psi Fv = Fb = Kcr = Hem -Fir 150 psi 850 psi 2.0 1 Adjustment Factors : Compression - Bending - CD = 1.00 CM = 1.00 CD = 1.60 CM = 1.00 Ct = 1.00 CF = 1.30 Ct = 1.00 CL = 1.00 Ci (Fc) = 1.00 CF = 1.30 Cfu = 1.15 Ci (E) = 1.00 Cm (E) = 1.00 Ci (Fb) = 1.00 Cr = 1.00 WC3 - Column At Shade Structure L = 7.50 ft Kex = Lcx = 7.50 ft Key = Lcy = 1.00 ft 1 1 RB = E'min = 5.42 470000 psi Pa. = PDL.Floor = 0.14 k 0.00 k Pa = Pu = 0.25 k 0.40 k PwL (+) = PvL (-) = 0.00 k 0.00 k Va. = Vox.Floor = 0.00 k 0.00 k Vsi = Vu = 0.00 k 0.00 k Vwi. (+) = VwL (-) = 0.00 k 0.00 k X-X Bending MDL = 0.00 k-in Ms_ = Mu = 0.00 k-in 0.00 k-in Mwi_ (+) = Me& (-) = 11.60 k-in 11.60 k-in Y-Y Bending Mc = 0.00 k-in Msi = Mu = 0.00 k-in 0.00 k-in Mwi_ (+) = Mwi (-) = 0.00 k-in 0.00 k-in P Mx My V DL+LL = 0.54 k 0.00 k-in 0.00 k-in 0.00 k DL+W = 0.14 k 11.60 k-in 0.00 k-in 0.00 k DL+0.75*LL+0.75*SL = 0.63 k 0.00 k-in 0.00 k-in 0.00 k DL+0.75*LL+0.75*SL+0.75*WL(+) = 0.63 k 8.70 k-in 0.00 k-in 0.00 k 0.6*DL-WL (-) = 0.08 k 11.60 k-in 0.00 k-in 0.00 k fc = 76.06 psi fbx= 1533. psi fby= 0.00 psi fv= 0.00 psi Lx /d= 16 OK F(Ex = 1443 psi Ly /b= 8 OK FcEy = 6037 psi FbE = 19227 psi F*c = 1690 psi Cp = 0.63 F'v = 240 psi fby F F�„[1-\f/ems)] Fbj'[1-(f/e.)-lrb ) ] AU = 0.87 OK F'c = 1072 psi F,bx = 1768 psi F'b„ = 1564 psi Deflections: X-X 0.2 in -> U 450 Y-Y 0.2 in -> U 450 0.88 [(.±il =0.05 L`F)1= 0.01 OK OK OK [(F: )J =0O.K08 [(F4-ji OK -0.00 Ir _ FVj OK Armour Unsderfer Eng, 13456 SE 27th PL., Suite 200, Bellevue, WA 98005 (206) 614-0949 Project: Address: Client: Pederson Fueling Shed 13100 48th Ave S, Tukwilla, WA Stantec Architecture, Inc Pg. No: Date: Job No.: S-1 5/23/14 14193 Peyton-Tomita & Associates 1370 Brea Blvd. #240 Fullerton, CA 92835 (714) 404-6370 JOB TITLE 24x132 CANOPY JOB NO. BR4091 CALCULATED BY DEP CHECKED BY SHEET NO. DATE 5/13/14 DATE CS12 Ver 2014.01.01 www.struware.com FILE COPY STRUCTURAL CALCULATIONS FOR 24x132 CANOPY 13100 48TH AVE. S., TUKWILA, WA 98168 EXP.1-22-15 REV.1 6/4/14 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 2 2014 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 0 5 2014 PERMIT CENTER Page 1 of 36 ---- 0 Peyton-Tomita & Associates JOB TITLE 24x132 CANOPY 1370 Brea Blvd. #240 Fullerton, CA 92835 JOB NO. BR4091 SHEET NO. (714) 404-6370 CALCULATED BY DEP DATE 5/13/14 CHECKED BY DATE Code Search Code: International Building Code 2012 Occupancy: Occupancy Group = M Mercantile Risk Category & Importance Factors: Risk Category = II Wind factor = 1.00 Snow factor = 1.00 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = Floor = 0.0 hr 0.0 hr Building Geometry: Roof angle (0) 0.00 / 12 0.0 deg Building length (L) 132.0 ft Least width (B) 25.0 ft Mean Roof Ht (h) 16.3 ft Parapet ht above grd 19.0 ft Minimum parapet ht 2.7 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not Tess than 12 psf over 600 sf: 12 psf www.struware.com Page 2 of 36 Peyton-Tomita & Associates 1370 Brea Blvd. #240 Fullerton, CA 92835 (714) 404-6370 JOB TITLE 24x132 CANOPY JOB NO. BR4091 CALCULATED BY DEP CHECKED BY SHEET NO. DATE 5/13/14 DATE Wind Loads : Ultimate Wind Speed Nominal Wind Speed Risk Category Exposure Category Enclosure Classif. Internal pressure Directionality (Kd) Kh case 1 Kh case 2 Type of roof ASCE 7- 10 110 mph 85.2 mph I I C Open Building +/-0.00 0.85 0.864 0.864 Topographic Factor (Kzt) Topography Hill Height (H) Half Hill Length (Lh) Actual H/Lh = Use H/Lh = Modified Lh = From top of crest: x = Bldg up/down wind? H/Lh= 0.50 x/Lh = 0.31 z/Lh = 0.10 At Mean Roof Ht: Kzt = (1+KIK2K3)"2 = Monoslope Flat 80.0 ft 100.0 ft 0.80 0.50 160.0 ft 50.0 ft downwind Ki = K2 = K3 = 0.000 0.792 1.000 1.00 ESCARPMENT V(z) Speed-up V(Z) x(upwind) . x(downwind) 2D RIDGE or 3D AXISYMMETRICAL HILL Page 3 of 36 Peyton-Tomita & Associates JOB TITLE 24x132 CANOPY 1370 Brea Blvd. #240 Fullerton, CA 92835 JOB NO. BR4091 SHEET NO. (714) 404-6370 CALCULATED BY DEP DATE 5/13/14 CHECKED BY DATE Wind Loads - Open Buildings: 0.25 <_ h/L <_ 1.0 Ultimate Wind Pressures Type of roof = Monoslope Free Roofs Wind Flow= Clear Main Wind Force Resisting System Kz = Kh (case 2) = 0.86 Roof pressures - Wind Normal to Ridge G= Roof Angle = 0.85 0.0 deg Base pressure (qh) = Wind Flow Load Case Wind Direction 08.180d nw Cni Clear Wind Flow A Cn = p = 1.20 23.2 psf 0.30 5.8 psf B Cn = -_-p = -1.10 -21.3 psf -0.10 -1.9 psf NOTE: The code requires the MWFRS be designed for a minimum pressure of 16 psf. 22.8 psf NOTE: 1). Cnw and CM denote combined pressures from top and bottom roof surfaces. 2). Cnw is pressure on windward half of roof. Cnl is pressure on leeward half of roof. 3). Positive pressures act toward the roof. Negative pressures act away from the roof. Roof pressures - Wind Parallel to Ridge, y = 90 de Wind Flow Load Case Horizontal Distance from Windward Edge s h >h s 2h > 2h Cn = -0.80 -0.60 -0.30 Clear Wind A p = --15.5 psf -11.6 psf -5.8 psf Flow Cn = 0.80 0.50 0.30 B --p= _ - 15___.5pst' ------ _ 9.7psf __ _ 5.8psf Fascia Panels -Horizontal pressures qp = 22.8 psf Components & Cladding - roof pressures Kz = Kh (case 1) = 0.86 Base pressure (qh) = 22.8 psf G = 0.85 h= 2h = 16.3 ft 32.7 ft Windward fascia: 34.1 psf (GCpn = +1.5) Leeward fascia: -22.8 psf (GCpn = -1.0) a= 3.0ft a2 = 9.0 sf 4a2 = 36.0 sf Effective Wind Area Clear Wind Flow zone 3 zone 2 zone 1 positive negative positive negative positive negative CN 5 9 sf ____ >9, 5_36 s_f - > 36 sf 2.40 1.80 1.20 -3.30 1.70 1.10 1.80 1.80 1.20 -1.70 -1.70 -1.10 1.20 1.20 1.20 -1.10 1.10 -1.10 Wind pressurew__ s 9 sf >9, 5 36 sf___ _ - > 36 sf- -- 46.4psf 34.8_psf __ 23.2 psf -63.8 psf -32.9 psf -21.3 psf 34.8 psf 34.8 psf ____-------.--_--_------__-__-_-_---_ 23.2 psf __-32.9psf _-__ -32.9 psf -21.3 psf 23.2_psf__-__ 23.2 psf 23.2 psf 21-3 psf_ -21.3 psf --- __. -21.3 psf Page 4 of 36 Peyton-Tomita & Associates 1370 Brea Blvd. #240 Fullerton, CA 92835 (714) 404-6370 JOB TITLE 24x132 CANOPY JOB NO. BR4091 SHEET NO. CALCULATED BY DEP DATE 5/13/14 CHECKED BY DATE Location of Wind Pressure Zones WIND DIRECTION .G y= O',180' C=> PTPCHED WIND DIREC TIO N Y= 0` c WIND DDZECTION1 MONOSLOFE WIND DIRECTION .0 y=0, 180' MONO6LOPE WIND DIRECTION y= 0°, 180° WIND /�/y- DIRECTION V PITCHED TROUGH WIND DIRECTION y= 180• WIND DIRECTION 2 WIND DIRECTION y= 90° MAIN WIND FORCE RESISTING SYSTEM ce 1 3 MONOSLOPE 3 ce 1 1 3 e< too TROUGH 3 3 1 lJ 3 3 PITCHED ORTROUGHED ROOF COMPONENTS AND CLADDING e>_ too Page 5 of 36 Peyton-Tomita & Associates 1370 Brea Blvd. #240 Fullerton, CA 92835 (714) 404-6370 JOB TITLE 24x132 CANOPY JOB NO. BR4091 CALCULATED BY DEP CHECKED BY SHEET NO. DATE 5/13/14 DATE Snow Loads : ASCE 7-10 Roof slope = Horiz. eave to ridge dist (W) = Roof length parallel to ridge (L) = 0.0 deg 25.0 ft 132.0 ft Type of Roof Monoslope Ground Snow Load Pg = 25.0 psf Risk Category = II Importance Factor I = Thermal Factor Ct = Exposure Factor Ce = Pf = 0.7*Ce*Ct*I•Pg Unobstructed Slippery Surface Sloped -roof Factor Balanced Snow Load Rain on Snow Surcharge Angle Code Maximum Rain Surcharge Rain on Snow Surcharge Ps plus rain surcharge Minimum Snow Load Cs = Ps = Pm = Uniform Roof Design Snow Load = 1.0 1.20 1.0 21.0 psf no 1.00 21.0 psf 0.50 deg 5.0 psf 0.0 psf 21.0 psf 20.0 psf 21.0 psf <= 25 PSF MIN Windward Snow Drifts 1 - Against walls, parapets, etc more than 15' long Upwind fetch Projection height Snow density Balanced snow height hc/hb >0.2 = 1.2 Drift height (hc) Drift width Surcharge load: Balanced Snow load: Windward Snow Drifts 2 - Against Upwind fetch Projection height Snow density Balanced snow height hc/hb >0.2 = 1.2 Drift height (hd) Drift width Surcharge Toad: Balanced Snow load: lu = 132.0 ft h = 2.7 ft g = 17.3 pcf hb = 1.22 ft hd = 2.87 ft hc = 1.45 ft Therefore, design for drift 1.45 ft w = 11.59 ft pd = y*hd = 25.0 psf = 21.0 psf 46.0 psf walls. parapets. etc > 15' lu = 25.0 ft h = 2.7 ft g = 17.3 pcf hb = 1.22 ft hd = 1.17 ft hc = 1.45 ft Therefore, design for drift 1.17 ft w = 4.67 ft pd = yhd = 20.2 psf = 21.0 psf 41.2 psf Nominal Snow Forces NOTE: Altemate spans of continuous beams and other areas shall be loaded with half the design roof snow load so as to produce the greatest possible effect - see code. Page 6 of 36 Peyton-Tomita & Associates JOB TITLE 24x132 CANOPY 1370 Brea Blvd. #240 Fullerton, CA 92835 JOB NO. BR4091 SHEET NO. (714) 404-6370 CALCULATED BY DEP DATE 5/13/14 CHECKED BY DATE Seismic Loads: IBC 2012 Risk Category : II Importance Factor (I) : 1.00 Site Class : D Ss (0.2 sec) = 149.10 %g S1 (1.0 sec) = 55.92 %g Strength Level Forces Fa = 1.000 Sms = 1.491 Sips = 0.994 Design Category = D Fv = 1.500 Sm1 = 0.839 SDI = 0.559 Design Category = D Seismic Design Category = D Number of Stories: 1 Structure Type: All other building systems Horizontal Struct Irregularities: No plan Irregularity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphragms: Yes Building System: error Seismic resisting system: Steel ordinary cantilever column system System Structural Height Limit: System not permitted for this seismic design category Actual Structural Height (hn) = 16.3 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient (R) = Over -Strength Factor (Oa) = Deflection Amplification Factor (Cd) = SDS = SDl = 1.25 1.25 1.25 0.994 0.559 p = redundancy coefficient Seismic Load Effect (E) = p QE +/- 0.2SDs D = p QE +/- 0.199D QE = horizontal seismic force Special Seismic Load Effect (Em) = 00 QE +/- 0.2SDs D = 1.3 QE +/- 0.199D D = dead load PERMITTED ANALYTICAL PROCEDURES Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral -Force Analysis - Permitted Building period coef. (CT) = 0.020 Cu = 1.40 Approx fundamental period (Ta) = CThn„ = 0.162 sec x= 0.75 Tmax = CuTa = 0.227 User calculated fundamental period (T) = 0 sec Use T = 0.162 Long Period Transition Period (TL) = ASCE7 map = 16 Seismic response coef. (Cs) = SDSI/R = 0.795 need not exceed Cs = sd1 i /RT = 2.757 but not Tess than Cs = 0.044Sdsl = 0.044 USE Cs = 0.795 Design Base Shear V = 0.795W Model & Seismic Response Analysis Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift = 0.020hsx where hsx is the story height below level x Page 7 of 38 DECK CANTILEVER LOADS LENGTH=L= 4.00 FT DECK WT.= MISC. WT.= DEAD WT.=W= 3 PSF FASCIA WT.=P= 2.5 PSF 0.5 PSF LIVE LOAD=Lr= SNOW LOAD=Pf= SNOW DRIFT LOADS W1 @ FASCIA= DRIFT WIDTH= W2 @ SUPPORT= 15 PLF MOMENT=WLA2/2+PL=MD= 20 PSF MOMENT=Lr*LA2/2=ML= 25 PSF MOMENT=PPLA2/2=MS= 20.2 PSF 4.67 FT 2.90 PSF MOMENT=W2*LA2/2+.5(W1-W2)L*2/3L=MDR= WIND PRESSURES ZONE 3 DOWN=pv= ZONE 3 UPLIFT=pv= FASCIA WINDWARD=ph= FASCIA LEEWARD=ph= LOAD COMBINATIONS MD= MD+MLr= MD+MS+MDR= MD+0.6MW= MD+.75(MS+0.6MW)= MAXIMUM= ALLOWABLE= .6MD-0.6MW= ALLOWABLE= 46.4 PSF -63.8 PSF -34.1 PSF 22.8 PSF FASCIA H= C.O.A.=d= MW WIND= MW LEE= MOMENT=pv*L^2/2+ph*H*d=MW= 84 FT-LBS/FT 244 FT-LBS/FT 399 FT-LBS/FT 351 FT-LBS/FT 434 FT-LBS/FT 434 FT-LBS/FT= -322 FT-LBS/FT= 84 FT-LBS/FT 160 FT-LBS/FT 200 FT-LBS/FT 115 FT-LBS/FT 3.00 FT 1.08 FT -111 FT-LBS/FT 74 FT-LBS/FT 445 FT-LBS/FT -621 FT-LBS/FT 6.950 IN-K/PNL. OK 7.309 IN-K/PNL. 5.157 IN-K/PNL. OK 10.321 IN-K/PNL. Page 8 of 36 DECK SPAN LOADS DECK WT.= MISC. WT.= DEAD WT.=W= LIVE LOAD=Lr= SNOW LOAD=Pf= 2.5 PSF 0.5 PSF 3 PSF MOMENT<=WL^2/8=MD= 20 PSF MOM ENT<=Lr*L^2/8=M L= 25 PSF MOMENT<=Pf*LA2/8=MS= SNOW DRIFT LOADS W1 @ FASCIA= DRIFT WIDTH= W2 @ 1st RIB= 25 PSF 11.59 FT 22.12 PSF LENGTH=L= 10.00 FT 38 FT-LBS/FT 250 FT-LBS/FT 313 FT-LBS/FT MOMENT<=W2*LA2/8=MDR= 276.54947 FT-LBS/FT WIND PRESSURES EFFECTIVE AREA=L*U3= ZONE 3 DOWN= ZONE 3 UPLIFT= 33.33 SQ.FT. 34.80 PSF -32.90 PSF MOM ENT<=pv*LA2/8=M W= LOAD COMBINATIONS MD= MD+MLr= MD+MS+MDR= MD+0.6MW= MD+.75(MS+0.6MW)= MAXIMUM= ALLOWABLE= .6MD-0.6MW= ALLOWABLE= 38 FT-LBS/FT 288 FT-LBS/FT 627 FT-LBS/FT 299 FT-LBS/FT 468 FT-LBS/FT 627 FT-LBS/FT= 435 FT-LBS/FT -411 FT-LBS/FT 10.025 IN-K/PNL. OK 10.321 IN-K/PNL. -224 FT-LBS/FT= 3.588 IN-K/PNL. OK 7.309 IN-K/PNL. Page 9 of 36 CFS Version 5.0.3 Section: BRDECK40.sct BESTWORTH-ROMMEL GR 40 DECK Rev. Date: 6/14/2006 8:06:38 AM David Peyton Peyton-Tomita & Associates Page 1 Section Inputs Material: A653 SQ Grade 40 Apply strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 40 ksi Tensile Strength, Fu 55 ksi Warping Constant Override, Cw 0 in^6 Torsion Constant Override, J 0 in^4 Part 1, Thickness 0.0346 in (20 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.625 90.000 0.093750 None 0.000 0.000 0.313 2 1.250 180.000 0.093750 None 0.000 0.000 0.625 3 3.035 270.000 0.093750 Nested 0.000 0.000 1.517 4 16.000 180.000 0.093750 None 0.000 0.000 8.000 5 3.000 90.000 0.093750 Nested 0.000 0.000 1.500 6 1.078 0.000 0.093750 None 0.000 0.000 0.539 7 0.438 270.000 0.093750 None 0.000 0.000 0.219 Page 10 of 36 CFS Version 5.0.3 Section: BRDECK40.sct BESTWORTH-ROMMEL GR 40 DECK Rev. Date: 6/14/2006 8:06:38 AM Full Section Properties David Peyton Peyton-Tomita & Associates Page 2 Area 0.86263 in^2 Wt. Ix Sx(t) Sx(b) Iy Sy(1) Sy(r) I1 I2 Ic Io 1.070 in^4 0.4651 in^3 1.4583 in^3 31.805 3.8690 3.5359 31.810 1.065 32.875 36.415 in^4 in^3 in^3 in^4 in^4 in^4 in^4 rx y(t) y(b) Height ry x(1) x(r) Width r1 r2 rc ro 0.0029330 k/ft 1.114 in 2.301 0.734 3.035 6.072 8.221 8.995 17.215 6.073 1.111 6.173 6.497 in in in in in in in in in in in Width 24.932 in Ixy 0.409 in^4 a -89.239 deg Xo -0.554 in Yo -1.948 in jx 0.597 in jy 10.699 in Cw 46.566 in^6 J 0.000344 in^4 Fully Braced Strength - 2004 North American Specification - US (ASD) Compression Pao 6.413 Ae 0.28859 Tension Ta Shear Vay Vax k in^2 21.033 k 2.240 k 0.000 k Positive Maxo Ixe Sxe(t) Sxe(b) Negative Maxo Ixe Sxe(t) Sxe (b) Moment 10.321 1.012 0.4309 1.4735 Moment 7.309 0.504 0.3638 0.3051 k-in in^4 in^3 in^3 k-in in^4 in^3 in^3 Positive Moment Mayo 51.176 Iye 23.439 Sye(1) 3.7533 Sye(r) 2.1366 Negative Moment Mayo 50.083 Iye 21.938 Sye(1) 2.0909 Sye(r) 3.2630 k-in in^4 in^3 in^3 k-in in^4 in^3 in^3 Page 11 of 36 PURLIN LOADS: PURLIN TRIB DL EF Lr Pf SD1 SD2 ED A 9.800 50.4 147.0 196.0 245.0 58.8 0.0 245.0 B 6.557 5.1 98.4 131.1 163.9 -11.7 -16.6 163.9 C 8.643 49.5 129.6 172.9 216.1 0.0 63.8 216.1 TOTALS 25.000 105.00 375.0 500.00 625.00 47.17 47.17 625.00 PURLIN +W -W NA NB ULr USL A 227.4 -208.7 214.303 -217.657 2.3 123.9 B 152.1 -139.7 87.497 -66.492 74.9 128.8 C 200.5 -184.1 60.7 -5.85 172.9 216.1 TOTALS 580.0 -532.5 362.5 -290.0 250.0 468.7 WINDWARD FASCIA 34.1 PSF LEEWARD FASCIA 22.8 PSF FASCIA HEIGHT 3 FT LATERAL WIND LOAD 170.7 PLF NO. OF PURLINS 3 56.9 PLF/PURLIN SEISMIC LOAD VE= 0.795 W WE= 27.8 PLF/PURLIN PE= 99.4 LBS/PURLIN Page 12 of 36 Envelope Only Solution PEYTON-TOMITA & ASS... DEP BR4091 TYP. PURLIN SK-1 May 13, 2014 at 7:20 AM PURLINA.r3d Page 13 of 36 ili R1SA Company : PEYTON-TOMITA & ASSOCIATES Designer : DEP Job Number : BR4091 TECHNOLOGIES Model Name : TYP.PURLIN May13, 2014 Checked By. Hot Rolled Steel Properties Therm (\1E..Densitvik/ft.. Yieldfksil Rt 1 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 2 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 58 1.2 3 A992 29000 11154 .3 .65 .49 50 1.1 58 1.2 4 A500 Gr.42 29000 11154 .3 .65 .49 42 1.3 58 1.1 5 A500 Gr.46 29000 11154 .3 .65 .49 46 1.2 58 1.1 Hot Rolled Steel Section Sets 1 Label HR1A Shape W14x22 Type Beam Design List Material Qesign Rules A [in2] lyy[rn4] Iu[in4] J [in4] Wide Flange Joint Coordinates and Temperatures A992 1 Typical 1 6.49 7 199 .208 1 Label N1 x (Yt] 0 Dt[ 0 Z [ft] 0 Temp [F] Detach From 0 2 N2 3.916667 0 0 0 3 N3 28.75 0 0 0 4 5 N4 N5 53.583333 78.416667 0 0 0 0 0 0 6 N6 10325 0 0 0 7 8 N7 N8 Joint Boundary Conditions 128.083333 132 0 0 0 0 0 0 nt Label X Ik/in Y Ik/in 1 N2 Reaction Reaction Reaction Foxed 2 N3 Reaction Reaction Foxed 3 N4 Reaction Reaction Fixed 4 N5 Reaction Reaction Fixed 5 N6 Reaction Reaction Fixed 6 N7 Reaction Reaction Fixed Member Primary Data 1 M1 N1 N2 HR1A Beam Wide Flanae A992 Typical 2 M2 N2 N3 HR1A Beam Wide Flange A992 Typical Typical 3 M3 N3 N4 HR1A Beam Wide Flanae A992 4 M4 N4 N5 HR1A Bean Wide Flange A992 Typical Typical 5 M5 N5 N6 HR1A Beam Wide Flanae A992 6 M6 N6 N7 HR1A Beam Wide Flange A992 Typical Typical 7 M7 N7 N8 HR1A Beam Wide Flanae A992 RISA-3D Version 12.0.0 [C:\CAD FILES\BESTROMM\2014\BR4091\PURLINA.r3d] Page 1 Page 14 of 36 IlIRIS TECHNOLOGIES Company : PEYTON-TOMITA & ASSOCIATES Designer : DEP Job Number : BR4091 Model Name : TYP. PURLIN May13, 2014 Checked By. Member Advanced Data 1 M1 Yes None 2 M2 Yes None 3 M3 BenPIN BenPIN Yes None 4 M4 BenPIN BenPIN Yes None 5 M5 BenPIN BenPIN Yes None 6 M6 Yes None 7 M7 Yes None Hot Rolled Steel Design Parameters Cb Function 1 M1 HR1A 3.917 Lateral 2 M2 HR1A 24.833 12417 12.417 Lam 3 M3 HR1A 24.833 12.417 12.417 Lateral 4 M4 HR1A 24.833 12.417 12.417 Lam 5 M5 HR1A 24.833 12.417 12.417 Lateral 6 M6 HR1A 24.833 12.417 12.417 Lam 7 M7 HR1A 3.917 Lateral Joint Loads and Enforced Displacements (BLC 1 : D) 1 2 Joint Label L.D.M N1 N8 L Joint Loads and Enforced Displacements (BLC 8 : E) Direction Y Magnilude[(k.k-ft). (in.rad). (k*s"... -.147 -.147 1 2 Joint Label N1 N8 L.D.M Member Distributed Loads (BLC 1: D) L Direction Z Magmtude[(k.k ft). (in.rad). (k*s".. -.099 -.099 Member Label Directi 1 M1 Y -50.4 -50.4 0 0 2 M2 Y -50.4 -50.4 0 0 3 M3 Y -50.4 -50.4 0 0 4 M4 Y -50.4 -50.4 0 0 5 M5 Y -50.4 -50.4 0 0 6 M6 Y -50.4 -50.4 0 0 7 M7 Y -50.4 -50.4 0 0 Member Distributed Loads (BLC 2 : Lr) Start Maanitudeflb/ft.F) 1 M1 Y -196 -196 0 0 2 M2 Y -196 -196 0 0 3 M3 Y -196 -196 0 0 4 M4 Y -196 -196 0 0 5 M5 Y -196 -196 0 0 6 M6 Y -196 -196 0 0 RISA-3D Version 12.0.0 [C:\CAD FILES\BESTROMM\2014\BR4091\PURLINA.r3d] Page 2 Page 15 of 36 Company : PEYTON-TOMITABASSOCIATES IIIRIsA Designer: DEP Job Number : BR4091TECHNOLOGIES Model Name : TYP.PURLIN May 13, 2014 Checked By. Member Distributed Loads (BLC 2 : Lr) (Continued) 7 Member Label Direction M7 St art Magnitude[Ib/ft.F] -196 End Magnitude[Iblft.F] Start Location[ft...End Location[ft.... -196 0 0 Member Distributed Loads (BLC 3 : Pt) 1 M1 Y -245 -245 0 0 2 M2 Y -245 -245 0 0 3 M3 Y -245 -245 0 0 4 M4 Y -245 -245 0 0 5 M5 Y -245 -245 0 0 6 M6 Y -245 -245 0 0 7 M7 Y -245 -245 0 0 Member Distributed Loads (BLC 4 : USL1) 1 M1 Y -122.5 -122.5 0 0 2 M2 Y -245 -245 0 0 3 M3 Y -245 -245 0 0 4 M4 Y -245 -245 0 0 5 M5 Y -245 -245 0 0 6 M6 Y -245 -245 0 0 7 M7 Y -122.5 -122.5 0 0 Member Distributed Loads (BLC 6 : +W) 1 M1 Y -227.4 -227.4 0 0 2 M2 Y -227.4 -227.4 0 0 3 M3 Y -227,4 -227.4 0 0 4 M4 Y -227.4 -227.4 0 0 5 M5 Y -227.4 -227.4 0 0 6 M6 Y -227.4 -227.4 0 0 7 M7 Y -227.4 -227.4 0 0 8 M1 Z -56.9 -56.9 0 0 9 M2 2 -56.9 -56.9 0 0 10 M3 Z -56.9 -56.9 0 0 11 M4 Z -56.9 -56.9 0 0 12 M5 Z -56.9 -56.9 0 0 13 M6 Z -56.9 -56.9 0 0 14 M7 Z -56.9 -56.9 0 0 Member Distributed Loads (BLC 7 : -W) Direction 1 M1 Y 208.7 208.7 0 0 2 M2 Y 208.7 208.7 0 0 3 M3 Y 208.7 208.7 0 0 4 M4 Y 208.7 208.7 0 0 5 M5 Y 208.7 208.7 0 0 6 M6 Y 208.7 208.7 0 0 7 M7 Y 208.7 208.7 0 0 8 M1 Z -56.9 -56.9 0 0 9 M2 Z -56.9 -56.9 0 0 RISA-3D Version 12.0.0 [C:\CAD FILES\BESTROMM\2014\BR4091\PURLINA.r3d] Pa Page 16 of 36 3 111 RI �� Company : PEYTON-TOMfTABASSOCIATES Designer : DEP Job Number : BR4091 TECHNOLOGIES Model Name : TYP.PURLIN May 13, 2014 Checked By. Member Distributed Loads (BLC 7 : -W) (Continued) 10 11 12 13 14 Member Label Direction M3 M4 M5 M6 M7 Z Z Start Maanitudeflb/ft.R Member Distributed Loads (BLC 8 : E) -56.9 -56.9 -56.9 -56.9 -56.9 End Maonitudeflb/ft.F1 Start Locationfft...End Locatiort<ft. -56.9 -56.9 -56.9 -56.9 -56.9 0 0 0 0 0 0 0 0 0 0 1 M 1 Z -27.8 -27.8 0 0 2 M2 Z -27.8 -27.8 0 0 3 M3 Z -27.8 -27.8 0 0 4 M4 Z -27.8 -27.8 0 0 5 M5 Z -27.8 -27.8 0 0 6 M6 Z -27.8 -27.8 0 0 7 M7 Z -27.8 -27.8 0 0 Member Distributed Loads (BLC 9 : SD) 1 M 1 Y -58.8 -58.8 0 0 2 M2 Y -58.8 -58.8 0 0 3 M3 Y -58.8 -58.8 0 0 4 M4 Y -58.8 -58.8 0 0 5 M5 Y -58.8 -58.8 0 0 6 M6 Y -58.8 -58.8 0 0 7 M7 Y -58.8 -58.8 0 0 Member Distributed Loads (BLC 10 : ED) 1 2 Member Label Direction Start Magndude[Ib/ft.F1 M1 M2 Basic Load Cases Y -245 -162.2 End Magnitude[ blft.FJ tart Location[ft. End Locaborlft -162.2 0 0 0 0 7.667 1 2 3 4 5 6 7 8 9 10 BLC Description D Lr Pf USL1 USL2 +w -W E SD ED Category DL RLL SL SL SL WL WL EL SL SL X Gravity Y Gravity Z Gravity Joint Point DistributedArea(Me... Surfa -1 -.795 2 2 7 7 7 7 14 14 7 7 2 ce( RISA-3D Version 12.0.0 [C:\CAD FILES\BESTROMM\2014\BR4091\PURLINA.r3d] Pa Page 17 of 36 4 Company : PEYTON-TOMITA &ASSOCIATES llIRiSA Designer : DEP Job Number : BR4091 TECHNOLOGIES Model Name : TYP.PURLIN May13, 2014 Checked By. Load Combinations .. P... 5... BLC F 1 D Yes 1 1 2 D+Lr Yes Y 1 1 2 1 3 D+Pf+SD+ED Yes Y 1 1 3 1 9 1 10 1 4 D+USL1 Yes Y 1 1 4 1 5 D+.6W Yes Y 1 1 6 .6 6 D+.75(Pf+.6W) Yes Y 1 1 3 .75 6 .45 7 .6D-.6W Yes Y 1 .6 7 .6 8 1.14D+.7E Yes Y 1 1.14 8 .7 9 0.46D+.7E Yes Y 1 .46 8 .7 Load Combination Design 1 D Yes Yes Yesme Yes Yes Yes Yes Yes 2 D+Lr Yes Yes Yes Yes Yes Yes Yes Yes 3 D+Pf+SD+ED Yes Yes Yes Yes Yes Yes Yes Yes 4 D+USL1 Yes Yes Yes Yes Yes Yes Yes Yes 5 D+.6W Yes Yes Yes Yes Yes Yes Yes Yes 6 D+.75(Pf+.6.. Yes Yes Yes Yes Yes Yes Yes Yes 7 .6D-.6W Yes Yes Yes Yes Yes Yes Yes Yes 8 1.14D+.7E Yes Yes Yes Yes Yes Yes Yes Yes 9 0.46D+.7E Yes Yes Yes Yes Yes Yes Yes Yes Envelope MSC 14th(360-101: ASD Steel Code Checks 1 M1 W14x22 .063 3.917 8 .043 3.917 v 3 150.053194.311 10.953 82.834 1---H1-1b 2 M2 W14x22 .858 12.675 6 .096 0 y 3 11.848 194.311 10.953 37.849 1 H 1-1 b 3 M3 W14x22 .910 12.417 6 .083 0 v 3 11.848 194.311 10.953 37.849 1 H1-1b 4 M4 W14x22 .910 12.417 6 .083 0 y 3 11.848 194.311 10.953 37.849 1 H1-1b 5 M5 W14x22 .910 12.417 6 .083 0 v 3 11.848 194.311 10.953 37.849 1 H 1-1 b 6 M6 W14x22 .858 12.158 6 .085 24.833 y 3 11.848 194.311 10.953 37.849 1 H 1-1 b 7 M7 W14x22 .063 0 8 .029 0 v 3 150.053194.311 10.953 82.834 1.--H1-lb RISA-3D Version 12.0.0 [C:\CAD FILES\BESTROMM\2014\BR4091\PURLINA.r3d] Page 5 Page 18 of 36 CARRYING PURLIN A B C TOTALS PURLIN A B C BEAM LOADS: TRIB DL 24.833 1798 24.833 673 24.833 1776 NA 5322 2173 1507 Lr Pf 4867 6084 3257 4071 4293 5366 SD1 SD2 ULr USL 1461 0 56 3077 -289 -413 1860 3198 0 1585 4293 5366 4247 12417 15521 1171 1171 6208 11641 NB WL H ELH -5405 1413 1125 -1651 1413 1125 -145 1413 1125 TOTALS 9002 -7202 4239 3376 Page 19 of 36 Envelope Only Solution PEYTON-TOMITA & ASS.. DEP BR4091 CARRYING BEAM & COLUMN SK-2 May 13, 2014 at 7:45 AM TEE.r3d Page 20 of 36 111 RISA Company : PEYTON-TOM ITA & ASSOCIATES Designer DEP Job Number : BR4091 T E C rr N O L O Y l E$ Model Name : CARRYING BEAM & COLUMN May 13, 2014 Checked By. Hot Rolled Steel Properties Pt 1 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 2 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 58 1.2 3 A992 29000 11154 .3 .65 .49 50 1.1 58 1.2 4 A500 Gr.42 29000 11154 .3 .65 .49 42 1.3 58 1.1 5 A500 Gr.46 29000 11154 .3 .65 .49 46 1.2 58 1.1 Hot Rolled Steel Section Sets 1 2 Label HR1 HR2 Shape W16x26 HSS12x12x5 Type Bean Column Wide Flanae SquareTube Joint Coordinates and Temperatures Material esign R A992 R2 A500 Gr.46 Typical yp l 7.68 13.4 9.59 304 301 304 .262 474 1 Label Ni x [ft] 12.5 0 Z [ft] 0 Temp [F] Detach From 0 2 3 4 5 N2 N3 N4 N5 Joint Boundary Conditions 4 12.5 14 21 18.333333 18.333333 18.333333 18.333333 0 0 0 0 0 0 0 0 1 Joint Label Ni X [k/in] Reaction Member Primary Data Y pc/in] Z [k/in] X Rot.[k-ft/rad] Y Rot [k ft/rad] Z Rot.[k-ft/rad] Footing Reaction Reaction 1 Reaction Reaction Reaction 1 2 3 Label M1 M2 M3 Joint J Joint K Joint Rotate(... Section/Sh... Type N2 N3 Ni N3 N5 N3 Member Advanced Data HR1 HR1 HR2 Bean Bean Column Design List Wide Flanae Wide Range SquareTube atenai A992 A992 A500 Gr.46 Design Rules R2 R2 Typical 1 2 3 Label M1 M2 M3 I Release J Release I Offset[in] J Offset[in] T/C Only Physical TOM I Hot Rolled Steel Desian Parameters 7 Yes Yes Yes nact ive Seismic Design Rules None None None 1 2 3 Label M1 M2 M3 Shape Length[ft] Lbyy[ft] HR1 HR1 HR2 8.5 8.5 18.333 Segment Lbzz[ft] omD too[ft L-torqu yy 2.1 Kzz Cb Function 2.1 Lateral Lateral Lateral RISA-3D Version 12.0.0 [C:\CAD FILES\BESTROMM\2014\BR4091\TEE.r3d] Page 1 Page 21 of 36 Design ListRules A Rn2] Ivy [in4] Izz [in4] J [in4] 11 Lcomp bot[fl Segment 111 RISA Company : PEYTON-TCMITA&ASSOCIATES Designer : DEP Job Number : BR4091 TECHNOLOGIES Model Name : CARRYING BEAM & COLUMN May13, 2014 Checked By. Joint Loads and Enforced Displacements (BLC 1 : D) 1 2 Joint Label N2 N4 L.D.M L Direction Y Magnitude[(k.k ft). .(in.rad). (k*s^ . -1.798 -.673 3 N5 Joint Loads and Enforced Displacements (BLC 2 : Lr) -1.776 1 2 3 Joint Label N2 N4 N5 L.D L M Joint Loads and Enforced Displacements (BLC 3 : ULr) 1 Joint Label N2 L. D M L Direction Y Direction Y M agnitude[(k.k-ft). (in.rad). (k*s^ -4.867 -3257 -4.293 Magnitude((k.k-ft). (in.rad). (k*s^.. -.056 2 N4 -1.86 3 N5 Joint Loads and Enforced Displacements (BLC 4 : Pt) -4.293 1 2 3 Joint Label N2 N4 N5 L .D.M L Joint Loads and Enforced Displacements (BLC 5 : USL) Direction Y M agnitude[(k.k ft). (in.rad). (k*s" -6.084 -4.071 -5.366 1 2 3 Joint Label L.D.M N2 N4 N5 L Direction Y Magnitude[(k.k-ft). (in.rad). -3.077 -3.198 -5.366 Joint Loads and Enforced Displacements (BLC 6 : NA) L.D.M *e^ 1 N2 L Y -5.322 2 N4 L Y -2.173 3 N5 L Y -1.507 4 N2 L X 1.413 5 N4 L X 1.413 6 N5 L X 1.413 Joint Loads and Enforced Displacements (BLC 7 : NB) _ *CA 1 N2 L Y 5.405 2 N4 L Y 1.651 3 N5 L Y .145 4 N2 L X 1.413 5 N4 L X 1.413 6 N5 L X 1.413 Joint Loads and Enforced Displacements (BLC 10 : ELb I.__, 1 .,4...1 1 rl AA LA......:6..L.r/L 4 A% /:.......1\ /L* RISA-3D Version 12.0.0 [C:\CAD FILES\BESTROMM\2014\BR4091\TEE.r3d] Page 2 Page 22 of 36 11. RISA Company : PEYTON-TCMITA&ASSOCIATES Designer : DEP Job Number : BR4091 TECHNOLOGIES Model Name : CARRYING BEAM & COLUMN May 13, 2014 Checked By. Joint Loads and Enforced Displacements (BLC 10 : EL)0 (Continued) 1 2 3 Joint Label N2 N4 N5 L. D L L Joint Loads and Enforced Displacements (BLC 12 : SD1) Direction Magnhtude[(k.k-ft). (in.rad) (k*s^ X 1.125 1.125 1.125 1 2 Joint Label L.D.M N2 N4 L Direction Y Magnilude[(k.k-ft). (in.rad). (k*s^ -1.461 .289 Joint Loads and Enforced Displacements (BLC 13 : SD2) 1 Joint Label N5 L.D.M L Direction Y Magndude[(k.k-ft). (in.rad). -1.585 2 N4 Member Distributed Loads (BLC 6 : NA) .413 1 Member Label Direction Start Magnitude[Ib/ft.F] M3 28.45 Member Distributed Loads (BLC 7 : NB) End Magndude[Ib/ft.F] Start Location[ft. ,End Locabon[ft. 0 I 16.333 28.45 1 Member Label Direction M3 Basic Load Cases Start Magnitude[Ib/ft.F] 28.45 End Magnitude[bift.F] Start Location[ft...End Locabon[ft 28.45 0 I 16.333 1 2 3 4 5 6 7 10 12 BLC Description D Lr ULr Pf USL NA NB ELX SD1 Category DL RLL RLL SL SL WL WL ELX SL X Gravity Y Gravity Z Gravity Joint Point DistributedArea(Me Surface(... .795 -1 3 3 3 3 6 6 3 2 1 1 13 SD2 SL 2 Load Combinations 1 D YesY 1 1 2 D+Lr Yes Y 1 1 2 1 3 D+ULr Yes Y 1 1 3 1 4 D+Pf+SD1 Yes Y 1 1 4 1 12 1 5 D+Pf+SD2 Yes Y 1 1 4 1 13 1 6 D+Pf+SD1+SD2 Yes Y 1 1 4 1 12 1 13 1 7 D+USL Yes Y 1 1 5 1 8 D+.6NA Yes Y 1 1 6 .6 9 .6D+.6NB Yes Y 1 .6 7 .6 RISA-3D Version 12.0.0 [C:\CAD FILES\BESTROMM\2014\BR4091\TEE.r3d] Page 3 Page 23 of 36 111 RISA Company : PEYTON-TCMETA &ASSOCIATES Designer DEP Job Number : BR4091 TECHNOLOGIES Model Name : CARRYING BEAM & COLUMN May 13, 2014 Checked By. Load Combinations (Continued) Descnotion So.. P... S... BLF Fac.. BLC Fac.. BLC Fac...BLC Fac...BLC Fac...BLC Fac.. BLC Fac ...BLC Fac... 10 D+.75Pf+.45NA Yes Y 1 1 4 .75 6 .45 11 1.14D+.7ELX Yes Y 1 1.14 10 .7 12 0.46D+.7ELX Yes Y 1 .46 10 .7 13 1.140+.875ELX Y 1 1.14 10 .875 14 .46D+.875ELX Y 1 .46 10 .875 Load Combination Desian 1 D Yes Yes Yes Yes Yes Yes Yes Yes 2 D+Lr Yes Yes Yes Yes Yes Yes Yes Yes 3 D+ULr Yes Yes Yes Yes Yes Yes Yes Yes 4 D+Pf+SD1 Yes Yes Yes Yes Yes Yes Yes Yes 5 D+Pf+SD2 Yes Yes Yes Yes Yes Yes Yes Yes 6 D+Pf+SD1+.., Yes Yes Yes Yes Yes Yes Yes Yes 7 D+USL Yes Yes Yes Yes Yes Yes Yes Yes 8 D+.6NA Yes Yes Yes Yes Yes Yes Yes Yes 9 .6D+.6NB Yes Yes Yes Yes Yes Yes Yes Yes 10 D+.75Pf+.4-. Yes Yes Yes Yes Yes Yes Yes Yes 11 1.14D+.7ELX Yes Yes Yes Yes Yes Yes Yes Yes 12 0.46D+.7ELX Yes Yes Yes Yes Yes Yes Yes Yes 13 1.140+.875... Yes Yes Yes Yes Yes Yes Yes Yes 14 -46D+-875E... Yes Yes Yes Yes Yes Yes Yes Yes Envelooe RISC 14th(360-10): ASD Steel Code Checks 1 M1 W16x26 .729 8.5 6 .137 8.5 v 6 121.199 229.94 13.673 110.2791---H1-1b 2 M2 W16x26 .740 0 5 .191 0 y v 5189.812229.94 11199.389369.102112.567112.5671---H1-1b 13.673110.2791---H1-lb 3 M3 HSS12x12x5 .662 0 9 .029 0 RISA-3D Version 12.0.0 [C:\CAD FILES\BESTROMM\2014\BR4091\TEE.r3d] Pa Page 24 of 36 4 PEYTON-TOMITA & ASSOCIATES 05/13/2014 CHECK PONDING:(APPND. 2) Lp= Ls= S= Ip= Is= Id= 24.83 ft 10.00 ft 1.33 ft 199 in^4 1.012 in^4 0.68025 in^4/ft Cs= 0.0421607 Cp= 0.0611557 Cp+0.9Cs= 0.0991004 < 0.25 PRIMARY W 14X22 SECOND DECK > 0.25 in^4/ft O.K. O.K. THE ROOF SYSTEM IS STABLE AND NO FURTHER INVESTIGATION IS REQ'D. Page 25 of 36 PEYTON-TOMITA & ASSOCIATES 05/13/2014 PURLIN CONNECTION (AISC 14TH ED. ASD) PRYING W 14X22 T= 2336.000 LBS B= 6900.000 LBS d= 0.750 IN. bf= 5 IN. GAGE= 2.75 IN. tf= 0.335 IN. tw= 0.23 IN. b= 1.260 IN. a= 1.125 IN. b'= 0.885 IN. a'= 1.500 IN. 1.500 ROE= 0.590 1.950 d'= 0.813 IN. p= 2.520 IN. 1 DELTA= 0.678 -2.114328 BETA= 3.311 ALPHA'= 1.000 treq'd= 0.224 OK tc= 0.498 -0.370424 ALPHA= 0.000 Q= 0 TOTAL T= 2336 OK PURLIN CONNECTION PRYING W 16X26 T= 2336.000 LBS B= 6900.000 LBS d= 0.750 IN. bf= 5.5 IN. GAGE= 2.75 IN. tf= 0.345 IN. tw= 0.250 IN. b= 1.250 IN. a= 1.375 IN. b'= 0.875 IN. a'= 1.750 IN. 1.750 ROE= 0.500 1.938 d'= 0.813 IN. p= 2.500 IN. 1 DELTA= 0.675 -1.991013 BETA= 3.908 ALPHA'= 1.000 treq'd= 0.224 OK tc= 0.497 -0.43878 ALPHA= 0.000 Q= 0 TOTAL T= 2336 OK Page 26 of 36 PEYTON-TOMITA & ASSOCIATES 05/13/2014 CHECK WEB BENDING FOR LATERAL BEAM W 14X22 tw= 0.23 IN k= 0.735 IN d= 13.74 IN Gage=G= 2.75 IN. F= 848 LBS D+W h=d-K= 13.005 IN. M=F*h= 11028.24 IN -LB M n/1.67= 395.96 IN-LB/IN 27.85 IN REQD beff=3h= 39.015 IN PROVD OK V= 5188 LBS D+W Tbolt= 1297 LBS M/G/2= 2005 LBS Tbolt= 3302 LBS <= OK 9940 LBS Page 27 of 36 PEYTON-TOMITA & ASSOCIATES 05/13/2014 TOP OF COLUMN CONNECTION: MOMENT= 39.71 FT-K COL. WDTH.= 12.00 IN. Pmax= 6.87 K Pmin= 4.58 K Mtee= 100.80 IN-K Mtee= 8.40 FT-K WELD= 39.71 K USE: WT10.5x22 Mn/1.67= 11.20 FT-K OK USE: 8-3/4IN DIA A307S Ta= 9.94 K OK USE: 3/16 IN. FILLET L= 25.85 IN. fv= 1.54 KLI Page 28 of 36 BASE CONNECTION LOAD CASE LOADS: .6D+.6NB Py= -1.02 K Vx= 2.822 K Vz= 0 K Mz= 74.308 FT-K Mx= 0.00 FT-K T= 0 FT-K DATA: COL. W= 12 IN. BASE PL. T= 1.5 IN. A.R. SPCNG= 16 IN. d1= 15.50 IN. d2= 15.50 IN. Mz/d1/2= 28.76 K Mx/d2/2= 0.00 K P/4= 0.26 K TBOLT= 29.02 K ALLOWABLE INCREASE= 1 (ASCE 7-10 12.4.3.3) USE: 1.5 IN. DIA. F1554 GR. 36 ANCHOR ROD Ta= 38.40 K OK M PL.= 58.04 IN-K Beff= 8 IN. Mn/1.67= 97.01 IN-K MEMBER HSS12X12X5/16 LWELD= 48 IN. SzWELD= 192 IN.2 SyWELD= 192 IN.2 JWELD= 2304 IN.3 OK fay= 0.021 KLI fvx= 0.059 KLI fvz= 0.000 KLI fbz= 4.644 KLI fbx= 0.000 KLI fR(SRSS)= 4.666 KLI D REQ'D= 5.028 /16THS USE 3/8" FILLET WELD CAP= 5.568 KLI QK Page 29 of 36 CANOPY FOUNDATIONS MAX. AXIAL LOAD= BEARING PILE LENGTH= EFFECTIVE LENGTH= PILE CIRCUMFERENCE= PILE AREA= BEARING RESISTANCE= PILE CAPACITY= ROUND POLE FOOTING IBC EQ. 18-1 23366 LBS 20.00 FT 10.00 FT 9.42 FT 7.07 SQ.FT. 4000 PSF 28274 LBS OK (NONCONSTRAINED): P= 2822 LBS b= 3.00 FT S1xd/3= 1306.67 PSF h= 26.33 FT d(assumed)= 7.84 FT A= d= IGNORE DEPTH MIN BGS 1.6846 7.85 FT 10.00 FT 17.85 FT 20 FT Page 30 of 36 Column: Shape: Material: Length: I Joint: J Joint: M4 CRND36 Conc3000NW 20 ft N7 N1 Code Check: 0.894 (shear) Report Based On 97 Sections Concrete Stress Block: Cracked Sections Used: Cracked 'I' Factor: Effective 'I': Biaxial Bending Solution: Parme Beta Factor: Rectangular Yes .70 57713.57 in"4 PCA Load Contour 0.65 60.534 at 0 ft -2.25 at 20 ft 18.859 Vy -42.275 at 6.875 ft I, r� it N It G:�,4„ „ k 1 I± at 6.667 ft Vz k T k-ft 259.214 at 6.667 ft Aillm Mz k-ft My k-ft olumn Design does not consider any Torsional Moments ACI 318-11 Code Check Gov LC Gov Pu phi*Pn Phi eff. Tension Bar Fy Shear Bar Fy F'c Flex. Rebar Set 24 Ok .9 60 ksi 60 ksi 3 ksi ASTM A615 Column Interaction Diagram Bending Check Location Gov Muy Gov Muz phi*Mny phi*Mnz Concrete Weight E_Concrete Shear Rebar Set 0.755 6.667 ft 0 k-ft 259.214 k-ft 343.367 k-ft .145 k/ft" 3 1 3156 ksi ASTM A615 Shear Check Location Gov Vuy Gov Vuz phi*Vny phi*Vnz Bar Cover Sway yy Sway zz Thres. Torsion 0.894 (y) 6.667 ft 42.275 k Ok 47.308 k 47.308 k 3 in No No 31.897k-ft(LC:15) RISA-3D Version 12.0.0 [C:\CAD FILES\BESTROMM\2014\BR4091\TEE.r3d] Page 1 Page 31 of 36 Span Information Span Span Length (ft) I -Face Dist. (in) J-Face Dist. (in) 1 0 - 6.7 2 6.7 - 20 0 0 0 0 Column Steel Span Main Bars UC Max Gov LC Loc (ft) Pu (k) Muy (k-ft) Muz (k-ft) 1 12 #6 0.755 24 6.667 ft 0 0 259.214 2 12 #6 0.755 24 6.667 ft 0 0 259.214 Axial Span Results Span Phi_eff Pn (k) Po (k) Rho Gross As Prvd (inA2) 1 .9 2900.151 .0052 5.301 2 .9 2900.151 .0052 5.301 Bending Span Results Span ecc. y (ft) ecc. z (ft) NA y-y (ft) NA z-z (ft) Mny (k-ft) Mnz (k-ft) Mnoy (k-ft) Mnoz (k-ft) 1 0 0 .498 381.519 2 0 0 .498 381.519 Shear Steel Span Region (ft) Bars Provided 1 0-6.7 7#4@12in 2 6.7-20 14#4@12in y-Dir Shear Span Results Span Region (ft) Vny (k) Vey (k) Vsy (k) Asy Reqd (inA2) As Prvd (inA2) 1 0 - 6.7 189.766 126.688 63.077 0 .033 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 6.7 - 20 63.077 0 63.077 .029 .033 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 RISA-3D Version 12.0.0 [C:\CAD FILES\BESTROMM\2014\BR4091\TEE.r3d] Page 2 Page 32 of 36 z-Dir Shear Span Results Span Region (ft) Vnz (k) Vcz (k) Vsz (k) Asz Reqd (i02) As Prvd (in^2) 1 0 - 6.7 189.766 126.688 63.077 0 .033 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 6.7 - 20 63.077 0 63.077 0 .033 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Rebar Detailing Region(ft) Shear Steel 20 - Span 2 Span 1 6.7 Region(ft) 6.7 - 0- 14 #4 @12in Shear Steel 7 #4 @12in Flexural Layout 36 Flexural Layout 36 12#6 Equally spaced 12#6 Equally spaced RISA-3D Version 12.0.0 [C:\CAD FILES\BESTROMM\2014\BR4091\TEE.r3d] Page 3 Page 33 of 36 ANCHOR ROD EMBEDMENT: PER AISC'S BASE PLATE AND ANCHOR ROD DESIGN GUIDE, PAGE 23, WE WILL DEVELOP THE RODS BY LAPPING THEM WITH THE VERTICAL REINFORCEMENT. FOR #6 BARS AND SMALLER Ld=(60000/25/fc^.5)db FOR LARGER BARS USE Ld=(60000/20/fc^.5)db ANCHOR ROD SPACING= 16 IN. FOOTING WIDTH= 36 IN. DISTANCE FROM A.R. TO VERT. REINF.= FAILURE PLANE AT VERT. REINF.= DEVELOPMENT LENGTH OF REINF.= COVER AT TOP OF FOOTING = TOTAL LENGTH OF ANCHOR ROD= 6.31 4.21 IN. ABOVE BOLT HEAD 32.86 IN. 2 IN. 39.07 IN. USE: 42" Page 34 of 36 PEYTON-TOMITA & ASSOCIATES PROJECT: CANOPY JOB NO. STANDARD DATE: 13-May-14 DECK CLIP THE CLIP IS A 2 1/2" LONG, 3/16" THICK CHANNEL WITH A 1/2" DIA. A307 BOLT. THE CLIP FITS UNDER THE DOUBLED LIP OF THE TWO ADJOINING DECK RIBS. MAXIMUM DECK RIB LOAD (P)= CLIP CAPACITY= DEAD LOAD= LIVE LOAD= 50.400 PLF 520.632 PLF 0.761 K 0.700 K USE DBL.HEAVY DUTY DECK CLIPS LAST 3 RIBS MAXIMUM DECK RIB LOAD (P)= CLIP CAPACITY= DEAD LOAD= LIVE LOAD= 50.400 PLF 464.262 PLF USE HEAVY DUTY CLIPS 0.686 K 0.700 K Page 35 of 36 PEYTON-TOMITA & ASSOCIATES PROJECT: CANOPY JOB NO. STANDARD DATE: 13-May-14 LAST RIB CHECK: FASCIA WT.