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HomeMy WebLinkAbout7123 197th Pl Ne_PWD2908_2025 DATE (MM/DD/YYYY) EVIDENCE OF PROPERTY INSURANCE 09/09/2022 THIS EVIDENCE OF PROPERTY INSURANCE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE ADDITIONAL INTEREST NAMED BELOW. THIS EVIDENCE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS EVIDENCE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE ADDITIONAL INTEREST. AGENCY PHONE 425-709-3600 COMPANY (A/C, No, Ext): Continental Casualty Company Parker, Smith & Feek, LLC. 2233 112th Avenue NE Bellevue, WA 98004 FAX 425-709-7460 E-MAIL (A/C, No): ADDRESS: CODE: SUB CODE: AGENCY CUSTOMER ID #: INSURED LOAN NUMBER POLICY NUMBER Sierra Construction Company, Inc.; 6045820198 Gayteway Business Park, LLC; EFFECTIVE DATE EXPIRATION DATE Subcontractors of Every Tier 03/31/2021 03/31/2023 CONTINUED UNTIL 14800 NE North Woodinville Way TERMINATED IF CHECKED Woodinville, WA 98072 THIS REPLACES PRIOR EVIDENCE DATED: PROPERTY INFORMATION LOCATION/DESCRIPTION Gayteway Business Park, Building F 20015 67th Ave NE, Arlington, WA 98223 THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS EVIDENCE OF PROPERTY INSURANCE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. COVERAGE INFORMATION COVERAGE / PERILS / FORMS AMOUNT OF INSURANCE DEDUCTIBLE Metal Non-Combustible $25,000,000 $1,000 Masonry Non-Combustible $25,000,000 $1,000 Fire-Resistive $25,000,000 $1,000 Frame $2,500,000 $1,000 Jointed Masonry $10,000,000 $1,000 Earth Movement Annual Aggregate $12,000,000 $50,000 Flood Per Occurrence $12,000,000 $25,000 REMARKS (Including Special Conditions) Replacement Cost; Waiver of Subrogation Included; No Coinsurance The City of Arlington is an Additional Insured as per attached endorsement/s. This certificate does not amend, extend or alter the coverage afforded by the policy. CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. ADDITIONAL INTEREST NAME AND ADDRESS MORTGAGEE ✘ ADDITIONAL INSURED LOSS PAYEE LOAN # The City of Arlington AUTHORIZED REPRESENTATIVE 18204 59th Avenue NE Arlington, WA 98223 ACORD 27 (2009/12) © 1993-2009 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD 3 of 6 (GJL01) CNA-71626-XX (Ed. 07/13) THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY. ADDITIONAL NAMED INSUREDS This endorsement modifies insurance provided under the following: BUILDERS RISK COVERAGE FORM The followingadditional named insureds are added to the policy: 1. Allowners, contractors, subcontractors and sub-subcontractors of every tier; 2. All architects, engineers and surveyors when insured status is required for such persons or organizations by the construction contract. Allother terms and conditions of the policyremain unchanged. 00020009860458201980540 CNA-71626-XX (07/13) Copyright,CNA AllRightsReserved. Page 1 of 1 5 of 6 (GJL01) TO: Brent C. Nicholson DATE: June 8, 2023 Nicholson Development FROM: Aleksandr Koshman PROJECT NO.: 2221019.21 Tacoma - (253) 383-2422 PROJECT NAME: Gayteway Crossing Slab SUBJECT: Crossing Slab Design Brent, Per your request, AHBL has reviewed the structural design of a reinforced concrete section that is to be installed over the new easement area for new sanitary sewer line being installed on JNA properties LLC property adjacent to Gayteway Business Park property. Our analysis of the crossing slab is based on the design procedures referenced in ACI 360R-10 and further expounded upon in the 2005 edition of the UFC design manual for Concrete Floor Slabs on Grade Subjected to Heavy Loads. Several assumptions were made about the dimensions and weight of the expected machinery on site. Per our email correspondence with Eric VanWerven, with J.Newell Corporation (tenant of the JNA Properties LLC Property), the heaviest equipment being used is a converted Wagner L90 log handler that weighs approximately 100 kips with a load of approximately 100 kips. According to in-field measurements the front tire dimensions are 84” diameter x 32” width and the rear tires are 62” diameter x 32” width. We were also informed that the waterline was 8” in diameter with 3 ft minimum depth. According to current manufacturing literature, the L90 Wagner Log Handler has a center-to-center distance between the front and back tires of 26 feet. J. Newell also determined that the front track width is 10’ center-to-center and that the rear track width is 3’ center-to-center. According to the manufacturing literature, the self-weight of the machinery is 153 kips and the load capacity is 93 kips. In our analysis, we assumed that the center of mass of the machine would occur at the halfway point between axles. Based on these assumptions, it was calculated that the front axle has an axle load of 212 kips and that the rear axle has an axle load of 30 kips. A single wheel load of the front and back tires was calculated to be 106 kips and 15 kips, respectively. Furthermore, we assumed a subgrade reaction modulus value of 150 lb/in3, a flexural strength value of 650 psi for the concrete, and a 4000 psi 28-day compressive strength of concrete. According to the Geotech report produced by Sondergaard Geoscience, PLLC, dated February 12th, 2020, the allowable soil bearing pressure on site is 2500 psf. Thus, using an Axle load of 212 kips, a K value of 150 lb/in3, a flexural strength of 650 psi, and an assumption of only 10,000 vehicle passes max, it was determined from Figure 5-2 that the minimum unreinforced slab thickness is 18 inches. The thickness of reinforced concrete pavement was determined using Figure 5-4. From Figure 5-4 it was determined that if #5 rebar is used at an on center spacing of 12” each way the slab thickness can be reduced to 15 inches. The required slab thickness and reinforcing was determined using figures 5-2 and 5-4 from chapter 5 of the UFC 3-320-06A design guide. Page 1 of 2 In conclusion, based on our analysis using recognized slab design codes for heavy loads, the slab thickness shall be 18” thick minimum unreinforced or 15” thick minimum reinforced with #5 rebar at 12” OC each way. As it relates to protection of the underground utilities, we recommend that the reinforced concrete section covers the utilities wherever the large equipment is to travel with a minimum dimension from the center of pipe to edge of slab of 4’-4”. Please see attached markup of sheet C17 from the Civil Drawings by Barghausen Consulting Engineers showing the extent of slab and the detail of the slab cross-section on sheet SSK-01. Sincerely, Aleksandr Koshman Project Engineer AIK/ c: Andy Pflueger - AHBL Kirk MacGowan - Sierra Q:\2022\2221019\20_STR\NON_CAD\CALCs\_2221019.21 - Sewer Crossing Slab\20230608 - Memo (Sewer Crossing Slab) - 2221019.21.docx Project Memo Page 2 of 2 Gayteway Crossing Slab 2221019.21 June 8, 2023 WHERE 8" SLAB IS CAST APPROXIMATE LOCATION OF WATERLINE AGAINST EDGE OF EXIST 6" PROTECTION SLAB PER SSK-01 SLAB DRILL FOR 3/4" DIA x WATER LINE PER CIVIL 10" SMOOTH DOWELS AT 12" OC, WHERE 8" SLAB IS CAST AGAINST EDGE OF EXISTING W 8" SLAB DRILL FOR 1" DIA x W 13" DOWELS AT 12" OC W 4'-4" MIN W W SSK W 01 W 4'-4" MIN W W W W W W W W 4'-4" MIN W W W W W W W 4'-4" MIN EXISTING BUILDING NEW 8" CONCRETE SLAB ON GRADE W/ #4 AT 16" OC AT CL EXISTING BUILDING OF SLAB - PROVIDE CONSTRUCTION OR CONTROL JOINTS AT 18" OC EACH WAY EXISTING APRON WHERE 8" SLAB IS CAST SLAB AGAINST EDGE OF THICKER SLAB - PROVIDE 1" DIA x 13" EXISTING BUILDING GREASED SMOOTH DOWELS AT 12" OC 15" THICK CONCRETE 4'-4"MIN CL OF UTILITY #5 LONG. AT 12" OC PAVEMENT EDGE OF SLAB #5 CONT. AT 12" OC BREAK REINFORCING AT 3" SAWCUT CONSTRUCTION OR t/4 + 1" CONTRACTION JOINTS MIN t/2 + d/2 JOINT SPACING NOT TO EXCEED 2x 1'-3" WIDTH OF SLAB OR 50 FEET t = 1 1/4" DIA x 20" LONG AT 15" OC BAR (PAINT AND OIL ONE END) 0'-6" CRUSHED SURFACE BASE COURSE PER WSDOT 9-03.9(3) BACKFILL PER CIVIL SUBGRADE NOTES: 1. DEPTHS INDICATED ARE COMPACTED THICKNESS 3'-0" 2. CEMENT CONCRETE PAVEMENT SHALL CONSIST OF PORTLAND MINIMUM CEMENT CONCRETE WITH A MINIMUM CONCRETE COMPRESSIVE STRENGTH OF 4000 PSI AND A MINIMUM FLEXURAL STRENGTH OF 650 PSI. 3. ALL BASE MATERIAL SHALL BE COMPACTED TO A MINIMUM DENSITY OF 95% BASED ON THE MODIFIED PROCTOR MAXIMUM DRY DENSITY PER ASTM D-1557 4. SUBGRADE SHALL BE COMPACTED TO A FIRM AND UNYIELDING CONDITION PRIOR TO PLACEMENT OF ANY PAVEMENT LAYERS. ANY LOCALIZED ZONES OF SOFT, ORGANIC-RICH, OR DEBRIS-LADEN SOILS SHOULD BE OVEREXCAVATED AND REPLACED WITH STRUCTURAL NEW SEWER PER CIVIL FILL MATERIAL. 5. REINFORCING SHALL BE ASTM A615 GR60. 0'-8" 06/09/2023 1.5 X I.D. + 18" 24" MIN. 2215 North 30th Street Gayteway Crossing Slab Suite 300 Tacoma, WA 98403 Slab Cross-Section SSK-01 253.383.2422 TEL 253.383.2572 FAX DRAWN BY: AIK DATE: 6/8/2023 JOB NO.: 2221019.21 Structural Calculations PREPARED FOR: Brent C. Nicholson Gayteway Business Park LLC PO BOX 1727 Bellevue, WA 98009 PROJECT: Gayteway Crossing Slab 2221019.21 PREPARED BY: Aleksandr Koshman Project Engineer REVIEWED BY: Andy Pflueger, PE, SE Senior Project Manager Drew McEachern, PE, SE Principle DATE: June 2023 Civil Engineers ● Structural Engineers ● Landscape Architects ● Community Planners ● Land Surveyors ● Neighbors Structural Calculations For Gayteway Sewer Crossing Slab Arlington, Washington Project # 2221019.21 Project Principal Drew McEachern Project Manager Andy Pflueger Project Engineer Aleksandr Koshman Design Criteria Design Codes and Standards Codes and Standards: Structural design and construction shall be in accordance with the applicable sections of the following codes and standards as adopted and amended by the local building authority: International Building Code, 2018 Edition. Structural Design Criteria: Soil Criteria: Based on Geotechnical Engineering Report by: SONDERGAARD GEOSCIENCE, PLLC dated February 12, 2020. Allowable Soil Bearing Capacity: 2500 PSF allow 33% increase for loads from wind or seismic origin. Active Earth Pressure = 35 PCF At Rest Earth Pressure = 50 PCF Seismic Earth Pressure = 8 x “H” (ACTIVE) 10 x “H” (AT-REST) 06/09/2023 Friction Coefficient = 0.35 Passive Pressure = 250 PCF Project Description The project consists of the design of a reinforced concrete slab that will be poured 3 feet over a new sewer pipeline. The expected loading will be axle and wheel loads from an L90 Wagner Log Handler. The slab is to be 25’-0” wide and 315’-0” long. TM 5-809-12/AFM 88-3, Chap. 15 5-2 TM 5-809-1/AFM 88-3, Chap. 15 5-3 TM 5-809-1/AFM 88-3, Chap. 15 5-9 City of Arlington Community & Economic Development August 25, 2023 Gayteway Business Park, LLC PO Box 1727 Bellevue, WA 98223 RE: Project Closeout Requirements Project Name: Gayteway BLDG F Project Address: 7123 197th PL NE Project No.: PWD-2908 Dear Mr. Gayte, Portions of the construction project are nearing completion. Prior to Certificate of Occupancy issuance and performance bond #023224054 release, review and approval of all items related to the project closeout are required: 1. All punch list items shall be completed and approved (punch list attached); it is the responsibility of the Contractor to arrange reinspection of all punch list items. a. For all punch list items except water and sewer; contact Brian Grieve for reinspection: i. 360-913-1396 or bgrieve@arlingtonwa.gov. b. For Water and Sewer Punch list items contact: i. Public Works Department: 360-403-3526 2. As-Built plans: a. Plans shall adhere to the Public Works Design and Construction Standard 1-11. b. Shall include all public and private infrastructure, and right of way improvements c. Submit one (1) full paper set along with the electronic format (PDF) d. AutoCAD files will be required with As-Built plan final approval 3. Bills of Sale (attached): a. For public water, sanitary sewer and stormwater drainage to the property line only b. Shall be submitted with As-Built plans 4. Easement / Right of Way Dedication: a. A 20-foot easement is required for any public water system on private property (and shall be shown on the as-builts). b. Please submit the legal description and exhibit map by a Professional Engineer or Surveyor licensed in the state of Washington i. All text shall be a minimum of 8-point font. ii. Avoid low contract colors and highlighting c. Right of Way Dedications require Council approval, which may extend the project closeout timeline. 5. Maintenance Bond: a. A 2-year maintenance bond is required. i. The City of Arlington maintenance bond form may be used; or ii. An Assignment of Funds b. Maintenance Bond Estimated Cost of Construction $17,500.00 x 20% = $3,500.00 All of the above requested information must be submitted with the as-built plans to be considered a complete submittal for review. Please feel free to reach out should you have any questions at 360- 403-3551 or rjones@arlingtonwa.gov . Sincerely, Raelynn Jones Permit Technician II Community & Economic Development 18204 59th Avenue NE, #B - Arlington, WA, 98223 - 360-403-3551 – www.arlingtonwa.gov 8/25/2023 PWD#2908 – Gayteway BLDG F Punch List Items 1. Paint remaining parking stalls and install curb stops on the west side of the building 2. Repair damaged planter strip on the west side of the building 3. Landscaping is needed in one planter on the west side of the building 4. Complete the sidewalk that connects the Building F parking lot to the lot to the west. The sidewalk needs be extended to the property line. 5. Complete concrete paving over the u�lity easement on the Newell Property 6. Remove any remaining erosion control devices 7. Contact Public Works for a water system punch list 8. Contact Public Works for a sewer system punch list EXHIBIT A SEWER EASEMENT LEGAL DESCRIPTION A STRIP OF LAND 15.00 FEET IN WIDTH OVER A PORTION OF LOTS 1, 2, 3, AND THE R/W TRACT OF GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENT, UNDER THE RECORDING NUMBER 202204065003, SNOHOMISH COUNTY, WASHINGTON, LYING ALONG THE FOLLOWING DESCRIBED CENTERLINE: COMMENCING AT THE NORTHEAST CORNER OF SAID LOT 1; THENCE NORTH 88°17’08” WEST, ALONG THE NORTH LINE OF SAID LOT 1, A DISTANCE OF 293.66 FEET TO THE POINT OF BEGINNING; THENCE SOUTH 06°39’13” WEST, A DISTANCE OF 22.21 FEET; THENCE SOUTH 88°17’21” EAST, A DISTANCE OF 280.75 FEET; THENCE SOUTH 01°42’40” WEST, A DISTANCE OF 321.68 FEET; THENCE SOUTH 03°05’02” WEST, A DISTANCE OF 70.73 FEET; THENCE SOUTH 01°08’25” WEST, A DISTANCE OF 278.93 FEET; THENCE SOUTH 36°34’27” WEST, A DISTANCE OF 102.84 FEET; THENCE SOUTH 01°56’09” WEST, A DISTANCE OF 177.05 FEET TO THE SOUTH LINE OF SAID R/W TRACT AND THE TERMINUS OF SAID CENTERLINE EASEMENT. CONTAINING 18,813 SQUARE FEET, MORE OR LESS. THE SIDELINES OF EACH ABOVE DESCRIBED STRIP OF LAND SHALL BE LENGTHENED OF SHORTENED TO INTERSECT THE EXTERIOR LIMITS, ALL ANGLE POINTS AND LINES ARE PERPENDICULAR TO ALL DESCRIBED TERMINI, ALL WIDTHS ARE CENTERED ALONG SAID CENTERLINES WITH EQUAL WIDTH ON EACH SIDE OF SAID CENTERLINE. 21334 GAYTEWAY BUSINESS PARK 21334L.009 – MKA SEPTEMBER 8, 2023 Page 1 of 1 LOT 1 GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENTAFN 202204065003 LOT 2 GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENTAFN 202204065003 GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENTAFN 202204065003 LOT 2 GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENTAFN 202204065003 LOT 3 GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENTAFN 202204065003 R/W TRACT GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENT AFN 202204065003 LOT 5 GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENT AFN 202204065003 EXHIBIT A WATERLINE EASEMENT LEGAL DESCRIPTIONS EASEMENT NO. 1 A STRIP OF LAND 15.00 FEET IN WIDTH OVER A PORTION OF LOTS 1 AND 2 OF GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENT, UNDER THE RECORDING NUMBER 202204065003, SNOHOMISH COUNTY, WASHINGTON, LYING ALONG THE FOLLOWING DESCRIBED CENTERLINE: COMMENCING AT THE NORTHEAST CORNER OF SAID LOT 1; THENCE NORTH 88°17’08” WEST, ALONG THE NORTH LINE OF SAID LOT 1, A DISTANCE OF 279.34 FEET TO THE POINT OF BEGINNING; THENCE SOUTH 01°42’41” WEST, A DISTANCE OF 38.01 FEET; THENCE SOUTH 88°17’17” EAST, A DISTANCE OF 82.32 FEET; THENCE SOUTH 01°42’43” WEST, A DISTANCE OF 24.53 FEET; THENCE NORTH 01°42’43” EAST, A DISTANCE OF 24.53 FEET; THENCE SOUTH 88°17’17” EAST, A DISTANCE OF 167.20 FEET; THENCE SOUTH 01°42’28” WEST, A DISTANCE OF 132.80 FEET; THENCE NORTH 88°17’32” WEST, A DISTANCE OF 22.04 FEET; THENCE SOUTH 88°17’32” EAST, A DISTANCE OF 22.04 FEET; THENCE SOUTH 01°42’28” WEST, A DISTANCE OF 229.11 FEET TO A POINT HEREINAFTER REFERRED TO AS POINT “A” AND THE TERMINUS OF SAID CENTERLINE EASEMENT. CONTAINING 10,215 SQUARE FEET, MORE OR LESS. TOGETHER WITH; EASEMENT NO. 2 A STRIP OF LAND 15.00 FEET IN WIDTH OVER A PORTION OF LOTS 2 AND 3 OF GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENT, UNDER THE RECORDING NUMBER 202204065003, SNOHOMISH COUNTY, WASHINGTON, LYING ALONG THE FOLLOWING DESCRIBED CENTERLINE: BEGINNING AT SAID POINT “A”; THENCE SOUTH 88°17’07” EAST, A DISTANCE OF 565.09 FEET; THENCE NORTH 88°17’07” WEST, A DISTANCE OF 462.56 FEET; THENCE SOUTH 01°42’53” WEST, A DISTANCE OF 65.17 FEET; THENCE SOUTH 88°17’07” EAST, A DISTANCE OF 14.20 FEET; THENCE NORTH 88°17’07” WEST, A DISTANCE OF 14.20 FEET; THENCE SOUTH 01°42’53” WEST, A DISTANCE OF 209.67 FEET; 21334 GAYTEWAY BUSINESS PARK 21334L.009 – MKA SEPTEMBER 8, 2023 Page 1 of 3 THENCE NORTH 88°17’10’ WEST, A DISTANCE OF 102.50 FEET TO A POINT HEREINAFTER REFERRED TO AS POINT “B”; THENCE SOUTH 88°17’10’ EAST, A DISTANCE OF 102.50 FEET; THENCE SOUTH 01°42’53” WEST, A DISTANCE OF 102.41 FEET; THENCE SOUTH 43°36’35” EAST, A DISTANCE OF 70.79 FEET; THENCE SOUTH 88°17’08’ EAST, A DISTANCE OF 11.18 FEET; THENCE NORTH 01°42’52” EAST, A DISTANCE OF 19.68 FEET; THENCE SOUTH 01°42’52” WEST, A DISTANCE OF 19.68 FEET; THENCE SOUTH 88°17’08’ EAST, A DISTANCE OF 401.52 FEET TO THE TERMINUS OF SAID CENTERLINE EASEMENT. CONTAINING 22,986 SQUARE FEET, MORE OR LESS. TOGETHER WITH; EASEMENT NO. 3 A STRIP OF LAND OF VARIABLE WIDTH AS DESCRIBED HERIN OVER A PORTION OF LOTS 2 AND 3 OF GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENT, UNDER THE RECORDING NUMBER 202204065003, SNOHOMISH COUNTY, WASHINGTON, LYING ALONG THE FOLLOWING DESCRIBED CENTERLINE: BEGINNING AT SAID POINT “A”; THENCE SOUTH 01°42’28” WEST, A DISTANCE OF 69.82 FEET, AT A WIDTH OF 15.00 FEET; THENCE NORTH 88°17’32” WEST, A DISTANCE OF 22.03 FEET, AT A WIDTH OF 20.00 FEET; THENCE SOUTH 88°17’32” EAST, A DISTANCE OF 22.03 FEET, AT A WIDTH OF 20.00 FEET; THENCE SOUTH 01°42’28” WEST, A DISTANCE OF 205.02 FEET, AT A WIDTH OF 15.00 FEET; THENCE NORTH 88°17’10” WEST, A DISTANCE OF 54.60 FEET, AT A WIDTH OF 15.00 FEET TO A POINT HEREINAFTER REFERRED TO AS POINT “C”; THENCE NORTH 88°17’10” WEST, A DISTANCE OF 33.20 FEET, AT A WIDTH OF 15.00 FEET; THENCE SOUTH 01°42’50” WEST, A DISTANCE OF 22.03 FEET, AT A WIDTH OF 20.00 FEET; THENCE NORTH 01°42’50” EAST, A DISTANCE OF 22.03 FEET, AT A WIDTH OF 20.00 FEET; THENCE NORTH 88°17’10” WEST, A DISTANCE OF 237.03 FEET, AT A WIDTH OF 15.00 FEET; THENCE SOUTH 01°43’12” WEST, A DISTANCE OF 69.51 FEET, AT A WIDTH OF 15.00 FEET; THENCE NORTH 88°17’34” WEST, A DISTANCE OF 188.22 FEET, AT A WIDTH OF 15.00 FEET; THENCE SOUTH 01°42’26” WEST, A DISTANCE OF 15.03 FEET, AT A WIDTH OF 15.00 FEET TO THE SOUTH LINE OF SAID LOT 2 AND TERMINUS OF SAID CENTERLINE EASEMENT. CONTAINING 13,666 SQUARE FEET, MORE OR LESS. 21334 GAYTEWAY BUSINESS PARK 21334L.009 – MKA SEPTEMBER 8, 2023 Page 2 of 3 TOGETHER WITH; EASEMENT NO. 4 A STRIP OF LAND 20.00 FEET IN WIDTH OVER A PORTION OF LOTS 2, 3, 5, 6, 7, AND THE R/W TRACT OF GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENT, UNDER THE RECORDING NUMBER 202204065003, SNOHOMISH COUNTY, WASHINGTON, LYING ALONG THE FOLLOWING DESCRIBED CENTERLINE: BEGINNING AT SAID POINT “C”; THENCE SOUTH 01°42’52” WEST, A DISTANCE OF 258.56 FEET; THENCE NORTH 88°17’08” WEST, A DISTANCE OF 24.94 FEET; THENCE SOUTH 88°17’08” EAST, A DISTANCE OF 24.94 FEET; THENCE SOUTH 01°42’52” WEST, A DISTANCE OF 31.59 FEET; THENCE SOUTH 88°17’08” EAST, A DISTANCE OF 303.34 FEET; THENCE SOUTH 01°24’04” WEST, A DISTANCE OF 264.88 FEET; THENCE NORTH 88°35’56” WEST, A DISTANCE OF 35.91 FEET; THENCE SOUTH 88°35’56” EAST, A DISTANCE OF 35.91 FEET; THENCE SOUTH 01°24’04” WEST, A DISTANCE OF 483.04 FEET; THENCE NORTH 88°15’14” WEST, A DISTANCE OF 117.20 FEET; THENCE NORTH 01°44’46” EAST, A DISTANCE OF 35.90 FEET; THENCE SOUTH 01°44’46” WEST, A DISTANCE OF 35.90 FEET; THENCE NORTH 88°15’14” WEST, A DISTANCE OF 482.12 FEET; THENCE NORTH 02°00’48” EAST, A DISTANCE OF 69.58 FEET; THENCE NORTH 88°08’13” WEST, A DISTANCE OF 16.20 FEET; THENCE SOUTH 01°35’23” WEST, A DISTANCE OF 19.74 FEET TO THE SOUTH LINE OF SAID LOT 7 AND TERMINUS OF SAID CENTERLINE EASEMENT. CONTAINING 42,233 SQUARE FEET, MORE OR LESS. THE SIDELINES OF EACH ABOVE DESCRIBED STRIP OF LAND SHALL BE LENGTHENED OF SHORTENED TO INTERSECT THE EXTERIOR LIMITS, ALL ANGLE POINTS AND LINES ARE PERPENDICULAR TO ALL DESCRIBED TERMINI, ALL WIDTHS ARE CENTERED ALONG SAID CENTERLINES WITH EQUAL WIDTH ON EACH SIDE OF SAID CENTERLINE. 21334 GAYTEWAY BUSINESS PARK 21334L.009 – MKA SEPTEMBER 8, 2023 Page 3 of 3 LOT 1 GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENT AFN 202204065003 LOT 2 GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENT AFN 202204065003 For: Title: LOT 3 AFN 202204065003 GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENT For: Title: GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENT LOT 2 AFN 202204065003 GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENT For: Title: LOT 3 AFN 202204065003 R/W TRACT AFN 202204065003 GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENTGAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENT LOT 5 AFN 202204065003 GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENT LOT 2 AFN 202204065003 GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENT For: Title: LOT 6 LOT 5 AFN 202204065003 AFN 202204065003 GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENT GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENT LOT 7 AFN 202204065003 GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENT For: Title: 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA 98223 360-403-3551 Project Name: Gayteway Building F Permit No.: 2908 Review Date: 10/25/2023 Contact: Chris Jensen Phone No.: Review Phase: As-builts Report Date: 10/25/2023 Reviewing Dept.: CED Applicant: Barghausen DWG Issue Date: # Rev. Dwg. or Add’l Ref. City Comment Response/Resolution Spec. Ref. Approved 1. MH MH7 – MH1 Missing tee/stub added to west, should be (2) tees on run 2. MH Change signature block to City of Arlington Engineer for As-built drawings 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 16. 17. 18. 19. 20. Page 1 of 1 R GAYTEWAY BUSINESS PARK Know what's below. Callbefore you dig. SCALE: 1"=200' EX. BUILDING 'B' TRUCK COURT CIVIL COVER SHEET BUILDING 'E' 76,557 SF EX. BUILDING 'C' Title: TRUCK COURT 67TH AVE NE BUILDING 'D' 118,200 SF BUILDING 'G' 117,796 SF PARK LLC PO BOX 1727 GAYTEWAY BUSINESS BELLEVUE, WA 98009 For: ONAL X D D BE E L F WASHIN L A TE O G L T A O T N S P R 21036182 R O RE D E F G E E I ES STER IN S G I N O E NAL ’ AS-BUILT DRAWING APPROVAL ACKNOWLEDGMENT THIS AS-BUILT PLAN SHEET HAS BEEN REVIEWED AND ACCEPTED AS A RECORD DRAWING. THE LICENSED DESIGN ENGINEER WHOSE STAMP AND SIGNATURE APPEAR ON THIS SHEET ASSUMES FULL AND COMPLETE RESPONSIBILITY FOR THE ACCURACY THEREIN. 24 BY: ________________________________________________________ RESPONSIBILITY FOR THE ACCURACY THEREIN. BY: ________________________________________________________CITY ENGINEER, CITY OF ARLINGTON CITY ENGINEER, CITY OF ARLINGTON 21334 DATE: ______________________________________________________ DATE: ______________________________________________________ C1 AS-BUILT DRAWING APPROVAL ACKNOWLEDGMENT THIS AS-BUILT PLAN SHEET HAS BEEN REVIEWED AND ACCEPTED AS A RECORD DRAWING. THE LICENSED DESIGN ENGINEER WHOSE STAMP AND SIGNATURE APPEAR ON THIS SHEET ASSUMES FULL AND COMPLETE R GAYTEWAY BUSINESS PARK RESPONSIBILITY FOR THE ACCURACY THEREIN. BY: ________________________________________________________ RESPONSIBILITY FOR THE ACCURACY THEREIN. BY: ________________________________________________________CITY ENGINEER, CITY OF ARLINGTON CITY ENGINEER, CITY OF ARLINGTON Know what's below. DATE: ______________________________________________________ DATE: ______________________________________________________ Callbefore you dig. CIVIL COVER SHEET Title: PARK LLC PO BOX 1727 GAYTEWAY BUSINESS BELLEVUE, WA 98009 For: ONAL X D D BE E L F WASHIN L A TE O G L T A O T N S P R 21036182 R O RE D E F G E E I ES STER IN S G I N O E NAL 24 21334 C1.1 AS-BUILT DRAWING APPROVAL ACKNOWLEDGMENT THIS AS-BUILT PLAN SHEET HAS BEEN REVIEWED AND ACCEPTED AS A RECORD DRAWING. THE LICENSED DESIGN ENGINEER WHOSE STAMP AND GAYTEWAY BUSINESS PARK SIGNATURE APPEAR ON THIS SHEET ASSUMES FULL AND COMPLETE RESPONSIBILITY FOR THE ACCURACY THEREIN. BY: ________________________________________________________ RESPONSIBILITY FOR THE ACCURACY THEREIN. BY: ________________________________________________________CITY ENGINEER, CITY OF ARLINGTON CITY ENGINEER, CITY OF ARLINGTON DATE: ______________________________________________________ DATE: ______________________________________________________ SITE PLAN SCALE: 1"=30' Title: PARK LLC PO BOX 1727 GAYTEWAY BUSINESS BELLEVUE, WA 98009 For: ONAL X D D BE E L F WASHIN L A TE O G L T A O T N S P R 21036182 R O RE D E F G E E I ES STER IN S G I N O E NAL R Know what's below. Callbefore you dig. 24 21334 C2 GAYTEWAY BUSINESS PARK TESC PLAN SCALE: 1"=30' Title: PARK LLC PO BOX 1727 GAYTEWAY BUSINESS BELLEVUE, WA 98009 For: ONAL X D D BE E L F WASHIN L A TE O G L T A O T N S P R 21036182 R O RE D E F G E E I ES STER IN S G I N O E NAL R Know what's below. Callbefore you dig. AS-BUILT DRAWING APPROVAL ACKNOWLEDGMENT THIS AS-BUILT PLAN SHEET HAS BEEN REVIEWED AND ACCEPTED AS A RECORD DRAWING. THE LICENSED DESIGN ENGINEER WHOSE STAMP AND SIGNATURE APPEAR ON THIS SHEET ASSUMES FULL AND COMPLETE RESPONSIBILITY FOR THE ACCURACY THEREIN. 24 BY: ________________________________________________________ RESPONSIBILITY FOR THE ACCURACY THEREIN. BY: ________________________________________________________CITY ENGINEER, CITY OF ARLINGTON CITY ENGINEER, CITY OF ARLINGTON 21334 DATE: ______________________________________________________ DATE: ______________________________________________________ C3 GAYTEWAY BUSINESS PARK TESC DETAILS Title: PARK LLC PO BOX 1727 GAYTEWAY BUSINESS BELLEVUE, WA 98009 For: ONAL X D D BE E L F WASHIN L A TE O G L T A O T N S P R 21036182 R O RE D E F G E E I ES STER IN S G I N O E NAL R Know what's below. Callbefore you dig. AS-BUILT DRAWING APPROVAL ACKNOWLEDGMENT THIS AS-BUILT PLAN SHEET HAS BEEN REVIEWED AND ACCEPTED AS A RECORD DRAWING. THE LICENSED DESIGN ENGINEER WHOSE STAMP AND SIGNATURE APPEAR ON THIS SHEET ASSUMES FULL AND COMPLETE RESPONSIBILITY FOR THE ACCURACY THEREIN. 24 BY: ________________________________________________________ RESPONSIBILITY FOR THE ACCURACY THEREIN. BY: ________________________________________________________CITY ENGINEER, CITY OF ARLINGTON CITY ENGINEER, CITY OF ARLINGTON 21334 DATE: ______________________________________________________ DATE: ______________________________________________________ C4 AS-BUILT DRAWING APPROVAL ACKNOWLEDGMENT THIS AS-BUILT PLAN SHEET HAS BEEN REVIEWED AND ACCEPTED AS A RECORD DRAWING. THE LICENSED DESIGN ENGINEER WHOSE STAMP AND GAYTEWAY BUSINESS PARK SIGNATURE APPEAR ON THIS SHEET ASSUMES FULL AND COMPLETE RESPONSIBILITY FOR THE ACCURACY THEREIN. BY: ________________________________________________________ RESPONSIBILITY FOR THE ACCURACY THEREIN. BY: ________________________________________________________CITY ENGINEER, CITY OF ARLINGTON CITY ENGINEER, CITY OF ARLINGTON DATE: ______________________________________________________ DATE: ______________________________________________________ SCALE: 1"=30' GRADING PLAN Title: · · PARK LLC PO BOX 1727 GAYTEWAY BUSINESS BELLEVUE, WA 98009 For: ONAL X D D BE E L F WASHIN L A TE O G L T A O T N S P R 21036182 R O RE D E F G E E I ES STER IN S G I N O E NAL ADA GRADING DETAIL 3, SEE SHEET C6 ADA GRADING DETAIL 2, SEE SHEET C6 ADA GRADING DETAIL 1, SEE SHEET C6 R 24 Know what's below. Callbefore you dig. 21334 C5 AS-BUILT DRAWING APPROVAL ACKNOWLEDGMENT THIS AS-BUILT PLAN SHEET HAS BEEN REVIEWED AND ACCEPTED AS A RECORD DRAWING. THE LICENSED DESIGN ENGINEER WHOSE STAMP AND GAYTEWAY BUSINESS PARK SIGNATURE APPEAR ON THIS SHEET ASSUMES FULL AND COMPLETE RESPONSIBILITY FOR THE ACCURACY THEREIN. BY: ________________________________________________________ RESPONSIBILITY FOR THE ACCURACY THEREIN. BY: ________________________________________________________CITY ENGINEER, CITY OF ARLINGTON CITY ENGINEER, CITY OF ARLINGTON DATE: ______________________________________________________ DATE: ______________________________________________________ GRADING DETAILS SCALE: 1"=10' Title: PARK LLC PO BOX 1727 GAYTEWAY BUSINESS BELLEVUE, WA 98009 For: ONAL X D D BE E L F WASHIN L A TE O G L T A O T N S P R 21036182 R O RE D E F G E E I ES STER IN S G I N O E NAL R Know what's below. Callbefore you dig. 24 21334 C6 AS-BUILT DRAWING APPROVAL ACKNOWLEDGMENT THIS AS-BUILT PLAN SHEET HAS BEEN REVIEWED AND ACCEPTED AS A RECORD DRAWING. THE LICENSED DESIGN ENGINEER WHOSE STAMP AND R GAYTEWAY BUSINESS PARK SIGNATURE APPEAR ON THIS SHEET ASSUMES FULL AND COMPLETE RESPONSIBILITY FOR THE ACCURACY THEREIN. BY: ________________________________________________________ RESPONSIBILITY FOR THE ACCURACY THEREIN. BY: ________________________________________________________CITY ENGINEER, CITY OF ARLINGTON CITY ENGINEER, CITY OF ARLINGTON Know what's below. DATE: ______________________________________________________ Callbefore you dig. DATE: ______________________________________________________ SCALE: 1"=30' STORM DRAINAGE PLAN Title: PARK LLC PO BOX 1727 GAYTEWAY BUSINESS BELLEVUE, WA 98009 For: ONAL X D D BE E L F WASHIN L A TE O G L T A O T N S P R 21036182 R MATCHLINE O RE D E MATCHLINE F G E E I ES STER IN S G I N O E NAL STORM STUB #1 EX. STORM STUB 24 21334 C7 AS-BUILT DRAWING APPROVAL ACKNOWLEDGMENT THIS AS-BUILT PLAN SHEET HAS BEEN REVIEWED AND ACCEPTED AS A RECORD DRAWING. THE LICENSED DESIGN ENGINEER WHOSE STAMP AND GAYTEWAY BUSINESS PARK SIGNATURE APPEAR ON THIS SHEET ASSUMES FULL AND COMPLETE RESPONSIBILITY FOR THE ACCURACY THEREIN. BY: ________________________________________________________ RESPONSIBILITY FOR THE ACCURACY THEREIN. BY: ________________________________________________________CITY ENGINEER, CITY OF ARLINGTON CITY ENGINEER, CITY OF ARLINGTON DATE: ______________________________________________________ DATE: ______________________________________________________ STORM DETAILS Title: PARK LLC PO BOX 1727 GAYTEWAY BUSINESS BELLEVUE, WA 98009 For: ONAL X D D BE E L F WASHIN L A TE O G L T A O T N S P R 21036182 R O RE D E F G E E I ES STER IN S G I N O E NAL R Know what's below. Callbefore you dig. 24 21334 C8 GAYTEWAY BUSINESS PARK STORM DETAILS Title: PARK LLC PO BOX 1727 GAYTEWAY BUSINESS BELLEVUE, WA 98009 For: ONAL X D D BE E L F WASHIN L A TE O G L T A O T N S P R 21036182 R O RE D E F G E E I ES STER IN S G I N O E NAL R Know what's below. Callbefore you dig. AS-BUILT DRAWING APPROVAL ACKNOWLEDGMENT THIS AS-BUILT PLAN SHEET HAS BEEN REVIEWED AND ACCEPTED AS A RECORD DRAWING. THE LICENSED DESIGN ENGINEER WHOSE STAMP AND SIGNATURE APPEAR ON THIS SHEET ASSUMES FULL AND COMPLETE RESPONSIBILITY FOR THE ACCURACY THEREIN. 24 BY: ________________________________________________________ RESPONSIBILITY FOR THE ACCURACY THEREIN. BY: ________________________________________________________CITY ENGINEER, CITY OF ARLINGTON CITY ENGINEER, CITY OF ARLINGTON 21334 DATE: ______________________________________________________ DATE: ______________________________________________________ C9 GAYTEWAY BUSINESS PARK SCALE: 1"=30' WATER PLAN Title: PARK LLC PO BOX 1727 GAYTEWAY BUSINESS BELLEVUE, WA 98009 For: ONAL X D D BE E L F WASHIN L A TE O G L T A O T N S P MATCHLINE R R 21036182 R MATCHLINE OF E ED EE G I ES STER IN S G I N O E NAL R Know what's below. Callbefore you dig. AS-BUILT DRAWING APPROVAL ACKNOWLEDGMENT THIS AS-BUILT PLAN SHEET HAS BEEN REVIEWED AND ACCEPTED AS A RECORD DRAWING. THE LICENSED DESIGN ENGINEER WHOSE STAMP AND SIGNATURE APPEAR ON THIS SHEET ASSUMES FULL AND COMPLETE RESPONSIBILITY FOR THE ACCURACY THEREIN. 24 BY: ________________________________________________________ RESPONSIBILITY FOR THE ACCURACY THEREIN. BY: ________________________________________________________CITY ENGINEER, CITY OF ARLINGTON CITY ENGINEER, CITY OF ARLINGTON 21334 DATE: ______________________________________________________ DATE: ______________________________________________________ C10 GAYTEWAY BUSINESS PARK WATER PROFILES Title: PARK LLC PO BOX 1727 GAYTEWAY BUSINESS BELLEVUE, WA 98009 For: ONAL X D D BE E L F WASHIN L A TE O G L T A O T N S P R 21036182 R O RE D E F G E E I ES STER IN S G I N O E NAL R Know what's below. Callbefore you dig. AS-BUILT DRAWING APPROVAL ACKNOWLEDGMENT THIS AS-BUILT PLAN SHEET HAS BEEN REVIEWED AND ACCEPTED AS A RECORD DRAWING. THE LICENSED DESIGN ENGINEER WHOSE STAMP AND SIGNATURE APPEAR ON THIS SHEET ASSUMES FULL AND COMPLETE RESPONSIBILITY FOR THE ACCURACY THEREIN. 24 BY: ________________________________________________________ RESPONSIBILITY FOR THE ACCURACY THEREIN. BY: ________________________________________________________CITY ENGINEER, CITY OF ARLINGTON CITY ENGINEER, CITY OF ARLINGTON 21334 DATE: ______________________________________________________ DATE: ______________________________________________________ C11 GAYTEWAY BUSINESS PARK Title: WATER MAIN EXTENSION PLAN - NORTH PARK LLC PO BOX 1727 GAYTEWAY BUSINESS BELLEVUE, WA 98009 For: ONAL X D D BE E L F WASHIN L A TE O G L T A O T N S P R 21036182 R O RE D E F G E E I ES STER IN S G I N O E NAL R Know what's below. SCALE: 1"=50' Callbefore you dig. AS-BUILT DRAWING APPROVAL ACKNOWLEDGMENT THIS AS-BUILT PLAN SHEET HAS BEEN REVIEWED AND ACCEPTED AS A RECORD DRAWING. THE LICENSED DESIGN ENGINEER WHOSE STAMP AND SIGNATURE APPEAR ON THIS SHEET ASSUMES FULL AND COMPLETE RESPONSIBILITY FOR THE ACCURACY THEREIN. 24 BY: ________________________________________________________ RESPONSIBILITY FOR THE ACCURACY THEREIN. BY: ________________________________________________________CITY ENGINEER, CITY OF ARLINGTON CITY ENGINEER, CITY OF ARLINGTON 21334 DATE: ______________________________________________________ DATE: ______________________________________________________ C12 GAYTEWAY BUSINESS PARK LOT 5 Title: WATER MAIN EXTENSION PLAN - SOUTH PARK LLC PO BOX 1727 GAYTEWAY BUSINESS BELLEVUE, WA 98009 For: ONAL X D D BE E L F WASHIN L A TE O G L T A O T N LOT 7 S P R 21036182 R O RE D E F G E E I ES STER IN S G I N O E NAL SCALE: 1"=50' LOT 6 AS-BUILT DRAWING APPROVAL ACKNOWLEDGMENT THIS AS-BUILT PLAN SHEET HAS BEEN REVIEWED AND ACCEPTED AS A R RECORD DRAWING. THE LICENSED DESIGN ENGINEER WHOSE STAMP AND SIGNATURE APPEAR ON THIS SHEET ASSUMES FULL AND COMPLETE RESPONSIBILITY FOR THE ACCURACY THEREIN. 24 BY: ________________________________________________________ RESPONSIBILITY FOR THE ACCURACY THEREIN. BY: ________________________________________________________CITY ENGINEER, CITY OF ARLINGTON Know what's below. CITY ENGINEER, CITY OF ARLINGTON 21334 DATE: ______________________________________________________ Callbefore you dig. DATE: ______________________________________________________ C13 GAYTEWAY BUSINESS PARK WATER MAIN EXTENSION PROFILES Title: PARK LLC PO BOX 1727 GAYTEWAY BUSINESS BELLEVUE, WA 98009 For: ONAL X D D BE E L F WASHIN L A TE O G L T A O T N S P R 21036182 R O RE D E F G E E I ES STER IN S G I N O E NAL R AS-BUILT DRAWING APPROVAL ACKNOWLEDGMENT THIS AS-BUILT PLAN SHEET HAS BEEN REVIEWED AND ACCEPTED AS A Know what's below. RECORD DRAWING. THE LICENSED DESIGN ENGINEER WHOSE STAMP AND Callbefore you dig. SIGNATURE APPEAR ON THIS SHEET ASSUMES FULL AND COMPLETE RESPONSIBILITY FOR THE ACCURACY THEREIN. 24 BY: ________________________________________________________ RESPONSIBILITY FOR THE ACCURACY THEREIN. BY: ________________________________________________________CITY ENGINEER, CITY OF ARLINGTON CITY ENGINEER, CITY OF ARLINGTON 21334 DATE: ______________________________________________________ SCALE: 1"=50' DATE: ______________________________________________________ C14 GAYTEWAY BUSINESS PARK SCALE: 1"=30' Title: BUILDING 'E' SANITARY SEWER PLAN - NORTH - AS-BUILT PARK LLC PO BOX 1727 GAYTEWAY BUSINESS BELLEVUE, WA 98009 For: ONAL X D D BE E L F WASHIN L A TE O G L T A O T N S P R 21036182 R O RE D E F G E E I ES STER IN S G I N O E NAL R Know what's below. Callbefore you dig. AS-BUILT DRAWING APPROVAL ACKNOWLEDGMENT THIS AS-BUILT PLAN SHEET HAS BEEN REVIEWED AND ACCEPTED AS A RECORD DRAWING. THE LICENSED DESIGN ENGINEER WHOSE STAMP AND SIGNATURE APPEAR ON THIS SHEET ASSUMES FULL AND COMPLETE RESPONSIBILITY FOR THE ACCURACY THEREIN. 24 BY: ________________________________________________________ RESPONSIBILITY FOR THE ACCURACY THEREIN. BY: ________________________________________________________CITY ENGINEER, CITY OF ARLINGTON CITY ENGINEER, CITY OF ARLINGTON 21334 DATE: ______________________________________________________ DATE: ______________________________________________________ C15 GAYTEWAY BUSINESS PARK SCALE: 1"=30' Title: SANITARY SEWER PLAN - SOUTH - AS-BUILT PARK LLC PO BOX 1727 GAYTEWAY BUSINESS BELLEVUE, WA 98009 For: ONAL X D D BE E L F WASHIN L A TE O G L T A O T N S P R 21036182 R O RE D E F G E E I ES STER IN S G I N O E NAL SS STUB R Know what's below. Callbefore you dig. AS-BUILT DRAWING APPROVAL ACKNOWLEDGMENT THIS AS-BUILT PLAN SHEET HAS BEEN REVIEWED AND ACCEPTED AS A RECORD DRAWING. THE LICENSED DESIGN ENGINEER WHOSE STAMP AND SIGNATURE APPEAR ON THIS SHEET ASSUMES FULL AND COMPLETE RESPONSIBILITY FOR THE ACCURACY THEREIN. 24 BY: ________________________________________________________ RESPONSIBILITY FOR THE ACCURACY THEREIN. BY: ________________________________________________________CITY ENGINEER, CITY OF ARLINGTON CITY ENGINEER, CITY OF ARLINGTON 21334 DATE: ______________________________________________________ DATE: ______________________________________________________ C16 AS-BUILT DRAWING APPROVAL ACKNOWLEDGMENT THIS AS-BUILT PLAN SHEET HAS BEEN REVIEWED AND ACCEPTED AS A RECORD DRAWING. THE LICENSED DESIGN ENGINEER WHOSE STAMP AND GAYTEWAY BUSINESS PARK SIGNATURE APPEAR ON THIS SHEET ASSUMES FULL AND COMPLETE RESPONSIBILITY FOR THE ACCURACY THEREIN. BY: ________________________________________________________ RESPONSIBILITY FOR THE ACCURACY THEREIN. BY: ________________________________________________________CITY ENGINEER, CITY OF ARLINGTON CITY ENGINEER, CITY OF ARLINGTON SCALE: 1"=20' DATE: ______________________________________________________ DATE: ______________________________________________________ SEWER STUB#1 EXISTING SSMH Title:SEWER EXTENSION - PROFILE - AS-BUILT SSMH #7 SSMH #1 8''X6'' TEE 8''X6'' TEE PARK LLC PO BOX 1727 SEWER STUB#1 GAYTEWAY BUSINESSBELLEVUE, WA 98009 For: NALD X DO B E E L F WASH L A O IN L E G T T A O ST N P 21036182 R R R O EG ED E FE ISTER E SS IN IONAL ENG SSMH #1 W/SOLID LID EXISTING SSMH W/SOLID LID 8''X6'' TEE SSMH #7 8''X6'' TEE W/SOLID LID R 24 Know what's below. Callbefore you dig. 21334 C17 GAYTEWAY BUSINESS PARK SSMH #4 TYPE 1 W/SOLID LID SEWER PROFILE - AS-BUILT SSCO #1 W/CONCRETE COLLAR Title: SSMH #3 SSMH #2 TYPE 1 W/SOLID LID TYPE 1 W/FLAT LID SSMH #1 BACKFLOW W/SOLID LID PREVENTER #1 TYPE 1 W/ SOLID LID MONITORING MANHOLE #1 TYPE 1 W/FLAT LID PARK LLC PO BOX 1727 GAYTEWAY BUSINESS BELLEVUE, WA 98009 For: ONAL X D D BE E L F WASHIN L A TE O G L T A O T N S P R 21036182 R O RE D E F G E E I ES STER IN S G I N O E NAL SSMH #5 SS STUB SSMH #4 SSMH #6 R Know what's below. Callbefore you dig. AS-BUILT DRAWING APPROVAL ACKNOWLEDGMENT THIS AS-BUILT PLAN SHEET HAS BEEN REVIEWED AND ACCEPTED AS A RECORD DRAWING. THE LICENSED DESIGN ENGINEER WHOSE STAMP AND SIGNATURE APPEAR ON THIS SHEET ASSUMES FULL AND COMPLETE RESPONSIBILITY FOR THE ACCURACY THEREIN. 24 BY: ________________________________________________________ RESPONSIBILITY FOR THE ACCURACY THEREIN. BY: ________________________________________________________CITY ENGINEER, CITY OF ARLINGTON CITY ENGINEER, CITY OF ARLINGTON 21334 DATE: ______________________________________________________ DATE: ______________________________________________________ C18 GAYTEWAY BUSINESS PARK ADA MINIMUM PARKING REQUIREMENTS 19' TYP. (SEE PLAN) SITE DETAILS - RECORD DRAWING NOTE: 1. SECTION IS SHOWN FOR REFERENCE ONLY. GENERAL CONTRACTOR SHALL Title: REFERENCE GEOTECHNICAL REPORT PREPARED BY SONDERGAARD GEOSCIENCE PLLC, DATED JULY 3, 2018 FOR PAVEMENT, AGGREGATE, AND SUBGRADE REQUIREMENTS. PARK LLC PO BOX 1727 GAYTEWAY BUSINESS BELLEVUE, WA 98009 For: ONAL X D D BE E L F WASHIN L A TE O G L T A O T N S P R 21036182 R O RE D E F G E E I ES STER IN S G I N O E NAL NOTE: 1. SECTION IS SHOWN FOR REFERENCE ONLY. GENERAL CONTRACTOR SHALL REFERENCE GEOTECHNICAL REPORT PREPARED BY SONDERGAARD GEOSCIENCE PLLC, DATED JULY 3, 2018 FOR PAVEMENT, AGGREGATE, AND SUBGRADE REQUIREMENTS. 37 " 8 31 4" 75 " 3" 5" " 6" STANDUP CURB OR CURB & 8 8 3 GUTTER AS APPLICABLE (SEE 2 PROVIDE 4' SQUARE MINIMUM SITE PLAN) LANDING AT TOP OF RAMP FOR CHANGE IN DIRECTION. DO NOT EXCEED 2% IN ANY 3 " R2 8" 4 "8 DIRECTION 3 4 " 3 2 8 5" 3 2 WIDTH VARIES SEE SITE PLAN 95° (4' MIN. WIDTH) " 3'-0" 110° 5 8 " 5 1:12 MAX. SLOPE 3 4 DO NOT EXCEED R10 4" 5 " R 5 8 3 " 7 8 1 " 1 4 4" 3'-0" Know what's below. PAVEMENT INTERNATIONAL SYMBOL OF ACCESSIBILITY NOTES: Callbefore you dig. 12" AS-BUILT DRAWING APPROVAL ACKNOWLEDGMENT THIS AS-BUILT PLAN SHEET HAS BEEN REVIEWED AND ACCEPTED AS A RECORD DRAWING. THE LICENSED DESIGN ENGINEER WHOSE STAMP AND SIGNATURE APPEAR ON THIS SHEET ASSUMES FULL AND COMPLETE RESPONSIBILITY FOR THE ACCURACY THEREIN. 24 BY: ________________________________________________________ RESPONSIBILITY FOR THE ACCURACY THEREIN. BY: ________________________________________________________CITY ENGINEER, CITY OF ARLINGTON CITY ENGINEER, CITY OF ARLINGTON 21334 DATE: ______________________________________________________ DATE: ______________________________________________________ C19 GAYTEWAY BUSINESS PARK SITE DETAILS - RECORD DRAWING Title: PARK LLC PO BOX 1727 GAYTEWAY BUSINESS BELLEVUE, WA 98009 For: ONAL X D D BE E L F WASHIN L A TE O G L T A O T N S P R 21036182 R O RE D E F G E E I ES STER IN S G I N O E NAL R Know what's below. Callbefore you dig. AS-BUILT DRAWING APPROVAL ACKNOWLEDGMENT THIS AS-BUILT PLAN SHEET HAS BEEN REVIEWED AND ACCEPTED AS A RECORD DRAWING. THE LICENSED DESIGN ENGINEER WHOSE STAMP AND SIGNATURE APPEAR ON THIS SHEET ASSUMES FULL AND COMPLETE RESPONSIBILITY FOR THE ACCURACY THEREIN. 24 BY: ________________________________________________________ RESPONSIBILITY FOR THE ACCURACY THEREIN. BY: ________________________________________________________CITY ENGINEER, CITY OF ARLINGTON CITY ENGINEER, CITY OF ARLINGTON 21334 DATE: ______________________________________________________ DATE: ______________________________________________________ C20 AS-BUILT DRAWING APPROVAL ACKNOWLEDGMENT THIS AS-BUILT PLAN SHEET HAS BEEN REVIEWED AND ACCEPTED AS A RECORD DRAWING. THE LICENSED DESIGN ENGINEER WHOSE STAMP AND GAYTEWAY BUSINESS PARK SIGNATURE APPEAR ON THIS SHEET ASSUMES FULL AND COMPLETE R RESPONSIBILITY FOR THE ACCURACY THEREIN. BY: ________________________________________________________ RESPONSIBILITY FOR THE ACCURACY THEREIN. BY: ________________________________________________________CITY ENGINEER, CITY OF ARLINGTON CITY ENGINEER, CITY OF ARLINGTON DATE: ______________________________________________________ Know what's below. DATE: ______________________________________________________ Callbefore you dig. CONSTRUCTION DETAILS Title: PARK LLC PO BOX 1727 GAYTEWAY BUSINESS BELLEVUE, WA 98009 For: ONAL X D D BE E L F WASHIN L A TE O G L T A O T N S P R 21036182 R O RE D E F G E E I ES STER IN S G I N O E NAL 24 21334 C21 AS-BUILT DRAWING APPROVAL ACKNOWLEDGMENT THIS AS-BUILT PLAN SHEET HAS BEEN REVIEWED AND ACCEPTED AS A RECORD DRAWING. THE LICENSED DESIGN ENGINEER WHOSE STAMP AND GAYTEWAY BUSINESS PARK SIGNATURE APPEAR ON THIS SHEET ASSUMES FULL AND COMPLETE R RESPONSIBILITY FOR THE ACCURACY THEREIN. BY: ________________________________________________________ RESPONSIBILITY FOR THE ACCURACY THEREIN. BY: ________________________________________________________CITY ENGINEER, CITY OF ARLINGTON CITY ENGINEER, CITY OF ARLINGTON DATE: ______________________________________________________ Know what's below. DATE: ______________________________________________________ Callbefore you dig. CONSTRUCTION DETAILS Title: PARK LLC PO BOX 1727 GAYTEWAY BUSINESS BELLEVUE, WA 98009 For: ONAL X D D BE E L F WASHIN L A TE O G L T A O T N S P R 21036182 R O RE D E F G E E I ES STER IN S G I N O E NAL 24 21334 C22 AS-BUILT DRAWING APPROVAL ACKNOWLEDGMENT THIS AS-BUILT PLAN SHEET HAS BEEN REVIEWED AND ACCEPTED AS A RECORD DRAWING. THE LICENSED DESIGN ENGINEER WHOSE STAMP AND GAYTEWAY BUSINESS PARK SIGNATURE APPEAR ON THIS SHEET ASSUMES FULL AND COMPLETE R RESPONSIBILITY FOR THE ACCURACY THEREIN. BY: ________________________________________________________ RESPONSIBILITY FOR THE ACCURACY THEREIN. BY: ________________________________________________________CITY ENGINEER, CITY OF ARLINGTON CITY ENGINEER, CITY OF ARLINGTON DATE: ______________________________________________________ Know what's below. DATE: ______________________________________________________ Callbefore you dig. CONSTRUCTION DETAILS Title: PARK LLC PO BOX 1727 GAYTEWAY BUSINESS BELLEVUE, WA 98009 For: ONAL X D D BE E L F WASHIN L A TE O G L T A O T N S P R 21036182 R O RE D E F G E E I ES STER IN S G I N O E NAL 24 21334 C23 City of Arlington Community & Economic Development December 11, 2023 Gayteway Business Park, LLC PO Box 1727 Bellevue, WA 98223 RE: Project Closeout Requirements Project Name: Gayteway BLDG F Project Address: 7123 197th PL NE Project No.: PWD-2908 Dear Mr. Gayte, Portions of the construction project are nearing completion. Prior to Certificate of Occupancy issuance and performance bond #023224054 release, review and approval of all items related to the project closeout are required: 1. Provide AutoCAD files of the final As-Built plans. 2. Bills of Sale (attached): a. For public sanitary sewer and stormwater drainage 3. Easement: a. A 20-foot easement is required for any public water system on private property b. A 20-foot easement is required for any public sanitary sewer system on private property c. Please submit the legal description and exhibit map by a Professional Engineer or Surveyor licensed in the state of Washington for both water and sewer i. All text shall be a minimum of 8-point font. ii. Avoid low contract colors and highlighting 4. Provide a revised Construction Calculation Worksheet to include the water and sewer revisions. Please use the attached CCW to include the revisions. 5. Once the revised Construction Calculation Worksheet is submitted, reviewed, and approved, the City will notify you of the required maintenance bond amount. The maintenance bond will be required prior to performance bond release and issuance of the Certificate of Occupancy. Please feel free to reach out should you have any questions at 360-403-3551 or kfoster@arlingtonwa.gov . Sincerely, Kristin Foster Permit Technician II Community & Economic Development WATER UTILITY BILL OF SALE AND WARRANTY Community and Economic Development City of Arlington • 18204 59th Avenue NE • Arlington, WA 98223 • Phone (360) 403 3551 (Items that will be dedicated to the City of Arlington and will become part of the Public Utility System) Gayteway Business Park BLD F LLC, Grantor, does hereby grant, bargain, sell and convey, for a valuable consideration, unto the City of Arlington, Washington, a municipal corporation, all of that certain water pipe and appurtenances, situated and described below: QUANTITY SIZE DESCRIPTION CONSTRUCTION COST 4674 l.f. 12 inch Ductile Iron $ 584,250.00 825 l.f. 8 inch Ductile Iron $ 70,125.00 21 l.f. 6 inch Ductile Iron $ 1,365.00 9 ea. 11.25 deg. Bend $ 13,275.00 4 ea. 22.5 deg. Bend $ 5,900.00 9 ea. 45 deg. Bend $ 9,000.00 9 ea. 90 deg. Bend $10,800.00 19 ea. 12 inch Tee $ 32,300.00 2 ea. 12x6 inch Tee $ 3,000.00 1 ea. 12x8 inch Tee $ 1,700.00 1 ea. 12 inch Coupling $ 620.00 1 ea. 8 inch Coupling $ 620.00 9 ea. inch Fire Hydrant Assembly $ 22,500.00 4 ea. 12 inch Blowoff Assembly $ 7,200.00 34 ea. inch Gate Valve $ 17,000.00 Total $ 779,655.00 *Not Required: Items outside the City's right of way or utility easements. in the development of Gayteway Business Park LLC, Bldg. F, PWD #2908 and more particularly in easements, streets, and public right-of-ways as described and as shown on an as-built drawing of said installation, attached hereto and made a part of this document. The Grantor represents and warrants that: • all of the expenses in connection with construction and installation of said pipe line and appurtenances have been full paid and the same is free from liens and debts; and • s said line and appurtenances were constructed and installed in accordance with City standards and specifications. The Grantor agrees to indemnify and hold the City harmless from: • any lawful claims of any party for labor or materials arising out of construction and installation of said line and appurtenances; and • from any and all claims for damages arising from defective materials or workmanship for a period of two years from the date of maintenance bond acceptance by the City. AUTHRORIZED SIGNATORY ACCEPTED BY CITY OF ARLINGTON Signature: Signature: Print Name: Print Name: Title: Title: This record was acknowledged before me on ________________________ by as of (name) (type of authority) (name of party/company) Notary Public for the State of Washington My Commission Expires: ___________________________________________ SANITARY SEWER UTILITY BILL OF SALE AND WARRANTY Community and Economic Development City of Arlington • 18204 59th Avenue NE • Arlington, WA 98223 • Phone (360) 403 3551 (Items that will be dedicated to the City of Arlington and will become part of the Public Utility System) Gayteway Business Park BLD F LLC, Grantor, does hereby grant, bargain, sell and convey, for a valuable consideration, to the City of Arlington, Washington, a municipal corporation, all of that certain sanitary sewer pipe and appurtenances, situated and described below: QUANTITY SIZE DESCRIPTION CONSTRUCTION COST 1793 l.f. 8 inch PVC Pipe $ 59,169.00 1 ea. 8 inch Backwater Check Valve $ 300.00 1 ea. 8x6 inch Tee $ 260.00 29 l.f. 6 inch Side Sewer Stub(s) $ 348.00 1 ea. 8 inch Clean Outs $ 500.00 8 ea. 48 inch Manhole(s) $ 24,000.00 $ - $ - $ - $ - $ - $ - Total $ 84,577.00 *Not Required: Items outside the City's right of way or utility easements. in the Plat or development of Gayteway Business Park LLC, Bldg. F, PWD#2908 and more particularly in easements, streets, and public right-of-ways as described and as shown on an as-built drawing of said installation, attached hereto and made a part of this document. The Grantor represents and warrants that: •all of the expenses in connection with construction and installation of said pipe line and appurtenances have been full paid and the same is free from liens and debts; and •said line and appurtenances were constructed and installed in accordance with City standards and specifications. The Grantor agrees to indemnify and hold the City harmless from: •any lawful claims of any party for labor or materials arising out of construction and installation of said line and appurtenances. •from any and all claims for damages arising from defective materials or workmanship for a period of two years from the date of maintenance bond acceptance by the City. AUTHORIZED SIGNATORY ACCEPTED BY CITY OF ARLINGTON Signature: Signature: Print Name: Print Name: Title: Title: This record was acknowledged before me on ________________________ by as of (name) (type of authority) (name of party/company) Notary Public for the State of Washington My Commission Expires: ________________________ WHEN RECORDED RETURN TO: CITY OF ARLINGTON 18204 59TH AVENUE NE ARLINGTON, WA 98223 DOCUMENT TITLE(S): Utility Easement for Sewer REFERENCE NUMBER(S) OF RELATED DOCUMENTS: GRANTOR(S), (LAST, FIRST, MIDDLE INITIAL) Gayteway Business Park BLD F LLC GRANTEE(S), (LAST, FIRST, MIDDLE INTIAL) City of Arlington LEGAL DESCRIPTION See “Exhibit A” of document for full legal description ASSESSOR’S PROPERTY TAX PARCEL NUMBER 31051400204700 CITY OF ARLINGTON UTILITY EASEMENT AFTER RECORDING, RETURN TO: CITY OF ARLINGTON 18204 59th Avenue NE Arlington, WA 98223 UTILITY EASEMENT GRANTOR (S): Gayteway Business Park BLD F LLC GRANTEE (S): City of Arlington, Washington LEGAL (Abbrev.): That portion of Section 14, Township 31, Range 5 Quarter NW LOT 3 CITY ARL BSP PLN 555 REC AFN 202204065003 BEING A PTN SW 1/4 & SE 1/4 NW 1/4 SD SEC ASSESSOR’S TAX #: 31051400204700 THIS AGREEMENT is made and entered into this _______ day of, ___________ 2024 by and between_____________________, (hereinafter “Grantors”) and the City of Arlington, Washington (hereinafter “City”); and bank (hereinafter referred to as “Mortgagee”). WHEREAS, Grantors are the owners of certain property located within the City of Arlington, Washington; and WHEREAS, Grantor wishes to grant an easement to the Grantee; NOW, THEREFORE, for valuable consideration, the receipt of which is hereby acknowledged, it is agreed by and between the parties hereto as follows: CITY OF ARLINGTON UTILITY EASEMENT 1. Grant of Easements by Grantors to the City. 1.1 Grantors convey and grant to the City of Arlington, its successors and assigns and permittees and licensees, a perpetual easement for utilities and the right, privilege and authority to construct, alter, improve, repair, operate and maintain a storm sewer, sanitary sewer lines, and/or water lines, pipes, and appurtenances, over, under and across Grantor’s property legally described as follows: See Attached Exhibit “A” & “B” together with the right to ingress to and egress from said lands across adjacent lands of the Grantor, for the purpose of constructing, reconstructing, repairing, renewing, altering, changing, patrolling, and operating the said lines and appurtenances, and the right at any time to remove said lines and appurtenances from said lands. 1.2 The Grantor reserves the right to use the surface of the above- described easement in any manner now existing, but shall not erect any buildings, structures, patios, or other construction of any nature on said easement; provided, however, that Grantor shall have the right to make any use of the easement area not inconsistent with the Grantee’s rights hereunder. 2. General Terms. 2.1 Entire Agreement. This Agreement contains all of the agreements of the parties and no prior agreements or understandings pertaining to any such matters shall be effective for any such purpose. 2.2 Modification. No provision of this Agreement may be amended or added to except by agreement in writing signed by the parties. 2.3 Successors in interest. This easement shall be a covenant running with the land and shall be binding on the Grantor, and Grantor’s heirs, successors and assigns forever. 2.4 Subordination of Mortgage. Any mortgage on said land held by Mortgagee shall be subordinated to the rights herein granted to the Grantee, but in all other respects shall remain unimpaired. CITY OF ARLINGTON UTILITY EASEMENT DATED this ______ day of ____________, 2024. GRANTOR: ___________________________ By: ________________________ This record was acknowledged before me on by (date) as of _____ (name) (type of authority) (name of party/company) __________________________________________________ Notary Public for the State of Washington My Commission Expires: ______ MORTGAGEE: ___________________________ By: ________________________ This record was acknowledged before me on by (date) as of _____ (name) (type of authority) (name of party/company) __________________________________________________ Notary Public for the State of Washington My Commission Expires: ______ CITY OF ARLINGTON UTILITY EASEMENT EXHIBIT A SEWER EASEMENT LEGAL DESCRIPTION A STRIP OF LAND 15.00 FEET IN WIDTH OVER A PORTION OF LOTS 1, 2, 3, AND THE R/W TRACT OF GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENT, UNDER THE RECORDING NUMBER 202204065003, SNOHOMISH COUNTY, WASHINGTON, LYING ALONG THE FOLLOWING DESCRIBED CENTERLINE: COMMENCING AT THE NORTHEAST CORNER OF SAID LOT 1; THENCE NORTH 88°17’08” WEST, ALONG THE NORTH LINE OF SAID LOT 1, A DISTANCE OF 293.66 FEET TO THE POINT OF BEGINNING; THENCE SOUTH 06°39’13” WEST, A DISTANCE OF 22.21 FEET; THENCE SOUTH 88°17’21” EAST, A DISTANCE OF 280.75 FEET; THENCE SOUTH 01°42’40” WEST, A DISTANCE OF 321.68 FEET; THENCE SOUTH 03°05’02” WEST, A DISTANCE OF 70.73 FEET; THENCE SOUTH 01°08’25” WEST, A DISTANCE OF 278.93 FEET; THENCE SOUTH 36°34’27” WEST, A DISTANCE OF 102.84 FEET; THENCE SOUTH 01°56’09” WEST, A DISTANCE OF 177.05 FEET TO THE SOUTH LINE OF SAID R/W TRACT AND THE TERMINUS OF SAID CENTERLINE EASEMENT. CONTAINING 18,813 SQUARE FEET, MORE OR LESS. THE SIDELINES OF EACH ABOVE DESCRIBED STRIP OF LAND SHALL BE LENGTHENED OF SHORTENED TO INTERSECT THE EXTERIOR LIMITS, ALL ANGLE POINTS AND LINES ARE PERPENDICULAR TO ALL DESCRIBED TERMINI, ALL WIDTHS ARE CENTERED ALONG SAID CENTERLINES WITH EQUAL WIDTH ON EACH SIDE OF SAID CENTERLINE. 21334 GAYTEWAY BUSINESS PARK 21334L.009 – MKA SEPTEMBER 8, 2023 Page 1 of 1 LOT 1 GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENTAFN 202204065003 LOT 2 GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENTAFN 202204065003 GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENTAFN 202204065003 LOT 2 GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENTAFN 202204065003 LOT 3 GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENTAFN 202204065003 R/W TRACT GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENT AFN 202204065003 LOT 5 GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENT AFN 202204065003 WHEN RECORDED RETURN TO: CITY OF ARLINGTON 18204 59TH AVENUE NE ARLINGTON, WA 98223 DOCUMENT TITLE(S): Utility Easement for Water REFERENCE NUMBER(S) OF RELATED DOCUMENTS: GRANTOR(S), (LAST, FIRST, MIDDLE INITIAL) Gayteway Business Park BLD F LLC GRANTEE(S), (LAST, FIRST, MIDDLE INTIAL) City of Arlington LEGAL DESCRIPTION See “Exhibit A” of document for full legal description ASSESSOR’S PROPERTY TAX PARCEL NUMBER 31051400204700 CITY OF ARLINGTON UTILITY EASEMENT AFTER RECORDING, RETURN TO: CITY OF ARLINGTON 18204 59th Avenue NE Arlington, WA 98223 UTILITY EASEMENT GRANTOR (S): Gayteway Business Park BLD F LLC GRANTEE (S): City of Arlington, Washington LEGAL (Abbrev.): That portion of Section 14, Township 31, Range 5 Quarter NW LOT 3 CITY ARL BSP PLN 555 REC AFN 202204065003 BEING A PTN SW 1/4 & SE 1/4 NW 1/4 SD SEC ASSESSOR’S TAX #: 31051400204700 THIS AGREEMENT is made and entered into this _______ day of, ___________ 2024 by and between_____________________, (hereinafter “Grantors”) and the City of Arlington, Washington (hereinafter “City”); and bank (hereinafter referred to as “Mortgagee”). WHEREAS, Grantors are the owners of certain property located within the City of Arlington, Washington; and WHEREAS, Grantor wishes to grant an easement to the Grantee; NOW, THEREFORE, for valuable consideration, the receipt of which is hereby acknowledged, it is agreed by and between the parties hereto as follows: CITY OF ARLINGTON UTILITY EASEMENT 1. Grant of Easements by Grantors to the City. 1.1 Grantors convey and grant to the City of Arlington, its successors and assigns and permittees and licensees, a perpetual easement for utilities and the right, privilege and authority to construct, alter, improve, repair, operate and maintain a storm sewer, sanitary sewer lines, and/or water lines, pipes, and appurtenances, over, under and across Grantor’s property legally described as follows: See Attached Exhibit “A” & “B” together with the right to ingress to and egress from said lands across adjacent lands of the Grantor, for the purpose of constructing, reconstructing, repairing, renewing, altering, changing, patrolling, and operating the said lines and appurtenances, and the right at any time to remove said lines and appurtenances from said lands. 1.2 The Grantor reserves the right to use the surface of the above- described easement in any manner now existing, but shall not erect any buildings, structures, patios, or other construction of any nature on said easement; provided, however, that Grantor shall have the right to make any use of the easement area not inconsistent with the Grantee’s rights hereunder. 2. General Terms. 2.1 Entire Agreement. This Agreement contains all of the agreements of the parties and no prior agreements or understandings pertaining to any such matters shall be effective for any such purpose. 2.2 Modification. No provision of this Agreement may be amended or added to except by agreement in writing signed by the parties. 2.3 Successors in interest. This easement shall be a covenant running with the land and shall be binding on the Grantor, and Grantor’s heirs, successors and assigns forever. 2.4 Subordination of Mortgage. Any mortgage on said land held by Mortgagee shall be subordinated to the rights herein granted to the Grantee, but in all other respects shall remain unimpaired. CITY OF ARLINGTON UTILITY EASEMENT DATED this ______ day of ____________, 2024. GRANTOR: ___________________________ By: ________________________ This record was acknowledged before me on by (date) as of _____ (name) (type of authority) (name of party/company) __________________________________________________ Notary Public for the State of Washington My Commission Expires: ______ MORTGAGEE: ___________________________ By: ________________________ This record was acknowledged before me on by (date) as of _____ (name) (type of authority) (name of party/company) __________________________________________________ Notary Public for the State of Washington My Commission Expires: ______ CITY OF ARLINGTON UTILITY EASEMENT EXHIBIT A WATERLINE EASEMENT LEGAL DESCRIPTIONS EASEMENT NO. 1 A STRIP OF LAND 15.00 FEET IN WIDTH OVER A PORTION OF LOTS 1 AND 2 OF GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENT, UNDER THE RECORDING NUMBER 202204065003, SNOHOMISH COUNTY, WASHINGTON, LYING ALONG THE FOLLOWING DESCRIBED CENTERLINE: COMMENCING AT THE NORTHEAST CORNER OF SAID LOT 1; THENCE NORTH 88°17’08” WEST, ALONG THE NORTH LINE OF SAID LOT 1, A DISTANCE OF 279.34 FEET TO THE POINT OF BEGINNING; THENCE SOUTH 01°42’41” WEST, A DISTANCE OF 38.01 FEET; THENCE SOUTH 88°17’17” EAST, A DISTANCE OF 82.32 FEET; THENCE SOUTH 01°42’43” WEST, A DISTANCE OF 24.53 FEET; THENCE NORTH 01°42’43” EAST, A DISTANCE OF 24.53 FEET; THENCE SOUTH 88°17’17” EAST, A DISTANCE OF 167.20 FEET; THENCE SOUTH 01°42’28” WEST, A DISTANCE OF 132.80 FEET; THENCE NORTH 88°17’32” WEST, A DISTANCE OF 22.04 FEET; THENCE SOUTH 88°17’32” EAST, A DISTANCE OF 22.04 FEET; THENCE SOUTH 01°42’28” WEST, A DISTANCE OF 229.11 FEET TO A POINT HEREINAFTER REFERRED TO AS POINT “A” AND THE TERMINUS OF SAID CENTERLINE EASEMENT. CONTAINING 10,215 SQUARE FEET, MORE OR LESS. TOGETHER WITH; EASEMENT NO. 2 A STRIP OF LAND 15.00 FEET IN WIDTH OVER A PORTION OF LOTS 2 AND 3 OF GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENT, UNDER THE RECORDING NUMBER 202204065003, SNOHOMISH COUNTY, WASHINGTON, LYING ALONG THE FOLLOWING DESCRIBED CENTERLINE: BEGINNING AT SAID POINT “A”; THENCE SOUTH 88°17’07” EAST, A DISTANCE OF 565.09 FEET; THENCE NORTH 88°17’07” WEST, A DISTANCE OF 462.56 FEET; THENCE SOUTH 01°42’53” WEST, A DISTANCE OF 65.17 FEET; THENCE SOUTH 88°17’07” EAST, A DISTANCE OF 14.20 FEET; THENCE NORTH 88°17’07” WEST, A DISTANCE OF 14.20 FEET; THENCE SOUTH 01°42’53” WEST, A DISTANCE OF 209.67 FEET; 21334 GAYTEWAY BUSINESS PARK 21334L.009 – MKA SEPTEMBER 8, 2023 Page 1 of 3 THENCE NORTH 88°17’10’ WEST, A DISTANCE OF 102.50 FEET TO A POINT HEREINAFTER REFERRED TO AS POINT “B”; THENCE SOUTH 88°17’10’ EAST, A DISTANCE OF 102.50 FEET; THENCE SOUTH 01°42’53” WEST, A DISTANCE OF 102.41 FEET; THENCE SOUTH 43°36’35” EAST, A DISTANCE OF 70.79 FEET; THENCE SOUTH 88°17’08’ EAST, A DISTANCE OF 11.18 FEET; THENCE NORTH 01°42’52” EAST, A DISTANCE OF 19.68 FEET; THENCE SOUTH 01°42’52” WEST, A DISTANCE OF 19.68 FEET; THENCE SOUTH 88°17’08’ EAST, A DISTANCE OF 401.52 FEET TO THE TERMINUS OF SAID CENTERLINE EASEMENT. CONTAINING 22,986 SQUARE FEET, MORE OR LESS. TOGETHER WITH; EASEMENT NO. 3 A STRIP OF LAND OF VARIABLE WIDTH AS DESCRIBED HERIN OVER A PORTION OF LOTS 2 AND 3 OF GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENT, UNDER THE RECORDING NUMBER 202204065003, SNOHOMISH COUNTY, WASHINGTON, LYING ALONG THE FOLLOWING DESCRIBED CENTERLINE: BEGINNING AT SAID POINT “A”; THENCE SOUTH 01°42’28” WEST, A DISTANCE OF 69.82 FEET, AT A WIDTH OF 15.00 FEET; THENCE NORTH 88°17’32” WEST, A DISTANCE OF 22.03 FEET, AT A WIDTH OF 20.00 FEET; THENCE SOUTH 88°17’32” EAST, A DISTANCE OF 22.03 FEET, AT A WIDTH OF 20.00 FEET; THENCE SOUTH 01°42’28” WEST, A DISTANCE OF 205.02 FEET, AT A WIDTH OF 15.00 FEET; THENCE NORTH 88°17’10” WEST, A DISTANCE OF 54.60 FEET, AT A WIDTH OF 15.00 FEET TO A POINT HEREINAFTER REFERRED TO AS POINT “C”; THENCE NORTH 88°17’10” WEST, A DISTANCE OF 33.20 FEET, AT A WIDTH OF 15.00 FEET; THENCE SOUTH 01°42’50” WEST, A DISTANCE OF 22.03 FEET, AT A WIDTH OF 20.00 FEET; THENCE NORTH 01°42’50” EAST, A DISTANCE OF 22.03 FEET, AT A WIDTH OF 20.00 FEET; THENCE NORTH 88°17’10” WEST, A DISTANCE OF 237.03 FEET, AT A WIDTH OF 15.00 FEET; THENCE SOUTH 01°43’12” WEST, A DISTANCE OF 69.51 FEET, AT A WIDTH OF 15.00 FEET; THENCE NORTH 88°17’34” WEST, A DISTANCE OF 188.22 FEET, AT A WIDTH OF 15.00 FEET; THENCE SOUTH 01°42’26” WEST, A DISTANCE OF 15.03 FEET, AT A WIDTH OF 15.00 FEET TO THE SOUTH LINE OF SAID LOT 2 AND TERMINUS OF SAID CENTERLINE EASEMENT. CONTAINING 13,666 SQUARE FEET, MORE OR LESS. 21334 GAYTEWAY BUSINESS PARK 21334L.009 – MKA SEPTEMBER 8, 2023 Page 2 of 3 TOGETHER WITH; EASEMENT NO. 4 A STRIP OF LAND 20.00 FEET IN WIDTH OVER A PORTION OF LOTS 2, 3, 5, 6, 7, AND THE R/W TRACT OF GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENT, UNDER THE RECORDING NUMBER 202204065003, SNOHOMISH COUNTY, WASHINGTON, LYING ALONG THE FOLLOWING DESCRIBED CENTERLINE: BEGINNING AT SAID POINT “C”; THENCE SOUTH 01°42’52” WEST, A DISTANCE OF 258.56 FEET; THENCE NORTH 88°17’08” WEST, A DISTANCE OF 24.94 FEET; THENCE SOUTH 88°17’08” EAST, A DISTANCE OF 24.94 FEET; THENCE SOUTH 01°42’52” WEST, A DISTANCE OF 31.59 FEET; THENCE SOUTH 88°17’08” EAST, A DISTANCE OF 303.34 FEET; THENCE SOUTH 01°24’04” WEST, A DISTANCE OF 264.88 FEET; THENCE NORTH 88°35’56” WEST, A DISTANCE OF 35.91 FEET; THENCE SOUTH 88°35’56” EAST, A DISTANCE OF 35.91 FEET; THENCE SOUTH 01°24’04” WEST, A DISTANCE OF 483.04 FEET; THENCE NORTH 88°15’14” WEST, A DISTANCE OF 117.20 FEET; THENCE NORTH 01°44’46” EAST, A DISTANCE OF 35.90 FEET; THENCE SOUTH 01°44’46” WEST, A DISTANCE OF 35.90 FEET; THENCE NORTH 88°15’14” WEST, A DISTANCE OF 482.12 FEET; THENCE NORTH 02°00’48” EAST, A DISTANCE OF 69.58 FEET; THENCE NORTH 88°08’13” WEST, A DISTANCE OF 16.20 FEET; THENCE SOUTH 01°35’23” WEST, A DISTANCE OF 19.74 FEET TO THE SOUTH LINE OF SAID LOT 7 AND TERMINUS OF SAID CENTERLINE EASEMENT. CONTAINING 42,233 SQUARE FEET, MORE OR LESS. THE SIDELINES OF EACH ABOVE DESCRIBED STRIP OF LAND SHALL BE LENGTHENED OF SHORTENED TO INTERSECT THE EXTERIOR LIMITS, ALL ANGLE POINTS AND LINES ARE PERPENDICULAR TO ALL DESCRIBED TERMINI, ALL WIDTHS ARE CENTERED ALONG SAID CENTERLINES WITH EQUAL WIDTH ON EACH SIDE OF SAID CENTERLINE. 21334 GAYTEWAY BUSINESS PARK 21334L.009 – MKA SEPTEMBER 8, 2023 Page 3 of 3 LOT 1 GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENT AFN 202204065003 LOT 2 GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENT AFN 202204065003 For: Title: LOT 3 AFN 202204065003 GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENT For: Title: GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENT LOT 2 AFN 202204065003 GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENT For: Title: LOT 3 AFN 202204065003 R/W TRACT AFN 202204065003 GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENTGAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENT LOT 5 AFN 202204065003 GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENT LOT 2 AFN 202204065003 GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENT For: Title: LOT 6 LOT 5 AFN 202204065003 AFN 202204065003 GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENT GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENT LOT 7 AFN 202204065003 GAYTEWAY BUSINESS PARK BINDING SITE PLAN AMENDMENT For: Title: Date: 5/17/2023 Gayteway Building F - Arlington Architect: Nelson Structural: AHBL Geo-Engineer: N/A Location(s): Arlington, WA Owner: Gayteway Building F, LLC General Contractor: Sierra Construction Company, Inc. Submitted By: Conor Cahill Subcontractor: McKee Supplier: N/A Manufacturer: N/A Submittal Name: Backwater Valve Submittal Number: 047 X REVIEWED  APPROVED AS NOTED  REJECTED – PLEASE RESUBMIT NO EXCEPTIONS TAKEN REVISE AND RESUBMIT REJECTED SEE REMARKS FURNISH AS CORRECTED Conor Cahill 5/17/23 SUBMIT SPECIFIED ITEM Signed Dated Corrections or comments made on the shop drawings during this THIS APPROVAL FOR DIMENSIONS ONLY review do not relieve contractor from compliance with requirements of the drawings and specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for conforming and correlating all quantities and dimensions selecting THESE DRAWINGS/PRODUCT DATA HAVE BEEN REVIEWED BY SIERRA fabrication process and techniques or construction coordinating CONSTRUCTION CO. FOR COMPLIANCE his work with that of all other trades, verifying compliance with the WITH THE CONTRACT DOCUMENTS. THIS REVIEW OF ACCEPTANCE DOES NOT jurisdicting agencies; and performing his work in a safe and RELIEVE THE SUBCONTRACTOR FROM THE satisfactory manner. RESPONISIBLITY FOR CORRECTNESS AND COMPLETENESS. BARGHAUSEN CONSULTING ENGINEERS, Inc. Date ___________________ By _____________________________05/17/2023 14800 NE North Woodinville Way Woodinville, WA 98072 Ph: 425.487.5200 Fx: 425-487-5290 A B C D E F G 1 Proposed Backwater Valve 2 3 4 5 6 7 REV: DWG DATE: DRAFTER: DE A DRAWING NUMBER: Harco Fittings LLC 8 MATERIAL: TITLE: 8" SDR35 SEWER BACKWATER VALVE GAYTEWAY BUSINESS PARK SCALE: 1"=30' SANITARY SEWER PLAN - NORTH BUILDING 'E' Title: PARK LLC PO BOX 1727 GAYTEWAY BUSINESS BELLEVUE, WA 98009 For: ONAL X D D B LE WAS EL A OF HIN L E G T T A O T N S P R 21036182 R O RE D E F G E E I ES STER IN S G I N O E NAL R Know what's below. Callbefore you dig. CITY OF ARLINGTON CONSTRUCTION DRAWING REVIEW APPROVAL THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. 24 BY: ________________________________________________________ Development Services Manager DATE: _________________ THIS APPROVAL VALID FOR 18 MONTHS 21334 C15 HD Fowler Company Submittal - NDS675P 78610 Approved Backwater Valve from Submittal 007 approved 5/12/22 DIVERTER AND BACKWATER VALVES Backwater Valve Pkg. Wt. Ea. Product Part No. Description Color Qty. (lbs.) Class PVC 275P 2" PVC Backwater Valve White 8 1 35PV 275PR 2" PVC Backwater Valve with Riser and Cover White 1 5.00 35PV 375P 3" PVC Backwater Valve White 6 2.33 35PV 375PR 3" PVC Backwater Valve with Riser and Cover White 1 5.00 35PV 475P 4" PVC Backwater Valve White 6 4.33 35PV 475PR 4" PVC Backwater Valve with Riser White 1 8.00 35PV 675P 6" PVC Backwater Valve White 1 9.00 35PV ABS 275 2" ABS Backwater Valve Black 8 1 35AB 375 3" ABS Backwater Valve Black 6 1.83 35AB 375R 3" ABS Backwater Valve with Riser and Cover Black 1 4.00 35AB 475 4" ABS Backwater Valve Black 6 3.33 35AB 475R 4" ABS Backwater Valve with Riser and Cover Black 1 7.00 35AB 675 6" ABS Backwater Valve and Cover Black 24 7.00 35AB PVC Backwater Valve Components Carton Product Part No. Description Color Qty. Class t 8051-020-040 2" Lid White 20 80CS Lid 822-040-16 2" Riser White 4 80CS 1530202 2" Cap White 10 80CS 880-237 2" Cap O’Ring Black 10 80CS t Riser 1530203 2" Flapper White 10 80CS 880-136 2" Flapper O’Ring Black 10 80CS 1530204 2" Back Water Valve Pipe Extension Collar White 10 80CS 8051-030-060 3" Lid White 25 80CS 822-060-16 3" Riser White 2 80CS t 1530302 3" Cap White 10 80CS Cap 880-253 3" Cap O’Ring Black 10 80CS 1530303 3" Flapper White 10 80CS t 880-234 3" Flapper O’Ring Black 10 80CS Cap 1530304 3" Back Water Valve Pipe Extension Collar White 10 80CS O-ring 8051-040-080 4" Lid White 20 80CS t 822-080-16 4" Riser White 1 80CS Flapper 1530402 4" Cap White 10 80CS 880-364 4" Cap O’Ring Black 10 80CS 1530403 4" Flapper White 10 80CS t Flapper 880-243 4" Flapper O’Ring Black 10 80CS O-ring 1530404 4" Back Water Valve Pipe Extension Collar White 10 80CS 8051-060-100 6" Lid White 15 80CS 1530602 6" Cap White 2 80CS t 880-271 6" Cap O’Ring Black 2 80CS Bumper 1530603 6" Flapper White 5 80CS 880-259 6" Flapper O’Ring Black 5 80CS 880-202 Bumper (fits all sizes of valves) Black 1 80CS 1530405 4" BWV Sewer Adapt Flange White 1 80CS t BWV Pipe 1530605 6" BWV Sewer Adapt Flange White 1 80CS Extension Collar Backwater Valve Box Pkg. Wt. Ea. Product Part No. Description Color Qty. (lbs.) Class 11 3/4" 1219 12"x12" Backwater Valve Box Black 4 5.75 10ND 1220 12"x12" Valve Box Cover Black 8 2.00 10ND 11 3/4" 12" 1 1/8" 6" 5 1/2" Note: All dimensions are nominal. All weights are for shipping purposes only. Availability is subject to change. 3 For customer service, please send your fax to: 1-800-726-1998 or call 1-800-726-1994. Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) CONSTRUCTION CALCULATION WORKSHEET GENERAL ITEMS Public Improvements Description Unit Price Unit Quantity Cost Backfill & Compaction- embankment $ 8.00 CY $ - Backfill & Compaction- trench $ 11.00 CY $ - Clear/Remove Brush, by hand (acre) $ 2,363.00 ACRE $ - Bollards - fixed $ 325.00 EACH $ - Bollards - removable $ 600.00 EACH $ - Clearing/Grubbing/Tree Removal $ 6,000.00 ACRE $ - Excavation - bulk $ 2.50 CY $ - Excavation - Trench $ 5.00 CY $ - Fencing, cedar, 6' high $ 25.00 LF $ - Fencing, chain link, 4' $ 19.50 LF $ - Fencing, chain link, vinyl coated, 6' high $ 18.00 LF $ - Fencing, chain link, gate, vinyl coated, 2 $ 1,563.00 EACH $ - Fencing, split rail, 3' high $ 14.00 LF $ - Fill & compact - common barrow $ 27.00 CY $ - Fill & compact - gravel base $ 30.00 CY $ - Fill & compact - screened topsoil $ 45.00 CY $ - Gabion, 12" deep, stone filled mesh $ 62.00 SY $ - Gabion, 18" deep, stone filled mesh $ 86.00 SY $ - Gabion, 36" deep, stone filled mesh $ 152.00 SY $ - Grading, fine, by hand $ 2.00 SY $ - Grading, fine, with grader $ 1.25 SY $ - Guard Post $ 90.00 EACH $ - Monuments $ 104.00 EACH $ - Sensitive Areas Sign $ 20.00 EACH $ - Sodding, 1" deep, sloped ground $ 10.00 SY $ - Topsoil Type A (imported) $ 30.00 CY $ - Traffic control crew ( 2 flaggers ) $ 98.00 HR $ - Trail, 4" chipped wood $ 9.00 SY $ - Trail, 4" crushed cinder $ 10.00 SY $ - Trail, 4" top course $ 9.50 SY $ - Wall, retaining, concrete $ 66.00 SF $ - Wall, rockery $ 13.00 SF $ - WRITE-IN-ITEMS $ - $ - $ - $ - $ - $ - Subtotal $ - Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET STREET IMPROVEMENT Public Improvements Description Unit Price Unit Quantity Cost AC Grinding, 4' wide machine < 1000sy $ 35.00 SY $ - AC Grinding, 4' wide machine 1000-2000$ 8.50 SY $ - AC Grinding, 4' wide machine > 2000sy $ 2.50 SY $ - AC Removal/Disposal/Repair $ 60.00 SY $ - Barricade, Type I $ 36.00 LF $ - Barricade Type II $ 25.00 LF $ - Barricade, Type III ( Permanent ) $ 55.00 LF $ - Conduit, 2" $ 5.00 LF $ - Curb & Gutter, rolled $ 20.00 LF $ - Curb & Gutter, vertical $ 15.00 LF $ - Curb and Gutter, demolition and disposa $ 20.00 LF $ - Curb, extruded asphalt $ 5.00 LF $ - Curb, extruded concrete $ 4.50 LF $ - Guard Rail $ 30.00 LF $ - Sawcut, asphalt, 3" depth $ 3.50 LF $ - Sawcut, concrete, per 1" depth $ 3.00 LF $ - Sealant, asphalt $ 2.00 LF $ - Shoulder, gravel, 4" thick $ 11.00 SY $ - Sidewalk, 4" thick $ 40.00 SY $ - Sidewalk, 4" thick, demolition and dispos $ 36.00 SY $ - Sidewalk, 6" thick $ 45.00 SY $ - Sidewalk, 6" thick, demolition and dispos $ 45.00 SY $ - Signs $ - LS $ - Sign, Handicap $ 100.00 EACH $ - Striping, per stall $ 7.50 EACH $ - Street Light System $ - LS $ - Traffic Signal $ - LS $ - Traffic Signal Modification $ - LS $ - Striping, thermoplastic, ( for crosswalk ) $ 3.50 SF $ - Striping, 4" reflectorized line $ 0.40 LF $ - AC Patching/Trenching Restoration $ 100.00 TON $ - Controlled Density Fill (CDF) $ 90.00 CY $ - WRITE-IN-ITEMS $ - $ - $ - $ - $ - $ - Subtotal $ - Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET STREET SURFACING/PAVEMENT Public Improvements Description Unit Price Unit Quantity Cost Asphalt Overlay, 1.5" AC $ 12.00 SY $ - Asphalt Overlay, 2" AC $ 15.00 SY $ - Asphalt Road 2", First 2500 SY $ 10.00 SY $ - Asphalt Road 2", Qty. over 2500SY $ 9.00 SY $ - Asphalt Road 3", First 2500 SY $ 15.00 SY $ - Asphalt Road 3", Qty. over 2500 SY $ 13.00 SY $ - Asphalt Road 5", First 2500 SY $ 22.00 SY $ - Asphalt Road 5", Qty. Over 2500 SY $ 22.00 SY $ - Asphalt Road 6", First 2500 SY $ 25.00 SY $ - Asphalt Road 6", Qty. Over 2500 SY $ 24.00 SY $ - Asphalt Treated Base, 4" thick $ 14.00 SY $ - Gravel Base Course 2" $ 7.50 SY $ - Gravel Base Course 4" $ 15.00 SY $ - Gravel Base Course 6" $ 22.50 SY $ - Gravel Road, 4" rock, First 2500 SY $ 15.00 SY $ - Gravel Road, 4" rock, Qty. over 2500 SY $ 11.00 SY $ - Concrete Road, 5", no base, over 2500 S$ 22.00 SY $ - Concrete Road, 6", no base, over 2500 $ 32.00 SY $ - Thickened Edge $ 11.00 LF $ - WRITE-IN-ITEMS $ - $ - $ - $ - $ - $ - Subtotal $ - Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET WATER SYSTEM Public Improvements Description Unit Price Unit Quantity Cost Blowoff $ 1,800.00 EACH 4 $ 7,200.00 Connection to Existing Water Main $ 2,000.00 EACH $ - Ductile Iron Watermain, CL 52, 6 Inch Dia $ 65.00 LF 21 $ 1,365.00 Ductile Iron Watermain, CL 52, 8 Inch Dia $ 85.00 LF 825 $ 70,125.00 Ductile Iron Watermain, CL 52, 10 Inch Dia $ 103.00 LF $ - Ductile Iron Watermain, CL 52, 12 Inch Dia. $ 125.00 LF 4674 $ 584,250.00 Gate Valve, 6 inch Dia $ 500.00 EACH $ - Gate Valve, 8 Inch Dia $ 380.00 EACH $ - Gate Valve, 10 Inch Dia $ 425.00 EACH $ - Gate Valve, 12 Inch Dia $ 500.00 EACH 34 $ 17,000.00 Fire Hydrant Assembly, with Guard Posts $ 3,000.00 EACH $ - Fire Hydrant Assembly, without Guard Posts $ 2,500.00 EACH 9 $ 22,500.00 Air-Vac, 8 Inch Dia $ 6,000.00 EACH $ - Air-Vac,10 Inch Dia $ 7,500.00 EACH $ - Air-Vac, 12 Inch Dia $ 12,000.00 EACH $ - Pressure Reducing Valve Assembly, 8 In. Dia $ 3,800.00 EACH $ - Pressure Reducing Valve Assembly, 10 In. D $ 4,200.00 EACH $ - Pressure Reducing Valve Assembly, 12 In. D $ 5,000.00 EACH $ - Valve Marker Post $ 350.00 EACH $ - WRITE-IN-ITEMS 11.25 deg bend $ 1,475.00 EACH 9 $ 13,275.00 22.5 deg bend $ 1,475.00 EACH 4 $ 5,900.00 45 deg bend $ 1,000.00 EACH 9 $ 9,000.00 90 deg bend $ 1,200.00 EACH 9 $ 10,800.00 12" coupling $ 620.00 EACH 1 $ 620.00 8" coupling $ 620.00 EACH 1 $ 620.00 12" tee $ 1,700.00 EACH 19 $ 32,300.00 12"x8" tee $ 1,700.00 EACH 1 $ 1,700.00 12"x6" tee $ 1,500.00 EACH 2 $ 3,000.00 Subtotal $ 779,655.00 Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET SANITARY SEWER Public Improvements Description Unit Price Unit Quantity Cost Connection to Existing Sewer Main $ - EACH $ - Clean Outs $ 500.00 EACH $ - Grease Interceptor, 500 gallon $ 6,000.00 EACH $ - Grease Interceptor, 1000 gallon $ 10,000.00 EACH $ - Grease Interceptor, 1500 gallon $ 15,000.00 EACH $ - Side Sewer Pipe, PVC. 4 Inch Dia $ 8.00 LF $ - Side Sewer Pipe, PVC. 6 Inch Dia $ 12.00 LF $ - Sewer Pipe, PVC, 8 inch Dia $ 33.00 LF 1772 $ 58,476.00 Sewer Pipe, PVC, 12 Inch Dia $ 41.00 LF $ - Sewer Pipe, PVC, ____ Inch Dia $ - LF $ - Lift Station (Entire System) $ - LS $ - Manhole, 48 Inch Dia $ 3,000.00 EACH 7 $ 21,000.00 for additional depth over 4 feet/per foo$ 532.00 FEET 51 $ 27,132.00 Manhole, 54 Inch Dia $ 3,500.00 EACH $ - for additional depth over 4 feet/per foo$ 532.00 FEET $ - Manhole, 60 Inch Dia $ 3,700.00 EACH $ - for additional depth over 4 feet/per foo$ 532.00 FEET $ - Manhole, 72 Inch Dia $ 4,000.00 EACH $ - for additional depth over 4 feet/per foo$ 625.00 FEET $ - Manhole, 96 Inch Dia $ 5,000.00 EACH $ - for additional depth over 4 feet/per foo $ 625.00 FEET $ - Outside Drop $ - LS $ - Inside Drop $ - LS $ - Pipe, C-900 $ 90.00 LF $ - Pipe, High Density Water Pipe (HDWP) $ 160.00 LF $ - WRITE-IN-ITEMS Tee $ 260.00 EACH $ - Backwater Check Valve $ 300.00 EACH $ - $ - $ - Subtotal $ 106,608.00 Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET LANDSCAPING & VEGETATION Include Public Improvements & Private Development Description Unit Price Unit Quantity Cost Street Trees $ 500.00 EACH 28 $ 14,000.00 Root Barrier EACH $ - Median Landscaping $ - LS $ - Right-of-Way Landscaping $ - LS $ - Wetland Landscaping $ - LS $ - Private Landscaping $ - LS $ - WRITE-IN-ITEMS $ - $ - $ - $ - $ - $ - Subtotal $ 14,000.00 (INCLUDES GENERAL, STREET, SURFACING, WATER, PUBLIC SEWER, LANDSCAPING) SUBTOTAL $ 900,263.00 MOBILIZATION 10%: $ 90,026.30 CONTINGENCY 15%: $ 135,039.45 GRANDTOTAL: $ 1,125,328.75 Rev 7/2017 City of Arlington Community & Economic Development March 8, 2024 Gayteway Business Park, LLC PO Box 1727 Bellevue, WA 98009 RE: Performance Bond Release Project Name: Gayteway Bldg. F Project Address: 7123 197th Pl NE Project #: PWD#2908 Bond #: 023224054 To Whom It May Concern, The City of Arlington has inspected and approved the improvements for the Gayteway Bldg. F project located at 7123 197th Pl NE, Arlington, WA 98223. Please present this letter to your financial institution as authorization to release the funds of Performance Bond #023224054, in its entirety. Should you have any questions or require additional information, please contact me at 360.403.3551 or kfoster@arlingtonwa.gov Sincerely, Kristin Foster Permit Technician II Community and Economic Development Department 18204 59th Avenue NE - Arlington, WA, 98223 - 360-403-3551 – www.arlingtonwa.gov January 10, 2022 Priority FedEx (360) 403-3551 Raelynn Jones, Permit Technician I City of Arlington Community and Economic Development Department 18204 59th Avenue N.E. Arlington, WA 98223 RE: SEPA and Special Use Permit and Civil Permit Application Submittal Building F - Gayteway Business Park Binding Site Plan 20015 67th Avenue N.E., Arlington, Washington 98223 Our Job No. 21334 Dear Raelynn: On behalf of our client Gayteway Business Park LLC, we are submitting the required materials for a Special Use Permit application and SEPA Environmental Review for the above-referenced project. The following documents are enclosed for your review and approval: 1. One (1) completed and Special Use Permit Application 2. One (1) completed Civil Permit Application 3. One (1) Project Narrative 4. One (1) copy of the Vicinity Map 5. One (1) set of Public Notice Materials 6. Two (2) sets of the Conceptual Civil Engineering Plans; full size (24 inches x 36 inches) and reduced size (11 inches x 17 inches), dated January 7, 2022 7. Two (2) sets of the Landscape Planting Plans, full size (24 inches x 36 inches) and reduced size (11 inches x 17 inches), dated January 6, 2022 8. Two (2) copies of the Level 3 Traffic Impact Analysis prepared by Jake Traffic Engineering, Inc., dated May 6, 2019 9. Two (2) copies of the SEPA Checklist 10. Two (2) copies of the Geotechnical Engineering Study prepared by Sondergaard Geoscience, PLLC, dated February 12, 2020 11. Two (2) copies of the Preliminary Infiltration Evaluation prepared by Sondegaard Geoscience, PLLC, dated August 6, 2020 12. Two (2) copies of the Stormwater Drainage Report prepared by Barghausen Consulting Engineers, Inc., dated January 7, 2022 13. Two (2) copies of the Stormwater Pollution Prevention Plan, dated January 7, 2022 14. Two (2) copies of the Operations and Maintenance Manual, dated November 30, 2021 Raelynn Jones, Permit Technician I City of Arlington Community and Economic Development Department -2- January 10, 2022 15. Two (2) copies of the completed Unanticipated Discovery Plan Form 16. Two (2) copies of the Arlington Water and Sewer Availability request form 17. One (1) flash drive with the above information in PDF format We believe that the enclosed plans and technical documents comprise a complete application. Please review and approve the enclosed documents at your earliest convenience. Once the permit application review fee has been calculated, please notify me so the appropriate fee payment can be coordinated. Meanwhile, should you have questions or require additional information, feel free to contact me at jhowitt@barghausen.com. You can also reach me at (425) 251-6222. Thank you. Respectfully, Joel A. Howitt Senior Planner JAH/ps 21334c.009.docx enc: As Noted cc: Chris Jensen, Barghausen Consulting Engineers, Inc. Jason Carey, Barghausen Consulting Engineers, Inc. Construction Stormwater General Permit Stormwater Pollution Prevention Plan (SWPPP) for Gayteway Business Park Prepared for: The Washington State Department of Ecology Northwest Region Permittee / Owner Developer Operator / Contractor Gayteway Business Park, Gayteway Business Park, TBD LLC. LLC. PO Box 1727 PO Box 1727 Bellevue, WA 98009 Bellevue, WA 98009 (206) 465-2491 (206) 465-2491 Chris Gayte Chris Gayte 67th Avenue N.E., Arlington, WA 98223 Certified Erosion and Sediment Control Lead (CESCL) Name Organization Contact Phone Number TBD TBD TBD SWPPP Prepared By Name Organization Contact Phone Number Alex Bell, P.E. Barghausen Consulting (425) 251-6222 Engineers, Inc. NALD X DO B SWPPP Preparation Date E E L F WASH L A O IN L E G January 7, 2022 T T A O ST N P 21036182 R O RE D ER F GIST E E ES ER IN SI G ONAL EN 01/07/2022 Project Construction Dates Activity / Phase Start Date End Date TBD TBD TBD Table of Contents 1 Project Information .............................................................................................................. 4 1.1 Existing Conditions ...................................................................................................... 4 1.2 Proposed Construction Activities .................................................................................. 4 2 Construction Stormwater Best Management Practices (BMPs) ........................................... 6 2.1 The 13 Elements .......................................................................................................... 6 2.1.1 Element 1: Preserve Vegetation / Mark Clearing Limits ........................................ 6 2.1.2 Element 2: Establish Construction Access ............................................................ 7 2.1.3 Element 3: Control Flow Rates ............................................................................. 8 2.1.4 Element 4: Install Sediment Controls .................................................................... 9 2.1.5 Element 5: Stabilize Soils ....................................................................................10 2.1.6 Element 6: Protect Slopes....................................................................................11 2.1.7 Element 7: Protect Drain Inlets ............................................................................12 2.1.8 Element 8: Stabilize Channels and Outlets ..........................................................13 2.1.9 Element 9: Control Pollutants ...............................................................................14 2.1.10 Element 10: Control Dewatering ..........................................................................17 2.1.11 Element 11: Maintain BMPs .................................................................................18 2.1.12 Element 12: Manage the Project ..........................................................................19 2.1.13 Element 13: Protect Low Impact Development (LID) BMPs .................................22 3 Pollution Prevention Team .................................................................................................23 4 Monitoring and Sampling Requirements ............................................................................24 4.1 Site Inspection ............................................................................................................24 4.2 Stormwater Quality Sampling ......................................................................................24 4.2.1 Turbidity Sampling ...............................................................................................24 4.2.2 pH Sampling ........................................................................................................26 5 Discharges to 303(d) or Total Maximum Daily Load (TMDL) Waterbodies .........................27 5.1 303(d) Listed Waterbodies ..........................................................................................27 6 Reporting and Record Keeping ..........................................................................................28 6.1 Record Keeping ..........................................................................................................28 6.1.1 Site Log Book ......................................................................................................28 6.1.2 Records Retention ...............................................................................................28 6.1.3 Updating the SWPPP ...........................................................................................28 6.2 Reporting ....................................................................................................................29 6.2.1 Discharge Monitoring Reports ..............................................................................29 6.2.2 Notification of Noncompliance ..............................................................................29 P a g e | 1 List of Tables Table 1 – Summary of Site Pollutant Constituents ..................................................................... 4 Table 2 – Pollutants ..................................................................................................................14 Table 3 – pH-Modifying Sources ...............................................................................................15 Table 4 – Dewatering BMPs ......................................................................................................17 Table 5 – Management .............................................................................................................19 Table 6 – BMP Implementation Schedule .................................................................................20 Table 7 – Team Information ......................................................................................................23 Table 8 – Turbidity Sampling Method ........................................................................................24 Table 9 – pH Sampling Method .................................................................................................26 List of Appendices Appendix/Glossary A. Site Map B. BMP Detail C. Site Inspection Form D. Construction Stormwater General Permit (CSWGP) E. Engineering Calculations P a g e | 2 List of Acronyms and Abbreviations Acronym / Abbreviation Explanation 303(d) Section of the Clean Water Act pertaining to Impaired Waterbodies BFO Bellingham Field Office of the Department of Ecology BMP(s) Best Management Practice(s) CESCL Certified Erosion and Sediment Control Lead CO2 Carbon Dioxide CRO Central Regional Office of the Department of Ecology CSWGP Construction Stormwater General Permit CWA Clean Water Act DMR Discharge Monitoring Report DO Dissolved Oxygen Ecology Washington State Department of Ecology EPA United States Environmental Protection Agency ERO Eastern Regional Office of the Department of Ecology ERTS Environmental Report Tracking System ESC Erosion and Sediment Control GULD General Use Level Designation NPDES National Pollutant Discharge Elimination System NTU Nephelometric Turbidity Units NWRO Northwest Regional Office of the Department of Ecology pH Power of Hydrogen RCW Revised Code of Washington SPCC Spill Prevention, Control, and Countermeasure su Standard Units SWMMEW Stormwater Management Manual for Eastern Washington SWMMWW Stormwater Management Manual for Western Washington SWPPP Stormwater Pollution Prevention Plan TESC Temporary Erosion and Sediment Control SWRO Southwest Regional Office of the Department of Ecology TMDL Total Maximum Daily Load VFO Vancouver Field Office of the Department of Ecology WAC Washington Administrative Code WSDOT Washington Department of Transportation WWHM Western Washington Hydrology Model P a g e | 3 1 Project Information Project/Site Name: Gayteway Business Park - Building F Street/Location: 20015 67th Avenue NE City: Arlington State: WA Zip code: 98223 Subdivision: Gayteway Business Park Receiving waterbody: Portage Creek 1.1 Existing Conditions Total acreage (including support activities such as off-site equipment staging yards, material storage areas, borrow areas). Total acreage: 5.80 acres Disturbed acreage: 5.80 acres Existing structures: None Landscape Generally flat and slopes directing centrally ranging from 0%-3% - steep topography: slopes on south and east with max slope of 50% Drainage patterns: Existing drainage likely infiltrates in place on site. Existing Vegetation: Generally exposed soil Critical Areas (wetlands, streams, high erosion Steep slopes on the South and East sides risk, steep or difficult to stabilize slopes): of the property List of known impairments for 303(d) listed or Total Maximum Daily Load (TMDL) for the receiving waterbody: N/A Table 1 includes a list of suspected and/or known contaminants associated with the construction activity. Table 1 – Summary of Site Pollutant Constituents Constituent Location Depth Concentration (Pollutant) N/A 1.2 Proposed Construction Activities Description of site development (example: subdivision): Construct one new office/manufacturing/warehouse building along with associated roadway, parking, landscaping, storm facilities and utilities. Description of construction activities (example: site preparation, demolition, excavation): Prepare existing site soil as necessary, pavement and on-site utilities, clear and grade the site, excavate and install utilities, pave the site and construct the buildings. P a g e | 4 Description of site drainage including flow from and onto adjacent properties. Must be consistent with Site Map in Appendix A: Flows from the existing site remain on site and infiltrate into the ground. Description of final stabilization (example: extent of revegetation, paving, landscaping): Final stabilization consists of impervious surfaces and landscaping. Contaminated Site Information: Proposed activities regarding contaminated soils or groundwater (example: on-site treatment system, authorized sanitary sewer discharge): No known contamination exists on site. P a g e | 5 2 Construction Stormwater Best Management Practices (BMPs) The SWPPP is a living document reflecting current conditions and changes throughout the life of the project. These changes may be informal (i.e., hand-written notes and deletions). Update the SWPPP when the CESCL has noted a deficiency in BMPs or deviation from original design. 2.1 The 13 Elements 2.1.1 Element 1: Preserve Vegetation / Mark Clearing Limits To protect adjacent properties and to reduce the area of adjacent properties and to reduce the area of soil exposed to construction, the limits of construction will be clearly marked and enclosed within a construction fence prior to any land disturbing activities. This fence will encompass areas subject to construction as well as delineate all areas where no construction is to take place. A silt fence will also be placed in certain areas as shown on the accompanying site plan in order to protect the soil and vegetation outside the construction area. List and describe BMPs: • BMP C103: High Visibility Plastic or Metal Fence • BMP C233 Silt Fence Installation Schedules: Prior to any land disturbing activity Inspection and Maintenance plan: Inspect weekly and after storm events. Repair any damaged silt fence immediately. Remove sediment or install additional fence when sediment accumulates to 1/3 height of fence. Responsible Staff: CESCL Lead P a g e | 6 2.1.2 Element 2: Establish Construction Access Construction access or activities occurring on unpaved areas shall be minimized, yet where necessary, access points shall be stabilized to minimize the tracking of sediment onto public roads, street sweeping, and street cleaning shall be employed to prevent sediment from entering state waters. List and describe BMPs: • BMP C105: Stabilized Construction Entrance Installation Schedules: ASAP after project start Inspection and Maintenance plan: Inspect weekly and after storm events. Vacuum as needed to prevent tracking of sediments off site. Responsible Staff: CESCL Lead P a g e | 7 2.1.3 Element 3: Control Flow Rates Will you construct stormwater retention and/or detention facilities? Yes No Will you use permanent infiltration ponds or other low impact development (example: rain gardens, bio-retention, porous pavement) to control flow during construction? Yes No List and describe BMPs: • BMP C207: Check Dams - Temporary V-Ditches shall have rock check dams installed to reduce runoff velocities. • BMP C241: Temporary Sediment Pond - TESC ponds will be used during construction. Installation Schedules: Prior to any significant land clearing, excavation, or grading operations. Inspection and Maintenance plan: Inspect weekly or immediately after storm events. Clean/remove sediments that have accumulated to a depth of 1 foot. Repair damaged pond embankments. Responsible Staff: CESCL Lead P a g e | 8 2.1.4 Element 4: Install Sediment Controls The project intends to control any off-site sediment discharge by installing silt fence, as necessary, around the downstream perimeter of the site and by also construction a sediment pond. Both the silt fence and sediment pond will trap any sediment and particulates that would otherwise be tracked off-site. The sediment will be detained according to the applicable BMP maintenance schedule upon which the trapped sediment will be removed and disposed of. List and describe BMPs: • BMP C233: Silt Fence • BMP C241: Temporary Sediment Pond Installation Schedules: Install prior to any land clearing activities. Inspection and Maintenance plan: Inspect weekly and daily after storm events. Repair damaged fence or pond immediately. Clean sediments after 1 foot of accumulation in pond and after 1/3 of height of silt fence. Responsible Staff: CESCL Lead P a g e | 9 2.1.5 Element 5: Stabilize Soils West of the Cascade Mountains Crest Number of Days Soils Can Season Dates be Left Exposed During the Dry Season May 1 – September 30 7 days During the Wet Season October 1 – April 30 2 days Soils must be stabilized at the end of the shift before a holiday or weekend if needed based on the weather forecast. Anticipated project dates: Start date: TBD End date: TBD Will you construct during the wet season? Yes No TBD List and describe BMPs: Soil exposed and unworked for the time period specified above shall be stabilized with the application of effective BMPs to prevent erosion throughout the duration of the project. Soil stockpiles shall be stabilized or covered using plastic sheeting and where possible, located away from storm inlets, waterways, and drainage channels. • BMP C120: Temporary and Permanent Seeding • BMP C123: Plastic Covering • BMP C140: Dust Control Installation Schedules: Install prior to the start of construction Inspection and Maintenance plan: Inspect weekly. Daily during storm events. Repair eroded soils immediately. Responsible Staff: CESCL Lead P a g e | 10 2.1.6 Element 6: Protect Slopes All cut and fill slopes will be designed, constructed, and protected in a manner that minimizes erosion. Steep slopes will be protected from erosion by directing runoff away from them. When necessary, riprap will be used to limit bank erosion. Will steep slopes be present at the site during construction? Yes No List and describe BMPs: • BMP C120: Temporary and Permanent Seeding • BMP C200: Interceptor Dike and Swale • BMP C207: Check Dams Installation Schedules: Install as needed during construction. Inspection and Maintenance plan: Inspect weekly. Daily during storm events. Repair eroded slopes immediately. Responsible Staff: CESCL Lead P a g e | 11 2.1.7 Element 7: Protect Drain Inlets All storm drain inlets and culverts made operable during construction shall be protected to prevent unfiltered or untreated water from entering the drainage conveyance system; however, the first priority is to keep all access roads clean of sediment and keep street wash water separate from entering storm drains until treatment can be provided. Storm Drain Inlet Protection (BMP C220) will be implemented for all drainage inlets and culverts that could potentially be impacted by sediment-laden runoff on and near the project site. List and describe BMPs: • BMP C220: Storm Drain Inlet Protection Installation Schedules: At the start of construction prior to any land disturbing activity. Inspection and Maintenance plan: Inspect weekly. Daily during storm events. Clean and remove/replace any devices that have filled to 1/3 capacity or as specified by the manufacturer. Culvert sediment traps are expected to last approximately 18 months but shall be inspected weekly. Responsible Staff: CESCL Lead P a g e | 12 2.1.8 Element 8: Stabilize Channels and Outlets List and describe BMPs: The conveyance channels on site will consist of "v" ditches constructed such that runoff will be conveyed to a sediment trap prior to discharge off-site. The site discharge location will remain the Public Storm System where the existing site currently drains. Runoff from the site is currently piped to this existing facility. Stormwater will infiltrate on site during construction. The project will not discharge to any natural streams, ditches, or waterways where potential erosion is a concern. P a g e | 13 2.1.9 Element 9: Control Pollutants The following pollutants are anticipated to be present on-site: Table 2 – Pollutants Pollutant (List pollutants and source, if applicable) Sanitary wastewater from construction workers Solid wastes such as wood, metals, plastics from demolition/construction Dust from excavating and grading activities Polluted waters and slurry from sawcutting Agricultural chemicals such as fertilizers Chemicals such as asphalt sealants All pollutants including waste materials and demolition debris that occur on site will be handled and disposed in a manner that does not cause contamination of stormwater. Good housekeeping and preventative measures will be taken to ensure that the site will be kept clean, well-organized, and free of debris. The following BMPs will be implemented: • Cover, containment, and protection from vandalism shall be provided for all chemicals, liquid products, petroleum products, and other materials that have the potential to pose a threat to human health or the environment. On-site fueling tanks shall include secondary containment. • Maintenance, fueling, and the repair of heavy equipment and vehicles shall be conducted using spill prevention and control measures. Contaminated surfaces shall be cleaned immediately following any spill incident. • All vehicles, equipment, and petroleum product storage/dispensing areas will be inspected regularly to detect any leaks or spills and to identify maintenance needs to prevent leaks or spills. • In order to perform emergency repairs on site, temporary plastic will be placed beneath and if raining, over the vehicle. • Any chemicals stored in the construction areas will conform to the appropriate source control BMPs listed in Volume IV of the Ecology stormwater manual. All chemicals shall have cover, containment, and protection provided on site, pursuant to BMP C153 for Material Delivery, Storage and Containment. List and describe BMPs: • BMP C140: Dust Control • BMP C151: Concrete Handling • BMP C152: Sawcutting and Surface Pollution Prevention • BMP C153: Material Delivery, Storage, and Containment • BMP C154: Concrete Washout Area Installation Schedules: BMPs shall be installed as necessary to control pollutants for the duration of construction. P a g e | 14 Inspection and Maintenance plan: Inspect solid pollutants weekly, daily after storm events. Inspect watery pollutants from sawcutting continually during associated activity. Responsible Staff: CESCL Lead Will maintenance, fueling, and/or repair of heavy equipment and vehicles occur on-site? Yes No Will wheel wash or tire bath system BMPs be used during construction? Yes No Will pH-modifying sources be present on-site? Yes No If yes, check the source(s). Table 3 – pH-Modifying Sources None Bulk cement Cement kiln dust Fly ash Other cementitious materials New concrete washing or curing waters Waste streams generated from concrete grinding and sawing Exposed aggregate processes Dewatering concrete vaults Concrete pumping and mixer washout waters Recycled concrete Recycled concrete stockpiles Other (i.e., calcium lignosulfate) [please describe: ] Describe BMPs you will use to prevent pH-modifying sources from contaminating stormwater. List and describe BMPs: As part of the development of the site, the Project must clear the site and demo any existing structures. These activities will include concrete/asphalt sawcutting and removal. During the sawcutting phase, any concrete/asphalt slurry will be vacuumed and collected within a holding drum. The slurry will be disposed off-site. The site will also construct a concrete washout area such that after any new concrete is poured, the cement truck can wash out such that the contaminated water generated can be collected and detained until disposal. • BMP C152: Sawcutting and Surface Pollution Prevention • BMP C154: Concrete Washout Area Installation Schedules: Applicable BMPs shall be implemented as necessary during construction. P a g e | 15 Inspection and Maintenance plan: Inspect continually during associated activities. Responsible Staff: CESCL Lead Concrete trucks must not be washed out onto the ground, or into storm drains, open ditches, streets, or streams. Excess concrete must not be dumped on-site, except in designated concrete washout areas with appropriate BMPs installed. Will uncontaminated water from water-only based shaft drilling for construction of building, road, and bridge foundations be infiltrated provided the wastewater is managed in a way that prohibits discharge to surface waters? Yes No P a g e | 16 2.1.10 Element 10: Control Dewatering Dewatering is not expected to be encountered during construction. If dewatering becomes necessary, the SWPPP will be updated at that time. Table 4 – Dewatering BMPs Infiltration Transport off-site in a vehicle (vacuum truck for legal disposal) Ecology-approved on-site chemical treatment or other suitable treatment technologies Sanitary or combined sewer discharge with local sewer district approval (last resort) Use of sedimentation bag with discharge to ditch or swale (small volumes of localized dewatering) List and describe BMPs: N/A Installation Schedules: N/A Inspection and Maintenance plan: N/A Responsible Staff: N/A P a g e | 17 2.1.11 Element 11: Maintain BMPs All temporary and permanent Erosion and Sediment Control (ESC) BMPs shall be maintained and repaired as needed to ensure continued performance of their intended function. Maintenance and repair shall be conducted in accordance with each particular BMP specification (see Volume II of the SWMMWW or Chapter 7 of the SWMMEW). Visual monitoring of all BMPs installed at the site will be conducted at least once every calendar week and within 24 hours of any stormwater or non-stormwater discharge from the site. If the site becomes inactive and is temporarily stabilized, the inspection frequency may be reduced to once every calendar month. All temporary ESC BMPs shall be removed within 30 days after final site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped sediment shall be stabilized on-site or removed. Disturbed soil resulting from removal of either BMPs or vegetation shall be permanently stabilized. Additionally, protection must be provided for all BMPs installed for the permanent control of stormwater from sediment and compaction. BMPs that are to remain in place following completion of construction shall be examined and restored to full operating condition. If sediment enters these BMPs during construction, the sediment shall be removed and the facility shall be returned to conditions specified in the construction documents. P a g e | 18 2.1.12 Element 12: Manage the Project The project will be managed based on the following principles: • Projects will be phased to the maximum extent practicable and seasonal work limitations will be taken into account. • Inspection and monitoring: o Inspection, maintenance and repair of all BMPs will occur as needed to ensure performance of their intended function. o Site inspections and monitoring will be conducted in accordance with Special Condition S4 of the CSWGP. Sampling locations are indicated on the Site Map. Sampling station(s) are located in accordance with applicable requirements of the CSWGP. • Maintain an updated SWPPP. o The SWPPP will be updated, maintained, and implemented in accordance with Special Conditions S3, S4, and S9 of the CSWGP. As site work progresses the SWPPP will be modified routinely to reflect changing site conditions. The SWPPP will be reviewed monthly to ensure the content is current. Table 5 – Management Design the project to fit the existing topography, soils, and drainage patterns Emphasize erosion control rather than sediment control Minimize the extent and duration of the area exposed Keep runoff velocities low Retain sediment on-site Thoroughly monitor site and maintain all ESC measures Schedule major earthwork during the dry season Other (please describe) P a g e | 19 Table 6 – BMP Implementation Schedule Phase of Construction Wet/Dry Stormwater BMPs Date Project Season [Insert construction [Insert BMP] [MM/DD/YYYY] [Insert activity] Season] Phase of Construction Wet/Dry Stormwater BMPs Date Project Season P a g e | 20 [Insert construction [Insert BMP] [MM/DD/YYYY] [Insert activity] Season] P a g e | 21 2.1.13 Element 13: Protect Low Impact Development (LID) BMPs LID is not proposed on site. P a g e | 22 3 Pollution Prevention Team Table 7 – Team Information Title Name(s) Phone Number Certified Erosion and TBD TBD Sediment Control Lead (CESCL) Resident Engineer Alex Bell, P.E. 425-251-6222 Emergency Ecology Staff on Duty 425-649-7130 Contact Emergency Permittee/ TBD TBD Owner Contact Non-Emergency Owner TBD TBD Contact Monitoring Personnel TBD TBD Ecology Regional Office Northwest Region 425-649-7000 P a g e | 23 4 Monitoring and Sampling Requirements Monitoring includes visual inspection, sampling for water quality parameters of concern, and documentation of the inspection and sampling findings in a site log book. A site log book will be maintained for all on-site construction activities and will include: • A record of the implementation of the SWPPP and other permit requirements • Site inspections • Stormwater sampling data The site log book must be maintained on-site within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction. Numeric effluent limits may be required for certain discharges to 303(d) listed waterbodies. See CSWGP Special Condition S8 and Section 5 of this template. 4.1 Site Inspection Site inspections will be conducted at least once every calendar week and within 24 hours following any discharge from the site. For sites that are temporarily stabilized and inactive, the required frequency is reduced to once per calendar month. The discharge point(s) are indicated on the Site Map (see Appendix A) and in accordance with the applicable requirements of the CSWGP. 4.2 Stormwater Quality Sampling 4.2.1 Turbidity Sampling Requirements include calibrated turbidity meter or transparency tube to sample site discharges for compliance with the CSWGP. Sampling will be conducted at all discharge points at least once per calendar week. Method for sampling turbidity: Table 8 – Turbidity Sampling Method Turbidity Meter/Turbidimeter (required for disturbances 5 acres or greater in size) Transparency Tube (option for disturbances less than 1 acre and up to 5 acres in size) The benchmark for turbidity value is 25 nephelometric turbidity units (NTU) and a transparency less than 33 centimeters. If the discharge’s turbidity is 26 to 249 NTU or the transparency is less than 33 cm but equal to or greater than 6 cm, the following steps will be conducted: 1. Review the SWPPP for compliance with Special Condition S9. Make appropriate revisions within 7 days of the date the discharge exceeded the benchmark. P a g e | 24 2. Immediately begin the process to fully implement and maintain appropriate source control and/or treatment BMPs as soon as possible. Address the problems within 10 days of the date the discharge exceeded the benchmark. If installation of necessary treatment BMPs is not feasible within 10 days, Ecology may approve additional time when the Permittee requests an extension within the initial 10-day response period. 3. Document BMP implementation and maintenance in the site log book. If the turbidity exceeds 250 NTU or the transparency is 6 cm or less at any time, the following steps will be conducted: 1. Telephone or submit an electronic report to the applicable Ecology Region’s Environmental Report Tracking System (ERTS) within 24 hours. • Central Region (Benton, Chelan, Douglas, Kittitas, Klickitat, Okanogan, Yakima): (509) 575-2490 or http://www.ecy.wa.gov/programs/spills/forms/nerts_online/CRO_nerts_online.html • Eastern Region (Adams, Asotin, Columbia, Ferry, Franklin, Garfield, Grant, Lincoln, Pend Oreille, Spokane, Stevens, Walla Walla, Whitman): (509) 329-3400 or http://www.ecy.wa.gov/programs/spills/forms/nerts_online/ERO_nerts_online.html • Northwest Region (King, Kitsap, Island, San Juan, Skagit, Snohomish, Whatcom): (425) 649-7000 or http://www.ecy.wa.gov/programs/spills/forms/nerts_online/NWRO_nerts_online.html • Southwest Region (Clallam, Clark, Cowlitz, Grays Harbor, Jefferson, Lewis, Mason, Pacific, Pierce, Skamania, Thurston, Wahkiakum,): (360) 407-6300 or http://www.ecy.wa.gov/programs/spills/forms/nerts_online/SWRO_nerts_online.html 2. Immediately begin the process to fully implement and maintain appropriate source control and/or treatment BMPs as soon as possible. Address the problems within 10 days of the date the discharge exceeded the benchmark. If installation of necessary treatment BMPs is not feasible within 10 days, Ecology may approve additional time when the Permittee requests an extension within the initial 10-day response period 3. Document BMP implementation and maintenance in the site log book. 4. Continue to sample discharges daily until one of the following is true: • Turbidity is 25 NTU (or lower). • Transparency is 33 cm (or greater). • Compliance with the water quality limit for turbidity is achieved. o 1 - 5 NTU over background turbidity, if background is less than 50 NTU o 1% - 10% over background turbidity, if background is 50 NTU or greater • The discharge stops or is eliminated. P a g e | 25 4.2.2 pH Sampling pH monitoring is required for "Significant concrete work" (i.e., greater than 1000 cubic yards poured concrete over the life of the project). The use of recycled concrete or engineered soils (soil amendments including but not limited to Portland cement-treated base [CTB], cement kiln dust [CKD] or fly ash) also requires pH monitoring. For significant concrete work, pH sampling will start the first day concrete is poured and continue until it is cured, typically three (3) weeks after the last pour. For engineered soils and recycled concrete, pH sampling begins when engineered soils or recycled concrete are first exposed to precipitation and continues until the area is fully stabilized. If the measured pH is 8.5 or greater, the following measures will be taken: 1. Prevent high pH water from entering storm sewer systems or surface water. 2. Adjust or neutralize the high pH water to the range of 6.5 to 8.5 su using appropriate technology such as carbon dioxide (CO2) sparging (liquid or dry ice). 3. Written approval will be obtained from Ecology prior to the use of chemical treatment other than CO2 sparging or dry ice. Method for sampling pH: Table 9 – pH Sampling Method pH meter pH test kit Wide range pH indicator paper P a g e | 26 5 Discharges to 303(d) or Total Maximum Daily Load (TMDL) Waterbodies 5.1 303(d) Listed Waterbodies Is the receiving water 303(d) (Category 5) listed for turbidity, fine sediment, phosphorus, or pH? Yes No P a g e | 27 6 Reporting and Record Keeping 6.1 Record Keeping 6.1.1 Site Log Book A site log book will be maintained for all on-site construction activities and will include: • A record of the implementation of the SWPPP and other permit requirements • Site inspections • Sample logs 6.1.2 Records Retention Records will be retained during the life of the project and for a minimum of three (3) years following the termination of permit coverage in accordance with Special Condition S5.C of the CSWGP. Permit documentation to be retained on-site: • CSWGP • Permit Coverage Letter • SWPPP • Site Log Book Permit documentation will be provided within 14 days of receipt of a written request from Ecology. A copy of the SWPPP or access to the SWPPP will be provided to the public when requested in writing in accordance with Special Condition S5.G.2.b of the CSWGP. 6.1.3 Updating the SWPPP The SWPPP will be modified if: • Found ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. • There is a change in 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 will be modified within seven (7) days if inspection(s) or investigation(s) determine additional or modified BMPs are necessary for compliance. An updated timeline for BMP implementation will be prepared. P a g e | 28 6.2 Reporting 6.2.1 Discharge Monitoring Reports Cumulative soil disturbance is one (1) acre or larger; therefore, Discharge Monitoring Reports (DMRs) will be submitted to Ecology monthly. If there was no discharge during a given monitoring period the DMR will be submitted as required, reporting "No Discharge." The DMR due date is fifteen (15) days following the end of each calendar month. DMRs will be reported online through Ecology’s WQWebDMR System. To sign up for WQWebDMR go to: http://www.ecy.wa.gov/programs/wq/permits/paris/webdmr.html 6.2.2 Notification of Noncompliance If any of the terms and conditions of the permit is not met, and the resulting noncompliance may cause a threat to human health or the environment, the following actions will be taken: 1. Ecology will be notified within 24-hours of the failure to comply by calling the applicable Regional office ERTS phone number (Regional office numbers listed below). 2. Immediate action will be taken to prevent the discharge/pollution or otherwise stop or correct the noncompliance. If applicable, sampling and analysis of any noncompliance will be repeated immediately and the results submitted to Ecology within five (5) days of becoming aware of the violation. 3. A detailed written report describing the noncompliance will be submitted to Ecology within five (5) days, unless requested earlier by Ecology. Anytime turbidity sampling indicates turbidity is 250 NTUs or greater, or water transparency is 6 cm or less, the Ecology Regional office will be notified by phone within 24 hours of analysis as required by Special Condition S5.A of the CSWGP. • Central Region at (509) 575-2490 for Benton, Chelan, Douglas, Kittitas, Klickitat, Okanogan, or Yakima County • Eastern Region at (509) 329-3400 for Adams, Asotin, Columbia, Ferry, Franklin, Garfield, Grant, Lincoln, Pend Oreille, Spokane, Stevens, Walla Walla, or Whitman County • Northwest Region at (425) 649-7000 for Island, King, Kitsap, San Juan, Skagit, Snohomish, or Whatcom County • Southwest Region at (360) 407-6300 for Clallam, Clark, Cowlitz, Grays Harbor, Jefferson, Lewis, Mason, Pacific, Pierce, Skamania, Thurston, or Wahkiakum Include the following information: 1. Your name and / Phone number 2. Permit number P a g e | 29 3. City / County of project 4. Sample results 5. Date / Time of call 6. Date / Time of sample 7. Project name In accordance with Special Condition S4.D.5.b of the CSWGP, the Ecology Regional office will be notified if chemical treatment other than CO2 sparging is planned for adjustment of high pH water. P a g e | 30 Appendix/Glossary A. Site Map The site map must meet the requirements of Special Condition S9.E of the CSWGP B. BMP Detail Insert BMPs specification sheets here. Download BMPs from the Ecology Construction Stormwater website at: http://www.ecy.wa.gov/programs/wq/stormwater/construction/index.html Select Resources and Guidance to find the links to the Stormwater Manuals. C. Site Inspection Form Create your own or download Ecology’s template: http://www.ecy.wa.gov/programs/wq/stormwater/construction/index.html Select Permit, Forms and Application to find the link to the Construction Stormwater Site Inspection Form. D. Construction Stormwater General Permit (CSWGP) Download the CSWGP: http://www.ecy.wa.gov/programs/wq/stormwater/construction/index.html E. Engineering Calculations P a g e | 31 GAYTEWAY BUSINESS PARK TESC PLAN SCALE: 1"=30' Title: PARK LLC PO BOX 1727 GAYTEWAY BUSINESS BELLEVUE, WA 98009 For: ONAL X D D BE E L F WASHIN L A TE O G L T A O T N S P R 21036182 R O RE D E F G E E I ES STER IN S G I N O E NAL R Know what'sbelow. Callbefore you dig. 18 21334 C3 burying and smothering vegetation. l Vegetative buffer zones for streams, lakes or other waterways shall be established by the local permitting authority or other state or federal permits or approvals. Maintenance Standards Inspect the area frequently to make sure flagging remains in place and the area remains undis- turbed. Replace all damaged flagging immediately. Remove all materials located in the buffer area that may impede the ability of the vegetation to act as a filter. BMP C103: High-Visibility Fence Purpose High-visibility fencing is intended to: l Restrict clearing to approved limits. l Prevent disturbance of sensitive areas, their buffers, and other areas required to be left undis- turbed. l Limit construction traffic to designated construction entrances, exits, or internal roads. l Protect areas where marking with survey tape may not provide adequate protection. Conditions of Use To establish clearing limits plastic, fabric, or metal fence may be used: l At the boundary of sensitive areas, their buffers, and other areas required to be left uncleared. l As necessary to control vehicle access to and on the site. Design and Installation Specifications High-visibility plastic fence shall be composed of a high-density polyethylene material and shall be at least four feet in height. Posts for the fencing shall be steel or wood and placed every 6 feet on center (maximum) or as needed to ensure rigidity. The fencing shall be fastened to the post every six inches with a polyethylene tie. On long continuous lengths of fencing, a tension wire or rope shall be used as a top stringer to prevent sagging between posts. The fence color shall be high-visibility orange. The fence tensile strength shall be 360 lbs/ft using the ASTM D4595 testing method. If appropriate install fabric silt fence in accordance with BMP C233: Silt Fence to act as high-visibility fence. Silt fence shall be at least 3 feet high and must be highly visible to meet the requirements of this BMP. Metal fences shall be designed and installed according to the manufacturer's specifications. Metal fences shall be at least 3 feet high and must be highly visible. Fences shall not be wired or stapled to trees. 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page274 Maintenance Standards If the fence has been damaged or visibility reduced, it shall be repaired or replaced immediately and visibility restored. BMP C105: Stabilized Construction Access Purpose Stabilized construction accesses are established to reduce the amount of sediment transported onto paved roads outside the project site by vehicles or equipment. This is done by constructing a sta- bilized pad of quarry spalls at entrances and exits for project sites. Conditions of Use Construction accesses shall be stabilized wherever traffic will be entering or leaving a construction site if paved roads or other paved areas are within 1,000 feet of the site. For residential subdivision construction sites, provide a stabilized construction access for each res- idence, rather than only at the main subdivision entrance. Stabilized surfaces shall be of sufficient length/width to provide vehicle access/parking, based on lot size and configuration. On large commercial, highway, and road projects, the designer should include enough extra mater- ials in the contract to allow for additional stabilized accesses not shown in the initial Construction SWPPP. It is difficult to determine exactly where access to these projects will take place; additional materials will enable the contractor to install them where needed. Design and Installation Specifications See Figure II-3.1: Stabilized Construction Access for details. Note: the 100’ minimum length of the access shall be reduced to the maximum practicable size when the size or configuration of the site does not allow the full length (100’). Construct stabilized construction accesses with a 12-inch thick pad of 4-inch to 8-inch quarry spalls, a 4-inch course of asphalt treated base (ATB), or use existing pavement. Do not use crushed con- crete, cement, or calcium chloride for construction access stabilization because these products raise pH levels in stormwater and concrete discharge to waters of the State is prohibited. A separation geotextile shall be placed under the spalls to prevent fine sediment from pumping up into the rock pad. The geotextile shall meet the standards listed in Table II-3.2: Stabilized Con- struction Access Geotextile Standards. Table II-3.2: Stabilized Construction Access Geotextile Standards Geotextile Property Required Value Grab Tensile Strength (ASTM D4751) 200 psi min. 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page275 Table II-3.2: Stabilized Construction Access Geotextile Standards (continued) Geotextile Property Required Value Grab Tensile Elongation (ASTM D4632) 30% max. Mullen Burst Strength (ASTM D3786-80a) 400 psi min. AOS (ASTM D4751) 20-45 (U.S. standard sieve size) l Consider early installation of the first lift of asphalt in areas that will be paved; this can be used as a stabilized access. Also consider the installation of excess concrete as a stabilized access. During large concrete pours, excess concrete is often available for this purpose. l Fencing (see BMP C103: High-Visibility Fence) shall be installed as necessary to restrict traffic to the construction access. l Whenever possible, the access shall be constructed on a firm, compacted subgrade. This can substantially increase the effectiveness of the pad and reduce the need for maintenance. l Construction accesses should avoid crossing existing sidewalks and back of walk drains if at all possible. If a construction access must cross a sidewalk or back of walk drain, the full length of the sidewalk and back of walk drain must be covered and protected from sediment leaving the site. Alternative Material Specification WSDOT has raised safety concerns about the Quarry Spall rock specified above. WSDOT observes that the 4-inch to 8-inch rock sizes can become trapped between Dually truck tires, and then released off-site at highway speeds. WSDOT has chosen to use a modified specification for the rock while continuously verifying that the Stabilized Construction Access remains effective. To remain effective, the BMP must prevent sediment from migrating off site. To date, there has been no per- formance testing to verify operation of this new specification. Jurisdictions may use the alternative specification, but must perform increased off-site inspection if they use, or allow others to use, it. Stabilized Construction Accesses may use material that meets the requirements of WSDOT's Stand- ard Specifications for Road, Bridge, and Municipal Construction Section 9-03.9(1) (WSDOT, 2016) for ballast except for the following special requirements. The grading and quality requirements are listed in Table II-3.3: Stabilized Construction Access Alternative Material Requirements. Table II-3.3: Stabilized Construction Access Alternative Material Requirements Sieve Size Percent Passing 2½″ 99-100 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page276 Table II-3.3: Stabilized Construction Access Alternative Material Requirements (continued) Sieve Size Percent Passing 2″ 65-100 ¾″ 40-80 No. 4 5 max. No. 100 0-2 % Fracture 75 min. l All percentages are by weight. l The sand equivalent value and dust ratio requirements do not apply. l The fracture requirement shall be at least one fractured face and will apply the combined aggregate retained on the No. 4 sieve in accordance with FOP for AASHTO T 335. Maintenance Standards Quarry spalls shall be added if the pad is no longer in accordance with the specifications. l If the access is not preventing sediment from being tracked onto pavement, then alternative measures to keep the streets free of sediment shall be used. This may include replace- ment/cleaning of the existing quarry spalls, street sweeping, an increase in the dimensions of the access, or the installation of BMP C106: Wheel Wash. l Any sediment that is tracked onto pavement shall be removed by shoveling or street sweep- ing. The sediment collected by sweeping shall be removed or stabilized on site. The pavement shall not be cleaned by washing down the street, except when high efficiency sweeping is inef- fective and there is a threat to public safety. If it is necessary to wash the streets, the con- struction of a small sump to contain the wash water shall be considered. The sediment would then be washed into the sump where it can be controlled. l Perform street sweeping by hand or with a high efficiency sweeper. Do not use a non-high effi- ciency mechanical sweeper because this creates dust and throws soils into storm systems or conveyance ditches. l Any quarry spalls that are loosened from the pad, which end up on the roadway shall be removed immediately. l If vehicles are entering or exiting the site at points other than the construction access(es), BMP C103: High-Visibility Fence shall be installed to control traffic. 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page277 l Upon project completion and site stabilization, all construction accesses intended as per- manent access for maintenance shall be permanently stabilized. 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page278 Figure II-3.1: Stabilized Construction Access 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page279 Approved as Functionally Equivalent Ecology has approved products as able to meet the requirements of this BMP. The products did not pass through the Technology Assessment Protocol – Ecology (TAPE) process. Local jurisdictions may choose not to accept these products, or may require additional testing prior to consideration for local use. Products that Ecology has approved as functionally equivalent are available for review on Ecology’s website at: https://ecology.wa.gov/Regulations-Permits/Guidance-technical-assistance/Stormwater-per- mittee-guidance-resources/Emerging-stormwater-treatment-technologies BMP C106: Wheel Wash Purpose Wheel washes reduce the amount of sediment transported onto paved roads by washing dirt from the wheels of motor vehicles prior to the motor vehicles leaving the construction site. Conditions of Use l Use a wheel wash when BMP C105: Stabilized Construction Access is not preventing sed- iment from being tracked off site. l Wheel washing is generally an effective BMP when installed with careful attention to topo- graphy. For example, a wheel wash can be detrimental if installed at the top of a slope abut- ting a right-of-way where the water from the dripping truck can run unimpeded into the street. l Pressure washing combined with an adequately sized and surfaced pad with direct drainage to a large 10-foot x 10-foot sump can be very effective. l Wheel wash wastewater is not stormwater. It is commonly called process water, and must be discharged to a separate on-site treatment system that prevents discharge to waters of the State, or to the sanitary sewer with local sewer district approval. l Wheel washes may use closed-loop recirculation systems to conserve water use. l Wheel wash wastewater shall not include wastewater from concrete washout areas. l When practical, the wheel wash should be placed in sequence with BMP C105: Stabilized Construction Access. Locate the wheel wash such that vehicles exiting the wheel wash will enter directly onto BMP C105: Stabilized Construction Access. In order to achieve this, BMP C105: Stabilized Construction Access may need to be extended beyond the standard install- ation to meet the exit of the wheel wash. Design and Installation Specifications Suggested details are shown in Figure II-3.2: Wheel Wash. The Local Permitting Authority may allow other designs. A minimum of 6 inches of asphalt treated base (ATB) over crushed base mater- ial or 8 inches over a good subgrade is recommended to pave the wheel wash. 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page280 Crushed rock, gravel base, etc., shall be added as required to maintain a stable driving surface and to stabilize any areas that have eroded. Following construction, these areas shall be restored to pre-construction condition or better to pre- vent future erosion. Perform street cleaning at the end of each day or more often if necessary. BMP C120: Temporary and Permanent Seeding Purpose Seeding reduces erosion by stabilizing exposed soils. A well-established vegetative cover is one of the most effective methods of reducing erosion. Conditions of Use Use seeding throughout the project on disturbed areas that have reached final grade or that will remain unworked for more than 30 days. The optimum seeding windows for western Washington are April 1 through June 30 and September 1 through October 1. Between July 1 and August 30 seeding requires irrigation until 75 percent grass cover is established. Between October 1 and March 30 seeding requires a cover of mulch or an erosion control blanket until 75 percent grass cover is established. Review all disturbed areas in late August to early September and complete all seeding by the end of September. Otherwise, vegetation will not establish itself enough to provide more than average pro- tection. Mulch is required at all times for seeding because it protects seeds from heat, moisture loss, and transport due to runoff. Mulch can be applied on top of the seed or simultaneously by hydroseeding. See BMP C121: Mulching for specifications. Seed and mulch all disturbed areas not otherwise vegetated at final site stabilization. Final sta- bilization means the completion of all soil disturbing activities at the site and the establishment of a permanent vegetative cover, or equivalent permanent stabilization measures (such as pavement, riprap, gabions, or geotextiles) which will prevent erosion. See BMP T5.13: Post-Construction Soil Quality and Depth. Design and Installation Specifications General l Install channels intended for vegetation before starting major earthwork and hydroseed with a Bonded Fiber Matrix. For vegetated channels that will have high flows, install erosion control blankets over the top of hydroseed. Before allowing water to flow in vegetated channels, establish 75 percent vegetation cover. If vegetated channels cannot be established by seed 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page284 before water flow; install sod in the channel bottom — over top of hydromulch and erosion con- trol blankets. l Confirm the installation of all required surface water control measures to prevent seed from washing away. l Hydroseed applications shall include a minimum of 1,500 pounds per acre of mulch with 3 per- cent tackifier. See BMP C121: Mulching for specifications. l Areas that will have seeding only and not landscaping may need compost or meal-based mulch included in the hydroseed in order to establish vegetation. Re-install native topsoil on the disturbed soil surface before application. See BMP T5.13: Post-Construction Soil Quality and Depth. l When installing seed via hydroseeding operations, only about 1/3 of the seed actually ends up in contact with the soil surface. This reduces the ability to establish a good stand of grass quickly. To overcome this, consider increasing seed quantities by up to 50 percent. l Enhance vegetation establishment by dividing the hydromulch operation into two phases: o Phase 1- Install all seed and fertilizer with 25-30 percent mulch and tackifier onto soil in the first lift. o Phase 2- Install the rest of the mulch and tackifier over the first lift. Or, enhance vegetation by: o Installing the mulch, seed, fertilizer, and tackifier in one lift. o Spread or blow straw over the top of the hydromulch at a rate of 800-1000 pounds per acre. o 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 cost may be offset by the reduced need for: o Irrigation. o Reapplication of mulch. o Repair of failed slope surfaces. This technique works with standard hydromulch (1,500 pounds per acre minimum) and Bon- ded Fiber Matrix/ Mechanically Bonded Fiber Matrix (BFM/MBFMs) (3,000 pounds per acre minimum). l Seed may be installed by hand if: o Temporary and covered by straw, mulch, or topsoil. o Permanent in small areas (usually less than 1 acre) and covered with mulch, topsoil, or erosion blankets. l The seed mixes listed in Table II-3.4: Temporary and Permanent Seed Mixes include 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page285 recommended mixes for both temporary and permanent seeding. l Apply these mixes, with the exception of the wet area seed mix, at a rate of 120 pounds per acre. This rate can be reduced if soil amendments or slow-release fertilizers are used. Apply the wet area seed mix at a rate of 60 pounds per acre. l Consult the local suppliers or the local conservation district for their recommendations. 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, depending on the soil type and hydrology of the area. Table II-3.4: Temporary and Permanent Seed Mixes Common Name Latin Name % Weight % Purity % Germination Temporary Erosion Control Seed Mix A standard mix for areas requiring a temporary vegetative cover. Festuca rubra var. Chewings or commutata or Poa 40 98 90 annual blue grass anna Perennial rye  Lolium perenne 50 98 90 Redtop or colonial Agrostis alba or 5 92 85 bentgrass Agrostis tenuis White dutch clover Trifolium repens 5 98 90 Landscaping Seed Mix A recommended mix for landscaping seed. Perennial rye blend Lolium perenne 70 98 90 Festuca rubra var. Chewings and red commutata or Fes- 30 98 90 fescue blend tuca rubra Low-Growing Turf Seed Mix A turf seed mix for dry situations where there is no need for watering. This mix requires very little main- tenance. Dwarf tall fescue Festuca arundin- 45 98 90 (several varieties) acea var. Dwarf perennial Lolium perenne 30 98 90 rye (Barclay) var. barclay Red fescue Festuca rubra 20 98 90 Colonial bentgrass Agrostis tenuis 5 98 90 Bioswale Seed Mix A seed mix for bioswales and other intermittently wet areas. Tall or meadow fes- Festuca arundin- 75-80 98 90 2019Stormwater ManagementManualfor WesternWashington VolumeII- Chapter 3- Page286 Table II-3.4: Temporary and Permanent Seed Mixes (continued) Common Name Latin Name % Weight % Purity % Germination acea or Festuca cue elatior Seaside/Creeping Agrostis palustris 10-15 92 85 bentgrass Agrostis alba or Redtop bentgrass 5-10 90 80 Agrostis gigantea Wet Area Seed Mix A low-growing, relatively non-invasive seed mix appropriate for very wet areas that are not regulated wet- lands. Consult Hydraulic Permit Authority (HPA) for seed mixes if applicable. Festuca arundin- Tall or meadow fes- acea or Festuca 60-70 98 90 cue elatior Seaside/Creeping Agrostis palustris 10-15 98 85 bentgrass Alepocurus praten- Meadow foxtail 10-15 90 80 sis Alsike clover Trifolium hybridum 1-6 98 90 Redtop bentgrass Agrostis alba 1-6 92 85 Meadow Seed Mix A recommended meadow seed mix for infrequently maintained areas or non-maintained areas where col- onization by native plants is desirable. Likely applications include rural road and utility right-of-way. Seed- ing should take place in September or very early October in order to obtain adequate establishment prior to the winter months. Consider the appropriateness of clover, a fairly invasive species, in the mix. Amending the soil can reduce the need for clover. Agrostis alba or Redtop or Oregon Agrostis ore- 20 92 85 bentgrass gonensis Red fescue Festuca rubra 70 98 90 White dutch clover Trifolium repens 10 98 90 Roughening and Rototilling l The seedbed should be firm and rough. Roughen all soil no matter what the slope. Track walk slopes before seeding if engineering purposes require compaction. Backblading or smoothing of slopes greater than 4H:1V is not allowed if they are to be seeded. l Restoration-based landscape practices require deeper incorporation than that provided by a simple single-pass rototilling treatment. Wherever practical, initially rip the subgrade to improve long-term permeability, infiltration, and water inflow qualities. At a minimum, 2019Stormwater ManagementManualfor WesternWashington VolumeII- Chapter 3- Page287 permanent areas shall use soil amendments to achieve organic matter and permeability per- formance defined in engineered soil/landscape systems. For systems that are deeper than 8 inches complete the rototilling process in multiple lifts, or prepare the engineered soil system per specifications and place to achieve the specified depth. Fertilizers l Conducting soil tests to determine the exact type and quantity of fertilizer is recommended. This will prevent the over-application of fertilizer. l Organic matter is the most appropriate form of fertilizer because it provides nutrients (includ- ing nitrogen, phosphorus, and potassium) in the least water-soluble form. l In general, use 10-4-6 N-P-K (nitrogen-phosphorus-potassium) fertilizer at a rate of 90 pounds per acre. Always use slow-release fertilizers because they are more efficient and have fewer environmental impacts. Do not add fertilizer to the hydromulch machine, or agit- ate, more than 20 minutes before use. Too much agitation destroys the slow-release coating. l There are numerous products available that take 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 provides a good source of long-term, slow-release, available nitrogen. Bonded Fiber Matrix and Mechanically Bonded Fiber Matrix l On steep slopes use Bonded Fiber Matrix (BFM) or Mechanically Bonded Fiber Matrix (MBFM) products. Apply BFM/MBFM products at a minimum rate of 3,000 pounds per acre with approximately 10 percent tackifier. Achieve a minimum of 95 percent soil coverage during application. Numerous products are available commercially. Most products require 24-36 hours to cure before rainfall and cannot be installed on wet or saturated soils. Generally, products come in 40-50 pound bags and include all necessary ingredients except for seed and fertilizer. l Install products per manufacturer's instructions. l BFMs and MBFMs provide good alternatives to blankets in most areas requiring vegetation establishment. Advantages over blankets include: o BFM and MBFMs do not require surface preparation. o Helicopters can assist in installing BFM and MBFMs in remote areas. o On slopes steeper than 2.5H:1V, blanket installers may require ropes and harnesses for safety. o Installing BFM and MBFMs can save at least $1,000 per acre compared to blankets. 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page288 Maintenance Standards Reseed any seeded areas that fail to establish at least 75 percent cover (100 percent cover for areas that receive sheet or concentrated flows). If reseeding is ineffective, use an alternate method such as sodding, mulching, nets, or blankets. l Reseed and protect by mulch any areas that experience erosion after achieving adequate cover. Reseed and protect by mulch any eroded area. l Supply seeded areas with adequate moisture, but do not water to the extent that it causes run- off. Approved as Functionally Equivalent Ecology has approved products as able to meet the requirements of this BMP. The products did not pass through the Technology Assessment Protocol – Ecology (TAPE) process. Local jurisdictions may choose not to accept these products, or may require additional testing prior to consideration for local use. Products that Ecology has approved as functionally equivalent are available for review on Ecology’s website at: https://ecology.wa.gov/Regulations-Permits/Guidance-technical-assistance/Stormwater-per- mittee-guidance-resources/Emerging-stormwater-treatment-technologies BMP C121: Mulching Purpose Mulching soils provides immediate temporary protection from erosion. Mulch also enhances plant establishment by conserving moisture, holding fertilizer, seed, and topsoil in place, and moderating soil temperatures. There are a variety of mulches that can be used. This section discusses only the most common types of mulch. Conditions of Use As a temporary cover measure, mulch should be used: l For less than 30 days on disturbed areas that require cover. l At all times for seeded areas, especially during the wet season and during the hot summer months. l During the wet season on slopes steeper than 3H:1V with more than 10 feet of vertical relief. Mulch may be applied at any time of the year and must be refreshed periodically. For seeded areas, mulch may be made up of 100 percent: l cottonseed meal; l fibers made of wood, recycled cellulose, hemp, or kenaf; 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page289 BMP C123: Plastic Covering Purpose Plastic covering provides immediate, short-term erosion protection to slopes and disturbed areas. Conditions of Use Plastic covering may be used on disturbed areas that require cover measures for less than 30 days, except as stated below. l Plastic is particularly useful for protecting cut and fill slopes and stockpiles. However, the rel- atively rapid breakdown of most polyethylene sheeting makes it unsuitable for applications greater than six months. l Due to rapid runoff caused by plastic covering, do not use this method upslope of areas that might be adversely impacted by concentrated runoff. Such areas include steep and/or unstable slopes. l Plastic sheeting may result in increased runoff volumes and velocities, requiring additional on- site measures to counteract the increases. Creating a trough with wattles or other material can convey clean water away from these areas. l To prevent undercutting, trench and backfill rolled plastic covering products. l Although the plastic material is inexpensive to purchase, the cost of installation, maintenance, removal, and disposal add to the total costs of this BMP. l Whenever plastic is used to protect slopes, install water collection measures at the base of the slope. These measures include plastic-covered berms, channels, and pipes used to convey clean rainwater away from bare soil and disturbed areas. Do not mix clean runoff from a plastic covered slope with dirty runoff from a project. l Other uses for plastic include: o Temporary ditch liner. o Pond liner in temporary sediment pond. o Liner for bermed temporary fuel storage area if plastic is not reactive to the type of fuel being stored. o Emergency slope protection during heavy rains. o Temporary drainpipe (“elephant trunk”) used to direct water. Design and Installation Specifications l Plastic slope cover must be installed as follows: 1. Run plastic up and down the slope, not across the slope. 2. Plastic may be installed perpendicular to a slope if the slope length is less than 10 feet. 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page298 3. Provide a minimum of 8-inch overlap at the seams. 4. On long or wide slopes, or slopes subject to wind, tape all seams. 5. Place plastic into a small (12-inch wide by 6-inch deep) slot trench at the top of the slope and backfill with soil to keep water from flowing underneath. 6. Place sand filled burlap or geotextile bags every 3 to 6 feet along seams and tie them together with twine to hold them in place. 7. Inspect plastic for rips, tears, and open seams regularly and repair immediately. This prevents high velocity runoff from contacting bare soil, which causes extreme erosion. 8. Sandbags may be lowered into place tied to ropes. However, all sandbags must be staked in place. l Plastic sheeting shall have a minimum thickness of 0.06 millimeters. l If erosion at the toe of a slope is likely, a gravel berm, riprap, or other suitable protection shall be installed at the toe of the slope in order to reduce the velocity of runoff. Maintenance Standards l Torn sheets must be replaced and open seams repaired. l Completely remove and replace the plastic if it begins to deteriorate due to ultraviolet radi- ation. l Completely remove plastic when no longer needed. l Dispose of old tires used to weight down plastic sheeting appropriately. Approved as Functionally Equivalent Ecology has approved products as able to meet the requirements of this BMP. The products did not pass through the Technology Assessment Protocol – Ecology (TAPE) process. Local jurisdictions may choose not to accept these products, or may require additional testing prior to consideration for local use. Products that Ecology has approved as functionally equivalent are available for review on Ecology’s website at: https://ecology.wa.gov/Regulations-Permits/Guidance-technical-assistance/Stormwater-per- mittee-guidance-resources/Emerging-stormwater-treatment-technologies BMP C124: Sodding Purpose The purpose of sodding is to establish turf for immediate erosion protection and to stabilize drainage paths where concentrated overland flow will occur. 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page299 BMP C140: Dust Control Purpose Dust control prevents wind transport of dust from disturbed soil surfaces onto roadways, drainage ways, and surface waters. Conditions of Use Use dust control in areas (including roadways) subject to surface and air movement of dust where on-site or off-site impacts to roadways, drainage ways, or surface waters are likely. Design and Installation Specifications l Vegetate or mulch areas that will not receive vehicle traffic. In areas where planting, mulching, or paving is impractical, apply gravel or landscaping rock. l Limit dust generation by clearing only those areas where immediate activity will take place, leaving the remaining area(s) in the original condition. Maintain the original ground cover as long as practical. l Construct natural or artificial windbreaks or windscreens. These may be designed as enclos- ures for small dust sources. l Sprinkle the site with water until the surface is wet. Repeat as needed. To prevent carryout of mud onto the street, refer to BMP C105: Stabilized Construction Access and BMP C106: Wheel Wash. l Irrigation water can be used for dust control. Irrigation systems should be installed as a first step on sites where dust control is a concern. l Spray exposed soil areas with a dust palliative, following the manufacturer’s instructions and cautions regarding handling and application. Used oil is prohibited from use as a dust sup- pressant. Local governments may approve other dust palliatives such as calcium chloride or PAM. l PAM (BMP C126: Polyacrylamide (PAM) for Soil Erosion Protection) added to water at a rate of 0.5 pounds per 1,000 gallons of water per acre and applied from a water truck is more effect- ive than water alone. This is due to increased infiltration of water into the soil and reduced evaporation. In addition, small soil particles are bonded together and are not as easily trans- ported by wind. Adding PAM may reduce the quantity of water needed for dust control. Note that the application rate specified here applies to this BMP, and is not the same application rate that is specified in BMP C126: Polyacrylamide (PAM) for Soil Erosion Protection, but the downstream protections still apply. Refer to BMP C126: Polyacrylamide (PAM) for Soil Erosion Protection for conditions of use. PAM shall not be directly applied to water or allowed to enter a water body. l Contact your local Air Pollution Control Authority for guidance and training on other dust con- trol measures. Compliance with the local Air Pollution Control Authority constitutes 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page313 compliance with this BMP. l Use vacuum street sweepers. l Remove mud and other dirt promptly so it does not dry and then turn into dust. l Techniques that can be used for unpaved roads and lots include: o Lower speed limits. High vehicle speed increases the amount of dust stirred up from unpaved roads and lots. o Upgrade the road surface strength by improving particle size, shape, and mineral types that make up the surface and base materials. o Add surface gravel to reduce the source of dust emission. Limit the amount of fine particles (those smaller than .075 mm) to 10 to 20 percent. o Use geotextile fabrics to increase the strength of new roads or roads undergoing recon- struction. o Encourage the use of alternate, paved routes, if available. o Apply chemical dust suppressants using the admix method, blending the product with the top few inches of surface material. Suppressants may also be applied as surface treatments. o Limit dust-causing work on windy days. o Pave unpaved permanent roads and other trafficked areas. Maintenance Standards Respray area as necessary to keep dust to a minimum. BMP C150: Materials on Hand Purpose Keep quantities of erosion prevention and sediment control materials on the project site at all times to be used for regular maintenance and emergency situations such as unexpected heavy rains. Hav- ing these materials on-site reduces the time needed to replace existing or implement new BMPs when inspections indicate that existing BMPs are not meeting the Construction SWPPP require- ments. In addition, contractors can save money by buying some materials in bulk and storing them at their office or yard. Conditions of Use l 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 earthwork project, such as highway construction, might have several tons of straw, several rolls of plastic, flexible 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page314 pipe, sandbags, geotextile fabric and steel “T” posts. l Materials should be stockpiled and readily available before any site clearing, grubbing, or earthwork begins. A large contractor or project proponent could keep a stockpile of materials that are available for use on several projects. l 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. Design and Installation Specifications Depending on project type, size, complexity, and length, materials and quantities will vary. A good minimum list of items that will cover numerous situations includes: l Clear Plastic, 6 mil l Drainpipe, 6 or 8 inch diameter l Sandbags, filled l Straw Bales for mulching l Quarry Spalls l Washed Gravel l Geotextile Fabric l Catch Basin Inserts l Steel "T" Posts l Silt fence material l Straw Wattles Maintenance Standards l All materials with the exception of the quarry spalls, steel “T” posts, and gravel should be kept covered and out of both sun and rain. l Re-stock materials as needed. BMP C151: Concrete Handling Purpose Concrete work can generate process water and slurry that contain fine particles and high pH, both of which can violate water quality standards in the receiving water. Concrete spillage or concrete dis- charge to waters of the State is prohibited. Use this BMP to minimize and eliminate concrete, con- crete process water, and concrete slurry from entering waters of the State. 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page315 Conditions of Use Any time concrete is used, utilize these management practices. Concrete construction project com- ponents include, but are not limited to: l Curbs l Sidewalks l Roads l Bridges l Foundations l Floors l Runways Disposal options for concrete, in order of preference are: 1. Off-site disposal 2. Concrete wash-out areas (see BMP C154: Concrete Washout Area) 3. De minimus washout to formed areas awaiting concrete Design and Installation Specifications l Wash concrete truck drums at an approved off-site location or in designated concrete washout areas only. Do not wash out concrete trucks onto the ground (including formed areas awaiting concrete), or into storm drains, open ditches, streets, or streams. Refer to BMP C154: Concrete Washout Area for information on concrete washout areas. o Return unused concrete remaining in the truck and pump to the originating batch plant for recycling. Do not dump excess concrete on site, except in designated concrete washout areas as allowed in BMP C154: Concrete Washout Area. l Wash small concrete handling equipment (e.g. hand tools, screeds, shovels, rakes, floats, trowels, and wheelbarrows) into designated concrete washout areas or into formed areas awaiting concrete pour. l At no time shall concrete be washed off into the footprint of an area where an infiltration fea- ture will be installed. l Wash equipment difficult to move, such as concrete paving machines, in areas that do not dir- ectly drain to natural or constructed stormwater conveyance or potential infiltration areas. l Do not allow washwater from areas, such as concrete aggregate driveways, to drain directly (without detention or treatment) to natural or constructed stormwater conveyances. l Contain washwater and leftover product in a lined container when no designated concrete washout areas (or formed areas, allowed as described above) are available. Dispose of con- tained concrete and concrete washwater (process water) properly. 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page316 l Always use forms or solid barriers for concrete pours, such as pilings, within 15-feet of surface waters. l Refer to BMP C252: Treating and Disposing of High pH Water for pH adjustment require- ments. l Refer to the Construction Stormwater General Permit (CSWGP) for pH monitoring require- ments if the project involves one of the following activities: o Significant concrete work (as defined in the CSWGP). o The use of soils amended with (but not limited to) Portland cement-treated base, cement kiln dust or fly ash. o Discharging stormwater to segments of water bodies on the 303(d) list (Category 5) for high pH. Maintenance Standards Check containers for holes in the liner daily during concrete pours and repair the same day. BMP C152: Sawcutting and Surfacing Pollution Prevention Purpose Sawcutting 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 standards in the receiving water. Concrete spillage or concrete discharge to waters of the State is prohibited. Use this BMP to minimize and eliminate process water and slurry created through sawcutting or surfacing from enter- ing waters of the State. Conditions of Use Utilize these management practices anytime sawcutting or surfacing operations take place. Saw- cutting and surfacing operations include, but are not limited to: l Sawing l Coring l Grinding l Roughening l Hydro-demolition l Bridge and road surfacing 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page317 Design and Installation Specifications l Vacuum slurry and cuttings during cutting and surfacing operations. l Slurry and cuttings shall not remain on permanent concrete or asphalt pavement overnight. l Slurry and cuttings shall not drain to any natural or constructed drainage conveyance includ- ing stormwater systems. This may require temporarily blocking catch basins. l Dispose of collected slurry and cuttings in a manner that does not violate ground water or sur- face water quality standards. l Do not allow process water generated during hydro-demolition, surface roughening or similar operations to drain to any natural or constructed drainage conveyance including stormwater systems. Dispose of process water in a manner that does not violate ground water or surface water quality standards. l Handle and dispose of cleaning waste material and demolition debris in a manner that does not cause contamination of water. Dispose of sweeping material from a pick-up sweeper at an appropriate disposal site. Maintenance Standards Continually monitor operations to determine whether slurry, cuttings, or process water 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/or vacuum trucks. BMP C153: Material Delivery, Storage, and Containment Purpose Prevent, reduce, or eliminate the discharge of pollutants to the stormwater system or watercourses from material delivery and storage. Minimize the storage of hazardous materials on-site, store mater- ials in a designated area, and install secondary containment. Conditions of Use Use at construction sites with delivery and storage of the following materials: l Petroleum products such as fuel, oil and grease l Soil stabilizers and binders (e.g., Polyacrylamide) l Fertilizers, pesticides and herbicides l Detergents l Asphalt and concrete compounds 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page318 l Hazardous chemicals such as acids, lime, adhesives, paints, solvents, and curing compounds l Any other material that may be detrimental if released to the environment Design and Installation Specifications l The temporary storage area should be located away from vehicular traffic, near the con- struction entrance(s), and away from waterways or storm drains. l Safety Data Sheets (SDS) should be supplied for all materials stored. Chemicals should be kept in their original labeled containers. l Hazardous material storage on-site should be minimized. l Hazardous materials should be handled as infrequently as possible. l During the wet weather season (Oct 1 – April 30), consider storing materials in a covered area. l Materials should be stored in secondary containments, such as an earthen dike, horse trough, or even a children’s wading pool for non-reactive materials such as detergents, oil, grease, and paints. Small amounts of material may be secondarily contained in “bus boy” trays or con- crete mixing trays. l Do not store chemicals, drums, or bagged materials directly on the ground. Place these items on a pallet and, when possible, within secondary containment. l If drums must be kept uncovered, store them at a slight angle to reduce ponding of rainwater on the lids to reduce corrosion. Domed plastic covers are inexpensive and snap to the top of drums, preventing water from collecting. l Liquids, petroleum products, and substances listed in 40 CFR Parts 110, 117, or 302 shall be stored in approved containers and drums and shall not be overfilled. Containers and drums shall be stored in temporary secondary containment facilities. l Temporary secondary containment facilities shall provide for a spill containment volume able to contain 10% of the total enclosed container volume of all containers, or 110% of the capa- city of the largest container within its boundary, whichever is greater. l Secondary containment facilities shall be impervious to the materials stored therein for a min- imum contact time of 72 hours. l Sufficient separation should be provided between stored containers to allow for spill cleanup and emergency response access. l During the wet weather season (Oct 1 – April 30), each secondary containment facility shall be covered during non-working days, prior to and during rain events. l Keep material storage areas clean, organized and equipped with an ample supply of appro- priate spill clean-up material (spill kit). l The spill kit should include, at a minimum: 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page319 o 1-Water Resistant Nylon Bag o 3-Oil Absorbent Socks 3”x 4’ o 2-Oil Absorbent Socks 3”x 10’ o 12-Oil Absorbent Pads 17”x19” o 1-Pair Splash Resistant Goggles o 3-Pair Nitrile Gloves o 10-Disposable Bags with Ties o Instructions Maintenance Standards l 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 non-hazardous. l Re-stock spill kit materials as needed. BMP C154: Concrete Washout Area Purpose Prevent or reduce the discharge of pollutants from concrete waste to stormwater by conducting washout off-site, or performing on-site washout in a designated area. Conditions of Use Concrete washout areas are implemented on construction projects where: l Concrete is used as a construction material l It is not possible to dispose of all concrete wastewater and washout off-site (ready mix plant, etc.). l Concrete truck drums are washed on-site. Note that auxiliary concrete truck components (e.g. chutes and hoses) and small concrete handling equipment (e.g. hand tools, screeds, shovels, rakes, floats, trowels, and wheel- barrows) may be washed into formed areas awaiting concrete pour. At no time shall concrete be washed off into the footprint of an area where an infiltration feature will be installed. 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page320 Design and Installation Specifications Implementation l Perform washout of concrete truck drums at an approved off-site location or in designated con- crete washout areas only. l Do not wash out concrete onto non-formed areas, or into storm drains, open ditches, streets, or streams. l Wash equipment difficult to move, such as concrete paving machines, in areas that do not dir- ectly drain to natural or constructed stormwater conveyance or potential infiltration areas. l Do not allow excess concrete to be dumped on-site, except in designated concrete washout areas as allowed above. l Concrete washout areas may be prefabricated concrete washout containers, or self-installed structures (above-grade or below-grade). l Prefabricated containers are most resistant to damage and protect against spills and leaks. Companies may offer delivery service and provide regular maintenance and disposal of solid and liquid waste. l If self-installed concrete washout areas are used, below-grade structures are preferred over above-grade structures because they are less prone to spills and leaks. l Self-installed above-grade structures should only be used if excavation is not practical. l Concrete washout areas shall be constructed and maintained in sufficient quantity and size to contain all liquid and concrete waste generated by washout operations. Education l Discuss the concrete management techniques described in this BMP with the ready-mix con- crete supplier before any deliveries are made. l Educate employees and subcontractors on the concrete waste management techniques described in this BMP. l Arrange for the contractor’s superintendent or Certified Erosion and Sediment Control Lead (CESCL) to oversee and enforce concrete waste management procedures. l A sign should be installed adjacent to each concrete washout area to inform concrete equip- ment operators to utilize the proper facilities. Contracts Incorporate requirements for concrete waste management into concrete supplier and subcontractor agreements. 