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Home My WebLink About19223 68th Dr NE_PWD1654_2025 1.2.19 n la P n o ti a igr Ir Release #1 Design Review N I-1 of 6 1.2.19 n la P n o ti a igr Ir Release #1 Design Review N I-2 of 6 1.2.19 n la P n o ti a igr Ir Release #1 Design Review I-3 of 6 1.2.19 n la P n o ti a igr Ir Release #1 Design Review N I-4 of 6 1.2.19 n la P n o ti a igr Ir Release #1 Design Review N I-5 of 6 tt cc ee itit 4 hh 7 m 2 o n 8 yy rcrc io 9 95 68 .cil aa A is A 1 9 a J A iv W .8 .1 mg J D , 9 0 ll ee ts no 5 1 @ uu pp a nr .60 .25 lay a a E e 6 2 a a a 7 V 3 4 lj P cc 19 t .p .c ua P ss 2 nu p o . dd M e nn aa LL 1.2.19 n la P n o ti a igr Ir Release #1 Design Review I-6 of 6 R & L Carriers Truck Terminal Preliminary Drainage Report Jan. 18, 2019 Table Of Contents Section I Project Overview and Executive Summary Existing Conditions Summary Targeted Drainage Area Off-Site Analysis Upstream Analysis Downstream Analysis Erosion Control Risk Assesment Erosion and Sediment Control BMPs Critical Areas Mitigation Measures Section II MR-1 Targeted Stormwater Site Plan MR 2-SWPPP MR 3-Water Pollution Source Control for New Development MR 4-Preservation of Natural Drainage Systems and Outfalls, and Provisions of Off-site Mitigation MR 5-On-site Storm water Management MR 6-Runoff Treatment MR 7- Flow Control MR 8- Wetland Protection MR 9- Operation and Maintenance Appendicies A - Geotechnical Report B - Figures I-2.4.1 and I-2.4.2 Minimum Requirements for New Development Projects C - ADS N-12 Perforated Pipe D - WWHM 2012 Calculations E - Preliminary Conveyance Calculations F- Maintenance and Operations Figures Figure 1-Vicinity Map Figure 2-Existing Site Plan Figure 3-Proposed Site Plan Figure 4-Infiltration Gallery Concept Figure 5-Typical Trench Section Group Four, Inc. 2 18-4514 R & L Carriers Truck Terminal Preliminary Drainage Report Jan. 18, 2019 Section I Project Overview and Executive Summary Name: R & L Carriers Truck Terminal File Number: TBD Tax Parcel: 31051400302900 Owner/Applicant: R & L Carriers 600 Gilliam Rd, Wilmington, OH 45177 937-382-1494 Engineer: Group Four, Inc. P.O. Box 1059 Lake Stevens, WA 98258 425-408-1152 This drainage report was prepared as part of a preliminary drainage review per the requirements found in the Washington State, Department of Ecology, Stormwater Management Manual for Western Washington 2014 (SWMMWW 2014) and the City of Arlington. The applicant proposes to build a 60-door truck terminal (40,000 sf), office building (5,000 sf), maintenance building (11,250 sf), and 2-bay fueling station on an approximately 9.43 ac site in Arlington, Washington. The total impervious area consists of approximately 7.762 acres (338,113 sf). Stormwater runoff mitigation will be provided by an infiltration gallery, runoff from impervious surfaces will be collected in catch basins and routed to the infiltration gallery. All stormwater runoff will be infiltrated in this way. Water quality treatment will be provided by an 18 in layer of amended soil below the infiltration gallery. Approximately 3,576 sf new asphalt walking path will be added to the frontage. Stormwater runoff from this surface will be mitigated by an infiltration trench under the walking path. Group Four, Inc. 3 18-4514 R & L Carriers Truck Terminal 9.43 Acres 9.43ac 9.43 0 1.668 7.762 1.291 6.471 0.01 0.04 0.20 0 0 0 N/A Inf. Gallery 19,500 Amnd. Soils N/A R & L Carriers Truck Terminal Preliminary Drainage Report Jan. 18, 2019 Figure 1: Vicinity Map Group Four, Inc. 4 18-4514 R & L Carriers Truck Terminal Preliminary Drainage Report Jan. 18, 2019 Existing Conditions Summary The existing site is 9.43 acres in an area zoned General Industrial. The entire site is already cleared with approximately 2/3 of its surface covered with gravel and the remainder covered with dirt and/or grass. The project site is moderately sloped, with an average approximate slope of 3%. The entire site is one drainage basin with surface runoff infiltrating into the ground. The soils are mapped as surficial deposits of Vashon Stade, consisting of glacial recessional outwash of the Marysville Member (Qvrm). Subsurface soils are described as medium dense gravel with medium to coarse sand. See Figure 2: Existing Site Plan. A geotechnical assessment by Nelson Geotechnical Associates found the measured infiltration rate for the soils on-site is 27.5 in/hr. By applying appropriate safety factors per SWMMWW 2014 section VIII-3.3.6, the design infiltration rate becomes 14.85 in/hr. The entire existing site is one drainage basin. Stormwater leaves the site by infiltrating into the ground. See geotechnical assessment in Appendix A. Targeted Drainage Area The targeted area for this project is all the proposed impervious surface, including the office and terminal building that is 45,000 SF, the maintenance building that is 11,250 SF and approximately 281,863 SF of new pavement. The entire proposed site is one drainage basin. See Figure 3: Proposed Site Plan. Off-Site Analysis Upstream Analysis There is no visual evidence of any off-site areas contributing runoff to the site. There are no upstream issues of concern for this project. Downstream Analysis On-site run-off infiltrates into the ground and there is not visible evidence of surface runoff leaving the site. There are no downstream issues of concern for this project. Figures 2 and 3: Existing Site Plan and Proposed Site Plan Group Four, Inc. 5 18-4514 R & L Carriers Truck Terminal Preliminary Drainage Report Jan. 18, 2019 Erosion Control Risk Assessment The existing site is relatively flat, mostly cleared and covered with exposed dirt. There are no exposed steep slopes where erosion will be an issue. Furthermore, all stormwater leaves the site through infiltration into the ground due to the native soilâ€™s high infiltration rate. There is little risk of sediment transport because there are no discharge points where surface water or sediment can flow from the site. Due to the sites topography and hydrology there is little risk of erosion and sediment transport and the following section lists the BMPs to be implemented to further reduce erosion and sediment transport. Erosion and Sediment Control BMPs Proposed erosion and sediment control BMPs used in this project include; BMP C105-Stabilized Construction Entrance. A temporary construction entrance will be installed per Snohomish County standards to prevent sediment transport by vehicles entering and leaving the site. BMP C106-Wheel Wash. A wheel wash per Snohomish County Standards will be provided on site. BMP C120-Hydroseeding. Exposed soils will be hydroseeded with a Snohomish County approved seed mix to reduce erosion. BMP C220-Strom Drain Inlet Protection. Approved catch basin inserts are to be installed in all proposed catch basins after their installation for the duration of construction. This will prevent sediment from entering the new storm drain system and the infiltration gallery. BMP C233-Silt Fence. A silt fence with filter fabric will surround the perimeter of the site to prevent sediment transport. Critical Areas Mitigation Measures There are no critical areas on-site, so no critical areas mitigation is proposed. Group Four, Inc. 6 18-4514 R & L Carriers Truck Terminal Preliminary Drainage Report Jan. 18, 2019 Section II: Minimum Requirements Per the 2014 SWMMWW, Figure I-2.4.1 and Figure I-2.4.2 this project must comply with Minimum Requirements 1 through 9. See Appendix B. MR-1 Targeted Stormwater Site Plan A full set of civil design plans has been prepared for a City of Arlington drainage review. MR 2-SWPPP Narrative A Surface Water Pollution Prevention Plan (SWPPP) and the SWPPP element narrative are not required as part of this review. MR 3-Water Pollution Source Control for New Development This project includes facilities for receiving, maintaining and fueling large trucks so pollution source control is required. The following BMPs will be applied to this project to control source pollutants so they do not enter the storm system: This fueling station is required to apply BMP S409 for fueling at dedicated stations. To meet this requirement the fueling station will have an emergency spill control valve to be closed in the event of a fuel spill. The owners and operators of this facility are expected to apply BMP S426 by preparing a Spill Prevention and Emergency Cleanup Plan (SPECP) MR 4-Preservation of Natural Drainage Systems and Outfalls, and Provisions of Off-site Mitigation The proposed infiltration maintains the siteâ€™s natural drainage system. The site naturally drains runoff by infiltration into the ground and the proposed infiltration gallery will maintain this natural drainage systems. Off-site work is not proposed as part of this project. Group Four, Inc. 7 18-4514 R & L Carriers Truck Terminal Preliminary Drainage Report Jan. 18, 2019 MR 5-On-site Stormwater Management Per SWMM 2014 section I-2.5.5 â€œProjects shall employ On-Site Stormwater Management BMPs in accordance with the following projects thresholds, standards, and lists to infiltrate, disperse, and retain stormwater runoff on-site to the extent feasible without causing flooding or erosion impactsâ€ The infiltration facility designed for flow control meets this requirement by fully infiltrating runoff from all targeted impervious surfaces. A geotechnical assessment found that full infiltration is feasible. The design infiltration rate of the native soils was 14.85in/hr. (See geotechnical assessment in Appendix A) However, this design will use an infiltration rate of 9 in/hr for the amended soils used for water quality treatment. MR 6-Runoff Treatment Treatment of stormwater runoff will be provided by infiltration. The infiltration facility will include an 18â€ depth of amended soils designed to meet the site suitability requirements. The soil will have an infiltration rate of 9 in/hr. MR 7- Flow Control Per SWMM 2014 section I-2.5.7, Stormwater discharges shall match developed discharge durations to predeveloped 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. This flow control standard will be met by an infiltration gallery that will infiltrate stormwater runoff from all targeted impervious areas. The infiltration gallery will be installed as a 120â€™ Wide x 90â€™ Long x 3â€™ Deep cell and a 60â€™ Wide x 90â€™ Long x 3â€™ Deep cell, each with perforated pipe. See Figure 4: Infiltration Gallery Concept below. The perforated pipe within the gallery will be 12â€ ADS N-12, Class II perforated pattern. Each length will be spaced 10â€™ apart on center. See Appendix C. WWHM 2012 was used to show how this facility meets the flow control requirement by fully infiltrating the runoff from the proposed impervious surfaces. The targeted surface includes 8.26 acres of impervious surface. For the predeveloped condition this surface was modeled as moderately sloped outwash forest. For the developed condition, target surfaces were modeled as impervious. The table below shows how the target surfaces are modeled. Group Four, Inc. 8 18-4514 R & L Carriers Truck Terminal Preliminary Drainage Report Jan. 18, 2019 SURFACE SLOPE COVER AREA (ac) PRE-DEVELOPED Existing Site-Historic Condition 0-3% Forest 8.26 DEVELOPED Proposed Roof 0 Roof 1.46 Proposed Pavement Impermeable 0-3% Parking 6.8 The model parameters for the infiltration gallery shown in the table below. The design shows one large gallery to handle the runoff from the entire impervious area. Due to space constraints the gallery will be installed as a 120â€™ Wide x 90â€™ Long x 3â€™ Deep cell and a 60â€™ Wide x 90â€™ Long x 3â€™ Deep cell. Model Input Value Note Bottom Length 125 ft Design bottom length Bottom Width 130 ft Design bottom width Depth 3 ft Design depth Pour Space 40% Design pour space for fill in gallery Side Slope 2:1 Design side slope Infiltration Rate Design infiltration rate for amended soil needed for BSM 9 in/hr stormwater treatment The WWHM 2012 output shows that an infiltration gallery of this size with 40% pour space and an infiltration rate of 9 in/hr infiltrates 99.97% of runoff from the targeted impervious surface. See WWHM 2012 outputs in Appendix D. Group Four, Inc. 9 18-4514 R & L Carriers Truck Terminal Preliminary Drainage Report Jan. 18, 2019 A A 120 ft 90 ft 90 ft 60 ft Figure 4: Infiltration Gallery Concept Section A-A: Infiltration Gallery Section (TYP) Group Four, Inc. 10 18-4514 R & L Carriers Truck Terminal Preliminary Drainage Report Jan. 18, 2019 Frontage Improvement Mitigation An asphalt walkway approximately 3,576 sf in area will be added to the street frontage area. Stormwater runoff from this walkway along with the existing half-street will be controlled by an infiltration trench located underneath the asphalt. The proposed trench will be 6 ft wide and 2 ft deep filled with 0.75 in to 1.5 in permeable ballast with a void space of 30%. The length of the trench is the length of the gravel walkway which is approximately 595 ft. WWHM 2012 was used to show how this facility meets the flow control requirement by fully infiltrating the runoff from the proposed impervious surfaces. The targeted surface includes 0.29 acres of impervious surface. For the predeveloped condition the half-street was modeled as road and the asphalt was modeled as moderately sloped outwash forest. For the developed condition, target surfaces were modeled as impervious. The table below shows how the target surfaces are modeled. SURFACE SLOPE COVER AREA (ac) PRE-DEVELOPED Existing Half-Street 0-3% Road 0.21 Asphalt-Historic Condition 0-3% Forest 0.08 DEVELOPED Half-Street 0 Road 0.21 Asphalt 0-3% Sidewalk 0.08 The input parameters for the infiltration trench are shown below. Figure 5 below shows a typical cross-section. Model Input Value Note Bottom Length 595 ft Design bottom length Bottom Width 6 ft Design bottom width Depth 2 ft Design depth Pour Space 30% Design pour space for fill in gallery Side Slope 0 Design side slope Infiltration Rate 9 in/hr Design infiltration rate The WWHM 2012 output shows that an infiltration trench of this size with 30% pour space and an infiltration rate of 9 in/hr infiltrates 100% of runoff from the targeted impervious surface. See WWHM 2012 outputs in Appendix D. Group Four, Inc. 11 18-4514 R & L Carriers Truck Terminal Preliminary Drainage Report Jan. 18, 2019 Figure 5: Typical Trench Section MR 8- Wetland Protection There are no wetlands on site or Â¼ mile downstream. Wetland protection is not required for this project. MR 9- Operation and Maintenance Stormwater BMPâ€™s are to be owned, operated and maintained by the property owner according to the standards contained in the Snohomish County Drainage Manual 2016, Volume V Chapter 4.See these documents in Appendix F. Group Four, Inc. 12 18-4514 R & L Carriers Truck Terminal Preliminary Drainage Report Jan. 18, 2019 Appendices A â€“ Geotech Report B - Figure 1.1 C â€“ ADS N-12 Perforated Pipe D â€“ WWHM 2012 Output E â€“ Preliminary Conveyance Calculations F â€“ Operations and Maintenance Group Four, Inc. 13 18-4514 R & L Carriers Truck Terminal Preliminary Drainage Report Jan. 18, 2019 Appendix A Geotech Report Nelson Geotechnical Associates October 30, 2018 Group Four, Inc. 14 18-4514 R & L Carriers Truck Terminal Preliminary Drainage Report Jan. 18, 2019 Appendix B Figure I-2.4.1 and I-2.4.2 Minimum Requirements SWMMWW 2014 Group Four, Inc. 15 18-4514 0/3%-4/%MK0`/L-%K/3O8-%56%WR]]]%3ZO.K/%1//-R%0K%Q0K/R%01%6/Y%M8O3%K/M8.L/P%4.KP%3OK1.L/%.K/.a &! 0/3%-4/%8.6P%P53-OKS567%.L-5[5-N%-0-.8%bR]]]%3ZO.K/%1//-%0K%7K/.-/Ka Â†Â‡ ÂˆÂ‰ #565QOQ%!/ZO5K/Q/6-3%t^%-4K0O74%t_ .MM8N%-0%-4/%6/Y%.6P%K/M8.L/P%4.KP cdedfgf%hijgdkifiel%mn%oppqdirs 3OK1.L/3%.6P%-4/%8.6P%P53-OKS/PT ÂˆÂ†ÂŠÂ‹%ÂŒÂÂ†Â‡Â‹ÂŽÂ‰Â 0/3%-4/%MK0`/L-%.PP%_R]]]%3ZO.K/%1//-%0K%Q0K/%01%6/Y%4.KP%3OK1.L/3a &! 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Bottom Width: 130.00 ft. Trench bottom slope 1: 2 To 1 Trench Left side slope 0: 2 To 1 Trench right side slope 2: 2 To 1 Material thickness of first layer: 1 Pour Space of material for first layer: 0.4 Material thickness of second layer: 1 Pour Space of material for second layer: 0.4 Material thickness of third layer: 1 Pour Space of material for third layer: 0.4 Infiltration On Infiltration rate: 9 Infiltration safety factor: 1 Wetted surface area On Total Volume Infiltrated (ac-ft.): 1620.496 Total Volume Through Riser (ac-ft.): 0.07 Total Volume Through Facility (ac-ft.): 1620.566 Percent Infiltrated: 100 Total Precip Applied to Facility: 0 Total Evap From Facility: 0 Discharge Structure Riser Height: 3.1 ft. Riser Diameter: 10 in. Notch Type: Rectangular Notch Width: 0.833 ft. Notch Height: 1.000 ft. Element Flows To: Outlet 1 Outlet 2 ___________________________________________________________________ 2 Appendix D-Infiltration Gallery Model Gravel Trench Bed Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.373 0.000 0.000 0.000 0.0333 0.373 0.005 0.000 3.392 0.0667 0.374 0.010 0.000 3.399 0.1000 0.375 0.015 0.000 3.406 0.1333 0.376 0.020 0.000 3.413 0.1667 0.377 0.025 0.000 3.420 0.2000 0.377 0.030 0.000 3.428 0.2333 0.378 0.035 0.000 3.435 0.2667 0.379 0.040 0.000 3.442 0.3000 0.380 0.045 0.000 3.449 0.3333 0.380 0.050 0.000 3.456 0.3667 0.381 0.055 0.000 3.463 0.4000 0.382 0.060 0.000 3.471 0.4333 0.383 0.065 0.000 3.478 0.4667 0.384 0.070 0.000 3.485 0.5000 0.384 0.075 0.000 3.492 0.5333 0.385 0.080 0.000 3.499 0.5667 0.386 0.086 0.000 3.506 0.6000 0.387 0.091 0.000 3.514 0.6333 0.388 0.096 0.000 3.521 0.6667 0.388 0.101 0.000 3.528 0.7000 0.389 0.106 0.000 3.535 0.7333 0.390 0.112 0.000 3.543 0.7667 0.391 0.117 0.000 3.550 0.8000 0.392 0.122 0.000 3.557 0.8333 0.392 0.127 0.000 3.564 0.8667 0.393 0.132 0.000 3.572 0.9000 0.394 0.138 0.000 3.579 0.9333 0.395 0.143 0.000 3.586 0.9667 0.396 0.148 0.000 3.593 1.0000 0.396 0.154 0.000 3.601 1.0333 0.397 0.159 0.000 3.608 1.0667 0.398 0.164 0.000 3.615 1.1000 0.399 0.169 0.000 3.623 1.1333 0.400 0.175 0.000 3.630 1.1667 0.400 0.180 0.000 3.637 1.2000 0.401 0.185 0.000 3.645 1.2333 0.402 0.191 0.000 3.652 1.2667 0.403 0.196 0.000 3.659 1.3000 0.404 0.202 0.000 3.667 1.3333 0.404 0.207 0.000 3.674 1.3667 0.405 0.212 0.000 3.682 1.4000 0.406 0.218 0.000 3.689 1.4333 0.407 0.223 0.000 3.696 1.4667 0.408 0.229 0.000 3.704 1.5000 0.409 0.234 0.000 3.711 1.5333 0.409 0.240 0.000 3.719 1.5667 0.410 0.245 0.000 3.726 1.6000 0.411 0.250 0.000 3.734 1.6333 0.412 0.256 0.000 3.741 1.6667 0.413 0.261 0.000 3.748 1.7000 0.413 0.267 0.000 3.756 3 Appendix D-Infiltration Gallery Model 1.7333 0.414 0.273 0.000 3.763 1.7667 0.415 0.278 0.000 3.771 1.8000 0.416 0.284 0.000 3.778 1.8333 0.417 0.289 0.000 3.786 1.8667 0.418 0.295 0.000 3.793 1.9000 0.418 0.300 0.000 3.801 1.9333 0.419 0.306 0.000 3.808 1.9667 0.420 0.312 0.000 3.816 2.0000 0.421 0.317 0.000 3.823 2.0333 0.422 0.323 0.000 3.831 2.0667 0.423 0.328 0.000 3.838 2.1000 0.423 0.334 0.000 3.846 2.1333 0.424 0.340 0.016 3.853 2.1667 0.425 0.345 0.047 3.861 2.2000 0.426 0.351 0.087 3.869 2.2333 0.427 0.357 0.135 3.876 2.2667 0.428 0.362 0.188 3.884 2.3000 0.428 0.368 0.248 3.891 2.3333 0.429 0.374 0.312 3.899 2.3667 0.430 0.380 0.382 3.907 2.4000 0.431 0.385 0.456 3.914 2.4333 0.432 0.391 0.534 3.922 2.4667 0.433 0.397 0.616 3.929 2.5000 0.433 0.403 0.702 3.937 2.5333 0.434 0.408 0.791 3.945 2.5667 0.435 0.414 0.884 3.952 2.6000 0.436 0.420 0.981 3.960 2.6333 0.437 0.426 1.080 3.968 2.6667 0.438 0.432 1.183 3.975 2.7000 0.438 0.438 1.289 3.983 2.7333 0.439 0.443 1.398 3.991 2.7667 0.440 0.449 1.510 3.998 2.8000 0.441 0.455 1.625 4.006 2.8333 0.442 0.461 1.742 4.014 2.8667 0.443 0.467 1.862 4.022 2.9000 0.444 0.473 1.985 4.029 2.9333 0.444 0.479 2.111 4.037 2.9667 0.445 0.485 2.238 4.045 3.0000 0.446 0.491 2.369 4.052 ___________________________________________________________________ ___________________________________________________________________ ANALYSIS RESULTS Stream Protection Duration ___________________________________________________________________ Predeveloped Landuse Totals for POC #1 Total Pervious Area:8.26 Total Impervious Area:0 ___________________________________________________________________ Mitigated Landuse Totals for POC #1 Total Pervious Area:0 4 Appendix D-Infiltration Gallery Model Total Impervious Area:8.26 ___________________________________________________________________ Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.010637 5 year 0.025861 10 year 0.044475 25 year 0.084328 50 year 0.131991 100 year 0.202245 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 ___________________________________________________________________ Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.006 0.000 1950 0.027 0.000 1951 0.019 0.000 1952 0.006 0.000 1953 0.007 0.000 1954 0.063 0.000 1955 0.047 0.000 1956 0.007 0.000 1957 0.007 0.000 1958 0.007 0.000 1959 0.020 0.000 1960 0.017 0.000 1961 0.042 1.312 1962 0.007 0.000 1963 0.007 0.000 1964 0.029 0.000 1965 0.006 0.000 1966 0.007 0.000 1967 0.018 0.172 1968 0.007 0.000 1969 0.007 0.000 1970 0.007 0.000 1971 0.045 0.000 1972 0.006 0.000 1973 0.007 0.000 1974 0.025 0.000 1975 0.006 0.000 1976 0.021 0.000 1977 0.007 0.000 1978 0.009 0.000 1979 0.021 0.000 5 Appendix D-Infiltration Gallery Model 1980 0.007 0.000 1981 0.007 0.000 1982 0.014 0.000 1983 0.007 0.000 1984 0.007 0.000 1985 0.015 0.000 1986 0.081 0.000 1987 0.055 0.000 1988 0.007 0.000 1989 0.006 0.000 1990 0.007 0.000 1991 0.007 0.000 1992 0.007 0.000 1993 0.007 0.000 1994 0.006 0.000 1995 0.011 0.000 1996 0.113 0.000 1997 0.265 0.000 1998 0.007 0.000 1999 0.007 0.000 2000 0.017 0.000 2001 0.006 0.000 2002 0.007 0.000 2003 0.005 0.000 2004 0.007 0.000 2005 0.007 0.000 2006 0.303 0.000 2007 0.006 0.000 2008 0.014 0.000 2009 0.007 0.000 ___________________________________________________________________ Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.3032 1.3121 2 0.2652 0.1724 3 0.1134 0.0000 4 0.0810 0.0000 5 0.0631 0.0000 6 0.0547 0.0000 7 0.0468 0.0000 8 0.0447 0.0000 9 0.0423 0.0000 10 0.0295 0.0000 11 0.0269 0.0000 12 0.0246 0.0000 13 0.0209 0.0000 14 0.0209 0.0000 15 0.0204 0.0000 16 0.0192 0.0000 17 0.0180 0.0000 18 0.0172 0.0000 19 0.0169 0.0000 20 0.0155 0.0000 21 0.0139 0.0000 6 Appendix D-Infiltration Gallery Model 22 0.0138 0.0000 23 0.0109 0.0000 24 0.0088 0.0000 25 0.0067 0.0000 26 0.0067 0.0000 27 0.0067 0.0000 28 0.0066 0.0000 29 0.0066 0.0000 30 0.0066 0.0000 31 0.0066 0.0000 32 0.0066 0.0000 33 0.0066 0.0000 34 0.0066 0.0000 35 0.0066 0.0000 36 0.0066 0.0000 37 0.0066 0.0000 38 0.0066 0.0000 39 0.0066 0.0000 40 0.0066 0.0000 41 0.0066 0.0000 42 0.0066 0.0000 43 0.0066 0.0000 44 0.0066 0.0000 45 0.0066 0.0000 46 0.0066 0.0000 47 0.0066 0.0000 48 0.0065 0.0000 49 0.0065 0.0000 50 0.0065 0.0000 51 0.0065 0.0000 52 0.0065 0.0000 53 0.0065 0.0000 54 0.0065 0.0000 55 0.0064 0.0000 56 0.0064 0.0000 57 0.0064 0.0000 58 0.0064 0.0000 59 0.0061 0.0000 60 0.0058 0.0000 61 0.0046 0.0000 ___________________________________________________________________ Stream Protection Duration POC #1 The Facility PASSED The Facility PASSED. Flow(cfs) Predev Mit Percentage Pass/Fail 0.0053 1654 8 0 Pass 0.0066 241 8 3 Pass 0.0079 151 8 5 Pass 0.0092 128 8 6 Pass 0.0104 112 8 7 Pass 0.0117 99 7 7 Pass 0.0130 81 7 8 Pass 7 Appendix D-Infiltration Gallery Model 0.0143 69 7 10 Pass 0.0156 61 7 11 Pass 0.0168 58 7 12 Pass 0.0181 53 7 13 Pass 0.0194 50 7 14 Pass 0.0207 49 7 14 Pass 0.0220 45 7 15 Pass 0.0232 42 7 16 Pass 0.0245 38 7 18 Pass 0.0258 36 7 19 Pass 0.0271 33 7 21 Pass 0.0283 31 7 22 Pass 0.0296 29 7 24 Pass 0.0309 29 7 24 Pass 0.0322 29 7 24 Pass 0.0335 26 7 26 Pass 0.0347 26 7 26 Pass 0.0360 26 7 26 Pass 0.0373 24 7 29 Pass 0.0386 23 7 30 Pass 0.0399 23 7 30 Pass 0.0411 23 7 30 Pass 0.0424 22 7 31 Pass 0.0437 20 7 35 Pass 0.0450 19 7 36 Pass 0.0463 18 7 38 Pass 0.0475 16 7 43 Pass 0.0488 16 7 43 Pass 0.0501 16 7 43 Pass 0.0514 15 7 46 Pass 0.0527 15 7 46 Pass 0.0539 15 7 46 Pass 0.0552 14 7 50 Pass 0.0565 13 7 53 Pass 0.0578 13 7 53 Pass 0.0591 13 7 53 Pass 0.0603 13 7 53 Pass 0.0616 13 7 53 Pass 0.0629 13 7 53 Pass 0.0642 11 7 63 Pass 0.0655 11 7 63 Pass 0.0667 11 6 54 Pass 0.0680 11 6 54 Pass 0.0693 11 6 54 Pass 0.0706 11 6 54 Pass 0.0719 11 6 54 Pass 0.0731 11 6 54 Pass 0.0744 11 6 54 Pass 0.0757 11 6 54 Pass 0.0770 11 6 54 Pass 0.0783 11 6 54 Pass 0.0795 11 6 54 Pass 0.0808 11 6 54 Pass 0.0821 10 6 60 Pass 0.0834 9 6 66 Pass 0.0846 9 6 66 Pass 8 Appendix D-Infiltration Gallery Model 0.0859 9 6 66 Pass 0.0872 9 6 66 Pass 0.0885 9 6 66 Pass 0.0898 9 6 66 Pass 0.0910 9 6 66 Pass 0.0923 8 6 75 Pass 0.0936 7 6 85 Pass 0.0949 7 6 85 Pass 0.0962 7 6 85 Pass 0.0974 7 6 85 Pass 0.0987 7 6 85 Pass 0.1000 7 6 85 Pass 0.1013 7 6 85 Pass 0.1026 7 6 85 Pass 0.1038 7 6 85 Pass 0.1051 7 6 85 Pass 0.1064 7 6 85 Pass 0.1077 7 5 71 Pass 0.1090 7 5 71 Pass 0.1102 7 5 71 Pass 0.1115 7 5 71 Pass 0.1128 7 5 71 Pass 0.1141 6 5 83 Pass 0.1154 6 5 83 Pass 0.1166 6 5 83 Pass 0.1179 6 5 83 Pass 0.1192 6 5 83 Pass 0.1205 6 5 83 Pass 0.1218 6 5 83 Pass 0.1230 6 5 83 Pass 0.1243 6 5 83 Pass 0.1256 5 5 100 Pass 0.1269 5 5 100 Pass 0.1282 5 5 100 Pass 0.1294 5 5 100 Pass 0.1307 5 5 100 Pass 0.1320 5 5 100 Pass _____________________________________________________ ___________________________________________________________________ Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. ___________________________________________________________________ LID Report LID Technique Used for Total Volumn Volumn Infiltration Cumulative Percent Water Quality Percent Comment Treatment? Needs Through Volumn Volumn Volumn Water Quality Treatment Facility (ac-ft.) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Gravel Trench Bed 1 POC N 1475.05 N 99.97 9 Appendix D-Infiltration Gallery Model Total Volume Infiltrated 1475.05 0.00 0.00 99.97 0.00 0% No Treat. Credit Compliance with LID Standard 8 Duration Analysis Result = Passed ___________________________________________________________________ Perlnd and Implnd Changes No changes have been made. ___________________________________________________________________ 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 Â© by : Clear Creek Solutions, Inc. 2005-2018; All Rights Reserved. 10 Appendix D- Frontage Infiltration Trench Model WWHM2012 PROJECT REPORT ___________________________________________________________________ Project Name: Frontage Infiltration Trench Site Name: Site Address: City : Report Date: 1/2/2019 Gage : Everett Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.20 Version Date: 2017/04/14 Version : 4.2.13 ___________________________________________________________________ Low Flow Threshold for POC 1 : 50 Percent of the 2 Year ___________________________________________________________________ High Flow Threshold for POC 1: 50 year ___________________________________________________________________ PREDEVELOPED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use acre A B, Forest, Mod .08 C, Forest, Mod .08 Pervious Total 0.16 Impervious Land Use acre ROADS MOD 0.21 Impervious Total 0.21 Basin Total 0.37 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ MITIGATED LAND USE Name : Basin 1 Bypass: No 1 Appendix D- Frontage Infiltration Trench Model GroundWater: No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS MOD 0.21 SIDEWALKS MOD 0.08 Impervious Total 0.29 Basin Total 0.29 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater Gravel Trench Bed 1 Gravel Trench Bed 1 ___________________________________________________________________ Name : Gravel Trench Bed 1 Bottom Length: 595.00 ft. Bottom Width: 6.00 ft. Trench bottom slope 1: 0 To 1 Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Material thickness of first layer: 2 Pour Space of material for first layer: 0.3 Material thickness of second layer: 0 Pour Space of material for second layer: 0 Material thickness of third layer: 0 Pour Space of material for third layer: 0 Infiltration On Infiltration rate: 9 Infiltration safety factor: 1 Wetted surface area On Total Volume Infiltrated (ac-ft.): 56.576 Total Volume Through Riser (ac-ft.): 0 Total Volume Through Facility (ac-ft.): 56.576 Percent Infiltrated: 100 Total Precip Applied to Facility: 0 Total Evap From Facility: 0 Discharge Structure Riser Height: 2 ft. Riser Diameter: 0 in. Element Flows To: Outlet 1 Outlet 2 ___________________________________________________________________ Gravel Trench Bed Hydraulic Table 2 Appendix D- Frontage Infiltration Trench Model Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.082 0.000 0.000 0.000 0.0222 0.082 0.000 0.000 0.743 0.0444 0.082 0.001 0.000 0.743 0.0667 0.082 0.001 0.000 0.743 0.0889 0.082 0.002 0.000 0.743 0.1111 0.082 0.002 0.000 0.743 0.1333 0.082 0.003 0.000 0.743 0.1556 0.082 0.003 0.000 0.743 0.1778 0.082 0.004 0.000 0.743 0.2000 0.082 0.004 0.000 0.743 0.2222 0.082 0.005 0.000 0.743 0.2444 0.082 0.006 0.000 0.743 0.2667 0.082 0.006 0.000 0.743 0.2889 0.082 0.007 0.000 0.743 0.3111 0.082 0.007 0.000 0.743 0.3333 0.082 0.008 0.000 0.743 0.3556 0.082 0.008 0.000 0.743 0.3778 0.082 0.009 0.000 0.743 0.4000 0.082 0.009 0.000 0.743 0.4222 0.082 0.010 0.000 0.743 0.4444 0.082 0.010 0.000 0.743 0.4667 0.082 0.011 0.000 0.743 0.4889 0.082 0.012 0.000 0.743 0.5111 0.082 0.012 0.000 0.743 0.5333 0.082 0.013 0.000 0.743 0.5556 0.082 0.013 0.000 0.743 0.5778 0.082 0.014 0.000 0.743 0.6000 0.082 0.014 0.000 0.743 0.6222 0.082 0.015 0.000 0.743 0.6444 0.082 0.015 0.000 0.743 0.6667 0.082 0.016 0.000 0.743 0.6889 0.082 0.016 0.000 0.743 0.7111 0.082 0.017 0.000 0.743 0.7333 0.082 0.018 0.000 0.743 0.7556 0.082 0.018 0.000 0.743 0.7778 0.082 0.019 0.000 0.743 0.8000 0.082 0.019 0.000 0.743 0.8222 0.082 0.020 0.000 0.743 0.8444 0.082 0.020 0.000 0.743 0.8667 0.082 0.021 0.000 0.743 0.8889 0.082 0.021 0.000 0.743 0.9111 0.082 0.022 0.000 0.743 0.9333 0.082 0.022 0.000 0.743 0.9556 0.082 0.023 0.000 0.743 0.9778 0.082 0.024 0.000 0.743 1.0000 0.082 0.024 0.000 0.743 1.0222 0.082 0.025 0.000 0.743 1.0444 0.082 0.025 0.000 0.743 1.0667 0.082 0.026 0.000 0.743 1.0889 0.082 0.026 0.000 0.743 1.1111 0.082 0.027 0.000 0.743 1.1333 0.082 0.027 0.000 0.743 1.1556 0.082 0.028 0.000 0.743 1.1778 0.082 0.029 0.000 0.743 1.2000 0.082 0.029 0.000 0.743 1.2222 0.082 0.030 0.000 0.743 3 Appendix D- Frontage Infiltration Trench Model 1.2444 0.082 0.030 0.000 0.743 1.2667 0.082 0.031 0.000 0.743 1.2889 0.082 0.031 0.000 0.743 1.3111 0.082 0.032 0.000 0.743 1.3333 0.082 0.032 0.000 0.743 1.3556 0.082 0.033 0.000 0.743 1.3778 0.082 0.033 0.000 0.743 1.4000 0.082 0.034 0.000 0.743 1.4222 0.082 0.035 0.000 0.743 1.4444 0.082 0.035 0.000 0.743 1.4667 0.082 0.036 0.000 0.743 1.4889 0.082 0.036 0.000 0.743 1.5111 0.082 0.037 0.000 0.743 1.5333 0.082 0.037 0.000 0.743 1.5556 0.082 0.038 0.000 0.743 1.5778 0.082 0.038 0.000 0.743 1.6000 0.082 0.039 0.000 0.743 1.6222 0.082 0.039 0.000 0.743 1.6444 0.082 0.040 0.000 0.743 1.6667 0.082 0.041 0.000 0.743 1.6889 0.082 0.041 0.000 0.743 1.7111 0.082 0.042 0.000 0.743 1.7333 0.082 0.042 0.000 0.743 1.7556 0.082 0.043 0.000 0.743 1.7778 0.082 0.043 0.000 0.743 1.8000 0.082 0.044 0.000 0.743 1.8222 0.082 0.044 0.000 0.743 1.8444 0.082 0.045 0.000 0.743 1.8667 0.082 0.045 0.000 0.743 1.8889 0.082 0.046 0.000 0.743 1.9111 0.082 0.047 0.000 0.743 1.9333 0.082 0.047 0.000 0.743 1.9556 0.082 0.048 0.000 0.743 1.9778 0.082 0.048 0.000 0.743 2.0000 0.082 0.049 0.000 0.743 ___________________________________________________________________ ___________________________________________________________________ ANALYSIS RESULTS Stream Protection Duration ___________________________________________________________________ Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.16 Total Impervious Area:0.21 ___________________________________________________________________ Mitigated Landuse Totals for POC #1 Total Pervious Area:0 Total Impervious Area:0.29 ___________________________________________________________________ Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 4 Appendix D- Frontage Infiltration Trench Model 2 year 0.136281 5 year 0.183239 10 year 0.217412 25 year 0.264231 50 year 0.301841 100 year 0.341868 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 ___________________________________________________________________ Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.140 0.000 1950 0.134 0.000 1951 0.180 0.000 1952 0.130 0.000 1953 0.147 0.000 1954 0.210 0.000 1955 0.171 0.000 1956 0.075 0.000 1957 0.115 0.000 1958 0.292 0.000 1959 0.127 0.000 1960 0.129 0.000 1961 0.411 0.000 1962 0.149 0.000 1963 0.145 0.000 1964 0.100 0.000 1965 0.122 0.000 1966 0.120 0.000 1967 0.239 0.000 1968 0.118 0.000 1969 0.261 0.000 1970 0.106 0.000 1971 0.133 0.000 1972 0.173 0.000 1973 0.140 0.000 1974 0.180 0.000 1975 0.139 0.000 1976 0.103 0.000 1977 0.102 0.000 1978 0.085 0.000 1979 0.164 0.000 1980 0.165 0.000 1981 0.103 0.000 1982 0.122 0.000 1983 0.140 0.000 1984 0.132 0.000 1985 0.177 0.000 5 Appendix D- Frontage Infiltration Trench Model 1986 0.176 0.000 1987 0.153 0.000 1988 0.140 0.000 1989 0.122 0.000 1990 0.107 0.000 1991 0.155 0.000 1992 0.130 0.000 1993 0.108 0.000 1994 0.120 0.000 1995 0.106 0.000 1996 0.182 0.000 1997 0.155 0.000 1998 0.171 0.000 1999 0.070 0.000 2000 0.310 0.000 2001 0.080 0.000 2002 0.096 0.000 2003 0.127 0.000 2004 0.235 0.000 2005 0.108 0.000 2006 0.162 0.000 2007 0.143 0.000 2008 0.127 0.000 2009 0.103 0.000 ___________________________________________________________________ Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.4113 0.0000 2 0.3095 0.0000 3 0.2917 0.0000 4 0.2612 0.0000 5 0.2392 0.0000 6 0.2348 0.0000 7 0.2104 0.0000 8 0.1818 0.0000 9 0.1805 0.0000 10 0.1795 0.0000 11 0.1771 0.0000 12 0.1758 0.0000 13 0.1726 0.0000 14 0.1710 0.0000 15 0.1705 0.0000 16 0.1651 0.0000 17 0.1645 0.0000 18 0.1622 0.0000 19 0.1551 0.0000 20 0.1547 0.0000 21 0.1526 0.0000 22 0.1491 0.0000 23 0.1475 0.0000 24 0.1451 0.0000 25 0.1434 0.0000 26 0.1403 0.0000 27 0.1399 0.0000 28 0.1398 0.0000 6 Appendix D- Frontage Infiltration Trench Model 29 0.1396 0.0000 30 0.1394 0.0000 31 0.1343 0.0000 32 0.1330 0.0000 33 0.1317 0.0000 34 0.1303 0.0000 35 0.1295 0.0000 36 0.1291 0.0000 37 0.1271 0.0000 38 0.1269 0.0000 39 0.1268 0.0000 40 0.1222 0.0000 41 0.1222 0.0000 42 0.1221 0.0000 43 0.1202 0.0000 44 0.1201 0.0000 45 0.1180 0.0000 46 0.1150 0.0000 47 0.1083 0.0000 48 0.1081 0.0000 49 0.1074 0.0000 50 0.1064 0.0000 51 0.1063 0.0000 52 0.1034 0.0000 53 0.1034 0.0000 54 0.1025 0.0000 55 0.1024 0.0000 56 0.0998 0.0000 57 0.0962 0.0000 58 0.0854 0.0000 59 0.0805 0.0000 60 0.0746 0.0000 61 0.0699 0.0000 ___________________________________________________________________ Stream Protection Duration POC #1 The Facility PASSED The Facility PASSED. Flow(cfs) Predev Mit Percentage Pass/Fail 0.0681 822 0 0 Pass 0.0705 728 0 0 Pass 0.0729 647 0 0 Pass 0.0752 576 0 0 Pass 0.0776 526 0 0 Pass 0.0799 477 0 0 Pass 0.0823 434 0 0 Pass 0.0847 386 0 0 Pass 0.0870 352 0 0 Pass 0.0894 325 0 0 Pass 0.0917 299 0 0 Pass 0.0941 274 0 0 Pass 0.0965 251 0 0 Pass 0.0988 230 0 0 Pass 0.1012 214 0 0 Pass 7 Appendix D- Frontage Infiltration Trench Model 0.1035 192 0 0 Pass 0.1059 175 0 0 Pass 0.1083 158 0 0 Pass 0.1106 145 0 0 Pass 0.1130 133 0 0 Pass 0.1154 124 0 0 Pass 0.1177 120 0 0 Pass 0.1201 111 0 0 Pass 0.1224 102 0 0 Pass 0.1248 100 0 0 Pass 0.1272 90 0 0 Pass 0.1295 80 0 0 Pass 0.1319 76 0 0 Pass 0.1342 71 0 0 Pass 0.1366 62 0 0 Pass 0.1390 60 0 0 Pass 0.1413 51 0 0 Pass 0.1437 48 0 0 Pass 0.1460 46 0 0 Pass 0.1484 43 0 0 Pass 0.1508 40 0 0 Pass 0.1531 37 0 0 Pass 0.1555 32 0 0 Pass 0.1578 32 0 0 Pass 0.1602 29 0 0 Pass 0.1626 26 0 0 Pass 0.1649 24 0 0 Pass 0.1673 23 0 0 Pass 0.1696 22 0 0 Pass 0.1720 20 0 0 Pass 0.1744 18 0 0 Pass 0.1767 17 0 0 Pass 0.1791 15 0 0 Pass 0.1814 13 0 0 Pass 0.1838 12 0 0 Pass 0.1862 12 0 0 Pass 0.1885 12 0 0 Pass 0.1909 12 0 0 Pass 0.1933 12 0 0 Pass 0.1956 12 0 0 Pass 0.1980 12 0 0 Pass 0.2003 12 0 0 Pass 0.2027 11 0 0 Pass 0.2051 11 0 0 Pass 0.2074 11 0 0 Pass 0.2098 10 0 0 Pass 0.2121 8 0 0 Pass 0.2145 8 0 0 Pass 0.2169 8 0 0 Pass 0.2192 8 0 0 Pass 0.2216 8 0 0 Pass 0.2239 8 0 0 Pass 0.2263 8 0 0 Pass 0.2287 8 0 0 Pass 0.2310 8 0 0 Pass 0.2334 7 0 0 Pass 0.2357 6 0 0 Pass 8 Appendix D- Frontage Infiltration Trench Model 0.2381 6 0 0 Pass 0.2405 5 0 0 Pass 0.2428 5 0 0 Pass 0.2452 5 0 0 Pass 0.2475 5 0 0 Pass 0.2499 5 0 0 Pass 0.2523 5 0 0 Pass 0.2546 5 0 0 Pass 0.2570 5 0 0 Pass 0.2594 5 0 0 Pass 0.2617 4 0 0 Pass 0.2641 4 0 0 Pass 0.2664 4 0 0 Pass 0.2688 4 0 0 Pass 0.2712 4 0 0 Pass 0.2735 4 0 0 Pass 0.2759 4 0 0 Pass 0.2782 4 0 0 Pass 0.2806 4 0 0 Pass 0.2830 4 0 0 Pass 0.2853 4 0 0 Pass 0.2877 4 0 0 Pass 0.2900 4 0 0 Pass 0.2924 3 0 0 Pass 0.2948 3 0 0 Pass 0.2971 3 0 0 Pass 0.2995 3 0 0 Pass 0.3018 3 0 0 Pass _____________________________________________________ ___________________________________________________________________ Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. ___________________________________________________________________ LID Report LID Technique Used for Total Volumn Volumn Infiltration Cumulative Percent Water Quality Percent Comment Treatment? Needs Through Volumn Volumn Volumn Water Quality Treatment Facility (ac-ft.) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Gravel Trench Bed 1 POC N 51.93 N 99.14 Total Volume Infiltrated 51.93 0.00 0.00 99.14 0.00 0% No Treat. Credit Compliance with LID Standard 8 Duration Analysis Result = Passed ___________________________________________________________________ Perlnd and Implnd Changes No changes have been made. ___________________________________________________________________ 9 Appendix D- Frontage Infiltration Trench Model 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 Â© by : Clear Creek Solutions, Inc. 2005-2019; All Rights Reserved. 10 R & L Carriers Truck Terminal Preliminary Drainage Report Jan. 18, 2019 Appendix E Preliminary Conveyance Calculations Group Four Inc Hand Calculator Method per WSDOT Hydraulics Manual To analyze the conveyance system for capacity and velocity the WSDOT hand calculator method was worked out for the longest run of pipe, the north run collecting from CBs 1 through 10. Adequate capacity and velocity for this pipe run is reached when the pipes are 18â€ in diameter and sloped between 0.5% and 0.9%. The other main pipe run (CBs 12-20) and other smaller branches have adequate capacity and velocity because sizes are also 18â€ and their slopes are between 0.9% and 1.09%. Group Four, Inc. 18 18-4514 R & L Carriers Truck Terminal Preliminary Drainage Report Jan. 18, 2019 Appendix F Operation and Maintenance Snohomish County Drainage Manual Group Four, Inc. 19 18-4514 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA 98223 360â€403â€3551 Project Name: R+L Carriers Permit No.: PWD#1654 Review Date: 12/14/2019 Contact: Dennis Meyers/Raymond Phone No.: 937â€382â€1494 â€ Dennis Review Phase: 1 Report Date: 1/18/2019 Miller 425â€408â€1152 â€ Raymond Reviewing Dept.: CED Applicant: RLR Investments, LLC DWG Issue Date: # Rev. Dwg. or Addâ€™l Ref. City Comment Response/Resolution Spec. Ref. Approved 1. NEH General Proposed draft water and sewer, if applicable, Any necessary easements will be addressed easements must be shown upon final review. 2. NEH General Copy of Construction General Permit must be Acknowledged provided prior to construction 3. NEH SWPPP Copy of the SWPPP is needed for review Acknowledged 4. NEH Drainage MR 2 SWPPP is needed for review SWPPP will be submitted for review Report 5. NEH Drainage MR 5 Needs to address BMP T5.13 BMP T5.13 is addressed in the report and on Report plan sheet 5. 6. NEH Drainage MR 6 Discuss required treatment level, basic, enhanced, Addressed in revised report Report oil/prosperous, etc. and how it is met 7. NEH Drainage Discussion about fueling station and how it meets Fuel station criteria met by architect. See Report S409 from SWMMWW attached plans for reference. 8. NEH Drainage How is pretreatment provided? Oil/water separators Pretreatment met by oil/water/coalescing plate Report in CB's? separator vault and O/W separator manhole 9. NEH Drainage Sizing of oil water separators Addressed in revised report Report 10. NEH Drainage For the road section, 18" of modified soil is needed at Addressed in report and item #20. Report the top of the trench planted with grass. (grade to create shallow (6") swale 11. NEH Drainage Demonstrate that WQ infiltration facilities drain in Addressed in report Report less than 24 hours 12. NEH Drainage MR 9 & References Snohomish County Drainage manual Done Report Appendix instead of SWMMWW 13. NEH Drainage WWHM For Frontage infiltration lists pervious land twice so Revision has been addressed. Report the basin total is 0.37 instead of 0.29 as shown elsewhere. Page 1 of 4 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA 98223 360â€403â€3551 Project Name: R+L Carriers Permit No.: PWD#1654 Review Date: 12/14/2019 Contact: Dennis Meyers/Raymond Phone No.: 937â€382â€1494 â€ Dennis Review Phase: 1 Report Date: 1/18/2019 Miller 425â€408â€1152 â€ Raymond Reviewing Dept.: CED Applicant: RLR Investments, LLC DWG Issue Date: # Rev. Dwg. or Addâ€™l Ref. City Comment Response/Resolution Spec. Ref. Approved 14. NEH Sheet 4 Use Permeable Ballast for stabilized Construction Done Entrance instead of quarry spalls 15. NEH Sheet 4 Demonstrate proper separation at utility crossings Crossings shown on sheet 9. 16. NEH Sheet 4 Add city detail for asphalt patching in the roadway Done 17. NEH Sheet 5 Call out requirement of BMP T5.13 See item #5 18. NEH Sheet 8 Dedicated fueling station must meet requirements of See item #7 S409 from SWMMWW (shown on Sheet 9 and 11 instead of 8) Show drains and closed shutoff valve location. Spill control sump that meets Section 7901.8 of UFC 19. NEH Sheet 9 Move storm info for dedicated fueling station to sheet Done 8. 20. NEH Sheet 12 Add 18" modified soils above roadside infiltration and Done grass, grade to gentle swale 21. NEH Sheet 12 All driveway crossings and ending at existing asphalt Notes have been added to sht. 12 must meet ADA for trail. 22. NEH Sheet Lâ€6 Root barrier is required on road or trail side of trees. Done on Lâ€6 23. RRM Water Please include Station numbers on Drawings. Done 24. RRM Water Include Station numbers and complete list of parts on Done all fitting call outs. 25. RRM Sheet 10 Water Hot Taps cannot be tapped through a Butterfly Valve. Acknowledged 26. RRM Sheet 10 Water All Domestic and Irrigation services will need to call A note has been added to the plans at meter out for a 2â€ (inch) Domestic setter per COA Wâ€050. locations When fees are paid, the required Meters will be adapted to fit the 2â€ Setter. 27. RRM Sheet 10 Water On the south 12â€ DI at approximately 174â€™, call out for Tee has been fully valved. 8â€ has been provided, a 12â€ fully valved Tee for flushing and control. Also at this location, the main extending to the East, is shown Page 2 of 4 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA 98223 360â€403â€3551 Project Name: R+L Carriers Permit No.: PWD#1654 Review Date: 12/14/2019 Contact: Dennis Meyers/Raymond Phone No.: 937â€382â€1494 â€ Dennis Review Phase: 1 Report Date: 1/18/2019 Miller 425â€408â€1152 â€ Raymond Reviewing Dept.: CED Applicant: RLR Investments, LLC DWG Issue Date: # Rev. Dwg. or Addâ€™l Ref. City Comment Response/Resolution Spec. Ref. Approved as a 6â€ DI. This does not meet COA standard 4â€1.08, an 8â€ minimum will be required. 28. RRM Sheet 10 Water The Fire Line as drawn exceeds the 50â€™ maximum Domestic water service has been revised to length required for water quality. Recommendation: minimize max. length & eliminate service tap on Up size this line to a minimum of 8â€ DI. This main, at 12â€. Fire line has been upsized to the POC with the POC, will be required to have a Gate Valve at the 8â€ DIP then reduced to the buildings. The size 12â€ DI Main for control. Tap the 2â€ domestic service will be determined by the fire sprinkler (per COA Std. detail Wâ€050) closer to the building to designer based on demand, satisfy the length requirement. At this location the main can be valved and reduced to the required size and stubbed into the building. This would eliminate the Domestic service tap on the 12â€ DI. 29. RRM Sheet 10 Water The FDC is shown as attached to the Fire Line. FDC now shown as separate pipe. 30. RRM Sheet 10 Water The fire hydrant on the north 12â€ DI, the 45 bend will Fire hydrant assembly has been revised not be allowed. Run an 8â€ DI north to the planter, set accordingly. an 8â€ MJ x 6â€ FL Tee with an 8â€ MJ Plug and blocking per COA Std. Detail Wâ€160. Install a hydrant assembly per COA Std. Detail Wâ€010 31. RRM Sheet 11 Water The Fire Line as drawn exceeds the 50â€™ maximum See item #28. length. Suggest using the same solution as item # 7 (?). 32. RRM Sheet 10 Sewer Per Standard 5â€1.13, cleanouts required every 100 Cleanouts has been added. feet, please show on plans 33. RRM Sheet 10 & Sewer Per Standard 5â€1.13, side sewer service for Side sewer service line size has been revised. 11 commercial must be 6â€, plans show 4â€ IN on both monitoring manholes 34. RRM Sheet 10 Sewer Monitoring manhole should be placed closer to the Monitoring manhole has been relocated. road for access (I will defer to Fredâ€™s expertise on this one) 35. RRM Sheet 11 Sewer Position maintenance building manhole between Done building and retaining wall such that there is a Page 3 of 4 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA 98223 360â€403â€3551 Project Name: R+L Carriers Permit No.: PWD#1654 Review Date: 12/14/2019 Contact: Dennis Meyers/Raymond Phone No.: 937â€382â€1494 â€ Dennis Review Phase: 1 Report Date: 1/18/2019 Miller 425â€408â€1152 â€ Raymond Reviewing Dept.: CED Applicant: RLR Investments, LLC DWG Issue Date: # Rev. Dwg. or Addâ€™l Ref. City Comment Response/Resolution Spec. Ref. Approved minimum of 3 feet of clearance around the manhole for access. 36. RRM Sheet 11 Gas line connection. Cutting of asphalt on 191st or the According to Cascade Natural Gas, there are no new multiâ€use trail will not be allowed. Does an gas stubs to the site from 191st. existing gas stub exist for this connection? 37. Fire FDC FDC needs to be moved to a location closer to south Done hydrant. 38. Fire Knox Box Provide "Knox" controlled key access to gates. A note has been added to sheet 1 concerning the Contact FD for ordering information if needed, 360â€ â€œKnoxBoxâ€ location. 403â€3600. 39. LP All sheets Approval Update approval blocks â€“ see attached Done Block Page 4 of 4 tt cc ee itit 4 hh 7 m 2 o n 8 yy rcrc io 9 95 68 .cil aa A is A 1 9 a J A iv W.8 .1 mg J D , 9 0 ll ee ts no 5 1 @ uu pp a nr .60 .25 lay a a E e 6 2 a a a 7 V 3 4 lj P cc 19 t .p .c ua P ss 2 nu p o . dd M e nn aa LL 1.2.19 n la P n o ti a igr Ir Release #1 Design Review N I-1 of 6 tt cc ee itit 4 hh 7 m 2 o n 8 yy rcrc io 9 95 68 .cil aa A is A 1 9 a J A iv W .8 .1 mg J D , 9 0 ll ee ts no 5 1 @ uu pp a nr .60 .25 lay a a E e 6 2 a a a 7 V 3 4 lj P cc 19 t .p .c ua P ss 2 nu p o . dd M e nn aa LL 1.2.19 n la P n o ti a igr Ir Release #1 Design Review N I-2 of 6 tt cc ee itit 4 hh 7 m 2 o n 8 yy rcrc io 9 95 68 .cil aa A is A 1 9 a J A iv W .8 .1 mg J D , 9 0 ll ee ts no 5 1 @ uu pp a nr .60 .25 lay a a E e 6 2 a a a 7 V 3 4 lj P cc 19 t .p .c ua P ss 2 nu p o . dd M e nn aa LL 1.2.19 n la P n o ti a igr Ir Release #1 Design Review I-3 of 6 tt cc ee itit 4 hh 7 m 2 o n 8 yy rcrc io 9 95 68 .cil aa A is A 1 9 a J A iv W.8 .1 mg J D , 9 0 ll ee ts no 5 1 @ uu pp a nr .60 .25 lay a a E e 6 2 a a a 7 V 3 4 lj P cc 19 t .p .c ua P ss 2 nu p o . dd M e nn aa LL 1.2.19 n la P n o ti a igr Ir Release #1 Design Review N I-4 of 6 tt cc ee itit 4 hh 7 m 2 o n 8 yy rcrc io 9 95 68 .cil aa A is A 1 9 a J A iv W .8 .1 mg J D , 9 0 ll ee ts no 5 1 @ uu pp a nr .60 .25 lay a a E e 6 2 a a a 7 V 3 4 lj P cc 19 t .p .c ua P ss 2 nu p o . dd M e nn aa LL 1.2.19 n la P n o ti a igr Ir Release #1 Design Review N I-5 of 6 tt cc ee itit 4 hh 7 m 2 o n 8 yy rcrc io 9 95 68 .cil aa A is A 1 9 a J A iv W .8 .1 mg J D , 9 0 ll ee ts no 5 1 @ uu pp a nr .60 .25 lay a a E e 6 2 a a a 7 V 3 4 lj P cc 19 t .p .c ua P ss 2 nu p o . dd M e nn aa LL 1.2.19 n la P n o ti a igr Ir Release #1 Design Review I-6 of 6 t c e it h 4 7 m 2 o n 8 yy rc io 9 95 68 .cil aa A is A 1 9 a JJ iv W .8 .1 mg D , 9 0 ll e ts n 5 1 @ u p a on .6 .2 la u E r 0 5 y aa a 7 e 63 24 alj c 1 Vt . . u PP 92 n p c a s u p o . d M e n a L 1.2.19 n la P e p a c s d n a L Release #1 Design Review N L-1 of 6 tt cc ee itit h 4 h 7 m 2 o n 8 yy rcrc io 9 95 68 .cil aa AA is A 1 9 a JJ iv W .8 .1 mg D , 9 0 ll ee ts n 5 1 @ u pp a on .6 .2 la u E r 0 5 y aa aa 7 e 63 24 alj cc 1 Vt . . u PP 92 n p c a ss u p. o dd M e nn aa LL 1.2.19 n la P e p a c s d n a L Release #1 Design Review N L-2 of 6 tt cc ee itit h 4 h 7 m 2 o n 8 yy rcrc io 9 95 68 .cil aa AA is A 1 9 a JJ iv W .8 .1 mg D , 9 0 ll ee ts n 5 1 @ u pp a on .6 .2 la u E r 0 5 y aa aa 7 e 63 24 alj cc 1 Vt . . u PP 92 n p c a ss u p. o dd M e nn aa LL 1.2.19 n la P e p a c s d n a L Release #1 Design Review N L-3 of 6 tt cc ee itit h 4 h 7 m 2 o n 8 yy rcrc io 9 95 68 .cil aa AA is A 1 9 a JJ iv W .8 .1 mg D , 9 0 ll ee ts n 5 1 @ u pp a on .6 .2 la u E r 0 5 y aa aa 7 e 63 24 alj cc 1 Vt . . u PP 92 n p c a ss u p. o dd M e nn aa LL 1.2.19 n la P e p a c s d n a L Release #1 Design Review L-4 N of 6 tt cc ee itit h 4 h 7 m 2 o n 8 yy rcrc io 9 95 68 .cil aa AA is A 1 9 a JJ iv W .8 .1 mg D , 9 0 ll ee ts n 5 1 @ u pp a on .6 .2 la u E r 0 5 y aa aa 7 e 63 24 alj cc 1 Vt . . u PP 92 n p c a ss u p. o dd M e nn aa LL 1.2.19 n la P e p a c s d n a L Release #1 Design Review L-5 N of 6 tt cc ee itit h 4 h 7 m 2 o n 8 yy rcrc io 9 95 68 .cil aa AA is A 1 9 a JJ iv W .8 .1 mg D , 9 0 ll ee ts n 5 1 @ u pp a on .6 .2 la u E r 0 5 y aa aa 7 e 63 24 alj cc 1 Vt . . u PP 92 n p c a ss u p. o dd M e nn aa LL 1.2.19 n la P e p a c s d n a L Release #1 Design Review L-6 of 6 SW 1/4 & NW 1/4, SW 1/4, SEC. 14, TWP 31, RGE. 05, W.M. CITY OF ARLINGTON CONSTRUCTION DRAWING REVIEW ACKNOWLEDGMENT THIS PLAN HAS BEEN REVIEWED AND EVALUATED FOR GENERAL COMPLIANCE WITH THE CITY OF ARLINGTON CODES AND ORDINANCES. CONFORMANCE OF THE DESIGN WITH ALL APPLICABLE LAWS AND REGULATIONS IS THE FULL AND COMPLETE RESPONSIBILITY OF THE LICENSED DESIGN ENGINEER WHOSE STAMP AND SIGNATURE APPEAR ON THIS â€œ â€ SHEET. ACKNOWLEDGEMENT OF CONSTRUCTION DRAWING REVIEW DOES NOT IMPLY CITY APPROVAL FOR CONSTRUCTION ACTIVITIES THAT REQUIRE OTHER COUNTY, STATE TITLE SHEET OR FEDERAL PERMIT REVIEW AND APPROVAL. THE PROPERTY OWNER AND LICENSED DESIGN ENGINEER SHALL BE RESPONSIBLE FOR THE ACQUISITION AND COMPLIANCE OF EWJ ALL APPLICABLE PERMITS AND/OR AUTHORIZATION WHICH MAY INCLUDE, BUT ARE NOT REM LIMITED TO, WSDFW HYDRAULIC PROJECT APPROVAL (HPA), WSDOE NOTICE OF INTENT (NOI), ARMY CORP OF ENGINEERS FILL PERMITS AND THE REQUIREMENTS OF THE (NOI),ENDANGERED SPECIES ACT. 1" = 60' BY: _______________________________________________ DATE : __________________ Nova Heaton, PE, Development Services Manager 1 OF 14 80 0 80 160 THESE APPROVED CONSTRUCITON PLANS EXPIRE AFTER 18 MONTHS FROM THE DATE SHOWN ABOVE OR UPON EXPIRATION OF PRELIMINARY PLAN RO SITE PLAN APPROVAL. SW 1/4 & NW 1/4, SW 1/4, SEC. 14, TWP 31, RGE. 05, W.M. EXISTING CONDITIONS PLAN CITY OF ARLINGTON EWJ CONSTRUCTION DRAWING REVIEW APPROVAL REM SCALE: 1" = 50' THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. 