The URL can be used to link to this page

Home My WebLink About606 Highland Dr_PWD2178_2026 !" !" #$ %&'()*( m a 6 :2 1 1 - 0 2 0 2 , 7 1 n u J : d e tt lo P g w .d L P- S -C C 9 6 1 9 1 \C n o ti c u tr s n o \C s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D m a 7 :2 1 1 - 0 2 0 2 , 7 1 n u J : d e tt lo P g w .d L P- O -T C 9 6 1 9 1 \C n o ti c u tr s n o \C s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D m a 7 :2 1 1 - 0 2 0 2 , 7 1 n u J : d e tt lo P g w .d L P- R -E C 9 6 1 9 1 \C n o ti c u tr s n o \C s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D m a 7 :2 1 1 - 0 2 0 2 , 7 1 n u J : d e tt lo P g w .d T D- R -E C 9 6 1 9 1 \C n o ti c u tr s n o \C s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D m a 7 :2 1 1 - 0 2 0 2 , 7 1 n u J : d e tt lo P g w .d L P- C -H C 9 6 1 9 1 \C n o ti c u tr s n o \C s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D m a 7 :2 1 1 - 0 2 0 2 , 7 1 n u J : d e tt lo P g w .d L P- D -R C 9 6 1 9 1 \C n o ti c u tr s n o \C s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D m a 7 :2 1 1 - 0 2 0 2 , 7 1 n u J : d e tt lo P g w .d T D- D -R C 9 6 1 9 1 \C n o ti c u tr s n o \C s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D m a 7 :2 1 1 - 0 2 0 2 ,7 SECTION B-B 1 n uJ PLAN : d e tt lo P g w .d T D- D -R C 9 6 1 9 1 \C n o SECTION A-A ti c u tr sn NOTES: o \C s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D HOOD DETAIL - SECTION SECTION A-A SECTION B-B TOP VIEW HOOD DETAIL - FRONT NOTE: NOTES: SECTION A-A SECTION C-C SECTION B-B m a 8 :2 1 1 - 0 2 0 2 , 7 1 n u J : d e tt lo P g w .d T D- D -R C 9 6 1 9 1 \C n o ti c u tr s n o \C s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D m a 8 :2 1 1 - 0 2 0 2 , 7 1 n u J : d e tt lo P g w .d L P- T -U C 9 6 1 9 1 \C n o ti c u tr s n o \C s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D m a 8 :2 1 1 - 0 2 0 2 , 7 1 n u J : d e tt lo SEWER ALIGNMENT A P g w .d R P- T -U C 9 6 1 9 1 \C n o ti c u tr s n o \C s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D TABLE 1.1 NOTES AND MATERIALS: PLAN PLAN m a 8 :2 1 1 - 0 2 0 2 , 7 1 n u J : d e tt ELEVATION ELEVATION lo P g UNPAVED AREA PAVED AREA w .d T D- T -U C 9 6 STEEL FABRICATED EPOXY FABRICATED STAINLESS STEEL 1 9 1 COATED TAPPING SLEEVE TAPPING SLEEVE \C n o ti c u tr s n o \C s g in w ra \D ts n e tmr NOTES: a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D NOTES: A A ELEVATION PLAN PLAN SECTION A-A NOTES: SECTION A-A NOTES: SIDE ELEVATION NOTE: UNPAVED AREAS m a 8 :2 1 1 - 0 2 0 2 , 7 1 n u J : d e tt lo P g w .d T PAVED AREAS D- T -U C 96 SECTION 1 9 1 \C n o ti c NOTES: u 12" CAST IRON LOCKING RING AND COVER tr s n o \C s g in w ra \D NOTES: ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D GENERAL NOTES All rough grading shall be positive, draining away from all structures. All stones larger than 1.5" diameter shall be removed from the growing medium. Topsoil shall be provided in accordance to BMP T5.13 in WSDOE Stormwater Management Manual for Western Washington. ORIGIN All bed areas to receive 2" of fine ground fir or hemlock bark, composition mulches are not an acceptable alternative. DESIGN GROUP 1031 185TH AVE NE 36" diameter ring of arborist chips shall be placed around all woody plants in the Native Vegetation Area. SNOHOMISH, WA 98290 TEL: 425.346.1905 Trees and shrubs are to be planted at a depth 3/4" higher than the level that they were grown in the nursery. Bark mulch is not to be placed above the root crown. All plants shall at least conform to the minimum standard established by the American Association Of Nurserymen. Substitutions are strongly discouraged. If plant availability is a problem, contact the Landscape Architect for sources or acceptable alternatives. If the site work is different than shown on the Landscape Plan, or poor soils and debris are discovered, requiring changes to the Landscape Plan, contact the Landscape Architect for instruction. STATE OF WASHINGTON The Landscape Contractor is responsible for maintaining the landscape during installation, until LICENSED final acceptance by the owner's representative. VICINITY MAP LANDSCAPE ARCHITECT NTS KRYSTAL LOWE SHADE TREES ON LOTS LICENCE NO. 1206 Per AMC 20.76.124: 2 Trees per lot required x 3 lots = 6 trees required REVISIONS: 2 existing trees to be retained # DESCRIPTION DATE 4 trees provided 6 total trees provided TREE PROTECTION REQUIREMENTS ALL VEHICLE TRAFFIC SHALL BE ROUTED AWAY FROM SIGNIFICANT TREES DURING CONSTRUCTION TO AVOID EXCESSIVE SOIL COMPACTION. WHERE VEHICULAR TRAFFIC IS REQUIRED THE SOIL SHALL BE PROTECTED WITH A 10" LAYER OF WOODCHIPS AND/OR PLYWOOD PLACED OVER THE PATH OF THE VEHICLE. THE WOODCHIPS MAY BE REMOVED WHEN NO LONGER NEEDED. ALL SIGNIFICANT TREES TO BE SAVED AND/OR RETAINED SHALL BE PROTECTED WITH A 5' HIGH CHAIN LINK OR PLASTIC NET FENCING PLACED AT TREE DRIPLINE OR 15' FROM THE TREE TRUNK, WHICHEVER IS GREATER, DURING CONSTRUCTION. THE FENCING SHALL NOT BE REMOVED WITHOUT THE AUTHORIZATION OF THE CONSULTING ARBORIST OR SITE SUPERVISOR. SIGNS MUST BE POSTED ON THE FENCE READING "TREE PROTECTION AREA". TRENCHING WITHIN TREE DRIPLINES SHALL BE AVOIDED. TUNNELING AROUND PRIMARY TREE ROOTS IS PERMITTED WHEN DISTURBANCE WITHIN DRIPLINES IS NECESSARY. TREE TO BE STUMP PULLING OF ALL TREES TO BE REMOVED IN THE VICINITY OF SIGNIFICANT REMOVED, TYP. TREES TO BE RETAINED SHALL BE AVOIDED. STUMP GRINDING IS PERMITTED AS TREE TO BE NECESSARY. RETAINED, TYP. IT MAY BE NECESSARY TO PROVIDE SUPPLEMENTAL IRRIGATION DURING DRY PERIODS WITHIN THE CONSTRUCTION PROCESS, AND MULCHING OVER THE ROOTS OF ANY OR ALL PRESERVED TREES. IF ANY SIGNIFICANT TREE IDENTIFIED TO BE PROTECTED PURSUANT TO THIS SECTION IS REMOVED OR DAMAGED TO THE EXTENT THAT ITS ABILITY TO SURVIVE IS SERIOUSLY THREATENED, WITHOUT THE CITY'S PRIOR WRITTEN CONSENT, THE LOSS SHALL BE REMEDIED PURSUANT TO SECTION 20.28.040(C) (PENALTIES AND REMEDIES FOR VIOLATIONS), WITH THE UNDERSTANDING THAT EACH TREE SO REMOVED OR DAMAGED SHALL BE COUNTED AS A SEPARATE VIOLATION. ARLINGTON, WA Dripline of tree STEWART SHORT PLAT 606 EAST HIGHLAND DR or per plan TREE PROTECTION FENCE DRAWING TITLE: LANDSCAPE PLAN Filter fabric Existing tree. APPLICANT: material 60" wide roll. Securely attach to posts w/staples or wire rings. GREG STEWART 2 x 4 wood post Alt: Steel fence post DRAWING INFORMATION ODG PROJECT #: 20-305 DRAWN BY: MY CHECKED BY: KL Existing Grade DATE: JUNE 2, 2020 1'-6" NOTE: 0 20' 40' SHEET NO: No construction activity allowed within dripline of tree. See specifications. L-1 TREE PROTECTION FENCING 1 OF 2 NTS PLANT SCHEDULE DECIDUOUS TREES QTY BOTANICAL NAME COMMON NAME SIZE CONTAINER SPACING PLANTING AT PLANTING AT TURF AREAS. SHRUB AREAS. 5 Acer platanoides `Crimson Sentry` Crimson Sentry Maple 2" Cal. B&B 30` O.C. ORIGIN DESIGN GROUP 2 Amelanchier alnifolia Serviceberry 1.5" Cal. B&B SPACING AS SHOWN 1031 185TH AVE NE SNOHOMISH, WA 98290 GROUND COVERS QTY BOTANICAL NAME COMMON NAME SIZE CONTAINER TEL: 425.346.1905 804 sf Turf Hydroseed Drought tolerant Sun/Shade Mix seed NOTE: ROOT BARRIERS REQUIRED FOR ALL STREET TREES. STATE OF PLANT PIT DETAIL STAKING DETAIL WASHINGTON LICENSED LANDSCAPE ARCHITECT KRYSTAL LOWE TREE DOUBLE STAKE PLANTING LICENCE NO. 1206 1 1" = 1'-0" FX-PL-FX-TREE-11 REVISIONS: # DESCRIPTION DATE STAKING DETAIL PLANTING AT PLANTING AT TURF AREAS. SHRUB AREAS. SET ROOT BALL CROWN 11 2" HIGHER THAN THE KEEP TURF CLEAR FOR A FINISHED GRADE. SLOPE BACKFILL AWAY FROM ROOT ARLINGTON, WA 18" RADIUS MUCLH AREA BALL FOR POSITIVE DRAINAGE. AROUND THE TREE. KEEP MULCH 6"-8" FROM THE BASE OF THE TREE TRUNK. 3" THICK LAYER ENSURE THAT ROOT STEWART SHORT PLAT 606 EAST HIGHLAND DR BARRIER IS 1 OF MULCH. 2" TO 1" ABOVE GRADE. RECESS 1" AT TURF 6" HIGH WATER TO ALLOW FOR WELL AT MULCH. SHRUBS. DRAWING TITLE: 24" DEEP ROOT BARRIER SYSTEM. ROOT GUIDING RIBS LANDSCAPE PLAN PLANT TABLETS AS ROOT BALL MUST BE FACING THE ROOT NOTED. BALL. APPLICANT: AMENDED 3 4" CRUSHED ROCK ALL BACKFILL AS AROUND OUTSIDE OF NOTED. BARRIER. 4" MIN. BETWEEN EXCAVATE 12" OF SOIL GREG STEWART ROOT BALL AND BELOW THE ROOT BARRIER. BARRIER SYSTEM, AND REPLACE WITH FIRMLY 4" MIN. GRAVEL COMPACTED AMENDED BACKFILL. BACKFILL. DRAWING INFORMATION ODG PROJECT #: 20-305 DRAWN BY: MY CHECKED BY: KL PLANT PIT DETAIL DATE: JUNE 2, 2020 SHEET NO: 0 20' 40' L-2 ROOT BARRIER TREE PLANTING 2 OF 2 1" = 1'-0" FX-PL-FX-TREE-12 741 Marine Drive PHONE Bellingham, WA 98225 360 733_7318 20611-67th Avenue NE TOLL FREE FAX Arlington, WA 98223 888 251_5276 360 733_7418 August 26, 2016 Job No. 16-0424 Greg Stewart LLC 3226 256th Street NW Stanwood, WA 98292 Attention: Mr. Greg Stewart Re: Infiltration Feasibility Evaluation 606 Highland Drive Arlington, Washington Dear Mr. Stewart: As requested, GeoTest Services, Inc. (GTS) is pleased to submit this letter presenting our observations regarding site conditions and the feasibility of infiltrating water on site. Our professional services were performed in general accordance with the executed service agreement dated June 20, 2016. PROJECT DESCRIPTION The above referenced property currently supports a single family residence with a detached garage and separate out-building. GTS understands that a new development is planned that will include construction of a new multi-story apartment building. The proposed property improvements are not expected to require extensive grading activities, but they will require input regarding infiltration feasibility based on current Arlington Municipal Code. SITE CONDITIONS This section discusses the general surface and subsurface conditions observed at the project site at the time of our field investigation. Interpretations of the site conditions are based on the results of our review of available information, site reconnaissance, subsurface explorations, laboratory testing, and our experience in the project vicinity. Surface Conditions The subject property is a rectangular shaped lot that is surrounded by Highland Drive to its north, residentially developed lots to its east and west, and an undeveloped lot, partially forested lot to its south. The property is in a high-density residential area with single family residences in the site vicinity. At the time of our visit, the northern portion of the subject property was developed with a residence, detached garage and accessory building as well as an access driveway that extended from the residence and garage to Highland Drive. The southern portion of the property (proposed development site) contained a baseball field and lacked structures. The property was relatively flat with less than approximately 8 feet of total elevation differential. Notably, an approximately 40-foot tall, descending, south-facing slope exists adjacent and to the south of Page 1 of 6 GeoTest Services, Inc. August 26, 2016 Infiltration Feasibility Evaluation, Arlington, Washington Job No. 16-0424 the property. The majority of the site was covered with grasses. Trees existed within the northern, central, and southeastern portions of the site. Landscaping was observed near the existing residence and associated structures. Surface water was not encountered on the property at the time of our visit. Subsurface Soil Conditions Subsurface conditions were explored by advancing 2 exploration test pits (TP-1 though TP-2) on July 29, 2016. The explorations were advanced to depths of between 8.5 and 9 feet below ground surface (BGS) using an excavator that was provided by the client. The on-site subsurface soils generally consisted between 6 and 12 inches of topsoil (silty sand with organics) over approximately 1 foot of weathered glacial outwash (slightly silty sand with organics) over glacial outwash (poorly graded sand with interbeds of gravel) to the base of the explorations. Gravel content increased at approximately 5 feet below the ground surface in both test pit explorations. See the attached Site and Exploration Map (Figure 2) and the Test Pit Logs (Figure 4) for more information regarding the approximate locations of the exploration pits and subsurface soil conditions encountered. General Geologic Conditions Geologic information for the project site was obtained from the interactive Geologic Map of Washington State, published by the Washington State Department of Natural Resources (DNR). According to the DNR map, subsurface soils mapped in the subject area consist of the Pleistocene aged continental glacial outwash deposited mostly during the Vashon Stade of the Fraser glaciation. These deposits are well sorted and stratified and described as recessional and proglacial sand with minor gravel or silt. Groundwater At the time of our subsurface investigation in July of 2016, groundwater was not encountered in our exploration test pits. The groundwater conditions reported on the exploration logs are for the specific locations and date indicated, and therefore may not necessarily be indicative of other locations and/or times. As groundwater levels and/or seepage rates are typically not static, it is anticipated that groundwater conditions will vary depending on local subsurface conditions, season, precipitation, changes in land use both on and off site and other factors. Markedly, we anticipate that groundwater conditions on site are largely influenced by seasonal variations of precipitation. In addition, groundwater levels on site may fluctuate due to land use and alteration. Considerations The groundwater conditions reported on the test pit logs are for the specific locations and dates indicated, and therefore may not necessarily be indicative of other locations and/or times. Please consider that groundwater levels are generally higher (at shallower depths) during the wetter months (October through May). If characterization of seasonal groundwater highs are critical to the success of the project, we recommend we be contacted to further investigate groundwater conditions during the wetter months, particularly if our investigations were Page 2 of 6 GeoTest Services, Inc. August 26, 2016 Infiltration Feasibility Evaluation, Arlington, Washington Job No. 16-0424 conducted during the drier months (June through September) or after a prolonged period of dry weather. CONCLUSIONS AND RECOMMENDATIONS Based upon evaluation of the data collected during this investigation, it is our opinion that subsurface soil conditions at the site are suitable for the near-surface infiltration of stormwater provided that the recommendations contained herein are incorporated into the project design. Stormwater Infiltration Potential From the two explorations excavated within the proposed development site, three representative soil samples were selected and mechanically tested for grain size distribution and interpretation. Preliminary infiltration rate results are provided following the methods of the 2012 Stormwater Management Manual for Western Washington (amended December 2014). These rates are presented in the following sections. 2012 Stormwater Infiltration Rates Three representative soil samples were selected and mechanically tested for grain size distribution and interpretation according to the ASTM soil size distribution test procedure (ASTM D422) using the simplified approach as outlined in the 2012 Washington State Department of Ecology Stormwater Management Manual for Western Washington (amended December 2014), Section 3.3.4. Infiltration rates are shown in Table 1 below. TABLE 1 Test Pit Soil Sample Infiltration Rates Based On The 2012 DOE Stormwater Management Manual Section 3.3.4 Design Infiltration Rate Test Pit Sample Classification KsatUncorrected Rate Per ASTM D422 Detailed Number Depth (ft) (USCS) (Inches/Hour) Approach (Inches/Hour) 1 1.3 SP-SM 30.58 9.36 1 8.0 SP 103.24 31.59 2 2.3 SP 78.57 24.04 In the simplified approach (Section 3.3.4), the infiltration rate is derived by applying appropriate correction factors to the measured saturated hydraulic conductivity (Ksat) from the ASTM 422 grain size analysis. Saturated hydraulic conductivity is a quantitative measure of a saturated soilâ€™s ability to transmit water when subjected to a hydraulic gradient. It can be thought of as the ease with which pores of a saturated soil permit water movement. Saturated Hydraulic Conductivity is expressed as follows: Log10 (Ksat) = -1.57 + 1.90D10 + 0.015D60 â€“ 0.013D90 â€“ 2.08ffines Page 3 of 6 GeoTest Services, Inc. August 26, 2016 Infiltration Feasibility Evaluation, Arlington, Washington Job No. 16-0424 Where D10, D60, and D90 are the grain sizes in mm for which 10 percent, 60 percent, and 90 percent is more fine and ffines is the fraction of the soil (by weight) that passes the U.S. No. 200 sieve. Ksat is measured in cm/sec. With this equation, we can determine the saturated hydraulic conductivity for our representative samples. See example below: Test Pit TP-1 at 1.3 feet BGS: Ksat = 0.022 cm/sec or approximately 30.6 inches/hour Applying correction factors for site variability (0.85), test method (0.4) and degree of influent control to prevent siltation and bio-buildup (0.9) gives a corrected long term design rate of 9.36 inches/hour for the example above. As displayed in Table 1, the weathered and unweathered glacial outwash silty sands and poorly graded sands provide calculated design infiltration rates between 9.4 and 31.6 inches/hour. For design purposes, GTS recommends that the most restrictive infiltration rate be used for design, or approximately 9 inches/hr. Please note that the design infiltration rate does not consider the effects of near-surface groundwater (mounding) since near-surface water does not appear to be present on this site. No groundwater or evidence of shallow groundwater was observed in the test pit explorations. The proposed depth of infiltration facilities was not known at the time that this report was written. GTS should be contacted once additional information regarding stormwater facilities and design becomes available so that we can review our design and/or recommendations for this project. Stormwater Pollutant Treatment The infiltration facilities on-site may require some form of pollutant pre-treatment or treatment with an amended soil prior to onsite infiltration or offsite discharge. It is our opinion, based on past experience, that the re-use of onsite topsoil is often the most sustainable and cost effective method for pollutant treatment purposes. Cation exchange capacities and organic contents of site topsoil and shallow subsurface soils were determined to establish their pollutant treatment suitability. Cation Exchange Capacity, Organic Content, and pH Testing Three composite samples were collected during our subsurface explorations for pollutant treatment purposes. Cation exchange capacity (CEC), organic content (LOI), and pH tests were performed by Northwest Agricultural Consultants. Laboratory test results are presented in Table 2. Page 4 of 6 GeoTest Services, Inc. August 26, 2016 Infiltration Feasibility Evaluation, Arlington, Washington Job No. 16-0424 TABLE 2 Cation Exchange Capacity, Organic Content, & pH Laboratory Test Results Test Pit Sample Cation Exchange Capacity Organic Content (%) pH Number Depth (ft) (meq/100 grams) TP-1 0.5 18.0 7.74 5.6 TP-2 1.25 12.6 4.27 5.9 TP-3 2.25 2.0 0.83 6.1 Criteria SSC-6 states that cation exchange capacity must be greater than or equal to 5.0 meq/100 grams and organic content must be a minimum of 1.0 percent for treatment purposes. Based on the results listed in Table 2, the fine-grained, near-surface topsoils and shallow weathered glacial outwash soils appear to be suitable for onsite pollutant treatment purposes based on the SSC-6 of the 2012 Washington State Department of Ecology Stormwater Management Manual for Western Washington. However, soils below approximately 2 feet BGS does not appear to be suitable for treatment. Soil below 2 feet BGS is clean with few organics or fines (silt and/or clay particles). USE OF THIS REPORT GeoTest Services has prepared this report for the exclusive use of Greg Stewart LLC and their design consultants for specific application to the proposed improvements at 606 Highland Drive in Arlington, Washington. Use of this report by others or for another project is at the userâ€™s sole risk. Within the limitations of scope, schedule, and budget, our services have been conducted in accordance with generally accepted practices of the geotechnical engineering profession; no other warranty, either express or implied, is made as to the professional advice included in this report. Our site explorations indicate subsurface conditions at the dates and locations indicated. It is not warranted that they are representative of subsurface conditions at other locations and times. The analyses, conclusions, and recommendations contained in this report are based on site conditions to the limited depth of our explorations at the time of our exploration program, a brief geological reconnaissance of the area, and review of published geological information for the site. We assume that the explorations are representative of the subsurface conditions below the areas evaluated. If variations in subsurface conditions are encountered during construction, we should be notified for review of the recommendations of this report, and revision of such if necessary. If there is a substantial lapse of time between submission of this report and the start of construction, or if conditions change due to construction operations at or adjacent to the project site, we recommend that we review this report to determine the applicability of the conclusions and recommendations contained herein. Page 5 of 6 PROJECT LOCATION MAPREFERENCEDFROMGOOGLEMAPS N Date: 08-22-16 By: JH Scale: AsShown Project GEOTEST SERVICES, INC. VICINITY MAP 16-0424 741 Marine Drive Bellingham, WA 98225 STEWART INFILTRATION FEASIBILITY Figure phone: (360)733-7318 606 HIGHLAND DRIVE fax: (360)733-7418 A RLINGTON, WASHINGTON 1 Aerial Image Provided By: Google Earth, 2016 N SUBJECT PROPERTY PROPOSED DEVELOPMENT SITE TP-2 TP-1 DATE:08-22-16 BY: JH SCALE: ASSHOWN PROJECT GEOTEST SERVICES, INC. SITE AND EXPLORATION PLAN 16-0424 741 Marine Drive TP-# = Approximate Test Pit Location Bellingham, WA 98225 STEWART INFILTRATION FEASIBILITY FIGURE phone: (360)733-7318 606 HIGHLAND DRIVE fax: (360)733-7418 A 2 RLINGTON, WASHINGTON Soil Classification System USCS MAJOR GRAPHIC LETTER TYPICAL DIVISIONS SYMBOL SYMBOL DESCRIPTIONS(1)(2) CLEAN GRAVEL GW Well-graded gravel; gravel/sand mixture(s); little or no fines GRAVEL AND GRAVELLY SOIL (Little or no fines) GP Poorly graded gravel; gravel/sand mixture(s); little or no fines (More than 50% of GRAVEL WITH FINES GM Silty gravel; gravel/sand/silt mixture(s) coarse fraction retained on No. 4 sieve) (Appreciable amount of fines) GC Clayey gravel; gravel/sand/clay mixture(s) CLEAN SAND SW Well-graded sand; gravelly sand; little or no fines SAND AND SANDY SOIL (Little or no fines) SP Poorly graded sand; gravelly sand; little or no fines COARSE-GRAINED SOIL(More than 50% of material islarger than No. 200 sieve size)(More than 50% of SM Silty sand; sand/silt mixture(s) coarse fraction passed SAND WITH FINES through No. 4 sieve) (Appreciable amount of fines) SC Clayey sand; sand/clay mixture(s) ML Inorganic silt and very fine sand; rock flour; silty or clayey fine SILT AND CLAY sand or clayey silt with slight plasticity CL Inorganic clay of low to medium plasticity; gravelly clay; sandy (Liquid limit less than 50) clay; silty clay; lean clay OL Organic silt; organic, silty clay of low plasticity size) MH Inorganic silt; micaceous or diatomaceous fine sand SILT AND CLAY CH Inorganic clay of high plasticity; fat clay (Liquid limit greater than 50) FINE-GRAINED SOIL(More than 50% of material is smaller than No. 200 sieve OH Organic clay of medium to high plasticity; organic silt HIGHLY ORGANIC SOIL PT Peat; humus; swamp soil with high organic content GRAPHIC LETTER OTHER MATERIALS SYMBOL SYMBOL TYPICAL DESCRIPTIONS PAVEMENT AC or PC Asphalt concrete pavement or Portland cement pavement ROCK RK Rock (See Rock Classification) WOOD WD Wood, lumber, wood chips DEBRIS DB Construction debris, garbage Notes: 1. Soil descriptions are based on the general approach presented in the Standard Practice for Description and Identification of Soils (Visual-Manual Procedure), as outlined in ASTM D 2488. Where laboratory index testing has been conducted, soil classifications are based on the Standard Test Method for Classification of Soils for Engineering Purposes, as outlined in ASTM D 2487. 2. Soil description terminology is based on visual estimates (in the absence of laboratory test data) of the percentages of each soil type and is defined as follows: Primary Constituent: > 50% - "GRAVEL," "SAND," "SILT," "CLAY," etc. Secondary Constituents: > 30% and <_ 50% - "very gravelly," "very sandy," "very silty," etc. > 12% and <_ 30% - "gravelly," "sandy," "silty," etc. Additional Constituents: > 5% and <_ 12% - "slightly gravelly," "slightly sandy," "slightly silty," etc. <_ 5% - "trace gravel," "trace sand," "trace silt," etc., or not noted. Drilling and Sampling Key Field and Lab Test Data SAMPLE NUMBER & INTERVAL SAMPLER TYPE Code Description Code Description Sample Identification Number a 3.25-inch O.D., 2.42-inch I.D. Split Spoon PP = 1.0 Pocket Penetrometer, tsf b 2.00-inch O.D., 1.50-inch I.D. Split Spoon TV = 0.5 Torvane, tsf Recovery Depth Interval c Shelby Tube PID = 100 Photoionization Detector VOC screening, ppm d Grab Sample W = 10 Moisture Content, % 1 Sample Depth Interval e Other - See text if applicable D = 120 Dry Density, pcf Portion of Sample Retained 1 300-lb Hammer, 30-inch Drop -200 = 60 Material smaller than No. 200 sieve, % for Archive or Analysis 2 140-lb Hammer, 30-inch Drop GS Grain Size - See separate figure for data 3 Pushed AL Atterberg Limits - See separate figure for data 4 Other - See text if applicable GT Other Geotechnical Testing Groundwater CA Chemical Analysis Approximate water elevation at time of drilling (ATD) or on date noted. Groundwater ATD levels can fluctuate due to precipitation, seasonal conditions, and other factors. Figure Stewart Infiltration Feasibility 606 Highland Drive Soil Classification System and Key 3 Arlington, Washington TP-1 SAMPLE DATA SOIL PROFILE GROUNDWATER Tracked Excavator Excavation Method: Ground Elevation (ft): Undetermined Depth (ft)Sample Number& IntervalSampler TypeTest DataGraphic SymbolUSCS Symbol 0 OL Loose to medium dense, dark brown, moist, 1 d W = 16 slightly gravelly, silty SAND, contains rootlets 2 d W = 13 SP- (Topsoil) Groundwater not encountered. GS SM 2 3 d W = 4 Medium dense, orange, damp, slightly silty SP SAND, contains organics (Weathered Glacial Outwash) 4 Medium dense, gray, damp, poorly graded SAND with trace gravel (Glacial Outwash) 4 d W = 5 - Presence of roots down to approximate 2 feet BGS 6 - Increase in gravel content and transition to moist moisture content at approximately 5 feet BGS 8 5 d W = 4 - Presence of cobbles at approximately 7 feet GS BGS 10 Test Pit Completed 07/29/16 Total Depth of Test Pit = 9.0 ft. 12 TP-2 SAMPLE DATA SOIL PROFILE GROUNDWATER Tracked Excavator Excavation Method: Ground Elevation (ft): Undetermined Depth (ft)Sample Number& IntervalSampler TypeTest DataGraphic SymbolUSCS Symbol 0 OL Loose to medium dense, light brown, dry, 1 d W = 11 SP- slightly gravelly, silty SAND, contains rootlets SM (Topsoil) Groundwater not encountered. 2 W = 3 SP Medium dense, orange, dry to damp, slightly 2 d GS silty SAND, contains organics (Weathered Glacial Outwash) 4 Medium dense, gray, damp, poorly graded SAND with trace gravel (Glacial Outwash) 3 d W = 4 - Presence of moderate sidewall caving below approximately 1.5 feet BGS 6 - Presence of cobbles at approximately 5 feet BGS 4 d W = 10 - Transition to moist moisture content at 8 approximately 5.5 feet BGS - Presence of sandy interbeds at approximately 7 feet BGS Test Pit Completed 07/29/16 10 Total Depth of Test Pit = 8.5 ft. 12 Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols. 16-0424 8/22/16 X:\0-PROJECTS GEO\00000-PROJECTS 2016-GEO\INFILTRATION INVESTIGATIONS\STEWART, GREG - 16-0424 - 606 HIGHLAND DRIVE, ARLINGTON\GINT\STEWART GINT.GPJ TEST PIT LOG Figure Stewart Infiltration Feasibility 606 Highland Drive Log of Test Pits 4 Arlington, Washington U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS HYDROMETER 4 2 1 1/2 3 6 10 16 30 50 100 200 6 3 1.5 3/4 3/8 4 8 14 20 40 60 140 100 90 80 70 60 50 Percent Finer by Weight40 30 20 10 0 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters Gravel Sand Cobbles Silt or Clay coarse fine coarse medium fine Point Depth Classification LL PL PI Cc Cu TP-1 1.3 SLIGHTLY SILTY SAND (SP-SM) 2.17 7.92 TP-1 8.0 POORLY GRADED SAND (SP) 1.10 2.81 TP-2 2.3 POORLY GRADED SAND (SP) 0.98 3.00 %Coarse % Fine % Coarse % Medium % Fine Point Depth D100 D60 D50 D30 D10 Gravel Gravel Sand Sand Sand % Fines TP-1 1.3 19 0.544 0.438 0.285 0.069 0.0 3.0 4.5 43.8 38.2 10.5 TP-1 8.0 19 0.712 0.609 0.445 0.253 0.0 3.0 5.2 64.8 25.2 1.9 TP-2 2.3 19 0.566 0.47 0.324 0.189 0.0 2.7 3.1 49.7 42.6 1.9 C = D 2/(D * D ) To be well graded: 1 < C < 3 and c 30 60 10 c Cu = D60/D10 Cu > 4 for GW or Cu > 6 for SW 16-0424 8/22/16 X:\0-PROJECTS GEO\00000-PROJECTS 2016-GEO\INFILTRATION INVESTIGATIONS\STEWART, GREG - 16-0424 - 606 HIGHLAND DRIVE, ARLINGTON\GINT\STEWART GINT.GPJ GRAIN SIZE W/STATS Figure Stewart Infiltration Feasibility 606 Highland Drive Grain Size Test Data 5 Arlington, Washington REPORT LIMITATIONS AND GUIDELINES FOR ITS USE1 Subsurface issues may cause construction delays, cost overruns, claims, and disputes. While you cannot eliminate all such risks, you can manage them. The following information is provided to help: Geotechnical Services are Performed for Specific Purposes, Persons, and Projects At GeoTest our geotechnical engineers and geologists structure their services to meet specific needs of our clients. A geotechnical engineering study conducted for a civil engineer may not fulfill the needs of an owner, a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solely for the client. No one except you should rely on your geotechnical engineer who prepared it. And no one â€“ not even you â€“ should apply the report for any purpose or project except the one originally contemplated. Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary. Do not read selected elements only. A Geotechnical Engineering Report is Based on a Unique Set of Project-Specific Factors GeoTestâ€™s geotechnical engineers consider a number of unique, project-specific factors when establishing the scope of a study. Typical factors include: the clients goals, objectives, and risk management preferences; the general nature of the structure involved its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless GeoTest, who conducted the study specifically states otherwise, do not rely on a geotechnical engineering report that was: â€¢ not prepared for you, â€¢ not prepared for your project, â€¢ not prepared for the specific site explored, or â€¢ completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: â€¢ the function of the proposed structure, as when itâ€™s changed, for example, from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse, â€¢ elevation, configuration, location, orientation, or weight of the proposed construction, â€¢ alterations in drainage designs; or â€¢ composition of the design team; the passage of time; man-made alterations and construction whether on or adjacent to the site; or by natural alterations and events, such as floods, earthquakes or groundwater fluctuations; or project ownership. Always inform GeoTestâ€™s geotechnical engineer of project changes â€“ even minor ones â€“ and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed. 1Information in this document is based upon material developed by ASFE, Professional Firms Practicing in the Geosciences(asfe.org) Subsurface Conditions Can Change This geotechnical or geologic report is based on conditions that existed at the time the study was performed. Do not rely on the findings and conclusions of this report, whose adequacy may have been affected by: the passage of time; by man-made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctuations. Always contact GeoTest before applying the report to determine if it is still relevant. A minor amount of additional testing or analysis will help determine if the report remains applicable. Most Geotechnical and Geologic Findings are Professional Opinions Our site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. GeoTestâ€™s engineers and geologists review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ â€“ sometimes significantly â€“ from those indicated in your report. Retaining GeoTest who developed this report to provide construction observation is the most effective method of managing the risks associated with anticipated or unanticipated conditions. A Reportâ€™s Recommendations are Not Final Do not over-rely on the construction recommendations included in this report. Those recommendations are not final, because geotechnical engineers or geologists develop them principally from judgment and opinion. GeoTestâ€™s geotechnical engineers or geologists can finalize their recommendations only by observing actual subsurface conditions revealed during construction. GeoTest cannot assume responsibility or liability for the reportâ€™s recommendations if our firm does not perform the construction observation. A Geotechnical Engineering or Geologic Report may be Subject to Misinterpretation Misinterpretation of this report by other design team members can result in costly problems. Lower that risk by having GeoTest confer with appropriate members of the design team after submitting the report. Also, we suggest retaining GeoTest to review pertinent elements of the design teams plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having GeoTest participate in pre-bid and preconstruction conferences, and by providing construction observation. Do not Redraw the Exploration Logs Our geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors of omissions, the logs included in this report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable; but recognizes that separating logs from the report can elevate risk. Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal. In that letter, consider advising the contractors that the report was not prepared for purposes of bid development and that the reportâ€™s accuracy is limited; encourage them to confer with the GeoTest and/or to conduct 1Information in this document is based upon material developed by ASFE, Professional Firms Practicing in the Geosciences(asfe.org) additional study to obtain the specific types of information they need or prefer. A pre-bid conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. In addition, it is recommended that a contingency for unanticipated conditions be included in your project budget and schedule. Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering or geology is far less exact than other engineering disciplines. This lack of understanding can create unrealistic expectations that can lead to disappointments, claims, and disputes. To help reduce risk, GeoTest includes an explanatory limitations section in our reports. Read these provisions closely. Ask questions and we encourage our clients or their representative to contact our office if you are unclear as to how these provisions apply to your project. Environmental Concerns Are Not Covered in this Geotechnical or Geologic Report The equipment, techniques, and personnel used to perform an environmental study differ significantly from those used to perform a geotechnical or geologic study. For that reason, a geotechnical engineering or geologic report does not usually relate any environmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated containments, etc. If you have not yet obtained your own environmental information, ask your geotechnical consultant for risk management guidance. Do not rely on environmental report prepared for some one else. Obtain Professional Assistance to Deal with Biological Pollutants Diverse strategies can be applied during building design, construction, operation, and maintenance to prevent significant amounts biological pollutants from growing on indoor surfaces. Biological pollutants includes but is not limited to molds, fungi, spores, bacteria and viruses. To be effective, all such strategies should be devised for the express purpose of prevention, integrated into a comprehensive plan, and executed with diligent oversight by a professional biological pollutant prevention consultant. Because just a small amount of water or moisture can lead to the development of severe biological infestations, a number of prevention strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and similar issues may have been addressed as part of this study, the geotechnical engineer or geologist in charge of this project is not a biological pollutant prevention consultant; none of the services preformed in connection with this geotechnical engineering or geological study were designed or conducted for the purpose of preventing biological infestations. 1Information in this document is based upon material developed by ASFE, Professional Firms Practicing in the Geosciences(asfe.org) Stormwater Pollution Prevention Plan Stormwater Pollution Prevention Plan For Stewart Short Plat Prepared For Northwest Regional Office 3190 - 160th Avenue SE Bellevue, WA 98008-5452 425-649-7000 Owner Developer Operator/Contractor Land Pro Group Land Pro Group TBD 10515 20th Street SE 10515 20th Street SE Suite #202 Suite #202 Lake Stevens, WA 98258 Lake Stevens, WA 98258 425-551-7600 425-551-7600 Project Site Location 606 E Highland Drive, Arlington, WA 98223 Certified Erosion and Sediment Control Lead TBD SWPPP Prepared By LDC, Inc. SWPPP Preparation Date May 2020 Approximate Project Construction Dates July 2020 â€“ September 2020 1 Stormwater Pollution Prevention Plan Contents 1.0 Introduction ...............................................................................................................................4 2.0 Site Description ........................................................................................................................6 2.1 Existing Conditions ...........................................................................................................6 2.2 Proposed Construction Activities ......................................................................................6 3.0 Construction Stormwater BMPs ...............................................................................................7 3.1 The 12 BMP Elements .......................................................................................................8 3.1.1 Element #1 â€“ Mark Clearing Limits ...................................................................8 3.1.2 Element #2 â€“ Establish Construction Access .....................................................8 3.1.3 Element #3 â€“ Control Flow Rates .......................................................................9 3.1.4 Element #4 â€“ Install Sediment Controls .............................................................9 3.1.5 Element #5 â€“ Stabilize Soils .............................................................................10 3.1.6 Element #6 â€“ Protect Slopes .............................................................................10 3.1.7 Element #7 â€“ Protect Drain Inlets .....................................................................11 3.1.8 Element #8 â€“ Stabilize Channels and Outlets ...................................................11 3.1.9 Element #9 â€“ Control Pollutants .......................................................................11 3.1.10 Element #10 â€“ Control Dewatering .................................................................12 .1.11 Element #11 â€“ Maintain BMPs ........................................................................13 3.1.12 Element #12 â€“ Manage the Project ..................................................................13 3.2 Site Specific BMPs ..........................................................................................................16 4.0 Construction Phasing and BMP Implementation ...................................................................17 5.0 Pollution Prevention Team ......................................................................................................19 5.1 Roles and Responsibilities ...............................................................................................19 5.2 Team Members ................................................................................................................20 6.0 Site Inspections and Monitoring .............................................................................................21 6.1 Site Inspection .................................................................................................................21 6.1.1 Site Inspection Frequency ................................................................................21 6.1.2 Site Inspection Documentation .........................................................................22 6.2 Stormwater Quality Monitoring ......................................................................................22 6.2.1 Turbidity Sampling ...........................................................................................22 6.2.2 pH Sampling .....................................................................................................23 7.0 Reporting and Recordkeeping ................................................................................................25 7.1 Recordkeeping .................................................................................................................25 7.1.1 Site Log Book ...................................................................................................25 7.1.2 Records Retention.............................................................................................25 7.1.3 Access to Plans and Records ............................................................................25 7.1.4 Updating the SWPPP ........................................................................................25 2 Stormwater Pollution Prevention Plan 7.2 Reporting .........................................................................................................................26 7.2.1 Discharge Monitoring Reports .........................................................................26 7.2.2 Notification of Noncompliance ........................................................................26 Appendix A â€“ Site Specific Plans and SWPPP Addendum for Impaired Water Body (if applicable) ...................................................................................................................27 Appendix B â€“ Construction BMPs .........................................................................................29 Appendix C â€“ Alternative BMPs ............................................................................................30 Appendix D â€“ General Permit ................................................................................................31 Appendix E â€“ Site Inspection Forms (and Site Log) ..............................................................32 Appendix F â€“ Engineering Calculations .................................................................................40 Appendix G â€“ Engineering Calculations ................................................................................41 3 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 Stewart Short Plat construction project which is located in the City of Arlington, WA. The subject project, comprised of parcel numbers 31051100401700, and 3105110401701 is located at 606 E Highland Drive, Arlington, WA 98223 within the SE Â¼ of Section 11, Township 31N, Range 5E. The subject property has a total area of 1.86 acres. The existing site contains a single-family residence with a variety of accessory structures and a dirt driveway. The project proposes a 3 lot short plat with the construction of a duplex unit and an associated driveway for access. The existing single-family residence will remain and access to the lot will be relocated. The project will add approximately 7,040 sf of new impervious surfaces. The total parcel area on which the project will take place is 1.86 in the City of Arlington, but the disturbed area within that property is approximately 0.41 acres and 0.03 acres of ROW pavement for utility trenching. In compliance with the requirements of the City of Arlington Stormwater Management Manual, all onsite runoff from developed/disturbed surfaces will be collected and fully infiltrated into native soils. Runoff generated from new impervious surfaces will be collected and conveyed to infiltration trenches for full infiltration. Construction activities will include excavation/removal of the existing accessory structures, driveway and ROW curbing, and development of a duplex, two driveways, and utility services. 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 based on the requirements set forth in the Construction Stormwater Permit, Stormwater Management Manual for Western Washington (SWMMWW 2005). The 4 Stormwater Pollution Prevention Plan 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: Section 1 â€“ Introduction. This section provides a summary description of the project and the organization of the SWPPP document. 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 post-construction conditions. Section 3 â€“ Construction BMPs. This section provides a detailed description of the BMPs to be implemented based on the 12 required elements of the SWPPP (SWMMWW 2005) 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. 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. 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. 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- Site plans Appendix B- Construction BMPs Appendix C- Alternative Construction BMP list Appendix D- General Permit Appendix E- Site Log and Inspection Forms Appendix F- Engineering Calculations 5 Stormwater Pollution Prevention Plan 2.0 Site Description 2.1 Existing Conditions The existing site is comprised of parcels 31051100401700 and 3105110401701 and is currently occupied by a single-family home with a detached garage, driveway, and accessory shops and sheds in the northern part of the property. According to the Snohomish County Soil Survey 100% of the site is underlain by Ragnar fine sandy loam. The site slopes range from 0 to 8 percent and the site is comprised of two threshold discharge areas. Stormwater runoff from the onsite basin current leaves the site via overland flow crossing the south western border. This flow continues south and eventually enters an unnamed stream. 2.2 Proposed Construction Activities The existing parcel will be subdivided into 3 lots. Lot 1 will contain the existing single-family residence and relocated driveway, Lot 2 will develop a proposed duplex with a joint driveway, and Lot 3 will remain undisturbed. Development will disturb 0.44 acres, 0.41 acres associated with parcel development and 0.03 acres associated to ROW utility trenching. Frontage improvements along E Highland Drive include driveway approach relocations, curb, gutter, and sidewalk construction. The project is exempt from flow control and runoff treatment as the project does not meet the 10,000 square feet effective impervious or 5,000 square feet pollution generating hard surfaces (PGHS) thresholds. The site will introduce 2,800 square foot building footprint, 2,710 square feet of PGIS (driveway) surface, and 3,030 sf of ROW sidewalk. Five infiltration trenches will be located onsite/within the right of way to meet stormwater mitigation requirements and have been designed per BMP T5.10A Downspout Full Infiltration Systems and BMP T7.20 Infiltration Trenches. A 65 ft by 4.5 ft infiltration trench (Infiltration Trench #1) will collect and infiltrate frontage generated runoff associated with ROW pavement, sidewalk, and planter surfaces. A 28 ft by 5 ft infiltration trench has been proposed along the duplex driveway and will receive and infiltrate Lot 2 driveway runoff and a quarter of the proposed duplex roof runoff. Three 15 ft by 2.5 ft infiltration trenches have each been sized to receive and infiltrate a quarter of the proposed duplex roof runoff. Runoff generated by the relocated Lot 1 driveway will sheet flow through a gravel transition zone and 10â€™ flow path per BMP T5.12 Sheet Flow Dispersion requirements. 