= LIVE LOAD= FLG. STAY CHECK: RIB LOAD= SPAN= MOMENT= RIB CAP.= REIN. CAP.= TOTAL CAP.= L2x2 CAP.= SCREW CAP.= # SCREWS= MOMENT= DEPTH= FLG. FORCE= 2%*FLG. F= STRAP T= SCREW V= 15.00 PLF 50.00 PSF 50.33 PLF 10.00 FT 443.94 FT-LBS 311.63 FT-LBS 527.40 FT-LBS 839.03 FT-LBS 1.79 K TENSION 0.457 K SHEAR 2 29.01 FT-K 14.00 IN. 24.86 K 0.50 K 0.35 K 0.18 K REIN. REQ'D. L2.5X2X3/16 LLV OK STRAP OK SCREWS OK Page 36 of 36 • Stantec REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 2 2014 City of Tukwila BUILDING DIVISION FILE COPY Permit No. PROPOSED CONVENIENCE STORE & FUEL STATION TUKWILA, WA Geotechnical Investigation RECEIVE JUN 06 2014 TUKvviu-r PUBLIC WORKS Prepared for. Mr. Steven Peterson XMR, Inc. 30540 SE 84th Street, Suite 4 Preston, Washington 98050 Prepared by: Stantec Consulting Services 11130 NE 33rd Place, Suite 200 Bellevue, Washington 98004 Tel: (425) 869-9448 Fax: (425) 869-1190 Protect No.: 185750173 December 5, 2013 RECEIVED CITY OF TUKWILA JUN 0 5 2014 PERMIT CENTER pL4.-Ot1t7 Tukwila, WA Geotechnical Investigation Section 1: Introduction Table of Contents 1 Introduction ... ... 1 2 Project Description*MOM ......... ........... _..............................................1 3 Site Description ... 1 4 Geotechnical Subsurface Investigation 2 4.1 Site Investigation Program 2 5 Soil and Groundwater Conditions .„.........„......2 5.1 Area Geology 2 5.2 Soil Conditions 3 6 Geological Hazards .... .«...»..4 6.1 Erosion Hazard 4 6.2 Seismic Hazard 4 7 Discussion ... ». 6 7.1 General 6 8 Recommendations 7 8.1 Site Preparation 7 8.2 Temporary Excavations 7 8.3 Erosion and Sediment Control 8 8.4 Foundation Design 8 8.5 Slab -on -Grade 14 8.6 Utilities 14 8.7 Groundwater Influence on Construction 15 8.8 Pavement Design 15 9 Construction Field Reviews a...»... ......... »............ ........... ...„....«....17 10 Closure ........................... ».......................... ...,.......,.......... .........»....... 17 List of Appendices Appendix A Statement of General Conditions Appendix B Site Maps Appendix C Borehole Log Records December 5, 2013 StaateC Project No. 185750173 1 Tukwila, WA Geotechnical Investigation Section 1: Introduction 1 INTRODUCTION In accordance with your authorization, Stantec has completed a geotechnical investigation for the proposed convenience store and fuel station located at 13310 Interurban Avenue South in Tukwila, Washington (Figure 1). The purpose of the geotechnical investigation was to identify subsurface conditions and to provide geotechnical recommendations for design and construction of the proposed structure and fuel island canopies. The scope of work for the geotechnical investigation consisted of a site investigation followed by engineering analyses to prepare this report. Recommendations presented herein pertain to various geotechnical aspects of the proposed development, including foundation design and pavement recommendations. 2 PROJECT DESCRIPTION The currently proposed development includes a single storey commercial building and associated asphalt paved parking areas and landscaped regions. Two fuel islands with canopies will be constructed north and south of the new building. We anticipate that the structure will be of masonry construction and supported on continuous perimeter footings and that the proposed canopies will be supported by pole -type foundations. We anticipate that foundation Toads will be generally light and that site grading will include cuts and fills on the order of 3 feet or less for general site development and excavations up to 14 feet below grade for removal of existing underground storage tanks (USTs) and placement of new USTs near - the two fuel islands. 3 . SITE DESCRIPTION The site is located at 13310 Interurban Avenue South and includes the connecting property located at 13100 48th Avenue South in Tukwila, Washington. The general location of the site is shown on Figure 1 (Vicinity Map). The site extends generally northeast to southwest along the southeast side of 48th Avenue South. For the purposes of this report, northeast will be referred to as project north. The site consists of two irregularly shaped parcels (0003000113 and 0003000045) with a combined area of 72,500 square feet. The south parcel is currently developed as a fuel station with convenience store. The north parcel is currently developed with a commercial building (former restaurant). Both properties have asphalt pavement access drives and parking lots. Small landscaped regions within the site are vegetated with grasses, blackberry vines, and sparse deciduous and evergreen trees. The site is generally level; however, an easement between the two parcels slopes gently to the north at magnitudes of less than 30 percent with a topographic relief of approximately 4 feet. The east margins of both properties slope gently to the east and into a ditch/swale located between the site and an off ramp from 1-5. December 5, 2013 Project No. 185750173 Tukwila, WA Geotechnical Investigation Section 4: Geotechnical Subsurface Investigation The site is bordered to the north by a hotel, to the west by 48th Avenue South and commercial developments, to the south by Interurban Avenue South, and to the east by 1-5. 4 GEOTECHNICAL SUBSURFACE INVESTIGATION 4.1 Site Investigation Program The geotechnical field investigation program was completed on November 19, 2013 and included drilling and sampling two hollow stem auger borings drilled by Davies Drilling, a Stantec subcontractor, using a track mounted drill rig. The borings were located strategically to provide a soil profile of the entire site. Two additional hand borings were advanced to confirm the soil conditions of the other two borings and a previous boring by Converse Consultants. The soils encountered were logged in the field during the exploration and are described in accordance with the Unified Soil Classification System (USCS). Disturbed soil samples were obtained by using the Standard Penetration Test (SPT) as described in ASTM D-1586. The Standard Penetration Test and sampling method consists of driving a standard 2-inch outside - diameter, split barrel sampler into the subsoil with a 140-pound hammer free falling a vertical distance of 30 inches. The summation of hammer -blows required to drive the sampler the final 12- inches of an 18-inch sample interval is defined as the Standard Penetration Resistance, or N-value. The blow count is presented graphically on the boring Togs in this appendix. The resistance, or "N" value, provides a measure of the relative density of granular soils or of the relative consistency of cohesive soils. --A Stantec field representative directed the drilling program, collected -disturbed -soil samples -from — split spoon sampler tubes, classified the encountered soils, kept a detailed log of each auger hole, and observed and recorded pertinent site features. The results of the drilling and sampling are presented on the boring logs enclosed in Appendix C. The results of select laboratory testing can also be found in this appendix. 5 SOIL AND GROUNDWATER CONDITIONS 5.1 Area Geology The site lies within the Puget Lowland. The lowland is part of a regional north -south trending trough that extends from southwestern British Columbia to near Eugene, Oregon. North of Olympia, Washington, this lowland is glacially carved, with a depositional and erosional history including at least four separate glacial advances/retreats. The Puget Lowland is bounded to the west by the Olympic Mountains and to the east by the Cascade Range. The lowland is filled with glacial and nonglacial sediments consisting of interbedded gravel, sand, silt, till, and peat lenses. December 5, 2013 Stantec Project No. 185750173 2 Tukwila; WA--- Geotechnical Investigation Section 5: Soil and Groundwater Conditions The Geologic Mao of the Des Moines Quadrangle, indicates that the site is underlain by Alluvium. Alluvium in the Puget Lowland generally consists of varying mixtures of silt, sand, clay, gravel, and organic debris deposited in fluvial environments within the last several thousand years. Alluvium deposited by the Duwamish River is variable in composition and density, and typically consists of soft to stiff silt with areas of peat overlying loose to dense fine grained volcanic derived sand. In this area, the alluvium is underlain at variable depths by bedrock. Bedrock in this area includes sandstone, siltstone, and shale with local seams of coal. 5.2 Soil Conditions Details of the encountered soil conditions are presented on the boring logs in Appendix C. The detailed soil description on these logs should be referred to in preference to the generalized description provided below. Boring B-1 The soils encountered in Boring B-1 included approximately 6 inches of grass and topsoil underlain by approximately 5 feet of very soft to soft silt with variable amounts of sand (Alluvium). This layer was underlain by approximately 10 feet of very soft to soft silt with areas/interbeds of peat (Alluvium). This layer was underlain by medium dense to dense, fine to medium grained sand with variable amounts of silt (Alluvium), which continued to the termination depth of the boring. Boring B-2 The soils encountered in Boring B-2 included approximately 6 inches of grass and topsoil underlain by approximately 2.5 feet of loose, silty -fine to medium grained sand with variable amounts of gravel (Fill). This layer was underlain by approximately 7.5 feet of very soft to soft silt with areas/interbeds -of peat (Alluvium). This layer was underlain by approximately 5-feet of soft silt with -variable -amounts - of sand (Alluvium). This layer was underlain by medium dense (to dense), fine to medium grained sand with variable amounts of silt (Alluvium), which continued to the termination depth of the boring. Hand Borings HB-1 and HB-2 The soils encountered in Hand Borings HB-1 and HB-2 included approximately 6 inches of grass and topsoil underlain by approximately 4.5 to 5.5 feet of very soft to soft silt with variable amounts of sand (Alluvium). This layer was underlain by approximately 9 feet of very soft to soft silt with areas/interbeds of peat (Alluvium). This layer was underlain by medium dense to dense, fine to medium grained sand with variable amounts of silt (Alluvium), which continued to the termination depth of the hand borings. Previous Explorations A geotechnical investigation was conducted by Converse Consultants in 1991 to 1992 for a sewer tunneling project located along the north side of Interurban Avenue South. One of their borings, B- 101, was located in the right of way just south of the site and extended to a depth of 38 feet below existing grade. Several other borings were located east and west of B-101 and were drilled to similar depths. Boring B-101 encountered approximately 17 feet of silt, silt with peat, and silty -sand underlain by fine grained sand. Bedrock was encountered at approximately 35 feet below grade. The materials encountered in this boring were very similar to those encountered in our borings (soil types and relative density or consistency). Stantec December 5, 2013 Project No. 185750173 Tukwila, WA Geotechnical Investigation Section 6: Geological Hazards Groundwater At the time of our investigation, groundwater was observed in Boring B-1 at 16 feet below grade, in B-2 at 13 feet below grade, HB-1 at 14 feet below grade and HB-2 at 15 feet below grade. Very moist mottled soils and possible perched groundwater were encountered within the upper 15 feet of the ground surface. The groundwater beneath the site does not readily correlate to a consistent interbed or common soil material contact within the alluvial deposits. We anticipate that a seasonal perched zone develops within the upper silt and peat materials during the general period between October and June. The lower groundwater level is generally consistent with the elevation of the nearby Duwamish River and is located within the poorly graded sand materials below the silt. Water table elevations often fluctuate over time. The groundwater level will depend on a variety of factors that may include seasonal precipitation, irrigation, land use, climatic conditions and soil permeability. Water levels at the time of the field investigation may be different from those encountered during the construction phase of the project. Groundwater monitoring wells were not installed as part of this investigation, therefore determining long term groundwater fluctuations is beyond the scope of this report. 6 GEOLOGICAL HAZARDS 6.1 Erosion Hazard The Natural Resources Conservation Services (NRCS) maps for King County do not include -information-within- the City -of Seattle -and adjacent areas, - of which this -site -is- included:- From our experience with similar silt loam soils, we anticipate that the near surface site soils would have a "Slight" erosion potential in a disturbed state. It is our opinion that soil erosion potential at this project site can be reduced through landscaping and surface water runoff control. Typically erosion of exposed soils will be most noticeable during periods of rainfall and may be controlled by the use of normal temporary erosion control measures, such as silt fences, hay bales, mulching, control ditches and diversion trenches. The typical wet weather season, with regard to site grading, is from October 31a1 to April 1'4. Erosion control measures should be in place before the onset of wet weather. 6.2 Seismic Hazard We encountered loose/soft to dense/stiff soils at the project site. Below the upper zone of soft silt, the soils were generally medium dense to dense. Based on previous borings and the relative density of the underlying bedrock, the overall subsurface profile corresponds to a Site Class D as defined by Table 1613.5.2 of the 2009 International Building Code (2009 IBC). A Site Class D applies to an overall profile consisting of medium dense/stiff to very dense/hard materials within the upper 100 feet. December 5, 2013 Stantec Project No. 185750173 4 Tukwila, WA Geotechnical Investigation Section 6: Geological Hazards We referenced the U.S. Geological Survey (USGS) Earthquake Hazards Program Website to obtain values for Ss, SI, Fa, and F. The USGS website includes the most updated published data on seismic conditions. The site specific seismic design parameters and adjusted maximum spectral response acceleration parameters are as follows: PGA (Peak Ground Acceleration, in percent of g) 33.03 (10% Probability of Exceedence in 50 years) 65.27 (2% Probability of Exceedence in 50 years) Ss 146.90% of g S, 50.50% of g Fa 1.00 Fv 1.50 Additional seismic considerations include liquefaction potential and amplification of ground motions by soft/loose soil deposits. The liquefaction potential is highest for loose sand with a high groundwater table. Soil liquefaction is a state where soil particles lose contact with each other and become suspended in a viscous fluid. This suspension of the soil grains results in a complete loss of strength as the effective stress drops to zero as a result of increased pore pressures. Liquefaction normally occurs under saturated conditions in soils such as sand in which the strength is purely frictional. However, liquefaction has occurred in soils other than clean sand, such as low plasticity silt. Liquefaction usually occurs under vibratory conditions such as those induced by seismic events. We utilized the soil composition and blow count data from our borings in order to analyze the liquefaction potential under varying levels of seismic activity. To evaluate the liquefaction potential of the site, we analyzed the following factors: 1) Soil type and plasticity 2) Groundwater depth 3) Relative soil density 4) Initial confining pressure 5) Maximum anticipated intensity and duration of ground shaking December 5, 2013 Stantec Project No. 185750173 5 Tukwila, WA Geotechnical Investigation Section 7: Discussion The commercially available LigIT V.4.7.7.1 software was used to evaluate the liquefaction potential and the possible liquefaction induced settlement for the existing site soil and groundwater conditions. The Maximum Considered Earthquake (MCE) was selected in accordance with the 2009 International Building Code (2009 IBC) Chapter 16 and the U.S. Geological Survey (USGS) Earthquake Hazards Program website. The probabilistic maximum considered earthquake is a one in 2,500 year event which has a 2 percent probability of being exceeded in 50 years. For this area, the one in 2,500 year event has a peak horizontal ground acceleration of 0.6527g (per U.S. Geological Survey) and a 8.0 magnitude. For the one in 2,500 year event, the analyses reveal that there is moderate potential for liquefaction at the site with the current soil and groundwater conditions; on the order of 2.65 inches, with differential settlements on the order of 1 to 1.5 inches. 7 DISCUSSION 7.1 General The results of the site investigation completed for the proposed development indicate that the site is underlain by approximately 16 feet of very soft to soft silt with areas of peat and some lose sands. These materials have a moderate to high potential for consolidation and settlement following static loading and some potential for liquefaction during/after certain seismic events. Medium dense to ____dense sand underlies these materials and is generally suitable for structural support. The liquefaction hazard at the site is moderate due to the presence of very soft to soft silt with peat and loose sands. The very soft to soft silt and silt with peat have a moderate to high probability of static settlement over time. Due to these factors, we recommend that a foundation system bearing on driven steel pipe piles or helical anchors be utilized for support of the proposed building. Alternative foundation systems and ground improvement options are presented in this report, and we recommend that feasible foundation options be evaluated based on a cost versus risk basis. The proposed fuel island canopy structure may be supported on drilled shaft foundations extending to at least 20 feet below the existing site grades or on isolated foundation elements supported by driven pipe piles or helical piers. The existing asphalt parking lots are moderately cracked in most areas. Our explorations encountered fill and/or soft native soils within the upper 2 feet which became softer with depth. We recommend replacement of the upper 2 feet of existing soil materials with imported suitable gravelly structural fill compacted to at least 95 percent of the modified proctor (ASTM D1557 Test Method). All of the existing near surface soil materials should be considered highly moisture sensitive and proper compaction will be difficult if not impossible to achieve if the moisture levels are greater than 3 percent of optimum. The use of imported gravelly structural fill should be expected. Stan & December 5, 2013 Project No. 185750173 6 Tukwila, WA Geotechnical Investigation Section 8: Recommendations 8 RECOMMENDATIONS 8.1 Site Preparation The existing asphalt within the development area should be removed prior to grading and excavation work. It will be necessary to construct site access roads using a geotextile such as Mirafi 500x and 2 to 3 feet of 2 to 4 inch quarry rock. We recommend that earthwork activities take place during the drier months of the year (typically July through September). The underlying native soils within the site generally consist of silt with variable amounts of sand and are not suitable for use as structural fill due to high fines content, high moisture content, and locally high organic content. Imported structural fill should consist of a sand and gravel mixture with a maximum grain size of 3 inches and less than 5 percent fines (material passing the U.S. Standard No. 200 Sieve). Structural fill should be placed in maximum lift thicknesses of 12 inches and should be compacted to a minimum of 95 percent of the modified proctor maximum dry density, as determined by the ASTM D 1557 test method. 8.2 Temporary Excavations Based on our understanding of the project, we anticipate that the grading will include local cuts on the order of approximately 3 feet for development of the building and parking lot/drive areas, and cuts on the order of 14 feet for removal and placement of USTs. For any temporary cuts that will extend deeper than 4 feet, the temporary excavations should be sloped no steeper than 2H:1V (Horizontal:Vertical) in soft to medium stiff native soils and 3H:1V in soils below the groundwater table. We anticipate that temporary shoring, such as driving sheet piles or slide -rail shoring will be used to minimize excavation areas. -- - -- -- If an excavation is subject to heavy vibration or surcharge loads, we recommend that the excavation be sloped no steeper than 3H:1V and 3.5H:1V respectively as above, where room permits. Shallow groundwater and very fine sand and/or silt soils may lead to a high susceptibility for soils to cave in excavations, therefore Stantec should observe excavations to determine if gentler slope angles or temporary shoring are needed. All temporary cuts should be in accordance with the Washington Administrative Code (WAC) Part N, Excavation, Trenching, and Shoring. The temporary slopes should be visually inspected daily by a qualified person during construction activities and the inspections should be documented in daily reports. The contractor is responsible for maintaining the stability of the temporary cut slopes and reducing slope erosion during construction. The temporary cut slopes should be covered with visqueen to help reduce erosion during wet weather, and the slopes should be closely monitored until the permanent retaining systems or slope configurations are complete. Materials should not be stored or equipment operated within 10 feet of the top of any temporary cut slope. Soil conditions may not be completely known from the geotechnical investigation. In the case of temporary cuts, the existing soil conditions may not be completely revealed until the excavation work exposes the soil. Typically, as excavation work progresses the maximum inclination of the temporary slopes will need to be re-evaluated by the geotechnical engineer so that supplemental recommendations can be made. Soil and groundwater conditions can be highly variable. Stantec December 5, 2013 Project No. 185750173 Tukwila, WA Geotechnical Investigation Section 8: Recommendations Scheduling for soil work will need to be adjustable, to deal with unanticipated conditions, so that the project can proceed and required deadlines can be met. If any variations or undesirable conditions are encountered during construction, Stantec should be notified so that supplemental recommendations can be made. If room constraints or groundwater conditions do not permit temporary slopes to be cut to the maximum angles allowed by the WAC, temporary shoring systems may be required. The contractor should be responsible for developing temporary shoring systems, if needed. We recommend that Stantec and the project structural engineer review temporary shoring designs prior to installation, to verify the suitability of the proposed systems. 8.3 Erosion and Sediment Control Erosion and sediment control (ESC) is used to reduce the transportation of eroded sediment to wetlands, streams, lakes, drainage systems, and adjacent properties. Erosion and sediment control measures should be implemented and these measures should be in general accordance with local regulations. At a minimum, the following basic recommendations should be incorporated into the design of the erosion and sediment control features for the site: • Schedule the soil, foundation, utility, and other work requiring excavation or the disturbance of the site soils, to take place during the dry season (generally May through September). However, provided precautions are taken using Best Management Practices (BMP's), grading activities can be completed during the wet season (generally October through April). Given the relatively high fines content and moisture sensitivity of some of the shallow subsurface soils at this site, we _expect that wetseason would.add significant cost to the project construction. _ • All site work should be completed and stabilized as quickly as possible. • Additional perimeter erosion and sediment control features may be required to reduce the possibility of sediment entering the surface water. This may include additional silt fences, silt fences with a higher Apparent Opening Size (AOS), construction of a berm, or other filtration systems. • Any runoff generated by dewatering discharge should be treated through construction of a sediment trap if there is sufficient space. If space is limited other filtration methods will need to be incorporated. 8.4 Foundation Design Due to the presence of soft/loose soils that may consolidate over time, one of the following foundation options for the proposed structure may be considered: • Driven steel pipe (pin) piles or helical anchors (vertical and battered) ranging from 25 to 30 feet in depth with friction and end bearing capacities suitable for foundation support Stantec December 5, 2013 Project No. 185750173 Tukwila, WA Geotechnical Investigation Section 8: Recommendations • Complete overexcavation of soft silt and silt with peat soils to an approximate depth of 16 feet below grade beneath the entire proposed convenience store footprint followed by replacement with imported structural fill and strip and pad shallow foundation construction • Partial overexcavation of soft silt and silt with peat soils to an approximate depth of 16 feet below grade only beneath the proposed convenience store foundation followed by replacement with CDF or lean mix concrete and shallow strip and pad foundation construction • Augercast reinforced concrete piles ranging in depth from 25 to 30 feet with grade beams supporting the structure • A foundation system bearing on a series of rock columns consisting of open or cased augered holes ranging in depth from approximately 20 to 25 feet; backfilled and compacted with angular rock up to building subgrade elevations. Typically speciality contractors perform this service. Shallow foundation options with ground improvement by replacement may be a viable cost-effective solution. Deep foundation options are generally Tess cost effective; however, higher allowable bearing pressures can often be used and they are generally reliable. Overall, we anticipate that 3 inch diameter driven galvanized steel pipe (pin) piles or helical anchors with appropriate pile caps will be the most cost effective means of providing foundation support for the proposed structure. Additional foundation options and/or additional recommendations for the above listed options can be provided upon request. Driven Pipe Piles and Helical Anchors To effectively eliminate the effects of differential and total settlement due to consolidation of the underlying soft silt and silt with peat soils, we recommend that 3 inch diameter steel pipe or helical anchors piles be driven/advanced beneath foundation elements for the proposed building. The pile or anchor spacing will be determined by the project structural engineer during their design work. We anticipate a pile or anchor depth on the order of 25 to 30 feet; however, the final depths will be dependent on the Toads required and soil conditions during pile driving. Pipe piles should consist of Schedule 80 galvanized steel with mechanical couplers for splices. Battered piles will be necessary to provide lateral support to the structure. A 1/3 increase in the above value may be used for short duration Toads, such as those imposed by wind and seismic events. Exterior pile caps should have a minimum depth of 18 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. Interior pile caps should have a minimum depth of 12 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. If constructed as recommended, the total static foundation settlement is not expected to exceed 1 inch. Differential settlement, along a 25-foot exterior wall footing, or between adjoining column footings, should be less than 0.5 inches. Most settlement is expected to occur during construction, as the loads are applied. Stec December 5, 2013 Project No. 185750173 Tukwila, WA Geotechnical Investigation Section 8: Recommendations Allowable Pile Compression Capacities (Driven Steel Pipe (Pin) Piles) Pipe (Pin) Piles Diameter (inches) Hammer Sizes (pounds) Total Allowable Axial Compression Capacity (Subject to Buckling Capacity by Structural Engineer) (kips) 2 (Schedule 80) 90, 140 or 400 4 3 650 or 850 12 4 1,500 20 The pipe piles should be driven to refusal and to completely penetrate the loose/soft soils and adequately embedded (minimum 10 feet) in suitable bearing materials (dense sands). Refusal criteria will be provided based on the driving equipment during construction. We recommend that the piles be designed to have additional sacrificial steel to account for corrosion during design life or will be provided with adequate corrosion protection such as galvanization. A structural engineer shall perform the structural design of the pile including spacing and reinforcing steel. The structural engineer also should determine the buckling load for the slender piles and make sure that is not exceeded. It is recommended that the structural engineer design a structural slab that is suspended across piles in order to minimize slab settlement problems. Helical Piers® Helical Pier• foundation system may be employed for existing or new foundations. The Helical Piers could be installed using portable rotary tools, truck mounted rotary tools, backhoe mounted rotary tools, caisson drills, or skid -steer loaders. It is important that the torque output, rotational speed, down pressure capability, and angle control of the installation equipment is compatible with the required foundation system. The pile installation equipment should have adequate torque capacity to prevent refusal conditions at relatively shallower depths that are well above recommended bearing depths or layers. A Helical Pier• consists of an anchor (lead section) with 1, 2, 3 or more helical flights on a shaft. The number and diameter of the helices on the anchor are dependent on the soil characteristics of the site and the design loads to be applied to the pier. Based on these parameters the anchor helix configuration is chosen to best fit the site conditions. As the anchor is advanced into the soil extension sections (shaft) are placed on the lead section. The shaft configuration is based on the design loads and anticipated installation torque. Stantec December 5, 2013 Project No. 185750173 10 Tukwila, WA Geotechnical Investigation Section 8: Recommendations Based on Boring B-1 data, the upper 25 feet of soils are liquefiable and therefore cannot be relied for any support. The static compression load capacity of a Helical Pier® is the sum of all individual helix capacities below liquefiable soils and in bearing layer. Individual helix static compression capacity is the result of the projected area of the helix, and its bearing pressure. It is recommended that the piers penetrate into the dense native soils a minimum of 10 feet, or until refusal whichever is shallower. We anticipate the bearing layer to be at variable depths below the existing ground surface. However, based on the Boring B-1 data, the bearing layer is present at approximately 25 feet depth below ground surface. However, this depth is subject to verification in the field during construction. Increased capacity can be obtained with increased penetration, and additional helical flights on the lead section. Since variations in the depth of the bearing layer are anticipated, we recommend that the Helical Piers® have a minimum overall length capability of 35 feet. It should be recognized that the importance of seating the piers on bearing soils since critical conditions occur during seismic events that result in reduction or loss of soil strength and support in the upper loose to medium dense soils clue to liquefaction. Helical Pier® installation should be monitored to verify installation torque, and proper embedment into the presumed bearing layer. The Helical Pier® lengths may need to be modified during construction if it is determined that the depth to the bearing layer varies. Helical Pier® anchors are well suited to field adjustments as length can be varied by merely adding or deleting extension sections (shafts) during installation. Monitoring installation torque in the field is used to estimate the anchor compression capacity, and also as a quality control during anchor installation, provided that the anchor is bearing in dense or hard soils. Dependent on the pile size and the equipment used to install the anchors, an empirical factDrismultiplied by the average -torque -over the final-3 feet of installation to estimate -ultimate -- capacity. Allowable Helical Pier Compression Capacity Pe may be estimated from the following equation provided that the pier is in the recommended bearing soils: P$ = Kt x T/FoS, Where T is the applied torque, Kt is the empirical ratio factor. The following industry standards apply to shafts with blades spaced along the shaft at 2.5 to 3.5 times the average blade diameter on -center and meeting the manufacturer's specifications. 