Loading...
APPROVED STM RESUB 2-BLD2023-1474+Storm_Drainage_Report+4.4.2024_10.21.16_AM+4176533BLD2023-1474 RESUB Apr 04 2024 Drainage Report Maplewood Lot B For OWNER: Chris & Zoey Kiel 14019 52"d Ave W, Unit A Edmonds, WA 98026 CIVIL ENGINEER: Omega Engineering, Inc. Joseph Smeby, P.E. joe@oemega-eng.com 425.903.4852 SITE LOCATION: 8811 194T" St SW Edmonds, WA 98020 Tax Parcel: 2704180031400 Legal Description: Lot B of City of Edmonds Short Plat S-45-78 Zoning: RS-12 Prepared by: Ralph Rapanut, E.I.T. Checked by: Joseph M. Smeby, P.E. Job No: 23-0415 September 2023 Revised: Feb. 2024 COMPLIES WITH APPLICABLE CITY STORMWATER CODE 05/03/2024 TABLE OF CONTENTS TABLEOF CONTENTS...........................................................................................................................1 LISTOF FIGURES..................................................................................................................................2 1. INTRODUCTION & SITE CLASSIFICATION.....................................................................................3 2. EXISTING SITE HYDROLOGY.........................................................................................................3 3. STORMWATER SITE PLAN ............................................................................................................4 4. SWPPP NARRATIVE......................................................................................................................5 A. SITE GRADING/EROSION CONTROL RISK ASSESSMENT...............................................................6 B. SWPPP MINIMUM ELEMENTS.....................................................................................................6 S. WATER POLLUTION SOURCE CONTROL.......................................................................................8 6. PRESERVATION OF NATURAL DRAINAGE SYSTEM......................................................................8 7. ON -SITE STORMWATER MANAGEMENT (MR 45).......................................................................9 8. RUN-OFF TREATMENT (MR #6).................................................................................................10 9. FLOW CONTROL (MR#7)...........................................................................................................11 10. WETLANDS PROTECTION (MR#8).........................................................................................12 11. OPERATIONS AND MAINTENANCE MANUAL (MR#9)..........................................................12 APPENDIX A Maplewood Lot B 23-0415 April 2024 Page 1 LIST OF FIGURES ITEM PAGE FIGURE 1 VICINITY MAP......................................................................................... 10 FIGURE 2 EXISTING DRAINAGE BASIN MAP ....................................................... 11 FIGURE 3 DEVELOPED DRAINAGE BASIN MAP .................................................. 12 Maplewood Lot B 23-0415 April 2024 Page 2 1. INTRODUCTION & SITE CLASSIFICATION This document is intended to provide engineering information necessary to support the building permit application submittal to the City of Edmonds for the new single-family residence proposed on this parcel. The property is approximately 0.35 acres. Access to the existing home on this site is from 194th St SW that borders the south side of the lot. The existing driveway access is from the south at the southern property line and will be removed for this project. The total proposed area of disturbance including clearing and grading is approximately 11,443 sf and the new total new plus replaced impervious surfaces proposed is 5,226 sf. Therefore, this project is classified as Category 2 and shall comply with Minimum Requirements No. 1 through No. 9. This classification was completed using figure 3.1 of the 2022 Edmonds Stormwater Addendum. The geotechnical engineer found that widespread infiltration of runoff is not feasible based on the weathered and unweathered glacial till found on -site. infiltration will be utilized at the extent feasible along with the use of dispersion. Refer to Section 6 of this report for a detailed feasibility analysis. This proposed project will create approximately 5,226 sf of new and replaced impervious surfaces including the proposed SFR roof, driveway and walkways. The existing home on site will be demolished and removed along with some of the existing gravel driveway surfaces. All of the new impervious and pervious surfaces will be mitigated through infiltration, dispersion trenches, and amended soils, respectively. The site is located at 19324 88th Ave W, Edmonds, WA 98020, and in Section 13, Township 27N, Range 3E, Willamette Meridian. See Figure 1 - Vicinity Map. 2. EXISTING SITE HYDROLOGY The existing site consists of an existing single-family residence, three sheds, and a gravel and concrete driveway. Vegetation consists of scattered trees and lawn within the project site, with some thick brush. During the site visit, there appeared to be a small off -site area to the east that drains toward the project area. This project will not affect any off -site flows from flowing onto and through the site as in the existing conditions. Currently no drains, channels, swales or other stormwater management facilities exist within the project site. Approximately 90 feet west of the southwestern corner of the parcel exists a stormwater conveyance system consisting of catch basins and underground pipes that pick up and convey surface water. The project site is located at the center of the parcel with runoff following the existing topography and flowing to the west. Runoff flows down these slopes and onto 194th St SW where it is collected by the existing conveyance system. A geotechnical report was prepared by Cobalt Geosciences. Soils were found to be approximately 5 feet of loose to medium dense, silty to fine sand underlain by dense to very dense silty -fine to medium grained sand with gravel to 8 feet below grade. Groundwater was not encountered to this depth, and a design infiltration rate of 0.165 inches per hour was found for this site. Maplewood Lot B 23-0415 April 2024 Page 3 Figure 1-3.1: Flow Chart for Determining Requirements for New Development Start Here See Redevelopment Project Does the Site have 35% Yes Thresholds and the Figure Flow or more of existing hard No Chart for Determining surface coverage? Requirements for Redevelopment". No Does the Project convert 3/4 IF acres or more of vegetation to Does the Project result in lawn or landscaped areas, or 5,000 square feet, or No convert 2.5 acres or more of greater, of new plus native vegetation to pasture? replaced hard surface area? No Yes Yes Does the Project result in 2,000 square feet, or greater, of new plus All Minimum Requirements replaced hard surface area? apply to the new and replaced hard surfaces and converted Yes NO vegetation areas. IF Does the Project have land Minimum Requirements #1 disturbing activities of 7,000 through #5 apply to the new Yes square feet or greater? and replaced hard surfaces and the land disturbed. No Minimum Requirement #2 applies. Flow Chart for Determining Requirements for New Development DEPARTMENT OF Revised March 2019 ECOLOGYPlease see http://www.ecy.wa.go✓%opyright.html for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. 2019 Stormwater Management Manual for Western Washington Volume 1- Chapter 3 - Page 89 3. STORMWATER SITE PLAN (MR #1) As noted in Section 1 of this report this project is classified as a Category 2 Project. Therefore, this drainage design has been prepared to address the requirements contained in the 2022 Edmonds Stormwater Addendum along with the 2019 Stormwater Management Manual for Western Washington (SWMMWW). This document is intended to provide the supporting information to justify the BMPs used and to detail how the design of the selected BMPs meet the required standards. For this project, the geotechnical engineer found that widespread infiltration is infeasible. Therefore, only the driveway surfaces along with walks/patios shall be infiltrated via permeable pavement and the roof surfaces shall be dispersed on -site via dispersion trenches. This site proposes to construct approximately 5,226 sf of new and replaced hard surfaces. The following table summarizes the PGHS and NPGHS proposed. PGHS (sf) NPGHS (sf) Total (sf) Existing 600 720 1,320 Removed 600 720 1,320 Replaced 0 0 0 New 1,500 3,726 5,226 New+ Replaced 1,500 3,726 5,226 Total On -site Hard Surfaces 1,200 3,726 4,926 Total Effective Hard Surfaces 0 3,726 3,726 The following table summarizes the project pervious surfaces. Total (sf) New Impervious Areas 5,226 Converted Vegetation Areas 6,217 Undisturbed Areas 3,613 Maplewood Lot B 23-0415 April 2024 Page 4 4. SWPPP NARRATIVE (MR #2) Clearing, grading, and temporary erosion and sediment control plans will be prepared as part of the final engineering drawings. However, since a construction site is dynamic it will be necessary to reassess the erosion control BMP's during construction and install additional measures when necessary. Proposed temporary measures possible for this project will include the following BMP's: • Installation of stabilized construction entrance. • Retention of Existing Vegetation • Straw mulch, hydroseed or other mulching and planting method to stabilized unworked areas. • Silt fencing if necessary Permanent measures to reduce or eliminate erosion or water quality degradation will include the following BMP's: • Paving all traffic areas (concrete/asphalt) • Permanent landscaping in pervious areas. • Limiting cut and fill slopes to 2:1 maximum and 3:1 maximum where exposed to standing water. • Routine maintenance and inspection of the grounds and response to developing problems. The listed erosion control BMP's will be engineered for anticipated conditions in compliance with City and DOE guidelines. With proper installation, maintenance and inspection the proposed BMP's should result in minimal impact to the surrounding environment. The City retains the authority by code to require additional measures should the existing BMPs prove insufficient. Maplewood Lot B 23-0415 April 2024 Page 5 A. SITE GRADING/EROSION CONTROL RISK ASSESSMENT Area proposed to be cleared/worked: 11,443 sf = 0.26 acres Average slope for the site (w/in the area of disturbance): 6% Erosion Hazard of Soil Moderate Critical Areas downslope No Site is upstream of an ESA Stream No Based on the above information and the fact that the site will retain some existing vegetation and construction site runoff will filter through the soil and silt fence prior to reaching the steep slopes, and that if site conditions warrant, additional BMP's can be implemented as corrective measures the Risk Category for this site is Low Risk. B. SWPPP MINIMUM ELEMENTS 1: Mark Clearing Limits The first step in the "Construction Sequence" included on the clearing and grading plan sheets is for the limits of clearing to be flagged and to have construction fencing placed along the limits prior to any other construction activity. 2: Establish Construction Access The SWPPP shows a new construction entrance to be installed west of the proposed pervious pavement area and east of the future level spreader. Care must be taken to protect those areas from disturbance during construction. 3: Control Flow Rates This project will construct an interceptor swale with check dams to capture any runoff flowing west from the site before it leaves the property. The check dams (BMP C207) will provide flow control for small sites per DOE SWMMWW Vol II. straw wattles (BMP C235) can be installed around the site where runoff is found to concentrate to provide additional flow control. 4: Install Sediment Controls This site and SWPPP proposes to construct/maintain a construction entrance, retained vegetation and silt fencing. These features are intended to minimize the opportunity for sediment to leave the site via stormwater or on vehicles. The construction of these features is one of the first items required in the "Construction Sequence". Mulch will also be used on the exposed soil as necessary to limit erosion. 5: Stabilize Soils The "Construction Sequence" calls for the stabilization of soils that remain unworked for certain lengths of time based on the time of year. Stabilization techniques may include but not limited to mulching, plastic sheeting or hydroseeding, notes have been added to the plan regarding protection for the stockpile area if necessary. A stockpile area has been identified on the SWPPP. Maplewood Lot B 23-0415 April 2024 Page 6 6: Protect Slopes All disturbed slopes on site during construction are required to be protected with mulch or other means as specified in the construction sequence. No concentrated runoff or significant amounts of sheet flow will be directed to new cut or fill slopes during construction. 7: Protect Drain Inlets Existing and proposed drain inlets shall be protected with silt sock or other approved City method. 8: Stabilize Channels and Outlets No new channels or outlets are proposed for this site. 9: Control Pollutants No outside chemicals are expected to be necessary for the construction of this project. All vehicles working on and around the site would need to meet the State requirements for emissions. 10: Control DeWatering DeWatering will not be necessary for this project as the geotechnical engineer did not encounter water table to at least 10 feet below grade. 11: Maintain BMPs The construction supervisor will be responsible for maintaining all BMPs during construction and working with the City to relocate or add BMPs as necessary as site conditions change. 12: Manage the Project It will be the responsibility of the Contractor and Developer to manage this project and coordinate with the City Inspector and Engineer. Inspection and Monitoring: Site inspections shall be done by a person who is knowledgeable in the principles and practices of erosion and sediment control. The person must have skills to first assess the site conditions and construction activities that could impact the quality of stormwater, and second assess the effectiveness of erosion and sediment control measures used to control the quality of stormwater discharges. Whenever inspection and/or monitoring reveals that the BMPs identified in the Construction SWPPP are inadequate, due to the actual discharge of or potential to discharge a significant amount of any pollutant, appropriate BMPs or design changes shall be implemented as soon as possible. Maintaining an Updated Construction SWPPP: The construction SWPPP shall be retained on -site or within reasonable access to the site. 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. Maplewood Lot B 23-0415 April 2024 Page 7 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 days following inspection. 13: Protect Low Impact Development BMPs The use of infiltration BMPs will allow for the construction of the permeable pavers and level spreaders at the end of the project to protect those areas from compaction. The areas for the future permeable driveway and level spreader and dispersion areas will be protected with construction fencing to protect those areas from compaction/disturbance. 