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page321 Location and Placement l Locate concrete washout areas at least 50 feet from sensitive areas such as storm drains, open ditches, water bodies, or wetlands. l Allow convenient access to the concrete washout area for concrete trucks, preferably near the area where the concrete is being poured. l If trucks need to leave a paved area to access the concrete washout area, prevent track-out with a pad of rock or quarry spalls (see BMP C105: Stabilized Construction Access). These areas should be far enough away from other construction traffic to reduce the likelihood of acci- dental damage and spills. l The number of concrete washout areas you install should depend on the expected demand for storage capacity. l On large sites with extensive concrete work, concrete washout areas should be placed in mul- tiple locations for ease of use by concrete truck drivers. Concrete Truck Washout Procedures l Washout of concrete truck drums shall be performed in designated concrete washout areas only. l Concrete washout from concrete pumper bins can be washed into concrete pumper trucks and discharged into designated concrete washout areas or properly disposed of off-site. Concrete Washout Area Installation l Concrete washout areas should be constructed as shown in the figures below, with a recom- mended minimum length and minimum width of 10 ft, but with sufficient quantity and volume to contain all liquid and concrete waste generated by washout operations. l Plastic lining material should be a minimum of 10 mil polyethylene sheeting and should be free of holes, tears, or other defects that compromise the impermeability of the material. l Lath and flagging should be commercial type. l Liner seams shall be installed in accordance with manufacturers’ recommendations. l Soil base shall be prepared free of rocks or other debris that may cause tears or holes in the plastic lining material. Maintenance Standards Inspection and Maintenance l Inspect and verify that concrete washout areas are in place prior to the commencement of con- crete work. l Once concrete wastes are washed into the designated washout area and allowed to harden, 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page322 the concrete should be broken up, removed, and disposed of per applicable solid waste reg- ulations. Dispose of hardened concrete on a regular basis. l During periods of concrete work, inspect the concrete washout areas daily to verify continued performance. o Check overall condition and performance. o Check remaining capacity (% full). o If using self-installed concrete washout areas, verify plastic liners are intact and side- walls are not damaged. o If using prefabricated containers, check for leaks. l Maintain the concrete washout areas to provide adequate holding capacity with a minimum freeboard of 12 inches. l Concrete washout areas must be cleaned, or new concrete washout areas must be con- structed and ready for use once the concrete washout area is 75% full. l If the concrete washout area is nearing capacity, vacuum and dispose of the waste material in an approved manner. l Do not discharge liquid or slurry to waterways, storm drains or directly onto ground. l Do not discharge to the sanitary sewer without local approval. l Place a secure, non-collapsing, non-water collecting cover over the concrete washout area prior to predicted wet weather to prevent accumulation and overflow of pre- cipitation. l Remove and dispose of hardened concrete and return the structure to a functional con- dition. Concrete may be reused on-site or hauled away for disposal or recycling. l When you remove materials from a self-installed concrete washout area, build a new struc- ture; or, if the previous structure is still intact, inspect for signs of weakening or damage, and make any necessary repairs. Re-line the structure with new plastic after each cleaning. Removal of Concrete Washout Areas l When concrete washout areas are no longer required for the work, the hardened concrete, slurries and liquids shall be removed and properly disposed of. l Materials used to construct concrete washout areas shall be removed from the site of the work and disposed of or recycled. l Holes, depressions or other ground disturbance caused by the removal of the concrete washout areas shall be backfilled, repaired, and stabilized to prevent erosion. 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page323 Figure II-3.7: Concrete Washout Area with Wood Planks 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page324 Figure II-3.8: Concrete Washout Area with Straw Bales 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page325 Figure II-3.9: Prefabricated Concrete Washout Container w/Ramp 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page326 Conditions of Use The construction sequence schedule is an orderly listing of all major land-disturbing activities together with the necessary erosion and sedimentation control 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 ground cover leaves a site vulnerable to erosion. Construction sequen- cing that limits land clearing, provides timely installation of erosion and sedimentation controls, and restores protective cover quickly can significantly reduce the erosion potential of a site. Design Considerations l Minimize construction during rainy periods. l Schedule projects to 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 por- tion. Practice staged seeding in order to revegetate cut and fill slopes as the work progresses. II-3.3 Construction Runoff BMPs BMP C200: Interceptor Dike and Swale Purpose Provide a dike of compacted soil or a swale at the top or base of a disturbed slope or along the peri- meter of a disturbed construction area to convey stormwater. Use the dike and/or swale to intercept the runoff from unprotected areas and direct it to areas where erosion can be controlled. This can prevent storm runoff from entering the work area or sediment-laden runoff from leaving the con- struction site. Conditions of Use Use an interceptor dike or swale where runoff from an exposed site or disturbed slope must be con- veyed to an erosion control BMP which can safely convey the stormwater. l Locate upslope of a construction site to prevent runoff from entering the disturbed area. l When placed horizontally across a disturbed slope, it reduces the amount and velocity of run- off flowing down the slope. l Locate downslope to collect runoff from a disturbed area and direct it to a sediment BMP (e.g. BMP C240: Sediment Trap or BMP C241: Sediment Pond (Temporary)). 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page329 Design and Installation Specifications l Dike and/or swale and channel must be stabilized with temporary or permanent vegetation or other channel protection during construction. l Steep grades require channel protection and check dams. l Review construction for areas where overtopping may occur. l Can be used at the top of new fill before vegetation is established. l May be used as a permanent diversion channel to carry the runoff. l Contributing area for an individual dike or swale should be one acre or less. l Design the dike and/or swale to contain flows calculated by one of the following methods: o Single Event Hydrograph Method: The peak volumetric flow rate calculated using a 10- minute time step from a Type 1A, 10-year, 24-hour frequency storm for the worst-case land cover condition. OR o Continuous Simulation Method: The 10-year peak flow rate, as determined by an approved continuous runoff model with a 15-minute time step for the worst-case land cover condition. Worst-case land cover conditions (i.e., producing the most runoff) should be used for analysis (in most cases, this would be the land cover conditions just prior to final landscaping). Interceptor Dikes Interceptor dikes shall meet the following criteria: l Top Width: 2 feet minimum. l Height: 1.5 feet minimum on berm. l Side Slope: 2H:1V or flatter. l Grade: Depends on topography, however, dike system minimum is 0.5%, and maximum is 1%. l Compaction: Minimum of 90 percent ASTM D698 standard proctor. l Stabilization: Depends on velocity and reach. Inspect regularly to ensure stability. l Ground Slopes <5%: Seed and mulch applied within 5 days of dike construction (see BMP C121: Mulching). l Ground Slopes 5 - 40%: Dependent on runoff velocities and dike materials. Stabilization should be done immediately using either sod or riprap, or other measures to avoid erosion. l The upslope side of the dike shall provide positive drainage to the dike outlet. No erosion shall 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page330 occur at the outlet. Provide energy dissipation measures as necessary. Sediment-laden runoff must be released through a sediment trapping facility. l Minimize construction traffic over temporary dikes. Use temporary cross culverts for channel crossing. l See Table II-3.8: Horizontal Spacing of Interceptor Dikes Along Ground Slope for recom- mended horizontal spacing between dikes. Table II-3.8: Horizontal Spacing of Interceptor Dikes Along Ground Slope Average Slope Slope Percent Flowpath Length 20H:1V or less 3-5% 300 feet (10 to 20)H:1V 5-10% 200 feet (4 to 10)H:1V 10-25% 100 feet (2 to 4)H:1V 25-50% 50 feet Interceptor Swales Interceptor swales shall meet the following criteria: l Bottom Width: 2 feet minimum; the cross-section bottom shall be level. l Depth: 1-foot minimum. l Side Slope: 2H:1V or flatter. l Grade: Maximum 5 percent, with positive drainage to a suitable outlet (such as BMP C241: Sediment Pond (Temporary)). l Stabilization: Seed as per BMP C120: Temporary and Permanent Seeding, or BMP C202: Riprap Channel Lining, 12 inches thick riprap pressed into the bank and extending at least 8 inches vertical from the bottom. Maintenance Standards l Inspect diversion dikes and interceptor swales once a week and after every rainfall. Imme- diately remove sediment from the flow area. l Damage caused by construction traffic or other activity must be repaired before the end of each working day. l Check outlets and make timely repairs as needed to avoid gully formation. When the area below the temporary diversion dike is permanently stabilized, remove the dike and fill and sta- bilize the channel to blend with the natural surface. 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page331 BMP C207: Check Dams Purpose Construction of check dams across a swale or ditch reduces the velocity of concentrated flow and dis- sipates energy at the check dam. Conditions of Use Use check dams where temporary or permanent channels are not yet vegetated, channel lining is infeasible, and/or velocity checks are required. l Check dams may not be placed in streams unless approved by the State Department of Fish and Wildlife. l Check dams may not be placed in wetlands without approval from a permitting agency. l Do not place check dams below the expected backwater from any salmonid bearing water between October 1 and May 31 to ensure that there is no loss of high flow refuge habitat for overwintering juvenile salmonids and emergent salmonid fry. Design and Installation Specifications l Construct rock check dams from appropriately sized rock. The rock used must be large enough to stay in place given the expected design flow through the channel. The rock must be placed by hand or by mechanical means (do not dump the rock to form the dam) to achieve complete coverage of the ditch or swale and to ensure that the center of the dam is lower than the edges. l Check dams may also be constructed of either rock or pea-gravel filled bags. Numerous new products are also available for this purpose. They tend to be re-usable, quick and easy to install, effective, and cost efficient. l Place check dams perpendicular to the flow of water. l The check dam should form a triangle when viewed from the side. This prevents undercutting as water flows over the face of the check dam rather than falling directly onto the ditch bottom. l Before installing check dams, impound and bypass upstream water flow away from the work area. Options for bypassing include pumps, siphons, or temporary channels. l Check dams combined with sumps work more effectively at slowing flow and retaining sed- iment than a check dam alone. A deep sump should be provided immediately upstream of the check dam. l In some cases, if carefully located and designed, check dams can remain as permanent install- ations with very minor regrading. They may be left as either spillways, in which case accu- mulated sediment would be graded and seeded, or as check dams to prevent further sediment from leaving the site. l The maximum spacing between check dams shall be such that the downstream toe of the 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page351 upstream dam is at the same elevation as the top of the downstream dam. l Keep the maximum height at 2 feet at the center of the check dam. l Keep the center of the check dam at least 12 inches lower than the outer edges at natural ground elevation. l Keep the side slopes of the check dam at 2H:1V or flatter. l 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. l Use filter fabric foundation under a rock or sand bag check dam. If a blanket ditch liner is used, filter fabric is not necessary. A piece of organic or synthetic blanket cut to fit will also work for this purpose. l In the case of grass-lined ditches and swales, all check dams and accumulated sediment shall be removed when the grass has matured sufficiently to protect the ditch or swale - unless the slope of the swale is greater than 4 percent. The area beneath the check dams shall be seeded and mulched immediately after dam removal. l Ensure that channel appurtenances, such as culvert entrances below check dams, are not subject to damage or blockage from displaced stones. l See Figure II-3.16: Rock Check Dam. Maintenance Standards Check dams shall be monitored for performance and sediment accumulation during and after each rainfall that produces runoff. Sediment shall be removed when it reaches one half the sump depth. l Anticipate submergence and deposition above the check dam and erosion from high flows around the edges of the dam. l If significant erosion occurs between dams, install a protective riprap liner in that portion of the channel. See BMP C202: Riprap Channel Lining. Approved as Functionally Equivalent Ecology has approved products as able to meet the requirements of this BMP. The products did not pass through the Technology Assessment Protocol – Ecology (TAPE) process. Local jurisdictions may choose not to accept these products, or may require additional testing prior to consideration for local use. Products that Ecology has approved as functionally equivalent are available for review on Ecology’s website at: https://ecology.wa.gov/Regulations-Permits/Guidance-technical-assistance/Stormwater-per- mittee-guidance-resources/Emerging-stormwater-treatment-technologies 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page352 Figure II-3.16: Rock Check Dam 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page353 thickness is 2 feet. o For outlets at the base of steep slope pipes (pipe slope greater than 10 percent), use an engineered energy dissipator. o Filter fabric or erosion control blankets should always be used under riprap to prevent scour and channel erosion. See BMP C122: Nets and Blankets. l Bank stabilization, bioengineering, and habitat features may be required for disturbed areas. This work may require a Hydraulic Project Approval (HPA) from the Washington State Depart- ment of Fish and Wildlife. See I-2.11 Hydraulic Project Approvals. Maintenance Standards l Inspect and repair as needed. l Add rock as needed to maintain the intended function. l Clean energy dissipator if sediment builds up. BMP C220: Inlet Protection Purpose Inlet protection prevents coarse sediment from entering drainage systems prior to permanent sta- bilization of the disturbed area. Conditions of Use Use inlet protection at inlets that are operational before permanent stabilization of the disturbed areas that contribute runoff to the inlet. Provide protection for all storm drain inlets downslope and within 500 feet of a disturbed or construction area, unless those inlets are preceded by a sediment trapping BMP. Also consider inlet protection for lawn and yard drains on new home construction. These small and numerous drains coupled with lack of gutters can add significant amounts of sediment into the roof drain system. If possible, delay installing lawn and yard drains until just before landscaping, or cap these drains to prevent sediment from entering the system until completion of landscaping. Provide 18-inches of sod around each finished lawn and yard drain. Table II-3.10: Storm Drain Inlet Protection lists several options for inlet protection. All of the methods for inlet protection tend to plug and require a high frequency of maintenance. Limit contributing drain- age areas for an individual inlet to one acre or less. If possible, provide emergency overflows with additional end-of-pipe treatment where stormwater ponding would cause a hazard. 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page356 Table II-3.10: Storm Drain Inlet Protection Applicable for Type of Inlet Pro- Emergency Paved/ Earthen Sur- Conditions of Use tection Overflow faces Drop Inlet Protection Yes, temporary Applicable for heavy flows. Easy Excavated drop flooding may Earthen to maintain. Large area requirement: inlet protection occur 30'x30'/acre Block and gravel Applicable for heavy concentrated flows. drop inlet pro- Yes Paved or Earthen Will not pond. tection Gravel and wire Applicable for heavy concentrated flows. drop inlet pro- No Paved or Earthen Will pond. Can withstand traffic. tection Catch basin filters Yes Paved or Earthen Frequent maintenance required. Curb Inlet Protection Curb inlet pro- Small capacity Used for sturdy, more compact install- tection with Paved overflow ation. wooden weir Block and gravel curb inlet pro- Yes Paved Sturdy, but limited filtration. tection Culvert Inlet Protection Culvert inlet sed- N/A N/A 18 month expected life. iment trap Design and Installation Specifications Excavated Drop Inlet Protection Excavated drop inlet protection consists of an excavated impoundment around the storm drain inlet. Sediment settles out of the stormwater prior to entering the storm drain. Design and installation spe- cifications for excavated drop inlet protection include: l Provide a depth of 1-2 ft as measured from the crest of the inlet structure. l Slope sides of excavation should be no steeper than 2H:1V. l Minimum volume of excavation is 35 cubic yards. l Shape the excavation to fit the site, with the longest dimension oriented toward the longest inflow area. l Install provisions for draining to prevent standing water. l Clear the area of all debris. 2019Stormwater ManagementManualfor WesternWashington VolumeII- Chapter 3- Page357 l Grade the approach to the inlet uniformly. l Drill weep holes into the side of the inlet. l Protect weep holes with screen wire and washed aggregate. l Seal weep holes when removing structure and stabilizing area. l Build a temporary dike, if necessary, to the down slope side of the structure to prevent bypass flow. Block and Gravel Filter A block and gravel filter is a barrier formed around the inlet with standard concrete blocks and gravel. See Figure II-3.17: Block and Gravel Filter. Design and installation specifications for block gravel fil- ters include: l Provide a height of 1 to 2 feet above the inlet. l Recess the first row of blocks 2-inches into the ground for stability. l Support subsequent courses by placing a pressure treated wood 2x4 through the block open- ing. l Do not use mortar. l Lay some blocks in the bottom row on their side to allow for dewatering the pool. l Place hardware cloth or comparable wire mesh with ½-inch openings over all block openings. l Place gravel to just below the top of blocks on slopes of 2H:1V or flatter. l An alternative design is a gravel berm surrounding the inlet, as follows: o Provide a slope of 3H:1V on the upstream side of the berm. o Provide a slope of 2H:1V on the downstream side of the berm. o Provide a 1-foot wide level stone area between the gravel berm and the inlet. o Use stones 3 inches in diameter or larger on the upstream slope of the berm. o Use gravel ½- to ¾-inch at a minimum thickness of 1-foot on the downstream slope of the berm. 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page358 Figure II-3.17: Block and Gravel Filter 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page359 Gravel and Wire Mesh Filter Gravel and wire mesh filters are gravel barriers placed over the top of the inlet. This method does not provide an overflow. Design and installation specifications for gravel and wire mesh filters include: l Use a hardware cloth or comparable wire mesh with ½-inch openings. o Place wire mesh over the drop inlet so that the wire extends a minimum of 1-foot bey- ond each side of the inlet structure. o Overlap the strips if more than one strip of mesh is necessary. l Place coarse aggregate over the wire mesh. o Provide at least a 12-inch depth of aggregate over the entire inlet opening and extend at least 18-inches on all sides. Catch Basin Filters Catch basin filters are designed by manufacturers for construction sites. The limited sediment stor- age capacity increases the amount of inspection and maintenance required, which may be daily for heavy sediment loads. To reduce maintenance requirements, combine a catch basin filter with another type of inlet protection. This type of inlet protection provides flow bypass without overflow and therefore may be a better method for inlets located along active rights-of-way. Design and install- ation specifications for catch basin filters include: l Provides 5 cubic feet of storage. l Requires dewatering provisions. l Provides a high-flow bypass that will not clog under normal use at a construction site. l Insert the catch basin filter in the catch basin just below the grating. Curb Inlet Protection with Wooden Weir Curb inlet protection with wooden weir is an option that consists of a barrier formed around a curb inlet with a wooden frame and gravel. Design and installation specifications for curb inlet protection with wooden weirs include: l Use wire mesh with ½-inch openings. l Use extra strength filter cloth. l Construct a frame. l Attach the wire and filter fabric to the frame. l Pile coarse washed aggregate against the wire and fabric. l Place weight on the frame anchors. 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page360 Block and Gravel Curb Inlet Protection Block and gravel curb inlet protection is a barrier formed around a curb inlet with concrete blocks and gravel. See Figure II-3.18: Block and Gravel Curb Inlet Protection. Design and installation spe- cifications for block and gravel curb inlet protection include: l Use wire mesh with ½-inch openings. l Place two concrete blocks on their sides abutting the curb at either side of the inlet opening. These are spacer blocks. l Place a 2x4 stud through the outer holes of each spacer block to align the front blocks. l Place blocks on their sides across the front of the inlet and abutting the spacer blocks. l Place wire mesh over the outside vertical face. l Pile coarse aggregate against the wire to the top of the barrier. 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page361 Figure II-3.18: Block and Gravel Curb Inlet Protection 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page362 Curb and Gutter Sediment Barrier Curb and gutter sediment barrier is a sandbag or rock berm (riprap and aggregate) 3 feet high and 3 feet wide in a horseshoe shape. See Figure II-3.19: Curb and Gutter Barrier. Design and installation specifications for curb and gutter sediment barrier include: l Construct a horseshoe shaped berm, faced with coarse aggregate if using riprap, 3 feet high and 3 feet wide, at least 2 feet from the inlet. l Construct a horseshoe shaped sedimentation trap on the upstream side of the berm. Size the trap to sediment trap standards for protecting a culvert inlet. 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page363 Figure II-3.19: Curb and Gutter Barrier 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page364 Maintenance Standards l Inspect all forms of inlet protection frequently, especially after storm events. Clean and replace clogged catch basin filters. For rock and gravel filters, pull away the rocks from the inlet and clean or replace. An alternative approach would be to use the clogged rock as fill and put fresh rock around the inlet. l Do not wash sediment into storm drains while cleaning. Spread all excavated material evenly over the surrounding land area or stockpile and stabilize as appropriate. Approved as Functionally Equivalent Ecology has approved products as able to meet the requirements of this BMP. The products did not pass through the Technology Assessment Protocol – Ecology (TAPE) process. Local jurisdictions may choose not to accept these products, or may require additional testing prior to consideration for local use. Products that Ecology has approved as functionally equivalent are available for review on Ecology’s website at: https://ecology.wa.gov/Regulations-Permits/Guidance-technical-assistance/Stormwater-per- mittee-guidance-resources/Emerging-stormwater-treatment-technologies BMP C231: Brush Barrier Purpose The purpose of brush barriers is to reduce the transport of coarse sediment from a construction site by providing a temporary physical barrier to sediment and reducing the runoff velocities of overland flow. Conditions of Use l Brush barriers may be used downslope of disturbed areas that are less than one-quarter acre. l Brush barriers are not intended to treat concentrated flows, nor are they intended to treat sub- stantial amounts of overland flow. Any concentrated flows must be directed to a sediment trap- ping BMP. The only circumstance in which overland flow can be treated solely by a brush barrier, rather than by a sediment trapping BMP, is when the area draining to the barrier is small. l Brush barriers should only be installed on contours. Design and Installation Specifications l Height: 2 feet (minimum) to 5 feet (maximum). l Width: 5 feet at base (minimum) to 15 feet (maximum). l Filter fabric (geotextile) may be anchored over the brush berm to enhance the filtration ability of the barrier. Ten-ounce burlap is an adequate alternative to filter fabric. 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page365 BMP C233: Silt Fence Purpose Silt fence reduces the transport of coarse sediment from a construction site by providing a temporary physical barrier to sediment and reducing the runoff velocities of overland flow. Conditions of Use Silt fence may be used downslope of all disturbed areas. l Silt fence shall prevent sediment carried by runoff from going beneath, through, or over the top of the silt fence, but shall allow the water to pass through the fence. l Silt fence is not intended to treat concentrated flows, nor is it intended to treat substantial amounts of overland flow. Convey any concentrated flows through the drainage system to a sediment trapping BMP. l Do not construct silt fences in streams or use in V-shaped ditches. Silt fences do not provide an adequate method of silt control for anything deeper than sheet or overland flow. 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page370 Figure II-3.22: Silt Fence 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page371 Design and Installation Specifications l Use in combination with other construction stormwater BMPs. l Maximum slope steepness (perpendicular to the silt fence line) 1H:1V. l Maximum sheet or overland flow path length to the silt fence of 100 feet. l Do not allow flows greater than 0.5 cfs. l Use geotextile fabric that meets the following standards. All geotextile properties listed below are minimum average roll values (i.e., the test result for any sampled roll in a lot shall meet or exceed the values shown in Table II-3.11: Geotextile Fabric Standards for Silt Fence): Table II-3.11: Geotextile Fabric Standards for Silt Fence Geotextile Property Minimum Average Roll Value 0.60 mm maximum for slit film woven (#30 sieve). Polymeric Mesh AOS 0.30 mm maximum for all other geotextile types (#50 sieve). (ASTM D4751) 0.15 mm minimum for all fabric types (#100 sieve). Water Permittivity 0.02 sec-1 minimum (ASTM D4491) Grab Tensile Strength 180 lbs. Minimum for extra strength fabric. (ASTM D4632) 100 lbs minimum for standard strength fabric. Grab Tensile Strength 30% maximum (ASTM D4632) Ultraviolet Resistance 70% minimum (ASTM D4355) l Support standard strength geotextiles with wire mesh, chicken wire, 2-inch x 2-inch wire, safety fence, or jute mesh to increase the strength of the geotextile. Silt fence materials are available that have synthetic mesh backing attached. l Silt fence material shall contain ultraviolet ray inhibitors and stabilizers to provide a minimum of six months of expected usable construction life at a temperature range of 0°F to 120°F. l One-hundred percent biodegradable silt fence is available that is strong, long lasting, and can be left in place after the project is completed, if permitted by the local jurisdiction. l Refer to Figure II-3.22: Silt Fence for standard silt fence details. Include the following Stand- ard Notes for silt fence on construction plans and specifications: 1. The Contractor shall install and maintain temporary silt fences at the locations shown in the Plans. 2. Construct silt fences in areas of clearing, grading, or drainage prior to starting those activities. 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page372 3. The silt fence shall have a 2-feet min. and a 2½-feet max. height above the original ground surface. 4. The geotextile fabric shall be sewn together at the point of manufacture to form fabric lengths as required. Locate all sewn seams at support posts. Alternatively, two sections of silt fence can be overlapped, provided that the overlap is long enough and that the adjacent silt fence sections are close enough together to prevent silt laden water from escaping through the fence at the overlap. 5. Attach the geotextile fabric on the up-slope side of the posts and secure with staples, wire, or in accordance with the manufacturer's recommendations. Attach the geotextile fabric to the posts in a manner that reduces the potential for tearing. 6. Support the geotextile fabric with wire or plastic mesh, dependent on the properties of the geotextile selected for use. If wire or plastic mesh is used, fasten the mesh securely to the up-slope side of the posts with the geotextile fabric up-slope of the mesh. 7. Mesh 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 to or greater than 180 lbs. grab tensile strength. The polymeric mesh must be as resistant to the same level of ultraviolet radiation as the geotextile fabric it supports. 8. Bury the bottom of the geotextile fabric 4-inches min. below the ground surface. Backfill and tamp soil in place over the buried portion of the geotextile fabric, so that no flow can pass beneath the silt fence and scouring cannot occur. When wire or polymeric back-up support mesh is used, the wire or polymeric mesh shall extend into the ground 3-inches min. 9. Drive or place the silt fence posts into the ground 18-inches min. A 12–inch min. depth is allowed if topsoil or other soft subgrade soil is not present and 18-inches cannot be reached. Increase fence post min. depths by 6 inches if the fence is located on slopes of 3H:1V 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 to pre- vent overturning of the fence due to sediment loading. 10. Use wood, steel or equivalent posts. The spacing of the support posts shall be a max- imum of 6-feet. Posts shall consist of either: l Wood with minimum dimensions of 2 inches by 2 inches by 3 feet. Wood shall be free of defects such as knots, splits, or gouges. l No. 6 steel rebar or larger. l ASTM A 120 steel pipe with a minimum diameter of 1-inch. l U, T, L, or C shape steel posts with a minimum weight of 1.35 lbs./ft. l Other steel posts having equivalent strength and bending resistance to the post sizes listed above. 11. Locate silt fences on contour as much as possible, except at the ends of the fence, 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page373 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. 12. If the fence must cross contours, with the exception of the ends of the fence, place check dams perpendicular to the back of the fence to minimize concentrated flow and erosion. The slope of the fence line where contours must be crossed shall not be steeper than 3H:1V. l Check dams shall be approximately 1-foot deep at the back of the fence. Check dams 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. l Check dams shall consist of crushed surfacing base course, gravel backfill for walls, or shoulder ballast. Check dams shall be located every 10 feet along the fence where the fence must cross contours. l Refer to Figure II-3.23: Silt Fence Installation by Slicing Method for slicing method details. The following are specifications for silt fence installation using the slicing method: 1. The base of both end posts must be at least 2- to 4-inches above the top of the geo- textile fabric on the middle posts for ditch checks to drain properly. Use a hand level or string level, if necessary, to mark base points before installation. 2. Install posts 3- to 4-feet apart in critical retention areas and 6- to 7-feet apart in standard applications. 3. Install posts 24-inches deep on the downstream side of the silt fence, and as close as possible to the geotextile fabric, enabling posts to support the geotextile fabric from upstream water pressure. 4. Install posts with the nipples facing away from the geotextile fabric. 5. Attach the geotextile 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. Each tie should be positioned to hang on a post nipple when tightening to prevent sagging. 6. Wrap approximately 6-inches of the geotextile fabric around the end posts and secure with 3 ties. 7. No more than 24-inches of a 36-inch geotextile fabric is allowed above ground level. 8. Compact the soil immediately next to the geotextile fabric with the front wheel of the tractor, skid steer, or roller exerting at least 60 pounds per square inch. Compact the upstream side first and then each side twice for a total of four trips. Check and correct the silt fence installation for any deviation before compaction. Use a flat-bladed shovel to tuck the fabric deeper into the ground if necessary. 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page374 Figure II-3.23: Silt Fence Installation by Slicing Method 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page375 Maintenance Standards l Repair any damage immediately. l Intercept and convey all evident concentrated flows uphill of the silt fence to a sediment trap- ping BMP. l Check the uphill side of the silt fence for signs of the fence clogging and acting as a barrier to flow and then causing channelization of flows parallel to the fence. If this occurs, replace the fence and remove the trapped sediment. l Remove sediment deposits when the deposit reaches approximately one-third the height of the silt fence, or install a second silt fence. l Replace geotextile fabric that has deteriorated due to ultraviolet breakdown. BMP C234: Vegetated Strip Purpose Vegetated strips reduce the transport of coarse sediment from a construction site by providing a physical barrier to sediment and reducing the runoff velocities of overland flow. Conditions of Use l Vegetated strips may be used downslope of all disturbed areas. l Vegetated strips are not intended to treat concentrated flows, nor are they intended to treat substantial amounts of overland flow. Any concentrated flows must be conveyed through the drainage system to BMP C241: Sediment Pond (Temporary) or other sediment trapping BMP. The only circumstance in which overland flow can be treated solely by a vegetated strip, rather than by a sediment trapping BMP, is when the following criteria are met (see Table II- 3.12: Contributing Drainage Area for Vegetated Strips): Table II-3.12: Contributing Drainage Area for Vegetated Strips Average Contributing Area Average Contributing Area Per- Max Contributing area Flowpath Slope cent Slope Length 1.5H : 1V or flatter 67% or flatter 100 feet 2H : 1V or flatter 50% or flatter 115 feet 4H : 1V or flatter 25% or flatter 150 feet 6H : 1V or flatter 16.7% or flatter 200 feet 10H : 1V or flatter 10% or flatter 250 feet 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page376 BMP C241: Sediment Pond (Temporary) Purpose Sediment ponds are temporary ponds used during construction to remove sediment from runoff ori- ginating from disturbed areas of the project site. Sediment ponds are typically designed to remove sediment no smaller than medium silt (0.02 mm). Consequently, they usually reduce turbidity only slightly. Conditions of Use l Use a sediment pond where the contributing drainage area to the pond is 3 acres or more. Ponds must be used in conjunction with other Construction Stormwater BMPs to reduce the amount of sediment flowing into the pond. l Do not install sediment ponds on sites where failure of the BMP would result in loss of life, damage to homes or buildings, or interruption of use or service of public roads or utilities. Also, sediment ponds are attractive to children and can be dangerous. Compliance with local ordin- ances regarding health and safety must be addressed. If fencing of the pond is required, show the type of fence and its location on the drawings in the Construction SWPPP. l Sediment ponds that can impound 10 acre-ft (435,600 cu-ft, or 3.26 million gallons) or more, or have an embankment of more than 6 feet, are subject to the Washington Dam Safety Regu- lations (Chapter 173-175 WAC). See BMP D.1: Detention Ponds for more information regard- ing dam safety considerations for detention ponds. l Projects that are constructing permanent Flow Control BMPs or Runoff Treatment BMPs that use ponding for treatment may use the rough-graded or final-graded permanent BMP foot- print for the temporary sediment pond. When permanent BMP footprints are used as tem- porary sediment ponds, the surface area requirement of the temporary sediment pond must be met. If the surface area requirement of the sediment pond is larger than the surface area of the permanent BMP, then the sediment pond shall be enlarged beyond the permanent BMP footprint to comply with the surface area requirement. The permanent control structure must be temporarily replaced with a control structure that only allows water to leave the temporary sediment pond from the surface or by pumping. Alternatively, the permanent control structure may used if it is temporarily modified by plug- ging any outlet holes below the riser. The permanent control structure must be installed as part of the permanent BMP after the site is fully stabilized. Design and Installation Specifications General l See Figure II-3.28: Sediment Pond Plan View, Figure II-3.29: Sediment Pond Cross Section, and Figure II-3.30: Sediment Pond Riser Detail for details. l Use of permanent infiltration BMP footprints for temporary sediment ponds during 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page388 construction tends to clog the soils and reduce their capacity to infiltrate. If permanent infilt- ration BMP footprints are used, the sides and bottom of the temporary sediment pond must only be rough excavated to a minimum of 2 feet above final grade of the permanent infiltration BMP. Final grading of the permanent infiltration BMP shall occur only when all contributing drainage areas are fully stabilized. Any proposed permanent pretreatment BMP prior to the infiltration BMP should be fully constructed and used with the temporary sediment pond to help prevent clogging of the soils. See Element 13: Protect Low Impact Development BMPs for more information about protecting permanent infiltration BMPs. l The pond shall be divided into two roughly equal volume cells by a permeable divider that will reduce turbulence while allowing movement of water between the cells. The divider shall be at least one-half the height of the riser, and at least one foot below the top of the riser. Wire- backed, 2- to 3-foot high, high strength geotextile fabric supported by treated 4"x4"s can be used as a divider. Alternatively, staked straw bales wrapped with geotextile fabric may be used. If the pond is more than 6 feet deep, a different divider design must be proposed. A riprap embankment is one acceptable method of separation for deeper ponds. Other designs that satisfy the intent of this provision are allowed as long as the divider is permeable, struc- turally sound, and designed to prevent erosion under and around the divider. l The most common structural failure of sediment ponds is caused by piping. Piping refers to two phenomena: (1) water seeping through fine-grained soil, eroding the soil grain by grain and forming pipes or tunnels; and, (2) water under pressure flowing upward through a gran- ular soil with a head of sufficient magnitude to cause soil grains to lose contact and capability for support. The most critical construction practices to prevent piping are: o Tight connections between the riser and outlet pipe, and other pipe connections. o Adequate anchoring of the riser. o Proper soil compaction of the embankment and riser footing. o Proper construction of anti-seep devices. Sediment Pond Geometry To determine the sediment pond geometry, first calculate the design surface area (SA) of the pond, measured at the top of the riser pipe. Use the following equation: SA = 2 x Q2/0.00096 or 2080 square feet per cfs of inflow See BMP C240: Sediment Trap for more information on the above equation. The basic geometry of the pond can now be determined using the following design criteria: l Required surface area SA (from the equation above) at the top of the riser. l Minimum 3.5-foot depth from the top of the riser to the bottom of the pond. 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page389 l Maximum 3H:1V interior side slopes and maximum 2H:1V exterior slopes. The interior slopes can be increased to a maximum of 2H:1V if fencing is provided at or above the maximum water surface. l One foot of freeboard between the top of the riser and the crest of the emergency spillway. l Flat bottom. l Minimum 1-foot deep spillway. l Length-to-width ratio between 3:1 and 6:1. Sediment Pond Discharge The outlet for the pond consists of a combination of principal and emergency spillways. These out- lets must pass the peak runoff expected from the contributing drainage area for a 100-year storm. If, due to site conditions and basin geometry, a separate emergency spillway is not feasible, the prin- cipal spillway must pass the entire peak runoff expected from the 100-year storm. However, an attempt to provide a separate emergency spillway should always be made. Base the runoff cal- culations on the site conditions during construction. The flow through the dewatering orifice cannot be utilized when calculating the 100-year storm elevation because of its potential to become clogged; therefore, available spillway storage must begin at the principal spillway riser crest. The principal spillway designed by the procedures described below will result in some reduction in the peak rate of runoff. However, the design will not control the discharge flow rates to the extent required to comply with I-3.4.7 MR7: Flow Control. The size of the contributing basin, the expected life of the construction project, the anticipated downstream effects, and the anticipated weather con- ditions during construction should be considered to determine the need for additional discharge con- trol. Principal Spillway: Determine the required diameter for the principal spillway (riser pipe). The dia- meter shall be the minimum necessary to pass the peak volumetric flow rate using a 15-minute time step from a Type 1A, 10-year, 24-hour frequency storm for the developed condition. Use Figure II- 3.31: Riser Inflow Curves to determine the riser diameter. To aid in determining sediment depth, one-foot intervals shall be prominently marked on the riser. Emergency Overflow Spillway: Size the emergency overflow spillway for the peak volumetric flow rate using a 10-minute time step from a Type 1A, 100-year, 24-hour frequency storm for the developed condition. See BMP D.1: Detention Ponds for additional guidance for Emergency Over- flow Spillway design Dewatering Orifice: Size of the dewatering orifice(s) (minimum 1-inch diameter) using a modified version of the discharge equation for a vertical orifice and a basic equation for the area of a circular orifice. Determine the required area of the orifice with the following equation: where Ao = orifice area (square feet) 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page390 AS = pond surface area (square feet) h = head of water above orifice (height of riser in feet) T = dewatering time (24 hours) g = acceleration of gravity (32.2 feet/second2) Convert the orifice area (in square feet) to the orifice diameter D (in inches): The vertical, perforated tubing connected to the dewatering orifice must be at least 2 inches larger in diameter than the orifice to improve flow characteristics. The size and number of perforations in the tubing should be large enough so that the tubing does not restrict flow. The orifice should control the flow rate. 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page391 Figure II-3.28: Sediment Pond Plan View 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page392 Figure II-3.29: Sediment Pond Cross Section 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page393 Figure II-3.30: Sediment Pond Riser Detail 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page394 Figure II-3.31: Riser Inflow Curves 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page395 Maintenance Standards l Remove sediment from the pond when it reaches 1 foot in depth. l Repair any damage to the pond embankments or slopes. BMP C250: Construction Stormwater Chemical Treatment Purpose This BMP applies when using chemicals to treat turbidity in stormwater by either batch or flow- through chemical treatment. Turbidity is difficult to control once fine particles are suspended in stormwater runoff from a con- struction site. BMP C241: Sediment Pond (Temporary) is effective at removing larger particulate matter by gravity settling, but is ineffective at removing smaller particulates such as clay and fine silt. Traditional Construction Stormwater BMPs may not be adequate to ensure compliance with the water quality standards for turbidity in the receiving water. Chemical treatment can reliably provide exceptional reductions of turbidity and associated pol- lutants. Chemical treatment may be required to meet turbidity stormwater discharge requirements, especially when construction proceeds through the wet season. Conditions of Use Formal written approval from Ecology is required for the use of chemical treatment, regardless of site size. See https://fortress.wa.gov/ecy/publications/SummaryPages/ecy070258.html for a copy of the Request for Chemical Treatment form. The Local Permitting Authority may also require review and approval. When authorized, the chemical treatment systems must be included in the Con- struction Stormwater Pollution Prevention Plan (SWPPP). Chemically treated stormwater discharged from construction sites must be nontoxic to aquatic organ- isms. The Chemical Technology Assessment Protocol - Ecology (CTAPE) must be used to evaluate chemicals proposed for stormwater treatment. Only chemicals approved by Ecology under the CTAPE may be used for stormwater treatment. The approved chemicals, their allowable application techniques (batch treatment or flow-through treatment), allowable application rates, and conditions of use can be found at the Department of Ecology Emerging Technologies website: https://ecology.wa.gov/Regulations-Permits/Guidance-technical-assistance/Stormwater-permittee- guidance-resources/Emerging-stormwater-treatment-technologies Background on Chemical Treatment Systems Coagulation and flocculation have been used for over a century to treat water. The use of coagu- lation and flocculation to treat stormwater is a very recent application. Experience with the treatment of water and wastewater has resulted in a basic understanding of the process, in particular factors 2019StormwaterManagementManualforWesternWashington VolumeII-Chapter3-Page396 Construction Stormwater Site Inspection Form Project Name Permit # Inspection Date Time Name of Certified Erosion Sediment Control Lead (CESCL) or qualified inspector if less than one acre Print Name: Approximate rainfall amount since the last inspection (in inches): Approximate rainfall amount in the last 24 hours (in inches): Current Weather Clear Cloudy Mist Rain Wind Fog A. Type of inspection: Weekly Post Storm Event Other B. Phase of Active Construction (check all that apply): Pre Construction/installation of erosion/sediment controls Clearing/Demo/Grading Infrastructure/storm/roads Concrete pours Vertical Construction/buildings Utilities Offsite improvements Site temporary stabilized Final stabilization C. Questions: 1. Were all areas of construction and discharge points inspected? Yes No 2. Did you observe the presence of suspended sediment, turbidity, discoloration, or oil sheen Yes No 3. Was a water quality sample taken during inspection? (refer to permit conditions S4 & S5) Yes No 4. Was there a turbid discharge 250 NTU or greater, or Transparency 6 cm or less?* Yes No 5. If yes to #4 was it reported to Ecology? Yes No 6. Is pH sampling required? pH range required is 6.5 to 8.5. Yes No If answering yes to a discharge, describe the event. Include when, where, and why it happened; what action was taken, and when. *If answering yes to # 4 record NTU/Transparency with continual sampling daily until turbidity is 25 NTU or less/ transparency is 33 cm or greater. Sampling Results: Date: Parameter Method (circle one) Result Other/Note NTU cm pH Turbidity tube, meter, laboratory pH Paper, kit, meter Page 1 Construction Stormwater Site Inspection Form D. Check the observed status of all items. Provide “Action Required “details and dates. Element # Inspection BMPs BMP needs BMP Action Inspected maintenance failed required yes no n/a (describe in section F) 1 Before beginning land disturbing Clearing activities are all clearing limits, Limits natural resource areas (streams, wetlands, buffers, trees) protected with barriers or similar BMPs? (high visibility recommended) 2 Construction access is stabilized Construction with quarry spalls or equivalent Access BMP to prevent sediment from being tracked onto roads? Sediment tracked onto the road way was cleaned thoroughly at the end of the day or more frequent as necessary. 3 Are flow control measures installed Control Flow to control stormwater volumes and Rates velocity during construction and do they protect downstream properties and waterways from erosion? If permanent infiltration ponds are used for flow control during construction, are they protected from siltation? 4 All perimeter sediment controls Sediment (e.g. silt fence, wattles, compost Controls socks, berms, etc.) installed, and maintained in accordance with the Stormwater Pollution Prevention Plan (SWPPP). Sediment control BMPs (sediment ponds, traps, filters etc.) have been constructed and functional as the first step of grading. Stormwater runoff from disturbed areas is directed to sediment removal BMP. 5 Have exposed un-worked soils Stabilize been stabilized with effective BMP Soils to prevent erosion and sediment deposition? Page 2 Construction Stormwater Site Inspection Form Element # Inspection BMPs BMP needs BMP Action Inspected maintenance failed required yes no n/a (describe in section F) 5 Are stockpiles stabilized from erosion, Stabilize Soils protected with sediment trapping Cont. measures and located away from drain inlet, waterways, and drainage channels? Have soils been stabilized at the end of the shift, before a holiday or weekend if needed based on the weather forecast? Has stormwater and ground water 6 been diverted away from slopes and Protect disturbed areas with interceptor dikes, Slopes pipes and or swales? Is off-site storm water managed separately from stormwater generated on the site? Is excavated material placed on uphill side of trenches consistent with safety and space considerations? Have check dams been placed at regular intervals within constructed channels that are cut down a slope? 7 Storm drain inlets made operable Drain Inlets during construction are protected. Are existing storm drains within the influence of the project protected? 8 Have all on-site conveyance channels Stabilize been designed, constructed and Channel and stabilized to prevent erosion from Outlets expected peak flows? Is stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent stream banks, slopes and downstream conveyance systems? 9 Are waste materials and demolition Control debris handled and disposed of to Pollutants prevent contamination of stormwater? Has cover been provided for all chemicals, liquid products, petroleum products, and other material? Has secondary containment been provided capable of containing 110% of the volume? Were contaminated surfaces cleaned immediately after a spill incident? Were BMPs used to prevent contamination of stormwater by a pH modifying sources? Page 3 Construction Stormwater Site Inspection Form Element # Inspection BMPs BMP needs BMP Action Inspected maintenance failed required yes no n/a (describe in section F) 9 Wheel wash wastewater is handled Cont. and disposed of properly. 10 Concrete washout in designated areas. Control No washout or excess concrete on the Dewatering ground. Dewatering has been done to an approved source and in compliance with the SWPPP. Were there any clean non turbid dewatering discharges? 11 Are all temporary and permanent Maintain erosion and sediment control BMPs BMP maintained to perform as intended? 12 Has the project been phased to the Manage the maximum degree practicable? Project Has regular inspection, monitoring and maintenance been performed as required by the permit? Has the SWPPP been updated, implemented and records maintained? E. Check all areas that have been inspected. All in place BMPs All disturbed soils All concrete wash out area All material storage areas All discharge locations All equipment storage areas All construction entrances/exits F. Elements checked “Action Required” (section D) describe corrective action to be taken. List the element number; be specific on location and work needed. Document, initial, and date when the corrective action has been completed and inspected. Element Description and Location Action Required Completion Initials # Date Attach additional page if needed Sign the following certification: “I certify that this report is true, accurate, and complete, to the best of my knowledge and belief” Inspected by: (print) (Signature) Date: Title/Qualification of Inspector: Page 4 Issuance Date: November 18, 2015 Effective Date: January I, 2016 Expiration Date: December 31, 2020 Modification Issuance Date: March 22, 2017 Modification Effective Date: May 5, 2017 CONSTRUCTION STORMW ATER GENERAL PERMIT National Pollutant Discharge Elimination System (NPDES) and State Waste Discharge General Permit for Stormwater Discharges Associated with Construction Activity State of Washington Department of Ecology Olympia, Washington 98504 In compliance with the provisions of Chapter 90.48 Revised Code of Washington (State of Washington Water Pollution Control Act) and Title 33 United States Code, Section 1251 et seq. The Federal Water Pollution Control Act (The Clean Water Act) Until this permit expires, is modified, or revoked, Permittees that have properly obtained coverage under this general permit are authorized to discharge in accordance with the special and general conditions that follow. her R. Bartlett Wa r Quality Program Manager Washington State Department of Ecology TABLE OF CONTENTS LIST OF TABLES ...........................................................................................................................3 SUMMARY OF PERMIT REPORT SUBMITTALS .....................................................................4 SPECIAL CONDITIONS ................................................................................................................5 S1. PERMIT COVERAGE ........................................................................................................5 S2. APPLICATION REQUIREMENTS ...................................................................................8 S3. COMPLIANCE WITH STANDARDS .............................................................................12 S4. MONITORING REQUIREMENTS, BENCHMARKS, AND REPORTING TRIGGERS ................................................................................................13 S5. REPORTING AND RECORDKEEPING REQUIREMENTS .........................................20 S6. PERMIT FEES...................................................................................................................23 S7. SOLID AND LIQUID WASTE DISPOSAL ....................................................................23 S8. DISCHARGES TO 303(d) OR TMDL WATERBODIES ................................................23 S9. STORMWATER POLLUTION PREVENTION PLAN...................................................27 S10. NOTICE OF TERMINATION .........................................................................................37 GENERAL CONDITIONS ...........................................................................................................38 G1. DISCHARGE VIOLATIONS ...........................................................................................38 G2. SIGNATORY REQUIREMENTS.....................................................................................38 G3. RIGHT OF INSPECTION AND ENTRY .........................................................................39 G4. GENERAL PERMIT MODIFICATION AND REVOCATION ......................................39 G5. REVOCATION OF COVERAGE UNDER THE PERMIT .............................................39 G6. REPORTING A CAUSE FOR MODIFICATION ............................................................40 G7. COMPLIANCE WITH OTHER LAWS AND STATUTES .............................................40 G8. DUTY TO REAPPLY .......................................................................................................40 G9. TRANSFER OF GENERAL PERMIT COVERAGE .......................................................41 G10. REMOVED SUBSTANCES .............................................................................................41 G11. DUTY TO PROVIDE INFORMATION ...........................................................................41 G12. OTHER REQUIREMENTS OF 40 CFR ...........................................................................41 G13. ADDITIONAL MONITORING ........................................................................................41 G14. PENALTIES FOR VIOLATING PERMIT CONDITIONS .............................................41 G15. UPSET ...............................................................................................................................42 G16. PROPERTY RIGHTS ........................................................................................................42 Construction Stormwater General Permit Page 2 G17. DUTY TO COMPLY ........................................................................................................42 G18. TOXIC POLLUTANTS.....................................................................................................42 G19. PENALTIES FOR TAMPERING .....................................................................................43 G20. REPORTING PLANNED CHANGES .............................................................................43 G21. REPORTING OTHER INFORMATION ..........................................................................43 G22. REPORTING ANTICIPATED NON-COMPLIANCE .....................................................43 G23. REQUESTS TO BE EXCLUDED FROM COVERAGE UNDER THE PERMIT ..........44 G24. APPEALS ..........................................................................................................................44 G25. SEVERABILITY ...............................................................................................................44 G26. BYPASS PROHIBITED ....................................................................................................44 APPENDIX A – DEFINITIONS ...................................................................................................47 APPENDIX B – ACRONYMS .....................................................................................................55 LIST OF TABLES Table 1: Summary of Required Submittals ................................................................................... 4 Table 2: Summary of Required On-site Documentation............................................................... 4 Table 3: Summary of Primary Monitoring Requirements .......................................................... 15 Table 4: Monitoring and Reporting Requirements ..................................................................... 17 Table 5: Turbidity, Fine Sediment & Phosphorus Sampling and Limits for 303(d)-Listed Waters .................................................................................................... 25 Table 6: pH Sampling and Limits for 303(d)-Listed Waters ...................................................... 26 Construction Stormwater General Permit Page 3 SUMMARY OF PERMIT REPORT SUBMITTALS Refer to the Special and General Conditions within this permit for additional submittal requirements. Appendix A provides a list of definitions. Appendix B provides a list of acronyms. Table 1: Summary of Required Submittals Permit Submittal Frequency First Submittal Date Section S5.A and High Turbidity/Transparency Phone As Necessary Within 24 hours S8 Reporting S5.B Discharge Monitoring Report Monthly* Within 15 days following the end of each month S5.F and Noncompliance Notification – As necessary Within 24-hours S8 Telephone Notification S5.F Noncompliance Notification – As necessary Within 5 Days of non- Written Report compliance S9.C Request for Chemical Treatment As necessary Written approval from Form Ecology is required prior to using chemical treatment (with the exception of dry ice or CO2 to adjust pH) G2 Notice of Change in Authorization As necessary G6 Permit Application for Substantive As necessary Changes to the Discharge G8 Application for Permit Renewal 1/permit cycle No later than 180 days before expiration G9 Notice of Permit Transfer As necessary G20 Notice of Planned Changes As necessary G22 Reporting Anticipated Non- As necessary compliance SPECIAL NOTE: *Permittees must submit electronic Discharge Monitoring Reports (DMRs) to the Washington State Department of Ecology monthly, regardless of site discharge, for the full duration of permit coverage. Refer to Section S5.B of this General Permit for more specific information regarding DMRs. Table 2: Summary of Required On-site Documentation Document Title Permit Conditions Permit Coverage Letter See Conditions S2, S5 Construction Stormwater General Permit See Conditions S2, S5 Site Log Book See Conditions S4, S5 Stormwater Pollution Prevention Plan (SWPPP) See Conditions S9, S5 Construction Stormwater General Permit Page 4 SPECIAL CONDITIONS S1. PERMIT COVERAGE A. Permit Area This Construction Stormwater General Permit (CSWGP) covers all areas of Washington State, except for federal operators and Indian Country as specified in Special Condition S1.E.3. B. Operators Required to Seek Coverage Under this General Permit: 1. Operators of the following construction activities are required to seek coverage under this CSWGP: a. Clearing, grading and/or excavation that results in the disturbance of one or more acres (including off-site disturbance acreage authorized in S1.C.2) and discharges stormwater to surface waters of the State; and clearing, grading and/or excavation on sites smaller than one acre that are part of a larger common plan of development or sale, if the common plan of development or sale will ultimately disturb one acre or more and discharge stormwater to surface waters of the State. i. This includes forest practices (including, but not limited to, class IV conversions) that are part of a construction activity that will result in the disturbance of one or more acres, and discharge to surface waters of the State (that is, forest practices that prepare a site for construction activities); and b. Any size construction activity discharging stormwater to waters of the State that the Washington State Department of Ecology (Ecology): i. Determines to be a significant contributor of pollutants to waters of the State of Washington. ii. Reasonably expects to cause a violation of any water quality standard. 2. Operators of the following activities are not required to seek coverage under this CSWGP (unless specifically required under Special Condition S1.B.1.b. above): a. Construction activities that discharge all stormwater and non-stormwater to ground water, sanitary sewer, or combined sewer, and have no point source discharge to either surface water or a storm sewer system that drains to surface waters of the State. b. Construction activities covered under an Erosivity Waiver (Special Condition S2.C). c. Routine maintenance that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of a facility. Construction Stormwater General Permit Page 5 C. Authorized Discharges: 1. Stormwater Associated with Construction Activity. Subject to compliance with the terms and conditions of this permit, Permittees are authorized to discharge stormwater associated with construction activity to surface waters of the State or to a storm sewer system that drains to surface waters of the State. (Note that “surface waters of the State” may exist on a construction site as well as off site; for example, a creek running through a site.) 2. Stormwater Associated with Construction Support Activity. This permit also authorizes stormwater discharge from support activities related to the permitted construction site (for example, an on-site portable rock crusher, off-site equipment staging yards, material storage areas, borrow areas, etc.) provided: a. The support activity relates directly to the permitted construction site that is required to have an NPDES permit; and b. The support activity is not a commercial operation serving multiple unrelated construction projects, and does not operate beyond the completion of the construction activity; and c. Appropriate controls and measures are identified in the Stormwater Pollution Prevention Plan (SWPPP) for the discharges from the support activity areas. 3. Non-Stormwater Discharges. The categories and sources of non-stormwater discharges identified below are authorized conditionally, provided the discharge is consistent with the terms and conditions of this permit: a. Discharges from fire-fighting activities. b. Fire hydrant system flushing. c. Potable water, including uncontaminated water line flushing. d. Hydrostatic test water. e. Uncontaminated air conditioning or compressor condensate. f. Uncontaminated ground water or spring water. g. Uncontaminated excavation dewatering water (in accordance with S9.D.10). h. Uncontaminated discharges from foundation or footing drains. i. Uncontaminated or potable water used to control dust. Permittees must minimize the amount of dust control water used. j. Routine external building wash down that does not use detergents. k. Landscape irrigation water. The SWPPP must adequately address all authorized non-stormwater discharges, except for discharges from fire-fighting activities, and must comply with Special Condition S3. Construction Stormwater General Permit Page 6 At a minimum, discharges from potable water (including water line flushing), fire hydrant system flushing, and pipeline hydrostatic test water must undergo the following: dechlorination to a concentration of 0.1 parts per million (ppm) or less, and pH adjustment to within 6.5 – 8.5 standard units (su), if necessary. D. Prohibited Discharges: The following discharges to waters of the State, including ground water, are prohibited. 1. Concrete wastewater. 2. Wastewater from washout and clean-up of stucco, paint, form release oils, curing compounds and other construction materials. 3. Process wastewater as defined by 40 Code of Federal Regulations (CFR) 122.2 (see Appendix A of this permit). 4. Slurry materials and waste from shaft drilling, including process wastewater from shaft drilling for construction of building, road, and bridge foundations unless managed according to Special Condition S9.D.9.j. 5. Fuels, oils, or other pollutants used in vehicle and equipment operation and maintenance. 6. Soaps or solvents used in vehicle and equipment washing. 7. Wheel wash wastewater, unless managed according to Special Condition S9.D.9. 8. Discharges from dewatering activities, including discharges from dewatering of trenches and excavations, unless managed according to Special Condition S9.D.10. E. Limits on Coverage Ecology may require any discharger to apply for and obtain coverage under an individual permit or another more specific general permit. Such alternative coverage will be required when Ecology determines that this CSWGP does not provide adequate assurance that water quality will be protected, or there is a reasonable potential for the project to cause or contribute to a violation of water quality standards. The following stormwater discharges are not covered by this permit: 1. Post-construction stormwater discharges that originate from the site after completion of construction activities and the site has undergone final stabilization. 2. Non-point source silvicultural activities such as nursery operations, site preparation, reforestation and subsequent cultural treatment, thinning, prescribed burning, pest and fire control, harvesting operations, surface drainage, or road construction and maintenance, from which there is natural runoff as excluded in 40 CFR Subpart 122. 3. Stormwater from any federal operator. Construction Stormwater General Permit Page 7 4. Stormwater from facilities located on “Indian Country” as defined in 18 U.S.C.§1151, except portions of the Puyallup Reservation as noted below. Indian Country includes: a. All land within any Indian Reservation notwithstanding the issuance of any patent, and, including rights-of-way running through the reservation. This includes all federal, tribal, and Indian and non-Indian privately owned land within the reservation. b. All off-reservation Indian allotments, the Indian titles to which have not been extinguished, including rights-of-way running through the same. c. All off-reservation federal trust lands held for Native American Tribes. Puyallup Exception: Following the Puyallup Tribes of Indians Land Settlement Act of 1989, 25 U.S.C. §1773; the permit does apply to land within the Puyallup Reservation except for discharges to surface water on land held in trust by the federal government. 5. Stormwater from any site covered under an existing NPDES individual permit in which stormwater management and/or treatment requirements are included for all stormwater discharges associated with construction activity. 6. Stormwater from a site where an applicable Total Maximum Daily Load (TMDL) requirement specifically precludes or prohibits discharges from construction activity. S2. APPLICATION REQUIREMENTS A. Permit Application Forms 1. Notice of Intent Form/Timeline a. Operators of new or previously unpermitted construction activities must submit a complete and accurate permit application (Notice of Intent, or NOI) to Ecology. b. Operators must apply using the electronic application form (NOI) available on Ecology’s website http://www.ecy.wa.gov/programs/wq/stormwater/ construction/index.html. Permittees unable to submit electronically (for example, those who do not have an internet connection) must contact Ecology to request a waiver and obtain instructions on how to obtain a paper NOI. Department of Ecology Water Quality Program - Construction Stormwater PO Box 47696 Olympia, Washington 98504-7696 Construction Stormwater General Permit Page 8 c. The operator must submit the NOI at least 60 days before discharging stormwater from construction activities and must submit it on or before the date of the first public notice (see Special Condition S2.B below for details). The 30- day public comment period begins on the publication date of the second public notice. Unless Ecology responds to the complete application in writing, based on public comments, or any other relevant factors, coverage under the general permit will automatically commence on the thirty-first day following receipt by Ecology of a completed NOI, or the issuance date of this permit, whichever is later; unless Ecology specifies a later date in writing as required by WAC173- 226-200(2). d. If an applicant intends to use a Best Management Practice (BMP) selected on the basis of Special Condition S9.C.4 (“demonstrably equivalent” BMPs), the applicant must notify Ecology of its selection as part of the NOI. In the event the applicant selects BMPs after submission of the NOI, it must provide notice of the selection of an equivalent BMP to Ecology at least 60 days before intended use of the equivalent BMP. e. Permittees must notify Ecology regarding any changes to the information provided on the NOI by submitting an updated NOI. Examples of such changes include, but are not limited to: i. Changes to the Permittee’s mailing address, ii. Changes to the on-site contact person information, and iii. Changes to the area/acreage affected by construction activity. f. Applicants must notify Ecology if they are aware of contaminated soils and/or groundwater associated with the construction activity. Provide detailed information with the NOI (as known and readily available) on the nature and extent of the contamination (concentrations, locations, and depth), as well as pollution prevention and/or treatment BMPs proposed to control the discharge of soil and/or groundwater contaminants in stormwater. Examples of such detail may include, but are not limited to: i. List or table of all known contaminants with laboratory test results showing concentration and depth, ii. Map with sample locations, iii. Temporary Erosion and Sediment Control (TESC) plans, iv. Related portions of the Stormwater Pollution Prevention Plan (SWPPP) that address the management of contaminated and potentially contaminated construction stormwater and dewatering water, v. Dewatering plan and/or dewatering contingency plan. Construction Stormwater General Permit Page 9 2. Transfer of Coverage Form The Permittee can transfer current coverage under this permit to one or more new operators, including operators of sites within a Common Plan of Development, provided the Permittee submits a Transfer of Coverage Form in accordance with General Condition G9. Transfers do not require public notice. B. Public Notice For new or previously unpermitted construction activities, the applicant must publish a public notice at least one time each week for two consecutive weeks, at least 7 days apart, in a newspaper with general circulation in the county where the construction is to take place. The notice must contain: 1. A statement that “The applicant is seeking coverage under the Washington State Department of Ecology’s Construction Stormwater NPDES and State Waste Discharge General Permit”. 2. The name, address and location of the construction site. 3. The name and address of the applicant. 4. The type of construction activity that will result in a discharge (for example, residential construction, commercial construction, etc.), and the number of acres to be disturbed. 5. The name of the receiving water(s) (that is, the surface water(s) to which the site will discharge), or, if the discharge is through a storm sewer system, the name of the operator of the system. 6. The statement: “Any persons desiring to present their views to the Washington State Department of Ecology regarding this application, or interested in Ecology’s action on this application, may notify Ecology in writing no later than 30 days of the last date of publication of this notice. Ecology reviews public comments and considers whether discharges from this project would cause a measurable change in receiving water quality, and, if so, whether the project is necessary and in the overriding public interest according to Tier II antidegradation requirements under WAC 173-201A-320. Comments can be submitted to: Department of Ecology, PO Box 47696, Olympia, Washington 98504-7696 Attn: Water Quality Program, Construction Stormwater.” Construction Stormwater General Permit Page 10 C. Erosivity Waiver Construction site operators may qualify for an erosivity waiver from the CSWGP if the following conditions are met: 1. The site will result in the disturbance of fewer than 5 acres and the site is not a portion of a common plan of development or sale that will disturb 5 acres or greater. 2. Calculation of Erosivity “R” Factor and Regional Timeframe: a. The project’s rainfall erosivity factor (“R” Factor) must be less than 5 during the period of construction activity, as calculated (see the CSWGP homepage http://www.ecy.wa.gov/programs/wq/stormwater/construction/index.html for a link to the EPA’s calculator and step by step instructions on computing the “R” Factor in the EPA Erosivity Waiver Fact Sheet). The period of construction activity starts when the land is first disturbed and ends with final stabilization. In addition: b. The entire period of construction activity must fall within the following timeframes: i. For sites west of the Cascades Crest: June 15 – September 15. ii. For sites east of the Cascades Crest, excluding the Central Basin: June 15 – October 15. iii. For sites east of the Cascades Crest, within the Central Basin: no additional timeframe restrictions apply. The Central Basin is defined as the portions of Eastern Washington with mean annual precipitation of less than 12 inches. For a map of the Central Basin (Average Annual Precipitation Region 2), refer to http://www.ecy.wa.gov/programs/wq/stormwater/ construction/resourcesguidance.html. 3. Construction site operators must submit a complete Erosivity Waiver certification form at least one week before disturbing the land. Certification must include statements that the operator will: a. Comply with applicable local stormwater requirements; and b. Implement appropriate erosion and sediment control BMPs to prevent violations of water quality standards. 4. This waiver is not available for facilities declared significant contributors of pollutants as defined in Special Condition S1.B.1.b. or for any size construction activity that could reasonably expect to cause a violation of any water quality standard as defined in Special Condition S1.B.1.b.ii. 5. This waiver does not apply to construction activities which include non- stormwater discharges listed in Special Condition S1.C.3. Construction Stormwater General Permit Page 11 6. If construction activity extends beyond the certified waiver period for any reason, the operator must either: a. Recalculate the rainfall erosivity “R” factor using the original start date and a new projected ending date and, if the “R” factor is still under 5 and the entire project falls within the applicable regional timeframe in Special Condition S2.C.2.b, complete and submit an amended waiver certification form before the original waiver expires; or b. Submit a complete permit application to Ecology in accordance with Special Condition S2.A and B before the end of the certified waiver period. S3. COMPLIANCE WITH STANDARDS A. Discharges must not cause or contribute to a violation of surface water quality standards (Chapter 173-201A WAC), ground water quality standards (Chapter 173-200 WAC), sediment management standards (Chapter 173-204 WAC), and human health-based criteria in the National Toxics Rule (40 CFR Part 131.36). Discharges not in compliance with these standards are not authorized. B. Prior to the discharge of stormwater and non-stormwater to waters of the State, the Permittee must apply all known, available, and reasonable methods of prevention, control, and treatment (AKART). This includes the preparation and implementation of an adequate SWPPP, with all appropriate BMPs installed and maintained in accordance with the SWPPP and the terms and conditions of this permit. C. Ecology presumes that a Permittee complies with water quality standards unless discharge monitoring data or other site-specific information demonstrates that a discharge causes or contributes to a violation of water quality standards, when the Permittee complies with the following conditions. The Permittee must fully: 1. Comply with all permit conditions, including planning, sampling, monitoring, reporting, and recordkeeping conditions. 2. Implement stormwater BMPs contained in stormwater management manuals published or approved by Ecology, or BMPs that are demonstrably equivalent to BMPs contained in stormwater technical manuals published or approved by Ecology, including the proper selection, implementation, and maintenance of all applicable and appropriate BMPs for on-site pollution control. (For purposes of this section, the stormwater manuals listed in Appendix 10 of the Phase I Municipal Stormwater Permit are approved by Ecology.) D. Where construction sites also discharge to ground water, the ground water discharges must also meet the terms and conditions of this CSWGP. Permittees who discharge to ground water through an injection well must also comply with any applicable requirements of the Underground Injection Control (UIC) regulations, Chapter 173-218 WAC. Construction Stormwater General Permit Page 12 S4. MONITORING REQUIREMENTS, BENCHMARKS AND REPORTING TRIGGERS A. Site Log Book The Permittee must maintain a site log book that contains a record of the implementation of the SWPPP and other permit requirements, including the installation and maintenance of BMPs, site inspections, and stormwater monitoring. B. Site Inspections The Permittee’s site inspections must include all areas disturbed by construction activities, all BMPs, and all stormwater discharge points under the Permittee’s operational control. (See Special Conditions S4.B.3 and B.4 below for detailed requirements of the Permittee’s Certified Erosion and Sediment Control Lead [CESCL].) Construction sites one acre or larger that discharge stormwater to surface waters of the State must have site inspections conducted by a certified CESCL. Sites less than one acre may have a person without CESCL certification conduct inspections. 1. The Permittee must examine stormwater visually for the presence of suspended sediment, turbidity, discoloration, and oil sheen. The Permittee must evaluate the effectiveness of BMPs and determine if it is necessary to install, maintain, or repair BMPs to improve the quality of stormwater discharges. Based on the results of the inspection, the Permittee must correct the problems identified by: a. Reviewing the SWPPP for compliance with Special Condition S9 and making appropriate revisions within 7 days of the inspection. b. Immediately beginning the process of fully implementing and maintaining appropriate source control and/or treatment BMPs as soon as possible, addressing the problems no later than within 10 days of the inspection. If installation of necessary treatment BMPs is not feasible within 10 days, Ecology may approve additional time when an extension is requested by a Permittee within the initial 10-day response period. c. Documenting BMP implementation and maintenance in the site log book. 2. The Permittee must inspect all areas disturbed by construction activities, all BMPs, and all stormwater discharge points at least once every calendar week and within 24 hours of any discharge from the site. (For purposes of this condition, individual discharge events that last more than one day do not require daily inspections. For example, if a stormwater pond discharges continuously over the course of a week, only one inspection is required that week.) The Permittee may reduce the inspection frequency for temporarily stabilized, inactive sites to once every calendar month. Construction Stormwater General Permit Page 13 3. The Permittee must have staff knowledgeable in the principles and practices of erosion and sediment control. The CESCL (sites one acre or more) or inspector (sites less than one acre) must have the skills to assess the: a. Site conditions and construction activities that could impact the quality of stormwater, and b. Effectiveness of erosion and sediment control measures used to control the quality of stormwater discharges. 4. The SWPPP must identify the CESCL or inspector, who must be present on site or on-call at all times. The CESCL must obtain this certification through an approved erosion and sediment control training program that meets the minimum training standards established by Ecology (see BMP C160 in the manual referred to in Special Condition S9.C.1 and 2). 5. The Permittee must summarize the results of each inspection in an inspection report or checklist and enter the report/checklist into, or attach it to, the site log book. At a minimum, each inspection report or checklist must include: a. Inspection date and time. b. Weather information, the general conditions during inspection and the approximate amount of precipitation since the last inspection, and precipitation within the last 24 hours. c. A summary or list of all implemented BMPs, including observations of all erosion/sediment control structures or practices. d. A description of the locations: i. Of BMPs inspected; ii. Of BMPs that need maintenance and why; iii. Of BMPs that failed to operate as designed or intended; and iv. Where additional or different BMPs are needed, and why. e. A description of stormwater discharged from the site. The Permittee must note the presence of suspended sediment, turbidity, discoloration, and oil sheen, as applicable. f. Any water quality monitoring performed during inspection. g. General comments and notes, including a brief description of any BMP repairs, maintenance or installations made following the inspection. h. A summary report and a schedule of implementation of the remedial actions that the Permittee plans to take if the site inspection indicates that the site is out of compliance. The remedial actions taken must meet the requirements of the SWPPP and the permit. Construction Stormwater General Permit Page 14 i. The name, title, and signature of the person conducting the site inspection, a phone number or other reliable method to reach this person, and the following statement: “I certify that this report is true, accurate, and complete to the best of my knowledge and belief.” Table 3: Summary of Primary Monitoring Requirements Size of Soil Weekly Site Weekly Weekly Weekly pH CESCL Disturbance1 Inspections Sampling w/ Sampling w/ Sampling2 Required for Turbidity Transparency Inspections? Meter Tube Sites that disturb Required Not Required Not Required Not Required No less than 1 acre, but are part of a larger Common Plan of Development Sites that disturb 1 Required Sampling Required – Required Yes acre or more, but either method3 fewer than 5 acres Sites that disturb 5 Required Required Not Required4 Required Yes acres or more 1 Soil disturbance is calculated by adding together all areas that will be affected by construction activity. Construction activity means clearing, grading, excavation, and any other activity that disturbs the surface of the land, including ingress/egress from the site. 2 If construction activity results in the disturbance of 1 acre or more, and involves significant concrete work (1,000 cubic yards of poured concrete or recycled concrete over the life of a project) or the use of engineered soils (soil amendments including but not limited to Portland cement-treated base [CTB], cement kiln dust [CKD], or fly ash), and stormwater from the affected area drains to surface waters of the State or to a storm sewer stormwater collection system that drains to other surface waters of the State, the Permittee must conduct pH sampling in accordance with Special Condition S4.D. 3 Sites with one or more acres, but fewer than 5 acres of soil disturbance, must conduct turbidity or transparency sampling in accordance with Special Condition S4.C. 4 Sites equal to or greater than 5 acres of soil disturbance must conduct turbidity sampling using a turbidity meter in accordance with Special Condition S4.C. Construction Stormwater General Permit Page 15 C. Turbidity/Transparency Sampling Requirements 1. Sampling Methods a. If construction activity involves the disturbance of 5 acres or more, the Permittee must conduct turbidity sampling per Special Condition S4.C. b. If construction activity involves 1 acre or more but fewer than 5 acres of soil disturbance, the Permittee must conduct either transparency sampling or turbidity sampling per Special Condition S4.C. 2. Sampling Frequency a. The Permittee must sample all discharge points at least once every calendar week when stormwater (or authorized non-stormwater) discharges from the site or enters any on-site surface waters of the state (for example, a creek running through a site); sampling is not required on sites that disturb less than an acre. b. Samples must be representative of the flow and characteristics of the discharge. c. Sampling is not required when there is no discharge during a calendar week. d. Sampling is not required outside of normal working hours or during unsafe conditions. e. If the Permittee is unable to sample during a monitoring period, the Permittee must include a brief explanation in the monthly Discharge Monitoring Report (DMR). f. Sampling is not required before construction activity begins. g. The Permittee may reduce the sampling frequency for temporarily stabilized, inactive sites to once every calendar month. 3. Sampling Locations a. Sampling is required at all points where stormwater associated with construction activity (or authorized non-stormwater) is discharged off site, including where it enters any on-site surface waters of the state (for example, a creek running through a site). b. The Permittee may discontinue sampling at discharge points that drain areas of the project that are fully stabilized to prevent erosion. c. The Permittee must identify all sampling point(s) on the SWPPP site map and clearly mark these points in the field with a flag, tape, stake or other visible marker. d. Sampling is not required for discharge that is sent directly to sanitary or combined sewer systems. Construction Stormwater General Permit Page 16 e. The Permittee may discontinue sampling at discharge points in areas of the project where the Permittee no longer has operational control of the construction activity. 4. Sampling and Analysis Methods a. The Permittee performs turbidity analysis with a calibrated turbidity meter (turbidimeter) either on site or at an accredited lab. The Permittee must record the results in the site log book in nephelometric turbidity units (NTUs). b. The Permittee performs transparency analysis on site with a 1¾-inch-diameter, 60-centimeter (cm)-long transparency tube. The Permittee will record the results in the site log book in centimeters (cm). Table 4: Monitoring and Reporting Requirements Parameter Unit Analytical Method Sampling Benchmark Phone Frequency Value Reporting Trigger Value Turbidity NTU SM2130 Weekly, if 25 NTUs 250 NTUs discharging Transparency cm Manufacturer Weekly, if 33 cm 6 cm instructions, or discharging Ecology guidance 5. Turbidity/Transparency Benchmark Values and Reporting Triggers The benchmark value for turbidity is 25 NTUs or less. The benchmark value for transparency is 33 centimeters (cm). Note: Benchmark values do not apply to discharges to segments of water bodies on Washington State’s 303(d) list (Category 5) for turbidity, fine sediment, or phosphorus; these discharges are subject to a numeric effluent limit for turbidity. Refer to Special Condition S8 for more information. a. Turbidity 26 – 249 NTUs, or Transparency 32 – 7 cm: If the discharge turbidity is 26 to 249 NTUs; or if discharge transparency is less than 33 cm, but equal to or greater than 6 cm, the Permittee must: i. Review the SWPPP for compliance with Special Condition S9 and make appropriate revisions within 7 days of the date the discharge exceeded the benchmark. ii. Immediately begin the process to fully implement and maintain appropriate source control and/or treatment BMPs as soon as possible, addressing the problems within 10 days of the date the discharge exceeded the benchmark. If installation of necessary treatment BMPs is not feasible within 10 days, Ecology may approve additional time when the Permittee requests an extension within the initial 10-day response period. Construction Stormwater General Permit Page 17 iii. Document BMP implementation and maintenance in the site log book. b. Turbidity 250 NTUs or greater, or Transparency 6 cm or less: If a discharge point’s turbidity is 250 NTUs or greater, or if discharge transparency is less than or equal to 6 cm, the Permittee must complete the reporting and adaptive management process described below. i. Telephone or submit an electronic report to the applicable Ecology Region’s Environmental Report Tracking System (ERTS) number (or through Ecology’s Water Quality Permitting Portal [WQWebPortal] – Permit Submittals when the form is available) within 24 hours, in accordance with Special Condition S5.A.  Central Region (Okanogan, Chelan, Douglas, Kittitas, Yakima, Klickitat, Benton): (509) 575-2490  Eastern Region (Adams, Asotin, Columbia, Ferry, Franklin, Garfield, Grant, Lincoln, Pend Oreille, Spokane, Stevens, Walla Walla, Whitman): (509) 329-3400  Northwest Region (Kitsap, Snohomish, Island, King, San Juan, Skagit, Whatcom): (425) 649-7000  Southwest Region (Grays Harbor, Lewis, Mason, Thurston, Pierce, Clark, Cowlitz, Skamania, Wahkiakum, Clallam, Jefferson, Pacific): (360) 407-6300 Links to these numbers and the ERTS reporting page are located on the following web site: http://www.ecy.wa.gov/programs/wq/stormwater/construction/index.html. ii. Review the SWPPP for compliance with Special Condition S9 and make appropriate revisions within 7 days of the date the discharge exceeded the benchmark. iii. Immediately begin the process to fully implement and maintain appropriate source control and/or treatment BMPs as soon as possible, addressing the problems within 10 days of the date the discharge exceeded the benchmark. If installation of necessary treatment BMPs is not feasible within 10 days, Ecology may approve additional time when the Permittee requests an extension within the initial 10-day response period. iv. Document BMP implementation and maintenance in the site log book. v. Sample discharges daily until: a) Turbidity is 25 NTUs (or lower); or b) Transparency is 33 cm (or greater); or Construction Stormwater General Permit Page 18 c) The Permittee has demonstrated compliance with the water quality limit for turbidity: 1) No more than 5 NTUs over background turbidity, if background is less than 50 NTUs, or 2) No more than 10% over background turbidity, if background is 50 NTUs or greater; or d) The discharge stops or is eliminated. D. pH Sampling Requirements – Significant Concrete Work or Engineered Soils If construction activity results in the disturbance of 1 acre or more, and involves significant concrete work (significant concrete work means greater than 1000 cubic yards poured concrete or recycled concrete used over the life of a project) or the use of engineered soils (soil amendments including but not limited to Portland cement-treated base [CTB], cement kiln dust [CKD], or fly ash), and stormwater from the affected area drains to surface waters of the State or to a storm sewer system that drains to surface waters of the State, the Permittee must conduct pH sampling as set forth below. Note: In addition, discharges to segments of water bodies on Washington State’s 303(d) list (Category 5) for high pH are subject to a numeric effluent limit for pH; refer to Special Condition S8. 1. For sites with significant concrete work, the Permittee must begin the pH sampling period when the concrete is first poured and exposed to precipitation, and continue weekly throughout and after the concrete pour and curing period, until stormwater pH is in the range of 6.5 to 8.5 (su). 2. For sites with recycled concrete where monitoring is required, the Permittee must begin the weekly pH sampling period when the recycled concrete is first exposed to precipitation and must continue until the recycled concrete is fully stabilized with the stormwater pH in the range of 6.5 to 8.5 (su). 3. For sites with engineered soils, the Permittee must begin the pH sampling period when the soil amendments are first exposed to precipitation and must continue until the area of engineered soils is fully stabilized. 4. During the applicable pH monitoring period defined above, the Permittee must obtain a representative sample of stormwater and conduct pH analysis at least once per week. 5. The Permittee must sample pH in the sediment trap/pond(s) or other locations that receive stormwater runoff from the area of significant concrete work or engineered soils before the stormwater discharges to surface waters. 6. The benchmark value for pH is 8.5 standard units. Anytime sampling indicates that pH is 8.5 or greater, the Permittee must either: Construction Stormwater General Permit Page 19 a. Prevent the high pH water (8.5 or above) from entering storm sewer systems or surface waters; or b. If necessary, adjust or neutralize the high pH water until it is in the range of pH 6.5 to 8.5 (su) using an appropriate treatment BMP such as carbon dioxide (CO2) sparging or dry ice. The Permittee must obtain written approval from Ecology before using any form of chemical treatment other than CO2 sparging or dry ice. 7. The Permittee must perform pH analysis on site with a calibrated pH meter, pH test kit, or wide range pH indicator paper. The Permittee must record pH sampling results in the site log book. S5. REPORTING AND RECORDKEEPING REQUIREMENTS A. High Turbidity Reporting Anytime sampling performed in accordance with Special Condition S4.C indicates turbidity has reached the 250 NTUs or more (or transparency less than or equal to 6 cm) high turbidity reporting level, the Permittee must either call the applicable Ecology Region’s Environmental Report Tracking System (ERTS) number by phone within 24 hours of analysis or submit an electronic ERTS report (or submit an electronic report through Ecology’s Water Quality Permitting Portal (WQWebPortal) – Permit Submittals when the form is available). See the CSWGP web site for links to ERTS and the WQWebPortal: http://www.ecy.wa.gov/programs/wq/stormwater/construction/ index.html. Also, see phone numbers in Special Condition S4.C.5.b.i. B. Discharge Monitoring Reports (DMRs) Permittees required to conduct water quality sampling in accordance with Special Conditions S4.C (Turbidity/Transparency), S4.D (pH), S8 (303[d]/TMDL sampling), and/or G13 (Additional Sampling) must submit the results to Ecology. Permittees must submit monitoring data using Ecology's WQWebDMR web application accessed through Ecology’s Water Quality Permitting Portal. To find out more information and to sign up for WQWebDMR go to: http://www.ecy.wa.gov/programs/ wq/permits/paris/portal.html. Permittees unable to submit electronically (for example, those who do not have an internet connection) must contact Ecology to request a waiver and obtain instructions on how to obtain a paper copy DMR at: Department of Ecology Water Quality Program - Construction Stormwater PO Box 47696 Olympia, Washington 98504-7696 Permittees who obtain a waiver not to use WQWebDMR must use the forms provided to them by Ecology; submittals must be mailed to the address above. Permittees shall Construction Stormwater General Permit Page 20 submit DMR forms to be received by Ecology within 15 days following the end of each month. If there was no discharge during a given monitoring period, all Permittees must submit a DMR as required with “no discharge" entered in place of the monitoring results. DMRs are required for the full duration of permit coverage (from issuance date to termination). For more information, contact Ecology staff using information provided at the following web site: www.ecy.wa.gov/programs/wq/permits/paris/contacts.html. C. Records Retention The Permittee must retain records of all monitoring information (site log book, sampling results, inspection reports/checklists, etc.), Stormwater Pollution Prevention Plan, copy of the permit coverage letter (including Transfer of Coverage documentation), and any other documentation of compliance with permit requirements for the entire life of the construction project and for a minimum of three years following the termination of permit coverage. Such information must include all calibration and maintenance records, and records of all data used to complete the application for this permit. This period of retention must be extended during the course of any unresolved litigation regarding the discharge of pollutants by the Permittee or when requested by Ecology. D. Recording Results For each measurement or sample taken, the Permittee must record the following information: 1. Date, place, method, and time of sampling or measurement. 2. The first and last name of the individual who performed the sampling or measurement. 3. The date(s) the analyses were performed. 4. The first and last name of the individual who performed the analyses. 5. The analytical techniques or methods used. 6. The results of all analyses. E. Additional Monitoring by the Permittee If the Permittee monitors any pollutant more frequently than required by this permit using test procedures specified by Special Condition S4 of this permit, the results of this monitoring must be included in the calculation and reporting of the data submitted in the Permittee’s DMR. F. Noncompliance Notification In the event the Permittee is unable to comply with any part of the terms and conditions of this permit, and the resulting noncompliance may cause a threat to human health or the environment (such as but not limited to spills of fuels or other materials, catastrophic pond or slope failure, and discharges that violate water quality standards), or exceed Construction Stormwater General Permit Page 21 numeric effluent limitations (see S8. Discharges to 303(d) or TMDL Waterbodies), the Permittee must, upon becoming aware of the circumstance: 1. Notify Ecology within 24-hours of the failure to comply by calling the applicable Regional office ERTS phone number (refer to Special Condition S4.C.5.b.i. or www.ecy.wa.gov/programs/wq/stormwater/construction/turbidity.html for Regional ERTS phone numbers). 2. Immediately take action to prevent the discharge/pollution, or otherwise stop or correct the noncompliance, and, if applicable, repeat sampling and analysis of any noncompliance immediately and submit the results to Ecology within five (5) days of becoming aware of the violation. 3. Submit a detailed written report to Ecology within five (5) days, of the time the Permittee becomes aware of the circumstances, unless requested earlier by Ecology. The report must be submitted using Ecology’s Water Quality Permitting Portal (WQWebPortal) - Permit Submittals, unless a waiver from electronic reporting has been granted according to S5.B. The report must contain a description of the noncompliance, including exact dates and times, and if the noncompliance has not been corrected, the anticipated time it is expected to continue; and the steps taken or planned to reduce, eliminate, and prevent reoccurrence of the noncompliance. The Permittee must report any unanticipated bypass and/or upset that exceeds any effluent limit in the permit in accordance with the 24-hour reporting requirement contained in 40 C.F.R. 122.41(l)(6). Compliance with these requirements does not relieve the Permittee from responsibility to maintain continuous compliance with the terms and conditions of this permit or the resulting liability for failure to comply. Upon request of the Permittee, Ecology may waive the requirement for a written report on a case-by- case basis, if the immediate notification is received by Ecology within 24 hours. G. Access to Plans and Records 1. The Permittee must retain the following permit documentation (plans and records) on site, or within reasonable access to the site, for use by the operator or for on-site review by Ecology or the local jurisdiction: a. General Permit b. Permit Coverage Letter c. Stormwater Pollution Prevention Plan (SWPPP) d. Site Log Book 2. The Permittee must address written requests for plans and records listed above (Special Condition S5.G.1) as follows: Construction Stormwater General Permit Page 22 a. The Permittee must provide a copy of plans and records to Ecology within 14 days of receipt of a written request from Ecology. b. The Permittee must provide a copy of plans and records to the public when requested in writing. Upon receiving a written request from the public for the Permittee’s plans and records, the Permittee must either: i. Provide a copy of the plans and records to the requester within 14 days of a receipt of the written request; or ii. Notify the requester within 10 days of receipt of the written request of the location and times within normal business hours when the plans and records may be viewed; and provide access to the plans and records within 14 days of receipt of the written request; or iii. Within 14 days of receipt of the written request, the Permittee may submit a copy of the plans and records to Ecology for viewing and/or copying by the requester at an Ecology office, or a mutually agreed location. If plans and records are viewed and/or copied at a location other than at an Ecology office, the Permittee will provide reasonable access to copying services for which a reasonable fee may be charged. The Permittee must notify the requester within 10 days of receipt of the request where the plans and records may be viewed and/or copied. S6. PERMIT FEES The Permittee must pay permit fees assessed by Ecology. Fees for stormwater discharges covered under this permit are established by Chapter 173-224 WAC. Ecology continues to assess permit fees until the permit is terminated in accordance with Special Condition S10 or revoked in accordance with General Condition G5. S7. SOLID AND LIQUID WASTE DISPOSAL The Permittee must handle and dispose of solid and liquid wastes generated by construction activity, such as demolition debris, construction materials, contaminated materials, and waste materials from maintenance activities, including liquids and solids from cleaning catch basins and other stormwater facilities, in accordance with: A. Special Condition S3, Compliance with Standards B. WAC 173-216-110 C. Other applicable regulations S8. DISCHARGES TO 303(d) OR TMDL WATERBODIES A. Sampling and Numeric Effluent Limits For Certain Discharges to 303(d)-listed Waterbodies Construction Stormwater General Permit Page 23 1. Permittees who discharge to segments of waterbodies listed as impaired by the State of Washington under Section 303(d) of the Clean Water Act for turbidity, fine sediment, high pH, or phosphorus, must conduct water quality sampling according to the requirements of this section, and Special Conditions S4.C.2.b-f and S4.C.3.b-d, and must comply with the applicable numeric effluent limitations in S8.C and S8.D. 2. All references and requirements associated with Section 303(d) of the Clean Water Act mean the most current listing by Ecology of impaired waters (Category 5) that exists on January 1, 2016, or the date when the operator’s complete permit application is received by Ecology, whichever is later. B. Limits on Coverage for New Discharges to TMDL or 303(d)-listed Waters Operators of construction sites that discharge to a TMDL or 303(d)-listed waterbody are not eligible for coverage under this permit unless the operator: 1. Prevents exposing stormwater to pollutants for which the waterbody is impaired, and retains documentation in the SWPPP that details procedures taken to prevent exposure on site; or 2. Documents that the pollutants for which the waterbody is impaired are not present at the site, and retains documentation of this finding within the SWPPP; or 3. Provides Ecology with data indicating the discharge is not expected to cause or contribute to an exceedance of a water quality standard, and retains such data on site with the SWPPP. The operator must provide data and other technical information to Ecology that sufficiently demonstrate: a. For discharges to waters without an EPA-approved or -established TMDL, that the discharge of the pollutant for which the water is impaired will meet in- stream water quality criteria at the point of discharge to the waterbody; or b. For discharges to waters with an EPA-approved or -established TMDL, that there is sufficient remaining wasteload allocation in the TMDL to allow construction stormwater discharge and that existing dischargers to the waterbody are subject to compliance schedules designed to bring the waterbody into attainment with water quality standards. Operators of construction sites are eligible for coverage under this permit if Ecology issues permit coverage based upon an affirmative determination that the discharge will not cause or contribute to the existing impairment. C. Sampling and Numeric Effluent Limits for Discharges to Water Bodies on the 303(d) List for Turbidity, Fine Sediment, or Phosphorus 1. Permittees who discharge to segments of water bodies on the 303(d) list (Category 5) for turbidity, fine sediment, or phosphorus must conduct turbidity sampling in accordance with Special Condition S4.C.2 and comply with either of the numeric effluent limits noted in Table 5 below. Construction Stormwater General Permit Page 24 2. As an alternative to the 25 NTUs effluent limit noted in Table 5 below (applied at the point where stormwater [or authorized non-stormwater] is discharged off-site), Permittees may choose to comply with the surface water quality standard for turbidity. The standard is: no more than 5 NTUs over background turbidity when the background turbidity is 50 NTUs or less, or no more than a 10% increase in turbidity when the background turbidity is more than 50 NTUs. In order to use the water quality standard requirement, the sampling must take place at the following locations: a. Background turbidity in the 303(d)-listed receiving water immediately upstream (upgradient) or outside the area of influence of the discharge. b. Turbidity at the point of discharge into the 303(d)-listed receiving water, inside the area of influence of the discharge. 3. Discharges that exceed the numeric effluent limit for turbidity constitute a violation of this permit. 4. Permittees whose discharges exceed the numeric effluent limit shall sample discharges daily until the violation is corrected and comply with the non- compliance notification requirements in Special Condition S5.F. Table 5: Turbidity, Fine Sediment & Phosphorus Sampling and Limits for 303(d)-Listed Waters Parameter identified Parameter Unit Analytical Sampling Numeric Effluent in 303(d) listing Sampled Method Frequency Limit1  Turbidity Turbidity NTU SM2130 Weekly, if 25 NTUs, at the  Fine Sediment discharging point where  Phosphorus stormwater is discharged from the site; OR In compliance with the surface water quality standard for turbidity (S8.C.2.a) 1Permittees subject to a numeric effluent limit for turbidity may, at their discretion, choose either numeric effluent limitation based on site-specific considerations including, but not limited to, safety, access and convenience. D. Discharges to Water Bodies on the 303(d) List for High pH 1. Permittees who discharge to segments of water bodies on the 303(d) list (Category 5) for high pH must conduct pH sampling in accordance with the table below, and comply with the numeric effluent limit of pH 6.5 to 8.5 su (Table 6). Construction Stormwater General Permit Page 25 Table 6: pH Sampling and Limits for 303(d)-Listed Waters Parameter identified in Parameter Analytical Sampling Numeric Effluent 303(d) listing Sampled/Units Method Frequency Limit High pH pH /Standard pH meter Weekly, if In the range of 6.5 Units discharging – 8.5 2. At the Permittee’s discretion, compliance with the limit shall be assessed at one of the following locations: a. Directly in the 303(d)-listed waterbody segment, inside the immediate area of influence of the discharge; or b. Alternatively, the Permittee may measure pH at the point where the discharge leaves the construction site, rather than in the receiving water. 3. Discharges that exceed the numeric effluent limit for pH (outside the range of 6.5 – 8.5 su) constitute a violation of this permit. 4. Permittees whose discharges exceed the numeric effluent limit shall sample discharges daily until the violation is corrected and comply with the non- compliance notification requirements in Special Condition S5.F. E. Sampling and Limits for Sites Discharging to Waters Covered by a TMDL or Another Pollution Control Plan 1. Discharges to a waterbody that is subject to a Total Maximum Daily Load (TMDL) for turbidity, fine sediment, high pH, or phosphorus must be consistent with the TMDL. Refer to http://www.ecy.wa.gov/programs/wq/tmdl/ TMDLsbyWria/TMDLbyWria.html for more information on TMDLs. a. Where an applicable TMDL sets specific waste load allocations or requirements for discharges covered by this permit, discharges must be consistent with any specific waste load allocations or requirements established by the applicable TMDL. i. The Permittee must sample discharges weekly or as otherwise specified by the TMDL to evaluate compliance with the specific waste load allocations or requirements. ii. Analytical methods used to meet the monitoring requirements must conform to the latest revision of the Guidelines Establishing Test Procedures for the Analysis of Pollutants contained in 40 CFR Part 136. Turbidity and pH methods need not be accredited or registered unless conducted at a laboratory which must otherwise be accredited or registered. b. Where an applicable TMDL has established a general waste load allocation for construction stormwater discharges, but has not identified specific requirements, Construction Stormwater General Permit Page 26 compliance with Special Conditions S4 (Monitoring) and S9 (SWPPPs) will constitute compliance with the approved TMDL. c. Where an applicable TMDL has not specified a waste load allocation for construction stormwater discharges, but has not excluded these discharges, compliance with Special Conditions S4 (Monitoring) and S9 (SWPPPs) will constitute compliance with the approved TMDL. d. Where an applicable TMDL specifically precludes or prohibits discharges from construction activity, the operator is not eligible for coverage under this permit. 2. Applicable TMDL means a TMDL for turbidity, fine sediment, high pH, or phosphorus that is completed and approved by EPA before January 1, 2016, or before the date the operator’s complete permit application is received by Ecology, whichever is later. TMDLs completed after the operator’s complete permit application is received by Ecology become applicable to the Permittee only if they are imposed through an administrative order by Ecology, or through a modification of permit coverage. S9. STORMWATER POLLUTION PREVENTION PLAN The Permittee must prepare and properly implement an adequate Stormwater Pollution Prevention Plan (SWPPP) for construction activity in accordance with the requirements of this permit beginning with initial soil disturbance and until final stabilization. A. The Permittee’s SWPPP must meet the following objectives: 1. To implement best management practices (BMPs) to prevent erosion and sedimentation, and to identify, reduce, eliminate or prevent stormwater contamination and water pollution from construction activity. 2. To prevent violations of surface water quality, ground water quality, or sediment management standards. 3. To control peak volumetric flow rates and velocities of stormwater discharges. B. General Requirements 1. The SWPPP must include a narrative and drawings. All BMPs must be clearly referenced in the narrative and marked on the drawings. The SWPPP narrative must include documentation to explain and justify the pollution prevention decisions made for the project. Documentation must include: a. Information about existing site conditions (topography, drainage, soils, vegetation, etc.). b. Potential erosion problem areas. c. The 13 elements of a SWPPP in Special Condition S9.D.1-13, including BMPs used to address each element. Construction Stormwater General Permit Page 27 d. Construction phasing/sequence and general BMP implementation schedule. e. The actions to be taken if BMP performance goals are not achieved—for example, a contingency plan for additional treatment and/or storage of stormwater that would violate the water quality standards if discharged. f. Engineering calculations for ponds, treatment systems, and any other designed structures. When a treatment system requires engineering calculations, these calculations must be included in the SWPPP. Engineering calculations do not need to be included in the SWPPP for treatment systems that do not require such calculations. 2. The Permittee must modify the SWPPP if, during inspections or investigations conducted by the owner/operator, or the applicable local or state regulatory authority, it is determined that the SWPPP is, or would be, ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. The Permittee must then: a. Review the SWPPP for compliance with Special Condition S9 and make appropriate revisions within 7 days of the inspection or investigation. b. Immediately begin the process to fully implement and maintain appropriate source control and/or treatment BMPs as soon as possible, addressing the problems no later than 10 days from the inspection or investigation. If installation of necessary treatment BMPs is not feasible within 10 days, Ecology may approve additional time when an extension is requested by a Permittee within the initial 10-day response period. c. Document BMP implementation and maintenance in the site log book. The Permittee must modify the SWPPP whenever there is a change in 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. C. Stormwater Best Management Practices (BMPs) BMPs must be consistent with: 1. Stormwater Management Manual for Western Washington (most current approved edition at the time this permit was issued), for sites west of the crest of the Cascade Mountains; or 2. Stormwater Management Manual for Eastern Washington (most current approved edition at the time this permit was issued), for sites east of the crest of the Cascade Mountains; or 3. Revisions to the manuals listed in Special Condition S9.C.1. & 2., or other stormwater management guidance documents or manuals which provide an equivalent level of pollution prevention, that are approved by Ecology and incorporated into this permit in accordance with the permit modification requirements of WAC 173-226-230; or Construction Stormwater General Permit Page 28 4. Documentation in the SWPPP that the BMPs selected provide an equivalent level of pollution prevention, compared to the applicable Stormwater Management Manuals, including: a. The technical basis for the selection of all stormwater BMPs (scientific, technical studies, and/or modeling) that support the performance claims for the BMPs being selected. b. An assessment of how the selected BMP will satisfy AKART requirements and the applicable federal technology-based treatment requirements under 40 CFR part 125.3. D. SWPPP – Narrative Contents and Requirements The Permittee must include each of the 13 elements below in Special Condition S9.D.1-13 in the narrative of the SWPPP and implement them unless site conditions render the element unnecessary and the exemption from that element is clearly justified in the SWPPP. 1. Preserve Vegetation/Mark Clearing Limits a. Before beginning land-disturbing activities, including clearing and grading, clearly mark all clearing limits, sensitive areas and their buffers, and trees that are to be preserved within the construction area. b. Retain the duff layer, native topsoil, and natural vegetation in an undisturbed state to the maximum degree practicable. 2. Establish Construction Access a. Limit construction vehicle access and exit to one route, if possible. b. Stabilize access points with a pad of quarry spalls, crushed rock, or other equivalent BMPs, to minimize tracking sediment onto roads. c. Locate wheel wash or tire baths on site, if the stabilized construction entrance is not effective in preventing tracking sediment onto roads. d. If sediment is tracked off site, clean the affected roadway thoroughly at the end of each day, or more frequently as necessary (for example, during wet weather). Remove sediment from roads by shoveling, sweeping, or pickup and transport of the sediment to a controlled sediment disposal area. e. Conduct street washing only after sediment removal in accordance with Special Condition S9.D.2.d. Control street wash wastewater by pumping back on site or otherwise preventing it from discharging into systems tributary to waters of the State. 3. Control Flow Rates a. Protect properties and waterways downstream of development sites from erosion and the associated discharge of turbid waters due to increases in the Construction Stormwater General Permit Page 29 velocity and peak volumetric flow rate of stormwater runoff from the project site, as required by local plan approval authority. b. Where necessary to comply with Special Condition S9.D.3.a, construct stormwater retention or detention facilities as one of the first steps in grading. Assure that detention facilities function properly before constructing site improvements (for example, impervious surfaces). c. If permanent infiltration ponds are used for flow control during construction, protect these facilities from siltation during the construction phase. 4. Install Sediment Controls The Permittee must design, install and maintain effective erosion controls and sediment controls to minimize the discharge of pollutants. At a minimum, the Permittee must design, install and maintain such controls to: a. Construct sediment control BMPs (sediment ponds, traps, filters, infiltration facilities, etc.) as one of the first steps in grading. These BMPs must be functional before other land disturbing activities take place. b. Minimize sediment discharges from the site. The design, installation and maintenance of erosion and sediment controls must address factors such as the amount, frequency, intensity and duration of precipitation, the nature of resulting stormwater runoff, and soil characteristics, including the range of soil particle sizes expected to be present on the site. c. Direct stormwater runoff from disturbed areas through a sediment pond or other appropriate sediment removal BMP, before the runoff leaves a construction site or before discharge to an infiltration facility. Runoff from fully stabilized areas may be discharged without a sediment removal BMP, but must meet the flow control performance standard of Special Condition S9.D.3.a. d. Locate BMPs intended to trap sediment on site in a manner to avoid interference with the movement of juvenile salmonids attempting to enter off-channel areas or drainages. e. Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas to increase sediment removal and maximize stormwater infiltration, unless infeasible. f. Where feasible, design outlet structures that withdraw impounded stormwater from the surface to avoid discharging sediment that is still suspended lower in the water column. 5. Stabilize Soils a. The Permittee must stabilize exposed and unworked soils by application of effective BMPs that prevent erosion. Applicable BMPs include, but are not limited to: temporary and permanent seeding, sodding, mulching, plastic covering, erosion control fabrics and matting, soil application of polyacrylamide Construction Stormwater General Permit Page 30 (PAM), the early application of gravel base on areas to be paved, and dust control. b. The Permittee must control stormwater volume and velocity within the site to minimize soil erosion. c. The Permittee must control stormwater discharges, including both peak flow rates and total stormwater volume, to minimize erosion at outlets and to minimize downstream channel and stream bank erosion. d. Depending on the geographic location of the project, the Permittee must not allow soils to remain exposed and unworked for more than the time periods set forth below to prevent erosion: West of the Cascade Mountains Crest During the dry season (May 1 - September 30): 7 days During the wet season (October 1 - April 30): 2 days East of the Cascade Mountains Crest, except for Central Basin* During the dry season (July 1 - September 30): 10 days During the wet season (October 1 - June 30): 5 days The Central Basin*, East of the Cascade Mountains Crest During the dry season (July 1 - September 30): 30 days During the wet season (October 1 - June 30): 15 days *Note: The Central Basin is defined as the portions of Eastern Washington with mean annual precipitation of less than 12 inches. e. The Permittee must stabilize soils at the end of the shift before a holiday or weekend if needed based on the weather forecast. f. The Permittee must stabilize soil stockpiles from erosion, protected with sediment trapping measures, and where possible, be located away from storm drain inlets, waterways, and drainage channels. g. The Permittee must minimize the amount of soil exposed during construction activity. h. The Permittee must minimize the disturbance of steep slopes. i. The Permittee must minimize soil compaction and, unless infeasible, preserve topsoil. 6. Protect Slopes a. The Permittee must design and construct cut-and-fill slopes in a manner to minimize erosion. Applicable practices include, but are not limited to, reducing continuous length of slope with terracing and diversions, reducing slope steepness, and roughening slope surfaces (for example, track walking). Construction Stormwater General Permit Page 31 b. The Permittee must divert off-site stormwater (run-on) or ground water away from slopes and disturbed areas with interceptor dikes, pipes, and/or swales. Off-site stormwater should be managed separately from stormwater generated on the site. c. At the top of slopes, collect drainage in pipe slope drains or protected channels to prevent erosion. i. West of the Cascade Mountains Crest: Temporary pipe slope drains must handle the peak 10-minute flow rate from a Type 1A, 10-year, 24-hour frequency storm for the developed condition. Alternatively, the 10-year, 1-hour flow rate predicted by an approved continuous runoff model, increased by a factor of 1.6, may be used. The hydrologic analysis must use the existing land cover condition for predicting flow rates from tributary areas outside the project limits. For tributary areas on the project site, the analysis must use the temporary or permanent project land cover condition, whichever will produce the highest flow rates. If using the Western Washington Hydrology Model (WWHM) to predict flows, bare soil areas should be modeled as "landscaped area.” ii. East of the Cascade Mountains Crest: Temporary pipe slope drains must handle the expected peak flow rate from a 6-month, 3-hour storm for the developed condition, referred to as the short duration storm. d. Place excavated material on the uphill side of trenches, consistent with safety and space considerations. e. Place check dams at regular intervals within constructed channels that are cut down a slope. 7. Protect Drain Inlets a. Protect all storm drain inlets made operable during construction so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. b. Clean or remove and replace inlet protection devices when sediment has filled one-third of the available storage (unless a different standard is specified by the product manufacturer). 8. Stabilize Channels and Outlets a. Design, construct and stabilize all on-site conveyance channels to prevent erosion from the following expected peak flows: i. West of the Cascade Mountains Crest: Channels must handle the peak 10-minute flow rate from a Type 1A, 10-year, 24-hour frequency storm for the developed condition. Alternatively, the 10-year, 1-hour flow rate indicated by an approved continuous runoff model, increased by a factor of 1.6, may be used. The hydrologic analysis must use the existing land Construction Stormwater General Permit Page 32 cover condition for predicting flow rates from tributary areas outside the project limits. For tributary areas on the project site, the analysis must use the temporary or permanent project land cover condition, whichever will produce the highest flow rates. If using the WWHM to predict flows, bare soil areas should be modeled as "landscaped area.” ii. East of the Cascade Mountains Crest: Channels must handle the expected peak flow rate from a 6-month, 3-hour storm for the developed condition, referred to as the short duration storm. b. Provide stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent stream banks, slopes, and downstream reaches at the outlets of all conveyance systems. 9. Control Pollutants Design, install, implement and maintain effective pollution prevention measures to minimize the discharge of pollutants. The Permittee must: a. Handle and dispose of all pollutants, including waste materials and demolition debris that occur on site in a manner that does not cause contamination of stormwater. b. Provide cover, containment, and protection from vandalism for all chemicals, liquid products, petroleum products, and other materials that have the potential to pose a threat to human health or the environment. On-site fueling tanks must include secondary containment. Secondary containment means placing tanks or containers within an impervious structure capable of containing 110% of the volume contained in the largest tank within the containment structure. Double- walled tanks do not require additional secondary containment. c. Conduct maintenance, fueling, and repair of heavy equipment and vehicles using spill prevention and control measures. Clean contaminated surfaces immediately following any spill incident. d. Discharge wheel wash or tire bath wastewater to a separate on-site treatment system that prevents discharge to surface water, such as closed-loop recirculation or upland land application, or to the sanitary sewer with local sewer district approval. e. Apply fertilizers and pesticides in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Follow manufacturers’ label requirements for application rates and procedures. f. Use BMPs to prevent contamination of stormwater runoff by pH-modifying sources. The sources for this contamination include, but are not limited to: bulk cement, cement kiln dust, fly ash, new concrete washing and curing waters, recycled concrete stockpiles, waste streams generated from concrete grinding and sawing, exposed aggregate processes, dewatering concrete vaults, concrete Construction Stormwater General Permit Page 33 pumping and mixer washout waters. (Also refer to the definition for "concrete wastewater" in Appendix A--Definitions.) g. Adjust the pH of stormwater or authorized non-stormwater if necessary to prevent an exceedance of groundwater and/or surface water quality standards. h. Assure that washout of concrete trucks is performed off-site or in designated concrete washout areas only. Do not wash out concrete truck drums or concrete handling equipment onto the ground, or into storm drains, open ditches, streets, or streams. Washout of concrete handling equipment may be disposed of in a designated concrete washout area or in a formed area awating concrete where it will not contaminate surface or ground water. Do not dump excess concrete on site, except in designated concrete washout areas. Concrete spillage or concrete discharge directly to groundwater or surface waters of the State is prohibited. Do not wash out to formed areas awaiting LID facilities. i. Obtain written approval from Ecology before using any chemical treatment, with the exception of CO2 or dry ice used to adjust pH. j. Uncontaminated water from water-only based shaft drilling for construction of building, road, and bridge foundations may be infiltrated provided the wastewater is managed in a way that prohibits discharge to surface waters. Prior to infiltration, water from water-only based shaft drilling that comes into contact with curing concrete must be neutralized until pH is in the range of 6.5 to 8.5 (su). 10. Control Dewatering a. Permittees must discharge foundation, vault, and trench dewatering water, which have characteristics similar to stormwater runoff at the site, into a controlled conveyance system before discharge to a sediment trap or sediment pond. b. Permittees may discharge clean, non-turbid dewatering water, such as well- point ground water, to systems tributary to, or directly into surface waters of the State, as specified in Special Condition S9.D.8, provided the dewatering flow does not cause erosion or flooding of receiving waters. Do not route clean dewatering water through stormwater sediment ponds. Note that “surface waters of the State” may exist on a construction site as well as off site; for example, a creek running through a site. c. Other dewatering treatment or disposal options may include: i. Infiltration. ii. Transport off site in a vehicle, such as a vacuum flush truck, for legal disposal in a manner that does not pollute state waters. Construction Stormwater General Permit Page 34 iii. Ecology-approved on-site chemical treatment or other suitable treatment technologies (see S9.D.9.i. regarding chemical treatment written approval). iv. Sanitary or combined sewer discharge with local sewer district approval, if there is no other option. v. Use of a sedimentation bag with discharge to a ditch or swale for small volumes of localized dewatering. d. Permittees must handle highly turbid or contaminated dewatering water separately from stormwater. 11. Maintain BMPs a. Permittees must maintain and repair all temporary and permanent erosion and sediment control BMPs as needed to assure continued performance of their intended function in accordance with BMP specifications. b. Permittees must remove all temporary erosion and sediment control BMPs within 30 days after achieving final site stabilization or after the temporary BMPs are no longer needed. 12. Manage the Project a. Phase development projects to the maximum degree practicable and take into account seasonal work limitations. b. Inspection and monitoring – Inspect, maintain and repair all BMPs as needed to assure continued performance of their intended function. Conduct site inspections and monitoring in accordance with Special Condition S4. c. Maintaining an updated construction SWPPP – Maintain, update, and implement the SWPPP in accordance with Special Conditions S3, S4 and S9. 13. Protect Low Impact Development (LID) BMPs The primary purpose of LID BMPs/On-site LID Stormwater Management BMPs is to reduce the disruption of the natural site hydrology. LID BMPs are permanent facilities. a. Permittees must protect all Bioretention and Rain Garden facilities from sedimentation through installation and maintenance of erosion and sediment control BMPs on portions of the site that drain into the Bioretention and/or Rain Garden facilities. Restore the facilities to their fully functioning condition if they accumulate sediment during construction. Restoring the facility must include removal of sediment and any sediment-laden Bioretention/Rain Garden soils, and replacing the removed soils with soils meeting the design specification. Construction Stormwater General Permit Page 35 b. Permittees must maintain the infiltration capabilities of Bioretention and Rain Garden facilities by protecting against compaction by construction equipment and foot traffic. Protect completed lawn and landscaped areas from compaction due to construction equipment. c. Permittees must control erosion and avoid introducing sediment from surrounding land uses onto permeable pavements. Do not allow muddy construction equipment on the base material or pavement. Do not allow sediment-laden runoff onto permeable pavements. d. Permittees must clean permeable pavements fouled with sediments or no longer passing an initial infiltration test using local stormwater manual methodology or the manufacturer’s procedures. e. Permittees must keep all heavy equipment off existing soils under LID facilities that have been excavated to final grade to retain the infiltration rate of the soils. E. SWPPP – Map Contents and Requirements The Permittee’s SWPPP must also include a vicinity map or general location map (for example, a USGS quadrangle map, a portion of a county or city map, or other appropriate map) with enough detail to identify the location of the construction site and receiving waters within one mile of the site. The SWPPP must also include a legible site map (or maps) showing the entire construction site. The following features must be identified, unless not applicable due to site conditions: 1. The direction of north, property lines, and existing structures and roads. 2. Cut and fill slopes indicating the top and bottom of slope catch lines. 3. Approximate slopes, contours, and direction of stormwater flow before and after major grading activities. 4. Areas of soil disturbance and areas that will not be disturbed. 5. Locations of structural and nonstructural controls (BMPs) identified in the SWPPP. 6. Locations of off-site material, stockpiles, waste storage, borrow areas, and vehicle/equipment storage areas. 7. Locations of all surface water bodies, including wetlands. 8. Locations where stormwater or non-stormwater discharges off-site and/or to a surface waterbody, including wetlands. 9. Location of water quality sampling station(s), if sampling is required by state or local permitting authority. Construction Stormwater General Permit Page 36 10. Areas where final stabilization has been accomplished and no further construction- phase permit requirements apply. 11. Location or proposed location of LID facilities. S10. NOTICE OF TERMINATION A. The site is eligible for termination of coverage when it has met any of the following conditions: 1. The site has undergone final stabilization, the Permittee has removed all temporary BMPs (except biodegradable BMPs clearly manufactured with the intention for the material to be left in place and not interfere with maintenance or land use), and all stormwater discharges associated with construction activity have been eliminated; or 2. All portions of the site that have not undergone final stabilization per Special Condition S10.A.1 have been sold and/or transferred (per General Condition G9), and the Permittee no longer has operational control of the construction activity; or 3. For residential construction only, the Permittee has completed temporary stabilization and the homeowners have taken possession of the residences. B. When the site is eligible for termination, the Permittee must submit a complete and accurate Notice of Termination (NOT) form, signed in accordance with General Condition G2, to: Department of Ecology Water Quality Program – Construction Stormwater PO Box 47696 Olympia, Washington 98504-7696 When an electronic termination form is available, the Permittee may choose to submit a complete and accurate Notice of Termination (NOT) form through the Water Quality Permitting Portal rather than mailing a hardcopy as noted above. The termination is effective on the thirty-first calendar day following the date Ecology receives a complete NOT form, unless Ecology notifies the Permittee that the termination request is denied because the Permittee has not met the eligibility requirements in Special Condition S10.A. Permittees are required to comply with all conditions and effluent limitations in the permit until the permit has been terminated. Permittees transferring the property to a new property owner or operator/Permittee are required to complete and submit the Notice of Transfer form to Ecology, but are not required to submit a Notice of Termination form for this type of transaction. Construction Stormwater General Permit Page 37 GENERAL CONDITIONS G1. DISCHARGE VIOLATIONS All discharges and activities authorized by this general permit must be consistent with the terms and conditions of this general permit. Any discharge of any pollutant more frequent than or at a level in excess of that identified and authorized by the general permit must constitute a violation of the terms and conditions of this permit. G2. SIGNATORY REQUIREMENTS A. All permit applications must bear a certification of correctness to be signed: 1. In the case of corporations, by a responsible corporate officer; 2. In the case of a partnership, by a general partner of a partnership; 3. In the case of sole proprietorship, by the proprietor; or 4. In the case of a municipal, state, or other public facility, by either a principal executive officer or ranking elected official. B. All reports required by this permit and other information requested by Ecology (including NOIs, NOTs, and Transfer of Coverage forms) must be signed by a person described above or by a duly authorized representative of that person. A person is a duly authorized representative only if: 1. The authorization is made in writing by a person described above and submitted to Ecology. 2. The authorization specifies either an individual or a position having responsibility for the overall operation of the regulated facility, such as the position of plant manager, superintendent, position of equivalent responsibility, or an individual or position having overall responsibility for environmental matters. C. Changes to authorization. If an authorization under paragraph G2.B.2 above is no longer accurate because a different individual or position has responsibility for the overall operation of the facility, a new authorization satisfying the requirements of paragraph G2.B.2 above must be submitted to Ecology prior to or together with any reports, information, or applications to be signed by an authorized representative. D. Certification. Any person signing a document under this section must make the following certification: “I certify under penalty of law, that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering information, the information submitted is, to the best of my Construction Stormwater General Permit Page 38 knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations.” G3. RIGHT OF INSPECTION AND ENTRY The Permittee must allow an authorized representative of Ecology, upon the presentation of credentials and such other documents as may be required by law: A. To enter upon the premises where a discharge is located or where any records are kept under the terms and conditions of this permit. B. To have access to and copy – at reasonable times and at reasonable cost – any records required to be kept under the terms and conditions of this permit. C. To inspect – at reasonable times – any facilities, equipment (including monitoring and control equipment), practices, methods, or operations regulated or required under this permit. D. To sample or monitor – at reasonable times – any substances or parameters at any location for purposes of assuring permit compliance or as otherwise authorized by the Clean Water Act. G4. GENERAL PERMIT MODIFICATION AND REVOCATION This permit may be modified, revoked and reissued, or terminated in accordance with the provisions of Chapter 173-226 WAC. Grounds for modification, revocation and reissuance, or termination include, but are not limited to, the following: A. When a change occurs in the technology or practices for control or abatement of pollutants applicable to the category of dischargers covered under this permit. B. When effluent limitation guidelines or standards are promulgated pursuant to the CWA or Chapter 90.48 RCW, for the category of dischargers covered under this permit. C. When a water quality management plan containing requirements applicable to the category of dischargers covered under this permit is approved, or D. When information is obtained that indicates cumulative effects on the environment from dischargers covered under this permit are unacceptable. G5. REVOCATION OF COVERAGE UNDER THE PERMIT Pursuant to Chapter 43.21B RCW and Chapter 173-226 WAC, the Director may terminate coverage for any discharger under this permit for cause. Cases where coverage may be terminated include, but are not limited to, the following: A. Violation of any term or condition of this permit. B. Obtaining coverage under this permit by misrepresentation or failure to disclose fully all relevant facts. Construction Stormwater General Permit Page 39 C. A change in any condition that requires either a temporary or permanent reduction or elimination of the permitted discharge. D. Failure or refusal of the Permittee to allow entry as required in RCW 90.48.090. E. A determination that the permitted activity endangers human health or the environment, or contributes to water quality standards violations. F. Nonpayment of permit fees or penalties assessed pursuant to RCW 90.48.465 and Chapter 173-224 WAC. G. Failure of the Permittee to satisfy the public notice requirements of WAC 173-226- 130(5), when applicable. The Director may require any discharger under this permit to apply for and obtain coverage under an individual permit or another more specific general permit. Permittees who have their coverage revoked for cause according to WAC 173-226-240 may request temporary coverage under this permit during the time an individual permit is being developed, provided the request is made within ninety (90) days from the time of revocation and is submitted along with a complete individual permit application form. G6. REPORTING A CAUSE FOR MODIFICATION The Permittee must submit a new application, or a supplement to the previous application, whenever a material change to the construction activity or in the quantity or type of discharge is anticipated which is not specifically authorized by this permit. This application must be submitted at least sixty (60) days prior to any proposed changes. Filing a request for a permit modification, revocation and reissuance, or termination, or a notification of planned changes or anticipated noncompliance does not relieve the Permittee of the duty to comply with the existing permit until it is modified or reissued. G7. COMPLIANCE WITH OTHER LAWS AND STATUTES Nothing in this permit will be construed as excusing the Permittee from compliance with any applicable federal, state, or local statutes, ordinances, or regulations. G8. DUTY TO REAPPLY The Permittee must apply for permit renewal at least 180 days prior to the specified expiration date of this permit. The Permittee must reapply using the electronic application form (NOI) available on Ecology’s website. Permittees unable to submit electronically (for example, those who do not have an internet connection) must contact Ecology to request a waiver and obtain instructions on how to obtain a paper NOI. Department of Ecology Water Quality Program - Construction Stormwater PO Box 47696 Olympia, Washington 98504-7696 Construction Stormwater General Permit Page 40 G9. TRANSFER OF GENERAL PERMIT COVERAGE Coverage under this general permit is automatically transferred to a new discharger, including operators of lots/parcels within a common plan of development or sale, if: A. A written agreement (Transfer of Coverage Form) between the current discharger (Permittee) and new discharger, signed by both parties and containing a specific date for transfer of permit responsibility, coverage, and liability (including any Administrative Orders associated with the Permit) is submitted to the Director; and B. The Director does not notify the current discharger and new discharger of the Director’s intent to revoke coverage under the general permit. If this notice is not given, the transfer is effective on the date specified in the written agreement. When a current discharger (Permittee) transfers a portion of a permitted site, the current discharger must also submit an updated application form (NOI) to the Director indicating the remaining permitted acreage after the transfer. G10. REMOVED SUBSTANCES The Permittee must not re-suspend or reintroduce collected screenings, grit, solids, sludges, filter backwash, or other pollutants removed in the course of treatment or control of stormwater to the final effluent stream for discharge to state waters. G11. DUTY TO PROVIDE INFORMATION The Permittee must submit to Ecology, within a reasonable time, all information that Ecology may request to determine whether cause exists for modifying, revoking and reissuing, or terminating this permit or to determine compliance with this permit. The Permittee must also submit to Ecology, upon request, copies of records required to be kept by this permit [40 CFR 122.41(h)]. G12. OTHER REQUIREMENTS OF 40 CFR All other requirements of 40 CFR 122.41 and 122.42 are incorporated in this permit by reference. G13. ADDITIONAL MONITORING Ecology may establish specific monitoring requirements in addition to those contained in this permit by administrative order or permit modification. G14. PENALTIES FOR VIOLATING PERMIT CONDITIONS Any person who is found guilty of willfully violating the terms and conditions of this permit shall be deemed guilty of a crime, and upon conviction thereof shall be punished by a fine of up to ten thousand dollars ($10,000) and costs of prosecution, or by imprisonment at the discretion of the court. Each day upon which a willful violation occurs may be deemed a separate and additional violation. Construction Stormwater General Permit Page 41 Any person who violates the terms and conditions of a waste discharge permit shall incur, in addition to any other penalty as provided by law, a civil penalty in the amount of up to ten thousand dollars ($10,000) for every such violation. Each and every such violation shall be a separate and distinct offense, and in case of a continuing violation, every day’s continuance shall be deemed to be a separate and distinct violation. G15. UPSET Definition – “Upset” means an exceptional incident in which there is unintentional and temporary noncompliance with technology-based permit effluent limitations because of factors beyond the reasonable control of the Permittee. An upset does not include noncompliance to the extent caused by operational error, improperly designed treatment facilities, inadequate treatment facilities, lack of preventive maintenance, or careless or improper operation. An upset constitutes an affirmative defense to an action brought for noncompliance with such technology-based permit effluent limitations if the requirements of the following paragraph are met. A Permittee who wishes to establish the affirmative defense of upset must demonstrate, through properly signed, contemporaneous operating logs or other relevant evidence that: 1) an upset occurred and that the Permittee can identify the cause(s) of the upset; 2) the permitted facility was being properly operated at the time of the upset; 3) the Permittee submitted notice of the upset as required in Special Condition S5.F, and; 4) the Permittee complied with any remedial measures required under this permit. In any enforcement proceeding, the Permittee seeking to establish the occurrence of an upset has the burden of proof. G16. PROPERTY RIGHTS This permit does not convey any property rights of any sort, or any exclusive privilege. G17. DUTY TO COMPLY The Permittee must comply with all conditions of this permit. Any permit noncompliance constitutes a violation of the Clean Water Act and is grounds for enforcement action; for permit termination, revocation and reissuance, or modification; or denial of a permit renewal application. G18. TOXIC POLLUTANTS The Permittee must comply with effluent standards or prohibitions established under Section 307(a) of the Clean Water Act for toxic pollutants within the time provided in the regulations that establish those standards or prohibitions, even if this permit has not yet been modified to incorporate the requirement. Construction Stormwater General Permit Page 42 G19. PENALTIES FOR TAMPERING The Clean Water Act provides that any person who falsifies, tampers with, or knowingly renders inaccurate any monitoring device or method required to be maintained under this permit shall, upon conviction, be punished by a fine of not more than $10,000 per violation, or by imprisonment for not more than two years per violation, or by both. If a conviction of a person is for a violation committed after a first conviction of such person under this condition, punishment shall be a fine of not more than $20,000 per day of violation, or imprisonment of not more than four (4) years, or both. G20. REPORTING PLANNED CHANGES The Permittee must, as soon as possible, give notice to Ecology of planned physical alterations, modifications or additions to the permitted construction activity. The Permittee should be aware that, depending on the nature and size of the changes to the original permit, a new public notice and other permit process requirements may be required. Changes in activities that require reporting to Ecology include those that will result in: A. The permitted facility being determined to be a new source pursuant to 40 CFR 122.29(b). B. A significant change in the nature or an increase in quantity of pollutants discharged, including but not limited to: for sites 5 acres or larger, a 20% or greater increase in acreage disturbed by construction activity. C. A change in or addition of surface water(s) receiving stormwater or non-stormwater from the construction activity. D. A change in the construction plans and/or activity that affects the Permittee’s monitoring requirements in Special Condition S4. Following such notice, permit coverage may be modified, or revoked and reissued pursuant to 40 CFR 122.62(a) to specify and limit any pollutants not previously limited. Until such modification is effective, any new or increased discharge in excess of permit limits or not specifically authorized by this permit constitutes a violation. G21. REPORTING OTHER INFORMATION Where the Permittee becomes aware that it failed to submit any relevant facts in a permit application, or submitted incorrect information in a permit application or in any report to Ecology, it must promptly submit such facts or information. G22. REPORTING ANTICIPATED NON-COMPLIANCE The Permittee must give advance notice to Ecology by submission of a new application or supplement thereto at least forty-five (45) days prior to commencement of such discharges, of any facility expansions, production increases, or other planned changes, such as process modifications, in the permitted facility or activity which may result in noncompliance with permit limits or conditions. Any maintenance of facilities, which might necessitate Construction Stormwater General Permit Page 43 unavoidable interruption of operation and degradation of effluent quality, must be scheduled during non-critical water quality periods and carried out in a manner approved by Ecology. G23. REQUESTS TO BE EXCLUDED FROM COVERAGE UNDER THE PERMIT Any discharger authorized by this permit may request to be excluded from coverage under the general permit by applying for an individual permit. The discharger must submit to the Director an application as described in WAC 173-220-040 or WAC 173-216-070, whichever is applicable, with reasons supporting the request. These reasons will fully document how an individual permit will apply to the applicant in a way that the general permit cannot. Ecology may make specific requests for information to support the request. The Director will either issue an individual permit or deny the request with a statement explaining the reason for the denial. When an individual permit is issued to a discharger otherwise subject to the construction stormwater general permit, the applicability of the construction stormwater general permit to that Permittee is automatically terminated on the effective date of the individual permit. G24. APPEALS A. The terms and conditions of this general permit, as they apply to the appropriate class of dischargers, are subject to appeal by any person within 30 days of issuance of this general permit, in accordance with Chapter 43.21B RCW, and Chapter 173-226 WAC. B. The terms and conditions of this general permit, as they apply to an individual discharger, are appealable in accordance with Chapter 43.21B RCW within 30 days of the effective date of coverage of that discharger. Consideration of an appeal of general permit coverage of an individual discharger is limited to the general permit’s applicability or nonapplicability to that individual discharger. C. The appeal of general permit coverage of an individual discharger does not affect any other dischargers covered under this general permit. If the terms and conditions of this general permit are found to be inapplicable to any individual discharger(s), the matter shall be remanded to Ecology for consideration of issuance of an individual permit or permits. G25. SEVERABILITY The provisions of this permit are severable, and if any provision of this permit, or application of any provision of this permit to any circumstance, is held invalid, the application of such provision to other circumstances, and the remainder of this permit shall not be affected thereby. G26. BYPASS PROHIBITED A. Bypass Procedures Bypass, which is the intentional diversion of waste streams from any portion of a treatment facility, is prohibited for stormwater events below the design criteria for Construction Stormwater General Permit Page 44 stormwater management. Ecology may take enforcement action against a Permittee for bypass unless one of the following circumstances (1, 2, 3 or 4) is applicable. 1. Bypass of stormwater is consistent with the design criteria and part of an approved management practice in the applicable stormwater management manual. 2. Bypass for essential maintenance without the potential to cause violation of permit limits or conditions. Bypass is authorized if it is for essential maintenance and does not have the potential to cause violations of limitations or other conditions of this permit, or adversely impact public health. 3. Bypass of stormwater is unavoidable, unanticipated, and results in noncompliance of this permit. This bypass is permitted only if: a. Bypass is unavoidable to prevent loss of life, personal injury, or severe property damage. “Severe property damage” means substantial physical damage to property, damage to the treatment facilities which would cause them to become inoperable, or substantial and permanent loss of natural resources which can reasonably be expected to occur in the absence of a bypass. b. There are no feasible alternatives to the bypass, such as the use of auxiliary treatment facilities, retention of untreated wastes, maintenance during normal periods of equipment downtime (but not if adequate backup equipment should have been installed in the exercise of reasonable engineering judgment to prevent a bypass which occurred during normal periods of equipment downtime or preventative maintenance), or transport of untreated wastes to another treatment facility. c. Ecology is properly notified of the bypass as required in Special Condition S5.F of this permit. 4. A planned action that would cause bypass of stormwater and has the potential to result in noncompliance of this permit during a storm event. The Permittee must notify Ecology at least thirty (30) days before the planned date of bypass. The notice must contain: a. A description of the bypass and its cause. b. An analysis of all known alternatives which would eliminate, reduce, or mitigate the need for bypassing. c. A cost-effectiveness analysis of alternatives including comparative resource damage assessment. d. The minimum and maximum duration of bypass under each alternative. e. A recommendation as to the preferred alternative for conducting the bypass. Construction Stormwater General Permit Page 45 f. The projected date of bypass initiation. g. A statement of compliance with SEPA. h. A request for modification of water quality standards as provided for in WAC 173-201A-110, if an exceedance of any water quality standard is anticipated. i. Steps taken or planned to reduce, eliminate, and prevent reoccurrence of the bypass. 5. For probable construction bypasses, the need to bypass is to be identified as early in the planning process as possible. The analysis required above must be considered during preparation of the Stormwater Pollution Prevention Plan (SWPPP) and must be included to the extent practical. In cases where the probable need to bypass is determined early, continued analysis is necessary up to and including the construction period in an effort to minimize or eliminate the bypass. Ecology will consider the following before issuing an administrative order for this type bypass: a. If the bypass is necessary to perform construction or maintenance-related activities essential to meet the requirements of this permit. b. If there are feasible alternatives to bypass, such as the use of auxiliary treatment facilities, retention of untreated wastes, stopping production, maintenance during normal periods of equipment down time, or transport of untreated wastes to another treatment facility. c. If the bypass is planned and scheduled to minimize adverse effects on the public and the environment. After consideration of the above and the adverse effects of the proposed bypass and any other relevant factors, Ecology will approve, conditionally approve, or deny the request. The public must be notified and given an opportunity to comment on bypass incidents of significant duration, to the extent feasible. Approval of a request to bypass will be by administrative order issued by Ecology under RCW 90.48.120. B. Duty to Mitigate The Permittee is required to take all reasonable steps to minimize or prevent any discharge or sludge use or disposal in violation of this permit that has a reasonable likelihood of adversely affecting human health or the environment. Construction Stormwater General Permit Page 46 APPENDIX A – DEFINITIONS AKART is an acronym for “all known, available, and reasonable methods of prevention, control, and treatment.” AKART represents the most current methodology that can be reasonably required for preventing, controlling, or abating the pollutants and controlling pollution associated with a discharge. Applicable TMDL means a TMDL for turbidity, fine sediment, high pH, or phosphorus, which was completed and approved by EPA before January 1, 2016, or before the date the operator’s complete permit application is received by Ecology, whichever is later. Applicant means an operator seeking coverage under this permit. Benchmark means a pollutant concentration used as a permit threshold, below which a pollutant is considered unlikely to cause a water quality violation, and above which it may. When pollutant concentrations exceed benchmarks, corrective action requirements take effect. Benchmark values are not water quality standards and are not numeric effluent limitations; they are indicator values. Best Management Practices (BMPs) means schedules of activities, prohibitions of practices, maintenance procedures, and other physical, structural and/or managerial practices to prevent or reduce the pollution of waters of the State. BMPs include treatment systems, operating procedures, and practices to control: stormwater associated with construction activity, spillage or leaks, sludge or waste disposal, or drainage from raw material storage. Buffer means an area designated by a local jurisdiction that is contiguous to and intended to protect a sensitive area. Bypass means the intentional diversion of waste streams from any portion of a treatment facility. Calendar Day A period of 24 consecutive hours starting at 12:00 midnight and ending the following 12:00 midnight. Calendar Week (same as Week) means a period of seven consecutive days starting at 12:01 a.m. (0:01 hours) on Sunday. Certified Erosion and Sediment Control Lead (CESCL) means a person who has current certification through an approved erosion and sediment control training program that meets the minimum training standards established by Ecology (see BMP C160 in the SWMM). Chemical Treatment means the addition of chemicals to stormwater and/or authorized non- stormwater prior to filtration and discharge to surface waters. Clean Water Act (CWA) means the Federal Water Pollution Control Act enacted by Public Law 92-500, as amended by Public Laws 95-217, 95-576, 96-483, and 97-117; USC 1251 et seq. Combined Sewer means a sewer which has been designed to serve as a sanitary sewer and a storm sewer, and into which inflow is allowed by local ordinance. Construction Stormwater General Permit Page 47 Common Plan of Development or Sale means a site where multiple separate and distinct construction activities may be taking place at different times on different schedules and/or by different contractors, but still under a single plan. Examples include: 1) phased projects and projects with multiple filings or lots, even if the separate phases or filings/lots will be constructed under separate contract or by separate owners (e.g., a development where lots are sold to separate builders); 2) a development plan that may be phased over multiple years, but is still under a consistent plan for long-term development; 3) projects in a contiguous area that may be unrelated but still under the same contract, such as construction of a building extension and a new parking lot at the same facility; and 4) linear projects such as roads, pipelines, or utilities. If the project is part of a common plan of development or sale, the disturbed area of the entire plan must be used in determining permit requirements. Composite Sample means a mixture of grab samples collected at the same sampling point at different times, formed either by continuous sampling or by mixing discrete samples. May be "time-composite" (collected at constant time intervals) or "flow-proportional" (collected either as a constant sample volume at time intervals proportional to stream flow, or collected by increasing the volume of each aliquot as the flow increases while maintaining a constant time interval between the aliquots. Concrete Wastewater means any water used in the production, pouring and/or clean-up of concrete or concrete products, and any water used to cut, grind, wash, or otherwise modify concrete or concrete products. Examples include water used for or resulting from concrete truck/mixer/pumper/tool/chute rinsing or washing, concrete saw cutting and surfacing (sawing, coring, grinding, roughening, hydro-demolition, bridge and road surfacing). When stormwater comingles with concrete wastewater, the resulting water is considered concrete wastewater and must be managed to prevent discharge to waters of the State, including ground water. Construction Activity means land disturbing operations including clearing, grading or excavation which disturbs the surface of the land. Such activities may include road construction, construction of residential houses, office buildings, or industrial buildings, site preparation, soil compaction, movement and stockpiling of topsoils, and demolition activity. Contaminant means any hazardous substance that does not occur naturally or occurs at greater than natural background levels. See definition of “hazardous substance” and WAC 173-340-200. Contaminated Groundwater means groundwater which contains contaminants, pollutants, or hazardous substances that do not occur naturally or occur at levels greater than natural background. Contaminated Soil means soil which contains contaminants, pollutants, or hazardous substances that do not occur naturally or occur at levels greater than natural background. Demonstrably Equivalent means that the technical basis for the selection of all stormwater BMPs is documented within a SWPPP, including: 1. The method and reasons for choosing the stormwater BMPs selected. Construction Stormwater General Permit Page 48 2. The pollutant removal performance expected from the BMPs selected. 