6 Stormwater Pollution Prevention Plan The following summarizes details regarding areas subject to quantity and quality controls: â–ª Total subject area: 1.86 acres â–ª Percent impervious area after construction: 9.1 % â–ª Disturbed area during construction: 0.44 acres â–ª Disturbed area that is characterized as impervious (i.e., access roads, staging, parking): 0.17 acres Onsite Basin N/A basin modifications do not warrant flow control or water quality treatment requirements. 7 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. Trees that are to be preserved, as well as all sensitive areas and their buffers, shall be clearly delineated, both in the field and on the plans. In general, natural vegetation and 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€¢ High Visibility Plastic or Metal Fence (BMP C103) 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€¢ Stabilized Construction Entrance (BMP C105) 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. 8 Stormwater Pollution Prevention Plan 3.1.3 Element #3 â€“ Control Flow Rates The project site is located west of the Cascade Mountain Crest. As such, the project must comply with Minimum Requirement 7 (Ecology 2005). 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€¢ N/A, flow control is not warranted by the scale of onsite improvements. In general, discharge rates of stormwater from the site will be controlled where increases in impervious area or soil compaction during construction could lead to downstream erosion, or where necessary to meet local agency stormwater discharge requirements (e.g. discharge to combined sewer systems). 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€¢ Storm Drain Inlet Protection (BMP C220) â€¢ Silt Fence (BMP C233) 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 washoff 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 effectiveness of some permanent stormwater BMPs, such as those used for infiltration or biofiltration; 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 9 Stormwater Pollution Prevention Plan 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 restabilized 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€¢ Temporary and Permanent Seeding (BMP C120) â€¢ Mulching (BMP C121) â€¢ Plastic Covering (BMP C123) The project site is located west of the Cascade Mountain Crest. As such, no soils shall remain exposed and unworked for more than 7 days during the dry season (May 1 to September 30) and 2 days during the wet season (October 1 to April 30). Regardless of the time of year, all soils shall be stabilized at the end of the shift before a holiday or weekend if needed based on weather forecasts. 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 than minimizes erosion. The following specific BMPs will be used to protect slopes for this project: â€¢ Temporary and Permanent Seeding (BMP C120) â€¢ Mulching (BMP C121) â€¢ Plastic Covering (BMP C123) â€¢ Wattles (BMP C235) 10 Stormwater Pollution Prevention Plan 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. Inlet protection 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€¢ Storm Drain Inlet Protection (BMP C220) If the BMP options listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D), or if no BMPs are listed above but deemed necessary during construction, the Certified Erosion and Sediment Control Lead shall implement one or more of the alternative BMP inlet protection options listed in Appendix C. 3.1.8 Element #8 â€“ Stabilize Channels and Outlets N/A, channel and outlet stabilization is not required for the proposed work. 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, 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–ª 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–ª On-site fueling tanks and petroleum product storage containers shall include secondary containment. â–ª Spill prevention measures, such as drip pans, will be used when conducting maintenance and repair of vehicles or equipment. â–ª In order to perform emergency repairs on site, temporary plastic will be placed beneath and, if raining, over the vehicle. 11 Stormwater Pollution Prevention Plan â–ª Contaminated surfaces shall be cleaned immediately following any discharge or spill incident. Concrete and grout: â–ª 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). Concrete wash out areas shall not be allowed on bare dirt or allowed to drain to bare dirt or the storm system. 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. All dewatering water from open cut excavation, tunneling, foundation work, trench, or underground vaults shall be discharged into a controlled conveyance system prior to discharge to a sediment trap or sediment pond, or will be treated with dispersion across vegetated areas or by other modular methods before being discharged to or draining to an uncontrolled collection and conveyance system. Channels will be stabilized, per Element #8. Clean, non-turbid dewatering water will not be routed through stormwater sediment ponds, and will be discharged to systems tributary to the receiving waters of the State in a manner that does not cause erosion, flooding, or a violation of State water quality standards in the receiving water. Highly turbid dewatering water from soils known or suspected to be contaminated, or from use of construction equipment, will require additional monitoring and treatment as required for the specific pollutants based on the receiving waters into which the discharge is occurring. Such monitoring is the responsibility of the contractor. However, the dewatering of soils known to be free of contamination will trigger BMPs to trap sediment and reduce turbidity. At a minimum, geotextile fabric socks/bags/cells will be used to filter this material. Other BMPs to be used for sediment trapping and turbidity reduction include the following: â–ª Use of a sedimentation bag, with outfall to a ditch or swale for small volumes of localized dewatering. Alternative BMP not included in the above bulleted list 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. 12 Stormwater Pollution Prevention Plan 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 BMPâ€™s specifications. Visual monitoring of the BMPs will be conducted at least once every calendar week and within 24 hours of any rainfall event that causes a discharge from the site. If the site becomes 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–ª Design the project to fit the existing topography, soils, and drainage patterns. â–ª Emphasize erosion control rather than sediment control. â–ª Minimize the extent and duration of the area exposed. â–ª Keep runoff velocities low. â–ª Retain sediment on site. â–ª Thoroughly monitor site and maintain all ESC measures. â–ª 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–ª 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. 13 Stormwater Pollution Prevention Plan â–ª Revegetation 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). Seasonal Work Limitations â–ª 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–ª 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–ª 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–ª Care has been taken to coordinate with utilities, other construction projects, and the local jurisdiction in preparing this SWPPP and scheduling the construction work. 14 Stormwater Pollution Prevention Plan Inspection and Monitoring â–ª 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: 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 A Certified Erosion and Sediment Control Lead shall be on-site or on- call at all times. â–ª 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–ª This SWPPP shall be retained on-site or within reasonable access to the site. â–ª 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–ª 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. 15 Stormwater Pollution Prevention Plan 3.2 Site Specific BMPs Site specific BMPs are shown on the TESC Plan Sheets, Details, and SWPPP Addendum for Impaired Water Body in Appendix A. 16 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 list contains key milestones such as wet season construction. 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€¢ Mark Clearing Limits: July 2020 â€¢ Install TESC measures: July 2020 â€¢ Install stabilized construction entrance: July 2020 â€¢ Begin clearing and grubbing: August 2020 â€¢ Stabilize Soils: August 2020 â€¢ Protect Slopes: August 2020 â€¢ Stabilized Site: September 2020 The construction sequence for this project is as outlined in the TESC Plan Sheets and Details in Appendix A. The project is likely to be constructed under a single phase, however, the contractor is encouraged to phase the project as much as is feasible, making sure to stabilize portions of the site that are to be unworked for significant periods of time. 17 Stormwater Pollution Prevention Plan 5.0 Pollution Prevention Team 5.1 Roles and Responsibilities The pollution prevention team consists of personnel responsible for implementation of the SWPPP, including the following: â–ª 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–ª 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–ª Emergency Ecology Contact â€“ individual to be contacted at Ecology in case of emergency. â–ª 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–ª Non-Emergency Ecology Contact â€“ individual that is the site owner or representative of the site owner than can be contacted if required. Monitoring Personnel â€“ personnel responsible for conducting water quality monitoring; for most sites this person is also the Certified Erosion and Sediment Control Lead. 19 Stormwater Pollution Prevention Plan 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) TBD (###) ###-#### Resident Engineer Tom Abbott, PE (425) 806-1869 Emergency Ecology Contact Shawn Hopkins (360) 407-6442 Emergency Owner Contact Ryan Larsen (425) 551-7600 Non-Emergency Ecology Contact Shawn Hopkins (360) 407-6442 Monitoring Personnel TBD (###) ###-#### 20 Stormwater Pollution Prevention Plan 6.0 Site Inspections and 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. 6.1.1 Site Inspection Frequency Site inspections will be conducted at least once a week and within 24 hours following any rainfall event which causes a discharge of stormwater from the site. For sites with temporary stabilization measures, the site inspection frequency can be reduced to once every month. 21 Stormwater Pollution Prevention Plan 6.1.2 Site Inspection Documentation The site inspector will record each site inspection using the site log inspection forms provided in Appendix E. The site inspection log forms may be separated from this SWPPP document, but will be maintained on-site or within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction. 6.2 Stormwater Quality Monitoring The disturbed area for site development is less than one acre in size, and does not discharge to an impaired water body, and is therefore not subject to the general water quality monitoring requirements set forth in the 2015 Construction Stormwater General Permit (Appendix D). 6.2.1 Turbidity Sampling Monitoring requirements for the proposed project will include either turbidity or water transparency sampling to monitor site discharges for water quality compliance with the 2005 Construction Stormwater General Permit (Appendix D). Sampling will be conducted at all discharge points at least once per calendar week. Turbidity or transparency monitoring will follow the analytical methodologies described in Section S4 of the 2005 Construction Stormwater General Permit (Appendix D). The key benchmark values that require action are 25 NTU for turbidity (equivalent to 32 cm transparency) and 250 NTU for turbidity (equivalent to 6 cm transparency). If the 25 NTU benchmark for turbidity (equivalent to 32 cm transparency) is exceeded, the following steps will be conducted: 1. Ensure all BMPs specified in this SWPPP are installed and functioning as intended. 2. Assess whether additional BMPs should be implemented, and document revisions to the SWPPP as necessary. 3. Sample discharge location daily until the analysis results are less than 25 NTU (turbidity) or greater than 32 cm (transparency). If the turbidity is greater than 25 NTU (or transparency is less than 32 cm) but less than 250 NTU (transparency greater than 6 cm) for more than 3 days, additional treatment BMPs will be implemented within 24 hours of the third consecutive sample that exceeded the benchmark value. Additional treatment BMPs to be considered will include, but are not limited to, off-site treatment, infiltration, filtration and chemical treatment. 22 Stormwater Pollution Prevention Plan If the 250 NTU benchmark for turbidity (or less than 6 cm transparency) is exceeded at any time, the following steps will be conducted: 1. Notify Ecology by phone within 24 hours of analysis (see Section 5.0 of this SWPPP for contact information). 2. Continue daily sampling until the turbidity is less than 25 NTU (or transparency is greater than 32 cm). 3. Initiate additional treatment BMPs such as off-site treatment, infiltration, filtration and chemical treatment within 24 hours of the first 250 NTU exceedance. 4. Implement additional treatment BMPs as soon as possible, but within 7 days of the first 250 NTU exceedance. 5. Describe inspection results and remedial actions taken in the site log book and in monthly discharge monitoring reports as described in Section 7.0 of this SWPPP. 6.2.2 pH Sampling Stormwater runoff will be monitored for pH starting on the first day of any activity that includes more than 40 yards of poured or recycled concrete, or after the application of â€œEngineered Soilsâ€ such as, Portland cement treated base, cement kiln dust, or fly ash. This does not include fertilizers. For concrete work, pH monitoring will start the first day concrete is poured and continue until 3 weeks after the last pour. For engineered soils, the pH monitoring period begins when engineered soils are first exposed to precipitation and continue until the area is fully stabilized. Stormwater samples will be collected daily from all points of discharge from the site and measured for pH using a calibrated pH meter, pH test kit, or wide range pH indicator paper. If the measured pH is 8.5 or greater, the following steps will be conducted: 1. Prevent the high pH water from entering storm drains or surface water. 2. Adjust or neutralize the high pH water if necessary using appropriate technology such as CO2 sparging (liquid or dry ice). 3. Contact Ecology if chemical treatment other than CO2 sparging is planned. 23 Stormwater Pollution Prevention Plan 7.0 Reporting and Recordkeeping 7.1 Recordkeeping 7.1.1 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. 7.1.2 Records Retention Records of all monitoring information (site log book, inspection reports/checklists, etc.), this Stormwater Pollution Prevention Plan, and any other documentation of compliance with permit requirements will be retained during the life of the construction project and for a minimum of three years following the termination of permit coverage in accordance with permit condition S5.C. 7.1.3 Access to Plans and Records The SWPPP, General Permit, Notice of Authorization letter, and Site Log Book will be retained on site or within reasonable access to the site and will be made immediately available upon request to Ecology or the local jurisdiction. A copy of this SWPPP will be provided to Ecology within 14 days of receipt of a written request for the SWPPP from Ecology. Any other information requested by Ecology will be submitted within a reasonable time. A copy of the SWPPP or access to the SWPPP will be provided to the public when requested in writing in accordance with permit condition S5.G. 7.1.4 Updating the SWPPP In accordance with Conditions S3, S4.B, and S9.B.3 of the General Permit, this SWPPP will be modified if the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site or there has been a change in design, construction, operation, or maintenance at the site that has a significant effect on the discharge, or potential for discharge, Stormwater Pollution Prevention Plan of pollutants to the waters of the State. The SWPPP will be modified within seven days of determination based on inspection(s) that additional or modified BMPs are necessary to correct problems identified, and an updated timeline for BMP implementation will be prepared. 7.2 Reporting 7.2.1 Discharge Monitoring Reports Discharge Monitoring Report (DMR) forms will not be submitted to Ecology because water quality sampling is not being conducted at the site. 7.2.2 Notification of Noncompliance If any of the terms and conditions of the permit are not met, and it causes a threat to human health or the environment, the following steps will be taken in accordance with permit section S5.F: 1. Ecology will be immediately notified of the failure to comply. 2. Immediate action will be taken to control the noncompliance issue and to correct the problem. If applicable, sampling and analysis of any noncompliance will be repeated immediately and the results submitted to Ecology within five (5) days of becoming aware of the violation. 3. A detailed written report describing the noncompliance will be submitted to Ecology within five (5) days, unless requested earlier by Ecology. In accordance with permit condition S2.A, a complete application form will be submitted to Ecology and the appropriate local jurisdiction (if applicable) to be covered by the General Permit. Stormwater Pollution Prevention Plan Appendix A â€“ Site Plan Stormwater Pollution Prevention Plan Appendix B â€“ Construction BMPs (as applicable to project site) High Visibility Plastic or Metal Fence (BMP C103) Stabilized Construction Entrance (BMP C105) Temporary and Permanent Seeding (BMP C120) Mulching (BMP C121) Plastic Covering (BMP C123) Concrete Handling (BMP C151) Certified Erosion and Sediment Control Lead (BMP C160) Storm Drain Inlet Protection (BMP C220) Silt Fence (BMP C233) Wattles (BMP C235) damagefromburyingandsmothering. l Vegetativebufferzonesforstreams,lakesorotherwaterwaysshall beestablished bythelocal permittingauthorityorotherstateorfederal permitsorapprovals. Maintenance Standards Inspecttheareafrequentlytomakesureflaggingremainsinplaceandthearearemains undisturbed.Replaceall damagedflaggingimmediately. BMP C103: High Visibility Fence Purpose Fencingisintendedto: 1. Restrictclearingtoapprovedlimits. 2. Preventdisturbanceofsensitiveareas,theirbuffers,andotherareasrequiredtobe leftundisturbed. 3. Limitconstructiontraffictodesignatedconstructionentrances,exits,orinternal roads. 4. Protectareaswheremarkingwithsurveytapemaynotprovideadequatepro- tection. Conditions of Use Toestablishclearinglimitsplastic,fabric,ormetal fencemaybeused: l Attheboundaryofsensitiveareas,theirbuffers,andotherareasrequiredtobeleft uncleared. l Asnecessarytocontrol vehicleaccesstoandonthesite. Design and Installation Specifications Highvisibilityplasticfenceshall becomposedofahigh-densitypolyethylenematerial andshall beatleastfourfeetinheight.Postsforthefencingshall besteel orwoodand placedevery6feetoncenter(maximum)orasneededtoensurerigidity.Thefencing shall befastenedtotheposteverysixincheswithapolyethylenetie.Onlongcontinuous lengthsoffencing,atensionwireorropeshall beusedasatopstringertopreventsag- gingbetweenposts.Thefencecolorshall behighvisibilityorange.Thefencetensile strengthshall be360lbs./ft.usingtheASTMD4595testingmethod. Ifappropriateinstall fabricsiltfenceinaccordancewithBMP C233:SiltFence(p.367)to actashighvisibilityfence.Siltfenceshall beatleast3feethighandmustbehighlyvis- ibletomeettherequirementsofthisBMP. 2014StormwaterManagementManual forWesternWashington VolumeII-Chapter4-Page269 Metal fencesshall bedesignedandinstalledaccordingtothemanufacturer'sspe- cifications. Metal fencesshall beatleast3feethighandmustbehighlyvisible. Fencesshall notbewiredorstapledtotrees. Maintenance Standards Ifthefencehasbeendamagedorvisibilityreduced,itshall berepairedorreplaced immediatelyandvisibilityrestored. BMP C105: Stabilized Construction Entrance / Exit Purpose StabilizedConstructionentrancesareestablishedtoreducetheamountofsediment transportedontopavedroadsbyvehiclesorequipment.Thisisdonebyconstructinga stabilizedpadofquarryspallsatentrancesandexitsforconstructionsites. Conditions of Use Constructionentrancesshall bestabilizedwherevertrafficwill beenteringorleavinga constructionsiteifpavedroadsorotherpavedareasarewithin1,000feetofthesite. Forresidential constructionprovidestabilizedconstructionentrancesforeachresidence, ratherthanonlyatthemainsubdivisionentrance.Stabilizedsurfacesshall beofsuf- ficientlength/widthtoprovidevehicleaccess/parking,basedonlotsize/configuration. Onlargecommercial,highway,androadprojects,thedesignershouldincludeenough extramaterialsinthecontracttoallow foradditional stabilizedentrancesnotshownin theinitial ConstructionSWPPP.Itisdifficulttodetermineexactlywhereaccesstothese projectswill takeplace;additional materialswill enablethecontractortoinstall them whereneeded. Design and Installation Specifications SeeFigureII-4.1.1StabilizedConstructionEntrance(p.273)fordetails.Note:the100â€™ minimumlengthoftheentranceshall bereducedtothemaximumpracticablesizewhen thesizeorconfigurationofthesitedoesnotallow thefull length(100â€™). Constructstabilizedconstructionentranceswitha12-inchthickpadof4-inchto8-inch quarryspalls,a4-inchcourseofasphalttreatedbase(ATB),oruseexistingpavement. Donotusecrushedconcrete,cement,orcalciumchlorideforconstructionentrancesta- bilizationbecausetheseproductsraisepH levelsinstormwaterandconcretedischarge tosurfacewatersoftheStateisprohibited. 2014StormwaterManagementManual forWesternWashington VolumeII-Chapter4-Page270 A separationgeotextileshall beplacedunderthespallstopreventfinesedimentfrom pumpingupintotherockpad.Thegeotextileshall meetthefollowingstandards: GrabTensileStrength(ASTMD4751) 200psi min. GrabTensileElongation(ASTMD4632) 30%max. MullenBurstStrength(ASTMD3786-80a)400psi min. AOS (ASTMD4751) 20-45(U.S.standardsievesize) l Considerearlyinstallationofthefirstliftofasphaltinareasthatwill paved;thiscan beusedasastabilizedentrance.Alsoconsidertheinstallationofexcessconcrete asastabilizedentrance.Duringlargeconcretepours,excessconcreteisoften availableforthispurpose. l Fencing(seeBMP C103:HighVisibilityFence(p.269))shall beinstalledasneces- sarytorestricttraffictotheconstructionentrance. l Wheneverpossible,theentranceshall beconstructedonafirm,compactedsub- grade.Thiscansubstantiallyincreasetheeffectivenessofthepadandreducethe needformaintenance. l Constructionentrancesshouldavoidcrossingexistingsidewalksandbackofwalk drainsifatall possible.Ifaconstructionentrancemustcrossasidewalkorbackof walkdrain,thefull lengthofthesidewalkandbackofwalkdrainmustbecovered andprotectedfromsedimentleavingthesite. Maintenance Standards Quarryspallsshall beaddedifthepadisnolongerinaccordancewiththespe- cifications. l Iftheentranceisnotpreventingsedimentfrombeingtrackedontopavement,then alternativemeasurestokeepthestreetsfreeofsedimentshall beused.Thismay includereplacement/cleaningoftheexistingquarryspalls,streetsweeping,an increaseinthedimensionsoftheentrance,ortheinstallationofawheel wash. l Anysedimentthatistrackedontopavementshall beremovedbyshovelingor streetsweeping.Thesedimentcollectedbysweepingshall beremovedorsta- bilizedonsite.Thepavementshall notbecleanedbywashingdownthestreet, exceptwhenhighefficiencysweepingisineffectiveandthereisathreattopublic safety.Ifitisnecessarytowashthestreets,theconstructionofasmall sumptocon- tainthewashwatershall beconsidered.Thesedimentwouldthenbewashedinto thesumpwhereitcanbecontrolled. l Performstreetsweepingbyhandorwithahighefficiencysweeper.Donotusea non-highefficiencymechanical sweeperbecausethiscreatesdustandthrows soilsintostormsystemsorconveyanceditches. 2014StormwaterManagementManual forWesternWashington VolumeII-Chapter4-Page271 l Anyquarryspallsthatareloosenedfromthepad,whichendupontheroadway shall beremovedimmediately. l Ifvehiclesareenteringorexitingthesiteatpointsotherthantheconstruction entrance(s),fencing(seeBMP C103)shall beinstalledtocontrol traffic. l Uponprojectcompletionandsitestabilization,all constructionaccessesintended aspermanentaccessformaintenanceshall bepermanentlystabilized. 2014StormwaterManagementManual forWesternWashington VolumeII-Chapter4-Page272 Figure II-4.1.1 Stabilized Construction Entrance NOT TO SCALE Existing Road 100' min. Install driveway culvert if there is a roadside ditch present 4" - 8" quarry spalls Geotextile 15' min. Notes: 1. Driveway shall meet 12" minimum thickness the requirements of the permitting agency. 2. It is recommended that Provide full width the entrance be of ingress/egress crowned so that runoff area drains off the pad. Figure II-4.1.1 Stabilized Construction Entrance Revised June 2015 DEPARTMENT OF ECOLOGY Please see http://www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume II - Chapter 4 - Page 273 l Stormdraininletsshall beprotectedtopreventsediment-ladenwaterenteringthe stormdrainsystem(seeBMP C220:StormDrainInletProtection(p.357)). Maintenance Standards Inspectstabilizedareasregularly,especiallyafterlargestormevents. Crushedrock,gravel base,etc.,shall beaddedasrequiredtomaintainastabledriving surfaceandtostabilizeanyareasthathaveeroded. Followingconstruction,theseareasshall berestoredtopre-constructionconditionorbet- tertopreventfutureerosion. Performstreetcleaningattheendofeachdayormoreoftenifnecessary. BMP C120: Temporary and Permanent Seeding Purpose Seedingreduceserosionbystabilizingexposedsoils.A well-establishedvegetative coverisoneofthemosteffectivemethodsofreducingerosion. Conditions of Use Useseedingthroughouttheprojectondisturbedareasthathavereachedfinal gradeor thatwill remainunworkedformorethan30days. TheoptimumseedingwindowsforwesternWashingtonareApril 1throughJune30and September1throughOctober1. BetweenJuly1andAugust30seedingrequiresirrigationuntil 75percentgrasscoveris established. BetweenOctober1andMarch30seedingrequiresacoverofmulchwithstraw oran erosioncontrol blanketuntil 75percentgrasscoverisestablished. Review all disturbedareasinlateAugusttoearlySeptemberandcompleteall seeding bytheendofSeptember.Otherwise,vegetationwill notestablishitselfenoughto providemorethanaverageprotection. l Mulchisrequiredatall timesforseedingbecauseitprotectsseedsfromheat,mois- tureloss,andtransportduetorunoff.Mulchcanbeappliedontopoftheseedor simultaneouslybyhydroseeding.SeeBMP C121:Mulching(p.284)forspe- cifications. l Seedandmulch,all disturbedareasnototherwisevegetatedatfinal sitesta- bilization.Final stabilizationmeansthecompletionofall soil disturbingactivitiesat thesiteandtheestablishmentofapermanentvegetativecover,orequivalentper- 2014StormwaterManagementManual forWesternWashington VolumeII-Chapter4-Page278 manentstabilizationmeasures(suchaspavement,riprap,gabions,orgeotextiles) whichwill preventerosion. Design and Installation Specifications Seedretention/detentionpondsasrequired. Install channelsintendedforvegetationbeforestartingmajorearthworkandhydroseed withaBondedFiberMatrix.Forvegetatedchannelsthatwill havehighflows,install erosioncontrol blanketsoverhydroseed.Beforeallowingwatertoflow invegetated channels,establish75percentvegetationcover.Ifvegetatedchannelscannotbeestab- lishedbyseedbeforewaterflow;install sodinthechannel bottomâ€”overhydromulch anderosioncontrol blankets. l Confirmtheinstallationofall requiredsurfacewatercontrol measurestoprevent seedfromwashingaway. l Hydroseedapplicationsshall includeaminimumof1,500poundsperacreof mulchwith3percenttackifier.SeeBMP C121:Mulching(p.284)forspecifications. l Areasthatwill haveseedingonlyandnotlandscapingmayneedcompostormeal- basedmulchincludedinthehydroseedinordertoestablishvegetation.Re-install nativetopsoil onthedisturbedsoil surfacebeforeapplication. l Wheninstallingseedviahydroseedingoperations,onlyabout1/3oftheseedactu- allyendsupincontactwiththesoil surface.Thisreducestheabilitytoestablisha goodstandofgrassquickly.Toovercomethis,considerincreasingseedquantities byupto50percent. l Enhancevegetationestablishmentbydividingthehydromulchoperationintotwo phases: 1. Phase1-Install all seedandfertilizerwith25-30percentmulchandtackifier ontosoil inthefirstlift. 2. Phase2-Install therestofthemulchandtackifieroverthefirstlift. Or,enhancevegetationby: 1. Installingthemulch,seed,fertilizer,andtackifierinonelift. 2. Spreadorblow straw overthetopofthehydromulchatarateof800-1000 poundsperacre. 3. Holdstraw inplacewithastandardtackifier. Bothoftheseapproacheswill increasecostmoderatelybutwill greatlyimprove andenhancevegetativeestablishment.Theincreasedcostmaybeoffsetbythe reducedneedfor: 2014StormwaterManagementManual forWesternWashington VolumeII-Chapter4-Page279 l Irrigation. l Reapplicationofmulch. l Repairoffailedslopesurfaces. Thistechniqueworkswithstandardhydromulch(1,500poundsperacreminimum) andBFM/MBFMs(3,000poundsperacreminimum). l Seedmaybeinstalledbyhandif: l Temporaryandcoveredbystraw,mulch,ortopsoil. l Permanentinsmall areas(usuallylessthan1acre)andcoveredwithmulch, topsoil,orerosionblankets. l Theseedmixeslistedinthetablesbelow includerecommendedmixesfor bothtemporaryandpermanentseeding. l Applythesemixes,withtheexceptionofthewetlandmix,atarateof120 poundsperacre.Thisratecanbereducedifsoil amendmentsorslow- releasefertilizersareused. l Consultthelocal suppliersorthelocal conservationdistrictfortheirrecom- mendationsbecausetheappropriatemixdependsonavarietyoffactors, includinglocation,exposure,soil type,slope,andexpectedfoottraffic.Altern- ativeseedmixesapprovedbythelocal authoritymaybeused. l Othermixesmaybeappropriate,dependingonthesoil typeandhydrologyof thearea. l TableII-4.1.2TemporaryErosionControl SeedMix(p.280)liststhestandardmix forareasrequiringatemporaryvegetativecover. Table II-4.1.2 Temporary Erosion Control Seed Mix %Weight%Purity%Germination Chewingsorannual bluegrass 40 98 90 Festucarubravar.commutataorPoaanna Perennial ryeÂ 50 98 90 Loliumperenne Redtoporcolonial bentgrass 5 92 85 AgrostisalbaorAgrostistenuis Whitedutchclover 5 98 90 Trifoliumrepens l TableII-4.1.3LandscapingSeedMix(p.281)listsarecommendedmixforland- scapingseed. 2014StormwaterManagementManual forWesternWashington VolumeII-Chapter4-Page280 Table II-4.1.3 Landscaping Seed Mix %Weight%Purity%Germination Perennial ryeblend 70 98 90 Loliumperenne Chewingsandredfescueblend 30 98 90 Festucarubravar.commutataorFestucarubra l TableII-4.1.4Low-GrowingTurfSeedMix(p.281)listsaturfseedmixfordrysitu- ationswherethereisnoneedforwatering.Thismixrequiresverylittlemain- tenance. Table II-4.1.4 Low-Growing Turf Seed Mix %Weight%Purity%Germination Dwarftall fescue(several varieties) 45 98 90 Festucaarundinaceavar. Dwarfperennial rye(Barclay) 30 98 90 Loliumperennevar.barclay Redfescue 20 98 90 Festucarubra Colonial bentgrass 5 98 90 Agrostistenuis l TableII-4.1.5BioswaleSeedMix*(p.281)listsamixforbioswalesandotherinter- mittentlywetareas. Table II-4.1.5 Bioswale Seed Mix* %Weight %Purity %Germination Tall ormeadow fescue FestucaarundinaceaorFestucaela- 75-80 98 90 tior Seaside/Creepingbentgrass 10-15 92 85 Agrostispalustris Redtopbentgrass 5-10 90 80 AgrostisalbaorAgrostisgigantea *ModifiedBriargreen,Inc.HydroseedingGuideWetlandsSeedMix l TableII-4.1.6WetAreaSeedMix*(p.282)listsalow-growing,relativelynon-invas- iveseedmixappropriateforverywetareasthatarenotregulatedwetlands.Apply 2014StormwaterManagementManual forWesternWashington VolumeII-Chapter4-Page281 thismixtureatarateof60poundsperacre.ConsultHydraulicPermitAuthority (HPA)forseedmixesifapplicable. Table II-4.1.6 Wet Area Seed Mix* %Weight %Purity %Germination Tall ormeadow fescue FestucaarundinaceaorFestucaela- 60-70 98 90 tior Seaside/Creepingbentgrass 10-15 98 85 Agrostispalustris Meadow foxtail 10-15 90 80 Alepocuruspratensis Alsikeclover 1-6 98 90 Trifoliumhybridum Redtopbentgrass 1-6 92 85 Agrostisalba *ModifiedBriargreen,Inc.HydroseedingGuideWetlandsSeedMix l TableII-4.1.7Meadow SeedMix(p.282)listsarecommendedmeadow seedmix forinfrequentlymaintainedareasornon-maintainedareaswherecolonizationby nativeplantsisdesirable.Likelyapplicationsincluderural roadandutilityright-of- way.SeedingshouldtakeplaceinSeptemberorveryearlyOctoberinorderto obtainadequateestablishmentpriortothewintermonths.Considertheappro- priatenessofclover,afairlyinvasivespecies,inthemix.Amendingthesoil can reducetheneedforclover. Table II-4.1.7 Meadow Seed Mix %Weight%Purity%Germination RedtoporOregonbentgrass 20 92 85 AgrostisalbaorAgrostisoregonensis Redfescue 70 98 90 Festucarubra Whitedutchclover 10 98 90 Trifoliumrepens l Roughening and Rototilling: l Theseedbedshouldbefirmandrough.Roughenall soil nomatterwhatthe slope.Trackwalkslopesbeforeseedingifengineeringpurposesrequire 2014StormwaterManagementManual forWesternWashington VolumeII-Chapter4-Page282 compaction.Backbladingorsmoothingofslopesgreaterthan4H:1V isnot allowediftheyaretobeseeded. l Restoration-basedlandscapepracticesrequiredeeperincorporationthan thatprovidedbyasimplesingle-passrototillingtreatment.Whereverprac- tical,initiallyripthesubgradetoimprovelong-termpermeability,infiltration, andwaterinflow qualities.Ataminimum,permanentareasshall usesoil amendmentstoachieveorganicmatterandpermeabilityperformance definedinengineeredsoil/landscapesystems.Forsystemsthataredeeper than8inchescompletetherototillingprocessinmultiplelifts,orpreparethe engineeredsoil systemperspecificationsandplacetoachievethespecified depth. l Fertilizers: l Conductingsoil teststodeterminetheexacttypeandquantityoffertilizeris recommended.Thiswill preventtheover-applicationoffertilizer. l Organicmatteristhemostappropriateformoffertilizerbecauseitprovides nutrients(includingnitrogen,phosphorus,andpotassium)intheleastwater- solubleform. l Ingeneral,use10-4-6N-P-K (nitrogen-phosphorus-potassium)fertilizerata rateof90poundsperacre.Alwaysuseslow-releasefertilizersbecausethey aremoreefficientandhavefewerenvironmental impacts.Donotaddfer- tilizertothehydromulchmachine,oragitate,morethan20minutesbefore use.Toomuchagitationdestroystheslow-releasecoating. l Therearenumerousproductsavailablethattaketheplaceofchemical fer- tilizers.Theseincludeseveral withseaweedextractsthatarebeneficial to soil microbesandorganisms.If100percentcottonseedmeal isusedasthe mulchinhydroseed,chemical fertilizermaynotbenecessary.Cottonseed meal providesagoodsourceoflong-term,slow-release,availablenitrogen. l Bonded Fiber Matrix and Mechanically Bonded Fiber Matrix: l OnsteepslopesuseBondedFiberMatrix(BFM)orMechanicallyBonded FiberMatrix(MBFM)products.ApplyBFM/MBFMproductsataminimumrate of3,000poundsperacreofmulchwithapproximately10percenttackifier. Achieveaminimumof95percentsoil coverageduringapplication.Numer- ousproductsareavailablecommercially.Installedproductsperman- ufacturerâ€™sinstructions.Mostproductsrequire24-36hourstocurebefore rainfall andcannotbeinstalledonwetorsaturatedsoils.Generally,products comein40-50poundbagsandincludeall necessaryingredientsexceptfor seedandfertilizer. 2014StormwaterManagementManual forWesternWashington VolumeII-Chapter4-Page283 l BFMsandMBFMsprovidegoodalternativestoblanketsinmostareasrequir- ingvegetationestablishment.Advantagesoverblanketsinclude: l BFMandMBFMsdonotrequiresurfacepreparation. l HelicopterscanassistininstallingBFMandMBFMsinremoteareas. l Onslopessteeperthan2.5H:1V,blanketinstallersmayrequireropes andharnessesforsafety. l InstallingBFMandMBFMscansaveatleast$1,000peracrecom- paredtoblankets. Maintenance Standards Reseedanyseededareasthatfail toestablishatleast80percentcover(100percent coverforareasthatreceivesheetorconcentratedflows).Ifreseedingisineffective,use analternatemethodsuchassodding,mulching,ornets/blankets.Ifwinterweatherpre- ventsadequategrassgrowth,thistimelimitmayberelaxedatthediscretionofthelocal authoritywhensensitiveareaswouldotherwisebeprotected. l Reseedandprotectbymulchanyareasthatexperienceerosionafterachieving adequatecover.Reseedandprotectbymulchanyerodedarea. l Supplyseededareaswithadequatemoisture,butdonotwatertotheextentthatit causesrunoff. Approved as Equivalent EcologyhasapprovedproductsasabletomeettherequirementsofBMP C120:Tem- poraryandPermanentSeeding.TheproductsdidnotpassthroughtheTechnology AssessmentProtocol â€“Ecology(TAPE)process.Local jurisdictionsmaychoosenotto acceptthisproductapprovedasequivalent,ormayrequireadditional testingpriortocon- siderationforlocal use.Theproductsareavailableforreview onEcologyâ€™swebsiteat http://www.ecy.wa.gov/programs/wq/stormwater/newtech/equivalent.html. BMP C121: Mulching Purpose Mulchingsoilsprovidesimmediatetemporaryprotectionfromerosion.Mulchalso enhancesplantestablishmentbyconservingmoisture,holdingfertilizer,seed,andtop- soil inplace,andmoderatingsoil temperatures.Thereisanenormousvarietyof mulchesthatcanbeused.Thissectiondiscussesonlythemostcommontypesofmulch. Conditions of Use Asatemporarycovermeasure,mulchshouldbeused: 2014StormwaterManagementManual forWesternWashington VolumeII-Chapter4-Page284 l Forlessthan30daysondisturbedareasthatrequirecover. l Atall timesforseededareas,especiallyduringthewetseasonandduringthehot summermonths. l Duringthewetseasononslopessteeperthan3H:1V withmorethan10feetofver- tical relief. Mulchmaybeappliedatanytimeoftheyearandmustberefreshedperiodically. l Forseededareasmulchmaybemadeupof100percent:cottonseedmeal;fibers madeofwood,recycledcellulose,hemp,kenaf;compost;orblendsofthese.Tack- ifiershall beplant-based,suchasguaroralphaplantago,orchemical-basedsuch aspolyacrylamideorpolymers.Anymulchortackifierproductusedshall be installedpermanufacturerâ€™sinstructions.Generally,mulchescomein40-50pound bags.Seedandfertilizerareaddedattimeofapplication. Design and Installation Specifications Formulchmaterials,applicationrates,andspecifications,seeTableII-4.1.8Mulch StandardsandGuidelines(p.286).Alwaysusea2-inchminimummulchthickness; increasethethicknessuntil thegroundis95%covered(i.e.notvisibleunderthemulch layer).Note:Thicknessmaybeincreasedfordisturbedareasinornearsensitiveareas orotherareashighlysusceptibletoerosion. Wheretheoptionofâ€œCompostâ€isselected,itshouldbeacoarsecompostthatmeetsthe followingsizegradationswhentestedinaccordancewiththeU.S.CompostingCouncil â€œTestMethodsfortheExaminationofCompostandCompostingâ€(TMECC)TestMethod 02.02-B. CoarseCompost MinimumPercentpassing3â€sieveopenings100% MinimumPercentpassing1â€sieveopenings90% MinimumPercentpassingÂ¾â€sieveopenings70% MinimumPercentpassingÂ¼â€sieveopenings40% Mulchusedwithintheordinaryhigh-watermarkofsurfacewatersshouldbeselectedto minimizepotential flotationoforganicmatter.Compostedorganicmaterialshavehigher specificgravities(densities)thanstraw,wood,orchippedmaterial.ConsultHydraulic PermitAuthority(HPA)formulchmixesifapplicable. Maintenance Standards l Thethicknessofthecovermustbemaintained. l Anyareasthatexperienceerosionshall beremulchedand/orprotectedwithanet 2014StormwaterManagementManual forWesternWashington VolumeII-Chapter4-Page285 orblanket.Iftheerosionproblemisdrainagerelated,thentheproblemshall be fixedandtheerodedarearemulched. Table II-4.1.8 Mulch Standards and Guidelines Mulch Quality Application Remarks Material Standards Rates Cost-effectiveprotectionwhenappliedwith adequatethickness.Hand-applicationgenerally requiresgreaterthicknessthanblownstraw.The thicknessofstraw maybereducedbyhalfwhen usedinconjunctionwithseeding.Inwindyareas Air-dried; straw mustbeheldinplacebycrimping,usinga 2"-3" thick; freefrom tackifier,orcoveringwithnetting.Blownstraw 5balesper undesirable alwayshastobeheldinplacewithatackifieras Straw 1,000sfor seedand evenlightwindswill blow itaway.Straw,how- 2-3tonsper coarse ever,hasseveral deficienciesthatshouldbecon- acre material. sideredwhenselectingmulchmaterials.Itoften introducesand/orencouragesthepropagationof weedspeciesandithasnosignificantlong-term benefitsItshouldalsonotbeusedwithinthe ordinaryhigh-waterelevationofsurfacewaters (duetoflotation). Approx.25- Shall beappliedwithhydromulcher.Shall notbe 30lbsper Nogrowth usedwithoutseedandtackifierunlesstheapplic- 1,000sfor Hydromulchinhibiting ationrateisatleastdoubled.Fiberslongerthan 1,500- factors. about3/4-1inchcloghydromulchequipment. 2,000lbs Fibersshouldbekepttolessthan3/4inch. peracre Novisible wateror Moreeffectivecontrol canbeobtainedbyincreas- dustduring ingthicknessto3".Excellentmulchforprotecting handling. 2" thick final gradesuntil landscapingbecauseitcanbe Mustbepro-min.; directlyseededortilledintosoil asanamend- ducedper approx.100 ment.Compostusedformulchhasacoarsersize WAC 173- tonsper gradationthancompostusedforBMP C125:Top- Compost 350,Solid acre soiling/Composting(p.297)orBMP T5.13:Post- Waste (approx. ConstructionSoil QualityandDepth(p.911).Itis Handling 800lbsper morestableandpractical touseinwetareasand Standards, yard) duringrainyweatherconditions.Donotusenear butmay wetlandsornearphosphorousimpairedwater haveupto bodies. 35% 2014StormwaterManagementManual forWesternWashington VolumeII-Chapter4-Page286 Table II-4.1.8 Mulch Standards and Guidelines (continued) Mulch Quality Application Remarks Material Standards Rates biosolids. Average sizeshall Thisisacost-effectivewaytodisposeofdebris beseveral fromclearingandgrubbing,anditeliminatesthe inches. problemsassociatedwithburning.Generally,it Gradations shouldnotbeusedonslopesaboveapprox.10% Chipped fromfines 2" thick becauseofitstendencytobetransportedbyrun- SiteVeget- to6inches min.; off.Itisnotrecommendedwithin200feetofsur- ation inlengthfor facewaters.Ifseedingisexpectedshortlyafter texture,vari- mulch,thedecompositionofthechippedveget- ation,and ationmaytieupnutrientsimportanttograssestab- interlocking lishment. properties. Novisible wateror dustduring handling. Thismaterial isoftencalled"hogorhoggedfuel". Mustbepur-2" thick Theuseofmulchultimatelyimprovestheorganic chased min.; Wood- matterinthesoil.Special cautionisadvised fromasup- approx.100 based regardingthesourceandcompositionofwood- plierwitha tonsper Mulchor basedmulches.Itspreparationtypicallydoesnot Solid acre Wood provideanyweedseedcontrol,soevidenceof Waste (approx. Straw residual vegetationinitscompositionorknown Handling 800lbs.per inclusionofweedplantsorseedsshouldbemon- Permitor cubicyard) itoredandprevented(orminimized). oneexempt fromsolid wastereg- ulations. A blendof Cost-effectiveprotectionwhenappliedwith loose,long, adequatethickness.A minimumof95-percentof thinwood thewoodstrandshall havelengthsbetween2 Wood pieces and10-inches,withawidthandthickness Strand derived 2" thickmin.between1/16and3/8-inches.Themulchshall not Mulch fromnative containresin,tannin,orothercompoundsin coniferor quantitiesthatwouldbedetrimental toplantlife. deciduous Sawdustorwoodshavingsshall notbeusedas treeswith mulch.(WSDOT specification(9-14.4(4)) 2014StormwaterManagementManual forWesternWashington VolumeII-Chapter4-Page287 Table II-4.1.8 Mulch Standards and Guidelines (continued) Mulch Quality Application Remarks Material Standards Rates highlength- to-width ratio. BMP C122: Nets and Blankets Purpose Erosioncontrol netsandblanketsareintendedtopreventerosionandholdseedand mulchinplaceonsteepslopesandinchannelssothatvegetationcanbecomewell established.Inaddition,somenetsandblanketscanbeusedtopermanentlyreinforce turftoprotectdrainagewaysduringhighflows.Nets(commonlycalledmatting)are strandsofmaterial wovenintoanopen,buthigh-tensilestrengthnet(forexample, coconutfibermatting).Blanketsarestrandsofmaterial thatarenottightlywoven,but insteadformalayerofinterlockingfibers,typicallyheldtogetherbyabiodegradableor photodegradablenetting(forexample,excelsiororstraw blankets).Theygenerallyhave lowertensilestrengththannets,butcoverthegroundmorecompletely.Coir(coconut fiber)fabriccomesasbothnetsandblankets. Conditions of Use Erosioncontrol netsandblanketsshouldbeused: l Toaidpermanentvegetatedstabilizationofslopes2H:1V orgreaterandwithmore than10feetofvertical relief. l Fordrainageditchesandswales(highlyrecommended).Theapplicationofappro- priatenettingorblankettodrainageditchesandswalescanprotectbaresoil from channelizedrunoffwhilevegetationisestablished.Netsandblanketsalsocancap- tureagreatdeal ofsedimentduetotheiropen,porousstructure.Netsandblankets canbeusedtopermanentlystabilizechannelsandmayprovideacost-effective, environmentallypreferablealternativetoriprap.100percentsyntheticblankets manufacturedforuseinditchesmaybeeasilyreusedastemporaryditchliners. Disadvantagesofblanketsinclude: l Surfacepreparationrequired. l Onslopessteeperthan2.5H:1V,blanketinstallersmayneedtoberopedandhar- nessedforsafety. l Theycostatleast$4,000-6,000peracreinstalled. Advantagesofblanketsinclude: 2014StormwaterManagementManual forWesternWashington VolumeII-Chapter4-Page288 BMP C123: Plastic Covering Purpose Plasticcoveringprovidesimmediate,short-termerosionprotectiontoslopesanddis- turbedareas. Conditions of Use Plasticcoveringmaybeusedondisturbedareasthatrequirecovermeasuresforless than30days,exceptasstatedbelow. l Plasticisparticularlyuseful forprotectingcutandfill slopesandstockpiles.Note: Therelativelyrapidbreakdownofmostpolyethylenesheetingmakesitunsuitable forlong-term(greaterthansixmonths)applications. l Duetorapidrunoffcausedbyplasticcovering,donotusethismethodupslopeof areasthatmightbeadverselyimpactedbyconcentratedrunoff.Suchareasinclude steepand/orunstableslopes. l Plasticsheetingmayresultinincreasedrunoffvolumesandvelocities,requiring additional on-sitemeasurestocounteracttheincreases.Creatingatroughwith wattlesorothermaterial canconveycleanwaterawayfromtheseareas. l Topreventundercutting,trenchandbackfill rolledplasticcoveringproducts. l Whileplasticisinexpensivetopurchase,theaddedcostofinstallation,main- tenance,removal,anddisposal makethisanexpensivematerial,upto$1.50-2.00 persquareyard. l Wheneverplasticisusedtoprotectslopesinstall watercollectionmeasuresatthe baseoftheslope.Thesemeasuresincludeplastic-coveredberms,channels,and pipesusedtocoveycleanrainwaterawayfrombaresoil anddisturbedareas.Do notmixcleanrunofffromaplasticcoveredslopewithdirtyrunofffromaproject. l Otherusesforplasticinclude: 1. Temporaryditchliner. 2. Pondlinerintemporarysedimentpond. 3. Linerforbermedtemporaryfuel storageareaifplasticisnotreactivetothe typeoffuel beingstored. 4. Emergencyslopeprotectionduringheavyrains. 5. Temporarydrainpipe(â€œelephanttrunkâ€)usedtodirectwater. 2014StormwaterManagementManual forWesternWashington VolumeII-Chapter4-Page294 Design and Installation Specifications l Plasticslopecovermustbeinstalledasfollows: 1. Runplasticupanddownslope,notacrossslope. 2. Plasticmaybeinstalledperpendiculartoaslopeiftheslopelengthisless than10feet. 3. Minimumof8-inchoverlapatseams. 4. Onlongorwideslopes,orslopessubjecttowind,tapeall seams. 5. Placeplasticintoasmall (12-inchwideby6-inchdeep)slottrenchatthetop oftheslopeandbackfill withsoil tokeepwaterfromflowingunderneath. 6. Placesandfilledburlaporgeotextilebagsevery3to6feetalongseamsand tiethemtogetherwithtwinetoholdtheminplace. 7. Inspectplasticforrips,tears,andopenseamsregularlyandrepairimme- diately.Thispreventshighvelocityrunofffromcontactingbaresoil which causesextremeerosion. 