5. WATER POLLUTION SOURCE CONTROL (MR #3) The City of Edmonds Stormwater Supplement and DOE Drainage manual was reviewed to determine if the proposed land -use for this project required any site -specific source control BMPs to be constructed. All single-family residential projects shall, at a minimum, incorporate BMPs from DOE SWMMWW Volume IV, S411 — BMPs for Landscaping and Lawn/Vegetation Management. The BMPS from this section that shall be utilized for this project area: • Select the right plants for the planting location based on proposed use, available maintenance, soil conditions, sun exposure, water availability, height, sight factors, and space available. • Ensure the plants selected for planting are not on the noxious weed list. • Do not dispose of collected vegetation into waterways or storm sewer systems. • Do not blow vegetation or other debris into the drainage system. • Dispose of collected vegetation by composting or recycling. 6. PRESERVATION OF NATURAL DRAINAGE SYSTEM (MR #4) The runoff from the project site in the existing condition drains in a western direction. All runoff from the existing site sheet flows west over the adjacent properties before being collected in the City conveyance system within 194th St SW or 89th PI W. Both conveyance systems consist of CBs connected by 12" concrete pipes which combine at the intersection of the two roads. All of the new PGIS surface runoff, excluding the area within the City R/W, will be collected and infiltrated via permeable pavers. Roof runoff will be directed to two level spreader trenches for flow dispersion prior to runoff leaving the site over the western property line. The PGIS surface runoff in the R/W will be dispersed via sheet flow on the west side of the driveway. Maplewood Lot B 23-0415 April 2024 Page 8 As noted above the conveyance systems within the City R/W combine at the intersection of 194th St SW and 89th PI W and then discharges into an open channel to the west via a 12" concrete pipe. Based on City mapping this channel is located within 1941h St SW unopened R/W. The channel flows to the west and connects with Fruitdale Creek approximately 200' west of the 12" outfall. The location of the 12" outfall west of 1941h St SW could not be located in the field. This area contains a very steep slope and is covered with a thick mat of leaves and debris. Though the slope was traversed the pipe outfall or any indication of the drainage course between the outfall and Fruitdale Creek was not found. The downstream was stopped at Fruitdale Creek which is considered the downstream receiving waterbody for this project. The creek in this area is at the bottom of a deep ravine, but with a broad area of flow and a shallow channel. During the site visit, no erosion or capacity issues were noted throughout the downstream system. The adjacent property to the east 8811 194th St SW drains toward the project site. However, no grading or proposed improvements will prevent any off -site flows from flowing onto and through the site as in the existing conditions. 7. ON -SITE STORMWATER MANAGEMENT (MR #5) The on -site soils for this project have been studied and described in a Geotechnical Evaluation Report prepared by Cobalt Geosciences. Test pits generally found approximately 6 inches of topsoil underlain by 2.5 to 5.5 feet of loose to medium dense, silty fine to medium grained sand with gravel (Weathered Glacial Till) underlain with dense to very dense, silty fine to medium grained sand trace to gravel (Vashon Glacial Till). Refer to Appendix A for the Geotechnical report. This project proposes to construct approximately 5,226 sf of new impervious surfaces. Because this project proposes to construct over 5,000 square feet of hard surfaces, Minimum Requirements 1 through 9 are required. Projects of this size within the UGA are either required to use LID BMPs from List #2 for all surfaces within each surface type or achieve the LID Performance Standard. This project is selecting List #2. Lawn and Landscaped Areas: Post -Construction Soil Quality and Depth: This option was selected, and the specifications will be provided on the future construction engineering plans. The total area of disturbed soils to be amended is 6,217 square feet. The total area of existing/native vegetation retained for this project is approximately 3,583 square feet of the site. The rest of the site will consist of impervious surfaces and lawn/landscaping. Roofs: Full Dispersion: Full dispersion was found to be infeasible due to not having the required 100-foot flow paths. Maplewood Lot B 23-0415 April 2024 Page 9 Downspout Full Infiltration: Full infiltration was found to be infeasible, as the geotechnical report states that "widespread infiltration of runoff is not feasible based on the soil and anticipated groundwater conditions". Bioretention or Rain Gardens: Bioretention or Rain Gardens was found to be infeasible, as the geotechnical report states that "widespread infiltration of runoff is not feasible based on the soil and anticipated groundwater conditions". Downspout Dispersion Systems: Downspout Dispersion Systems was found to be feasible, as the geotechnical report states that "dispersion systems are suitable in areas with adequate space for flow paths". The proposed SFR roof surface total approximately 3,200 sf. Dispersion of the roof surfaces will be done via dispersion trenches. Roof areas larger than 700 sf, a dispersion trench with notched grade board must not exceed 50 ft and must provide at least 10 feet of trench length per 700 sf of roof area with a vegetated flow path of 25 feet before leaving the site. For this project, a two level spreader trench of 23 ft was chosen. Perforated Stubout Connections: Higher priority BMP selected. Other Hard Surfaces: Permeable Pavement: Feasible and selected for this project. The geotechnical engineer provided a design infiltration rate of 0.162 inches per hour for the site. Even at a very conservative infiltration rate of 0.1 inches per hour, permeable pavers with a 4-inch thick top course layer (porosity = 0.25) and 6-inch thick storage course layer (porosity = 0.35) are shown to infiltrate 100 percent of accumulated runoff up to the 100 year storm. See Appendix A for "permeable pavement" WWHM printout. Bio-Retention/Rain Gardens/Infiltration: Higher Priority BMP selected. Sheet Flow Dispersion: Higher priority BMP selected. Concentrated Flow Dispersion: Higher priority BMP selected. Detention Vaults and Pipes: Higher priority BMP selected. 8. RUN-OFF TREATMENT (MR #6) This project proposes to construct 1,500 sf of new PGIS which is below the 5,000 sf threshold that requires runoff treatment. Therefore, runoff treatment is not required for this project. Maplewood Lot B 23-0415 April 2024 Page 10 9. FLOW CONTROL (MR #7) The site design for the improvements is for 5,226 sf of new impervious surfaces. As detailed in Section 7 of this report, runoff from the proposed roof surfaces (0.073 acres) will be dispersed via dispersion trenches and has been modeled as 50% impervious and 50% landscaped per BMPT 5.1013 when dispersing flows over a vegetated flowpath of 25 feet. Runoff from the new driveway (0.03 acres) will be infiltrated via permeable pavers and has also been left out of the developed conditions in the model because it will be a non -effective impervious surface. Runoff from the walkways and patios (0.01 acres) will also be constructed of permeable pavers and those areas have been left out of the developed conditions as well. The predeveloped pervious areas have been conservatively modeled as forest on moderate slopes, even though most of the project area is currently developed with an existing house and gravel driveway. The final pervious areas (0.143 acres) have been modeled as lawn. The Western Washington Hydrology Model (WWHM12) was used to analyze the change in the 100-year peak flow rates for the existing and developed conditions. Per the Department of Ecology Stormwater Management Manual for Western Washington (SWMMWW), the 100-year flow frequency may be analyzed using the 1-hour timestep or 15-minute timestep. The 15-minute timestep was used in this analysis. In addition, the City of Edmonds requires the "Puget East 36" precipitation file to be used. Therefore, the difference in the 100-year flow frequency from the threshold discharge area must not exceed 0.15 cfs. The following summarizes the calculations for the peak runoff rates from the developed portion of the site: The inputs to WWHM12 are as follows. PreDeveloped Conditions: C, Forest, Mod: 0.147 acres C, Lawn, Mod: 0.09acres Roof Tops Flat: 0.016 acres Driveways Flat: 0.007 acres Developed conditions: C, Lawn, Mod: 0.143 acres Roof tops Flat: 0.073 acres Driveway/Flat: 0.006 acres (d/w within R/W) Peak 100-year flow rate for Existing Condition: 0.053 cfs Peak 100-year flow rate for Developed Condition: 0.105 cfs Change in 100-year flow rate: 0.052 cfs Maplewood Lot B 23-0415 April 2024 Page 11 The thresholds for flow control are as follows: • Total effective impervious area over 10,000 sf, • Conversion of % acre or more of native vegetation to landscaping, • Conversion of 2.5 acres or more of native vegetation to pasture. A combination of hard surfaces and converted pervious surfaces cause a 0.1 cubic feet per second (cfs) or greater increase in the 100-year flow frequency from a threshold discharge area as estimated using the Western Washington Hydrology Model or other model approved by the Washington State Department of Ecology and Snohomish County, and one -hour time steps (or a 0.15 cfs increase or greater using 15-minute time steps). The 0.10 cfs (one -hour time steps) or 0.15 cfs (15-minute time steps) increase should be a comparison of the post -project runoff to the existing condition runoff. NOTE: For the purpose of applying the 0.10 cfs or 0.15 cfs thresholds, the existing condition shall be the pre -project land cover, with the condition that Snohomish County may require the use of land cover documented for the site at an earlier date in accordance with the requirements of SCC 30.63A.845. This project is shown to construct less than 10,000 sf of effective hard surfaces (EHS), with all new impervious surface runoff being infiltrated and therefore deemed non -effective. This project also proposes to convert less than % acres of native vegetation to landscaping and less than 2.5 acres of native vegetation to pasture. Finally, the site has been analyzed for the existing conditions and developed conditions to determine the increase for the 100-year peak runoff rate of 0.052 cfs which is below the 0.15 cfs threshold (15-minute time steps). 10. WETLANDS PROTECTION (MR #8) This project will not impact any wetland on -site or downstream of the project site, as all impervious surface runoff will be infiltrated or dispersed on -site and the runoff in the developed conditions is shown to increase by less than 0.15 cfs as compared to the existing condition. 11. OPERATIONS AND MAINTENANCE MANUAL (MR #9) The Property Owner will be responsible for maintaining the stormwater and landscaping facilities within this development. Included in Appendix C of this manual are checklists for each feature specific to this project. Copies should be made of the checklists as necessary during routine inspections and required maintenance. Specific problems can be recorded along with the appropriate action taken. These checklists are a guide for inspections and maintenance. The frequency of the inspections/maintenance is identified in the left-hand column with the following abbreviations: A = Annual (March or April preferred) M = Monthly S = After Major Storms (Use 1-inch in 24 hours as a guideline) Maplewood Lot B 23-0415 April 2024 Page 12 Routine inspections and maintenance will improve the long-term performance of the stormwater facilities. If at any time you are unsure if a problem exists or how to address a specific problem, contact a Professional Engineer. Refer to Appendix A for a list of each facility to be maintained and the appropriate maintenance checklist (To be provided with final engineering report). Maplewood Lot B 23-0415 April 2024 Page 13 0 Z N SI TE 2iH VICINITY MAP SCALE 1 " = 2000' FIG. 1 OMEOA VICINITY MAP ENGINEERING, INC. MAPLEWOOD LOT B 2707 WETMORE AVE. DATE JOB NO. SCALE SHEET Everett, WA 98201 (o)425.387.3820 (f) 425.259.1958 10/26/23 23-0415 1 " = 2000' 1 OF 1 27041800311700 I I I 6' WOOD FENCE I x � I � 27041800301700 I I I I I N 90'00'00W� i W o I I I 00 ARROW Q0 • I\ PARCEL A ex o 15,07 SF w \ \ 00 o tia \ I I 1 / 97.25' \ \ N 90'00'00" W C, 97.25' WEA f I'N1n/90,00,00" W CB RIM=347.64 INV. 8 CONC(S)=345.84 INV. 12"CONC(W)=345.49 CB RIM= 347.12 r� u 194T S S- HOUSEI # 1932 FOU SR* CAS 0.1 '(S) OFI CORNER \ STAMPED BgOKKE \ ��l6194 \ \ T i 270418003011& / I � / ASP ALT \ DRI SWAY 1 / FO�GND REBAR 1 ARAGE WI0 CAP 0.1 '(W) OF CORNER i / N 90;00'00" W / MU' I I - i o I J I all w 0 I \ � I I In w \ '12,094L %'SF / o> 5 WOOD E XEN POWER TREI (W/ \ CA & PHOIAE) GRAVEL Ell ® DRIVEWAY -\�\ SSMH IN 2 CNTR \ \ I W 1-1 / I \N --- 'ONC(W) +VEL iNL=349.99 `FIG. 2 OMEGA EXISTING BASIN MAP ENGINEERING, INC. MAPLEWOOD LOT B 2707 WETMORE AVE. DATE JOB NO. SCALE SHEET Everett, WA 98201 (o)425.387.3820 (f) 425.259.1958 10/26/23 23-0415 1" = 30' 1 OF 1 27041800311700 27041800301700 \ 27041800301160 / I I I \ I I I DISPERSION I \ \ A— I TRENC�i l l DRI EWAY I I / ( � \ / FOND REBAR I /W/0 CAP 0.1 '(W) GA 6' WOOD FENCE I / RAGE OF CORNER x �471•rn1P7p'-W—� x x N 90'00'00" / N 90;00'00W / �' V G. x I 9Z2 � \ 7�. I I I FL O PA H 0 N PER�IEAB E (� > PAVER P TIO JE 75 I I ARROW W II �- -�- i / i(446 SF) (TY�•) 3.I / ) \ ; / / r (TYP) 36 0 Qo 00 I \ PROj OSED SF i W 3 S PARQEL A n "\ \ PARCEL C u,os1 SF \ W i (�,200 SF) \ W 12,094 SF ) o \I \ o 35�9.69 \ o PROPdSED Z o M \ GIPRAGE o PERMLABLE \ PAVEMENT I \ 359.25 Z 1 PERM. � \ Z f PA! ER \ --- -- -= 1 (1,5�d SF) \ \ \WA L K WA,Y I s '. �..f 5' WOOD FENC \ J (80 SIB) I I - \ EX. POWER \ \ 491 T(N)/ \ i oo / �'.. , j �,:: f: TR E)N C H ( W/ \ O I I ,:,.a. ,; e.. W) / 23 F ) 1 i r�J �.:. •; •,.: ) I CA LE & PHONE) DISPERS`/I N / TRF CH / \ 1 97.25' ��"y/ \ I' •'•• U7 minli (/n N 90'00'00' W ` 97.25' N 90*00"00 W� I W u'J I'N 90,00,00. W ` W .: ,•.