50' 0 50' 100' BY: __________________________________________________________ Nova Heaton, PE, Development Services Manager 2 OF 14 DATE: _________________ THIS APPROVAL IS VALID FOR 18 MONTHS SW 1/4 & NW 1/4, SW 1/4, SEC. 14, TWP 31, RGE. 05, W.M. 1" = 40' 40 0 40 80 TESC PLAN CITY OF ARLINGTON EWJ CONSTRUCTION DRAWING REVIEW APPROVAL REM THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. BY: __________________________________________________________ Nova Heaton, PE, Development Services Manager 3 OF 14 DATE: _________________ THIS APPROVAL IS VALID FOR 18 MONTHS SW 1/4 & NW 1/4, SW 1/4, SEC. 14, TWP 31, RGE. 05, W.M. TESC NOTES AND DETAILS CITY OF ARLINGTON EWJ CONSTRUCTION DRAWING REVIEW APPROVAL REM THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. BY: __________________________________________________________ Nova Heaton, PE, Development Services Manager 4 OF 14 DATE: _________________ THIS APPROVAL IS VALID FOR 18 MONTHS SW 1/4 & NW 1/4, SW 1/4, SEC. 14, TWP 31, RGE. 05, W.M. â€ â€ â€œ â€ â€œ â€ â€œ â€ 1" = 40' 40 0 40 80 GRADING AND DRAINAGE PLAN CITY OF ARLINGTON EWJ CONSTRUCTION DRAWING REVIEW APPROVAL REM THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. BY: __________________________________________________________ Nova Heaton, PE, Development Services Manager 5 OF 14 DATE: _________________ THIS APPROVAL IS VALID FOR 18 MONTHS SW 1/4 & NW 1/4, SW 1/4, SEC. 14, TWP 31, RGE. 05, W.M. MATCHLINE (SEE SHEET 7) MATCHLINE (SEE SHEET 8) 1" = 20' 20 0 20 40 â€¢ â€¢ â€¢ â€¢ â€¢ â€¢ WEST GRADING & DRAINAGE PLAN CITY OF ARLINGTON EWJ CONSTRUCTION DRAWING REVIEW APPROVAL REM THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. BY: __________________________________________________________ Nova Heaton, PE, Development Services Manager â€œ â€ 6 OF 14 DATE: _________________ THIS APPROVAL IS VALID FOR 18 MONTHS SW 1/4 & NW 1/4, SW 1/4, SEC. 14, TWP 31, RGE. 05, W.M. MATCHLINE (SEE SHEET 6) MATCHLINE (SEE SHEET 8) 1" = 20' 20 0 20 40 NORTH GRADING & DRAINAGE PLAN CITY OF ARLINGTON EWJ CONSTRUCTION DRAWING REVIEW APPROVAL REM THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. BY: __________________________________________________________ Nova Heaton, PE, Development Services Manager 7 OF 14 DATE: _________________ THIS APPROVAL IS VALID FOR 18 MONTHS SW 1/4 & NW 1/4, SW 1/4, SEC. 14, TWP 31, RGE. 05, W.M. MATCHLINE (SEE SHEET 7) MATCHLINE (SEE SHEET 6) 1" = 20' 20 0 20 40 SOUTH GRADING & DRAINAGE PLAN CITY OF ARLINGTON EWJ CONSTRUCTION DRAWING REVIEW APPROVAL REM THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. BY: __________________________________________________________ Nova Heaton, PE, Development Services Manager 8 OF 14 DATE: _________________ THIS APPROVAL IS VALID FOR 18 MONTHS SW 1/4 & NW 1/4, SW 1/4, SEC. 14, TWP 31, RGE. 05, W.M. â€ â€ â€ â€œ â€ 1" = 40' 40 0 40 80 UTILITY PLAN CITY OF ARLINGTON EWJ CONSTRUCTION DRAWING REVIEW APPROVAL REM THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. BY: __________________________________________________________ Nova Heaton, PE, Development Services Manager 9 OF 14 DATE: _________________ THIS APPROVAL IS VALID FOR 18 MONTHS SW 1/4 & NW 1/4, SW 1/4, SEC. 14, TWP 31, RGE. 05, W.M. 1" = 20' 20 0 20 40 MATCHLINE (SEE SHEET 11) WEST UTILITY PLAN CITY OF ARLINGTON EWJ CONSTRUCTION DRAWING REVIEW APPROVAL REM THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. BY: __________________________________________________________ Nova Heaton, PE, Development Services Manager 10 OF 14 DATE: _________________ THIS APPROVAL IS VALID FOR 18 MONTHS SW 1/4 & NW 1/4, SW 1/4, SEC. 14, TWP 31, RGE. 05, W.M. MATCHLINE (SEE SHEET 10) 1" = 20' 20 0 20 40 SOUTH UTILITY PLAN CITY OF ARLINGTON EWJ CONSTRUCTION DRAWING REVIEW APPROVAL REM THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. BY: __________________________________________________________ Nova Heaton, PE, Development Services Manager 11 OF 14 DATE: _________________ THIS APPROVAL IS VALID FOR 18 MONTHS SW 1/4 & NW 1/4, SW 1/4, SEC. 14, TWP 31, RGE. 05, W.M. 1" = 20' 20 0 20 40 FRONTAGE IMPROVEMENT PLAN CITY OF ARLINGTON EWJ CONSTRUCTION DRAWING REVIEW APPROVAL REM THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. BY: __________________________________________________________ Nova Heaton, PE, Development Services Manager 12 OF 14 DATE: _________________ THIS APPROVAL IS VALID FOR 18 MONTHS SW 1/4 & NW 1/4, SW 1/4, SEC. 14, TWP 31, RGE. 05, W.M. NOTES AND DETAILS CITY OF ARLINGTON EWJ CONSTRUCTION DRAWING REVIEW APPROVAL REM THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. BY: __________________________________________________________ Nova Heaton, PE, Development Services Manager 13 OF 14 DATE: _________________ THIS APPROVAL IS VALID FOR 18 MONTHS SW 1/4 & NW 1/4, SW 1/4, SEC. 14, TWP 31, RGE. 05, W.M. NOTES AND DETAILS 2 CITY OF ARLINGTON EWJ CONSTRUCTION DRAWING REVIEW APPROVAL REM THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. BY: __________________________________________________________ Nova Heaton, PE, Development Services Manager 14 OF 14 DATE: _________________ THIS APPROVAL IS VALID FOR 18 MONTHS Drainage Report R & L Carriers Truck Terminal City of Arlington, Washington Tax Parcel: 31051400302900 Group Four Job: 18-4514 January 18, 2019 Revised: February 28, 2019 Prepared For: Prepared By: R & L Carriers Curt Iffrig, E.I.T 600 Gilliam Road, Group Four, Inc. Wilmington, OH 45177 1901 Vernon Road, Suite #A (937) 382-1494 Lake Stevens, WA 98258 (425) 408-1152 R & L Carriers Truck Terminal Drainage Report Feb. 28, 2019 Table Of Contents Section I Project Overview and Executive Summary Existing Conditions Summary Targeted Drainage Area Off-Site Analysis Upstream Analysis Downstream Analysis Erosion Control Risk Assesment Erosion and Sediment Control BMPs Critical Areas Mitigation Measures Section II MR-1 Targeted Stormwater Site Plan MR 2-SWPPP MR 3-Water Pollution Source Control for New Development MR 4-Preservation of Natural Drainage Systems and Outfalls, and Provisions of Off-site Mitigation MR 5-On-site Storm water Management MR 6-Runoff Treatment MR 7- Flow Control MR 8- Wetland Protection MR 9- Operation and Maintenance Appendicies A - Geotechnical Report B - Figures I-2.4.1 and I-2.4.2 Minimum Requirements for New Development Projects C - ADS N-12 Perforated Pipe D - WWHM 2012 Calculations E - Preliminary Conveyance Calculations F- Maintenance and Operations Figures Figure 1-Vicinity Map Figure 2-Existing Site Plan Figure 3-Proposed Site Plan Figure 4-Infiltration Gallery Concept Figure 5-Typical Trench Section Group Four, Inc. 2 18-4514 R & L Carriers Truck Terminal Drainage Report Feb. 28, 2019 Section I Project Overview and Executive Summary Name: R & L Carriers Truck Terminal File Number: TBD Tax Parcel: 31051400302900 Owner/Applicant: R & L Carriers 600 Gilliam Rd, Wilmington, OH 45177 937-382-1494 Engineer: Group Four, Inc. P.O. Box 1059 Lake Stevens, WA 98258 425-408-1152 This drainage report was prepared as part of a drainage review per the requirements found in the Washington State, Department of Ecology, Stormwater Management Manual for Western Washington 2014 (SWMMWW 2014) and the City of Arlington. The applicant proposes to build a 60-door truck terminal (40,000 sf), office building (5,000 sf), maintenance building (11,250 sf), and 2-bay fueling station on an approximately 9.43 ac site in Arlington, Washington. The total impervious area consists of approximately 7.762 acres (338,113 sf). Stormwater runoff mitigation will be provided by an infiltration gallery, runoff from impervious surfaces will be collected in catch basins and routed to the infiltration gallery. All stormwater runoff will be infiltrated in this way. Water quality treatment will be provided by an 18 in layer of amended soil below the infiltration gallery. Approximately 3,576 sf new asphalt walking path will be added to the frontage. Stormwater runoff from this surface will be mitigated by an infiltration trench under the walking path. Group Four, Inc. 3 18-4514 R & L Carriers Truck Terminal 9.43 Acres 9.43ac 9.43 0 1.668 7.762 1.291 6.471 0.01 0.04 0.20 0 0 0 N/A Inf. Gallery 19,500 Amnd. Soils N/A R & L Carriers Truck Terminal Drainage Report Feb. 28, 2019 Figure 1: Vicinity Map Group Four, Inc. 4 18-4514 R & L Carriers Truck Terminal Drainage Report Feb. 28, 2019 Existing Conditions Summary The existing site is 9.43 acres in an area zoned General Industrial. The entire site is already cleared with approximately 2/3 of its surface covered with gravel and the remainder covered with dirt and/or grass. The project site is moderately sloped, with an average approximate slope of 3%. The entire site is one drainage basin with surface runoff infiltrating into the ground. The soils are mapped as surficial deposits of Vashon Stade, consisting of glacial recessional outwash of the Marysville Member (Qvrm). Subsurface soils are described as medium dense gravel with medium to coarse sand. See Figure 2: Existing Site Plan. A geotechnical assessment by Nelson Geotechnical Associates found the measured infiltration rate for the soils on-site is 27.5 in/hr. By applying appropriate safety factors per SWMMWW 2014 section VIII-3.3.6, the design infiltration rate becomes 14.85 in/hr. The entire existing site is one drainage basin. Stormwater leaves the site by infiltrating into the ground. See geotechnical assessment in Appendix A. Targeted Drainage Area The targeted area for this project is all the proposed impervious surface, including the office and terminal building that is 45,000 SF, the maintenance building that is 11,250 SF and approximately 281,863 SF of new pavement. The entire proposed site is one drainage basin. See Figure 3: Proposed Site Plan. Off-Site Analysis Upstream Analysis There is no visual evidence of any off-site areas contributing runoff to the site. There are no upstream issues of concern for this project. Downstream Analysis On-site run-off infiltrates into the ground and there is no visible evidence of surface runoff leaving the site. As a result, there are no downstream issues of concern for this project. Figures 2 and 3: Existing Site Plan and Proposed Site Plan Group Four, Inc. 5 18-4514 R & L Carriers Truck Terminal Drainage Report Feb. 28, 2019 Erosion Control Risk Assessment The existing site is relatively flat, mostly cleared and covered with exposed dirt. There are no exposed steep slopes where erosion will be an issue. Furthermore, all stormwater leaves the site through infiltration into the ground due to the native soilâ€™s high infiltration rate. There is little risk of sediment transport because there are no discharge points where surface water or sediment can flow from the site. Due to the sites topography and hydrology there is little risk of erosion and sediment transport and the following section lists the BMPs to be implemented to further reduce erosion and sediment transport. Erosion and Sediment Control BMPs Proposed erosion and sediment control BMPs used in this project include; BMP C105-Stabilized Construction Entrance. A temporary construction entrance will be installed per Snohomish County standards to prevent sediment transport by vehicles entering and leaving the site. BMP C106-Wheel Wash. A wheel wash per Snohomish County Standards will be provided on site. BMP C120-Hydroseeding. Exposed soils will be hydroseeded with a Snohomish County approved seed mix to reduce erosion. BMP C220-Strom Drain Inlet Protection. Approved catch basin inserts are to be installed in all proposed catch basins after their installation for the duration of construction. This will prevent sediment from entering the new storm drain system and the infiltration gallery. BMP C233-Silt Fence. A silt fence with filter fabric will surround the perimeter of the site to prevent sediment transport. Critical Areas Mitigation Measures There are no critical areas on-site, so no critical areas mitigation is proposed. Group Four, Inc. 6 18-4514 R & L Carriers Truck Terminal Drainage Report Feb. 28, 2019 Section II: Minimum Requirements Per the 2014 SWMMWW, Figure I-2.4.1 and Figure I-2.4.2 this project must comply with Minimum Requirements 1 through 9. See Appendix B. MR-1 Targeted Stormwater Site Plan A full set of civil design plans has been prepared for a City of Arlington drainage review. MR 2-SWPPP Narrative A Surface Water Pollution Prevention Plan (SWPPP) and the SWPPP element narrative have been prepared by Group Four for a City of Arlington drainage review. MR 3-Water Pollution Source Control for New Development This project includes facilities for receiving, maintaining and fueling large trucks so pollution source control is required. The following BMPs will be applied to this project to control source pollutants so they do not enter the storm system: This fueling station is required to apply BMP S409 for fueling at dedicated stations. To meet this requirement the fueling station will have an emergency spill control valve to be closed in the event of a fuel spill. The owners and operators of this facility are expected to apply BMP S426 by preparing a Spill Prevention and Emergency Cleanup Plan (SPECP) MR 4-Preservation of Natural Drainage Systems and Outfalls, and Provisions of Off-site Mitigation The proposed infiltration maintains the siteâ€™s natural drainage system. The site naturally drains runoff by infiltration into the ground and the proposed infiltration gallery will maintain this natural drainage systems. Off-site work is not proposed as part of this project. Group Four, Inc. 7 18-4514 R & L Carriers Truck Terminal Drainage Report Feb. 28, 2019 MR 5-On-site Stormwater Management Per SWMM 2014 section I-2.5.5 â€œProjects shall employ On-Site Stormwater Management BMPs in accordance with the following projects thresholds, standards, and lists to infiltrate, disperse, and retain stormwater runoff on-site to the extent feasible without causing flooding or erosion impactsâ€ The infiltration facility designed for flow control meets this requirement by fully infiltrating runoff from all targeted impervious surfaces. A geotechnical assessment found that full infiltration is feasible. The design infiltration rate of the native soils was 14.85in/hr. (See geotechnical assessment in Appendix A) However, this design will use an infiltration rate of 9 in/hr for the amended soils used for water quality treatment. BMP T5.13, post construction amended soils will be applied to 71,720 sf of lawn and landscaped area. See sheet 5 of the civil design plans and the landscape plans. MR 6-Runoff Treatment Treatment of stormwater runoff will be provided by infiltration. The infiltration facility will include an 18â€ depth of amended soils designed to meet the site suitability requirements. The soil will have an infiltration rate of 9 in/hr. See Figure 4 below for infiltration gallery dimensions. Chapter V-2 of the SWMMWW 2014 describes the process for selecting treatment facilities. It includes standards for Oil Control, Phosphorus Treatment and Enhanced Water Quality treatment. Oil Control Per V-2 this project requires oil control because it meets the following description. â€œAn area of a commercial or industrial site subject to parking, storage or maintenance of 25 or more vehicles that are over 10 tons gross weight (trucks, buses, trains, heavy equipment, etc.).â€ Oil control devices provided include an Oldcastle Precast 660-CPS Coalescing Oil/Water separator sized to handle a flow of 105 gpm and a Standard Oil/Water separator per City of Arlington Standard Detail SD-120 with an 18â€ x 8â€ tee in a 54â€ manhole. Capacity of Oil/Water separator exceeds the expected flowrate. Enhanced Water Quality Treatment and Phosphorus The infiltration gallery provides both enhanced treatment and phosphorus treatment. Per chapter V-3 of the SWMMWW 2014, infiltration with pretreatment meets both the enhanced water quality and phosphorus treatments when stormwater runoff is infiltrated into amended soils that meet the site suitability criteria. Pretreatment before the infiltration gallery includes the Group Four, Inc. 8 18-4514 R & L Carriers Truck Terminal Drainage Report Feb. 28, 2019 Oil/Water separator in a catch basin. The table below shows the amended soil specification designed to meet the site suitability criteria. The stormwater infiltration gallery is required to drain in less than 24 hours. The design infiltration rate for the infiltration gallery is 9 in/hr. At full volume the facility contains 0.491 acre-ft or 21,388 cf (See WWHM output in Appendix D). The bottom surface area of the gallery is 16,200 sf. The amount of time it takes for the full volume to drain at 9 in/hr is 1.76 hrs. Fueling Station The fueling station, to be designed by others, is required to apply BMP S409 for fueling at dedicated stations. To meet this requirement the fueling station will have an emergency spill control valve to be closed in the event of a fuel spill. Compliance with this requirement has been met per architectural, mechanical and plumbing design plans. Our plans (civil) address conveyance of minor spills mitigated by the Oil/Water separator. MR 7- Flow Control Per SWMM 2014 section I-2.5.7, Stormwater discharges shall match developed discharge durations to predeveloped 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. Group Four, Inc. 9 18-4514 R & L Carriers Truck Terminal Drainage Report Feb. 28, 2019 This flow control standard will be met by an infiltration gallery that will infiltrate stormwater runoff from all targeted impervious areas. The infiltration gallery will be installed as a 120â€™ Wide x 90â€™ Long x 3â€™ Deep cell and a 60â€™ Wide x 90â€™ Long x 3â€™ Deep cell, each with perforated pipe. See Figure 4: Infiltration Gallery Concept below. The perforated pipe within the gallery will be 12â€ ADS N-12, Class II perforated pattern. Each length will be spaced 10â€™ apart on center. See Appendix C. WWHM 2012 was used to show how this facility meets the flow control requirement by fully infiltrating the runoff from the proposed impervious surfaces. The targeted surface includes 8.26 acres of impervious surface. For the predeveloped condition this surface was modeled as moderately sloped outwash forest. For the developed condition, target surfaces were modeled as impervious. The table below shows how the target surfaces are modeled. SURFACE SLOPE COVER AREA (ac) PRE-DEVELOPED Existing Site-Historic Condition 0-3% Forest 8.26 DEVELOPED Proposed Roof 0 Roof 1.46 Proposed Pavement Impermeable 0-3% Parking 6.8 The model parameters for the infiltration gallery shown in the table below. The design shows one large gallery to handle the runoff from the entire impervious area. Due to space constraints the gallery will be installed as a 120â€™ Wide x 90â€™ Long x 3â€™ Deep cell and a 60â€™ Wide x 90â€™ Long x 3â€™ Deep cell. Model Input Value Note Bottom Length 125 ft Design bottom length Bottom Width 130 ft Design bottom width Depth 3 ft Design depth Pour Space 40% Design pour space for fill in gallery Side Slope 2:1 Design side slope Infiltration Rate Design infiltration rate for amended soil needed for BSM 9 in/hr stormwater treatment The WWHM 2012 output shows that an infiltration gallery of this size with 40% pour space and an infiltration rate of 9 in/hr infiltrates 99.97% of runoff from the targeted impervious surface. See WWHM 2012 outputs in Appendix D. Group Four, Inc. 10 18-4514 R & L Carriers Truck Terminal Drainage Report Feb. 28, 2019 A A 120 ft 90 ft 90 ft 60 ft Figure 4: Infiltration Gallery Concept Section A-A: Infiltration Gallery Section (TYP) Group Four, Inc. 11 18-4514 R & L Carriers Truck Terminal Drainage Report Feb. 28, 2019 Frontage Improvement Mitigation An asphalt walkway approximately 3,576 sf in area will be added to the street frontage area. Stormwater runoff from this walkway along with the existing half-street will be controlled by an infiltration trench located underneath the asphalt. The proposed trench will be 6 ft wide and 2 ft deep filled with 0.75 in to 1.5 in permeable ballast with a void space of 30%. The length of the trench is the length of the gravel walkway which is approximately 595 ft. WWHM 2012 was used to show how this facility meets the flow control requirement by fully infiltrating the runoff from the proposed impervious surfaces. The targeted surface includes 0.29 acres of impervious surface. For the predeveloped condition the half-street was modeled as road and the asphalt was modeled as moderately sloped outwash forest. For the developed condition, target surfaces were modeled as impervious. The table below shows how the target surfaces are modeled. SURFACE SLOPE COVER AREA (ac) PRE-DEVELOPED Existing Half-Street 0-3% Road 0.21 Asphalt-Historic Condition 0-3% Forest 0.08 DEVELOPED Half-Street 0 Road 0.21 Asphalt 0-3% Sidewalk 0.08 The input parameters for the infiltration trench are shown below. Figure 5 below shows a typical cross-section. Model Input Value Note Bottom Length 595 ft Design bottom length Bottom Width 6 ft Design bottom width Depth 2 ft Design depth Pour Space 30% Design pour space for fill in gallery Side Slope 0 Design side slope Infiltration Rate 9 in/hr Design infiltration rate The WWHM 2012 output shows that an infiltration trench of this size with 30% pour space and an infiltration rate of 9 in/hr infiltrates 100% of runoff from the targeted impervious surface. See WWHM 2012 outputs in Appendix D. Group Four, Inc. 12 18-4514 R & L Carriers Truck Terminal Drainage Report Feb. 28, 2019 Figure 5: Typical Trench Section MR 8- Wetland Protection There are no wetlands on site or Â¼ mile downstream. Wetland protection is not required for this project. MR 9- Operation and Maintenance Stormwater BMPâ€™s are to be owned, operated and maintained by the property owner according to the standards contained in the SWMMWW, 2014 See these documents in Appendix F. Group Four, Inc. 13 18-4514 R & L Carriers Truck Terminal Drainage Report Feb. 28, 2019 Appendices A â€“ Geotech Report B - Figure 1.1 C â€“ ADS N-12 Perforated Pipe D â€“ WWHM 2012 Output E â€“ Preliminary Conveyance Calculations F â€“ Operations and Maintenance Group Four, Inc. 14 18-4514 R & L Carriers Truck Terminal Drainage Report Feb. 28, 2019 Appendix A Geotech Report Nelson Geotechnical Associates October 30, 2018 Group Four, Inc. 15 18-4514 R & L Carriers Truck Terminal Drainage Report Feb. 28, 2019 Appendix B Figure I-2.4.1 and I-2.4.2 Minimum Requirements SWMMWW 2014 Group Four, Inc. 16 18-4514 0/3%-4/%MK0`/L-%K/3O8-%56%WR]]]%3ZO.K/%1//-R%0K%Q0K/R%01%6/Y%M8O3%K/M8.L/P%4.KP%3OK1.L/%.K/.a &! 0/3%-4/%8.6P%P53-OKS567%.L-5[5-N%-0-.8%bR]]]%3ZO.K/%1//-%0K%7K/.-/Ka Â†Â‡ ÂˆÂ‰ #565QOQ%!/ZO5K/Q/6-3%t^%-4K0O74%t_ .MM8N%-0%-4/%6/Y%.6P%K/M8.L/P%4.KP cdedfgf%hijgdkifiel%mn%oppqdirs 3OK1.L/3%.6P%-4/%8.6P%P53-OKS/PT ÂˆÂ†ÂŠÂ‹%ÂŒÂÂ†Â‡Â‹ÂŽÂ‰Â 0/3%-4/%MK0`/L-%.PP%_R]]]%3ZO.K/%1//-%0K%Q0K/%01%6/Y%4.KP%3OK1.L/3a &! (06[/K-%u%.LK/3%0K%Q0K/%01%[/7/-.-506%-0%8.Y6%0K%8.6P3L.M/P%.K/.3a X &! (06[/K-%WT_%.LK/3%0K%Q0K/%01%6.-5[/%[/7/-.-506%-0%M.3-OK/a Â†Â‡ ÂˆÂ‰ vqq%cdedfgf%hijgdkifielr%oppqw ÂˆÂ†ÂŠÂ‹%ÂŒÂÂ†Â‡Â‹ÂŽÂ‰Â U3%-453%.%K0.P lx%lyi%eiz%yok{%rgk|o}ir%oe{%lyi K/8.-/P%MK0`/L-a ÂˆÂ‰ }xe~ikli{%~iiloldxe%okiors Â†Â‡ 0/3%-4/%MK0`/L-%.PP%_R]]]%3ZO.K/%1//-%0K%Q0K/%01%6/Y%4.KP%3OK1.L/3a Â†Â‡ ÂˆÂ‰ U3%-4/%-0-.8%01%6/Y%M8O3%K/M8.L/P%4.KP%3OK1.L/3 0%-4/%6/Y%4.KP _R]]]%3ZO.K/%1//-%0K%Q0K/R 3OK1.L/3%.PP%_]Â€%0K ÂˆÂ‰ Â„x%o{{dldxeoq ÂˆÂ‰ $ Q0K/%-0%-4/%/Â53-567 P0/3%-4/%[.8O/%01%-4/%MK0M03/P%5QMK0[/Q/6-3 kijgdkifielrs 4.KP%3OK1.L/3%Y5-456 V%56L8OP567%56-/K50K%5QMK0[/Q/6-3%V%/ÂL//P -4/%MK0`/L-%85Q5-3a _]Â€%01%-4/%.33/33/P%[.8O/%Â‚0K%K/M8.L/Q/6- [.8O/Âƒ%01%-4/%/Â53-567%35-/%5QMK0[/Q/6-3a Â†Â‡ vqq%cdedfgf%hijgdkifielr%oppqw%lx%lyi%eiz%oe{%kipqo}i{ Â†Â‡ yok{%rgk|o}ir%oe{%}xe~ikli{%~iiloldxe%okiors '57OK/%UVWTXTW '%80Y%(4.K-%10K%/-/KQ56567%!/ZO5K/Q/6-3%10K !/P/[/80MQ/6- !"#$"%&' !/[53/P%\O6/%W]^_ (&)&*+ 8/.3/%3//%9::;<==>>>?@AB?>C?DEF=AE;BGHD9:?9:IJ%10K%L0MNK574-%60-5L/%56L8OP567%M/KQ5335063R ,-.-/%01%2.34567-06 85Q5-.-506%01%85.S585-NR%.6P%P53L8.5Q/KT ÂÂ‘Â’Â“Â”Â•Â–Â—Â˜Â™ÂšÂ•Â›Â—ÂœÂšÂÂšÂžÂ›Â˜Â›ÂÂ•ÂœÂšÂÂŸÂš Â¡Â–Â—Â¢Â›Â£Â•Â›Â—ÂÂ¢ÂšÂ£Â¤Â¥ÂÂžÂ•Â–Â Â¦Â– ÂŸÂ˜Â›Â§Â¨Â©Â¤ÂšÂªÂ•Â›Â—ÂÂ¨Â«ÂšÂžÂ›Â¬Â R & L Carriers Truck Terminal Drainage Report Feb. 28, 2019 Appendix C Perforated Pipe ADS Group Four, Inc. 17 18-4514 R & L Carriers Truck Terminal Drainage Report Feb. 28, 2019 Appendix D WWHM Modeling Report WWHM 2012 Group Four, Inc. 18 18-4514 Appendix D-Infiltration Gallery Model WWHM2012 PROJECT REPORT ___________________________________________________________________ Project Name: infiltration gallery Site Name: Site Address: 68th Dr NE City : Arlington Report Date: 10/16/2018 Gage : Everett Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.20 Version Date: 2017/04/14 Version : 4.2.13 ___________________________________________________________________ Low Flow Threshold for POC 1 : 50 Percent of the 2 Year ___________________________________________________________________ High Flow Threshold for POC 1: 50 year ___________________________________________________________________ PREDEVELOPED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use acre A B, Forest, Mod 8.26 Pervious Total 8.26 Impervious Land Use acre Impervious Total 0 Basin Total 8.26 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ MITIGATED LAND USE Name : Basin 1 Bypass: No GroundWater: No 1 Appendix D-Infiltration Gallery Model Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROOF TOPS FLAT 1.46 PARKING MOD 6.8 Impervious Total 8.26 Basin Total 8.26 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater Gravel Trench Bed 1 Gravel Trench Bed 1 ___________________________________________________________________ Name : Gravel Trench Bed 1 Bottom Length: 125.00 ft. Bottom Width: 130.00 ft. Trench bottom slope 1: 2 To 1 Trench Left side slope 0: 2 To 1 Trench right side slope 2: 2 To 1 Material thickness of first layer: 1 Pour Space of material for first layer: 0.4 Material thickness of second layer: 1 Pour Space of material for second layer: 0.4 Material thickness of third layer: 1 Pour Space of material for third layer: 0.4 Infiltration On Infiltration rate: 9 Infiltration safety factor: 1 Wetted surface area On Total Volume Infiltrated (ac-ft.): 1620.496 Total Volume Through Riser (ac-ft.): 0.07 Total Volume Through Facility (ac-ft.): 1620.566 Percent Infiltrated: 100 Total Precip Applied to Facility: 0 Total Evap From Facility: 0 Discharge Structure Riser Height: 3.1 ft. Riser Diameter: 10 in. Notch Type: Rectangular Notch Width: 0.833 ft. Notch Height: 1.000 ft. Element Flows To: Outlet 1 Outlet 2 ___________________________________________________________________ 2 Appendix D-Infiltration Gallery Model Gravel Trench Bed Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.373 0.000 0.000 0.000 0.0333 0.373 0.005 0.000 3.392 0.0667 0.374 0.010 0.000 3.399 0.1000 0.375 0.015 0.000 3.406 0.1333 0.376 0.020 0.000 3.413 0.1667 0.377 0.025 0.000 3.420 0.2000 0.377 0.030 0.000 3.428 0.2333 0.378 0.035 0.000 3.435 0.2667 0.379 0.040 0.000 3.442 0.3000 0.380 0.045 0.000 3.449 0.3333 0.380 0.050 0.000 3.456 0.3667 0.381 0.055 0.000 3.463 0.4000 0.382 0.060 0.000 3.471 0.4333 0.383 0.065 0.000 3.478 0.4667 0.384 0.070 0.000 3.485 0.5000 0.384 0.075 0.000 3.492 0.5333 0.385 0.080 0.000 3.499 0.5667 0.386 0.086 0.000 3.506 0.6000 0.387 0.091 0.000 3.514 0.6333 0.388 0.096 0.000 3.521 0.6667 0.388 0.101 0.000 3.528 0.7000 0.389 0.106 0.000 3.535 0.7333 0.390 0.112 0.000 3.543 0.7667 0.391 0.117 0.000 3.550 0.8000 0.392 0.122 0.000 3.557 0.8333 0.392 0.127 0.000 3.564 0.8667 0.393 0.132 0.000 3.572 0.9000 0.394 0.138 0.000 3.579 0.9333 0.395 0.143 0.000 3.586 0.9667 0.396 0.148 0.000 3.593 1.0000 0.396 0.154 0.000 3.601 1.0333 0.397 0.159 0.000 3.608 1.0667 0.398 0.164 0.000 3.615 1.1000 0.399 0.169 0.000 3.623 1.1333 0.400 0.175 0.000 3.630 1.1667 0.400 0.180 0.000 3.637 1.2000 0.401 0.185 0.000 3.645 1.2333 0.402 0.191 0.000 3.652 1.2667 0.403 0.196 0.000 3.659 1.3000 0.404 0.202 0.000 3.667 1.3333 0.404 0.207 0.000 3.674 1.3667 0.405 0.212 0.000 3.682 1.4000 0.406 0.218 0.000 3.689 1.4333 0.407 0.223 0.000 3.696 1.4667 0.408 0.229 0.000 3.704 1.5000 0.409 0.234 0.000 3.711 1.5333 0.409 0.240 0.000 3.719 1.5667 0.410 0.245 0.000 3.726 1.6000 0.411 0.250 0.000 3.734 1.6333 0.412 0.256 0.000 3.741 1.6667 0.413 0.261 0.000 3.748 1.7000 0.413 0.267 0.000 3.756 3 Appendix D-Infiltration Gallery Model 1.7333 0.414 0.273 0.000 3.763 1.7667 0.415 0.278 0.000 3.771 1.8000 0.416 0.284 0.000 3.778 1.8333 0.417 0.289 0.000 3.786 1.8667 0.418 0.295 0.000 3.793 1.9000 0.418 0.300 0.000 3.801 1.9333 0.419 0.306 0.000 3.808 1.9667 0.420 0.312 0.000 3.816 2.0000 0.421 0.317 0.000 3.823 2.0333 0.422 0.323 0.000 3.831 2.0667 0.423 0.328 0.000 3.838 2.1000 0.423 0.334 0.000 3.846 2.1333 0.424 0.340 0.016 3.853 2.1667 0.425 0.345 0.047 3.861 2.2000 0.426 0.351 0.087 3.869 2.2333 0.427 0.357 0.135 3.876 2.2667 0.428 0.362 0.188 3.884 2.3000 0.428 0.368 0.248 3.891 2.3333 0.429 0.374 0.312 3.899 2.3667 0.430 0.380 0.382 3.907 2.4000 0.431 0.385 0.456 3.914 2.4333 0.432 0.391 0.534 3.922 2.4667 0.433 0.397 0.616 3.929 2.5000 0.433 0.403 0.702 3.937 2.5333 0.434 0.408 0.791 3.945 2.5667 0.435 0.414 0.884 3.952 2.6000 0.436 0.420 0.981 3.960 2.6333 0.437 0.426 1.080 3.968 2.6667 0.438 0.432 1.183 3.975 2.7000 0.438 0.438 1.289 3.983 2.7333 0.439 0.443 1.398 3.991 2.7667 0.440 0.449 1.510 3.998 2.8000 0.441 0.455 1.625 4.006 2.8333 0.442 0.461 1.742 4.014 2.8667 0.443 0.467 1.862 4.022 2.9000 0.444 0.473 1.985 4.029 2.9333 0.444 0.479 2.111 4.037 2.9667 0.445 0.485 2.238 4.045 3.0000 0.446 0.491 2.369 4.052 ___________________________________________________________________ ___________________________________________________________________ ANALYSIS RESULTS Stream Protection Duration ___________________________________________________________________ Predeveloped Landuse Totals for POC #1 Total Pervious Area:8.26 Total Impervious Area:0 ___________________________________________________________________ Mitigated Landuse Totals for POC #1 Total Pervious Area:0 4 Appendix D-Infiltration Gallery Model Total Impervious Area:8.26 ___________________________________________________________________ Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.010637 5 year 0.025861 10 year 0.044475 25 year 0.084328 50 year 0.131991 100 year 0.202245 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 ___________________________________________________________________ Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.006 0.000 1950 0.027 0.000 1951 0.019 0.000 1952 0.006 0.000 1953 0.007 0.000 1954 0.063 0.000 1955 0.047 0.000 1956 0.007 0.000 1957 0.007 0.000 1958 0.007 0.000 1959 0.020 0.000 1960 0.017 0.000 1961 0.042 1.312 1962 0.007 0.000 1963 0.007 0.000 1964 0.029 0.000 1965 0.006 0.000 1966 0.007 0.000 1967 0.018 0.172 1968 0.007 0.000 1969 0.007 0.000 1970 0.007 0.000 1971 0.045 0.000 1972 0.006 0.000 1973 0.007 0.000 1974 0.025 0.000 1975 0.006 0.000 1976 0.021 0.000 1977 0.007 0.000 1978 0.009 0.000 1979 0.021 0.000 5 Appendix D-Infiltration Gallery Model 1980 0.007 0.000 1981 0.007 0.000 1982 0.014 0.000 1983 0.007 0.000 1984 0.007 0.000 1985 0.015 0.000 1986 0.081 0.000 1987 0.055 0.000 1988 0.007 0.000 1989 0.006 0.000 1990 0.007 0.000 1991 0.007 0.000 1992 0.007 0.000 1993 0.007 0.000 1994 0.006 0.000 1995 0.011 0.000 1996 0.113 0.000 1997 0.265 0.000 1998 0.007 0.000 1999 0.007 0.000 2000 0.017 0.000 2001 0.006 0.000 2002 0.007 0.000 2003 0.005 0.000 2004 0.007 0.000 2005 0.007 0.000 2006 0.303 0.000 2007 0.006 0.000 2008 0.014 0.000 2009 0.007 0.000 ___________________________________________________________________ Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.3032 1.3121 2 0.2652 0.1724 3 0.1134 0.0000 4 0.0810 0.0000 5 0.0631 0.0000 6 0.0547 0.0000 7 0.0468 0.0000 8 0.0447 0.0000 9 0.0423 0.0000 10 0.0295 0.0000 11 0.0269 0.0000 12 0.0246 0.0000 13 0.0209 0.0000 14 0.0209 0.0000 15 0.0204 0.0000 16 0.0192 0.0000 17 0.0180 0.0000 18 0.0172 0.0000 19 0.0169 0.0000 20 0.0155 0.0000 21 0.0139 0.0000 6 Appendix D-Infiltration Gallery Model 22 0.0138 0.0000 23 0.0109 0.0000 24 0.0088 0.0000 25 0.0067 0.0000 26 0.0067 0.0000 27 0.0067 0.0000 28 0.0066 0.0000 29 0.0066 0.0000 30 0.0066 0.0000 31 0.0066 0.0000 32 0.0066 0.0000 33 0.0066 0.0000 34 0.0066 0.0000 35 0.0066 0.0000 36 0.0066 0.0000 37 0.0066 0.0000 38 0.0066 0.0000 39 0.0066 0.0000 40 0.0066 0.0000 41 0.0066 0.0000 42 0.0066 0.0000 43 0.0066 0.0000 44 0.0066 0.0000 45 0.0066 0.0000 46 0.0066 0.0000 47 0.0066 0.0000 48 0.0065 0.0000 49 0.0065 0.0000 50 0.0065 0.0000 51 0.0065 0.0000 52 0.0065 0.0000 53 0.0065 0.0000 54 0.0065 0.0000 55 0.0064 0.0000 56 0.0064 0.0000 57 0.0064 0.0000 58 0.0064 0.0000 59 0.0061 0.0000 60 0.0058 0.0000 61 0.0046 0.0000 ___________________________________________________________________ Stream Protection Duration POC #1 The Facility PASSED The Facility PASSED. Flow(cfs) Predev Mit Percentage Pass/Fail 0.0053 1654 8 0 Pass 0.0066 241 8 3 Pass 0.0079 151 8 5 Pass 0.0092 128 8 6 Pass 0.0104 112 8 7 Pass 0.0117 99 7 7 Pass 0.0130 81 7 8 Pass 7 Appendix D-Infiltration Gallery Model 0.0143 69 7 10 Pass 0.0156 61 7 11 Pass 0.0168 58 7 12 Pass 0.0181 53 7 13 Pass 0.0194 50 7 14 Pass 0.0207 49 7 14 Pass 0.0220 45 7 15 Pass 0.0232 42 7 16 Pass 0.0245 38 7 18 Pass 0.0258 36 7 19 Pass 0.0271 33 7 21 Pass 0.0283 31 7 22 Pass 0.0296 29 7 24 Pass 0.0309 29 7 24 Pass 0.0322 29 7 24 Pass 0.0335 26 7 26 Pass 0.0347 26 7 26 Pass 0.0360 26 7 26 Pass 0.0373 24 7 29 Pass 0.0386 23 7 30 Pass 0.0399 23 7 30 Pass 0.0411 23 7 30 Pass 0.0424 22 7 31 Pass 0.0437 20 7 35 Pass 0.0450 19 7 36 Pass 0.0463 18 7 38 Pass 0.0475 16 7 43 Pass 0.0488 16 7 43 Pass 0.0501 16 7 43 Pass 0.0514 15 7 46 Pass 0.0527 15 7 46 Pass 0.0539 15 7 46 Pass 0.0552 14 7 50 Pass 0.0565 13 7 53 Pass 0.0578 13 7 53 Pass 0.0591 13 7 53 Pass 0.0603 13 7 53 Pass 0.0616 13 7 53 Pass 0.0629 13 7 53 Pass 0.0642 11 7 63 Pass 0.0655 11 7 63 Pass 0.0667 11 6 54 Pass 0.0680 11 6 54 Pass 0.0693 11 6 54 Pass 0.0706 11 6 54 Pass 0.0719 11 6 54 Pass 0.0731 11 6 54 Pass 0.0744 11 6 54 Pass 0.0757 11 6 54 Pass 0.0770 11 6 54 Pass 0.0783 11 6 54 Pass 0.0795 11 6 54 Pass 0.0808 11 6 54 Pass 0.0821 10 6 60 Pass 0.0834 9 6 66 Pass 0.0846 9 6 66 Pass 8 Appendix D-Infiltration Gallery Model 0.0859 9 6 66 Pass 0.0872 9 6 66 Pass 0.0885 9 6 66 Pass 0.0898 9 6 66 Pass 0.0910 9 6 66 Pass 0.0923 8 6 75 Pass 0.0936 7 6 85 Pass 0.0949 7 6 85 Pass 0.0962 7 6 85 Pass 0.0974 7 6 85 Pass 0.0987 7 6 85 Pass 0.1000 7 6 85 Pass 0.1013 7 6 85 Pass 0.1026 7 6 85 Pass 0.1038 7 6 85 Pass 0.1051 7 6 85 Pass 0.1064 7 6 85 Pass 0.1077 7 5 71 Pass 0.1090 7 5 71 Pass 0.1102 7 5 71 Pass 0.1115 7 5 71 Pass 0.1128 7 5 71 Pass 0.1141 6 5 83 Pass 0.1154 6 5 83 Pass 0.1166 6 5 83 Pass 0.1179 6 5 83 Pass 0.1192 6 5 83 Pass 0.1205 6 5 83 Pass 0.1218 6 5 83 Pass 0.1230 6 5 83 Pass 0.1243 6 5 83 Pass 0.1256 5 5 100 Pass 0.1269 5 5 100 Pass 0.1282 5 5 100 Pass 0.1294 5 5 100 Pass 0.1307 5 5 100 Pass 0.1320 5 5 100 Pass _____________________________________________________ ___________________________________________________________________ Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. ___________________________________________________________________ LID Report LID Technique Used for Total Volumn Volumn Infiltration Cumulative Percent Water Quality Percent Comment Treatment? Needs Through Volumn Volumn Volumn Water Quality Treatment Facility (ac-ft.) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Gravel Trench Bed 1 POC N 1475.05 N 99.97 9 Appendix D-Infiltration Gallery Model Total Volume Infiltrated 1475.05 0.00 0.00 99.97 0.00 0% No Treat. Credit Compliance with LID Standard 8 Duration Analysis Result = Passed ___________________________________________________________________ Perlnd and Implnd Changes No changes have been made. ___________________________________________________________________ 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 Â© by : Clear Creek Solutions, Inc. 2005-2018; All Rights Reserved. 10 Appendix D-Frontage Infiltration Trench WWHM2012 PROJECT REPORT ___________________________________________________________________ Project Name: Frontage Infiltration Trench Site Name: Site Address: City : Report Date: 2/21/2019 Gage : Everett Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.20 Version Date: 2017/04/14 Version : 4.2.13 ___________________________________________________________________ Low Flow Threshold for POC 1 : 50 Percent of the 2 Year ___________________________________________________________________ High Flow Threshold for POC 1: 50 year ___________________________________________________________________ PREDEVELOPED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use acre A B, Forest, Mod .08 Pervious Total 0.08 Impervious Land Use acre ROADS MOD 0.21 Impervious Total 0.21 Basin Total 0.29 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ MITIGATED LAND USE Name : Basin 1 Bypass: No GroundWater: No Appendix D-Frontage Infiltration Trench Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS MOD 0.21 SIDEWALKS MOD 0.08 Impervious Total 0.29 Basin Total 0.29 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater Gravel Trench Bed 1 Gravel Trench Bed 1 ___________________________________________________________________ Name : Gravel Trench Bed 1 Bottom Length: 595.00 ft. Bottom Width: 6.00 ft. Trench bottom slope 1: 0 To 1 Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Material thickness of first layer: 2 Pour Space of material for first layer: 0.3 Material thickness of second layer: 0 Pour Space of material for second layer: 0 Material thickness of third layer: 0 Pour Space of material for third layer: 0 Infiltration On Infiltration rate: 9 Infiltration safety factor: 1 Wetted surface area On Total Volume Infiltrated (ac-ft.): 56.576 Total Volume Through Riser (ac-ft.): 0 Total Volume Through Facility (ac-ft.): 56.576 Percent Infiltrated: 100 Total Precip Applied to Facility: 0 Total Evap From Facility: 0 Discharge Structure Riser Height: 2 ft. Riser Diameter: 0 in. Element Flows To: Outlet 1 Outlet 2 ___________________________________________________________________ Gravel Trench Bed Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) Appendix D-Frontage Infiltration Trench 0.0000 0.082 0.000 0.000 0.000 0.0222 0.082 0.000 0.000 0.743 0.0444 0.082 0.001 0.000 0.743 0.0667 0.082 0.001 0.000 0.743 0.0889 0.082 0.002 0.000 0.743 0.1111 0.082 0.002 0.000 0.743 0.1333 0.082 0.003 0.000 0.743 0.1556 0.082 0.003 0.000 0.743 0.1778 0.082 0.004 0.000 0.743 0.2000 0.082 0.004 0.000 0.743 0.2222 0.082 0.005 0.000 0.743 0.2444 0.082 0.006 0.000 0.743 0.2667 0.082 0.006 0.000 0.743 0.2889 0.082 0.007 0.000 0.743 0.3111 0.082 0.007 0.000 0.743 0.3333 0.082 0.008 0.000 0.743 0.3556 0.082 0.008 0.000 0.743 0.3778 0.082 0.009 0.000 0.743 0.4000 0.082 0.009 0.000 0.743 0.4222 0.082 0.010 0.000 0.743 0.4444 0.082 0.010 0.000 0.743 0.4667 0.082 0.011 0.000 0.743 0.4889 0.082 0.012 0.000 0.743 0.5111 0.082 0.012 0.000 0.743 0.5333 0.082 0.013 0.000 0.743 0.5556 0.082 0.013 0.000 0.743 0.5778 0.082 0.014 0.000 0.743 0.6000 0.082 0.014 0.000 0.743 0.6222 0.082 0.015 0.000 0.743 0.6444 0.082 0.015 0.000 0.743 0.6667 0.082 0.016 0.000 0.743 0.6889 0.082 0.016 0.000 0.743 0.7111 0.082 0.017 0.000 0.743 0.7333 0.082 0.018 0.000 0.743 0.7556 0.082 0.018 0.000 0.743 0.7778 0.082 0.019 0.000 0.743 0.8000 0.082 0.019 0.000 0.743 0.8222 0.082 0.020 0.000 0.743 0.8444 0.082 0.020 0.000 0.743 0.8667 0.082 0.021 0.000 0.743 0.8889 0.082 0.021 0.000 0.743 0.9111 0.082 0.022 0.000 0.743 0.9333 0.082 0.022 0.000 0.743 0.9556 0.082 0.023 0.000 0.743 0.9778 0.082 0.024 0.000 0.743 1.0000 0.082 0.024 0.000 0.743 1.0222 0.082 0.025 0.000 0.743 1.0444 0.082 0.025 0.000 0.743 1.0667 0.082 0.026 0.000 0.743 1.0889 0.082 0.026 0.000 0.743 1.1111 0.082 0.027 0.000 0.743 1.1333 0.082 0.027 0.000 0.743 1.1556 0.082 0.028 0.000 0.743 1.1778 0.082 0.029 0.000 0.743 1.2000 0.082 0.029 0.000 0.743 1.2222 0.082 0.030 0.000 0.743 1.2444 0.082 0.030 0.000 0.743 Appendix D-Frontage Infiltration Trench 1.2667 0.082 0.031 0.000 0.743 1.2889 0.082 0.031 0.000 0.743 1.3111 0.082 0.032 0.000 0.743 1.3333 0.082 0.032 0.000 0.743 1.3556 0.082 0.033 0.000 0.743 1.3778 0.082 0.033 0.000 0.743 1.4000 0.082 0.034 0.000 0.743 1.4222 0.082 0.035 0.000 0.743 1.4444 0.082 0.035 0.000 0.743 1.4667 0.082 0.036 0.000 0.743 1.4889 0.082 0.036 0.000 0.743 1.5111 0.082 0.037 0.000 0.743 1.5333 0.082 0.037 0.000 0.743 1.5556 0.082 0.038 0.000 0.743 1.5778 0.082 0.038 0.000 0.743 1.6000 0.082 0.039 0.000 0.743 1.6222 0.082 0.039 0.000 0.743 1.6444 0.082 0.040 0.000 0.743 1.6667 0.082 0.041 0.000 0.743 1.6889 0.082 0.041 0.000 0.743 1.7111 0.082 0.042 0.000 0.743 1.7333 0.082 0.042 0.000 0.743 1.7556 0.082 0.043 0.000 0.743 1.7778 0.082 0.043 0.000 0.743 1.8000 0.082 0.044 0.000 0.743 1.8222 0.082 0.044 0.000 0.743 1.8444 0.082 0.045 0.000 0.743 1.8667 0.082 0.045 0.000 0.743 1.8889 0.082 0.046 0.000 0.743 1.9111 0.082 0.047 0.000 0.743 1.9333 0.082 0.047 0.000 0.743 1.9556 0.082 0.048 0.000 0.743 1.9778 0.082 0.048 0.000 0.743 2.0000 0.082 0.049 0.000 0.743 ___________________________________________________________________ ___________________________________________________________________ ANALYSIS RESULTS Stream Protection Duration ___________________________________________________________________ Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.08 Total Impervious Area:0.21 ___________________________________________________________________ Mitigated Landuse Totals for POC #1 Total Pervious Area:0 Total Impervious Area:0.29 ___________________________________________________________________ Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.134959 Appendix D-Frontage Infiltration Trench 5 year 0.181238 10 year 0.214884 25 year 0.260946 50 year 0.297923 100 year 0.337256 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 ___________________________________________________________________ Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.137 0.000 1950 0.131 0.000 1951 0.180 0.000 1952 0.129 0.000 1953 0.146 0.000 1954 0.210 0.000 1955 0.171 0.000 1956 0.073 0.000 1957 0.112 0.000 1958 0.288 0.000 1959 0.125 0.000 1960 0.126 0.000 1961 0.405 0.000 1962 0.149 0.000 1963 0.140 0.000 1964 0.096 0.000 1965 0.122 0.000 1966 0.120 0.000 1967 0.239 0.000 1968 0.118 0.000 1969 0.250 0.000 1970 0.106 0.000 1971 0.131 0.000 1972 0.172 0.000 1973 0.138 0.000 1974 0.179 0.000 1975 0.137 0.000 1976 0.103 0.000 1977 0.102 0.000 1978 0.085 0.000 1979 0.160 0.000 1980 0.165 0.000 1981 0.103 0.000 1982 0.122 0.000 1983 0.138 0.000 1984 0.132 0.000 1985 0.177 0.000 1986 0.168 0.000 Appendix D-Frontage Infiltration Trench 1987 0.152 0.000 1988 0.139 0.000 1989 0.122 0.000 1990 0.106 0.000 1991 0.155 0.000 1992 0.128 0.000 1993 0.108 0.000 1994 0.120 0.000 1995 0.106 0.000 1996 0.182 0.000 1997 0.152 0.000 1998 0.170 0.000 1999 0.070 0.000 2000 0.309 0.000 2001 0.080 0.000 2002 0.096 0.000 2003 0.127 0.000 2004 0.235 0.000 2005 0.108 0.000 2006 0.154 0.000 2007 0.138 0.000 2008 0.127 0.000 2009 0.101 0.000 ___________________________________________________________________ Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.4054 0.0000 2 0.3095 0.0000 3 0.2880 0.0000 4 0.2502 0.0000 5 0.2392 0.0000 6 0.2347 0.0000 7 0.2101 0.0000 8 0.1818 0.0000 9 0.1804 0.0000 10 0.1795 0.0000 11 0.1771 0.0000 12 0.1717 0.0000 13 0.1710 0.0000 14 0.1699 0.0000 15 0.1682 0.0000 16 0.1651 0.0000 17 0.1598 0.0000 18 0.1551 0.0000 19 0.1544 0.0000 20 0.1522 0.0000 21 0.1520 0.0000 22 0.1490 0.0000 23 0.1457 0.0000 24 0.1403 0.0000 25 0.1390 0.0000 26 0.1384 0.0000 27 0.1377 0.0000 28 0.1377 0.0000 29 0.1371 0.0000 Appendix D-Frontage Infiltration Trench 30 0.1365 0.0000 31 0.1317 0.0000 32 0.1315 0.0000 33 0.1310 0.0000 34 0.1295 0.0000 35 0.1284 0.0000 36 0.1269 0.0000 37 0.1268 0.0000 38 0.1262 0.0000 39 0.1252 0.0000 40 0.1222 0.0000 41 0.1221 0.0000 42 0.1217 0.0000 43 0.1201 0.0000 44 0.1200 0.0000 45 0.1178 0.0000 46 0.1123 0.0000 47 0.1082 0.0000 48 0.1081 0.0000 49 0.1063 0.0000 50 0.1061 0.0000 51 0.1056 0.0000 52 0.1029 0.0000 53 0.1026 0.0000 54 0.1023 0.0000 55 0.1015 0.0000 56 0.0962 0.0000 57 0.0960 0.0000 58 0.0854 0.0000 59 0.0804 0.0000 60 0.0734 0.0000 61 0.0698 0.0000 ___________________________________________________________________ Stream Protection Duration POC #1 The Facility PASSED The Facility PASSED. Flow(cfs) Predev Mit Percentage Pass/Fail 0.0675 805 0 0 Pass 0.0698 718 0 0 Pass 0.0721 644 0 0 Pass 0.0745 578 0 0 Pass 0.0768 519 0 0 Pass 0.0791 464 0 0 Pass 0.0814 426 0 0 Pass 0.0838 380 0 0 Pass 0.0861 349 0 0 Pass 0.0884 325 0 0 Pass 0.0908 296 0 0 Pass 0.0931 276 0 0 Pass 0.0954 252 0 0 Pass 0.0977 228 0 0 Pass 0.1001 212 0 0 Pass 0.1024 195 0 0 Pass Appendix D-Frontage Infiltration Trench 0.1047 177 0 0 Pass 0.1071 157 0 0 Pass 0.1094 143 0 0 Pass 0.1117 131 0 0 Pass 0.1140 126 0 0 Pass 0.1164 117 0 0 Pass 0.1187 110 0 0 Pass 0.1210 105 0 0 Pass 0.1233 98 0 0 Pass 0.1257 91 0 0 Pass 0.1280 80 0 0 Pass 0.1303 75 0 0 Pass 0.1327 65 0 0 Pass 0.1350 61 0 0 Pass 0.1373 58 0 0 Pass 0.1396 50 0 0 Pass 0.1420 46 0 0 Pass 0.1443 45 0 0 Pass 0.1466 44 0 0 Pass 0.1489 43 0 0 Pass 0.1513 40 0 0 Pass 0.1536 34 0 0 Pass 0.1559 30 0 0 Pass 0.1583 29 0 0 Pass 0.1606 26 0 0 Pass 0.1629 24 0 0 Pass 0.1652 22 0 0 Pass 0.1676 21 0 0 Pass 0.1699 20 0 0 Pass 0.1722 17 0 0 Pass 0.1746 17 0 0 Pass 0.1769 17 0 0 Pass 0.1792 15 0 0 Pass 0.1815 13 0 0 Pass 0.1839 12 0 0 Pass 0.1862 12 0 0 Pass 0.1885 12 0 0 Pass 0.1908 12 0 0 Pass 0.1932 12 0 0 Pass 0.1955 12 0 0 Pass 0.1978 10 0 0 Pass 0.2002 10 0 0 Pass 0.2025 10 0 0 Pass 0.2048 10 0 0 Pass 0.2071 10 0 0 Pass 0.2095 10 0 0 Pass 0.2118 8 0 0 Pass 0.2141 8 0 0 Pass 0.2165 8 0 0 Pass 0.2188 8 0 0 Pass 0.2211 8 0 0 Pass 0.2234 8 0 0 Pass 0.2258 8 0 0 Pass 0.2281 8 0 0 Pass 0.2304 8 0 0 Pass 0.2327 7 0 0 Pass 0.2351 6 0 0 Pass Appendix D-Frontage Infiltration Trench 0.2374 6 0 0 Pass 0.2397 5 0 0 Pass 0.2421 5 0 0 Pass 0.2444 5 0 0 Pass 0.2467 5 0 0 Pass 0.2490 5 0 0 Pass 0.2514 4 0 0 Pass 0.2537 4 0 0 Pass 0.2560 4 0 0 Pass 0.2584 4 0 0 Pass 0.2607 4 0 0 Pass 0.2630 4 0 0 Pass 0.2653 4 0 0 Pass 0.2677 4 0 0 Pass 0.2700 4 0 0 Pass 0.2723 4 0 0 Pass 0.2746 4 0 0 Pass 0.2770 4 0 0 Pass 0.2793 4 0 0 Pass 0.2816 4 0 0 Pass 0.2840 4 0 0 Pass 0.2863 4 0 0 Pass 0.2886 3 0 0 Pass 0.2909 3 0 0 Pass 0.2933 3 0 0 Pass 0.2956 3 0 0 Pass 0.2979 3 0 0 Pass _____________________________________________________ ___________________________________________________________________ Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. ___________________________________________________________________ LID Report LID Technique Used for Total Volumn Volumn Infiltration Cumulative Percent Water Quality Percent Comment Treatment? Needs Through Volumn Volumn Volumn Water Quality Treatment Facility (ac-ft.) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Gravel Trench Bed 1 POC N 51.93 N 99.14 Total Volume Infiltrated 51.93 0.00 0.00 99.14 0.00 0% No Treat. Credit Compliance with LID Standard 8 Duration Analysis Result = Passed ___________________________________________________________________ Perlnd and Implnd Changes No changes have been made. ___________________________________________________________________ Appendix D-Frontage Infiltration Trench 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 Â© by : Clear Creek Solutions, Inc. 2005-2019; All Rights Reserved. R & L Carriers Truck Terminal Drainage Report Feb. 28, 2019 Appendix E Preliminary Conveyance Calculations Group Four Inc Hand Calculator Method per WSDOT Hydraulics Manual To analyze the conveyance system for capacity and velocity the WSDOT hand calculator method was worked out for the longest run of pipe, the north run collecting from CBs 1 through 10. Adequate capacity and velocity for this pipe run is reached when the pipes are 18â€ in diameter and sloped between 0.5% and 0.9%. The other main pipe run (CBs 12-20) and other smaller branches have adequate capacity and velocity because sizes are also 18â€ and their slopes are between 0.9% and 1.09%. Group Four, Inc. 19 18-4514 R & L Carriers Truck Terminal Drainage Report Feb. 28, 2019 Appendix F Operation and Maintenance SWMMWW 2014 Group Four, Inc. 20 18-4514 Stormwater Pollution Prevention Plan For R&L Carriers Truck Terminal Prepared For Northwest Regional Office 3190 - 160th Avenue SE Bellevue, WA 98008-5452 425-649-7000 Owner Developer Contractor R & L Carriers R & L Carriers TBD 600 Gilliam Rd 600 Gilliam Rd Wilmington, OH 45177 Wilmington, OH 45177 Project Site Location 19223 68th Dr NE Arlington, WA 98223 Certified Erosion and Sediment Control Lead Curt Iffrig, EIT, CESCL Group Four Inc P.O. Box 1059 Lake Stevens, WA 98258 425-408-1152 SWPPP Prepared By Curt Iffrig, EIT, CESCL Group Four Inc SWPPP Preparation Date Feb. 19th, 2019 Approximate Project Construction Dates May. 1st, 2019 - Sept. 30th, 2019 Stormwater Pollution Prevention Plan Contents 1.0 Introduction................................................................................................................................... 1 2.0 Site Description .............................................................................................................................. 3 2.1 Existing Conditions ................................................................................................................. 3 2.2 Proposed Construction Activities .......................................................................................... 3 3.0 Construction Stormwater BMPs .................................................................................................... 5 3.1 The 12 BMP Elements ............................................................................................................ 5 3.1.1 Element #1 â€“ Mark Clearing Limits .......................................................................... 5 3.1.2 Element #2 â€“ Establish Construction Access ........................................................... 5 3.1.3 Element #3 â€“ Control Flow Rates ............................................................................ 6 3.1.4 Element #4 â€“ Install Sediment Controls .................................................................. 6 3.1.5 Element #5 â€“ Stabilize Soils ..................................................................................... 7 3.1.6 Element #6 â€“ Protect Slopes .................................................................................... 7 3.1.7 Element #7 â€“ Protect Drain Inlets ............................................................................ 8 3.1.8 Element #8 â€“ Stabilize Channels & Outlets ............................................................. 8 3.1.9 Element #9 â€“ Control Pollutants .............................................................................. 8 3.1.10 Element #10 â€“ Control Dewatering ....................................................................... 10 3.1.11 Element #11 â€“ Maintain BMPs .............................................................................. 10 3.1.12 Element #12 â€“ Manage the Project ....................................................................... 11 3.1.13 Element #13-Protect on-site storm water management BMPs from runoffâ€¦â€¦..13 3.2 Site Specific BMPs ................................................................................................................ 13 3.3 Additional Advanced BMPs ................................................................................................... 14 4.0 Construction Phasing and BMP Implementation ........................................................................ 15 5.0 Pollution Prevention Team .......................................................................................................... 17 5.1 Roles & Responsibilities ....................................................................................................... 17 5.2 Team Members .................................................................................................................... 17 6.0 Site Inspections & Monitoring ..................................................................................................... 18 6.1 Site Inspection ...................................................................................................................... 18 6.2 Stormwater Quality Monitoring .......................................................................................... 18 6.2.1 Turbidity ................................................................................................................. 18 6.2.2 pH ........................................................................................................................... 19 7.0 Recordkeeping & Reporting ........................................................................................................ 20 i Stormwater Pollution Prevention Plan Appendix A â€“ Site Plans Appendix B â€“ Construction BMPs Appendix C â€“ Alternative Construction BMP List Appendix D â€“ General Permit Appendix E â€“ Site Log & Inspection Forms Appendix F â€“ Engineering Calculations ii Stormwater Pollution Prevention Plan 1.0 Introduction This Stormwater Pollution Prevention Plan (SWPPP) has been prepared as part of the NPDES stormwater permit requirements for the R & L Carriers Truck Terminal project in Snohomish County, WA. The site is located off of 68th Dr in the City of Arlington. The existing site is a 9.45- acre lot zoned general industrial. The proposed development consists of a 60-door truck terminal (40,000 sf), office building (5,000 sf), maintenance building (11,250 sf), and 2-bay fueling station. The total impervious area consists of approximately 7.762 acres (338,113 sf). Construction activities will include; excavation, grading, pavement, construction of terminal building, office building and maintenance building, installation of an infiltration gallery and other drainage conveyance elements, and frontage improvements including a permeable concrete walkway. The purpose of this SWPPP is to describe the proposed construction activities and all temporary and permanent erosion and sediment control (TESC) measures, pollution prevention measures, inspection/monitoring activities, and recordkeeping that will be implemented during the proposed construction project. The objectives of the SWPPP are to: 1. 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. Prevent violations of surface water quality, ground water quality, or sediment management standards. 3. Prevent, during the construction phase, adverse water quality impacts including impacts on beneficial uses of the receiving water by controlling peak flow rates and volumes of stormwater runoff at the Permitteeâ€™s outfalls and downstream of the outfalls. This SWPPP was prepared using the Ecology SWPPP Template downloaded from the Ecology website dated August 29, 2007, based on the requirements set forth in the Construction Stormwater General Permit, Stormwater Management Manual for Western Washington (SWMMWW 2014). The report is divided into seven main sections with several appendices that include stormwater related reference materials. The topics presented in each of the main sections are: â€¢ Section 1 â€“ INTRODUCTION. This section provides a summary description of the project, and the organization of the SWPPP document. â€¢ Section 2 â€“ SITE DESCRIPTION. This section provides a detailed description of the existing site conditions, proposed construction activities, and calculated stormwater flow rates for existing conditions and postâ€“construction conditions. 1 Stormwater Pollution Prevention Plan â€¢ Section 3 â€“ CONSTRUCTION BMPs. This section provides a detailed description of the BMPs to be implemented based on the 13 required elements of the SWPPP (SWMMWW 2014). â€¢ Section 4 â€“ CONSTRUCTION PHASING AND BMP IMPLEMENTATION. This section provides a description of the timing of the BMP implementation in relation to the project schedule. â€¢ Section 5 â€“ POLLUTION PREVENTION TEAM. This section identifies the appropriate contact names (emergency and non-emergency), monitoring personnel, and the onsite temporary erosion and sedimentation control inspector â€¢ Section 6 â€“ INSPECTION AND MONITORING. This section provides a description of the inspection and monitoring requirements such as the parameters of concern to be monitored, sample locations, sample frequencies, and sampling methods for all stormwater discharge locations from the site. â€¢ Section 7 â€“ RECORDKEEPING. This section describes the requirements for documentation of the BMP implementation, site inspections, monitoring results, and changes to the implementation of certain BMPs due to site factors experienced during construction. Supporting documentation and standard forms are provided in the following Appendices: Appendix A â€“ Site plans Appendix B â€“ Construction BMPs Appendix C â€“ Alternative Construction BMP list Appendix D â€“ General Permit Appendix E â€“ Site Log and Inspection Forms Appendix F â€“ Engineering Calculations 2 Stormwater Pollution Prevention Plan 2.0 Site Description 2.1 Existing Conditions The existing site is 9.43 acres in an area zoned General Industrial. The entire site is already cleared with approximately 2/3 of its surface covered with gravel and the remainder covered with dirt and/or grass. The project site is moderately sloped, with an average approximate slope of 3%. The entire site is one drainage basin with surface runoff infiltrating into the ground. The soils are mapped as surficial deposits of Vashon Stade, consisting of glacial recessional outwash of the Marysville Member (Qvrm). Subsurface soils are described as medium dense gravel with medium to coarse sand. A geotechnical assessment by Nelson Geotechnical Associates found the measured infiltration rate for the soils on-site is 27.5 in/hr. By applying appropriate safety factors per SWMMWW 2014 section VIII-3.3.6, the design infiltration rate becomes 14.85 in/hr. 2.2 Proposed Construction Activities The applicant proposes to build a 60-door truck terminal (40,000 sf), office building (5,000 sf), maintenance building (11,250 sf), and 2-bay fueling station along with parking and paved driving surface. The total impervious area consists of approximately 7.762 acres (338,113 sf). Stormwater runoff mitigation will be provided by an infiltration gallery, runoff from impervious surfaces will be collected in catch basins and routed to the infiltration gallery. All stormwater runoff will be infiltrated in this way. Water quality treatment will be provided by an 18 in layer of amended soil below the infiltration gallery. Approximately 3,576 sf new asphalt walking path will be added to the frontage. Stormwater runoff from this surface will be mitigated by an infiltration trench under the walking path. Stormwater runoff volumes were calculated using the Western Washington Hydrology Model 2012 (WWHM 2012). 3 Stormwater Pollution Prevention Plan The following summarizes details regarding site areas: â€¢ Total site area: 9.43 acres â€¢ Percent impervious area before construction(approximate): 82% â€¢ Percent impervious area after construction (approximate): 82% â€¢ Disturbed area during construction: 9.43 acres â€¢ Disturbed area that is characterized as impervious (i.e., access roads, staging, parking): 7.762 acres â€¢ 2-year stormwater runoff peak flow prior to construction (existing): 0.01cfs â€¢ 10-year stormwater runoff peak flow prior to construction (existing): 0.04cfs â€¢ 2-year stormwater runoff peak flow during construction: 0.01cfs â€¢ 10-year stormwater runoff peak flow during construction: 0.04cfs â€¢ 2-year stormwater runoff peak flow after construction: 0 cfs* â€¢ 10-year stormwater runoff peak flow after construction: 0 cfs* *(Stormwater runoff is fully infiltrated by infiltration gallery) All stormwater flow calculations are provided in Appendix F. 4 Stormwater Pollution Prevention Plan 3.0 Construction Stormwater BMPs 3.1 The 12 BMP Elements 3.1.1 Element #1 â€“ Mark Clearing Limits To protect adjacent properties and to reduce the area of soil exposed to construction, the limits of construction will be clearly marked before land-disturbing activities begin. In general, native topsoil shall be retained in an undisturbed state to the maximum extent possible. The BMPs relevant to marking the clearing limits that will be applied for this project include: â€¢ BMP C103, High Visibility Fence Alternate BMPs for marking clearing limits are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. 3.1.2 Element #2 â€“ 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, and wheel washing, street sweeping, and street cleaning shall be employed to prevent sediment from entering state waters. All wash wastewater shall be controlled on site. The specific BMPs related to establishing construction access that will be used on this project include: â€¢ BMP C105, Stabilized Construction Exit, BMP C106 Wheel Wash Alternate construction access BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. 5 Stormwater Pollution Prevention Plan 3.1.3 Element #3 â€“ Control Flow Rates In order to protect the properties and waterways downstream of the project site, stormwater discharges from the site will be controlled. The specific BMPs for flow control that shall be used on this project include: â€¢ No BMPs to be implemented The entire site is a single drainage basin which drains by infiltration into the ground with no surface water runoff from the site. Surface water runoff control is not necessary. Alternate flow control BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. 