8. Sandbagsmaybeloweredintoplacetiedtoropes.However,all sandbags mustbestakedinplace. l Plasticsheetingshall haveaminimumthicknessof0.06millimeters. l Iferosionatthetoeofaslopeislikely,agravel berm,riprap,orothersuitablepro- tectionshall beinstalledatthetoeoftheslopeinordertoreducethevelocityofrun- off. Maintenance Standards l Tornsheetsmustbereplacedandopenseamsrepaired. l Completelyremoveandreplacetheplasticifitbeginstodeteriorateduetoultra- violetradiation. l Completelyremoveplasticwhennolongerneeded. l Disposeofoldtiresusedtoweightdownplasticsheetingappropriately. Approved as Equivalent EcologyhasapprovedproductsasabletomeettherequirementsofBMP C123:Plastic Covering.TheproductsdidnotpassthroughtheTechnologyAssessmentProtocol â€“ Ecology(TAPE)process.Local jurisdictionsmaychoosenottoacceptthisproduct approvedasequivalent,ormayrequireadditional testingpriortoconsiderationforlocal use.Theproductsareavailableforreview onEcologyâ€™swebsiteat http://www.ecy.wa.gov/programs/wq/stormwater/newtech/equivalent.html 2014StormwaterManagementManual forWesternWashington VolumeII-Chapter4-Page295 BMP C151: Concrete Handling Purpose Concreteworkcangenerateprocesswaterandslurrythatcontainfineparticlesandhigh pH,bothofwhichcanviolatewaterqualitystandardsinthereceivingwater.Concrete spillageorconcretedischargetosurfacewatersoftheStateisprohibited.UsethisBMP tominimizeandeliminateconcrete,concreteprocesswater,andconcreteslurryfrom enteringwatersofthestate. Conditions of Use Anytimeconcreteisused,utilizethesemanagementpractices.Concreteconstruction projectsinclude,butarenotlimitedto,thefollowing: l Curbs l Sidewalks l Roads l Bridges l Foundations l Floors l Runways Design and Installation Specifications l Assurethatwashoutofconcretetrucks,chutes,pumps,andinternalsisperformed atanapprovedoff-sitelocationorindesignatedconcretewashoutareas.Donot washoutconcretetrucksontotheground,orintostormdrains,openditches, streets,orstreams.RefertoBMP C154:ConcreteWashoutArea(p.317)forinform- ationonconcretewashoutareas. l Returnunusedconcreteremaininginthetruckandpumptotheoriginatingbatch plantforrecycling.Donotdumpexcessconcreteonsite,exceptindesignatedcon- cretewashoutareas. l Washoffhandtoolsincluding,butnotlimitedto,screeds,shovels,rakes,floats, andtrowelsintoformedareasonly. l Washequipmentdifficulttomove,suchasconcretepaversinareasthatdonotdir- ectlydraintonatural orconstructedstormwaterconveyances. l Donotallow washdownfromareas,suchasconcreteaggregatedriveways,to draindirectlytonatural orconstructedstormwaterconveyances. l Containwashwaterandleftoverproductinalinedcontainerwhennoformedareas 2014StormwaterManagementManual forWesternWashington VolumeII-Chapter4-Page313 areavailable.Disposeofcontainedconcreteinamannerthatdoesnotviolate groundwaterorsurfacewaterqualitystandards. l Alwaysuseformsorsolidbarriersforconcretepours,suchaspilings,within15- feetofsurfacewaters. l RefertoBMP C252:HighpH NeutralizationUsingCO2(p.409)andBMP C253: pH Control forHighpH Water(p.412)forpH adjustmentrequirements. l RefertotheConstructionStormwaterGeneral PermitforpH monitoringrequire- mentsiftheprojectinvolvesoneofthefollowingactivities: l Significantconcretework(greaterthan1,000cubicyardspouredconcreteor recycledconcreteusedoverthelifeofaproject). l Theuseofengineeredsoilsamendedwith(butnotlimitedto)Portland cement-treatedbase,cementkilndustorflyash. l Dischargingstormwatertosegmentsofwaterbodiesonthe303(d)list(Cat- egory5)forhighpH. Maintenance Standards Checkcontainersforholesinthelinerdailyduringconcretepoursandrepairthesame day. BMP C152: Sawcutting and Surfacing Pollution Prevention Purpose Sawcuttingandsurfacingoperationsgenerateslurryandprocesswaterthatcontains fineparticlesandhighpH (concretecutting),bothofwhichcanviolatethewaterquality standardsinthereceivingwater.Concretespillageorconcretedischargetosurface watersoftheStateisprohibited.UsethisBMP tominimizeandeliminateprocesswater andslurrycreatedthroughsawcuttingorsurfacingfromenteringwatersoftheState. Conditions of Use Utilizethesemanagementpracticesanytimesawcuttingorsurfacingoperationstake place.Sawcuttingandsurfacingoperationsinclude,butarenotlimitedto,thefollowing: l Sawing l Coring l Grinding l Roughening 2014StormwaterManagementManual forWesternWashington VolumeII-Chapter4-Page314 BMP C160: Certified Erosion and Sediment Control Lead Purpose Theprojectproponentdesignatesatleastonepersonastheresponsiblerepresentative inchargeoferosionandsedimentcontrol (ESC),andwaterqualityprotection.Thedes- ignatedpersonshall betheCertifiedErosionandSedimentControl Lead(CESCL)who isresponsibleforensuringcompliancewithall local,state,andfederal erosionandsed- imentcontrol andwaterqualityrequirements. Conditions of Use A CESCLshall bemadeavailableonprojectsoneacreorlargerthatdischargestorm- watertosurfacewatersofthestate.Siteslessthanoneacremayhaveapersonwithout CESCLcertificationconductinspections;samplingisnotrequiredonsitesthatdisturb lessthananacre. l TheCESCLshall: l Haveacurrentcertificateprovingattendanceinanerosionandsedimentcon- trol trainingcoursethatmeetstheminimumESC trainingandcertification requirementsestablishedbyEcology(seedetailsbelow). Ecologywill maintainalistofESC trainingandcertificationprovidersat: http://www.ecy.wa.gov/programs/wq/stormwater/cescl.html OR l BeaCertifiedProfessional inErosionandSedimentControl (CPESC);for additional informationgoto:http://www.envirocertintl.org/cpesc/ Specifications l Certificationshall remainvalidforthreeyears. l TheCESCLshall haveauthoritytoactonbehalfofthecontractorordeveloperand shall beavailable,oron-call,24hoursperdaythroughouttheperiodofcon- struction. l TheConstructionSWPPP shall includethename,telephonenumber,faxnumber, andaddressofthedesignatedCESCL. l A CESCLmayprovideinspectionandcomplianceservicesformultiplecon- structionprojectsinthesamegeographicregion. DutiesandresponsibilitiesoftheCESCLshall include,butarenotlimitedtothefol- lowing: 2014StormwaterManagementManual forWesternWashington VolumeII-Chapter4-Page325 l Maintainingpermitfileonsiteatall timeswhichincludestheConstructionSWPPP andanyassociatedpermitsandplans. l DirectingBMP installation,inspection,maintenance,modification,andremoval. l Updatingall projectdrawingsandtheConstructionSWPPP withchangesmade. l Completinganysamplingrequirementsincludingreportingresultsusing WebDMR. l Keepingdailylogs,andinspectionreports.Inspectionreportsshouldinclude: l Inspectiondate/time. l Weatherinformation;general conditionsduringinspectionandapproximate amountofprecipitationsincethelastinspection. l A summaryorlistofall BMPsimplemented,includingobservationsofall erosion/sedimentcontrol structuresorpractices.Thefollowingshall be noted: 1. LocationsofBMPsinspected. 2. LocationsofBMPsthatneedmaintenance. 3. LocationsofBMPsthatfailedtooperateasdesignedorintended. 4. Locationsofwhereadditional ordifferentBMPsarerequired. l Visual monitoringresults,includingadescriptionofdischargedstormwater. Thepresenceofsuspendedsediment,turbidwater,discoloration,andoil sheenshall benoted,asapplicable. l Anywaterqualitymonitoringperformedduringinspection. l General commentsandnotes,includingabriefdescriptionofanyBMP repairs,maintenanceorinstallationsmadeasaresultoftheinspection. l Facilitate,participatein,andtakecorrectiveactionsresultingfrominspectionsper- formedbyoutsideagenciesortheowner. BMP C162: Scheduling Purpose Sequencingaconstructionprojectreducestheamountanddurationofsoil exposedto erosionbywind,rain,runoff,andvehicletracking. Conditions of Use Theconstructionsequencescheduleisanorderlylistingofall majorland-disturbing activitiestogetherwiththenecessaryerosionandsedimentationcontrol measures 2014StormwaterManagementManual forWesternWashington VolumeII-Chapter4-Page326 1. Ifthedischargevelocityattheoutletislessthan5fps(pipeslopelessthan1 percent),use2-inchto8-inchriprap.Minimumthicknessis1-foot. 2. For5to10fpsdischargevelocityattheoutlet(pipeslopelessthan3per- cent),use24-inchto48-inchriprap.Minimumthicknessis2feet. 3. Foroutletsatthebaseofsteepslopepipes(pipeslopegreaterthan10per- cent),anengineeredenergydissipatershall beused. l Filterfabricorerosioncontrol blanketsshouldalwaysbeusedunderripraptopre- ventscourandchannel erosion. l New pipeoutfallscanprovideanopportunityforlow-costfishhabitatimprove- ments.Forexample,analcoveoflow-velocitywatercanbecreatedbycon- structingthepipeoutfall andassociatedenergydissipaterbackfromthestream edgeanddiggingachannel,over-widenedtotheupstreamside,fromtheoutfall. Overwinteringjuvenileandmigratingadultsalmonidsmayusethealcoveasshel- terduringhighflows.Bankstabilization,bioengineering,andhabitatfeaturesmay berequiredfordisturbedareas.ThisworkmayrequireaHPA.SeeVolumeV (p.765)formoreinformationonoutfall systemdesign. Maintenance Standards l Inspectandrepairasneeded. l Addrockasneededtomaintaintheintendedfunction. l Cleanenergydissipaterifsedimentbuildsup. BMP C220: Storm Drain Inlet Protection Purpose Stormdraininletprotectionpreventscoarsesedimentfromenteringdrainagesystems priortopermanentstabilizationofthedisturbedarea. Conditions of Use Usestormdraininletprotectionatinletsthatareoperational beforepermanentsta- bilizationofthedisturbeddrainagearea.Provideprotectionforall stormdraininlets downslopeandwithin500feetofadisturbedorconstructionarea,unlessconveyingrun- offenteringcatchbasinstoasedimentpondortrap. Alsoconsiderinletprotectionforlawnandyarddrainsonnew homeconstruction.These small andnumerousdrainscoupledwithlackofguttersinnew homeconstructioncan addsignificantamountsofsedimentintotheroofdrainsystem.Ifpossibledelay installinglawnandyarddrainsuntil justbeforelandscapingorcapthesedrainstopre- 2014StormwaterManagementManual forWesternWashington VolumeII-Chapter4-Page357 ventsedimentfromenteringthesystemuntil completionoflandscaping.Provide18- inchesofsodaroundeachfinishedlawnandyarddrain. TableII-4.2.2StormDrainInletProtection(p.358)listsseveral optionsforinletprotection. All ofthemethodsforstormdraininletprotectiontendtoplugandrequireahighfre- quencyofmaintenance.Limitdrainageareastooneacreorless.Possiblyprovideemer- gencyoverflowswithadditional end-of-pipetreatmentwherestormwaterpondingwould causeahazard. Table II-4.2.2 Storm Drain Inlet Protection Applicablefor TypeofInlet Emergency Paved/Earthen ConditionsofUse Protection Overflow Surfaces Drop InletProtection Yes,tem- Applicableforheavyflows.Easy Excavateddrop poraryflood- Earthen toÂ maintain.LargeareaRequire- inletprotection ingwill occur ment:30'x30'/acre Blockand Applicableforheavyconcentrated gravel dropinlet Yes PavedorEarthen flows.Will notpond. protection Gravel andwire Applicableforheavyconcentrated dropinletpro- No flows.Will pond.Canwithstand tection traffic. Catchbasinfil- Yes PavedorEarthen FrequentMaintenancerequired. ters Curb InletProtection Curbinletpro- Small capacity Usedforsturdy,morecompact tectionwith Paved overflow installation. woodenweir Blockand gravel curbinlet Yes Paved Sturdy,butlimitedfiltration. protection CulvertInletProtection CulvertinletSed- 18monthexpectedlife. imenttrap Design and Installation Specifications ExcavatedDropInletProtection-Anexcavatedimpoundmentaroundthestormdrain. Sedimentsettlesoutofthestormwaterpriortoenteringthestormdrain. 2014StormwaterManagementManual forWesternWashington VolumeII-Chapter4-Page358 l Provideadepthof1-2ftasmeasuredfromthecrestoftheinletstructure. l Slopesidesofexcavationnosteeperthan2H:1V. l Minimumvolumeofexcavation35cubicyards. l Shapebasintofitsitewithlongestdimensionorientedtowardthelongestinflow area. l Install provisionsfordrainingtopreventstandingwaterproblems. l Cleartheareaofall debris. l Gradetheapproachtotheinletuniformly. l Drill weepholesintothesideoftheinlet. l Protectweepholeswithscreenwireandwashedaggregate. l Seal weepholeswhenremovingstructureandstabilizingarea. l Buildatemporarydike,ifnecessary,tothedownslopesideofthestructuretopre- ventbypassflow. BlockandGravel Filter-A barrierformedaroundthestormdraininletwithstandardcon- creteblocksandgravel.SeeFigureII-4.2.8BlockandGravel Filter(p.360). l Provideaheightof1to2feetaboveinlet. l Recessthefirstrow 2-inchesintothegroundforstability. l Supportsubsequentcoursesbyplacinga2x4throughtheblockopening. l Donotusemortar. l Laysomeblocksinthebottomrow ontheirsidefordewateringthepool. l PlacehardwareclothorcomparablewiremeshwithÂ½-inchopeningsoverall blockopenings. l Placegravel justbelow thetopofblocksonslopesof2H:1V orflatter. l Analternativedesignisagravel donut. l Provideaninletslopeof3H:1V. l Provideanoutletslopeof2H:1V. l Providea1-footwidelevel stoneareabetweenthestructureandtheinlet. l Useinletslopestones3inchesindiameterorlarger. l Usegravel Â½-toÂ¾-inchataminimumthicknessof1-footfortheoutletslope. 2014StormwaterManagementManual forWesternWashington VolumeII-Chapter4-Page359 Figure II-4.2.8 Block and Gravel Filter A Drain grate Concrete block Gravel backfill Less than 5% slope A Plan View Concrete block Wire screen or filter fabric Gravel backfill Overflow water Ponding height Water Drop inlet Section A-A Notes: 1. Drop inlet sediment barriers are to be used for small, nearly level drainage areas. (less than 5%) 2. Excavate a basin of sufficient size adjacent to the drop inlet. 3. The top of the structure (ponding height) must be well below the ground elevation downslope to prevent runoff from bypassing the inlet. A temporary dike may be necessary on the downslope side of the structure. NOT TO SCALE Figure II-4.2.8 Block and Gravel Filter Revised August 2015 DEPARTMENT OF ECOLOGY Please see http://www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume II - Chapter 4 - Page 360 Gravel andWireMeshFilter-A gravel barrierplacedoverthetopoftheinlet.Thisstruc- turedoesnotprovideanoverflow. l UseahardwareclothorcomparablewiremeshwithÂ½-inchopenings. l Usecoarseaggregate. l Provideaheight1-footormore,18-incheswiderthaninletonall sides. l Placewiremeshoverthedropinletsothatthewireextendsaminimumof1-foot beyondeachsideoftheinletstructure. l Overlapthestripsifmorethanonestripofmeshisnecessary. l Placecoarseaggregateoverthewiremesh. l Provideatleasta12-inchdepthofgravel overtheentireinletopeningandextend atleast18-inchesonall sides. CatchbasinFiltersâ€“Useinsertsdesignedbymanufacturersforconstructionsites.The limitedsedimentstoragecapacityincreasestheamountofinspectionandmaintenance required,whichmaybedailyforheavysedimentloads.Toreducemaintenancerequire- mentscombineacatchbasinfilterwithanothertypeofinletprotection.Thistypeofinlet protectionprovidesflow bypasswithoutoverflow andthereforemaybeabettermethod forinletslocatedalongactiverights-of-way. l Provides5cubicfeetofstorage. l Requiresdewateringprovisions. l Providesahigh-flow bypassthatwill notclogundernormal useataconstruction site. l Insertthecatchbasinfilterinthecatchbasinjustbelow thegrating. CurbInletProtectionwithWoodenWeirâ€“Barrierformedaroundacurbinletwitha woodenframeandgravel. l UsewiremeshwithÂ½-inchopenings. l Useextrastrengthfiltercloth. l Constructaframe. l Attachthewireandfilterfabrictotheframe. l Pilecoarsewashedaggregateagainstwire/fabric. l Placeweightonframeanchors. BlockandGravel CurbInletProtectionâ€“Barrierformedaroundacurbinletwithconcrete blocksandgravel.SeeFigureII-4.2.9BlockandGravel CurbInletProtection(p.363). 2014StormwaterManagementManual forWesternWashington VolumeII-Chapter4-Page361 l UsewiremeshwithÂ½-inchopenings. l Placetwoconcreteblocksontheirsidesabuttingthecurbateithersideoftheinlet opening.Thesearespacerblocks. l Placea2x4studthroughtheouterholesofeachspacerblocktoalignthefront blocks. l Placeblocksontheirsidesacrossthefrontoftheinletandabuttingthespacer blocks. l Placewiremeshovertheoutsidevertical face. l Pilecoarseaggregateagainstthewiretothetopofthebarrier. CurbandGutterSedimentBarrierâ€“Sandbagorrockberm(riprapandaggregate)3feet highand3feetwideinahorseshoeshape.SeeFigureII-4.2.10CurbandGutterBarrier (p.364). l Constructahorseshoeshapedberm,facedwithcoarseaggregateifusingriprap,3 feethighand3feetwide,atleast2feetfromtheinlet. l Constructahorseshoeshapedsedimentationtrapontheoutsideofthebermsized tosedimenttrapstandardsforprotectingaculvertinlet. Maintenance Standards l Inspectcatchbasinfiltersfrequently,especiallyafterstormevents.Cleanand replacecloggedinserts.Forsystemswithcloggedstonefilters:pull awaythe stonesfromtheinletandcleanorreplace.Analternativeapproachwouldbetouse thecloggedstoneasfill andputfreshstonearoundtheinlet. l Donotwashsedimentintostormdrainswhilecleaning.Spreadall excavated material evenlyoverthesurroundinglandareaorstockpileandstabilizeasappro- priate. Approved as Equivalent EcologyhasapprovedproductsasabletomeettherequirementsofBMP C220:Storm DrainInletProtection.TheproductsdidnotpassthroughtheTechnologyAssessment Protocol â€“Ecology(TAPE)process.Local jurisdictionsmaychoosenottoacceptthis productapprovedasequivalent,ormayrequireadditional testingpriortoconsideration forlocal use.Theproductsareavailableforreview onEcologyâ€™swebsiteat http://www.ecy.wa.gov/programs/wq/stormwater/newtech/equivalent.html 2014StormwaterManagementManual forWesternWashington VolumeII-Chapter4-Page362 Figure II-4.2.9 Block and Gravel Curb Inlet Protection A Catch basin Back of sidewalk 2x4 Wood stud Curb inlet Back of curb Concrete block Wire screen or filter fabric 3 A Concrete block 4 inch (20 mm) Drain gravel Plan View Ponding height 3 4 inch (20 mm) Drain gravel Overflow Curb inlet Wire screen or filter fabric 2x4 Wood stud (100x50 Timber stud) Catch basin Concrete block Section A-A Notes: 1. Use block and gravel type sediment barrier when curb inlet is located in gently sloping street segment, where water can pond and allow sediment to separate from runoff. 2. Barrier shall allow for overflow from severe storm event. 3. Inspect barriers and remove sediment after each storm event. Sediment and gravel must be removed from the traveled way immediately. NOT TO SCALE Figure II-4.2.9 Block and Gravel Curb Inlet Protection Revised August 2015 DEPARTMENT OF ECOLOGY Please see http://www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume II - Chapter 4 - Page 363 Figure II-4.2.10 Curb and Gutter Barrier Back of sidewalk Burlap sacks to overlap onto curb Back of curb Curb inlet Runoff Runoff Spillway Catch basin Plan View Gravel filled sandbags stacked tightly Notes: 1. Place curb type sediment barriers on gently sloping street segments, where water can pond and allow sediment to separate from runoff. 2. Sandbags of either burlap or woven 'geotextile' fabric, are filled with gravel, layered and packed tightly. 3. Leave a one sandbag gap in the top row to provide a spillway for overflow. 4. Inspect barriers and remove sediment after each storm event. Sediment and gravel must be removed from the traveled way immediately. NOT TO SCALE Figure II-4.2.10 Curb and Gutter Barrier Revised September 2015 DEPARTMENT OF ECOLOGY Please see http://www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume II - Chapter 4 - Page 364 BMP C232: Gravel Filter Berm Purpose A gravel filterbermisconstructedonrights-of-wayortrafficareaswithinaconstruction sitetoretainsedimentbyusingafilterbermofgravel orcrushedrock. Conditions of Use Whereatemporarymeasureisneededtoretainsedimentfromrights-of-wayorintraffic areasonconstructionsites. Design and Installation Specifications l Bermmaterial shall beÂ¾to3inchesinsize,washedwell-gradegravel orcrushed rockwithlessthan5percentfines. l Spacingofberms: o Every300feetonslopeslessthan5percent o Every200feetonslopesbetween5percentand10percent o Every100feetonslopesgreaterthan10percent l Bermdimensions: o 1foothighwith3H:1V sideslopes o 8linearfeetper1cfsrunoffbasedonthe10-year,24-hourdesignstorm Maintenance Standards l Regularinspectionisrequired.Sedimentshall beremovedandfiltermaterial replacedasneeded. BMP C233: Silt Fence Purpose Useofasiltfencereducesthetransportofcoarsesedimentfromaconstructionsiteby providingatemporaryphysical barriertosedimentandreducingtherunoffvelocitiesof overlandflow.SeeFigureII-4.2.12SiltFence(p.369)fordetailsonsiltfencecon- struction. Conditions of Use Siltfencemaybeuseddownslopeofall disturbedareas. 2014StormwaterManagementManual forWesternWashington VolumeII-Chapter4-Page367 l Siltfenceshall preventsoil carriedbyrunoffwaterfromgoingbeneath,through,or overthetopofthesiltfence,butshall allow thewatertopassthroughthefence. l Siltfenceisnotintendedtotreatconcentratedflows,norisitintendedtotreatsub- stantial amountsofoverlandflow.Conveyanyconcentratedflowsthroughthe drainagesystemtoasedimentpond. l DonotconstructsiltfencesinstreamsoruseinV-shapedditches.Siltfencesdo notprovideanadequatemethodofsiltcontrol foranythingdeeperthansheetor overlandflow. 2014StormwaterManagementManual forWesternWashington VolumeII-Chapter4-Page368 Figure II-4.2.12 Silt Fence Joints in filter fabric shall be spliced at posts. Use staples, wire rings or equivalent to attach fabric to posts 2"x2" by 14 Ga. wire or equivalent, if standard strength fabric used Minimum 6' max 4"x4" trench Post spacing may be increased 2"x2" wood posts, steel to 8' if wire backing is used fence posts, or equivalent 2"x2" by 14 Ga. wire or equivalent, if standard strength fabric used Filter fabric 2' min Backfill trench with native soil or 3 4" - 1.5" washed gravel 12" min Minimum 4"x4" trench 2"x2" wood posts, steel fence posts, or equivalent NOT TO SCALE Figure II-4.2.12 Silt Fence Revised October 2014 DEPARTMENT OF ECOLOGY Please see http://www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume II - Chapter 4 - Page 369 Design and Installation Specifications l UseincombinationwithsedimentbasinsorotherBMPs. l Maximumslopesteepness(normal (perpendicular)tofenceline)1H:1V. l Maximumsheetoroverlandflow pathlengthtothefenceof100feet. l Donotallow flowsgreaterthan0.5cfs. l Thegeotextileusedshall meetthefollowingstandards.All geotextilepropertieslis- tedbelow areminimumaverageroll values(i.e.,thetestresultforanysampledroll inalotshall meetorexceedthevaluesshowninTableII-4.2.3GeotextileStand- ards(p.370)): Table II-4.2.3 Geotextile Standards 0.60mmmaximumforslitfilmwoven(#30sieve). PolymericMeshAOS 0.30mmmaximumforall othergeotextiletypes(#50sieve). (ASTMD4751) 0.15mmminimumforall fabrictypes(#100sieve). WaterPermittivity 0.02sec-1minimum (ASTMD4491) GrabTensileStrength 180lbs.Minimumforextrastrengthfabric. (ASTMD4632) 100lbsminimumforstandardstrengthfabric. GrabTensileStrength 30%maximum (ASTMD4632) UltravioletResistance 70%minimum (ASTMD4355) l Supportstandardstrengthfabricswithwiremesh,chickenwire,2-inchx2-inch wire,safetyfence,orjutemeshtoincreasethestrengthofthefabric.Siltfence materialsareavailablethathavesyntheticmeshbackingattached. l Filterfabricmaterial shall containultravioletrayinhibitorsandstabilizerstoprovide aminimumofsixmonthsofexpectedusableconstructionlifeatatemperature rangeof0Â°F.to120Â°F. l One-hundredpercentbiodegradablesiltfenceisavailablethatisstrong,longlast- ing,andcanbeleftinplaceaftertheprojectiscompleted,ifpermittedbylocal reg- ulations. l RefertoFigureII-4.2.12SiltFence(p.369)forstandardsiltfencedetails.Include thefollowingstandardNotesforsiltfenceonconstructionplansandspecifications: 2014StormwaterManagementManual forWesternWashington VolumeII-Chapter4-Page370 1. Thecontractorshall install andmaintaintemporarysiltfencesatthelocations showninthePlans. 2. Constructsiltfencesinareasofclearing,grading,ordrainagepriortostarting thoseactivities. 3. Thesiltfenceshall havea2-feetmin.anda2Â½-feetmax.heightabovethe original groundsurface. 4. Thefilterfabricshall besewntogetheratthepointofmanufacturetoformfil- terfabriclengthsasrequired.Locateall sewnseamsatsupportposts.Altern- atively,twosectionsofsiltfencecanbeoverlapped,providedtheContractor candemonstrate,tothesatisfactionoftheEngineer,thattheoverlapislong enoughandthattheadjacentfencesectionsarecloseenoughtogetherto preventsiltladenwaterfromescapingthroughthefenceattheoverlap. 5. Attachthefilterfabricontheup-slopesideofthepostsandsecurewith staples,wire,orinaccordancewiththemanufacturer'srecommendations. Attachthefilterfabrictothepostsinamannerthatreducesthepotential for tearing. 6. Supportthefilterfabricwithwireorplasticmesh,dependentontheproperties ofthegeotextileselectedforuse.Ifwireorplasticmeshisused,fastenthe meshsecurelytotheup-slopesideofthepostswiththefilterfabricup-slope ofthemesh. 7. Meshsupport,ifused,shall consistofsteel wirewithamaximummeshspa- cingof2-inches,oraprefabricatedpolymericmesh.Thestrengthofthewire orpolymericmeshshall beequivalenttoorgreaterthan180lbs.grabtensile strength.Thepolymericmeshmustbeasresistanttothesamelevel ofultra- violetradiationasthefilterfabricitsupports. 8. Burythebottomofthefilterfabric4-inchesmin.below thegroundsurface. Backfill andtampsoil inplaceovertheburiedportionofthefilterfabric,so thatnoflow canpassbeneaththefenceandscouringcannotoccur.When wireorpolymericback-upsupportmeshisused,thewireorpolymericmesh shall extendintotheground3-inchesmin. 9. Driveorplacethefencepostsintotheground18-inchesmin.A 12â€“inchmin. depthisallowediftopsoil orothersoftsubgradesoil isnotpresentand18- inchescannotbereached.Increasefencepostmin.depthsby6inchesifthe fenceislocatedonslopesof3H:1V orsteeperandtheslopeisperpendicular tothefence.Ifrequiredpostdepthscannotbeobtained,thepostsshall be adequatelysecuredbybracingorguyingtopreventoverturningofthefence duetosedimentloading. 10. Usewood,steel orequivalentposts.Thespacingofthesupportpostsshall 2014StormwaterManagementManual forWesternWashington VolumeII-Chapter4-Page371 beamaximumof6-feet.Postsshall consistofeither: l Woodwithdimensionsof2-inchesby2-incheswidemin.anda3-feet min.length.Woodpostsshall befreeofdefectssuchasknots,splits,or gouges. l No.6steel rebarorlarger. l ASTMA 120steel pipewithaminimumdiameterof1-inch. l U,T,L,orC shapesteel postswithaminimumweightof1.35lbs./ft. l Othersteel postshavingequivalentstrengthandbendingresistanceto thepostsizeslistedabove. 11. Locatesiltfencesoncontourasmuchaspossible,exceptattheendsofthe fence,wherethefenceshall beturneduphill suchthatthesiltfencecaptures therunoffwaterandpreventswaterfromflowingaroundtheendofthefence. 12. Ifthefencemustcrosscontours,withtheexceptionoftheendsofthefence, placegravel checkdamsperpendiculartothebackofthefencetominimize concentratedflow anderosion.Theslopeofthefencelinewherecontours mustbecrossedshall notbesteeperthan3H:1V. l Gravel checkdamsshall beapproximately1-footdeepatthebackof thefence.Gravel checkdamsshall becontinuedperpendiculartothe fenceatthesameelevationuntil thetopofthecheckdaminterceptsthe groundsurfacebehindthefence. l Gravel checkdamsshall consistofcrushedsurfacingbasecourse, gravel backfill forwalls,orshoulderballast.Gravel checkdamsshall be locatedevery10feetalongthefencewherethefencemustcrosscon- tours. l RefertoFigureII-4.2.13SiltFenceInstallationbySlicingMethod(p.374)forslicing methoddetails.Siltfenceinstallationusingtheslicingmethodspecifications: 1. Thebaseofbothendpostsmustbeatleast2-to4-inchesabovethetopof thefilterfabriconthemiddlepostsforditchcheckstodrainproperly.Usea handlevel orstringlevel,ifnecessary,tomarkbasepointsbeforeinstall- ation. 2. Install posts3-to4-feetapartincritical retentionareasand6-to7-feetapart instandardapplications. 3. Install posts24-inchesdeeponthedownstreamsideofthesiltfence,andas closeaspossibletothefilterfabric,enablingpoststosupportthefilterfabric fromupstreamwaterpressure. 4. Install postswiththenipplesfacingawayfromthefilterfabric. 2014StormwaterManagementManual forWesternWashington VolumeII-Chapter4-Page372 5. Attachthefilterfabrictoeachpostwiththreeties,all spacedwithinthetop8- inchesofthefilterfabric.Attacheachtiediagonally45degreesthroughthefil- terfabric,witheachpunctureatleast1-inchverticallyapart.Eachtieshould bepositionedtohangonapostnipplewhentighteningtopreventsagging. 6. Wrapapproximately6-inchesoffabricaroundtheendpostsandsecurewith 3ties. 7. Nomorethan24-inchesofa36-inchfilterfabricisallowedaboveground level. Compactthesoil immediatelynexttothefilterfabricwiththefrontwheel of thetractor,skidsteer,orrollerexertingatleast60poundspersquareinch. Compacttheupstreamsidefirstandtheneachsidetwiceforatotal offour trips.Checkandcorrectthesiltfenceinstallationforanydeviationbefore compaction.Useaflat-bladedshovel totuckfabricdeeperintothegroundif necessary. 2014StormwaterManagementManual forWesternWashington VolumeII-Chapter4-Page373 Figure II-4.2.13 Silt Fence Installation by Slicing Method Ponding height max. 24" POST SPACING: 7' max. on open runs Attach fabric to 4' max. on pooling areas Top of Fabric upstream side of post Belt FLOW POST DEPTH: top 8" As much below ground Drive over each side of as fabric above ground silt fence 2 to 4 times with device exerting 60 p.s.i. or greater Diagonal attachment 100% compaction 100% compaction doubles strength Attachment Details: Gather fabric at posts, if needed. Utilize three ties per post, all within top 8" of fabric. Steel support post Position each tie diagonally, puncturing holes vertically a minimum of 1" apart. Hang each tie on a post nipple and tighten No more than 24" of a 36" securely. Use cable ties (50 lbs) or soft fabric is allowed above ground wire. Roll of silt fence Operation Post installed Fabric after above compaction ground Silt Fence 200 - 300mm Horizontal chisel point Slicing blade (76 mm width) (18 mm width) Completed Installation Vibratory plow is not acceptable because of horizontal compaction NOT TO SCALE Figure II-4.2.13 Silt Fence Installation by Slicing Method Revised November 2015 DEPARTMENT OF ECOLOGY Please see http://www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume II - Chapter 4 - Page 374 Maintenance Standards l Repairanydamageimmediately. l Interceptandconveyall evidentconcentratedflowsuphill ofthesiltfencetoased- imentpond. l Checktheuphill sideofthefenceforsignsofthefencecloggingandactingasa barriertoflow andthencausingchannelizationofflowsparallel tothefence.Ifthis occurs,replacethefenceorremovethetrappedsediment. l Removesedimentdepositswhenthedepositreachesapproximatelyone-thirdthe heightofthesiltfence,orinstall asecondsiltfence. l Replacefilterfabricthathasdeterioratedduetoultravioletbreakdown. BMP C234: Vegetated Strip Purpose Vegetatedstripsreducethetransportofcoarsesedimentfromaconstructionsiteby providingatemporaryphysical barriertosedimentandreducingtherunoffvelocitiesof overlandflow. Conditions of Use l Vegetatedstripsmaybeuseddownslopeofall disturbedareas. l Vegetatedstripsarenotintendedtotreatconcentratedflows,noraretheyintended totreatsubstantial amountsofoverlandflow.Anyconcentratedflowsmustbecon- veyedthroughthedrainagesystemtoasedimentpond.Theonlycircumstancein whichoverlandflow canbetreatedsolelybyastrip,ratherthanbyasediment pond,iswhenthefollowingcriteriaaremet(seeTableII-4.2.4ContributingDrain- ageAreaforVegetatedStrips(p.375)): Table II-4.2.4 Contributing Drainage Area for Vegetated Strips AverageContributing AverageContributing Area MaxContributing area AreaSlope PercentSlope Flowpath Length 1.5H :1V orflatter 67%orflatter 100feet 2H :1V orflatter 50%orflatter 115feet 4H :1V orflatter 25%orflatter 150feet 6H :1V orflatter 16.7%orflatter 200feet 10H :1V orflatter 10%orflatter 250feet 2014StormwaterManagementManual forWesternWashington VolumeII-Chapter4-Page375 Design and Installation Specifications l Thevegetatedstripshall consistofaminimumofa25-footflowpathlengthcon- tinuousstripofdensevegetationwithtopsoil.Grass-covered,landscapedareas aregenerallynotadequatebecausethevolumeofsedimentoverwhelmsthe grass.Ideally,vegetatedstripsshall consistofundisturbednativegrowthwitha well-developedsoil thatallowsforinfiltrationofrunoff. l Theslopewithinthestripshall notexceed4H:1V. l Theuphill boundaryofthevegetatedstripshall bedelineatedwithclearinglimits. Maintenance Standards l Anyareasdamagedbyerosionorconstructionactivityshall beseededimme- diatelyandprotectedbymulch. l Ifmorethan5feetoftheoriginal vegetatedstripwidthhashadvegetationremoved orisbeingeroded,sodmustbeinstalled. l Ifthereareindicationsthatconcentratedflowsaretravelingacrossthebuffer,sur- facewatercontrolsmustbeinstalledtoreducetheflowsenteringthebuffer,oraddi- tional perimeterprotectionmustbeinstalled. BMP C235: Wattles Purpose Wattlesaretemporaryerosionandsedimentcontrol barriersconsistingofstraw,com- post,orothermaterial thatiswrappedinbiodegradabletubularplasticorsimilarencas- ingmaterial.Theyreducethevelocityandcanspreadtheflow ofrill andsheetrunoff, andcancaptureandretainsediment.Wattlesaretypically8to10inchesindiameter and25to30feetinlength.Wattlesareplacedinshallow trenchesandstakedalongthe contourofdisturbedornewlyconstructedslopes.SeeFigureII-4.2.14Wattles(p.378)for typical constructiondetails.WSDOT StandardPlanI-30.30-00alsoprovidesinformation onWattles(http://www.wsdot.wa.gov/Design/Standards/Plans.htm#SectionI) Conditions of Use l Usewattles: l Indisturbedareasthatrequireimmediateerosionprotection. l Onexposedsoilsduringtheperiodofshortconstructiondelays,orover wintermonths. l Onslopesrequiringstabilizationuntil permanentvegetationcanbeestab- lished. 2014StormwaterManagementManual forWesternWashington VolumeII-Chapter4-Page376 l Thematerial useddictatestheeffectivenessperiodofthewattle.Generally, Wattlesaretypicallyeffectiveforonetotwoseasons. l Preventrillingbeneathwattlesbyproperlyentrenchingandabuttingwattles togethertopreventwaterfrompassingbetweenthem. Design Criteria l Install wattlesperpendiculartotheflow directionandparallel totheslopecontour. l Narrow trenchesshouldbedugacrosstheslopeoncontourtoadepthof3-to5- inchesonclaysoilsandsoilswithgradual slopes.Onloosesoils,steepslopes, andareaswithhighrainfall,thetrenchesshouldbedugtoadepthof5-to7- inches,or1/2to2/3ofthethicknessofthewattle. l Startbuildingtrenchesandinstallingwattlesfromthebaseoftheslopeandwork up.Spreadexcavatedmaterial evenlyalongtheuphill slopeandcompactedusing handtampingorothermethods. l Constructtrenchesatintervalsof10-to25-feetdependingonthesteepnessofthe slope,soil type,andrainfall.Thesteepertheslopetheclosertogetherthe trenches. l Install thewattlessnuglyintothetrenchesandabuttightlyendtoend.Donotover- laptheends. l Install stakesateachendofthewattle,andat4-footcentersalongentirelengthof wattle. l Ifrequired,install pilotholesforthestakesusingastraightbartodriveholes throughthewattleandintothesoil. l Woodenstakesshouldbeapproximately3/4x3/4x24inchesmin.Willow cuttings or3/8-inchrebarcanalsobeusedforstakes. l Stakesshouldbedriventhroughthemiddleofthewattle,leaving2to3inchesof thestakeprotrudingabovethewattle. Maintenance Standards l Wattlesmayrequiremaintenancetoensuretheyareincontactwithsoil andthor- oughlyentrenched,especiallyaftersignificantrainfall onsteepsandysoils. 2014StormwaterManagementManual forWesternWashington VolumeII-Chapter4-Page377 Figure II-4.2.14 Wattles 3' - 4' (1.2m) Straw rolls must be placed along slope Adjacent rolls contours shall tightly abut 10' - 25' (3-8m) Spacing depends on soil type and slope steepness Sediment, organic matter, and native seeds are captured behind the rolls. 3" - 5" (75-125mm) 8" - 10" Dia. (200-250mm) Live Stake 1" x 1" Stake (25 x 25mm) NOTE: 1. Straw roll installation requires the placement and secure staking of the roll in a trench, 3" - 5" (75-125mm) deep, dug on contour. Runoff must not be allowed to run under or around roll. NOT TO SCALE Figure II-4.2.14 Wattles Revised November 2015 DEPARTMENT OF ECOLOGY Please see http://www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume II - Chapter 4 - Page 378 l Inspecttheslopeaftersignificantstormsandrepairanyareaswherewattlesare nottightlyabuttedorwaterhasscouredbeneaththewattles. Approved as Equivalent EcologyhasapprovedproductsasabletomeettherequirementsofBMP C235:Wattles. TheproductsdidnotpassthroughtheTechnologyAssessmentProtocol â€“Ecology (TAPE)process.Local jurisdictionsmaychoosenottoacceptthisproductapprovedas equivalent,ormayrequireadditional testingpriortoconsiderationforlocal use.The productsareavailableforreview onEcologyâ€™swebsiteathttp://www.ecy.wa.gov- /programs/wq/stormwater/newtech/equivalent.html BMP C236: Vegetative Filtration Purpose VegetativeFiltrationmaybeusedinconjunctionwithBMP C241:TemporarySediment Pond(p.388),BMP C206:Level Spreader(p.348)andapumpingsystemwithsurface intaketoimproveturbiditylevelsofstormwaterdischargesbyfilteringthroughexisting vegetationwhereundisturbedforestfloordufflayerorestablishedlawnwiththatchlayer arepresent.VegetativeFiltrationcanalsobeusedtoinfiltratedewateringwastefrom foundations,vaults,andtrenchesaslongasrunoffdoesnotoccur. Conditions of Use l Foreveryfiveacreofdisturbedsoil useoneacreofgrassfield,farmpasture,or woodedarea.Reduceorincreasethisareadependingonprojectsize,ground watertableheight,andothersiteconditions. l Wetlandsshall notbeusedforfiltration. l DonotusethisBMP inareaswithahighgroundwatertable,orinareasthatwill haveahighseasonal groundwatertableduringtheuseofthisBMP. l ThisBMP maybelesseffectiveonsoilsthatpreventtheinfiltrationofthewater, suchashardtill. l Usingothereffectivesourcecontrol measuresthroughoutaconstructionsitewill preventthegenerationofadditional highlyturbidwaterandmayreducethetime periodorareaneedforthisBMP. l Stopdistributingwaterintothevegetatedareaifstandingwaterorerosionresults. Design Criteria l Findlandadjacenttotheprojectthathasavegetatedfield,preferablyafarmfield, orwoodedarea. l Iftheprojectsitedoesnotcontainenoughvegetatedfieldareaconsiderobtaining 2014StormwaterManagementManual forWesternWashington VolumeII-Chapter4-Page379 Stormwater 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. There are no alternatives listed at this time. Alternative BMPs can be added as warranted during construction. Surface Roughening (BMP C130) Interceptor Dike and Swale (BMP C200) Grass-Lined Channels (BMP C201) Check Dams (BMP C207) Outlet Protection (BMP C209) Gravel Filter Berm (BMP C232) Vegetative Strip (BMP C234) Temporary Sediment Pond (BMP C241) Construction Stormwater Filtration (BMP C251) Stormwater Pollution Prevention Plan Appendix D â€“ General Permit The Construction Stormwater General Permit will be inserted once it has been granted approval by the Department of Ecology. 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 Stormwater Pollution Prevention Plan 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€. When the site inspection indicates that the site is not in compliance with any terms and conditions of the NPDES permit, the Permittee shall take immediate action(s) to: stop, contain, and clean up the unauthorized discharges, or otherwise stop the noncompliance; correct the problem(s); implement appropriate Best Management Practices (BMPs), and/or conduct maintenance of existing BMPs; and achieve compliance with all applicable standards and permit conditions. In addition, if the noncompliance causes a threat to human health or the environment, the Permittee shall comply with the Noncompliance Notification requirements in Special Condition S5.F of the permit. Stormwater Pollution Prevention Plan Site Inspection Form General Information Project Name: Inspector Name: Title: CESCL # : Date: Time: Inspection Type: â–¡ After a rain event â–¡ Weekly â–¡ Turbidity/transparency benchmark exceedance â–¡ Other Weather Precipitation Since last inspection In last 24 hours Description of General Site Conditions: Inspection of BMPs Element 1: Mark Clearing Limits BMP: Inspected Functioning Location Problem/Corrective Action Y N Y N NIP BMP: Inspected Functioning Location Problem/Corrective Action Y N Y N NIP Element 2: Establish Construction Access BMP: Inspected Functioning Location Problem/Corrective Action Y N Y N NIP BMP: Inspected Functioning Location Problem/Corrective Action Y N Y N NIP Stormwater Pollution Prevention Plan Element 3: Control Flow Rates BMP: Inspected Functioning Location Problem/Corrective Action Y N Y N NIP BMP: Inspected Functioning Location Problem/Corrective Action Y N Y N NIP Element 4: Install Sediment Controls BMP: Inspected Functioning Location Problem/Corrective Action Y N Y N NIP BMP: Inspected Functioning Location Problem/Corrective Action Y N Y N NIP BMP: Inspected Functioning Location Problem/Corrective Action Y N Y N NIP BMP: Inspected Functioning Location Problem/Corrective Action Y N Y N NIP BMP: Inspected Functioning Location Problem/Corrective Action Y N Y N NIP Stormwater Pollution Prevention Plan Element 5: Stabilize Soils BMP: Inspected Functioning Location Problem/Corrective Action Y N Y N NIP BMP: Inspected Functioning Location Problem/Corrective Action Y N Y N NIP BMP: Inspected Functioning Location Problem/Corrective Action Y N Y N NIP BMP: Inspected Functioning Location Problem/Corrective Action Y N Y N NIP Element 6: Protect Slopes BMP: Inspected Functioning Location Problem/Corrective Action Y N Y N NIP BMP: Inspected Functioning Location Problem/Corrective Action Y N Y N NIP BMP: Inspected Functioning Location Problem/Corrective Action Y N Y N NIP Stormwater Pollution Prevention Plan Element 7: Protect Drain Inlets BMP: Inspected Functioning Location Problem/Corrective Action Y N Y N NIP BMP: Inspected Functioning Location Problem/Corrective Action Y N Y N NIP BMP: Inspected Functioning Location Problem/Corrective Action Y N Y N NIP Element 8: Stabilize Channels and Outlets BMP: Inspected Functioning Location Problem/Corrective Action Y N Y N NIP BMP: Inspected Functioning Location Problem/Corrective Action Y N Y N NIP BMP: Inspected Functioning Location Problem/Corrective Action Y N Y N NIP BMP: Inspected Functioning Location Problem/Corrective Action Y N Y N NIP Stormwater Pollution Prevention Plan Element 9: Control Pollutants BMP: Inspected Functioning Location Problem/Corrective Action Y N Y N NIP BMP: Inspected Functioning Location Problem/Corrective Action Y N Y N NIP Element 10: Control Dewatering BMP: Inspected Functioning Location Problem/Corrective Action Y N Y N NIP BMP: Inspected Functioning Location Problem/Corrective Action Y N Y N NIP BMP: Inspected Functioning Location Problem/Corrective Action Y N Y N NIP Stormwater Discharges From the Site Observed? Problem/Corrective Action Y N Location Turbidity Discoloration Sheen Location Turbidity Discoloration Sheen Stormwater Pollution Prevention Plan Water Quality Monitoring Was any water quality monitoring conducted? â–¡ Yes â–¡ No If water quality monitoring was conducted, record results here: If water quality monitoring indicated turbidity 250 NTU or greater; or transparency 6 cm or less, was Ecology notified by phone within 24 hrs? â–¡ Yes â–¡ No If Ecology was notified, indicate the date, time, contact name and phone number below: Date: Time: Contact Name: Phone #: General Comments and Notes Include BMP repairs, maintenance, or installations made as a result of the inspection. Were Photos Taken? â–¡ Yes â–¡ No If photos taken, describe photos below: Stewart Short Plat Construction Drainage Report Prepared for Land Pro Group 10515 20th St SE, Suite 202 Lake Stevens, WA 98258 Prepared by 20210 142nd Ave NE Woodinville, WA 98072 (425) 806-1869 5/22/2020 May 2020 Job No: 19-169 TABLE OF CONTENTS Section Title 1 Project Overview 1-1 2 Risk Assessment Analysis and Temporary Erosion 2-1 and Sediment Control Analysis and Design 3 Downstream Analysis 3-1 4 Stormwater Management 4-1 5 Operations and Maintenance Manual 5-1 6 Special Reports and Studies 6-1 APPENDICES # Title 1 Project Overview 3 Resource Review 4 Site Hydrology SECTION 1: PROJECT OVERVIEW The proposed Stewart Short Plat project is comprised of parcel numbers 31051100401700 and 3105110401701. The project proposes a 3-lot development containing an existing single-family residence and proposed duplex residence. Development will also include frontage improvements, access to the proposed residences, and utility services. The project area address is 606 E Highland Dr in Arlington, WA. The site is located within the NE Â¼ of the SE Â¼ of Section 11, Township 31 N, Range 05 E, W.M. See Vicinity Map in the following pages for visual representation of the subject property. 1.1 EXISTING SITE The existing site is currently occupied by a single-family home with a detached garage, driveway, and accessory shops and sheds in the northern part of the property. Access to the site extends from Highland Drive. The southern portion of the property contains a baseball field. Existing pervious cover includes landscaped and pasture area as well as tree coverage. The existing driveway, detached garage and shops will be demolished as part of construction. The single- family residence and carport will remain as part of site development and will be located within Lot 1. Lot 3 will remain undisturbed throughout construction. Site soils are classified as Ragnar fine sandy loam (0 to 8 percent slopes) which is classified as a Hydrologic Soil Group A and high infiltration potential. According to GTS Geotechnical Report site soils are consistent with Web Soil Survey as soils exhibit a design infiltration rate of 9.0 in/hr. Existing site slopes vary from mild to flat graded southward. 1.2 DOWNSTREAM ANALYSIS Drainage from the existing site flows to the south. Runoff flows overland through heavy shrubbery into an unnamed stream that heads west and outside of the 0.25-mile buffer. Refer to Section 3.0 â€œDownstream Analysis Reportâ€ for a more in-depth description as well as Figure 4.0 in Appendix 3 for a visual depiction of the downstream flow paths. Drainage Report 1-1 Job No.: 19-169 1.3 PROPOSED DEVELOPMENT The existing parcel will be subdivided into 3 lots. Lot 1 will contain the existing single-family residence and relocated driveway, Lot 2 will develop a proposed duplex with a joint driveway, and Lot 3 will remain undisturbed. Development will disturb 0.44 acres, 0.41 acres associated with parcel development and 0.03 acres associated to ROW utility trenching. Frontage improvements along E Highland Drive include driveway approach relocations, curb, gutter, and sidewalk construction. This proposed development is designed under the City of Arlington Engineering Standards and 2012 Department of Ecology SMWWM (amended 2014) and is exempt from flow control and runoff treatment as the project does not meet the 10,000 sf effective impervious and 5,000 sf pollution generating hard surface (PGHS) thresholds. 1.4 PROPOSED DRAINAGE SYSTEM The project is exempt from flow control and runoff treatment as the project does not meet the 10,000-sf effective impervious or 5,000 sf PGHS thresholds. The site will construct 2,800 sf of new roof impervious area, 3,030 sf of PGHS associated with Lot 1 and 2 driveways, and 1,210 sf of frontage sidewalk. The project will introduce a total of 7,040 sf of effective impervious area, 3,030 sf of that being PGIS. Five infiltration trenches will be located onsite/within the right of way to meet stormwater mitigation requirements and have been designed per BMP T5.10A Downspout Full Infiltration Systems and BMP T7.20 Infiltration Trenches. A 65 ft by 4.5 ft infiltration trench (Infiltration Trench #1) will collect and infiltrate frontage generated runoff associated with ROW pavement, sidewalk, and planter surfaces. A 28 ft by 5 ft infiltration trench has been proposed along the duplex driveway and will receive and infiltrate Lot 2 driveway runoff and a quarter of the proposed duplex roof runoff. Three 15 ft by 2.5 ft infiltration trenches have each been sized to receive and infiltrate a quarter of the proposed duplex roof runoff. Runoff generated by the relocated Lot 1 driveway will sheet flow through a gravel transition zone and 10â€™ flow path per BMP T5.12 Sheet Flow Dispersion requirements. Refer to Section 5.0 Stormwater Management for WWHM sizing output and more detail. Drainage Report 1-2 Job No.: 19-169 1.5 EROSION/SEDIMENTATION CONTROL Erosion control measures that will be utilized during construction will include a combination of silt fence, plastic covering, and storm drain inlet protection. See Section 2.0 for discussion of how SWPPP Elements are addressed. 