3. The technical basis supporting the performance claims for the BMPs selected, including any available data concerning field performance of the BMPs selected. 4. An assessment of how the selected BMPs will comply with state water quality standards. 5. An assessment of how the selected BMPs will satisfy both applicable federal technology- based treatment requirements and state requirements to use all known, available, and reasonable methods of prevention, control, and treatment (AKART). Department means the Washington State Department of Ecology. Detention means the temporary storage of stormwater to improve quality and/or to reduce the mass flow rate of discharge. Dewatering means the act of pumping ground water or stormwater away from an active construction site. Director means the Director of the Washington State Department of Ecology or his/her authorized representative. Discharger means an owner or operator of any facility or activity subject to regulation under Chapter 90.48 RCW or the Federal Clean Water Act. Domestic Wastewater means water carrying human wastes, including kitchen, bath, and laundry wastes from residences, buildings, industrial establishments, or other places, together with such ground water infiltration or surface waters as may be present. Ecology means the Washington State Department of Ecology. Engineered Soils means the use of soil amendments including, but not limited, to Portland cement treated base (CTB), cement kiln dust (CKD), or fly ash to achieve certain desirable soil characteristics. Equivalent BMPs means operational, source control, treatment, or innovative BMPs which result in equal or better quality of stormwater discharge to surface water or to ground water than BMPs selected from the SWMM. Erosion means the wearing away of the land surface by running water, wind, ice, or other geological agents, including such processes as gravitational creep. Erosion and Sediment Control BMPs means BMPs intended to prevent erosion and sedimentation, such as preserving natural vegetation, seeding, mulching and matting, plastic covering, filter fences, sediment traps, and ponds. Erosion and sediment control BMPs are synonymous with stabilization and structural BMPs. Federal Operator is an entity that meets the definition of “Operator” in this permit and is either any department, agency or instrumentality of the executive, legislative, and judicial branches of Construction Stormwater General Permit Page 49 the Federal government of the United States, or another entity, such as a private contractor, performing construction activity for any such department, agency, or instrumentality. Final Stabilization (same as fully stabilized or full stabilization) means the establishment of a permanent vegetative cover, or equivalent permanent stabilization measures (examples of permanent non-vegetative stabilization methods include, but are not limited to riprap, gabions or geotextiles) which prevents erosion. Ground Water means water in a saturated zone or stratum beneath the land surface or a surface waterbody. Hazardous Substance means any dangerous or extremely hazardous waste as defined in RCW 70.105.010 (5) and (6), or any dangerous or extremely dangerous waste as designated by rule under chapter 70.105 RCW; any hazardous substance as defined in RCW 70.105.010(10) or any hazardous substance as defined by rule under chapter 70.105 RCW; any substance that, on the effective date of this section, is a hazardous substance under section 101(14) of the federal cleanup law, 42 U.S.C., Sec. 9601(14); petroleum or petroleum products; and any substance or category of substances, including solid waste decomposition products, determined by the director by rule to present a threat to human health or the environment if released into the environment. The term hazardous substance does not include any of the following when contained in an underground storage tank from which there is not a release: crude oil or any fraction thereof or petroleum, if the tank is in compliance with all applicable federal, state, and local law. Injection Well means a well that is used for the subsurface emplacement of fluids. (See Well.) Jurisdiction means a political unit such as a city, town or county; incorporated for local self- government. National Pollutant Discharge Elimination System (NPDES) means the national program for issuing, modifying, revoking and reissuing, terminating, monitoring, and enforcing permits, and imposing and enforcing pretreatment requirements, under sections 307, 402, 318, and 405 of the Federal Clean Water Act, for the discharge of pollutants to surface waters of the State from point sources. These permits are referred to as NPDES permits and, in Washington State, are administered by the Washington State Department of Ecology. Notice of Intent (NOI) means the application for, or a request for coverage under this general permit pursuant to WAC 173-226-200. Notice of Termination (NOT) means a request for termination of coverage under this general permit as specified by Special Condition S10 of this permit. Operator means any party associated with a construction project that meets either of the following two criteria:  The party has operational control over construction plans and specifications, including the ability to make modifications to those plans and specifications; or Construction Stormwater General Permit Page 50  The party has day-to-day operational control of those activities at a project that are necessary to ensure compliance with a SWPPP for the site or other permit conditions (e.g., they are authorized to direct workers at a site to carry out activities required by the SWPPP or comply with other permit conditions). Permittee means individual or entity that receives notice of coverage under this general permit. pH means a liquid’s measure of acidity or alkalinity. A pH of 7 is defined as neutral. Large variations above or below this value are considered harmful to most aquatic life. pH Monitoring Period means the time period in which the pH of stormwater runoff from a site must be tested a minimum of once every seven days to determine if stormwater pH is between 6.5 and 8.5. Point Source means any discernible, confined, and discrete conveyance, including but not limited to, any pipe, ditch, channel, tunnel, conduit, well, discrete fissure, and container from which pollutants are or may be discharged to surface waters of the State. This term does not include return flows from irrigated agriculture. (See Fact Sheet for further explanation.) Pollutant means dredged spoil, solid waste, incinerator residue, filter backwash, sewage, garbage, domestic sewage sludge (biosolids), munitions, chemical wastes, biological materials, radioactive materials, heat, wrecked or discarded equipment, rock, sand, cellar dirt, and industrial, municipal, and agricultural waste. This term does not include sewage from vessels within the meaning of section 312 of the CWA, nor does it include dredged or fill material discharged in accordance with a permit issued under section 404 of the CWA. Pollution means contamination or other alteration of the physical, chemical, or biological properties of waters of the State; including change in temperature, taste, color, turbidity, or odor of the waters; or such discharge of any liquid, gaseous, solid, radioactive or other substance into any waters of the State as will or is likely to create a nuisance or render such waters harmful, detrimental or injurious to the public health, safety or welfare; or to domestic, commercial, industrial, agricultural, recreational, or other legitimate beneficial uses; or to livestock, wild animals, birds, fish or other aquatic life. Process Wastewater means any water which, during manufacturing or processing, comes into direct contact with or results from the production or use of any raw material, intermediate product, finished product, byproduct, or waste product. If stormwater commingles with process wastewater, the commingled water is considered process wastewater. Receiving Water means the waterbody at the point of discharge. If the discharge is to a storm sewer system, either surface or subsurface, the receiving water is the waterbody to which the storm system discharges. Systems designed primarily for other purposes such as for ground water drainage, redirecting stream natural flows, or for conveyance of irrigation water/return flows that coincidentally convey stormwater are considered the receiving water. Construction Stormwater General Permit Page 51 Representative means a stormwater or wastewater sample which represents the flow and characteristics of the discharge. Representative samples may be a grab sample, a time- proportionate composite sample, or a flow proportionate sample. Ecology’s Construction Stormwater Monitoring Manual provides guidance on representative sampling. Responsible Corporate Officer for the purpose of signatory authority means: (i) a president, secretary, treasurer, or vice-president of the corporation in charge of a principal business function, or any other person who performs similar policy- or decision-making functions for the corporation, or (ii) the manager of one or more manufacturing, production, or operating facilities, provided, the manager is authorized to make management decisions which govern the operation of the regulated facility including having the explicit or implicit duty of making major capital investment recommendations, and initiating and directing other comprehensive measures to assure long term environmental compliance with environmental laws and regulations; the manager can ensure that the necessary systems are established or actions taken to gather complete and accurate information for permit application requirements; and where authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures (40 CFR 122.22). Sanitary Sewer means a sewer which is designed to convey domestic wastewater. Sediment means the fragmented material that originates from the weathering and erosion of rocks or unconsolidated deposits, and is transported by, suspended in, or deposited by water. Sedimentation means the depositing or formation of sediment. Sensitive Area means a waterbody, wetland, stream, aquifer recharge area, or channel migration zone. SEPA (State Environmental Policy Act) means the Washington State Law, RCW 43.21C.020, intended to prevent or eliminate damage to the environment. Significant Amount means an amount of a pollutant in a discharge that is amenable to available and reasonable methods of prevention or treatment; or an amount of a pollutant that has a reasonable potential to cause a violation of surface or ground water quality or sediment management standards. Significant Concrete Work means greater than 1000 cubic yards poured concrete or recycled concrete used over the life of a project. Significant Contributor of Pollutants means a facility determined by Ecology to be a contributor of a significant amount(s) of a pollutant(s) to waters of the State of Washington. Site means the land or water area where any "facility or activity" is physically located or conducted. Source Control BMPs means physical, structural or mechanical devices or facilities that are intended to prevent pollutants from entering stormwater. A few examples of source control Construction Stormwater General Permit Page 52 BMPs are erosion control practices, maintenance of stormwater facilities, constructing roofs over storage and working areas, and directing wash water and similar discharges to the sanitary sewer or a dead end sump. Stabilization means the application of appropriate BMPs to prevent the erosion of soils, such as, temporary and permanent seeding, vegetative covers, mulching and matting, plastic covering and sodding. See also the definition of Erosion and Sediment Control BMPs. Storm Drain means any drain which drains directly into a storm sewer system, usually found along roadways or in parking lots. Storm Sewer System means a means a conveyance, or system of conveyances (including roads with drainage systems, municipal streets, catch basins, curbs, gutters, ditches, manmade channels, or storm drains designed or used for collecting or conveying stormwater. This does not include systems which are part of a combined sewer or Publicly Owned Treatment Works (POTW) as defined at 40 CFR 122.2. Stormwater means that portion of precipitation that does not naturally percolate into the ground or evaporate, but flows via overland flow, interflow, pipes, and other features of a stormwater drainage system into a defined surface waterbody, or a constructed infiltration facility. Stormwater Management Manual (SWMM) or Manual means the technical Manual published by Ecology for use by local governments that contain descriptions of and design criteria for BMPs to prevent, control, or treat pollutants in stormwater. Stormwater Pollution Prevention Plan (SWPPP) means a documented plan to implement measures to identify, prevent, and control the contamination of point source discharges of stormwater. Surface Waters of the State includes lakes, rivers, ponds, streams, inland waters, salt waters, and all other surface waters and water courses within the jurisdiction of the State of Washington. Temporary Stabilization means the exposed ground surface has been covered with appropriate materials to provide temporary stabilization of the surface from water or wind erosion. Materials include, but are not limited to, mulch, riprap, erosion control mats or blankets and temporary cover crops. Seeding alone is not considered stabilization. Temporary stabilization is not a substitute for the more permanent “final stabilization.” Total Maximum Daily Load (TMDL) means a calculation of the maximum amount of a pollutant that a waterbody can receive and still meet state water quality standards. Percentages of the total maximum daily load are allocated to the various pollutant sources. A TMDL is the sum of the allowable loads of a single pollutant from all contributing point and nonpoint sources. The TMDL calculations must include a "margin of safety" to ensure that the waterbody can be protected in case there are unforeseen events or unknown sources of the pollutant. The calculation must also account for seasonable variation in water quality. Construction Stormwater General Permit Page 53 Transfer of Coverage (TOC) means a request for transfer of coverage under this general permit as specified by General Condition G9 of this permit. Treatment BMPs means BMPs that are intended to remove pollutants from stormwater. A few examples of treatment BMPs are detention ponds, oil/water separators, biofiltration, and constructed wetlands. Transparency means a measurement of water clarity in centimeters (cm), using a 60 cm transparency tube. The transparency tube is used to estimate the relative clarity or transparency of water by noting the depth at which a black and white Secchi disc becomes visible when water is released from a value in the bottom of the tube. A transparency tube is sometimes referred to as a “turbidity tube.” Turbidity means the clarity of water expressed as nephelometric turbidity units (NTUs) and measured with a calibrated turbidimeter. Uncontaminated means free from any contaminant. See definition of “contaminant” and WAC 173-340-200. Waste Load Allocation (WLA) means the portion of a receiving water’s loading capacity that is allocated to one of its existing or future point sources of pollution. WLAs constitute a type of water quality based effluent limitation (40 CFR 130.2[h]). Water-only Based Shaft Drilling is a shaft drilling process that uses water only and no additives are involved in the drilling of shafts for construction of building, road, or bridge foundations. Water quality means the chemical, physical, and biological characteristics of water, usually with respect to its suitability for a particular purpose. Waters of the State includes those waters as defined as "waters of the United States" in 40 CFR Subpart 122.2 within the geographic boundaries of Washington State and "waters of the State" as defined in Chapter 90.48 RCW, which include lakes, rivers, ponds, streams, inland waters, underground waters, salt waters, and all other surface waters and water courses within the jurisdiction of the state of Washington. Well means a bored, drilled or driven shaft, or dug hole whose depth is greater than the largest surface dimension. (See Injection well.) Wheel Wash Wastewater means any water used in, or resulting from the operation of, a tire bath or wheel wash (BMP C106: Wheel Wash), or other structure or practice that uses water to physically remove mud and debris from vehicles leaving a construction site and prevent track- out onto roads. When stormwater comingles with wheel wash wastewater, the resulting water is considered wheel wash wastewater and must be managed according to Special Condition S9.D.9. Construction Stormwater General Permit Page 54 APPENDIX B – ACRONYMS AKART All Known, Available, and Reasonable Methods of Prevention, Control, and Treatment BMP Best Management Practice CESCL Certified Erosion and Sediment Control Lead CFR Code of Federal Regulations CKD Cement Kiln Dust cm Centimeters CTB Cement-Treated Base CWA Clean Water Act DMR Discharge Monitoring Report EPA Environmental Protection Agency ERTS Environmental Report Tracking System ESC Erosion and Sediment Control FR Federal Register LID Low Impact Development NOI Notice of Intent NOT Notice of Termination NPDES National Pollutant Discharge Elimination System NTU Nephelometric Turbidity Unit RCW Revised Code of Washington SEPA State Environmental Policy Act SWMM Stormwater Management Manual SWPPP Stormwater Pollution Prevention Plan TMDL Total Maximum Daily Load UIC Underground Injection Control USC United States Code USEPA United States Environmental Protection Agency WAC Washington Administrative Code WQ Water Quality WWHM Western Washington Hydrology Model Construction Stormwater General Permit Page 55 SEDIMENT POND SIZING CALCULATIONS Project Name: Gayteway Business Park - Building F Date: 09/13/21 Street Location: 20015 67th Ave NE Our Job No.: 21334 Municipality: Arlington, WA Engineer: Carmen Clinch FS = 2 13-Sep 5-minute Q100 (due to size of site) = 2.94 cfs WWHM VS = 0.00096 ft/s FS 2 Q 100 2.94 Vs 0.00096 SA = 6125.00 ft2 SA 6125 Minimum Area of Sediment Pond =6125 ft2 6125 SONDERGAARD GEOSCIENCE, PLLC 13012 65TH Avenue SE Snohomish, Washington 98296 February 12, 2020 Revised November 6, 2020 Project No. J-0045 GS Venture Partners P.O. Box 1727 Bellevue, WA 98009 Attention: Chris Gayte Subject: Geotechnical Engineering Study Building G Gayteway Business Park 20015 67th Avenue NE Arlington, Washington Dear Mr. Gayte: As requested, Sondergaard Geosciences, PLLC (SGP) is pleased to present our geotechnical engineering study for the subject site. This study has been prepared for the exclusive use of GS Venture Partners and their agents, for specific application to this project. Within the limitations of scope and schedule, our services have been performed in accordance with generally accepted engineering geology and geotechnical engineering practices in effect in this area at the time our study was prepared. No other warranty, express or implied, is made. SITE AND PROJECT DESCRIPTION The subject property consists of a portion of an irregularly-shaped parcel (Snohomish County Parcel Number 31051400200700), with a combined area of approximately 54 acres located at 20015 67th Avenue NE in Arlington, Washington (Figure 1). The subject property of this report (Building E) is comprised of Lots 14 and 15 which are bounded to the east by 74th Avenue NE, to the north and south commercial/industrial development and to the west by Lots 3 and 13 of the new business park. The proposed project that is the subject of this report consist of a 246,280 square feet commercial building with associated parking and utilities. At the business park site, overall site topography is relatively flat on the west half of the parcel with moderate slopes down to the east toward the east half of the parcel. Lots 14 and 15 lay in a topographic low on the east of the parcel with up sloping ground to the west, east and south. February 12, 2018: Revised November 6, 2020 SONDERGARRD GEOSCIENCES, PLLC Gayteway Business Park Buildings G Geotechnical Engineering Study Arlington, Washington Extensive clearing and grading of the site to remove vegetation, topsoil and other deleterious material revealed native Recessional Outwash sand and gravel underlay the Building E site prior to filling. SUBSURFACE CONDITIONS Structural Fill Approximately 10 feet of fill consisting of site derived sandy gravel and gravelly sand was placed and compacted on the Building E pad as documented in AESI Field Reports Nos. 1 through 24 attached to this report. This material was placed and compacted as structural fill to a density of at least 95 percent of its maximum dry density as determined by ASTM D 1557. This structural fill is suitable for support of building foundations, pavements and other structures. Recessional Outwash Native Recessional Outwash soils underly the structural fills. These soils generally consist of medium dense, moist, oxidized brown to gray, gravelly sand to sandy gravel and scattered cobbles. This unit is suitable for support of structural fills, foundations, slabs and pavements when properly compacted as recommended in this report. Ground Water Ground water seepage was not encountered during filling and grading operations accomplished at the site from July 14, 2016 to February 28, 2019. It should be noted that the depth and occurrence of ground water seepage at the site likely varies in response to such factors as changes in season, amount of precipitation, location, and site use. GEOLOLGIC HAZARDS The following discussion of applicable geologic hazards is based on review of the City of Arlington Municipal Code (AMC) and the geologic, topographic, and ground and surface water conditions as observed and discussed herein. The discussion will be limited to landslide and steep slope hazards, seismic hazards, and erosion hazards. Slope Hazards and Mitigations The subject building site has slopes on the south side of the lots that exhibit inclinations of approximately 21 to 25 percent over heights of 70 to 100 feet. These slopes were graded to their existing contour during recent site filling and grading activities. In our opinion, the site slopes do February 12, 2018: Revised November 6, 2020 SONDERGARRD GEOSCIENCES, PLLC 2 Gayteway Business Park Buildings G Geotechnical Engineering Study Arlington, Washington not meet the criteria of a Landslide Hazard Area according to AMC Part IV Section 20.93.600(b)(2). According to AMC Part IV Section 20.93.600.b(3)(B) the site slopes are classified as moderate. Landslide hazard mitigations are not recommended. Seismic Hazards and Mitigations Seismic Hazard Area Ground water was not encountered during recent site grading and filling activities that raised site grades about 10 feet. Review of well logs on file at the Washington State Department of Ecology indicates that the shallowest ground water in the vicinity of the site occurs at depths of about 30 to 50 feet below the ground surface and that soils below this depth typically consist of clay and silt. In our opinion, the subsurface conditions at the project site do not meet the definition in AMC Part IV Section 20.93.600(b)(4) for a Seismic Hazard Area due to the depth to the shallowest ground water and the density and fine-grained nature of the soils at and below that depth. However, earthquakes occur in the Puget Lowland with great regularity. The majority of these events are small and are usually not felt by people. However, large earthquakes do occur, as evidenced by the 1949, 7.2-magnitude event; the 1965, 6.5-magnitude event; and the 2001, 6.8- magnitude event. The 1949 earthquake appears to have been the largest in this area during recorded history. Evaluation of return rates indicates that an earthquake of the magnitude between 5.5 and 6.0 is likely within a given 20- to 40-year period. Generally, there are four types of potential hazards associated with large seismic events: 1) surficial ground rupture, 2) seismically induced landslides, 3) liquefaction, and 4) ground motion. The potential for each of these hazards to adversely impact the proposed project is discussed below. Surficial Ground Rupture The project site is located approximately 16 miles southwest of the Devil’s Mountain Fault Zone. This fault systems in has been hypothesized to have a reoccurrence interval in excess of several thousand years. Due to the suspected long recurrence interval and distance from the subject site, the potential for surficial ground rupture is considered to be low during the expected life of the proposed development. No mitigation efforts beyond complying with the requirements of the local jurisdictions and the current International Building Code (IBC) are recommended for this site. February 12, 2018: Revised November 6, 2020 SONDERGARRD GEOSCIENCES, PLLC 3 Gayteway Business Park Buildings G Geotechnical Engineering Study Arlington, Washington Seismically Induced Landslides The potential risk of damage to the proposed structures by seismically induced land sliding is low due to the moderate topography and lack of ground water seepage on the project site, in our opinion. Liquefaction Liquefaction is the process of loose, saturated sand losing its internal shear strength when subjected to cyclic loading, as may occur during an earthquake. Due to the lack of a shallow ground water table at the site and the density and fine-grained nature of soils below the ground water at depth, the potential for liquefaction to occur is low, in our opinion. Ground Motion It is our opinion that earthquake damage to the proposed structures, when founded on suitable bearing strata in accordance with the recommendations contained herein, will likely be caused by the intensity and acceleration associated with the event. Structural design for the project should follow current IBC standards. The 2015 IBC defines Site Classification by reference to Table 20.3.-1 of the American Society of Civil Engineers publication ASCE 7, the current version of which is ASCE 7-10. In our opinion the subsurface conditions at the site are consistent with a Site Classification of “D” as defined in the referenced documents. Erosion Hazards and Mitigations Soils that underlie the project site are classified by the USDA Soil Survey as Everett very gravelly sandy loan with 0 to 8 percent slopes and a slight erosion hazard. The subject property does not meet the criteria for an erosion hazard area as defined in AMC Part IV Section 20.93.600(b)(1). The following discussion addresses potential erosion hazards that could develop during construction. The most effective erosion control measure is the maintenance of adequate ground cover. Maintaining cover measures atop disturbed ground provides the greatest reduction to the potential generation of turbid runoff and sediment transport. During the local wet season (October 1 through March 31), exposed soil should not remain uncovered for more than 2 days unless it is actively being worked. Ground-cover measures can include erosion control matting, plastic sheeting, straw mulch, crushed rock or recycled concrete, or mature hydroseed. Some fine-grained surface soils are the result of natural weathering processes that have broken down parent materials into their mineral components. These mineral components can have an February 12, 2018: Revised November 6, 2020 SONDERGARRD GEOSCIENCES, PLLC 4 Gayteway Business Park Buildings G Geotechnical Engineering Study Arlington, Washington inherent electrical charge. Electrically charged mineral fines attract oppositely charged particles and can combine (flocculate) to form larger particles that will settle out of suspension. The sediments produced during the recent glaciation of Puget Sound are, however, most commonly the suspended soils that are carried by site storm water. The fine-grained fraction of the glacially derived soil is referred to as “rock flour,” which is primarily a silt-sized particle with no electrical charge. These particles, once suspended in water, may have settling times in periods of months. Therefore, the flow length within a temporary sediment control trap or pond has virtually no effect on the water quality of the discharge, since silt will not settle out of suspension in the time it takes to flow from one end of the pond to the other. Reduction of turbidity from a construction site is almost entirely a function of cover measures and flow control. Temporary sediment traps and ponds are necessary to control the release rate of the runoff and to provide a catchment for sand-sized and larger soil particles, but are very ineffective at reducing the turbidity of the runoff. To mitigate the erosion hazards and potential for off-site sediment transport, we recommend the following: 1) The winter performance of a site is dependent on a well-conceived plan for control of site erosion and storm water runoff. It is easier to keep the soil on the ground than to remove it from storm water. The owner and the design team should include adequate ground- cover measures, access roads, and staging areas in the project bid to give the selected contractor a workable site. The selected contractor needs to be prepared to implement and maintain the required measures to reduce the amount of exposed ground. A site maintenance plan should be in place in the event storm water turbidity measurements are greater than the City of Arlington standards. 2) All TESC measures for a given area to be graded or otherwise worked should be installed prior to any activity within that area. The recommended sequence of construction within a given area would be to install sediment traps and/or ponds and establish perimeter flow control prior to starting mass grading. 3) During the wetter months of the year, or when large storm events are predicted during the summer months, each work area should be stabilized so that if showers occur, the work area can receive the rainfall without excessive erosion or sediment transport. The required measures for an area to be “buttoned-up” will depend on the time of year and the duration the area will be left un-worked. During the winter months, areas that are to be left un-worked for more than 2 days should be mulched or covered with plastic. During the summer months, stabilization will usually consist of seal-rolling the subgrade. February 12, 2018: Revised November 6, 2020 SONDERGARRD GEOSCIENCES, PLLC 5 Gayteway Business Park Buildings G Geotechnical Engineering Study Arlington, Washington Such measures will aid in the contractor’s ability to get back into a work area after a storm event. The stabilization process also includes establishing temporary storm water conveyance channels through work areas to route runoff to the approved treatment facilities. 4) All disturbed areas should be revegetated as soon as possible. If it is outside of the growing season, the disturbed areas should be covered with mulch, as recommended in the erosion control plan. Straw mulch provides the most cost-effective cover measure and can be made wind-resistant with the application of a tackifier after it is placed. 5) Surface runoff and discharge should be controlled during and following development. Uncontrolled discharge may promote erosion and sediment transport. Under no circumstances should concentrated discharges be allowed to flow over significant slopes. 6) Soils that are to be reused around the site should be stored in such a manner as to reduce erosion from the stockpile. Protective measures may include, but are not limited to, covering with plastic sheeting, the use of low stockpiles in flat areas, or the use of straw bales/silt fences around pile perimeters. During the period between October 1 and March 31, these measures are required. 7) On-site erosion control inspections and turbidity monitoring should be performed in accordance with City of Arlington requirements. Weekly and monthly reporting to Ecology should be performed on a regularly scheduled basis. TESC monitoring should be part of the weekly construction team meetings. Temporary and permanent erosion control and drainage measures should be adjusted and maintained, as necessary, at the time of construction. It is our opinion that with the proper implementation of the TESC plans and by field-adjusting appropriate mitigation elements (best management practices) during construction, as recommended by the erosion control inspector, the potential adverse impacts from erosion hazards on the project during construction can be mitigated. GEOTECHNICAL ENGINEERING RECOMMENDATIONS The structural fill placed over the native Vashon recessional outwash encountered at the site is suitable for foundation and pavement support. The following sections provide our recommendations for foundation support, support of slab-on-grade floors and pavements. February 12, 2018: Revised November 6, 2020 SONDERGARRD GEOSCIENCES, PLLC 6 Gayteway Business Park Buildings G Geotechnical Engineering Study Arlington, Washington Site Preparation Site preparation of planned structural fill pads, building foundations, and other areas should include removal of all vegetation and any other deleterious material that has accumulated on the surface of the building pad since the completion of grading activities. Areas where loose surficial soils exist due to grading/grubbing operations should be recompacted in place, or if this is not feasible due to either soil composition or moisture content, the loose soils should be removed and replaced as subsequently recommended for structural fill placement. In our opinion, stable construction slopes should be the responsibility of the contractor and should be determined during construction. For estimating purposes, however, we anticipate that temporary, unsupported cut slopes in the structural fill and medium dense native soils may be made at a maximum slope of 1H:1V (Horizontal:Vertical). Additionally, if ground water seepage is observed, the temporary slopes may need to be readjusted. As is typical with earthwork operations, some sloughing and raveling may occur, and cut slopes may have to be adjusted in the field. In addition, WISHA/OSHA regulations should be followed at all times. Permanent cut slopes in the structural fill or medium dense native sediments must not exceed a 2H:1V inclination. Fill slopes should either be overbuilt and trimmed back to final grade or surface compacted to a specified density. The structural fill and native soils may be subject to disturbance when wet. The contractor must use care during site preparation and excavation operations so that the underlying soils are not softened. If disturbance occurs, the softened soils should be removed and the area brought to grade with structural fill. Consideration should be given to protecting access and staging areas with an appropriate section of crushed rock or asphalt treated base (ATB). Foundation Support Conventional Spread Footings The foundation bearing stratum consists of structural fill compacted to a firm and unyielding condition and spread footings may be used for foundation support. The documented structural fill placed below foundations consists of non-organic soil, free of deleterious materials compacted to at least 95 percent of the modified Proctor maximum dry density, as determined by American Society for Testing and Materials (ASTM): D 1557 and documented in the above referenced AESI field reports. Structural fill below footing areas should extend laterally beyond the footing edges a distance equal to or greater than the depth of the footing but no less than 2 feet. Sediments exposed in footing excavations should be compacted to a firm and unyielding condition prior to footing placement. February 12, 2018: Revised November 6, 2020 SONDERGARRD GEOSCIENCES, PLLC 7 Gayteway Business Park Buildings G Geotechnical Engineering Study Arlington, Washington For footings founded directly upon structural fill, we recommend that an allowable bearing pressure of 2,500 pounds per square foot (psf) be used for design purposes, including both dead and live loads. An increase of one-third may be used for short-term wind or seismic loading. Perimeter footings for the proposed buildings should be buried a minimum of 18 inches into the surrounding soil for frost protection. No minimum burial depth is required for interior footings; however, all no footings should be founded on loose soils. The area bounded by lines extending downward at 1H:1V (Horizontal:Vertical) from any footing must not intersect another footing or intersect a filled area that has not been compacted to at least 95 percent of ASTM:D 1557. In addition, a 1. 5H:1V line extending down from any footing must not daylight because sloughing or raveling may eventually undermine the footing. Thus, footings should not be placed near the edges of steps or cuts in the bearing soils. All footing areas should be observed by SGP prior to placing concrete to verify that the exposed soils can support the design foundation bearing capacity and that construction conforms with the recommendations in this report. Foundation bearing verification may also be required by the governing municipality. Structural Fill If additional structural fill is necessary to establish desired grades, all references to structural fill in this report refer to subgrade preparation, fill type, placement, and compaction of materials as discussed in this section. If a percentage of compaction is specified under another section of this report, the value given in that section should be used. Native soils or imported granular fill, approved by the geotechnical engineer or their representative, or recycled crushed concrete that is less than 3 inches in diameter may be used for structural fill when compacted to a firm and unyielding condition as determined by the geotechnical engineer or engineering geologist. After stripping, planned excavation, and any required over-excavation have been performed to the satisfaction of the geotechnical engineer/engineering geologist, the upper 12 inches of exposed ground should be recompacted to a firm and unyielding condition. If the subgrade contains too much moisture, adequate recompaction may be difficult or impossible to obtain and should probably not be attempted. In lieu of recompaction, the area to receive fill should be blanketed with washed rock or quarry spalls to act as a capillary break between the new fill and the wet subgrade. Where the exposed ground remains soft and further over-excavation is impractical, placement of an engineering stabilization fabric may be necessary to prevent contamination of the free-draining layer by silt migration from below. February 12, 2018: Revised November 6, 2020 SONDERGARRD GEOSCIENCES, PLLC 8 Gayteway Business Park Buildings G Geotechnical Engineering Study Arlington, Washington Foundation Walls All backfill behind foundation walls or around foundation units should be placed as per our recommendations for structural fill and as described in this section of the report. Horizontally backfilled walls, which are free to yield laterally at least 0.1 percent of their height, may be designed to resist active lateral earth pressure represented by an equivalent fluid equal to 35 pounds per cubic foot (pcf). Fully restrained, horizontally backfilled, rigid walls that cannot yield should be designed for an equivalent fluid of 50 pcf. Walls with sloping backfill up to a maximum gradient of 2H:1V should be designed using an equivalent fluid of 55 pcf for yielding conditions or 75 pcf for fully restrained conditions. If parking areas are adjacent to walls, a surcharge equivalent to 2 feet of soil should be added to the wall height in determining lateral design forces. As required by the 2015 IBC, retaining wall design should include a seismic surcharge pressure in addition to the equivalent fluid pressures presented above. Considering the site soils and the recommended wall backfill materials, we recommend a seismic surcharge pressure of 8H and 10H psf, where H is the wall height in feet for the “active” and “at-rest” loading conditions, respectively. The seismic surcharge should be modeled as a rectangular distribution with the resultant applied at the midpoint of the walls. The lateral pressures presented above are based on the conditions of a uniform backfill consisting of excavated on-site soils, or imported structural fill compacted to 90 percent of ASTM:D 1557. A higher degree of compaction is not recommended, as this will increase the pressure acting on the walls. A lower compaction may result in settlement of the slab-on-grade or other structures supported above the walls. Thus, the compaction level is critical and must be tested by our firm during placement. Surcharges from adjacent footings or heavy construction equipment must be added to the above values. Perimeter footing drains should be provided for all retaining walls, as discussed under the “Drainage Considerations” section of this report. It is imperative that proper drainage be provided so that hydrostatic pressures do not develop against the walls. This would involve installation of a minimum 1-foot-wide blanket drain to within 1 foot of finish grade for the full wall height using imported, washed gravel against the walls. Passive Resistance and Friction Factors Lateral loads can be resisted by friction between the foundation and the natural glacial soils or supporting structural fill soils, and by passive earth pressure acting on the buried portions of the foundations. The foundations must be backfilled with structural fill and compacted to at least 95 February 12, 2018: Revised November 6, 2020 SONDERGARRD GEOSCIENCES, PLLC 10 Gayteway Business Park Buildings G Geotechnical Engineering Study Arlington, Washington percent of the maximum dry density to achieve the passive resistance provided below. We recommend the following allowable design parameters: • Passive equivalent fluid = 250 pcf • Coefficient of friction = 0.35 Drainage Considerations All perimeter footing walls should be provided with a drain at the base of the footing elevation. Drains should consist of rigid, perforated, polyvinyl chloride (PVC) pipe surrounded by washed pea gravel. The level of the perforations in the pipe should be set at or slightly below the bottom of the footing and the drains should be constructed with sufficient gradient to allow gravity discharge away from the buildings. Roof and surface runoff should not discharge into the footing drain system but should be handled by a separate, rigid, tightline drain. In planning, exterior grades adjacent to foundations should be sloped downward away from the structures to achieve surface drainage. Pavement Design The following presents our recommendations for design of asphalt pavement design for lighter loaded car traffic and heavier loaded truck traffic at the above referenced site. All areas to be paved should be crowned or sloped to direct storm water flow to the edges of the roadway and parking areas. The subgrade should then be compacted to a dense and nonyielding condition with a minimum 20-ton vibratory roller. Any fill areas should be tested to verify a minimum compaction of 95 percent of the modified Proctor maximum density or to a firm and unyielding condition as determined by the engineering geologist. Prior to application of the recommended pavement section the areas to be paved should be proof-rolled with a fully loaded, tandem axle dump truck. Any soft or yielding areas identified during proof-rolling should be over-excavated and backfilled with structural fill. Both the compaction of the subgrade and the proof-roll should be witnessed and documented by a representative of SGP. Therefore, upon completion of an approved proof roll as discussed above, the minimum pavement section for this project is as follows: Parking Areas (Passenger Cars/Light Vehicles) 4” of base course/top course 2.5” Hot Mix Asphalt (HMA) Class ½” aggregate with a PG 58-22 asphalt binder February 12, 2018: Revised November 6, 2020 SONDERGARRD GEOSCIENCES, PLLC 11 Gayteway Business Park Buildings G Geotechnical Engineering Study Arlington, Washington Drive Lanes /Loading Bays (Trucks/Heavier Vehicles) 6” of base course/top course 4” Hot Mix Asphalt (HMA) Class ½” aggregate with a PG 58-22 asphalt binder The base course/top course rock should be compacted to a dense and unyielding condition. Base course and top course gravel should conform to Washington State Department of Transportation (WSDOT) Specification 9-03.9(3) for crushed surfacing materials. The HMA should be compacted to a minimum 91 percent of the maximum theoretical specific gravity (Rice’s density). PROJECT DESIGN AND CONSTRUCTION MONITORING Our report is based on a general project concept provided by the owner. We recommend that SGP be allowed to review this report and update it as needed when a more detailed project plan has been developed. In this way, we can confirm that our earthwork and foundation recommendations have been properly interpreted and implemented in the design. This review is not included in our current scope of work and budget. We are also available to provide geotechnical recommendations in the event that variations in subsurface conditions become apparent and earthwork monitoring services during construction. The integrity of the foundation system depends on proper site preparation and construction procedures. In addition, engineering decisions may have to be made in the field in the services are not part of this current scope of work. If these services are desired, please let us know, and we will prepare a cost proposal. February 12, 2018: Revised November 6, 2020 SONDERGARRD GEOSCIENCES, PLLC 12 Gayteway Business Park Buildings G Geotechnical Engineering Study Arlington, Washington After recompaction of the exposed ground is approved, or a free-draining rock course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as non-organic soil, acceptable to the geotechnical engineer/engineering geologist, placed in maximum 8-inch loose lifts with each lift being compacted to 95 percent of ASTM:D-1557. In the case of roadway and utility trench filling, the backfill should be placed and compacted in accordance with local codes and standards. The top of the compacted fill should extend horizontally outward a minimum distance of 3 feet beyond the location of the perimeter footings or roadway edges before sloping down at a maximum angle of 2H:1V. The contractor should note that any proposed fill soils must be evaluated by SGP prior to their use in fills. This would require that we have a sample of the material at least 72 hours in advance to perform a Proctor test and determine its field compaction standard. Soils in which the amount of fine-grained material (smaller than the No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture-sensitive. Use of moisture-sensitive soil in structural fills should be limited to favorable dry weather and dry subgrade conditions. Construction equipment traversing the site when the soils are wet can cause considerable disturbance. If fill is placed during wet weather or if proper compaction cannot be obtained, a select import material consisting of a clean, free-draining gravel and/or sand should be used. Free-draining fill consists of non-organic soil with the amount of fine-grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction and at least 25 percent retained on the No. 4 sieve. Slab-on-Grade Floor Support Slab-on-grade floors may be constructed directly on the structural fill placed over the native Recessional Outwash soils. Areas of the slab subgrade that are disturbed (loosened) during construction should be recompacted to an unyielding condition prior to placing the pea gravel, as described below. In order to control moisture vapor transfer through the slab, slab-on-grade floors should be constructed atop a capillary break consisting of a minimum thickness of 4 inches of washed pea gravel, washed crushed rock or other suitable material approved by the geotechnical engineer or engineering geologist. The capillary break should be overlain by a 10-mil (minimum thickness) plastic vapor retarder. February 12, 2018: Revised November 6, 2020 SONDERGARRD GEOSCIENCES, PLLC 9 BUILDING 'B' 78,957 SF FF= 135.00 11.01' 120,680 SF BUILDING 'C' FF= 137.00 ' 246,280 SF FF= 124.50 SF FF= 153.0? 89,000 SF FF= 152.00 GAYTEWAY BUSINESS PARK -CONCEPT OVERALL DEVELOPMENT PLAN SF date: 1/22/19 by: Terraforma Design Group FF= 153.0? X X X X X X X X X X X 21 1 BELLEVUE, WA 98009 PO BOX 1727 PARK LLC GAYTEWAY BUSINESS 21334 GEOTECH MARKUP Title: For: SCALE: 1"=50' BUILDING 'G' 117,796 SF GAYTEWAY BUSINESS PARK © 2020 Microsoft Corporation © 2020 Maxar ©CNES (2020) Distribution Airbus DS © 2020 HERE BUILDING 'F' 116,899 SF R.O.W. DEDICATION associated earth sciences irrcorporaled FIELD REPORT 1of1 911 Fifth Avenue Date Project Name Project No. Kirkland, Washington 98033 6 JUL 16 Gayteway Business Park KE150563A Phone: 425-827-770L Location Municipality Weather Fax: 425- 827-5424 20015 67th Avenue NE Arlington Clear 70's www.aesgeo.com Permit No. DPD No. Report No, 7738 t Engineer/Architect To: GS Venture Partners P.O. Box 1727 Client/Owner Be I levu e, W A 980O9-L7 27 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET / Chris AS REQUESTED BY: CIiENt Earthwork /Superintendent USVET / Chris THE FOLLOWING WAS NOTED: AESI was onsite for a pre-construction meeting and sample pick up for Proctor analysis. Upon our arrival, we met with Chris from GS Venture, and Chris from USVET. Twosamplesoftheon-sitematerial wereobtainedforaProctoranalysis. Thesampleswereobtainedtowardsthe southeast corner and south side of the site. Both the client and contractor informed us that they would contact AESI to schedule a site visit. Copies To: Field Rep Su-Kiet Lieu Date Mailed Principal / PM: Jon Sond LEG v.6/1.4 This document is considered a DRAFT until signed or initialed by an AESI or Manoger associated earth sciences irr.rorporated FIELD REPORT Pa Lof2 911 Fifth Avenue Date Project Name Project No. Kirkland, Washington 98033 14 JUL 16 Ga Business Park KE150563A Phone'. 425-827-7701, Location Municipality Weather Fax: 425- 827-5424 20015 67th Avenue NE Arli n Clear 80's www.aesgeo.com Permit No, DPD No. Report No. 7738 2 Engineer/Architect To: GS Venture Partners P.O. Box 1727 Client/Owner Be I I evu e, W A 98O09-I7 27 GS Venture Partners ArrN: Chris Gayte General Contractor/Superintendent USVET Chris A5 REQUESTED BY: CIiENt Earthwork /Superintendent USVET / Chris THE FOLLOWING WAS NOTED: AESI was onsite for construction monitoring of earthwork activities. Upon our arrival, we met with Chris from USVET. Mass Fill: The earthwork contractor informed us they had placed about 3 to 4 feet of fill along the south side of the proposed building. We observed the subgrade soils along the edge of the fill area consisted of a gravelly sand to sandy gravel that could be penetrated from 1 to 4 inches with a L/2 inch diameter probe rod. The fill material consisted of a dark brown, silty sand, which the contractor informed us was compacted in about 8 to 12 inch lifts with a roller. We did not observe the compaction process. A sampleofthefill material wasobtainedforaProctoranalysis. Basedonthesurveystakes,weestimatedthefill hadbeenplacedto an elevation between 1L3 to 115 feet. The contractor inquired about placing fill against the slopes along the west and south sides of the site. We observed the slopesingeneral wereabout45'(1H:1V) witha4to5feetvertical faceatthetop. Werecommendedthecontractorbenchthe slope in phases at the maximum about 4 feet vertically and raise the fill to the top of the vertical cut before benching another 4 feet vertical cut. Densitv Readines: We performed four in place density readings with results that ranged from 95 to 96% of the maximum dry density, according to ASTM D 1557. We were able to penetrate from 2 to 5 inches on the compacted fill material with a 1/2 inch diameter probe rod. Conclusions: We informed the contractor the area observed today met lhe 95% compaction criteria Reading Location Elevation Max DD DD MC Compact No. (ft) (pcf) ( pcf) (%l (%l L Bldg Area, Mid S Area 115 118.0 7r2.O 10.4 95 2 Bldg Area, S Area 113 118.0 111.9 'J.4.2 95 3 Bldg Area, SSE Area 113 118.0 t72.7 15.0 95 4 Bldg Area, SE 113 118.0 113.6 14.3 96 Copies To: Field Rep Su-Kiet Lieu Date Mailed Principal/ PM: Jon Sond a rd, v.611.4 This document is considered a DRAFT until signed or initioled by on AESI Principol or Project Monoger AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 14 JUL 16 Project No.: KE150563A Permit No. DPD No. 1.> l.'1. .:. i t: l" l \_) .J F.i d x4 t I I i. i I , - ,r) 6 t t Slope Areaj '; { [,]) f.-, Observed fod.ay.. ( , 1{ ,1 l-'r r-\.-*/'"\, Fl Copies To: Field Rep: Su-Kiet Lieu Date Mailed Principal / PM: Jon Sondergaard, LEG v.6/14 This document is considered o DRAFT until signed or initialed by an AESI Principal or Project Manoger associated earth sciences irrcorporated FIELD REPORT Pa Lof2 911 Fifth Avenue Date Project Name Project No. Kirkland, Washington 98033 26 JUL 16 Gayteway Business Park KE150563A Phonei 425-827-770I Location Municipality Weather Fax: 425-827-5424 20015 57th Avenue NE Arlington Clear 80's www.aesgeo.com Permit No, DPD No. Report No. 7738 3 Engineer/Architect To: GS Venture Partners P.O. Box 1727 Client/Owner Bellevue, WA 98009-L727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET / Chris A5 REQUESTED BY: contractor Earthwork /Superintendent USVET / Chris THE FOI IOWING WAS NOTED AESI was onsite for construction monitoring of earthwork activities. Upon our arrival, we met with Chris from USVET. Mass Fill: The earthwork contractor informed us they had placed about 4 to 6 feet of fill along the middle and southeast areas of the site. The middle area was within the proposed building footprint and the southeast area was mainly within the proposed parking area. Weobservedthesubgradesoilsalongtheedgesofthefill areaconsistedofagravellysandtosandygravel thatcouldbe penetrated from 1 to 4 inches with a L/2 inch diameter probe rod. Fill material consisted of a sand and gravel for the southeast portion, and sand for the middle portion; which the contractor informed us was compacted in about 8 to 12 inch lifts with a sheeps footroller' Wedidnotobservethecompactionprocess. AsampleofthesandwasobtainedforaProctoranalysis. Basedonthe survey stakes, we estimated the fill had been placed to an elevation between 111 and L13 feet at the southeast, and between 114 and 119 feet at the middle. We observed signs the slope areas along the south and east sides of the site were benched in phases as fill placement occurred. ThecontractorinformedustheyhadbeenbenchingthelH:lVslopewith4feetvertical cutsandremainingvegetation along the slope areas would be removed as benching progresses up the slope. Densitv Readings: We performed eight in place density readings with results that ranged from 95 to 98% of the maximum dry density, according to ASTM D 1557. We were able to penetrate from 2 to 5 inches on the compacted fill material with a t/2 inch diameter probe rod. Conclusions: We informed the contractor the area observed today met the 95% compaction criteria. Reading Location Elevation Max DD DD MC Compact No. (ft) (pcf) (pcf) (%l l%l 1 SE Portion of SE Fill Area !7L r28.3 r23.0 7.L 96 2 E Portion of SE FillArea 171, 122.1 L20.6 6.5 98 3 Mid Portion of SE Fill Area tr2 L28.3 723.2 6.2 96 4 NW Portion of SE Fill Area 113 122.1, t20.7 6.7 98 5 W Portion of SE Fill Area 113 128.3 123.5 4.9 96 6 N Portion of Mid Fill Area 1.1.4 103.5 99.8 4.7 96 7 Mid Portion of Mid Fill Area 777 103.5 100.9 s.9 97 8 S Portion of Mid Fill Area I79 722.1 119.9 6.3 98 Copies To: Field Rep: Su-Kiet Lieu Date Mailed Principal/ PM Jon Sondergaard, LEG .w v.6h4 This document is considered o DRAFT until signed or initialed by an AESI Principal or Project Monager AESI FIELD REPORT Page2 of 2 To: Project Name Gayteway Business Park Date: 26 JUL 16 Project No.: KE1s0563A Permit No. DPD No. Ac /^'- ---'---- L-J I c3 V ll tr Copies To: Field Rep Su-Kiet Lieu Date Mailed: Principal / PM: Jon Sondergaard, LEG v. 6/1.4 This document is considered a DRAFT until signed or initialed by an AES| Principal or Project Manoger associated earth sciences irrcot'porated FIELD REPORT lofZ 911 Fifth Avenue Date Project Name Project No. ( Kirkland, Washington 98033 1 AUG 16 Gayteway Business Park KE150563A Phonei 425-827-770L Location Mtinicipality Weather Fax: 425- 827-5424 20015 67th Avenue NE Arlington Clear 80's www.aesgeo.com Permit No. DPD No, Report No. t738 4 Engineer/Architect To: GS Venture Partners P.O. Box 7727 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ArrN: Chris Gayte General Contractor/Superintendent USVET / Chris AS REQUESTED BY: CONTTACTOT Earthwork /Superintendent USVET / Chris THE FOLLOWI WAS NOTED: ,:l AESI was onsite for construction monitoring of earthwork activities. Upon our arrival, we met with Chris from USVET. Mass Fill: The earthwork contractor informed us they had placed about 1 to 3 feet of fill along the southeast and east areas of the site. Both the southeast and east areas were mainly within the proposed parking areas. We observed the subgrade soils along the edges of the fill area consisted of a gravelly sand to sandy gravel that could be penetrated from 1to 4 inches with a 1/2 inch diameterproberod. Fill material consistedof asandandgravel fromthesouthsideofthesite. Thecontractorinformedusthefill was compacted in about 8 to 12 inch lifts with a sheeps foot roller. We did not observe the compaction process. Based on the survey stakes, we estimated the fill had been placed to an elevation between 1L2 and 117 feet at the southeast, and between L1L and 1"1.3 feet at the east. Densitv Readings: We performed seven in place density readings with results that ranged from 95 lo 99o/o of the maximum dry density, according to ASTM D 1557. We were able to penetrate from 1 to 4 inches on the compacted fill material with a 7/2 inch diameter probe rod. Conclusions: We informed the contractor the area observed today met the 95% compaction criteria. Reading Location Elevation Max DD DD MC Compact No. (ft) (pcf) ( pcf) (%) %t 1, SE Portion of SE Fill Area LL4 128.3 T2T.8 7.0 95 2 SW Portion of SE Fill Area 118 r28.3 724.2 8.9 97 3 Mid Portion of SE Fill Area L1,4 r28.3 \27.4 9.9 95 4 NW Portion of SE Fill Area 1,r7 r28.3 126.6 5.2 99 5 NE Portion of SE Fill Area II2 r28.3 125.s 8.3 98 6 S Portion of E Fill Area 111 128.3 12r.8 5.9 95 7 N Portion of E Fill Area 113 r28.3 12L.6 8.4 95 Copies To: Field Rep: Su-Kiet Lieu Date Mailed Principal / PM: Jon Sondergaard, v.611.4 This document is considered o DRAFT until signed or initioled by an or Project Monager AESI FIELD REPORT Page 2 of 2 To: Project Name Gayteway Business Park Date: 1 AUG 16 Project No.: KE150563A Permit No. DPD No. ,1 ' 'r t- I t t I I I 1.- (> ,/ ---" r -. -. 1,1 i rl l n Copies To: Field Rep Su-Kiet Lieu Date Mailed Principal / PM: Jon Sondergaard, LEG v.6/t4 This document is considered o DRAFT until signed or initialed by on AES| Principol or Project Monoger associated earth sciences irrcorporated FIELD REPORT Page L of 2 911 Fifth Avenue Date Proiect Name Project No. Kirkland, Washington 98033 4 AUG 16 Gayteway Business Park KE150563A Phone: 425-827-7701 Location Municipality Weather Fax: 425- 827-5424 2OOL5 67th Avenue NE Arlington Clear 80's www.aesgeo.com Permit No. DPD No. Report No. 1738 5 Engineer/Architect To: GS Venture Partners P.O. Box L727 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET / Cfrris AS REQUESTED BY: CONTTACTOT Ea rthwork /Superintendent USVET / Chris THE FOLLOWING WAS NOTED AESI was onsite for construction monitoring of earthwork activities. Upon our arrival, we met with Chris from USVET. Mass Fill: The earthwork contractor informed us they had placed about 1 to 4 feet of fill along the southeast and east areas of the site' The southeast fill area was under proposed parking and road areas, and the east fill area was within the proposed slope area. We observed the subgrade soils along the edges of the fill area consisted of a gravelly sand to sandy gravel that could be penetrated from 1 to 4 inches with a 1/2 inch diameter probe rod. Fill material for the southeast area consisted of a sand and gravel from the south side of the site, while fill material forthe east fill area consisted of a silty sand, with some organics from the north side of the site. The contractor informed us the fill was compacted in about 8 to 12 inch lifts with a sheeps foot roller. We did not observe the compaction process. Based on the survey stakes, we estimated the fill had been placed to an elevation between 111 and j.18 feet at the southeast, and between 111 and tI7 feet at the east. We recommended to the contractor that the use of soils with some organics was acceptable under the areas that are not slopes, provided the soils with organics are spread throughout the site; however, soils with organics should not be used exclusively on slope areas. Densitv Readings: We performed six in place density readings with results that ranged from 95 to 96% of the maximum dry density, according to ASTM D 1557. We were able to penetrate from 1 to 5 inches on the compacted fill material with a t/2 inch diameter probe rod. Conclusions: We informed the contractorthe area southeast area observed today metthe 95% compaction criteria. We also recommended the contractor not place soils with organics exclusively on proposed slope areas. Reading Location Elevation Max DD DD MC Compact No. (ft) ( Pcf) (pcf) (%l (%l 1 SE Portion of SE Fill Area 116 722.1 r75.7 8.3 95 2 S Portion of SE Fill Area TLl 128.3 L22.5 8.8 95 3 SW Portion of SE Fill Area 118 t22.1 115.9 6.4 96 4 W Portion of SE Fill Area 714 122.t 1L7.3 6.7 96 5 N Portion of 5E Fill Area IT2 r22.1 775.4 8.2 95 6 NE Portion of SE Fill Area 111 122.I r77.4 8.8 96 Copies To: Field Rep Su-Kiet Lieu Date Mailed Principal/ PM: Jon Sonde ard LEG v. 6/1,4 This document is considered a DRAFT until signed or initialed by on AESI Principal Monager AESI FIELD REPORT Page 2 of 2 To: Project Name Gayteway Business Park Date: 4 AUG 16 Project No.: KE150563A Permit No. DPD No. o! ll /_-\ /t-'\-r'"\ !l Copies To: Field Rep Su-Kiet Lieu Date Mailed Principal / PM: Jon Sondergaard, LEG v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Principol or Project Monager associated earth sciences incorporated FIELD REPORT Page 1 of 2 911 Fifth Avenue Date Project Name Project No. Kirkland, Washington 98033 16 AUG 16 Gayteway Business Park KE150563A Phone: 425-827-770I Location Municipality Weather Fax: 425- 827-5424 200L5 67th Avenue NE Arlington Clear 80's www.aesgeo.com Permit No. DPD No. Report No L738 6 Engineer/Architect To: GS Venture Partners P.O. Box 1727 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ArrN: Chris Gayte Genera I Contractor/Superintendent USVET / Chris AS REQUESTED BY: contractor Earthwork /Superintendent USVET / Chris THE FOLLOWING WAS NOTED: AESI was onsite for construction monitoring of earthwork activities Upon our arrival, we met with Chris from USVET Mass Fill: The earthwork contractor informed us they had placed about 1 to 4 feet of fill along the middle, southeast and east areas of the site. The middle fill area was within the building footprint, the southeast fill area was under proposed parking and road areas, andtheeastfill areawaswithintheproposedslopearea. Weobservedthesubgradesoilsalongtheedgesofthefill areaconsisted ofagravellysandtosandygravel thatcouldbepenetratedfromlto4incheswilhal/2inchdiameterproberod. Fill material for the areas observed today consisted of a sand and gravel from the south side of the site. The contractor informed us the fill was compacted in about 4 to 8 inch lifts with a smooth drum roller. We did not observe the compaction process. Based on the survey stakes, we estimated the fill areas observed today had been placed to an elevation between 114 and 120 feet. The contractor informed us that they were distributing and mixing some of the soils with organics in thin lifts throughout the fill areas to prevent from concentrating organic laden soils under proposed slope areas. Densitv Readings: We performed seven in place density readings with results that ranged from 95 lo 97% of the maximum dry density, according to ASTM D 1557. We were able to penetrate from 1 to 5 inches on the compacted fill material with a 1/2 inch diameter probe rod. Conclusions: We informed the contractor the fill areas observed today met the 95% compaction criteria Reading Location Elevation Max DD DD MC Compact No. (ft) (Pcf) (pcf) (%l t%t 7 SE Portion of SE Fill Area r20 t28.3 rzt.3 5.1 95 2 S Portion of SE Fill Area TT4 128.3 I2L,4 5.9 95 3 E Portion of Mid Fill Area r.18 L28.3 I24.7 3.0 96 4 Mid Portion of Mid Fill Area 177 103.5 98.0 L2.8 95 5 W Portion of Mid Fill Area 115 L22.7 1,r8.2 6.6 97 6 Mid Portion of E Fill Area LL4 128.3 r22.5 4.9 95 7 S Portion of E Fill Area 776 r28.3 r22.9 5.3 95 Copies To: Field Rep: Su-Kiet Lieu Date Mailed Principal/ PM ion Sondergaard, L,u-p v.6/1.4 This document is considered a DRAFT until signed or initioled by an AESI Principo! or Project Mandger AESI FIELD REPORT Page2 of 2 To: Project Name Gayteway Business Park Date: 16 AUG 16 Project No.: KE150s63A Permit No. DPD No. *! ll ft f\'-'^t- n cuVtllr ftrr"r $mFE!!+ XE Cct tccto! tlll req! 2d l!.. Sr rllt iar *tJlratglt 90Lrt t.aot r. ot llral2,!t t{. tt. l:116.l{ c!, tc. r€att.tt cr. !d, l?t31.21 *. ra.*t rc-I lllalr,2t f{, tt- tlttl.}l eo. td, llt1r.tl au. t!, l?t!{,rt *. td.*} laa-&Jntrr" Copies To: Field Rep Su-Kiet Lieu Date Mailed Principal/ PM: Jon Sondergaard, LEG v.6/14 This document is considered a DRAFT until signed or initioled by on AESI Principal or Project Monoger associated earth sciences irrcorporated FIELD REPORT P tof2 911 Fifth Avenue Date Project Name Project No. Kirkland, Washington 98033 19 AUG 16 Gayteway Business Park KE150563A Phone: 425-827-770I Location Municipality Weather Fax: 425- 827-5424 20015 67th Avenue NE Arlington Clear 80's www.aesgeo.com Permit No. DPD No. Report No. 1738 7 Engineer/Architect To: GS Venture Partners P.O. Box L727 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ArrN: Chris Gayte General Contractor/Superintendent USVET / Chris AS REQUESTED BY: contractor Earthwork /Superintendent USVET / Chris THE FOLLOWING WAS NOTED: AESI was onsite for construction monitoring of earthwork activities. Upon our arrival, we met with Chris from USVET. Mass Fill: Theearthworkcontractorinformedustheyhadplacedfill alongthemiddle,southeastandeastareasofthesite. The middle fill area was within the building footprint, the southeast fill area was under proposed parking and road areas, and the east fill area was within the proposed slope area. We observed the contractor was in the process of placing fill along the northwest portions ofthesitebutwereinformedthattheydidnotintendtocompacttheareauntil Monday. Fill material fortheareasobservedtoday consisted of a sand and gravel from the south and southwest areas of the site. The contractor informed us the fill was compacted in about 4 to 8 inch lifts with a smooth drum roller. We did not observe the compaction process. Based on the survey stakes, we estimated the fill areas observed today had been placed to an elevation between 115 and 126 feet. The contractor informed us that they were distributing and mixing some of the soils with organics in thin lifts throughout thefill areastopreventfromconcentratingorganicladensoilsunderproposedslopeareas. Weobservedsomeofthelargersized roots were separated from the fill areas. Densitv Readings: We performed five in place density readings with results that ranged from 95 to 96% of the maximum dry density, according to ASTM D 1557. We were able to penetrate from L to 5 inches on the compacted fill material with a 1/2 inch diameter probe rod. Conclusions: We informed the contractor the fill areas observed today met the 95% compaction criteria Reading Location Elevation Max DD DD MC Compact No. (ft) {pcf) (pcf) (%l (%l 1. SE Portion of SE Fill Area L21, r28.3 r22.6 5.7 95 2 S Portion of SE Fill Area 'J.21 128.3 123.0 6.8 96 3 SE Portion of SE Fill Area 126 128.3 122.0 6.1 95 4 E Portion of Mid Fill Area 119 122.7 1.t7.2 s.0 96 5 W Portion of Mid Fill Area 115 T22.I 115.4 5.1 95 Copies To: Field Rep Su-Kiet Lieu Date Mailed Principal / PM: Jon Sond v.6/1.4 This document is considered a DRAFT until signed or initioled by an AES| principal or project Manager AESI FIELD REPORT Page 2 of 2 To: Project Name Gayteway Business Park Date: 19 AUG 16 Project No.: KE150563A Permit No. DPD No. oil tl { tr euvtltl &lnry IE xc Ctr lac:o! r!l: 160. 2d &.. Cat rlrl ibr tue reartt vgLral 1,6of Lm lrralr,t, !{. rr C!. !o, ,a2lr.a{ Ic. rd, l?ltl,ll er. ln.O(t E-I =F=L !?Ialt.r: t{. tt- E!lt.* Cu. td, tttlr.tr :r. rd, l!t:{.Zt *. rr.*et taa-t3 -3tt-7 Copies To: Field Rep Su-Kiet Lieu Date Mailed Principal / PM: Jon Sondergaard, LEG v.6/1.4 This document is considered a DRAFT until signed or initioled by an AES| Principol or Project Manoger associated earth sciences incorporated FIELD REPORT 7of2 911 Fifth Avenue Date Project Name Project No. Kirkland, Washington 98033 8-23-16 Gavteway Business Park KE150563A Phone: 425-827-77O1 Iocation Municipality Weather Fax: 425- 827-5424 20015 67th Avenue NE Arlington Clear 80's www.aesgeo.com Permit No. DPD No. Report No, t13N 8 Engineer/Architect ro: GS Venture Partners P.O. Box1727 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ArrN: Chris Gayte General Contractor/Superintendent USVET / Chris Earthwork /Superintendent AS REQUESTED BY: CONTTACTOT USVET / Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time, at the request of the client, for construction monitoring of earthwork activities for the "Gayteway Business Park" project. Upon our arrival, we met with Chris from USVET. Mass Gradins Trending generally north to south, the earthwork contractor continued mass grading processes for the proposed building pad and east parking areas. Using a large excavator, off-road dump truck, and belly load scraper assembly, the contractor placed approximately 2-3' of material (over the course of two days) near the NW and SW corners of the building area. Per prior recommendations, the material (generally brown gravelly SAND with trace silts/excavated from south margins of property) was wet to atfnear optimum moisture levels (via large water truck) before being compacted/re-compacted (as recommended) in a series of 8-10" loose lifts via vibrator roller (complete process not observed). The compacted fill appeared firm/unyielding (during time of observation)withcorrespondingT-probedepthsof2-4"respectively. AESIconductedaseriesofinplacedensityteststoconfirmthe specified minimum compaction for the structural area (95% ASTM 1557). The contractor was notified of all density results listed below. See Figure 1. Results DT1 Grading/See Figure 1 -6 5.3 122 728.3 95.1 DT2 Grading/See Figure 1 -6 6.1 122.6 128.3 95.6 DT3 Grading/See Fisure 1 -6 6.3 L23.I 128.3 95.9 DT4 Grading/See Figure 1 -6 5.8 t22.s I28.3 9s.5 DT5 Gradine/See Figure 1 -10 6.8 r22.7 128.3 95.2 DT6 Gradinglsee Figure 1 10 7 t22.4 I28.3 95.4 DT7 Grading/See Fisure 1 -10 6.6 r23.2 728.3 96.0 DT8 Grading/See Figure 1 10 7.3 122.4 t28.3 95.4 Copies To: Distribution Field Rep: Jon D. Hansen, Sr. Staff Geologist AUG 2 6 2016 Date Mailed: Principal / PM: Jon Sondergaard, LEG 4 " v.6/L4 This document is considered a DRAFT until signed or initialed by an AESI Principal;(r Project Monager AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 8-23-16 Project No.: KE150563A Permit No. DPD No. Figure 1 Copies To: Field Rep Su-Kiet Lieu Date Mailed Principal / PM: Jon Sondergaard, LEG /1, v.6/14 This document is considered a DRAFT until signed or initialed by an AESI erncipo$r eropct Manoger associated earth sciences incorporated FIELD REPORT tof2 911 Fifth Avenue Date Proiect Name Project No. Kirkland, Washington 98033 8-24-76 Gayteway Business Park KE150563A Phone: 425-827-770I Location Municipality Weather Fax: 425- 827-5424 2A075 67th Avenue NE Arlington Sunny 70's www.aesgeo.com Permit No. DPD No. Report No. t13 8 9 Engineer/Architect ro: GS Venture Partners P.O, Box 7727 Client/Owner Bellevue, W A 98009-17 27 GS Venture Partners ArrN: Chris Gayte General Contractorfuperintendent USVET / Chris AS REQUESTED BY: CONTTACTOT Earthwork /Superintendent USVET / Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time, at the request of the client, for construction monitoring of earthwork activities for the "Gayteway Business Park" project. Upon our arrival, we met with Chris from USVET. Mass Gradins Trending generally north to south, the earthwork contractor continued mass grading processes for the proposed building pad and east parking areas. Using a large excavator, off-road dump truck, and belly load scraper assembly, the contractor placed approximately 2' of material (over the course of two days) near the NW and central portions of the building area. per prior recommendations, the material (generally brownish gray SAND with trace silts and gravels/excavated from south margins of property) was wet to at/near optimum moisture levels (via large water truck) before being compacted/re-compacted (as recommended) in a series of 8-10" loose lifts via vibrator roller (complete process not observed). The compacted fill appeared firm/unyielding (during time of observation) with corresponding T-probe depths of 2-4" respectively. AESI conducted a series of in place density tests to confirm the specified minimum compaction for the structural area (95% ASfM 1557). The contractor was notified of all density results listed below. See Figure 1. Results DT1 Grading/See Figure 1 -4 5.1 7t6 t22.7 9s.0 DT2 Grading/See Figure 1 -4 5.5 176.7 122.1 95.6 DT3 Grading/See Figure 1 -5 6.3 7L6.6 722.1 95.5 DT4 Grading/See Figure 1 -5 5.7 tt7.t 722.I 95.9 DT5 Grading/See Figure 1 -4 5.3 116.s tzz.t 95.4 DT6 Grading/See Figure 1 -4 5.8 L17.3 122.I 96.1" DT7 Grading/See Fisure 1 -4 5.5 116.4 722.1 95.3 Copies To: Distribution Field Rep Jon D. Hansen, 5r. Staff Geologist AUG 2I 2016 Date Mailed Principal / PM: Jon Sondergaard,LEG /1. v.61L4 This document is considered o DRAFT until signed or initialed by an AESI Principa/or Project Manager ( AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 8-24-L6 Project No.: KE150563A Permit No DPD No. Figure 1 Copies To: Field Rep: Su-Kiet Lieu Date Mailed Principal / PM: Jon Sondergaard, LEG v.6/1-4 This document is considered a DRAFT unti! signed or initioled by an AES| or Project Monager associated earth sciences incorporated FIELD REPORT tof2 911 Fifth Avenue Date Proiect Name Project No, Kirkland, Washington 98033 8-30-16 Gayteway Business Park KE150563A Phone: 425-827-770! Location Municipality Weather Fax: 425- 827-5424 20015 67th Avenue NE Arlinston Cloudy 60's www.aesgeo.com Permit No.n3d DPD No. Report No. L0 Engineer/Architect To: GS Venture Partners P.O.BoxL727 Client/0wner Bellevue wA 98009-L727 GS Venture Partners ArrN: Chris Gayte General Contractor/Superintendent USVET / Chris AS REQUESTED BY: CONTTACTOT Earthwork /Superintendent USVET / Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time, at the request of the client, for construction monitoring of earthwork activities for the "Gayteway Business Park" project. Upon our arrival, we met with Chris from USVET. Mass Gradins Trending generally north to south, the earthwork contractor continued mass grading processes for the proposed building pad and east parking areas. Using a large excavator, off-road dump truc( and belly load scraper assembly, the contractor placed approximately 2' of material (from previous site to now) near the NE and central portions of the building area. per prior recommendations, the material (generally brownish gray SAND with trace silts and gravels/excavated from south margins of property) was wet to at/near optimum moisture levels (via large water truck) before being compacted/re-compacted (as recommended) in a series of 8-10" loose lifts via vibrator roller (complete process not observed). The compacted fill appeared firm/unyielding (during time of observation) with corresponding T-probe depths of 2-4" respectively. AESI conducted a series of in place density tests to confirm the specified minimum compaction for the structural area (9S%ASTM 1557). The contractor was notified of all density results listed below. See Figure 1. Results DT1 Gradine/See Figure 1 -3 6.3 116.9 722.L 95.7 DT2 Grading/See Figure 1 -3 6 7L6.2 122.1 9s.2 DT3 Grading/See Figure L -8 5.4 115.s L22.t 95.4 DT4 Grading/See Figure l. -5 7.1 TL7.4 L22.L 96.2 DT5 Grading/See Figure 1 -3 6.8 777 L22.1 95.8 DT6 Gradine/See Fisure 1 -3 6.5 177.4 122.t 96.2 Dr7 Grading/See Figure l. -3 7.3 116.8 I22.1 95.7 DT8 Grading/See Figure L -2 7.7 116.3 t22.t 95.2 Copies To: Distribution Field Rep Jon D. Hansen, 5r. Staff Geologist sEP 0 6 2016 Date Mailed Principal / PM: Jon LEG v.6/t4 This document is considered a DMFT until signed or initialed by an AESI or Project Manager AESI FIELD REPORT Page 2 of 2 To: Project Name Gayteway Business Park Date: 8-30-16 Project No.: KE1sos63A Permit No. DPD No. Figure 1 Copies To: Field Rep Su-Kiet Lieu Date Mailed Principal / PM: Jon Sondergaard, LEG v.6/14 This document is considered a DMFT until signed or initioled by an AESI or Project Manoger associated earth sciences irrcorporated FIELD REPORT tof2 911 Fifth Avenue Date Project Name Project No. Kirkland, Washington 98033 9-1-16 Gayteway Business Park KE150563A Phone: 425-827-7707 Location Municipality Weather Fax: 425-827-5424 20015 67th Avenue NE Arlington Cloudy 60's www.aesgeo.com Permit No. DPD No. Report No. 11 3V 17 Engineer/Architect ro: GS Venture Partners P.O. Box!727 Client/Owner Bellevue, WA 98009-L727 GS Venture Partners ArrN: Chris GaVte General ContractorAuperintendent USVET / Chris AS REQUESTED BY: CONTTACTOT Earthwork /Superintendent USVET / Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time, at the request of the client, for construction monitoring of earthwork activities for the "Gayteway Business Park" project. Upon our arrival, we met with Chris from USVET. Mass Gradine Trending generally north to south, the earthwork contractor continued mass grading processes for the proposed building pad and east parking areas. Using a large excavator, off-road dump truck, and belly load scraper assembly, the contractor placed approximately 2-3' of material (from previous site to now) near the NW and SE portions of the building area. per prior recommendations, the material (generally brownish gray SAND with trace silts and gravels/excavated from southwest margins of property) was wet to at/near optimum moisture levels (via large water truck) before being compacted/re-compacted (as recommended) in a series of 8-10" loose lifts via vibrator roller (complete process not observed). The compacted fill appeared firm/unyielding (during time of observation) with corresponding T-probe depths of 2-4" respectively. AESI conducted a series of in place density tests to confirm the specified minimum compaction for the structural area (95% ASTM 1557). The contractor was notified of all density results listed below. See Figure 1. Results Test # Location Depth {ft below fss) % Moist Density (pcfl Proctor {pcf} % Compaction DT1 Grading/See Figure 1 J 6.4 7r7.1 122.L 95.9 DT2 Grading/See Figure 1 ) 6.9 1"18.3 122.L 96.9 DT3 Grading/See Figure 1 ) 7.3 t\7.5 722.1 96.2 DT4 Grading/See Figure L -2 7 116.3 722.7 95.2 DT5 Grading/See Figure 1 -2 5.7 1"1"6 122.1 95.0 DT6 Gradlng/See Figure 1 -5 5.1 116.4 722.r 95.3 DT7 Grading/See Figure 1 -2 5.4 116.3 722.7 95.2 *Depths based on available hub elevation data Copies To: Distribution Field Rep Jon D. Hansen, Sr. Staff Geologist Date Mailed: SEP tr 5 2Oi6 Principal / PM: Jon Sondergaard, LEG I v.6/L4 This document is considered o DRAFT until signed or initioled by on AfSt frincip{t or irolect Manager AESI FIELD REPORT Page2 of 2 To: Project Name Gayteway Business Park Date: 8-30-16 Project No.: KE150563A Permit No. DPD No. Figure 1 Copies To: Field Rep {frIs Ir}a Date Mailed Principal / PM: Jon Sondergaa rd, LEG fl1 v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Princip{ or Project Mdnager associated earth sciences irrcorporated FIELD REPORT lot2 911. Fifth Avenue Date Project Name Project No. Kirkland, Washington 98033 9-6-16 Gayteway Business Park KE150563A Phone: 425-827-7701 Location Municipality Weather Fax: 425-827-5424 20015 67th Avenue NE Arlinston Cloudy 60's www.aesgeo.com Permit No. DPD No. Report No, t2 3y t2 Engineer/Architect ro: GS Venture Partners P.O. BoxL727 Client/Owner Bellevue wA980A9-1727 GS Venture Partners ArrN: Chris GaVte General Contractor/Superintendent USVET/ Chris AS REQUESTED BY: CONTTACTOT Earthwork /Superintendent USVET / Chris THE FOLLOWING WAS NOTED: AESI wasonsitepart-time,attherequestoftheclient, forconstructionmonitoringof earthworkactivitiesforthe "Gayteway Business Park" project. Upon our arrival, we met with Chris from USVET. Mass Gradins Trending generally north to south, the earthwork contractor continued mass grading processes for the proposed building pad and east parking areas. Using a large excavator, off-road dump truck, and belly load scraper assembly, the contractor placed approximately 1-2' of material (from previous site to now) near the NW and SE portions of the building area. per prior recommendations, the material (generally brownish gray SAND with trace silts and gravels/excavated from southwest margins of property) was wet to at/near optimum moisture levels (via large water truck) before being compacted/re-compacted (as recommended) in a series of 8-10" loose lifts via vibrator roller (complete process not observed). The compacted fill appeared firm/unyielding (during time of observation) with corresponding T-probe depths of 3-4" respectively. AESI conducted a series of in place density tests to confirm the specified minimum compaction for the structural area (95% ASTM 1-557). The contractor was notified of all density results listed below. See Figure 1. Results Test # Location Depth {ft below fse} % Moist Densitv {pcf} Proctor (pcf) % Compaction DT1 Grading/See Figure 1 -3 6.5 r17.2 722.1 96.0 DT2 Grading/See Figure 1 -3 7.7 177 722.1 95.8 DT3 Grading/See Figure 1 -3 6.3 116.3 722.1 95.2 DT4 Grading/See Figure 1 -3 1.16.\ 122.r 95.1 DT5 Grading/See Figure 1 -3 6.4 177.2 L22.L 96.0 DT5 Grading/See Figure 1 -2 5.3 116.8 122.7 95.7 DT7 Grading/See Fisure 1 --L 5.5 r18.2 722.1 96.8 DT8 Grading/See Figure 1 -1 5.8 717.4 722.1 96.2 DT9 Grading/See Figure 1 1 6.6 't"17.9 I22,7 95.5 *Depths based on available in-field elevation data Copies To: Distribution Field Rep Jon D. Hansen, 5r. Staff Geologist sEP I 5 2{jl5 Date Mailed Principal/ PM: Jon Sondergaard, LEG Q1 v.6lL4 This document is considered a DRAFT until signed or initialed by on AESI Princin{ or Project Mandger AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 9-6-16 Project No.: KE150553A Permit No. DPD No. Figure I Copies To: Field Rep: Iiba Date Mailed: Princlpal / PM: Jon Sondergaa LEG v.6/74 This document is considered a DRAF| untit signed or initialed by an AESI principa! Project Manoget associated earth sciences irrcorporated FIELD REPORT tol 2 911 Fifth Avenue Date Project Name Project No. Kirkland, Washington 98033 9-8-1"6 Gayteway Business Park KE1505634 Phone: 425-877-770L Location Municipality Weather Fax: 425- 827-5424 20015 67th Avenue NE Arlington Cloudy 60's www.aesgeo.com t"''* DPD No. Report No. g Tti B 13 Engineer/Architect ro: GS Venture Partners P.O. Box L727 Client/Owner Bellevue, W A 98009-1727 GS Venture Partners ArrN: Chris Gayte General Contractor/Superintendent USVET / Chris AS REqUESTED BY: cOntraCtOr Earthwork /Superintendent USVET / Chris THE FOLLOWIN G WAS NOTED: AESI wasonsitepart-time,attherequestoftheclient, forconstructionmonitoringofearthworkactivitiesforthe "Gayteway Business Park" project. Upon our arrival, we met with Chris from USVET. Mass Gradins Trending generally north to south, the earthwork contractor continued mass grading processes for the proposed building pad and adjacent parking areas. Using a large excavator, off-road dump truck, and belly load scraper assembly, the contractor placed approximatelyl-2'ofmaterial (fromprevioussitevisittonow) nearthenortheastandcentral portionsofthebuildingarea. per prior recommendations, the material (generally brownish gray SAND with trace silts and gravels/excavated from southwest margins of property) was wet to at/near optimum moisture levels (via large water truck) before being compacted/re-compacted (as recommended) in a series of 8-10" loose lifts via vibrator roller (complete process not observed). The compacted fill appeared firm/unyielding (during time of observation) with corresponding T-probe depths of 3-5" respectively. AESI conducted a series of in place density tests to confirm the specified minimum compaction for the structural area (95% ASTM 1557). The contractor was notified of alt density results listed below. See Figure 1. Results Test # Location Depth {ft below fsg} % Moist Densitv {oc{i Froctor (pcf) % Compaction DT1 Grading/See Figure 1 1 7.1 1"16.2 722.1, 95.2 DT2 Grading/See Figure 1 1 7.7 716 122.r 9s.0 DT3 GradinglSee Figure 1 -2 5.8 117.4 122.1 96.2 DT4 Grading/See Figure 1 -2 6.2 118.3 722.1 96.9 DT5 Grading/See Figure 1 -2 6 1 18.1 122.1" 96.7 DT6 Grading/See Figure 1 -4 7.r 116.6 122.1 95.5 Dr7 Grading/See Figure 1 -4 7.3 It1.1 I22.L 95.9 *Depths based on available in-field elevation data Copies To: Distribution Field Rep: Jon D. Hansen, Sr. Staff Geologist sEP I 5 2016 Date Mailed: Principal,/ PM: Jon LEG v.6/L4 This document is considered a DRAFT until signed or initialed by on AESI or Project Manager AESI FIELD REPORT Page2of 2 To: Project Name Gayteway Business Park Date: 9-8-16 Project No.: KE1505634 Permit No. DPD No. Figure 1 Copies To: Field Rep: %r Jo* L}a^ Date Mailed: Princlpal / PM: Jon Sondergaard, LEG v.6/14 This document is considered o DRAFT unti! signed or lnttialed by an AESI Principalor project Manager associated earth sciences irrcorporated FIELD REPORT tol 2 9LL Fifth Avenue Date Project Name Project No. Kirkland, Washington 98033 9-13-16 Gayteway Business Park KE150563A Phone: 425-827-77OL Location Municipality weather Fax: 425-827-5424 20015 67th Avenue NE Arlington Sunny 60's www.aesgeo.com Permit No. DPD No. Report No. l" 3 X 74 Engineer/Architect ro: GS Venture Partners ?.O. Box1727 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ArrN: Chris Gayte General Contractor/Superintendent USVET / Chris AS REQUESTED BY: CONTTACTOT Earthwork /Superintendent USVET / Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time, at the request of the client, for construction monitoring of earthwork activities for the "Gayteway Business Park" project. Upon our arrival, we met with Chris from USVET. Mass Gradins Trending generally north to south, the earthwork contractor continued mass grading processes for the proposed building pad and adjacent parking areas. Using a large excavator, off-road dump truck, and belly load scraper assembly, the contractor placed approximatelyl'of material (fromprevioussitevisittonow) nearthenortheastandnorthwestportionsofthebuildingarea. per prior recommendations, the material (generally brownish gray SAND with trace silts and gravels/excavated from southwest margins of property) was wet to at/near optimum moisture levels (via large water truck) before being compacted/re-compacted (as recommended) in a series of 8-10" loose lifts via vibrator roller (complete process not observed). The compacted fill appeared firm/unyielding (during time of observation) with corresponding T-probe depths of 2-4" respectively. AESI conducted a series of in place density tests to confirm the specified minimum compaction for the structural area (95% ASTM 1557). The contractor was notifiedof all densityresultslistedbelow. Thecontractorinformedusthattheywouldtemporarilydiscontinuefill processesuntil another off-road dump truck assembly was brought onsite (previous truck sold), The contractor anticipates grading to resume tomorrow and noted they would continue to screen topsoil (near the NW corner of the building area) in the interim. Additionally, the contractor informed AESI that a previously staked grade (near the central portions ofthe proposed building pad area) had been found to be in error and in fact an additional 1.5-2' of material was needed to reach planned subgrade elevation. See Figure 1. Results Test # Location Depth (ft below fse) % Moist Density (pcf) Proctor {pcf) % Compaction DT1 Grading/See Figure L -3 6.3 L17.7 122.1, 96.4 Dr2 Grading/See Fisure 1 -3 6.1 116.8 t22.1 95.7 DT3 Grading/See Figure 1 -3 5.4 116 t22.1 95.0 DT4 Grading/See Figure L -4 5.8 116.3 r22.1 95.2 DT5 Grading/See Fisure 1 -4 7.2 117.4 r22.1 96.2 DT6 Grading/See Fisure 1 -4 7 t17.9 122.r 96.6 *Depths based on available in-field elevation data Copies To: Distribution Field Rep: Jon D. Hansen, Sr. Staff Geologist sEP I 5 20i6 Date Mailed Principal / PM: Jon Sondergaard, LEG /1, v.6/t4 This document is considered a DRAFT until signed or initioted by on AESI Princip( or Project Manoger AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 9-13-16 Project No.: KE1505634 Permit No. DPD No, Figure I Copies To: Field Rep: ffl*r lri Date Mailed: Principal/ PM: Jon Sondergaard, LEG v.6/14 This document is considered a DRAFT until signed or initlaled by on AESI ot Projed Mdnager associated earth sciences irrcorporated FIELD REPORT L of2 911 Fifth Avenue Date Project Name Project No. Kirkland, Washington 98033 23 SEP 16 Gayteway Business Park KE150s63A Phone: 425-827-7707 Location Municipality Weather Fax: 425- 827-5424 20015 67th Avenue NE Arlinston Cloudy 70's www.aesgeo.com PermitNo'r 1sg DPD No, Report No. 15 Engineer/Architect ro: GS Venture Partners P.O. BoxL727 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ArrN: Chris Gayte General Contractor/Superintendent USVET / Chris AS REQUESTED BY: CONTTACTOT Earthwork /Superintendent USVET / Chris THE FOLLOWING WAS NOTED: AESI was onsite for construction monitoring of earthwork activities. Upon our arrival, we met with Chris from USVET. Mass Fill: The earthwork contractor informed us they had placed fill along the south portion of the site that encompassed part of the building footprint and the proposed south parking areas. The contractor also informed us the fill placed along the south portion of the site was about 0.5 feet below5lthe proposed subgrade elevation from east to west. Fill material for the area observed today h consisted of a sand, and a sand and gravel from the south and southwest cut areas of the site. The contractor informed us the fill was compacted in about 4 to 8 inch lifts with a smooth drum roller. We did not observe the compaction process. Densitv Readines: We performed nine in place density readings with results that ranged from 95 to 99% of the maximum dry density, according to ASTM D L557. We were able to penetrate from 1 to 5 inches on the compacted fill material with a t/2inch diameter probe rod. Conclusions: We informed the contractor the fill areas observed today met the 95% compaction criteria Reading Location Elevation Max DD DD MC Compact No. (ft) (pcf) (pcf) (%l (%l 1 E Portion of S Fill Area 724 r28.3 727.4 6.5 99 ) Mid E Portion of S Fill Area L24 L28.3 r23.s 6.8 96 3 E Mid Portion of S Fill Area L24 L22.1, L75.7 5.9 95 4 Mid Portion of S Fill Area L24 172.L \75.7 6.1 95 5 W Mid Portion of S Fill Area t24 103.5 102.7 9.2 99 6 Mid W Portion of S Fill Area 124 L22.7 116.5 6.5 95 7 NW Portion of S Fill Area L22 103.5 97.9 r0.2 95 8 N Portion of S Fill Area r24 I22.L 115.4 s.7 95 9 S Portion of S Fill Area r24 722.r r77.2 5.3 96 Copies To: Field Rep: 5u-Kiet Lieu Date Mailed: sEP 2 7 2016 Principal / PM: Jon So LEG v.6/14 This document is considered a DRAFT until signed or initioled by an AESI Project Monager AESI FIELD REPORT Page 2 of 2 To: Project Name: Gafeway Business Park Date: 23 SEP 16 Project No.: KE1505634 Permit No. DPD No. .r i -, I l i i-. ll--1 r \t', ll 7'_-'a. ,r-*',.-,--r. n Cur/?lft tur."t gqF-iE=+ t$ t.r't arr:{,: aii: i.::r: iJ rr{. nr.trstt8n 'j:ti ,nl,t Li0! !i.1lt,:J ::. rr tr|]t.(t :! 2aa*ttE !i.a!t.;i tn. r' !1iil.t ci, 14" .a?ti {{ tr, rtr, !r:;i.J;..- ra rir-i &twao Copies To: Field Rep: 5u-Kiet Lieu Date Mailed: Principal/ PM: Jon Sondergaard, LEG v.6/14 This document is considered o DRAFT until signed or initialed by an AES| Projed Mondger associated earth sciences irrcorporated FIELD REPORT lof 2 91L Fifth Avenue Date Prolect Name Project No. Kirkland, Washington 98033 28 SEP 16 Gavtewav Business Park KE1505634 Phone: 425-827-770L Location Municipality Weather Fax: 425- 827-5424 20015 67th Avenue NE Arlington Clear 70's www.aesgeo.com Permit No. DPD No. Report No. t-7 3N 16 Engineer/Architect To: GS Venture Partners P.O. BoxL727 Client/Owner Bellev wA 9B009-1727 GS Venture Partners ArrN: Chris GaVte General Contractor/Superintendent USVETI Chris AS REQUESTED BY: CONTTACTOT Earthwork /Superintendent USVET / Chris THE FOLLOWING WAS NOTED: AESI was onsite for construction monitoring of earthwork activities. Upon our arrival, we met with Chris from USVET Mass Fill: The earthwork contractor informed us they had placed fill along the northwest quarter ofthe proposed building to the proposed subgrade elevation. Fill material for the area observed today consisted of a sand, and a sand and gravel from the south and southwest cut areas of the site. The contractor informed us the fill was compacted in about 4 to 8 inch lifts with a smooth drum roller. We did not observe the compaction process. Densitv Readings: We performed four in place density readings with results that ranged from 95 to 98% of the maximum dry density, according to ASTM D L557. We were able to penetrate from 1to 5 inches on the compacted fill material with a 1/2 inch diameter probe rod. Conclusions: We informed the contractor the fill areas observed today met the 95% compaction criteria Reading Location Elevation Max DD DD MC Compact No. {fr) (ocf) (ncf) l%l (%\ 1 E Portion of NW Blde Area r24 118.5 1r2.1 5.7 95 2 Mid E Portion of NW Blds Area r24 128.3 125.8 4.I 98 3 Mid W Portion of NW Blde Area t24 r28.3 t24.8 4.9 97 4 W Portion of NW Blds Area 724 128.3 121..3 5.8 95 Copies To: Field Rep: Su-Kiet Lieu OcT 0 4 20t6 Date Mailed Principal/ PM Jon Sondergaa rd, LEG !l/ v.6/14 This document is considered a DRAFT until signed or initialed by on AfSt erinriSt o,, irol"ct Manager t AESI FIELD REPORT Page2 ol 2 To: Project Name: Gayteway Business Park Date: 28 SEP 16 Project No.: KE150563A Permit No. DPD No. I rl t, : ,1 j a:::l ll n qri/rl tl tur.ly JFFE=r tl, : re*gt.t8r, !i:-.n.! !.10! :^!lg !7. rditr.tr :._ :c. iii:i.1. i-_ yr .:i". EFIT ,)tr ktw*J Copies To: Field Rep: Su-Kiet Lieu Date Mailed Principal / PM: Jon Sondergaard, LEG v.6/L4 This document is considered o DRAFT until signed or initialed by on AES| or Projed Mdndger associated earth sciences irrcorporated FIELD REPORT t of2 911 Fifth Avenue Date Project Name Project No. Kirkland, Washington 98033 3 ocT 16 Gayteway Business Park KE1505634 Phone: 425-827-770I Location Municipality weather Fax: 425-827-5424 20015 67th Avenue NE Arlington Clear 70's www,aesgeo.com Permit No. -? 3 { DPD No. Report No. 17 Engineer/Architect ro: GS Venture Partners P.O. Box1727 Client/Owner Bellevue, WA 98009-L727 GS Venture Partners ArrN: Chris Gayte General Contractor^uperintendent USVET Ch ris AS REQUESTED BY: contractor Earthwork /Superintendent USVET / Chris THE FOLLOWING WAS NOTED: AESI was onsite for construction monitoring of earthwork activities. Upon our arrival, we met with Chris from USVET. Mass Fill: The earthwork contractor informed us they had placed fill along the driveway area west of the building to the proposed subgrade elevation. Fill material for the area observed today consisted of a sand, and a sand and gravel from the south and southwestcutareasofthesite. Thecontractorinformedusthefill wascompactedinabout4to8inchliftswithasmoothdrum roller. We dld not observe the compaction process. Densitv Readings: We performed three in place density readings with results that ranged from 96 to 98% of the maximum dry density, according to ASTM D L557. We were able to penetrate from L to 5 inches on the compacted fill material with a 1,/2inch diameter probe rod. Conclusions: We informed the contractor the fill areas observed today met the 95% compaction criteria. Reading Location Elevation Max DD DD MC Compact No. {ft) (Pcf) (pcf) (%l %l 1 Mid Portion of W Driveway Area L24 L28.3 123.5 8.5 96 2 Mid N Portion of W Drivewav Area L24 128.3 I24.4 4.7 97 3 N Portion of W Drivewav Area 124 103.5 101_.5 7.2 98 Copies To: Field Rep: Su-Kiet Lieu OcT 0 6 2010 Date Mailed Principal / PM: Jon Sondergaard, LEG 4n v.6/14 This document is considered o DRAFT untit signed or initialed by an AESI Principdllor Project Monoger AESI FIELD REPORT Page 2 of 2 To: Project Name: GaWeway Business Park Date: 3 ocT 16 Project No.: KE1,505634 Permit No. DPD No. ll t'-\, /^-'-.-r'--\." n C-tlt/tl ll Surartr grrF-E=+ esatr4n GI tatr* -a s&an Copies To: Field Rep: Su-Kiet Lieu Date Mailed: Principal/ PM: Jon Sondergaard, LEG v.6/1,4 This document is considered a DRAFT until signed or initiated by an AESI or Project Manager associated earth sciences irrcol-porated FIELD REPORT 1of L 911 Fifth Avenue Date Project Name Project No. Kirkland, Washington 98033 5 ocT 16 Gavtewav Business Park KE1s0563A Phone: 425-827-7701 location Municipality Weather Fax: 425- 827-5424 20015 67th Avenue NE Arlington Clear 1O's www.aesgeo.com Permit No. DPD No. Report No, L_73X 18 Engineer/Architect ro: GS Venture Partners P.O. Box L727 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners AfiN: Chris Ga General Contractor/Superintendent USVET / Chris Earthwork /Superintendent AS REQUESTED BY: cOntraCtOr USVET / Chris THE FOLLOWING WAS NOTED: AESI was onsite for construction monitoring of earthwork activities. Upon our arrival, we met with Chris from USVET Mass Fill: The earthwork contractor informed us they had placed fill along the driveway area north of the building to about 2 feet below the proposed subgrade elevation, and the east portion of the building pad to about 1 foot below the proposed subgrade elevation. Fill material for the area observed today consisted of a sand, and a sand and gravel from the south and southwest cut areasofthesite. Thecontractorcompactedthefill inabout4to8inchliftswithasmoothdrumroller. Density Readings: We performed eight in place density readings with results that ranged from 96 to 98% of the maximum dry density, accordingtoASTMDl55T. Wewereabletopenetratefroml.to5inchesonthecompactedfill material withat/2inchdiameter probe rod. Conclusions: We informed the contractor the fill areas observed today met the 95% compaction criteria Reading Location Elevation Max DD DD MC Compact No. (ft) (pcf) (ocf) (o/ol (%\ 1- W Portion of N Drivewav Area t22 128.3 125.8 5.2 98 2 Mid W Portion of N Drivewav Area 722 128.3 r25.6 98 3 Mid Portion of N Drivewav Area \22 122.r IIS.4 5.9 95 4 NE Portion of E Buildine Area L73 128.3 124.2 6.3 97 5 E Portion of E Buildins Area t24 128.3 t24.8 6.2 97 6 N Portion of E Buildine Area r24 128.3 124.L 4.7 97 1 NW Portion of E Buildine Area I23 122.1" L17.6 7.5 96 o W Portion of E Buildine Area !23 128.3 r24.0 4.4 97 Copies To: Field Rep Su-Kiet Lieu Ocr 0 6 2016 Date Mailed Principal / PM: Jon Son LEG v.611,4 This document is considered a DRAFT until signed or initioled by an AESI Project Monoger associated earth sciences irrcorporated FIELD REPORT lof2 911 Fifth Avenue Date Project Name Project No, Kirkland, Washington 98033 10 ocT 16 Gaytewav Business Park KE1505634 Phone; 425-827-770L Location Municipality Weather Fax: 425- 827-5424 20015 67th Avenue NE Arlington Clear 70's www.aesgeo.com Permit No. DPD No, Report No, t23 t 19 Engineer/Architect ro: GS Venture Partners P.O. Boxt727 Client/Owner Bel wA 98009-1727 GS Venture Partners ArrN: Chris Gayte General ContractorAuperintendent USVET / Chris Earthwork /Superintendent AS REQUESTED BY: CONTTACTOT USVET / Chris THE FOLLOWING WAS NOTED: AESI was onsite for construction monitoring of earthwork activities. Upon our arrival, we met with Chuck from USVET Mass Filll The earthwork contractor informed us they had placed fill along the east side of the building to about 1 to 4 feet below the proposedsubgradeelevation, Fill material fortheareaobservedtodayconsistedofasand,andasandandgravel fromthesouth and southwest cut areas of the site. The contractor compacted the fill in about 4 to 8 inch lifts with a smooth drum roller. Densitv Readings: We performed three in place density readings with results that ranged from 95 to 96% of the maximum dry density, according to ASTM D 1557. We were able to penetrate from 1to 5 inches on the compacted fill material with a t/2inch diameter probe rod. Conclusionsl We informed the contractor the fill areas observed today met the 95% compaction criteria Reading Location Flevation Max DD DD MC Compact No. (ft) (pcf) (pcf) (%l (%l T S Portion of E Bldg Area t27 103.5 99.1 9.t 95 a Mid Portion of E Blds Area 120 L22.1. 115.5 6-2 95 3 N Portion of E Blde Area ttg L72.L !16.4 7.2 95 Copies To: Field Rep Su-Kiet Lieu Date Mailed OcT 1 S 2016 Principal / PM: Jon Sondergaard, LEG lU v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Princip{or t Project Manager AESI FIELD REPORT Page 2 of 2 To: Project Name: Gafeway Business Park Date: 10 ocT 16 Project No.: KE1s05634 Permit No. DPD No. rii .) li I l { I { .1, ll . ,l ti r:--} r I f- ,.,. .r i- i 1 : ll il cui/Ft f f Surnary tm'=E!+ f,s a.J- ll!1i1t tli: rr:.r,. :a l:i. . !: rl:.. rr,. trrl,r'llttt 1ir.!-J! :.:0t :,t$ 3ii!at.)! :.:. f.- t:a:!.!t :!. !:, ,ri::,it :;. !d. litrl.lrc CI " i:rrl, !::tl;!:i:q, t: !:t:r.tt is, t:, ,tt:;.r{ iu. r.tr tr;:t.Ji j.,. ti...ir)\ ,r:n&swtn Copies To: Field Rep Su-Kiet Lieu Date Mailed Principal / PM: Jon Sondergaard, LEG v.6/L4 This document is considered o DRAFT until signed or initialed by an AESI ot Prcject Mdnager associated earth sciences incorporated FIELD REPORT 1of1 911 Fifth Avenue Date Project Name Project No. Kirkland, Washington 98033 10-13-16 Gaytewav Business Park KE150s634 Phone: 425-827-770t Location Municipality Weather Fax: 425- 827-5424 20015 67th Avenue NE Arlington Rain 60's w\/w,aesgeo.com o"'''t DPD No, Report No. 1'? 3 t 20 Engineer/Architect ro: GS Venture Partners P.O.BoxL727 Client/Owner Bel levue, W A 98009-17 27 GS Venture Partners ArrNr Chris Gayte General Contractor/Superintendent USVET/ Chris AS REQUESTED BYr cOntractOr Earthwork /Superintendent USVET/ Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time, at the request of the client, for construction monitoring of earthwork activities for the ,,Gayteway Business Park" project. Mass Gradins No further work was completed on this task during time of observation. AFSI observed construction equipment had been parked and that topsoil was continuing to be screened near the NW corner of the project. As no one was onsite during time of arrival, AESI left a message with the earthwork contractor's foreman (Chris) to get an updated construction schedule, Copies To: Distribution Field Rep: Jon D. Hansen, Sr. Staff Geologist Ocr I g 201$ Date Mailed: Principal / PM: Jon Sonde LEG v.6/1.4 This document is considered a DRAFT until signed or initialed by on AES! Project Manager associated earth sciences incorporated FIELD REPORT 1of1 91L Fifth Avenue Date Project Name ProJect No. Kirkland, Washington 98033 10-13-16 Gaytewav Business Park KE150s63A Phone: 425-827-77Ot Location Municipality Weather Fax: 425- 827-5424 20015 67th Avenue NE Arlington Rain 60's vv\ rw,aesgeo.com Permit No. ) DPD No. Report No. t1 38 20 Engineer/Architect ro: GS Venture Partners P.O.BoxL727 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ArrN: Chris Gayte General Contractor/Superintendent USVET / Chris AS REQUESTED BY: CONTTACTOT Earthwork /Superintendent USVET/ Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time, at the request of the client, for construction monitoring of earthwork activities for the "Gayteway Business Park" project. Mass Gradinp No further work was completed on this task during time of observation. AESI observed construction equipment had been parked and that topsoil was continuing to be screened near the NW corner of the project. As no one was onsite during time of arrival, AESI left a message with the earthwork contractor's foreman (Chris) to get an updated construction schedule. Copies To: Distribution Field Rep Jon D. Hansen, Sr. Staff Geologist OcT I I 2016 Date Mailed: Principal/PM: JonSondergaard,LEG /). v.6/14 This document is considered a DRAFT until signed or lnitialed by an AES: Princiiofor erolea fvonager ( associated earth sciences irrcorporated FIELD REPORT P lof2 911 Fifth Avenue Date Project Name Project No, Kirkland, Washington 98033 70-25-1,6 Gayteway Business Park KE150s634 Phone:. 425-827-77OI Location Municipality Weather Fax: 425- 827-5424 20015 67th Avenue NE Arlinston Rain 50's www.aesgeo.com Permit No. 3r DPD No. Report No. L-7 27 Engineer/Architect ro: GS Venture Partners P,O. Box!727 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ArrN: Chris GaVte General Contractor/Superintendent USVET Chris AS REQUESTED BY: CONTTACTOT Earthwork /Superintendent USVET/ Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time, at the request of the client, for construction monitoring of earthwork activities for the "Gayteway Business Park" project. Mass Gradins Prior to arrival, the earthwork contractor had nearly completed grading processes for the project's SE truck entrance ramp. Using a small dozer, the contractor placed approximately 2-L5' (W to E) of fill material (generally brown silty SAND with trace organics/cut from adjacent area) and compacted the material, in a series of L-2' loose lifts, via large vibratory roller (process not observed). AESI observed the top lift of soil appeared to pump/yield under foot and was notably loose with corresponding T-probe depths of 1-2' respectively. At the recommendation of AESI, the contractor removed the wet fill (typically 2') from the area and re-compacted the underlying fill. AESI noted the underlying fill soils (generally grayish brown gravelly SAND with silt) appeared (during time of observation) firm/unyielding with corresponding T-probe depths of 2-4". AESI conducted a series of in place density tests to confirm the specified minimum compaction for the structural area (95% ASTM 1557). The contractor was notified of all density results listed below. The contractor informed us that they would continue to use material from the adjacent cut (immediately East) and that grades in the area were approximately 3' below finish. Based on prior observations, AESI recommended the contractor remove (as necessary) organic and deleterious content (tree branches, strippings, concrete rubble) from the proposed fill source and limit further saturation of the weather sensitive fill. See Figure 1. Results Test $ Location Depth (ft below fsn) % Moist Density (pcfl Proctor (pcfl % Compaction DT1 Grading/See Figure 1 -3 8.2 719.4 722.1, 97.8 DI2 Grading/See Figure 1 -3 7.7 120.2 122-1, 98.4 DT3 Grading/See Fisure 1 -3 8.9 117 L22.t 95.8 DT4 Gradine/See Figure 1 -3 8.3 1L8.2 t22.1. 96.8 DT5 Grading/See Fisure L -3 8.6 118.5 122.1 97.1" *Depths based on available in-field elevation data Copies To: Distribution Field Rep Jon D. Hansen, Sr. Staff Geologist NOV 0 I 1u,., Date Mailed Principat/ PM: Jon Sonde LEG v.6/14 This document is considered a DRAFT until signed or initialed by an AES! or Project Manager AESI FIELD REPORT Page2of2 To: Project Name: Gayteway Business Park Date: ro-25-76 Project No.: KE150563A Permit No. DPD No. Figure 1 Copies To: Field Rep: @* ll Date Mailed: Principal / PMI _Jon Sondergaard, LEG I v.6/14 This document is considered a DRAFT until signed or tnittdled by an AESI PrincipoLr eroject Monoger associated earth sciences irrcorporated FIELD REPORT lof2 911 Fifth Avenue Date Project Name Project No. Kirkland, Washington 98033 10-26-16 Gayteway Business Park KE150s63A Phone: 425-827-7701, Location Municipality Weather Fax: 425- 821-5424 20015 67th Avenue NE Arlineton Rain 50's www.aesgeo.com Permit No. DPD No. Report No. l') 7l 22 Engineer/Architect ro: GS Venture Partners P.O. Box1727 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ArrN: Chris Gayte General Contractor/Superintendent USVET / Chris AS REQUESTED BY: CONTTACTOT Earthwork USVET / Chris THE FOLLOWING WAS NOTED: AESI wasonsitepart-time,attherequestoftheclient, forconstructionmonitoringofearthworkactivitiesforthe"Gayteway Business Park" project. Fine Gradine (Buildins Pad) Trending generally south to north, the earthwork contractor continued fine grading processes for the proposed building pad area. Using a large finish blade scraper, the contractor cut approximately 2-4" of previously placed/compacted/tested structural fill (generally gray SAND with few gravels and trace silts) from the area and pushed the material into a small stockpile along the eastern margins of the pad. The material was re-compacted, in a series of passes, via large vibratory roller, and appeared (during time of observation) firm/unyieldingwithcorrespondingT-probedepthsof4". Duetocontinuedheavyrain,thecontractorelectedto temporarily discontinue fine grading processes and informed AESI that they would resume work on the building pad and previously observed truck access ramp when weather improved. Additionally, the contractor informed us that a recent grading plan change had called for the truck access entrance location to be changed, the adjacent slope to be steepened, and the east parking area to be expanded with the potential addition of a small wall. See Figure 1. Copies To: Distribution Field Rep: Jon D. Hansen, Sr. Staff Geologist Date Mailed NO\/ 0 2 2[16 Principal / PM: Jon LEG v.6/L4 This document is considered o DRAFT until signed or initioled by on AESI Project Manager AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 10-26-16 Project No.: KE150563A Permit No. DPD No. Copies To: Field Rep: stUSctUSu Date Mailed Principal,/ PM: Jon Sondergaard, LEG v.6114 Thls document is considered a DRAF| uftil stgned or initialed by an AES| Projed Manager associated earth sciences irrcotporated FIELD REPORT 1, 2 9lL Fifth Avenue Date Project Name Project No. Kirkland, Washington 98033 t7-7-16 Gayteway Business Park KE150s63A Phone: 425-827-7707 Location Municipality weather Fax: 425- 827-5424 20015 67th Avenue NE Arlington Cloudy 50's www.aesgeo.com Permit No. r DPD No. Report No. t'a 3y 23 Engineer/Architect ro: GS Venture Partners P.O. Box1727 Client/Owner Bellevue, WA 98009-L727 GS Venture Partners ArrN: Chris GaVte General ContractorAuperintendent USVET / Chris AS REQUESTED BY: cOntraCtOr Earthwork /Superintendent USVET Chris THE FOLLOWING WAS NOTED: AESI wasonsitepart-time,attherequestoftheclient, forconstructionmonitoringofearthworkactivitiesforthe"Gayteway Business Park" project. Mass Gradins Prior to arrival, the earthwork contractor had completed fine grading processes for the proposed building pad and had completed re-compaction processes of all loosened/disturbed soils. With one exception, AESI noted the re-compacted soils (generally gray SAND with little gravel and trace siltlpreviously placed/compacted during fill processes) appeared firm/unyielding (during time of observation) with corresponding T-probe depths of 3-4" respectively. AESI conducted a series of in place density tests on the re- compacted structural fill to confirm the specified minimum compaction (95% ASTM 1557). The contractor was notified of all density resultslistedbelow. Duringtimeofobservation,AEsl notedalocalizedareaofpondedwaternearthesouthmarginsofthebuilding padthatappearedtocontainrelativelyloosesiltysoil beneath. Asthesoil driesout,AES| recommendedtheloosesoilsbere- compacted to the above compaction specification (as possible) or removed/replaced with suitable structural fill (as needed). See Figure L. Results Test # Location Depth (ft below fss) % Moist DensiW {pcfl Proctor fpcfl % Compaction DT1 Gradins/See Fisure 1- approx fsg 7.L L17.4 122.L 96.2 Dr2 Grading/See Figure 1 approx fsA 6.9 117.7 L22.L 96.4 DT3 Grading/See Figure 1 approx fsg 7.5 1_16.3 L22,1 95.2 DT4 Grading/See Figure 1 approx fsg -l LT1,2 122.1, 96.0 DT5 Grading/See Figure 1 approx fsg 8.3 !t6.7 122.1 95.1 DT6 Grading/See Figure L approx fsg 7.7 LI7.2 122.1 96.0 DT7 Grading/See Figure l- approx fsg 8.1 L16.6 122.1" 95.5 *Depths based on available in-field elevation data Copies To: Distribution Field Rep: Jon D. Hansen, Sr. Staff Geologist Date Mailed: NO\/ I 5 2016 Principal / PM: Jon LEG v.6/14 This document is considered o DRAFT until signed or initialed by an AES! Project Manager AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 1t-7-16 Project No.: KE1505634 Permit No. DPD No. Figure 1 Copies To: Field Rep Hr*{cu lr^ Date Mailed Principal/ PM: Jon Sondergaard, LEG v.6/L4 This document is considered a DRAFT until signed or initialed by an AESI or Project Mdnager associated earth sciences rr"lcor'porated FIELD REPORT lol 2 911 Fifth Avenue Date Project Name Project No, Kirkland, Washington 98033 2-28-19 Gayteway Business Park 150563E001 Phone: 425-827-77AL Location Municipality Weather Fax: 425- 827-5424 20015 67th Avenue NE Arlinston Clear 40's www.aesgeo.com Permit No. DPD No. Report No. t7 3y 24 Engineer/Archltect To: GS Venture Partners P.O. Box!727 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ATrN: Chris GaWe General Con$actor/Superintendent USVET / Chris AS REQUESTED BY: CONTTACTOT Earthwork /Superintendent USVET/ Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time, at the request of the client, for construction monitoring of earthwork activities for the "Gayteway Business Park" project. Upon arrival, we met with Chris of USVET. Mass Grading Prior to arrival, the earthwork contractor had continued mass grading processes near the east end of the site. The earthwork contractor informed us that they had placed approximately 5-7' (north to south) of fill material over the southeast corner of the site (proposed parking area) and that the adjacent east cut slope had been re-graded to an approximately 2H:1V inclination. The contractor noted the fill had been placed in a series of lifts, and compacted via vibratory roller {process not observed). Additionally, the earthwork contractor noted the fill had come from several different local sources over the course of approximately 1-2 years. AESI observed the fill material exposed at the surface generally consisted of gray silty gravelly SAND with trace cobbles and appeared firm/unyielding (during our time of observation) with corresponding T-probe depths of 1-3". ln an effort to observe at depth soil conditions; AESI recommended a series of potholes be dug in the new fill area, soil samples be collected (as necessary for proctor analysis), and that density testing be conducted. As no equipment was available during our time of observation, AESI and the earthwork contractor will schedule the above recommended excavations for next week. See Figure 1. Copies To: Distribution Field Rep: Jon D. Ha Sr Date Mailed 7_LS=19 Principal/ pM: !!!a!!.!!itl9r, P.E v.6/t4 This document is considered o DRAFT until signed or initialed by on AESI principal Proiect Monager AESI FIELD REPORT Page2 ol 2 To: Project Namet Gayteway Business Park Date: 2-28-19 Project No.; 150563E001 Permit No. DPD No. Flgure 1 Copies To: Field Rep: Jon D. Hansen, Sr. StaffGeologist Date Mailed: Principal/ PM: Matt Miller, P.E v.611.4 rhb document ls consldered o DRAFT until slgned or lnitioled by on AESI prtncipa! or prcject Monager SONDERGAARD GEOSCIENCE, PLLC 13012 65TH Avenue SE Snohomish, Washington 98296 August 6, 2020 Project No. J-0045 GS Venture Partners P.O. Box 1727 Bellevue, WA 98009 Attention: Chris Gayte Subject: Preliminary Infiltration Evaluation Buildings D,E,F,G,H,I Gayteway Business Park 20015 67th Avenue NE Arlington, Washington Dear Mr. Gayte: As requested, Sondergaard Geosciences, PLLC (SGP) is pleased to present our preliminary evaluation for the on-site infiltration of stormwater at the subject site. This study has been prepared for the exclusive use of Gs Venture Partners and their agents, for specific application to this project. Within the limitations of scope and schedule, our services have been performed in accordance with generally accepted engineering geology practices in effect in this area at the time our study was prepared. No other warranty, express or implied, is made. SITE SOILS As determined through the completion of 21 exploration pits (SGP, 2020)1 and documentation of fill placement at the Building E site, the native soils underlying the site generally consist of medium dense, moist, brown to gray sandy gravel, gravelly sand and sand interpreted to be Vashon-age recessional outwash. Documented, engineered, fill soils placed at the Building E site to raise the grades 10 to 20 feet also consist of recessional outwash soils derived from on- site grading activities. Building B and C constructed west of the subject property as part of the Gayteway Business Park development are also underlain by similar recessional outwash soils. The on-site infiltration of site generated storm water was successfully implemented for these two buildings. 1 SGP (2020), Geotechnical Engineering Study, Buildings D,F,G and H, Gayteway Business Park, 20015 67th Avenue NE, Arlington, Washington, April 29, 2020. August 6, 2020 SONDERGARRD GEOSCIENCES, PLLC 1 PRE-CONSTRUCTION MEETING AGENDA Community and Economic Development City of Arlington • 18204 59th Avenue NE • Arlington, WA 98223 • Phone (360) 403 3551 Project Name: Gayteway BLDG F Project No.: PWD#2908 Date: 10/4/2022 Contractor: Sierra Construction Superintendent: Kyle Eldred Ph. No.: 206-678-7562 The purpose of this meeting is to provide the most common inspections and noteworthy information. This meeting is not intended to be all-encompassing. It is the responsibility of the Owner, Developer and Contractor to adhere to the approved plans, verify compliance with the City of Arlington Municipal Code, Public Works Design and Construction Standards, International Code Council (ICC), applicable local, state and federal requirements or any order, proclamation, guidance or decision of the Governor. In addition, construction sites shall adhere to current COVID-19 Jobsite Safety Requirements as per local, state and federal regulations. INSPECTIONS • INSPECTIONS (360-403-3417) MUST BE CALLED IN BEFORE 3:30 PM TO BE ON THE NEXT BUSINESS DAY INSPECTION SCHEDULE • Inspections are Monday-Friday with exception of Local, State or Federal Holidays. Building, Storm and Civil Inspections - 8 am to 4:30 pm; Water or Sewer inspections - 8:00 am to 3:30 pm • To cancel or modify an inspection - Building, Storm or Civil call 360-403-3433; Water or Sewer call 360-403-3526 • It is the responsibility of the Owner, Developer and Contractor to call and arrange for appropriate inspections. Onsite tailgate meetings are advised with each individual inspector prior to installation of their related facilities with those persons who are actually performing the work. • Failure to call for inspection may result in work being left exposed and/or removed and reconstructed • Re-inspections may be charged at $127.00 per hour, ½ hour minimum for failure to call for inspection. Submittal Documents   Contractor contacts and 24 hr. emergency numbers:  Copies of other agency permits or proof that the Kyle Eldred 206-678-7562 application is in progress:  Proof of insurance listing the City of Arlington as additional  One week prior to the pre-construction insured: #6045820198 Exp. 3/31/2023 meeting. Submittals for all materials and  subcontractor approvals: DISCUSS AT PRE-CON Performance Bond must be on file: #023224054 AS NECESSARY  Contractor’s License: SIERRCC145N8 – Exp: 03/31/2024  City of Arlington Business License: Active  Testing Company Name and Contact Information: CESCL Name: Kyle Eldred  AESI – Jeffrey Mercer – 206-793-6929 jeffmercer@krazan.com CESCL#: 99566 Exp.:  Drafts of easements and dedications must be in for review: ~Need separate legal and exhibit map for City Council Approval – REQUIRED WITH AS-BUILT SUBMITTAL  Contact State Historical Preservation Officer and Stillaguamish Tribe if required per Land Use Permit Dept. of Archaeology Historic Preservation Stillaguamish Tribe of Indians - THPO@stillaguamish.com 360-586-3065 Kerry Lyste Ph.: 360-572-3072; klyste@stillaguamish,.com Sam Barr Ph.: 360 -622-7055; sbarr@stillaguamish.com  City of Arlington Design and Construction Standards and Specifications. (Available online)  Construction Work Hours – Monday – Saturday 7 am to 7pm. No Sundays City recognized or Federal Holidays UPCOMING HOLIDAYS – SEE FULL LIST OF 2022 FEDERAL HOLIDAYS  Binders and approved plans shall be kept onsite  As-built plans will be required – submit contractor redlined plans with as-built submittal MISCELLANEOUS: 1. Bulk Hydrant Use – 360-403-3526 2. Call for Locates 3. Planting schedule and methods 4. Onsite inspection prior to and during planting 5. Inspect final grade for lawn installation (Hydro-seed/sod) 6. Verify root barrier installation 7. Planting methods & before planting mulch installation 8. Staking & top mulch installation GENERAL CIVIL AND STORM DRAINAGE REQUIREMENTS: 9. Keep road clean and overall site. 10. Dust control required. 11. Maintain construction entrance – use railroad ballast – no spawls. 12. Silt fence as needed – contact for tailgate discussion. 13. All grouting shall be inspected inside and out. 14. Sand collars required unless otherwise specified. 15. All risers to be wet set and mudded inside and out. 16. All infiltration areas to be inspected before cover. 17. Provide protection for all infiltrating materials / amended soils, railroad ballast, drain rock 18. ECO Pans required for concrete clean up or approved wash down area with water tight containment. 19. CDF is required in right of way per R-140, up to the bottom of asphalt; no compaction required. Only for trenching within the roadway prism. 20. A Traffic Control Plan shall be submitted and approved prior to any work within the public Right of Way. 21. Landscaping – root barriers are required per Standard Detail R-270. 22. CALL INSPECTION LINES AND NOT INDIVIDUAL CELL PHONES!! 23. Right of Way site plan and TCP is required for any right of way work. WSDOT TCP is acceptable or TCP per MUTCD. GENERAL UTILITY REQUIREMENTS: 24. Do not cover without inspection. 25. Maintain survey staking. 26. All pipe in ground shall be inspected before cover. 27. Take pictures. 28. Call if you have any questions. 29. No pipe received on site without the ends covered; covers will remain in place until installation. 30. Signed set of approved construction drawings will be on site. 31. General site maintenance - No garbage in the ditch; no fittings/pipe in the mud; fitting assembly in a clean area. 32. Maintain horizontal and vertical clearance with other utilities. 33. Maximum amount of open trench shall not exceed 100 feet. 34. Dropped and/or damaged pipe will be removed from the site and replaced. 35. High ground water a potential and dewatering plan may be required. De-watering pumps will need to be available and in good working condition if needed. 36. A Red Line copy of the construction drawings will be submitted to the COA at the project completion with the as-built plans. 37. Tracer Tape is required over side sewer pipes, stubs and any undetectable pipe at 24 to 48 inches below finished grade extending the full length. Page 2 of 5 REV6.2021 GENERAL WATER REQUIREMENTS: 38. Irrigation requires a separate tap for irrigation or a variance can be requested; send to Ryan Morrison rmorrison@arlingtonwa.gov. 39. CDF not required but compaction shall be met. 40. Inspectors shall be contacted and pictures will be taken. 41. All service lines shall be 2 inches and reduced at meter. 42. No 2 inches setters will be installed without restraint rods/spacer (Spud) in place. No wood spacers. 43. Pipe handling - Anticipate low water flows for flushing, keep the pipe/fittings clean. Water tight plug shall be used. 44. Once fittings arrive on site they need to be verified that they conform to approved submittals/COA STD. 45. Reduced Pressure Backflow Assembly (RPBA) is required, preferably inside the building. The RPBA must be in line where the water enters the building. Placement of the RPBA is a minimum of 1 foot and a maximum of 5 feet from ground level. 46. Mega Lugs and Field Locks are required. 47. All valves to be in the closed position to prevent debris/water from entering pipe. 48. Heavy plastic (4 mil. min.) on all fittings prior the thrust blocking. 49. Pre-block and post-block inspections are required. An ecology block may be used with crushed rock backfill compacted to 95%, as needed. • Ecology ½ block - 2’x2’x3’ (1900 lbs.); or • Ecology full block – 2’x2’x6’ (3850 lbs.); or • Per standard detail W-160 thru W-175. 50. All Services will be flushed prior to testing or connecting to the check valve to prevent the check valve from damage. 51. What type of chlorination will you use? Disposal of the Super Chlorinated water? 52. Tie-in connections shall be less than 18 feet and swabbed with a chlorinated water solution of appropriate strength. 53. Water meter will not be set until connection fees have been paid. Contact the Permit Center for or apply online. 360-403-3551 or www.arlingtonwa.gov/254/Construction-Utility-Applications 54. Limited hydrant meters, PUD may supply. GENERAL SANITARY SEWER REQUIREMENTS 55. Inspectors will take pictures. 56. Side sewer pipe and stubs shall be 6 inches. 57. Bedding shall be 3/8 inch clean washed pea gravel or imported clean sand, 6 inches below pipe and 12 inches above pipe. 58. Cleanouts shall be placed 5 feet from the building where each sewer stub exits the building. Cleanouts are required every 100 feet, must be at grade with ring, cover and internal plug, not a cap. If a clean out is not located in a solid surface, it will require a concrete pad. 59. All grouting shall be inspected inside and out. 60. All risers to be wet set and mudded inside and out. Do not use Jet set. 61. Sanitary Sewer Pipe shall be cleaned and tested after backfilling by either exfiltration or low pressure air method. 62. Sewer main will be CCTV and inspector shall be onsite. 63. Clean outs will be a “Y” at 45°. Page 3 of 5 REV6.2021 64. Monitoring manhole (MMH) is required for each commercial use within the city. If multi-tenant, each unit needs to connect separately to a MMH. Maximum of three (3) units may connect to one (1) MMH. Detail SS-130. BUILDING REQUIREMENTS 65. Special Inspections 66. Wall/rockeries separate building permit 67. Field Revisions to Issued Permit – Level 1: Minor changes that Inspectors may add to the approved building permit file. The inspector may also determine that a level 2 requirement is necessary based on the extent and complexity of the changes proposed. “Minor Changes” would include small scale changes, such as: • Updates to floor plan with no increases in footprint, change of uses, or heights. • Minor structural changes from the engineer and/or designer of record; such as: o basic beam changes, o changes of covered porches, patios, o over framed areas from trusses to stick framed roofs w/50 psf. or less roof snow loads without roof pitch changes, o window changes without egress change, o minor footing/foundation adjustments). • All changes/modifications should be noted/documented on the permit file and as necessary within the permitting system. 68. Revisions to Issued Permit – Level 2 New applications may be required for minor revisions where staff review is necessary for proposed revisions. Only 1 revision is allowed to any issued building permit. • Types of potential changes may include but are not limited to: o Reallocation of floor area use if it would include and/or cause an increase in bedroom count(s). o Site plan changes in orientation or location on a site without any structural changes. o Roof pitch changes. o Structural changes and alterations that would then require some type of building plan review. o Slight increases and/or adjustments to previously permitted details and/or features which would increase the area and/or footprint square footage, including, but not limited to:  decks,  covered porches/decks,  existing room(s)/habitable space,  garage • Increases shall not exceed 10% of the existing detail/floor area up to a maximum total of 250 sq. ft. • Increases and/or adjustments shall not create a nonconforming structure (e.g. setbacks, floodplain, critical area, shoreline, ADU limitations, or would create other type of nonconforming use). 69. Revisions to Issued Permit – Level 3 Requirements for new Permit application and full review of Substantial Changes: Changes in the scope and scale of the structure and/or structural design that would necessitate a new permit. Page 4 of 5 REV6.2021 • “Substantial Changes” would include changes, such as: o Changing from wood to reinforced concrete or other change in the type of construction. o Changes in occupancy that require extensive changes to the construction and life safety design of the structure. o Altered projects resulting in a totally new configuration/layout. o A completely new design, new elements, and/or features not part of the original prior approved building permit. GENERAL REQUIREMENTS: 70. Permit numbers shall be added to all required reports and emailed to the following: • Marc Hayes – mhayes@arlingtonwa.gov 360-403-3457 • Kevin Olander – kolander@arlingtonwa.gov 360-403-3433 • Brian Grieve- bgrieve@arlingtonwa.gov 360-403-3438 / 360-913-1396 (cell) • Permit Center – ced@arlingtonwa.gov 360-403-3551 71. Utility General Contact Information: 360-403-3526 • Water Department Contact: o Gus Tararan – gtararan@arlingotnwa.gov 425-754-7438 o Inspections – 360-403-3526 • Wastewater Department Contact: o Joe Wilson – jwilson@arlingotnwa.gov 425-754-7442 o Inspections – 360-403-3508 72. Plan Revisions shall be submitted via hard copy to CED Department for review. • Two (2) copies of revised plans shall be required along with an electronic copy Page 5 of 5 REV6.2021 City of Arlington Community & Economic Development September 8, 2022 Gayteway Business Park, LLC PO Box 1727 Bellevue, WA 98009 RE: Pre-Construction Requirements Project Name: Gayteway BLDG F Project Address: 7123 197th PL NE, Arlington, WA 98223 Project No.: PWD-2908 Dear Chris, In order for work to commence at the Gayteway BLDG F project site, the following items need to be submitted to the City of Arlington. 1. All Land Use permits shall be approved and issued 2. A performance bond will need to be on file with the City of Arlington. The City of Arlington Performance Bond form is included. We will require submittal of the original document. This bond is to insure completion of the following and shall be indicated on the security: All included infrastructure relating to TESC, stormwater drainage systems (public and private), right of way improvements along with any private and public landscaping. Performance Bond Estimated Cost of Construction is $324,221.25 x 150% = $486,331.88 3. Contractor Information: a. Contractor Proof of Insurance with the City of Arlington named as Additional Insured 4. Project CESCL with current certificate (1 acre or more) 5. Project Testing Company with contact information 6. Material submittals for all proposed water, sewer and stormwater infrastructure shall be approved. Allow one (1) weeks’ time for review of material submittals. 18204 59th Avenue NE, #B - Arlington, WA, 98223 - 360-403-3551 – www.arlingtonwa.gov Once the items above have been received and approved, a pre-construction meeting will be scheduled. Project closeout information The performance bond shall be released when inspection and approval of all work has been completed, as-built plans, easements, dedications, and bills of sale have been approved and a two- year, 20% maintenance bond is on file with the City of Arlington. The City does not have a template for the maintenance bond, however Surety’s standard form is acceptable and shall consist of following of which shall be indicated on the security. “All included infrastructure relating to any private and public landscaping.” “The bond shall not be released without written discharge from the City of Arlington” Maintenance Bond Estimated Cost of Construction $17,500.00 x 20% = $3,500.00 Should you have any questions or require additional information, please contact me at 360.403.3436 or rjones@arlingtonwa.gov . Sincerely, Raelynn Jones Permit Technician I Community & Economic Development Department July 1, 2022 Priority FedEx (360) 403-3551 Amy Rusko, Planning Manager City of Arlington Community & Economic Development Department 18204 59th Avenue N.E. Arlington, WA 98223 RE: Response to Comments No. 1 Civil Permit Application Submittal Permit No. PWD-2908 Building F - Gayteway Business Park Binding Site Plan 20015 67th Avenue N.E., Arlington, Washington 98223 Our Job No. 21334 Dear Amy: We have revised the plans and technical documents for the above-referenced project in accordance with your Civil Permit Application Submittal Comments dated May 10, 2022. Enclosed are the following documents for your review and approval: 1. Two (2) sets of Building F Civil Plans by Barghausen Consulting Engineers, dated June 28, 2022 2. Two (2) copies of the Infiltration Report by Sondergaard Geoscience, dated January 31, 2022 3. Two (2) copies of the Construction Calculation Worksheet, by Barghausen Consulting Engineers, dated June 28, 2022 4. One (1) set of COA Review Comments by Barghausen Consulting Engineers, Inc., dated June 28, 2022 The following outline provides each of your comments in italics exactly as written in Water Plan Sheet C10, along with a narrative response describing how each comment was addressed. Sheet C10 Water Plan Install as tee with 12’’ GV’s on east and west sides for future extension. Response: Revised to be with 12-inch GVs on east and west sides. Fully valve tee Response: Tee is revised to be fully valved with two (2) 12-inch gate valves and one (1) 6-inch gate valve. Install 12’’ GV on west side of tee Response: 12-inch GV added on west side of tee. Remove redundant text Response: Redundant text is removed. Amy Rusko, Planning Manager City of Arlington Community & Economic Development Department Page 2 July 1, 2022 Remove. Main to be tapped with 2’’ corp per W-050 (no tee) Response: Main is updated to be tapped with two- (2) inch corp per W-050. RPBA (not DCDA) required, per COA standard W-150. Install inside building Response: DCDA is removed and RPBA is noted to be installed inside building per COA standard W-150. Fully valve this tee Response: Tee is revised to be fully valved. We believe that the enclosed plans and technical documents comprise a complete response to your May 10, 2022 review comments. Please review and approve the enclosed documents at your earliest convenience. Should you have questions or require additional information, feel free to contact me at jhowitt@barghausen.com. You can also reach me at (425) 251-6222. Thank you. Respectfully, Joel A. Howitt Senior Planner JAH/ps 21334c.012.docx enc: As Noted cc: Chris Jensen, Barghausen Consulting Engineers, Inc. Jason Carey, Barghausen Consulting Engineers, Inc. SONDERGAARD GEOSCIENCE, PLLC 13012 65TH Avenue SE Snohomish, Washington 98296 January 31, 2022 Project No. J-0045 Gayteway LLC P.O. Box 1727 Bellevue, WA 98009 Attention: Chris Gayte Subject: Soil Infiltration Rate Building F Gayteway Business Park 20015 67th Avenue NE Arlington, Washington Dear Mr. Gayte: As requested, Sondergaard Geosciences, PLLC (SGP) is pleased to present our recommendations for soil infiltration rate for the subject site. This study has been prepared for the exclusive use of Gayteway LLC and their agents, for specific application to this project. Within the limitations of scope and schedule, our services have been performed in accordance with generally accepted engineering geology practices in effect in this area at the time our study was prepared. No other warranty, express or implied, is made. This report has been revised to reflect comments received from the City of Arlington. SITE AND PROJECT DESCRIPTION The subject property consists of an irregularly-shaped parcel (Snohomish County Parcel Number 31051400200700), with a combined area of approximately 54 acres located at 20015 67th Avenue NE in Arlington, Washington (Figure 1). The subject property is bounded to the south and north by commercial/industrial development, to the east by new Building G of this development and to the undeveloped land of the Gayteway Business Park. The proposed project that is the subject of this report is located on the northeast portion of the property. At the project site, overall site topography is relative flat. The subject site formerly was occupied by a lumber mill that has since be demolished. The project site is clear of vegetation Based on our discussions with you, we understand that plans for the current project include the construction of one concrete tilt-up structure totaling approximately 116,899 square feet (Building F). January 31, 2022 SONDERGARRD GEOSCIENCES, PLLC 1 Gayteway Business Park Building F Soil Infiltration Rate Arlington, Washington SUBSURFACE EXPLORATION The project area consists of a building pad (formerly Building E) constructed by the placement and compaction of structural fill over native recessional outwash deposits as documented in our geotechnical report dated February 12, 2020. Two exploration pits (F-1 and F-2) were completed at the site by SGP on January 11, 2022 for the purpose of characterizing the soils for the on-site infiltration of storm water. The pits were competed withing the footprint of the proposed infiltration system as located by Barghausen Engineers (Figure 2). The exploration pits were continuously observed and logged by an engineering geologist. Descriptions of the soils encountered at the site are provided below. Structural Fill Approximately 10 to 20 feet of fill mostly consisting of site derived sandy gravel and gravelly sand recessional outwash was placed and compacted on the Building F pad. Portions of the upper few feet of fill consisted of imported granular material. This material was placed and compacted as structural fill to a density of at least 95 percent of its maximum dry density as determined by ASTM D 1557. This structural fill is suitable for support of building foundations, pavements and other structures. Recessional Outwash Native Recessional Outwash soils underly the structural fills. These soils generally consist of medium dense, moist, oxidized brown to gray, gravelly sand to sandy gravel and scattered cobbles as shown on the attached exploration pit logs. This unit is suitable for support of structural fills, foundations, slabs and pavements when properly compacted as recommended in this report. Ground Water Ground water seepage was not encountered in the exploration pits advanced for this report in January 2022 which were completed to depths of approximately 15 feet below the existing site grade. It should be noted that the depth and occurrence of ground water seepage at the site likely varies in response to such factors as changes in season, amount of precipitation, location, and site use. SGP collected 2 soil samples for grain size analyses at the planned infiltration location and depths (Figure 2) identified by the project civil engineer. At the depths specified, all infiltration would be into the granular structural fill soils derived from native recessional outwash deposits. January 31, 2022 SONDERGARRD GEOSCIENCES, PLLC 2 Gayteway Business Park Building F Soil Infiltration Rate Arlington, Washington Infiltration We understand that the on-site infiltration of site generated storm water is the preferred method for the disposal of storm water. Because the soils underlying the site consist of unconsolidated recessional outwash or fill derived from these soils, the methods outlined in the 2014 Surface Water Management Manual for Western Washington, Volume III, Section 3.3.6(3) Soil Grain Size Analysis Method were used to determine the soil infiltration rate. The recommended uncorrected infiltration rates based upon grain size analyses of soil samples collected at each proposed infiltration location and performed in accordance with ASTM Method D422 are presented in Table 1 below: Table 1. Soil Infiltration Rate Infiltration Sample Depth (ft) Ksat (cm/sec) Uncorrected Infiltration Rate Area No. (in/hr) F F-1 10-15 6.24 x 10-2 103 F F-2 10-15 4.94 x 10-2 56 Averaging the results from for the two infiltration rates results in an average uncorrected soil infiltration rate of 79 inches per hour. As per the 2014 SWMMWW correction factors are applied to the uncorrected infiltration rate to account for site variability (CFv), test method (CFt) and siltation and bio-buildup (CFm). For this site the following correction factors should be applied: CFv = 0.5 CFt = 0.4 Cfm = 0.9 Applying these correction factors to the uncorrected infiltration rate determined above results in a recommended, long term design infiltration rate for Building F = 14 in/hr January 31, 2022 SONDERGARRD GEOSCIENCES, PLLC 3 CCLINCH 12/27/2021 8:28 AMF.dwg bldg t i Exhib P:\21000s\21334\exhibit\21334-lnfiltration 1 of 1 IA 11/29/21e toD barghausen.corn 425.251.6222 83642 ID MERIDIAN, N I I WA.98032 Kent, Vertical Approved..J;.!lL L a ■ I COURT COMMERCIAL E. 3450 -- . 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I / J // / I/ / I I .,.;_: -. -I;._ I I / / , , I � I -1 // / llll/lj I I '-�jJ --/ -- i:'//.I I j I - = Y-:.I I I \ ---- ) I I I \ ----....._ ( f I I\ / / I 1 , --.---7 --- ----.----�11 '\."IE:"": �E] ,r z - -. �... fD EXPLORATION PIT LOGS GAYTEWAY BUSINESS PARK BUILDING F ARLINGTON, WASHINGTON F-1 Depth (ft) Description 0.0 – 6.5 Medium dense to dense, moist, tan to brown, gravelly SAND. 6.5 – 7.5 Medium dense to dense, moist, brown with some dark brown, slightly silty SAND with some gravel. 7.5 – 8.5 Medium dense to dense, moist, tan, SAND. 8.5 – 9.5 Medium dense to dense, moist, brown with some dark brown, slightly silty, gravelly SAND. 9.5 – 15.0 Medium dense to dense, moist, tan, very gravelly SAND with few silt. T.D. @ 15.0 feet 1-11-22. No ground water seepage encountered. No sidewall caving. F-2 Depth (ft) Description 0.0 – 2.0 Medium dense to dense, moist, tan to brown, gravelly sand with trace silt 2.0 – 5.0 Medium dense, moist, brown, SAND with scattered gravel. 5.0 – 7.0 Medium dense to dense, moist, brown with some dark brown, gravelly SAND with some silt. 7.0 – 15.0 Medium dense to dense, moist, tan to brown, very gravelly SAND with few silt. T.D. @ 15.0 feet 1-11-22. No ground water seepage encountered. No sidewall caving. Particle Size Distribution Report in. ½ in. in. 6 in. 3 in. 2 in.1 1 in.¾ ½ 3/8 in. #4 #10 #20#30#40 #60 #100#140#200 100 90 80 70 60 50 40 PERCENT FINER 30 20 10 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm. % Gravel % Sand % Fines % +3" Coarse Fine Coarse Medium Fine Silt Clay 0.0 4.1 26.7 16.4 34.9 16.2 1.7 TEST RESULTS Material Description Opening Percent Spec.* Pass? very gravelly SAND, trace silt Size Finer (Percent) (X=Fail) 2" 100.0 1.5" 99.4 Atterberg Limits (ASTM D 4318) 1" 98.1 PL= NP LL= NV PI= 3/4" 95.9 5/8" 94.5 Classification USCS (D 2487)= SP AASHTO (M 145)= A-1-b 1/2" 90.3 3/8" 85.0 Coefficients #4 69.2 D90= 12.5027 D85= 9.5308 D60= 3.0165 #8 55.6 D50= 1.6828 D30= 0.6517 D15= 0.3797 #10 52.8 D10= 0.3031 Cu= 9.95 Cc= 0.46 #20 37.0 #40 17.9 Remarks #60 6.8 #100 3.2 #200 1.7 #270 1.3 Date Received: 1/12/2022 Date Tested: 1/18/2022 Tested By: CI Checked By: MM Title: * (no specification provided) Location: F-1 Date Sampled: 1/12/2022 Client: Sondergaard Geoscience Project: Lab Testing Gayteway BP Project No: 20220015 E001 Figure Particle Size Distribution Report in. ½ in. in. 6 in. 3 in. 2 in.1 1 in.¾ ½ 3/8 in. #4 #10 #20#30#40 #60 #100#140#200 100 90 80 70 60 50 40 PERCENT FINER 30 20 10 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm. % Gravel % Sand % Fines % +3" Coarse Fine Coarse Medium Fine Silt Clay 0.0 1.9 10.4 5.9 27.9 50.6 3.3 TEST RESULTS Material Description Opening Percent Spec.* Pass? gravelly SAND, trace silt Size Finer (Percent) (X=Fail) 1.5" 100.0 1" 98.7 Atterberg Limits (ASTM D 4318) 3/4" 98.1 PL= NP LL= NV PI= 5/8" 96.9 1/2" 94.8 Classification USCS (D 2487)= SP AASHTO (M 145)= A-3 3/8" 92.8 #4 87.7 Coefficients #8 82.9 D90= 6.4117 D85= 3.2264 D60= 0.4892 #10 81.8 D50= 0.3930 D30= 0.2751 D15= 0.1922 #20 73.8 D10= 0.1575 Cu= 3.11 Cc= 0.98 #40 53.9 #60 25.1 Remarks #100 9.1 #200 3.3 #270 2.5 Date Received: 1/12/2022 Date Tested: 1/18/2022 Tested By: CI Checked By: MM Title: * (no specification provided) Location: F-2 Date Sampled: 1/12/2022 Client: Sondergaard Geoscience Project: Lab Testing Gayteway BP Project No: 20220015 E001 Figure 8/25/2023 PWD#2908 – Gayteway BLDG F Punch List Items 1. Paint remaining parking stalls and install curb stops on the west side of the building 2. Repair damaged planter strip on the west side of the building 3. Landscaping is needed in one planter on the west side of the building 4. Complete the sidewalk that connects the Building F parking lot to the lot to the west. The sidewalk needs be extended to the property line. 5. Complete concrete paving over the utility easement on the Newell Property 6. Remove any remaining erosion control devices 7. Contact Public Works for a water system punch list 8. Contact Public Works for a sewer system punch list Gayteway Building F Punch List - Install remaining curb stops - Install remaining parking lot pavement markings - Repair damaged planter strip on the west side of the building - Complete the area where the sewer line still needs to be installed o HMA paving, sidewalk, concrete curb, pavement markings, cut cleanouts to grade - Install remaining landscaping - Complete the sidewalk that connects the Building F parking lot to the lot to the west. The sidewalk needs to be installed up to the property line - Final storm system cleanout & inspection - Remove any remaining erosion control devices - Job trailer removal/site cleanup - Contact Public Works for a water system punch list - Contact Public Works for a sewer system punch list Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 7/5/2022 Gayteway Building F Brian Grieve WORK PERFORMED Was work performed today? ☒ - Yes ☐ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Grading Yes Yes Crews continue cutting the south end of the site to fill the north end of the site. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? ☐ - Yes ☒ - No Is the contractor maintaining the traffic control devices? ☐ - Yes ☐ - No ☒ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractor’s erosion control measures in place? ☒ - Yes ☐ - No Is the contractor maintaining erosion control BMPs? ☒ - Yes ☐ - No ☐ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS None Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 5/24/2023 Gayteway Building F Brian Grieve WORK PERFORMED Was work performed today? ☒ - Yes ☐ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Paving Yes Yes Crews are paving the delivery bays and ramps on the south side of the building TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? ☐ - Yes ☒ - No Is the contractor maintaining the traffic control devices? ☐ - Yes ☐ - No ☒ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractor’s erosion control measures in place? ☒ - Yes ☐ - No Is the contractor maintaining erosion control BMPs? ☒ - Yes ☐ - No ☐ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS None Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 8/22/2023 Gayteway Building F Brian Grieve WORK PERFORMED Was work performed today? ☒ - Yes ☐ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Concrete Slab Yes Yes Crews are placing reinforcing steel for the concrete slab over the sewer line on the Newell Property. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? ☐ - Yes ☒ - No Is the contractor maintaining the traffic control devices? ☐ - Yes ☐ - No ☒ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractor’s erosion control measures in place? ☒ - Yes ☐ - No Is the contractor maintaining erosion control BMPs? ☒ - Yes ☐ - No ☐ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS None Page 2 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 8/28/2023 Gayteway Building F Brian Grieve WORK PERFORMED Was work performed today? ☒ - Yes ☐ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Concrete Slab Yes Yes Crews are drilling for paving dowels for the concrete slab being installed on the Newell Property. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? ☐ - Yes ☒ - No Is the contractor maintaining the traffic control devices? ☐ - Yes ☐ - No ☒ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractor’s erosion control measures in place? ☒ - Yes ☐ - No Is the contractor maintaining erosion control BMPs? ☒ - Yes ☐ - No ☐ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS None Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 8/31/2023 Gayteway Building F Brian Grieve WORK PERFORMED Was work performed today? ☒ - Yes ☐ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Concrete Slab Yes Yes Crews are placing reinforcing steel for the slab on the Newell Property. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? ☐ - Yes ☒ - No Is the contractor maintaining the traffic control devices? ☐ - Yes ☐ - No ☒ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A Page 2 TEMPORARY EROSION & SEDIMENT CNTROL Are the contractor’s erosion control measures in place? ☒ - Yes ☐ - No Is the contractor maintaining erosion control BMPs? ☒ - Yes ☐ - No ☐ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS None Page 3 For the best experience, open this PDF portfolio in Acrobat X or Adobe Reader X, or later. Get Adobe Reader Now! Permit #: 2908 Permit Date: 02/03/22 Permit Type: CIVIL MAJOR Project Name: Gayteway Bldg. F Applicant Name: Barghausen Applicant Address: 18215 72nd Ave S. Applicant, City, State, Zip: Kent, WA 98032 Contact Person: Chris Jensen / Jason Carey Phone: 425-251-6222 / 253-737-3272 Email: cjensen@barghausen.com / jkcarey@bargausen@com Scope of Work: Full site civil Valuation: 1258257.50 Project #:: ID Code: CED Permit Issued: 10/04/2022 Permit Expires: 03/29/2024 Status: MAINTENANCE BOND Assigned To: Raelynn Jones Property Parcel # Address Legal Description Owner Name Owner Phone Zoning 31051400200700 7123 197TH PL NE BSP #202012225005 GAYTEWAY BUSINESS 300 INDUSTRIAL / PARK, LLC MANUFACTURING Contractors Contractor Primary Contact Phone Address Contractor Type License License # SIERRA CONSTRUCTION CO INC Roger Collins 14800 NE North Woodinville Construction Contractor Labor & Industries SIERRCC145N8 Way Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status 08/28/2023 S01. SEWER INSPECTIONS Sewer walkthrough final. JW 08/28/2023 08/28/2023 PW-SEW-REV COMPLETE 10/27/2022 C02.1 STORM INSPECTION Infiltration Gallery 10/28/2022 11/16/2022 CED INSPECTOR COMPLETE ONLY 10/24/2023 W02. WATER PUNCH-LIST Punch list for building F. 10/24/2023 JESSE OMAN COMPLETE Valve cans installed. Fire Hydrants installed with pads. Services installed and meters centered in box and set to grade. All of these items are installed and up to City of Arlington standard’s. No other issues for building F. 10/24/2023 W02. WATER PUNCH-LIST gate way upper lots 10/24/2023 TIMM SPRAGUE COMPLETE see notes 09/05/202302/24/202210/06/202208/16/202309/05/202309/05/202309/05/202309/19/202209/19/202209/19/202209/19/202211/06/202310/06/202310/06/202310/06/202310 Plan Reviews Date Review Type Description Assigned To Target Date 08/28/2023 CIVIL MAJOR CED INSPECTOR 09/05/2023 02/03/2022 CIVIL MAJOR See Notes *Not Assigned 02/24/2022 09/22/2022 CIVIL MAJOR See Note. PLANNING 10/06/2022 08/09/2023 CIVIL MAJOR No comments, LT & KS PW-ADMIN-GIS 08/16/2023 08/28/2023 CIVIL MAJOR PW-SEW-REV 09/05/2023 08/28/2023 CIVIL MAJOR No additional comments. RM PW-WAT-REV 09/05/2023 08/28/2023 CIVIL MAJOR Marc Hayes 09/05/2023 09/12/2022 MATERIAL SUBMITTALS No comments. RM PW-ADMIN-GIS 09/19/2022 09/12/2022 MATERIAL SUBMITTALS See updated Notes. RM PW-SEW-REV 09/19/2022 09/12/2022 MATERIAL SUBMITTALS See updated Notes. RM PW-WAT-REV 09/19/2022 09/12/2022 MATERIAL SUBMITTALS PW-STORM-REV 09/19/2022 10/30/2023 AS-BUILT Marc Hayes 11/06/2023 09/22/2023 AS-BUILT No Comment CED INSPECTOR 10/06/2023 09/22/2023 AS-BUILT No comments. RM PW-ADMIN-GIS 10/06/2023 09/22/2023 AS-BUILT Sewer run Manhole-7 to manhole-1 is missing a tee and stub they added to the West. PW-SEW-REV 10/06/2023 should be two tee's on this run. 09/22/2023 AS-BUILT PW-WAT-REV 10/06/2023 12/11/2023 PERMIT TECHNICIAN Kristin Foster Fees Fee Description Notes Amount Processing/Technology $25.00 Civil Permit $75,495.45 Total $75,520.45 Payments Date Paid By Description Payment Type Accepted By Amount 08/30/2022 XBP Conf: 127281617 $75,520.45 Outstanding Balance $0.00 Notes Date Note Created By: 12/14/2023 Received revised CCW to include all the water and sewer revisions/extensions. Kristin Foster 11/22/2023 Marc approved W/S Bills of Sale but they are only for the building and do not include the water extensions. Kristin Foster 11/15/2023 Received Water and Sewer Bills of Sale. Kristin Foster 11/13/2023 Pending bills of sale and maintenance bond Ameresia Lawlis 11/02/2023 as-builts sent to ryan Ameresia Lawlis 10/30/2023 asbuilts received and routed Ameresia Lawlis 10/25/2023 Review comments sent to applicant. Ameresia Lawlis 09/27/2023 Water revisions approved. Emailed approved plans to applicant Raelynn Jones 09/27/2023 GIS approved utility easement Ameresia Lawlis 09/22/2023 As-builts received and routed Ameresia Lawlis 09/22/2023 Email sent to GIS for review of easements - Due 10/6/2023 Ameresia Lawlis 08/25/2023 Project closeout letter and punchlist sent to applicant Raelynn Jones 08/22/2023 Received water revisions. Routed for review 8/28. Raelynn Jones 08/17/2023 Revisions approved Raelynn Jones 08/15/2023 Received sewer revisions. Routed to staff for review. Raelynn Jones 08/09/2023 Received water revisions for future construction of D & E. Routed to staff for review. Raelynn Jones 07/11/2023 Received crossing slab revisions. Routed to staff for review Raelynn Jones 05/23/2023 Water/sewer revisions approved. Raelynn Jones 01/18/2023 Water/sewer revisions for easement sent to applicant Raelynn Jones 09/22/2022 Received resubmittal from applicant. Routed to staff for review. Raelynn Jones 09/12/2022 Received pre-con requirements. PB still required. Material submittals routed to PW for review Raelynn Jones 09/09/2022 Review comments and Pre-con letter sent to applicant Raelynn Jones 08/24/2022 Received resubmittal. Routed to staff for review. Raelynn Jones 07/20/2022 Review comments sent to applicant Raelynn Jones 07/06/2022 Received revisions 7/5/22. Routed to staff for review Raelynn Jones 05/10/2022 Review comments sent to applicant Raelynn Jones 05/10/2022 All Land Use must be approved prior to civil permit issuance Raelynn Jones 03/01/2022 Do not send review comments until Land Use/Amy comments are addressed. Raelynn Jones 02/23/2022 Add fees once corrected CCW has been received Raelynn Jones 02/09/2022 Received CCW. Routed for review Raelynn Jones 02/03/2022 Contractor TBD Raelynn Jones 02/03/2022 Emailed applicant for Construction Calculation Worksheet. Enter fees once received Raelynn Jones Uploaded Files Date File Name 05/24/2024 20818390-20231103_PWD2908_Asbuilts (signed)_Part5.pdf 05/24/2024 20818392-20231103_PWD2908_Asbuilts (signed)_Part1.pdf 05/24/2024 20818393-20231103_PWD2908_Asbuilts (signed)_Part2.pdf 05/24/2024 20818394-20231103_PWD2908_Asbuilts (signed)_Part3.pdf 05/24/2024 20818395-20231103_PWD2908_Asbuilts (signed)_Part4.pdf 05/24/2024 20818388-2023517_PWD2908_ Approved Backwater Valve.pdf 05/24/2024 20818387-20220929_2908_Approved Civil Plans_V.0.pdf 05/24/2024 20818386-20221027_2908_Approved Landscape Plans.pdf 05/24/2024 20818385-20230816_PWD2908_Approved Water-Sewer Revisions-Current.pdf 05/24/2024 20818384-20230926_PWD2908_Approved Water Revisions.pdf 08/15/2023 16521151-20230811_PWD2908_ Sewer Revisions_ Sheets 15-18.pdf 07/11/2023 16108086-20230711_PWD2908_ MEMO (CROSSING SLAB).pdf 07/11/2023 16108087-20230711_PWD2908_ Struct Calcs (Gayteway Crossing Slab).pdf 10/04/2022 13064883-20221004_2908_Issued Permit.pdf 09/22/2022 12891857-OM Manual-Building F-2022-09-20.pdf 09/12/2022 12785197-Submittal 007- Sewer, Water, Storm Material-Building F-PGS 1-59.pdf 09/12/2022 12785198-Submittal 007- Sewer, Water, Storm Material-Building F-PGS 60-168.pdf 09/12/2022 12785056-Submittal 014 - Revised ADS Bayfilter Submittal_545-Building F-2022-07-13.pdf 08/24/2022 12640931-Stormwater Site Plan-Building F-2022-08-19.pdf 08/24/2022 12640928-Construction Calculation Worksheet-Building F Gayteway Business Park-2022-08-19.xlsx 07/06/2022 12200980-7.5.22_Infiltration Report-Building F Gayteway Business Park-2022-01-31.pdf 02/09/2022 10703095-2908_2-9-2022 Construction Calculation Worksheet.xlsx 02/03/2022 10666393-21334 Gayteway Bld F Stormwater Site Plan-2022-01-07.pdf 02/03/2022 10666387-21334 Gayteway-Goetech Report-2020-08-06-Sondergaard Geoscience-Addendum.pdf 02/03/2022 10666384-21334 Gayteway Bld F SWPPP-2022-01-07.pdf 02/03/2022 10666386-21334 Gayteway Level III TIA-TextandGraphics-Final.pdf 02/03/2022 10666380-21334 Gayteway Bld F Civil Permit Application.pdf 02/03/2022 10666381-21334 Gayteway Bld F Cover Letter.pdf 02/03/2022 10666382-21334 Gayteway Bld F OM Manual-2021-11-30.pdf Date: 09/05/2025 Permit #: 2908 Permit Date: 02/03/2022 Review Date: 09/22/2022 Permit Type: CIVIL MAJOR Review Type: CIVIL MAJOR Target Date: 10/06/2022 Scheduled Time: 00:00 Completed Date: 09/23/2022 Description: See Note. Review Status: COMPLETE WITH CONDITIONS Assigned To: PLANNING Time In: 00:00 Time Out: 00:00 Hours: 0.0 Notes Planning will comment on site civil after review of the Land Use application. Notice of 02/22/2022 Incomplete Application was issued and not sure if all request information has been submitted. This application has not been completely reviewed via land use requirements at this time. Land use comments for the Special Use Permit were issued on May 10, 2022. These items need to taken care of prior to Civil approval and issuance. Will re-review Civil documents 05/10/2022 after resubmittal. Please add to the Civil comment letter that all land use comments shall be addressed and Civil plans updated with requested items. Land Use comments for the Special Use Permit were issued on July 15, 2022. These items 07/25/2022 need to be addressed and then shown on the civil plans. Once I see the corrections complete I will check that these items are on the civil plan set. Civil plans match the land use permit. The Civil Permit can be issued once the property owner 09/23/2022 has recorded the necessary ROW Dedications and the Land Use Permit is issued. All relevant conditions from the Land Use Permit shall apply. 09/29/2022 Special Use Permit was approved and issued on September 29, 2022. Property Information Parcel#: 31051400200700 GAYTEWAY BUSINESS PARK, LLC GAYTEWAY BUSINESS PARK, LLC P.O. BOX 1727 7123 197TH PL NE BELLEVUE, WA 98009 Zoning: 300 INDUSTRIAL / MANUFACTURINGLot: 3Block: Date: 09/05/2025 Permit #: 2908 Permit Date: 02/03/2022 Review Date: 08/28/2023 Permit Type: CIVIL MAJOR Review Type: CIVIL MAJOR Target Date: 09/05/2023 Scheduled Time: 00:00 Completed Date: 08/11/2023 Description: No additional comments. RM Review Status: COMPLETE WITH CONDITIONS Assigned To: PW-WAT-REV Time In: 00:00 Time Out: 00:00 Hours: 3.0 Notes 1. Verify hydrant spacing with Fire Marshal and per COA Standard 4-1.18 requirements. 02/24/2022 Spacing per 300' required. 2. See uploaded red line drawing for additional comments. Sheet C 12 was never review on the original building F review. 1) STA 65+09.32 install 12'' inline valve and reconnect to existing 8'' main, 2) STA 62+29.21 and STA 50+08.85 install a fully valve tee 3) STA 56+14.48 install 12" valves on the North and South side of tee. 4) at STA 58+89.31 move East 12"valve to the north side of tee. 5) at STA 50.00 the connection with existing main on the north side of the seasonal drainage ditch is a 8" main not a12". 07/06/2022 6) The existing water service for Wilbert Vault 6800 199th is required to be relocated to the new 12" main and reconnected. as a note there are fiscal elevation differences form lot F and the connection points at STA 56+14.48 and at STA 58+89.13 submit drawings for elevation and restrains for the water main installation on this 2 locations. Also there are no fire hydrants location provided for flushing or fire protection. Gus. 08/29/2022 1. Sheet C12, STA 50+67.79 - Remove valve on west side of tee. Plate and block west side of tee. 2. Sheet C12, STA 62+80.95 - Remove valve on west side of tee. Plate and block west side of tee. 3. Sheet C12, STA 63+65.44 - Hydrant and service lateral reconnection shall be 8" with a 12"x8" tee and 8" gate valve. Replace hydrant with new, meeting City Standards. 4. Sheet C12/C13, STA 65+58.00 - Until the future 12" extension for Lots 5, 6 and 7, reconnect the proposed 12" to existing 8" line to ensure system is looped for fire flow and water quality. 5. Call out vertical bends on water main profiles. Tie down blocking will be required on all vertical bends per City Standards. 1) Station 50+87, fully valve tee 2) Station 51+69.81, 54+69.81 60+61, all station designated for fire hydrant installation are required to have the 6" valves and hydrants installed, per COA Standard W-010, to allow for pressure testing and flushing. 3) Note regarding cluster valve 56+30.50 and west extension: No main is allowed through infiltration areas or ponds. 08/10/2023 4) All future tees shall have lateral valve installed and blocked to facilitate pressure testing and future connection to minimize service interruptions. 5) Station 62+98.62 fully valved tee blind flange west side. 6) Tees and valves installed for future extension shall be required for use as designed at permit approval for future Buildings. Any tees and valves not used shall be required to be removed at the Developers expense. GT/RM Property Information Parcel#: 31051400200700 GAYTEWAY BUSINESS PARK, LLC GAYTEWAY BUSINESS PARK, LLC P.O. BOX 1727 7123 197TH PL NE BELLEVUE, WA 98009 Zoning: 300 INDUSTRIAL / MANUFACTURINGLot: 3Block: Uploaded Files Date File Name Uploaded By 10811883-Gayetway Bldg F - Water Comments (2 24 02/24/2022 Ryan Morrison 22).pdf GAYTEWAY BUSINESS PARK Vd Vd Vd Vd Vd Y Vd Y Vd Y E E E E Vd E SCALE: 1"=30' E Vd E E E Vd E E E E PLANTING PLAN Vd Y sb W PL PL Y Y W W PL PL sb sb sb PL PL Y Y W W PL PL PL PL Vd Y sb W sb PL PL PLANT SCHEDULE PL PL PL PL TREES BOTANICAL / COMMON NAME CONT. SIZE QTY PL PL Title: PL PL Y Y ACER CIRCINATUM / VINE MAPLE B & B 1.5" CAL. OR 3" TOTAL MULTI-STEM 8 Nd Nd NURSERY GROWN, UNCUT LEADERS, FULL, HEALTHY AND MATCHING. Nd ACER RUBRUM `AUTUMN FLAME` / AUTUMN FLAME RED MAPLE B & B 1.5" CAL. MIN. 20 Nd Nd NURSERY GROWN FOR STREET TREE USE. SINGLE UNCUT LEADER, FULL, HEALTHY Nd Nd AND MATCHING. Y Y Nd Nd THUJA PLICATA 'EXCELSA' / WESTERN RED CEDAR B & B 6` MIN. HT. 11 NURSERY GROWN, UNCUT LEADER. STAKE AND GUY ONE GROWING SEASON. Nd Nd Nd Nd SHRUBS BOTANICAL / COMMON NAME CONT. QTY Vd Y Y Vd Y Y J JUNIPERUS SCOPULORUM `SKYROCKET` / SKYROCKET JUNIPER 6` MIN HT 33 Nd Nd Vd Y SINGLE LEADER. FULL, HEALTHY AND MATCHING. Nd Nd Ma MAHONIA AQUIFOLIUM / OREGON GRAPE 1 GAL. MIN. 33 Nd Nd FULL, HEALTHY AND MATCHING. Y Y Nd Nd Mc MYRICA CALIFORNICA / PACIFIC WAX MYRTLE 1 GAL. MIN. 20 FULL, HEALTHY AND MATCHING. Nd Nd Nd Nd Nd NANDINA DOMESTICA `COMPACTA` / DWARF HEAVENLY BAMBOO 1 GAL. MIN. 91 FULL, HEALTHY AND MATCHING. J J Nd Nd PARK LLC Pm PINUS MUGO `PUMILIO` / MUGO PINE 1 GAL. MIN. 18 Nd Nd FULL, HEALTHY AND MATCHING. J J PO BOX 1727 P POTENTILLA FRUTICOSA `ABBOTSWOOD` / ABBOTSWOOD POTENTILLA 1 GAL. MIN. 17 FULL, HEALTHY AND MATCHING. REMOVE ALL WEEDS FROM NURSERY J CONTAINERS BEFORE PLANTING. Nd BELLEVUE, WA 98009 PL PRUNUS LAUROCERASUS `OTTO LUYKEN` / OTTO LUYKEN LAUREL 1 GAL. MIN. 30 Vd Y Y Vd Nd GAYTEWAY BUSINESS FULL, HEALTHY AND MATCHING. J Y sb SPIRAEA X BUMALDA `LITTLE PRINCESS` / LITTLE PRINCESS SPIREA 1 GAL. MIN. 29 FULL, HEALTHY AND MATCHING. Nd For: Nd Vd Y E THUJA OCCIDENTALIS `EMERALD GREEN` / EMERALD GREEN ARBORVITAE 6` MIN HT 13 SINGLE LEADER. FULL, HEALTHY AND MATCHING. Nd Y Vd VIBURNUM DAVIDII / DAVID VIBURNUM 1 GAL. MIN. 52 Nd FULL, HEALTHY AND MATCHING. Nd J W WEIGELA FLORIDA `WINE TM / WEIGELA 1 GAL. MIN. 6 FULL, HEALTHY AND MATCHING. Nd P Nd GRASS/GRASS-LIKE BOTANICAL / COMMON NAME CONT. QTY P J P Vd Y Hs P HELICTOTRICHON SEMPERVIRENS / BLUE OAT GRASS 1 GAL. MIN. 16 P FULL, HEALTHY AND MATCHING. PL J PL Nd MISCANTHUS SINENSIS `YAKU JIMA` / YAKU JIMA DWARF MAIDEN GRASS 1 GAL. MIN. 73 PL Y PL Nd FULL, HEALTHY AND MATCHING. PLP Vd Y Y Vd J P GROUND COVERS BOTANICAL / COMMON NAME CONT. SPACING QTY P Nd P P Nd PL Nd PL ARCTOSTAPHYLOS UVA-URSI 'MASSACHUSETTS' / MASSACHUSETTS KINNIKINNICK 1 GAL. 36" o.c. 422 PL J Nd PL PL Nd Y Mc Nd Mc J RUBUS CALYCINOIDES 'EMERALD CARPET' / EMERALD CARPET CREEPING BRAMBLE 1 GAL. 36" o.c. 782 Nd Nd Mc Y Nd Mc Nd EROSION-CONTROL HYDROSEED Nd J COUNTRY GREEN WA. STATE D.O.T. EROSION CONTROL MIX O.A.E., 80-120 LBS. PER ACRE Mc Y Ma Nd NOTE: EROSION-CONTROL HYDROSEED AREAS ARE NOT TO RECEIVE IRRIGATION OR TOPSOIL Nd Nd Nd J Ma Nd Vd Y Ma Y Ma J MaMa Vd Y Nd MaMa Nd J Ma Nd Ma Ma Nd Mc Ma Ma sb Mc Y Pm Y J Nd Ma sb sb sb Nd Mc sbPm Pm Y Y Y sb Pm Y Nd Nd sb sb J Nd Pm Nd Ma NdJVd VdYNdNdNd JVd VdYNdNdNdJ Nd P Vd NdNdNd Vd NdNd Ma P Y Ma PP J Y VdVdVd Y VdVdVd Y J J Y VdVdVd Y J J Y VdVdVd Y VdVdVdY J P Nd P P Nd sb sb sb sb HsHs HsHs Pm Pm Pm Vd HsJHs HsJHs Vd Y Nd Vd Y Mc Y Y Y Y Nd Y Nd Nd Nd Y Nd J J Y sb Mc sb Pm Y Y Y sb sb Pm Pm Y Pm Pm Mc sb Y sb JNdNd J HsHs HsHs sb sb Nd Nd HsHs Pm Y Pm Y PmHsHs Ma Ma Ma Mc Mc Mc Ma MaMa Mc Mc Mc Ma Ma Ma Mc Mc Mc MaMa Y Y Y Y Vd Y Ma sb Y MaMaMa Pm Pm Ma Vd Vd Vd Vd sb sb R 6 Know what's below. 21334 Callbefore you dig. L1 GAYTEWAY BUSINESS PARK PLANTING NOTES AND DETAILS Title: PARK LLC PO BOX 1727 GAYTEWAY BUSINESS BELLEVUE, WA 98009 For: R 6 Know what'sbelow. 21334 Callbefore you dig. L2 GAYTEWAY BUSINESS PARK SCALE: 1"=30' IRRIGATION PLAN Title: PARK LLC PO BOX 1727 GAYTEWAY BUSINESS BELLEVUE, WA 98009 For: R 6 Know what'sbelow. 21334 Callbefore you dig. L3 GAYTEWAY BUSINESS PARK LANDSCAPE IRRIGATION NOTES IRRIGATION NOTES AND DETAILS Title: PARK LLC PO BOX 1727 GAYTEWAY BUSINESS BELLEVUE, WA 98009 For: PER SPECIFICATIONS PER SPECIFICATIONS LEGEND: 1 IRRIGATION CONTROLLER PER PLAN 2 PIGTAIL PLUG FOR OUTLET 3 INTERIOR WALL. COORDINATE LOCATION WITH ARCHITECT, OWNER, AND G.C. 4 CONDUIT TO OUTSIDE THAT CARRIES VALVE WIRING NOTE MOUNT CONTROLLER LCD SCREEN AT EYE LEVEL, CONTROLLER SHALL HAVE PIGTAIL INSTALLED ELECTRICAL CHORD HARDWIRED TO CONTROLLER. 1 INSTALL CONTROLLER WITH 3' OF INTERIOR ELECTRIAL 2 OUTLET FRONT ELEVATION 3 RIGHT ELEVATION 3 4 R 6 DRIP IRRIGATION VALVE NOT TO SCALE Know what's below. 