3.1.4 Element #4 â€“ Install Sediment Controls All stormwater runoff from disturbed areas shall pass through an appropriate sediment removal BMP before leaving the construction site or prior to being discharged to an infiltration facility. The specific BMPs to be used for controlling sediment on this project include: â€¢ BMP C233 Silt Fence Alternate sediment control BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. In addition, sediment will be removed from paved areas in and adjacent to construction work areas manually or using mechanical sweepers, as needed, to minimize tracking of sediments on vehicle tires away from the site and to minimize wash-off of sediments from adjacent streets in runoff. In some cases, sediment discharge in concentrated runoff can be controlled using permanent stormwater BMPs (e.g., infiltration swales, ponds, trenches). Sediment loads can limit the 6 Stormwater Pollution Prevention Plan effectiveness of some permanent stormwater BMPs, such as those used for infiltration or bio- filtration; however, those BMPs designed to remove solids by settling (wet ponds or detention ponds) can be used during the construction phase. When permanent stormwater BMPs will be used to control sediment discharge during construction, the structure will be protected from excessive sedimentation with adequate erosion and sediment control BMPs. Any accumulated sediment shall be removed after construction is complete and the permanent stormwater BMP will be re-stabilized with vegetation per applicable design requirements once the remainder of the site has been stabilized. 3.1.5 Element #5 â€“ Stabilize Soils Exposed and unworked soils shall be stabilized with the application of effective BMPs to prevent erosion throughout the life of the project. The specific BMPs for soil stabilization that shall be used on this project include: â€¢ BMP C120 Temporary and Permanent Seeding, BMP C123 Plastic Covering Alternate soil stabilization BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. In general, cut and fill slopes will be stabilized as soon as possible and soil stockpiles will be temporarily covered with plastic sheeting. All stockpiled soils shall be stabilized from erosion, protected with sediment trapping measures, and where possible, be located away from storm drain inlets, waterways, and drainage channels. 3.1.6 Element #6 â€“ Protect Slopes All cut and fill slopes will be designed, constructed, and protected in a manner that minimizes erosion. The following specific BMPs will be used to protect slopes for this project: â€¢ BMP C120 Temporary and Permanent Seeding, BMP C121 Mulching, BMP C123 Plastic Covering Alternate slope protection BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and 7 Stormwater Pollution Prevention Plan Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. 3.1.7 Element #7 â€“ 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. The following inlet protection measures will be applied on this project: â€¢ BMP C220, Storm Drain Inlet Protection Proposed Strom drain inlets shall be protected with BMP C220 after installation to protect storm system from sedimentation during the remainder of construction. 3.1.8 Element #8 â€“ Stabilize Channels and Outlets Where site runoff is to be conveyed in channels, or discharged to a stream or some other natural drainage point, efforts will be taken to prevent downstream erosion. The specific BMPs for channel and outlet stabilization that shall be used on this project include: â€¢ No BMPs to be implemented No channels are to be constructed for permanent conveyance and no temporary channels are anticipated. If temporary channels are to be implemented then BMP C202 Channel Lining shall be used. Alternate channel and outlet stabilization BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. 3.1.9 Element #9 â€“ Control Pollutants All pollutants, including waste materials and demolition debris, that occur onsite shall be handled and disposed of 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, 8 Stormwater Pollution Prevention Plan well-organized, and free of debris. If required, BMPs to be implemented to control specific sources of pollutants are discussed below. Vehicles, construction equipment, and/or petroleum product storage/dispensing: â€¢ 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. â€¢ On-site fueling tanks and petroleum product storage containers shall include secondary containment. â€¢ Spill prevention measures, such as drip pans, will be used when conducting maintenance and repair of vehicles or equipment. â€¢ In order to perform emergency repairs on site, temporary plastic will be placed beneath and, if raining, over the vehicle. â€¢ Contaminated surfaces shall be cleaned immediately following any discharge or spill incident. Chemical storage: â€¢ Any chemicals stored in the construction areas will conform to the appropriate source control BMPs listed in Volume IV of the Ecology stormwater manual. In Western WA, all chemicals shall have cover, containment, and protection provided on site, per BMP C153 for Material Delivery, Storage and Containment in SWMMWW 2014. â€¢ Application of agricultural chemicals, including fertilizers and pesticides, shall be conducted in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Manufacturersâ€™ recommendations for application procedures and rates shall be followed. Excavation and tunneling spoils dewatering waste: â€¢ Dewatering BMPs and BMPs specific to the excavation and tunneling (including handling of contaminated soils) are discussed under Element 10. Demolition: â€¢ Dust released from demolished sidewalks, buildings, or structures will be controlled using Dust Control measures (BMP C140). 9 Stormwater Pollution Prevention Plan â€¢ Process water and slurry resulting from sawcutting and surfacing operations will be prevented from entering the waters of the State by implementing Sawcutting and Surfacing Pollution Prevention measures (BMP C152). Concrete and grout: â€¢ Process water and slurry resulting from concrete work will be prevented from entering the waters of the State by implementing Concrete Handling measures (BMP C151). Sanitary wastewater: â€¢ Portable sanitation facilities will be firmly secured, regularly maintained, and emptied when necessary. â€¢ Wheel wash or tire bath (if used) wastewater shall be discharged to a separate on- site treatment system or to the sanitary sewer as part of Wheel Wash implementation (BMP C106). Solid Waste: â€¢ Solid waste will be stored in secure, clearly marked containers. Other: â€¢ Other BMPs will be administered as necessary to address any additional pollutant sources on site. The facility does not require a Spill Prevention, Control, and Countermeasure (SPCC) Plan under the Federal regulations of the Clean Water Act (CWA). 3.1.10 Element #10 â€“ Control Dewatering There will be no dewatering as part of this construction project. If it does become necessary then dewatering water shall be discharged into a controlled conveyance system before discharging into a temporary sediment pond. 3.1.11 Element #11 â€“ Maintain BMPs All temporary and permanent erosion and sediment control BMPs shall be maintained and repaired as needed to assure continued performance of their intended function. Maintenance and repair shall be conducted in accordance with each particular BMPs specifications (attached). Visual monitoring of the BMPs 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 10 Stormwater Pollution Prevention Plan inactive, and is temporarily stabilized, the inspection frequency will be reduced to once every month. All temporary erosion and sediment control BMPs shall be removed within 30 days after the final site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped sediment shall be removed or stabilized on site. Disturbed soil resulting from removal of BMPs or vegetation shall be permanently stabilized. 3.1.12 Element #12 â€“ Manage the Project Erosion and sediment control BMPs for this project have been designed based on the following principles: â€¢ Design the project to fit the existing topography, soils, and drainage patterns. â€¢ Emphasize erosion control rather than sediment control. â€¢ Minimize the extent and duration of the area exposed. â€¢ Keep runoff velocities low. â€¢ Retain sediment on site. â€¢ Thoroughly monitor site and maintain all ESC measures. â€¢ Schedule major earthwork during the dry season. In addition, project management will incorporate the key components listed below: As this project site is located west of the Cascade Mountain Crest, the project will be managed according to the following key project components: Phasing of Construction â€¢ The construction project is being phased to the extent practicable in order to prevent soil erosion, and, to the maximum extent possible, the transport of sediment from the site during construction. â€¢ Re-vegetation of exposed areas and maintenance of that vegetation shall be an integral part of the clearing activities during each phase of construction, per the Scheduling BMP (C 162). 11 Stormwater Pollution Prevention Plan Seasonal Work Limitations â€¢ From October 1 through April 30, clearing, grading, and other soil disturbing activities shall only be permitted if shown to the satisfaction of the local permitting authority that silt-laden runoff will be prevented from leaving the site through a combination of the following: ï‚¨ Site conditions including existing vegetative coverage, slope, soil type, and proximity to receiving waters; and ï‚¨ Limitations on activities and the extent of disturbed areas; and ï‚¨ Proposed erosion and sediment control measures. â€¢ Based on the information provided and/or local weather conditions, the local permitting authority may expand or restrict the seasonal limitation on site disturbance. â€¢ The following activities are exempt from the seasonal clearing and grading limitations: ï‚¨ Routine maintenance and necessary repair of erosion and sediment control BMPs; ï‚¨ Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil; and ï‚¨ Activities where there is 100 percent infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. Coordination with Utilities and Other Jurisdictions â€¢ Care has been taken to coordinate with utilities, other construction projects, and the local jurisdiction in preparing this SWPPP and scheduling the construction work. Inspection and Monitoring â€¢ All BMPs shall be inspected, maintained, and repaired as needed to assure continued performance of their intended function. Site inspections shall be conducted by a person who is knowledgeable in the principles and practices of erosion and sediment control. This person has the necessary skills to: 12 Stormwater Pollution Prevention Plan ï‚¨ Assess the site conditions and construction activities that could impact the quality of stormwater, and ï‚¨ Assess the effectiveness of erosion and sediment control measures used to control the quality of stormwater discharges. â€¢ A Certified Erosion and Sediment Control Lead (BMP C160) shall be on-site or on- call at all times. â€¢ Whenever inspection and/or monitoring reveals that the BMPs identified in this SWPPP are inadequate, due to the actual discharge of or potential to discharge a significant amount of any pollutant, appropriate BMPs or design changes shall be implemented as soon as possible. Maintaining an Updated Construction SWPPP â€¢ This SWPPP shall be retained on-site or within reasonable access to the site. â€¢ The SWPPP shall be modified whenever there is a change in the design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the state. â€¢ The SWPPP shall be modified 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 ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. The SWPPP shall be modified as necessary to include additional or modified BMPs designed to correct problems identified. Revisions to the SWPPP shall be completed within seven (7) days following the inspection. 3.1.13 Element #13 â€“ Protect on-site storm water management BMPâ€™s from runoff from roofs and other hard surfaces. Runoff from impervious surfaces will not be allowed to sheet-flow over lawn or cleared areas. The infiltration gallery should be in-place and on-line prior to roof construction completion. 3.2 Site Specific BMPs Site specific BMPs are shown on the TESC Plan Sheets & Details in Appendix A. These site specific plan sheets will be updated annually. 13 Stormwater Pollution Prevention Plan 3.3 Additional Advanced BMPs No Additional Advanced BMPs are proposed. 14 Stormwater Pollution Prevention Plan 4.0 Construction Phasing and BMP Implementation The BMP implementation schedule will be driven by the construction schedule. The following provides a sequential list of the proposed construction schedule milestones and the corresponding BMP implementation schedule. The BMP implementation schedule listed below is keyed to proposed phases of the construction project, and reflects differences in BMP installations and inspections that relate to wet season construction. The project site is located west of the Cascade Mountain Crest. As such, the dry season is considered to be from May 1 to September 30 and the wet season is considered to be from October 1 to April 30. â€¢ Mobilize equipment on site: 05/01/2019 â€¢ Mobilize and store all ESC and soil stabilization products: 05/01/2019 â€¢ Install ESC measures: 05/06/2019 â€¢ Begin clearing and grubbing: 05/07/2019 The BMP implementation schedule is driven by the construction schedule. The following provides a sequential list of the proposed construction schedule milestones and the corresponding BMP implementation schedule. The list contains key milestones such as wet season construction. BMP implementation schedule listed below is keyed to proposed phases of the construction project, and reflects differences in BMP installations and inspections that relate to wet season construction. The project site is located west of the Cascade Mountain Crest. As such, the dry season is considered to be from May 1 to September 30 and the wet season is considered to be from October 1 to April 30. â–ª Estimate of Construction start date: 05 / 01 / 2019 â–ª Estimate of Construction finish date: 09 / 30 / 2019 â–ª Mobilize equipment on site: 05 / 01 / 2019 â–ª Mobilize and store all ESC and soil stabilization products (store materials on hand BMP C150): 05 / 01 / 2019 â–ª Install ESC measures: 05 / 06 / 2019 â–ª Begin clearing and grubbing: 05 / 07 / 2019 â–ª Excavation for building foundations 05 / 14 / 2019 15 Stormwater Pollution Prevention Plan â–ª Soil stabilization on excavated side slopes (in idle, no work areas as shown on ESC plans) 05 / 14 / 2019 â–ª Temporary erosion control measures (hydro-seeding) 05 / 14 / 2019 â–ª Site inspections reduced to monthly: 06 / 03 / 2019 â–ª Begin concrete pour and implement BMP C151: 06 / 03 / 2019 â–ª Excavate and install new utilities and services: 06 / 10 / 2019 â–ª Begin building construction: 07 / 01 / 2019 â–ª Complete utility construction 09 / 01/ 2019 â–ª Site grading ends: 09 / 06/ 2019 â–ª Building construction complete: 08 / 06/ 2019 â–ª Final landscaping and planting begins: 09 / 15 / 2019 â–ª Permanent erosion control measures (hydro-seeding): 09 / 15 / 2019 16 Stormwater Pollution Prevention Plan 5.0 Pollution Prevention Team 5.1 Roles & Responsibilities The pollution prevention team consists of personnel responsible for implementation of the SWPPP, including the following: â€¢ Certified Erosion and Sediment Control Lead (CESCL) â€“ primary contractor contact, responsible for site inspections (BMPs, visual monitoring, sampling, etc.); to be called upon in case of failure of any ESC measures. â€¢ Resident Engineer â€“ For projects with engineered structures only (sediment ponds/traps, sand filters, etc.): site representative for the owner that is the project's supervising engineer responsible for inspections and issuing instructions and drawings to the contractor's site supervisor or representative â€¢ Emergency Ecology Contact â€“ individual to be contacted at Ecology in case of emergency. â€¢ Emergency Owner Contact â€“ individual that is the site owner or representative of the site owner to be contacted in the case of an emergency. â€¢ Non-Emergency Ecology Contact â€“ individual that is the site owner or representative of the site owner than can be contacted if required. â€¢ Monitoring Personnel â€“ personnel responsible for conducting water quality monitoring; for most sites this person is also the Certified Erosion and Sediment Control Lead. 5.2 Team Members Names and contact information for those identified as members of the pollution prevention team are provided in the following table. Title Name(s) Phone Number Certified Erosion and Sediment Control Lead (CESCL) Curt Iffrig / Group Four 425-408-1152 Resident Engineer Raymond Miller / Group Four 425-408-1152 Emergency Ecology Contact Tracie Walters 425-649-4484 Emergency Owner Contact R & L Carriers 937-382-1494 Non-Emergency Ecology Contact Tracie Walters 425-649-4484 Monitoring Personnel ~ ~ 17 Stormwater Pollution Prevention Plan 6.0 Site Inspections & Monitoring Monitoring includes visual inspection, monitoring for water quality parameters of concern, and documentation of the inspection and monitoring findings in a site log book. A site log book will be maintained for all on-site construction activities and will include: â–ª A record of the implementation of the SWPPP and other permit requirements; â–ª Site inspections; and, â–ª Stormwater quality monitoring. For convenience, the inspection form and water quality monitoring forms included in this SWPPP include the required information for the site log book. This SWPPP may function as the site log book if desired, or the forms may be separated and included in a separate site log book. However, if separated, the site log book but must be maintained on-site or within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction. 6.1 Site Inspection All BMPs will be inspected, maintained, and repaired as needed to assure continued performance of their intended function. The inspector will be a Certified Erosion and Sediment Control Lead (CESCL) per BMP C160. The name and contact information for the CESCL is provided in Section 5 of this SWPPP. Site inspection will occur in all areas disturbed by construction activities and at all stormwater discharge points. Stormwater will be examined for the presence of suspended sediment, turbidity, discoloration, and oily sheen. The site inspector will evaluate and document the effectiveness of the installed BMPs and determine if it is necessary to repair or replace any of the BMPs to improve the quality of stormwater discharges. All maintenance and repairs will be documented in the site log book or forms provided in this document. All new BMPs or design changes will be documented in the SWPPP as soon as possible. 6.2 Stormwater Quality Monitoring 6.2.1 Turbidity Turbidity sampling and monitoring will be not be conducted because there is no point of surface water discharge from the project site. Surface water leaves the site by infiltration. 18 Stormwater Pollution Prevention Plan 6.2.2 pH pH sampling and monitoring will be not be conducted because there is no point of surface water discharge from the project site. Surface water leaves the site by infiltration. 19 Stormwater Pollution Prevention Plan 7.0 Recordkeeping & Reporting 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 Regionâ€™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 Ecologyâ€™s Water Quality Permitting Portal (WQWebPortal) â€“ 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 Ecologyâ€™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 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 â€œno discharge" entered in place of the monitoring results. DMRs are required 20 Stormwater Pollution Prevention Plan 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 Permitteeâ€™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 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 21 Stormwater Pollution Prevention Plan 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 Ecologyâ€™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-bycase 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: 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 Permitteeâ€™s plans and records, the Permittee must either: 22 Stormwater Pollution Prevention Plan 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. 23 Stormwater Pollution Prevention Plan Appendix A â€“ Site Plans Appendix A SW 1/4 & NW 1/4, SW 1/4, SEC. 14, TWP 31, RGE. 05, W.M. CITY OF ARLINGTON CONSTRUCTION DRAWING REVIEW ACKNOWLEDGMENT THIS PLAN HAS BEEN REVIEWED AND EVALUATED FOR GENERAL COMPLIANCE WITH THE CITY OF ARLINGTON CODES AND ORDINANCES. CONFORMANCE OF THE DESIGN WITH ALL APPLICABLE LAWS AND REGULATIONS IS THE FULL AND COMPLETE RESPONSIBILITY OF THE LICENSED DESIGN ENGINEER WHOSE STAMP AND SIGNATURE APPEAR ON THIS â€œ â€ SHEET. ACKNOWLEDGEMENT OF CONSTRUCTION DRAWING REVIEW DOES NOT IMPLY TITLE SHEET CITY APPROVAL FOR CONSTRUCTION ACTIVITIES THAT REQUIRE OTHER COUNTY, STATE OR FEDERAL PERMIT REVIEW AND APPROVAL. THE PROPERTY OWNER AND LICENSED DESIGN ENGINEER SHALL BE RESPONSIBLE FOR THE ACQUISITION AND COMPLIANCE OF EWJ ALL APPLICABLE PERMITS AND/OR AUTHORIZATION WHICH MAY INCLUDE, BUT ARE NOT REM LIMITED TO, WSDFW HYDRAULIC PROJECT APPROVAL (HPA), WSDOE NOTICE OF INTENT (NOI), ARMY CORP OF ENGINEERS FILL PERMITS AND THE REQUIREMENTS OF THE (NOI),ENDANGERED SPECIES ACT. 1" = 60' BY: _______________________________________________ DATE: __________________ Nova Heaton, PE, Development Services Manager 1 OF 14 80 0 80 160 THESE APPROVED CONSTRUCITON PLANS EXPIRE AFTER 18 MONTHS FROM THE DATE SHOWN ABOVE OR UPON EXPIRATION OF PRELIMINARY PLAN RO SITE PLAN APPROVAL. SW 1/4 & NW 1/4, SW 1/4, SEC. 14, TWP 31, RGE. 05, W.M. EXISTING CONDITIONS PLAN CITY OF ARLINGTON EWJ CONSTRUCTION DRAWING REVIEW APPROVAL REM SCALE: 1" = 50' THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. 50' 0 50' 100' BY: __________________________________________________________ Nova Heaton, PE, Development Services Manager 2 OF 14 DATE: _________________ THIS APPROVAL IS VALID FOR 18 MONTHS SW 1/4 & NW 1/4, SW 1/4, SEC. 14, TWP 31, RGE. 05, W.M. 1" = 40' 40 0 40 80 TESC PLAN CITY OF ARLINGTON EWJ CONSTRUCTION DRAWING REVIEW APPROVAL REM THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. BY: __________________________________________________________ Nova Heaton, PE, Development Services Manager 3 OF 14 DATE: _________________ THIS APPROVAL IS VALID FOR 18 MONTHS SW 1/4 & NW 1/4, SW 1/4, SEC. 14, TWP 31, RGE. 05, W.M. TESC NOTES AND DETAILS CITY OF ARLINGTON EWJ CONSTRUCTION DRAWING REVIEW APPROVAL REM THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. BY: __________________________________________________________ Nova Heaton, PE, Development Services Manager 4 OF 14 DATE: _________________ THIS APPROVAL IS VALID FOR 18 MONTHS SW 1/4 & NW 1/4, SW 1/4, SEC. 14, TWP 31, RGE. 05, W.M. â€ â€ â€œ â€ â€œ â€ â€œ â€ 1" = 40' 40 0 40 80 GRADING AND DRAINAGE PLAN CITY OF ARLINGTON EWJ CONSTRUCTION DRAWING REVIEW APPROVAL REM THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. BY: __________________________________________________________ Nova Heaton, PE, Development Services Manager 5 OF 14 DATE: _________________ THIS APPROVAL IS VALID FOR 18 MONTHS SW 1/4 & NW 1/4, SW 1/4, SEC. 14, TWP 31, RGE. 05, W.M. MATCHLINE (SEE SHEET 7) MATCHLINE (SEE SHEET 8) 1" = 20' 20 0 20 40 â€¢ â€¢ â€¢ â€¢ â€¢ â€¢ WEST GRADING & DRAINAGE PLAN CITY OF ARLINGTON EWJ CONSTRUCTION DRAWING REVIEW APPROVAL REM THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. BY: __________________________________________________________ Nova Heaton, PE, Development Services Manager â€œ â€ 6 OF 14 DATE: _________________ THIS APPROVAL IS VALID FOR 18 MONTHS SW 1/4 & NW 1/4, SW 1/4, SEC. 14, TWP 31, RGE. 05, W.M. MATCHLINE (SEE SHEET 6) MATCHLINE (SEE SHEET 8) 1" = 20' 20 0 20 40 NORTH GRADING & DRAINAGE PLAN CITY OF ARLINGTON EWJ CONSTRUCTION DRAWING REVIEW APPROVAL REM THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. BY: __________________________________________________________ Nova Heaton, PE, Development Services Manager 7 OF 14 DATE: _________________ THIS APPROVAL IS VALID FOR 18 MONTHS SW 1/4 & NW 1/4, SW 1/4, SEC. 14, TWP 31, RGE. 05, W.M. MATCHLINE (SEE SHEET 7) MATCHLINE (SEE SHEET 6) 1" = 20' 20 0 20 40 SOUTH GRADING & DRAINAGE PLAN CITY OF ARLINGTON EWJ CONSTRUCTION DRAWING REVIEW APPROVAL REM THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. BY: __________________________________________________________ Nova Heaton, PE, Development Services Manager 8 OF 14 DATE: _________________ THIS APPROVAL IS VALID FOR 18 MONTHS SW 1/4 & NW 1/4, SW 1/4, SEC. 14, TWP 31, RGE. 05, W.M. â€ â€ â€ â€œ â€ 1" = 40' 40 0 40 80 UTILITY PLAN CITY OF ARLINGTON EWJ CONSTRUCTION DRAWING REVIEW APPROVAL REM THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. BY: __________________________________________________________ Nova Heaton, PE, Development Services Manager 9 OF 14 DATE: _________________ THIS APPROVAL IS VALID FOR 18 MONTHS SW 1/4 & NW 1/4, SW 1/4, SEC. 14, TWP 31, RGE. 05, W.M. 1" = 20' 20 0 20 40 MATCHLINE (SEE SHEET 11) WEST UTILITY PLAN CITY OF ARLINGTON EWJ CONSTRUCTION DRAWING REVIEW APPROVAL REM THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. BY: __________________________________________________________ Nova Heaton, PE, Development Services Manager 10OF 14 DATE: _________________ THIS APPROVAL IS VALID FOR 18 MONTHS SW 1/4 & NW 1/4, SW 1/4, SEC. 14, TWP 31, RGE. 05, W.M. MATCHLINE (SEE SHEET 10) 1" = 20' 20 0 20 40 SOUTH UTILITY PLAN CITY OF ARLINGTON EWJ CONSTRUCTION DRAWING REVIEW APPROVAL REM THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. BY: __________________________________________________________ Nova Heaton, PE, Development Services Manager 11OF 14 DATE: _________________ THIS APPROVAL IS VALID FOR 18 MONTHS SW 1/4 & NW 1/4, SW 1/4, SEC. 14, TWP 31, RGE. 05, W.M. 1" = 20' 20 0 20 40 FRONTAGE IMPROVEMENT PLAN CITY OF ARLINGTON EWJ CONSTRUCTION DRAWING REVIEW APPROVAL REM THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. BY: __________________________________________________________ Nova Heaton, PE, Development Services Manager 12OF 14 DATE: _________________ THIS APPROVAL IS VALID FOR 18 MONTHS SW 1/4 & NW 1/4, SW 1/4, SEC. 14, TWP 31, RGE. 05, W.M. NOTES AND DETAILS CITY OF ARLINGTON EWJ CONSTRUCTION DRAWING REVIEW APPROVAL REM THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. BY: __________________________________________________________ Nova Heaton, PE, Development Services Manager 13OF 14 DATE: _________________ THIS APPROVAL IS VALID FOR 18 MONTHS SW 1/4 & NW 1/4, SW 1/4, SEC. 14, TWP 31, RGE. 05, W.M. NOTES AND DETAILS 2 CITY OF ARLINGTON EWJ CONSTRUCTION DRAWING REVIEW APPROVAL REM THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. BY: __________________________________________________________ Nova Heaton, PE, Development Services Manager 14OF 14 DATE: _________________ THIS APPROVAL IS VALID FOR 18 MONTHS Stormwater Pollution Prevention Plan Appendix B â€“ Construction BMPs Appendix B "#$%&'()*+,-.+/+0+1+2345675 $89:;/5 <=>?@=A=B=C=DEFGHI=H>=A=HDGHJGJDKL MNGADN=IDICGON=H>DKOPPNK@GJC=Q=DAR MPNG@GHDJ=ADSNBOHIGKFAGHA=D=@GONGOATD?G=NBSFFGNATOHJKD?GNONGOANGUS=NGJDKBGCGFD SHJ=ADSNBGJR MC=Q=DIKHADNSID=KHDNOFF=IDKJGA=>HODGJIKHADNSID=KHGHDNOHIGAKNNKOJAROHJT MPNKDGIDONGOAV?GNGQONW=H>V=D?ASN@GEDOPGQOEHKDPNK@=JGOJGUSODGPNKDGID=KHX %;6Y+2+;6/;Z[/5 \GGPSNPKAGX ]5/+,6^6Y_6/2^11^2+;6`:57+Z+7^2+;6/ <=>?@=A=B=C=DEFGHIGA?OCCBGG=D?GNPCOAD=IKNQGDOCFGHIGQGGD=H>D?GNGUS=NGQGHDAKFa\bcd \DOHJONJ\PGI=F=IOD=KHefghXijkl<=>?m=A=B=C=DEnGHI=H>X nGHI=H>A?OCCBG=HADOCCGJ=HOIIKNJOHIGV=D?a\bcd\DOHJONJoCOHpfgqXgqfqg<=>?m=A=B=C=DE nGHIGX nOBN=IA=CDFGHIGQOEBG=HADOCCGJDKAGN@GOA?=>?@=A=B=C=DEFGHIGTPNK@=JGJD?GFGHIGQODGN=OCA QGGDOCCAPGI=F=IOD=KHAFKNrsotgquX nGHIGAA?OCCHKDBGV=NGJKNADOPCGJDKDNGGAX #^+6256^675`2^6Y^9Y/ pFD?GFGHIG?OABGGHJOQO>GJKN@=A=B=C=DENGJSIGJT=DA?OCCBGNGPO=NGJKNNGPCOIGJ=QQGJ=ODGCE OHJ@=A=B=C=DENGADKNGJX "#$%&'()*+,-./.012%345+678+.349:.+ $76;351 <=>?@ABC@D=>EFD@?GAE?@GHDIDJEK@=AEKBCE@LEGM=B>@=N?EKDME>@@AG>?O=A@EKNA=MC=>?@ABC@D=> ?D@E?=>@=OGPEKA=GK?HQPELDCIE?=AERBDOME>@HQC=>?@ABC@D>SG?@GHDIDJEKOGK=NRBGAAQ?OGII? 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tormwater Pollution Prevention Plan Appendix C â€“ Alternative BMPs The following includes a list of possible alternative BMPs for each of the 12 elements not described in the main SWPPP text. This list can be referenced in the event a BMP for a specific element is not functioning as designed and an alternative BMP needs to be implemented. Element #1 - Mark Clearing Limits Element #2 - Establish Construction Access Element #3 - Control Flow Rates Element #4 - Install Sediment Controls Advanced BMPs: Element #5 - Stabilize Soils Element #6 - Protect Slopes Element #8 - Stabilize Channels and Outlets Element #10 - Control Dewatering Additional Advanced BMPs to Control Dewatering: Appendix C Stormwater Pollution Prevention Plan Appendix D â€“ General Permit Appendix D 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 â€“ DEFINITIONS ...................................................................................................47 APPENDIX B â€“ 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 â€“ As necessary Within 24-hours S8 Telephone Notification S5.F Noncompliance Notification â€“ 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 â€œsurface waters of the Stateâ€ 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 â€“ 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 â€œIndian Countryâ€ as defined in 18 U.S.C.Â§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. Â§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 Ecologyâ€™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 (â€œdemonstrably equivalentâ€ 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 Permitteeâ€™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 â€œThe applicant is seeking coverage under the Washington State Department of Ecologyâ€™s Construction Stormwater NPDES and State Waste Discharge General Permitâ€. 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: â€œAny persons desiring to present their views to the Washington State Department of Ecology regarding this application, or interested in Ecologyâ€™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.â€ 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 â€œRâ€ Factor and Regional Timeframe: a. The projectâ€™s rainfall erosivity factor (â€œRâ€ 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 EPAâ€™s calculator and step by step instructions on computing the â€œRâ€ 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 â€“ September 15. ii. For sites east of the Cascades Crest, excluding the Central Basin: June 15 â€“ 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 â€œRâ€ factor using the original start date and a new projected ending date and, if the â€œRâ€ 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 Permitteeâ€™s site inspections must include all areas disturbed by construction activities, all BMPs, and all stormwater discharge points under the Permitteeâ€™s operational control. (See Special Conditions S4.B.3 and B.4 below for detailed requirements of the Permitteeâ€™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: â€œI certify that this report is true, accurate, and complete to the best of my knowledge and belief.â€ 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 â€“ 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 1Â¾-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 Stateâ€™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 â€“ 249 NTUs, or Transparency 32 â€“ 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 pointâ€™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 Regionâ€™s Environmental Report Tracking System (ERTS) number (or through Ecologyâ€™s Water Quality Permitting Portal [WQWebPortal] â€“ Permit Submittals when the form is available) within 24 hours, in accordance with Special Condition S5.A. ï‚· Central Region (Okanogan, Chelan, Douglas, Kittitas, Yakima, Klickitat, Benton): (509) 575-2490 ï‚· Eastern Region (Adams, Asotin, Columbia, Ferry, Franklin, Garfield, Grant, Lincoln, Pend Oreille, Spokane, Stevens, Walla Walla, Whitman): (509) 329-3400 ï‚· Northwest Region (Kitsap, Snohomish, Island, King, San Juan, Skagit, Whatcom): (425) 649-7000 ï‚· 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 â€“ 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 Stateâ€™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 Regionâ€™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 Ecologyâ€™s Water Quality Permitting Portal (WQWebPortal) â€“ 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 Ecologyâ€™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 â€œno 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 Permitteeâ€™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 Ecologyâ€™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 Permitteeâ€™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 operatorâ€™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 ï‚· Turbidity Turbidity NTU SM2130 Weekly, if 25 NTUs, at the ï‚· Fine Sediment discharging point where ï‚· 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 â€“ 8.5 2. At the Permitteeâ€™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 â€“ 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 operatorâ€™s complete permit application is received by Ecology, whichever is later. TMDLs completed after the operatorâ€™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 Permitteeâ€™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 achievedâ€”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 â€“ 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.â€ 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.â€ 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 manufacturersâ€™ 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 â€œsurface waters of the Stateâ€ 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 â€“ 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 â€“ 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 manufacturerâ€™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 â€“ Map Contents and Requirements The Permitteeâ€™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 â€“ 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: â€œI 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.â€ 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 â€“ at reasonable times and at reasonable cost â€“ any records required to be kept under the terms and conditions of this permit. C. To inspect â€“ at reasonable times â€“ any facilities, equipment (including monitoring and control equipment), practices, methods, or operations regulated or required under this permit. D. To sample or monitor â€“ at reasonable times â€“ 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 Ecologyâ€™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 Directorâ€™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 dayâ€™s continuance shall be deemed to be a separate and distinct violation. G15. UPSET Definition â€“ â€œUpsetâ€ 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 Permitteeâ€™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 permitâ€™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. â€œSevere property damageâ€ 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 â€“ DEFINITIONS AKART is an acronym for â€œall known, available, and reasonable methods of prevention, control, and treatment.â€ 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 operatorâ€™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 â€œhazardous substanceâ€ 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 â€œOperatorâ€ 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: ï‚· 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 ï‚· 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 liquidâ€™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. Ecologyâ€™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 â€œfinal stabilization.â€ 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 â€œturbidity tube.â€ 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 â€œcontaminantâ€ and WAC 173-340-200. Waste Load Allocation (WLA) means the portion of a receiving waterâ€™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 â€“ 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 Stormwater Pollution Prevention Plan Appendix E â€“ Site Inspection Forms (and Site Log) The results of each inspection shall be summarized in an inspection report or checklist that is entered into or attached to the site log book. It is suggested that the inspection report or checklist be included in this appendix to keep monitoring and inspection information in one document, but this is optional. However, it is mandatory that this SWPPP and the site inspection forms be kept onsite at all times during construction, and that inspections be performed and documented as outlined below. At a minimum, each inspection report or checklist shall include: a. Inspection date/times b. Weather information: general conditions during inspection, approximate amount of precipitation since the last inspection, and approximate amount of precipitation within the last 24 hours. c. A summary or list of all BMPs that have been implemented, including observations of all erosion/sediment control structures or practices. d. The following shall be noted: i. locations of BMPs inspected, ii. locations of BMPs that need maintenance, iii. the reason maintenance is needed, iv. locations of BMPs that failed to operate as designed or intended, and v. locations where additional or different BMPs are needed, and the reason(s) why e. A description of stormwater discharged from the site. The presence of suspended sediment, turbid water, discoloration, and/or oil sheen shall be noted, as applicable. f. A description of any water quality monitoring performed during inspection, and the results of that monitoring. g. General comments and notes, including a brief description of any BMP repairs, maintenance or installations made as a result of the inspection. h. A statement that, in the judgment of the person conducting the site inspection, the site is either in compliance or out of compliance with the terms and conditions of the SWPPP and the NPDES permit. If the site inspection indicates that the site is out of compliance, the inspection report shall include a summary of the remedial actions required to bring the site back into compliance, as well as a schedule of implementation. i. Name, title, and signature of person conducting the site inspection; and the following statement: â€œI certify under penalty of law that this report is true, accurate, and complete, to the best of my knowledge and beliefâ€. Appendix E Stormwater Pollution Prevention Plan When the site inspection indicates that the site is not in compliance with any terms and conditions of the NPDES permit, the Permittee shall take immediate action(s) to: stop, contain, and clean up the unauthorized discharges, or otherwise stop the noncompliance; correct the problem(s); implement appropriate Best Management Practices (BMPs), and/or conduct maintenance of existing BMPs; and achieve compliance with all applicable standards and permit conditions. In addition, if the noncompliance causes a threat to human health or the environment, the Permittee shall comply with the Noncompliance Notification requirements in Special Condition S5.F of the permit. Appendix E Stormwater Pollution Prevention Plan Appendix F â€“ Engineering Calculations Appendix F Appendix F-Infiltration Gallery Model WWHM2012 PROJECT REPORT ___________________________________________________________________ Project Name: infiltration gallery Site Name: Site Address: 68th Dr NE City : Arlington Report Date: 10/16/2018 Gage : Everett Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.20 Version Date: 2017/04/14 Version : 4.2.13 ___________________________________________________________________ Low Flow Threshold for POC 1 : 50 Percent of the 2 Year ___________________________________________________________________ High Flow Threshold for POC 1: 50 year ___________________________________________________________________ PREDEVELOPED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use acre A B, Forest, Mod 8.26 Pervious Total 8.26 Impervious Land Use acre Impervious Total 0 Basin Total 8.26 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ MITIGATED LAND USE Name : Basin 1 Bypass: No GroundWater: No 1 Appendix F-Infiltration Gallery Model Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROOF TOPS FLAT 1.46 PARKING MOD 6.8 Impervious Total 8.26 Basin Total 8.26 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater Gravel Trench Bed 1 Gravel Trench Bed 1 ___________________________________________________________________ Name : Gravel Trench Bed 1 Bottom Length: 125.00 ft. Bottom Width: 130.00 ft. Trench bottom slope 1: 2 To 1 Trench Left side slope 0: 2 To 1 Trench right side slope 2: 2 To 1 Material thickness of first layer: 1 Pour Space of material for first layer: 0.4 Material thickness of second layer: 1 Pour Space of material for second layer: 0.4 Material thickness of third layer: 1 Pour Space of material for third layer: 0.4 Infiltration On Infiltration rate: 9 Infiltration safety factor: 1 Wetted surface area On Total Volume Infiltrated (ac-ft.): 1620.496 Total Volume Through Riser (ac-ft.): 0.07 Total Volume Through Facility (ac-ft.): 1620.566 Percent Infiltrated: 100 Total Precip Applied to Facility: 0 Total Evap From Facility: 0 Discharge Structure Riser Height: 3.1 ft. Riser Diameter: 10 in. Notch Type: Rectangular Notch Width: 0.833 ft. Notch Height: 1.000 ft. Element Flows To: Outlet 1 Outlet 2 ___________________________________________________________________ 2 Appendix F-Infiltration Gallery Model Gravel Trench Bed Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.373 0.000 0.000 0.000 0.0333 0.373 0.005 0.000 3.392 0.0667 0.374 0.010 0.000 3.399 0.1000 0.375 0.015 0.000 3.406 0.1333 0.376 0.020 0.000 3.413 0.1667 0.377 0.025 0.000 3.420 0.2000 0.377 0.030 0.000 3.428 0.2333 0.378 0.035 0.000 3.435 0.2667 0.379 0.040 0.000 3.442 0.3000 0.380 0.045 0.000 3.449 0.3333 0.380 0.050 0.000 3.456 0.3667 0.381 0.055 0.000 3.463 0.4000 0.382 0.060 0.000 3.471 0.4333 0.383 0.065 0.000 3.478 0.4667 0.384 0.070 0.000 3.485 0.5000 0.384 0.075 0.000 3.492 0.5333 0.385 0.080 0.000 3.499 0.5667 0.386 0.086 0.000 3.506 0.6000 0.387 0.091 0.000 3.514 0.6333 0.388 0.096 0.000 3.521 0.6667 0.388 0.101 0.000 3.528 0.7000 0.389 0.106 0.000 3.535 0.7333 0.390 0.112 0.000 3.543 0.7667 0.391 0.117 0.000 3.550 0.8000 0.392 0.122 0.000 3.557 0.8333 0.392 0.127 0.000 3.564 0.8667 0.393 0.132 0.000 3.572 0.9000 0.394 0.138 0.000 3.579 0.9333 0.395 0.143 0.000 3.586 0.9667 0.396 0.148 0.000 3.593 1.0000 0.396 0.154 0.000 3.601 1.0333 0.397 0.159 0.000 3.608 1.0667 0.398 0.164 0.000 3.615 1.1000 0.399 0.169 0.000 3.623 1.1333 0.400 0.175 0.000 3.630 1.1667 0.400 0.180 0.000 3.637 1.2000 0.401 0.185 0.000 3.645 1.2333 0.402 0.191 0.000 3.652 1.2667 0.403 0.196 0.000 3.659 1.3000 0.404 0.202 0.000 3.667 1.3333 0.404 0.207 0.000 3.674 1.3667 0.405 0.212 0.000 3.682 1.4000 0.406 0.218 0.000 3.689 1.4333 0.407 0.223 0.000 3.696 1.4667 0.408 0.229 0.000 3.704 1.5000 0.409 0.234 0.000 3.711 1.5333 0.409 0.240 0.000 3.719 1.5667 0.410 0.245 0.000 3.726 1.6000 0.411 0.250 0.000 3.734 1.6333 0.412 0.256 0.000 3.741 1.6667 0.413 0.261 0.000 3.748 1.7000 0.413 0.267 0.000 3.756 3 Appendix F-Infiltration Gallery Model 1.7333 0.414 0.273 0.000 3.763 1.7667 0.415 0.278 0.000 3.771 1.8000 0.416 0.284 0.000 3.778 1.8333 0.417 0.289 0.000 3.786 1.8667 0.418 0.295 0.000 3.793 1.9000 0.418 0.300 0.000 3.801 1.9333 0.419 0.306 0.000 3.808 1.9667 0.420 0.312 0.000 3.816 2.0000 0.421 0.317 0.000 3.823 2.0333 0.422 0.323 0.000 3.831 2.0667 0.423 0.328 0.000 3.838 2.1000 0.423 0.334 0.000 3.846 2.1333 0.424 0.340 0.016 3.853 2.1667 0.425 0.345 0.047 3.861 2.2000 0.426 0.351 0.087 3.869 2.2333 0.427 0.357 0.135 3.876 2.2667 0.428 0.362 0.188 3.884 2.3000 0.428 0.368 0.248 3.891 2.3333 0.429 0.374 0.312 3.899 2.3667 0.430 0.380 0.382 3.907 2.4000 0.431 0.385 0.456 3.914 2.4333 0.432 0.391 0.534 3.922 2.4667 0.433 0.397 0.616 3.929 2.5000 0.433 0.403 0.702 3.937 2.5333 0.434 0.408 0.791 3.945 2.5667 0.435 0.414 0.884 3.952 2.6000 0.436 0.420 0.981 3.960 2.6333 0.437 0.426 1.080 3.968 2.6667 0.438 0.432 1.183 3.975 2.7000 0.438 0.438 1.289 3.983 2.7333 0.439 0.443 1.398 3.991 2.7667 0.440 0.449 1.510 3.998 2.8000 0.441 0.455 1.625 4.006 2.8333 0.442 0.461 1.742 4.014 2.8667 0.443 0.467 1.862 4.022 2.9000 0.444 0.473 1.985 4.029 2.9333 0.444 0.479 2.111 4.037 2.9667 0.445 0.485 2.238 4.045 3.0000 0.446 0.491 2.369 4.052 ___________________________________________________________________ ___________________________________________________________________ ANALYSIS RESULTS Stream Protection Duration ___________________________________________________________________ Predeveloped Landuse Totals for POC #1 Total Pervious Area:8.26 Total Impervious Area:0 ___________________________________________________________________ Mitigated Landuse Totals for POC #1 Total Pervious Area:0 4 Appendix F-Infiltration Gallery Model Total Impervious Area:8.26 ___________________________________________________________________ Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.010637 5 year 0.025861 10 year 0.044475 25 year 0.084328 50 year 0.131991 100 year 0.202245 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 ___________________________________________________________________ Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.006 0.000 1950 0.027 0.000 1951 0.019 0.000 1952 0.006 0.000 1953 0.007 0.000 1954 0.063 0.000 1955 0.047 0.000 1956 0.007 0.000 1957 0.007 0.000 1958 0.007 0.000 1959 0.020 0.000 1960 0.017 0.000 1961 0.042 1.312 1962 0.007 0.000 1963 0.007 0.000 1964 0.029 0.000 1965 0.006 0.000 1966 0.007 0.000 1967 0.018 0.172 1968 0.007 0.000 1969 0.007 0.000 1970 0.007 0.000 1971 0.045 0.000 1972 0.006 0.000 1973 0.007 0.000 1974 0.025 0.000 1975 0.006 0.000 1976 0.021 0.000 1977 0.007 0.000 1978 0.009 0.000 1979 0.021 0.000 5 Appendix F-Infiltration Gallery Model 1980 0.007 0.000 1981 0.007 0.000 1982 0.014 0.000 1983 0.007 0.000 1984 0.007 0.000 1985 0.015 0.000 1986 0.081 0.000 1987 0.055 0.000 1988 0.007 0.000 1989 0.006 0.000 1990 0.007 0.000 1991 0.007 0.000 1992 0.007 0.000 1993 0.007 0.000 1994 0.006 0.000 1995 0.011 0.000 1996 0.113 0.000 1997 0.265 0.000 1998 0.007 0.000 1999 0.007 0.000 2000 0.017 0.000 2001 0.006 0.000 2002 0.007 0.000 2003 0.005 0.000 2004 0.007 0.000 2005 0.007 0.000 2006 0.303 0.000 2007 0.006 0.000 2008 0.014 0.000 2009 0.007 0.000 ___________________________________________________________________ Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.3032 1.3121 2 0.2652 0.1724 3 0.1134 0.0000 4 0.0810 0.0000 5 0.0631 0.0000 6 0.0547 0.0000 7 0.0468 0.0000 8 0.0447 0.0000 9 0.0423 0.0000 10 0.0295 0.0000 11 0.0269 0.0000 12 0.0246 0.0000 13 0.0209 0.0000 14 0.0209 0.0000 15 0.0204 0.0000 16 0.0192 0.0000 17 0.0180 0.0000 18 0.0172 0.0000 19 0.0169 0.0000 20 0.0155 0.0000 21 0.0139 0.0000 6 Appendix F-Infiltration Gallery Model 22 0.0138 0.0000 23 0.0109 0.0000 24 0.0088 0.0000 25 0.0067 0.0000 26 0.0067 0.0000 27 0.0067 0.0000 28 0.0066 0.0000 29 0.0066 0.0000 30 0.0066 0.0000 31 0.0066 0.0000 32 0.0066 0.0000 33 0.0066 0.0000 34 0.0066 0.0000 35 0.0066 0.0000 36 0.0066 0.0000 37 0.0066 0.0000 38 0.0066 0.0000 39 0.0066 0.0000 40 0.0066 0.0000 41 0.0066 0.0000 42 0.0066 0.0000 43 0.0066 0.0000 44 0.0066 0.0000 45 0.0066 0.0000 46 0.0066 0.0000 47 0.0066 0.0000 48 0.0065 0.0000 49 0.0065 0.0000 50 0.0065 0.0000 51 0.0065 0.0000 52 0.0065 0.0000 53 0.0065 0.0000 54 0.0065 0.0000 55 0.0064 0.0000 56 0.0064 0.0000 57 0.0064 0.0000 58 0.0064 0.0000 59 0.0061 0.0000 60 0.0058 0.0000 61 0.0046 0.0000 ___________________________________________________________________ Stream Protection Duration POC #1 The Facility PASSED The Facility PASSED. Flow(cfs) Predev Mit Percentage Pass/Fail 0.0053 1654 8 0 Pass 0.0066 241 8 3 Pass 0.0079 151 8 5 Pass 0.0092 128 8 6 Pass 0.0104 112 8 7 Pass 0.0117 99 7 7 Pass 0.0130 81 7 8 Pass 7 Appendix F-Infiltration Gallery Model 0.0143 69 7 10 Pass 0.0156 61 7 11 Pass 0.0168 58 7 12 Pass 0.0181 53 7 13 Pass 0.0194 50 7 14 Pass 0.0207 49 7 14 Pass 0.0220 45 7 15 Pass 0.0232 42 7 16 Pass 0.0245 38 7 18 Pass 0.0258 36 7 19 Pass 0.0271 33 7 21 Pass 0.0283 31 7 22 Pass 0.0296 29 7 24 Pass 0.0309 29 7 24 Pass 0.0322 29 7 24 Pass 0.0335 26 7 26 Pass 0.0347 26 7 26 Pass 0.0360 26 7 26 Pass 0.0373 24 7 29 Pass 0.0386 23 7 30 Pass 0.0399 23 7 30 Pass 0.0411 23 7 30 Pass 0.0424 22 7 31 Pass 0.0437 20 7 35 Pass 0.0450 19 7 36 Pass 0.0463 18 7 38 Pass 0.0475 16 7 43 Pass 0.0488 16 7 43 Pass 0.0501 16 7 43 Pass 0.0514 15 7 46 Pass 0.0527 15 7 46 Pass 0.0539 15 7 46 Pass 0.0552 14 7 50 Pass 0.0565 13 7 53 Pass 0.0578 13 7 53 Pass 0.0591 13 7 53 Pass 0.0603 13 7 53 Pass 0.0616 13 7 53 Pass 0.0629 13 7 53 Pass 0.0642 11 7 63 Pass 0.0655 11 7 63 Pass 0.0667 11 6 54 Pass 0.0680 11 6 54 Pass 0.0693 11 6 54 Pass 0.0706 11 6 54 Pass 0.0719 11 6 54 Pass 0.0731 11 6 54 Pass 0.0744 11 6 54 Pass 0.0757 11 6 54 Pass 0.0770 11 6 54 Pass 0.0783 11 6 54 Pass 0.0795 11 6 54 Pass 0.0808 11 6 54 Pass 0.0821 10 6 60 Pass 0.0834 9 6 66 Pass 0.0846 9 6 66 Pass 8 Appendix F-Infiltration Gallery Model 0.0859 9 6 66 Pass 0.0872 9 6 66 Pass 0.0885 9 6 66 Pass 0.0898 9 6 66 Pass 0.0910 9 6 66 Pass 0.0923 8 6 75 Pass 0.0936 7 6 85 Pass 0.0949 7 6 85 Pass 0.0962 7 6 85 Pass 0.0974 7 6 85 Pass 0.0987 7 6 85 Pass 0.1000 7 6 85 Pass 0.1013 7 6 85 Pass 0.1026 7 6 85 Pass 0.1038 7 6 85 Pass 0.1051 7 6 85 Pass 0.1064 7 6 85 Pass 0.1077 7 5 71 Pass 0.1090 7 5 71 Pass 0.1102 7 5 71 Pass 0.1115 7 5 71 Pass 0.1128 7 5 71 Pass 0.1141 6 5 83 Pass 0.1154 6 5 83 Pass 0.1166 6 5 83 Pass 0.1179 6 5 83 Pass 0.1192 6 5 83 Pass 0.1205 6 5 83 Pass 0.1218 6 5 83 Pass 0.1230 6 5 83 Pass 0.1243 6 5 83 Pass 0.1256 5 5 100 Pass 0.1269 5 5 100 Pass 0.1282 5 5 100 Pass 0.1294 5 5 100 Pass 0.1307 5 5 100 Pass 0.1320 5 5 100 Pass _____________________________________________________ ___________________________________________________________________ Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. ___________________________________________________________________ LID Report LID Technique Used for Total Volumn Volumn Infiltration Cumulative Percent Water Quality Percent Comment Treatment? Needs Through Volumn Volumn Volumn Water Quality Treatment Facility (ac-ft.) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Gravel Trench Bed 1 POC N 1475.05 N 99.97 9 Appendix F-Infiltration Gallery Model Total Volume Infiltrated 1475.05 0.00 0.00 99.97 0.00 0% No Treat. Credit Compliance with LID Standard 8 Duration Analysis Result = Passed ___________________________________________________________________ Perlnd and Implnd Changes No changes have been made. ___________________________________________________________________ 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 Â© by : Clear Creek Solutions, Inc. 2005-2018; All Rights Reserved. 10 CONTRUCTION PLAN REVIEW & INSPECTION FEE WORKSHEET Community & Economic Development Department 18204 59th Avenue NE City of Arlington ï¬ ï¬ Arlington WA 98223 ï¬ (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: ï¬ Type I permits complete all sections. ï¬ 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 ï¬ 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 $ 170,230.63 $ 3,142,048.63 $ 3,312,279.25 Verify formula, totals do not match PLAN REVIEW & INSPECTION FEES PLAN REVIEW & INSPECTION FEE (6% of Project Value) $ 198,736.76 GRADING FEE (4) (Cubic Yard ) $ - Review fees due at time of submittal Total Review Fees Due $ 198,736.76 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: ï¬ Road and Alley (Public) ï¬ Stormwater Drainage and Grading (Public) ï¬ Utilities (Public) ï¬ Temporary Erosion and Sediment Control (Public and Private) ASSURANCE DEVICE Base Calculation of Performance Device $ 170,230.63 PERFORMANCE DEVICE 150% Amount Due $ 255,345.94 Base Calculation of Maintenance Device $ 152,301.88 MAINTENANCE DEVICE 20% Amount Due $ 30,460.38 1 Rev 7/2017 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA 98223 360-403-3551 Project Name: R+L Carriers Permit No.: PWD#1654 Review Date: 4/15/2019 Contact: Dennis Meyers/Raymond Phone No.: 937-382-1494 - Dennis Review Phase: 3 Report Date: Miller 425-408-1152 - Raymond Reviewing Dept.: CED Applicant: RLR Investments, LLC DWG Issue Date: 4/4/2019 # Rev. Dwg. or Addâ€™l Ref. City Comment Response/Resolution Spec. Ref. Approved 1. NEH General Proposed draft water and sewer, if applicable, Any necessary easements will be addressed 4/15/2019 easements must be shown upon final review./8/ Show 10â€™ easement (20â€™ total) on each side of water mains, valves, fire hydrants, and other appurtenances per COA Std. 4-1.22 that are to be public. Show 10â€™ easement (20â€™ total) on each side of the sewer mains and appurtenances per COA Std. 5-1.12 that are to be public or monitoring manholes that the city will need rights to access. 2. NEH General Copy of Construction General Permit must be Acknowledged 4/15/2019 provided prior to construction 3. NEH SWPPP Copy of the SWPPP is needed for review Acknowledged 3/25/2019 4. NEH Drainage MR 2 SWPPP is needed for review SWPPP will be submitted for review 3/25/2019 Report 5. NEH Drainage MR 5 Needs to address BMP T5.13 BMP T5.13 is addressed in the report and on 3/25/2019 Report plan sheet 5. 6. NEH Drainage MR 6 Discuss required treatment level, basic, enhanced, Addressed in revised report 3/25/2019 Report oil/prosperous, etc. and how it is met 7. NEH Drainage Discussion about fueling station and how it meets Fuel station criteria met by architect. See Report S409 from SWMMWW attached plans for reference. On arch plans floor drain refers to civil plans, civil plans stop short of floor drain. Missing the tie between the two and the detail about the emergency valve to remain shut per fueling station req. in SWMMWW Need to see on civil plans 8. NEH Drainage How is pretreatment provided? Oil/water separators Pretreatment met by oil/water/coalescing plate 3/25/2019 Report in CB's? separator vault and O/W separator manhole 9. NEH Drainage Sizing of oil water separators Addressed in revised report 3/25/2019 Report Page 1 of 5 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA 98223 360-403-3551 Project Name: R+L Carriers Permit No.: PWD#1654 Review Date: 4/15/2019 Contact: Dennis Meyers/Raymond Phone No.: 937-382-1494 - Dennis Review Phase: 3 Report Date: Miller 425-408-1152 - Raymond Reviewing Dept.: CED Applicant: RLR Investments, LLC DWG Issue Date: 4/4/2019 # Rev. Dwg. or Addâ€™l Ref. City Comment Response/Resolution Spec. Ref. Approved 10. NEH Drainage For the road section, 18" of modified soil is needed at Addressed in report and item #20. 3/25/2019 Report the top of the trench planted with grass. (grade to create shallow (6") swale 11. NEH Drainage Demonstrate that WQ infiltration facilities drain in Addressed in report 3/25/2019 Report less than 24 hours 12. NEH Drainage MR 9 & References Snohomish County Drainage manual Done 3/25/2019 Report Appendix instead of SWMMWW 13. NEH Drainage WWHM For Frontage infiltration lists pervious land twice so Revision has been addressed. 3/25/2019 Report the basin total is 0.37 instead of 0.29 as shown elsewhere. 14. NEH Sheet 4 Use Permeable Ballast for stabilized Construction Done 3/25/2019 Entrance instead of quarry spalls 15. NEH Sheet 4 Demonstrate proper separation at utility crossings Crossings shown on sheet 9. 3/25/2019 16. NEH Sheet 4 Add city detail for asphalt patching in the roadway Done 3/25/2019 17. NEH Sheet 5 Call out requirement of BMP T5.13 See item #5 3/25/2019 18. NEH Sheet 8 Dedicated fueling station must meet requirements of See item #7 S409 from SWMMWW (shown on Sheet 9 and 11 instead of 8) Show drains and closed shutoff valve location. Spill control sump that meets Section 7901.8 of UFC On arch plans floor drain refers to civil plans, civil plans stop short of floor drain. Missing the tie between the two and the detail about the emergency valve to remain shut per fueling station req. in SWMMWW Underground outside of building â€“ civil contractor (who will be performing the work?) 19. NEH Sheet 9 Move storm info for dedicated fueling station to sheet Done 3/25/2019 8. Page 2 of 5 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA 98223 360-403-3551 Project Name: R+L Carriers Permit No.: PWD#1654 Review Date: 4/15/2019 Contact: Dennis Meyers/Raymond Phone No.: 937-382-1494 - Dennis Review Phase: 3 Report Date: Miller 425-408-1152 - Raymond Reviewing Dept.: CED Applicant: RLR Investments, LLC DWG Issue Date: 4/4/2019 # Rev. Dwg. or Addâ€™l Ref. City Comment Response/Resolution Spec. Ref. Approved 20. NEH Sheet 12 Add 18" modified soils above roadside infiltration and Done 3/25/2019 grass, grade to gentle swale 21. NEH Sheet 12 All driveway crossings and ending at existing asphalt Notes have been added to sht. 12 3/25/2019 must meet ADA for trail. 