1.5" and 1.75" Square Shafts - Kt = 9 ff1 2.875" O.D. Round Shafts Kt = 9 ff' 3.0" O.D. Round Shafts Kt = 8 ft 1 3.5" O.D. Round Shafts Kt = 7 ffl December 5, 2013 StaflteC Project No. 185750173 Tukwila, WA Geotechnical Investigation Section 8: Recommendations FoS is Factor of Safety (minimum 3), using any set of consistent units. It should be recognized that higher torque than the above equation estimates may be needed to penetrate gravels and cobbles and to achieve the bearing soils or depths. It is recommended that the equipment is capable of applying minimum torques on the order of 10,000 ft-Ibs. Helical piers shall also be installed per manufacturer's recommendations. The allowable axial compression capacity of helical pier may be assumed as 20 kips for design purposes and it is subject to field verification by testing. We recommend that the piles be designed to have additional sacrificial steel to account for corrosion during design life or be provided with adequate corrosion protection. If lateral capacity is needed, battered pin piles may be employed. A representative of Stantec should be present at the site during the Helical Pier Installation to verify general conformance with our recommendations. A structural engineer shall perform the structural design of the pile including reinforcing steel and concrete strength required. It is recommended that the structural engineer design a structural slab that is suspended across piles in order to minimize slab settlement problems. Overexcavation and Fill Replacement for Conventional Spread Footings To effectively eliminate the effects of differential and total settlement due to consolidaion of the underlying soft silt and silt with peat soils, we recommend that all foundation elements be overexcavated to the level of the medium dense to dense sand, approximately 16 feet below grade, and extending at least 10 feet laterally from the edges of all footings. In effect, the overexcavation and replacement work should include the entire interior of the -proposed -structure and extend -beyond the building in all directions by 10 feet. This should be performed under the supervision of Stantec geotechnical staff to ensure removal of all compressible soils and to verify the lateral extents of the overexcavations. Following the overexcavation work, we recommend placement of a filter fabric (Mirafi 140N or equivalent) and structural fill up to footing subgrade elevations per the recommendations in Section 8.1 of this report. Altematively, the excavation work could be limited to the areas below the footings only; however, trench boxes would be necessary to keep the excavations open. For this option, backfill of the excavations should consist of a 1.5 to 2 sack lean mixed concrete, also known as controlled density fill (CDF) up to foundation subgrade elevations. These excavations should extend below all building footings and extend laterally at least 2 feet beyond the footing edges. The overexcavation depth required is the same as above, approximately 16 feet below grade. For shallow foundation support, we recommend minimum widths of 18 and 24 inches, respectively, for continuous wall and isolated column footings supporting the proposed building. All footings should have a maximum width of 3.5 feet. Provided that the footings are supported as recommended above, a net allowable bearing pressure of 3,000 pounds per square foot (psf) may be used for design. December 5, 2013 Stantec Project No. 185750173 I12 Tukwila, WA Geotechnical Investigation Section 8: Recommendations A 1/3 increase in the above value may be used for short duration loads, such as those imposed by wind and seismic events. Footing excavations should be inspected by Stantec to verify that the foundations will bear on suitable material. Exterior footings should have a minimum depth of 18 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. Interior footings should have a minimum depth of 12 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. If constructed as recommended, the total static foundation settlement is not expected to exceed 1 inch. Differential settlement, along a 25-foot exterior wall footing, or between adjoining column footings, should be less than 0.5 inches. Most settlement is expected to occur during construction, as the Toads are applied. Resistance to lateral footing displacement can be determined using an allowable friction factor of 0.35 acting between the bases of foundations and the supporting subgrade. Lateral resistance for footings can also be developed using an allowable equivalent fluid passive pressure of 200 pounds per cubic foot (pcf) acting against the appropriate vertical footing faces (neglect the upper 12 inches below grade in exterior areas). The allowable friction factor and allowable equivalent fluid passive pressure values include a factor of safety of 1.5. The frictional and passive resistance of the soil may be combined without reduction in determining the total lateral resistance. A 1/3 increase in the above values may be used for short duration transient Toads. Canopy Foundations The proposed Canopy structures may be supported on reinforced concrete drilled shafts extending into the medium dense native sandy soils. We recommend that the foundation elements extend at least 20-feet below existing grades. However; the foundation should be designed to -resist all vertical and lateral forces as well as associated moments. Temporary casing will be needed to prevent caving of augured holes. If the pole foundations need to be backfilled, suitable structural fill material should be used and it should be placed in 12-inch thick layers and compacted to at least 95% of modified proctor density as determined according to ASTM D1557 Test Method. If the lateral space is limited, we recommend placement of/. inch clean angular rock or lean mixed concrete (1.5 sack minimum) around the foundation elements. A net allowable compression end bearing pressure of 4,000 pounds per square foot (psf) and an allowable lateral bearing pressure of 500 psf and 1,500 psf , ignoring the upper 10 feet, for a depth from 10 to 15 feet and below 15 feet, respectively, may be used for design of the pole foundations. The allowable skin friction of 250 psf and 500 psf for a depth from 10 feet to 15 feet and below 15 feet, respectively, could also be used, if needed. We estimate that the in -situ unit weight of existing soils within the uppermost 15 feet to be 125 pounds per cubic foot (pcf), with a soil friction angle of 26 degrees and no cohesion. Alternatively, the canopy structures may be supported on shallow foundation elements supported by driven steel pipe piles or helical anchors (as described in the Foundation section). These systems would need to include battered piles to adequately provide lateral capacity against seismic and wind loads and moments. December 5, 2013 Stantec Project No. 185750173 13 Tukwila, WA Geotechnical Investigation Section 8: Recommendations A 1/3 increase in the above value may be used for short duration Toads, such as those imposed by wind and seismic events. Footing excavations should be inspected to verify that the foundations will bear on suitable material. 8.5 Slab -on -Grade If the entire slab area for the proposed building is not replaced with structural fill to a depth of approximately 16 feet during foundation placement, we recommend that the upper 3 feet of the existing subgrade be removed underlying the building floor slab sections in areas where the existing soils are above proposed grades. The over -excavated areas should be compacted and backfilled to the planned floor slab subgrade level with structural fill. Some settlement of the floor slabs with time is likely. I order to avoid it, a structural slab may be considered instead where the structural slab will transfer the loads to the foundation elements. Often, a vapor barrier is considered below concrete slab areas. However, the usage of a vapor barrier could result in curling of the concrete slab at joints. Floor covers sensitive to moisture typically requires the usage of a vapor barrier. A materials or structural engineer should be consulted regarding the detailing of the vapor barrier below concrete slabs. The American Concrete Institutes ACI 360R-06 Design of Slabs on Grade and ACI 302.1 R-04 Guide for Concrete Floor and Slab Construction are recommended references for vapor barrier selection and floor slab detailing. Slabs on grade may be designed using a coefficient of subgrade reaction of 190 pounds per cubic inch (pci) assuming the slab -on -grade base course is underlain by structural fill placed and compacted as outlined in Section 8.1. A perimeter drainage system is recommended unless interior slab areas are elevated a minimum of 12_inches_aboveadjacent exterior grades._ If installed, a perimeter drainage system should consist of a 4 inch diameter perforated drain pipe surrounded by a minimum 6 inches of drain rock wrapped in a non -woven geosynthetic filter fabric to reduce migration of soil particles into the drainage system. The perimeter drainage system should discharge by gravity flow to a suitable stormwater system. Exterior grades surrounding buildings should be sloped at a minimum of one percent to facilitate surface water flow away from these buildings and preferably with a relatively impermeable surface cover immediately adjacent to the buildings. 8.6 Utilities Utility trenches should be excavated according to accepted engineering practices following OSHA (Occupational Safety and Health Administration) standards, by a contractor experienced in such work. The contractor is responsible for the safety of open trenches. Traffic and vibration adjacent to trench walls should be reduced; cyclic wetting and drying of excavation side slopes should be avoided. Depending upon the location and depth of some utility trenches, groundwater flow into open excavations could be experienced, especially during or shortly following periods of precipitation. In general, silty and sandy soils were encountered at shallow depths in the explorations at this site. At this site, these soils have very low cohesion and density and will have a tendency to severely cave or slough in excavations. Shoring or sloping back trench sidewalls is required within these soils. December 5, 2013 Stantec Project No. 185750173 14 Tukwila, WA Geotechnical Investigation Section 8: Recommendations All utility trench backfill should consist of imported structural fill or suitable on site soils (sand and gravel mixtures with Tess than 5 percent fines). Utility trench backfill placed in or adjacent to buildings and exterior slabs should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. The upper 5 feet of utility trench backfill placed in pavement areas should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. Below 5 feet, utility trench backfill in pavement areas should be compacted to at least 90 percent of the maximum dry density based on ASTM Test Method D1557. Pipe bedding should be in accordance with the pipe manufacturer's recommendations. The contractor is responsible for removing all water -sensitive soils from the trenches regardless of the backfill location and compaction requirements. Depending on the depth of the proposed utilities, we anticipate the need to overexcavate below utility structures and potentially, utility lines to a depth of 1 to 2 feet below proposed elevations in order to construct suitable bearing strata for support. The overexcavated materials should be replaced with a clean angular rock, 1 to 4 inches in size; bucket compacted into the underlying native soils. The contractor should use appropriate equipment and methods to avoid damage to the utilities and/or structures during fill placement and compaction procedures. 8.7 Groundwater Influence on Construction At the time of our investigation, groundwater was observed in Boring B-1 at 16 feet below grade, in B-2 at 13 feet below grade, in HB-1 at 14 feet below grade, and in HB-2 at 15 feet below grade. Very moist mottled soils and possible perched groundwater were encountered within the upper 15 feet of the ground surface. The groundwater beneath the site does not readily correlate to a consistent interbed or common soil material contact within the -alluvial deposits. --We anticipate that a seasonal perched zone develops within the upper silt and peat materials during the general period between October and June. The lower groundwater level is generally consistent with the elevation of the nearby Duwamish River and is located within the poorly graded sand materials below the silt. Light to moderate perched groundwater should be anticipated to be encountered in excavations deeper than 4 feet. Heavy regional groundwater should be expected in excavations greater than approximately 12 feet below existing site grades. If temporary dewatering systems to remove groundwater are used, their design should be the responsibility of the contractor. We should review any dewatering design prior to their use on site. 8.8 Pavement Design We observed moderate cracking of the existing asphalt within the site area, indicating the presence of soft soils at variable depths below the ground surface. The near surface soils encountered in our borings included very soft to soft silt and loose silty sand. The following section provides recommendations for pavement design and subgrade preparation if the existing asphalt is going to be replaced as part of the development. December 5, 2013 Stantec Project No. 185750173 15 Tukwila, WA Geotechnical Investigation Section 8: Recommendations The near surface subgrade soils generally consist of soft silt, sandy silt and loose silty -sand. These soils are rated as poor for pavement subgrade material. We estimate that the subgrade will have a California Bearing Ratio (CBR) value of 5 and a modulus of subgrade reaction value of k = 125 pci, provided the subgrade is prepared in general accordance with our recommendations. We recommend that at a minimum, 24 inches of the existing subgrade material be moisture conditioned (as necessary) and recompacted to prepare for the construction of pavement sections. Deeper levels of recompaction may be necessary in areas where existing utilities are present. The subgrade should be compacted to at least 95 percent of the maximum dry density as determined by ASTM Test Method D1557. In place density tests should be performed to verify proper moisture content and adequate compaction. The recommended flexible and rigid pavement sections are based on design CBR and modulus of subgrade reaction (k) values that are achieved, only following proper subgrade preparation. It should be noted that subgrade soils that have relatively high silt contents may be highly sensitive to moisture conditions. The subgrade strength and performance characteristics of a silty subgrade material may be dramatically reduced if this material becomes wet. Based on our knowledge of the proposed project, we expect the traffic to range from light duty (passenger automobiles) to heavy duty (delivery trucks). The following tables show the recommended pavement sections for light duty and heavy duty use. ASPHALTIC CONCRETE (FLEXIBLE) PAVEMENT LIGHT DUTY Asphaltic Concrete Aggregate Base* Compacted Subgrade* ** 3 in. 6.0 in. 24.0 in. d * 95% compaction based on ASTM Test Method D1557 ** A proof roll may be performed in lieu of 'n place density tests HEAVY DUTY Asphaltic Concrete Aggregate Base* Compacted Subgrade* ** 4 in. 6.0 in. 24.0 in. " 95% compaction based on ASTM Test Method D1557 ** A proof roll may be performed in lieu of in place density tests December 5, 2013 Stantec Project No. 185750173 16 Tukwila, WA Geotechnical Investigation Section 9: Construction Field Reviews PORTLAND CEMENT CONCRETE (RIGID) PAVEMENT Min. PCC Depth Aggregate Base* Compacted Subgrade* ** 6.0 in. 6.0 in. 24.0 in. * 95% compaction based on ASTM Test Method D1557 ** A proof roll may be performed in lieu of in place density tests The asphaltic concrete depth in the flexible pavement tables should be a surface course type asphalt, such as Washington Department of Transportation (WSDOT)'A inch HMA. The rigid pavement design is based on a Portland Cement Concrete (PCC) mix that has a 28 day compressive strength of 4,000 pounds per square inch (psi). The design is also based on a concrete flexural strength or modulus of rupture of 550 psi. Aggregate base should generally consist of 4 to 6 inches of WSDOT Base Course overlain by 2 inches of WSDOT Top Course (1-1/4" crushed and 5/8" crushed respectively). 9 CONSTRUCTION FIELD REVIEWS Stantec should be retained to provide part time field review during construction in order to verify that the soil conditions encountered are consistent with our design assumptions and that the intent of our recommendations is being met. This will require field and engineering review to: - ■- Monitor and test structural fill placement and -compaction -- • Verify footing drain placement • Observe overexcavation work for foundation elements • Verify the soil bearing at foundation locations for the building and vault • Verify slab subgrade and capillary break material below slab -on -grade • Inspection of roadway subgrade areas prior to fill placement • Inspection of proof -roll testing Geotechnical design services should also be anticipated during the subsequent final design phase to support the structural design and address specific issues arising during this phase. Field and engineering review services will also be required during the construction phase in order to provide a Final Letter for the project. 10 CLOSURE This report was prepared for the exclusive use of XMR, Inc. and their appointed consultants. Any use of this report or the material contained herein by third parties, or for other than the intended purpose, should first be approved in writing by Stantec. December 5, 2013 Stantec Project No. 185750173 I17 Tukwila, WA Geotechnical Investigation Section 10: Closure The recommendations contained in this report are based on assumed continuity of soils with those of our test holes, and assumed structural Toads. Stantec should be provided with final architectural and structural drawings when they become available in order that we may review our design recommendations and advise of any revisions, if necessary. Use of this report is subject to the Statement of General Conditions provided in Appendix A. It is the responsibility of XMR, Inc. who is identified as "the Client" within the Statement of General Conditions, and its agents to review the conditions and to notify Stantec should any of these not be satisfied. Respectfully submitted, Stantec Consulting Services, Inc. Original signed by: Original signed by: Phil Haberman, P.G., P.E.G. Gopal A. Singam, P.E. -Senior-Engineering-Geologist - Senior Geotechnical Engineer PH/gs December 5, 2013 Stantec Project No. 185750173 18 Tukwila, WA Geotechnical Investigation Appendix A — Statement of General Conditions APPENDIX A Statement of General Conditions One Team. Infinite Solutions. Tukwila, WA Geotechnical Investigation Appendix A — Statement of General Conditions STATEMENT OF GENERAL CONDITIONS USE OF THIS REPORT: This report has been prepared for the sole benefit of the Client or its agent and may not be used by any third party without the express written consent of Stantec Consulting Services, Inc. and the Client. Any use which a third party makes of this report is the responsibility of such third party. BASIS OF THE REPORT: The information, opinions, and/or recommendations made in this report are in accordance with Stantec Consulting Services' present understanding of the site specific project as described by the Client. The applicability of these is restricted to the site conditions encountered at the time of the investigation or study. If the proposed site specific project differs or is modified from what is described in this report or if the site conditions are altered, this report is no longer valid unless Stantec Consulting Services, Inc. is requested by the Client to review and revise the report to reflect the differing or modified project specifics and/or the altered site conditions. STANDARD OF CARE: Preparation of this report, and all associated work, was carried out in accordance with the normally accepted standard of care in the state of execution for the specific professional service provided to the Client No other warranty is made. INTERPRETATION OF SITE CONDITIONS: Soil, rock, or other material descriptions, and statements regarding their condition, made in this report are based on site conditions encountered by Stantec Consulting Services, Inc. at the time of the work and at the specific testing and/or sampling locations. Classifications and statements of condition have been made in accordance with normally accepted practices which are judgmental in nature; no specific description should be considered exact, but rather reflective of the anticipated material behavior. Extrapolation of in situ conditions can -only be -made to some limited -extent beyond the sampling or test points. --The extent depends on - variability of the soil, rock and groundwater conditions as influenced by geological processes, construction activity, and site use. VARYING OR UNEXPECTED CONDITIONS: Should any site or subsurface conditions be encountered that are different from those described in this report or encountered at the test locations, Stantec Consulting Services, Inc. must be notified immediately to assess if the varying or unexpected conditions are substantial and if reassessments of the report conclusions or recommendations are required. Stantec Consulting Services, Inc. will not be responsible to any party for damages incurred as a result of failing to notify Stantec Consulting Services, Inc. that differing site or sub -surface conditions are present upon becoming aware of such conditions. PLANNING, DESIGN, OR CONSTRUCTION: Development or design plans and specifications should be reviewed by Stantec Consulting Services, Inc., sufficiently ahead of initiating the next project stage (property acquisition, tender, construction, etc), to confirm that this report completely addresses the elaborated project specifics and that the contents of this report have been properly interpreted. Specialty quality assurance services (field observations and testing) during construction are a necessary part of the evaluation of sub -subsurface conditions and site preparation works. Site work relating to the recommendations included in this report should only be carried out in the presence of a qualified geotechnical engineer; Stantec Consulting Services, Inc. cannot be responsible for site work carried out without being present. One Team. Infinite Solutions. Tukwila, WA Geotechnical Investigation Appendix B — Figures: Site and Vicinity Maps • APPENDIX B Figures: Site and Vicinity Maps One Team. Infinite Solutions. div B-404 :TOO --'l 4,7 N s B-1 Approximate Boring Location HB-1 Approximate Hand Boring Location B-101 Approximate Boring Location (HDR) B-404 r Canopy Mr (1 , 1 All Locations Approximate Proposed Convenience Store and Fuel Station, 13310 Interurban Ave. S., Tukwila, WA Dec. 2, 2013 Drawn By: PAH Checked By GS Client: XMR, Inc. Figure 2 Site Plan Tukwila, WA Geotechnical Investigation Appendix C — Borehole Log Records APPENDIX C Borehole Log Records One Team. Infinite Solutions. PROJECT: Proposed LOCATION: 13310 Interurban PROJECT NUMBER:186750173 Fuel Station and Convenience Store Avenue South, Tukwila, WA _ WELL / PROBEHOLE / BOREHOLE NO: B-1 PAGE 1 OF 1 NORTHING (ft): EASTING (ft): 31minc_ DRILLING / INSTALLATION: STARTED 11/19/13 COMPLETED: 11/19/13 LAT: LONG: DRILLING COMPANY: Davies GROUND ELEV (ft): TOC ELEV (ft): INITIAL. DTW (ft): 16 WELL DEPTH (ft): --- DRILLING EQUIPMENT: Track Rig STATIC DTW (ft): Not Encountered BOREHOLE DEPTH (ft): 26.5 DRILLING METHOD: HSA WELL CASING DIA. (in): --- BOREHOLE DIA. (in): 8 SAMPLING EQUIPMENT: Split Spoon LOGGED BY: PH CHECKED BY: GS eDto Measured Reoov_ (feet) Blow Count Headspace PID (units) _ F g' Description me Sample ID` C9 � Grass/Topsoil 1 MLS MLS; Very soft, silt with fine sand, dark yellowish brown to yellowish 1.5 1 brown, moist to very moist. (Alluvium) 2 5 1 5- ML— ML; Very soft to soft, silt layered with organics/peat and sand, yellowish 1 0 brown to olive gray, moist to very moist. (Alluvium) 1 10 / 1 10 X 1 0 1 15- 1 15- SP SP; Medium dense to dense, fine to medium grained sand with variable 1.5 6 amounts of sift, gray to dark gray, wet. (Alluvium) 8 20- 4 20 - 1.5 16 16 25- 5 25-- 1.5 14 20 Borehole terminated at 26.5 feet. N N 0 rc S z W 0 W z 0 cn LL O PROJECT: Proposed Fuel Station and Convenience Stor Interurban Avenue South, Tukwila, WA PROJECT NUMBER: 185750173 DRILLING / INSTALLATION: STARTED 11/19/13 COMPLETED: 11/19/13 DRILLING COMPANY: Davies DRILLING EQUIPMENT: Track Rig DRILLING METHOD: HSA SAMPLING EQUIPMENT: Split Spoon re WELL / PROBEHOLE / BOREHOLE NO: B-2 PAGE 1 OF 1 NORTHING (ft): EASTING (ft): LAT: LONG: GROUND ELEV (ft): TOC ELEV (ft): INITIAL DTW (ft): 13 WELL DEPTH (ft): --- STATIC DTW (ft): Not Encountered BOREHOLE DEPTH (ft): 21.5 WELL CASING DIA. (in): --- BOREHOLE DIA. (in): 8 LOGGED BY: PH CHECKED BY: GS 5- 10 15- 20 - SM ML ML SP Description ass/Topsoil SM; Loose, silty sand with gravel, yellowish brown, moist. (Fill) ML; Very soft to soft, silt layered with organics/peat and sand, yellowish brown to olive gray, moist to very moist. (Alluvium) ML; Soft, silt with variable amounts of sand, grayish brown to olive gray, moist to very moist. (Alluvium) SP; Medium dense, fine to medium grained sand, gray to dark gray, wet. (Alluvium) Borehole terminated at 21.5 feet. 11 Time Sample ID 2 5- 10 -J 15- 20- PROJECT: Proposed Fuel Station and Convenience Stor Interurban Avenue South, Tukwila, WA PROJECT NUMBER:185750173 DRILLING / INSTALLATION: STARTED 11/19/13 COMPLETED: 11/19/13 DRILLING COMPANY: SUMAC DRILLING EQUIPMENT: Augers DRILLING METHOD: Augers SAMPLING EQUIPMENT: Grab re WELL / PROBEHOLE / BOREHOLE NO: HB-1 NORTHING (ft): LAT: GROUND ELEV (ft): INITIAL DTW (ft): 14 PAGE OF EASTING (ft): LONG: TOC ELEV (ft): WELL DEPTH (ft): --- STATIC DTW (ft): Not Encountered BOREHOLE DEPTH (ft):17.0 WELL CASING DIA. (in): --- BOREHOLE DIA. (in): 3 LOGGED BY: PH CHECKED BY: GS 5- 10- 15- Y MLS ML SP Description Grass/Topsoil MLS; Very soft, silt with fine sand, dark yellowish brown to yellowish brown, moist to very moist. (Alluvium) ML; Very soft to soft, silt layered with organics/peat and sand, yellowish brown to olive gray, moist to very moist. (Alluvium) SP; Medium dense to dense, fine to medium grained sand with variable amounts of silt, gray to dark gray, wet. (Alluvium) Borehole terminated at 17 feet. Time Sample ID A 5- 10- 15- 0 a z w Z 4 r 5 0 W PROJECT: Proposed Fuel Station and Convenience Sto LOCATION: 13310 Interurban Avenue South, Tukwila, W1 PROJECT NUMBER:185750173 DRILLING / INSTALLATION: STARTED 11/19/13 COMPLETED: 11/19/13 DRILLING COMPANY: StanteC DRILLING EQUIPMENT: Augers DRILLING METHOD:Augers SAMPLING EQUIPMENT: Grab Description r WELL / PROBEHOLE / BOREHOLE NO: H B-2 PAGE 1 OF NORTHING (ft): LAT: GROUND ELEV (ft): INITIAL DTW (ft): 16 STATIC DTW (ft): Not Encountered WELL CASING DIA. (in): --- LOGGED BY: PH Grass/Topsoil MLA; Very soft, silt with fine sand, dark yellowish brown to yellowish brown, moist to very moist. (Alluvium) ML; Very soft to soft, silt layered with organics/peat and sand, yellowish brown to olive gray, moist to very moist. (Alluvium) SP; Medium dense to dense, fine to medium grained sand with variable amounts of silt, gray to dark gray, wet. (Alluvium) Borehole terminated at 16 feet. 1 llrba _ EASTING (ft): LONG: TOC ELEV (ft): WELL DEPTH (ft): --- BOREHOLE DEPTH (ft): 16.0 BOREHOLE DIA. (in): 3 CHECKED BY: GS Time Sample ID Date drilled 11/1/91 LOG OF BORING NO. B-101 Driving Weight and Drop 140 lb / 30" Sheet 1 of 3 Elevation (ft) 116 Depth, ft I • • > t" pwith m — N Consultants Ms i p the read t cplL h ihti Etatoncer2t&naMer4etand at the time jtp�� the pomp mp timie a prlocatkom pad esented a simplification of actual conditions enconnteeed. DESCRIPTION a_ Ory density' 110 i sture Content, i Other tests ••••;• Fill - I15-, •••�• SANDY GRAVEL; brown, fine to coarse, fine to coarse ••i•• • gravel, some crushed, little silt, trace organic, very A• _ ••••• moist, loose Recent Alluvium _ IR 5 SILTY SAND; mottled gray, brown, and rust, trace fine 23 P 7 gravel, trace wood fragments, very moist, very loose _ 3 (OVA-3.8 ppm) ' SILT AND PEAT; gray and dark brown, peat in beds - 110- upto2"thick, wet, soft Mil& _ Mid _ 2R 2 2 atlaic Mtid --(OVA=1.7 ppm) 76 A 3 Mid - 10-- 3R 3 i ORGANIC SILT; gray to brown, few Rine sand some _ t peat laminae up to 1/4" thick, wet, soft 96 A 105- 2 3 t 1 t t 1 (OVA-0.3 ppm) 1 2/5/92 _ rt1 t t - 12=2-91 _ 4R 2 SILT; gray to brown, with organic matter, few fine 63 P,A _ 2 4 sand, wet, soft Y 11-ig-91 ,_ (OVA-0.3 ppm) 15- 5R 2 --gray, little organic matter, fine to medium sand : 37 - 100- 2 6 ______(OVA-0.3 Partings 1/16" to 1/4" thick, few wood fragments ppm) - SAND; black, fine to medium, few silt, indistinct _ •lamination, wet, dense _ 6R 11 :--(OVA=03 ppm) 20 30 Continued Next Page TASK 219 - INTERURBAN PROJECT Tukwila, Washington for HDR Engineering, Inc. Converse Consultants NW Geotechnical Engineering and Applied. Earth Sciences Project No. 92-35115 Figure No. A-1 Date drilled 11/1/91 LOG OF BORING NO. B-401 Driving Weight and Drop 140 lh / 30" Sheet 2 of 3 Elevation (ft) III__ Depth, ft 6 7- g a -1 ia • 1-) i In Blows/GM Graphic Symbol taqI? pitel p.0111 L5Lit 'fp 0 z eig ritili Observation Well Dry density pcf ..N 7•1 to G 0 c 3 Other tests' . „ • ..... -.• . - 95- ::;:*••• • To . ,, *: - . ... 4. . ..1 c c 4. 7 13 :.:::;:: •. ..• --black to dark gray, trace wood fragments, laminated .: " . 19 :.,..... • , * -..-. . with fine sand :. • 'e.: *.- - 25 ::::*.•:,- • :: • : :''' ,•:.• • • i 25- SILT; gray to brown, wet, stiff :*; i - 90- • 'I ..., SANDY GRAVEL and SILT; interbedded, no sample 1 . •,.. 8 5 leG; recovered, occasional cobbles - 4 9 leg; leC IIG' ,...s, •.•-•. ......-.; ,..,-• le SILTY CLAY; mottled gray and brown, with interbeds 30- 9 r19 of sandy gravel, wet, very stiff to hard ........pow: 17 .1t::•1 - 85- 20 .-cp•k (..,:-..: - z / .......1V1 "z....i. .. ., Estuarine Deposits - ell' eri; GRAVELLY SAND; gray, with silt, some shell fragments, dense IC: 35- - 80- 10 •.::::::fo ItO • ••• ,."5--• -----• -'5.--; •,•=---=. Bedrock COAL; black, with interbeds of dark brown siltstone, moderately soft c...., r cm., 11 40/4 - Bottom of boring at 38.0 feet depth , - Piezometer installed in boring, screen section from 28.0 to 30.0 feet P.,Petroleum fuel hydrocarbon testing Oa - Continued Next Page TASK 219 - INTERURBAN PROJECT Tukwila, Washington for HDR Engineering, Inc. Project No. 92-35115 Converse Consultants NW Geotechnical Engineering and Applied Earth Sciences Figure It). Date drilled 11/1/91 LOG OF BORING NO. B-101 Driving Weight and Drop 14n ih / 30" Sheet 3 of 3 Elevation (ft) 116 Depth, ft + ri m d d : m Graphic Symbol the report prepared jay�� Wlpbe Nbr part ithat o 4— $ C.r '3m a 6 Moisture Content, X ,Other tests named and ither pnhellebotiatht t 8Y6roeiaa ade ma iiltK at other locations and nay change of this'ii oes with tM plump of tint.. data presented a cation of actual conditiooa encountered. DESCRIPTION .' R = 3-inch O.D. Ring Sampler - ?5_ OVA - Organic vapor concentration in parts per million (ppm) 45- - - 70- 50- -+ - 65- 55 - - - 601 ar TASK 219 - INTERURBAN PROJECT Tukwila, Washington for HDR Engineering, Inc. Project No. 92-35115 Converse Consultants NW Geotechnical Engineering and Applied Earth Sciences Figure No. A-1 Date drilled 6/16/92 LOG OF BORING NO. 8-404 Driving Weight and Drop 140 Ih / 30" Sheet 1 of 3 Elevation (ft) 119 t c=et W r to Blows/Om Graphic ys l itipg: till'aiti Itoss 9 I FR2H, VIi;PI 4 . a if rt ts o �— >_ $ 4- ~ � c Moisture Content, i Other tests Fill _ SILTY SAND; dark brown, fine to coarse, few fine to coarse gravel, with wood mulch; loose, moist 115- • SAND; brown, fine to coarse, few silt; very loose to loose, moist 1 1 2 t I I Recent Alluvium - - 110. 1 t I i I I I t t 1 I t ORGANIC SILT; finely laminated gray and brown, with fibrous peat; firm, very moist 10- 2 tat 3 t 3 t 4 t i t i t t t - 1 1 1 I .t 1 it1 t t t 111 - 105- i i t ' ttt I5- 3 0 SILT; gray -brown, finely laminated, trace to little _ 2 fibrous organic matter; soft, very moist 2 .; - 1'-j ORGANIC SILT; gray and brown, finely laminated, _ 4TW t t 1 some fibrous organics; soft, very moist - 100- / , GRAVELLY AND medium dense 5 r 6 .. Continued Next Page TASK 219 - INTERURBAN PROJECT Tukwila, Washington for HDR Engineering, Inc. Project No. 92-35115 Geotechnical Engineering Figure No. Converse Consultants NW and Applied Earth Sciences A-14 Date drilled 6/16/92 LOG OF BORING NO. S404 Driving Weight and Drop 140 lh / 30" Sheet 2 of 3 Elevation (ft) Depth, ft I g >A _• W Yl isi A so e • j C Graphic Symbol Thisgig.past of the Mort bar flonveae Ia NW bi top that C o a_, a $ t C� v a v d m' 3i M} n 8 Other tests named Sect and nad Croc oa trd and at fhnthe ae et appi8n oat at d� at other bunkum may at this i of time. The pr un a eimptltieation of actual conditions eneountesed. DESCRIPTION I6 iiiiii , 6 32 Highly Weathered Bedrock (Tukwila Formation) _ GRAYWACKE SANDSTONE; gray, fine to coarse - 50/ I - 95_ 5" angular sand grains; highly weathered to a very dense silty fine to medium sand consistency 25- 7 50/ 7N 5" i F- i • R-1 Run 1 (27.5 to 32.5 feet) Recovery = 0%, RQD = 0 - 90- 30 - - 8• j) 20 Run 2 (32.5 to 37.5 feet) - R-2 f 50/ Recovery = 80%, RQD = 68 3" _ 33.0 to 34.8 ft, little recovery, very closely spaced - 85- fractures, possibly mechanical 35- 34.6 to 35.8 ft, very closely spaced fractures, 20 to 40 degrees ; .. - 34.8 to 38.0 ft, moderately spaced fractures, probably echanical PL — _ •' -- SANDY SILTSTONE; brown, with organic matter and - - - —7- 1 thin peat lamina, bedding 40-degrees from horizontal, ;highly weathered, very soft rock; highly weathered to a • 'T' ^' = R-3 'very stiff sandy silt soil consistency • - 80- 1,36.6 ft, fracture, 40 degree, irregular • GRAYWAeKE SA-iDS tiler ; gray,fitieto coarse sand- PL Continued Next Page TASK 219 - INTERURBAN PROJECT Tukwila, Washington for HDR Engineering, Inc. Project No. 92-35115 ycv Converse Consultants NW Geotechnical Engineering and Applied Earth Sciences figure No. A-14 Date drilled 6/16/92 LOG OF BORING NO. 8` Driving Weight and Drop 140 lh / 10" Sheet 3 of 3 Elevation (ft) Depth, ft I D W m i Graphic Symbo I Iths jeciand rrtt�iet�� M ioe:rion4� waantl tbs el do ch'ari kKaLwilh peat et tiaN p Mutt b i " Amplification of actual conditions encoantered. DESCRIPTION s= r1 r, 11 c4 $ d g Moisture Content, Y. Other tests with few fine to coarse gravel, Maly laminated with fine black highly . . • organic matter weathered, very soft rock is highly weathered to a very dense silty sand soil consistency ,T •'_` � 37.1 ft, mechanical fracture, 25 degree, irregular 37.9 ft, mechanical fracture •'= R-4 38.0 to 39.0 ft, closely spaced mechanical fractures PL ;$ - 75- 39.7 ft, mechanical fracture, 25 degree, irregular 40.4 ft, joint fractures, 15 and 50 degrees PL W 45- . 