21334 Callbefore you dig. L4 GAYTEWAY BUSINESS PARK · TOP 2/3 OF SLOPE · · · · BOTTOM 1/3 OF SLOPE IRRIGATION DETAILS Title: DRIPLINE ODD CURVES LAYOUT DRIPLINE SLOPED LAYOUT NOT TO SCALE NOT TO SCALE · PARK LLC PO BOX 1727 · · GAYTEWAY BUSINESS BELLEVUE, WA 98009 · For: Dripline Maximum Lateral Lengths (Feet) 12" Spacing 18" Spacing 24" Spacing Inlet Pressure Nominal Flow Nominal Flow Nominal Flow psi (gph) (gph) (gph) 0.6 0.9 0.6 0.9 0.6 0.9 15 273 155 314 250 424 322 20 318 169 353 294 508 368 30 360 230 413 350 586 414 40 395 255 465 402 652 474 50 417 285 528 420 720 488 Dripline Maximum Lateral Lengths (Feet) 60 460 290 596 455 780 514 12" Spacing 18" Spacing 24" Spacing Inlet Pressure psi Nominal Flow (gph) Nominal Flow (gph) Nominal Flow (gph) 0.6 0.9 0.6 0.9 0.6 0.9 15 273 155 314 250 424 322 20 318 169 353 294 508 368 30 360 230 413 350 586 414 40 395 255 465 402 652 474 50 417 285 528 420 720 488 DRIPLINE CENTER FEED LAYOUT DRIPLINE END FEED LAYOUT 60 460 290 596 455 780 514 NOT TO SCALE NOT TO SCALE · 4" - 6" · · · DRIPLINE IRREGULAR SHAPED LAYOUT NOT TO SCALE R 6 Know what's below. 21334 Callbefore you dig. L5 GAYTEWAY BUSINESS PARK DUMPSTER ENCLOSURE DETAIL Title: PARK LLC PO BOX 1727 GAYTEWAY BUSINESS BELLEVUE, WA 98009 For: R 6 Know what'sbelow. 21334 Callbefore you dig. L6 Hannah Hardwick From: Brian Grieve Sent: Tuesday, July 12, 2022 4:20 PM To: kylee@sierraind.com; kirkm@aierraind.com Cc: Marc Hayes; Kevin Olander; Launa Peterson; Raelynn Jones; Ameresia Lawlis; Brian Grieve Subject: Gayteway Building F Stop Work Attachments: 20220712_222523438_iOS.jpg; 20220712_222539803_iOS.jpg Kyle, This email is a follow up to our discussion this morning. We issued a stop work order for the site until the civil and land use permits are complete. We previously allowed materials to be delivered/stored on site and some import of fill material if needed to bring the site to grade based on an existing permit on the property. The work on site has progressed beyond that point. Crews were excavating building foundations and infiltration galleries. No further work is allowed. Prior to resuming work, we will need an approved site civil permit and land use permit. Both permits are currently in review. I spoke with some of our staff today, and it sounds like there are going to be comments coming on the land use permit that will affect both the land use and civil plan sets. That would likely require a resubmittal of both prior to resuming construction. You can contact Amy Rusko with any questions concerning the status of the land use permit. If you have questions on the status of the site civil permit, please let me know. Thanks, Brian Grieve City of Arlington Development Services Inspector (360) 913-1396 1 Hannah Hardwick From: Joe Wilson Sent: Monday, August 28, 2023 1:08 PM To: Raelynn Jones; Kevin Olander Cc: timc@sierraind.com; Caitlin Dwyer Subject: Gayteway BLDG F Final Just to let You know that I did a final walkthrough this morning for sewer on the Gayteway Building F project. All is good out there. I let Tim with Sierra know they are good to pull the plugs out of the downstream manholes. Thank you, Joe Wilson Collection System Specialist lll City of Arlington Phone: 425-754-7442 Fax: 360-403-3514 E-mail: jwilson@arlingtonwa.gov 1 Hannah Hardwick From: Brian Grieve Sent: Thursday, August 24, 2023 12:01 PM To: Raelynn Jones Cc: Brian Grieve Subject: FW: Gayteway Building F Punch List Raelynn, Below is an updated list of items for Gayteway Building F. - Paint remaining parking stalls and install curb stops on the west side of the building - Repair damaged planter strip on the west side of the building - Landscaping is needed in one planter on the west side of the building - Complete the sidewalk that connects the Building F parking lot to the lot to the west. The sidewalk needs be extended to the property line. - Complete concrete paving over the ulity easement on the Newell Property - Remove any remaining erosion control devices - Contact Public Works for a water system punch list - Contact Public Works for a sewer system punch list Thanks, Brian From: Brian Grieve <bgrieve@arlingtonwa.gov> Sent: Wednesday, May 31, 2023 1:18 PM To: Raelynn Jones <rjones@arlingtonwa.gov> Cc: Brian Grieve <bgrieve@arlingtonwa.gov> Subject: Gayteway Building F Punch List 1 OPERATIONS AND MAINTENANCE MANUAL Gayteway Business Park – Building F 20015 67th Avenue N.E. Arlington, WA 98223 City/County File No. TBD Prepared for: Gayteway Business Park P.O. Box 1727 Bellevue, WA 98009 September 20, 2022 Our Job No. 21334 F Building – , Washington Our Job No. 21334 Issaquah Gayteway Business Park Operations and Maintenance Manual SUMMARY OF OPERATIONS AND MAINTENANCE OF ON-SITE STORMWATER FACILITIES Storm drainage improvements constructed for the proposed Gayteway Business Park in Arlington, Washington, will be privately maintained and include a storm drainage conveyance system, oil control tees, Bayfilters, and Stormtech Chambers. All stormwater system components are located within the subject property. General locations for each facility are shown on a site map included within this manual. The following guidelines should be followed for stormwater facility maintenance and inspection: • Catch Basins should be checked for trash and debris, sediment that exceeds 60 percent of the sump depth, damage or cracks to the structure, and any vegetative blockage that covers more than 10 percent of the basin opening. • The Oil Control tees should be cleaned regularly to ensure that accumulated oil does not escape from the structure. These should be cleaned by November 15th of each year to remove accumulation during the dry season. They must also be cleaned after spills of polluting substances such as oil, chemicals, or grease. o Oil accumulation in the oil separation compartment that equals or exceeds 1 inch, unless otherwise rated for greater oil accumulation depths recommended by the specific separator manufacturer. • Bayfilters should be cleaned and maintained per manufacturer's recommendations. • Stormtech Chambers should be cleaned and maintained per manufacturer's recommendations. • Trench Drains should be cleaned and maintained per manufacturer's recommendations. The operation and maintenance of all stormwater conveyance and water quality facilities shall be done pursuant to the above-referenced standards and requirements on an annual basis or per manufacturer and Washington State Department of Ecology guidelines, with preference given to the months before winter weather conditions. 21334.015-OM Manual BLDG F.doc MAINTENANCE LOG MAINTENANCE LOG Date: Stormwater Facility Inspected: Name of Person Performing Work: Signature: Inspection Notes: Maintenance Performed: Date: Stormwater Facility Inspected: Name of Person Performing Work: Signature: Inspection Notes: Maintenance Performed: Chick-fil-A Kirkland, WA Page ___ OPERATIONS AND MAINTENANCE EXHIBIT Table V-A.1: Maintenance Standards - Detention Ponds (continued) Maintenance Com- Defect Conditions When Maintenance Is Needed Results Expected When Maintenance Is Performed ponent Liner (if Applic- Liner is visible and has more than three 1/4-inch holes in it. Liner repaired or replaced. Liner is fully covered. able) Any part of berm which has settled 4 inches lower than the design elevation If settlement is apparent, measure berm to determine amount of settlement Settlements Dike is built back to the design elevation. Settling can be an indication of more severe problems with the berm or outlet works. A licensed engineer in the state of Washington should be consulted to determine the source of Ponds Berms (Dikes) the settlement. Discernable water flow through pond berm. Ongoing erosion with potential for erosion to con- tinue. Piping Piping eliminated. Erosion potential resolved. (Recommend a Goethechnical engineer be called in to inspect and evaluate condition and recommend repair of condition. Tree growth on emergency spillways creates blockage problems and may cause failure of the Trees should be removed. If root system is small (base less than 4 inches) the root system may be left in berm due to uncontrolled overtopping. Tree Growth place. Otherwise the roots should be removed and the berm restored. A licensed engineer in the state of Tree growth on berms over 4 feet in height may lead to piping through the berm which could Washington should be consulted for proper berm/spillway restoration. Emergency Overflow/ lead to failure of the berm. Spillway and Berms over 4 feet in height Discernable water flow through pond berm. Ongoing erosion with potential for erosion to con- tinue. Piping Piping eliminated. Erosion potential resolved. (Recommend a Geotechnical engineer be called in to inspect and evaluate condition and recommend repair of condition. Only one layer of rock exists above native soil in area five square feet or larger, or any expos- Emergency Over- Emergency Over- ure of native soil at the top of out flow path of spillway. Rocks and pad depth are restored to design standards. flow/Spillway flow/Spillway (Rip-rap on inside slopes need not be replaced.) Erosion See "Side Slopes of Pond" Table V-A.2: Maintenance Standards - Infiltration Results Expected When Maintenance Is Per- Maintenance Component Defect Conditions When Maintenance Is Needed formed See Table V-A.1: Maintenance Standards - Deten- Trash & Debris See Table V-A.1: Maintenance Standards - Detention Ponds tion Ponds Poisonous/Noxious See Table V-A.1: Maintenance Standards - Deten- See Table V-A.1: Maintenance Standards - Detention Ponds Vegetation tion Ponds General Contaminants and Pol- See Table V-A.1: Maintenance Standards - Deten- See Table V-A.1: Maintenance Standards - Detention Ponds lution tion Ponds See Table V-A.1: Maintenance Standards - Deten- Rodent Holes See Table V-A.1: Maintenance Standards - Detention Ponds tion Ponds Water ponding in infiltration pond after rainfall ceases and appropriate time allowed for infiltration. Treatment basins should infiltrate Sediment is removed and/or facility is cleaned so Storage Area Sediment Water Quality Design Storm Volume within 48 hours, and empty within 24 hours after cessation of most rain events. that infiltration system works according to design. 2019Stormwater ManagementManualfor WesternWashington VolumeV - AppendixA - Page1006 Table V-A.2: Maintenance Standards - Infiltration (continued) Results Expected When Maintenance Is Per- Maintenance Component Defect Conditions When Maintenance Is Needed formed (A percolation test pit or test of facility indicates facility is only working at 90% of its designed capabilities. Test every 2 to 5 years. If two inches or more sediment is present, remove). Filled with Sediment and Filter Bags (if applicable) Sediment and debris fill bag more than 1/2 full. Filter bag is replaced or system is redesigned. Debris Rock Filters Sediment and Debris By visual inspection, little or no water flows through filter during heavy rain storms. Gravel in rock filter is replaced. See Table V-A.1: Maintenance Standards - Deten- Side Slopes of Pond Erosion See Table V-A.1: Maintenance Standards - Detention Ponds tion Ponds See Table V-A.1: Maintenance Standards - Deten- Tree Growth See Table V-A.1: Maintenance Standards - Detention Ponds Emergency Overflow Spillway tion Ponds and Berms over 4 feet in height. See Table V-A.1: Maintenance Standards - Deten- Piping See Table V-A.1: Maintenance Standards - Detention Ponds tion Ponds See Table V-A.1: Maintenance Standards - Deten- Rock Missing See Table V-A.1: Maintenance Standards - Detention Ponds tion Ponds Emergency Overflow Spillway See Table V-A.1: Maintenance Standards - Deten- Erosion See Table V-A.1: Maintenance Standards - Detention Ponds tion Ponds Facility or sump filled Pre-settling Ponds and Vaults with Sediment and/or 6" or designed sediment trap depth of sediment. Sediment is removed. debris Table V-A.3: Maintenance Standards - Closed Detention Systems (Tanks/Vaults) Maintenance Results Expected When Maintenance is Per- Defect Conditions When Maintenance is Needed Component formed Plugged Air Vents One-half of the cross section of a vent is blocked at any point or the vent is damaged. Vents open and functioning. Accumulated sediment depth exceeds 10% of the diameter of the storage area for 1/2 length of storage vault or any point depth exceeds 15% of diameter. All sediment and debris removed from storage Debris and Sediment (Example: 72-inch storage tank would require cleaning when sediment reaches depth of 7 inches for more than 1/2 length of area. Storage Area tank.) Any openings or voids allowing material to be transported into facility. Joints Between Tank/Pipe Section All joint between tank/pipe sections are sealed. (Will require engineering analysis to determine structural stability). Any part of tank/pipe is bent out of shape more than 10% of its design shape. (Review required by engineer to determine Tank Pipe Bent Out of Shape Tank/pipe repaired or replaced to design. structural stability). Cracks wider than 1/2-inch and any evidence of soil particles entering the structure through the cracks, or main- Vault replaced or repaired to design spe- Vault Structure Includes Cracks in Wall, Bottom, tenance/inspection personnel determines that the vault is not structurally sound. cifications and is structurally sound. Damage to Frame and/or Top Slab Cracks wider than 1/2-inch at the joint of any inlet/outlet pipe or any evidence of soil particles entering the vault through the No cracks more than 1/4-inch wide at the joint of walls. the inlet/outlet pipe. 2019Stormwater ManagementManualfor WesternWashington VolumeV - AppendixA - Page1007 Table V-A.3: Maintenance Standards - Closed Detention Systems (Tanks/Vaults) (continued) Maintenance Results Expected When Maintenance is Per- Defect Conditions When Maintenance is Needed Component formed Cover Not in Place Cover is missing or only partially in place. Any open manhole requires maintenance. Manhole is closed. Manhole Mechanism cannot be opened by one maintenance person with proper tools. Bolts into frame have less than 1/2 inch of Locking Mechanism Not Working Mechanism opens with proper tools. thread (may not apply to self-locking lids). One maintenance person cannot remove lid after applying normal lifting pressure. Intent is to keep cover from sealing off Cover can be removed and reinstalled by one Cover Difficult to Remove access to maintenance. maintenance person. Ladder meets design standards. Allows main- Ladder Rungs Unsafe Ladder is unsafe due to missing rungs, misalignment, not securely attached to structure wall, rust, or cracks. tenance person safe access. See Table V-A.5: Maintenance Standards - Catch See Table V-A.5: Maintenance Standards - Catch Basins See Table V-A.5: Maintenance Standards - Catch Basins Basins Catch Basins Table V-A.4: Maintenance Standards - Control Structure/Flow Restrictor Maintenance Com- Defect Condition When Maintenance is Needed Results Expected When Maintenance is Performed ponent Trash and Debris (Includes Sediment) Material exceeds 25% of sump depth or 1 foot below orifice plate. Control structure orifice is not blocked. All trash and debris removed. Structure securely attached to wall and outlet pipe. Structure is not securely attached to manhole wall. General Structure in correct position. Structure is not in upright position (allow up to 10% from plumb). Structural Damage Connections to outlet pipe are water tight; structure repaired or replaced and Connections to outlet pipe are not watertight and show signs of rust. works as designed. Any holes - other than designed holes - in the structure. Structure has no holes other than designed holes. Cleanout gate is not watertight or is missing. 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. Cleanout Gate Damaged or Missing Chain/rod leading to gate is missing or damaged. Chain is in place and works as designed. Gate is rusted over 50% of its surface area. Gate is repaired or replaced to meet design standards. Control device is not working properly due to missing, out of place, or Orifice Plate Damaged or Missing Plate is in place and works as designed. bent orifice plate. Obstructions Any trash, debris, sediment, or vegetation blocking the plate. Plate is free of all obstructions and works as designed. Any trash or debris blocking (or having the potential of blocking) the Overflow Pipe Obstructions Pipe is free of all obstructions and works as designed. overflow pipe. See Table V-A.3: Maintenance Standards - Closed Detention Systems See Table V-A.3: Maintenance Standards - Closed Detention Systems See Table V-A.3: Maintenance Standards - Closed Detention Systems (Tank- Manhole (Tanks/Vaults) (Tanks/Vaults) s/Vaults) Catch Basin See Table V-A.5: Maintenance Standards - Catch Basins See Table V-A.5: Maintenance Standards - Catch Basins See Table V-A.5: Maintenance Standards - Catch Basins 2019Stormwater ManagementManualfor WesternWashington VolumeV - AppendixA - Page1008 Table V-A.5: Maintenance Standards - Catch Basins Maintenance Results Expected When Maintenance is per- Defect Conditions When Maintenance is Needed Component formed Trash or debris which is located immediately in front of the catch basin opening or is blocking inletting capacity of the basin by more than 10%. No Trash or debris located immediately in front of Trash or debris (in the basin) that exceeds 60 percent of the sump depth as measured from the bottom of basin to invert of the lowest pipe into or out of the catch basin or on grate opening. basin, but in no case less than a minimum of six inches clearance from the debris surface to the invert of the lowest pipe. No trash or debris in the catch basin. Trash & Debris Trash or debris in any inlet or outlet pipe blocking more than 1/3 of its height. Inlet and outlet pipes free of trash or debris. 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 the catch basin. Sediment (in the basin) that exceeds 60 percent of the sump depth as measured from the bottom of basin to invert of the lowest pipe into or out of the Sediment basin, but in no case less than a minimum of 6 inches clearance from the sediment surface to the invert of the lowest pipe. No sediment in the catch basin Top slab is free of holes and cracks. General Structure Damage to Top slab has holes larger than 2 square inches or cracks wider than 1/4 inch. (Intent is to make sure no material is running into basin). Frame is sitting flush on the riser rings or top slab Frame and/or Top Slab Frame not sitting flush on top slab, i.e., separation of more than 3/4 inch of the frame from the top slab. Frame not securely attached and firmly attached. Maintenance person judges that structure is unsound. Fractures or Cracks in Basin replaced or repaired to design standards. Grout fillet has separated or cracked wider than 1/2 inch and longer than 1 foot at the joint of any inlet/outlet pipe or any evidence of soil particles entering Basin Walls/ Bottom Pipe is regrouted and secure at basin wall. catch basin through cracks. Settlement/ Mis- If failure of basin has created a safety, function, or design problem. Basin replaced or repaired to design standards. alignment Vegetation growing across and blocking more than 10% of the basin opening. No vegetation blocking opening to basin. Vegetation Vegetation growing in inlet/outlet pipe joints that is more than six inches tall and less than six inches apart. No vegetation or root growth present. Contamination and Pol- See Table V-A.1: Maintenance Standards - Detention Ponds No pollution present. lution Cover/grate is in place, meets design standards, Cover Not in Place Cover is missing or only partially in place. Any open catch basin requires maintenance. and is secured Catch Basin Locking Mechanism Mechanism cannot be opened by one maintenance person with proper tools. Bolts into frame have less than 1/2 inch of thread. Mechanism opens with proper tools. Cover Not Working Cover Difficult to One maintenance person cannot remove lid after applying normal lifting pressure. Cover can be removed by one maintenance per- Remove (Intent is keep cover from sealing off access to maintenance.) son. Ladder meets design standards and allows main- Ladder Ladder Rungs Unsafe Ladder is unsafe due to missing rungs, not securely attached to basin wall, misalignment, rust, cracks, or sharp edges. tenance person safe access. Grate opening Unsafe Grate with opening wider than 7/8 inch. Grate opening meets design standards. Metal Grates Trash and Debris Trash and debris that is blocking more than 20% of grate surface inletting capacity. Grate free of trash and debris. (If Applicable) Grate is in place, meets the design standards, and Damaged or Missing. Grate missing or broken member(s) of the grate. is installed and aligned with the flow path. 2019Stormwater ManagementManualfor WesternWashington VolumeV - AppendixA - Page1009 Table V-A.13: Maintenance Standards - Sand Filters (Above Ground/Open) (continued) Maintenance Defect Condition When Maintenance is Needed Results Expected When Maintenance is Performed Component Flow spreader uneven or clogged so that flows are not uniformly distributed across sand fil- Flow Spreader Spreader leveled and cleaned so that flows are spread evenly over sand filter. ter. Any part of the piping that is crushed or deformed more than 20% or any other failure to the Damaged Pipes Pipe repaired or replaced. piping. Table V-A.14: Maintenance Standards - Sand Filters (Below Ground/Enclosed) Maintenance Defect Condition When Maintenance is Needed Results Expected When Maintenance is Performed Component No sediment deposits on sand filter section that which would impede permeability of Sediment Accumulation on Sand Media Section Sediment depth exceeds 1/2-inch. the filter section. Sediment Accumulation in Pre-Settling Portion Sediment accumulation in vault bottom exceeds the depth of the sediment zone plus 6- No sediment deposits in first chamber of vault. of Vault inches. Trash and debris accumulated in vault, or pipe inlet/outlet, floatables and non-floatables. Trash/Debris Accumulation Trash and debris removed from vault and inlet/outlet piping. Sediment in Drain Pipes/Cleanouts When drain pipes, cleanouts become full with sediment and/or debris. Sediment and debris removed. Sand filter media section re-laid and compacted along perimeter of vault to form a semi- Short Circuiting When seepage/flow occurs along the vault walls and corners. Sand eroding near inflow area. seal. Erosion protection added to dissipate force of incoming flow and curtail erosion. Damaged Pipes Inlet or outlet piping damaged or broken and in need of repair. Pipe repaired and/or replaced. Below Cover cannot be opened, corrosion/deformation of cover. Ground Access Cover Damaged/Not Working Cover repaired to proper working specifications or replaced. Maintenance person cannot remove cover using normal lifting pressure. Vault. Blocking material removed or cleared from ventilation area. A specified % of the vault Ventilation Ventilation area blocked or plugged surface area must provide ventilation to the vault interior (see design specifications). Cracks wider than 1/2-inch or evidence of soil particles entering the structure through the Vault replaced or repairs made so that vault meets design specifications and is struc- Vault Structure Damaged; Includes Cracks in cracks, or maintenance/inspection personnel determine that the vault is not structurally turally sound. Walls, Bottom, Damage to Frame and/or Top sound. Vault repaired so that no cracks exist wider than 1/4-inch at the joint of the inlet/outlet Slab. Cracks wider than 1/2-inch at the joint of any inlet/outlet pipe or evidence of soil particles pipe. entering through the cracks. Baffles or walls corroding, cracking, warping and/or showing signs of failure as determined Baffles/Internal walls Baffles repaired or replaced to specifications. by maintenance/inspection person. Ladder is corroded or deteriorated, not functioning properly, not securely attached to structure Ladder replaced or repaired to specifications, and is safe to use as determined by Access Ladder Damaged wall, missing rungs, cracks, and misaligned. inspection personnel. Table V-A.15: Maintenance Standards - Manufactured Media Filters Maintenance Defect Condition When Maintenance is Needed Results Expected When Maintenance is Performed Component Below Ground Sediment Accumulation on Media. Sediment depth exceeds 0.25-inches. No sediment deposits which would impede permeability of the 2019Stormwater ManagementManualfor WesternWashington VolumeV - AppendixA - Page1014 Table V-A.15: Maintenance Standards - Manufactured Media Filters (continued) Maintenance Defect Condition When Maintenance is Needed Results Expected When Maintenance is Performed Component compost media. Sediment Accumulation in Vault Sediment depth exceeds 6-inches in first chamber. No sediment deposits in vault bottom of first chamber. Trash/Debris Accumulation Trash and debris accumulated on compost filter bed. Trash and debris removed from the compost filter bed. Sediment in Drain Pipes/Clean-Outs When drain pipes, clean-outs, become full with sediment and/or debris. Sediment and debris removed. Damaged Pipes Any part of the pipes that are crushed or damaged due to corrosion and/or settlement. Pipe repaired and/or replaced. Cover cannot be opened; one person cannot open the cover using normal lifting pressure, cor- Access Cover Damaged/Not Working Cover repaired to proper working specifications or replaced. rosion/deformation of cover. Vault Cracks wider than 1/2-inch or evidence of soil particles entering the structure through the cracks, or main- Vault replaced or repairs made so that vault meets design spe- Vault Structure Includes Cracks in Wall, Bottom, tenance/inspection personnel determine that the vault is not structurally sound. cifications and is structurally sound. Damage to Frame and/or Top Slab Cracks wider than 1/2-inch at the joint of any inlet/outlet pipe or evidence of soil particles entering through the Vault repaired so that no cracks exist wider than 1/4-inch at the cracks. joint of the inlet/outlet pipe. Baffles corroding, cracking warping, and/or showing signs of failure as determined by maintenance/inspection Baffles Baffles repaired or replaced to specifications. person. Ladder is corroded or deteriorated, not functioning properly, not securely attached to structure wall, missing Ladder replaced or repaired and meets specifications, and is safe Access Ladder Damaged rungs, cracks, and misaligned. to use as determined by inspection personnel. Below Ground Media Drawdown of water through the media takes longer than 1 hour, and/or overflow occurs frequently. Media cartridges replaced. Cartridge Type Short Circuiting Flows do not properly enter filter cartridges. Filter cartridges replaced. 2019Stormwater ManagementManualfor WesternWashington VolumeV - AppendixA - Page1015 Bayfilter™ inspection and Maintenance Manual The BayFilter system requires periodic maintenance to continue operating at the design efficiency. The maintenance process is comprised of the removal and replacement of each BayFilter cartridge, vertical drain down module; and the cleaning of the vault or manhole with a vacuum truck. BayFilter System Cleanout The maintenance cycle of the BayFilter system will be driven mostly by the actual solids load on the filter. The system should be periodically monitored to be certain it is operating correctly. Since stormwater solids loads can be variable, it is possible that the maintenance cycle could be more or less than the projected duration. BayFilter systems in volume-based applications are designed to treat the WQv in 24 to 48 hours initially. Late in the operational cycle of the BayFilter, the flow rate will diminish as a result of occlusion. When the drain down exceeds the regulated Vactor Truck Maintenance standard, maintenance should be performed. When a BayFilter system is first installed, it is recommended that it be inspected every six (6) months. When the filter system exhibits flows below design levels the system should be maintained. Filter cartridge replacement should also be considered when sediment levels are at or above the level of the manifold system. Please contact the BaySaver Technologies Engineering Department for maintenance cycle estimations or assistance at 1.800.229.7283. Jet Vactoring Through Access Hatch The MosT AdvAnced NaMe iN waTer MaNageMeNT soluTioNsTM Maintenance Procedures 1. Contact BaySaver Technologies for replacement filter cartridge pricing and availability at 1-800-229-7283. 2. Remove the manhole covers and open all access hatches. 3. Before entering the system make sure the air is safe per OSHA Standards or use a breathing apparatus. Use low O , high CO, or other applicable 2 warning devices per regulatory requirements. Manifold Tee View of a Cleaned System 4. Using a vacuum truck remove any liquid and sediments that can be removed prior to entry. 5. Remove the hold down bars. Using a small lift or the boom of the vacuum truck, remove used cartridges by lifting them out. 6. Any cartridges that cannot be readily lifted can be easily slid along the floor to a location they can be lifted via a boom lift. 7. When all the cartridges have been removed, it is now practical to remove the balance of the solids and water. Loosen the stainless clamps on the Fernco couplings for the manifold and remove the drain pipes as well. Carefully cap the manifold and the Ferncos and rinse the floor, washing away the balance of any remaining collected solids. Cartridge Hoist Point 8. Clean the manifold pipes, inspect, and reinstall. 9. Install the exchange cartridges, reinstall the hold down bars and close all covers. 10. The used cartridges may be sent back to BaySaver Technologies for recycling. For more information please see the BaySaver website at www.baysaver.com or contact 1-800-229-7283. The MosT AdvAnced NaMe iN waTer MaNageMeNT soluTioNsTM Advanced Drainage Systems, Inc. 4640 Trueman Blvd., Hilliard, OH 43026 1-800-821-6710 www.ads-pipe.com The ADS logo and the Green Stripe are registered trademarks of Advanced Drainage Systems, Inc. BaySaver® and BayFilterTM are registered trademarks of BaySaver Technologies, LLC © 2018 Advanced Drainage Systems, Inc. #XXXXX 02/18 MH 9.0 Inspection and Maintenance 9.1 ISOLATOR ROW INSPECTION Regular inspection and maintenance are essential to assure a properly functioning stormwater system. Inspection is easily accomplished through the manhole or optional inspection ports of an Isolator Row. Please follow local and OSHA rules for a confined space entry. Inspection ports can allow inspection to be accomplished completely from the surface without the need for a con- fined space entry. Inspection ports provide visual access to the system with the use of a flashlight. A stadia rod may be inserted to determine the depth of sediment. If upon visual inspection it is found that sediment has accumulated to an average depth exceeding 3” (76 mm), cleanout is required. Looking down the Isolator Row A StormTech Isolator Row should initially be inspected immediately after completion of the site’s construction. While every effort should be made to prevent sediment from entering the system during construction, it is during this time that excess amounts of sediments are most likely to enter any stormwater system. Inspection and maintenance, if necessary, should be performed prior to passing responsibility over to the site’s owner. Once in normal service, a StormTech Isolator Row should be inspected bi-annually until an understanding of the sites characteristics is developed. The site’s maintenance manager can then revise the inspection schedule based on experience or local requirements. 9.2 ISOLATOR ROW MAINTENANCE JetVac maintenance is recommended if sediment has been collected to an average depth of 3” (76 mm) inside the Isolator Row. More frequent maintenance may be required to maintain minimum flow rates through the Isolator Row. The JetVac process utilizes a high pressure A typical JetVac truck (This is not a StormTech product.) water nozzle to propel itself down the Isolator Row while scouring and suspending sediments. As the nozzle is retrieved, a wave of suspended sediments is flushed back into the manhole for vacuuming. Most sewer and pipe maintenance companies have vacuum/ JetVac combi- nation vehicles. Fixed nozzles designed for culverts or large diameter pipe cleaning are preferable. Rear facing jets with an effective spread of at least 45” (1143 mm) are best. The JetVac process shall only be performed on StormTech Rows that have AASHTO class 1 woven geotextile over their foundation stone (ADS 315WTM or equal). Examples of culvert cleaning nozzles appropriate for Isolator Row maintenance. (These are not StormTech products). 25 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 10 Final Inspections & Maintenance POLYMER CONCRETE Final Inspections 1. Remove any debris in system and grate rebate. Ensure outlet pipes are clear. Maintenance 2. Install trash buckets in catch basins, if Regular inspections of trench drain system required. are recommended. Frequency will depend on local conditions and environment, but 3. Flush trench run to check for pipe work should be at least annually. blockages, unblock if necessary. Inspections should cover: 4. Empty trash buckets and clean out Grates and locking devices pipe connections, if necessary. Replace Catch basins and trash buckets trash buckets. Concrete surround and adjacent paving 5. Install grates in proper position ensuring they are securely locked down All items should be inspected for damage, blockage or movement. Compare with site (page 19/21). drawings if necessary. Drainage system is now ready for use. 1. Remove grates - see page 19/21. 2. Remove debris from channel. Grate oxidation 3. Flush channels with water or high pressure washer. Grates are supplied with a temporary protective coating that will eventually wear 4. Repair damaged surfaces, if necessary, off. with an appropriate ACO repair kit. 22 5. Renew joint seals as required. Regular traffic will buff iron grate surfaces 6. Empty trash buckets and clean out to a smooth, dark finish. pipe connections. Grates that are not regularly trafficked 7. Re-install trash buckets. will oxidize unless regularly painted. 8. Re-install grates, ensuring they are This oxidization is only on the surface locked in place. and only affect the aesthetics, not the performance, of the grates. Systems with grates that have wide slots may be cleaned with the use of pressured water applied through the grate - debris will be washed to catch basin for removal. (Empty and replace trash bucket). (800) 543-4764 www.ACODrain.us MAINTENANCE GUIDELINES BUILDING 'G' 117,796 SF SCALE: 1"=100' GAYTEWAY BUSINESS PARK SCALE: 1"=30' WATER PLAN Title: PARK LLC PO BOX 1727 GAYTEWAY BUSINESS BELLEVUE, WA 98009 For: ONAL X D D B LE WAS EL A OF HIN L E G T T A O T N S P R 21036182 R MATCHLINE O R E MATCHLINE F E ED E G I ES STER IN S G I N O E NAL R Know what's below. Callbefore you dig. CITY OF ARLINGTON CONSTRUCTION DRAWING REVIEW APPROVAL THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. 24 BY: ________________________________________________________ Development Services Manager DATE: _________________ THIS APPROVAL VALID FOR 18 MONTHS 21334 C10 GAYTEWAY BUSINESS PARK SCALE: 1"=50' BUILDING 'E' 76,557 SF Title: WATER MAIN EXTENSION PLAN - NORTH PARK LLC PO BOX 1727 GAYTEWAY BUSINESS BELLEVUE, WA 98009 For: ONAL X D D B LE WAS EL A OF HIN L E G T T A O T N S P R 21036182 R BUILDING 'D' O RE D E F G E E I ES STER IN S G I N O E 118,200 SF NAL R Know what's below. Callbefore you dig. CITY OF ARLINGTON CONSTRUCTION DRAWING REVIEW APPROVAL THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. 24 BY: ________________________________________________________ Development Services Manager DATE: _________________ THIS APPROVAL VALID FOR 18 MONTHS 21334 C12 GAYTEWAY BUSINESS PARK SCALE: 1"=30' SANITARY SEWER PLAN - SOUTH Title: PARK LLC PO BOX 1727 GAYTEWAY BUSINESS BELLEVUE, WA 98009 For: ONAL X D D B LE WAS EL A OF HIN L E G T T A O T N S P R 21036182 R O RE D E F G E E I ES STER IN S G I N O E NAL SS STUB R Know what's below. Callbefore you dig. CITY OF ARLINGTON CONSTRUCTION DRAWING REVIEW APPROVAL THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. 24 BY: ________________________________________________________ Development Services Manager DATE: _________________ THIS APPROVAL VALID FOR 18 MONTHS 21334 C16 STORMWATER SITE PLAN Gayteway Business Park – Building F 20015 67th Avenue N.E. Arlington, WA 98223 NALD X DO B E E City/County File No. TBD L F WASH L A E O IN L G T T A O ST N Prepared for: P 21036182 R Gayteway Business Park O RE D ER F GISTE E E P.O. Box 1727 ES R IN SIONAL G EN Bellevue, WA 98009 08/19/2022 August 19, 2022 Our Job No. 21334 F Building – , Washington iness Park Consulting Engineers, Inc.Our Job No. 21334 Arlington usen Stormwater Site Planrgha Ba Gayteway Bus TABLE OF CONTENTS 1.0 PROJECT OVERVIEW Figure 1.1 – Vicinity Map Figure 1.2 – Soil Survey Map Figure 1.3 – Sensitive Areas Map Figure 1.4 – Assessor's Map Figure 1.5 – FEMA Map Figure 1.6 - Minimum Requirements Flow Chart 2.0 CONDITIONS AND REQUIREMENTS SUMMARY 2.1 Analysis of the Minimum Requirements 3.0 EXISTING CONDITIONS SUMMARY 4.0 OFF-SITE ANALYSIS REPORT 5.0 PERMANENT STORMWATER CONTROL PLAN 5.1 Existing Site Hydrology Figure 5.1.1 – Existing Condition Map 5.2 Developed Site Hydrology Figure 5.2.1 – Developed Basin Map 5.3 Performance Standards and Goals Figure 5.3.1 – Drainage Facility – Runoff Treatment Facility Selection Flow Chart Figure 5.3.2 – Flow Chart for Determining MR#5 Requirements 5.4 Low Impact Development Features 5.5 Flow Control System Figure 5.5.1 – Infiltration Sizing Calculations Figure 5.5.2 – Flow Control Calculations 5.6 Water Quality System Figure 5.6.1 - Bayfilter DOE General Use Designation Letter Figure 5.6.2 – Water Quality Calculations 5.7 Conveyance System Analysis and Design Figure 5.7.1 – Conveyance Calculations 21334.001-SSP.doc 6.0 CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN 7.0 SPECIAL REPORTS AND STUDIES 8.0 OTHER PERMITS 9.0 OPERATIONS AND MAINTENANCE MANUAL 10.0 DECLARATION OF COVENANT FOR PRIVATELY MAINTAINED FLOW CONTROL AND TREATMENT FACILITIES 11.0 DECLARATION OF COVENANT FOR PRIVEATELY MAINTAINED ON-SITE STORMWATER MANAGEMENT BMPS 12.0 BOND QUANTITIES WORKSHEET Figure 12.1 – Bond Quantities Worksheet APPENDICES Appendix A - Geotechnical Engineering Study by Sondergaard Geoscience, PLLC., dated November 6, 2020 Appendix B - Preliminary Infiltration Evaluation by Sondergaard Geoscience, PLLC., dated August 6, 2020 Appendix C - Soil Infiltration Rate by Sondergaard Geoscience, PLLC., dated October 30, 2020 21334.001-SSP.doc 1.0 PROJECT OVERVIEW The proposed new development consists of a new industrial building located at 20015 67th Avenue Northeast Arlington WA, 98223. The development is located within Parcel number 31051400200700 and is part of a 54-acre parcel which encompasses the west and east side of the Northern Pacific Railroad. Construction activities includes site clearing, grading, paving, structures, utilities, drainage, road improvements, and landscaping. Please refer to the Assessor's Map included in this report for additional detail. The existing site is primarily a dirt lot with surrounding fencing that will be demolished for proposed developments. Currently the project site, overall site topography is relatively flat, typically 0% to 2% with steep slopes on the south and east side of the site as steep as 30%. Soils on site have high infiltration rate and groundwater is not expected to be encountered based on groundwater data available in the surrounding site area. Refer to the Existing Conditions Map, Sensitive Areas Map, FEMA Map and Soil Survey Map included in this report for more details. The project proposes to add a new office/warehouse/manufacturing/building with ADA parking, pavement, drainage, and associated utilities. Based on the 2019 Washington State Department of Ecology Surface Water Management Manual for Western Washington (SWMMWW) Figure I-3.1, the project will include more than 5,000 sf of new plus replaced impervious areas. Therefore, the project will meet Minimum Requirements #1-9. Refer to the Minimum Flow Chart included in this report for additional information. On-site drainage improvements include new catch basins, conveyance structures, proprietary runoff treatment facilities and a Stormtech Chamber System for infiltration. Stormwater infiltration will be provided for the proposed parking and roof drainage runoff. Basin Runoff Treatment will be provided for the pavement areas prior to discharge to infiltration galleries. 21334.001-SSP.doc AREA OF WORK REFERENCE: MapQuest (2020) Scale: For: Gayteway Business Park Job Number Horizontal: N.T.S. Vertical: N/A Building ‘F’ 21334 Arlington, Washington Title: VICINITY MAP DATE: 09/17/21 P:\21000s\21334\exhibit\graphics\Building F\21334 vmap.cdr AREA OF WORK REFERENCE: Snohomish County Department of Assessments (April 2020) Scale: For: Gayteway Business Park Job Number Horizontal: N.T.S. Vertical: N/A Building ‘F’ 21334 Arlington, Washington Title: ASSESSOR MAP DATE: 09/17/21 P:\21000s\21334\exhibit\graphics\Building F\21334 amap.cdr AREA OF WORK LEGEND REFERENCE: Federal Emergency Management Agency (Portion of Map 53061C0392F, June 2020) Scale: For: Gayteway Business Park Job Number Horizontal: N.T.S. Vertical: N/A Building ‘F’ 21334 Arlington, Washington Title: FEMA MAP DATE: 09/17/21 P:\21000s\21334\exhibit\graphics\Building F\21334 fema.cdr AREA OF WORK REFERENCE: USDA, Natural Resources Conservation Service LEGEND: HSG 17 = Everett very gravelly sandy loam, 0-8% slopes A 51 = Pits - 39 = Norma loam B/D Scale: For: Gayteway Business Park Job Number Horizontal: N.T.S. Vertical: N/A Building ‘F’ 21334 Arlington, Washington Title: SOIL SURVEY MAP DATE: 09/17/21 P:\21000s\21334\exhibit\graphics\Building F\21334 soil.cdr AREA OF WORK REFERENCE: Snohomish County PDS Map Portal (2020) Scale: For: Gayteway Business Park Job Number Horizontal: N.T.S. Vertical: N/A Building ‘F’ 21334 Arlington, Washington Title: SENSITIVE AREAS MAP DATE: 09/17/21 P:\21000s\21334\exhibit\graphics\Building F\21334 sens.cdr 2.0 CONDITIONS AND REQUIREMENTS SUMMARY This section contains the following information: 2.1 Analysis of the Minimum Requirements 21334.001-SSP.doc 2.1 Analysis of the Minimum Requirements MINIMUM REQUIREMENTS HOW PROJECT HAS ADDRESSED REQUIREMENT No. 1: Preparation of This Minimum Requirement has been fulfilled by the Stormwater Site Plans preparation and completion of this Stormwater Site Plan. No. 2: Construction A completed Construction Stormwater Pollution Prevention Stormwater Pollution Plan (SWPPP) is prepared under a separate cover and will be Prevention (SWPP) submitted together with this report for Construction Permit submittal. A Department of Ecology Construction Stormwater Permit will be obtained prior to construction. No. 3: Source Control of The proposed business park site is a relatively low pollution Pollution generator. Covered dumpsters are one example of source control that will be provided in the developed condition. General source control pollution prevention plans and a storm operation and maintenance manual will be included with the final permit submittal. No. 4: Preservation of Natural The proposed design will preserve the natural drainage system Drainage Systems and of the site and will maintain 100% retention of site runoff since Outfalls the proposed site will infiltrate fully. No. 5: On-site Stormwater As required by the 2019 SWMMWW, On-Site Stormwater Management Management is required where feasible based on site conditions. Infiltration galleries will be proposed to retain on- site development runoff. On-site management requirements are met by fully infiltrating stormwater runoff on site. BMP T5.13 Post Construction Soil Quality and Depth will be required for all disturbed area that will remain pervious. Refer to the Flow Chart for Determining MR#5 Requirements included in this report for additional detail. 21334.001-SSP.doc No. 6: Runoff Treatment The proposed business park will trigger Basic Treatment requirements for all pollution generating surfaces. See the Runoff Treatment Flow Chart in this report for additional detail. Based on Section III-1.2 of the 2019 SWMMWW, enhanced treatment BMPs are only required when 1) the project directly discharges to fresh waters designated for aquatic life 2) stormwater runoff discharges to conveyance systems that are tributary to fresh waters designated for aquatic life use or 3) stormwater is infiltrated within ¼ mile of a fresh water designated for aquatic life use. Basic Treatment will be provided for the pollution generating surfaces via Bayfilter treatment cartridges prior to discharge to the infiltration chamber galleries. Refer to the Calculations included in this report for additional detail. The roof runoff will bypass the treatment system since it is not a pollution generating surface. The Bayfilter system will be constructed upstream of the infiltration gallery, thereby providing pretreatment prior to the infiltration facility. See the Developed Site Hydrology section of this report for more details. No. 7: Flow Control Infiltration chambers are proposed to retain and infiltrate all stormwater runoff generated on site. Two infiltration galleries have been designed to accommodate the on-site roof and pavement areas. The systems consist of Stormtech MC-3500 Chambers and are sized for their respective sub-basins to retain and infiltrate 100% of half the 2-year storm through the 50-year storm as required by the 2019 SWMMWW. Refer to Section 5 and the calculations included in this report for additional detail. No. 8: Wetlands Protection There are no documented wetlands recorded on-site. No. 9: Operation and The drainage facility for this project will be a private facility, Maintenance owned and maintained by the Owner. An Operation and Maintenance Manual is provided in Section 9.0 of this Stormwater Site Plan. 21334.001-SSP.doc 3.0 EXISTING CONDITIONS SUMMARY The 5.80-acre site is part of a 54-acre parcel which encompasses the west and east side of the Northern Pacific Railroad. The existing property was previously used for lumber operations and currently the site is vacant and clear of any existing structures. The site primarily consists of exposed soil. See the existing conditions map included in this report for additional detail. The existing site topography is generally flat and slopes centrally. Typical slopes range from 0% to 2%. In the southwest corner of the site, the site steeply slopes upward offsite with slopes as steep as 30%. The site receives an incidental amount of drainage from adjacent properties. There is no existing storm drainage system; runoff sheet flows over the project site and infiltrates completely due to project site with high infiltration soils. The project is not located within the 100-year floodplain and no wetlands are known onsite or nearby. There is a fish habitat 1,300 feet east of the project site. The project site is within the Stillaguamish River basin. Portage Creek is approximately a quarter mile downstream of the site to the north. The existing soils are classified as gravelly sandy loam at 0-8% and pits according to the National Cooperative Soil Survey by the USDA Natural Resources Conservation Service. These soils belong to the Hydraulic Soil Group ‘A’. A geotechnical report is currently not available for this site, but one for an adjacent site was available. All soil data and groundwater data used in this report are from available data to this site and surrounding areas. 21334.001-SSP.doc 4.0 OFF-SITE ANALYSIS REPORT The property slopes to the east and north at slopes greater than 30%. The site receives an incidental amount drainage from adjacent properties. There is a recently permitted and currently in construction building to the east, Building G. The Building G site and the access road to the south have been hydrologically isolated from the proposed Building F site. Based on available data, there are no drainage complaints in the area. There is no existing storm drainage system on site. Due to the site’s high infiltration rate, all stormwater runoff is presumed to infiltrate through the soil. Based on available data, there are no drainage complaints in the area. 21334.001-SSP.doc 5.0 PERMANENT STORMWATER CONTROL PLAN This section contains the following information: 5.1 Existing Site Hydrology 5.2 Developed Site Hydrology 5.3 Performance Standards and Goals 5.4 Low Impact Development Features 5.5 Flow Control System 5.6 Water Quality System 5.7 Conveyance System Analysis and Design 21334.001-SSP.doc 5.1 Existing Site Hydrology Predeveloped Basins The Predeveloped Basin tributary to the Drainage Facility can be broken down as follows: Impervious Pervious Total Area 0 5.88 5.881 Notes: 1. Existing Till Forest The existing 5.88-acre site consists mostly of exposed soils that are classified as gravelly sandy loam, 0-8% and Pits. Currently the project site, overall site topography is relatively flat, typically 0% to 2% with steep slopes on the south and east side of the site as steep as 30%. Based on the available topography maps and adjacent developments, there are no significant contributing basin areas. Stormwater runoff generated on site sheet flows across the project site and infiltrates on site due to high infiltration soils on site. See the existing condition map for additional information. 21334.001-SSP.doc SCALE: 1"=200' For: Title: GAYTEWAY BUSINESS PARK LLC 21334 PO BOX 1727 BELLEVUE, WA 98009 EXISTING DRAINAGE BASIN MAP 1 1 5.2 Developed Site Hydrology Developed Basins The Developed Basin tributary to the Drainage Facility can be broken down as follows: Impervious Pervious Total Area 5.33 0.55 5.88 Notes: 1. Roads and Sidewalks – Mod Slope In the developed condition, the site will contain a new office/warehouse/manufacturing/building, an infiltration gallery using Stormtech Chambers, ADA parking, pavements, and associated utilities. Catch basins and an underground pipe conveyance system will be installed to convey stormwater runoff from the developed site to the infiltration gallery on the north side of the site. Underground infiltration is provided by Stormtech Chambers and are designed to retain and infiltrate all development runoff. The Infiltration gallery on the northern side of the site collects all stormwater runoff from pavement areas and the roof. Runoff will infiltrate into the native Everett Very Gravelly Sandy Loam soils, with a conservative design infiltration rate of 10 in/hr. Additional infiltration tests will be performed at the start of site construction. A bayfilter was sized using the water quality flow rates from WWHM and proposed upstream of the infiltration gallery to provide treatment to pollution generating surfaces. The infiltration gallery was also sized in WWHM to ensure 100% infiltration rate. We will meet LID Duration Control per Stormwater Management requirements as a result of the on-site underground infiltration gallery. These calculations are included in the report for additional information. The facility has been designed to provide the required flow control and water quality per the 2019 SWWDMM. Refer to the attached Proposed Drainage Map for further details on conveyance. 21334.001-SSP.doc TRUCK COURT BUILDING 'E' 76,557 SF BUILDING 'D' SCALE: 1"=200' 118,200 SF BUILDING 'F' BUILDING 'G' 116,899 SF 117,796 SF R.O.W. BUILDING 'H' 107,316 SF BUILDING 'J' For: Title: GAYTEWAY BUSINESS PARK LLC 21334 PO BOX 1727 BELLEVUE, WA 98009 DEVELOPED DRAINAGE BASIN MAP 1 1 5.3 Performance Standards and Goals The proposed project is required to comply with the runoff treatment and flow control standards set forth by the 2019 SWMMWW. Since the project proposes to add over 5,000 square feet of new plus replaced impervious surface, the project requires water quality treatment. The project is required to provide basic treatment and oil control. To provide water quality, the design flow rate shall be the flow rate at or below which 91% of the total runoff volume, as estimated by an approved continuous runoff model (WWHM) will be treated. In addition, the site will achieve the goals of no ongoing or recurring visible sheen, and to have a 24-hour average Total Petroleum Hydrocarbon (TPH) concentration no greater than 10 mg/l, and a maximum of 15 mg/l for a discrete sample. See the Runoff Treatment Flowchart included in this report for additional information. Stormwater discharges shall match developed discharge durations to pre-developed durations from the range of pre-developed discharge rates from 50% of the 2-year peak flow up to the full 50-year peak flow. The pre-developed conditions shall match the forested land cover in the continuous simulation model. 21334.001-SSP.doc Figure III-1.1: Runoff Treatment BMP Selection Flow Chart 2019StormwaterManagementManualforWesternWashington VolumeIII-Chapter1-Page421 Figure I-3.3: Flow Chart for Determining MR #5 Requirements 2019StormwaterManagementManualforWesternWashington VolumeI-Chapter3-Page118 5.4 Low Impact Development Features LID is not proposed with this project. 21334.001-SSP.doc 5.5 Flow Control System Stormwater discharges shall match developed discharge durations to pre-developed durations for the range of pre-developed discharge rates from 50% of the 2-year peak flow up to the full 50-year peak flow. The pre-developed condition to be matched shall be a forested land cover. See infiltration calculations provided in the report for more details. 21334.001-SSP.doc WWHM2012 PROJECT REPORT General Model Information Project Name: 2022-08-11 Buiding F SSD Table Site Name: Gayteway Site Address: City: Arlington Report Date: 8/18/2022 Gage: Everett Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 1.200 Version Date: 2019/09/13 Version: 4.2.17 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year 2022-08-11 Buiding F SSD Table 8/18/2022 5:49:22 PM Page 2 Landuse Basin Data Predeveloped Land Use Site Bypass: No GroundWater: No Pervious Land Use acre A B, Forest, Mod 5.88 Pervious Total 5.88 Impervious Land Use acre Impervious Total 0 Basin Total 5.88 Element Flows To: Surface Interflow Groundwater 2022-08-11 Buiding F SSD Table 8/18/2022 5:49:23 PM Page 3 Mitigated Land Use Parking Lot Bypass: No GroundWater: No Pervious Land Use acre A B, Lawn, Mod 0.55 Pervious Total 0.55 Impervious Land Use acre ROOF TOPS FLAT 2.69 DRIVEWAYS FLAT 2.64 Impervious Total 5.33 Basin Total 5.88 Element Flows To: Surface Interflow Groundwater SSD Table 1 SSD Table 1 2022-08-11 Buiding F SSD Table 8/18/2022 5:49:23 PM Page 4 Routing Elements Predeveloped Routing 2022-08-11 Buiding F SSD Table 8/18/2022 5:49:23 PM Page 5 Mitigated Routing SSD Table 1 Depth: 7 ft. Element Flows To: Outlet 1 Outlet 2 SSD Table Hydraulic Table Stage Area Volume Infilt/ (feet) (ac.) (ac-ft.) Manual Recharge NotUsed NotUsed NotUsed 0.000 0.122 0.000 0.000 0.998 0.000 0.000 0.000 0.083 0.122 0.004 0.000 0.998 0.000 0.000 0.000 0.167 0.122 0.008 0.000 0.998 0.000 0.000 0.000 0.250 0.122 0.012 0.000 0.998 0.000 0.000 0.000 0.333 0.122 0.016 0.000 0.998 0.000 0.000 0.000 0.417 0.122 0.020 0.000 0.998 0.000 0.000 0.000 0.500 0.122 0.024 0.000 0.998 0.000 0.000 0.000 0.583 0.122 0.029 0.000 0.998 0.000 0.000 0.000 0.667 0.122 0.033 0.000 0.998 0.000 0.000 0.000 0.750 0.122 0.037 0.000 0.998 0.000 0.000 0.000 0.833 0.122 0.041 0.000 0.998 0.000 0.000 0.000 0.917 0.122 0.045 0.000 0.998 0.000 0.000 0.000 1.000 0.122 0.049 0.000 0.998 0.000 0.000 0.000 1.083 0.122 0.053 0.000 0.998 0.000 0.000 0.000 1.167 0.122 0.057 0.000 0.998 0.000 0.000 0.000 1.250 0.122 0.061 0.000 0.998 0.000 0.000 0.000 1.333 0.122 0.069 0.000 0.998 0.000 0.000 0.000 1.417 0.122 0.077 0.000 0.998 0.000 0.000 0.000 1.500 0.122 0.084 0.000 0.998 0.000 0.000 0.000 1.583 0.122 0.092 0.000 0.998 0.000 0.000 0.000 1.667 0.122 0.100 0.000 0.998 0.000 0.000 0.000 1.750 0.122 0.108 0.000 0.998 0.000 0.000 0.000 1.833 0.122 0.115 0.000 0.998 0.000 0.000 0.000 1.917 0.122 0.123 0.000 0.998 0.000 0.000 0.000 2.000 0.122 0.131 0.000 0.998 0.000 0.000 0.000 2.083 0.122 0.138 0.000 0.998 0.000 0.000 0.000 2.167 0.122 0.146 0.000 0.998 0.000 0.000 0.000 2.250 0.122 0.153 0.000 0.998 0.000 0.000 0.000 2.333 0.122 0.161 0.000 0.998 0.000 0.000 0.000 2.417 0.122 0.168 0.000 0.998 0.000 0.000 0.000 2.500 0.122 0.176 0.000 0.998 0.000 0.000 0.000 2.583 0.122 0.183 0.000 0.998 0.000 0.000 0.000 2.667 0.122 0.190 0.000 0.998 0.000 0.000 0.000 2.750 0.122 0.198 0.000 0.998 0.000 0.000 0.000 2.833 0.122 0.205 0.000 0.998 0.000 0.000 0.000 2.917 0.122 0.212 0.000 0.998 0.000 0.000 0.000 3.000 0.122 0.219 0.000 0.998 0.000 0.000 0.000 3.083 0.122 0.226 0.000 0.998 0.000 0.000 0.000 3.167 0.122 0.233 0.000 0.998 0.000 0.000 0.000 3.250 0.122 0.240 0.000 0.998 0.000 0.000 0.000 3.333 0.122 0.247 0.000 0.998 0.000 0.000 0.000 3.417 0.122 0.254 0.000 0.998 0.000 0.000 0.000 3.500 0.122 0.261 0.000 0.998 0.000 0.000 0.000 3.583 0.122 0.267 0.000 0.998 0.000 0.000 0.000 3.667 0.122 0.274 0.000 0.998 0.000 0.000 0.000 2022-08-11 Buiding F SSD Table 8/18/2022 5:49:23 PM Page 6 3.750 0.122 0.280 0.000 0.998 0.000 0.000 0.000 3.833 0.122 0.287 0.000 0.998 0.000 0.000 0.000 3.917 0.122 0.293 0.000 0.998 0.000 0.000 0.000 4.000 0.122 0.299 0.000 0.998 0.000 0.000 0.000 4.083 0.122 0.305 0.000 0.998 0.000 0.000 0.000 4.167 0.122 0.311 0.000 0.998 0.000 0.000 0.000 4.250 0.122 0.317 0.000 0.998 0.000 0.000 0.000 4.333 0.122 0.323 0.000 0.998 0.000 0.000 0.000 4.417 0.122 0.328 0.000 0.998 0.000 0.000 0.000 4.500 0.122 0.334 0.000 0.998 0.000 0.000 0.000 4.583 0.122 0.339 0.000 0.998 0.000 0.000 0.000 4.667 0.122 0.344 0.000 0.998 0.000 0.000 0.000 4.750 0.122 0.348 0.000 0.998 0.000 0.000 0.000 4.833 0.122 0.353 0.000 0.998 0.000 0.000 0.000 4.917 0.122 0.357 0.000 0.998 0.000 0.000 0.000 5.000 0.122 0.361 0.000 0.998 0.000 0.000 0.000 5.083 0.122 0.365 0.000 0.998 0.000 0.000 0.000 5.167 0.122 0.369 0.000 0.998 0.000 0.000 0.000 5.250 0.122 0.373 0.000 0.998 0.000 0.000 0.000 5.333 0.122 0.377 0.000 0.998 0.000 0.000 0.000 5.417 0.122 0.381 0.000 0.998 0.000 0.000 0.000 5.500 0.122 0.386 0.000 0.998 0.000 0.000 0.000 5.583 0.122 0.390 0.000 0.998 0.000 0.000 0.000 5.667 0.122 0.394 0.000 0.998 0.000 0.000 0.000 5.750 0.122 0.398 0.000 0.998 0.000 0.000 0.000 5.833 0.122 0.402 0.000 0.998 0.000 0.000 0.000 5.917 0.122 0.406 0.000 0.998 0.000 0.000 0.000 6.000 0.122 0.410 0.000 0.998 0.000 0.000 0.000 6.083 0.122 0.414 0.000 0.998 0.000 0.000 0.000 6.167 0.122 0.418 0.000 0.998 0.000 0.000 0.000 6.250 0.122 0.422 0.000 0.998 0.000 0.000 0.000 6.333 0.122 0.426 0.000 0.998 0.000 0.000 0.000 6.417 0.122 0.430 0.000 0.998 0.000 0.000 0.000 6.500 0.122 0.434 0.000 0.998 0.000 0.000 0.000 6.583 0.122 0.439 0.000 0.998 0.000 0.000 0.000 6.667 0.122 0.443 0.000 0.998 0.000 0.000 0.000 6.750 0.122 0.447 0.000 0.998 0.000 0.000 0.000 6.833 0.122 0.451 0.000 0.998 0.000 0.000 0.000 6.917 0.122 0.455 0.000 0.998 0.000 0.000 0.000 7.000 0.122 0.459 0.000 0.998 0.000 0.000 0.000 2022-08-11 Buiding F SSD Table 8/18/2022 5:49:23 PM Page 7 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 5.88 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0.55 Total Impervious Area: 5.33 Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.007572 5 year 0.018409 10 year 0.03166 25 year 0.06003 50 year 0.09396 100 year 0.143971 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.005 0.000 1950 0.019 0.000 1951 0.014 0.000 1952 0.005 0.000 1953 0.005 0.000 1954 0.045 0.000 1955 0.033 0.000 1956 0.005 0.000 1957 0.005 0.000 1958 0.005 0.000 2022-08-11 Buiding F SSD Table 8/18/2022 5:49:23 PM Page 8 1959 0.015 0.000 1960 0.012 0.000 1961 0.030 0.000 1962 0.005 0.000 1963 0.005 0.000 1964 0.021 0.000 1965 0.005 0.000 1966 0.005 0.000 1967 0.013 0.000 1968 0.005 0.000 1969 0.005 0.000 1970 0.005 0.000 1971 0.032 0.000 1972 0.005 0.000 1973 0.005 0.000 1974 0.018 0.000 1975 0.004 0.000 1976 0.015 0.000 1977 0.005 0.000 1978 0.006 0.000 1979 0.015 0.000 1980 0.005 0.000 1981 0.005 0.000 1982 0.010 0.000 1983 0.005 0.000 1984 0.005 0.000 1985 0.011 0.000 1986 0.058 0.000 1987 0.039 0.000 1988 0.005 0.000 1989 0.005 0.000 1990 0.005 0.000 1991 0.005 0.000 1992 0.005 0.000 1993 0.005 0.000 1994 0.005 0.000 1995 0.008 0.000 1996 0.081 0.000 1997 0.189 0.000 1998 0.005 0.000 1999 0.005 0.000 2000 0.012 0.000 2001 0.004 0.000 2002 0.005 0.000 2003 0.003 0.000 2004 0.005 0.000 2005 0.005 0.000 2006 0.216 0.000 2007 0.005 0.000 2008 0.010 0.000 2009 0.005 0.000 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.2158 0.0000 2 0.1888 0.0000 3 0.0807 0.0000 2022-08-11 Buiding F SSD Table 8/18/2022 10:50:46 PM Page 9 4 0.0576 0.0000 5 0.0449 0.0000 6 0.0389 0.0000 7 0.0333 0.0000 8 0.0318 0.0000 9 0.0301 0.0000 10 0.0210 0.0000 11 0.0192 0.0000 12 0.0175 0.0000 13 0.0149 0.0000 14 0.0149 0.0000 15 0.0145 0.0000 16 0.0137 0.0000 17 0.0128 0.0000 18 0.0123 0.0000 19 0.0120 0.0000 20 0.0110 0.0000 21 0.0099 0.0000 22 0.0098 0.0000 23 0.0078 0.0000 24 0.0063 0.0000 25 0.0047 0.0000 26 0.0047 0.0000 27 0.0047 0.0000 28 0.0047 0.0000 29 0.0047 0.0000 30 0.0047 0.0000 31 0.0047 0.0000 32 0.0047 0.0000 33 0.0047 0.0000 34 0.0047 0.0000 35 0.0047 0.0000 36 0.0047 0.0000 37 0.0047 0.0000 38 0.0047 0.0000 39 0.0047 0.0000 40 0.0047 0.0000 41 0.0047 0.0000 42 0.0047 0.0000 43 0.0047 0.0000 44 0.0047 0.0000 45 0.0047 0.0000 46 0.0047 0.0000 47 0.0047 0.0000 48 0.0047 0.0000 49 0.0047 0.0000 50 0.0046 0.0000 51 0.0046 0.0000 52 0.0046 0.0000 53 0.0046 0.0000 54 0.0046 0.0000 55 0.0046 0.0000 56 0.0046 0.0000 57 0.0046 0.0000 58 0.0045 0.0000 59 0.0043 0.0000 60 0.0041 0.0000 61 0.0033 0.0000 2022-08-11 Buiding F SSD Table 8/18/2022 10:50:46 PM Page 10 2022-08-11 Buiding F SSD Table 8/18/2022 10:50:46 PM Page 11 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.0038 1653 0 0 Pass 0.0047 242 0 0 Pass 0.0056 151 0 0 Pass 0.0065 128 0 0 Pass 0.0074 112 0 0 Pass 0.0083 99 0 0 Pass 0.0093 81 0 0 Pass 0.0102 69 0 0 Pass 0.0111 61 0 0 Pass 0.0120 58 0 0 Pass 0.0129 53 0 0 Pass 0.0138 50 0 0 Pass 0.0147 49 0 0 Pass 0.0156 45 0 0 Pass 0.0165 42 0 0 Pass 0.0174 38 0 0 Pass 0.0184 36 0 0 Pass 0.0193 33 0 0 Pass 0.0202 31 0 0 Pass 0.0211 29 0 0 Pass 0.0220 29 0 0 Pass 0.0229 29 0 0 Pass 0.0238 26 0 0 Pass 0.0247 26 0 0 Pass 0.0256 26 0 0 Pass 0.0266 24 0 0 Pass 0.0275 23 0 0 Pass 0.0284 23 0 0 Pass 0.0293 23 0 0 Pass 0.0302 22 0 0 Pass 0.0311 20 0 0 Pass 0.0320 19 0 0 Pass 0.0329 18 0 0 Pass 0.0338 16 0 0 Pass 0.0348 16 0 0 Pass 0.0357 16 0 0 Pass 0.0366 15 0 0 Pass 0.0375 15 0 0 Pass 0.0384 15 0 0 Pass 0.0393 14 0 0 Pass 0.0402 13 0 0 Pass 0.0411 13 0 0 Pass 0.0420 13 0 0 Pass 0.0430 13 0 0 Pass 0.0439 13 0 0 Pass 0.0448 13 0 0 Pass 0.0457 11 0 0 Pass 0.0466 11 0 0 Pass 0.0475 11 0 0 Pass 0.0484 11 0 0 Pass 0.0493 11 0 0 Pass 0.0502 11 0 0 Pass 0.0512 11 0 0 Pass 2022-08-11 Buiding F SSD Table 8/18/2022 10:50:47 PM Page 12 0.0521 11 0 0 Pass 0.0530 11 0 0 Pass 0.0539 11 0 0 Pass 0.0548 11 0 0 Pass 0.0557 11 0 0 Pass 0.0566 11 0 0 Pass 0.0575 11 0 0 Pass 0.0584 10 0 0 Pass 0.0593 9 0 0 Pass 0.0603 9 0 0 Pass 0.0612 9 0 0 Pass 0.0621 9 0 0 Pass 0.0630 9 0 0 Pass 0.0639 9 0 0 Pass 0.0648 9 0 0 Pass 0.0657 8 0 0 Pass 0.0666 7 0 0 Pass 0.0675 7 0 0 Pass 0.0685 7 0 0 Pass 0.0694 7 0 0 Pass 0.0703 7 0 0 Pass 0.0712 7 0 0 Pass 0.0721 7 0 0 Pass 0.0730 7 0 0 Pass 0.0739 7 0 0 Pass 0.0748 7 0 0 Pass 0.0757 7 0 0 Pass 0.0767 7 0 0 Pass 0.0776 7 0 0 Pass 0.0785 7 0 0 Pass 0.0794 7 0 0 Pass 0.0803 7 0 0 Pass 0.0812 6 0 0 Pass 0.0821 6 0 0 Pass 0.0830 6 0 0 Pass 0.0839 6 0 0 Pass 0.0849 6 0 0 Pass 0.0858 6 0 0 Pass 0.0867 6 0 0 Pass 0.0876 6 0 0 Pass 0.0885 6 0 0 Pass 0.0894 5 0 0 Pass 0.0903 5 0 0 Pass 0.0912 5 0 0 Pass 0.0921 5 0 0 Pass 0.0930 5 0 0 Pass 0.0940 5 0 0 Pass 2022-08-11 Buiding F SSD Table 8/18/2022 10:50:47 PM Page 13 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0.5216 acre-feet On-line facility target flow: 0.9379 cfs. Adjusted for 15 min: 0.9379 cfs. Off-line facility target flow: 0.5307 cfs. Adjusted for 15 min: 0.5307 cfs. 2022-08-11 Buiding F SSD Table 8/18/2022 10:50:47 PM Page 14 LID Report 2022-08-11 Buiding F SSD Table 8/18/2022 10:50:47 PM Page 15 POC 2 POC #2 was not reported because POC must exist in both scenarios and both scenarios must have been run. 2022-08-11 Buiding F SSD Table 8/18/2022 10:53:14 PM Page 16 POC 3 POC #3 was not reported because POC must exist in both scenarios and both scenarios must have been run. 2022-08-11 Buiding F SSD Table 8/18/2022 10:53:14 PM Page 17 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. 2022-08-11 Buiding F SSD Table 8/18/2022 10:53:14 PM Page 18 Appendix Predeveloped Schematic 2022-08-11 Buiding F SSD Table 8/18/2022 10:53:14 PM Page 19 Mitigated Schematic 2022-08-11 Buiding F SSD Table 8/18/2022 10:54:05 PM Page 20 Predeveloped UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 2022-08-11 Buiding F SSD Table.wdm MESSU 25 Pre2022-08-11 Buiding F SSD Table.MES 27 Pre2022-08-11 Buiding F SSD Table.L61 28 Pre2022-08-11 Buiding F SSD Table.L62 30 POC2022-08-11 Buiding F SSD Table1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 2 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Site MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 2 A/B, Forest, Mod 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 2 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 2 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO 2022-08-11 Buiding F SSD Table 8/18/2022 10:54:59 PM Page 21 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 2 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 2 0 5 2 400 0.1 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 2 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 2 0.2 0.5 0.35 0 0.7 0.7 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 2 0 0 0 0 3 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATE1 2022-08-11 Buiding F SSD Table 8/18/2022 10:54:59 PM Page 22 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Site*** PERLND 2 5.88 COPY 501 12 PERLND 2 5.88 COPY 501 13 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1.2 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1.2 IMPLND 1 999 EXTNL PREC 2022-08-11 Buiding F SSD Table 8/18/2022 10:54:59 PM Page 23 WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 END MASS-LINK END RUN 2022-08-11 Buiding F SSD Table 8/18/2022 10:55:00 PM Page 24 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 2022-08-11 Buiding F SSD Table.wdm MESSU 25 Mit2022-08-11 Buiding F SSD Table.MES 27 Mit2022-08-11 Buiding F SSD Table.L61 28 Mit2022-08-11 Buiding F SSD Table.L62 30 POC2022-08-11 Buiding F SSD Table1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 8 IMPLND 4 IMPLND 5 RCHRES 1 COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 SSD Table 1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 8 A/B, Lawn, Mod 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 8 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR 2022-08-11 Buiding F SSD Table 8/18/2022 10:55:00 PM Page 25 # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 8 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 8 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 8 0 5 0.8 400 0.1 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 8 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 8 0.1 0.5 0.25 0 0.7 0.25 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 8 0 0 0 0 3 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 4 ROOF TOPS/FLAT 1 1 1 27 0 5 DRIVEWAYS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 4 0 0 1 0 0 0 5 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 4 0 0 4 0 0 0 1 9 5 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 4 0 0 0 0 0 5 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 2022-08-11 Buiding F SSD Table 8/18/2022 10:55:00 PM Page 26 4 400 0.01 0.1 0.1 5 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 4 0 0 5 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 4 0 0 5 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Parking Lot*** PERLND 8 0.55 RCHRES 1 2 PERLND 8 0.55 RCHRES 1 3 IMPLND 4 2.69 RCHRES 1 5 IMPLND 5 2.64 RCHRES 1 5 ******Routing****** PERLND 8 0.55 COPY 1 12 IMPLND 4 2.69 COPY 1 15 IMPLND 5 2.64 COPY 1 15 PERLND 8 0.55 COPY 1 13 RCHRES 1 1 COPY 501 17 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** 1 SSD Table 1 2 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HYDR-PARM1 2022-08-11 Buiding F SSD Table 8/18/2022 10:55:00 PM Page 27 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 1 1 0.01 0.0 0.0 0.5 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> 1 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 1 85 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.122200 0.000000 0.000000 0.000000 0.083000 0.122200 0.004000 0.000000 0.998068 0.167000 0.122200 0.008000 0.000000 0.998068 0.250000 0.122200 0.012000 0.000000 0.998068 0.333000 0.122200 0.016000 0.000000 0.998068 0.417000 0.122200 0.020000 0.000000 0.998068 0.500000 0.122200 0.024000 0.000000 0.998068 0.583000 0.122200 0.029000 0.000000 0.998068 0.667000 0.122200 0.033000 0.000000 0.998068 0.750000 0.122200 0.037000 0.000000 0.998068 0.833000 0.122200 0.041000 0.000000 0.998068 0.917000 0.122200 0.045000 0.000000 0.998068 1.000000 0.122200 0.049000 0.000000 0.998068 1.083000 0.122200 0.053000 0.000000 0.998068 1.167000 0.122200 0.057000 0.000000 0.998068 1.250000 0.122200 0.061000 0.000000 0.998068 1.333000 0.122200 0.069000 0.000000 0.998068 1.417000 0.122200 0.077000 0.000000 0.998068 1.500000 0.122200 0.084000 0.000000 0.998068 1.583000 0.122200 0.092000 0.000000 0.998068 1.667000 0.122200 0.100000 0.000000 0.998068 1.750000 0.122200 0.108000 0.000000 0.998068 1.833000 0.122200 0.115000 0.000000 0.998068 1.917000 0.122200 0.123000 0.000000 0.998068 2.000000 0.122200 0.131000 0.000000 0.998068 2.083000 0.122200 0.138000 0.000000 0.998068 2.167000 0.122200 0.146000 0.000000 0.998068 2.250000 0.122200 0.153000 0.000000 0.998068 2.333000 0.122200 0.161000 0.000000 0.998068 2.417000 0.122200 0.168000 0.000000 0.998068 2.500000 0.122200 0.176000 0.000000 0.998068 2.583000 0.122200 0.183000 0.000000 0.998068 2.667000 0.122200 0.190000 0.000000 0.998068 2.750000 0.122200 0.198000 0.000000 0.998068 2.833000 0.122200 0.205000 0.000000 0.998068 2.917000 0.122200 0.212000 0.000000 0.998068 3.000000 0.122200 0.219000 0.000000 0.998068 3.083000 0.122200 0.226000 0.000000 0.998068 3.167000 0.122200 0.233000 0.000000 0.998068 3.250000 0.122200 0.240000 0.000000 0.998068 3.333000 0.122200 0.247000 0.000000 0.998068 3.417000 0.122200 0.254000 0.000000 0.998068 2022-08-11 Buiding F SSD Table 8/18/2022 10:55:00 PM Page 28 3.500000 0.122200 0.261000 0.000000 0.998068 3.583000 0.122200 0.267000 0.000000 0.998068 3.667000 0.122200 0.274000 0.000000 0.998068 3.750000 0.122200 0.280000 0.000000 0.998068 3.833000 0.122200 0.287000 0.000000 0.998068 3.917000 0.122200 0.293000 0.000000 0.998068 4.000000 0.122200 0.299000 0.000000 0.998068 4.083000 0.122200 0.305000 0.000000 0.998068 4.167000 0.122200 0.311000 0.000000 0.998068 4.250000 0.122200 0.317000 0.000000 0.998068 4.333000 0.122200 0.323000 0.000000 0.998068 4.417000 0.122200 0.328000 0.000000 0.998068 4.500000 0.122200 0.334000 0.000000 0.998068 4.583000 0.122200 0.339000 0.000000 0.998068 4.667000 0.122200 0.344000 0.000000 0.998068 4.750000 0.122200 0.348000 0.000000 0.998068 4.833000 0.122200 0.353000 0.000000 0.998068 4.917000 0.122200 0.357000 0.000000 0.998068 5.000000 0.122200 0.361000 0.000000 0.998068 5.083000 0.122200 0.365000 0.000000 0.998068 5.167000 0.122200 0.369000 0.000000 0.998068 5.250000 0.122200 0.373000 0.000000 0.998068 5.333000 0.122200 0.377000 0.000000 0.998068 5.417000 0.122200 0.381000 0.000000 0.998068 5.500000 0.122200 0.386000 0.000000 0.998068 5.583000 0.122200 0.390000 0.000000 0.998068 5.667000 0.122200 0.394000 0.000000 0.998068 5.750000 0.122200 0.398000 0.000000 0.998068 5.833000 0.122200 0.402000 0.000000 0.998068 5.917000 0.122200 0.406000 0.000000 0.998068 6.000000 0.122200 0.410000 0.000000 0.998068 6.083000 0.122200 0.414000 0.000000 0.998068 6.167000 0.122200 0.418000 0.000000 0.998068 6.250000 0.122200 0.422000 0.000000 0.998068 6.333000 0.122200 0.426000 0.000000 0.998068 6.417000 0.122200 0.430000 0.000000 0.998068 6.500000 0.122200 0.434000 0.000000 0.998068 6.583000 0.122200 0.439000 0.000000 0.998068 6.667000 0.122200 0.443000 0.000000 0.998068 6.750000 0.122200 0.447000 0.000000 0.998068 6.833000 0.122200 0.451000 0.000000 0.998068 6.917000 0.122200 0.455000 0.000000 0.998068 7.000000 0.122200 0.459000 0.000000 0.998068 END FTABLE 1 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1.2 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1.2 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** RCHRES 1 HYDR RO 1 1 1 WDM 1008 FLOW ENGL REPL RCHRES 1 HYDR O 1 1 1 WDM 1010 FLOW ENGL REPL RCHRES 1 HYDR O 2 1 1 WDM 1011 FLOW ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1009 STAG ENGL REPL COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** 2022-08-11 Buiding F SSD Table 8/18/2022 10:55:00 PM Page 29 MASS-LINK 2 PERLND PWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 2 MASS-LINK 3 PERLND PWATER IFWO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 3 MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 MASS-LINK 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 END MASS-LINK END RUN 2022-08-11 Buiding F SSD Table 8/18/2022 10:55:00 PM Page 30 Predeveloped HSPF Message File 2022-08-11 Buiding F SSD Table 8/18/2022 10:55:00 PM Page 31 Mitigated HSPF Message File ERROR/WARNING ID: 341 6 DATE/TIME: 1960/10/23 11:15 RCHRES: 1 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 85 1.9820E+04 1.9994E+04 2.0539E+04 ERROR/WARNING ID: 341 5 DATE/TIME: 1960/10/23 11:15 RCHRES: 1 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 0.0000E+00 1.0646E+04 -4.396E+04 4.1297 4.1297E+00 2 ERROR/WARNING ID: 341 6 DATE/TIME: 1960/10/23 11:30 RCHRES: 1 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 85 1.9820E+04 1.9994E+04 2.1310E+04 ERROR/WARNING ID: 341 5 DATE/TIME: 1960/10/23 11:30 RCHRES: 1 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 0.0000E+00 1.0646E+04 -9.107E+04 8.5542 8.5542E+00 2 ERROR/WARNING ID: 341 6 DATE/TIME: 1960/10/23 11:45 RCHRES: 1 2022-08-11 Buiding F SSD Table 8/18/2022 10:55:00 PM Page 32 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 85 1.9820E+04 1.9994E+04 2.1398E+04 ERROR/WARNING ID: 341 5 DATE/TIME: 1960/10/23 11:45 RCHRES: 1 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 0.0000E+00 1.0646E+04 -9.641E+04 9.0556 9.0556E+00 2 ERROR/WARNING ID: 341 6 DATE/TIME: 1960/10/23 12: 0 RCHRES: 1 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 85 1.9820E+04 1.9994E+04 2.1532E+04 ERROR/WARNING ID: 341 5 DATE/TIME: 1960/10/23 12: 0 RCHRES: 1 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 0.0000E+00 1.0646E+04 -1.046E+05 9.8240 9.8240 2 ERROR/WARNING ID: 341 6 DATE/TIME: 1960/10/23 12:15 RCHRES: 1 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 85 1.9820E+04 1.9994E+04 2.1391E+04 2022-08-11 Buiding F SSD Table 8/18/2022 10:55:01 PM Page 33 ERROR/WARNING ID: 341 5 DATE/TIME: 1960/10/23 12:15 RCHRES: 1 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 0.0000E+00 1.0646E+04 -9.598E+04 9.0151 9.0151E+00 2 ERROR/WARNING ID: 341 6 DATE/TIME: 1960/10/23 12:30 RCHRES: 1 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 85 1.9820E+04 1.9994E+04 2.1018E+04 ERROR/WARNING ID: 341 5 DATE/TIME: 1960/10/23 12:30 RCHRES: 1 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 0.0000E+00 1.0646E+04 -7.321E+04 6.8770 6.8770E+00 2 ERROR/WARNING ID: 341 6 DATE/TIME: 1960/10/23 12:45 RCHRES: 1 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 85 1.9820E+04 1.9994E+04 2.0498E+04 ERROR/WARNING ID: 341 5 DATE/TIME: 1960/10/23 12:45 RCHRES: 1 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). 2022-08-11 Buiding F SSD Table 8/18/2022 10:55:01 PM Page 34 Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 0.0000E+00 1.0646E+04 -4.141E+04 3.8898 3.8898E+00 2 ERROR/WARNING ID: 341 6 DATE/TIME: 2007/12/ 3 12:30 RCHRES: 1 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 85 1.9820E+04 1.9994E+04 2.0051E+04 ERROR/WARNING ID: 341 5 DATE/TIME: 2007/12/ 3 12:30 RCHRES: 1 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 0.0000E+00 1.0646E+04 -1.411E+04 1.3251 1.3251E+00 2 ERROR/WARNING ID: 341 6 DATE/TIME: 2007/12/ 3 12:45 RCHRES: 1 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 85 1.9820E+04 1.9994E+04 2.0235E+04 ERROR/WARNING ID: 341 5 DATE/TIME: 2007/12/ 3 12:45 RCHRES: 1 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 0.0000E+00 1.0646E+04 -2.535E+04 2.3814 2.3814 2 ERROR/WARNING ID: 341 6 DATE/TIME: 2007/12/ 3 13: 0 2022-08-11 Buiding F SSD Table 8/18/2022 10:55:01 PM Page 35 RCHRES: 1 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 85 1.9820E+04 1.9994E+04 2.0606E+04 ERROR/WARNING ID: 341 5 DATE/TIME: 2007/12/ 3 13: 0 RCHRES: 1 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 0.0000E+00 1.0646E+04 -4.803E+04 4.5119 4.5119E+00 2 ERROR/WARNING ID: 341 6 DATE/TIME: 2007/12/ 3 13:15 RCHRES: 1 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 85 1.9820E+04 1.9994E+04 2.0764E+04 ERROR/WARNING ID: 341 5 DATE/TIME: 2007/12/ 3 13:15 RCHRES: 1 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 0.0000E+00 1.0646E+04 -5.771E+04 5.4211 5.4211 2 ERROR/WARNING ID: 341 6 DATE/TIME: 2007/12/ 3 13:30 RCHRES: 1 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: 2022-08-11 Buiding F SSD Table 8/18/2022 10:55:01 PM Page 36 NROWS V1 V2 VOL 85 1.9820E+04 1.9994E+04 2.0613E+04 ERROR/WARNING ID: 341 5 DATE/TIME: 2007/12/ 3 13:30 RCHRES: 1 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 0.0000E+00 1.0646E+04 -4.848E+04 4.5541 4.5541 2 ERROR/WARNING ID: 341 6 DATE/TIME: 2007/12/ 3 13:45 RCHRES: 1 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 85 1.9820E+04 1.9994E+04 2.0362E+04 ERROR/WARNING ID: 341 5 DATE/TIME: 2007/12/ 3 13:45 RCHRES: 1 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 0.0000E+00 1.0646E+04 -3.314E+04 3.1127 3.1127 2 ERROR/WARNING ID: 341 6 DATE/TIME: 2007/12/ 3 15: 0 RCHRES: 1 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 85 1.9820E+04 1.9994E+04 2.0079E+04 ERROR/WARNING ID: 341 5 DATE/TIME: 2007/12/ 3 15: 0 RCHRES: 1 2022-08-11 Buiding F SSD Table 8/18/2022 10:55:01 PM Page 37 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 0.0000E+00 1.0646E+04 -1.582E+04 1.4861 1.4861E+00 2 ERROR/WARNING ID: 341 6 DATE/TIME: 2007/12/ 3 15:15 RCHRES: 1 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 85 1.9820E+04 1.9994E+04 2.0004E+04 ERROR/WARNING ID: 341 5 DATE/TIME: 2007/12/ 3 15:15 RCHRES: 1 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 0.0000E+00 1.0646E+04 -1.127E+04 1.0589 1.0589E+00 2 2022-08-11 Buiding F SSD Table 8/18/2022 10:55:01 PM Page 38 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2022; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com 2022-08-11 Buiding F SSD Table 8/18/2022 10:55:01 PM Page 39 Project: Chamber Model - MC-3500 Units - Imperial Number of Chambers - 75 Number of End Caps - 14 Voids in the stone (porosity) - 40 % Base of Stone Elevation - 0.00 ft Include Perimeter Stone in Calculations Amount of Stone Above Chambers - 24 in Amount of Stone Below Chambers - 15 in Area of system - 5325 sf Min. Area - 4091 sf min. area StormTech MC-3500 Cumulative Storage Volumes Height of Incremental Single Incremental Incremental Incremental Incremental Incremental Ch, Cumulative System Chamber Single End Cap Chambers End Cap Stone EC and Stone System Elevation (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (feet) 84 0.00 0.00 0.00 0.00 177.50 177.50 19989.00 7.00 83 0.00 0.00 0.00 0.00 177.50 177.50 19811.50 6.92 82 0.00 0.00 0.00 0.00 177.50 177.50 19634.00 6.83 81 0.00 0.00 0.00 0.00 177.50 177.50 19456.50 6.75 80 0.00 0.00 0.00 0.00 177.50 177.50 19279.00 6.67 79 0.00 0.00 0.00 0.00 177.50 177.50 19101.50 6.58 78 0.00 0.00 0.00 0.00 177.50 177.50 18924.00 6.50 77 0.00 0.00 0.00 0.00 177.50 177.50 18746.50 6.42 76 0.00 0.00 0.00 0.00 177.50 177.50 18569.00 6.33 75 0.00 0.00 0.00 0.00 177.50 177.50 18391.50 6.25 74 0.00 0.00 0.00 0.00 177.50 177.50 18214.00 6.17 73 0.00 0.00 0.00 0.00 177.50 177.50 18036.50 6.08 72 0.00 0.00 0.00 0.00 177.50 177.50 17859.00 6.00 71 0.00 0.00 0.00 0.00 177.50 177.50 17681.50 5.92 70 0.00 0.00 0.00 0.00 177.50 177.50 17504.00 5.83 69 0.00 0.00 0.00 0.00 177.50 177.50 17326.50 5.75 68 0.00 0.00 0.00 0.00 177.50 177.50 17149.00 5.67 67 0.00 0.00 0.00 0.00 177.50 177.50 16971.50 5.58 66 0.00 0.00 0.00 0.00 177.50 177.50 16794.00 5.50 65 0.00 0.00 0.00 0.00 177.50 177.50 16616.50 5.42 64 0.00 0.00 0.00 0.00 177.50 177.50 16439.00 5.33 63 0.00 0.00 0.00 0.00 177.50 177.50 16261.50 5.25 62 0.00 0.00 0.00 0.00 177.50 177.50 16084.00 5.17 61 0.00 0.00 0.00 0.00 177.50 177.50 15906.50 5.08 60 0.06 0.00 4.36 0.00 175.76 180.11 15729.00 5.00 59 0.19 0.01 14.56 0.14 171.62 186.32 15548.88 4.92 58 0.29 0.01 22.05 0.14 168.63 190.81 15362.57 4.83 57 0.40 0.02 30.27 0.28 165.28 195.83 15171.75 4.75 56 0.69 0.04 51.54 0.56 156.66 208.76 14975.92 4.67 55 1.03 0.05 77.12 0.70 146.37 224.19 14767.16 4.58 54 1.25 0.07 93.71 0.98 139.62 234.32 14542.97 4.50 53 1.42 0.09 106.67 1.26 134.33 242.26 14308.65 4.42 52 1.57 0.10 117.99 1.40 129.75 249.13 14066.40 4.33 51 1.71 0.12 128.04 1.68 125.61 255.33 13817.27 4.25 50 1.83 0.14 137.14 1.96 121.86 260.96 13561.94 4.17 49 1.94 0.16 145.33 2.24 118.47 266.04 13300.98 4.08 48 2.04 0.18 153.06 2.52 115.27 270.85 13034.93 4.00 47 2.13 0.20 160.10 2.80 112.34 275.24 12764.08 3.92 46 2.22 0.21 166.82 2.94 109.60 279.35 12488.84 3.83 45 2.31 0.24 173.01 3.36 106.95 283.32 12209.49 3.75 44 2.38 0.26 178.86 3.64 104.50 287.00 11926.17 3.67 43 2.46 0.27 184.43 3.78 102.22 290.43 11639.17 3.58 42 2.53 0.29 189.61 4.06 100.03 293.70 11348.74 3.50 41 2.59 0.32 194.53 4.48 97.90 296.91 11055.04 3.42 40 2.66 0.33 199.20 4.62 95.97 299.79 10758.13 3.33 39 2.72 0.35 203.63 4.90 94.09 302.62 10458.34 3.25 38 2.77 0.37 207.85 5.18 92.29 305.32 10155.72 3.17 37 2.82 0.39 211.85 5.46 90.58 307.89 9850.40 3.08 36 2.88 0.41 215.66 5.74 88.94 310.34 9542.52 3.00 35 2.92 0.43 219.31 6.02 87.37 312.70 9232.18 2.92 34 2.97 0.45 222.74 6.30 85.88 314.92 8919.48 2.83 33 3.01 0.46 225.93 6.44 84.55 316.92 8604.55 2.75 32 3.05 0.48 228.99 6.72 83.21 318.93 8287.63 2.67 31 3.09 0.49 232.07 6.86 81.93 320.86 7968.70 2.58 30 3.13 0.51 234.79 7.14 80.73 322.66 7647.84 2.50 29 3.17 0.52 237.42 7.28 79.62 324.32 7325.18 2.42 28 3.20 0.54 239.96 7.56 78.49 326.01 7000.86 2.33 27 3.23 0.54 242.33 7.56 77.54 327.44 6674.85 2.25 26 3.26 0.56 244.61 7.84 76.52 328.97 6347.41 2.17 25 3.29 0.57 246.77 7.98 75.60 330.35 6018.45 2.08 24 3.32 0.58 248.85 8.12 74.71 331.68 5688.10 2.00 23 3.34 0.58 250.81 8.12 73.93 332.86 5356.42 1.92 22 3.37 0.60 252.65 8.40 73.08 334.13 5023.56 1.83 21 3.39 0.60 254.44 8.40 72.36 335.20 4689.43 1.75 20 3.41 0.61 256.09 8.54 71.65 336.28 4354.23 1.67 19 3.44 0.61 257.78 8.54 70.97 337.29 4017.95 1.58 18 3.46 0.62 259.33 8.68 70.30 338.31 3680.66 1.50 17 3.48 0.63 260.90 8.82 69.61 339.33 3342.35 1.42 16 3.51 0.63 262.88 8.82 68.82 340.52 3003.02 1.33 15 0.00 0.00 0.00 0.00 177.50 177.50 2662.50 1.25 14 0.00 0.00 0.00 0.00 177.50 177.50 2485.00 1.17 13 0.00 0.00 0.00 0.00 177.50 177.50 2307.50 1.08 12 0.00 0.00 0.00 0.00 177.50 177.50 2130.00 1.00 11 0.00 0.00 0.00 0.00 177.50 177.50 1952.50 0.92 10 0.00 0.00 0.00 0.00 177.50 177.50 1775.00 0.83 9 0.00 0.00 0.00 0.00 177.50 177.50 1597.50 0.75 8 0.00 0.00 0.00 0.00 177.50 177.50 1420.00 0.67 7 0.00 0.00 0.00 0.00 177.50 177.50 1242.50 0.58 6 0.00 0.00 0.00 0.00 177.50 177.50 1065.00 0.50 5 0.00 0.00 0.00 0.00 177.50 177.50 887.50 0.42 4 0.00 0.00 0.00 0.00 177.50 177.50 710.00 0.33 3 0.00 0.00 0.00 0.00 177.50 177.50 532.50 0.25 2 0.00 0.00 0.00 0.00 177.50 177.50 355.00 0.17 1 0.00 0.00 0.00 0.00 177.50 177.50 177.50 0.08 21334-Building F Conveyance Calcs.xls BARGHAUSEN CONSULTING ENGINEERS - PIPE FLOW CALCULATOR using the Rational Method & Manning Formula Type IA SCS rainfall event 100 YEAR STORM JOB NAME:Gayteway - Building F NOTE: ENTER DEFAULTS AND STORM DATA BEFORE BEGINNING Tc CALC JOB#: 21334 DEFAULTS C= 0.9 n= 0.012 L FPS INTIAL Tt Date : 9/22/2021 d= 12 Tc= 5 260 2 10 12.167 A= Contributing Area (Ac) Qd= Design Flow (cfs) COEFFICIENTS FOR THE RATIONAL METHOD "Ir"-EQUATION C= Runoff Coefficient Qf= Full Capacity Flow (cfs) STORM Ar Br Tc= Time of Concentration (min) Vd= Velocity at Design Flow (fps) 2YR 1.58 0.58 I= Intensity at Tc (in/hr) Vf= Velocity at Full Flow (fps) 10YR 2.44 0.64 PRECIP= 3.6 (100year storm) d= Diameter of Pipe (in) s= Slope of pipe (%) 25YR 2.66 0.65 Ar= 2.61 L= Length of Pipe (ft) n= Manning Roughness Coefficient 50YR 2.75 0.65 Br= 0.63 D= Water Depth at Qd (in) Tt= Travel Time at Vd (min) 100YR 2.61 0.63 FROM TO A s L d Tc n C SUM A A*C SUM A*C I Qd Qf Qd/Qf D/d D Vf Vd Tt TRUE ====== ====== ======================== ====== ====== ====== ====== ===================== ====== ====== ====== ====== ====== ====== ====== ====== FALSE CB#1 CB#2 0.42 0.50 139 12 5.0 0.012 0.9 0.42152 0.38 0.38 3.41 1.29 2.73 0.474 0.485 5.82 3.48 3.46 0.67 FALSE CB#2 SDCO#1 0.12 0.50 77 12 5.7 0.012 0.9 0.54358 0.11 0.49 3.15 1.54 2.73 0.565 0.537 6.44 3.48 3.57 0.36 FALSE SDCO#1 CB#3 0.00 0.50 51 12 6.0 0.012 0.9 0.54358 0.00 0.49 3.03 1.48 2.73 0.543 0.525 6.30 3.48 3.54 0.24 FALSE CB#3 CB#4 0.16 0.50 149 12 6.3 0.012 0.9 0.70428 0.14 0.63 2.96 1.87 2.73 0.687 0.608 7.29 3.48 3.74 0.66 FALSE CB#4 CB#5 0.23 0.55 171 12 6.9 0.012 0.9 0.92999 0.20 0.84 2.77 2.32 2.86 0.811 0.684 8.20 3.65 4.05 0.70 TRUE FALSE CB#19 CB#5 0.01 1.12 66 8 5.0 0.012 0.9 0.00995 0.01 0.01 3.41 0.03 1.38 0.022 0.104 0.83 3.97 1.62 0.68 TRUE OIL CONTROL FALSE CB#5 TEE 0.94 0.50 285 12 5.0 0.012 0.9 0.93994 0.85 0.85 3.41 2.88 2.73 1.057 0.883 10.59 3.48 3.93 1.21 TRUE FALSE CB#6 CB#18 0.83 1.00 95 12 5.0 0.012 0.9 0.82825 0.75 0.75 3.41 2.54 3.86 0.659 0.594 7.13 4.92 5.25 0.30 TRUE FALSE CB#16 CB#18 0.65 1.79 53 12 5.0 0.012 0.9 0.64858 0.58 0.58 3.41 1.99 5.16 0.385 0.430 5.16 6.58 6.15 0.14 TRUE FALSE CB#8 CB#9 0.04 0.50 28 8 5.0 0.012 0.9 0.03673 0.03 0.03 3.41 0.11 0.93 0.122 0.237 1.90 2.65 1.78 0.26 FALSE CB#9 CB#10 0.02 0.50 70 8 5.3 0.012 0.9 0.06087 0.02 0.05 3.30 0.18 0.93 0.195 0.296 2.37 2.65 2.04 0.57 FALSE CB#10 CB#11 0.02 0.50 11 8 5.8 0.012 0.9 0.07797 0.02 0.07 3.09 0.22 0.93 0.235 0.328 2.62 2.65 2.16 0.08 FALSE CB#11 CB#12 0.02 0.50 37 12 5.9 0.012 0.9 0.09508 0.02 0.09 3.07 0.26 2.73 0.096 0.208 2.50 3.48 2.16 0.29 FALSE CB#12 CB#13 0.01 0.50 61 12 6.2 0.012 0.9 0.10771 0.01 0.10 2.98 0.29 2.73 0.106 0.221 2.65 3.48 2.25 0.45 FALSE CB#13 CB#14 0.03 0.50 20 12 6.7 0.012 0.9 0.13617 0.03 0.12 2.85 0.35 2.73 0.128 0.242 2.91 3.48 2.36 0.14 FALSE CB#14 CB#15 0.02 0.50 61 12 6.8 0.012 0.9 0.15785 0.02 0.14 2.81 0.40 2.73 0.146 0.257 3.08 3.48 2.47 0.41 FALSE CB#15 CB#18 0.02 1.38 184 12 7.2 0.012 0.9 0.17572 0.02 0.16 2.71 0.43 4.53 0.094 0.206 2.47 5.78 3.56 0.86 TRUE OIL CONTROL FALSE CB#18 TEE 1.65 10.97 21 12 5.0 0.012 0.9 1.65256 1.49 1.49 3.41 5.07 12.78 0.397 0.438 5.25 16.28 15.34 0.02 TRUE Page 1 21334-Building F Conveyance Calcs.xls OIL CONTROL FALSE TEE BAYFILTER 2.59 1.00 21 16 5.0 0.012 0.9 2.5925 2.33 2.33 3.41 7.95 8.31 0.957 0.777 12.43 5.96 6.73 0.05 FALSE BAYFILTER CB#7 0.00 1.00 12 16 5.0 0.012 0.9 2.5925 0.00 2.33 3.40 7.93 8.31 0.954 0.776 12.41 5.96 6.73 0.03 TRUE FALSE SDCO#2 SDCO#3 0.22 1.00 56 8 5.0 0.012 0.9 0.21855 0.20 0.20 3.41 0.67 1.31 0.512 0.507 4.06 3.75 3.78 0.25 FALSE SDCO#3 SDCO#4 0.18 1.00 56 8 5.2 0.012 0.9 0.39803 0.16 0.36 3.31 1.18 1.31 0.905 0.740 5.92 3.75 4.24 0.22 FALSE SDCO#4 SDCO#5 0.08 1.00 63 12 5.5 0.012 0.9 0.48202 0.08 0.43 3.22 1.40 3.86 0.362 0.416 4.99 4.92 4.53 0.23 FALSE SDCO#5 SDCO#6 0.00 1.00 83 12 5.7 0.012 0.9 0.48202 0.00 0.43 3.14 1.36 3.86 0.353 0.410 4.92 4.92 4.50 0.31 FALSE SDCO#6 SDCO#7 0.15 1.00 60 12 6.0 0.012 0.9 0.62999 0.13 0.57 3.04 1.72 3.86 0.446 0.469 5.63 4.92 4.81 0.21 FALSE SDCO#7 SDCO#8 0.15 1.00 60 12 6.2 0.012 0.9 0.78051 0.14 0.70 2.97 2.09 3.86 0.541 0.524 6.28 4.92 5.00 0.20 FALSE SDCO#8 SDCO#9 0.14 1.00 60 12 6.4 0.012 0.9 0.92125 0.13 0.83 2.91 2.42 3.86 0.626 0.582 6.99 4.92 5.22 0.19 FALSE SDCO#9 SDCO#10 0.07 1.00 33 12 6.6 0.012 0.9 0.98911 0.06 0.89 2.86 2.55 3.86 0.660 0.595 7.13 4.92 5.25 0.10 FALSE SDCO#10 SDCO#11 0.05 1.00 63 12 6.7 0.012 0.9 1.04247 0.05 0.94 2.83 2.66 3.86 0.689 0.609 7.31 4.92 5.29 0.20 FALSE SDCO#11 SDCO#12 0.00 2.88 56 12 6.9 0.012 0.9 1.04247 0.00 0.94 2.78 2.61 6.55 0.398 0.439 5.27 8.34 7.87 0.12 FALSE SDCO#12 SDCO#13 0.14 1.00 56 12 7.0 0.012 0.9 1.17948 0.12 1.06 2.75 2.92 3.86 0.757 0.650 7.80 4.92 5.41 0.17 FALSE SDCO#13 SDCO#14 0.15 2.04 56 12 7.2 0.012 0.9 1.33375 0.14 1.20 2.71 3.25 5.51 0.590 0.551 6.62 7.02 7.29 0.13 FALSE SDCO#14 CB#7 0.15 1.69 77 12 7.3 0.012 0.9 1.48802 0.14 1.34 2.68 3.59 5.02 0.715 0.626 7.51 6.39 6.95 0.18 TRUE FALSE SDCO#15 SDCO#16 0.22 1.00 56 8 5.0 0.012 0.9 0.21855 0.20 0.20 3.41 0.67 1.31 0.512 0.507 4.06 3.75 3.78 0.25 FALSE SDCO#16 SDCO#17 0.18 1.00 53 8 5.2 0.012 0.9 0.39803 0.16 0.36 3.31 1.18 1.31 0.905 0.740 5.92 3.75 4.24 0.21 FALSE SDCO#17 SDCO#18 0.11 1.00 15 12 5.5 0.012 0.9 0.50666 0.10 0.46 3.23 1.47 3.86 0.381 0.428 5.13 4.92 4.59 0.05 FALSE SDCO#18 SDCO#19 0.00 1.00 66 12 5.5 0.012 0.9 0.50666 0.00 0.46 3.21 1.46 3.86 0.379 0.426 5.11 4.92 4.58 0.24 FALSE SDCO#19 SDCO#20 0.00 1.00 98 12 5.7 0.012 0.9 0.50666 0.00 0.46 3.12 1.42 3.86 0.369 0.419 5.03 4.92 4.54 0.36 FALSE SDCO#20 SDCO#21 0.14 1.00 60 12 6.1 0.012 0.9 0.65066 0.13 0.59 3.00 1.76 3.86 0.456 0.475 5.70 4.92 4.84 0.21 FALSE SDCO#21 SDCO#22 0.15 1.00 60 12 6.3 0.012 0.9 0.80118 0.14 0.72 2.94 2.12 3.86 0.550 0.528 6.34 4.92 5.02 0.20 FALSE SDCO#22 SDCO#23 0.14 1.00 60 12 6.5 0.012 0.9 0.94192 0.13 0.85 2.89 2.45 3.86 0.634 0.585 7.02 4.92 5.22 0.19 FALSE SDCO#23 SDCO#24 0.07 1.00 33 12 6.7 0.012 0.9 1.01328 0.06 0.91 2.83 2.58 3.86 0.670 0.598 7.18 4.92 5.26 0.10 TRUE FALSE SDCO#25 SDCO#26 0.13 1.00 56 6 5.0 0.012 0.9 0.13473 0.12 0.12 3.41 0.41 0.61 0.680 0.603 3.62 3.10 3.32 0.28 FALSE SDCO#26 SDCO#24 0.05 1.13 63 6 5.3 0.012 0.9 0.18459 0.04 0.17 3.29 0.55 0.65 0.847 0.705 4.23 3.29 3.69 0.28 TRUE FALSE SDCO#24 CB#17 1.20 7.12 67 12 5.0 0.012 0.9 1.19787 1.08 1.08 3.41 3.67 10.30 0.357 0.413 4.95 13.12 12.04 0.09 Page 2 5.6 Water Quality System The development will trigger Basic Treatment for all pollution generating surfaces. Bayfilter treatment cartridges will be placed in a manhole upstream to the infiltration gallery after stormwater is conveyed through a manhole oil control structure. Therefore, stormwater will go through pretreatment prior to the infiltration facility. Calculations and the Bayfilter General Use Level Designation Letter from the WA Department of Ecology are provided in this report for additional detail. 21334.001-SSP.doc July 2019 GENERAL USE LEVEL DESIGNATON FOR BASIC (TSS) AND PHOSPHORUS TREATMENT For BaySaver Technologies, LLC BayFilter™ System using Enhanced Media Cartridges (EMC) Ecology’s Decision: 1. Based on BaySaver Technologies’ application submissions, Ecology hereby issues a General Use Level Designation (GULD) for Basic and Phosphorus Treatment for the BayFilter™ System using Enhanced Media Cartridges (EMC).  Sized at a hydraulic loading rate of no greater than 0.50 gallons per minute (gpm) per square foot (sq ft.) of filter area. o 45 gpm (0.10 cfs) per cartridge (example dimensions 28-inch diameter, 30- inches tall (90 sq ft filter area)) o 75 gpm (0.167 cfs) per cartridge (example dimensions 39-inch diameter, 30- inches tall (150 sq ft filter area))  Canisters that provide 0.50 gpm per sq ft filter area, regardless of dimensions meet this requirement  Using BaySaver’s EMC Media Blend of Zeolite, Perlite, and Activated Alumina. Specifications of media shall match the specifications provided by the manufacturer and approved by Ecology. 2. Ecology approves use of BayFilter™ Enhanced Media Cartridges for treatment at the above flow rates per cartridge. Designers shall calculate the water quality design flow rates using the following procedures:  Western Washington: For treatment installed upstream of detention or retention, the water quality design flow rate is the peak 15-minute flow rate as calculated using the latest version of the Western Washington Hydrology Model or other Ecology- approved continuous runoff model.  Eastern Washington: For treatment installed upstream of detention or retention, the water quality design flow rate is the peak 15-minute flow rate as calculated using one of the three methods described in Chapter 2.2.5 of the Stormwater Management Manual for Eastern Washington (SWMMEW) or local manual.  Entire State: For treatment installed downstream of detention, the water quality design flow rate is the full 2-year release rate of the detention facility. 3. The GULD has no expiration date, but it may be amended or revoked by Ecology, and is subject to the conditions specified below. Ecology’s Conditions of Use: BayFilter™ units shall comply with these conditions: 1. Design, assemble, install, operate, and maintain BayFilter™ units in accordance with BaySaver Technologies’ applicable manuals and documents and the Ecology Decision. 2. Maintenance: The required inspection/maintenance interval for stormwater treatment devices is often dependent upon the efficiency of the device and the degree of pollutant loading from a particular drainage basin. Therefore, Ecology does not endorse or recommend a “one size fits all” maintenance cycle for a particular model/size of manufactured filter treatment device.  BaySaver recommends that the following be considered during the design application of the BayFilter Cartridge systems: o Water Quality Flow Rate o Anticipated Pollutant Load o Maintenance Frequency  A BayFilter System tested adjacent to construction activity required maintenance after 4-months of operation. Monitoring personnel observed construction washout in the device during the testing period; the construction activity may have resulted in a shorter maintenance interval.  Ecology has found that pre-treatment device prior to the BayFilter system can provide a reduction in pollutant loads on these systems, thereby extending the maintenance interval.  Test results provided to Ecology from other BayFilter Systems, including the above mentioned system that was evaluated again after construction activities had been completed, have indicated the BayFilter System typically has longer maintenance intervals, sometimes exceeding 12-months.  The BayFilter system contains filter fabric that is highly oleophilic (oil absorptive). When sufficient quantities of oils are present in the runoff, the oil and subsequent sediment particles may become attached to the fabric. As a result, it may compromise the maintenance interval of the BayFilter system. Oil control BMP’s should be installed upstream of BayFilter installations if warranted, and/or the BayFilter system should be inspected after any known oil spill or release.  Owners/operators must inspect BayFilter systems for a minimum of twelve months from the start of post-construction operation to determine site-specific inspection/maintenance schedules and requirements. Owners/operators must conduct inspections monthly during the wet season, and every other month during the dry season. (According to the SWMMWW, the wet season in western Washington is October 1 to April 30. According to SWMMEW, the wet season in eastern Washington is October 1 to June 30.) After the first year of operation, owners/operators must conduct inspections based on the findings during the first year of inspections or the manufacturer’s anticipated maintenance interval, whichever is more frequent.  Conduct inspections by qualified personnel, follow manufacturer’s guidelines, and must use methods capable of determining either a decrease in treated effluent flowrate and/or a decrease in pollutant removal ability. 3. When inspections are performed, the following findings typically serve as maintenance triggers:  Accumulated vault sediment depths exceed an average of 2 inches, or  Accumulated sediment depths on the tops of the cartridges exceed an average of 0.5 inches, or  Standing water remains in the vault between rain events.  Bypass during storms smaller than the design storm.  Note: If excessive floatables (trash and debris) are present, perform minor maintenance consisting of gross solids removal, not cartridge replacement. 4. Discharges from the BayFilter™ units shall not cause or contribute to water quality standards violations in receiving waters. Applicant: Advanced Drainage Systems - BaySaver Applicant’s Address: 4640 Trueman Blvd Hilliard, Ohio 43065 Application Documents:  Technical Evaluation Report BayFilter™ System Woodinville Sammamish River Outfall, Woodinville, Washington and Appendices A through M (March 2, 2017)  Technical Evaluation Report BayFilter System, Grandview Place Apartments, Vancouver, Washington and Appendices A through O (May 18, 2011)  Washington State Department of Ecology Technology Assessment Protocol – Environmental BayFilter™ Conditional Use Designation Application (March 2007)  BaySaver Technologies, Inc. BayFilter™ System Washington State Technical and Design Manual, Version 1.1 (December 2006)  Efficiency Assessment of BaySeparator and Bay filter Systems in the Richard Montgomery High School January 6.2009.  Evaluation of MASWRC Sample Collection, Sample Analysis, and Data Analysis, December 27, 2008  Letter from Mid-Atlantic Stormwater Research Center to BaySaver Technologies, In. dated October 22, 2009.  Letter from Mid-Atlantic Stormwater Research Center to BaySaver Technologies, In. dated November 5, 2009.  Maryland Department of the Environment letter to BaySaver Technologies dated Jan. 13, 2008 regarding approval of BayFilter as a standalone BMP for Stormwater treatment.  NJCAT letter to BaySaver Technologies dated June 18, 2009 regarding Interim Certification. Applicant’s Use Level Request:  General use level designation as a basic, enhanced, and phosphorus treatment device in accordance with Ecology’s Stormwater Management Manual for Western Washington. Applicant’s Performance Claims:  Removes and retains 80% of TSS based on laboratory testing using Sil-Co-Sil 106 as a laboratory stimulant.  Removes 42% of dissolved Copper and 38% of dissolved Zinc.  Expected to remove 50% of the influent phosphorus load. Ecology’s Recommendations:  BaySaver Technologies, Inc. has shown Ecology, through laboratory and field testing, that the BayFilter™ System using Enhanced Media Cartridges (EMC) (as a single treatment facility) is capable of attaining Ecology’s Basic and Phosphorus Treatment goals.  Ecology should provide BaySaver Technologies, Inc. with the opportunity to demonstrate, through additional laboratory and field-testing, whether the BayFilter™ System using Enhanced Media Cartridges (EMC) (as a single treatment facility) can attain Ecology’s Enhanced Treatment goals. Findings of Fact:  BaySaver conducted field monitoring of a BayFilter™ using EMC at a site in Woodinville, WA between November 2013 and March 2015. BaySaver sized the system at a hydraulic loading rate of 0.50 gpm/sq. ft. The manufacturer collected flow-weighted influent and effluent composite samples during 12 storm events. o Influent TSS concentrations from sampled storm events ranged from 17 to 140 mg/L. For all samples, the upper 95 percent confidence limit (UCL) of the mean effluent concentration was less than 10 mg/L. For influent concentrations greater than 100 mg/L (n=2) the removal efficiency was greater than 80%. o Influent total phosphorus concentrations from sampled storm events ranged from 0.073 to 0.320 mg/L. A bootstrap estimate of the lower 95 percent confidence limit (LCL95) of the mean total phosphorus reduction was 64 percent. o BaySaver inspected the system regularly, however they did not need maintenance during the 18 month evaluation period.  Based on field testing in Vancouver, WA, at a flow rate less than or equal to 30 gpm per canister, the BayFilter™ system demonstrated a total suspended solids removal efficiency of greater than 80% for influent concentrations between 100 and 200 mg/l and an effluent concentration < 20 mg/l for influent concentration < 100 mg/l.  Based on laboratory testing, at a flowrate of 30 GPM per filter, the BayFilter™ system demonstrated a total suspended solids removal efficiency of 81.5% using Sil-Co-Sil 106 with an average influent concentration of 268 mg/L and zero initial sediment loading.  Based on laboratory testing, at a flowrate of 30 GPM per filter, the BayFilter™ system demonstrated a dissolved phosphorus removal efficiency of 55% using data from the Richard Montgomery High School field-testing. The average influent concentration was 0.31 mg/L phosphorus and zero initial sediment loading.  Based on data from field-testing at Richard Montgomery High School in Rockville, MD the BayFilter system demonstrated a Cu removal efficiency of 51% and 41% for total and dissolved Cu respectively. Average influent concentrations are 41.6 µg/l total and 17.5 µg/l dissolved.  Based on data from field-testing at Richard Montgomery High School in Rockville, MD the BayFilter system demonstrated a Zn removal efficiency of 45% and 38% for total and dissolved Cu, respectively. Average influent concentrations are 354 µg/l total and 251 µg/l dissolved, respectively. Other BayFilter™ Related Issues to be Addressed By the Company: 1. The Washington State field test results submitted in the TER do not yet show whether the BayFilter™ system can reliably attain 30% removal of dissolved Cu or 60% removal of dissolved Zn found on local highways, parking lots, and other high-use areas at the design operating rate. 2. BaySaver Technologies, Inc. should test a variety of operating rates to establish conservative design flow rates. 3. The manufacturer should continue to monitor the system to measure bypass and to calculate if the system treats 91% of the volume of the total annual runoff volume. 4. The manufacturer should test the system under normal operating conditions, with a partially pollutant filled settling basin. Results obtained for “clean” systems may not be representative of typical performance. 5. Conduct field-testing at sites that are indicative of the treatment goals. 6. BaySaver should continue monitoring the system for a longer period to help establish a maintenance period and to obtain data from additional qualified storms. Conduct testing to obtain information about maintenance requirements in order to come up with a maintenance cycle. 7. Conduct loading tests on the filter to determine maximum treatment life of the system. 8. Conduct testing to determine if oils and grease affect the treatment ability of the filter. This should include a determination of how oil and grease may affect the ion-exchange capacity of the system if BaySaver wishes to make claims for phosphorus removal. 9. BaySaver should develop easy-to-implement methods of determining when a BayFilter system requires maintenance (cleaning and filter replacement). 10. BaySaver must update their O&M documents to include information and instructions on the “24-hour draw-down” method to determine if cartridges need replacing. Technology Description: Download at www.BaySaver.com Contact Information: Applicant: Brian Rustia Advanced Drainage Systems - BaySaver 4640 Trueman Blvd Hilliard, Ohio 43065 (866) 405-9292 brian.rustia@ads-pipe.com Applicant website: www.BaySaver.com Ecology web link: http://www.ecy.wa.gov/programs/wq/stormwater/newtech/index.html Ecology: Douglas C. Howie, P.E. Department of Ecology Water Quality Program (360) 407-6444 douglas.howie@ecy.wa.gov Revision History Date Revision April 2008 Original use-level-designation document February 2010 Revision August 2011 GULD awarded for Basic Treatment April 2012 Maintenance requirements updated. August 2012 Revised design storm criteria December 2012 Revised contact information and document formatting December 2013 Revised expiration and submittal dates December 2014 Revised Inspection/maintenance discussion, Updated cartridge descriptions January 2015 Revised discussion for flow rate controls December 2015 Revised Expiration date January 2016 Revised Manufacturer Contact Information and expiration date January 2017 Revised Expiration, QAPP and TER due dates April 2017 Approved GULD designation for Basic and Phosphorus Treatment December 2017 Removed CULD for Enhanced Treatment at request of Manufacturer July 2019 Revised Applicant Contact Information WWHM2012 PROJECT REPORT General Model Information Project Name: 2022-08-19 Buiding F WQ Site Name: Gayteway Site Address: City: Arlington Report Date: 8/19/2022 Gage: Everett Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 1.200 Version Date: 2019/09/13 Version: 4.2.17 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year 2022-08-19 Buiding F WQ 8/19/2022 12:45:43 PM Page 2 Landuse Basin Data Predeveloped Land Use Site Bypass: No GroundWater: No Pervious Land Use acre A B, Forest, Mod 5.88 Pervious Total 5.88 Impervious Land Use acre Impervious Total 0 Basin Total 5.88 Element Flows To: Surface Interflow Groundwater 2022-08-19 Buiding F WQ 8/19/2022 12:45:43 PM Page 3 Mitigated Land Use Parking Lot Bypass: No GroundWater: No Pervious Land Use acre A B, Lawn, Mod 0.55 Pervious Total 0.55 Impervious Land Use acre DRIVEWAYS FLAT 2.64 Impervious Total 2.64 Basin Total 3.19 Element Flows To: Surface Interflow Groundwater 2022-08-19 Buiding F WQ 8/19/2022 12:45:43 PM Page 4 Routing Elements Predeveloped Routing 2022-08-19 Buiding F WQ 8/19/2022 12:45:43 PM Page 5 Mitigated Routing 2022-08-19 Buiding F WQ 8/19/2022 12:45:43 PM Page 6 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Rood area bypasses Total Pervious Area: 5.88 treatment and is not a Total Impervious Area: 0 pollution generating surface. Mitigated Landuse Totals for POC #1 Total Pervious Area: 0.55 Total Impervious Area: 2.64 Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.007572 5 year 0.018409 10 year 0.03166 25 year 0.06003 50 year 0.09396 100 year 0.143971 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 1.419068 5 year 1.918454 10 year 2.283411 25 year 2.785115 50 year 3.189341 100 year 3.620571 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.005 1.504 1950 0.019 1.668 1951 0.014 1.742 1952 0.005 1.335 1953 0.005 1.701 1954 0.045 2.297 1955 0.033 1.723 1956 0.005 0.745 1957 0.005 1.287 1958 0.005 3.171 2022-08-19 Buiding F WQ 8/19/2022 12:45:43 PM Page 7 1959 0.015 1.278 1960 0.012 1.283 1961 0.030 4.072 1962 0.005 1.609 1963 0.005 1.822 1964 0.021 1.005 1965 0.005 1.227 1966 0.005 1.229 1967 0.013 2.735 1968 0.005 1.445 1969 0.005 2.835 1970 0.005 1.115 1971 0.032 1.526 1972 0.005 1.965 1973 0.005 1.615 1974 0.018 1.968 1975 0.004 1.555 1976 0.015 1.085 1977 0.005 1.106 1978 0.006 0.819 1979 0.015 1.829 1980 0.005 1.221 1981 0.005 1.106 1982 0.010 1.135 1983 0.005 1.489 1984 0.005 1.371 1985 0.011 1.928 1986 0.058 1.892 1987 0.039 1.625 1988 0.005 1.326 1989 0.005 1.376 1990 0.005 1.060 1991 0.005 1.350 1992 0.005 1.311 1993 0.005 1.016 1994 0.005 1.186 1995 0.008 1.001 1996 0.081 1.611 1997 0.189 1.679 1998 0.005 1.796 1999 0.005 0.812 2000 0.012 2.916 2001 0.004 0.981 2002 0.005 0.953 2003 0.003 1.306 2004 0.005 2.465 2005 0.005 1.140 2006 0.216 1.515 2007 0.005 1.470 2008 0.010 1.141 2009 0.005 1.144 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.2158 4.0721 2 0.1888 3.1708 3 0.0807 2.9160 2022-08-19 Buiding F WQ 8/19/2022 12:46:20 PM Page 8 4 0.0576 2.8348 5 0.0449 2.7353 6 0.0389 2.4647 7 0.0333 2.2972 8 0.0318 1.9682 9 0.0301 1.9652 10 0.0210 1.9285 11 0.0192 1.8917 12 0.0175 1.8293 13 0.0149 1.8225 14 0.0149 1.7958 15 0.0145 1.7421 16 0.0137 1.7233 17 0.0128 1.7011 18 0.0123 1.6786 19 0.0120 1.6679 20 0.0110 1.6249 21 0.0099 1.6145 22 0.0098 1.6113 23 0.0078 1.6094 24 0.0063 1.5545 25 0.0047 1.5260 26 0.0047 1.5150 27 0.0047 1.5038 28 0.0047 1.4893 29 0.0047 1.4704 30 0.0047 1.4454 31 0.0047 1.3760 32 0.0047 1.3713 33 0.0047 1.3500 34 0.0047 1.3351 35 0.0047 1.3261 36 0.0047 1.3106 37 0.0047 1.3064 38 0.0047 1.2872 39 0.0047 1.2830 40 0.0047 1.2782 41 0.0047 1.2288 42 0.0047 1.2270 43 0.0047 1.2215 44 0.0047 1.1858 45 0.0047 1.1438 46 0.0047 1.1410 47 0.0047 1.1405 48 0.0047 1.1350 49 0.0047 1.1146 50 0.0046 1.1060 51 0.0046 1.1057 52 0.0046 1.0849 53 0.0046 1.0602 54 0.0046 1.0162 55 0.0046 1.0054 56 0.0046 1.0013 57 0.0046 0.9810 58 0.0045 0.9531 59 0.0043 0.8188 60 0.0041 0.8123 61 0.0033 0.7448 2022-08-19 Buiding F WQ 8/19/2022 12:46:20 PM Page 9 2022-08-19 Buiding F WQ 8/19/2022 12:46:20 PM Page 10 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.0038 0 1071 n/a Fail 0.0047 0 947 n/a Fail 0.0056 0 834 n/a Fail 0.0065 0 751 n/a Fail 0.0074 0 673 n/a Fail 0.0083 0 588 n/a Fail 0.0093 0 530 n/a Fail 0.0102 0 475 n/a Fail 0.0111 0 422 n/a Fail 0.0120 0 376 n/a Fail 0.0129 0 341 n/a Fail 0.0138 0 306 n/a Fail 0.0147 0 281 n/a Fail 0.0156 0 260 n/a Fail 0.0165 0 239 n/a Fail 0.0174 0 221 n/a Fail 0.0184 0 203 n/a Fail 0.0193 0 188 n/a Fail 0.0202 0 178 n/a Fail 0.0211 0 164 n/a Fail 0.0220 0 146 n/a Fail 0.0229 0 138 n/a Fail 0.0238 0 126 n/a Fail 0.0247 0 116 n/a Fail 0.0256 0 105 n/a Fail 0.0266 0 95 n/a Fail 0.0275 0 88 n/a Fail 0.0284 0 83 n/a Fail 0.0293 0 80 n/a Fail 0.0302 0 77 n/a Fail 0.0311 0 74 n/a Fail 0.0320 0 70 n/a Fail 0.0329 0 64 n/a Fail 0.0338 0 61 n/a Fail 0.0348 0 56 n/a Fail 0.0357 0 52 n/a Fail 0.0366 0 49 n/a Fail 0.0375 0 44 n/a Fail 0.0384 0 41 n/a Fail 0.0393 0 38 n/a Fail 0.0402 0 35 n/a Fail 0.0411 0 31 n/a Fail 0.0420 0 30 n/a Fail 0.0430 0 28 n/a Fail 0.0439 0 26 n/a Fail 0.0448 0 23 n/a Fail 0.0457 0 21 n/a Fail 0.0466 0 18 n/a Fail 0.0475 0 17 n/a Fail 0.0484 0 14 n/a Fail 0.0493 0 14 n/a Fail 0.0502 0 11 n/a Fail 0.0512 0 11 n/a Fail 2022-08-19 Buiding F WQ 8/19/2022 12:46:20 PM Page 11 0.0521 0 11 n/a Fail 0.0530 0 11 n/a Fail 0.0539 0 11 n/a Fail 0.0548 0 11 n/a Fail 0.0557 0 11 n/a Fail 0.0566 0 11 n/a Fail 0.0575 0 10 n/a Fail 0.0584 0 10 n/a Fail 0.0593 0 10 n/a Fail 0.0603 0 10 n/a Fail 0.0612 0 9 n/a Fail 0.0621 0 8 n/a Fail 0.0630 0 8 n/a Fail 0.0639 0 8 n/a Fail 0.0648 0 8 n/a Fail 0.0657 0 8 n/a Fail 0.0666 0 8 n/a Fail 0.0675 0 8 n/a Fail 0.0685 0 7 n/a Fail 0.0694 0 7 n/a Fail 0.0703 0 6 n/a Fail 0.0712 0 6 n/a Fail 0.0721 0 6 n/a Fail 0.0730 0 6 n/a Fail 0.0739 0 6 n/a Fail 0.0748 0 6 n/a Fail 0.0757 0 6 n/a Fail 0.0767 0 6 n/a Fail 0.0776 0 5 n/a Fail 0.0785 0 5 n/a Fail 0.0794 0 5 n/a Fail 0.0803 0 5 n/a Fail 0.0812 0 4 n/a Fail 0.0821 0 4 n/a Fail 0.0830 0 4 n/a Fail 0.0839 0 4 n/a Fail 0.0849 0 3 n/a Fail 0.0858 0 3 n/a Fail 0.0867 0 3 n/a Fail 0.0876 0 3 n/a Fail 0.0885 0 3 n/a Fail 0.0894 0 3 n/a Fail 0.0903 0 3 n/a Fail 0.0912 0 3 n/a Fail 0.0921 0 3 n/a Fail 0.0930 0 3 n/a Fail 0.0940 0 2 n/a Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. 2022-08-19 Buiding F WQ 8/19/2022 12:46:20 PM Page 12 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0.3197 acre-feet On-line facility target flow: 0.5128 cfs. Adjusted for 15 min: 0.5128 cfs. Off-line facility target flow: 0.2903 cfs. Adjusted for 15 min: 0.2903 cfs. 2022-08-19 Buiding F WQ 8/19/2022 12:46:20 PM Page 13 LID Report 2022-08-19 Buiding F WQ 8/19/2022 12:46:20 PM Page 14 POC 2 POC #2 was not reported because POC must exist in both scenarios and both scenarios must have been run. 2022-08-19 Buiding F WQ 8/19/2022 12:47:12 PM Page 15 POC 3 POC #3 was not reported because POC must exist in both scenarios and both scenarios must have been run. 2022-08-19 Buiding F WQ 8/19/2022 12:47:12 PM Page 16 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. 2022-08-19 Buiding F WQ 8/19/2022 12:47:12 PM Page 17 Appendix Predeveloped Schematic 2022-08-19 Buiding F WQ 8/19/2022 12:47:12 PM Page 18 Mitigated Schematic 2022-08-19 Buiding F WQ 8/19/2022 12:47:21 PM Page 19 Predeveloped UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 2022-08-19 Buiding F WQ.wdm MESSU 25 Pre2022-08-19 Buiding F WQ.MES 27 Pre2022-08-19 Buiding F WQ.L61 28 Pre2022-08-19 Buiding F WQ.L62 30 POC2022-08-19 Buiding F WQ1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 2 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Site MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 2 A/B, Forest, Mod 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 2 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 2 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO 2022-08-19 Buiding F WQ 8/19/2022 12:47:29 PM Page 20 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 2 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 2 0 5 2 400 0.1 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 2 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 2 0.2 0.5 0.35 0 0.7 0.7 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 2 0 0 0 0 3 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATE1 2022-08-19 Buiding F WQ 8/19/2022 12:47:29 PM Page 21 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Site*** PERLND 2 5.88 COPY 501 12 PERLND 2 5.88 COPY 501 13 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1.2 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1.2 IMPLND 1 999 EXTNL PREC 2022-08-19 Buiding F WQ 8/19/2022 12:47:29 PM Page 22 WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 END MASS-LINK END RUN 2022-08-19 Buiding F WQ 8/19/2022 12:47:29 PM Page 23 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 2022-08-19 Buiding F WQ.wdm MESSU 25 Mit2022-08-19 Buiding F WQ.MES 27 Mit2022-08-19 Buiding F WQ.L61 28 Mit2022-08-19 Buiding F WQ.L62 30 POC2022-08-19 Buiding F WQ1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 8 IMPLND 5 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Parking Lot MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 8 A/B, Lawn, Mod 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 8 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 8 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO 2022-08-19 Buiding F WQ 8/19/2022 12:47:29 PM Page 24 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 8 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 8 0 5 0.8 400 0.1 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 8 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 8 0.1 0.5 0.25 0 0.7 0.25 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 8 0 0 0 0 3 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 5 DRIVEWAYS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 5 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 5 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 5 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 5 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 5 0 0 2022-08-19 Buiding F WQ 8/19/2022 12:47:29 PM Page 25 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 5 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Parking Lot*** PERLND 8 0.55 COPY 501 12 PERLND 8 0.55 COPY 501 13 IMPLND 5 2.64 COPY 501 15 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS 2022-08-19 Buiding F WQ 8/19/2022 12:47:29 PM Page 26 END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1.2 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1.2 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 END MASS-LINK END RUN 2022-08-19 Buiding F WQ 8/19/2022 12:47:29 PM Page 27 Predeveloped HSPF Message File 2022-08-19 Buiding F WQ 8/19/2022 12:47:29 PM Page 28 Mitigated HSPF Message File 2022-08-19 Buiding F WQ 8/19/2022 12:47:29 PM Page 29 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2022; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com 2022-08-19 Buiding F WQ 8/19/2022 12:47:29 PM Page 30 21334-Building F Conveyance Calcs 1-6-22 BARGHAUSEN CONSULTING ENGINEERS - PIPE FLOW CALCULATOR using the Rational Method & Manning Formula : Type IA SCS rainfall event 100 YEAR STORM : : JOB NAME:Gayteway - Building F NOTE: ENTER DEFAULTS AND STORM DATA BEFORE BEGINNING Tc CALC : JOB#: 21334 DEFAULTS C= 0.9 n= 0.012 L FPS INTIAL Tt : Date : 1/7/2022 d= 12 Tc= 5 260 2 10 12.167 : : A= Contributing Area (Ac) Qd= Design Flow (cfs) COEFFICIENTS FOR THE RATIONAL METHOD "Ir"-EQUATION : C= Runoff Coefficient Qf= Full Capacity Flow (cfs) STORM Ar Br : Tc= Time of Concentration (min) Vd= Velocity at Design Flow (fps) 2YR 1.58 0.58 : I= Intensity at Tc (in/hr) Vf= Velocity at Full Flow (fps) 10YR 2.44 0.64 PRECIP= 3.6 (100year storm) : d= Diameter of Pipe (in) s= Slope of pipe (%) 25YR 2.66 0.65 Ar= 2.61 : L= Length of Pipe (ft) n= Manning Roughness Coefficient 50YR 2.75 0.65 Br= 0.63 : D= Water Depth at Qd (in) Tt= Travel Time at Vd (min) 100YR 2.61 0.63 : : FROM TO A s L d Tc n C SUM A A*C SUM A*C I Qd Qf Qd/Qf D/d D Vf Vd Tt Flow Ratio TRUE ====== ====== ======================== ====== ====== ====== ====== ===================== ====== ====== ====== ====== ====== ====== ====== ====== ====== FALSE CB#1 CB#2 0.21 0.50 147 12 5.0 0.012 0.9 0.21 0.19 0.19 3.41 0.65 2.73 0.237 0.330 3.96 3.48 2.84 0.86 FALSE CB#2 CB#3 0.21 0.50 139 12 5.0 0.012 0.9 0.21076 0.19 0.19 3.41 0.65 2.73 0.237 0.330 3.96 3.48 2.84 0.82 FALSE CB#3 SDCO#1 0.12 1.53 32 12 5.8 0.012 0.9 0.33282 0.11 0.30 3.10 0.93 4.77 0.195 0.296 3.55 6.08 4.68 0.11 FALSE SDCO#1 SDCO#2 0.00 0.79 84 12 5.9 0.012 0.9 0.33282 0.00 0.30 3.06 0.92 3.43 0.267 0.354 4.25 4.37 3.70 0.38 FALSE SDCO#2 CB#4 0.00 0.77 26 12 5.9 0.012 0.9 0.33282 0.00 0.30 3.06 0.92 3.39 0.271 0.357 4.28 4.31 3.67 0.12 FALSE CB#4 CB#5 0.16 0.79 143 12 6.3 0.012 0.9 0.49353 0.14 0.44 2.94 1.31 3.43 0.381 0.428 5.13 4.37 4.08 0.58 FALSE CB#5 CB#6 0.23 0.50 171 12 6.9 0.012 0.9 0.71923 0.20 0.65 2.78 1.80 2.73 0.661 0.595 7.14 3.48 3.71 0.77 TRUE OIL CONTROL FALSE CB#6 TEE 0.24 0.50 285 12 5.0 0.012 0.9 0.23566 0.21 0.21 3.41 0.72 2.73 0.265 0.352 4.22 3.48 2.94 1.62 TRUE FALSE CB#7 CB#19 0.83 0.50 95 12 5.0 0.012 0.9 0.82825 0.75 0.75 3.41 2.54 2.73 0.931 0.757 9.08 3.48 3.93 0.40 TRUE FALSE CB#17 CB#19 0.65 0.50 53 12 5.0 0.012 0.9 0.64858 0.58 0.58 3.41 1.99 2.73 0.729 0.634 7.61 3.48 3.80 0.23 TRUE FALSE CB#9 CB#10 0.04 0.50 28 8 5.0 0.012 0.9 0.03673 0.03 0.03 3.41 0.11 0.93 0.122 0.237 1.90 2.65 1.78 0.26 FALSE CB#10 CB#11 0.02 0.50 70 8 5.3 0.012 0.9 0.06087 0.02 0.05 3.30 0.18 0.93 0.195 0.296 2.37 2.65 2.04 0.57 FALSE CB#11 CB#12 0.02 0.50 11 8 5.8 0.012 0.9 0.07797 0.02 0.07 3.09 0.22 0.93 0.235 0.328 2.62 2.65 2.16 0.08 FALSE CB#12 CB#13 0.02 0.50 37 12 5.9 0.012 0.9 0.09508 0.02 0.09 3.07 0.26 2.73 0.096 0.208 2.50 3.48 2.16 0.29 FALSE CB#13 CB#14 0.01 0.50 61 12 6.2 0.012 0.9 0.10771 0.01 0.10 2.98 0.29 2.73 0.106 0.221 2.65 3.48 2.25 0.45 FALSE CB#14 CB#15 0.03 0.50 20 12 6.7 0.012 0.9 0.13617 0.03 0.12 2.85 0.35 2.73 0.128 0.242 2.91 3.48 2.36 0.14 FALSE CB#15 CB#16 0.02 0.50 61 12 6.8 0.012 0.9 0.15785 0.02 0.14 2.81 0.40 2.73 0.146 0.257 3.08 3.48 2.47 0.41 FALSE CB#16 CB#19 0.02 1.32 184 12 7.2 0.012 0.9 0.17572 0.02 0.16 2.71 0.43 4.43 0.097 0.209 2.51 5.65 3.52 0.87 Page 1 21334-Building F Conveyance Calcs 1-6-22 TRUE OIL CONTROL FALSE CB#18 TEE 1.65 16.69 21 12 5.0 0.012 0.9 1.65256 1.49 1.49 3.41 5.07 15.76 0.322 0.389 4.67 20.09 17.91 0.02 TRUE OIL CONTROL FALSE TEE BAYFILTER 1.89 0.50 21 18 5.0 0.012 0.9 1.88821 1.70 1.70 3.41 5.79 8.04 0.720 0.629 11.32 4.56 4.96 0.07 FALSE BAYFILTER CB#7 0.00 3.22 12 18 5.0 0.012 0.9 1.88821 0.00 1.70 3.40 5.78 20.41 0.283 0.365 6.56 11.56 9.95 0.02 TRUE FALSE SDCO#3 SDCO#4 0.22 0.89 56 8 5.0 0.012 0.9 0.21855 0.20 0.20 3.41 0.67 1.23 0.543 0.525 4.20 3.54 3.61 0.26 FALSE SDCO#4 SDCO#5 0.18 0.50 56 12 5.3 0.012 0.9 0.39803 0.16 0.36 3.30 1.18 2.73 0.434 0.462 5.54 3.48 3.38 0.28 FALSE SDCO#5 SDCO#6 0.08 0.50 63 12 5.5 0.012 0.9 0.48202 0.08 0.43 3.20 1.39 2.73 0.508 0.505 6.06 3.48 3.50 0.30 FALSE SDCO#6 SDCO#7 0.00 0.50 83 12 5.8 0.012 0.9 0.48202 0.00 0.43 3.09 1.34 2.73 0.492 0.495 5.94 3.48 3.48 0.40 FALSE SDCO#7 SDCO#8 0.15 0.50 60 12 6.2 0.012 0.9 0.62999 0.13 0.57 2.97 1.68 2.73 0.617 0.579 6.95 3.48 3.68 0.27 FALSE SDCO#8 SDCO#9 0.15 1.00 60 12 6.5 0.012 0.9 0.78051 0.14 0.70 2.89 2.03 3.86 0.526 0.515 6.18 4.92 4.98 0.20 FALSE SDCO#9 SDCO#10 0.14 1.00 60 12 6.7 0.012 0.9 0.92125 0.13 0.83 2.83 2.35 3.86 0.609 0.565 6.78 4.92 5.16 0.19 FALSE SDCO#10 SDCO#11 0.07 1.00 33 12 6.9 0.012 0.9 0.98911 0.06 0.89 2.78 2.48 3.86 0.642 0.588 7.06 4.92 5.23 0.11 FALSE SDCO#11 SDCO#12 0.05 1.00 63 12 7.0 0.012 0.9 1.04247 0.05 0.94 2.76 2.59 3.86 0.670 0.598 7.18 4.92 5.26 0.20 FALSE SDCO#12 SDCO#13 0.00 2.88 56 12 7.2 0.012 0.9 1.04247 0.00 0.94 2.71 2.54 6.55 0.388 0.432 5.18 8.34 7.82 0.12 FALSE SDCO#13 SDCO#14 0.14 1.00 56 12 7.3 0.012 0.9 1.17948 0.12 1.06 2.68 2.85 3.86 0.737 0.639 7.66 4.92 5.38 0.17 FALSE SDCO#14 SDCO#15 0.15 4.27 56 12 7.5 0.012 0.9 1.33375 0.14 1.20 2.64 3.17 7.97 0.398 0.438 5.26 10.16 9.58 0.10 FALSE SDCO#15 CB#8 0.15 3.25 77 12 7.6 0.012 0.9 1.48802 0.14 1.34 2.62 3.51 6.96 0.504 0.503 6.03 8.86 8.92 0.14 TRUE FALSE SDCO#16 SDCO#17 0.22 1.82 56 8 5.0 0.012 0.9 0.21855 0.20 0.20 3.41 0.67 1.77 0.380 0.427 3.41 5.06 4.72 0.20 FALSE SDCO#17 SDCO#18 0.18 0.50 53 12 5.2 0.012 0.9 0.39803 0.16 0.36 3.33 1.19 2.73 0.437 0.464 5.57 3.48 3.39 0.26 FALSE SDCO#18 SDCO#19 0.11 0.50 15 12 5.5 0.012 0.9 0.50666 0.10 0.46 3.23 1.47 2.73 0.539 0.522 6.27 3.48 3.53 0.07 FALSE SDCO#19 SDCO#20 0.00 0.50 66 12 5.5 0.012 0.9 0.50666 0.00 0.46 3.20 1.46 2.73 0.535 0.520 6.24 3.48 3.53 0.31 FALSE SDCO#20 SDCO#21 0.00 0.50 98 12 5.8 0.012 0.9 0.50666 0.00 0.46 3.09 1.41 2.73 0.517 0.509 6.11 3.48 3.51 0.47 FALSE SDCO#21 SDCO#22 0.14 0.50 60 12 6.3 0.012 0.9 0.65066 0.13 0.59 2.94 1.72 2.73 0.632 0.584 7.01 3.48 3.69 0.27 FALSE SDCO#22 SDCO#23 0.15 0.50 60 12 6.6 0.012 0.9 0.80118 0.14 0.72 2.87 2.07 2.73 0.758 0.650 7.80 3.48 3.82 0.26 FALSE SDCO#23 SDCO#24 0.14 0.50 60 12 6.8 0.012 0.9 0.94192 0.13 0.85 2.80 2.37 2.73 0.870 0.720 8.64 3.48 3.91 0.26 FALSE SDCO#24 SDCO#25 0.07 4.00 33 12 7.1 0.012 0.9 1.01328 0.06 0.91 2.73 2.49 7.72 0.323 0.391 4.69 9.83 8.78 0.06 TRUE FALSE SDCO#26 SDCO#27 0.13 0.50 56 6 5.0 0.012 0.9 0.13473 0.12 0.12 3.41 0.41 0.43 0.962 0.782 4.69 2.19 2.47 0.38 FALSE SDCO#27 SDCO#25 0.05 0.50 63 8 5.4 0.012 0.9 0.18459 0.04 0.17 3.26 0.54 0.93 0.585 0.548 4.39 2.65 2.75 0.38 TRUE FALSE SDCO#25 CB#18 1.20 8.03 67 12 5.0 0.012 0.9 1.19787 1.08 1.08 3.41 3.67 10.93 0.336 0.401 4.81 13.93 12.62 0.09 Page 2 6.0 CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN A SWPPP has been prepared and submitted with this project under a separate cover. The following is a list of the thirteen SWPPP elements and how they have been addressed for this project: Element #1 - Preserve Vegetation / Mark Clearing Limits: Clearing Limits will be delineated on the engineering plans and will be flagged in the field. Element #2 - Establish Construction Access: A stabilized gravel construction entrance will be shown on the engineering plans. Element #3 - Control Flow Rates: A temporary sediment pond will be shown on the engineering plans. Once the permanent infiltration facilities are constructed the temporary sediment ponds can be removed. The permanent facilities can be used throughout the remainder of construction. Element #4 - Install Sediment Controls: Silt fence will be shown on the engineering plans for perimeter protection. In addition, temporary ditches to divert runoff to the sediment pond will be shown on the engineering plans. Element #5 - Stabilize Soils: Cover measures will be addressed in the TESC notes on the engineering plans. Element #6 - Protect Slopes: Runoff will be diverted away from the site steep slopes during and after construction. Any erosion on the site steep slopes will be rectified immediately. Element #7 - Protect Permanent Drain Inlets: A detail for catch basin inserts will be shown on the final engineering plans along with a note specifying that they be installed once the permanent storm system is completed. A note will also be included that the contractor shall keep public roadways clear of dirt and debris. Element #8 - Stabilize Channels and Outlets: Notes regarding outfall protection will be shown on the engineering plans. Temporary ditches shall be armored with rip rap for slopes greater than 5 percent. Element #9 - Control Pollutants: A note will be added to the engineering plans that the contractor shall dispose of all pollutants and waste materials in a safe and timely manner. Element #10 - Control Dewatering: Dewatering is not expected during this project. Element #11 - Maintain Best Management Practices Once the engineering plans are completed the contractor shall maintain all erosion control measures in accordance with Snohomish County Standards and manufactures recommendations. In addition, the contractor shall maintain a stockpile of erosion control materials onsite. Element #12 - Manage the Project: Once the engineering plans are completed, the clearing, grading, and seasonal work shall be performed in accordance with Snohomish County Code. The contractor shall inspect, maintain, and repair all BMPs as needed to assure continued performance of their intended function. In addition to the engineering plans the contractor will be required to follow and maintain the Construction SWPPP which has been prepared according to Department of Ecology NPDES requirements. The completed SWPPP and TESC Plans will be provided during Final Engineering Review. 21334.001-SSP.doc Element #13 – Protect Low Impact Development BMPs: LID is not proposed during this project. 21334.001-SSP.doc 7.0 SPECIAL REPORTS AND STUDIES Special Studies and reports included in this report’s appendices are listed below: • Geotechnical Engineering Study by Sondergaard Geoscience, PLLC., dated November 6, 2020 • Preliminary Infiltration Evaluation be Sondergaard Geoscience, PLLC., dated August 6, 2020 • Soil Infiltration Rate by Sondergaard Geoscience, PLLC., Dated October 30, 2020 21334.001-SSP.doc 8.0 OTHER PERMITS This section will be updated with any subsequent submittal. 21334.001-SSP.doc 9.0 OPERATIONS AND MAINTENANCE MANUAL An Operations and Maintenance Manual is provided in this section. 21334.001-SSP.doc OPERATIONS AND MAINTENANCE MANUAL Gayteway Business Park – Building F 20015 67th Avenue N.E. Arlington, WA 98223 City/County File No. TBD Prepared for: Gayteway Business Park P.O. Box 1727 Bellevue, WA 98009 September 20, 2022 Our Job No. 21334 F Building – , Washington Our Job No. 21334 Issaquah Gayteway Business Park Operations and Maintenance Manual SUMMARY OF OPERATIONS AND MAINTENANCE OF ON-SITE STORMWATER FACILITIES Storm drainage improvements constructed for the proposed Gayteway Business Park in Arlington, Washington, will be privately maintained and include a storm drainage conveyance system, oil control tees, Bayfilters, and Stormtech Chambers. All stormwater system components are located within the subject property. General locations for each facility are shown on a site map included within this manual. The following guidelines should be followed for stormwater facility maintenance and inspection: • Catch Basins should be checked for trash and debris, sediment that exceeds 60 percent of the sump depth, damage or cracks to the structure, and any vegetative blockage that covers more than 10 percent of the basin opening. • The Oil Control tees should be cleaned regularly to ensure that accumulated oil does not escape from the structure. These should be cleaned by November 15th of each year to remove accumulation during the dry season. They must also be cleaned after spills of polluting substances such as oil, chemicals, or grease. o Oil accumulation in the oil separation compartment that equals or exceeds 1 inch, unless otherwise rated for greater oil accumulation depths recommended by the specific separator manufacturer. • Bayfilters should be cleaned and maintained per manufacturer's recommendations. • Stormtech Chambers should be cleaned and maintained per manufacturer's recommendations. • Trench Drains should be cleaned and maintained per manufacturer's recommendations. The operation and maintenance of all stormwater conveyance and water quality facilities shall be done pursuant to the above-referenced standards and requirements on an annual basis or per manufacturer and Washington State Department of Ecology guidelines, with preference given to the months before winter weather conditions. 21334.015-OM Manual BLDG F.doc MAINTENANCE LOG MAINTENANCE LOG Date: Stormwater Facility Inspected: Name of Person Performing Work: Signature: Inspection Notes: Maintenance Performed: Date: Stormwater Facility Inspected: Name of Person Performing Work: Signature: Inspection Notes: Maintenance Performed: Chick-fil-A Kirkland, WA Page ___ OPERATIONS AND MAINTENANCE EXHIBIT Table V-A.1: Maintenance Standards - Detention Ponds (continued) Maintenance Com- Defect Conditions When Maintenance Is Needed Results Expected When Maintenance Is Performed ponent Liner (if Applic- Liner is visible and has more than three 1/4-inch holes in it. Liner repaired or replaced. Liner is fully covered. able) Any part of berm which has settled 4 inches lower than the design elevation If settlement is apparent, measure berm to determine amount of settlement Settlements Dike is built back to the design elevation. Settling can be an indication of more severe problems with the berm or outlet works. A licensed engineer in the state of Washington should be consulted to determine the source of Ponds Berms (Dikes) the settlement. Discernable water flow through pond berm. Ongoing erosion with potential for erosion to con- tinue. Piping Piping eliminated. Erosion potential resolved. (Recommend a Goethechnical engineer be called in to inspect and evaluate condition and recommend repair of condition. Tree growth on emergency spillways creates blockage problems and may cause failure of the Trees should be removed. If root system is small (base less than 4 inches) the root system may be left in berm due to uncontrolled overtopping. Tree Growth place. Otherwise the roots should be removed and the berm restored. A licensed engineer in the state of Tree growth on berms over 4 feet in height may lead to piping through the berm which could Washington should be consulted for proper berm/spillway restoration. Emergency Overflow/ lead to failure of the berm. Spillway and Berms over 4 feet in height Discernable water flow through pond berm. Ongoing erosion with potential for erosion to con- tinue. Piping Piping eliminated. Erosion potential resolved. (Recommend a Geotechnical engineer be called in to inspect and evaluate condition and recommend repair of condition. Only one layer of rock exists above native soil in area five square feet or larger, or any expos- Emergency Over- Emergency Over- ure of native soil at the top of out flow path of spillway. Rocks and pad depth are restored to design standards. flow/Spillway flow/Spillway (Rip-rap on inside slopes need not be replaced.) Erosion See "Side Slopes of Pond" Table V-A.2: Maintenance Standards - Infiltration Results Expected When Maintenance Is Per- Maintenance Component Defect Conditions When Maintenance Is Needed formed See Table V-A.1: Maintenance Standards - Deten- Trash & Debris See Table V-A.1: Maintenance Standards - Detention Ponds tion Ponds Poisonous/Noxious See Table V-A.1: Maintenance Standards - Deten- See Table V-A.1: Maintenance Standards - Detention Ponds Vegetation tion Ponds General Contaminants and Pol- See Table V-A.1: Maintenance Standards - Deten- See Table V-A.1: Maintenance Standards - Detention Ponds lution tion Ponds See Table V-A.1: Maintenance Standards - Deten- Rodent Holes See Table V-A.1: Maintenance Standards - Detention Ponds tion Ponds Water ponding in infiltration pond after rainfall ceases and appropriate time allowed for infiltration. Treatment basins should infiltrate Sediment is removed and/or facility is cleaned so Storage Area Sediment Water Quality Design Storm Volume within 48 hours, and empty within 24 hours after cessation of most rain events. that infiltration system works according to design. 2019Stormwater ManagementManualfor WesternWashington VolumeV - AppendixA - Page1006 Table V-A.2: Maintenance Standards - Infiltration (continued) Results Expected When Maintenance Is Per- Maintenance Component Defect Conditions When Maintenance Is Needed formed (A percolation test pit or test of facility indicates facility is only working at 90% of its designed capabilities. Test every 2 to 5 years. If two inches or more sediment is present, remove). Filled with Sediment and Filter Bags (if applicable) Sediment and debris fill bag more than 1/2 full. Filter bag is replaced or system is redesigned. Debris Rock Filters Sediment and Debris By visual inspection, little or no water flows through filter during heavy rain storms. Gravel in rock filter is replaced. See Table V-A.1: Maintenance Standards - Deten- Side Slopes of Pond Erosion See Table V-A.1: Maintenance Standards - Detention Ponds tion Ponds See Table V-A.1: Maintenance Standards - Deten- Tree Growth See Table V-A.1: Maintenance Standards - Detention Ponds Emergency Overflow Spillway tion Ponds and Berms over 4 feet in height. See Table V-A.1: Maintenance Standards - Deten- Piping See Table V-A.1: Maintenance Standards - Detention Ponds tion Ponds See Table V-A.1: Maintenance Standards - Deten- Rock Missing See Table V-A.1: Maintenance Standards - Detention Ponds tion Ponds Emergency Overflow Spillway See Table V-A.1: Maintenance Standards - Deten- Erosion See Table V-A.1: Maintenance Standards - Detention Ponds tion Ponds Facility or sump filled Pre-settling Ponds and Vaults with Sediment and/or 6" or designed sediment trap depth of sediment. Sediment is removed. debris Table V-A.3: Maintenance Standards - Closed Detention Systems (Tanks/Vaults) Maintenance Results Expected When Maintenance is Per- Defect Conditions When Maintenance is Needed Component formed Plugged Air Vents One-half of the cross section of a vent is blocked at any point or the vent is damaged. Vents open and functioning. Accumulated sediment depth exceeds 10% of the diameter of the storage area for 1/2 length of storage vault or any point depth exceeds 15% of diameter. All sediment and debris removed from storage Debris and Sediment (Example: 72-inch storage tank would require cleaning when sediment reaches depth of 7 inches for more than 1/2 length of area. Storage Area tank.) Any openings or voids allowing material to be transported into facility. Joints Between Tank/Pipe Section All joint between tank/pipe sections are sealed. (Will require engineering analysis to determine structural stability). Any part of tank/pipe is bent out of shape more than 10% of its design shape. (Review required by engineer to determine Tank Pipe Bent Out of Shape Tank/pipe repaired or replaced to design. structural stability). Cracks wider than 1/2-inch and any evidence of soil particles entering the structure through the cracks, or main- Vault replaced or repaired to design spe- Vault Structure Includes Cracks in Wall, Bottom, tenance/inspection personnel determines that the vault is not structurally sound. cifications and is structurally sound. Damage to Frame and/or Top Slab Cracks wider than 1/2-inch at the joint of any inlet/outlet pipe or any evidence of soil particles entering the vault through the No cracks more than 1/4-inch wide at the joint of walls. the inlet/outlet pipe. 2019Stormwater ManagementManualfor WesternWashington VolumeV - AppendixA - Page1007 Table V-A.3: Maintenance Standards - Closed Detention Systems (Tanks/Vaults) (continued) Maintenance Results Expected When Maintenance is Per- Defect Conditions When Maintenance is Needed Component formed Cover Not in Place Cover is missing or only partially in place. Any open manhole requires maintenance. Manhole is closed. Manhole Mechanism cannot be opened by one maintenance person with proper tools. Bolts into frame have less than 1/2 inch of Locking Mechanism Not Working Mechanism opens with proper tools. thread (may not apply to self-locking lids). One maintenance person cannot remove lid after applying normal lifting pressure. Intent is to keep cover from sealing off Cover can be removed and reinstalled by one Cover Difficult to Remove access to maintenance. maintenance person. Ladder meets design standards. Allows main- Ladder Rungs Unsafe Ladder is unsafe due to missing rungs, misalignment, not securely attached to structure wall, rust, or cracks. tenance person safe access. See Table V-A.5: Maintenance Standards - Catch See Table V-A.5: Maintenance Standards - Catch Basins See Table V-A.5: Maintenance Standards - Catch Basins Basins Catch Basins Table V-A.4: Maintenance Standards - Control Structure/Flow Restrictor Maintenance Com- Defect Condition When Maintenance is Needed Results Expected When Maintenance is Performed ponent Trash and Debris (Includes Sediment) Material exceeds 25% of sump depth or 1 foot below orifice plate. Control structure orifice is not blocked. All trash and debris removed. Structure securely attached to wall and outlet pipe. Structure is not securely attached to manhole wall. General Structure in correct position. Structure is not in upright position (allow up to 10% from plumb). Structural Damage Connections to outlet pipe are water tight; structure repaired or replaced and Connections to outlet pipe are not watertight and show signs of rust. works as designed. Any holes - other than designed holes - in the structure. Structure has no holes other than designed holes. Cleanout gate is not watertight or is missing. 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. Cleanout Gate Damaged or Missing Chain/rod leading to gate is missing or damaged. Chain is in place and works as designed. Gate is rusted over 50% of its surface area. Gate is repaired or replaced to meet design standards. Control device is not working properly due to missing, out of place, or Orifice Plate Damaged or Missing Plate is in place and works as designed. bent orifice plate. Obstructions Any trash, debris, sediment, or vegetation blocking the plate. Plate is free of all obstructions and works as designed. Any trash or debris blocking (or having the potential of blocking) the Overflow Pipe Obstructions Pipe is free of all obstructions and works as designed. overflow pipe. See Table V-A.3: Maintenance Standards - Closed Detention Systems See Table V-A.3: Maintenance Standards - Closed Detention Systems See Table V-A.3: Maintenance Standards - Closed Detention Systems (Tank- Manhole (Tanks/Vaults) (Tanks/Vaults) s/Vaults) Catch Basin See Table V-A.5: Maintenance Standards - Catch Basins See Table V-A.5: Maintenance Standards - Catch Basins See Table V-A.5: Maintenance Standards - Catch Basins 2019Stormwater ManagementManualfor WesternWashington VolumeV - AppendixA - Page1008 Table V-A.5: Maintenance Standards - Catch Basins Maintenance Results Expected When Maintenance is per- Defect Conditions When Maintenance is Needed Component formed Trash or debris which is located immediately in front of the catch basin opening or is blocking inletting capacity of the basin by more than 10%. No Trash or debris located immediately in front of Trash or debris (in the basin) that exceeds 60 percent of the sump depth as measured from the bottom of basin to invert of the lowest pipe into or out of the catch basin or on grate opening. basin, but in no case less than a minimum of six inches clearance from the debris surface to the invert of the lowest pipe. No trash or debris in the catch basin. Trash & Debris Trash or debris in any inlet or outlet pipe blocking more than 1/3 of its height. Inlet and outlet pipes free of trash or debris. 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 the catch basin. Sediment (in the basin) that exceeds 60 percent of the sump depth as measured from the bottom of basin to invert of the lowest pipe into or out of the Sediment basin, but in no case less than a minimum of 6 inches clearance from the sediment surface to the invert of the lowest pipe. No sediment in the catch basin Top slab is free of holes and cracks. General Structure Damage to Top slab has holes larger than 2 square inches or cracks wider than 1/4 inch. (Intent is to make sure no material is running into basin). Frame is sitting flush on the riser rings or top slab Frame and/or Top Slab Frame not sitting flush on top slab, i.e., separation of more than 3/4 inch of the frame from the top slab. Frame not securely attached and firmly attached. Maintenance person judges that structure is unsound. Fractures or Cracks in Basin replaced or repaired to design standards. Grout fillet has separated or cracked wider than 1/2 inch and longer than 1 foot at the joint of any inlet/outlet pipe or any evidence of soil particles entering Basin Walls/ Bottom Pipe is regrouted and secure at basin wall. catch basin through cracks. Settlement/ Mis- If failure of basin has created a safety, function, or design problem. Basin replaced or repaired to design standards. alignment Vegetation growing across and blocking more than 10% of the basin opening. No vegetation blocking opening to basin. Vegetation Vegetation growing in inlet/outlet pipe joints that is more than six inches tall and less than six inches apart. No vegetation or root growth present. Contamination and Pol- See Table V-A.1: Maintenance Standards - Detention Ponds No pollution present. lution Cover/grate is in place, meets design standards, Cover Not in Place Cover is missing or only partially in place. Any open catch basin requires maintenance. and is secured Catch Basin Locking Mechanism Mechanism cannot be opened by one maintenance person with proper tools. Bolts into frame have less than 1/2 inch of thread. Mechanism opens with proper tools. Cover Not Working Cover Difficult to One maintenance person cannot remove lid after applying normal lifting pressure. Cover can be removed by one maintenance per- Remove (Intent is keep cover from sealing off access to maintenance.) son. Ladder meets design standards and allows main- Ladder Ladder Rungs Unsafe Ladder is unsafe due to missing rungs, not securely attached to basin wall, misalignment, rust, cracks, or sharp edges. tenance person safe access. Grate opening Unsafe Grate with opening wider than 7/8 inch. Grate opening meets design standards. Metal Grates Trash and Debris Trash and debris that is blocking more than 20% of grate surface inletting capacity. Grate free of trash and debris. (If Applicable) Grate is in place, meets the design standards, and Damaged or Missing. Grate missing or broken member(s) of the grate. is installed and aligned with the flow path. 2019Stormwater ManagementManualfor WesternWashington VolumeV - AppendixA - Page1009 Table V-A.13: Maintenance Standards - Sand Filters (Above Ground/Open) (continued) Maintenance Defect Condition When Maintenance is Needed Results Expected When Maintenance is Performed Component Flow spreader uneven or clogged so that flows are not uniformly distributed across sand fil- Flow Spreader Spreader leveled and cleaned so that flows are spread evenly over sand filter. ter. Any part of the piping that is crushed or deformed more than 20% or any other failure to the Damaged Pipes Pipe repaired or replaced. piping. Table V-A.14: Maintenance Standards - Sand Filters (Below Ground/Enclosed) Maintenance Defect Condition When Maintenance is Needed Results Expected When Maintenance is Performed Component No sediment deposits on sand filter section that which would impede permeability of Sediment Accumulation on Sand Media Section Sediment depth exceeds 1/2-inch. the filter section. Sediment Accumulation in Pre-Settling Portion Sediment accumulation in vault bottom exceeds the depth of the sediment zone plus 6- No sediment deposits in first chamber of vault. of Vault inches. Trash and debris accumulated in vault, or pipe inlet/outlet, floatables and non-floatables. Trash/Debris Accumulation Trash and debris removed from vault and inlet/outlet piping. Sediment in Drain Pipes/Cleanouts When drain pipes, cleanouts become full with sediment and/or debris. Sediment and debris removed. Sand filter media section re-laid and compacted along perimeter of vault to form a semi- Short Circuiting When seepage/flow occurs along the vault walls and corners. Sand eroding near inflow area. seal. Erosion protection added to dissipate force of incoming flow and curtail erosion. Damaged Pipes Inlet or outlet piping damaged or broken and in need of repair. Pipe repaired and/or replaced. Below Cover cannot be opened, corrosion/deformation of cover. Ground Access Cover Damaged/Not Working Cover repaired to proper working specifications or replaced. Maintenance person cannot remove cover using normal lifting pressure. Vault. Blocking material removed or cleared from ventilation area. A specified % of the vault Ventilation Ventilation area blocked or plugged surface area must provide ventilation to the vault interior (see design specifications). Cracks wider than 1/2-inch or evidence of soil particles entering the structure through the Vault replaced or repairs made so that vault meets design specifications and is struc- Vault Structure Damaged; Includes Cracks in cracks, or maintenance/inspection personnel determine that the vault is not structurally turally sound. Walls, Bottom, Damage to Frame and/or Top sound. Vault repaired so that no cracks exist wider than 1/4-inch at the joint of the inlet/outlet Slab. Cracks wider than 1/2-inch at the joint of any inlet/outlet pipe or evidence of soil particles pipe. entering through the cracks. Baffles or walls corroding, cracking, warping and/or showing signs of failure as determined Baffles/Internal walls Baffles repaired or replaced to specifications. by maintenance/inspection person. Ladder is corroded or deteriorated, not functioning properly, not securely attached to structure Ladder replaced or repaired to specifications, and is safe to use as determined by Access Ladder Damaged wall, missing rungs, cracks, and misaligned. inspection personnel. Table V-A.15: Maintenance Standards - Manufactured Media Filters Maintenance Defect Condition When Maintenance is Needed Results Expected When Maintenance is Performed Component Below Ground Sediment Accumulation on Media. Sediment depth exceeds 0.25-inches. No sediment deposits which would impede permeability of the 2019Stormwater ManagementManualfor WesternWashington VolumeV - AppendixA - Page1014 Table V-A.15: Maintenance Standards - Manufactured Media Filters (continued) Maintenance Defect Condition When Maintenance is Needed Results Expected When Maintenance is Performed Component compost media. Sediment Accumulation in Vault Sediment depth exceeds 6-inches in first chamber. No sediment deposits in vault bottom of first chamber. Trash/Debris Accumulation Trash and debris accumulated on compost filter bed. Trash and debris removed from the compost filter bed. Sediment in Drain Pipes/Clean-Outs When drain pipes, clean-outs, become full with sediment and/or debris. Sediment and debris removed. Damaged Pipes Any part of the pipes that are crushed or damaged due to corrosion and/or settlement. Pipe repaired and/or replaced. Cover cannot be opened; one person cannot open the cover using normal lifting pressure, cor- Access Cover Damaged/Not Working Cover repaired to proper working specifications or replaced. rosion/deformation of cover. Vault Cracks wider than 1/2-inch or evidence of soil particles entering the structure through the cracks, or main- Vault replaced or repairs made so that vault meets design spe- Vault Structure Includes Cracks in Wall, Bottom, tenance/inspection personnel determine that the vault is not structurally sound. cifications and is structurally sound. Damage to Frame and/or Top Slab Cracks wider than 1/2-inch at the joint of any inlet/outlet pipe or evidence of soil particles entering through the Vault repaired so that no cracks exist wider than 1/4-inch at the cracks. joint of the inlet/outlet pipe. Baffles corroding, cracking warping, and/or showing signs of failure as determined by maintenance/inspection Baffles Baffles repaired or replaced to specifications. person. Ladder is corroded or deteriorated, not functioning properly, not securely attached to structure wall, missing Ladder replaced or repaired and meets specifications, and is safe Access Ladder Damaged rungs, cracks, and misaligned. to use as determined by inspection personnel. Below Ground Media Drawdown of water through the media takes longer than 1 hour, and/or overflow occurs frequently. Media cartridges replaced. Cartridge Type Short Circuiting Flows do not properly enter filter cartridges. Filter cartridges replaced. 2019Stormwater ManagementManualfor WesternWashington VolumeV - AppendixA - Page1015 Bayfilter™ inspection and Maintenance Manual The BayFilter system requires periodic maintenance to continue operating at the design efficiency. The maintenance process is comprised of the removal and replacement of each BayFilter cartridge, vertical drain down module; and the cleaning of the vault or manhole with a vacuum truck. BayFilter System Cleanout The maintenance cycle of the BayFilter system will be driven mostly by the actual solids load on the filter. The system should be periodically monitored to be certain it is operating correctly. Since stormwater solids loads can be variable, it is possible that the maintenance cycle could be more or less than the projected duration. BayFilter systems in volume-based applications are designed to treat the WQv in 24 to 48 hours initially. Late in the operational cycle of the BayFilter, the flow rate will diminish as a result of occlusion. When the drain down exceeds the regulated Vactor Truck Maintenance standard, maintenance should be performed. When a BayFilter system is first installed, it is recommended that it be inspected every six (6) months. When the filter system exhibits flows below design levels the system should be maintained. Filter cartridge replacement should also be considered when sediment levels are at or above the level of the manifold system. Please contact the BaySaver Technologies Engineering Department for maintenance cycle estimations or assistance at 1.800.229.7283. Jet Vactoring Through Access Hatch The MosT AdvAnced NaMe iN waTer MaNageMeNT soluTioNsTM Maintenance Procedures 1. Contact BaySaver Technologies for replacement filter cartridge pricing and availability at 1-800-229-7283. 2. Remove the manhole covers and open all access hatches. 3. Before entering the system make sure the air is safe per OSHA Standards or use a breathing apparatus. Use low O , high CO, or other applicable 2 warning devices per regulatory requirements. Manifold Tee View of a Cleaned System 4. Using a vacuum truck remove any liquid and sediments that can be removed prior to entry. 5. Remove the hold down bars. Using a small lift or the boom of the vacuum truck, remove used cartridges by lifting them out. 6. Any cartridges that cannot be readily lifted can be easily slid along the floor to a location they can be lifted via a boom lift. 7. When all the cartridges have been removed, it is now practical to remove the balance of the solids and water. Loosen the stainless clamps on the Fernco couplings for the manifold and remove the drain pipes as well. Carefully cap the manifold and the Ferncos and rinse the floor, washing away the balance of any remaining collected solids. Cartridge Hoist Point 8. Clean the manifold pipes, inspect, and reinstall. 9. Install the exchange cartridges, reinstall the hold down bars and close all covers. 10. The used cartridges may be sent back to BaySaver Technologies for recycling. For more information please see the BaySaver website at www.baysaver.com or contact 1-800-229-7283. The MosT AdvAnced NaMe iN waTer MaNageMeNT soluTioNsTM Advanced Drainage Systems, Inc. 4640 Trueman Blvd., Hilliard, OH 43026 1-800-821-6710 www.ads-pipe.com The ADS logo and the Green Stripe are registered trademarks of Advanced Drainage Systems, Inc. BaySaver® and BayFilterTM are registered trademarks of BaySaver Technologies, LLC © 2018 Advanced Drainage Systems, Inc. #XXXXX 02/18 MH 9.0 Inspection and Maintenance 9.1 ISOLATOR ROW INSPECTION Regular inspection and maintenance are essential to assure a properly functioning stormwater system. Inspection is easily accomplished through the manhole or optional inspection ports of an Isolator Row. Please follow local and OSHA rules for a confined space entry. Inspection ports can allow inspection to be accomplished completely from the surface without the need for a con- fined space entry. Inspection ports provide visual access to the system with the use of a flashlight. A stadia rod may be inserted to determine the depth of sediment. If upon visual inspection it is found that sediment has accumulated to an average depth exceeding 3” (76 mm), cleanout is required. Looking down the Isolator Row A StormTech Isolator Row should initially be inspected immediately after completion of the site’s construction. While every effort should be made to prevent sediment from entering the system during construction, it is during this time that excess amounts of sediments are most likely to enter any stormwater system. Inspection and maintenance, if necessary, should be performed prior to passing responsibility over to the site’s owner. Once in normal service, a StormTech Isolator Row should be inspected bi-annually until an understanding of the sites characteristics is developed. The site’s maintenance manager can then revise the inspection schedule based on experience or local requirements. 9.2 ISOLATOR ROW MAINTENANCE JetVac maintenance is recommended if sediment has been collected to an average depth of 3” (76 mm) inside the Isolator Row. More frequent maintenance may be required to maintain minimum flow rates through the Isolator Row. The JetVac process utilizes a high pressure A typical JetVac truck (This is not a StormTech product.) water nozzle to propel itself down the Isolator Row while scouring and suspending sediments. As the nozzle is retrieved, a wave of suspended sediments is flushed back into the manhole for vacuuming. Most sewer and pipe maintenance companies have vacuum/ JetVac combi- nation vehicles. Fixed nozzles designed for culverts or large diameter pipe cleaning are preferable. Rear facing jets with an effective spread of at least 45” (1143 mm) are best. The JetVac process shall only be performed on StormTech Rows that have AASHTO class 1 woven geotextile over their foundation stone (ADS 315WTM or equal). Examples of culvert cleaning nozzles appropriate for Isolator Row maintenance. (These are not StormTech products). 25 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 10 Final Inspections & Maintenance POLYMER CONCRETE Final Inspections 1. Remove any debris in system and grate rebate. Ensure outlet pipes are clear. Maintenance 2. Install trash buckets in catch basins, if Regular inspections of trench drain system required. are recommended. Frequency will depend on local conditions and environment, but 3. Flush trench run to check for pipe work should be at least annually. blockages, unblock if necessary. Inspections should cover: 4. Empty trash buckets and clean out Grates and locking devices pipe connections, if necessary. Replace Catch basins and trash buckets trash buckets. Concrete surround and adjacent paving 5. Install grates in proper position ensuring they are securely locked down All items should be inspected for damage, blockage or movement. Compare with site (page 19/21). drawings if necessary. Drainage system is now ready for use. 1. Remove grates - see page 19/21. 2. Remove debris from channel. Grate oxidation 3. Flush channels with water or high pressure washer. Grates are supplied with a temporary protective coating that will eventually wear 4. Repair damaged surfaces, if necessary, off. with an appropriate ACO repair kit. 22 5. Renew joint seals as required. Regular traffic will buff iron grate surfaces 6. Empty trash buckets and clean out to a smooth, dark finish. pipe connections. Grates that are not regularly trafficked 7. Re-install trash buckets. will oxidize unless regularly painted. 8. Re-install grates, ensuring they are This oxidization is only on the surface locked in place. and only affect the aesthetics, not the performance, of the grates. Systems with grates that have wide slots may be cleaned with the use of pressured water applied through the grate - debris will be washed to catch basin for removal. (Empty and replace trash bucket). (800) 543-4764 www.ACODrain.us MAINTENANCE GUIDELINES BUILDING 'G' 117,796 SF SCALE: 1"=100' 10.0 DECLARATION OF COVENANT FOR PRIVATELY MAINTAINED FLOW CONTROL AND TREATMENT FACILITIES A declaration of covenant for privately maintained flow control and treatment facilities will be provided in a later submittal if required. 21334.001-SSP.doc 11.0 DECLARATION OF COVENANT FOR PRIVATELY MAINTAINED ON-SITE STORMWATER MANAGEMENT BMPS A declaration of covenant for privately maintained on-site stormwater management BMPs will be provided with a later submittal if required. 21334.001-SSP.doc 12.0 BOND QUANTITIES WORKSHEET A completed Bond Quantities Worksheet is included in this section. 21334.001-SSP.doc Building F- Gayteway Business Park CONTRUCTION PLAN REVIEW & INSPECTION FEE WORKSHEET Community & Economic Development Department City of Arlington l 18204 59th Avenue NE l Arlington WA 98223 l (360) 403-3551 This form is to be completed and submitted with Type I , Type II Type III Construction Permit Application. 1) Based on permit type requested (Type I, Type II or Type III), complete the form as follows: l Type I permits complete all sections. l Type II permits complete as follows: - Grading Only - Complete Temporary Erosion and Sediment Control (TESC). - Stormwater Drainage Only - Complete the Temporary Erosion and Sediment Control and Stormwater Drainage Section for Public or Private l Type III permits complete the Temporary Erosion and Sediment Control (TESC). 2) The developer shall enter the quantities shown on the construction drawings into the Construction Calculation Worksheet. This document is used to determine the amount of plan reivew and inspection fees due to the city. 3) Excel will auto-calculate the relevant fields and subtotals throughout the document. Only the 'Quantity' columns should be completed. 4) The summary page calculates the fees due at intake for Civil and Stormwater Drainage construction permits only. This does not include fees for Grading or those required by other departments or agencies. Grading fees are based on Cubic Yard Quantity and shall be calculated at time of permit submittal. Grading fees shall be paid at permit submittal. 5) If an item that is part of your project does not exist in the spreadsheet complete the Write-In-Items section with the item, quantity and associated unit cost. There are a few unit prices that are blank, please complete them accordingly. 