22. NEH Sheet L-6 Root barrier is required on road or trail side of trees. Done on L-6 3/25/2019 23. RRM Water Please include Station numbers on Drawings. Done 3/25/2019 24. RRM Water Include Station numbers and complete list of parts on Done 3/25/2019 all fitting call outs. 25. RRM Sheet 10 Water Hot Taps cannot be tapped through a Butterfly Valve. Acknowledged 3/25/2019 26. RRM Sheet 10 Water All Domestic and Irrigation services will need to call A note has been added to the plans at meter out for a 2â€ (inch) Domestic setter per COA W-050. locations 3/25/2019 When fees are paid, the required Meters will be adapted to fit the 2â€ Setter. 27. RRM Sheet 10 Water On the south 12â€ DI at approximately 174â€™, call out for Tee has been fully valved. 8â€ has been 3/25/2019 a 12â€ fully valved Tee for flushing and control. Also at provided, this location, the main extending to the East, is shown as a 6â€ DI. This does not meet COA standard 4-1.08, an 8â€ minimum will be required. 28. RRM Sheet 10 Water The Fire Line as drawn exceeds the 50â€™ maximum Domestic water service has been revised to See below length required for water quality. Recommendation: minimize max. length & eliminate service tap on Up size this line to a minimum of 8â€ DI. This main, at 12â€. Fire line has been upsized to the POC with the POC, will be required to have a Gate Valve at the 8â€ DIP then reduced to the buildings. The size 12â€ DI Main for control. Tap the 2â€ domestic service will be determined by the fire sprinkler (per COA Std. detail W-050) closer to the building to designer based on demand, satisfy the length requirement. At this location the main can be valved and reduced to the required size and stubbed into the building. This would eliminate the Domestic service tap on the 12â€ DI. 29. RRM Sheet 10 Water The FDC is shown as attached to the Fire Line. FDC now shown as separate pipe. 3/25/2019 Page 3 of 5 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA 98223 360-403-3551 Project Name: R+L Carriers Permit No.: PWD#1654 Review Date: 4/15/2019 Contact: Dennis Meyers/Raymond Phone No.: 937-382-1494 - Dennis Review Phase: 3 Report Date: Miller 425-408-1152 - Raymond Reviewing Dept.: CED Applicant: RLR Investments, LLC DWG Issue Date: 4/4/2019 # Rev. Dwg. or Addâ€™l Ref. City Comment Response/Resolution Spec. Ref. Approved 30. RRM Sheet 10 Water The fire hydrant on the north 12â€ DI, the 45 bend will Fire hydrant assembly has been revised 3/25/2019 not be allowed. Run an 8â€ DI north to the planter, set accordingly. an 8â€ MJ x 6â€ FL Tee with an 8â€ MJ Plug and blocking per COA Std. Detail W-160. Install a hydrant assembly per COA Std. Detail W-010 31. RRM Sheet 11 Water The Fire Line as drawn exceeds the 50â€™ maximum See item #28. See below length. Suggest using the same solution as item # 7 (?). 32. RRM Sheet 10 Sewer Per Standard 5-1.13, cleanouts required every 100 Cleanouts has been added. 3/25/2019 feet, please show on plans 33. RRM Sheet 10 & Sewer Per Standard 5-1.13, side sewer service for Side sewer service line size has been revised. 3/25/2019 11 commercial must be 6â€, plans show 4â€ IN on both monitoring manholes 34. RRM Sheet 10 Sewer Monitoring manhole should be placed closer to the Monitoring manhole has been relocated. 3/25/2019 road for access (I will defer to Fredâ€™s expertise on this one) 35. RRM Sheet 11 Sewer Position maintenance building manhole between Done 3/25/2019 building and retaining wall such that there is a minimum of 3 feet of clearance around the manhole for access. 36. RRM Sheet 11 Gas line connection. Cutting of asphalt on 191st or the According to Cascade Natural Gas, there are no 3/25/2019 new multi-use trail will not be allowed. Does an gas stubs to the site from 191st. existing gas stub exist for this connection? 37. Fire FDC FDC needs to be moved to a location closer to south Done 3/25/2019 hydrant. 38. Fire Knox Box Provide "Knox" controlled key access to gates. A note has been added to sheet 1 concerning 3/25/2019 Contact FD for ordering information if needed, 360- the â€œKnoxBoxâ€ location. 403-3600. 39. LP All sheets Approval Update approval blocks â€“ see attached Done 3/25/2019 Block Page 4 of 5 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA 98223 360-403-3551 Project Name: R+L Carriers Permit No.: PWD#1654 Review Date: 4/15/2019 Contact: Dennis Meyers/Raymond Phone No.: 937-382-1494 - Dennis Review Phase: 3 Report Date: Miller 425-408-1152 - Raymond Reviewing Dept.: CED Applicant: RLR Investments, LLC DWG Issue Date: 4/4/2019 # Rev. Dwg. or Addâ€™l Ref. City Comment Response/Resolution Spec. Ref. Approved 40. JL Sewer Sheet 13 & Add detail SS-080 Detail added to sht. 13 with other SS details. 4/15/2019 14 41. RRM Water Sta. 2+74.44 (0.0) to Sta. 2+74.44 (77.47 RT) should Pipe size revised to 8â€ DI. 4/15/2019 be 8" DI. 42. RRM Water Sta. 3+05.93 to 2" domestic service should be 8" DI Fire line changed to 8â€ DI. and not marked as fire line until after the service and isolation valve. See redlined plans 43. RRM Water Sta. 5+86.38 (0.0) - Use 12"x6" FL reducer and extend Reduced to 45 degree bend added. 4/15/2019 straight into planter to set hydrant (no tee). 44. RRM Water Sta. 3+05 (87.47 RT) Fire line to the maintenance Watermain changed to 8â€. Fire line marked shop exceeds 50'. Main to building should be 8" DI to accordingly. 2" domestic service. After service and isolation valve should be marked as fire main and sized accordingly (no less than 4"). See redlined plans 45. RRM Water Hydrant tee at Sta. 2+74.44 (87.47 RT) should be Hydrant tee moved to sta. 2+98.00 (77.47 RT). 4/15/2019 moved to approx. Sta. 2+95 (77.47 RT). At Sta. 8â€ 90 degree bend added. 2+74.44 (47.47 RT) install an 8" 90 degree bend w/ blocking. 46. LP Provide revision date on plan set Done 4/15/2019 Page 5 of 5 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA 98223 360-403-3551 Project Name: R+L Carriers Permit No.: PWD#1654 Review Date: 4/15/2019 Contact: Dennis Meyers/Raymond Phone No.: 937-382-1494 - Dennis Review Phase: 3 Report Date: Miller 425-408-1152 - Raymond Reviewing Dept.: CED Applicant: RLR Investments, LLC DWG Issue Date: 4/4/2019 # Rev. Dwg. or Addâ€™l Ref. City Comment Response/Resolution Spec. Ref. Approved 1. NEH General Proposed draft water and sewer, if applicable, Any necessary easements will be addressed 4/15/2019 easements must be shown upon final review./8/ Show 10â€™ easement (20â€™ total) on each side of water mains, valves, fire hydrants, and other appurtenances per COA Std. 4-1.22 that are to be public. Show 10â€™ easement (20â€™ total) on each side of the sewer mains and appurtenances per COA Std. 5-1.12 that are to be public or monitoring manholes that the city will need rights to access. 2. NEH General Copy of Construction General Permit must be Acknowledged 4/15/2019 provided prior to construction 3. NEH SWPPP Copy of the SWPPP is needed for review Acknowledged 3/25/2019 4. NEH Drainage MR 2 SWPPP is needed for review SWPPP will be submitted for review 3/25/2019 Report 5. NEH Drainage MR 5 Needs to address BMP T5.13 BMP T5.13 is addressed in the report and on 3/25/2019 Report plan sheet 5. 6. NEH Drainage MR 6 Discuss required treatment level, basic, enhanced, Addressed in revised report 3/25/2019 Report oil/prosperous, etc. and how it is met 7. NEH Drainage Discussion about fueling station and how it meets Fuel station criteria met by architect. See Report S409 from SWMMWW attached plans for reference. On arch plans floor drain refers to civil plans, civil plans stop short of floor drain. Missing the tie The drain lines and shutoff valves shown on the between the two and the detail about the emergency plumbing plans are now on the civil plans. The valve to remain shut per fueling station req. in drain lines, drains, and valves are still SWMMWW considered plumbing appurtenances. Need to see on civil plans 8. NEH Drainage How is pretreatment provided? Oil/water separators Pretreatment met by oil/water/coalescing plate 3/25/2019 Report in CB's? separator vault and O/W separator manhole 9. NEH Drainage Sizing of oil water separators Addressed in revised report 3/25/2019 Report Page 1 of 5 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA 98223 360-403-3551 Project Name: R+L Carriers Permit No.: PWD#1654 Review Date: 4/15/2019 Contact: Dennis Meyers/Raymond Phone No.: 937-382-1494 - Dennis Review Phase: 3 Report Date: Miller 425-408-1152 - Raymond Reviewing Dept.: CED Applicant: RLR Investments, LLC DWG Issue Date: 4/4/2019 # Rev. Dwg. or Addâ€™l Ref. City Comment Response/Resolution Spec. Ref. Approved 10. NEH Drainage For the road section, 18" of modified soil is needed at Addressed in report and item #20. 3/25/2019 Report the top of the trench planted with grass. (grade to create shallow (6") swale 11. NEH Drainage Demonstrate that WQ infiltration facilities drain in Addressed in report 3/25/2019 Report less than 24 hours 12. NEH Drainage MR 9 & References Snohomish County Drainage manual Done 3/25/2019 Report Appendix instead of SWMMWW 13. NEH Drainage WWHM For Frontage infiltration lists pervious land twice so Revision has been addressed. 3/25/2019 Report the basin total is 0.37 instead of 0.29 as shown elsewhere. 14. NEH Sheet 4 Use Permeable Ballast for stabilized Construction Done 3/25/2019 Entrance instead of quarry spalls 15. NEH Sheet 4 Demonstrate proper separation at utility crossings Crossings shown on sheet 9. 3/25/2019 16. NEH Sheet 4 Add city detail for asphalt patching in the roadway Done 3/25/2019 17. NEH Sheet 5 Call out requirement of BMP T5.13 See item #5 3/25/2019 18. NEH Sheet 8 Dedicated fueling station must meet requirements of See item #7 S409 from SWMMWW (shown on Sheet 9 and 11 instead of 8) Show drains and closed shutoff valve location. Spill control sump that meets Section 7901.8 of UFC On arch plans floor drain refers to civil plans, civil I assume the site civil contractor will install all plans stop short of floor drain. Missing the tie utilities up to within 5 feet of the building edge. between the two and the detail about the emergency The plumbing contractor will install all valve to remain shut per fueling station req. in plumbing features including the drains, drain SWMMWW lines, and shutoff valves as shown on the Underground outside of building â€“ civil contractor plumbing plans. (who will be performing the work?) 19. NEH Sheet 9 Move storm info for dedicated fueling station to sheet Done 3/25/2019 8. Page 2 of 5 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA 98223 360-403-3551 Project Name: R+L Carriers Permit No.: PWD#1654 Review Date: 4/15/2019 Contact: Dennis Meyers/Raymond Phone No.: 937-382-1494 - Dennis Review Phase: 3 Report Date: Miller 425-408-1152 - Raymond Reviewing Dept.: CED Applicant: RLR Investments, LLC DWG Issue Date: 4/4/2019 # Rev. Dwg. or Addâ€™l Ref. City Comment Response/Resolution Spec. Ref. Approved 20. NEH Sheet 12 Add 18" modified soils above roadside infiltration and Done 3/25/2019 grass, grade to gentle swale 21. NEH Sheet 12 All driveway crossings and ending at existing asphalt Notes have been added to sht. 12 3/25/2019 must meet ADA for trail. 22. NEH Sheet L-6 Root barrier is required on road or trail side of trees. Done on L-6 3/25/2019 23. RRM Water Please include Station numbers on Drawings. Done 3/25/2019 24. RRM Water Include Station numbers and complete list of parts on Done 3/25/2019 all fitting call outs. 25. RRM Sheet 10 Water Hot Taps cannot be tapped through a Butterfly Valve. Acknowledged 3/25/2019 26. RRM Sheet 10 Water All Domestic and Irrigation services will need to call A note has been added to the plans at meter out for a 2â€ (inch) Domestic setter per COA W-050. locations 3/25/2019 When fees are paid, the required Meters will be adapted to fit the 2â€ Setter. 27. RRM Sheet 10 Water On the south 12â€ DI at approximately 174â€™, call out for Tee has been fully valved. 8â€ has been 3/25/2019 a 12â€ fully valved Tee for flushing and control. Also at provided, this location, the main extending to the East, is shown as a 6â€ DI. This does not meet COA standard 4-1.08, an 8â€ minimum will be required. 28. RRM Sheet 10 Water The Fire Line as drawn exceeds the 50â€™ maximum Domestic water service has been revised to See below length required for water quality. Recommendation: minimize max. length & eliminate service tap on Up size this line to a minimum of 8â€ DI. This main, at 12â€. Fire line has been upsized to the POC with the POC, will be required to have a Gate Valve at the 8â€ DIP then reduced to the buildings. The size 12â€ DI Main for control. Tap the 2â€ domestic service will be determined by the fire sprinkler (per COA Std. detail W-050) closer to the building to designer based on demand, satisfy the length requirement. At this location the main can be valved and reduced to the required size and stubbed into the building. This would eliminate the Domestic service tap on the 12â€ DI. 29. RRM Sheet 10 Water The FDC is shown as attached to the Fire Line. FDC now shown as separate pipe. 3/25/2019 Page 3 of 5 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA 98223 360-403-3551 Project Name: R+L Carriers Permit No.: PWD#1654 Review Date: 4/15/2019 Contact: Dennis Meyers/Raymond Phone No.: 937-382-1494 - Dennis Review Phase: 3 Report Date: Miller 425-408-1152 - Raymond Reviewing Dept.: CED Applicant: RLR Investments, LLC DWG Issue Date: 4/4/2019 # Rev. Dwg. or Addâ€™l Ref. City Comment Response/Resolution Spec. Ref. Approved 30. RRM Sheet 10 Water The fire hydrant on the north 12â€ DI, the 45 bend will Fire hydrant assembly has been revised 3/25/2019 not be allowed. Run an 8â€ DI north to the planter, set accordingly. an 8â€ MJ x 6â€ FL Tee with an 8â€ MJ Plug and blocking Fittings and hydrant assembly has been revised per COA Std. Detail W-160. Install a hydrant assembly per the 4/15/19 redlines. per COA Std. Detail W-010 31. RRM Sheet 11 Water The Fire Line as drawn exceeds the 50â€™ maximum See item #28. See below length. Suggest using the same solution as item # 7 (?). 32. RRM Sheet 10 Sewer Per Standard 5-1.13, cleanouts required every 100 Cleanouts has been added. 3/25/2019 feet, please show on plans 33. RRM Sheet 10 & Sewer Per Standard 5-1.13, side sewer service for Side sewer service line size has been revised. 3/25/2019 11 commercial must be 6â€, plans show 4â€ IN on both monitoring manholes 34. RRM Sheet 10 Sewer Monitoring manhole should be placed closer to the Monitoring manhole has been relocated. 3/25/2019 road for access (I will defer to Fredâ€™s expertise on this one) 35. RRM Sheet 11 Sewer Position maintenance building manhole between Done 3/25/2019 building and retaining wall such that there is a minimum of 3 feet of clearance around the manhole for access. 36. RRM Sheet 11 Gas line connection. Cutting of asphalt on 191st or the According to Cascade Natural Gas, there are no 3/25/2019 new multi-use trail will not be allowed. Does an gas stubs to the site from 191st. existing gas stub exist for this connection? 37. Fire FDC FDC needs to be moved to a location closer to south Done 3/25/2019 hydrant. 38. Fire Knox Box Provide "Knox" controlled key access to gates. A note has been added to sheet 1 concerning 3/25/2019 Contact FD for ordering information if needed, 360- the â€œKnoxBoxâ€ location. 403-3600. 39. LP All sheets Approval Update approval blocks â€“ see attached Done 3/25/2019 Block Page 4 of 5 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA 98223 360-403-3551 Project Name: R+L Carriers Permit No.: PWD#1654 Review Date: 4/15/2019 Contact: Dennis Meyers/Raymond Phone No.: 937-382-1494 - Dennis Review Phase: 3 Report Date: Miller 425-408-1152 - Raymond Reviewing Dept.: CED Applicant: RLR Investments, LLC DWG Issue Date: 4/4/2019 # Rev. Dwg. or Addâ€™l Ref. City Comment Response/Resolution Spec. Ref. Approved 40. JL Sewer Sheet 13 & Add detail SS-080 Detail added to sht. 13 with other SS details. 4/15/2019 14 41. RRM Water Sta. 2+74.44 (0.0) to Sta. 2+74.44 (77.47 RT) should Pipe size revised to 8â€ DI. 4/15/2019 be 8" DI. 42. RRM Water Sta. 3+05.93 to 2" domestic service should be 8" DI Fire line changed to 8â€ DI. and not marked as fire line until after the service and isolation valve. The domestic service line connection has been See redlined plans moved to the 8â€ watermain. 43. RRM Water Sta. 5+86.38 (0.0) - Use 12"x6" FL reducer and extend Reduced to 45 degree bend added. 4/15/2019 straight into planter to set hydrant (no tee). 44. RRM Water Sta. 3+05 (87.47 RT) Fire line to the maintenance Watermain changed to 8â€. Fire line marked shop exceeds 50'. Main to building should be 8" DI to accordingly. 2" domestic service. After service and isolation valve should be marked as fire main and sized accordingly (no less than 4"). The domestic service line connection has been See redlined plans moved to the 8â€ watermain. 45. RRM Water Hydrant tee at Sta. 2+74.44 (87.47 RT) should be Hydrant tee moved to sta. 2+98.00 (77.47 RT). 4/15/2019 moved to approx. Sta. 2+95 (77.47 RT). At Sta. 8â€ 90 degree bend added. 2+74.44 (47.47 RT) install an 8" 90 degree bend w/ blocking. 46. LP Provide revision date on plan set Done 4/15/2019 Page 5 of 5 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 4/3/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Building work N/A N/A Not part of the civil plans TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS The contractor considers this to be essential construction per the governorâ€™s order and is proceeding with the work. Page 2 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 4/6/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Lighting Yes Yes Crews are installing luminaire bases for the building parking lot. Fueling Area N/A N./A Not part of the civil plans Building work N/A N/A Not part of the civil plans TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES See Inspector comments. Page 2 INSPECTOR COMMENTS The contractor considers this to be essential construction per the governorâ€™s order and is proceeding with the work. I spoke with the foreman about the condition of the construction entrance. There is currently not trackout into the roadway. The foreman told me that they are monitoring the entrance, that they have installed inlet protection on the roadway inlets, and they will clean up the roadway as needed. Page 3 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 4/7/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Fueling Area N/A N./A Not part of the civil plans Building work N/A N/A Not part of the civil plans TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES See Inspector comments. Page 2 INSPECTOR COMMENTS The contractor considers this to be essential construction per the governorâ€™s order and is proceeding with the work. There is some sediment beginning to accumulate in the catch basin located in the wettest part of the site. The socks are still operational. Page 3 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 4/8/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Illumination Yes Yes Crews continue to install luminaire bases. Concrete Slab Forms & Rebar Yes Yes Crews are placing rebar for the northern loading bay concrete slab. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A Page 2 INSPECTOR COMMENTS The contractor considers this to be essential construction per the governorâ€™s order and is proceeding with the work. Page 3 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 4/9/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Loading Bay Concrete Slab Yes Yes Northern concrete slab. See Photos Truck Scale Reinforcing Yes Yes Reinforcing for concrete walls. See Photos TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A Page 2 INSPECTOR COMMENTS The contractor considers this to be essential construction per the governorâ€™s order and is proceeding with the work. I inspected and accepted the reinforcing for the truck scale walls. See the photos above. Page 3 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 4/10/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Loading Bay Concrete Slab Yes Yes Finishing work and general cleanup. Truck Scale Reinforcing Yes Yes Forms stripped. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS The contractor considers this to be essential construction per the governorâ€™s order and is proceeding with the work. Page 2 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 4/13/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Loading Bay Concrete Slab Yes Yes Setting rebar and flatwork for the south loading bay reinforced slab. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS The contractor considers this to be essential construction per the governorâ€™s order and is proceeding with the work. Page 2 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 4/14/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Loading Bay Concrete Slab Yes Yes Setting rebar and flatwork for the south loading bay reinforced slab. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS The contractor considers this to be essential construction per the governorâ€™s order and is proceeding with the work. Page 2 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 4/15/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Loading Bay Concrete Slab Yes Yes Setting rebar and flatwork for the south loading bay reinforced slab. Truck Scale Reinforcement Yes Yes Crew continue forming and setting rebar for the truck scale. Drainage Yes Yes Crews are grouting drainage pipe at the fuel station. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A Page 2 INSPECTOR COMMENTS The contractor considers this to be essential construction per the governorâ€™s order and is proceeding with the work. Page 3 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 4/16/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Loading Bay Concrete Slab Yes Yes Setting rebar and flatwork for the south loading bay reinforced slab. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES Inlets No issue, inlet socks are being replaced as needed. INSPECTOR COMMENTS The contractor considers this to be essential construction per the governorâ€™s order and is proceeding with the work. Page 2 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 4/17/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Loading Bay Concrete Slab Yes Yes Crews are placing concrete for the entire south loading bay slab and the western portion of the north loading bay slab. Truck Scale Yes Yes Portions of the truck scale are being poured. Grading Yes N/A Crews are excavating & hauling material in the vicinity of the infiltration gallery. Crews are also backfilling the pump station drainage and pumps. Page 2 TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A Page 3 INSPECTOR COMMENTS The contractor considers this to be essential construction per the governorâ€™s order and is proceeding with the work. Geotest was on site performing concrete testing. Page 4 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 4/20/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Concrete Curb Yes Yes Crews placed slip form and cast in place concrete curb, primarily around the perimeter of the site. Excavation Yes Yes Crews are excavating in the area of the infiltration gallery area. There is also grading work site wide in preparation of parking lot paving work. Building Work N/A N/A All building work. No Civil to report. Page 2 TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A Page 3 INSPECTOR COMMENTS The contractor considers this to be essential construction per the governorâ€™s COVID-19 order and is proceeding with the work. Page 4 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 4/21/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Luminaire Bases Yes Yes Crews are setting luminaire bases for the paved lot. Truck Scale Yes Yes Truck scale forms have been stripped Grading Yes N/A Crews are excavating & hauling material in the vicinity of the infiltration gallery. Crews are also backfilling the pump station drainage and pumps. Building Work N/A N/A No Civil to Report TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A Page 2 TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS The contractor considers this to be essential construction per the governorâ€™s order and is proceeding with the work. Page 3 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 4/22/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Fueling station Concrete Slab Yes Yes Crews are placing concrete for the fueling station reinforced concrete slab. Illumination Yes Yes Crews are placing conduit and luminaire bases. Grading Yes N/A Crews are excavating & hauling material in the vicinity of the infiltration gallery. Crews are also backfilling the pump station drainage and pumps. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A Page 2 TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A It was raining pretty heavily today. Socks are present in the catch basins I observed. INSPECTOR COMMENTS The contractor considers this to be essential construction per the governorâ€™s order and is proceeding with the work. Page 3 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 4/23/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Fuel tank reinforced concrete Yes Yes I performed and inspection of the reinforcing pads steel for the reinforced concrete pads for the fuel tanks and fuel pumps. Truck Scale Yes Yes Portions of the truck scale are being poured. Grading Yes N/A Crews are excavating & hauling material in the vicinity of the infiltration gallery. Crews are also backfilling the pump station drainage and pumps. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A Page 2 INSPECTOR COMMENTS The contractor considers this to be essential construction per the governorâ€™s order and is proceeding with the work. Page 3 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 4/24/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Concrete curb Yes Yes Crews are placing concrete for curb radius sections. Grading Yes Yes Crews are placing crushed rock in the parking lot areas of the project in preparation of paving. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A Crews have installed a new construction entrance where material is being hauled off site in the vicinity of the infiltration gallery and the crews have a sweeper truck on site taking care of any material that the construction access does not pick up. See the photos below. Page 2 INSPECTOR COMMENTS The contractor considers this to be essential construction per the governorâ€™s order and is proceeding with the work. Page 3 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 4/27/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Grading Yes Yes Crews are placing crushed rock for the parking lot and other HMA paved areas. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS The contractor considers this to be essential construction per the governorâ€™s order and is proceeding with the work. Page 2 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 4/28/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Fencing Yes Yes Crews are installing black vinyl coating fencing. Grading Yes Yes Crews are placing crushed rock in the parking lot areas of the project in preparation of paving. Water line Connection Yes Yes Crews are connecting to the water line. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? Single lane flagged closure Yes Signing and flaggers are in position per the approved traffic control plan. Page 2 TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS Crews are following the governorâ€™s COVID-19 proclamation regarding construction work. Page 3 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 4/29/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Grading Yes Yes Crews are grading the parking lot and driving areas for HMA paving. Fencing Yes Yes Crews are installing black vinyl chain link fencing around the perimeter of the site. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS The contractor considers this to be essential construction per the governorâ€™s order and is proceeding with the work. Page 2 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 4/30/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Grading Yes Yes Crews are placing crushed rock in the parking lot areas of the project in preparation of paving. Fencing Yes Yes Vinyl coated chain link fence is being installed along 191st. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS The contractor considers this to be essential construction per the governorâ€™s order and is proceeding with the work. Page 2 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 5/1/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Grading Yes Yes Crews are placing crushed rock in the parking lot areas of the project in preparation of paving. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - 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 5/5/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Grading Yes Yes Crews are placing crushed rock in the parking lot areas of the project in preparation of paving. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS The contractor considers this to be essential construction per the governorâ€™s order and is proceeding with the work. Page 2 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 5/6/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Reinforced Concrete Slab Yes Yes Crews are placing rebar for maintenance building concrete slabs. Concrete Curb Yes Yes Crews are finishing up sections of concrete curb. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - 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 5/7/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Reinforced Concrete Slab Yes Yes Crews are placing concrete slabs for the maintenance building. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS Comments Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 5/8/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Building work N/A N/A Building work only. No civil to report. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS Comments Page 2 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 5/11/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Building work N/A N/A Building work only. No civil to report. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜ - Yes â˜’ - No â˜ - 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 5/12/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Building work N/A N/A Building work only. No civil to report. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜ - Yes â˜’ - No â˜ - 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 5/13/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Building work N/A N/A Building work only. No civil to report. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜ - Yes â˜’ - No â˜ - 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 5/14/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Building work N/A N/A Building work only. No civil to report. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - 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 5/15/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Building work N/A N/A Building work only. No civil to report. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - 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 5/18/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Grading Yes N/A Crews are grading in preparation of HMA paving. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - 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 5/19/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Grading Yes N/A Crews are grading the parking lot areas in preparation of HMA paving. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - 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 5/20/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Grading Yes N/A Crews are grading for parking lot paving. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - 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 5/21/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Building work N/A N/A Building work only. No civil to report. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - 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 5/26/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Building work N/A N/A Building work only. No civil to report. General Grading Yes N/A Crews are grading in preparation of HMA paving. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - 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 5/27/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Building work N/A N/A Building work only. No civil to report. Grading Yes Yes Crews are grading in preparation of HMA paving and hauling off material in the area of the infiltration gallery. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - 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 5/28/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Grading Yes Yes Crews area continuing to grade the driving/parking areas in preparation of HMA paving. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - 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 5/29/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? HMA Paving Yes Yes Crews are paving the area on the north side of the main building. An individual is on site doing nuclear density testing of the paving. He said that the compaction numbers are per plan. Grading Yes N/A Crews are grading on the south side of the main building in preparation of HMA paving. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - 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 6/1/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? HMA Paving Yes Yes Crews continue paving parking lot and driving areas. Grading Yes N/A Crews continue grading on the south side of the project in preparation of HMA paving. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - 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 6/2/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Grading & Paving Yes Yes Crews are HMA paving, and grading areas where HMA paving will occur. See Inspector Notes. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS HMA Paving: Crews are performing HMA paving. They have someone on site doing Nuclear Density Testing. He informed me that the compaction numbers look good. After lunch, it began raining. I drove past the site and noticed that they had stopped paving the second lift once the rain began. Crews switched to paving on subgrade for the remainder of the shift. Page 2 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 6/3/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Grading & Paving Yes Yes Crews are HMA paving, and grading areas where HMA paving will occur. See Inspector Notes. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS HMA Paving: Crews are performing HMA paving. They have someone on site doing Nuclear Density Testing. He informed me that the compaction numbers look good. Page 2 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 6/4/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? HMA Paving Yes Yes See Inspector Notes. Landscaping Yes Yes Crews are placing top soil in areas to be landscaped. Illumination Yes Yes Crews are setting up luminaires to install around the perimeter of the parking/driving areas. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A Page 2 EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS HMA Paving: Crews are performing HMA paving. They have someone on site doing Nuclear Density Testing. He informed me that the compaction numbers look good. Page 3 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 6/5/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? HMA Paving Yes Yes See Inspector Notes. Fuel Station N/A N/A Building work. No civil to report. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS HMA Paving: Crews are performing HMA paving. They have someone on site doing Nuclear Density Testing. He informed me that the compaction numbers look good. Page 2 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 6/8/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Illumination Yes Yes Crews are setting up luminaires in the driving and parking areas. Concrete Curb N/A N/A Crews are painting areas in preparation of setting concrete curb around the perimeter of the parking area in front of the main building. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - 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 6/9/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Building work N/A N/A Building work only. No civil work to report. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - 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 6/10/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Paving Yes Yes Crews are paving the HMA trail on the west side of the property along 68th Dr Page 2 TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS None Page 3 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 6/11/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Landscaping Yes Yes Crews are brining in top soil for planter areas. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - 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 6/16/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Landscaping Yes Yes Crews are installing landscaping and irrigation. Fencing Yes Yes Crews are installing vinyl coated chain link perimeter fence. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - 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 6/17/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Landscaping Yes Yes Crews continue installing landscaping and irrigation. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - 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 6/18/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Landscaping Yes Yes Crews continue installing landscaping and irrigation. Temporary Fence Removal N/A N/A Crews are removing temporary fencing along the 191st trail. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - 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 6/19/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Landscaping Yes Yes Crews continue installing landscaping and irrigation. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - 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 6/22/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Landscaping Yes Yes Crews continue installing landscaping and irrigation. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - 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 6/24/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Landscaping & Irrigation Yes Yes Crews continue installing landscaping and irrigation. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - 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 6/25/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Landscaping Yes Yes Crews continue installing landscaping and irrigation. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - 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 6/29/2020 R&L Carriers Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Landscaping Yes Yes Crews continue installing landscaping and irrigation. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS None Page 2 H.B. JAEGER CO LLC WHOLESALE DISTRIBUTORS P.O. BOX 1516 â— Snohomish, WA 98291â€“1516 1830 16th St. â— Snohomish, WA 98290 Phone (360) 568-5958 â— Fax (360) 568-7506 R&L CARRIERS ARLINGTON, WA CONTRACTOR: COAST CONSTRUCTION GROUP ARLINGTON, WA SUPPLIER: H.B. JAEGER COMPANY SNOHOMISH, WASHINGTON CONTACT: CODY HAMBLIN CODYH@HBJAEGER.COM (360) 568-5958 ESTIMATE: 871404 RECIPIENT: BiddingÂ Contractor PROJECT: R&LÂ Carriers BIDÂ DATE: 5.20.19 1687Â PortÂ Dr Â Â Â Â 360.707.5958Â (phone) BurlingtonÂ WAÂ 98233 Â Â Â Â 360.757.1643Â (fax) EXPIRATION: 6.3.19 www.hbjaeger.com emrysh@hbjaeger.com ESTIMATOR: Emrys Ln# Sku Description Qty Price Extension 1 2 R&LÂ CARRIERS 3 ARLINGTONÂ VALLEYÂ RDÂ &191STÂ PLÂ NE 4 ARLINGTON,Â WA 5 BIDÂ DATE:Â 5.20.19Â @Â 4:00Â PM 6 7 ENGINEER: 8 GROUPÂ FOUR,Â INC. 9 P.O.Â BOXÂ 1059 10 LAKEÂ STEVENS,Â WAÂ 98258 11 PLANSÂ DATED:Â 4.16.19 12 13 14 ***Â STORMÂ *** 15 16 MAIN: 17 NOTE:Â STRUCTURESÂ BYÂ OTHERS. 18 19 ADSPN12â€18 18"X20'Â ADSÂ N12Â PIPEÂ SERIESÂ 65 1400 20 ADSPN12â€12 12"X20'Â ADSÂ N12Â PIPEÂ SERIESÂ 65 520 21 MISC205 18"X12"Â ADSÂ Nâ€12Â TEEÂ 1864AN 23 22 ADSN12COâ€18 18"Â ADSÂ Nâ€12Â SPLITÂ CPLGÂ #1866AA 46 23 ADSN12COâ€12 12"Â ADSÂ Nâ€12Â SPLITÂ CPLGÂ #1266AA 23 24 MISC205 18"Â ADSÂ Nâ€12Â ENDÂ CAPÂ 1801AN 1 25 OFSM60GRATE 20X24Â C.I.Â LOCKINGÂ F&GÂ SM60 7 26 OFSM60VANEDF&G 20X24Â C.I.Â VANEDÂ LCKNGÂ F&GÂ SM60 13 27 28 12"Â CLEANOUT: 29 NOTE:Â PERÂ COASDÂ SSâ€080. 30 MISC205 18"X12"Â ADSÂ Nâ€12Â WYEÂ 1884AN65B 1 31 MISC205 12"Â ADSÂ Nâ€12Â 45Â ELLÂ W/TÂ 1294WT 1 32 WMECH12 12"Â TESTÂ TITEÂ HANDTITEÂ W/BYPASS 1 33 OFCOM1025 11Â XÂ 8Â LOCKINGÂ CLEANOUTÂ R&C 1 PageÂ 1Â ofÂ 7 34 35 MAINÂ SUBTOTAL: 36 37 INFILTRATIONÂ GALLERY: 38 39 ADSPN12Pâ€12 12"Â XÂ 20'Â Nâ€12Â PERFORATEDÂ SER.85 1780 40 AMO801 PROPEXÂ 801Â 15'X300'NONWOVENÂ 180N 4 41 NOTE:Â QTYÂ TBV. 42 MISC205 12"Â ADSÂ Nâ€12Â ENDÂ CAPÂ 1201AN 23 43 44 INFILTRATIONÂ GALLERYÂ SUBTOTAL: 45 46 TRUCKÂ PITÂ DRAIN: 47 48 DIPCL524 4"Â XÂ 18'Â CLÂ 52Â DUCTILEÂ IRONÂ PIPE 612 49 IF45L4MJXMJ 4"Â D.I.Â MJXMJÂ 45Â DEGÂ ELLÂ L/ACC 8 50 IFY4MJXMJ 4"Â D.I.Â MJXMJÂ WYEÂ L/ACC 7 51 IFCA4MJ 4"Â D.I.Â MJÂ CAPÂ L/ACC 8 52 IFACC4MJKIT 4"MJÂ GLANDÂ PACKÂ (G/B/N/GSKT.) 42 53 54 4"Â CLEANOUTÂ (5): 55 NOTE:Â PERÂ COASDÂ SSâ€080. 56 IFY4MJXMJ 4"Â D.I.Â MJXMJÂ WYEÂ L/ACC 5 57 IF45L4MJXMJ 4"Â D.I.Â MJXMJÂ 45Â DEGÂ ELLÂ L/ACC 5 58 WMECH4 4"Â WEDGEÂ MECHÂ PLUGÂ #40â€040 5 59 IFACC4MJKIT 4"MJÂ GLANDÂ PACKÂ (G/B/N/GSKT.) 25 60 OFCOM1025 11Â XÂ 8Â LOCKINGÂ CLEANOUTÂ R&C 5 61 62 TRUCKÂ PITÂ DRAINÂ SUBTOTAL: 63 64 ROOFÂ DRAIN: 65 66 PVCSP6X14 6"X14'Â PVCÂ 3034Â SEWERÂ PIPEÂ GSK 260 67 RTFMHA6 6"Â RTÂ MHAÂ SANDÂ CLRÂ 916â€0006Â (18) 4 68 SWFCA6 6"Â S/WÂ CAPÂ 211â€0006Â (18) 4 69 70 ROOFÂ DRAINÂ SUBTOTAL: 71 72 OIL/WATERÂ SEPARATORÂ (2): 73 74 660â€CPS: 75 MISC 660â€CPSÂ OWSÂ W/2â€332Â DPÂ DOORS 1 76 NOTE:Â HEAVIESTÂ PICKÂ WEIGHT 77 APPROX.Â 8,112Â LBS.Â INSTALLING 78 CONTRACTORÂ WILLÂ NEEDÂ TOÂ PROVIDE 79 2Â TONÂ LIFTINGÂ CLUTCHESÂ TOÂ SET 80 STRUCTURE.Â LEADÂ TIMEÂ ISÂ APPROX. PageÂ 2Â ofÂ 7 81 6â€8Â WEEKS. 82 83 CBÂ #22: 84 NOTE:Â PERÂ COASDÂ SDâ€120.Â 54"Â MH 85 BYÂ OTHERS. 86 MISC205 18"X8"Â ADSÂ Nâ€12Â RDCRÂ 1872AN65B 1 87 ADSPN12â€8 8"X20'Â Â Â ADSÂ N12Â PIPEÂ SERIESÂ 65 20 88 NOTE:Â PRICEÂ PERÂ EACH.Â QTYÂ TBV. 89 ADSN12Tâ€8 8"Â Â Â ADSÂ Nâ€12Â TEEÂ SOILÂ TIGHT 1 90 MISC205 8"Â ADSÂ Nâ€12Â ENDÂ PLUGÂ S/TÂ 0867AA 1 91 OFMH30DTDRAIN MH30DTÂ 24"Â LCKNGÂ R&CÂ MRKDÂ DRAIN 1 92 93 OIL/WATERÂ SEPARATORÂ SUBTOTAL: 94 95 96 ***Â STORMÂ SUBTOTAL:Â *** 97 98 99 ***Â SEWERÂ *** 100 101 MAIN: 102 NOTE:Â STRUCTURESÂ BYÂ OTHERS. 103 104 PVCSP6X14 6"X14'Â PVCÂ 3034Â SEWERÂ PIPEÂ GSK 294 105 DETSEWER6 6"X1000'Â GREENÂ DETECTÂ TAPEÂ SEWER 1 106 RTFT8X6 8"Â XÂ 6"Â R/TÂ TEEÂ 103â€0086Â (8) 1 107 NOTE:Â FORÂ CONNECTIONÂ TO 108 EXISTING. 109 RTF45L6 6"Â R/TÂ 45Â ELLÂ 121â€0006Â (10) 1 110 RTFY6 6"Â R/TÂ WYEÂ 107â€0066Â (5) 1 111 RTFCA6 6"Â R/TÂ CAPÂ 111â€0006Â (15) 2 112 OFMH30DTSEWER MH30DTÂ 24"Â LKGÂ R&CÂ MRKDÂ SEWER 2 113 114 6"Â CLEANOUTÂ (4): 115 NOTE:Â PERÂ COASDÂ SSâ€080. 116 RTFY6 6"Â R/TÂ WYEÂ 107â€0066Â (5) 4 117 RTF45L6 6"Â R/TÂ 45Â ELLÂ 121â€0006Â (10) 4 118 WMECH6 6"Â WEDGEÂ MECHÂ PLUGÂ #40â€060 4 119 OFCOM1025 11Â XÂ 8Â LOCKINGÂ CLEANOUTÂ R&C 4 120 121 122 ***Â SEWERÂ SUBTOTAL:Â *** 123 124 125 ***Â WATERÂ *** 126 127 CONNECTIONÂ TOÂ EXISTINGÂ (2): PageÂ 3Â ofÂ 7 128 129 MISC222 12"X12"Â HOTÂ TAPÂ SS 2 130 NOTE:Â COSTÂ INCLUDESÂ TAPPING 131 SLEEVE,Â GATEÂ VALVE,Â CONNECTIONS 132 ANDÂ LABOR. 133 VBBASE24 VALVEÂ BOXÂ 24"Â BASEÂ ONLY 2 134 VB94018TOP 940Â 18"Â VLV.BOXÂ TOPÂ ONLYÂ W/Â EARS 2 135 VB940LID 940Â VALVEÂ BOXÂ LIDÂ ONLYÂ ("WATER") 2 136 137 CONNECTIONÂ TOÂ EXISTINGÂ SUBTOTAL: 138 139 MAIN: 140 NOTE:Â QUOTINGÂ RESTRAINTÂ ONÂ ALL 141 D.I.Â PIPEÂ ANDÂ FITTINGSÂ PERÂ NOTES 142 18Â &Â 19,Â SHEETÂ 9. 143 144 DIPCL521218 12"X18'Â CLÂ 52Â DUCTILEÂ IRONÂ PIPE 594 145 IFACCLOCKGSK12 12"Â FIELDÂ LOCKÂ GASKET 33 146 DIPCL52818 8"Â XÂ 18'Â CLÂ 52Â DUCTILEÂ IRONÂ PIPE 468 147 IFACCLOCKGSK8 8"Â FIELDÂ LOCKÂ GASKET 26 148 EJRWV12MJXFL 12"Â MJXFLÂ EJIWÂ R/WÂ GATEÂ VALVE 3 149 EJRWV8MJXFL 8"Â MJXFLÂ EJIWÂ R/WÂ GATEÂ VALVE 2 150 VBBASE24 VALVEÂ BOXÂ 24"Â BASEÂ ONLY 5 151 VB94018TOP 940Â 18"Â VLV.BOXÂ TOPÂ ONLYÂ W/Â EARS 5 152 VB940LID 940Â VALVEÂ BOXÂ LIDÂ ONLYÂ ("WATER") 5 153 IF45L12MJXMJ 12"Â D.I.Â MJXMJÂ 45Â DEGÂ ELLÂ L/ACC 1 154 IFT12FLXFL 12"Â D.I.Â FLXFLÂ TEEÂ L/ACC 2 155 IFA12MJXFL 12"Â D.I.Â MJXFLÂ ADAPTERÂ L/ACC 2 156 IFR12FLX8MJ 12"X8Â FLXMJÂ D.I.Â REDUCERÂ L/ACC 2 157 IF90L8MJXMJ 8"Â D.I.Â MJXMJÂ 90Â DEGÂ ELLÂ L/ACC 2 158 IF45L8MJXMJ 8"Â D.I.Â MJXMJÂ 45Â DEGÂ ELLÂ L/ACC 2 159 IFT8FLXFL 8"Â D.I.Â FLXFLÂ TEEÂ L/ACC 1 160 IFA8MJXFL 8"Â D.I.Â MJXFLÂ ADAPTERÂ L/ACC 1 161 IFP8MJ 8"Â D.I.Â MJÂ PLUGÂ L/ACC 1 162 IFBF8FL 8"Â D.I.Â BLINDÂ FLANGE 2 163 IFT8X6MJXFL 8"X6"Â D.I.Â MJXFLÂ TEEÂ L/ACC 2 164 IFJR12SGKIT 12"Â STARGRIPÂ MEGAâ€LUGÂ KIT 5 165 IFJR8SGKIT 8"Â STARGRIPÂ MEGAâ€LUGÂ KIT 19 166 IFFLPACK12S 12"Â FLGÂ PACKÂ W/SEALâ€TITEÂ RING 7 167 IFFLPACK8S 8"Â FLGÂ PACKÂ W/SEALâ€TITEÂ RING 5 168 169 MAINÂ SUBTOTAL: 170 171 8"Â PIVÂ (2): 172 173 MN225PIV8MJXFL 8"Â MJXFLÂ 225FJ14Â UL/FMÂ DIÂ PIV 2 174 MN225IPBPOST 36"â€60"Â 225IPâ€BÂ UL/FMÂ INDÂ POST 2 PageÂ 4Â ofÂ 7 175 FPTAMPERPIV TAMPERÂ SWITCHÂ FORÂ P.I.Â VALVE 2 176 VBBASE24 VALVEÂ BOXÂ 24"Â BASEÂ ONLY 2 177 VB94018TOP 940Â 18"Â VLV.BOXÂ TOPÂ ONLYÂ W/Â EARS 2 178 VB940LID 940Â VALVEÂ BOXÂ LIDÂ ONLYÂ ("WATER") 2 179 180 PIVÂ SUBTOTAL: 181 182 4"Â FIRELINE: 183 NOTE:Â FIRELINEÂ TOÂ BEÂ DESIGNED 184 ANDÂ ENGINEEREDÂ BYÂ FIRE 185 PROTECTIONÂ SUBCONTRACTOR.Â NO 186 FIRELINEÂ SIZEÂ ORÂ MATERIAL 187 CALLOUTSÂ LISTEDÂ ONÂ PLANS.Â ALL 188 MATERIALSÂ TBV. 189 190 DIPCL524 4"Â XÂ 18'Â CLÂ 52Â DUCTILEÂ IRONÂ PIPE 72 191 IFACCLOCKGSK4 4"Â FIELDÂ LOCKÂ GASKET 4 192 IFR8X4FLXFL 8"X4"Â D.I.Â FLXFLÂ REDUCERÂ L/ACC 2 193 IF45L4MJXMJ 4"Â D.I.Â MJXMJÂ 45Â DEGÂ ELLÂ L/ACC 1 194 IFA4MJXFL 4"Â D.I.Â MJXFLÂ ADAPTERÂ L/ACC 2 195 IFCA4MJ 4"Â D.I.Â MJÂ CAPÂ L/ACC 2 196 IFJR4SGKIT 4"Â STARGRIPÂ MEGAâ€LUGÂ KIT 6 197 IFFLPACK8S 8"Â FLGÂ PACKÂ W/SEALâ€TITEÂ RING 2 198 IFFLPACK4S 4"Â FLGÂ PACKÂ W/SEALâ€TITEÂ RING 2 199 200 4"Â FDCÂ (2): 201 NOTE:Â FDCÂ TOÂ BEÂ DESIGNEDÂ AND 202 ENGINEEREDÂ BYÂ FIREÂ PROTECTION 203 SUBCONTRACTOR.Â NOÂ FDCÂ SIZEÂ OR 204 MATERIALÂ CALLOUTSÂ LISTEDÂ ON 205 PLANS.Â ALLÂ MATERIALSÂ TBV. 206 DIPCL524 4"Â XÂ 18'Â CLÂ 52Â DUCTILEÂ IRONÂ PIPE 162 207 IFACCLOCKGSK4 4"Â FIELDÂ LOCKÂ GASKET 9 208 IF90L4MJXMJ 4"Â D.I.Â MJXMJÂ 90Â DEGÂ ELLÂ L/ACC 1 209 IF22L4MJXMJ 4"Â D.I.Â MJXMJÂ 22Â DEGÂ ELLÂ L/ACC 1 210 IF90L4MJXFL 4"Â D.I.Â MJXFLÂ 90Â DEGÂ ELLÂ L/ACC 2 211 IFGS4X6FLXMIPT 4"X6'0"Â FLXMPTÂ GALVÂ SCH.40Â SPOOL 2 212 NOTE:Â SPOOLÂ LENGTHÂ TBV. 213 GF90L4 4"Â GALV.Â 90Â ELL 2 214 STORZ4IPX5 4"Â MIPTÂ XÂ 5"STORZÂ 30Â DEGÂ NZL/CAP 2 215 IFJR4SGKIT 4"Â STARGRIPÂ MEGAâ€LUGÂ KIT 6 216 IFFLPACK4S 4"Â FLGÂ PACKÂ W/SEALâ€TITEÂ RING 2 217 218 4"Â FIRELINEÂ SUBTOTAL: 219 220 HYDRANTÂ ASSEMBLYÂ (2): PageÂ 5Â ofÂ 7 221 NOTE:Â PERÂ COASDÂ Wâ€010. 222 223 EJRWV6MJXFL 6"Â MJXFLÂ EJIWÂ R/WÂ GATEÂ VALVE 2 224 VBBASE24 VALVEÂ BOXÂ 24"Â BASEÂ ONLY 2 225 VB94018TOP 940Â 18"Â VLV.BOXÂ TOPÂ ONLYÂ W/Â EARS 2 226 VB940LID 940Â VALVEÂ BOXÂ LIDÂ ONLYÂ ("WATER") 2 227 DIPCL52618 6"Â XÂ 18'Â CLÂ 52Â DUCTILEÂ IRONÂ PIPE 18 228 ALLTHREAD 3/4"X10'Â ZINCÂ ALLTHREADÂ â€ALE10GA 40 229 IFACCEYEBOLT 3/4"Â XÂ 3â€1/2"Â MJÂ EYEBOLTÂ W/NUT 8 230 ALLWASHER 3/4"Â ZINCÂ ALLTHREADÂ WASHERÂ MH11E 8 231 ALLNUT 3/4"Â ZINCÂ ALLTHREADÂ NUTSÂ â€Â MH10E 8 232 PB12X12X4 HYDRANTÂ BLOCKÂ 12"X12"X4" 2 233 EJHYDNW4.6MJ 4'6"Â EJÂ "NW"Â 5CD250Â HYDÂ NST/MJ 2 234 NOTE:Â BURYÂ DEPTHÂ TBV.Â COST 235 VARIES. 236 STORZ412NSTX5 4â€1/2"Â NSTÂ XÂ 5"Â STORZÂ Â Â Â NZLâ€CAP 2 237 IFJR6SGKIT 6"Â STARGRIPÂ MEGAâ€LUGÂ KIT 2 238 IFFLPACK6S 6"Â FLGÂ PACKÂ W/SEALâ€TITEÂ RING 1 239 240 HYDRANTÂ ASSEMBLYÂ SUBTOTAL: 241 242 2"Â WATERÂ SERVICEÂ (2): 243 NOTE:Â PERÂ COASDÂ Wâ€050.Â ALL 244 SERVICEÂ FITTINGSÂ SUBJECTÂ TO 245 APPROVAL. 246 247 FCD202H8X2CC FCD202Â 8"X2"CCÂ DBLÂ 8.63â€9.80 2 248 MISC220 2"Â BALLÂ CORPÂ STOPÂ CCXQJÂ CTS 2 249 AYSTIFFIPS112 2"CTSÂ PEÂ INSERT 14 250 PEP2CTS100 2"Â XÂ 100'Â Â Â Â CTSÂ POLYÂ PIPE 100 251 THHNB10 #10Â THHNÂ WIREÂ BLUEÂ (500')Â Â SOLID 500 252 NLQJMACTS2 2"Â QJÂ XÂ MIPÂ ADAPTERÂ CTS 10 253 VBH8712B1177NL 2"Â FORDÂ VBH87â€12Bâ€11â€77â€NL 2 254 NOTE:Â LEADÂ TIMEÂ ISÂ 4â€6Â WEEKS. 255 MIDST1730â€18XL MIDÂ STATESÂ BOXÂ MSBCF1730â€18XL 2 256 MIDST1730RLIDT 1730Â DIÂ RDRÂ LIDÂ W/2"Â AMRÂ (4"X4") 2 257 NLBRF90L2 2"Â BRASSÂ 90Â ELL 2 258 NLBRF45L2 2"Â BRASSÂ 45Â ELL 1 259 NLQJFACTS2 2"Â QJÂ XÂ FIPTÂ ADAPTERÂ CTS 2 260 PVCP2T 2"Â PVCÂ THDÂ PLUGÂ (10)Â 450â€020 2 261 FREIGHTOUT APPROX.Â FREIGHTÂ ONÂ SERVICEÂ BRASS 1 262 263 2"Â WATERÂ SERVICEÂ SUBTOTAL: 264 265 2"Â IRRIGATIONÂ SERVICE: 266 NOTE:Â PERÂ COASDÂ Wâ€050.Â ALL PageÂ 6Â ofÂ 7 267 SERVICEÂ FITTINGSÂ SUBJECTÂ TO 268 APPROVAL. 269 270 FCD202H12X2CC FCD202Â 12"X2"CCÂ DBLÂ 12.62â€14.39 1 271 MISC220 2"Â BALLÂ CORPÂ STOPÂ CCXQJÂ CTS 1 272 AYSTIFFIPS112 2"CTSÂ PEÂ INSERT 3 273 PEP2CTS100 2"Â XÂ 100'Â Â Â Â CTSÂ POLYÂ PIPE 100 274 NLQJMACTS2 2"Â QJÂ XÂ MIPÂ ADAPTERÂ CTS 2 275 VBH8712B1177NL 2"Â FORDÂ VBH87â€12Bâ€11â€77â€NL 1 276 PVCP2T 2"Â PVCÂ THDÂ PLUGÂ (10)Â 450â€020 1 277 MIDST1730â€18XL MIDÂ STATESÂ BOXÂ MSBCF1730â€18XL 1 278 MIDST1730RLIDT 1730Â DIÂ RDRÂ LIDÂ W/2"Â AMRÂ (4"X4") 1 279 280 2"Â DCVA: 281 NOTE:Â PERÂ COASDÂ Wâ€090. 282 NLQJMACTS2 2"Â QJÂ XÂ MIPÂ ADAPTERÂ CTS 1 283 AYSTIFFIPS112 2"CTSÂ PEÂ INSERT 1 284 NLBRF90L2 2"Â BRASSÂ 90Â ELL 4 285 BRN2X3 2"Â XÂ 3"Â BRASSÂ NIPPLE 2 286 NLBRFU2 2"Â BRASSÂ UNION 2 287 BRN2X6 2"Â XÂ 6"Â BRASSÂ NIPPLE 4 288 NLDC950XLT2 NLÂ WILÂ 950XLT2Â 2"Â DBL.CHECK 1 289 PVCP2T 2"Â PVCÂ THDÂ PLUGÂ (10)Â 450â€020 1 290 MIDST1730â€18XL MIDÂ STATESÂ BOXÂ MSBCF1730â€18XL 1 291 MIDST1730RLID MIDâ€ST.LIDÂ MSCBC1730RÂ DIÂ RDRÂ LID 1 292 293 2"Â IRR.Â SERVICEÂ SUBTOTAL: 294 295 296 ***Â WATERÂ SUBTOTAL:Â *** PageÂ 7Â ofÂ 7 STORM DRAINAGE ADS, Inc. Drainage Handbook Specifications â™¦ 1-9 ________________________________________________________________________________________________ Â® 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 (per AASHTO) for use in gravity-flow applications. Pipe Requirements N-12 WT IB pipe (per AASHTO) shall have a smooth interior and annular exterior corrugations. â€¢ 4- through 10-inch (100 to 250 mm) shall meet AASHTO M252, Type S. â€¢ 12- through 60-inch (300 to 1500 mm) shall meet AASHTO M294, Type S or ASTM F2306. â€¢ Manningâ€™s â€œnâ€ value for use in design shall be 0.012. Joint Performance Pipe shall be joined with the N-12 WT IB joint meeting the requirements of AASHTO M252, AASHTO M294, or ASTM F2306. 4- through 60-inch (100 to 1500 mm) shall be watertight according to the requirements of ASTM D3212. Gaskets shall meet the requirements of ASTM F477. Gaskets shall be installed by the pipe manufacturer and covered with a removable, protective wrap to ensure the gasket is free from debris. A joint 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 a reinforced bell with a polymer composite band. The bell tolerance device shall be installed by the manufacturer. Fittings Fittings shall conform to AASHTO M252, AASHTO M294, or ASTM F2306. Bell and spigot connections shall utilize a spun-on or welded bell and valley or saddle gasket meeting the watertight joint performance requirements of AASHTO M252, AASHTO M294 or ASTM 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 manufacturer for recommended leakage rates. Material Properties Virgin material for pipe and fitting production shall be high-density polyethylene conforming with the minimum requirements of cell classification 424420C for 4- 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 of ASTM 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 of AASHTO 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 for 4- through 48-inch (100 to 1200 mm) diameters shall be one foot. (0.3 m) and for 54- and 60-inch (1350 and 1500 mm) diameters, the minimum cover shall be 2 ft. (0.6 m) in single run applications. Backfill for minimum cover situations shall consist of Class 1, Class 2 (minimum 90% SPD) or Class 3 (minimum 90%) 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 at www.ads-pipe.com for a copy of the latest installation guidelines. Pipe Dimensions Nominal Diameter, in (mm) Pipe I.D. 4 6 8 10 12 15 18 24 30 36 42 48 54* 60 in (mm) (100) (150) (200) (250) (300) (375) (450) (600) (750) (900) (1050) (1200) (1350) (1500) Pipe O.D.