1.6 MINIMUM REQUIREMENTS Per the 2012 SMWWM (amended 2014), Minimum Requirements 1-9 apply to the proposed development. Minimum Requirement #1: Preparation of Stormwater Site Plans: This Report along with the Construction Plans satisfies this minimum requirement. Minimum Requirement #2: Construction Stormwater Pollution Prevention: See Section 2 of this Report for the SWPPP BMP Elements, and the SWPPP (submitted as a separate document) for a complete discussion of erosion control BMPâ€™s and their use specific to the site. Minimum Requirement #3: Source Control of Pollution: Permanent source control BMPs are not applicable for the subject site since the associated activities for the new residence do not fall within the types of facilities listed within Volume IV of the Drainage Manual (Residential developments are not required to implement source control BMPâ€™s). BMPs for erosion and sedimentation control are specified in the Construction Plans and the SWPPP. Minimum Requirement #4: Preservation of Natural Drainage Systems and Outfalls: Existing drainage flows primarily southwest off the site. In the developed condition, the site will infiltrate developed surfaces runoff. Any collected surface runoff will generally convey in the same direction as the predeveloped conditions outfall direction. See Downstream Analysis in Section 3 of this report for further information regarding the location of existing natural outfalls. Minimum Requirement #5: On-site Stormwater Management: Geotechnical investigation of site soils and underlying geology reveal soils that are consistent with recessional and proglacial sand with minor gravel or silt with a design infiltration rate of 9 in/hr per GTG Geotech. A series of infiltration facilities per BMPs T7.20 Infiltration Trenches and T5.10A Drainage Report 1-3 Job No.: 19-169 Downspout Full Infiltration Systems will provide onsite stormwater management for frontage and Lot 2 impervious surface runoff. The relocated driveway for Lot 1 will disperse via sheet flow in accordance to BMP T5.12 Sheet Flow Dispersion. See Section 4.3 for additional information. Minimum Requirement #6: Runoff Treatment: The project is exempt from Runoff Treatment as the 3,080 sf of proposed PGHS does not meet the 5,000 sf PGHS threshold. However, infiltration facilities have been designed to infiltrate 100% of contributing flows and according to the GTG Geotech Report, site soils at varying depths contain levels of CEC and organic content that provide treatment. Minimum Requirement #7: Flow Control: The project is exempt from flow control as the 7,040 sf of proposed total effective impervious surfaces to not meet the 10,000-sf threshold. However, the proposed infiltration facilities have been designed to infiltrate 100% of contributing flows. Minimum Requirement #8: Wetlands Protection: There are no wetlands onsite. Minimum Requirement #9: Operation and Maintenance: See Operations and Maintenance in Section 6 of this report. Drainage Report 1-4 Job No.: 19-169 Appendix 1: Project Overview 1. Figure 1.0 â€“ Vicinity Map 2. Figure 2.0 â€“ Existing Conditions Map 3. Figure 3.0 â€“ Proposed Development Map Drainage Report 1-5 Job No.: 19-169 E GILMAN AVE 1 12 BURN RD OLD BURN RD 12 13 530 2 11 \W0.7000;S STILLAGUAMISH AVE 11 14 N FRENCH AVE E HIGHLAND DR PROJECT S OLYMPIC AVE 9 67TH AVE NE 530 2 11 11 14 3 10 10 15 VICINITY MAP SCALE: 1"=2000' Surveying LAND PRO GROUP Engineering Planning STEWART SHORT PLAT Woodinville Kent 20210 142nd Avenue NE 1851 Central Pl S, #101 Woodinville, WA 98072 Kent, WA 98030 T 425.806.1869 www.LDCcorp.com F 425.482.2893 VICINITY MAP 1 8 180 . E UNION ST 0 TO 2 ). L OF 10 YT A 1 Y N ICT Y E JACKSON ST G MO UO RE LE NIO OL R C V TA 180 T OR F G D IM N IPR D DE IN ET X 212TH ST NE 19 IO C Y,H TA (K AT OR 0 TA SE Y R RA S PP D RA EN iD A A M D E L S F EY AVE RO NU G H AH O WESL F O S TR A Y E B RU A T CA IN LE O E AD R N E C TN E U E R O RA IS CC V French Ave CR AP ISC B HT A PORTAGE ST A 0 U G D 8 Y 1 O TN R 0 S Y U 3 8 80 C O 8 1 1 2 NE IS C 0 0 G G 8 0 A N H 1 180 E OT ISM 0 C G O VICINITY MAP 18 180 R H U INL O 0 1 O R N !( !( 8 180 8 0 S A S 1 0 18 !( 180 180 E Highland Dr !( !( !( !( !( !( 180 !( !( 180 !( 0 8 1 1 8 0 1 0 8 7 0 0 1 1 19 8 0 180 18 0 0 8 1 1 8 0 T A L Y P P G U T OL OR R O R G O D 0 Y 7 O H 1 R H P S DE 0 170 D T P 7 O 1 N R L A A E L V WE E D 140 T S 160 LEGEND z Subject Property 170 ic 1 wre 3 NAD 1983 HARN ju 0 Parcel Boundary 140 150 STATEPLANE WASHINGTON m |0 0 NORTH FIPS 4601 FEET 2 0 4 0 4 1 14 1 REVISION: /29 Watercourse q 1 0 4 JOB NUMBER: C19-169 /15 0 : DRAWING NAME: C19-169- DO Contours (LiDAR) DESIGNER: MJUREWICZ M| !( DRAWING BY: MJUREWICZ d 10 Foot Contour !( DATE: 5/19/2020 x .m !( SCALE: AS SHOWN p a 2 Foot Contour JURISDICTION: ARLINGTON Ms n ioit !( FIGURE: d n oC 1 inch = 100 feet !( gn 130 ti isx E 1 8 180 . 0 TO 2 ). L OF 10 YT A 1 Y N ICT Y G M U R LE N OL OR OC EV T 180 IOT O F G D A N IP RD D IN E IMX R Y E T O 1 IO C TA (K AT R 9 T S ,HY R R S P 0 A ED RA EN AiD A PA M D E L S F R NU G H AH O OF OB SR TR A YC IN L U AE TA A E OT E D RU E CR N R IS C C AP OISC AB HT CA 0 RU G 8 Y 1 O TN 0 S Y U 8 80 C O 1 1 2 NE IS C 0 0 G G 8 0 A N H 1 180 E OT ISM 0 C G O VICINITY MAP 18 180 R H U INL O 0 1 O R N !( !( 8 180 8 0 S A S 1 0 18 !( 180 180 !( !( !( !( !( !( 180 !( !( 180 !( 0 8 LOT 2 1 1 8 0 1 0 8 7 0 0 1 1 19 8 0 180 18 0 LOT 3 0 8 1 1 8 0 LOT 1 T A L S P P N U T IO OR R IT D G O NO 0 7 O H 1 R S CD 170 P T EP 0 D 7 O 1 N R L A A E L V WE D 140 E T S 160 LEGEND z Subject Property 170 ic 1 wre 3 NAD 1983 HARN ju 0 Parcel Boundary 140 150 STATEPLANE WASHINGTON m |0 0 NORTH FIPS 4601 FEET 2 0 4 0 4 1 14 1 REVISION: /24 Watercourse q 1 0 4 JOB NUMBER: C19-169 /15 0 : DRAWING NAME: C19-169- DO Contours (LiDAR) DESIGNER: MJUREWICZ M| !( DRAWING BY: MJUREWICZ d 10 Foot Contour !( DATE: 5/14/2020 x .m !( SCALE: AS SHOWN p a 2 Foot Contour JURISDICTION: ARLINGTON Ms n 0 30 60 ioit !( FIGURE: d n oC 1 inch = 100 feet !( gn 130 SCALE IN FEET ti isx 3.0 E SECTION 2: RISK ASSESSMENT ANALYSIS AND TEMPORARY EROSION AND SEDIMENT CONTROL DESIGN 2.1 TEMPORARY EROSION AND SEDIMENT CONTROL A Stormwater Pollution Prevention Plan (SWPPP) has been provided as a separate document. The SWPPP report is modeled under the guidelines of Volume II, Section 3 of the 2014 Stormwater Management Manual for Western Washington. Construction SWPPP Elements #1 through #13 are addressed below. Element #1 â€“ Mark Clearing Limits: All clearing limits will be delineated with high visibility plastic fence or silt fence. See sheets ER-01 of the construction plans for locations and details. Element #2 â€“ Establish Construction Access: Stabilized construction accesses will be installed as shown on the construction plans. See sheets ER-01 and ER-02 of the construction plans for locations and details. Element #3 â€“ Control Flow Rates: Flow control is not required for the site. Any runoff produced during construction will disperse across native vegetation. Element #4 â€“ Install Sediment Controls: Silt fence and catch basin protection will be utilized to contain sediments within the projectâ€™s clearing limits. See sheets ER-01 and ER-02 of the plans for locations and details. Element #5 â€“ Stabilize Soils: Exposed soils will be stabilized as specified in the Grading and Erosion Control Notes. See sheet ER-02 of the construction plans for notes. Element #6 â€“ Protect Slopes: Slopes are flat to mild on the subject site. Slopes shall be protected as specified under Element #5. Element #7 â€“ Protect Drain Inlets: Storm drain inlet protection will be utilized to contain sediments within the projectâ€™s impact limits. See sheets ER-01 and ER-02 of the construction plans for locations and details. Drainage Report 2-1 Job No.: 19-169 Element #8 â€“ Stabilize Channels and Outlets: Channel stabilization will not be required as no swales are proposed. Element #9 â€“ Control Pollutants: Pollutants shall be controlled as specified in the Pollutant Control Notes. See sheet ER-02 of the construction plans for notes. Element #10 â€“ Control De-Watering: Disposal options for de-watering water are as specified in the De-Watering Control Notes. See sheet ER-02 of the construction plans for notes. Element #11 â€“ Maintain BMPs: Maintenance of the BMPs is specified within the Construction Sequence and Grading and Erosion Control Notes. See sheets ER-01 and ER-02 of the construction plans for the Construction Sequence and notes. Element #12: Manage the Project: The Grading and Erosion Control Notes specify seasonal work limitations. Maintenance of the BMPs is specified within the Construction Sequence and Grading and Erosion Control Notes. See sheets ER-01 and ER-02 of the construction plans for the Construction Sequence and notes. Element #13: Protect LID BMPs: The proposed infiltration areas shall be protected from over compaction throughout construction. Plastic covering shall be used as necessary to protect the infiltration areas from sedimentation. Drainage Report 2-2 Job No.: 19-169 SECTION 3: DOWNSTREAM ANALYSIS REPORT 3.1 TASK 1: STUDY AREA DEFINITION AND MAPS Snohomish County Bare Earth LiDAR, survey, and 2012 aerial photography were the best topographical references available for the area containing the site. The limits of the downstream analysis extend roughly 0.25 miles beyond the subject propertyâ€™s natural discharge location (See Figure 4.0, Downstream Analysis Map). 3.2 TASK 2: RESOURCE REVIEW All of the resources below have been reviewed for existing and potential issues near the project site: â–ª Adopted Basin Plans No Adopted Basin Plans were located that include the project site. â–ª Drainage Basin This site is located within the Stillaguamish drainage basin and Kruger and Butler sub-basins. â–ª Floodplain / Floodway (FEMA) maps According to FEMA floodplain mapping, the subject property is not within a floodplain. Reference the FEMA FIS study map 53061C0405E and 53061C0415E. â–ª Critical Areas Map No wetlands or critical areas were found onsite. â–ª Drainage Complaints No drainage complaints have been reported for the site. â–ª Road Drainage Problems No drainage problems were recorded. â–ª Soil Survey According to the NRCS Soil survey, the site is Ragnar with 0 to 8 percent slopes and is considered Hydrologic Group A soils. A design infiltration rate of 9 in/hr has been applied to Drainage Report 3-1 Job No.: 19-169 site design per GTG Geotech. See Appendix 3-C for USDA Soil Map and the soil classification description. â–ª Wetland Inventory Maps There are no wetlands located onsite. â–ª Migrating River Studies Migrating River Studies are not applicable to the proposed site development. â–ª Section 303d List of Polluted Waters Washington State Department of Ecologyâ€™s Water Quality Assessment for Washington shows no impacted or polluted waters within 0.25 miles of the site. â–ª Water Quality Problems No known water quality problems are present within the site or anywhere within the 0.25- mile downstream flow path. â–ª Stormwater Compliance Plans Not applicable to the proposed project. 3.3 TASK 3: FIELD INSPECTION/DOWNSTREAM ANALYSIS On May 8, 2020, a Downstream Analysis was performed at the site. The weather consisted of 67ÂºF and clear skies. The following observations were verified during the visit. The subject property is currently developed with a paved access from E Highland Dr within the right of way. The site contains an existing single-family home with a detached garage, shed, and shop. The natural discharge locations exist on-site and currently leave the site in one flowpath. Flows generally discharge overland southwestward and south across property lines and continue southward Drainage Report 3-2 Job No.: 19-169 until entering an unnamed stream. See Figure 4.0, â€œDownstream Analysis Mapâ€ for map exhibits of the discharge locations. The onsite flow path will convey all developed flows as described below. Developed Flow Path Runoff leaves the site southward via overland for 430 LFï‚‚. Flows travel through steep slopes and heavy shrubbery before entering an unnamed streamï‚ƒï‚„ï‚…. Flows continues southwestward for another 1,050 LF before leaving the quarter mile boundary of analysisï‚†. 3.4 TASK 4: DRAINAGE SYSTEM DESCRIPTION AND PROBLEM DESCRIPTIONS Based on the resources available and the anticipated downstream flow paths, there is no evidence of existing downstream drainage problems. All downstream appurtenances and open channels are adequately sized to sufficiently convey flows resulting from large storm events. 3.5 TASK 5: MITIGATION OF EXISTING OR POTENTIAL DRAINAGE PROBLEMS No existing drainage issues occur onsite or downstream of the site. Drainage Report 3-3 Job No.: 19-169 Appendix 3: Resource Review 1. Figure 4.0 - Downstream Analysis Map 2. Downstream Analysis Photos 3. FEMA Floodplain Maps 4. USGS Soils Map 5. USGS Soils Description Drainage Report 3-4 Job No.: 19-169 !( !( !(!( !( !( !( !( !( !( !( !( 2 E !( !(!( !( 180 10 !( !( .T V VE E !( !( !(!( !( E 2 O V E E 0 V 1 ). L OF A A A V V 7 E E 18 A 0 YT AIC 1 N IC CH E MAPLE ST A 1 V V 0 213TH PL NE M NU TR YL O MP N A A A 18 0 H N O OC EV ET T Y E IC D H 0 18 IS IOT RF A G L R O M N IP D GIN DE IMX R O F P212TH ST NE E A C 180 M IO RC ET (K TAT OR IN D S S M L H N 1 A T SE Y AR R S P HA Y C N E 9 U A D RA EN AiD A PA SN L U R 0 MR D E L SA F A G N G O O E PORTAGE ST O U S HT H KA O 1 D F A F OB R R A YC N S 7 M S L U A TA A W 9 0 S S IN LE OT EE D RU S R B 180 180 IL E CR NO R IS C S U T C AP C AB HT CA R 200 R N S U !( !( 204TH ST NE !( R E HIGHLAND DR !( !( 212TH ST NE S OS Y IS IS !( O !( 180 180 C G G !(!(!( !( !( !( !( A !( !( !( !( !( !( N Y Y !( !( !( E !( D !(!( !( 180 !( EG TN TN !( 0 !( !( !( A U U N 8 E O O !(VICINITE Y MAP 1 1 CR C C V 1 U G G E 9 OS INK INK 0 0 A V !(!( 8 1 A 0 H 08 18 6T 2 Y 1 !( !( 7 E L 3 S !( E !( W !( !( !( !( !( 0 1 7 7 1 QUARTER MILE 0 BUFFER0 0 !( 15 7 1 !( 1 160 3 0 1 4 0 0 4 !( !( 1 !( 4 !( !( 6 !( E !( TS N 5 !( !( 130 140 AT L 14 0 140 E LN P P N A 130 !( 140 E S !( !( H 130 E P P NM T !( V U MIOIS 0 !( !( T A S 1 1 !( O RT ITY 3 2 D R DL 0 0 R 13 !( !( 1 R G O NA 0 40 3 AON 30 !( 4 8 O H 1 130 !( P!(!(ORTAG!(E ST 1 !( R P CDAM !( 130 130 DOWNSTREA!( !( !(!( !( !( !( S EA !( 30 !( !( !( !( P AP !( 1 !( !( D TT E !(M FLOWPATH!( !( !( !(!( !( !( !(!( !( !( N R OLR !( A RETS !( 79TH DR!( L AAVN !( 0 NE WEW 3 30 130 !( WDO !( 1 1 !( 0 EE D LEGEND !( 51 TT !( !( Subject Property !( 130 SS !( !( !( Pa!(r!(cel Boundary !( !( q !( !( !( !( 170 30 Quarter Mile Boundary 0 !( !( !( !( z !( 1 4 !( NAD 1983 HARN icw Watercourse 1 !( !( !( !( !( STATEPLANE WASHINGTON re !( !( !( NORTH FIPS 4601 FEET ju # 0 m| Image # 19 REVISION: 02 1 JOB NUMBER: C19-169 0 3 !( /29 0 Image Direction DRAWING NAME: C19-169- /1 DESIGNER: CDANBY 5: 1 !( !( !( DRAWING BY: MJUREWICZ DO Contours (L30 iDAR) !( !( DATE: 5/19/2020 M| !( !( SCALE: AS SHOWN d 10 Foot Contour !( JURISDICTION: BOTHELL x 1 !( .m 0 3 p 6 a 0 0 !( M 2 Foot Contour 3 !( 1 0 FIGURE: 0 ma 1 !( !( 4 8 etr 1 inch = 200 feet !( 1 1 sn 0 0 w 0 1 oD !( !( 2 2 4.0 Image ï‚ E Highland Dr Frontage Catch Basin. Onsite flows flow away from frontage Image ï‚‚ Onsite looking east. Flows travel overland eastward. Image ï‚ƒ Towards the back of the property looking east at blackberry bush overgrowth there site slopes Image ï‚„ Photo on adjacent property looking west to property where heavy bushes and sloping is present Image ï‚… Flows continue overland west through heavy shrubbery (right to left) Image ï‚† Flows continue into an unnamed stream west Project Site Project Site Soil Mapâ€”Snohomish County Area, Washington 122Â° 7' 19'' W 122Â° 7' 12'' W 565260 565280 565300 565320 565340 565360 565380 48Â° 11' 16'' N 48Â° 11' 16'' N 5337550 5337550 5337530 5337530 5337510 5337510 5337490 5337490 5337470 5337470 5337450 5337450 5337430 5337430 5337410 5337410 5337390 5337390 Soil Map may not be valid at this scale. 48Â° 11' 10'' N 48Â° 11' 10'' N 565260 565280 565300 565320 565340 565360 565380 Map Scale: 1:872 if printed on A portrait (8.5" x 11") sheet. Meters 122Â° 7' 19'' WN 0 10 20 40 60 122Â° 7' 12'' W Feet 0 40 80 160 240 Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS84 Natural Resources Web Soil Survey 5/7/2020 Conservation Service National Cooperative Soil Survey Page 1 of 3 Soil Mapâ€”Snohomish County Area, Washington MAP LEGEND MAP INFORMATION Area of Interest (AOI) Spoil Area The soil surveys that comprise your AOI were mapped at Area of Interest (AOI) 1:24,000. Stony Spot Soils Warning: Soil Map may not be valid at this scale. Very Stony Spot Soil Map Unit Polygons Wet Spot Enlargement of maps beyond the scale of mapping can cause Soil Map Unit Lines misunderstanding of the detail of mapping and accuracy of soil Other line placement. The maps do not show the small areas of Soil Map Unit Points contrasting soils that could have been shown at a more detailed Special Line Features Special Point Features scale. Blowout Water Features Streams and Canals Please rely on the bar scale on each map sheet for map Borrow Pit measurements. Transportation Clay Spot Source of Map: Natural Resources Conservation Service Rails Web Soil Survey URL: Closed Depression Interstate Highways Coordinate System: Web Mercator (EPSG:3857) Gravel Pit US Routes Maps from the Web Soil Survey are based on the Web Mercator Gravelly Spot projection, which preserves direction and shape but distorts Major Roads distance and area. A projection that preserves area, such as the Landfill Albers equal-area conic projection, should be used if more Local Roads Lava Flow accurate calculations of distance or area are required. Background Marsh or swamp Aerial Photography This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Mine or Quarry Soil Survey Area: Snohomish County Area, Washington Miscellaneous Water Survey Area Data: Version 21, Sep 16, 2019 Perennial Water Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Rock Outcrop Date(s) aerial images were photographed: Sep 26, 2018â€”Oct Saline Spot 16, 2018 Sandy Spot The orthophoto or other base map on which the soil lines were Severely Eroded Spot compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor Sinkhole shifting of map unit boundaries may be evident. Slide or Slip Sodic Spot Natural Resources Web Soil Survey 5/7/2020 Conservation Service National Cooperative Soil Survey Page 2 of 3 Map Unit Description: Everett very gravelly sandy loam, 15 to 30 percent slopes---Snohomish County Area, Washington Snohomish County Area, Washington 19â€”Everett very gravelly sandy loam, 15 to 30 percent slopes Map Unit Setting National map unit symbol: 2t62c Elevation: 30 to 900 feet Mean annual precipitation: 35 to 91 inches Mean annual air temperature: 48 to 52 degrees F Frost-free period: 180 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Everett and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Everett Setting Landform: Kames, eskers, moraines Landform position (two-dimensional): Backslope Landform position (three-dimensional): Side slope Down-slope shape: Convex Across-slope shape: Convex Parent material: Sandy and gravelly glacial outwash Typical profile Oi - 0 to 1 inches: slightly decomposed plant material A - 1 to 3 inches: very gravelly sandy loam Bw - 3 to 24 inches: very gravelly sandy loam C1 - 24 to 35 inches: very gravelly loamy sand C2 - 35 to 60 inches: extremely cobbly coarse sand Properties and qualities Slope: 15 to 30 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Somewhat excessively drained Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low (about 3.2 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: A Natural Resources Web Soil Survey 5/7/2020 Conservation Service National Cooperative Soil Survey Page 1 of 2 Map Unit Description: Everett very gravelly sandy loam, 15 to 30 percent slopes---Snohomish County Area, Washington Forage suitability group: Droughty Soils (G002XN402WA), Droughty Soils (G002XS401WA) Hydric soil rating: No Minor Components Alderwood Percent of map unit: 10 percent Landform: Ridges, hills Landform position (two-dimensional): Backslope Landform position (three-dimensional): Side slope, nose slope, talf Down-slope shape: Linear, convex Across-slope shape: Convex Hydric soil rating: No Indianola Percent of map unit: 10 percent Landform: Eskers, kames, terraces Landform position (two-dimensional): Backslope Landform position (three-dimensional): Side slope Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No Data Source Information Soil Survey Area: Snohomish County Area, Washington Survey Area Data: Version 21, Sep 16, 2019 Natural Resources Web Soil Survey 5/7/2020 Conservation Service National Cooperative Soil Survey Page 2 of 2 Map Unit Description: Ragnar fine sandy loam, 0 to 8 percent slopes---Snohomish County Area, Washington Snohomish County Area, Washington 57â€”Ragnar fine sandy loam, 0 to 8 percent slopes Map Unit Setting National map unit symbol: 2hzk Elevation: 300 to 1,000 feet Mean annual precipitation: 35 to 65 inches Mean annual air temperature: 50 to 54 degrees F Frost-free period: 150 to 210 days Farmland classification: All areas are prime farmland Map Unit Composition Ragnar and similar soils: 100 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ragnar Setting Landform: Outwash plains Parent material: Glacial outwash Typical profile H1 - 0 to 2 inches: ashy fine sandy loam H2 - 2 to 24 inches: ashy sandy loam H3 - 24 to 60 inches: loamy sand Properties and qualities Slope: 0 to 8 percent Depth to restrictive feature: 20 to 40 inches to strongly contrasting textural stratification Natural drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low (about 3.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: A Forage suitability group: Droughty Soils (G002XN402WA) Hydric soil rating: No Data Source Information Soil Survey Area: Snohomish County Area, Washington Survey Area Data: Version 21, Sep 16, 2019 Natural Resources Web Soil Survey 5/7/2020 Conservation Service National Cooperative Soil Survey Page 1 of 1 Soil Mapâ€”Snohomish County Area, Washington Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 19 Everett very gravelly sandy 0.1 6.8% loam, 15 to 30 percent slopes 57 Ragnar fine sandy loam, 0 to 8 2.0 93.2% percent slopes Totals for Area of Interest 2.1 100.0% Natural Resources Web Soil Survey 5/7/2020 Conservation Service National Cooperative Soil Survey Page 3 of 3 SECTION 4: STORMWATER MANAGEMENT (MR # 5) 4.1 DEVELOPMENT AREAS The project will disturb 0.41 acres of the 1.86-acre site, along with 0.03 acres of ROW pavement for utility trenching. The remaining 1.45 acres will remain undisturbed throughout construction and therefore have not been considered in MR thresholds. Approximately 2,800 sf of new roof and 3,030 sf of new driveway are proposed onsite within Lots 1 and 2. Along the frontage, 1,210 sf of impervious area will be associated with the construction of sidewalk within the ROW. Listed in Tables 4.1.a and 4.1.b are the existing and developed site areas. Table 4.1.a â€“ Existing Conditions Areas Existing Land Cover Area Impervious 0.09 AC Pervious 0.35 AC Total 0.44 AC Table 4.1.b â€“Developed Conditions Areas Developed Land Cover Area Proposed Roof 0.07 AC Proposed Driveways 0.07 AC Proposed Sidewalk 0.03 AC ROW Utility Trenching 0.03 AC Pervious 0.24 AC Total 0.44 AC 4.2 HYDROLOGIC ANALYSIS Flow control is not required as the developed site TDA does not meet the threshold requirements of 10,000 sf effective impervious surfaces. The site proposes 7,040 sf of effective impervious area, 2,960 sf under the 10,000-sf threshold. New impervious surface runoff will be mitigated (not detained), to discourage erosive flows, through the use of BMP T5.10A Downspout Full Infiltration Systems, BMP T5.12 Sheet Flow Dispersion, and BMP T7.20 Infiltration Trenches. Their locations and their tributary area can be Drainage Report 4-1 Job No.: 19-169 found in Figure 6.0 located in Appendix 3. Flows associated with the development of the driveway associated with Lot 1 will sheet flow through a 2â€™ wide gravel transition zone and disperse through a 10â€™ dispersion flowpath. Flows associated with runoff from the frontage and Lot 2 development will fully infiltrate a via infiltration trenches. According to the Geotechnical Report evaluation of site infiltration potential, GRG lists a design infiltration rate of 9.0 in/hr. All infiltration facilities have been designed and modeled in WWHM2012 with a precipitation rate of 1.2 in/hr per the Everett Gauge. Five infiltration trenches will be located onsite and within the right of way that fully infiltrate developed stormwater runoff. Infiltration Trench #1 1. A 65 ft by 4.5 ft infiltration trench will collect, and infiltrate frontage generated runoff associated with pavement, sidewalk, and planter surfaces within the E Highland Drive ROW. BMP T7.20 Infiltration Trenches will be utilized. The following parameters have been modeled in WWHM for trench design: Impervious Area: 0.137 AC Pervious Area: 0.023 AC Trench Length: 65 FEET Trench Width: 4.25 FEET Effective Depth: 3 FEET Depth of 1st Layer (below perf. pipe): 2.5 FEET Porosity: 0.40 Infiltration Rate: 9.0 IN/HR Percent Infiltrated: 100% Infiltration Trench #2 2. A 28 ft by 5 ft infiltration trench has been proposed along the proposed duplex driveway and will receive and infiltrate Lot 2 driveway runoff along with a quarter of the proposed Drainage Report 4-2 Job No.: 19-169 duplex roof runoff. BMP T7.20 Infiltration Trenches and BMP T5.10A Downspout Full Infiltration Systems will be utilized. The following parameters have been modeled in WWHM for trench design: Impervious Area: 0.018 AC Pervious Area: 0.04 AC Trench Length: 28 FEET Trench Width: 5 FEET Effective Depth: 3.6 FEET Depth of 1st Layer (below perf. pipe): 2.6 FEET Porosity: 0.40 Infiltration Rate: 9.0 IN/HR Percent Infiltrated: 100% Infiltration Trenches #3, #4, & #5 3. Three 15 ft by 2.5 ft infiltration trenches have been sized to each receive and infiltrate a quarter of the proposed duplex roof runoff. BMP T5.10A Downspout Full Infiltration Systems will be utilized. The following parameters have been modeled in WWHM for trench design: Impervious Area: 0.018 AC Trench Length: 15 FEET Trench Width: 2.5 FEET Effective Depth: 2.1 FEET Depth of 1st Layer (below perf. pipe): 1.6 FEET Porosity: 0.40 Infiltration Rate: 9.0 IN/HR Percent Infiltrated: 100% Drainage Report 4-3 Job No.: 19-169 4.3 WATER QUALITY The site does not require runoff treatment as the amount of generated impervious area does not surpass the 5,000 sf of pollution-generating hard surfaces (PGHS) threshold as stated in the 2012 SWMMWW (amended 2014). Developed conditions include 3,030 sf of driveway area associated to Lots 1 and 2 that is considered PGHS which is 1,970 sf under the threshold. 4.4 LOW IMPACT DEVELOPMENT The low impact development (LID) standards for on-site stormwater management from Volume 1, section 2.5.5 in the SWMMWW, were considered for feasibility in the design of this project. The project is required to comply with Minimum Requirement #5 and will comply by applying achievable BMPs from List #2 as listed below: Lawn and Landscaped Areas: 1. BMP T5.13 Post-Construction Soil Quality and Depth: This BMP will be applied to disturbed pervious surfaces and in accordance with BMP requirements. Roofs: 1. BMP T5.30 Full Dispersion: Due to project constraints, full dispersion is not feasible for the project. BMP T5.10A Downspout Full Infiltration: BMP is feasible for the site and has been applied to all proposed roof surfaces. 2. BMP 7.30 Bioretention: Is not required for the site as flow control and water quality are not required. 3. BMP T5.10B Downspout Dispersion Systems: Downspout dispersion is feasible for the site, however, full infiltration of roof runoff per BMP T5.10A will be applied. 4. BMP T5.10C Perforated Stub-out Connections: N/A as BMP T 5.10A will be applied to roof runoff. Other Hard Surfaces: 1. BMP T5.30 Full Dispersion: Allowable flowpath lengths on each lot and within the ROW do not allow for full dispersion of driveway and sidewalk surfaces. 2. BMP T5.15 Permeable Pavement: Pavement flows will be fully infiltrated via an infiltration trench for Lot 2 driveway, meeting the intent of the LID function associated with permeable pavement surfaces. Drainage Report 4-4 Job No.: 19-169 3. BMP T5.12 Sheet Flow Dispersion: This BMP is feasible. Lot 1 proposed driveway will sheet flow runoff over a 10â€™ long flow path. Disturbed pervious surfaces will sheet flow to natural discharge paths. Drainage Report 4-5 Job No.: 19-169 Appendix 4: Stormwater Management 1. Figure 5.0: Developed Areas Map 2. WWHM Infiltration Trench #1 Output 3. WWHM Infiltration #2 Output 4. WWHM Infiltration Trench #3, #4, & #5 Output Drainage Report 4-6 Job No.: 19-169 1 8 180 . 0 TO 2 ). L OF 10 YT A 1 Y N ICT Y G M U R LE N OL OR OC EV T 180 IOT O F G D A N IP RD D IN E IMX R Y E T O 1 IO C TA (K AT R 9 T S ,HY R R S P 0 A ED RA EN AiD A PA M D E L S F R NU G H AH O OF OB SR TR A YC IN L U AE TA A E OT E D RU E CR N R IS C C AP OISC AB HT CA 0 RU G 8 Y 1 O TN 0 S Y U 8 80 C O 1 1 2 NE IS C 0 0 G G 8 0 A N H 1 180 E OT ISM 0 C G O VICINITY MAP 18 180 R H U INL O 0 1 O R N !( !( 8 180 8 0 S A S 1 0 18 !( 180 180 !( !( !( !( !( !( 180 !( !( 180 !( 0 8 1 1 8 0 1 0 8 7 0 0 1 1 19 8 0 180 18 0 0 8 1 1 8 0 T A L Y G P P OL U T O O R R R D G O Y 0 H 71 O H D R E P S P 0 170 T O 7 D L 1 N R E A V L A E D WE 140 Existing Land Cover Area E RP Impervious 0.06 AC T Pervious 0.39 AC S 160 LEGEND Total 0.45 AC z Subject Property 170 ic 1 wre 3 NAD 1983 HARN ju 0 Parcel Boundary 140 150 STATEPLANE WASHINGTON m |0 0 NORTH FIPS 4601 FEET 2 0 4 0 4 1 14 1 REVISION: /24 Watercourse q 1 0 4 JOB NUMBER: C19-169 /15 0 : DRAWING NAME: C19-169- DO Contours (LiDAR) DESIGNER: MJUREWICZ M| !( DRAWING BY: MJUREWICZ d 10 Foot Contour !( DATE: 5/14/2020 x .m !( SCALE: AS SHOWN p a 2 Foot Contour JURISDICTION: ARLINGTON Ms n ioit !( FIGURE: dn 0 30 60 oC 1 inch = 100 feet !( gn 130 ti isx SCALE IN FEET 5.0 E 1 8 180 . 0 TO 2 ). L OF 10 YT A 1 Y N ICT Y G M U R LE N OL OR OC EV T 180 IOT O F G D A N IP RD D IN E IMX R Y E T O 1 IO C TA (K AT R 9 T S ,HY R R S P 0 A ED RA EN AiD A PA M D E L S F R NU G H AH O OF OB SR TR A YC IN L U AE TA A E OT E D RU E CR N R IS C C AP OISC AB HT CA 0 RU G 8 Y 1 O TN 0 S Y U 8 80 C O 1 1 2 NE IS C 0 0 G G 8 0 A N H 1 180 E OT ISM 0 C G O VICINITY MAP 18 180 R H U INL O 0 1 O R N !( !( 8 180 8 0 S A S 1 0 18 !( 180 180 !( !( !( !( !( !( 180 !( !( 180 LOT 2 !( 0 8 1 1 8 0 1 0 8 7 0 0 1 1 19 8 0 180 18 LOT 3 0 0 8 1 1 8 0 LOT 1 T A L Y P P G U T OL OR R O R G OD 0 Y 7 O H 1 R H P S DE 0 170 D T P 7 O 1 N R L A A E L V WE D 140 Developed Land Cover Area E Proposed Roof 0.07 AC T S 160 Proposed Driveways 0.07 AC LEGEND Proposed Sidewalk 0.03 AC z Subject Property Pervious 0.28 AC170 ic 1 wre 3 NAD 1983 HARN ju 0 Parcel Boundary 140 Total 0.45 AC 150 STATEPLANE WASHINGTON m |0 0 NORTH FIPS 4601 FEET 2 0 4 0 4 1 14 1 REVISION: /24 Watercourse q 1 0 4 JOB NUMBER: C19-169 /15 0 : DRAWING NAME: C19-169- DO Contours (LiDAR) DESIGNER: MJUREWICZ M| !( DRAWING BY: MJUREWICZ d 10 Foot Contour !( DATE: 5/14/2020 x .m !( SCALE: AS SHOWN p a 2 Foot Contour JURISDICTION: ARLINGTON Ms n 0 30 60 ioit !( FIGURE: d n oC 1 inch = 100 feet !( SCALE IN FEET gn 130 ti isx 6.0 E TRENCH #1 WWHM OUTPUT WWHM2012 PROJECT REPORT ___________________________________________________________________ Project Name: Frontage Trench Site Name: Site Address: City : Report Date: 5/14/2020 Gage : Everett Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.20 Version Date: 2019/09/13 Version : 4.2.17 ___________________________________________________________________ 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 C, Forest, Flat .16 Pervious Total 0.16 Impervious Land Use acre Impervious Total 0 Basin Total 0.16 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ MITIGATED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use acre C, Pasture, Flat .023 Pervious Total 0.023 Impervious Land Use acre ROADS FLAT 0.114 SIDEWALKS FLAT 0.023 Impervious Total 0.137 Basin Total 0.16 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater Frontage Trench Frontage Trench ___________________________________________________________________ Name : Frontage Trench Bottom Length: 65.00 ft. Bottom Width: 4.25 ft. Trench bottom slope 1: 0.01 To 1 Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Material thickness of first layer: 2.5 Pour Space of material for first layer: 0.4 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 Total Volume Infiltrated (ac-ft.): 27.589 Total Volume Through Riser (ac-ft.): 0.001 Total Volume Through Facility (ac-ft.): 27.59 Percent Infiltrated: 100 Total Precip Applied to Facility: 0 Total Evap From Facility: 0 Discharge Structure Riser Height: 2.5 ft. Riser Diameter: 12 in. Element Flows To: Outlet 1 Outlet 2 ___________________________________________________________________ Gravel Trench Bed Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.006 0.000 0.000 0.000 0.0306 0.006 0.000 0.000 0.057 0.0611 0.006 0.000 0.000 0.057 0.0917 0.006 0.000 0.000 0.057 0.1222 0.006 0.000 0.000 0.057 0.1528 0.006 0.000 0.000 0.057 0.1833 0.006 0.000 0.000 0.057 0.2139 0.006 0.000 0.000 0.057 0.2444 0.006 0.000 0.000 0.057 0.2750 0.006 0.000 0.000 0.057 0.3056 0.006 0.000 0.000 0.057 0.3361 0.006 0.000 0.000 0.057 0.3667 0.006 0.000 0.000 0.057 0.3972 0.006 0.001 0.000 0.057 0.4278 0.006 0.001 0.000 0.057 0.4583 0.006 0.001 0.000 0.057 0.4889 0.006 0.001 0.000 0.057 0.5194 0.006 0.001 0.000 0.057 0.5500 0.006 0.001 0.000 0.057 0.5806 0.006 0.001 0.000 0.057 0.6111 0.006 0.001 0.000 0.057 0.6417 0.006 0.001 0.000 0.057 0.6722 0.006 0.001 0.000 0.057 0.7028 0.006 0.001 0.000 0.057 0.7333 0.006 0.001 0.000 0.057 0.7639 0.006 0.001 0.000 0.057 0.7944 0.006 0.002 0.000 0.057 0.8250 0.006 0.002 0.000 0.057 0.8556 0.006 0.002 0.000 0.057 0.8861 0.006 0.002 0.000 0.057 0.9167 0.006 0.002 0.000 0.057 0.9472 0.006 0.002 0.000 0.057 0.9778 0.006 0.002 0.000 0.057 1.0083 0.006 0.002 0.000 0.057 1.0389 0.006 0.002 0.000 0.057 1.0694 0.006 0.002 0.000 0.057 1.1000 0.006 0.002 0.000 0.057 1.1306 0.006 0.002 0.000 0.057 1.1611 0.006 0.002 0.000 0.057 1.1917 0.006 0.003 0.000 0.057 1.2222 0.006 0.003 0.000 0.057 1.2528 0.006 0.003 0.000 0.057 1.2833 0.006 0.003 0.000 0.057 1.3139 0.006 0.003 0.000 0.057 1.3444 0.006 0.003 0.000 0.057 1.3750 0.006 0.003 0.000 0.057 1.4056 0.006 0.003 0.000 0.057 1.4361 0.006 0.003 0.000 0.057 1.4667 0.006 0.003 0.000 0.057 1.4972 0.006 0.003 0.000 0.057 1.5278 0.006 0.003 0.000 0.057 1.5583 0.006 0.004 0.000 0.057 1.5889 0.006 0.004 0.000 0.057 1.6194 0.006 0.004 0.000 0.057 1.6500 0.006 0.004 0.000 0.057 1.6806 0.006 0.004 0.000 0.057 1.7111 0.006 0.004 0.000 0.057 1.7417 0.006 0.004 0.000 0.057 1.7722 0.006 0.004 0.000 0.057 1.8028 0.006 0.004 0.000 0.057 1.8333 0.006 0.004 0.000 0.057 1.8639 0.006 0.004 0.000 0.057 1.8944 0.006 0.004 0.000 0.057 1.9250 0.006 0.004 0.000 0.057 1.9556 0.006 0.005 0.000 0.057 1.9861 0.006 0.005 0.000 0.057 2.0167 0.006 0.005 0.000 0.057 2.0472 0.006 0.005 0.000 0.057 2.0778 0.006 0.005 0.000 0.057 2.1083 0.006 0.005 0.000 0.057 2.1389 0.006 0.005 0.000 0.057 2.1694 0.006 0.005 0.000 0.057 2.2000 0.006 0.005 0.000 0.057 2.2306 0.006 0.005 0.000 0.057 2.2611 0.006 0.005 0.000 0.057 2.2917 0.006 0.005 0.000 0.057 2.3222 0.006 0.005 0.000 0.057 2.3528 0.006 0.006 0.000 0.057 2.3833 0.006 0.006 0.000 0.057 2.4139 0.006 0.006 0.000 0.057 2.4444 0.006 0.006 0.000 0.057 2.4750 0.006 0.006 0.000 0.057 2.5056 0.006 0.006 0.004 0.057 2.5361 0.006 0.006 0.072 0.057 2.5667 0.006 0.006 0.182 0.057 2.5972 0.006 0.007 0.319 0.057 2.6278 0.006 0.007 0.478 0.057 2.6583 0.006 0.007 0.653 0.057 2.6889 0.006 0.007 0.838 0.057 2.7194 0.006 0.007 1.028 0.057 2.7500 0.006 0.008 1.217 0.057 ___________________________________________________________________ ___________________________________________________________________ ANALYSIS RESULTS Stream Protection Duration ___________________________________________________________________ Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.16 Total Impervious Area:0 ___________________________________________________________________ Mitigated Landuse Totals for POC #1 Total Pervious Area:0.023 Total Impervious Area:0.137 ___________________________________________________________________ Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.002386 5 year 0.00366 10 year 0.004642 25 year 0.006048 50 year 0.007219 100 year 0.008499 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 0.002 0.000 1950 0.002 0.000 1951 0.002 0.000 1952 0.002 0.000 1953 0.001 0.000 1954 0.008 0.000 1955 0.003 0.000 1956 0.003 0.000 1957 0.003 0.000 1958 0.002 0.000 1959 0.002 0.000 1960 0.002 0.000 1961 0.004 0.033 1962 0.002 0.000 1963 0.003 0.000 1964 0.002 0.000 1965 0.002 0.000 1966 0.001 0.000 1967 0.002 0.000 1968 0.003 0.000 1969 0.007 0.000 1970 0.002 0.000 1971 0.003 0.000 1972 0.002 0.000 1973 0.002 0.000 1974 0.004 0.000 1975 0.002 0.000 1976 0.002 0.000 1977 0.001 0.000 1978 0.002 0.000 1979 0.005 0.000 1980 0.002 0.000 1981 0.002 0.000 1982 0.002 0.000 1983 0.004 0.000 1984 0.002 0.000 1985 0.003 0.000 1986 0.007 0.000 1987 0.003 0.000 1988 0.002 0.000 1989 0.002 0.000 1990 0.002 0.000 1991 0.002 0.000 1992 0.002 0.000 1993 0.001 0.000 1994 0.002 0.000 1995 0.002 0.000 1996 0.004 0.000 1997 0.008 0.000 1998 0.001 0.000 1999 0.002 0.000 2000 0.001 0.000 2001 0.001 0.000 2002 0.002 0.000 2003 0.002 0.000 2004 0.003 0.000 2005 0.002 0.000 2006 0.005 0.000 2007 0.004 0.000 2008 0.006 0.000 2009 0.002 0.000 ___________________________________________________________________ Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0079 0.0326 2 0.0078 0.0000 3 0.0073 0.0000 4 0.0067 0.0000 5 0.0059 0.0000 6 0.0053 0.0000 7 0.0048 0.0000 8 0.0042 0.0000 9 0.0042 0.0000 10 0.0041 0.0000 11 0.0040 0.0000 12 0.0039 0.0000 13 0.0034 0.0000 14 0.0034 0.0000 15 0.0032 0.0000 16 0.0031 0.0000 17 0.0030 0.0000 18 0.0029 0.0000 19 0.0028 0.0000 20 0.0027 0.0000 21 0.0027 0.0000 22 0.0025 0.0000 23 0.0025 0.0000 24 0.0024 0.0000 25 0.0024 0.0000 26 0.0024 0.0000 27 0.0024 0.0000 28 0.0023 0.0000 29 0.0023 0.0000 30 0.0023 0.0000 31 0.0023 0.0000 32 0.0022 0.0000 33 0.0022 0.0000 34 0.0022 0.0000 35 0.0022 0.0000 36 0.0022 0.0000 37 0.0021 0.0000 38 0.0021 0.0000 39 0.0020 0.0000 40 0.0020 0.0000 41 0.0019 0.0000 42 0.0019 0.0000 43 0.0018 0.0000 44 0.0018 0.0000 45 0.0017 0.0000 46 0.0017 0.0000 47 0.0017 0.0000 48 0.0017 0.0000 49 0.0017 0.0000 50 0.0017 0.0000 51 0.0017 0.0000 52 0.0017 0.0000 53 0.0016 0.0000 54 0.0016 0.0000 55 0.0015 0.0000 56 0.0014 0.0000 57 0.0014 0.0000 58 0.0014 0.0000 59 0.0014 0.0000 60 0.0012 0.0000 61 0.0006 0.0000 ___________________________________________________________________ Stream Protection Duration POC #1 The Facility PASSED The Facility PASSED. Flow(cfs) Predev Mit Percentage Pass/Fail 0.0012 19584 3 0 Pass 0.0013 17008 3 0 Pass 0.0013 14677 3 0 Pass 0.0014 12735 3 0 Pass 0.0014 10930 3 0 Pass 0.0015 9437 3 0 Pass 0.0016 8162 3 0 Pass 0.0016 7073 3 0 Pass 0.0017 6139 3 0 Pass 0.0017 5315 3 0 Pass 0.0018 4656 3 0 Pass 0.0019 4066 3 0 Pass 0.0019 3548 3 0 Pass 0.0020 3136 3 0 Pass 0.0020 2757 3 0 Pass 0.0021 2445 3 0 Pass 0.0022 2150 3 0 Pass 0.0022 1894 3 0 Pass 0.0023 1657 3 0 Pass 0.0023 1508 3 0 Pass 0.0024 1370 3 0 Pass 0.0025 1249 3 0 Pass 0.0025 1153 3 0 Pass 0.0026 1069 3 0 Pass 0.0027 1009 3 0 Pass 0.0027 950 3 0 Pass 0.0028 888 3 0 Pass 0.0028 825 3 0 Pass 0.0029 777 3 0 Pass 0.0030 733 3 0 Pass 0.0030 686 3 0 Pass 0.0031 648 3 0 Pass 0.0031 622 3 0 Pass 0.0032 602 3 0 Pass 0.0033 583 3 0 Pass 0.0033 561 3 0 Pass 0.0034 538 3 0 Pass 0.0034 506 3 0 Pass 0.0035 487 3 0 Pass 0.0036 473 3 0 Pass 0.0036 457 3 0 Pass 0.0037 440 3 0 Pass 0.0037 424 3 0 Pass 0.0038 408 3 0 Pass 0.0039 394 3 0 Pass 0.0039 380 3 0 Pass 0.0040 368 3 0 Pass 0.0041 353 3 0 Pass 0.0041 341 3 0 Pass 0.0042 333 3 0 Pass 0.0042 322 3 0 Pass 0.0043 313 3 0 Pass 0.0044 302 3 0 Pass 0.0044 293 3 1 Pass 0.0045 284 3 1 Pass 0.0045 276 3 1 Pass 0.0046 265 3 1 Pass 0.0047 257 3 1 Pass 0.0047 241 3 1 Pass 0.0048 234 2 0 Pass 0.0048 224 2 0 Pass 0.0049 212 2 0 Pass 0.0050 205 2 0 Pass 0.0050 195 2 1 Pass 0.0051 187 2 1 Pass 0.0051 177 2 1 Pass 0.0052 166 2 1 Pass 0.0053 160 2 1 Pass 0.0053 150 2 1 Pass 0.0054 146 2 1 Pass 0.0055 135 2 1 Pass 0.0055 128 2 1 Pass 0.0056 120 2 1 Pass 0.0056 111 2 1 Pass 0.0057 99 2 2 Pass 0.0058 85 2 2 Pass 0.0058 75 2 2 Pass 0.0059 63 2 3 Pass 0.0059 59 2 3 Pass 0.0060 56 2 3 Pass 0.0061 49 2 4 Pass 0.0061 42 2 4 Pass 0.0062 39 2 5 Pass 0.0062 37 2 5 Pass 0.0063 36 2 5 Pass 0.0064 30 2 6 Pass 0.0064 28 2 7 Pass 0.0065 26 2 7 Pass 0.0065 19 2 10 Pass 0.0066 16 2 12 Pass 0.0067 13 2 15 Pass 0.0067 8 2 25 Pass 0.0068 6 2 33 Pass 0.0069 5 2 40 Pass 0.0069 4 2 50 Pass 0.0070 4 2 50 Pass 0.0070 3 2 66 Pass 0.0071 3 2 66 Pass 0.0072 3 2 66 Pass 0.0072 3 2 66 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 Volume Volume Infiltration Cumulative Percent Water Quality Percent Comment Treatment? Needs Through Volume Volume Volume Water Quality Treatment Facility (ac-ft.) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Total Volume Infiltrated 0.00 0.00 0.00 0.00 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. 2005-2020; All Rights Reserved. TRENCH #2 WWHM OUTPUT WWHM2012 PROJECT REPORT ___________________________________________________________________ Project Name: Lot 2 Driveway and Roof Trench Site Name: Site Address: City : Report Date: 5/14/2020 Gage : Everett Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.20 Version Date: 2019/09/13 Version : 4.2.17 ___________________________________________________________________ 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 .0577 Pervious Total 0.0577 Impervious Land Use acre Impervious Total 0 Basin Total 0.0577 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ MITIGATED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROOF TOPS FLAT 0.0177 DRIVEWAYS FLAT 0.04 Impervious Total 0.0577 Basin Total 0.0577 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater Lot 2 DW/Roof Trench Lot 2 DW/Roof Trench ___________________________________________________________________ Name : Lot 2 DW/Roof Trench Bottom Length: 28.00 ft. Bottom Width: 3.80 ft. Trench bottom slope 1: 0.01 To 1 Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Material thickness of first layer: 2.6 Pour Space of material for first layer: 0.4 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 Total Volume Infiltrated (ac-ft.): 10.831 Total Volume Through Riser (ac-ft.): 0.001 Total Volume Through Facility (ac-ft.): 10.831 Percent Infiltrated: 100 Total Precip Applied to Facility: 0 Total Evap From Facility: 0 Discharge Structure Riser Height: 2.6 ft. Riser Diameter: 6 in. Element Flows To: Outlet 1 Outlet 2 ___________________________________________________________________ Gravel Trench Bed Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.002 0.000 0.000 0.000 0.0311 0.002 0.000 0.000 0.022 0.0622 0.002 0.000 0.000 0.022 0.0933 0.002 0.000 0.000 0.022 0.1244 0.002 0.000 0.000 0.022 0.1556 0.002 0.000 0.000 0.022 0.1867 0.002 0.000 0.000 0.022 0.2178 0.002 0.000 0.000 0.022 0.2489 0.002 0.000 0.000 0.022 0.2800 0.002 0.000 0.000 0.022 0.3111 0.002 0.000 0.000 0.022 0.3422 0.002 0.000 0.000 0.022 0.3733 0.002 0.000 0.000 0.022 0.4044 0.002 0.000 0.000 0.022 0.4356 0.002 0.000 0.000 0.022 0.4667 0.002 0.000 0.000 0.022 0.4978 0.002 0.000 0.000 0.022 0.5289 0.002 0.000 0.000 0.022 0.5600 0.002 0.000 0.000 0.022 0.5911 0.002 0.000 0.000 0.022 0.6222 0.002 0.000 0.000 0.022 0.6533 0.002 0.000 0.000 0.022 0.6844 0.002 0.000 0.000 0.022 0.7156 0.002 0.000 0.000 0.022 0.7467 0.002 0.000 0.000 0.022 0.7778 0.002 0.000 0.000 0.022 0.8089 0.002 0.000 0.000 0.022 0.8400 0.002 0.000 0.000 0.022 0.8711 0.002 0.000 0.000 0.022 0.9022 0.002 0.000 0.000 0.022 0.9333 0.002 0.000 0.000 0.022 0.9644 0.002 0.000 0.000 0.022 0.9956 0.002 0.001 0.000 0.022 1.0267 0.002 0.001 0.000 0.022 1.0578 0.002 0.001 0.000 0.022 1.0889 0.002 0.001 0.000 0.022 1.1200 0.002 0.001 0.000 0.022 1.1511 0.002 0.001 0.000 0.022 1.1822 0.002 0.001 0.000 0.022 1.2133 0.002 0.001 0.000 0.022 1.2444 0.002 0.001 0.000 0.022 1.2756 0.002 0.001 0.000 0.022 1.3067 0.002 0.001 0.000 0.022 1.3378 0.002 0.001 0.000 0.022 1.3689 0.002 0.001 0.000 0.022 1.4000 0.002 0.001 0.000 0.022 1.4311 0.002 0.001 0.000 0.022 1.4622 0.002 0.001 0.000 0.022 1.4933 0.002 0.001 0.000 0.022 1.5244 0.002 0.001 0.000 0.022 1.5556 0.002 0.001 0.000 0.022 1.5867 0.002 0.001 0.000 0.022 1.6178 0.002 0.001 0.000 0.022 1.6489 0.002 0.001 0.000 0.022 1.6800 0.002 0.001 0.000 0.022 1.7111 0.002 0.001 0.000 0.022 1.7422 0.002 0.001 0.000 0.022 1.7733 0.002 0.001 0.000 0.022 1.8044 0.002 0.001 0.000 0.022 1.8356 0.002 0.001 0.000 0.022 1.8667 0.002 0.001 0.000 0.022 1.8978 0.002 0.001 0.000 0.022 1.9289 0.002 0.001 0.000 0.022 1.9600 0.002 0.001 0.000 0.022 1.9911 0.002 0.001 0.000 0.022 2.0222 0.002 0.002 0.000 0.022 2.0533 0.002 0.002 0.000 0.022 2.0844 0.002 0.002 0.000 0.022 2.1156 0.002 0.002 0.000 0.022 2.1467 0.002 0.002 0.000 0.022 2.1778 0.002 0.002 0.000 0.022 2.2089 0.002 0.002 0.000 0.022 2.2400 0.002 0.002 0.000 0.022 2.2711 0.002 0.002 0.000 0.022 2.3022 0.002 0.002 0.000 0.022 2.3333 0.002 0.002 0.000 0.022 2.3644 0.002 0.002 0.000 0.022 2.3956 0.002 0.002 0.000 0.022 2.4267 0.002 0.002 0.000 0.022 2.4578 0.002 0.002 0.000 0.022 2.4889 0.002 0.002 0.000 0.022 2.5200 0.002 0.002 0.000 0.022 2.5511 0.002 0.002 0.000 0.022 2.5822 0.002 0.002 0.000 0.022 2.6133 0.002 0.002 0.008 0.022 2.6444 0.002 0.002 0.049 0.022 2.6756 0.002 0.002 0.108 0.022 2.7067 0.002 0.002 0.175 0.022 2.7378 0.002 0.002 0.242 0.022 2.7689 0.002 0.003 0.301 0.022 2.8000 0.002 0.003 0.346 0.022 ___________________________________________________________________ ___________________________________________________________________ ANALYSIS RESULTS Stream Protection Duration ___________________________________________________________________ Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.0577 Total Impervious Area:0 ___________________________________________________________________ Mitigated Landuse Totals for POC #1 Total Pervious Area:0 Total Impervious Area:0.0577 ___________________________________________________________________ Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.000074 5 year 0.000181 10 year 0.000311 25 year 0.000589 50 year 0.000922 100 year 0.001413 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 0.000 0.000 1950 0.000 0.000 1951 0.000 0.000 1952 0.000 0.000 1953 0.000 0.000 1954 0.000 0.000 1955 0.000 0.000 1956 0.000 0.000 1957 0.000 0.000 1958 0.000 0.001 1959 0.000 0.000 1960 0.000 0.000 1961 0.000 0.017 1962 0.000 0.000 1963 0.000 0.000 1964 0.000 0.000 1965 0.000 0.000 1966 0.000 0.000 1967 0.000 0.001 1968 0.000 0.000 1969 0.000 0.000 1970 0.000 0.000 1971 0.000 0.000 1972 0.000 0.000 1973 0.000 0.000 1974 0.000 0.000 1975 0.000 0.000 1976 0.000 0.000 1977 0.000 0.000 1978 0.000 0.000 1979 0.000 0.000 1980 0.000 0.000 1981 0.000 0.000 1982 0.000 0.000 1983 0.000 0.000 1984 0.000 0.000 1985 0.000 0.000 1986 0.001 0.000 1987 0.000 0.000 1988 0.000 0.000 1989 0.000 0.000 1990 0.000 0.000 1991 0.000 0.000 1992 0.000 0.000 1993 0.000 0.000 1994 0.000 0.000 1995 0.000 0.000 1996 0.001 0.000 1997 0.002 0.000 1998 0.000 0.000 1999 0.000 0.000 2000 0.000 0.000 2001 0.000 0.000 2002 0.000 0.000 2003 0.000 0.000 2004 0.000 0.000 2005 0.000 0.000 2006 0.002 0.000 2007 0.000 0.000 2008 0.000 0.000 2009 0.000 0.000 ___________________________________________________________________ Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0021 0.0165 2 0.0019 0.0013 3 0.0008 0.0009 4 0.0006 0.0000 5 0.0004 0.0000 6 0.0004 0.0000 7 0.0003 0.0000 8 0.0003 0.0000 9 0.0003 0.0000 10 0.0002 0.0000 11 0.0002 0.0000 12 0.0002 0.0000 13 0.0001 0.0000 14 0.0001 0.0000 15 0.0001 0.0000 16 0.0001 0.0000 17 0.0001 0.0000 18 0.0001 0.0000 19 0.0001 0.0000 20 0.0001 0.0000 21 0.0001 0.0000 22 0.0001 0.0000 23 0.0001 0.0000 24 0.0001 0.0000 25 0.0000 0.0000 26 0.0000 0.0000 27 0.0000 0.0000 28 0.0000 0.0000 29 0.0000 0.0000 30 0.0000 0.0000 31 0.0000 0.0000 32 0.0000 0.0000 33 0.0000 0.0000 34 0.0000 0.0000 35 0.0000 0.0000 36 0.0000 0.0000 37 0.0000 0.0000 38 0.0000 0.0000 39 0.0000 0.0000 40 0.0000 0.0000 41 0.0000 0.0000 42 0.0000 0.0000 43 0.0000 0.0000 44 0.0000 0.0000 45 0.0000 0.0000 46 0.0000 0.0000 47 0.0000 0.0000 48 0.0000 0.0000 49 0.0000 0.0000 50 0.0000 0.0000 51 0.0000 0.0000 52 0.0000 0.0000 53 0.0000 0.0000 54 0.0000 0.0000 55 0.0000 0.0000 56 0.0000 0.0000 57 0.0000 0.0000 58 0.0000 0.0000 59 0.0000 0.0000 60 0.0000 0.0000 61 0.0000 0.0000 ___________________________________________________________________ Stream Protection Duration POC #1 The Facility FAILED Facility FAILED duration standard for 1+ flows. Flow(cfs) Predev Mit Percentage Pass/Fail 0.0000 1679 7 0 Pass 0.0000 406 7 1 Pass 0.0001 157 7 4 Pass 0.0001 131 7 5 Pass 0.0001 112 7 6 Pass 0.0001 100 7 7 Pass 0.0001 81 7 8 Pass 0.0001 72 7 9 Pass 0.0001 61 7 11 Pass 0.0001 58 7 12 Pass 0.0001 53 7 13 Pass 0.0001 50 7 14 Pass 0.0001 49 7 14 Pass 0.0002 45 7 15 Pass 0.0002 42 7 16 Pass 0.0002 38 7 18 Pass 0.0002 36 7 19 Pass 0.0002 34 7 20 Pass 0.0002 31 7 22 Pass 0.0002 29 7 24 Pass 0.0002 29 7 24 Pass 0.0002 29 7 24 Pass 0.0002 26 7 26 Pass 0.0002 26 7 26 Pass 0.0003 26 7 26 Pass 0.0003 25 7 28 Pass 0.0003 23 7 30 Pass 0.0003 23 7 30 Pass 0.0003 23 7 30 Pass 0.0003 22 7 31 Pass 0.0003 20 7 35 Pass 0.0003 19 7 36 Pass 0.0003 18 7 38 Pass 0.0003 16 7 43 Pass 0.0003 16 7 43 Pass 0.0003 16 7 43 Pass 0.0004 15 7 46 Pass 0.0004 15 7 46 Pass 0.0004 15 7 46 Pass 0.0004 14 7 50 Pass 0.0004 13 7 53 Pass 0.0004 13 7 53 Pass 0.0004 13 7 53 Pass 0.0004 13 7 53 Pass 0.0004 13 7 53 Pass 0.0004 13 7 53 Pass 0.0004 11 7 63 Pass 0.0005 11 7 63 Pass 0.0005 11 7 63 Pass 0.0005 11 7 63 Pass 0.0005 11 7 63 Pass 0.0005 11 7 63 Pass 0.0005 11 7 63 Pass 0.0005 11 7 63 Pass 0.0005 11 7 63 Pass 0.0005 11 7 63 Pass 0.0005 11 7 63 Pass 0.0005 11 7 63 Pass 0.0006 11 7 63 Pass 0.0006 11 7 63 Pass 0.0006 10 7 70 Pass 0.0006 9 7 77 Pass 0.0006 9 7 77 Pass 0.0006 9 7 77 Pass 0.0006 9 7 77 Pass 0.0006 9 7 77 Pass 0.0006 9 7 77 Pass 0.0006 9 7 77 Pass 0.0006 8 7 87 Pass 0.0007 7 7 100 Pass 0.0007 7 7 100 Pass 0.0007 7 7 100 Pass 0.0007 7 7 100 Pass 0.0007 7 7 100 Pass 0.0007 7 7 100 Pass 0.0007 7 7 100 Pass 0.0007 7 7 100 Pass 0.0007 7 7 100 Pass 0.0007 7 7 100 Pass 0.0007 7 7 100 Pass 0.0008 7 7 100 Pass 0.0008 7 7 100 Pass 0.0008 7 7 100 Pass 0.0008 7 7 100 Pass 0.0008 7 7 100 Pass 0.0008 6 7 116 Fail 0.0008 6 7 116 Fail 0.0008 6 7 116 Fail 0.0008 6 7 116 Fail 0.0008 6 7 116 Fail 0.0008 6 7 116 Fail 0.0009 6 7 116 Fail 0.0009 6 7 116 Fail 0.0009 6 7 116 Fail 0.0009 5 7 140 Fail 0.0009 5 7 140 Fail 0.0009 5 7 140 Fail 0.0009 5 7 140 Fail 0.0009 5 7 140 Fail 0.0009 5 7 140 Fail _____________________________________________________ The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. ___________________________________________________________________ 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 Volume Volume Infiltration Cumulative Percent Water Quality Percent Comment Treatment? Needs Through Volume Volume Volume Water Quality Treatment Facility (ac-ft.) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Total Volume Infiltrated 0.00 0.00 0.00 0.00 0.00 0% No Treat. Credit Compliance with LID Standard 8 Duration Analysis Result = Passed ___________________________________________________________________ Perlnd and Implnd Changes No changes have been made. ___________________________________________________________________ TRENCH #3, #4, &#5 WWHM OUTPUT WWHM2012 PROJECT REPORT ___________________________________________________________________ Project Name: Roof Infiltration Trench Site Name: Site Address: City : Report Date: 5/14/2020 Gage : Everett Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.20 Version Date: 2019/09/13 Version : 4.2.17 ___________________________________________________________________ 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 C, Forest, Flat .071 Pervious Total 0.071 Impervious Land Use acre Impervious Total 0 Basin Total 0.071 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ MITIGATED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROOF TOPS FLAT 0.01775 Impervious Total 0.01775 Basin Total 0.01775 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater Quarter Roof Area TrenQuarter Roof Area Tren ___________________________________________________________________ Name : Quarter Roof Area Trench Bottom Length: 15.00 ft. Bottom Width: 2.50 ft. Trench bottom slope 1: 0.01 To 1 Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Material thickness of first layer: 1.6 Pour Space of material for first layer: 0.4 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 Total Volume Infiltrated (ac-ft.): 3.12 Total Volume Through Riser (ac-ft.): 0.001 Total Volume Through Facility (ac-ft.): 3.12 Percent Infiltrated: 100 Total Precip Applied to Facility: 0 Total Evap From Facility: 0 Discharge Structure Riser Height: 1.6 ft. Riser Diameter: 12 in. Element Flows To: Outlet 1 Outlet 2 ___________________________________________________________________ Gravel Trench Bed Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.000861 0.000000 0.000 0.000 0.0306 0.000861 0.000011 0.000 0.007 0.0611 0.000861 0.000021 0.000 0.007 0.0917 0.000861 0.000032 0.000 0.007 0.1222 0.000861 0.000042 0.000 0.007 0.1528 0.000861 0.000053 0.000 0.007 0.1833 0.000861 0.000063 0.000 0.007 0.2139 0.000861 0.000074 0.000 0.007 0.2444 0.000861 0.000084 0.000 0.007 0.2750 0.000861 0.000095 0.000 0.007 0.3056 0.000861 0.000105 0.000 0.007 0.3361 0.000861 0.000116 0.000 0.007 0.3667 0.000861 0.000126 0.000 0.007 0.3972 0.000861 0.000137 0.000 0.007 0.4278 0.000861 0.000147 0.000 0.007 0.4583 0.000861 0.000158 0.000 0.007 0.4889 0.000861 0.000168 0.000 0.007 0.5194 0.000861 0.000179 0.000 0.007 0.5500 0.000862 0.000189 0.000 0.007 0.5806 0.000862 0.000200 0.000 0.007 0.6111 0.000862 0.000211 0.000 0.007 0.6417 0.000862 0.000221 0.000 0.007 0.6722 0.000862 0.000232 0.000 0.007 0.7028 0.000862 0.000242 0.000 0.007 0.7333 0.000862 0.000253 0.000 0.007 0.7639 0.000862 0.000263 0.000 0.007 0.7944 0.000862 0.000274 0.000 0.007 0.8250 0.000862 0.000284 0.000 0.007 0.8556 0.000862 0.000295 0.000 0.007 0.8861 0.000862 0.000305 0.000 0.007 0.9167 0.000862 0.000316 0.000 0.007 0.9472 0.000862 0.000326 0.000 0.007 0.9778 0.000862 0.000337 0.000 0.007 1.0083 0.000862 0.000347 0.000 0.007 1.0389 0.000862 0.000358 0.000 0.007 1.0694 0.000862 0.000369 0.000 0.007 1.1000 0.000862 0.000379 0.000 0.007 1.1306 0.000862 0.000390 0.000 0.007 1.1611 0.000862 0.000400 0.000 0.007 1.1917 0.000862 0.000411 0.000 0.007 1.2222 0.000862 0.000421 0.000 0.007 1.2528 0.000862 0.000432 0.000 0.007 1.2833 0.000862 0.000442 0.000 0.007 1.3139 0.000862 0.000453 0.000 0.007 1.3444 0.000862 0.000463 0.000 0.007 1.3750 0.000862 0.000474 0.000 0.007 1.4056 0.000862 0.000484 0.000 0.007 1.4361 0.000863 0.000495 0.000 0.007 1.4667 0.000863 0.000506 0.000 0.007 1.4972 0.000863 0.000516 0.000 0.007 1.5278 0.000863 0.000527 0.000 0.007 1.5583 0.000863 0.000537 0.000 0.007 1.5889 0.000863 0.000548 0.000 0.007 1.6194 0.000863 0.000574 0.028 0.007 1.6500 0.000863 0.000600 0.118 0.007 1.6806 0.000863 0.000627 0.241 0.007 1.7111 0.000863 0.000653 0.389 0.007 1.7417 0.000863 0.000680 0.556 0.007 1.7722 0.000863 0.000706 0.736 0.007 1.8028 0.000863 0.000732 0.924 0.007 1.8333 0.000863 0.000759 1.115 0.007 1.8639 0.000863 0.000785 1.301 0.007 1.8944 0.000863 0.000811 1.478 0.007 1.9250 0.000863 0.000838 1.642 0.007 1.9556 0.000863 0.000864 1.786 0.007 1.9861 0.000863 0.000890 1.910 0.007 2.0167 0.000863 0.000917 2.013 0.007 2.0472 0.000863 0.000943 2.094 0.007 2.0778 0.000863 0.000970 2.160 0.007 2.1083 0.000863 0.000996 2.245 0.007 2.1389 0.000863 0.001022 2.312 0.007 2.1694 0.000863 0.001049 2.376 0.007 2.2000 0.000863 0.001075 2.439 0.007 2.2306 0.000863 0.001102 2.501 0.007 2.2611 0.000863 0.001128 2.560 0.007 2.2917 0.000864 0.001154 2.619 0.007 2.3222 0.000864 0.001181 2.676 0.007 2.3528 0.000864 0.001207 2.732 0.007 2.3833 0.000864 0.001233 2.787 0.007 2.4139 0.000864 0.001260 2.841 0.007 2.4444 0.000864 0.001286 2.894 0.007 2.4750 0.000864 0.001313 2.946 0.007 2.5056 0.000864 0.001339 2.997 0.007 2.5361 0.000864 0.001365 3.047 0.007 2.5667 0.000864 0.001392 3.096 0.007 2.5972 0.000864 0.001418 3.145 0.007 2.6278 0.000864 0.001445 3.193 0.007 2.6583 0.000864 0.001471 3.240 0.007 2.6889 0.000864 0.001497 3.286 0.007 2.7194 0.000864 0.001524 3.332 0.007 2.7500 0.000864 0.001550 3.377 0.007 ___________________________________________________________________ ___________________________________________________________________ ANALYSIS RESULTS Stream Protection Duration ___________________________________________________________________ Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.071 Total Impervious Area:0 ___________________________________________________________________ Mitigated Landuse Totals for POC #1 Total Pervious Area:0 Total Impervious Area:0.01775 ___________________________________________________________________ Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.002386 5 year 0.00366 10 year 0.004642 25 year 0.006048 50 year 0.007219 100 year 0.008499 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 0.002 0.000 1950 0.002 0.000 1951 0.002 0.000 1952 0.002 0.000 1953 0.001 0.000 1954 0.008 0.000 1955 0.003 0.000 1956 0.003 0.000 1957 0.003 0.000 1958 0.002 0.003 1959 0.002 0.000 1960 0.002 0.000 1961 0.004 0.011 1962 0.002 0.000 1963 0.003 0.000 1964 0.002 0.000 1965 0.002 0.000 1966 0.001 0.000 1967 0.002 0.004 1968 0.003 0.000 1969 0.007 0.000 1970 0.002 0.000 1971 0.003 0.000 1972 0.002 0.000 1973 0.002 0.000 1974 0.004 0.000 1975 0.002 0.000 1976 0.002 0.000 1977 0.001 0.000 1978 0.002 0.000 1979 0.005 0.000 1980 0.002 0.000 1981 0.002 0.000 1982 0.002 0.000 1983 0.004 0.000 1984 0.002 0.000 1985 0.003 0.000 1986 0.007 0.000 1987 0.003 0.000 1988 0.002 0.000 1989 0.002 0.000 1990 0.002 0.000 1991 0.002 0.000 1992 0.002 0.000 1993 0.001 0.000 1994 0.002 0.000 1995 0.002 0.000 1996 0.004 0.000 1997 0.008 0.000 1998 0.001 0.000 1999 0.002 0.000 2000 0.001 0.000 2001 0.001 0.000 2002 0.002 0.000 2003 0.002 0.000 2004 0.003 0.000 2005 0.002 0.000 2006 0.005 0.000 2007 0.004 0.000 2008 0.006 0.000 2009 0.002 0.000 ___________________________________________________________________ Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0079 0.0109 2 0.0078 0.0036 3 0.0073 0.0029 4 0.0067 0.0000 5 0.0059 0.0000 6 0.0053 0.0000 7 0.0048 0.0000 8 0.0042 0.0000 9 0.0042 0.0000 10 0.0041 0.0000 11 0.0040 0.0000 12 0.0039 0.0000 13 0.0034 0.0000 14 0.0034 0.0000 15 0.0032 0.0000 16 0.0031 0.0000 17 0.0030 0.0000 18 0.0029 0.0000 19 0.0028 0.0000 20 0.0027 0.0000 21 0.0027 0.0000 22 0.0025 0.0000 23 0.0025 0.0000 24 0.0024 0.0000 25 0.0024 0.0000 26 0.0024 0.0000 27 0.0024 0.0000 28 0.0023 0.0000 29 0.0023 0.0000 30 0.0023 0.0000 31 0.0023 0.0000 32 0.0022 0.0000 33 0.0022 0.0000 34 0.0022 0.0000 35 0.0022 0.0000 36 0.0022 0.0000 37 0.0021 0.0000 38 0.0021 0.0000 39 0.0020 0.0000 40 0.0020 0.0000 41 0.0019 0.0000 42 0.0019 0.0000 43 0.0018 0.0000 44 0.0018 0.0000 45 0.0017 0.0000 46 0.0017 0.0000 47 0.0017 0.0000 48 0.0017 0.0000 49 0.0017 0.0000 50 0.0017 0.0000 51 0.0017 0.0000 52 0.0017 0.0000 53 0.0016 0.0000 54 0.0016 0.0000 55 0.0015 0.0000 56 0.0014 0.0000 57 0.0014 0.0000 58 0.0014 0.0000 59 0.0014 0.0000 60 0.0012 0.0000 61 0.0006 0.0000 ___________________________________________________________________ Stream Protection Duration POC #1 The Facility PASSED The Facility PASSED. Flow(cfs) Predev Mit Percentage Pass/Fail 0.0012 19584 7 0 Pass 0.0013 17008 7 0 Pass 0.0013 14677 7 0 Pass 0.0014 12735 7 0 Pass 0.0014 10930 7 0 Pass 0.0015 9437 7 0 Pass 0.0016 8162 6 0 Pass 0.0016 7073 6 0 Pass 0.0017 6139 6 0 Pass 0.0017 5315 5 0 Pass 0.0018 4656 5 0 Pass 0.0019 4066 5 0 Pass 0.0019 3548 5 0 Pass 0.0020 3136 5 0 Pass 0.0020 2757 5 0 Pass 0.0021 2445 5 0 Pass 0.0022 2150 5 0 Pass 0.0022 1894 5 0 Pass 0.0023 1657 5 0 Pass 0.0023 1508 5 0 Pass 0.0024 1370 5 0 Pass 0.0025 1249 5 0 Pass 0.0025 1153 5 0 Pass 0.0026 1069 5 0 Pass 0.0027 1009 5 0 Pass 0.0027 950 5 0 Pass 0.0028 888 5 0 Pass 0.0028 825 5 0 Pass 0.0029 777 4 0 Pass 0.0030 733 4 0 Pass 0.0030 686 4 0 Pass 0.0031 648 4 0 Pass 0.0031 622 4 0 Pass 0.0032 602 4 0 Pass 0.0033 583 4 0 Pass 0.0033 561 4 0 Pass 0.0034 538 4 0 Pass 0.0034 506 4 0 Pass 0.0035 487 4 0 Pass 0.0036 473 4 0 Pass 0.0036 457 2 0 Pass 0.0037 440 2 0 Pass 0.0037 424 2 0 Pass 0.0038 408 2 0 Pass 0.0039 394 2 0 Pass 0.0039 380 2 0 Pass 0.0040 368 2 0 Pass 0.0041 353 2 0 Pass 0.0041 341 2 0 Pass 0.0042 333 2 0 Pass 0.0042 322 2 0 Pass 0.0043 313 2 0 Pass 0.0044 302 2 0 Pass 0.0044 293 2 0 Pass 0.0045 284 2 0 Pass 0.0045 276 2 0 Pass 0.0046 265 2 0 Pass 0.0047 257 2 0 Pass 0.0047 241 2 0 Pass 0.0048 234 2 0 Pass 0.0048 224 2 0 Pass 0.0049 212 2 0 Pass 0.0050 205 2 0 Pass 0.0050 195 2 1 Pass 0.0051 187 2 1 Pass 0.0051 177 2 1 Pass 0.0052 166 2 1 Pass 0.0053 160 2 1 Pass 0.0053 150 2 1 Pass 0.0054 146 2 1 Pass 0.0055 135 2 1 Pass 0.0055 128 2 1 Pass 0.0056 120 2 1 Pass 0.0056 111 2 1 Pass 0.0057 99 2 2 Pass 0.0058 85 2 2 Pass 0.0058 75 2 2 Pass 0.0059 63 2 3 Pass 0.0059 59 2 3 Pass 0.0060 56 2 3 Pass 0.0061 49 2 4 Pass 0.0061 42 2 4 Pass 0.0062 39 2 5 Pass 0.0062 37 2 5 Pass 0.0063 36 2 5 Pass 0.0064 30 2 6 Pass 0.0064 28 2 7 Pass 0.0065 26 2 7 Pass 0.0065 19 2 10 Pass 0.0066 16 2 12 Pass 0.0067 13 2 15 Pass 0.0067 8 2 25 Pass 0.0068 6 2 33 Pass 0.0069 5 2 40 Pass 0.0069 4 2 50 Pass 0.0070 4 2 50 Pass 0.0070 3 2 66 Pass 0.0071 3 2 66 Pass 0.0072 3 2 66 Pass 0.0072 3 2 66 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 Volume Volume Infiltration Cumulative Percent Water Quality Percent Comment Treatment? Needs Through Volume Volume Volume Water Quality Treatment Facility (ac-ft.) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Quarter Roof Area Trench POC N 2.84 N 99.98 Total Volume Infiltrated 2.84 0.00 0.00 99.98 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. SECTION 5: CONVEYANCE ANALYSIS AND DESIGN Conveyance analysis and design is not applicable for the site. Drainage Report 5-1 Job No.: 19-169 SECTION 6: OPERATIONS AND MAINTENANCE MANUAL The proposed storm drainage system consists of buried pipes, sump catch basins, and infiltration facilities. These facilities will require periodic maintenance and inspection. Inspection and maintenance procedures are contained on the following pages. This information was taken from the 2012 SWMMWW (as amended in 2014). Drainage Report 6-1 Job No.: 19-169 Maintenance Criteria for Infiltration Trenches Make provisions for regular and perpetual maintenance of the infiltration basin/trench, including replacement and/or reconstruction of the any media relied upon for treatment purposes. Conduct maintenance when water remains in the basin or trench for more than 24 hours after the end of runoff, or when overflows occur more frequently than planned. For example, off-line infiltration facilities should not have any overflows. Infiltration facilities designed to completely infiltrate all flows to meet flow control standards should not overflow. An Operation and Maintenance Plan, approved by the local jurisdiction, should ensure maintaining the desired infiltration rate. Include adequate access for operation and maintenance in the design of infiltration basins and trenches. Conduct removal of accumulated debris/sediment in the basin/trench every 6 months or as needed to prevent clogging. Indications that the facility is not infiltrating adequately include: â€¢ The Water Quality Design Storm Volume does not infiltrate within 48 hours. â€¢ Water remains in the pond for greater than 24 hours after the end of most moderate rainfall events Maintenance Criteria for BMP T7.20 Inifiltration Trench â€¢ Monitor sediment buildup in the top foot of stone aggregate or the surface inlet on the same schedule as the observation well. Drainage Report 6-2 Job No.: 19-169 Table V-4.5.2(5) Maintenance Standards - Catch Basins Results Expected Maintenance Defect Conditions When Maintenance is Needed When Maintenance is Component performed Trash or debris which is located immediately in front of the catch basin opening or is blocking inletting capacity of the basin by more than 10%. No Trash or debris located immediately in Trash or debris (in the basin) that exceeds 60 percent front of catch basin or of the sump depth as measured from the bottom of on grate opening. basin to invert of the lowest pipe into or out of the basin, but in no case less than a minimum of six No trash or debris in the inches clearance from the debris surface to the invert catch basin. Trash & Debris of the lowest pipe. Inlet and outlet pipes Trash or debris in any inlet or outlet pipe blocking free of trash or debris. more than 1/3 of its height. General No dead animals or Dead animals or vegetation that could generate odors vegetation present that could cause complaints or dangerous gases (e.g., within the catch basin. methane). Sediment (in the basin) that exceeds 60 percent of the sump depth as measured from the bottom of basin to invert of the lowest pipe into or out of the basin, but in no case less than a minimum of 6 inches clearance No sediment in the Sediment from the sediment surface to the invert of the lowest catch basin pipe. Drainage Report 6-3 Job No.: 19-169 Table V-4.5.2(5) Maintenance Standards - Catch Basins Results Expected Maintenance Defect Conditions When Maintenance is Needed When Maintenance is Component performed Top slab has holes larger than 2 square inches or Top slab is free of holes cracks wider than 1/4 inch. (Intent is to make sure no and cracks. Structure Damage material is running into basin). to Frame and/or Frame is sitting flush on Top Slab Frame not sitting flush on top slab, i.e., separation of the riser rings or top more than 3/4 inch of the frame from the top slab. slab and firmly Frame not securely attached attached. Maintenance person judges that structure is unsound. Basin replaced or repaired to design Fractures or Grout fillet has separated or cracked wider than 1/2 standards. Cracks in Basin inch and longer than 1 foot at the joint of any Walls/ Bottom inlet/outlet pipe or any evidence of soil particles Pipe is regrouted and entering catch basin through cracks. secure at basin wall. Basin replaced or Settlement/ If failure of basin has created a safety, function, or repaired to design Misalignment design problem. standards. Vegetation growing across and blocking more than No vegetation blocking 10% of the basin opening. opening to basin. Vegetation Vegetation growing in inlet/outlet pipe joints that is No vegetation or root more than six inches tall and less than six inches growth present. apart. Contamination and See "Detention Ponds" (No. 1). No pollution present. Pollution Drainage Report 6-4 Job No.: 19-169 Table V-4.5.2(5) Maintenance Standards - Catch Basins Results Expected Maintenance Defect Conditions When Maintenance is Needed When Maintenance is Component performed Cover is missing or only partially in place. Any open Catch basin cover is Cover Not in Place catch basin requires maintenance. closed Locking Mechanism cannot be opened by one maintenance Mechanism opens with Mechanism Not person with proper tools. Bolts into frame have less proper tools. Catch Basin Working than 1/2 inch of thread. Cover One maintenance person cannot remove lid after applying normal lifting pressure. Cover can be removed Cover Difficult to by one maintenance Remove (Intent is keep cover from sealing off access to person. maintenance.) Ladder meets design Ladder is unsafe due to missing rungs, not securely Ladder Rungs standards and allows Ladder attached to basin wall, misalignment, rust, cracks, or Unsafe maintenance person sharp edges. safe access. Grate opening Grate opening meets Grate with opening wider than 7/8 inch. Unsafe design standards. Metal Grates (If Trash and debris that is blocking more than 20% of Grate free of trash and Trash and Debris Applicable) grate surface inletting capacity. debris. Damaged or Grate is in place and Grate missing or broken member(s) of the grate. Missing. meets design standards Drainage Report 6-5 Job No.: 19-169 Table V-4.5.2(18) Maintenance Standards - Catch Basin Inserts Maintenance Conditions When Maintenance is Results Expected When Defect Component Needed Maintenance is Performed Sediment When sediment forms a cap over the No sediment cap on the insert Accumulation insert media of the insert and/or unit. media and its unit. Trash and debris removed from Trash and Debris Trash and debris accumulates on insert insert unit. Runoff freely flows into Accumulation unit creating a blockage/restriction. catch basin. Effluent water from media insert is Media Insert Not Effluent water from media insert has a free of oils and has no visible Removing Oil visible sheen. sheen. General Catch basin insert is saturated with Media Insert Water water and no longer has the capacity to Remove and replace media insert Saturated absorb. Media Insert-Oil Media oil saturated due to petroleum Remove and replace media Saturated spill that drains into catch basin. insert. Media has been used beyond the Remove and replace media at Media Insert Use typical average life of media insert regular intervals, depending on Beyond Product Life product. insert product. Drainage Report 6-6 Job No.: 19-169 SECTION 7: SPECIAL REPORTS AND STUDIES The following studies were conducted in preparation of this Report: â€¢ Infiltration Feasibility Evaluation, Geotest, Dated August 26, 2016 Drainage Report 7-1 Job No.: 19-169 COMPLETE STREETS CHECKLIST Community & Economic Development City of Arlington â€¢ 18204 59th Avenue NE â€¢ Arlington, WA 98223 â€¢ Phone (360) 403-3551 Project Name: Email: Project Manager/Owner: Phone No.: Description of Scope: Roadway Classification: ï² Principal ï² Minor ï² Collector ï² Non-Arterial ï² Boulevard ï² Alley Cross Connection Type: ï² Downtown ï² Urban Center Connector ï² Neighborhood Yield ï² Downtown Neighborhood ï² Industrial Access ï² Mixed Use Overlay ï² Urban Village Main ï² Neighborhood Corridor ï² Smokey Point Corridor ï² Urban Village Neighborhood ï² Neighborhood Curbless Page 1 of 7 Revised 8/18 1. CHANNELIZATION Average Daily Trips: Should re-channelization Contact Public Works 360-403-3512 be considered in the project scope? Speed Limit: Current image or typical existing cross-section of street in project area (showing lane configuration): 2. PAVEMENT CONDITIONS Does the existing road maintain the minimum Overall Condition Index (OCI) as set ï² Yes ï² No forth in the Transportation Benefit District? Contact Public Works for current OCI and Standards 360-403-3512. Has the installation of traffic circles been considered? ï² Yes ï² No Is this project on the cityâ€™s Transportation Improvement Plan? ï² Yes ï² No Should pavement repair be considered through this project? ï² Yes ï² No If yes, please explain. 3. PEDESTRIAN INFRASTRUCTURE Is this area identified in the City of Arlington Pedestrian Improvement Plan? If so, ï² Yes ï² No have the recommendations been met? Explain how or why not. People walking or using a mobility device: Is the project fully served by sidewalks, ï² Yes ï² No accessible curb ramps, and safe crosswalks? If not, are new/repaired sidewalks, curb ramps, and crosswalks included in the project? Page 2 of 7 Revised 8/18 Explain how or why not. Are existing sidewalk in good condition? ï² Yes ï² No Has an initial assessment of trees and sidewalk conditions been conducted with ï² Yes ï² No and engineer and arborist/landscape architect? Are there missing sidewalk in the project area? ï² Yes ï² No If yes, explain how this will be corrected? Crossing Width (number of lanes) _______________ Controlled Stop Spacing ______________________________ Does the project propose mid-block crossings to reduce distance between ï² Yes ï² No crossings? Is there pedestrian refuge or flashing beacons in the project area? ï² Yes ï² No Explain pedestrian existing crossing convenience, visibility and safety; does the project target improvements to accessibility? Have the addition of curb bulb outs been considered to slow traffic and reduce ï² Yes ï² No crossing width? Describe how the building(s) have been oriented to address the adjacent roadway with visible connected sidewalks that encourage and enhance pedestrian circulation. Describe pedestrian facilities added such as benches, trash receptacles, visual interest, shade and plantings. Page 3 of 7 Revised 8/18 4. BICYCLE INFRASTRUCTURE Is this area identified in the City of Arlington Bicycle Improvement Plan? ï² Yes ï² No If so, have the recommendations been met? Explain how or why not. Is the project site fully served by bicycle facilities? If not, are new bicycle facilities ï² Yes ï² No included in the project? Explain how or why not. Does this project meet the needs of a variety of bicycle users? ï² Yes ï² No (Family vs. Commuter) How? Describe how the building(s) serve and invite bicycle traffic, e.g. covered bike racks, visual interest, smooth transitions, bicycle focused travel ways. 5. TRANSIT INFRASTRUCTURE Transit Classification: ï² Major Transit Route ï² Minor Transit Route Is the project identified on the City of Arlington Transit Expansion Plan? ï² Yes ï² No ï‚· Are there bus stops on the project area? ï² Yes ï² No ï‚· Are all bus stops in the project area within close proximity to a controlled ï² Yes ï² No crossing? ï‚· Average distance between bus stops in/adjacent to project area? ï‚· If bus stops are less than 0.2 miles (1056 ft.) apart, can stops be consolidated? Explain: Page 4 of 7 Revised 8/18 Does the stop provide cover and seating? ï² Yes ï² No How or why not. Does the project add visual interest, shading, lighting, plantings, or traffic buffers? ï² Yes ï² No Explain how the project improves transit usersâ€™ comfort and convenience. Is the transit stop ADA accessible? If not, how does the project propose to provide ï² Yes ï² No accessibility? How or why not. 6. FREIGHT INFRASTRUCTURE Is the project on an identified City of Arlington Freight Route? ï² Yes ï² No Does the project area meet the curb radius and clearance standards? ï² Yes ï² No Are there spot improvements needed for the project area? (pavement depth) ï² Yes ï² No 7. STREET TREES AND LANDSCAPING Describe any existing street trees and landscaping assets within the project limits that warrant project investment to sustain (e.g. preservation of street trees): Is there an opportunity to plant trees or expand landscape? ï² Yes ï² No Page 5 of 7 Revised 8/18 Will there be long-term street tree and landscaping maintenance required for this ï² Yes ï² No project? How will the maintenance of plants be addressed? Are street median planting proposed in the project area? ï² Yes ï² No Does the project include any environmental elements? E.g.: street trees, reduced ï² Yes ï² No pavement, bio-infiltration, vegetated bump outs, native/drought tolerant vegetation, or other environmental improvements to be implemented with the project? Explain how or why not. 8. URBAN DESIGN AND PLANNING If an adopted subarea or action plan applies to this project, has its ï² Yes ï² No recommendations relevant to improved streets/ROW been met? Explain how or why not. Has connectivity been improved for all modes of travel? ï² Yes ï² No Explain specifically for each mode of travel. Is there an opportunity to implement artistic elements (e.g. sidewalk inlays, ï² Yes ï² No creative street furniture, or bollards or planters, creative bicycle racks etc.) in the project area? Explain how. Page 6 of 7 Revised 8/18 Describe Public Art or Art Opportunities: ï² Yes ï² No Arlington Art Council may be a resource 360-435-3778 or arlingtonartscouncil.net CITY USE ONLY Approval Determination ï² This project meets or exceeds the City of Arlington Complete Streets Standards. ï² This project will meet the City of Arlington Complete Street Standards with the following changes. ï² This project does not meet the City of Arlington Complete Street Standards. Please revisit the following sections and resubmit. Variance Determination ï² This project does not meet the City of Arlington Complete Street Standards. Project proponent has applied for a variance through the variance process and variance has been approved. ï² The variance has been denied, please revisit the following sections and resubmit. Page 7 of 7 Revised 8/18 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 $ 115,415.63 $ - $ 115,415.63 Verify formula, totals do not match PLAN REVIEW & INSPECTION FEES PLAN REVIEW & INSPECTION FEE (6% of Project Value) $ 6,924.94 GRADING FEE (4) (Cubic Yard ) $ 120.00 Review fees due at time of submittal Total Review Fees Due $ 7,044.94 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 $ 115,415.63 PERFORMANCE DEVICE 150% Amount Due $ 173,123.44 Base Calculation of Maintenance Device $ 99,407.50 MAINTENANCE DEVICE 20% Amount Due $ 19,881.50 1 Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET TEMPORARY EROSION & SEDIMENT CONTROL Include Public Improvements & Private Development Description Unit Price Unit Quantity Cost Reference # Backfill & compaction-embankment $ 6.50 CY 940 $ 6,110.00 Check dams $ 78.00 EACH $ - BMP C207 Catch Basin Protection $ 35.50 EACH 3 $ 106.50 Crushed surfacing 1 1/4" minus $ 18.00 TON $ - WSDOT 9-03.9(3) Ditching $ 8.00 CY $ - Excavation-bulk $ 3.00 CY $ - Fence, silt $ 2.00 LF 475 $ 950.00 BMP C233 Fence, Temporary (NGPA) $ 2.00 LF $ - Geotextile Fabric $ 2.50 SY $ - Hay Bale Silt Trap $ 0.50 EACH $ - Hydroseeding $ 4,200.00 ACRE 0.2 $ 840.00 BMP C120 Interceptor Swale / Dike $ 1.00 LF $ - Jute Mesh $ 2.00 SY $ - BMP C122 Level Spreader $ 1.75 LF $ - Mulch, by hand, straw, 3" deep $ 3.00 SY $ - BMP C121 Mulch, by machine, straw, 2" deep $ 1.00 SY $ - BMP C121 Piping, temporary, CPP, 6" $ 12.50 LF $ - Piping, temporary, CPP, 8" $ 19.00 LF $ - Piping, temporary, CPP, 12" $ 24.00 LF $ - Plastic covering, 6mm thick, sandbagged $ 3.00 SY 400 $ 1,200.00 BMP C123 Rip Rap, machine placed; slopes $ 50.00 CY $ - WSDOT 9-13.1(2) Rock Construction Entrance, 50'x15'x1' $ 1,800.00 EACH 2 $ 3,600.00 BMP C105 Rock Construction Entrance, 100'x15'x1' $ 3,600.00 EACH $ - BMP C105 Sediment pond riser assembly $ 3,050.00 EACH $ - BMP C241 Sediment trap, 5' high berm $ 21.00 LF $ - BMP C240 Sed. trap, 5' high, riprapped spillway berm section $ 79.00 LF $ - BMP C240 Seeding, by hand $ 1.00 SY $ - BMP C120 Sodding, 1" deep, level ground $ 8.00 SY $ - BMP C120 Sodding, 1" deep, sloped ground $ 9.50 SY $ - BMP C120 TESC Supervisor $ 84.00 HR $ - Water truck, dust control $ 130.00 HR $ - BMP C140 WRITE-IN-ITEMS $ - $ - $ - $ - $ - $ - SUBTOTAL (TESC Only): $ 12,806.50 MOBILIZATION 10%: $ 1,280.65 CONTINGENCY 15%: $ 1,920.98 TOTAL: $ 16,008.13 Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET STORMWATER DRAINAGE Public Private Public Improvements Private Development Description Unit Price Unit Quantity Cost Quantity Cost Access Road, Retention / Detention $ 26.00 SY $ - $ - * (CBs include frame and lid) Beehive $ 90.00 EACH $ - $ - CB Type I $ 1,650.00 EACH 3 $ 4,950.00 $ - CB Type IL $ 1,850.00 EACH $ - $ - CB Type II, 48" Dia $ 2,550.00 EACH $ - $ - for additional depth over 4' $ 650.00 FT $ - $ - CB Type II, 54" Dia $ 2,700.00 EACH $ - $ - for additional depth over 4' $ 600.00 FT $ - $ - CB Type II, 60" Dia $ 2,900.00 EACH $ - $ - for additional depth over 4' $ 750.00 FT $ - $ - CB Type II, 72" Dia $ 4,000.00 EACH $ - $ - for additional depth over 4' $ 900.00 FT $ - $ - Through-curb Inlet Framework (Add) $ 550.00 EACH 1 $ 550.00 $ - Cleanout, PVC, 4" $ 200.00 EACH $ - $ - Cleanout, PVC, 6" $ 250.00 EACH 3 $ 750.00 $ - Cleanout, PVC, 8" $ 300.00 EACH $ - $ - Culvert, Box __ ft x __ ft $ - LS $ - $ - Culvert, PVC, 4" $ 12.00 LF $ - $ - Culvert, PVC, 6" $ 17.00 LF $ - $ - Culvert, PVC, 8" $ 19.00 LF $ - $ - Culvert, PVC, 12" $ 30.00 LF 11 $ 330.00 $ - Culvert, CMP, 8" $ 23.00 LF $ - $ - Culvert, CMP, 12" $ 35.00 LF $ - $ - Culvert, CMP, 15" $ 42.00 LF $ - $ - Culvert, CMP, 18" $ 47.00 LF $ - $ - Culvert, CMP, 24" $ 69.00 LF $ - $ - Culvert, CMP, 30" $ 100.00 LF $ - $ - Culvert, CMP, 36" $ 150.00 LF $ - $ - Culvert, CMP, 48" $ 194.00 LF $ - $ - Culvert, CMP, 60" $ 310.00 LF $ - $ - Culvert, CMP, 72" $ 400.00 LF $ - $ - Culvert, Concrete, 8" $ 36.00 LF $ - $ - Culvert, Concrete, 12" $ 43.00 LF $ - $ - Culvert, Concrete, 15" $ 52.00 LF $ - $ - Culvert, Concrete, 18" $ 55.00 LF $ - $ - Culvert, Concrete, 24" $ 85.00 LF $ - $ - Culvert, Concrete, 30" $ 136.00 LF $ - $ - Culvert, Concrete, 36" $ 165.00 LF $ - $ - Culvert, Concrete, 42" $ 196.00 LF $ - $ - Culvert, Concrete, 48" $ 210.00 LF $ - $ - Culvert, CPP, 6" $ 16.00 LF $ - $ - Culvert, CPP, 8" $ 22.00 LF $ - $ - Culvert, CPP, 12" $ 28.00 LF $ - $ - Culvert, CPP, 15" $ 34.00 LF $ - $ - Culvert, CPP, 18" $ 39.00 LF $ - $ - Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET Culvert, CPP, 24" $ 49.00 LF $ - $ - Culvert, CPP, 30" $ 62.00 LF $ - $ - Culvert, CPP, 36" $ 69.00 LF $ - $ - Ditching $ 12.00 CY $ - $ - Flow Dispersal Trench (1,436 base+) $ 40.00 LF 73 $ 2,920.00 $ - French Drain (3' depth) $ 39.00 LF $ - $ - Geotextile, laid in trench, polypropylene $ 5.00 SY 69 $ 345.00 $ - Infiltration pond testing $ 125.00 HR $ - $ - Mid-tank Access Riser, 48" dia, 6' deep $ 2,025.00 EACH $ - $ - Pipe, High Density Water Pipe (HDWP) $ 160.00 LF $ - $ - Pipe, C900 $ 90.00 LF $ - $ - Pond Overflow Spillway $ 18.00 SY $ - $ - Restrictor/Oil Separator, 12" $ 1,500.00 EACH $ - $ - Restrictor/Oil Separator, 15" $ 1,550.00 EACH $ - $ - Restrictor/Oil Separator, 18" $ 1,680.00 EACH $ - $ - Riprap, placed $ 52.00 CY $ - $ - Tank End Reducer (36" Dia) $ 1,280.00 EACH $ - $ - Thru-Inlet at CB $ 150.00 EACH 1 $ 150.00 $ - Trash Rack, 12" $ 320.00 EACH $ - $ - Trash Rack, 15" $ 325.00 EACH $ - $ - Trash Rack, 18" $ 350.00 EACH $ - $ - Trash Rack, 21" $ 375.00 EACH $ - $ - WRITE-IN-ITEMS Perforated Flexible, 6" $ - LF 139 $ - $ - $ - $ - $ - $ - $ - $ - SUBTOTAL: $ 9,995.00 $ - MOBILIZATION 10%: $ 999.50 CONTINGENCY 15%: $ 1,499.25 TOTAL: $ 12,493.75 $ - Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET GENERAL ITEMS Public Improvements Description Unit Price Unit Quantity Cost Backfill & Compaction- embankment $ 8.00 CY $ - Backfill & Compaction- trench $ 11.00 CY 300 $ 3,300.00 Clear/Remove Brush, by hand (acre) $ 2,363.00 ACRE $ - Bollards - fixed $ 325.00 EACH $ - Bollards - removable $ 600.00 EACH $ - Clearing/Grubbing/Tree Removal $ 6,000.00 ACRE $ - Excavation - bulk $ 2.50 CY $ - Excavation - Trench $ 5.00 CY 300 $ 1,500.00 Fencing, cedar, 6' high $ 25.00 LF $ - Fencing, chain link, 4' $ 19.50 LF $ - Fencing, chain link, vinyl coated, 6' high $ 18.00 LF $ - Fencing, chain link, gate, vinyl coated, 2 $ 1,563.00 EACH $ - Fencing, split rail, 3' high $ 14.00 LF $ - Fill & compact - common barrow $ 27.00 CY $ - Fill & compact - gravel base $ 30.00 CY $ - Fill & compact - screened topsoil $ 45.00 CY $ - Gabion, 12" deep, stone filled mesh $ 62.00 SY $ - Gabion, 18" deep, stone filled mesh $ 86.00 SY $ - Gabion, 36" deep, stone filled mesh $ 152.00 SY $ - Grading, fine, by hand $ 2.00 SY $ - Grading, fine, with grader $ 1.25 SY $ - Guard Post $ 90.00 EACH $ - Monuments $ 104.00 EACH $ - Sensitive Areas Sign $ 20.00 EACH $ - Sodding, 1" deep, sloped ground $ 10.00 SY $ - Topsoil Type A (imported) $ 30.00 CY $ - Traffic control crew ( 2 flaggers ) $ 98.00 HR $ - Trail, 4" chipped wood $ 9.00 SY $ - Trail, 4" crushed cinder $ 10.00 SY $ - Trail, 4" top course $ 9.50 SY $ - Wall, retaining, concrete $ 66.00 SF $ - Wall, rockery $ 13.00 SF $ - WRITE-IN-ITEMS $ - $ - $ - $ - $ - $ - Subtotal $ 4,800.00 Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET STREET IMPROVEMENT Public Improvements Description Unit Price Unit Quantity Cost AC Grinding, 4' wide machine < 1000sy $ 35.00 SY $ - AC Grinding, 4' wide machine 1000-2000$ 8.50 SY $ - AC Grinding, 4' wide machine > 2000sy $ 2.50 SY $ - AC Removal/Disposal/Repair $ 60.00 SY $ - Barricade, Type I $ 36.00 LF $ - Barricade Type II $ 25.00 LF $ - Barricade, Type III ( Permanent ) $ 55.00 LF $ - Conduit, 2" $ 5.00 LF $ - Curb & Gutter, rolled $ 20.00 LF $ - Curb & Gutter, vertical $ 15.00 LF 63 $ 945.00 Curb and Gutter, demolition and disposa $ 20.00 LF $ - Curb, extruded asphalt $ 5.00 LF $ - Curb, extruded concrete $ 4.50 LF $ - Guard Rail $ 30.00 LF $ - Sawcut, asphalt, 3" depth $ 3.50 LF $ - Sawcut, concrete, per 1" depth $ 3.00 LF $ - Sealant, asphalt $ 2.00 LF $ - Shoulder, gravel, 4" thick $ 11.00 SY $ - Sidewalk, 4" thick $ 40.00 SY 31.5 $ 1,260.00 Sidewalk, 4" thick, demolition and dispos $ 36.00 SY $ - Sidewalk, 6" thick $ 45.00 SY 6 $ 270.00 Sidewalk, 6" thick, demolition and dispos $ 45.00 SY $ - Signs $ - LS $ - Sign, Handicap $ 100.00 EACH $ - Striping, per stall $ 7.50 EACH $ - Street Light System $ - LS $ - Traffic Signal $ - LS $ - Traffic Signal Modification $ - LS $ - Striping, thermoplastic, ( for crosswalk ) $ 3.50 SF $ - Striping, 4" reflectorized line $ 0.40 LF $ - AC Patching/Trenching Restoration $ 100.00 TON $ - Controlled Density Fill (CDF) $ 90.00 CY $ - WRITE-IN-ITEMS $ - $ - $ - $ - $ - $ - Subtotal $ 2,475.00 Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET STREET SURFACING/PAVEMENT Public Improvements Description Unit Price Unit Quantity Cost Asphalt Overlay, 1.5" AC $ 12.00 SY $ - Asphalt Overlay, 2" AC $ 15.00 SY $ - Asphalt Road 2", First 2500 SY $ 10.00 SY $ - Asphalt Road 2", Qty. over 2500SY $ 9.00 SY $ - Asphalt Road 3", First 2500 SY* $ 15.00 SY 378 $ 5,670.00 Asphalt Road 3", Qty. over 2500 SY $ 13.00 SY $ - Asphalt Road 5", First 2500 SY $ 22.00 SY $ - Asphalt Road 5", Qty. Over 2500 SY $ 22.00 SY $ - Asphalt Road 6", First 2500 SY $ 25.00 SY $ - Asphalt Road 6", Qty. Over 2500 SY $ 24.00 SY $ - Asphalt Treated Base, 4" thick $ 14.00 SY $ - Gravel Base Course 2" $ 7.50 SY $ - Gravel Base Course 4" $ 15.00 SY $ - Gravel Base Course 6" $ 22.50 SY 378 $ 8,505.00 Gravel Road, 4" rock, First 2500 SY $ 15.00 SY $ - Gravel Road, 4" rock, Qty. over 2500 SY $ 11.00 SY $ - Concrete Road, 5", no base, over 2500 S$ 22.00 SY $ - Concrete Road, 6", no base, over 2500 $ 32.00 SY $ - Thickened Edge $ 11.00 LF $ - WRITE-IN-ITEMS * Driveway $ - $ - $ - $ - $ - $ - Subtotal $ 14,175.00 Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET WATER SYSTEM Public Improvements Description Unit Price Unit Quantity Cost Blowoff $ 1,800.00 EACH 1 $ 1,800.00 Connection to Existing Water Main $ 2,000.00 EACH 3 $ 6,000.00 Ductile Iron Watermain, CL 52, 6 Inch Dia $ 65.00 LF $ - Ductile Iron Watermain, CL 52, 8 Inch Dia $ 85.00 LF $ - Ductile Iron Watermain, CL 52, 10 Inch Dia $ 103.00 LF $ - Ductile Iron Watermain, CL 52, 12 Inch Dia. $ 125.00 LF 179 $ 22,375.00 Gate Valve, 6 inch Dia $ 250.00 EACH $ - Gate Valve, 8 Inch Dia $ 380.00 EACH $ - Gate Valve, 10 Inch Dia $ 425.00 EACH $ - Gate Valve, 12 Inch Dia $ 500.00 EACH $ - Fire Hydrant Assembly, with Guard Posts $ 3,000.00 EACH $ - Fire Hydrant Assembly, without Guard Posts $ 2,500.00 EACH $ - Air-Vac, 8 Inch Dia $ 6,000.00 EACH $ - Air-Vac,10 Inch Dia $ 7,500.00 EACH $ - Air-Vac, 12 Inch Dia $ 12,000.00 EACH $ - Pressure Reducing Valve Assembly, 8 In. Dia $ 3,800.00 EACH $ - Pressure Reducing Valve Assembly, 10 In. D $ 4,200.00 EACH $ - Pressure Reducing Valve Assembly, 12 In. D $ 5,000.00 EACH $ - Valve Marker Post $ 350.00 EACH $ - WRITE-IN-ITEMS $ - $ - $ - $ - $ - Subtotal $ 30,175.00 Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET SANITARY SEWER Public Improvements Description Unit Price Unit Quantity Cost Connection to Existing Sewer Main $ 500.00 EACH 1 $ 500.00 Clean Outs $ 500.00 EACH 2 $ 1,000.00 Grease Interceptor, 500 gallon $ 6,000.00 EACH $ - Grease Interceptor, 1000 gallon $ 10,000.00 EACH $ - Grease Interceptor, 1500 gallon $ 15,000.00 EACH $ - Side Sewer Pipe, PVC. 4 Inch Dia $ 8.00 LF $ - Side Sewer Pipe, PVC. 6 Inch Dia $ 12.00 LF 76 $ 912.00 Sewer Pipe, PVC, 8 inch Dia $ 33.00 LF 190 $ 6,270.00 Sewer Pipe, PVC, 12 Inch Dia $ 41.00 LF $ - Sewer Pipe, PVC, ____ Inch Dia $ - LF $ - Lift Station (Entire System) $ - LS $ - Manhole, 48 Inch Dia $ 3,000.00 EACH 1 $ 3,000.00 for additional depth over 4 feet/per foo$ 532.00 FEET 7 $ 3,724.00 Manhole, 54 Inch Dia $ 3,500.00 EACH $ - for additional depth over 4 feet/per fo $ 532.00 FEET $ - Manhole, 60 Inch Dia $ 3,700.00 EACH $ - for additional depth over 4 feet/per fo $ 532.00 FEET $ - Manhole, 72 Inch Dia $ 4,000.00 EACH $ - for additional depth over 4 feet/per fo $ 625.00 FEET $ - Manhole, 96 Inch Dia $ 5,000.00 EACH $ - for additional depth over 4 feet/per foo $ 625.00 FEET $ - Outside Drop $ - LS $ - Inside Drop $ - LS $ - Pipe, C-900 $ 90.00 LF $ - Pipe, High Density Water Pipe (HDWP) $ 160.00 LF $ - WRITE-IN-ITEMS $ - $ - $ - $ - $ - $ - Subtotal $ 15,406.00 Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET LANDSCAPING & VEGETATION Include Public Improvements & Private Description Unit Price Unit Quantity Cost Street Trees $ 500.00 EACH 5 $ 2,500.00 Root Barrier EACH $ - Median Landscaping $ - LS $ - Right-of-Way Landscaping $ - LS $ - Wetland Landscaping $ - LS $ - Private Landscaping $ - LS $ - WRITE-IN-ITEMS $ - $ - $ - $ - $ - $ - Subtotal $ 2,500.00 (INCLUDES GENERAL, STREET, SURFACING, WATER, PUBLIC SEWER, LANDSCAPING) SUBTOTAL $ 69,531.00 MOBILIZATION 10%: $ 6,953.10 CONTINGENCY 15%: $ 10,429.65 GRANDTOTAL: $ 86,913.75 Rev 7/2017 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA 98223 360-403-3551 Project Name: Stewart 3-Lot Short Plat Permit No.: PWD2178 Review Date: 7/24/2020 Contact: Greg Stewart Phone No.: 425-239-7017 Review Phase: 1 Report Date: 7/27/2020 Reviewing Dept.: CED Applicant: Greg Stewart DWG Issue Date: # Rev. Dwg. or Addâ€™l Ref. City Comment Response/Resolution Spec. Ref. Approved 1. NEH Plans Signature blocks needed on all pages 2. NEH Plans TO-01 Stamp and Signature needed on Topo page 3. NEH Plans Storm pipe with less than 3â€™ cover must be DI 4. FR UT-01 Align sewer main across Highland perpendicular as possible. 5. FR UT-01 A Duplex will require a separate 6" service stub to each unit. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 16. 17. 18. 19. 20. Page 1 of 1 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA 98223 360-403-3551 Project Name: Stewart 3-Lot Short Plat Permit No.: PWD2178 Review Date: 7/24/2020 Contact: Greg Stewart Phone No.: 425-239-7017 Review Phase: 1 Report Date: 7/27/2020 Reviewing Dept.: CED Applicant: Greg Stewart DWG Issue Date: # Rev. Dwg. or Addâ€™l Ref. City Comment Response/Resolution Spec. Ref. Approved 1. NEH Plans Signature blocks needed on all pages Signature block has been added to all pages as requested using the dwg sent. Thank you for sending. 2. NEH Plans TO-01 Stamp and Signature needed on Topo page Surveyorâ€™s stamp and signature have been placed on TO-01 as requested. 3. NEH Plans Storm pipe with less than 3â€™ cover must be DI Storm pipe within the ROW from CB-2 to CB-1 has been revised to Ductile Iron. 4. FR UT-01 Align sewer main across Highland perpendicular as Sewer manhole alignment has been revised for possible. more perpendicular alignment. 5. FR UT-01 A Duplex will require a separate 6" service stub to Services have been split out to single services each unit. lines per requirement. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 16. 17. Page 1 of 1 m a 9 :2 1 1 - 0 2 0 2 , 9 2 l u J : d e tt lo P g w .d L P- S -C C 9 6 1 9 1 \C n o ti c u tr s n o \C s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D m a 9 :2 1 1 - 0 2 0 2 , 9 2 l u J : d e tt lo P g w .d L P- O -T C 9 6 1 9 1 \C n o ti c u tr s n o \C s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D m a 9 :2 1 1 - 0 2 0 2 , 9 2 l u J : d e tt lo P g w .d L P- R -E C 9 6 1 9 1 \C n o ti c u tr s n o \C s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D m a 9 :2 1 1 - 0 2 0 2 , 9 2 l u J : d e tt lo P g w .d T D- R -E C 9 6 1 9 1 \C n o ti c u tr s n o \C s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D m a 0 :3 1 1 - 0 2 0 2 , 9 2 l u J : d e tt lo P g w .d L P- C -H C 9 6 1 9 1 \C n o ti c u tr s n o \C s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D m a 0 :3 1 1 - 0 2 0 2 , 9 2 l u J : d e tt lo P g w .d L P- D -R C 9 6 1 9 1 \C n o ti c u tr s n o \C s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D m a 0 :3 1 1 - 0 2 0 2 , 9 2 l u J : d e tt lo P g w .d T D- D -R C 9 6 1 9 1 \C n o ti c u tr s n o \C s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D m a 0 :3 1 1 - 0 2 0 2 , SECTION B-B 9 2 l uJ PLAN : d e tt lo P g w .d T D- D -R C 9 6 1 9 1 \C n o SECTION A-A ti c u tr sn NOTES: o \C s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D HOOD DETAIL - SECTION SECTION A-A SECTION B-B TOP VIEW HOOD DETAIL - FRONT NOTE: NOTES: SECTION A-A SECTION C-C SECTION B-B m a 0 :3 1 1 - 0 2 0 2 , 9 2 l u J : d e tt lo P g w .d T D- D -R C 9 6 1 9 1 \C n o ti c u tr s n o \C s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D m a 0 :3 1 1 - 0 2 0 2 , 9 2 l u J : d e tt lo P g w .d L P- T -U C 9 6 1 9 1 \C n o ti c u tr s n o \C s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D m a 1 :3 1 1 - 0 2 0 2 , 9 2 l u J : d e tt lo SEWER ALIGNMENT A P g w .d R P- T -U C 9 6 1 9 1 \C n o ti c u tr s n o \C s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D TABLE 1.1 NOTES AND MATERIALS: PLAN PLAN m a 1 :3 1 1 - 0 2 0 2 , 9 2 l u J : d e tt ELEVATION ELEVATION lo P g UNPAVED AREA PAVED AREA w .d T D- T -U C 9 6 STEEL FABRICATED EPOXY FABRICATED STAINLESS STEEL 1 9 1 COATED TAPPING SLEEVE TAPPING SLEEVE \C n o ti c u tr s n o \C s g in w ra \D ts n e tmr NOTES: a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D NOTES: A A ELEVATION PLAN PLAN SECTION A-A NOTES: SECTION A-A NOTES: SIDE ELEVATION NOTE: UNPAVED AREAS m a 1 :3 1 1 - 0 2 0 2 , 9 2 l u J : d e tt lo P g w .d T PAVED AREAS D- T -U C 96 SECTION 1 9 1 \C n o ti c NOTES: u 12" CAST IRON LOCKING RING AND COVER tr s n o \C s g in w ra \D NOTES: ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA 98223 360-403-3551 Project Name: Stewart 3-Lot Short Plat Permit No.: PWD2178 Review Date: 7/24/2020 Contact: Greg Stewart Phone No.: 425-239-7017 Review Phase: 1 Report Date: 7/27/2020 Reviewing Dept.: CED Applicant: Greg Stewart DWG Issue Date: # Rev. Dwg. or Addâ€™l Ref. City Comment Response/Resolution Spec. Ref. Approved 1. NEH Plans Signature blocks needed on all pages Signature block has been added to all pages as 8/24/2020 requested using the dwg sent. Thank you for sending 2. NEH Plans TO-01 Stamp and Signature needed on Topo page Surveyorâ€™s stamp and signature have been 8/24/2020 placed on TO-01 as requested 3. NEH Plans Storm pipe with less than 3â€™ cover must be DI Storm pipe within the ROW from CB-2 to CB-1 8/24/2020 has been revised to Ductile Iron. 4. FR UT-01 Align sewer main across Highland perpendicular as Sewer manhole alignment has been revised for 8/24/2020 possible. more perpendicular alignment 5. FR UT-01 A Duplex will require a separate 6" service stub to Services have been split out to single services 8/24/2020 each unit. lines per requirement 6. NEH It would appear one of my comments from previously went astray, so I am sorry for the new comment at this time. The city would prefer the existing onsite road drainage be left as is. This project doesn't trigger treatment of the existing. Just send sidewalk to infiltration at planter strip, do not re-route street storm system. 7. 8. 9. 10. 11. 12. 13. Page 1 of 2 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA 98223 360-403-3551 Project Name: Stewart 3-Lot Short Plat Permit No.: PWD2178 Review Date: 7/24/2020 Contact: Greg Stewart Phone No.: 425-239-7017 Review Phase: 1 Report Date: 7/27/2020 Reviewing Dept.: CED Applicant: Greg Stewart DWG Issue Date: # Rev. Dwg. or Addâ€™l Ref. City Comment Response/Resolution Spec. Ref. Approved 14. 15. 16. 17. 18. 19. 