� ... a ( W —Lo— Lo n _.194T ST — � —o�--� \SS N�°� SJ ¢0 0FOU DDRAR/CAS ¢ ® DRIVEWAY RAVEL I \ \ 0.1'(S) OF�CORNER \ \ STAMPED B OKKE \ \ SSMH RIM= 362.E \ INVV�� 8"CONC(W) � ��l6194 \ \ \ CNTR�HNL=349.99 N GRAVEL w \ \ o \ \ FIG. 3 OMEGA DEVELOPED BASIN MAP ENGINEERING, INC. MAPLEWOOD LOT B 2707 WETMORE AVE. DATE JOB NO. SCALE SHEEne T Everett, WA 98201 (o)425.387.3820 (f) 425.259.1958 10/26/23 23-0415 1 = 30' 1 OF 1 APPENDIX A Maplewood Lot B 23-0415 April 2024 Page 14 COBALT G E 0 S C I E N C E S April 3, 2024 Landsverk Quality Homes Attn: Duane Landsverk & Joseph Rowett 24113 56th Avenue West Mountlake Terrace, Washington RE: Plan Review Proposed Development Maplewood Lot A, B, and C 8811, 8817, and 8823 194th Street SW Edmonds, Washington Cobalt Geosciences, LLC P.O. Box 1792 North Bend, WA 98045 In accordance with your authorization, Cobalt Geosciences, LLC has prepared this letter to discuss our plan review of the three building lots at or near the referenced address. Permeable driveways and walkways/patios are proposed at each lot as shown in the provided plans by Omega Engineering, Inc (March 2024). These systems are anticipated to be within 2 feet of the ground surface, which will be in the weathered glacial till deposits. We recommend stripping topsoils and vegetation and removal of any undocumented fill from these areas, exposing stable, weathered glacial till. Areas must be protected from compaction or siltation. We should be on site to verify relvent aspects of site development, including soil bearing verification, foundation drainage placement, permeable pavement subgrade verification, excavations, and fill compaction. Sincerely, Cobalt Geosciences, LLC QP�WONY OF WA �� 54896 <4� FSS�ONAL�-�� 4/3/2024 Phil Haberman, PE, LG, LEG Principal viash il 2513 www.cobaltgeo.com (2o6) 331-1097 COBALT G E 0 S C I E N C E S January 20, 2023 Landsverk Quality Homes Attn: Duane Landsverk & Joseph Rowett 24113 56th Avenue West Mountlake Terrace, Washington RE: Geotechnical Evaluation Proposed Development 19324 88th Avenue West Edmonds, Washington Cobalt Geosciences, LLC P.O. Box 82243 Kenmore, Washington 98028 In accordance with your authorization, Cobalt Geosciences, LLC has prepared this letter to discuss the results of our geotechnical evaluation at the referenced site. The purpose of our evaluation was to provide recommendations for foundation design, stormwater management, grading, and earthwork. Site Description The site is located at 19324 88th Avenue West in Edmonds, Washington. The site consists of one rectangular parcel (No. 270418003o1800) with a total area of about 0.97 acres. The southeast portion of the site is developed with a residence, driveway, and accessory buildings. The remainder of the site is undeveloped and vegetated with grasses, ferns, ivy, blackberry vines, and variable diameter trees. The site slopes downward from east to west at magnitudes of 5 to 15 percent and relief of about 22 feet. The site is bordered to the north and west by residential properties, to the east by 88th Avenue West, and to the south by 194th Street SW. The proposed development includes three new residences and driveways. Stormwater will include infiltration or other systems depending on feasibility. Site grading may include cuts and fills of 3 feet or less and foundation loads are expected to be light. We should be provided with the final plans to verify if our recommendations remain valid or require updating. Area Geology The Geologic Map of the Edmonds East Quadrangle, indicates that the site is underlain by Vashon Glacial Till. Vashon Glacial Till includes mixtures of silt, sand, clay, and gravel. These materials are usually impermeable and are typically dense to very dense below a weathered zone. www.cobaltgeo.com (2o6) 331-1097 January 20, 2023 Page 2 of 10 Geotechnical Evaluation Soil & Groundwater Conditions As part of our evaluation, we observed the excavation of three test pits within the property areas, where accessible. The explorations encountered approximately 6 inches of grass and topsoil underlain by approximately 2.5 to 5.5 feet of loose to medium dense, silty -fine to medium grained sand with gravel (Weathered Glacial Till). These materials were underlain by dense to very dense, silty -fine to medium grained sand trace to with gravel (Vashon Glacial Till), which continued to the termination depths of the explorations. The till was locally well cemented. Groundwater was not encountered; however, the shallow soils were locally mottled. There is a chance that light volumes of groundwater may develop on the denser glacial till at variable depths below the site. Groundwater would most likely be present during the wet season and on the denser till. Water table elevations often fluctuate over time. The groundwater level will depend on a variety of factors that may include seasonal precipitation, irrigation, land use, climatic conditions and soil permeability. Water levels at the time of the field investigation may be different from those encountered during the construction phase of the project. Erosion Hazard The Natural Resources Conservation Services (NRCS) maps for Snohomish County indicate that the site is underlain by Alderwood Urban land complex (2 to 15 percent slopes). These soils would have a slight to moderate erosion potential in a disturbed state depending on the slope magnitude. It is our opinion that soil erosion potential at this project site can be reduced through landscaping and surface water runoff control. Typically, erosion of exposed soils will be most noticeable during periods of rainfall and may be controlled by the use of normal temporary erosion control measures, such as silt fences, hay bales, mulching, control ditches and diversion trenches. The typical wet weather season, with regard to site grading, is from October 31st to April ist. Erosion control measures should be in place before the onset of wet weather. Seismic Hazard The overall subsurface profile below the fill corresponds to a Site Class D as defined by Table 1613.5.2 of the International Building Code (IBC). A Site Class D applies to an overall profile consisting of medium dense to very dense soils within the upper too feet. We referenced the U.S. Geological Survey (USGS) Earthquake Hazards Program Website to obtain values for Ss, Sl, FQ, and F,,. The USGS website includes the most updated published data on seismic conditions. The following tables provide seismic parameters from the USGS web site with referenced parameters from ASCE 7-16. www.cobaltgeo.com (2o6) 331-1097 January 20, 2023 Page 3 of 10 Geotechnical Evaluation Seismic Design Parameters (ASCE 7-16) Site Spectral Spectral Site Design Spectral Design Class Acceleration Acceleration Coefficients Response Parameters PGA at 0.2 sec. (g) at l.o sec. (g) Fa F, SDs SD1 D 1.295 0.457 1.0 Null o.864 Null 0.553 Additional seismic considerations include liquefaction potential and amplification of ground motions by soft/loose soil deposits. The liquefaction potential is highest for loose sand with a high groundwater table. The site has a low likelihood of liquefaction. For items listed as "Null" see Section 11.4.8 of the ASCE. Conclusions and Recommendations General The site is underlain by weathered and unweathered glacial till which becomes denser with depth. The proposed residential structures may be supported on shallow foundation systems bearing on medium dense or firmer native soils or on structural fill placed on the native soils. Widespread infiltration of runoff is not feasible based on the soil and anticipated groundwater conditions. In general, dispersion systems are suitable in areas with adequate space for flopwaths. Other systems that may be feasible include detention with overflow to City/County infrastructure, rain gardens, and permeable pavements. The feasibility of any system depends on their location and elevations. We can provide additional recommendations upon request. Site Preparation Trees, shrubs and other vegetation should be removed prior to stripping of surficial organic -rich soil and fill. Based on observations from the site investigation program, it is anticipated that the stripping depth will be 6 to 18 inches. Deeper excavations will be necessary below former foundation areas in any areas underlain by undocumented fill. The native soils consist of silty -sand with gravel. These soils may be used as structural fill provided they achieve compaction requirements and are within 3 percent of the optimum moisture. Some of these soils may only be suitable for use as fill during the summer months, as they will be above the optimum moisture levels in their current state. These soils are moisture sensitive and may degrade during periods of wet weather and under equipment traffic. Imported structural fill should consist of a sand and gravel mixture with a maximum grain size of 3 inches and less than 5 percent fines (material passing the U.S. Standard No. 200 Sieve). Structural fill should be placed in maximum lift thicknesses of 12 inches and should be compacted to a minimum of 95 percent of the modified proctor maximum dry density, as determined by the ASTM D 1557 test method. www.cobaltgeo.com (2o6) 331-1097 January 20, 2023 Page 4 of io Geotechnical Evaluation Temporary Excavations Based on our understanding of the project, we anticipate that the grading could include local cuts on the order of approximately 3 feet or less for foundation and most of the utility placement. Any deeper temporary excavations should be sloped no steeper than 1.511:1V (Horizontal:Vertical) in loose native soils and fill, 111:1V in medium dense native soils and 3/41-1:1V in dense to very dense native soils. If an excavation is subject to heavy vibration or surcharge loads, we recommend that the excavations be sloped no steeper than 2H:1V, where room permits. Temporary cuts should be in accordance with the Washington Administrative Code (WAC) Part N, Excavation, Trenching, and Shoring. Temporary slopes should be visually inspected daily by a qualified person during construction activities and the inspections should be documented in daily reports. The contractor is responsible for maintaining the stability of the temporary cut slopes and reducing slope erosion during construction. Temporary cut slopes should be covered with visqueen to help reduce erosion during wet weather, and the slopes should be closely monitored until the permanent retaining systems or slope configurations are complete. Materials should not be stored or equipment operated within 10 feet of the top of any temporary cut slope. Soil conditions may not be completely known from the geotechnical investigation. In the case of temporary cuts, the existing soil conditions may not be completely revealed until the excavation work exposes the soil. Typically, as excavation work progresses the maximum inclination of temporary slopes will need to be re-evaluated by the geotechnical engineer so that supplemental recommendations can be made. Soil and groundwater conditions can be highly variable. Scheduling for soil work will need to be adjustable, to deal with unanticipated conditions, so that the project can proceed and required deadlines can be met. If any variations or undesirable conditions are encountered during construction, we should be notified so that supplemental recommendations can be made. If room constraints or groundwater conditions do not permit temporary slopes to be cut to the maximum angles allowed by the WAC, temporary shoring systems may be required. The contractor should be responsible for developing temporary shoring systems, if needed. We recommend that Cobalt Geosciences and the project structural engineer review temporary shoring designs prior to installation, to verify the suitability of the proposed systems. Foundation Design The proposed structures may be supported on shallow spread footing foundation systems bearing on undisturbed medium dense or firmer native soils or on properly compacted structural fill placed on the suitable native soils. Any undocumented fill and/or loose native soils should be removed and replaced with structural fill below foundation elements. For shallow foundation support, we recommend widths of at least 16 and 24 inches, respectively, for continuous wall and isolated column footings supporting the proposed structure. Provided that the footings are supported as recommended above, a net allowable bearing pressure of 2,500 pounds per square foot (psf) may be used for design. Detention vaults set at least 5 feet below grade may be designed with a bearing pressure of 4,000 psf. A 1/3 increase in the above value may be used for short duration loads, such as those imposed by wind and seismic events. Structural fill placed on bearing, native subgrade should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. Footing excavations should be inspected to verify that the foundations will bear on suitable material. www.cobaltgeo.com (2o6) 331-1097 January 20, 2023 Page 5 of io Geotechnical Evaluation Exterior footings should have a minimum depth of 18 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. Interior footings should have a minimum depth of 12 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. If constructed as recommended, the total foundation settlement is not expected to exceed 1 inch. Differential settlement, along a 25-foot exterior wall footing, or between adjoining column footings, should be less than 1/2 inch. This translates to an angular distortion of 0.002. Most settlement is expected to occur during construction, as the loads are applied. However, additional post -construction settlement may occur if the foundation soils are flooded or saturated. All footing excavations should be observed by a qualified geotechnical consultant. Resistance to lateral footing displacement can be determined using an allowable friction factor of 0.4o acting between the base of foundations and the supporting subgrades. Lateral resistance for footings can also be developed using an allowable equivalent fluid passive pressure of 225 pounds per cubic foot (pcf) acting against the appropriate vertical footing faces (neglect the upper 12 inches below grade in exterior areas). The frictional and passive resistance of the soil may be combined without reduction in determining the total lateral resistance. Care should be taken to prevent wetting or drying of the bearing materials during construction. Any extremely wet or dry materials, or any loose or disturbed materials at the bottom of the footing excavations, should be removed prior to placing concrete. The potential for wetting or drying of the bearing materials can be reduced by pouring concrete as soon as possible after completing the footing excavation and evaluating the bearing surface by the geotechnical engineer or his representative. Concrete Retaining Walls The following table, titled Wall Design Criteria, presents the recommended soil related design parameters for retaining walls with a level backslope. Contact Cobalt if an alternate retaining wall system is used. This has been included for new cast in place walls. Wall Design Criteria "At -rest" Conditions (Lateral Earth Pressure — EFD+) 55 pcf (Equivalent Fluid Density) "Active" Conditions (Lateral Earth Pressure — EFD+) 35 pcf (Equivalent Fluid Density) Seismic Increase for "At -rest" Conditions (Lateral Earth Pressure) 14H* (Uniform Distribution) Seismic Increase for "Active" Conditions (Lateral Earth Pressure) 7H* (Uniform Distribution) Passive Earth Pressure on Low Side of Wall (Allowable, includes F.S. = 1.5) Neglect upper 2 feet, then 275 pcf EFD+ Soil -Footing Coefficient of Sliding Friction (Allowable; includes F.S. = 1.5) 0.40 'H is the height of the wall; Increase based on one in 500 year seismic event (10 percent probability of being exceeded in 50 years), ,EFD — Equivalent Fluid Density www.cobaltgeo.com (2o6) 331-1097 January 20, 2023 Page 6 of io Geotechnical Evaluation The stated lateral earth pressures do not include the effects of hydrostatic pressure generated by water accumulation behind the retaining walls. Uniform horizontal lateral active and at -rest pressures on the retaining walls from vertical surcharges behind the wall may be calculated using active and at -rest lateral earth pressure coefficients of 0.3 and 0.5, respectively. A soil unit weight Of 125 pcf may be