6) Inspection fees shall be calculated for Private Development during the review process and shall be paid upon permit issuance. PROJECT COSTS PUBLIC TOTAL PRIVATE TOTAL TOTAL PROJECT COST $ 1,258,257.50 Verify formula, totals do not match PLAN REVIEW & INSPECTION FEES PLAN REVIEW & INSPECTION FEE (6% of Project Value) $ - GRADING FEE (4) (Cubic Yard ) $ - Review fees due at time of submittal Total Review Fees Due $ - An Assurance Device such as a Performance Bond or Assignment of Funds needs to be on file with the City of Arlington prior to permit issuance. The Assurance Device shall be 150% of the Construction Calculation Worksheet which are as follows: l Road and Alley (Public) l Stormwater Drainage and Grading (Public) l Utilities (Public) l Temporary Erosion and Sediment Control (Public and Private) ASSURANCE DEVICE Base Calculation of Performance Device $ 35,846.25 PERFORMANCE DEVICE 150% Amount Due $ 53,769.38 Base Calculation of Maintenance Device $ 17,500.00 MAINTENANCE DEVICE 20% Amount Due $ 3,500.00 1 Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET TEMPORARY EROSION & SEDIMENT CONTROL Include Public Improvements & Private Development Description Unit Price Unit Quantity Cost Reference # Backfill & compaction-embankment $ 6.50 CY $ - Check dams $ 78.00 EACH 16 $ 1,248.00 BMP C207 Catch Basin Protection $ 35.50 EACH 2 $ 71.00 Crushed surfacing 1 1/4" minus $ 18.00 TON $ - WSDOT 9-03.9(3) Ditching $ 8.00 CY $ - Excavation-bulk $ 3.00 CY $ - Fence, silt $ 2.00 LF 1061 $ 2,122.00 BMP C233 Fence, Temporary (NGPA) $ 2.00 LF $ - Geotextile Fabric $ 2.50 SY $ - Hay Bale Silt Trap $ 0.50 EACH $ - Hydroseeding $ 4,200.00 ACRE $ - BMP C120 Interceptor Swale / Dike $ 1.00 LF 1395 $ 1,395.00 Jute Mesh $ 2.00 SY $ - BMP C122 Level Spreader $ 1.75 LF $ - Mulch, by hand, straw, 3" deep $ 3.00 SY $ - BMP C121 Mulch, by machine, straw, 2" deep $ 1.00 SY $ - BMP C121 Piping, temporary, CPP, 6" $ 12.50 LF $ - Piping, temporary, CPP, 8" $ 19.00 LF $ - Piping, temporary, CPP, 12" $ 24.00 LF $ - Plastic covering, 6mm thick, sandbagged $ 3.00 SY $ - BMP C123 Rip Rap, machine placed; slopes $ 50.00 CY $ - WSDOT 9-13.1(2) Rock Construction Entrance, 50'x15'x1' $ 1,800.00 EACH $ - BMP C105 Rock Construction Entrance, 100'x15'x1' $ 3,600.00 EACH 1 $ 3,600.00 BMP C105 Sediment pond riser assembly $ 3,050.00 EACH $ - BMP C241 Sediment trap, 5' high berm $ 21.00 LF $ - BMP C240 Sed. trap, 5' high, riprapped spillway berm section $ 79.00 LF 79 $ 6,241.00 BMP C240 Seeding, by hand $ 1.00 SY $ - BMP C120 Sodding, 1" deep, level ground $ 8.00 SY $ - BMP C120 Sodding, 1" deep, sloped ground $ 9.50 SY $ - BMP C120 TESC Supervisor $ 84.00 HR $ - Water truck, dust control $ 130.00 HR $ - BMP C140 WRITE-IN-ITEMS $ - $ - $ - $ - $ - $ - SUBTOTAL (TESC Only): $ 14,677.00 MOBILIZATION 10%: $ 1,467.70 CONTINGENCY 15%: $ 2,201.55 TOTAL: $ 18,346.25 Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET STORMWATER DRAINAGE Public Private Public Improvements Private Development Description Unit Price Unit Quantity Cost Quantity Cost Access Road, Retention / Detention $ 26.00 SY $ - $ - * (CBs include frame and lid) Beehive $ 90.00 EACH $ - $ - CB Type I $ 1,650.00 EACH $ - 16 $ 26,400.00 CB Type IL $ 1,850.00 EACH $ - $ - CB Type II, 48" Dia $ 2,550.00 EACH $ - 6 $ 15,300.00 for additional depth over 4' $ 650.00 FT $ - $ - CB Type II, 54" Dia $ 2,700.00 EACH $ - $ - for additional depth over 4' $ 600.00 FT $ - $ - CB Type II, 60" Dia $ 2,900.00 EACH $ - $ - for additional depth over 4' $ 750.00 FT $ - $ - CB Type II, 72" Dia $ 4,000.00 EACH $ - $ - for additional depth over 4' $ 900.00 FT $ - $ - Through-curb Inlet Framework (Add) $ 550.00 EACH $ - $ - Cleanout, PVC, 4" $ 200.00 EACH $ - $ - Cleanout, PVC, 6" $ 250.00 EACH $ - $ - Cleanout, PVC, 8" $ 300.00 EACH $ - 28 $ 8,400.00 Culvert, Box __ ft x __ ft $ - LS $ - $ - Culvert, PVC, 4" $ 12.00 LF $ - $ - Culvert, PVC, 6" $ 17.00 LF $ - $ - Culvert, PVC, 8" $ 19.00 LF $ - 165 $ 3,135.00 Culvert, PVC, 12" $ 30.00 LF $ - 2116 $ 63,480.00 Culvert, CMP, 8" $ 23.00 LF $ - $ - Culvert, CMP, 12" $ 35.00 LF $ - $ - Culvert, CMP, 15" $ 42.00 LF $ - $ - Culvert, CMP, 18" $ 47.00 LF $ - $ - Culvert, CMP, 24" $ 69.00 LF $ - $ - Culvert, CMP, 30" $ 100.00 LF $ - $ - Culvert, CMP, 36" $ 150.00 LF $ - $ - Culvert, CMP, 48" $ 194.00 LF $ - $ - Culvert, CMP, 60" $ 310.00 LF $ - $ - Culvert, CMP, 72" $ 400.00 LF $ - $ - Culvert, Concrete, 8" $ 36.00 LF $ - $ - Culvert, Concrete, 12" $ 43.00 LF $ - $ - Culvert, Concrete, 15" $ 52.00 LF $ - $ - Culvert, Concrete, 18" $ 55.00 LF $ - $ - Culvert, Concrete, 24" $ 85.00 LF $ - $ - Culvert, Concrete, 30" $ 136.00 LF $ - $ - Culvert, Concrete, 36" $ 165.00 LF $ - $ - Culvert, Concrete, 42" $ 196.00 LF $ - $ - Culvert, Concrete, 48" $ 210.00 LF $ - $ - Culvert, CPP, 6" $ 16.00 LF $ - $ - Culvert, CPP, 8" $ 22.00 LF $ - $ - Culvert, CPP, 12" $ 28.00 LF $ - $ - Culvert, CPP, 15" $ 34.00 LF $ - $ - Culvert, CPP, 18" $ 39.00 LF $ - $ - Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET Culvert, CPP, 24" $ 49.00 LF $ - $ - Culvert, CPP, 30" $ 62.00 LF $ - $ - Culvert, CPP, 36" $ 69.00 LF $ - $ - Ditching $ 12.00 CY $ - $ - Flow Dispersal Trench (1,436 base+) $ 40.00 LF $ - $ - French Drain (3' depth) $ 39.00 LF $ - $ - Geotextile, laid in trench, polypropylene $ 5.00 SY $ - $ - Infiltration pond testing $ 125.00 HR $ - $ - Mid-tank Access Riser, 48" dia, 6' deep $ 2,025.00 EACH $ - $ - Pipe, High Density Water Pipe (HDWP) $ 160.00 LF $ - $ - Pipe, C900 $ 90.00 LF $ - $ - Pond Overflow Spillway $ 18.00 SY $ - $ - Restrictor/Oil Separator, 12" $ 1,500.00 EACH $ - $ - Restrictor/Oil Separator, 15" $ 1,550.00 EACH $ - $ - Restrictor/Oil Separator, 18" $ 1,680.00 EACH $ - $ - Riprap, placed $ 52.00 CY $ - $ - Tank End Reducer (36" Dia) $ 1,280.00 EACH $ - $ - Thru-Inlet at CB $ 150.00 EACH $ - $ - Trash Rack, 12" $ 320.00 EACH $ - $ - Trash Rack, 15" $ 325.00 EACH $ - $ - Trash Rack, 18" $ 350.00 EACH $ - $ - Trash Rack, 21" $ 375.00 EACH $ - $ - WRITE-IN-ITEMS Cleanout, PVC, 12" $ 350.00 EACH $ - 27 $ 9,450.00 8'' Ductile Iron Pipe $ 35.00 LF $ - 63 $ 2,205.00 8'' C900 Pipe $ 30.00 98 $ 2,940.00 12'' C900 Pipe $ 40.00 LF 384 $ 15,360.00 12'' Ductile Iron Pipe $ 45.00 LF $ - 359 $ 16,155.00 Culvert, PVC, 15'' $ 50.00 LF $ - 121 $ 6,050.00 Culvert, PVC, 18" $ 60.00 LF $ - 24 $ 1,440.00 Culvert, PVC, 24" $ 80.00 LF $ - 7 $ 560.00 Stormtech Chambers $ 75,000.00 EACH $ - 1 $ 75,000.00 340 LF of Klassikdrain Trench Drains $ 7,500.00 EACH $ - 1 $ 7,500.00 Bayfilter $ 35,000.00 EACH $ - 1 $ 35,000.00 SUBTOTAL: $ - $ 288,375.00 MOBILIZATION 10%: $ - CONTINGENCY 15%: $ - TOTAL: $ - $ 288,375.00 Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET GENERAL ITEMS Public Improvements Description Unit Price Unit Quantity Cost Backfill & Compaction- embankment $ 8.00 CY $ - Backfill & Compaction- trench $ 11.00 CY $ - Clear/Remove Brush, by hand (acre) $ 2,363.00 ACRE $ - Bollards - fixed $ 325.00 EACH $ - Bollards - removable $ 600.00 EACH $ - Clearing/Grubbing/Tree Removal $ 6,000.00 ACRE $ - Excavation - bulk $ 2.50 CY $ - Excavation - Trench $ 5.00 CY $ - Fencing, cedar, 6' high $ 25.00 LF $ - Fencing, chain link, 4' $ 19.50 LF $ - Fencing, chain link, vinyl coated, 6' high $ 18.00 LF $ - Fencing, chain link, gate, vinyl coated, 20' $ 1,563.00 EACH $ - Fencing, split rail, 3' high $ 14.00 LF $ - Fill & compact - common barrow $ 27.00 CY $ - Fill & compact - gravel base $ 30.00 CY $ - Fill & compact - screened topsoil $ 45.00 CY $ - Gabion, 12" deep, stone filled mesh $ 62.00 SY $ - Gabion, 18" deep, stone filled mesh $ 86.00 SY $ - Gabion, 36" deep, stone filled mesh $ 152.00 SY $ - Grading, fine, by hand $ 2.00 SY $ - Grading, fine, with grader $ 1.25 SY $ - Guard Post $ 90.00 EACH $ - Monuments $ 104.00 EACH $ - Sensitive Areas Sign $ 20.00 EACH $ - Sodding, 1" deep, sloped ground $ 10.00 SY $ - Topsoil Type A (imported) $ 30.00 CY $ - Traffic control crew ( 2 flaggers ) $ 98.00 HR $ - Trail, 4" chipped wood $ 9.00 SY $ - Trail, 4" crushed cinder $ 10.00 SY $ - Trail, 4" top course $ 9.50 SY $ - Wall, retaining, concrete $ 66.00 SF $ - Wall, rockery $ 13.00 SF $ - WRITE-IN-ITEMS $ - $ - $ - $ - $ - $ - Subtotal $ - Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET STREET IMPROVEMENT Public Improvements Description Unit Price Unit Quantity Cost AC Grinding, 4' wide machine < 1000sy $ 35.00 SY $ - AC Grinding, 4' wide machine 1000-2000sy$ 8.50 SY $ - AC Grinding, 4' wide machine > 2000sy $ 2.50 SY $ - AC Removal/Disposal/Repair $ 60.00 SY $ - Barricade, Type I $ 36.00 LF $ - Barricade Type II $ 25.00 LF $ - Barricade, Type III ( Permanent ) $ 55.00 LF $ - Conduit, 2" $ 5.00 LF $ - Curb & Gutter, rolled $ 20.00 LF $ - Curb & Gutter, vertical $ 15.00 LF $ - Curb and Gutter, demolition and disposal$ 20.00 LF $ - Curb, extruded asphalt $ 5.00 LF $ - Curb, extruded concrete $ 4.50 LF $ - Guard Rail $ 30.00 LF $ - Sawcut, asphalt, 3" depth $ 3.50 LF $ - Sawcut, concrete, per 1" depth $ 3.00 LF $ - Sealant, asphalt $ 2.00 LF $ - Shoulder, gravel, 4" thick $ 11.00 SY $ - Sidewalk, 4" thick $ 40.00 SY $ - Sidewalk, 4" thick, demolition and disposal$ 36.00 SY $ - Sidewalk, 6" thick $ 45.00 SY $ - Sidewalk, 6" thick, demolition and disposal$ 45.00 SY $ - Signs $ - LS $ - Sign, Handicap $ 100.00 EACH $ - Striping, per stall $ 7.50 EACH $ - Street Light System $ - LS $ - Traffic Signal $ - LS $ - Traffic Signal Modification $ - LS $ - Striping, thermoplastic, ( for crosswalk ) $ 3.50 SF $ - Striping, 4" reflectorized line $ 0.40 LF $ - AC Patching/Trenching Restoration $ 100.00 TON $ - Controlled Density Fill (CDF) $ 90.00 CY $ - WRITE-IN-ITEMS $ - $ - $ - $ - $ - $ - Subtotal $ - Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET STREET SURFACING/PAVEMENT Public Improvements Description Unit Price Unit Quantity Cost Asphalt Overlay, 1.5" AC $ 12.00 SY $ - Asphalt Overlay, 2" AC $ 15.00 SY $ - Asphalt Road 2", First 2500 SY $ 10.00 SY $ - Asphalt Road 2", Qty. over 2500SY $ 9.00 SY $ - Asphalt Road 3", First 2500 SY $ 15.00 SY $ - Asphalt Road 3", Qty. over 2500 SY $ 13.00 SY $ - Asphalt Road 5", First 2500 SY $ 22.00 SY $ - Asphalt Road 5", Qty. Over 2500 SY $ 22.00 SY $ - Asphalt Road 6", First 2500 SY $ 25.00 SY $ - Asphalt Road 6", Qty. Over 2500 SY $ 24.00 SY $ - Asphalt Treated Base, 4" thick $ 14.00 SY $ - Gravel Base Course 2" $ 7.50 SY $ - Gravel Base Course 4" $ 15.00 SY $ - Gravel Base Course 6" $ 22.50 SY $ - Gravel Road, 4" rock, First 2500 SY $ 15.00 SY $ - Gravel Road, 4" rock, Qty. over 2500 SY $ 11.00 SY $ - Concrete Road, 5", no base, over 2500 SY$ 22.00 SY $ - Concrete Road, 6", no base, over 2500 SY$ 32.00 SY $ - Thickened Edge $ 11.00 LF $ - WRITE-IN-ITEMS $ - $ - $ - $ - $ - $ - Subtotal $ - Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET WATER SYSTEM Public Improvements Description Unit Price Unit Quantity Cost Blowoff $ 1,800.00 EACH $ - Connection to Existing Water Main $ 2,000.00 EACH $ - Ductile Iron Watermain, CL 52, 6 Inch Dia $ 65.00 LF $ - Ductile Iron Watermain, CL 52, 8 Inch Dia $ 85.00 LF $ - Ductile Iron Watermain, CL 52, 10 Inch Dia $ 103.00 LF $ - Ductile Iron Watermain, CL 52, 12 Inch Dia. $ 125.00 LF $ - Gate Valve, 6 inch Dia $ 250.00 EACH $ - Gate Valve, 8 Inch Dia $ 380.00 EACH $ - Gate Valve, 10 Inch Dia $ 425.00 EACH $ - Gate Valve, 12 Inch Dia $ 500.00 EACH $ - Fire Hydrant Assembly, with Guard Posts $ 3,000.00 EACH $ - Fire Hydrant Assembly, without Guard Posts $ 2,500.00 EACH $ - Air-Vac, 8 Inch Dia $ 6,000.00 EACH $ - Air-Vac,10 Inch Dia $ 7,500.00 EACH $ - Air-Vac, 12 Inch Dia $ 12,000.00 EACH $ - Pressure Reducing Valve Assembly, 8 In. Dia $ 3,800.00 EACH $ - Pressure Reducing Valve Assembly, 10 In. Dia$ 4,200.00 EACH $ - Pressure Reducing Valve Assembly, 12 In. Dia$ 5,000.00 EACH $ - Valve Marker Post $ 350.00 EACH $ - WRITE-IN-ITEMS $ - $ - $ - $ - $ - Subtotal $ - Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET SANITARY SEWER Public Improvements Description Unit Price Unit Quantity Cost Connection to Existing Sewer Main $ - EACH $ - Clean Outs $ 500.00 EACH $ - Grease Interceptor, 500 gallon $ 6,000.00 EACH $ - Grease Interceptor, 1000 gallon $ 10,000.00 EACH $ - Grease Interceptor, 1500 gallon $ 15,000.00 EACH $ - Side Sewer Pipe, PVC. 4 Inch Dia $ 8.00 LF $ - Side Sewer Pipe, PVC. 6 Inch Dia $ 12.00 LF $ - Sewer Pipe, PVC, 8 inch Dia $ 33.00 LF $ - Sewer Pipe, PVC, 12 Inch Dia $ 41.00 LF $ - Sewer Pipe, PVC, ____ Inch Dia $ - LF $ - Lift Station (Entire System) $ - LS $ - Manhole, 48 Inch Dia $ 3,000.00 EACH $ - for additional depth over 4 feet/per foot$ 532.00 FEET $ - Manhole, 54 Inch Dia $ 3,500.00 EACH $ - for additional depth over 4 feet/per foot$ 532.00 FEET $ - Manhole, 60 Inch Dia $ 3,700.00 EACH $ - for additional depth over 4 feet/per foot$ 532.00 FEET $ - Manhole, 72 Inch Dia $ 4,000.00 EACH $ - for additional depth over 4 feet/per foot$ 625.00 FEET $ - Manhole, 96 Inch Dia $ 5,000.00 EACH $ - for additional depth over 4 feet/per foot$ 625.00 FEET $ - Outside Drop $ - LS $ - Inside Drop $ - LS $ - Pipe, C-900 $ 90.00 LF $ - Pipe, High Density Water Pipe (HDWP) $ 160.00 LF $ - WRITE-IN-ITEMS $ - $ - $ - $ - $ - $ - Subtotal $ - Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET LANDSCAPING & VEGETATION Include Public Improvements & Private Development Description Unit Price Unit Quantity Cost Street Trees $ 500.00 EACH 28 $ 14,000.00 Root Barrier EACH $ - Median Landscaping $ - LS $ - Right-of-Way Landscaping $ - LS $ - Wetland Landscaping $ - LS $ - Private Landscaping $ - LS $ - WRITE-IN-ITEMS $ - $ - $ - $ - $ - $ - Subtotal $ 14,000.00 (INCLUDES GENERAL, STREET, SURFACING, WATER, PUBLIC SEWER, LANDSCAPING) SUBTOTAL $ 14,000.00 MOBILIZATION 10%: $ 1,400.00 CONTINGENCY 15%: $ 2,100.00 GRANDTOTAL: $ 17,500.00 Rev 7/2017 SONDERGAARD GEOSCIENCE, PLLC 13012 65TH Avenue SE Snohomish, Washington 98296 February 12, 2020 Revised November 6, 2020 Project No. J-0045 GS Venture Partners P.O. Box 1727 Bellevue, WA 98009 Attention: Chris Gayte Subject: Geotechnical Engineering Study Building G Gayteway Business Park 20015 67th Avenue NE Arlington, Washington Dear Mr. Gayte: As requested, Sondergaard Geosciences, PLLC (SGP) is pleased to present our geotechnical engineering study for the subject site. This study has been prepared for the exclusive use of GS Venture Partners and their agents, for specific application to this project. Within the limitations of scope and schedule, our services have been performed in accordance with generally accepted engineering geology and geotechnical engineering practices in effect in this area at the time our study was prepared. No other warranty, express or implied, is made. SITE AND PROJECT DESCRIPTION The subject property consists of a portion of an irregularly-shaped parcel (Snohomish County Parcel Number 31051400200700), with a combined area of approximately 54 acres located at 20015 67th Avenue NE in Arlington, Washington (Figure 1). The subject property of this report (Building E) is comprised of Lots 14 and 15 which are bounded to the east by 74th Avenue NE, to the north and south commercial/industrial development and to the west by Lots 3 and 13 of the new business park. The proposed project that is the subject of this report consist of a 246,280 square feet commercial building with associated parking and utilities. At the business park site, overall site topography is relatively flat on the west half of the parcel with moderate slopes down to the east toward the east half of the parcel. Lots 14 and 15 lay in a topographic low on the east of the parcel with up sloping ground to the west, east and south. February 12, 2018: Revised November 6, 2020 SONDERGARRD GEOSCIENCES, PLLC Gayteway Business Park Buildings G Geotechnical Engineering Study Arlington, Washington Extensive clearing and grading of the site to remove vegetation, topsoil and other deleterious material revealed native Recessional Outwash sand and gravel underlay the Building E site prior to filling. SUBSURFACE CONDITIONS Structural Fill Approximately 10 feet of fill consisting of site derived sandy gravel and gravelly sand was placed and compacted on the Building E pad as documented in AESI Field Reports Nos. 1 through 24 attached to this report. This material was placed and compacted as structural fill to a density of at least 95 percent of its maximum dry density as determined by ASTM D 1557. This structural fill is suitable for support of building foundations, pavements and other structures. Recessional Outwash Native Recessional Outwash soils underly the structural fills. These soils generally consist of medium dense, moist, oxidized brown to gray, gravelly sand to sandy gravel and scattered cobbles. This unit is suitable for support of structural fills, foundations, slabs and pavements when properly compacted as recommended in this report. Ground Water Ground water seepage was not encountered during filling and grading operations accomplished at the site from July 14, 2016 to February 28, 2019. It should be noted that the depth and occurrence of ground water seepage at the site likely varies in response to such factors as changes in season, amount of precipitation, location, and site use. GEOLOLGIC HAZARDS The following discussion of applicable geologic hazards is based on review of the City of Arlington Municipal Code (AMC) and the geologic, topographic, and ground and surface water conditions as observed and discussed herein. The discussion will be limited to landslide and steep slope hazards, seismic hazards, and erosion hazards. Slope Hazards and Mitigations The subject building site has slopes on the south side of the lots that exhibit inclinations of approximately 21 to 25 percent over heights of 70 to 100 feet. These slopes were graded to their existing contour during recent site filling and grading activities. In our opinion, the site slopes do February 12, 2018: Revised November 6, 2020 SONDERGARRD GEOSCIENCES, PLLC 2 Gayteway Business Park Buildings G Geotechnical Engineering Study Arlington, Washington not meet the criteria of a Landslide Hazard Area according to AMC Part IV Section 20.93.600(b)(2). According to AMC Part IV Section 20.93.600.b(3)(B) the site slopes are classified as moderate. Landslide hazard mitigations are not recommended. Seismic Hazards and Mitigations Seismic Hazard Area Ground water was not encountered during recent site grading and filling activities that raised site grades about 10 feet. Review of well logs on file at the Washington State Department of Ecology indicates that the shallowest ground water in the vicinity of the site occurs at depths of about 30 to 50 feet below the ground surface and that soils below this depth typically consist of clay and silt. In our opinion, the subsurface conditions at the project site do not meet the definition in AMC Part IV Section 20.93.600(b)(4) for a Seismic Hazard Area due to the depth to the shallowest ground water and the density and fine-grained nature of the soils at and below that depth. However, earthquakes occur in the Puget Lowland with great regularity. The majority of these events are small and are usually not felt by people. However, large earthquakes do occur, as evidenced by the 1949, 7.2-magnitude event; the 1965, 6.5-magnitude event; and the 2001, 6.8- magnitude event. The 1949 earthquake appears to have been the largest in this area during recorded history. Evaluation of return rates indicates that an earthquake of the magnitude between 5.5 and 6.0 is likely within a given 20- to 40-year period. Generally, there are four types of potential hazards associated with large seismic events: 1) surficial ground rupture, 2) seismically induced landslides, 3) liquefaction, and 4) ground motion. The potential for each of these hazards to adversely impact the proposed project is discussed below. Surficial Ground Rupture The project site is located approximately 16 miles southwest of the Devil’s Mountain Fault Zone. This fault systems in has been hypothesized to have a reoccurrence interval in excess of several thousand years. Due to the suspected long recurrence interval and distance from the subject site, the potential for surficial ground rupture is considered to be low during the expected life of the proposed development. No mitigation efforts beyond complying with the requirements of the local jurisdictions and the current International Building Code (IBC) are recommended for this site. February 12, 2018: Revised November 6, 2020 SONDERGARRD GEOSCIENCES, PLLC 3 Gayteway Business Park Buildings G Geotechnical Engineering Study Arlington, Washington Seismically Induced Landslides The potential risk of damage to the proposed structures by seismically induced land sliding is low due to the moderate topography and lack of ground water seepage on the project site, in our opinion. Liquefaction Liquefaction is the process of loose, saturated sand losing its internal shear strength when subjected to cyclic loading, as may occur during an earthquake. Due to the lack of a shallow ground water table at the site and the density and fine-grained nature of soils below the ground water at depth, the potential for liquefaction to occur is low, in our opinion. Ground Motion It is our opinion that earthquake damage to the proposed structures, when founded on suitable bearing strata in accordance with the recommendations contained herein, will likely be caused by the intensity and acceleration associated with the event. Structural design for the project should follow current IBC standards. The 2015 IBC defines Site Classification by reference to Table 20.3.-1 of the American Society of Civil Engineers publication ASCE 7, the current version of which is ASCE 7-10. In our opinion the subsurface conditions at the site are consistent with a Site Classification of “D” as defined in the referenced documents. Erosion Hazards and Mitigations Soils that underlie the project site are classified by the USDA Soil Survey as Everett very gravelly sandy loan with 0 to 8 percent slopes and a slight erosion hazard. The subject property does not meet the criteria for an erosion hazard area as defined in AMC Part IV Section 20.93.600(b)(1). The following discussion addresses potential erosion hazards that could develop during construction. The most effective erosion control measure is the maintenance of adequate ground cover. Maintaining cover measures atop disturbed ground provides the greatest reduction to the potential generation of turbid runoff and sediment transport. During the local wet season (October 1 through March 31), exposed soil should not remain uncovered for more than 2 days unless it is actively being worked. Ground-cover measures can include erosion control matting, plastic sheeting, straw mulch, crushed rock or recycled concrete, or mature hydroseed. Some fine-grained surface soils are the result of natural weathering processes that have broken down parent materials into their mineral components. These mineral components can have an February 12, 2018: Revised November 6, 2020 SONDERGARRD GEOSCIENCES, PLLC 4 Gayteway Business Park Buildings G Geotechnical Engineering Study Arlington, Washington inherent electrical charge. Electrically charged mineral fines attract oppositely charged particles and can combine (flocculate) to form larger particles that will settle out of suspension. The sediments produced during the recent glaciation of Puget Sound are, however, most commonly the suspended soils that are carried by site storm water. The fine-grained fraction of the glacially derived soil is referred to as “rock flour,” which is primarily a silt-sized particle with no electrical charge. These particles, once suspended in water, may have settling times in periods of months. Therefore, the flow length within a temporary sediment control trap or pond has virtually no effect on the water quality of the discharge, since silt will not settle out of suspension in the time it takes to flow from one end of the pond to the other. Reduction of turbidity from a construction site is almost entirely a function of cover measures and flow control. Temporary sediment traps and ponds are necessary to control the release rate of the runoff and to provide a catchment for sand-sized and larger soil particles, but are very ineffective at reducing the turbidity of the runoff. To mitigate the erosion hazards and potential for off-site sediment transport, we recommend the following: 1) The winter performance of a site is dependent on a well-conceived plan for control of site erosion and storm water runoff. It is easier to keep the soil on the ground than to remove it from storm water. The owner and the design team should include adequate ground- cover measures, access roads, and staging areas in the project bid to give the selected contractor a workable site. The selected contractor needs to be prepared to implement and maintain the required measures to reduce the amount of exposed ground. A site maintenance plan should be in place in the event storm water turbidity measurements are greater than the City of Arlington standards. 2) All TESC measures for a given area to be graded or otherwise worked should be installed prior to any activity within that area. The recommended sequence of construction within a given area would be to install sediment traps and/or ponds and establish perimeter flow control prior to starting mass grading. 3) During the wetter months of the year, or when large storm events are predicted during the summer months, each work area should be stabilized so that if showers occur, the work area can receive the rainfall without excessive erosion or sediment transport. The required measures for an area to be “buttoned-up” will depend on the time of year and the duration the area will be left un-worked. During the winter months, areas that are to be left un-worked for more than 2 days should be mulched or covered with plastic. During the summer months, stabilization will usually consist of seal-rolling the subgrade. February 12, 2018: Revised November 6, 2020 SONDERGARRD GEOSCIENCES, PLLC 5 Gayteway Business Park Buildings G Geotechnical Engineering Study Arlington, Washington Such measures will aid in the contractor’s ability to get back into a work area after a storm event. The stabilization process also includes establishing temporary storm water conveyance channels through work areas to route runoff to the approved treatment facilities. 4) All disturbed areas should be revegetated as soon as possible. If it is outside of the growing season, the disturbed areas should be covered with mulch, as recommended in the erosion control plan. Straw mulch provides the most cost-effective cover measure and can be made wind-resistant with the application of a tackifier after it is placed. 5) Surface runoff and discharge should be controlled during and following development. Uncontrolled discharge may promote erosion and sediment transport. Under no circumstances should concentrated discharges be allowed to flow over significant slopes. 6) Soils that are to be reused around the site should be stored in such a manner as to reduce erosion from the stockpile. Protective measures may include, but are not limited to, covering with plastic sheeting, the use of low stockpiles in flat areas, or the use of straw bales/silt fences around pile perimeters. During the period between October 1 and March 31, these measures are required. 7) On-site erosion control inspections and turbidity monitoring should be performed in accordance with City of Arlington requirements. Weekly and monthly reporting to Ecology should be performed on a regularly scheduled basis. TESC monitoring should be part of the weekly construction team meetings. Temporary and permanent erosion control and drainage measures should be adjusted and maintained, as necessary, at the time of construction. It is our opinion that with the proper implementation of the TESC plans and by field-adjusting appropriate mitigation elements (best management practices) during construction, as recommended by the erosion control inspector, the potential adverse impacts from erosion hazards on the project during construction can be mitigated. GEOTECHNICAL ENGINEERING RECOMMENDATIONS The structural fill placed over the native Vashon recessional outwash encountered at the site is suitable for foundation and pavement support. The following sections provide our recommendations for foundation support, support of slab-on-grade floors and pavements. February 12, 2018: Revised November 6, 2020 SONDERGARRD GEOSCIENCES, PLLC 6 Gayteway Business Park Buildings G Geotechnical Engineering Study Arlington, Washington Site Preparation Site preparation of planned structural fill pads, building foundations, and other areas should include removal of all vegetation and any other deleterious material that has accumulated on the surface of the building pad since the completion of grading activities. Areas where loose surficial soils exist due to grading/grubbing operations should be recompacted in place, or if this is not feasible due to either soil composition or moisture content, the loose soils should be removed and replaced as subsequently recommended for structural fill placement. In our opinion, stable construction slopes should be the responsibility of the contractor and should be determined during construction. For estimating purposes, however, we anticipate that temporary, unsupported cut slopes in the structural fill and medium dense native soils may be made at a maximum slope of 1H:1V (Horizontal:Vertical). Additionally, if ground water seepage is observed, the temporary slopes may need to be readjusted. As is typical with earthwork operations, some sloughing and raveling may occur, and cut slopes may have to be adjusted in the field. In addition, WISHA/OSHA regulations should be followed at all times. Permanent cut slopes in the structural fill or medium dense native sediments must not exceed a 2H:1V inclination. Fill slopes should either be overbuilt and trimmed back to final grade or surface compacted to a specified density. The structural fill and native soils may be subject to disturbance when wet. The contractor must use care during site preparation and excavation operations so that the underlying soils are not softened. If disturbance occurs, the softened soils should be removed and the area brought to grade with structural fill. Consideration should be given to protecting access and staging areas with an appropriate section of crushed rock or asphalt treated base (ATB). Foundation Support Conventional Spread Footings The foundation bearing stratum consists of structural fill compacted to a firm and unyielding condition and spread footings may be used for foundation support. The documented structural fill placed below foundations consists of non-organic soil, free of deleterious materials compacted to at least 95 percent of the modified Proctor maximum dry density, as determined by American Society for Testing and Materials (ASTM): D 1557 and documented in the above referenced AESI field reports. Structural fill below footing areas should extend laterally beyond the footing edges a distance equal to or greater than the depth of the footing but no less than 2 feet. Sediments exposed in footing excavations should be compacted to a firm and unyielding condition prior to footing placement. February 12, 2018: Revised November 6, 2020 SONDERGARRD GEOSCIENCES, PLLC 7 Gayteway Business Park Buildings G Geotechnical Engineering Study Arlington, Washington For footings founded directly upon structural fill, we recommend that an allowable bearing pressure of 2,500 pounds per square foot (psf) be used for design purposes, including both dead and live loads. An increase of one-third may be used for short-term wind or seismic loading. Perimeter footings for the proposed buildings should be buried a minimum of 18 inches into the surrounding soil for frost protection. No minimum burial depth is required for interior footings; however, all no footings should be founded on loose soils. The area bounded by lines extending downward at 1H:1V (Horizontal:Vertical) from any footing must not intersect another footing or intersect a filled area that has not been compacted to at least 95 percent of ASTM:D 1557. In addition, a 1. 5H:1V line extending down from any footing must not daylight because sloughing or raveling may eventually undermine the footing. Thus, footings should not be placed near the edges of steps or cuts in the bearing soils. All footing areas should be observed by SGP prior to placing concrete to verify that the exposed soils can support the design foundation bearing capacity and that construction conforms with the recommendations in this report. Foundation bearing verification may also be required by the governing municipality. Structural Fill If additional structural fill is necessary to establish desired grades, all references to structural fill in this report refer to subgrade preparation, fill type, placement, and compaction of materials as discussed in this section. If a percentage of compaction is specified under another section of this report, the value given in that section should be used. Native soils or imported granular fill, approved by the geotechnical engineer or their representative, or recycled crushed concrete that is less than 3 inches in diameter may be used for structural fill when compacted to a firm and unyielding condition as determined by the geotechnical engineer or engineering geologist. After stripping, planned excavation, and any required over-excavation have been performed to the satisfaction of the geotechnical engineer/engineering geologist, the upper 12 inches of exposed ground should be recompacted to a firm and unyielding condition. If the subgrade contains too much moisture, adequate recompaction may be difficult or impossible to obtain and should probably not be attempted. In lieu of recompaction, the area to receive fill should be blanketed with washed rock or quarry spalls to act as a capillary break between the new fill and the wet subgrade. Where the exposed ground remains soft and further over-excavation is impractical, placement of an engineering stabilization fabric may be necessary to prevent contamination of the free-draining layer by silt migration from below. February 12, 2018: Revised November 6, 2020 SONDERGARRD GEOSCIENCES, PLLC 8 Gayteway Business Park Buildings G Geotechnical Engineering Study Arlington, Washington Foundation Walls All backfill behind foundation walls or around foundation units should be placed as per our recommendations for structural fill and as described in this section of the report. Horizontally backfilled walls, which are free to yield laterally at least 0.1 percent of their height, may be designed to resist active lateral earth pressure represented by an equivalent fluid equal to 35 pounds per cubic foot (pcf). Fully restrained, horizontally backfilled, rigid walls that cannot yield should be designed for an equivalent fluid of 50 pcf. Walls with sloping backfill up to a maximum gradient of 2H:1V should be designed using an equivalent fluid of 55 pcf for yielding conditions or 75 pcf for fully restrained conditions. If parking areas are adjacent to walls, a surcharge equivalent to 2 feet of soil should be added to the wall height in determining lateral design forces. As required by the 2015 IBC, retaining wall design should include a seismic surcharge pressure in addition to the equivalent fluid pressures presented above. Considering the site soils and the recommended wall backfill materials, we recommend a seismic surcharge pressure of 8H and 10H psf, where H is the wall height in feet for the “active” and “at-rest” loading conditions, respectively. The seismic surcharge should be modeled as a rectangular distribution with the resultant applied at the midpoint of the walls. The lateral pressures presented above are based on the conditions of a uniform backfill consisting of excavated on-site soils, or imported structural fill compacted to 90 percent of ASTM:D 1557. A higher degree of compaction is not recommended, as this will increase the pressure acting on the walls. A lower compaction may result in settlement of the slab-on-grade or other structures supported above the walls. Thus, the compaction level is critical and must be tested by our firm during placement. Surcharges from adjacent footings or heavy construction equipment must be added to the above values. Perimeter footing drains should be provided for all retaining walls, as discussed under the “Drainage Considerations” section of this report. It is imperative that proper drainage be provided so that hydrostatic pressures do not develop against the walls. This would involve installation of a minimum 1-foot-wide blanket drain to within 1 foot of finish grade for the full wall height using imported, washed gravel against the walls. Passive Resistance and Friction Factors Lateral loads can be resisted by friction between the foundation and the natural glacial soils or supporting structural fill soils, and by passive earth pressure acting on the buried portions of the foundations. The foundations must be backfilled with structural fill and compacted to at least 95 February 12, 2018: Revised November 6, 2020 SONDERGARRD GEOSCIENCES, PLLC 10 Gayteway Business Park Buildings G Geotechnical Engineering Study Arlington, Washington percent of the maximum dry density to achieve the passive resistance provided below. We recommend the following allowable design parameters: • Passive equivalent fluid = 250 pcf • Coefficient of friction = 0.35 Drainage Considerations All perimeter footing walls should be provided with a drain at the base of the footing elevation. Drains should consist of rigid, perforated, polyvinyl chloride (PVC) pipe surrounded by washed pea gravel. The level of the perforations in the pipe should be set at or slightly below the bottom of the footing and the drains should be constructed with sufficient gradient to allow gravity discharge away from the buildings. Roof and surface runoff should not discharge into the footing drain system but should be handled by a separate, rigid, tightline drain. In planning, exterior grades adjacent to foundations should be sloped downward away from the structures to achieve surface drainage. Pavement Design The following presents our recommendations for design of asphalt pavement design for lighter loaded car traffic and heavier loaded truck traffic at the above referenced site. All areas to be paved should be crowned or sloped to direct storm water flow to the edges of the roadway and parking areas. The subgrade should then be compacted to a dense and nonyielding condition with a minimum 20-ton vibratory roller. Any fill areas should be tested to verify a minimum compaction of 95 percent of the modified Proctor maximum density or to a firm and unyielding condition as determined by the engineering geologist. Prior to application of the recommended pavement section the areas to be paved should be proof-rolled with a fully loaded, tandem axle dump truck. Any soft or yielding areas identified during proof-rolling should be over-excavated and backfilled with structural fill. Both the compaction of the subgrade and the proof-roll should be witnessed and documented by a representative of SGP. Therefore, upon completion of an approved proof roll as discussed above, the minimum pavement section for this project is as follows: Parking Areas (Passenger Cars/Light Vehicles) 4” of base course/top course 2.5” Hot Mix Asphalt (HMA) Class ½” aggregate with a PG 58-22 asphalt binder February 12, 2018: Revised November 6, 2020 SONDERGARRD GEOSCIENCES, PLLC 11 Gayteway Business Park Buildings G Geotechnical Engineering Study Arlington, Washington Drive Lanes /Loading Bays (Trucks/Heavier Vehicles) 6” of base course/top course 4” Hot Mix Asphalt (HMA) Class ½” aggregate with a PG 58-22 asphalt binder The base course/top course rock should be compacted to a dense and unyielding condition. Base course and top course gravel should conform to Washington State Department of Transportation (WSDOT) Specification 9-03.9(3) for crushed surfacing materials. The HMA should be compacted to a minimum 91 percent of the maximum theoretical specific gravity (Rice’s density). PROJECT DESIGN AND CONSTRUCTION MONITORING Our report is based on a general project concept provided by the owner. We recommend that SGP be allowed to review this report and update it as needed when a more detailed project plan has been developed. In this way, we can confirm that our earthwork and foundation recommendations have been properly interpreted and implemented in the design. This review is not included in our current scope of work and budget. We are also available to provide geotechnical recommendations in the event that variations in subsurface conditions become apparent and earthwork monitoring services during construction. The integrity of the foundation system depends on proper site preparation and construction procedures. In addition, engineering decisions may have to be made in the field in the services are not part of this current scope of work. If these services are desired, please let us know, and we will prepare a cost proposal. February 12, 2018: Revised November 6, 2020 SONDERGARRD GEOSCIENCES, PLLC 12 Gayteway Business Park Buildings G Geotechnical Engineering Study Arlington, Washington After recompaction of the exposed ground is approved, or a free-draining rock course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as non-organic soil, acceptable to the geotechnical engineer/engineering geologist, placed in maximum 8-inch loose lifts with each lift being compacted to 95 percent of ASTM:D-1557. In the case of roadway and utility trench filling, the backfill should be placed and compacted in accordance with local codes and standards. The top of the compacted fill should extend horizontally outward a minimum distance of 3 feet beyond the location of the perimeter footings or roadway edges before sloping down at a maximum angle of 2H:1V. The contractor should note that any proposed fill soils must be evaluated by SGP prior to their use in fills. This would require that we have a sample of the material at least 72 hours in advance to perform a Proctor test and determine its field compaction standard. Soils in which the amount of fine-grained material (smaller than the No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture-sensitive. Use of moisture-sensitive soil in structural fills should be limited to favorable dry weather and dry subgrade conditions. Construction equipment traversing the site when the soils are wet can cause considerable disturbance. If fill is placed during wet weather or if proper compaction cannot be obtained, a select import material consisting of a clean, free-draining gravel and/or sand should be used. Free-draining fill consists of non-organic soil with the amount of fine-grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction and at least 25 percent retained on the No. 4 sieve. Slab-on-Grade Floor Support Slab-on-grade floors may be constructed directly on the structural fill placed over the native Recessional Outwash soils. Areas of the slab subgrade that are disturbed (loosened) during construction should be recompacted to an unyielding condition prior to placing the pea gravel, as described below. In order to control moisture vapor transfer through the slab, slab-on-grade floors should be constructed atop a capillary break consisting of a minimum thickness of 4 inches of washed pea gravel, washed crushed rock or other suitable material approved by the geotechnical engineer or engineering geologist. The capillary break should be overlain by a 10-mil (minimum thickness) plastic vapor retarder. February 12, 2018: Revised November 6, 2020 SONDERGARRD GEOSCIENCES, PLLC 9 BUILDING 'B' 78,957 SF FF= 135.00 11.01' 120,680 SF BUILDING 'C' FF= 137.00 ' 246,280 SF FF= 124.50 SF FF= 153.0? 89,000 SF FF= 152.00 GAYTEWAY BUSINESS PARK -CONCEPT OVERALL DEVELOPMENT PLAN SF date: 1/22/19 by: Terraforma Design Group FF= 153.0? X X X X X X X X X X X 21 1 BELLEVUE, WA 98009 PO BOX 1727 PARK LLC GAYTEWAY BUSINESS 21334 GEOTECH MARKUP Title: For: SCALE: 1"=50' BUILDING 'G' 117,796 SF GAYTEWAY BUSINESS PARK © 2020 Microsoft Corporation © 2020 Maxar ©CNES (2020) Distribution Airbus DS © 2020 HERE BUILDING 'F' 116,899 SF R.O.W. DEDICATION associated earth sciences irrcorporaled FIELD REPORT 1of1 911 Fifth Avenue Date Project Name Project No. Kirkland, Washington 98033 6 JUL 16 Gayteway Business Park KE150563A Phone: 425-827-770L Location Municipality Weather Fax: 425- 827-5424 20015 67th Avenue NE Arlington Clear 70's www.aesgeo.com Permit No. DPD No. Report No, 7738 t Engineer/Architect To: GS Venture Partners P.O. Box 1727 Client/Owner Be I levu e, W A 980O9-L7 27 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET / Chris AS REQUESTED BY: CIiENt Earthwork /Superintendent USVET / Chris THE FOLLOWING WAS NOTED: AESI was onsite for a pre-construction meeting and sample pick up for Proctor analysis. Upon our arrival, we met with Chris from GS Venture, and Chris from USVET. Twosamplesoftheon-sitematerial wereobtainedforaProctoranalysis. Thesampleswereobtainedtowardsthe southeast corner and south side of the site. Both the client and contractor informed us that they would contact AESI to schedule a site visit. Copies To: Field Rep Su-Kiet Lieu Date Mailed Principal / PM: Jon Sond LEG v.6/1.4 This document is considered a DRAFT until signed or initialed by an AESI or Manoger associated earth sciences irr.rorporated FIELD REPORT Pa Lof2 911 Fifth Avenue Date Project Name Project No. Kirkland, Washington 98033 14 JUL 16 Ga Business Park KE150563A Phone'. 425-827-7701, Location Municipality Weather Fax: 425- 827-5424 20015 67th Avenue NE Arli n Clear 80's www.aesgeo.com Permit No, DPD No. Report No. 7738 2 Engineer/Architect To: GS Venture Partners P.O. Box 1727 Client/Owner Be I I evu e, W A 98O09-I7 27 GS Venture Partners ArrN: Chris Gayte General Contractor/Superintendent USVET Chris A5 REQUESTED BY: CIiENt Earthwork /Superintendent USVET / Chris THE FOLLOWING WAS NOTED: AESI was onsite for construction monitoring of earthwork activities. Upon our arrival, we met with Chris from USVET. Mass Fill: The earthwork contractor informed us they had placed about 3 to 4 feet of fill along the south side of the proposed building. We observed the subgrade soils along the edge of the fill area consisted of a gravelly sand to sandy gravel that could be penetrated from 1 to 4 inches with a L/2 inch diameter probe rod. The fill material consisted of a dark brown, silty sand, which the contractor informed us was compacted in about 8 to 12 inch lifts with a roller. We did not observe the compaction process. A sampleofthefill material wasobtainedforaProctoranalysis. Basedonthesurveystakes,weestimatedthefill hadbeenplacedto an elevation between 1L3 to 115 feet. The contractor inquired about placing fill against the slopes along the west and south sides of the site. We observed the slopesingeneral wereabout45'(1H:1V) witha4to5feetvertical faceatthetop. Werecommendedthecontractorbenchthe slope in phases at the maximum about 4 feet vertically and raise the fill to the top of the vertical cut before benching another 4 feet vertical cut. Densitv Readines: We performed four in place density readings with results that ranged from 95 to 96% of the maximum dry density, according to ASTM D 1557. We were able to penetrate from 2 to 5 inches on the compacted fill material with a 1/2 inch diameter probe rod. Conclusions: We informed the contractor the area observed today met lhe 95% compaction criteria Reading Location Elevation Max DD DD MC Compact No. (ft) (pcf) ( pcf) (%l (%l L Bldg Area, Mid S Area 115 118.0 7r2.O 10.4 95 2 Bldg Area, S Area 113 118.0 111.9 'J.4.2 95 3 Bldg Area, SSE Area 113 118.0 t72.7 15.0 95 4 Bldg Area, SE 113 118.0 113.6 14.3 96 Copies To: Field Rep Su-Kiet Lieu Date Mailed Principal/ PM: Jon Sond a rd, v.611.4 This document is considered a DRAFT until signed or initioled by on AESI Principol or Project Monoger AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 14 JUL 16 Project No.: KE150563A Permit No. DPD No. 1.> l.'1. .:. i t: l" l \_) .J F.i d x4 t I I i. i I , - ,r) 6 t t Slope Areaj '; { [,]) f.-, Observed fod.ay.. ( , 1{ ,1 l-'r r-\.-*/'"\, Fl Copies To: Field Rep: Su-Kiet Lieu Date Mailed Principal / PM: Jon Sondergaard, LEG v.6/14 This document is considered o DRAFT until signed or initialed by an AESI Principal or Project Manoger associated earth sciences irrcorporated FIELD REPORT Pa Lof2 911 Fifth Avenue Date Project Name Project No. Kirkland, Washington 98033 26 JUL 16 Gayteway Business Park KE150563A Phonei 425-827-770I Location Municipality Weather Fax: 425-827-5424 20015 57th Avenue NE Arlington Clear 80's www.aesgeo.com Permit No, DPD No. Report No. 7738 3 Engineer/Architect To: GS Venture Partners P.O. Box 1727 Client/Owner Bellevue, WA 98009-L727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET / Chris A5 REQUESTED BY: contractor Earthwork /Superintendent USVET / Chris THE FOI IOWING WAS NOTED AESI was onsite for construction monitoring of earthwork activities. Upon our arrival, we met with Chris from USVET. Mass Fill: The earthwork contractor informed us they had placed about 4 to 6 feet of fill along the middle and southeast areas of the site. The middle area was within the proposed building footprint and the southeast area was mainly within the proposed parking area. Weobservedthesubgradesoilsalongtheedgesofthefill areaconsistedofagravellysandtosandygravel thatcouldbe penetrated from 1 to 4 inches with a L/2 inch diameter probe rod. Fill material consisted of a sand and gravel for the southeast portion, and sand for the middle portion; which the contractor informed us was compacted in about 8 to 12 inch lifts with a sheeps footroller' Wedidnotobservethecompactionprocess. AsampleofthesandwasobtainedforaProctoranalysis. Basedonthe survey stakes, we estimated the fill had been placed to an elevation between 111 and L13 feet at the southeast, and between 114 and 119 feet at the middle. We observed signs the slope areas along the south and east sides of the site were benched in phases as fill placement occurred. ThecontractorinformedustheyhadbeenbenchingthelH:lVslopewith4feetvertical cutsandremainingvegetation along the slope areas would be removed as benching progresses up the slope. Densitv Readings: We performed eight in place density readings with results that ranged from 95 to 98% of the maximum dry density, according to ASTM D 1557. We were able to penetrate from 2 to 5 inches on the compacted fill material with a t/2 inch diameter probe rod. Conclusions: We informed the contractor the area observed today met the 95% compaction criteria. Reading Location Elevation Max DD DD MC Compact No. (ft) (pcf) (pcf) (%l l%l 1 SE Portion of SE Fill Area !7L r28.3 r23.0 7.L 96 2 E Portion of SE FillArea 171, 122.1 L20.6 6.5 98 3 Mid Portion of SE Fill Area tr2 L28.3 723.2 6.2 96 4 NW Portion of SE Fill Area 113 122.1, t20.7 6.7 98 5 W Portion of SE Fill Area 113 128.3 123.5 4.9 96 6 N Portion of Mid Fill Area 1.1.4 103.5 99.8 4.7 96 7 Mid Portion of Mid Fill Area 777 103.5 100.9 s.9 97 8 S Portion of Mid Fill Area I79 722.1 119.9 6.3 98 Copies To: Field Rep: Su-Kiet Lieu Date Mailed Principal/ PM Jon Sondergaard, LEG .w v.6h4 This document is considered o DRAFT until signed or initialed by an AESI Principal or Project Monager AESI FIELD REPORT Page2 of 2 To: Project Name Gayteway Business Park Date: 26 JUL 16 Project No.: KE1s0563A Permit No. DPD No. Ac /^'- ---'---- L-J I c3 V ll tr Copies To: Field Rep Su-Kiet Lieu Date Mailed: Principal / PM: Jon Sondergaard, LEG v. 6/1.4 This document is considered a DRAFT until signed or initialed by an AES| Principal or Project Manoger associated earth sciences irrcot'porated FIELD REPORT lofZ 911 Fifth Avenue Date Project Name Project No. ( Kirkland, Washington 98033 1 AUG 16 Gayteway Business Park KE150563A Phonei 425-827-770L Location Mtinicipality Weather Fax: 425- 827-5424 20015 67th Avenue NE Arlington Clear 80's www.aesgeo.com Permit No. DPD No, Report No. t738 4 Engineer/Architect To: GS Venture Partners P.O. Box 7727 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ArrN: Chris Gayte General Contractor/Superintendent USVET / Chris AS REQUESTED BY: CONTTACTOT Earthwork /Superintendent USVET / Chris THE FOLLOWI WAS NOTED: ,:l AESI was onsite for construction monitoring of earthwork activities. Upon our arrival, we met with Chris from USVET. Mass Fill: The earthwork contractor informed us they had placed about 1 to 3 feet of fill along the southeast and east areas of the site. Both the southeast and east areas were mainly within the proposed parking areas. We observed the subgrade soils along the edges of the fill area consisted of a gravelly sand to sandy gravel that could be penetrated from 1to 4 inches with a 1/2 inch diameterproberod. Fill material consistedof asandandgravel fromthesouthsideofthesite. Thecontractorinformedusthefill was compacted in about 8 to 12 inch lifts with a sheeps foot roller. We did not observe the compaction process. Based on the survey stakes, we estimated the fill had been placed to an elevation between 1L2 and 117 feet at the southeast, and between L1L and 1"1.3 feet at the east. Densitv Readings: We performed seven in place density readings with results that ranged from 95 lo 99o/o of the maximum dry density, according to ASTM D 1557. We were able to penetrate from 1 to 4 inches on the compacted fill material with a 7/2 inch diameter probe rod. Conclusions: We informed the contractor the area observed today met the 95% compaction criteria. Reading Location Elevation Max DD DD MC Compact No. (ft) (pcf) ( pcf) (%) %t 1, SE Portion of SE Fill Area LL4 128.3 T2T.8 7.0 95 2 SW Portion of SE Fill Area 118 r28.3 724.2 8.9 97 3 Mid Portion of SE Fill Area L1,4 r28.3 \27.4 9.9 95 4 NW Portion of SE Fill Area 1,r7 r28.3 126.6 5.2 99 5 NE Portion of SE Fill Area II2 r28.3 125.s 8.3 98 6 S Portion of E Fill Area 111 128.3 12r.8 5.9 95 7 N Portion of E Fill Area 113 r28.3 12L.6 8.4 95 Copies To: Field Rep: Su-Kiet Lieu Date Mailed Principal / PM: Jon Sondergaard, v.611.4 This document is considered o DRAFT until signed or initioled by an or Project Monager AESI FIELD REPORT Page 2 of 2 To: Project Name Gayteway Business Park Date: 1 AUG 16 Project No.: KE150563A Permit No. DPD No. ,1 ' 'r t- I t t I I I 1.- (> ,/ ---" r -. -. 1,1 i rl l n Copies To: Field Rep Su-Kiet Lieu Date Mailed Principal / PM: Jon Sondergaard, LEG v.6/t4 This document is considered o DRAFT until signed or initialed by on AES| Principol or Project Monoger associated earth sciences irrcorporated FIELD REPORT Page L of 2 911 Fifth Avenue Date Proiect Name Project No. Kirkland, Washington 98033 4 AUG 16 Gayteway Business Park KE150563A Phone: 425-827-7701 Location Municipality Weather Fax: 425- 827-5424 2OOL5 67th Avenue NE Arlington Clear 80's www.aesgeo.com Permit No. DPD No. Report No. 1738 5 Engineer/Architect To: GS Venture Partners P.O. Box L727 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET / Cfrris AS REQUESTED BY: CONTTACTOT Ea rthwork /Superintendent USVET / Chris THE FOLLOWING WAS NOTED AESI was onsite for construction monitoring of earthwork activities. Upon our arrival, we met with Chris from USVET. Mass Fill: The earthwork contractor informed us they had placed about 1 to 4 feet of fill along the southeast and east areas of the site' The southeast fill area was under proposed parking and road areas, and the east fill area was within the proposed slope area. We observed the subgrade soils along the edges of the fill area consisted of a gravelly sand to sandy gravel that could be penetrated from 1 to 4 inches with a 1/2 inch diameter probe rod. Fill material for the southeast area consisted of a sand and gravel from the south side of the site, while fill material forthe east fill area consisted of a silty sand, with some organics from the north side of the site. The contractor informed us the fill was compacted in about 8 to 12 inch lifts with a sheeps foot roller. We did not observe the compaction process. Based on the survey stakes, we estimated the fill had been placed to an elevation between 111 and j.18 feet at the southeast, and between 111 and tI7 feet at the east. We recommended to the contractor that the use of soils with some organics was acceptable under the areas that are not slopes, provided the soils with organics are spread throughout the site; however, soils with organics should not be used exclusively on slope areas. Densitv Readings: We performed six in place density readings with results that ranged from 95 to 96% of the maximum dry density, according to ASTM D 1557. We were able to penetrate from 1 to 5 inches on the compacted fill material with a t/2 inch diameter probe rod. Conclusions: We informed the contractorthe area southeast area observed today metthe 95% compaction criteria. We also recommended the contractor not place soils with organics exclusively on proposed slope areas. Reading Location Elevation Max DD DD MC Compact No. (ft) ( Pcf) (pcf) (%l (%l 1 SE Portion of SE Fill Area 116 722.1 r75.7 8.3 95 2 S Portion of SE Fill Area TLl 128.3 L22.5 8.8 95 3 SW Portion of SE Fill Area 118 t22.1 115.9 6.4 96 4 W Portion of SE Fill Area 714 122.t 1L7.3 6.7 96 5 N Portion of 5E Fill Area IT2 r22.1 775.4 8.2 95 6 NE Portion of SE Fill Area 111 122.I r77.4 8.8 96 Copies To: Field Rep Su-Kiet Lieu Date Mailed Principal/ PM: Jon Sonde ard LEG v. 6/1,4 This document is considered a DRAFT until signed or initialed by on AESI Principal Monager AESI FIELD REPORT Page 2 of 2 To: Project Name Gayteway Business Park Date: 4 AUG 16 Project No.: KE150563A Permit No. DPD No. o! ll /_-\ /t-'\-r'"\ !l Copies To: Field Rep Su-Kiet Lieu Date Mailed Principal / PM: Jon Sondergaard, LEG v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Principol or Project Monager associated earth sciences incorporated FIELD REPORT Page 1 of 2 911 Fifth Avenue Date Project Name Project No. Kirkland, Washington 98033 16 AUG 16 Gayteway Business Park KE150563A Phone: 425-827-770I Location Municipality Weather Fax: 425- 827-5424 200L5 67th Avenue NE Arlington Clear 80's www.aesgeo.com Permit No. DPD No. Report No L738 6 Engineer/Architect To: GS Venture Partners P.O. Box 1727 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ArrN: Chris Gayte Genera I Contractor/Superintendent USVET / Chris AS REQUESTED BY: contractor Earthwork /Superintendent USVET / Chris THE FOLLOWING WAS NOTED: AESI was onsite for construction monitoring of earthwork activities Upon our arrival, we met with Chris from USVET Mass Fill: The earthwork contractor informed us they had placed about 1 to 4 feet of fill along the middle, southeast and east areas of the site. The middle fill area was within the building footprint, the southeast fill area was under proposed parking and road areas, andtheeastfill areawaswithintheproposedslopearea. Weobservedthesubgradesoilsalongtheedgesofthefill areaconsisted ofagravellysandtosandygravel thatcouldbepenetratedfromlto4incheswilhal/2inchdiameterproberod. Fill material for the areas observed today consisted of a sand and gravel from the south side of the site. The contractor informed us the fill was compacted in about 4 to 8 inch lifts with a smooth drum roller. We did not observe the compaction process. Based on the survey stakes, we estimated the fill areas observed today had been placed to an elevation between 114 and 120 feet. The contractor informed us that they were distributing and mixing some of the soils with organics in thin lifts throughout the fill areas to prevent from concentrating organic laden soils under proposed slope areas. Densitv Readings: We performed seven in place density readings with results that ranged from 95 lo 97% of the maximum dry density, according to ASTM D 1557. We were able to penetrate from 1 to 5 inches on the compacted fill material with a 1/2 inch diameter probe rod. Conclusions: We informed the contractor the fill areas observed today met the 95% compaction criteria Reading Location Elevation Max DD DD MC Compact No. (ft) (Pcf) (pcf) (%l t%t 7 SE Portion of SE Fill Area r20 t28.3 rzt.3 5.1 95 2 S Portion of SE Fill Area TT4 128.3 I2L,4 5.9 95 3 E Portion of Mid Fill Area r.18 L28.3 I24.7 3.0 96 4 Mid Portion of Mid Fill Area 177 103.5 98.0 L2.8 95 5 W Portion of Mid Fill Area 115 L22.7 1,r8.2 6.6 97 6 Mid Portion of E Fill Area LL4 128.3 r22.5 4.9 95 7 S Portion of E Fill Area 776 r28.3 r22.9 5.3 95 Copies To: Field Rep: Su-Kiet Lieu Date Mailed Principal/ PM ion Sondergaard, L,u-p v.6/1.4 This document is considered a DRAFT until signed or initioled by an AESI Principo! or Project Mandger AESI FIELD REPORT Page2 of 2 To: Project Name Gayteway Business Park Date: 16 AUG 16 Project No.: KE150s63A Permit No. DPD No. *! ll ft f\'-'^t- n cuVtllr ftrr"r $mFE!!+ XE Cct tccto! tlll req! 2d l!.. Sr rllt iar *tJlratglt 90Lrt t.aot r. ot llral2,!t t{. tt. l:116.l{ c!, tc. r€att.tt cr. !d, l?t31.21 *. ra.*t rc-I lllalr,2t f{, tt- tlttl.}l eo. td, llt1r.tl au. t!, l?t!{,rt *. td.*} laa-&Jntrr" Copies To: Field Rep Su-Kiet Lieu Date Mailed Principal/ PM: Jon Sondergaard, LEG v.6/14 This document is considered a DRAFT until signed or initioled by on AESI Principal or Project Monoger associated earth sciences irrcorporated FIELD REPORT P tof2 911 Fifth Avenue Date Project Name Project No. Kirkland, Washington 98033 19 AUG 16 Gayteway Business Park KE150563A Phone: 425-827-770I Location Municipality Weather Fax: 425- 827-5424 20015 67th Avenue NE Arlington Clear 80's www.aesgeo.com Permit No. DPD No. Report No. 1738 7 Engineer/Architect To: GS Venture Partners P.O. Box L727 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ArrN: Chris Gayte General Contractor/Superintendent USVET / Chris AS REQUESTED BY: contractor Earthwork /Superintendent USVET / Chris THE FOLLOWING WAS NOTED: AESI was onsite for construction monitoring of earthwork activities. Upon our arrival, we met with Chris from USVET. Mass Fill: Theearthworkcontractorinformedustheyhadplacedfill alongthemiddle,southeastandeastareasofthesite. The middle fill area was within the building footprint, the southeast fill area was under proposed parking and road areas, and the east fill area was within the proposed slope area. We observed the contractor was in the process of placing fill along the northwest portions ofthesitebutwereinformedthattheydidnotintendtocompacttheareauntil Monday. Fill material fortheareasobservedtoday consisted of a sand and gravel from the south and southwest areas of the site. The contractor informed us the fill was compacted in about 4 to 8 inch lifts with a smooth drum roller. We did not observe the compaction process. Based on the survey stakes, we estimated the fill areas observed today had been placed to an elevation between 115 and 126 feet. The contractor informed us that they were distributing and mixing some of the soils with organics in thin lifts throughout thefill areastopreventfromconcentratingorganicladensoilsunderproposedslopeareas. Weobservedsomeofthelargersized roots were separated from the fill areas. Densitv Readings: We performed five in place density readings with results that ranged from 95 to 96% of the maximum dry density, according to ASTM D 1557. We were able to penetrate from L to 5 inches on the compacted fill material with a 1/2 inch diameter probe rod. Conclusions: We informed the contractor the fill areas observed today met the 95% compaction criteria Reading Location Elevation Max DD DD MC Compact No. (ft) {pcf) (pcf) (%l (%l 1. SE Portion of SE Fill Area L21, r28.3 r22.6 5.7 95 2 S Portion of SE Fill Area 'J.21 128.3 123.0 6.8 96 3 SE Portion of SE Fill Area 126 128.3 122.0 6.1 95 4 E Portion of Mid Fill Area 119 122.7 1.t7.2 s.0 96 5 W Portion of Mid Fill Area 115 T22.I 115.4 5.1 95 Copies To: Field Rep Su-Kiet Lieu Date Mailed Principal / PM: Jon Sond v.6/1.4 This document is considered a DRAFT until signed or initioled by an AES| principal or project Manager AESI FIELD REPORT Page 2 of 2 To: Project Name Gayteway Business Park Date: 19 AUG 16 Project No.: KE150563A Permit No. DPD No. oil tl { tr euvtltl &lnry IE xc Ctr lac:o! r!l: 160. 2d &.. Cat rlrl ibr tue reartt vgLral 1,6of Lm lrralr,t, !{. rr C!. !o, ,a2lr.a{ Ic. rd, l?ltl,ll er. ln.O(t E-I =F=L !?Ialt.r: t{. tt- E!lt.* Cu. td, tttlr.tr :r. rd, l!t:{.Zt *. rr.*et taa-t3 -3tt-7 Copies To: Field Rep Su-Kiet Lieu Date Mailed Principal / PM: Jon Sondergaard, LEG v.6/1.4 This document is considered a DRAFT until signed or initioled by an AES| Principol or Project Manoger associated earth sciences incorporated FIELD REPORT 7of2 911 Fifth Avenue Date Project Name Project No. Kirkland, Washington 98033 8-23-16 Gavteway Business Park KE150563A Phone: 425-827-77O1 Iocation Municipality Weather Fax: 425- 827-5424 20015 67th Avenue NE Arlington Clear 80's www.aesgeo.com Permit No. DPD No. Report No, t13N 8 Engineer/Architect ro: GS Venture Partners P.O. Box1727 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ArrN: Chris Gayte General Contractor/Superintendent USVET / Chris Earthwork /Superintendent AS REQUESTED BY: CONTTACTOT USVET / Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time, at the request of the client, for construction monitoring of earthwork activities for the "Gayteway Business Park" project. Upon our arrival, we met with Chris from USVET. Mass Gradins Trending generally north to south, the earthwork contractor continued mass grading processes for the proposed building pad and east parking areas. Using a large excavator, off-road dump truck, and belly load scraper assembly, the contractor placed approximately 2-3' of material (over the course of two days) near the NW and SW corners of the building area. Per prior recommendations, the material (generally brown gravelly SAND with trace silts/excavated from south margins of property) was wet to atfnear optimum moisture levels (via large water truck) before being compacted/re-compacted (as recommended) in a series of 8-10" loose lifts via vibrator roller (complete process not observed). The compacted fill appeared firm/unyielding (during time of observation)withcorrespondingT-probedepthsof2-4"respectively. AESIconductedaseriesofinplacedensityteststoconfirmthe specified minimum compaction for the structural area (95% ASTM 1557). The contractor was notified of all density results listed below. See Figure 1. Results DT1 Grading/See Figure 1 -6 5.3 122 728.3 95.1 DT2 Grading/See Figure 1 -6 6.1 122.6 128.3 95.6 DT3 Grading/See Fisure 1 -6 6.3 L23.I 128.3 95.9 DT4 Grading/See Figure 1 -6 5.8 t22.s I28.3 9s.5 DT5 Gradine/See Figure 1 -10 6.8 r22.7 128.3 95.2 DT6 Gradinglsee Figure 1 10 7 t22.4 I28.3 95.4 DT7 Grading/See Fisure 1 -10 6.6 r23.2 728.3 96.0 DT8 Grading/See Figure 1 10 7.3 122.4 t28.3 95.4 Copies To: Distribution Field Rep: Jon D. Hansen, Sr. Staff Geologist AUG 2 6 2016 Date Mailed: Principal / PM: Jon Sondergaard, LEG 4 " v.6/L4 This document is considered a DRAFT until signed or initialed by an AESI Principal;(r Project Monager AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 8-23-16 Project No.: KE150563A Permit No. DPD No. Figure 1 Copies To: Field Rep Su-Kiet Lieu Date Mailed Principal / PM: Jon Sondergaard, LEG /1, v.6/14 This document is considered a DRAFT until signed or initialed by an AESI erncipo$r eropct Manoger associated earth sciences incorporated FIELD REPORT tof2 911 Fifth Avenue Date Proiect Name Project No. Kirkland, Washington 98033 8-24-76 Gayteway Business Park KE150563A Phone: 425-827-770I Location Municipality Weather Fax: 425- 827-5424 2A075 67th Avenue NE Arlington Sunny 70's www.aesgeo.com Permit No. DPD No. Report No. t13 8 9 Engineer/Architect ro: GS Venture Partners P.O, Box 7727 Client/Owner Bellevue, W A 98009-17 27 GS Venture Partners ArrN: Chris Gayte General Contractorfuperintendent USVET / Chris AS REQUESTED BY: CONTTACTOT Earthwork /Superintendent USVET / Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time, at the request of the client, for construction monitoring of earthwork activities for the "Gayteway Business Park" project. Upon our arrival, we met with Chris from USVET. Mass Gradins Trending generally north to south, the earthwork contractor continued mass grading processes for the proposed building pad and east parking areas. Using a large excavator, off-road dump truck, and belly load scraper assembly, the contractor placed approximately 2' of material (over the course of two days) near the NW and central portions of the building area. per prior recommendations, the material (generally brownish gray SAND with trace silts and gravels/excavated from south margins of property) was wet to at/near optimum moisture levels (via large water truck) before being compacted/re-compacted (as recommended) in a series of 8-10" loose lifts via vibrator roller (complete process not observed). The compacted fill appeared firm/unyielding (during time of observation) with corresponding T-probe depths of 2-4" respectively. AESI conducted a series of in place density tests to confirm the specified minimum compaction for the structural area (95% ASfM 1557). The contractor was notified of all density results listed below. See Figure 1. Results DT1 Grading/See Figure 1 -4 5.1 7t6 t22.7 9s.0 DT2 Grading/See Figure 1 -4 5.5 176.7 122.1 95.6 DT3 Grading/See Figure 1 -5 6.3 7L6.6 722.1 95.5 DT4 Grading/See Figure 1 -5 5.7 tt7.t 722.I 95.9 DT5 Grading/See Figure 1 -4 5.3 116.s tzz.t 95.4 DT6 Grading/See Figure 1 -4 5.8 L17.3 122.I 96.1" DT7 Grading/See Fisure 1 -4 5.5 116.4 722.1 95.3 Copies To: Distribution Field Rep Jon D. Hansen, 5r. Staff Geologist AUG 2I 2016 Date Mailed Principal / PM: Jon Sondergaard,LEG /1. v.61L4 This document is considered o DRAFT until signed or initialed by an AESI Principa/or Project Manager ( AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 8-24-L6 Project No.: KE150563A Permit No DPD No. Figure 1 Copies To: Field Rep: Su-Kiet Lieu Date Mailed Principal / PM: Jon Sondergaard, LEG v.6/1-4 This document is considered a DRAFT unti! signed or initioled by an AES| or Project Monager associated earth sciences incorporated FIELD REPORT tof2 911 Fifth Avenue Date Proiect Name Project No, Kirkland, Washington 98033 8-30-16 Gayteway Business Park KE150563A Phone: 425-827-770! Location Municipality Weather Fax: 425- 827-5424 20015 67th Avenue NE Arlinston Cloudy 60's www.aesgeo.com Permit No.n3d DPD No. Report No. L0 Engineer/Architect To: GS Venture Partners P.O.BoxL727 Client/0wner Bellevue wA 98009-L727 GS Venture Partners ArrN: Chris Gayte General Contractor/Superintendent USVET / Chris AS REQUESTED BY: CONTTACTOT Earthwork /Superintendent USVET / Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time, at the request of the client, for construction monitoring of earthwork activities for the "Gayteway Business Park" project. Upon our arrival, we met with Chris from USVET. Mass Gradins Trending generally north to south, the earthwork contractor continued mass grading processes for the proposed building pad and east parking areas. Using a large excavator, off-road dump truc( and belly load scraper assembly, the contractor placed approximately 2' of material (from previous site to now) near the NE and central portions of the building area. per prior recommendations, the material (generally brownish gray SAND with trace silts and gravels/excavated from south margins of property) was wet to at/near optimum moisture levels (via large water truck) before being compacted/re-compacted (as recommended) in a series of 8-10" loose lifts via vibrator roller (complete process not observed). The compacted fill appeared firm/unyielding (during time of observation) with corresponding T-probe depths of 2-4" respectively. AESI conducted a series of in place density tests to confirm the specified minimum compaction for the structural area (9S%ASTM 1557). The contractor was notified of all density results listed below. See Figure 1. Results DT1 Gradine/See Figure 1 -3 6.3 116.9 722.L 95.7 DT2 Grading/See Figure 1 -3 6 7L6.2 122.1 9s.2 DT3 Grading/See Figure L -8 5.4 115.s L22.t 95.4 DT4 Grading/See Figure l. -5 7.1 TL7.4 L22.L 96.2 DT5 Grading/See Figure 1 -3 6.8 777 L22.1 95.8 DT6 Gradine/See Fisure 1 -3 6.5 177.4 122.t 96.2 Dr7 Grading/See Figure l. -3 7.3 116.8 I22.1 95.7 DT8 Grading/See Figure L -2 7.7 116.3 t22.t 95.2 Copies To: Distribution Field Rep Jon D. Hansen, 5r. Staff Geologist sEP 0 6 2016 Date Mailed Principal / PM: Jon LEG v.6/t4 This document is considered a DMFT until signed or initialed by an AESI or Project Manager AESI FIELD REPORT Page 2 of 2 To: Project Name Gayteway Business Park Date: 8-30-16 Project No.: KE1sos63A Permit No. DPD No. Figure 1 Copies To: Field Rep Su-Kiet Lieu Date Mailed Principal / PM: Jon Sondergaard, LEG v.6/14 This document is considered a DMFT until signed or initioled by an AESI or Project Manoger associated earth sciences irrcorporated FIELD REPORT tof2 911 Fifth Avenue Date Project Name Project No. Kirkland, Washington 98033 9-1-16 Gayteway Business Park KE150563A Phone: 425-827-7707 Location Municipality Weather Fax: 425-827-5424 20015 67th Avenue NE Arlington Cloudy 60's www.aesgeo.com Permit No. DPD No. Report No. 11 3V 17 Engineer/Architect ro: GS Venture Partners P.O. Box!727 Client/Owner Bellevue, WA 98009-L727 GS Venture Partners ArrN: Chris GaVte General ContractorAuperintendent USVET / Chris AS REQUESTED BY: CONTTACTOT Earthwork /Superintendent USVET / Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time, at the request of the client, for construction monitoring of earthwork activities for the "Gayteway Business Park" project. Upon our arrival, we met with Chris from USVET. Mass Gradine Trending generally north to south, the earthwork contractor continued mass grading processes for the proposed building pad and east parking areas. Using a large excavator, off-road dump truck, and belly load scraper assembly, the contractor placed approximately 2-3' of material (from previous site to now) near the NW and SE portions of the building area. per prior recommendations, the material (generally brownish gray SAND with trace silts and gravels/excavated from southwest margins of property) was wet to at/near optimum moisture levels (via large water truck) before being compacted/re-compacted (as recommended) in a series of 8-10" loose lifts via vibrator roller (complete process not observed). The compacted fill appeared firm/unyielding (during time of observation) with corresponding T-probe depths of 2-4" respectively. AESI conducted a series of in place density tests to confirm the specified minimum compaction for the structural area (95% ASTM 1557). The contractor was notified of all density results listed below. See Figure 1. Results Test # Location Depth {ft below fss) % Moist Density (pcfl Proctor {pcf} % Compaction DT1 Grading/See Figure 1 J 6.4 7r7.1 122.L 95.9 DT2 Grading/See Figure 1 ) 6.9 1"18.3 122.L 96.9 DT3 Grading/See Figure 1 ) 7.3 t\7.5 722.1 96.2 DT4 Grading/See Figure L -2 7 116.3 722.7 95.2 DT5 Grading/See Figure 1 -2 5.7 1"1"6 122.1 95.0 DT6 Gradlng/See Figure 1 -5 5.1 116.4 722.r 95.3 DT7 Grading/See Figure 1 -2 5.4 116.3 722.7 95.2 *Depths based on available hub elevation data Copies To: Distribution Field Rep Jon D. Hansen, Sr. Staff Geologist Date Mailed: SEP tr 5 2Oi6 Principal / PM: Jon Sondergaard, LEG I v.6/L4 This document is considered o DRAFT until signed or initioled by on AfSt frincip{t or irolect Manager AESI FIELD REPORT Page2 of 2 To: Project Name Gayteway Business Park Date: 8-30-16 Project No.: KE150563A Permit No. DPD No. Figure 1 Copies To: Field Rep {frIs Ir}a Date Mailed Principal / PM: Jon Sondergaa rd, LEG fl1 v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Princip{ or Project Mdnager associated earth sciences irrcorporated FIELD REPORT lot2 911. Fifth Avenue Date Project Name Project No. Kirkland, Washington 98033 9-6-16 Gayteway Business Park KE150563A Phone: 425-827-7701 Location Municipality Weather Fax: 425-827-5424 20015 67th Avenue NE Arlinston Cloudy 60's www.aesgeo.com Permit No. DPD No. Report No, t2 3y t2 Engineer/Architect ro: GS Venture Partners P.O. BoxL727 Client/Owner Bellevue wA980A9-1727 GS Venture Partners ArrN: Chris GaVte General Contractor/Superintendent USVET/ Chris AS REQUESTED BY: CONTTACTOT Earthwork /Superintendent USVET / Chris THE FOLLOWING WAS NOTED: AESI wasonsitepart-time,attherequestoftheclient, forconstructionmonitoringof earthworkactivitiesforthe "Gayteway Business Park" project. Upon our arrival, we met with Chris from USVET. Mass Gradins Trending generally north to south, the earthwork contractor continued mass grading processes for the proposed building pad and east parking areas. Using a large excavator, off-road dump truck, and belly load scraper assembly, the contractor placed approximately 1-2' of material (from previous site to now) near the NW and SE portions of the building area. per prior recommendations, the material (generally brownish gray SAND with trace silts and gravels/excavated from southwest margins of property) was wet to at/near optimum moisture levels (via large water truck) before being compacted/re-compacted (as recommended) in a series of 8-10" loose lifts via vibrator roller (complete process not observed). The compacted fill appeared firm/unyielding (during time of observation) with corresponding T-probe depths of 3-4" respectively. AESI conducted a series of in place density tests to confirm the specified minimum compaction for the structural area (95% ASTM 1-557). The contractor was notified of all density results listed below. See Figure 1. Results Test # Location Depth {ft below fse} % Moist Densitv {pcf} Proctor (pcf) % Compaction DT1 Grading/See Figure 1 -3 6.5 r17.2 722.1 96.0 DT2 Grading/See Figure 1 -3 7.7 177 722.1 95.8 DT3 Grading/See Figure 1 -3 6.3 116.3 722.1 95.2 DT4 Grading/See Figure 1 -3 1.16.\ 122.r 95.1 DT5 Grading/See Figure 1 -3 6.4 177.2 L22.L 96.0 DT5 Grading/See Figure 1 -2 5.3 116.8 122.7 95.7 DT7 Grading/See Fisure 1 --L 5.5 r18.2 722.1 96.8 DT8 Grading/See Figure 1 -1 5.8 717.4 722.1 96.2 DT9 Grading/See Figure 1 1 6.6 't"17.9 I22,7 95.5 *Depths based on available in-field elevation data Copies To: Distribution Field Rep Jon D. Hansen, 5r. Staff Geologist sEP I 5 2{jl5 Date Mailed Principal/ PM: Jon Sondergaard, LEG Q1 v.6lL4 This document is considered a DRAFT until signed or initialed by on AESI Princin{ or Project Mandger AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 9-6-16 Project No.: KE150553A Permit No. DPD No. Figure I Copies To: Field Rep: Iiba Date Mailed: Princlpal / PM: Jon Sondergaa LEG v.6/74 This document is considered a DRAF| untit signed or initialed by an AESI principa! Project Manoget associated earth sciences irrcorporated FIELD REPORT tol 2 911 Fifth Avenue Date Project Name Project No. Kirkland, Washington 98033 9-8-1"6 Gayteway Business Park KE1505634 Phone: 425-877-770L Location Municipality Weather Fax: 425- 827-5424 20015 67th Avenue NE Arlington Cloudy 60's www.aesgeo.com t"''* DPD No. Report No. g Tti B 13 Engineer/Architect ro: GS Venture Partners P.O. Box L727 Client/Owner Bellevue, W A 98009-1727 GS Venture Partners ArrN: Chris Gayte General Contractor/Superintendent USVET / Chris AS REqUESTED BY: cOntraCtOr Earthwork /Superintendent USVET / Chris THE FOLLOWIN G WAS NOTED: AESI wasonsitepart-time,attherequestoftheclient, forconstructionmonitoringofearthworkactivitiesforthe "Gayteway Business Park" project. Upon our arrival, we met with Chris from USVET. Mass Gradins Trending generally north to south, the earthwork contractor continued mass grading processes for the proposed building pad and adjacent parking areas. Using a large excavator, off-road dump truck, and belly load scraper assembly, the contractor placed approximatelyl-2'ofmaterial (fromprevioussitevisittonow) nearthenortheastandcentral portionsofthebuildingarea. per prior recommendations, the material (generally brownish gray SAND with trace silts and gravels/excavated from southwest margins of property) was wet to at/near optimum moisture levels (via large water truck) before being compacted/re-compacted (as recommended) in a series of 8-10" loose lifts via vibrator roller (complete process not observed). The compacted fill appeared firm/unyielding (during time of observation) with corresponding T-probe depths of 3-5" respectively. AESI conducted a series of in place density tests to confirm the specified minimum compaction for the structural area (95% ASTM 1557). The contractor was notified of alt density results listed below. See Figure 1. Results Test # Location Depth {ft below fsg} % Moist Densitv {oc{i Froctor (pcf) % Compaction DT1 Grading/See Figure 1 1 7.1 1"16.2 722.1, 95.2 DT2 Grading/See Figure 1 1 7.7 716 122.r 9s.0 DT3 GradinglSee Figure 1 -2 5.8 117.4 122.1 96.2 DT4 Grading/See Figure 1 -2 6.2 118.3 722.1 96.9 DT5 Grading/See Figure 1 -2 6 1 18.1 122.1" 96.7 DT6 Grading/See Figure 1 -4 7.r 116.6 122.1 95.5 Dr7 Grading/See Figure 1 -4 7.3 It1.1 I22.L 95.9 *Depths based on available in-field elevation data Copies To: Distribution Field Rep: Jon D. Hansen, Sr. Staff Geologist sEP I 5 2016 Date Mailed: Principal,/ PM: Jon LEG v.6/L4 This document is considered a DRAFT until signed or initialed by on AESI or Project Manager AESI FIELD REPORT Page2of 2 To: Project Name Gayteway Business Park Date: 9-8-16 Project No.: KE1505634 Permit No. DPD No. Figure 1 Copies To: Field Rep: %r Jo* L}a^ Date Mailed: Princlpal / PM: Jon Sondergaard, LEG v.6/14 This document is considered o DRAFT unti! signed or lnttialed by an AESI Principalor project Manager associated earth sciences irrcorporated FIELD REPORT tol 2 9LL Fifth Avenue Date Project Name Project No. Kirkland, Washington 98033 9-13-16 Gayteway Business Park KE150563A Phone: 425-827-77OL Location Municipality weather Fax: 425-827-5424 20015 67th Avenue NE Arlington Sunny 60's www.aesgeo.com Permit No. DPD No. Report No. l" 3 X 74 Engineer/Architect ro: GS Venture Partners ?.O. Box1727 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ArrN: Chris Gayte General Contractor/Superintendent USVET / Chris AS REQUESTED BY: CONTTACTOT Earthwork /Superintendent USVET / Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time, at the request of the client, for construction monitoring of earthwork activities for the "Gayteway Business Park" project. Upon our arrival, we met with Chris from USVET. Mass Gradins Trending generally north to south, the earthwork contractor continued mass grading processes for the proposed building pad and adjacent parking areas. Using a large excavator, off-road dump truck, and belly load scraper assembly, the contractor placed approximatelyl'of material (fromprevioussitevisittonow) nearthenortheastandnorthwestportionsofthebuildingarea. per prior recommendations, the material (generally brownish gray SAND with trace silts and gravels/excavated from southwest margins of property) was wet to at/near optimum moisture levels (via large water truck) before being compacted/re-compacted (as recommended) in a series of 8-10" loose lifts via vibrator roller (complete process not observed). The compacted fill appeared firm/unyielding (during time of observation) with corresponding T-probe depths of 2-4" respectively. AESI conducted a series of in place density tests to confirm the specified minimum compaction for the structural area (95% ASTM 1557). The contractor was notifiedof all densityresultslistedbelow. Thecontractorinformedusthattheywouldtemporarilydiscontinuefill processesuntil another off-road dump truck assembly was brought onsite (previous truck sold), The contractor anticipates grading to resume tomorrow and noted they would continue to screen topsoil (near the NW corner of the building area) in the interim. Additionally, the contractor informed AESI that a previously staked grade (near the central portions ofthe proposed building pad area) had been found to be in error and in fact an additional 1.5-2' of material was needed to reach planned subgrade elevation. See Figure 1. Results Test # Location Depth (ft below fse) % Moist Density (pcf) Proctor {pcf) % Compaction DT1 Grading/See Figure L -3 6.3 L17.7 122.1, 96.4 Dr2 Grading/See Fisure 1 -3 6.1 116.8 t22.1 95.7 DT3 Grading/See Figure 1 -3 5.4 116 t22.1 95.0 DT4 Grading/See Figure L -4 5.8 116.3 r22.1 95.2 DT5 Grading/See Fisure 1 -4 7.2 117.4 r22.1 96.2 DT6 Grading/See Fisure 1 -4 7 t17.9 122.r 96.6 *Depths based on available in-field elevation data Copies To: Distribution Field Rep: Jon D. Hansen, Sr. Staff Geologist sEP I 5 20i6 Date Mailed Principal / PM: Jon Sondergaard, LEG /1, v.6/t4 This document is considered a DRAFT until signed or initioted by on AESI Princip( or Project Manoger AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 9-13-16 Project No.: KE1505634 Permit No. DPD No, Figure I Copies To: Field Rep: ffl*r lri Date Mailed: Principal/ PM: Jon Sondergaard, LEG v.6/14 This document is considered a DRAFT until signed or initlaled by on AESI ot Projed Mdnager associated earth sciences irrcorporated FIELD REPORT L of2 911 Fifth Avenue Date Project Name Project No. Kirkland, Washington 98033 23 SEP 16 Gayteway Business Park KE150s63A Phone: 425-827-7707 Location Municipality Weather Fax: 425- 827-5424 20015 67th Avenue NE Arlinston Cloudy 70's www.aesgeo.com PermitNo'r 1sg DPD No, Report No. 15 Engineer/Architect ro: GS Venture Partners P.O. BoxL727 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ArrN: Chris Gayte General Contractor/Superintendent USVET / Chris AS REQUESTED BY: CONTTACTOT Earthwork /Superintendent USVET / Chris THE FOLLOWING WAS NOTED: AESI was onsite for construction monitoring of earthwork activities. Upon our arrival, we met with Chris from USVET. Mass Fill: The earthwork contractor informed us they had placed fill along the south portion of the site that encompassed part of the building footprint and the proposed south parking areas. The contractor also informed us the fill placed along the south portion of the site was about 0.5 feet below5lthe proposed subgrade elevation from east to west. Fill material for the area observed today h consisted of a sand, and a sand and gravel from the south and southwest cut areas of the site. The contractor informed us the fill was compacted in about 4 to 8 inch lifts with a smooth drum roller. We did not observe the compaction process. Densitv Readines: We performed nine in place density readings with results that ranged from 95 to 99% of the maximum dry density, according to ASTM D L557. We were able to penetrate from 1 to 5 inches on the compacted fill material with a t/2inch diameter probe rod. Conclusions: We informed the contractor the fill areas observed today met the 95% compaction criteria Reading Location Elevation Max DD DD MC Compact No. (ft) (pcf) (pcf) (%l (%l 1 E Portion of S Fill Area 724 r28.3 727.4 6.5 99 ) Mid E Portion of S Fill Area L24 L28.3 r23.s 6.8 96 3 E Mid Portion of S Fill Area L24 L22.1, L75.7 5.9 95 4 Mid Portion of S Fill Area L24 172.L \75.7 6.1 95 5 W Mid Portion of S Fill Area t24 103.5 102.7 9.2 99 6 Mid W Portion of S Fill Area 124 L22.7 116.5 6.5 95 7 NW Portion of S Fill Area L22 103.5 97.9 r0.2 95 8 N Portion of S Fill Area r24 I22.L 115.4 s.7 95 9 S Portion of S Fill Area r24 722.r r77.2 5.3 96 Copies To: Field Rep: 5u-Kiet Lieu Date Mailed: sEP 2 7 2016 Principal / PM: Jon So LEG v.6/14 This document is considered a DRAFT until signed or initioled by an AESI Project Monager AESI FIELD REPORT Page 2 of 2 To: Project Name: Gafeway Business Park Date: 23 SEP 16 Project No.: KE1505634 Permit No. DPD No. .r i -, I l i i-. ll--1 r \t', ll 7'_-'a. ,r-*',.-,--r. n Cur/?lft tur."t gqF-iE=+ t$ t.r't arr:{,: aii: i.::r: iJ rr{. nr.trstt8n 'j:ti ,nl,t Li0! !i.1lt,:J ::. rr tr|]t.(t :! 2aa*ttE !i.a!t.;i tn. r' !1iil.t ci, 14" .a?ti {{ tr, rtr, !r:;i.J;..- ra rir-i &twao Copies To: Field Rep: 5u-Kiet Lieu Date Mailed: Principal/ PM: Jon Sondergaard, LEG v.6/14 This document is considered o DRAFT until signed or initialed by an AES| Projed Mondger associated earth sciences irrcorporated FIELD REPORT lof 2 91L Fifth Avenue Date Prolect Name Project No. Kirkland, Washington 98033 28 SEP 16 Gavtewav Business Park KE1505634 Phone: 425-827-770L Location Municipality Weather Fax: 425- 827-5424 20015 67th Avenue NE Arlington Clear 70's www.aesgeo.com Permit No. DPD No. Report No. t-7 3N 16 Engineer/Architect To: GS Venture Partners P.O. BoxL727 Client/Owner Bellev wA 9B009-1727 GS Venture Partners ArrN: Chris GaVte General Contractor/Superintendent USVETI Chris AS REQUESTED BY: CONTTACTOT Earthwork /Superintendent USVET / Chris THE FOLLOWING WAS NOTED: AESI was onsite for construction monitoring of earthwork activities. Upon our arrival, we met with Chris from USVET Mass Fill: The earthwork contractor informed us they had placed fill along the northwest quarter ofthe proposed building to the proposed subgrade elevation. Fill material for the area observed today consisted of a sand, and a sand and gravel from the south and southwest cut areas of the site. The contractor informed us the fill was compacted in about 4 to 8 inch lifts with a smooth drum roller. We did not observe the compaction process. Densitv Readings: We performed four in place density readings with results that ranged from 95 to 98% of the maximum dry density, according to ASTM D L557. We were able to penetrate from 1to 5 inches on the compacted fill material with a 1/2 inch diameter probe rod. Conclusions: We informed the contractor the fill areas observed today met the 95% compaction criteria Reading Location Elevation Max DD DD MC Compact No. {fr) (ocf) (ncf) l%l (%\ 1 E Portion of NW Blde Area r24 118.5 1r2.1 5.7 95 2 Mid E Portion of NW Blds Area r24 128.3 125.8 4.I 98 3 Mid W Portion of NW Blde Area t24 r28.3 t24.8 4.9 97 4 W Portion of NW Blds Area 724 128.3 121..3 5.8 95 Copies To: Field Rep: Su-Kiet Lieu OcT 0 4 20t6 Date Mailed Principal/ PM Jon Sondergaa rd, LEG !l/ v.6/14 This document is considered a DRAFT until signed or initialed by on AfSt erinriSt o,, irol"ct Manager t AESI FIELD REPORT Page2 ol 2 To: Project Name: Gayteway Business Park Date: 28 SEP 16 Project No.: KE150563A Permit No. DPD No. I rl t, : ,1 j a:::l ll n qri/rl tl tur.ly JFFE=r tl, : re*gt.t8r, !i:-.n.! !.10! :^!lg !7. rditr.tr :._ :c. iii:i.1. i-_ yr .:i". EFIT ,)tr ktw*J Copies To: Field Rep: Su-Kiet Lieu Date Mailed Principal / PM: Jon Sondergaard, LEG v.6/L4 This document is considered o DRAFT until signed or initialed by on AES| or Projed Mdndger associated earth sciences irrcorporated FIELD REPORT t of2 911 Fifth Avenue Date Project Name Project No. Kirkland, Washington 98033 3 ocT 16 Gayteway Business Park KE1505634 Phone: 425-827-770I Location Municipality weather Fax: 425-827-5424 20015 67th Avenue NE Arlington Clear 70's www,aesgeo.com Permit No. -? 3 { DPD No. Report No. 17 Engineer/Architect ro: GS Venture Partners P.O. Box1727 Client/Owner Bellevue, WA 98009-L727 GS Venture Partners ArrN: Chris Gayte General Contractor^uperintendent USVET Ch ris AS REQUESTED BY: contractor Earthwork /Superintendent USVET / Chris THE FOLLOWING WAS NOTED: AESI was onsite for construction monitoring of earthwork activities. Upon our arrival, we met with Chris from USVET. Mass Fill: The earthwork contractor informed us they had placed fill along the driveway area west of the building to the proposed subgrade elevation. Fill material for the area observed today consisted of a sand, and a sand and gravel from the south and southwestcutareasofthesite. Thecontractorinformedusthefill wascompactedinabout4to8inchliftswithasmoothdrum roller. We dld not observe the compaction process. Densitv Readings: We performed three in place density readings with results that ranged from 96 to 98% of the maximum dry density, according to ASTM D L557. We were able to penetrate from L to 5 inches on the compacted fill material with a 1,/2inch diameter probe rod. Conclusions: We informed the contractor the fill areas observed today met the 95% compaction criteria. Reading Location Elevation Max DD DD MC Compact No. {ft) (Pcf) (pcf) (%l %l 1 Mid Portion of W Driveway Area L24 L28.3 123.5 8.5 96 2 Mid N Portion of W Drivewav Area L24 128.3 I24.4 4.7 97 3 N Portion of W Drivewav Area 124 103.5 101_.5 7.2 98 Copies To: Field Rep: Su-Kiet Lieu OcT 0 6 2010 Date Mailed Principal / PM: Jon Sondergaard, LEG 4n v.6/14 This document is considered o DRAFT untit signed or initialed by an AESI Principdllor Project Monoger AESI FIELD REPORT Page 2 of 2 To: Project Name: GaWeway Business Park Date: 3 ocT 16 Project No.: KE1,505634 Permit No. DPD No. ll t'-\, /^-'-.-r'--\." n C-tlt/tl ll Surartr grrF-E=+ esatr4n GI tatr* -a s&an Copies To: Field Rep: Su-Kiet Lieu Date Mailed: Principal/ PM: Jon Sondergaard, LEG v.6/1,4 This document is considered a DRAFT until signed or initiated by an AESI or Project Manager associated earth sciences irrcol-porated FIELD REPORT 1of L 911 Fifth Avenue Date Project Name Project No. Kirkland, Washington 98033 5 ocT 16 Gavtewav Business Park KE1s0563A Phone: 425-827-7701 location Municipality Weather Fax: 425- 827-5424 20015 67th Avenue NE Arlington Clear 1O's www.aesgeo.com Permit No. DPD No. Report No, L_73X 18 Engineer/Architect ro: GS Venture Partners P.O. Box L727 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners AfiN: Chris Ga General Contractor/Superintendent USVET / Chris Earthwork /Superintendent AS REQUESTED BY: cOntraCtOr USVET / Chris THE FOLLOWING WAS NOTED: AESI was onsite for construction monitoring of earthwork activities. Upon our arrival, we met with Chris from USVET Mass Fill: The earthwork contractor informed us they had placed fill along the driveway area north of the building to about 2 feet below the proposed subgrade elevation, and the east portion of the building pad to about 1 foot below the proposed subgrade elevation. Fill material for the area observed today consisted of a sand, and a sand and gravel from the south and southwest cut areasofthesite. Thecontractorcompactedthefill inabout4to8inchliftswithasmoothdrumroller. Density Readings: We performed eight in place density readings with results that ranged from 96 to 98% of the maximum dry density, accordingtoASTMDl55T. Wewereabletopenetratefroml.to5inchesonthecompactedfill material withat/2inchdiameter probe rod. Conclusions: We informed the contractor the fill areas observed today met the 95% compaction criteria Reading Location Elevation Max DD DD MC Compact No. (ft) (pcf) (ocf) (o/ol (%\ 1- W Portion of N Drivewav Area t22 128.3 125.8 5.2 98 2 Mid W Portion of N Drivewav Area 722 128.3 r25.6 98 3 Mid Portion of N Drivewav Area \22 122.r IIS.4 5.9 95 4 NE Portion of E Buildine Area L73 128.3 124.2 6.3 97 5 E Portion of E Buildins Area t24 128.3 t24.8 6.2 97 6 N Portion of E Buildine Area r24 128.3 124.L 4.7 97 1 NW Portion of E Buildine Area I23 122.1" L17.6 7.5 96 o W Portion of E Buildine Area !23 128.3 r24.0 4.4 97 Copies To: Field Rep Su-Kiet Lieu Ocr 0 6 2016 Date Mailed Principal / PM: Jon Son LEG v.611,4 This document is considered a DRAFT until signed or initioled by an AESI Project Monoger associated earth sciences irrcorporated FIELD REPORT lof2 911 Fifth Avenue Date Project Name Project No, Kirkland, Washington 98033 10 ocT 16 Gaytewav Business Park KE1505634 Phone; 425-827-770L Location Municipality Weather Fax: 425- 827-5424 20015 67th Avenue NE Arlington Clear 70's www.aesgeo.com Permit No. DPD No, Report No, t23 t 19 Engineer/Architect ro: GS Venture Partners P.O. Boxt727 Client/Owner Bel wA 98009-1727 GS Venture Partners ArrN: Chris Gayte General ContractorAuperintendent USVET / Chris Earthwork /Superintendent AS REQUESTED BY: CONTTACTOT USVET / Chris THE FOLLOWING WAS NOTED: AESI was onsite for construction monitoring of earthwork activities. Upon our arrival, we met with Chuck from USVET Mass Filll The earthwork contractor informed us they had placed fill along the east side of the building to about 1 to 4 feet below the proposedsubgradeelevation, Fill material fortheareaobservedtodayconsistedofasand,andasandandgravel fromthesouth and southwest cut areas of the site. The contractor compacted the fill in about 4 to 8 inch lifts with a smooth drum roller. Densitv Readings: We performed three in place density readings with results that ranged from 95 to 96% of the maximum dry density, according to ASTM D 1557. We were able to penetrate from 1to 5 inches on the compacted fill material with a t/2inch diameter probe rod. Conclusionsl We informed the contractor the fill areas observed today met the 95% compaction criteria Reading Location Flevation Max DD DD MC Compact No. (ft) (pcf) (pcf) (%l (%l T S Portion of E Bldg Area t27 103.5 99.1 9.t 95 a Mid Portion of E Blds Area 120 L22.1. 115.5 6-2 95 3 N Portion of E Blde Area ttg L72.L !16.4 7.2 95 Copies To: Field Rep Su-Kiet Lieu Date Mailed OcT 1 S 2016 Principal / PM: Jon Sondergaard, LEG lU v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Princip{or t Project Manager AESI FIELD REPORT Page 2 of 2 To: Project Name: Gafeway Business Park Date: 10 ocT 16 Project No.: KE1s05634 Permit No. DPD No. rii .) li I l { I { .1, ll . ,l ti r:--} r I f- ,.,. .r i- i 1 : ll il cui/Ft f f Surnary tm'=E!+ f,s a.J- ll!1i1t tli: rr:.r,. :a l:i. . !: rl:.. rr,. trrl,r'llttt 1ir.!-J! :.:0t :,t$ 3ii!at.)! :.:. f.- t:a:!.!t :!. !:, ,ri::,it :;. !d. litrl.lrc CI " i:rrl, !::tl;!:i:q, t: !:t:r.tt is, t:, ,tt:;.r{ iu. r.tr tr;:t.Ji j.,. ti...ir)\ ,r:n&swtn Copies To: Field Rep Su-Kiet Lieu Date Mailed Principal / PM: Jon Sondergaard, LEG v.6/L4 This document is considered o DRAFT until signed or initialed by an AESI ot Prcject Mdnager associated earth sciences incorporated FIELD REPORT 1of1 911 Fifth Avenue Date Project Name Project No. Kirkland, Washington 98033 10-13-16 Gaytewav Business Park KE150s634 Phone: 425-827-770t Location Municipality Weather Fax: 425- 827-5424 20015 67th Avenue NE Arlington Rain 60's w\/w,aesgeo.com o"'''t DPD No, Report No. 1'? 3 t 20 Engineer/Architect ro: GS Venture Partners P.O.BoxL727 Client/Owner Bel levue, W A 98009-17 27 GS Venture Partners ArrNr Chris Gayte General Contractor/Superintendent USVET/ Chris AS REQUESTED BYr cOntractOr Earthwork /Superintendent USVET/ Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time, at the request of the client, for construction monitoring of earthwork activities for the ,,Gayteway Business Park" project. Mass Gradins No further work was completed on this task during time of observation. AFSI observed construction equipment had been parked and that topsoil was continuing to be screened near the NW corner of the project. As no one was onsite during time of arrival, AESI left a message with the earthwork contractor's foreman (Chris) to get an updated construction schedule, Copies To: Distribution Field Rep: Jon D. Hansen, Sr. Staff Geologist Ocr I g 201$ Date Mailed: Principal / PM: Jon Sonde LEG v.6/1.4 This document is considered a DRAFT until signed or initialed by on AES! Project Manager associated earth sciences incorporated FIELD REPORT 1of1 91L Fifth Avenue Date Project Name ProJect No. Kirkland, Washington 98033 10-13-16 Gaytewav Business Park KE150s63A Phone: 425-827-77Ot Location Municipality Weather Fax: 425- 827-5424 20015 67th Avenue NE Arlington Rain 60's vv\ rw,aesgeo.com Permit No. ) DPD No. Report No. t1 38 20 Engineer/Architect ro: GS Venture Partners P.O.BoxL727 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ArrN: Chris Gayte General Contractor/Superintendent USVET / Chris AS REQUESTED BY: CONTTACTOT Earthwork /Superintendent USVET/ Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time, at the request of the client, for construction monitoring of earthwork activities for the "Gayteway Business Park" project. Mass Gradinp No further work was completed on this task during time of observation. AESI observed construction equipment had been parked and that topsoil was continuing to be screened near the NW corner of the project. As no one was onsite during time of arrival, AESI left a message with the earthwork contractor's foreman (Chris) to get an updated construction schedule. Copies To: Distribution Field Rep Jon D. Hansen, Sr. Staff Geologist OcT I I 2016 Date Mailed: Principal/PM: JonSondergaard,LEG /). v.6/14 This document is considered a DRAFT until signed or lnitialed by an AES: Princiiofor erolea fvonager ( associated earth sciences irrcorporated FIELD REPORT P lof2 911 Fifth Avenue Date Project Name Project No, Kirkland, Washington 98033 70-25-1,6 Gayteway Business Park KE150s634 Phone:. 425-827-77OI Location Municipality Weather Fax: 425- 827-5424 20015 67th Avenue NE Arlinston Rain 50's www.aesgeo.com Permit No. 3r DPD No. Report No. L-7 27 Engineer/Architect ro: GS Venture Partners P,O. Box!727 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ArrN: Chris GaVte General Contractor/Superintendent USVET Chris AS REQUESTED BY: CONTTACTOT Earthwork /Superintendent USVET/ Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time, at the request of the client, for construction monitoring of earthwork activities for the "Gayteway Business Park" project. Mass Gradins Prior to arrival, the earthwork contractor had nearly completed grading processes for the project's SE truck entrance ramp. Using a small dozer, the contractor placed approximately 2-L5' (W to E) of fill material (generally brown silty SAND with trace organics/cut from adjacent area) and compacted the material, in a series of L-2' loose lifts, via large vibratory roller (process not observed). AESI observed the top lift of soil appeared to pump/yield under foot and was notably loose with corresponding T-probe depths of 1-2' respectively. At the recommendation of AESI, the contractor removed the wet fill (typically 2') from the area and re-compacted the underlying fill. AESI noted the underlying fill soils (generally grayish brown gravelly SAND with silt) appeared (during time of observation) firm/unyielding with corresponding T-probe depths of 2-4". AESI conducted a series of in place density tests to confirm the specified minimum compaction for the structural area (95% ASTM 1557). The contractor was notified of all density results listed below. The contractor informed us that they would continue to use material from the adjacent cut (immediately East) and that grades in the area were approximately 3' below finish. Based on prior observations, AESI recommended the contractor remove (as necessary) organic and deleterious content (tree branches, strippings, concrete rubble) from the proposed fill source and limit further saturation of the weather sensitive fill. See Figure 1. Results Test $ Location Depth (ft below fsn) % Moist Density (pcfl Proctor (pcfl % Compaction DT1 Grading/See Figure 1 -3 8.2 719.4 722.1, 97.8 DI2 Grading/See Figure 1 -3 7.7 120.2 122-1, 98.4 DT3 Grading/See Fisure 1 -3 8.9 117 L22.t 95.8 DT4 Gradine/See Figure 1 -3 8.3 1L8.2 t22.1. 96.8 DT5 Grading/See Fisure L -3 8.6 118.5 122.1 97.1" *Depths based on available in-field elevation data Copies To: Distribution Field Rep Jon D. Hansen, Sr. Staff Geologist NOV 0 I 1u,., Date Mailed Principat/ PM: Jon Sonde LEG v.6/14 This document is considered a DRAFT until signed or initialed by an AES! or Project Manager AESI FIELD REPORT Page2of2 To: Project Name: Gayteway Business Park Date: ro-25-76 Project No.: KE150563A Permit No. DPD No. Figure 1 Copies To: Field Rep: @* ll Date Mailed: Principal / PMI _Jon Sondergaard, LEG I v.6/14 This document is considered a DRAFT until signed or tnittdled by an AESI PrincipoLr eroject Monoger associated earth sciences irrcorporated FIELD REPORT lof2 911 Fifth Avenue Date Project Name Project No. Kirkland, Washington 98033 10-26-16 Gayteway Business Park KE150s63A Phone: 425-827-7701, Location Municipality Weather Fax: 425- 821-5424 20015 67th Avenue NE Arlineton Rain 50's www.aesgeo.com Permit No. DPD No. Report No. l') 7l 22 Engineer/Architect ro: GS Venture Partners P.O. Box1727 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ArrN: Chris Gayte General Contractor/Superintendent USVET / Chris AS REQUESTED BY: CONTTACTOT Earthwork USVET / Chris THE FOLLOWING WAS NOTED: AESI wasonsitepart-time,attherequestoftheclient, forconstructionmonitoringofearthworkactivitiesforthe"Gayteway Business Park" project. Fine Gradine (Buildins Pad) Trending generally south to north, the earthwork contractor continued fine grading processes for the proposed building pad area. Using a large finish blade scraper, the contractor cut approximately 2-4" of previously placed/compacted/tested structural fill (generally gray SAND with few gravels and trace silts) from the area and pushed the material into a small stockpile along the eastern margins of the pad. The material was re-compacted, in a series of passes, via large vibratory roller, and appeared (during time of observation) firm/unyieldingwithcorrespondingT-probedepthsof4". Duetocontinuedheavyrain,thecontractorelectedto temporarily discontinue fine grading processes and informed AESI that they would resume work on the building pad and previously observed truck access ramp when weather improved. Additionally, the contractor informed us that a recent grading plan change had called for the truck access entrance location to be changed, the adjacent slope to be steepened, and the east parking area to be expanded with the potential addition of a small wall. See Figure 1. Copies To: Distribution Field Rep: Jon D. Hansen, Sr. Staff Geologist Date Mailed NO\/ 0 2 2[16 Principal / PM: Jon LEG v.6/L4 This document is considered o DRAFT until signed or initioled by on AESI Project Manager AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 10-26-16 Project No.: KE150563A Permit No. DPD No. Copies To: Field Rep: stUSctUSu Date Mailed Principal,/ PM: Jon Sondergaard, LEG v.6114 Thls document is considered a DRAF| uftil stgned or initialed by an AES| Projed Manager associated earth sciences irrcotporated FIELD REPORT 1, 2 9lL Fifth Avenue Date Project Name Project No. Kirkland, Washington 98033 t7-7-16 Gayteway Business Park KE150s63A Phone: 425-827-7707 Location Municipality weather Fax: 425- 827-5424 20015 67th Avenue NE Arlington Cloudy 50's www.aesgeo.com Permit No. r DPD No. Report No. t'a 3y 23 Engineer/Architect ro: GS Venture Partners P.O. Box1727 Client/Owner Bellevue, WA 98009-L727 GS Venture Partners ArrN: Chris GaVte General ContractorAuperintendent USVET / Chris AS REQUESTED BY: cOntraCtOr Earthwork /Superintendent USVET Chris THE FOLLOWING WAS NOTED: AESI wasonsitepart-time,attherequestoftheclient, forconstructionmonitoringofearthworkactivitiesforthe"Gayteway Business Park" project. Mass Gradins Prior to arrival, the earthwork contractor had completed fine grading processes for the proposed building pad and had completed re-compaction processes of all loosened/disturbed soils. With one exception, AESI noted the re-compacted soils (generally gray SAND with little gravel and trace siltlpreviously placed/compacted during fill processes) appeared firm/unyielding (during time of observation) with corresponding T-probe depths of 3-4" respectively. AESI conducted a series of in place density tests on the re- compacted structural fill to confirm the specified minimum compaction (95% ASTM 1557). The contractor was notified of all density resultslistedbelow. Duringtimeofobservation,AEsl notedalocalizedareaofpondedwaternearthesouthmarginsofthebuilding padthatappearedtocontainrelativelyloosesiltysoil beneath. Asthesoil driesout,AES| recommendedtheloosesoilsbere- compacted to the above compaction specification (as possible) or removed/replaced with suitable structural fill (as needed). See Figure L. Results Test # Location Depth (ft below fss) % Moist DensiW {pcfl Proctor fpcfl % Compaction DT1 Gradins/See Fisure 1- approx fsg 7.L L17.4 122.L 96.2 Dr2 Grading/See Figure 1 approx fsA 6.9 117.7 L22.L 96.4 DT3 Grading/See Figure 1 approx fsg 7.5 1_16.3 L22,1 95.2 DT4 Grading/See Figure 1 approx fsg -l LT1,2 122.1, 96.0 DT5 Grading/See Figure 1 approx fsg 8.3 !t6.7 122.1 95.1 DT6 Grading/See Figure L approx fsg 7.7 LI7.2 122.1 96.0 DT7 Grading/See Figure l- approx fsg 8.1 L16.6 122.1" 95.5 *Depths based on available in-field elevation data Copies To: Distribution Field Rep: Jon D. Hansen, Sr. Staff Geologist Date Mailed: NO\/ I 5 2016 Principal / PM: Jon LEG v.6/14 This document is considered o DRAFT until signed or initialed by an AES! Project Manager AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 1t-7-16 Project No.: KE1505634 Permit No. DPD No. Figure 1 Copies To: Field Rep Hr*{cu lr^ Date Mailed Principal/ PM: Jon Sondergaard, LEG v.6/L4 This document is considered a DRAFT until signed or initialed by an AESI or Project Mdnager associated earth sciences rr"lcor'porated FIELD REPORT lol 2 911 Fifth Avenue Date Project Name Project No, Kirkland, Washington 98033 2-28-19 Gayteway Business Park 150563E001 Phone: 425-827-77AL Location Municipality Weather Fax: 425- 827-5424 20015 67th Avenue NE Arlinston Clear 40's www.aesgeo.com Permit No. DPD No. Report No. t7 3y 24 Engineer/Archltect To: GS Venture Partners P.O. Box!727 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ATrN: Chris GaWe General Con$actor/Superintendent USVET / Chris AS REQUESTED BY: CONTTACTOT Earthwork /Superintendent USVET/ Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time, at the request of the client, for construction monitoring of earthwork activities for the "Gayteway Business Park" project. Upon arrival, we met with Chris of USVET. Mass Grading Prior to arrival, the earthwork contractor had continued mass grading processes near the east end of the site. The earthwork contractor informed us that they had placed approximately 5-7' (north to south) of fill material over the southeast corner of the site (proposed parking area) and that the adjacent east cut slope had been re-graded to an approximately 2H:1V inclination. The contractor noted the fill had been placed in a series of lifts, and compacted via vibratory roller {process not observed). Additionally, the earthwork contractor noted the fill had come from several different local sources over the course of approximately 1-2 years. AESI observed the fill material exposed at the surface generally consisted of gray silty gravelly SAND with trace cobbles and appeared firm/unyielding (during our time of observation) with corresponding T-probe depths of 1-3". ln an effort to observe at depth soil conditions; AESI recommended a series of potholes be dug in the new fill area, soil samples be collected (as necessary for proctor analysis), and that density testing be conducted. As no equipment was available during our time of observation, AESI and the earthwork contractor will schedule the above recommended excavations for next week. See Figure 1. Copies To: Distribution Field Rep: Jon D. Ha Sr Date Mailed 7_LS=19 Principal/ pM: !!!a!!.!!itl9r, P.E v.6/t4 This document is considered o DRAFT until signed or initialed by on AESI principal Proiect Monager AESI FIELD REPORT Page2 ol 2 To: Project Namet Gayteway Business Park Date: 2-28-19 Project No.; 150563E001 Permit No. DPD No. Flgure 1 Copies To: Field Rep: Jon D. Hansen, Sr. StaffGeologist Date Mailed: Principal/ PM: Matt Miller, P.E v.611.4 rhb document ls consldered o DRAFT until slgned or lnitioled by on AESI prtncipa! or prcject Monager SONDERGAARD GEOSCIENCE, PLLC 13012 65TH Avenue SE Snohomish, Washington 98296 August 6, 2020 Project No. J-0045 GS Venture Partners P.O. Box 1727 Bellevue, WA 98009 Attention: Chris Gayte Subject: Preliminary Infiltration Evaluation Buildings D,E,F,G,H,I Gayteway Business Park 20015 67th Avenue NE Arlington, Washington Dear Mr. Gayte: As requested, Sondergaard Geosciences, PLLC (SGP) is pleased to present our preliminary evaluation for the on-site infiltration of stormwater at the subject site. This study has been prepared for the exclusive use of Gs Venture Partners and their agents, for specific application to this project. Within the limitations of scope and schedule, our services have been performed in accordance with generally accepted engineering geology practices in effect in this area at the time our study was prepared. No other warranty, express or implied, is made. SITE SOILS As determined through the completion of 21 exploration pits (SGP, 2020)1 and documentation of fill placement at the Building E site, the native soils underlying the site generally consist of medium dense, moist, brown to gray sandy gravel, gravelly sand and sand interpreted to be Vashon-age recessional outwash. Documented, engineered, fill soils placed at the Building E site to raise the grades 10 to 20 feet also consist of recessional outwash soils derived from on- site grading activities. Building B and C constructed west of the subject property as part of the Gayteway Business Park development are also underlain by similar recessional outwash soils. The on-site infiltration of site generated storm water was successfully implemented for these two buildings. 1 SGP (2020), Geotechnical Engineering Study, Buildings D,F,G and H, Gayteway Business Park, 20015 67th Avenue NE, Arlington, Washington, April 29, 2020. August 6, 2020 SONDERGARRD GEOSCIENCES, PLLC 1 SONDERGAARD GEOSCIENCE, PLLC 13012 65TH Avenue SE Snohomish, Washington 98296 January 31, 2022 Project No. J-0045 Gayteway LLC P.O. Box 1727 Bellevue, WA 98009 Attention: Chris Gayte Subject: Soil Infiltration Rate Building F Gayteway Business Park 20015 67th Avenue NE Arlington, Washington Dear Mr. Gayte: As requested, Sondergaard Geosciences, PLLC (SGP) is pleased to present our recommendations for soil infiltration rate for the subject site. This study has been prepared for the exclusive use of Gayteway LLC and their agents, for specific application to this project. Within the limitations of scope and schedule, our services have been performed in accordance with generally accepted engineering geology practices in effect in this area at the time our study was prepared. No other warranty, express or implied, is made. This report has been revised to reflect comments received from the City of Arlington. SITE AND PROJECT DESCRIPTION The subject property consists of an irregularly-shaped parcel (Snohomish County Parcel Number 31051400200700), with a combined area of approximately 54 acres located at 20015 67th Avenue NE in Arlington, Washington (Figure 1). The subject property is bounded to the south and north by commercial/industrial development, to the east by new Building G of this development and to the undeveloped land of the Gayteway Business Park. The proposed project that is the subject of this report is located on the northeast portion of the property. At the project site, overall site topography is relative flat. The subject site formerly was occupied by a lumber mill that has since be demolished. The project site is clear of vegetation Based on our discussions with you, we understand that plans for the current project include the construction of one concrete tilt-up structure totaling approximately 116,899 square feet (Building F). January 31, 2022 SONDERGARRD GEOSCIENCES, PLLC 1 Gayteway Business Park Building F Soil Infiltration Rate Arlington, Washington SUBSURFACE EXPLORATION The project area consists of a building pad (formerly Building E) constructed by the placement and compaction of structural fill over native recessional outwash deposits as documented in our geotechnical report dated February 12, 2020. Two exploration pits (F-1 and F-2) were completed at the site by SGP on January 11, 2022 for the purpose of characterizing the soils for the on-site infiltration of storm water. The pits were competed withing the footprint of the proposed infiltration system as located by Barghausen Engineers (Figure 2). The exploration pits were continuously observed and logged by an engineering geologist. Descriptions of the soils encountered at the site are provided below. Structural Fill Approximately 10 to 20 feet of fill mostly consisting of site derived sandy gravel and gravelly sand recessional outwash was placed and compacted on the Building F pad. Portions of the upper few feet of fill consisted of imported granular material. This material was placed and compacted as structural fill to a density of at least 95 percent of its maximum dry density as determined by ASTM D 1557. This structural fill is suitable for support of building foundations, pavements and other structures. Recessional Outwash Native Recessional Outwash soils underly the structural fills. These soils generally consist of medium dense, moist, oxidized brown to gray, gravelly sand to sandy gravel and scattered cobbles as shown on the attached exploration pit logs. This unit is suitable for support of structural fills, foundations, slabs and pavements when properly compacted as recommended in this report. Ground Water Ground water seepage was not encountered in the exploration pits advanced for this report in January 2022 which were completed to depths of approximately 15 feet below the existing site grade. It should be noted that the depth and occurrence of ground water seepage at the site likely varies in response to such factors as changes in season, amount of precipitation, location, and site use. SGP collected 2 soil samples for grain size analyses at the planned infiltration location and depths (Figure 2) identified by the project civil engineer. At the depths specified, all infiltration would be into the granular structural fill soils derived from native recessional outwash deposits. January 31, 2022 SONDERGARRD GEOSCIENCES, PLLC 2 Gayteway Business Park Building F Soil Infiltration Rate Arlington, Washington Infiltration We understand that the on-site infiltration of site generated storm water is the preferred method for the disposal of storm water. Because the soils underlying the site consist of unconsolidated recessional outwash or fill derived from these soils, the methods outlined in the 2014 Surface Water Management Manual for Western Washington, Volume III, Section 3.3.6(3) Soil Grain Size Analysis Method were used to determine the soil infiltration rate. The recommended uncorrected infiltration rates based upon grain size analyses of soil samples collected at each proposed infiltration location and performed in accordance with ASTM Method D422 are presented in Table 1 below: Table 1. Soil Infiltration Rate Infiltration Sample Depth (ft) Ksat (cm/sec) Uncorrected Infiltration Rate Area No. (in/hr) F F-1 10-15 6.24 x 10-2 103 F F-2 10-15 4.94 x 10-2 56 Averaging the results from for the two infiltration rates results in an average uncorrected soil infiltration rate of 79 inches per hour. As per the 2014 SWMMWW correction factors are applied to the uncorrected infiltration rate to account for site variability (CFv), test method (CFt) and siltation and bio-buildup (CFm). For this site the following correction factors should be applied: CFv = 0.5 CFt = 0.4 Cfm = 0.9 Applying these correction factors to the uncorrected infiltration rate determined above results in a recommended, long term design infiltration rate for Building F = 14 in/hr January 31, 2022 SONDERGARRD GEOSCIENCES, PLLC 3 CCLINCH 12/27/2021 8:28 AMF.dwg bldg t i Exhib P:\21000s\21334\exhibit\21334-lnfiltration 1 of 1 IA 11/29/21e toD barghausen.corn 425.251.6222 83642 ID MERIDIAN, N I I WA.98032 Kent, Vertical Approved..J;.!lL a L■ I COURT COMMERCIAL E. 3450 -- . 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I / J // / I/ / I I .,.;_: -. -I;._ I I / / , , I � I -1 // / llll/lj I I '-�jJ --/ -- i:'//.I I j I - = Y-:.I I I \ ---- ) I I I \ ----....._ ( f I I\ / / I 1 , --.---7 --- ----.----�11 '\."IE:"": �E] ,r z - -. �... fD EXPLORATION PIT LOGS GAYTEWAY BUSINESS PARK BUILDING F ARLINGTON, WASHINGTON F-1 Depth (ft) Description 0.0 – 6.5 Medium dense to dense, moist, tan to brown, gravelly SAND. 6.5 – 7.5 Medium dense to dense, moist, brown with some dark brown, slightly silty SAND with some gravel. 7.5 – 8.5 Medium dense to dense, moist, tan, SAND. 8.5 – 9.5 Medium dense to dense, moist, brown with some dark brown, slightly silty, gravelly SAND. 9.5 – 15.0 Medium dense to dense, moist, tan, very gravelly SAND with few silt. T.D. @ 15.0 feet 1-11-22. No ground water seepage encountered. No sidewall caving. F-2 Depth (ft) Description 0.0 – 2.0 Medium dense to dense, moist, tan to brown, gravelly sand with trace silt 2.0 – 5.0 Medium dense, moist, brown, SAND with scattered gravel. 5.0 – 7.0 Medium dense to dense, moist, brown with some dark brown, gravelly SAND with some silt. 7.0 – 15.0 Medium dense to dense, moist, tan to brown, very gravelly SAND with few silt. T.D. @ 15.0 feet 1-11-22. No ground water seepage encountered. No sidewall caving. Particle Size Distribution Report 6 in. 3 in. 2 in.1½ in.1 in.¾ in.½ in.3/8 in. #4 #10 #20#30#40 #60 #100#140#200 100 90 80 70 60 50 40 PERCENT FINER 30 20 10 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm. % Gravel % Sand % Fines % +3" Coarse Fine Coarse Medium Fine Silt Clay 0.0 4.1 26.7 16.4 34.9 16.2 1.7 TEST RESULTS Material Description Opening Percent Spec.* Pass? very gravelly SAND, trace silt Size Finer (Percent) (X=Fail) 2" 100.0 1.5" 99.4 Atterberg Limits (ASTM D 4318) 1" 98.1 PL= NP LL= NV PI= 3/4" 95.9 5/8" 94.5 Classification USCS (D 2487)= SP AASHTO (M 145)= A-1-b 1/2" 90.3 3/8" 85.0 Coefficients #4 69.2 D90= 12.5027 D85= 9.5308 D60= 3.0165 #8 55.6 D50= 1.6828 D30= 0.6517 D15= 0.3797 #10 52.8 D10= 0.3031 Cu= 9.95 Cc= 0.46 #20 37.0 #40 17.9 Remarks #60 6.8 #100 3.2 #200 1.7 #270 1.3 Date Received: 1/12/2022 Date Tested: 1/18/2022 Tested By: CI Checked By: MM Title: * (no specification provided) Location: F-1 Date Sampled: 1/12/2022 Client: Sondergaard Geoscience Project: Lab Testing Gayteway BP Project No: 20220015 E001 Figure Particle Size Distribution Report 6 in. 3 in. 2 in.1½ in.1 in.¾ in.½ in.3/8 in. #4 #10 #20#30#40 #60 #100#140#200 100 90 80 70 60 50 40 PERCENT FINER 30 20 10 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm. % Gravel % Sand % Fines % +3" Coarse Fine Coarse Medium Fine Silt Clay 0.0 1.9 10.4 5.9 27.9 50.6 3.3 TEST RESULTS Material Description Opening Percent Spec.* Pass? gravelly SAND, trace silt Size Finer (Percent) (X=Fail) 1.5" 100.0 1" 98.7 Atterberg Limits (ASTM D 4318) 3/4" 98.1 PL= NP LL= NV PI= 5/8" 96.9 1/2" 94.8 Classification USCS (D 2487)= SP AASHTO (M 145)= A-3 3/8" 92.8 #4 87.7 Coefficients #8 82.9 D90= 6.4117 D85= 3.2264 D60= 0.4892 #10 81.8 D50= 0.3930 D30= 0.2751 D15= 0.1922 #20 73.8 D10= 0.1575 Cu= 3.11 Cc= 0.98 #40 53.9 #60 25.1 Remarks #100 9.1 #200 3.3 #270 2.5 Date Received: 1/12/2022 Date Tested: 1/18/2022 Tested By: CI Checked By: MM Title: * (no specification provided) Location: F-2 Date Sampled: 1/12/2022 Client: Sondergaard Geoscience Project: Lab Testing Gayteway BP Project No: 20220015 E001 Figure Date: 5/11/2022 Gayteway Building F - Arlington Architect: Nelson Structural: AHBL Geo-Engineer: N/A Location(s): Arlington, WA Owner: Gayteway Building F, LLC General Contractor: Sierra Construction Company, Inc. Submitted By: Kyle Eldred Subcontractor: McKee Supplier: N/A Manufacturer: N/A Submittal Name: Underground Vaults_Infrastructure Submittal Number: 007 X REVIEWED NO EXCEPTIONS TAKEN REVISE AND RESUBMIT  APPROVED AS NOTED REJECTED SEE REMARKS FURNISH AS CORRECTED  REJECTED – PLEASE RESUBMIT SUBMIT SPECIFIED ITEM Corrections or comments made on the shop drawings during this Kyle Eldred 5/11/22 review do not relieve contractor from compliance with Signed Dated requirements of the drawings and specifications. This check is THIS APPROVAL FOR DIMENSIONS ONLY only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for conforming and correlating all quantities and dimensions selecting fabrication process and techniques or construction coordinating his work with that of all other trades, verifying compliance with the THESE DRAWINGS/PRODUCT DATA HAVE BEEN REVIEWED BY SIERRA jurisdicting agencies; and performing his work in a safe and CONSTRUCTION CO. FOR COMPLIANCE satisfactory manner. WITH THE CONTRACT DOCUMENTS. THIS REVIEW OF ACCEPTANCE DOES NOT BARGHAUSEN CONSULTING ENGINEERS, Inc. RELIEVE THE SUBCONTRACTOR FROM THE RESPONISIBLITY FOR CORRECTNESS AND 05/12/2022 Date ___________________ By _____________________________ COMPLETENESS. 14800 NE North Woodinville Way Woodinville, WA 98072 Ph: 425.487.5200 Fx: 425-487-5290 B470638 SUBMITTAL Date: 04/18/22 To Project Information Company: Mckee Enterprises Project: Gayteway Business Park Building F Contact: Derek Mckee Owner: Gayteway Business Park Llc Phone: Contractor: Mckee Enterprises Fax: Engineer: Barghausen Email: Submittal Information Contact Information Submittal Type: New Prepared By: MORGAN G. Revision: Salesman: JOE P. Subject: (425) 864-2315 Spec Section: The following items are submitted: Spec No Item Submitted Comments Pages TESC TESC ADS PIPE ADS INC. 1 TESC FABRIC TENCATE 1 TESC SEDIMENT INSERT ENPAC 1 TESC SILT FENCE ACF WEST 1 TESC T-POST ACF WEST 1 TESC FENCE CLIPS LAYFIELD 2 STORM STORM SDR35 PIPE JM EAGLE,IPEX,NORTHERN 1 PIPE,CRESLINE,ATKORE STORM SDR35 FITTINGS GPK,MULTI FITTINGS,PLASTIC 6 TRENDS STORM SANDCOLLARS GPK 2 STORM CHERNE PLUG OATEY 1 STORM ADS PIPE ADS INC 1 STORM DUCTILE PIPE U.S. PIPE 3 STORM DUCTILE FITTINGS TYLER UNION,STAR PIPE,SIGMA 6 STORM MJ KIT TYLER UNION 1 STORM ADAPTER GASKET ROMAC INDUSTRIES INC 2 STORM CASTINGS OLYMPIC FOUNDRY 1 STORM DETECTABLE TAPE CHRISTY'S 2 STORM WIRE REGENCY WIRE 2 STORM FABRIC LAYFIELD 2 STORM TRENCH DRAIN 2 STORM MC-3500 CHAMBERS ADS 14 SEWER SEWER SDR35 PIPE JM EAGLE,IPEX,NORTHERN 1 PIPE,CRESLINE,ATKORE SEWER SDR35 FITTINGS GPK,MULTI FITTINGS,PLASTIC 6 TRENDS SEWER SANDCOLLARS GPK 2 SEWER CHERNE PLUG OATEY 1 SEWER DETECTABLE TAPE CHRISTY'S 2 SEWER WIRE REGENCY WIRE 2 SEWER BACKWATER VALVE NDS 2 SEWER CASTINGS OLYMPIC FOUNDRY 1 WATER WATER DUCTILE PIPE U.S. PIPE 3 WATER FIELD LOCK U.S. PIPE 1 WATER DUCTILE FITTINGS TYLER UNION,SIGMA,STAR PIPE 6 WATER ROMAGRIPS ROMAC INDUSTRIES INC 2 WATER DUCTILE SPOOL U.S. PIPE FABRICATION 1 WATER DETECTABLE TAPE CHRISTY'S 2 WATER WIRE REGENCY WIRE 2 WATER VALVE BOX OLYMPIC FOUNDRY 3 WATER VALVE STEM EXTENSION HD FOWLER FAB 1 WATER HYDRANT GUARD POST SHOPE CONCRETE 1 WATER GATE VALVE KENNEDY VALVE 5 WATER FIRE HYDRANT M&H VALVE COMPANY 3 WATER STORZ ADAPTER HARRINGTON 2 WATER LINKSEALS GPT INDUSTRIES 2 WATER DOUBLE CHECK ZURN WILKINS 2 WATER BACKFLOW ASSEMBLY ZURN WILKINS 2 WATER PIPE SUPPORTS MATERIAL RESOURCES 1 WATER BRSS/GALVANIZED FITTINGS MATCO-NORCA,MERIT BRASS 2 WATER POLY PIPE INTERSTATE PLASTIC 2 WATER METER BOX/LID OLD CASTLE,SIGMA,OLYMPIC 4 FOUNDRY WATER SDR35 FITTINGS GPK,MULTI FITTINGS,PLASTIC 6 TRENDS WATER SDR35 FITTINGS JM EAGLE,IPEX,NORTHERN 1 PIPE,CRESLINE,ATKORE WATER BALL DRIP VALVE ELKHART BRASS 1 WATER SADDLE/STRAPS ROMAC INDUSTRIES 3 WATER BRASS SERVICE MATERIAL FORD METER BOX 7 WATER METER IDLER SPEARS 1 WATER HOT BOX HOT BOX 2 TESC TESC HD Fowler Company Submittal - HPSL10.85 72530 ADS PIPE 1 PAGE ADS, Inc. Drainage Handbook Specifications 0 1-6 ADS N-12® WT IB PIPE (PER AASHTO) SPECIFICATION Scope This specification describes 4- through 60-inch (100 to 1500 mm) ADS N-12 WT IB pipe (perAASHTO) for use in gravity-flow land drainage applications. Pipe Requirements ADS N-12 WT IB pipe (perAASHTO) shall have a smooth interior and annular exterior corrugations. o 4- through 10-inch (100 to 250 mm) pipe shall meet AASHTO M252, Type S. 0 12- through 60-inch (300 to 1500 mm) pipe shall meetAASHTO M294, Type S orASTM F2306. o Manning’s “n” value for use in design shall be 0.012. Joint Performance Pipe shall bejoined using a bell & spigotjoint meeting the requirements ofAASHTO M252, AASHTO M294, orASTM F2306. Thejoint shall be watertight according to the requirements ofASTM D3212. Gaskets shall meet the requirements ofASTM F477. Gaskets shall be installed by the pipe manufacturer and covered with a removable, protective wrap to ensure the gasket is free from debris. Ajoint lubricant available from the manufacturer shall be used on the gasket and bell during assembly. 12- through 60-inch (300 to 1500 mm) diameters shall have an exterior bell wrap installed by the manufacturer. Ffifings Fittings shall conform to AASHTO M252, AASHTO M294, orASTM F2306. Bell and spigot connections shall utilize a spun-on orwelded bell and valley or saddle gasket meeting the watertightjoint performance requirements ofAASHTO M252, AASHTO M294, orASTM F2306. Field Pipe and Joint Performance To assure watertightness, field performance verification may be accomplished by testing in accordance with ASTM F2487. Appropriate safety precautions must be used when field-testing any pipe material. Contact the manufacturerfor recommended leakage rates. Material Properties Virgin material for pipe and fitting production shall be high-density polyethylene conforming with the minimum requirements ofcell classification 424420C for4- through 10-inch (100 to 250 mm) diameters, and 435400C for 12- through 60-inch (300 to 1500 mm) diameters, as defined and described in the latest version ofASTM D3350, except that carbon black content should not exceed 4%. The 12- through 60-inch (300 to 1500 mm) virgin pipe material shall comply with the notched constant ligament-stress (NCLS) test as specified in Sections 9.5 and 5.1 ofAASHTO M294 and ASTM F2306 respectively. Installation Installation shall be in accordance with ASTM D2321 and ADS recommended installation guidelines, with the exception that minimum cover in trafficked areas for4- through 48-inch (100 to 1200 mm) diameters shall be one foot. (0.3 m) and for 60-inch (1500 mm) diameter the minimum cover shall be 2 ft. (0.6 m) in single run applications. Backfill for minimum cover situations shall consist of Class 1 (compacted), Class 2 (minimum 90% SPD) or Class 3 (minimum 95%) material. Maximum fill heights depend on embedment material and compaction level; please refer to Technical Note 2.01. Contact your local ADS representative or visit our website atvvvvw.ads-pipe.com for a copy ofthe latest installation guidelines. Pipe Dimensions Nominal Diameter, in (mm) Pipe l.D. 4 6 8 10 12 15 18 24 30 36 42 48 60 in (mm) (100) (150) (200) (250) (300) (375) (450) (600) (750) (900) (1050) (1200) (1500) PipeO.D.* 4.8 6.9 9.1 11.4 14.5 18 22 28 36 42 48 54 67 in(mm) (122) (175) (231) (290) (368) (457) (559) (711) (914) (1067) (1219) (1372) (1702) PipeO.D.valuesareprovided' forreferencepurposesonly,valuesstatedfor12through60-'inchare:1 'inch. Contactasalesrepresentative' forexactvalues ©ADS, Inc., February2017 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) TESC HD Fowler Company Submittal - MI500X12 65410 FABRIC 1 PAGE TENCATE GEOSYNTHETICS Americas Mirafi® 500X Mirafi® 500X geotextile is composed of high-tenacity polypropylene yarns, which are woven into a stable network such that the yarns retain their relative position. Mirafi® 500X geotextile is inert to biological degradation and resistant to naturally encountered chemicals, alkalis, and acids. TenCate Geosynthetics Americas Laboratories are accredited by a2La (The American Association for Laboratory Accreditation) and Geosynthetic Accreditation Institute – Laboratory Accreditation Program (GAI-LAP). NTPEP Listed Minimum Average Mechanical Properties Test Method Unit Roll Value MD CD Grab Tensile Strength ASTM D4632 lbs (N) 200 (890) 200 (890) Grab Tensile Elongation ASTM D4632 % 15 15 Trapezoid Tear Strength ASTM D4533 lbs (N) 75 (334) 75 (334) CBR Puncture Strength ASTM D6241 lbs (N) 700 (3115) Maximum Opening Size Apparent Opening Size (AOS) ASTM D4751 U.S. Sieve (mm) 40 (0.425) Minimum Roll Value Permittivity ASTM D4491 sec-1 0.05 gal/min/ft2 4 Flow Rate ASTM D4491 2 (l/min/m ) (163) Minimum Test Value UV Resistance (at 500 hours) ASTM D4355 % strength retained 70 Physical Properties Unit Roll Sizes 12.5 x 432 17.5 x 309 Roll Dimensions (width x length) ft (m) (3.8 x 132) (5.3 x 94.2) Roll Area yd2 (m2) 600 (502) Disclaimer: TenCate assumes no liability for the accuracy or completeness of this information or for the ultimate use by the purchaser. TenCate disclaims any and all express, implied, or statutory standards, warranties or guarantees, including without limitation any implied warranty as to merchantability or fitness for a particular purpose or arising from a course of dealing or usage of trade as to any equipment, materials, or information furnished herewith. This document should not be construed as engineering advice. Mirafi® is a registered trademark of Nicolon Corporation. Copyright © 2015 Nicolon Corporation. All Rights Reserved. 365 South Holland Drive Tel 706 693 2226 Fax 706 693 4400 Pendergrass, GA 30567 Tel 888 795 0808 www.tencate.com FGS000520 ETQR37 Testing Lab 1291.01 & 1291.02 GAI-LAP-25-97 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) TESC HD Fowler Company Submittal - HIDIRTRAPSR 65410 SEDIMENT INSERT 1 PAGE ENPAC Storm Sentinel Catch Basin Insert - Sediment, Round - 25"-29" SKU# 4340 _ Ii Storm Sentinel Catch Basin Inserts are the ideal products for preventing harmful pollutants from washing intostorm drains.Thisframed model comes completewith anadjustable steel wireframeforsimple. one— person installation and removal. lt aiso sits below the grate, making it low-profile and unobtrusive. The geote:-itile fabric prevents contaminated sediment from washing into the drain, protectingvou from fines and fees. I Adjustable frame fits drains 25” up to 29" 1 lvlultiple sizes and models available I Ho special tools required for installation I Catching sediment as small as 1DlEl microns Technical Data U.5. Metric Dimensions 25” up to 29” 53.5 cm up to ?3.E cm Cone Depth _ 13" 45 cm l.I_n_itWeight _ 2lbs 0.5 lag Flow Rate _ '5l[lgpmfftf 355? Lpmfmf Load Capacity 125 lbs 55.? ltg Material E oz. i‘~lon—woven Eeotezttile Regulations H EPA, SPEC and NPDE5 4-I Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) TESC HD Fowler Company Submittal - MIKITSAPL 65410 SILT FENCE 1 PAGE ACF West is a D.B.A. for Northwest Geosynthetics Inc. 2505 Frank Albert Rd E, Suite 111, Fife WA 98424 – PH: 253-922-6641 Fax: 253-922-6642 Description: ACF West “Supported” Silt Fence, ACF-WB-60 uses a woven fabric attached with steel hog rings to galvanized steel support mesh. Roll size: 60” fabric w/36” support mesh x 100 lineal foot Available in black or “Hi-Vis” orange Fabric: The fabric, is a woven network of polypropylene fibers, stabilized to resist degradation due to ultraviolet exposure, and resistant to commonly encountered soil chemicals, mildew and insects. It is non-biodegradable and is stable within a ph range of 2-13. Manufactured for ACF West Inc. The fabric meets the following minimum average roll values (MARV): Property Test Method MARV (English) Grab Tensile ASTM D 4632 158.1 x 161.7 lbs Grab Elongation ASTM D 4632 20.7% x 21.3% CBR Puncture ASTM D 6241 620 lbs Trapezoidal Tear ASTM D 4533 90 x 85 lbs UV Resistance ASTM D 4355 80% @ 500hr AOS ASTM D 4751 70 sieve Permittivity ASTM D 4491 0.128 sec-1 Support Mesh: Galvanized utility mesh, 4” x 2” opening, 36” height, 100’ length The information presented herein, while not guaranteed, is to the best of our knowledge true and accurate. Except when agreed to in writing for specific conditions of use, no warranty or guarantee expressed or implied is made regarding the performance of any product, since the manner of use and handling are beyond our control. Nothing contained herein is to be construed as permission or a recommendation to infringe any patent. Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) TESC HD Fowler Company Submittal - MIKITSAPPOST 65410 T-POST 1 PAGE ACF West Inc. is a D.B.A. name for Northwest Geosynthetics Inc. 8951 S.E 76th Drive, Portland, OR 97206 (503) 771-5115, (800) 878-5115, (503) 771-1161 fax 15540 Woodinville-Redmond Rd., #A-400, Woodinville, WA 98072 (425) 415-6115, (800) 423-4567, (425) 415-6126 fax 2120 N. Redwood Rd., Suite 70, Salt Lake City, UT 84116 (801) 521-5141, (800) 804-1393, (801) 521-5144 fax Steel Fence Post Specifications Size: 5’ length Weight: .95 lb/ft (nominal) Coating: Enamel paint, Green Material: Manufactured from 100% recycled steel (imported) Type: Studded “T” post cross section w/riveted anchor plate Uses Suitable for livestock penning, erosion control fencing, construction site barrier fences and a host of staking and fencing applications. Imported for ACF West Inc. By: Kirkwood Industries th 20212 108 Ave. NE Bothell, WA 98011 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) TESC HD Fowler Company Submittal - MIKITSAPCLIP 76540 FENCE CLIPS 2 PAGES • • LAYFIELD Wire Backed Silt Fence .. Product Cut Sheet 1. Product Description This variation on the traditional Silt Fence style provides rugged, reliable, and low maintenance silt control. Wire Backed Silt Fence will effectively protect storm water drainage systems from fouling with silt, and will protect you from environmental liability due to silt leaving your project site. Layfield's Wire Backed Silt Fence is constructed with a three-foot high wire scrim (0.9 m), covered with a woven polypropylene filter fabric. The galvanized steel scrim supports the fabric in an upright position, even under substantial loads of silt and water. A fabric apron extending beyond the wire is also available. The apron extends across the anchoring trench beneath the Silt Fence, and helps 4. Availability and Cost to anchor the fence and prevent undercutting. Available from Layfield or distributors. Call Layfield can provide metal T Posts and ties to 425-254-1075t:@ Pacific time secure the Wire Backed Silt Fence in position. 780-453-6731~ Mountain time, or 2. Technical Data 905-761-9123~ Eastern time Materials information is on page 2. 3. Installation Drive support posts approximately 2' deep every 6'. 5. Manufactured By Excavate a 6" x 6" trench on the upstream side of Layfield Environmental Systems Corp. the posts. Extend minimum 12" of fabric into the Layfield Geosynthetics & Ind. Fabrics Ltd. trench and backfill and compact. Attach silt fence to the posts using tie wire or plastic cable 6. Warranty ties. Place an extra post where a roll of fabric/wire Products sold will meet Layfield's published reinforcement ends and overlap minimum of 450 specifications at time of sale. Full warranty mm. Regular maintenance of the silt fence is details are available from Layfield. required and it should be inspected after every rainfall and cleaned out when sediment reaches 1/3 7. Maintenance of it's height. Check and follow local requirements. Silt and Sediment Control Devices should be inspected on a regular schedule and after every significant precipitation event. Any accumulated silt and sediment should be removed once they reach 1/3 the height of the device. 8. Filing Systems www.LayfieldGroup.com www.geomembranes.com HD Fowler Company Submittal - MIKITSAPCLIP 76540 9 F a b" ric M aterla " I P ropertles- W" Ire B k d ac e S"I It F ence Wire Backed Silt Fence 22 Dec 2011 Fabric Material Properties (typical) Fabric Style ASTM SF 100 SF 124 Grab Tensile 116/1201bs 125/1251bs 04632 (MO/CO) 516/534 N 556/556 N Grab Elongation 04632 23.7%/24.1 % 21%/21% (MO/CO) 58 Ibs 65 Ibs Trapezoidal Tear 04533 258 N 289 N 53 Ibs 65 Ibs Puncture Strength 04833 236 N 289 N 30 US Sieve ADS 04751 N/A 600 microns Permittivity 04491 N/A 0.05 s-l UV Resistance (500 04355 N/A 70% hours) Note: Layfield has additional silt fence products to suit regional requirements. Contact your Layfield representative for more information. 10 M aterla "I P ropertles 22 Dec 2011 Wire Backed Silt Fence Properties Wire Height 36" (0.91 m) Fabric Height 36",42",48", 60"(0.91 m, 1.07m, 1.22m, 1.52m) Wire Guage 14 Wire Weave Pattern 2" x 4" (51x102) Wire Material Galvanized Steel Roll Length 100 ft (30.5 m) Roll Weight 70 Ibs (32 kg) Post Material Metal T-Post1 1. Posts are supplied upon request. Layfield www.geomembranes.com Tel (US): 1-800-796-6868 Environmental Systems service@geomembranes.com Tel (Canada): 1-800-840-2884 Design I Manufacture I Fabrication I Installation I Maintenance Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) STORM STORM SDR35 PIPE 1 PAGE STORM HD Fowler Company Submittal - SFY222GGG 71800 SDR35 FITTINGS 6 PAGES GPK FITTING SUBMITTAL SHEET Intro: GPK manufactures PVC sewer fittings in accordance with either ASTM D 3034, F 1336 or F 679 to be used in gravity flow or low pressure applications. Injection molded fittings are produced in sizes 4” (100mm) through 12” (300mm) diameter. Fabricated fittings are produced in sizes 4” (100mm) through 36” (973mm) diameter. Material: Fabricated fittings are manufactured from PVC pipe and molded components meeting the requirements of either ASTM D 3034, F 1336 or F 679 for workmanship, extrusion quality, stiffness, impact resistance, dimensions and structural performance. Extruded pipe components are made from PVC material with a minimum cell classification of 12454, 13343 or 12364 as defined in ASTM D1784. Injection molded fittings are made from PVC material with a minimum cell classification of 12454 or 13343 as defined in ASTM D 1784. Extrusion Quality: Extruded components are tested in accordance with and meet the requirements of ASTM D 2152 for properly fused PVC. Impact Resistance: Extruded Components are tested in accordance with ASTM D 2444 using a 20 lb (9.07kg). Tup A and a Flat Plate Holder B. The strength shall equal or exceed the values shown below: 4” – 5” 150 Ft-Lbs 6” – 8” 210 Ft-Lbs 10” – 36” 220 Ft-Lbs (100mm – 125mm 203 J) (150mm – 200mm 284 J) (250mm – 973mm 299 J) Impact Resistance: Injection molded fittings are tested in accordance with ASTM D 2444 using a 20 lb (9.07kg). Tup A and a Flat Plate Holder B. The strength shall equal or exceed the values shown below: 4” 50 Ft-Lbs 6” – 8” 75 Ft-Lbs 10” – 12” 90 Ft-Lbs (100mm 68 J) (150mm – 200mm 102 J) (250mm – 300mm 122 J) Pipe Stiffness: Extruded Components are tested in accordance with ASTM D 2412. The stiffness equals or exceeds the requirements of ASTM D 3034 and F 679. Pipe Flattening: Extruded components are flattened as described in ASTM D 3034 and F 679 until the distance between the plates is 40% of the outside diameter of the pipe. There shall be no splitting, cracking or breaking. Pressure/Pressure Deflection: Gasketed joints are tested in accordance with ASTM D 3212. Pressure: 10 minutes @ 10.8 psi (74.5 kPa) + 10 minutes deflected @ 10.8 psi (74.5 kPa). Vacuum: 10 minutes @ 22 in. Hg (74 kPa) + 10 minutes deflected @ 22 in. Hg (74kPa). Branch Bending: The chemically fused areas around the fabricated branches of tee, wye and tee-wye fittings are tested to ASTM F 1336 to verify their strength and integrity. Pipe Stop Support: Tee and tee-wye fittings are tested to requirements of ASTM F 1336 for pipe stop load support. No cracking or splitting shall occur and pipe spigot shall not protrude into waterway of the fitting. Joining Methods: Chemically Fused Solvent Weld Joints Solvent cement is handled and tested in accordance with ASTM D 2564 and D 2855. The Lap Shear Strength shall equal or exceed 900 psi (6205 kPa) @ 72 hours. Heat Fusion Welded Joints (Butt Fusion Welds) Elastomeric Seals (Gaskets) Must meet all requirements of ASTM F 477 and D 3212. Saddles: Injection Molded saddle tees and saddle wyes shall have skirts with a minimum of 80 square inches (516 square cm) surface area which can be bonded to pipe. Fabricated saddle tees and saddle wyes shall have skirts with a minimum of 160 square inches (1032 square cm) surface area which can be bonded to pipe. The worm drive saddle straps used to fasten the saddles are manufactured with corrosion resistant 300 series AISI stainless steel. GPK does not recommend gasket skirts where air tests are required. Epoxy Reinforced Welds. 2 811 HD Fowler Company Submittal - SFY222GGG 71800 SDR35 D 3034 / PS46 F 679 FITTING SPECIFICATIONS 1.0 GPK PVC Sewer Fittings shall be manufactured in accordance with either ASTM D 3034, F1336 or F 679. The PVC material shall have a minimum cell classification of 12454, 13343 or 12364 as defined in ASTM D 1784. 2.0 The purpose of GPK in-line fittings is to convey municipal sanitary and industrial wastes, storm water runoff and many other related applications. They are designed to be used in gravity flow and low pressure applications not to exceed 10.8 psi. (74.5 kPa). 3.0 Injection Molded Fittings are produced in sizes 4” (100mm) through 12” (300mm) diameter. Fabricated Fittings are produced in sizes 4” (100mm) through 36” (973mm) diameter. A fabricated fitting is considered any fitting made from pipe or a combination of pipe and molded components. 4.0 Chemical Resistance GPK fittings resist attack from certain alcohols, alkalies, salt solutions, acids and other types of chemicals. Refer to chemical resistant chart for suitability. 5.0 Marking. GPK fittings shall be marked with applicable size, “PVC”, company name or logo, PSM and the ASTM specification number (D 3034, F 1336 or F679). The fittings and/or packaging shall include the manufacturer’s date and shIft code. 6.0 Testing. A test after installation of either low pressure air (Uni-B-6) or a water infiltration-exfiltration test is recommended. 7.0 Deflection Test. The maximum allowable pipe fitting deflection should be 7 ½% of base ID as shown in table X1.1 of D 3034, and X2.1 of F 679. 8.0 Backfilling and Tamping. Backfilling should follow closely after assembly of pipe and fittings. 8.1 Backfilling. with proper material is important to achieve desired density in haunching area which enables pipe, fitting and soil to work together to meet designed load requirements. This eliminates excess deflection and shear breaks due to heavy loads. Approved material shall be used properly, compacted continuously above and around the pipe and fittings as well as between fitting and trench wall. A cushion of approved material up to a minimum of 12” (305mm) over the fittings and between the trench walls shall be applied in accordance with the engineers’ specifications. 8.2 Tamping. This shall be done by hand tamping of the embedment material between the trench wall of the service line fitting and riser connection. Tamping can also be done by mechanical tampers or by using water to consolidate the embedment material. Extreme unstable ground conditions may require wider trenches to enable you to compact a larger area around the pipe and fittings to the density consistent of the original ground surface conditions. 9.0 Service Lines. Normally, service lines from the property line to the collection sewer should be a minimum depth of 3 feet (1 meter) at the property line and should be laid in straight alignment and uniform slope of not less than ¼” per foot (20.8mm/meter) for 4” (100mm) nominal pipe and 1/8” (10.4mm/meter) per foot for 6” (150mm) pipe. Where collection sewers are deeper than 7 feet (2 meters) a vertical standpipe or stack is permitted but not recommended, consult the project engineer for proper installation details. Deep sewer chimney and risers necessitate extreme care during backfilling. Where surface loading is anticipated the final backfill must be compacted to a density compatible with those surface loads to be encountered. 9.1 Backfilling around pipe service laterals on slope. Extra attention should be given on slopes to prevent the newly backfilled trench from becoming a “French Drain”. Before backfilling completely there is a tendency for ground and surface water to follow the direction of the looser soil. This flow may wash out soil from under or around pipe and branch line fittings, reducing or eliminating the support needed. To avoid this problem the backfilling should be of greater compaction. Tamping should be done in 4” (100mm) layers and continued in this manner all the way up to the ground or surface line of the trench. Concrete collars or other concrete poured around the fitting to stabilize unwanted movement is recommended to prevent water from undercutting the underside of the pipe and fittings. Summary: Due to various ground conditions and different situations, installation techniques vary widely. We warranty our products to be free of manufacturer’s defects. We will not replace the products that are installed or used incorrectly. The design of the systems that our product is used in is a factor that cannot be overlooked. 811 1 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) HD Fowler Company Submittal - SFD2S 77700 P.O. Box 3300, Term."A" 4507 LeSaint Court London, Ont. Canada Fairfield, Ohio USA N6A 4K3 45014 (519) 681-2140 (513) 942-9910 1-800-265-1815 1-800-523-3539 Fax (519) 681-2156 Fax (513) 942-9914 MULTI FITTINGS Engineered Tough SDR35 SOLVENT WELD SEWER FITTINGS LETTER OF COMPLIANCE Scope: This letter of compliance covers Multi Fittings requirements for 3” through 15” (75 mm – 375 mm) PVC Trench Tough SDR35 Solvent Weld Sewer Fittings. These products meet or exceed performance standards set by the American Society of Testing and Materials (ASTM), CSA International (CSA) and the International Association of Plumbing and Mechanical Officials (IAPMO). Trench Tough SDR35 Solvent Weld Sewer Fittings are compatible with pipe manufactured to ASTM D 3034, CSA B182.1 and CSA B182.2 and is suitable for the non-pressure drainage of sewage and surface water. Material: Rigid PVC Poly(Vinyl Chloride) used in the manufacturing of Trench Tough SDR35 Solvent Weld Sewer Fittings complies with ASTM D 1784, Standard Specification for Rigid Poly(Vinyl Chloride) (PVC) Compounds and Chlorinated Poly(Vinyl Chloride) (CPVC) Compounds, having a cell classification 12454 or 13343. Molded Fittings: Molded Trench Tough SDR35 Solvent Weld Sewer Fittings conform to the following standards: ASTM D 2729 “Standard Specification for Poly(vinyl Chloride) (PVC) Sewer Pipe and Fittings” ASTM D 3034 “Standard Specification for Type PSM Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings” CSA B182.1 “Plastic Drain and Sewer Pipe and Pipe Fittings” CSA B182.2 “PVC Sewer Pipe and Fittings (PSM Type)” IAPMO “Uniform Plumbing Code” Fabricated Fittings: Fabricated Trench Tough SDR35 Solvent Weld Sewer Fittings are made from segments of pipe conforming to the following standards: ASTM D 3034 “Standard Specification for Type PSM Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings” ASTM F 679 “Standard Specification for Poly(Vinyl Chloride) (PVC) Large-Diameter Plastic Gravity Sewer Pipe and Fittings” HD Fowler Company Submittal - SFD2S 77700 Page 2/... Trench Tough SDR35 Solvent Weld Sewer Fittings CSA B182.2 “PVC Sewer Pipe and Fittings (PSM Type)” Note: Molded components meeting the requirements listed above may also be used as part of the fabricated fitting. Markings: Trench Tough SDR35 Solvent Weld Sewer Fittings are marked a prescribed in the above applicable standards to indicate size of the fittings, material designation, compliance to standard, and manufacturer’s name or trademark. Yours truly, Frank Yorio Senior Vice President, Operations Issue Date: 2012-10-11 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) HD Fowler Company Submittal - SFD2G 80750 HD Fowler Company Submittal - SFD2G 80750 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) STORM HD Fowler Company Submittal - MCPVC22PSM 71800 SANDCOLLARS 2 PAGES HD Fowler Company Submittal - MCPVC22PSM 71800 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) STORM HD Fowler Company Submittal - CHGP2 79690 CHERNE PLUG 1 PAGE 26 Original Gripper® Cherne's Gripper plugs can be used in a variety of applications including DWV (drain, waste and vent) testing and stack testing. End-of-Pipe design won't fall in, whereas the Inside-of-Pipe design allows you to locate the plug inside the pipe as far as you need. Time tested, the Gripper® remains one of the most popular mechanical plugs on the market. Original Gripper® Plug Features: • Ideal for sewer testing and long-term applications • Made with glass-reinforced ABS plastic • End-of-pipe design seals only at the end of a pipe • Inside-of-pipe design seals inside pipe as far as needed Equipped with: • Easy to install extra large zinc wing nut – won't rust • Natural rubber o-ring • Galvanized carriage bolt to prevent corrosion End-of-Pipe Gripper® plug Inside-of-Pipe Gripper® plug Part Number Nominal Size Range of Use MaximumBack Pressure Length Product Weight End-of-Pipe Gripper 1 1/2" 1.48"-1.65" 17 psi 40 ft. 1.75" 0.13 lbs 270210 (40 mm) (39-42 mm) (1,2 bar) (12 M) (44.5 mm) (0.05 kg) 2" 1.9"-2.17" 17 psi 40 ft. 1.87" 0.19 lbs 270229 (50 mm) (49-55 mm) (1,2 bar) (12 M) (47.5 mm) (0.09 kg) 3" 2.8"-3.1" 17 psi 40 ft. 2.5" 0.375 lbs 270237 (75 mm) (71-79 mm) (1,2 bar) (12 M) (63.5 mm) (0.16 kg) 4" 3.8"-4.06" 17 psi 40 ft. 2.5" 0.5 lbs 270245 (100 mm) (96-103 mm) (1,2 bar) (12 M) (63.5 mm) (0.23 kg) 6" 5.77"-6.08" 17 psi 40 ft. 3.75" 2.5 lbs 270261 (150 mm) (147-154 mm) (1,2 bar) (12 M) (95.3 mm) (1.14 kg) 8" 7.7"-8.03" 17 psi 40 ft. 3.75" 3 lbs 270270 (200 mm) (196-204 mm) (1,2 bar) (12 M) (95.3 mm) (1.37 kg) Inside-of-Pipe Gripper 4" 3.8"-4.06" 17 psi 40 ft. 2.5" .5 lbs 270296 (100 mm) (96-103 mm) (1,2 bar) (12 M) (63.5 mm) (0.23 kg) 6" 5.77"-6.08" 17 psi 40 ft. 3.75" 2.5 lbs 270253 (150 mm) (147-154 mm) (1,2 bar) (12 M) (95.3 mm) (1.14 kg) 8" 7.7"-8.03" 17 psi 40 ft. 3.75" 3 lbs 270288 (200 mm) (196-204 mm) (1,2 bar) (12 M) (95.3 mm) (1.37 kg) Mechanical Plugs Always block plugs when conducting air tests. 1.800.843.7584 | www.cherneind.com Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) STORM HD Fowler Company Submittal - HPSTORM5 72530 ADS PIPE 1 PAGE ADS, Inc. Drainage Handbook Specifications 0 1-16 ADS HP STORM 12”- 60” PIPE SPECIFICATION Scope This specification describes 12- through 60-inch (300 to 1500 mm) ADS HP Storm pipe for use in gravity-flow storm drainage applications. Pipe Requirements ADS HP Storm pipe shall have a smooth interior and annular exterior corrugations. 0 12- through 60-inch (300 to 1500 mm) pipe shall meetASTM F2881 orAASHTO M330 o Manning’s “n” value for use in design shall be 0.012 Joint Performance Pipe shall bejoined using a bell & spigotjoint meeting the requirements ofASTM F2881 orAASHTO M330. Thejoint shall be watertight according to the requirements ofASTM D3212. Gaskets shall meet the requirements ofASTM F477. Gasket shall be installed by the pipe manufacturer and covered with a removable, protective wrap to ensure the gasket is free from debris. Ajoint lubricant available from the manufacturer shall be used on the gasket and bell during assembly. 12- through 60-inch (300 to 1500 mm) diameters shall have an exterior bell wrap installed by the manufacturer. Fflfings Fittings shall conform to ASTM F2881 orAASHTO M330. Bell and spigot connections shall utilize a welded or integral bell and valley or inline gaskets meeting the watertightjoint performance requirements ofASTM D3212. Field Pipe and Joint Performance To assure watertightness, field performance verification may be accomplished by testing in accordance with ASTM F1417 orASTM F2487. Appropriate safety precautions must be used when field-testing any pipe material. Contact the manufacturerfor recommended leakage rates. Material Properties Polypropylene compound for pipe and fitting production shall be impact modified copolymer meeting the material requirements ofASTM F2881, Section 5 and AASHTO M330, Section 6.1. Installation Installation shall be in accordance with ASTM D2321 and ADS recommended installation guidelines, with the exception that minimum cover in traffic areas for 12- through 48-inch (300 to 1200 mm) diameters shall be one foot (0.3 m) and for 60-inch (1500 mm) diameter the minimum cover shall be 2 ft. (0.6 m) in single run applications. Backfill for minimum cover situations shall consist of Class 1 (compacted), Class 2 (minimum 90% SPD), or Class 3 (minimum 95%) material. Maximum fill heights depend on embedment material and compaction level; please refer to Technical Note 2.04. Contact your local ADS representative orvisit our website atvvvvw.ads-pipe.com for a copy ofthe latest installation guidelines. Pipe Dimensions Nominal Pipe l.D. 12 15 18 24 30 36 42 48 60 in (mm) (300) (375) (450) (600) (750) (900) (1050) (1200) (1500) AveragePipe |.D. 12.2 15.1 18.2 24.1 30.2 36.0 42.0 47.9 59.9 in (mm) (310) (384) (462) (612) (767) (914) (1067) (1217) (1521) Average PipeO.D. 14.5 17.7 21.4 28.0 35.5 41.5 47.4 54.1 67.1 in (mm) (368) (450) (544) (711) (902) (1054) (1204) (1374) (1704) Minimum PipeStiffness* 75 60 56 50 46 40 35 35 30 @5% Deflection#/in./in. (kN/m2) (517) (414) (386) (345) (317) (276) (241) (241) (207) *Minimum pipestiffnessvalueslisted; contactarepresentativeforaveragevalues. © ADS, Inc., February2017 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) STORM HD Fowler Company Submittal - IP525GTJ 85870 DUCTILE PIPE 3 PAGES TYTON JDlNT® PIPE Each ofthe following is a nationally recognized standards organization; ANSI/AWWA C151/A2l.5, Ductile Iron Pipe, Centrifugally Cast forWater. I American National Standards Institute (ANSI) American WaterWorks Association (A\/IANA) Ductile Iron TYTON JOINT Pipe is centrifu- American SocietyforTesting and Materials (ASTM) gally cast in metal molds in accordance Underwriters Laboratories (UL) with ANSI/AWWA C151/A21.5. National Fire Protection Association (NFPA) National Sanitation Foundation (NSF) The asphaltic outside coating is in accor- Factory Mutual (FM) dance with ANSI/AWWA C151/A21.51. As specified in ANSI/AWWA C151/A21.51, TYTON JOINT is U.S. Pipe’s trademarkfor pipe with a push-on type connection. Simplicity, sturdiness pipe weights have been calculated using and watertightness are built into the system by design. Convincing proof of its worldwide acceptance standard barrel weights and weights of is shown bythe fact that more than 95% ofthe pipe now sold by U.S. Pipe is TYTON JOINT Pipe. bells being produced. TYTON JOINT Pipe is available in sizes 3" through 64". Sizes 3" through 42" are available in nominal ANSI/AWWA C104/A21.4, Cement-Mortar 18-foot laying lengths. 4“ through 30“ sizes, along with sizes 48" through 64", are available in Lining For Ductile-Iron Pipe and Fittings nominal 20-foot laying lengths. ForWater. The cement-mortar lining and inside TYTONJOINTPipe in sizes 4“ through 36" are UL Listed, and sizes4" through 16" are FMApproved. coating are in accordancewith ANSI/AWWA When TYTON JOINT Pipe is used for bridge crossings orother above-ground installations, each length C104/A21/I. of pipe must be supported in a mannerto restrict both vertical and horizontal movement. Special linings and/orcoatings can be furnished forspecific conditions. ATYTON® Gasket is the only accessory required when installing TYTON JOINT Pipe. It is a circular rubber gasket that has a modified bulb shape in cross section. Gaskets are furnished in accordance ANSI/AWWA C111/A2l.ll, Rubber-Gasket with ANSI/AWWA C111/A21.1. Composition and dimensions ofthe gasket have been carefully Joints for Ductile-Iron Pressure Pipe engineered to ensure a watertight and lasting seal. The standard TYTON Gasket is manufactured of and Fittings. SBR — styrene butadiene rubber. Gaskets of special elastomers may be ordered for special TYTON® Gaskets arefurnished in accor- applications. The gasket contour and bell socket contourensurethat the gasket will remain seated dance with ANSI/AWWA C111/A21.11. during proper assembly ofthe pipe. When joint restraint is required for push-on joint pipe, two options are available from U.S. Pipe. Forjoint restraint of 4" through 24", FIELD LOK 350® Gaskets ANSI/AWWA C105/A21.5, Polyethylene may be used. FIELD LOK 350 Gaskets are rated for 350 psi in sizes 4" through 24". In addition, for4" Encasement for Ductile Iron Pipe through 36" sizes, TR FLEX Pipe and Fittings may be used, and for 30" through 64" sizes, HP LOK® Systems. Pipe and Fittings may be used. TR FLEX Pipe and Fittings are rated forworking pressures for 350 psi If specifiers and users believe that corro- in 4" through 24" sizes, 250 psi in sizes 30“ through 36". For HP LOK Pipe and Fittings, the working sive soils will be encountered where our pressure is 350 psi for 30" through 64". For higher pressure applications contactyour U.S. Pipe products are to be installed, please refer representative. Complete details on FIELD LOK 350 Gaskets, TR FLEX Pipe and Fittings, and HP LOK to ANSI/AWWA C105/A21.5, for proper external protection procedures. Pipe and Fittings can be found on ourwebsite, www.uspipe.com. NOTE; U.S. PipequalifiesforFederalProcurementunderPublicLawNo. 94-580, Section6002, knownasthe ASTM A746-D3 "Standard specification ResourceRecoveryActof1976, since, due tomodern technology, recycledironandsteelscrapareusedtoa for Ductile Iron Gravity Sewer Pipe." largedegreeinourDuctileIronPipeproduction. Theplainendofthepipeisfurnishedbeveledorwithaquarterellipseontheedgetoallowassembly. Morethan40 ASTM A716-D8 "Standard Specification yearsofsuccessfulexperiencehaveproveditssealingcapabilities. Hydrostatictestshaveshown thatthesystem for Ductile Iron Culvert Pipe." willwithstandpressures farinexcessofratedpressures. ASTM A536 "Standard Specification for TYTON®, TYTONl0lNT®, TR FLFX®, HPLOK®andFIELDLOK350® areRegistered Trademarks of U.S. Pipe andFoundryCompany LLC. Ductile Iron Castings." REVISED41816 HD Fowler Company Submittal - IP522GTJ 85870 PRESSURE CLASS — THICKNESSES, DIMENSIONS AND WEIGHT 18-FOOTLAYING LENGTH 20-FOOTLAYING LENGTH OUTSIDE BARRELWEIGHT WEIGHT PER WEIGHT PER SIZE THICKNESS THICKNESS DIAMETER* PER FOOT LENGTHt LENGTHT Inches CLASS Inches Inches Pounds Pounds Pounds 3.00 11.8 220 — 3.00 12.8 240 — (:1(:100.|>Q0CD\l-I> 3.00 13.7 255 — CD-5O0O0 0.20 4.30 11.3 215 235 4 0.20 4.30 12.6 235 260 4 LTILTI00|\DO3|—\-I>LTIU"lLTILTILTI 0.32 4.30 13.8 260 285 4 54 0.35 4.30 15.0 280 310 4 55 0.33 4.30 16.1 300 330 4 50 0.41 4.30 17.3 320 355 0 50 0.25 0.00 16.0 305 335 0 51 0.23 0.00 17.8 335 370 52 0.31 0.00 19.6 370 410 53 0.34 0.00 21.4 400 445 54 0.37 0.00 23.2 435 480 55 0.40 0.00 25.0 465 515 O‘-DO‘-iO'JO'JO'J 50 0.43 0.00 26.7 495 550 3 50 0.27 0.05 22.8 430 475 3 51 0.30 0.05 25.2 475 525 52 0.33 0.05 27.7 520 575 53 0.30 0.05 30.1 560 620 54 0.30 0.05 32.5 605 670 55 0.42 0.05 34.8 650 720 XXXXX 50 0.45 0.05 37.2 690 765 NOTE: Thicknessesanddimensions of3"through 64"ductileironpipe conform toANS///IWI/llA C151/7421.51. Weights mayvaryfrom thestandardbecauseofdifferences in be/I weights. *To/erance of0.D. ofspigotend; 3-12in., 10.06in.,- 14-24in., +0.05in., -0.08in.; 30-48in., +0.08in., -0.06in.,- 54-64 in., +0.04in., -0.10in. TIncludingbe/I; calculated weightofpipe roundedoffto nearest5lbs. Table continued on next page. H 115010511.-1 1e.15 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) HD Fowler Company Submittal - IP525GTJ 85870 THICKNESS CLASS — THICKNESSES, DIMENSIONS AND WEIGHT (cont.) 18-FOOTLAYING LENGTH 20-FOOTLAYING LENGTH OUTSIDE BARRELWEIGHT WEIGHT PER WEIGHT PER SIZE THICKNESS THICKNESS DIAMETER* PER FOOT LENGTHt LENGTHT Inches CLASS Inches Inches Pounds Pounds Pounds ‘: 50 0.20 1; 30.1 570 630 : 51 0.32 -- 33.2 625 690 : 52 0.35 -- 36.2 680 750 : 53 0.33 -- 39.2 730 810 : 54 0.41 -- 42.1 785 870 : 0.44 -- 45.1 840 930 la 48.0 890 990 my u ......_.u '2 :11.:1 _ 5:1:1 38.4 725 800 Q0-|>g]H '591‘ '2 0.34 13.20 42.0 790 875 '2 0.37 13.20 45.6 855 945 '2 0'10'1O0l\)CD|—\U"lO5L71LTIL710'1 0.40 13.20 49.2 920 1015 '2 54 0.43 13.20 52.8 985 1090 '2 55 0.46 13.20 56.3 1045 1160 '2 56 0.49 13.20 59.9 1110 1230 u ... u 47.5 910 1005 0.30 15.30 51.7 985 1090 0.30 15.30 55.9 1060 1170 0.42 15.30 60.1 1135 1255 U -- U 64.2 1210 1340 U — U 68.4 1285 1420 LLLLLLL 72.5 1360 1505 u _- u J 55.8 1065 1175 U -- U ' 0.37 17.40 60.6 1150 1275 ' 0.40 17.40 65.4 1240 1370 ' 0.43 17.40 70.1 1325 1465 J 74.9 1410 1560 u ... u J 79.7 1495 1655 U -- U J :1:1:1:1:1:1:1:1 :1:1:1:1:1:1:1:1 84.4 1580 1750 O‘)-5O1-5O‘)-5O‘)-5O1O‘)-5O‘)-5-5 U1U"IO000CD|\>3|\)l—*1—\-I>U1U"IO5U1U1U1U1U1U1U1U1U1U1L71 U CA.)O0LJTI-I>l\DO0Q0LOU‘lIi-I>O3 —S->"'.\'9"‘Q0-I?.\'S->"'09U-I?.\'Q99"‘-I?.\'09-I? NOTE: Thicknesses anddimensions of3"through 64"ductileironpipeconform toANSI/AWWA C151/421.51. Weights mayvaryfrom thestandardbecause ofdifferencesin bell weights. *To/erance of0.D. ofspigotend.- 3-12in., :0.06in.,- 14-24 in., +0.05in., -0.08in.,- 30-48in., +0.08in., -0.06in.,- 54-64 in., +0.04 in., -0.10in. fIncludingbell; calculated weightofpiperoundedoffto nearest5lbs. Table continued on next page. : 115010511.-1 1e.15 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) STORM 23U ‐ ANSI/AWWA C153/A21.53 DUCTILE FITTINGS Mechanical Joint Compact 6 PAGES Ductile Iron Fittings Revised 4/2018 DOMESTIC NON‐DOMESTIC SUBMITTAL: C153 MECHANICAL JOINT PRODUCT (Current revisions for the noted Standards apply) SIZES: 2” ‐ 64” (2” not included in ANSI/AWWA C153 standard) STANDARDS: ANSI/AWWA C153/A21.53, NFPA13/24, 3”‐16” UL and 3”‐10” FM listed & approved (File ‐ Tyler Union) MATERIAL: Cast of ASTM A536 qualified ductile iron. Date code is cast on and required for traceability. PRESSURE RATING: *Flanged fittings rated at 250 psi. Mechanical joints 2” – 24” rated at 350 psi and 30” – 48” at 250 psi. *Note: With rubber annular ring flange gasket, 2” – 24” Flanged fittings can be rated at 350 psi. Note: Wyes over 12” are not pressure rated. Contact Tyler Union for rating in your application. DEFLECTION: Joint deflection 5° max for 2”– 12” and 3° max for 14”– 48”. Reduces by 50% at nominal pipe & fitting diameters NSF‐61 & NSF372: Meets all requirements including Annex G, Tyler Union’s Underwriters Laboratory listing MH16439. ASPHALT COATING: Per ANSI/AWWA C104/A21.4 and ANSI/AWWA C153/A21.53. CEMENT LINING: Per ANSI/AWWA C104/A21.4, with double cement lining available upon request. EPOXY COATING: Fusion bonded epoxy per ANSI/AWWA C116/A21.16. Additional coatings available upon request. BARE FITTINGS: Available upon request. FASTNERS: High strength low alloy weathering steel per ANSI/AWWA C111/A21.11 and ASTM A242 INSTALLATION: Install per AWWA C600/C651 using pipe conforming to ANSI/AWWA C151/A21.51 or AWWA C900/905. Anniston: 1501 W 17th St. ● Anniston, AL 36201 ● (800) 226‐7601 Elmer: 701 Kenyon Ave.● Elmer, New Jersey 03318 Corona: 1001 El Camino Ave. ● Corona, CA 92879 ● (866) 527‐8471 New Lenox: 2200 West Haven● New Lenox, IL 60451 Tyler: 11910 CR 492 ● Tyler, Texas 75706 ● (800) 527‐8478 Portland: 15670 N. Lombard St. ● Portland, OR 97203 Dallas: 1201 Ave. S. Suite100 ● Grande Prairie, TX 75050 Oxford: 1800 Greenbrier Dear Road ●Anniston, AL 36207 28U ‐ ANSI/AWWA C110/A21.10 Class 125 Flange Joint Full Body Ductile Iron Fittings Revised 4/2018 DOMESTIC NON‐DOMESTIC SUBMITTAL: C110 FLANGE JOINT CLASS 125 PRODUCT (Current revisions for the noted Standards apply) SIZES: 2” ‐ 64” (Contact Tyler Union for 54” – 64” flange fitting information) STANDARDS: ANSI/AWWA C110/A21.10, NFPA 13/24, ASME B16.1, 3” ‐ 12” UL listed and FM approved MATERIAL: Cast of ASTM A536 qualified ductile iron. Date code is cast on and required for traceability. PRESSURE RATING: *Flanged fittings *2” – 48” rated at 250 psi. 54” – 64” rated at 150psi. *Note: With rubber annular ring flange gasket, 2” – 24” flanged fittings can be rated at 350 psi. DEFLECTION: Deflection is “not” recommended for flange joint due to the rigidity of the joint. NSF‐61 & NSF372: Meets all requirements including Annex G, Tyler Union’s Underwriters Laboratory listing MH16439. COATING: Asphaltic or Primer per ANSI/AWWA C104/A21.4, Standard primer is Tnemec Pota Pox N140‐1211. Contact Tyler Union for additional coating options. CEMENT LINING: Per ANSI/AWWA C104/A21.4, with double cement lining available upon request. EPOXY COATING: Fusion bonded epoxy per ANSI/AWWA C116/A21.16. Additional coatings available upon request. BARE FITTINGS: Available upon request. FLANGES: ANSI Class 125 per ASME B16.1 and ANSI/AWWA C111/A21.11. Bolt holes shall straddle the center line NOTE: Class 125 ASME B16.1 are not compatible with Class 250 Flanges NOTE: Class 250 ASME B16.1 fittings are available upon request. FASTNERS: High strength low alloy weathering steel per ANSI/AWWA C111/A21.11 and ASTM A242 INSTALLATION: Install per AWWA C600/C651 using pipe conforming to ANSI/AWWA C151/A21.51. Anniston: 1501 W 17th St. ● Anniston, AL 36201 ● (800) 226‐7601 Elmer: 701 Kenyon Ave.● Elmer, New Jersey 03318 Corona: 1001 El Camino Ave. ● Corona, CA 92879 ● (866) 527‐8471 New Lenox: 2200 West Haven● New Lenox, IL 60451 Tyler: 11910 CR 492 ● Tyler, Texas 75706 ● (800) 527‐8478 Portland: 15670 N. Lombard St. ● Portland, OR 97203 Dallas: 1201 Ave. S. Suite100 ● Grande Prairie, TX 75050 Oxford: 1800 Greenbrier Dear Road ●Anniston, AL 36207 Utility Pipe Fittings and Accessories Compact MJ Fittings ANSI/AWWA C153/A21.53 2" - 64" DuCTIlE IRON MEChANICAl JOINT COMPACT FITTINgS gENERAl SPECIFICATIONS MATERIAl: Ductile Iron per ASTM A536 PRESSuRE: 350 PSI rating for 3" - 24" sizes, 250 PSI rating for 30” - 48" sizes and 150 PSI rating for 54” - 60” sizes TESTINg: In accordance with ANSI/AWWA C153/A21.53 and UL requirements lAyINg lENgTh: In accordance with ANSI/AWWA C153/A21.53 (fittings not listed in ANSI/AWWA have dimensions per Star design as noted in the catalog) WEIghTS: Are in pounds, unless noted otherwise and do not include accessories, cement lining and coating FlANgES: Flanged ends on fittings match ANSI/AWW C115/A21.15 and ANSI B16.1 class 125 flanges CEMENT lININg: In accordance with ANSI/AWWA C104/A21.4 -- size 2" - 3" single thickness and sizes 4" - 64" double thickness COATINg: Asphaltic seal coat inside and out in accordance with ANSI/AWWA C104/A21.4 gASkETS: SBR in accordance with ANSI/AWWA C111/A21.11 (see pg. 17) T-BOlTS/NuTS: Low alloy steel in accordance with ANSI/AWWA C111/A21.11 (see pg. 16) APPROvAlS: 4" - 12" Underwriters Laboratories Listed 3" and greater are UL/NSF-61 DIMENSIONS: All dimensions are in inches unless noted otherwise M L X K1 M E M B E R Ø 7° S K2 J 2° D C 0.12 in. 0.75 in. F A 2"-24" = 0.31 in. 30"-64" = 0.38 in. B MEChANICAlJOINT DIMENSIONS NOM. BOlTS A DIA. B C DIA. D DIA. F DIA. J DIA. k1 DIA. k2 DIA. l M S Ø X DIA. SIZE SIZE NO.  2 2.50 2.50 3.39 3.50 2.61 4.75 6.19 6.25 0.58 0.62 0.36 28º ¾ ⅝ x 3 2 3 3.96 2.50 4.84 4.94 4.06 6.19 7.62 7.69 0.58 0.62 0.39 28º ¾ ⅝ x 3 4 4 4.80 2.50 5.92 6.02 4.90 7.50 9.06 9.12 0.60 0.75 0.39 28º ⅞ ¾ x 3 ½ 4 6 6.90 2.50 8.02 8.12 7.00 9.50 11.06 11.12 0.63 0.88 0.43 28º ⅞ ¾ x 3 ½ 6 8 9.05 2.50 10.17 10.27 9.15 11.75 13.31 13.37 0.66 1.00 0.45 28º ⅞ ¾ x 3 ½ 6 10 11.10 2.50 12.22 12.34 11.20 14.00 15.62 15.62 0.70 1.00 0.47 28º ⅞ ¾ x 4 8 12 13.20 2.50 14.32 14.44 13.30 16.25 17.88 17.88 0.73 1.00 0.49 28º ⅞ ¾ x 4 8 14 15.30 3.50 16.40 16.54 15.44 18.75 20.25 20.25 0.79 1.25 0.55 28º ⅞ ¾ x 4 ½ 10 16 17.40 3.50 18.50 18.64 17.54 21.00 22.50 22.50 0.85 1.31 0.58 28º ⅞ ¾ x 4 ½ 12 18 19.50 3.50 20.60 20.74 19.64 23.25 24.75 24.83 1.00 1.38 0.68 28º ⅞ ¾ x 4 ½ 12 20 21.60 3.50 22.70 22.84 21.74 25.50 27.00 27.08 1.02 1.44 0.69 28º ⅞ ¾ x 4 ½ 14 24 25.80 3.50 26.90 27.04 25.94 30.00 31.50 31.58 1.02 1.56 0.75 28º ⅞ ¾ x 5 16 30 32.00 4.00 33.29 33.46 32.17 36.88 39.12 39.12 1.31 2.00 0.82 20º 1 ⅛ 1 x 6 20 36 38.30 4.00 39.59 39.76 38.47 43.75 46.00 46.00 1.45 2.00 1.00 20º 1 ⅛ 1 x 6 24 42 44.50 4.00 45.79 45.96 44.67 50.62 53.12 53.12 1.45 2.00 1.25 20º 1 ⅜ 1 ¼ x 6 ½ 28 48 50.80 4.00 52.09 52.26 50.97 57.50 60.00 60.00 1.45 2.00 1.35 20º 1 ⅜ 1 ¼ x 6 ½ 32  54  60 { Dimensions Available On Request }  64 REV.07 Not Included in AWWA C153 ® REGISTERED TRADEMARK OF STAR PIPE PRODUCTS STAR® PIPE PRODUCTS HOUSTON CORPORATE TOLL FREE 1-800-999-3009 FAX 281-558-9000 www.starpipeproducts.com Page 3 Utility Pipe Fittings and Accessories Flanged Fittings Ansi/AWWA C110/A21.10 1" - 64" DuCTilE iROn FlAngED FiTTings gEnERAl sPECiFiCATiOns MATERiAl: Ductile iron per ASTM A536 PREssuRE: 250 PSI ratiing for 1" - 48" sizes and 150 PSI rating for 54" - 64" TEsTing: In accordance with ANSI/AWWA C110/A21.10, UL and FM requirements lAying lEngTh: 2" - 48" sizes in accordance with ANSI/AWWA C110/A21.10 and ANSI B16.1 and 54" - 64" sizes in accordance with ANSI/AWWA C153/A21.53 (fittings not listed in ANSI/AWWA have dimensions per Star design as noted in the catalog) WEighTs: Are in pounds, unless noted otherwise and do not include accessories, cement lining and coatings DRilling: In accordance with ANSI/AWWA C110/A21.10, ANSI/AWWA C153/A21.53 and ANSI B16.1 Class 125 Flanges CEMEnT lining: In accordance with ANSI/AWWA C104/A21.4 -- sizes 1"- 3" single thickness and sizes 4"- 64" double thickness COATing: Asphaltic seal coat inside in accordance with ANSI/AWWA C104/A21.4 and prime coat outside APPROvAls: 4" - 12" Underwriters Laboratories Listed and Factory Mutual approved for 300 PSI rating 2" and greater are UL/NSF-61 DiMEnsiOns: All dimensions are in inches unless noted otherwise T B.C. APPROVED M E M B E R O.D. SIZE FlAngE DETAils nOM. BOlT hOlE BOlTs O.D. B.C. T siZE DiA. siZE nO.  1 4.25 3.12 0.44 0.62 ½ x 2 4  1 ½ 5.00 3.88 0.56 0.62 ½ x 2 4  2 6.00 4.75 0.62 0.75 ⅝ x 2 ¼ 4  2 ½ 7.00 5.50 0.69 0.75 ⅝ x 2 ½ 4 3 7.50 6.00 0.75 0.75 ⅝ x 2 ½ 4 4 9.00 7.50 0.94 0.75 ⅝ x 3 8  5 10.00 8.50 0.94 0.88 ¾ x 3 8 6 11.00 9.50 1.00 0.88 ¾ x 3 ½ 8 8 13.50 11.75 1.12 0.88 ¾ x 3 ½ 8 10 16.00 14.25 1.19 1.00 ⅞ x 4 12 12 19.00 17.00 1.25 1.00 ⅞ x 4 12 14 21.00 18.75 1.38 1.13 1 x 4 ½ 12 16 23.50 21.25 1.44 1.13 1 x 4 ½ 16 18 25.00 22.75 1.56 1.25 1 ⅛ x 5 16 20 27.50 25.00 1.69 1.25 1 ⅛ x 5 20 24 32.00 29.50 1.88 1.38 1 ¼ x 5 ½ 20 30 38.75 36.00 2.12 1.38 1 ¼ x 6 ½ 28 36 46.00 42.75 2.38 1.63 1 ½ x 7 32 42 53.00 49.50 2.62 1.63 1 ½ x 7 ½ 36 48 59.50 56.00 2.75 1.63 1 ½ x 8 44  54 66.25 62.75 3.00 2.00 1 ¾ x 8 ½ 44  60 73.00 69.25 3.12 2.00 1 ¾ x 9 52  64 80.00 76.00 3.38 2.00 1 ¾ x 9 52 REV.07 not included in AWWA C110 ® REGISTERED TRADEMARK OF STAR PIPE PRODUCTS STAR® PIPE PRODUCTS HOUSTON CORPORATE TOLL FREE 1-800-999-3009 FAX 281-558-9000 www.starpipeproducts.com Page 37 C153 DUCTILE IRON MECHANICAL JOINT FITTINGS C153 DUCTILE IRON MECHANICAL JOINT FITTINGS BASIC SPECIFICATIONS SIZES: • 2” - 64” MATERIAL: • Ductile Iron ASTM A536, Grade 65-45-12, 60-42-10 or 70-50-05. PRESSURE: • 350 PSI Water Working Pressure 2”- 24”. • 250 PSI Water Working Pressure 30”- 48”. • 150 PSI Water Working Pressure 54”- 64”. TESTING: • In accordance with ANSI/AWWA C153/A21.53. • In accordance with UL - FM requirements. • All fittings are hydrostatically tested in accordance with SIGMA Quality Management Standard. • All fittings are heat coded to ensure traceability and verification of metallurgical properties in accordance with the prevailing standards and SIGMA Quality Manage- ment Standards. LAYING LENGTH: • Short body design - straight section of body deleted to provide a compact and lighter fitting without reducing strength or flow characteristics. • In accordance with ANSI/AWWA C153/A21.53. DEFLECTION: • Maximum allowable deflection for MJ Joint on a full length pipe is as mentioned below: 1. 3” - 4” = 8 Degrees 2. 6” = 7 Degrees 3. 8” - 12” = 5 Degrees 4. 14” - 48” = 3 Degrees CEMENT LINING: • Maximum Double cement lined in accordance with ANSI/AWWA C104/A21.4. COATING: • Interior of fitting is seal coated (asphaltic material) in accordance with ANSI/ AWWA C104/A21.4 and NSF61 approved. • Exterior of fitting is seal coated (asphaltic material) in accordance with ANSI/ AWWA C153/A21.53 and NSF61 approved. GASKETS: • SBR in accordance with ANSI/AWWA C111/A21.11. • Also available in EPDM, NBR and CR. T-BOLTS: • Low Alloy corrosion resistant high strength steel in accordance with ANSI/AWWA C111/A21.11. APPROVALS: • 3”-16” Underwriters Laboratories listed and Factory Mutual Approved. STANDARDS: • Certified to NSF61 Standard including Annex G & 372. • ANSI/AWWA C153/A21.53 for Compact Ductile Iron Fittings 2”-64” for water and other liquids. INSTALLATION: • Per ANSI/AWWA C600 and C111 using DIP conforming to C150/C151 and PVC pipe conforming to C900/C905. ® January 2019 SIGMA Corporation www.sigmaco.com ® Certified to ® ANSI/NSF 61 Member C110 DUCTILE IRON FLANGED FITTINGS C110 DUCTILE IRON FLANGED FITTINGS BASIC SPECIFICATIONS SIZES: • 2” - 64” MATERIAL: • Ductile Iron ASTM A536 Grade 60-42-10, 65-45-12 or 70-50-05. PRESSURE: • 250 PSI Water Working Pressure for Ductile Iron sizes 2” - 48”. • 150 PSI Water Working Pressure for Ductile Iron sizes 54” - 64”. TESTING: • In accordance with ANSI / AWWA C110 / A21.10 where applicable. • Other items are in accordance with manufacturer’s standards. • 54” and above Flanged Fittings are manufactured as per AWWA C153/A21.53. • All fittings are hydrostatically tested in accordance with SIGMA Quality Man- agement Standard. • All fittings are heat coded to ensure traceability and verification of metallurgi- cal properties in accordance with SIGMA Quality Management Standards. LAYING LENGTH: • In accordance with ANSI / AWWA C110 / A21.10 where applicable. • Other items are in accordance with manufacturer’s standards. • 54” and above Flanged Fittings are manufactured as per AWWA C153/A21.53. CEMENT LINING: • Double cement lined in accordance with ANSI/AWWA C104 / A21.4. COATING: • Interior of fitting is seal coated (asphalt material) in accordance with ANSI / AWWA C104/A21.4 and NSF61 approved. • Red Primer Outside. • For special conditions, other types of coatings and linings are available. • Please specify when ordering. GASKETS: • SBR in accordance with ANSI/AWWA C111/A21.11 & ANSI/AWWA C111/ A21.11. • Also available in EPDM, NBR and CR. APPROVALS: • 2”-16” Underwriters Laboratories listed and Factory Mutual Approved. STANDARDS: • Certified to NSF61 Standard including Annex G & 372. • ANSI / AWWA C110 / A21.10 Where applicable. • Other items are in accordance with manufacturer’s standards. • 54” and above Flanged Fittings are manufactured as per AWWA C153/A21.53. INSTALLATION: • Per ANSI/AWWA C600 and C111 using DIP conforming to C150/C151 and PVC pipe conforming to C900/C905. ® ® Certified to ® ANSI/NSF 61 May 2017 SIGMA Corporation www.sigmaco.com Member STORM HD Fowler Company Submittal - IFZ5 84890 MJ KIT 1 PAGE 23U - ANSI/AWWA C153/A2153 fil Mechanical Joint Compact Ductile Iron Fittings TYLER U N ION“ “':"‘*:““’*°:“ Quality Waterworks Products ‘:| DOMESTIC E NDN_DDMES.nc SUBMITTAL: C153 MECHANICAL JOINT PRODUCT [Current revisions for the noted Standards Hfifillfi SIZES: 2” - 54" (2” not included in ANSI/AWWA C153 standard] STANDARDS: ANSIIAWWA C153/1121.53, NFPA13j'24, 3”-15" UL ancl 3“-1o” FM listed 8. approved {File - Tvler Union} MATERIAL: Cast of ASTM A535 qualified ductile iron. Date code is cast on and required for traceability. PRESSURE RATING: *Flanged fittings rated at 250 psi. Mechanical joints 2“ — 24" rated at 350 psi and 30“ —45" at 250 psi. *Note: With rubber annular ring flange gasket, 2“ — 24” Flanged fittings can be rated at 350 psi. Note: Wves over 12” are not pressure rated. Contact Tvler Union for rating in vour application. DEFLECTION: Joint deflection 5" max for 2"— 12” and 3° max for 14”— 48". Reduces by 50% at nominal pipe Si fitting diameters NSF-51 81 NSF372: Meets all requirements including Annex G, Tvler Uniorfs Underwriters Laboratorv listing lvlH1E439. ASPHALT COATING : Per ANSI,/AWWA C1041'A21.4 and ANSI/IAWWA C153,/A21.53. CEMENT LINING: Per ANSI/AWWA C104/A21.4, with double cement lining available upon request. EPOXY COATING: Fusion bonded epoxy per ANSI/'AWWA C116,/A21.16. Additional coatings available upon request. BARE FITTINGS: Available upon request. FASTNERS: High strength low allov weathering steel per ANSI/AWWA C111/A2111 and ASTM A242 INSTALLATION: Install per AWWA C600fC551 using pipe conforming to ANSIXAWWA {I151/A2151 or AWWA C900/905. —-E L .31 2 _ é"-‘:5 ' F 2 s ‘5t.