** 4.8 6.9 9.1 11.4 14.5 18 22 28 36 42 48 54 61 67 in (mm) (122) (175) (231) (290) (368) (457) (559) (711) (914) (1067) (1219) (1372) (1549) (1702) Perforations All diameters available with or without perforations *Check with sales representative for availability by region. **Pipe O.D. values are provided for reference purposes only, values stated for 12- through 60-inch are Â± 1 inch. Contact a sales representative for exact values. Â© ADS, Inc., October 2009 ADS, Inc. Drainage Handbook Specifications â™¦ 1-10 ________________________________________________________________________________________________ Â® N-12 WT IB (per AASHTO) JOINT SYSTEM (Joint configuration & availability subject to change without notice. Product detail may differ slightly from actual product appearance.) Â© ADS, Inc., October 2009 DUAL WALL FABRICATED REDUCING TEES 18"Ã—12" - 18"Ã—15" DIAMETER PART # PIPE SIZE A B JOINT 18 x 12 in 37.5 in 19.3 in 1864AN * (450 x 300 mm) (953 mm) (490 mm) 18 x 12 in 26.8 in 15.5 in 1864AN85B ST (450 x 300 mm) (681 mm) (393 mm) PLAIN END 18 x 12 in 26.8 in 15.5 in 1864AN65B WT (450 x 300 mm) (681 mm) (393 mm) 18 x 15 in 40.2 in 22.8 in 1865AN * (450 x 375 mm) (1021 mm) (578 mm) 18 x 15 in 29.5 in 17.6 in 1865AN85B ST (450 x 1375mm) (749 mm) (446 mm) 18 x 15 in 29.5 in 17.6 in 1865AN65B WT (450 x 375 mm) (749 mm) (446 mm) * = PLAIN END ST = SOIL TIGHT WT = WATER TIGHT ST & WT (INCLUDES 3 GASKETS) DRAWING #: 2415A DRAWN BY: NJP 08.31.06 APPROVED BY: JCB 06.26.07 NOTE: ALL FITTINGS DIMENSIONS ARE FOR REFERENCE ONLY REVISIONS: NJP 06.14.07 DOUBLE WIDE ST COUPLER 10" - 36" DIAMETER PART # PIPE SIZE 10 in 1069AA (250 mm) 12 in 1269AA (300 mm) 15 in 1569AA (375 mm) 18 in 1869AA (450 mm) 24 in 2469AA (600 mm) 30 in 3069AA (750 mm) 36 in 3669AC (900 mm) DRAWING #: 2000 DRAWN BY: JCB 09.05.06 APPROVED BY: JCB 06.25.07 NOTE: ALL FITTINGS DIMENSIONS ARE FOR REFERENCE ONLY REVISIONS: NJP 06.13.07 SPLIT END CAPS 12" - 24" DIAMETER PART # PIPE SIZE A 12 in 5.8 in 1267AA (300 mm) (146 mm) 15 in 7.8 in 1567AA (375 mm) (197 mm) 18 in 8.0 in 1867AA (450 mm) (204 mm) 24 in 9.5 in 2467AA (600 mm) (240 mm) END CAPS 12" - 60" DIAMETER PART # PIPE SIZE A 12 in 11.5 in 1201AN (300 mm) (293 mm) 15 in 13.0 in 1501AN (375 mm) (329 mm) 18 in 13.4 in 1801AN (450 mm) (340 mm) 24 in 12.6 in 2401AN (600 mm) (320 mm) 30 in 12.4 in 3001AN (750 mm) (314 mm) 36 in 15.5 in 3601AN (900 mm) (394 mm) 42 in 15.6 in 4201AN (1050 mm) (395 mm) 48 in 15.8 in 4801AN (1200 mm) (400 mm) 60 in 18.0 in 6001AN (1500 mm) (457 mm) DRAWING #: 2100 DRAWN BY: JCB 09.05.06 APPROVED BY: JCB 06.25.07 NOTE: ALL FITTINGS DIMENSIONS ARE FOR REFERENCE ONLY REVISIONS: NJP 06.13.07 NOTES: WSDOT STD. B2A, APWA #49 OLYMPIC FOUNDRY INC. 20" X 24" REVERSIBLE LOCKING FRAME & GRATE MATL: Frame; Cast Iron ASTM A48 CL30, Grate; Ductile Iron ASTM A536 CL 80- RATING: H-20 PART NO. SM60 D/T 55-06 APPROX WT: Frame 160 Lbs, Grate 110 Lbs REV: A DATE: 6/23/2003 New border REV A DOCUMENT APPROVED DWN: CL DATE: 6/23/2003 TOLERANCE REV: DATE: XX +- .1 BY: DATE: XXX +- .06 CHKD: CL DATE: 6/23/2003 DWG #: SM60 DIAG DT SCALE: N/A SHEET: 1 OF 1 XXXX +- .030 < +- 2 DEG NOTES: WSDOT STD B2B OLYMPIC FOUNDRY INC. 20" X 24" REVERSIBLE LOCKING FRAME & VANED GRATE MATL: Frame; Cast Iron ASTM A48 CL30. Grate; Ductile Iron ASTM A536 CL80-55- RATING: H-20 PART NO. SM60V D/T 06 APPROX WT: Frame 160 Lbs, Grate 104 Lbs REV: A DATE: 7/3/2003 New border REV A DOCUMENT APPROVED DWN: CL DATE: 7/3/2003 TOLERANCE REV: DATE: XX +- .1 BY: DATE: XXX +- .06 CHKD: CL DATE: 7/3/2003 DWG #: SM60 VANED DT SCALE: N/A SHEET: 1 OF 1 XXXX +- .030 < +- 2 DEG DUAL WALL FABRICATED REDUCING WYES 18"Ã—12" - 18"Ã—15" DIAMETER PART # PIPE SIZE A B C JOINT 18 x 12 in 41.8 in 32.3 in 32.0 in 1884AN * (450 x 300 mm) (1062 mm) (820 mm) (814 mm) 18 x 12 in 36.5 in 30.4 in 29.4 in 1884AN85B ST (450 x 300 mm) (927 mm) (771 mm) (746 mm) PLAIN END 18 x 12 in 36.5 in 30.3 in 29.4 in 1884AN65B WT (450 x 300 mm) (927 mm) (771 mm) (746 mm) 18 x 15 in 47.0 in 38.3 in 34.7 in 1885AN * (450 x 375 mm) (1194 mm) (973 mm) (882 mm) 18 x 15 in 41.8 in 35.7 in 32.0 in 188AN85B ST (450 x 1375mm) (1062 mm) (907 mm) (814 mm) 18 x 15 in 41.8 in 35.7 in 32.0 in 1885AN65B WT (450 x 375 mm) (1062 mm) (907 mm) (814 mm) * = PLAIN END ST = SOIL TIGHT WT = WATER TIGHT ST & WT (INCLUDES 3 GASKETS) DRAWING #: 2320A DRAWN BY: JCB 06.14.06 APPROVED BY: JCB 06.26.07 NOTE: ALL FITTINGS DIMENSIONS ARE FOR REFERENCE ONLY REVISIONS: NJP 06.14.07 DUAL WALL FABRICATED MITERED 45Âº BENDS 12" - 30" DIAMETER PART # PIPE SIZE A B JOINT 12 in 9.6 in 7.7 in 1294AN * (300 mm) (244 mm) (195 mm) 12 in 5.8 in 7.7 in 1294AN85B ST (300 mm) (146 mm) (195 mm) 12 in 5.8 in 7.7 in 1294AN65B WT (300 mm) (146 mm) (195 mm) 15 in 13.1 in 8.5 in 1594AN * (375 mm) (334 mm) (216 mm) 15 in 5.4 in 8.5 in 1594AN85B ST (375 mm) (137 mm) (216 mm) 15 in 5.4 in 8.5 in 1594AN65B WT (375 mm) (137 mm) (216 mm) 18 in 14.3 in 8.6 in PLAIN END 1894AN * (450 mm) (363 mm) (219 mm) 18 in 6.9 in 8.6 in 1894AN85B ST (450 mm) (174 mm) (219 mm) 18 in 6.9 in 8.6 in 1894AN65B WT (450 mm) (174 mm) (219 mm) 24 in 18.9 in 12.6 in 2494AN * (600 mm) (480 mm) (320 mm) 24 in 9.5 in 12.6 in 2494AN85B ST (600 mm) (240 mm) (320 mm) 24 in 9.5 in 12.6 in 2494AN65B WT (600 mm) (240 mm) (320 mm) 30 in 17.9 in 15.2 in 3094AN * (750 mm) (455 mm) (386 mm) 30 in 9.7 in 15.2 in 3094AN85B ST (750 mm) (245 mm) (386 mm) ST & WT (INCLUDES 2 GASKETS) 30 in 9.7 in 15.2 in 3094AN65B WT (750 mm) (245 mm) (386 mm) * = PLAIN END ST = SOIL TIGHT WT = WATER TIGHT DRAWING #: 2215 DRAWN BY: JCB 04.06.06 APPROVED BY: JCB 06.25.07 NOTE: ALL FITTINGS DIMENSIONS ARE FOR REFERENCE ONLY REVISIONS: NJP 06.14.07 NOTES: OLYMPIC FOUNDRY INC. 11" X 8" LOCKING CLEAN-OUT RING & COVER MATL: Cast Iron ASTM, A48, CL30 RATING: H-20 PART NO. M1025 APPROX WT: Ring 70 Lbs, Cover 40 Lbs REV: A DATE: 7/16/2003 New border REV A DOCUMENT APPROVED DWN: CL DATE: 7/16/2003 TOLERANCE REV: DATE: XX +- .1 BY: DATE: XXX +- .06 CHKD: CL DATE: 7/16/2003 DWG #: M1025 SCALE: N/A SHEET: 1 OF 1 XXXX +- .030 < +- 2 DEG TECHNICAL NOTE TN 1.01 Dual Wall HDPE Perforation Patterns January 2015 Introduction Perforated pipe plays an integral role in many applications of HDPE pipe. Generally, perforated pipe is used to accelerate the removal of subsurface water in soils or to allow storm water to percolate into the soil. Currently, two classifications of perforations are specified in the AASHTO material specifications for HDPE pipe: Class I, and Class II. The Class II perforation pattern comes standard when perforated pipe is ordered. Class One perforated pipe has limited availability. Please check with a local representative to determine availability. Both classes are explained in more detail in the AASHTO materials specifications (M294 and M252). AASHTO M252 covers pipe diameters 3- through 10-inch (75 - 250 mm) while M294 covers 12-inch through 60-inch (300 - 1500 mm). Standard Perforation Patterns AASHTO Class II Perforation The following terminology for perforations is derived from the applicable AASHTO specification. Differences between the specifications are covered in the table below. Class II perforations shall be located in the outside valleys of the corrugations, be circular and/or slotted and evenly spaced around the circumference and length of the pipe. The perforations shall be located in the outside valleys of the corrugations. The water inlet area shall be no less than 0.945 in2/ft (20 cm2/m) for pipe diameters 4- through 10-inch (100 - 250mm), 1.42 in2/ft (30 cm2/m) for pipe diameters 12- through 18-inch (300 - 450 mm) and 1.89 in2/ft (40 cm2/m) for pipe diameters larger than and equal to 24 inches (600 mm). Table 1 below represents ADS standard perforation patterns for AASHTO Class II. Maximum Slot Maximum Minimum Nominal I.D. Perforation Length or Slot Width Inlet Area Type Diameter in mm in mm in mm in2/ft cm2/m 4 100 Slot 0.875 22 0.125 3 1.0 21 6 150 Slot 0.875 22 0.125 3 1.0 21 8 200 Slot 1.18 30 0.125 3 1.0 21 10 250 Slot 1.18 30 0.125 3 1.0 21 12 300 Circular 0.313 8 - - 1.5 32 15 375 Circular 0.313 8 - - 1.5 32 18 450 Circular 0.313 8 - - 1.5 32 24 600 Circular 0.313 8 - - 2.0 42 30 750 Circular 0.375 9.5 - - 2.0 42 36 900 Circular 0.375 9.5 - - 2.0 42 42 1050 Circular 0.375 9.5 - - 2.0 42 48 1200 Circular 0.375 9.5 - - 2.0 42 54 1350 Circular 0.375 9.5 - - 2.0 42 60 1500 Circular 0.375 9.5 - - 2.0 42 4640 TRUEMAN BLVD. HILLIARD, OH 43026 (800) 821-6710 www.ads-pipe.com 1 ATN101 Â© ADS 2015 Figure 1 AASHTO Class II Perforation Patterns Note: Actual pattern may vary by region, however all patterns meet the AASHTO and ASTM minimum requirements for the open inlet area. 2 4640 TRUEMAN BLVD. HILLIARD, OH 43026 (800) 821-6710 www.ads-pipe.com ATN101 Â© ADS 2015 24" PIPE DIAMETERS 45Â° 30" PIPE DIAMETERS 45Â° 45Â° 2 AT EVERY 45Â° ** NUMBER OF HOLES AROUND CIRCUMFERENCE VARIES BASED ON DIAMETER AND REGION** 4640 TRUEMAN BLVD. HILLIARD, OH 43026 (800) 821-6710 www.ads-pipe.com 3 ATN101 Â© ADS 2015 4 4640 TRUEMAN BLVD. HILLIARD, OH 43026 (800) 821-6710 www.ads-pipe.com ATN101 Â© ADS 2015 AASHTO Class I Perforation Please contact your local ADS representative before specifying or ordering pipe with a Class I perforation pattern to verify its availability. The following terminology is derived from the applicable AASHTO specification. The perforations shall be approximately circular and arranged in rows parallel to the axis of the pipe. The locations of the perforations shall be in the valley of the outside of every corrugation. The perforations shall be arranged in two equal groups placed symmetrically on either side of the lower half of the pipe. Diameters 4â€-10â€ are not available in Class I patterns, however your local ADS representative may be contacted to verify whether your custom pattern can be provided. Min. No. of Maximum Minimum Inlet Nominal I.D. Rows of Perforation Hole Perforation Hole "H" Maximum "L" Minimum Area* Perforations Diameter Diameter in mm in mm in mm in mm in mm in2/ft cm2/m 12 300 6 0.40 10 0.20 5 5.5 138 7.6 192 1.2 24.3 15 375 6 0.40 10 0.20 5 6.8 172 9.5 240 0.9 18.4 18 450 6 0.40 10 0.20 5 8.2 207 11.4 288 0.8 16.0 24 600 8 0.40 10 0.20 5 10.9 276 15.2 384 0.9 19.2 30 750 8 0.40 10 0.20 5 13.6 345 18.9 480 0.7 13.8 36 900 8 0.40 10 0.20 5 16.3 414 22.7 576 0.6 11.7 42 1050 8 0.40 10 0.20 5 19.0 483 26.5 672 0.6 12.8 48 1200 8 0.40 10 0.20 5 21.8 552 30.3 768 0.6 12.0 60 1500 8 0.40 10 0.20 5 27.2 690 37.8 960 0.5 10.1 *No minimum Inlet Area requirements from AASHTO M294. Value based on required minimum perforation hole diameter and the minimum number of perforation rows per AASHTO M294. Figure 2 AASHTO Class I Perforation Patterns NOTE: Diagram illustrates measurements for values of â€œHâ€ and â€œLâ€ â€“ minimum number of rows of perforations is listed in table above. FOR 12â€-60â€ (300-1500mm) PIPE PER AASHTO M294 4640 TRUEMAN BLVD. HILLIARD, OH 43026 (800) 821-6710 www.ads-pipe.com 5 ATN101 Â© ADS 2015 Product Data GEOTEXÂ® 801 GEOTEXÂ® 801 is a polypropylene, staple fiber, needle-punched nonwoven geotextile produced by Propex, and will meet the following Minimum Average Roll Values (MARV) when tested in accordance with the methods listed below. The fibers are needled to form a stable network that retains dimensional stability relative to each other. The geotextile is resistant to ultraviolet degradation and to biological and chemical environments normally found in soils. GEOTEXÂ® 801 conforms to the property values listed belowÂ¹. Propex performs internal Manufacturing Quality Control (MQC) tests that have been accredited by the Geosynthetic Accreditation Institute â€“ Laboratory Accreditation Program (GAI-LAP). This product is NTPEP approved for AASHTO standards. MARV2 PROPERTY TEST METHOD ENGLISH METRIC ORIGIN OF MATERIALS % U.S. Manufactured 100% 100% MECHANICAL Grab Tensile Strength ASTM D-4632 205 lbs 912 N Grab Elongation ASTM D-4632 50% 50% CBR Puncture ASTM D-6241 535 lbs 2380 N Trapezoidal Tear ASTM D-4533 80 lbs 356 N ENDURANCE UV Resistance at 500 hrs ASTM D-4355 70% 70% HYDRAULIC Apparent Opening Size (AOS)3 ASTM D-4751 80 US Std. Sieve 0.180 mm Permittivity ASTM D-4491 1.4 secâ»Â¹ 1.4 secâ»Â¹ Water Flow Rate ASTM D-4491 100 gpm/ftÂ² 4074 l/min/mÂ² 4 12.5 ft x 360 ft 3.81 m x 109.8 m ROLL SIZES 15 ft x 300 ft 4.57 m x 91.5 m NOTES: 1. The property values listed above are effective 04/03/2017 and are subject to change without notice. 2. Values shown are in weaker principal direction. Minimum average roll values (MARV) are calculated as the typical minus two standard deviations. Statistically, it yields a 97.7% degree of confidence that any samples taken from quality assurance testing will exceed the value reported. 3. Maximum average roll value. 4. Contact your local Territory Business Manager (TBM) for custom widths and colors. Lead times may vary depending on customer requirements and volume requested. ENGINEERED EARTH SOLUTIONSTM www.propexglobal.com Propex Operating Company, LLC âˆ™ 4019 Industry Drive Chattanooga, TN 37416 âˆ™ ph 800 621 1273 âˆ™ ph 423 855 1466 ARMORMAXÂ®, PYRAMATÂ®, LANDLOKÂ®, X3Â®, GEOTEXÂ®, PETROMATÂ®, PETROTACÂ®, REFLECTEXÂ®, and GRIDPROTM are registered trademarks of Propex Operating Company, LLC. Thispublicationshouldnotbeconstruedasengineeringadvice.Whileinformationcontainedinthispublicationisaccuratetothebestofourknowledge,Propexdoesnotwarrantitsaccuracyorcompleteness.Theultimatecustomeranduseroftheproducts shouldassumesoleresponsibilityforthefinaldeterminationofthesuitabilityoftheinformationandtheproductsforthecontemplatedandactualuse.TheonlywarrantymadebyPropexforitsproductsissetforthinourproductdatasheetsfortheproduct, orsuchotherwrittenwarrantyasmaybeagreedbyPropexandindividualcustomers.Propexspecificallydisclaimsallotherwarranties,expressorimplied,includingwithoutlimitation,warrantiesofmerchantabilityorfitnessforaparticularpurpose,orarising from provision of samples, a course of dealing or usage of trade. Â© 2017 Propex Operating Company, LLC TyTONÂ® JOINT PIPE ASSEMBLY INSTRUCTIONS Step 1. Thoroughly clean out the bell with special attention to the gasket recess. Remove any foreign material or excess paint. Clean the spigot or beveled plain end and remove any TytonÂ® Joint sharp edges with a standard file. Pipe Outside Pipe Size *dimensions In. Thickness In. diameter Step 2. After making sure that the correct gasket is In. being used, insert it into the recess in the bell From To In. A B with the small end of the gasket facing the bell 3 .25 .40 3.96 5.80 3.00 face. 4 .25 .41 4.80 7.10 3.15 6 .25 .43 6.90 8.63 3.38 8 .25 .45 9.05 10.94 3.69 Step 3. Apply lubricant to the inside surface of the 10 .26 .47 11.10 13.32 3.75 gasket, making sure that the entire surface is 12 .28 .49 13.20 15.06 3.75 coated. Apply a generous coating of lubricant 14 .28 .51 15.30 17.80 5.00 to the beveled portion of the plain end. 16 .30 .52 17.40 19.98 5.00 18 .31 .53 19.50 22.00 5.00 Step 4. Guide the plain end into the bell and, while 20 .33 .54 21.60 24.12 5.25 maintaining straight alignment, push the 24 .33 .56 25.80 28.43 5.50 plain end into the bell socket. Once the joint 30 .34 .63 32.00 35.40 6.55 is assembled, necessary deflection can be 36 .38 .73 38.30 41.84 7.00 accomplished. When assembly is complete, the *Nominal laying length is 18 ft. bell face should be aligned between the two white depth rings, for TytonÂ® Joints. FastiteÂ® Joints have only 1 assembly stripe. NEW JERSEY OHIO UTAH CANADA 183 Sitgreaves St. 2266 S. 6th St. 1401 E 2000 S. 1757 Burlington St. E Phillipsburg, NJ 08865 Coshocton, OH 43812 Provo, UT 84603 Hamilton, ON L8N-3R5 908-454-1161 740-622-6651 801-373-6910 905-547-3251 mcwaneductile.com mcwaneductile.com mcwaneductile.com canadapipe.com NSF 61 ISO 9001 ATLANTIC STATES CLOW WATER PACIFIC STATES CANAdA PIPE mCWANE CAST IRON PIPE CO.NSF 61SySTEmS COmPANISO 9001y CAST IRON PIPE CO.DIPRACOmPANy ULC CAST IRON PIPE CO. dIPRA 183 Sitgreaves St. 2266 S. 6th St. 1401 E 2000 S. 1757 Burlington St. E 1201 Vanderbilt Road Phillipsburg, NJ 08865 Coshocton, OH 43812 Provo, UT 84603 Hamilton, ON L8N-3R5 Birmingham, AL 35234 908-454-1161 740-622-6651 801-373-6910 905-547-3251 205-322-3521 atlanticstates.com clowwater.com pscipco.com canadapipe.com mcwanepipe.com DImENSION AND WEIGHTS FOR SPECIAL CLASSES OF PUSH-ON JOINT AND mECHANICAL JOINT DUCTILE IRON PIPE Thickness Nominal Wt. of Barrel TytonÂ® Joint Pipe Size In. OD* In. Class Thickness In. Per Ft. â€ Lb. Wt. of Bell Lb. Wt. Per Lgth.â€ Lb. Avg. Wt. Per Ft.â€¡ Lb. 3 52 .28 3.96 9.90 9 205 10.40 3 54 .34 3.96 11.80 9 245 12.20 4 51 .26 4.80 11.30 11 235 11.80 4 52 .29 4.80 12.60 11 265 13.20 4 53 .32 4.80 13.80 11 285 14.40 4 54 .35 4.80 15.00 11 310 15.60 6 50 .25 6.90 16.00 13 300 16.70 6 51 .28 6.90 17.80 13 335 18.50 6 52 .31 6.90 19.60 13 365 20.30 6 53 .34 6.90 21.40 13 400 22.10 6 54 .37 6.90 23.20 13 430 23.90 6 55 .40 6.90 25.00 13 465 25.70 6 56 .43 6.90 26.70 13 490 27.40 8 50 .27 9.05 22.80 20 430 23.90 8 51 .30 9.05 25.20 20 480 26.30 8 52 .33 9.05 27.70 20 525 28.80 8 53 .36 9.05 30.10 20 570 31.20 8 54 .39 9.05 32.50 20 610 33.60 8 55 .42 9.05 34.80 20 650 35.90 8 56 .45 9.05 37.20 20 695 38.30 10 50 .29 11.10 30.10 27 575 31.60 10 51 .32 11.10 33.20 27 630 34.70 10 52 .35 11.10 36.20 27 685 37.70 10 53 .38 11.10 39.20 27 740 40.70 10 54 .41 11.10 42.10 27 790 43.60 10 55 .44 11.10 45.10 27 845 46.60 10 56 .47 11.10 48.00 27 900 49.50 12 50 .31 13.20 38.40 31 735 40.10 12 51 .34 13.20 42.00 31 800 43.70 12 52 .37 13.20 45.60 31 865 47.30 12 53 .40 13.20 49.20 31 930 50.90 12 54 .43 13.20 52.80 31 995 54.50 12 55 .46 13.20 56.30 31 1055 58.00 12 56 .49 13.20 59.90 31 1120 61.60 14 50 .33 15.30 47.50 59 915 50.80 14 51 .36 15.30 51.70 59 990 55.00 14 52 .39 15.30 55.90 59 1065 59.20 14 53 .42 15.30 60.10 59 1140 63.40 14 54 .45 15.30 64.20 59 1215 67.50 ATLANTIC STATES 14 55 .48 15.30 68.40 59 1290 71.70 CAST IRON PIPE CO. 14 56 .51 15.30 72.50 59 1365 75.80 16 50 .34 17.40 55.80 65 1070 59.40 183 Sitgreaves St. 16 51 .37 17.40 60.60 65 1155 64.20 Phillipsburg, NJ 08865 908-454-1161 16 52 .40 17.40 65.40 65 1240 69.00 atlanticstates.com 16 53 .43 17.40 70.10 65 1325 73.70 16 54 .46 17.40 74.90 65 1415 78.50 CLOW WATER 16 55 .49 17.40 79.70 65 1500 83.30 16 56 .52 17.40 84.40 65 1585 88.00 SySTEmS COmPANy 18 50 .35 19.50 64.40 74 1235 68.50 2266 S. 6th St. 18 51 .38 19.50 69.80 74 1330 73.90 Coshocton, OH 43812 18 52 .41 19.50 75.20 74 1430 79.30 740-622-6651 18 53 .44 19.50 80.60 74 1525 84.70 clowwater.com 18 54 .47 19.50 86.00 74 1620 90.10 18 55 .50 19.50 91.30 74 1715 95.40 PACIFIC STATES 18 56 .53 19.50 96.70 74 1815 100.80 CAST IRON PIPE CO. 20 50 .36 21.60 73.50 80 1405 77.90 1401 E 2000 S. 20 51 .39 21.60 79.50 80 1510 83.90 Provo, UT 84603 20 52 .42 21.60 85.50 80 1620 89.90 801-373-6910 20 54 .48 21.60 97.50 80 1835 101.90 NEW JERSEY OHIO pscipco.com UTAH 20 55 .51 21.60 103.40 80 1940 107.80 183 Sitgreaves St. 2266 S. 6th St. 1401 E 2000 S. 20 56 .54 21.60 109.30 80 2045 113.70 Phillipsburg, NJ 08865 Coshocton, OH 43812CANADA PIPE Provo, UT 84603 24 50 .38 25.80 92.90 101 1775 98.50 908-454-1161 740-622-6651COmPANy ULC 801-373-6910 24 51 .41 25.80 100.10 101 1905 105.70 mcwaneductile.com mcwaneductile.com1757 Burlington St. Emcwaneductile.com 24 52 .44 25.80 107.30 101 2030 112.90 Hamilton, ON L8N-3R5 24 53 .47 25.80 114.40 101 2160 120.00 905-547-3251 24 54 .50 25.80 121.60 101 2290 127.20 canadapipe.com 24 55 .53 25.80 128.80 101 2420 134.40 24 56 .56 25.80 135.90 101 2545 141.50 mCWANE 30** 50 .39 32.00 118.50 170 2305 127.90 CAST IRON PIPE CO. 30** 51 .43 32.00 130.50 170 2520 139.90 CANADA 1201 Vanderbilt Road 30** 52 .47 32.00 142.50 170 2735 151.90 1757 Burlington St. E Birmingham, AL 35234 30** 53 .51 32.00 154.40 170 2950 163.80 Hamilton, ON L8N-3R5 205-322-3521 30** 54 .55 32.00 166.30 170 3165 175.70 905-547-3251 mcwanepipe.com 30** 55 .59 32.00 178.20 170 3380 187.60 canadapipe.com 30** 56 .63 32.00 190.00 170 3590 199.40 36** 50 .43 38.30 156.50 239 3055 169.80 36** 51 .48 38.30 174.50 239 3380 187.80 36** 52 .53 38.30 192.40 239 3700 205.70 NSF 61 ISO 9001 36** 53 .58 38.30 210.30 239 4025 223.60 NSF 61 ISO 9001 36** 54 .63 38.30 228.10 239 4345 241.40 36** 55 .68 38.30 245.90 239 4665 259.20 DIPRADIPRA 36** 56 .73 38.30 263.70 239 4985 277.00 Submittal Ductile Iron MJ Compact Fittings ANSI/A WW A C153/A21.53 gEnERAl sPECifiCATiOns MATERiAl: Ductile Iron per ASTM A536, Grade 65-45-12 PREssuRE: 350 PSI rating for 2" - 24" sizes, 250 PSI rating for 30" - 48" sizes and 150 PSI rating for 54" - 64" 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) MEMBER DEflECTiOn: 2"- 4"=8Â° | 6"=7Â° | 8"-12"=5Â° | 14"-16"=3 Â½Â° | 18"-24"=3Â° | 30"-48"=2Â° WEighTs: Are in pounds, unless noted otherwise and do not include accessories, cement lining and coating flAngEs: Flanged ends on fittings match ANSI/AWWA 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 and referenced in ANSI/AWWA C153/A21.53 gAskETs: SBR in accordance with ANSI/AWWA C111/A21.11 T-BOlTs/nuTs: Low alloy steel in accordance with ANSI/AWWA C111/A21.11 APPROvAls: 3" - 12" UL/ULC Listed | 3" and greater are UL/NSF-61 | 3" - 16" FM APPROVED. Please consult factory for detail listing and approvals. DiMEnsiOns: All dimensions are in inches unless noted otherwise. suBMiTTAl infORMATiOn M L PROJECT NAME: X K1 ENGINEER: Ã˜ 7Â° S K2 CONTRACTOR: J 2Â° D C 0.12 in. SPEC. SECTION: 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 Ã˜ 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 28Âº Â¾ â… 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 28Âº Â¾ â… 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 28Âº â…ž Â¾ x 3 Â½ 4 6 6.90 2.50 8.02 8.12 7.00 9.50 11.06 11.12 0.63 0.88 0.43 28Âº â…ž Â¾ x 3 Â½ 6 8 9.05 2.50 10.17 10.27 9.15 11.75 13.31 13.37 0.66 1.00 0.45 28Âº â…ž Â¾ x 3 Â½ 6 10 11.10 2.50 12.22 12.34 11.20 14.00 15.62 15.62 0.70 1.00 0.47 28Âº â…ž Â¾ x 3 Â½ 8 12 13.20 2.50 14.32 14.44 13.30 16.25 17.88 17.88 0.73 1.00 0.49 28Âº â…ž Â¾ x 3 Â½ 8 14 15.30 3.50 16.40 16.54 15.44 18.75 20.25 20.25 0.79 1.25 0.55 28Âº â…ž Â¾ x 4 10 16 17.40 3.50 18.50 18.64 17.54 21.00 22.50 22.50 0.85 1.31 0.58 28Âº â…ž Â¾ x 4 12 18 19.50 3.50 20.60 20.74 19.64 23.25 24.83 24.75 1.00 1.38 0.68 28Âº â…ž Â¾ x 4 12 20 21.60 3.50 22.70 22.84 21.74 25.50 27.08 27.00 1.02 1.44 0.69 28Âº â…ž Â¾ x 4 14 24 25.80 3.50 26.90 27.04 25.94 30.00 31.58 31.50 1.02 1.56 0.75 28Âº â…ž Â¾ x 4 Â½ 16 30 32.00 4.00 33.29 33.46 32.17 36.88 39.12 39.12 1.31 2.00 0.82 20Âº 1 â…› 1 x 5 Â½ 20 36 38.30 4.00 39.59 39.76 38.47 43.75 46.00 46.00 1.45 2.00 1.00 20Âº 1 â…› 1 x 5 Â½ 24 42 44.50 4.00 45.79 45.96 44.67 50.62 53.12 53.12 1.45 2.00 1.25 20Âº 1 â…œ 1 Â¼ x 6 28 48 50.80 4.00 52.09 52.26 50.97 57.50 60.00 60.00 1.45 2.00 1.35 20Âº 1 â…œ 1 Â¼ x 6 32 SIZE RANGE (Please specify): LINING OPTIONS (Please check one): COATING OPTIONS (Please check one): Size Range _____________________________ Standard: Cement-lined and asphalt seal coat per Standard: Asphaltic seal coat per ANSI/AWWA ANSI/AWWA C104/A21.4 and UL/NSF-61 C104/A21.4 Optional: FBE (Fusion Bonded Epoxy) per ANSI/ Optional: FBE (Fusion Bonded Epoxy) per ANSI/ AWWA C116/A21.15 and UL/NSF-61 AWWA C116/A21.15 and UL/NSF-61 Optional: P401 (Protecto 401) Ceramic Epoxy - Optional: Other (specify) ________________ sewer applications only. Not NSF-61 Optional: Other (specify) __________________ UCAT.12.01-SUB Â® REGISTERED TRADEMARK OF STAR PIPE PRODUCTS STARÂ® PIPE PRODUCTS HOUSTON CORPORATE TOLL FREE 1-800-999-3009 FAX 281-558-9000 www.starpipeproducts.com Page 1 Utility Pipe Fittings and Accessories MJ Accessories ANSI/AWWA C111/A21.11 GLANDS, GASkETS, BOLTS & NUTS GENERAL SPECIFICATION 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" - 64" sizes TESTING: In accordance with ANSI/AWWA C111/A21.11 and UL requirements DIMENSIONS: Are in accordance with ANSI/AWWA C111/A21.11, UL and FM requirements and are in inches unless noted otherwise WEIGHTS: Are in pounds, unless noted otherwise and do not include accessories COATING: Asphaltic seal coat is in accordance with ANSI/AWWA C104/A21.4 unless otherwise specified. APPROVALS: Compact Glands 3" - 12" Underwrites Laboratories & ULC Listed. Factory Mutual approved 3"-16". O.D. B.C. A B I.D. MEMBER C MJ COMPACT GLANDS NOM. BOLT BOLT WT O.D. A B C I.D. B.C. SIZE HOLE qTY (LBS.) 2 6.12 0.62 1.18 3.40 2.61 4.75 Ã˜0.75 2 1 3 7.69 0.62 1.37 4.84 4.06 6.19 Ã˜0.75 4 2 4 9.12 0.75 1.50 5.92 4.90 7.50 Ã˜0.88 4 3 6 11.12 0.88 1.63 8.02 7.00 9.50 Ã˜0.88 6 4 8 13.37 1.00 1.75 10.17 9.15 11.75 Ã˜0.88 6 5 10 15.62 1.00 1.75 12.22 11.20 14.00 Ã˜0.88 8 7 12 17.88 1.00 1.75 14.32 13.30 16.25 Ã˜0.88 8 8 14 20.25 1.25 2.00 16.40 15.44 18.75 Ã˜0.88 10 11 16 22.50 1.31 2.06 18.50 17.54 21.00 Ã˜0.88 12 14 18 24.75 1.38 2.13 20.60 19.64 23.25 Ã˜0.88 12 19 20 27.00 1.44 2.19 22.70 21.74 25.50 Ã˜0.88 14 27 24 31.50 1.56 2.31 26.90 25.94 30.00 Ã˜0.88 16 36 30 39.12 2.00 2.75 33.29 32.17 36.88 Ã˜1.13 20 90 36 46.00 2.00 2.75 39.59 38.47 43.75 Ã˜1.13 24 118 42 53.12 2.00 2.75 45.79 44.67 50.62 Ã˜1.38 28 151 48 60.00 2.00 2.75 52.09 50.97 57.50 Ã˜1.38 32 187 UCAT.12.01 Â® REGISTERED TRADEMARK OF STAR PIPE PRODUCTS STARÂ® PIPE PRODUCTS HOUSTON CORPORATE TOLL FREE 1-800-999-3009 FAX 281-558-9000 www.starpipeproducts.com Page 14 Utility Pipe Fittings and Accessories Standard Mechanical Joint Gaskets (SBR, NBR, EPDM, Neoprene, FKM) ANSI/AWWA C111/A21.11 GASKET GENERAL SPECIFICATIONS Star Pipe Products Mechanical Joint (MJ) Gasket dimensions conform to the drawings set forth in ANSI/AWWA C111/A21.11. Gasket markings include size, Manufacturerâ€™s mark, Country of origin and product identification. No markings are positioned on seal- ing surfaces per the ANSI/AWWA C111/A21.11 standard. MJ transition gaskets follow the requirements of ANSI/AWWA C111/ A21.11 where applicable. Standard gasket material is vulcanized styrene butadiene rubber (SBR). Special application elastomers (EPDM, Nitrile, Neoprene & FKM) are available and shall be identified on all documentation and corresponding gaskets. Star Pipe gaskets are manufactured under quality control standards and procedures that are maintained by the gasket supplier. Appro- priate documentation is maintained by the manufacturer and available for review upon request. Star Pipe gasket suppliers maintain a quality assurance program and manual that is reviewed and updated on an ongoing basis to ensure product quality. Star Pipe gasket suppliers perform in house testing and submit to random testing by Underwriters Laborato- ries, Inc. Star Pipe gasket providers are recognized under the component program (UL 194/ UL 157) of Underwriters Laboratories, Inc. Star Pipe provides that our Mechanical Joint gaskets for potable or wastewater projects will perform as designed, based on the pub- lished chemical and environmental resistance data for "generic" rubber compounds. Star Pipe should be consulted for specific recom- mendations or for unusual applications. GASKET PROPERTIES ASTM TEST PO PROPERTy METhOd REquIREMENT Hardness, Shore "A" D2240 75 Â± 5 Minimum Tensile D412 1500 psi Minimum Elongation D412 150% Minimum Aging D573 60% Maximum Compression Set D395, Method B 20% Resistance to Surface Ozone Cracking D1149 No Cracking MAxIMuM MAxIMuM GASKET TyPE CONTINuOuS ExPOSuRE STANdARd uSAGE TEMP TEMP SBR (Styrene Butadiene Drinking water, Salt Water, Sanitary Sewage, Reclaimed Water, Raw Water, Storm Water. 160 F 180 F Rubber/ Buna-S) Not Recommended for Hydrocarbon Service Alcohols, Dilute Acids, Dilute Alkalis, Ketones (MEK/Acetone), Strong Oxidizing EPDM (Ethylene Propyl- 250 F 300 F Chemicals; Drinking Water, Salt Water, Sanitary Sewage, Reclaimed Water, Raw Water, ene) Storm Water. Not Recommended for Hydrocarbon Service Neoprene (Polychlorprene Hydrocarbons, Unrefined Petroleum Products, Greasy Waste; Salt Water, Sanitary Sewage, 225 F 300 F / CR) Reclaimed Water, Raw Water, Storm Water. Refined Oils and Fluids, Fats, Greases and Waste; Drinking Water, Sanitary Sewage, Nitrile (NBR / Buna-N) 160 F 180 F Reclaimed Water, Raw Water, Storm Water. FKM (Flouroelastomer / Aromatic Hydrocarbons, Chlorinated Hydrocarbons, Vegetable Oils, Most Chemicals; 400 F 500 F VitonÂ®) Drinking Water, Reclaimed Water, Raw Water, Storm Water. UCAT.12.01A Â® REGISTERED TRADEMARK OF STAR PIPE PRODUCTS STARÂ® PIPE PRODUCTS HOUSTON CORPORATE TOLL FREE 1-800-999-3009 FAX 281-558-9000 www.starpipeproducts.com Page 16 Utility Pipe Fittings and Accessories MJ Accessories ANSI/AWWA C111/A21.11 (No.) (Mfg. old Ma M rk ) Ã˜D A J M E (Y e C a ) r e ) G iz s ( B s for sizes 3-24 in . F for sizes 30-60 in . MECHANICAL-JOINT GASkET NOM. PIPE Ã˜D A B C E F G SIZE O.D. Â±1 % 2 2.50 0.48 0.62 0.31 2.48 0.12 0.15 1.05 3 3.96 0.48 0.62 0.31 3.86 0.12 0.15 1.05 4 4.80 0.62 0.75 0.31 4.68 0.16 0.22 1.22 6 6.90 0.62 0.75 0.31 6.73 0.16 0.22 1.22 8 9.05 0.62 0.75 0.31 8.85 0.16 0.22 1.22 10 11.10 0.62 0.75 0.31 10.87 0.16 0.22 1.22 12 13.20 0.62 0.75 0.31 12.95 0.16 0.22 1.22 14 15.30 0.62 0.75 0.31 14.99 0.16 0.22 1.22 16 17.40 0.62 0.75 0.31 17.07 0.16 0.22 1.22 18 19.50 0.62 0.75 0.31 19.13 0.16 0.22 1.22 20 21.60 0.62 0.75 0.31 21.20 0.16 0.22 1.22 24 25.80 0.62 0.75 0.31 25.34 0.16 0.22 1.22 30 32.00 0.73 1.00 0.38 31.47 0.16 0.37 1.54 36 38.30 0.73 1.00 0.38 37.67 0.16 0.37 1.54 42 44.50 0.73 1.00 0.38 43.78 0.16 0.37 1.54 48 50.80 0.73 1.00 0.38 49.98 0.16 0.37 1.54 (No.) (M ld fg. Mo M a rk S ) N A R Ã˜D A T E J M (Y e C a ) r e ) G iz s ( B F TRANSITION MECHANICAL-JOINT GASkET NOM. PIPE Ã˜D A B C (REF.) E F G SIZE O.D. Â±1 % 2 2.375 0.56 0.66 0.31 2.32 0.12 0.21 1.10 3 3.500 0.72 0.64 0.34 3.43 0.12 0.38 1.10 4 4.500 0.76 0.73 0.33 4.43 0.20 0.37 1.26 6 6.625 0.75 0.73 0.32 6.53 0.20 0.36 1.25 8 8.625 0.82 0.73 0.34 8.50 0.20 0.43 1.27 10 10.750 0.79 0.75 0.31 10.59 0.20 0.39 1.26 12 12.750 0.84 0.75 0.33 12.56 0.20 0.44 1.28 UCAT.12.01 Â® REGISTERED TRADEMARK OF STAR PIPE PRODUCTS STARÂ® PIPE PRODUCTS HOUSTON CORPORATE TOLL FREE 1-800-999-3009 FAX 281-558-9000 www.starpipeproducts.com Page 17 Utility Pipe Fittings and Accessories MJ Accessories ANSI/AWWA C111/A21.11 T-Bolts, Double Ended Rods & Nuts HSLA STEEL SPECIFICATIONS: â€¢ Bolts & Nuts are manufactured in accordance with ANSI / AWWA C111 / A21.11. â€¢ Material is High Strength Low Alloy Steel per ANSI/AWWA C111/A21.11. â€¢ Threads per ASME B1.1 unified standard coarse (Class 2A & 2B) MECHANICAL PROPERTIES CHEMICAL PROPERTIES Carbon 0.20% Max â€¢ Yield Strength 45000 PSI (min) Manganese 1.25% Max â€¢ Elongation in 2in. 20% (min) Sulfur 0.05% Max Nickel 0.25% Min Copper 0.20% Min Combined 1.25% Min (Ni, Cu, Cr) BLUE BOLT/NUT T-Bolts & Nuts have fluropolymer coating material which is VOC-compliant, resin-bonded, thermally cured and dry lubricant. COATING PHYSICAL PROPERTIES Film Thickness: 0.3 to 0.4 mil per coat Number of Coats: 3 to 4 coats Adhesion: 1 mm cross hatch test + 5 Pulls. Good knife resistance Cure Test: 50+Rubs with MEK. No substrate exposure Pencil Hardness: Pencil Hardness: 4-6H Volatile Organic Compounds 2.74lbs/gal Stainless Steel T-Bolts & Nuts ALLOYS SS 304 & SS 316 PER ASTM F593 SPECIFICATIONS: â€¢ T-bolt dimensions are manufactured in accordance with ANSI / AWWA C111 / A21.11. â€¢ T-bolt alloys SS 304 and SS 316 per ASTM F593 â€¢ Heavy Hex Nut Alloys SS 304 & SS 316 per ASTM F594. MECHANICAL PROPERTIES â€¢ Tensile Strength: 85,000 PSI to 140,000 PSI â€¢ Yield Strength: 45,000 PSI (min) COATING SPECIFICATION Nuts have fluropolymer coating material which is VOC-Compliant, resin-bonded, thermally cured and dry lubricant. COATING PHYSICAL PROPERTIES â€¢ Film Thickness: 0.3 to 0.4 mil per coat â€¢ Pencil Hardness: 4-6H â€¢ Number of Coats: 3 to 4 coats â€¢ Volatile Organic Compounds 2.74 lbs/gal â€¢ Adhesion: 1mm cross hatch test + 5 Tape Pulls. â€¢ Continous use temperature - 356ÂºF â€¢ Cure Test: 50+ Rubs with MEK, no substrate exposure â€¢ Color: SS 304 is green, SS 316 is red MEMBER UCAT.12.01 Â® REGISTERED TRADEMARK OF STAR PIPE PRODUCTS STARÂ® PIPE PRODUCTS HOUSTON CORPORATE TOLL FREE 1-800-999-3009 FAX 281-558-9000 www.starpipeproducts.com Page 18 Utility Pipe Fittings and Accessories Accessories ANSI/AWWA C111/A21.11 1/8-in. Radius Maximum H F B A R Steel Bolts Shall Have Minimum 1/16-in. x 45Ëš Chamfer. J C D B/2 T-HEAD (LOW ALLOY STEEL) BOLT & NUT NOM. THREADS A B C D F H J R SIZE PER IN. â… x 3 1.50 0.625 3.00 2.00 11 0.625 1.062 0.625 0.312 â… x 3 Â½ 1.50 0.625 3.50 2.70 11 0.625 1.062 0.625 0.312 Â¾ x 3 Â½ 1.75 0.750 3.50 2.50 10 0.750 1.250 0.750 0.375 Â¾ x 4 1.75 0.750 4.00 3.00 10 0.750 1.250 0.750 0.375 Â¾ x 4 Â½ 1.75 0.750 4.50 3.00 10 0.750 1.250 0.750 0.375 Â¾ x 5 1.75 0.750 5.00 3.00 10 0.750 1.250 0.750 0.375 Â¾ x 5 Â½ 1.75 0.750 5.50 3.70 10 0.750 1.250 0.750 0.375 1 x 6 2.25 1.000 6.00 3.00 8 1.000 1.625 1.000 0.500 1 Â¼ x 6 Â½ 2.50 1.250 6.50 3.50 7 1.250 2.000 1.250 0.625 1 Â¼ x 8 Â½ 2.50 1.250 8.50 3.50 7 1.250 2.000 1.250 0.625 1/8-in. Radius Maximum F H B A R Steel Bolts Shall Have Minimum 1/16-in. x 45Ëš Chamfer. J C E D B/2 ïƒª ANTI-ROTATION T-HEAD (LOW ALLOY STEEL) BOLT & NUT NOM. THREADS A B C D E F H J R SIZE PER IN. â… x 3 1.50 0.625 3.00 2.00 0.63 11 0.625 1.062 0.625 0.312 â… x 3 Â½ 1.50 0.625 3.50 2.50 0.63 11 0.625 1.062 0.625 0.312 Â¾ x 3 Â½ 1.75 0.750 3.50 2.50 0.63 10 0.750 1.250 0.750 0.375 Â¾ x 4 1.75 0.750 4.00 3.00 0.63 10 0.750 1.250 0.750 0.375 Â¾ x 4 Â½ 1.75 0.750 4.50 3.00 0.63 10 0.750 1.250 0.750 0.375 Â¾ x 5 1.75 0.750 5.00 3.00 0.63 10 0.750 1.250 0.750 0.375 UCAT.12.01 Â® REGISTERED TRADEMARK OF STAR PIPE PRODUCTS STARÂ® PIPE PRODUCTS HOUSTON CORPORATE TOLL FREE 1-800-999-3009 FAX 281-558-9000 www.starpipeproducts.com Page 19 Twist-Tite Mechanical Plugs The Twist Mechanical Test Plug is designed for use in standard sized DWV piping for the purpose of blocking or testing of the system. An over-sized wing nut with a wrench pad makes installation easy. Manufactured of high impact ABS, with a steel plated screw, and a zinc nut, this product is rust and corrosion resistant. The sealing gasket is neoprene. End of Pipe Inside Pipe Maximum Back Pipe Use Range End of Pipe Pressure Minimum Maximum Nominal Bypass Water Shipping Product Pipe Pipe Air Units/ Size Size Head Model # Weight Code Diameter Diameter (psig) Case (inches) (inches) (feet) (pounds) (inches) (inches) 1 1/2 83591 1.48 1.65 None 40 5 MWN 1 10 2 2 83592 1.90 2.17 None 40 5 MWN 2 10 2 3 83593 2.80 3.10 None 40 5 MWN 3 10 4 4 83594 3.78 4.06 None 40 5 MWN 4 10 6 6 83596 5.77 6.08 None 30 5 MWN 6 5 8 8 83598 7.76 8.03 None 30 5 MWN 8 5 12 Inside Pipe 4 83595 3.78 4.06 None 40 5 MWN 9 10 6 6 83597 5.77 6.08 None 30 5 MWN 10 5 8 8 83599 7.76 8.03 None 30 5 MWN 11 5 12 IPS CORPORATION Specifications subject to change without notice. Heritage Plasticsâ„¢ PVC Gasketed Sewer Pipe â€¢ ASTM D 3034 SDR 35 â€¢ Gasketed bells â€¢ 14 and 20-foot lay lengths â€¢ OD bevel on spigot â€¢ Green in color Average Approximate Weight Standard Crate Trade Part Length O.D. per 100â€™ Quantity Size Number (feet) (inches) (lbs) (feet) 3040014G 14 1,176 4 4.215 107 3040020G 20 1,680 3060014G 14 490 6 6.275 244 3060020G 20 700 3080014G 14 280 8 8.400 445 3080020G 20 400 10 30100014G 14 10.500 699 154 12 30120014G 14 12.500 1,003 154 15 30150014G 14 15.300 1,491 112 NOTE: Special orders are non-cancelable, non-returnable and non-refundable. heritageplastics.com 14 #! #! ! !" 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 4â€ (100mm) through 12â€ (300mm) diameter. Fabricated Fittings are produced in sizes 4â€ (100mm) through 36â€ (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, â€œPVCâ€, company name or logo, PSM and the ASTM specification number (D 3034, F 1336 or F679). The fittings and/or packaging shall include the manufacturerâ€™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 Â½% 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 12â€ (305mm) over the fittings and between the trench walls shall be applied in accordance with the engineersâ€™ 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 Â¼â€ per foot (20.8mm/meter) for 4â€ (100mm) nominal pipe and 1/8â€ (10.4mm/meter) per foot for 6â€ (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 â€œFrench Drainâ€. 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 4â€ (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 manufacturerâ€™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 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 4â€ (100mm) through 12â€ (300mm) diameter. Fabricated fittings are produced in sizes 4â€ (100mm) through 36â€ (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: 4â€ â€“ 5â€ 150 Ft-Lbs 6â€ â€“ 8â€ 210 Ft-Lbs 10â€ â€“ 36â€ 220 Ft-Lbs (100mm â€“ 125mm 203 J) (150mm â€“ 200mm 284 J) (250mm â€“ 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: 4â€ 50 Ft-Lbs 6â€ â€“ 8â€ 75 Ft-Lbs 10â€ â€“ 12â€ 90 Ft-Lbs (100mm 68 J) (150mm â€“ 200mm 102 J) (250mm â€“ 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 DUAL WALL FABRICATED REDUCERS 18"Ã—4" - 18"15" DIAMETER PART # PIPE SIZE A B C JOINT 18 x 4 in 13.3 in 8.0 in 5.3 in 1870AN * (450 x 100 mm) (338 mm) (203 mm) (133 mm) 18 x 4 in 11.3 in 8.9 in 2.4 in 1870AN65B WT (450 x 100 mm) (286 mm) (226 mm) (60 mm) 18 x 6 in 14.2 in 8.0 in 6.2 in 1871AN * (450 x 150 mm) (361 mm) (204 mm) (157 mm) 18 x 6 in 12.4 in 8.9 in 3.5 in 1871AN65B WT (450 x 150 mm) (314 mm) (226 mm) (89 mm) 18 x 8 in 14.8 in 8.0 in 6.7 in 1872AN * (450 x 200 mm) (375 mm) (204 mm) (171 mm) 18 x 8 in 13.1 in 8.9 in 4.3 in 1872AN65B WT (450 x 200 mm) (334 mm) (226 mm) (108 mm) PLAIN END 18 x 10 in 15.6 in 8.0 in 7.6 in 1873AN * (450 x 250 mm) (396 mm) (204 mm) (192 mm) 18 x 10 in 14.1 in 8.9 in 5.3 in 1873AN65B WT (450 x 250 mm) (359 mm) (226 mm) (133 mm) 18 x 12 in 17.2 in 8.0 in 9.2 in 1874AN * (450 x 300 mm) (438 mm) (204 mm) (234 mm) 18 x 12 in 15.4 in 8.9 in 6.5 in 1874AN85B ST (450 x 300 mm) (391 mm) (226 mm) (165 mm) 18 x 12 in 15.4 in 8.9 in 6.5 in 1874AN65B WT (450 x 300 mm) (391 mm) (226 mm) (165 mm) 18 x 15 in 20.7 in 8.0 in 12.7 in 1875AN * (450 x 1375mm) (526 mm) (204 mm) (321 mm) 18 x 15 in 16.6 in 8.9 in 7.8 in 1875AN85B ST (450 x 375 mm) (422 mm) (226 mm) (197 mm) 18 x 15 in 16.6 in 8.9 in 7.8 in 1875AN65B WT (450 x 1375mm) (422 mm) (226 mm) (197 mm) ST & WT (INCLUDES 2 GASKETS) * = PLAIN END ST = SOIL TIGHT WT = WATER TIGHT DRAWING #: 2510 DRAWN BY: JCB 09.12.06 APPROVED BY: JCB 06.26.07 NOTE: ALL FITTINGS DIMENSIONS ARE FOR REFERENCE ONLY REVISIONS: NJP 06.15.07 ADDITIONAL CONNECTION OPTIONS ADS â€œTerms and Conditions of Saleâ€ are available on the ADS website, www.ads-pipe.com Advanced Drainage Systems, the ADS logo, the Green Stripe, and N-12Â® are registered trademarks of Advanced Drainage Systems, Inc. Nyloplast is a registered trademark of Nyloplastm Inc. INSERTA TEE Besides injection molded HDPE fittings, ADS offers a full line of products to make your small diameter pipe is a registered trademark of Inserta Fittings, Inc. Â© 2019 Advanced Drainage Systems, Inc. #10484 04/19 CS connections watertight, fast, and economical. Nyloplast provides a complete offering of PVC fittings, including downspout connections and cleanouts, that are adaptable to just about any pipe material including HDPE. Connections to the main pipelines of all diameters are also made easy with INSERTA TEE taps to connect 4â€-24â€ (100-600 mm) diameter lateral pipes. NYLOPLAST DOWNSPOUT ADAPTER WITH CLEAN OUT AND INSERTA TEE Small Diameter N-12 Â® Pipe and Fittings INSERTA TEE TEE TAP DIAMETER 4â€ (100 mm) INSERTA 6â€ (150 mm) INSERTA 8â€ (200 mm) INSERTA Mainline Pipe Diameter TEE Tap Diameter TEE Tap Diameter TEE Tap Diameter 12-15" (300-375 mm) 4N12MF12-15N12 6N12MF12-15N12 8N12MF12-15N12 18-24" (450-600 mm) 4N12MF18-24N12 6N12MF18-24N12 8N12MF18-24N12 30-48" (750-1200 mm) 4N12MF30-48N12 6N12MF30-48N12 8N12MF30-48N12 54-60" (1350-1500 mm) 4N12MF54-60N12 6N12MF54-60N12 8N12MF54-60N12 DOWNSPOUT ADAPTERS CLEAN OUTS Advanced Drainage Systems, Inc. Product Description Part Number Product Description Part Number 4640 Trueman Blvd. Hilliard, OH 43026 4x4x4â€ (100x100x100 mm) Downspout Adapter 0444FH 4â€ (100 mm) Clean Out 0474AG 1-800-821-6710 4x6x6â€ (100x150x150 mm) Downspout Adapter 0466FH 6â€ (150 mm) Clean Out 0674AG www.ads-pipe.com 6x6x6â€ (150x150x150 mm) Downspout Adapter 0666FH 8â€ (200 mm) Clean Out 0874AG www.ads-pipecanada.ca 6x6x8â€ (150x150x200 mm) Downspout Adapter 0668FH 10â€ (250 mm) Clean Out 1074AG 8x8x8â€ (200x200x200 mm) Downspout Adapter 0888FH 12â€ (300 mm) Clean Out 1274AG THE MOST ADVANCED NAME IN WATER MANAGEMENT SOLUTIONS Â® THE MOST ADVANCED NAME IN WATER MANAGEMENT SOLUTIONS Â® THE MOSThe Most T ADVAdvancedANCED NAName in Drainage ME IN WATER MANAGESystemsMENT SÂ®OLUTIONS Â® SMALL DIAMETER N-12 PIPE AND FITTINGS WATERTIGHT FITTINGS (Includes ASTM F477 gasket for attachment on pipe end) end) ADS offers a line of 4â€-12â€ (100-300 mm) corrugated smooth interior high-density READILY AVAILABLE COUPLER, TEE, 45Â° WYE, polyethylene (HDPE) pipe and injection molded fittings for maximum drainage BELL/BELL BELL/BELL BELL/BELL service integrity. This means that the performance and cost-effective benefits of Size Code Size Code Size Code HDPE pipe can be used in a complete 4â€-60â€ (100-1500 mm) system. 60+ 4" (100 mm) 0413WT 4" (100 mm) 0460WT 4" (100 mm) 0480WT Manufacturing Facilities Jobsite 6" (150 mm) 0613WT 6â€ x 4â€ (150 x 100 mm) 0660WT 6â€ x 4â€ (150 x 100 mm) 0680WT Worldwide THE ADVANTAGES OF POLYETHYLENE 8" (200 mm) 0813WT 6" (150 mm) 0661WT 6" (150 mm) 0681WT Company- 10" (250 mm) 1013WT 8" (200 mm) 0862WT 8â€ x 4â€ (200 x 100 mm) 0880WT Better Impact Strength N-12 Â® WT 30+ 10â€ x 4â€ (250 x 100 mm) 1060WT* 8â€ x 6â€ (200 x 150 mm) 0881WT HDPE is less brittle than PVC, particularly in cold temperatures. N-12 survives Owned Fleet REDUCING COUPLER, 10â€ x 8â€ (250 x 200 mm) 1062WT 8" (200 mm) 0882WT US & Canada 3,000+ the impact of rocks in the backfill and the rigors of cold weather handling. BELL/BELL Distribution Centers 700 Trucks & 1,250 Trailers 10" (250 mm) 1063WT 10â€ x 4â€ (250 x 100 mm) 1080WT* Distribution Partners No Edge Beveling Size Code 12â€ x 4â€ (300 x 100 mm) 1260WT* 10â€ x 6â€ (250 x 150 mm) 1081WT* N-12 pipe installs quickly because there is no need to bevel the pipe edge when 12â€ x 8â€ (300 x 200 mm) 1262WT 10â€ x 8â€ (250 x 200 mm) 1082WT 6" x 4" (150 x 100 mm) 0614WT making a joint. 12â€ x 10â€ (300 x 250 mm) 1263WT* 10" (250 mm) 1083WT WATERTIGHT PERFORMANCE 8" x 4" (200 x 100 mm) 0814WT 12" (300 mm) 1264WT 12â€ x 4â€ (300 x 100 mm) 1280WT* Better Chemical & Abrasion Resistance 8" x 6" (200 x 150 mm) 0816WT N-12 WT pipe and fittings meet or exceed watertight requirements of ASTM D3212 â€“ the standard for ALL 12â€ x 6â€ (300 x 150 mm) 1281WT HDPE is unaffected by acidic and alkaline solutions as well as by soil 10" x 8" (250 x 200 mm) 1018WT SWEEPING TEE thermoplastic gravity flow pipes including PVC. To assure watertightness, field performance verification may be 12â€ x 8â€ (300 x 200 mm) 1282WT hydrocarbons. 12" x 8" (300 x 200 mm) 1218WT accomplished by testing in accordance with ASTM F1417. 12â€ x 10â€ (300 x 250 mm) 1283WT* 12" x 10" (300 x 250 mm) 1210WT H-20 Traffic Load Rated Size Code 12" (300 mm) 1284WT REDUCING COUPLER, 8" x 4" (200 x 100 mm) 0863WT Increased Pipe Stiffness MEGA GREEN Â® WT APPLICABLE SPECIFICATIONS 90Â° ELBOW, SPIGOT/BELL 8" x 6" (200 x 150 mm) 0836WT BELL/BELL Uniform Plumbing Code (UPC) â€“ â€œSubsoil Drainsâ€ under Chapter 11, Storm Drainage. See Section 1101.4.6 10" x 6" (250 x 150 mm) 1036WT Published Pipe Stiffness Values Size Code Subsoil Drains, Table 1101.4.6 in image of 2018 standard. 12" x 6" (300 x 150 mm) 1236WT Size Code ID N-12 PVC SDR 35 6" x 4" (150 x 100 mm) 0674WT 4" (100 mm) 50 pii (345 kPa) 46 pii (320 kPa) International Code Councilâ€™s (ICC), International Plumbing Code (IPC): 2018 Update â€“ Table 1102.4 8" x 4" (200 x 100 mm) 0874WT 45Â° ELBOW, 4" (100mm) 0499WT 8" x 6" (200 x 150 mm) 0876WT BELL/BELL 6" (150mm) 0699WT 6" (150 mm) 50 pii (345 kPa) 46 pii (320 kPa) AASHTO M252 - 3â€-10â€ (75 to 250 mm) Corrugated Polyethylene Drainage Pipe 8" (200mm) 0899WT 8" (200 mm) 50 pii (345 kPa) 46 pii (320 kPa) AASHTO M294 - 12â€-60â€ (300 to 1500 mm) Corrugated Polyethylene Pipe END CAP, Size Code 10" (250mm) 1099WT 10" (250 mm) 50 pii (345 kPa) 46 pii (320 kPa) ASTM F2648 - 2â€-60â€ (50 to 1500 mm) Annular Corrugated Profile Wall PE Pipe and Fittings for Land Drainage BELL 4" (100 mm) 0494WT 12" (300mm) 1299WT 6" (150 mm) 0694WT 12" (300 mm) 50 pii (345 kPa) 46 pii (320 kPa) ASTM F667 - 3â€-24â€ (75 to 600 mm) Corrugated Polyethylene Pipe and Fittings Size Code 8" (200 mm) 0894WT * See Watertight fitting kits notes below CSA B182.8 - 4â€-60â€ (100 to 1500 mm) Profile Polyethylene (PE) Storm Sewer and Drainage Pipe and Fittings 4" (100 mm) 0432WT 10" (250 mm) 1094WT 6" (150 mm) 0632WT 12" (300 mm) 1294WT APPLICATIONS NyloplastÂ® Fittings Small diameter N-12 makes possible a complete drainage system from the top of SUSTAINABILITY WATERTIGHT FITTING KIT the building to the storm sewer including: 12" INJECTION MOLDED TEE SHORT STUB OF 12" HDPE WITH VALLEY GASKETS NOT The 2018 Life Cycle Assessment of North American Municipal Stormwater Pipe Systems shows that corrugated HDPE INCLUDED WITH ITEM NUMBER 12" X 10" TEE SIZE CONSISTS OF TEE + REDUCER PROD. CODE BXB REDUCER pipe has the lowest global warming potential when compared with other pipe materials. At ADS, sustainability is at Tee, 10" x 4" (250 mm x 100 mm) 1062WT 10" x 8" + 0874WT 8" x 4" 1060WT the core of who we are and what we do. Tee, 12" x 4" (300 mm x 100 mm) 1262WT 12" x 8" + 0874WT 8" x 4" 1260WT 6th Largest 1,2 TM Tee, 12" x 10"(300 mm x 250 mm) 1264WT 12" + 1210WT 12" x 10" 1263WT Our MEGA GREEN >400 million BXB REDUCER CAN BE ROTATED FOR CONCENTRIC (SPRINGLINE) pipe contains >60% pounds Recycling OR ECCENTRIC (FLOWLINE) LOCATIONS WYE SIZE CONSISTS OF WYE + REDUCER PROD. CODE recycled HDPE Company of plastic is kept from material Wye, 10" x 4" (250 mm x 100 mm) 1082WT 10" x 8" + 0874WT 8" x 4" 1080WT in North America Wye, 10" x 6" (250 mm x 150 mm) 1082WT 10" x 8" + 0876WT 8" x 6" 1081WT Wye, 12" x 4" (300 mm x 100 mm) 1282WT 12" x 8" + 0874WT 8" x 4" 1280WT INSERTA TEEÂ® Wye, 12" x 10"(300 mm x 250 mm) 1284WT 12" + 1210WT 12" x 10" 1283WT3 1 Additional pipe stub not shipped with item number. Order this pipe separately. 2 12" x 10" Tee: order 1264 (WT or ST) 12" x 12" Tee, 1210WT 12" x 10" Bell/Bell Reducer, and approximately 15" of 12" diameter dual wall pipe to make the connection between the two bell ends. 3 12" x 10" Wye: order 1284 (WT or ST) 12" x 12" Wye, 1210WT 12" x 10" Bell/Bell Reducer, and approximately 15" of 12" diameter dual wall pipe to make the connection between the two bell ends. THE MOST ADVANCED NAME IN WATER MANAGEMENT SOLUTIONS Â® SMALL DIAMETER N-12 PIPE AND FITTINGS WATERTIGHT FITTINGS (Includes ASTM F477 gasket for attachment on pipe end) end) ADS offers a line of 4â€-12â€ (100-300 mm) corrugated smooth interior high-density READILY AVAILABLE COUPLER, TEE, 45Â° WYE, polyethylene (HDPE) pipe and injection molded fittings for maximum drainage BELL/BELL BELL/BELL BELL/BELL service integrity. This means that the performance and cost-effective benefits of Size Code Size Code Size Code HDPE pipe can be used in a complete 4â€-60â€ (100-1500 mm) system. 60+ 4" (100 mm) 0413WT 4" (100 mm) 0460WT 4" (100 mm) 0480WT Manufacturing Facilities Jobsite 6" (150 mm) 0613WT 6â€ x 4â€ (150 x 100 mm) 0660WT 6â€ x 4â€ (150 x 100 mm) 0680WT Worldwide THE ADVANTAGES OF POLYETHYLENE 8" (200 mm) 0813WT 6" (150 mm) 0661WT 6" (150 mm) 0681WT Company- 10" (250 mm) 1013WT 8" (200 mm) 0862WT 8â€ x 4â€ (200 x 100 mm) 0880WT Better Impact Strength N-12 Â® WT 30+ 10â€ x 4â€ (250 x 100 mm) 1060WT* 8â€ x 6â€ (200 x 150 mm) 0881WT HDPE is less brittle than PVC, particularly in cold temperatures. N-12 survives Owned Fleet REDUCING COUPLER, 10â€ x 8â€ (250 x 200 mm) 1062WT 8" (200 mm) 0882WT US & Canada 3,000+ the impact of rocks in the backfill and the rigors of cold weather handling. BELL/BELL Distribution Centers 700 Trucks & 1,250 Trailers 10" (250 mm) 1063WT 10â€ x 4â€ (250 x 100 mm) 1080WT* Distribution Partners No Edge Beveling Size Code 12â€ x 4â€ (300 x 100 mm) 1260WT* 10â€ x 6â€ (250 x 150 mm) 1081WT* N-12 pipe installs quickly because there is no need to bevel the pipe edge when 12â€ x 8â€ (300 x 200 mm) 1262WT 10â€ x 8â€ (250 x 200 mm) 1082WT 6" x 4" (150 x 100 mm) 0614WT making a joint. 12â€ x 10â€ (300 x 250 mm) 1263WT* 10" (250 mm) 1083WT WATERTIGHT PERFORMANCE 8" x 4" (200 x 100 mm) 0814WT 12" (300 mm) 1264WT 12â€ x 4â€ (300 x 100 mm) 1280WT* Better Chemical & Abrasion Resistance 8" x 6" (200 x 150 mm) 0816WT N-12 WT pipe and fittings meet or exceed watertight requirements of ASTM D3212 â€“ the standard for ALL 12â€ x 6â€ (300 x 150 mm) 1281WT HDPE is unaffected by acidic and alkaline solutions as well as by soil 10" x 8" (250 x 200 mm) 1018WT SWEEPING TEE thermoplastic gravity flow pipes including PVC. To assure watertightness, field performance verification may be 12â€ x 8â€ (300 x 200 mm) 1282WT hydrocarbons. 12" x 8" (300 x 200 mm) 1218WT accomplished by testing in accordance with ASTM F1417. 12â€ x 10â€ (300 x 250 mm) 1283WT* 12" x 10" (300 x 250 mm) 1210WT H-20 Traffic Load Rated Size Code 12" (300 mm) 1284WT REDUCING COUPLER, 8" x 4" (200 x 100 mm) 0863WT Increased Pipe Stiffness MEGA GREEN Â® WT APPLICABLE SPECIFICATIONS 90Â° ELBOW, SPIGOT/BELL 8" x 6" (200 x 150 mm) 0836WT BELL/BELL Uniform Plumbing Code (UPC) â€“ â€œSubsoil Drainsâ€ under Chapter 11, Storm Drainage. See Section 1101.4.6 10" x 6" (250 x 150 mm) 1036WT Published Pipe Stiffness Values Size Code Subsoil Drains, Table 1101.4.6 in image of 2018 standard. 12" x 6" (300 x 150 mm) 1236WT Size Code ID N-12 PVC SDR 35 6" x 4" (150 x 100 mm) 0674WT 4" (100 mm) 50 pii (345 kPa) 46 pii (320 kPa) International Code Councilâ€™s (ICC), International Plumbing Code (IPC): 2018 Update â€“ Table 1102.4 8" x 4" (200 x 100 mm) 0874WT 45Â° ELBOW, 4" (100mm) 0499WT 8" x 6" (200 x 150 mm) 0876WT BELL/BELL 6" (150mm) 0699WT 6" (150 mm) 50 pii (345 kPa) 46 pii (320 kPa) AASHTO M252 - 3â€-10â€ (75 to 250 mm) Corrugated Polyethylene Drainage Pipe 8" (200mm) 0899WT 8" (200 mm) 50 pii (345 kPa) 46 pii (320 kPa) AASHTO M294 - 12â€-60â€ (300 to 1500 mm) Corrugated Polyethylene Pipe END CAP, Size Code 10" (250mm) 1099WT 10" (250 mm) 50 pii (345 kPa) 46 pii (320 kPa) ASTM F2648 - 2â€-60â€ (50 to 1500 mm) Annular Corrugated Profile Wall PE Pipe and Fittings for Land Drainage BELL 4" (100 mm) 0494WT 12" (300mm) 1299WT 6" (150 mm) 0694WT 12" (300 mm) 50 pii (345 kPa) 46 pii (320 kPa) ASTM F667 - 3â€-24â€ (75 to 600 mm) Corrugated Polyethylene Pipe and Fittings Size Code 8" (200 mm) 0894WT * See Watertight fitting kits notes below CSA B182.8 - 4â€-60â€ (100 to 1500 mm) Profile Polyethylene (PE) Storm Sewer and Drainage Pipe and Fittings 4" (100 mm) 0432WT 10" (250 mm) 1094WT 6" (150 mm) 0632WT 12" (300 mm) 1294WT APPLICATIONS NyloplastÂ® Fittings Small diameter N-12 makes possible a complete drainage system from the top of SUSTAINABILITY WATERTIGHT FITTING KIT the building to the storm sewer including: 12" INJECTION MOLDED TEE SHORT STUB OF 12" HDPE WITH VALLEY GASKETS NOT The 2018 Life Cycle Assessment of North American Municipal Stormwater Pipe Systems shows that corrugated HDPE INCLUDED WITH ITEM NUMBER 12" X 10" TEE SIZE CONSISTS OF TEE + REDUCER PROD. CODE BXB REDUCER pipe has the lowest global warming potential when compared with other pipe materials. At ADS, sustainability is at Tee, 10" x 4" (250 mm x 100 mm) 1062WT 10" x 8" + 0874WT 8" x 4" 1060WT the core of who we are and what we do. Tee, 12" x 4" (300 mm x 100 mm) 1262WT 12" x 8" + 0874WT 8" x 4" 1260WT 6th Largest 1,2 TM Tee, 12" x 10"(300 mm x 250 mm) 1264WT 12" + 1210WT 12" x 10" 1263WT Our MEGA GREEN >400 million BXB REDUCER CAN BE ROTATED FOR CONCENTRIC (SPRINGLINE) pipe contains >60% pounds Recycling OR ECCENTRIC (FLOWLINE) LOCATIONS WYE SIZE CONSISTS OF WYE + REDUCER PROD. CODE recycled HDPE Company of plastic is kept from material Wye, 10" x 4" (250 mm x 100 mm) 1082WT 10" x 8" + 0874WT 8" x 4" 1080WT in North America Wye, 10" x 6" (250 mm x 150 mm) 1082WT 10" x 8" + 0876WT 8" x 6" 1081WT Wye, 12" x 4" (300 mm x 100 mm) 1282WT 12" x 8" + 0874WT 8" x 4" 1280WT INSERTA TEEÂ® Wye, 12" x 10"(300 mm x 250 mm) 1284WT 12" + 1210WT 12" x 10" 1283WT3 1 Additional pipe stub not shipped with item number. Order this pipe separately. 2 12" x 10" Tee: order 1264 (WT or ST) 12" x 12" Tee, 1210WT 12" x 10" Bell/Bell Reducer, and approximately 15" of 12" diameter dual wall pipe to make the connection between the two bell ends. 3 12" x 10" Wye: order 1284 (WT or ST) 12" x 12" Wye, 1210WT 12" x 10" Bell/Bell Reducer, and approximately 15" of 12" diameter dual wall pipe to make the connection between the two bell ends. THE MOST ADVANCED NAME IN WATER MANAGEMENT SOLUTIONS Â® SMALL DIAMETER N-12 PIPE AND FITTINGS WATERTIGHT FITTINGS (Includes ASTM F477 gasket for attachment on pipe end) end) ADS offers a line of 4â€-12â€ (100-300 mm) corrugated smooth interior high-density READILY AVAILABLE COUPLER, TEE, 45Â° WYE, polyethylene (HDPE) pipe and injection molded fittings for maximum drainage BELL/BELL BELL/BELL BELL/BELL service integrity. This means that the performance and cost-effective benefits of Size Code Size Code Size Code HDPE pipe can be used in a complete 4â€-60â€ (100-1500 mm) system. 60+ 4" (100 mm) 0413WT 4" (100 mm) 0460WT 4" (100 mm) 0480WT Manufacturing Facilities Jobsite 6" (150 mm) 0613WT 6â€ x 4â€ (150 x 100 mm) 0660WT 6â€ x 4â€ (150 x 100 mm) 0680WT Worldwide THE ADVANTAGES OF POLYETHYLENE 8" (200 mm) 0813WT 6" (150 mm) 0661WT 6" (150 mm) 0681WT Company- 10" (250 mm) 1013WT 8" (200 mm) 0862WT 8â€ x 4â€ (200 x 100 mm) 0880WT Better Impact Strength N-12 Â® WT 30+ 10â€ x 4â€ (250 x 100 mm) 1060WT* 8â€ x 6â€ (200 x 150 mm) 0881WT HDPE is less brittle than PVC, particularly in cold temperatures. N-12 survives Owned Fleet REDUCING COUPLER, 10â€ x 8â€ (250 x 200 mm) 1062WT 8" (200 mm) 0882WT US & Canada 3,000+ the impact of rocks in the backfill and the rigors of cold weather handling. BELL/BELL Distribution Centers 700 Trucks & 1,250 Trailers 10" (250 mm) 1063WT 10â€ x 4â€ (250 x 100 mm) 1080WT* Distribution Partners No Edge Beveling Size Code 12â€ x 4â€ (300 x 100 mm) 1260WT* 10â€ x 6â€ (250 x 150 mm) 1081WT* N-12 pipe installs quickly because there is no need to bevel the pipe edge when 12â€ x 8â€ (300 x 200 mm) 1262WT 10â€ x 8â€ (250 x 200 mm) 1082WT 6" x 4" (150 x 100 mm) 0614WT making a joint. 12â€ x 10â€ (300 x 250 mm) 1263WT* 10" (250 mm) 1083WT WATERTIGHT PERFORMANCE 8" x 4" (200 x 100 mm) 0814WT 12" (300 mm) 1264WT 12â€ x 4â€ (300 x 100 mm) 1280WT* Better Chemical & Abrasion Resistance 8" x 6" (200 x 150 mm) 0816WT N-12 WT pipe and fittings meet or exceed watertight requirements of ASTM D3212 â€“ the standard for ALL 12â€ x 6â€ (300 x 150 mm) 1281WT HDPE is unaffected by acidic and alkaline solutions as well as by soil 10" x 8" (250 x 200 mm) 1018WT SWEEPING TEE thermoplastic gravity flow pipes including PVC. To assure watertightness, field performance verification may be 12â€ x 8â€ (300 x 200 mm) 1282WT hydrocarbons. 12" x 8" (300 x 200 mm) 1218WT accomplished by testing in accordance with ASTM F1417. 12â€ x 10â€ (300 x 250 mm) 1283WT* 12" x 10" (300 x 250 mm) 1210WT H-20 Traffic Load Rated Size Code 12" (300 mm) 1284WT REDUCING COUPLER, 8" x 4" (200 x 100 mm) 0863WT Increased Pipe Stiffness MEGA GREEN Â® WT APPLICABLE SPECIFICATIONS 90Â° ELBOW, SPIGOT/BELL 8" x 6" (200 x 150 mm) 0836WT BELL/BELL Uniform Plumbing Code (UPC) â€“ â€œSubsoil Drainsâ€ under Chapter 11, Storm Drainage. See Section 1101.4.6 10" x 6" (250 x 150 mm) 1036WT Published Pipe Stiffness Values Size Code Subsoil Drains, Table 1101.4.6 in image of 2018 standard. 12" x 6" (300 x 150 mm) 1236WT Size Code ID N-12 PVC SDR 35 6" x 4" (150 x 100 mm) 0674WT 4" (100 mm) 50 pii (345 kPa) 46 pii (320 kPa) International Code Councilâ€™s (ICC), International Plumbing Code (IPC): 2018 Update â€“ Table 1102.4 8" x 4" (200 x 100 mm) 0874WT 45Â° ELBOW, 4" (100mm) 0499WT 8" x 6" (200 x 150 mm) 0876WT BELL/BELL 6" (150mm) 0699WT 6" (150 mm) 50 pii (345 kPa) 46 pii (320 kPa) AASHTO M252 - 3â€-10â€ (75 to 250 mm) Corrugated Polyethylene Drainage Pipe 8" (200mm) 0899WT 8" (200 mm) 50 pii (345 kPa) 46 pii (320 kPa) AASHTO M294 - 12â€-60â€ (300 to 1500 mm) Corrugated Polyethylene Pipe END CAP, Size Code 10" (250mm) 1099WT 10" (250 mm) 50 pii (345 kPa) 46 pii (320 kPa) ASTM F2648 - 2â€-60â€ (50 to 1500 mm) Annular Corrugated Profile Wall PE Pipe and Fittings for Land Drainage BELL 4" (100 mm) 0494WT 12" (300mm) 1299WT 6" (150 mm) 0694WT 12" (300 mm) 50 pii (345 kPa) 46 pii (320 kPa) ASTM F667 - 3â€-24â€ (75 to 600 mm) Corrugated Polyethylene Pipe and Fittings Size Code 8" (200 mm) 0894WT * See Watertight fitting kits notes below CSA B182.8 - 4â€-60â€ (100 to 1500 mm) Profile Polyethylene (PE) Storm Sewer and Drainage Pipe and Fittings 4" (100 mm) 0432WT 10" (250 mm) 1094WT 6" (150 mm) 0632WT 12" (300 mm) 1294WT APPLICATIONS NyloplastÂ® Fittings Small diameter N-12 makes possible a complete drainage system from the top of SUSTAINABILITY WATERTIGHT FITTING KIT the building to the storm sewer including: 12" INJECTION MOLDED TEE SHORT STUB OF 12" HDPE WITH VALLEY GASKETS NOT The 2018 Life Cycle Assessment of North American Municipal Stormwater Pipe Systems shows that corrugated HDPE INCLUDED WITH ITEM NUMBER 12" X 10" TEE SIZE CONSISTS OF TEE + REDUCER PROD. CODE BXB REDUCER pipe has the lowest global warming potential when compared with other pipe materials. At ADS, sustainability is at Tee, 10" x 4" (250 mm x 100 mm) 1062WT 10" x 8" + 0874WT 8" x 4" 1060WT the core of who we are and what we do. Tee, 12" x 4" (300 mm x 100 mm) 1262WT 12" x 8" + 0874WT 8" x 4" 1260WT 6th Largest 1,2 TM Tee, 12" x 10"(300 mm x 250 mm) 1264WT 12" + 1210WT 12" x 10" 1263WT Our MEGA GREEN >400 million BXB REDUCER CAN BE ROTATED FOR CONCENTRIC (SPRINGLINE) pipe contains >60% pounds Recycling OR ECCENTRIC (FLOWLINE) LOCATIONS WYE SIZE CONSISTS OF WYE + REDUCER PROD. CODE recycled HDPE Company of plastic is kept from material Wye, 10" x 4" (250 mm x 100 mm) 1082WT 10" x 8" + 0874WT 8" x 4" 1080WT in North America Wye, 10" x 6" (250 mm x 150 mm) 1082WT 10" x 8" + 0876WT 8" x 6" 1081WT Wye, 12" x 4" (300 mm x 100 mm) 1282WT 12" x 8" + 0874WT 8" x 4" 1280WT INSERTA TEEÂ® Wye, 12" x 10"(300 mm x 250 mm) 1284WT 12" + 1210WT 12" x 10" 1283WT3 1 Additional pipe stub not shipped with item number. Order this pipe separately. 