used to calculate vertical earth surcharges. To reduce the potential for the buildup of water pressure against the walls, continuous footing drains (with cleanouts) should be provided at the bases of the walls. The footing drains should consist of a minimum 4-inch diameter perforated pipe, sloped to drain, with perforations placed down and enveloped by a minimum 6 inches of pea gravel in all directions. The backfill adjacent to and extending a lateral distance behind the walls at least 2 feet should consist of free -draining granular material. All free draining backfill should contain less than 3 percent fines (passing the U.S. Standard No. 200 Sieve) based upon the fraction passing the U.S. Standard No. 4 Sieve with at least 30 percent of the material being retained on the U.S. Standard No. 4 Sieve. The primary purpose of the free -draining material is the reduction of hydrostatic pressure. Some potential for the moisture to contact the back face of the wall may exist, even with treatment, which may require that more extensive waterproofing be specified for walls, which require interior moisture sensitive finishes. We recommend that the backfill be compacted to at least go percent of the maximum dry density based on ASTM Test Method D1557. In place density tests should be performed to verify adequate compaction. Soil compactors place transient surcharges on the backfill. Consequently, only light hand operated equipment is recommended within 3 feet of walls so that excessive stress is not imposed on the walls. Stormwater Management Feasibility The site is underlain by soils consistent with weathered and unweathered glacial till. The unweathered glacial till acts as an aquitard, causing infiltrating runoff to become perched groundwater. This groundwater is typically seasonal in nature, and tends to migrate laterally along the denser till. We performed a falling head infiltration test in TP-1 at a depth of 3 feet below grade. The design infiltration rate was determined by applying correction factors to the observed infiltration rate as prescribed in Volume III, Section 3.3.6 of the DOE. The observed rate must be reduced through appropriate correction factors for site variability (CFv), uncertainty of test method (CFT), and degree of influent control (CFM) to prevent siltation and bio-buildup. It should be noted that construction traffic or other disturbance to the target infiltration area could compact the soil, which may decrease the effective infiltration rates. The correction factors and resulting design infiltration rate are also shown in the table below. Test Pit Sample Observed Correction Factors Design Number Depth (ft) Infiltration Infiltration Rate (in/hr) Rate CFv CFT CFM (in/hr) TP-1 3 0.45 o.8 0.5 o.g o.162 www.cobaltgeo.com (2o6) 331-1097 January 20, 2023 Page 7 of 10 Geotechnical Evaluation Widespread infiltration of runoff is not feasible based on the soil and anticipated groundwater conditions. The shallow soils become very dense and cemented below a thin weathered zone of mottled soils. The presence of the soil mottling indicates that seasonal groundwater will tend to develop during the late winter and spring months. In general, dispersion systems are suitable in areas with adequate space for flopwaths. Other systems that may be feasible include detention with overflow to City/County infrastructure, rain gardens, and permeable pavements. The feasibility of any system depends on their location and elevations. We can provide additional recommendations upon request. We recommend collection of runoff from new impervious surfaces with direct or perforated connection to City infrastructure. We can provide additional recommendations upon request. Slab -on -Grade We recommend that the upper 12 inches of the native soils within slab areas be re -compacted to at least 95 percent of the modified proctor (ASTM D1557 Test Method). Often, a vapor barrier is considered below concrete slab areas. However, the usage of a vapor barrier could result in curling of the concrete slab at joints. Floor covers sensitive to moisture typically requires the usage of a vapor barrier. A materials or structural engineer should be consulted regarding the detailing of the vapor barrier below concrete slabs. Exterior slabs typically do not utilize vapor barriers. The American Concrete Institutes ACI 36oR-o6 Design of Slabs on Grade and ACI 302.1R-04 Guide for Concrete Floor and Slab Construction are recommended references for vapor barrier selection and floor slab detailing. Slabs on grade may be designed using a coefficient of subgrade reaction of 18o pounds per cubic inch (pci) assuming the slab -on -grade base course is underlain by structural fill placed and compacted as outlined above. A 4- to 6-inch-thick capillary break layer should be placed over the prepared subgrade. This material should consist of pea gravel or 5/8 inch clean angular rock. A perimeter drainage system is recommended unless interior slab areas are elevated a minimum Of 12 inches above adjacent exterior grades. If installed, a perimeter drainage system should consist of a 4-inch diameter perforated drain pipe surrounded by a minimum 6 inches of drain rock wrapped in a non -woven geosynthetic filter fabric to reduce migration of soil particles into the drainage system. The perimeter drainage system should discharge by gravity flow to a suitable stormwater system. Exterior grades surrounding buildings should be sloped at a minimum of one percent to facilitate surface water flow away from the building and preferably with a relatively impermeable surface cover immediately adjacent to the building. Erosion and Sediment Control Erosion and sediment control (ESC) is used to reduce the transportation of eroded sediment to wetlands, streams, lakes, drainage systems, and adjacent properties. Erosion and sediment control measures should be implemented, and these measures should be in general accordance with local regulations. At a minimum, the following basic recommendations should be incorporated into the design of the erosion and sediment control features for the site: • Schedule the soil, foundation, utility, and other work requiring excavation or the disturbance of the site soils, to take place during the dry season (generally May through September). www.cobaltgeo.com (2o6) 331-1097 January ao, 2023 Page 8 of io Geotechnical Evaluation However, provided precautions are taken using Best Management Practices (BMP's), grading activities can be completed during the wet season (generally October through April). • All site work should be completed and stabilized as quickly as possible. • Additional perimeter erosion and sediment control features may be required to reduce the possibility of sediment entering the surface water. This may include additional silt fences, silt fences with a higher Apparent Opening Size (AOS), construction of a berm, or other filtration systems. • Any runoff generated by dewatering discharge should be treated through construction of a sediment trap if there is sufficient space. If space is limited other filtration methods will need to be incorporated. Utilities Utility trenches should be excavated according to accepted engineering practices following OSHA (Occupational Safety and Health Administration) standards, by a contractor experienced in such work. The contractor is responsible for the safety of open trenches. Traffic and vibration adjacent to trench walls should be reduced; cyclic wetting and drying of excavation side slopes should be avoided. Depending upon the location and depth of some utility trenches, groundwater flow into open excavations could be experienced, especially during or shortly following periods of precipitation. In general, silty and sandy soils were encountered at shallow depths in the explorations at this site. These soils have low cohesion and density and will have a tendency to cave or slough in excavations. Shoring or sloping back trench sidewalls is required within these soils in excavations greater than 4 feet deep. All utility trench backfill should consist of imported structural fill or suitable on site soils. Utility trench backfill placed in or adjacent to buildings and exterior slabs should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. The upper 5 feet of utility trench backfill placed in pavement areas should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. Below 5 feet, utility trench backfill in pavement areas should be compacted to at least 90 percent of the maximum dry density based on ASTM Test Method D1557. Pipe bedding should be in accordance with the pipe manufacturer's recommendations. The contractor is responsible for removing all water -sensitive soils from the trenches regardless of the backfill location and compaction requirements. Depending on the depth and location of the proposed utilities, we anticipate the need to re -compact existing fill soils below the utility structures and pipes. The contractor should use appropriate equipment and methods to avoid damage to the utilities and/or structures during fill placement and compaction procedures. CONSTRUCTION FIELD REVIEWS Cobalt Geosciences should be retained to provide part time field review during construction in order to verify that the soil conditions encountered are consistent with our design assumptions and that the intent of our recommendations is being met. This will require field and engineering review to: ■ Monitor and test structural fill placement and soil compaction ■ Observe bearing capacity at foundation locations ■ Observe slab -on -grade preparation ■ Monitor foundation drainage placement www.cobaltgeo.com (2o6) 331-1097 January ao, 2023 Page 9 of io Geotechnical Evaluation ■ Verify soil conditions at stormwater systems (if utilized) ■ Observe excavation stability Geotechnical design services should also be anticipated during the subsequent final design phase to support the structural design and address specific issues arising during this phase. Field and engineering review services will also be required during the construction phase in order to provide a Final Letter for the project. CLOSURE This report was prepared for the exclusive use of Landsverk Quality Homes and their appointed consultants. Any use of this report or the material contained herein by third parties, or for other than the intended purpose, should first be approved in writing by Cobalt Geosciences, LLC. The recommendations contained in this report are based on assumed continuity of soils with those of our test holes and assumed structural loads. Cobalt Geosciences should be provided with final architectural and civil drawings when they become available in order that we may review our design recommendations and advise of any revisions, if necessary. Use of this report is subject to the Statement of General Conditions provided in Appendix A. It is the responsibility of Landsverk Quality Homes who is identified as "the Client" within the Statement of General Conditions, and its agents to review the conditions and to notify Cobalt Geosciences should any of these not be satisfied. Sincerely, Cobalt Geosciences, LLC a�"0Nrti of y��� a �548960 FSS�ONAL 1/20/2023 Phil Haberman, PE, LG, LEG Principal www.cobaltgeo.com (2o6) 331-1097 January 20, 2023 Page io of io Geotechnical Evaluation Statement of General Conditions USE OF THIS REPORT: This report has been prepared for the sole benefit of the Client or its agent and may not be used by any third party without the express written consent of Cobalt Geosciences and the Client. Any use which a third party makes of this report is the responsibility of such third parry. BASIS OF THE REPORT: The information, opinions, and/or recommendations made in this report are in accordance with Cobalt Geosciences present understanding of the site specific project as described by the Client. The applicability of these is restricted to the site conditions encountered at the time of the investigation or study. If the proposed site specific project differs or is modified from what is described in this report or if the site conditions are altered, this report is no longer valid unless Cobalt Geosciences is requested by the Client to review and revise the report to reflect the differing or modified project specifics and/or the altered site conditions. STANDARD OF CARE: Preparation of this report, and all associated work, was carried out in accordance with the normally accepted standard of care in the state of execution for the specific professional service provided to the Client. No other warranty is made. INTERPRETATION OF SITE CONDITIONS: Soil, rock, or other material descriptions, and statements regarding their condition, made in this report are based on site conditions encountered by Cobalt Geosciences at the time of the work and at the specific testing and/or sampling locations. Classifications and statements of condition have been made in accordance with normally accepted practices which are judgmental in nature; no specific description should be considered exact, but rather reflective of the anticipated material behavior. Extrapolation of in situ conditions can only be made to some limited extent beyond the sampling or test points. The extent depends on variability of the soil, rock and groundwater conditions as influenced by geological processes, construction activity, and site use. VARYING OR UNEXPECTED CONDITIONS: Should any site or subsurface conditions be encountered that are different from those described in this report or encountered at the test locations, Cobalt Geosciences must be notified immediately to assess if the varying or unexpected conditions are substantial and if reassessments of the report conclusions or recommendations are required. Cobalt Geosciences will not be responsible to any parry for damages incurred as a result of failing to notify Cobalt Geosciences that differing site or sub -surface conditions are present upon becoming aware of such conditions. PLANNING, DESIGN, OR CONSTRUCTION: Development or design plans and specifications should be reviewed by Cobalt Geosciences, sufficiently ahead of initiating the next project stage (property acquisition, tender, construction, etc), to confirm that this report completely addresses the elaborated project specifics and that the contents of this report have been properly interpreted. Specialty quality assurance services (field observations and testing) during construction are a necessary part of the evaluation of sub -subsurface conditions and site preparation works. Site work relating to the recommendations included in this report should only be carried out in the presence of a qualified geotechnical engineer; Cobalt Geosciences cannot be responsible for site work carried out without being present. www.cobaltgeo.com (2o6) 331-1097 j INES I 'G. 75 i I { I r 4 7' I ASPWT I I JtEBIR/CAP I 3.3' r4'x 4.0' ; / 3.0', DR✓V�191Y� 1 j I a os(W) of I J 0.6'2.4 18- , :.� ; GARAGE I I I RLECdES.E' �,+6' WDOD4FFNCE F C ' iv CORNER IS 0.3 (w) 910, , - 7�2d' - 3. -- �, OF CORNER i i '� 9. 5�� r2` t 1 1 1e• FOUND REBAa W/O CAP 18�yr4 0.1'(W) OF CORNER I, 1 f RS' Y/- ryS�C lyy 8' 0.4 i iiifff ----------I O• ' I I14 ` I ,: ,1 1'(,' (S1TE AREA I I Q �wr I tz• ) 42,207 SF ; I aq \27041800301R00I "-I=+I ao W' pp 00 PARCEL A r�.y t WI 7,,PAtCEL C 1e zTP-3 V''r `, I : \ ZI Z I TP-2`',WOOD FENCE' I 1 E NGAE " i1't' I '� I FOUND RMRICM 0.1'(5) �19324At— OF CORNER SIAMPEO �f2J I BROIOCE CS16194 FOUND RF W/G4P O,X(N1 i �� I / !LL(!!