‘0\~- “ 2‘ _l:T 0.?5 -- i<' 1 o c A 0.12--l F x‘ NOMINALIUINT DIMEN5IDN5 |N INCHE5 B-ULT5 A Dla' . B Hub C Dia' . JDIa. K" Dia. K3 Dia' . L NI T QW- D| Pipe Depth GLAND GLAND GLAND GLAND H 2.51 2 50 3 50 3-50 2.51 4 25 5.15 5 55 0.55 0 52 0.35 0.30 3,24 5}5x3 2 ass also .11.. 4.54 Ros s.1s 2.52 2.55 o.ss oféz o.§.§ o.ss am? 523.5 II- I 4.50 2.50 5.52 5.02 4.50 2.50 5.05 5.12 0.50 0.25 0.35 0.34 2,15 3f4x3-1,l"2 -I5 5.50 2.50 5.02 5.12 2.00 5.50 11.05 11.12 0.53 0.55 0.43 0.35 225 3f4x3-122 0'1 OJ 5.05 2.50 10.12 10.22 5.15 11.25 13.31 13.32 0.55 1.00 0.45 0.35 2,33 3;’4x4 0'! 10 11.10 2.50 12.22 12.34 11.20 14.00 15.52 15.52 0.20 1.00 0.42 0.40 2,15 324104 12 13.20 2.50 14.32 14.44 13.30 15.25 12.55 12.55 0.23 1.00 0.45 0.42 223 3;’4x4 C0 14 15.30 3.50 15.40 15.54 15.44 15.25 20.31 20.25 0.25 1.25 0.55 0.42 225 3;'4x4-1f2 10 15 12.40 3.50 15.50 15.54 12.54 21.00 2__:-'_:_.§_s 11?-I.-5° 0.05 1.§1 o.sa_ 0.50 10 324:4-1f2 1? 15 15.50 a.so 20.50 20.24 15.54 23.25 24.53 24.25 1.00 1.35 0.55 0.54 1/a 325?:-1.72 12 20 21.50 3-50 22.20 22-54 21.24 25-50 22-05 22-00 1-02 1-44 0-55 0.52 2f3 3f4x4-122 14 24 25.50 3.50 25.50 22.04 25.94 30.00 31.55 31.50 1.02 1.55 0.25 0.51 223 3f4x5 15 30 32.00 4.50 33.25 33.45 32.12 35.55 35.12 35.12 1.31 2.00 0.52 0.55 1-1,35 1x5 20 35 35.30 4.50 35.55 35.25 35.42 43.25 45.00 45.00 1.45 2.00 1.00 0.24 1-115 1115 24 42 44.50 4.50 45.25 45.55 44.52 50.52 53.12 53.12 1.45 2.00 1.25 0.52 1-325 1-1_l'4x5-1;’2 25 43 50.50 4.50 52.05 52.25 50.92 52.50 50.00 50.00 1.45 2.00 1.35 0.50 1-325 1-12425-122 32 54 Availableon Request 50 Availableon Re-nest 54 Availableon Request Annlston 1501 W 12"" St I Anniston, AL 35201 I {E00} 225—2501 Elmer 201 liienvon Ave I Elmer, NewJersev 03315 Corona: 1001 El Eamino Ave. I Corona, EA 92329 I (B55) 522-B421 New Lenox: 2200 West l'l5‘lI'El'tl New Lenox, IL 50451 Tyler: 11910 ER 492 I Tvier, Texas 25205 I (500) 522-5425 Portland: 15520 N. Lombard St. I Port arid. 0R 92203 Dallas: 1201 Ave. S. 5uite100 I Grande Prairie, TX 25050 Oxford: 1500 Greenbrier Dear Road lAnniston, AL 35202 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) STORM HD Fowler Company Submittal - IFGMPSM5 82790 ADAPTER GASKET 2 PAGES April 30, 2012 ROMAC INDUSTRIES, TM INC. Romac Style “LCT” 1-800-426-9341 www.romac.com Manhole Adapter Gasket Gasket: Virgin SBR per ASTM D 2000 M2AA 60, compounded for water and Manhole sewer service. Adapter Use: The gasket is designed Gasket to be used on PVC sewer pipe when grouting into a concrete manhole wall. “LCT” Gasket cross section Material Specifications NOMINAL CATALOG NUMBER SIZED FOR SDR APPROXIMATE LIST PRICE PIPE SIZE 35 PIPE O.D.s WEIGHT (lbs.) 4" 4" LCT- Adapter Gasket 4.215 0.30 # $25.40 6" 6" LCT- Adapter Gasket 6.275 0.45 # 27.59 8" 8" LCT- Adapter Gasket 8.4 0.55 # 31.04 10" 10" LCT- Adapter Gasket 10.5 0.70 # 33.63 12" 12" LCT- Adapter Gasket 12.5 0.85 # 36.21 15" 15" LCT- Adapter Gasket 15.3 1.00 # 39.09 18" 18" LCT- Adapter Gasket 18.7 1.25 # 45.33 21" 21" LCT- Adapter Gasket 22.05 1.50 # 54.12 24" 24" LCT- Adapter Gasket 24.8 1.65 # 60.50 27" 27" LCT- Adapter Gasket 27.96 1.85 # 63.94 To Order: Specify catalog number. Other sizes available, please specify pipe O.D. Price on application. Example: For 6.28 O.D., order 6" LCT MJ x SDR35 Transition Gasket (PVC Sewer) Gasket: Virgin SBR per ASTM D 2000 MBA 710, compounded for water and sewer service. Other compounds available on request. MJ x SDR35 Transition Use: The gasket is designed to be used Gasket in cast iron mechanical joint fittings for adapting to PVC sewer pipe. Pressure Rating: Up to NOMINAL APPROXIMATE CATALOG NUMBER LIST PRICE 10 psi. For higher pressure PIPE SIZE WEIGHT (lbs.) Material Specificationsratings, contact Romac 4" 4" MJ x SDR35 Transition Gasket 0.60 # $21.15 Engineering. 6" 6" MJ x SDR35 Transition Gasket 0.90 # 23.39 8" 8" MJ x SDR35 Transition Gasket 1.15 # 27.14 10" 10" MJ x SDR35 Transition Gasket 1.60 # 45.22 12" 12" MJ x SDR35 Transition Gasket 1.90 # 57.22 18" 18" MJ x SDR35 Transition Gasket 3.16 # 144.20 24" 24" MJ x SDR35 Transition Gasket 5.00 # 170.32 To Order: Specify catalog number. 6-10 HD Fowler Company Submittal - IFGMPSM5 82790 ROMAC INDUSTRIES, INC. MJ X SDR35 TRANSITION GASKET SUBMITTAL INFORMATION USE: The MJ X SDR 35 gasket is designed to be used in cast iron mechanical joint fittings for adapting to PVC sewer pipe. MATERIAL Gasket Gasket is made from virgin Styrene Butadiene Rubber (SBR) compounded for water and sewer service in accordance with ASTM D2000 MBA 710 - 90. Also available in Ethylene Propylene Diene Methylene (EPDM) and Nitrile Butadiene Rubber (NBR) on request. PRESSURE When properly installed on the correct size pipe, the Romac MJ X SDR 35 gasket can work up to 10 psi. For higher pressure ratings, contact Romac Engineering SIZES This information is based on the best data available at the date printed above, please check with Romac Engineering Department for any updates or changes. Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) STORM HD Fowler Company Submittal - HI4512BD 79700 CASTINGS 1 PAGE NOTES: *Machine surface on ring & cover. OLYMPIC FOUNDRY INC. *Typical 8" locking clean-out 11" X 4" LOCKING FLANGE DOWN RING & COVER MATL: Cast Iron ASTM A48, CL30 RATING: H-20 PART NO. MH5 D/T APPROX WT: Ring 70 Lbs, Cover 26 Lbs REV: A DATE: 6/23/2003 New border REV A DOCUMENT APPROVED DWN: CL DATE: 6/23/2003 TOLERANCE REV: DATE: BY: DATE: XX +- .1 CHKD: CL DATE: 6/23/2003 XXX +- .06 DWG #: MH05 D/T SCALE: N/A SHEET: 1 OF 1 XXXX +- .030 < +- 2 DEG Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) STORM HD Fowler Company Submittal - WWTAPEDET2O 67890 DETECTABLE TAPE 2 PAGES Christy's Detectahle Marking Tape 0ur DETECTABLE marking tape provides for easy buried pipeline detection and below ground identification and warning. The tape can be located below ground with a non-ferrous metal detector when buried at the proper depths. All Christy's tape meets or exceeds the industry standards including the American Public Works Association (APWA) color code. TAPE MUST BE BURIED FLAT FUR MAXIMUM DETECTABILITY AND LINE PRUTECTIUN. CUNSULT YUUR SPECIFIC LUCATUR MANUFACTURER FUR BURIAL LIMITATIUNS. __- 2" 6" _ 18" NOTE: Notallwidthsare available asstandardfor the stockcolor/legend combinationsshown. 3" 6" _ 28" Contact Christy's“"forstockavailability ofspecific BIT 6" _ 36" products. Non-stockcombinations are subject to minimum requirements and plate charges. 12" or wider 6" - 36" SPECIFICATIUNS - Christy's“" DETECTABLE marking tape consists ofa 5.0 mil (0.005") thickness; five-ply composition; ultra-high molecularweight; ‘00 percentvirgin polyethyene; acid, alkaline and corrosion resistant. ~ The tape tensile strength 's in accordancewith ASTM D882-80Aand will not be lessthan 7800 PSI. - Elongation propertiesare 'n accordance with ASTM 3882-80Aand are lessthan 150%at break point. ~ Tape color& legend comb'nation will be in accordarcewith APWAor local requirements. The color is . The legend reads ' Tape is 5 mil overall thickness,with a .35 mil solid aluminum foil core. A .8 mil clearfilm, reverse printed with a repeating warning message is laminated to aluminum foll with a 3.75 mil clearfilm backing. - Tape width shall be . (For best results we recommend a tape width at least % ofthe diameter ofthe pipeline being protected. A 4" diameter line would use 3" orwidertape for optimum protection). Standard widths are 2", 3", 6", & 12". - Tape lettering shall be 1" tall on 2" detectable tape and 1.5" tall on 3"- 12" tape. SPECIAL AND CUSTCM LEGENDS T. Christy Enterprises, Inc. Christy's“ offers a full range of non-standard tapes, including specialty applications such as Telemetry, Irrigation 655 E. Ball Rd. ~Anaheim, CA92805 and additional water line wording. All standard combinations listed are available in at least one color/width Tel: (714) 507-3300 - Fax: (714) 507-3310 vwwv.TChristy.com ~ 800-BLU-GLUE combination. We offerspecific agency legends, designations or color combinations. Custom legends can include the use of specificwording, insignias and phone numbers. Call forspecial pricing. AUGUST2o1o ur-4os1 HD Fowler Company Submittal - WWTAPEDET2O 67890 How To Order Marking Tapes STANDARD CULURILEGEND CUMBINATIUNS Example: TA.DT.2. RW is 2” Detectable Purple Reclaimed Water. A BURIED DT - Detectable 2 - 2" B - Blue CP - Cathodic Protection PL - Pipeline ND - Non-Detectable 3- 3" P - Purple CTV - Cable TV PW - Potable Water o-e" Y - Yellow E - Electric RAW - RawWater 12-12" G - Green F - Fire RJ - Restrained Joint R - Red FM - Force main RW- Reclaimed Water W - White F0 - Fiber 0ptic S -Sewer 0 - 0range G - Gas STDR - Storm Drain DETECTABLE & NDN-DETECTABLE BR - Brown IRR - Irrigation TEL - Telephone MARKING TAPE NPW - Non-Potable Water W- Water NS - Hydrant Not in Service NDTE: Not all widths are available as standard for STANDARD CULURILEGEND co|v|B||vAt|o|vs the stock color/legend combinations shown. Contact Christy's" forstockavailability of specific o or Legend Code Printed Text on Tape products. Non-stock combinations are subject B BIRR "".,aut'on Irrigation Line Buried Below" to minimum requirements and plate charges. BNPW "3aut'on Non-Potable Water Line Buried Below" BPW 3aut'on Potable Water Line Buried Below" BRJ II'\,aut'on Restra'ned Joint Buried Belowll BRW ll3aut'on RawWater Buried Below" BW “3aut'on Water _ine Buried Below” llfi ll 1111113::::::écncncncococo:1 BRFM .,aut'on Force lllain Buried Below 3reen GFM "3aut'on Force Vlain Buried Below" 3reen 3lRR ll"\.,aut'on lrrigat'on Line Buried BelowII 3reen 3NPW "..aut'on Non-Potable Line Buried Below" 3reen 3PW "3aut'on Potabe Line Buried Below" 3reen 3RAW "3aut'on RawWater Line Buried Below" 3reen 3S "3aut'on Sewer Line Buried Below " 3reen 3STDR "3aut'on Storm Drain Buried Below" Jrange ]F0 ..aut'on Fiber 0ptic Line Buried Below Jrange JTEL "3aut'on Telephone Line Buried Below" Jrange JCP "3aut'on Cathodic Protection Cable Buried Below" Jrange JCTY H’!.,aut'on Cable TV Line Buried Below” Jrange JNS "3aut'on Hydrant Not in Service Line Buried Below Purple PIRR .,aut'on Irrigation Line Buried Below Purple PRW "3aut'on RecycledlReclaimed Water Line Buried Below" Purple PNPW "3aut'on Non-Potable Line Buried Below" Red RE "3aut'on Electric Line Buried Below" Red RCP ufiaut'on Cathodic Protection Cable Buried Below”“ J T. Christy Enterprises, Inc. Red RF "3aut'on Fire Line Buried Below" Yellow YE II’! 655 E. Ball Rd. ~ Anaheim, CA 92805 Jaut'on Electric Line Buried Below” Yellow YG "3aut'on Gas Line Buried Below" Tel: (714) 507-3300 - Fax: (714) 507-3310 Yellow YCP H"\.,aut'on Cathodic Protection Buried Below” vwwv.TChristy.com ~ 800-BLU-GLUE Yellow YPL “3aut'on Pipeline Buried Below” AUGUST2015 LlT—4031 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) STORM HD Fowler Company Submittal - WI14GRN500 83010 WIRE 2 PAGES 830 South West Street, Sikeston MO 63801 800-876-3020 / 573-472-2990 / FAX 573-471-3134 UF/TWU Irrigation Wire Description: Regency’s single conductor UF/TWU Irrigation Wire is manufactured for the purpose of direct burial power wire applications in accordance with Article 339 of the National Electric Code NFPA-70. Conductor construction is soft drawn bare copper meeting the requirements of ASTM Specification B-3 and B-8. Gauge sizes 18 thru 8 are solid conductors. Sizes 6 thru 4/0 are stranded conductors. The insulation is a high quality polyvinylchloride (PVC) for systems applications of up to 600 volts and conductor temperatures up to 60 C. The UF/TWU Irrigation Wire is constructed in accordance with Underwriters Laboratories, Inc. standard 493 and 83, as well as CSA 22.2 No. 75. Application: Suitable for use as power and control wire for irrigation systems. Construction: Conductor: Soft drawn bare copper (ASTM Spec. B-3 and B-8). Solid (18 awg to 8 awg) Stranded (6 awg to 4/0 awg) Insulation: Polyvinylchloride (PVC) Temperature: 60 C Voltage: 600 volts Conductor Size Insulation Thickness Colors 14 .060 1-12 12 .060 1-12 10 .060 1-9, 11 8 .080 1-8 6 .080 1-5 4 .080 1, 2, 3, 5 2 .080 1, 2, 3, 5 1/0 .095 1, 2, 3, 5 2/0 .095 1, 2, 3, 5 HD Fowler Company Submittal - WI14GRN500 83010 Available Colors: 1-Black, 2-White, 3-Red, 4-Blue, 5-Green, 6-Yellow, 8-Orange, 9- Gray, 10-Pink, 11-Purple, 12-Tan. Material must be able to pass the following tests without showing signs of degradation: Cold Bend – The insulation shall not show any cracks when sample is bent around a 3X mandrel after being subjected to –25 C for four (4) hours. Electrical - AC test voltage, 60 seconds at 5000 volts. Sunlight Resistance Test - Samples conditioned for 300 hours of carbon-arc or xenon-arc exposure. Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) STORM HD Fowler Company Submittal - MI140N15 76540 FABRIC 2 PAGES • • LAYFIELD Nonwoven Geotextiles .. Product Cut Sheet 1. Product Description Needle-punched non-woven geotextiles are made from polypropylene fibres that are tangled together in a needle-punching process. The fibres may be made in continuous or short lengths and achieve their strength by interlocking. Needle-punched non- woven geotextiles have excellent water flow rates and are used for filtration of soil fines. Needle- punched non-woven geotextiles have been used in drainage applications including trench drains (also known as french drains), as a wrapping for perforated pipe, for erosion protection, for the separation of a roads sub base and base course, and combined with three-dimensional structures to create prefabricated drains. They are also commonly used with geomembranes to provide a 4. Availability and Cost protective cushion. Needle-punched non-woven Available from Layfield or distributors. Call primary functions: filtration; separation; 425-254-1075@' Pacific time protection; drainage. 780-453-6731C@ Mountain time, or 905-761-9123~ Eastern time 2. Technical Data Materials information is on page 2. 3. Installation 5. Manufactured for General Installation: Place the roll of needle Layfield Environmental Systems Corp. punched nonwoven geotextile at the top of the Layfield Geosynthetics & Ind. Fabrics Ltd. slope/grade and roll down grade, over lap successive and adjacent rolls by 450mm minimum. 6. Warranty Do not allow vehicles to drive directly on the Products sold will meet Layfield's published geotextile. Geotextile should be stored such that it specifications at time of sale. Full warranty is protected from rain and direct sunlight. details are available from Layfield. Geotexile Separation: Ensure subgrade is rolled flat and compacted to engineer's specifications with no 7. Maintenance sharp objects or protrusions. Install geotextile as Once geotextiles and geogrids are installed and per General Installation above. carefully backfilled they do not require ongoing Geotextile Filtration for Trench Drain (French maintenance. Drain): Cut the geotextile to width and install such that there is sufficient material to wrap around the 8. Filing Systems drain system with a overlap at the top the width of www.LayfieldGroup.com the trench. www.geomembranes.com Other Uses: Please contact your local Layfield Representative for installation instructions for all other uses. HD Fowler Company Submittal - MI140N15 76540 9 M aterla . I P ropertles - M etrlc . V I a ues 21 Dec 2011 Non-Woven Needle-Punched Geotextiles - Metric Values ASTM LP3.5 LP4 LP4.5 LP6 LP7 LP8 LP10 LP12 LP16 Grab Tensile (N) D4632 401 445 533 711 800 911 1,110 1,330 1,690 Elongation (%) D4632 50 50 50 50 50 50 50 50 50 Tear (N) D4533 178 222 222 267 333 356 444 511 644 CBR Punc (N) D6241 1110 1240 1380 1820 2022 2330 2890 3510 4560 ADS (microns) D4751 300 212 212 212 212 180 150 150 150 Permittivity (sec-l) D4491 2.0 2.0 1.7 1.5 1.4 1.4 1.2 1.0 0.7 Water Flow 2 D4491 6,095 5,689 4,885 4,480 4,074 3,657 3,251 3,055 2,035 (I/min/m ) UV (500 hrs) D4355 70% 70% 70% 70% 70% 70% 70% 70% 70% 4.57 x 4.57 x 4.57 x 4.57 x 4.57 x 4.57 x 4.57 x 4.57 x 4.57 x Roll Size (m) 110 110 110 91.4 91.4 91.4 91.4 91.4 45.7 Roll Weight1(kg) 73 78 86 92 99 113 140 181 112 10 M aterla . I P ropertles - USV a I ues 21 Dec 2011 Non-Woven Needle-Punched Geotextiles - US Values ASTM LP3.5 LP4 LP4.5 LP6 LP7 LP8 LP10 LP12 LP16 Grab Tensile (Ibs) D4632 90 100 120 160 180 205 250 300 380 Elongation (%) D4632 50 50 50 50 50 50 50 50 50 Tear (Ibs) D4533 40 50 50 60 75 80 100 115 145 CBR Punc (Ibs) D6241 250 280 310 410 455 525 650 790 1025 ADS (sieve) D4751 50 70 70 70 70 80 100 100 100 Permittivity (sec-l) D4491 2.0 2.0 1.7 1.5 1.4 1.4 1.2 1.0 0.7 Water Flow (gpm/ft2) D4491 150 140 120 110 100 90 80 75 50 UV (500 hrs) D4355 70% 70% 70% 70% 70% 70% 70% 70% 70% 15 x 15 x 15 x 15 x 15 x 15 x 15 x 15 x 15 x Roll Size (ft) 360 360 360 3002 2 2 300 300 150 300 300 Roll Weight1 (Ibs) 160 172 190 202 220 250 308 400 250 Note1: Typical values. All other values are minimum average roll values (MARV). Note2: LP6, LP7, and LP8 may be 15 x 360 ft depending on inventory Layfield www.geomembranes.com Tel (US): 1-800-796-6868 Environmental Systems service@geomembranes.com Tel (Canada): 1-800-840-2884 Design I Manufacture I Fabrication I Installation I Maintenance Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) STORM ACO DRAIN TRENCH DRAIN KlassikDrain - K200 Galvanized steel edge rail channel system 2 PAGES One meter channel Inside view of channel - showing channel ID number E and knockout if applicable (every 5th channel) Half meter channel 19.69" (0.5 meter) 10.83” (275mm) 12.80” (325mm) 14.76” (375mm) 39.37" (1 meter) 9.92” (252mm) 16.73” (425mm) 7.87” (200mm) 8.86” (225mm) 7.87” (200mm) to to 16.73” (425mm) 15.75” (400mm) 6.30” (160mm) 10.24” (260mm) 2.68” (68mm) Knock-outs included on every 5th channel B A Type 902G In-line catch basin 19.69” (500mm) 9.92” (252mm) 22.67” (576mm) 7.87” (200mm) Total capacity = 19 gallons 15.91” (404-mm) r 33.18” (843mm) p q s End Cap Outlet flow rates 0.20" (5mm) Outlet Product Outlet size Invert GPM CFS Note: These are the pipe flow (Sch. 40) Depth rates at the specified outlet, NOT channel flow rates.*Catch A Bottom outlet - K2-00 4” round 7.87” 153 0.34 basin flow rates are without Bell end trash bucket - using trash to fit A Bottom outlet - K2-040 4” round 15.75” 216 0.48 bucket reduces flow. 4" or 6” Sch. B Bottom outlet -K2-00 6” round 7.87” 344 0.77 D 40 pipe B Bottom outlet - K2-040 6” round 15.75” 486 1.08 16.54" (420mm) maxC C End outlet - K2-00 4” round 7.87” 132 0.29 C End outlet - K2-40 4” round 15.75” 202 0.45 1.25" (32mm) D End outlet - K2-10 6” round 9.84” 320 0.71 D End outlet - K2-40 6” round 15.75” 437 0.97 E Type K2-902G 4” round 25.33” 263 0.59 F Type K2-902G 4” round 31.83” 297 0.66 G Type K2-902G 4” round 23.76” 254 0.57 H Type K2-902G 6” round 31.83” 658 1.47 I Type K2-902G 4” round 23.91” 255 0.57 ACO Specification Information J Type K2-902G 4” round 30.40” 290 0.65 K Type K2-902G 6” round 24.68” 570 1.27 L Type K2-902G 4” round 24.13” 256 0.57 M Type K2-902G 6” round 31.82” 658 1.47 N Type K2-902G 4” round 31.26” 294 0.66 O Type K2-902G 6” round 31.26” 651 1.45 P Type K2-902G 8” round 31.82” 1149 2.56 Q Type K2-902G 6” round 30.32” 640 1.43 R Type K2-902G 4” round 23.19” 251 0.56 S Type K2-902G 4” round 29.90” 288 0.64 December 2017 www.ACODrain.us ACO DRAIN KlassikDrain - K200 Galvanized steel edge rail channel system E Invert Invert Part Wgt Part Wgt Description Description No. Inches 2 mm2 Lbs. No. Inches 2 mm2 Lbs. K2-00 Neutral channel - 39.37” (1m)1 75041 7.87 200 83.6 K2-28 Sloped channel - 39.37” (1m) 75028 13.39 340 113.3 K2-1 Sloped channel - 39.37” (1m) 75001 8.07 205 83.6 K2-29 Sloped channel - 39.37” (1m) 75029 13.58 345 114.4 K2-2 Sloped channel - 39.37” (1m) 75002 8.27 210 84.7 K2-30 Sloped channel - 39.37” (1m) 1 75030 13.78 350 115.5 K2-3 Sloped channel - 39.37" (1m) 75003 8.46 215 85.8 K2-030 Neutral channel - 39.37” (1m)1 75047 13.78 350 115.5 K2-4 Sloped channel - 39.37” (1m) 75004 8.66 220 86.9 K2-0303 Neutral channel - 19.69” (0.5m)1 75048 13.78 350 68.0 K2-5 Sloped channel - 39.37” (1m) 1 75005 8.86 225 88.0 K2-31 Sloped channel - 39.37” (1m) 75031 13.98 355 116.6 K2-6 Sloped channel - 39.37” (1m) 75006 9.06 230 89.1 K2-32 Sloped channel - 39.37” (1m) 75032 14.17 360 117.7 K2-7 Sloped channel - 39.37” (1m) 75007 9.25 235 90.2 K2-33 Sloped channel - 39.37” (1m) 75033 14.37 365 118.8 K2-8 Sloped channel - 39.37” (1m) 75008 9.45 240 91.3 K2-34 Sloped channel - 39.37” (1m) 75034 14.57 370 119.9 K2-9 Sloped channel - 39.37” (1m) 75009 9.65 245 92.4 K2-35 Sloped channel - 39.37” (1m)1 75035 14.76 375 121.0 K2-10 Sloped channel - 39.37” (1m)1 75010 9.84 250 93.5 K2-36 Sloped channel - 39.37” (1m) 75036 14.96 380 122.1 K2-010 Neutral channel - 39.37” (1m)1 75043 9.84 250 93.5 K2-37 Sloped channel - 39.37” (1m) 75037 15.16 385 123.2 K2-0103 Neutral channel - 19.69” (0.5m)1 75044 9.84 250 56.0 K2-38 Sloped channel - 39.37” (1m) 75038 15.35 390 124.3 K2-11 Sloped channel - 39.37” (1m) 75011 10.04 255 94.6 K2-39 Sloped channel - 39.37” (1m) 75039 15.55 395 125.4 K2-12 Sloped channel - 39.37” (1m) 75012 10.24 260 95.7 K2-40 Sloped channel - 39.37” (1m)1 75040 15.75 400 126.5 K2-13 Sloped channel - 39.37” (1m) 75013 10.43 265 96.8 K2-040 Neutral channel - 39.37” (1m)1 75049 15.75 400 126.5 K2-14 Sloped channel - 39.37” (1m) 75014 10.63 270 97.9 K2-0403 Neutral channel - 19.69" (0.5m)1 75050 15.75 400 77.0 K2-15 Sloped channel - 39.37” (1m)1 75015 10.83 275 99.0 K2-901G In-line catch basin - 19.69” (0.5m)3 94611 32.81 833.3 68.0 K2-16 Sloped channel - 39.37” (1m) 75016 11.02 280 100.1 K2-621G catch basin - 19.69” (0.5m)3 94620 37.33 948.1 91.0 K2-17 Sloped channel - 39.37” (1m) 75017 11.22 285 101.2 K2-631G catch basin - 19.69” (0.5m)4 94633 49.33 1252.9 101.0 K2-18 Sloped channel - 39.37” (1m) 75018 11.41 290 102.3 K2-Series 600 Optional plastic riser 99902 - - 10.0 K2-19 Sloped channel - 39.37” (1m) 75019 11.61 295 103.4 Foul air trap - fits both 900 & 600 series basins 90854 - - 1.2 K2-20 Sloped channel - 39.37” (1m)1 75020 11.81 300 104.5 Universal end cap 96821 15.71 399 1.4 K2-020 Neutral channel - 39.37” (1m)1 75045 11.81 300 104.5 Debris strainer for 8" bottom knockout 93488 - - 0.2 K2-0203 Neutral channel - 19.69” (0.5m)1 75046 11.81 300 64.0 K2-Installation device 97478 - - 2.8 K2-21 Sloped channel - 39.37” (1m) 75021 12.01 305 105.6 Grate removal tool 01318 - - 0.3 K2-22 Sloped channel - 39.37” (1m) 75022 12.20 310 106.7 K2-QuickLok locking bar 10457 - - 0.5 K2-23 Sloped channel - 39.37” (1m) 75023 12.40 315 107.8 K2-24 Sloped channel - 39.37” (1m) 75024 12.60 320 108.9 K2-25 Sloped channel - 39.37” (1m)1 75025 12.80 325 110.0 K2-26 Sloped channel - 39.37” (1m) 75026 12.99 330 111.1 K2-27 Sloped channel - 39.37” (1m) 75027 13.19 335 112.2 Notes: 1. This channel offers a bottom knockout feature; 4” & 6” round 2. Inverts shown are for the male end; for female invert depth subtract 5mm (≈0.2”) from the male invert (except for neutral channels, where it will be same as male invert). To calculate the overall channel depth add 25mm (≈1.0”) to invert depth. 3. This catch basin kit includes a polymer concrete top, removable Quicklok locking bar, trash bucket and plastic base. Select an appropriate grate. 4. This catch basin kit includes a polymer concrete top, removable Quicklok locking bar, deep trash bucket, plastic riser and plastic base. Select an appropriate grate. Specifications Water absorption 0.07% cast in by the manufacturer to ensure maximum Frost proof YES homogeneity between polymer concrete body and Salt proof YES edge rail. Each edge rail shall be at least 3/32” General Dilute acid and alkali resistant YES (2.5mm) thick. The surface drainage system shall be ACO Drain K200 complete with gratings secured with ‘QuickLok’ The nominal clear opening shall be 8” (200mm) with Grates locking as manufactured by ACO Polymer Products, overall width of 10.24” (260mm). Pre-cast units Grates shall be specified. See separate ACO Spec Inc. or approved equal. shall be manufactured with either an invert slope of Info grate sheets for details. After removal of grates 0.5% or with neutral invert and have a wall thickness and ‘QuickLok’ bar there shall be uninterrupted Materials of at least 0.50” (13mm). Each unit will feature a access to the trench to aid maintenance. The trench system bodies shall be manufactured partial radius in the trench bottom and a male to from polyester polymer concrete with the minimum female interconnecting end profile. Units shall have Installation properties as follows: horizontal cast in anchoring keys on the outside The trench drain system shall be installed in wall to ensure maximum mechanical bond to the accordance with the manufacturer’s installation Compressive strength: 14,000 psi surrounding bedding material and pavement surface. instructions and recommendations. Flexural strength: 4,000 psi ACO Specification Information The galvanized steel edge rail will be integrally INFO ACO Polymer Products, Inc. Northeast Sales Office West Sales Office Southeast Sales Office Follow us on SPEC 9470 Pinecone Drive 825 W. Beechcraft St. 4211 Pleasant Road Mentor, OH 44060 Casa Grande, AZ 85122 Fort Mill, SC 29708 Tel: (440) 639-7230 Tel: (520) 421-9988 Toll free: (800) 543-4764 Electronic Contact: Toll free: (800) 543-4764 Toll Free: (888) 490-9552 Fax: (803) 802-1063 info@ACODrain.us Fax: (440) 639-7235 Fax: (520) 421-9899 www.ACODrain.us © December 2017 ACO Polymer Products, Inc. This information is believed to be accurate but it is not guaranteed to be so. We cannot assume liability for results that buyer obtains with our product since conditions of use are beyond the control of the company. It is the customer’s responsibility to evaluate suitability and safety of product for his own use. ACO Polymer Products Inc. reserves the right to change the product and specifications without notice. December 2017 www.ACODrain.us STORM MC-3500 CHAMBERS 14 PAGES STORMTECH MC-3500 CHAMBER Designed to meet the most stringent industry performance standards for superior structural integrity while providing designers with a cost-effective method to save valuable land and protect water resources. The StormTech system is designed primarily to be used under parking lots, thus maximizing land usage for private (commercial) and public applications. StormTech chambers can also be used in conjunction with Green Infrastructure, thus enhancing the performance and extending the service life of these practices. STORMTECH MC-3500 CHAMBER STORMTECH MC-3500 END CAP (not to scale) (not to scale) Nominal Chamber Specifications Nominal End Cap Specifications Size (L x W x H) Size (L x W x H) 90” x 77” x 45” 26.5” x 71” x 45.1” 2,286 mm x 1,956 mm x 1,143 mm 673 mm x 1,803 mm x 1,145 mm Chamber Storage End Cap Storage 109.9 ft3 (3.11 m3) 14.9 ft3 (1.30 m3) Min. Installed Storage* Min. Installed Storage* 178.9 ft3 (5.06 m3) 46.0 ft3 (1.30 m3) Weight Weight 134 lbs (60.8 kg) 49 lbs (22.2 kg) Shipping *Assumes a minimum of 12” (300 mm) of stone above, 9” (230 mm) of stone 15 chambers/pallet below, 6” (150 mm) of stone perimeter, 9” 7 end caps/pallet (230 mm) of stone between chambers/ end caps and 40% stone porosity. 7 pallets/truck *Assumes a minimum of 12” (300 mm) of stone above, 9” (230 mm) of stone below chambers, 9” (230 mm) of stone between chambers/end caps and 40% stone porosity. EMBEDMENT STONE SHALL BE A CLEAN, CRUSHED AND ANGULAR GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% STONE WITH AN AASHTO M43 DESIGNATION BETWEEN #3 AND #4 FINES, COMPACT IN 12" (300 mm) MAX LIFTS TO 95% PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS. CHAMBERS SHALL MEET ASTM F2418 "STANDARD SPECIFICATION FOR POLYPROPLENE (PP) CORRUGATED CHAMBERS SHALL BE BE DESIGNED IN ACCORDANCE WITH ASTM F2787 WALL STORMWATER COLLECTION CHAMBERS". "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". ADS GEOSYTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, PAVEMENT LAYER (DESIGNED ANGULAR EMBEDMENT STONE BY SITE DESIGN ENGINEER) 8' 24" (2.4 m) PERIMETER STONE (600 mm) MIN* MAX 12" (300 mm) MIN EXCAVATION WALL (CAN BE SLOPED 45" OR VERTICAL) (1140 mm) DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 9" (230 mm) MIN 6" (150 mm) MIN MC-3500 9" 77" (1950 mm) 12" (300 mm) TYP END CAP (230 mm) MIN SITE DESIGN ENGINEER IS RESPONSIBLE FOR ENSURING THE REQUIRED BEARING CAPACITY OF SOILS *MINIMUM COVER TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 30" (750 mm). MC-3500 CHAMBER SPECIFICATION STORAGE VOLUME PER CHAMBER FT3 (M3) Bare Chamber and Stone Chamber Foundation Depth in. (mm) Storage ft3 (m3) 9” (230 mm) 12” (300 mm) 15” (375 mm) 18” (450 mm) MC-3500 Chamber 109.9 (3.11) 178.9 (5.06) 184.0 (5.21) 189.2 (5.36) 194.3 (5.5) MC-3500 End Cap 14.9 (.42) 46.0 (1.33) 47.7 (1.35) 49.4 (1.40) 51.1 (1.45) Note: Assumes 9” (230 mm) row spacing, 40% stone porosity, 12” (300 mm) stone above and includes the bare chamber/end cap volume. AMOUNT OF STONE PER CHAMBER Stone Foundation Depth ENGLISH TONS (yds3) 9” 12” 15” 18” MC-3500 Chamber 9.1 (6.4) 9.7 (6.9) 10.4 (7.3) 11.1 (7.8) MC-3500 End Cap 4.1 (2.9) 4.3 (3.0) 4.5 (3.2) 4.5 (3.2) METRIC KILOGRAMS (m3) 230 mm 300 mm 375 mm 450 mm MC-3500 Chamber 8,220 (4.9) 8,831 (5.3) 9,443 (5.6) 10,054 (6.0) MC-3500 End Cap 3,699 (2.2) 3,900 (2.3) 4,100 (2.5) 4,301 (2.6) Note: Assumes 12” (300 mm) of stone above and 9” (230 mm) row spacing and 6” (150 mm) of perimeter stone in front of end caps. VOLUME EXCAVATION PER CHAMBER YD3 (M3) Stone Foundation Depth 9” (230 mm) 12” (300 mm) 15” (375mm) 18” (450 mm) MC-3500 Chamber 12.4 (9.5) 12.8 (9.8) 13.3 (10.2) 13.8 (10.5) MC-3500 End Cap 4.1 (3.1) 4.2 (3.2) 4.4. (3.3) 4.5 (3.5) Note: Assumes 9” (230 mm) of separation between chamber rows and 24” (600 mm) of cover. The volume of excavation will vary as depth of cover increases. Working on a project? DESIGN Visit us at www.stormtech.com TOOL and utilize the StormTech Design Tool For more information on the StormTech MC-3500 Chamber and other ADS products, please contact our Customer Service Representatives at 1-800-821-6710 Advanced Drainage Systems, Inc. THE MOST ADVANCED NAME IN WATER MANAGEMENT SOLUTIONS TM 4640 Trueman Blvd., Hilliard, OH 43026 1-800-821-6710 www.ads-pipe.com ADS “Terms and Conditions of Sale” are available on the ADS website, www.ads-pipe.com The ADS logo and the Green Stripe are registered trademarks of Advanced Drainage Systems, Inc. StormTech® is a registered trademark of StormTech, Inc. © 2017 Advanced Drainage Systems, Inc. #S150909 09/17 CS ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMS JLM JLM AASHTO MATERIAL COMPACTION / DENSITY MATERIAL LOCATION DESCRIPTION CLASSIFICATIONS REQUIREMENT FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C' LAYER TO THE BOTTOM ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER PREPARE PER SITE DESIGN ENGINEER'S PLANS. DRAWN: CHECKED: D OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED ENGINEER'S PLANS. CHECK PLANS FOR PAVEMENT N/A PAVED INSTALLATIONS MAY HAVE STRINGENT GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE SUBGRADE REQUIREMENTS. MATERIAL AND PREPARATION REQUIREMENTS. MC-3500 MAY BE PART OF THE 'D' LAYER AASHTO M145¹ BEGIN COMPACTIONS AFTER 24" (600 mm) OF 11/18/14 A-1, A-2-4, A-3 INITIAL FILL: FILL MATERIAL FOR LAYER 'C' GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% MATERIAL OVER THE CHAMBERS IS REACHED. STARTS FROM THE TOP OF THE EMBEDMENT FINES OR PROCESSED AGGREGATE. COMPACT ADDITIONAL LAYERS IN 12" (300 mm) OR C STONE ('B' LAYER) TO 24" (600 mm) ABOVE THE MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR TOP OF THE CHAMBER. NOTE THAT PAVEMENT MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU WELL GRADED MATERIAL AND 95% RELATIVE STANDARD CROSS SECTION AASHTO M43¹ SUBBASE MAY BE A PART OF THE 'C' LAYER. OF THIS LAYER. 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, DENSITY FOR PROCESSED AGGREGATE DATE: PROJECT #: MATERIALS. 9, 10 EMBEDMENT STONE: FILL SURROUNDING THE AASHTO M43¹ B CHAMBERS FROM THE FOUNDATION STONE ('A' CLEAN, CRUSHED, ANGULAR STONE NO COMPACTION REQUIRED. 3, 4 LAYER) TO THE 'C' LAYER ABOVE. FOUNDATION STONE: FILL BELOW CHAMBERS AASHTO M43¹ PLATE COMPACT OR ROLL TO ACHIEVE A FLAT A FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) CLEAN, CRUSHED, ANGULAR STONE 3, 4 SURFACE. ² ³ OF THE CHAMBER. DESCRIPTION PLEASE NOTE: 1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE". 2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. UPDATE 3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. CHK JLM ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL PAVEMENT LAYER (DESIGNED DRW JLM AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS BY SITE DESIGN ENGINEER) REV 01/19/16 D *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED 8' PERIMETER STONE INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, 24" (2.4 m) (SEE NOTE 6) C INCREASE COVER TO 30" (750 mm). (600 mm) MIN* MAX 06067 12" (300 mm) MIN | CT B | EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) 45" ROCKY HILL WWW.STORMTECH.COM (1140 mm) | | Detention Retention Water Quality 888-892-2694 A | DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 9" (230 mm) MIN 6" (150 mm) MIN 70 INWOOD ROAD, SUITE 3 860-529-8188 MC-3500 9" SUBGRADE SOILS 77" (1950 mm) 12" (300 mm) TYP END CAP (230 mm) MIN (SEE NOTE 4) *FOR COVER DEPTHS GREATER THAN 8.0' (2.4 m) PLEASE CONTACT STORMTECH NOTES: 4640 TRUEMAN BLVD HILLIARD, OH 43026 1-800-733-7473 R 1. MC-3500 CHAMBERS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F2418 "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 2. MC-3500 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 3. "ACCEPTABLE FILL MATERIALS" TABLE ABOVE PROVIDES MATERIAL LOCATIONS, DESCRIPTIONS, GRADATIONS, AND COMPACTION REQUIREMENTS FOR FOUNDATION, EMBEDMENT, AND FILL MATERIALS. 4. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. ADVANCED DRAINAGE SYSTEMS, INC. 5. ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION. SHEET 1 OF 1 MC-3500 TECHNICAL SPECIFICATION NTS VALLEY 86.0" (2184 mm) STIFFENING RIB CREST INSTALLED CREST WEB STIFFENING RIB LOWER JOINT CORRUGATION FOOT UPPER JOINT CORRUGATION BUILD ROW IN THIS DIRECTION 90.0" (2286 mm) ACTUAL LENGTH 45.0" 45.0" 22.5" (1143 mm) (1143 mm) (571 mm) INSTALLED 77.0" 77.0" (1956 mm) (1956 mm) NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) 77.0" X 45.0" X 86.0" (1956 mm X 1143 mm X 2184 mm) CHAMBER STORAGE 109.9 CUBIC FEET (3.11 m³) MINIMUM INSTALLED STORAGE* 178.9 CUBIC FEET (5.06 m³) WEIGHT 135.0 lbs. (61.2 kg) 25.7" NOMINAL END CAP SPECIFICATIONS (653 mm) SIZE (W X H X INSTALLED LENGTH) 77.0" X 45.0" X 22.5" (1956 mm X 1143 mm X 571 mm) END CAP STORAGE 14.9 CUBIC FEET (0.42 m³) MINIMUM INSTALLED STORAGE* 46.0 CUBIC FEET (1.30 m³) WEIGHT 50.0 lbs. (22.7 kg) *ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION AND BETWEEN CHAMBERS, 12" (305 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" B STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" END CAPS WITH A WELDED CROWN PLATE END WITH "C" END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W" PART # STUB B C MC3500IEPP06T 33.21" (844 mm) --- 6" (150 mm) MC3500IEPP06B --- 0.66" (17 mm) MC3500IEPP08T 31.16" (791 mm) --- 8" (200 mm) MC3500IEPP08B --- 0.81" (21 mm) MC3500IEPP10T 29.04" (738 mm) --- 10" (250 mm) C MC3500IEPP10B --- 0.93" (24 mm) MC3500IEPP12T 26.36" (670 mm) --- 12" (300 mm) MC3500IEPP12B --- 1.35" (34 mm) MC3500IEPP15T 23.39" (594 mm) --- CUSTOM PRECORED INVERTS ARE 15" (375 mm) MC3500IEPP15B --- 1.50" (38 mm) AVAILABLE UPON REQUEST. INVENTORIED MANIFOLDS INCLUDE MC3500IEPP18TC 20.03" (509 mm) --- 12-24" (300-600 mm) SIZE ON SIZE MC3500IEPP18TW 18" (450 mm) AND 15-48" (375-1200 mm) MC3500IEPP18BC ECCENTRIC MANIFOLDS. CUSTOM --- 1.77" (45 mm) MC3500IEPP18BW INVERT LOCATIONS ON THE MC-3500 MC3500IEPP24TC END CAP CUT IN THE FIELD ARE NOT 14.48" (368 mm) --- MC3500IEPP24TW RECOMMENDED FOR PIPE SIZES 24" (600 mm) GREATER THAN 10" (250 mm). THE MC3500IEPP24BC --- 2.06" (52 mm) INVERT LOCATION IN COLUMN 'B' MC3500IEPP24BW ARE THE HIGHEST POSSIBLE FOR MC3500IEPP30BC 30" (750 mm) --- 2.75" (70 mm) THE PIPE SIZE. NOTE: ALL DIMENSIONS ARE NOMINAL OPTIONAL INSPECTION PORT COVER PIPE CONNECTION TO END CAP WITH ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE MC-3500 CHAMBER JLM STORMTECH HIGHLY RECOMMENDS MC-3500 END CAP FLEXSTORM PURE INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES DRAWN:CHECKED: MC-3500 03/08/17 ISOLATOR ROW DETAILS CATCH BASIN OR DATE:PROJECT #: MANHOLE SUMP DEPTH TBD BY SITE DESIGN ENGINEER DESCRIPTION (24" [600 mm] MIN RECOMMENDED) 24" (600 mm) HDPE ACCESS PIPE REQUIRED TWO LAYERS OF ADS GEOSYNTHETICS 315WTM WOVEN USE FACTORY PRE-CORED END CAP GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS PART #: MC3500IEPP24BC 8.25' (2.51 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS CHK MC-3500 ISOLATOR ROW DETAIL NTS DRW REV INSPECTION & MAINTENANCE CONCRETE COLLAR 18" (450 mm) MIN WIDTH PAVEMENT 06067 STEP 1) INSPECT ISOLATOR ROW FOR SEDIMENT | A. INSPECTION PORTS (IF PRESENT) CT | A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A.3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG WWW.STORMTECH.COM CONCRETE SLAB ROCKY HILL A.4. LOWER A CAMERA INTO ISOLATOR ROW FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) | | A.5. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. 8" (200 mm) MIN THICKNESS CONCRETE COLLAR NOT REQUIRED Detention Retention Water Quality FOR UNPAVED APPLICATIONS B. ALL ISOLATOR ROWS B.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW 888-892-2694 B.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW THROUGH OUTLET PIPE 12" (300 mm) NYLOPLAST INLINE | i) MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY DRAIN BODY W/SOLID HINGED ii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE COVER OR GRATE B.3. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. PART# 2712AG6IP* 70 INWOOD ROAD, SUITE 3860-529-8188 SOLID COVER: 1299CGC* STEP 2) CLEAN OUT ISOLATOR ROW USING THE JETVAC PROCESS GRATE: 1299CGS A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED FLEXSTORM CATCH IT B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN PART# 6212NYFX 6" (150 mm) SDR35 PIPE C. VACUUM STRUCTURE SUMP AS REQUIRED WITH USE OF OPEN GRATE STEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. 6" (150 mm) INSERTA TEE MC-3500 CHAMBER STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. PART# 6P26FBSTIP* INSERTA TEE TO BE CENTERED IN VALLEY OF CORRUGATIONS 4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473 NOTES R * THE PART# 2712AG6IPKIT CAN BE 1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS USED TO ORDER ALL NECESSARY OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. COMPONENTS FOR A SOLID LID INSPECTION PORT INSTALLATION 2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. ADVANCED DRAINAGE SYSTEMS, INC. MC-3500 6" INSPECTION PORT DETAIL THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. NTS SHEET 1 OF 1 An company OPTIONAL PRE-TREATMENT STORMTECH ISOLATOR ROW MANHOLE WITH OVERFLOW WEIR ECCENTRIC HEADER OPTIONAL ACCESS STORMTECH CHAMBERS THE MOST ADVANCED NAME IN WATER MANAGEMENT SOLUTIONS TM 2 MC-3500/MC-4500 StormTech Construction Guide An company REQUIRED MATERIALS AND EQUIPMENT LIST • Acceptable fill materials per Table 1 • StormTech solid end caps, pre-cored and pre-fabricated end caps • Woven and non-woven geotextiles • StormTech chambers, manifolds and fittings NOTE: MC-3500 chamber pallets are 77” x 90” (2.0 m x 2.3 m) and weigh about 2010 lbs. (912 kg) and MC-4500 pallets are 100” x 52” (2.5 m x 1.3 m) and weigh about 840 lbs. (381 kg). Unloading chambers requires 72” (1.8 m) (min.) forks and/or tie downs (straps, chains, etc). IMPORTANT NOTES: A. This installation guide provides the minimum requirements for proper installation of chambers. Nonadherence to this guide may result in damage to chambers during installation. Replacement of damaged chambers during or after backfilling is costly and very time consuming. It is recommended that all installers are familiar with this guide, and that the contractor inspects the chambers for distortion, damage and joint integrity as work progresses. B. Use of a dozer to push embedment stone between the rows of chambers may cause damage to chambers and is not an acceptable backfill method. Any chambers damaged by using the “dump and push” method are not covered under the StormTech standard warranty. C. Care should be taken in the handling of chambers and end caps. End caps must be stored standing upright. Avoid dropping, prying or excessive force on chambers during removal from pallet and initial placement. Requirements for System Installation Excavate bed and prepare subgrade per Place non-woven geotextile over prepared soils Place clean, crushed, angular stone foundation engineer’s plans. and up excavation walls. 9” (230 mm) min. Install underdrains if required. Compact to achieve a flat surface. 1 Manifold, Scour Fabric and Chamber Assembly Install manifolds and lay out woven scour Align the first chamber and end cap of each Continue installing chambers by overlapping chamber end geotextile at inlet rows [min. 17.5 ft (5.33 m)] row with inlet pipes. Contractor may choose corrugations. Chamber joints are labeled “Lower Joint – at each inlet end cap. Place a continuous to postpone stone placement around end Overlap Here” and “Build this direction – Upper Joint” Be piece (no seams) along entire length of chambers and leave ends of rows open sure that the chamber placement does not exceed the reach Isolator® Row(s) in two layers. for easy inspection of chambers during the of the construction equipment used to place the stone. backfill process. Maintain minimum 9” (300 mm) spacing between rows. For the Isolator Row place two continuous layers of ADS Woven fabric between the foundation stone and the isolator row chambers, making sure the fabric lays flat and extends the entire width of the chamber feet. Manifold Insertion StormTech Isolator Row Detail COVER PIPE CONNECTION TO END END CAP (MC-4500 SHOWN) CAP WITH ADS GEOSYNTHETICS OPTIONAL INSPECTION PORT 601T NON-WOVEN GEOTEXTILE CHAMBER (MC-4500 SHOWN) CATCH BASIN OR MANHOLE 24" (600 mm) HDPE ACCESS PIPE REQUIRED TWO LAYERS OF ADS GEOSYNTHETICS 315WTM WOVEN Insert inlet and outlet manifolds a minimum 12” USE FACTORY PRE-CORED END CAP GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS (300 mm) into chamber end caps. Manifold header MC-3500 - 8.3 (2.5 m) MIN WIDE CONTINUOUS FABRIC STRIP SUMP DEPTH TBD BY MC-4500 - 10.3' (3.1 m) MIN WIDE CONTINUOUS FABRIC STRIP should be a minimum 12” (300 mm) from base of SITE DESIGN ENGINEER end cap. (24" [600 mm] MIN RECOMMENDED) 2 Initial Anchoring of Chambers – Embedment Stone Initial embedment shall be spotted along the centerline of the chamber evenly No equipment shall be operated on the bed at this stage of the installation. anchoring the lower portion of the chamber. This is best accomplished with a Excavators must be located off the bed. Dump trucks shall not dump stone stone conveyor or excavator reaching along the row. directly on to the bed. Dozers or loaders are not allowed on the bed at this time. Backfill of Chambers – Embedment Stone 12" (300 mm) MAX. UNEVEN BACKFILL EVEN BACKFILL PERIMETER NOT BACKFILLED PERIMETER FULLY BACKFILLED Backfill chambers evenly. Stone column height should never differ by more Perimeter stone must be brought up evenly with chamber rows. Perimeter than 12” (300 mm) between adjacent chamber rows or between chamber must be fully backfilled, with stone extended horizontally to the excavation rows and perimeter. wall. Call StormTech at 888.892.2694 for technical and product information or visit www.stormtech.com 3 Backfill of Chambers – Embedment Stone and Cover Stone Continue evenly backfilling between rows and around perimeter until Only after chambers have been backfilled to top of chamber and with embedment stone reaches tops of chambers and a minimum 12” (300 mm) a minimum 12” (300 mm) of cover stone on top of chambers can skid of cover stone is in place. Perimeter stone must extend horizontally to the loaders and small LGP dozers be used to final grade cover stone and excavation wall for both straight or sloped sidewalls. The recommended backfill material in accordance with ground pressure limits in Table 2. backfill methods are with a stone conveyor outside of the bed or build as you Equipment must push material parallel to rows only. Never push perpendicular go with an excavator inside the bed reaching along the rows. Backfilling while to rows. StormTech recommends the contractor inspect chamber rows before assembling chambers rows as shown in the picture will help to ensure that placing final backfill. Any chambers damaged by construction equipment shall equipment reach is not exceeded. be removed and replaced. Final Backfill of Chambers – Fill Material Inserta Tee Detail Install non-woven geotextile over stone. Geotextile must overlap 24” (600 mm) in. where edges meet. Compact at 24” (600 mm) of fill. Roller travel parallel with rows. 4 Table 1- Acceptable Fill Materials Figure 1- Inspection Port Detail AASHTO M43 Compaction/Density Material Location Description Designation1 Requirement CONCRETE COLLAR 18" (450 mm) MIN WIDTH PAVEMENT D Final Fill: Fill Material for layer ‘D’ Any soil/rock materials, native soils N/A Prepare per site design engineer’s plans. Paved starts from the top of the ‘C’ layer to the or per engineer’s plans. Check installations may have stringent material and prepara- bottom of flexible pavement or unpaved plans for pavement subgrade tion requirements. finished grade above. Note that the pave- requirements. CONCRETE SLAB 8" (200 mm) MIN THICKNESS CONCRETE COLLAR NOT REQUIRED ment subbase may be part of the ‘D’ layer. FOR UNPAVED APPLICATIONS C Initial Fill: Fill Material for layer ‘C’ Granular well-graded soil/ AASHTO M145 Begin compaction after min. 24” (600 mm) of mate- 12" (300 mm) NYLOPLAST INLINE DRAIN BODY W/SOLID HINGED starts from the top of the embedment aggregate mixtures, <35% fines A-1, A-2-4, A-3 rial over the chambers is reached. Compact additional COVER OR GRATE stone (‘B’ layer) to 24” (600 mm) above or processed aggregate. Most or layers in 12” (300 mm) max. lifts to a min. 95% Proc- PART# 2712AG6IP* SOLID COVER: 1299CGC* the top of the chamber. Note that pave- pavement subbase materials can AASHTO M431 tor density for well-graded material and 95% relative GRATE: 1299CGS ment subbase may be part of the ‘C’ layer. be used in lieu of this layer. 3, 357, 4, 467, 5, 56, 57, 6, density for processed aggregate materials. FLEXSTORM CATCH IT 67, 68, 7, 78, 8, 89, 9, 10 PART# 6212NYFX 6" (150 mm) SDR35 PIPE WITH USE OF OPEN GRATE B Embedment Stone: Fill the Clean, crushed, angular stone AASHTO M431 No compaction required. 6" (150 mm) INSERTA TEE MC-3500 CHAMBER SHOWN surrounding surrounding chambers from 3, 357, 4 PART# 6P26FBSTIP* INSERTA TEE TO BE CENTERED IN the foundation stone (‘A’ layer) to the ‘C’ VALLEY OF CORRUGATIONS layer above. * THE PART# 2712AG6IPKIT CAN BE 1 A Foundation Stone: Fill below Clean, crushed, angular stone, AASHTO M43 Place and compact in 9” (230 mm) max lifts using USED TO ORDER ALL NECESSARY chambers from the subgrade up to the 3, 357, 4 two full coverages with a vibratory compactor.2, 3 COMPONENTS FOR A SOLID LID foot (bottom) of the chamber. INSPECTION PORT INSTALLATION 6" INSPECTION PORT DETAIL PLEASE NOTE: NTS 1. The listed AASHTO designations are for gradations only. The stone must also be clean, crushed, angular. For example, a specification for #4 stone would state: “clean, crushed, angular no. 4 (AASHTO M43) stone”. 2. StormTech compaction requirements are met for ‘A’ location materials when placed and compacted in 9” (230 mm) (max) lifts using two full coverages with a vibratory compactor. 3. Where infiltration surfaces may be comprised by compaction, for standard installations and standard design load conditions, a flat surface may be achieved by raking or dragging without compaction equipment. For special load designs, contact StormTech for compaction requirements. Figure 2 - Fill Material Locations 5 NOTES: Table 2 - Maximum Allowable Construction Vehicle Loads6 1. 36” (900 mm) of stabilized cover materials over the Maximum Allowable Wheel Loads Maximum Allowable Track Loads6 Maximum Allowable Roller Loads Fill Depth chambers is required for full dump truck travel and Material Location over Chambers in. Max Axle Load for Max Wheel Load Track Max Ground Max Drum Weight dumping. [mm] Trucks for Loaders Width Pressure or Dynamic Force lbs [kN] lbs [kN] in. [mm] psf [kPa] lbs [kN] 2. During paving operations, dump truck axle loads on D Final Fill 36” [900] 32,000 [142] 16,000 [71] 12” [305] 3420 [164] 38,000 [169] 24” (600mm) of cover may be necessary. Precautions Material Compacted 18” [457] 2350 [113] 24” [610] 1850 [89] should be taken to avoid rutting of the road base layer, 30” [762] 1510 [72] to ensure that compaction requirements have been met, 36” [914] 1310 [63] and that a minimum of 24” (600 mm) of cover exists C Initial Fill 24” [600] 32,000 [142] 16,000 [71] 12” [305] 2480 [119] 20,000 [89] over the chambers. Contact StormTech for additional Material Compacted 18” [457] 1770 [85] 24” [610] 1430 [68] guidance on allowable axle loads during paving. 30” [762] 1210 [58] 36” [914] 1070 [51] 3. Ground pressure for track dozers is the vehicle 24” [600] 24,000 [107] 12,000 [53] 12” [305] 2245 [107] 16,000 [71] operating weight divided by total ground contact area Loose/Dumped 18” [457] 1625 [78] for both tracks. Excavators will exert higher ground 24” [610] 1325 [63] pressures based on loaded bucket weight and boom 30” [762] 1135 [54] 36” [914] 1010 [48] extension. 18” [450] 24,000 [107] 12,000 [53] 12” [305] 2010 [96] 5,000 [22] 4. Mini-excavators (<8,000lbs/3,628 kg) can be used with 18” [457] 1480 [71] (static loads only)5 24” [610] 1220 [58] at least 12” (300 mm) of stone over the chambers and 30” [762] 1060 [51] are limited by the maximum ground pressures in Table 2 B Embedment 12” [300] NOT ALLOWED NOT ALLOWED 12” [305] 1100 [53] NOT ALLOWED based on a full bucket at maximum boom extension. Stone 18” [457] 715 [34] 24” [610] 660 [32] 5. StormTech does not require compaction of initial fill at 30” [762] 580 [28] 18” (450 mm) of cover. However, requirements by others 6” [150] NOT ALLOWED NOT ALLOWED NOT ALLOWED NOT ALLOWED NOT ALLOWED for 6” (150 mm) lifts may necessitate the use of small compactors at 18” (450 mm) of cover. 6. Storage of materials such as construction materials, Table 3 - Placement Methods and Descriptions equipment, spoils, etc. should not be located over Wheel Load Restrictions Track Load Restrictions Roller Load Restrictions the StormTech system. The use of equipment over Material Location Placement Methods/ Restrictions See Table 2 for Maximum Construction Loads the StormTech system not covered in Table 2 (ex. soil mixing equipment, cranes, etc) is limited. Please contact D Final Fill A variety of placement methods may be 36” (900 mm) minimum Dozers to push parallel to Roller travel parallel to rows StormTech for more information. Material used. All construction loads must not cover required for dump rows.4 only until 36” (900 mm) exceed the maximum limits in Table 2. trucks to dump over compacted cover is chambers. reached. 7. Allowable track loads based on vehicle travel only. Excavators shall not operate on chamber beds until the C Initial Fill Excavator positioned off bed recommended. Asphalt can be dumped into Small LGP track dozers & skid Use dynamic force of roller total backfill reaches 3 feet (900 mm) over the entire Material Small excavator allowed over paver when compacted loaders allowed to grade cover only after compacted fill chambers. Small dozer allowed. pavement subbase reaches stone with at least 12” (300 mm) depth reaches 24” (600 mm) bed.Excavators shall not operate on chamber beds until 24” (600 mm) above top of stone under tracks at all times. over chambers. Roller travel the total backfill reaches 3 feet (900 mm) over the entire chambers. Equipment must push parallel parallel to chamber rows only. to rows at all times. bed. B Embedment No equipment allowed on bare chambers. No wheel loads allowed. No tracked equipment is No rollers allowed. Stone Use excavator or stone conveyor Material must be placed allowed on chambers until ADS “Terms and Conditions of Sale” are available on the ADS website, positioned off bed or on foundation outside the limits of the a min. 12” (300 mm) cover stone to evenly fill around all chambers chamber bed. stone is in place. www.ads-pipe.com. Advanced Drainage Systems, the ADS logo, and the to at least the top of chambers. green stripe are registered trademarks of Advanced Drainage Systems, Inc. StormTech® and the Isolator® Row are registered trademarks of A Foundation No StormTech restrictions. Contractor responsible for any conditions or requirements by others relative to subgrade bearing Stone capacity, dewatering or protection of subgrade. StormTech, Inc. #10816 07/17 CS ©2017 Advanced Drainage Systems, Inc. Call StormTech at 888.892.2694 for technical and product information or visit www.stormtech.com 6 17.0 Standard Limited Warranty STANDARD LIMITED WARRANTY OF STORMTECH LLC ("STORMTECH"): PRODUCTS (A) This Limited Warranty applies solely to the StormTech (F) Under no circumstances shall StormTech be liable to the chambers and end plates manufactured by StormTech Purchaser or to any third party for product liability claims; and sold to the original purchaser (the “Purchaser”). The claims arising from the design, shipment, or installation chambers and end plates are collectively referred to as of the Products, or the cost of other goods or services the “Products.” related to the purchase and installation of the Products. For this Limited Warranty to apply, the Products must be (B) The structural integrity of the Products, when installed installed in accordance with all site conditions required strictly in accordance with StormTech's written installation by state and local codes; all other applicable laws; and instructions at the time of installation, are warranted to the StormTech’s written installation instructions. Purchaser against defective materials and workmanship for one (1) year from the date of purchase. Should a defect (G) THE LIMITED WARRANTY DOES NOT EXTEND TO appear in the Limited Warranty period, the Purchaser shall INCIDENTAL,CONSEQUENTIAL,SPECIAL OR INDIRECT provide StormTech with written notice of the alleged defect DAMAGES. STORMTECH SHALL NOT BE LIABLE FOR at StormTech’s corporate headquarters within ten (10) days PENALTIES OR LIQUIDATED DAMAGES, INCLUDING of the discovery of the defect. The notice shall describe LOSS OF PRODUCTION AND PROFITS; LABOR AND the alleged defect in reasonable detail. StormTech agrees MATERIALS;OVERHEAD COSTS;OR OTHER LOSS OR to supply replacements for those Products determined by EXPENSE INCURRED BY THE PURCHASER OR ANY StormTech to be defective and covered by this Limited THIRD PARTY.SPECIFICALLY EXCLUDED FROM LIMITED Warranty. The supply of replacement products is the sole WARRANTY COVERAGE ARE DAMAGE TO THE PROD- remedy of the Purchaser for breaches of this Limited UCTS ARISING FROM ORDINARY WEAR AND TEAR; Warranty. StormTech’s liability specifically excludes the ALTERATION,ACCIDENT,MISUSE,ABUSE OR NEGLECT; cost of removal and/or installation of the Products. THE PRODUCTS BEING SUBJECTED TO VEHICLE TRAFFIC OR OTHER CONDITIONS WHICH ARE NOT (C) THIS LIMITED WARRANTY IS EXCLUSIVE.THERE ARE PERMITTED BY STORMTECH’S WRITTEN SPECIFICA- NO OTHER WARRANTIES WITH RESPECT TO THE TIONS OR INSTALLATION INSTRUCTIONS;FAILURE TO PRODUCTS, INCLUDING NO IMPLIED WARRANTIES OF MAINTAIN THE MINIMUM GROUND COVERS SET FORTH MERCHANTABILITY OR OF FITNESS FOR A IN THE INSTALLATION INSTRUCTIONS;THE PLACEMENT PARTICULAR PURPOSE. OF IMPROPER MATERIALS INTO THE PRODUCTS;FAIL- URE OF THE PRODUCTS DUE TO IMPROPER SITING OR (D) This Limited Warranty only applies to the Products when IMPROPER SIZING;OR ANY OTHER EVENT NOT the Products are installed in a single layer. UNDER NO CAUSED BY STORMTECH.THIS LIMITED WARRANTY CIRCUMSTANCES, SHALL THE PRODUCTS BE REPRESENTS STORMTECH’S SOLE LIABILITY TO THE INSTALLED IN A MULTI-LAYER CONFIGURATION. PURCHASER FOR CLAIMS RELATED TO THE PROD- UCTS,WHETHER THE CLAIM IS BASED UPON CON- (E) No representative of StormTech has the authority to TRACT,TORT,OR OTHER LEGAL THEORY. change this Limited Warranty in any manner or to extend this Limited Warranty. This Limited Warranty does not apply to any person other than to the Purchaser. An company 70 Inwood Road Suite 3 Rocky Hill Connecticut 06067 888-892-2694 www.stormtech.com 28 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. ADS GEOSYNTHETICS 0601T NONWOVEN GEOTEXTILE Scope This specification describes ADS Geosynthetics 6.0 oz (0601T) nonwoven geotextile. Filter Fabric Requirements ADS Geosynthetics 6.0 oz (0601T) is a needle-punched nonwoven geotextile made of 100% polypropylene staple fibers, which are formed into a random network for dimensional stability. ADS Geosynthetics 6.0 oz (0601T) resists ultraviolet deterioration, rotting, biological degradation, naturally encountered basics and acids. Polypropylene is stable within a pH range of 2 to 13. ADS Geosynthetics 6.0 oz (0601T) conforms to the physical property values listed below: Filter Fabric Properties M.A.R.V. PROPERTY TEST METHOD UNIT (Minimum Average Roll Value) Grab Tensile ASTM D 4632 lbs (kN) 160 (0.711) Grab Elongation ASTM D 4632 % 50 Trapezoid Tear Strength ASTM D 4533 lbs (kN) 60 (0.267) CBR Puncture Resistance ASTM D 6241 lbs (kN) 410 (1.82) Permittivity* ASTM D 4491 sec-1 1.5 Water Flow* ASTM D 4491 gpm/ft2 (l/min/m2) 110 (4480) AOS* ASTM D 4751 US Sieve (mm) 70 (0.212) UV Resistance ASTM D 4355 %/hrs 70/500 PACKAGING Roll Dimensions (W x L) – ft 3.0/5.0/6.25/7.5/9.0/12.5 x 360 / 15 x 300 1 Square Yards Per Roll 120/200/250/300/360/500 / 500 Estimated Roll Weight – lbs 44/65/97.5/102/141/195 / 195 * At the time of manufacturing. Handling may change these properties. ADS “Terms and Conditions of Sale” can be found on the ADS website, www.ads-pipe.com Advanced Drainage Systems and the ADS logo is a registered trademark of Advanced Drainage Systems, Inc. Advanced Drainage Systems, Inc. #0601T 04/16 ADS GEOSYNTHETICS 315W WOVEN GEOTEXTILE Scope This specification describes ADS Geosynthetics 315W woven geotextile. Filter Fabric Requirements ADS Geosynthetics 315W is manufactured using high tenacity polypropylene yarns that are woven to form a dimensionally stable network, which allows the yarns to maintain their relative position. ADS Geosynthetics 315W resists ultraviolet deterioration, rotting and biological degradation and is inert to commonly encountered soil chemicals. ADS Geosynthetics 315W conforms to the physical property values listed below: Filter Fabric Properties PROPERTY TEST ENGLISH M.A.R.V. METRIC M.A.R.V. METHOD (Minimum Average Roll Value) (Minimum Average Roll Value) Tensile Strength (Grab) ASTM D-4632 315 lbs 1400 N Elongation ASTM D-4632 15% 15% CBR Puncture ASTM D-6241 900 lbs 4005 N Puncture ASTM D-4833 150 lbs 667 N Mullen Burst ASTM D-3786 600 psi 4134 kPa Trapezoidal Tear ASTM D-4533 120 lbs 533 N UV Resistance (at ASTM D-4355 70% 70% 500 hrs) Apparent Opening Size ASTM D-4751 40 US Std. 0.425 mm (AOS)* Sieve Permittivity ASTM D-4491 .05 sec‾1 .05 sec‾1 Water Flow Rate ASTM D-4491 4 gpm/ft2 163 l/min/m2 12.5’ x 360’ 3.81 m x 109.8 m Roll Sizes 15.0’ x 300’ 4.57 m x 91.5 m 17.5’ x 258’ 5.33 m x 78.6 m *Maximum average roll value. ADS “Terms and Conditions of Sale” can be found on the ADS website, www.ads-pipe.com Advanced Drainage Systems and the ADS logo is a registered trademark of Advanced Drainage Systems, Inc. Advanced Drainage Systems, Inc. #315W 05/16 SEWER SEWER SDR35 PIPE 1 PAGE SEWER HD Fowler Company Submittal - SFY222GGG 71800 SDR35 FITTINGS 6 PAGES GPK FITTING SUBMITTAL SHEET Intro: GPK manufactures PVC sewer fittings in accordance with either ASTM D 3034, F 1336 or F 679 to be used in gravity flow or low pressure applications. Injection molded fittings are produced in sizes 4” (100mm) through 12” (300mm) diameter. Fabricated fittings are produced in sizes 4” (100mm) through 36” (973mm) diameter. Material: Fabricated fittings are manufactured from PVC pipe and molded components meeting the requirements of either ASTM D 3034, F 1336 or F 679 for workmanship, extrusion quality, stiffness, impact resistance, dimensions and structural performance. Extruded pipe components are made from PVC material with a minimum cell classification of 12454, 13343 or 12364 as defined in ASTM D1784. Injection molded fittings are made from PVC material with a minimum cell classification of 12454 or 13343 as defined in ASTM D 1784. Extrusion Quality: Extruded components are tested in accordance with and meet the requirements of ASTM D 2152 for properly fused PVC. Impact Resistance: Extruded Components are tested in accordance with ASTM D 2444 using a 20 lb (9.07kg). Tup A and a Flat Plate Holder B. The strength shall equal or exceed the values shown below: 4” – 5” 150 Ft-Lbs 6” – 8” 210 Ft-Lbs 10” – 36” 220 Ft-Lbs (100mm – 125mm 203 J) (150mm – 200mm 284 J) (250mm – 973mm 299 J) Impact Resistance: Injection molded fittings are tested in accordance with ASTM D 2444 using a 20 lb (9.07kg). Tup A and a Flat Plate Holder B. The strength shall equal or exceed the values shown below: 4” 50 Ft-Lbs 6” – 8” 75 Ft-Lbs 10” – 12” 90 Ft-Lbs (100mm 68 J) (150mm – 200mm 102 J) (250mm – 300mm 122 J) Pipe Stiffness: Extruded Components are tested in accordance with ASTM D 2412. The stiffness equals or exceeds the requirements of ASTM D 3034 and F 679. Pipe Flattening: Extruded components are flattened as described in ASTM D 3034 and F 679 until the distance between the plates is 40% of the outside diameter of the pipe. There shall be no splitting, cracking or breaking. Pressure/Pressure Deflection: Gasketed joints are tested in accordance with ASTM D 3212. Pressure: 10 minutes @ 10.8 psi (74.5 kPa) + 10 minutes deflected @ 10.8 psi (74.5 kPa). Vacuum: 10 minutes @ 22 in. Hg (74 kPa) + 10 minutes deflected @ 22 in. Hg (74kPa). Branch Bending: The chemically fused areas around the fabricated branches of tee, wye and tee-wye fittings are tested to ASTM F 1336 to verify their strength and integrity. Pipe Stop Support: Tee and tee-wye fittings are tested to requirements of ASTM F 1336 for pipe stop load support. No cracking or splitting shall occur and pipe spigot shall not protrude into waterway of the fitting. Joining Methods: Chemically Fused Solvent Weld Joints Solvent cement is handled and tested in accordance with ASTM D 2564 and D 2855. The Lap Shear Strength shall equal or exceed 900 psi (6205 kPa) @ 72 hours. Heat Fusion Welded Joints (Butt Fusion Welds) Elastomeric Seals (Gaskets) Must meet all requirements of ASTM F 477 and D 3212. Saddles: Injection Molded saddle tees and saddle wyes shall have skirts with a minimum of 80 square inches (516 square cm) surface area which can be bonded to pipe. Fabricated saddle tees and saddle wyes shall have skirts with a minimum of 160 square inches (1032 square cm) surface area which can be bonded to pipe. The worm drive saddle straps used to fasten the saddles are manufactured with corrosion resistant 300 series AISI stainless steel. GPK does not recommend gasket skirts where air tests are required. Epoxy Reinforced Welds. 2 811 HD Fowler Company Submittal - SFY222GGG 71800 SDR35 D 3034 / PS46 F 679 FITTING SPECIFICATIONS 1.0 GPK PVC Sewer Fittings shall be manufactured in accordance with either ASTM D 3034, F1336 or F 679. The PVC material shall have a minimum cell classification of 12454, 13343 or 12364 as defined in ASTM D 1784. 2.0 The purpose of GPK in-line fittings is to convey municipal sanitary and industrial wastes, storm water runoff and many other related applications. They are designed to be used in gravity flow and low pressure applications not to exceed 10.8 psi. (74.5 kPa). 3.0 Injection Molded Fittings are produced in sizes 4” (100mm) through 12” (300mm) diameter. Fabricated Fittings are produced in sizes 4” (100mm) through 36” (973mm) diameter. A fabricated fitting is considered any fitting made from pipe or a combination of pipe and molded components. 4.0 Chemical Resistance GPK fittings resist attack from certain alcohols, alkalies, salt solutions, acids and other types of chemicals. Refer to chemical resistant chart for suitability. 5.0 Marking. GPK fittings shall be marked with applicable size, “PVC”, company name or logo, PSM and the ASTM specification number (D 3034, F 1336 or F679). The fittings and/or packaging shall include the manufacturer’s date and shIft code. 6.0 Testing. A test after installation of either low pressure air (Uni-B-6) or a water infiltration-exfiltration test is recommended. 7.0 Deflection Test. The maximum allowable pipe fitting deflection should be 7 ½% of base ID as shown in table X1.1 of D 3034, and X2.1 of F 679. 8.0 Backfilling and Tamping. Backfilling should follow closely after assembly of pipe and fittings. 8.1 Backfilling. with proper material is important to achieve desired density in haunching area which enables pipe, fitting and soil to work together to meet designed load requirements. This eliminates excess deflection and shear breaks due to heavy loads. Approved material shall be used properly, compacted continuously above and around the pipe and fittings as well as between fitting and trench wall. A cushion of approved material up to a minimum of 12” (305mm) over the fittings and between the trench walls shall be applied in accordance with the engineers’ specifications. 8.2 Tamping. This shall be done by hand tamping of the embedment material between the trench wall of the service line fitting and riser connection. Tamping can also be done by mechanical tampers or by using water to consolidate the embedment material. Extreme unstable ground conditions may require wider trenches to enable you to compact a larger area around the pipe and fittings to the density consistent of the original ground surface conditions. 9.0 Service Lines. Normally, service lines from the property line to the collection sewer should be a minimum depth of 3 feet (1 meter) at the property line and should be laid in straight alignment and uniform slope of not less than ¼” per foot (20.8mm/meter) for 4” (100mm) nominal pipe and 1/8” (10.4mm/meter) per foot for 6” (150mm) pipe. Where collection sewers are deeper than 7 feet (2 meters) a vertical standpipe or stack is permitted but not recommended, consult the project engineer for proper installation details. Deep sewer chimney and risers necessitate extreme care during backfilling. Where surface loading is anticipated the final backfill must be compacted to a density compatible with those surface loads to be encountered. 9.1 Backfilling around pipe service laterals on slope. Extra attention should be given on slopes to prevent the newly backfilled trench from becoming a “French Drain”. Before backfilling completely there is a tendency for ground and surface water to follow the direction of the looser soil. This flow may wash out soil from under or around pipe and branch line fittings, reducing or eliminating the support needed. To avoid this problem the backfilling should be of greater compaction. Tamping should be done in 4” (100mm) layers and continued in this manner all the way up to the ground or surface line of the trench. Concrete collars or other concrete poured around the fitting to stabilize unwanted movement is recommended to prevent water from undercutting the underside of the pipe and fittings. Summary: Due to various ground conditions and different situations, installation techniques vary widely. We warranty our products to be free of manufacturer’s defects. We will not replace the products that are installed or used incorrectly. The design of the systems that our product is used in is a factor that cannot be overlooked. 811 1 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) HD Fowler Company Submittal - SFD2G 80750 HD Fowler Company Submittal - SFD2G 80750 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) HD Fowler Company Submittal - SFD2S 77700 P.O. Box 3300, Term."A" 4507 LeSaint Court London, Ont. Canada Fairfield, Ohio USA N6A 4K3 45014 (519) 681-2140 (513) 942-9910 1-800-265-1815 1-800-523-3539 Fax (519) 681-2156 Fax (513) 942-9914 MULTI FITTINGS Engineered Tough SDR35 SOLVENT WELD SEWER FITTINGS LETTER OF COMPLIANCE Scope: This letter of compliance covers Multi Fittings requirements for 3” through 15” (75 mm – 375 mm) PVC Trench Tough SDR35 Solvent Weld Sewer Fittings. These products meet or exceed performance standards set by the American Society of Testing and Materials (ASTM), CSA International (CSA) and the International Association of Plumbing and Mechanical Officials (IAPMO). Trench Tough SDR35 Solvent Weld Sewer Fittings are compatible with pipe manufactured to ASTM D 3034, CSA B182.1 and CSA B182.2 and is suitable for the non-pressure drainage of sewage and surface water. Material: Rigid PVC Poly(Vinyl Chloride) used in the manufacturing of Trench Tough SDR35 Solvent Weld Sewer Fittings complies with ASTM D 1784, Standard Specification for Rigid Poly(Vinyl Chloride) (PVC) Compounds and Chlorinated Poly(Vinyl Chloride) (CPVC) Compounds, having a cell classification 12454 or 13343. Molded Fittings: Molded Trench Tough SDR35 Solvent Weld Sewer Fittings conform to the following standards: ASTM D 2729 “Standard Specification for Poly(vinyl Chloride) (PVC) Sewer Pipe and Fittings” ASTM D 3034 “Standard Specification for Type PSM Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings” CSA B182.1 “Plastic Drain and Sewer Pipe and Pipe Fittings” CSA B182.2 “PVC Sewer Pipe and Fittings (PSM Type)” IAPMO “Uniform Plumbing Code” Fabricated Fittings: Fabricated Trench Tough SDR35 Solvent Weld Sewer Fittings are made from segments of pipe conforming to the following standards: ASTM D 3034 “Standard Specification for Type PSM Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings” ASTM F 679 “Standard Specification for Poly(Vinyl Chloride) (PVC) Large-Diameter Plastic Gravity Sewer Pipe and Fittings” HD Fowler Company Submittal - SFD2S 77700 Page 2/... Trench Tough SDR35 Solvent Weld Sewer Fittings CSA B182.2 “PVC Sewer Pipe and Fittings (PSM Type)” Note: Molded components meeting the requirements listed above may also be used as part of the fabricated fitting. Markings: Trench Tough SDR35 Solvent Weld Sewer Fittings are marked a prescribed in the above applicable standards to indicate size of the fittings, material designation, compliance to standard, and manufacturer’s name or trademark. Yours truly, Frank Yorio Senior Vice President, Operations Issue Date: 2012-10-11 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) SEWER HD Fowler Company Submittal - MCPVC22PSM 71800 SANDCOLLARS 2 PAGES HD Fowler Company Submittal - MCPVC22PSM 71800 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) SEWER HD Fowler Company Submittal - CHGP2 79690 CHERNE PLUG 1 PAGE 26 Original Gripper® Cherne's Gripper plugs can be used in a variety of applications including DWV (drain, waste and vent) testing and stack testing. End-of-Pipe design won't fall in, whereas the Inside-of-Pipe design allows you to locate the plug inside the pipe as far as you need. Time tested, the Gripper® remains one of the most popular mechanical plugs on the market. Original Gripper® Plug Features: • Ideal for sewer testing and long-term applications • Made with glass-reinforced ABS plastic • End-of-pipe design seals only at the end of a pipe • Inside-of-pipe design seals inside pipe as far as needed Equipped with: • Easy to install extra large zinc wing nut – won't rust • Natural rubber o-ring • Galvanized carriage bolt to prevent corrosion End-of-Pipe Gripper® plug Inside-of-Pipe Gripper® plug Part Number Nominal Size Range of Use MaximumBack Pressure Length Product Weight End-of-Pipe Gripper 1 1/2" 1.48"-1.65" 17 psi 40 ft. 1.75" 0.13 lbs 270210 (40 mm) (39-42 mm) (1,2 bar) (12 M) (44.5 mm) (0.05 kg) 2" 1.9"-2.17" 17 psi 40 ft. 1.87" 0.19 lbs 270229 (50 mm) (49-55 mm) (1,2 bar) (12 M) (47.5 mm) (0.09 kg) 3" 2.8"-3.1" 17 psi 40 ft. 2.5" 0.375 lbs 270237 (75 mm) (71-79 mm) (1,2 bar) (12 M) (63.5 mm) (0.16 kg) 4" 3.8"-4.06" 17 psi 40 ft. 2.5" 0.5 lbs 270245 (100 mm) (96-103 mm) (1,2 bar) (12 M) (63.5 mm) (0.23 kg) 6" 5.77"-6.08" 17 psi 40 ft. 3.75" 2.5 lbs 270261 (150 mm) (147-154 mm) (1,2 bar) (12 M) (95.3 mm) (1.14 kg) 8" 7.7"-8.03" 17 psi 40 ft. 3.75" 3 lbs 270270 (200 mm) (196-204 mm) (1,2 bar) (12 M) (95.3 mm) (1.37 kg) Inside-of-Pipe Gripper 4" 3.8"-4.06" 17 psi 40 ft. 2.5" .5 lbs 270296 (100 mm) (96-103 mm) (1,2 bar) (12 M) (63.5 mm) (0.23 kg) 6" 5.77"-6.08" 17 psi 40 ft. 3.75" 2.5 lbs 270253 (150 mm) (147-154 mm) (1,2 bar) (12 M) (95.3 mm) (1.14 kg) 8" 7.7"-8.03" 17 psi 40 ft. 3.75" 3 lbs 270288 (200 mm) (196-204 mm) (1,2 bar) (12 M) (95.3 mm) (1.37 kg) Mechanical Plugs Always block plugs when conducting air tests. 1.800.843.7584 | www.cherneind.com Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) SEWER HD Fowler Company Submittal - WWTAPEDET2S 67890 DETECTABLE TAPE 2 PAGES Christy's Detectahle Marking Tape 0ur DETECTABLE marking tape provides for easy buried pipeline detection and below ground identification and warning. The tape can be located below ground with a non-ferrous metal detector when buried at the proper depths. All Christy's tape meets or exceeds the industry standards including the American Public Works Association (APWA) color code. TAPE MUST BE BURIED FLAT FUR MAXIMUM DETECTABILITY AND LINE PRUTECTIUN. CUNSULT YUUR SPECIFIC LUCATUR MANUFACTURER FUR BURIAL LIMITATIUNS. __- 2" 6" _ 18" NOTE: Notallwidthsare available asstandardfor the stockcolor/legend combinationsshown. 3" 6" _ 28" Contact Christy's“"forstockavailability ofspecific BIT 6" _ 36" products. Non-stockcombinations are subject to minimum requirements and plate charges. 12" or wider 6" - 36" SPECIFICATIUNS - Christy's“" DETECTABLE marking tape consists ofa 5.0 mil (0.005") thickness; five-ply composition; ultra-high molecularweight; ‘00 percentvirgin polyethyene; acid, alkaline and corrosion resistant. ~ The tape tensile strength 's in accordancewith ASTM D882-80Aand will not be lessthan 7800 PSI. - Elongation propertiesare 'n accordance with ASTM 3882-80Aand are lessthan 150%at break point. ~ Tape color& legend comb'nation will be in accordarcewith APWAor local requirements. The color is . The legend reads ' Tape is 5 mil overall thickness,with a .35 mil solid aluminum foil core. A .8 mil clearfilm, reverse printed with a repeating warning message is laminated to aluminum foll with a 3.75 mil clearfilm backing. - Tape width shall be . (For best results we recommend a tape width at least % ofthe diameter ofthe pipeline being protected. A 4" diameter line would use 3" orwidertape for optimum protection). Standard widths are 2", 3", 6", & 12". - Tape lettering shall be 1" tall on 2" detectable tape and 1.5" tall on 3"- 12" tape. SPECIAL AND CUSTCM LEGENDS T. Christy Enterprises, Inc. Christy's“ offers a full range of non-standard tapes, including specialty applications such as Telemetry, Irrigation 655 E. Ball Rd. ~Anaheim, CA92805 and additional water line wording. All standard combinations listed are available in at least one color/width Tel: (714) 507-3300 - Fax: (714) 507-3310 vwwv.TChristy.com ~ 800-BLU-GLUE combination. We offerspecific agency legends, designations or color combinations. Custom legends can include the use of specificwording, insignias and phone numbers. Call forspecial pricing. AUGUST2o1o ur-4os1 HD Fowler Company Submittal - WWTAPEDET2S 67890 How To Order Marking Tapes STANDARD CULURILEGEND CUMBINATIUNS Example: TA.DT.2. RW is 2” Detectable Purple Reclaimed Water. A BURIED DT - Detectable 2 - 2" B - Blue CP - Cathodic Protection PL - Pipeline ND - Non-Detectable 3- 3" P - Purple CTV - Cable TV PW - Potable Water o-e" Y - Yellow E - Electric RAW - RawWater 12-12" G - Green F - Fire RJ - Restrained Joint R - Red FM - Force main RW- Reclaimed Water W - White F0 - Fiber 0ptic S -Sewer 0 - 0range G - Gas STDR - Storm Drain DETECTABLE & NDN-DETECTABLE BR - Brown IRR - Irrigation TEL - Telephone MARKING TAPE NPW - Non-Potable Water W- Water NS - Hydrant Not in Service NDTE: Not all widths are available as standard for STANDARD CULURILEGEND co|v|B||vAt|o|vs the stock color/legend combinations shown. Contact Christy's" forstockavailability of specific o or Legend Code Printed Text on Tape products. Non-stock combinations are subject B BIRR "".,aut'on Irrigation Line Buried Below" to minimum requirements and plate charges. BNPW "3aut'on Non-Potable Water Line Buried Below" BPW 3aut'on Potable Water Line Buried Below" BRJ II'\,aut'on Restra'ned Joint Buried Belowll BRW ll3aut'on RawWater Buried Below" BW “3aut'on Water _ine Buried Below” llfi ll 1111113::::::écncncncococo:1 BRFM .,aut'on Force lllain Buried Below 3reen GFM "3aut'on Force Vlain Buried Below" 3reen 3lRR ll"\.,aut'on lrrigat'on Line Buried BelowII 3reen 3NPW "..aut'on Non-Potable Line Buried Below" 3reen 3PW "3aut'on Potabe Line Buried Below" 3reen 3RAW "3aut'on RawWater Line Buried Below" 3reen 3S "3aut'on Sewer Line Buried Below " 3reen 3STDR "3aut'on Storm Drain Buried Below" Jrange ]F0 ..aut'on Fiber 0ptic Line Buried Below Jrange JTEL "3aut'on Telephone Line Buried Below" Jrange JCP "3aut'on Cathodic Protection Cable Buried Below" Jrange JCTY H’!.,aut'on Cable TV Line Buried Below” Jrange JNS "3aut'on Hydrant Not in Service Line Buried Below Purple PIRR .,aut'on Irrigation Line Buried Below Purple PRW "3aut'on RecycledlReclaimed Water Line Buried Below" Purple PNPW "3aut'on Non-Potable Line Buried Below" Red RE "3aut'on Electric Line Buried Below" Red RCP ufiaut'on Cathodic Protection Cable Buried Below”“ J T. Christy Enterprises, Inc. Red RF "3aut'on Fire Line Buried Below" Yellow YE II’! 655 E. Ball Rd. ~ Anaheim, CA 92805 Jaut'on Electric Line Buried Below” Yellow YG "3aut'on Gas Line Buried Below" Tel: (714) 507-3300 - Fax: (714) 507-3310 Yellow YCP H"\.,aut'on Cathodic Protection Buried Below” vwwv.TChristy.com ~ 800-BLU-GLUE Yellow YPL “3aut'on Pipeline Buried Below” AUGUST2015 LlT—4031 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) SEWER HD Fowler Company Submittal - WI14GRN500 83010 WIRE 2 PAGES 830 South West Street, Sikeston MO 63801 800-876-3020 / 573-472-2990 / FAX 573-471-3134 UF/TWU Irrigation Wire Description: Regency’s single conductor UF/TWU Irrigation Wire is manufactured for the purpose of direct burial power wire applications in accordance with Article 339 of the National Electric Code NFPA-70. Conductor construction is soft drawn bare copper meeting the requirements of ASTM Specification B-3 and B-8. Gauge sizes 18 thru 8 are solid conductors. Sizes 6 thru 4/0 are stranded conductors. The insulation is a high quality polyvinylchloride (PVC) for systems applications of up to 600 volts and conductor temperatures up to 60 C. The UF/TWU Irrigation Wire is constructed in accordance with Underwriters Laboratories, Inc. standard 493 and 83, as well as CSA 22.2 No. 75. Application: Suitable for use as power and control wire for irrigation systems. Construction: Conductor: Soft drawn bare copper (ASTM Spec. B-3 and B-8). Solid (18 awg to 8 awg) Stranded (6 awg to 4/0 awg) Insulation: Polyvinylchloride (PVC) Temperature: 60 C Voltage: 600 volts Conductor Size Insulation Thickness Colors 14 .060 1-12 12 .060 1-12 10 .060 1-9, 11 8 .080 1-8 6 .080 1-5 4 .080 1, 2, 3, 5 2 .080 1, 2, 3, 5 1/0 .095 1, 2, 3, 5 2/0 .095 1, 2, 3, 5 HD Fowler Company Submittal - WI14GRN500 83010 Available Colors: 1-Black, 2-White, 3-Red, 4-Blue, 5-Green, 6-Yellow, 8-Orange, 9- Gray, 10-Pink, 11-Purple, 12-Tan. Material must be able to pass the following tests without showing signs of degradation: Cold Bend – The insulation shall not show any cracks when sample is bent around a 3X mandrel after being subjected to –25 C for four (4) hours. Electrical - AC test voltage, 60 seconds at 5000 volts. Sunlight Resistance Test - Samples conditioned for 300 hours of carbon-arc or xenon-arc exposure. Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) HD Fowler Company Submittal - NDS675P 78610 SEWER BACKWATER VALVE 2 PAGES DIVERTER AND BACKWATER VALVES Diverter Valve Here’s the simplest, strongest, and most economical diverter valve ever invented for septic tank leach fields. It is made of tough molded plastic that will not shatter, bend, rust or corrode. It is lighter in weight, easier to handle and less expensive to ship. Functional The diverter valve stem flow may be controlled to individual or multiple fields (up to three) in any combination. With a three-way valve stem, flow may be diverted to any two outlets. To allow flow through all outlets, the valve stem may be removed from the assembly. Easy To Install Connect 4" plastic sewer and drain pipe to inlets and outlets on the four way distribution box. (Unwanted outlets may be sealed by installing caps). The Diverter shield which houses the diverter stem may be cut to desired length. 6.305 Pkg. Wt. Ea. Product Part No. Description Color Qty. (lbs.) Class PVC 575P 4" PVC Diverter Valve White 4 9.50 35PV ABS 575 4" ABS Diverter Valve Black 4 7.50 35AB CLOSED 1 2 3 30.5" TANK TANK TANK 4 5 6 4.125" O.D. TURN TO *IAPMO Listed #2 OR #4 1" 6" REMOVE CAP CAP TANK TANK INNER STEM TANK Gravity Backwater Valve The NDS gravity flow Backwater Valve is designed to protect low areas or basements from the backflow of waste from street sewers. It is available in 2", 3", 4" and 6" sizes PVC material. It is a cost effective and a chemically resistant alternative to cast iron valves. Backwater Valve The quick action flapper allows unrestricted uni-directional flow. Elastomeric gasket in the flapper ensures a watertight seal. Flapper can be easily removed and replaced if required. Threaded access cap is designed for hand tightening. Access cap neoprene gasket provides a positive seal. Valve hub outlets fit 2", 3", 4", or 6" DWV pipe and may be adapted to 2", 3", 4", or 6" sewer and drain pipe with NDS DWV to Sewer & Drain Adapters. Lightweight, easy to install. Horizontal installation required, with arrows on top of the valve hub pointing in the direction of the flow of water. Access riser with cover offers a simple, economical Item Number A B C Riser Height Riser Dia. assess to the valve for inspection and 275P, 275 2.18 5.03 3.53 16 4 maintenance. The riser may be cut to 275PR 2.18 5.03 3.53 16 4 the desired length. 375P, 375 3.51 7.56 6.10 16 6 375PR, 375R 3.51 7.56 6.10 16 6 475P, 475 4.47 11.18 7.18 16 8 475PR, 475R 4.47 11.18 7.18 16 8 A 675P, 675 5.50 15.25 9.90 16 10 C Approvals applicable to valve only. B Note: All dimensions are nominal. All weights are for shipping purposes only. Availability is subject to change. 2 For customer service, please send your fax to: 1-800-726-1998 or call 1-800-726-1994. HD Fowler Company Submittal - NDS675P 78610 DIVERTER AND BACKWATER VALVES Backwater Valve Pkg. Wt. Ea. Product Part No. Description Color Qty. (lbs.) Class PVC 275P 2" PVC Backwater Valve White 8 1 35PV 275PR 2" PVC Backwater Valve with Riser and Cover White 1 5.00 35PV 375P 3" PVC Backwater Valve White 6 2.33 35PV 375PR 3" PVC Backwater Valve with Riser and Cover White 1 5.00 35PV 475P 4" PVC Backwater Valve White 6 4.33 35PV 475PR 4" PVC Backwater Valve with Riser White 1 8.00 35PV 675P 6" PVC Backwater Valve White 1 9.00 35PV ABS 275 2" ABS Backwater Valve Black 8 1 35AB 375 3" ABS Backwater Valve Black 6 1.83 35AB 375R 3" ABS Backwater Valve with Riser and Cover Black 1 4.00 35AB 475 4" ABS Backwater Valve Black 6 3.33 35AB 475R 4" ABS Backwater Valve with Riser and Cover Black 1 7.00 35AB 675 6" ABS Backwater Valve and Cover Black 24 7.00 35AB PVC Backwater Valve Components Carton Product Part No. Description Color Qty. Class t 8051-020-040 2" Lid White 20 80CS Lid 822-040-16 2" Riser White 4 80CS 1530202 2" Cap White 10 80CS 880-237 2" Cap O’Ring Black 10 80CS t Riser 1530203 2" Flapper White 10 80CS 880-136 2" Flapper O’Ring Black 10 80CS 1530204 2" Back Water Valve Pipe Extension Collar White 10 80CS 8051-030-060 3" Lid White 25 80CS 822-060-16 3" Riser White 2 80CS t 1530302 3" Cap White 10 80CS Cap 880-253 3" Cap O’Ring Black 10 80CS 1530303 3" Flapper White 10 80CS t 880-234 3" Flapper O’Ring Black 10 80CS Cap 1530304 3" Back Water Valve Pipe Extension Collar White 10 80CS O-ring 8051-040-080 4" Lid White 20 80CS t 822-080-16 4" Riser White 1 80CS Flapper 1530402 4" Cap White 10 80CS 880-364 4" Cap O’Ring Black 10 80CS 1530403 4" Flapper White 10 80CS t Flapper 880-243 4" Flapper O’Ring Black 10 80CS O-ring 1530404 4" Back Water Valve Pipe Extension Collar White 10 80CS 8051-060-100 6" Lid White 15 80CS 1530602 6" Cap White 2 80CS t 880-271 6" Cap O’Ring Black 2 80CS Bumper 1530603 6" Flapper White 5 80CS 880-259 6" Flapper O’Ring Black 5 80CS 880-202 Bumper (fits all sizes of valves) Black 1 80CS 1530405 4" BWV Sewer Adapt Flange White 1 80CS t BWV Pipe 1530605 6" BWV Sewer Adapt Flange White 1 80CS Extension Collar Backwater Valve Box Pkg. Wt. Ea. Product Part No. Description Color Qty. (lbs.) Class 11 3/4" 1219 12"x12" Backwater Valve Box Black 4 5.75 10ND 1220 12"x12" Valve Box Cover Black 8 2.00 10ND 11 3/4" 12" 1 1/8" 6" 5 1/2" Note: All dimensions are nominal. All weights are for shipping purposes only. Availability is subject to change. 3 For customer service, please send your fax to: 1-800-726-1998 or call 1-800-726-1994. Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) SEWER HD Fowler Company Submittal - HI4512SBD 79700 CASTINGS 1 PAGE Marked Sewer NOTES: *Machine surface on ring & cover. OLYMPIC FOUNDRY INC. *Typical 8" locking clean-out 11" X 4" LOCKING FLANGE DOWN RING & COVER MATL: Cast Iron ASTM A48, CL30 RATING: H-20 PART NO. MH5 D/T APPROX WT: Ring 70 Lbs, Cover 26 Lbs REV: A DATE: 6/23/2003 New border REV A DOCUMENT APPROVED DWN: CL DATE: 6/23/2003 TOLERANCE REV: DATE: BY: DATE: XX +- .1 CHKD: CL DATE: 6/23/2003 XXX +- .06 DWG #: MH05 D/T SCALE: N/A SHEET: 1 OF 1 XXXX +- .030 < +- 2 DEG Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER WATER HD Fowler Company Submittal - IP522GTJ 85870 DUCTILE PIPE 3 PAGES TYTON JDlNT® PIPE Each ofthe following is a nationally recognized standards organization; ANSI/AWWA C151/A2l.5, Ductile Iron Pipe, Centrifugally Cast forWater. I American National Standards Institute (ANSI) American WaterWorks Association (A\/IANA) Ductile Iron TYTON JOINT Pipe is centrifu- American SocietyforTesting and Materials (ASTM) gally cast in metal molds in accordance Underwriters Laboratories (UL) with ANSI/AWWA C151/A21.5. National Fire Protection Association (NFPA) National Sanitation Foundation (NSF) The asphaltic outside coating is in accor- Factory Mutual (FM) dance with ANSI/AWWA C151/A21.51. As specified in ANSI/AWWA C151/A21.51, TYTON JOINT is U.S. Pipe’s trademarkfor pipe with a push-on type connection. Simplicity, sturdiness pipe weights have been calculated using and watertightness are built into the system by design. Convincing proof of its worldwide acceptance standard barrel weights and weights of is shown bythe fact that more than 95% ofthe pipe now sold by U.S. Pipe is TYTON JOINT Pipe. bells being produced. TYTON JOINT Pipe is available in sizes 3" through 64". Sizes 3" through 42" are available in nominal ANSI/AWWA C104/A21.4, Cement-Mortar 18-foot laying lengths. 4“ through 30“ sizes, along with sizes 48" through 64", are available in Lining For Ductile-Iron Pipe and Fittings nominal 20-foot laying lengths. ForWater. The cement-mortar lining and inside TYTONJOINTPipe in sizes 4“ through 36" are UL Listed, and sizes4" through 16" are FMApproved. coating are in accordancewith ANSI/AWWA When TYTON JOINT Pipe is used for bridge crossings orother above-ground installations, each length C104/A21/I. of pipe must be supported in a mannerto restrict both vertical and horizontal movement. Special linings and/orcoatings can be furnished forspecific conditions. ATYTON® Gasket is the only accessory required when installing TYTON JOINT Pipe. It is a circular rubber gasket that has a modified bulb shape in cross section. Gaskets are furnished in accordance ANSI/AWWA C111/A2l.ll, Rubber-Gasket with ANSI/AWWA C111/A21.1. Composition and dimensions ofthe gasket have been carefully Joints for Ductile-Iron Pressure Pipe engineered to ensure a watertight and lasting seal. The standard TYTON Gasket is manufactured of and Fittings. SBR — styrene butadiene rubber. Gaskets of special elastomers may be ordered for special TYTON® Gaskets arefurnished in accor- applications. The gasket contour and bell socket contourensurethat the gasket will remain seated dance with ANSI/AWWA C111/A21.11. during proper assembly ofthe pipe. When joint restraint is required for push-on joint pipe, two options are available from U.S. Pipe. Forjoint restraint of 4" through 24", FIELD LOK 350® Gaskets ANSI/AWWA C105/A21.5, Polyethylene may be used. FIELD LOK 350 Gaskets are rated for 350 psi in sizes 4" through 24". In addition, for4" Encasement for Ductile Iron Pipe through 36" sizes, TR FLEX Pipe and Fittings may be used, and for 30" through 64" sizes, HP LOK® Systems. Pipe and Fittings may be used. TR FLEX Pipe and Fittings are rated forworking pressures for 350 psi If specifiers and users believe that corro- in 4" through 24" sizes, 250 psi in sizes 30“ through 36". For HP LOK Pipe and Fittings, the working sive soils will be encountered where our pressure is 350 psi for 30" through 64". For higher pressure applications contactyour U.S. Pipe products are to be installed, please refer representative. Complete details on FIELD LOK 350 Gaskets, TR FLEX Pipe and Fittings, and HP LOK to ANSI/AWWA C105/A21.5, for proper external protection procedures. Pipe and Fittings can be found on ourwebsite, www.uspipe.com. NOTE; U.S. PipequalifiesforFederalProcurementunderPublicLawNo. 94-580, Section6002, knownasthe ASTM A746-D3 "Standard specification ResourceRecoveryActof1976, since, due tomodern technology, recycledironandsteelscrapareusedtoa for Ductile Iron Gravity Sewer Pipe." largedegreeinourDuctileIronPipeproduction. Theplainendofthepipeisfurnishedbeveledorwithaquarterellipseontheedgetoallowassembly. Morethan40 ASTM A716-D8 "Standard Specification yearsofsuccessfulexperiencehaveproveditssealingcapabilities. Hydrostatictestshaveshown thatthesystem for Ductile Iron Culvert Pipe." willwithstandpressures farinexcessofratedpressures. ASTM A536 "Standard Specification for TYTON®, TYTONl0lNT®, TR FLFX®, HPLOK®andFIELDLOK350® areRegistered Trademarks of U.S. Pipe andFoundryCompany LLC. Ductile Iron Castings." REVISED41816 HD Fowler Company Submittal - IP522GTJ 85870 PRESSURE CLASS — THICKNESSES, DIMENSIONS AND WEIGHT 18-FOOTLAYING LENGTH 20-FOOTLAYING LENGTH OUTSIDE BARRELWEIGHT WEIGHT PER WEIGHT PER SIZE THICKNESS THICKNESS DIAMETER* PER FOOT LENGTHt LENGTHT Inches CLASS Inches Inches Pounds Pounds Pounds 3.00 11.8 220 — 3.00 12.8 240 — (:1(:100.|>Q0CD\l-I> 3.00 13.7 255 — CD-5O0O0 0.20 4.30 11.3 215 235 4 0.20 4.30 12.6 235 260 4 LTILTI00|\DO3|—\-I>LTIU"lLTILTILTI 0.32 4.30 13.8 260 285 4 54 0.35 4.30 15.0 280 310 4 55 0.33 4.30 16.1 300 330 4 50 0.41 4.30 17.3 320 355 0 50 0.25 0.00 16.0 305 335 0 51 0.23 0.00 17.8 335 370 52 0.31 0.00 19.6 370 410 53 0.34 0.00 21.4 400 445 54 0.37 0.00 23.2 435 480 55 0.40 0.00 25.0 465 515 O‘-DO‘-iO'JO'JO'J 50 0.43 0.00 26.7 495 550 3 50 0.27 0.05 22.8 430 475 3 51 0.30 0.05 25.2 475 525 52 0.33 0.05 27.7 520 575 53 0.30 0.05 30.1 560 620 54 0.30 0.05 32.5 605 670 55 0.42 0.05 34.8 650 720 XXXXX 50 0.45 0.05 37.2 690 765 NOTE: Thicknessesanddimensions of3"through 64"ductileironpipe conform toANS///IWI/llA C151/7421.51. Weights mayvaryfrom thestandardbecauseofdifferences in be/I weights. *To/erance of0.D. ofspigotend; 3-12in., 10.06in.,- 14-24in., +0.05in., -0.08in.; 30-48in., +0.08in., -0.06in.,- 54-64 in., +0.04in., -0.10in. TIncludingbe/I; calculated weightofpipe roundedoffto nearest5lbs. Table continued on next page. H 115010511.-1 1e.15 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) HD Fowler Company Submittal - IP525GTJ 85870 THICKNESS CLASS — THICKNESSES, DIMENSIONS AND WEIGHT (cont.) 18-FOOTLAYING LENGTH 20-FOOTLAYING LENGTH OUTSIDE BARRELWEIGHT WEIGHT PER WEIGHT PER SIZE THICKNESS THICKNESS DIAMETER* PER FOOT LENGTHt LENGTHT Inches CLASS Inches Inches Pounds Pounds Pounds ‘: 50 0.20 1; 30.1 570 630 : 51 0.32 -- 33.2 625 690 : 52 0.35 -- 36.2 680 750 : 53 0.33 -- 39.2 730 810 : 54 0.41 -- 42.1 785 870 : 0.44 -- 45.1 840 930 la 48.0 890 990 my u ......_.u '2 :11.:1 _ 5:1:1 38.4 725 800 Q0-|>g]H '591‘ '2 0.34 13.20 42.0 790 875 '2 0.37 13.20 45.6 855 945 '2 0'10'1O0l\)CD|—\U"lO5L71LTIL710'1 0.40 13.20 49.2 920 1015 '2 54 0.43 13.20 52.8 985 1090 '2 55 0.46 13.20 56.3 1045 1160 '2 56 0.49 13.20 59.9 1110 1230 u ... u 47.5 910 1005 0.30 15.30 51.7 985 1090 0.30 15.30 55.9 1060 1170 0.42 15.30 60.1 1135 1255 U -- U 64.2 1210 1340 U — U 68.4 1285 1420 LLLLLLL 72.5 1360 1505 u _- u J 55.8 1065 1175 U -- U ' 0.37 17.40 60.6 1150 1275 ' 0.40 17.40 65.4 1240 1370 ' 0.43 17.40 70.1 1325 1465 J 74.9 1410 1560 u ... u J 79.7 1495 1655 U -- U J :1:1:1:1:1:1:1:1 :1:1:1:1:1:1:1:1 84.4 1580 1750 O‘)-5O1-5O‘)-5O‘)-5O1O‘)-5O‘)-5-5 U1U"IO000CD|\>3|\)l—*1—\-I>U1U"IO5U1U1U1U1U1U1U1U1U1U1L71 U CA.)O0LJTI-I>l\DO0Q0LOU‘lIi-I>O3 —S->"'.\'9"‘Q0-I?.\'S->"'09U-I?.\'Q99"‘-I?.\'09-I? NOTE: Thicknesses anddimensions of3"through 64"ductileironpipeconform toANSI/AWWA C151/421.51. Weights mayvaryfrom thestandardbecause ofdifferencesin bell weights. *To/erance of0.D. ofspigotend.- 3-12in., :0.06in.,- 14-24 in., +0.05in., -0.08in.,- 30-48in., +0.08in., -0.06in.,- 54-64 in., +0.04 in., -0.10in. fIncludingbell; calculated weightofpiperoundedoffto nearest5lbs. Table continued on next page. : 115010511.-1 1e.15 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER HD Fowler Company Submittal - IPG5FL 85870 FIELD LOCK 1 PAGE FIELD LOK 350® GASKET 2018 EDITION P3 BBBDlP.PlPE FIELD LOK 350@ Gasket Restrained joint pipe and fittings are used in pressurized Ductile Iron pipelines to prevent the joints ofthe line from separating dueto thrustforces. Thrust forces generallyoccur atchangesof ill'|SliltlNllWl BlItilt2l.1l Standard tor direction in the line. Usually, a calculated length ot pipeline extendingfrom the location of ltulzber-Basketlointsfor Ductile Iron thethrusttorce is restrained in thejointsso thatthis forcecan betransmitted tothe soil Pressure Pipe and Fittings. surrounding the line. Theentire pipeline is often restrained for installations in poor soil orforcrit- ical lines. FIELD LDH35D Gaskets are avaitable in rl"—2it" sizes and the pressure rating is DE. P'pe’s FIELD LDK350 Gasket has proven to be an extremelysuccessful. trouble-free means based on the performance requirements ofjoint restraint forwell overone million Ductile Iron pipe and fitting joint assemblies across of ittlSlitttllWAC111iA21.11. North itmerica. By simply inserting a FIELD Ltllt35D Gasket into the socketof a IYFDNlDIttT@ Pipe, Fitting or ‘ilalve, restraint is instantly achieved when the joint is assembled. Stainless steel locking segments vulcanized into theFIELD LDH 35D Gasket grip the pipe to prevent joint separation. FIELD LDH 350 Gaskets, utilizing patented improvements, are rated by U.S. Pipe foroperating pressures up to 350 psi — a rating that now matches that of Pressure C-iass 35D pipe — giving the engineer and user new flexibility in designing piping systems. ® Underwriters Laboratories liststhe1l"-2!!" sizesfor 350 psi. Factory Mutual, utilizing a safety factor of it, approves the ll"-16" sizes for 25D psi and the 18"-24" sizes forEDD psi service. With the use atthe FIELD LDK 35D Gasket. push-onjoint Ductle Iron l"tTDN JDINT P-‘pe or Fittings can be quickly and securelyrestrained asthejoTnt is assembled. The restraint provided shall be a beltless. integral restraining system and shall be rated for350 psi in accordance with the per- formance requirements of ANSIiilW'I‘tk C1l1ih21.l1. Field cut pipe are no longera problem to restrain. No pipe surface preparation‘ or grooving is required forfield cut pipeotherthan thecut end needing to be beveled as required for any push—on joint spigotend. With the FIELD LDH35D Gasket in place, thejoints are restrained without thrust blocks. bolts, grooves, rods, clamps or retainerglands, resulting in savings ot labor, material and time. l'iltl.lTItItl: i.i..S‘. Pipe doesnotrecommendHELDLDK350Gaskets foruseahoveground. Fhe tong-terrneffectofcjrciicaimoverrrenfscan hegraduatjointseparation tothepointthattheseat on thegasketouttr iscompromised. Sourcesoicyciicatmovements inctude vibrationasmayhe toundonbridgecrossings, andthermaiexpansionandcontractionresortingfrom atmospheric temperature changes. Theseconditionsarenotexperienced withburiedpipetines. *See noteonpage 5regardingpipe with thicircoatingsortape wrap. FiEttT'tDit""", FiEt.i.?tiftii350*”. FTTUNE, TFFONititillim‘ and FR‘FtEX"i' are Registered iiradernarks atU.$. PipeandFoundryCompany. NOTE; itspecifiersandusers hetievethatcorrosive suits wiiibeencounteredwhereproductsareto ire instaiied. pieaserotortoritIr'Srlr‘rlllt’l*liti l'IttI?5f1l2i..5 Polyethylene Encasement for Ductile Iron Pipe Systems iorproperexternaiprotectionprocedures. Pressure Hating; The working pressure rating ofthe FIELD LDH 35D Gasket Restrained Joint System does notexceed that of the working pressure ratingot the pipe in which it is installed. u.s. PIPE FIELD Lox sap” ansulsr also-pen FiE~"5E'3' "13 5 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER DUCTILE FITTINGS 23U ‐ ANSI/AWWA C153/A21.53 6 PAGES Mechanical Joint Compact Ductile Iron Fittings Revised 4/2018 DOMESTIC NON‐DOMESTIC SUBMITTAL: C153 MECHANICAL JOINT PRODUCT (Current revisions for the noted Standards apply) SIZES: 2” ‐ 64” (2” not included in ANSI/AWWA C153 standard) STANDARDS: ANSI/AWWA C153/A21.53, NFPA13/24, 3”‐16” UL and 3”‐10” FM listed & approved (File ‐ Tyler Union) MATERIAL: Cast of ASTM A536 qualified ductile iron. Date code is cast on and required for traceability. PRESSURE RATING: *Flanged fittings rated at 250 psi. Mechanical joints 2” – 24” rated at 350 psi and 30” – 48” at 250 psi. *Note: With rubber annular ring flange gasket, 2” – 24” Flanged fittings can be rated at 350 psi. Note: Wyes over 12” are not pressure rated. Contact Tyler Union for rating in your application. DEFLECTION: Joint deflection 5° max for 2”– 12” and 3° max for 14”– 48”. Reduces by 50% at nominal pipe & fitting diameters NSF‐61 & NSF372: Meets all requirements including Annex G, Tyler Union’s Underwriters Laboratory listing MH16439. ASPHALT COATING: Per ANSI/AWWA C104/A21.4 and ANSI/AWWA C153/A21.53. CEMENT LINING: Per ANSI/AWWA C104/A21.4, with double cement lining available upon request. EPOXY COATING: Fusion bonded epoxy per ANSI/AWWA C116/A21.16. Additional coatings available upon request. BARE FITTINGS: Available upon request. FASTNERS: High strength low alloy weathering steel per ANSI/AWWA C111/A21.11 and ASTM A242 INSTALLATION: Install per AWWA C600/C651 using pipe conforming to ANSI/AWWA C151/A21.51 or AWWA C900/905. Anniston: 1501 W 17th St. ● Anniston, AL 36201 ● (800) 226‐7601 Elmer: 701 Kenyon Ave.● Elmer, New Jersey 03318 Corona: 1001 El Camino Ave. ● Corona, CA 92879 ● (866) 527‐8471 New Lenox: 2200 West Haven● New Lenox, IL 60451 Tyler: 11910 CR 492 ● Tyler, Texas 75706 ● (800) 527‐8478 Portland: 15670 N. Lombard St. ● Portland, OR 97203 Dallas: 1201 Ave. S. Suite100 ● Grande Prairie, TX 75050 Oxford: 1800 Greenbrier Dear Road ●Anniston, AL 36207 28U ‐ ANSI/AWWA C110/A21.10 Class 125 Flange Joint Full Body Ductile Iron Fittings Revised 4/2018 DOMESTIC NON‐DOMESTIC SUBMITTAL: C110 FLANGE JOINT CLASS 125 PRODUCT (Current revisions for the noted Standards apply) SIZES: 2” ‐ 64” (Contact Tyler Union for 54” – 64” flange fitting information) STANDARDS: ANSI/AWWA C110/A21.10, NFPA 13/24, ASME B16.1, 3” ‐ 12” UL listed and FM approved MATERIAL: Cast of ASTM A536 qualified ductile iron. Date code is cast on and required for traceability. PRESSURE RATING: *Flanged fittings *2” – 48” rated at 250 psi. 54” – 64” rated at 150psi. *Note: With rubber annular ring flange gasket, 2” – 24” flanged fittings can be rated at 350 psi. DEFLECTION: Deflection is “not” recommended for flange joint due to the rigidity of the joint. NSF‐61 & NSF372: Meets all requirements including Annex G, Tyler Union’s Underwriters Laboratory listing MH16439. COATING: Asphaltic or Primer per ANSI/AWWA C104/A21.4, Standard primer is Tnemec Pota Pox N140‐1211. Contact Tyler Union for additional coating options. CEMENT LINING: Per ANSI/AWWA C104/A21.4, with double cement lining available upon request. EPOXY COATING: Fusion bonded epoxy per ANSI/AWWA C116/A21.16. Additional coatings available upon request. BARE FITTINGS: Available upon request. FLANGES: ANSI Class 125 per ASME B16.1 and ANSI/AWWA C111/A21.11. Bolt holes shall straddle the center line NOTE: Class 125 ASME B16.1 are not compatible with Class 250 Flanges NOTE: Class 250 ASME B16.1 fittings are available upon request. FASTNERS: High strength low alloy weathering steel per ANSI/AWWA C111/A21.11 and ASTM A242 INSTALLATION: Install per AWWA C600/C651 using pipe conforming to ANSI/AWWA C151/A21.51. Anniston: 1501 W 17th St. ● Anniston, AL 36201 ● (800) 226‐7601 Elmer: 701 Kenyon Ave.● Elmer, New Jersey 03318 Corona: 1001 El Camino Ave. ● Corona, CA 92879 ● (866) 527‐8471 New Lenox: 2200 West Haven● New Lenox, IL 60451 Tyler: 11910 CR 492 ● Tyler, Texas 75706 ● (800) 527‐8478 Portland: 15670 N. Lombard St. ● Portland, OR 97203 Dallas: 1201 Ave. S. Suite100 ● Grande Prairie, TX 75050 Oxford: 1800 Greenbrier Dear Road ●Anniston, AL 36207 Utility Pipe Fittings and Accessories Compact MJ Fittings ANSI/AWWA C153/A21.53 2" - 64" DuCTIlE IRON MEChANICAl JOINT COMPACT FITTINgS gENERAl SPECIFICATIONS MATERIAl: Ductile Iron per ASTM A536 PRESSuRE: 350 PSI rating for 3" - 24" sizes, 250 PSI rating for 30” - 48" sizes and 150 PSI rating for 54” - 60” sizes TESTINg: In accordance with ANSI/AWWA C153/A21.53 and UL requirements lAyINg lENgTh: In accordance with ANSI/AWWA C153/A21.53 (fittings not listed in ANSI/AWWA have dimensions per Star design as noted in the catalog) WEIghTS: Are in pounds, unless noted otherwise and do not include accessories, cement lining and coating FlANgES: Flanged ends on fittings match ANSI/AWW C115/A21.15 and ANSI B16.1 class 125 flanges CEMENT lININg: In accordance with ANSI/AWWA C104/A21.4 -- size 2" - 3" single thickness and sizes 4" - 64" double thickness COATINg: Asphaltic seal coat inside and out in accordance with ANSI/AWWA C104/A21.4 gASkETS: SBR in accordance with ANSI/AWWA C111/A21.11 (see pg. 17) T-BOlTS/NuTS: Low alloy steel in accordance with ANSI/AWWA C111/A21.11 (see pg. 16) APPROvAlS: 4" - 12" Underwriters Laboratories Listed 3" and greater are UL/NSF-61 DIMENSIONS: All dimensions are in inches unless noted otherwise M L X K1 M E M B E R Ø 7° S K2 J 2° D C 0.12 in. 0.75 in. F A 2"-24" = 0.31 in. 30"-64" = 0.38 in. B MEChANICAlJOINT DIMENSIONS NOM. BOlTS A DIA. B C DIA. D DIA. F DIA. J DIA. k1 DIA. k2 DIA. l M S Ø X DIA. SIZE SIZE NO.  2 2.50 2.50 3.39 3.50 2.61 4.75 6.19 6.25 0.58 0.62 0.36 28º ¾ ⅝ x 3 2 3 3.96 2.50 4.84 4.94 4.06 6.19 7.62 7.69 0.58 0.62 0.39 28º ¾ ⅝ x 3 4 4 4.80 2.50 5.92 6.02 4.90 7.50 9.06 9.12 0.60 0.75 0.39 28º ⅞ ¾ x 3 ½ 4 6 6.90 2.50 8.02 8.12 7.00 9.50 11.06 11.12 0.63 0.88 0.43 28º ⅞ ¾ x 3 ½ 6 8 9.05 2.50 10.17 10.27 9.15 11.75 13.31 13.37 0.66 1.00 0.45 28º ⅞ ¾ x 3 ½ 6 10 11.10 2.50 12.22 12.34 11.20 14.00 15.62 15.62 0.70 1.00 0.47 28º ⅞ ¾ x 4 8 12 13.20 2.50 14.32 14.44 13.30 16.25 17.88 17.88 0.73 1.00 0.49 28º ⅞ ¾ x 4 8 14 15.30 3.50 16.40 16.54 15.44 18.75 20.25 20.25 0.79 1.25 0.55 28º ⅞ ¾ x 4 ½ 10 16 17.40 3.50 18.50 18.64 17.54 21.00 22.50 22.50 0.85 1.31 0.58 28º ⅞ ¾ x 4 ½ 12 18 19.50 3.50 20.60 20.74 19.64 23.25 24.75 24.83 1.00 1.38 0.68 28º ⅞ ¾ x 4 ½ 12 20 21.60 3.50 22.70 22.84 21.74 25.50 27.00 27.08 1.02 1.44 0.69 28º ⅞ ¾ x 4 ½ 14 24 25.80 3.50 26.90 27.04 25.94 30.00 31.50 31.58 1.02 1.56 0.75 28º ⅞ ¾ x 5 16 30 32.00 4.00 33.29 33.46 32.17 36.88 39.12 39.12 1.31 2.00 0.82 20º 1 ⅛ 1 x 6 20 36 38.30 4.00 39.59 39.76 38.47 43.75 46.00 46.00 1.45 2.00 1.00 20º 1 ⅛ 1 x 6 24 42 44.50 4.00 45.79 45.96 44.67 50.62 53.12 53.12 1.45 2.00 1.25 20º 1 ⅜ 1 ¼ x 6 ½ 28 48 50.80 4.00 52.09 52.26 50.97 57.50 60.00 60.00 1.45 2.00 1.35 20º 1 ⅜ 1 ¼ x 6 ½ 32  54  60 { Dimensions Available On Request }  64 REV.07 Not Included in AWWA C153 ® REGISTERED TRADEMARK OF STAR PIPE PRODUCTS STAR® PIPE PRODUCTS HOUSTON CORPORATE TOLL FREE 1-800-999-3009 FAX 281-558-9000 www.starpipeproducts.com Page 3 Utility Pipe Fittings and Accessories Flanged Fittings Ansi/AWWA C110/A21.10 1" - 64" DuCTilE iROn FlAngED FiTTings gEnERAl sPECiFiCATiOns MATERiAl: Ductile iron per ASTM A536 PREssuRE: 250 PSI ratiing for 1" - 48" sizes and 150 PSI rating for 54" - 64" TEsTing: In accordance with ANSI/AWWA C110/A21.10, UL and FM requirements lAying lEngTh: 2" - 48" sizes in accordance with ANSI/AWWA C110/A21.10 and ANSI B16.1 and 54" - 64" sizes in accordance with ANSI/AWWA C153/A21.53 (fittings not listed in ANSI/AWWA have dimensions per Star design as noted in the catalog) WEighTs: Are in pounds, unless noted otherwise and do not include accessories, cement lining and coatings DRilling: In accordance with ANSI/AWWA C110/A21.10, ANSI/AWWA C153/A21.53 and ANSI B16.1 Class 125 Flanges CEMEnT lining: In accordance with ANSI/AWWA C104/A21.4 -- sizes 1"- 3" single thickness and sizes 4"- 64" double thickness COATing: Asphaltic seal coat inside in accordance with ANSI/AWWA C104/A21.4 and prime coat outside APPROvAls: 4" - 12" Underwriters Laboratories Listed and Factory Mutual approved for 300 PSI rating 2" and greater are UL/NSF-61 DiMEnsiOns: All dimensions are in inches unless noted otherwise T B.C. APPROVED M E M B E R O.D. SIZE FlAngE DETAils nOM. BOlT hOlE BOlTs O.D. B.C. T siZE DiA. siZE nO.  1 4.25 3.12 0.44 0.62 ½ x 2 4  1 ½ 5.00 3.88 0.56 0.62 ½ x 2 4  2 6.00 4.75 0.62 0.75 ⅝ x 2 ¼ 4  2 ½ 7.00 5.50 0.69 0.75 ⅝ x 2 ½ 4 3 7.50 6.00 0.75 0.75 ⅝ x 2 ½ 4 4 9.00 7.50 0.94 0.75 ⅝ x 3 8  5 10.00 8.50 0.94 0.88 ¾ x 3 8 6 11.00 9.50 1.00 0.88 ¾ x 3 ½ 8 8 13.50 11.75 1.12 0.88 ¾ x 3 ½ 8 10 16.00 14.25 1.19 1.00 ⅞ x 4 12 12 19.00 17.00 1.25 1.00 ⅞ x 4 12 14 21.00 18.75 1.38 1.13 1 x 4 ½ 12 16 23.50 21.25 1.44 1.13 1 x 4 ½ 16 18 25.00 22.75 1.56 1.25 1 ⅛ x 5 16 20 27.50 25.00 1.69 1.25 1 ⅛ x 5 20 24 32.00 29.50 1.88 1.38 1 ¼ x 5 ½ 20 30 38.75 36.00 2.12 1.38 1 ¼ x 6 ½ 28 36 46.00 42.75 2.38 1.63 1 ½ x 7 32 42 53.00 49.50 2.62 1.63 1 ½ x 7 ½ 36 48 59.50 56.00 2.75 1.63 1 ½ x 8 44  54 66.25 62.75 3.00 2.00 1 ¾ x 8 ½ 44  60 73.00 69.25 3.12 2.00 1 ¾ x 9 52  64 80.00 76.00 3.38 2.00 1 ¾ x 9 52 REV.07 not included in AWWA C110 ® REGISTERED TRADEMARK OF STAR PIPE PRODUCTS STAR® PIPE PRODUCTS HOUSTON CORPORATE TOLL FREE 1-800-999-3009 FAX 281-558-9000 www.starpipeproducts.com Page 37 C153 DUCTILE IRON MECHANICAL JOINT FITTINGS C153 DUCTILE IRON MECHANICAL JOINT FITTINGS BASIC SPECIFICATIONS SIZES: • 2” - 64” MATERIAL: • Ductile Iron ASTM A536, Grade 65-45-12, 60-42-10 or 70-50-05. PRESSURE: • 350 PSI Water Working Pressure 2”- 24”. • 250 PSI Water Working Pressure 30”- 48”. • 150 PSI Water Working Pressure 54”- 64”. TESTING: • In accordance with ANSI/AWWA C153/A21.53. • In accordance with UL - FM requirements. • All fittings are hydrostatically tested in accordance with SIGMA Quality Management Standard. • All fittings are heat coded to ensure traceability and verification of metallurgical properties in accordance with the prevailing standards and SIGMA Quality Manage- ment Standards. LAYING LENGTH: • Short body design - straight section of body deleted to provide a compact and lighter fitting without reducing strength or flow characteristics. • In accordance with ANSI/AWWA C153/A21.53. DEFLECTION: • Maximum allowable deflection for MJ Joint on a full length pipe is as mentioned below: 1. 3” - 4” = 8 Degrees 2. 6” = 7 Degrees 3. 8” - 12” = 5 Degrees 4. 14” - 48” = 3 Degrees CEMENT LINING: • Maximum Double cement lined in accordance with ANSI/AWWA C104/A21.4. COATING: • Interior of fitting is seal coated (asphaltic material) in accordance with ANSI/ AWWA C104/A21.4 and NSF61 approved. • Exterior of fitting is seal coated (asphaltic material) in accordance with ANSI/ AWWA C153/A21.53 and NSF61 approved. GASKETS: • SBR in accordance with ANSI/AWWA C111/A21.11. • Also available in EPDM, NBR and CR. T-BOLTS: • Low Alloy corrosion resistant high strength steel in accordance with ANSI/AWWA C111/A21.11. APPROVALS: • 3”-16” Underwriters Laboratories listed and Factory Mutual Approved. STANDARDS: • Certified to NSF61 Standard including Annex G & 372. • ANSI/AWWA C153/A21.53 for Compact Ductile Iron Fittings 2”-64” for water and other liquids. INSTALLATION: • Per ANSI/AWWA C600 and C111 using DIP conforming to C150/C151 and PVC pipe conforming to C900/C905. ® January 2019 SIGMA Corporation www.sigmaco.com ® Certified to ® ANSI/NSF 61 Member C110 DUCTILE IRON FLANGED FITTINGS C110 DUCTILE IRON FLANGED FITTINGS BASIC SPECIFICATIONS SIZES: • 2” - 64” MATERIAL: • Ductile Iron ASTM A536 Grade 60-42-10, 65-45-12 or 70-50-05. PRESSURE: • 250 PSI Water Working Pressure for Ductile Iron sizes 2” - 48”. • 150 PSI Water Working Pressure for Ductile Iron sizes 54” - 64”. TESTING: • In accordance with ANSI / AWWA C110 / A21.10 where applicable. • Other items are in accordance with manufacturer’s standards. • 54” and above Flanged Fittings are manufactured as per AWWA C153/A21.53. • All fittings are hydrostatically tested in accordance with SIGMA Quality Man- agement Standard. • All fittings are heat coded to ensure traceability and verification of metallurgi- cal properties in accordance with SIGMA Quality Management Standards. LAYING LENGTH: • In accordance with ANSI / AWWA C110 / A21.10 where applicable. • Other items are in accordance with manufacturer’s standards. • 54” and above Flanged Fittings are manufactured as per AWWA C153/A21.53. CEMENT LINING: • Double cement lined in accordance with ANSI/AWWA C104 / A21.4. COATING: • Interior of fitting is seal coated (asphalt material) in accordance with ANSI / AWWA C104/A21.4 and NSF61 approved. • Red Primer Outside. • For special conditions, other types of coatings and linings are available. • Please specify when ordering. GASKETS: • SBR in accordance with ANSI/AWWA C111/A21.11 & ANSI/AWWA C111/ A21.11. • Also available in EPDM, NBR and CR. APPROVALS: • 2”-16” Underwriters Laboratories listed and Factory Mutual Approved. STANDARDS: • Certified to NSF61 Standard including Annex G & 372. • ANSI / AWWA C110 / A21.10 Where applicable. • Other items are in accordance with manufacturer’s standards. • 54” and above Flanged Fittings are manufactured as per AWWA C153/A21.53. INSTALLATION: • Per ANSI/AWWA C600 and C111 using DIP conforming to C150/C151 and PVC pipe conforming to C900/C905. ® ® Certified to ® ANSI/NSF 61 May 2017 SIGMA Corporation www.sigmaco.com Member HD Fowler Company Submittal - IFZWARG2K 82790 WATER ROMAGRIPS 2 PAGES HD Fowler Company Submittal - IFZWARG2K 82790 ROMAC INDUSTRIES, INC. ROMAGRIP MECHANICAL JOINT RESTRAINING GLAND 3 THROUGH 12 INCH SUBMITTAL INFORMATION USE The Romac RomaGrip restraining gland is used for the restraint of mechanical joint ductile iron pipe, valves, fittings, and fire hydrants in water transmission and fire protection lines. It may also be used on IPS sizes steel pipe (minimum thickness STD weight class pipe) with MJ by IPS transition gasket. The RomaGrip replaces costly concrete thrust blocks, corrodible steel tie rods and clamps. Not for use on plain end mechanical joint fittings. The RomaGrip may be used on cast iron pipe as long as it has the same OD as ductile iron pipe. Note: Some initial axial movement may occur in lug style restraints as the lugs seat. Movement is directly related to the size of the piping system and the system pressure. In general terms movement of approximately 0.40 may be seen. If this is critical to your application please contact Romac Engineering for additional information. MATERIALS Gland Ductile (nodular) iron, meeting or exceeding ASTM A 536-84, Grade 65-45-12. Gaskets A standard MJ gasket is used with this fitting. Meets ANSI/AWWA C111/A21.11 for gasket specs. Restraining Bolt 7/8 9 roll thread, Ductile (nodular) iron, meeting or exceeding ASTM A 536-84. Restraining Lugs Ductile (nodular) iron, meeting or exceeding ASTM A 536-84. Heat treated using a proprietary process. Lug Locators Polyurethane, a thermo-set plastic. Coatings Shop coat applied to the casting for corrosion protection in transit. Fusion bonded Romabond Polyester coated glands and Xylan coated restraining bolts and lugs optional. PERFORMANCE Nominal Number of Approx. Working Test Maximum Pipe Restraining Weight Pressure Pressure Joint Size Bolts (lbs) (psi) (psi) Deflection 3 2 6 350 700 5° 4 2 7.5 350 700 5° 6 3 11 350 700 5° 8 4 16.5 350 700 5° 10 6 23 350 700 5° 12 8 29.5 350 700 5° FM Approved FM approved for cast iron and ductile iron pipe at 175 psi working pressure (4 : 1 test). UL Listed UL listed for cast iron and ductile iron pipe. Document Number 05-8-0017 8/15 This information is based on the best data available at the date printed above, please check with Romac Engineering Department for any updates or changes. WATER HD Fowler Company Submittal - IS02X60FP 70720 DUCTILE SPOOL 1 PAGE Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER HD Fowler Company Submittal - WWTAPEDET2B 67890 DETECTABLE TAPE 2 PAGES Christy's Detectahle Marking Tape 0ur DETECTABLE marking tape provides for easy buried pipeline detection and below ground identification and warning. The tape can be located below ground with a non-ferrous metal detector when buried at the proper depths. All Christy's tape meets or exceeds the industry standards including the American Public Works Association (APWA) color code. TAPE MUST BE BURIED FLAT FUR MAXIMUM DETECTABILITY AND LINE PRUTECTIUN. CUNSULT YUUR SPECIFIC LUCATUR MANUFACTURER FUR BURIAL LIMITATIUNS. __- 2" 6" _ 18" NOTE: Notallwidthsare available asstandardfor the stockcolor/legend combinationsshown. 3" 6" _ 28" Contact Christy's“"forstockavailability ofspecific BIT 6" _ 36" products. Non-stockcombinations are subject to minimum requirements and plate charges. 12" or wider 6" - 36" SPECIFICATIUNS - Christy's“" DETECTABLE marking tape consists ofa 5.0 mil (0.005") thickness; five-ply composition; ultra-high molecularweight; ‘00 percentvirgin polyethyene; acid, alkaline and corrosion resistant. ~ The tape tensile strength 's in accordancewith ASTM D882-80Aand will not be lessthan 7800 PSI. - Elongation propertiesare 'n accordance with ASTM 3882-80Aand are lessthan 150%at break point. ~ Tape color& legend comb'nation will be in accordarcewith APWAor local requirements. The color is . The legend reads ' Tape is 5 mil overall thickness,with a .35 mil solid aluminum foil core. A .8 mil clearfilm, reverse printed with a repeating warning message is laminated to aluminum foll with a 3.75 mil clearfilm backing. - Tape width shall be . (For best results we recommend a tape width at least % ofthe diameter ofthe pipeline being protected. A 4" diameter line would use 3" orwidertape for optimum protection). Standard widths are 2", 3", 6", & 12". - Tape lettering shall be 1" tall on 2" detectable tape and 1.5" tall on 3"- 12" tape. SPECIAL AND CUSTCM LEGENDS T. Christy Enterprises, Inc. Christy's“ offers a full range of non-standard tapes, including specialty applications such as Telemetry, Irrigation 655 E. Ball Rd. ~Anaheim, CA92805 and additional water line wording. All standard combinations listed are available in at least one color/width Tel: (714) 507-3300 - Fax: (714) 507-3310 vwwv.TChristy.com ~ 800-BLU-GLUE combination. We offerspecific agency legends, designations or color combinations. Custom legends can include the use of specificwording, insignias and phone numbers. Call forspecial pricing. AUGUST2o1o ur-4os1 HD Fowler Company Submittal - WWTAPEDET2B 67890 How To Order Marking Tapes STANDARD CULURILEGEND CUMBINATIUNS Example: TA.DT.2. RW is 2” Detectable Purple Reclaimed Water. A BURIED DT - Detectable 2 - 2" B - Blue CP - Cathodic Protection PL - Pipeline ND - Non-Detectable 3- 3" P - Purple CTV - Cable TV PW - Potable Water o-e" Y - Yellow E - Electric RAW - RawWater 12-12" G - Green F - Fire RJ - Restrained Joint R - Red FM - Force main RW- Reclaimed Water W - White F0 - Fiber 0ptic S -Sewer 0 - 0range G - Gas STDR - Storm Drain DETECTABLE & NDN-DETECTABLE BR - Brown IRR - Irrigation TEL - Telephone MARKING TAPE NPW - Non-Potable Water W- Water NS - Hydrant Not in Service NDTE: Not all widths are available as standard for STANDARD CULURILEGEND co|v|B||vAt|o|vs the stock color/legend combinations shown. Contact Christy's" forstockavailability of specific o or Legend Code Printed Text on Tape products. Non-stock combinations are subject B BIRR "".,aut'on Irrigation Line Buried Below" to minimum requirements and plate charges. BNPW "3aut'on Non-Potable Water Line Buried Below" BPW 3aut'on Potable Water Line Buried Below" BRJ II'\,aut'on Restra'ned Joint Buried Belowll BRW ll3aut'on RawWater Buried Below" BW “3aut'on Water _ine Buried Below” llfi ll 1111113::::::écncncncococo:1 BRFM .,aut'on Force lllain Buried Below 3reen GFM "3aut'on Force Vlain Buried Below" 3reen 3lRR ll"\.,aut'on lrrigat'on Line Buried BelowII 3reen 3NPW "..aut'on Non-Potable Line Buried Below" 3reen 3PW "3aut'on Potabe Line Buried Below" 3reen 3RAW "3aut'on RawWater Line Buried Below" 3reen 3S "3aut'on Sewer Line Buried Below " 3reen 3STDR "3aut'on Storm Drain Buried Below" Jrange ]F0 ..aut'on Fiber 0ptic Line Buried Below Jrange JTEL "3aut'on Telephone Line Buried Below" Jrange JCP "3aut'on Cathodic Protection Cable Buried Below" Jrange JCTY H’!.,aut'on Cable TV Line Buried Below” Jrange JNS "3aut'on Hydrant Not in Service Line Buried Below Purple PIRR .,aut'on Irrigation Line Buried Below Purple PRW "3aut'on RecycledlReclaimed Water Line Buried Below" Purple PNPW "3aut'on Non-Potable Line Buried Below" Red RE "3aut'on Electric Line Buried Below" Red RCP ufiaut'on Cathodic Protection Cable Buried Below”“ J T. Christy Enterprises, Inc. Red RF "3aut'on Fire Line Buried Below" Yellow YE II’! 655 E. Ball Rd. ~ Anaheim, CA 92805 Jaut'on Electric Line Buried Below” Yellow YG "3aut'on Gas Line Buried Below" Tel: (714) 507-3300 - Fax: (714) 507-3310 Yellow YCP H"\.,aut'on Cathodic Protection Buried Below” vwwv.TChristy.com ~ 800-BLU-GLUE Yellow YPL “3aut'on Pipeline Buried Below” AUGUST2015 LlT—4031 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER HD Fowler Company Submittal - WI14BLU500 83010 WIRE 2 PAGES 830 South West Street, Sikeston MO 63801 800-876-3020 / 573-472-2990 / FAX 573-471-3134 UF/TWU Irrigation Wire Description: Regency’s single conductor UF/TWU Irrigation Wire is manufactured for the purpose of direct burial power wire applications in accordance with Article 339 of the National Electric Code NFPA-70. Conductor construction is soft drawn bare copper meeting the requirements of ASTM Specification B-3 and B-8. Gauge sizes 18 thru 8 are solid conductors. Sizes 6 thru 4/0 are stranded conductors. The insulation is a high quality polyvinylchloride (PVC) for systems applications of up to 600 volts and conductor temperatures up to 60 C. The UF/TWU Irrigation Wire is constructed in accordance with Underwriters Laboratories, Inc. standard 493 and 83, as well as CSA 22.2 No. 75. Application: Suitable for use as power and control wire for irrigation systems. Construction: Conductor: Soft drawn bare copper (ASTM Spec. B-3 and B-8). Solid (18 awg to 8 awg) Stranded (6 awg to 4/0 awg) Insulation: Polyvinylchloride (PVC) Temperature: 60 C Voltage: 600 volts Conductor Size Insulation Thickness Colors 14 .060 1-12 12 .060 1-12 10 .060 1-9, 11 8 .080 1-8 6 .080 1-5 4 .080 1, 2, 3, 5 2 .080 1, 2, 3, 5 1/0 .095 1, 2, 3, 5 2/0 .095 1, 2, 3, 5 HD Fowler Company Submittal - WI14BLU500 83010 Available Colors: 1-Black, 2-White, 3-Red, 4-Blue, 5-Green, 6-Yellow, 8-Orange, 9- Gray, 10-Pink, 11-Purple, 12-Tan. Material must be able to pass the following tests without showing signs of degradation: Cold Bend – The insulation shall not show any cracks when sample is bent around a 3X mandrel after being subjected to –25 C for four (4) hours. Electrical - AC test voltage, 60 seconds at 5000 volts. Sunlight Resistance Test - Samples conditioned for 300 hours of carbon-arc or xenon-arc exposure. Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER HD Fowler Company Submittal - VBT940B 79700 VALVE BOX 3 PAGES a ma," mm. 6 Us" [I-IA. 2?. - 6 5-H" - T 1 MATING SURFACES 1; 1 1,/15" 7“' -,1 TO BE MACHINED "=r a F") ,__ O O '00H: '_ U3 '- ‘kW\%~\‘k “&§~\‘%\®~\Wk\\“1§®\\“c§~&1k\\ ‘¥\%%\‘\%\ t 9 1,/4" D-IA TOP VIEW E$1‘. As‘\‘&Q§\\}¥‘.\ sis“ 0|A.?¢¢ ‘~\\\\ ,'_ \\\\\‘§\\\R\‘%‘~\ ‘Q\\‘~.\\\\‘\\\‘l\\\\“‘\:§3‘.\I‘k\\‘Q\\3‘.?:\~\ Tr-P6 1,58" D|A.—-I 7' 3,/15" BIA.L OTES: OLYMPIC FOUNDRY INC. 18" VALVE BOX TOP ATLI Cast Iron ASTM A48, CL3O ‘PPROX WT: 33 Lbs REV: A DATE: 7/16/2003 New border REV A OCUMENTAPPROVED DWN: CL DATE: 7/16/2003 TOLERANCE REV: DATE: Y: DATE: XX+- .1 CHKD: CL DATE: 7/16/2003 XXX+-.06 DWG #: 940 18 TOP SCALE: N/A SHEET: 1 OF 1 XXXX+—.030 <+-2 DEG Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) HD Fowler Company Submittal - VBB24 79700 @Q Ifmo W A+K/7///W//////////////f///////////éfl////////////f/////////////W/////éfl/////////////f///////F///////////¢//////////// $7/////d_7///////////H_////_,//////_’///////////éfl/////_7////////////////////////_’J0//////////_fl//////67/////J? K MW£5GNUAUMAH_DAlB5LUE\__|_____| /%+ 3\ /////N”/////4”////fifi////J”/fi/////é ///J”?////Z////J)/7///JV///fifi/% n? 5 H 3ffwe _H_ 5 If”}5 %N T"8D/JMn_2%N 3 If"4 F MM _|_Ca lamn ASTM A48, CL3O RATNG H A/__0 ART NO_ 940 1PPROX W_k 35 LbS REW A DATE W 6QO03 NeW bOMH RAEV DOCUMENTAPPROVED DWM CL DATE W” 6QOO3 ToLERANCE REV DATE XXL 1 XXX+ O6 CHKD CL DAE W 6QO03 _ DWG # 940 24 BOTTOM SCALE NM SHEE_h OF 1 XXXX+ 03U Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) HD Fowler Company Submittal - VBL940 79700 '~ 5 3/4” DIELAA —~ ?/16” 5 DEGREE DRAFT —*‘**'—~—._I \. Marked Hr EEEE ~fi Water fl H @111 I ii Irrigation fl WATER In 55/8 Cw U V I I I I I I __L '\ L__________________ \.; =—-"' r"— 5/6” TOP VIEW I/\& _'_’ 2" IF}? —'-I r"—I5/16" I/2» /' / //'923}. BOTTOM VIEW OTES: OLYMPIC FOUNDRY INC. DEEP SKIRT VALVE BOX COVER A-I-LI Cast Iron ASTIVI A48, CL3O ‘ PPROX WT: 12 Lbs REV: A DATE: 7/16/2003 New border REV A OCUMENTAPPROVED DWN: CL DATE: 7/16/2003 TOLERANCE REV: DATE: Y: DATE: XX+- .1 CHKD: CL DATE: 7/16/2003 XXX+-.06 DWG #: 940 DEEP SKIRT LID SCALE: N/A SHEET: 1 OF 1 XXXX+—.030 <+-2 DEG Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER HD Fowler Company Submittal - WWSE24 70550 VALVE STEM EXTENSION 1 PAGE 211x211 2" ‘A R-————>»1/4"x4-1/2" on Length As \ 3/4" SCh 40 Pipe Required 1/4"x2—1/2"x2—1/2" F.B AV _j>2—l/2"x2—l/2"x.180 Wall T. S 3/8"—16 Tapped Hole One Side Only Material:Steel To ASTM A36 A40 A120 Note:Contractor To Verif DIM Y H.D. Fowler C0 DWG. Valve Stem NO. Extension Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER HD Fowler Company Submittal - FTHGP 83650 HYDRANT GUARD POST 1 PAGE * concrete products Hydrant Guard Post Item Details I Reinforced with #3 grade 60 rebar formed into a circular cage I Threaded lifting insert for attaching eye bolt for handling 1/2II THREADED K LIFTING INSERT 72ll ./////' =\_\_‘*- Note: drawings not to scale shf‘\ e Shope Enterprises, Inc. (253) 848-1551 1-800-422-7560 [Foil Free — WA only] ‘ 1618 E8.S’[ Main AVGHUG F8.X |_ll'i€ 1 (253) 845-0292 vvyvw_$hQpeQQ|1Q|'e1;e_QQm 5'9-"Greta products Puyallup, WA 98372-3142 F3.X Lil'i€ 2 (253) 864-6172 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER HD Fowler Company Submittal - MH4067MM55DL 75810 GATE VALVE 5 PAGES KENNEDY VALVE KS-RW '1/is it aur\"\r::|J5it|: atvvww.F1:2‘:redy"u‘u|'.r|:.c0m_ RESILIENT WEDGE VALVES 1'!|‘~'v:|-:|| H "|I).'r'1IllI_. 'l|€ . ¿:::~:i'\Y|:£ -.'|Ii '\.~M.|1. -|.1'== |\r|:‘ ‘.ILr|| KENNEDY VALVE AWWA C515 Resilient Wedge Gate Valves Meet or Exceed the Requirements of AWWA Standard C515 UL-262/FM-1120/1130 ULC-Underwriters’ of Canada 2 1/2" Figure No. Figure No. with Available End Connections & Size Range (STD) Post Plate 7702SS "#$%&$&'()*+,-''''''''''''''''''''./'0'1/''''''''''''''''''''''''''''''''''2342' Accessories (per AWWA C509 dimensions) Certified to ‘\;,u|Lz>/4,0 NSF/ANSI 61-G ~56 NSF/ANSI 372 G“S 7am\°° "sMBv§‘ .0 Sizes 2" - 12"        Kennedy Valve/KS-RW 515 5-1 HD Fowler Company Submittal - MH4067MM55DL 75810 RECOMMENDED SPECIFICATIONS FOR C-515 RESILIENT WEDGE GATE VALVES KENNEDY VALVE RESILIENT SEATED GATE VALVE 4"-24" C-515 Valves shall conform to the latest version ofAWWA Standard C-515 covering Resilient Seated gate Valves for Water Supply Service. The valves shall have a ductile iron body and bonnet. The wedge shall be totally encap- sulated with rubber. The sealing rubber shall be permanently bonded to the wedge to meet ASTM tests for rubber metal bond ATSM D249. Valves shall be supplied with O-Ring seals at all joints. No flat gaskets shall be allowed. The valves shall be either non-rising or rising stem, opening by turning left to right, and provided with 2" square operating nut or a handwheel with the "Open" and an arrow cast in the metal to indicate the direction to open. Stems for NRS assemblies shall be cast bronze with integral collars in full compliance with AWWA. OS&Y (rising stems) shall be of bronze. All stems shall operate with bronze stem nuts, independent of stem (in NRS valves). NRS stems shall have (2) O-Rings located above thrust collar and (1) O-Ring below. All stem O-Rings shall be replaceable with valve fully opened and subjected to full pressure. The NRS stems shall also have (2) low torque thrust bearings located above and below stem collar to reduce friction during operation. Waterway shall be smooth, unobstructed and free of all pockets, cavities and depres- sions in the seat area. Valves shall accept a full size tapping cutter. The body, bonnet and stuffing plate shall be coated with fusion bonded epoxy, both inte- rior and exterior on body and bonnet. Epoxy shall be applied in accordance with AWWA C550 and be NSF 61 certified *(2" - 12" certified to NSF 61-G). PIV plates shall be painted black Each valve shall have a maker's name, pressure rating, and year in which it was manu- factured cast in the body. Prior to shipment from the factory, each valve shall be tested by hydrostatic pressure equal to requirements ofAWWA. Valves shall have all brass components cast and assembled in the USA and shall be manufactured by Kennedy Valve Company or equal. * Certified to NSF/ANSI 61 Annex G (low lead compliance <: .25% Pb) Updated O1/31/13 Kennedy ValveIRSGV Submittal Sheets HD Fowler Company Submittal - MH4067MM55DL 75810 KS-RW (c515) MATERIAL SPECIFICATIONS KENNEDY VALVE Material Specifications DUCTILE IRON Specification ASTM A536 Grade 70-50-5 Physical Properties Minimum tensile strength 70,000 psi Minimum transverse strength 50,000 lbs Minimum deflection (12" centers) 5% STANDARD CAST BRONZE - ASTM B763 C99500 (Stem Nut) Physical Properties Minimum tensile strength 70,000 psi Minimum yield strength 40,000 psi Minimum elongation (in 2 inches) 12% ChemicalAnalysis Copper Remainder Lead (maximum) .25 Aluminum 0.5 - 2.0 Iron 3.0 - 5.0 Nickel (maximum) 3.5 - 5.5 Zinc 0.5 - 2.0 Silicon 0.5 - 2.0 Manganese (maximum) 0.5 CAST BRONZE - ASTM B584 C86700 (NRS Stem) Physical Properties Minimum tensile strength 80,000 psi Minimum yield strength 32,000 psi Minimum elongation (in 2 inches) 15% ChemicalAnalysis Copper 57.0 - 60.0 Lead (maximum) .50 - 1.50 Aluminum 1.0 - 3.0 Iron 1.0 - 3.0 Nickel (maximum) 1.0 Zinc 30.0 - 38.0 Tin (maximum) 1.5 (EPDM) Ethylene Propylene Diene Monomer Hardness (Shore A) 801 5 Tensile (PSI) 1,500 min Elongation (%) 150 min Compression set, ASTM D395 Method B 20% max Updated 01/31/13 8-4 Kennedy Valve/RSGV Submittal Sheets HD Fowler Company Submittal - MH4067MM55DL 75810 = LISTED APPROVED LISTED {-3 nu %@_ % TW < gmff 3 5 /6% in /- ; i IE1ii - W“ 1 °_iii_§i§'-'5li| .. x _________ an.-:;\\\§i 12 ’/0%; l_J' __ I |!i¢T— E _ E3 3 ‘_\€'/ III -E-3 III *3 E III -h 5 ,4// = ‘ilgi"\\§ 35 ‘~15! g $15: I _. lg: - -": \\\\\~.\\\\\\\‘/0////I/av///.1/.r G) 1 &$\\m\\\&§ \\\\\\\:;\\\\\\\\m\\\&§\~<\\ ”\ \ <9 w -17.- ’/0 I L 9///_,6_ \H\* G) ” -> 1 G) 2 G)-G) d C C AClass Stainless Steel AF593/F594 Stuffing Box 12Ductile AA536Grade 70-50-5 Stuffing Box O-Ring/gasket C/F594 Grade 70–50–5 Grade 70–50–5 (EPDM Encapsulated) Ductile Iron ASTM A536 Grade 70–50–5 Grade 70–50–5        HD Fowler Company Submittal - MH4067MM55DL 75810 2"-12" R/S VALVE MECHANICAL '= JOINT ENDS GENERAL DIMENSIONS LISTED APPROVED LISTED 7571SS STANDARD 7071SS W/POST PLATE (3-12") I ~+¿~¢c 1 2" SQ. I e12 1/ I \\ III\\ I14] *1 I '4/TI "IE5Ii -J; 5 Q1‘ £- --.I- _-7:‘ --, 1" --, In- I E:3\IL] - III ...-_ ’a}/%. E WJ.-\w\|-3-: j, .-\w\|--.. I-I -'_..- x -- - .- _. -;\\\~.\\\\\\\‘*,,,/,7’ H %/4;!/0//4/z’/:0I?~\~*“~*\‘I \ * I 1‘ I 1 l ‘ » IL. \ 1 \ 4-0 I = k\'2~'2§\\'Q\‘\.\'.\‘R_'\_>,\?.!. Q I G) .li___1 F No. & C Bi Size 9* 5°“ Per ANSI A-21.1 F A’— VALVE SIZE A B C D E F G H 2 8 1/4 4 1/8 2 1/2 4 1/2 10 7/8 2 5/8 7 1/4 2 2 1/2 ––– ––– ––– ––– ––– ––– ––– ––– 3 8 1/2 4 1/4 2 1/2 7 3/4 12 3/8 4 5/8 10 3 4 9 1/2 4 3/4 2 1/2 9 1/8 14 3/4 4 3/4 10 4 1/4 6 10 1/2 5 1/4 2 1/2 11 1/8 19 6 3/4 12 6 1/4 8 13 1/8 6 9/16 2 1/2 13 3/4 22 1/2 6 3/4 14 8 1/4 10 15 1/2 7 3/4 2 1/2 15 3/4 26 1/2 8 3/4 18 10 1/4 12 16 8 2 5/8 18 30 8 3/4 18 12 1/4        Kennedy Valve/KS-RW 515 5- Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER HD Fowler Company Submittal - MH129S5M50L 77720 FIRE HYDRANT 3 PAGES SUGGESTED SPECIFICATIONS (Page 1 of 2) M&H AWWA C502 FIRE HYDRANTS 0 Model 129$ 0 Traffic Model 6 250 PSI Working Pressure — 500 PSI Hydrostatic Test - AWWA 0 UL / FM Approved GENERAL Fire hydrants shall comply in all respects with AWWA Standard C-502. la.test revision. Fire hydrants shall be ofthe compression type. with the main valve opening against the pressure and closing with the pressure. The main valve opening shall be 5 W’ in diameter. Fire Hydrant shall be ofa dry barrel. dry top design. The nozzle section shall consist oftwo (2) hose nozzles and one (1) pumper nozzle or other as specified. RATING Fire hydrants shall be rated at 250 psi water working pressure. tested at 500 pounds hydrostatic tbr structltral soundness in the following manner: 500 pound hydrostatic test supplied from the inlet side. first with the rnain valve closed for the testing ofthe valve seat: second. with the main valve open For testing of the drain valves and the hydrant barrel. Testing to be complete in accordance with AWWA C-502 and ULFM requirements. END Hydrants shall be connected to the main by a 6“ fusion bonded, epozy coated mechanicaljoint shoe. Mechanicaljoint shoes shall be fitted with strapping lugs. DESIGN The main valve seat oi‘the hydrant shall be made ofrubber and be supported by a one-piece bronze top pla.te -" drain valve tnechanism. Drain valves shall be faced with rubber. The bottom stem threads ofthe main valve rod shall be fitted with an epozy coated. cast iron bottom plate. sealing lower rod threads from the water. Changes in size or shape ofthe waterway {_hydrant nozzles} shall be accomplished by means ofeasy curves. Ezclusive ofthe main valve opening. the net area ofthe waterway ofthe barrel and the foot piece at the smallest part shall not be less than 120% ofthat ofthe net opening ofthe main valve. Hose and pumper nozzles shall be threaded and screwed into the nozzle section. And then mechanicaily locked to prevent turning. Hose and pumpercaps shall be chained to the hydrant The hydrant shall be so designed that when it is in place. no czcavation will be required to remove the main valve and movable parts ofthe drain valve. Further. the hydrant shall be ofthe type that can be extended without ezeavating. Hydrants shall be so designed that. in the event ofaccident. or breaking ofthe hydrant above or near grade level; the main valve will remain closed. The main valve rod shall be made in two stainless steel parts and titted with a stainless steel breakable coupling at the ground line flange. The ground line connection between nozzle section and the barrel shall incorporate the use oftraffic flange. This connection shall be so designed that the nozzle section can be rotated in any incretnent of360°. The ground line connection between the barrel and nozzle sections shall have a rubber o-ring gasket to provide a seal. The operating threads ofthe hydrant shall be so designed as to avoid the working ofany iron or steel parts against either iron or steei. The operating stem and operating nut threads shall be square or acme type. January 2017 / M&H C502 / Model 129S HD Fowler Company Submittal - MH129S5M50L 77720 suooesrao SPECIFICATIONS (Page 2 of 21 or-ssron (cont.) Operating threads shall be lubricated at factory with food grade grease (unless specified to require oil as a lubricant). Access shall be provided t.o field lubricate the operating mechanism through the top ofthe op nut ifgrease is required (or through a brass oil reserve plug in the side ofthe bonnet ifoil is required). The operating thread shall be scaled from water at all times when the valve is either in the opened or closed position. The operating rod shall be constructed ofStainless Steel and passes through the double "*0" ring seal in the one piece bonnet. The bonnet shall be weather proofand utilize a weather shield integral with the extemal wrench operating HUI. The operating nut shall be made ofbronze with a self-lubricating design. Hydrants shall be ofthe dry barrel type and hydrant shoe shall have two positive self-acting non-c-onosive drain valves that shall drain the hydrant completely by opening when the main valve is closed. and close tightly in accordance with AWWA C-502 requirements when main valve is open. The main valve assembly shall be seated in the hydrant with a bronze-to-bronze interface to facilitate removal ofthe main valve. should maintenance be required. The nozzle section shall consist of two~2 U2" hose nozzles to the specified thread designation (NST or other. as specified} and one pumper nozzle 4 la” in diameter to the specified thread designation (NST or other. as specified). or other combination ofnozzle outlets. including independent hose gate valves. as specified. Hydrant standpipe shall be ductile iron and single piece forall bury depths. All like parts ofhydrants ofthe same size and model produced by the same marurfacturer shall be inter- changeable. Hydrant shall open by turning to the (left or right). Direction ofopening to be permanently marked on hydrant bonnet. Threads on hose and steamer nozzles shall be National Standard unless otherwise specified. Size and shape ofoperating nuts cap nuts shall conform to National Standard unless otherwise specified. Bury shall be (specify depth ofbury) measuring depth from grade line to bottom oftrench or connecting pipe. Auxiliary shut-off(isolation) gat.e valves. when required. shall be ofthe same manufacture as the hydrant. COATING The inside ofall hydrants shall be coated in accordance with AWWA standards except for bronze and threaded machined surfaces. Exterior on hydrant nozzle section shall be painted Fire Hydrant Red {or as specified}. Hydrant shoes shall have an interior and exterior thermosctting epoxy coating of5 to ti mils meeting AWWA C-550. MARKINGS Hydrant shall be marked with the name ofthe manufacturer. size ofvalve opening. direction ofopening and the year ofmanufacture all in accordance with the AWWA C-502. Country oforigin to be cast on all major hydrant castings. SOURCE Hydrants shall be M&H lvlodel 129$ HD Fowler Company Submittal - MH129S5M50L 77720 MQI-I §-lid" MUDEL I293 FIRE H"'|’DlilANT rrcrn so. orv. DESCRIPTION r\IAT'ERTAL T _n. _'vl'EA'Tl|ET{ STHELD f'AST IRON ASTM A-Ila,CL.-SSS B 0 Q0 ‘I- n_| FLATHEADCAP SiTlil:'W l-'1-I3F112" El-EI'lI.‘TR.'[TIIIHEI PLATEDSTEEL .._d _| _flP'ER.ATTl'~i(iNLIT BRASS .-‘TLL-l__l"‘r' LYHTRSU E_'tt3H.TtlI-'{'H4'-l=l'|'l'l -T- _| ‘ii-'EA'TI-|Ii_RF'Rflfiti-'D-RING#33] El"D?'r-1 _.l| n_| Hi_lIT.Dl'J(]'\\"NNUT H-RASS AI.l.'l'_}‘r''['l.i'.'T.iS!J CTi.'it':|'llIl tI_‘l~l4'l-Tl'lIl Q IF _-. 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FLANGE T'JL|l."TTLE IRON ASTM A-536.GRADE Tit-50-ti} @ 45 EH3 _| :STANT'.|FTl'-‘ESl.lT-T-ASST TIlTJ{'TTl.E IRUN FIFE ST‘ _| -STAll"~li_.ESSS-TEE!.TI]WT-TR STEIN fl-TT4STATNTT-'.SSSTF.FI_. Qt 32' 3E ‘J1 STTUE HEX HULTS 5.~'S-lI x3" T!-tiSTAINLESSSTEEL T"r'T’E E 3‘? _| _sTar~rn1=r|=r|.owr=.rr_ Flanon nt..Ir"r|t.r mow r-.-__'r_|'_M x_-s,tg._oaanr '."t'i-SI]-il5 ei d 1| 3:. STICIE |lE_.'lriNUTS Sill-II ill--SSTAINLESSSTEEL T"‘r'T'E E O I ii Q::F;. ..r.'‘Kill 4| -J -DRA]N "|."AL'\."E FACTNti RU!-T-HERS-1|!"-'.l-I SPT-IT.HT}. EDT] ill ‘DC .T_'iZ*.|.'_|‘.!t-i‘-.T.l...Tiif'rf.ET§i.. P-ET.-it-.|.bi.Tfl.5_~"i.5_T.ti.E.l.- 43 _|. TLEH-'-‘ERSTEMPIN 3-"trxE-l."t'I" tit-3STAINLESSSTEEL T"'r'PE E 44 |_q SEATl{IT's"T.i ALlJl’t-llINL|M-BRTJNIEALLITPr’_-'tSTl'~.-I B-T-illT."i.|'SST.lT.l- @ =15 |_n. SEATRINGl_-'T'T'ET\‘.D-RING NSF:-l BLINA-N 4'5 -J DRA]bi HULE LTLISHTNUS I.-lii-T.Ll'N£T_'.A.Sl'I'v1H435 35 4? 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TEETH ASTM A-S36-.GRADE '.I't'l-f'l'J-ilI5 ill MEETS OR EXCEEDS AWWA C502 250 PSI WORKING PRESSURE AWWA eeeeg ®®®®@@® 200 PSI WORKING PRESSURE UL/FM 500 PSI HYDROSTATIC TEST PRESSURE _ _ nfih - ‘T r4.-.._.‘.3.___ 111''=B':0'-I---*"' ~t._./1-‘S?-1“!!--------cl‘-. _v-r .zl_/L- |\|s|= @g 9 Q THISIJ-W5.ANDMLIHIGIMATTDHISGUIFICtIP!l'l"|'ANDSI-lAlLHUTB!IJSIEI-.CDHED.GIIEPIHJDTICEIIIWIHIDUT '|'r'I.Tl'l'B~lCONSENT.DESTGHlrHDIIWETTITTD-HIIGIIISRES-HVED. »ww=~@r~r=w»~v~<- SSTE‘ °3iO‘5/20'? & COUPLING. OIL FILL BONNET ursisriiiiiiiiifiaame "O" l:l‘l- l -T Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER HD Fowler Company Submittal - MHSCN5NST 72810 STORZ ADAPTER 2 PAGES HD Fowler Company Submittal - MHSCN5NST 72810 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER HD Fowler Company Submittal - WWLS400S 72660 LINKSEALS 2 PAGES Drawings fer Reference Only - -.1.— .. FDR L5-200THROUGH LS'315 -.31.. Men Heed El-eh Cmiraeaaleri a-. '" ‘l _ AeeisrBees ~l-_ I‘ |' lir- Preseure H Pialn -u----I-u-I-r _ __---u---. L—u—--u Actuel Rube-er Sealing Element Thickness (Bl Average Llnqth ‘ll ___'l ,3 Al‘!-erTighleninil [Di Annul3|’ -‘IT T“ T; Jwereg-e Leagln Fr-pqa, TUBE. 5P-61¢E‘ I. ;__ _. nnei '|g'1'ie-n=1-w; fee C-cl-n-clurt er j. _--3'1: '. refe-re-n:IeC1'"rh,r. F -I-n-u---c--Q-I---r—u-u-u-Q C-able DD ‘uh ' [he H3‘. '_l5r_~'~ For ,. . -1" -4 l11~;r<7;l:311:31 .. FreeLunghC .n_-- . vr-raps-r--r-pr -J_1‘-PI‘; Link-S-eel Belt Circle lplpedie. + epening ela F2} T I i He1 Hui-— I J1 .\_ 1I l '-ll-.1. Iuiil Ir I L E _ . .3 -I FOR LS-325THROUGH LS-650 Hm: Hfiil-.1 E!-ell: was-.her LF --In Prei-Sure L- P‘-ETD 5" -1-L .,|__ ..-. F"-,___e-1,-.'$“ ‘I- - .r-.IL.‘ I 3‘I 1 .-3 1|-'.': _-11.}.,-J /Qe3 Average Lenmh _ ____ ,' _ -_- _ _ .. -:h_I__-,,_. Q55 liflzerTightening [D] i-‘H II‘; It I‘ .|'rfi'l:-r_ vi $5 ..l:'-.'r'l:|F(}Q|39 H-HGTH 11;‘,-I.,.__. ‘f’ 1- 'I 1. ‘ "‘ _ ' -~ 3" el‘e-rhgnl-;r"mr_j;r-:2: ~2...,.* i. \ _l 1 ‘I l. F-'. II I" '1. .-if Sleeve. ' Casinger "-‘lvlr-"-T"-r-'-elie.‘-I rw-;:l' =1:-ewe-"aFer Wail H|'J-Ie ID. -----_ l"\:r?i:|l~:1*1:r~|'i 3FrulGLength Technical Data Submittal Sheet Supplement 11/06/2018 L "" DIMENSIONAL DATA FUR MODELS C, L, O, S-316, S61, LS-316 & OS-316 RubberSealing Elements P:':::;B Belts Weight “in |_||\ll{- Avg‘ for Required Actual Free Length 1U Ulfll 5 t- SEAL‘ Thinekneee Length After (A) {T} Men Head Hex {l-l) Thread Size (L) 5B¢iiflI'IB Gal? Model . . Aereee Flate ND (B) (Cl Tlghenrng (lhel 4 (D) 1 ..S-200-* 0.48" 1.75“ 1.38” 1.06" 0.31” 4mmAllen(0.157|.|'\.| 4.95mrn46.195”: M6-3.3 65mm (2.559"I' 0.90 2.26“ -3-236-* 0.61" 1.76" 1.33" 0.9’? 0.31 4mmAllen(0.15'?'" 4.95mm43.195": M5-3.3 65mlTl (2.559? 0.375 2.26" l“"f"IH _3-300-“’ 0.69“ 2.3?” 1.3?” 1.66” 0.44" 6rnmAllen(0.236" '?.El7mn1-15.3103 d 90mm £3543”) 2.15 3 -i.-.I-I F'11""H -3-315-* 0.81" 2.37" 1.3?" 1.44" 0.44 6mmAllen (El.236” '?.8'?rnn1'IE.310"I 11 90mm (35433 2.33 3 1.4Li '\-n_n-I‘‘I-n_u-I‘'\-n_|-I‘1-n_n-I‘ 2.00" lllllrnm (4.333 5.53 'F"F-3II _3-3253‘ 0.83" 2.63" 3.13" 1-00 13mm [0.5l1"‘, 5.3.'Ilmrn'[E.215"] ._| 1.3.- 113mm l-4.33"? 3.33 J...1'1l"'II _3-340-"" 1.00" 2 T0" 2.25" 1.48 0.66 13mm w-__—\1511"] 5.3Ilmn"i-15.2153 m \.'t\\\ f-'1-VH -3-360-* 1.24" 2.70” 2.26" 2.05" 0.77 l3rnn"| 1511"] 5.3Ilrnrn'IlI.216"I <-'I*=€<-i'=C*'-II3333333333inr~er~ei-.::r~er~ecnenencncn 13mm £4.33”? 5.13 I-.||-.|L -8-400-"‘ 1.33" 2.35" 1.06 T_'i’mrn vlt--1.5 1 Ilrnm'[5.113"I 12.00 F" F"F.| 3.50" 3.50 ir-I-|F"-1669"] 6.41n'1rn45.251": 11-I--I I 1"?" _3-410-”" 1.43" 3.37" 2.37" 2.62 0.83 1'?rnrn 1669"] 6.4Ilmm{I256 '\l'llI-1.5 1 IlrnmQ5113": B20 -i-.L-I |I':_*\ -.4 H i'l"'|'=| I _3-426-* 1.06" 3.00 2.25” 3 60" 1.19 'L'?rnm -.1659": 6.-40rnrn-"‘. "” 1:111-1.5 1 Ilrnrn'[5.113"] 10.00 MJ'1-I -3-475-* 1.56" 3 33” 2.63" 2 63” 0-33 1?rnrn -l.669”l 6.4Iln'ln1 HT: l‘-Jl'-.Zlmen v11:-1.5 '1. Irnrn~[5.113I” 10.00 ""|1.1-.-I-in Tif -E_- I_I-In _S—500-‘°‘ 2.25" 3.76" 2.76" 3.63 1.06 19mm f.l.'.?48"] '?.5Imm46.30:" M12—1.'75 1 [11]'rnrn'[5.511"I 225E l—._. 1"'f"IH _3-526-"’ 2.06" 3.76" 2.3?" 3.63 1.06 19mm 3.743") '?.5Ilrnrn M12-1.'?5 1 -a-e-:ec-:-e:r.e'"‘Ilmm46.611“: 21.06 J1.-L.+ -3-576-* 1.31“ 3.00” 1.00 19mm I.I.'i'-48"] '?.5Ilrnrn M12-1.‘?5 "_'4IImr'n'I5.511"I 15.56 F" r-re 3.75" 3.00" 'r-SI] DJUJr:=r:r{IE1- -I-5"--IP'I_—l' 1'!-Iii 4.00" 3.00" 1-90 1944"] 1l].5'Frnm K1416") ale-11 135mmT1280": 60.6 FlHm -3-615-* 3.09" 6.00" 24mm r-—Iu|-I-flu.-I-~|I'_\| {'_"-I 1J1.- li-|—|r_| _3-660-°* 2.71“ 3.93 3.00" 3.96 1.19 l9rnm r-_—\ZI.'.?43"] '?.5[Jrnn"i£3303") M12-1.95 140mm45.6113 261$ mmmmmmmgnme-ppL-ll-I GPT Vieit www.gptinduetriee.eemfer literature and inetallatien inetruetlena -1|.l' '-" I '|| HD Fowler Company Submittal - WWLS400S 72660 LINK-SEAL® Modular Seal Model Properties WITH EPDM SEALELEMENTS Model "C" LINK-SEAL" ModularSeal Model “S-316"L|NlE-SEAL‘ Modular Seal EPDM (Black8| Blue) Suitable for direct ground burial, normal For chemical processing 0waste water atmospheric conditions, and conditions with treatment. High leyel of water-resistance, occasional or periodic water contact. Proyides resistant to most inorganic acids and alkalis. electrical isolation where cathodic protection is and most organic chemicals (acetone, alcohol requhed. ketones). Type: Standard Type: Stainless Seal Element: EPDM (Black) or EPDM (Blue) Seal Element: EPDM (Black) or EPDM (Blue) Pressure Plates: Reinforced Nylon Polymer Pressure Plates: Reinforced Nylon Polymer Bolts Br Nuts: Steel with 2-part Zinc Dfchromate Bolts8: Nuts: 315 Stainless Steel *'Sustained operation near temperature Er proprietary corrosion inhibiting coating. Temp. Range: -40° to 250"F(-40° to 121°C)’ limits mayaffect life expectancy. Temp. Range: -40" to 250°F l-40" to 121‘C)'"" WITH NITRILE SEAL ELEMENTS Model "0" LINK-SEAL"' ModularSeat Model "OS-316” LINK-SEAL‘ ModularSeal Nitrile (Green) Nitrile rubber is resistant to oils, fuel and many Combination of oil resistant rubber and solyents (gasoline, motor oil, kerosene, methane, stainless steel hardware jet fuel, hydraulic fluid, water, etc.) Type: 0il Resistant Type: Oil Resistant Seal Element: Nitrile (Green) Seal Element: Nitrile (Green) NOTE: Not U.\l. Resistant NOTE: Not U.'ll'. Resistant Pressure Plates: Reinforced Nylon Polymer Pressure Plates: Reinforced Nylon Polymer Bolts81 Nuts: 316 Stainless Steel Bolts Br Nuts: Steel with 2-part Zinc 0'chromate Temp. Range: -40° to 210°F (-40° to 99°011"’ Sr proprietary corrosion inhibiting coating “Sustained operation near temperature Temp. Range: -40" to 210"F l-40° to 99°C?‘ limits mayaffect life expectancy. WITH SILICONE $EAL ELEMENT$ Model "T" LINK-SEAL” ModularSeal Models "FDIFS" LINK-SEAL"’ Modular Seal Silicone (Gray) Silicone rubber is ideal for temperature extremes. Double seal for added protection The “T” model is one-hour Factory Mutual Type: Fire Seals approved. Seal Element: Silicone (Grey) Type: HighfLow Temperature Pressure Plates: Steel zinc dichromate Seal Element: Silicone (Grey) Bolts: Steel with 2-part Zinc Dichromate S Pressure Plates: Steel Zinc Dichromate proprietary corrosion inhibiting coating. Bolts: Steel with 2-part Zinc Diohromate S Temp. Range: -67° to 400°F (-55° to 204°C) proprietary corrosion inhibiting coating. Temp. Range: -6'?" to 400“F (-55" to 204“C)" NOTE;Sustains a constanttemp. of 325°F(1-53""C) Sustainedoperationneartemperature limits mayaffect life expectancy. MATERIAL PROPERTIES OF LINK-SEAL“ MODULAR SEAL ELEMENTS Property ASTM Method EPDM(EPDM L) Nitrile Silicone Hardness (shoreA) D-2240 50 i5 I40$5) 5015 50 15 Tensfle D-412 1450 psi 1300 psi B60 psi Elongation D-412 400% 300% 250% 15% 45% 40% Compression Set S-395 22 hrs.@ 153° FW0“ C) 22 hrs.@ 212° F i100“ C) 22 hrs. @ 350° F(1'?'T° C) Specific Grayity 0-29‘? 1.10 1.15 1.40 BOLT& NUT SPECIFICATION MATERIAL PROPEOK, LRTIESOFCOMPOSITEPRESSUREPLATES cflfbflfl 3155' Property ASTM Method Value Carbon steel, zinc dichromated per ASTM B633, with an additional find lm act_NDtched 3,356 1_11ft_|bfln corrosion inhibiting proprietary organic coating. (passes 1470 hour TEn5i|e5trEngth@,f,ie1d 3638 EUDUU psi salt spray test) Tensile Strength = 60.000 psi, minimum. Tensile Strength - Break I"-530 20.250 psi Flexural Strength @Yield I--T90 30.250 psi Stainless Steel Flexural Modulus I'—'F'90 1,124,000 psi ANSI Type = 816, PerASTM F593-95 Elongation, Break 1=-530 11.07% Tensile Strength = 85,000 psi, ayerage Specific Gravity I-‘F92 1.33 -tssolris Street , _ MoistureContent —- 0.13% 5455Clara Road.Suite300 WheatRioge.00 30033 llouston, ltri‘F2041 - - Tel I'3Fl3l93S-1242.. Tel; l:9'”..3:lT47-5948 www".g1rtiirdusiiies.r:-cin l-'ax;(303)90B-1922 F.Eix:U13) 'i’49’-5329 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER HD Fowler Company Submittal - FP350ASTDA3 90850 DOUBLE CHECK 2 PAGES ZURN. Model 350ASTDA Double Check Detector Assembly WILKINS Application WILKINS Designed forinstallation onwaterlines in fire protection systems to protect against both backsiphonage and backpressure of polluted water intothe potablewatersupply. Model 350ASTDA PRODUCTS shall provide protection where a potential health hazard does not exist. Incorporates metered by-pass to detect leaks and unauthorized water use. ® Standards Compliance (Horizontal &Vertical) NSF/ANSI61 (SHOWNWITH OPTIONALGROOVED END BUTTERFLYVALVES) 9 ASSE® Listed 1048 Q AWWA Compliant C510 (with gates only) and C550 Options 9 JL® Classified (Suffixes can be combined) (A)-UL® Classified : - w'th flanged end OS &Y gate valves (standard) 00FM® Approved _ |_|\/| - less water meter CSA® Certified B64.5 _ _ 'th remote reading meter Approved by the Foundation for Cross Connection : _ 'th gallon meter (standard) Control and Hydraulic Research at the University of Southern I CFM _ 'th cu ft meter California : v Vleets the requirements of NSF/ANSI 61* : CMM ‘ 'th cu meter meter *(CI.25% MAX. WEIGHTED AVERAGE LEAD CONTENT) _ G - ééééé'th grooved end OS&Y gate valves w'thflanged inletgateconnectionandgrooved By-Pass Backflow Assembly 3/4" Model 950XLD — FG ‘ outlet gate connection Materials — p| _ with Post Indicator Gate Valves Main valve body 304L Stainless steel I BG _ with grooved end butterfly valves with integral Access covers 304L Stainless steel — Internals Stainless steel, 300 Series _ supervisory switches NORYLTM _ BF - with flanged end butterfly valves with integral Fasteners & springs Stainless Steel, 300 Series supervisory switches Elastomers EPDM (FDA approved) — _509 _ with AWWA C509 gate valves Buna Nitrile (FDA approved) — Polymers NORYLTM Accessories SieZaeSures2F 1; 1/2", 3", 4", 6", 8", 10" |:| Repair. kit. (rubber only) Maximum working water pressure 175 PSI I:I Therm?“ expansmn tank (M°deI XT) Maximum working water temperature 140°F |:| OS &Y Gate valve tamper switch (OSY-40) Hydrostatic test pressure 350 PSI End connections (Grooved for steel pipe) AWWA C606 MODEL E (Flanged) ANSI B16 1 350ASTDA Class 125 “""h OS&Yoption E Dimensions &Weights (do not include pkg.) , ... Hill1 i:- -'¢'- —4 0/ E | -" I7@i.=.. WEIGHT .i.| MODEL I In I. iii-"l—\II—I L21! iIiii- _iIl7ii‘§I'!)' i 350ASTDA WITH OS&Y \/\/|T|-| Q3&Y WITH WITH -4» oo |: SIZE GATES (GXF) GATES \IALVESBUTTERFLY(cxo) \IALVESBUTTERFLY(FXG) ‘ ‘ | -— I (GXG) _ LCD in. mm lbs. kg lbs. kg lbs. kg lbs. kg I A I Doi-— 21/2 65 126 57 116 53 93 42 103 47 1' MODEL -\- IQ*1 I 3 80 143 65 131 60 97 44 110 50 350ASTDA _ ‘J5_ rgfi I .= 4 100 218 99 198 90 101 46 123 56 <>‘1| ‘ ggfiiII!;= E BFoption ems?‘lsi.§,= FAIf 6 150 352 160 322 147 164 74 194 88 Iii-"5 F 8 200 667 303 613 278 350 159 373 169 I 10 250 885 401 827 375 463 210 521 236 I AB I MODEL DIMENSION (approximate) 350ASTDA AWITH B LESS E E E WITH SIZE A BUTTERFLY GATE C D OS&Y OS&Y BUTTERFLY F VALVES VALVES OPEN CLOSED VALVES in mm in mm in mm in mm in mm mm in mm in mm in mm 5. mm 21/2 65 317/8 810 283/4 730 n/a n/a 12 305 184 17 3/4 451 15 3/8 391 81/4 210 U1 127 3 80 327/8 835 293/8 746 n/a n/a 12 305 184 20 1/4 514 17 432 81/4 210 U1 127 4 100 347/8 886 301/4 768 n/a n/a 12 305 203 22 1/2 572 181/4 464 9 229 U1 127 6 150 431/2 1105 361/2 927 n/a n/a 101/2 267 254 30 1/2 775 24 1/4 616 101/4 260 152 8 200 523/4 1340 453/4 1162 n/a n/a 151/8 384 279 37 940 281/2 724 181/2 470 8 3/8 213 10 250 553/4 1416 493/4 1264 n/a n/a 151/8 384 305 45 5/8 1159 34 3/4 883 181/2 470 8 3/8 213 Zurn Industries, LLC | Wilkins Rev. K 1747CommerceWay,PasoRobles,CAU.S.A. 93446 ' Ph. 855-663-9876,Fax805-238-5766 Date: 8/16 InCanada I Zurn Industries Limited Dowment NO- BF‘35OASTDA 3544NashuaDrive,Mississauga,OntarioL4V 1L2 - Ph. 905-405-8272,Fax905-405-1292 PYOQIUCT N0 Mode‘ 350ASTDA www.zurn.com Page 1 of 2 HD Fowler Company Submittal - FP350ASTDA3 90850 FIOW CharaCt€ri$tiC$ <>RaledPI0w(es1ab]ishedbyapprovalagencie<) MODEL 350ASTDA2 1/2", 3" & 4" (STANDARD & METRIC) FLOW RATES (I/s) 0.0 12.6 25.2 37.9 50.5 A 15 104 SD kpa \_/ SSP 3 Y 1 SURELO 5 >IIII‘IOIf I ooov01ma PRES PRESSURELOSS c 0 0 200 400 600 800 FLOW RATES (GPM) MODEL 350ASTDA6" 8" & 10" (STANDARD AND METRIC) FLOW RATES (I/s) 0.0 63.1 126.2 189.3 252.4 WD 3 /'\ (D v15PS 20 i 10"(250mm) 138104-5Q. SS cn LO 3 D7 I 05co LOS RE RE U oo01 SU SS ES PRE Z }{'------ o PR 0 1000 FLOW2000RATE(GPM) 3000 4000 TYPiCa| |"$ta"ati°" Capacity thru Schedule 40 Pipe (GPM) Local codes shall govern installation requirements. Unless pipe Size 5 ft/Sec 7_5 ft/Sec 10ft/sec 15 ft/sec otherwise specified, the assembly shall be mounted at a 2 1/2" 75 112 149 224 minimum of 12" (305mm) and a maximum of 30" (762mm) 3.. 115 173 230 346 above adequate drains with sufficient side clearance for test- ,, 198 298 . . . . 4 397 595 ing and maintenance. The installation shall be made so that 6,, 450 675 900 1351 no part of the unit can be submerged. 8,, 780 1169 1559 2339 10" 1229 1843 2458 3687 @555 12" 1763 2644 3525 5288 PROTECTIVE 1 ..'7 III E ENCLOSURE 7, T FFLOW _! H=lEM=M:|||'H—-II1'gITI%ITI¥ -anQal! EE§ i_--_i =-I|_Ifi%fi%iii NO Q III--— if;-,4 -- — == @141: -- = 'ii O -4m-4li4-I~i=-11!?‘-' M - I II- _"iIi iglillillz ODRECT 2'mg??-I!" E i Cl, 12 MIN. gfizizjziI I I 30”MAX. -igfifigiHesI2 , . was I /asvwa E'l_|"'m 1 A " ijfififig Efifififii '-ifiE | Efifififii ~. 1 ,I s ~ “ " “ Egfilll |||fiI_l,E'_ TEIQEIII iiifii_;z" ;"»i:J“ 5». VG <§ DIRECTION OF FLOW VG ZURNWILKINS MODEL350ASTDABG ZURNWILKINS MODEL350ASTDA INDOORVERTICAL INSTALLATION OUTDOOR HORIZONTAL INSTALLATION Specifications The Double Check Detector Backflow Prevention Assembly shall be certified to NSF/ANSI 61, ASSE® Listed 1048, and sup- plied with full port gate valves. The main body and access cover shall be 304L Stainless Steel, the seat ring and check valve shall be NorylT"", the stem shall be stainless steel (ASTM A 276) and the seat disc elastomers shall be EPDM. The first and sec- ond checkvalves shall be accessible for maintenance without removing the device from the line. The Double Check Detector Backflow Prevention Assembly shall be a ZURN WILKINS Model 350ASTDA. Zurn Industries, LLC | Wilkins 1747CommerceWay,PasoRobles,CAU.S.A. 93446 ' Ph. 855-663-9876,Fax805-238-5766 InCanada I Zurn Industries Limited 3544NashuaDrive,Mississauga,OntarioL4V 1L2 ' Ph. 905-405-8272,Fax905-405-1292 Page 2 of 2 www.zurn.com Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER HD Fowler Company Submittal - TFWK375FT4 90850 BACKFLOW ASSEMBLY 2 PAGES ZQRN Model 375XL Reduced Pressure Principle Assembly WILKINS Application _i- Ideal for use where Lead-Free* valves are required. Designed -is I‘ Gt for installation on potable water lines to protect against both in _ _ _ '5- backslphonage and backpressure of contaminated water into H _ I“ __ -- |;._.,.__1. _ .. .t r j the potable water supply. Assembly shall provide protection ._;-.‘.?_'; =r,_:'t-'.'.sIra.-:_a‘”:§'_"'_ _, .__g__;_ ' in IFMJF5iFF where a potential health hazard exists. 1'] "' _ _ | i-| i,' Standards Compliance % * ASSETS? Listed 1013 H C 5153' nsrrnM5151 i IAPMOS Listed i GSAS Certified BE-4.4 Options ' AWWAcompiiant C511 lSuffixesI can be combined} - Approved by the Foundation for Cross Connection with full port QT ball valves (standard) Control and Hydraulic Research at the University of L less ball vaives, male pipe thread (3.t4" - 2"only) Southern California S W'th Model SXL lead-free bronze "Y" type - UL® Classified {less shut-off valves only. 3f4"—E“) strainer - C-UL® Classified (less shut-off valves only, 31'4"-2“) FT -. ‘th integral male 45'“ flare SAE test fitting i lvleets the requirements of NSFIANSI 61* __ AG — 'th air gap ‘(H.251-fa MAX. WEiGHTEDAVERAGE LEAD CONTENT} : SAG HI 'th Model SXL lead-free bronze "Y" strainer nd air gap Materials B 591555'th black fusion epoxy coated ball valves a Housing Fieinlorced Ny on. FDA approved struts for theft protection Fasteners Stainless Stee 300 Series Elastomers Silicone (FDA.ipproved} Accessories Buna Nitrite (FDAApproved) El Repair kits internals Delrin, Nylon III Thermal expansion tank [MdI. XT) Springs Stainless Stee , 300 series III Soft seated check valve tlvldl. 4D)(L2} Ball Valves Low Lead Cast Bronze. ASTM S 584 III Shock arrester (Model 121-'.50)(L} Struts Stainless Steel, 300 Series III CJT-SET Quick Test Fitting Set III Blow out I Flush fitting {HK34-STSBOF (1f2" or 31'4"), HK1-3?5BUF or HK114-350-BTEBUF) Features Sizes: 112ll, 314ll,1II, 1-114,1-112.2I'l ll I'l' Maximum working water pressure 1T5 PSI Maximum working water temperature 1Bt'l“F Hydrostatic test pressure 350 PSI End connections Threaded FNPT ANSI B1.2D.1 MDDELS 3T5XL5E OPTIONAL LEAD-FFIEE STFIAINEH iruooet.SIL} G C ._|. Ir -J if1'?-I ||c Z I.5| h-I‘ -.-rs . U _ _ L‘ H. ‘II - _ ' " ii -IE: r i‘-1:’. T‘-51: rillr FE-_‘ 5! "-....-J ' .. _ 1 ii.-in-;::ll1|.'T': Ii“ ‘H w -2-gig I 1'~li l | F t-tEI1g_ii Ll ;-—m-—-El ‘@2,ii5';I- F A F A _ - H — H 1+1G).O;_‘lF_,‘____ k-Laikd"U]mI .1 ‘ll-1. _l'_.l..i I ‘—o I 1|-r _. I it 11'4" -2" 1 Dimensions 3. Weights (do not include pkg.) DIMEnslons{appmiirmats} welsl-n" MODEL ‘ " A ‘ ‘ " "‘ srsxt LESS LESS WITH 51:5 A BALL B G D E F G H J BALL BALL VALVES ‘VALVES 11'ALVES ln. mm In. mm In. mm In. l1!'ll"l'l In. 3 In. mm In. l'l'lF'l'l in. mm 5'. mm in. mm tn. l'l'll‘l1 lbs. Its lbs. ks '1F2 '20 y ans 225 Iva nfa T 1.Ei.r‘1E» 49 1 SIS C.-.'5'('_,."t '2 isne ?5 3WE QB 12‘=r'4 311 I '2'.-J ?Ei ‘it'll NB 2T6 121r’4 311 4.? 2.1 5.? 2.6 3-I4 20 B 1".-'5 225 ?'1r’Ei 151 iisrie 45' 1 EH5 L-.'-IIL.-"I [215-"15 rs ifswell QB 12 Er‘-Ei 3212 '11-J -=1CE! 11 2?9 12114 311 4.?’ 22.1 5.? 2.6 r 1 25 11 W15 284 B NB 225 2 1r‘4 5? 113K115 45 r 3?.-"15 S?. 4 102 145.-’1Ei] 3T"t'J 4 102 133-1'4 249 151i’4 38?‘ 5.2 3.?‘ 9.? 4.4 1-1-*'4I S2 14W5 S?-B 14 3.-“B SE:-1' 3SIB B5 3 HE SCI E san s5'53:14 146 2D U2 521 3BA-1 '95 15 451' 151r”2 4?|3 15.? 5.5 213.5 9-3 1-1-*2 y 4Cl 151,’-4 SET’ 14 BEE!- 36-T’ 33.15 BEE El H5 SCI 3224 S5‘5SI4 145 22 559 41i"2 114 15-E24 4T5 2lIl1»'4 514 15-3 ED 21.5 9.5 2 so is I- 405 14 3.-“B 36? 33.55 SS 3 1.-“S SD SBf-4 S5 5Si’-4 146 24 61111 can: tzorzo3.14 szr 2USE4 52? 19.4 B.-B 23.5 11].? 5- Zurn IndustrieB LLC I Willdns Flev. L 1?r-11" Commerce!Way, Paso Ftcbies. CAL.|.S.A. 93446 P11. B55-E53-QBTB, Fart BB5-235-ETBE Date: EH19 InCanada | Zurn Industries Limited DocumentNo. SF-3?‘5>tL PatentNo- S, 513.5~1lIi,?,?'B4,4BS.s r,scs,z5D 3544 Nashua Drive, MiSSiS5ElugEt, Ontario L411’ 1L2 Ph. 9115-4J[]5—S2?2, Fax91115-405-1292 Product No. Model S?5I>tIL \\I"IflI\II-II-ll"I'I-ifl-DI'I'I Page1 of 2 HD Fowler Company Submittal - TFWK375FT4 90850 FIUW Cha|"aCtE|'i$ti'C5 C RatedI-‘lav. [establishedbyappi'oi-uiagencies} MODEL 31"5XL11'2" - 1" (STANDARD BiMETRIC] Fi.ow antes {Its} [ll] 1.3 2.5 3.8 5.0 30 | srri" {2Dmm} |_ irz" 15mm} 1 (Emmi 20- CD I-ipa} {EsoU U}_ii.iflDJ SSUHELOSS ESSURELOSS PF-{E PR 1:: G or 2D 40 EU Ell FLOWRATES {GPI'tI] MODEL 3T5XI. '1-11'4" -2" IETANDARD 3: METRIC) at) 3.2 as FLOW RATES W5] as 12.6 tsa 1-1rz" {comm} 1-11'4" l[S2|"nn‘i} H 1?- {50mn'|} Ii‘.-J Z RELOSS ‘ ' PSii.G lrpa 4.iu_i.I5DI.I'l \-r U}_|i.I0D PRESSURELOSS is PRESSU 5 '3 5“ 1"“ Fi_owantes iePiiii 15“ 2"" 25° Typical Installation Relieftfalve Discharge Rates L_D.Ca| gfivern requirErnent5_ be {WOFSTCEISECOROIIIOH-If 1S1ICI"lECIlZOl'l'BIIETVEl|1i’E'I5IOOQEDWIOEOPBDI installed in accordance with the manufacturers’ instructions -1"" _ and the latest edition of the Uniform Plumbing Code. Unless : U2“ ' 1" HM" ' 2" otherwise specified, the assembly shall be mounted at a S minimum oi 12” IS‘.-05mm} and a maximum of Slit” (?Ei2mm) {U.S.PSc above adequate drains with sufficient side clearance for test- ing and maintenance. The installation shall be made so that no part of the unit can be submerged. a‘U1GIG I . _ zonePRESSURE D I 2 I] ED 1DI] 151] 200 251] FLOWRATEILLS.EFM] .____J__.-"' i.- ? I MODEL BTEXLSAG fr Ir~ _ {SHOWN} . -- __._, P .Il!l*'..."Ti" "" ..,. lit Gi /' .1. ..-:~’Ij-I- """"-II-llli-l.| 1 ' - ENCLOSURE = _ zt -I- -: = (1-11'4"-2"} a its 1:; -_§‘:~. I i (1.t2"-1”} 5 1:2 ‘I? I 1 OPTIONAL LEAD r-“asssrn.-unen . . I G -- ._ | F OPTIONAL MODEL514- AIHGAP 12"jg.-MIN- (‘I-11'4"- 2"}s" PIPE - waresMETER 3*““mi- nrzr- P112"PIPE _i-_____ _ __ / 12"MIN. Mdfik '_| I H.mk__ IDFIAIN LINEcan F ' 34"MAi<- ' ='|‘I ea any STANDARD _ -PI Q-I: ;"_§_ PIPINGMATERIAL) V L I g _':l:3 ‘-I§I.=. ,5. Z _.-._. 8:-,,‘_1\_/.J.._‘" I. ' 3 ,1 _ ii ' Pi_o-oi=ioHAir~i OIFIECTION OF FLOW at 5;) 1.-.i “rs FL-DDFI DFIAIN K" “LETSHUTOFF DIRECTION OF Pi.ow 1%) INDOOR INSTALLATION OUTDOOR INSTALLATION Specifications The Fleduced Pressure Principle Sackflcw Preventer shall be certified to NSFIANSI 61. ASSE® Listed 1013. rated to 1B0°F. and supplied with full port ball valves. The main body shall be Nylon and the seat disc elastcmers shall be silicone. If installed indoors, the installation shall be supplied with an airgap adapter. The Fieducecl Pressure Principle Eiackflow Preventer shall be a ZUFlN WILKINS Model STE)-(L. Zurn Industries,LLC | Willtlns 1'1’--I?’ Commerce Way, Paso Flcbies, CAU.S.A. 93446 Ph. 855-563-9816, Fax BB5-238-ETBE InCanada | Zurn Industries Limited S544 Nashua Drive. Mississauga. Ontario L41! 1L2 Ph. S05-405-B2?2, FaxSD5-405-1292 ww-w.zurn.com Page 2 of 2 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER HD Fowler Company Submittal - ELSTAND923 77460 PIPE SUPPORTS 1 PAGE Material Resources, Inc. STANDON ADJUSTABLE PIPE SUPPORTS Standon Model S92 Saddle Support Product Specification Sheet ALL MODELS TESTED TO OVER 10,000 POUNDS - COMPRESSIVE STRENGTH MATERIAL - Saddle strap: ASTM A36 Collar / base cups: ASTM A53 D.O.M. tubing Thread stud: ASTM A36, rolled thread, grade ASTM A307 Base plate: ASTM A36 sheet steel Optional Material - 100% 304L or 316L Stainless steel FABRICATION - All welds: 100% MIG welding, electrode E70XX Saddle: Formed to ductile iron pipe radius Optional neoprene liner available for IPS pipe FINISH- FINISH - All supports have corrosion resistant, electro-galvanized finish. Hot dip galvanizing available - specify at time of order OPTION- A neoprene liner is available to isolate pipe from saddle. DIMENSIONS - (Note: call manufacturer for 30" through 48" support info.) SUPPORT STRAP THRD BASE EXTENSION MINIMUM SIZE SIZE STUD PLATE PIPE REQ. DIST. TO FLOOR 2” .375" x 2" 1" x 6" 4" x 6" x .25" 2" Sch. 40 7" 2.5” .375" x 2" 1" x 6" 4" x 6" x .25" 2" Sch. 40 7" 3” .375" x 2" 1" x 6" 4" x 6" x .25" 2" Sch. 40 7" 4” .50" x 2" 1" x 6" 8" x 8" x .25" 2" Sch. 40 7" 6” .50" x 2" 1" x 6" 8" x 8" x .25" 2" Sch. 40 7" 8” .50" x 2" 1" x 6" 8" x 8" x .25" 2" Sch. 40 7" 10” .50" x 2" 1" x 6" 8" x 8" x .25" 2" Sch. 40 7" 12” .50" x 2" 1" x 6" 8" x 8" x .25" 2" Sch. 40 7" STANDON MODEL 14” .625" x 3" 1.5" x 6" 8" x 8" x .5" 3" Sch. 40 9.5" S92 16” .625" x 3" 1.5" x 6" 8" x 8" x .5" 3" Sch. 40 9.5" 18” .75" x 4" 2" x 6" 8" x 8" x .5" 4" Sch. 40 10" 20” .75" x 4" 2" x 6" 8" x 8" x .5" 4" Sch. 40 10" 24” .75" x 4" 2" x 6" 8" x 8" x .5" 4" Sch. 40 10" INSTALLATION - To insure proper Support performance and stability; After final height adjustment is attained, apply tack welds to both support cups and extension pipe. Use E70XX electrode for welds. The base plate should be anchored to the floor with removable anchor bolts. If re-adjustment is required at a later date, remove anchor bolts and rotate entire lower unit using collar nut. Re-anchor base plate. For product availability and ordering information on these MATERIAL RESOURCES, INC. and other products offered by Material Resources Inc please call: 2800 Taylor Way Bldg. 2 C (503) 533-5256(503) 533-5256 or (503) 533-5256 (877)693-0727 FAX (503) 533-5501 PO Box 247 WWW.STANDON.NET Forest Grove, OR 97116 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER BRASS/GALVANIZED FITTINGS 2 PAGES Certificate of Compliance • Specification & Compliance Guide Effective July 23, 2015 Brass Threaded Fittings Copper Fittings ASTM B62-93-93 (C83600) 85-5-5-5 Threaded Ends ANSI/ASME B1.20.1 ANSI/ASME B1.20.1 Solder Ends ASTM B88 ANSI/ASME B16.5 ASTM A306 ANSI B16.18, B16.3 Class 125 NSF-61 (Alloy C12200) ISO 9001:2000 UL/FM Listed & Approved – EX15226 Forged Steel Fittings Fed Spec. WW-P460C MSS-SP-106 ASME A105, ASTM 182 (F301, F304L, F316, F316L, ASTM B584-93B F304H, F316H, F317L, F321, F11, F22, F91) Unions WW-U-516B ASME B16.11 NSF-61 Approved ASME B1.230.1 ASTM B 584 (Lead Free) MSS-SP-79/83/95/97 Normalized ISO 9001:2000 Brass Threaded Flanges 2000 lb., 3000 lb., and 6000 lb. ASTM B62 Threaded and Socket Weld ASME B16.24 ASME B1.20.1, Class 150 Brass Threaded Nipples ISO 9001:2000 ASTM B43 ANSI B1.20.1, WW-N-351 Malleable Iron Fittings ANSI/ASTM B687-96 ASTM A197, ASTM A153 NSF-61 Approved ASME 16.3, ASME B16.34 ASME B1.20.1, ASME B16.39 Merchant Steel Couplings Coating ASTM A164 LS or ASTM A865, ANSI/ASME B1.20.1 ASTM A165 NS S1255 ASME/ANSI B16.4 All fittings pressure tested to 300# Class ISO 9001:2000 UL/FM Listed & Approved – EX15174 API Line API 5L Union WW-U-5116-B, EX9172 FED Spec WW-P-404 Others GS143, JIS H-0401 XH AAR, Recessed and BS 21 DIN 2999 Non-recessed ISO 9001:2000 Galvanized Fittings meet NSF-61 Steel Welded Nipples Sch. 40 & 80 Cast Iron Flanges Galvanized Nipples - NSF Approved ASTM A126 ASTM A733, ASTM A53 ASTM A48, ASME 16.1 ASME B1.20.1 ASME B1.20.1 ISO 9001:2000 ISO 9001:2000 ISO 14001:1996 Cast Iron Fittings Seamless Sch. 80 Nipples ASTM A126 ASTM A 106 ASME B16.4 Class 125 ASTM A733 ASME B1.20.1 ASME B1.20.1 ISO 9001:2000 WATER HD Fowler Company Submittal - EPSDR97100 73790 POLY PIPE 2 PAGES SUBMITTAL SHEET SDR-9 CTS 250psi HD PE4710 ASTM D-2737 NSF CERTIFIED Products Product Number Diameter Weight1 4CTS-075-###2 3/4" 10.3 4CTS-100-###2 1" 16.9 4CTS-125-###2 1-1/4" 25.0 4CTS-150-###2 1-1/2" 34.8 4CTS-200-###2 2" 59.4 1 Weights are per 100' of pipe. 2 Replace ### with the length of pipe. i.e. 4CTS-075-300 for a 3/4" x 300' coil. Specifications Diameter O.D. Calc I.D. Min. Wall 3/4" 0.875" ±0.004" ~0.681" 0.097" ±0.010" 1" 1.125" ±0.005" ~0.875" 0.125" ±0.012" 1-1/4" 1.375" ±0.005" ~1.069" 0.153" ±0.015" 1-1/2" 1.625" ±0.006" ~1.263" 0.181" ±0.018" 2" 2.125" ±0.006" ~1.653" 0.236" ±0.024" Standards & Certifications NSF/ANSI Standard #14, NSF/ANSI Standard #61 ANSI/AWWA C901 specifications for polyethylene (PE) pressure pipe, tubing, and fittings (1/2" to 3" for water) ASTM D-1248 specification for polyethylene (PE) plastics molding and extrusion materials ASTM D-3350 specification for polyethylene (PE) plastics pipe and fittings material ASTM D-2737 specification for polyethylene (PE) plastic tubing Interstate Plastic, Inc. HDPE pressure pipe and tubing are in compliance with the Trade Agreement Act (19 USC 2501) and are proudly made in the USA in beautiful Post Falls, ID Interstate Plastic, Inc. 3375 E Seltice Way PO Box 398 Post Falls, ID 83877 P: (208) 773-4538 (800) 776-7537 F: (208) 773-9400 (888) 206-3012 2014-MAY-15 -- INTERSTATE PLASTIC, INC. Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER HD Fowler Company Submittal - BCFN173018BWM 67710 METER BOX / LID 4 PAGES Municipal Water Heavywall 1730BCF 12” BODY: Material: HDPE 3 4 in 1 2 in Model: 17” x 30” 17 20 in Weight: 25 lbs 303 4 Wall Type: Straight in 31 2 Mouseholes: 0-4 3 Performance: ANSI/SCTE-77 Tier 8, WUC 3.6, ASTM C857 A-8, Exceeds 20,000 lb minimum load failure 12” in 2 in 25 1 9 in 2 6 in 1 18” BODY: Material: HDPE Model: 17” x 30” Weight: 33 lbs DIMENSIONS AT BOTTOM OF BOX ARE THE SAME FOR 12" AND 18" DEPTHS Wall Type: Straight Mouseholes: 0-4 3 4 in 1 2 in Performance: ANSI/SCTE-77 Tier 8, WUC 3.6, 17 20 ASTM C857 A-8, Exceeds 20,000 lb in 303 4 minimum load failure in 331 2 18” in 2 in 25 1 9 in 2 Medium Duty: 6 in Non-deliberate Traffic 1 For use in non-vehicular traffic situations only. D*Cover comes standard with permanent markings for manufacturer, load rating, model size and manufacturing location.IMENSIONS AT BOTTOM OF BOX ARE THE SAME FOR 12" AND 18" DEPTHS Actual load rating is determined by the box and cover combination. Contact your Oldcastle Enclosure Solutions Distribution Center for specific information and additional options. Weights and dimensions may vary slightly oldcastleprecast.com/enclosuresolutions 800-735-5566 Revision 5/2013 ©2013 Oldcastle, Inc. HD Fowler Company Submittal - BCFN132412BWOM 67710 Municipal Water 1324 Heavywall 1324BCF in 14 in in 12” BODY: 1 2 1 2 6 23 1 in Material: HDPE 26 Model: 13” x 24” Weight: 17 lbs Wall Type: Straight Mouseholes: 0-4 Performance: ANSI/SCTE-77 Tier 8, WUC 3.6, ASTM C857 A-8, Exceeds 20,000 lb minimum load failure 12” in 81 4 in 173 4 in in 213 4 121 4 18” BODY: 1324 Material: HDPE Model: 13” x 24” Weight: 23 lbs DIMENSIONS AT BOTTOM OF BOX AREi nTHE SAME FOR 12" AN1D4 in18" DEPTHinS Wall Type: Straight 1 2 1 2 6 23 1 Mouseholes: 0-4 6 in Performance: ANSI/SCTE-77 Tier 8, WUC 3.6, 2 ASTM C857 A-8, Exceeds 20,000 lb minimum load failure 18” in 81 4 in 173 4 in Medium Duty: in 213 4 121 4 Non-deliberate Traffic For use in non-vehicular traffic situations only. *Cover comes standard with permanent markings for manufacturer, load rating, model size and manufacturing location. Actual load rating is determined by the DIMENSIONS AT BOTTOM OF BOX ARE THE SAME FOR 12" AND 18" DEPTHS box and cover combination. Contact your Oldcastle Enclosure Solutions Distribution Center for specific information and additional options. Weights and dimensions may vary slightly oldcastleprecast.com/enclosuresolutions 800-735-5566 Revision 5/2013 ©2013 Oldcastle, Inc. LC 1324T- D REV:- 0 Pg 1 of 1 Cad Ref: E:\2013\LC 1324T- D_01.11.2013\LC 1324T- D(s).Dwg Y HEATCODE INDIA P# X X P# HEATCODE WATER INDIA METER SIGMA SEC.VIEW (FRAME) SIGMA CORPORATION. DUCTILE IRON 64-45-12 LC 1324T-D B B BOTTOM VIEW Y PLAN VIEW P# HEATCODE WATER INDIA METER DETAILS OF CHECKERS ENLARGE SEC. VIEW (B-B) SEC.VIEW A BOTTOM VIEW READER LID TOP VIEW (LC 13241 2-D) SEC.VIEW READER LID NOTE:- SEC.VIEW (X-X) DETAILS OF "A" 1. All Dimensions are in Inches Metric units are in parenthesis.. 