2 12" x 10" Tee: order 1264 (WT or ST) 12" x 12" Tee, 1210WT 12" x 10" Bell/Bell Reducer, and approximately 15" of 12" diameter dual wall pipe to make the connection between the two bell ends. 3 12" x 10" Wye: order 1284 (WT or ST) 12" x 12" Wye, 1210WT 12" x 10" Bell/Bell Reducer, and approximately 15" of 12" diameter dual wall pipe to make the connection between the two bell ends. THE MOST ADVANCED NAME IN WATER MANAGEMENT SOLUTIONS Â® ADDITIONAL CONNECTION OPTIONS ADS â€œTerms and Conditions of Saleâ€ are available on the ADS website, www.ads-pipe.com Advanced Drainage Systems, the ADS logo, the Green Stripe, and N-12Â® are registered trademarks of Advanced Drainage Systems, Inc. Nyloplast is a registered trademark of Nyloplastm Inc. INSERTA TEE Besides injection molded HDPE fittings, ADS offers a full line of products to make your small diameter pipe is a registered trademark of Inserta Fittings, Inc. Â© 2019 Advanced Drainage Systems, Inc. #10484 04/19 CS connections watertight, fast, and economical. Nyloplast provides a complete offering of PVC fittings, including downspout connections and cleanouts, that are adaptable to just about any pipe material including HDPE. Connections to the main pipelines of all diameters are also made easy with INSERTA TEE taps to connect 4â€-24â€ (100-600 mm) diameter lateral pipes. NYLOPLAST DOWNSPOUT ADAPTER WITH CLEAN OUT AND INSERTA TEE Small Diameter N-12 Â® Pipe and Fittings INSERTA TEE TEE TAP DIAMETER 4â€ (100 mm) INSERTA 6â€ (150 mm) INSERTA 8â€ (200 mm) INSERTA Mainline Pipe Diameter TEE Tap Diameter TEE Tap Diameter TEE Tap Diameter 12-15" (300-375 mm) 4N12MF12-15N12 6N12MF12-15N12 8N12MF12-15N12 18-24" (450-600 mm) 4N12MF18-24N12 6N12MF18-24N12 8N12MF18-24N12 30-48" (750-1200 mm) 4N12MF30-48N12 6N12MF30-48N12 8N12MF30-48N12 54-60" (1350-1500 mm) 4N12MF54-60N12 6N12MF54-60N12 8N12MF54-60N12 DOWNSPOUT ADAPTERS CLEAN OUTS Advanced Drainage Systems, Inc. Product Description Part Number Product Description Part Number 4640 Trueman Blvd. Hilliard, OH 43026 4x4x4â€ (100x100x100 mm) Downspout Adapter 0444FH 4â€ (100 mm) Clean Out 0474AG 1-800-821-6710 4x6x6â€ (100x150x150 mm) Downspout Adapter 0466FH 6â€ (150 mm) Clean Out 0674AG www.ads-pipe.com 6x6x6â€ (150x150x150 mm) Downspout Adapter 0666FH 8â€ (200 mm) Clean Out 0874AG www.ads-pipecanada.ca 6x6x8â€ (150x150x200 mm) Downspout Adapter 0668FH 10â€ (250 mm) Clean Out 1074AG 8x8x8â€ (200x200x200 mm) Downspout Adapter 0888FH 12â€ (300 mm) Clean Out 1274AG THE MOST ADVANCED NAME IN WATER MANAGEMENT SOLUTIONS Â® THE MOST ADVANCED NAME IN WATER MANAGEMENT SOLUTIONS Â® THE MOSThe Most T ADVAdvancedANCED NAName in Drainage ME IN WATER MANAGESystemsMENT SÂ®OLUTIONS Â® ADDITIONAL CONNECTION OPTIONS ADS â€œTerms and Conditions of Saleâ€ are available on the ADS website, www.ads-pipe.com Advanced Drainage Systems, the ADS logo, the Green Stripe, and N-12Â® are registered trademarks of Advanced Drainage Systems, Inc. Nyloplast is a registered trademark of Nyloplastm Inc. INSERTA TEE Besides injection molded HDPE fittings, ADS offers a full line of products to make your small diameter pipe is a registered trademark of Inserta Fittings, Inc. Â© 2019 Advanced Drainage Systems, Inc. #10484 04/19 CS connections watertight, fast, and economical. Nyloplast provides a complete offering of PVC fittings, including downspout connections and cleanouts, that are adaptable to just about any pipe material including HDPE. Connections to the main pipelines of all diameters are also made easy with INSERTA TEE taps to connect 4â€-24â€ (100-600 mm) diameter lateral pipes. NYLOPLAST DOWNSPOUT ADAPTER WITH CLEAN OUT AND INSERTA TEE Small Diameter N-12 Â® Pipe and Fittings INSERTA TEE TEE TAP DIAMETER 4â€ (100 mm) INSERTA 6â€ (150 mm) INSERTA 8â€ (200 mm) INSERTA Mainline Pipe Diameter TEE Tap Diameter TEE Tap Diameter TEE Tap Diameter 12-15" (300-375 mm) 4N12MF12-15N12 6N12MF12-15N12 8N12MF12-15N12 18-24" (450-600 mm) 4N12MF18-24N12 6N12MF18-24N12 8N12MF18-24N12 30-48" (750-1200 mm) 4N12MF30-48N12 6N12MF30-48N12 8N12MF30-48N12 54-60" (1350-1500 mm) 4N12MF54-60N12 6N12MF54-60N12 8N12MF54-60N12 DOWNSPOUT ADAPTERS CLEAN OUTS Advanced Drainage Systems, Inc. Product Description Part Number Product Description Part Number 4640 Trueman Blvd. Hilliard, OH 43026 4x4x4â€ (100x100x100 mm) Downspout Adapter 0444FH 4â€ (100 mm) Clean Out 0474AG 1-800-821-6710 4x6x6â€ (100x150x150 mm) Downspout Adapter 0466FH 6â€ (150 mm) Clean Out 0674AG www.ads-pipe.com 6x6x6â€ (150x150x150 mm) Downspout Adapter 0666FH 8â€ (200 mm) Clean Out 0874AG www.ads-pipecanada.ca 6x6x8â€ (150x150x200 mm) Downspout Adapter 0668FH 10â€ (250 mm) Clean Out 1074AG 8x8x8â€ (200x200x200 mm) Downspout Adapter 0888FH 12â€ (300 mm) Clean Out 1274AG THE MOST ADVANCED NAME IN WATER MANAGEMENT SOLUTIONS Â® THE MOST ADVANCED NAME IN WATER MANAGEMENT SOLUTIONS Â® THE MOSThe Most T ADVAdvancedANCED NAName in Drainage ME IN WATER MANAGESystemsMENT SÂ®OLUTIONS Â® DUAL WALL SNAP END CAP 6" - 10" DIAMETER PART # PIPE SIZE A B C 6 in 8.6 in 7.0 in 7.6 in 0667AA (150 mm) (218 mm) (177 mm) (194 mm) 8 in 9.6 in 9.2 in 10.1 in 0867AA (200 mm) (245 mm) (233 mm) (257 mm) 10 in 10.8 in 11.6 in 12.1 in 1067AA (250 mm) (273 mm) (294 mm) (308 mm) DRAWING #: 2115 DRAWN BY: JCB 09.05.06 APPROVED BY: JCB 06.25.07 NOTE: ALL FITTINGS DIMENSIONS ARE FOR REFERENCE ONLY REVISIONS: NJP 06.13.07 NOTES: Non-skid pattern (TYP) OLYMPIC FOUNDRY INC. APWA standard plan #42 24" X 6" LOCKING MANHOLE RING & COVER MATL: Cast Iron ASTM A48, CL30 RATING: H-20 PART NO. MH30A D/T APPROX WT: Ring 210 Lbs, Cover 150 Lbs REV: A DATE: 6/23/2007 New border REV A DOCUMENT APPROVED DWN: CL DATE: 6/23/2003 TOLERANCE REV: DATE: XX +- .1 BY: DATE: XXX +- .06 CHKD: CL DATE: 6/23/2003 DWG #: MH30A DT SCALE: N/A SHEET: 1 OF 1 XXXX +- .030 < +- 2 DEG SANITARY SEWER Heritage Plasticsâ„¢ PVC Gasketed Sewer Pipe â€¢ ASTM D 3034 SDR 35 â€¢ Gasketed bells â€¢ 14 and 20-foot lay lengths â€¢ OD bevel on spigot â€¢ Green in color Average Approximate Weight Standard Crate Trade Part Length O.D. per 100â€™ Quantity Size Number (feet) (inches) (lbs) (feet) 3040014G 14 1,176 4 4.215 107 3040020G 20 1,680 3060014G 14 490 6 6.275 244 3060020G 20 700 3080014G 14 280 8 8.400 445 3080020G 20 400 10 30100014G 14 10.500 699 154 12 30120014G 14 12.500 1,003 154 15 30150014G 14 15.300 1,491 112 NOTE: Special orders are non-cancelable, non-returnable and non-refundable. heritageplastics.com 14 PRODUCT SPECIFICATIONS DETECTABLE MARKING TAPE PRODUCT TYPE: Detectable Marking Tape DESCRIPTION: Christyâ€™sâ„¢ 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. We recommend bury depths of: TAPE WIDTH 2â€ 3â€ 6â€ 12â€ or wider TAPE BURY DEPTH 6â€ - 18â€ 6â€ - 28â€ 6â€ - 36â€ 6â€ - 36â€ SPECIFICATIONS & INDUSTRY LISTINGS: Christyâ€™sâ„¢ Detectable Tape Must Be Buried Flat For Maximum Detectability and Line Protection. Christyâ€™sâ„¢ DETECTABLE marking tape shall consist of a minimum 5.0 mil (0.0050â€) overall thickness; five-ply composition; ultra-high molecular weight; 100% virgin polyethylene; acid, alkaline and corrosion resistant. Elongation properties shall be in accordance with ASTM D882-80A and shall be: 80% MD and 135%TD. The tape shall have a minimum 20 gauge (0.0020â€) solid aluminum foil core, adhered to a 2.55 mil (0.00255â€) polyethylene backing. Tape color and legend combination shall be in accordance with A.P.W.A. or local requirements. The color shall be ___________. The legend shall read____________ _____. The tape printing shall be buried beneath the top protective layer. The tape tensile strength shall be in accordance with ASTM D882-80A and be not less than 7,800 PSI. The tape shall remain flexible as measured by ASTM D671-76 pliable hand value. Tape width shall be _______. (For best results we recommend a tape width at least 3/4 of the diameter of the pipeline being protected. A 4â€ diameter line would use 3â€ or wider tape for optimum protection). Standard widths are 2â€,3â€,6â€,12â€ and 24â€. The tape shall be manufactured by T. Christy Enterprises, Inc. (800-258-4583).The model number shall be _________________ (TA-DT-XX-XXX). (See model number designations on the following page). Â©T. Christy Enterprises October 2003 T. Christy Enterprises, Inc., 655 E. Ball Road, Anaheim, CA 92805-5910 â€¢ 800-BLU-GLUE â€¢ (714) 507-3300 â€¢ FAX (714) 507-3310 Special and Custom Legends: Christyâ€™sâ„¢ also offers a full range of non-standard legend/color combinations in addition to the combinations listed below, including specialty applications such as Telemetry, Irrigation and additional water line wording. All standard combinations listed are available in at least one color/width combination. We also offer specific agency legends, designations or color combinations. Custom legends can also include the use of specific wording, insignias and phone numbers. Call our product specialists with your unique requirements. Standard Color/Legend Combinations Color Legend Suffix Blue Caution Irrigation Line Buried Below BI Blue Caution Non-Potable Water Line Buried Below BNP Blue Caution Potable Water Line Buried Below BPW Blue Caution Water Line Buried Below BW Brown Caution Force Main Buried Below BFM Brown Caution Sludge Line Buried Below BSL Green Caution Force Main Buried Below GFM Green Caution Irrigation Line Buried Below GI Green Caution Non-Potable Line Buried Below GNP Green Caution Potable Line Buried Below GPW Green Caution Raw Water Line Buried Below GRAW Green Caution Sewer Line Buried Below GS Green Caution Storm Drain Buried Below GSTDR Orange Caution Fiber Optic Line Buried Below OFO Orange Caution Telephone Line Buried Below OT Purple Caution Recycled/Reclaimed Water Line Buried Below PRW Purple Caution Bilingual Reclaimed Water Line Buried Below PBI Red Caution Electric Line Buried Below RE Red Caution Fire Line Buried Below RF Red Danger Do Not Enter (above or below ground) DNG Yellow Caution Caution Caution(above or below ground) CTN Yellow Caution Gas Line Buried Below YG NOTE: Not All Widths Are Available As Standard For The Above Stock Color/Legend Combinations In De- tectable tape. Consult T. Christy for Stock Availability Of Specific Products. Non-Stock Combinations Will Be Considered Special Orders And Subject To Minimum Requirements. Model Number Designations EX: TA-DT-2-PRW (2â€ Detectable Purple Reclaimed Water) TA-DT-XX-XXX Legends BI-Bilingual Reclaimed CTN - Caution DNG - Danger Width of Tape Color E-Electric (2â€,3â€,6â€,12â€, B-Blue F-Fire 24â€ or Custom) R-Red FM-Force Main G-Green FO-Fiber Optic BR-Brown G-Gas P-Purple I-Irrigation Y-Yellow NPW-Non-Potable Water PW-Potable Water W-White RAW-Raw Water O-Orange RW-Reclaimed Water S-Sewer SL-Sludge STDR-Storm Drain T-Telephone TT-Telemetry W-Water 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 4â€ (100mm) through 12â€ (300mm) diameter. Fabricated Fittings are produced in sizes 4â€ (100mm) through 36â€ (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, â€œPVCâ€, company name or logo, PSM and the ASTM specification number (D 3034, F 1336 or F679). The fittings and/or packaging shall include the manufacturerâ€™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 Â½% 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 12â€ (305mm) over the fittings and between the trench walls shall be applied in accordance with the engineersâ€™ 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 Â¼â€ per foot (20.8mm/meter) for 4â€ (100mm) nominal pipe and 1/8â€ (10.4mm/meter) per foot for 6â€ (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 â€œFrench Drainâ€. 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 4â€ (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 manufacturerâ€™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 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 4â€ (100mm) through 12â€ (300mm) diameter. Fabricated fittings are produced in sizes 4â€ (100mm) through 36â€ (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: 4â€ â€“ 5â€ 150 Ft-Lbs 6â€ â€“ 8â€ 210 Ft-Lbs 10â€ â€“ 36â€ 220 Ft-Lbs (100mm â€“ 125mm 203 J) (150mm â€“ 200mm 284 J) (250mm â€“ 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: 4â€ 50 Ft-Lbs 6â€ â€“ 8â€ 75 Ft-Lbs 10â€ â€“ 12â€ 90 Ft-Lbs (100mm 68 J) (150mm â€“ 200mm 102 J) (250mm â€“ 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 NOTES: Non-skid pattern (TYP) OLYMPIC FOUNDRY INC. APWA standard plan #42 24" X 6" LOCKING MANHOLE RING & COVER MATL: Cast Iron ASTM A48, CL30 RATING: H-20 PART NO. MH30A D/T APPROX WT: Ring 210 Lbs, Cover 150 Lbs REV: A DATE: 6/23/2007 New border REV A DOCUMENT APPROVED DWN: CL DATE: 6/23/2003 TOLERANCE REV: DATE: XX +- .1 BY: DATE: XXX +- .06 CHKD: CL DATE: 6/23/2003 DWG #: MH30A DT SCALE: N/A SHEET: 1 OF 1 XXXX +- .030 < +- 2 DEG Twist-Tite Mechanical Plugs The Twist Mechanical Test Plug is designed for use in standard sized DWV piping for the purpose of blocking or testing of the system. An over-sized wing nut with a wrench pad makes installation easy. Manufactured of high impact ABS, with a steel plated screw, and a zinc nut, this product is rust and corrosion resistant. The sealing gasket is neoprene. End of Pipe Inside Pipe Maximum Back Pipe Use Range End of Pipe Pressure Minimum Maximum Nominal Bypass Water Shipping Product Pipe Pipe Air Units/ Size Size Head Model # Weight Code Diameter Diameter (psig) Case (inches) (inches) (feet) (pounds) (inches) (inches) 1 1/2 83591 1.48 1.65 None 40 5 MWN 1 10 2 2 83592 1.90 2.17 None 40 5 MWN 2 10 2 3 83593 2.80 3.10 None 40 5 MWN 3 10 4 4 83594 3.78 4.06 None 40 5 MWN 4 10 6 6 83596 5.77 6.08 None 30 5 MWN 6 5 8 8 83598 7.76 8.03 None 30 5 MWN 8 5 12 Inside Pipe 4 83595 3.78 4.06 None 40 5 MWN 9 10 6 6 83597 5.77 6.08 None 30 5 MWN 10 5 8 8 83599 7.76 8.03 None 30 5 MWN 11 5 12 IPS CORPORATION Specifications subject to change without notice. NOTES: OLYMPIC FOUNDRY INC. 11" X 8" LOCKING CLEAN-OUT RING & COVER MATL: Cast Iron ASTM, A48, CL30 RATING: H-20 PART NO. M1025 APPROX WT: Ring 70 Lbs, Cover 40 Lbs REV: A DATE: 7/16/2003 New border REV A DOCUMENT APPROVED DWN: CL DATE: 7/16/2003 TOLERANCE REV: DATE: XX +- .1 BY: DATE: XXX +- .06 CHKD: CL DATE: 7/16/2003 DWG #: M1025 SCALE: N/A SHEET: 1 OF 1 XXXX +- .030 < +- 2 DEG WATER MAIN SUBMITTAL INFORMATION Stainless Steel Tapping Sleeve 4"-12" - (FTSS-xxx-x style) TAPPING SLEEVE WITH STAINLESS STEEL OR CARBON STEEL FLANGE A Flange - 18-8 Type 304 Outlet Pipe - Schedule 5. Type 304 3/4-14 No-Lead B stainless steel with recess per stainless steel except 4" is Schedule 10 Brass Test Plug MSS SP60 to accept standard E tapping valves. Flange conforms Outlet Gasket - Virgin Buna-N com- to AWWA C228 Class D ANSI pounded for water service, per ASTM 150# drilling. Optional carbon D2000. Outlet gasket assures com- steel flange, per AWWA C207, C plete seal of outlet area. is available. Full Gasket - Gridded virgin SBR com- Bolts, Nuts, & Washers - pounded for water service, per ASTM Type 304 stainless D2000. Full gasket gives 360Â° pipe steel. Heavy hex nuts coverage. and washers are coated to prevent galling and Armors - Heavy gage stainless maximize bolt efficiency. steel are vulcanized to gasket and recessed to bridge the gap D 3/16" lug (1/4" lug if using a 3/4" bolt) between lugs. NOM. FLANGED NOMINAL DIMENSIONS - INCHES SADDLE STRAP SLEEVE CATALOG APPROX. BOLT âœ“ SUBMITTED PIPE BY OUTLET THICKNESS THICKNESS O.D. RANGE NUMBER WT. AB C D E SIZE ITEM(S) SIZE SIZE* (GAGE) (GAGE) 4.50-4.80 FTSS-480- 3" 36 4-1/64" 3-1/4" 5-3/16" 15" .28 4.80-5.00 FTSS-500- 4" 5.10-5.30 FTSS-530- 4" 38 5-1/64" 4-1/4" 5-3/16" 15" .28 5.20-5.40 FTSS-540- 6.63-7.00 FTSS-700- 3" 40 4-1/64" 3-1/4" 5-3/16" 15" .28 6" 6.90-7.30 FTSS-730- 4" 42 5-1/64" 4-1/4" 5-3/16" 15" .28 7.30-7.50 FTSS-750- 6" 47 7-1/64" 6-13/32" 5-1/2" 15" .34 8.63-9.05 FTSS-905- 3" 40 4-1/64" 3-1/4" 5-3/16" 15" .28 5/8"x6-1/2" 9.05-9.30 FTSS-930- 4" 42 5-1/64" 4-1/4" 5-3/16" 15" .28 8" 9.30-9.60 FTSS-960- 6" 49 7-1/64" 6-13/32" 5-1/2" 15" .34 9.45-9.75 FTSS-975- 8" 75 9-1/64" 8-13/32" 5-5/8" 20" .34 .105" (12) .075" (14) 3" 44 4-1/64" 3-1/4" 5-3/16" 15" .28 10.75-11.10 FTSS-1110- 4" 47 5-1/64" 4-1/4" 5-3/16" 15" .28 11.10-11.40 FTSS-1140- 10" 6" 53 7-1/64" 6-13/32" 5-1/2" 15" .34 11.40-11.70 FTSS-1170- 8" 79 9-1/64" 8-13/32" 5-5/8" 20" .34 11.85-12.15 FTSS-1215- 10" 99 11-1/64" 10-31/64" 6-1/8" 20" .34 3/4" x 8-1/2" 3" 44 4-1/64" 3-1/4" 5-3/16" 15" .28 12.75-13.20 FTSS-1320- 4" 50 5-1/64" 4-1/4" 5-3/16" 15" .28 5/8"x6-1/2" 13.20-13.50 FTSS-1350- 6" 55 7-1/64" 6-13/32" 5-1/2" 15" .34 12" 13.50-13.80 FTSS-1380- 8" 86 9-1/64" 8-13/32" 5-5/8" 20" .34 14.10-14.40 FTSS-1440- 10" 104 11-1/64" 10-31/64" 6-1/8" 20" .34 3/4" x 8-1/2" 12" 138 13-1/64" 12-27/64" 6-1/4" 24" .34 * To order: Add Flanged Outlet Size to catalog number. Example: The complete FTSS catalog number for a 6" pipe (6.90 O.D.) with a 4â€ stainless steel flange is FTSS-730-4. For a carbon steel flange, add â€œAâ€ to the catalog number. Example: FTSS-710-4A FEATURES â€¢ Body, Straps and UNC threaded bolts are made of 18-8 Type 304 stainless steel. Flange can be either Stainless Steel or ASTM A36 Carbon Steel. All sleeves are fully passivated for corrosion resistance. â€¢ Stainless steel plug available add "-SP" to part number â€¢ Meets AWWA C223 â€¢ Tapping Sleeves rated for 250 psi working pressure on 4"-12" â€¢ UL Classified to ANSI/NSF Standard 61 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 http://www.fordmeterbox.com 01/25/14 Water Distribution Solutions FlowMasterÂ® Gate Valve FLOWMaSteRÂ® ReSiLient WeDGe Gate VaLVe 2â€ Operating/Wrench nut external Stem Seal Bolted to top of squared off stem. Designed to prevent sand or grit from working (Optional hand wheels available.) between the stem and seal plate. triple O-Ring Seal Bolts Three Stem Seal O-rings; two in the seal plate, All nuts and bolts come which are replaceable with the valve in the full standard as 304 stainless open position at rated working pressure, and steel (316 stainless steel one under the stem thrust collar. is optional). Stem 2" - 16" have high strength manganese bronze stem (with integral thrust collar) and stem nut. thrust Washers epoxy Coating Two thrust washers ensure easy low torque Fusion bonded epoxy coating provides operation and years of outstanding corrosion resistance on all trouble-free operation. surfaces inside and out per AWWA C550 and is NSF 61 certified. C515 Ductile iron Construction All ductile iron body, bonnet and seal plate features the corrosion resistance and long service life of gray iron, but also increased strength, toughness and impact resistance with less weight. Pressure rated for 250 psi and tested for 500 psi performance, which meets or exceeds AWWA C515. All cast components are made in the USA. Ductile Wedge The wedge is ductile iron and is fully rubber encapsulated meeting the requirements of ASTM D429. A ductile wedge is better able to handle waterline pressure and surges, while the permanent rubber coating ensures a watertight seal. Wedge Guides Specially designed to reduce input torque required for operation and resist interference from debris in the waterway and protects the wedge from wear after years of service. Full Diameter Waterway 10 year Oversized for smooth unobstructed flow and Limited will accommodate full sized shell cutter. Warranty UL/FM All valves are manufactured to meet Underwriters Laboratories 262 and Factory end Connections Mutual 1130. 4", 6", 8" valves are UL listed and Available in 2"-24" sizes. See page 15 for available end connections. 4"-12" are FM approved. 12 ejco.com 800 626 4653 Water Distribution Solutions FlowMasterÂ® Gate Valve FlowMasterÂ® Valve Parts (2"-16") 17 FlowMasterÂ® Valve Parts item no. Qty. Part name and Description Material 13 1* 1 Body Ductile Iron 2* 1 Bonnet Ductile Iron 6 3 1 Rubber Encapsulated Ductile Iron/ Ductile Wedge Synthetic Rubber 15 4* 1 Seal Plate Ductile Iron 5 1 Stem Manganese Bronze 10 6 1 Operating Nut Gray Iron 8 7 1 Stem Nut Manganese Bronze 8 1 Seal Plate O-ring Rubber, Buna-N 14 9 1 Bonnet O-ring Rubber, Buna-N 11 10 3 Stem O-rings Rubber, Buna-N 11 1 Seal Plate Bolts Stainless Steel 12 1 Bonnet Bolts/Nuts Stainless Steel 13 1 Large Hex Cap Screw Stainless Steel 14 2 Thrust Washers Polymer 15 1 External Stem Seal Rubber, Buna-N 16 1 Wedge Guides Polymer 5 17 1 Dust Cap Rubber * Not Shown 14 10 7 12 9 16 FlowMasterÂ® valves incorporate quality parts and a simple design. Each valve is inspected and individually tested. 3 All FlowMasterÂ® valves are made and assembled in the USA. ejco.com 800 626 4653 13 Water Distribution Solutions FlowMasterÂ® Gate Valve FLOWMaSteRÂ® ReSiLient WeDGe Gate VaLVeS SaMPLe SPeCiFiCatiOn Valves shall be manufactured and tested to meet the requirements 2" - 16" valves must have two polymer thrust washers â€” one above of ANSI/AWWA C515. Valves shall meet or exceed the and one below the thrust collar. Stainless steel thrust washers are requirements of Underwriters Laboratories Standard UL262 and notÂ acceptable. Factory Mutual Standard 1130. All fasteners are to be 304 stainless steel. Socket head bolts shall The rated working pressure of the valve shall be 250 psi. not be allowed. If only two bolts are used to secure the seal plate, the bolts must be fastened to the bonnet with a drilled and tapped All valve component castings shall originate in the USA. hole in theÂ bonnet. The body, bonnet, wedge and seal plate shall be made of ductile The body, bonnet and seal plate shall be epoxy coated in iron in accordance with ASTM A536. The wedge shall be totally accordance with ANSI/AWWA C550 certified to NSF 61. This encapsulated in rubber. This rubber coating shall be permanently coating shall be on the interior and the exterior of the valve. The bonded to the ductile iron wedge casting and shall meet ASTM manufacturers name, valve size, year of manufacture, pressure D429 tests for rubber to metal bonding. No paint shall be allowed in rating ("250W"), C515 and "DI" shall be cast on the valve. the wedge and the wedge must not be hollow. Containment of the stem nut must only be on two sides, to facilitate easy removal. Each valve shall be tested in accordance with ANSI/AWWA C515, UL262 and FM1130. This shall include hydrostatic pressure testing There shall be three stem seal O-rings; two in the seal plate which at 500 psi. A certification of manufacture and testing shall be shall be replaceable with the valve in the full open position at provided at the municipalityâ€™s request. rated working pressure, and one under the stem thrust collar. All gaskets shall be O-ring seals. O-rings set in a cartridge shall not be All parts of valves to be considered must be manufactured, allowed. A grit seal must be present above the seal plate to prevent assembled and tested in the contiguous USA, and letters of dirt intrusion. certification must accompany any and all products at the request of municipality. Valves are to be open left (OL) or open right (OR). Operating nuts are to be painted black (OL) or painted red (OR). The NRS valves Valves shall be FlowMasterÂ®. shall be provided with a 2" square operating nut (2"-16"). 20" and 24" RW Gate Valves now available! Options Valves can be ordered with: Â· Bevel gear operator Â· Spur gear operator Â· Handwheel Â· 2" AWWA operating nut End Connections Â· MJ x MJ Â· FE x FE Â· MJ x FE Â· MJ x TAP Installation of our 24" Resilient Wedge Gate Valve. 14 ejco.com 800 626 4653 Water Distribution Solutions FlowMasterÂ® Gate Valve FLOWMaSteRÂ® VaLVe DiMenSiOnS anD aVaiLaBLe enD COnneCtiOnS FlowMaster Valve Dimensions and Available End Connections Size a B C D e F G H J K L M n O P Open 2" 10 5/8 3 1/2 8 1/2 3 7/8 5 7/8 10 3" 13 1/8 4 3/4 9 3/4 14 4" 15 4 5/16 9 5/16 5 1/16 2 1/2 10 5/16 4 3/8 11 *5 1/16 10 5/16 9 4 1/8 10 15/16 17 6" 18 9/16 4 9 5 1/4 2 1/2 11 1/4 4 11 1/8 5 1/4 11 1/4 10 1/2 4 3/8 11 3/4 20 8" 22 11/16 5 1/4 10 1/4 5 3/4 2 1/2 11 7/8 5 1/4 13 5 3/4 11 7/8 11 1/2 5 5/8 14 1/8 26 10" 27 6 7/8 11 5/8 6 1/2 3 1/2 13 1/2 6 7/8 15 5/8 6 1/2 13 1/2 13 5 5/8 15 9/16 32 12" 31 1/8 8 13 7 2 1/2 14 3/4 8 16 1/2 7 14 3/4 14 5 5/8 16 11/16 38 16" 39 1/2 14 1/2 21 3/4 8 1/2 3 1/2 19 3/8 10 5/8 21 8 1/2 19 3/8 17 51 20" 48 7/16 11 18 9 3 1/2 18 18 18 62 24" 57 16 23 10 3 1/2 21 1/2 21 1/2 20 74 Note: All dimensions are in inches. * 4" TYTONÂ® x FLANGE is 4 1/2" TYTONÂ® is a registered trademark of U.S. Pipe ejco.com 800 626 4653 15 Density 2.2 pcf (35.2 kg/m3) Maximum Loading 2.5 psi (17.5 kPa) Color Black, Natural ETHAFOAMâ„¢ 220 Polyethylene Foam ETHAFOAMâ„¢ 220 polyethylene foam is a Product Features strong, resilient, medium-density 2.2 pcf ETHAFOAMâ„¢ 220 polyethylene foam is a (35.2 kg/m3), closed-cell foam. It is ideally durable, lightweight, flexible, solid extruded suited as a component material in products product. As the properties listed on the reverse requiring a shock absorbing, vibration suggest, ETHAFOAM 220 offers excellent dampening, insulating and/or buoyancy strength, resistance to creep under load, component, and as a material for cushioning vibration and shock absorbency, and water components in packaging applications for resistance characteristics. loadings up to 2.5 psi (17.5 kPa). ETHAFOAM 220 is produced with Dowâ€™s ETHAFOAM 220 has outstanding recovery patented RapidRelease manufacturing process. characteristics that provide optimal cushioning RapidRelease technology delivers a higher protection against repeated impacts. It is ideal quality product with improved dimensional for cushion packaging and is used in many stability and safety. This process technology applications, including computer, automotive, incorporates a patented CFC- and HCFC-free construction and recreation. To achieve blowing agent system and an accelerated optimum performance, Dow recommends curing system that reduces residual blowing that qualified packaging engineers design the agents in ETHAFOAM products to trace total packaging solution. amounts. Sizes Available in Black (Planks): ETHAFOAM 220 meets the requirements 2" x 48" x 108" of the U.S. Clean Air Act Amendments. It is 4" x 48" x 108" easily fabricated, impervious to most chemicals, non-abrasive and performs consistently over a Sizes Available in Natural (Planks): wide range of temperatures. 1.5" x 48" x 108" 2" x 48" x 108" ETHAFOAM 220 is also reusable and 2.5" x 48" x 108" completely recyclable because it is made 3" x 48" x 108" 4" x 24" x 108" of non-crosslinked polyethylene. 4" x 48" x 108" Flammability Product Information ETHAFOAMâ„¢ 220 polyethylene foam has successfully passed FMVSS 302 flammability testing, conducted according to the U.S. Code of Federal Regulations, CFR 49. ETHAFOAM Â®â„¢Trademark of The Dow Chemical Company (â€œDowâ€) or an affiliated company of Dow Physical Properties of ETHAFOAMâ„¢ 220 Polyethylene Foam Physical Propertiesâ€ Test Method Direction Value Density ASTM D3575, Suffix W, pcf (kg/m3) Method B; ISO 845 2.2 (35.2) Compression Set ASTM D3575, Suffix B Vertical (50% compr.); < 20% EN/ISO 1856 (23ËšC, 25% compr.) < 10% Compressive Creep ASTM D3575, Suffix BB Vertical < 10% @ 2.5 psi (1000 hrs @ 73ËšF [23ËšC]) (17.5 kPa) Compressive Deflection ASTM D3575, Suffix D Average psi (kPa) @ 10% 7 (50) @ 25% 9 (65) @ 50% 18 (124) Thermal Stability ASTM D3575, Suffix S; < 1.5% ISO 2796 < 2% Thermal Conductivity ASTM D3575, Suffix V; Vertical BTUâ€¢in/hrâ€¢ft2â€¢ÂºF EN 28301; ISO 2581 (W/mÂºK) @ 75ËšF (24ËšC) 0.42 (0.06) @ 23ËšF (-5ËšC) 0.37 (0.05) Water Absorption ASTM D3575, Suffix L; lb/ft2 (kg/m2) ISO 2896; ASTM C272 0.3 (1.5) < 3% by volume Buoyancy ASTM D3575, Suffix AA pcf (kg/m3) 58 (930) Tensile Strength @ peak ASTM D3575, Suffix T; Average psi (kPa) ISO 1798 32 (220) Tensile Elongation ASTM D3575, Suffix T; Average 50% ISO 1798 Tear Strength ASTM D3575, Suffix G Average lb/in (N/mm) 10 (1.75) â€ The data presented for this product are for unfabricated ETHAFOAM polyethylene foam products. While values shown are typical of the product, they should not be construed as specification limits. For information on products, design assistance and testing services available from Dow, contact us at: Product Information 1-866-PKG-FOAMS (754-3626) or www.ethafoam.com NOTICE: No freedom from any patent owned by Dow or others is to be inferred. Because use conditions and applicable laws may differ from one location to another and may change with time, Customer is responsible for determining whether products and the information in this document are appropriate for Customerâ€™s use and for ensuring that Customerâ€™s workplace and disposal practices are in compliance with applicable laws and other government enactments. Dow assumes no obligation or liability for the information in this document. NO WARRANTIES ARE GIVEN; ALL IMPLIED WARRANTIES OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE ARE EXPRESSLY EXCLUDED. WARNING: ETHAFOAM polyethylene foam products are combustible and may constitute a fire hazard if improperly used or installed. During transportation, storage, installation and use, these products should not be exposed to open flame or other ignition sources. ETHAFOAM ETHAFOAM PACKAGING PRODUCTS THE DOW CHEMICAL COMPANY P.O. Box 1206 â€¢ Midland, MI 48641-1206 â€¢ USA www.ethafoam.com Â®â„¢Trademark of The Dow Chemical Company Printed in U.S.A. (â€œDowâ€) or an affiliated company of Dow Form No. 172-01379X-0506P&M Red Rubber UNITED Flange Accessory Packs BRAND Class 125 & Class 250 Red Rubber Ring and Full Face Flange 1/8â€ Full Face 1/8â€ Ring Type Size Red Rubber Red Rubber 1â€ FRP-010-* RRP-010-* 1-1/4â€ FRP-012-* RRP-012-* 1-1/2â€ FRP-015-* RRP-015-* 2â€ FRP-020-* RRP-020-* 2-1/2â€ FRP-025-* RRP-025-* 3â€ FRP-030-* RRP-030-* 4â€ FRP-040-* RRP-040-* 5â€ FRP-050-* RRP-050-* Red Rubber Flange Gaskets - Full Face and Ring 6â€ FRP-060-* RRP-060-* Type to ï¬ t ANSI B16.1-Class 125 Flanges. 8â€ FRP-080-* RRP-080-* 10â€ FRP-100-* RRP-100-* Reference Standard: ANSI B16.1 - Flange Dimen- 12â€ FRP-120-* RRP-120-* sions - Class 125 Material Standard: Red Rubber - ASTM D1330, 14â€ FRP-140-* RRP-140-* Grade II, SBR/Durometer 75+/-5 Shore A/Red Color 16â€ FRP-160-* RRP-160-* 18â€ FRP-180-* RRP-180-* Heavy Hex Head Bolts and Nuts 20â€ FRP-200-* RRP-200-* 24â€ FRP-240-* RRP-240-* Reference Standard: Heavy hex head steel bolts to ANSI B18.2.1 with heavy hex steel nuts to ANSI 30â€ FRP-300-* RRP-260-* B18.2.2. Bolts to be threaded to ANSI B1.1 uniï¬ ed 36â€ FRP-360-* RRP-280-* inch screw threads, Class 2A external & Class 2B in- 42â€ FRP-420-* RRP-300-* ternal. 48â€ FRP-480-* RRP-340-* Material Standard: to conform to ASTM A307 speci- ï¬ cation for carbon steel externally threaded standard fasteners, Grade B. Zinc plated - ASTM B633, Stain- *Add sufï¬ x: less Steel 304 & 316 Bolts - AASTM F593 Stainless â€œZâ€ for Zinc Plated. Steel 302 & 316 Nuts - ASTM F594 â€œ304â€ for 304 Stainless Steel â€œ316â€ for 316 Stainless Steel â€œ250â€ for Zinc Class 250 Flange Accessories NAPAC, Inc. 0113 229 Southbridge Street, Worcester, MA 01608 U.S.A. Tel: (800) 807-2215 â€¢ Fax: (800) 807-2214 â€¢ www.napacinc.com Seal-Tite Flange Gaskets UNITED ANSI B16.1 - 125# â€¢ ANSI B16.5 - 150# BRAND B.C. I.D. O.D. O.D. I.D. B A B Bolt holes A FULL FACE RING TYPE â€¢ Low Torque Sealing â€¢ Molded one piece gasket â€¢ SBR material -20oF ~ +180oF â€¢ Recommended for water and wastewater DIMENSIONS IN INCHES No. of Bolts Size of Bolt Nominal Part No. Part No. OD OD BC ID AB Holes Holes Size (Full Face) (Ring Type) (Full Face) (Ring Type) (Full Face) (Full Face) (Full Face) 2 FFG-050-150 RG-050-100 2.15 6.00 3.90 .16 .12 4.75 4 .75 251/2 F0FG-065-17 R3G-065-12 20.7 70.0 46.7 .21 .01 54 5.5 .7 3 FFG-080-188 RG-080-132 3.20 7.50 5.15 .16 .12 6.00 4 .75 40F2FG-100-21 R8G-100-16 30.9 80.5 66.3 .21 .01 78 5.5 .7 5 FFG-125-250 RG-125-194 5.07 10.00 7.60 .16 .12 8.50 8 .88 65F8FG-150-27 R1G-150-21 60.0 101.0 86.5 .21 .01 98 8.5 .8 8 FFG-200-340 RG-200-272 8.11 13.50 10.60 .16 .12 11.75 8 .88 100 F8FG-250-40 R6G-250-32 100.0 106.0 162.8 .21 .51 124.2 101.0 12 FFG-300-475 RG-300-378 12.09 19.00 14.75 .16 .12 17.00 12 1.00 154 F5FG-350-52 R2G-350-44 104.1 251.0 167.1 .21 .51 128.7 131.1 16 FFG-400-588 RG-400-510 16.19 23.50 19.90 .16 .12 21.25 16 1.13 158 F2FG-450-62 R5G-450-54 108.2 255.0 261.1 .21 .51 262.7 151.2 20 FFG-500-688 RG-500-606 20.28 27.50 23.60 .16 .12 25.00 20 1.25 204 F7FG-600-80 R4G-600-71 204.3 352.0 267.9 .21 .01 209.5 281.3 30 FFG-750-985 RG-750-875 30.98 38.75 34.50 .18 .14 36.00 28 1.38 356 F0FG-900-116 R4G-900-104 307.1 406.0 481.0 .41 .51 422.7 331.6 Form No. U0100A Note: Design subject to change without notice. NAPAC, Inc. 307 229 Southbridge Street, Worcester, MA 01608 U.S.A. Tel: (800) 807-2215 â€¢ Fax: (800) 807-2214 NOTES: OLYMPIC FOUNDRY INC. 24", 30" 36" VALVE BOX BASE MATL: Cast Iron ASTM A48, CL30 RATING: H-20 PART NO. 940 APPROX WT: 35 Lbs REV: A DATE: 7/16/2003 New border REV A DOCUMENT APPROVED DWN: CL DATE: 7/16/2003 TOLERANCE REV: DATE: XX +- .1 BY: DATE: XXX +- .06 CHKD: CL DATE: 7/16/2003 DWG #: 940 24 BOTTOM SCALE: N/A SHEET: 1 OF 1 XXXX +- .030 < +- 2 DEG NOTES: OLYMPIC FOUNDRY INC. 18" VALVE BOX TOP MATL: Cast Iron ASTM A48, CL30 RATING: H-20 PART NO. 940 APPROX WT: 33 Lbs REV: A DATE: 7/16/2003 New border REV A DOCUMENT APPROVED DWN: CL DATE: 7/16/2003 TOLERANCE REV: DATE: XX +- .1 BY: DATE: XXX +- .06 CHKD: CL DATE: 7/16/2003 DWG #: 940 18 TOP SCALE: N/A SHEET: 1 OF 1 XXXX +- .030 < +- 2 DEG NOTES: OLYMPIC FOUNDRY INC. DEEP SKIRT VALVE BOX COVER MATL: Cast Iron ASTM A48, CL30 RATING: H-20 PART NO. 940 DS APPROX WT: 12 Lbs REV: A DATE: 7/16/2003 New border REV A DOCUMENT APPROVED DWN: CL DATE: 7/16/2003 TOLERANCE REV: DATE: XX +- .1 BY: DATE: XXX +- .06 CHKD: CL DATE: 7/16/2003 DWG #: 940 DEEP SKIRT LID SCALE: N/A SHEET: 1 OF 1 XXXX +- .030 < +- 2 DEG TyTONÂ® JOINT PIPE ASSEMBLY INSTRUCTIONS Step 1. Thoroughly clean out the bell with special attention to the gasket recess. Remove any foreign material or excess paint. Clean the spigot or beveled plain end and remove any TytonÂ® Joint sharp edges with a standard file. Pipe Outside Pipe Size *dimensions In. Thickness In. diameter Step 2. After making sure that the correct gasket is In. being used, insert it into the recess in the bell From To In. A B with the small end of the gasket facing the bell 3 .25 .40 3.96 5.80 3.00 face. 4 .25 .41 4.80 7.10 3.15 6 .25 .43 6.90 8.63 3.38 8 .25 .45 9.05 10.94 3.69 Step 3. Apply lubricant to the inside surface of the 10 .26 .47 11.10 13.32 3.75 gasket, making sure that the entire surface is 12 .28 .49 13.20 15.06 3.75 coated. Apply a generous coating of lubricant 14 .28 .51 15.30 17.80 5.00 to the beveled portion of the plain end. 16 .30 .52 17.40 19.98 5.00 18 .31 .53 19.50 22.00 5.00 Step 4. Guide the plain end into the bell and, while 20 .33 .54 21.60 24.12 5.25 maintaining straight alignment, push the 24 .33 .56 25.80 28.43 5.50 plain end into the bell socket. Once the joint 30 .34 .63 32.00 35.40 6.55 is assembled, necessary deflection can be 36 .38 .73 38.30 41.84 7.00 accomplished. When assembly is complete, the *Nominal laying length is 18 ft. bell face should be aligned between the two white depth rings, for TytonÂ® Joints. FastiteÂ® Joints have only 1 assembly stripe. NEW JERSEY OHIO UTAH CANADA 183 Sitgreaves St. 2266 S. 6th St. 1401 E 2000 S. 1757 Burlington St. E Phillipsburg, NJ 08865 Coshocton, OH 43812 Provo, UT 84603 Hamilton, ON L8N-3R5 908-454-1161 740-622-6651 801-373-6910 905-547-3251 mcwaneductile.com mcwaneductile.com mcwaneductile.com canadapipe.com NSF 61 ISO 9001 ATLANTIC STATES CLOW WATER PACIFIC STATES CANAdA PIPE mCWANE CAST IRON PIPE CO.NSF 61SySTEmS COmPANISO 9001y CAST IRON PIPE CO.DIPRACOmPANy ULC CAST IRON PIPE CO. dIPRA 183 Sitgreaves St. 2266 S. 6th St. 1401 E 2000 S. 1757 Burlington St. E 1201 Vanderbilt Road Phillipsburg, NJ 08865 Coshocton, OH 43812 Provo, UT 84603 Hamilton, ON L8N-3R5 Birmingham, AL 35234 908-454-1161 740-622-6651 801-373-6910 905-547-3251 205-322-3521 atlanticstates.com clowwater.com pscipco.com canadapipe.com mcwanepipe.com DImENSION AND WEIGHTS FOR SPECIAL CLASSES OF PUSH-ON JOINT AND mECHANICAL JOINT DUCTILE IRON PIPE Thickness Nominal Wt. of Barrel TytonÂ® Joint Pipe Size In. OD* In. Class Thickness In. Per Ft. â€ Lb. Wt. of Bell Lb. Wt. Per Lgth.â€ Lb. Avg. Wt. Per Ft.â€¡ Lb. 3 52 .28 3.96 9.90 9 205 10.40 3 54 .34 3.96 11.80 9 245 12.20 4 51 .26 4.80 11.30 11 235 11.80 4 52 .29 4.80 12.60 11 265 13.20 4 53 .32 4.80 13.80 11 285 14.40 4 54 .35 4.80 15.00 11 310 15.60 6 50 .25 6.90 16.00 13 300 16.70 6 51 .28 6.90 17.80 13 335 18.50 6 52 .31 6.90 19.60 13 365 20.30 6 53 .34 6.90 21.40 13 400 22.10 6 54 .37 6.90 23.20 13 430 23.90 6 55 .40 6.90 25.00 13 465 25.70 6 56 .43 6.90 26.70 13 490 27.40 8 50 .27 9.05 22.80 20 430 23.90 8 51 .30 9.05 25.20 20 480 26.30 8 52 .33 9.05 27.70 20 525 28.80 8 53 .36 9.05 30.10 20 570 31.20 8 54 .39 9.05 32.50 20 610 33.60 8 55 .42 9.05 34.80 20 650 35.90 8 56 .45 9.05 37.20 20 695 38.30 10 50 .29 11.10 30.10 27 575 31.60 10 51 .32 11.10 33.20 27 630 34.70 10 52 .35 11.10 36.20 27 685 37.70 10 53 .38 11.10 39.20 27 740 40.70 10 54 .41 11.10 42.10 27 790 43.60 10 55 .44 11.10 45.10 27 845 46.60 10 56 .47 11.10 48.00 27 900 49.50 12 50 .31 13.20 38.40 31 735 40.10 12 51 .34 13.20 42.00 31 800 43.70 12 52 .37 13.20 45.60 31 865 47.30 12 53 .40 13.20 49.20 31 930 50.90 12 54 .43 13.20 52.80 31 995 54.50 12 55 .46 13.20 56.30 31 1055 58.00 12 56 .49 13.20 59.90 31 1120 61.60 14 50 .33 15.30 47.50 59 915 50.80 14 51 .36 15.30 51.70 59 990 55.00 14 52 .39 15.30 55.90 59 1065 59.20 14 53 .42 15.30 60.10 59 1140 63.40 14 54 .45 15.30 64.20 59 1215 67.50 ATLANTIC STATES 14 55 .48 15.30 68.40 59 1290 71.70 CAST IRON PIPE CO. 14 56 .51 15.30 72.50 59 1365 75.80 16 50 .34 17.40 55.80 65 1070 59.40 183 Sitgreaves St. 16 51 .37 17.40 60.60 65 1155 64.20 Phillipsburg, NJ 08865 908-454-1161 16 52 .40 17.40 65.40 65 1240 69.00 atlanticstates.com 16 53 .43 17.40 70.10 65 1325 73.70 16 54 .46 17.40 74.90 65 1415 78.50 CLOW WATER 16 55 .49 17.40 79.70 65 1500 83.30 16 56 .52 17.40 84.40 65 1585 88.00 SySTEmS COmPANy 18 50 .35 19.50 64.40 74 1235 68.50 2266 S. 6th St. 18 51 .38 19.50 69.80 74 1330 73.90 Coshocton, OH 43812 18 52 .41 19.50 75.20 74 1430 79.30 740-622-6651 18 53 .44 19.50 80.60 74 1525 84.70 clowwater.com 18 54 .47 19.50 86.00 74 1620 90.10 18 55 .50 19.50 91.30 74 1715 95.40 PACIFIC STATES 18 56 .53 19.50 96.70 74 1815 100.80 CAST IRON PIPE CO. 20 50 .36 21.60 73.50 80 1405 77.90 1401 E 2000 S. 20 51 .39 21.60 79.50 80 1510 83.90 Provo, UT 84603 20 52 .42 21.60 85.50 80 1620 89.90 801-373-6910 20 54 .48 21.60 97.50 80 1835 101.90 NEW JERSEY OHIO pscipco.com UTAH 20 55 .51 21.60 103.40 80 1940 107.80 183 Sitgreaves St. 2266 S. 6th St. 1401 E 2000 S. 20 56 .54 21.60 109.30 80 2045 113.70 Phillipsburg, NJ 08865 Coshocton, OH 43812CANADA PIPE Provo, UT 84603 24 50 .38 25.80 92.90 101 1775 98.50 908-454-1161 740-622-6651COmPANy ULC 801-373-6910 24 51 .41 25.80 100.10 101 1905 105.70 mcwaneductile.com mcwaneductile.com1757 Burlington St. Emcwaneductile.com 24 52 .44 25.80 107.30 101 2030 112.90 Hamilton, ON L8N-3R5 24 53 .47 25.80 114.40 101 2160 120.00 905-547-3251 24 54 .50 25.80 121.60 101 2290 127.20 canadapipe.com 24 55 .53 25.80 128.80 101 2420 134.40 24 56 .56 25.80 135.90 101 2545 141.50 mCWANE 30** 50 .39 32.00 118.50 170 2305 127.90 CAST IRON PIPE CO. 30** 51 .43 32.00 130.50 170 2520 139.90 CANADA 1201 Vanderbilt Road 30** 52 .47 32.00 142.50 170 2735 151.90 1757 Burlington St. E Birmingham, AL 35234 30** 53 .51 32.00 154.40 170 2950 163.80 Hamilton, ON L8N-3R5 205-322-3521 30** 54 .55 32.00 166.30 170 3165 175.70 905-547-3251 mcwanepipe.com 30** 55 .59 32.00 178.20 170 3380 187.60 canadapipe.com 30** 56 .63 32.00 190.00 170 3590 199.40 36** 50 .43 38.30 156.50 239 3055 169.80 36** 51 .48 38.30 174.50 239 3380 187.80 36** 52 .53 38.30 192.40 239 3700 205.70 NSF 61 ISO 9001 36** 53 .58 38.30 210.30 239 4025 223.60 NSF 61 ISO 9001 36** 54 .63 38.30 228.10 239 4345 241.40 36** 55 .68 38.30 245.90 239 4665 259.20 DIPRADIPRA 36** 56 .73 38.30 263.70 239 4985 277.00 Submittal Ductile Iron MJ Compact Fittings ANSI/A WW A C153/A21.53 gEnERAl sPECifiCATiOns MATERiAl: Ductile Iron per ASTM A536, Grade 65-45-12 PREssuRE: 350 PSI rating for 2" - 24" sizes, 250 PSI rating for 30" - 48" sizes and 150 PSI rating for 54" - 64" 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) MEMBER DEflECTiOn: 2"- 4"=8Â° | 6"=7Â° | 8"-12"=5Â° | 14"-16"=3 Â½Â° | 18"-24"=3Â° | 30"-48"=2Â° WEighTs: Are in pounds, unless noted otherwise and do not include accessories, cement lining and coating flAngEs: Flanged ends on fittings match ANSI/AWWA 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 and referenced in ANSI/AWWA C153/A21.53 gAskETs: SBR in accordance with ANSI/AWWA C111/A21.11 T-BOlTs/nuTs: Low alloy steel in accordance with ANSI/AWWA C111/A21.11 APPROvAls: 3" - 12" UL/ULC Listed | 3" and greater are UL/NSF-61 | 3" - 16" FM APPROVED. Please consult factory for detail listing and approvals. DiMEnsiOns: All dimensions are in inches unless noted otherwise. suBMiTTAl infORMATiOn M L PROJECT NAME: X K1 ENGINEER: Ã˜ 7Â° S K2 CONTRACTOR: J 2Â° D C 0.12 in. SPEC. SECTION: 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 Ã˜ 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 28Âº Â¾ â… 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 28Âº Â¾ â… 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 28Âº â…ž Â¾ x 3 Â½ 4 6 6.90 2.50 8.02 8.12 7.00 9.50 11.06 11.12 0.63 0.88 0.43 28Âº â…ž Â¾ x 3 Â½ 6 8 9.05 2.50 10.17 10.27 9.15 11.75 13.31 13.37 0.66 1.00 0.45 28Âº â…ž Â¾ x 3 Â½ 6 10 11.10 2.50 12.22 12.34 11.20 14.00 15.62 15.62 0.70 1.00 0.47 28Âº â…ž Â¾ x 3 Â½ 8 12 13.20 2.50 14.32 14.44 13.30 16.25 17.88 17.88 0.73 1.00 0.49 28Âº â…ž Â¾ x 3 Â½ 8 14 15.30 3.50 16.40 16.54 15.44 18.75 20.25 20.25 0.79 1.25 0.55 28Âº â…ž Â¾ x 4 10 16 17.40 3.50 18.50 18.64 17.54 21.00 22.50 22.50 0.85 1.31 0.58 28Âº â…ž Â¾ x 4 12 18 19.50 3.50 20.60 20.74 19.64 23.25 24.83 24.75 1.00 1.38 0.68 28Âº â…ž Â¾ x 4 12 20 21.60 3.50 22.70 22.84 21.74 25.50 27.08 27.00 1.02 1.44 0.69 28Âº â…ž Â¾ x 4 14 24 25.80 3.50 26.90 27.04 25.94 30.00 31.58 31.50 1.02 1.56 0.75 28Âº â…ž Â¾ x 4 Â½ 16 30 32.00 4.00 33.29 33.46 32.17 36.88 39.12 39.12 1.31 2.00 0.82 20Âº 1 â…› 1 x 5 Â½ 20 36 38.30 4.00 39.59 39.76 38.47 43.75 46.00 46.00 1.45 2.00 1.00 20Âº 1 â…› 1 x 5 Â½ 24 42 44.50 4.00 45.79 45.96 44.67 50.62 53.12 53.12 1.45 2.00 1.25 20Âº 1 â…œ 1 Â¼ x 6 28 48 50.80 4.00 52.09 52.26 50.97 57.50 60.00 60.00 1.45 2.00 1.35 20Âº 1 â…œ 1 Â¼ x 6 32 SIZE RANGE (Please specify): LINING OPTIONS (Please check one): COATING OPTIONS (Please check one): Size Range _____________________________ Standard: Cement-lined and asphalt seal coat per Standard: Asphaltic seal coat per ANSI/AWWA ANSI/AWWA C104/A21.4 and UL/NSF-61 C104/A21.4 Optional: FBE (Fusion Bonded Epoxy) per ANSI/ Optional: FBE (Fusion Bonded Epoxy) per ANSI/ AWWA C116/A21.15 and UL/NSF-61 AWWA C116/A21.15 and UL/NSF-61 Optional: P401 (Protecto 401) Ceramic Epoxy - Optional: Other (specify) ________________ sewer applications only. Not NSF-61 Optional: Other (specify) __________________ UCAT.12.01-SUB Â® REGISTERED TRADEMARK OF STAR PIPE PRODUCTS STARÂ® PIPE PRODUCTS HOUSTON CORPORATE TOLL FREE 1-800-999-3009 FAX 281-558-9000 www.starpipeproducts.com Page 1 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. ïƒª 1 4.25 3.12 0.44 0.62 Â½ x 2 4 ïƒª 1 Â½ 5.00 3.88 0.56 0.62 Â½ x 2 4 ïƒª 2 6.00 4.75 0.62 0.75 â… x 2 Â¼ 4 ïƒª 2 Â½ 7.00 5.50 0.69 0.75 â… x 2 Â½ 4 3 7.50 6.00 0.75 0.75 â… x 2 Â½ 4 4 9.00 7.50 0.94 0.75 â… x 3 8 ïƒª 5 10.00 8.50 0.94 0.88 Â¾ x 3 8 6 11.00 9.50 1.00 0.88 Â¾ x 3 Â½ 8 8 13.50 11.75 1.12 0.88 Â¾ x 3 Â½ 8 10 16.00 14.25 1.19 1.00 â…ž x 4 12 12 19.00 17.00 1.25 1.00 â…ž x 4 12 14 21.00 18.75 1.38 1.13 1 x 4 Â½ 12 16 23.50 21.25 1.44 1.13 1 x 4 Â½ 16 18 25.00 22.75 1.56 1.25 1 â…› x 5 16 20 27.50 25.00 1.69 1.25 1 â…› x 5 20 24 32.00 29.50 1.88 1.38 1 Â¼ x 5 Â½ 20 30 38.75 36.00 2.12 1.38 1 Â¼ x 6 Â½ 28 36 46.00 42.75 2.38 1.63 1 Â½ x 7 32 42 53.00 49.50 2.62 1.63 1 Â½ x 7 Â½ 36 48 59.50 56.00 2.75 1.63 1 Â½ x 8 44 ïƒª 54 66.25 62.75 3.00 2.00 1 Â¾ x 8 Â½ 44 ïƒª 60 73.00 69.25 3.12 2.00 1 Â¾ x 9 52 ïƒª 64 80.00 76.00 3.38 2.00 1 Â¾ x 9 52 REV.07 ïƒªnot included in AWWA C110 Â® REGISTERED TRADEMARK OF STAR PIPE PRODUCTS STARÂ® PIPE PRODUCTS HOUSTON CORPORATE TOLL FREE 1-800-999-3009 FAX 281-558-9000 www.starpipeproducts.com Page 37 Joint Restraint Products StargripÂ® series 3000 Mechanical Joint Wedge Action Restraint for Ductile Iron Pipe INFORMATION The StargripÂ® Mechanical Joint Restraint System is a unique product with a proven design that provides an exceptional restraining system for mechanical joint fittings (AWWA C153 or C110), valves, fire hydrants and all classes of ductile iron pipe. More Adaptable for Field Use StargripÂ® series 3000 for Ductile Iron Pipe FEATURES & ADVANTAGES â€¢ Gland is made from high strength Ductile Iron per ASTM A536, Grade 65-45-12 and is compatible with all Mechanical Joints conforming to ANSI/AWWA C111/A21.11. â€¢ The Wedge Assembly is designed with a Break-Off Torque Control Nut that will only break off in one direction, ensuring proper installation. â€¢ The StargripÂ® offers a full 5Â° deflection through 12" size, 3Â° on 14"-24", 2Â° on 30"-36" and 1Â° on 42"-48". â€¢ Minimum safety factor of 2:1 â€¢ StargripÂ® sizes 3"-36" are listed with Underwriters Laboratories Inc. and sizes 3"-12" are approved by Factory Mutual Research. â€¢ The Wedges are heat treated to a minimum of 370 BHN. â€¢ The Wedge Assembly is designed to fit specific pipe sizes and is field repairable. â€¢ No special tools are required for installation of the StargripÂ®. â€¢ StargripÂ® eliminates tie rods and thrust blocks. â€¢ Standard gland color is Graphite Black (RAL 9011). â€¢ StargripÂ® may also be used on steel pipe* up to 12" (*transition gasket required on 12" and under). For 14" and larger steel applications, contact Star Pipe. SAMPLE SPECIFICATIONS Restrainer mechanism shall be integrated into the design of the follower gland. As the mechanism is activated, multiple wedging action shall be imparted against the pipe increasing its resistance as internal pressure increases. After burial of the restraining mechanism, joint flexibility shall be maintained. The actuating bolt shall be threaded into the restraining wedge and have a 1-1/4" hex operating nut. The operating nut shall be threaded onto the actuating bolt, not swaged or riveted. The restraining twist off nut bolt system shall have a torque-limiting feature designed to break off at preset torque levels, thus insuring proper action of restraining device. Glands shall be manufactured of high strength ductile iron in accordance with ASTM A536 Grade 65-45-12 requirements. The wedge shall be manufactured of high strength ductile iron and be heat treated to a minimum hardness of 370 BHN. Applicable dimensions shall conform to ANSI/AWWA C111/A21.11 and shall be incorporated into the mechanical joint restraint so that the device facilitates use with standard mechanical joint bells. The mechanical joint restraint mechanism shall have a maximum water working pressure of 350 PSI for sizes 3"-16" and 250 PSI for sizes 18" and above. All sizes shall have a minimum safety factor of 2:1 (i.e. twice the maximum pressure rating of the restraint). The mechanical joint restraint mechanism shall be Underwriters Laboratories listed on size 3" through 36" and Factory Mutual Research Approved on size 3"-12". The restraint mechanism shall be StarÂ® Pipe Products StargripÂ® series 3000 or an approved equal. JRCAT17.02 Â® REGISTERED TRADEMARK OF STAR PIPE PRODUCTS STARÂ® PIPE PRODUCTS HOUSTON CORPORATE TOLL FREE 1-800-999-3009 FAX 281-558-9000 www.starpipeproducts.com Page 3 Joint Restraint Products StargripÂ® series 3000 Mechanical Joint Wedge Action Restraint for Ductile Iron Pipe TECHNICAL INFORMATION 0.75 0.12 STARGRIPÂ® 3000 SPECIFICATIONS* MAX PRESSURE NOM. F W/NUTS NO. OF NO. OF APPROX WT. RATING A B C D E F G SIZE TWISTED OFF WEDGES T-BOLTS (LBS) (PSI) 3 350 4.84 2.40 4.06 6.19 3/4 9.85 8.78 8.13 2 4 7 4 350 5.92 2.40 4.90 7.50 7/8 11.06 9.62 9.12 2 4 9 6 350 8.02 2.40 7.00 9.50 7/8 13.06 11.72 11.12 3 6 13 8 350 10.17 2.51 9.15 11.75 7/8 15.25 13.84 13.37 4 6 17 10 350 12.22 2.51 11.20 14.00 7/8 17.25 15.88 15.62 6 8 23 12 350 14.32 2.51 13.30 16.25 7/8 19.50 17.98 17.88 8 8 31 14 350 16.40 2.91 15.44 18.75 7/8 21.25 20.12 20.90 10 10 54 16 350 18.50 2.91 17.54 21.00 7/8 23.34 22.22 23.00 12 12 60 18 250 20.60 2.91 19.64 23.25 7/8 26.40 24.90 25.25 12 12 69 20 250 22.70 2.67 21.74 25.50 7/8 28.56 27.00 27.50 14 14 72 24 250 26.90 3.50 25.94 30.00 7/8 33.86 32.34 31.54 16 16 170 30 250 33.29 3.49 32.17 36.88 1-1/8 40.12 38.62 39.12 20 20 197 36 250 39.59 3.49 38.47 43.75 1-1/8 46.42 44.92 46.00 24 24 242 42 250 45.79 5.15 44.75 50.62 1-3/8 54.86 53.32 53.12 28 28 425 48 250 52.09 5.15 51.05 57.50 1-3/8 61.16 59.62 60.00 32 32 500 *All dimensions in inches except where indicated. Notes: â€¢ StargripsÂ® must be adequately wrapped or protected if they are covered by concrete to ensure that concrete does not enter the wedge pocket. â€¢ For applications exceeding the maximum pressure ratings listed, please contact Star Pipe Products for recommendations (see Tandem StargripÂ® on page 10). â€¢ For applications with vertical offsets, please contact Star Pipe Products for technical assistance. â€¢ For applications on existing pipe, the pipe needs to be structurally sound and the surface needs to be relatively free of any corrosive by-products in order for the wedges to function properly. Please contact Star Pipe Products for technical assistance. â€¢ Sizes 42" & 48" require extra long 1 Â¼" x 8 Â½" T-bolts. JRCAT17.02 Â® REGISTERED TRADEMARK OF STAR PIPE PRODUCTS STARÂ® PIPE PRODUCTS HOUSTON CORPORATE TOLL FREE 1-800-999-3009 FAX 281-558-9000 www.starpipeproducts.com Page 4 Fabricators, Inc. CERTIFICATE OF COMPLIANCE DATE: TO: STEEL SPOOLS WILL BE MANUFACTURED AS FOLLOWS: We hereby certify materials furnished by Fast Fabricatorâ€™s Portland either for stock or for direct shipment to your customer, are manufactured in accordance with the following AWWA and ANSI standards, and meet or exceed the requirements and recommendations therein. PIPE ASTM A53 ERW STANDARD WALL IMPORT FLANGES ASTM A105 150lb. LINING Galvanized in accordance with ASTM A-123/A 123/M-02a or ASTM A 153/A 153M-03 COATING Galvanized in accordance with ASTM A-123/A 123/M-02a or ASTM A 153/A 153M-03 WALL COLLARS Steel rated for thrust load developed at 250 psi for a minimum safety factor of 2. per NAPF 700-2 Fast Fabricators Inc Branch Manager Kathy Olsen Malleable Iron Threaded Fittings 150# & 300# Specifications â€¢ Class 150 branded fittings are UL Listed and FM Approved at 300 psi â€¢ Class 300 branded fittings are UL Listed â€¢ Hot-dipped galvanized fittings are certified to; NSF/ANSI 61-4 and California AB1953 Lead Free â€¢ Canadian Registration Numbers available at www.smithcooper.com â€¢ Malleable castings conform to ASTM A197 â€¢ Hot-dipped galvanized fittings conform to ASTM A153 â€¢ Malleable fitting dimensions conform to ASME B16.3 â€¢ Malleable bushings, plugs and locknuts conform to ASME B16.14 â€¢ Malleable unions conform to ASME B16.39 â€¢ NPT threads on all fittings conform to ASME B1.20.1 â€¢ Independent lab verification that fittings meet applicable chemical & physical properties â€¢ Manufacturing facilities are ISO 9001:2000 and ISO 14001 â€¢ The trademarked fittings are 100% air tested 62 SMITH-COOPER INTERNATIONALÂ® â€¢ TOLL FREE 1-800-766-0076 â€¢ FAX (323) 890-4456 â€¢ www.smithcooper.com Water Distribution Solutions WaterMasterÂ® Fire Hydrant WaterMasterÂ® Fire Hydrant EJ has earned a reputation for dependable, analysis, along with ductile iron construction, quality products for over 125 years. We ensures superior performance. All cast are committed to providing unparalleled components are made and assembled in customer service and satisfaction. From the USA. Each hydrant is pressure tested to product design through installation and twice the rated working pressure. maintenance, EJ personnel strive to deliver Â® WaterMaster 5CD250 and 5BR250 Fire municipal infrastructure solutions that Hydrants meet or exceed the requirements exceed your expectations. of ANSI/AWWA C502 Standard for WaterMasterÂ® Fire Hydrants have set the Dry-Barrel Fire Hydrants, Underwriters standard for reliability and ease of Laboratories Standard UL246, and Factory maintenance. Computer aided design and Mutual 1510. Hydrant Options - Most hydrant options are available in both the 5BR250 and 5CD250 styles. 5BR250 C-dome three nozzle 5CD250 two nozzle with 5CD250 three nozzle with 5CD250 two nozzle with 5CD250 three nozzle with with standard operating nut standard operating nut standard operating nut operating cap dust shield operating cap dust shield Shoe Fitting Options 6â€ plain end with integral gland 6â€ TYTONÂ® fittings 6â€ mechanical joint 6â€ flanged joint ANSI/AWWA C115/21.15 Optional with auxiliary valve attached ANSI/AWWA C111/A21.11 Optional with auxiliary valve attached TYTONÂ® is a registered trademark of U.S. Pipe ejco.com 800 626 4653 5 Water Distribution Solutions WaterMasterÂ® 5CD250 Fire Hydrant WateRMaSteRÂ® 5CD250 FiRe HyDRant Bonnet Section Â· Ductile iron castings increase strength and durability while reducing overall weight. Â· WaterMasterÂ® hydrant is lubricated with grease for ease of maintenance. Â· Anti-friction washers above and below the thrust collar of the operating nut allow for ease 5 of operation. Â· Heavy duty bronze operating nut with Acme threads is stronger and more durable than 1 V-threads. Â· Only four bolts are required to remove bonnet and perform maintenance on theÂ hydrant. 18 Â· Simple operating mechanism, consisting of a hold down nut , operating nut, and stem 2 6 allow ease of maintenance. Â· Nozzles are easy to replace. Our quarter turn design provides a visual indication that the nozzle is in its proper position. A single set screw prevents the nozzle from rotating.40 nozzle Standpipe Section Â· Light weight ductile iron nozzle standpipe allows one person to install a hydrantÂ extension.20 Â· The nozzle standpipe is self-centering when setting on the lower standpipe or an extension. This prevents o-ring damage. Â· O-ring groove is in the bottom of each joint. The Quad RingsÂ® 17 set securely in place during maintenance and require no taping or gluing of gaskets to the underside of nozzle standpipe when assembling. Â· Installation of hydrant extension requires removal of only six bolts . 21 Â· Breakable swivel flanges are located at the bottom of the ground line joint. This helps 22 prevent debris from falling into lower standpipe upon vehicular impact. Â· No tools are required to remove stem coupling . Simply remove the cotter key and pin .23 24 Â· Quad RingsÂ® have two sealing surfaces per side and remain in the groove better than round o-rings. Lower Standpipe Section Â· Standpipe is ductile iron and provides extra strength in case of vehicular impact.25 Â· Large diameter o-ring seal located between standpipe and shoe inlet. Â· Joint has a full-face metal-to-metal connection. This provides increased stability and ensures breakage at the ground line in case of vehicular impact. Â· The simplified lower standpipe design has fewer joints and less potential points of leakage than other designs. Valve Design Â· Heavy duty drip shut-off prevents breakage during maintenance.27 Â· The ductile iron lower valve washer , with a 2" integral nut, simplifies maintenance with 35 less parts. Â· The bronze liner allows for easy removal of the valve seat .29 Â· Large 3/8" diameter drain hole has 50% more cross sectional area than a 1/4" diameterÂ opening. Â· Dual drains are power flushed during the first four turns when opening the hydrant. Â· Two large diameter o-rings seal the valve seat and are less likely to be damaged 31 duringÂ maintenance. Shoe/Bottom inlet Â· Bottom inlet and valve washer have NSF 61 certified fusion bonded epoxy coating per 36 ANSI/AWWA C550. Â· Large thrust block area helps set and hold hydrant in place during installation. Â· Ductile iron shoe provides strength and durability. 10 year Â· Stainless steel bolts are standard between shoe and standpipe for corrosion resistance.37 Limited Warranty Â· All bolts are 5/8" diameter for superior strength and ease of maintenance. 6 ejco.com 800 626 4653 CAT NO. PARTS LIST MATERIAL 1 OPERATING NUT BRONZE 2 HOLD DOWN NUT BRONZE 3 WEATHER SEAL "O" RING BUNA-N 4 TOP BONNET D.I. 5 THRUST WASHER DELRIN 6 OPERATING STEM TOP 24 1/4" STEEL 7 HOSE NOZZLE "O" RING ** BUNA-N 8 HOSE NOZZLE ** BRONZE 9 HOSE NOZZLE GASKET ** RUBBER 10 HOSE NOZZLE CAPS ** C.I. 11 PUMPER NOZZLE "O" RING BUNA-N 12 PUMPER NOZZLE GASKET RUBBER 13 PUMPER NOZZLE BRONZE 14 PUMPER NOZZLE CAP C.I. 15 * BRASS COLLAR` BRASS 16 RESERVOIR "O" RING BUNA-N 17 "QUAD" SEAL RING BUNA-N 18 TOP BONNET BOLTS & NUTS ZN. PL. STL. 19 DRIVE-LOC PIN STN. STL. 20 NOZZLE STANDPIPE D.I. 21 SAFETY FLG. BOLTS & NUTS ZN. PL. STL. 22 SWIVEL FLANGES (FRANGIBLE) C.I. 23 STEM COUPLING (FRANGIBLE) GALV. STL. 24 COUPLING PIN & COTTER KEY STN. STL. 25 STANDPIPE LOWER SECTION D.I. 26 OPERATING STEM LOWER STEEL 27 DRIP SHUT OFF BRONZE 28 INSERTS RUBBER 29 VALVE SEAT BRONZE 30 * BRONZE LINER BRONZE 31 VALVE SEAT "O" RING BUNA-N 32 BRASS DRAIN HOLE BUSHING ** BRASS 33 INLET FLANGE "O" RING BUNA-N 34 SEATING VALVE RUBBER RUBBER 35 VALVE WASHER D.I./EPOXY 36 BOTTOM INLET D.I./EPOXY 37 INLET FLG. BOLTS & NUTS ** STN. STL. 38 CHAINS ** ZN. PL. STL. 39 SET SCREW (1/4 - 20 SS CONE PT) ** STN. STL. 40 PIPE PLUG 1/4 NPTF SS HX STN. STL. 41 DUST CAP D.I. 42 DUST CAP BOLT STN. STL. * NOT A REPLACEMENT PART ** NOT SHOWN Straight Rigid Storz Adapter Storz Permanent Hydrant Adapter with Cap Straight adapter; hard anodized; SS aircraft cable & set screw Part Number Storz NH Swivel Rocker Lug HPHA50-40NH/Cap 5" w/ Cap 4-1/2" National Standard Thread SUBMITTAL INFORMATION Iron Service Saddles - (FCD202-xxx-TAP-I style) DUAL BAND EPOXY COATING IRON SERVICE SADDLES FOR USE ON DUCTILE IRON AND A/C PIPE 5" Finish: Epoxy Coating Threads- CC or IP per AWWA C800 Nylatron Coated Stainless Washers Steel Nuts (both sides) EPDM Gasket Closed Lug Stainless Stainless Steel Studs Stainless Steel Bands Steel Washers (open lug side) Nom. PiPe o.D. aPPRox. CataLog î€³ SubmitteD Size RaNge Wt. LbS. NumbeR item(S) 2" 2.35 - 2.50 2.8 FCD202-250-TAP-I 2-1/2" 2.75 - 2.90 2.8 FCD202-290-TAP-I o utLet taP CoDe *3.46 - 3.80 4.8 FCD202-380-TAP-I 3" CC (aWWa) thReaD *3.80 - 4.25 5.5 FCD202-425-TAP-I thReaD CoDe NumbeR î€³ SubmitteD item(S) **4.26 - 4.80 5.4 FCD202-480-TAP-I 4" *4.74 - 5.26 5.4 FCD202-526-TAP-I 3/4" CC CC3 *4.50 - 5.40 5.4 FCD202-540-TAP-I 1" CC CC4 5.94 - 6.69 5.7 FCD202-669-TAP-I 1-1/4" CC âˆ† CC5 6.63 - 6.90 5.7 FCD202-690-TAP-I 1-1/2" CC CC6 6" 6.84 - 7.60 6.7 FCD202-760-TAP-I 2" CC CC7 6.63 - 7.61 6.7 FCD202-761-TAP-I iP thReaD 7.93 - 8.71 6.8 FCD202-871-TAP-I thReaD CoDe NumbeR î€³ SubmitteD item(S) 8.63 - 9.05 8.2 FCD202-905-TAP-I 3/4" IP IP3 8" 8.99 - 9.79 8.4 FCD202-979-TAP-I 1" IP IP4 8.63 - 9.80 8.4 FCD202-980-TAP-I 1-1/4" IP âˆ† IP5 10.00 - 10.75 9.4 FCD202-1075-TAP-I 1-1/2" IP IP6 10.75 - 11.10 9.0 FCD202-1110-TAP-I 10" 2" IP IP7 11.10 - 12.12 10.8 FCD202-1212-TAP-I 2-1/2" IP IP8 10.64 - 12.13 10.8 FCD202-1213-TAP-I 12.00 - 12.75 11.0 FCD202-1275-TAP-I âˆ† Contact factory for availability 12.75 - 13.20 9.0 FCD202-1320-TAP-I 12" 13.20 - 14.38 12.8 FCD202-1438-TAP-I 12.62 - 14.39 12.8 FCD202-1439-TAP-I I = Imported casting * Saddles with this pipe range are not available with 2" CC (CC7) or 2-1/2" IP (IP8) threads. ** These saddles with 1-1/4" through 2-1/2" taps fit the top of the listed range only. Example: FCD202-480-CC7-I fits 4.80" pipe O.D. only. FEATURES â€¢ Body made of high strength ductile iron per ASTM A536 â€¢ Each dual band and 5/8" UNC threaded studs are 18-8 type 304 stainless steel. For saddles 3" or smaller, studs are 1/2" â€¢ Gasket is EPDM rubber, ASTM D2000 â€¢ Finish on saddle body is fusion-bonded epoxy coating â€¢ UL Classified to ANSI/NSF Standard 61 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 12/20/17 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 Spring Tip Gasket provides Hydraulic Seal Length External Nut Stop Fluorocarbon-coated brass ball Image shown above is an FB1000-4-Q-NL V I O V B O A. P âœ“ S S S S L T W. L N I() 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. FEATURES â€¢ All brass that comes in contact with potable water conforms to AWWA Standard C800 (ASTM B584, UNS C89833) â€¢ The product has the letters â€œNLâ€ cast into the main body for lead-free identification â€¢ Certified to NSF/ANSI Standard 61 and NSF/ANSI Standard 372 where applicable â€¢ 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) â€¢ Ends are integral or secured with adhesive to prevent unintentional disassembly â€¢ 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 08/23/18 SUBMITTAL INFORMATION Stainless Steel Inserts - (Insert-xx style) STAINLESS STEEL INSERTS FOR POLYETHYLENE PIPE (PEP) OR TUBING (PET) Dimple Flange 70 Series For Polyethylene Pipe (PEP) CATALOG NOMINAL PEP APPROX. STD. âœ” SUBMITTED NUMBER SIZE ID WT. LBS.