41.0 ft, mechanical, 10 degrees - 42.8 ft, mechanical, 10 degrees 43.0 ft, mechanical • Run 4 (43.0 TO 46.0 feet) PL Widely spaced mechanical fractures 43.2 to 43.3 ft, joint fractures, 10 degrees 3.4 to 43.8 ft, mechanical fractures 6.0 ft, mechanical fracture _ 70- ttom of borehole at depth 46.0 feet. Borehole backfilled with bentonite chips. • 50- - - 65- 55- - 60- TASK 219 - INTERURBAN PROJECT Tukwila, Washington for HDR Engineering, Inc. Project No. 92-35115 Figure No. Converse Consultants NW Geotechnical Engineering and Applied Earth Sciences A-14 FILE COPY Permit No. TERRAFORMA DESIGN GROUP TECHNICAL INFORMATION REPORT PETERSON TRUCK FUELING STATION LOCATION: 13100 48th Avenue South Tukwila, WA 98168 ISSUE DATE: January 28, 2014 PREPARED FOR: Steve Peterson 13310 Interurban Avenue South Tukwila, WA 98168 PREPARED BY: Terraforma Design Group, Inc. 5027 51st Avenue SW Seattle, WA 98136 TDG No. 13035 5/30/14 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 2 2014 City of Tukwila BUILDING DIVISION RECEIVET) JUN 06 2014 IL-rt PUBLIC WORKS RECEIVED CITY OF TUKWILA JUN 0 5 214 PERMIT CENTER CIVIL ENGINEERING & LANDSCAPE ARCHITECTURE 5027 51' Avenue SW, Seattle, WA 98136 phone 206.923.0590 website www.terraformadesigngroup.com P1L1 0190 PROJECT: PETERSON TRUCK FUELING ISLAND TABLE OF CONTENTS I. Project Overview 1 II. Conditions and Requirements Summary 6 III. Off -Site Analysis 8 IV. Flow Control and Water Quality Facility Design 8 V. Conveyance System Design 20 VI. Special Reports & Studies 22 VI1. Other Permits 22 VIII. Erosion/Sedimentation Control Design 22 IX. Bond Quantities, Facilities Summaries, 22 and Declaration of Covenant X. Operation and Maintenance Manual 22 Appendix A — Operation and Maintenance Manual Appendix B — Drainage Plans Terraforma Design Group, Inc. PROJECT: PETERSON TRUCK FUELING ISLAND I. PROJECT OVERVIEW The proposed development consists of the removal of an existing restaurant building and parking lot and construction of a new commercial fueling facility on a 1.03 acre site. The property is located at 13100 48th Avenue South, in Tukwila, Washington. The County parcel number is 000300- 004775. This Technical Information Report will be submitted with the Building Permit Application for the project. The proposed commercial construction requires a sitework permit from the City of Tukwila and compliance with the 2010 City of Tukwila Infrastructure Design and Construction Standards (CTIDCS). The project will also include a boundary line adjustment with the neighboring property to the west. The property consists of an abandoned restaurant building and parking lot. The site is predominately impervious with narrow planters along the site perimeter. Site topography is generally flat. The parking lot drains to two existing catch basins which outlet to the existing 15-inch public storm drain near the back of sidewalk. Existing soils are classified as glacial till. No drainage enters our property from adjacent parcels. We do not know of any existing drainage problems on - site or downstream. The site is part of the Duwamish River Basin, upstream of Mile 6. Since the development will result in greater than 2000 sf of new or replaced impervious surface, Full Drainage Review will be required. Per Figure 5.9.1 Drainage Basins and Flow Control Standards of the CTIDCS, our flow control standard will be "Level 2 Conservation to Existing". Water quality treatment will also be required. Due to the existing structure and paving, this project is classified as Redevelopment for the purposes of drainage criteria review. m St VICINITY MAP Terraforma Design Group, Inc. PROJECT: PETERSON TRUCK FUELING ISLAND EXISTING SITE AERIAL Terraforma Design Group, Inc. 2 PROJECT: PETERSON TRUCK FUELING ISLAND SECTION 5.9 SURFACE WATER MAPS 5.9.1 Drainage Basins and Flow Control Standards Burien King County Riverton Creek ,Basin Southgate Creek• Basin GiI101111 Creek 'Was In SeaTac Tukwila South Mercer Island Lake Washington King County r•—s, Du w4mish River sin Renton 11 SulStrtaantloenrBPau sf 17 II 113 ei P17 Basii 2 D Basin theast ! , son Place I g Acres Basin nt Lower Mill Creek Basin .mr.114: aln ennenEr -as nen n. I 1E,4.01111. 0 S I Neighboring Jurisdictions Water Body...Wetland I-7 Basin Boundary L Tukwila • Pump Station Level 2 Conservation to Existing Level 2 • Conservation to Forested - - . Basic Peak Rate to Existing Per Tukwila South Development Ag ree men t Dranage Basns and Row Cantal Standeds ONO • Ibmia nitacructaa ileum and Andarot IlninE 12 OE6 MINIM 14 111. EtEn l'elcneeon UI,It ..m ....torcra [I, Alf Terraforma Design Group, Inc. 3 EXISTING LANDCOVER CONDITIONS Aplanter= 10159 sf = 0.23 ac Apaving,roof= 31156 sf = 0.72 ac Atotal= 41315 sf = 0.95 ac • . . , . <S> • • • - . , NOW PC111) KOH Poo NO10 INIDO NOW. I Old - PC I I — 48TH AVENUE SOUTH ,s s s — — s • ...- .-.." - -- -9 P • ‘.6 . , '-'6k :' '.-1 •: - . y ' ' \cP ; „ke \0 •• •• . ' I Bou0ary Line 04cljust .1 kk 9. Iii..., • i. r — — — — is e. . .. Y, („Ac; _,,c) • , r• ,1 '4 C„; ;1 ., / • A ;1 & i / :: , . ' :1 • . 0 ' .• „ :: . . it I 1i .iii ... „I, , \.C) ;1. • ,4,-• ;1 , • ... 0\4 '' .. 9 1; . 0 I: • " i .. • , t 1 0 inch i'•-•'••-.:;.:,...,: . . , • • .. -.,$. — \ ..... :. •• , ... x INTER,,,oi ArE5 40 = 40 ft. .• —29— , ,.. 3 „ 31 , \0. v ta ttli(--41 ot* PETERSON TRUCK FUELING STATION 13100 48TH AVENUE SOUTH, TUKWILA DRAINAGE BASIN MAP EXISTING CONDITIONS by. Pedro DeGuzman, PE Terraforma Design Group, Inc. DATE: 1/28/14 DEVELOPED LANDCOVER CONDITIONS Aplanter= 5812 sf = 0.13 ac Aroof= 3300 sf = 0.08 ac Apaving= 32203 sf = 0.74 ac Atotal= 41315 sf = 0.95 ac —a---)F3 • ® a— •PNW Y P(ON) PmU PION) 'Pf010 P(01q PW10 NM. PC G — _ _ _ _ — _ — 0 — 48TH AVENUE SOUTH 3— p A 20 pl0 � ea Qo —'planter covkred ing area o \(Boundary a Line Adju t c J o 1/2 a, Qom I I - O fit O in * 0 in q a . 44 liz _ 20 % " 1 Planter I �`� e oo` INTERSTATE 5 i 0 40 • 1 inch = 40 ft. PETERSON TRUCK FUELING STATION 13100 48TH AVENUE SOUTH, TUKWILA DRAINAGE BASIN MAP DEVELOPED CONDITIONS by. Pedro DeGuzman, PE Terraforma Design Group, Inc. DATE: 4/23/14 PROJECT: PETERSON TRUCK FUELING ISLAND II. CONDITIONS AND REQUIREMENTS SUMMARY This Technical Information Report will provide a preliminary review of the 8 core and 5 special requirements of the CTIDCS, including a Level 1 downstream analysis. Core Requirement #1 - Discharge at the Natural Location The existing drainage is collected via two catch basins which discharge to the existing 15-inch storm drain along the back of sidewalk of 48th Avenue South. The west catch basin outlets to an existing City manhole. The east catch basin is likely tightlined to the 15-inch main. The proposed storm system will connect to the existing manhole near the west driveway. The existing east tightline connection will be capped. Core Requirement #2 - Off -site Analysis The site is part of the Duwamish River Basin, upstream of Mile 6. Drainage enters the existing 15" storm drainage within 48th Avenue South. The storm drains continues eastward and upsizes to at least a 24" storm drain until it outfalls to the Duwamish River at approximately 1700 feet northeast of our connection point. We do not know of any drainage problems associated with the existing downstream drainage system. Core Requirement #3 - Flow Control Per Figure 5.9.1 Drainage Basins and Flow Control Standards of the CTIDCS, our flow control standard will be "Level 2 Conservation to Existing". The proposed redevelopment will involve an increase in impervious area which will result in a required flow control facility. At this time, we are proposing an underground Stormtech detention chamber system and control structure. The facility will be designed to match the existing durations for 50% of the 2-yr through 50-yr peaks and match existing 2- and 10-yr peaks. The flow control facility will be sized based on the new, post -boundary line adjustment area of 45,000 sf. See Section 4 of this Report. Core Requirement #4 - Conveyance System The storm drainage system will be designed to accommodate the 25yr/24hr storm event. See Section 5 of this report Core Requirement #5 - Erosion and Sediment Control Erosion and Sedimentation Control measures will be provided during construction to prevent silt -laden runoff from discharging off -site. See Section 8 of this report. Terraforma Design Group, Inc. 6 PROJECT: PETERSON TRUCK FUELING ISLAND Core Requirement #6 - Maintenance and Operations An Operations and Maintenance Manual for Storm Drainage Facilities will be provided to the property owner use after site construction. See Section 10 of this report. Core Requirement #7 - Financial Guarantees and Liability See Section 9 of this report. Core Requirement #8 - Water Quality Water quality treatment will be required for the project. Since this is a commercial project, the Enhance Water Quality Menu should be used for selecting a method for treatment. We request approval to reduce our criteria to the Basic WQ Menu by implementing the following requirements: a) No leachable metals (e.g., galvanized metals) are currently used or proposed to be used in areas of the site exposed to the weather, AND b) A covenant is recorded that prohibits future such use of leachable metals on the site (use the covenant in Reference Section 8-Q), AND c) Less than 50% of the runoff draining to the proposed treatment facility is from any area of the site comprised of one or both of the following land uses: • Commercial land use with an expected ADT of 100 or more vehicles per 1,000 square feet of gross building area. • Commercial land use involved with vehicle repair, maintenance, or sales. The anticipated customer volume is expected to be around 125 trucks per day. If we consider the fueling canopy as the building area (3300 sf), then we will not classify as a High Use Site so long as we don't exceed 330 trucks per day. Water quality will be provided via Contech Stormfilter catch basins as allowed by the manual. Special Requirement #1 - Other Adopted Area Specific Requirements We do not know of any area specific requirements for our immediate vicinity. Special Requirement #2 - Floodplain/Floodwav Delineation Not applicable. Site is not within a floodplain or floodway. Terraforma Design Group, Inc. PROJECT: PETERSON TRUCK FUELING ISLAND Special Requirement #3 - Flood Protection Facilities Not applicable. Site is not within a floodplain or floodway. Special Requirement #4 - Source Control See Section 10 of this report. Special Requirement #5 - Oil Control Not applicable. Development will not be classified as a "high use" site. See Core Requirement #8 for additional information. III. OFF -SITE ANALYSIS The site is part of the Duwamish River Basin, upstream of Mile 6. Drainage enters the existing 15" storm drainage within 48th Avenue South. The storm drains continues eastward and upsizes to at least a 24" storm drain until it outfalls to the Duwamish River at approximately 1700 feet northeast of our connection point. We do not know of any drainage problems associated with the existing downstream drainage system. IV. FLOW CONTROL AND WATER QUALITY FACILITY DESIGN Per Figure 5.9.1 Drainage Basins and Flow Control Standards of the CTIDCS, our flow control standard will be "Level 2 Conservation to Existing". The proposed redevelopment will involve an increase in impervious area which will result in a required flow control facility. At this time, we are proposing an underground Stormtech detention chamber system and control structure. The facility will be designed to match the existing durations for 50% of the 2-yr through 50-yr peaks and match existing 2- and 10-yr peaks. The flow control facility will be sized based on the new, post -boundary line adjustment area of 45,000 sf. Basic water quality treatment will be provided for all pollution generating surfaces which flow to the proposed conveyance and detention system. Contech Catch Basin Stormfilters are proposed and will be sized for 60% of the 2-year peak flow. See attached calculations. Terraforma Design Group, Inc. 8 KCRTS - FLOW CONTROL CALCULATIONS PREDEVELOPED/EXISTING CONDITIONS Use predeveloped land cover / Use existing conditions Aex,grass= 10159 sf = 0.23 ac Aex,impervious= 31156 sf = 0.72 ac 41315 sf = 0.95 ac DEVELOPED CONDITIONS Adev,pervious= 5812 sf = 0.13 ac Adev,roof= 3300 sf = 0.08 ac Adev,paving= 32203 sf = 0.74 ac 41315 sf = 0.95 ac KCRTS Command CREATE a new Time Series Production of Runoff Time Series Project Location : Sea-Tac Computing Series : EX.tsf Regional Scale Factor : 1.00 Data Type : Reduced Creating Hourly Time Series File Loading Time Series File:C:\KC_SWDM\KC_DATA\STTG6OR.rnf : Till Grass 0.23 acres Loading Time Series File:C:\KC_SWDM\KC_DATA\STEI60R.rnf : Impervious 0.72 acres Total Area : 0.95 acres Peak Discharge: 0.389 CFS at 6:00 on Jan 9 in Year 8 Storing Time Series File:EX.tsf : CREATE a new Time Series Production of Runoff Time Series Project Location : Sea-Tac Computing Series : DEV.tsf Regional Scale Factor : 1.00 Data Type : Reduced Creating Hourly Time Series File Loading Time Series File:C:\KC_SWDM\KC_DATA\STTG6OR.rnf : Till Grass 0.13 acres Loading Time Series File:C:\KC_SWDM\KC_DATA\STEI60R.rnf : Impervious 0.82 acres Total Area : 0.95 acres Peak Discharge: 0.415 CFS at 6:00 on Jan 9 in Year 8 Storing Time Series File:DEV.tsf : 9 CRITERIA Provide Flow Control - Level 2 Conservation —> Existing Conditions STEP 1- CREATE TIME SERIES Rainfall Region (Seatac / Landsburg)= Existing Soil Class (Till/Outwash)= Scale Factor= Time Step= Seatac Till 1.0 Hourly - -> Enter Analysis Tools Module --> Select Compute Peaks and Flow Frequencies - -> Time Series File = predev/ex; Output File= EX/PREDEV.pks --> Extract Peaks Flow Frequency Analysis Time Series File:ex.tsf Project Location:Sea-Tae ---Annual Peak Flow Rates --- Flow Rate Rank Time of Peak (CFS) 0.195 6 2/09/01 0.164 8 1/0S/02 0.234 3 2/27/03 0.184 7 8/26/04 0.220 4 10/28/04 0.208 5 1/18/06 0.268 2 10/26/06 0.389 1 1/09/08 Computed Peaks 2:00 16:00 7:00 2:00 16:00 16:00 0:00 6:00 Flow Frequency Analysis - - Peaks (CFS) 0.389 0.268 0.234 0.220 0.208 0.195 0.184 0.164 0.349 - - Rank Return Prob Period 1 100.00 2 25.00 3 10.00 4 5.00 S 3.00 6 2.00 7 1.30 8 1.10 50.00 0.990 0.960 0.900 0.800 0.667 0.500 0.231 0.091 0.980 i El STEP 2 - CREATE TARGET DURATION CURVE Create a duration file (*DUR) for flows between 50% of 2yr and the 50-yr flow using the PREDEV/EX time series. This will become the "TARGET" duration curve. --> Enter Analysis Tools Module --> Select Compute Flow Durations and Exceedance Row Duration Data from Time Series rType of Analysis r Partial Year Full Year Time Series File Output File Continue EXtsf TARGET TEXT file for Flow Duration Data I.DURI »I »I 1 • --> Select Continue 10 STEP 3 - SPECIFY INTERVAL INFORMATION 0 Analyse Flow Duration Data a Time Series File is ex.tsf J Output File is TARGET.dur Type Intervals of C Stage r Discharge Number of Intervals 36 Interval Size .007 First Interval .10 User Specified Intervals I Compute Flow Durations I '"'**""" means the MINIMUM will be used Interval Size= (Q50-50%*Q2)/(36-1) = First Interval= Q2/2 = --> Compute Flow Durations --> Select Plot Probability Exceedance Curve --> For Flow Duration File -- Select 'TARGET' --> Select Plot Flow Duration Data 0.007 0.10 STEP 4 - SIZE A RETENTION / DETENTION FACILITY --> Goto Main Menu and Select Size Retention / Detention Facility --> Select 'Automatic' --> R/D Facility = VAULT --> Select Create a new R/D Facility STEP 5 - SELECT FACILITY TYPE --> Select 'Vault' (we will ultimate use Stormtech Chambers) Design Storage Depth= 2 ft Top of Riser= Flat 11 STEP 6 - SPECIFY FACILITY PARAMETERS 40 Edit R/D Facility.VAULT w .... l o I �=' Mir Bottom Length (Ft) 10.000 11 Bottom Width (Ft) 40.000 Bottom Area (Sq Ft) *"m*** Effectve Storage Depth before Overflow (Fq 2.000 Elevation at 0 Stage (Ft) 0.000 Riser Head (Fg 2.000 Riser Diameter On) 12.000 Number of Orifices 2 Top of Riser l Notched t: Flat POINT of Compliance Setup Edit Test IYDROGRAPH Parameters I ' Define BISER Orifices and Notch SAVE to VAULT.rdf I , ISet the orifice & notch information STEP 7 - DEFINE THE POINT OF COMPLIANCE --> Select Point of Compliance Facility Inflow = DEV Facility Outflow = rdout POC Location = 'at Facility' STEP 8 - SETUP PRIMARY DESIGN HYDROGRAPHS AND TEST INFLOW HYDROGRAPHS --> Select Edit Test Hydrograph Parameters --> Verify Inflow Time Series = DEV.tsf --> Select Edit target peak discharges STEP 9 - SET PRIMARY HYDROGRAPH ** USE ALTERNATE METHOD** Primary Design Hydrograph = 2 Hydrograph:2 Target Discharge = Q25pre = 0.268 cfs STEP 10 - ORIFIC CONFIGURATION Orifice 2 Height = 0.75 * Design Depth = Orifice 1 Qmax = (1.33 * 50% * Q2pre) = --> Select Entries Complete STEP 11- ITERATE FACILITY --> Select Iterate then save to VAULT.rdf STEP 12 - OMITTED STEP 13 - SAVE FACILITY --> Select Save Facility 1.5 ft 0.13 cfs 12 STEP 14 - FINE TUNE FACILITY IN 'MANUAL' MODE - -> Select Return to Main Menu - -> Select Size a Retention / Detention Facility --> Select 'Manual' Mode --> Select Revise R/D Facility STEP 15 - ROUTE INFLOW TIME SERIES THRU FACILITY --> Select Modify Auto -Analysis Setup --> Check 'Calculate Durations' - -> Select Edit Peak/Duration/Volume Info --> Select Plot Durations - -> Check Files to Plot = TARGET --> Select Return to Facility Design Menu a Information for Auto-Anaysis Durations Plot Type: Files to Plot'. Files to Plot r View Duration Data -Plot Information fJ Iot.Duration r Stage rdoutDUR r Discharge TARGET Continue Editing Auto -Execute Info Retum to Fadllty Design Menu Plot the Durations after calculating them --> Select Overwrite File --> Select Route Time Series Perform Auto -Analysis STEP 16 - INSPECT DURATION PLOTS rdau[dur TARGET dur ao P 1 I 11 1 1 1 I I I I I I I 1 P I I 1 1 1 Probabiity Exceedence 13 Paused - C)urahton Analysts - Kt 14 Discharge (CFS) O Second arc corresponds to discharge from both orifices. 10% vertical tolerance except at lower end of target. 3. Second arc too high. Transition point controlled 1R by height of second orifice 2. Transition point too far left. 00 1. First arc crosses slightly high. 1 1 1 1 1 1111 10 -5 1 n a 1 First are corresponds to dis- — charge from lower orifice. 11111111 1 11111111 1 1 1 1 1 1 1 1 j 1 11 1 1 1 1 i l 10 3 10 z 10 Probability E cceedence 10o Observation 1. First arc crosses too high, 2. Transition point too far left, 3. Second arc too high, 4. Second arc stops short of overflow, STEP 17 - FINE TUNE FACILITY --> Return to Main Menu --> Select Size a R/D Facility --> Select 'Manual' --> Select Revise R/D Facility --> Select Edit Facility --> Adjust Facility Size and Orifice / Riser Design 1. 2, Refinement reduce bottom orifice diameter. lower second orifice. 3. reduce second orifice diameter. 4. reduce volume if after above refinements the second arc still stops short of overflow. ** Facility upsized to 10'wide x 40'Iong --> Select Overwrite File --> Select Route Time Series Perform Auto -Analysis 14 Paused - Duration Analysis - GUTS c. N e 8 m a 0 o 8 10-5 irre�... rdoutdur o ,. TARGET.dur • R ao • e 104 10 3 i mbthiKy accedence 10-2 10 1 100 6y rw......eii STEP 18 - COMPARE FLOW DURATIONS --> Select Enter the Analysis Tools Module --> Select Compare Flow Durations Base Time Series = EX New Time Series = rdout Output File Name = COMPARE.PRN Bottom Cutoff= 50% * Q2pre= 0.10 cfs Top Cutoff = Q25pre = 0.268 cfs Number of Cutoffs = 14 --> Select Compare Durations 15 ®Help/Fles- KKCRTS 11111111 ,Computing Durations: Facility Routing Complete Duration Calculation..R/D Facility Computing Interval Locations Computing Flow Durations Computing Durations: Duration Comparison Anaylsis Base File: ex.tsf New File: rdout.tsf Cutoff Units: Discharge in CFS _ Fraction of Tixe Cutoff 0.100 0.113 0.126 0.139 0.151 0.164 0.177 0.190 0.203 0.216 0.229 0.242 0.255 Base 0.28E-02 0.20E-02 0.14E-02 0.86E-03 0.57E-03 0.46E-03 0.33E-03 0.24E-03 0.11E-03 0.82E-04 0.65E-04 0.16E-04 0.16E-04 New %Change 0.25E-02 -10.9 0.13E-02 -36.1 0.95E-03 -34.1 0.78E-03 -9.4 0.52E-03 -8.6 0.39E-03 -14.3 0.33E-03 0.0 0.28E-03 13.3 0.16E-03 42.9 0.82E-04 0.0 0.65E-04 0.0 0.00E+00 -100.0 0.00E+00 -100.0 Check of Tolerance= --==-- Probability Base New 0.28E-02 0.100 0.096 0.20E-02 0.113 0.106 0.14E-02 0.126 0.110 0.86E-03 0.139 0.131 0.57E-03 0.151 0.149 0.46E-03 0.164 0.158 0.33E-03 0.177 0.179 0.24E-03 0.190 0.193 0.11E-03 0.203 0.210 0.82E-04 0.216 0.222 0.65E-04 0.229 0.230 0.16E-04 0.242 0.238 0.16E-04 0.255 0.238 Maximum positive excursion - 0.014 cfs ( 6.8%) occurring at 0.208 cfs on the Base Data:ex.tsf and at 0.222 cfs on the New Data:rdout.tsf Maximum negative excursion - 0.017 cfs (-13.2:) occurring at 0.131 cfs on the Base Data:ex.tsf and at 0.114 cfs on the New Data:rdout.tsf %Change - 3.7 - 6.3 -12.1 - 5.5 - 1.6 - 3.7 0.7 1.3 3.6 2.8 0.4 -1.7 - 6.7 Ak • First cutoff must have a percent change (last column) equal to or less than 0.0. • The remaining cutoffs must have a value less than positive 10.0 percent. • At least one-half of the cutoffs must have a zero or negative percent change. • Note the absolute maximum positive and negative vertical excursions found at the bottom of the table. • The maximum positive excursion must be less than positive 10.0 percent. ** DURATION REQUIREMENT IS MET - FACILITY PASSES 16 STEP 20 - DESIGN FACILITY & PROPOSED FACILITY SUMMARY FACILITY DESIGN LENGTH = FACILITY DESIGN WIDTH = DESIGN DEPTH = DESIGN STORAGE VOL = ORIFICE 1 DIA. = ORIFICE 2 DIA. = ORIFICE 2 HEIGHT= 40 ft 10 ft 2ft 800 cf 1.74 in 2.54 in 1.88 ft ** PROPOSE STORMTECH SC-740 CHAMBERS VOL per chamber = 46.83 cf (from Stage Elev 1.0 ft to 3.0 ft w/ rock) Dimension per Chamber = 7.11' long x 4.75' wide (w/ rock) REQD NUMBER OF CHAMBERS= 17.1 ** PROPOSE 18 SC-740 CHAMBERS 17 Project Name: Project Number: DRAINAGE CRITERIA: RAINFALL METHOD: STORMFILTER TREATMENT VAULT PETERSON TRUCK FUEL STATION By: P.A.D. 13035 Date: 1/28/14 TUKWILA KCRTS PAVING (WEST) Step 1) Calculate design flows Apaving= Alandscape= KCRTS results Q2year: Water quality flow (Qwq)= 0.24 ac 0.10 ac 0.11 cfs 0.07 cfs 60% of Q2yr (15-min. time series file) Step 2) Calculate Number of Cartridges Cartridge Height (in) = 18 Treatment Rate (gpm / cart): N = Number of Cartridges = Qwq * 449 gpm / cfs / (treatment rate) 7.5 = 4.09 =__> USE 5 CARTRIDGES use 1 - 3-CARTRIDGE CONTECH CATCH BASIN STORMFILTER and 1 - 2-CARTRIDGE CB STORMFILTER 18 13035-STMCLC.xls,STMFLTR-WEST Project Name: Project Number: DRAINAGE CRITERIA: RAINFALL METHOD: STORMFILTER TREATMENT VAULT PETERSON TRUCK FUEL STATION By: P.A.D. 13035 Date: 1/28/14 TUKWILA KCRTS PAVING (EAST) Step 1) Calculate design flows Apaving= Alandscape= KCRTS results Q2year: Water quality flow (Qwq)= 0.49 ac 0.02 ac 0.23 cfs 0.14 cfs 60% of Q2yr (15-min. time series file) Step 2) Calculate Number of Cartridges Cartridge Height (in) = 18 Treatment Rate (gpm / cart)= N = Number of Cartridges = Qwq * 449 gpm / cfs / (treatment rate) 7.5 8.30 ===> USE 9 CARTRIDGES use 2 — 4-CARTRIDGE CONTECH CATCH BASIN STORMFILTERS and 1 — 1-CARTRIDGE CB STORMFILTER 19 13035-STMCLC.xls,STMFLTR-EAST PROJECT: PETERSON TRUCK FUELING ISLAND V. CONVEYANCE SYSTEMS ANALYSIS AND DESIGN The storm drainage system is designed to accommodate the 25yr/24hr storm event. 8 W cr 5cc t F _ _ aR • To^( -thy and I ■ P' IR 0 8 CV s Vf 4 m 'LI 49 M v co co co 0 a a $cv 123 2.76 q r e0 § O O 1!! N N N N c O O O O 0 0 0 O G co cor aro'a 0 . r 8 N _ r- tin r N N N N H m o m m O sr to N P- Q ry v "1 N 0 o o O 0 V' 47 t- O V V O O O O O O N m o O ON 0 wa 0o c, O 7 co O 4el 0 411O, O O O 0 al EX. SDMH O0 �o GO CO &t°Di UU I SDMH1 Terraforma Design Group, Inc. 20 STORIMEQ, aurmr [nom MIDI E( ■ 1510 SEE an 1/C2 Y ® y P(OH) P(OH) l P(OH) '_ P(OH) P(OH) - NOW P(0H), 'P(OH) 4P(GM) P(d G G �1 7� G G EL, 48TH AVENUE SOUTH ••: u a - - 11111•4■I U r _ ry ; ,‘." _t___I_Lk u,unMID V pion ter p° 41; 4 — —� • anter Boundary o i \ Line Adju t ' _ °:0`A ©� © O O t�cm•a rL aNN IOW OM � © 1 ■ ,1 0 pane, o A=0.51 a C=0.88 0 P 23 RPanerIArO.34aC C=0.72 A=0 08. C= . • iri .r V_ [REMC4E 0_ Planter ' '— X INTERSTATE 5 r t °s°o 1e p ------- �_ O �� '‘ Ell 0 ►� 0 40 1 inch = 40 ft. PETERSON TRUCK FUELING STATION 13100 48TH AVENUE SOUTH, TUKWILA DRAINAGE BASIN MAP CONVEYANCE by. Pedro DeGuzman, PE Terraforma Design Group, Inc. DATE: 4/23/14 21 PROJECT: PETERSON TRUCK FUELING ISLAND VI. SPECIAL REPORTS AND STUDIES Our Geotechnical Investigation will provided with the Building Permit application. VII. OTHER PERMITS Not Applicable. VIII. EROSION/SEDIMENTATION CONTROL DESIGN Erosion Control BMP's will consist of a rock construction entrance, silt fencing, sediment pond, temporary swales and soil stabilization measures. Additional erosion control measures will be required as necessary to ensure that sediment -laden runoff is not discharged to adjacent properties. IX. BOND QUANTITIES, FACILITY SUMMARIES AND DECLARATION OF COVENANT Bond Quantities: provided via the Type C Permit Fee Estimate; provided with the building permit application. Facility Summaries: See Appendix B for the Drainage Plans Declaration of Covenant shall be provided immediately prior to permit approval upon request from the City. X. OPERATIONS AND MAINTENANCE MANUAL See Appendix A - Operations and Maintenance Manual. Terraforma Design Group, Inc. 22 PROJECT: PETERSON TRUCK FUELING ISLAND APPENDIX A - OPERATION AND MAINTENANCE MANUAL Terraforma Design Group, Inc. STORMWATER OPERATION AND MAINTENANCE MANUAL PETERSON TRUCK FUELING STATION LOCATION: 13100 48th Avenue South Tukwila, WA 98168 ISSUE DATE: January 28, 2014 PREPARED FOR: Steve Peterson 13310 Interurban Avenue South Tukwila, WA 98168 PREPARED BY: Terraforma Design Group, Inc. 5027 51st Avenue SW Seattle, WA 98136 TDG No. 13035 Introduction: The proposed Peterson Truck Fueling Station requires compliance with the 2008 King County Surface Water Design Manual as adopted by the City of Tukwila. These following guidelines represent the maintenance requirements for the existing and proposed on -site drainage facilities. These requirements shall be performed by the property owner or maintenance service in accordance with current City codes. Plan Goal The specific purpose for the storm water facility is to minimize pollution that is typically associated with modern development. In general, pollution from motor vehicles and pollution generated from erosion. Attached to this narrative is a maintenance manual, which offers guidelines to the owner for storm water facility maintenance. On -Site Stormwater Facility Maintenance Requirements Regular inspections of the drainage facilities should be carried out twice per year, in the spring and fall. The responsible party should keep records of these inspections available for review by the City. Additional inspections may be required after severe seasonal storms. Routine maintenance of the site will include mowing, care of landscaping and the removal of trash and debris from the drainage system. The parking lots and driveways should be kept clean and in repair. Events such as major storms or heavy winds will require immediate inspections for damages. The following is a list of the on -site storm drainage facilities and their function. Also attached are the required maintenance requirements for these facilities. • Stormtech Chambers - provides flow control prior to site discharge ■ Control Structure - stormwater discharge restrictor assembly • Catch Basins - collect surface drainage • Conveyance Pipes - convey catch basin and roof drainage • Grounds / Landscaping - prevent erosion of unpaved areas ■ Stormfilter - provides stormwater treatment Responsible Organization: Steve Peterson 13310 Interurban Avenue South Tukwila, WA 98168 Phone: (206) 433-0149 SITE: PETERSON FUELING STATION LOCATION: 13100 48TH AVENUE SOUTH, TUKWILA, WA 98168 INSPECTION/MAINTENANCE CHECKLIST STRUCTURE �'9 S �^ f 3 S5 1� �$ 3 C � } �, � °{'t ✓ �"£ f .,,,,� K" .+x"� aa'� f,.. `' Date 9 s� �t� M'�'v �'��+^T` � ?'$� �4`• "y�Qi+yv4, ✓/y"� / ?S�u-`T iYri ^Lv��s�iK"r�" z,'vJ {3 s�dff Comments Results/ Maintenance Stormtech Chambers Inspection Results Maintenance Done Control Structure Inspection Results Maintenance Done Conveyance Pipes Inspection Results Maintenance Done Landscaping Inspection Results Maintenance Done Stormfilter Inspection Results Maintenance Done * A COPY OF THIS MAINTENANCE LOG SHALL BE COMPLETED BY A DESIGNATED MAINTENANCE PERSON PER THE REQUIRED MAINTENANCE INTERVALS. THESE MAINTENANCE LOGS SHALL BE KEPT ON -SITE. INSPECTION / MAINTENANCE NOTES: P(60 PCOH) KOH) POOH) NOW ([IN) P(OfU. PQ CONTROL STRUCTURE 48TH AVENUE SOUTH Bounder Line Adju STO FILT S [ORMFILTERS INTERS inch = 40 ft. PETERSON TRUCK FUELING STATION 13100 48TH AVENUE SOUTH, TUKWILA DRAINAGE BASIN MAP STORM FACILITIES by. Pedro DeGuzman, PE Terraforma Design Group, Inc. DATE: 5/30/14 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 3 - DETENTION TANKS AND VAULTS Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Site Trash and debris Any trash and debris which exceed 1 cubic foot per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Trash and debris cleared from site. Noxious weeds Any noxious or nuisance vegetation which may constitute a hazard to County personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Grass/groundcover Grass or groundcover exceeds 18 inches in height. Grass or groundcover mowed to a height no greater than 6 inches. Tank or Vault Storage Area Trash and debris Any trash and debris accumulated in vault or tank (includes floatables and non-floatables). No trash or debris in vault. Sediment accumulation Accumulated sediment depth exceeds 10% of the diameter of the storage area for'/z length of storage vault or any point depth exceeds 15% of diameter. Example: 72-inch storage tank would require cleaning when sediment reaches depth of 7 inches for more than % length of tank. All sediment removed from storage area. Tank Structure Plugged air vent Any blockage of the vent. Tank or vault freely vents. Tank bent out of shape Any part of tank/pipe is bent out of shape more than 10% of its design shape. Tank repaired or replaced to design. Gaps between sections, damaged joints or cracks or tears in wall A gap wider than %-inch at the joint of any tank sections or any evidence of soil particles entering the tank at a joint or through a wall. No water or soil entering tank through joints or walls. Vault Structure Damage to wall, frame, bottom, and/or top slab Cracks wider than 1/2-inch, any evidence of soil entering the structure through cracks or qualified inspection personnel determines that the vault is not structurally sound. Vault is sealed and structurally sound. Inlet/Outlet Pipes Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged Cracks wider than 1/2-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than '1%-inch wide at the joint of the inlet/outlet pipe. 2009 Surface Water Design Manual — Appendix A A-5 1 /9/2009 IENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 3 - DETENTION TANKS AND VAULTS Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Access Manhole Cover/lid not in place Cover/lid is missing or only partially in place. Any open manhole requires immediate maintenance. Manhole access covered. Locking mechanism not working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Cover/lid difficult to remove One maintenance person cannot remove cover/lid after applying 80 Ibs of lift. Cover/lid can be removed and reinstalled by one maintenance person. Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. Allows maintenance person safe access. Large access doors/plate Damaged or difficult to open Large access doors or plates cannot be opened/removed using normal equipment. Replace or repair access door so it can opened as designed. Gaps, doesn't cover completely Large access doors not flat and/or access opening not completely covered. Doors close flat and covers access opening completely. Lifting Rings missing, rusted Lifting rings not capable of lifting weight of door or plate. Lifting rings sufficient to lift or remove door or plate. 1/9/2009 2009 Surface Water Design Manual — Appendix A A-6 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 4 - CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Structure Trash and debris Trash or debris of more than''/z cubic foot which is located immediately in front of the structure opening or is blocking capacity of the structure by more than 10%. No Trash or debris blocking or potentially blocking entrance to structure. Trash or debris in the structure that exceeds 1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. No trash or debris in the structure. Deposits of garbage exceeding 1 cubic foot in volume. No condition present which would attract or support the breeding of insects or rodents. Sediment Sediment exceeds 60% of the depth from the bottom of the structure to the invert of the lowest pipe into or out of the structure or the bottom of the FROP-T section or is within 6 inches of the invert of the lowest pipe into or out of the structure or the bottom of the FROP-T section. Sump of structure contains no sediment. Damage to frame and/or top slab Corner of frame extends more than % inch past curb face into the street (If applicable). Frame is even with curb. Top slab has holes larger than 2 square inches or cracks wider than '/. inch. Top slab is free of holes and cracks. Frame not sitting flush on top slab, i.e., separation of more than % inch of the frame from the top slab. Frame is sitting flush on top slab. Cracks in walls or bottom Cracks wider than '% inch and longer than 3 feet, any evidence of soil particles entering structure through cracks, or maintenance person judges that structure is unsound. Structure is sealed and structurally sound. Cracks wider than % inch and longer than 1 foot at the joint of any inlet/outlet pipe or any evidence of soil particles entering structure through cracks. No cracks more than 1/4 inch wide at the joint of inlet/outlet pipe. Settlement/ misalignment Structure has settled more than 1 inch or has rotated more than 2 inches out of alignment. Basin replaced or repaired to design standards. Damaged pipe joints Cracks wider than '/-inch at the joint of the inlet/outlet pipes or any evidence of soil entering the structure at the joint of the inlet/outlet pipes. No cracks more than '%-inch wide at the joint of inlet/outlet pipes. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Ladder rungs missing or unsafe Ladder is unsafe due to missing rungs, misalignment, rust, cracks, or sharp edges. Ladder meets design standards and allows maintenance person safe access. FROP-T Section Damage T section is not securely attached to structure wall and outlet pipe structure should support at least 1,000 Ibs of up or down pressure. T section securely attached to wall and outlet pipe. Structure is not in upright position (allow up to 10% from plumb). Structure in correct position. Connections to outlet pipe are not watertight or show signs of deteriorated grout. Connections to outlet pipe are water tight; structure repaired or replaced and works as designed. Any holes —other than designed holes —in the structure. Structure has no holes other than designed holes. Cleanout Gate Damaged or missing Cleanout gate is missing. Replace cleanout gate. 2009 Surface Water Design Manual — Appendix A A-7 1 /9/2009 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 4 - CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Cleanout gate is not watertight. Gate is watertight and works as designed. Gate cannot be moved up and down by one maintenance person. Gate moves up and down easily and is watertight. Chain/rod leading to gate is missing or damaged. Chain is in place and works as designed. Orifice Plate Damaged or missing Control device is not working properly due to missing, out of place, or bent orifice plate. Plate is in place and works as designed. Obstructions Any trash, debris, sediment, or vegetation blocking the plate. Plate is free of all obstructions and works as designed. Overflow Pipe Obstructions Any trash or debris blocking (or having the potential of blocking) the overflow pipe. Pipe is free of all obstructions and works as designed. Deformed or damaged lip Lip of overflow pipe is bent or deformed. Overflow pipe does not allow overflow at an elevation lower than design Inlet/Outlet Pipe Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged Cracks wider than 1/2-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than 1/4-inch wide at the joint of the inlet/outlet pipe. Metal Grates (If Applicable) Unsafe grate opening Grate with opening wider than 7/8 inch. Grate opening meets design standards. Trash and debris Trash and debris that is blocking more than 20% of grate surface. Grate free of trash and debris. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s) of the grate. Grate is in place and meets design standards. Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in place. Any open structure requires urgent maintenance. Cover/lid protects opening to structure. Locking mechanism Not Working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Cover/lid difficult to Remove One maintenance person cannot remove cover/lid after applying 80 lbs. of lift. Cover/lid can be removed and reinstalled by one maintenance person. 1 I9/2009 A-8 2009 Surface Water Design Manual — Appendix A APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 5 - CATCH BASINS AND MANHOLES Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Structure Sediment Sediment exceeds 60% of the depth from the bottom of the catch basin to the invert of the lowest pipe into or out of the catch basin or is within 6 inches of the invert of the lowest pipe into or out of the catch basin. Sump of catch basin contains no sediment. Trash and debris Trash or debris of more than '/ cubic foot which is located immediately in front of the catch basin opening or is blocking capacity of the catch basin by more than 10%. No Trash or debris blocking or potentially blocking entrance to catch basin. Trash or debris in the catch basin that exceeds 1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. No trash or debris in the catch basin. Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases (e.g., methane). No dead animals or vegetation present within catch basin. Deposits of garbage exceeding 1 cubic foot in volume. No condition present which would attract or support the breeding of insects or rodents. Damage to frame and/or top slab Corner of frame extends more than inch past curb face into the street (If applicable). Frame is even with curb. Top slab has holes larger than 2 square inches or cracks wider than % inch. Top slab is free of holes and cracks. Frame not sitting flush on top slab, i.e., separation of more than inch of the frame from the top slab. Frame is sitting flush on top slab. Cracks in walls or bottom Cracks wider than Y inch and longer than 3 feet, any evidence of soil particles entering catch basin through cracks, or maintenance person judges that catch basin is unsound. Catch basin is sealed and structurally sound. Cracks wider than '/ inch and longer than 1 foot at the joint of any inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks. No cracks more than 1/4 inch wide at the joint of inlet/outlet pipe. Settlement/ misalignment Catch basin has settled more than 1 inch or has rotated more than 2 inches out of alignment. Basin replaced or repaired to design standards. Damaged pipe joints Cracks wider than'/: -inch at the joint of the inlet/outlet pipes or any evidence of soil entering the catch basin at the joint of the inlet/outlet pipes. No cracks more than'/. -inch wide at the joint of inlet/outlet pipes. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Inlet/Outlet Pipe Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged Cracks wider than 1/2-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than 1/2-inch wide at the joint of the inlet/outlet pipe. 2009 Surface Water Design Manual — Appendix A A-9 1 /9/2009 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 5 - CATCH BASINS AND MANHOLES Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Metal Grates (Catch Basins) Unsafe grate opening Grate with opening wider than 'le inch. Grate opening meets design standards. Trash and debris Trash and debris that is blocking more than 20% of grate surface. Grate free of trash and debris. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s) of the grate. Any open structure requires urgent maintenance. Grate is in place and meets design standards. Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in place. Any open structure requires urgent maintenance. Cover/lid protects opening to structure. Locking mechanism Not Working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Cover/lid difficult to Remove One maintenance person cannot remove cover/lid after applying 80 lbs. of lift. Cover/lid can be removed and reinstalled by one maintenance person. 1/9/2009 2009 Surface Water Design Manual — Appendix A A-10 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 6 - CONVEYANCE PIPES AND DITCHES Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Pipes Sediment & debris accumulation Accumulated sediment or debris that exceeds 20% of the diameter of the pipe. Water flows freely through pipes. Vegetation/roots Vegetation/roots that reduce free movement of water through pipes. Water flows freely through pipes. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Damage to protective coating or corrosion Protective coating is damaged; rust or corrosion is weakening the structural integrity of any part of pipe. Pipe repaired or replaced. Damaged Any dent that decreases the cross section area of pipe by more than 20% or is determined to have weakened structural integrity of the pipe. Pipe repaired or replaced. Ditches Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 square feet of ditch and slopes. Trash and debris cleared from ditches. Sediment accumulation Accumulated sediment that exceeds 20% of the design depth. Ditch cleaned/flushed of all sediment and debris so that it matches design. Noxious weeds Any noxious or nuisance vegetation which may constitute a hazard to County personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Vegetation Vegetation that reduces free movement of water through ditches. Water flows freely through ditches. Erosion damage to slopes Any erosion observed on a ditch slope. Slopes are not eroding. Rock lining out of place or missing (If Applicable) One layer or less of rock exists above native soil area 5 square feet or more, any exposed native soil. Replace rocks to design standards. 2009 Surface Water Design Manual — Appendix A 1 /9/2009 A-11 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 11 - GROUNDS (LANDSCAPING) Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Site Trash or litter Any trash and debris which exceed 1 cubic foot per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Trash and debris cleared from site. Noxious weeds Any noxious or nuisance vegetation which may constitute a hazard to County personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Grass/groundcover Grass or groundcover exceeds 18 inches in height. Grass or groundcover mowed to a height no greater than 6 inches. Trees and Shrubs Hazard Any tree or limb of a tree identified as having a potential to fall and cause property damage or threaten human life. A hazard tree identified by a qualified arborist must be removed as soon as possible. No hazard trees in facility. Damaged Limbs or parts of trees or shrubs that are split or broken which affect more than 25% of the total foliage of the tree or shrub. Trees and shrubs with less than 5% of total foliage with split or broken limbs. Trees or shrubs that have been blown down or knocked over. No blown down vegetation or knocked over vegetation. Trees or shrubs free of injury. Trees or shrubs which are not adequately supported or are leaning over, causing exposure of the roots. Tree or shrub in place and adequately supported; dead or diseased trees removed. 1/9/2009 2009 Surface Water Design Manual — Appendix A A-16 'APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 21 - STORMFILTER (CARTRIDGE TYPE) Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Site Trash and debris Any trash or debris which impairs the function of the facility. Trash and debris removed from facility. Contaminants and pollution Any evidence of contaminants or pollution such as oils, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Life cycle System has not been inspected for three years. Facility is re -inspected and any needed maintenance performed. Vault Treatment Area Sediment on vault floor Greater than 2 inches of sediment. Vault is free of sediment. Sediment on top of cartridges Greater than 1/2 inch of sediment. Vault is free of sediment. Multiple scum lines above top of cartridges Thick or multiple scum lines above top of cartridges. Probably due to plugged canisters or underdrain manifold. Cause of plugging corrected, canisters replaced if necessary. Vault Structure Damage to wall, Frame, Bottom, and/or Top Slab Cracks wider than 1/2-inch and any evidence of soil particles entering the structure through the cracks, or qualified inspection personnel determines the vault is not structurally sound. Vault replaced or repaired to design specifications. Baffles damaged Baffles corroding, cracking warping, and/or showing signs of failure as determined by maintenance/inspection person. Repair or replace baffles to specification. Filter Media Standing water in vault 9 inches or greater of static water in the vault for more than 24 hours following a rain event and/or overflow occurs frequently. Probably due to plugged filter media, underdrain or outlet pipe. No standing water in vault 24 hours after a rain event. Short circuiting Flows do not properly enter filter cartridges. Flows go through filter media. Underdrains and Clean -Outs Sediment/debris Underdrains or clean -outs partially plugged or filled with sediment and/or debris. Underdrains and clean -outs free of sediment and debris. Inlet/Outlet Pipe Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged Cracks wider than 1/2-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than Y.-inch wide at the joint of the inlet/outlet pipe. Access Manhole Cover/lid not in place Cover/lid is missing or only partially in place. Any open manhole requires immediate maintenance. Manhole access covered. Locking mechanism not working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Cover/lid difficult to remove One maintenance person cannot remove cover/lid after applying 80 Ibs of lift. Cover/lid can be removed and reinstalled by one maintenance person. Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. Allows maintenance person safe access. Large access doors/plate Damaged or difficult to open Large access doors or plates cannot be opened/removed using normal equipment. Replace or repair access door so it can opened as designed. 1/9/2009 A-30 2009 Surface Water Design Manual — Appendix A APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 21 - STORMFILTER (CARTRIDGE TYPE) Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance Is Performed Gaps, doesn't cover completely Large access doors not flat and/or access opening not completely covered. Doors close flat and cover access opening completely. Lifting Rings missing, rusted Lifting rings not capable of lifting weight of door or plate. Lifting rings sufficient to lift or remove door or plate. 2009 Surface Water Design Manual — Appendix A 1/9/2009 A-31 AUTlAU® V- - Operation and Maintenance STORMINATER SOLUTIONS.4 CatchBasin StormFilterTM Important: These guidelines should be used as a part of your site stormwater plan. Overview The CatchBasin StormFilterTM' (CBSF) consists of a multi -chamber steel, concrete, or plastic catch basin unit that can contain up to four StormFilter cartridges. The steel CBSF is offered both as a standard and as a deep unit. The CBSF is installed flush with the finished grade and is applicable for both constrained lot and retrofit applications. It can also be fitted with an inlet pipe for roof leaders or similar applications. The CBSF unit treats peak water quality design flows up to 0.13 cfs, coupled with an internal weir overflow capacity of 1.0 cfs for the standard unit, and 1.8 cfs for the deep steel and concrete units. Plastic units have an internal weir overflow capacity of 0.5 cfs. Design Operation The CBSF is installed as the primary receiver of runoff, similar to a standard, grated catch basin. The steel and concrete CBSF units have an H-20 rated, traffic - bearing lid that allows the filter to be installed in parking lots, and for all practical purposes, takes up no land area. Plastic units can be used in landscaped areas and for other non -traffic -bearing applications. The CBSF consists of a sumped inlet chamber and a cartridge chamber(s). Runoff enters the sumped inlet chamber either by sheet flow from a paved surface or from an inlet pipe discharging directly to the unit vault. The inlet chamber is equipped with an internal baffle, which traps debris and floating oil and grease, and an overflow weir. While in the inlet chamber, heavier solids are allowed to settle into the deep sump, while lighter solids and soluble pollutants are directed under the baffle and into the cartridge chamber through a port between the baffle and the overflow weir. Once in the cartridge chamber, polluted water ponds and percolates horizontally through the media in the filter cartridges. Treated water collects in the cartridge's center tube from where it is directed by an under -drain manifold to the outlet pipe on the downstream side of the overflow weir and discharged. When flows into the CBSF exceed the water quality design value, excess water spills over the overflow weir, bypassing the cartridge bay, and discharges to the outlet pipe. Applications The CBSF is particularly useful where small flows are being treated or for sites that are flat and have little available hydraulic head to spare. The unit is ideal for applications in which standard catch basins are to be used. Both water quality and catchment issues can be resolved with the use of the CBSF. Retro-Fit The retrofit market has many possible applications for the CBSF. The CBSF can be installed by replacing an existing catch basin without having to "chase the grade," thus reducing the high cost of re - piping the storm system. ©2006 CONTECH Stormwater Solutions Toll -free: 800.548.4667 contechstormwater.com CatchBasin StormFilter Operation and Maintenance Guidelines 1 of 3 Maintenance Guidelines Maintenance procedures for typical catch basins can be applied to the CatchBasin StormFilter (CBSF). The filter cartridges contained in the CBSF are easily removed and replaced during maintenance activities according to the following guidelines. 1. Establish a safe working area as per typical catch basin service activity. 2. Remove steel grate and diamond plate cover (weight z 100 lbs. each). 3. Turn cartridge(s) counter -clockwise to disconnect from pipe manifold. 4. Remove 4" center cap from cartridge and replace with lifting cap. 5. Remove cartridge(s) from catch basin by hand or with vactor truck boom. 6. Remove accumulated sediment via vactor truck (min. clearance 13" x 24"). 7. Remove accumulated sediment from cartridge bay. (min. clearance 9.25" x 11") 8. Rinse interior of both bays and vactor remaining water and sediment. 9. Install fresh cartridge(s) threading clockwise to pipe manifold. 10. Replace cover and grate. 11. Return original cartridges to CONTECH Stormwater Solutions for cleaning and media disposal. Media may be removed from the filter cartridges using the vactor truck before the cartridges are removed from the catch basin structure. Empty cartridges can be easily removed from the catch basin structure by hand. Empty cartridges should be reassembled and returned to CONTECH Stormwater Solutions, as appropriate. Materials required include a lifting cap, vactor truck, and fresh filter cartridges. Contact CONTECH Stormwater Solutions for specifications and availability of the lifting cap. The vactor truck must be equipped with a hose capable of reaching areas of restricted clearance. The owner may refresh spent cartridges. Refreshed cartridges are also available from CONTECH Stormwater Solutions on an exchange basis. Contact the maintenance department of CONTECH Stormwater Solutions at (503) 240-3393 for more information. Maintenance is estimated at 26 minutes of site time. For units with more than one cartridge, add approximately 5 minutes for each additional cartridge. Add travel time as required. 02006 CONTECH Stormwater Solutions Toll -free: 800.548.4667 2 of 3 contechstormwater.com CatchBasin StormFilter Operation and Maintenance Guidelines Mosquito Abatement In certain areas of the United States, mosquito abatement is desirable to reduce the incidence of vectors. In BMPs with standing water, which could provide mosquito breeding habitat, certain abatement measures can be taken. 1. Periodic observation of the standing water to determine if the facility is harboring mosquito larvae. 2. Regular catch basin maintenance 3. Use of larvicides containing Bacillus thuringiensis israelensis (BTI). BTI is a bacterium toxic to mosquito and black fly larvae. In some cases, the presence of petroleum hydrocarbons may interrupt the mosquito growth cycle. Using Larvicides in the CatchBasin StormFilter Larvicides should be used according to manufacturer's recommendations. Two widely available products are Mosquito Dunks and Summit B.t.i. Briquets. For more information, visit http://www.summitchemical.com/mos_ctrI/d efault.htm. The larvicide must be in contact with the permanent pool. The larvicide should also be fastened to the CatchBasin StormFilter by string or wire to prevent displacement by high flows. A magnet can be used with a steel catch basin. For more information on mosquito abatement in stormwater BMPs, refer to the following: http://www.ucmrp.ucdavis.edu/publications/ manag ingmosquitoesstormwater8125. pdf ©2006 CONTECH Stormwater Solutions Toll -free: 800.548.4667 contechstormwater.com CatchBasin StormFilter Operation and Maintenance Guidelines 3 of 3 Save Valuable Land and Protect Water Resources • its StormTech• Detention • Retention • Water Quality Subsurface Stormwater Management" IsolatorTM Row O&M Manual StormTech° Chamber System for Stormwater Management 1.0 The Isolator Row 1.1 INTRODUCTION An important component of any Stormwater Pollution Prevention Plan is inspection and maintenance. The StormTech Isolator Row is a patented technique to inexpensively enhance Total Suspended Solids (TSS) removal and provide easy access for inspection and maintenance. Looking down the Isolator Row from the manhole opening, woven geotextile is shown between the chamber and stone base. 1.2 THE ISOLATOR" ROW The Isolator Row is a row of StormTech chambers, either SC-310, SC-740, DC-780 or MC-3500 models, that is surrounded with filter fabric and connected to a closely located manhole for easy access. The fabric -wrapped chambers provide for settling and filtration of sediment as storm water rises in the Isolator Row and ultimately passes through the filter fabric. The open bottom cham- bers and perforated sidewalls allow storm water to flow both vertically and horizontally out of the chambers. Sediments are captured in the Isolator Row protecting the storage areas of the adjacent stone and chambers from sediment accumulation. Two different fabrics are used for the Isolator Row. A woven geotextile fabric is placed between the stone and the Isolator Row chambers. The tough geotextile provides a media for storm water filtration and provides a durable surface for maintenance operations. It is also designed to prevent scour of the underlying stone and remain intact during high pressure jetting. A non -woven fabric is placed over the chambers to provide a filter media for flows passing through the perforations in the sidewall of the chamber. The Isolator Row is typically designed to capture the "first flush" and offers the versatility to be sized on a vol- ume basis or flow rate basis. An upstream manhole not only provides access to the Isolator Row but typically includes a high flow weir such that storm water flowrates or volumes that exceed the capacity of the Isolator Row overtop the over flow weir and discharge through a manifold to the other chambers. The Isolator Row may also be part of a treatment train. By treating storm water prior to entry into the chamber system, the service life can be extended and pollutants such as hydrocarbons can be captured. Pre-treatment best management practices can be as simple as deep sump catch basins, oil -water separators or can be inno- vative storm water treatment devices. The design of the treatment train and selection of pretreatment devices by the design engineer is often driven by regulatory requirements. Whether pretreatment is used or not, the Isolator Row is recommended by StormTech as an effective means to minimize maintenance requirements and maintenance costs. Note: See the StormTech Design Manual for detailed information on designing inlets for a StormTech system, including the Isolator Row. StormTech Isolator Row with Overflow Spillway (not to scale) MANHOLE WITH OVERFLOW WEIR ECCENTRIC HEADER OPTIONAL ACCESS Ur OPTIONAL PRE-TREATMENT STORMTECH [ISOLATOR ROW j_in/,_/n nNEI /\\ i i it i itf �j STORMTECH CHAMBERS 2 Call StormTech at 888.892.2694 or visit our website at www.stormtech.com for technical and product information. AIS 2.0 Isolator Row Inspection/Maintenance StormTech- 2.1 INSPECTION The frequency of Inspection and Maintenance varies by location. A routine inspection schedule needs to be established for each individual location based upon site specific variables. The type of land use (i.e. industrial, commercial residential), anticipated pollutant load, per- cent imperviousness, climate, etc. all play a critical role in determining the actual frequency of inspection and maintenance practices. At a minimum, StormTech recommends annual inspec- tions. Initially, the Isolator Row should be inspected every 6 months for the first year of operation. For subsequent years, the inspection should be adjusted based upon previous observation of sediment deposition. The Isolator Row incorporates a combination of standard manhole(s) and strategically located inspection ports (as needed). The inspection ports allow for easy access to the system from the surface, eliminating the need to perform a confined space entry for inspection purposes. If upon visual inspection it is found that sediment has accumulated, a stadia rod should be inserted to deter- mine the depth of sediment. When the average depth of sediment exceeds 3 inches throughout the length of the Isolator Row, clean -out should be performed. 2.2 MAINTENANCE The Isolator Row was designed to reduce the cost of periodic maintenance. By "isolating" sediments to just one row, costs are dramatically reduced by eliminating the need to clean out each row of the entire storage bed. If inspection indicates the potential need for main- tenance, access is provided via a manhole(s) located on the end(s) of the row for cleanout. If entry into the manhole is required, please follow local and OSHA rules for a confined space entries. StormTech Isolator Row (not to scale) CATCH BASIN OR MANHOLE SUMP DEPTH BY DESIGN ENGINE OPTIONAL INSPECTION PORT LOCATION PER ENGINEERS DRAWING (4 (100 rand D PVC MAX) SC-740. DC-750. PAC-3500 8 120.4500 - N. (800 ram) PIPE SC-310 - 12. (300 ram) PIPE Examples of culvert cleaning nozzles appropriate for Isolator Row maintenance. (These are not StormTech products.) Maintenance is accomplished with the JetVac process. The JetVac process utilizes a high pressure water noz- zle to propel itself down the Isolator Row while scouring and suspending sediments. As the nozzle is retrieved, the captured pollutants are flushed back into the man- hole for vacuuming. Most sewer and pipe maintenance companies have vacuum/JetVac combination vehicles. Selection of an appropriate JetVac nozzle will improve maintenance efficiency. Fixed nozzles designed for cul- verts or large diameter pipe cleaning are preferable. Rear facing jets with an effective spread of at least 45" are best. Most JetVac reels have 400 feet of hose allow- ing maintenance of an Isolator Row up to 50 chambers long. The JetVac process shall only be performed on StormTech Isolator Rows that have AASHTO class 1 woven geotextile (as specified by StormTech) over their angular base stone. COVER ENTIRE ROW WITH ADS 801 NONWOVEN GEOTEXTLE (OR EQUAL) MC-4500-15A' (4.e m) WIDE STRIP MC-3500- 12.2 (3.0 m) WIDE STRIP SC-740 8 DC-780.2 (2A m) WIDE STRIP SC-310 - S (1.5 m) WADE STRIP CHAMBER (SC-740 SHOWN) w�t.%Si?•`2 STORMTECH END CAP (SC-740 SHOWN) 2 LAVERS OF ADS 315ST WOVEN GEOTEXIILE (OR EQUAL) BETWEEN STONE SASE AND CLAMBERS NC-4500 - 10.3 (3.1 m) WIDE STRIP MC-3500- 8.25' (2.5 m) WIDE STRIP SC-740 8 DC-700.5' (1S m) WIDE STRIP SC-310 -.' (1.2 m) WIDE STRIP Note: For many applications, the non -woven geotextile over the DC-780, MC-3500 and MC-4500 Isolator Row chambers can be eliminated or substituted with the AASHTO Class 1 woven geotextile. Contact your StormTech representative for assistance. Call StormTech at 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 3 3.0 Isolator Row Step By Step Maintenance Procedures Step 1) Inspect Isolator Row for sediment StormTech Isolator Row (not to scale) A) Inspection ports (if present) i. Remove lid from floor box frame ii. Remove cap from inspection riser iii. Using a flashlight and stadia rod, measure depth of sediment and record results on maintenance log. iv. If sediment is at, or above, 3 inch depth proceed to Step 2. If not proceed to step 3. B) All Isolator Rows i. Remove cover from manhole at upstream end of Isolator Row ii. Using a flashlight, inspect down Isolator Row through outlet pipe 1. Mirrors on poles or cameras may be used to avoid a confined space entry 2. Follow OSHA regulations for confined space entry if entering manhole iii. If sediment is at or above the lower row of sidewall holes (approximately 3 inches) proceed to Step 2. If not proceed to Step 3. Step 2) Clean out Isolator Row using the JetVac process A) A fixed culvert cleaning nozzle with rear facing nozzle spread of 45 inches or more is preferable B) Apply multiple passes of JetVac until backflush water is clean C) Vacuum manhole sump as required Step 3) Replace all caps, lids and covers, record observations and actions Step 4) Inspect & clean catch basins and manholes upstream of the StormTech system 1) B) [11 #1�1�1�111�11,IIII�1 i�l'�1�1�1 t 1) A) Sample Maintenance Log Date 3/15/01 9/24/01 6/20/03 7f7103 Stadia Rod Readings Fixed point to chamber bottom (1) 6.3 ft. 6.3 ft. Fixed point to top of sediment (2) none 6.2 5.8 Sediment Depth (1) - (2) 0.1 ft. 0.5 ft. 0 Observations/Actions New installation. Fixed .oint is CI frame at grade Some grit felt Mucky feel, debris visible in manhole and in Isolator row, maintenance due System jetted and vacuumed Inspector djm sm ry djm StormTech• Detention • Retention • Water Quality Subsurface Stormwater Management' 70 Inwood Road, Suite 3 I Rocky Hill I Connecticut 106067 860.529.8188 1888.892.2694 I fax 866.328.8401 I www.stormtech.com StormTech products are covered by one or more of the following patents: U.S. Patents: 5,401,459; 5,511,903; 5,716,163; 5,588,778; 5,839,844; Canadian Patents: 2,158,418 Other U.S. and Foreign Patents Pending Printed in U.S.A. © Copyright. All rights reserved. StormTech Inc., 2011 S090809 PROJECT: PETERSON TRUCK FUELING ISLAND APPENDIX B - DRAINAGE PLANS SHEETS Cl, C2, C3 & C5 Terraforma Design Group, Inc. LEGEND PAVING SECTION (ON-SITE1 PROPERTY NFO MOS NAIL LOOSE PLO on.. MOONSPO NON SHEET INDEX 00801 COMO Rr NUTT KM DAL DUALS CAL PETALS DUALS PROJECT TEAM PROJECT DATA PRELIMINARY PAVING PUW GRAPHIC SCALE APPROVED FOR CWsmucnDI SS NOS. • 2Leamer mar It litipt0 mud N. M., 112 NON Ear, um ....................... LEGEND /W FILTER xFABRIC FENCE Ommxxcn 211020520 ALm J+,—. GUM O 'Cr- r*efd �.x \'' S 0. IMIN MY Yy_ _ JY x m 9 5701111 OW (,pCl ; a • 00 < �' MY +�y[� \ p 2. —O— smei.2 NW �70. . —E— ualeuL teL ;E —RGS WE — LE POW .0 P an NM rac o-1 H( 5111221 UNIT _ \to 4n-263.7e o ® ONO MOUTON NOTE RAIL CONT.( 212023 .2= mesa ant CALL AT LEAST 2 WORKING DAYS BEFORE YOU DIG CALL'B11' o GRAPHIC SCALE slraleMINS ROCK CONSTRUCTION ENTRANCE pie reate PEN DairyTOP- 111.20 ••tY rtPMR LAN to Ll sox LJ VE TE5 tumour. swarm NW ...xr neue ee. ro > IF.a.rr owl IL l r ur Fe cxexexcxn an vm wru oum. III OF SEC. 10, MN. ROE.• W.M.. CITY aF TUNWIU, KING COUNTY, WA �- POM'FqPOLEC uu s0m1L S.raysw 139973' (YEAS.) rm; aD Orr Li= net INNINER rar grMttiui POND vr.K• SEDIMENT POND 0 oho, or `OQ 94 0 urr 'MN ANN Mil orio 02.1220 WW1 MR IL. 12.213 SlArsarItla MON ..221r202 MEW. POMO noun. INLET PROTECTION NOTES: me. ma •---- O CB INLET FILTER OSCAM TEMPORARY SWALE E17019 APPROVED FOR CONSTRUCTION 29.E TRUCK FUELING STATION EROSION CONTROL PLAN 44 '- n�; . n31 69 is'W Le. ub __ an3PT _ ONIT. .e: OSTORMTECH DETENTION SYSTEM LEGEND EN SING PROPOSED __f 8__ rp • 0 O RO UNIVIL/6 ax¢c ra,nu iaa 70= LLv. Nx NONE MS REM SEIRR MAN WIN YLER • LATE NW • Artxxn.6011 • NMI O .011161 .151 ONO tAurf POLE • •x 5.111611.7 NOTE DAYS BEFORE YOU DIG CALL'B11' FOR WFORMATIOA CAL_ STORM0E01 (8E6)6474382 55-110 NO CAP 1/4 w+w AGC6611 ALL xnww WOK IIVOIEF'x`,m cx w++ OSECTION - STORMTECH DETENTION (SC-740) 165O.ME4sa/. :s70 iPe"331 Nxsn7SE ltif. OR WED DE Of uiw4 usruu 0.4 MAMA,SIORMTEN COY PAVEMENT slow 13. COOKY AMMAR USE Awes =wypw sm. Rout Ao ohm. PER Off STD PLAN aa MN 1/4OF SOC. N, TZRA RIE.. N.M. CITY of iUR1WA, KING COUNTY, WA RE R PER .600' s,o. P. -RE�ra ua P(,2'w,- MORTAR (TV, Im) aRva,t ALSTR.OR PLAN n// 3i:1E firffictLYI CB #2 - CONTROL STRUCTURE A PEP ROT STD r R 02,11+1- ts.a PER OR 05-DI (24. 15.05 4 (.M, PEW PPEI ISO) "e (er slN YetY 1e.20 15 „fie',) nx on yciAt 241.6 II OD u (,r6) sle'H Ina Ica 00 6,1 map rem(x) It. A 1,7,0 s w nrrnl 15 w (>nn e a1s21 (el, xn IYE!) n tn) 4o f t•) niivrinn/0 info fRa (eYD R L O/c Ana n10 a'n +cao'xn CEPPEol MI II STORY PIPE SUPPLE i2-6650935 ws.SDR2e P 12. r� P35 rnrAutni 32 OWN PPE PIPE PPP ir MN. PPE LINENS On. +o cmamt PP � ucnntux.O PRE13-018 APPROVED FOR CONSTRUCTION APPRO. PAPPFS Ib 2007833U10 mg. C3 Rwmn 8Ytl OULIN VANED IMLAY GAME 0101.10 COVEN DOE MY NSW NM ON INENI WALL PLAN VIEW SECTION A -A OCB STORMFILTER - 2 CARTRIDGE SCAM KVA STONMFILTER CATCNBASN DESIGN NOTES ANC NEW TO MEET ACCESS COVER TO! rE'VrL MANED MADE POOL ELEVAINDN fN1�T .... AI CATCANANIN FOOL CM Of WAIT ki Me. WoA'.iiF OUTLEI WWI SECTION B-B STORMFILTER CATCNBASN DESIGN NOTES ;ma,NA te, ACCESS COVER t TVA FLOW AR 1,1 910E NMI NW 114 OF SEC. 14,12* W E. , VOL. WY OF 71MPAlk IS COUNTY, WA NO COL.N ATM. SIDE PENYANENT POOL LEVEL Mai STOANDLTEN O. CB STORMFILTER - 3 CARTRIDGE SSW: N.T.S. OWOP:IMP�T EiWieffiiffediE MIM "NMI FLOM...LES BAFFLE PERNIANDIT POOL LEVEL EDNA Lif TING EYE OW Or 41 IN WALL OUTLET STUB CAT NRARMFOUT AI orf• PRE1D01P a co 6 APPROVESFDR CDNSTRUCTION MIEN. PAS IMMO 1/16 ssa RR�R M C5 RMW .RR APPROVAL E)aMF , FILE COPY Permit No. Stormwater Pollution Prevention Plan Stormwater Pollution Prevention Plan For PETERSON TRUCK FUELING STATION Developer Contact Steve Peterson 13310 Interurban Avenue South Tukwila, WA 98168 Ph: (206) 433-0149 Agency City of Tukwila 6300 Southcenter Blvd. Tukwila, WA 98188 (206) 431-2448 Operator/Contractor Not Determined at this Time Project Site Location 13100 48th Avenue South, Tukwila, 98168 Certified Erosion and Sediment Control Lead Not Determined at this Time SWPPP Prepared By Terraforma Design Group, Inc 5027 51 st Avenue SW, Seattle, WA 98136 Pedro DeGuzman, PE, Ph: (206) 923-0590 SWPPP Preparation Date May 28, 2014 Approximate Project Construction Dates March August thru November 2014 5/28/14 APPROVED REVIEWED FOR CODE COMPLIANCE JUL 2 2 2014 City of Tukwila BUILDING DIVISION RECEIVE 'JUN 06 2014 TUKWuu-‘ PUBLIC WORKS RECEIVED CITY OF TUKWILA JUN052014 PERMIT CENTER PILfoi10 Stormwater Pollution Prevention Plan Contents 1. Project Description 1 2. Existing Site Conditions 1 3. Adjacent Areas 1 4. Critical Areas 1 5. Soil 1 6. Potential Erosion Problem Areas 2 7. Construction Phasing 2 8. Construction Schedule 2 9. Financial / Ownership Responsibilities 3 10. Certified Erosion Control Lead 3 11. Engineering Calculations 4 12. Permitting 4 13. Required SWPPP BMP's (12 Elements) 5 14. Inspection and Monitoring 9 Appendix A Site Log and Inspection Forms Appendix B Construction BMPs Stormwater Pollution Prevention Plan 1. Project Description Project Proponent: Steve Peterson Total Project Area: 43,509 sf (0.99 acres) Site Location: 13100 48"' Avenue South, Tukwila, 98168 Parcel #'s: 000300-0045 Zoning: Commercial Required Permits: Building The proposed development consists of the removal of the existing restaurant building, parking lot and landscaping and construction of a new truck fueling station. This Stormwater Pollution Prevention Plan is specific to the Type C Construction Permits related to the onsite improvements. Erosion control measures will include a rock construction entrance, sediment pond, catch basin filter socks and filter fabric fence. The contractor will be required to prevent any generator pollution discharge related to grading, paving, utility, landscaping and road improvements. 2. Existing Site Conditions The site consists of an existing vacant restaurant building, parking lot (currently used for truck storage) and landscaping. The site is generally flat. The onsite drainage discharges to the City storm system via a manhole near the back of the existing sidewalk within 48th Avenue South. 3. Adjacent Areas A fuel station exists to the west; a motel to the east; a commercial truck dealer to the north; Interstate 5 offramp to the south. 4. Critical Areas None. 5. Soil The site is within fill soils. There will be no significant earthwork activities. 1 Stormwater Pollution Prevention Plan 6. Potential Erosion Problem Areas None. 7. Construction Phasing The project demolition and construction will be built in one phase. 