/QQ� c:z� � M `��� o I ® I 8' Nt7O0 FENCE(N)OF CORNER STAMPED I I M N4D PEW W/0 CAP o 25' I 41roQ6 FENCE(W) aROKKF tslst 2 2: I ) 1 1 o.2'(In of carrrtR I I �Cf CORA" IS 97.2A5 92.25' .01' 3.9'(W) k 52'(N) \ n - 26 N 9COOb0- W 2�52' Of CORNER R - 194 S S l I ' 366 SS-1— yk GRAVEL ASPNNLi Yr-- —-----------------=1----------�—Y ®T `_ ORNEWAY I RMDMNY•�j^ I r I CR R1M-347.64 1 AV. 8XV C(w) I II I WV. 12Y.ONC(N)=345.49 am CwQ49.99 <,::4'•, Y� I I r W I CB RW= 347.12 }, WV.. 8 ONC(N)=345.82 Provided topo survey TP-i N � Approximate Test Pit Location Not to Scale Cobalt Geosciences, LLC Proposed Development SITE MAP P.O. Box 82243 19324 88th Avenue West en or , WA 98028 COBALTEdmonds Washington () 33 • ' g FIGURE i www•cobaltgeoeo.com cob altgeo p gmail. com Slab on Grade Basement or Shallow Foundation Wall 12" Free Draining Backfill and/or Drainage Mat Attached to Wall Backfill Soils Compacted per Geotechnical Report 4" Diameter Perforated Pipe -- --�H H Native Soils Benched as Required Filter Fabric Over Rock (Mirafi 14oN) 3//4" Washed Rock or Clean Angular Rock Not to Scale Cobalt Geosciences, LLC PO Box 1792 Typical Foundation Drain Detail Attachment North Bend, WA 98045 • _ (2o6) 331-1097 GEOSCIENCES www.cobaltgeo.com Philpcobaltgeo.com Unified Soil Classification System (USCS) MAJOR DIVISIONS SYMBOL TYPICAL DESCRIPTION Clean Gravels Gw Well -graded gravels, gravels, gravel -sand mixtures, little or no fines Gravels (more than 50% (less than 5% fines) GP Poorly graded gravels, gravel -sand mixtures, little or no fines COARSE GRAINED SOILS of coarse fraction retained on No. 4 sieve) Gravels with Fines (more than 12% fines) GM Silty gravels, gravel -sand -silt mixtures GC Clayey gravels, gravel -sand -clay mixtures (more than 50% retained on Clean Sands :•: sw Well -graded sands, gravelly sands, little or no fines No. 200 sieve) Sands (50% or more of coarse fraction (less than 5% fines) sP Poorly graded sand, gravelly sands, little or no fines passes the No. 4 sieve) Sands with Fines sM Silty sands, sand -silt mixtures (more than 12% fines) sc Clayey sands, sand -clay mixtures ML Inorganic silts of low to medium plasticity, sandy silts, gravelly silts, FINE GRAINED (50% or more Silts and Clays (liquid limit less than 50) Inorganic cL or clayey silts with slight plasticity Inorganic clays of low to medium plasticity, gravelly clays, sandy clays silty clays, lean clays Organic rganic oL Organic silts and organic silty clays of low plasticity passes the MH Inorganic silts, micaceous or diatomaceous fine sands or silty soils, No. 200 sieve) Silts and Clays (liquid limit 50 or more) Inorganic elastic silt CH Inorganic clays of medium to high plasticity, sandy fat clay, or gravelly fat clay Organic OHOrganic clays of medium to high plasticity, organic silts HIGHLY ORGANIC SOILS Primarily organic matter, dark in color, and organic odor PT Peat, humus, swamp soils with high organic content (ASTM D4427) Classification of Soil Constituents MAJOR constituents compose more than 50 percent, by weight, of the soil. Major constituents are capitalized (i.e., SAND). Minor constituents compose 12 to 50 percent of the soil and precede the major constituents (i.e., silty SAND). Minor constituents preceded by "slightly" compose 5 to 12 percent of the soil (i.e., slightly silty SAND). Trace constituents compose o to 5 percent of the soil (i.e., slightly silty SAND, trace gravel). Relative Density (Coarse Grained Soils) Consistency (Fine Grained Soils) N, SPT, Relative N, SPT, Relative Blows/FT Density Blows/FT Consistency 0-4 Very loose Under 2 Very soft 4 -10 Loose 2-4 Soft 10 - 30 Medium dense 4-8 Medium stiff 30 - 50 Dense 8 -15 Stiff Over 50 Very dense 15 - 30 Very stiff Over 3o Hard Grain Size Definitions Description Sieve Number and/or Size Fines <#200 (o.o8 mm) Sand -Fine #200 to #40 (o.o8 to 0.4 mm) -Medium #40 to #10 (0.4 to 2 mm) -Coarse #10 to #4 (2 to 5 mm) Gravel -Fine #4 to 3/4 inch (5 to 19 mm) -Coarse 3/4 to 3 inches (19 to 76 mm) Cobbles 3 to 12 inches (75 to 305 mm) Boulders >12 inches (305 mm) 1 Moisture Content Definitions 1 Dry Absence of moisture, dusty, dry to the touch Moist Damp but no visible water Wet Visible free water, from below water table Cobalt Geosciences, LLC P.O. Box 82243 Kenmore, WA 98028 Soil Classification Chart Figure Ci (2o6) 331-1097 _ www.cobaltgeo.com cobaltgeo(&gmail.com Test Pit TP-1 Date: October 2022 Depth: 8' Groundwater: None Contractor: Client provided Elevation: N/A Logged By: PH Checked By: SC N 0) o Moisture Content (%) u Q E Plastic I Limit I Liquid Limit � � L Material Description DCP Equivalent N-Value o C ? o G 0 10 20 30 40 50 Cobalt Geosciences, LLC Proposed Development P.O. Box 82243 COBALT 19324 88th Avenue West Test Pit Kenmore, WA 98028 (2o6) 331-1097 GEOSCIENCES Edmonds, Washington Logs www.cobaltgeo.com cobaltgeopgmail.com Topsoil and Grass 1 , , SM Loose to medium dense, silty -fine to fine grained sand with gravel, mottled yellowish brown to grayish brown. (Weathered Glacial Till 2 SM Dense to very dense, silty -fine to medium grained sand with gravel, 4 ottled yellowish brown to grayish brown, moist. (Glacial Till) 5 6 7 End of Test Pit 8' 9 10 Test Pit TP-2 Date: October 2022 Depth: 8' Groundwater: None Contractor: Client provided Elevation: N/A Logged By: PH Checked By: SC N 0) o Moisture Content (%) u Q E Plastic I Limit I Liquid Limit � � L Material Description DCP Equivalent N-Value o C ? o G 0 10 20 30 40 50T. Cobalt Geosciences, LLC Proposed Development P.O. Box 82243 COBALT 19324 88th Avenue West Test Pit Kenmore, WA 98028 (2o6) 331-1097 GEOSCIENCES Edmonds, Washington Logs www.cobaltgeo.com cobaltgeopgmail.com Topsoil and Grass 1 , , SM Loose to medium dense, silty -fine to fine grained sand with gravel, mottled yellowish brown to grayish brown. (Weathered Glacial Till 2 3 4 Dense to very dense, silty -fine to medium grained sand with gravel, 6 mottled yellowish brown to grayish brown, moist. (Glacial Till) 7 End of Test Pit 8' 9 10 Test Pit TP-3 Date: October 2022 Depth. 8' Groundwater: None Contractor: Client provided Elevation: N/A Logged By: PH Checked By: SC N 0) o Moisture Content (%) u Q E Plastic I Limit I Liquid Limit � � L Material Description DCP Equivalent N-Value o C ? o G 0 10 20 30 40 50 Cobalt Geosciences, LLC Proposed Development P.O. Box 82243 COBALT 19324 88th Avenue West Test Pit Kenmore, WA 98028 (2o6) 331-1097 GEOSCIENCES Edmonds, Washington Logs www.cobaltgeo.com cobaltgeopgmail.com Topsoil and Grass 1 , , SM Loose to medium dense, silty -fine to fine grained sand with gravel, mottled yellowish brown to grayish brown. (Weathered Glacial Till 2 3 4 5 -' SM Dense to very dense, silty -fine to medium grained sand with gravel, 7 mottled yellowish brown to grayish brown, moist. (Glacial Till) End of Test Pit 8' 9 10 WWHM2012 PROJECT REPORT FLOW CONTROL EXEMPTION CALCULATIONS General Model Information WWHM2012 Project Name: basin Site Name: MAPLEWOOD LOT B Site Address: 19324 88TH AVE W City: EDMONDS Report Date: 4/3/2024 MGS Region: Puget East Data Start: 1901 /10/1 Data End: 2058/09/30 Timestep: 15 Minute DOT Data Number03 Version Date: 2023/01 /27 Version: 4.2.19 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year basin 4/3/2024 1:48:07 PM Page 2 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre C, Forest, Mod 0.147 C, Lawn, Mod 0.09 Pervious Total 0.237 Impervious Land Use acre ROOF TOPS FLAT 0.016 DRIVEWAYS FLAT 0.007 Impervious Total 0.023 Basin Total 0.26 basin 4/3/2024 1:48:07 PM Page 3 Mitigated Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre C, Lawn, Mod 0.143 Pervious Total 0.143 Impervious Land Use acre ROOF TOPS FLAT 0.073 DRIVEWAYS FLAT 0.006 Impervious Total 0.079 Basin Total 0.222 basin 4/3/2024 1:48:07 PM Page 4 Routing Elements Predeveloped Routing basin 4/3/2024 1:48:07 PM Page 5 Mitigated Routing basin 4/3/2024 1:48:07 PM Page 6 Analysis Results POC 1 1.0 Cumulative Probability 1.a 0.1 001 10E-5 10E-4 10E3 10E-2 10E-1 1 1n loll om1 0aot Percent Time Exceetlir�g 05 7 2 5 70 20 30 50 70 W 90 95 95 99 99.5 7 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area- 0.237 Total Impervious Area- 0.023 Mitigated Landuse Totals for POC #1 Total Pervious Area- 0.143 Total Impervious Area- 0.079 Flow Frequency Method- Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.01105 5 year 0.01769 10 year 0.023575 25 year 0.033085 50 year 0.041947 100 year 0.052586 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.028288 5 year 0.042068 10 year 0.053598 25 year 0.07133 50 year 0.087135 100 year 0.105436 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1902 0.010 0.028 1903 0.010 0.032 1904 0.023 0.051 1905 0.006 0.019 1906 0.006 0.018 1907 0.014 0.030 1908 0.009 0.024 1909 0.010 0.027 1910 0.017 0.032 1911 0.011 0.029 basin 4/3/2024 1:48:07 PM Page 7 1912 0.047 0.086 1913 0.010 0.018 1914 0.047 0.112 1915 0.007 0.018 1916 0.010 0.030 1917 0.006 0.016 1918 0.008 0.025 1919 0.006 0.016 1920 0.011 0.025 1921 0.009 0.020 1922 0.013 0.031 1923 0.010 0.025 1924 0.011 0.034 1925 0.006 0.016 1926 0.010 0.030 1927 0.009 0.024 1928 0.009 0.022 1929 0.015 0.040 1930 0.014 0.042 1931 0.009 0.019 1932 0.009 0.023 1933 0.010 0.022 1934 0.026 0.049 1935 0.007 0.017 1936 0.010 0.027 1937 0.018 0.039 1938 0.008 0.019 1939 0.007 0.024 1940 0.014 0.043 1941 0.012 0.038 1942 0.016 0.038 1943 0.011 0.032 1944 0.024 0.053 1945 0.011 0.033 1946 0.012 0.027 1947 0.006 0.019 1948 0.015 0.028 1949 0.015 0.044 1950 0.008 0.017 1951 0.010 0.034 1952 0.038 0.072 1953 0.032 0.062 1954 0.010 0.026 1955 0.007 0.018 1956 0.006 0.016 1957 0.008 0.023 1958 0.022 0.037 1959 0.017 0.033 1960 0.007 0.020 1961 0.035 0.085 1962 0.010 0.025 1963 0.005 0.016 1964 0.040 0.087 1965 0.018 0.043 1966 0.008 0.022 1967 0.016 0.037 1968 0.009 0.022 1969 0.009 0.022 basin 4/3/2024 1:49:14 PM Page 8 1970 0.016 0.034 1971 0.016 0.032 1972 0.074 0.162 1973 0.015 0.047 1974 0.015 0.038 1975 0.030 0.057 1976 0.021 0.048 1977 0.006 0.016 1978 0.018 0.035 1979 0.011 0.030 1980 0.015 0.036 1981 0.012 0.034 1982 0.008 0.023 1983 0.013 0.035 1984 0.011 0.031 1985 0.017 0.042 1986 0.008 0.018 1987 0.018 0.034 1988 0.009 0.019 1989 0.008 0.021 1990 0.010 0.024 1991 0.012 0.033 1992 0.013 0.030 1993 0.011 0.035 1994 0.013 0.026 1995 0.006 0.017 1996 0.016 0.029 1997 0.009 0.023 1998 0.012 0.029 1999 0.009 0.028 2000 0.011 0.030 2001 0.009 0.029 2002 0.030 0.062 2003 0.010 0.022 2004 0.012 0.034 2005 0.030 0.078 2006 0.008 0.024 2007 0.013 0.036 2008 0.009 0.026 2009 0.008 0.021 2010 0.009 0.028 2011 0.007 0.022 2012 0.012 0.027 2013 0.011 0.029 2014 0.007 0.019 2015 0.046 0.090 2016 0.007 0.021 2017 0.014 0.041 2018 0.023 0.038 2019 0.033 0.059 2020 0.018 0.040 2021 0.015 0.032 2022 0.016 0.043 2023 0.013 0.042 2024 0.047 0.092 2025 0.008 0.028 2026 0.012 0.033 2027 0.011 0.034 basin 4/3/2024 1:49:14 PM Page 9 2028 0.004 0.013 2029 0.009 0.021 2030 0.017 0.047 2031 0.006 0.014 2032 0.007 0.021 2033 0.006 0.021 2034 0.007 0.019 2035 0.018 0.033 2036 0.012 0.024 2037 0.008 0.027 2038 0.016 0.033 2039 0.014 0.046 2040 0.008 0.024 2041 0.009 0.026 2042 0.022 0.038 2043 0.013 0.033 2044 0.012 0.027 2045 0.010 0.023 2046 0.009 0.021 2047 0.008 0.024 2048 0.007 0.021 2049 0.011 0.035 2050 0.009 0.022 2051 0.018 0.042 2052 0.008 0.024 2053 0.009 0.021 2054 0.034 0.069 2055 0.007 0.023 2056 0.011 0.034 2057 0.006 0.018 2058 0.009 0.031 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0744 0.1615 2 0.0469 0.1116 3 0.0469 0.0916 4 0.0469 0.0900 5 0.0458 0.0871 6 0.0399 0.0858 7 0.0384 0.0845 8 0.0349 0.0778 9 0.0340 0.0716 10 0.0333 0.0694 11 0.0324 0.0621 12 0.0304 0.0618 13 0.0296 0.0590 14 0.0295 0.0570 15 0.0261 0.0525 16 0.0241 0.0505 17 0.0227 0.0492 18 0.0227 0.0483 19 0.0221 0.0475 20 0.0220 0.0470 21 0.0209 0.0459 22 0.0182 0.0440 23 0.0182 0.0432 basin 4/3/2024 1:49:14 PM Page 10 24 0.0181 0.0428 25 0.0180 0.0426 26 0.0178 0.0424 27 0.0178 0.0422 28 0.0177 0.0422 29 0.0173 0.0419 30 0.0171 0.0409 31 0.0168 0.0403 32 0.0167 0.0402 33 0.0164 0.0393 34 0.0163 0.0383 35 0.0162 0.0381 36 0.0162 0.0380 37 0.0160 0.0379 38 0.0156 0.0379 39 0.0155 0.0374 40 0.0154 0.0367 41 0.0152 0.0358 42 0.0149 0.0357 43 0.0147 0.0352 44 0.0146 0.0347 45 0.0146 0.0346 46 0.0146 0.0345 47 0.0143 0.0344 48 0.0143 0.0344 49 0.0139 0.0344 50 0.0139 0.0342 51 0.0139 0.0339 52 0.0134 0.0338 53 0.0132 0.0337 54 0.0132 0.0335 55 0.0131 0.0334 56 0.0130 0.0332 57 0.0129 0.0332 58 0.0127 0.0332 59 0.0124 0.0329 60 0.0123 0.0327 61 0.0122 0.0327 62 0.0121 0.0323 63 0.0120 0.0321 64 0.0117 0.0319 65 0.0117 0.0319 66 0.0116 0.0317 67 0.0115 0.0311 68 0.0115 0.0308 69 0.0114 0.0307 70 0.0113 0.0304 71 0.0113 0.0303 72 0.0111 0.0303 73 0.0111 0.0302 74 0.0111 0.0298 75 0.0109 0.0297 76 0.0109 0.0294 77 0.0109 0.0294 78 0.0108 0.0291 79 0.0108 0.0288 80 0.0106 0.0285 81 0.0105 0.0285 basin 4/3/2024 1:49:14 PM Page 11 82 0.0104 0.0282 83 0.0103 0.0280 84 0.0102 0.0280 85 0.0102 0.0276 86 0.0101 0.0275 87 0.0101 0.0275 88 0.0100 0.0272 89 0.0100 0.0272 90 0.0100 0.0268 91 0.0099 0.0267 92 0.0099 0.0262 93 0.0098 0.0261 94 0.0098 0.0259 95 0.0096 0.0255 96 0.0096 0.0249 97 0.0095 0.0248 98 0.0094 0.0246 99 0.0094 0.0246 100 0.0092 0.0245 101 0.0092 0.0245 102 0.0092 0.0243 103 0.0092 0.0239 104 0.0092 0.0237 105 0.0090 0.0236 106 0.0090 0.0236 107 0.0089 0.0236 108 0.0089 0.0235 109 0.0087 0.0234 110 0.0087 0.0232 111 0.0086 0.0232 112 0.0086 0.0231 113 0.0086 0.0229 114 0.0086 0.0225 115 0.0085 0.0224 116 0.0085 0.0221 117 0.0084 0.0220 118 0.0082 0.0220 119 0.0082 0.0220 120 0.0081 0.0218 121 0.0081 0.0217 122 0.0081 0.0215 123 0.0081 0.0215 124 0.0080 0.0215 125 0.0080 0.0214 126 0.0079 0.0211 127 0.0079 0.0210 128 0.0077 0.0210 129 0.0076 0.0208 130 0.0076 0.0206 131 0.0075 0.0205 132 0.0074 0.0199 133 0.0074 0.0195 134 0.0074 0.0194 135 0.0074 0.0191 136 0.0074 0.0191 137 0.0074 0.0190 138 0.0072 0.0189 139 0.0072 0.0187 basin 4/3/2024 1:49:14 PM Page 12 140 0.0071 0.0185 141 0.0068 0.0181 142 0.0068 0.0181 143 0.0067 0.0181 144 0.0064 0.0180 145 0.0064 0.0180 146 0.0064 0.0179 147 0.0063 0.0171 148 0.0060 0.0169 149 0.0060 0.0166 150 0.0059 0.0162 151 0.0059 0.0161 152 0.0058 0.0161 153 0.0058 0.0160 154 0.0056 0.0156 155 0.0056 0.0156 156 0.0054 0.0138 157 0.0041 0.0130 basin 4/3/2024 1:49:14 PM Page 13 Duration Flows The Duration Matching Failed Flow(cfs) Predev Mit Percentage Pass/Fail 0.0055 13465 79548 590 Fail 0.0059 11010 69584 632 Fail 0.0063 9105 61161 671 Fail 0.0066 7586 53768 708 Fail 0.0070 6336 47327 746 Fail 0.0074 5245 41783 796 Fail 0.0077 4384 37060 845 Fail 0.0081 3720 32788 881 Fail 0.0085 3174 29210 920 Fail 0.0088 2666 26088 978 Fail 0.0092 2263 23319 1030 Fail 0.0096 1946 20859 1071 Fail 0.0099 1706 18706 1096 Fail 0.0103 1494 16829 1126 Fail 0.0107 1282 15133 1180 Fail 0.0110 1108 13553 1223 Fail 0.0114 931 12199 1310 Fail 0.0118 805 11016 1368 Fail 0.0121 689 9959 1445 Fail 0.0125 602 8973 1490 Fail 0.0129 528 8037 1522 Fail 0.0133 481 7250 1507 Fail 0.0136 430 6545 1522 Fail 0.0140 367 5907 1609 Fail 0.0144 325 5311 1634 Fail 0.0147 279 4806 1722 Fail 0.0151 245 4360 1779 Fail 0.0155 223 3934 1764 Fail 0.0158 198 3597 1816 Fail 0.0162 187 3310 1770 Fail 0.0166 170 3017 1774 Fail 0.0169 150 2790 1860 Fail 0.0173 143 2572 1798 Fail 0.0177 135 2398 1776 Fail 0.0180 123 2213 1799 Fail 0.0184 112 2060 1839 Fail 0.0188 108 1931 1787 Fail 0.0191 104 1811 1741 Fail 0.0195 100 1700 1700 Fail 0.0199 96 1591 1657 Fail 0.0202 93 1496 1608 Fail 0.0206 90 1399 1554 Fail 0.0210 87 1315 1511 Fail 0.0213 83 1229 1480 Fail 0.0217 81 1147 1416 Fail 0.0221 74 1071 1447 Fail 0.0224 70 1015 1450 Fail 0.0228 64 961 1501 Fail 0.0232 62 906 1461 Fail basin 4/3/2024 1:49:14 PM Page 14 0.0254 49 643 1312 Fail 0.0258 46 604 1313 Fail 0.0261 44 572 1300 Fail 0.0265 43 537 1248 Fail 0.0269 40 504 1260 Fail 0.0272 40 474 1185 Fail 0.0276 38 445 1171 Fail 0.0280 37 422 1140 Fail 0.0283 37 398 1075 Fail 0.0287 36 380 1055 Fail 0.0291 36 367 1019 Fail 0.0294 35 342 977 Fail 0.0298 33 329 996 Fail 0.0302 33 315 954 Fail 0.0305 31 290 935 Fail 0.0309 31 280 903 Fail 0.0313 28 266 950 Fail 0.0316 27 250 925 Fail 0.0320 27 239 885 Fail 0.0324 27 221 818 Fail 0.0327 25 215 860 Fail 0.0331 25 204 816 Fail 0.0335 23 194 843 Fail 0.0339 23 188 817 Fail 0.0342 22 177 804 Fail 0.0346 21 171 814 Fail 0.0350 19 163 857 Fail 0.0353 18 156 866 Fail 0.0357 17 153 900 Fail 0.0361 17 151 888 Fail 0.0364 17 149 876 Fail 0.0368 17 141 829 Fail 0.0372 17 137 805 Fail 0.0375 16 133 831 Fail 0.0379 16 130 812 Fail 0.0383 16 126 787 Fail 0.0386 13 123 946 Fail 0.0390 13 119 915 Fail 0.0394 13 115 884 Fail 0.0397 13 114 876 Fail 0.0401 12 112 933 Fail 0.0405 12 106 883 Fail 0.0408 12 104 866 Fail 0.0412 11 101 918 Fail 0.0416 10 98 980 Fail 0.0419 10 96 960 Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. basin 4/3/2024 1:49:14 PM Page 15 Water Quality 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. basin 4/3/2024 1:49:14 PM Page 16 LID Report LILTesYinique 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 Duration Compliance with LID Analysis Standard 8% of 2-yr to 50% of Result = 2 yr Failed basin 4/3/2024 1:49:14 PM Page 17 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. basin 4/3/2024 1:50:02 PM Page 18 Appendix Predeveloped Schematic L_.