* PKG. QTY. ITEM(S) INSERT-71 3/4" 0.824 4.4 100 ** INSERT-53-72 1" 1.049 2.9 50 â™¦** INSERT-53-72-Q 1" 1.049 2.9 50 INSERT-73 1-1/4" 1.380 5.8 75 INSERT-74 1-1/2" 1.610 5.5 45 INSERT-75 2" 2.067 9.7 50 50 series For Polyethylene Tubing (PET) CATALOG NOMINAL PET APPROX. STD. âœ” SUBMITTED NUMBER SIZE ID WT. LBS.* PKG. QTY. ITEM(S) INSERT-51 3/4" 0.681 4.8 200 INSERT-52 1" 0.875 4.2 100 ** INSERT-53-72 1-1/4" 1.069 2.9 50 â™¦** INSERT-53-72-Q 1-1/4" 1.069 2.9 50 INSERT-54 1-1/2" 1.263 3.1 25 INSERT-55 2" 1.653 6.0 40 â™¦ INSERT-54-Q 1-1/2" 1.263 2.6 30 â™¦ INSERT-55-Q 2" 1.653 5.8 50 * Weights for insert stiffeners are for standard package quantities. **Insert -53 and -72 fit both 1-1/4" plastic tubing (1.069 I.D.) and 1" plastic pipe (1.049 I.D.). â™¦ These inserts are specifically designed and required for Quick Joint fittings. They are not interchangeable with other Compression Fittings. FEATURES â€¢ Insert stiffeners conform to the AWWA Standard C901 for Polyethylene (PE) Pressure Pipe and Tubing. â€¢ Insert stiffeners are solid 304 tubular stainless steel (ASTM 240-92B). â€¢ Dimpled and flanged to retain placement within the service line. â€¢ Key lock construction with a minimum of two key locks to maintain solid structural integrity. Note: Consult pipe or tubing manufacturer for specific installation requirements. Ford recommends using insert stiffeners when using plastic pipe or tubing. 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 http://www.fordmeterbox.com 06/01/06 ADS POTABLE WATER SERVICE TUBING (CTS) ADS Potable water service tubing (CTS) is a leader in todayâ€™s potable water service market. Its ï¬‚ exibility and durability distinguish it from the competition and make it ideal for a variety of applications. ADS CTS tubing is strong and resistant to many common causes of damage such as vibrations, surface loads and pressure surges. APPLICATIONS: Residential & Commercial Water Service Well/Pump Water Systems Municipal Service Lines Farm & Ranch Water Systems FEATURES: â€¢ Material conforms to ASTM D3350 requirements â€¢ Certiï¬ ed to meet NSF 14/61 standard â€¢ Durable plastic material stands the test of time â€¢ Flexibility makes it ideal for a variety of projects â€¢ Strength withstands weather and the human element â€¢ Incremental footage markers printed every 2 feet throughout each coil length â€¢ Light weight â€¢ Chemically resistant â€¢ Consistent outside diameter regardless of wall thickness or pressure rating BENEFITS: â€¢ Resistant to rot or corrosion â€¢ Fast and easy to install â€¢ Easy installation provides cost-efï¬ ciency â€¢ Flexible lengths can be installed in uneven terrain â€¢ Available in many lengths ADS Service: ADS representatives are committed to providing you with the answers to all your questions, including specifications, and installation and more. The Most Advanced Name in Drainage SystemsÂ® ADS POTABLE WATER SERVICE TUBING (CTS) PIPE SPECIFICATIONS SCOPE This specification describes ADS Potable Water Service Tubing (CTS) pipe SDR 9 for use in potable water service applications. PIPE REqUIREmENTS ADS potable water service tubing shall meet the requirements of ASTM D2737, AWWA C901 and NSF Standards 14 and 61. Pipe dimensions shall meet Copper Tubing Size (CTS) standards. mATERIAL PROPERTIES Tubing material shall be high-density polyethylene conforming with the minimum requirements of cell classification 345464E as defined and described in ASTM D3350. The resin shall have a material designation code of PE3608 (formerly PE3408) by the Plastic Pipe Institute. DISINFECTION/mAINTENANCE The active chlorine content of disinfecting solutions shall not exceed 12%. All disinfecting solution must be flushed from all lines within the system. Industry accepted procedures, like ANSI/AWWA C651 Disinfecting Water Mains, should be followed for both new and repaired potable water lines. INSTALLATION Installation is similar to other flexible tubing/pipe products. Methods including direct bury, plowing or pulling are applicable per local, state or federal guidelines for the application. SDR 9 (200 psi) 3608 CTS Â¾â€ 1â€ 1Â¼â€ 1 Â½â€ 2â€ Outside Diameter 0.875 Â±0.004 1.125 Â±0.005 1.375 Â±0.005 1.625 Â±0.006 2.125 Â±0.006 (mm) (22.2 Â±0.10) (28.6 Â±0.13) (34.9 Â±0.13) (41.3 Â±0.15) (54.0 Â±0.51) Wall Thickness 0.097 +0.01 0.125 +0.012 0.153 +0.015 0.181 +0.018 0.236 +0.024 (mm) (2.5 +0.25) (3.2 +0.30) (3.9 +0.38) (4.6 +0.46) (6.0 +0.61) Pressure Rating 200 200 200 200 200 @ 73Âº F, psi (kPa) (1379) (1379) (1379) (1379) (1379) Weight 46 Â±2 78 Â±3 125 Â±4 162 Â±4 275 Â±5 gm/ft (gm/m) (151 Â±7) (256 Â±10) (410 Â±13) (531 Â±13) (902 Â±16) For more information on ADS CTS pipe and other ADS products, please contact our Customer Service Representatives at 1-800-821-6710 ADS â€œTerms and Conditions of Saleâ€ 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. Â© 2010 Advanced Drainage Systems, Inc. (AD300410) #10666 07/10 Advanced Drainage Systems, Inc. The Most Advanced Name in Drainage SystemsÂ® 4640 Trueman Blvd., Hilliard, OH 43026 1-800-821-6710 www.ads-pipe.com TYPE THHN/MTW/THWN-2/T90 COPPER CONDUCTOR sUPERsliCk EliTEÂ® EnginEEring SpEcificationS: Stranded E-156879 Standards: Copper Conductor Underwriters Laboratories Standards UL-83, UL-1063, UL-758 AWM Spec 1316, 1317, 1318, 1319, 1320, 1321 ASTM Stranding Class B3, B8, B787 Federal Specification A-A-59544 Â® Canadian Standards Association C22.2 No. 75 NEMA WC70/ICEA S-95-658 UL 1685-FT4/IEEE 1202 (70,000 Btu/hr) Flame Test (1/0 AWG and larger) ICEA T-29-520 (210,000 Btu/hr) Flame Test ARRA 2009; Section 1605 "Buy American" Compliant Â® conStruction: Nylon conductors: Jacket Solid, uncoated copper conductors per ASTM-B3 Stranded, uncoated copper conductors per ASTM-B3, ASTM-B787 and ASTM-B8 insulation: Color-coded Polyvinyl Chloride (PVC), heat and moisture-resistant, flame-retardant compound per UL-1063 and UL-83 applications: Type THHN/THWN-2 building wire is intended for general purpose applications as defined by the National Electrical Code (NEC). Type THHN/THWN-2 is permitted for new construction or rewiring for 600-volt applications. For applications requiring Type THHN or THWN-2, the conductor is appropriate for use in wet or dry locations at temperatures not to exceed 90ËšC or not to exceed 75Â°C in oil or coolants. For applications requiring Type MTW, the conductor is appropriate for use in dry locations at 90Â°C, or not to exceed 60Â°C in wet locations or where exposed to oils or coolants. features: A great alternative to eliminate the need for lube. Slick Nylon outer jacket for easy pulling. SuperSlick EliteÂ® is available in all sizes 14 AWG to 1000 KCMIL. All sizes rated gasoline and oil resistant II. On 250 KCMIL and larger, sequential footage markings located every foot for easy measuring. For 1 AWG through 4/0 AWG sequential foot markings located on master reels only unless otherwise specified. 6 AWG and larger Sunlight Resistant in all colors. 1/0 AWG and larger are rated for cable tray use and comply with IEEE 1202/FT4 (70,000 Btu/hr.) flame test and ICEA T-29-20 (210,000 Btu/hr.) flame test. Jacket: A tough, polyamide, Nylon outer covering per UL-1063 and UL-83. type tHHn/MtW/tHWn-2/t90 copper conductor SuperSlick EliteÂ® 600V PVC Insulation Thickness Nylon Jacket Approximate Allowable Ampacity Size Cross Sect. Diameter of (Conductor) Thickness Outside Diameter Net Weight (Amps)* (AWG or Number of Area Bare Copper Standard Packaging KCMIL) Strands (mmÂ²) (in) (mm) (in) (mm) (in) (mm) (in) kg/km lbs/1000ft 60Â°C 75Â°C 90Â°C (ft) 14 19 2.08 0.0710 0.380 0.015 0.100 0.004 2.77 0.109 25 16 15 15 15 2000â€™ carton (4 x 500â€™), 2500â€™ reels 12 19 3.31 0.0880 0.380 0.015 0.100 0.004 3.23 0.127 36 23 20 20 20 2000â€™ carton (4 x 500â€™), 2500â€™ reels 10 19 5.26 0.1110 0.510 0.015 0.100 0.004 4.07 0.160 57 38 30 30 30 1000â€™ carton, 2500â€™ reels 8 19 8.37 0.1460 0.760 0.030 0.130 0.005 5.39 0.212 97 62 40 50 55 500â€™ 1000â€™ 2500â€™ 5000â€™ reels 6 19 13.30 0.1840 0.760 0.030 0.130 0.005 6.30 0.248 141 94 55 65 75 500' 1000' 2500' 5000' reels 4 19 21.20 0.2320 1.020 0.040 0.150 0.006 8.06 0.317 228 153 70 85 95 500' 1000' 2500' 5000' 20,000â€™ reels 3 19 26.70 0.2600 1.020 0.040 0.150 0.006 8.74 0.344 281 189 85 100 110 500' 1000' 2500' 5000' 15,000' reels 2 19 33.60 0.2920 1.020 0.040 0.150 0.006 9.53 0.375 348 233 95 115 130 500' 1000' 2500' 5000' 14,000' reels 1 19 42.40 0.3280 1.270 0.050 0.180 0.007 11.05 0.435 445 298 110 130 150 500' 1000' 2500' 5000' 22,000' reels 1/0 19 53.50 0.3600 1.270 0.050 0.180 0.007 12.04 0.474 554 372 125 150 170 500' 1000' 2500' 5000' 16,000' reels 2/0 19 67.40 0.4040 1.270 0.050 0.180 0.007 13.16 0.518 687 462 145 175 195 500' 1000' 2500' 5000' 14,000' reels 3/0 19 85.00 0.4540 1.270 0.050 0.180 0.007 14.43 0.568 851 572 165 200 225 500' 1000' 2500' 5000' 12,000' reels 4/0 19 107.00 0.5100 1.270 0.050 0.180 0.007 15.85 0.624 1059 712 195 230 260 500' 1000' 2500' 5000' 9000' reels 250 37 127.00 0.5420 1.524 0.060 0.203 0.008 17.23 0.678 1266 849 215 255 290 500' 1000' 2500' 4000' 8500' reels 300 37 152.00 0.5940 1.524 0.060 0.203 0.008 18.54 0.730 1503 1010 240 285 320 500' 1000' 3500' 7000' reels 350 37 177.00 0.6410 1.524 0.060 0.203 0.008 19.74 0.777 1741 1170 260 310 350 500' 1000' 3000' 6000' reels 400 37 203.00 0.6850 1.524 0.060 0.203 0.008 20.85 0.821 1979 1330 280 335 380 500' 1000' 3000' 5000' reels 500 37 253.00 0.7660 1.524 0.060 0.203 0.008 22.91 0.902 2455 1650 320 380 430 500' 1000' 2500' 4000' reels 600 61 304.00 0.8930 1.778 0.070 0.229 0.009 26.70 1.051 3004 2019 355 420 475 500' 1000' 2000' 3000' reels 750 61 380.00 0.9980 1.778 0.070 0.229 0.009 29.36 1.156 3670 2466 400 475 535 500' 1000' 1500' 2500â€™ reels 1000 61 507.00 1.1520 1.778 0.070 0.229 0.009 33.27 1.310 4851 3260 455 545 615 500' 1000' reels *allowable ampacity shown above is per the national Electrical code. the above data is approximate and subject to normal manufacturing tolerances. Print Legend: Stranded conductorS-Size 8 awg: EncorE WirE corporation (size) typE mtW or thhn or thWn-2 gr ii vW-1 600 voLtS (uL) or aWm or c(uL) typE t90 nyLon or tWn 75 ft1 datE/timE/opEr/qc Stranded conductorS-SizeS 6 awg through 1 awg: EncorE WirE corporation (size) typE mtW or thhn or thWn-2 gr ii Sun rES vW-1 600 voLtS (uL) or aWm or c(uL) typE t90 nyLon or tWn 75 ft1 datE/timE/opEr/qc conductor SizeS 1/0 awg through 1000 kcmiL: EncorE WirE corporation (size) typE mtW or thhn or thWn-2 gr ii Sun-rES for ct uSE (uL) or c(uL) typE t90 nyLon or tWn 75 ft1 datE/timE/ opEr/qc 800.962.9473 www.encorewire.com 1 SUBMITTAL INFORMATION Quick Joint Coupling - (C84-xx-Q-NL style) MALE IRON PIPE THREAD BY QUICK JOINT FOR COPPER OR PLASTIC TUBING (CTS) Male Iron Pipe Threads External Nut Stop Molded Buna-N Spring Stainless Steel Gripper Quick Joint Nut Tip Gasket Provides Hydraulic Seal Iron Pipe Size Quick Joint Size Length DESCRIPTION APPROX. PART âœ“ SUBMITTED LENGTH MALE IRON PIPE Q.J. FOR CTS WT. LBS NUMBER ITEM(S) 1/2" 1/2" 2" .5 C84-11-Q-NL 3/4" 1/2" 2-7/32" .5 C84-31-Q-NL 3/4" 5/8" 2-1/4" .6 C84-32-Q-NL 3/4" 3/4" 2-1/4" .6 C84-33-Q-NL 3/4" 1" 2-3/8" .7 C84-34-Q-NL 1" 3/4" 2-19/32" .7 C84-43-Q-NL 1" 1" 2-9/16" .8 C84-44-Q-NL 1" 1-1/2" 2-9/16" 1.5 C84-46-Q-NL 1-1/4" 1-1/4" 2-5/8" 1.4 * C84-55-Q-NL 1-1/2" 1-1/2" 3" 1.8 C84-66-Q-NL 2" 2" 3-1/4" 2.3 C84-77-Q-NL Note: Ford recommends insert stiffeners when using plastic pipe or tubing. * 1-1/4" Quick Joint has EPDM spring tip gasket. FEATURES â€¢ All brass that comes in contact with potable water conforms to AWWA Standard C800 (ASTM B584, UNS C89833) â€¢ The product has the letters â€œNLâ€ cast into the main body for lead-free identification â€¢ Certified to NSF/ANSI Standard 61 and NSF/ANSI Standard 372 where applicable â€¢ 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) â€¢ 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 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 03/17/16 SUBMITTAL INFORMATION 80 Series Coppersetter - (VBH87-xxB-11-77-NL style) FLANGED ANGLE BALL VALVE BY FLANGED ANGLE CHECK VALVE WITH BY-PASS (2" METER) FEMALE IRON PIPE THREAD VERTICAL INLET AND OUTLET 17" Meter Spacing Flanged Angle Flanged Angle Ball Valve Check Valve Meter Support Bracket Height Copper Tube By-Pass Ball Valve 2-1/8" 1-1/8" FIP Inlet FIP Outlet SERVICE LINE CONNECTION A. C 3S H FIP I FIP O W. L. N I() 12" 32.0 VBH87-12B-11-77-NL 15" 33.0 VBH87-15B-11-77-NL 18" 34.0 VBH87-18B-11-77-NL 2" 2" 21" 36.0 VBH87-21B-11-77-NL 24" 37.0 VBH87-24B-11-77-NL 27" 39.0 VBH87-27B-11-77-NL FEATURES â€¢ All brass that comes in contact with potable water conforms to AWWA Standard C800 (ASTM B584, UNS C89833) â€¢ The product has the letters â€œNLâ€ cast into the main body for lead-free identiï¬ cation â€¢ 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) â€¢ Constructed with Type K copper conforms to ASTM B88, UNS C12200 â€¢ All Ford Meter Setters are assembled with lead-free solder â€¢ Meter support brackets are standard â€¢ Padlock wing is standard on all angle meter ball valves or key valves â€¢ Drop-in rubber gaskets are included with all meter flanges â€¢ Optional High By-pass. Add "HB" following the height. Example: VBH87-12HB-11-77-NL 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 06/26/17 Municipal Water Heavywall 1730BCF 12â€ BODY: Material: HDPE 3 4 in 1 2 in Model: 17â€ x 30â€ 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 12â€ in 2 in 25 1 9 in 2 6 in 1 18â€ BODY: Material: HDPE Model: 17â€ x 30â€ 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 18â€ 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 Â©2013 Oldcastle, Inc. Municipal Water Heavywall 1730BCF Options: Available Heavy Duty Plastic Covers: Flush Solid Cover Flush Cover with Plastic Reader Door Flush Cover with Cast Iron Reader Door Flush Cover with AMR Recess Flush Cover with AMR Bracket (undermount) Available Polymer Concrete Covers: Composite with AMR Recess HD HDPE Flush Solid Flush Solid Cover Flush Cover with Cast Iron Reader Door Available Composite Covers: Flush Solid Cover Available Ductile Iron Covers: Flush Solid Cover Polymer Cover HD HDPE AMR Recess Flush Cover with Ductile Iron Max View Reader Door Add On Options for All Covers: AMR Opening Add On Options for Plastic and Polymer Covers: AMR Bracket Ductile Iron Max View Cover Raw Material Material Property ASTM Test Method Typical Value1 Specifications: Type, Class, Category D 1248 III, A, 3 Density, g/cm3 D 1505 0.950 min., not to exceed 0.965 Tensile Strength, at break, psi D 638 3,000 to 4,400 Elongation, at break, % D 638 400 Tensile Impact, ft-lb/in2 D 1822 27 Flexural Modulus, psi D 790 120,000 min., not to exceed 240,000 Low Temperature Brittleness, F50, at oC D 746 <-76 Hardness, Shore D D 2240 66 Deflection Temperature, at 66 psi, oF D 648 150o min., not to exceed 200o Electrical Dielectric Strength, V/mil D 149 400 min., not to exceed 600 Molded Product Chemical Resistance D 543 Very Resistant Water Absorption D 570 Less than 1% weight change 1The values listed for physical property measurements are nominal values only. Certain physical property measurements are subject to variations consistent with the test methods and are within a generally accepted range for such values. Product Load Medium Duty : Non-deliberate Traffic Rating: For use in non-vehicular traffic situations only. Note: Actual load rating is determined by the box and cover combination. Weights and dimensions may vary slightly All information contained on this sheet is current at the time of printing. Oldcastle Precast, Inc. reserves the right to discontinue or update product information without notice. oldcastleprecast.com/enclosuresolutions 800-735-5566 Revision 5/2013 Â©2013 Oldcastle, Inc. Technical Specifications No-Lead Brass Fittings & Valves GENERAL All brass valves and fittings for service lines shall be provided under this contract. PRODUCT a. All fittings and valves shall be manufactured in accordance with AWWA Standard C-800, latest revision, and as further specified in these technical specifications. a.i Exception: Any brass part of the fitting or valve in contact with potable water shall be made of a â€œNo-Lead Brassâ€, defined for this specification as UNS Copper Alloy No. C89520 or C89833 in accordance with the chemical and mechanical requirements of ASTM B584 and AWWA C-800. This â€œNo-Lead Brassâ€ alloy shall not contain more than nine one hundredths of one percent (0.09% or less) total lead content by weight. a.ii Any Brass part of the fitting or valve not in contact with potable water shall be made of 85-5-5- 5 brass as defined for this specification as UNS Copper Alloy C83600 per ASTM B62, ASTM B584 and AWWA C-800. b. All brass fittings and valves shall be certified by an ANSI accredited test lab per NSF/ANSI Standard 61, Drinking Water Components â€“ Health Effects, Section 8 or NSF/ANSI Standard 372, Drinking Water System Components â€“ Lead Content. Proof of certification is required. c. Brass fittings and valves shall comply with the United States Of America Safe Drinking Water Act, and the U.S. Environmental Protection Agency. d. All brass fittings and valves shall have the manufacturers name or trademark permanently stamped or cast on it. Another marking identifying the â€œno leadâ€ brass alloy, e.g., â€˜NLâ€™, shall be cast or permanently stamped on the fitting or valve. QUALITY CONTROL AND TESTING If requested, an affidavit certifying compliance with these standards and specifications shall be signed and submitted by the manufacturing firmâ€™s Quality Assurance or Engineering Manager. MANUFACTURER The brass fittings and valves shall be produced by a manufacturer in the United States of America or Canada. 800.292.2737 | FAX 800.832.9296 | sales@aymcdonald.com | noleadbrass.com 02/13 SUBMITTAL INFORMATION Quick Joint Coupling - (C14-xx-Q-NL style) FEMALE IRON PIPE THREAD BY QUICK JOINT FOR COPPER OR PLASTIC TUBING (CTS) Iron Pipe Threads External Nut Stop Quick Joint Nut Stainless Steel Gripper for Axial Restraint FIP Size Quick Joint Size Length Molded Buna-N Spring Tip Gasket Provides Hydraulic Seal DESCRIPTION APPROX. PART âœ“ SUBMITTED LENGTH FEMALE IRON PIPE Q.J. FOR CTS WT. LBS NUMBER ITEM(S) 1/2" 1/2" 1-9/16 0.4 C14-11-Q-NL 3/4" 3/4" 1-1/4" 0.6 C14-33-Q-NL 3/4" 1" 1-3/4" 0.9 C14-34-Q-NL 1" 3/4" 1-3/4" 0.7 C14-43-Q-NL 1" 1" 2-1/8" 0.9 C14-44-Q-NL 1-1/4" 1-1/4" 2-3/16" 1.5 * PJA4-45-C14-55-Q-NL 1-1/2" 1-1/2" 2-7/16" 2.3 C14-66-Q-NL 2" 2" 2-5/8" 2.8 C14-77-Q-NL Note: Ford recommends insert stiffeners when using plastic pipe or tubing * 1-1/4" Quick Joint has EPDM spring tip gasket FEATURES â€¢ All brass that comes in contact with potable water conforms to AWWA Standard C800 (ASTM B584, UNS C89833) â€¢ The product has the letters â€œNLâ€ cast into the main body for lead-free identification â€¢ Certified to NSF/ANSI Standard 61 and NSF/ANSI Standard 372 where applicable â€¢ 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) â€¢ Sleeve design provides hexagonal 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 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 05/09/16 PVC SCHEDULE 40 FITTINGS 40-2-0604 Performance Engineered & Tested SPEARSÂ® Schedule 40 PVC ï¬ tting designs combine years of proven experience with computer generated stress analysis to yield the optimum physical structure and performance for each ï¬ tting. Material reinforcement is uniformly placed in stress concentration areas for substantially improved pressure handling capability. Resulting products are subjected to numerous veriï¬ cation tests to assure the very best PVC ï¬ ttings available. Full 1/4" Through 12" Availability Higher Flow Capacity SpearsÂ® comprehensive line of PVC ï¬ ttings offers a variety Smooth interior walls result in lower pressure loss and higher of injection molded conï¬ gurations in Schedule 40 sizes 1/4" volume than conventional metal ï¬ ttings. through 12" conforming to ASTM D 2466. Additional Fabricated Conï¬ gurations Exceptional Chemical & Corrosion through 36" Resistance Extra large, hard-to-ï¬ nd, and custom conï¬ gurations are Unlike metal, PVC ï¬ ttings never rust, scale, or pit, and will fabricated from NSF Certiï¬ ed pipe. Fittings are engineered and provide many years of maintenance-free service and extended tested to provide full pressure handling capabilities according system life. to SpearsÂ® speciï¬ cations. High Temperature Ratings PVC Valves PVC thermoplastic can handle ï¬‚ uids at service temperatures SPEARSÂ® PVC Valve products are available for total up to 140Â°F (60Â°C), allowing a wide range of process system compatibility and uniformity; see SPEARSÂ® applications, including corrosive ï¬‚ uids. THERMOPLASTIC VALVES PRODUCT GUIDE & ENGINEERING SPECIFICATIONS (V-4). Lower Installation Costs Substantially lower material costs than steel alloys or lined Advanced Design Specialty Fittings steel, combined with lighter weight and ease of installation, SpearsÂ® wide range of innovative, improved products include can reduce installation costs by as much as 60% over numerous metal-to-plastic transition ï¬ ttings and unions with conventional metal systems. SpearsÂ® patented special reinforced (SR) plastic threads. Sample Engineering Speciï¬ cations All PVC Schedule 40 ï¬ ttings shall be produced by SpearsÂ® Manufacturing Company from PVC Type I cell classiï¬ cation 12454, conforming to ASTM D 1784. All injection molded PVC Schedule 40 ï¬ ttings shall be Certiï¬ ed for potable water service by NSF International and manufactured in strict compliance to ASTM D 2466. All fabricated ï¬ ttings shall be produced in accordance with SpearsÂ® General Speciï¬ cations for Fabricated Fittings. PROGRESSIVE PRODUCTS FROM SPEARSÂ® INNOVATION & TECHNOLOGY Visit our web site: www.spearsmfg.com PVC Thermoplastic Pipe Temperature Pressure De-Rating To determine the maximum internal pressure rating at an elevated temperature, simply multiply the pipe pressure rating at 73Â°F by the percentage speciï¬ ed for the desired temperature. System Operating 73 80 90 100 110 120 130 140 Temperature Â°F (Â°C) (23) (27) (32) (38) (43) (49) (54) (60) PVC 100% 90% 75% 62% 50% 40% 30% 22% NOTE: Valves, Unions and Specialty Products have different elevated temperature ratings than pipe. PVC Basic Physical Properties PVC Chemical Resistance PVC is generally inert to most mineral acids, bases, ASTM Properties Test PVC salts and parafï¬ nic hydrocarbon solutions. For more Method information on PVC chemical resistance refer to Mechanical Properties, 73Â°F the Chemical Resistance of Rigid Vinyls Based on Immersion Test, published by the GEONÂ® Company. Speciï¬ c Gravity, g/cm3 D 792 1.41 Tensile Strength, psi D 638 7,200 NOT FOR USE WITH Modulus of Elasticity, psi D 638 440,000 COMPRESSED AIR OR GAS Compressive Strength, psi D 695 9,000 SpearsÂ® Manufacturing Company DOES NOT Flexural Strength, psi D 790 13,200 RECOMMEND the use of thermoplastic piping products Izod Impact, notched, ft-lb/in D 256 .65 for systems to transport or store compressed air or gases, or Thermal Properties the testing of thermoplastic piping systems with compressed air or gases in above and below ground locations. The use of Heat Deï¬‚ ection Temperature, Â°F at 66 psi D 648 165 our product in compressed air or gas systems automatically Thermal Conductivity, BTU/hr/sq ft/Â°F/in C 177 1.2 voids any warranty for such products, and its use against Coefï¬ cient of Linear Expansion, in/in/Â°F D 696 3.1 X 105 our recommendation is entirely the responsibility and liability of the installer. Flammability Limiting Oxygen Index, % D 2863 43 WARNING: DO NOT USE COMPRESSED UL 94 rating 94V-0 AIR OR GAS TO TEST ANY PVC OR CPVC Other Properties THERMOPLASTIC PIPING PRODUCT OR Water Absorption, % 24 hr. D 570 .05 SYSTEM, AND DO NOT USE DEVICES Industry Standard Color White / Dark Gray PROPELLED BY COMPRESSED AIR OR GAS TO CLEAR SYSTEMS. THESE PRACTICES MAY ASTM Cell Classiï¬ cation D 1784 12454 RESULT IN EXPLOSIVE FRAGMENTATION NSF Potable Water Approved Yes OF SYSTEM PIPING COMPONENTS CAUSING SERIOUS OR FATAL BODILY INJURY. SPEARSÂ® MANUFACTURING COMPANY â€¢ CORPORATE OFFICE 15853 Olden St., Sylmar, CA 91342 â€¢ PO Box 9203, Sylmar, CA 91392 (818) 364-1611 â€¢ www.spearsmfg.com PACIFIC SOUTHWEST ROCKY MOUNTAIN UTAH SOUTHEAST MIDWEST 15860 Olden St. 4880 Florence St. 5395 West 1520 South 4205 Newpoint Pl. Suite 100 1 Gateway Ct . Suite A Sylmar (Los Angeles), CA 91342 Denver, CO 80238 Salt Lake City, UT 84104 Lawrenceville (Atlanta), GA 30043 Bolingbrook (Chicago), IL 60440 (818) 364-1611 â€¢ (800) 862-1499 (303) 371-9430 â€¢ (800) 777-4154 (303) 371-9430 â€¢ (800) 777-4154 (678) 985-1263 â€¢ (800) 662-6326 (630) 759-7529 â€¢ (800) 662-6330 Fax (818) 367-3014 Fax (303) 375-9546 Fax (303) 375-9546 Fax (678) 985-5642 Fax (630) 759-7515 NORTHWEST SOUTH CENTRAL NORTHEAST FLORIDA INTERNATIONAL SALES 4103 C St. NE Suite 200 4250 Patriot Dr. Suite 300 590 Industrial Dr. Suite 100 9563 Parksouth Court 15853 Olden St. Auburn (Seattle), WA 98002 Grapevine (Dallas), TX 76051-2317 Lewisberry (Harrisburg), PA 17339-9532 Orlando, FL 32837 Sylmar (Los Angeles), CA 91342 (253) 939-4433 â€¢ (800) 347-7327 (972) 691-4003 â€¢ (800) 441-1437 (717) 938-8844 â€¢ (800) 233-0275 (407) 843-1960 â€¢ (800) 327-6390 (818) 364-1611 â€¢ Fax (818) 898-3774 Fax (253) 939-7557 Fax (972) 691-4404 Fax (717) 938-6547 Fax (407) 425-3563 Â© Copyright 2007 SpearsÂ® Manufacturing Company. All Rights Reserved. Printed in the United States of America 01/07. 40-2-0604 Model 950XLT2 Top Access Double Check Valve Assembly Application Ideal for use where Lead-Free* valves are required. Designed for installation on potable water lines to protect against both backsiphonage and backpressure of polluted water into the potable water supply. A test cock plug is provided to protect against fouling caused by insects, dirt and debris. Assembly shall provide protection where a potential non-health hazard exists. Standards Compliance â€¢ (Unless otherwise noted, applies to 3/4" thru 2" Horizontal) â€¢ ASSEÂ® Listed 1015 (Vertical flow-up:1 1/4" thru 2") â€¢ IAPMOÂ® Listed â€¢ CSAÂ® Certified (Vertical flow-up:1 1/2" & 2") â€¢ AWWA Compliant C510 Features â€¢ Approved by the Foundation for Cross Connection Control Sizes: 3/4", 1", 1 1/4", 1 1/2", 2" and Hydraulic Research at the University of Southern Maximum working water pressure 175 PSI California Maximum working water temperature 180Â°F â€¢ NSFÂ® Listed - Standard 61, Annex G* Hydrostatic test pressure 350 PSI â€¢ Certified to NSF/ANSI 372* by IAPMO R&T End connections Threaded ANSI B1.20.1 *(0.25% MAX. WEIGHTED AVERAGE LEAD CONTENT) Options (Suffixes can be combined) Materials c FT - with "Fast Test" test cocks Main valve body Low Lead Cast Bronze ASTM B 584 c S - with Model SXL lead-free bronze "Y" type Access covers Low Lead Cast Bronze ASTM B 584 strainer Fasteners Stainless Steel, 300 Series c PF - with Z-Biteâ„¢ push fit connections* (1/2"-1" only) Elastomers Silicone (FDA approved) c PR - with Z-Pressâ„¢ press fit connections* Buna Nitrile (FDA approved) *Fittings ship in box with valve and must be threaded into Polymers Norylâ„¢, NSF Listed valve by hand on site. Springs Stainless steel, 300 series Test cock cover Plastic Accessories Ball valve handles Stainless steel c Repair kit (rubber only) c Thermal expansion tank (Model XT) c QT-SET Quick Test Fitting Set OPTIONAL LEAD-FREE STRAINER (MODEL SXL) 950XLT2 WILKINS E DC 175 PSI 180ËšF WILKINS XL B F C D A G Dimensions & Weights (do not include pkg.) !" # $ % & ' ( ) * + & & & * , & ' ( ) ) ) ) & ' , - * ) . ' + - . / & . ' + - , ( & ' ( + / + 0 . ' , ( ( , - ) 1 0 + ) . + ( & . - , & ' ( ) ) ) ) + ' ) - ( ) . ' + - . / & . ' + - , ( & ' ( + / + / & ' ( . * ) + ) . 1 ( + + ' ( & ) + / . ' , ( / / + & & ' ( & ( / ( + * ) & . ' , / ) ( & ' , + + + + . ' + - & & ) ( & ' ( - ) / ) ) + * + + ' ) ( * ) * . ' + - . + - + & & ' ( & ( / . & ' , + & 0 & . ' , / ) ( & ' , + + + + . ' + - & & ) . + . ' + - - . / ) ) + * ) . * ) + & ' , . ( & + & & ' ( & ( / . + & ' + - + ( , & . ' , / ) ( & ' , + + + + . ' + - & & ) , . ' + - 0 + / ) / + & 1 ) Zurn Industries, LLC | Wilkins Rev. E 1747 Commerce Way, Paso Robles, CA U.S.A. 93446 Ph. 855-663-9876, Fax 805-238-5766 Date: 1/15 In Canada | Zurn Industries Limited Document No. BF-950XLT2 3544 Nashua Drive, Mississauga, Ontario L4V 1L2 Ph. 905-405-8272, Fax 905-405-1292 Product No. Model 950XLT2 www.zurn.com Page 1 of 2 Flow Characteristics 2 3 45 6 7 89 : ;5 < 43 = 8>< ? 5 6 = @ 3 A A B9 C 3 8 3 D 5 E F >5 < G MODEL 950XLT2 3/4", 1", 1 1/4", 1 1/2" & 2" (STANDARD & METRIC) FLOW RATES (l/s) 1.26 2.52 3.8 5.0 3.2 6.3 9.5 12.6 15.8 15 15 3/4" (20mm) 1" (25mm) 1 1/4" (32mm) 103 1 1/2" (40mm) 10 10 69 2" (50mm) 5 5 35 0 0 0 20 40 60 80 0 50 100 150 200 250 PRESSURE LOSS (kpa) PRESSURE LOSS (PSIG) FLOW RATES (GPM) Rated Flow (Established by approval agencies) Typical Installation S T U T V W X Y X Z [ \ ] V Z ^ _ \ ` ^ a b c W U ^ Local codes shall govern installation requirements. To be c W U ^ d W e ^ f g X h d ^ V i jf g X h d ^ V k b g X h d ^ V k f g X h d ^ V installed in accordance with the manufacturerâ€™s instructions and the latest edition of the Uniform Plumbing Code. Unless k h l m k k n o otherwise specified, the assembly shall be mounted at a k h a m n n o f minimum of 12" (305mm) and a maximum of 30" (762mm) o h l m o a p q above adequate drains with sufficient side clearance for k h n f i q k a testing and maintenance. If installed below grade, be certain adequate drainage is provided to prevent the device from o h a m l k n k i n f being submerged. k m k o n b n i a b k k h a m n o o f a i i b k k h n m o n a l p o q f n m f n i l k b f k p i OPTIONAL LEAD-FREE STRAINER PROTECTIVE (MODEL SXL) ENCLOSURE 950XLT2 WILKINS DC 175 PSI 180ËšF WILKINS XL 12" MIN. 30" MAX. 950XLT2 WILKINS DC 175 PSI 180ËšF DIRECTION OF FLOW DIRECTION OF FLOW O P J Q O O R I K L J M N N M J I O K H I J I K L J M N N M J I O K Specifi cations The Double Check Type Backflow Preventer shall be certified to NSF/ANSI 372, shall be ASSE Listed 1015, rated to 180Â°F, and supplied with full port ball valves. The main body and access covers shall be low lead bronze (ASTM B 584), the seat ring and all internal polymers shall be NSFÂ® Listed Norylâ„¢ and the seat disc elastomers shall be SILICONE. The first and second check shall be located at a 45Â° angle and accessible for maintenance from the top of the device, without removing the device from the line. Each check shall have separate access covers and test cocks shall be accessible from the top of the device. Test cocks shall be protected from debris by a plug. The Double Check Type Backflow Preventer shall be a ZURN WILKINS Model 950XLT2. Zurn Industries, LLC | Wilkins 1747 Commerce Way, Paso Robles, CA U.S.A. 93446 Ph. 855-663-9876, Fax 805-238-5766 In Canada | Zurn Industries Limited 3544 Nashua Drive, Mississauga, Ontario L4V 1L2 Ph. 905-405-8272, Fax 905-405-1292 www.zurn.com Page 2 of 2 Municipal Water Heavywall 1730BCF 12â€ BODY: Material: HDPE 3 4 in 1 2 in Model: 17â€ x 30â€ 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 12â€ in 2 in 25 1 9 in 2 6 in 1 18â€ BODY: Material: HDPE Model: 17â€ x 30â€ 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 18â€ 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 Â©2013 Oldcastle, Inc. Municipal Water Heavywall 1730BCF Options: Available Heavy Duty Plastic Covers: Flush Solid Cover Flush Cover with Plastic Reader Door Flush Cover with Cast Iron Reader Door Flush Cover with AMR Recess Flush Cover with AMR Bracket (undermount) Available Polymer Concrete Covers: Composite with AMR Recess HD HDPE Flush Solid Flush Solid Cover Flush Cover with Cast Iron Reader Door Available Composite Covers: Flush Solid Cover Available Ductile Iron Covers: Flush Solid Cover Polymer Cover HD HDPE AMR Recess Flush Cover with Ductile Iron Max View Reader Door Add On Options for All Covers: AMR Opening Add On Options for Plastic and Polymer Covers: AMR Bracket Ductile Iron Max View Cover Raw Material Material Property ASTM Test Method Typical Value1 Specifications: Type, Class, Category D 1248 III, A, 3 Density, g/cm3 D 1505 0.950 min., not to exceed 0.965 Tensile Strength, at break, psi D 638 3,000 to 4,400 Elongation, at break, % D 638 400 Tensile Impact, ft-lb/in2 D 1822 27 Flexural Modulus, psi D 790 120,000 min., not to exceed 240,000 Low Temperature Brittleness, F50, at oC D 746 <-76 Hardness, Shore D D 2240 66 Deflection Temperature, at 66 psi, oF D 648 150o min., not to exceed 200o Electrical Dielectric Strength, V/mil D 149 400 min., not to exceed 600 Molded Product Chemical Resistance D 543 Very Resistant Water Absorption D 570 Less than 1% weight change 1The values listed for physical property measurements are nominal values only. Certain physical property measurements are subject to variations consistent with the test methods and are within a generally accepted range for such values. Product Load Medium Duty : Non-deliberate Traffic Rating: For use in non-vehicular traffic situations only. Note: Actual load rating is determined by the box and cover combination. Weights and dimensions may vary slightly All information contained on this sheet is current at the time of printing. Oldcastle Precast, Inc. reserves the right to discontinue or update product information without notice. oldcastleprecast.com/enclosuresolutions 800-735-5566 Revision 5/2013 Â©2013 Oldcastle, Inc. (1) PICKHOLE IRON WORKS EAST JORDAN BOLTHOLES - 3 PLCS 800-626-4653 EQUALLY SPACED 120Â° APART ON 23 1/16" (586mm) www.ejiw.com DIA B.C. (SEE DETAIL) MADE IN USA MADE IN USA PRODUCT NUMBER ASTM A48 CL35B 1 1/2" DRAIN [38mm] 00371582 3705CPT ASTM A48 CL35 CATALOG NUMBER 00370525 MO/DAY/YR X 3705CPT MO/DAY/YR X OO371512 E R 3715ZPT J E I H W T SA 3715ZPT MANHOLE 3" RAISED LETTERING MADE IN USA (RECESSED FLUSH) BOTTOM VIEW ASSEMBLY PLAN VIEW LOAD RATING 1 3/16" DIA. HEAVY DUTY [30mm] 3/4" DIA. [19mm] COATING 25" DIA. DIPPED [635mm] 11/16" 3/16" 1" [17mm] ESTIMATED WEIGHT [5mm] [25mm] BOLTHOLE DETAIL COVER: 141 LBS 64kg FRAME: 145 LBS 66kg 2 11/16" UNIT: 286 LBS 130kg [68mm] (3) BLT SOC. (ALLEN HEAD) COVER SECTION 5/8"-11 X 1.5 SS MATERIAL SPECIFICATION COVER - GRAY IRON ASTM A48 CL35B 26 1/2" DIA FRAME - GRAY IRON [673mm] ASTM A48 CL35B 1 1/16" 25 1/4" DIA [27mm] [641mm] OPEN AREA BOLT DETAIL N/A 6" DESIGNATES MACHINED 13/16" [152mm] SURFACE [21mm] DRAWN DATE 5/8" 23 3/8" DIA 1/8" 09/30/04 [16mm] [594mm] DEW [3mm] 27 5/16" DIA 2" STACK LAST REVISED DATE [51mm] [694mm] DEW 04/16/07 34 1/8" DIA STACKING DETAIL REFERENCE INFORMATION [867mm] FRAME SECTION 00371512 CONFIDENTIAL: This drawing is the property of East Jordan Iron Works, Inc. and embodies PATENT PENDING 00370525 confidential information, trade secret information, and/or know how that is the property of East Jordan Iron Works, Inc. C Copyright East Jordan Iron Works, Inc.2007 TCP:Â 19223Â 68thÂ DrÂ NE AllÂ SignsÂ &Â SpacingÂ toÂ conformÂ toÂ theÂ MUTCDÂ SPEED www.invarion.com LIMIT 25 N Scale: 100Â ft 67thÂ AveÂ NE Legend WorkÂ Area ClassÂ BÂ Sign Cone SLOW flagger Manifest 11Â x Cone ROAD 3Â x W20Â1Â roadÂ workÂ ahead WORK AHEAD 2Â x W20Â7aÂ flagger 2Â x W20Â4Â oneÂ laneÂ roadÂ ahead 68thÂ DrÂ NE 191stÂ PlÂ NE 100Â ft ONEÂ LANE SLOW ROAD AHEAD 100Â ft ROAD SLOW WORK AHEAD 100Â ft CHANNELIZINGÂ DEVICEÂ SPACINGÂ (FEET) MPH TAPER TANGENT 100Â ft 50/70 40 80 ONEÂ LANE ROAD 35/45 30 60 AHEAD ROAD 25/30 20 40 WORK AHEAD 100Â ft SIGNÂ SPACING=XÂ (FEET)Â Â (1) FREEWAYSÂ &Â EXPRESSWAYSÂ Â Â Â Â Â Â Â Â Â Â Â Â Â Â Â Â 55/70Â MPH 1500Â Â Â (ORÂ AS PERÂ MUTCD) RURALÂ HIGHWAYS 60/65Â MPH 800' RURALÂ ROADS 45/55Â MPH 500' RURALÂ ROADSÂ &Â URBANÂ ARTERIALS 35/40Â MPH 350' RURALÂ ROADS,Â URBANÂ ARTERIALS 25/30Â MPH 200' (2) RESIDENTIALÂ &Â BUSINESSÂ DISTRICTS URBANÂ STREETS 25Â MPHÂ ORÂ LESS 100' (2) ALLÂ SIGNSÂ AREÂ 48''Â XÂ 48''Â BLACKÂ ONÂ ORANGEÂ UNLESSÂ OTHERWISEÂ DESIGNATED. (1)Â AllÂ spacingÂ mayÂ beÂ adjustedÂ toÂ accommodateÂ interchangeÂ ramps, atÂgradeÂ intersections,Â andÂ driveways. (2)Â TheÂ spacingÂ mayÂ beÂ reducedÂ inÂ urbanÂ areasÂ toÂ fitÂ roadwayÂ conditions Date: 11/3/2019Author: AnthonyÂ Stordahl,Â TCSÂ #010394Â ExpÂ 7/31/2020Phone: (206)372Â1452 Email: antstordahl@yahoo.comAnthonyÂ StordahlÂ Consulting,Â LLC: . Comments:Â WorkÂ hours/days:Â MÂF,Â 7:00Â AMÂ â€“4:00Â PM ContactÂ info: TypeÂ ofÂ workÂ toÂ beÂ done:Â sewerÂ lineÂ connection DaveÂ Prause davep@coastÂgroup.com 425Â387Â9412 City of Arlington Community & Economic Development December 16, 2021 R.L.R. Investments, LLC 600 Gillam Road Wilmington, OH 45177 RE: Project Closeout Project Name: R+L Carriers Project Address: 19223 68th Drive NE, Arlington, WA 98223 Project No.: PWD-1654 Mr. Pruett, I am hoping you will be able to assist me. The R&L Carriers site was issued a Temporary Certificate of Occupancy (TCO) on July 10, 2020, to allow time for finalize the Civil closeout items. TCOâ€™s are only valid for 180 days which means as of January 6, 2021, the buildings do not have legal occupancy. I originally provided the project closeout information to Mr. Fromer on May 6, 2020. All but 2 items have been completed and Performance Bond #K1572336 will not be released, and final Certificate of Occupancy will be issued until the 2 items below are received. 1. Bills of sale for public water system, this conveys the water infrastructure to the city. 2. Maintenance Bond as outlined below. A 2-year maintenance bond is required; this is your official letter of request to take to the surety of your choosing. The 2-year maintenance bond consists of the following and shall be indicated on the security: All items to be dedicated to the City of Arlington or repaired due to construction; including but not limited to infrastructure relating to the water and sanitary sewer systems, private and public landscaping. Maintenance Bond Estimated Cost of Construction $152,301.88 x 20% = $30,460.38 Should you have any questions or require additional information, please contact me at 360.403.3527 or lpeterson@arlingtonwa.gov. Sincerely, Launa Peterson, Permit Technician II Community and Economic Development 18204 59th Avenue NE, #B - Arlington, WA, 98223 - 360-403-3551 â€“ www.arlingtonwa.gov !"# $%&&'(&) *+",# -.()/0(-/)1 *+",*2233 4'55%06%7 *+",898:8; <'50'-=/6-1> ?? 9 ,"3 , 5%-@&60(& A , BC DC BE D DFB C C G+ &%H0I=&J KF60 :" LM N O(P6-)/&QF/'6- R+S , D K? !" D B/TU&'.(OV W9 2 VU W33S2 ? B GX3 B :S3 OYVOOVZOU *33[,2 %Q-%Z5%F\ ]%&F(5^77&())(=%5U()F&'J/'6-P-(&O%0( P-(&]T6-(_6-'-= D D D BY>UOV`V Y<]D 4V Y> OV`YVOY` DOUa`Y ]YO@`< ZVO4]YO Oa@YaO4 @Y`D1 1 11 $ @ `aV@O ? ? U@Y `VbY @`U `aY>`?c ?V4O OYD@`U`a @Y Y>` c D< K@YY Y]ZY>O c V D K @YY>O c DV ?K?@YY>`?c ?V DK @YY>` c D< ?K @YY>OBBc < ?BK @YYZV4@ Y<>`VUY ZV`O c VD@YY> 4@`UY K@YY>a@ ?c ? YY>VZV4@ VY<>`VU YZV`O c < B@YY>4@`U VY K @Y Y>a@Bc D Y]Y>ZV`` c D< @Y]ZY>O c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`ab;cdD: Te\ee f: -" ( (!(" () &g ==4 %"$/() h '" (J '()(")+/" *+(! '(7+5#'/$* '".(K((!(+/"#()+(! 0i*$*+(# $M!$* $* (! ==4 0$*+(# () '(+5#'/$* $ (%*J! '(!(+/" $BJ '()(")/")*#"+$B '$* $%((J '( M!$* $* (! +/" *'".(K((!(+/"#() ==4 h!("#'()5 *#'()5/("7$*+(# $M!$* $* (! ==4 %"$/()6"%75//$1$j6"%5(/%$//$1$k!/#"!!$(!*#%l")6 " $#'"!)*j*!$#'"!)*k!/#"!!$(!*#%l M!$* $* (! '(%"$ ("#(K)$J!%" $ ==4 !" # !" # $ !" # %$ & '( ) !" # %$ & " * + . / ,( - $$0 1- 23*! From: Ray Miller To: Ryan Morrison; Nova Heaton Cc: Launa Peterson Subject: RE: [External] - R & L Carriers road easement Date: Wednesday, December 19, 2018 2:43:19 PM Attachments: image001.jpg Great! Thanks Ryan. From: Ryan Morrison <RMorrison@arlingtonwa.gov> Sent: Wednesday, December 19, 2018 2:42 PM To: Ray Miller <raym@grp4.com>; Nova Heaton <NHeaton@arlingtonwa.gov> Cc: Launa Peterson <lpeterson@arlingtonwa.gov> Subject: RE: [External] - R & L Carriers road easement Thank you for the heads up. I see no issue with work inside that area before the TCE expires as our work is completed in that area. From: Ray Miller <raym@grp4.com> Sent: Wednesday, December 19, 2018 2:35 PM To: Ryan Morrison <RMorrison@arlingtonwa.gov>; Nova Heaton <NHeaton@arlingtonwa.gov> Cc: Launa Peterson <lpeterson@arlingtonwa.gov> Subject: RE: [External] - R & L Carriers road easement Thanks Ryan. Potentially we could be working inside the easement if our plans are approved and we begin site work next Spring. Just an FYI. Ray From: Ryan Morrison <RMorrison@arlingtonwa.gov> Sent: Wednesday, December 19, 2018 2:32 PM To: Ray Miller <raym@grp4.com>; Nova Heaton <NHeaton@arlingtonwa.gov> Cc: Launa Peterson <lpeterson@arlingtonwa.gov> Subject: RE: [External] - R & L Carriers road easement Ray, The temporary construction easement (TCE) is still in effect until the project is accepted by the City, which will likely be in the early Spring as the illumination system still has to be installed along with some signage. However, there is no additional work or grading that will occur with the TCE area as work is complete outside of the ROW. Thanks, Ryan From: Ray Miller <raym@grp4.com> Sent: Wednesday, December 19, 2018 12:54 PM To: Ryan Morrison <RMorrison@arlingtonwa.gov>; Nova Heaton <NHeaton@arlingtonwa.gov> Cc: Launa Peterson <lpeterson@arlingtonwa.gov> Subject: [External] - R & L Carriers road easement Hi Ryan, At one time you mentioned that a temporary construction easement was obtained by the City for fills along the South and East property lines. Has that easement been extinguished now that the project is complete? If not, how long does it stay in place? Thank you. Ray Ray Miller, P.E. Senior Engineer Group Four, Inc. PO Box 1059 Lake Stevens, WA 98258 Tel: 425.408.1152 Fax: 425.877.1341 Website: www.grp4.com DISCLAIMER: This communication is confidential and may be legally privileged. If you are not the intended recipient, (i) please do not read or disclose to others, (ii) please notify the sender by reply mail, and (iii) please delete this communication from your system. Failure to follow this process may be unlawful. Thank you for your cooperation. P Please consider the environment before printing this e-mail From: Ray Miller To: Ryan Morrison; Gary Schlagel Cc: Nova Heaton; Launa Peterson Subject: RE: [External] - R & L Carriers water system Date: Tuesday, December 18, 2018 10:13:45 AM Attachments: image001.jpg Thanks Ryan. From: Ryan Morrison <RMorrison@arlingtonwa.gov> Sent: Tuesday, December 18, 2018 9:45 AM To: Ray Miller <raym@grp4.com>; Gary Schlagel <gschlagel@arlingtonwa.gov> Cc: Nova Heaton <NHeaton@arlingtonwa.gov>; Launa Peterson <lpeterson@arlingtonwa.gov> Subject: RE: [External] - R & L Carriers water system Hi Ray, The existing main in 68th is a 12â€ ductile iron pipe. Per the Cityâ€™s Standards, Section 4-1.08, water mains for commercial developments require 12 inch mains. This is mainly due to fire flow requirements as an 8â€ main cannot always achieve the fire flow required while staying below our system velocity constraints. Both connections to the existing main can be a wet tap with butterfly valve as there is an inline valve already in 68th that would allow us to isolate services if needed. In the future please direct any questions to Nova or Launa at CED and they will forward as needed. This allows us to keep track of all the conversations and information related to the development. Thanks! Ryan From: Ray Miller <raym@grp4.com> Sent: Monday, December 17, 2018 11:49 AM To: Ryan Morrison <RMorrison@arlingtonwa.gov>; Marty Wray <mwray@arlingtonwa.gov>; Gary Schlagel <gschlagel@arlingtonwa.gov> Subject: [External] - R & L Carriers water system Hello Ryan, I have attached a utility plan showing 2-water connections to the existing watermain in 68th and a looped watermain within the site. I believe the existing main is a 12â€ pipe. Can the new waterline be an 8â€ pipe or does it have to match the existing main? Is the connection a wet tap or a cut-in? I was not sure who to direct the question to. Thanks for your help. Ray Miller, P.E. Senior Engineer Group Four, Inc. PO Box 1059 Lake Stevens, WA 98258 Tel: 425.408.1152 Fax: 425.877.1341 Website: www.grp4.com DISCLAIMER: This communication is confidential and may be legally privileged. If you are not the intended recipient, (i) please do not read or disclose to others, (ii) please notify the sender by reply mail, and (iii) please delete this communication from your system. Failure to follow this process may be unlawful. Thank you for your cooperation. P Please consider the environment before printing this e-mail October 30, 2018 Mr. Stan Richards Mr. Neil Mullins, P.E. R&L Carriers 600 Gillam Road Wilmington, OH 45177 Geotechnical Engineering Evaluation R&L Truck Terminal Development 68th Drive NE Arlington, Washington NGA File No. 1057218 Dear Mr. Richards and Mr. Mullins: We are pleased to submit the attached report titled â€œGeotechnical Engineering Evaluation â€“ R&L Truck Terminal Development â€“ 68th Drive NE â€“ Arlington, Washington.â€ This report summarizes our observations of the existing surface and subsurface conditions within the site, and provides general recommendations for the proposed site development. Our services were completed in general accordance with the proposal signed by you on September 1, 2018. We visited the site on September 21 and 23, 2018 to observe the current site conditions and complete explorations of the subsurface conditions. The proposed development area consists of an irregular shaped parcel covering approximately 9.43 acres, located at the above address. The proposed development areas of the site are relatively level to gently sloping. We understand that you intend to redevelop the site to include a truck terminal consisting of a 46,000 square foot pre-fabricated metal structure for offices and storage, an approximately 11,300 square foot detached maintenance garage, and a three-bay diesel fuel station. Specific grading and stormwater handling plans were not available at the time this report was prepared. However, we do understand that stormwater generated within the property may be directed to onsite infiltrations systems, if feasible. We monitored the excavation of seven geotechnical borings. Our explorations indicated that the site was underlain by competent, native glacial soils near the surface throughout the central and northwestern portions of the property, and below a surficial layer of undocumented fill in the southeast. We have concluded that the site planned development is feasible. We have recommended that the new structure be founded on the medium dense or better native glacial soil for bearing capacity and settlement considerations. These soils should generally be encountered approximately three to nine feet below the existing ground surface within the majority of the site. However, the southeastern portion is underlain by up to eleven feet of undocumented fill, based on our explorations. Geotechnical Engineering Evaluation NGA Job No. 1057218 R&L Truck Terminal Development October 30, 2018 Arlington, Washington Summary - Page 2 _____________________________________________________________________________________________ We also performed on-site infiltration testing in accordance with the 2012 Department of Ecology (DOE) Stormwater Management Manual for Western Washington, amended in 2014. Our on-site testing consisted of performing a large-scale pilot infiltration test (PIT) within the property. The subsurface soils generally consisted of medium dense gravel with medium to coarse sand, which we interpreted as native, glacial soils. Based on our field-testing results, we have concluded that the site soils are suitable for on site stormwater infiltration. In the attached report we have provided design infiltration rates. We also include recommendations for erosion control, site preparation and grading, structural fill, foundations, retaining walls and site drainage. It has been a pleasure to provide service to you on this project. Please contact us if you have any questions regarding this report or require further information. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. Khaled M. Shawish, PE Principal TABLE OF CONTENTS INTRODUCTION............................................................................................................. 1 SCOPE ............................................................................................................................... 1 SITE CONDITIONS ......................................................................................................... 2 Surface Conditions ....................................................................................................... 2 Subsurface Conditions.................................................................................................. 2 Hydrogeologic Conditions ........................................................................................... 3 SENSITIVE AREA EVALUATION ............................................................................... 4 Seismic Hazard ............................................................................................................. 4 Erosion Hazard ............................................................................................................. 4 LABORATORY ANALYSES.......................................................................................... 5 CONCLUSIONS AND RECOMMENDATIONS .......................................................... 5 General ......................................................................................................................... 5 Erosion Control ............................................................................................................ 6 Site Preparation and Grading ....................................................................................... 6 Temporary and Permanent Slopes ............................................................................... 7 Foundations .................................................................................................................. 7 Retaining Walls ............................................................................................................ 8 Structural Fill................................................................................................................ 9 Slab-on-Grade ............................................................................................................ 10 Pavements................................................................................................................... 10 Utilities ....................................................................................................................... 11 Stormwater Infiltration ............................................................................................... 11 Site Drainage .............................................................................................................. 12 CONSTRUCTION MONITORING ............................................................................. 13 USE OF THIS REPORT ................................................................................................ 13 LIST OF FIGURES Figure 1 â€“ Vicinity Map Figure 2 â€“ Site Plan Figure 3 â€“ Cross Section A-Aâ€™ Figure 4 â€“ Soil Classification Chart Figures 5 through 11 â€“ Boring Logs Figures 12 through 14 â€“ Grain Size Distribution Analyses NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation R&L Truck Terminal Development 68th Drive NE Arlington, Washington INTRODUCTION This report presents the results of our geotechnical engineering investigation and evaluation of the proposed Truck Terminal Development project in Arlington, Washington. The project site is located at the northeast corner of the intersection of 68th Drive NE and 191st Place NE in Arlington, Washington, as shown on the Vicinity Map in Figure 1. The parcel number for this property is 31051400302900. The purpose of this study is to explore and characterize the siteâ€™s surface and subsurface conditions and to provide geotechnical recommendations for the proposed site development. The site consists of an irregular-shaped parcel covering approximately 9.43 acres. The proposed development areas of the site are situated on relatively level to gently sloping ground. The property is vacant, but has previously been modified by land-disturbing activities. We understand that the proposed development plan includes construction of a truck terminal consisting of a 46,000 square foot pre-fabricated metal structure for offices and storage, an approximately 11,300 square foot detached maintenance garage, and a three-bay diesel fuel station. Specific grading and stormwater handling plans were not available at the time this report was prepared. However, we understand that stormwater generated within the property may be directed to onsite infiltrations systems, if feasible. The existing site layout is shown on the Site Plan in Figure 2. For our use in preparing this report, we were provided with a copy of a previous geotechnical report completed on the site titled â€œExisting Fill Pad â€“ 19405 68th Drive NE â€“ Arlington, Washington,â€ prepared by GeoTest Services, Inc. and dated November 13, 2017, as well as an untitled proposed site plan showing requested explorations dated August 2, 2018. SCOPE The purpose of this study is to explore and characterize the site surface and subsurface conditions, and provide general recommendations for site development. Specifically, our scope of services included the following: 1. A review of available soil and geologic maps of the area as well as previous reports pertaining to the vicinity of the site. 2. Exploring the subsurface soil and groundwater conditions within the site with seven, up to 25.4-foot deep drilled borings using a track-mounted drill rig. Drill rig was subcontracted by NGA. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA Job No. 1057218 R&L Truck Terminal Development October 30, 2018 Arlington, Washington Page 2 _____________________________________________________________________________________________ 3. Performing geotechnical laboratory classification and analyses on selected soils samples obtained in the explorations, as needed. 4. Providing long-term infiltration rates for site soils by on on-site Large Pilot Infiltration Testing (PIT), based on the 2014 SWMMWW. Excavation was supplied by NGA. 5. Providing preliminary recommendations for earthwork, including cuts and fills as necessary. 6. Providing recommendations for temporary and permanent slopes. 7. Providing recommendations for foundation support, retaining walls, and slab on grade. 8. Providing recommendations for pavement subgrades and design. 9. Providing recommendations for drainage improvements and erosion control. 