8. Construction Schedule We propose to start construction in August 2014 and complete in November 2014. The BMP implementation schedule is driven by the construction schedule. The following provides a sequential list of the proposed construction schedule milestones and the corresponding BMP implementation schedule. The list contains key milestones such as wet season construction. BMP implementation schedule listed below is keyed to proposed phases of the construction project, and reflects differences in BMP installations and inspections that relate to wet season construction. The project site is located west of the Cascade Mountain Crest. As such, the dry season is considered to be from May 1 to September 30 and the wet season is considered to be from October 1 to April 30. The contractor shall revise the following construction schedule based on his start date and construction methods / timing. • Dry Season starts: 5/1/2014 • Estimate of Construction start date: 8/1/2014 • Mobilize equipment on site: 8/1/2014 ■ Mobilize and store all ESC and soil stabilization products (store materials on hand BMP C150): 8/1/2014 • Install ESC measures: 8/2/2014 • Begin site demolition: 8/4/2014 • Begin implementing soil stabilization and sediment control BMPs throughout the site: 8/4/2014 • Site inspections and monitoring conducted weekly and for applicable rain events as detailed in Section 6 of this SWPPP: 8/4/2014 ■ Implement Element #12 BMPs and manage site to minimize soil disturbance during the wet season 8/4/2014 2 Stonnwater Pollution Prevention Plan • Building Construction 8/15/14 • Utility & Drainage Construction 9/1/2014 • Wet Season starts: 10/1/2014 • Final landscaping and planting begins: 11/10/2014 • Building construction, paving & landscaping complete: 11/25/2014 • Remove erosion control fencing, cb protections: 11/25/2014 • Estimate of Construction finish date: 11/30/2014 9. Financial / Ownership Responsibilities The owner / developer is: Steve Peterson 13310 Interurban Avenue South Tukwila, WA 98168 Phone: (206) 433-0149 10. Certified Erosion Control Lead A contractor has not been chosen yet. Once a general contractor is determined, we will provide the County with the contact information for the erosion control lead. General Contractor: Erosion Control Lead Contact: 24hr Emergency Contact Number: 3 SEDIMENT POND DESIGN Project Name: Project Number PETERSON TRUCK FUEL STATION 13035 Stormwater Pollution Prevention Plan By: P.A.D. Date: 4/23/2014 DRAINAGE CRITERIA: TUKWILA RAINFALL METHOD: Santa Barbara Unit Hydrograph (SBUH) METHOD OF ANALYSIS: Step 1) Required Sediment Pond Surface Area Tributary area = Q2= Q100 = H = Storage depth = Z = Sideslope = T = Devratering time = G = Gravity = 0.99 ac 021 cfs 0.41 cfs 2.5 ft 3 flat 24 tr 32.2 ft/s^2 SEDIMENT POND DESIGN Project Name: Project Number PE I ERSON TRUCK FUEL STATION 13035 By: P.A.D. Date: 4/23/2014 DRAINAGE CRITERIA: TUKWILA RAINFALL METHOD: Santa Barbara Unit Hydrograph (SBUH) METHOD OF ANALYSIS: Step 1) Required Sediment Pond Surface Area Tributary area = 0.99 ac Q2 = 021 cis Q100 = 0.41 cfs H = Storage depth = 2.5 ft Z = Sideslape = 3 ft/ft T = Dewatertng time = 24 hr G = Gravity = 32.2 ft/s"2 As = Req'd surface area = Q2 ' 2080 sf/cis = 437 sf Step 2) Provided Sediment Trap Surface Area Provided trap dimensions: width (ft) length tut) bottom = 10 15 water surface = 25 30 AREA= 750 sf. OK! top = 31 36 4 Stormwater Pollution Prevention Plan 13. Required SWPPP BMP's (12 Elements) The following outlines our proposed SWPPP BMP's for the project: Element 1: Mark Clearing Limits Prior to beginning land disturbing activities, including clearing and grading, all clearing limits, sensitive areas and their buffers, and trees that are to be preserved within the construction area shall be clearly marked, both in the field and on the plans, to prevent damage and offsite impacts. Suggested BMPs BMP C233: Silt Fence (to delineate limits of grading work) Element 2: Establish Construction Access • Construction vehicle access and exit shall be limited to one route, if possible, or two for linear projects such as roadways where more than one access is necessary for large equipment maneuvering. • Access points shall be stabilized with a pad of quarry spalls or crushed rock prior to traffic leaving the construction site to minimize the tracking of sediment onto public roads. • If sediment is tracked off site, public roads shall be cleaned thoroughly at the end of each day, or more frequently during wet weather, if necessary to prevent sediment from entering waters of the state. Sediment shall be removed from roads by shoveling or pickup sweeping and shall be transported to a controlled sediment disposal area. Street washing will be allowed only after sediment is removed in this manner. • Street wash wastewater shall be controlled by pumping back onsite, or otherwise be prevented from discharging into systems tributary to state surface waters. Suggested BMPs BMP C105: Stabilized Construction Entrancde BMP C107: Construction Road / Parking Area Stabilization Element 3: Control Flow Rates • Properties and waterways downstream from development sites shall be protected from erosion due to increases in the volume, velocity, and peak flow rate of stormwater runoff from the project site, as required by local plan approval authority. Suggested BMPs BMP C241: Temporary Sediment Pond Element 4: Install Sediment Controls • Prior to leaving a construction site, and prior to discharge to an infiltration facility, stormwater runoff from disturbed areas shall pass through a sediment pond or other appropriate sediment removal BMP. Runoff from fully stabilized areas may be discharged without a sediment removal BMP, but must meet the flow control performance standard of 5 Stormwater Pollution Prevention Plan Element #3, bullet #1. Full stabilization means concrete or asphalt paving; quarry spalls used as ditch lining; or the use of rolled erosion products, a bonded fiber matrix product, or vegetative cover in a manner that will fully prevent soil erosion. • Sediment ponds, vegetated buffer strips, sediment barriers or filters, dikes, and other BMPs intended to trap sediment on -site shall be constructed as one of the first steps in grading. These BMPs shall be functional before other land disturbing activities take place. • Earthen structures such as dams, dikes, and diversions shall be seeded and mulched according to the timing indicated in Element #5. • MPs intended to trap sediment on site must be located in a manner to avoid interference with the movement of juvenile salmonids attempting to enter off -channel areas or drainages, often during non -storm events, in response to rain event changes in stream elevation or wetted area. Suggested BMPs BMP C233: Silt Fence BMP C241: Temporary Sediment Pond Element 5: Stabilize Soils • All exposed and unworked soils shall be stabilized by application of effective BMPs that protect the soil from the erosive forces of raindrop impact and flowing water, and wind erosion. • From October 1 through April 30, no soils shall remain exposed and unworked for more than 2 days. From May 1 to September 30, no soils shall remain exposed and unworked for more than 7 days. This condition applies to all soils on site, whether at final grade or not. • Soils shall be stabilized at the end of the shift before a holiday or weekend if needed based on the weather forecast. • Applicable practices include, but are not limited to, temporary and permanent seeding, sodding, mulching, plastic covering, soil application of polyacrylamide (PAM), the early application of gravel base on areas to be paved, and dust control. • Soil stabilization measures selected should be appropriate for the time of year, site conditions, estimated duration of use, and potential water quality impacts that stabilization agents may have on downstream waters or ground water. • Soil stockpiles must be stabilized from erosion, protected with sediment trapping measures, and when possible, be located away from storm drain inlets, waterways and drainage channels. • Linear construction activities, including right-of-way and easement clearing, roadway development, pipelines, and trenching for utilities, shall be conducted to meet the soil stabilization requirement. Contractors shall install the bedding materials, roadbeds, structures, pipelines, or utilities and re -stabilize the disturbed soils so that: from October 1 through April 30 no soils shall remain exposed and unworked for more than 2 days; and • from May 1 to September 30, no soils shall remain exposed and unworked for more than 7 days. Suggested BMPs BMP C121: Mulching BMP C123: Plastic Covering 6 Stormwater Pollution Prevention Plan Element 6: Protect Slopes • Cut and fill slopes shall be designed and constructed in a manner that will minimize erosion. • Consider soil type and its potential for erosion. • Reduce slope runoff velocities by reducing the continuous length of slope with terracing and diversions, reduce slope steepness, and roughen slope surface. • Off -site stormwater (run-on) shall be diverted away from slopes and disturbed areas with interceptor dikes and/or swales. Off -site stormwater should be managed separately from stormwater generated on the site. • Excavated material shall be placed on the uphill side of trenches, consistent with safety and space considerations. • Stabilize soils on slopes, as specified in Element #5. Element 7: Protect Drain Inlets • All storm drain inlets made operable during construction shall be protected so that stormwater runoff shall not enter the conveyance system without first being filtered or treated to remove sediment. • All approach roads shall be kept clean. All sediment and street wash water shall not be allowed to enter storm drains without prior and adequate treatment. • Inlets should be inspected weekly at a minimum and daily during storm events. Inlet protection devices shall be cleaned or removed and replaced when sediment has filled one- third of the available storage (unless a different standard is specified by the product manufacturer). Suggested BMPs BMP C220: Storm Drain Inlet Protection Element 8: Stabilize Channels and Outlets • Not applicable Element 9: Control Pollutants • All pollutants, including waste materials and demolition debris, that occur on -site shall be handled and disposed of in a manner that does not cause contamination of stormwater. Woody debris may be chopped and spread on site. • Cover, containment, and protection from vandalism shall be provided for all chemicals, liquid products, petroleum products, and non -inert wastes present on the site (see Chapter 173-304 WAC for the definition of inert waste). On -site fueling tanks shall include secondary containment. • Maintenance and repair of heavy equipment and vehicles involving oil changes, hydraulic system drain down, solvent and de -greasing cleaning operations, fuel tank drain down and removal, and other activities which may result in discharge or spillage of pollutants to the ground or into stormwater runoff must be conducted using spill prevention measures, such as drip pans. Contaminated surfaces shall be cleaned immediately following any discharge or spill incident. Emergency repairs may be performed on -site using temporary plastic placed beneath and, if raining, over the vehicle. Stormwater Pollution Prevention Plan • Application of agricultural chemicals, including fertilizers and pesticides, shall be conducted in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Manufacturers' recommendations for application rates and procedures shall be followed. • BMPs shall be used to prevent or treat contamination of stormwater runoff by pH modifying sources. These sources include, but are not limited to, bulk cement, cement kiln dust, fly ash, new concrete washing and curing waters, waste streams generated from concrete grinding and sawing, exposed aggregate processes, and concrete pumping and mixer washout waters. Stormwater discharges shall not cause or contribute to a violation of the water quality standard for pH in the receiving water. • Construction sites with significant concrete work shall adjust the pH of stormwater if necessary to prevent violations of water quality standards. Suggested BMPs BMP C151: Concrete Handling BMP C152: Sawcutting and Surfacing Pollution Prevention Element 10: Control De -Watering • Not Applicable Element 11: Maintain BMPs • All temporary and permanent erosion and sediment control BMPs shall be maintained and repaired as needed to assure continued performance of their intended function. All maintenance and repair shall be conducted in accordance with BMP specifications. • All temporary erosion and sediment control BMPs shall be removed within 30 days after final site stabilization is achieved. Sediment shall be removed or stabilized on site. Disturbed soil areas resulting from removal of BMPs or vegetation shall be permanently stabilized. Element 12: Manage The Project • Phasing of Construction - Development projects shall be phased where feasible in order to prevent soil erosion and, to the maximum extent practicable, the transport of sediment from the site during construction. Revegetation of exposed areas and maintenance of that vegetation shall be an integral part of the clearing activities for any phase. • Clearing and grading activities for developments shall be permitted only if conducted pursuant to an approved site development plan (e.g., subdivision approval) that establishes permitted areas of clearing, grading, cutting, and filling. When establishing these permitted clearing and grading areas, consideration should be given to minimizing removal of existing trees and minimizing disturbance/compaction of native soils except as needed for building purposes. These permitted clearing and grading areas and any other areas required to preserve critical or sensitive areas, buffers, native growth protection easements, or tree retention areas as may be required by local jurisdictions, shall be delineated on the site plans and the development site. • Seasonal Work Limitations - From October 1 through April 30, clearing, grading, and other soil disturbing activities shall only be permitted if it can be demonstrated that silt -laden runoff will be prevented from leaving the site through a combination of the following: 8 Stormwater Pollution Prevention Plan 1.Site conditions including existing vegetative coverage, slope, soil type and proximity to receiving waters; and 2. Limitations on activities and the extent of disturbed areas; and 3. Proposed erosion and sediment control measures. The following activities are exempt from the seasonal clearing and grading limitations: 1.Routine maintenance and necessary repair of erosion and sediment control BMPs; 2.Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil; and 3. Activities where it can be demonstrated, to the satisfaction of Kitsap County, that there is one hundred percent infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. • Coordination with Utilities and Other Contractors - The primary project proponent (SWPPP designer) shall evaluate, with input from utilities and other contractors, the stormwater management requirements for the entire project, including the utilities, when preparing the Construction SWPPP. 14. Inspection and Monitoring All BMPs shall be inspected, maintained, and repaired as needed to assure continued performance of their intended function. Site inspections shall be conducted by a person who is knowledgeable in the principles and practices of erosion and sediment control. The person must have the skills to 1) assess the site conditions and construction activities that could impact the quality of stormwater, and 2) assess the effectiveness of erosion and sediment control measures used to control the quality of stormwater discharges. • For all major developments an individual shall be identified in the Construction SWPPP and shall be on -site or on -call at all times. • For sites with one or more acres of land disturbing activity or that are part of a larger scale of development, this individual shall be a Certified Erosion and Sediment Control Lead (CESCL). • For other major developments this individual may be either a CESCL or the project engineer. For construction sites one acre or larger that discharge stormwater to surface waters of the state, a Certified Erosion and Sediment Control Specialist shall be identified in the Construction SWPPP and shall be on -site or on -call at all times. Certification may be obtained through an approved training program that meets the erosion and sediment control training standards established by Ecology. Whenever inspection and/or monitoring reveals that the BMPs identified in the Construction SWPPP are inadequate, due to the actual discharge of or potential to discharge a significant amount of any pollutant, appropriate BMPs or design changes shall be implemented without delay. Maintaining an Updated Construction SWPPP - The Construction SWPPP shall be retained on - site. The SWPPP shall be modified whenever there is a significant change in the design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the state. The SWPPP shall be modified, if during inspections or investigations conducted by the owner/operator, or the 9 Stormwater Pollution Prevention Plan applicable local or state regulatory authority, it is determined that the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. The SWPPP shall be modified as necessary to include additional or modified BMPs designed to correct problems identified. Revisions to the SWPPP shall be completed within seven (7) calendar days following the inspection. 10 Stormwater Pollution Prevention Plan Appendix A — Site Inspection Forms (and Site Log) The results of each inspection shall be summarized in an inspection report or checklist that is entered into or attached to the site log book. It is suggested that the inspection report or checklist be included in this appendix to keep monitoring and inspection information in one document, but this is optional. However, it is mandatory that this SWPPP and the site inspection forms be kept onsite at all times during construction, and that inspections be performed and documented as outlined below. At a minimum, each inspection report or checklist shall include: a. Inspection date/times b. Weather information: general conditions during inspection, approximate amount of precipitation since the last inspection, and approximate amount of precipitation within the last 24 hours. c. A summary or list of all BMPs that have been implemented, including observations of all erosion/sediment control structures or practices. d. The following shall be noted: i. locations of BMPs inspected, ii. locations of BMPs that need maintenance, iii. the reason maintenance is needed, iv. locations of BMPs that failed to operate as designed or intended, and v. locations where additional or different BMPs are needed, and the reason(s) why e. A description of stormwater discharged from the site. The presence of suspended sediment, turbid water, discoloration, and/or oil sheen shall be noted, as applicable. f. A description of any water quality monitoring performed during inspection, and the results of that monitoring. General comments and notes, including a brief description of any BMP repairs, maintenance or installations made as a result of the inspection. h. A statement that, in the judgment of the person conducting the site inspection, the site is either in compliance or out of compliance with g. Stormwater Pollution Prevention Plan the terms and conditions of the SWPPP and the NPDES permit. If the site inspection indicates that the site is out of compliance, the inspection report shall include a summary of the remedial actions required to bring the site back into compliance, as well as a schedule of implementation. Name, title, and signature of person conducting the site inspection; and the following statement: "I certify under penalty of law that this report is true, accurate, and complete, to the best of my knowledge and belief'. When the site inspection indicates that the site is not in compliance with any terms and conditions of the NPDES permit, the Permittee shall take immediate action(s) to: stop, contain, and clean up the unauthorized discharges, or otherwise stop the noncompliance; correct the problem(s); implement appropriate Best Management Practices (BMPs), and/or conduct maintenance of existing BMPs; and achieve compliance with all applicable standards and permit conditions. In addition, if the noncompliance causes a threat to human health or the environment, the Permittee shall comply with the Noncompliance Notification requirements in Special Condition S5.F of the permit. Stormwater Pollution Prevention Plan Project Name: Inspector Name: Date: Inspection Type: Site Inspection Form General Information Title: CESCL # : Time: o After a rain event ❑ Weekly o Turbidity/transparency benchmark exceedance o Other Weather Precipitation Since Description of General last inspection Site Conditions: Inspection of BMPs Element 1: Mark Clearing Limits BMP: Location BMP: Location Inspected Functioning YN YNNIP Inspected Y N Functioning NIP Y Element 2: Establish Construction Access BMP: Location BMP: Location Inspected Y N Inspected Y N Functioning NIP Y Functioning Y NIP N In last 24 hours Problem/Corrective Action Problem/Corrective Action Pr lem/Corrective Action Problem/Corrective Action N N Stormwater Pollution Prevention Plan Element 3: Control Flow Rates BMP: Location BMP: Location Inspected Y N Inspected Y N Functioning NIP Y N Functioning NIP Y Element 4: Install Sediment Controls BMP: Location BMP: Location BMP: Location BMP: Location BMP: Location Inspected Y N Inspected Y N Inspected Y N Functioning NIP Y N Functioning NIP Y Functioning NIP Y Inspected Functioning YN YNNW Inspected Y N Functioning NIP Y Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action N N N N Stormwater Pollution Prevention Plan Element 5: Stabilize Soils BMP: Location BMP: Location BMP: Location BMP: Location Inspected Functioning YN Y N NIP Inspected Y N Inspected Y N Inspected Y N Element 6: Protect Slopes BMP: Location BMP: Location BMP: Location Inspected Y N Inspected Y N Functioning NIP Y N Functioning NIP Y Functioning Y NIP N Functioning NIP Y N Functioning NIP Y N Inspected Functioning YN YNNW Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action N Stormwater Pollution Prevention Plan Element 7: Protect Drain Inlets BMP: Location BMP: Location BMP: Location Inspected Y N Functioning Y NIP N Inspected Functioning Y N ®® NIP Inspected Y N Functioning Y NIP N Element 8: Stabilize Channels and Outlets BMP: Location BMP: Location BMP: Location Inspected Y N Inspected Y N Inspected Y N Functioning NIP N Functioning Y NIP N Functioning Y NIP N BMP: Location Inspected Functioning Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Stormwater Pollution Prevention Plan Y N Element 9: Control Pollutants BMP: Location BMP: Location Inspected Y N Inspected Y N Element 10: Control Dewatering BMP: Location BMP: Location BMP: Location Inspected Y N Inspected Y N Inspected Y N Y N Functioning NIP Y Functioning NIP Y Functioning NIP Y N Functioning NIP Y Functioning NIP Y Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action N N N N Stormwater Pollution Prevention Plan Stormwater Discharges From the Site Location Turbidity Discoloration Sheen Location Turbidity Discoloration Sheen Observed? Y N Problem/Corrective Action Stormwater Pollution Prevention Plan Water Quality Monitoring Was any water quality monitoring conducted? o Yes o No If water quality monitoring was conducted, record results here: If water quality monitoring indicated turbidity 250 NTU or greater; or transparency 6 cm or less, was The City notified by phone within 24 hrs? o Yes o No If The City was notified, indicate the date, time, contact name and phone number below: Date: Time: Contact Name: Phone #: General Comments and Notes Include BMP repairs, maintenance, or installations made as a result ofthe inspection. Were Photos Taken? o Yes o No If photos taken, describe photos below: Stormwater Pollution Prevention Plan Appendix B - Construction BMPs BMP C105: Stabilized Construction Entrance BMP C107: Construction Road/Parking Area Stabilization BMP C120: Temporary and Permanent Seeding BMP C121: Mulching BMP C123: Plastic -Covering BMP C140: Dust Control BMP C150: Materials On Hand BMP C151: Concrete -Handling BMP C152: Sawcutting and Surfacing Pollution Prevention BMP C153: Material Delivery, Storage and Containment BMP C160: Certified Erosion and Sediment Control Lead BMP C162: Scheduling BMP C200: Interceptor Dike and Swale BMP C207: Check Dams BMP C220: Storm Drain Inlet Protection BMP C233: Silt Fence BMP C241: Temporary Sediment Pond BMP CleS: Stabilized Ceafatrnetbo Entrance A. Purpose Construction entrances are stabilized to reduce the amount of sediment transported onto paved roads by vehicles or equipment by constructing a stabilized pad of quarry :palls at entrances to construction sites. B. conditions err Use Construction entrances shall be stabilized wherever traffic will be leaving a construction site and traveling on paved roads or other paved areas within 1,000 feet of the site. C. Design and installation Speelbcatlsns 1. See Figure 4.2 for details. Nate: the 100' maimum length of the entrance niay be reduced to the maxiotum practicable size when the size or configuration of the site does not allow the Rill length (100'). 2. A separation Seotexik shall be placed under the spells to prevent fine sediment from pumping up into the rock pad. The geotextile shall meet the following standards: a. Grab Tousle Shength (ASTM D4751) 200 psi min. b. Grab Tensile Ebngation (ASTM D4632) 30% max. c. Mullen Must Strength (ASTM D3786,80u) 400 psi min. d. AOS (ASTM D4751) 20-45 (U.S. standard sieve size) 3. Consider early installation of the fast lift of saphak in areas that will be paved; this can be used as a stabilized entrance. Also consider the installation of excess COSMIC as a stabilized entrance. Dtrieg large concrete pours, excess concrete is o8en available for this purpose. 4. Fencing (see BMPs C 103 and C104) shall be installed as necessary to restrict traffic to the construction entrance. 5. Whenever pomible, the estrum shall be constructed on a firm. compacted subgrade. This can substantially ocrease the effectiveness of the pad and reduce the naafi for mainteaamce. D. Maintenance Standards 1. Quarry spells shell be added if the pad is no longer in accordance with the specifications. 2. If the entrance is not preventing sediment from being tracked onto pavement, then alternative rnessrres to keep the streets free of sediment shall be used. This may include stied sweeping, an increase in the dimensions of the entrance, or the installation of a wheel wash. 3. Any sediment that is tracked onto pavement shall be removed by shoveling or street sweeping. The sediment code ed by swing shall be removed or stabilized cn site. The pavement shall sat be cleaned by washing down the street, except when sweeping is ineffective and these is a threat to public safety. If it is necessary to wash the sheets, the construction of a small sump shall be considered. The sediment would then be washed into the sump where it can be controlled. 4. Any quarry spans that are boseeed from the pod, which end up at the roadway shall be removed immediately. 5. If vehicles are entering or exiting the site at points other than the construction entrance(s), fencing (see BMPs C103 and C 104) shall be installed to control traffic. 6. Upon project conviction and site stabilization, all construction accesses intend as permanent accen for maintenance shall be permanently stabilized, Figure 2.2 Stabilised Contraction Entrance 15" min. BMP C107: Cooatruartloo Road/Parking Area Stabilization A. Purpose Stabilizing subdivision reacts, parking arena and other mite vehicle transportation routes immediately after grading reduces erosion caused by construction traffic or runoff. 8. Conditions of Use 1. Roads or puking amass shall be stabilized wherever they are constructed, whether permanent or temporary, for use by constriction traffic. 2. Fencing (see BMPs CI03 and C104) shall be installed, if necessary, to limit the access of vehicles to only those roads and parking areas that ale stabilized. C. Design and Instellatiao Specdltcadons 1. On areas that will receive asphalt as pan of the project, install the fist lift as soon as passible. 2. A 6-inch depth of 2- to 4-inch crushed rock, gravel base, or crushed surfacing base course shall be applied immediately after grading or utility insrllatian. A fl- inch course of ssphalt treated base (ATB) may also be used, or the road/parking area may be paved. It may also be possible to use cement or calcium chloride for soil stabilization. If cement or cement kiln dust is used for roadbase stabilization, pH monitoring and BMPs are necessary to evaluate and minimize the effects on stormwater. If the area will not be used for permanent roads, parking areas, or structures, a 6-inch depth of hog Net may also be used, but this is rely to require more maintenance. Whenever possible, construction roads and parking areas shall be placed on a fan, c inpac d subgrade. 3. Temporary road gradients shall not exceed 15 percaent. Roadways shall be earthily graded to drain. Drainage ditches shall be provided on each side of the roadway in the case of a crowned section, or on one side in the case of a super - elevated section. Drainage ditties shall be directed to a sediment control BMP. 4. Rather that nelyig on ditches, it may also be pose role to grade the road so that runoff sheet flow s into a heavily vegetated area with a well -developed topsoil. Landscaped areas are not adequate. If this area has at least 90 feet of vegetation, then it is generally preferable to use the vegetation to treat runoff rather than a sediment pond or tap. The 50 find shal not include wetlands If naao8' is allowed to sheetflow through adjacent vegetated areas, it is vital to design the roadways and patting areas so that no concentrated runoff is created. 5. Sturm drain inlets shall be protected to prevent sediment -laden water mitring the storm drain system (see BMP C220). Q Ma1.temoce Staariarde 1. Inspect stabilized areas regularly, especially after large storm events. 2. Cashed rock, gravel base, hog fuel, etc. shall be added as required to maintain a stable driving surface and to stabilize any arcs that have eroded. 3. Following construction, these areas shal be restored to pre-consnuction condition or better to prevent futtre erosion. BM? CID!: Temporary and Persaaaesrt Seedling A. Purpose Seeding is intended to reduce erosion by stabilizing exposed soils. A well -established vegetative cover is one of the most effective methods of reducing erosion. B. Candklans a( Use I . Seeding may be used throughout the project an disturbed areas dot lave reached final grade or that will remain uaworked for more than 30 days. 2. Channels that will be vegetated should be instalkd before major earthwork and hydioseeded with a Bonded Fiber Matix. The vegetation should be well established (i.e.. 75 percent cover) before waters allowed to flow in the ditch. With channels that wil have high flows, erasion control blankets should be iastalbd over the hydroseed. If vegetation cannot be established from seed before waters allowed in the ditch, sod should be instalkd in the bottom of the ditch over hydramukh and blankets. 3. Reteationldetentian ponds should be seeded as required 4. Mulch is required at all times because it protects seeds from heat, moisture loos, and transport due to ntndT. 5. All disturbed areas shall be reviewed in late August to early September and all seeding should be completed by the end of September. Otherwise. vegetation will tot establish itself enough to provide more than average protection. 6. At final site stabilization, all disturbed areas not otherwise vegetated or stabilized shall be seeded and mulched Final stabilization means the completion of all soil disturbing activities at the sae and the establishment of a permanent vegetative cover, or equivalent permanent stabilization measures (such as pavement, riprap, pbioas or geotextiks) which will prevent erosion C. Design and iaatalllad.a Specifications 1. Seeding should be done during those seasons most conducive to growth and will vary with the climate conditions of the region. 2. The optimum seeding windows fur western Washington are April 1 through June 30 and September I through October 1. Seeding that occurs between July 1 and August 30 will require irrigation until 75 percent grass cover is established. Seeding that occurs between October 1 and March 30 will require a mulch or plastic cover until 75 patent gas cover is established. 3. To prevent seed from being washed away, confrm that all required surface water control measures have been installed. 4. The seedbed should be firm and rough. All sod should be roughened no neater what the slope. If compaction is spired for engineering purposes, slopes must be track walked brine seeding. Backbiadirg or smoothing of slopes greater than 4_1 is not allowed if they are to be seeded. 5. New and mare effective -based landscape practices rely on deeper incoiporation than that provided by a simple single -pass rototilhng treatment Wherever practical the subgzade should be initially ripped to improve long-term permeabibty, infiltration, and water inflow qualities. At a minimum, permanent areas shall use soil amendments to achieve organic matter and permeability performance defined in engineered soil/landscape systems. For systems that are deeper than 8 inches the rototiling process should be done in multiple lifts, or the prepared soil system shall be prepared properly and then placed to achieve the specified . 6. Organic maser is the moat appropriate form of "fertilizer" because it provides nutrients (ircludog nitrogen, phosphorus, and potassum) in the least water- solubk form. A natural system typically releases 2-10 percent of its nutrients annually. Chemical fertilizers have since been formulated to simulate what organic matter does aatunily. 7. In general, 10-4-6 N-P-K (nitrogen -phosphorus -potassium) fertilizer can be used at a rate of 90 pounds per acre. Slow -release fetilizrrs should always be used because they are more efficient and have fewer environmental impacts. h is recommended that areas being seeded for furl landscaping conduct Soil tests to determine the exact type and quantity of fertilizer needed. This will prevent the over -application of fertiliser. Fertilizer should not be added to the hydronadch machine and agitated more than 20 minutes before it is to be used. If agitated too much. the slow -release coating is destroyed. 8. There are numerous produces available on the market that takes the place of chemical fertilizers` These include several with seaweed extracts that are beneficial to soil microbes and organisms. If 100 percent cottonseed meal is used as the mulch in hydroseed, chemical fertilizer may not be necessary. Cottonseed meal is a goad source of long-term, slow -release, available nitrogen. 9. Hydmseed applications shall include a minimum of 1,500 pounds per acre of mulch with 3 percent tackifier. Mulch may be made up of 100 percent: cottonseed meal; fibers made ofwood, mewled cellulose, hemp. and kenaf; compost or blends of these. Tackifier shall be plant -based, such as guar or alpha plantago, or chemical -based such as pdyacrylamide or polymers. Any mulch or tackifier product used shall be Entailed per manufacturer's insuuctians. Generally, mulches cane in 40-50 pound bugs. Seed and fertilizer are added at time of application. 10. Mulch is always required far seeding. Mulch can be applied on top of the seed or simultaneously by hydrosreding. 