20. Page 2 of 2 m a 0 :4 0 1 - 0 2 0 2 , 1 3 g u A : d e tt lo P g w .d L P- S -C C 9 6 1 9 1 \C n o ti c u tr s n o \C s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D m a 0 :4 0 1 - 0 2 0 2 , 1 3 g u A : d e tt lo P g w .d L P- S -C C 9 6 1 9 1 \C n o ti c u tr s n o \C s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D m a 0 :4 0 1 - 0 2 0 2 , 1 3 g u A : d e tt lo P g w .d L P- O -T C 9 6 1 9 1 \C n o ti c u tr s n o \C s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D m a 0 :4 0 1 - 0 2 0 2 , 1 3 g u A : d e tt lo P g w .d L P- R -E C 9 6 1 9 1 \C n o ti c u tr s n o \C s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D m a 0 :4 0 1 - 0 2 0 2 , 1 3 g u A : d e tt lo P g w .d T D- R -E C 9 6 1 9 1 \C n o ti c u tr s n o \C s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D m a 1 :4 0 1 - 0 2 0 2 , 1 3 g u A : d e tt lo P g w .d L P- C -H C 9 6 1 9 1 \C n o ti c u tr s n o \C s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D m a 1 :4 0 1 - 0 2 0 2 , 1 3 g u A : d e tt lo P g w .d L P- D -R C 9 6 1 9 1 \C n o ti c u tr s n o \C s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D m a 1 :4 0 1 - 0 2 0 2 , 1 3 g u A : d e tt lo P g w .d T D- D -R C 9 6 1 9 1 \C n o ti c u tr s n o \C s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D m a 1 :4 0 1 - 0 2 0 2 , 1 3 g u A : d e tt lo P g w .d T D- D -R C 9 6 1 9 1 \C n o ti c u tr s n o \C s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D m a 1 :4 0 1 - 0 2 0 2 , 1 3 g u A : d e tt lo P g w .d L P- T -U C 9 6 1 9 1 \C n o ti c u tr s n o \C s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D m a 1 :4 0 1 - 0 2 0 2 , 1 3 g u A : d e tt lo SEWER ALIGNMENT A P g w .d R P- T -U C 9 6 1 9 1 \C n o ti c u tr s n o \C s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D TABLE 1.1 NOTES AND MATERIALS: PLAN PLAN m a 1 :4 0 1 - 0 2 0 2 , 1 3 g u A : d e tt ELEVATION ELEVATION lo P g UNPAVED AREA PAVED AREA w .d T D- T -U C 9 6 STEEL FABRICATED EPOXY FABRICATED STAINLESS STEEL 1 9 1 COATED TAPPING SLEEVE TAPPING SLEEVE \C n o ti c u tr s n o \C s g in w ra \D ts n e tmr NOTES: a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D NOTES: A A ELEVATION PLAN PLAN SECTION A-A NOTES: SECTION A-A NOTES: SIDE ELEVATION NOTE: UNPAVED AREAS m a 1 :4 0 1 - 0 2 0 2 , 1 3 g u A : d e tt lo P g w .d T PAVED AREAS D- T -U C 96 SECTION 1 9 1 \C n o ti c NOTES: u 12" CAST IRON LOCKING RING AND COVER tr s n o \C s g in w ra \D NOTES: ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D Stewart Short Plat Construction Drainage Report Prepared for Land Pro Group 10515 20th St SE, Suite 202 Lake Stevens, WA 98258 Prepared by 20210 142nd Ave NE Woodinville, WA 98072 (425) 806-1869 August 2020 Job No: 19-169 TABLE OF CONTENTS Section Title 1 Project Overview 1-1 2 Risk Assessment Analysis and Temporary Erosion 2-1 and Sediment Control Analysis and Design 3 Downstream Analysis 3-1 4 Stormwater Management 4-1 5 Operations and Maintenance Manual 5-1 6 Special Reports and Studies 6-1 APPENDICES # Title 1 Project Overview 3 Resource Review 4 Site Hydrology SECTION 1: PROJECT OVERVIEW The proposed Stewart Short Plat project is comprised of parcel numbers 31051100401700 and 3105110401701. The project proposes a 3-lot development containing an existing single-family residence and proposed duplex residence. Development will also include frontage improvements, access to the proposed residences, and utility services. The project area address is 606 E Highland Dr in Arlington, WA. The site is located within the NE Â¼ of the SE Â¼ of Section 11, Township 31 N, Range 05 E, W.M. See Vicinity Map in the following pages for visual representation of the subject property. 1.1 EXISTING SITE The existing site is currently occupied by a single-family home with a detached garage, driveway, and accessory shops and sheds in the northern part of the property. Access to the site extends from Highland Drive. The southern portion of the property contains a baseball field. Existing pervious cover includes landscaped and pasture area as well as tree coverage. The existing driveway, detached garage and shops will be demolished as part of construction. The single- family residence and carport will remain as part of site development and will be located within Lot 1. Lot 3 will remain undisturbed throughout construction. Site soils are classified as Ragnar fine sandy loam (0 to 8 percent slopes) which is classified as a Hydrologic Soil Group A and high infiltration potential. According to GTS Geotechnical Report site soils are consistent with Web Soil Survey as soils exhibit a design infiltration rate of 9.0 in/hr. Existing site slopes vary from mild to flat graded southward. 1.2 DOWNSTREAM ANALYSIS Drainage from the existing site flows to the south. Runoff flows overland through heavy shrubbery into an unnamed stream that heads west and outside of the 0.25-mile buffer. Refer to Section 3.0 â€œDownstream Analysis Reportâ€ for a more in-depth description as well as Figure 4.0 in Appendix 3 for a visual depiction of the downstream flow paths. Drainage Report 1-1 Job No.: 19-169 1.3 PROPOSED DEVELOPMENT The existing parcel will be subdivided into 3 lots. Lot 1 will contain the existing single-family residence and relocated driveway, Lot 2 will develop a proposed duplex with a joint driveway, and Lot 3 will remain undisturbed. Development will disturb 0.44 acres, 0.41 acres associated with parcel development and 0.03 acres associated to ROW utility trenching. Frontage improvements along E Highland Drive include driveway approach relocations, curb, gutter, and sidewalk construction. This proposed development is designed under the City of Arlington Engineering Standards and 2012 Department of Ecology SMWWM (amended 2014) and is exempt from flow control and runoff treatment as the project does not meet the 10,000 sf effective impervious and 5,000 sf pollution generating hard surface (PGHS) thresholds. 1.4 PROPOSED DRAINAGE SYSTEM The project is exempt from flow control and runoff treatment as the project does not meet the 10,000-sf effective impervious or 5,000 sf PGHS thresholds. The site will construct 2,800 sf of new roof impervious area, 3,030 sf of PGHS associated with Lot 1 and 2 driveways, and 1,210 sf of frontage sidewalk. The project will introduce a total of 7,040 sf of effective impervious area, 3,030 sf of that being PGIS. Five infiltration trenches will be located onsite/within the right of way to meet stormwater mitigation requirements and have been designed per BMP T5.10A Downspout Full Infiltration Systems and BMP T7.20 Infiltration Trenches. 150 LF of infiltration trench (Infiltration Trench #1) will collect and infiltrate frontage sidewalk and planter runoff associated with improvements along the Highland Dr. ROW. A 28 ft by 5 ft infiltration trench has been proposed along the duplex driveway and will receive and infiltrate Lot 2 driveway runoff and a quarter of the proposed duplex roof runoff. Three 15 ft by 2.5 ft infiltration trenches have each been sized to receive and infiltrate a quarter of the proposed duplex roof runoff. Runoff generated by the relocated Lot 1 driveway will sheet flow through a gravel transition zone and 10â€™ flow path per BMP T5.12 Sheet Flow Dispersion requirements. Refer to Section 5.0 Stormwater Management for WWHM sizing output and more detail. Drainage Report 1-2 Job No.: 19-169 1.5 EROSION/SEDIMENTATION CONTROL Erosion control measures that will be utilized during construction will include a combination of silt fence, plastic covering, and storm drain inlet protection. See Section 2.0 for discussion of how SWPPP Elements are addressed. 1.6 MINIMUM REQUIREMENTS Per the 2012 SMWWM (amended 2014), Minimum Requirements 1-9 apply to the proposed development. Minimum Requirement #1: Preparation of Stormwater Site Plans: This Report along with the Construction Plans satisfies this minimum requirement. Minimum Requirement #2: Construction Stormwater Pollution Prevention: See Section 2 of this Report for the SWPPP BMP Elements, and the SWPPP (submitted as a separate document) for a complete discussion of erosion control BMPâ€™s and their use specific to the site. Minimum Requirement #3: Source Control of Pollution: Permanent source control BMPs are not applicable for the subject site since the associated activities for the new residence do not fall within the types of facilities listed within Volume IV of the Drainage Manual (Residential developments are not required to implement source control BMPâ€™s). BMPs for erosion and sedimentation control are specified in the Construction Plans and the SWPPP. Minimum Requirement #4: Preservation of Natural Drainage Systems and Outfalls: Existing drainage flows primarily southwest off the site. In the developed condition, the site will infiltrate developed surfaces runoff. Any collected surface runoff will generally convey in the same direction as the predeveloped conditions outfall direction. See Downstream Analysis in Section 3 of this report for further information regarding the location of existing natural outfalls. Minimum Requirement #5: On-site Stormwater Management: Geotechnical investigation of site soils and underlying geology reveal soils that are consistent with recessional and proglacial sand with minor gravel or silt with a design infiltration rate of 9 in/hr Drainage Report 1-3 Job No.: 19-169 per GTG Geotech. A series of infiltration facilities per BMPs T7.20 Infiltration Trenches and T5.10A Downspout Full Infiltration Systems will provide onsite stormwater management for frontage and Lot 2 impervious surface runoff. The relocated driveway for Lot 1 will disperse via sheet flow in accordance to BMP T5.12 Sheet Flow Dispersion. See Section 4.3 for additional information. Minimum Requirement #6: Runoff Treatment: The project is exempt from Runoff Treatment as the 3,080 sf of proposed PGHS does not meet the 5,000 sf PGHS threshold. However, infiltration facilities have been designed to infiltrate 100% of contributing flows and according to the GTG Geotech Report, site soils at varying depths contain levels of CEC and organic content that provide treatment. Minimum Requirement #7: Flow Control: The project is exempt from flow control as the 7,040 sf of proposed total effective impervious surfaces to not meet the 10,000-sf threshold. However, the proposed infiltration facilities have been designed to infiltrate 100% of contributing flows. Minimum Requirement #8: Wetlands Protection: There are no wetlands onsite. Minimum Requirement #9: Operation and Maintenance: See Operations and Maintenance in Section 6 of this report. Drainage Report 1-4 Job No.: 19-169 Appendix 1: Project Overview 1. Figure 1.0 â€“ Vicinity Map 2. Figure 2.0 â€“ Existing Conditions Map 3. Figure 3.0 â€“ Proposed Development Map Drainage Report 1-5 Job No.: 19-169 E GILMAN AVE 1 12 BURN RD OLD BURN RD 12 13 530 2 11 \W0.7000;S STILLAGUAMISH AVE 11 14 N FRENCH AVE E HIGHLAND DR PROJECT S OLYMPIC AVE 9 67TH AVE NE 530 2 11 11 14 3 10 10 15 VICINITY MAP SCALE: 1"=2000' Surveying LAND PRO GROUP Engineering Planning STEWART SHORT PLAT Woodinville Kent 20210 142nd Avenue NE 1851 Central Pl S, #101 Woodinville, WA 98072 Kent, WA 98030 T 425.806.1869 www.LDCcorp.com F 425.482.2893 VICINITY MAP 1 8 180 . E UNION ST 0 TO 2 ). L OF 10 YT A 1 Y N ICT Y E JACKSON ST G MO UO RE LE NIO OL R C V TA 180 T OR F G D IM N IPR D DE IN ET X 212TH ST NE 19 IO C Y,H TA (K AT OR 0 TA SE Y R RA S PP D RA EN iD A A M D E L S F EY AVE RO NU G H AH O WESL F O S TR A Y E B RU A T CA IN LE O E AD R N E C TN E U E R O RA IS CC V French Ave CR AP ISC B HT A PORTAGE ST A 0 U G D 8 Y 1 O TN R 0 S Y U 3 8 80 C O 8 1 1 2 NE IS C 0 0 G G 8 0 A N H 1 180 E OT ISM 0 C G O VICINITY MAP 18 180 R H U INL O 0 1 O R N !( !( 8 180 8 0 S A S 1 0 18 !( 180 180 E Highland Dr !( !( !( !( !( !( 180 !( !( 180 !( 0 8 1 1 8 0 1 0 8 7 0 0 1 1 19 8 0 180 18 0 0 8 1 1 8 0 T A L Y P P G U T OL OR R O R G O D 0 Y 7 O H 1 R H P S DE 0 170 D T P 7 O 1 N R L A A E L V WE E D 140 T S 160 LEGEND z Subject Property 170 ic 1 wre 3 NAD 1983 HARN ju 0 Parcel Boundary 140 150 STATEPLANE WASHINGTON m |0 0 NORTH FIPS 4601 FEET 2 0 4 0 4 1 14 1 REVISION: /29 Watercourse q 1 0 4 JOB NUMBER: C19-169 /15 0 : DRAWING NAME: C19-169- DO Contours (LiDAR) DESIGNER: MJUREWICZ M| !( DRAWING BY: MJUREWICZ d 10 Foot Contour !( DATE: 5/19/2020 x .m !( SCALE: AS SHOWN p a 2 Foot Contour JURISDICTION: ARLINGTON Ms n ioit !( FIGURE: d n oC 1 inch = 100 feet !( gn 130 ti isx E 1 8 180 . 0 TO 2 ). L OF 10 YT A 1 Y N ICT Y G M U R LE N OL OR OC EV T 180 IOT O F G D A N IP RD D IN E IMX R Y E T O 1 IO C TA (K AT R 9 T S ,HY R R S P 0 A ED RA EN AiD A PA M D E L S F R NU G H AH O OF OB SR TR A YC IN L U AE TA A E OT E D RU E CR N R IS C C AP OISC AB HT CA 0 RU G 8 Y 1 O TN 0 S Y U 8 80 C O 1 1 2 NE IS C 0 0 G G 8 0 A N H 1 180 E OT ISM 0 C G O VICINITY MAP 18 180 R H U INL O 0 1 O R N !( !( 8 180 8 0 S A S 1 0 18 !( 180 180 !( !( !( !( !( !( 180 !( !( 180 !( 0 8 LOT 2 1 1 8 0 1 0 8 7 0 0 1 1 19 8 0 180 18 0 LOT 3 0 8 1 1 8 0 LOT 1 T A L S P P N U T IO OR R IT D G O NO 0 7 O H 1 R S CD 170 P T EP 0 D 7 O 1 N R L A A E L V WE D 140 E T S 160 LEGEND z Subject Property 170 ic 1 wre 3 NAD 1983 HARN ju 0 Parcel Boundary 140 150 STATEPLANE WASHINGTON m |0 0 NORTH FIPS 4601 FEET 2 0 4 0 4 1 14 1 REVISION: /24 Watercourse q 1 0 4 JOB NUMBER: C19-169 /15 0 : DRAWING NAME: C19-169- DO Contours (LiDAR) DESIGNER: MJUREWICZ M| !( DRAWING BY: MJUREWICZ d 10 Foot Contour !( DATE: 5/14/2020 x .m !( SCALE: AS SHOWN p a 2 Foot Contour JURISDICTION: ARLINGTON Ms n 0 30 60 ioit !( FIGURE: d n oC 1 inch = 100 feet !( gn 130 SCALE IN FEET ti isx 3.0 E SECTION 2: RISK ASSESSMENT ANALYSIS AND TEMPORARY EROSION AND SEDIMENT CONTROL DESIGN 2.1 TEMPORARY EROSION AND SEDIMENT CONTROL A Stormwater Pollution Prevention Plan (SWPPP) has been provided as a separate document. The SWPPP report is modeled under the guidelines of Volume II, Section 3 of the 2014 Stormwater Management Manual for Western Washington. Construction SWPPP Elements #1 through #13 are addressed below. Element #1 â€“ Mark Clearing Limits: All clearing limits will be delineated with high visibility plastic fence or silt fence. See sheets ER-01 of the construction plans for locations and details. Element #2 â€“ Establish Construction Access: Stabilized construction accesses will be installed as shown on the construction plans. See sheets ER-01 and ER-02 of the construction plans for locations and details. Element #3 â€“ Control Flow Rates: Flow control is not required for the site. Any runoff produced during construction will disperse across native vegetation. Element #4 â€“ Install Sediment Controls: Silt fence and catch basin protection will be utilized to contain sediments within the projectâ€™s clearing limits. See sheets ER-01 and ER-02 of the plans for locations and details. Element #5 â€“ Stabilize Soils: Exposed soils will be stabilized as specified in the Grading and Erosion Control Notes. See sheet ER-02 of the construction plans for notes. Element #6 â€“ Protect Slopes: Slopes are flat to mild on the subject site. Slopes shall be protected as specified under Element #5. Element #7 â€“ Protect Drain Inlets: Storm drain inlet protection will be utilized to contain sediments within the projectâ€™s impact limits. See sheets ER-01 and ER-02 of the construction plans for locations and details. Drainage Report 2-1 Job No.: 19-169 Element #8 â€“ Stabilize Channels and Outlets: Channel stabilization will not be required as no swales are proposed. Element #9 â€“ Control Pollutants: Pollutants shall be controlled as specified in the Pollutant Control Notes. See sheet ER-02 of the construction plans for notes. Element #10 â€“ Control De-Watering: Disposal options for de-watering water are as specified in the De-Watering Control Notes. See sheet ER-02 of the construction plans for notes. Element #11 â€“ Maintain BMPs: Maintenance of the BMPs is specified within the Construction Sequence and Grading and Erosion Control Notes. See sheets ER-01 and ER-02 of the construction plans for the Construction Sequence and notes. Element #12: Manage the Project: The Grading and Erosion Control Notes specify seasonal work limitations. Maintenance of the BMPs is specified within the Construction Sequence and Grading and Erosion Control Notes. See sheets ER-01 and ER-02 of the construction plans for the Construction Sequence and notes. Element #13: Protect LID BMPs: The proposed infiltration areas shall be protected from over compaction throughout construction. Plastic covering shall be used as necessary to protect the infiltration areas from sedimentation. Drainage Report 2-2 Job No.: 19-169 SECTION 3: DOWNSTREAM ANALYSIS REPORT 3.1 TASK 1: STUDY AREA DEFINITION AND MAPS Snohomish County Bare Earth LiDAR, survey, and 2012 aerial photography were the best topographical references available for the area containing the site. The limits of the downstream analysis extend roughly 0.25 miles beyond the subject propertyâ€™s natural discharge location (See Figure 4.0, Downstream Analysis Map). 3.2 TASK 2: RESOURCE REVIEW All of the resources below have been reviewed for existing and potential issues near the project site: â–ª Adopted Basin Plans No Adopted Basin Plans were located that include the project site. â–ª Drainage Basin This site is located within the Stillaguamish drainage basin and Kruger and Butler sub-basins. â–ª Floodplain / Floodway (FEMA) maps According to FEMA floodplain mapping, the subject property is not within a floodplain. Reference the FEMA FIS study map 53061C0405E and 53061C0415E. â–ª Critical Areas Map No wetlands or critical areas were found onsite. â–ª Drainage Complaints No drainage complaints have been reported for the site. â–ª Road Drainage Problems No drainage problems were recorded. â–ª Soil Survey According to the NRCS Soil survey, the site is Ragnar with 0 to 8 percent slopes and is considered Hydrologic Group A soils. A design infiltration rate of 9 in/hr has been applied to Drainage Report 3-1 Job No.: 19-169 site design per GTG Geotech. See Appendix 3-C for USDA Soil Map and the soil classification description. â–ª Wetland Inventory Maps There are no wetlands located onsite. â–ª Migrating River Studies Migrating River Studies are not applicable to the proposed site development. â–ª Section 303d List of Polluted Waters Washington State Department of Ecologyâ€™s Water Quality Assessment for Washington shows no impacted or polluted waters within 0.25 miles of the site. â–ª Water Quality Problems No known water quality problems are present within the site or anywhere within the 0.25- mile downstream flow path. â–ª Stormwater Compliance Plans Not applicable to the proposed project. 3.3 TASK 3: FIELD INSPECTION/DOWNSTREAM ANALYSIS On May 8, 2020, a Downstream Analysis was performed at the site. The weather consisted of 67ÂºF and clear skies. The following observations were verified during the visit. The subject property is currently developed with a paved access from E Highland Dr within the right of way. The site contains an existing single-family home with a detached garage, shed, and shop. The natural discharge locations exist on-site and currently leave the site in one flowpath. Flows generally discharge overland southwestward and south across property lines and continue southward Drainage Report 3-2 Job No.: 19-169 until entering an unnamed stream. See Figure 4.0, â€œDownstream Analysis Mapâ€ for map exhibits of the discharge locations. The onsite flow path will convey all developed flows as described below. Developed Flow Path Runoff leaves the site southward via overland for 430 LFï‚‚. Flows travel through steep slopes and heavy shrubbery before entering an unnamed streamï‚ƒï‚„ï‚…. Flows continues southwestward for another 1,050 LF before leaving the quarter mile boundary of analysisï‚†. 3.4 TASK 4: DRAINAGE SYSTEM DESCRIPTION AND PROBLEM DESCRIPTIONS Based on the resources available and the anticipated downstream flow paths, there is no evidence of existing downstream drainage problems. All downstream appurtenances and open channels are adequately sized to sufficiently convey flows resulting from large storm events. 3.5 TASK 5: MITIGATION OF EXISTING OR POTENTIAL DRAINAGE PROBLEMS No existing drainage issues occur onsite or downstream of the site. Drainage Report 3-3 Job No.: 19-169 Appendix 3: Resource Review 1. Figure 4.0 - Downstream Analysis Map 2. Downstream Analysis Photos 3. FEMA Floodplain Maps 4. USGS Soils Map 5. USGS Soils Description Drainage Report 3-4 Job No.: 19-169 !( !( !(!( !( !( !( !( !( !( !( !( 2 E !( !(!( !( 180 10 !( !( .T V VE E !( !( !(!( !( E 2 O V E E 0 V 1 ). L OF A A A V V 7 E E 18 A 0 YT AIC 1 N IC CH E MAPLE ST A 1 V V 0 213TH PL NE M NU TR YL O MP N A A A 18 0 H N O OC EV ET T Y E IC D H 0 18 IS IOT RF A G L R O M N IP D GIN DE IMX R O F P212TH ST NE E A C 180 M IO RC ET (K TAT OR IN D S S M L H N 1 A T SE Y AR R S P HA Y C N E 9 U A D RA EN AiD A PA SN L U R 0 MR D E L SA F A G N G O O E PORTAGE ST O U S HT H KA O 1 D F A F OB R R A YC N S 7 M S L U A TA A W 9 0 S S IN LE OT EE D RU S R B 180 180 IL E CR NO R IS C S U T C AP C AB HT CA R 200 R N S U !( !( 204TH ST NE !( R E HIGHLAND DR !( !( 212TH ST NE S OS Y IS IS !( O !( 180 180 C G G !(!(!( !( !( !( !( A !( !( !( !( !( !( N Y Y !( !( !( E !( D !(!( !( 180 !( EG TN TN !( 0 !( !( !( A U U N 8 E O O !(VICINITE Y MAP 1 1 CR C C V 1 U G G E 9 OS INK INK 0 0 A V !(!( 8 1 A 0 H 08 18 6T 2 Y 1 !( !( 7 E L 3 S !( E !( W !( !( !( !( !( 0 1 7 7 1 QUARTER MILE 0 BUFFER0 0 !( 15 7 1 !( 1 160 3 0 1 4 0 0 4 !( !( 1 !( 4 !( !( 6 !( E !( TS N 5 !( !( 130 140 AT L 14 0 140 E LN P P N A 130 !( 140 E S !( !( H 130 E P P NM T !( V U MIOIS 0 !( !( T A S 1 1 !( O RT ITY 3 2 D R DL 0 0 R 13 !( !( 1 R G O NA 0 40 3 AON 30 !( 4 8 O H 1 130 !( P!(!(ORTAG!(E ST 1 !( R P CDAM !( 130 130 DOWNSTREA!( !( !(!( !( !( !( S EA !( 30 !( !( !( !( P AP !( 1 !( !( D TT E !(M FLOWPATH!( !( !( !(!( !( !( !(!( !( !( N R OLR !( A RETS !( 79TH DR!( L AAVN !( 0 NE WEW 3 30 130 !( WDO !( 1 1 !( 0 EE D LEGEND !( 51 TT !( !( Subject Property !( 130 SS !( !( !( Pa!(r!(cel Boundary !( !( q !( !( !( !( 170 30 Quarter Mile Boundary 0 !( !( !( !( z !( 1 4 !( NAD 1983 HARN icw Watercourse 1 !( !( !( !( !( STATEPLANE WASHINGTON re !( !( !( NORTH FIPS 4601 FEET ju # 0 m| Image # 19 REVISION: 02 1 JOB NUMBER: C19-169 0 3 !( /29 0 Image Direction DRAWING NAME: C19-169- /1 DESIGNER: CDANBY 5: 1 !( !( !( DRAWING BY: MJUREWICZ DO Contours (L30 iDAR) !( !( DATE: 5/19/2020 M| !( !( SCALE: AS SHOWN d 10 Foot Contour !( JURISDICTION: BOTHELL x 1 !( .m 0 3 p 6 a 0 0 !( M 2 Foot Contour 3 !( 1 0 FIGURE: 0 ma 1 !( !( 4 8 etr 1 inch = 200 feet !( 1 1 sn 0 0 w 0 1 oD !( !( 2 2 4.0 Image ï‚ E Highland Dr Frontage Catch Basin. Onsite flows flow away from frontage Image ï‚‚ Onsite looking east. Flows travel overland eastward. Image ï‚ƒ Towards the back of the property looking east at blackberry bush overgrowth there site slopes Image ï‚„ Photo on adjacent property looking west to property where heavy bushes and sloping is present Image ï‚… Flows continue overland west through heavy shrubbery (right to left) Image ï‚† Flows continue into an unnamed stream west Project Site Project Site Soil Mapâ€”Snohomish County Area, Washington 122Â° 7' 19'' W 122Â° 7' 12'' W 565260 565280 565300 565320 565340 565360 565380 48Â° 11' 16'' N 48Â° 11' 16'' N 5337550 5337550 5337530 5337530 5337510 5337510 5337490 5337490 5337470 5337470 5337450 5337450 5337430 5337430 5337410 5337410 5337390 5337390 Soil Map may not be valid at this scale. 48Â° 11' 10'' N 48Â° 11' 10'' N 565260 565280 565300 565320 565340 565360 565380 Map Scale: 1:872 if printed on A portrait (8.5" x 11") sheet. Meters 122Â° 7' 19'' WN 0 10 20 40 60 122Â° 7' 12'' W Feet 0 40 80 160 240 Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS84 Natural Resources Web Soil Survey 5/7/2020 Conservation Service National Cooperative Soil Survey Page 1 of 3 Soil Mapâ€”Snohomish County Area, Washington MAP LEGEND MAP INFORMATION Area of Interest (AOI) Spoil Area The soil surveys that comprise your AOI were mapped at Area of Interest (AOI) 1:24,000. Stony Spot Soils Warning: Soil Map may not be valid at this scale. Very Stony Spot Soil Map Unit Polygons Wet Spot Enlargement of maps beyond the scale of mapping can cause Soil Map Unit Lines misunderstanding of the detail of mapping and accuracy of soil Other line placement. The maps do not show the small areas of Soil Map Unit Points contrasting soils that could have been shown at a more detailed Special Line Features Special Point Features scale. Blowout Water Features Streams and Canals Please rely on the bar scale on each map sheet for map Borrow Pit measurements. Transportation Clay Spot Source of Map: Natural Resources Conservation Service Rails Web Soil Survey URL: Closed Depression Interstate Highways Coordinate System: Web Mercator (EPSG:3857) Gravel Pit US Routes Maps from the Web Soil Survey are based on the Web Mercator Gravelly Spot projection, which preserves direction and shape but distorts Major Roads distance and area. A projection that preserves area, such as the Landfill Albers equal-area conic projection, should be used if more Local Roads Lava Flow accurate calculations of distance or area are required. Background Marsh or swamp Aerial Photography This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Mine or Quarry Soil Survey Area: Snohomish County Area, Washington Miscellaneous Water Survey Area Data: Version 21, Sep 16, 2019 Perennial Water Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Rock Outcrop Date(s) aerial images were photographed: Sep 26, 2018â€”Oct Saline Spot 16, 2018 Sandy Spot The orthophoto or other base map on which the soil lines were Severely Eroded Spot compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor Sinkhole shifting of map unit boundaries may be evident. Slide or Slip Sodic Spot Natural Resources Web Soil Survey 5/7/2020 Conservation Service National Cooperative Soil Survey Page 2 of 3 Map Unit Description: Everett very gravelly sandy loam, 15 to 30 percent slopes---Snohomish County Area, Washington Snohomish County Area, Washington 19â€”Everett very gravelly sandy loam, 15 to 30 percent slopes Map Unit Setting National map unit symbol: 2t62c Elevation: 30 to 900 feet Mean annual precipitation: 35 to 91 inches Mean annual air temperature: 48 to 52 degrees F Frost-free period: 180 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Everett and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Everett Setting Landform: Kames, eskers, moraines Landform position (two-dimensional): Backslope Landform position (three-dimensional): Side slope Down-slope shape: Convex Across-slope shape: Convex Parent material: Sandy and gravelly glacial outwash Typical profile Oi - 0 to 1 inches: slightly decomposed plant material A - 1 to 3 inches: very gravelly sandy loam Bw - 3 to 24 inches: very gravelly sandy loam C1 - 24 to 35 inches: very gravelly loamy sand C2 - 35 to 60 inches: extremely cobbly coarse sand Properties and qualities Slope: 15 to 30 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Somewhat excessively drained Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low (about 3.2 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: A Natural Resources Web Soil Survey 5/7/2020 Conservation Service National Cooperative Soil Survey Page 1 of 2 Map Unit Description: Everett very gravelly sandy loam, 15 to 30 percent slopes---Snohomish County Area, Washington Forage suitability group: Droughty Soils (G002XN402WA), Droughty Soils (G002XS401WA) Hydric soil rating: No Minor Components Alderwood Percent of map unit: 10 percent Landform: Ridges, hills Landform position (two-dimensional): Backslope Landform position (three-dimensional): Side slope, nose slope, talf Down-slope shape: Linear, convex Across-slope shape: Convex Hydric soil rating: No Indianola Percent of map unit: 10 percent Landform: Eskers, kames, terraces Landform position (two-dimensional): Backslope Landform position (three-dimensional): Side slope Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No Data Source Information Soil Survey Area: Snohomish County Area, Washington Survey Area Data: Version 21, Sep 16, 2019 Natural Resources Web Soil Survey 5/7/2020 Conservation Service National Cooperative Soil Survey Page 2 of 2 Map Unit Description: Ragnar fine sandy loam, 0 to 8 percent slopes---Snohomish County Area, Washington Snohomish County Area, Washington 57â€”Ragnar fine sandy loam, 0 to 8 percent slopes Map Unit Setting National map unit symbol: 2hzk Elevation: 300 to 1,000 feet Mean annual precipitation: 35 to 65 inches Mean annual air temperature: 50 to 54 degrees F Frost-free period: 150 to 210 days Farmland classification: All areas are prime farmland Map Unit Composition Ragnar and similar soils: 100 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ragnar Setting Landform: Outwash plains Parent material: Glacial outwash Typical profile H1 - 0 to 2 inches: ashy fine sandy loam H2 - 2 to 24 inches: ashy sandy loam H3 - 24 to 60 inches: loamy sand Properties and qualities Slope: 0 to 8 percent Depth to restrictive feature: 20 to 40 inches to strongly contrasting textural stratification Natural drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low (about 3.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: A Forage suitability group: Droughty Soils (G002XN402WA) Hydric soil rating: No Data Source Information Soil Survey Area: Snohomish County Area, Washington Survey Area Data: Version 21, Sep 16, 2019 Natural Resources Web Soil Survey 5/7/2020 Conservation Service National Cooperative Soil Survey Page 1 of 1 Soil Mapâ€”Snohomish County Area, Washington Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 19 Everett very gravelly sandy 0.1 6.8% loam, 15 to 30 percent slopes 57 Ragnar fine sandy loam, 0 to 8 2.0 93.2% percent slopes Totals for Area of Interest 2.1 100.0% Natural Resources Web Soil Survey 5/7/2020 Conservation Service National Cooperative Soil Survey Page 3 of 3 SECTION 4: STORMWATER MANAGEMENT (MR # 5) 4.1 DEVELOPMENT AREAS The project will disturb 0.41 acres of the 1.86-acre site, along with 0.03 acres of ROW pavement for utility trenching. The remaining 1.45 acres will remain undisturbed throughout construction and therefore have not been considered in MR thresholds. Approximately 2,800 sf of new roof and 3,030 sf of new driveway are proposed onsite within Lots 1 and 2. Along the frontage, 1,210 sf of impervious area will be associated with the construction of sidewalk within the ROW. Listed in Tables 4.1.a and 4.1.b are the existing and developed site areas. Table 4.1.a â€“ Existing Conditions Areas Existing Land Cover Area Impervious 0.09 AC Pervious 0.35 AC Total 0.44 AC Table 4.1.b â€“Developed Conditions Areas Developed Land Cover Area Proposed Roof 0.07 AC Proposed Driveways 0.07 AC Proposed Sidewalk 0.03 AC ROW Utility Trenching 0.03 AC Pervious 0.24 AC Total 0.44 AC 4.2 HYDROLOGIC ANALYSIS Flow control is not required as the developed site TDA does not meet the threshold requirements of 10,000 sf effective impervious surfaces. The site proposes 7,040 sf of effective impervious area, 2,960 sf under the 10,000-sf threshold. New impervious surface runoff will be mitigated (not detained), to discourage erosive flows, through the use of BMP T5.10A Downspout Full Infiltration Systems, BMP T5.12 Sheet Flow Dispersion, and BMP T7.20 Infiltration Trenches. Their locations and their tributary area can be Drainage Report 4-1 Job No.: 19-169 found in Figure 6.0 located in Appendix 3. Flows associated with the development of the driveway associated with Lot 1 will sheet flow through a 2â€™ wide gravel transition zone and disperse through a 10â€™ dispersion flowpath. Flows associated with runoff from the frontage and Lot 2 development will fully infiltrate a via infiltration trenches. According to the Geotechnical Report evaluation of site infiltration potential, GRG lists a design infiltration rate of 9.0 in/hr. All infiltration facilities have been designed and modeled in WWHM2012 with a precipitation rate of 1.2 in/hr per the Everett Gauge. Five infiltration trenches will be located onsite and within the right of way that fully infiltrate developed stormwater runoff. WWHM output from the modeling of each trench can be found in Appendix 4. Infiltration Trench #1 1. 150 LF of infiltration trench will collect, and infiltrate frontage generated runoff associated with sidewalk, and planter surfaces within the E Highland Drive ROW. BMP T7.20 Infiltration Trenches will be utilized. The following parameters have been modeled in WWHM for trench design: Impervious Area: 0.03 AC Pervious Area: 0.02 AC Trench Length: 150 FEET Trench Width: 1 FOOT Effective Depth: 1.5 FEET Porosity: 0.40 Infiltration Rate: 9.0 IN/HR Percent Infiltrated: 100% Drainage Report 4-2 Job No.: 19-169 Infiltration Trench #2 2. A 28 ft by 5 ft infiltration trench has been proposed along the proposed duplex driveway and will receive and infiltrate Lot 2 driveway runoff along with a quarter of the proposed duplex roof runoff. BMP T7.20 Infiltration Trenches and BMP T5.10A Downspout Full Infiltration Systems will be utilized. The following parameters have been modeled in WWHM for trench design: Impervious Area: 0.018 AC Pervious Area: 0.04 AC Trench Length: 28 FEET Trench Width: 5 FEET Effective Depth: 3.6 FEET Depth of 1st Layer (below perf. pipe): 2.6 FEET Porosity: 0.40 Infiltration Rate: 9.0 IN/HR Percent Infiltrated: 100% Infiltration Trenches #3, #4, & #5 3. Three 15 ft by 2.5 ft infiltration trenches have been sized to each receive and infiltrate a quarter of the proposed duplex roof runoff. BMP T5.10A Downspout Full Infiltration Systems will be utilized. The following parameters have been modeled in WWHM for trench design: Impervious Area: 0.018 AC Trench Length: 15 FEET Trench Width: 2.5 FEET Effective Depth: 2.1 FEET Depth of 1st Layer (below perf. pipe): 1.6 FEET Porosity: 0.40 Drainage Report 4-3 Job No.: 19-169 Infiltration Rate: 9.0 IN/HR Percent Infiltrated: 100% 4.3 WATER QUALITY The site does not require runoff treatment as the amount of generated impervious area does not surpass the 5,000 sf of pollution-generating hard surfaces (PGHS) threshold as stated in the 2012 SWMMWW (amended 2014). Developed conditions include 3,030 sf of driveway area associated to Lots 1 and 2 that is considered PGHS which is 1,970 sf under the threshold. 4.4 LOW IMPACT DEVELOPMENT The low impact development (LID) standards for on-site stormwater management from Volume 1, section 2.5.5 in the SWMMWW, were considered for feasibility in the design of this project. The project is required to comply with Minimum Requirement #5 and will comply by applying achievable BMPs from List #2 as listed below: Lawn and Landscaped Areas: 1. BMP T5.13 Post-Construction Soil Quality and Depth: This BMP will be applied to disturbed pervious surfaces and in accordance with BMP requirements. Roofs: 1. BMP T5.30 Full Dispersion: Due to project constraints, full dispersion is not feasible for the project. BMP T5.10A Downspout Full Infiltration: BMP is feasible for the site and has been applied to all proposed roof surfaces. 2. BMP 7.30 Bioretention: Is not required for the site as flow control and water quality are not required. 3. BMP T5.10B Downspout Dispersion Systems: Downspout dispersion is feasible for the site, however, full infiltration of roof runoff per BMP T5.10A will be applied. 4. BMP T5.10C Perforated Stub-out Connections: N/A as BMP T 5.10A will be applied to roof runoff. Other Hard Surfaces: 1. BMP T5.30 Full Dispersion: Allowable flowpath lengths on each lot and within the ROW do not allow for full dispersion of driveway and sidewalk surfaces. Drainage Report 4-4 Job No.: 19-169 2. BMP T5.15 Permeable Pavement: Pavement flows will be fully infiltrated via an infiltration trench for Lot 2 driveway, meeting the intent of the LID function associated with permeable pavement surfaces. 3. BMP T5.12 Sheet Flow Dispersion: This BMP is feasible. Lot 1 proposed driveway will sheet flow runoff over a 10â€™ long flow path. Disturbed pervious surfaces will sheet flow to natural discharge paths. Drainage Report 4-5 Job No.: 19-169 Appendix 4: Stormwater Management 1. Figure 5.0: Predeveloped Hydrology Map 2. Figure 6.0: Developed Hydrology Map 3. WWHM Infiltration Trench #1 Output 4. WWHM Infiltration #2 Output 5. WWHM Infiltration Trench #3, #4, & #5 Output Drainage Report 4-6 Job No.: 19-169 1 8 180 . 0 TO 2 ). L OF 10 YT A 1 Y N ICT Y G M U R LE N OL OR OC EV T 180 IOT O F G D A N IP RD D IN E IMX R Y E T O 1 IO C TA (K AT R 9 T S ,HY R R S P 0 A ED RA EN AiD A PA M D E L S F R NU G H AH O OF OB SR TR A YC IN L U AE TA A E OT E D RU E CR N R IS C C AP OISC AB HT CA 0 RU G 8 Y 1 O TN 0 S Y U 8 80 C O 1 1 2 NE IS C 0 0 G G 8 0 A N H 1 180 E OT ISM 0 C G O VICINITY MAP 18 180 R H U INL O 0 1 O R N !( !( 8 180 8 0 S A S 1 0 18 !( 180 180 !( !( !( !( !( !( 180 !( !( 180 !( 0 8 1 1 8 0 1 0 8 7 0 0 1 1 19 8 0 180 18 0 0 8 1 1 8 0 T A L Y G P P OL U T O O R R R D G O Y 0 H 71 O H D R E P S P 0 170 T O 7 D L 1 N R E A V L A E D WE 140 Existing Land Cover Area E RP Impervious 0.06 AC T Pervious 0.39 AC S 160 LEGEND Total 0.45 AC z Subject Property 170 ic 1 wre 3 NAD 1983 HARN ju 0 Parcel Boundary 140 150 STATEPLANE WASHINGTON m |0 0 NORTH FIPS 4601 FEET 2 0 4 0 4 1 14 1 REVISION: /24 Watercourse q 1 0 4 JOB NUMBER: C19-169 /15 0 : DRAWING NAME: C19-169- DO Contours (LiDAR) DESIGNER: MJUREWICZ M| !( DRAWING BY: MJUREWICZ d 10 Foot Contour !( DATE: 5/14/2020 x .m !( SCALE: AS SHOWN p a 2 Foot Contour JURISDICTION: ARLINGTON Ms n ioit !( FIGURE: dn 0 30 60 oC 1 inch = 100 feet !( gn 130 ti isx SCALE IN FEET 5.0 E 1 8 180 . 0 TO 2 ). L OF 10 YT A 1 Y N ICT Y G M U R LE N OL OR OC EV T 180 IOT O F G D A N IP RD D IN E IMX R Y E T O 1 IO C TA (K AT R 9 T S ,HY R R S P 0 A ED RA EN AiD A PA M D E L S F R NU G H AH O OF OB SR TR A YC IN L U AE TA A E OT E D RU E CR N R IS C C AP OISC AB HT CA 0 RU G 8 Y 1 O TN 0 S Y U 8 80 C O 1 1 2 NE IS C 0 0 G G 8 0 A N H 1 180 E OT ISM 0 C G O VICINITY MAP 18 180 R H U INL O 0 1 O R N !( !( 8 180 8 0 S A S 1 0 18 !( 180 180 !( !( !( !( !( !( 180 !( !( 180 LOT 2 !( 0 8 1 1 8 0 1 0 8 7 0 0 1 1 19 8 0 180 18 LOT 3 0 0 8 1 1 8 0 LOT 1 T A L Y P P G U T OL OR R O R G OD 0 Y 7 O H 1 R H P S DE 0 170 D T P 7 O 1 N R L A A E L V WE D 140 Developed Land Cover Area E Proposed Roof 0.07 AC T S 160 Proposed Driveways 0.07 AC LEGEND Proposed Sidewalk 0.03 AC z Subject Property Pervious 0.28 AC170 ic 1 wre 3 NAD 1983 HARN ju 0 Parcel Boundary 140 Total 0.45 AC 150 STATEPLANE WASHINGTON m |0 0 NORTH FIPS 4601 FEET 2 0 4 0 4 1 14 1 REVISION: /24 Watercourse q 1 0 4 JOB NUMBER: C19-169 /15 0 : DRAWING NAME: C19-169- DO Contours (LiDAR) DESIGNER: MJUREWICZ M| !( DRAWING BY: MJUREWICZ d 10 Foot Contour !( DATE: 5/14/2020 x .m !( SCALE: AS SHOWN p a 2 Foot Contour JURISDICTION: ARLINGTON Ms n 0 30 60 ioit !( FIGURE: d n oC 1 inch = 100 feet !( SCALE IN FEET gn 130 ti isx 6.0 E TRENCH #1 WWHM OUTPUT WWHM2012 PROJECT REPORT ___________________________________________________________________ Project Name: Frontage Trench_20200825 Site Name: Site Address: City : Report Date: 8/25/2020 Gage : Everett Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.20 Version Date: 2018/10/10 Version : 4.2.16 ___________________________________________________________________ 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 C, Forest, Flat .05 Pervious Total 0.05 Impervious Land Use acre Impervious Total 0 Basin Total 0.05 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ MITIGATED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use acre C, Pasture, Flat .02 Pervious Total 0.02 Impervious Land Use acre SIDEWALKS FLAT 0.03 Impervious Total 0.03 Basin Total 0.05 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater Frontage Trench Frontage Trench ___________________________________________________________________ Name : Frontage Trench Bottom Length: 150.00 ft. Bottom Width: 1.00 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: 2.5 Pour Space of material for first layer: 0.4 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.): 6.544 Total Volume Through Riser (ac-ft.): 0 Total Volume Through Facility (ac-ft.): 6.544 Percent Infiltrated: 100 Total Precip Applied to Facility: 0 Total Evap From Facility: 0 Discharge Structure Riser Height: 1.5 ft. Riser Diameter: 12 in. Element Flows To: Outlet 1 Outlet 2 ___________________________________________________________________ Gravel Trench Bed Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.003 0.000 0.000 0.000 0.0289 0.003 0.000 0.000 0.031 0.0578 0.003 0.000 0.000 0.031 0.0867 0.003 0.000 0.000 0.031 0.1156 0.003 0.000 0.000 0.031 0.1444 0.003 0.000 0.000 0.031 0.1733 0.003 0.000 0.000 0.031 0.2022 0.003 0.000 0.000 0.031 0.2311 0.003 0.000 0.000 0.031 0.2600 0.003 0.000 0.000 0.031 0.2889 0.003 0.000 0.000 0.031 0.3178 0.003 0.000 0.000 0.031 0.3467 0.003 0.000 0.000 0.031 0.3756 0.003 0.000 0.000 0.031 0.4044 0.003 0.000 0.000 0.031 0.4333 0.003 0.000 0.000 0.031 0.4622 0.003 0.000 0.000 0.031 0.4911 0.003 0.000 0.000 0.031 0.5200 0.003 0.000 0.000 0.031 0.5489 0.003 0.000 0.000 0.031 0.5778 0.003 0.000 0.000 0.031 0.6067 0.003 0.000 0.000 0.031 0.6356 0.003 0.000 0.000 0.031 0.6644 0.003 0.000 0.000 0.031 0.6933 0.003 0.001 0.000 0.031 0.7222 0.003 0.001 0.000 0.031 0.7511 0.003 0.001 0.000 0.031 0.7800 0.003 0.001 0.000 0.031 0.8089 0.003 0.001 0.000 0.031 0.8378 0.003 0.001 0.000 0.031 0.8667 0.003 0.001 0.000 0.031 0.8956 0.003 0.001 0.000 0.031 0.9244 0.003 0.001 0.000 0.031 0.9533 0.003 0.001 0.000 0.031 0.9822 0.003 0.001 0.000 0.031 1.0111 0.003 0.001 0.000 0.031 1.0400 0.003 0.001 0.000 0.031 1.0689 0.003 0.001 0.000 0.031 1.0978 0.003 0.001 0.000 0.031 1.1267 0.003 0.001 0.000 0.031 1.1556 0.003 0.001 0.000 0.031 1.1844 0.003 0.001 0.000 0.031 1.2133 0.003 0.001 0.000 0.031 1.2422 0.003 0.001 0.000 0.031 1.2711 0.003 0.001 0.000 0.031 1.3000 0.003 0.001 0.000 0.031 1.3289 0.003 0.001 0.000 0.031 1.3578 0.003 0.001 0.000 0.031 1.3867 0.003 0.001 0.000 0.031 1.4156 0.003 0.001 0.000 0.031 1.4444 0.003 0.002 0.000 0.031 1.4733 0.003 0.002 0.000 0.031 1.5022 0.003 0.002 0.001 0.031 1.5311 0.003 0.002 0.058 0.031 1.5600 0.003 0.002 0.155 0.031 1.5889 0.003 0.002 0.280 0.031 1.6178 0.003 0.002 0.424 0.031 1.6467 0.003 0.002 0.585 0.031 1.6756 0.003 0.002 0.757 0.031 1.7044 0.003 0.002 0.935 0.031 1.7333 0.003 0.002 1.115 0.031 1.7622 0.003 0.002 1.291 0.031 1.7911 0.003 0.002 1.460 0.031 1.8200 0.003 0.002 1.616 0.031 1.8489 0.003 0.002 1.757 0.031 1.8778 0.003 0.002 1.879 0.031 1.9067 0.003 0.002 1.982 0.031 1.9356 0.003 0.002 2.065 0.031 1.9644 0.003 0.002 2.133 0.031 1.9933 0.003 0.002 2.190 0.031 2.0222 0.003 0.002 2.276 0.031 2.0511 0.003 0.002 2.338 0.031 2.0800 0.003 0.002 2.398 0.031 2.1089 0.003 0.002 2.457 0.031 2.1378 0.003 0.002 2.515 0.031 2.1667 0.003 0.003 2.571 0.031 2.1956 0.003 0.003 2.626 0.031 2.2244 0.003 0.003 2.680 0.031 2.2533 0.003 0.003 2.733 0.031 2.2822 0.003 0.003 2.785 0.031 2.3111 0.003 0.003 2.836 0.031 2.3400 0.003 0.003 2.886 0.031 2.3689 0.003 0.003 2.935 0.031 2.3978 0.003 0.003 2.984 0.031 2.4267 0.003 0.003 3.031 0.031 2.4556 0.003 0.003 3.078 0.031 2.4844 0.003 0.003 3.125 0.031 2.5133 0.003 0.003 3.170 0.031 2.5422 0.003 0.003 3.215 0.031 2.5711 0.003 0.003 3.259 0.031 ___________________________________________________________________ ___________________________________________________________________ ANALYSIS RESULTS Stream Protection Duration ___________________________________________________________________ Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.05 Total Impervious Area:0 ___________________________________________________________________ Mitigated Landuse Totals for POC #1 Total Pervious Area:0.02 Total Impervious Area:0.03 ___________________________________________________________________ Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.00168 5 year 0.002577 10 year 0.003269 25 year 0.004259 50 year 0.005084 100 year 0.005985 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 0.002 0.000 1950 0.002 0.000 1951 0.002 0.000 1952 0.001 0.000 1953 0.001 0.000 1954 0.005 0.000 1955 0.002 0.000 1956 0.002 0.000 1957 0.002 0.000 1958 0.002 0.000 1959 0.002 0.000 1960 0.002 0.000 1961 0.003 0.000 1962 0.001 0.000 1963 0.002 0.000 1964 0.002 0.000 1965 0.001 0.000 1966 0.001 0.000 1967 0.002 0.000 1968 0.002 0.000 1969 0.005 0.000 1970 0.001 0.000 1971 0.002 0.000 1972 0.001 0.000 1973 0.001 0.000 1974 0.003 0.000 1975 0.001 0.000 1976 0.001 0.000 1977 0.001 0.000 1978 0.001 0.000 1979 0.003 0.000 1980 0.002 0.000 1981 0.001 0.000 1982 0.002 0.000 1983 0.003 0.000 1984 0.002 0.000 1985 0.002 0.000 1986 0.005 0.000 1987 0.002 0.000 1988 0.001 0.000 1989 0.001 0.000 1990 0.002 0.000 1991 0.002 0.000 1992 0.001 0.000 1993 0.001 0.000 1994 0.001 0.000 1995 0.002 0.000 1996 0.003 0.000 1997 0.006 0.000 1998 0.001 0.000 1999 0.001 0.000 2000 0.001 0.000 2001 0.000 0.000 2002 0.002 0.000 2003 0.001 0.000 2004 0.002 0.000 2005 0.001 0.000 2006 0.004 0.000 2007 0.003 0.000 2008 0.004 0.000 2009 0.001 0.000 ___________________________________________________________________ Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0056 0.0000 2 0.0055 0.0000 3 0.0051 0.0000 4 0.0047 0.0000 5 0.0041 0.0000 6 0.0037 0.0000 7 0.0034 0.0000 8 0.0030 0.0000 9 0.0029 0.0000 10 0.0029 0.0000 11 0.0028 0.0000 12 0.0027 0.0000 13 0.0024 0.0000 14 0.0024 0.0000 15 0.0022 0.0000 16 0.0022 0.0000 17 0.0021 0.0000 18 0.0020 0.0000 19 0.0020 0.0000 20 0.0019 0.0000 21 0.0019 0.0000 22 0.0017 0.0000 23 0.0017 0.0000 24 0.0017 0.0000 25 0.0017 0.0000 26 0.0017 0.0000 27 0.0017 0.0000 28 0.0016 0.0000 29 0.0016 0.0000 30 0.0016 0.0000 31 0.0016 0.0000 32 0.0016 0.0000 33 0.0016 0.0000 34 0.0016 0.0000 35 0.0015 0.0000 36 0.0015 0.0000 37 0.0015 0.0000 38 0.0015 0.0000 39 0.0014 0.0000 40 0.0014 0.0000 41 0.0013 0.0000 42 0.0013 0.0000 43 0.0013 0.0000 44 0.0012 0.0000 45 0.0012 0.0000 46 0.0012 0.0000 47 0.0012 0.0000 48 0.0012 0.0000 49 0.0012 0.0000 50 0.0012 0.0000 51 0.0012 0.0000 52 0.0012 0.0000 53 0.0012 0.0000 54 0.0011 0.0000 55 0.0010 0.0000 56 0.0010 0.0000 57 0.0010 0.0000 58 0.0010 0.0000 59 0.0010 0.0000 60 0.0009 0.0000 61 0.0004 0.0000 ___________________________________________________________________ Stream Protection Duration POC #1 The Facility PASSED The Facility PASSED. Flow(cfs) Predev Mit Percentage Pass/Fail 0.0008 19590 0 0 Pass 0.0009 17036 0 0 Pass 0.0009 14692 0 0 Pass 0.0010 12746 0 0 Pass 0.0010 10934 0 0 Pass 0.0011 9443 0 0 Pass 0.0011 8168 0 0 Pass 0.0011 7075 0 0 Pass 0.0012 6145 0 0 Pass 0.0012 5319 0 0 Pass 0.0013 4661 0 0 Pass 0.0013 4070 0 0 Pass 0.0014 3553 0 0 Pass 0.0014 3136 0 0 Pass 0.0014 2759 0 0 Pass 0.0015 2445 0 0 Pass 0.0015 2154 0 0 Pass 0.0016 1895 0 0 Pass 0.0016 1657 0 0 Pass 0.0017 1508 0 0 Pass 0.0017 1370 0 0 Pass 0.0017 1250 0 0 Pass 0.0018 1154 0 0 Pass 0.0018 1071 0 0 Pass 0.0019 1009 0 0 Pass 0.0019 950 0 0 Pass 0.0020 888 0 0 Pass 0.0020 825 0 0 Pass 0.0020 777 0 0 Pass 0.0021 733 0 0 Pass 0.0021 686 0 0 Pass 0.0022 649 0 0 Pass 0.0022 622 0 0 Pass 0.0023 602 0 0 Pass 0.0023 583 0 0 Pass 0.0023 561 0 0 Pass 0.0024 538 0 0 Pass 0.0024 506 0 0 Pass 0.0025 487 0 0 Pass 0.0025 473 0 0 Pass 0.0026 457 0 0 Pass 0.0026 440 0 0 Pass 0.0026 424 0 0 Pass 0.0027 409 0 0 Pass 0.0027 394 0 0 Pass 0.0028 380 0 0 Pass 0.0028 368 0 0 Pass 0.0029 353 0 0 Pass 0.0029 341 0 0 Pass 0.0029 333 0 0 Pass 0.0030 322 0 0 Pass 0.0030 313 0 0 Pass 0.0031 302 0 0 Pass 0.0031 293 0 0 Pass 0.0032 284 0 0 Pass 0.0032 276 0 0 Pass 0.0032 265 0 0 Pass 0.0033 257 0 0 Pass 0.0033 241 0 0 Pass 0.0034 234 0 0 Pass 0.0034 224 0 0 Pass 0.0035 212 0 0 Pass 0.0035 205 0 0 Pass 0.0035 195 0 0 Pass 0.0036 187 0 0 Pass 0.0036 177 0 0 Pass 0.0037 166 0 0 Pass 0.0037 160 0 0 Pass 0.0038 150 0 0 Pass 0.0038 146 0 0 Pass 0.0038 135 0 0 Pass 0.0039 128 0 0 Pass 0.0039 120 0 0 Pass 0.0040 111 0 0 Pass 0.0040 99 0 0 Pass 0.0041 85 0 0 Pass 0.0041 75 0 0 Pass 0.0041 63 0 0 Pass 0.0042 59 0 0 Pass 0.0042 56 0 0 Pass 0.0043 49 0 0 Pass 0.0043 42 0 0 Pass 0.0044 39 0 0 Pass 0.0044 37 0 0 Pass 0.0044 36 0 0 Pass 0.0045 30 0 0 Pass 0.0045 28 0 0 Pass 0.0046 26 0 0 Pass 0.0046 19 0 0 Pass 0.0047 16 0 0 Pass 0.0047 13 0 0 Pass 0.0047 8 0 0 Pass 0.0048 6 0 0 Pass 0.0048 5 0 0 Pass 0.0049 4 0 0 Pass 0.0049 4 0 0 Pass 0.0050 3 0 0 Pass 0.0050 3 0 0 Pass 0.0050 3 0 0 Pass 0.0051 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 Volume Volume Infiltration Cumulative Percent Water Quality Percent Comment Treatment? Needs Through Volume Volume Volume Water Quality Treatment Facility (ac-ft.) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Frontage Trench POC N 5.96 N 100.00 Total Volume Infiltrated 5.96 0.00 0.00 100.00 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. 