10. Documenting the results of our findings, conclusions, and recommendations in a written geotechnical report. SITE CONDITIONS Surface Conditions The site consists of an irregular-shaped parcel covering approximately 9.43 acres and has been modified by land-disturbing activity in the past. The property is vacant of substantial development, and is mainly void of mature vegetation, besides several young to mature deciduous trees on the northeast corner of the site. The ground surface within the site forms two terraces which slope gently toward the center of the site, separated by a broad trough which slopes gently toward the topographic low in the southwestern corner of the site. The broad trough bisects the site from the northern property line to the southwestern property corner. The gently terraced topography is shown on Cross Section A-Aâ€™ in Figure 3. The property is bordered to the south by 191st Place NE (Arlington Valley Road), to the west by 68th Drive NE, to the north by an existing industrial property, and to the east by forested land. Ponded surface water was observed within the topographic low point in the southwestern portion of the site after major precipitation events preceding our site visits on September 21 and 23, 2018. Subsurface Conditions Geology: The geologic units for this area are shown in the Geologic map of the Arlington West 7.5-minute Quadrangle, Snohomish County, Washington, by James P. Minard (USGS 1985). The site is mapped as surficial deposits of the Vashon Stade, consisting of glacial recessional outwash of the Marysville Member (Qvrm). The Marysville Sand member of the recessional outwash is described as well-drained stratified sand and gravel. Our explorations generally encountered a localized surficial layer of undocumented fill underlain by a layer of loose to medium dense, fine to coarse sand with gravel, which is underlain by medium dense sand with gravel, consistent with the description of the Marysville Sand at depth. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA Job No. 1057218 R&L Truck Terminal Development October 30, 2018 Arlington, Washington Page 3 _____________________________________________________________________________________________ Explorations: The subsurface conditions within the site were explored on September 23, 2018 by excavating seven borings ranging from 24 to 25.4 feet below the existing ground surface using a track mounted and truck mounted drill rigs. The approximate locations of our explorations are shown on the Site Plan in Figure 2. A geologist from NGA was present during the explorations, examined the soils and geologic conditions encountered, obtained samples of the different soil types, and maintained logs of the explorations. The soils were visually classified in general accordance with the Unified Soil Classification System, presented in Figure 4. The logs of our borings are attached to this report and are presented as Figures 5 through 11. We present a brief summary of the subsurface conditions in the following paragraph. For a detailed description of the subsurface conditions, the boring logs should be reviewed. Explorations generally fit into two distinct groups, based on location. The first group, comprising Borings 2 through 5, were located within the southeastern portion of the site on the relatively level terrace in that area. These explorations encountered a surficial deposit of gray, silty fine to coarse sand with gravel in a loose to medium dense condition. The thickness of this deposit ranged from six feet in Borehole 5, to eleven feet in Borehole 2. We interpreted this soil to be undocumented fill composed of glacial till-derived material. Underlying the undocumented fill in the first group of explorations, and at the surface of the remaining explorations, we encountered brown and gray, stratified, sand and gravels in a medium dense condition. We interpreted this soil to be the Marysville Sand member of the Vashon Stade Recessional Outwash, as mapped. At a depth of 16 to 25.4 feet below the ground surface, all explorations revealed silty, fine to medium sand. All borings were completed at depths of 24.0 feet below the existing ground surface within native glacial soils throughout the site. Hydrogeologic Conditions Groundwater seepage was observed at a depth of 3.5 feet in Borehole 1. We also measured the groundwater within two previously installed groundwater monitoring wells in the southwestern and northeastern portions of the property. Over the course of fieldwork on September 21 through 23, the shallowest groundwater measurement for each monitoring well was an elevation of 120.6 feet above sea level in the southwest, and 122.1 feet in the northeast. Groundwater observed in Borehole 1 corresponds to an elevation of 127.8 feet. We interpreted the water observed in Borehole 1 to be perched groundwater upon subsurface soils which may have an increased silt content from site runoff. Perched water occurs when surface water infiltrates through less dense, more permeable soils and accumulates on top of a relatively low permeability material. Perched water does not represent a regional groundwater "table" within the upper soil horizons. Perched water tends to vary spatially and is dependent upon the amount of rainfall. We would expect the amount of perched groundwater to decrease during drier times of the year and increase during wetter periods. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA Job No. 1057218 R&L Truck Terminal Development October 30, 2018 Arlington, Washington Page 4 _____________________________________________________________________________________________ SENSITIVE AREA EVALUATION Seismic Hazard We reviewed the 2018 International Building Code (IBC) for seismic site classification for this project. Since dense soils are interpreted to underlie the site at depth, the site best fits the IBC description for Site Class D. Table 1 below provides seismic design parameters for the site that are in conformance with the 2018 IBC, which specifies a design earthquake having a 2% probability of occurrence in 50 years (return interval of 2,475 years), and the 2008 USGS seismic hazard maps. Table 1 â€“ 2018 IBC Seismic Design Parameters Site Class Spectral Spectral Acceleration Site Coefficients Design Spectral Acceleration at 0.2 at 1.0 sec. (g) Response sec. (g) S1 Parameters Ss Fa Fv SDS SD1 D 1.064 0.414 1.074 1.587 0.762 0.438 The spectral response accelerations were obtained from the USGS Earthquake Hazards Program Interpolated Probabilistic Ground Motion website (2008 data) for the project latitude and longitude. Hazards associated with seismic activity include liquefaction potential and amplification of ground motion. Liquefaction is caused by a rise in pore pressures in a loose, fine sand deposit beneath the groundwater table. It is our opinion that the very dense glacial deposits interpreted to underlie the site have a low potential for liquefaction or amplification of ground motion. Erosion Hazard The criteria used for determination of the erosion hazard for affected areas include soil type, slope gradient, vegetation cover, and groundwater conditions. The erosion sensitivity is related to vegetative cover and the specific surface soil types, which are related to the underlying geologic soil units. The Soil Survey of Snohomish County Area, Washington by the Natural Resources Conservation Service (NRCS) classifies the native soils on the site as Lynnwood loamy sand, 0 to 3 percent slopes, Mukilteo Muck, and Bellingham silty clay loam. The native soils on site are listed as having a slight erosion hazard. It is our opinion that the erosion hazard for site soils should be low in areas where vegetation is not disturbed. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA Job No. 1057218 R&L Truck Terminal Development October 30, 2018 Arlington, Washington Page 5 _____________________________________________________________________________________________ LABORATORY ANALYSES We performed three grain-size analyses with moisture contents on selected soil samples obtained from the site. The laboratory tests were performed on samples taken from Infiltration PIT 1 at a depth of 3.0 feet below the ground surface, Boring 4 at 12.0 feet, and Boring 7 at 7.5 feet. The results of the sieve analyses are presented as Figures 12 through 14. CONCLUSIONS AND RECOMMENDATIONS General It is our opinion from a geotechnical standpoint that the site is compatible with the proposed development. Our explorations indicated that the southeastern portion of the site was underlain by a surficial layer of undocumented fill, with competent, native soils at depths between six and eleven feet below the ground surface. Native glacial soils were encountered at shallow depths throughout the rest of the property. The native glacial soils should provide adequate support for foundation, slab, and pavement loads. We recommend that the new structure be designed utilizing shallow foundations. Footings should extend through any loose soil, and be founded on the underlying medium dense or better native soil, or structural fill extending to these soils. The competent soil should typically be encountered approximately three to nine feet below the existing surface throughout the proposed structure areas, based on our explorations. However, localized areas of undocumented fill may occur on unexplored areas of the site. This condition, if encountered, may require deeper excavations in foundation, slab, and pavement areas to remove the unsuitable soils. We also performed on-site infiltration testing based on the 2014 WSDOE Stormwater Management Manual for Western Washington. Our explorations generally encountered fine to coarse sand with gravel and silt that we interpreted as native glacial soils. One large-scale pilot infiltration test (small PIT) was conducted on the northwestern portion of the site. Based on our on-site testing, it is our opinion that on site stormwater infiltration is feasible within this site. This is further discussed in the Stormwater Infiltration subsection. The surficial soils encountered on this site are considered moisture-sensitive and may disturb easily when wet. Fill soils placed on the southeastern portion of the site are extremely susceptible to disturbance when wet. Native soils in the southwestern portion of the site show a propensity toward rill erosion, where previous site grading has concentrated surface runoff. We recommend that construction take place during the drier summer months, if possible. If construction is to take place during wet weather, the soils may disturb and additional expenses and delays may be expected due to the wet conditions. Additional expenses could include the need for placing a blanket of rock spalls to protect exposed subgrades and construction traffic areas. The native on-site soils may be suitable for use as structural fill depending on the moisture content of the soil during construction. NGA should be retained to determine if the on-site soils can be used as structural fill material during construction. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA Job No. 1057218 R&L Truck Terminal Development October 30, 2018 Arlington, Washington Page 6 _____________________________________________________________________________________________ Erosion Control The erosion hazard for the on-site soils is interpreted to be slight for exposed soils, but actual erosion potential will be dependent on how the site is graded and how water is allowed to concentrate. Best Management Practices (BMPs) should be used to control erosion. Areas disturbed during construction should be protected from erosion. Erosion control measures may include diverting surface water away from the stripped or disturbed areas. Silt fences and/or straw bales should be erected to prevent muddy water from leaving the site. Disturbed areas should be planted as soon as practical and the vegetation should be maintained until it is established. Erosion potential of areas not stripped of vegetation should be low. Site Preparation and Grading After erosion control measures are implemented, site preparation should consist of removing loose soils, topsoil, and any undocumented fill from foundations, slab, and pavement areas, to expose medium dense or better native soils at depth. The stripped soil should be removed from the site or stockpiled for later use as a landscaping fill. Based on our observations, we anticipate native, medium dense or better soil to be encountered at approximately six to eleven feet within the southeastern portion of the site. We anticipate other areas of the site to be underlain by competent native soils at shallow depths less than 3.0 feet below the surface. We should note that additional deeper areas of unsuitable soils and/or undocumented fill could be encountered in unexplored areas of the site. This condition, if encountered, would require deeper excavations in foundation, slab, and pavement areas to remove the unsuitable soils. After site preparation, if the exposed subgrade is deemed loose, it should be compacted to a non-yielding condition and then proof- rolled with a heavy rubber-tired piece of equipment. Areas observed to pump or weave during the proof- roll test should be reworked to structural fill specifications or over-excavated and replaced with properly compacted structural fill or rock spalls. If loose soils are encountered in the foundation areas, the loose soils should be removed and replaced with rock spalls. If significant surface water flow is encountered during construction, this flow should be diverted around areas to be developed, and the exposed subgrades should be maintained in a semi-dry condition. If wet conditions are encountered, alternative site grading techniques might be necessary. These could include using large excavators equipped with wide tracks and a smooth bucket to complete site grading, and covering exposed subgrade with a layer of crushed rock for protection. If wet conditions are encountered or construction is attempted in wet weather, the subgrade should not be compacted, as this could cause further subgrade disturbance. In wet conditions, it may be necessary to cover the exposed subgrade with a layer of crushed rock as soon as it is exposed to protect the moisture sensitive soils from disturbance by machine or foot traffic during construction. The prepared subgrade should be protected from construction traffic and surface water should be diverted around areas of prepared subgrade. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA Job No. 1057218 R&L Truck Terminal Development October 30, 2018 Arlington, Washington Page 7 _____________________________________________________________________________________________ Temporary and Permanent Slopes Temporary cut slope stability is a function of many factors, including the type and consistency of soils, depth of the cut, surcharge loads adjacent to the excavation, length of time a cut remains open, and the presence of surface or groundwater. It is exceedingly difficult under these variable conditions to estimate a stable, temporary, cut slope angle. Therefore, it should be the responsibility of the contractor to maintain safe slope configurations at all times as indicated in OSHA guidelines for cut slopes. The following information is provided solely for the benefit of the owner and other design consultants and should not be construed to imply that Nelson Geotechnical Associates, Inc. assumes responsibility for job site safety. Job site safety is the sole responsibility of the project contractor. For planning purposes, we recommend that temporary cuts in the upper surficial undocumented fill soils should be no steeper than 2 Horizontal to 1 Vertical (2H:1V). Temporary cuts in competent, native glacial soils at depth should be no steeper than 1.5H:1V. If significant groundwater seepage or surface water flow were encountered, we would expect that flatter inclinations would be necessary. We recommend that cut slopes be protected from erosion. The slope protection measures may include covering cut slopes with plastic sheeting and diverting surface runoff away from the top of cut slopes. We do not recommend vertical slopes for cuts deeper than four feet, if worker access is necessary. We recommend that cut slope heights and inclinations conform to appropriate OSHA/WISHA regulations. Permanent cut and fill slopes should be no steeper than 2H:1V. However, flatter inclinations may be required in areas where loose soils are encountered. Permanent slopes should be vegetated and the vegetative cover maintained until established. Foundations Conventional shallow spread foundations should be placed on medium dense or better native soils, or be supported on structural fill or rock spalls extending to those soils. Based on our observations, we anticipate native, medium dense or better soil to be encountered at approximately six to eleven feet within the southeastern portion of the site. We anticipate other areas of the site to be underlain by competent native soils at shallow depths less than 3.0 feet below the surface. We should note that deeper areas of unsuitable soils and/or undocumented fill could be encountered in the unexplored areas of the site. Where undocumented fill or less dense soils are encountered at footing bearing elevation, the subgrade should be over-excavated to expose suitable bearing soil. The over-excavation may be filled with structural fill, or the footing may be extended down to the competent native soils. If footings are supported on structural fill, the fill zone should extend outside the edges of the footing a distance equal to one half of the depth of the over-excavation below the bottom of the footing. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA Job No. 1057218 R&L Truck Terminal Development October 30, 2018 Arlington, Washington Page 8 _____________________________________________________________________________________________ Footings should extend at least 18 inches below the lowest adjacent finished ground surface for frost protection and bearing capacity considerations. Foundations should be designed in accordance with the 2018 IBC. Footing widths should be based on the anticipated loads and allowable soil bearing pressure. Water should not be allowed to accumulate in footing trenches. All loose or disturbed soil should be removed from the foundation excavation prior to placing concrete. For foundations constructed as outlined above, we recommend an allowable design bearing pressure of not more than 2,500 pounds per square foot (psf) be used for the design of footings founded on the medium dense or better native soils or rock spalls extending to the competent native material. The foundation bearing soil should be evaluated by a representative of NGA. We should be consulted if higher bearing pressures are needed. Current IBC guidelines should be used when considering increased allowable bearing pressure for short-term transitory wind or seismic loads. Potential foundation settlement using the recommended allowable bearing pressure is estimated to be less than 1-inch total and Â½-inch differential between adjacent footings or across a distance of about 20 feet, based on our experience with similar projects. Lateral loads may be resisted by friction on the base of the footing and passive resistance against the subsurface portions of the foundation. A coefficient of friction of 0.35 may be used to calculate the base friction and should be applied to the vertical dead load only. Passive resistance may be calculated as a triangular equivalent fluid pressure distribution. An equivalent fluid density of 200 pounds per cubic foot (pcf) should be used for passive resistance design for a level ground surface adjacent to the footing. This level surface should extend a distance equal to at least three times the footing depth. These recommended values incorporate safety factors of 1.5 and 2.0 applied to the estimated ultimate values for frictional and passive resistance, respectively. To achieve this value of passive resistance, the foundations should be poured â€œneatâ€ against the native medium dense soils or compacted fill should be used as backfill against the front of the footing. We recommend that the upper one foot of soil be neglected when calculating the passive resistance. Retaining Walls We do not anticipate the need for retaining walls on this site; however, should basement walls or any other retaining walls be utilized, they should be designed and constructed as outlined hereon. The lateral pressure acting on subsurface retaining walls is dependent on the nature and density of the soil behind the wall, the amount of lateral wall movement which can occur as backfill is placed, wall drainage conditions, and the inclination of the backfill. For walls that are free to yield at the top at least one thousandth of the height of the wall (active condition), soil pressures will be less than if movement is limited by such factors as wall stiffness or bracing (at-rest condition). We recommend that walls supporting horizontal backfill and not subjected to hydrostatic forces, be designed using a triangular earth pressure distribution equivalent to that NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA Job No. 1057218 R&L Truck Terminal Development October 30, 2018 Arlington, Washington Page 9 _____________________________________________________________________________________________ exerted by a fluid with a density of 40 pcf for yielding (active condition) walls, and 60 pcf for non-yielding (at-rest condition) walls. These recommended lateral earth pressures are for a drained granular backfill and assume a horizontal ground surface behind the wall for a distance of at least the subsurface height of the wall, not accounting for surcharge loads. Additional lateral earth pressures should be considered for surcharge loads acting adjacent to subsurface walls and within a distance equal to the subsurface height of the wall. This includes the effects of surcharges such as traffic loads, floor slab loads, slopes, or other surface loads. We could consult with the structural engineer regarding additional loads on retaining walls during final design, if needed. The lateral pressures on walls may be resisted by friction between the foundation and subgrade soil, and by passive resistance acting on the below-grade portion of the foundation. Recommendations for frictional and passive resistance to lateral loads are presented in the Foundations subsection of this report. All wall backfill should be well compacted as outlined in the Structural Fill subsection of this report. Care should be taken to prevent the buildup of excess lateral soil pressures due to over-compaction of the wall backfill. This can be accomplished by placing wall backfill in 8-inch loose lifts and compacting the backfill with small, hand-operated compactors within a distance behind the wall equal to at least one-half the height of the wall. The thickness of the loose lifts should be reduced to accommodate the lower compactive energy of the hand-operated equipment. The recommended level of compaction should still be maintained. Permanent drainage systems should be installed for retaining walls. Recommendations for these systems are found in the Subsurface Drainage subsection of this report. We recommend that we be retained to evaluate the proposed wall drain backfill material and observe installation of the drainage systems. Structural Fill General: Fill placed beneath foundations, pavement, or other settlement-sensitive structures should be placed as structural fill. Structural fill, by definition, is placed in accordance with prescribed methods and standards, and is monitored by an experienced geotechnical professional or soils technician. Field monitoring procedures would include the performance of a representative number of in-place density tests to document the attainment of the desired degree of relative compaction. The area to receive the fill should be suitably prepared as described in the Site Preparation and Grading subsection prior to beginning fill placement. Sloping areas to receive fill should be benched using a minimum 8-foot wide horizontal benches into competent soils. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA Job No. 1057218 R&L Truck Terminal Development October 30, 2018 Arlington, Washington Page 10 _____________________________________________________________________________________________ Materials: Structural fill should consist of a good quality, granular soil, free of organics and other deleterious material, and be well graded to a maximum size of about three inches. All-weather fill should contain no more than five-percent fines (soil finer than U.S. No. 200 sieve, based on that fraction passing the U.S. 3/4-inch sieve). Some of the more granular on-site soils may be suitable for use as structural fill; however, this will be highly dependent on the moisture content of the soil during construction. The use of the on-site soils as structural fill during wet weather will be very difficult, if not impossible. We should be retained to evaluate all proposed structural fill material prior to placement. Fill Placement: Following subgrade preparation, placement of structural fill may proceed. All filling should be accomplished in uniform lifts up to eight inches thick. Each lift should be spread evenly and be thoroughly compacted prior to placement of subsequent lifts. All structural fill underlying building areas and pavement subgrade should be compacted to a minimum of 95 percent of its maximum dry density. Maximum dry density, in this report, refers to that density as determined by the ASTM D-1557 Compaction Test procedure. The moisture content of the soils to be compacted should be within about two percent of optimum so that a readily compactable condition exists. It may be necessary to over-excavate and remove wet soils in cases where drying to a compactable condition is not feasible. All compaction should be accomplished by equipment of a type and size sufficient to attain the desired degree of compaction and should be tested. Slab-on-Grade Slabs-on-grade should be supported on subgrade soils prepared as described in the Site Preparation and Grading subsection of this report. We recommend that all floor slabs be underlain by at least six inches of free-draining gravel with less than three percent by weight of the material passing Sieve #200 for use as a capillary break. We recommend that the capillary break be hydraulically connected to the footing drain system to allow free drainage from under the slab. A suitable vapor barrier, such as heavy plastic sheeting (6-mil minimum), should be placed over the capillary break material. An additional 2-inch-thick moist sand layer may be used to cover the vapor barrier. This sand layer is optional, and is intended to be used to protect the vapor barrier membrane and to aid in curing the concrete. Pavements Pavement subgrade preparation and structural filling where required, should be completed as recommended in the Site Preparation and Grading and Structural Fill subsections of this report. The pavement subgrade should be proof-rolled with a heavy, rubber-tired piece of equipment, to identify soft or yielding areas that require repair. The pavement section should be underlain by a minimum of six inches of clean granular pit run or crushed rock. We should be retained to observe the proof-rolling and recommend subgrade repairs prior to placement of the asphalt or hard surfaces. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA Job No. 1057218 R&L Truck Terminal Development October 30, 2018 Arlington, Washington Page 11 _____________________________________________________________________________________________ Utilities We recommend that underground utilities be bedded with a minimum 12 inches of pea gravel prior to backfilling the trench with on-site or imported material. Trenches within settlement sensitive areas should be compacted to 95% of the modified proctor as described in the Structural Fill subsection of this report. Trenches located in non-structural areas should be compacted to a minimum 90% of the maximum dry density. Trench backfill compaction should be tested. Stormwater Infiltration General: The 2014 WSDOE Stormwater Management Manual for Western Washington was utilized to determine the long-term design infiltration rate of the site soils. At the request of the client and according to this manual, on-site infiltration testing consisting of the Large-Scale Pilot Infiltration Test (PIT) was used to determine the long-term design infiltration rates. We conducted a Large PIT within Infiltration Pit 1, as shown on the attached Schematic Site Plan in Figure 2. The subsurface soils generally consisted of gravel with medium to coarse sand and silt that we interpreted as native glacial soils. The test was conducted within a pit that measured 10.0-feet long by 10.5-feet wide by 3.0-feet deep. As soon as the infiltration pit was excavated, the pit was attempted to be filled with 12 inches of water and we began the soaking period of the PIT. At this time, the water flow rate into the hole was monitored with a water flow meter for the pre-soak period. After the soaking period was completed, the water level was maintained at approximately 6-inches for one hour for the steady-state period. The flow rate for Infiltration Pit 1 stabilized at 30.0 gallons per minute (1800 gallons per hour). This equated to an approximate infiltration rate of 27.5 inches per hour. The water was shut off after the steady-state period and monitored constantly. After approximately 12 minutes, the water level within the pit had completely dissipated, resulting in an infiltration rate of 30.0 inches per hour. In accordance with the Table 3.5 of the 2014 WSDOE Stormwater Management Manual for Western Washington, correction factors of 0.8, 0.75, and 0.9 for CFv, CFt, and the long-term conductivity loss factor, respectively were applied to the field measured infiltration rate. A total correction factor of 0.54 was applied to the measured field infiltration rate obtained from the falling head portion of the test to determine the long-term design infiltration rate. The 27.5 inches per hour rate obtained from the steady state period was utilized as the overall measured field infiltration rate. Using the above correction factor, we calculated a long-term design infiltration rate of approximately 14.85 inches per hour, which could be utilized to design the on-site infiltration systems within the gravel and fine to coarse sand found on this site. We recommend that the base of any on-site infiltration systems be terminated within the native clean granular soils. We anticipate that the infiltration systems should NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA Job No. 1057218 R&L Truck Terminal Development October 30, 2018 Arlington, Washington Page 12 _____________________________________________________________________________________________ encounter these soils within 3.0 feet below existing grade in northwestern portions of the site. Siltier soils would not support this infiltration rate, and as such, it is imperative that cleaner sands and gravels (GP, SP) be exposed at the bottom of any infiltration system. We should be retained during construction to evaluate the soils exposed in the infiltration locations to confirm that the soils are appropriate for infiltration. The stormwater manual recommends a minimum three-foot separation between the base of an infiltration system and any underlying bedrock, impermeable horizon, or groundwater. We did not encounter groundwater or any impermeable layers to the extent of our subsurface soil explorations. In our opinion, the maximum seasonal high groundwater level appears to be greater than five feet below the bottom of the proposed infiltration trenches within this site, and as such, we do not anticipate that groundwater would impact the performance of the infiltration systems. Site Drainage Surface Drainage: The finished ground surface should be graded such that stormwater is directed to an approved stormwater collection system. Water should not be allowed to stand in any areas where footings, slabs, or pavements are to be constructed. Final site grades should allow for drainage away from the residences. We suggest that the finished ground be sloped at a minimum gradient of three percent, for a distance of at least 10 feet away from the residences. Surface water should be collected by permanent catch basins and drain lines, and be discharged into an appropriate discharge system. The overflow water should be directed to discharge into an appropriate location. Subsurface Drainage: If groundwater is encountered during construction, we recommend that the contractor slope the bottom of the excavation and collect the water into ditches and small sump pits where the water can be pumped out and routed into a permanent storm drain. We recommend the use of footing drains around the structures. Footing drains should be installed at least one foot below planned finished floor elevation. The drains should consist of a minimum 4-inch-diameter, rigid, slotted or perforated, PVC pipe surrounded by free-draining material wrapped in a filter fabric. We recommend that the free-draining material consist of an 18-inch-wide zone of clean (less than three-percent fines), granular material placed along the back of walls. Pea gravel is an acceptable drain material. The free-draining material should extend up the wall to one foot below the finished surface. The top foot of backfill should consist of impermeable soil placed over plastic sheeting or building paper to minimize surface water or fines migration into the footing drain. Footing drains should discharge into tightlines leading to an approved collection and discharge point with convenient cleanouts to prolong the useful life of the drains. Roof drains should not be connected to wall or footing drains. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA Job No. 1057218 R&L Truck Terminal Development October 30, 2018 Arlington, Washington Page 13 _____________________________________________________________________________________________ CONSTRUCTION MONITORING We should be retained to provide construction monitoring services during the earthwork phase of the project to evaluate subgrade conditions, temporary cut conditions, fill compaction, and drainage system installation. USE OF THIS REPORT NGA has prepared this report for Mr. Stan Richards and his agents, for use in the planning and design of the development on this site only. The scope of our work does not include services related to construction safety precautions and our recommendations are not intended to direct the contractorsâ€™ methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. There are possible variations in subsurface conditions between the explorations and also with time. Our report, conclusions, and interpretations should not be construed as a warranty of subsurface conditions. A contingency for unanticipated conditions should be included in the budget and schedule. We recommend that NGA be retained to provide monitoring and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with contract plans and specifications. We should be contacted a minimum of one week prior to construction activities and could attend pre-construction meetings if requested. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering practices in effect in this area at the time this report was prepared. No other warranty, expressed or implied, is made. Our observations, findings, and opinions are a means to identify and reduce the inherent risks to the owner. o-o-o NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA Job No. 1057218 R&L Truck Terminal Development October 30, 2018 Arlington, Washington Page 14 _____________________________________________________________________________________________ It has been a pleasure to provide service to you on this project. If you have any questions or require further information, please call. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. Carston T. Curd, GIT Staff Geologist II Maher A. Shebl, PhD, PE, M.ASCE Senior Engineer CTC:MAS:dy Fourteen Figures Attached NELSON GEOTECHNICAL ASSOCIATES, INC. VICINITY MAP Not to Scale Project Site Arlington, WA Project Number Nelson Geotechnical No. Date Revision By CK R&L Truck Terminal NGA Associates, Inc. 1057218 1 10/5/18 Original DPN CTC Development Geotechnical Engineers & Geologists Vicinity Map Woodinville Office East Wenatchee Office Figure 1 17311-135th Ave. NE, A-500 5526 Industry Lane, #2 Woodinville, WA 98072 East Wenatchee, WA 98802 (425) 486-1669 / Fax: 481-2510 www.nelsongeotech.com (509) 665-7696 / Fax: 665-7692 \\hill\company\2018 NGA Project Folders\10572-18 Truck Terminal Development Arlington\Drafting\VM.dwg Project Number Figure 21057218 Site Plan MW-2 A R&L Truck Terminal Development Site Plan B-6 B-7 INF-1 B-5 B-4 (425) 486-1669 / Fax: 481-2510Geotechnical Engineers & Geologists 17311-135th Ave. NE, A-500 Woodinville, WA 98072N Woodinville Office G 68th Dr NE B-1 A Nelson Geotechnical www.nelsongeotech.comAssociates, Inc. B-2 MW-1 B-3 A' (509) 665-7696 / Fax: 665-7692 East Wenatchee, WA 98802 5526 Industry Lane, #2East Wenatchee Office 191st Pl NE LEGEND B-1 No. 1 Property line Number and approximate 10/5/18Date location of boring MW-1 OriginalRevisionA A' Approximate location Number and approximate location 0 150 300 of cross-section of existing monitoring well INF-1 Approximate Scale: 1 inch = 150 feet DPN By Number and approximate location of infiltration test pit CTC CK Reference: Site plan based on an undated plan titled "Topographic and Boundary Survey for 60 Door Truck Terminal," prepared by Group Four, Inc. \\hill\company\2018 NGA Project Folders\10572-18 Truck Terminal Development Arlington\Drafting\SP.dwg Project Number Figure 31057218 A A' Northwest Southeast 400 400 Cross-Section A-A'R&L Truck Terminal Development 300 300 Fill 200 200 (425) 486-1669 / Fax: 481-2510Geotechnical Engineers & Geologists B-4 17311-135th Ave. NE, A-500 Woodinville, WA 98072N (Projected Woodinville Office G B-7 49 ft. Southwest) 17 43 25 A 27 33 ? 26 31 22 21 ? 36 ? ? ? Nelson Geotechnical Approximate Elevation (feet)100 100 www.nelsongeotech.comAssociates, Inc. (509) 665-7696 / Fax: 665-7692 East Wenatchee, WA 98802 5526 Industry Lane, #2East Wenatchee Office 0 0 0 100 200 300 400 500 600 700 800 Distance (feet) No. 1 Exploration 10/8/18Date Boring Designation B-1 OriginalRevision 23 23 SPT N-value Groundwater Level NOTES: During Exploration 23 1) Stratigraphic conditions are interpolated between 23 the explorations. Actual conditions may vary. DPN By 23 2) Elevations are approximate. Geologic Contact ? ? (approximate) CTC CK Reference: Cross Section is based on field measurements using a hand-held clinometer and 100-ft tape measure. \\hill\company\2018 NGA Project Folders\10572-18 Truck Terminal Development Arlington\Drafting\CS.dwg UNIFIED SOIL CLASSIFICATION SYSTEM GROUP MAJOR DIVISIONS GROUP NAME SYMBOL CLEAN GW WELL-GRADED, FINE TO COARSE GRAVEL COARSE - GRAVEL GRAVEL GP POORLY-GRADED GRAVEL GRAINED MORE THAN 50 % GRAVEL GM SILTY GRAVEL OF COARSE FRACTION RETAINED ON SOILS NO. 4 SIEVE WITH FINES GC CLAYEY GRAVEL CLEAN SW WELL-GRADED SAND, FINE TO COARSE SAND SAND SAND SP POORLY GRADED SAND MORE THAN 50 % MORE THAN 50 % RETAINED ON OF COARSE FRACTION SAND SM SILTY SAND NO. 200 SIEVE PASSES NO. 4 SIEVE WITH FINES SC CLAYEY SAND FINE - SILT AND CLAY ML SILT INORGANIC CL CLAY GRAINED LIQUID LIMIT LESS THAN 50 % ORGANIC OL ORGANIC SILT, ORGANIC CLAY SOILS MH SILT OF HIGH PLASTICITY, ELASTIC SILT SILT AND CLAY INORGANIC MORE THAN 50 % PASSES CH CLAY OF HIGH PLASTICITY, FAT CLAY LIQUID LIMIT NO. 200 SIEVE 50 % OR MORE ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: 1) Field classification is based on visual SOIL MOISTURE MODIFIERS: examination of soil in general accordance with ASTM D 2488-93. Dry - Absence of moisture, dusty, dry to the touch 2) Soil classification using laboratory tests Moist - Damp, but no visible water. is based on ASTM D 2488-93. Wet - Visible free water or saturated, 3) Descriptions of soil density or usually soil is obtained from consistency are based on below water table interpretation of blowcount data, visual appearance of soils, and/or test data. Project Number Nelson Geotechnical No. Date Revision By CK R&L Truck Terminal NGA Associates, Inc. 1057218 1 10/5/18 Original DPN CTC Development Geotechnical Engineers & Geologists Soil Classification Chart Woodinville Office East Wenatchee Office Figure 4 17311-135th Ave. NE, A-500 5526 Industry Lane, #2 Woodinville, WA 98072 East Wenatchee, WA 98802 (425) 486-1669 / Fax: 481-2510 www.nelsongeotech.com (509) 665-7696 / Fax: 665-7692 \\hill\company\2018 NGA Project Folders\10572-18 Truck Terminal Development Arlington\Drafting\SC.dwg BORING LOG B-1 Logged by: CTC on 9/21/2018 Approximate Ground Surface Elevation: 132 ft Penetration Resistance Soil Profile Sample Data (Blows/foot - ) Piezometer 10 20 30 40 50 50+ Installation - Ground Water Moisture Content Data Description Log (Percent - ) (Depth in Feet) BlowCount GraphicGroupSymbol SampleLocation 10 20 30 40 50 50+ (Depth in feet) Laboratory Testing Brown, fine to coarse sand with silt and gravel (dense, moist) 5 5 38 -becomes yellow-brown, wet, no gravel 10 10 -becomes very dense 77 SP-SM 15 15 -with gravel 94-10 20 20 -becomes gray-brown 90-8 -no recovery 25 25 50-4 Boring terminated below existing grade at 25.4 feet on 9/21/18. Groundwater seepage was encountered 3.5 feet during drilling. LEGEND Solid PVC Pipe Concrete M Moisture Content Slotted PVC Pipe Bentonite A Atterberg Limits Depth Driven and Amount Recovered G Grain-size Analysis with 2-inch O.D. Split-Spoon Sampler Monument/ Cap Native Soil DS Direct Shear to Piezometer PP Pocket Penetrometer Readings, tons/ft Silica Sand Depth Driven and Amount Recovered Liquid Limit P Sample Pushed with 3-inch Shelby Tube Sampler *+ Plastic Limit Water Level T Triaxial NOTE: Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgement. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of information presented on this log. Project Number Nelson Geotechnical No. Date Revision By CK R&L Truck Terminal G Associates, Inc. 1057218 N A 1 10/8/18 Original DPN CTC Development Geotechnical Engineers & Geologists Figure 5 Boring Log Woodinville Office East Wenatchee Office 17311-135th Ave. NE, A-500 5526 Industry Lane, #2 Woodinville, WA 98072 East Wenatchee, WA 98802 Page of1 1 (425) 486-1669 / Fax: 481-2510 www.nelsongeotech.com (509) 665-7696 / Fax: 665-7692 \\hill\company\2018 NGA Project Folders\10572-18 Truck Terminal Development Arlington\Drafting\Borings.dwg BORING LOG B-2 Logged by: CTC on 9/21/2018 Approximate Ground Surface Elevation: 150 ft Penetration Resistance Soil Profile Sample Data (Blows/foot - ) Piezometer 10 20 30 40 50 50+ Installation - Ground Water Moisture Content Data Description Log (Percent - ) (Depth in Feet) BlowCount GraphicGroupSymbol SampleLocation 10 20 30 40 50 50+ (Depth in feet) Laboratory Testing Gray, silty fine to coarse sand with gravel (loose, moist) (FILL) 5 5 5 -becomes medium dense 13 10 10 Brown and dark gray, stratified fine to coarse sand with silt and gravelly, fine to coarse sand with silt (dense, moist) 36 SP-SM 15 15 Yellow-brown, silty fine to coarse sand (medium dense, moist) 13 SM 20 20 -becomes silty, fine to medium sand 29 Boring terminated below existing grade at 24.0 feet on 9/21/18. Groundwater seepage was not encountered 25 25 during drilling. LEGEND Solid PVC Pipe Concrete M Moisture Content Slotted PVC Pipe Bentonite A Atterberg Limits Depth Driven and Amount Recovered G Grain-size Analysis with 2-inch O.D. Split-Spoon Sampler Monument/ Cap Native Soil DS Direct Shear to Piezometer PP Pocket Penetrometer Readings, tons/ft Silica Sand Depth Driven and Amount Recovered Liquid Limit P Sample Pushed with 3-inch Shelby Tube Sampler *+ Plastic Limit Water Level T Triaxial NOTE: Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgement. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of information presented on this log. Project Number Nelson Geotechnical No. Date Revision By CK R&L Truck Terminal G Associates, Inc. 1057218 N A 1 10/8/18 Original DPN CTC Development Geotechnical Engineers & Geologists Figure 6 Boring Log Woodinville Office East Wenatchee Office 17311-135th Ave. NE, A-500 5526 Industry Lane, #2 Woodinville, WA 98072 East Wenatchee, WA 98802 Page of1 1 (425) 486-1669 / Fax: 481-2510 www.nelsongeotech.com (509) 665-7696 / Fax: 665-7692 \\hill\company\2018 NGA Project Folders\10572-18 Truck Terminal Development Arlington\Drafting\Borings.dwg BORING LOG B-3 Logged by: CTC on 9/23/2018 Approximate Ground Surface Elevation: 151 ft Penetration Resistance Soil Profile Sample Data (Blows/foot - ) Piezometer 10 20 30 40 50 50+ Installation - Ground Water Moisture Content Data Description Log (Percent - ) (Depth in Feet) BlowCount GraphicGroupSymbol SampleLocation 10 20 30 40 50 50+ (Depth in feet) Laboratory Testing Gray and brown, silty fine to medium sand with gravel and asphalt debris (medium dense, moist to wet) (FILL) 17 5 5 14 Brown, fine to coarse sand with silt (medium dense, moist) 10 10 -with gravel 29 15 15 SP-SM -becomes yellow-brown 24 20 20 -becomes fine to medium sand with silt 29 Boring terminated below existing grade at 24.0 feet on 9/23/18. Groundwater seepage was not encountered 25 25 during drilling. LEGEND Solid PVC Pipe Concrete M Moisture Content Slotted PVC Pipe Bentonite A Atterberg Limits Depth Driven and Amount Recovered G Grain-size Analysis with 2-inch O.D. Split-Spoon Sampler Monument/ Cap Native Soil DS Direct Shear to Piezometer PP Pocket Penetrometer Readings, tons/ft Silica Sand Depth Driven and Amount Recovered Liquid Limit P Sample Pushed with 3-inch Shelby Tube Sampler *+ Plastic Limit Water Level T Triaxial NOTE: Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgement. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of information presented on this log. Project Number Nelson Geotechnical No. Date Revision By CK R&L Truck Terminal G Associates, Inc. 1057218 N A 1 10/8/18 Original DPN CTC Development Geotechnical Engineers & Geologists Figure 7 Boring Log Woodinville Office East Wenatchee Office 17311-135th Ave. NE, A-500 5526 Industry Lane, #2 Woodinville, WA 98072 East Wenatchee, WA 98802 Page of1 1 (425) 486-1669 / Fax: 481-2510 www.nelsongeotech.com (509) 665-7696 / Fax: 665-7692 \\hill\company\2018 NGA Project Folders\10572-18 Truck Terminal Development Arlington\Drafting\Borings.dwg BORING LOG B-4 Logged by: CTC on 9/23/2018 Approximate Ground Surface Elevation: 152 ft Penetration Resistance Soil Profile Sample Data (Blows/foot - ) Piezometer 10 20 30 40 50 50+ Installation - Ground Water Moisture Content Data Description Log (Percent - ) (Depth in Feet) BlowCount GraphicGroupSymbol SampleLocation 10 20 30 40 50 50+ (Depth in feet) Laboratory Testing Gray and brown, silty fine to medium sand with gravel and asphalt debris (medium dense, moist to wet) (FILL) 17 5 5 25 Gray-brown, gravelly fine to coarse sand with silt (medium dense, moist) 10 10 -becomes dense 33 SP-SM 15 15 -with yellow-brown stratification 31 20 20 Gray-brown, silty fine to medium sand (medium dense, moist) SM 21 Boring terminated below existing grade at 24.0 feet on 9/23/18. Groundwater seepage was not encountered 25 25 during drilling. LEGEND Solid PVC Pipe Concrete M Moisture Content Slotted PVC Pipe Bentonite A Atterberg Limits Depth Driven and Amount Recovered G Grain-size Analysis with 2-inch O.D. Split-Spoon Sampler Monument/ Cap Native Soil DS Direct Shear to Piezometer PP Pocket Penetrometer Readings, tons/ft Silica Sand Depth Driven and Amount Recovered Liquid Limit P Sample Pushed with 3-inch Shelby Tube Sampler *+ Plastic Limit Water Level T Triaxial NOTE: Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgement. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of information presented on this log. Project Number Nelson Geotechnical No. Date Revision By CK R&L Truck Terminal G Associates, Inc. 1057218 N A 1 10/8/18 Original DPN CTC Development Geotechnical Engineers & Geologists Figure 8 Boring Log Woodinville Office East Wenatchee Office 17311-135th Ave. NE, A-500 5526 Industry Lane, #2 Woodinville, WA 98072 East Wenatchee, WA 98802 Page of1 1 (425) 486-1669 / Fax: 481-2510 www.nelsongeotech.com (509) 665-7696 / Fax: 665-7692 \\hill\company\2018 NGA Project Folders\10572-18 Truck Terminal Development Arlington\Drafting\Borings.dwg BORING LOG B-5 Logged by: CTC on 9/23/2018 Approximate Ground Surface Elevation: 153 ft Penetration Resistance Soil Profile Sample Data (Blows/foot - ) Piezometer 10 20 30 40 50 50+ Installation - Ground Water Moisture Content Data Description Log (Percent - ) (Depth in Feet) BlowCount GraphicGroupSymbol SampleLocation 10 20 30 40 50 50+ (Depth in feet) Laboratory Testing Gray and brown, silty fine to medium sand with gravel (medium dense to dense, moist) (FILL) 30 5 5 Brown, gravelly fine to coarse sand (dense, dry to moist) 39 10 10 SP -with trace gravel, moist 33 15 15 Yellow-brown, fine to coarse sand with silt and trace gravel (medium dense, moist to wet) 28 SP-SM 20 20 -becomes gray, fine to medium sand with silt 19 Boring terminated below existing grade at 24.0 feet on 9/23/18. Groundwater seepage was not encountered 25 25 during drilling. LEGEND Solid PVC Pipe Concrete M Moisture Content Slotted PVC Pipe Bentonite A Atterberg Limits Depth Driven and Amount Recovered G Grain-size Analysis with 2-inch O.D. Split-Spoon Sampler Monument/ Cap Native Soil DS Direct Shear to Piezometer PP Pocket Penetrometer Readings, tons/ft Silica Sand Depth Driven and Amount Recovered Liquid Limit P Sample Pushed with 3-inch Shelby Tube Sampler *+ Plastic Limit Water Level T Triaxial NOTE: Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgement. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of information presented on this log. Project Number Nelson Geotechnical No. Date Revision By CK R&L Truck Terminal G Associates, Inc. 1057218 N A 1 10/8/18 Original DPN CTC Development Geotechnical Engineers & Geologists Figure 9 Boring Log Woodinville Office East Wenatchee Office 17311-135th Ave. NE, A-500 5526 Industry Lane, #2 Woodinville, WA 98072 East Wenatchee, WA 98802 Page of1 1 (425) 486-1669 / Fax: 481-2510 www.nelsongeotech.com (509) 665-7696 / Fax: 665-7692 \\hill\company\2018 NGA Project Folders\10572-18 Truck Terminal Development Arlington\Drafting\Borings.dwg BORING LOG B-6 Logged by: CTC on 9/23/2018 Approximate Ground Surface Elevation: 146 ft Penetration Resistance Soil Profile Sample Data (Blows/foot - ) Piezometer 10 20 30 40 50 50+ Installation - Ground Water Moisture Content Data Description Log (Percent - ) (Depth in Feet) BlowCount GraphicGroupSymbol SampleLocation 10 20 30 40 50 50+ (Depth in feet) Laboratory Testing Brown, gravelly fine to coarse sand with silt (dense, moist) 31 5 5 SP-SM 48 10 10 -becomes yellow-brown, medium dense 26 15 15 Gray, silty fine to medium sand (dense, moist) 33 SM 20 20 49 Boring terminated below existing grade at 24.0 feet on 9/23/18. Groundwater seepage was not encountered 25 25 during drilling. LEGEND Solid PVC Pipe Concrete M Moisture Content Slotted PVC Pipe Bentonite A Atterberg Limits Depth Driven and Amount Recovered G Grain-size Analysis with 2-inch O.D. Split-Spoon Sampler Monument/ Cap Native Soil DS Direct Shear to Piezometer PP Pocket Penetrometer Readings, tons/ft Silica Sand Depth Driven and Amount Recovered Liquid Limit P Sample Pushed with 3-inch Shelby Tube Sampler *+ Plastic Limit Water Level T Triaxial NOTE: Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgement. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of information presented on this log. Project Number Nelson Geotechnical No. Date Revision By CK R&L Truck Terminal G Associates, Inc. 1057218 N A 1 10/8/18 Original DPN CTC Development Geotechnical Engineers & Geologists Figure 10 Boring Log Woodinville Office East Wenatchee Office 17311-135th Ave. NE, A-500 5526 Industry Lane, #2 Woodinville, WA 98072 East Wenatchee, WA 98802 Page of1 1 (425) 486-1669 / Fax: 481-2510 www.nelsongeotech.com (509) 665-7696 / Fax: 665-7692 \\hill\company\2018 NGA Project Folders\10572-18 Truck Terminal Development Arlington\Drafting\Borings.dwg BORING LOG B-7 Logged by: CTC on 9/23/2018 Approximate Ground Surface Elevation: 148 ft Penetration Resistance Soil Profile Sample Data (Blows/foot - ) Piezometer 10 20 30 40 50 50+ Installation - Ground Water Moisture Content Data Description Log (Percent - ) (Depth in Feet) BlowCount GraphicGroupSymbol SampleLocation 10 20 30 40 50 50+ (Depth in feet) Laboratory Testing Brown, fine to coarse sand with silt and gravel (dense, moist to wet) 43 5 5 SP-SM -becomes tan-gray, fine to medium sand with silt, medium 27 dense 10 10 Yellow-brown, fine to coarse sand (medium dense, moist) 26 SP 15 15 Gray, fine to medium sand with silt (medium dense, moist) 22 SP-SM 20 20 -becomes dense 36 Boring terminated below existing grade at 24.0 feet on 9/23/18. Groundwater seepage was not encountered 25 25 during drilling. LEGEND Solid PVC Pipe Concrete M Moisture Content Slotted PVC Pipe Bentonite A Atterberg Limits Depth Driven and Amount Recovered G Grain-size Analysis with 2-inch O.D. Split-Spoon Sampler Monument/ Cap Native Soil DS Direct Shear to Piezometer PP Pocket Penetrometer Readings, tons/ft Silica Sand Depth Driven and Amount Recovered Liquid Limit P Sample Pushed with 3-inch Shelby Tube Sampler *+ Plastic Limit Water Level T Triaxial NOTE: Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgement. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of information presented on this log. Project Number Nelson Geotechnical No. Date Revision By CK R&L Truck Terminal G Associates, Inc. 1057218 N A 1 10/8/18 Original DPN CTC Development Geotechnical Engineers & Geologists Figure 11 Boring Log Woodinville Office East Wenatchee Office 17311-135th Ave. NE, A-500 5526 Industry Lane, #2 Woodinville, WA 98072 East Wenatchee, WA 98802 Page of1 1 (425) 486-1669 / Fax: 481-2510 www.nelsongeotech.com (509) 665-7696 / Fax: 665-7692 \\hill\company\2018 NGA Project Folders\10572-18 Truck Terminal Development Arlington\Drafting\Borings.dwg Project Number Figure 121057218 U.S. STANDARD SIEVE SIZE 3/4 IN. 3/8 IN. NO. 4 NO. 10 NO. 20 NO. 40 NO. 60 NO. 100NO. 200 100 90 R&L Truck Terminal Sieve AnalysisDevelopment 80 70 60 50 (425) 486-1669 / Fax: 481-2510Geotechnical Engineers & Geologists 17311-135th Ave. NE, A-500 Woodinville, WA 98072N Woodinville OfficeG 40 A 30 PERCENT FINER BY WEIGHT Nelson Geotechnical www.nelsongeotech.comAssociates, Inc.20 10 (509) 665-7696 / Fax: 665-7692 0 East Wenatchee, WA 98802 5526 Industry Lane, #2East Wenatchee Office 1000 100 10 1.0 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS GRAVEL SAND COBBLES SILT OR CLAY 1 No. COARSE FINE COARSE MEDIUM FINE 10/10/18Date U.S.C. EXPLORATION SAMPLE SOIL OriginalRevision SYMBOL NUMBER DEPTH SOIL DESCRIPTION DISTRIBUTION Gravel with medium to coarse sand and Gravel = 66% GP INF-1 3.0 feet Sand = 33% trace silt DPN By Silt/Clay = 1% CTC CK \\hill\company\2018 NGA Project Folders\10572-18 Truck Terminal Development Arlington\Drafting\Sieve.dwg Project Number Figure 131057218 U.S. STANDARD SIEVE SIZE 3/4 IN. 3/8 IN. NO. 4 NO. 10 NO. 20 NO. 40 NO. 60 NO. 100NO. 200 100 90 R&L Truck Terminal Sieve AnalysisDevelopment 80 70 60 50 (425) 486-1669 / Fax: 481-2510Geotechnical Engineers & Geologists 17311-135th Ave. NE, A-500 Woodinville, WA 98072N Woodinville OfficeG 40 A 30 PERCENT FINER BY WEIGHT Nelson Geotechnical www.nelsongeotech.comAssociates, Inc.20 10 (509) 665-7696 / Fax: 665-7692 0 East Wenatchee, WA 98802 5526 Industry Lane, #2East Wenatchee Office 1000 100 10 1.0 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS GRAVEL SAND COBBLES SILT OR CLAY 1 No. COARSE FINE COARSE MEDIUM FINE 10/10/18Date U.S.C. EXPLORATION SAMPLE SOIL OriginalRevision SYMBOL NUMBER DEPTH SOIL DESCRIPTION DISTRIBUTION Gravelly, fine to coarse sand with trace Gravel = 47% SP B-4 12.5 feet Sand = 48% sand DPN By Silt/Clay = 5% CTC CK \\hill\company\2018 NGA Project Folders\10572-18 Truck Terminal Development Arlington\Drafting\Sieve.dwg Project Number Figure 141057218 U.S. STANDARD SIEVE SIZE 3/4 IN. 3/8 IN. NO. 4 NO. 10 NO. 20 NO. 40 NO. 60 NO. 100NO. 200 100 90 R&L Truck Terminal Sieve AnalysisDevelopment 80 70 60 50 (425) 486-1669 / Fax: 481-2510Geotechnical Engineers & Geologists 17311-135th Ave. NE, A-500 Woodinville, WA 98072N Woodinville OfficeG 40 A 30 PERCENT FINER BY WEIGHT Nelson Geotechnical www.nelsongeotech.comAssociates, Inc.20 10 (509) 665-7696 / Fax: 665-7692 0 East Wenatchee, WA 98802 5526 Industry Lane, #2East Wenatchee Office 1000 100 10 1.0 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS GRAVEL SAND COBBLES SILT OR CLAY 1 No. COARSE FINE COARSE MEDIUM FINE 10/10/18Date U.S.C. EXPLORATION SAMPLE SOIL OriginalRevision SYMBOL NUMBER DEPTH SOIL DESCRIPTION DISTRIBUTION Fine to medium sand with silty and trace Gravel = 3% SP-SM B-7 7.5 feet Sand = 86% gravel DPN By Silt/Clay = 11% CTC CK \\hill\company\2018 NGA Project Folders\10572-18 Truck Terminal Development Arlington\Drafting\Sieve.dwg