11. On steep slopes. Bonded Fiber Matrix (BFM) or Mechanically Bonded Fiber Matrix (MBFM) products should be used BFM'MBFM products ate applied at a minimum rate of 3,000 pounds per acre of mulch with approximately 10 percent tackifier. Application is made so that a minimum of 95 percent soil coverage is achieved Numerous products are available commercially and should be installed per manufacturer's istactioas. Most products require 24-36 hours to true before a rainfall and cannot be isestaled on wet or saturated sails. Generally, these products come in 40-50 pound bags and include all accessary ingredients except for seed and fertilizer. BFMs and MBFMs have some advantages over blankets: a. No surface preparation required; b. Can be installed via helicopter in remote areas; c. On slopes steeper than 2.5:1, blanket installers may nand to be roped and harneaaod for safety; In mast cases, the shear strength of blankets is not a factor when used on slopes, only when used in charnels. BFMs and MBFMs we good alternatives to blankets in most situations where vegetation establishment is the goal. 12. When installing seed via hydroseeding operations, only about 1/3 of the seed actually ends up m contact with the soil surface. This reduces the ability to establish a good stand of grass quickly. One way to overcome this is b increase seed quantities by up m 50 percent. 13. Vegetation establishment can also be enhanced by dividing the hydreanulch operation into two phases: 14. Phase 1- Install all seed and fertilizer with 25-30 percent mulch and tackifier onto soil in the first lift; 15. Phase 2- Install the rest of the mulch and tackifier over the first lift. An alternative is b install the mulch, seed, fertilizer, and tackifier in one lift. Then, spread or blow straw over the top of the hydromulch at a rate of about 8O0-1000 pounds per acre. Hold straw in place with a standard tackifier. Both of these approaches will increase cost moderately but will greatly improve and enhance vegetative establishment. The increased cast may be offset by the reduced need for: a. Irrigation b. Reapplication of mulch c. Repair of failed slope surfaces This technique works with standard hydrornuich (1,500 pounds per acre minimum) and BFM /MBFMs (3,000 pounds per acre minimum). 16 Areas to be permanently landscaped shall provide a healthy topsoil that reduces the need far fertilizers, improves overall topsoil quality, provides for better vegetal health and vitality, improves hydrologic characteristics, and reduces the need for irrigation. This can be accomplished in a number of ways. Recent research has shown that the best method to improve till soils is b amend these soils with compost. The optimum mixture is approximately two parts soil to one part compost. This equates to 4 inches of compost mixed to a depth of 12 inches in till soils. increasing the concentration of compost beyond this level can have negative effects on vegetal health, while decreasing the concentration can reduce the benefits of amended soils. Please note: The compost shall meet specifications per WSDOT Standard 9-14.4(8). Other soils, such as gravel or cobble outwash soils, may require different approaches. Organics and fines easily migrate through the loose structure of these soils. Therefore, the importation of at least 6 inches of quality topsol, underlain by some type of' filter fabric b prevent the migration of fines, may be more appropriate for these soils. Areas that already have good topsoil, such as undisturbed areas, do not require soil amendments. 17 Areas that will be seeded only and not landscaped may need compost as meal - based mulch included in the hydroseed in order to establish vegetation. Native topsoil should be re -installed on the disturbed soil surface before application. 18 Seed that is installed as a temporary measure may be installed by hand if it will be covered by straw, mulch, or topsoil. Seed that is installed as a permanent measure may be installed by hand on small areas (usually less than 1 acre) that will be covered with mulch, topsoil, or erosion blankets. The seed mixes listed below include reconmiended mixes for both tenporary and permanent seeding. These mixes, with the exception of She wetland mix, shall be applied at a rate of 120 pounds per acre. This rate can be reduced if soil amendments or slow -release fertilizers are used. Local suppliers or the local conservation district should be consulted for their recommendations because the appropriate mix depends on a variety of factors, including location, exposure, soil type, slope, and expected foot traffic. Alternative seed mixes approved by the local authority may be used. Table 2.1 represents the standard mix for those areas where just a temporary vegetative cover is required. Table 2.1 Temporary Erosion Control Smrd Nix % W a % Purl* %Gsr.YMias C►ewipe or annual blaeaa. Fsasca rostra warr coatat.etara or Poo matt 40 98 90 Perennial rye - Whin venom 30 98 90 Ramp or colonial Warrior Arcs* adbaar Air rtis Prins 5 92 85 Wbla dutch clover Trii*lia.t raven 5 98 90 Table 2.2 ides just o recommended tweraibility for I Table 2.2 Landecadin Seed - % waist % hrt % Grti.aa. Peraanil ryeblend Lohman parser 70 98 90 Chewier evert red innate bleed Festraa 30 98 90 rarbra ear cvnamitrm at Fesac+a 'ultra Ttis turf sand mix in Table 23 is for dry situations wtere there The advantage is that this nix rovuins very link maiDtoraace. no Deed for much water. Table 2.3 lute-Geerrine Turf Said Nix % wit % curb %Germ) .tin. Dwarfed! fame (avers! varied* Ferara an:mamm a 45 98 90 Dwarfperawial rye Malay) Latium pain w vac. barrio, 30 98 90 Red fame Femora mbar 20 98 90 Colonial be.ipeaa Agresti: bags 3 98 90 Table 2.4 presents a nix receded for bioswales and other intermittently wet areas. Table 2.4 Rio.tral. Seed Mix %wtttlus % ecru %Gt utsrtlo. Tull or meadow fercue Foam ca ersaadl►ancwa a Fat.oa dctlar 73-80 98 90 SessideiCrcepkg beatgnen A ro& palianne 10-15 92 85 bailey hempen Asasab alba or Arattb Bearee 3-10 90 80 • Aimdgded & argmnr. M. ilydraseedirg Cad* Wetlaarrts Seal Mix The seed nix shown m Tabk 25 is a recommended taw -growing, relatively Don -invasive seed mix appropriate for very wet areas that we not regulated wetlands. Other mixes may be appropriate„ depending on the sod type and hydrology of the area. Recent rem:inch suggests the bentgrass ((groans sp.) should be emphasized in wet -area seed mixes. Apply this mixture at a rate of 60 pounds per acne. Table 2,5 Wet Area Seed tie % s % parity % Coaelaster Tad at meadow fescue Fesaca auandMava a Fesara elsd r 6040 98 90 Ses.idotreepis8 beaus. A pt afispis man% lass 98 83 Meadow toxtsel Ateporerur patescis 10.15 90 80 Able clover Trifoliate hydrihrs s-6 98 90 Redbp 6estgrsu Agroarls silt? 14 92 85 i 4l Brirgrsrn. tar. H}ikaardng Cade Waimea Seal Mk The meadow seed mix it Table 2.6 is nxonanended for areas that will be maintained infrequently or not at an and where colonization by native plants is desirable. Likely apphcatioaa include rural toad and utility right-of-way. Seeding should take plrte in September or very early October in order to obtain adequate establishment prior to the winter months. The appropriateness of clover in the nix may need to be considered, as this can be a fairly invasive species. if the sail is amended, the addition of clover may not be necessary. Table 21 Meadow Seed lie % wages % Palo % Cwrdssetss Raloop t r mar ltcali. Alma iialb.orAvaatlsorrrowan..ir 20 92 25 Red fescue Fasarca tubas 70 98 90 Mate iitth clove mibtasnt reams 10 98 90 D. Maintenance Standards 1. Any seeded areas that fail to estabish at least 80 pendent cover (100 percent cover for areas drat receive sheet or conccntrased Bows) shall be reseeded If reseeding is iacfbctive, an ahernate method, such as sodding. mukhing. or nets/blankets. shall be used. 2. Mier adequate cover is achieved. any areas that experience erosion shall be reseeded and protected by match. lithe erosion problem is drainage rebind, the problem shall be fixed and the eroded area reseeded and protected by mulch. 3. Seeded areas shall be supplied with adequate moisture, but not watered b the extent That it causes runoff BMP C121: Mulching A. Purpose The purposed mulching soils is b provide immediate temporary protection from erosion. Mulch also enhances plant establishment by conserving moisture, holding fertilizer. seed. and topsal in place, and moderating soil temperatures. There are an enormous variety ((mulches that can be used. Only the mast common types are discussed in this section. B. Conditions of file As a temporary coves measuue, mulch should be used: 1. On disturbed areas that require cover measures for less than 30 days. 2. As a cover for seed during the wet season and during the hot summer months. 3. During the wet season on slopes steeper than 3H: IV with more than 10 feet of vertical relief. 4. Mulch may be applied at any time of the year and must be refreshed periodically. C. Design sad In tatadoe Speddeatloss For mulch materials, application rates, and specifications, see Table 2.7. Nate: Thicknesses may be increased for disturbed areas in or near sensitive areas or other arm highly susceptible to erosion. Mulch used within the ordinary high-water mark of surface wtucts should be selected to minimize potential flotation of organic matter. Composted organic materials have higher specific gravities (de siies) than straw, wood, or clipped materia L IX Maintenance Standards 1_ The thickness of the cover mast be maintained. 2. Any areas that experience erosion shalt be remdched and/or protected with a net or blanket. If the erosion problem is drainage related. them the problem shall be fixed and the eroded area remulched. TaIds 2.7 Mulch Slandards and G ddadinss Mulch Material Quality Sessdarda Application Rates Remarks Straw Air-dried: free from mdeairabk seed and course material. r-3" thick; 5 bales pe 1000 sf or 2-3 tones pa AM Cost-effective protection when applied with adequate thickness. Hard -application peuetally requires greater thickness Ian bleawu straw. The thickness ness of straw may be reduced by hralfwhai used n catquietiom with seeding, bi windy seas straw must be held in place by crimping, using a taekiber, a covering with netting. Blown stave always has to be held in place with a tadcifier as even light winds will blow it away. Shaw, however, has several deficiencies that should be crosideted when selecting mulch matetiab. k often introduces and/or encourages the propagation of weed species and it has no significant long-term benefits. Straw should be used only if mukbea watt long -dean benefits ate mavaibble locally. It should also not be used within the ordinary high-water ekwatim of arfice waters (due to flotation). Hydramukih No growth inhibiting factors. Approx. 25-30 In per 1000 of or 1500 -2000 ks pet act Shall be applied with bydmmukber, Shall not be used without seed and tackifiar unless the apphcatiem rat is at kast doubled. Fibeta longer than about '.-1 inch clog hydennuldi equipment. Fibers should be kept to lees than % inch Composted With and Compost No visible water or dust during handing. Must be pudclased from supplier with Solid Waste Handling Peemit (mkas exempt). 2" thick min; apiece.. 100 tons per acre (appear.. 800 lbs per yard) Mote effective control can be obtained by ncites* thidmesa to 3". Excelkat mulch for protecting final grades until landscaping because it am be directly seeded or tilled into soil as an ameiabnent. Compacted mulch bus a comer are gradation than compost. It is mote stable aid practical to use in wet areas and during airy weather conditions. Chipped Sac Vegetation Average sine shall be several inches. Gradations from fines to 6 rubes in length for tutus, variation, and interlocking properties. 2" minimum thiclwesa This is a set -effective way to dispose of debris Iota clearing and gobbing, and it eliminates the problems associated with burning. Generally, it should not be used on slopes above approx. 10% because of its tendency to be transported by runoff It is not iecosmmded within 200 feet of surface waters. If seeding is expected shady after 'ankh, the decomposition often chipped vegetation may tie up nutrients important to grass establihneet. Wood -based Mulch No visibk water or dust during handling. Must be pun:based from a supplier with a Solid Waste Handling Patna or me exempt from solid waste reguatioms. 2" thick, sppra k. 100 tom per act (approx. 800 ks. per cubic yard) This material is oken called "hag or hogged fuel." It is uaabie as a mateia! for Stabibred Construction Enhances (BMP C105) and as a mulch The use of mulch ukimately improves the organic manta in the soil. Special caution is advised regal ding the smite aid composition of wood - based middies. lea prelsation typically does not provide any weed seed control, so evidence of aaidaal vegetation in its ctu osition or known inclusion awed pants a seeds should be moored and prevented (or minimized). BMP C123: Masik Coveting A. Purpose Plastic covering provides immediate, short-term erasion protection to slopes and disturbed areas. L CoedtMss or Use I . Plastic covering may be used on disturbed arras that !aquae cover incomes for less than 30 days. except as stated below. 2. Plastic is particularly useful for protecting cut and fill slopes and stockpiles. Note: The nelatirely rapid breakdown of most polyethylene sheeting makes it wssuitable far long-term (greater than six months) applications. 3. Clear plastic sheatiig can be used over newly -seeded areas to create a greenhouse effect and encourage grass growth if the hydroseed was installed too late in the season to establish 75 percent grass cover. or if the wet scroll started tndier than normal Clear plastic should not be used for this purpose during the summer months because the vaulting high temperatures can kill the grass. 4. Due to rapid runoff caused by plastic sheeting, this method shall not be used upslope of areas that might be adversely impacted by concentrated runoff Such areas include steep andlor unstable slopes. 5. Wilk plastic is inexpensive to piuchase. the added cost of installation, maintenance, removal, and disposal any nuke this optics more expensive than others. b. Whenever plastic is used to protect slopes, water collection measures must be installed at the base of the slope. These measures include plastic -covered berms, channe4, and pipes used m covey cleat, rainwater away from bare sal and disturbed areas. At no time is clean runoff from a plastic covered slope to be mixed with dirty runoff from a project. 7. Other uses for plastic include: a. Temporary ditch liner, b. Pond liner in temporary sediment ponrk 8. Liner far banned temporary fuel storage area if plastic is not reactive to the type of fuel being stored; 9. Emergency slope protection during heavy rains; and, BMPC1411: Dust Control A. Purpose Dust control prevents wind transport of dust from disturbed sod surfaces onto roadways, drainage ways, and stufac a waters. B. Conditions of Use Dust control is used in areas (including roadways) subject to surface and air movement of dust where on -sire and off -site inpactt to roadways, drainage ways, or surface waters are likely. C. Design and legislation Spedfkadoes I. Vegetate or mulch area that will not receive vehicle traffic. In areas where planting. mulching. or paving is impractical, apply gravel or Isndscaping rock_ 2. Limit dust generation by clearing ody those areas where immediate activity will take place, keying the remaining area(s) in the original condition, if stable. Maintain the original ground cover as long as practical. 3. Construct natural or artificial windbreaks or windsaaeiir. These may be designed as enclosures for small dust sources. 4. Sprinkle the site with water until surface is wet. Repeat as needed. To prevent carryout of mud onto spec, refer as Stabilized Consenrctioo Entrance (BMP C105). 5. Irrigation water can be used for dust contrd. Irrigation systems should be installed as a first step on sites where dust control is a concaa. 6. Splay exposed soil areas with a dust palliative, following the manufacturer's instructions and cautions regarding handling and applicaion. Used oil is prohibited from use as a dust suppressant. Other dust palliatives such as calcium chloride or PAM may be approved on a case -by -case basis_ 7. PAM (BMP C 126) added to water at a rate of 0.5 lbs. per 1,000 gallons of water per acre and applied from a water truck is more effective than water alone. This is due b the increased infiltration of water into the soil and reduced evaporation. In addition, small soil particles are bonded together and are not as easily transported by wind. Adding PAM may actually reduce the quantity of water needed for dust control, especially in eastern Washington. Techniques that can be used for unpaved roads and Iota ihckule: 1. Lower speed limits. High vehicle speed increases the amount of dust stirred up from unpaved roads and lots. 2. Upgrade the road surface ssrength by improving particle sue, shape, and mineral types that make up the surface and base neterials. 3. Add surface gravel to reduce the some of dust emission. Limit the amount of foe particles (those smaller than .075 mm) to 10 to 20 percent. 4. Use geotextik fabrics to increase the strength of new roads or roads undergoing 5. Encourage the use of alternate, paved routes, if available. 6. Restrict use by tracked vehicles and heavy tricks to prevent damage to road surface and base. 7. Apply chemical dust suppressants using the admix method., blending the product with the top few inches of sancce material. Suppressants may also be applied as surface treatments. 8. Pave unpaved permanent roads and other trafficked areas. 9. Use vacuum street sweepers. 10. Remove mud and other dirt promptly so it does not dry and then turn into dust. 11. Limit dust -causing work on windy days. 12. Contact your local Air Pollution Control Authority for guidance and training m other dust control measures. Compliance with the local Air Pollution Control Authority constitutes compliance with this BMP. D. Maintenance Standards Respray area as necessary to keep dust to a minimum. BM P C150: Materials O■ Hand A. Purpose Quouities of erosion prevention and sediment control materials can be kept on the project site at all times to be used for emergency situations such as unexpected heavy summer rains. Having these materials on -site reduces the time needed to implement BMPs when inspections indicate that existing BMPs are not meeting the Construction SWPPP requires. In addition, contractors can save money by buying some materials to bulk and storing them at their office or yard. B. Conditions of Use 1. Construction projects of any size or type can benefit from having materials on hand. A small commercial development project could have a roll of plastic and some gravel available for immediate protection of bare soil and temporary berm construction. A large earthwod project, such as highway construction, might have several tons of straw, several rolls of plastic, flexible pipe, sandbags, geotextile fabric and steel "'C" posts. 2. Materials are stockpiled and readily available before any site clearing, grubbing, or earthwork begins. A large contractor or developer could keep a stockpile of materials that are available to be used on several projects. 3. If storage space at the project site is at a premium, the contractor could maintain the materials at their office or yard. The office or yard must be less than an hour from the project site. C. Design and lautallatioa Speci(icatloss Depending on project type, size, complexity, and knglh, materials and quantities will vary. A good minimum that will cover numerous situations includes: Material Measure Quantity Clear Plastic, 6 mil 100 foot roll 1-2 Drainpipe, 6 or 8 inch diameter 25 foot section 4-6 Sandbags, filled each 25-50 Straw Bales for mulching, approx. 50# each 10-20 Quarry Spalls ton 2-4 Washed Gravel cubic yani 2-4 Geotextile Fabric 100 foot roll 1-2 Catch Basin Inserts each 2-4 Steel "T" Posts each 12-24 D. Maintenaace Standards 1. All materials with the exception of the quarry spells, steel `°T" posts, and gravel should be kept covered and out of both sun and rain. 2. Re -stock materials used as needed. BMP C151: Concrete Handling A. Purpose 1. Concrete work can generate process water and slurry that contain fine particles and high pH, both of which can violate water quality standanis in the receiving water. This BMP is intended b minimize and eliminate concrete process water and slurry from entering waters of the state. B. Conditions of Use Any time concrete is used, these management practices shall be utilized. Concrete construction projects include, but are not limited to, the following: 1. Curbs 2. Sidewalks 3. Roads 4. Bridges 5. Foundations 6. Floors 7. Runways C. Design and installation Specifications 1. Concrete truck chutes, pumps, and internals shall be washed out only into formed areas awaiting installation of concrete or asphalt. 2. Unused concrete remaining in the truck and pump shall be returned b the originating batch plant for recycling. 3. Hand bola inetsding. but not limited to, screeds. shovels, rakes, floats, and trowels shall he washed off only into formed aunts awaiting installation of concrete or asphalt. 4. Equipment that cannot be easily moved, such as concrete pavers, shall only be washed in areas that do not directly drain b natural or constructed sbrmwater conveyances. 5. Washdown from areas such as omcrete aggregate driveways shall not drain directly to natural or constructed stormwater conveyances. 6. When no formed areas are available, washwater and leftover product shall be contained m a lined caatainer. Contained concrete shall be disposed of in a manner that does not violate groundwater or surface water quality standards. D. Malntenanee Standards Containers shall be chocked far holes in the liner daily during concrete pours and repaired the same day. BMP C152: Saweetting and Surfacing Pollution Prevendan A. Purpose Sawc uttng and surfacing operations generate slurry and process water that contains fine particles and high pH (concrete cutting). both of which can violate the water quality sisal -Inds in the receivng water_ This BMP is intended to mii:miir and eliminate process wager and slurry from entering waters of the State. B. Conditions of Use Anytime saw cutting or surfacing operations take place. these management practices shall be utilized. Sawcutting and surfacing operations include, but are not limited to, the fol$o ins: 1. Sawing 2. Coring 3. Grinding 4. Roughening S. Hydro -demolition 6_ Bridge and road surfacing C. Delp and imtaflation Specllleadoas 1. Slurry and cuttings shall be vacuumed during cutting and =facingg operations. 2. Slurry and cuttings shall not remain on permanent concrete or asphalt pavement overnight. 3. Slurry and cgs shall not drain to any natural or instructed drainage conveyance. 4. Collected slurry and cuttings shall be disposed of in a manner that does not violate groundwater or surface water quality standards. 5. Process wrier that is generated during hydro -demolition, surface roughening or simaar operations shall not drain to any natural or constructed drainage conveyance and shall be disposed of in a manner that does not violate groundwater or surface water quality standards. 6. Cleaning waste material and demolition debris shall be handled and disposed of in a runner that does not cause contamination of water. if the area is swept with a pick-up sweeper, the material trust be haukd cut of the area to an appropriate disposal site. Q Maintenance Standards Codimualy monitor operations b determine whether slurry, cuttings, or pro WON could enter waters of the state. If inspections show that a violation of water quality standards could occur, stop operations and immediately implement preventive measures such as berms, barriers, secondary containment, and vacuum trucks. IMP C 19: Material Deivery, Storage and Containment A. Purpose Prevent, redsece, or diamate die discharge of pollutants from material delivery and storage to the storrnwater system or watercourses by minimizing the storage of hazardous materials onsiite, staring materials in a designated area, and installing secondary containment_ B. Corsditians of use These procedures are suitable for use at all constnictian sites with delivery and storage of the following materials: 1. Penniman products such as fuel, oil and grease 2. Sod stabilizers and binders (e.g. Polyacrylamide) 3. Fertilizers, pesticides and herbicides 4. Detergents 5. Asphalt and concrete compounds 6. Hazardous chemicab such as acids, hme, adhesives. paints, solvents and caving compounds 7. Any other naaterad that may be detrimental if released to the environment C. Design and Iastaladan Specileadans The following steps should be taken b minimize risk: I . Temporary storage area should be located away from vehicular traffic, near the constructias ertrance(s), and away from waterways a storm drains. 2. Material Safety Dann Sheets (MSDS) should be supplied for all materials stared_ Chemicals should be kept in their original labeled containers. 3. Hazardous material stmmge on -site should be minimized. 4. Hazardous materials should be handled as infrequently as possible. 5. During the wet weather season (Oct 1 - April 30). consider storing rnteriab its a covered area. 6. Materials should be shred in secondary containments, such as earthen dike, horse hough, or even a chikiren's wading pool for non -reactive materials such as detergents, oil, grease, and paints. Small amounts d material may be secondarily contained in "bus boy" trays or concrete mixing trays. 7. Do not store chemicals. drains, or bagged mistrials directly cm the ground. Place these items on a pallet and, when possible, in secondary containment. 8. If damn must be kept uncovered, store them at a sight angle b reduce ponding of rainwater on the Ids to reduce corrosion. Domed plastic covers are inexpensive and map to the top of drums, preventing water from collecting, D. Material Storage Areas and Secomiry Cootalament Practices: 1. Liquids, petroleum produces, and substances listed in 40 CFR Part; 110, 117, or 302 shall be sexed is approved containers and drums and shall not be overfilled Containers and drums shall be stored in temporary secondary contaiimema faciities. 2. Temporary secondary containment facilities shall provide far a spit containmem volume able to contain precipitation from a 25 year, 24 hour storm event, plus 10°f% of the total enclosed container volume of all containers, or 110°f of the capacity of the largest container within its boundary, whichever is greater. 3. Secondary containment facilities shall be impervious to the materials stored therein for a minimum contact time of 72 hours. 4. Secondary containment facilities shall be maintained free of accumulated rainwater and spills. In the event of spills or leaks, accumulated rainwater and spills shall be collected and placed into drums. These liquids shall be handled as hazardous waste unless testing determines them to be nonhazardous. 5. Sufficient separation should be provided between stored containers to allow for spill cleanup and emergency response access. 6. Dunng the wet weather season (Oct I April 30). each secondary containment facikty shall be covered during non -working days, prior to and during rain events. 7. Keep material storage areas clean. organized and equipped with an ample supply of appropriate spill clean-up material (sell kit). 8. The spin kit should include, at a minimum: a. I -Water Resistant Nylon Bag b. 3-Od Absorbent Socks 3"x 4' c. 2-011 Absorbent Socks 3"x 10' d. 12-Oi1 Absorbent Pads 17"x 19" e. I -Pair Splash Resistant Goggles f. 3-Pair Nitile Gloves g. 10-Disposable Bags with Tics h. Instructions BLIP C160: Certified Erosion tad Sediment Control Lead A. Purpose The project proponent designates at least one person as the responsible representative in charge of erosion and sediment control (ESC). and water quality protection. The designated person shall be the Certified Erosion and Sediment Control Lead (CESCL) who is responsible for ensuing compliance with all local, state, and federal erosion and sediment control and water quality requirements. B. Conditions of Use A CESCL shall be made available on an projects one acre or larger that discharge stormwatcr to surface waters of the state. The CESCL shall: 1. Haw a current certificate proving attendance in an erosion and sediment control training course that meets the minimum ESC training and certification requirements established by Ecology (see details below). Ecology will maintain a Cat of ESC training and certification prodders at: hap:''►ti'ww.e+cy.wagav programs-'mySlomnRater.ceseihtm OR Z Bc a Certified Professional in Erasion and Sediment Control (CPESC) for additional information go to: wRw.cpcsc_net C. Specifications I. Certification shall remain valid for three years. 2. The CESCL shall have authority to act on behalf of the contractor or detreloper and shall be available. on call. 24 hours per day throughout the period of construction. 3. The Construction SWPPP shall include the name, telephone number, fax number, and address of the designated CESCL. 4. A CESCL may provide inspection and compliance services for multiple construction projects in the same geographic region Duties and responsibilities of the CESCL shall include, but are not limited b the following: a. Maintaining permit file on site at all times which includes the SWPPP and any associated permits and plans. b. Directing BMP installation, inspection, maintenance, modification, and removal. c. Updating all project drawings and the Construction SWPPP with changes made. d. Keeping daily logs, and inspection reports. Inspection repo should include: 1) Inspection date/time. 2) Weather infonnation; general conditions during inspection and approximate amount of precipitation since the last inspection. 3) A sun unary or list of all BMPs implemented, including observations of all erosionisedirnent control structures or practices. The following shall be noted: a) Locations of BMPs inspected, b) Locations of BMPs that need maintenance, c) Locations of BMPs that failed to operate as designed or intended, and d) Locations of where additional or different BMPs are required. 5. Visual monitoring results, including a description of discharged stormwater. The presence of suspended sediment, turbid water, discoloration, and oil sheen shall be noted, as applicable. 6. Any water quality monitoring performed during inspection 7. General comments and notes, including a brief description of any BMP repairs, maintenance or installations made as a result of the inspection. 8. Facilitate, participate in, and take corrective actions resulting from inspections performed by outside agencies or the owner. BMP C162: Scheduling A. Purpose Sequencing a construction project reduces the amount and duration of soil exposed to erosion by wind, rain, runoff, and vehicle tracking. B. Conditions of Use The construction sequence schedule is an orderly listing of all major landdisturbing activities together with the necessary erosion and sedimentation casntrol measures planned for the project. This type of schedule guides the contractor on work to be done before other work is started so that serious erosion and sedimentation problems can be avoided. Following a specified work schedule that coordinates the timing of land disturbing activities and the installation of control measures is perhaps the most cost-effective way of controlling erosion during construction. The removal of surface ground cover leaves a site vulnerable b accelerated erosion. Construction procedures that limit land clearing, provide timely installation of erosion and sedimentation controls, and restore protective cover quickly can significantly reduce the erosion potential of a site. C. Design Considerations 1. Avoid rainy periods. 2. Schedule projects b disturb only small portions of the site at any one time. Complete grading as soon as possible. Immediately stabilize the disturbed portion before grading the next portion. Practice staged seeding in order to nwegetate cut and fill slopes as the work progresses. BMP C280: interceptor Dike attd Swale A. Purpose Provide a ridge of compacted soil. or a ridge with an upslope Swale, at the top or base of a disturbed dope or abng the perimeter of a disturbed construction area to convey stormwater. Use the dike and/or Swale to intercept the runoff from unprodected areas and direct it to areas where erosion can be controlled. This can pnweat stone runoff from entering the work area err sediment -laden nmoff from leaving the construction site. B. Cooitbos of Use Where the runoff from an exposed site or disturbed slope must be conveyed to an erosion control facility, which can safely convey the sbrmwater. I . Locate upslope of a construction site to prevent runoff film entering disturbed area. 2. When placed horizontally across a disturbed slope, it reduces the amount and velocity of runoff flowing down the slope. 3. Locate dowauslope to collect nanoti from a disturbed area and direct it to a sediment basin. C. Desl. and Ioatallado■ Spec-ilkadoais I . Dike and/or swale and channel must be stabilized with temporary or permanent vegetaion or other channel protection dining construction. 2. Channel requires a positive grade for drainage; steeper grades require channel protection and check dams. 3. Review construction for areas where overtopping may occur. 4. Can be used at top of new fin before vegetation is established. 5. May be used as a permanent diversion channel to carry the runoff 6. Sub -basin tributary area should be one we or less. 7. Design capacity for 1.6 times the 10-year, I -hour flow indicated by an approved continuous runoff model for temporary facilities. 8. Interceptor dikes shall meet the following criteria: a. Top Width 2 feet minimum. b. Height 13 feet minimum on beam. c. Side Slope 2: I or flatter. d. Grade depends on topography, however, dike system miamum is 0.5%, maximum is 1 °r:. e. Compaction Minimum of 90 percent ASTM D698 standard proctor. S. Horizontal Spewing of Interceptor Dikes: Average Slope Slope reread Flowpatii Length 20H: I V or less 3-5% 300 feet (10 to 20)I-LI V 5-1 O% 200 feet (4 to 10)H: I V 10-25% 100 fleet (2 to 4)H: I V 25-50% 50 feet Stabilization depends on velocity and reach Slopes <5% Seed and tnukb applied within 5 days of dike construction (see BAD C121, Mulching). 10. Slopes 5 - 40% Dependent on runoff velocities and dike materials. Stabilization should be dorm iamediatdy using either god or riprap or other ages to avoid erosion. 11. The ttpsbpe side of the dike shall provide positive drainage to the dike outlet. No erosion shall occur at the outlet. Provide energy dissipation measures as necessary. Sediment -laden nmoff must be released through a sediment trapping facility. 12. Minimize construction traffic over temporary dikes. Use temporary cuss culverts fa channel crossing. 