2005-2020; All Rights Reserved. TRENCH #2 WWHM OUTPUT WWHM2012 PROJECT REPORT ___________________________________________________________________ Project Name: Lot 2 Driveway and Roof Trench Site Name: Site Address: City : Report Date: 5/14/2020 Gage : Everett Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.20 Version Date: 2019/09/13 Version : 4.2.17 ___________________________________________________________________ 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 .0577 Pervious Total 0.0577 Impervious Land Use acre Impervious Total 0 Basin Total 0.0577 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ MITIGATED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROOF TOPS FLAT 0.0177 DRIVEWAYS FLAT 0.04 Impervious Total 0.0577 Basin Total 0.0577 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater Lot 2 DW/Roof Trench Lot 2 DW/Roof Trench ___________________________________________________________________ Name : Lot 2 DW/Roof Trench Bottom Length: 28.00 ft. Bottom Width: 3.80 ft. Trench bottom slope 1: 0.01 To 1 Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Material thickness of first layer: 2.6 Pour Space of material for first layer: 0.4 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 Total Volume Infiltrated (ac-ft.): 10.831 Total Volume Through Riser (ac-ft.): 0.001 Total Volume Through Facility (ac-ft.): 10.831 Percent Infiltrated: 100 Total Precip Applied to Facility: 0 Total Evap From Facility: 0 Discharge Structure Riser Height: 2.6 ft. Riser Diameter: 6 in. Element Flows To: Outlet 1 Outlet 2 ___________________________________________________________________ Gravel Trench Bed Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.002 0.000 0.000 0.000 0.0311 0.002 0.000 0.000 0.022 0.0622 0.002 0.000 0.000 0.022 0.0933 0.002 0.000 0.000 0.022 0.1244 0.002 0.000 0.000 0.022 0.1556 0.002 0.000 0.000 0.022 0.1867 0.002 0.000 0.000 0.022 0.2178 0.002 0.000 0.000 0.022 0.2489 0.002 0.000 0.000 0.022 0.2800 0.002 0.000 0.000 0.022 0.3111 0.002 0.000 0.000 0.022 0.3422 0.002 0.000 0.000 0.022 0.3733 0.002 0.000 0.000 0.022 0.4044 0.002 0.000 0.000 0.022 0.4356 0.002 0.000 0.000 0.022 0.4667 0.002 0.000 0.000 0.022 0.4978 0.002 0.000 0.000 0.022 0.5289 0.002 0.000 0.000 0.022 0.5600 0.002 0.000 0.000 0.022 0.5911 0.002 0.000 0.000 0.022 0.6222 0.002 0.000 0.000 0.022 0.6533 0.002 0.000 0.000 0.022 0.6844 0.002 0.000 0.000 0.022 0.7156 0.002 0.000 0.000 0.022 0.7467 0.002 0.000 0.000 0.022 0.7778 0.002 0.000 0.000 0.022 0.8089 0.002 0.000 0.000 0.022 0.8400 0.002 0.000 0.000 0.022 0.8711 0.002 0.000 0.000 0.022 0.9022 0.002 0.000 0.000 0.022 0.9333 0.002 0.000 0.000 0.022 0.9644 0.002 0.000 0.000 0.022 0.9956 0.002 0.001 0.000 0.022 1.0267 0.002 0.001 0.000 0.022 1.0578 0.002 0.001 0.000 0.022 1.0889 0.002 0.001 0.000 0.022 1.1200 0.002 0.001 0.000 0.022 1.1511 0.002 0.001 0.000 0.022 1.1822 0.002 0.001 0.000 0.022 1.2133 0.002 0.001 0.000 0.022 1.2444 0.002 0.001 0.000 0.022 1.2756 0.002 0.001 0.000 0.022 1.3067 0.002 0.001 0.000 0.022 1.3378 0.002 0.001 0.000 0.022 1.3689 0.002 0.001 0.000 0.022 1.4000 0.002 0.001 0.000 0.022 1.4311 0.002 0.001 0.000 0.022 1.4622 0.002 0.001 0.000 0.022 1.4933 0.002 0.001 0.000 0.022 1.5244 0.002 0.001 0.000 0.022 1.5556 0.002 0.001 0.000 0.022 1.5867 0.002 0.001 0.000 0.022 1.6178 0.002 0.001 0.000 0.022 1.6489 0.002 0.001 0.000 0.022 1.6800 0.002 0.001 0.000 0.022 1.7111 0.002 0.001 0.000 0.022 1.7422 0.002 0.001 0.000 0.022 1.7733 0.002 0.001 0.000 0.022 1.8044 0.002 0.001 0.000 0.022 1.8356 0.002 0.001 0.000 0.022 1.8667 0.002 0.001 0.000 0.022 1.8978 0.002 0.001 0.000 0.022 1.9289 0.002 0.001 0.000 0.022 1.9600 0.002 0.001 0.000 0.022 1.9911 0.002 0.001 0.000 0.022 2.0222 0.002 0.002 0.000 0.022 2.0533 0.002 0.002 0.000 0.022 2.0844 0.002 0.002 0.000 0.022 2.1156 0.002 0.002 0.000 0.022 2.1467 0.002 0.002 0.000 0.022 2.1778 0.002 0.002 0.000 0.022 2.2089 0.002 0.002 0.000 0.022 2.2400 0.002 0.002 0.000 0.022 2.2711 0.002 0.002 0.000 0.022 2.3022 0.002 0.002 0.000 0.022 2.3333 0.002 0.002 0.000 0.022 2.3644 0.002 0.002 0.000 0.022 2.3956 0.002 0.002 0.000 0.022 2.4267 0.002 0.002 0.000 0.022 2.4578 0.002 0.002 0.000 0.022 2.4889 0.002 0.002 0.000 0.022 2.5200 0.002 0.002 0.000 0.022 2.5511 0.002 0.002 0.000 0.022 2.5822 0.002 0.002 0.000 0.022 2.6133 0.002 0.002 0.008 0.022 2.6444 0.002 0.002 0.049 0.022 2.6756 0.002 0.002 0.108 0.022 2.7067 0.002 0.002 0.175 0.022 2.7378 0.002 0.002 0.242 0.022 2.7689 0.002 0.003 0.301 0.022 2.8000 0.002 0.003 0.346 0.022 ___________________________________________________________________ ___________________________________________________________________ ANALYSIS RESULTS Stream Protection Duration ___________________________________________________________________ Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.0577 Total Impervious Area:0 ___________________________________________________________________ Mitigated Landuse Totals for POC #1 Total Pervious Area:0 Total Impervious Area:0.0577 ___________________________________________________________________ Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.000074 5 year 0.000181 10 year 0.000311 25 year 0.000589 50 year 0.000922 100 year 0.001413 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 0.000 0.000 1950 0.000 0.000 1951 0.000 0.000 1952 0.000 0.000 1953 0.000 0.000 1954 0.000 0.000 1955 0.000 0.000 1956 0.000 0.000 1957 0.000 0.000 1958 0.000 0.001 1959 0.000 0.000 1960 0.000 0.000 1961 0.000 0.017 1962 0.000 0.000 1963 0.000 0.000 1964 0.000 0.000 1965 0.000 0.000 1966 0.000 0.000 1967 0.000 0.001 1968 0.000 0.000 1969 0.000 0.000 1970 0.000 0.000 1971 0.000 0.000 1972 0.000 0.000 1973 0.000 0.000 1974 0.000 0.000 1975 0.000 0.000 1976 0.000 0.000 1977 0.000 0.000 1978 0.000 0.000 1979 0.000 0.000 1980 0.000 0.000 1981 0.000 0.000 1982 0.000 0.000 1983 0.000 0.000 1984 0.000 0.000 1985 0.000 0.000 1986 0.001 0.000 1987 0.000 0.000 1988 0.000 0.000 1989 0.000 0.000 1990 0.000 0.000 1991 0.000 0.000 1992 0.000 0.000 1993 0.000 0.000 1994 0.000 0.000 1995 0.000 0.000 1996 0.001 0.000 1997 0.002 0.000 1998 0.000 0.000 1999 0.000 0.000 2000 0.000 0.000 2001 0.000 0.000 2002 0.000 0.000 2003 0.000 0.000 2004 0.000 0.000 2005 0.000 0.000 2006 0.002 0.000 2007 0.000 0.000 2008 0.000 0.000 2009 0.000 0.000 ___________________________________________________________________ Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0021 0.0165 2 0.0019 0.0013 3 0.0008 0.0009 4 0.0006 0.0000 5 0.0004 0.0000 6 0.0004 0.0000 7 0.0003 0.0000 8 0.0003 0.0000 9 0.0003 0.0000 10 0.0002 0.0000 11 0.0002 0.0000 12 0.0002 0.0000 13 0.0001 0.0000 14 0.0001 0.0000 15 0.0001 0.0000 16 0.0001 0.0000 17 0.0001 0.0000 18 0.0001 0.0000 19 0.0001 0.0000 20 0.0001 0.0000 21 0.0001 0.0000 22 0.0001 0.0000 23 0.0001 0.0000 24 0.0001 0.0000 25 0.0000 0.0000 26 0.0000 0.0000 27 0.0000 0.0000 28 0.0000 0.0000 29 0.0000 0.0000 30 0.0000 0.0000 31 0.0000 0.0000 32 0.0000 0.0000 33 0.0000 0.0000 34 0.0000 0.0000 35 0.0000 0.0000 36 0.0000 0.0000 37 0.0000 0.0000 38 0.0000 0.0000 39 0.0000 0.0000 40 0.0000 0.0000 41 0.0000 0.0000 42 0.0000 0.0000 43 0.0000 0.0000 44 0.0000 0.0000 45 0.0000 0.0000 46 0.0000 0.0000 47 0.0000 0.0000 48 0.0000 0.0000 49 0.0000 0.0000 50 0.0000 0.0000 51 0.0000 0.0000 52 0.0000 0.0000 53 0.0000 0.0000 54 0.0000 0.0000 55 0.0000 0.0000 56 0.0000 0.0000 57 0.0000 0.0000 58 0.0000 0.0000 59 0.0000 0.0000 60 0.0000 0.0000 61 0.0000 0.0000 ___________________________________________________________________ Stream Protection Duration POC #1 The Facility FAILED Facility FAILED duration standard for 1+ flows. Flow(cfs) Predev Mit Percentage Pass/Fail 0.0000 1679 7 0 Pass 0.0000 406 7 1 Pass 0.0001 157 7 4 Pass 0.0001 131 7 5 Pass 0.0001 112 7 6 Pass 0.0001 100 7 7 Pass 0.0001 81 7 8 Pass 0.0001 72 7 9 Pass 0.0001 61 7 11 Pass 0.0001 58 7 12 Pass 0.0001 53 7 13 Pass 0.0001 50 7 14 Pass 0.0001 49 7 14 Pass 0.0002 45 7 15 Pass 0.0002 42 7 16 Pass 0.0002 38 7 18 Pass 0.0002 36 7 19 Pass 0.0002 34 7 20 Pass 0.0002 31 7 22 Pass 0.0002 29 7 24 Pass 0.0002 29 7 24 Pass 0.0002 29 7 24 Pass 0.0002 26 7 26 Pass 0.0002 26 7 26 Pass 0.0003 26 7 26 Pass 0.0003 25 7 28 Pass 0.0003 23 7 30 Pass 0.0003 23 7 30 Pass 0.0003 23 7 30 Pass 0.0003 22 7 31 Pass 0.0003 20 7 35 Pass 0.0003 19 7 36 Pass 0.0003 18 7 38 Pass 0.0003 16 7 43 Pass 0.0003 16 7 43 Pass 0.0003 16 7 43 Pass 0.0004 15 7 46 Pass 0.0004 15 7 46 Pass 0.0004 15 7 46 Pass 0.0004 14 7 50 Pass 0.0004 13 7 53 Pass 0.0004 13 7 53 Pass 0.0004 13 7 53 Pass 0.0004 13 7 53 Pass 0.0004 13 7 53 Pass 0.0004 13 7 53 Pass 0.0004 11 7 63 Pass 0.0005 11 7 63 Pass 0.0005 11 7 63 Pass 0.0005 11 7 63 Pass 0.0005 11 7 63 Pass 0.0005 11 7 63 Pass 0.0005 11 7 63 Pass 0.0005 11 7 63 Pass 0.0005 11 7 63 Pass 0.0005 11 7 63 Pass 0.0005 11 7 63 Pass 0.0005 11 7 63 Pass 0.0006 11 7 63 Pass 0.0006 11 7 63 Pass 0.0006 10 7 70 Pass 0.0006 9 7 77 Pass 0.0006 9 7 77 Pass 0.0006 9 7 77 Pass 0.0006 9 7 77 Pass 0.0006 9 7 77 Pass 0.0006 9 7 77 Pass 0.0006 9 7 77 Pass 0.0006 8 7 87 Pass 0.0007 7 7 100 Pass 0.0007 7 7 100 Pass 0.0007 7 7 100 Pass 0.0007 7 7 100 Pass 0.0007 7 7 100 Pass 0.0007 7 7 100 Pass 0.0007 7 7 100 Pass 0.0007 7 7 100 Pass 0.0007 7 7 100 Pass 0.0007 7 7 100 Pass 0.0007 7 7 100 Pass 0.0008 7 7 100 Pass 0.0008 7 7 100 Pass 0.0008 7 7 100 Pass 0.0008 7 7 100 Pass 0.0008 7 7 100 Pass 0.0008 6 7 116 Fail 0.0008 6 7 116 Fail 0.0008 6 7 116 Fail 0.0008 6 7 116 Fail 0.0008 6 7 116 Fail 0.0008 6 7 116 Fail 0.0009 6 7 116 Fail 0.0009 6 7 116 Fail 0.0009 6 7 116 Fail 0.0009 5 7 140 Fail 0.0009 5 7 140 Fail 0.0009 5 7 140 Fail 0.0009 5 7 140 Fail 0.0009 5 7 140 Fail 0.0009 5 7 140 Fail _____________________________________________________ The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. ___________________________________________________________________ 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 Volume Volume Infiltration Cumulative Percent Water Quality Percent Comment Treatment? Needs Through Volume Volume Volume Water Quality Treatment Facility (ac-ft.) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Total Volume Infiltrated 0.00 0.00 0.00 0.00 0.00 0% No Treat. Credit Compliance with LID Standard 8 Duration Analysis Result = Passed ___________________________________________________________________ Perlnd and Implnd Changes No changes have been made. ___________________________________________________________________ TRENCH #3, #4, &#5 WWHM OUTPUT WWHM2012 PROJECT REPORT ___________________________________________________________________ Project Name: Roof Infiltration Trench Site Name: Site Address: City : Report Date: 5/14/2020 Gage : Everett Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.20 Version Date: 2019/09/13 Version : 4.2.17 ___________________________________________________________________ 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 C, Forest, Flat .071 Pervious Total 0.071 Impervious Land Use acre Impervious Total 0 Basin Total 0.071 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ MITIGATED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROOF TOPS FLAT 0.01775 Impervious Total 0.01775 Basin Total 0.01775 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater Quarter Roof Area TrenQuarter Roof Area Tren ___________________________________________________________________ Name : Quarter Roof Area Trench Bottom Length: 15.00 ft. Bottom Width: 2.50 ft. Trench bottom slope 1: 0.01 To 1 Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Material thickness of first layer: 1.6 Pour Space of material for first layer: 0.4 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 Total Volume Infiltrated (ac-ft.): 3.12 Total Volume Through Riser (ac-ft.): 0.001 Total Volume Through Facility (ac-ft.): 3.12 Percent Infiltrated: 100 Total Precip Applied to Facility: 0 Total Evap From Facility: 0 Discharge Structure Riser Height: 1.6 ft. Riser Diameter: 12 in. Element Flows To: Outlet 1 Outlet 2 ___________________________________________________________________ Gravel Trench Bed Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.000861 0.000000 0.000 0.000 0.0306 0.000861 0.000011 0.000 0.007 0.0611 0.000861 0.000021 0.000 0.007 0.0917 0.000861 0.000032 0.000 0.007 0.1222 0.000861 0.000042 0.000 0.007 0.1528 0.000861 0.000053 0.000 0.007 0.1833 0.000861 0.000063 0.000 0.007 0.2139 0.000861 0.000074 0.000 0.007 0.2444 0.000861 0.000084 0.000 0.007 0.2750 0.000861 0.000095 0.000 0.007 0.3056 0.000861 0.000105 0.000 0.007 0.3361 0.000861 0.000116 0.000 0.007 0.3667 0.000861 0.000126 0.000 0.007 0.3972 0.000861 0.000137 0.000 0.007 0.4278 0.000861 0.000147 0.000 0.007 0.4583 0.000861 0.000158 0.000 0.007 0.4889 0.000861 0.000168 0.000 0.007 0.5194 0.000861 0.000179 0.000 0.007 0.5500 0.000862 0.000189 0.000 0.007 0.5806 0.000862 0.000200 0.000 0.007 0.6111 0.000862 0.000211 0.000 0.007 0.6417 0.000862 0.000221 0.000 0.007 0.6722 0.000862 0.000232 0.000 0.007 0.7028 0.000862 0.000242 0.000 0.007 0.7333 0.000862 0.000253 0.000 0.007 0.7639 0.000862 0.000263 0.000 0.007 0.7944 0.000862 0.000274 0.000 0.007 0.8250 0.000862 0.000284 0.000 0.007 0.8556 0.000862 0.000295 0.000 0.007 0.8861 0.000862 0.000305 0.000 0.007 0.9167 0.000862 0.000316 0.000 0.007 0.9472 0.000862 0.000326 0.000 0.007 0.9778 0.000862 0.000337 0.000 0.007 1.0083 0.000862 0.000347 0.000 0.007 1.0389 0.000862 0.000358 0.000 0.007 1.0694 0.000862 0.000369 0.000 0.007 1.1000 0.000862 0.000379 0.000 0.007 1.1306 0.000862 0.000390 0.000 0.007 1.1611 0.000862 0.000400 0.000 0.007 1.1917 0.000862 0.000411 0.000 0.007 1.2222 0.000862 0.000421 0.000 0.007 1.2528 0.000862 0.000432 0.000 0.007 1.2833 0.000862 0.000442 0.000 0.007 1.3139 0.000862 0.000453 0.000 0.007 1.3444 0.000862 0.000463 0.000 0.007 1.3750 0.000862 0.000474 0.000 0.007 1.4056 0.000862 0.000484 0.000 0.007 1.4361 0.000863 0.000495 0.000 0.007 1.4667 0.000863 0.000506 0.000 0.007 1.4972 0.000863 0.000516 0.000 0.007 1.5278 0.000863 0.000527 0.000 0.007 1.5583 0.000863 0.000537 0.000 0.007 1.5889 0.000863 0.000548 0.000 0.007 1.6194 0.000863 0.000574 0.028 0.007 1.6500 0.000863 0.000600 0.118 0.007 1.6806 0.000863 0.000627 0.241 0.007 1.7111 0.000863 0.000653 0.389 0.007 1.7417 0.000863 0.000680 0.556 0.007 1.7722 0.000863 0.000706 0.736 0.007 1.8028 0.000863 0.000732 0.924 0.007 1.8333 0.000863 0.000759 1.115 0.007 1.8639 0.000863 0.000785 1.301 0.007 1.8944 0.000863 0.000811 1.478 0.007 1.9250 0.000863 0.000838 1.642 0.007 1.9556 0.000863 0.000864 1.786 0.007 1.9861 0.000863 0.000890 1.910 0.007 2.0167 0.000863 0.000917 2.013 0.007 2.0472 0.000863 0.000943 2.094 0.007 2.0778 0.000863 0.000970 2.160 0.007 2.1083 0.000863 0.000996 2.245 0.007 2.1389 0.000863 0.001022 2.312 0.007 2.1694 0.000863 0.001049 2.376 0.007 2.2000 0.000863 0.001075 2.439 0.007 2.2306 0.000863 0.001102 2.501 0.007 2.2611 0.000863 0.001128 2.560 0.007 2.2917 0.000864 0.001154 2.619 0.007 2.3222 0.000864 0.001181 2.676 0.007 2.3528 0.000864 0.001207 2.732 0.007 2.3833 0.000864 0.001233 2.787 0.007 2.4139 0.000864 0.001260 2.841 0.007 2.4444 0.000864 0.001286 2.894 0.007 2.4750 0.000864 0.001313 2.946 0.007 2.5056 0.000864 0.001339 2.997 0.007 2.5361 0.000864 0.001365 3.047 0.007 2.5667 0.000864 0.001392 3.096 0.007 2.5972 0.000864 0.001418 3.145 0.007 2.6278 0.000864 0.001445 3.193 0.007 2.6583 0.000864 0.001471 3.240 0.007 2.6889 0.000864 0.001497 3.286 0.007 2.7194 0.000864 0.001524 3.332 0.007 2.7500 0.000864 0.001550 3.377 0.007 ___________________________________________________________________ ___________________________________________________________________ ANALYSIS RESULTS Stream Protection Duration ___________________________________________________________________ Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.071 Total Impervious Area:0 ___________________________________________________________________ Mitigated Landuse Totals for POC #1 Total Pervious Area:0 Total Impervious Area:0.01775 ___________________________________________________________________ Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.002386 5 year 0.00366 10 year 0.004642 25 year 0.006048 50 year 0.007219 100 year 0.008499 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 0.002 0.000 1950 0.002 0.000 1951 0.002 0.000 1952 0.002 0.000 1953 0.001 0.000 1954 0.008 0.000 1955 0.003 0.000 1956 0.003 0.000 1957 0.003 0.000 1958 0.002 0.003 1959 0.002 0.000 1960 0.002 0.000 1961 0.004 0.011 1962 0.002 0.000 1963 0.003 0.000 1964 0.002 0.000 1965 0.002 0.000 1966 0.001 0.000 1967 0.002 0.004 1968 0.003 0.000 1969 0.007 0.000 1970 0.002 0.000 1971 0.003 0.000 1972 0.002 0.000 1973 0.002 0.000 1974 0.004 0.000 1975 0.002 0.000 1976 0.002 0.000 1977 0.001 0.000 1978 0.002 0.000 1979 0.005 0.000 1980 0.002 0.000 1981 0.002 0.000 1982 0.002 0.000 1983 0.004 0.000 1984 0.002 0.000 1985 0.003 0.000 1986 0.007 0.000 1987 0.003 0.000 1988 0.002 0.000 1989 0.002 0.000 1990 0.002 0.000 1991 0.002 0.000 1992 0.002 0.000 1993 0.001 0.000 1994 0.002 0.000 1995 0.002 0.000 1996 0.004 0.000 1997 0.008 0.000 1998 0.001 0.000 1999 0.002 0.000 2000 0.001 0.000 2001 0.001 0.000 2002 0.002 0.000 2003 0.002 0.000 2004 0.003 0.000 2005 0.002 0.000 2006 0.005 0.000 2007 0.004 0.000 2008 0.006 0.000 2009 0.002 0.000 ___________________________________________________________________ Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0079 0.0109 2 0.0078 0.0036 3 0.0073 0.0029 4 0.0067 0.0000 5 0.0059 0.0000 6 0.0053 0.0000 7 0.0048 0.0000 8 0.0042 0.0000 9 0.0042 0.0000 10 0.0041 0.0000 11 0.0040 0.0000 12 0.0039 0.0000 13 0.0034 0.0000 14 0.0034 0.0000 15 0.0032 0.0000 16 0.0031 0.0000 17 0.0030 0.0000 18 0.0029 0.0000 19 0.0028 0.0000 20 0.0027 0.0000 21 0.0027 0.0000 22 0.0025 0.0000 23 0.0025 0.0000 24 0.0024 0.0000 25 0.0024 0.0000 26 0.0024 0.0000 27 0.0024 0.0000 28 0.0023 0.0000 29 0.0023 0.0000 30 0.0023 0.0000 31 0.0023 0.0000 32 0.0022 0.0000 33 0.0022 0.0000 34 0.0022 0.0000 35 0.0022 0.0000 36 0.0022 0.0000 37 0.0021 0.0000 38 0.0021 0.0000 39 0.0020 0.0000 40 0.0020 0.0000 41 0.0019 0.0000 42 0.0019 0.0000 43 0.0018 0.0000 44 0.0018 0.0000 45 0.0017 0.0000 46 0.0017 0.0000 47 0.0017 0.0000 48 0.0017 0.0000 49 0.0017 0.0000 50 0.0017 0.0000 51 0.0017 0.0000 52 0.0017 0.0000 53 0.0016 0.0000 54 0.0016 0.0000 55 0.0015 0.0000 56 0.0014 0.0000 57 0.0014 0.0000 58 0.0014 0.0000 59 0.0014 0.0000 60 0.0012 0.0000 61 0.0006 0.0000 ___________________________________________________________________ Stream Protection Duration POC #1 The Facility PASSED The Facility PASSED. Flow(cfs) Predev Mit Percentage Pass/Fail 0.0012 19584 7 0 Pass 0.0013 17008 7 0 Pass 0.0013 14677 7 0 Pass 0.0014 12735 7 0 Pass 0.0014 10930 7 0 Pass 0.0015 9437 7 0 Pass 0.0016 8162 6 0 Pass 0.0016 7073 6 0 Pass 0.0017 6139 6 0 Pass 0.0017 5315 5 0 Pass 0.0018 4656 5 0 Pass 0.0019 4066 5 0 Pass 0.0019 3548 5 0 Pass 0.0020 3136 5 0 Pass 0.0020 2757 5 0 Pass 0.0021 2445 5 0 Pass 0.0022 2150 5 0 Pass 0.0022 1894 5 0 Pass 0.0023 1657 5 0 Pass 0.0023 1508 5 0 Pass 0.0024 1370 5 0 Pass 0.0025 1249 5 0 Pass 0.0025 1153 5 0 Pass 0.0026 1069 5 0 Pass 0.0027 1009 5 0 Pass 0.0027 950 5 0 Pass 0.0028 888 5 0 Pass 0.0028 825 5 0 Pass 0.0029 777 4 0 Pass 0.0030 733 4 0 Pass 0.0030 686 4 0 Pass 0.0031 648 4 0 Pass 0.0031 622 4 0 Pass 0.0032 602 4 0 Pass 0.0033 583 4 0 Pass 0.0033 561 4 0 Pass 0.0034 538 4 0 Pass 0.0034 506 4 0 Pass 0.0035 487 4 0 Pass 0.0036 473 4 0 Pass 0.0036 457 2 0 Pass 0.0037 440 2 0 Pass 0.0037 424 2 0 Pass 0.0038 408 2 0 Pass 0.0039 394 2 0 Pass 0.0039 380 2 0 Pass 0.0040 368 2 0 Pass 0.0041 353 2 0 Pass 0.0041 341 2 0 Pass 0.0042 333 2 0 Pass 0.0042 322 2 0 Pass 0.0043 313 2 0 Pass 0.0044 302 2 0 Pass 0.0044 293 2 0 Pass 0.0045 284 2 0 Pass 0.0045 276 2 0 Pass 0.0046 265 2 0 Pass 0.0047 257 2 0 Pass 0.0047 241 2 0 Pass 0.0048 234 2 0 Pass 0.0048 224 2 0 Pass 0.0049 212 2 0 Pass 0.0050 205 2 0 Pass 0.0050 195 2 1 Pass 0.0051 187 2 1 Pass 0.0051 177 2 1 Pass 0.0052 166 2 1 Pass 0.0053 160 2 1 Pass 0.0053 150 2 1 Pass 0.0054 146 2 1 Pass 0.0055 135 2 1 Pass 0.0055 128 2 1 Pass 0.0056 120 2 1 Pass 0.0056 111 2 1 Pass 0.0057 99 2 2 Pass 0.0058 85 2 2 Pass 0.0058 75 2 2 Pass 0.0059 63 2 3 Pass 0.0059 59 2 3 Pass 0.0060 56 2 3 Pass 0.0061 49 2 4 Pass 0.0061 42 2 4 Pass 0.0062 39 2 5 Pass 0.0062 37 2 5 Pass 0.0063 36 2 5 Pass 0.0064 30 2 6 Pass 0.0064 28 2 7 Pass 0.0065 26 2 7 Pass 0.0065 19 2 10 Pass 0.0066 16 2 12 Pass 0.0067 13 2 15 Pass 0.0067 8 2 25 Pass 0.0068 6 2 33 Pass 0.0069 5 2 40 Pass 0.0069 4 2 50 Pass 0.0070 4 2 50 Pass 0.0070 3 2 66 Pass 0.0071 3 2 66 Pass 0.0072 3 2 66 Pass 0.0072 3 2 66 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 Volume Volume Infiltration Cumulative Percent Water Quality Percent Comment Treatment? Needs Through Volume Volume Volume Water Quality Treatment Facility (ac-ft.) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Quarter Roof Area Trench POC N 2.84 N 99.98 Total Volume Infiltrated 2.84 0.00 0.00 99.98 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. SECTION 5: CONVEYANCE ANALYSIS AND DESIGN Conveyance analysis and design is not applicable for the site. Drainage Report 5-1 Job No.: 19-169 SECTION 6: OPERATIONS AND MAINTENANCE MANUAL The proposed storm drainage system consists of buried pipes, sump catch basins, and infiltration facilities. These facilities will require periodic maintenance and inspection. Inspection and maintenance procedures are contained on the following pages. This information was taken from the 2012 SWMMWW (as amended in 2014). Drainage Report 6-1 Job No.: 19-169 Maintenance Criteria for Infiltration Trenches Make provisions for regular and perpetual maintenance of the infiltration basin/trench, including replacement and/or reconstruction of the any media relied upon for treatment purposes. Conduct maintenance when water remains in the basin or trench for more than 24 hours after the end of runoff, or when overflows occur more frequently than planned. For example, off-line infiltration facilities should not have any overflows. Infiltration facilities designed to completely infiltrate all flows to meet flow control standards should not overflow. An Operation and Maintenance Plan, approved by the local jurisdiction, should ensure maintaining the desired infiltration rate. Include adequate access for operation and maintenance in the design of infiltration basins and trenches. Conduct removal of accumulated debris/sediment in the basin/trench every 6 months or as needed to prevent clogging. Indications that the facility is not infiltrating adequately include: â€¢ The Water Quality Design Storm Volume does not infiltrate within 48 hours. â€¢ Water remains in the pond for greater than 24 hours after the end of most moderate rainfall events Maintenance Criteria for BMP T7.20 Inifiltration Trench â€¢ Monitor sediment buildup in the top foot of stone aggregate or the surface inlet on the same schedule as the observation well. Drainage Report 6-2 Job No.: 19-169 Table V-4.5.2(5) Maintenance Standards - Catch Basins Results Expected Maintenance Defect Conditions When Maintenance is Needed When Maintenance is Component performed Trash or debris which is located immediately in front of the catch basin opening or is blocking inletting capacity of the basin by more than 10%. No Trash or debris located immediately in Trash or debris (in the basin) that exceeds 60 percent front of catch basin or of the sump depth as measured from the bottom of on grate opening. basin to invert of the lowest pipe into or out of the basin, but in no case less than a minimum of six No trash or debris in the inches clearance from the debris surface to the invert catch basin. Trash & Debris of the lowest pipe. Inlet and outlet pipes Trash or debris in any inlet or outlet pipe blocking free of trash or debris. more than 1/3 of its height. General No dead animals or Dead animals or vegetation that could generate odors vegetation present that could cause complaints or dangerous gases (e.g., within the catch basin. methane). Sediment (in the basin) that exceeds 60 percent of the sump depth as measured from the bottom of basin to invert of the lowest pipe into or out of the basin, but in no case less than a minimum of 6 inches clearance No sediment in the Sediment from the sediment surface to the invert of the lowest catch basin pipe. Drainage Report 6-3 Job No.: 19-169 Table V-4.5.2(5) Maintenance Standards - Catch Basins Results Expected Maintenance Defect Conditions When Maintenance is Needed When Maintenance is Component performed Top slab has holes larger than 2 square inches or Top slab is free of holes cracks wider than 1/4 inch. (Intent is to make sure no and cracks. Structure Damage material is running into basin). to Frame and/or Frame is sitting flush on Top Slab Frame not sitting flush on top slab, i.e., separation of the riser rings or top more than 3/4 inch of the frame from the top slab. slab and firmly Frame not securely attached attached. Maintenance person judges that structure is unsound. Basin replaced or repaired to design Fractures or Grout fillet has separated or cracked wider than 1/2 standards. Cracks in Basin inch and longer than 1 foot at the joint of any Walls/ Bottom inlet/outlet pipe or any evidence of soil particles Pipe is regrouted and entering catch basin through cracks. secure at basin wall. Basin replaced or Settlement/ If failure of basin has created a safety, function, or repaired to design Misalignment design problem. standards. Vegetation growing across and blocking more than No vegetation blocking 10% of the basin opening. opening to basin. Vegetation Vegetation growing in inlet/outlet pipe joints that is No vegetation or root more than six inches tall and less than six inches growth present. apart. Contamination and See "Detention Ponds" (No. 1). No pollution present. Pollution Drainage Report 6-4 Job No.: 19-169 Table V-4.5.2(5) Maintenance Standards - Catch Basins Results Expected Maintenance Defect Conditions When Maintenance is Needed When Maintenance is Component performed Cover is missing or only partially in place. Any open Catch basin cover is Cover Not in Place catch basin requires maintenance. closed Locking Mechanism cannot be opened by one maintenance Mechanism opens with Mechanism Not person with proper tools. Bolts into frame have less proper tools. Catch Basin Working than 1/2 inch of thread. Cover One maintenance person cannot remove lid after applying normal lifting pressure. Cover can be removed Cover Difficult to by one maintenance Remove (Intent is keep cover from sealing off access to person. maintenance.) Ladder meets design Ladder is unsafe due to missing rungs, not securely Ladder Rungs standards and allows Ladder attached to basin wall, misalignment, rust, cracks, or Unsafe maintenance person sharp edges. safe access. Grate opening Grate opening meets Grate with opening wider than 7/8 inch. Unsafe design standards. Metal Grates (If Trash and debris that is blocking more than 20% of Grate free of trash and Trash and Debris Applicable) grate surface inletting capacity. debris. Damaged or Grate is in place and Grate missing or broken member(s) of the grate. Missing. meets design standards Drainage Report 6-5 Job No.: 19-169 Table V-4.5.2(18) Maintenance Standards - Catch Basin Inserts Maintenance Conditions When Maintenance is Results Expected When Defect Component Needed Maintenance is Performed Sediment When sediment forms a cap over the No sediment cap on the insert Accumulation insert media of the insert and/or unit. media and its unit. Trash and debris removed from Trash and Debris Trash and debris accumulates on insert insert unit. Runoff freely flows into Accumulation unit creating a blockage/restriction. catch basin. Effluent water from media insert is Media Insert Not Effluent water from media insert has a free of oils and has no visible Removing Oil visible sheen. sheen. General Catch basin insert is saturated with Media Insert Water water and no longer has the capacity to Remove and replace media insert Saturated absorb. Media Insert-Oil Media oil saturated due to petroleum Remove and replace media Saturated spill that drains into catch basin. insert. Media has been used beyond the Remove and replace media at Media Insert Use typical average life of media insert regular intervals, depending on Beyond Product Life product. insert product. Drainage Report 6-6 Job No.: 19-169 SECTION 7: SPECIAL REPORTS AND STUDIES The following studies were conducted in preparation of this Report: â€¢ Infiltration Feasibility Evaluation, Geotest, Dated August 26, 2016 Drainage Report 7-1 Job No.: 19-169 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA 98223 360-403-3551 Project Name: Stewart 3-Lot Short Plat Permit No.: PWD2178 Review Date: 7/24/2020 Contact: Greg Stewart Phone No.: 425-239-7017 Review Phase: 1 Report Date: 7/27/2020 Reviewing Dept.: CED Applicant: Greg Stewart DWG Issue Date: # Rev. Dwg. or Addâ€™l Ref. City Comment Response/Resolution Spec. Ref. Approved 1. NEH Plans Signature blocks needed on all pages Signature block has been added to all pages as 8/24/2020 requested using the dwg sent. Thank you for sending 2. NEH Plans TO-01 Stamp and Signature needed on Topo page Surveyorâ€™s stamp and signature have been 8/24/2020 placed on TO-01 as requested 3. NEH Plans Storm pipe with less than 3â€™ cover must be DI Storm pipe within the ROW from CB-2 to CB-1 8/24/2020 has been revised to Ductile Iron. 4. FR UT-01 Align sewer main across Highland perpendicular as Sewer manhole alignment has been revised for 8/24/2020 possible. more perpendicular alignment 5. FR UT-01 A Duplex will require a separate 6" service stub to Services have been split out to single services 8/24/2020 each unit. lines per requirement 6. NEH It would appear one of my comments from previously The infiltration trench system within the went astray, so I am sorry for the new comment at Highland Drive planter area has been updated. this time. It now is located along the edge of sidewalk The city would prefer the existing onsite road instead of one single location to promote drainage be left as is. This project doesn't trigger consistent functionality. Catch basins within treatment of the existing. Just send sidewalk to Highland Drive have been removed. Both infiltration at planter strip, do not re-route street sidewalk and planter are noted to drain to the storm system. infiltration trench. Drainage Report has been updated with revised modeling calculations and narrative. 7. 8. 9. 10. 11. Page 1 of 1 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA 98223 360-403-3551 Project Name: Stewart 3-Lot Short Plat Permit No.: PWD2178 Review Date: 7/24/2020 Contact: Greg Stewart Phone No.: 425-239-7017 Review Phase: 1 Report Date: 7/27/2020 Reviewing Dept.: CED Applicant: Greg Stewart DWG Issue Date: # Rev. Dwg. or Addâ€™l Ref. City Comment Response/Resolution Spec. Ref. Approved 1. NEH Plans Signature blocks needed on all pages Signature block has been added to all pages as 8/24/2020 requested using the dwg sent. Thank you for sending 2. NEH Plans TO-01 Stamp and Signature needed on Topo page Surveyorâ€™s stamp and signature have been 8/24/2020 placed on TO-01 as requested 3. NEH Plans Storm pipe with less than 3â€™ cover must be DI Storm pipe within the ROW from CB-2 to CB-1 8/24/2020 has been revised to Ductile Iron. 4. FR UT-01 Align sewer main across Highland perpendicular as Sewer manhole alignment has been revised for 8/24/2020 possible. more perpendicular alignment 5. FR UT-01 A Duplex will require a separate 6" service stub to Services have been split out to single services 8/24/2020 each unit. lines per requirement 6. NEH It would appear one of my comments from previously The infiltration trench system within the went astray, so I am sorry for the new comment at Highland Drive planter area has been updated. 9/9/2020 this time. It now is located along the edge of sidewalk The city would prefer the existing onsite road instead of one single location to promote drainage be left as is. This project doesn't trigger consistent functionality. Catch basins within treatment of the existing. Just send sidewalk to Highland Drive have been removed. Both infiltration at planter strip, do not re-route street sidewalk and planter are noted to drain to the storm system. infiltration trench. Drainage Report has been updated with revised modeling calculations and narrative. 7. 8. 9. 10. 11. Page 1 of 1 City of Arlington Community & Economic Development July 27, 2020 Tic Toc, LLC Greg Stewart 3226 256th St NW Stanwood, WA 98258 RE: Pre-Construction Requirements Project Name: Stewart 3-Lot Short Plat Project Address: 606 Highland Dr., Arlington, WA 98223 Project No.: PWD#2178 Dear Mr. Stewart, In order for work to commence at the Stewart 3-Lot Short Plat project site, the following items need to be submitted to the City of Arlington. 1. Approved civil construction plans 2. Payment of Civil Fees: $3126.68 3. A performance bond will need to be on file with the City of Arlington. This bond is to insure completion of the following and shall be indicated on the security: All included infrastructure relating to water, sanitary sewer, and stormwater drainage systems, any right of way improvements along with any private and public landscaping. Performance Bond Estimated Cost of Construction is $115,415.63x 150% = $173,123.44 4. Contractorâ€™s License No. and 24 hour emergency contact information. 5. Contractor must obtain a Business License with the City of Arlington. 6. Contractor Proof of Insurance with the City of Arlington named as Additional Insured. 7. Project CESCL with current certificate. (1 acre or more) 8. Department of Ecology Construction Stormwater General Permit. (1 acre or more) 18204 59th Avenue NE, #B - Arlington, WA, 98223 - 360-403-3551 â€“ www.arlingtonwa.gov 9. Material submittals for all proposed water, sewer and stormwater infrastructure shall be approved. Allow one (1) weeksâ€™ time for review of material submittals. Once the items above have been received and approved, a pre-construction meeting will be scheduled. Project closeout information The performance bond shall be released when inspection and approval of all work has been completed, as-built plans, easements, dedications, and bills of sale have been approved and a two- year, 20% maintenance bond is on file with the City of Arlington. The maintenance bond consists of following and shall be indicated on the security: All included infrastructure relating to the public water, and sanitary sewer systems, right of way improvements along with any private and public landscaping. Maintenance Bond Estimated Cost of Construction $99,407.50 x 20% = $19,881.50 The City of Arlington Performance Bond form is included. Should you have any questions or require additional information, please contact me at 360.403.3436 or rjones@arlingtonwa.gov. Sincerely, Raelynn Jones Permit Technician I Community & Economic Development City of Arlington Community & Economic Development September 9, 2020 Tic Toc, LLC Greg Stewart 3226 256th St NW Stanwood, WA 98258 RE: Pre-Construction Requirements Project Name: Stewart 3-Lot Short Plat Project Address: 606 Highland Dr., Arlington, WA 98223 Project No.: PWD#2178 Dear Mr. Stewart, In order for work to commence at the Stewart 3-Lot Short Plat project site, the following items need to be submitted to the City of Arlington. 1. Approved Short Plat PLN#717 2. Approved civil construction plans 3. Payment of Civil Fees: $3126.68 ( a link has been sent to gcstew@outlook.com) 4. A performance bond will need to be on file with the City of Arlington. This bond is to insure completion of the following and shall be indicated on the security: All included infrastructure relating to water, sanitary sewer, and stormwater drainage systems, any right of way improvements along with any private and public landscaping. Performance Bond Estimated Cost of Construction is $115,415.63x 150% = $173,123.44 5. Contractorâ€™s License No. and 24 hour emergency contact information. 6. Contractor must obtain a Business License with the City of Arlington. 7. Contractor Proof of Insurance with the City of Arlington named as Additional Insured. 8. Project CESCL with current certificate. (1 acre or more) 18204 59th Avenue NE, #B - Arlington, WA, 98223 - 360-403-3551 â€“ www.arlingtonwa.gov 9. Department of Ecology Construction Stormwater General Permit. (1 acre or more) 10. Material submittals for all proposed water, sewer and stormwater infrastructure shall be approved. Allow one (1) weeksâ€™ time for review of material submittals. Once the items above have been received and approved, a pre-construction meeting will be scheduled. Project closeout information The performance bond shall be released when inspection and approval of all work has been completed, as-built plans, easements, dedications, and bills of sale have been approved and a two- year, 20% maintenance bond is on file with the City of Arlington. The maintenance bond consists of following and shall be indicated on the security: All included infrastructure relating to the public water, and sanitary sewer systems, right of way improvements along with any private and public landscaping. Maintenance Bond Estimated Cost of Construction $99,407.50 x 20% = $19,881.50 The City of Arlington Performance Bond form is included. Should you have any questions or require additional information, please contact me at 360.403.3436 or rjones@arlingtonwa.gov. Sincerely, Raelynn Jones Permit Technician I Community & Economic Development PRE-CONSTRUCTION MEETING AGENDA Community & Economic Development City of Arlington â€¢ 18204 59th Avenue NE â€¢ Arlington, WA 98223 â€¢ Phone (360) 403 3551 Project Name: Stewart 3-Lot Short Plat Project No.: PWD#2178 Date: 11/24/2020 Contractor: Stack Design & Construction Superintendent: Terry Grooms Ph. No.: 425-508-1497 The purpose of this meeting is to provide the most common inspections and noteworthy information. This meeting is not intended to be all-encompassing. It is the responsibility of the Owner, Developer and Contractor to adhere to the approved plans, verify compliance with the City of Arlington Municipal Code, Public Works Design and Construction Standards, International Code Council (ICC), applicable local, state and federal requirements or any order, proclamation, guidance or decision of the Governor. In addition, construction sites shall adhere to current COVID-19 Jobsite Safety Requirements as per local, state and federal regulations. INSPECTIONS â€¢ INSPECTIONS (360-403-3417) MUST BE CALLED IN BEFORE 3:30 PM TO BE ON THE NEXT BUSINESS DAY INSPECTION SCHEDULE â€¢ Inspections are Monday-Friday with exception of Local, State or Federal Holidays. Building, Storm and Civil Inspections - 8 am to 4:30 pm; Water or Sewer inspections - 8:00 am to 3:30 pm â€¢ To cancel or modify an inspection - Building, Storm or Civil call 360-403-3433; Water or Sewer call 360-403-3526 â€¢ It is the responsibility of the Owner, Developer and Contractor to call and arrange for appropriate inspections. Onsite tailgate meetings are advised with each individual inspector prior to installation of their related facilities with those persons who are actually performing the work. â€¢ Failure to call for inspection may result in work being left exposed and/or removed and reconstructed â€¢ Re-inspections may be charged at $127.00 per hour, Â½ hour minimum for failure to call for inspection Submittal Documents ï² ïƒ¾ Contractor contacts and 24 hr. emergency numbers: ï² Copies of other agency permits or proof that the Terry Grooms 425-508-1497 stackdesign@live.com application is in progress â€“ N/A ïƒ¾ Proof of insurance listing the City of Arlington as additional ïƒ¾ One week prior to the pre-construction meeting. insured: Current Exp. 10/31/2021 Submittals for all materials and subcontractor ïƒ¾ Performance Bond must be on file: #7002000649 approvals: DISCUSS AT PRE-CON AS NECESSARY ïƒ¾ Contractorâ€™s License: STACKDC871PZ Exp. 10/20/2021 ï² Drafts of easements and dedications must be in for review: ïƒ¾ Testing Company Name and Contact Information: ~Need separate legal and exhibit map for City Earth Solutions NW Council Approval â€“ REQUIRED WITH AS-BUILT Hebert Geotech +1 (206) 793-4193 SUBMITTAL ï² Contact State Historical Preservation Officer and Stillaguamish Tribe if required per Land Use Permit Sam Barr Dept. of Archaeology Historic Preservation Stillaguamish Tribe of Indians 360-586-3065 sbarr@stillaguamish.com Ph.: 360-622-7055 ï² City of Arlington Design and Construction Standards and Specifications. (Available online) ïƒ¾ Construction Work Hours â€“ Monday â€“ Saturday 7 am to 7pm. No Sundays City recognized or Federal Holidays UPCOMING HOLIDAYS: 11/26/2020 THANKSGIVING DAY AND 11/27/2020 DAY AFTER THANKSGIVING â€“ SEE FULL LIST OF 2020 FEDERAL HOLIDAYS ï² Binders and approved plans shall be kept onsite ï² As-built plans will be required â€“ submit contractor redlined plans with as-built submittal Revised 11/2019 Inspections shall include, but are not be limited to: General Inspection Line 360-403-3417 Do not cover without inspection ï² ~Traffic Control and Drainage/Erosion (TESC) ï² â€¢ Installation Methods â€¢ Materials â€¢ Staking Requirements â€¢ Lamping and videotaping if required â€¢ Bedding â€¢ Bulk Hydrant Use â€“ 360-403-3526 â€¢ Suitability of native backfill & compaction requirements â€¢ Call for Locates ~Curb/Gutter/Sidewalk/Driveway ï² â€¢ Grade compaction, preparation and approval â€¢ Workmanship â€¢ Staking requirements â€¢ Testing (if required) â€¢ Curb ramp location approval â€¢ Protection from weather and vandalism â€¢ Source/Mix Design/Truck Tickets â€¢ Grade compaction, preparation and approval ~Irrigation ï² â€¢ Materials â€¢ Approval prior to backfill ~Roadway ï² â€¢ Subgrade preparation, approval & compaction results â€¢ Source/Mix Design/Truck Tickets â€¢ Top course requirements, approval & compaction results â€¢ ATB & CL. B installation requirements & approval â€¢ Blue tops (if required) â€¢ Workmanship & protection until cured â€¢ Right of Way â€¢ CDF required in right of way per R-140 ~Landscaping ï² â€¢ Planting schedule and methods â€¢ Verify root barrier installation â€¢ Approve changes, additions and/or deletions â€¢ Planting methods & before planting mulch installation â€¢ Onsite inspection prior to and during planting â€¢ Staking & top mulch installation â€¢ Inspect final grade for lawn installation â€¢ Inspect miscellaneous landscape items â€¢ (Hydro- seed/sod) â€¢ Final Inspection ~Striping, Signage and Permanent Barricades ï² â€¢ Paint/Thermoplastics/RPMâ€™s â€¢ Posts and installation requirements â€¢ Workmanship & protection until cured â€¢ Sign duplicates â€¢ MUTCD Required â€¢ Monumentation ~Lighting and Fencing ï² Sewer Inspection Line - 360-403-3508 Do not cover without inspection ï² â€¢ Installation methods â€¢ Suitability of native backfill & compaction requirement â€¢ Staking requirements â€¢ Materials â€¢ Bedding: â€¢ Testing 3/8inches clean washed pea gravel or imported clean â€¢ CDF required in right of way per R-140 sand Water Inspections - 360-403-3526 Do not cover without inspection ï² â€¢ Installation methods â€¢ Materials â€¢ FDC/Fire Department Connection (F) â€¢ Thrust blocks â€¢ Staking requirements â€¢ Testing & Purity â€¢ Bedding (if required) â€¢ Hydrant RPMâ€™s â€¢ CDF required in right of way per R-140 â€¢ Payment of fees prior to meter set Building Inspection Line 360-403-3417 ï² â€¢ Inspection request procedures and scheduling â€¢ Permit Expiration, conditions for extension, renewal Revised 11/2019 â€¢ Special Inspections â€¢ Revisions, changed conditions, and added work â€¢ Wall/rockeries separate building permit General Civil and Storm Drainage Requirements 1. Keep road clean. 2. Dust control required. 3. Maintain construction entrance â€“ use railroad ballast â€“ no spawls. 4. Silt fence as needed â€“ contact for tailgate discussion. 5. All grouting shall be inspected inside and out. 6. Sand collars required unless otherwise specified. 7. All risers to be wet set and mudded inside and out. 8. All infiltration areas to be inspected before cover. 9. Provide protection for all infiltrating materials / amended soils, railroad ballast, drain rock 10. ECO Pans required for concrete clean up or approved wash down area with water tight containment. 11. CDF is required in right of way per R-140, up to the bottom of asphalt; no compaction required. 12. A Traffic Control Plan shall be submitted and approved prior to any work within the public Right of Way. 13. Landscaping â€“ root barriers are required per Standard Detail R-270. General Utility Requirements: 14. Maintain survey staking. 15. All pipe in ground shall be inspected before cover. 16. Take pictures. 17. Call if you have any questions. 18. No pipe received on site without the ends covered; covers will remain in place until installation 19. Signed set of approved construction drawings will be on site. 20. General site maintenance - No garbage in the ditch; no fittings/pipe in the mud; fitting assembly in a clean area. 21. Maintain horizontal and vertical clearance with other utilities. 22. Maximum amount of open trench shall not exceed 100 feet. 23. Dropped and/or damaged pipe will be removed from the site and replaced. 24. Anticipate the possibility of high ground water in this area. De-watering pumps will need to be available and in good working condition if needed. 25. A Red Line copy of the construction drawings will be submitted to the COA at the project completion with the as-built plans. 26. Tracer Tape required for any non-detectable pipe. General Water Requirements 27. All service lines shall be 2 inches and reduced at meter. 28. No 2 inches setters will be installed without restraint rods/spacer (Spud) in place. No wood spacers. 29. Pipe handling - Anticipate low water flows for flushing, keep the pipe/fittings clean. Water tight plug shall be used. 30. Once fittings arrive on site they need to be verified that they conform to approved submittals/COA STD. 31. Reduced Pressure Backflow Assembly (RPBA) is required, preferably inside the building. The RPBA must be in line where the water enters the building. Placement of the RPBA is a minimum of 1 foot and a maximum of 5 feet from ground level. 32. Mega Lugs and Field Locks are required. 33. All valves to be in the closed position to prevent debris/water from entering pipe. 34. Heavy plastic (4 mil. min.) on all fittings prior the thrust blocking. Revised 11/2019 35. Pre-block and post-block inspections are required. An ecology block may be used with crushed rock backfill compacted to 95%, as needed. â€¢ Ecology Â½ block - 2â€™x2â€™x3â€™ (1900 lbs.); or â€¢ Ecology full block â€“ 2â€™x2â€™x6â€™ (3850 lbs.); or â€¢ Per standard detail W-160 thru W-175. 36. All Services will be flushed prior to testing or connecting to the check valve to prevent the check valve from damage. 37. What type of chlorination will you use? Disposal of the Super Chlorinated water? 38. Tie-in connections shall be less than 18 feet and swabbed with a chlorinated water solution of appropriate strength. 39. Water meter will not be set until connection fees have been paid. Contact the Permit Center for or apply online. 360-403-3551 or arlingtonwa.gov/254/Construction-Utility-Applications General Sanitary Sewer Requirements 40. Side sewer pipe and stubs shall be 6 inches. 41. Bedding shall be 3/8 inch clean washed pea gravel or imported clean sand, 6 inches below pipe and 12 inches above pipe. 42. Cleanouts shall be placed 5 feet from the building where each sewer stub exits the building. Cleanouts are required every 100 feet, must be at grade with ring, cover and internal plug, not a cap. If a clean out is not located in a solid surface, it will require a concrete pad. 43. All grouting shall be inspected inside and out. 44. All risers to be wet set and mudded inside and out . 45. Sanitary Sewer Pipe shall be cleaned and tested after backfilling by either exfiltration or low pressure air method. 46. Tracer Tape is required over side sewer pipes and stubs at 24 to 48 inches below finished grade extending the full length. 