� Basin 1 - L 0.26ac basin 4/3/2024 1:50:02 PM Page 19 Mitigated Schematic L.Basin w L 0.22ac basin 4/3/2024 1:50:03 PM Page 20 Predeveloped UCI File RUN GLOBAL WWHM4 model simulation START 1901 10 01 END RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 END GLOBAL FILES <File> <Un#> END FILES OPN SEQUENCE 2058 09 30 UNIT SYSTEM 1 <-----------File Name ------------------------------>*** *** INGRP INDELT 00:15 PERLND 11 PERLND 17 IMPLND 4 IMPLND 5 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<---------- Title ----------- >***TRAN PIVL DIG1 FILL 1 Basin 1 MAX END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO PYR DIG2 FIL2 YRND 1 2 30 9 <PLS ><------- Name ------- >NBLKS Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 11 C, Forest, Mod 1 1 1 1 27 0 17 C, Lawn, Mod 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 11 0 0 1 0 0 0 0 0 0 0 0 0 17 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT -INFO basin 4/3/2024 1:50:04 PM Page 21 <PLS > ***************** Print -flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 11 0 0 4 0 0 0 0 0 0 0 0 0 1 9 17 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT -INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 11 0 0 0 0 0 0 0 0 0 0 0 17 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY 11 0 4.5 0.08 400 0.1 0.5 17 0 4.5 0.03 400 0.1 0.5 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 # - # ***PETMAX PETMIN INFEXP 11 0 0 2 17 0 0 2 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 # - # CEPSC UZSN NSUR 11 0.2 0.5 0.35 17 0.1 0.25 0.25 END PWAT-PARM4 *** INFILD DEEPFR 2 0 2 0 INTFW IRC 6 0.5 6 0.5 AGWRC 0.996 0.996 BASETP AGWETP 0 0 0 0 *** LZETP *** 0.7 0.25 PWAT-STATEl <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 11 0 0 0 0 2.5 1 0 17 0 0 0 0 2.5 1 0 END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><------- Name ------- > 4 ROOF TOPS/FLAT 5 DRIVEWAYS/FLAT END GEN-INFO *** Section IWATER*** Unit -systems Printer *** User t-series Engl Metr *** in out *** 1 1 1 27 0 1 1 1 27 0 ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 4 0 0 1 0 0 0 5 0 0 1 0 0 0 END ACTIVITY PRINT -INFO <ILS > ******** Print -flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 4 0 0 4 0 0 4 1 9 5 0 0 4 0 0 0 1 9 END PRINT -INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** basin 4/3/2024 1:50:04 PM Page 22 4 0 0 0 0 0 5 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 4 400 0.01 0.1 0.1 5 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 4 0 0 5 0 0 END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 4 0 0 5 0 0 END IWAT-STATEI END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 11 0.147 COPY 501 12 PERLND 11 0.147 COPY 501 13 PERLND 17 0.09 COPY 501 12 PERLND 17 0.09 COPY 501 13 IMPLND 4 0.016 COPY 501 15 IMPLND 5 0.007 COPY 501 15 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------ >< --- > User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT -INFO basin 4/3/2024 1:50:04 PM Page 23 HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC Al A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------ ><-------- ><-------- ><-------- ><-------- ><-------- ><-------- > *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------ ><-------- > <--- ><--- ><--- ><--- >< --- > *** <--- ><--- ><--- ><--- >< --- > END HYDR-INIT END RCHRES SPEC -ACTIONS END SPEC -ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 DIV PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 DIV IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS -LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS -LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS -LINK 12 MASS -LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS -LINK 13 MASS -LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS -LINK 15 END MASS -LINK END RUN basin 4/3/2024 1:50:04 PM Page 24 Mitigated UC/ File RUN GLOBAL WWHM4 model simulation START 1901 10 01 END RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 END GLOBAL FILES <File> <Un#> END FILES OPN SEQUENCE 2058 09 30 UNIT SYSTEM 1 <-----------File Name ------------------------------>*** *** INGRP INDELT 00:15 PERLND 17 IMPLND 4 IMPLND 5 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<---------- Title ----------- >***TRAN PIVL DIG1 FIL1 1 Basin 1 MAX END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO PYR DIG2 FIL2 YRND 1 2 30 9 <PLS ><------- Name ------- >NBLKS Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 17 C, Lawn, Mod 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 17 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 17 0 0 4 0 0 0 0 0 0 0 0 0 1 9 basin 4/3/2024 1:50:04 PM Page 25 END PRINT -INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 17 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY 17 0 4.5 0.03 400 0.1 0.5 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 # - # ***PETMAX PETMIN INFEXP 17 0 0 2 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 # - # CEPSC UZSN NSUR 17 0.1 0.25 0.25 END PWAT-PARM4 AGWRC 0.996 *** INFILD DEEPFR BASETP AGWETP 2 0 0 0 *** INTFW IRC LZETP *** 6 0.5 0.25 PWAT-STATEI <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 17 0 0 0 0 2.5 1 0 END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><------- Name ------- > Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 4 ROOF TOPS/FLAT 1 1 1 27 0 5 DRIVEWAYS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 4 0 0 1 0 0 0 5 0 0 1 0 0 0 END ACTIVITY PRINT -INFO <ILS > ******** Print -flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 4 0 0 4 0 0 4 1 9 5 0 0 4 0 0 0 1 9 END PRINT -INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 4 0 0 0 0 0 5 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 4 400 0.01 0.1 0.1 5 400 0.01 0.1 0.1 basin 4/3/2024 1:50:04 PM Page 26 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 4 0 0 5 0 0 END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 4 0 0 5 0 0 END IWAT-STATEI END IMPLND SCHEMATIC <-Source-> <Name> # Basin 1*** PERLND 17 PERLND 17 IMPLND 4 IMPLND 5 ******Routing****** END SCHEMATIC <--Area--> <-Target-> MBLK <-factor-> <Name> # Tbl# 0.143 COPY 501 12 0.143 COPY 501 13 0.073 COPY 501 15 0.006 COPY 501 15 NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------ >< --- > User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT -INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC Al A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------ ><-------- ><--------><--------><--------><--------><--------> *** END HYDR-PARM2 basin 4/3/2024 1:50:04 PM Page 27 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><-------- > <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC -ACTIONS END SPEC -ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 DIV PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 DIV IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS -LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS -LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS -LINK 12 MASS -LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS -LINK 13 MASS -LINK 15 IMPLND IWATER SURD 0.083333 COPY INPUT MEAN END MASS -LINK 15 END MASS -LINK END RUN basin 4/3/2024 1:50:04 PM Page 28 Predeveloped HSPF Message File basin 4/3/2024 1:50:04 PM Page 29 Mitigated HSPF Message File basin 4/3/2024 1:50:04 PM Page 30 Disclaimer Legal Notice This program and accompanying documentation are provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by: Clear Creek Solutions, Inc. 2005-2024; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com basin 4/3/2024 1:50:04 PM Page 31 WWHM2012 PROJECT REPORT PERVIOUS PAVERS CALCULATIONS General Model Information WWHM2012 Project Name: permeable pavement Site Name: MAPLEWOOD LOT B Site Address: 19324 88TH AVE W City: EDMONDS Report Date: 4/4/2024 MGS Region: Puget East Data Start: 1901 /10/1 Data End: 2058/09/30 Timestep: 15 Minute DOT Data Number03 Version Date: 2023/01 /27 Version: 4.2.19 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year permeable pavement 4/4/2024 7:57:34 AM Page 2 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre C, Lawn, Mod 0.0465 Pervious Total 0.0465 Impervious Land Use acre Impervious Total 0 Basin Total 0.0465 permeable pavement 4/4/2024 7:57:34 AM Page 3 Mitigated Land Use permeable pavement 4/4/2024 7:57:34 AM Page 4 Routing Elements Predeveloped Routing permeable pavement 4/4/2024 7:57:34 AM Page 5 Mitigated Routing Permeable Pavement 1 Pavement Area:0.0281 acre.Pavement Length:47.00 ft. Pavement Width: 26.00 ft. Pavement slope Pavement thickness: 0.5 Pour Space of Pavement: 0.25 Material thickness of second layer: 1 Pour Space of material for second layer: 0.35 Material thickness of third layer: 0 Pour Space of material for third layer: 0 Infiltration On Infiltration rate: 0.162 Infiltration safety factor: 1 Total Volume Infiltrated (ac-ft.): 9.92 Total Volume Through Riser (ac-ft.): 0 Total Volume Through Facility (ac-ft.): 9.92 Percent Infiltrated: 100 Total Precip Applied to Facility: 0 Total Evap From Facility: 0.724 1:0.02 To 1 permeable pavement 4/4/2024 7:57:34 AM Page 6 Analysis Results POC 1 0.01 a U 0 J L 001 0001 10E-4 10E3 10E-2 10E-1 1 1r_i loll 0.0001 Percent Time Exceetlir,g + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area- 0.0465 Total Impervious Area- 0 Mitigated Landuse Totals for POC #1 Total Pervious Area- 0 Total Impervious Area- 0.028053 Flow Frequency Method- Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.001764 5 year 0.003557 10 year 0.005415 25 year 0.008843 50 year 0.012433 100 year 0.017169 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1902 0.001 0.000 1903 0.001 0.000 1904 0.006 0.000 1905 0.001 0.000 1906 0.001 0.000 1907 0.003 0.000 1908 0.001 0.000 1909 0.001 0.000 1910 0.003 0.000 1911 0.002 0.000 permeable pavement 4/4/2024 7:57:34 AM Page 7 1912 0.014 0.000 1913 0.002 0.000 1914 0.014 0.000 1915 0.001 0.000 1916 0.001 0.000 1917 0.001 0.000 1918 0.001 0.000 1919 0.001 0.000 1920 0.002 0.000 1921 0.001 0.000 1922 0.003 0.000 1923 0.002 0.000 1924 0.001 0.000 1925 0.001 0.000 1926 0.001 0.000 1927 0.001 0.000 1928 0.001 0.000 1929 0.003 0.000 1930 0.001 0.000 1931 0.001 0.000 1932 0.001 0.000 1933 0.002 0.000 1934 0.007 0.000 1935 0.001 0.000 1936 0.002 0.000 1937 0.004 0.000 1938 0.001 0.000 1939 0.001 0.000 1940 0.002 0.000 1941 0.001 0.000 1942 0.003 0.000 1943 0.002 0.000 1944 0.006 0.000 1945 0.001 0.000 1946 0.002 0.000 1947 0.001 0.000 1948 0.003 0.000 1949 0.003 0.000 1950 0.001 0.000 1951 0.001 0.000 1952 0.011 0.000 1953 0.009 0.000 1954 0.002 0.000 1955 0.001 0.000 1956 0.001 0.000 1957 0.001 0.000 1958 0.005 0.000 1959 0.003 0.000 1960 0.001 0.000 1961 0.010 0.000 1962 0.001 0.000 1963 0.001 0.000 1964 0.012 0.000 1965 0.004 0.000 1966 0.001 0.000 1967 0.004 0.000 1968 0.002 0.000 1969 0.001 0.000 permeable pavement 4/4/2024 8:01:49 AM Page 8 1970 0.003 0.000 1971 0.003 0.000 1972 0.025 0.000 1973 0.003 0.000 1974 0.003 0.000 1975 0.008 0.000 1976 0.005 0.000 1977 0.001 0.000 1978 0.004 0.000 1979 0.002 0.000 1980 0.003 0.000 1981 0.002 0.000 1982 0.001 0.000 1983 0.002 0.000 1984 0.002 0.000 1985 0.004 0.000 1986 0.001 0.000 1987 0.004 0.000 1988 0.001 0.000 1989 0.001 0.000 1990 0.002 0.000 1991 0.002 0.000 1992 0.002 0.000 1993 0.002 0.000 1994 0.002 0.000 1995 0.001 0.000 1996 0.003 0.000 1997 0.001 0.000 1998 0.002 0.000 1999 0.000 0.000 2000 0.002 0.000 2001 0.001 0.000 2002 0.009 0.000 2003 0.002 0.000 2004 0.002 0.000 2005 0.007 0.000 2006 0.001 0.000 2007 0.002 0.000 2008 0.001 0.000 2009 0.001 0.000 2010 0.001 0.000 2011 0.001 0.000 2012 0.002 0.000 2013 0.002 0.000 2014 0.001 0.000 2015 0.014 0.000 2016 0.001 0.000 2017 0.002 0.000 2018 0.005 0.000 2019 0.008 0.000 2020 0.004 0.000 2021 0.003 0.000 2022 0.003 0.000 2023 0.002 0.000 2024 0.014 0.000 2025 0.001 0.000 2026 0.002 0.000 2027 0.002 0.000 permeable pavement 4/4/2024 8:01:49 AM Page 9 2028 0.001 0.000 2029 0.001 0.000 2030 0.003 0.000 2031 0.001 0.000 2032 0.001 0.000 2033 0.001 0.000 2034 0.001 0.000 2035 0.003 0.000 2036 0.002 0.000 2037 0.001 0.000 2038 0.003 0.000 2039 0.001 0.000 2040 0.001 0.000 2041 0.001 0.000 2042 0.004 0.000 2043 0.003 0.000 2044 0.002 0.000 2045 0.001 0.000 2046 0.001 0.000 2047 0.001 0.000 2048 0.001 0.000 2049 0.002 0.000 2050 0.001 0.000 2051 0.004 0.000 2052 0.001 0.000 2053 0.002 0.000 2054 0.010 0.000 2055 0.001 0.000 2056 0.001 0.000 2057 0.001 0.000 2058 0.001 0.000 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0249 0.0000 2 0.0141 0.0000 3 0.0139 0.0000 4 0.0138 0.0000 5 0.0137 0.0000 6 0.0121 0.0000 7 0.0111 0.0000 8 0.0100 0.0000 9 0.0096 0.0000 10 0.0089 0.0000 11 0.0086 0.0000 12 0.0083 0.0000 13 0.0080 0.0000 14 0.0070 0.0000 15 0.0068 0.0000 16 0.0058 0.0000 17 0.0056 0.0000 18 0.0051 0.0000 19 0.0051 0.0000 20 0.0048 0.0000 21 0.0044 0.0000 22 0.0044 0.0000 23 0.0042 0.0000 permeable pavement 4/4/2024 8:01:49 AM Page 10 24 0.0042 0.0000 25 0.0041 0.0000 26 0.0040 0.0000 27 0.0038 0.0000 28 0.0037 0.0000 29 0.0035 0.0000 30 0.0035 0.0000 31 0.0034 0.0000 32 0.0033 0.0000 33 0.0033 0.0000 34 0.0033 0.0000 35 0.0032 0.0000 36 0.0032 0.0000 37 0.0032 0.0000 38 0.0031 0.0000 39 0.0030 0.0000 40 0.0029 0.0000 41 0.0029 0.0000 42 0.0027 0.0000 43 0.0027 0.0000 44 0.0027 