2. Material:Ductile Iron As Per ASTM A536 Grade 65-45-12 2. Meet H20 Loading Standards. PICK HANDLE 3. Refer Sigma QIP Doc.No : QA/QIP/MCC for manufacturing and inspection procedure. STEEL ROD 4. Casting tolerances should be +/-0.0625" (1.58mm). 5. Weight : 34.5 LBS. R Rev Date Revision Record Prepared by Approved by All Radii & Fillets to be 0.12" (3mm) unless otherwise specified O P F A T D T SIGMA E E Product Group :- S R MCC A DATE:- 02.21.2013 N CREAM RIDGE, NEW JERSEY E Coating :- DATE : DRAWN BY : L PAINTED P E R Type :- 01.11.2013 KS4/K.MANNA R S O Product details & CAST MARKS R O DRAWING FOR: CHECKED BY : A D G E U Product Description- N E R C 13"x24"x1 3/4" DI RECTANGULAR WITH PICK HANDLE & SUBMITTAL MSK/S.KARMAKAR I N I VA A T READER LID 8 7/8" x 6 1/2" MARKED WATER METER W S SCALE: SHEET NO: APPROVED BY : I A O Drawing Number :- Rev :- BY RECEIVING THIS DRAWING THE RECEPIENT AGREES THAT THIS DRAWINGS AND ITS CONTENTS REMAIN THE SOLE PROPERTY OF THIS DRAWING IS RECEIVED IN CONFIDENCE AND WILL NOT BE REPRODUCED TO SIGMA'S DETRIMENT. THIS DRAWING IS LOANED SUBJECT TO RETURN ON DEMAND. R D N LC 1324T- D NTS 1 OF 1 SR1 0 HD Fowler Company Submittal - BCF1730SLAD 69675 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER HD Fowler Company Submittal - SFD2S 77700 SDR35 FITTINGS 6 PAGES P.O. Box 3300, Term."A" 4507 LeSaint Court London, Ont. Canada Fairfield, Ohio USA N6A 4K3 45014 (519) 681-2140 (513) 942-9910 1-800-265-1815 1-800-523-3539 Fax (519) 681-2156 Fax (513) 942-9914 MULTI FITTINGS Engineered Tough SDR35 SOLVENT WELD SEWER FITTINGS LETTER OF COMPLIANCE Scope: This letter of compliance covers Multi Fittings requirements for 3” through 15” (75 mm – 375 mm) PVC Trench Tough SDR35 Solvent Weld Sewer Fittings. These products meet or exceed performance standards set by the American Society of Testing and Materials (ASTM), CSA International (CSA) and the International Association of Plumbing and Mechanical Officials (IAPMO). Trench Tough SDR35 Solvent Weld Sewer Fittings are compatible with pipe manufactured to ASTM D 3034, CSA B182.1 and CSA B182.2 and is suitable for the non-pressure drainage of sewage and surface water. Material: Rigid PVC Poly(Vinyl Chloride) used in the manufacturing of Trench Tough SDR35 Solvent Weld Sewer Fittings complies with ASTM D 1784, Standard Specification for Rigid Poly(Vinyl Chloride) (PVC) Compounds and Chlorinated Poly(Vinyl Chloride) (CPVC) Compounds, having a cell classification 12454 or 13343. Molded Fittings: Molded Trench Tough SDR35 Solvent Weld Sewer Fittings conform to the following standards: ASTM D 2729 “Standard Specification for Poly(vinyl Chloride) (PVC) Sewer Pipe and Fittings” ASTM D 3034 “Standard Specification for Type PSM Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings” CSA B182.1 “Plastic Drain and Sewer Pipe and Pipe Fittings” CSA B182.2 “PVC Sewer Pipe and Fittings (PSM Type)” IAPMO “Uniform Plumbing Code” Fabricated Fittings: Fabricated Trench Tough SDR35 Solvent Weld Sewer Fittings are made from segments of pipe conforming to the following standards: ASTM D 3034 “Standard Specification for Type PSM Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings” ASTM F 679 “Standard Specification for Poly(Vinyl Chloride) (PVC) Large-Diameter Plastic Gravity Sewer Pipe and Fittings” HD Fowler Company Submittal - SFD2S 77700 Page 2/... Trench Tough SDR35 Solvent Weld Sewer Fittings CSA B182.2 “PVC Sewer Pipe and Fittings (PSM Type)” Note: Molded components meeting the requirements listed above may also be used as part of the fabricated fitting. Markings: Trench Tough SDR35 Solvent Weld Sewer Fittings are marked a prescribed in the above applicable standards to indicate size of the fittings, material designation, compliance to standard, and manufacturer’s name or trademark. Yours truly, Frank Yorio Senior Vice President, Operations Issue Date: 2012-10-11 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) HD Fowler Company Submittal - SFD2G 80750 HD Fowler Company Submittal - SFD2G 80750 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) HD Fowler Company Submittal - SFY222GGG 71800 GPK FITTING SUBMITTAL SHEET Intro: GPK manufactures PVC sewer fittings in accordance with either ASTM D 3034, F 1336 or F 679 to be used in gravity flow or low pressure applications. Injection molded fittings are produced in sizes 4” (100mm) through 12” (300mm) diameter. Fabricated fittings are produced in sizes 4” (100mm) through 36” (973mm) diameter. Material: Fabricated fittings are manufactured from PVC pipe and molded components meeting the requirements of either ASTM D 3034, F 1336 or F 679 for workmanship, extrusion quality, stiffness, impact resistance, dimensions and structural performance. Extruded pipe components are made from PVC material with a minimum cell classification of 12454, 13343 or 12364 as defined in ASTM D1784. Injection molded fittings are made from PVC material with a minimum cell classification of 12454 or 13343 as defined in ASTM D 1784. Extrusion Quality: Extruded components are tested in accordance with and meet the requirements of ASTM D 2152 for properly fused PVC. Impact Resistance: Extruded Components are tested in accordance with ASTM D 2444 using a 20 lb (9.07kg). Tup A and a Flat Plate Holder B. The strength shall equal or exceed the values shown below: 4” – 5” 150 Ft-Lbs 6” – 8” 210 Ft-Lbs 10” – 36” 220 Ft-Lbs (100mm – 125mm 203 J) (150mm – 200mm 284 J) (250mm – 973mm 299 J) Impact Resistance: Injection molded fittings are tested in accordance with ASTM D 2444 using a 20 lb (9.07kg). Tup A and a Flat Plate Holder B. The strength shall equal or exceed the values shown below: 4” 50 Ft-Lbs 6” – 8” 75 Ft-Lbs 10” – 12” 90 Ft-Lbs (100mm 68 J) (150mm – 200mm 102 J) (250mm – 300mm 122 J) Pipe Stiffness: Extruded Components are tested in accordance with ASTM D 2412. The stiffness equals or exceeds the requirements of ASTM D 3034 and F 679. Pipe Flattening: Extruded components are flattened as described in ASTM D 3034 and F 679 until the distance between the plates is 40% of the outside diameter of the pipe. There shall be no splitting, cracking or breaking. Pressure/Pressure Deflection: Gasketed joints are tested in accordance with ASTM D 3212. Pressure: 10 minutes @ 10.8 psi (74.5 kPa) + 10 minutes deflected @ 10.8 psi (74.5 kPa). Vacuum: 10 minutes @ 22 in. Hg (74 kPa) + 10 minutes deflected @ 22 in. Hg (74kPa). Branch Bending: The chemically fused areas around the fabricated branches of tee, wye and tee-wye fittings are tested to ASTM F 1336 to verify their strength and integrity. Pipe Stop Support: Tee and tee-wye fittings are tested to requirements of ASTM F 1336 for pipe stop load support. No cracking or splitting shall occur and pipe spigot shall not protrude into waterway of the fitting. Joining Methods: Chemically Fused Solvent Weld Joints Solvent cement is handled and tested in accordance with ASTM D 2564 and D 2855. The Lap Shear Strength shall equal or exceed 900 psi (6205 kPa) @ 72 hours. Heat Fusion Welded Joints (Butt Fusion Welds) Elastomeric Seals (Gaskets) Must meet all requirements of ASTM F 477 and D 3212. Saddles: Injection Molded saddle tees and saddle wyes shall have skirts with a minimum of 80 square inches (516 square cm) surface area which can be bonded to pipe. Fabricated saddle tees and saddle wyes shall have skirts with a minimum of 160 square inches (1032 square cm) surface area which can be bonded to pipe. The worm drive saddle straps used to fasten the saddles are manufactured with corrosion resistant 300 series AISI stainless steel. GPK does not recommend gasket skirts where air tests are required. Epoxy Reinforced Welds. 2 811 HD Fowler Company Submittal - SFY222GGG 71800 SDR35 D 3034 / PS46 F 679 FITTING SPECIFICATIONS 1.0 GPK PVC Sewer Fittings shall be manufactured in accordance with either ASTM D 3034, F1336 or F 679. The PVC material shall have a minimum cell classification of 12454, 13343 or 12364 as defined in ASTM D 1784. 2.0 The purpose of GPK in-line fittings is to convey municipal sanitary and industrial wastes, storm water runoff and many other related applications. They are designed to be used in gravity flow and low pressure applications not to exceed 10.8 psi. (74.5 kPa). 3.0 Injection Molded Fittings are produced in sizes 4” (100mm) through 12” (300mm) diameter. Fabricated Fittings are produced in sizes 4” (100mm) through 36” (973mm) diameter. A fabricated fitting is considered any fitting made from pipe or a combination of pipe and molded components. 4.0 Chemical Resistance GPK fittings resist attack from certain alcohols, alkalies, salt solutions, acids and other types of chemicals. Refer to chemical resistant chart for suitability. 5.0 Marking. GPK fittings shall be marked with applicable size, “PVC”, company name or logo, PSM and the ASTM specification number (D 3034, F 1336 or F679). The fittings and/or packaging shall include the manufacturer’s date and shIft code. 6.0 Testing. A test after installation of either low pressure air (Uni-B-6) or a water infiltration-exfiltration test is recommended. 7.0 Deflection Test. The maximum allowable pipe fitting deflection should be 7 ½% of base ID as shown in table X1.1 of D 3034, and X2.1 of F 679. 8.0 Backfilling and Tamping. Backfilling should follow closely after assembly of pipe and fittings. 8.1 Backfilling. with proper material is important to achieve desired density in haunching area which enables pipe, fitting and soil to work together to meet designed load requirements. This eliminates excess deflection and shear breaks due to heavy loads. Approved material shall be used properly, compacted continuously above and around the pipe and fittings as well as between fitting and trench wall. A cushion of approved material up to a minimum of 12” (305mm) over the fittings and between the trench walls shall be applied in accordance with the engineers’ specifications. 8.2 Tamping. This shall be done by hand tamping of the embedment material between the trench wall of the service line fitting and riser connection. Tamping can also be done by mechanical tampers or by using water to consolidate the embedment material. Extreme unstable ground conditions may require wider trenches to enable you to compact a larger area around the pipe and fittings to the density consistent of the original ground surface conditions. 9.0 Service Lines. Normally, service lines from the property line to the collection sewer should be a minimum depth of 3 feet (1 meter) at the property line and should be laid in straight alignment and uniform slope of not less than ¼” per foot (20.8mm/meter) for 4” (100mm) nominal pipe and 1/8” (10.4mm/meter) per foot for 6” (150mm) pipe. Where collection sewers are deeper than 7 feet (2 meters) a vertical standpipe or stack is permitted but not recommended, consult the project engineer for proper installation details. Deep sewer chimney and risers necessitate extreme care during backfilling. Where surface loading is anticipated the final backfill must be compacted to a density compatible with those surface loads to be encountered. 9.1 Backfilling around pipe service laterals on slope. Extra attention should be given on slopes to prevent the newly backfilled trench from becoming a “French Drain”. Before backfilling completely there is a tendency for ground and surface water to follow the direction of the looser soil. This flow may wash out soil from under or around pipe and branch line fittings, reducing or eliminating the support needed. To avoid this problem the backfilling should be of greater compaction. Tamping should be done in 4” (100mm) layers and continued in this manner all the way up to the ground or surface line of the trench. Concrete collars or other concrete poured around the fitting to stabilize unwanted movement is recommended to prevent water from undercutting the underside of the pipe and fittings. Summary: Due to various ground conditions and different situations, installation techniques vary widely. We warranty our products to be free of manufacturer’s defects. We will not replace the products that are installed or used incorrectly. The design of the systems that our product is used in is a factor that cannot be overlooked. 811 1 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER SDR35 PIPE 1 PAGE WATER BALL DRIP VALVE 1 PAGE WATER HD Fowler Company Submittal - RO2B14387C 82790 SADDLE / STRAPS 3 PAGES April 4, 2016 ROMAC INDUSTRIES, INC. . @ 1;;33;?;;‘j,§‘;i?;‘;,,, Double Strap Servlce Saddles Certifiedto Certifiedto NSF/ANSI6i—G NSF/ANSI6i—G _'- Style 2o2u stge 202NU Style 202s Style 202NS Painted Saddle Nylon _ oated Saddle Painted Saddle Nylon Coated Saddle With U-|30|’IS With U-|30|’I$ with Stainless Steel Straps with Stainless Steel Straps 1/2" l.P, 3/4" & 1" l.P. or C.C. TAP 1 1/4" — 1 1/2" — 2" l.P. or C.C. TAP (2 1/2" IP ONLY) NOMINAL O'D' APPROX. PIPE SIZE R'j\',§('§E 2o2u 2o2|\|u 31$ 202s 202NS 31$ 2o2u 2o2|\|u 31$ 202s 202NS 81$ WEifi)l:l;ea. 2.38 2.50‘ 1Lo 3.5# 3.502 5.0# 3.45 4.05Z3 5.0# 4.00 - 4.50 7.5 # 4.50 - 4.80 7.5 # 4.50 - 5.403 7.5# 6.00 - 6.63 9.0 # 6.63 - 6.90 9.0 # 6.63 7.603 9 0# 8.00 - 8.63 ‘0.0# 8.63 - 9.05 0.0# 8.63 9.803 ‘0.0# 1 0" ‘0.0' -‘1.10 ‘1.5# *1.1-:- ‘2.123 ‘1.5# ‘2.0' - ‘3.20 "2.5# ‘3.2' - ‘4.38 3 oo-|>-|>-is-is-|>-|>ovovovo~|o1o-loooog; oo-|>-|>-is-|>-|>-|>owc»ovo~|o1o1ooooE§ ‘2.5# ‘5.3' - ‘6.80 ‘5.3# 1 6" ‘7.4' - ‘8.90 ‘6.0# 1 8" ‘9.5' -21.10 ‘8.0# 20" 21.11 - 22.70 20.0# 22" 22.71 - 24.30 POA POA 21.0# 24" 24.31 - 25.90 23.0 # 26" 25.71 - 27.30 24.0 # 28" 27.31 - 28.90 24.5 # 30" 28.9' - 30.50 25.0 # 30.51 - 32.10 OOOOOOOOOJOJOOOOOO-l>-l>-l>O3CD-l>-l>-l>O‘lCJ‘lO‘lO3CDCDO0O0 cooooooooooaoooooo-|>-|>-|>owov-|>-|>-|>o~|o1o~|ovowovoooo3 26.0 # Prices and weights shown are per saddle. Manufacturer Recommendations: For PVC applications select the saddle with the top of range number that is closest 1 202 - 2.50 can accommodate up to 1 1/2" l.P. to the diameter of the pipe. and 1 1/4" C.C. Service saddles with U-Bolts are not recommended for use on PVC pipe. 2 202 for 3" nominal size can accommodate up to 2" l.P. and 1 1/2" C.C. For Copper pipe, Romac recommends single strap saddles which should be pre- formed at the factory, or see pg. 4-6 for 304/306 stainless steel saddles. 3 Not recommended for iron pipe size To Order: Add tap size to the upper range of the saddle. PVC or ductile iron size PVC (C-900). When ordering for PVC pipe, _ UPPER TAP TYPE Specify O.D. (D.l. or IPS) STYLE RANGE SIZE THREAD Example: Painted Saddle with U-Bolt: 1202 — 7.60 x 3/4" lPi Stainless Steel Strap—add letter "S": i202S — 7.60 x3/4" lPi Nylon Saddle—add designation "NU": 202NU — 7.60 x 3/4" lPi Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) HD Fowler Company Submittal - ROUBS1438 82790 ROMAC INDUSTRIES, INC. STYLE 101NS & 202NS SERVICE SADDLE SUBMITTAL INFORMATION MATERIALS Casting The saddle body is cast from ductile (nodular) iron, meeting or exceeding ASTM A 536, Grade 65-45-12. Gasket Gasket is made from Nitrile Butadiene Rubber (NBR) compounded for water and sewer service and a tolerance of petroleum products in accordance with ASTM D 2000 MBC 610 and NSF 61 Certified. Other compounds available for special applications. Straps Type 304 (18-8) heavy gauge Stainless Steel per ASTM A 240. Straps are two inches wide to spread out clamping forces on the pipe. GMAW and GTAW welds. Passivated for corrosion resistance. Bolts, Nuts For sizes 1-1/2" through 3", 1/2" UNC roll thread Type 304 (18-8) Stainless Steel bolts with heavy hex nuts. 4" and above use 5/8" UNC roll thread Type 304 (18-8) Stainless Steel bolts with heavy hex nuts. Rod for bolts are per ASTM A 240 and nuts are per ASTM A 194. All welds fully passivated for enhanced corrosion resistance. Nuts coated to prevent galling. Washers Flat, type 304 (18-8) heavy gauge Stainless Steel. Coating Casting is coated with fusion bonded black nylon, 10-12 mils thick, with a dielectric strength of 1,000 v/mil and NSF 61 Certified. PRESSURE RATING Ductile iron, cast iron and steel pipe: rating of pipe up to 350 psi maximum, on pipe sizes up through 24 inch, larger than 24 inch up to 30 inch pressure rating is 150 psi. PVC, asbestos cement and other pipe: up to the maximum rating of the pipe. For other applications please consult your representative. AWWA STANDARDS These service saddles meet the requirements of ANSI/AWWA C800, Underground Service Line Valves and Fittings. SIZES AND RANGES See Catalog. This information is based on the best data available at the date printed above, please check with Romac Engineering Department for any updates or changes. HD Fowler Company Submittal - ROUBS1438 82790 ROMAC INDUSTRIES, INC. STYLE 101S & 202S SERVICE SADDLE SUBMITTAL INFORMATION MATERIALS Casting The saddle body is cast from ductile (nodular) iron, meeting or exceeding ASTM A 536, Grade 65-45-12. Gasket Gasket is made from Nitrile Butadiene Rubber (NBR) compounded for water and sewer service and a tolerance of petroleum products in accordance with ASTM D 2000 MBC 610 and NSF 61 Certified. Other compounds available for special applications. Straps Type 304 (18-8) heavy gauge Stainless Steel per ASTM A 240. Straps are two inches wide to spread out clamping forces on the pipe. GMAW and GTAW welds. Passivated for corrosion resistance. Bolts, Nuts For sizes 1-1/2" through 3", 1/2" UNC roll thread Type 304 (18-8) Stainless Steel bolts with heavy hex nuts. 4" and above use 5/8" UNC roll thread Type 304 (18-8) Stainless Steel bolts with heavy hex nuts. Rod for bolts are per ASTM A 240 and nuts are per ASTM A 194. All welds fully passivated for enhanced corrosion resistance. Nuts coated to prevent galling. Washers Flat, type 304 (18-8) heavy gauge Stainless Steel. Coatings Shop coat applied to cast parts for corrosion protection in transit. PRESSURE RATING Ductile iron, cast iron and steel pipe: rating of pipe up to 350 psi maximum, on pipe sizes up through 24 inch, larger than 24 inch up to 30 inch pressure rating is 150 psi. PVC, asbestos cement and other pipe: up to the maximum rating of the pipe. For other applications please consult your representative. AWWA STANDARDS These service saddles meet the requirements of ANSI/AWWA C800, Underground Service Line Valves and Fittings. SIZES AND RANGES See catalog, sizes up through 32.10. This information is based on the best data available at the date printed above, please check with Romac Engineering Department for any updates or changes. Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER HD Fowler Company Submittal - FOFB10007QNL 70790 BRASS SERVICE MATERIAL 7 PAGES J.-1-._________-tk suBMITTA1. IN F0RMATI0N .- - _.r .;.-"I '15:‘-:1-. "5‘I.-FA‘— Ballcorp Corporation Stops - (FB1000-xx-Q-NL style) -"":::;-{:7-':_ |AWWAfCC TAPER THREAD INLET BY QUICK JOINT FOR COPPER CIR PLASTIC TUBING (CTS) OUTLET l EPDM 0-ring Molded EPDM rubberseatwith Solid onepiecetee-head and stem reinforcing ring Supports the ban _ _ Molded NBR {Edna-N) Dual EPDM O-rings ll‘!thestem _ isspring- tip- gasketprovi-des hydraulicseal rwvvverccThreads ':. "~— __ __d/_,_/-QuickJoint Nut ifStainlessStool GripperFting T .‘”i_r.’F av‘? Inlet | I Outlet I | 1 .. .1’ I .,_.,,._,.,_i_v J it? = ‘ll \ E "'"-Body OutletThreads Externfli Nut Length I Fluorocarbon-coated brass ball Duetodesignvariations related to sizing, itemsmaydifferfrom imagesabove. VA|_vE INLET Du"r|_ET VALVE BoovDUTLET APPRDI. PART if SUBMITTED S|zE Size Size LENGTH THREADS WT. Las NUMBER lTEM{s) 3:’-4“ 31'4" so" _ 4-‘iEH64" 3i'4" Flare Copper ‘I.6 FB‘iOClD—3-D-NL 1" 1ll 1" _ E 4—31l'64" _ i" Flare Copper 2.6 _ FBTCICiD—4—Q-NL 1" 1ll 1-114" 4-5i'1Ei" 1-11'4" SpecialThread 3.4 FB1UDEI-45-C1-NL 1-1:4" 1-1i-4" 1-1i4" ' 5-21F32" 1-11'4"SpecialThread 4.3 FB1UIOD-5-Ci-NL 1-1i2" 1-1.12" 1-1.12" 5-45l'64" 1-1!?" SpecialThread 5.4 FB‘iGDU-6-Q-NL 2" 2" 2" ?—'1f1Ei" 2"SpecialThread 8.2 FB1UUU—?—Q-NL Note: Fordrecommends using insertstiffenerswithplasticpipeortubing. FEATURES - All brass that comes in contact with potable water conforms to AWWA Standard C800 (ASTM B584, UNS C89833) 1 The product has the letters “l\|L" cast into the main body for lead-free identification - Certified to NSFIANSI Standard 61 and NSF/ANSI Standard 372 where applicable - Brass components that do not come in contact with potable water conform to AWWA Standard C800 (ASTM B62 and ASTM B584, UNS (383600, 85-5-5-5) - Ends are integral or secured with adhesive to prevent unintentional dis.-assembly 1 300 PSI working pressure The Ford lvteter Box Company considersthe information in this submittal form to be correctat the timeofpublication. Item and option availability including specifications, are subjecttochangewithout notice. Pleaseverifythatyourproductinformation iscurrent. Ourstandard warrantyapplies. The Ford Meter Box Company, Inc. 5-‘b'“‘_t_ted.BY‘ F-'".tIJ. Eloi-1: 443, Wabash, Indiana U.S.A. 4sss2-0443 Phone: zsb-ass-s1r1 i Fax: BOD-B26-348? Overseas Fair: 260-563-U167 www.fordmeterboic.com 95113129 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) HD Fowler Company Submittal - FOC8477QNL 70790 SUBMITTAL INFORMATION Quick Joint Coupling - (C84-xx-Q-NL style) I MALE IRON PIPE THREAD BY QUICK JOINT FOR COPPER CIR PLASTIC TUBING (CTSI lvlaie iron Pipe Threads External Nut Stop lvlolded Spring Tip Stain ess Steel Gripper Quick Joint Nut Gasket Provides Hydraulic Seal ~w."-nu ~. v‘-.- as '" 1' v ' . ' ' ,' .x.I"'.,_".,_H“~._"-‘\I~.\\.:“*\__‘_.\“w..-~t-R "~ wt ax‘Kai 1'._ H"\-x“\~_ "" _‘ '5‘ _.'I - I x \ _ I-."'..:.'.=. I _ 1'". I _"'--H f i; a;?“;-. 4" I iron Pipe Size Quick Joint Size l _-/.___. _’___ ',_'__-____ _’__ .-' __"' ".»'_|,-"":"' _.- " I ! _.- .-“ifP‘ -, - .-' ~";,;/"»"/?',*H-{vi-*_. .. - ...- _- _ ._ I as .v):'_,I",r {P -;II_'.-"":_"'.-"r.- _"'.-"r." -‘..-"'!_.' _' ___"'__ .-' I '\- II __ ,.»x.»__.- F -I--_:-I".-_'!i-'_:_'/,.-I’.-I,»-'___’__, .- E__ _.___ ...r..-t~H._ _‘ I‘ck»__\___», , -x. - . "'-_- .'- ._ '-."“" -I “ "-'-._"""~\.\:\-I xi?‘- E ~41‘-.‘ kxukx-..2\-{R '\-. K ;_‘-. -. * Length 4| Dasca PTIDH i LENGTH Ai=i=-Rex. PART J SUBMITTED MALE IRON PIPE t1.J. FDR CTS WT. Las L NUMBER I-rsivi(s) 1J2“ 112" IIPII-I 2" 5 | CB4-‘i1-Q-N r 3i‘4“ 1i'2" P1. 2-N32" .5 I CB4-31-Q-NE .l'I 2-1i4" to CB4-32-Q-N 31’-4“ 5i'El" S- 3f4" 3i'4" 2-‘IF4" on C84-33-C1-N 3!-4-“ ‘I" .l'I.1. 2-3i8" '--i CB4-34-Q-N 1|- ‘I" 314" 2-19f32" '-vi C84-43-E1-N 1" ‘|" 2-EH16" . I. C84-44-Q-N B I .i-. I _i.-L 1-1:2" 2-ens" 1.5 CB4-46-Q-NJ- l il- I -.11» —l"-I—i. -E ‘l-1f4" . 2-5."El" 1.4 C84-55Q-NS- _ allL_"'l—i.I‘-E __ ‘l-112" P! I"oz-- fli cs4-as-o-iv_@ _ I"-1'_1 __ _2" , 3-1i4“ 2.3 , C.34.'.77'.":I.'.I'.*I A-I- Note: Ford recommends insert stffeners when using plastic pipe ortubing FEATURES - All brass that comes in contact with potable water conforms to AWWA Standard C800 (ASTM ass-4, urvs csssssi - The product has the letters “NL” cast into the main body for lead-free identification - Certified to NSF/ANSI Standard 61 and NSFIANSI Standard 372 where applicable - Brass components that do not come in contact with potable water conform to AWWA Standard C800 (ASTM B62 and ASTM B584, UNS C836D0, 85-5-5-5) - Body design provides octagonal wrench flats for proper installation The Ford Meter Box Company considers the information in this submittal form to be correct at the time of publication item and option availability including specifications. are subiect to change without notice. Please verify that your product information is current The Ford Meter Box Company, Inc. submitted B?‘ PD. So): 443, Wabash, Indiana USA. 46992-0443 Phone: 260-563-31?1 ii Fa:-:1 SDI]-B26-348? Overseas Fa:-t: 260-563-U16? wwwfordmeterboi-Loom gg;24,i13 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) HD Fowler Company Submittal - FOFB10004QNL 70790 SUBMITTAL INFORMATION Ballcorp Corporation Stops - (FB1000-xx-Q-NL style) AWWA/CC TAPER THREAD INLET BY QUICK JOINT FOR COPPER OR PLASTIC TUBING (CTS) OUTLET External Nut Stop EPDM O-ring Solid one piece tee-head and stem Molded EPDM rubber seat with reinforcing ring supports the ball Dual EPDM O-rings in the stem Body Outlet Threads AWWA/CC Threads Quick Joint Nut Stainless Steel Gripper Inlet Outlet Molded Buna-N Spring Tip Gasket provides Hydraulic Seal External Nut Stop Length Fluorocarbon-coated brass ball Image shown above is an FB1000-4-Q-NL. VALVE BODY OUTLET APPROX. PART SUBMITTED VALVE SIZE INLET SIZE OUTLET SIZE LENGTH THREADS WT. LBS NUMBER ITEM(S) 3/4" 3/4" 3/4" 4-19/64" 3/4" Flare Copper 1.6 FB1000-3-Q-NL 1" 1" 1" 4-31/64" 1" Flare Copper 2.6 FB1000-4-Q-NL 1" 1" 1-1/4" 4-5/16" 1-1/4" Special Thread 3.4 *FB1000-45-Q-NL 1-1/4" 1-1/4" 1-1/4" 5-21/32" 1-1/4" Special Thread 4.3 *FB1000-5-Q-NL 1-1/2" 1-1/2" 1-1/2" 5-45/64" 1-1/2" Special Thread 5.4 FB1000-6-Q-NL 2" 2" 2" 7-1/16" 2" Special Thread 8.2 FB1000-7-Q-NL Note: Ford recommends using insert stiffeners with plastic pipe or tubing. * 1-1/4" Quick Joint has EPDM spring tip gasket. FEATURES • All brass that comes in contact with potable water conforms to AWWA Standard C800 (ASTM B584, UNS C89833) • The product has the letters “NL” cast into the main body for lead-free identification • Certified to NSF/ANSI Standard 61 and NSF/ANSI Standard 372 where applicable • Brass components that do not come in contact with potable water conform to AWWA Standard C800 (ASTM B62 and ASTM B584, UNS C83600, 85-5-5-5) • Ends are integral or secured with adhesive to prevent unintentional disassembly • 300 PSI working pressure The Ford Meter Box Company considers the information in this submittal form to be correct at the time of publication. Item and option availability, including specifications, are subject to change without notice. Please verify that your product information is current. The Ford Meter Box Company, Inc. Submitted By: P.O. Box 443, Wabash, Indiana U.S.A. 46992-0443 Phone: 260-563-3171 / Fax: 800-826-3487 Overseas Fax: 260-563-0167 www.fordmeterbox.com 03/30/16 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) HD Fowler Company Submittal - FOBA43444WQNL 70790 SUBMITTAL INFORMATION Angle Ball Meter Valves - (BA43-444W-Q-NL style) QUICK JOINT FOR COPPER OR PLASTIC TUBING (CTS) INLET BY METER SWIVEL NUT OUTLET Solid one piece tee-head and stem Sturdy stops allow 90° motion and A snap ring locks the stem into the body are enclosed and protected of the valve Padlock Wing for locking valve Bronze Snap Ring in closed position Meter Swivel Nut Dual EPDM O-rings in the stem Meter Coupling Threads Fluorocarbon-coated brass ball Outlet Molded EPDM rubber seats with reinforcing ring support the ball Height External Nut Stop Quick Joint Nut Molded Buna-N Spring Tip Gasket provides Hydraulic Seal Stainless steel Gripper Inlet Length SERVICE LINE METER SIZE APPROX. PART SUBMITTED VALVE SIZE LENGTH HEIGHT SIZE INLET OUTLET WT. LBS NUMBER ITEM(S) 1" 1" 1" 2-43/64" 2-29/64" 3.7 BA43-444W-Q-NL Note: Ford recommends using insert stiffeners with plastic pipe or tubing. FEATURES • All brass that comes in contact with potable water conforms to AWWA Standard C800 (ASTM B584, UNS C89833) • The product has the letters “NL” cast into the main body for lead-free identification • Certified to NSF/ANSI Standard 61 and NSF/ANSI Standard 372 where applicable • Brass components that do not come in contact with potable water conform to AWWA Standard C800 (ASTM B62 and ASTM B584, UNS C83600, 85-5-5-5) • Ends are integral or secured with adhesive to prevent unintentional disassembly • Hole for attaching handle is provided in tee-head • 300 PSI working pressure • Padlock Wing for locking valve in closed position • Conforms to AWWA C700 for Meter threads • Meter nut drilled for seal wire Note: Recommended for inlet side shut-off. Optional full 360° tee-head rotation. Add “R” to end of part number. The Ford Meter Box Company considers the information in this submittal form to be correct at the time of publication. Item and option availability, including specifications, are subject to change without notice. Please verify that your product information is current. The Ford Meter Box Company, Inc. Submitted By: P.O. Box 443, Wabash, Indiana U.S.A. 46992-0443 Phone: 260-563-3171 / Fax: 800-826-3487 Overseas Fax: 260-563-0167 www.fordmeterbox.com 05/16/14 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) HD Fowler Company Submittal - FOHA31444NL 70790 SUBMITTAL INFORMATION H Angle Single Check Valve - (HA31-xxx-NL style) METER SWIVEL NUT INLET BY FEMALE IRON PIPE THREAD OUTLET Meier 5WivE*| Nut PoppetAssembly Brass Valve Body Meter Coupling Thread ZZZIEPDM Rubber Poppa A,-3,335 gap -i. -i. EPDM Rubber Meter Gasket _\_ . I 1'1" __—_—_%_"‘-—-_-_,______ 1.15is I"P.-"' I 'l- I'l- ‘ ‘- 'i| ______ .fl. H’ 'l--. '- ;'-iii;,fII-_..-oi‘"'‘F 55:‘stie-"-’.-*':-:=-"..-' O I ~ - t $1 "-.\\-. -. ,_ mt‘m-._'-._____‘-.~'\- 'i|"-._ ‘I Inlet A "ft. T"'=i + i ____I "-.\...§'.-".-"'..-"'..§'.-".-"/,]I“,.-",.-",.-’_,|r-E ~_| ' 'TT'"'r '1 ' 2 H in J‘.'355-"'I>§’{_ Ix.___ H"._ . ta 1.‘fieI1' _ I-I -.1 EPDM Ci-Ring -i. -i. -i. ~ —- Female Iron Pipe Thread TI 7‘ _| ~e— Length —€—I-i Drilled for Seal Wire Outlet VALVE Size METER INLET S|zE DuTLET S|zE LENGTH HEIGHT AFPRWL PART ‘II SUBMITTED WT. _Las Nunsaan lTE|u|(s) __ __ __ _ __ _ __ " ‘I—5l'B" fl-518" 1.2 HA31-313-NL 5l'B Jt3l'4 St 314' " 1-5l'B" ‘I-5fB" 1.3 HA31-323-NL 1-W8" I ‘I-WE" 1.6 I HA31-444-NL FEATURES All brass that comes in contact with potable water conforms to AWWA Standard C800 (ASTM e584, uus cssess) The product has the letters “NL" cast into the main body for lead-free identification Certified to NSFIANSI Standard 61 and NSF/ANSI Standard 372 where applicable Brass components that do not come in contact with potable water conform to AWWA Standard C800 (ASTM B62 and ASTM B584, UNS CBSBOO, 85-5-5-5) In-line accessible for quick inspection and replacement of internal working parts without removing the valve from the service line. Replacement kits are available 175 PSI maximum working water pressure 180 degree Fahrenheit maximum constant temperature Conforms to AWWA C700 for meter threads The Ford Meter Elox Company considers the information in this submittal form to be correct at the time of publication. item and option avaiiabrlitv including specifications, are subject to change without notice. Please verify that your product information is current. The Ford Meter Box Company, Inc. Submitted B1" |==.o. Box 443, Wabash, Indiana U.S.A. 4sss2-0443 Phone: 260-563-3‘l?1 r’ Fax? SUD-825-348? Overseas Fart: 260-563-0167 www.fordmeterbo:it.com 99.-i2.311.'5lI Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) HD Fowler Company Submittal - FOV95147-01NL 70790 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) HD Fowler Company Submittal - FOIDLER7NL 70790 SUBMITTAL INFORMATION ‘Z3 ti: I REPLACES FLANGE METERS 1-1l'2" THROUGH 2" l Meter Flange Both Ends — I Lead-Free __.-——~"""'__ Solderdoints ——__"'“-—/ 1 in ---- - ---- - -------- - -- - -- - .' -- S‘ ..--..__. .,,... nu. 'll|'l|’.. -.4 .-.. .- _ .__,_..-.......-__...._-..-..-...--...-.,..__...-_.._...-..-..... ..-...-.-.....,-...c...-..-v-\.-| _ ._.._ ¢ _____i_ I Type K/ _ Copper " Length " "-1* DESCRIPTION __ LENGTH A|=|=-nos. PART J Sueuin-reo RenutcesMaren WT. Les Humeen lTen|{s) '1-H2" 13" 720 IDLER-6-NL 2" 17" 113.5 IDLER-T-NL FEATURES - All brass that comes in contact with potable water conforms to AWWA Standard C800 (ASTM B584, UNS (389833) - The product has the letters “NL” cast into the main body for lead-free identification - Brass components that do not come in contact with potable water conform to AWWA Standard C800 (ASTM B62 and ASTM B584, UNS 083600, 85-5-5-5) - Conforms to AWWA C700 for meter threads - (2) Drop-in EPDM gaskets included The Ford MeterBo:-r Companyconsidersthe information in this submittal formto be correctatthetime ofpublication. Item and option availability, including specifications. aresubjecttochangewithoutnotice. Please verifythatyourproductinformation iscurrent. The Ford Meter Box Company, Inc. Submltted BY‘ P.O. Box443, Wabash, Indiana U.S.A. 46992-0443 Phone: 260-553-3171 I Fax: 800-B26-3487 Overseas Fax: 260-563-O16? www.fordmeterbo>r.com [)4gg3,11g Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER HD Fowler Company Submittal - FO4PVC 83770 METER IDLER 1 PAGE o>a!< uo- t>z!4 OC-m rn-o A-E:I GOm<> -EO Z* O- -N--Z 6>O A -D !< <o!o> -zn>6 otr -u OO'.-@O -=- n z-r>o --ZZ- m oorcz -m -I> --l =zq>< >6 Om <mH:Q a) o<-E@ ZOO-< DZ <=<o> z o>> z -<-€ Om-o I O<* -<z!@ m- 4-OZa C) 662<-- -- - m o<- o z> x qZ-O <o@r nc C* 6 o@ < ^z oo z- o 0 ! a O -l s-lw,# B," o 3 = > : :' @ D : m n tt) m a) 1 I _D a -r' B(a O X 3Tl z. O-z o -Pm 1 (t) <)a :T> o rL .q iu co ll ;: vl co T >o O (Jl ; < I o c) -< z - '2.;> o { H-o -E l=-c) *?--l c! .. lc _^n 33H U'' 222- <a -u G) rrl ?? @ ;; c) O (n FdP r.l Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER HD Fowler Company Submittal - TFHB200 72857 HOT BOX 2 PAGES HD Fowler Company Submittal - TFHB200 72857 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) 4/22/2022 Mckee Enterprises Gateway Business Park Blldg "F" Type 1 Catch Basin -- WSDOT B-5.20-02 / ASTM C913 48" Pre-Cast Manhole -- WSDOT B-15.20-01 / ASTM C478 (AASHTO M199) 48" Type II Catch Basin -- WSDOT B-10.20-02 / ASTM C478 (AASHTO M199) 54" Type II Catch Basin -- WSDOT B-10.20-02 / ASTM C478 (AASHTO M199) Grade Adjusting Ring -- WSDOT B-30.90-02 / ASTM C478 Risers Kor-N-Seal Boots -- ASTM 923 Bestseal Gasket -- per specifications Bestfitt Gasket Co . drogers 1618 East Main Puyallup, Washington 98372 Phone: 253.848.1551 Fax: 253.845.0292 www.shopeconcrete.com Call Toll Free 1.800.422.7560 Email: support@shopeconcrete.com Lane Polypropylene Ladder -- WSDOT B-30.90-02 / Ladder ASTM C497 Lane Polypropylene Ladder C -- per Lane International Corporation Lane Polypropylene Step/HH -- WSDOT B-30.90-02 / Steps ASTM C478 Lane Polypropylene Step/HH Cert -- per Lane International Corporation . . . . . . . . . . . . . . . . . . . . . . 1618 East Main Puyallup, Washington 98372 Phone: 253.848.1551 Fax: 253.845.0292 www.shopeconcrete.com Call Toll Free 1.800.422.7560 Email: support@shopeconcrete.com Specifications of Materials and Compliance Mckee Enterprises Customer Name:___________________________________________ Gateway Business Park Blldg "F" Job Name: _______________________________________________ 4/22/2022 Date: _____________ This document specifies a list of materials and compliance requirements for all products manufactured by Shope Concrete. Items: Conforming ASTM Std: Supplier: Cements Portland Cement – Type I, II, C150-07, AASHTO M-85 Cal Portland Ash Grove Cement LaFarge Aggregates Building Sand #8725 [dry cast & wet cast] C33 Cal Portland 3/8” crushed #8840 [dry cast] C33 Cal Portland 3/8” round #8490 [wet cast] C33 Cal Portland Building Sand [dry cast & wet cast] C33 Washington Rock 3/8” round pea gravel [wet cast] C33 Washington Rock 3/8” crushed [dry cast] C33 Washington Rock 3/8” round pea gravel [wet cast] C33 Miles Sand & Gravel Reinforcement & Steps Reinforcing Rebar A615, GR60 Cascade Steel & Nucor Reinforcing Mesh A-185, A1064 Davis Wire Corp. Tree Island Wire USA, Inc. Polypropylene Ladders / Steps D-4101 Lane International Admixtures Sikaplast 500 [dry cast] ASTM C-494, Types A, F Sika Corp. SikaSet NC [dry cast & wet cast] ASTM C-494, Types A, F Sika Corp. ViscoCrete 2100 [wet cast] ASTM C-494, Types A, F Sika Corp. Rapid 1 [wet cast] ASTM C-494; Types A,F Sika Corp. Sika PL-100 [dry cast] ASTM C-494; Types A,F Sika Corp. Additional information All manufactured products listed in our catalog constructed in accordance to ASTM and AASHTO Standards Product will not be shipped until 2500 psi is met or exceeded, and 4000 psi for all WSDOT Projects Concrete pipe will not ship until 5000 psi is met or exceeded. Shope Concrete is an approved listed supplier [QPL LIST] for WS-DOT and meets or exceeds all WS-DOT Standards All products meet or exceed Seattle & Tacoma Standard Plans _________________________________ Quality Control 1618 East Main Puyallup, Washington 98372 Phone: 253-848-1551 Fax: 253-845-0292 2", 4", 12" or 24" Type I Profile View 2" 3" 3" 20" 20" 44" 21" 21" 4" 4" 4" Note: drawings not to scale Standard Grate. See details below Note: drawings not to scale Solid Lid. See details below. Ring Reinforcing Meets ASTM / WSDOT specifications #3 Rebar hoop Step Cut Outs 4 inch and 6 inch have step cut outs for easy installation of steps Note: drawings not to scale Note: drawings not to scale Shope Concrete 1618 E. Main Ave Puyallup, WA 98372 January 1, 202 CERTIFICATE OF COMPLIANCE This is to certify that the HCC GASKETS manufactured by BestFitt Products LLC., Puyallup, Washington, meet or exceed the Specification requirements of ASTM C 361 and ASTM C 443 for standard rubber gaskets, ASTM C 1619, Class A and C for rubber gaskets, CSA A257.3-03, and AASHTO M-198, Type A for rubber gaskets. Gasket Specifications: 48”MH Gaskets,138.5” mcl, 997 cc 54”MH Gaskets,176” mcl 1267 cc 60”MH Gaskets, 193.0” mcl 1389 cc 72”MH Gaskets, 211” mcl 1579 cc 84”MH Gaskets,1.0625 Dia, 218.0” mcl, 3167 cc 96”MH Gaskets, 275.1” mcl, 2338 cc This certification does not guarantee any field application or testing performance criteria. These criteria are controlled by product dimensions and tolerances, as well as field installation conditions and techniques, which are outside of the control of the manufacturer. Sincerely, BestFitt Products LLC Jack Curry Manager HAND HOLD Bright Red Reflectors Hand Hold Step SPECIFICATIONS All Lane Poly Steps meet the requirements of ASTM C-478 and AASHTO M-199. The polypropylene conforms to ASTM D-4101. The ½” Grade 60 reinforcing bar meets ASTM A-615. LANE POLYPROPYLENE MANHOLE STEPS P.O. Box 925 10758 S.W. Manhasset Dr. Tualatin, OR 97062 503-692-9860 800-666-0076 Fax 503-692-9863 www.laneinternational.com r·~/NTERNA770NAL"'I~ CORPORATION CERTIFICATE OF COMPLIANCE All of the LANE PLASTIC HAND HOLD STEPS made of polypropylene conform to ASTM D4101-82. (The previous standard of ASTM 2146-82 was replaced by D4101-82.) The 112"reinforcing rod conforms to ASTM A-615 Grade 60 requirements and is of domestic origin. They meet and/or exceed ASTM C478-88 paragraph 13.4, AASHTO M- 199, C497, SSPWC Standard Plan 636 and California Code of Regulations Title 8, General Industrial Safety Orders. The LANE PLASTIC MANHOLE STEPS meet and/or exceed the 1,500 lbs. pullout force and the vertical deflection of 800 lbs. when properly installed. All of the components are of domestic origin and all manufacturing is done in our plant in Tualatin, Oregon. These manhole steps are of U.S. origin and comply with the ARRA Act of2009. We also certify that the reinforcing steel provided in our LANE PLASTIC HAND HOLD STEPS is in full compliance with the American Iron and Steel requirements as mandated in the EPA's State Revolving Fund Programs, specifically the Consolidated Appropriations Act of2014, Section 436. Lane International Corp. '~~'g' OFFICIAL STAMP •. \ SHERrl LEE DUYAO \., ".I NOTARY PUBUC.OREGON I , COMMISSION NO. 954359 MY COMMISSION EXPIRES SEPTEMBER 11, 2020 Mailing Address: P.O. Box 925 • Tualatin, OR 97062 Street Address: 10758 S.W. Manhasset Dr. Tualatin, OR 97062 Phone: 503-692-9860 • 800-666-0076 • Fax: 503-692-9863 • www.laneinternational.com P-14938 Bright Red Reflectors SPECIFICATIONS All Lane Poly Steps meet the requirements of ASTM C-478 and AASHTO M-199. The polypropylene conforms to ASTM D- 4101. The ½” Grade 60 reinforcing bar meets ASTM A-615. LANE POLYPROPYLENE MANHOLE STEPS P.O. Box 925 10758 S.W. Manhasset Dr. Tualatin, OR 97062 503-692-9860 800-666-0076 Fax 503-692-9863 www.laneinternational.com Ir·~/NTERNA170NAL ""~ CORPORATION CERTIFICATE OF COMPLIANCE All of the LANE PLASTIC MANHOLE STEPS made of polypropylene conform to ASTM D41 01-82. (The previous standard of ASTM 2146-82 was replaced by D41 01-82.) The 1/2" reinforcing rod conforms to ASTM A-615 Grade 60 requirements and is of domestic origin. They meet and/or exceed ASTM C478-88 paragraph 13.4, AASHTO M- 199, C497, SSPWC Standard Plan 636 and California Code of Regulations Title 8, General Industrial Safety Orders. The LANE PLASTIC MANHOLE STEPS meet and/or exceed the 1,500 lbs. pullout force and the vertical deflection of 800 lbs. when properly installed. All of the components are of domestic origin and all manufacturing is done in our plant in Tualatin, Oregon. These manhole steps are of U.S. origin and comply with the ARRA Act of2009. We also certify that the reinforcing steel provided in our LANE PLASTIC MANHOLE STEPS is in full compliance with the American Iron and Steel requirements as mandated in the EPA's State Revolving Fund Programs, specifically the Consolidated Appropriations Act of2014, Section 436. Lane International Corp. OFFICIAL STAMP ~ ., SHEFU LEE DUYAO I)'I NOTARY PUBUC.OREGON ~... }~ COMMI:)SION NO. 954359 MY COMMISSION EXPIRES SEPTEMBER 11, 2020 Mailing Address: P.O. Box 925 • Tualatin, OR 97062 Street Address: 10758 S.W. Manhasset Dr. Tualatin, OR 97062 Phone: 503-692-9860 • 800-666-0076 • Fax: 503-692-9863 • www.laneinternational.com WALL FASTENING 4 STEP POLY LADDER All Lane Poly Ladders meet the requirements of ASTM C-478, A-615, P.O. Box 925 503-692-9860 D4101, and AASHTO M-199 10758 SW Manhasset Dr. 800-666-0076 Tualatin, OR 97062 Fax 503-692-9863 www.laneinternational.com Ir·~/NTERNA770NAL"'I~ CORPORATION CERTIFICATE OF COMPL.IANCE All LANE POLYPROPYLENE LADDERS are made of polypropylene that conforms to ASTM D4101-82. (The previous standard of ASTM 2146-82 was replaced by D4101-82.) The 1/2" reinforcing rod conforms to ASTM A-615 requirements. The 9116" smooth round bar conforms to ASTM-36 requirements. The ladder meets all ASTM C-497, C- 478, AASHTO M-199 and WISHA requirements. All of the components are of domestic origin and all manufacturing is done in our plant in Tualatin, Oregon. These Lane Polypropylene Ladders are of U.S. origin and comply with the ARRA Act of 2009. Lane International Corp. 4Rl::~Vice President J ary 8,2020 OFFII::IAL STAMP SHERI LEE DUYAO NOTARY PUBUC-oREGON COMMISSION NO. 954359 MY COMMISSION EXPIRES SEPTEMBER 11,2020 Mailing Address: P.O. Box 925 • Tualatin, OR 97062 Street Address: 10758 S.W. Manhasset Dr. Tualatin, OR 97062 Phone: 503-692-9860 • 800-666-0076 • Fax: 503-692-9863 • www..laneinternational.com Date: 5/11/2022 Gayteway Building F - Arlington Architect: Nelson Structural: AHBL Geo-Engineer: N/A Location(s): Arlington, WA Owner: Gayteway Building F, LLC General Contractor: Sierra Construction Company, Inc. Submitted By: Kyle Eldred Subcontractor: McKee Supplier: N/A Manufacturer: N/A Submittal Name: Underground Vaults_Infrastructure Submittal Number: 007 X REVIEWED NO EXCEPTIONS TAKEN REVISE AND RESUBMIT  APPROVED AS NOTED REJECTED SEE REMARKS FURNISH AS CORRECTED  REJECTED – PLEASE RESUBMIT SUBMIT SPECIFIED ITEM Corrections or comments made on the shop drawings during this Kyle Eldred 5/11/22 review do not relieve contractor from compliance with Signed Dated requirements of the drawings and specifications. This check is THIS APPROVAL FOR DIMENSIONS ONLY only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for conforming and correlating all quantities and dimensions selecting fabrication process and techniques or construction coordinating his work with that of all other trades, verifying compliance with the THESE DRAWINGS/PRODUCT DATA HAVE BEEN REVIEWED BY SIERRA jurisdicting agencies; and performing his work in a safe and CONSTRUCTION CO. FOR COMPLIANCE satisfactory manner. WITH THE CONTRACT DOCUMENTS. THIS REVIEW OF ACCEPTANCE DOES NOT BARGHAUSEN CONSULTING ENGINEERS, Inc. RELIEVE THE SUBCONTRACTOR FROM THE RESPONISIBLITY FOR CORRECTNESS AND 05/12/2022 Date ___________________ By _____________________________ COMPLETENESS. 14800 NE North Woodinville Way Woodinville, WA 98072 Ph: 425.487.5200 Fx: 425-487-5290 B470638 SUBMITTAL Date: 04/18/22 To Project Information Company: Mckee Enterprises Project: Gayteway Business Park Building F Contact: Derek Mckee Owner: Gayteway Business Park Llc Phone: Contractor: Mckee Enterprises Fax: Engineer: Barghausen Email: Submittal Information Contact Information Submittal Type: New Prepared By: MORGAN G. Revision: Salesman: JOE P. Subject: (425) 864-2315 Spec Section: The following items are submitted: Spec No Item Submitted Comments Pages TESC TESC ADS PIPE ADS INC. 1 TESC FABRIC TENCATE 1 TESC SEDIMENT INSERT ENPAC 1 TESC SILT FENCE ACF WEST 1 TESC T-POST ACF WEST 1 TESC FENCE CLIPS LAYFIELD 2 STORM STORM SDR35 PIPE JM EAGLE,IPEX,NORTHERN 1 PIPE,CRESLINE,ATKORE STORM SDR35 FITTINGS GPK,MULTI FITTINGS,PLASTIC 6 TRENDS STORM SANDCOLLARS GPK 2 STORM CHERNE PLUG OATEY 1 STORM ADS PIPE ADS INC 1 STORM DUCTILE PIPE U.S. PIPE 3 STORM DUCTILE FITTINGS TYLER UNION,STAR PIPE,SIGMA 6 STORM MJ KIT TYLER UNION 1 STORM ADAPTER GASKET ROMAC INDUSTRIES INC 2 STORM CASTINGS OLYMPIC FOUNDRY 1 STORM DETECTABLE TAPE CHRISTY'S 2 STORM WIRE REGENCY WIRE 2 STORM FABRIC LAYFIELD 2 STORM TRENCH DRAIN 2 STORM MC-3500 CHAMBERS ADS 14 SEWER SEWER SDR35 PIPE JM EAGLE,IPEX,NORTHERN 1 PIPE,CRESLINE,ATKORE SEWER SDR35 FITTINGS GPK,MULTI FITTINGS,PLASTIC 6 TRENDS SEWER SANDCOLLARS GPK 2 SEWER CHERNE PLUG OATEY 1 SEWER DETECTABLE TAPE CHRISTY'S 2 SEWER WIRE REGENCY WIRE 2 SEWER BACKWATER VALVE NDS 2 SEWER CASTINGS OLYMPIC FOUNDRY 1 WATER WATER DUCTILE PIPE U.S. PIPE 3 WATER FIELD LOCK U.S. PIPE 1 WATER DUCTILE FITTINGS TYLER UNION,SIGMA,STAR PIPE 6 WATER ROMAGRIPS ROMAC INDUSTRIES INC 2 WATER DUCTILE SPOOL U.S. PIPE FABRICATION 1 WATER DETECTABLE TAPE CHRISTY'S 2 WATER WIRE REGENCY WIRE 2 WATER VALVE BOX OLYMPIC FOUNDRY 3 WATER VALVE STEM EXTENSION HD FOWLER FAB 1 WATER HYDRANT GUARD POST SHOPE CONCRETE 1 WATER GATE VALVE KENNEDY VALVE 5 WATER FIRE HYDRANT M&H VALVE COMPANY 3 WATER STORZ ADAPTER HARRINGTON 2 WATER LINKSEALS GPT INDUSTRIES 2 WATER DOUBLE CHECK ZURN WILKINS 2 WATER BACKFLOW ASSEMBLY ZURN WILKINS 2 WATER PIPE SUPPORTS MATERIAL RESOURCES 1 WATER BRSS/GALVANIZED FITTINGS MATCO-NORCA,MERIT BRASS 2 WATER POLY PIPE INTERSTATE PLASTIC 2 WATER METER BOX/LID OLD CASTLE,SIGMA,OLYMPIC 4 FOUNDRY WATER SDR35 FITTINGS GPK,MULTI FITTINGS,PLASTIC 6 TRENDS WATER SDR35 FITTINGS JM EAGLE,IPEX,NORTHERN 1 PIPE,CRESLINE,ATKORE WATER BALL DRIP VALVE ELKHART BRASS 1 WATER SADDLE/STRAPS ROMAC INDUSTRIES 3 WATER BRASS SERVICE MATERIAL FORD METER BOX 7 WATER METER IDLER SPEARS 1 WATER HOT BOX HOT BOX 2 TESC TESC HD Fowler Company Submittal - HPSL10.85 72530 ADS PIPE 1 PAGE ADS, Inc. Drainage Handbook Specifications 0 1-6 ADS N-12® WT IB PIPE (PER AASHTO) SPECIFICATION Scope This specification describes 4- through 60-inch (100 to 1500 mm) ADS N-12 WT IB pipe (perAASHTO) for use in gravity-flow land drainage applications. Pipe Requirements ADS N-12 WT IB pipe (perAASHTO) shall have a smooth interior and annular exterior corrugations. o 4- through 10-inch (100 to 250 mm) pipe shall meet AASHTO M252, Type S. 0 12- through 60-inch (300 to 1500 mm) pipe shall meetAASHTO M294, Type S orASTM F2306. o Manning’s “n” value for use in design shall be 0.012. Joint Performance Pipe shall bejoined using a bell & spigotjoint meeting the requirements ofAASHTO M252, AASHTO M294, orASTM F2306. Thejoint shall be watertight according to the requirements ofASTM D3212. Gaskets shall meet the requirements ofASTM F477. Gaskets shall be installed by the pipe manufacturer and covered with a removable, protective wrap to ensure the gasket is free from debris. Ajoint lubricant available from the manufacturer shall be used on the gasket and bell during assembly. 12- through 60-inch (300 to 1500 mm) diameters shall have an exterior bell wrap installed by the manufacturer. Ffifings Fittings shall conform to AASHTO M252, AASHTO M294, orASTM F2306. Bell and spigot connections shall utilize a spun-on orwelded bell and valley or saddle gasket meeting the watertightjoint performance requirements ofAASHTO M252, AASHTO M294, orASTM F2306. Field Pipe and Joint Performance To assure watertightness, field performance verification may be accomplished by testing in accordance with ASTM F2487. Appropriate safety precautions must be used when field-testing any pipe material. Contact the manufacturerfor recommended leakage rates. Material Properties Virgin material for pipe and fitting production shall be high-density polyethylene conforming with the minimum requirements ofcell classification 424420C for4- through 10-inch (100 to 250 mm) diameters, and 435400C for 12- through 60-inch (300 to 1500 mm) diameters, as defined and described in the latest version ofASTM D3350, except that carbon black content should not exceed 4%. The 12- through 60-inch (300 to 1500 mm) virgin pipe material shall comply with the notched constant ligament-stress (NCLS) test as specified in Sections 9.5 and 5.1 ofAASHTO M294 and ASTM F2306 respectively. Installation Installation shall be in accordance with ASTM D2321 and ADS recommended installation guidelines, with the exception that minimum cover in trafficked areas for4- through 48-inch (100 to 1200 mm) diameters shall be one foot. (0.3 m) and for 60-inch (1500 mm) diameter the minimum cover shall be 2 ft. (0.6 m) in single run applications. Backfill for minimum cover situations shall consist of Class 1 (compacted), Class 2 (minimum 90% SPD) or Class 3 (minimum 95%) material. Maximum fill heights depend on embedment material and compaction level; please refer to Technical Note 2.01. Contact your local ADS representative or visit our website atvvvvw.ads-pipe.com for a copy ofthe latest installation guidelines. Pipe Dimensions Nominal Diameter, in (mm) Pipe l.D. 4 6 8 10 12 15 18 24 30 36 42 48 60 in (mm) (100) (150) (200) (250) (300) (375) (450) (600) (750) (900) (1050) (1200) (1500) PipeO.D.* 4.8 6.9 9.1 11.4 14.5 18 22 28 36 42 48 54 67 in(mm) (122) (175) (231) (290) (368) (457) (559) (711) (914) (1067) (1219) (1372) (1702) PipeO.D.valuesareprovided' forreferencepurposesonly,valuesstatedfor12through60-'inchare:1 'inch. Contactasalesrepresentative' forexactvalues ©ADS, Inc., February2017 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) TESC HD Fowler Company Submittal - MI500X12 65410 FABRIC 1 PAGE TENCATE GEOSYNTHETICS Americas Mirafi® 500X Mirafi® 500X geotextile is composed of high-tenacity polypropylene yarns, which are woven into a stable network such that the yarns retain their relative position. Mirafi® 500X geotextile is inert to biological degradation and resistant to naturally encountered chemicals, alkalis, and acids. TenCate Geosynthetics Americas Laboratories are accredited by a2La (The American Association for Laboratory Accreditation) and Geosynthetic Accreditation Institute – Laboratory Accreditation Program (GAI-LAP). NTPEP Listed Minimum Average Mechanical Properties Test Method Unit Roll Value MD CD Grab Tensile Strength ASTM D4632 lbs (N) 200 (890) 200 (890) Grab Tensile Elongation ASTM D4632 % 15 15 Trapezoid Tear Strength ASTM D4533 lbs (N) 75 (334) 75 (334) CBR Puncture Strength ASTM D6241 lbs (N) 700 (3115) Maximum Opening Size Apparent Opening Size (AOS) ASTM D4751 U.S. Sieve (mm) 40 (0.425) Minimum Roll Value Permittivity ASTM D4491 sec-1 0.05 gal/min/ft2 4 Flow Rate ASTM D4491 2 (l/min/m ) (163) Minimum Test Value UV Resistance (at 500 hours) ASTM D4355 % strength retained 70 Physical Properties Unit Roll Sizes 12.5 x 432 17.5 x 309 Roll Dimensions (width x length) ft (m) (3.8 x 132) (5.3 x 94.2) Roll Area yd2 (m2) 600 (502) Disclaimer: TenCate assumes no liability for the accuracy or completeness of this information or for the ultimate use by the purchaser. TenCate disclaims any and all express, implied, or statutory standards, warranties or guarantees, including without limitation any implied warranty as to merchantability or fitness for a particular purpose or arising from a course of dealing or usage of trade as to any equipment, materials, or information furnished herewith. This document should not be construed as engineering advice. Mirafi® is a registered trademark of Nicolon Corporation. Copyright © 2015 Nicolon Corporation. All Rights Reserved. 365 South Holland Drive Tel 706 693 2226 Fax 706 693 4400 Pendergrass, GA 30567 Tel 888 795 0808 www.tencate.com FGS000520 ETQR37 Testing Lab 1291.01 & 1291.02 GAI-LAP-25-97 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) TESC HD Fowler Company Submittal - HIDIRTRAPSR 65410 SEDIMENT INSERT 1 PAGE ENPAC Storm Sentinel Catch Basin Insert - Sediment, Round - 25"-29" SKU# 4340 _ Ii Storm Sentinel Catch Basin Inserts are the ideal products for preventing harmful pollutants from washing intostorm drains.Thisframed model comes completewith anadjustable steel wireframeforsimple. one— person installation and removal. lt aiso sits below the grate, making it low-profile and unobtrusive. The geote:-itile fabric prevents contaminated sediment from washing into the drain, protectingvou from fines and fees. I Adjustable frame fits drains 25” up to 29" 1 lvlultiple sizes and models available I Ho special tools required for installation I Catching sediment as small as 1DlEl microns Technical Data U.5. Metric Dimensions 25” up to 29” 53.5 cm up to ?3.E cm Cone Depth _ 13" 45 cm l.I_n_itWeight _ 2lbs 0.5 lag Flow Rate _ '5l[lgpmfftf 355? Lpmfmf Load Capacity 125 lbs 55.? ltg Material E oz. i‘~lon—woven Eeotezttile Regulations H EPA, SPEC and NPDE5 4-I Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) TESC HD Fowler Company Submittal - MIKITSAPL 65410 SILT FENCE 1 PAGE ACF West is a D.B.A. for Northwest Geosynthetics Inc. 2505 Frank Albert Rd E, Suite 111, Fife WA 98424 – PH: 253-922-6641 Fax: 253-922-6642 Description: ACF West “Supported” Silt Fence, ACF-WB-60 uses a woven fabric attached with steel hog rings to galvanized steel support mesh. Roll size: 60” fabric w/36” support mesh x 100 lineal foot Available in black or “Hi-Vis” orange Fabric: The fabric, is a woven network of polypropylene fibers, stabilized to resist degradation due to ultraviolet exposure, and resistant to commonly encountered soil chemicals, mildew and insects. It is non-biodegradable and is stable within a ph range of 2-13. Manufactured for ACF West Inc. The fabric meets the following minimum average roll values (MARV): Property Test Method MARV (English) Grab Tensile ASTM D 4632 158.1 x 161.7 lbs Grab Elongation ASTM D 4632 20.7% x 21.3% CBR Puncture ASTM D 6241 620 lbs Trapezoidal Tear ASTM D 4533 90 x 85 lbs UV Resistance ASTM D 4355 80% @ 500hr AOS ASTM D 4751 70 sieve Permittivity ASTM D 4491 0.128 sec-1 Support Mesh: Galvanized utility mesh, 4” x 2” opening, 36” height, 100’ length The information presented herein, while not guaranteed, is to the best of our knowledge true and accurate. Except when agreed to in writing for specific conditions of use, no warranty or guarantee expressed or implied is made regarding the performance of any product, since the manner of use and handling are beyond our control. Nothing contained herein is to be construed as permission or a recommendation to infringe any patent. Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) TESC HD Fowler Company Submittal - MIKITSAPPOST 65410 T-POST 1 PAGE ACF West Inc. is a D.B.A. name for Northwest Geosynthetics Inc. 8951 S.E 76th Drive, Portland, OR 97206 (503) 771-5115, (800) 878-5115, (503) 771-1161 fax 15540 Woodinville-Redmond Rd., #A-400, Woodinville, WA 98072 (425) 415-6115, (800) 423-4567, (425) 415-6126 fax 2120 N. Redwood Rd., Suite 70, Salt Lake City, UT 84116 (801) 521-5141, (800) 804-1393, (801) 521-5144 fax Steel Fence Post Specifications Size: 5’ length Weight: .95 lb/ft (nominal) Coating: Enamel paint, Green Material: Manufactured from 100% recycled steel (imported) Type: Studded “T” post cross section w/riveted anchor plate Uses Suitable for livestock penning, erosion control fencing, construction site barrier fences and a host of staking and fencing applications. Imported for ACF West Inc. By: Kirkwood Industries th 20212 108 Ave. NE Bothell, WA 98011 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) TESC HD Fowler Company Submittal - MIKITSAPCLIP 76540 FENCE CLIPS 2 PAGES • • LAYFIELD Wire Backed Silt Fence .. Product Cut Sheet 1. Product Description This variation on the traditional Silt Fence style provides rugged, reliable, and low maintenance silt control. Wire Backed Silt Fence will effectively protect storm water drainage systems from fouling with silt, and will protect you from environmental liability due to silt leaving your project site. Layfield's Wire Backed Silt Fence is constructed with a three-foot high wire scrim (0.9 m), covered with a woven polypropylene filter fabric. The galvanized steel scrim supports the fabric in an upright position, even under substantial loads of silt and water. A fabric apron extending beyond the wire is also available. The apron extends across the anchoring trench beneath the Silt Fence, and helps 4. Availability and Cost to anchor the fence and prevent undercutting. Available from Layfield or distributors. Call Layfield can provide metal T Posts and ties to 425-254-1075t:@ Pacific time secure the Wire Backed Silt Fence in position. 780-453-6731~ Mountain time, or 2. Technical Data 905-761-9123~ Eastern time Materials information is on page 2. 3. Installation Drive support posts approximately 2' deep every 6'. 5. Manufactured By Excavate a 6" x 6" trench on the upstream side of Layfield Environmental Systems Corp. the posts. Extend minimum 12" of fabric into the Layfield Geosynthetics & Ind. Fabrics Ltd. trench and backfill and compact. Attach silt fence to the posts using tie wire or plastic cable 6. Warranty ties. Place an extra post where a roll of fabric/wire Products sold will meet Layfield's published reinforcement ends and overlap minimum of 450 specifications at time of sale. Full warranty mm. Regular maintenance of the silt fence is details are available from Layfield. required and it should be inspected after every rainfall and cleaned out when sediment reaches 1/3 7. Maintenance of it's height. Check and follow local requirements. Silt and Sediment Control Devices should be inspected on a regular schedule and after every significant precipitation event. Any accumulated silt and sediment should be removed once they reach 1/3 the height of the device. 8. Filing Systems www.LayfieldGroup.com www.geomembranes.com HD Fowler Company Submittal - MIKITSAPCLIP 76540 9 F a b" ric M aterla " I P ropertles- W" Ire B k d ac e S"I It F ence Wire Backed Silt Fence 22 Dec 2011 Fabric Material Properties (typical) Fabric Style ASTM SF 100 SF 124 Grab Tensile 116/1201bs 125/1251bs 04632 (MO/CO) 516/534 N 556/556 N Grab Elongation 04632 23.7%/24.1 % 21%/21% (MO/CO) 58 Ibs 65 Ibs Trapezoidal Tear 04533 258 N 289 N 53 Ibs 65 Ibs Puncture Strength 04833 236 N 289 N 30 US Sieve ADS 04751 N/A 600 microns Permittivity 04491 N/A 0.05 s-l UV Resistance (500 04355 N/A 70% hours) Note: Layfield has additional silt fence products to suit regional requirements. Contact your Layfield representative for more information. 10 M aterla "I P ropertles 22 Dec 2011 Wire Backed Silt Fence Properties Wire Height 36" (0.91 m) Fabric Height 36",42",48", 60"(0.91 m, 1.07m, 1.22m, 1.52m) Wire Guage 14 Wire Weave Pattern 2" x 4" (51x102) Wire Material Galvanized Steel Roll Length 100 ft (30.5 m) Roll Weight 70 Ibs (32 kg) Post Material Metal T-Post1 1. Posts are supplied upon request. Layfield www.geomembranes.com Tel (US): 1-800-796-6868 Environmental Systems service@geomembranes.com Tel (Canada): 1-800-840-2884 Design I Manufacture I Fabrication I Installation I Maintenance Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) STORM STORM SDR35 PIPE 1 PAGE STORM HD Fowler Company Submittal - SFY222GGG 71800 SDR35 FITTINGS 6 PAGES GPK FITTING SUBMITTAL SHEET Intro: GPK manufactures PVC sewer fittings in accordance with either ASTM D 3034, F 1336 or F 679 to be used in gravity flow or low pressure applications. Injection molded fittings are produced in sizes 4” (100mm) through 12” (300mm) diameter. Fabricated fittings are produced in sizes 4” (100mm) through 36” (973mm) diameter. Material: Fabricated fittings are manufactured from PVC pipe and molded components meeting the requirements of either ASTM D 3034, F 1336 or F 679 for workmanship, extrusion quality, stiffness, impact resistance, dimensions and structural performance. Extruded pipe components are made from PVC material with a minimum cell classification of 12454, 13343 or 12364 as defined in ASTM D1784. Injection molded fittings are made from PVC material with a minimum cell classification of 12454 or 13343 as defined in ASTM D 1784. Extrusion Quality: Extruded components are tested in accordance with and meet the requirements of ASTM D 2152 for properly fused PVC. Impact Resistance: Extruded Components are tested in accordance with ASTM D 2444 using a 20 lb (9.07kg). Tup A and a Flat Plate Holder B. The strength shall equal or exceed the values shown below: 4” – 5” 150 Ft-Lbs 6” – 8” 210 Ft-Lbs 10” – 36” 220 Ft-Lbs (100mm – 125mm 203 J) (150mm – 200mm 284 J) (250mm – 973mm 299 J) Impact Resistance: Injection molded fittings are tested in accordance with ASTM D 2444 using a 20 lb (9.07kg). Tup A and a Flat Plate Holder B. The strength shall equal or exceed the values shown below: 4” 50 Ft-Lbs 6” – 8” 75 Ft-Lbs 10” – 12” 90 Ft-Lbs (100mm 68 J) (150mm – 200mm 102 J) (250mm – 300mm 122 J) Pipe Stiffness: Extruded Components are tested in accordance with ASTM D 2412. The stiffness equals or exceeds the requirements of ASTM D 3034 and F 679. Pipe Flattening: Extruded components are flattened as described in ASTM D 3034 and F 679 until the distance between the plates is 40% of the outside diameter of the pipe. There shall be no splitting, cracking or breaking. Pressure/Pressure Deflection: Gasketed joints are tested in accordance with ASTM D 3212. Pressure: 10 minutes @ 10.8 psi (74.5 kPa) + 10 minutes deflected @ 10.8 psi (74.5 kPa). Vacuum: 10 minutes @ 22 in. Hg (74 kPa) + 10 minutes deflected @ 22 in. Hg (74kPa). Branch Bending: The chemically fused areas around the fabricated branches of tee, wye and tee-wye fittings are tested to ASTM F 1336 to verify their strength and integrity. Pipe Stop Support: Tee and tee-wye fittings are tested to requirements of ASTM F 1336 for pipe stop load support. No cracking or splitting shall occur and pipe spigot shall not protrude into waterway of the fitting. Joining Methods: Chemically Fused Solvent Weld Joints Solvent cement is handled and tested in accordance with ASTM D 2564 and D 2855. The Lap Shear Strength shall equal or exceed 900 psi (6205 kPa) @ 72 hours. Heat Fusion Welded Joints (Butt Fusion Welds) Elastomeric Seals (Gaskets) Must meet all requirements of ASTM F 477 and D 3212. Saddles: Injection Molded saddle tees and saddle wyes shall have skirts with a minimum of 80 square inches (516 square cm) surface area which can be bonded to pipe. Fabricated saddle tees and saddle wyes shall have skirts with a minimum of 160 square inches (1032 square cm) surface area which can be bonded to pipe. The worm drive saddle straps used to fasten the saddles are manufactured with corrosion resistant 300 series AISI stainless steel. GPK does not recommend gasket skirts where air tests are required. Epoxy Reinforced Welds. 2 811 HD Fowler Company Submittal - SFY222GGG 71800 SDR35 D 3034 / PS46 F 679 FITTING SPECIFICATIONS 1.0 GPK PVC Sewer Fittings shall be manufactured in accordance with either ASTM D 3034, F1336 or F 679. The PVC material shall have a minimum cell classification of 12454, 13343 or 12364 as defined in ASTM D 1784. 2.0 The purpose of GPK in-line fittings is to convey municipal sanitary and industrial wastes, storm water runoff and many other related applications. They are designed to be used in gravity flow and low pressure applications not to exceed 10.8 psi. (74.5 kPa). 3.0 Injection Molded Fittings are produced in sizes 4” (100mm) through 12” (300mm) diameter. Fabricated Fittings are produced in sizes 4” (100mm) through 36” (973mm) diameter. A fabricated fitting is considered any fitting made from pipe or a combination of pipe and molded components. 4.0 Chemical Resistance GPK fittings resist attack from certain alcohols, alkalies, salt solutions, acids and other types of chemicals. Refer to chemical resistant chart for suitability. 5.0 Marking. GPK fittings shall be marked with applicable size, “PVC”, company name or logo, PSM and the ASTM specification number (D 3034, F 1336 or F679). The fittings and/or packaging shall include the manufacturer’s date and shIft code. 6.0 Testing. A test after installation of either low pressure air (Uni-B-6) or a water infiltration-exfiltration test is recommended. 7.0 Deflection Test. The maximum allowable pipe fitting deflection should be 7 ½% of base ID as shown in table X1.1 of D 3034, and X2.1 of F 679. 8.0 Backfilling and Tamping. Backfilling should follow closely after assembly of pipe and fittings. 8.1 Backfilling. with proper material is important to achieve desired density in haunching area which enables pipe, fitting and soil to work together to meet designed load requirements. This eliminates excess deflection and shear breaks due to heavy loads. Approved material shall be used properly, compacted continuously above and around the pipe and fittings as well as between fitting and trench wall. A cushion of approved material up to a minimum of 12” (305mm) over the fittings and between the trench walls shall be applied in accordance with the engineers’ specifications. 8.2 Tamping. This shall be done by hand tamping of the embedment material between the trench wall of the service line fitting and riser connection. Tamping can also be done by mechanical tampers or by using water to consolidate the embedment material. Extreme unstable ground conditions may require wider trenches to enable you to compact a larger area around the pipe and fittings to the density consistent of the original ground surface conditions. 9.0 Service Lines. Normally, service lines from the property line to the collection sewer should be a minimum depth of 3 feet (1 meter) at the property line and should be laid in straight alignment and uniform slope of not less than ¼” per foot (20.8mm/meter) for 4” (100mm) nominal pipe and 1/8” (10.4mm/meter) per foot for 6” (150mm) pipe. Where collection sewers are deeper than 7 feet (2 meters) a vertical standpipe or stack is permitted but not recommended, consult the project engineer for proper installation details. Deep sewer chimney and risers necessitate extreme care during backfilling. Where surface loading is anticipated the final backfill must be compacted to a density compatible with those surface loads to be encountered. 9.1 Backfilling around pipe service laterals on slope. Extra attention should be given on slopes to prevent the newly backfilled trench from becoming a “French Drain”. Before backfilling completely there is a tendency for ground and surface water to follow the direction of the looser soil. This flow may wash out soil from under or around pipe and branch line fittings, reducing or eliminating the support needed. To avoid this problem the backfilling should be of greater compaction. Tamping should be done in 4” (100mm) layers and continued in this manner all the way up to the ground or surface line of the trench. Concrete collars or other concrete poured around the fitting to stabilize unwanted movement is recommended to prevent water from undercutting the underside of the pipe and fittings. Summary: Due to various ground conditions and different situations, installation techniques vary widely. We warranty our products to be free of manufacturer’s defects. We will not replace the products that are installed or used incorrectly. The design of the systems that our product is used in is a factor that cannot be overlooked. 811 1 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) HD Fowler Company Submittal - SFD2S 77700 P.O. Box 3300, Term."A" 4507 LeSaint Court London, Ont. Canada Fairfield, Ohio USA N6A 4K3 45014 (519) 681-2140 (513) 942-9910 1-800-265-1815 1-800-523-3539 Fax (519) 681-2156 Fax (513) 942-9914 MULTI FITTINGS Engineered Tough SDR35 SOLVENT WELD SEWER FITTINGS LETTER OF COMPLIANCE Scope: This letter of compliance covers Multi Fittings requirements for 3” through 15” (75 mm – 375 mm) PVC Trench Tough SDR35 Solvent Weld Sewer Fittings. These products meet or exceed performance standards set by the American Society of Testing and Materials (ASTM), CSA International (CSA) and the International Association of Plumbing and Mechanical Officials (IAPMO). Trench Tough SDR35 Solvent Weld Sewer Fittings are compatible with pipe manufactured to ASTM D 3034, CSA B182.1 and CSA B182.2 and is suitable for the non-pressure drainage of sewage and surface water. Material: Rigid PVC Poly(Vinyl Chloride) used in the manufacturing of Trench Tough SDR35 Solvent Weld Sewer Fittings complies with ASTM D 1784, Standard Specification for Rigid Poly(Vinyl Chloride) (PVC) Compounds and Chlorinated Poly(Vinyl Chloride) (CPVC) Compounds, having a cell classification 12454 or 13343. Molded Fittings: Molded Trench Tough SDR35 Solvent Weld Sewer Fittings conform to the following standards: ASTM D 2729 “Standard Specification for Poly(vinyl Chloride) (PVC) Sewer Pipe and Fittings” ASTM D 3034 “Standard Specification for Type PSM Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings” CSA B182.1 “Plastic Drain and Sewer Pipe and Pipe Fittings” CSA B182.2 “PVC Sewer Pipe and Fittings (PSM Type)” IAPMO “Uniform Plumbing Code” Fabricated Fittings: Fabricated Trench Tough SDR35 Solvent Weld Sewer Fittings are made from segments of pipe conforming to the following standards: ASTM D 3034 “Standard Specification for Type PSM Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings” ASTM F 679 “Standard Specification for Poly(Vinyl Chloride) (PVC) Large-Diameter Plastic Gravity Sewer Pipe and Fittings” HD Fowler Company Submittal - SFD2S 77700 Page 2/... Trench Tough SDR35 Solvent Weld Sewer Fittings CSA B182.2 “PVC Sewer Pipe and Fittings (PSM Type)” Note: Molded components meeting the requirements listed above may also be used as part of the fabricated fitting. Markings: Trench Tough SDR35 Solvent Weld Sewer Fittings are marked a prescribed in the above applicable standards to indicate size of the fittings, material designation, compliance to standard, and manufacturer’s name or trademark. Yours truly, Frank Yorio Senior Vice President, Operations Issue Date: 2012-10-11 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) HD Fowler Company Submittal - SFD2G 80750 HD Fowler Company Submittal - SFD2G 80750 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) STORM HD Fowler Company Submittal - MCPVC22PSM 71800 SANDCOLLARS 2 PAGES HD Fowler Company Submittal - MCPVC22PSM 71800 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) STORM HD Fowler Company Submittal - CHGP2 79690 CHERNE PLUG 1 PAGE 26 Original Gripper® Cherne's Gripper plugs can be used in a variety of applications including DWV (drain, waste and vent) testing and stack testing. End-of-Pipe design won't fall in, whereas the Inside-of-Pipe design allows you to locate the plug inside the pipe as far as you need. Time tested, the Gripper® remains one of the most popular mechanical plugs on the market. Original Gripper® Plug Features: • Ideal for sewer testing and long-term applications • Made with glass-reinforced ABS plastic • End-of-pipe design seals only at the end of a pipe • Inside-of-pipe design seals inside pipe as far as needed Equipped with: • Easy to install extra large zinc wing nut – won't rust • Natural rubber o-ring • Galvanized carriage bolt to prevent corrosion End-of-Pipe Gripper® plug Inside-of-Pipe Gripper® plug Part Number Nominal Size Range of Use MaximumBack Pressure Length Product Weight End-of-Pipe Gripper 1 1/2" 1.48"-1.65" 17 psi 40 ft. 1.75" 0.13 lbs 270210 (40 mm) (39-42 mm) (1,2 bar) (12 M) (44.5 mm) (0.05 kg) 2" 1.9"-2.17" 17 psi 40 ft. 1.87" 0.19 lbs 270229 (50 mm) (49-55 mm) (1,2 bar) (12 M) (47.5 mm) (0.09 kg) 3" 2.8"-3.1" 17 psi 40 ft. 2.5" 0.375 lbs 270237 (75 mm) (71-79 mm) (1,2 bar) (12 M) (63.5 mm) (0.16 kg) 4" 3.8"-4.06" 17 psi 40 ft. 2.5" 0.5 lbs 270245 (100 mm) (96-103 mm) (1,2 bar) (12 M) (63.5 mm) (0.23 kg) 6" 5.77"-6.08" 17 psi 40 ft. 3.75" 2.5 lbs 270261 (150 mm) (147-154 mm) (1,2 bar) (12 M) (95.3 mm) (1.14 kg) 8" 7.7"-8.03" 17 psi 40 ft. 3.75" 3 lbs 270270 (200 mm) (196-204 mm) (1,2 bar) (12 M) (95.3 mm) (1.37 kg) Inside-of-Pipe Gripper 4" 3.8"-4.06" 17 psi 40 ft. 2.5" .5 lbs 270296 (100 mm) (96-103 mm) (1,2 bar) (12 M) (63.5 mm) (0.23 kg) 6" 5.77"-6.08" 17 psi 40 ft. 3.75" 2.5 lbs 270253 (150 mm) (147-154 mm) (1,2 bar) (12 M) (95.3 mm) (1.14 kg) 8" 7.7"-8.03" 17 psi 40 ft. 3.75" 3 lbs 270288 (200 mm) (196-204 mm) (1,2 bar) (12 M) (95.3 mm) (1.37 kg) Mechanical Plugs Always block plugs when conducting air tests. 1.800.843.7584 | www.cherneind.com Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) STORM HD Fowler Company Submittal - HPSTORM5 72530 ADS PIPE 1 PAGE ADS, Inc. Drainage Handbook Specifications 0 1-16 ADS HP STORM 12”- 60” PIPE SPECIFICATION Scope This specification describes 12- through 60-inch (300 to 1500 mm) ADS HP Storm pipe for use in gravity-flow storm drainage applications. Pipe Requirements ADS HP Storm pipe shall have a smooth interior and annular exterior corrugations. 0 12- through 60-inch (300 to 1500 mm) pipe shall meetASTM F2881 orAASHTO M330 o Manning’s “n” value for use in design shall be 0.012 Joint Performance Pipe shall bejoined using a bell & spigotjoint meeting the requirements ofASTM F2881 orAASHTO M330. Thejoint shall be watertight according to the requirements ofASTM D3212. Gaskets shall meet the requirements ofASTM F477. Gasket shall be installed by the pipe manufacturer and covered with a removable, protective wrap to ensure the gasket is free from debris. Ajoint lubricant available from the manufacturer shall be used on the gasket and bell during assembly. 12- through 60-inch (300 to 1500 mm) diameters shall have an exterior bell wrap installed by the manufacturer. Fflfings Fittings shall conform to ASTM F2881 orAASHTO M330. Bell and spigot connections shall utilize a welded or integral bell and valley or inline gaskets meeting the watertightjoint performance requirements ofASTM D3212. Field Pipe and Joint Performance To assure watertightness, field performance verification may be accomplished by testing in accordance with ASTM F1417 orASTM F2487. Appropriate safety precautions must be used when field-testing any pipe material. Contact the manufacturerfor recommended leakage rates. Material Properties Polypropylene compound for pipe and fitting production shall be impact modified copolymer meeting the material requirements ofASTM F2881, Section 5 and AASHTO M330, Section 6.1. Installation Installation shall be in accordance with ASTM D2321 and ADS recommended installation guidelines, with the exception that minimum cover in traffic areas for 12- through 48-inch (300 to 1200 mm) diameters shall be one foot (0.3 m) and for 60-inch (1500 mm) diameter the minimum cover shall be 2 ft. (0.6 m) in single run applications. Backfill for minimum cover situations shall consist of Class 1 (compacted), Class 2 (minimum 90% SPD), or Class 3 (minimum 95%) material. Maximum fill heights depend on embedment material and compaction level; please refer to Technical Note 2.04. Contact your local ADS representative orvisit our website atvvvvw.ads-pipe.com for a copy ofthe latest installation guidelines. Pipe Dimensions Nominal Pipe l.D. 12 15 18 24 30 36 42 48 60 in (mm) (300) (375) (450) (600) (750) (900) (1050) (1200) (1500) AveragePipe |.D. 12.2 15.1 18.2 24.1 30.2 36.0 42.0 47.9 59.9 in (mm) (310) (384) (462) (612) (767) (914) (1067) (1217) (1521) Average PipeO.D. 14.5 17.7 21.4 28.0 35.5 41.5 47.4 54.1 67.1 in (mm) (368) (450) (544) (711) (902) (1054) (1204) (1374) (1704) Minimum PipeStiffness* 75 60 56 50 46 40 35 35 30 @5% Deflection#/in./in. (kN/m2) (517) (414) (386) (345) (317) (276) (241) (241) (207) *Minimum pipestiffnessvalueslisted; contactarepresentativeforaveragevalues. © ADS, Inc., February2017 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) STORM HD Fowler Company Submittal - IP525GTJ 85870 DUCTILE PIPE 3 PAGES TYTON JDlNT® PIPE Each ofthe following is a nationally recognized standards organization; ANSI/AWWA C151/A2l.5, Ductile Iron Pipe, Centrifugally Cast forWater. I American National Standards Institute (ANSI) American WaterWorks Association (A\/IANA) Ductile Iron TYTON JOINT Pipe is centrifu- American SocietyforTesting and Materials (ASTM) gally cast in metal molds in accordance Underwriters Laboratories (UL) with ANSI/AWWA C151/A21.5. National Fire Protection Association (NFPA) National Sanitation Foundation (NSF) The asphaltic outside coating is in accor- Factory Mutual (FM) dance with ANSI/AWWA C151/A21.51. As specified in ANSI/AWWA C151/A21.51, TYTON JOINT is U.S. Pipe’s trademarkfor pipe with a push-on type connection. Simplicity, sturdiness pipe weights have been calculated using and watertightness are built into the system by design. Convincing proof of its worldwide acceptance standard barrel weights and weights of is shown bythe fact that more than 95% ofthe pipe now sold by U.S. Pipe is TYTON JOINT Pipe. bells being produced. TYTON JOINT Pipe is available in sizes 3" through 64". Sizes 3" through 42" are available in nominal ANSI/AWWA C104/A21.4, Cement-Mortar 18-foot laying lengths. 4“ through 30“ sizes, along with sizes 48" through 64", are available in Lining For Ductile-Iron Pipe and Fittings nominal 20-foot laying lengths. ForWater. The cement-mortar lining and inside TYTONJOINTPipe in sizes 4“ through 36" are UL Listed, and sizes4" through 16" are FMApproved. coating are in accordancewith ANSI/AWWA When TYTON JOINT Pipe is used for bridge crossings orother above-ground installations, each length C104/A21/I. of pipe must be supported in a mannerto restrict both vertical and horizontal movement. Special linings and/orcoatings can be furnished forspecific conditions. ATYTON® Gasket is the only accessory required when installing TYTON JOINT Pipe. It is a circular rubber gasket that has a modified bulb shape in cross section. Gaskets are furnished in accordance ANSI/AWWA C111/A2l.ll, Rubber-Gasket with ANSI/AWWA C111/A21.1. Composition and dimensions ofthe gasket have been carefully Joints for Ductile-Iron Pressure Pipe engineered to ensure a watertight and lasting seal. The standard TYTON Gasket is manufactured of and Fittings. SBR — styrene butadiene rubber. Gaskets of special elastomers may be ordered for special TYTON® Gaskets arefurnished in accor- applications. The gasket contour and bell socket contourensurethat the gasket will remain seated dance with ANSI/AWWA C111/A21.11. during proper assembly ofthe pipe. When joint restraint is required for push-on joint pipe, two options are available from U.S. Pipe. Forjoint restraint of 4" through 24", FIELD LOK 350® Gaskets ANSI/AWWA C105/A21.5, Polyethylene may be used. FIELD LOK 350 Gaskets are rated for 350 psi in sizes 4" through 24". In addition, for4" Encasement for Ductile Iron Pipe through 36" sizes, TR FLEX Pipe and Fittings may be used, and for 30" through 64" sizes, HP LOK® Systems. Pipe and Fittings may be used. TR FLEX Pipe and Fittings are rated forworking pressures for 350 psi If specifiers and users believe that corro- in 4" through 24" sizes, 250 psi in sizes 30“ through 36". For HP LOK Pipe and Fittings, the working sive soils will be encountered where our pressure is 350 psi for 30" through 64". For higher pressure applications contactyour U.S. Pipe products are to be installed, please refer representative. Complete details on FIELD LOK 350 Gaskets, TR FLEX Pipe and Fittings, and HP LOK to ANSI/AWWA C105/A21.5, for proper external protection procedures. Pipe and Fittings can be found on ourwebsite, www.uspipe.com. NOTE; U.S. PipequalifiesforFederalProcurementunderPublicLawNo. 94-580, Section6002, knownasthe ASTM A746-D3 "Standard specification ResourceRecoveryActof1976, since, due tomodern technology, recycledironandsteelscrapareusedtoa for Ductile Iron Gravity Sewer Pipe." largedegreeinourDuctileIronPipeproduction. Theplainendofthepipeisfurnishedbeveledorwithaquarterellipseontheedgetoallowassembly. Morethan40 ASTM A716-D8 "Standard Specification yearsofsuccessfulexperiencehaveproveditssealingcapabilities. Hydrostatictestshaveshown thatthesystem for Ductile Iron Culvert Pipe." willwithstandpressures farinexcessofratedpressures. ASTM A536 "Standard Specification for TYTON®, TYTONl0lNT®, TR FLFX®, HPLOK®andFIELDLOK350® areRegistered Trademarks of U.S. Pipe andFoundryCompany LLC. Ductile Iron Castings." REVISED41816 HD Fowler Company Submittal - IP522GTJ 85870 PRESSURE CLASS — THICKNESSES, DIMENSIONS AND WEIGHT 18-FOOTLAYING LENGTH 20-FOOTLAYING LENGTH OUTSIDE BARRELWEIGHT WEIGHT PER WEIGHT PER SIZE THICKNESS THICKNESS DIAMETER* PER FOOT LENGTHt LENGTHT Inches CLASS Inches Inches Pounds Pounds Pounds 3.00 11.8 220 — 3.00 12.8 240 — (:1(:100.|>Q0CD\l-I> 3.00 13.7 255 — CD-5O0O0 0.20 4.30 11.3 215 235 4 0.20 4.30 12.6 235 260 4 LTILTI00|\DO3|—\-I>LTIU"lLTILTILTI 0.32 4.30 13.8 260 285 4 54 0.35 4.30 15.0 280 310 4 55 0.33 4.30 16.1 300 330 4 50 0.41 4.30 17.3 320 355 0 50 0.25 0.00 16.0 305 335 0 51 0.23 0.00 17.8 335 370 52 0.31 0.00 19.6 370 410 53 0.34 0.00 21.4 400 445 54 0.37 0.00 23.2 435 480 55 0.40 0.00 25.0 465 515 O‘-DO‘-iO'JO'JO'J 50 0.43 0.00 26.7 495 550 3 50 0.27 0.05 22.8 430 475 3 51 0.30 0.05 25.2 475 525 52 0.33 0.05 27.7 520 575 53 0.30 0.05 30.1 560 620 54 0.30 0.05 32.5 605 670 55 0.42 0.05 34.8 650 720 XXXXX 50 0.45 0.05 37.2 690 765 NOTE: Thicknessesanddimensions of3"through 64"ductileironpipe conform toANS///IWI/llA C151/7421.51. Weights mayvaryfrom thestandardbecauseofdifferences in be/I weights. *To/erance of0.D. ofspigotend; 3-12in., 10.06in.,- 14-24in., +0.05in., -0.08in.; 30-48in., +0.08in., -0.06in.,- 54-64 in., +0.04in., -0.10in. TIncludingbe/I; calculated weightofpipe roundedoffto nearest5lbs. Table continued on next page. H 115010511.-1 1e.15 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) HD Fowler Company Submittal - IP525GTJ 85870 THICKNESS CLASS — THICKNESSES, DIMENSIONS AND WEIGHT (cont.) 18-FOOTLAYING LENGTH 20-FOOTLAYING LENGTH OUTSIDE BARRELWEIGHT WEIGHT PER WEIGHT PER SIZE THICKNESS THICKNESS DIAMETER* PER FOOT LENGTHt LENGTHT Inches CLASS Inches Inches Pounds Pounds Pounds ‘: 50 0.20 1; 30.1 570 630 : 51 0.32 -- 33.2 625 690 : 52 0.35 -- 36.2 680 750 : 53 0.33 -- 39.2 730 810 : 54 0.41 -- 42.1 785 870 : 0.44 -- 45.1 840 930 la 48.0 890 990 my u ......_.u '2 :11.:1 _ 5:1:1 38.4 725 800 Q0-|>g]H '591‘ '2 0.34 13.20 42.0 790 875 '2 0.37 13.20 45.6 855 945 '2 0'10'1O0l\)CD|—\U"lO5L71LTIL710'1 0.40 13.20 49.2 920 1015 '2 54 0.43 13.20 52.8 985 1090 '2 55 0.46 13.20 56.3 1045 1160 '2 56 0.49 13.20 59.9 1110 1230 u ... u 47.5 910 1005 0.30 15.30 51.7 985 1090 0.30 15.30 55.9 1060 1170 0.42 15.30 60.1 1135 1255 U -- U 64.2 1210 1340 U — U 68.4 1285 1420 LLLLLLL 72.5 1360 1505 u _- u J 55.8 1065 1175 U -- U ' 0.37 17.40 60.6 1150 1275 ' 0.40 17.40 65.4 1240 1370 ' 0.43 17.40 70.1 1325 1465 J 74.9 1410 1560 u ... u J 79.7 1495 1655 U -- U J :1:1:1:1:1:1:1:1 :1:1:1:1:1:1:1:1 84.4 1580 1750 O‘)-5O1-5O‘)-5O‘)-5O1O‘)-5O‘)-5-5 U1U"IO000CD|\>3|\)l—*1—\-I>U1U"IO5U1U1U1U1U1U1U1U1U1U1L71 U CA.)O0LJTI-I>l\DO0Q0LOU‘lIi-I>O3 —S->"'.\'9"‘Q0-I?.\'S->"'09U-I?.\'Q99"‘-I?.\'09-I? NOTE: Thicknesses anddimensions of3"through 64"ductileironpipeconform toANSI/AWWA C151/421.51. Weights mayvaryfrom thestandardbecause ofdifferencesin bell weights. *To/erance of0.D. ofspigotend.- 3-12in., :0.06in.,- 14-24 in., +0.05in., -0.08in.,- 30-48in., +0.08in., -0.06in.,- 54-64 in., +0.04 in., -0.10in. fIncludingbell; calculated weightofpiperoundedoffto nearest5lbs. Table continued on next page. : 115010511.-1 1e.15 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) STORM 23U ‐ ANSI/AWWA C153/A21.53 DUCTILE FITTINGS Mechanical Joint Compact 6 PAGES Ductile Iron Fittings Revised 4/2018 DOMESTIC NON‐DOMESTIC SUBMITTAL: C153 MECHANICAL JOINT PRODUCT (Current revisions for the noted Standards apply) SIZES: 2” ‐ 64” (2” not included in ANSI/AWWA C153 standard) STANDARDS: ANSI/AWWA C153/A21.53, NFPA13/24, 3”‐16” UL and 3”‐10” FM listed & approved (File ‐ Tyler Union) MATERIAL: Cast of ASTM A536 qualified ductile iron. Date code is cast on and required for traceability. PRESSURE RATING: *Flanged fittings rated at 250 psi. Mechanical joints 2” – 24” rated at 350 psi and 30” – 48” at 250 psi. *Note: With rubber annular ring flange gasket, 2” – 24” Flanged fittings can be rated at 350 psi. Note: Wyes over 12” are not pressure rated. Contact Tyler Union for rating in your application. DEFLECTION: Joint deflection 5° max for 2”– 12” and 3° max for 14”– 48”. Reduces by 50% at nominal pipe & fitting diameters NSF‐61 & NSF372: Meets all requirements including Annex G, Tyler Union’s Underwriters Laboratory listing MH16439. ASPHALT COATING: Per ANSI/AWWA C104/A21.4 and ANSI/AWWA C153/A21.53. CEMENT LINING: Per ANSI/AWWA C104/A21.4, with double cement lining available upon request. EPOXY COATING: Fusion bonded epoxy per ANSI/AWWA C116/A21.16. Additional coatings available upon request. BARE FITTINGS: Available upon request. FASTNERS: High strength low alloy weathering steel per ANSI/AWWA C111/A21.11 and ASTM A242 INSTALLATION: Install per AWWA C600/C651 using pipe conforming to ANSI/AWWA C151/A21.51 or AWWA C900/905. Anniston: 1501 W 17th St. ● Anniston, AL 36201 ● (800) 226‐7601 Elmer: 701 Kenyon Ave.● Elmer, New Jersey 03318 Corona: 1001 El Camino Ave. ● Corona, CA 92879 ● (866) 527‐8471 New Lenox: 2200 West Haven● New Lenox, IL 60451 Tyler: 11910 CR 492 ● Tyler, Texas 75706 ● (800) 527‐8478 Portland: 15670 N. Lombard St. ● Portland, OR 97203 Dallas: 1201 Ave. S. Suite100 ● Grande Prairie, TX 75050 Oxford: 1800 Greenbrier Dear Road ●Anniston, AL 36207 28U ‐ ANSI/AWWA C110/A21.10 Class 125 Flange Joint Full Body Ductile Iron Fittings Revised 4/2018 DOMESTIC NON‐DOMESTIC SUBMITTAL: C110 FLANGE JOINT CLASS 125 PRODUCT (Current revisions for the noted Standards apply) SIZES: 2” ‐ 64” (Contact Tyler Union for 54” – 64” flange fitting information) STANDARDS: ANSI/AWWA C110/A21.10, NFPA 13/24, ASME B16.1, 3” ‐ 12” UL listed and FM approved MATERIAL: Cast of ASTM A536 qualified ductile iron. Date code is cast on and required for traceability. PRESSURE RATING: *Flanged fittings *2” – 48” rated at 250 psi. 54” – 64” rated at 150psi. *Note: With rubber annular ring flange gasket, 2” – 24” flanged fittings can be rated at 350 psi. DEFLECTION: Deflection is “not” recommended for flange joint due to the rigidity of the joint. NSF‐61 & NSF372: Meets all requirements including Annex G, Tyler Union’s Underwriters Laboratory listing MH16439. COATING: Asphaltic or Primer per ANSI/AWWA C104/A21.4, Standard primer is Tnemec Pota Pox N140‐1211. Contact Tyler Union for additional coating options. CEMENT LINING: Per ANSI/AWWA C104/A21.4, with double cement lining available upon request. EPOXY COATING: Fusion bonded epoxy per ANSI/AWWA C116/A21.16. Additional coatings available upon request. BARE FITTINGS: Available upon request. FLANGES: ANSI Class 125 per ASME B16.1 and ANSI/AWWA C111/A21.11. Bolt holes shall straddle the center line NOTE: Class 125 ASME B16.1 are not compatible with Class 250 Flanges NOTE: Class 250 ASME B16.1 fittings are available upon request. FASTNERS: High strength low alloy weathering steel per ANSI/AWWA C111/A21.11 and ASTM A242 INSTALLATION: Install per AWWA C600/C651 using pipe conforming to ANSI/AWWA C151/A21.51. Anniston: 1501 W 17th St. ● Anniston, AL 36201 ● (800) 226‐7601 Elmer: 701 Kenyon Ave.● Elmer, New Jersey 03318 Corona: 1001 El Camino Ave. ● Corona, CA 92879 ● (866) 527‐8471 New Lenox: 2200 West Haven● New Lenox, IL 60451 Tyler: 11910 CR 492 ● Tyler, Texas 75706 ● (800) 527‐8478 Portland: 15670 N. Lombard St. ● Portland, OR 97203 Dallas: 1201 Ave. S. Suite100 ● Grande Prairie, TX 75050 Oxford: 1800 Greenbrier Dear Road ●Anniston, AL 36207 Utility Pipe Fittings and Accessories Compact MJ Fittings ANSI/AWWA C153/A21.53 2" - 64" DuCTIlE IRON MEChANICAl JOINT COMPACT FITTINgS gENERAl SPECIFICATIONS MATERIAl: Ductile Iron per ASTM A536 PRESSuRE: 350 PSI rating for 3" - 24" sizes, 250 PSI rating for 30” - 48" sizes and 150 PSI rating for 54” - 60” sizes TESTINg: In accordance with ANSI/AWWA C153/A21.53 and UL requirements lAyINg lENgTh: In accordance with ANSI/AWWA C153/A21.53 (fittings not listed in ANSI/AWWA have dimensions per Star design as noted in the catalog) WEIghTS: Are in pounds, unless noted otherwise and do not include accessories, cement lining and coating FlANgES: Flanged ends on fittings match ANSI/AWW C115/A21.15 and ANSI B16.1 class 125 flanges CEMENT lININg: In accordance with ANSI/AWWA C104/A21.4 -- size 2" - 3" single thickness and sizes 4" - 64" double thickness COATINg: Asphaltic seal coat inside and out in accordance with ANSI/AWWA C104/A21.4 gASkETS: SBR in accordance with ANSI/AWWA C111/A21.11 (see pg. 17) T-BOlTS/NuTS: Low alloy steel in accordance with ANSI/AWWA C111/A21.11 (see pg. 16) APPROvAlS: 4" - 12" Underwriters Laboratories Listed 3" and greater are UL/NSF-61 DIMENSIONS: All dimensions are in inches unless noted otherwise M L X K1 M E M B E R Ø 7° S K2 J 2° D C 0.12 in. 0.75 in. F A 2"-24" = 0.31 in. 30"-64" = 0.38 in. B MEChANICAlJOINT DIMENSIONS NOM. BOlTS A DIA. B C DIA. D DIA. F DIA. J DIA. k1 DIA. k2 DIA. l M S Ø X DIA. SIZE SIZE NO.  2 2.50 2.50 3.39 3.50 2.61 4.75 6.19 6.25 0.58 0.62 0.36 28º ¾ ⅝ x 3 2 3 3.96 2.50 4.84 4.94 4.06 6.19 7.62 7.69 0.58 0.62 0.39 28º ¾ ⅝ x 3 4 4 4.80 2.50 5.92 6.02 4.90 7.50 9.06 9.12 0.60 0.75 0.39 28º ⅞ ¾ x 3 ½ 4 6 6.90 2.50 8.02 8.12 7.00 9.50 11.06 11.12 0.63 0.88 0.43 28º ⅞ ¾ x 3 ½ 6 8 9.05 2.50 10.17 10.27 9.15 11.75 13.31 13.37 0.66 1.00 0.45 28º ⅞ ¾ x 3 ½ 6 10 11.10 2.50 12.22 12.34 11.20 14.00 15.62 15.62 0.70 1.00 0.47 28º ⅞ ¾ x 4 8 12 13.20 2.50 14.32 14.44 13.30 16.25 17.88 17.88 0.73 1.00 0.49 28º ⅞ ¾ x 4 8 14 15.30 3.50 16.40 16.54 15.44 18.75 20.25 20.25 0.79 1.25 0.55 28º ⅞ ¾ x 4 ½ 10 16 17.40 3.50 18.50 18.64 17.54 21.00 22.50 22.50 0.85 1.31 0.58 28º ⅞ ¾ x 4 ½ 12 18 19.50 3.50 20.60 20.74 19.64 23.25 24.75 24.83 1.00 1.38 0.68 28º ⅞ ¾ x 4 ½ 12 20 21.60 3.50 22.70 22.84 21.74 25.50 27.00 27.08 1.02 1.44 0.69 28º ⅞ ¾ x 4 ½ 14 24 25.80 3.50 26.90 27.04 25.94 30.00 31.50 31.58 1.02 1.56 0.75 28º ⅞ ¾ x 5 16 30 32.00 4.00 33.29 33.46 32.17 36.88 39.12 39.12 1.31 2.00 0.82 20º 1 ⅛ 1 x 6 20 36 38.30 4.00 39.59 39.76 38.47 43.75 46.00 46.00 1.45 2.00 1.00 20º 1 ⅛ 1 x 6 24 42 44.50 4.00 45.79 45.96 44.67 50.62 53.12 53.12 1.45 2.00 1.25 20º 1 ⅜ 1 ¼ x 6 ½ 28 48 50.80 4.00 52.09 52.26 50.97 57.50 60.00 60.00 1.45 2.00 1.35 20º 1 ⅜ 1 ¼ x 6 ½ 32  54  60 { Dimensions Available On Request }  64 REV.07 Not Included in AWWA C153 ® REGISTERED TRADEMARK OF STAR PIPE PRODUCTS STAR® PIPE PRODUCTS HOUSTON CORPORATE TOLL FREE 1-800-999-3009 FAX 281-558-9000 www.starpipeproducts.com Page 3 Utility Pipe Fittings and Accessories Flanged Fittings Ansi/AWWA C110/A21.10 1" - 64" DuCTilE iROn FlAngED FiTTings gEnERAl sPECiFiCATiOns MATERiAl: Ductile iron per ASTM A536 PREssuRE: 250 PSI ratiing for 1" - 48" sizes and 150 PSI rating for 54" - 64" TEsTing: In accordance with ANSI/AWWA C110/A21.10, UL and FM requirements lAying lEngTh: 2" - 48" sizes in accordance with ANSI/AWWA C110/A21.10 and ANSI B16.1 and 54" - 64" sizes in accordance with ANSI/AWWA C153/A21.53 (fittings not listed in ANSI/AWWA have dimensions per Star design as noted in the catalog) WEighTs: Are in pounds, unless noted otherwise and do not include accessories, cement lining and coatings DRilling: In accordance with ANSI/AWWA C110/A21.10, ANSI/AWWA C153/A21.53 and ANSI B16.1 Class 125 Flanges CEMEnT lining: In accordance with ANSI/AWWA C104/A21.4 -- sizes 1"- 3" single thickness and sizes 4"- 64" double thickness COATing: Asphaltic seal coat inside in accordance with ANSI/AWWA C104/A21.4 and prime coat outside APPROvAls: 4" - 12" Underwriters Laboratories Listed and Factory Mutual approved for 300 PSI rating 2" and greater are UL/NSF-61 DiMEnsiOns: All dimensions are in inches unless noted otherwise T B.C. APPROVED M E M B E R O.D. SIZE FlAngE DETAils nOM. BOlT hOlE BOlTs O.D. B.C. T siZE DiA. siZE nO.  1 4.25 3.12 0.44 0.62 ½ x 2 4  1 ½ 5.00 3.88 0.56 0.62 ½ x 2 4  2 6.00 4.75 0.62 0.75 ⅝ x 2 ¼ 4  2 ½ 7.00 5.50 0.69 0.75 ⅝ x 2 ½ 4 3 7.50 6.00 0.75 0.75 ⅝ x 2 ½ 4 4 9.00 7.50 0.94 0.75 ⅝ x 3 8  5 10.00 8.50 0.94 0.88 ¾ x 3 8 6 11.00 9.50 1.00 0.88 ¾ x 3 ½ 8 8 13.50 11.75 1.12 0.88 ¾ x 3 ½ 8 10 16.00 14.25 1.19 1.00 ⅞ x 4 12 12 19.00 17.00 1.25 1.00 ⅞ x 4 12 14 21.00 18.75 1.38 1.13 1 x 4 ½ 12 16 23.50 21.25 1.44 1.13 1 x 4 ½ 16 18 25.00 22.75 1.56 1.25 1 ⅛ x 5 16 20 27.50 25.00 1.69 1.25 1 ⅛ x 5 20 24 32.00 29.50 1.88 1.38 1 ¼ x 5 ½ 20 30 38.75 36.00 2.12 1.38 1 ¼ x 6 ½ 28 36 46.00 42.75 2.38 1.63 1 ½ x 7 32 42 53.00 49.50 2.62 1.63 1 ½ x 7 ½ 36 48 59.50 56.00 2.75 1.63 1 ½ x 8 44  54 66.25 62.75 3.00 2.00 1 ¾ x 8 ½ 44  60 73.00 69.25 3.12 2.00 1 ¾ x 9 52  64 80.00 76.00 3.38 2.00 1 ¾ x 9 52 REV.07 not included in AWWA C110 ® REGISTERED TRADEMARK OF STAR PIPE PRODUCTS STAR® PIPE PRODUCTS HOUSTON CORPORATE TOLL FREE 1-800-999-3009 FAX 281-558-9000 www.starpipeproducts.com Page 37 C153 DUCTILE IRON MECHANICAL JOINT FITTINGS C153 DUCTILE IRON MECHANICAL JOINT FITTINGS BASIC SPECIFICATIONS SIZES: • 2” - 64” MATERIAL: • Ductile Iron ASTM A536, Grade 65-45-12, 60-42-10 or 70-50-05. PRESSURE: • 350 PSI Water Working Pressure 2”- 24”. • 250 PSI Water Working Pressure 30”- 48”. • 150 PSI Water Working Pressure 54”- 64”. TESTING: • In accordance with ANSI/AWWA C153/A21.53. • In accordance with UL - FM requirements. • All fittings are hydrostatically tested in accordance with SIGMA Quality Management Standard. • All fittings are heat coded to ensure traceability and verification of metallurgical properties in accordance with the prevailing standards and SIGMA Quality Manage- ment Standards. LAYING LENGTH: • Short body design - straight section of body deleted to provide a compact and lighter fitting without reducing strength or flow characteristics. • In accordance with ANSI/AWWA C153/A21.53. DEFLECTION: • Maximum allowable deflection for MJ Joint on a full length pipe is as mentioned below: 1. 3” - 4” = 8 Degrees 2. 6” = 7 Degrees 3. 8” - 12” = 5 Degrees 4. 14” - 48” = 3 Degrees CEMENT LINING: • Maximum Double cement lined in accordance with ANSI/AWWA C104/A21.4. COATING: • Interior of fitting is seal coated (asphaltic material) in accordance with ANSI/ AWWA C104/A21.4 and NSF61 approved. • Exterior of fitting is seal coated (asphaltic material) in accordance with ANSI/ AWWA C153/A21.53 and NSF61 approved. GASKETS: • SBR in accordance with ANSI/AWWA C111/A21.11. • Also available in EPDM, NBR and CR. T-BOLTS: • Low Alloy corrosion resistant high strength steel in accordance with ANSI/AWWA C111/A21.11. APPROVALS: • 3”-16” Underwriters Laboratories listed and Factory Mutual Approved. STANDARDS: • Certified to NSF61 Standard including Annex G & 372. • ANSI/AWWA C153/A21.53 for Compact Ductile Iron Fittings 2”-64” for water and other liquids. INSTALLATION: • Per ANSI/AWWA C600 and C111 using DIP conforming to C150/C151 and PVC pipe conforming to C900/C905. ® January 2019 SIGMA Corporation www.sigmaco.com ® Certified to ® ANSI/NSF 61 Member C110 DUCTILE IRON FLANGED FITTINGS C110 DUCTILE IRON FLANGED FITTINGS BASIC SPECIFICATIONS SIZES: • 2” - 64” MATERIAL: • Ductile Iron ASTM A536 Grade 60-42-10, 65-45-12 or 70-50-05. PRESSURE: • 250 PSI Water Working Pressure for Ductile Iron sizes 2” - 48”. • 150 PSI Water Working Pressure for Ductile Iron sizes 54” - 64”. TESTING: • In accordance with ANSI / AWWA C110 / A21.10 where applicable. • Other items are in accordance with manufacturer’s standards. • 54” and above Flanged Fittings are manufactured as per AWWA C153/A21.53. • All fittings are hydrostatically tested in accordance with SIGMA Quality Man- agement Standard. • All fittings are heat coded to ensure traceability and verification of metallurgi- cal properties in accordance with SIGMA Quality Management Standards. LAYING LENGTH: • In accordance with ANSI / AWWA C110 / A21.10 where applicable. • Other items are in accordance with manufacturer’s standards. • 54” and above Flanged Fittings are manufactured as per AWWA C153/A21.53. CEMENT LINING: • Double cement lined in accordance with ANSI/AWWA C104 / A21.4. COATING: • Interior of fitting is seal coated (asphalt material) in accordance with ANSI / AWWA C104/A21.4 and NSF61 approved. • Red Primer Outside. • For special conditions, other types of coatings and linings are available. • Please specify when ordering. GASKETS: • SBR in accordance with ANSI/AWWA C111/A21.11 & ANSI/AWWA C111/ A21.11. • Also available in EPDM, NBR and CR. APPROVALS: • 2”-16” Underwriters Laboratories listed and Factory Mutual Approved. STANDARDS: • Certified to NSF61 Standard including Annex G & 372. • ANSI / AWWA C110 / A21.10 Where applicable. • Other items are in accordance with manufacturer’s standards. • 54” and above Flanged Fittings are manufactured as per AWWA C153/A21.53. INSTALLATION: • Per ANSI/AWWA C600 and C111 using DIP conforming to C150/C151 and PVC pipe conforming to C900/C905. ® ® Certified to ® ANSI/NSF 61 May 2017 SIGMA Corporation www.sigmaco.com Member STORM HD Fowler Company Submittal - IFZ5 84890 MJ KIT 1 PAGE 23U - ANSI/AWWA C153/A2153 fil Mechanical Joint Compact Ductile Iron Fittings TYLER U N ION“ “':"‘*:““’*°:“ Quality Waterworks Products ‘:| DOMESTIC E NDN_DDMES.nc SUBMITTAL: C153 MECHANICAL JOINT PRODUCT [Current revisions for the noted Standards Hfifillfi SIZES: 2” - 54" (2” not included in ANSI/AWWA C153 standard] STANDARDS: ANSIIAWWA C153/1121.53, NFPA13j'24, 3”-15" UL ancl 3“-1o” FM listed 8. approved {File - Tvler Union} MATERIAL: Cast of ASTM A535 qualified ductile iron. Date code is cast on and required for traceability. PRESSURE RATING: *Flanged fittings rated at 250 psi. Mechanical joints 2“ — 24" rated at 350 psi and 30“ —45" at 250 psi. *Note: With rubber annular ring flange gasket, 2“ — 24” Flanged fittings can be rated at 350 psi. Note: Wves over 12” are not pressure rated. Contact Tvler Union for rating in vour application. DEFLECTION: Joint deflection 5" max for 2"— 12” and 3° max for 14”— 48". Reduces by 50% at nominal pipe Si fitting diameters NSF-51 81 NSF372: Meets all requirements including Annex G, Tvler Uniorfs Underwriters Laboratorv listing lvlH1E439. ASPHALT COATING : Per ANSI,/AWWA C1041'A21.4 and ANSI/IAWWA C153,/A21.53. CEMENT LINING: Per ANSI/AWWA C104/A21.4, with double cement lining available upon request. EPOXY COATING: Fusion bonded epoxy per ANSI/'AWWA C116,/A21.16. Additional coatings available upon request. BARE FITTINGS: Available upon request. FASTNERS: High strength low allov weathering steel per ANSI/AWWA C111/A2111 and ASTM A242 INSTALLATION: Install per AWWA C600fC551 using pipe conforming to ANSIXAWWA {I151/A2151 or AWWA C900/905. —-E L .31 2 _ é"-‘:5 ' F 2 s ‘5t.‘0\~- “ 2‘ _l:T 0.?5 -- i<' 1 o c A 0.12--l F x‘ NOMINALIUINT DIMEN5IDN5 |N INCHE5 B-ULT5 A Dla' . B Hub C Dia' . JDIa. K" Dia. K3 Dia' . L NI T QW- D| Pipe Depth GLAND GLAND GLAND GLAND H 2.51 2 50 3 50 3-50 2.51 4 25 5.15 5 55 0.55 0 52 0.35 0.30 3,24 5}5x3 2 ass also .11.. 4.54 Ros s.1s 2.52 2.55 o.ss oféz o.§.§ o.ss am? 523.5 II- I 4.50 2.50 5.52 5.02 4.50 2.50 5.05 5.12 0.50 0.25 0.35 0.34 2,15 3f4x3-1,l"2 -I5 5.50 2.50 5.02 5.12 2.00 5.50 11.05 11.12 0.53 0.55 0.43 0.35 225 3f4x3-122 0'1 OJ 5.05 2.50 10.12 10.22 5.15 11.25 13.31 13.32 0.55 1.00 0.45 0.35 2,33 3;’4x4 0'! 10 11.10 2.50 12.22 12.34 11.20 14.00 15.52 15.52 0.20 1.00 0.42 0.40 2,15 324104 12 13.20 2.50 14.32 14.44 13.30 15.25 12.55 12.55 0.23 1.00 0.45 0.42 223 3;’4x4 C0 14 15.30 3.50 15.40 15.54 15.44 15.25 20.31 20.25 0.25 1.25 0.55 0.42 225 3;'4x4-1f2 10 15 12.40 3.50 15.50 15.54 12.54 21.00 2__:-'_:_.§_s 11?-I.-5° 0.05 1.§1 o.sa_ 0.50 10 324:4-1f2 1? 15 15.50 a.so 20.50 20.24 15.54 23.25 24.53 24.25 1.00 1.35 0.55 0.54 1/a 325?:-1.72 12 20 21.50 3-50 22.20 22-54 21.24 25-50 22-05 22-00 1-02 1-44 0-55 0.52 2f3 3f4x4-122 14 24 25.50 3.50 25.50 22.04 25.94 30.00 31.55 31.50 1.02 1.55 0.25 0.51 223 3f4x5 15 30 32.00 4.50 33.25 33.45 32.12 35.55 35.12 35.12 1.31 2.00 0.52 0.55 1-1,35 1x5 20 35 35.30 4.50 35.55 35.25 35.42 43.25 45.00 45.00 1.45 2.00 1.00 0.24 1-115 1115 24 42 44.50 4.50 45.25 45.55 44.52 50.52 53.12 53.12 1.45 2.00 1.25 0.52 1-325 1-1_l'4x5-1;’2 25 43 50.50 4.50 52.05 52.25 50.92 52.50 50.00 50.00 1.45 2.00 1.35 0.50 1-325 1-12425-122 32 54 Availableon Request 50 Availableon Re-nest 54 Availableon Request Annlston 1501 W 12"" St I Anniston, AL 35201 I {E00} 225—2501 Elmer 201 liienvon Ave I Elmer, NewJersev 03315 Corona: 1001 El Eamino Ave. I Corona, EA 92329 I (B55) 522-B421 New Lenox: 2200 West l'l5‘lI'El'tl New Lenox, IL 50451 Tyler: 11910 ER 492 I Tvier, Texas 25205 I (500) 522-5425 Portland: 15520 N. Lombard St. I Port arid. 0R 92203 Dallas: 1201 Ave. S. 5uite100 I Grande Prairie, TX 25050 Oxford: 1500 Greenbrier Dear Road lAnniston, AL 35202 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) STORM HD Fowler Company Submittal - IFGMPSM5 82790 ADAPTER GASKET 2 PAGES April 30, 2012 ROMAC INDUSTRIES, TM INC. Romac Style “LCT” 1-800-426-9341 www.romac.com Manhole Adapter Gasket Gasket: Virgin SBR per ASTM D 2000 M2AA 60, compounded for water and Manhole sewer service. Adapter Use: The gasket is designed Gasket to be used on PVC sewer pipe when grouting into a concrete manhole wall. “LCT” Gasket cross section Material Specifications NOMINAL CATALOG NUMBER SIZED FOR SDR APPROXIMATE LIST PRICE PIPE SIZE 35 PIPE O.D.s WEIGHT (lbs.) 4" 4" LCT- Adapter Gasket 4.215 0.30 # $25.40 6" 6" LCT- Adapter Gasket 6.275 0.45 # 27.59 8" 8" LCT- Adapter Gasket 8.4 0.55 # 31.04 10" 10" LCT- Adapter Gasket 10.5 0.70 # 33.63 12" 12" LCT- Adapter Gasket 12.5 0.85 # 36.21 15" 15" LCT- Adapter Gasket 15.3 1.00 # 39.09 18" 18" LCT- Adapter Gasket 18.7 1.25 # 45.33 21" 21" LCT- Adapter Gasket 22.05 1.50 # 54.12 24" 24" LCT- Adapter Gasket 24.8 1.65 # 60.50 27" 27" LCT- Adapter Gasket 27.96 1.85 # 63.94 To Order: Specify catalog number. Other sizes available, please specify pipe O.D. Price on application. Example: For 6.28 O.D., order 6" LCT MJ x SDR35 Transition Gasket (PVC Sewer) Gasket: Virgin SBR per ASTM D 2000 MBA 710, compounded for water and sewer service. Other compounds available on request. MJ x SDR35 Transition Use: The gasket is designed to be used Gasket in cast iron mechanical joint fittings for adapting to PVC sewer pipe. Pressure Rating: Up to NOMINAL APPROXIMATE CATALOG NUMBER LIST PRICE 10 psi. For higher pressure PIPE SIZE WEIGHT (lbs.) Material Specificationsratings, contact Romac 4" 4" MJ x SDR35 Transition Gasket 0.60 # $21.15 Engineering. 6" 6" MJ x SDR35 Transition Gasket 0.90 # 23.39 8" 8" MJ x SDR35 Transition Gasket 1.15 # 27.14 10" 10" MJ x SDR35 Transition Gasket 1.60 # 45.22 12" 12" MJ x SDR35 Transition Gasket 1.90 # 57.22 18" 18" MJ x SDR35 Transition Gasket 3.16 # 144.20 24" 24" MJ x SDR35 Transition Gasket 5.00 # 170.32 To Order: Specify catalog number. 6-10 HD Fowler Company Submittal - IFGMPSM5 82790 ROMAC INDUSTRIES, INC. MJ X SDR35 TRANSITION GASKET SUBMITTAL INFORMATION USE: The MJ X SDR 35 gasket is designed to be used in cast iron mechanical joint fittings for adapting to PVC sewer pipe. MATERIAL Gasket Gasket is made from virgin Styrene Butadiene Rubber (SBR) compounded for water and sewer service in accordance with ASTM D2000 MBA 710 - 90. Also available in Ethylene Propylene Diene Methylene (EPDM) and Nitrile Butadiene Rubber (NBR) on request. PRESSURE When properly installed on the correct size pipe, the Romac MJ X SDR 35 gasket can work up to 10 psi. For higher pressure ratings, contact Romac Engineering SIZES This information is based on the best data available at the date printed above, please check with Romac Engineering Department for any updates or changes. Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) STORM HD Fowler Company Submittal - HI4512BD 79700 CASTINGS 1 PAGE NOTES: *Machine surface on ring & cover. OLYMPIC FOUNDRY INC. *Typical 8" locking clean-out 11" X 4" LOCKING FLANGE DOWN RING & COVER MATL: Cast Iron ASTM A48, CL30 RATING: H-20 PART NO. MH5 D/T APPROX WT: Ring 70 Lbs, Cover 26 Lbs REV: A DATE: 6/23/2003 New border REV A DOCUMENT APPROVED DWN: CL DATE: 6/23/2003 TOLERANCE REV: DATE: BY: DATE: XX +- .1 CHKD: CL DATE: 6/23/2003 XXX +- .06 DWG #: MH05 D/T SCALE: N/A SHEET: 1 OF 1 XXXX +- .030 < +- 2 DEG Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) STORM HD Fowler Company Submittal - WWTAPEDET2O 67890 DETECTABLE TAPE 2 PAGES Christy's Detectahle Marking Tape 0ur DETECTABLE marking tape provides for easy buried pipeline detection and below ground identification and warning. The tape can be located below ground with a non-ferrous metal detector when buried at the proper depths. All Christy's tape meets or exceeds the industry standards including the American Public Works Association (APWA) color code. TAPE MUST BE BURIED FLAT FUR MAXIMUM DETECTABILITY AND LINE PRUTECTIUN. CUNSULT YUUR SPECIFIC LUCATUR MANUFACTURER FUR BURIAL LIMITATIUNS. __- 2" 6" _ 18" NOTE: Notallwidthsare available asstandardfor the stockcolor/legend combinationsshown. 3" 6" _ 28" Contact Christy's“"forstockavailability ofspecific BIT 6" _ 36" products. Non-stockcombinations are subject to minimum requirements and plate charges. 12" or wider 6" - 36" SPECIFICATIUNS - Christy's“" DETECTABLE marking tape consists ofa 5.0 mil (0.005") thickness; five-ply composition; ultra-high molecularweight; ‘00 percentvirgin polyethyene; acid, alkaline and corrosion resistant. ~ The tape tensile strength 's in accordancewith ASTM D882-80Aand will not be lessthan 7800 PSI. - Elongation propertiesare 'n accordance with ASTM 3882-80Aand are lessthan 150%at break point. ~ Tape color& legend comb'nation will be in accordarcewith APWAor local requirements. The color is . The legend reads ' Tape is 5 mil overall thickness,with a .35 mil solid aluminum foil core. A .8 mil clearfilm, reverse printed with a repeating warning message is laminated to aluminum foll with a 3.75 mil clearfilm backing. - Tape width shall be . (For best results we recommend a tape width at least % ofthe diameter ofthe pipeline being protected. A 4" diameter line would use 3" orwidertape for optimum protection). Standard widths are 2", 3", 6", & 12". - Tape lettering shall be 1" tall on 2" detectable tape and 1.5" tall on 3"- 12" tape. SPECIAL AND CUSTCM LEGENDS T. Christy Enterprises, Inc. Christy's“ offers a full range of non-standard tapes, including specialty applications such as Telemetry, Irrigation 655 E. Ball Rd. ~Anaheim, CA92805 and additional water line wording. All standard combinations listed are available in at least one color/width Tel: (714) 507-3300 - Fax: (714) 507-3310 vwwv.TChristy.com ~ 800-BLU-GLUE combination. We offerspecific agency legends, designations or color combinations. Custom legends can include the use of specificwording, insignias and phone numbers. Call forspecial pricing. AUGUST2o1o ur-4os1 HD Fowler Company Submittal - WWTAPEDET2O 67890 How To Order Marking Tapes STANDARD CULURILEGEND CUMBINATIUNS Example: TA.DT.2. RW is 2” Detectable Purple Reclaimed Water. A BURIED DT - Detectable 2 - 2" B - Blue CP - Cathodic Protection PL - Pipeline ND - Non-Detectable 3- 3" P - Purple CTV - Cable TV PW - Potable Water o-e" Y - Yellow E - Electric RAW - RawWater 12-12" G - Green F - Fire RJ - Restrained Joint R - Red FM - Force main RW- Reclaimed Water W - White F0 - Fiber 0ptic S -Sewer 0 - 0range G - Gas STDR - Storm Drain DETECTABLE & NDN-DETECTABLE BR - Brown IRR - Irrigation TEL - Telephone MARKING TAPE NPW - Non-Potable Water W- Water NS - Hydrant Not in Service NDTE: Not all widths are available as standard for STANDARD CULURILEGEND co|v|B||vAt|o|vs the stock color/legend combinations shown. Contact Christy's" forstockavailability of specific o or Legend Code Printed Text on Tape products. Non-stock combinations are subject B BIRR "".,aut'on Irrigation Line Buried Below" to minimum requirements and plate charges. BNPW "3aut'on Non-Potable Water Line Buried Below" BPW 3aut'on Potable Water Line Buried Below" BRJ II'\,aut'on Restra'ned Joint Buried Belowll BRW ll3aut'on RawWater Buried Below" BW “3aut'on Water _ine Buried Below” llfi ll 1111113::::::écncncncococo:1 BRFM .,aut'on Force lllain Buried Below 3reen GFM "3aut'on Force Vlain Buried Below" 3reen 3lRR ll"\.,aut'on lrrigat'on Line Buried BelowII 3reen 3NPW "..aut'on Non-Potable Line Buried Below" 3reen 3PW "3aut'on Potabe Line Buried Below" 3reen 3RAW "3aut'on RawWater Line Buried Below" 3reen 3S "3aut'on Sewer Line Buried Below " 3reen 3STDR "3aut'on Storm Drain Buried Below" Jrange ]F0 ..aut'on Fiber 0ptic Line Buried Below Jrange JTEL "3aut'on Telephone Line Buried Below" Jrange JCP "3aut'on Cathodic Protection Cable Buried Below" Jrange JCTY H’!.,aut'on Cable TV Line Buried Below” Jrange JNS "3aut'on Hydrant Not in Service Line Buried Below Purple PIRR .,aut'on Irrigation Line Buried Below Purple PRW "3aut'on RecycledlReclaimed Water Line Buried Below" Purple PNPW "3aut'on Non-Potable Line Buried Below" Red RE "3aut'on Electric Line Buried Below" Red RCP ufiaut'on Cathodic Protection Cable Buried Below”“ J T. Christy Enterprises, Inc. Red RF "3aut'on Fire Line Buried Below" Yellow YE II’! 655 E. Ball Rd. ~ Anaheim, CA 92805 Jaut'on Electric Line Buried Below” Yellow YG "3aut'on Gas Line Buried Below" Tel: (714) 507-3300 - Fax: (714) 507-3310 Yellow YCP H"\.,aut'on Cathodic Protection Buried Below” vwwv.TChristy.com ~ 800-BLU-GLUE Yellow YPL “3aut'on Pipeline Buried Below” AUGUST2015 LlT—4031 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) STORM HD Fowler Company Submittal - WI14GRN500 83010 WIRE 2 PAGES 830 South West Street, Sikeston MO 63801 800-876-3020 / 573-472-2990 / FAX 573-471-3134 UF/TWU Irrigation Wire Description: Regency’s single conductor UF/TWU Irrigation Wire is manufactured for the purpose of direct burial power wire applications in accordance with Article 339 of the National Electric Code NFPA-70. Conductor construction is soft drawn bare copper meeting the requirements of ASTM Specification B-3 and B-8. Gauge sizes 18 thru 8 are solid conductors. Sizes 6 thru 4/0 are stranded conductors. The insulation is a high quality polyvinylchloride (PVC) for systems applications of up to 600 volts and conductor temperatures up to 60 C. The UF/TWU Irrigation Wire is constructed in accordance with Underwriters Laboratories, Inc. standard 493 and 83, as well as CSA 22.2 No. 75. Application: Suitable for use as power and control wire for irrigation systems. Construction: Conductor: Soft drawn bare copper (ASTM Spec. B-3 and B-8). Solid (18 awg to 8 awg) Stranded (6 awg to 4/0 awg) Insulation: Polyvinylchloride (PVC) Temperature: 60 C Voltage: 600 volts Conductor Size Insulation Thickness Colors 14 .060 1-12 12 .060 1-12 10 .060 1-9, 11 8 .080 1-8 6 .080 1-5 4 .080 1, 2, 3, 5 2 .080 1, 2, 3, 5 1/0 .095 1, 2, 3, 5 2/0 .095 1, 2, 3, 5 HD Fowler Company Submittal - WI14GRN500 83010 Available Colors: 1-Black, 2-White, 3-Red, 4-Blue, 5-Green, 6-Yellow, 8-Orange, 9- Gray, 10-Pink, 11-Purple, 12-Tan. Material must be able to pass the following tests without showing signs of degradation: Cold Bend – The insulation shall not show any cracks when sample is bent around a 3X mandrel after being subjected to –25 C for four (4) hours. Electrical - AC test voltage, 60 seconds at 5000 volts. Sunlight Resistance Test - Samples conditioned for 300 hours of carbon-arc or xenon-arc exposure. Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) STORM HD Fowler Company Submittal - MI140N15 76540 FABRIC 2 PAGES • • LAYFIELD Nonwoven Geotextiles .. Product Cut Sheet 1. Product Description Needle-punched non-woven geotextiles are made from polypropylene fibres that are tangled together in a needle-punching process. The fibres may be made in continuous or short lengths and achieve their strength by interlocking. Needle-punched non- woven geotextiles have excellent water flow rates and are used for filtration of soil fines. Needle- punched non-woven geotextiles have been used in drainage applications including trench drains (also known as french drains), as a wrapping for perforated pipe, for erosion protection, for the separation of a roads sub base and base course, and combined with three-dimensional structures to create prefabricated drains. They are also commonly used with geomembranes to provide a 4. Availability and Cost protective cushion. Needle-punched non-woven Available from Layfield or distributors. Call primary functions: filtration; separation; 425-254-1075@' Pacific time protection; drainage. 780-453-6731C@ Mountain time, or 905-761-9123~ Eastern time 2. Technical Data Materials information is on page 2. 3. Installation 5. Manufactured for General Installation: Place the roll of needle Layfield Environmental Systems Corp. punched nonwoven geotextile at the top of the Layfield Geosynthetics & Ind. Fabrics Ltd. slope/grade and roll down grade, over lap successive and adjacent rolls by 450mm minimum. 6. Warranty Do not allow vehicles to drive directly on the Products sold will meet Layfield's published geotextile. Geotextile should be stored such that it specifications at time of sale. Full warranty is protected from rain and direct sunlight. details are available from Layfield. Geotexile Separation: Ensure subgrade is rolled flat and compacted to engineer's specifications with no 7. Maintenance sharp objects or protrusions. Install geotextile as Once geotextiles and geogrids are installed and per General Installation above. carefully backfilled they do not require ongoing Geotextile Filtration for Trench Drain (French maintenance. Drain): Cut the geotextile to width and install such that there is sufficient material to wrap around the 8. Filing Systems drain system with a overlap at the top the width of www.LayfieldGroup.com the trench. www.geomembranes.com Other Uses: Please contact your local Layfield Representative for installation instructions for all other uses. HD Fowler Company Submittal - MI140N15 76540 9 M aterla . I P ropertles - M etrlc . V I a ues 21 Dec 2011 Non-Woven Needle-Punched Geotextiles - Metric Values ASTM LP3.5 LP4 LP4.5 LP6 LP7 LP8 LP10 LP12 LP16 Grab Tensile (N) D4632 401 445 533 711 800 911 1,110 1,330 1,690 Elongation (%) D4632 50 50 50 50 50 50 50 50 50 Tear (N) D4533 178 222 222 267 333 356 444 511 644 CBR Punc (N) D6241 1110 1240 1380 1820 2022 2330 2890 3510 4560 ADS (microns) D4751 300 212 212 212 212 180 150 150 150 Permittivity (sec-l) D4491 2.0 2.0 1.7 1.5 1.4 1.4 1.2 1.0 0.7 Water Flow 2 D4491 6,095 5,689 4,885 4,480 4,074 3,657 3,251 3,055 2,035 (I/min/m ) UV (500 hrs) D4355 70% 70% 70% 70% 70% 70% 70% 70% 70% 4.57 x 4.57 x 4.57 x 4.57 x 4.57 x 4.57 x 4.57 x 4.57 x 4.57 x Roll Size (m) 110 110 110 91.4 91.4 91.4 91.4 91.4 45.7 Roll Weight1(kg) 73 78 86 92 99 113 140 181 112 10 M aterla . I P ropertles - USV a I ues 21 Dec 2011 Non-Woven Needle-Punched Geotextiles - US Values ASTM LP3.5 LP4 LP4.5 LP6 LP7 LP8 LP10 LP12 LP16 Grab Tensile (Ibs) D4632 90 100 120 160 180 205 250 300 380 Elongation (%) D4632 50 50 50 50 50 50 50 50 50 Tear (Ibs) D4533 40 50 50 60 75 80 100 115 145 CBR Punc (Ibs) D6241 250 280 310 410 455 525 650 790 1025 ADS (sieve) D4751 50 70 70 70 70 80 100 100 100 Permittivity (sec-l) D4491 2.0 2.0 1.7 1.5 1.4 1.4 1.2 1.0 0.7 Water Flow (gpm/ft2) D4491 150 140 120 110 100 90 80 75 50 UV (500 hrs) D4355 70% 70% 70% 70% 70% 70% 70% 70% 70% 15 x 15 x 15 x 15 x 15 x 15 x 15 x 15 x 15 x Roll Size (ft) 360 360 360 3002 2 2 300 300 150 300 300 Roll Weight1 (Ibs) 160 172 190 202 220 250 308 400 250 Note1: Typical values. All other values are minimum average roll values (MARV). Note2: LP6, LP7, and LP8 may be 15 x 360 ft depending on inventory Layfield www.geomembranes.com Tel (US): 1-800-796-6868 Environmental Systems service@geomembranes.com Tel (Canada): 1-800-840-2884 Design I Manufacture I Fabrication I Installation I Maintenance Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) STORM ACO DRAIN TRENCH DRAIN KlassikDrain - K200 Galvanized steel edge rail channel system 2 PAGES One meter channel Inside view of channel - showing channel ID number E and knockout if applicable (every 5th channel) Half meter channel 19.69" (0.5 meter) 10.83” (275mm) 12.80” (325mm) 14.76” (375mm) 39.37" (1 meter) 9.92” (252mm) 16.73” (425mm) 7.87” (200mm) 8.86” (225mm) 7.87” (200mm) to to 16.73” (425mm) 15.75” (400mm) 6.30” (160mm) 10.24” (260mm) 2.68” (68mm) Knock-outs included on every 5th channel B A Type 902G In-line catch basin 19.69” (500mm) 9.92” (252mm) 22.67” (576mm) 7.87” (200mm) Total capacity = 19 gallons 15.91” (404-mm) r 33.18” (843mm) p q s End Cap Outlet flow rates 0.20" (5mm) Outlet Product Outlet size Invert GPM CFS Note: These are the pipe flow (Sch. 40) Depth rates at the specified outlet, NOT channel flow rates.*Catch A Bottom outlet - K2-00 4” round 7.87” 153 0.34 basin flow rates are without Bell end trash bucket - using trash to fit A Bottom outlet - K2-040 4” round 15.75” 216 0.48 bucket reduces flow. 4" or 6” Sch. B Bottom outlet -K2-00 6” round 7.87” 344 0.77 D 40 pipe B Bottom outlet - K2-040 6” round 15.75” 486 1.08 16.54" (420mm) maxC C End outlet - K2-00 4” round 7.87” 132 0.29 C End outlet - K2-40 4” round 15.75” 202 0.45 1.25" (32mm) D End outlet - K2-10 6” round 9.84” 320 0.71 D End outlet - K2-40 6” round 15.75” 437 0.97 E Type K2-902G 4” round 25.33” 263 0.59 F Type K2-902G 4” round 31.83” 297 0.66 G Type K2-902G 4” round 23.76” 254 0.57 H Type K2-902G 6” round 31.83” 658 1.47 I Type K2-902G 4” round 23.91” 255 0.57 ACO Specification Information J Type K2-902G 4” round 30.40” 290 0.65 K Type K2-902G 6” round 24.68” 570 1.27 L Type K2-902G 4” round 24.13” 256 0.57 M Type K2-902G 6” round 31.82” 658 1.47 N Type K2-902G 4” round 31.26” 294 0.66 O Type K2-902G 6” round 31.26” 651 1.45 P Type K2-902G 8” round 31.82” 1149 2.56 Q Type K2-902G 6” round 30.32” 640 1.43 R Type K2-902G 4” round 23.19” 251 0.56 S Type K2-902G 4” round 29.90” 288 0.64 December 2017 www.ACODrain.us ACO DRAIN KlassikDrain - K200 Galvanized steel edge rail channel system E Invert Invert Part Wgt Part Wgt Description Description No. Inches 2 mm2 Lbs. No. Inches 2 mm2 Lbs. K2-00 Neutral channel - 39.37” (1m)1 75041 7.87 200 83.6 K2-28 Sloped channel - 39.37” (1m) 75028 13.39 340 113.3 K2-1 Sloped channel - 39.37” (1m) 75001 8.07 205 83.6 K2-29 Sloped channel - 39.37” (1m) 75029 13.58 345 114.4 K2-2 Sloped channel - 39.37” (1m) 75002 8.27 210 84.7 K2-30 Sloped channel - 39.37” (1m) 1 75030 13.78 350 115.5 K2-3 Sloped channel - 39.37" (1m) 75003 8.46 215 85.8 K2-030 Neutral channel - 39.37” (1m)1 75047 13.78 350 115.5 K2-4 Sloped channel - 39.37” (1m) 75004 8.66 220 86.9 K2-0303 Neutral channel - 19.69” (0.5m)1 75048 13.78 350 68.0 K2-5 Sloped channel - 39.37” (1m) 1 75005 8.86 225 88.0 K2-31 Sloped channel - 39.37” (1m) 75031 13.98 355 116.6 K2-6 Sloped channel - 39.37” (1m) 75006 9.06 230 89.1 K2-32 Sloped channel - 39.37” (1m) 75032 14.17 360 117.7 K2-7 Sloped channel - 39.37” (1m) 75007 9.25 235 90.2 K2-33 Sloped channel - 39.37” (1m) 75033 14.37 365 118.8 K2-8 Sloped channel - 39.37” (1m) 75008 9.45 240 91.3 K2-34 Sloped channel - 39.37” (1m) 75034 14.57 370 119.9 K2-9 Sloped channel - 39.37” (1m) 75009 9.65 245 92.4 K2-35 Sloped channel - 39.37” (1m)1 75035 14.76 375 121.0 K2-10 Sloped channel - 39.37” (1m)1 75010 9.84 250 93.5 K2-36 Sloped channel - 39.37” (1m) 75036 14.96 380 122.1 K2-010 Neutral channel - 39.37” (1m)1 75043 9.84 250 93.5 K2-37 Sloped channel - 39.37” (1m) 75037 15.16 385 123.2 K2-0103 Neutral channel - 19.69” (0.5m)1 75044 9.84 250 56.0 K2-38 Sloped channel - 39.37” (1m) 75038 15.35 390 124.3 K2-11 Sloped channel - 39.37” (1m) 75011 10.04 255 94.6 K2-39 Sloped channel - 39.37” (1m) 75039 15.55 395 125.4 K2-12 Sloped channel - 39.37” (1m) 75012 10.24 260 95.7 K2-40 Sloped channel - 39.37” (1m)1 75040 15.75 400 126.5 K2-13 Sloped channel - 39.37” (1m) 75013 10.43 265 96.8 K2-040 Neutral channel - 39.37” (1m)1 75049 15.75 400 126.5 K2-14 Sloped channel - 39.37” (1m) 75014 10.63 270 97.9 K2-0403 Neutral channel - 19.69" (0.5m)1 75050 15.75 400 77.0 K2-15 Sloped channel - 39.37” (1m)1 75015 10.83 275 99.0 K2-901G In-line catch basin - 19.69” (0.5m)3 94611 32.81 833.3 68.0 K2-16 Sloped channel - 39.37” (1m) 75016 11.02 280 100.1 K2-621G catch basin - 19.69” (0.5m)3 94620 37.33 948.1 91.0 K2-17 Sloped channel - 39.37” (1m) 75017 11.22 285 101.2 K2-631G catch basin - 19.69” (0.5m)4 94633 49.33 1252.9 101.0 K2-18 Sloped channel - 39.37” (1m) 75018 11.41 290 102.3 K2-Series 600 Optional plastic riser 99902 - - 10.0 K2-19 Sloped channel - 39.37” (1m) 75019 11.61 295 103.4 Foul air trap - fits both 900 & 600 series basins 90854 - - 1.2 K2-20 Sloped channel - 39.37” (1m)1 75020 11.81 300 104.5 Universal end cap 96821 15.71 399 1.4 K2-020 Neutral channel - 39.37” (1m)1 75045 11.81 300 104.5 Debris strainer for 8" bottom knockout 93488 - - 0.2 K2-0203 Neutral channel - 19.69” (0.5m)1 75046 11.81 300 64.0 K2-Installation device 97478 - - 2.8 K2-21 Sloped channel - 39.37” (1m) 75021 12.01 305 105.6 Grate removal tool 01318 - - 0.3 K2-22 Sloped channel - 39.37” (1m) 75022 12.20 310 106.7 K2-QuickLok locking bar 10457 - - 0.5 K2-23 Sloped channel - 39.37” (1m) 75023 12.40 315 107.8 K2-24 Sloped channel - 39.37” (1m) 75024 12.60 320 108.9 K2-25 Sloped channel - 39.37” (1m)1 75025 12.80 325 110.0 K2-26 Sloped channel - 39.37” (1m) 75026 12.99 330 111.1 K2-27 Sloped channel - 39.37” (1m) 75027 13.19 335 112.2 Notes: 1. This channel offers a bottom knockout feature; 4” & 6” round 2. Inverts shown are for the male end; for female invert depth subtract 5mm (≈0.2”) from the male invert (except for neutral channels, where it will be same as male invert). To calculate the overall channel depth add 25mm (≈1.0”) to invert depth. 3. This catch basin kit includes a polymer concrete top, removable Quicklok locking bar, trash bucket and plastic base. Select an appropriate grate. 4. This catch basin kit includes a polymer concrete top, removable Quicklok locking bar, deep trash bucket, plastic riser and plastic base. Select an appropriate grate. Specifications Water absorption 0.07% cast in by the manufacturer to ensure maximum Frost proof YES homogeneity between polymer concrete body and Salt proof YES edge rail. Each edge rail shall be at least 3/32” General Dilute acid and alkali resistant YES (2.5mm) thick. The surface drainage system shall be ACO Drain K200 complete with gratings secured with ‘QuickLok’ The nominal clear opening shall be 8” (200mm) with Grates locking as manufactured by ACO Polymer Products, overall width of 10.24” (260mm). Pre-cast units Grates shall be specified. See separate ACO Spec Inc. or approved equal. shall be manufactured with either an invert slope of Info grate sheets for details. After removal of grates 0.5% or with neutral invert and have a wall thickness and ‘QuickLok’ bar there shall be uninterrupted Materials of at least 0.50” (13mm). Each unit will feature a access to the trench to aid maintenance. The trench system bodies shall be manufactured partial radius in the trench bottom and a male to from polyester polymer concrete with the minimum female interconnecting end profile. Units shall have Installation properties as follows: horizontal cast in anchoring keys on the outside The trench drain system shall be installed in wall to ensure maximum mechanical bond to the accordance with the manufacturer’s installation Compressive strength: 14,000 psi surrounding bedding material and pavement surface. instructions and recommendations. Flexural strength: 4,000 psi ACO Specification Information The galvanized steel edge rail will be integrally INFO ACO Polymer Products, Inc. Northeast Sales Office West Sales Office Southeast Sales Office Follow us on SPEC 9470 Pinecone Drive 825 W. Beechcraft St. 4211 Pleasant Road Mentor, OH 44060 Casa Grande, AZ 85122 Fort Mill, SC 29708 Tel: (440) 639-7230 Tel: (520) 421-9988 Toll free: (800) 543-4764 Electronic Contact: Toll free: (800) 543-4764 Toll Free: (888) 490-9552 Fax: (803) 802-1063 info@ACODrain.us Fax: (440) 639-7235 Fax: (520) 421-9899 www.ACODrain.us © December 2017 ACO Polymer Products, Inc. This information is believed to be accurate but it is not guaranteed to be so. We cannot assume liability for results that buyer obtains with our product since conditions of use are beyond the control of the company. It is the customer’s responsibility to evaluate suitability and safety of product for his own use. ACO Polymer Products Inc. reserves the right to change the product and specifications without notice. December 2017 www.ACODrain.us STORM MC-3500 CHAMBERS 14 PAGES STORMTECH MC-3500 CHAMBER Designed to meet the most stringent industry performance standards for superior structural integrity while providing designers with a cost-effective method to save valuable land and protect water resources. The StormTech system is designed primarily to be used under parking lots, thus maximizing land usage for private (commercial) and public applications. StormTech chambers can also be used in conjunction with Green Infrastructure, thus enhancing the performance and extending the service life of these practices. STORMTECH MC-3500 CHAMBER STORMTECH MC-3500 END CAP (not to scale) (not to scale) Nominal Chamber Specifications Nominal End Cap Specifications Size (L x W x H) Size (L x W x H) 90” x 77” x 45” 26.5” x 71” x 45.1” 2,286 mm x 1,956 mm x 1,143 mm 673 mm x 1,803 mm x 1,145 mm Chamber Storage End Cap Storage 109.9 ft3 (3.11 m3) 14.9 ft3 (1.30 m3) Min. Installed Storage* Min. Installed Storage* 178.9 ft3 (5.06 m3) 46.0 ft3 (1.30 m3) Weight Weight 134 lbs (60.8 kg) 49 lbs (22.2 kg) Shipping *Assumes a minimum of 12” (300 mm) of stone above, 9” (230 mm) of stone 15 chambers/pallet below, 6” (150 mm) of stone perimeter, 9” 7 end caps/pallet (230 mm) of stone between chambers/ end caps and 40% stone porosity. 7 pallets/truck *Assumes a minimum of 12” (300 mm) of stone above, 9” (230 mm) of stone below chambers, 9” (230 mm) of stone between chambers/end caps and 40% stone porosity. EMBEDMENT STONE SHALL BE A CLEAN, CRUSHED AND ANGULAR GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% STONE WITH AN AASHTO M43 DESIGNATION BETWEEN #3 AND #4 FINES, COMPACT IN 12" (300 mm) MAX LIFTS TO 95% PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS. CHAMBERS SHALL MEET ASTM F2418 "STANDARD SPECIFICATION FOR POLYPROPLENE (PP) CORRUGATED CHAMBERS SHALL BE BE DESIGNED IN ACCORDANCE WITH ASTM F2787 WALL STORMWATER COLLECTION CHAMBERS". "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". ADS GEOSYTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, PAVEMENT LAYER (DESIGNED ANGULAR EMBEDMENT STONE BY SITE DESIGN ENGINEER) 8' 24" (2.4 m) PERIMETER STONE (600 mm) MIN* MAX 12" (300 mm) MIN EXCAVATION WALL (CAN BE SLOPED 45" OR VERTICAL) (1140 mm) DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 9" (230 mm) MIN 6" (150 mm) MIN MC-3500 9" 77" (1950 mm) 12" (300 mm) TYP END CAP (230 mm) MIN SITE DESIGN ENGINEER IS RESPONSIBLE FOR ENSURING THE REQUIRED BEARING CAPACITY OF SOILS *MINIMUM COVER TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 30" (750 mm). MC-3500 CHAMBER SPECIFICATION STORAGE VOLUME PER CHAMBER FT3 (M3) Bare Chamber and Stone Chamber Foundation Depth in. (mm) Storage ft3 (m3) 9” (230 mm) 12” (300 mm) 15” (375 mm) 18” (450 mm) MC-3500 Chamber 109.9 (3.11) 178.9 (5.06) 184.0 (5.21) 189.2 (5.36) 194.3 (5.5) MC-3500 End Cap 14.9 (.42) 46.0 (1.33) 47.7 (1.35) 49.4 (1.40) 51.1 (1.45) Note: Assumes 9” (230 mm) row spacing, 40% stone porosity, 12” (300 mm) stone above and includes the bare chamber/end cap volume. AMOUNT OF STONE PER CHAMBER Stone Foundation Depth ENGLISH TONS (yds3) 9” 12” 15” 18” MC-3500 Chamber 9.1 (6.4) 9.7 (6.9) 10.4 (7.3) 11.1 (7.8) MC-3500 End Cap 4.1 (2.9) 4.3 (3.0) 4.5 (3.2) 4.5 (3.2) METRIC KILOGRAMS (m3) 230 mm 300 mm 375 mm 450 mm MC-3500 Chamber 8,220 (4.9) 8,831 (5.3) 9,443 (5.6) 10,054 (6.0) MC-3500 End Cap 3,699 (2.2) 3,900 (2.3) 4,100 (2.5) 4,301 (2.6) Note: Assumes 12” (300 mm) of stone above and 9” (230 mm) row spacing and 6” (150 mm) of perimeter stone in front of end caps. VOLUME EXCAVATION PER CHAMBER YD3 (M3) Stone Foundation Depth 9” (230 mm) 12” (300 mm) 15” (375mm) 18” (450 mm) MC-3500 Chamber 12.4 (9.5) 12.8 (9.8) 13.3 (10.2) 13.8 (10.5) MC-3500 End Cap 4.1 (3.1) 4.2 (3.2) 4.4. (3.3) 4.5 (3.5) Note: Assumes 9” (230 mm) of separation between chamber rows and 24” (600 mm) of cover. The volume of excavation will vary as depth of cover increases. Working on a project? DESIGN Visit us at www.stormtech.com TOOL and utilize the StormTech Design Tool For more information on the StormTech MC-3500 Chamber and other ADS products, please contact our Customer Service Representatives at 1-800-821-6710 Advanced Drainage Systems, Inc. THE MOST ADVANCED NAME IN WATER MANAGEMENT SOLUTIONS TM 4640 Trueman Blvd., Hilliard, OH 43026 1-800-821-6710 www.ads-pipe.com ADS “Terms and Conditions of Sale” are available on the ADS website, www.ads-pipe.com The ADS logo and the Green Stripe are registered trademarks of Advanced Drainage Systems, Inc. StormTech® is a registered trademark of StormTech, Inc. © 2017 Advanced Drainage Systems, Inc. #S150909 09/17 CS ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMS JLM JLM AASHTO MATERIAL COMPACTION / DENSITY MATERIAL LOCATION DESCRIPTION CLASSIFICATIONS REQUIREMENT FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C' LAYER TO THE BOTTOM ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER PREPARE PER SITE DESIGN ENGINEER'S PLANS. DRAWN: CHECKED: D OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED ENGINEER'S PLANS. CHECK PLANS FOR PAVEMENT N/A PAVED INSTALLATIONS MAY HAVE STRINGENT GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE SUBGRADE REQUIREMENTS. MATERIAL AND PREPARATION REQUIREMENTS. MC-3500 MAY BE PART OF THE 'D' LAYER AASHTO M145¹ BEGIN COMPACTIONS AFTER 24" (600 mm) OF 11/18/14 A-1, A-2-4, A-3 INITIAL FILL: FILL MATERIAL FOR LAYER 'C' GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% MATERIAL OVER THE CHAMBERS IS REACHED. STARTS FROM THE TOP OF THE EMBEDMENT FINES OR PROCESSED AGGREGATE. COMPACT ADDITIONAL LAYERS IN 12" (300 mm) OR C STONE ('B' LAYER) TO 24" (600 mm) ABOVE THE MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR TOP OF THE CHAMBER. NOTE THAT PAVEMENT MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU WELL GRADED MATERIAL AND 95% RELATIVE STANDARD CROSS SECTION AASHTO M43¹ SUBBASE MAY BE A PART OF THE 'C' LAYER. OF THIS LAYER. 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, DENSITY FOR PROCESSED AGGREGATE DATE: PROJECT #: MATERIALS. 9, 10 EMBEDMENT STONE: FILL SURROUNDING THE AASHTO M43¹ B CHAMBERS FROM THE FOUNDATION STONE ('A' CLEAN, CRUSHED, ANGULAR STONE NO COMPACTION REQUIRED. 3, 4 LAYER) TO THE 'C' LAYER ABOVE. FOUNDATION STONE: FILL BELOW CHAMBERS AASHTO M43¹ PLATE COMPACT OR ROLL TO ACHIEVE A FLAT A FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) CLEAN, CRUSHED, ANGULAR STONE 3, 4 SURFACE. ² ³ OF THE CHAMBER. DESCRIPTION PLEASE NOTE: 1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE". 2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. UPDATE 3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. CHK JLM ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL PAVEMENT LAYER (DESIGNED DRW JLM AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS BY SITE DESIGN ENGINEER) REV 01/19/16 D *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED 8' PERIMETER STONE INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, 24" (2.4 m) (SEE NOTE 6) C INCREASE COVER TO 30" (750 mm). (600 mm) MIN* MAX 06067 12" (300 mm) MIN | CT B | EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) 45" ROCKY HILL WWW.STORMTECH.COM (1140 mm) | | Detention Retention Water Quality 888-892-2694 A | DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 9" (230 mm) MIN 6" (150 mm) MIN 70 INWOOD ROAD, SUITE 3 860-529-8188 MC-3500 9" SUBGRADE SOILS 77" (1950 mm) 12" (300 mm) TYP END CAP (230 mm) MIN (SEE NOTE 4) *FOR COVER DEPTHS GREATER THAN 8.0' (2.4 m) PLEASE CONTACT STORMTECH NOTES: 4640 TRUEMAN BLVD HILLIARD, OH 43026 1-800-733-7473 R 1. MC-3500 CHAMBERS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F2418 "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 2. MC-3500 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 3. "ACCEPTABLE FILL MATERIALS" TABLE ABOVE PROVIDES MATERIAL LOCATIONS, DESCRIPTIONS, GRADATIONS, AND COMPACTION REQUIREMENTS FOR FOUNDATION, EMBEDMENT, AND FILL MATERIALS. 4. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. ADVANCED DRAINAGE SYSTEMS, INC. 5. ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION. SHEET 1 OF 1 MC-3500 TECHNICAL SPECIFICATION NTS VALLEY 86.0" (2184 mm) STIFFENING RIB CREST INSTALLED CREST WEB STIFFENING RIB LOWER JOINT CORRUGATION FOOT UPPER JOINT CORRUGATION BUILD ROW IN THIS DIRECTION 90.0" (2286 mm) ACTUAL LENGTH 45.0" 45.0" 22.5" (1143 mm) (1143 mm) (571 mm) INSTALLED 77.0" 77.0" (1956 mm) (1956 mm) NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) 77.0" X 45.0" X 86.0" (1956 mm X 1143 mm X 2184 mm) CHAMBER STORAGE 109.9 CUBIC FEET (3.11 m³) MINIMUM INSTALLED STORAGE* 178.9 CUBIC FEET (5.06 m³) WEIGHT 135.0 lbs. (61.2 kg) 25.7" NOMINAL END CAP SPECIFICATIONS (653 mm) SIZE (W X H X INSTALLED LENGTH) 77.0" X 45.0" X 22.5" (1956 mm X 1143 mm X 571 mm) END CAP STORAGE 14.9 CUBIC FEET (0.42 m³) MINIMUM INSTALLED STORAGE* 46.0 CUBIC FEET (1.30 m³) WEIGHT 50.0 lbs. (22.7 kg) *ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION AND BETWEEN CHAMBERS, 12" (305 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" B STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" END CAPS WITH A WELDED CROWN PLATE END WITH "C" END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W" PART # STUB B C MC3500IEPP06T 33.21" (844 mm) --- 6" (150 mm) MC3500IEPP06B --- 0.66" (17 mm) MC3500IEPP08T 31.16" (791 mm) --- 8" (200 mm) MC3500IEPP08B --- 0.81" (21 mm) MC3500IEPP10T 29.04" (738 mm) --- 10" (250 mm) C MC3500IEPP10B --- 0.93" (24 mm) MC3500IEPP12T 26.36" (670 mm) --- 12" (300 mm) MC3500IEPP12B --- 1.35" (34 mm) MC3500IEPP15T 23.39" (594 mm) --- CUSTOM PRECORED INVERTS ARE 15" (375 mm) MC3500IEPP15B --- 1.50" (38 mm) AVAILABLE UPON REQUEST. INVENTORIED MANIFOLDS INCLUDE MC3500IEPP18TC 20.03" (509 mm) --- 12-24" (300-600 mm) SIZE ON SIZE MC3500IEPP18TW 18" (450 mm) AND 15-48" (375-1200 mm) MC3500IEPP18BC ECCENTRIC MANIFOLDS. CUSTOM --- 1.77" (45 mm) MC3500IEPP18BW INVERT LOCATIONS ON THE MC-3500 MC3500IEPP24TC END CAP CUT IN THE FIELD ARE NOT 14.48" (368 mm) --- MC3500IEPP24TW RECOMMENDED FOR PIPE SIZES 24" (600 mm) GREATER THAN 10" (250 mm). THE MC3500IEPP24BC --- 2.06" (52 mm) INVERT LOCATION IN COLUMN 'B' MC3500IEPP24BW ARE THE HIGHEST POSSIBLE FOR MC3500IEPP30BC 30" (750 mm) --- 2.75" (70 mm) THE PIPE SIZE. NOTE: ALL DIMENSIONS ARE NOMINAL OPTIONAL INSPECTION PORT COVER PIPE CONNECTION TO END CAP WITH ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE MC-3500 CHAMBER JLM STORMTECH HIGHLY RECOMMENDS MC-3500 END CAP FLEXSTORM PURE INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES DRAWN:CHECKED: MC-3500 03/08/17 ISOLATOR ROW DETAILS CATCH BASIN OR DATE:PROJECT #: MANHOLE SUMP DEPTH TBD BY SITE DESIGN ENGINEER DESCRIPTION (24" [600 mm] MIN RECOMMENDED) 24" (600 mm) HDPE ACCESS PIPE REQUIRED TWO LAYERS OF ADS GEOSYNTHETICS 315WTM WOVEN USE FACTORY PRE-CORED END CAP GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS PART #: MC3500IEPP24BC 8.25' (2.51 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS CHK MC-3500 ISOLATOR ROW DETAIL NTS DRW REV INSPECTION & MAINTENANCE CONCRETE COLLAR 18" (450 mm) MIN WIDTH PAVEMENT 06067 STEP 1) INSPECT ISOLATOR ROW FOR SEDIMENT | A. INSPECTION PORTS (IF PRESENT) CT | A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A.3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG WWW.STORMTECH.COM CONCRETE SLAB ROCKY HILL A.4. LOWER A CAMERA INTO ISOLATOR ROW FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) | | A.5. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. 8" (200 mm) MIN THICKNESS CONCRETE COLLAR NOT REQUIRED Detention Retention Water Quality FOR UNPAVED APPLICATIONS B. ALL ISOLATOR ROWS B.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW 888-892-2694 B.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW THROUGH OUTLET PIPE 12" (300 mm) NYLOPLAST INLINE | i) MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY DRAIN BODY W/SOLID HINGED ii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE COVER OR GRATE B.3. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. PART# 2712AG6IP* 70 INWOOD ROAD, SUITE 3860-529-8188 SOLID COVER: 1299CGC* STEP 2) CLEAN OUT ISOLATOR ROW USING THE JETVAC PROCESS GRATE: 1299CGS A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED FLEXSTORM CATCH IT B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN PART# 6212NYFX 6" (150 mm) SDR35 PIPE C. VACUUM STRUCTURE SUMP AS REQUIRED WITH USE OF OPEN GRATE STEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. 6" (150 mm) INSERTA TEE MC-3500 CHAMBER STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. PART# 6P26FBSTIP* INSERTA TEE TO BE CENTERED IN VALLEY OF CORRUGATIONS 4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473 NOTES R * THE PART# 2712AG6IPKIT CAN BE 1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS USED TO ORDER ALL NECESSARY OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. COMPONENTS FOR A SOLID LID INSPECTION PORT INSTALLATION 2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. ADVANCED DRAINAGE SYSTEMS, INC. MC-3500 6" INSPECTION PORT DETAIL THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. NTS SHEET 1 OF 1 An company OPTIONAL PRE-TREATMENT STORMTECH ISOLATOR ROW MANHOLE WITH OVERFLOW WEIR ECCENTRIC HEADER OPTIONAL ACCESS STORMTECH CHAMBERS THE MOST ADVANCED NAME IN WATER MANAGEMENT SOLUTIONS TM 2 MC-3500/MC-4500 StormTech Construction Guide An company REQUIRED MATERIALS AND EQUIPMENT LIST • Acceptable fill materials per Table 1 • StormTech solid end caps, pre-cored and pre-fabricated end caps • Woven and non-woven geotextiles • StormTech chambers, manifolds and fittings NOTE: MC-3500 chamber pallets are 77” x 90” (2.0 m x 2.3 m) and weigh about 2010 lbs. (912 kg) and MC-4500 pallets are 100” x 52” (2.5 m x 1.3 m) and weigh about 840 lbs. (381 kg). Unloading chambers requires 72” (1.8 m) (min.) forks and/or tie downs (straps, chains, etc). IMPORTANT NOTES: A. This installation guide provides the minimum requirements for proper installation of chambers. Nonadherence to this guide may result in damage to chambers during installation. Replacement of damaged chambers during or after backfilling is costly and very time consuming. It is recommended that all installers are familiar with this guide, and that the contractor inspects the chambers for distortion, damage and joint integrity as work progresses. B. Use of a dozer to push embedment stone between the rows of chambers may cause damage to chambers and is not an acceptable backfill method. Any chambers damaged by using the “dump and push” method are not covered under the StormTech standard warranty. C. Care should be taken in the handling of chambers and end caps. End caps must be stored standing upright. Avoid dropping, prying or excessive force on chambers during removal from pallet and initial placement. Requirements for System Installation Excavate bed and prepare subgrade per Place non-woven geotextile over prepared soils Place clean, crushed, angular stone foundation engineer’s plans. and up excavation walls. 9” (230 mm) min. Install underdrains if required. Compact to achieve a flat surface. 1 Manifold, Scour Fabric and Chamber Assembly Install manifolds and lay out woven scour Align the first chamber and end cap of each Continue installing chambers by overlapping chamber end geotextile at inlet rows [min. 17.5 ft (5.33 m)] row with inlet pipes. Contractor may choose corrugations. Chamber joints are labeled “Lower Joint – at each inlet end cap. Place a continuous to postpone stone placement around end Overlap Here” and “Build this direction – Upper Joint” Be piece (no seams) along entire length of chambers and leave ends of rows open sure that the chamber placement does not exceed the reach Isolator® Row(s) in two layers. for easy inspection of chambers during the of the construction equipment used to place the stone. backfill process. Maintain minimum 9” (300 mm) spacing between rows. For the Isolator Row place two continuous layers of ADS Woven fabric between the foundation stone and the isolator row chambers, making sure the fabric lays flat and extends the entire width of the chamber feet. Manifold Insertion StormTech Isolator Row Detail COVER PIPE CONNECTION TO END END CAP (MC-4500 SHOWN) CAP WITH ADS GEOSYNTHETICS OPTIONAL INSPECTION PORT 601T NON-WOVEN GEOTEXTILE CHAMBER (MC-4500 SHOWN) CATCH BASIN OR MANHOLE 24" (600 mm) HDPE ACCESS PIPE REQUIRED TWO LAYERS OF ADS GEOSYNTHETICS 315WTM WOVEN Insert inlet and outlet manifolds a minimum 12” USE FACTORY PRE-CORED END CAP GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS (300 mm) into chamber end caps. Manifold header MC-3500 - 8.3 (2.5 m) MIN WIDE CONTINUOUS FABRIC STRIP SUMP DEPTH TBD BY MC-4500 - 10.3' (3.1 m) MIN WIDE CONTINUOUS FABRIC STRIP should be a minimum 12” (300 mm) from base of SITE DESIGN ENGINEER end cap. (24" [600 mm] MIN RECOMMENDED) 2 Initial Anchoring of Chambers – Embedment Stone Initial embedment shall be spotted along the centerline of the chamber evenly No equipment shall be operated on the bed at this stage of the installation. anchoring the lower portion of the chamber. This is best accomplished with a Excavators must be located off the bed. Dump trucks shall not dump stone stone conveyor or excavator reaching along the row. directly on to the bed. Dozers or loaders are not allowed on the bed at this time. Backfill of Chambers – Embedment Stone 12" (300 mm) MAX. UNEVEN BACKFILL EVEN BACKFILL PERIMETER NOT BACKFILLED PERIMETER FULLY BACKFILLED Backfill chambers evenly. Stone column height should never differ by more Perimeter stone must be brought up evenly with chamber rows. Perimeter than 12” (300 mm) between adjacent chamber rows or between chamber must be fully backfilled, with stone extended horizontally to the excavation rows and perimeter. wall. Call StormTech at 888.892.2694 for technical and product information or visit www.stormtech.com 3 17.0 Standard Limited Warranty STANDARD LIMITED WARRANTY OF STORMTECH LLC ("STORMTECH"): PRODUCTS (A) This Limited Warranty applies solely to the StormTech (F) Under no circumstances shall StormTech be liable to the chambers and end plates manufactured by StormTech Purchaser or to any third party for product liability claims; and sold to the original purchaser (the “Purchaser”). The claims arising from the design, shipment, or installation chambers and end plates are collectively referred to as of the Products, or the cost of other goods or services the “Products.” related to the purchase and installation of the Products. For this Limited Warranty to apply, the Products must be (B) The structural integrity of the Products, when installed installed in accordance with all site conditions required strictly in accordance with StormTech's written installation by state and local codes; all other applicable laws; and instructions at the time of installation, are warranted to the StormTech’s written installation instructions. Purchaser against defective materials and workmanship for one (1) year from the date of purchase. Should a defect (G) THE LIMITED WARRANTY DOES NOT EXTEND TO appear in the Limited Warranty period, the Purchaser shall INCIDENTAL,CONSEQUENTIAL,SPECIAL OR INDIRECT provide StormTech with written notice of the alleged defect DAMAGES. STORMTECH SHALL NOT BE LIABLE FOR at StormTech’s corporate headquarters within ten (10) days PENALTIES OR LIQUIDATED DAMAGES, INCLUDING of the discovery of the defect. The notice shall describe LOSS OF PRODUCTION AND PROFITS; LABOR AND the alleged defect in reasonable detail. StormTech agrees MATERIALS;OVERHEAD COSTS;OR OTHER LOSS OR to supply replacements for those Products determined by EXPENSE INCURRED BY THE PURCHASER OR ANY StormTech to be defective and covered by this Limited THIRD PARTY.SPECIFICALLY EXCLUDED FROM LIMITED Warranty. The supply of replacement products is the sole WARRANTY COVERAGE ARE DAMAGE TO THE PROD- remedy of the Purchaser for breaches of this Limited UCTS ARISING FROM ORDINARY WEAR AND TEAR; Warranty. StormTech’s liability specifically excludes the ALTERATION,ACCIDENT,MISUSE,ABUSE OR NEGLECT; cost of removal and/or installation of the Products. THE PRODUCTS BEING SUBJECTED TO VEHICLE TRAFFIC OR OTHER CONDITIONS WHICH ARE NOT (C) THIS LIMITED WARRANTY IS EXCLUSIVE.THERE ARE PERMITTED BY STORMTECH’S WRITTEN SPECIFICA- NO OTHER WARRANTIES WITH RESPECT TO THE TIONS OR INSTALLATION INSTRUCTIONS;FAILURE TO PRODUCTS, INCLUDING NO IMPLIED WARRANTIES OF MAINTAIN THE MINIMUM GROUND COVERS SET FORTH MERCHANTABILITY OR OF FITNESS FOR A IN THE INSTALLATION INSTRUCTIONS;THE PLACEMENT PARTICULAR PURPOSE. OF IMPROPER MATERIALS INTO THE PRODUCTS;FAIL- URE OF THE PRODUCTS DUE TO IMPROPER SITING OR (D) This Limited Warranty only applies to the Products when IMPROPER SIZING;OR ANY OTHER EVENT NOT the Products are installed in a single layer. UNDER NO CAUSED BY STORMTECH.THIS LIMITED WARRANTY CIRCUMSTANCES, SHALL THE PRODUCTS BE REPRESENTS STORMTECH’S SOLE LIABILITY TO THE INSTALLED IN A MULTI-LAYER CONFIGURATION. PURCHASER FOR CLAIMS RELATED TO THE PROD- UCTS,WHETHER THE CLAIM IS BASED UPON CON- (E) No representative of StormTech has the authority to TRACT,TORT,OR OTHER LEGAL THEORY. change this Limited Warranty in any manner or to extend this Limited Warranty. This Limited Warranty does not apply to any person other than to the Purchaser. An company 70 Inwood Road Suite 3 Rocky Hill Connecticut 06067 888-892-2694 www.stormtech.com 28 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. ADS GEOSYNTHETICS 0601T NONWOVEN GEOTEXTILE Scope This specification describes ADS Geosynthetics 6.0 oz (0601T) nonwoven geotextile. Filter Fabric Requirements ADS Geosynthetics 6.0 oz (0601T) is a needle-punched nonwoven geotextile made of 100% polypropylene staple fibers, which are formed into a random network for dimensional stability. ADS Geosynthetics 6.0 oz (0601T) resists ultraviolet deterioration, rotting, biological degradation, naturally encountered basics and acids. Polypropylene is stable within a pH range of 2 to 13. ADS Geosynthetics 6.0 oz (0601T) conforms to the physical property values listed below: Filter Fabric Properties M.A.R.V. PROPERTY TEST METHOD UNIT (Minimum Average Roll Value) Grab Tensile ASTM D 4632 lbs (kN) 160 (0.711) Grab Elongation ASTM D 4632 % 50 Trapezoid Tear Strength ASTM D 4533 lbs (kN) 60 (0.267) CBR Puncture Resistance ASTM D 6241 lbs (kN) 410 (1.82) Permittivity* ASTM D 4491 sec-1 1.5 Water Flow* ASTM D 4491 gpm/ft2 (l/min/m2) 110 (4480) AOS* ASTM D 4751 US Sieve (mm) 70 (0.212) UV Resistance ASTM D 4355 %/hrs 70/500 PACKAGING Roll Dimensions (W x L) – ft 3.0/5.0/6.25/7.5/9.0/12.5 x 360 / 15 x 300 1 Square Yards Per Roll 120/200/250/300/360/500 / 500 Estimated Roll Weight – lbs 44/65/97.5/102/141/195 / 195 * At the time of manufacturing. Handling may change these properties. ADS “Terms and Conditions of Sale” can be found on the ADS website, www.ads-pipe.com Advanced Drainage Systems and the ADS logo is a registered trademark of Advanced Drainage Systems, Inc. Advanced Drainage Systems, Inc. #0601T 04/16 ADS GEOSYNTHETICS 315W WOVEN GEOTEXTILE Scope This specification describes ADS Geosynthetics 315W woven geotextile. Filter Fabric Requirements ADS Geosynthetics 315W is manufactured using high tenacity polypropylene yarns that are woven to form a dimensionally stable network, which allows the yarns to maintain their relative position. ADS Geosynthetics 315W resists ultraviolet deterioration, rotting and biological degradation and is inert to commonly encountered soil chemicals. ADS Geosynthetics 315W conforms to the physical property values listed below: Filter Fabric Properties PROPERTY TEST ENGLISH M.A.R.V. METRIC M.A.R.V. METHOD (Minimum Average Roll Value) (Minimum Average Roll Value) Tensile Strength (Grab) ASTM D-4632 315 lbs 1400 N Elongation ASTM D-4632 15% 15% CBR Puncture ASTM D-6241 900 lbs 4005 N Puncture ASTM D-4833 150 lbs 667 N Mullen Burst ASTM D-3786 600 psi 4134 kPa Trapezoidal Tear ASTM D-4533 120 lbs 533 N UV Resistance (at ASTM D-4355 70% 70% 500 hrs) Apparent Opening Size ASTM D-4751 40 US Std. 0.425 mm (AOS)* Sieve Permittivity ASTM D-4491 .05 sec‾1 .05 sec‾1 Water Flow Rate ASTM D-4491 4 gpm/ft2 163 l/min/m2 12.5’ x 360’ 3.81 m x 109.8 m Roll Sizes 15.0’ x 300’ 4.57 m x 91.5 m 17.5’ x 258’ 5.33 m x 78.6 m *Maximum average roll value. ADS “Terms and Conditions of Sale” can be found on the ADS website, www.ads-pipe.com Advanced Drainage Systems and the ADS logo is a registered trademark of Advanced Drainage Systems, Inc. Advanced Drainage Systems, Inc. #315W 05/16 SEWER SEWER SDR35 PIPE 1 PAGE SEWER HD Fowler Company Submittal - SFY222GGG 71800 SDR35 FITTINGS 6 PAGES GPK FITTING SUBMITTAL SHEET Intro: GPK manufactures PVC sewer fittings in accordance with either ASTM D 3034, F 1336 or F 679 to be used in gravity flow or low pressure applications. Injection molded fittings are produced in sizes 4” (100mm) through 12” (300mm) diameter. Fabricated fittings are produced in sizes 4” (100mm) through 36” (973mm) diameter. Material: Fabricated fittings are manufactured from PVC pipe and molded components meeting the requirements of either ASTM D 3034, F 1336 or F 679 for workmanship, extrusion quality, stiffness, impact resistance, dimensions and structural performance. Extruded pipe components are made from PVC material with a minimum cell classification of 12454, 13343 or 12364 as defined in ASTM D1784. Injection molded fittings are made from PVC material with a minimum cell classification of 12454 or 13343 as defined in ASTM D 1784. Extrusion Quality: Extruded components are tested in accordance with and meet the requirements of ASTM D 2152 for properly fused PVC. Impact Resistance: Extruded Components are tested in accordance with ASTM D 2444 using a 20 lb (9.07kg). Tup A and a Flat Plate Holder B. The strength shall equal or exceed the values shown below: 4” – 5” 150 Ft-Lbs 6” – 8” 210 Ft-Lbs 10” – 36” 220 Ft-Lbs (100mm – 125mm 203 J) (150mm – 200mm 284 J) (250mm – 973mm 299 J) Impact Resistance: Injection molded fittings are tested in accordance with ASTM D 2444 using a 20 lb (9.07kg). Tup A and a Flat Plate Holder B. The strength shall equal or exceed the values shown below: 4” 50 Ft-Lbs 6” – 8” 75 Ft-Lbs 10” – 12” 90 Ft-Lbs (100mm 68 J) (150mm – 200mm 102 J) (250mm – 300mm 122 J) Pipe Stiffness: Extruded Components are tested in accordance with ASTM D 2412. The stiffness equals or exceeds the requirements of ASTM D 3034 and F 679. Pipe Flattening: Extruded components are flattened as described in ASTM D 3034 and F 679 until the distance between the plates is 40% of the outside diameter of the pipe. There shall be no splitting, cracking or breaking. Pressure/Pressure Deflection: Gasketed joints are tested in accordance with ASTM D 3212. Pressure: 10 minutes @ 10.8 psi (74.5 kPa) + 10 minutes deflected @ 10.8 psi (74.5 kPa). Vacuum: 10 minutes @ 22 in. Hg (74 kPa) + 10 minutes deflected @ 22 in. Hg (74kPa). Branch Bending: The chemically fused areas around the fabricated branches of tee, wye and tee-wye fittings are tested to ASTM F 1336 to verify their strength and integrity. Pipe Stop Support: Tee and tee-wye fittings are tested to requirements of ASTM F 1336 for pipe stop load support. No cracking or splitting shall occur and pipe spigot shall not protrude into waterway of the fitting. Joining Methods: Chemically Fused Solvent Weld Joints Solvent cement is handled and tested in accordance with ASTM D 2564 and D 2855. The Lap Shear Strength shall equal or exceed 900 psi (6205 kPa) @ 72 hours. Heat Fusion Welded Joints (Butt Fusion Welds) Elastomeric Seals (Gaskets) Must meet all requirements of ASTM F 477 and D 3212. Saddles: Injection Molded saddle tees and saddle wyes shall have skirts with a minimum of 80 square inches (516 square cm) surface area which can be bonded to pipe. Fabricated saddle tees and saddle wyes shall have skirts with a minimum of 160 square inches (1032 square cm) surface area which can be bonded to pipe. The worm drive saddle straps used to fasten the saddles are manufactured with corrosion resistant 300 series AISI stainless steel. GPK does not recommend gasket skirts where air tests are required. Epoxy Reinforced Welds. 2 811 HD Fowler Company Submittal - SFY222GGG 71800 SDR35 D 3034 / PS46 F 679 FITTING SPECIFICATIONS 1.0 GPK PVC Sewer Fittings shall be manufactured in accordance with either ASTM D 3034, F1336 or F 679. The PVC material shall have a minimum cell classification of 12454, 13343 or 12364 as defined in ASTM D 1784. 2.0 The purpose of GPK in-line fittings is to convey municipal sanitary and industrial wastes, storm water runoff and many other related applications. They are designed to be used in gravity flow and low pressure applications not to exceed 10.8 psi. (74.5 kPa). 3.0 Injection Molded Fittings are produced in sizes 4” (100mm) through 12” (300mm) diameter. Fabricated Fittings are produced in sizes 4” (100mm) through 36” (973mm) diameter. A fabricated fitting is considered any fitting made from pipe or a combination of pipe and molded components. 4.0 Chemical Resistance GPK fittings resist attack from certain alcohols, alkalies, salt solutions, acids and other types of chemicals. Refer to chemical resistant chart for suitability. 5.0 Marking. GPK fittings shall be marked with applicable size, “PVC”, company name or logo, PSM and the ASTM specification number (D 3034, F 1336 or F679). The fittings and/or packaging shall include the manufacturer’s date and shIft code. 6.0 Testing. A test after installation of either low pressure air (Uni-B-6) or a water infiltration-exfiltration test is recommended. 7.0 Deflection Test. The maximum allowable pipe fitting deflection should be 7 ½% of base ID as shown in table X1.1 of D 3034, and X2.1 of F 679. 8.0 Backfilling and Tamping. Backfilling should follow closely after assembly of pipe and fittings. 8.1 Backfilling. with proper material is important to achieve desired density in haunching area which enables pipe, fitting and soil to work together to meet designed load requirements. This eliminates excess deflection and shear breaks due to heavy loads. Approved material shall be used properly, compacted continuously above and around the pipe and fittings as well as between fitting and trench wall. A cushion of approved material up to a minimum of 12” (305mm) over the fittings and between the trench walls shall be applied in accordance with the engineers’ specifications. 8.2 Tamping. This shall be done by hand tamping of the embedment material between the trench wall of the service line fitting and riser connection. Tamping can also be done by mechanical tampers or by using water to consolidate the embedment material. Extreme unstable ground conditions may require wider trenches to enable you to compact a larger area around the pipe and fittings to the density consistent of the original ground surface conditions. 9.0 Service Lines. Normally, service lines from the property line to the collection sewer should be a minimum depth of 3 feet (1 meter) at the property line and should be laid in straight alignment and uniform slope of not less than ¼” per foot (20.8mm/meter) for 4” (100mm) nominal pipe and 1/8” (10.4mm/meter) per foot for 6” (150mm) pipe. Where collection sewers are deeper than 7 feet (2 meters) a vertical standpipe or stack is permitted but not recommended, consult the project engineer for proper installation details. Deep sewer chimney and risers necessitate extreme care during backfilling. Where surface loading is anticipated the final backfill must be compacted to a density compatible with those surface loads to be encountered. 9.1 Backfilling around pipe service laterals on slope. Extra attention should be given on slopes to prevent the newly backfilled trench from becoming a “French Drain”. Before backfilling completely there is a tendency for ground and surface water to follow the direction of the looser soil. This flow may wash out soil from under or around pipe and branch line fittings, reducing or eliminating the support needed. To avoid this problem the backfilling should be of greater compaction. Tamping should be done in 4” (100mm) layers and continued in this manner all the way up to the ground or surface line of the trench. Concrete collars or other concrete poured around the fitting to stabilize unwanted movement is recommended to prevent water from undercutting the underside of the pipe and fittings. Summary: Due to various ground conditions and different situations, installation techniques vary widely. We warranty our products to be free of manufacturer’s defects. We will not replace the products that are installed or used incorrectly. The design of the systems that our product is used in is a factor that cannot be overlooked. 811 1 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) HD Fowler Company Submittal - SFD2G 80750 HD Fowler Company Submittal - SFD2G 80750 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) HD Fowler Company Submittal - SFD2S 77700 P.O. Box 3300, Term."A" 4507 LeSaint Court London, Ont. Canada Fairfield, Ohio USA N6A 4K3 45014 (519) 681-2140 (513) 942-9910 1-800-265-1815 1-800-523-3539 Fax (519) 681-2156 Fax (513) 942-9914 MULTI FITTINGS Engineered Tough SDR35 SOLVENT WELD SEWER FITTINGS LETTER OF COMPLIANCE Scope: This letter of compliance covers Multi Fittings requirements for 3” through 15” (75 mm – 375 mm) PVC Trench Tough SDR35 Solvent Weld Sewer Fittings. These products meet or exceed performance standards set by the American Society of Testing and Materials (ASTM), CSA International (CSA) and the International Association of Plumbing and Mechanical Officials (IAPMO). Trench Tough SDR35 Solvent Weld Sewer Fittings are compatible with pipe manufactured to ASTM D 3034, CSA B182.1 and CSA B182.2 and is suitable for the non-pressure drainage of sewage and surface water. Material: Rigid PVC Poly(Vinyl Chloride) used in the manufacturing of Trench Tough SDR35 Solvent Weld Sewer Fittings complies with ASTM D 1784, Standard Specification for Rigid Poly(Vinyl Chloride) (PVC) Compounds and Chlorinated Poly(Vinyl Chloride) (CPVC) Compounds, having a cell classification 12454 or 13343. Molded Fittings: Molded Trench Tough SDR35 Solvent Weld Sewer Fittings conform to the following standards: ASTM D 2729 “Standard Specification for Poly(vinyl Chloride) (PVC) Sewer Pipe and Fittings” ASTM D 3034 “Standard Specification for Type PSM Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings” CSA B182.1 “Plastic Drain and Sewer Pipe and Pipe Fittings” CSA B182.2 “PVC Sewer Pipe and Fittings (PSM Type)” IAPMO “Uniform Plumbing Code” Fabricated Fittings: Fabricated Trench Tough SDR35 Solvent Weld Sewer Fittings are made from segments of pipe conforming to the following standards: ASTM D 3034 “Standard Specification for Type PSM Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings” ASTM F 679 “Standard Specification for Poly(Vinyl Chloride) (PVC) Large-Diameter Plastic Gravity Sewer Pipe and Fittings” HD Fowler Company Submittal - SFD2S 77700 Page 2/... Trench Tough SDR35 Solvent Weld Sewer Fittings CSA B182.2 “PVC Sewer Pipe and Fittings (PSM Type)” Note: Molded components meeting the requirements listed above may also be used as part of the fabricated fitting. Markings: Trench Tough SDR35 Solvent Weld Sewer Fittings are marked a prescribed in the above applicable standards to indicate size of the fittings, material designation, compliance to standard, and manufacturer’s name or trademark. Yours truly, Frank Yorio Senior Vice President, Operations Issue Date: 2012-10-11 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) SEWER HD Fowler Company Submittal - MCPVC22PSM 71800 SANDCOLLARS 2 PAGES HD Fowler Company Submittal - MCPVC22PSM 71800 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) SEWER HD Fowler Company Submittal - CHGP2 79690 CHERNE PLUG 1 PAGE 26 Original Gripper® Cherne's Gripper plugs can be used in a variety of applications including DWV (drain, waste and vent) testing and stack testing. End-of-Pipe design won't fall in, whereas the Inside-of-Pipe design allows you to locate the plug inside the pipe as far as you need. Time tested, the Gripper® remains one of the most popular mechanical plugs on the market. Original Gripper® Plug Features: • Ideal for sewer testing and long-term applications • Made with glass-reinforced ABS plastic • End-of-pipe design seals only at the end of a pipe • Inside-of-pipe design seals inside pipe as far as needed Equipped with: • Easy to install extra large zinc wing nut – won't rust • Natural rubber o-ring • Galvanized carriage bolt to prevent corrosion End-of-Pipe Gripper® plug Inside-of-Pipe Gripper® plug Part Number Nominal Size Range of Use MaximumBack Pressure Length Product Weight End-of-Pipe Gripper 1 1/2" 1.48"-1.65" 17 psi 40 ft. 1.75" 0.13 lbs 270210 (40 mm) (39-42 mm) (1,2 bar) (12 M) (44.5 mm) (0.05 kg) 2" 1.9"-2.17" 17 psi 40 ft. 1.87" 0.19 lbs 270229 (50 mm) (49-55 mm) (1,2 bar) (12 M) (47.5 mm) (0.09 kg) 3" 2.8"-3.1" 17 psi 40 ft. 2.5" 0.375 lbs 270237 (75 mm) (71-79 mm) (1,2 bar) (12 M) (63.5 mm) (0.16 kg) 4" 3.8"-4.06" 17 psi 40 ft. 2.5" 0.5 lbs 270245 (100 mm) (96-103 mm) (1,2 bar) (12 M) (63.5 mm) (0.23 kg) 6" 5.77"-6.08" 17 psi 40 ft. 3.75" 2.5 lbs 270261 (150 mm) (147-154 mm) (1,2 bar) (12 M) (95.3 mm) (1.14 kg) 8" 7.7"-8.03" 17 psi 40 ft. 3.75" 3 lbs 270270 (200 mm) (196-204 mm) (1,2 bar) (12 M) (95.3 mm) (1.37 kg) Inside-of-Pipe Gripper 4" 3.8"-4.06" 17 psi 40 ft. 2.5" .5 lbs 270296 (100 mm) (96-103 mm) (1,2 bar) (12 M) (63.5 mm) (0.23 kg) 6" 5.77"-6.08" 17 psi 40 ft. 3.75" 2.5 lbs 270253 (150 mm) (147-154 mm) (1,2 bar) (12 M) (95.3 mm) (1.14 kg) 8" 7.7"-8.03" 17 psi 40 ft. 3.75" 3 lbs 270288 (200 mm) (196-204 mm) (1,2 bar) (12 M) (95.3 mm) (1.37 kg) Mechanical Plugs Always block plugs when conducting air tests. 1.800.843.7584 | www.cherneind.com Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) SEWER HD Fowler Company Submittal - WWTAPEDET2S 67890 DETECTABLE TAPE 2 PAGES Christy's Detectahle Marking Tape 0ur DETECTABLE marking tape provides for easy buried pipeline detection and below ground identification and warning. The tape can be located below ground with a non-ferrous metal detector when buried at the proper depths. All Christy's tape meets or exceeds the industry standards including the American Public Works Association (APWA) color code. TAPE MUST BE BURIED FLAT FUR MAXIMUM DETECTABILITY AND LINE PRUTECTIUN. CUNSULT YUUR SPECIFIC LUCATUR MANUFACTURER FUR BURIAL LIMITATIUNS. __- 2" 6" _ 18" NOTE: Notallwidthsare available asstandardfor the stockcolor/legend combinationsshown. 3" 6" _ 28" Contact Christy's“"forstockavailability ofspecific BIT 6" _ 36" products. Non-stockcombinations are subject to minimum requirements and plate charges. 12" or wider 6" - 36" SPECIFICATIUNS - Christy's“" DETECTABLE marking tape consists ofa 5.0 mil (0.005") thickness; five-ply composition; ultra-high molecularweight; ‘00 percentvirgin polyethyene; acid, alkaline and corrosion resistant. ~ The tape tensile strength 's in accordancewith ASTM D882-80Aand will not be lessthan 7800 PSI. - Elongation propertiesare 'n accordance with ASTM 3882-80Aand are lessthan 150%at break point. ~ Tape color& legend comb'nation will be in accordarcewith APWAor local requirements. The color is . The legend reads ' Tape is 5 mil overall thickness,with a .35 mil solid aluminum foil core. A .8 mil clearfilm, reverse printed with a repeating warning message is laminated to aluminum foll with a 3.75 mil clearfilm backing. - Tape width shall be . (For best results we recommend a tape width at least % ofthe diameter ofthe pipeline being protected. A 4" diameter line would use 3" orwidertape for optimum protection). Standard widths are 2", 3", 6", & 12". - Tape lettering shall be 1" tall on 2" detectable tape and 1.5" tall on 3"- 12" tape. SPECIAL AND CUSTCM LEGENDS T. Christy Enterprises, Inc. Christy's“ offers a full range of non-standard tapes, including specialty applications such as Telemetry, Irrigation 655 E. Ball Rd. ~Anaheim, CA92805 and additional water line wording. All standard combinations listed are available in at least one color/width Tel: (714) 507-3300 - Fax: (714) 507-3310 vwwv.TChristy.com ~ 800-BLU-GLUE combination. We offerspecific agency legends, designations or color combinations. Custom legends can include the use of specificwording, insignias and phone numbers. Call forspecial pricing. AUGUST2o1o ur-4os1 HD Fowler Company Submittal - WWTAPEDET2S 67890 How To Order Marking Tapes STANDARD CULURILEGEND CUMBINATIUNS Example: TA.DT.2. RW is 2” Detectable Purple Reclaimed Water. A BURIED DT - Detectable 2 - 2" B - Blue CP - Cathodic Protection PL - Pipeline ND - Non-Detectable 3- 3" P - Purple CTV - Cable TV PW - Potable Water o-e" Y - Yellow E - Electric RAW - RawWater 12-12" G - Green F - Fire RJ - Restrained Joint R - Red FM - Force main RW- Reclaimed Water W - White F0 - Fiber 0ptic S -Sewer 0 - 0range G - Gas STDR - Storm Drain DETECTABLE & NDN-DETECTABLE BR - Brown IRR - Irrigation TEL - Telephone MARKING TAPE NPW - Non-Potable Water W- Water NS - Hydrant Not in Service NDTE: Not all widths are available as standard for STANDARD CULURILEGEND co|v|B||vAt|o|vs the stock color/legend combinations shown. Contact Christy's" forstockavailability of specific o or Legend Code Printed Text on Tape products. Non-stock combinations are subject B BIRR "".,aut'on Irrigation Line Buried Below" to minimum requirements and plate charges. BNPW "3aut'on Non-Potable Water Line Buried Below" BPW 3aut'on Potable Water Line Buried Below" BRJ II'\,aut'on Restra'ned Joint Buried Belowll BRW ll3aut'on RawWater Buried Below" BW “3aut'on Water _ine Buried Below” llfi ll 1111113::::::écncncncococo:1 BRFM .,aut'on Force lllain Buried Below 3reen GFM "3aut'on Force Vlain Buried Below" 3reen 3lRR ll"\.,aut'on lrrigat'on Line Buried BelowII 3reen 3NPW "..aut'on Non-Potable Line Buried Below" 3reen 3PW "3aut'on Potabe Line Buried Below" 3reen 3RAW "3aut'on RawWater Line Buried Below" 3reen 3S "3aut'on Sewer Line Buried Below " 3reen 3STDR "3aut'on Storm Drain Buried Below" Jrange ]F0 ..aut'on Fiber 0ptic Line Buried Below Jrange JTEL "3aut'on Telephone Line Buried Below" Jrange JCP "3aut'on Cathodic Protection Cable Buried Below" Jrange JCTY H’!.,aut'on Cable TV Line Buried Below” Jrange JNS "3aut'on Hydrant Not in Service Line Buried Below Purple PIRR .,aut'on Irrigation Line Buried Below Purple PRW "3aut'on RecycledlReclaimed Water Line Buried Below" Purple PNPW "3aut'on Non-Potable Line Buried Below" Red RE "3aut'on Electric Line Buried Below" Red RCP ufiaut'on Cathodic Protection Cable Buried Below”“ J T. Christy Enterprises, Inc. Red RF "3aut'on Fire Line Buried Below" Yellow YE II’! 