13. Interceptor swabs shall meet the following criteria: Botha Width 2 feet minimum; the bottom shall be level. Depth I -foot minimum.. Side Slope 2:1 or flatter. Grade Maximum 5 percent, with positive drainage to a suitable outlet (such as a sediment pond). Stabilization Seed as per BW C120, Temporary an. 1Permanent Seedng, or BM' C202. Channel Lining, 12 inches thick of riprap mused into the bank and extending at least 8 aches vertical from the bottom. 14. Inspect diversion dikes and interceptor swales once a week and after every raidfalL Immediately remove sediment from die flow area. 15. Damage caused by construction traffic or other activity meant be mired before the end of each working day. 16. Check outlets and make timely repairs as seeded to avoid gully formation When the area below the temporary diversion dike is permanently stabilized, remove the dike and fill and stabilize the channel to blend with the natural strface. BMP C2S7: Check Dams A. Purpose Construction of small dams ace a swale or ditch reduces the velocity of conceotratad flow and dissipates energy at the check darn. R. Coadltbas of Use Where temporary channels or permaned channels are not yet vegetated. charnel lining is infeasible, and vebcity checks are required. 1. Check dams may not be placed in streams; unless approved by the State Department of fish and Wildlife. Check dams nay not be placed is wetlands without approval from a permitting agency. 2. Check darns shall not be placed below the expected backwater from any salmooid bearing water between October 1 and May 31 to ennstue that there is no loss of high flow refuge habitat for overwintering juvenile sslmonids and emergent salmanid fry. C. Design and Iastaletto' Specifications Whatever materials used, the dam should forma triangle when viewed from the side. This prevents undescuttmg as water flows over Are face of the dam rather than falling directly onto the ditch bottom. Check dams o association with sumps work more effectively at slowing flow and retaining sediment than just a check dam alone. A deep sump should be provided in nediatdy upstream of the check dam. 1. In some cases, if carefully located and designed. check dams can remain as permanent installations with very ulnas -regrading. They may be left as either spillways, in which case accumulated sediment would be graded and seeded, or as check dams to prevent further sediment from leaving the side. 2. Check dams cam be constructed of either rock or pea -gravel filled bags. Numerous new products are also available for this purpose. They tend t be se -usable. quick and easy b install, effective. and coat efficient. 3. Check dams should be placed perpendicular a the flow of water. 4. The maximum spacing between the dance shall be such that the toe of the upstream dam is at the same elevation as the top of the & wastream dam. 5. Keep the maXdmwn height at 2 feet at the center of the dam. 6. Keep the center of the check dam at least 12 inches lower than the outer edges at natural ground elevation. 7. Keep the side slopes of the check dam at 2:1 or Satter. 8. Key the stone into the ditch banks and extend it beyond the abutments a minimum of 18 inches to avoid washouts from overflow around the dam. 9. Use filer fabric foundation fader n rock or sand bag check dam. If a blanket ditch liner is used, this is not necessary. A piece of organic or synthetic blanket cut to ft will also work for this purpose. I0.. Rock check dams shall be constructed of appropriately sized mck II. The rock aunt be placed by hand or by mechanical means (no dumping of rock to farm dam) to achieve complete coverage of the ditch or 'music and to cosine that the center of the dam is lower than the edges. The rock used must be large enough to stay in place given the expected design flow through the channel. 12_ In the case of grass-haed ditches and swaks, all check darns and accunsdated sediment shall be removed when the grass has matured sufficiently to protect the ditch ar swale - unless the slope of the swale is greater than 4 percent. The area beneath the check dans shall be seeded and mulched immediately aver dam removal. —A 1a-(o5rt+1 12' (150mm) ti .` :.4.t.'•yl• • h"; 24' (O tfnn) 13. Ensure that channel arcurtcnances. such as culvert cntrancc% below check dams. are not subject b damage or blockage from displaced stones. Figure 2.13 depicts a typical rock check dam. D. Maintenance Standards Check dams shall be monitored for perfomtancc and sediment accumulation during and after each runoff producing rainfall. Sediment shall be removed when it reaches one half the sump depth. 1. Anticipate submergence and deposition above the check dam and erosion from hilt flows around the edges of the dam. 2. If significant erosion occurs between dams, install a protective riprap lifer in that portion of the channel. View Looking Upstream NOTE Kay stone rtto channel banks and extend a beyond the abuhnents a minimum of tr (0.5m) to prevent tlow around dam. Section A - A FLOW �'----- 24• (0.im) /i/ Spacing Between Check Dams ' L' • the distance such that points 'A' and 'ET are of equal eIeratIon. ' L' A a' (2.4m) POINT A' POINT'B' NOT ro SCALE B1NP C228: Star Drain Inlet Protection A. Perpsst To present coarse sedinent from eneerng drainage systems prior to permanent stabilization of the disturbed area B. Carnations of Use Where storm drain inlets are b be made operational before permanent stabilization of the disc bed drainage area Protection should be provided for all storm drain ;Diets downslope and within 500 feet of a disturbed or construction area, unless the rtnoff that eaters the catch base will be conveyed to a sediment pond or trap. Inlet protection may be used anywheae b protect the drainage system. It is likely that the drainage system will still require cleaning. Table 2.9 lists several options for inlet protection. All of the methods far storm drain Wet protection are prone to plugging and require a high frequency of maintenance. Drainage areas should be limited b 1 acre or less. Emergency overflows may be required where stains/aim pawing would cause a hazard. If an icy overflow is provided, additional cad -of -pipe treatment may be raouirod.. Table 2A Storm Dwln heart Prelatton Applicable for Type el Inlet Emergency Pend' Earthen Protection Overflew Surfaces Condone of Use Drag Inlet Preelection Bboavawd drop inlet Yee. Earthen protection t/arpQsry flooding wilt occur Huck and gravel drop Yes Paved or Earthen inlet protection Gravel and wine drop No inlet protection Catch basin filters Yes Paved or Earthen Applicable !tor heavy flows. Gary to maintain. Large area flequir oment: 30' X 807acre Applicable !tor heavy concentrated flows. Will nut pond. Applicable tot heavy concentrated flows. Will pond. Can withstand traffic. Frequent maintenance required Curb Inlet Protection Curb dirt protection Small capacity Paved with a wooden weir overflow Bknk aid gravel curb Yee And inlet protection Used far sturdy, more compact installation. Sturdy, but limited iltration. Culvert Inlet Protection Qdvsrt inlet sediment trap 18 month expected ifs 4. Catch basin Fillers - Insets should be deigned by the manufacturer for use at construction sites. The limited sediment storage capacity yes the amount of inspection and mainframe required. which may be daily for heavy sediment Toads. The maintenance requirements can be reduced by combining a catch basin filter with another type of inlet protection. This type of inlet protection provides flow bypass without overflow and therefore may 6e a better method for inlets located along active rights -of -way. a. 5 cubic feet of storage. b. Dewatering provisions. c. High -flow bypass that will not clog under normal use at a construction site. d. The catch basin filter is inverted is the catch basin just below the grating. BM! C233: Sit Fence A. Purpose Use ofa silt fence reduces the transport of coarse sediment from a cation site by providing a temporary physical barrier to sediment and reducing the runoff vebcities of overland flow. See Figure 2.19 for details on silt fence construction. B. Conditions of Use 1. Sit fence may be used downs lope of all disturbed areas. 2. Si! fence is not intended $o treat concentrated flows, nor is it intended to twat substantial amounts of overland flow. Any concentrated flows must be conveyed through the drainage system to a sediment pond. The only cizcuinstance in which overland flow can be treated solely by a silt fence, rather than by a sediment pond, is when the area draining to the fence is one acre or less and flow rates are less than 03 cfs. 3. Sik fences should not be constructed in streams or used in V-shaped ditches They are not an adequate method of slt control for anything deeper thin sheet ur overland flow. C. Design and I nstallado. Spe cMeatless 1. Drainage area of 1 acre or less or in combination with sediment basin m a larger site. 2. Maximum slope steepness (normal (perpendicular) to fence line) I :I. 3. Maximum sheet or overland flow pads length to the fence of 100 feet. 4. No flows greater than 0.5 cfs. 5. The geotextile used shall meat the following standards. All gvotextile properties listed below are mmanum average roll values (i.e., the test result far any sampled roll in a lot shall meet or exceed the values shown in Table 2.10): Taint 2.10 Onolact$M ilandrds Polymeric Malt AOS (ASTM D4751) 0.60 to film Peva). 0.30 um =annum slit swam (%30 mm maxi men for a U other psetIi typal (#50 wsve). 0.15 for fabric types men omen an 0100 siege►. Wakr Permittivity (ASTM D4491) 0.02 sec' miimem Grab Thuile Sam. (ASTM D4632) 130 be. Minim Ix extra mtraa0i fabric, 10D be for boric, row inward maarrt, OrabTerale Snerrgll (ASTM D4632) 30% mtaiman Ullraviokt ltesimtmice (ASTM D4355) 70% minimum 6. Standard strength fabrics shall be supported with wire mesh. chicken wife, 2-inch x 2-inch wire, safety fence, or jute mash to increase the strength of the fabric. Silt fence materiak are available that have synthetic mesh backing attached 7. Filter fabric material shall contain ultraviolet ray inhibitors and stabilisers to provide a minimum of six months of expected usable construction life at a temperature range of 0° F. to 120°F. 8. 100 percent biodegradable silt fence is available that is strong. long lasting, and cast be left in place afar the project is completed. 9. Standard Notes for construction plans and specifications fellow. Refer to Figure 2.19 for standard silt fence details. The Calltrador shall install and maintain temporary silt fences at the locations shown in the Plans. The silt fences shall be constructed in the areas of clearing, grading, or drainage prior to starting those activities. A silt fence shall not be considered temporary if the silt fence must function beyond the life of the contact. The silt fence shall prevent soil carried by runoff water from going beneath, through, or over the top of to silt venue, but shall allow the water b pass through the fence. The minimum height of the top of silt fence shall be 2 feet and the maximum height shad be 2% feet above die original ground surface. The filter fabric shal be purchased in a continuous roll cut to the length of the barrier to avoid use of joints. When joints are necessary, filter fabric shall be spliced together only at a support post, with a minimum 6-inch overlap, and both ends securely fastened b the post. The geotextile shaft be attached on the up -slope side of the posts and support system with staples, wine, or in accordance with the manufacturer's recommendations. The geotextile shall be attached to the posts in a manner that reduces the potential for geotextile tearing at the staples, wire, or other connection device. Silt fence back-up support for the geotextile m the form of a wire or plastic mesh is dependent on the properties of the geotextile selected for use. If wire or plastic back-up mesh is used, the mesh shall be fastened securely b the up -slope of the posts with the geotextile being up -slope of the mesh backup support. The geotextile at the bottom of the fence shall be buried in a trench to a minimum depth of 12 inches below the ground surface. The trench shall be lshckfilled with 3/4-inch minimum diameter washed gravel, or native material, where suitable, and the soil tamped in place over the buried portion of the geotextile, such that no flow can pass beneath the fence and scouring can not occur. When wire or polymeric back-up support mesh is used, the wire or polymeric mesh shall extend inb the trench a minimum of 3 inches. The fence posts shall be placed or driven a minimum of 18 inches. A minimum depth of 12 inches is allowed if topsail or other soft subgrade soil is not present and a minimum depth of 18 inches cannot be reached. Fence post depths shall be increased by 6 inches if the fence is located on slopes of 3:1 or steeper and the slope is perpendicular to the fence. If required post depths cannot be obtained, the posts shall be adequately secured by bracing or guying b prevent overturning of the fence due to sediment loading. Silt fences shall be located on contour as much as possible, except at the ends of the fence, where the fence shall be turned uphill such that the silt fence captures the runoff water and prevents water from flowing around the end of the fence. If the fence must cross contours, with the exception of the ends of the fence, gravel check dams placed perpendicular to the back of the fence shall be used b minimize concentrated flow and erosion along the back of the fence. The gravel check dams shall be approximately 1-foot deep at the back of the fence. It shall be continued perpendicular to the fence at the same elevation until the top of the check dam intercepts the ground surface behind the fence. The gravel check dams shall consist of crushed surfacing base course, gravel backfill for walls, or shoulder ballast. The gravel check dams shall be located every 10 feet along the fence where the fence must cross contours. The slope of the fence line where contours must be crossed shall not be steeper than 3:1. Wood, steel or equivalent posts shall be used. Wood posts shall have minimum dimensions of 2 inches by 2 inches by 3 feet minimum length, and shall be flee of defects such as knots, splits, or gouges. Steel posts shall consist of either size No. 6 rebar or larger, ASTM A 120 steel pipe with a minimum diameter of 1-inch, U, T, L, or C shape steel posts with a minimum weight of 135 lbslft, or other steel posts having equivalent strength and bending resistance to the post sizes listed. The spacing of the support posts shall be a maximum of 6 feet. Fence back-up support, if used, shall consist of steel wire with a maximum mesh spacing of 2 inches, or a prefabricated polymeric mesh. The strength of the wire or polymeric mesh shall be equivalent b or greater than 180 lbs. grab tensile strength. The polymeric mesh must be as resistant to ultraviolet radiation as one geotextile it supports. Filter fabric shall not be stapled to existing trees. Sit Felice Installation by Slicing Method Silt fence installation using the slicing method specification details follow. Refer to Figure 2.20 for slicing method details. The base of bath end posts must be at least 2 to 4 inches above the top of the silt fence fabric on the middle pasts for ditch checks to drain property. Use a hand level or string Iced, if necessary, b mark base points before installation. Install posts 3 to 4 feet apart in critical retention areas and 6 to 7 feet apart in standard applications. Install posts 24 inches deep on the dowrsteam side of the silt fence, and as close as possible b the fabric, enabling pasts to support the fabric from upstream water pressure. Install posts with the nipples facing away from the silt fence fabric. Attach the fabric to each post with three ties, all spaced within the top 8 inches of the fabric. Attach each tie diagonally 45 degrees through the fabric, with each puncture at least 1 inch vertically apart. In addition, each tie should be positioned b hang on a post nipple when tightening b prevent sagging. Wrap approximately 6 inches of fabric around the end posts and secure with 3 ties. 10. No more than 24 inches of a 36-inch fabric is allowed above ground level. 1 1. The rope lock system rest be used in all ditch check applications 12. The installation should be checked and corrected for any deviation before compaction. Use a flat -bladed shovel to tuck fabric deeper into the ground if necessary. 13. Compaction is vitally important for effective results. Compact the soil immediately next to the silt fence fabric with the front wheel of the tractor, skid steer. or roper exerting at least 60 pounds per square inch. 14. Compact the upstream side first and then each side twice for a total of four trips. Q Malntenaace Standard' 1. Sih fences shall be inspected immediately after each rainfall event and at least daily during prolonged rainfall. Any damage shall be repaired immediately. 2. If concentrated flows ate evident uphill of one fence, they must be intercepted and conveyed b a sediment pond.. 3. It is important to chock the uphill side of the fence for signs of the fence clogging and acting as a barrier to fbw and then causing channneliation of flows parallel b the fence. If this mans, replace the fence or remow the trapped sediment. 4. Sediment deposits shall either be removed when the deposit teaches approximately one-third the height of the silt fence, or a second silt fence shall be installed. 5. If the filter fabric (geotexile) has deteriorated due to ultraviolet breakdown, it shall be replaced BMP C241: Temporary Sediment Pond A. Purpose Sediment ponds remove sediment from nutoff originating from disturbed areas of the site. Sediment ponds are typically designed to remove sediment no smaller than medium silt (0.02 mm). Consequently, they usually reduce turbidity only slightly. B. Conditions of Use Prior to leaving a construction site, stormwater runoff must pass through a sediment pond or other appropriate sediment removal best management practice. A sediment pond shall be used where the contributing drainage area is 3 acres or more. Ponds must be used in conjunction with erosion control practices b reduce the amount of sediment flowing into the basin. C. Design and Installation Specifications 1. Sediment basins must be instilled only on sites where failure of the structure would not result in loss of life, damage to homes or buildings, or interruption of use or service of public roads or utilities. Also, sediment traps and ponds are attractive to children and can be very dangerous. Compliance with beat ordinances regarding health and safety must be addressed. If fencing of the pond is required, the type of fence and its location shall be shown on the ESC plan. 2. Structures having a maximum storage capacity at the by of the dam of 10 acre-ft (435,600 ft3) or more are subject b the Washington Dam Safety Regulations (Chapter 173-175 WAC). 3. See Figure 224, Figure 2.25, and Figure 2.26 for details. 4. If permanent runoff control facilities are part of the project, they should be used for sediment retention. The surface area requirements of the sediment basin must be met. This may require enlarging the permanent basin b comply with the surface area requirements. If a permanent control structure is used, it may be advisable to partially restrict the lower orifice with gravel b increase residence time while still allowing dewatering of the basin. 5. Use of infiltration facilities for sedimentation basins during construction tends to clog the soils and reduce their capacity b infiltrate. Use of infiltration facilities for temporary sediment retention will not normally be allowed, and will be reviewed on a case by case basis. If infiltration facilities are approved for to iporary sediment storage, the sides and bottom of the facility must only be rough excavated to a minimum of 2 feet above final grade. Final grading of the infiltration facility shall occur only when all contributing drainage areas are fully stabilized. The infiltration pretreatment facility should be fully constructed and used with the sedimentation basin to help prevent clogging. 6. Determining Pond Geometry. Obtain the discharge from the hydrologic calculations of the peak flow for the 2- year runoff event (Q2). The 10-3ear peak flow shall be used if the project size, expected timing and duration of construction, or downstream conditions warrant a higher level of protection. If no hydrologic analysis is required,the Rational Method may be used. Determine the required surface area at the top of the riser pipe with the equation: SA = 2 x Q2/0.000% or 2080 square feet per cfs of inflow 7. See BMP C240 for more information on the derivation of the surface area calculation. The basic geometry of the pond can now be determined using the following design criteria: a. Required surface area SA (from Step 2 above) at top of riser. b. Minimum 3S-foot depth from top of riser b bottom of pond. c. Maximum 3:1 interior side slopes and maximum 2:1 exterior slopes. The interior slopes can be increased to a maximum of 2:1 if fencing is provided at or above the maximum water surface. d. One foot of freeboard between the top of the riser and the crest of the emergency spillway. e. Flat bottom. f. M stimum 1-foot deep spillway. g. Length -to -width ratio between 3:1 and 6:1. 8. Sizing of Discharge Mechanisms: The oudet for the basin consists of a combination of principal and tttnergertcy spillways. These outlets must pass the peak runoff expected from the contributing drainage area for a 100-yew stoma, If. due to site conditions and basin geometry. a separate emergency spill -way is not feasible, the principal spillway must pass the entire peak runt expected from the 100-year storm. However. an attempt b provide a separate emergency spillway should always be made. The runoff cakulations should be based on the site conditions during construction. The flow through the dewatering orifice cannot be utilized when cakulating the 100-year storm Ovation because of its potential to become dogged; therefore, available spillway storage must begin at the principal spillway riser crest. The principal spillway designed by the procedures contained in this standard will result in some reduction in the peak rate of runoff. However. the riser outlet design will not adequately cmtrol the basin discharge to the predevdopmert discharge limitations as stated in Mininnrm Requirement #7: Flow Control. However, if the basin for a permanent starmwater detention pond is used for a temporary sedimentation basin, the control structure for the permanent pond can be used to maintain predevebpmcnt discharge limitations. The size of the basin. the expected life of the construction project, the anticipated downstream effects and the anticipated weather conditions curing construction, should be considered to determine the need of additional discharge control. See Figure 2.27 for riser inflow curves. Enure 2.24 %cdimcat Pond Plan �1ew 1 il 404_4 _ = = Diednale b siblarad Wiebechad al brae Daviauera *mob bou areepawa weed, semi terftlele eellald abbe (*ageism &WI level waft %Oh OW mu, a ebablierl dada Figure L25 • Sediment Pond C'rens Section Figure 2.26 - Sediment Pond Riser Detail Cutler, Julia From: TB Gmail <bowen.tom@gmail.com> Sent: Monday, June 02, 2014 12:46 PM To: Cutler, Julia Subject: Fwd: Your Monday morning ride with Uber Tom Bowen 917-209-8957 Sent from my iPhone Begin forwarded message: From: Uber Receipts <receipts.seattle@uber.com> Date: June 2, 2014 at 12:12:10 PM PDT To: bowen.tom@a,gmail.com Subject: Your Monday morning ride with Uber UBER $28.20 Vash O 11:49am Pickup Location O 12:11pm e Weis Ng Newcastle East High cede-Fairwac ®4ot4 GooA FARE BREAKDOWN Base Fare Distance Time Subtotal JUNE 2, 2014 Thanks for choosing Safe Rides Fee (?) i Stantec June 17, 2014 Attention: Mr. Dave Larson City of Tukwila 6200 Southcenter Blvd. Tukwila WA 98188 Reference: Peterson 76 Tukwila, WA Dear Mr. Larson: I am writing in regards to the above project. Please note that per IBC 107.3.4, I am the design professional in charge and am responsible for reviewing and coordinating submittal documents and drawings prepared by others for compatibility with the design of the building. We have reviewed and coordinated with both the canopy structural engineer and the storage building structural engineer on this project. Please let me know if you have any questions or concerns. Respectfully, Stantec Architecture Inc. Gary M. Semling, Architect Program Manager Phone: 707-658-4717 gary.semling@stantec.corn Design with community in mind 10427 REGISTERED ARCHITECT GARY M. SEMLING STATE OF WASHINGTON CORRECTION RECEIVED CITY OF TUKWILA JUL 1 5 2014 PERMIT CENTER P1L1 - 0 l'Io City of Tukwila Department of Community Development July 09, 2014 Carl Nelson 1932 First Ave S, Ste 307 Seattle, WA 98101 RE: Correction Letter # Permit Application Number D14-0170 Peterson 76 Dear Carl Nelson, Jim Haggerton, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Dave Larson at 206-431-3678 if you have questions regarding these comments. 1. The structural plans for the fuel island canopy were not stamped by the engineer of record. Please have the engineer of record review these plans to confirm their compliance with all related project documents submitted in this application and add his stamp to pages CS1, CS2 and the structural calculations for the canopy. PLANNING DEPARTMENT: Minnie Dhaliwal at 206-431-3685 if you have questions regarding these comments. 1. All landscape area shall be served by an automatic irrigation system. An irrigation plan for the landscaping areas was not included with the building permit submittal and is required per TMC 18.52.040. 2. The location of the acoustic fence shall be coordinated with the landscape plan. Also per TMC 18.52.040 fences shall be placed on the interior side of any required perimeter landscaping. 3. Please ensure that the following notes are addressed on the landscape sheet: A) Plant Quality: i) Plant quality must meet the standards in the ANLA American Standard for Nursery Stock (ANSI Z60.1- 2004) including, but not limited to the following: a) for B&B plants, trunks must be in the center of the root ball; b) minimum root ball diameters and depths for trees and shrubs shall be as specified in ANSI Z60.1-2004 for each species; c) Height and spread shall be as specified in ANSI Z60.1-2004 for each type of plant and species; d) Root flare must be visible on B& B plants; e) No J roots, no circling roots; f) No root in rootball greater than 1/10 of tree trunk diameter. ii) All container grown plants shall be healthy, vigorous, well rooted, and established in the container in which they are growing. A container grown plant shall have a well -established root system reaching the sides of the container to maintain a firm root ball, but shall not have excessive root growth encircling the inside of the container. iii) For live stakes, specify that they must be harvested from dormant stock and installed only between October 15th and March 15th. Live stake diameters shall be as follows: willows 1/2 inch; red osier dogwood - 1/2 inch. iv) For native plants: top growth must be equal or greater in mass to the root mass, but not more than three or four times its size. B) Planting Detail: i) Balled and burlapped trees and shrubs: all twine and wire is to be removed from B&B shrubs and at least the top 2/3 of burlap is to be removed. ii) Container grown plants: root ball is to be loosened and any circling roots pruned prior to planting. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 iii) Plant installation: Planting pits must be twice as wide as the root ball and only the depth of the existing root ball or else the bottom of the planting pits must be compacted prior to planting to insure there is no settling. Plants are to be installed so that the top of the root ball is at the soil surface. iv) Mulching: Planted area must be mulched with arborist chips or bark after planting to help control weeds, prevent erosion, and conserve moisture. 2-3 inches of mulch is to be applied around all plants, keeping mulch 2-3 inches away from the crown of plants or the trunks of trees and shrubs. v) When arborist chips or coarse bark mulch is applied, it should be used sparingly in areas where spreading/vining groundcover is planted to encourage additional rooting. Provide mulching details in the plan. vi) For planting live stakes, 3/4 of the length of the live stake must be installed below the ground (with at least two nodes above ground). Specify that pilot holes are to be used if necessary. C) Site/Soil Preparation Details: i) No backfilling of individual plant pits with amended soils is allowed. Instead, the entire planting site must be prepared and receive soil amendments prior to planting. ii) Soil must be loosened to at least 18 inches in depth and organic material, such as compost (for example Cedar Grove or equivalent), tilled into the entire planting site prior to planting. Alternatively, topsoil with at least 10% organic matter must be imported and incorporated into planting area. iii) Provide specifications for compost and/or topsoil. PW DEPARTMENT: Dave McPherson at 206-431-2448 if you have questions regarding these comments. 1. Provide a completed Public Works permit fee estimate sheet and Engineer's Estimate. (For Public Works activities only including — oil/water separator, erosion control, domestic water backflow (RPPA w/HotBox), fire backflow (DCDVA), and any water/sanitary sewer/storm drainage work outside the building. (see PW Bulletin A2 enclosed) Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-433-7165. AA019,' 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-433-0179 Fax: 206-431-3665 Web site: http://www.TukwilaWA.aov Parcel No: 0003000045 Address: 13100 48TH AVE S Applicant: PETERSON 76 WATER METER INFORMATION Permit Number: D14-0170 Issue Date: 9/3/2014 Permit Expires On: 5/6/2015 DESCRIPTION OF WORK: CONSTRUCT NEW TRUCK FUELING STATION TO INCLUDE (6) FUELING ISLANDS WITH CANOPY COVER AND 8 X 16' UTILITY BUILDING. ASSOCIATED PAVING AND LANDSCAPING TO BE INCLUDED. Public Works activities include: erosion control, land altering, sanitary sewer, existing water meter, domestic backflow w/hot box, deduct water meter, storm drainage with water quality, oil/water separator, paving, driveway accesses, sidewalk, traffic control, undergrounding of power, and street use. METER #1 METER #2 METER #3 Water Meter Size: .75" 1" Water Meter Type: DEDUCT PERM Work Order Number: 21440123 Connection Charge: $0.00 $100.00 $0.00 Installation: $0.00 $950.00 $0.00 Plan Check Fee: $0.00 $10.00 $0.00 Inspection Fee: $0.00 $15.00 $0.00 Turn on Fees: $0.00 $50.00 $0.00 Subtotal: $0.00 $1,125.00 $0.00 Cascade Water Alliance (RCFC): $0.00 $0.00 $0.00 TOTAL WATER FEES: $1,125.00 Public Works PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0170 PROJECT NAME: Peterson 76 DATE: 11/19/14 SITE ADDRESS: 13100 48th Ave S Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued X Revision # 1 after Permit Issued DEPARTMENTS: Building Division ❑ ptowl pce[7] l �� Fire Prevention Structural Planning Division ❑ Permit Coordinator ran PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 11/20/14 Structural Review Required REVIEWER'S INITIALS: DATE: C APPROVALS OR CORRECTIONS: DUE DATE: 12/18/14 Approved Corrections Required (corrections entered in Reviews) Approved with Conditions ❑ Denied (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 HERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0170 PROJECT NAME: PETERSON 76 DATE: ' 07/15/2014 SITE ADDRESS: 13310 INTERURBAN AVE S _ Original Plan Submittal -Revision # X Response to Correction Letter #-;� evision # before Permit Issued after Permit Issued DEPARTMENTS: As- At AA Building Division Awc Public Works K /Oki 7-19441 Fire Prevention ❑ Planning Division 111 Structural ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 07/17/14 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 08/14/14 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0170 PROJECT NAME: PETERSON 76 DATE: 06/05/2014 SITE ADDRESS: 13310 INTERURBAN AVE S X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: God. OL (1 AWC-H NM/- Building Division Fire Prevention ®�3Planning Division DOA NO-O1-02'M� Public Works mi Structural Permit Coordinator 01.041 IN El PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 06/10/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 07/08/14 Approved Corrections Required Approved with Conditions ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only �p CORRECTION LETTER MAILED: rI V 1 Departments issued corrections: Bldg ►:1 Fire ❑ Ping PW Staff Initials: PROJECT NAME: e r ' lD PERMIT NO: ��--, o n, 0 SITE ADDRESS: �I, 00 LI , ' ORIGINAL ISSUE DATE: 0 11 0I REVISION LOG vl REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF I ITIAL_,5 �/ ll •Ulfilt f K 1 Summary of Revision: a e V m ek ,{ 11,1 1 " r\;e, Received by: )4 (A, REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date:. A 1 19,z014 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Plan Check/Permit Number: (OM- o i 76 Project Name: �� r cryI 3 Project Address: 13 k 0 0'ke)4 a.Ue_ SO Contact Person: Z L' c_tcv `�-�--2.1(S CN AMOWVl6D CITY O#TUKWU NOV .19 2014 PERMIT CENTER Phone Number: 020‘0 9 (. -ZO5O Summary of Revision: €,`A'4 rne. .r 1tl Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: h JZ Entered in TRAKiT on /11/9// y City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 7• IS' 76t Y Plan Check/Permit Number: D f 4- Q (70 /Peesoi 7 ❑ Response to Incomplete Letter # Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner PENNED - 'Iry "sr Tr s►oNTLA JUL 15 2014 Project Name: FTEQsns1 %ii rEHMR CENTER Project Address: Contact Person: CA nk. ) Ie I. e H Phone Number: 20C . no • S C 34 Summary of Revision: NuOla;- z.z7TeA rildr fi((Pf•7k i fr BL-L,urt7Fo V PAVE <,41Cvv •-JMNG . Rey 1st., ELI s L2J) tAAcvcEhte iur#vs A- 6 ?Lk IOPPOC rr te?7rz pact won•- 5 1 FEr FSTrtit7e- Poo"-, Sheet Number(s): 1. I 1 2.1 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: tK Entered in TRAKiT on 01�1, '\ EVERGREEN ENVRNMENTAL S"CS INC Page 1 of 3 0 Washington State Department of Labor & Industries EVERGREEN ENVRNMENTAL SVCS INC Owner or tradesperson HINES, JOHN Principals HINES, JOHN, PRESIDENT Doing business as EVERGREEN ENVRNMENTAL SVCS INC WA UBI No. 601 540 547 17108 9TH AVE SE MILL CREEK, WA98012 425-787-8987 SNOHOMISH County Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. EVERGES061J5 Effective — expiration 04/25/1994— 01/14/2016 Bond DEVELOPERS SURETY & INDEM CO Bond account no. 856831 C Received by L&I 01/14/2002 Insurance EVEREST INDEMNITY INS CO Policy no. EF4ML00098091 Received by L&I 11/21/2013 Insurance history Savings No savings accounts during the previous 6 year period. $12,000.00 Effective date 12/15/2001 Expiration date Until Canceled $2,000,000.00 Effective date 12/15/2008 Expiration date 12/15/2014 https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601540547&LIC=EVERGES061 J5&SAW= 09/10/2014