0.0000 45 0.0027 0.0000 46 0.0026 0.0000 47 0.0026 0.0000 48 0.0026 0.0000 49 0.0025 0.0000 50 0.0025 0.0000 51 0.0025 0.0000 52 0.0023 0.0000 53 0.0023 0.0000 54 0.0023 0.0000 55 0.0022 0.0000 56 0.0022 0.0000 57 0.0022 0.0000 58 0.0021 0.0000 59 0.0021 0.0000 60 0.0021 0.0000 61 0.0021 0.0000 62 0.0020 0.0000 63 0.0020 0.0000 64 0.0020 0.0000 65 0.0019 0.0000 66 0.0019 0.0000 67 0.0019 0.0000 68 0.0018 0.0000 69 0.0018 0.0000 70 0.0018 0.0000 71 0.0018 0.0000 72 0.0017 0.0000 73 0.0017 0.0000 74 0.0017 0.0000 75 0.0016 0.0000 76 0.0016 0.0000 77 0.0016 0.0000 78 0.0016 0.0000 79 0.0016 0.0000 80 0.0016 0.0000 81 0.0015 0.0000 permeable pavement 4/4/2024 8:01:49 AM Page 11 82 0.0015 0.0000 83 0.0015 0.0000 84 0.0015 0.0000 85 0.0015 0.0000 86 0.0015 0.0000 87 0.0014 0.0000 88 0.0014 0.0000 89 0.0014 0.0000 90 0.0014 0.0000 91 0.0014 0.0000 92 0.0014 0.0000 93 0.0014 0.0000 94 0.0014 0.0000 95 0.0014 0.0000 96 0.0014 0.0000 97 0.0014 0.0000 98 0.0014 0.0000 99 0.0013 0.0000 100 0.0013 0.0000 101 0.0013 0.0000 102 0.0013 0.0000 103 0.0013 0.0000 104 0.0013 0.0000 105 0.0013 0.0000 106 0.0013 0.0000 107 0.0013 0.0000 108 0.0013 0.0000 109 0.0012 0.0000 110 0.0012 0.0000 111 0.0012 0.0000 112 0.0012 0.0000 113 0.0012 0.0000 114 0.0012 0.0000 115 0.0012 0.0000 116 0.0012 0.0000 117 0.0012 0.0000 118 0.0012 0.0000 119 0.0011 0.0000 120 0.0011 0.0000 121 0.0011 0.0000 122 0.0011 0.0000 123 0.0011 0.0000 124 0.0011 0.0000 125 0.0011 0.0000 126 0.0011 0.0000 127 0.0010 0.0000 128 0.0010 0.0000 129 0.0010 0.0000 130 0.0010 0.0000 131 0.0009 0.0000 132 0.0009 0.0000 133 0.0009 0.0000 134 0.0009 0.0000 135 0.0009 0.0000 136 0.0009 0.0000 137 0.0009 0.0000 138 0.0009 0.0000 139 0.0009 0.0000 permeable pavement 4/4/2024 8:01:49 AM Page 12 140 0.0009 0.0000 141 0.0009 0.0000 142 0.0009 0.0000 143 0.0008 0.0000 144 0.0008 0.0000 145 0.0008 0.0000 146 0.0008 0.0000 147 0.0008 0.0000 148 0.0008 0.0000 149 0.0008 0.0000 150 0.0008 0.0000 151 0.0007 0.0000 152 0.0007 0.0000 153 0.0007 0.0000 154 0.0007 0.0000 155 0.0006 0.0000 156 0.0005 0.0000 157 0.0003 0.0000 permeable pavement 4/4/2024 8:01:49 AM Page 13 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.0009 28208 0 0 Pass 0.0010 18882 0 0 Pass 0.0011 12948 0 0 Pass 0.0012 9061 0 0 Pass 0.0013 6435 0 0 Pass 0.0015 4881 0 0 Pass 0.0016 3772 0 0 Pass 0.0017 3008 0 0 Pass 0.0018 2340 0 0 Pass 0.0019 1739 0 0 Pass 0.0020 1343 0 0 Pass 0.0022 1015 0 0 Pass 0.0023 773 0 0 Pass 0.0024 619 0 0 Pass 0.0025 499 0 0 Pass 0.0026 397 0 0 Pass 0.0027 313 0 0 Pass 0.0029 254 0 0 Pass 0.0030 209 0 0 Pass 0.0031 184 0 0 Pass 0.0032 167 0 0 Pass 0.0033 147 0 0 Pass 0.0034 142 0 0 Pass 0.0036 136 0 0 Pass 0.0037 135 0 0 Pass 0.0038 122 0 0 Pass 0.0039 116 0 0 Pass 0.0040 109 0 0 Pass 0.0041 106 0 0 Pass 0.0043 102 0 0 Pass 0.0044 99 0 0 Pass 0.0045 93 0 0 Pass 0.0046 92 0 0 Pass 0.0047 85 0 0 Pass 0.0048 80 0 0 Pass 0.0050 75 0 0 Pass 0.0051 71 0 0 Pass 0.0052 65 0 0 Pass 0.0053 63 0 0 Pass 0.0054 63 0 0 Pass 0.0055 61 0 0 Pass 0.0057 57 0 0 Pass 0.0058 55 0 0 Pass 0.0059 54 0 0 Pass 0.0060 54 0 0 Pass 0.0061 53 0 0 Pass 0.0062 52 0 0 Pass 0.0064 50 0 0 Pass 0.0065 50 0 0 Pass permeable pavement 4/4/2024 8:01:49 AM Page 14 0.0071 38 0 0 Pass 0.0072 37 0 0 Pass 0.0073 36 0 0 Pass 0.0074 36 0 0 Pass 0.0075 34 0 0 Pass 0.0076 34 0 0 Pass 0.0078 34 0 0 Pass 0.0079 34 0 0 Pass 0.0080 32 0 0 Pass 0.0081 31 0 0 Pass 0.0082 30 0 0 Pass 0.0083 28 0 0 Pass 0.0085 28 0 0 Pass 0.0086 27 0 0 Pass 0.0087 26 0 0 Pass 0.0088 26 0 0 Pass 0.0089 25 0 0 Pass 0.0090 24 0 0 Pass 0.0092 24 0 0 Pass 0.0093 24 0 0 Pass 0.0094 24 0 0 Pass 0.0095 24 0 0 Pass 0.0096 23 0 0 Pass 0.0097 23 0 0 Pass 0.0099 22 0 0 Pass 0.0100 21 0 0 Pass 0.0101 19 0 0 Pass 0.0102 19 0 0 Pass 0.0103 18 0 0 Pass 0.0104 17 0 0 Pass 0.0106 17 0 0 Pass 0.0107 17 0 0 Pass 0.0108 17 0 0 Pass 0.0109 16 0 0 Pass 0.0110 16 0 0 Pass 0.0111 15 0 0 Pass 0.0113 13 0 0 Pass 0.0114 13 0 0 Pass 0.0115 13 0 0 Pass 0.0116 13 0 0 Pass 0.0117 13 0 0 Pass 0.0118 13 0 0 Pass 0.0120 13 0 0 Pass 0.0121 12 0 0 Pass 0.0122 12 0 0 Pass 0.0123 12 0 0 Pass 0.0124 12 0 0 Pass permeable pavement 4/4/2024 8:01:50 AM Page 15 Water Quality 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. permeable pavement 4/4/2024 8:01:50 AM Page 16 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 Permeable Pavement 1 POC ❑ 9.03 ❑ 100.00 Total Volume Infiltrated 9.03 F1 0 A [i 00 100.00 0.00 0% No Treat. Credit Duration Compliance with LID Analysis Standard 8% of 2-yr to 50% of Result= 2 yr Passed permeable pavement 4/4/2024 8:01:50 AM Page 17 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. permeable pavement 4/4/2024 8:02:40 AM Page 18 Appendix Predeveloped Schematic L..—A Basin 1 L 0.05ac permeable pavement 4/4/2024 8:02:40 AM Page 19 Mitigated Schematic Perm e ble Pave ent 1 u permeable pavement 4/4/2024 8:02:41 AM Page 20 Predeveloped UCI File RUN GLOBAL WWHM4 model simulation START 1901 10 01 END RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 END GLOBAL 2058 09 30 FILES <File> <Un#> OPN SEQUENCE UNIT SYSTEM 1 <----------- File Name----- ------------------------->*** *** INGRP INDELT 00:15 PERLND 17 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<---------- Title ----------- >***TRAN PIVL DIG1 FIL1 1 Basin 1 MAX END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO PYR DIG2 FIL2 YRND 1 2 30 9 <PLS ><------- Name ------- >NBLKS Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 17 C, Lawn, Mod 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 17 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 17 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT -INFO permeable pavement 4/4/2024 8:02:43 AM Page 21 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 17 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY 17 0 4.5 0.03 400 0.1 0.5 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 # - # ***PETMAX PETMIN INFEXP 17 0 0 2 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 # - # CEPSC UZSN NSUR 17 0.1 0.25 0.25 END PWAT-PARM4 AGWRC 0.996 *** INFILD DEEPFR BASETP AGWETP 2 0 0 0 *** INTFW IRC LZETP *** 6 0.5 0.25 PWAT-STATEI <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS 17 0 0 0 0 2.5 1 END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><------- Name ------- > END GEN-INFO *** Section IWATER*** Unit -systems Printer *** User t-series Engl Metr *** in out *** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT -INFO <ILS > ******** Print -flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT -INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATEI GWVS 0 permeable pavement 4/4/2024 8:02:43 AM Page 22 END IMPLND SCHEMATIC <-Source-> <Name> # Basin 1*** PERLND 17 PERLND 17 ******Routing****** END SCHEMATIC <--Area--> <-Target-> MBLK <-factor-> <Name> # Tbl# 0.0465 COPY 501 12 0.0465 COPY 501 13 NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------ >< --- > User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT -INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC Al A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------ ><-------- ><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><-------- > <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC -ACTIONS END SPEC -ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 DIV PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 DIV IMPLND 1 999 EXTNL PREC permeable pavement 4/4/2024 8:02:43 AM Page 23 WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS -LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS -LINK 12 PERLND PWATER SURD 0.083333 COPY INPUT MEAN END MASS -LINK 12 MASS -LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS -LINK 13 END MASS -LINK END RUN permeable pavement 4/4/2024 8:02:43 AM Page 24 Mitigated UC/ File RUN GLOBAL WWHM4 model simulation START 1901 10 01 END RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 END GLOBAL 2058 09 30 FILES <File> <Un#> OPN SEQUENCE UNIT SYSTEM 1 <----------- File Name----- ------------------------->*** *** INGRP INDELT 00:15 IMPLND 18 RCHRES 1 COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<---------- Title ----------- >***TRAN PIVL DIG1 FIL1 1 Permeable Pavement 1 MAX END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO PYR DIG2 FIL2 YRND 1 2 30 9 <PLS ><------- Name ------- >NBLKS Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* END PRINT -INFO PWAT-PARM1 permeable pavement 4/4/2024 8:02:43 AM Page 25 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 # - # ***PETMAX PETMIN INFEXP END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 # - # CEPSC UZSN NSUR END PWAT-PARM4 AGWRC *** INFILD DEEPFR BASETP AGWETP *** INTFW IRC LZETP *** PWAT-STATEI <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><------- Name ------- > 18 Porous Pavement END GEN-INFO *** Section IWATER*** Unit -systems Printer *** User t-series Engl Metr *** in out *** 1 1 1 27 0 ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 18 0 0 1 0 0 0 END ACTIVITY PRINT -INFO <ILS > ******** Print -flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 18 0 0 4 0 0 0 1 9 END PRINT -INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 18 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 18 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 18 0 0 END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 18 0 0 END IWAT-STATEI GWVS permeable pavement 4/4/2024 8:02:43 AM Page 26 END IMPLND SCHEMATIC <-Source-> <--Area--> <Name> # <-factor-> IMPLND 18 0.0281 ******Routing****** RCHRES 1 1 END SCHEMATIC <-Target-> MBLK *** <Name> # Tbl# *** RCHRES 1 5 COPY 501 17 NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems # - #<------------------ >< --- > User T-series in out 1 Permeable Paveme-008 2 1 1 1 END GEN-INFO *** Section RCHRES*** Printer *** Engl Metr LKFG *** *** 28 0 1 ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT -INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC Al A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------ ><-------->< -------- ><-------- >< -------- ><-------- ><-------- > *** 1 1 0.01 0.0 0.0 0.5 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><-------- > <--- ><--- ><--- >< --- ><---> *** <--- ><--- ><--- ><--- ><---> 1 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC -ACTIONS END SPEC -ACTIONS FTABLES FTABLE 1 permeable pavement 4/4/2024 8:02:43 AM Page 27 91 5 Depth Area Volume Outflowl Outflow2 (ft) (acres) (acre-ft) (cfs) (cfs) 0.000000 0.028053 0.000000 0.000000 0.000000 0.016667 0.028053 0.000164 0.000000 0.004583 0.033333 0.028053 0.000327 0.000000 0.004583 0.050000 0.028053 0.000491 0.000000 0.004583 0.066667 0.028053 0.000655 0.000000 0.004583 0.083333 0.028053 0.000818 0.000000 0.004583 0.100000 0.028053 0.000982 0.000000 0.004583 0.116667 0.028053 0.001146 0.000000 0.004583 0.133333 0.028053 0.001309 0.000000 0.004583 0.150000 0.028053 0.001473 0.000000 0.004583 0.166667 0.028053 0.001636 0.000000 0.004583 0.183333 0.028053 0.001800 0.000000 0.004583 0.200000 0.028053 0.001964 0.000000 0.004583 0.216667 0.028053 0.002127 0.000000 0.004583 0.233333 0.028053 0.002291 0.000000 0.004583 0.250000 0.028053 0.002455 0.000000 0.004583 0.266667 0.028053 0.002618 0.000000 0.004583 0.283333 0.028053 0.002782 0.000000 0.004583 0.300000 0.028053 0.002946 0.000000 0.004583 0.316667 0.028053 0.003109 0.000000 0.004583 0.333333 0.028053 0.003273 0.000000 0.004583 0.350000 0.028053 0.003437 0.000000 0.004583 0.366667 0.028053 0.003600 0.000000 0.004583 0.383333 0.028053 0.003764 0.000000 0.004583 0.400000 0.028053 0.003927 0.000000 0.004583 0.416667 0.028053 0.004091 0.000000 0.004583 0.433333 0.028053 0.004255 0.000000 0.004583 0.450000 0.028053 0.004418 0.000000 0.004583 0.466667 0.028053 0.004582 0.000000 0.004583 0.483333 0.028053 0.004746 0.000000 0.004583 0.500000 0.028053 0.004909 0.000000 0.004583 0.516667 0.028053 0.005073 0.000000 0.004583 0.533333 0.028053 0.005237 0.000000 0.004583 0.550000 0.028053 0.005400 0.000000 0.004583 0.566667 0.028053 0.005564 0.000000 0.004583 0.583333 0.028053 0.005728 0.000000 0.004583 0.600000 0.028053 0.005891 0.000000 0.004583 0.616667 0.028053 0.006055 0.000000 0.004583 0.633333 0.028053 0.006218 0.000000 0.004583 0.650000 0.028053 0.006382 0.000000 0.004583 0.666667 0.028053 0.006546 0.000000 0.004583 0.683333 0.028053 0.006709 0.000000 0.004583 0.700000 0.028053 0.006873 0.000000 0.004583 0.716667 0.028053 0.007037 0.000000 0.004583 0.733333 0.028053 0.007200 0.000000 0.004583 0.750000 0.028053 0.007364 0.000000 0.004583 0.766667 0.028053 0.007528 0.000000 0.004583 0.783333 0.028053 0.007691 0.000000 0.004583 0.800000 0.028053 0.007855 0.000000 0.004583 0.816667 0.028053 0.008019 0.000000 0.004583 0.833333 0.028053 0.008182 0.000000 0.004583 0.850000 0.028053 0.008346 0.000000 0.004583 0.866667 0.028053 0.008509 0.000000 0.004583 0.883333 0.028053 0.008673 0.000000 0.004583 0.900000 0.028053 0.008837 0.000000 0.004583 0.916667 0.028053 0.009000 0.000000 0.004583 0.933333 0.028053 0.009164 0.000000 0.004583 0.950000 0.028053 0.009328 0.000000 0.004583 0.966667 0.028053 0.009491 0.000000 0.004583 0.983333 0.028053 0.009655 0.000000 0.004583 1.000000 0.028053 0.009772 0.000000 0.004583 1.016667 0.028053 0.009889 0.000000 0.004583 1.033333 0.028053 0.010006 0.000000 0.004583 1.050000 0.028053 0.010123 0.000000 0.004583 1.066667 0.028053 0.010239 0.000000 0.004583 1.083333 0.028053 0.010356 0.000000 0.004583 1.100000 0.028053 0.010473 0.000000 0.004583 Velocity Travel Time*** (ft/sec) (Minutes)*** permeable pavement 4/4/2024 8:02:43 AM Page 28 1.116667 0.028053 0.010590 0.000000 0.004583 1.133333 0.028053 0.010707 0.000000 0.004583 1.150000 0.028053 0.010824 0.000000 0.004583 1.166667 0.028053 0.010941 0.000000 0.004583 1.183333 0.028053 0.011058 0.000000 0.004583 1.200000 0.028053 0.011175 0.000000 0.004583 1.216667 0.028053 0.011291 0.000000 0.004583 1.233333 0.028053 0.011408 0.000000 0.004583 1.250000 0.028053 0.011525 0.000000 0.004583 1.266667 0.028053 0.011642 0.000000 0.004583 1.283333 0.028053 0.011759 0.000000 0.004583 1.300000 0.028053 0.011876 0.000000 0.004583 1.316667 0.028053 0.011993 0.000000 0.004583 1.333333 0.028053 0.012110 0.000000 0.004583 1.350000 0.028053 0.012227 0.000000 0.004583 1.366667 0.028053 0.012343 0.000000 0.004583 1.383333 0.028053 0.012460 0.000000 0.004583 1.400000 0.028053 0.012577 0.000000 0.004583 1.416667 0.028053 0.012694 0.000000 0.004583 1.433333 0.028053 0.012811 0.000000 0.004583 1.450000 0.028053 0.012928 0.000000 0.004583 1.466667 0.028053 0.013045 0.000000 0.004583 1.483333 0.028053 0.013162 0.000000 0.004583 1.500000 0.028053 0.013279 0.000000 0.004583 END FTABLE 1 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 DIV PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 DIV IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 RCHRES 1 EXTNL POTEV END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** RCHRES 1 HYDR RO 1 1 1 WDM 1008 FLOW ENGL REPL RCHRES 1 HYDR 0 1 1 1 WDM 1009 FLOW ENGL REPL RCHRES 1 HYDR 0 2 1 1 WDM 1010 FLOW ENGL REPL COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS -LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS -LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS -LINK 5 MASS -LINK 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS -LINK 17 END MASS -LINK END RUN permeable pavement 4/4/2024 8:02:43 AM Page 29 Predeveloped HSPF Message File permeable pavement 4/4/2024 8:02:43 AM Page 30 Mitigated HSPF Message File permeable pavement 4/4/2024 8:02:43 AM Page 31 Disclaimer Legal Notice This program and accompanying documentation are provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by: Clear Creek Solutions, Inc. 2005-2024; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com permeable pavement 4/4/2024 8:02:43 AM Page 32 TREMRON WE MAKE IT EASY 11roor INTERLOCKING CONCRETE PAVERS SECTION 02780 NOTE: This is a guide specification for the construction of Tremron Interlocking Concrete Pavers and bedding sand over a dense -graded, compacted aggregate base. This specification should be edited by an engineer/architect to conform to project conditions and location. Notes are provided on the use of a compacted aggregate base under the bedding sand and pavers. Other base materials may be used. The user should refer to Interlocking Concrete Pave- ment, Institute ICPI Software, Zaphers rM Detail and Specifications for Interlocking Concrete Pavement, for various guide specifications and detailed drawings. TREMRON WE MAKE IT EASY W PART 1 - GENERAL 1.01 Section Includes A. Concrete paver units. B. Bedding and joint sand. C. Edge restraints. 