47. Monitoring manhole (MMH) is required for each commercial use within the city. If multi-tenant, each unit needs to connect separately to a MMH. Maximum of three (3) units may connect to one (1) MMH. Detail SS-130 General Building Requirements 48. Permit numbers shall be added to all required reports and emailed to the following: o Nova Heaton â€“ nheaton@arlingtonwa.gov 360-403-3437 o Kevin Olander â€“ kolander@arlingtonwa.gov 360-403-3433 o Brian Grieve- bgrieve@arlingtonwa.gov 360-403-3438 / 360-913-1396 (cell) o Raelynn Jones â€“ rjones@arlingtonwa.gov 360-403-3436 o Launa Peterson â€“ lpeterson@arlingtonwa.gov 360-403-3527 49. Plan Revisions shall be submitted via hard copy to CED Department for review. o Two (2) copies of revised plans shall be required along with an electronic copy Revised 11/2019 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 STEWART SP ARLINGTON, WA CONTRACTOR: COMPLETE EXCAVATING LAKE STEVENS, WA SUPPLIER: H.B. JAEGER COMPANY SNOHOMISH, WA CONTACT: CODY HAMBLIN CODYH@HBJAEGER.COM (360) 568-5958 HB Jaeger QUOTATION 1830 16TH ST PO BOX 1516 SNOHOMISH, WA 98291 USA Tel: 360-568-5958 Sales Quote Number: U2010008722 Fax: 360-568-7506 Sales Quote Date: 10/12/20 www.hbjaeger.com Version No.: 2 Page: 1 Quote To: BIDDING CONTRACTOR Ship To: BIDDING CONTRACTOR PRIVATE PRIVATE STEWART SHORT PLAT STEWART SHORT PLAT 606 HIGHLAND DR. 606 HIGHLAND DR. ARLINGTON, WA 98223 ARLINGTON, WA 98223 USA USA Customer No. CASSALSNOR Closing Date Project Terms Cash on Delivery Bid Date 10/12/20 Engineer Ship Via Ordered By Cust Job No. STEWART SHORT PLAT Ship Method SalesPerson Cash Sale Resale - Cust PO No. CITY OF ARLINGTON F.O.B. Creator SnohomishMac Paulino Printed CHAMBLIN 11/10/2020 03:58 PM Purch. Item No. Description Code Unit Quantity Unit Price Total Price CIVIL ENGINEER: LDC, INC. WOODINVILLE, WA 98072 PLANS STAMPED: 08-31-2020 *** PLEASE NOTE, PRICING IS VALID FOR 14 DAYS ONLY FROM BID DATE UNTIL FURTHER NOTICE *** *** TESC *** IFACF200150360 ACF WSF200 WOVEN GEOTEXTILE 15X360' ROLL 1 600 SQY - - - - - 60" X 100' REINFORCED SILTFENCE EA 7 AWMTPOST5 5' METAL T-POST PAINTED EA 110 TTLWCTN0840001 8 CABLE TIE NATURAL 40LB 1/EA EA 500 AWACFADJSEDIMENTBAG TYPE1 ADJUSTABLE SEDIMENT BAG EA 1 *** STORM *** PLANTER INFILTRATION TRENCH NOTE: FABRIC ONLY. QUOTING MIRAFI 140N, SUBJECT TO APPROVAL. HB Jaeger QUOTATION 1830 16TH ST Quote To: BIDDING CONTRACTOR Sales Quote Number: U2010008722 Sales Quote Date: 10/12/20 Version No.:2 Page: 2 Purch. Item No. Description Code Unit Quantity Unit Price Total Price IFTN140N05360 TENCATE MIRAFI 140N GEOTEXTILE 5'X360' ROLL 1 200 SQY DRIVEWAY INFILTRATION TRENCH SPPU350610 6 SDR35 D3034 SW PERF WHITE PVC PIPE FT 28 10' SPU350614 6 SDR35 D3034 GSK PVC GREEN PIPE 14' FT 28 SFSW401060 6X6 SDR35 SW TEE EA 1 SFSW406060 6 SDR35 SW SHORT TURN 90 HXH EA 2 SFSW416060 6 SDR35 SW 22 1/2 HXH EA 2 SFSW447060 6 SDR35 SW CAP EA 2 - - - - - 12 NYLOPLAST BASIN 5' TALL EA 1 - - - - - 2' X 2' MAG STYLE STEEL BAR GRATE EA 1 NOTE: CONTRACTOR TO VERIFY BASINS, NO SPEC PROVIDED. SV-FREIGHT-VENDOR FREIGHT - VENDOR EA 1 NOTE: APPROX. FREIGHT FOR ALL NYLOPLAST BASIN MATERIAL. SUBJECT TO CHANGE. CLEANOUT: NOTE: QUOTING 6" SDR35 PVC CLEANOUT PER PLAN CALLOUT. CONTRACTOR TO VERIFY, DETAILS CONFLICTING. SF475060 6X6 SDR35 GSK WYE EA 1 SF417060 6 SDR35 45 BXB EA 1 SPU350614 6 SDR35 D3034 GSK PVC GREEN PIPE 14' FT 14 NOTE: ESTIMATING 5' PER C/O. CONTRACTOR TO VERIFY. SF450060 6 SDR35 CLEAN OUT ADAPTER HXFIP EA 1 SF450060P 6 SDR35 CLEAN OUT MIP PLUG EA 1 DOWNSPOUT INFILTRATION TRENCH (3) NOTE: QUOTING 6" SDR35 PERF PIPE. CONTRACTOR TO VERIFY. SPPU350610 6 SDR35 D3034 SW PERF WHITE PVC PIPE 10' FT 98 NOTE: USE REMAINING FABRIC FROM PLANTER INFILTRATION TRENCH SECTION. SPU350614 6 SDR35 D3034 GSK PVC GREEN PIPE 14' FT 28 SFSW406060 6 SDR35 SW SHORT TURN 90 HXH EA 6 SFSW417060 6 SDR35 SW 45 HXH EA 1 SFSW416060 6 SDR35 SW 22 1/2 HXH EA 1 SFSW447060 6 SDR35 SW CAP EA 6 - - - - - 12 NYLOPLAST BASIN 5' TALL EA 3 - - - - - 2' X 2' MAG STYLE STEEL BAR GRATE EA 3 NOTE: CONTRACTOR TO VERIFY BASINS, NO SPEC PROVIDED. HB Jaeger QUOTATION 1830 16TH ST Quote To: BIDDING CONTRACTOR Sales Quote Number: U2010008722 Sales Quote Date: 10/12/20 Version No.: 2 Page: 3 Purch. Item No. Description Code Unit Quantity Unit Price Total Price *** SEWER *** CONNECTION TO EXISTING WWCBKNS8 8" KOR-N-SEAL BOOT WITH BAND EA 1 MAIN SPU350814 8 SDR35 D3034 GSK PVC GREEN PIPE 14' FT 196 CTAPE06DETSW 6 DETECTABLE TAPE GREEN SEWER 1,000' FT 1,000 SF401585 8X6 SDR35 GSK TEE EA 2 SF447080 8 SDR35 GSK CAP EA 1 SIDE SPU350614 6 SDR35 D3034 GSK PVC GREEN PIPE 14' FT 126 SF475060 6X6 SDR35 GSK WYE EA 2 SF417060 6 SDR35 45 BXB EA 2 SF447060 6 SDR35 GSK CAP EA 2 CLEANOUTS: SF475060 6X6 SDR35 GSK WYE EA 2 SF417060 6 SDR35 45 BXB EA 2 SPU350614 6 SDR35 D3034 GSK PVC GREEN PIPE 14' FT 14 NOTE: ESTIMATING 5' PER C/O. CONTRACTOR TO VERIFY. PL270261 6 CHERNE END PIPE PLUG EA 2 SF449060 6 SDR35 PLUG EA 2 *** WATER *** CONNECTION TO EXISTING 12" CUT IN: WWIMJSLV12 12 MJ SOLID LONG SLEEVE IMP EA 2 WWIMJFT1212 12X12 MJXFLG TEE IMP EA 1 RSSTARIDI120 12 STAR STARGRIP 3000P DI RESTRAINT KIT EA 6 IMP NBBLTFPA307BSTRI120 12 FLG PACK-A307B W/HHNUT & SEALTITE EA 1 RING GSKT 125 VGVEJMF120FML 12 EJ FLOWMASTER MJXFLG NRS AWWA EA 1 C515 OL GV 12" HOT TAP ALTERNATE (PRICE PER EACH ONLY): HB Jaeger QUOTATION 1830 16TH ST Quote To: BIDDING CONTRACTOR Sales Quote Number: U2010008722 Sales Quote Date: 10/12/20 Version No.: 2 Page: 4 Purch. Item No. Description Code Unit Quantity Unit Price Total Price NOTE: VERIFY EXISTING 12" MAIN MATERIAL. QUOTING 12X12 EPOXY WET TAP PER COA DETAIL W- 200. - - - - - 12X12 HOT TAP W/EPOXY STEEL SLEEVE & EA 1 MJXFL GV NOTE: WET TAP PRICING INCLUDES TAPPING TEE, GATE VALVE AND FLG KIT. AWBOF135260 24 OLYMPIC 940 VALVE BOX BASE ONLY EA 1 AMCOF135235 18 OLYMPIC 940 VALVE BOX TOP W/EARS EA 1 IMP HBJVB940LID 940 VALVE BOX LID ONLY ("WATER") EA 1 HBJETHAFOAMPAD 6" ETHAFOAM PAD DONUT #RE4-20024 EA 1 MAIN NOTE: QUOTING RESTRAINED 12" CL52 DUCTILE IRON PIPE AND FITTINGS PER NOTES 17 & 18 ON SHEET UT-03. DITJMD12052 12 MCWANE TYTON CL52 DI PIPE FT 180 NBGASSD12 12 MCWANE SURE STOP DUCTILE 350 EA 9 GASKET WWPW2744022BL 27 BLACK POLYWRAP 440'/22'/12" FT 440 CVID102 2 10 MIL PIPE WRAP TAPE EA 3 NOTE: CONTRACTOR TO VERIFY IF POLY BAG IS NEEED. RSSTARIDI120 12 STAR STARGRIP 3000P DI RESTRAINT KIT EA 2 IMP TEMPORARY BLOW OFF NOTE: QUOTING 2" TEMPORARY BLOW OFF PER COA STANDARD 4-1.20. CONTRACTOR TO VERIFY. WWIMJCP1202 12X2 MJ TAPT CAP IMP EA 1 PLG887060 2X6 GALV NIPPLE EA 1 NOTE: CONTRACTOR TO VERIFY NIPPLE LENGHTS. PLG408020 2 GALV 90 EA 1 PLG887240 2X24 GALV NIPPLE EA 1 BVBVB20NL 2 BRASS BALL VALVE 600 WOG FIPXFIP NL EA 1 450020 2 SCH40 PLUG MIP EA 1 DOMESTIC SERVICES NOTE: VERIFY EXISTING 12" MAIN MATERIAL. QUOTING 1" SERVICES PER DIRECT TAP. PP10CTS09100250B 1 PE 4710 BLUE CTS SDR 9 100' 250 PSI FT 100 WCUW10THHNSOBLU #10 THHN COPPER WIRE SOLID BLUE 500' FT 500 WWFB1000Q10NL 1 FORD CCXQJ CTS BALLCORP NL EA 2 WWINS52 1 FORD CTS PE INSERT EA 4 WWBA43444WQNL 1 FORD QJ CTS X MTR ANG BV NL EA 2 HB Jaeger QUOTATION 1830 16TH ST Quote To: BIDDING CONTRACTOR Sales Quote Number: U2010008722 Sales Quote Date: 10/12/20 Version No.: 2 Page: 5 Purch. Item No. Description Code Unit Quantity Unit Price Total Price WWHA31444NL 1 FORD MTRXFIP ANG CHK VLV NL EA 2 VBW13242500 CARSON HW 1324-12 BLACK BOX W/MSHL EA 2 VBP13244305 CARSON HW 1324 SOLID DI LID W/AMR EA 2 (4"X4") WWC8444QNL 1 FORD MIP X QJ CTS CPLG NL EA 2 WWC1444QNL 1 FORD FIP X QJ CTS CPLG NL EA 2 450010 1 SCH40 PLUG MIP EA 2 Thank you for the opportunity to quote. This quote prepared for you by: Mac Paulino Tel: 360-568-5958 macp@hbjaeger.com THIS QUOTATION IS VALID FOR THE IDENTIFIED CUSTOMER ONLY AND DOES NOT CONSTITUTE AN OFFER TO SELL. ALL QUOTATIONS ARE SUBJECT TO APPROVAL OF CREDIT. ICONIX ACCEPTS NO RESPONSIBILITY FOR THE CORRECTNESS OR COMPLETENESS OF MATERIAL QUOTED. F.O.B. POINT & PRICES ARE BASED ON ALL ITEMS AND QUANTITIES QUOTED UNLESS OTHERWISE NOTED. SPECIAL/CUSTOM ORDER PRODUCT NOTED WITHIN THE QUOTE IS NON-CANCELABLE AND NON- RETURNABLE. DUE TO PRICING UNCERTAINTY ARISING FROM COVID-19, ALL PRICES QUOTED HEREIN WILL NEED TO BE REVIEWED AND MAY BE ADJUSTED AT THE TIME OF ORDER. PAYMENT TERMS FOR ALL GOODS AND SERVICES WILL BE NET 30 DAYS FROM THE INVOICE DATE. INTEREST IS CHARGED AT 2% ON ALL OVERDUE AMOUNTS. ANY GOODS OR SERVICES PROVIDED BY ICONIX WILL BE SUBJECT TO A LIMITED WARRANTY PROVIDED THAT WHERE ICONIX IS NOT THE MANUFACTURER OF GOODS, CUSTOMER'S SOLE RECOURSE FOR DEFECTIVE GOODS WILL BE TO THE MANUFACTURER'S EXPRESS WARRANTY, IF ANY. EXCEPT AS OTHERWISE SET OUT HEREIN, ALL GOODS AND SERVICES DESCRIBED HEREIN WILL BE PROVIDED SUBJECT TO ICONIX'S TERMS AND CONDITIONS WHICH SUPERSEDE AND TAKE PRECEDENCE OVER ANY OTHER TERMS AND CONDITIONS. THE ICONIX SALE TERMS AND CONDITIONS ARE AVAILABLE ON REQUEST OR ONLINE AT HBJAEGER.COM/ABOUT/TERMS-AND- CONDITIONS-OF-SALE/ STORM SDR 35 PVC Sewer Pipe Solvent Weld Sewer Pipe (Perforated or Solid) Conforms to ASTM D 3034 & ASTM D 1784, cell class 12454 or 12364 Solid-wall pipe conforms to ASTM D 3034, â€œStandard Specification for Type PSM PVC Sewer Pipe and Fittingsâ€. Perforated SDR 35 sewer pipe meets the requirements of ASTM D 3034 prior to perforation. Proper hole positioning is assured by centering pipe printline at top. Product manufactured with one integral solvent-weld bell standard per length. Plain end may be available. All pipe is produced in 20-foot lengths. 10-foot lengths may be available. Minimum Approximate Standard Part Number Dimensions (inches) Wall Weight Crate Solid Perforated Size Length OD (Avg) ID (Approx) (inches) per 100â€™ Quantity 4â€ 3040010 3040010F 10â€™ 4.215 3.95 0.120 104 630 4â€ 3040020 3040020F 20â€™ 4.215 3.95 0.120 104 1,260 6â€ 3060010 3060010F 10â€™ 6.275 5.88 0.180 236 260 6â€ 3060020 3060020F 20â€™ 6.275 5.88 0.180 236 520 LOCATION OF PRINT LINE AND PERFORATIONS PRINT LINE 120Â° HOLE 120Â° Perforation Specifications: Two rows of Â½â€ diameter holes with hole spacing of 5â€ center-to-center. Rows are 120Â° apart. 2220 Nugget Way - Eugene, OR 97403 - Phone (877) 811-7473 I-805 (06/16) 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 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 SANITARY SEWER Kor-N-SealÂ® I Wedge Style Connectors Toggle Style Connectors Ordering 106/406 Series Pipe-to-Manhole Connector EX Series Plastic (Jack-In Style) Information or Stainless Steel Installation requires a Installation requires Kor-N-Seal I: Â½â€ socket wrench & a hydraulic jack 106/406 Series preset torque limiter. assembly Pipe-to-Manhole Connector The 106 Series connector is 8 inches long, the 406 Series connector is 6 inches long. The number following the hyphen in our model numbers is the required hole size. The S106-20 Series is available in Stainless Steel Wedge only. â€¢ Most widely used flexible Recommended Torque Values: connector in sanitary sewer Connectors with 8â€ hole size and smaller: applications throughout Plastic Wedge - 3/16â€ Hex Head Torque Wrench - 5 ft. lbs. Steel Wedge - 1/2â€ Socket Wrench - 8 ft. lbs. the world Connectors with 10 - 20â€ hole sizes: EX Series - 1/2â€ Socket Wrench -- 12 - 20 ft. lbs. Steel Wedge - 1/2â€ Socket Wrench - 12 ft. lbs. â€¢ Easy-to-Install Preset torque limiters are available. Contact Customer Service at 1-800-626-2180 for more information. â€¢ Meets the specifications For larger pipe sizes refer to of ASTM C923 Kor-N-Seal II Series Connectors 206 Series - For pipe sizes 15â€ - 51â€ in diameter. 306 Series - To fit larger pipe into smaller diameter manholes. 506 Series - Designed specifically for stormwater applications. Refer to Recommended Installation Instructions. Using Corrugated Pipe To Install 7â€ & 8â€ Toggle Style Connectors: Adapters are required when using Expander Assembly (p/n 90225) Corrugated Pipe. Refer to the Corrugated Refer to Recommended Installation Instructions. 8â€ Extension (p/n 13808) Pipe Adapter Data Sheet for details. Patented Waveband technology creates a more effective seal by concentrating the compressive force of the expansion band. The rubber is â€œcapturedâ€ between the band and the concrete. 08/09 Kor-N-SealÂ® I Wedge Style Connectors Toggle Style Connectors Ordering 106/406 Series Pipe-to-Manhole Connector EX Series Plastic (Jack-In Style) Information or Stainless Steel Installation requires a Installation requires Kor-N-Seal I: Â½â€ socket wrench & a hydraulic jack 106/406 Series preset torque limiter. assembly Pipe-to-Manhole Connector The 106 Series connector is 8 inches long, the 406 Series connector is 6 inches long. The number following the hyphen in our model numbers is the required hole size. The S106-20 Series is available in Stainless Steel Wedge only. â€¢ Most widely used flexible Recommended Torque Values: connector in sanitary sewer Connectors with 8â€ hole size and smaller: applications throughout Plastic Wedge - 3/16â€ Hex Head Torque Wrench - 5 ft. lbs. Steel Wedge - 1/2â€ Socket Wrench - 8 ft. lbs. the world Connectors with 10 - 20â€ hole sizes: EX Series - 1/2â€ Socket Wrench -- 12 - 20 ft. lbs. Steel Wedge - 1/2â€ Socket Wrench - 12 ft. lbs. â€¢ Easy-to-Install Preset torque limiters are available. Contact Customer Service at 1-800-626-2180 for more information. â€¢ Meets the specifications For larger pipe sizes refer to of ASTM C923 Kor-N-Seal II Series Connectors 206 Series - For pipe sizes 15â€ - 51â€ in diameter. 306 Series - To fit larger pipe into smaller diameter manholes. 506 Series - Designed specifically for stormwater applications. Refer to Recommended Installation Instructions. Using Corrugated Pipe To Install 7â€ & 8â€ Toggle Style Connectors: Adapters are required when using Expander Assembly (p/n 90225) Corrugated Pipe. Refer to the Corrugated Refer to Recommended Installation Instructions. 8â€ Extension (p/n 13808) Pipe Adapter Data Sheet for details. Patented Waveband technology creates a more effective seal by concentrating the compressive force of the expansion band. The rubber is â€œcapturedâ€ between the band and the concrete. 08/09 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 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. WATER 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 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 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 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 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 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 â€” PRODUCT INFORMATION & SPECIFICATIONS â€” POLYWRAP Tubular Polyethylene Protection For Cast Iron, Ductile Iron And Steel Pipe AWWA C105-05, ANSI A21.5-05 DESCRIPTION â€¢ Polyethylene film prevents contact between pipe and the surrounding soil for corrosion protection â€¢ Perforated every 20â€™ or 22â€™ and specially printed â€¢ The encasement is offered Â½â€ diameter through 36â€ â€¢ Warning message repeats every 18 - 24 inches depending on size â€¢ Sleeving can be used on either PVC pipe for identification purposes Note: Custom sizes & Print Available: such as Reclaimed/Recycled water or on metal piping systems for Subject to minimum quantity extrusion identification and corrosion protection runs of 5,000 lbs. Please see our catalog for additional product information. PROPERTIES Material Group 2 (Linear) Density 0.910 to 0.935 g/cm3 PRODUCT SPECIFICATIONS Class B (Colors)(1) Manufactured of virgin polyethylene material Dielectric Strength Volume resistivity 1015 8 mil minimum ohm-cm., min. Physical Properties Conforms to the material requirements of the latest Minimum Tensile Strength 3600 PSI (24.8 MPa - ASTM D882) revision of ANSI/AWWA C105/A21.5-05 and the following Minimum Elongation 800% (ASTM 882) requirements of the latest revision of ASTM D4976 and NT4112-05 Minimum Dielectric Strength 800 V/mil (ASTM D149) Minimum Impact Resistance 600 g (ASTM D1709 Method B) Film is imprinted with: Minimum Propagation Tear 2550 gf (ASTM D1922) â€¢ Trademark Resistance â€¢ Year of manufacture Thickness Minimum of 0.008 in. (8 mils) â€¢ Type of resin Color Black, clear, purple, blue, green â€¢ Specification conformance Polyethylene film is supplied with its natural color including white and black, â€¢ Applicable pipe sizes or black (weather-resistant) containing not less than 2 percent carbon black â€¢ Text â€œWarning Corrosion Protection - Repair any with an average particle diameter of 50 mm or less. A minimum of 2 percent Damageâ€ of a hindered-amine ultraviolet inhibitor in any natural or colored film except black film containing 2 percent or more carbon black. Black Polyethylene film is naturally UV protected. T. Christy Enterprieses, Inc. 655 E Ball Rd â€¢ Anaheim, CA 92805 INSTALLATION Tel: (714) 507-3300 â€¢ Fax: (714) 507-3310 Install polywrap according to the latest AWWA or DIPRA guidelines. www.tchristy.com â€¢ 800-BLU-GLUE October 2011 â€” PRODUCT INFORMATION & SPECIFICATIONS â€” PIPE WRAP TAPE - 10 MIL DESCRIPTION Christyâ€™sâ„¢ Pipe Wrap tape consists of a stabilized, plasticized PVC film with a hightack adhesive backing. It provides a superior moisture and corrosion barrier on many types of piping uses, including both exposed and direct burial applications. Christyâ€™sâ„¢ Pipe Wrap tape provides op- timum protection when used in conjunction with Christyâ€™sâ„¢ Prime-Itâ„¢ Pipewrap Primer (Prime-Itâ„¢ provides superior adhesion while increas- ing overall corrosion resistance). Product Code No. 205 - 202 - 204 pipewrap (413 printed vinyl identification tape). TEchnIcAL TA-33-PW21 Thickness 10mils (0.25mm) Tensile Strength 9kg (25mm) Elongation at Break 200% Adhesion to Steel .56kg (25mm) Adhesion to Backing .56kg (25mm) Dielectric Strength 7000 volts Unwind Force 800g (25mm) PART NUMBER DESCRIPTION TA-33-PW11 1â€ X 10 MIL TA-33-PW21 2â€ X 10 MIL TA-33-PW41 4â€ X 10 MIL SPECIFICATIONS & INDUSTRY LISTINGS Can be used on all types of pipe and fittings, including steel, galvanized, electrical conduit, cast and duc- tile iron. Christyâ€™sâ„¢ Pipe Wrap tape is listed by the International Association of Plumbing & Mechanical Officials (IAPMO) and carries the shield. Christyâ€™sâ„¢ Pipe Wrap tape: â€¢ Provides excellent insulating capacities and superior abrasion resistance. â€¢ Resists/reduces corrosion problems caused by salts, salt water, soil acids and alkalis. â€¢ Provides a dielectric barrier between the pipe and soil. â€¢ Resists common chemicals and vapors and protects against fungus and bacteria imany applications. â€¢ Remains pliable in a wide range of temperature and working environments while providing increased UV and weathering protection. The physical and performance properties shown are averages obtained from tests recommended by ASTM-1000, or our own procedures. A particular roll may vary slightly from these averages. It is recommended that the buyer determine the suitability for his own purposes. Subject to change without notice. July 2010 www.tchristy.com â€¢ (800) 258-4583 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 SUBMITTAL DATA SHEET No-Lead Ball Valves Full Port Ball Valve - 72032T Inlet: FNPT x Outlet: FNPT A.Y. McDonald Mfg. Co. No-Lead Full Port Ball Valves are constructed from heavy duty no-lead brass and are designed for use in potable water systems. Full port valves allow for maximum flow with minimum pressure drop. Dimensions Size L H D A 1/2â€ 2.12 1.50 .50 3.15 ON NO LEAD 3/4â€ 2.48 1.85 .75 4.33 600 WOG IAPMO R&T WETTED SURFACE 1â€ 2.99 2.05 .98 4.33 NSF 61-8 CONTAINS OFF < .25% LEAD 1 1/4â€ 3.34 2.36 1.26 5.12 1 1/2â€ 3.62 2.55 1.50 5.12 2â€ 4.25 3.11 1.96 7.87 2 1/2â€ 5.16 3.50 2.48 7.87 3â€ 5.91 3.86 2.95 7.87 4â€ 6.26 3.86 2.95 7.87 Materials No. Part Material 1 Nut Steel 2 Handle Steel 3 Stem Gland Screw Brass 4 Stem Packing Teflon 5 Stem Brass 6 Body No-Lead Brass 7 Ball Disc Packing Teflon 8 Ball Disc No-Lead Brass 9 End Plug No-Lead Brass Temperature / Pressure Rating SUBMITTAL INFORMATION - 600 WOG - Sizes: 1/2â€, 3/4â€, 1â€, 1 1/4â€, 1 1/2â€, 2â€, 2 1/2â€, 3â€, & 4â€ - NSF / ANSI 61 Annex G & F - Manufactured to MSS-SP-110 - Threads conform to ANSI B1.20.1 - Blow out proof stem - Complies with NSF/ANSI 372-2010 NO-LEAD: The weighted average of the wetted surface of this no-lead product contacted by consumable water contains less than one quarter of one percent (0.25%) lead. A.Y. McDonald Mfg. Co. Toll Free: 1-800-292-2737 sales@aymcdonald.com P.O. Box 508 Fax: 1-800-832-9296 www.aymcdonald.com Dubuque, IA 52004-0508 Hours: 7:00 a.m. - 5:00 p.m., CST A.Y. McDonald considers the information on this assembly drawing correct when published. Item and option availability, including specifications, are subject to change without notice. Submitted by: 08-13 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 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 THHN/THWN-2/MTW/T90 PREMIUM QU ALITY Specifications â€¢ ASTM (American Society for Testing & Material) B3 Class B, B8 (sizes 6 and larger), B787 (#14, #12, #10 & #8) â€¢ Underwriters LaboratoriesÂ® Standards UL 83 Thermoplastic Insulated Wire and Cables, UL 1063 Machine-Tool-Wire (for 19, 37 and 61 strand product), UL 758 AWM Spec 1316, 1317, 1318, 1319, 1320 and 1321 â€¢ C (UL) C22.2, No. 75 for T90 â€¢ NEMA WC 70/ICEA S-95-658 â€¢ IEEE (Institute of Electrical and Electronics Engineers) 1202 for CT rating 1/0 and larger â€¢ National Electric Code, NFPA 70, NFPA 79 (AWM 600V 105Â°C/75Â°C in oil) â€¢ Federal Specification A-A59544 â€¢ RoHS Compliant for Lead Free Construction Conductors: Solid bare copper per ASTM B3 Stranded bare copper per ASTM B3, ASTM B787, ASTM B8 Insulation: Lead-free, color-coded compound that is a heat-, flame- and moisture-resistant Polyvinyl Chloride (PVC) per UL 83 and UL 1063 Jacket: Clear nylon (polyamide) or UL-listed equivalent jacket per UL 83 and UL 1063 Features: All sizes are rated for gasoline- and oil-resistant II. All sizes are insulated with lead-free compounds and are RoHS compliant. 14 AWG thru 6 AWG conductors shall be listed Type THHN or THWN or THWN-2 or MTW or AWM and are suitable for operation at 600 volts at a conductor temperature not to exceed 105Â°C. - 1/0 AWG and larger conductors shall be UL-listed Type THHN or THWN or THWN-2 or MTW and are rated for CT use and are suitable for operations at 600 volts in all installations as specified by the National Electric CodeÂ®. - 1/0 AWG and larger conductors are printed with â€œEasy-Readâ€ sequential countdown marking which may assist in inventory controls. - All conductors 1/0 AWG and larger are jacketed with SLK Technology nylon which could assist in pulling operations at the construction work site. - Size #8 and larger use SLK (Slick Wire) Technology. Applications Type THHN/THWN-2 conductors are primarily used in conduit for services, feeder and branch circuits in commercial or industrial applications as specified in the National Electric CodeÂ®. When used as Type THHN or TWN75, conductor is suitable for use in dry locations at temperatures not to exceed 90Â°C. When used as Type THWN or T90 Nylon, conductor is suitable for use in wet or dry locations at temperatures not to exceed 75Â°C or not to exceed 75Â°C when exposed to oil. When used as Type THWN-2, conductor is suitable for use in wet or dry locations at temperatures not to exceed 90Â°C or not to exceed 75Â°C when exposed to oil. When used as type MTW, conductor is suitable for use in wet locations or when exposed to oil at temperatures not to exceed 60Â°C or dry locations at temperatures not to exceed 90Â°C (with ampacity limited to that for 75Â°C conductors per NFPA 79). Conductor temperatures not to exceed 105Â°C in dry locations when rated AWM and used as appliance wiring material. Voltage rating for all applications is 600 volts. Recommended Sample Specifications (MTW or THHN or THWN or THWN-2) Conductors shall be UL-listed Type MTW or THHN or THWN or THWN-2 gasoline- and oil-resistant II for CT use (1/0 and larger), suitable for operations at 600 volts in all installations as specified by the National Electric CodeÂ®. Conductors shall be annealed copper, insulated with high-heat, moisture-resistant, and lead-free PVC, jacketed with abrasion-, moisture-, gasoline- and oil-resistant nylon or UL-listed equivalent. United Copper e â€¢ In e d PREMIUM QU ALITY B UILDING WIRE t u n s a t r PREMIUM r i a e UCIâ€™s Product Line Features: Gu QUALITY s â€¢ G â€¢ s u e a ir GUARANTEE r t a s n 12 ud et nI â€¢ e COLORS reppoCdetinU MANUFACTURED WITH 40% RENEWABLE 2727 Geesling Road â€¢ Denton, Texas 76208 â€¢ Ph 877.252.4828 â€¢ Fx 888.284.7540 unitedcopper.com ENERGY rev. dhp092512 United Copper Industries â€¢ THHN/THWN-2/MTW/T90 WEIGHTS â€¢ MEASUREMENTS CONDUCTOR PCV NYLON NOMINAL APPROXIMATE AMPACITY (AMPS) NO. OF INSULATION JACKET SIZE (AWG or OD NET WEIGHT PER STRANDS THICKNESS THICKNESS MCM/KCMIL) 1000 ft (mils) (mils) (mils) 60ËšC 70ËšC 90ËšC 14* 1 15 4 102 15 15 15 15 12* 1 15 4 119 23 20 20 20 10* 1 20 4 150 37 30 30 30 14* 19 15 4 109 16 15 15 15 12* 19 15 4 128 24 20 20 20 10* 19 20 4 161 38 30 30 30 8* 19 30 5 212 63 40 50 55 6* 19 30 5 250 95 55 65 75 4 19 40 6 319 153 70 85 95 3 19 40 6 346 189 85 100 110 2 19 40 6 378 234 95 115 130 1 19 50 7 435 300 110 130 150 1/0 19 50 7 474 372 125 150 170 2/0 19 50 7 518 463 145 175 195 3/0 19 50 7 568 576 165 200 225 4/0 19 50 7 624 719 195 230 260 250 37 60 8 694 849 215 255 290 300 37 60 8 747 1010 240 285 320 350 37 60 8 797 1175 260 310 350 400 37 60 8 842 1332 280 335 380 500 37 60 8 925 1652 320 380 430 600 61 70 9 1024 1990 355 420 475 750 61 70 9 1126 2468 400 475 535 â€¢ *Suitable for 105ËšC wiring material (AWM) â€¢ Allowable Ampacities shown are for general use as specified by the National â€¢ All AWG sizes are rated THWN-2 Electric Code , Section 310.5 R â€¢ 60ËšC: When terminated to equipment for circuits rated 100 amperes or â€¢ All AWG sizes are rated T90 less or marked for AWG 14 through 1 conductor. â€¢ #14- #1 are rated VW-1 â€¢ MTW: Wet locations or when exposed to coolant. â€¢ #8 and larger are rated sun-light resistant and use SLK â€¢ 75ËšC: When terminated to equipment for circuits rated 100 amperes or (Slick Wire) Technology marked for conductors larger than 1 AWG. â€¢ THWN when exposed to oil or coolant. MTW dry locations. â€¢ 1/0 AWG and larger are rated for cable tray â€¢ 90ËšC: THHN dry locations. PVC Insulation with Nylon Jacket Solid or Stranded Soft-annealed Uncoated Copper United Copper e â€¢ In PREMIUM QU ALITY B UILDING WIRE te du n s a t r PREMIUM r i a e UCIâ€™s Product Line Features: Gu QUALITY s â€¢ G â€¢ s u e a ir GUARANTEE r t a s n 12 ud et nI â€¢ e COLORS reppoCdetinU MANUFACTURED WITH 40% RENEWABLE 2727 Geesling Road â€¢ Denton, Texas 76208 â€¢ Ph 877.252.4828 â€¢ Fx 888.284.7540 unitedcopper.com ENERGY Page 2 of 2 rev. dhp092512 SUBMITTAL INFORMATION Ballcorp Corporation Stops - (FB1100-xx-Q-NL style) MALE IRON PIPE THREAD INLET BY QUICK JOINT FOR COPPER OR PLASTIC TUBING (CTS) OUTLET Molded EPDM rubber seat with reinforcing ring supports the ball Body Outlet Threads Solid one piece tee-head and stem Dual EPDM O-rings in the stem Quick Joint Nut EPDM O-Ring Male Iron Pipe Threads Stainless Steel Gripper Inlet Outlet Molded Buna-N Spring Tip Gasket provides Hydraulic Seal External Nut Stop Length Image shown above is an FB1100-4-Q-NL. Fluorocarbon-coated brass ball OUTLET VALVE BODY OUTLET APPROX. PART âœ“ SUBMITTED VALVE SIZE INLET SIZE SIZE LENGTH THREADS WT. LBS NUMBER ITEM(S) 3/4" 3/4" 3/4" 4-19/64" 3/4" Flare Copper 1.8 FB1100-3-Q-NL 1" 1" 1" 4-13/64" 1" Flare Copper 2.7 FB1100-4-Q-NL 1-1/2" 1-1/2" 1-1/2" 5-11/16" 1-1/2" Special Thread 4.9 FB1100-6-Q-NL 2" 2" 2" 7-1/32" 2" Special Thread 7.9 FB1100-7-Q-NL Note: Ford recommends using insert stiffeners with plastic pipe or tubing. * 1-1/4" Quick Joint has EPDM spring tip gasket. FEATURES 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 03/30/16 SUBMITTAL INFORMATION Stainless Steel Inserts - (INSERT-xx style) STAINLESS STEEL INSERTS FOR POLYETHYLENE PIPE (PEP) OR TUBING (PET) Dimple Flange Dimple 70 Series For Polyethylene Pipe (PEP) C N PEP 4 S L N S ID I() INSERT-71 3/4" 0.824 1-11/16" ** INSERT-53-72 1" 1.049 2-5/16" Â©** INSERT-53-72-Q 1" 1.049 1-31/32" INSERT-73 1-1/4" 1.380 2-5/16" INSERT-74 1-1/2" 1.610 2-59/64" INSERT-75 2" 2.067 2-15/16" 50 series For Polyethylene Tubing (PET) C N PET 4 S L N S ID I() INSERT-51 3/4" 0.681 1-35/64" INSERT-52 1" 0.875 1-43/64" ** INSERT-53-72 1-1/4" 1.069 2-5/16" Â©** INSERT-53-72-Q 1-1/4" 1.069 1-31/32" INSERT-54 1-1/2" 1.263 2-15/16" INSERT-55 2" 1.653 2-15/16" Â© INSERT-54-Q 1-1/2" 1.263 2-7/16" Â© INSERT-55-Q 2" 1.653 2-7/16" * 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€¢ Certified to NSF/ANSI Standard 61 and NSF/ANSI Standard 372 where applicable 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 â€¢ Manufactured in the United States of America 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 www.fordmeterbox.com 10/07/16 SUBMITTAL INFORMATION Angle Ball Meter Valves - (BA43-444W-Q-NL style) QUICK JOINT FOR COPPER OR PLASTIC TUBING (CTS) INLET BY METER SWIVEL NUT OUTLET Solid one piece tee-head and stem Sturdy stops allow 90Â° motion and A snap ring locks the stem into the body are enclosed and protected of the valve Padlock Wing for locking valve Bronze Snap Ring in closed position Meter Swivel Nut Dual EPDM O-rings in the stem Meter Coupling Threads Fluorocarbon-coated brass ball Outlet Molded EPDM rubber seats with reinforcing ring support the ball Height External Nut Stop Quick Joint Nut Molded Buna-N Spring Tip Gasket provides Hydraulic Seal Stainless steel Gripper Inlet Length SERVICE LINE METER SIZE APPROX. PART âœ“ SUBMITTED VALVE SIZE LENGTH HEIGHT SIZE INLET OUTLET WT. LBS NUMBER ITEM(S) 1" 1" 1" 2-43/64" 2-29/64" 3.7 BA43-444W-Q-NL Note: Ford recommends using insert stiffeners with plastic pipe or tubing. FEATURES 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€¢ Hole for attaching handle is provided in tee-head â€¢ 300 PSI working pressure â€¢ Padlock Wing for locking valve in closed position â€¢ Conforms to AWWA C700 for Meter threads â€¢ Meter nut drilled for seal wire Note: Recommended for inlet side shut-off. Optional full 360Â° tee-head rotation. Add â€œRâ€ to end of part number. The Ford Meter Box Company considers the information in this submittal form to be correct at the time of publication. Item and option availability, including specifications, are subject to change without notice. Please verify that your product information is current. The Ford Meter Box Company, Inc. Submitted By: P.O. Box 443, Wabash, Indiana U.S.A. 46992-0443 Phone: 260-563-3171 / Fax: 800-826-3487 Overseas Fax: 260-563-0167 www.fordmeterbox.com 05/16/14 SUBMITTAL INFORMATION Angle Single Check Valve - (HA31-xxx-NL style) METER SWIVEL NUT INLET BY FEMALE IRON PIPE THREAD OUTLET Meter Swivel Nut Poppet Assembly Brass Valve Body includes Acetyl Plastic Poppet, Bronze Snap Ring 302 Stainless Steel Spring and EPDM Rubber Poppet Meter Coupling Thread Access Cap Seal EPDM Rubber Meter Gasket Inlet Height EPDM O-Ring Female Iron Pipe Thread Length Drilled for Seal Wire Outlet A. P 3 S V S M I S O S L H W. L N I() 3/4" 5/8" 3/4" 1-5/8" 1-5/8" 1.2 HA31-313-NL 3/4" 5/8"x3/4" & 3/4" 3/4" 1-5/8" 1-5/8" 1.3 HA31-323-NL 1" 1" 1" 1-7/8" 1-7/8" 1.6 HA31-444-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 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€¢ In-line accessible for quick inspection and replacement of internal working parts without removing the valve from the service line. Replacement kits are available â€¢ 175 PSI maximum working water pressure â€¢ 180 degree Fahrenheit maximum constant temperature â€¢ Conforms to AWWA C700 for meter threads 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 09/23/16 Municipal Water 1324 Heavywall 1324BCF in 14 in in 12â€ BODY: 1 2 1 2 6 23 1 in Material: HDPE 26 Model: 13â€ x 24â€ Weight: 17 lbs Wall Type: Straight Mouseholes: 0-4 Performance: ANSI/SCTE-77 Tier 8, WUC 3.6, ASTM C857 A-8, Exceeds 20,000 lb minimum load failure 12â€ in 81 4 in 173 4 in in 213 4 121 4 18â€ BODY: 1324 Material: HDPE Model: 13â€ x 24â€ Weight: 23 lbs DIMENSIONS AT BOTTOM OF BOX AREi nTHE SAME FOR 12" AN1D4 in18" DEPTHinS Wall Type: Straight 1 2 1 2 6 23 1 Mouseholes: 0-4 6 in Performance: ANSI/SCTE-77 Tier 8, WUC 3.6, 2 ASTM C857 A-8, Exceeds 20,000 lb minimum load failure 18â€ in 81 4 in 173 4 in Medium Duty: in 213 4 121 4 Non-deliberate Traffic For use in non-vehicular traffic situations only. *Cover comes standard with permanent markings for manufacturer, load rating, model size and manufacturing location. Actual load rating is determined by the DIMENSIONS AT BOTTOM OF BOX ARE THE SAME FOR 12" AND 18" DEPTHS box and cover combination. Contact your Oldcastle Enclosure Solutions Distribution Center for specific information and additional options. Weights and dimensions may vary slightly oldcastleprecast.com/enclosuresolutions 800-735-5566 Revision 5/2013 Â©2013 Oldcastle, Inc. Municipal Water Heavywall 1324BCF 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. 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 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 DATE (MM/DD/YYYY) CERTIFICATE OF LIABILITY INSURANCE 09/17/2020 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). CONTACT PRODUCER NAME: Nick Ghaffari CHOICE Insurance, LLC 8 PHONE FAX 1715 Market Street STE 100 (A/C, No, Ext): (425) 739-6565 (A/C, No):(425) 739-9955 E-MAIL Service@choiceinsurance.net Kirkland WA 98033 ADDRESS: INSURER(S) AFFORDING COVERAGE NAIC # INSURER A : Developers Surety & Indemnity 12718 INSURED (425) 508-1497 Stack Design & Construction LLC INSURER B : INSURER C : 8825 34th Ave NE L410 INSURER D : Marysville WA 98271 INSURER E : INSURER F : COVERAGES CERTIFICATE NUMBER:Cert ID 19070 REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR ADDLSUBR POLICY EFF POLICY EXP LTR TYPE OF INSURANCE INSD WVD POLICY NUMBER (MM/DD/YYYY) (MM/DD/YYYY) LIMITS A X COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE $ 1,000,000 X DAMAGE TO RENTED CLAIMS-MADE OCCUR Y BIS00029150-03 10/13/2019 10/13/2020 PREMISES (Ea occurrence) $ 100,000 MED EXP (Any one person) $ 5,000 PERSONAL & ADV INJURY $ 1,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $ 2,000,000 X POLICY PRO- PRODUCTS - COMP/OP AGG $ 2,000,000 JECT LOC OTHER: $ COMBINED SINGLE LIMIT AUTOMOBILE LIABILITY (Ea accident) $ ANY AUTO BODILY INJURY (Per person) $ OWNED SCHEDULED AUTOS ONLY AUTOS BODILY INJURY (Per accident) $ HIRED NON-OWNED PROPERTY DAMAGE $ AUTOS ONLY AUTOS ONLY (Per accident) $ UMBRELLA LIAB OCCUR EACH OCCURRENCE $ EXCESS LIAB CLAIMS-MADE AGGREGATE $ DED RETENTION$ $ WORKERS COMPENSATION PER X OTH- A AND EMPLOYERS' LIABILITY BIS00029150-03 10/13/2019 10/13/2020 STATUTE ER Y / N ANY PROPRIETOR/PARTNER/EXECUTIVE WA State Stop Gap E.L. EACH ACCIDENT $ 1,000,000 OFFICER/MEMBER EXCLUDED? N / A (Mandatory in NH) E.L. DISEASE - EA EMPLOYEE $ 1,000,000 If yes, describe under 1,000,000 DESCRIPTION OF OPERATIONS below E.L. DISEASE - POLICY LIMIT $ $ $ DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space is required) RE: Permit for PWD#2178 for job at 606 Highland Dr., Arlington WA 98223. City of Arlington is included as Additional Insured per form CG2012 attached. CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. City of Arlington 18204 59th Ave NE AUTHORIZED REPRESENTATIVE Arlington WA 98223 Â© 1988-2015 ACORD CORPORATION. All rights reserved. ACORD 25 (2016/03) The ACORD name and logo are registered marks of ACORD Page 1 of 1 DATE (MM/DD/YYYY) CERTIFICATE OF LIABILITY INSURANCE 10/09/2020 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). CONTACT PRODUCER NAME: Nick Ghaffari CHOICE Insurance, LLC 8 PHONE FAX 1715 Market Street STE 100 (A/C, No, Ext): (425) 739-6565 (A/C, No):(425) 739-9955 E-MAIL Service@choiceinsurance.net Kirkland WA 98033 ADDRESS: INSURER(S) AFFORDING COVERAGE NAIC # INSURER A : Developers Surety & Indemnity 12718 INSURED (425) 508-1497 Stack Design & Construction LLC INSURER B : INSURER C : 8825 34th Ave NE #L410 INSURER D : Marysville WA 98271 INSURER E : INSURER F : COVERAGES CERTIFICATE NUMBER:Cert ID 19206 REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR ADDLSUBR POLICY EFF POLICY EXP LTR TYPE OF INSURANCE INSD WVD POLICY NUMBER (MM/DD/YYYY) (MM/DD/YYYY) LIMITS A X COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE $ 1,000,000 X DAMAGE TO RENTED CLAIMS-MADE OCCUR Y BIS00029150-04 10/13/2020 10/13/2021 PREMISES (Ea occurrence) $ 100,000 MED EXP (Any one person) $ 5,000 PERSONAL & ADV INJURY $ 1,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $ 2,000,000 X POLICY PRO- PRODUCTS - COMP/OP AGG $ 2,000,000 JECT LOC OTHER: $ COMBINED SINGLE LIMIT AUTOMOBILE LIABILITY (Ea accident) $ ANY AUTO BODILY INJURY (Per person) $ OWNED SCHEDULED AUTOS ONLY AUTOS BODILY INJURY (Per accident) $ HIRED NON-OWNED PROPERTY DAMAGE $ AUTOS ONLY AUTOS ONLY (Per accident) $ UMBRELLA LIAB OCCUR EACH OCCURRENCE $ EXCESS LIAB CLAIMS-MADE AGGREGATE $ DED RETENTION$ $ WORKERS COMPENSATION PER X OTH- A AND EMPLOYERS' LIABILITY BIS00029150-04 10/13/2020 10/13/2021 STATUTE ER Y / N ANY PROPRIETOR/PARTNER/EXECUTIVE WA State Stop Gap E.L. EACH ACCIDENT $ 1,000,000 OFFICER/MEMBER EXCLUDED? N / A (Mandatory in NH) E.L. DISEASE - EA EMPLOYEE $ 1,000,000 If yes, describe under 1,000,000 DESCRIPTION OF OPERATIONS below E.L. DISEASE - POLICY LIMIT $ $ $ DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space is required) RE: Permit for PWD#2178 for job at 606 Highland Dr., Arlington WA 98223. City of Arlington is included as Additional Insured per form CG2012 attached. CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. City of Arlington 18204 59th Ave NE AUTHORIZED REPRESENTATIVE Arlington WA 98223 Â© 1988-2015 ACORD CORPORATION. All rights reserved. ACORD 25 (2016/03) The ACORD name and logo are registered marks of ACORD Page 1 of 1 âœ” Stewart 3 Lot Short Plat 31051100401700 606 Highland Dr 3 lot short plan and frontage improvements to Highland Dr. Tit Toc, LLC - Greg Stewart - Member 3226 256th St NW Stanwood WA 98292 (425) 239-7017 gcstew@gmail.com Tit Toc, LLC - Greg Stewart - Member 3226 256th St NW Stanwood WA 98292 (425) 239-7017 gcstew@gmail.com LDC, Inc. - Tom Abbott Jr. 20210 142nd Ave NE Woodinville WA 98072 (425) 892-9539 tabbott@ldcorp.com 56921 10/28/21 Stack Design & Construction, LLC - Terry Groom 8825 34th Ave NE - L410 Marysville WA 98271 (425) 508-1497 Stackdesign@live.com STACKDC871PZ 10/20/21 Ryan Larsen 12/15/2020 NA NA NA Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 12/8/2020 Stewart Short Plat Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Sewer Line Yes Yes Crews are installing making the sewer connection under Highland Ave. The crews hit the existing 10â€ storm drain line. Crews are pumping the water out of the trench to repair the storm drain and install the new sewer line. Public works is on site inspecting the sewer installation work. 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? Flagged Lane Closure No Crews do not have an approved traffic control plan for this work. The closure is the same flagged closures used on other project. I informed Nova Heaton about the closure. We discussed the closure and determined that it is appropriate for the construction, but the contractor will need to submit one for approval so that we have the plan on file. TEMPORARY EROSION & SEDIMENT CONTROL 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 12/10/2020 Stewart Short Plat Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Sewer Line Yes Yes Crews continue with sewer installation work. Crews are now out of the roadway and working on the property. 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 12/15/2020 Stewart Short Plat 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 removing top soil and grading the area where the easternmost lot will be located. 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 12/17/2020 Stewart Short Plat Brian Grieve WORK PERFORMED Was work performed today? â˜ - Yes â˜’ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? N/A When I arrived on site, there were no crews performing work. The site is currently inactive. 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 12/21/2020 Stewart Short Plat Brian Grieve WORK PERFORMED Was work performed today? â˜ - Yes â˜’ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Frontage Improvements Yes Yes Crews are placing material for the base of the sidewalk. 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 12/28/2020 Stewart Short Plat Brian Grieve WORK PERFORMED Was work performed today? â˜ - Yes â˜’ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Waterline Yes Yes Crews are installing the 12â€ water line along the east side of the property. 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 12/29/2020 Stewart Short Plat Brian Grieve WORK PERFORMED Was work performed today? â˜ - Yes â˜’ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Rough Grading Yes N/A Crews are performing rough grading on the property where pad 2 will be constructed and removing existing concrete. Clearing Yes N/A Crews are removing roots around the area where pad 2 will be constructed. 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 12/30/2020 Stewart Short Plat Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Water Line Yes Yes Crews have cut Highland to make the westernmost water line installation. Public works is inspecting that work. Pavement Repair Yes Yes Crews are backfilling and compacting base materials for compaction for the water line cut in Highland instead of using CDF. 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? Flagged Lane Closure Yes Crews have a single lane flagged closure of Highland set up. The devices and flaggers are per the approved traffic control plan. 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 12/31/2020 Stewart Short Plat Brian Grieve WORK PERFORMED Was work performed today? â˜ - Yes â˜’ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? N/A 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 1/4/2020 Stewart Short Plat Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Water Line Flush N/A N/A Public works is on site performing a flush test. Frontage Improvements Yes Yes Crews are placing base material for the sidewalk along Highland. 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 1/6/2020 Stewart Short Plat Brian Grieve WORK PERFORMED Was work performed today? â˜ - Yes â˜’ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? N/A No crews were on site when I arrived. 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 1/21/2020 Stewart Short Plat Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Frontage Improvements Yes Yes Crews are placing concrete for the frontage improvements. Sidewalk, curb cuts, and driveways. 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? Shoulder Closure Yes See Construction Photos. 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 2/16/2021 Stewart Short Plat Brian Grieve WORK PERFORMED Was work performed today? â˜ - Yes â˜’ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? No work performed N/A N/A No work was performed while I was on 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 None Page 2 m p 9 :0 2 1 - 1 2 0 2 , 4 2 r a M : d e tt lo P g w .d L P- S -C B A 9 6 1 9 1 \C ts il u -B s \A s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D m p 9 :0 2 1 - 1 2 0 2 , 4 2 r a M : d e tt lo P g w .d L P- S -C B A 9 6 1 9 1 \C ts il u -B s \A s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D m p 9 :0 2 1 - 1 2 0 2 , 4 2 r a M : d e tt lo P g w .d L P- O -T B A 9 6 1 9 1 \C ts il u -B s \A s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D m p 9 :0 2 1 - 1 2 0 2 , 4 2 r a M : d e tt lo P g w .d L P- C -H B A 9 6 1 9 1 \C ts il u -B s \A s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D m p 9 :0 2 1 - 1 2 0 2 , 4 2 r a M : d e tt lo P g w .d L P- D -R B A 9 6 1 9 1 \C ts il u -B s \A s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D m p 0 :1 2 1 - 1 2 0 2 , 4 2 r a M : d e tt lo P g w .d L P- T -U B A 9 6 1 9 1 \C ts il u -B s \A s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D m p 0 :1 2 1 - 1 2 0 2 , 4 2 r a SEWER ALIGNMENT A M : d e tt lo P g w .d R P- T -U B A 9 6 1 9 1 \C ts il u -B s \A s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D m a 3 :1 9 - 1 2 0 2 , 9 1 r p A : d e tt lo P g w .d L P- S -C B A 9 6 1 9 1 \C ts il u -B s \A s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D m a 3 :1 9 - 1 2 0 2 , 9 1 r p A : d e tt lo P g w .d L P- D -R B A 9 6 1 9 1 \C ts il u -B s \A s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D m a 3 :1 9 - 1 2 0 2 , 9 1 r p A : d e tt lo P g w .d L P- T -U B A 9 6 1 9 1 \C ts il u -B s \A s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D m a 3 :1 9 - 1 2 0 2 , 9 1 r p SEWER ALIGNMENT A A : d e tt lo P g w .d R P- T -U B A 9 6 1 9 1 \C ts il u -B s \A s g in w ra \D ts n e tmr a p A tr a w te S 9 6 1- 9 1 \C 9 1 0 \2 il iv C :\ P : g in w ra D City of Arlington Community & Economic Development April 14, 2021 Tic Toc, LLC Greg Stewart 3226 256th St NW Stanwood, WA 98258 RE: Project Closeout Project Name: Stewart 3-Lot Short Plat Project Address: 606 Highland Dr., Arlington, WA 98223 Project No.: PWD#2178 Mr. Stewart, Construction on the Stewart Short Plat project is complete. Prior to final plat recordation and assignment of funds Certificate No. 700200649 release, review and approval of all items related to the project closeout are required. 1. Bills of sale for the public utility systems as follows: a. Water System: i. From the connection in Highland Drive to the water meters; ii. From the connection in Highland Drive, 12â€ main extension into Tract 999 b. Sanitary Sewer System: i. From the connection in Highland Drive extension into Tract 999 ii. 6â€ Side Sewer from 8â€ in Tract 999 to property line of Lot 2 c. Stormwater Drainage System in the Public Right of Way 2. AutoCAD files are required with as-built plan final approval. The City of Arlington requires a security to be held for 2-years from the date of project final acceptance for maintenance repairs at the end of the 2-year period; should the contractor not perform the necessary repairs. The security options are a Maintenance Bond or to meet the 2-year requirement you do have the option of maintaining the Assignment of Funds Account and I would generate a letter releasing all funds above the $18,302.75 requirement. For the Maintenance Bond option this is your official letter of request to take to the surety of your choosing. The city of Arlington does not have a standard form for a maintenance bond. If you choose to provide a Maintenance Bond, the suretyâ€™s standard form is acceptable but must include the 18204 59th Avenue NE, #B - Arlington, WA, 98223 - 360-403-3551 â€“ www.arlingtonwa.gov following language; â€œThe bond shall not be released without written discharge from the City of Arlington.â€ The 2-year maintenance bond consists of the following and shall be indicated on the security: Items dedicated to the City of Arlington, or were repaired due to construction; including but not limited to infrastructure relating to the water, sanitary sewer, stormwater drainage systems, public landscaping and right-of-way improvements. Maintenance Bond Estimated Cost of Construction $91,513.75 x 20% = $18,302.75 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 & Economic Development 18204 59th Avenue NE, #B - Arlington, WA, 98223 - 360-403-3551 â€“ www.arlingtonwa.gov !"# $%&'()%*%$+*)%,-(% ./"0# 1231*34 ./"0.5566 7%+$%89 ./"0:;:<:= $%(>'**?49@ 7 ; 0"6 0 A)&B$%&'()% C 0 D 7E @E F/ B3G%&'H*I%-**JK3*L <" MN O *%$+*)%,-(%(>?P)*>%(B&2LQ)*R&L&>%G%*S2B+-(>?T)K U/V 0 7D 7K !" S2B+-(>?T) W; 5 XT W66V5 D FY6 7 <V6 ,X1X .66Z05 (&-[>>*>&G ,()3&-\??)&GG&B(-T&G3)2Q%2*>'>&)8(L& '>&),+*>&]*>2>B 7 D SAS8TT11 T^,X_ ; 0" 6 *>%)(3%*),)2L()[*>%(3%,+*>&??)&GG*>%)(3%*)1[Q&23&>G&23&>G&\ $%(3JT&G2B>1&))[A)**LG D 7E7 E D@ 7D%+R&8X4\D *>G%)I3%2*>*>%)(3%*)`$1aT ,] W06" 06 T(%& >GQ&3%2*>1[Q&T&G3)2Q%2*>$3+&?I-&?T(%&*LQ-&%&?T(%&>GQ&3%*)$%(%IG @ DK8E$1Xb @ @ b)2(>A)2&R&,X1X ,^8S$1 D ,)*c&3%1)(3J2>B $$A8XT 7 7 7 7 7 7 7 7 D@ D@ D@ D@ /0def6 T(%& &R2&'1[Q&T&G3)2Q%2*>GG2B>&?1*1()B&%T(%& 8*R(S&(%*> 7 D ]*>2>B,&)L2%$2B>&?@K K *G+A)(>?-2&>()? 7 9(%&)(>?$&'&)3*>>&3%2*>P&&G2>&PP&3%(%%+&%2L&*PgI2-?2>BQ&)L2%GIgL2%%(- ,9ET8EA$ 7 '2--(QQ-[%*g*%+I>2%G2>%+&?IQ-&hKa$`1 ,9E$X9EX 7 $&&8*%&GK,9E91EX 7 D 8*3*LL&>%G(%%+2G%2L&KiX 7 XT8$,X1 7 @ P%&))&R2&'2>B%+&GIgL2%%(-P*)%+2GQ)*c&3%3*))&3%2*>()&(GP(--*'K ,9E91EX 7 %+&G&)R23&L&%&)g*h>&&?G%*g&%+& Dh jg*?[4%+&L&%&)-2?>&&?G%*g& %+&TKK(h2&'3*R&)4(-G*P*)%+&b-*'PP(%%+&&>?*P%+&G%Igg&? kL(2> >&&?G%*P*--*'%+&$%(>?()?T&%(2-9E K AIG AS1i9l XT8$,X1 AS1i9lT*>*%g-*3J(33&GG%*%+&(?c(3&>%?)2R&'([GK8*R(S&(%*> 7 $Eb^1&L*R&I>>&3&GG()[G+&&%G8*R(S&(%*> D@ 7 $Eb^18*3*LL&>%GK,9ET8EA$ D@ 7 $Eb^18*3*LL&>%GK,9E$X9EX D@ 7 $Eb^1$&&8*%&GK K$+&&%^1 E k3*>>&3%2*>'(GR2(+*%%(QK&L*R& ,9E91EX D@ )&P&)&>3&%*%&&K K*))&3%G&)R23&%(Q-*3(%2*>K$&)R23&G'&)&%(QQ&?P)*L kL(2>&h%&>G2*>4>*% P)*LS2B+-(>? K kL(2>&>?G'2%+( khk%&&(>?( kg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`abc]bc^defghijkilmen^o^_obpqr % $ %& \]^]_so`ob^]bctctuvjwxlyjvz{yjkiljdppy{|wqn{mejbkilmebpqr && & %% }_\]s]\`^^b^cbctctuvjwxlyjvk`vg~hjjliebpqr % %% _\}csot`_b^obctuvjwxlyj`n{piwjwvjywwjenzwÂ€Âihejbpqr % %% _\}cso^`_b^obctuvjwxlyj`n{mejygÂ€jh{mnliÂ€giljh{mÂ‚{yÂezwwjctctt_^}bÂƒieÂƒ % %% _\}csoc`_b^obctuvjwxlyj`n{mejygÂ€jh{mkwyhjdppÂ„v Â†Â‡ÂˆÂ‰ÂŠbpqr % %% _\}cso]`_b^obctuvjwxlyj`Â†w{Â‹wÂ€zÂŒwp{yjbpqr % %% _\}csos`_b^obctuvjwxlyj`vÂ‚kkkbpqr % %% _\}cso}`_b^obctuvjwxlyj`vz{yjkiljÂ‰ylhmlÂwÂŒwp{yjbpqr