655 E. Ball Rd. ~ Anaheim, CA 92805 Jaut'on Electric Line Buried Below” Yellow YG "3aut'on Gas Line Buried Below" Tel: (714) 507-3300 - Fax: (714) 507-3310 Yellow YCP H"\.,aut'on Cathodic Protection Buried Below” vwwv.TChristy.com ~ 800-BLU-GLUE Yellow YPL “3aut'on Pipeline Buried Below” AUGUST2015 LlT—4031 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) SEWER HD Fowler Company Submittal - WI14GRN500 83010 WIRE 2 PAGES 830 South West Street, Sikeston MO 63801 800-876-3020 / 573-472-2990 / FAX 573-471-3134 UF/TWU Irrigation Wire Description: Regency’s single conductor UF/TWU Irrigation Wire is manufactured for the purpose of direct burial power wire applications in accordance with Article 339 of the National Electric Code NFPA-70. Conductor construction is soft drawn bare copper meeting the requirements of ASTM Specification B-3 and B-8. Gauge sizes 18 thru 8 are solid conductors. Sizes 6 thru 4/0 are stranded conductors. The insulation is a high quality polyvinylchloride (PVC) for systems applications of up to 600 volts and conductor temperatures up to 60 C. The UF/TWU Irrigation Wire is constructed in accordance with Underwriters Laboratories, Inc. standard 493 and 83, as well as CSA 22.2 No. 75. Application: Suitable for use as power and control wire for irrigation systems. Construction: Conductor: Soft drawn bare copper (ASTM Spec. B-3 and B-8). Solid (18 awg to 8 awg) Stranded (6 awg to 4/0 awg) Insulation: Polyvinylchloride (PVC) Temperature: 60 C Voltage: 600 volts Conductor Size Insulation Thickness Colors 14 .060 1-12 12 .060 1-12 10 .060 1-9, 11 8 .080 1-8 6 .080 1-5 4 .080 1, 2, 3, 5 2 .080 1, 2, 3, 5 1/0 .095 1, 2, 3, 5 2/0 .095 1, 2, 3, 5 HD Fowler Company Submittal - WI14GRN500 83010 Available Colors: 1-Black, 2-White, 3-Red, 4-Blue, 5-Green, 6-Yellow, 8-Orange, 9- Gray, 10-Pink, 11-Purple, 12-Tan. Material must be able to pass the following tests without showing signs of degradation: Cold Bend – The insulation shall not show any cracks when sample is bent around a 3X mandrel after being subjected to –25 C for four (4) hours. Electrical - AC test voltage, 60 seconds at 5000 volts. Sunlight Resistance Test - Samples conditioned for 300 hours of carbon-arc or xenon-arc exposure. Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) HD Fowler Company Submittal - NDS675P 78610 SEWER BACKWATER VALVE 2 PAGES DIVERTER AND BACKWATER VALVES Diverter Valve Here’s the simplest, strongest, and most economical diverter valve ever invented for septic tank leach fields. It is made of tough molded plastic that will not shatter, bend, rust or corrode. It is lighter in weight, easier to handle and less expensive to ship. Functional The diverter valve stem flow may be controlled to individual or multiple fields (up to three) in any combination. With a three-way valve stem, flow may be diverted to any two outlets. To allow flow through all outlets, the valve stem may be removed from the assembly. Easy To Install Connect 4" plastic sewer and drain pipe to inlets and outlets on the four way distribution box. (Unwanted outlets may be sealed by installing caps). The Diverter shield which houses the diverter stem may be cut to desired length. 6.305 Pkg. Wt. Ea. Product Part No. Description Color Qty. (lbs.) Class PVC 575P 4" PVC Diverter Valve White 4 9.50 35PV ABS 575 4" ABS Diverter Valve Black 4 7.50 35AB CLOSED 1 2 3 30.5" TANK TANK TANK 4 5 6 4.125" O.D. TURN TO *IAPMO Listed #2 OR #4 1" 6" REMOVE CAP CAP TANK TANK INNER STEM TANK Gravity Backwater Valve The NDS gravity flow Backwater Valve is designed to protect low areas or basements from the backflow of waste from street sewers. It is available in 2", 3", 4" and 6" sizes PVC material. It is a cost effective and a chemically resistant alternative to cast iron valves. Backwater Valve The quick action flapper allows unrestricted uni-directional flow. Elastomeric gasket in the flapper ensures a watertight seal. Flapper can be easily removed and replaced if required. Threaded access cap is designed for hand tightening. Access cap neoprene gasket provides a positive seal. Valve hub outlets fit 2", 3", 4", or 6" DWV pipe and may be adapted to 2", 3", 4", or 6" sewer and drain pipe with NDS DWV to Sewer & Drain Adapters. Lightweight, easy to install. Horizontal installation required, with arrows on top of the valve hub pointing in the direction of the flow of water. Access riser with cover offers a simple, economical Item Number A B C Riser Height Riser Dia. assess to the valve for inspection and 275P, 275 2.18 5.03 3.53 16 4 maintenance. The riser may be cut to 275PR 2.18 5.03 3.53 16 4 the desired length. 375P, 375 3.51 7.56 6.10 16 6 375PR, 375R 3.51 7.56 6.10 16 6 475P, 475 4.47 11.18 7.18 16 8 475PR, 475R 4.47 11.18 7.18 16 8 A 675P, 675 5.50 15.25 9.90 16 10 C Approvals applicable to valve only. B Note: All dimensions are nominal. All weights are for shipping purposes only. Availability is subject to change. 2 For customer service, please send your fax to: 1-800-726-1998 or call 1-800-726-1994. HD Fowler Company Submittal - NDS675P 78610 DIVERTER AND BACKWATER VALVES Backwater Valve Pkg. Wt. Ea. Product Part No. Description Color Qty. (lbs.) Class PVC 275P 2" PVC Backwater Valve White 8 1 35PV 275PR 2" PVC Backwater Valve with Riser and Cover White 1 5.00 35PV 375P 3" PVC Backwater Valve White 6 2.33 35PV 375PR 3" PVC Backwater Valve with Riser and Cover White 1 5.00 35PV 475P 4" PVC Backwater Valve White 6 4.33 35PV 475PR 4" PVC Backwater Valve with Riser White 1 8.00 35PV 675P 6" PVC Backwater Valve White 1 9.00 35PV ABS 275 2" ABS Backwater Valve Black 8 1 35AB 375 3" ABS Backwater Valve Black 6 1.83 35AB 375R 3" ABS Backwater Valve with Riser and Cover Black 1 4.00 35AB 475 4" ABS Backwater Valve Black 6 3.33 35AB 475R 4" ABS Backwater Valve with Riser and Cover Black 1 7.00 35AB 675 6" ABS Backwater Valve and Cover Black 24 7.00 35AB PVC Backwater Valve Components Carton Product Part No. Description Color Qty. Class t 8051-020-040 2" Lid White 20 80CS Lid 822-040-16 2" Riser White 4 80CS 1530202 2" Cap White 10 80CS 880-237 2" Cap O’Ring Black 10 80CS t Riser 1530203 2" Flapper White 10 80CS 880-136 2" Flapper O’Ring Black 10 80CS 1530204 2" Back Water Valve Pipe Extension Collar White 10 80CS 8051-030-060 3" Lid White 25 80CS 822-060-16 3" Riser White 2 80CS t 1530302 3" Cap White 10 80CS Cap 880-253 3" Cap O’Ring Black 10 80CS 1530303 3" Flapper White 10 80CS t 880-234 3" Flapper O’Ring Black 10 80CS Cap 1530304 3" Back Water Valve Pipe Extension Collar White 10 80CS O-ring 8051-040-080 4" Lid White 20 80CS t 822-080-16 4" Riser White 1 80CS Flapper 1530402 4" Cap White 10 80CS 880-364 4" Cap O’Ring Black 10 80CS 1530403 4" Flapper White 10 80CS t Flapper 880-243 4" Flapper O’Ring Black 10 80CS O-ring 1530404 4" Back Water Valve Pipe Extension Collar White 10 80CS 8051-060-100 6" Lid White 15 80CS 1530602 6" Cap White 2 80CS t 880-271 6" Cap O’Ring Black 2 80CS Bumper 1530603 6" Flapper White 5 80CS 880-259 6" Flapper O’Ring Black 5 80CS 880-202 Bumper (fits all sizes of valves) Black 1 80CS 1530405 4" BWV Sewer Adapt Flange White 1 80CS t BWV Pipe 1530605 6" BWV Sewer Adapt Flange White 1 80CS Extension Collar Backwater Valve Box Pkg. Wt. Ea. Product Part No. Description Color Qty. (lbs.) Class 11 3/4" 1219 12"x12" Backwater Valve Box Black 4 5.75 10ND 1220 12"x12" Valve Box Cover Black 8 2.00 10ND 11 3/4" 12" 1 1/8" 6" 5 1/2" Note: All dimensions are nominal. All weights are for shipping purposes only. Availability is subject to change. 3 For customer service, please send your fax to: 1-800-726-1998 or call 1-800-726-1994. Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) SEWER HD Fowler Company Submittal - HI4512SBD 79700 CASTINGS 1 PAGE Marked Sewer NOTES: *Machine surface on ring & cover. OLYMPIC FOUNDRY INC. *Typical 8" locking clean-out 11" X 4" LOCKING FLANGE DOWN RING & COVER MATL: Cast Iron ASTM A48, CL30 RATING: H-20 PART NO. MH5 D/T APPROX WT: Ring 70 Lbs, Cover 26 Lbs REV: A DATE: 6/23/2003 New border REV A DOCUMENT APPROVED DWN: CL DATE: 6/23/2003 TOLERANCE REV: DATE: BY: DATE: XX +- .1 CHKD: CL DATE: 6/23/2003 XXX +- .06 DWG #: MH05 D/T SCALE: N/A SHEET: 1 OF 1 XXXX +- .030 < +- 2 DEG Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER WATER HD Fowler Company Submittal - IP522GTJ 85870 DUCTILE PIPE 3 PAGES TYTON JDlNT® PIPE Each ofthe following is a nationally recognized standards organization; ANSI/AWWA C151/A2l.5, Ductile Iron Pipe, Centrifugally Cast forWater. I American National Standards Institute (ANSI) American WaterWorks Association (A\/IANA) Ductile Iron TYTON JOINT Pipe is centrifu- American SocietyforTesting and Materials (ASTM) gally cast in metal molds in accordance Underwriters Laboratories (UL) with ANSI/AWWA C151/A21.5. National Fire Protection Association (NFPA) National Sanitation Foundation (NSF) The asphaltic outside coating is in accor- Factory Mutual (FM) dance with ANSI/AWWA C151/A21.51. As specified in ANSI/AWWA C151/A21.51, TYTON JOINT is U.S. Pipe’s trademarkfor pipe with a push-on type connection. Simplicity, sturdiness pipe weights have been calculated using and watertightness are built into the system by design. Convincing proof of its worldwide acceptance standard barrel weights and weights of is shown bythe fact that more than 95% ofthe pipe now sold by U.S. Pipe is TYTON JOINT Pipe. bells being produced. TYTON JOINT Pipe is available in sizes 3" through 64". Sizes 3" through 42" are available in nominal ANSI/AWWA C104/A21.4, Cement-Mortar 18-foot laying lengths. 4“ through 30“ sizes, along with sizes 48" through 64", are available in Lining For Ductile-Iron Pipe and Fittings nominal 20-foot laying lengths. ForWater. The cement-mortar lining and inside TYTONJOINTPipe in sizes 4“ through 36" are UL Listed, and sizes4" through 16" are FMApproved. coating are in accordancewith ANSI/AWWA When TYTON JOINT Pipe is used for bridge crossings orother above-ground installations, each length C104/A21/I. of pipe must be supported in a mannerto restrict both vertical and horizontal movement. Special linings and/orcoatings can be furnished forspecific conditions. ATYTON® Gasket is the only accessory required when installing TYTON JOINT Pipe. It is a circular rubber gasket that has a modified bulb shape in cross section. Gaskets are furnished in accordance ANSI/AWWA C111/A2l.ll, Rubber-Gasket with ANSI/AWWA C111/A21.1. Composition and dimensions ofthe gasket have been carefully Joints for Ductile-Iron Pressure Pipe engineered to ensure a watertight and lasting seal. The standard TYTON Gasket is manufactured of and Fittings. SBR — styrene butadiene rubber. Gaskets of special elastomers may be ordered for special TYTON® Gaskets arefurnished in accor- applications. The gasket contour and bell socket contourensurethat the gasket will remain seated dance with ANSI/AWWA C111/A21.11. during proper assembly ofthe pipe. When joint restraint is required for push-on joint pipe, two options are available from U.S. Pipe. Forjoint restraint of 4" through 24", FIELD LOK 350® Gaskets ANSI/AWWA C105/A21.5, Polyethylene may be used. FIELD LOK 350 Gaskets are rated for 350 psi in sizes 4" through 24". In addition, for4" Encasement for Ductile Iron Pipe through 36" sizes, TR FLEX Pipe and Fittings may be used, and for 30" through 64" sizes, HP LOK® Systems. Pipe and Fittings may be used. TR FLEX Pipe and Fittings are rated forworking pressures for 350 psi If specifiers and users believe that corro- in 4" through 24" sizes, 250 psi in sizes 30“ through 36". For HP LOK Pipe and Fittings, the working sive soils will be encountered where our pressure is 350 psi for 30" through 64". For higher pressure applications contactyour U.S. Pipe products are to be installed, please refer representative. Complete details on FIELD LOK 350 Gaskets, TR FLEX Pipe and Fittings, and HP LOK to ANSI/AWWA C105/A21.5, for proper external protection procedures. Pipe and Fittings can be found on ourwebsite, www.uspipe.com. NOTE; U.S. PipequalifiesforFederalProcurementunderPublicLawNo. 94-580, Section6002, knownasthe ASTM A746-D3 "Standard specification ResourceRecoveryActof1976, since, due tomodern technology, recycledironandsteelscrapareusedtoa for Ductile Iron Gravity Sewer Pipe." largedegreeinourDuctileIronPipeproduction. Theplainendofthepipeisfurnishedbeveledorwithaquarterellipseontheedgetoallowassembly. Morethan40 ASTM A716-D8 "Standard Specification yearsofsuccessfulexperiencehaveproveditssealingcapabilities. Hydrostatictestshaveshown thatthesystem for Ductile Iron Culvert Pipe." willwithstandpressures farinexcessofratedpressures. ASTM A536 "Standard Specification for TYTON®, TYTONl0lNT®, TR FLFX®, HPLOK®andFIELDLOK350® areRegistered Trademarks of U.S. Pipe andFoundryCompany LLC. Ductile Iron Castings." REVISED41816 HD Fowler Company Submittal - IP522GTJ 85870 PRESSURE CLASS — THICKNESSES, DIMENSIONS AND WEIGHT 18-FOOTLAYING LENGTH 20-FOOTLAYING LENGTH OUTSIDE BARRELWEIGHT WEIGHT PER WEIGHT PER SIZE THICKNESS THICKNESS DIAMETER* PER FOOT LENGTHt LENGTHT Inches CLASS Inches Inches Pounds Pounds Pounds 3.00 11.8 220 — 3.00 12.8 240 — (:1(:100.|>Q0CD\l-I> 3.00 13.7 255 — CD-5O0O0 0.20 4.30 11.3 215 235 4 0.20 4.30 12.6 235 260 4 LTILTI00|\DO3|—\-I>LTIU"lLTILTILTI 0.32 4.30 13.8 260 285 4 54 0.35 4.30 15.0 280 310 4 55 0.33 4.30 16.1 300 330 4 50 0.41 4.30 17.3 320 355 0 50 0.25 0.00 16.0 305 335 0 51 0.23 0.00 17.8 335 370 52 0.31 0.00 19.6 370 410 53 0.34 0.00 21.4 400 445 54 0.37 0.00 23.2 435 480 55 0.40 0.00 25.0 465 515 O‘-DO‘-iO'JO'JO'J 50 0.43 0.00 26.7 495 550 3 50 0.27 0.05 22.8 430 475 3 51 0.30 0.05 25.2 475 525 52 0.33 0.05 27.7 520 575 53 0.30 0.05 30.1 560 620 54 0.30 0.05 32.5 605 670 55 0.42 0.05 34.8 650 720 XXXXX 50 0.45 0.05 37.2 690 765 NOTE: Thicknessesanddimensions of3"through 64"ductileironpipe conform toANS///IWI/llA C151/7421.51. Weights mayvaryfrom thestandardbecauseofdifferences in be/I weights. *To/erance of0.D. ofspigotend; 3-12in., 10.06in.,- 14-24in., +0.05in., -0.08in.; 30-48in., +0.08in., -0.06in.,- 54-64 in., +0.04in., -0.10in. TIncludingbe/I; calculated weightofpipe roundedoffto nearest5lbs. Table continued on next page. H 115010511.-1 1e.15 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) HD Fowler Company Submittal - IP525GTJ 85870 THICKNESS CLASS — THICKNESSES, DIMENSIONS AND WEIGHT (cont.) 18-FOOTLAYING LENGTH 20-FOOTLAYING LENGTH OUTSIDE BARRELWEIGHT WEIGHT PER WEIGHT PER SIZE THICKNESS THICKNESS DIAMETER* PER FOOT LENGTHt LENGTHT Inches CLASS Inches Inches Pounds Pounds Pounds ‘: 50 0.20 1; 30.1 570 630 : 51 0.32 -- 33.2 625 690 : 52 0.35 -- 36.2 680 750 : 53 0.33 -- 39.2 730 810 : 54 0.41 -- 42.1 785 870 : 0.44 -- 45.1 840 930 la 48.0 890 990 my u ......_.u '2 :11.:1 _ 5:1:1 38.4 725 800 Q0-|>g]H '591‘ '2 0.34 13.20 42.0 790 875 '2 0.37 13.20 45.6 855 945 '2 0'10'1O0l\)CD|—\U"lO5L71LTIL710'1 0.40 13.20 49.2 920 1015 '2 54 0.43 13.20 52.8 985 1090 '2 55 0.46 13.20 56.3 1045 1160 '2 56 0.49 13.20 59.9 1110 1230 u ... u 47.5 910 1005 0.30 15.30 51.7 985 1090 0.30 15.30 55.9 1060 1170 0.42 15.30 60.1 1135 1255 U -- U 64.2 1210 1340 U — U 68.4 1285 1420 LLLLLLL 72.5 1360 1505 u _- u J 55.8 1065 1175 U -- U ' 0.37 17.40 60.6 1150 1275 ' 0.40 17.40 65.4 1240 1370 ' 0.43 17.40 70.1 1325 1465 J 74.9 1410 1560 u ... u J 79.7 1495 1655 U -- U J :1:1:1:1:1:1:1:1 :1:1:1:1:1:1:1:1 84.4 1580 1750 O‘)-5O1-5O‘)-5O‘)-5O1O‘)-5O‘)-5-5 U1U"IO000CD|\>3|\)l—*1—\-I>U1U"IO5U1U1U1U1U1U1U1U1U1U1L71 U CA.)O0LJTI-I>l\DO0Q0LOU‘lIi-I>O3 —S->"'.\'9"‘Q0-I?.\'S->"'09U-I?.\'Q99"‘-I?.\'09-I? NOTE: Thicknesses anddimensions of3"through 64"ductileironpipeconform toANSI/AWWA C151/421.51. Weights mayvaryfrom thestandardbecause ofdifferencesin bell weights. *To/erance of0.D. ofspigotend.- 3-12in., :0.06in.,- 14-24 in., +0.05in., -0.08in.,- 30-48in., +0.08in., -0.06in.,- 54-64 in., +0.04 in., -0.10in. fIncludingbell; calculated weightofpiperoundedoffto nearest5lbs. Table continued on next page. : 115010511.-1 1e.15 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER HD Fowler Company Submittal - IPG5FL 85870 FIELD LOCK 1 PAGE FIELD LOK 350® GASKET 2018 EDITION P3 BBBDlP.PlPE FIELD LOK 350@ Gasket Restrained joint pipe and fittings are used in pressurized Ductile Iron pipelines to prevent the joints ofthe line from separating dueto thrustforces. Thrust forces generallyoccur atchangesof ill'|SliltlNllWl BlItilt2l.1l Standard tor direction in the line. Usually, a calculated length ot pipeline extendingfrom the location of ltulzber-Basketlointsfor Ductile Iron thethrusttorce is restrained in thejointsso thatthis forcecan betransmitted tothe soil Pressure Pipe and Fittings. surrounding the line. Theentire pipeline is often restrained for installations in poor soil orforcrit- ical lines. FIELD LDH35D Gaskets are avaitable in rl"—2it" sizes and the pressure rating is DE. P'pe’s FIELD LDK350 Gasket has proven to be an extremelysuccessful. trouble-free means based on the performance requirements ofjoint restraint forwell overone million Ductile Iron pipe and fitting joint assemblies across of ittlSlitttllWAC111iA21.11. North itmerica. By simply inserting a FIELD Ltllt35D Gasket into the socketof a IYFDNlDIttT@ Pipe, Fitting or ‘ilalve, restraint is instantly achieved when the joint is assembled. Stainless steel locking segments vulcanized into theFIELD LDH 35D Gasket grip the pipe to prevent joint separation. FIELD LDH 350 Gaskets, utilizing patented improvements, are rated by U.S. Pipe foroperating pressures up to 350 psi — a rating that now matches that of Pressure C-iass 35D pipe — giving the engineer and user new flexibility in designing piping systems. ® Underwriters Laboratories liststhe1l"-2!!" sizesfor 350 psi. Factory Mutual, utilizing a safety factor of it, approves the ll"-16" sizes for 25D psi and the 18"-24" sizes forEDD psi service. With the use atthe FIELD LDK 35D Gasket. push-onjoint Ductle Iron l"tTDN JDINT P-‘pe or Fittings can be quickly and securelyrestrained asthejoTnt is assembled. The restraint provided shall be a beltless. integral restraining system and shall be rated for350 psi in accordance with the per- formance requirements of ANSIiilW'I‘tk C1l1ih21.l1. Field cut pipe are no longera problem to restrain. No pipe surface preparation‘ or grooving is required forfield cut pipeotherthan thecut end needing to be beveled as required for any push—on joint spigotend. With the FIELD LDH35D Gasket in place, thejoints are restrained without thrust blocks. bolts, grooves, rods, clamps or retainerglands, resulting in savings ot labor, material and time. l'iltl.lTItItl: i.i..S‘. Pipe doesnotrecommendHELDLDK350Gaskets foruseahoveground. Fhe tong-terrneffectofcjrciicaimoverrrenfscan hegraduatjointseparation tothepointthattheseat on thegasketouttr iscompromised. Sourcesoicyciicatmovements inctude vibrationasmayhe toundonbridgecrossings, andthermaiexpansionandcontractionresortingfrom atmospheric temperature changes. Theseconditionsarenotexperienced withburiedpipetines. *See noteonpage 5regardingpipe with thicircoatingsortape wrap. FiEttT'tDit""", FiEt.i.?tiftii350*”. FTTUNE, TFFONititillim‘ and FR‘FtEX"i' are Registered iiradernarks atU.$. PipeandFoundryCompany. NOTE; itspecifiersandusers hetievethatcorrosive suits wiiibeencounteredwhereproductsareto ire instaiied. pieaserotortoritIr'Srlr‘rlllt’l*liti l'IttI?5f1l2i..5 Polyethylene Encasement for Ductile Iron Pipe Systems iorproperexternaiprotectionprocedures. Pressure Hating; The working pressure rating ofthe FIELD LDH 35D Gasket Restrained Joint System does notexceed that of the working pressure ratingot the pipe in which it is installed. u.s. PIPE FIELD Lox sap” ansulsr also-pen FiE~"5E'3' "13 5 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER DUCTILE FITTINGS 23U ‐ ANSI/AWWA C153/A21.53 6 PAGES Mechanical Joint Compact Ductile Iron Fittings Revised 4/2018 DOMESTIC NON‐DOMESTIC SUBMITTAL: C153 MECHANICAL JOINT PRODUCT (Current revisions for the noted Standards apply) SIZES: 2” ‐ 64” (2” not included in ANSI/AWWA C153 standard) STANDARDS: ANSI/AWWA C153/A21.53, NFPA13/24, 3”‐16” UL and 3”‐10” FM listed & approved (File ‐ Tyler Union) MATERIAL: Cast of ASTM A536 qualified ductile iron. Date code is cast on and required for traceability. PRESSURE RATING: *Flanged fittings rated at 250 psi. Mechanical joints 2” – 24” rated at 350 psi and 30” – 48” at 250 psi. *Note: With rubber annular ring flange gasket, 2” – 24” Flanged fittings can be rated at 350 psi. Note: Wyes over 12” are not pressure rated. Contact Tyler Union for rating in your application. DEFLECTION: Joint deflection 5° max for 2”– 12” and 3° max for 14”– 48”. Reduces by 50% at nominal pipe & fitting diameters NSF‐61 & NSF372: Meets all requirements including Annex G, Tyler Union’s Underwriters Laboratory listing MH16439. ASPHALT COATING: Per ANSI/AWWA C104/A21.4 and ANSI/AWWA C153/A21.53. CEMENT LINING: Per ANSI/AWWA C104/A21.4, with double cement lining available upon request. EPOXY COATING: Fusion bonded epoxy per ANSI/AWWA C116/A21.16. Additional coatings available upon request. BARE FITTINGS: Available upon request. FASTNERS: High strength low alloy weathering steel per ANSI/AWWA C111/A21.11 and ASTM A242 INSTALLATION: Install per AWWA C600/C651 using pipe conforming to ANSI/AWWA C151/A21.51 or AWWA C900/905. Anniston: 1501 W 17th St. ● Anniston, AL 36201 ● (800) 226‐7601 Elmer: 701 Kenyon Ave.● Elmer, New Jersey 03318 Corona: 1001 El Camino Ave. ● Corona, CA 92879 ● (866) 527‐8471 New Lenox: 2200 West Haven● New Lenox, IL 60451 Tyler: 11910 CR 492 ● Tyler, Texas 75706 ● (800) 527‐8478 Portland: 15670 N. Lombard St. ● Portland, OR 97203 Dallas: 1201 Ave. S. Suite100 ● Grande Prairie, TX 75050 Oxford: 1800 Greenbrier Dear Road ●Anniston, AL 36207 28U ‐ ANSI/AWWA C110/A21.10 Class 125 Flange Joint Full Body Ductile Iron Fittings Revised 4/2018 DOMESTIC NON‐DOMESTIC SUBMITTAL: C110 FLANGE JOINT CLASS 125 PRODUCT (Current revisions for the noted Standards apply) SIZES: 2” ‐ 64” (Contact Tyler Union for 54” – 64” flange fitting information) STANDARDS: ANSI/AWWA C110/A21.10, NFPA 13/24, ASME B16.1, 3” ‐ 12” UL listed and FM approved MATERIAL: Cast of ASTM A536 qualified ductile iron. Date code is cast on and required for traceability. PRESSURE RATING: *Flanged fittings *2” – 48” rated at 250 psi. 54” – 64” rated at 150psi. *Note: With rubber annular ring flange gasket, 2” – 24” flanged fittings can be rated at 350 psi. DEFLECTION: Deflection is “not” recommended for flange joint due to the rigidity of the joint. NSF‐61 & NSF372: Meets all requirements including Annex G, Tyler Union’s Underwriters Laboratory listing MH16439. COATING: Asphaltic or Primer per ANSI/AWWA C104/A21.4, Standard primer is Tnemec Pota Pox N140‐1211. Contact Tyler Union for additional coating options. CEMENT LINING: Per ANSI/AWWA C104/A21.4, with double cement lining available upon request. EPOXY COATING: Fusion bonded epoxy per ANSI/AWWA C116/A21.16. Additional coatings available upon request. BARE FITTINGS: Available upon request. FLANGES: ANSI Class 125 per ASME B16.1 and ANSI/AWWA C111/A21.11. Bolt holes shall straddle the center line NOTE: Class 125 ASME B16.1 are not compatible with Class 250 Flanges NOTE: Class 250 ASME B16.1 fittings are available upon request. FASTNERS: High strength low alloy weathering steel per ANSI/AWWA C111/A21.11 and ASTM A242 INSTALLATION: Install per AWWA C600/C651 using pipe conforming to ANSI/AWWA C151/A21.51. Anniston: 1501 W 17th St. ● Anniston, AL 36201 ● (800) 226‐7601 Elmer: 701 Kenyon Ave.● Elmer, New Jersey 03318 Corona: 1001 El Camino Ave. ● Corona, CA 92879 ● (866) 527‐8471 New Lenox: 2200 West Haven● New Lenox, IL 60451 Tyler: 11910 CR 492 ● Tyler, Texas 75706 ● (800) 527‐8478 Portland: 15670 N. Lombard St. ● Portland, OR 97203 Dallas: 1201 Ave. S. Suite100 ● Grande Prairie, TX 75050 Oxford: 1800 Greenbrier Dear Road ●Anniston, AL 36207 Utility Pipe Fittings and Accessories Compact MJ Fittings ANSI/AWWA C153/A21.53 2" - 64" DuCTIlE IRON MEChANICAl JOINT COMPACT FITTINgS gENERAl SPECIFICATIONS MATERIAl: Ductile Iron per ASTM A536 PRESSuRE: 350 PSI rating for 3" - 24" sizes, 250 PSI rating for 30” - 48" sizes and 150 PSI rating for 54” - 60” sizes TESTINg: In accordance with ANSI/AWWA C153/A21.53 and UL requirements lAyINg lENgTh: In accordance with ANSI/AWWA C153/A21.53 (fittings not listed in ANSI/AWWA have dimensions per Star design as noted in the catalog) WEIghTS: Are in pounds, unless noted otherwise and do not include accessories, cement lining and coating FlANgES: Flanged ends on fittings match ANSI/AWW C115/A21.15 and ANSI B16.1 class 125 flanges CEMENT lININg: In accordance with ANSI/AWWA C104/A21.4 -- size 2" - 3" single thickness and sizes 4" - 64" double thickness COATINg: Asphaltic seal coat inside and out in accordance with ANSI/AWWA C104/A21.4 gASkETS: SBR in accordance with ANSI/AWWA C111/A21.11 (see pg. 17) T-BOlTS/NuTS: Low alloy steel in accordance with ANSI/AWWA C111/A21.11 (see pg. 16) APPROvAlS: 4" - 12" Underwriters Laboratories Listed 3" and greater are UL/NSF-61 DIMENSIONS: All dimensions are in inches unless noted otherwise M L X K1 M E M B E R Ø 7° S K2 J 2° D C 0.12 in. 0.75 in. F A 2"-24" = 0.31 in. 30"-64" = 0.38 in. B MEChANICAlJOINT DIMENSIONS NOM. BOlTS A DIA. B C DIA. D DIA. F DIA. J DIA. k1 DIA. k2 DIA. l M S Ø X DIA. SIZE SIZE NO.  2 2.50 2.50 3.39 3.50 2.61 4.75 6.19 6.25 0.58 0.62 0.36 28º ¾ ⅝ x 3 2 3 3.96 2.50 4.84 4.94 4.06 6.19 7.62 7.69 0.58 0.62 0.39 28º ¾ ⅝ x 3 4 4 4.80 2.50 5.92 6.02 4.90 7.50 9.06 9.12 0.60 0.75 0.39 28º ⅞ ¾ x 3 ½ 4 6 6.90 2.50 8.02 8.12 7.00 9.50 11.06 11.12 0.63 0.88 0.43 28º ⅞ ¾ x 3 ½ 6 8 9.05 2.50 10.17 10.27 9.15 11.75 13.31 13.37 0.66 1.00 0.45 28º ⅞ ¾ x 3 ½ 6 10 11.10 2.50 12.22 12.34 11.20 14.00 15.62 15.62 0.70 1.00 0.47 28º ⅞ ¾ x 4 8 12 13.20 2.50 14.32 14.44 13.30 16.25 17.88 17.88 0.73 1.00 0.49 28º ⅞ ¾ x 4 8 14 15.30 3.50 16.40 16.54 15.44 18.75 20.25 20.25 0.79 1.25 0.55 28º ⅞ ¾ x 4 ½ 10 16 17.40 3.50 18.50 18.64 17.54 21.00 22.50 22.50 0.85 1.31 0.58 28º ⅞ ¾ x 4 ½ 12 18 19.50 3.50 20.60 20.74 19.64 23.25 24.75 24.83 1.00 1.38 0.68 28º ⅞ ¾ x 4 ½ 12 20 21.60 3.50 22.70 22.84 21.74 25.50 27.00 27.08 1.02 1.44 0.69 28º ⅞ ¾ x 4 ½ 14 24 25.80 3.50 26.90 27.04 25.94 30.00 31.50 31.58 1.02 1.56 0.75 28º ⅞ ¾ x 5 16 30 32.00 4.00 33.29 33.46 32.17 36.88 39.12 39.12 1.31 2.00 0.82 20º 1 ⅛ 1 x 6 20 36 38.30 4.00 39.59 39.76 38.47 43.75 46.00 46.00 1.45 2.00 1.00 20º 1 ⅛ 1 x 6 24 42 44.50 4.00 45.79 45.96 44.67 50.62 53.12 53.12 1.45 2.00 1.25 20º 1 ⅜ 1 ¼ x 6 ½ 28 48 50.80 4.00 52.09 52.26 50.97 57.50 60.00 60.00 1.45 2.00 1.35 20º 1 ⅜ 1 ¼ x 6 ½ 32  54  60 { Dimensions Available On Request }  64 REV.07 Not Included in AWWA C153 ® REGISTERED TRADEMARK OF STAR PIPE PRODUCTS STAR® PIPE PRODUCTS HOUSTON CORPORATE TOLL FREE 1-800-999-3009 FAX 281-558-9000 www.starpipeproducts.com Page 3 Utility Pipe Fittings and Accessories Flanged Fittings Ansi/AWWA C110/A21.10 1" - 64" DuCTilE iROn FlAngED FiTTings gEnERAl sPECiFiCATiOns MATERiAl: Ductile iron per ASTM A536 PREssuRE: 250 PSI ratiing for 1" - 48" sizes and 150 PSI rating for 54" - 64" TEsTing: In accordance with ANSI/AWWA C110/A21.10, UL and FM requirements lAying lEngTh: 2" - 48" sizes in accordance with ANSI/AWWA C110/A21.10 and ANSI B16.1 and 54" - 64" sizes in accordance with ANSI/AWWA C153/A21.53 (fittings not listed in ANSI/AWWA have dimensions per Star design as noted in the catalog) WEighTs: Are in pounds, unless noted otherwise and do not include accessories, cement lining and coatings DRilling: In accordance with ANSI/AWWA C110/A21.10, ANSI/AWWA C153/A21.53 and ANSI B16.1 Class 125 Flanges CEMEnT lining: In accordance with ANSI/AWWA C104/A21.4 -- sizes 1"- 3" single thickness and sizes 4"- 64" double thickness COATing: Asphaltic seal coat inside in accordance with ANSI/AWWA C104/A21.4 and prime coat outside APPROvAls: 4" - 12" Underwriters Laboratories Listed and Factory Mutual approved for 300 PSI rating 2" and greater are UL/NSF-61 DiMEnsiOns: All dimensions are in inches unless noted otherwise T B.C. APPROVED M E M B E R O.D. SIZE FlAngE DETAils nOM. BOlT hOlE BOlTs O.D. B.C. T siZE DiA. siZE nO.  1 4.25 3.12 0.44 0.62 ½ x 2 4  1 ½ 5.00 3.88 0.56 0.62 ½ x 2 4  2 6.00 4.75 0.62 0.75 ⅝ x 2 ¼ 4  2 ½ 7.00 5.50 0.69 0.75 ⅝ x 2 ½ 4 3 7.50 6.00 0.75 0.75 ⅝ x 2 ½ 4 4 9.00 7.50 0.94 0.75 ⅝ x 3 8  5 10.00 8.50 0.94 0.88 ¾ x 3 8 6 11.00 9.50 1.00 0.88 ¾ x 3 ½ 8 8 13.50 11.75 1.12 0.88 ¾ x 3 ½ 8 10 16.00 14.25 1.19 1.00 ⅞ x 4 12 12 19.00 17.00 1.25 1.00 ⅞ x 4 12 14 21.00 18.75 1.38 1.13 1 x 4 ½ 12 16 23.50 21.25 1.44 1.13 1 x 4 ½ 16 18 25.00 22.75 1.56 1.25 1 ⅛ x 5 16 20 27.50 25.00 1.69 1.25 1 ⅛ x 5 20 24 32.00 29.50 1.88 1.38 1 ¼ x 5 ½ 20 30 38.75 36.00 2.12 1.38 1 ¼ x 6 ½ 28 36 46.00 42.75 2.38 1.63 1 ½ x 7 32 42 53.00 49.50 2.62 1.63 1 ½ x 7 ½ 36 48 59.50 56.00 2.75 1.63 1 ½ x 8 44  54 66.25 62.75 3.00 2.00 1 ¾ x 8 ½ 44  60 73.00 69.25 3.12 2.00 1 ¾ x 9 52  64 80.00 76.00 3.38 2.00 1 ¾ x 9 52 REV.07 not included in AWWA C110 ® REGISTERED TRADEMARK OF STAR PIPE PRODUCTS STAR® PIPE PRODUCTS HOUSTON CORPORATE TOLL FREE 1-800-999-3009 FAX 281-558-9000 www.starpipeproducts.com Page 37 C153 DUCTILE IRON MECHANICAL JOINT FITTINGS C153 DUCTILE IRON MECHANICAL JOINT FITTINGS BASIC SPECIFICATIONS SIZES: • 2” - 64” MATERIAL: • Ductile Iron ASTM A536, Grade 65-45-12, 60-42-10 or 70-50-05. PRESSURE: • 350 PSI Water Working Pressure 2”- 24”. • 250 PSI Water Working Pressure 30”- 48”. • 150 PSI Water Working Pressure 54”- 64”. TESTING: • In accordance with ANSI/AWWA C153/A21.53. • In accordance with UL - FM requirements. • All fittings are hydrostatically tested in accordance with SIGMA Quality Management Standard. • All fittings are heat coded to ensure traceability and verification of metallurgical properties in accordance with the prevailing standards and SIGMA Quality Manage- ment Standards. LAYING LENGTH: • Short body design - straight section of body deleted to provide a compact and lighter fitting without reducing strength or flow characteristics. • In accordance with ANSI/AWWA C153/A21.53. DEFLECTION: • Maximum allowable deflection for MJ Joint on a full length pipe is as mentioned below: 1. 3” - 4” = 8 Degrees 2. 6” = 7 Degrees 3. 8” - 12” = 5 Degrees 4. 14” - 48” = 3 Degrees CEMENT LINING: • Maximum Double cement lined in accordance with ANSI/AWWA C104/A21.4. COATING: • Interior of fitting is seal coated (asphaltic material) in accordance with ANSI/ AWWA C104/A21.4 and NSF61 approved. • Exterior of fitting is seal coated (asphaltic material) in accordance with ANSI/ AWWA C153/A21.53 and NSF61 approved. GASKETS: • SBR in accordance with ANSI/AWWA C111/A21.11. • Also available in EPDM, NBR and CR. T-BOLTS: • Low Alloy corrosion resistant high strength steel in accordance with ANSI/AWWA C111/A21.11. APPROVALS: • 3”-16” Underwriters Laboratories listed and Factory Mutual Approved. STANDARDS: • Certified to NSF61 Standard including Annex G & 372. • ANSI/AWWA C153/A21.53 for Compact Ductile Iron Fittings 2”-64” for water and other liquids. INSTALLATION: • Per ANSI/AWWA C600 and C111 using DIP conforming to C150/C151 and PVC pipe conforming to C900/C905. ® January 2019 SIGMA Corporation www.sigmaco.com ® Certified to ® ANSI/NSF 61 Member C110 DUCTILE IRON FLANGED FITTINGS C110 DUCTILE IRON FLANGED FITTINGS BASIC SPECIFICATIONS SIZES: • 2” - 64” MATERIAL: • Ductile Iron ASTM A536 Grade 60-42-10, 65-45-12 or 70-50-05. PRESSURE: • 250 PSI Water Working Pressure for Ductile Iron sizes 2” - 48”. • 150 PSI Water Working Pressure for Ductile Iron sizes 54” - 64”. TESTING: • In accordance with ANSI / AWWA C110 / A21.10 where applicable. • Other items are in accordance with manufacturer’s standards. • 54” and above Flanged Fittings are manufactured as per AWWA C153/A21.53. • All fittings are hydrostatically tested in accordance with SIGMA Quality Man- agement Standard. • All fittings are heat coded to ensure traceability and verification of metallurgi- cal properties in accordance with SIGMA Quality Management Standards. LAYING LENGTH: • In accordance with ANSI / AWWA C110 / A21.10 where applicable. • Other items are in accordance with manufacturer’s standards. • 54” and above Flanged Fittings are manufactured as per AWWA C153/A21.53. CEMENT LINING: • Double cement lined in accordance with ANSI/AWWA C104 / A21.4. COATING: • Interior of fitting is seal coated (asphalt material) in accordance with ANSI / AWWA C104/A21.4 and NSF61 approved. • Red Primer Outside. • For special conditions, other types of coatings and linings are available. • Please specify when ordering. GASKETS: • SBR in accordance with ANSI/AWWA C111/A21.11 & ANSI/AWWA C111/ A21.11. • Also available in EPDM, NBR and CR. APPROVALS: • 2”-16” Underwriters Laboratories listed and Factory Mutual Approved. STANDARDS: • Certified to NSF61 Standard including Annex G & 372. • ANSI / AWWA C110 / A21.10 Where applicable. • Other items are in accordance with manufacturer’s standards. • 54” and above Flanged Fittings are manufactured as per AWWA C153/A21.53. INSTALLATION: • Per ANSI/AWWA C600 and C111 using DIP conforming to C150/C151 and PVC pipe conforming to C900/C905. ® ® Certified to ® ANSI/NSF 61 May 2017 SIGMA Corporation www.sigmaco.com Member HD Fowler Company Submittal - IFZWARG2K 82790 WATER ROMAGRIPS 2 PAGES HD Fowler Company Submittal - IFZWARG2K 82790 ROMAC INDUSTRIES, INC. ROMAGRIP MECHANICAL JOINT RESTRAINING GLAND 3 THROUGH 12 INCH SUBMITTAL INFORMATION USE The Romac RomaGrip restraining gland is used for the restraint of mechanical joint ductile iron pipe, valves, fittings, and fire hydrants in water transmission and fire protection lines. It may also be used on IPS sizes steel pipe (minimum thickness STD weight class pipe) with MJ by IPS transition gasket. The RomaGrip replaces costly concrete thrust blocks, corrodible steel tie rods and clamps. Not for use on plain end mechanical joint fittings. The RomaGrip may be used on cast iron pipe as long as it has the same OD as ductile iron pipe. Note: Some initial axial movement may occur in lug style restraints as the lugs seat. Movement is directly related to the size of the piping system and the system pressure. In general terms movement of approximately 0.40 may be seen. If this is critical to your application please contact Romac Engineering for additional information. MATERIALS Gland Ductile (nodular) iron, meeting or exceeding ASTM A 536-84, Grade 65-45-12. Gaskets A standard MJ gasket is used with this fitting. Meets ANSI/AWWA C111/A21.11 for gasket specs. Restraining Bolt 7/8 9 roll thread, Ductile (nodular) iron, meeting or exceeding ASTM A 536-84. Restraining Lugs Ductile (nodular) iron, meeting or exceeding ASTM A 536-84. Heat treated using a proprietary process. Lug Locators Polyurethane, a thermo-set plastic. Coatings Shop coat applied to the casting for corrosion protection in transit. Fusion bonded Romabond Polyester coated glands and Xylan coated restraining bolts and lugs optional. PERFORMANCE Nominal Number of Approx. Working Test Maximum Pipe Restraining Weight Pressure Pressure Joint Size Bolts (lbs) (psi) (psi) Deflection 3 2 6 350 700 5° 4 2 7.5 350 700 5° 6 3 11 350 700 5° 8 4 16.5 350 700 5° 10 6 23 350 700 5° 12 8 29.5 350 700 5° FM Approved FM approved for cast iron and ductile iron pipe at 175 psi working pressure (4 : 1 test). UL Listed UL listed for cast iron and ductile iron pipe. Document Number 05-8-0017 8/15 This information is based on the best data available at the date printed above, please check with Romac Engineering Department for any updates or changes. WATER HD Fowler Company Submittal - IS02X60FP 70720 DUCTILE SPOOL 1 PAGE Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER HD Fowler Company Submittal - WWTAPEDET2B 67890 DETECTABLE TAPE 2 PAGES Christy's Detectahle Marking Tape 0ur DETECTABLE marking tape provides for easy buried pipeline detection and below ground identification and warning. The tape can be located below ground with a non-ferrous metal detector when buried at the proper depths. All Christy's tape meets or exceeds the industry standards including the American Public Works Association (APWA) color code. TAPE MUST BE BURIED FLAT FUR MAXIMUM DETECTABILITY AND LINE PRUTECTIUN. CUNSULT YUUR SPECIFIC LUCATUR MANUFACTURER FUR BURIAL LIMITATIUNS. __- 2" 6" _ 18" NOTE: Notallwidthsare available asstandardfor the stockcolor/legend combinationsshown. 3" 6" _ 28" Contact Christy's“"forstockavailability ofspecific BIT 6" _ 36" products. Non-stockcombinations are subject to minimum requirements and plate charges. 12" or wider 6" - 36" SPECIFICATIUNS - Christy's“" DETECTABLE marking tape consists ofa 5.0 mil (0.005") thickness; five-ply composition; ultra-high molecularweight; ‘00 percentvirgin polyethyene; acid, alkaline and corrosion resistant. ~ The tape tensile strength 's in accordancewith ASTM D882-80Aand will not be lessthan 7800 PSI. - Elongation propertiesare 'n accordance with ASTM 3882-80Aand are lessthan 150%at break point. ~ Tape color& legend comb'nation will be in accordarcewith APWAor local requirements. The color is . The legend reads ' Tape is 5 mil overall thickness,with a .35 mil solid aluminum foil core. A .8 mil clearfilm, reverse printed with a repeating warning message is laminated to aluminum foll with a 3.75 mil clearfilm backing. - Tape width shall be . (For best results we recommend a tape width at least % ofthe diameter ofthe pipeline being protected. A 4" diameter line would use 3" orwidertape for optimum protection). Standard widths are 2", 3", 6", & 12". - Tape lettering shall be 1" tall on 2" detectable tape and 1.5" tall on 3"- 12" tape. SPECIAL AND CUSTCM LEGENDS T. Christy Enterprises, Inc. Christy's“ offers a full range of non-standard tapes, including specialty applications such as Telemetry, Irrigation 655 E. Ball Rd. ~Anaheim, CA92805 and additional water line wording. All standard combinations listed are available in at least one color/width Tel: (714) 507-3300 - Fax: (714) 507-3310 vwwv.TChristy.com ~ 800-BLU-GLUE combination. We offerspecific agency legends, designations or color combinations. Custom legends can include the use of specificwording, insignias and phone numbers. Call forspecial pricing. AUGUST2o1o ur-4os1 HD Fowler Company Submittal - WWTAPEDET2B 67890 How To Order Marking Tapes STANDARD CULURILEGEND CUMBINATIUNS Example: TA.DT.2. RW is 2” Detectable Purple Reclaimed Water. A BURIED DT - Detectable 2 - 2" B - Blue CP - Cathodic Protection PL - Pipeline ND - Non-Detectable 3- 3" P - Purple CTV - Cable TV PW - Potable Water o-e" Y - Yellow E - Electric RAW - RawWater 12-12" G - Green F - Fire RJ - Restrained Joint R - Red FM - Force main RW- Reclaimed Water W - White F0 - Fiber 0ptic S -Sewer 0 - 0range G - Gas STDR - Storm Drain DETECTABLE & NDN-DETECTABLE BR - Brown IRR - Irrigation TEL - Telephone MARKING TAPE NPW - Non-Potable Water W- Water NS - Hydrant Not in Service NDTE: Not all widths are available as standard for STANDARD CULURILEGEND co|v|B||vAt|o|vs the stock color/legend combinations shown. Contact Christy's" forstockavailability of specific o or Legend Code Printed Text on Tape products. Non-stock combinations are subject B BIRR "".,aut'on Irrigation Line Buried Below" to minimum requirements and plate charges. BNPW "3aut'on Non-Potable Water Line Buried Below" BPW 3aut'on Potable Water Line Buried Below" BRJ II'\,aut'on Restra'ned Joint Buried Belowll BRW ll3aut'on RawWater Buried Below" BW “3aut'on Water _ine Buried Below” llfi ll 1111113::::::écncncncococo:1 BRFM .,aut'on Force lllain Buried Below 3reen GFM "3aut'on Force Vlain Buried Below" 3reen 3lRR ll"\.,aut'on lrrigat'on Line Buried BelowII 3reen 3NPW "..aut'on Non-Potable Line Buried Below" 3reen 3PW "3aut'on Potabe Line Buried Below" 3reen 3RAW "3aut'on RawWater Line Buried Below" 3reen 3S "3aut'on Sewer Line Buried Below " 3reen 3STDR "3aut'on Storm Drain Buried Below" Jrange ]F0 ..aut'on Fiber 0ptic Line Buried Below Jrange JTEL "3aut'on Telephone Line Buried Below" Jrange JCP "3aut'on Cathodic Protection Cable Buried Below" Jrange JCTY H’!.,aut'on Cable TV Line Buried Below” Jrange JNS "3aut'on Hydrant Not in Service Line Buried Below Purple PIRR .,aut'on Irrigation Line Buried Below Purple PRW "3aut'on RecycledlReclaimed Water Line Buried Below" Purple PNPW "3aut'on Non-Potable Line Buried Below" Red RE "3aut'on Electric Line Buried Below" Red RCP ufiaut'on Cathodic Protection Cable Buried Below”“ J T. Christy Enterprises, Inc. Red RF "3aut'on Fire Line Buried Below" Yellow YE II’! 655 E. Ball Rd. ~ Anaheim, CA 92805 Jaut'on Electric Line Buried Below” Yellow YG "3aut'on Gas Line Buried Below" Tel: (714) 507-3300 - Fax: (714) 507-3310 Yellow YCP H"\.,aut'on Cathodic Protection Buried Below” vwwv.TChristy.com ~ 800-BLU-GLUE Yellow YPL “3aut'on Pipeline Buried Below” AUGUST2015 LlT—4031 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER HD Fowler Company Submittal - WI14BLU500 83010 WIRE 2 PAGES 830 South West Street, Sikeston MO 63801 800-876-3020 / 573-472-2990 / FAX 573-471-3134 UF/TWU Irrigation Wire Description: Regency’s single conductor UF/TWU Irrigation Wire is manufactured for the purpose of direct burial power wire applications in accordance with Article 339 of the National Electric Code NFPA-70. Conductor construction is soft drawn bare copper meeting the requirements of ASTM Specification B-3 and B-8. Gauge sizes 18 thru 8 are solid conductors. Sizes 6 thru 4/0 are stranded conductors. The insulation is a high quality polyvinylchloride (PVC) for systems applications of up to 600 volts and conductor temperatures up to 60 C. The UF/TWU Irrigation Wire is constructed in accordance with Underwriters Laboratories, Inc. standard 493 and 83, as well as CSA 22.2 No. 75. Application: Suitable for use as power and control wire for irrigation systems. Construction: Conductor: Soft drawn bare copper (ASTM Spec. B-3 and B-8). Solid (18 awg to 8 awg) Stranded (6 awg to 4/0 awg) Insulation: Polyvinylchloride (PVC) Temperature: 60 C Voltage: 600 volts Conductor Size Insulation Thickness Colors 14 .060 1-12 12 .060 1-12 10 .060 1-9, 11 8 .080 1-8 6 .080 1-5 4 .080 1, 2, 3, 5 2 .080 1, 2, 3, 5 1/0 .095 1, 2, 3, 5 2/0 .095 1, 2, 3, 5 HD Fowler Company Submittal - WI14BLU500 83010 Available Colors: 1-Black, 2-White, 3-Red, 4-Blue, 5-Green, 6-Yellow, 8-Orange, 9- Gray, 10-Pink, 11-Purple, 12-Tan. Material must be able to pass the following tests without showing signs of degradation: Cold Bend – The insulation shall not show any cracks when sample is bent around a 3X mandrel after being subjected to –25 C for four (4) hours. Electrical - AC test voltage, 60 seconds at 5000 volts. Sunlight Resistance Test - Samples conditioned for 300 hours of carbon-arc or xenon-arc exposure. Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER HD Fowler Company Submittal - VBT940B 79700 VALVE BOX 3 PAGES a ma," mm. 6 Us" [I-IA. 2?. - 6 5-H" - T 1 MATING SURFACES 1; 1 1,/15" 7“' -,1 TO BE MACHINED "=r a F") ,__ O O '00H: '_ U3 '- ‘kW\%~\‘k “&§~\‘%\®~\Wk\\“1§®\\“c§~&1k\\ ‘¥\%%\‘\%\ t 9 1,/4" D-IA TOP VIEW E$1‘. As‘\‘&Q§\\}¥‘.\ sis“ 0|A.?¢¢ ‘~\\\\ ,'_ \\\\\‘§\\\R\‘%‘~\ ‘Q\\‘~.\\\\‘\\\‘l\\\\“‘\:§3‘.\I‘k\\‘Q\\3‘.?:\~\ Tr-P6 1,58" D|A.—-I 7' 3,/15" BIA.L OTES: OLYMPIC FOUNDRY INC. 18" VALVE BOX TOP ATLI Cast Iron ASTM A48, CL3O ‘PPROX WT: 33 Lbs REV: A DATE: 7/16/2003 New border REV A OCUMENTAPPROVED DWN: CL DATE: 7/16/2003 TOLERANCE REV: DATE: Y: DATE: XX+- .1 CHKD: CL DATE: 7/16/2003 XXX+-.06 DWG #: 940 18 TOP SCALE: N/A SHEET: 1 OF 1 XXXX+—.030 <+-2 DEG Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) HD Fowler Company Submittal - VBB24 79700 @Q Ifmo W A+K/7///W//////////////f///////////éfl////////////f/////////////W/////éfl/////////////f///////F///////////¢//////////// $7/////d_7///////////H_////_,//////_’///////////éfl/////_7////////////////////////_’J0//////////_fl//////67/////J? K MW£5GNUAUMAH_DAlB5LUE\__|_____| /%+ 3\ /////N”/////4”////fifi////J”/fi/////é ///J”?////Z////J)/7///JV///fifi/% n? 5 H 3ffwe _H_ 5 If”}5 %N T"8D/JMn_2%N 3 If"4 F MM _|_Ca lamn ASTM A48, CL3O RATNG H A/__0 ART NO_ 940 1PPROX W_k 35 LbS REW A DATE W 6QO03 NeW bOMH RAEV DOCUMENTAPPROVED DWM CL DATE W” 6QOO3 ToLERANCE REV DATE XXL 1 XXX+ O6 CHKD CL DAE W 6QO03 _ DWG # 940 24 BOTTOM SCALE NM SHEE_h OF 1 XXXX+ 03U Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) HD Fowler Company Submittal - VBL940 79700 '~ 5 3/4” DIELAA —~ ?/16” 5 DEGREE DRAFT —*‘**'—~—._I \. Marked Hr EEEE ~fi Water fl H @111 I ii Irrigation fl WATER In 55/8 Cw U V I I I I I I __L '\ L__________________ \.; =—-"' r"— 5/6” TOP VIEW I/\& _'_’ 2" IF}? —'-I r"—I5/16" I/2» /' / //'923}. BOTTOM VIEW OTES: OLYMPIC FOUNDRY INC. DEEP SKIRT VALVE BOX COVER A-I-LI Cast Iron ASTIVI A48, CL3O ‘ PPROX WT: 12 Lbs REV: A DATE: 7/16/2003 New border REV A OCUMENTAPPROVED DWN: CL DATE: 7/16/2003 TOLERANCE REV: DATE: Y: DATE: XX+- .1 CHKD: CL DATE: 7/16/2003 XXX+-.06 DWG #: 940 DEEP SKIRT LID SCALE: N/A SHEET: 1 OF 1 XXXX+—.030 <+-2 DEG Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER HD Fowler Company Submittal - WWSE24 70550 VALVE STEM EXTENSION 1 PAGE 211x211 2" ‘A R-————>»1/4"x4-1/2" on Length As \ 3/4" SCh 40 Pipe Required 1/4"x2—1/2"x2—1/2" F.B AV _j>2—l/2"x2—l/2"x.180 Wall T. S 3/8"—16 Tapped Hole One Side Only Material:Steel To ASTM A36 A40 A120 Note:Contractor To Verif DIM Y H.D. Fowler C0 DWG. Valve Stem NO. Extension Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER HD Fowler Company Submittal - FTHGP 83650 HYDRANT GUARD POST 1 PAGE * concrete products Hydrant Guard Post Item Details I Reinforced with #3 grade 60 rebar formed into a circular cage I Threaded lifting insert for attaching eye bolt for handling 1/2II THREADED K LIFTING INSERT 72ll ./////' =\_\_‘*- Note: drawings not to scale shf‘\ e Shope Enterprises, Inc. (253) 848-1551 1-800-422-7560 [Foil Free — WA only] ‘ 1618 E8.S’[ Main AVGHUG F8.X |_ll'i€ 1 (253) 845-0292 vvyvw_$hQpeQQ|1Q|'e1;e_QQm 5'9-"Greta products Puyallup, WA 98372-3142 F3.X Lil'i€ 2 (253) 864-6172 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER HD Fowler Company Submittal - MH4067MM55DL 75810 GATE VALVE 5 PAGES KENNEDY VALVE KS-RW '1/is it aur\"\r::|J5it|: atvvww.F1:2‘:redy"u‘u|'.r|:.c0m_ RESILIENT WEDGE VALVES 1'!|‘~'v:|-:|| H "|I).'r'1IllI_. 'l|€ . ¿:::~:i'\Y|:£ -.'|Ii '\.~M.|1. -|.1'== |\r|:‘ ‘.ILr|| KENNEDY VALVE AWWA C515 Resilient Wedge Gate Valves Meet or Exceed the Requirements of AWWA Standard C515 UL-262/FM-1120/1130 ULC-Underwriters’ of Canada 2 1/2" Figure No. Figure No. with Available End Connections & Size Range (STD) Post Plate 7702SS "#$%&$&'()*+,-''''''''''''''''''''./'0'1/''''''''''''''''''''''''''''''''''2342' Accessories (per AWWA C509 dimensions) Certified to ‘\;,u|Lz>/4,0 NSF/ANSI 61-G ~56 NSF/ANSI 372 G“S 7am\°° "sMBv§‘ .0 Sizes 2" - 12"        Kennedy Valve/KS-RW 515 5-1 HD Fowler Company Submittal - MH4067MM55DL 75810 RECOMMENDED SPECIFICATIONS FOR C-515 RESILIENT WEDGE GATE VALVES KENNEDY VALVE RESILIENT SEATED GATE VALVE 4"-24" C-515 Valves shall conform to the latest version ofAWWA Standard C-515 covering Resilient Seated gate Valves for Water Supply Service. The valves shall have a ductile iron body and bonnet. The wedge shall be totally encap- sulated with rubber. The sealing rubber shall be permanently bonded to the wedge to meet ASTM tests for rubber metal bond ATSM D249. Valves shall be supplied with O-Ring seals at all joints. No flat gaskets shall be allowed. The valves shall be either non-rising or rising stem, opening by turning left to right, and provided with 2" square operating nut or a handwheel with the "Open" and an arrow cast in the metal to indicate the direction to open. Stems for NRS assemblies shall be cast bronze with integral collars in full compliance with AWWA. OS&Y (rising stems) shall be of bronze. All stems shall operate with bronze stem nuts, independent of stem (in NRS valves). NRS stems shall have (2) O-Rings located above thrust collar and (1) O-Ring below. All stem O-Rings shall be replaceable with valve fully opened and subjected to full pressure. The NRS stems shall also have (2) low torque thrust bearings located above and below stem collar to reduce friction during operation. Waterway shall be smooth, unobstructed and free of all pockets, cavities and depres- sions in the seat area. Valves shall accept a full size tapping cutter. The body, bonnet and stuffing plate shall be coated with fusion bonded epoxy, both inte- rior and exterior on body and bonnet. Epoxy shall be applied in accordance with AWWA C550 and be NSF 61 certified *(2" - 12" certified to NSF 61-G). PIV plates shall be painted black Each valve shall have a maker's name, pressure rating, and year in which it was manu- factured cast in the body. Prior to shipment from the factory, each valve shall be tested by hydrostatic pressure equal to requirements ofAWWA. Valves shall have all brass components cast and assembled in the USA and shall be manufactured by Kennedy Valve Company or equal. * Certified to NSF/ANSI 61 Annex G (low lead compliance <: .25% Pb) Updated O1/31/13 Kennedy ValveIRSGV Submittal Sheets HD Fowler Company Submittal - MH4067MM55DL 75810 KS-RW (c515) MATERIAL SPECIFICATIONS KENNEDY VALVE Material Specifications DUCTILE IRON Specification ASTM A536 Grade 70-50-5 Physical Properties Minimum tensile strength 70,000 psi Minimum transverse strength 50,000 lbs Minimum deflection (12" centers) 5% STANDARD CAST BRONZE - ASTM B763 C99500 (Stem Nut) Physical Properties Minimum tensile strength 70,000 psi Minimum yield strength 40,000 psi Minimum elongation (in 2 inches) 12% ChemicalAnalysis Copper Remainder Lead (maximum) .25 Aluminum 0.5 - 2.0 Iron 3.0 - 5.0 Nickel (maximum) 3.5 - 5.5 Zinc 0.5 - 2.0 Silicon 0.5 - 2.0 Manganese (maximum) 0.5 CAST BRONZE - ASTM B584 C86700 (NRS Stem) Physical Properties Minimum tensile strength 80,000 psi Minimum yield strength 32,000 psi Minimum elongation (in 2 inches) 15% ChemicalAnalysis Copper 57.0 - 60.0 Lead (maximum) .50 - 1.50 Aluminum 1.0 - 3.0 Iron 1.0 - 3.0 Nickel (maximum) 1.0 Zinc 30.0 - 38.0 Tin (maximum) 1.5 (EPDM) Ethylene Propylene Diene Monomer Hardness (Shore A) 801 5 Tensile (PSI) 1,500 min Elongation (%) 150 min Compression set, ASTM D395 Method B 20% max Updated 01/31/13 8-4 Kennedy Valve/RSGV Submittal Sheets HD Fowler Company Submittal - MH4067MM55DL 75810 = LISTED APPROVED LISTED {-3 nu %@_ % TW < gmff 3 5 /6% in /- ; i IE1ii - W“ 1 °_iii_§i§'-'5li| .. x _________ an.-:;\\\§i 12 ’/0%; l_J' __ I |!i¢T— E _ E3 3 ‘_\€'/ III -E-3 III *3 E III -h 5 ,4// = ‘ilgi"\\§ 35 ‘~15! g $15: I _. lg: - -": \\\\\~.\\\\\\\‘/0////I/av///.1/.r G) 1 &$\\m\\\&§ \\\\\\\:;\\\\\\\\m\\\&§\~<\\ ”\ \ <9 w -17.- ’/0 I L 9///_,6_ \H\* G) ” -> 1 G) 2 G)-G) d C C AClass Stainless Steel AF593/F594 Stuffing Box 12Ductile AA536Grade 70-50-5 Stuffing Box O-Ring/gasket C/F594 Grade 70–50–5 Grade 70–50–5 (EPDM Encapsulated) Ductile Iron ASTM A536 Grade 70–50–5 Grade 70–50–5        HD Fowler Company Submittal - MH4067MM55DL 75810 2"-12" R/S VALVE MECHANICAL '= JOINT ENDS GENERAL DIMENSIONS LISTED APPROVED LISTED 7571SS STANDARD 7071SS W/POST PLATE (3-12") I ~+¿~¢c 1 2" SQ. I e12 1/ I \\ III\\ I14] *1 I '4/TI "IE5Ii -J; 5 Q1‘ £- --.I- _-7:‘ --, 1" --, In- I E:3\IL] - III ...-_ ’a}/%. E WJ.-\w\|-3-: j, .-\w\|--.. I-I -'_..- x -- - .- _. -;\\\~.\\\\\\\‘*,,,/,7’ H %/4;!/0//4/z’/:0I?~\~*“~*\‘I \ * I 1‘ I 1 l ‘ » IL. \ 1 \ 4-0 I = k\'2~'2§\\'Q\‘\.\'.\‘R_'\_>,\?.!. Q I G) .li___1 F No. & C Bi Size 9* 5°“ Per ANSI A-21.1 F A’— VALVE SIZE A B C D E F G H 2 8 1/4 4 1/8 2 1/2 4 1/2 10 7/8 2 5/8 7 1/4 2 2 1/2 ––– ––– ––– ––– ––– ––– ––– ––– 3 8 1/2 4 1/4 2 1/2 7 3/4 12 3/8 4 5/8 10 3 4 9 1/2 4 3/4 2 1/2 9 1/8 14 3/4 4 3/4 10 4 1/4 6 10 1/2 5 1/4 2 1/2 11 1/8 19 6 3/4 12 6 1/4 8 13 1/8 6 9/16 2 1/2 13 3/4 22 1/2 6 3/4 14 8 1/4 10 15 1/2 7 3/4 2 1/2 15 3/4 26 1/2 8 3/4 18 10 1/4 12 16 8 2 5/8 18 30 8 3/4 18 12 1/4        Kennedy Valve/KS-RW 515 5- Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER HD Fowler Company Submittal - MH129S5M50L 77720 FIRE HYDRANT 3 PAGES SUGGESTED SPECIFICATIONS (Page 1 of 2) M&H AWWA C502 FIRE HYDRANTS 0 Model 129$ 0 Traffic Model 6 250 PSI Working Pressure — 500 PSI Hydrostatic Test - AWWA 0 UL / FM Approved GENERAL Fire hydrants shall comply in all respects with AWWA Standard C-502. la.test revision. Fire hydrants shall be ofthe compression type. with the main valve opening against the pressure and closing with the pressure. The main valve opening shall be 5 W’ in diameter. Fire Hydrant shall be ofa dry barrel. dry top design. The nozzle section shall consist oftwo (2) hose nozzles and one (1) pumper nozzle or other as specified. RATING Fire hydrants shall be rated at 250 psi water working pressure. tested at 500 pounds hydrostatic tbr structltral soundness in the following manner: 500 pound hydrostatic test supplied from the inlet side. first with the rnain valve closed for the testing ofthe valve seat: second. with the main valve open For testing of the drain valves and the hydrant barrel. Testing to be complete in accordance with AWWA C-502 and ULFM requirements. END Hydrants shall be connected to the main by a 6“ fusion bonded, epozy coated mechanicaljoint shoe. Mechanicaljoint shoes shall be fitted with strapping lugs. DESIGN The main valve seat oi‘the hydrant shall be made ofrubber and be supported by a one-piece bronze top pla.te -" drain valve tnechanism. Drain valves shall be faced with rubber. The bottom stem threads ofthe main valve rod shall be fitted with an epozy coated. cast iron bottom plate. sealing lower rod threads from the water. Changes in size or shape ofthe waterway {_hydrant nozzles} shall be accomplished by means ofeasy curves. Ezclusive ofthe main valve opening. the net area ofthe waterway ofthe barrel and the foot piece at the smallest part shall not be less than 120% ofthat ofthe net opening ofthe main valve. Hose and pumper nozzles shall be threaded and screwed into the nozzle section. And then mechanicaily locked to prevent turning. Hose and pumpercaps shall be chained to the hydrant The hydrant shall be so designed that when it is in place. no czcavation will be required to remove the main valve and movable parts ofthe drain valve. Further. the hydrant shall be ofthe type that can be extended without ezeavating. Hydrants shall be so designed that. in the event ofaccident. or breaking ofthe hydrant above or near grade level; the main valve will remain closed. The main valve rod shall be made in two stainless steel parts and titted with a stainless steel breakable coupling at the ground line flange. The ground line connection between nozzle section and the barrel shall incorporate the use oftraffic flange. This connection shall be so designed that the nozzle section can be rotated in any incretnent of360°. The ground line connection between the barrel and nozzle sections shall have a rubber o-ring gasket to provide a seal. The operating threads ofthe hydrant shall be so designed as to avoid the working ofany iron or steel parts against either iron or steei. The operating stem and operating nut threads shall be square or acme type. January 2017 / M&H C502 / Model 129S HD Fowler Company Submittal - MH129S5M50L 77720 suooesrao SPECIFICATIONS (Page 2 of 21 or-ssron (cont.) Operating threads shall be lubricated at factory with food grade grease (unless specified to require oil as a lubricant). Access shall be provided t.o field lubricate the operating mechanism through the top ofthe op nut ifgrease is required (or through a brass oil reserve plug in the side ofthe bonnet ifoil is required). The operating thread shall be scaled from water at all times when the valve is either in the opened or closed position. The operating rod shall be constructed ofStainless Steel and passes through the double "*0" ring seal in the one piece bonnet. The bonnet shall be weather proofand utilize a weather shield integral with the extemal wrench operating HUI. The operating nut shall be made ofbronze with a self-lubricating design. Hydrants shall be ofthe dry barrel type and hydrant shoe shall have two positive self-acting non-c-onosive drain valves that shall drain the hydrant completely by opening when the main valve is closed. and close tightly in accordance with AWWA C-502 requirements when main valve is open. The main valve assembly shall be seated in the hydrant with a bronze-to-bronze interface to facilitate removal ofthe main valve. should maintenance be required. The nozzle section shall consist of two~2 U2" hose nozzles to the specified thread designation (NST or other. as specified} and one pumper nozzle 4 la” in diameter to the specified thread designation (NST or other. as specified). or other combination ofnozzle outlets. including independent hose gate valves. as specified. Hydrant standpipe shall be ductile iron and single piece forall bury depths. All like parts ofhydrants ofthe same size and model produced by the same marurfacturer shall be inter- changeable. Hydrant shall open by turning to the (left or right). Direction ofopening to be permanently marked on hydrant bonnet. Threads on hose and steamer nozzles shall be National Standard unless otherwise specified. Size and shape ofoperating nuts cap nuts shall conform to National Standard unless otherwise specified. Bury shall be (specify depth ofbury) measuring depth from grade line to bottom oftrench or connecting pipe. Auxiliary shut-off(isolation) gat.e valves. when required. shall be ofthe same manufacture as the hydrant. COATING The inside ofall hydrants shall be coated in accordance with AWWA standards except for bronze and threaded machined surfaces. Exterior on hydrant nozzle section shall be painted Fire Hydrant Red {or as specified}. Hydrant shoes shall have an interior and exterior thermosctting epoxy coating of5 to ti mils meeting AWWA C-550. MARKINGS Hydrant shall be marked with the name ofthe manufacturer. size ofvalve opening. direction ofopening and the year ofmanufacture all in accordance with the AWWA C-502. Country oforigin to be cast on all major hydrant castings. SOURCE Hydrants shall be M&H lvlodel 129$ HD Fowler Company Submittal - MH129S5M50L 77720 MQI-I §-lid" MUDEL I293 FIRE H"'|’DlilANT rrcrn so. orv. DESCRIPTION r\IAT'ERTAL T _n. _'vl'EA'Tl|ET{ STHELD f'AST IRON ASTM A-Ila,CL.-SSS B 0 Q0 ‘I- n_| FLATHEADCAP SiTlil:'W l-'1-I3F112" El-EI'lI.‘TR.'[TIIIHEI PLATEDSTEEL .._d _| _flP'ER.ATTl'~i(iNLIT BRASS .-‘TLL-l__l"‘r' LYHTRSU E_'tt3H.TtlI-'{'H4'-l=l'|'l'l -T- _| ‘ii-'EA'TI-|Ii_RF'Rflfiti-'D-RING#33] El"D?'r-1 _.l| n_| Hi_lIT.Dl'J(]'\\"NNUT H-RASS AI.l.'l'_}‘r''['l.i'.'T.iS!J CTi.'it':|'llIl tI_‘l~l4'l-Tl'lIl Q IF _-. 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FLANGE T'JL|l."TTLE IRON ASTM A-536.GRADE Tit-50-ti} @ 45 EH3 _| :STANT'.|FTl'-‘ESl.lT-T-ASST TIlTJ{'TTl.E IRUN FIFE ST‘ _| -STAll"~li_.ESSS-TEE!.TI]WT-TR STEIN fl-TT4STATNTT-'.SSSTF.FI_. Qt 32' 3E ‘J1 STTUE HEX HULTS 5.~'S-lI x3" T!-tiSTAINLESSSTEEL T"r'T’E E 3‘? _| _sTar~rn1=r|=r|.owr=.rr_ Flanon nt..Ir"r|t.r mow r-.-__'r_|'_M x_-s,tg._oaanr '."t'i-SI]-il5 ei d 1| 3:. STICIE |lE_.'lriNUTS Sill-II ill--SSTAINLESSSTEEL T"‘r'T'E E O I ii Q::F;. ..r.'‘Kill 4| -J -DRA]N "|."AL'\."E FACTNti RU!-T-HERS-1|!"-'.l-I SPT-IT.HT}. EDT] ill ‘DC .T_'iZ*.|.'_|‘.!t-i‘-.T.l...Tiif'rf.ET§i.. P-ET.-it-.|.bi.Tfl.5_~"i.5_T.ti.E.l.- 43 _|. TLEH-'-‘ERSTEMPIN 3-"trxE-l."t'I" tit-3STAINLESSSTEEL T"'r'PE E 44 |_q SEATl{IT's"T.i ALlJl’t-llINL|M-BRTJNIEALLITPr’_-'tSTl'~.-I B-T-illT."i.|'SST.lT.l- @ =15 |_n. SEATRINGl_-'T'T'ET\‘.D-RING NSF:-l BLINA-N 4'5 -J DRA]bi HULE LTLISHTNUS I.-lii-T.Ll'N£T_'.A.Sl'I'v1H435 35 4? 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TEETH ASTM A-S36-.GRADE '.I't'l-f'l'J-ilI5 ill MEETS OR EXCEEDS AWWA C502 250 PSI WORKING PRESSURE AWWA eeeeg ®®®®@@® 200 PSI WORKING PRESSURE UL/FM 500 PSI HYDROSTATIC TEST PRESSURE _ _ nfih - ‘T r4.-.._.‘.3.___ 111''=B':0'-I---*"' ~t._./1-‘S?-1“!!--------cl‘-. _v-r .zl_/L- |\|s|= @g 9 Q THISIJ-W5.ANDMLIHIGIMATTDHISGUIFICtIP!l'l"|'ANDSI-lAlLHUTB!IJSIEI-.CDHED.GIIEPIHJDTICEIIIWIHIDUT '|'r'I.Tl'l'B~lCONSENT.DESTGHlrHDIIWETTITTD-HIIGIIISRES-HVED. »ww=~@r~r=w»~v~<- SSTE‘ °3iO‘5/20'? & COUPLING. OIL FILL BONNET ursisriiiiiiiiifiaame "O" l:l‘l- l -T Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER HD Fowler Company Submittal - MHSCN5NST 72810 STORZ ADAPTER 2 PAGES HD Fowler Company Submittal - MHSCN5NST 72810 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER HD Fowler Company Submittal - WWLS400S 72660 LINKSEALS 2 PAGES Drawings fer Reference Only - -.1.— .. FDR L5-200THROUGH LS'315 -.31.. Men Heed El-eh Cmiraeaaleri a-. '" ‘l _ AeeisrBees ~l-_ I‘ |' lir- Preseure H Pialn -u----I-u-I-r _ __---u---. L—u—--u Actuel Rube-er Sealing Element Thickness (Bl Average Llnqth ‘ll ___'l ,3 Al‘!-erTighleninil [Di Annul3|’ -‘IT T“ T; Jwereg-e Leagln Fr-pqa, TUBE. 5P-61¢E‘ I. ;__ _. nnei '|g'1'ie-n=1-w; fee C-cl-n-clurt er j. _--3'1: '. refe-re-n:IeC1'"rh,r. F -I-n-u---c--Q-I---r—u-u-u-Q C-able DD ‘uh ' [he H3‘. '_l5r_~'~ For ,. . -1" -4 l11~;r<7;l:311:31 .. FreeLunghC .n_-- . vr-raps-r--r-pr -J_1‘-PI‘; Link-S-eel Belt Circle lplpedie. + epening ela F2} T I i He1 Hui-— I J1 .\_ 1I l '-ll-.1. Iuiil Ir I L E _ . .3 -I FOR LS-325THROUGH LS-650 Hm: Hfiil-.1 E!-ell: was-.her LF --In Prei-Sure L- P‘-ETD 5" -1-L .,|__ ..-. F"-,___e-1,-.'$“ ‘I- - .r-.IL.‘ I 3‘I 1 .-3 1|-'.': _-11.}.,-J /Qe3 Average Lenmh _ ____ ,' _ -_- _ _ .. -:h_I__-,,_. Q55 liflzerTightening [D] i-‘H II‘; It I‘ .|'rfi'l:-r_ vi $5 ..l:'-.'r'l:|F(}Q|39 H-HGTH 11;‘,-I.,.__. ‘f’ 1- 'I 1. ‘ "‘ _ ' -~ 3" el‘e-rhgnl-;r"mr_j;r-:2: ~2...,.* i. \ _l 1 ‘I l. F-'. II I" '1. .-if Sleeve. ' Casinger "-‘lvlr-"-T"-r-'-elie.‘-I rw-;:l' =1:-ewe-"aFer Wail H|'J-Ie ID. -----_ l"\:r?i:|l~:1*1:r~|'i 3FrulGLength Technical Data Submittal Sheet Supplement 11/06/2018 L "" DIMENSIONAL DATA FUR MODELS C, L, O, S-316, S61, LS-316 & OS-316 RubberSealing Elements P:':::;B Belts Weight “in |_||\ll{- Avg‘ for Required Actual Free Length 1U Ulfll 5 t- SEAL‘ Thinekneee Length After (A) {T} Men Head Hex {l-l) Thread Size (L) 5B¢iiflI'IB Gal? Model . . Aereee Flate ND (B) (Cl Tlghenrng (lhel 4 (D) 1 ..S-200-* 0.48" 1.75“ 1.38” 1.06" 0.31” 4mmAllen(0.157|.|'\.| 4.95mrn46.195”: M6-3.3 65mm (2.559"I' 0.90 2.26“ -3-236-* 0.61" 1.76" 1.33" 0.9’? 0.31 4mmAllen(0.15'?'" 4.95mm43.195": M5-3.3 65mlTl (2.559? 0.375 2.26" l“"f"IH _3-300-“’ 0.69“ 2.3?” 1.3?” 1.66” 0.44" 6rnmAllen(0.236" '?.El7mn1-15.3103 d 90mm £3543”) 2.15 3 -i.-.I-I F'11""H -3-315-* 0.81" 2.37" 1.3?" 1.44" 0.44 6mmAllen (El.236” '?.8'?rnn1'IE.310"I 11 90mm (35433 2.33 3 1.4Li '\-n_n-I‘‘I-n_u-I‘'\-n_|-I‘1-n_n-I‘ 2.00" lllllrnm (4.333 5.53 'F"F-3II _3-3253‘ 0.83" 2.63" 3.13" 1-00 13mm [0.5l1"‘, 5.3.'Ilmrn'[E.215"] ._| 1.3.- 113mm l-4.33"? 3.33 J...1'1l"'II _3-340-"" 1.00" 2 T0" 2.25" 1.48 0.66 13mm w-__—\1511"] 5.3Ilmn"i-15.2153 m \.'t\\\ f-'1-VH -3-360-* 1.24" 2.70” 2.26" 2.05" 0.77 l3rnn"| 1511"] 5.3Ilrnrn'IlI.216"I <-'I*=€<-i'=C*'-II3333333333inr~er~ei-.::r~er~ecnenencncn 13mm £4.33”? 5.13 I-.||-.|L -8-400-"‘ 1.33" 2.35" 1.06 T_'i’mrn vlt--1.5 1 Ilrnm'[5.113"I 12.00 F" F"F.| 3.50" 3.50 ir-I-|F"-1669"] 6.41n'1rn45.251": 11-I--I I 1"?" _3-410-”" 1.43" 3.37" 2.37" 2.62 0.83 1'?rnrn 1669"] 6.4Ilmm{I256 '\l'llI-1.5 1 IlrnmQ5113": B20 -i-.L-I |I':_*\ -.4 H i'l"'|'=| I _3-426-* 1.06" 3.00 2.25” 3 60" 1.19 'L'?rnm -.1659": 6.-40rnrn-"‘. "” 1:111-1.5 1 Ilrnrn'[5.113"] 10.00 MJ'1-I -3-475-* 1.56" 3 33” 2.63" 2 63” 0-33 1?rnrn -l.669”l 6.4Iln'ln1 HT: l‘-Jl'-.Zlmen v11:-1.5 '1. Irnrn~[5.113I” 10.00 ""|1.1-.-I-in Tif -E_- I_I-In _S—500-‘°‘ 2.25" 3.76" 2.76" 3.63 1.06 19mm f.l.'.?48"] '?.5Imm46.30:" M12—1.'75 1 [11]'rnrn'[5.511"I 225E l—._. 1"'f"IH _3-526-"’ 2.06" 3.76" 2.3?" 3.63 1.06 19mm 3.743") '?.5Ilrnrn M12-1.'?5 1 -a-e-:ec-:-e:r.e'"‘Ilmm46.611“: 21.06 J1.-L.+ -3-576-* 1.31“ 3.00” 1.00 19mm I.I.'i'-48"] '?.5Ilrnrn M12-1.‘?5 "_'4IImr'n'I5.511"I 15.56 F" r-re 3.75" 3.00" 'r-SI] DJUJr:=r:r{IE1- -I-5"--IP'I_—l' 1'!-Iii 4.00" 3.00" 1-90 1944"] 1l].5'Frnm K1416") ale-11 135mmT1280": 60.6 FlHm -3-615-* 3.09" 6.00" 24mm r-—Iu|-I-flu.-I-~|I'_\| {'_"-I 1J1.- li-|—|r_| _3-660-°* 2.71“ 3.93 3.00" 3.96 1.19 l9rnm r-_—\ZI.'.?43"] '?.5[Jrnn"i£3303") M12-1.95 140mm45.6113 261$ mmmmmmmgnme-ppL-ll-I GPT Vieit www.gptinduetriee.eemfer literature and inetallatien inetruetlena -1|.l' '-" I '|| HD Fowler Company Submittal - WWLS400S 72660 LINK-SEAL® Modular Seal Model Properties WITH EPDM SEALELEMENTS Model "C" LINK-SEAL" ModularSeal Model “S-316"L|NlE-SEAL‘ Modular Seal EPDM (Black8| Blue) Suitable for direct ground burial, normal For chemical processing 0waste water atmospheric conditions, and conditions with treatment. High leyel of water-resistance, occasional or periodic water contact. Proyides resistant to most inorganic acids and alkalis. electrical isolation where cathodic protection is and most organic chemicals (acetone, alcohol requhed. ketones). Type: Standard Type: Stainless Seal Element: EPDM (Black) or EPDM (Blue) Seal Element: EPDM (Black) or EPDM (Blue) Pressure Plates: Reinforced Nylon Polymer Pressure Plates: Reinforced Nylon Polymer Bolts Br Nuts: Steel with 2-part Zinc Dfchromate Bolts8: Nuts: 315 Stainless Steel *'Sustained operation near temperature Er proprietary corrosion inhibiting coating. Temp. Range: -40° to 250"F(-40° to 121°C)’ limits mayaffect life expectancy. Temp. Range: -40" to 250°F l-40" to 121‘C)'"" WITH NITRILE SEAL ELEMENTS Model "0" LINK-SEAL"' ModularSeat Model "OS-316” LINK-SEAL‘ ModularSeal Nitrile (Green) Nitrile rubber is resistant to oils, fuel and many Combination of oil resistant rubber and solyents (gasoline, motor oil, kerosene, methane, stainless steel hardware jet fuel, hydraulic fluid, water, etc.) Type: 0il Resistant Type: Oil Resistant Seal Element: Nitrile (Green) Seal Element: Nitrile (Green) NOTE: Not U.\l. Resistant NOTE: Not U.'ll'. Resistant Pressure Plates: Reinforced Nylon Polymer Pressure Plates: Reinforced Nylon Polymer Bolts81 Nuts: 316 Stainless Steel Bolts Br Nuts: Steel with 2-part Zinc 0'chromate Temp. Range: -40° to 210°F (-40° to 99°011"’ Sr proprietary corrosion inhibiting coating “Sustained operation near temperature Temp. Range: -40" to 210"F l-40° to 99°C?‘ limits mayaffect life expectancy. WITH SILICONE $EAL ELEMENT$ Model "T" LINK-SEAL” ModularSeal Models "FDIFS" LINK-SEAL"’ Modular Seal Silicone (Gray) Silicone rubber is ideal for temperature extremes. Double seal for added protection The “T” model is one-hour Factory Mutual Type: Fire Seals approved. Seal Element: Silicone (Grey) Type: HighfLow Temperature Pressure Plates: Steel zinc dichromate Seal Element: Silicone (Grey) Bolts: Steel with 2-part Zinc Dichromate S Pressure Plates: Steel Zinc Dichromate proprietary corrosion inhibiting coating. Bolts: Steel with 2-part Zinc Diohromate S Temp. Range: -67° to 400°F (-55° to 204°C) proprietary corrosion inhibiting coating. Temp. Range: -6'?" to 400“F (-55" to 204“C)" NOTE;Sustains a constanttemp. of 325°F(1-53""C) Sustainedoperationneartemperature limits mayaffect life expectancy. MATERIAL PROPERTIES OF LINK-SEAL“ MODULAR SEAL ELEMENTS Property ASTM Method EPDM(EPDM L) Nitrile Silicone Hardness (shoreA) D-2240 50 i5 I40$5) 5015 50 15 Tensfle D-412 1450 psi 1300 psi B60 psi Elongation D-412 400% 300% 250% 15% 45% 40% Compression Set S-395 22 hrs.@ 153° FW0“ C) 22 hrs.@ 212° F i100“ C) 22 hrs. @ 350° F(1'?'T° C) Specific Grayity 0-29‘? 1.10 1.15 1.40 BOLT& NUT SPECIFICATION MATERIAL PROPEOK, LRTIESOFCOMPOSITEPRESSUREPLATES cflfbflfl 3155' Property ASTM Method Value Carbon steel, zinc dichromated per ASTM B633, with an additional find lm act_NDtched 3,356 1_11ft_|bfln corrosion inhibiting proprietary organic coating. (passes 1470 hour TEn5i|e5trEngth@,f,ie1d 3638 EUDUU psi salt spray test) Tensile Strength = 60.000 psi, minimum. Tensile Strength - Break I"-530 20.250 psi Flexural Strength @Yield I--T90 30.250 psi Stainless Steel Flexural Modulus I'—'F'90 1,124,000 psi ANSI Type = 816, PerASTM F593-95 Elongation, Break 1=-530 11.07% Tensile Strength = 85,000 psi, ayerage Specific Gravity I-‘F92 1.33 -tssolris Street , _ MoistureContent —- 0.13% 5455Clara Road.Suite300 WheatRioge.00 30033 llouston, ltri‘F2041 - - Tel I'3Fl3l93S-1242.. Tel; l:9'”..3:lT47-5948 www".g1rtiirdusiiies.r:-cin l-'ax;(303)90B-1922 F.Eix:U13) 'i’49’-5329 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER HD Fowler Company Submittal - FP350ASTDA3 90850 DOUBLE CHECK 2 PAGES ZURN. Model 350ASTDA Double Check Detector Assembly WILKINS Application WILKINS Designed forinstallation onwaterlines in fire protection systems to protect against both backsiphonage and backpressure of polluted water intothe potablewatersupply. Model 350ASTDA PRODUCTS shall provide protection where a potential health hazard does not exist. Incorporates metered by-pass to detect leaks and unauthorized water use. ® Standards Compliance (Horizontal &Vertical) NSF/ANSI61 (SHOWNWITH OPTIONALGROOVED END BUTTERFLYVALVES) 9 ASSE® Listed 1048 Q AWWA Compliant C510 (with gates only) and C550 Options 9 JL® Classified (Suffixes can be combined) (A)-UL® Classified : - w'th flanged end OS &Y gate valves (standard) 00FM® Approved _ |_|\/| - less water meter CSA® Certified B64.5 _ _ 'th remote reading meter Approved by the Foundation for Cross Connection : _ 'th gallon meter (standard) Control and Hydraulic Research at the University of Southern I CFM _ 'th cu ft meter California : v Vleets the requirements of NSF/ANSI 61* : CMM ‘ 'th cu meter meter *(CI.25% MAX. WEIGHTED AVERAGE LEAD CONTENT) _ G - ééééé'th grooved end OS&Y gate valves w'thflanged inletgateconnectionandgrooved By-Pass Backflow Assembly 3/4" Model 950XLD — FG ‘ outlet gate connection Materials — p| _ with Post Indicator Gate Valves Main valve body 304L Stainless steel I BG _ with grooved end butterfly valves with integral Access covers 304L Stainless steel — Internals Stainless steel, 300 Series _ supervisory switches NORYLTM _ BF - with flanged end butterfly valves with integral Fasteners & springs Stainless Steel, 300 Series supervisory switches Elastomers EPDM (FDA approved) — _509 _ with AWWA C509 gate valves Buna Nitrile (FDA approved) — Polymers NORYLTM Accessories SieZaeSures2F 1; 1/2", 3", 4", 6", 8", 10" |:| Repair. kit. (rubber only) Maximum working water pressure 175 PSI I:I Therm?“ expansmn tank (M°deI XT) Maximum working water temperature 140°F |:| OS &Y Gate valve tamper switch (OSY-40) Hydrostatic test pressure 350 PSI End connections (Grooved for steel pipe) AWWA C606 MODEL E (Flanged) ANSI B16 1 350ASTDA Class 125 “""h OS&Yoption E Dimensions &Weights (do not include pkg.) , ... Hill1 i:- -'¢'- —4 0/ E | -" I7@i.=.. WEIGHT .i.| MODEL I In I. iii-"l—\II—I L21! iIiii- _iIl7ii‘§I'!)' i 350ASTDA WITH OS&Y \/\/|T|-| Q3&Y WITH WITH -4» oo |: SIZE GATES (GXF) GATES \IALVESBUTTERFLY(cxo) \IALVESBUTTERFLY(FXG) ‘ ‘ | -— I (GXG) _ LCD in. mm lbs. kg lbs. kg lbs. kg lbs. kg I A I Doi-— 21/2 65 126 57 116 53 93 42 103 47 1' MODEL -\- IQ*1 I 3 80 143 65 131 60 97 44 110 50 350ASTDA _ ‘J5_ rgfi I .= 4 100 218 99 198 90 101 46 123 56 <>‘1| ‘ ggfiiII!;= E BFoption ems?‘lsi.§,= FAIf 6 150 352 160 322 147 164 74 194 88 Iii-"5 F 8 200 667 303 613 278 350 159 373 169 I 10 250 885 401 827 375 463 210 521 236 I AB I MODEL DIMENSION (approximate) 350ASTDA AWITH B LESS E E E WITH SIZE A BUTTERFLY GATE C D OS&Y OS&Y BUTTERFLY F VALVES VALVES OPEN CLOSED VALVES in mm in mm in mm in mm in mm mm in mm in mm in mm 5. mm 21/2 65 317/8 810 283/4 730 n/a n/a 12 305 184 17 3/4 451 15 3/8 391 81/4 210 U1 127 3 80 327/8 835 293/8 746 n/a n/a 12 305 184 20 1/4 514 17 432 81/4 210 U1 127 4 100 347/8 886 301/4 768 n/a n/a 12 305 203 22 1/2 572 181/4 464 9 229 U1 127 6 150 431/2 1105 361/2 927 n/a n/a 101/2 267 254 30 1/2 775 24 1/4 616 101/4 260 152 8 200 523/4 1340 453/4 1162 n/a n/a 151/8 384 279 37 940 281/2 724 181/2 470 8 3/8 213 10 250 553/4 1416 493/4 1264 n/a n/a 151/8 384 305 45 5/8 1159 34 3/4 883 181/2 470 8 3/8 213 Zurn Industries, LLC | Wilkins Rev. K 1747CommerceWay,PasoRobles,CAU.S.A. 93446 ' Ph. 855-663-9876,Fax805-238-5766 Date: 8/16 InCanada I Zurn Industries Limited Dowment NO- BF‘35OASTDA 3544NashuaDrive,Mississauga,OntarioL4V 1L2 - Ph. 905-405-8272,Fax905-405-1292 PYOQIUCT N0 Mode‘ 350ASTDA www.zurn.com Page 1 of 2 HD Fowler Company Submittal - FP350ASTDA3 90850 FIOW CharaCt€ri$tiC$ <>RaledPI0w(es1ab]ishedbyapprovalagencie<) MODEL 350ASTDA2 1/2", 3" & 4" (STANDARD & METRIC) FLOW RATES (I/s) 0.0 12.6 25.2 37.9 50.5 A 15 104 SD kpa \_/ SSP 3 Y 1 SURELO 5 >IIII‘IOIf I ooov01ma PRES PRESSURELOSS c 0 0 200 400 600 800 FLOW RATES (GPM) MODEL 350ASTDA6" 8" & 10" (STANDARD AND METRIC) FLOW RATES (I/s) 0.0 63.1 126.2 189.3 252.4 WD 3 /'\ (D v15PS 20 i 10"(250mm) 138104-5Q. SS cn LO 3 D7 I 05co LOS RE RE U oo01 SU SS ES PRE Z }{'------ o PR 0 1000 FLOW2000RATE(GPM) 3000 4000 TYPiCa| |"$ta"ati°" Capacity thru Schedule 40 Pipe (GPM) Local codes shall govern installation requirements. Unless pipe Size 5 ft/Sec 7_5 ft/Sec 10ft/sec 15 ft/sec otherwise specified, the assembly shall be mounted at a 2 1/2" 75 112 149 224 minimum of 12" (305mm) and a maximum of 30" (762mm) 3.. 115 173 230 346 above adequate drains with sufficient side clearance for test- ,, 198 298 . . . . 4 397 595 ing and maintenance. The installation shall be made so that 6,, 450 675 900 1351 no part of the unit can be submerged. 8,, 780 1169 1559 2339 10" 1229 1843 2458 3687 @555 12" 1763 2644 3525 5288 PROTECTIVE 1 ..'7 III E ENCLOSURE 7, T FFLOW _! H=lEM=M:|||'H—-II1'gITI%ITI¥ -anQal! EE§ i_--_i =-I|_Ifi%fi%iii NO Q III--— if;-,4 -- — == @141: -- = 'ii O -4m-4li4-I~i=-11!?‘-' M - I II- _"iIi iglillillz ODRECT 2'mg??-I!" E i Cl, 12 MIN. gfizizjziI I I 30”MAX. -igfifigiHesI2 , . was I /asvwa E'l_|"'m 1 A " ijfififig Efifififii '-ifiE | Efifififii ~. 1 ,I s ~ “ " “ Egfilll |||fiI_l,E'_ TEIQEIII iiifii_;z" ;"»i:J“ 5». VG <§ DIRECTION OF FLOW VG ZURNWILKINS MODEL350ASTDABG ZURNWILKINS MODEL350ASTDA INDOORVERTICAL INSTALLATION OUTDOOR HORIZONTAL INSTALLATION Specifications The Double Check Detector Backflow Prevention Assembly shall be certified to NSF/ANSI 61, ASSE® Listed 1048, and sup- plied with full port gate valves. The main body and access cover shall be 304L Stainless Steel, the seat ring and check valve shall be NorylT"", the stem shall be stainless steel (ASTM A 276) and the seat disc elastomers shall be EPDM. The first and sec- ond checkvalves shall be accessible for maintenance without removing the device from the line. The Double Check Detector Backflow Prevention Assembly shall be a ZURN WILKINS Model 350ASTDA. Zurn Industries, LLC | Wilkins 1747CommerceWay,PasoRobles,CAU.S.A. 93446 ' Ph. 855-663-9876,Fax805-238-5766 InCanada I Zurn Industries Limited 3544NashuaDrive,Mississauga,OntarioL4V 1L2 ' Ph. 905-405-8272,Fax905-405-1292 Page 2 of 2 www.zurn.com Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER HD Fowler Company Submittal - TFWK375FT4 90850 BACKFLOW ASSEMBLY 2 PAGES ZQRN Model 375XL Reduced Pressure Principle Assembly WILKINS Application _i- Ideal for use where Lead-Free* valves are required. Designed -is I‘ Gt for installation on potable water lines to protect against both in _ _ _ '5- backslphonage and backpressure of contaminated water into H _ I“ __ -- |;._.,.__1. _ .. .t r j the potable water supply. Assembly shall provide protection ._;-.‘.?_'; =r,_:'t-'.'.sIra.-:_a‘”:§'_"'_ _, .__g__;_ ' in IFMJF5iFF where a potential health hazard exists. 1'] "' _ _ | i-| i,' Standards Compliance % * ASSETS? Listed 1013 H C 5153' nsrrnM5151 i IAPMOS Listed i GSAS Certified BE-4.4 Options ' AWWAcompiiant C511 lSuffixesI can be combined} - Approved by the Foundation for Cross Connection with full port QT ball valves (standard) Control and Hydraulic Research at the University of L less ball vaives, male pipe thread (3.t4" - 2"only) Southern California S W'th Model SXL lead-free bronze "Y" type - UL® Classified {less shut-off valves only. 3f4"—E“) strainer - C-UL® Classified (less shut-off valves only, 31'4"-2“) FT -. ‘th integral male 45'“ flare SAE test fitting i lvleets the requirements of NSFIANSI 61* __ AG — 'th air gap ‘(H.251-fa MAX. WEiGHTEDAVERAGE LEAD CONTENT} : SAG HI 'th Model SXL lead-free bronze "Y" strainer nd air gap Materials B 591555'th black fusion epoxy coated ball valves a Housing Fieinlorced Ny on. FDA approved struts for theft protection Fasteners Stainless Stee 300 Series Elastomers Silicone (FDA.ipproved} Accessories Buna Nitrite (FDAApproved) El Repair kits internals Delrin, Nylon III Thermal expansion tank [MdI. XT) Springs Stainless Stee , 300 series III Soft seated check valve tlvldl. 4D)(L2} Ball Valves Low Lead Cast Bronze. ASTM S 584 III Shock arrester (Model 121-'.50)(L} Struts Stainless Steel, 300 Series III CJT-SET Quick Test Fitting Set III Blow out I Flush fitting {HK34-STSBOF (1f2" or 31'4"), HK1-3?5BUF or HK114-350-BTEBUF) Features Sizes: 112ll, 314ll,1II, 1-114,1-112.2I'l ll I'l' Maximum working water pressure 1T5 PSI Maximum working water temperature 1Bt'l“F Hydrostatic test pressure 350 PSI End connections Threaded FNPT ANSI B1.2D.1 MDDELS 3T5XL5E OPTIONAL LEAD-FFIEE STFIAINEH iruooet.SIL} G C ._|. Ir -J if1'?-I ||c Z I.5| h-I‘ -.-rs . U _ _ L‘ H. ‘II - _ ' " ii -IE: r i‘-1:’. T‘-51: rillr FE-_‘ 5! "-....-J ' .. _ 1 ii.-in-;::ll1|.'T': Ii“ ‘H w -2-gig I 1'~li l | F t-tEI1g_ii Ll ;-—m-—-El ‘@2,ii5';I- F A F A _ - H — H 1+1G).O;_‘lF_,‘____ k-Laikd"U]mI .1 ‘ll-1. _l'_.l..i I ‘—o I 1|-r _. I it 11'4" -2" 1 Dimensions 3. Weights (do not include pkg.) DIMEnslons{appmiirmats} welsl-n" MODEL ‘ " A ‘ ‘ " "‘ srsxt LESS LESS WITH 51:5 A BALL B G D E F G H J BALL BALL VALVES ‘VALVES 11'ALVES ln. mm In. mm In. mm In. l1!'ll"l'l In. 3 In. mm In. l'l'lF'l'l in. mm 5'. mm in. mm tn. l'l'll‘l1 lbs. Its lbs. ks '1F2 '20 y ans 225 Iva nfa T 1.Ei.r‘1E» 49 1 SIS C.-.'5'('_,."t '2 isne ?5 3WE QB 12‘=r'4 311 I '2'.-J ?Ei ‘it'll NB 2T6 121r’4 311 4.? 2.1 5.? 2.6 3-I4 20 B 1".-'5 225 ?'1r’Ei 151 iisrie 45' 1 EH5 L-.'-IIL.-"I [215-"15 rs ifswell QB 12 Er‘-Ei 3212 '11-J -=1CE! 11 2?9 12114 311 4.?’ 22.1 5.? 2.6 r 1 25 11 W15 284 B NB 225 2 1r‘4 5? 113K115 45 r 3?.-"15 S?. 4 102 145.-’1Ei] 3T"t'J 4 102 133-1'4 249 151i’4 38?‘ 5.2 3.?‘ 9.? 4.4 1-1-*'4I S2 14W5 S?-B 14 3.-“B SE:-1' 3SIB B5 3 HE SCI E san s5'53:14 146 2D U2 521 3BA-1 '95 15 451' 151r”2 4?|3 15.? 5.5 213.5 9-3 1-1-*2 y 4Cl 151,’-4 SET’ 14 BEE!- 36-T’ 33.15 BEE El H5 SCI 3224 S5‘5SI4 145 22 559 41i"2 114 15-E24 4T5 2lIl1»'4 514 15-3 ED 21.5 9.5 2 so is I- 405 14 3.-“B 36? 33.55 SS 3 1.-“S SD SBf-4 S5 5Si’-4 146 24 61111 can: tzorzo3.14 szr 2USE4 52? 19.4 B.-B 23.5 11].? 5- Zurn IndustrieB LLC I Willdns Flev. L 1?r-11" Commerce!Way, Paso Ftcbies. CAL.|.S.A. 93446 P11. B55-E53-QBTB, Fart BB5-235-ETBE Date: EH19 InCanada | Zurn Industries Limited DocumentNo. SF-3?‘5>tL PatentNo- S, 513.5~1lIi,?,?'B4,4BS.s r,scs,z5D 3544 Nashua Drive, MiSSiS5ElugEt, Ontario L411’ 1L2 Ph. 9115-4J[]5—S2?2, Fax91115-405-1292 Product No. Model S?5I>tIL \\I"IflI\II-II-ll"I'I-ifl-DI'I'I Page1 of 2 HD Fowler Company Submittal - TFWK375FT4 90850 FIUW Cha|"aCtE|'i$ti'C5 C RatedI-‘lav. [establishedbyappi'oi-uiagencies} MODEL 31"5XL11'2" - 1" (STANDARD BiMETRIC] Fi.ow antes {Its} [ll] 1.3 2.5 3.8 5.0 30 | srri" {2Dmm} |_ irz" 15mm} 1 (Emmi 20- CD I-ipa} {EsoU U}_ii.iflDJ SSUHELOSS ESSURELOSS PF-{E PR 1:: G or 2D 40 EU Ell FLOWRATES {GPI'tI] MODEL 3T5XI. '1-11'4" -2" IETANDARD 3: METRIC) at) 3.2 as FLOW RATES W5] as 12.6 tsa 1-1rz" {comm} 1-11'4" l[S2|"nn‘i} H 1?- {50mn'|} Ii‘.-J Z RELOSS ‘ ' PSii.G lrpa 4.iu_i.I5DI.I'l \-r U}_|i.I0D PRESSURELOSS is PRESSU 5 '3 5“ 1"“ Fi_owantes iePiiii 15“ 2"" 25° Typical Installation Relieftfalve Discharge Rates L_D.Ca| gfivern requirErnent5_ be {WOFSTCEISECOROIIIOH-If 1S1ICI"lECIlZOl'l'BIIETVEl|1i’E'I5IOOQEDWIOEOPBDI installed in accordance with the manufacturers’ instructions -1"" _ and the latest edition of the Uniform Plumbing Code. Unless : U2“ ' 1" HM" ' 2" otherwise specified, the assembly shall be mounted at a S minimum oi 12” IS‘.-05mm} and a maximum of Slit” (?Ei2mm) {U.S.PSc above adequate drains with sufficient side clearance for test- ing and maintenance. The installation shall be made so that no part of the unit can be submerged. a‘U1GIG I . _ zonePRESSURE D I 2 I] ED 1DI] 151] 200 251] FLOWRATEILLS.EFM] .____J__.-"' i.- ? I MODEL BTEXLSAG fr Ir~ _ {SHOWN} . -- __._, P .Il!l*'..."Ti" "" ..,. lit Gi /' .1. ..-:~’Ij-I- """"-II-llli-l.| 1 ' - ENCLOSURE = _ zt -I- -: = (1-11'4"-2"} a its 1:; -_§‘:~. I i (1.t2"-1”} 5 1:2 ‘I? I 1 OPTIONAL LEAD r-“asssrn.-unen . . I G -- ._ | F OPTIONAL MODEL514- AIHGAP 12"jg.-MIN- (‘I-11'4"- 2"}s" PIPE - waresMETER 3*““mi- nrzr- P112"PIPE _i-_____ _ __ / 12"MIN. Mdfik '_| I H.mk__ IDFIAIN LINEcan F ' 34"MAi<- ' ='|‘I ea any STANDARD _ -PI Q-I: ;"_§_ PIPINGMATERIAL) V L I g _':l:3 ‘-I§I.=. ,5. Z _.-._. 8:-,,‘_1\_/.J.._‘" I. ' 3 ,1 _ ii ' Pi_o-oi=ioHAir~i OIFIECTION OF FLOW at 5;) 1.-.i “rs FL-DDFI DFIAIN K" “LETSHUTOFF DIRECTION OF Pi.ow 1%) INDOOR INSTALLATION OUTDOOR INSTALLATION Specifications The Fleduced Pressure Principle Sackflcw Preventer shall be certified to NSFIANSI 61. ASSE® Listed 1013. rated to 1B0°F. and supplied with full port ball valves. The main body shall be Nylon and the seat disc elastcmers shall be silicone. If installed indoors, the installation shall be supplied with an airgap adapter. The Fieducecl Pressure Principle Eiackflow Preventer shall be a ZUFlN WILKINS Model STE)-(L. Zurn Industries,LLC | Willtlns 1'1’--I?’ Commerce Way, Paso Flcbies, CAU.S.A. 93446 Ph. 855-563-9816, Fax BB5-238-ETBE InCanada | Zurn Industries Limited S544 Nashua Drive. Mississauga. Ontario L41! 1L2 Ph. S05-405-B2?2, FaxSD5-405-1292 ww-w.zurn.com Page 2 of 2 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER HD Fowler Company Submittal - ELSTAND923 77460 PIPE SUPPORTS 1 PAGE Material Resources, Inc. STANDON ADJUSTABLE PIPE SUPPORTS Standon Model S92 Saddle Support Product Specification Sheet ALL MODELS TESTED TO OVER 10,000 POUNDS - COMPRESSIVE STRENGTH MATERIAL - Saddle strap: ASTM A36 Collar / base cups: ASTM A53 D.O.M. tubing Thread stud: ASTM A36, rolled thread, grade ASTM A307 Base plate: ASTM A36 sheet steel Optional Material - 100% 304L or 316L Stainless steel FABRICATION - All welds: 100% MIG welding, electrode E70XX Saddle: Formed to ductile iron pipe radius Optional neoprene liner available for IPS pipe FINISH- FINISH - All supports have corrosion resistant, electro-galvanized finish. Hot dip galvanizing available - specify at time of order OPTION- A neoprene liner is available to isolate pipe from saddle. DIMENSIONS - (Note: call manufacturer for 30" through 48" support info.) SUPPORT STRAP THRD BASE EXTENSION MINIMUM SIZE SIZE STUD PLATE PIPE REQ. DIST. TO FLOOR 2” .375" x 2" 1" x 6" 4" x 6" x .25" 2" Sch. 40 7" 2.5” .375" x 2" 1" x 6" 4" x 6" x .25" 2" Sch. 40 7" 3” .375" x 2" 1" x 6" 4" x 6" x .25" 2" Sch. 40 7" 4” .50" x 2" 1" x 6" 8" x 8" x .25" 2" Sch. 40 7" 6” .50" x 2" 1" x 6" 8" x 8" x .25" 2" Sch. 40 7" 8” .50" x 2" 1" x 6" 8" x 8" x .25" 2" Sch. 40 7" 10” .50" x 2" 1" x 6" 8" x 8" x .25" 2" Sch. 40 7" 12” .50" x 2" 1" x 6" 8" x 8" x .25" 2" Sch. 40 7" STANDON MODEL 14” .625" x 3" 1.5" x 6" 8" x 8" x .5" 3" Sch. 40 9.5" S92 16” .625" x 3" 1.5" x 6" 8" x 8" x .5" 3" Sch. 40 9.5" 18” .75" x 4" 2" x 6" 8" x 8" x .5" 4" Sch. 40 10" 20” .75" x 4" 2" x 6" 8" x 8" x .5" 4" Sch. 40 10" 24” .75" x 4" 2" x 6" 8" x 8" x .5" 4" Sch. 40 10" INSTALLATION - To insure proper Support performance and stability; After final height adjustment is attained, apply tack welds to both support cups and extension pipe. Use E70XX electrode for welds. The base plate should be anchored to the floor with removable anchor bolts. If re-adjustment is required at a later date, remove anchor bolts and rotate entire lower unit using collar nut. Re-anchor base plate. For product availability and ordering information on these MATERIAL RESOURCES, INC. and other products offered by Material Resources Inc please call: 2800 Taylor Way Bldg. 2 C (503) 533-5256(503) 533-5256 or (503) 533-5256 (877)693-0727 FAX (503) 533-5501 PO Box 247 WWW.STANDON.NET Forest Grove, OR 97116 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER BRASS/GALVANIZED FITTINGS 2 PAGES Certificate of Compliance • Specification & Compliance Guide Effective July 23, 2015 Brass Threaded Fittings Copper Fittings ASTM B62-93-93 (C83600) 85-5-5-5 Threaded Ends ANSI/ASME B1.20.1 ANSI/ASME B1.20.1 Solder Ends ASTM B88 ANSI/ASME B16.5 ASTM A306 ANSI B16.18, B16.3 Class 125 NSF-61 (Alloy C12200) ISO 9001:2000 UL/FM Listed & Approved – EX15226 Forged Steel Fittings Fed Spec. WW-P460C MSS-SP-106 ASME A105, ASTM 182 (F301, F304L, F316, F316L, ASTM B584-93B F304H, F316H, F317L, F321, F11, F22, F91) Unions WW-U-516B ASME B16.11 NSF-61 Approved ASME B1.230.1 ASTM B 584 (Lead Free) MSS-SP-79/83/95/97 Normalized ISO 9001:2000 Brass Threaded Flanges 2000 lb., 3000 lb., and 6000 lb. ASTM B62 Threaded and Socket Weld ASME B16.24 ASME B1.20.1, Class 150 Brass Threaded Nipples ISO 9001:2000 ASTM B43 ANSI B1.20.1, WW-N-351 Malleable Iron Fittings ANSI/ASTM B687-96 ASTM A197, ASTM A153 NSF-61 Approved ASME 16.3, ASME B16.34 ASME B1.20.1, ASME B16.39 Merchant Steel Couplings Coating ASTM A164 LS or ASTM A865, ANSI/ASME B1.20.1 ASTM A165 NS S1255 ASME/ANSI B16.4 All fittings pressure tested to 300# Class ISO 9001:2000 UL/FM Listed & Approved – EX15174 API Line API 5L Union WW-U-5116-B, EX9172 FED Spec WW-P-404 Others GS143, JIS H-0401 XH AAR, Recessed and BS 21 DIN 2999 Non-recessed ISO 9001:2000 Galvanized Fittings meet NSF-61 Steel Welded Nipples Sch. 40 & 80 Cast Iron Flanges Galvanized Nipples - NSF Approved ASTM A126 ASTM A733, ASTM A53 ASTM A48, ASME 16.1 ASME B1.20.1 ASME B1.20.1 ISO 9001:2000 ISO 9001:2000 ISO 14001:1996 Cast Iron Fittings Seamless Sch. 80 Nipples ASTM A126 ASTM A 106 ASME B16.4 Class 125 ASTM A733 ASME B1.20.1 ASME B1.20.1 ISO 9001:2000 WATER HD Fowler Company Submittal - EPSDR97100 73790 POLY PIPE 2 PAGES SUBMITTAL SHEET SDR-9 CTS 250psi HD PE4710 ASTM D-2737 NSF CERTIFIED Products Product Number Diameter Weight1 4CTS-075-###2 3/4" 10.3 4CTS-100-###2 1" 16.9 4CTS-125-###2 1-1/4" 25.0 4CTS-150-###2 1-1/2" 34.8 4CTS-200-###2 2" 59.4 1 Weights are per 100' of pipe. 2 Replace ### with the length of pipe. i.e. 4CTS-075-300 for a 3/4" x 300' coil. Specifications Diameter O.D. Calc I.D. Min. Wall 3/4" 0.875" ±0.004" ~0.681" 0.097" ±0.010" 1" 1.125" ±0.005" ~0.875" 0.125" ±0.012" 1-1/4" 1.375" ±0.005" ~1.069" 0.153" ±0.015" 1-1/2" 1.625" ±0.006" ~1.263" 0.181" ±0.018" 2" 2.125" ±0.006" ~1.653" 0.236" ±0.024" Standards & Certifications NSF/ANSI Standard #14, NSF/ANSI Standard #61 ANSI/AWWA C901 specifications for polyethylene (PE) pressure pipe, tubing, and fittings (1/2" to 3" for water) ASTM D-1248 specification for polyethylene (PE) plastics molding and extrusion materials ASTM D-3350 specification for polyethylene (PE) plastics pipe and fittings material ASTM D-2737 specification for polyethylene (PE) plastic tubing Interstate Plastic, Inc. HDPE pressure pipe and tubing are in compliance with the Trade Agreement Act (19 USC 2501) and are proudly made in the USA in beautiful Post Falls, ID Interstate Plastic, Inc. 3375 E Seltice Way PO Box 398 Post Falls, ID 83877 P: (208) 773-4538 (800) 776-7537 F: (208) 773-9400 (888) 206-3012 2014-MAY-15 -- INTERSTATE PLASTIC, INC. Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER HD Fowler Company Submittal - BCFN173018BWM 67710 METER BOX / LID 4 PAGES Municipal Water Heavywall 1730BCF 12” BODY: Material: HDPE 3 4 in 1 2 in Model: 17” x 30” 17 20 in Weight: 25 lbs 303 4 Wall Type: Straight in 31 2 Mouseholes: 0-4 3 Performance: ANSI/SCTE-77 Tier 8, WUC 3.6, ASTM C857 A-8, Exceeds 20,000 lb minimum load failure 12” in 2 in 25 1 9 in 2 6 in 1 18” BODY: Material: HDPE Model: 17” x 30” Weight: 33 lbs DIMENSIONS AT BOTTOM OF BOX ARE THE SAME FOR 12" AND 18" DEPTHS Wall Type: Straight Mouseholes: 0-4 3 4 in 1 2 in Performance: ANSI/SCTE-77 Tier 8, WUC 3.6, 17 20 ASTM C857 A-8, Exceeds 20,000 lb in 303 4 minimum load failure in 331 2 18” in 2 in 25 1 9 in 2 Medium Duty: 6 in Non-deliberate Traffic 1 For use in non-vehicular traffic situations only. D*Cover comes standard with permanent markings for manufacturer, load rating, model size and manufacturing location.IMENSIONS AT BOTTOM OF BOX ARE THE SAME FOR 12" AND 18" DEPTHS Actual load rating is determined by the box and cover combination. Contact your Oldcastle Enclosure Solutions Distribution Center for specific information and additional options. Weights and dimensions may vary slightly oldcastleprecast.com/enclosuresolutions 800-735-5566 Revision 5/2013 ©2013 Oldcastle, Inc. HD Fowler Company Submittal - BCFN132412BWOM 67710 Municipal Water 1324 Heavywall 1324BCF in 14 in in 12” BODY: 1 2 1 2 6 23 1 in Material: HDPE 26 Model: 13” x 24” Weight: 17 lbs Wall Type: Straight Mouseholes: 0-4 Performance: ANSI/SCTE-77 Tier 8, WUC 3.6, ASTM C857 A-8, Exceeds 20,000 lb minimum load failure 12” in 81 4 in 173 4 in in 213 4 121 4 18” BODY: 1324 Material: HDPE Model: 13” x 24” Weight: 23 lbs DIMENSIONS AT BOTTOM OF BOX AREi nTHE SAME FOR 12" AN1D4 in18" DEPTHinS Wall Type: Straight 1 2 1 2 6 23 1 Mouseholes: 0-4 6 in Performance: ANSI/SCTE-77 Tier 8, WUC 3.6, 2 ASTM C857 A-8, Exceeds 20,000 lb minimum load failure 18” in 81 4 in 173 4 in Medium Duty: in 213 4 121 4 Non-deliberate Traffic For use in non-vehicular traffic situations only. *Cover comes standard with permanent markings for manufacturer, load rating, model size and manufacturing location. Actual load rating is determined by the DIMENSIONS AT BOTTOM OF BOX ARE THE SAME FOR 12" AND 18" DEPTHS box and cover combination. Contact your Oldcastle Enclosure Solutions Distribution Center for specific information and additional options. Weights and dimensions may vary slightly oldcastleprecast.com/enclosuresolutions 800-735-5566 Revision 5/2013 ©2013 Oldcastle, Inc. LC 1324T- D REV:- 0 Pg 1 of 1 Cad Ref: E:\2013\LC 1324T- D_01.11.2013\LC 1324T- D(s).Dwg Y HEATCODE INDIA P# X X P# HEATCODE WATER INDIA METER SIGMA SEC.VIEW (FRAME) SIGMA CORPORATION. DUCTILE IRON 64-45-12 LC 1324T-D B B BOTTOM VIEW Y PLAN VIEW P# HEATCODE WATER INDIA METER DETAILS OF CHECKERS ENLARGE SEC. VIEW (B-B) SEC.VIEW A BOTTOM VIEW READER LID TOP VIEW (LC 13241 2-D) SEC.VIEW READER LID NOTE:- SEC.VIEW (X-X) DETAILS OF "A" 1. All Dimensions are in Inches Metric units are in parenthesis.. 2. Material:Ductile Iron As Per ASTM A536 Grade 65-45-12 2. Meet H20 Loading Standards. PICK HANDLE 3. Refer Sigma QIP Doc.No : QA/QIP/MCC for manufacturing and inspection procedure. STEEL ROD 4. Casting tolerances should be +/-0.0625" (1.58mm). 5. Weight : 34.5 LBS. R Rev Date Revision Record Prepared by Approved by All Radii & Fillets to be 0.12" (3mm) unless otherwise specified O P F A T D T SIGMA E E Product Group :- S R MCC A DATE:- 02.21.2013 N CREAM RIDGE, NEW JERSEY E Coating :- DATE : DRAWN BY : L PAINTED P E R Type :- 01.11.2013 KS4/K.MANNA R S O Product details & CAST MARKS R O DRAWING FOR: CHECKED BY : A D G E U Product Description- N E R C 13"x24"x1 3/4" DI RECTANGULAR WITH PICK HANDLE & SUBMITTAL MSK/S.KARMAKAR I N I VA A T READER LID 8 7/8" x 6 1/2" MARKED WATER METER W S SCALE: SHEET NO: APPROVED BY : I A O Drawing Number :- Rev :- BY RECEIVING THIS DRAWING THE RECEPIENT AGREES THAT THIS DRAWINGS AND ITS CONTENTS REMAIN THE SOLE PROPERTY OF THIS DRAWING IS RECEIVED IN CONFIDENCE AND WILL NOT BE REPRODUCED TO SIGMA'S DETRIMENT. THIS DRAWING IS LOANED SUBJECT TO RETURN ON DEMAND. R D N LC 1324T- D NTS 1 OF 1 SR1 0 HD Fowler Company Submittal - BCF1730SLAD 69675 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER HD Fowler Company Submittal - SFD2S 77700 SDR35 FITTINGS 6 PAGES P.O. Box 3300, Term."A" 4507 LeSaint Court London, Ont. Canada Fairfield, Ohio USA N6A 4K3 45014 (519) 681-2140 (513) 942-9910 1-800-265-1815 1-800-523-3539 Fax (519) 681-2156 Fax (513) 942-9914 MULTI FITTINGS Engineered Tough SDR35 SOLVENT WELD SEWER FITTINGS LETTER OF COMPLIANCE Scope: This letter of compliance covers Multi Fittings requirements for 3” through 15” (75 mm – 375 mm) PVC Trench Tough SDR35 Solvent Weld Sewer Fittings. These products meet or exceed performance standards set by the American Society of Testing and Materials (ASTM), CSA International (CSA) and the International Association of Plumbing and Mechanical Officials (IAPMO). Trench Tough SDR35 Solvent Weld Sewer Fittings are compatible with pipe manufactured to ASTM D 3034, CSA B182.1 and CSA B182.2 and is suitable for the non-pressure drainage of sewage and surface water. Material: Rigid PVC Poly(Vinyl Chloride) used in the manufacturing of Trench Tough SDR35 Solvent Weld Sewer Fittings complies with ASTM D 1784, Standard Specification for Rigid Poly(Vinyl Chloride) (PVC) Compounds and Chlorinated Poly(Vinyl Chloride) (CPVC) Compounds, having a cell classification 12454 or 13343. Molded Fittings: Molded Trench Tough SDR35 Solvent Weld Sewer Fittings conform to the following standards: ASTM D 2729 “Standard Specification for Poly(vinyl Chloride) (PVC) Sewer Pipe and Fittings” ASTM D 3034 “Standard Specification for Type PSM Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings” CSA B182.1 “Plastic Drain and Sewer Pipe and Pipe Fittings” CSA B182.2 “PVC Sewer Pipe and Fittings (PSM Type)” IAPMO “Uniform Plumbing Code” Fabricated Fittings: Fabricated Trench Tough SDR35 Solvent Weld Sewer Fittings are made from segments of pipe conforming to the following standards: ASTM D 3034 “Standard Specification for Type PSM Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings” ASTM F 679 “Standard Specification for Poly(Vinyl Chloride) (PVC) Large-Diameter Plastic Gravity Sewer Pipe and Fittings” HD Fowler Company Submittal - SFD2S 77700 Page 2/... Trench Tough SDR35 Solvent Weld Sewer Fittings CSA B182.2 “PVC Sewer Pipe and Fittings (PSM Type)” Note: Molded components meeting the requirements listed above may also be used as part of the fabricated fitting. Markings: Trench Tough SDR35 Solvent Weld Sewer Fittings are marked a prescribed in the above applicable standards to indicate size of the fittings, material designation, compliance to standard, and manufacturer’s name or trademark. Yours truly, Frank Yorio Senior Vice President, Operations Issue Date: 2012-10-11 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) HD Fowler Company Submittal - SFD2G 80750 HD Fowler Company Submittal - SFD2G 80750 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) HD Fowler Company Submittal - SFY222GGG 71800 GPK FITTING SUBMITTAL SHEET Intro: GPK manufactures PVC sewer fittings in accordance with either ASTM D 3034, F 1336 or F 679 to be used in gravity flow or low pressure applications. Injection molded fittings are produced in sizes 4” (100mm) through 12” (300mm) diameter. Fabricated fittings are produced in sizes 4” (100mm) through 36” (973mm) diameter. Material: Fabricated fittings are manufactured from PVC pipe and molded components meeting the requirements of either ASTM D 3034, F 1336 or F 679 for workmanship, extrusion quality, stiffness, impact resistance, dimensions and structural performance. Extruded pipe components are made from PVC material with a minimum cell classification of 12454, 13343 or 12364 as defined in ASTM D1784. Injection molded fittings are made from PVC material with a minimum cell classification of 12454 or 13343 as defined in ASTM D 1784. Extrusion Quality: Extruded components are tested in accordance with and meet the requirements of ASTM D 2152 for properly fused PVC. Impact Resistance: Extruded Components are tested in accordance with ASTM D 2444 using a 20 lb (9.07kg). Tup A and a Flat Plate Holder B. The strength shall equal or exceed the values shown below: 4” – 5” 150 Ft-Lbs 6” – 8” 210 Ft-Lbs 10” – 36” 220 Ft-Lbs (100mm – 125mm 203 J) (150mm – 200mm 284 J) (250mm – 973mm 299 J) Impact Resistance: Injection molded fittings are tested in accordance with ASTM D 2444 using a 20 lb (9.07kg). Tup A and a Flat Plate Holder B. The strength shall equal or exceed the values shown below: 4” 50 Ft-Lbs 6” – 8” 75 Ft-Lbs 10” – 12” 90 Ft-Lbs (100mm 68 J) (150mm – 200mm 102 J) (250mm – 300mm 122 J) Pipe Stiffness: Extruded Components are tested in accordance with ASTM D 2412. The stiffness equals or exceeds the requirements of ASTM D 3034 and F 679. Pipe Flattening: Extruded components are flattened as described in ASTM D 3034 and F 679 until the distance between the plates is 40% of the outside diameter of the pipe. There shall be no splitting, cracking or breaking. Pressure/Pressure Deflection: Gasketed joints are tested in accordance with ASTM D 3212. Pressure: 10 minutes @ 10.8 psi (74.5 kPa) + 10 minutes deflected @ 10.8 psi (74.5 kPa). Vacuum: 10 minutes @ 22 in. Hg (74 kPa) + 10 minutes deflected @ 22 in. Hg (74kPa). Branch Bending: The chemically fused areas around the fabricated branches of tee, wye and tee-wye fittings are tested to ASTM F 1336 to verify their strength and integrity. Pipe Stop Support: Tee and tee-wye fittings are tested to requirements of ASTM F 1336 for pipe stop load support. No cracking or splitting shall occur and pipe spigot shall not protrude into waterway of the fitting. Joining Methods: Chemically Fused Solvent Weld Joints Solvent cement is handled and tested in accordance with ASTM D 2564 and D 2855. The Lap Shear Strength shall equal or exceed 900 psi (6205 kPa) @ 72 hours. Heat Fusion Welded Joints (Butt Fusion Welds) Elastomeric Seals (Gaskets) Must meet all requirements of ASTM F 477 and D 3212. Saddles: Injection Molded saddle tees and saddle wyes shall have skirts with a minimum of 80 square inches (516 square cm) surface area which can be bonded to pipe. Fabricated saddle tees and saddle wyes shall have skirts with a minimum of 160 square inches (1032 square cm) surface area which can be bonded to pipe. The worm drive saddle straps used to fasten the saddles are manufactured with corrosion resistant 300 series AISI stainless steel. GPK does not recommend gasket skirts where air tests are required. Epoxy Reinforced Welds. 2 811 HD Fowler Company Submittal - SFY222GGG 71800 SDR35 D 3034 / PS46 F 679 FITTING SPECIFICATIONS 1.0 GPK PVC Sewer Fittings shall be manufactured in accordance with either ASTM D 3034, F1336 or F 679. The PVC material shall have a minimum cell classification of 12454, 13343 or 12364 as defined in ASTM D 1784. 2.0 The purpose of GPK in-line fittings is to convey municipal sanitary and industrial wastes, storm water runoff and many other related applications. They are designed to be used in gravity flow and low pressure applications not to exceed 10.8 psi. (74.5 kPa). 3.0 Injection Molded Fittings are produced in sizes 4” (100mm) through 12” (300mm) diameter. Fabricated Fittings are produced in sizes 4” (100mm) through 36” (973mm) diameter. A fabricated fitting is considered any fitting made from pipe or a combination of pipe and molded components. 4.0 Chemical Resistance GPK fittings resist attack from certain alcohols, alkalies, salt solutions, acids and other types of chemicals. Refer to chemical resistant chart for suitability. 5.0 Marking. GPK fittings shall be marked with applicable size, “PVC”, company name or logo, PSM and the ASTM specification number (D 3034, F 1336 or F679). The fittings and/or packaging shall include the manufacturer’s date and shIft code. 6.0 Testing. A test after installation of either low pressure air (Uni-B-6) or a water infiltration-exfiltration test is recommended. 7.0 Deflection Test. The maximum allowable pipe fitting deflection should be 7 ½% of base ID as shown in table X1.1 of D 3034, and X2.1 of F 679. 8.0 Backfilling and Tamping. Backfilling should follow closely after assembly of pipe and fittings. 8.1 Backfilling. with proper material is important to achieve desired density in haunching area which enables pipe, fitting and soil to work together to meet designed load requirements. This eliminates excess deflection and shear breaks due to heavy loads. Approved material shall be used properly, compacted continuously above and around the pipe and fittings as well as between fitting and trench wall. A cushion of approved material up to a minimum of 12” (305mm) over the fittings and between the trench walls shall be applied in accordance with the engineers’ specifications. 8.2 Tamping. This shall be done by hand tamping of the embedment material between the trench wall of the service line fitting and riser connection. Tamping can also be done by mechanical tampers or by using water to consolidate the embedment material. Extreme unstable ground conditions may require wider trenches to enable you to compact a larger area around the pipe and fittings to the density consistent of the original ground surface conditions. 9.0 Service Lines. Normally, service lines from the property line to the collection sewer should be a minimum depth of 3 feet (1 meter) at the property line and should be laid in straight alignment and uniform slope of not less than ¼” per foot (20.8mm/meter) for 4” (100mm) nominal pipe and 1/8” (10.4mm/meter) per foot for 6” (150mm) pipe. Where collection sewers are deeper than 7 feet (2 meters) a vertical standpipe or stack is permitted but not recommended, consult the project engineer for proper installation details. Deep sewer chimney and risers necessitate extreme care during backfilling. Where surface loading is anticipated the final backfill must be compacted to a density compatible with those surface loads to be encountered. 9.1 Backfilling around pipe service laterals on slope. Extra attention should be given on slopes to prevent the newly backfilled trench from becoming a “French Drain”. Before backfilling completely there is a tendency for ground and surface water to follow the direction of the looser soil. This flow may wash out soil from under or around pipe and branch line fittings, reducing or eliminating the support needed. To avoid this problem the backfilling should be of greater compaction. Tamping should be done in 4” (100mm) layers and continued in this manner all the way up to the ground or surface line of the trench. Concrete collars or other concrete poured around the fitting to stabilize unwanted movement is recommended to prevent water from undercutting the underside of the pipe and fittings. Summary: Due to various ground conditions and different situations, installation techniques vary widely. We warranty our products to be free of manufacturer’s defects. We will not replace the products that are installed or used incorrectly. The design of the systems that our product is used in is a factor that cannot be overlooked. 811 1 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER SDR35 PIPE 1 PAGE WATER BALL DRIP VALVE 1 PAGE WATER HD Fowler Company Submittal - RO2B14387C 82790 SADDLE / STRAPS 3 PAGES April 4, 2016 ROMAC INDUSTRIES, INC. . @ 1;;33;?;;‘j,§‘;i?;‘;,,, Double Strap Servlce Saddles Certifiedto Certifiedto NSF/ANSI6i—G NSF/ANSI6i—G _'- Style 2o2u stge 202NU Style 202s Style 202NS Painted Saddle Nylon _ oated Saddle Painted Saddle Nylon Coated Saddle With U-|30|’IS With U-|30|’I$ with Stainless Steel Straps with Stainless Steel Straps 1/2" l.P, 3/4" & 1" l.P. or C.C. TAP 1 1/4" — 1 1/2" — 2" l.P. or C.C. TAP (2 1/2" IP ONLY) NOMINAL O'D' APPROX. PIPE SIZE R'j\',§('§E 2o2u 2o2|\|u 31$ 202s 202NS 31$ 2o2u 2o2|\|u 31$ 202s 202NS 81$ WEifi)l:l;ea. 2.38 2.50‘ 1Lo 3.5# 3.502 5.0# 3.45 4.05Z3 5.0# 4.00 - 4.50 7.5 # 4.50 - 4.80 7.5 # 4.50 - 5.403 7.5# 6.00 - 6.63 9.0 # 6.63 - 6.90 9.0 # 6.63 7.603 9 0# 8.00 - 8.63 ‘0.0# 8.63 - 9.05 0.0# 8.63 9.803 ‘0.0# 1 0" ‘0.0' -‘1.10 ‘1.5# *1.1-:- ‘2.123 ‘1.5# ‘2.0' - ‘3.20 "2.5# ‘3.2' - ‘4.38 3 oo-|>-|>-is-is-|>-|>ovovovo~|o1o-loooog; oo-|>-|>-is-|>-|>-|>owc»ovo~|o1o1ooooE§ ‘2.5# ‘5.3' - ‘6.80 ‘5.3# 1 6" ‘7.4' - ‘8.90 ‘6.0# 1 8" ‘9.5' -21.10 ‘8.0# 20" 21.11 - 22.70 20.0# 22" 22.71 - 24.30 POA POA 21.0# 24" 24.31 - 25.90 23.0 # 26" 25.71 - 27.30 24.0 # 28" 27.31 - 28.90 24.5 # 30" 28.9' - 30.50 25.0 # 30.51 - 32.10 OOOOOOOOOJOJOOOOOO-l>-l>-l>O3CD-l>-l>-l>O‘lCJ‘lO‘lO3CDCDO0O0 cooooooooooaoooooo-|>-|>-|>owov-|>-|>-|>o~|o1o~|ovowovoooo3 26.0 # Prices and weights shown are per saddle. Manufacturer Recommendations: For PVC applications select the saddle with the top of range number that is closest 1 202 - 2.50 can accommodate up to 1 1/2" l.P. to the diameter of the pipe. and 1 1/4" C.C. Service saddles with U-Bolts are not recommended for use on PVC pipe. 2 202 for 3" nominal size can accommodate up to 2" l.P. and 1 1/2" C.C. For Copper pipe, Romac recommends single strap saddles which should be pre- formed at the factory, or see pg. 4-6 for 304/306 stainless steel saddles. 3 Not recommended for iron pipe size To Order: Add tap size to the upper range of the saddle. PVC or ductile iron size PVC (C-900). When ordering for PVC pipe, _ UPPER TAP TYPE Specify O.D. (D.l. or IPS) STYLE RANGE SIZE THREAD Example: Painted Saddle with U-Bolt: 1202 — 7.60 x 3/4" lPi Stainless Steel Strap—add letter "S": i202S — 7.60 x3/4" lPi Nylon Saddle—add designation "NU": 202NU — 7.60 x 3/4" lPi Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) HD Fowler Company Submittal - ROUBS1438 82790 ROMAC INDUSTRIES, INC. STYLE 101NS & 202NS SERVICE SADDLE SUBMITTAL INFORMATION MATERIALS Casting The saddle body is cast from ductile (nodular) iron, meeting or exceeding ASTM A 536, Grade 65-45-12. Gasket Gasket is made from Nitrile Butadiene Rubber (NBR) compounded for water and sewer service and a tolerance of petroleum products in accordance with ASTM D 2000 MBC 610 and NSF 61 Certified. Other compounds available for special applications. Straps Type 304 (18-8) heavy gauge Stainless Steel per ASTM A 240. Straps are two inches wide to spread out clamping forces on the pipe. GMAW and GTAW welds. Passivated for corrosion resistance. Bolts, Nuts For sizes 1-1/2" through 3", 1/2" UNC roll thread Type 304 (18-8) Stainless Steel bolts with heavy hex nuts. 4" and above use 5/8" UNC roll thread Type 304 (18-8) Stainless Steel bolts with heavy hex nuts. Rod for bolts are per ASTM A 240 and nuts are per ASTM A 194. All welds fully passivated for enhanced corrosion resistance. Nuts coated to prevent galling. Washers Flat, type 304 (18-8) heavy gauge Stainless Steel. Coating Casting is coated with fusion bonded black nylon, 10-12 mils thick, with a dielectric strength of 1,000 v/mil and NSF 61 Certified. PRESSURE RATING Ductile iron, cast iron and steel pipe: rating of pipe up to 350 psi maximum, on pipe sizes up through 24 inch, larger than 24 inch up to 30 inch pressure rating is 150 psi. PVC, asbestos cement and other pipe: up to the maximum rating of the pipe. For other applications please consult your representative. AWWA STANDARDS These service saddles meet the requirements of ANSI/AWWA C800, Underground Service Line Valves and Fittings. SIZES AND RANGES See Catalog. This information is based on the best data available at the date printed above, please check with Romac Engineering Department for any updates or changes. HD Fowler Company Submittal - ROUBS1438 82790 ROMAC INDUSTRIES, INC. STYLE 101S & 202S SERVICE SADDLE SUBMITTAL INFORMATION MATERIALS Casting The saddle body is cast from ductile (nodular) iron, meeting or exceeding ASTM A 536, Grade 65-45-12. Gasket Gasket is made from Nitrile Butadiene Rubber (NBR) compounded for water and sewer service and a tolerance of petroleum products in accordance with ASTM D 2000 MBC 610 and NSF 61 Certified. Other compounds available for special applications. Straps Type 304 (18-8) heavy gauge Stainless Steel per ASTM A 240. Straps are two inches wide to spread out clamping forces on the pipe. GMAW and GTAW welds. Passivated for corrosion resistance. Bolts, Nuts For sizes 1-1/2" through 3", 1/2" UNC roll thread Type 304 (18-8) Stainless Steel bolts with heavy hex nuts. 4" and above use 5/8" UNC roll thread Type 304 (18-8) Stainless Steel bolts with heavy hex nuts. Rod for bolts are per ASTM A 240 and nuts are per ASTM A 194. All welds fully passivated for enhanced corrosion resistance. Nuts coated to prevent galling. Washers Flat, type 304 (18-8) heavy gauge Stainless Steel. Coatings Shop coat applied to cast parts for corrosion protection in transit. PRESSURE RATING Ductile iron, cast iron and steel pipe: rating of pipe up to 350 psi maximum, on pipe sizes up through 24 inch, larger than 24 inch up to 30 inch pressure rating is 150 psi. PVC, asbestos cement and other pipe: up to the maximum rating of the pipe. For other applications please consult your representative. AWWA STANDARDS These service saddles meet the requirements of ANSI/AWWA C800, Underground Service Line Valves and Fittings. SIZES AND RANGES See catalog, sizes up through 32.10. This information is based on the best data available at the date printed above, please check with Romac Engineering Department for any updates or changes. Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER HD Fowler Company Submittal - FOFB10007QNL 70790 BRASS SERVICE MATERIAL 7 PAGES J.-1-._________-tk suBMITTA1. IN F0RMATI0N .- - _.r .;.-"I '15:‘-:1-. "5‘I.-FA‘— Ballcorp Corporation Stops - (FB1000-xx-Q-NL style) -"":::;-{:7-':_ |AWWAfCC TAPER THREAD INLET BY QUICK JOINT FOR COPPER CIR PLASTIC TUBING (CTS) OUTLET l EPDM 0-ring Molded EPDM rubberseatwith Solid onepiecetee-head and stem reinforcing ring Supports the ban _ _ Molded NBR {Edna-N) Dual EPDM O-rings ll‘!thestem _ isspring- tip- gasketprovi-des hydraulicseal rwvvverccThreads ':. "~— __ __d/_,_/-QuickJoint Nut ifStainlessStool GripperFting T .‘”i_r.’F av‘? Inlet | I Outlet I | 1 .. .1’ I .,_.,,._,.,_i_v J it? = ‘ll \ E "'"-Body OutletThreads Externfli Nut Length I Fluorocarbon-coated brass ball Duetodesignvariations related to sizing, itemsmaydifferfrom imagesabove. VA|_vE INLET Du"r|_ET VALVE BoovDUTLET APPRDI. PART if SUBMITTED S|zE Size Size LENGTH THREADS WT. Las NUMBER lTEM{s) 3:’-4“ 31'4" so" _ 4-‘iEH64" 3i'4" Flare Copper ‘I.6 FB‘iOClD—3-D-NL 1" 1ll 1" _ E 4—31l'64" _ i" Flare Copper 2.6 _ FBTCICiD—4—Q-NL 1" 1ll 1-114" 4-5i'1Ei" 1-11'4" SpecialThread 3.4 FB1UDEI-45-C1-NL 1-1:4" 1-1i-4" 1-1i4" ' 5-21F32" 1-11'4"SpecialThread 4.3 FB1UIOD-5-Ci-NL 1-1i2" 1-1.12" 1-1.12" 5-45l'64" 1-1!?" SpecialThread 5.4 FB‘iGDU-6-Q-NL 2" 2" 2" ?—'1f1Ei" 2"SpecialThread 8.2 FB1UUU—?—Q-NL Note: Fordrecommends using insertstiffenerswithplasticpipeortubing. FEATURES - All brass that comes in contact with potable water conforms to AWWA Standard C800 (ASTM B584, UNS C89833) 1 The product has the letters “l\|L" cast into the main body for lead-free identification - Certified to NSFIANSI Standard 61 and NSF/ANSI Standard 372 where applicable - Brass components that do not come in contact with potable water conform to AWWA Standard C800 (ASTM B62 and ASTM B584, UNS (383600, 85-5-5-5) - Ends are integral or secured with adhesive to prevent unintentional dis.-assembly 1 300 PSI working pressure The Ford lvteter Box Company considersthe information in this submittal form to be correctat the timeofpublication. Item and option availability including specifications, are subjecttochangewithout notice. Pleaseverifythatyourproductinformation iscurrent. Ourstandard warrantyapplies. The Ford Meter Box Company, Inc. 5-‘b'“‘_t_ted.BY‘ F-'".tIJ. Eloi-1: 443, Wabash, Indiana U.S.A. 4sss2-0443 Phone: zsb-ass-s1r1 i Fax: BOD-B26-348? Overseas Fair: 260-563-U167 www.fordmeterboic.com 95113129 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) HD Fowler Company Submittal - FOC8477QNL 70790 SUBMITTAL INFORMATION Quick Joint Coupling - (C84-xx-Q-NL style) I MALE IRON PIPE THREAD BY QUICK JOINT FOR COPPER CIR PLASTIC TUBING (CTSI lvlaie iron Pipe Threads External Nut Stop lvlolded Spring Tip Stain ess Steel Gripper Quick Joint Nut Gasket Provides Hydraulic Seal ~w."-nu ~. v‘-.- as '" 1' v ' . ' ' ,' .x.I"'.,_".,_H“~._"-‘\I~.\\.:“*\__‘_.\“w..-~t-R "~ wt ax‘Kai 1'._ H"\-x“\~_ "" _‘ '5‘ _.'I - I x \ _ I-."'..:.'.=. I _ 1'". I _"'--H f i; a;?“;-. 4" I iron Pipe Size Quick Joint Size l _-/.___. _’___ ',_'__-____ _’__ .-' __"' ".»'_|,-"":"' _.- " I ! _.- .-“ifP‘ -, - .-' ~";,;/"»"/?',*H-{vi-*_. .. - ...- _- _ ._ I as .v):'_,I",r {P -;II_'.-"":_"'.-"r.- _"'.-"r." -‘..-"'!_.' _' ___"'__ .-' I '\- II __ ,.»x.»__.- F -I--_:-I".-_'!i-'_:_'/,.-I’.-I,»-'___’__, .- E__ _.___ ...r..-t~H._ _‘ I‘ck»__\___», , -x. - . "'-_- .'- ._ '-."“" -I “ "-'-._"""~\.\:\-I xi?‘- E ~41‘-.‘ kxukx-..2\-{R '\-. K ;_‘-. -. * Length 4| Dasca PTIDH i LENGTH Ai=i=-Rex. PART J SUBMITTED MALE IRON PIPE t1.J. FDR CTS WT. Las L NUMBER I-rsivi(s) 1J2“ 112" IIPII-I 2" 5 | CB4-‘i1-Q-N r 3i‘4“ 1i'2" P1. 2-N32" .5 I CB4-31-Q-NE .l'I 2-1i4" to CB4-32-Q-N 31’-4“ 5i'El" S- 3f4" 3i'4" 2-‘IF4" on C84-33-C1-N 3!-4-“ ‘I" .l'I.1. 2-3i8" '--i CB4-34-Q-N 1|- ‘I" 314" 2-19f32" '-vi C84-43-E1-N 1" ‘|" 2-EH16" . I. C84-44-Q-N B I .i-. I _i.-L 1-1:2" 2-ens" 1.5 CB4-46-Q-NJ- l il- I -.11» —l"-I—i. -E ‘l-1f4" . 2-5."El" 1.4 C84-55Q-NS- _ allL_"'l—i.I‘-E __ ‘l-112" P! I"oz-- fli cs4-as-o-iv_@ _ I"-1'_1 __ _2" , 3-1i4“ 2.3 , C.34.'.77'.":I.'.I'.*I A-I- Note: Ford recommends insert stffeners when using plastic pipe ortubing FEATURES - All brass that comes in contact with potable water conforms to AWWA Standard C800 (ASTM ass-4, urvs csssssi - The product has the letters “NL” cast into the main body for lead-free identification - Certified to NSF/ANSI Standard 61 and NSFIANSI Standard 372 where applicable - Brass components that do not come in contact with potable water conform to AWWA Standard C800 (ASTM B62 and ASTM B584, UNS C836D0, 85-5-5-5) - Body design provides octagonal wrench flats for proper installation The Ford Meter Box Company considers the information in this submittal form to be correct at the time of publication item and option availability including specifications. are subiect to change without notice. Please verify that your product information is current The Ford Meter Box Company, Inc. submitted B?‘ PD. So): 443, Wabash, Indiana USA. 46992-0443 Phone: 260-563-31?1 ii Fa:-:1 SDI]-B26-348? Overseas Fa:-t: 260-563-U16? wwwfordmeterboi-Loom gg;24,i13 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) HD Fowler Company Submittal - FOFB10004QNL 70790 SUBMITTAL INFORMATION Ballcorp Corporation Stops - (FB1000-xx-Q-NL style) AWWA/CC TAPER THREAD INLET BY QUICK JOINT FOR COPPER OR PLASTIC TUBING (CTS) OUTLET External Nut Stop EPDM O-ring Solid one piece tee-head and stem Molded EPDM rubber seat with reinforcing ring supports the ball Dual EPDM O-rings in the stem Body Outlet Threads AWWA/CC Threads Quick Joint Nut Stainless Steel Gripper Inlet Outlet Molded Buna-N Spring Tip Gasket provides Hydraulic Seal External Nut Stop Length Fluorocarbon-coated brass ball Image shown above is an FB1000-4-Q-NL. VALVE BODY OUTLET APPROX. PART SUBMITTED VALVE SIZE INLET SIZE OUTLET SIZE LENGTH THREADS WT. LBS NUMBER ITEM(S) 3/4" 3/4" 3/4" 4-19/64" 3/4" Flare Copper 1.6 FB1000-3-Q-NL 1" 1" 1" 4-31/64" 1" Flare Copper 2.6 FB1000-4-Q-NL 1" 1" 1-1/4" 4-5/16" 1-1/4" Special Thread 3.4 *FB1000-45-Q-NL 1-1/4" 1-1/4" 1-1/4" 5-21/32" 1-1/4" Special Thread 4.3 *FB1000-5-Q-NL 1-1/2" 1-1/2" 1-1/2" 5-45/64" 1-1/2" Special Thread 5.4 FB1000-6-Q-NL 2" 2" 2" 7-1/16" 2" Special Thread 8.2 FB1000-7-Q-NL Note: Ford recommends using insert stiffeners with plastic pipe or tubing. * 1-1/4" Quick Joint has EPDM spring tip gasket. FEATURES • All brass that comes in contact with potable water conforms to AWWA Standard C800 (ASTM B584, UNS C89833) • The product has the letters “NL” cast into the main body for lead-free identification • Certified to NSF/ANSI Standard 61 and NSF/ANSI Standard 372 where applicable • Brass components that do not come in contact with potable water conform to AWWA Standard C800 (ASTM B62 and ASTM B584, UNS C83600, 85-5-5-5) • Ends are integral or secured with adhesive to prevent unintentional disassembly • 300 PSI working pressure The Ford Meter Box Company considers the information in this submittal form to be correct at the time of publication. Item and option availability, including specifications, are subject to change without notice. Please verify that your product information is current. The Ford Meter Box Company, Inc. Submitted By: P.O. Box 443, Wabash, Indiana U.S.A. 46992-0443 Phone: 260-563-3171 / Fax: 800-826-3487 Overseas Fax: 260-563-0167 www.fordmeterbox.com 03/30/16 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) HD Fowler Company Submittal - FOBA43444WQNL 70790 SUBMITTAL INFORMATION Angle Ball Meter Valves - (BA43-444W-Q-NL style) QUICK JOINT FOR COPPER OR PLASTIC TUBING (CTS) INLET BY METER SWIVEL NUT OUTLET Solid one piece tee-head and stem Sturdy stops allow 90° motion and A snap ring locks the stem into the body are enclosed and protected of the valve Padlock Wing for locking valve Bronze Snap Ring in closed position Meter Swivel Nut Dual EPDM O-rings in the stem Meter Coupling Threads Fluorocarbon-coated brass ball Outlet Molded EPDM rubber seats with reinforcing ring support the ball Height External Nut Stop Quick Joint Nut Molded Buna-N Spring Tip Gasket provides Hydraulic Seal Stainless steel Gripper Inlet Length SERVICE LINE METER SIZE APPROX. PART SUBMITTED VALVE SIZE LENGTH HEIGHT SIZE INLET OUTLET WT. LBS NUMBER ITEM(S) 1" 1" 1" 2-43/64" 2-29/64" 3.7 BA43-444W-Q-NL Note: Ford recommends using insert stiffeners with plastic pipe or tubing. FEATURES • All brass that comes in contact with potable water conforms to AWWA Standard C800 (ASTM B584, UNS C89833) • The product has the letters “NL” cast into the main body for lead-free identification • Certified to NSF/ANSI Standard 61 and NSF/ANSI Standard 372 where applicable • Brass components that do not come in contact with potable water conform to AWWA Standard C800 (ASTM B62 and ASTM B584, UNS C83600, 85-5-5-5) • Ends are integral or secured with adhesive to prevent unintentional disassembly • Hole for attaching handle is provided in tee-head • 300 PSI working pressure • Padlock Wing for locking valve in closed position • Conforms to AWWA C700 for Meter threads • Meter nut drilled for seal wire Note: Recommended for inlet side shut-off. Optional full 360° tee-head rotation. Add “R” to end of part number. The Ford Meter Box Company considers the information in this submittal form to be correct at the time of publication. Item and option availability, including specifications, are subject to change without notice. Please verify that your product information is current. The Ford Meter Box Company, Inc. Submitted By: P.O. Box 443, Wabash, Indiana U.S.A. 46992-0443 Phone: 260-563-3171 / Fax: 800-826-3487 Overseas Fax: 260-563-0167 www.fordmeterbox.com 05/16/14 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) HD Fowler Company Submittal - FOHA31444NL 70790 SUBMITTAL INFORMATION H Angle Single Check Valve - (HA31-xxx-NL style) METER SWIVEL NUT INLET BY FEMALE IRON PIPE THREAD OUTLET Meier 5WivE*| Nut PoppetAssembly Brass Valve Body Meter Coupling Thread ZZZIEPDM Rubber Poppa A,-3,335 gap -i. -i. EPDM Rubber Meter Gasket _\_ . I 1'1" __—_—_%_"‘-—-_-_,______ 1.15is I"P.-"' I 'l- I'l- ‘ ‘- 'i| ______ .fl. H’ 'l--. '- ;'-iii;,fII-_..-oi‘"'‘F 55:‘stie-"-’.-*':-:=-"..-' O I ~ - t $1 "-.\\-. -. ,_ mt‘m-._'-._____‘-.~'\- 'i|"-._ ‘I Inlet A "ft. T"'=i + i ____I "-.\...§'.-".-"'..-"'..§'.-".-"/,]I“,.-",.-",.-’_,|r-E ~_| ' 'TT'"'r '1 ' 2 H in J‘.'355-"'I>§’{_ Ix.___ H"._ . ta 1.‘fieI1' _ I-I -.1 EPDM Ci-Ring -i. -i. -i. ~ —- Female Iron Pipe Thread TI 7‘ _| ~e— Length —€—I-i Drilled for Seal Wire Outlet VALVE Size METER INLET S|zE DuTLET S|zE LENGTH HEIGHT AFPRWL PART ‘II SUBMITTED WT. _Las Nunsaan lTE|u|(s) __ __ __ _ __ _ __ " ‘I—5l'B" fl-518" 1.2 HA31-313-NL 5l'B Jt3l'4 St 314' " 1-5l'B" ‘I-5fB" 1.3 HA31-323-NL 1-W8" I ‘I-WE" 1.6 I HA31-444-NL FEATURES All brass that comes in contact with potable water conforms to AWWA Standard C800 (ASTM e584, uus cssess) The product has the letters “NL" cast into the main body for lead-free identification Certified to NSFIANSI Standard 61 and NSF/ANSI Standard 372 where applicable Brass components that do not come in contact with potable water conform to AWWA Standard C800 (ASTM B62 and ASTM B584, UNS CBSBOO, 85-5-5-5) In-line accessible for quick inspection and replacement of internal working parts without removing the valve from the service line. Replacement kits are available 175 PSI maximum working water pressure 180 degree Fahrenheit maximum constant temperature Conforms to AWWA C700 for meter threads The Ford Meter Elox Company considers the information in this submittal form to be correct at the time of publication. item and option avaiiabrlitv including specifications, are subject to change without notice. Please verify that your product information is current. The Ford Meter Box Company, Inc. Submitted B1" |==.o. Box 443, Wabash, Indiana U.S.A. 4sss2-0443 Phone: 260-563-3‘l?1 r’ Fax? SUD-825-348? Overseas Fart: 260-563-0167 www.fordmeterbo:it.com 99.-i2.311.'5lI Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) HD Fowler Company Submittal - FOV95147-01NL 70790 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) HD Fowler Company Submittal - FOIDLER7NL 70790 SUBMITTAL INFORMATION ‘Z3 ti: I REPLACES FLANGE METERS 1-1l'2" THROUGH 2" l Meter Flange Both Ends — I Lead-Free __.-——~"""'__ Solderdoints ——__"'“-—/ 1 in ---- - ---- - -------- - -- - -- - .' -- S‘ ..--..__. .,,... nu. 'll|'l|’.. -.4 .-.. .- _ .__,_..-.......-__...._-..-..-...--...-.,..__...-_.._...-..-..... ..-...-.-.....,-...c...-..-v-\.-| _ ._.._ ¢ _____i_ I Type K/ _ Copper " Length " "-1* DESCRIPTION __ LENGTH A|=|=-nos. PART J Sueuin-reo RenutcesMaren WT. Les Humeen lTen|{s) '1-H2" 13" 720 IDLER-6-NL 2" 17" 113.5 IDLER-T-NL FEATURES - All brass that comes in contact with potable water conforms to AWWA Standard C800 (ASTM B584, UNS (389833) - The product has the letters “NL” cast into the main body for lead-free identification - Brass components that do not come in contact with potable water conform to AWWA Standard C800 (ASTM B62 and ASTM B584, UNS 083600, 85-5-5-5) - Conforms to AWWA C700 for meter threads - (2) Drop-in EPDM gaskets included The Ford MeterBo:-r Companyconsidersthe information in this submittal formto be correctatthetime ofpublication. Item and option availability, including specifications. aresubjecttochangewithoutnotice. Please verifythatyourproductinformation iscurrent. The Ford Meter Box Company, Inc. Submltted BY‘ P.O. Box443, Wabash, Indiana U.S.A. 46992-0443 Phone: 260-553-3171 I Fax: 800-B26-3487 Overseas Fax: 260-563-O16? www.fordmeterbo>r.com [)4gg3,11g Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER HD Fowler Company Submittal - FO4PVC 83770 METER IDLER 1 PAGE o>a!< uo- t>z!4 OC-m rn-o A-E:I GOm<> -EO Z* O- -N--Z 6>O A -D !< <o!o> -zn>6 otr -u OO'.-@O -=- n z-r>o --ZZ- m oorcz -m -I> --l =zq>< >6 Om <mH:Q a) o<-E@ ZOO-< DZ <=<o> z o>> z -<-€ Om-o I O<* -<z!@ m- 4-OZa C) 662<-- -- - m o<- o z> x qZ-O <o@r nc C* 6 o@ < ^z oo z- o 0 ! a O -l s-lw,# B," o 3 = > : :' @ D : m n tt) m a) 1 I _D a -r' B(a O X 3Tl z. O-z o -Pm 1 (t) <)a :T> o rL .q iu co ll ;: vl co T >o O (Jl ; < I o c) -< z - '2.;> o { H-o -E l=-c) *?--l c! .. lc _^n 33H U'' 222- <a -u G) rrl ?? @ ;; c) O (n FdP r.l Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) WATER HD Fowler Company Submittal - TFHB200 72857 HOT BOX 2 PAGES HD Fowler Company Submittal - TFHB200 72857 Powered by TCPDF (www.tcpdf.org) Powered by TCPDF (www.tcpdf.org) 4/22/2022 Mckee Enterprises Gateway Business Park Blldg "F" Type 1 Catch Basin -- WSDOT B-5.20-02 / ASTM C913 48" Pre-Cast Manhole -- WSDOT B-15.20-01 / ASTM C478 (AASHTO M199) 48" Type II Catch Basin -- WSDOT B-10.20-02 / ASTM C478 (AASHTO M199) 54" Type II Catch Basin -- WSDOT B-10.20-02 / ASTM C478 (AASHTO M199) Grade Adjusting Ring -- WSDOT B-30.90-02 / ASTM C478 Risers Kor-N-Seal Boots -- ASTM 923 Bestseal Gasket -- per specifications Bestfitt Gasket Co . drogers 1618 East Main Puyallup, Washington 98372 Phone: 253.848.1551 Fax: 253.845.0292 www.shopeconcrete.com Call Toll Free 1.800.422.7560 Email: support@shopeconcrete.com Lane Polypropylene Ladder -- WSDOT B-30.90-02 / Ladder ASTM C497 Lane Polypropylene Ladder C -- per Lane International Corporation Lane Polypropylene Step/HH -- WSDOT B-30.90-02 / Steps ASTM C478 Lane Polypropylene Step/HH Cert -- per Lane International Corporation . . . . . . . . . . . . . . . . . . . . . . 1618 East Main Puyallup, Washington 98372 Phone: 253.848.1551 Fax: 253.845.0292 www.shopeconcrete.com Call Toll Free 1.800.422.7560 Email: support@shopeconcrete.com Specifications of Materials and Compliance Mckee Enterprises Customer Name:___________________________________________ Gateway Business Park Blldg "F" Job Name: _______________________________________________ 4/22/2022 Date: _____________ This document specifies a list of materials and compliance requirements for all products manufactured by Shope Concrete. Items: Conforming ASTM Std: Supplier: Cements Portland Cement – Type I, II, C150-07, AASHTO M-85 Cal Portland Ash Grove Cement LaFarge Aggregates Building Sand #8725 [dry cast & wet cast] C33 Cal Portland 3/8” crushed #8840 [dry cast] C33 Cal Portland 3/8” round #8490 [wet cast] C33 Cal Portland Building Sand [dry cast & wet cast] C33 Washington Rock 3/8” round pea gravel [wet cast] C33 Washington Rock 3/8” crushed [dry cast] C33 Washington Rock 3/8” round pea gravel [wet cast] C33 Miles Sand & Gravel Reinforcement & Steps Reinforcing Rebar A615, GR60 Cascade Steel & Nucor Reinforcing Mesh A-185, A1064 Davis Wire Corp. Tree Island Wire USA, Inc. Polypropylene Ladders / Steps D-4101 Lane International Admixtures Sikaplast 500 [dry cast] ASTM C-494, Types A, F Sika Corp. SikaSet NC [dry cast & wet cast] ASTM C-494, Types A, F Sika Corp. ViscoCrete 2100 [wet cast] ASTM C-494, Types A, F Sika Corp. Rapid 1 [wet cast] ASTM C-494; Types A,F Sika Corp. Sika PL-100 [dry cast] ASTM C-494; Types A,F Sika Corp. Additional information All manufactured products listed in our catalog constructed in accordance to ASTM and AASHTO Standards Product will not be shipped until 2500 psi is met or exceeded, and 4000 psi for all WSDOT Projects Concrete pipe will not ship until 5000 psi is met or exceeded. Shope Concrete is an approved listed supplier [QPL LIST] for WS-DOT and meets or exceeds all WS-DOT Standards All products meet or exceed Seattle & Tacoma Standard Plans _________________________________ Quality Control 1618 East Main Puyallup, Washington 98372 Phone: 253-848-1551 Fax: 253-845-0292 2", 4", 12" or 24" Type I Profile View 2" 3" 3" 20" 20" 44" 21" 21" 4" 4" 4" Note: drawings not to scale Standard Grate. See details below Note: drawings not to scale Solid Lid. See details below. Ring Reinforcing Meets ASTM / WSDOT specifications #3 Rebar hoop Step Cut Outs 4 inch and 6 inch have step cut outs for easy installation of steps Note: drawings not to scale Note: drawings not to scale Shope Concrete 1618 E. Main Ave Puyallup, WA 98372 January 1, 202 CERTIFICATE OF COMPLIANCE This is to certify that the HCC GASKETS manufactured by BestFitt Products LLC., Puyallup, Washington, meet or exceed the Specification requirements of ASTM C 361 and ASTM C 443 for standard rubber gaskets, ASTM C 1619, Class A and C for rubber gaskets, CSA A257.3-03, and AASHTO M-198, Type A for rubber gaskets. Gasket Specifications: 48”MH Gaskets,138.5” mcl, 997 cc 54”MH Gaskets,176” mcl 1267 cc 60”MH Gaskets, 193.0” mcl 1389 cc 72”MH Gaskets, 211” mcl 1579 cc 84”MH Gaskets,1.0625 Dia, 218.0” mcl, 3167 cc 96”MH Gaskets, 275.1” mcl, 2338 cc This certification does not guarantee any field application or testing performance criteria. These criteria are controlled by product dimensions and tolerances, as well as field installation conditions and techniques, which are outside of the control of the manufacturer. Sincerely, BestFitt Products LLC Jack Curry Manager HAND HOLD Bright Red Reflectors Hand Hold Step SPECIFICATIONS All Lane Poly Steps meet the requirements of ASTM C-478 and AASHTO M-199. The polypropylene conforms to ASTM D-4101. The ½” Grade 60 reinforcing bar meets ASTM A-615. LANE POLYPROPYLENE MANHOLE STEPS P.O. Box 925 10758 S.W. Manhasset Dr. Tualatin, OR 97062 503-692-9860 800-666-0076 Fax 503-692-9863 www.laneinternational.com r·~/NTERNA770NAL"'I~ CORPORATION CERTIFICATE OF COMPLIANCE All of the LANE PLASTIC HAND HOLD STEPS made of polypropylene conform to ASTM D4101-82. (The previous standard of ASTM 2146-82 was replaced by D4101-82.) The 112"reinforcing rod conforms to ASTM A-615 Grade 60 requirements and is of domestic origin. They meet and/or exceed ASTM C478-88 paragraph 13.4, AASHTO M- 199, C497, SSPWC Standard Plan 636 and California Code of Regulations Title 8, General Industrial Safety Orders. The LANE PLASTIC MANHOLE STEPS meet and/or exceed the 1,500 lbs. pullout force and the vertical deflection of 800 lbs. when properly installed. All of the components are of domestic origin and all manufacturing is done in our plant in Tualatin, Oregon. These manhole steps are of U.S. origin and comply with the ARRA Act of2009. We also certify that the reinforcing steel provided in our LANE PLASTIC HAND HOLD STEPS is in full compliance with the American Iron and Steel requirements as mandated in the EPA's State Revolving Fund Programs, specifically the Consolidated Appropriations Act of2014, Section 436. Lane International Corp. '~~'g' OFFICIAL STAMP •. \ SHERrl LEE DUYAO \., ".I NOTARY PUBUC.OREGON I , COMMISSION NO. 954359 MY COMMISSION EXPIRES SEPTEMBER 11, 2020 Mailing Address: P.O. Box 925 • Tualatin, OR 97062 Street Address: 10758 S.W. Manhasset Dr. Tualatin, OR 97062 Phone: 503-692-9860 • 800-666-0076 • Fax: 503-692-9863 • www.laneinternational.com P-14938 Bright Red Reflectors SPECIFICATIONS All Lane Poly Steps meet the requirements of ASTM C-478 and AASHTO M-199. The polypropylene conforms to ASTM D- 4101. The ½” Grade 60 reinforcing bar meets ASTM A-615. LANE POLYPROPYLENE MANHOLE STEPS P.O. Box 925 10758 S.W. Manhasset Dr. Tualatin, OR 97062 503-692-9860 800-666-0076 Fax 503-692-9863 www.laneinternational.com Ir·~/NTERNA170NAL ""~ CORPORATION CERTIFICATE OF COMPLIANCE All of the LANE PLASTIC MANHOLE STEPS made of polypropylene conform to ASTM D41 01-82. (The previous standard of ASTM 2146-82 was replaced by D41 01-82.) The 1/2" reinforcing rod conforms to ASTM A-615 Grade 60 requirements and is of domestic origin. They meet and/or exceed ASTM C478-88 paragraph 13.4, AASHTO M- 199, C497, SSPWC Standard Plan 636 and California Code of Regulations Title 8, General Industrial Safety Orders. The LANE PLASTIC MANHOLE STEPS meet and/or exceed the 1,500 lbs. pullout force and the vertical deflection of 800 lbs. when properly installed. All of the components are of domestic origin and all manufacturing is done in our plant in Tualatin, Oregon. These manhole steps are of U.S. origin and comply with the ARRA Act of2009. We also certify that the reinforcing steel provided in our LANE PLASTIC MANHOLE STEPS is in full compliance with the American Iron and Steel requirements as mandated in the EPA's State Revolving Fund Programs, specifically the Consolidated Appropriations Act of2014, Section 436. Lane International Corp. OFFICIAL STAMP ~ ., SHEFU LEE DUYAO I)'I NOTARY PUBUC.OREGON ~... }~ COMMI:)SION NO. 954359 MY COMMISSION EXPIRES SEPTEMBER 11, 2020 Mailing Address: P.O. Box 925 • Tualatin, OR 97062 Street Address: 10758 S.W. Manhasset Dr. Tualatin, OR 97062 Phone: 503-692-9860 • 800-666-0076 • Fax: 503-692-9863 • www.laneinternational.com WALL FASTENING 4 STEP POLY LADDER All Lane Poly Ladders meet the requirements of ASTM C-478, A-615, P.O. Box 925 503-692-9860 D4101, and AASHTO M-199 10758 SW Manhasset Dr. 800-666-0076 Tualatin, OR 97062 Fax 503-692-9863 www.laneinternational.com Ir·~/NTERNA770NAL"'I~ CORPORATION CERTIFICATE OF COMPL.IANCE All LANE POLYPROPYLENE LADDERS are made of polypropylene that conforms to ASTM D4101-82. (The previous standard of ASTM 2146-82 was replaced by D4101-82.) The 1/2" reinforcing rod conforms to ASTM A-615 requirements. The 9116" smooth round bar conforms to ASTM-36 requirements. The ladder meets all ASTM C-497, C- 478, AASHTO M-199 and WISHA requirements. All of the components are of domestic origin and all manufacturing is done in our plant in Tualatin, Oregon. These Lane Polypropylene Ladders are of U.S. origin and comply with the ARRA Act of 2009. Lane International Corp. 4Rl::~Vice President J ary 8,2020 OFFII::IAL STAMP SHERI LEE DUYAO NOTARY PUBUC-oREGON COMMISSION NO. 954359 MY COMMISSION EXPIRES SEPTEMBER 11,2020 Mailing Address: P.O. Box 925 • Tualatin, OR 97062 Street Address: 10758 S.W. Manhasset Dr. Tualatin, OR 97062 Phone: 503-692-9860 • 800-666-0076 • Fax: 503-692-9863 • www..laneinternational.com Date: 6/14/2022 Gayteway Building F - Arlington Architect: Nelson Structural: AHBL Geo-Engineer: N/A Location(s): Arlington, WA Owner: Gayteway Building F, LLC General Contractor: Sierra Construction Company, Inc. Submitted By: Kyle Eldred Subcontractor: McKee Supplier: N/A Manufacturer: N/A Submittal Name: Revised ADS Bayfilter Infiltration Gallery Submittal Number: 014 X REVIEWED  APPROVED AS NOTED NO EXCEPTIONS TAKEN REVISE AND RESUBMIT  REJECTED – PLEASE RESUBMIT REJECTED SEE REMARKS FURNISH AS CORRECTED SUBMIT SPECIFIED ITEM Kyle Eldred 6/14/22 Corrections or comments made on the shop drawings during this Signed Dated review do not relieve contractor from compliance with requirements of the drawings and specifications. This check is THIS APPROVAL FOR DIMENSIONS ONLY only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for conforming and correlating all quantities and dimensions selecting fabrication process and techniques or construction coordinating THESE DRAWINGS/PRODUCT DATA HAVE his work with that of all other trades, verifying compliance with the BEEN REVIEWED BY SIERRA jurisdicting agencies; and performing his work in a safe and CONSTRUCTION CO. FOR COMPLIANCE satisfactory manner. WITH THE CONTRACT DOCUMENTS. THIS REVIEW OF ACCEPTANCE DOES NOT BARGHAUSEN CONSULTING ENGINEERS, Inc. RELIEVE THE SUBCONTRACTOR FROM THE RESPONISIBLITY FOR CORRECTNESS AND Date ___________________ By _____________________________07/13/2022 COMPLETENESS. 14800 NE North Woodinville Way Woodinville, WA 98072 Ph: 425.487.5200 Fx: 425-487-5290 R GAYTEWAY BUSINESS PARK Know what'sbelow. Callbefore you dig. SCALE: 1"=30' STORM DRAINAGE PLAN Title: PARK LLC PO BOX 1727 GAYTEWAY BUSINESS BELLEVUE, WA 98009 For: ONAL X D D B LE WAS EL A OF HIN L E G T T A O T N S P RNOT FOR21036182 R MATCHLINE O RE D E MATCHLINE F G E E I ES STER IN S G I N O E CONSTRUCTIONNAL 21 21334 R.O.W. C7 GAYTEWAY BUSINESS PARK STORM DETAILS Title: PARK LLC PO BOX 1727 GAYTEWAY BUSINESS BELLEVUE, WA 98009 For: ONAL X D D B LE WAS EL A OF HIN L E G T T A O T N S P RNOT FOR21036182 R O RE D E F G E E I ES STER IN S G I N O E CONSTRUCTIONNAL R Know what'sbelow. Callbefore you dig. 21 21334 C8 GAYTEWAY BUSINESS PARK STORM DETAILS Title: PARK LLC PO BOX 1727 GAYTEWAY BUSINESS BELLEVUE, WA 98009 For: ONAL X D D B LE WAS EL A OF HIN L E G T T A O T N S P RNOT FOR21036182 R O RE D E F G E E I ES STER IN S G I N O E CONSTRUCTIONNAL R Know what'sbelow. Callbefore you dig. 21 21334 C9 PROJECT INFORMATION ENGINEERED AVERY SCOTT SiteASSIST PRODUCT 971-227-0854 FOR STORMTECH MANAGER: AVERY.SCOTT@ADS-PIPE.COM INSTRUCTIONS, DANNY JONES DOWNLOAD THE ADS SALES REP: 360-507-2354 INSTALLATION APP DANNY.JONES@ADS-PIPE.COM PROJECT NO: S215366 Advanced Drainage Systems, Inc. ARLINGTON GAYTEWAY BUSINESS PARK BLDG F ARLINGTON - WA MC-3500 STORMTECH CHAMBER SPECIFICATIONS IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-3500 CHAMBER SYSTEM 1. STORMTECH MC-3500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A 1. CHAMBERS SHALL BE STORMTECH MC-3500. PRE-CONSTRUCTION MEETING WITH THE INSTALLERS. 2. CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE 2. STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". COPOLYMERS. 3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS. 3. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED STORMTECH RECOMMENDS 3 BACKFILL METHODS: WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 45x76 DESIGNATION SS. · STONESHOOTER LOCATED OFF THE CHAMBER BED. · BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. 4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD · BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR. IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5. THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) 5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6. MAINTAIN MINIMUM - SPACING BETWEEN THE CHAMBER ROWS.6" (150 mm) 7. INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12" (300 mm) INTO CHAMBER END CAPS. 6. CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 8. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF #3 LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) OR #4. MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK. 9. STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING. 7. REQUIREMENTS FOR HANDLING AND INSTALLATION: · TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING 10. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN STACKING LUGS. ENGINEER. · TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”. 11. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE · TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. GREATER THAN OR EQUAL TO 450 LBS/IN/IN. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED NOTES FOR CONSTRUCTION EQUIPMENT FROM REFLECTIVE GOLD OR YELLOW COLORS. 1. STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 8. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE 2. THE USE OF EQUIPMENT OVER MC-3500 CHAMBERS IS LIMITED: DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: · NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. · THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. · NO RUBBER TIRED LOADER, DUMP TRUCK, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE · THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO · WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. · THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN 3. FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN. USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD 9. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. WARRANTY. CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. ©2021 ADS, INC. BAYSAVER BAYFILTER SPECIFICATIONS BAYFILTER MAINTENANCE THE BAYFILTER SYSTEM REQUIRES PERIODIC MAINTENANCE TO CONTINUE OPERATING AT ITS PEAK EFFICIENCY DESIGN. THE MAINTENANCE PROCESS COMPRISES THE REMOVAL AND REPLACEMENT OF EACH BAYFILTER CARTRIDGE AND THE CLEANING OF THE VAULT OR MANHOLE WITH A PRODUCTS VACUUM TRUCK. FOR BEST RESULTS, BAYFILTER MAINTENANCE SHOULD BE PERFORMED BY A CERTIFIED MAINTENANCE CONTRACTOR. A QUICK A. INTERNAL COMPONENTS: ALL COMPONENTS INCLUDING CONCRETE STRUCTURE(S), PVC MANIFOLD PIPING AND FILTER CARTRIDGES, CALL TO AN ADS ENGINEER OR CUSTOMER SERVICE REPRESENTATIVE WILL PROVIDE YOU WITH A LIST OF RELIABLE CONTRACTORS IN YOUR AREA. SHALL BE PROVIDED BY BAYSAVER TECHNOLOGIES LLC, 1030 DEER HOLLOW DRIVE, MOUNT AIRY, MD (800.229.7283). WHEN BAYFILTER IS INITIALLY INSTALLED, WE RECOMMEND THAT AN INSPECTION BE PERFORMED ON THE SYSTEM IN THE FIRST SIX (6) MONTHS. B. PVC MANIFOLD PIPING: ALL INTERNAL PVC PIPE AND FITTINGS SHALL MEET ASTM D1785. MANIFOLD PIPING SHALL BE PROVIDED TO THE AFTER THAT, THE INSPECTION CYCLE TYPICALLY FALLS INTO A BIANNUAL PATTERN GIVEN NORMAL STORM OCCURRENCE AND ACTUAL SOLIDS CONTRACTOR PARTIALLY PRE-CUT AND PRE-ASSEMBLED. LOADS. C. FILTER CARTRIDGES: EXTERNAL SHELL OF THE FILTER CARTRIDGES SHALL BE SUBSTANTIALLY CONSTRUCTED OF POLYETHYLENE OR WHEN BAYFILTER EXHIBITS FLOWS BELOW DESIGN LEVELS, THE SYSTEM SHOULD BE INSPECTED AND MAINTAINED AS SOON AS PRACTICAL. EQUIVALENT MATERIAL ACCEPTABLE TO THE MANUFACTURER. FILTRATION MEDIA SHALL BE ARRANGED IN A SPIRAL LAYERED FASHION REPLACING A BAYFILTER CARTRIDGE SHOULD BE CONSIDERED AT OR ABOVE THE LEVEL OF THE MANIFOLD. TO MAXIMIZE AVAILABLE FILTRATION AREA. AN ORIFICE PLATE SHALL BE SUPPLIED WITH EACH CARTRIDGE TO RESTRICT THE FLOW RATE TO A MAXIMUM OF 45 GPM. MAINTENANCE PROCEDURES 1. REMOVE THE MANHOLE COVERS AND OPEN ALL ACCESS HATCHES. D. FILTER MEDIA: FILTER MEDIA SHALL BE BY BAYSAVER TECHNOLOGIES LLC AND SHALL CONSIST OF THE FOLLOWING MIX: A BLEND OF 2. BEFORE ENTERING THE SYSTEM MAKE SURE THE AIR IS SAFE PER OSHA STANDARDS OR USE A BREATHING APPARATUS. USE LOW O2, HIGH ZEOLITE, PERLITE AND ACTIVATED ALUMINA. CO, OR OTHER APPLICABLE WARNING DEVICES PER REGULATORY REQUIREMENTS. 3. USING A VACUUM TRUCK, REMOVE ANY LIQUID AND SEDIMENTS THAT CAN BE REMOVED PRIOR TO ENTRY. E. PRECAST CONCRETE VAULT: CONCRETE STRUCTURES SHALL BE PROVIDED ACCORDING TO ASTM C. THE MATERIALS AND STRUCTURAL 4. USING A SMALL LIFT OR THE BOOM OF THE VACUUM TRUCK, REMOVE THE USED CARTRIDGES BY LIFTING THEM OUT. DESIGN OF THE DEVICES SHALL BE PER ASTM C478, C857 AND C858. PRECAST CONCRETE SHALL BE PROVIDED BY BAYSAVER 5. ANY CARTRIDGES THAT CANNOT BE READILY LIFTED CAN BE EASILY SLID ALONG THE FLOOR TO A LOCATION THEY CAN BE LIFTED VIA A BOOM TECHNOLOGIES, LLC. LIFT. 6. WHEN ALL THE CARTRIDGES HAVE BEEN REMOVED, IT IS NOW PRACTICAL TO REMOVE THE BALANCE OF THE SOLIDS AND WATER. LOOSEN THE PERFORMANCE STAINLESS CLAMPS ON THE FERNCO COUPLINGS FOR THE MANIFOLD AND REMOVE THE DRAINPIPES AS WELL. CAREFULLY CAP THE MANIFOLD A. THE STORMWATER FILTER SYSTEM SHALL BE AN OFFLINE DESIGN CAPABLE OF TREATING 100% OF THE REQUIRED TREATMENT FLOW AT AND THE FERNCO'S AND RINSE THE FLOOR, WASHING AWAY THE BALANCE OF ANY REMAINING COLLECTED SOLIDS. FULL SEDIMENT LOAD CONDITIONS. 7. CLEAN THE MANIFOLD PIPES, INSPECT, AND REINSTALL. B. THE STORMWATER FILTER SYSTEM'S CARTRIDGES SHALL HAVE NO MOVING PARTS. 8. INSTALL THE EXCHANGE CARTRIDGES AND CLOSE ALL COVERS. C. THE STORMWATER TREATMENT UNIT SHALL BE DESIGNED TO REMOVE AT LEAST 85% OF SUSPENDED SOLIDS, 65% OF TOTAL 9. THE USED CARTRIDGES MUST BE SENT BACK TO ADS FOR EXCHANGE/RECYCLING AND CREDIT ON UNDAMAGED UNITS. PHOSPHORUS, 65% OF TURBIDITY, 40% OF TOTAL COPPER, AND 40% OF TOTAL ZINC BASED ON FIELD DATA COLLECTED IN COMPLIANCE WITH THE TECHNOLOGY ACCEPTANCE RECIPROCITY PARTNERSHIP TIER II TEST PROTOCOL. D. THE STORMWATER FILTRATION SYSTEM SHALL REDUCE INCOMING TURBIDITY (MEASURED AS NTUs) BY 50% OR MORE AND SHALL NOT BAYFILTER INSTALLATION NOTES HAVE ANY COMPONENTS THAT LEACH NITRATES OR PHOSPHATES. 1. CONTACT UTILITY LOCATOR TO MARK ANY NEARBY UNDERGROUND UTILITIES AND MAKE SURE IT IS SAFE TO EXCAVATE. E. THE STORMWATER FILTRATION CARTRIDGE SHALL BE EQUIPPED WITH A HYDRODYNAMIC BACKWASH MECHANISM TO EXTEND THE 2. REFERENCE THE SITE PLAN AND STAKE OUT THE LOCATION OF THE BAYFILTER VAULT. FILTER'S LIFE AND OPTIMIZE ITS PERFORMANCE. 3. EXCAVATE THE HOLE, PROVIDING ANY SHEETING AND SHORING NECESSARY TO COMPLY WITH ALL FEDERAL, STATE AND LOCAL SAFETY F. THE STORMWATER FILTRATION SYSTEM SHALL BE DESIGNED TO REMOVE A MINIMUM OF 65% OF THE INCOMING TOTAL PHOSPHORUS REGULATIONS. (TP) LOAD. 4. LEVEL THE SUB–GRADE TO THE PROPER ELEVATION. VERIFY THE ELEVATION AGAINST THE MANHOLE DIMENSIONS, THE INVERT ELEVATIONS, G. THE STORMWATER FILTRATION SYSTEM'S CARTRIDGES SHALL HAVE A TREATED SEDIMENT CAPACITY FOR 80% TSS REMOVAL BETWEEN AND THE SITE PLANS. ADJUST THE BASE AGGREGATE, IF NECESSARY. 150-350 LBS. 5. HAVE THE SOIL BEARING CAPACITY VERIFIED BY A LICENSED/ENGINEER FOR THE REQUIRED LOAD BEARING CAPACITY. ON SOLID SUB–GRADE, SET THE FIRST SECTION OF THE BAYFILTER PRE–CAST VAULT. 6. CHECK THE LEVEL AND ELEVATION OF THE FIRST SECTION TO ENSURE IT IS CORRECT BEFORE ADDING ANY RISER SECTIONS. 7. IF ADDITIONAL SECTION(S) ARE REQUIRED, ADD A WATERTIGHT SEAL TO THE FIRST SECTION OF THE BAYFILTER VAULT. SET ADDITIONAL SECTION(S) OF THE VAULT, ADDING A WATERTIGHT SEAL TO EACH JOINT. 8. INSTALL THE PVC OUTLET MANIFOLD. 9. INSTALL THE PVC OUTLET PIPE IN BAYFILTER VAULT. 10. INSTALL THE INLET PIPE TO THE BAYFILTER VAULT. 11. AFTER THE SITE IS STABILIZED, REMOVE ANY ACCUMULATED SEDIMENT OR DEBRIS FROM THE VAULT AND INSTALL THE FLOW DISKS, DRAINDOWN MODULES (IF APPLICABLE), AND THE BAYFILTER CARTRIDGES. 12. PLACE FULL SET OF HOLD DOWN BARS AND BRACKETS INTO PLACE. ©2021 ADS, INC. PROPOSED LAYOUT NOTES 75 STORMTECH MC-3500 CHAMBERS · MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECHNICAL NOTE 6.32 FOR MANIFOLD SIZING 14 STORMTECH MC-3500 END CAPS GUIDANCE. 24 STONE ABOVE (in) · DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE CJMN/A NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. 9 STONE BELOW (in) · THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER 40 % STONE VOID COVER REQUIREMENTS ARE MET. 16,994 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) · THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING 4,585 SYSTEM AREA (ft²) CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE SOIL AND DRAWN:CHECKED: 401 SYSTEM PERIMETER (ft) PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS PROVIDED. PROPOSED ELEVATIONS · STRUCTURES SHOWN ON THIS DESIGN ARE NOT INTENDED FOR MANWAY ACCESS. INSPECTION AND MAINTENANCE OF 123.09 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED) THE SYSTEM VIA THESE STRUCTURES IS RECOMMENDED TO BE COMPLETED WITH REMOTE CONTROLLED EQUIPMENT, 117.09 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) OR ADHERE TO GUIDANCE BY PROFESSIONAL MAINTENANCE COMPANY. ARLINGTON - WA9/21/21S215366 116.59 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) 116.59 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT) 116.59 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT) 117.09 TOP OF STONE ARLINGTON GAYTEWAY BUSINESS PARK BLDG F DATE:PROJECT #: 115.09 TOP OF MC-3500 CHAMBER 113.54 12" TOP MANIFOLD INVERT 113.01 18" TOP MANIFOLD INVERT 111.51 24" ISOLATOR ROW PLUS CONNECTION INVERT 111.34 BOTTOM OF MC-3500 CHAMBER 110.59 BOTTOM OF STONE DESCRIPTION REVISED DRAWING AS PER SALES NOTES.REV BAYFILTERRESIZED WQ UNITREVISE PER MARKUPREVISED PER NEW PLANADD WQ WCMKLJKLJWMCJDKMSCHKD 145.77' 16.47' 9.24' AMCLAHKR MPVMJKMJK DRWN 32.42' 104.08' 05/10/222/18/229/29/21DATE 06-24-2205-13-22 06-08-2022 18" X 18" ADS N-12 TOP MANIFOLD PLACE MINIMUM 17.5' OF ADSPLUS175 WOVEN INVERT 20.03" ABOVE CHAMBER BASE GEOTEXTILE OVER BEDDING STONE AND (SEE NOTES) UNDERNEATH CHAMBER FEET FOR SCOUR 18" PARTIAL CUT END CAP, PROTECTION AT ALL CHAMBER INLET ROWS PART# MC3500IEPP18TC OR MC3500IEPP18TW 2.60' TYP OF ALL MC-3500 18" TOP CONNECTIONS ® 6.92' WWW.STORMTECH.COM 15.29' | 12" X 12" ADS N-12 TOP MANIFOLD INVERT 26.36" ABOVE CHAMBER BASE (SEE NOTES) 19.64' StormTechChamber System 888-892-2694 6.0 6.88' 20.0 40' ISOLATOR ROW PLUS (SEE DETAIL) STRUCTURE CB#18 PER PLAN SHOWN AS 30" NYLOPLAST 7.02' INSTALL FLAMP ON 24" ACCESS PIPE BASIN W/ELEVATED BYPASS MANIFOLD PART# MC350024RAMP MAXIMUM INLET FLOW 6.7 CFS INSPECTION PORT (TYP 2 PLACES) (24" SUMP MIN) 24" PARTIAL CUT END CAP, PART# BAYFILTER MC3500IEPP24BC OR MC3500IEPP24BW 4640 TRUEMAN BLVDHILLIARD, OH 4302620' SEE DETAILS ON SHEET 4 TYP OF ALL MC-3500 24" ISOLATOR PLUS ROWS STRUCTURE CB#8 PER PLAN W/ELEVATED BYPASS MANIFOLD [RELOCATED] MAXIMUM INLET FLOW 16.2 CFS (DESIGN BY ENGINEER / PROVIDED BY OTHERS) 7.17' 27.12' 137.20' 0 THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. SHEET 3 OF 8 CJMN/A DRAWN:CHECKED: ARLINGTON - WA9/21/21S215366 6.00' 36" SOLID LID 24" SOLID LID ARLINGTON GAYTEWAY BUSINESS PARK BLDG FDATE:PROJECT #: 18" INLET PIPE WEIR 121.89± A 18" OUTLET PIPE STEPS (TYP) 2.50' 8.49' WEIR 545 BAYFILTER DESCRIPTION [101.88"] 6.00' CARTRIDGE (TYP) [72.00"] 116.23 24" SOLID LID 6" PVC OUTLET MANIFOLD 6.0 2.83' 8.00' 6" INLET ORIFICE 6" FLEXIBLE COUPLER (TYP) 0.50' REVISED DRAWING AS PER SALES NOTES.REV BAYFILTERRESIZED WQ UNITREVISE PER MARKUPREVISED PER NEW PLANADD WQ [33.96"] [6.00"] HOLD DOWN BAR (TYP) 113.90 6" PVC PLUG (TYP) 20.0 WCMKLJKLJWMCJDKMS 6.0 CHKD 113.40 0.50' AMCLAHKR MPVMJKMJK DRWN [6.00"] 6" PVC OUTLET MANIFOLD 36" SOLID LID VERTICAL DRAIN DOWN MODULE (TYP) 6" PVC TEE W/ FLOWDISK (TYP) 05/10/222/18/229/29/21DATE 18" INLET PIPE 6" FLEXIBLE COUPLER 545 BAYFILTER CARTRIDGE (TYP) 06-24-2206-08-202205-13-22 18" OUTLET PIPE 6" PVC TEE W/FLOW DISK 6" INLET ORIFICE SECTION A-A A (TYP EACH CARTRIDGE LOCATION) SCALE : 1/4" = 1' STEPS (TYP) PLAN VIEW SCALE : 1/4" = 1' ® WWW.BAYSAVER.COM | NOTE: THIS DETAIL SHOWS A FUNCTIONAL FILTER DESIGN PER SITE SPECIFIC INFORMATION PROVIDED. THE FINAL APPROVED PRECAST DRAWINGS WILL DETERMINE THE FINAL SIZE, INCLUDING BUT NOT LIMITED TO; OVERALL DIMENSIONS, RISER SIZE, RISER TYPE & HEIGHT AND FRAMES & COVERS BEING PROVIDED. 545 BAYFILTER BayfilterStormwater Media Filters1-800-229-7283 OUTLET PIPE BF-1 6-8-3 AIR RELEASE VALVE WATER QUALITY FLOW RATE 0.3 CFS POLYMER SEAL DRAINAGE AREA --- CARTRIDGE DESIGN FLOW RATE 45 GPM INLET DRAINAGE OUTLET # BAYFILTER CARTRIDGES 3 MATERIAL PATHWAY TREATED SEDIMENT CAPACITY 1,050 CF FLOW CONTROL 4640 TRUEMAN BLVDHILLIARD, OH 43026 MEDIA SPIRAL ORIFICE THE BAYFILTER STORMWATER MANAGEMENT SYSTEM IS A STORMWATER FILTRATION DEVICE DESIGNED TO REMOVE FINE OUTLET DRAINAGE SEDIMENTS, HEAVY METALS, AND PHOSPORUS. THE BAYFILTER MATERIAL SYSTEM RELIES ON A SPIRAL WOUND MEDIA FILTER CARTRIDGE AS NOTED INLET PLATE WITH APPROXIMATELY 90 SQUARE FEET OF FILTRATION AREA. THE FILTER CARTRIDGES ARE HOUSED IN A CONCRETE STRUCTURE FILTER LEG THAT EVENLY DISTRIBUTES THE FLOW BETWEEN CARTRIDGES. THE SYSTEM IS INLINE WITH AN INTERNAL BYPASS THAT ROUTES HIGH INTENSITY STORMS AROUND THE CARTRIDGES. THE FILTER OUTLET COLLECTION CARTRIDGES REMOVE POLLUTANTS FROM RUNOFF BY FILTRATION THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. MANIFOLD (INTERCEPTION/ATTACHMENT) AND ADSORPTION. SHEET 4 OF 8 ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMS CJMN/A AASHTO MATERIAL MATERIAL LOCATION DESCRIPTION COMPACTION / DENSITY REQUIREMENT CLASSIFICATIONS FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED TOP OF THE 'C' LAYER TO THE BOTTOM OF FLEXIBLE ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. DRAWN:CHECKED: D N/A INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. PREPARATION REQUIREMENTS. PAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER AASHTO M145¹ GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR A-1, A-2-4, A-3 BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVER ARLINGTON - WA9/21/21S215366 INITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE PROCESSED AGGREGATE. THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 24" (600 mm) C OR 12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR SUBBASE MAY BE A PART OF THE 'C' LAYER. LAYER. AASHTO M43¹ PROCESSED AGGREGATE MATERIALS. 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 ARLINGTON GAYTEWAY BUSINESS PARK BLDG FDATE:PROJECT #: EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS AASHTO M43¹ B FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER CLEAN, CRUSHED, ANGULAR STONE NO COMPACTION REQUIRED. 3, 4 ABOVE. FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE AASHTO M43¹ 2,3 A CLEAN, CRUSHED, ANGULAR STONE PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE. SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER. 3, 4 PLEASE NOTE: 1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE". DESCRIPTION 2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. 4. ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION. REVISED DRAWING AS PER SALES NOTES.REV BAYFILTERRESIZED WQ UNITREVISE PER MARKUPREVISED PER NEW PLANADD WQ ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL WCMKLJKLJWMCJDKMSCHKD AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS AMCLAHKR MPVMJKMJK DRWN 05/10/222/18/229/29/21DATE 06-24-2205-13-22 06-08-2022 D *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED 8' PERIMETER STONE INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, (2.4 m) (SEE NOTE 4) C INCREASE COVER TO 24" (600 mm). 18" (450 mm) MIN* MAX 12" (300 mm) MIN B EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) 45" **THIS CROSS SECTION DETAIL REPRESENTS ® (1143 mm) MINIMUM REQUIREMENTS FOR INSTALLATION. PLEASE SEE THE LAYOUT SHEET(S) FOR PROJECT SPECIFIC REQUIREMENTS. WWW.STORMTECH.COM A | DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 9" (230 mm) MIN 6" (150 mm) MIN MC-3500 6" 77" (1956 mm) 12" (300 mm) MIN StormTechChamber System888-892-2694 END CAP SUBGRADE SOILS (150 mm) MIN (SEE NOTE 3) NOTES: 1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 45x76 DESIGNATION SS. 4640 TRUEMAN BLVDHILLIARD, OH 43026 2. MC-3500 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. 4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 5. REQUIREMENTS FOR HANDLING AND INSTALLATION: · TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. · TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”. THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. · TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBS/IN/IN. SHEET AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 5 8 OF COVER PIPE CONNECTION TO END INSTALL FLAMP ON 24" (600 mm) ACCESS PIPE OPTIONAL INSPECTION PORT CAP WITH ADS GEOSYNTHETICS 601T PART #: MC350024RAMP CJMN/A NON-WOVEN GEOTEXTILE MC-3500 CHAMBER MC-3500 END CAP DRAWN:CHECKED: STORMTECH HIGHLY RECOMMENDS FLEXSTORM INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES ARLINGTON - WA9/21/21S215366 ELEVATED BYPASS MANIFOLD ARLINGTON GAYTEWAY BUSINESS PARK BLDG FDATE:PROJECT #: SUMP DEPTH TBD BY SITE DESIGN ENGINEER NYLOPLAST DESCRIPTION (24" [600 mm] MIN RECOMMENDED) 24" (600 mm) HDPE ACCESS PIPE REQUIRED ONE LAYER OF ADSPLUS175 WOVEN GEOTEXTILE BETWEEN USE FACTORY PARTIAL CUT END CAP PART #: FOUNDATION STONE AND CHAMBERS MC3500IEPP24BC OR MC3500IEPP24BW 8.25' (2.51 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS REVISED DRAWING AS PER SALES NOTES.REV BAYFILTERRESIZED WQ UNITREVISE PER MARKUPREVISED PER NEW PLANADD WQ MC-3500 ISOLATOR ROW PLUS DETAIL WCMKLJKLJWMCJDKMSCHKD NTS AMCLAHKR MPVMJKMJK DRWN 05/10/222/18/229/29/21DATE 06-24-2205-13-22 06-08-2022 INSPECTION & MAINTENANCE 12" (300 mm) MIN WIDTH STEP 1) INSPECT ISOLATOR ROW PLUS FOR SEDIMENT CONCRETE COLLAR NOT REQUIRED A. INSPECTION PORTS (IF PRESENT) FOR UNPAVED APPLICATIONS A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN CONCRETE COLLAR A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED 8" NYLOPLAST INSPECTION PORT ® A.3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG PAVEMENT BODY (PART# 2708AG4IPKIT) OR A.4. LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) TRAFFIC RATED BOX W/SOLID A.5. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. LOCKING COVER B. ALL ISOLATOR PLUS ROWS WWW.STORMTECH.COM B.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS | B.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE CONCRETE SLAB 4" (100 mm) i) MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY 6" (150 mm) MIN THICKNESS SDR 35 PIPE ii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. 4" (100 mm) INSERTA TEE TO BE CENTERED ON StormTechChamber System888-892-2694 STEP 2) CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS CORRUGATION VALLEY STORMTECH CHAMBER A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C. VACUUM STRUCTURE SUMP AS REQUIRED STEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 4640 TRUEMAN BLVDHILLIARD, OH 43026 1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. NOTE: INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION VALLEY. 2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. 4" PVC INSPECTION PORT DETAIL THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. (MC SERIES CHAMBER) SHEET NTS 6 OF 8 MC-3500 TECHNICAL SPECIFICATION NTS VALLEY 86.0" (2184 mm) CJMN/A STIFFENING RIB CREST INSTALLED CREST WEB STIFFENING RIB LOWER JOINT CORRUGATION DRAWN:CHECKED: ARLINGTON - WA9/21/21S215366 FOOT ARLINGTON GAYTEWAY BUSINESS PARK BLDG FDATE:PROJECT #: UPPER JOINT CORRUGATION BUILD ROW IN THIS DIRECTION 90.0" (2286 mm) ACTUAL LENGTH 45.0" 45.0" 22.2" (1143 mm) (1143 mm) (564 mm) DESCRIPTION INSTALLED 77.0" 75.0" REVISED DRAWING AS PER SALES NOTES.REV BAYFILTERRESIZED WQ UNITREVISE PER MARKUPREVISED PER NEW PLANADD WQ (1956 mm) (1905 mm) WCMKLJKLJWMCJDKMSCHKD NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) 77.0" X 45.0" X 86.0" (1956 mm X 1143 mm X 2184 mm) AMCLAHKR MPVMJKMJK DRWN CHAMBER STORAGE 109.9 CUBIC FEET (3.11 m³) MINIMUM INSTALLED STORAGE* 175.0 CUBIC FEET (4.96 m³) WEIGHT 134 lbs. (60.8 kg) 05/10/222/18/229/29/21DATE 06-24-2205-13-22 06-08-2022 25.7" MC-SERIES END CAP INSERTION DETAIL NOMINAL END CAP SPECIFICATIONS (653 mm) SIZE (W X H X INSTALLED LENGTH) 75.0" X 45.0" X 22.2" (1905 mm X 1143 mm X 564 mm) NTS END CAP STORAGE 14.9 CUBIC FEET (0.42 m³) MINIMUM INSTALLED STORAGE* 45.1 CUBIC FEET (1.28 m³) WEIGHT 49 lbs. (22.2 kg) STORMTECH END CAP *ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION, 6" (152 mm) STONE ® BETWEEN CHAMBERS, 6" (152 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE 12" (300 mm) POROSITY. MIN SEPARATION PARTIAL CUT HOLES AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" B WWW.STORMTECH.COM 12" (300 mm) MIN INSERTION PARTIAL CUT HOLES AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" | END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W" END CAPS WITH A WELDED CROWN PLATE END WITH "C" MANIFOLD STUB PART # STUB B C MC3500IEPP06T 33.21" (844 mm) --- StormTechChamber System 6" (150 mm) 888-892-2694 MANIFOLD HEADER MC3500IEPP06B --- 0.66" (17 mm) MC3500IEPP08T 31.16" (791 mm) --- 8" (200 mm) MC3500IEPP08B --- 0.81" (21 mm) MC3500IEPP10T 29.04" (738 mm) --- 10" (250 mm) C MC3500IEPP10B --- 0.93" (24 mm) MC3500IEPP12T 26.36" (670 mm) --- 12" (300 mm) MANIFOLD HEADER MC3500IEPP12B --- 1.35" (34 mm) MC3500IEPP15T 23.39" (594 mm) --- CUSTOM PARTIAL CUT INVERTS ARE 15" (375 mm) MANIFOLD STUB MC3500IEPP15B --- 1.50" (38 mm) AVAILABLE UPON REQUEST. 4640 TRUEMAN BLVDHILLIARD, OH 43026 INVENTORIED MANIFOLDS INCLUDE MC3500IEPP18TC 20.03" (509 mm) --- 12-24" (300-600 mm) SIZE ON SIZE MC3500IEPP18TW 18" (450 mm) AND 15-48" (375-1200 mm) MC3500IEPP18BC ECCENTRIC MANIFOLDS. CUSTOM --- 1.77" (45 mm) MC3500IEPP18BW INVERT LOCATIONS ON THE MC-3500 12" (300 mm) 12" (300 mm) MC3500IEPP24TC END CAP CUT IN THE FIELD ARE NOT MIN SEPARATION MIN INSERTION 14.48" (368 mm) --- MC3500IEPP24TW RECOMMENDED FOR PIPE SIZES 24" (600 mm) GREATER THAN 10" (250 mm). THE MC3500IEPP24BC --- 2.06" (52 mm) INVERT LOCATION IN COLUMN 'B' MC3500IEPP24BW ARE THE HIGHEST POSSIBLE FOR THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL MC3500IEPP30BC 30" (750 mm) --- 2.75" (70 mm) THE PIPE SIZE. SHEET FOR A PROPER FIT IN END CAP OPENING. NOTE: ALL DIMENSIONS ARE NOMINAL 7 OF 8 NYLOPLAST DRAIN BASIN CJMN/A NTS INTEGRATED DUCTILE IRON FRAME & GRATE/SOLID TO MATCH BASIN O.D. DRAWN:CHECKED: 18" (457 mm) MIN WIDTH ARLINGTON - WA9/21/21S215366 AASHTO H-20 CONCRETE SLAB 8" (203 mm) MIN THICKNESS 12" (610 mm) MIN TRAFFIC LOADS: CONCRETE DIMENSIONS ARLINGTON GAYTEWAY BUSINESS PARK BLDG FDATE:PROJECT #: (FOR AASHTO H-20) ARE FOR GUIDELINE PUPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED GIVING CONSIDERATION FOR INVERT ACCORDING TO LOCAL SOIL CONDITIONS, TRAFFIC PLANS/TAKE OFF LOADING & OTHER APPLICABLE DESIGN FACTORS ADAPTER ANGLES VARIABLE 0°- 360° ACCORDING TO PLANS DESCRIPTION VARIABLE SUMP DEPTH ACCORDING TO PLANS [6" (152 mm) MIN ON 8-24" (200-600 mm), VARIOUS TYPES OF INLET AND 10" (254 mm) MIN ON 30" (750 mm)] OUTLET ADAPTERS AVAILABLE: 4-30" (100-750 mm) FOR REVISED DRAWING AS PER SALES NOTES.REV BAYFILTERRESIZED WQ UNITREVISE PER MARKUPREVISED PER NEW PLANADD WQ CORRUGATED HDPE 4" (102 mm) MIN ON 8-24" (200-600 mm) WCMKLJKLJWMCJDKMSCHKD 6" (152 mm) MIN ON 30" (750 mm) AMCLAHKR MPVMJKMJK DRWN 05/10/222/18/229/29/21DATE WATERTIGHT JOINT 06-24-2206-08-202205-13-22 (CORRUGATED HDPE SHOWN) BACKFILL MATERIAL BELOW AND TO SIDES A OF STRUCTURE SHALL BE ASTM D2321 CLASS I OR II CRUSHED STONE OR GRAVEL AND BE PLACED UNIFORMLY IN 12" (305 mm) LIFTS AND COMPACTED TO MIN OF 90% ® NOTES 1. 8-30" (200-750 mm) GRATES/SOLID COVERS SHALL BE DUCTILE IRON PER ASTM A536 WWW.NYLOPLAST-US.COM | GRADE 70-50-05 2. 12-30" (300-750 mm) FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 3. DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS 4. DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 FOR CORRUGATED HDPE (ADS & HANCOR DUAL WALL) & SDR 35 PVC Nyloplast 770-932-2443 5. FOR COMPLETE DESIGN AND PRODUCT INFORMATION: WWW.NYLOPLAST-US.COM 6. TO ORDER CALL: 800-821-6710 A PART # GRATE/SOLID COVER OPTIONS 8" PEDESTRIAN LIGHT STANDARD LIGHT 2808AG SOLID LIGHT DUTY (200 mm) DUTY DUTY 10" PEDESTRIAN LIGHT STANDARD LIGHT 2810AG SOLID LIGHT DUTY (250 mm) DUTY DUTY 12" PEDESTRIAN STANDARD AASHTO SOLID 4640 TRUEMAN BLVDHILLIARD, OH 43026 2812AG (300 mm) AASHTO H-10 H-20 AASHTO H-20 15" PEDESTRIAN STANDARD AASHTO SOLID 2815AG (375 mm) AASHTO H-10 H-20 AASHTO H-20 18" PEDESTRIAN STANDARD AASHTO SOLID 2818AG (450 mm) AASHTO H-10 H-20 AASHTO H-20 24" PEDESTRIAN STANDARD AASHTO SOLID 2824AG (600 mm) AASHTO H-10 H-20 AASHTO H-20 30" PEDESTRIAN STANDARD AASHTO SOLID THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. 2830AG (750 mm) AASHTO H-20 H-20 AASHTO H-20 SHEET 8 OF 8 6.0 20.0 Project: REV6 - Arlington Gayteway Park ,WA Chamber Model - MC-3500 Units - Imperial Click Here for Metric Number of Chambers - 75 Number of End Caps - 14 Voids in the stone (porosity) - 40 % Base of Stone Elevation - 110.59 ft Include Perimeter Stone in Calculations Amount of Stone Above Chambers - 24 in Amount of Stone Below Chambers - 9 in Amount of Stone Between Chambers - 6 in Area of system - 4585 sf Min. Area - 3945 sf min. area StormTech MC-3500 Cumulative Storage Volumes Height of Incremental Single Incremental Incremental Incremental Incremental Incremental Ch, Cumulative System Chamber Single End Cap Chambers End Cap Stone EC and Stone System Elevation 1 (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (feet) 78 0.00 0.00 0.00 0.00 152.83 152.83 16994.25 117.09 77 0.00 0.00 0.00 0.00 152.83 152.83 16841.42 117.01 76 0.00 0.00 0.00 0.00 152.83 152.83 16688.59 116.92 0cf above elevation 75 0.00 0.00 0.00 0.00 152.83 152.83 16535.75 116.84 0cf below elevation 74 0.00 0.00 0.00 0.00 152.83 152.83 16382.92 116.76 0cf above elevation 73 0.00 0.00 0.00 0.00 152.83 152.83 16230.09 116.67 0cf below elevation 72 0.00 0.00 0.00 0.00 152.83 152.83 16077.25 116.59 16994.25cf between elevations and 117.09 71 0.00 0.00 0.00 0.00 152.83 152.83 15924.42 116.51 70 0.00 0.00 0.00 0.00 152.83 152.83 15771.59 116.42 69 0.00 0.00 0.00 0.00 152.83 152.83 15618.75 116.34 WQ Volume: cf 68 0.00 0.00 0.00 0.00 152.83 152.83 15465.92 116.26 0cf below elevation 67 0.00 0.00 0.00 0.00 152.83 152.83 15313.09 116.17 66 0.00 0.00 0.00 0.00 152.83 152.83 15160.25 116.09 65 0.00 0.00 0.00 0.00 152.83 152.83 15007.42 116.01 WQv achieved at elevation: 64 0.00 0.00 0.00 0.00 152.83 152.83 14854.59 115.92 63 0.00 0.00 0.00 0.00 152.83 152.83 14701.75 115.84 62 0.00 0.00 0.00 0.00 152.83 152.83 14548.92 115.76 61 0.00 0.00 0.00 0.00 152.83 152.83 14396.09 115.67 60 0.00 0.00 0.00 0.00 152.83 152.83 14243.25 115.59 59 0.00 0.00 0.00 0.00 152.83 152.83 14090.42 115.51 58 0.00 0.00 0.00 0.00 152.83 152.83 13937.59 115.42 57 0.00 0.00 0.00 0.00 152.83 152.83 13784.75 115.34 56 0.00 0.00 0.00 0.00 152.83 152.83 13631.92 115.26 55 0.00 0.00 0.00 0.00 152.83 152.83 13479.09 115.17 54 0.06 0.00 4.36 0.00 151.09 155.45 13326.25 115.09 53 0.19 0.02 14.56 0.33 146.88 161.77 13170.81 115.01 52 0.29 0.04 22.05 0.53 143.80 166.38 13009.04 114.92 51 0.40 0.05 30.27 0.72 140.44 171.43 12842.66 114.84 50 0.69 0.07 51.54 0.95 131.84 184.32 12671.23 114.76 49 1.03 0.09 77.12 1.24 121.49 199.85 12486.91 114.67 48 1.25 0.11 93.71 1.50 114.75 209.96 12287.06 114.59 47 1.42 0.13 106.67 1.77 109.46 217.90 12077.10 114.51 46 1.57 0.14 117.99 2.02 104.83 224.84 11859.20 114.42 45 1.71 0.16 128.04 2.28 100.71 231.02 11634.36 114.34 44 1.83 0.18 137.14 2.54 96.96 236.64 11403.34 114.26 43 1.94 0.20 145.33 2.81 93.58 241.72 11166.70 114.17 42 2.04 0.22 153.06 3.06 90.39 246.50 10924.98 114.09 41 2.13 0.23 160.10 3.29 87.48 250.87 10678.48 114.01 40 2.22 0.25 166.82 3.51 84.70 255.03 10427.61 113.92 39 2.31 0.27 173.01 3.72 82.14 258.87 10172.58 113.84 38 2.38 0.28 178.86 3.92 79.72 262.50 9913.71 113.76 37 2.46 0.29 184.43 4.12 77.41 265.96 9651.21 113.67 36 2.53 0.31 189.61 4.31 75.26 269.19 9385.25 113.59 35 2.59 0.32 194.53 4.50 73.22 272.25 9116.06 113.51 34 2.66 0.33 199.20 4.68 71.28 275.17 8843.81 113.42 33 2.72 0.35 203.63 4.86 69.44 277.93 8568.65 113.34 32 2.77 0.36 207.85 5.04 67.68 280.57 8290.72 113.26 31 2.82 0.37 211.85 5.21 66.01 283.07 8010.16 113.17 30 2.88 0.38 215.66 5.38 64.42 285.46 7727.09 113.09 29 2.92 0.40 219.31 5.54 62.89 287.75 7441.63 113.01 28 2.97 0.41 222.74 5.71 61.45 289.90 7153.88 112.92 27 3.01 0.42 225.93 5.86 60.12 291.91 6863.98 112.84 26 3.05 0.43 228.99 6.02 58.83 293.84 6572.07 112.76 25 3.09 0.44 232.07 6.17 57.54 295.78 6278.23 112.67 24 3.13 0.45 234.79 6.31 56.39 297.50 5982.46 112.59 23 3.17 0.46 237.42 6.45 55.28 299.16 5684.96 112.51 22 3.20 0.47 239.96 6.59 54.21 300.76 5385.80 112.42 21 3.23 0.48 242.33 6.72 53.21 302.27 5085.04 112.34 20 3.26 0.49 244.61 6.85 52.25 303.71 4782.77 112.26 19 3.29 0.50 246.77 6.97 51.34 305.08 4479.07 112.17 18 3.32 0.51 248.85 7.09 50.46 306.40 4173.99 112.09 17 3.34 0.51 250.81 7.20 49.63 307.64 3867.59 112.01 16 3.37 0.52 252.65 7.31 48.85 308.81 3559.95 111.92 15 3.39 0.53 254.44 7.41 48.09 309.94 3251.14 111.84 14 3.41 0.54 256.09 7.51 47.39 310.99 2941.20 111.76 13 3.44 0.54 257.78 7.60 46.68 312.06 2630.21 111.67 12 3.46 0.55 259.33 7.69 46.03 313.05 2318.14 111.59 11 3.48 0.56 260.90 7.77 45.36 314.04 2005.10 111.51 10 3.51 0.59 262.88 8.33 44.35 315.56 1691.06 111.42 9 0.00 0.00 0.00 0.00 152.83 152.83 1375.50 111.34 8 0.00 0.00 0.00 0.00 152.83 152.83 1222.67 111.26 7 0.00 0.00 0.00 0.00 152.83 152.83 1069.83 111.17 6 0.00 0.00 0.00 0.00 152.83 152.83 917.00 111.09 5 0.00 0.00 0.00 0.00 152.83 152.83 764.17 111.01 4 0.00 0.00 0.00 0.00 152.83 152.83 611.33 110.92 3 0.00 0.00 0.00 0.00 152.83 152.83 458.50 110.84 2 0.00 0.00 0.00 0.00 152.83 152.83 305.67 110.76 1 0.00 0.00 0.00 0.00 152.83 152.83 152.83 110.67 June 7, 2022 Chris Gayte Gayteway Business Park PO Box 1727 Bellevue, WA 98009 RE: Coverage under the Construction Stormwater General Permit Permit number: WAR311420 Site Name: Building F- Gayteway Business Park Location: 20015 67th Ave NE Arlington County: Snohomish Disturbed Acres: 5.8 Dear Chris Gayte: The Washington State Department of Ecology (Ecology) received your Notice of Intent for coverage under Ecology’s Construction Stormwater General Permit (CSWGP). This is your permit coverage letter. Your permit coverage is effective June 7, 2022. Retain this letter as an official record of permit coverage for your site. You may keep your records in electronic format if you can easily access them from your construction site. You can get the CSWGP, permit forms, and other information at Ecology’s CSWGP eCoverage Packet webpage1. Contact your Permit Administrator, listed below, if you want a copy of the CSWGP mailed to you. Please read the permit and contact Ecology if you have any questions. Electronic Discharge Monitoring Reports (WQWebDMR) This permit requires you to submit monthly discharge monitoring reports (DMRs) for the full duration of permit coverage (from the first full month of coverage to termination). Your first sampling and reporting period will be for the month of July 2022 and your first DMR must be submitted by August 15th, 2022. 1 http://www.ecology.wa.gov/eCoverage-packet Chris Gayte June 7, 2022 Page 2 You must submit your DMRs electronically using Ecology’s secure online system, WQWebDMR. To sign up for WQWebDMR go to Ecology’s WQWebPortal guidance webpage2. If you have questions, contact the portal staff at (360) 407-7097 (Olympia area), or (800) 633-6193/Option 3, or email WQWebPortal@ecy.wa.gov. Appeal Process You have a right to appeal coverage under the general permit to the Pollution Control Hearing Board (PCHB). Appeals must be filed within 30 days of the date of receipt of this letter. Any appeal is limited to the general permit’s applicability or non-applicability to a specific discharger. The appeal process is governed by chapter 43.21B RCW and chapter 371-08 WAC. “Date of receipt” is defined in RCW 43.21B.001(2). For more information regarding your right to appeal, please reference Ecology’s Focus Sheet: Appeal of General Permit Coverage3. Annual Permit Fees RCW 90.48.465 requires Ecology to recover the costs of managing the permit program. Permit fees are invoiced annually until the permit is terminated. Termination conditions are described in the permit. For permit fee related questions, please contact the Water Quality Fee Unit at wqfeeunit@ecy.wa.gov or (800) 633-6193/Option 2. Ecology Field Inspector Assistance If you have questions regarding stormwater management at your construction site, please contact your Regional Inspector, John Dillon of Ecology’s Northwest Regional Office in Shoreline at john.dillon@ecy.wa.gov, or (425) 890-3343. Questions or Additional Information Ecology is here to help. Please review our Construction Stormwater General Permit webpage4 for more information. If you have questions about the Construction Stormwater General Permit, please contact your Permit Administrator, Melinda Wilson at melinda.wilson@ecy.wa.gov, or (360) 870- 8290. Sincerely, Jeff Killelea, Manager Program Development Services Section Water Quality Program 2 https://ecology.wa.gov/Regulations-Permits/Guidance-technical-assistance/Water-quality-permits- guidance/WQWebPortal-guidance 3 https://apps.ecology.wa.gov/publications/summarypages/1710007.html 4 www.ecology.wa.gov/constructionstormwaterpermit