1.02 Related Sections Tech Data: A. Glossary of Terms used in the Production, Design, Construction, and Testing of Interlocking Concrete Pavement - ICPI Tech Spec #1 B. Construction of Interlocking Concrete Pavement - ICPI Tech Spec #2 C. Edge Restraints for Interlocking Concrete Pavement - ICPI Tech Spec #3 D. Structual Designing of Interlocking Concrete Pavement for Roads and Parking Lots - ICPI Tech Spec #4 E. Cleaning and Sealing - A Maintenance and Protection Guide - ICPI Tech Spec #5 E Application Guide for Interlocking Concrete Pavements - ICPI Tech Spec #10 1.03 References Note: Pavements subject to vehicles should be designed in consultation with a qualified civil engineer, in accordance with established flexible pavement design procedures, Pavespec Software, and in accordance with the ICPI "Tech Spec" Technical Bulletins. A. American Society of Testing and Materials (ASTM): 1. C 33. Specification for Concrete Aggregates. 2. C 136. Method for Sieve Analysis. 3. C 140. Sampling and Testing Concrete Masonry Units. 4. C 144. Standard Specification for Aggregate for Masonry Mortar. 5. C 936. Specification for Solid Interlocking Concrete Paving Units. 6. C 979. Specification for Pigments for Integrally Colored Concrete. 7. D 698. Test Methods for Moisture Density Relations of Soil and Soil Aggregate Mixtures using a 5.5 lb. (2.49kg) Rammer and 12 in. (305 mm) drop. 8. D 1557. Test Methods for Moisture Density. 9. D 2940. Graded Aggregate Material for Bases or Subbases for Highways or Airports. B. Interlocking Concrete Pavement Institute (ICPI): 1. Tech Spec Technical Bulletins. MEN 2 TREMRON WE MAKE IT EASY `pro 1.04 Qualify Assurance A. Installation shall be by a contractor and crew with at least one year of experience in placing interlocking concrete pavers on projects of similar nature or dollar cost. B. Contractor shall hold a current certificate from the Interlocking Concrete Pavement Institute Concrete Paver Installer Certification program. C. Contractor shall conform to all local, state/provincial licensing and bonding requirements. 1.05 Submittals A. Shop or product drawing and product data. B. Full size samples of concrete paving units to indicate color and shape selections. Color will be selected by Architect/Engineer/Landscape Architect/Owner from manufacturer's available colors. C. Sieve analysis for grading of bedding and joint sand. D. Test result from an independent testing laboratory for compliance of paving unit requirements to (ASTM C 936) (CSA) or other applicable requirements. E. Indicate layout, pattern, and relationship of paving joints to fixtures and project formed details. 1.06 Mock-ups A. Install a 7 ft. x 7 ft. (2 m x 2 m) paver area as described in Article 3.02. B. This area will be used to determine surcharge of the bedding sand layer, joint sizes, lines, laying pattern(s), color(s), and texture of the job. C. This area shall be the standard from which the work will be judged and it shall be incorporated into the work. 1.07 Delivery, Storage, and Handling A. Deliver concrete pavers to the site in steel banded, or plastic banded, or plastic wrapped cubes capable of transfer by fork lift or clamp lift. Unload pavers at job site in such a manner that no damage occurs to the product. B. Cover sand with waterproof covering to prevent exposure to rainfall or removal by wind. C. Coordinate delivery and paving schedule to minimize interface with normal use of building adjacent to paving. 1.08 Environmental Conditions A. Do not install sand or pavers during heavy rain or snowfall. B. Do not install sand or pavers over frozen base materials. C. Do not install frozen sand. TREMRON WE MAKE IT EASY W PART 2 - PRODUCTS 2.01 Concrete Pavers A. Manufacturer: 1.2885 St. Clair Street, Jacksonville, Florida 32254, (904) 359-5900 2. 11321 NW 112th Court, Medley, Florida 33178, (305) 825-9000 3. 1030 Airport Road, Lakeland, Florida 33811, (863) 603-0995 4. 3144 Highway 17 NE, Arcadia, Florida 34266, (863) 491-0990 5. 1436 Municipal Pkwy, Douglasville, Georgia 30134, (404) 968-8280 B. Meet the following requirements set forth in ASTM C 936, Standard Specification for Interlocking Concrete Paving Units: 1. Average compressive strength of 8,000 psi (55 MPa) with no individual unit under 7,200 psi (50 MPa). 2. Average absorption of 5% with no unit greater than 7% when tested in accordance with ASTM C 140. 3. Resistance to 50 freeze -thaw cycles when tested according to ASTM C 67. C. Pigment shall conform to ASTM C 979. MEN 4 TREMRON WE MAKE IT EASY W D. Product name(s), shape(s), overall dimensions, and thickness: Paver Thickness Dimensions SFperCube CubeWeight •. Olde Towne 2-3/8" (60mm) 6"x4", 6"x6", 6"x9" 124 3225 Ibs lie Olde Towne 2PC 2-3/8" (60mm) 6"x6", 6"x9" 124 3225 Ibs Olde Towne 6x9 2-3/8" (60mm) 6"x9" 124 3225 Ibs ` Mega Olde Towne 2-3/8" (60mm) 3-1/8" (80mm) 6"x9", 9"x9", 9"x12" 116 93 3015 Ibs 3160 Ibs ' Stonehurst 2-3/8" (60mm) 3-1/8" 6"x9", 9"x9", 9"x12" 116 93 3015 Ibs 3160 Ibs (80mm) 4x8 Brick 2-3/8" (60mm) 3-1/8" (80mm) 4"x8„ 120 96 3120 Ibs 3265 Ibs �,. Bluestone 2-3/8" (60mm) 6.5"x13", 13"x13",13"x19.5" 105 2730 Ibs •. Templehurst 2-3/8" (60mm) 22"x12.5",12.5"x12.5",12.5"x9.25" 116 3015 Ibs Roma 2-3/8" (60mm) 4"'x8", 8"W',12"x8" 114 2965 Ibs Tuscany 4" (100mm) 4"x4" 72 2415 Ibs • • '1. Romanesque Circles 2-3/8" (60mm) 10' Diameter Circle 94 2445 Ibs ■ ■ ■ TREMRON WE MAKE IT EASY W Paver Thickness • Plank 4x12 2-3/8" (60mm) 4"x12" 102 2652 Ibs Plank 4x16 2-3/8" (60mm) 4"x16" 101 2626 Ibs #as Plank Combo 4" (100mm) 4"x12", 4"x16" 58 2100 Ibs Park Plaza 8x8 2-3/8" (60mm) 8"x8" 106 2775 Ibs too;p Park Plaza 8x12 2-3/8" (60mm) 8"x12" 106 2756 Ibs + Park Plaza 12x12 2-3/8" (60mm) 12"x12" 120 3120 Ibs Park Plaza 16x16 2-3/8" (60mm) 16"x16" 107 2780 Ibs ■ ■ TREMRON WE MAKE IT EASY W 2.02 Bedding and Joint Sand Note: The type of sand used for bedding is often called concrete sand. Sands vary regionally. Screenings and stone dust can be unevenly graded and have material passing the No. 200 (0.075mm) sieve. Bedding sands with these characteristics should not be used. Contact paver contractors or manufacturers local to the project and confirm sand(s) successfully used in previous similar applications. A. Clean, non -plastic, free from deleterious or foreign matter, natural or manufactured from crushed rock. Do not use limestone screenings or stone dust that do not conform to the grading requirements in Tables 1 & 2 below. When concrete pavers are subject to vehicle traffic, the sands shall be as hard as practically available. Note: If the hardness of the bedding sand is not sufficient or questionable for the application (usually a heavily trafficked thoroughfare) contact the ICPI for information and specifications on assessing bedding sand durabiiity under heavy traffic loads. B. Sieve according to (ASTM C 136) (CSA-A-A23.2A). C. Conform to the grading requirements as shown in Tables 1 & 2 below. Note: Use ASTM or CSA standards as applicable. GRADING REOUIREMENTS FOR BEDDING SAND ASTM C 33 Sieve Size Percent Passing 3/8" (9.5 mm) 100 No. 4 (4.75 mm) 95 to 100 No. 8 (2.36 mm) 85 to 100 No. 16 (1.18 mm) 50 to 85 No. 30 (0.600 mm) 25 to 60 No. 50 (0.300 mm) 10 to 30 No. 100 (0.150 mm) 2 to 10 Table 1 CSA A23. 1-M94 Sieve Size Percent Passing 10 mm 100 5 mm 95 to 100 2.5 mm 80 to 100 1.25 mm 50 to 90 0.630 mm 25 to 65 0.315mm 10to35 0.160 mm 2 to 10 Table 2 L. 7 TREMRON WE MAKE IT EASY W Note: Bedding sand may be used for joint sand. However, some extra effort in sweeping and compacting the pavers may be required in order to completely fill the joints. If joint sand other than bedding sand is used, the gradations shown in Table 2 are recommended. Joint sand should never be used for bedding sand. D. The joint sand shall conform to the grading requirements as shown in Tables 3, 4 & 5 below: Note: Use ASTM or CSA standards as applicable. GRADING ASTM C 33 Natural Sand Sieve Size Percent Passing No. 4 (4.75 mm) 100 No. 8 (2.36 mm) 95 to 100 No. 16 (1.18 mm) 70 to 100 No. 30 (0.600 mm) 40 to 75 No. 50 (0.300 ram) 10 to 35 No. 100 (0.150 mm) 2 to 15 No. 200 (0.075 mm) 0 Table 3 2.03 Edge Restraints UIREMENTS FOR TOINT SAND ASTM C 144 Manufactured Sand Sieve Size Percent Passing No. 4 (4.75 mm) 100 No. 8 (2.36 mm) 95 to 100 No. 16 (1.18 mm) 705 to 100 No. 30 (0.600 mm) 40 to 100 No. 50 (0.300 mm) 20 to 100 No. 100 (0.150 mm) 10 to 25 No. 200 (0.075 mm) 0 to 10 Table 4 CSA A23. 1-M94 Sieve Size Percent Passing 5 mm 100 2.5 mm 95 to 100 1.25 mm 90 to 100 0.600 mm 35 to 80 0.300 mm 15 to 50 0.150 mm 2 to 15 Table 5 A. See ICPI Tech Spec #3. Edge Restraints for Interlocking Concrete Pavements (Included In Tech Data Section) for guidance on selecting edge restraints for various applications. B. See Details / Design Considerations in Tech Data Section. MEN TREMRON WE MAKE IT EASY W PART 3 - Execution 3.01 Examination Note: For installation on a compact aggregate base and soil subgrade, the specifier should be aware that the top surface of the pavers maybe 1/8 to 1/4 in. (3 to 6 mm) above the final elevations after compaction. This difference in initial and final elevation is to compensate for possible minor settling. A. Verify that subgrade preparation, compacted density and elevations conform to the specifications. Note: Compaction of the soil subgrade is recommended to at least 95% standard Proctor density per ASTM D 698 for pedestrian areas and residential driveways. Compaction to at least 95% modified Proctor density per ASTM D 1557 is recommended for areas subject to heavy vehicular traffic. Stabilization of the subgrade and/or base material may be necessary with weak or saturated subgrade soils. The Architect/Engineer should inspect subgrade preparation, elevation, and conduct density tests for conformance to specifications. B. Verify that geotextiles, if applicable, have been placed according to specifications and drawings. C. Verify that aggregate base materials, thickness, compaction, surface tolerances, and elevations conform to the specifications. Note: Local aggregate base materials typical to those used for highway flexible pavements are recommended for those conforming to ASTM D 2940. Compaction is recommended to not less than 95% Proctor density in accordance with ASTM D 698 for pedestrian areas and residential driveways. Compaction is recommended to not less than 98% modified Proctor density according to ASTM D 1557 for vehicular areas. Note: Tile aggregate base should be spread and compacted in uniform layers not exceeding 6 in. (150 mm) thickness. Recommended base surface tolerance should be plus or minus 3/8 in. (10 mm) over a 10 ft. (3 m) straight edge. The Architect/Engineer should inspect geotextlle materials and placement (if applicable), base preparation, surface tolerances, elevation, and conduct density tests for conformance to specifications. See ICPI Tech Spec 2, "Construction of Interlocking Concrete Pavement" for further guidance on construction practices. Note: Mechanical tampers are recommended for compaction of soil subgrade and aggregate base around lamp standards, utility structures, building edges, curbs, tree wells and other protusions. In areas not accessible to large compaction equipment, compact to specified density with mechanical tampers. D. Verify location, type, installation and elevations of edge restraints around the perimeter area to be paved. MEN 6 TREMRON WE MAKE IT EASY W E. Install edge restraints per the drawings [and manufacturer's recommendations] at the indicated elevations. E Verify that base is dry, uniform, even, and ready to support sand, pavers, and imposed loads. G. Beginning of bedding sand and paver installation means acceptance of base and edge restraints. 3.02 Installation A. Spread the bedding sand evenly over the base course and screed to a nominal 1 in. (25 mm) thickness, not exceeding 1-1/2 in. (40 mm) thickness. The screeded sand should not be disturbed. Place sufficient sand to stay ahead of the laid pavers. Do not use the bedding sand to fill depressions in the base surface. B. Ensure that pavers are free of foreign material before installation. C. Lay the pavers in the pattern(s) as shown on the drawings. Maintain straight pattern and joint lines. D. Joints between the pavers shall be between 1/16 in. and 3/16 in. (2 mm to 5 mm) wide. Note: Some paver shapes require a larger joint. Consult manufacturer for recommended joint widths. E. Fill gaps at the edges of the paved area with cut pavers or edge units. Note: Units cut no smaller than one-third of a whole paver are recommended along edges subject to vehicular traffic. E Cut pavers to be placed along the edge with (a double blade paver splitter or) masonry saw. G. Use a low -amplitude plate compactor capable of at least 5,000 Ibf (22 kN) at a frequency of 75 hz - 100hz to vibrate the pavers into the sand. H. Compact the pavers again, sweeping dry joint sand into the joints and vibrating until they are full. This will require at least two or three passes with the compactor. Do not compact within 3 ft. (1 m) of the un restrained edges of the paving units. I. All work to within 3 ft. (1 m) of the laying lace must be left fully compacted with sand -filled joints at the end of each day. Cover the laying face with plastic sheets overnight if not closed with cut and compacted pavers. J. Sweep off excess sand when the job is complete. K. The final surface elevations shall not deviate more than 3/8 in. (10 mm) under a 10 ft. (3 m) long straight edge. L. The surface elevation of pavers shall be 1/8 to 1/4 in. (3 to 6 mm) above adjacent drainage inlets, concrete collars or channels. 3.03 Field Quality Control A. After removal of excess sand, check final elevations for conformance to the drawings. MEN 10 TREMRON WE MAKE IT EASY `pro ■ ■ 11 TREMRON WE MAKE IT EASY `oro JACKSONVILLE MIAMI ARCADIA LAKELAND ATLANTA 2885 ST. CLAIR STREET 11321 NW 138TH ST 3144 HIGHWAY 17 NE 1030 AIRPORT RD 1436 MUNICIPAL PKWY JACKSONVILLE, FL 32254 MEDLEY, FL 33178 ARCADIA, FL 34266 LAKELAND, FL 33811 DOUGLASVILLE, GA 30134 (904) 359-5900 (305) 825-9000 (863) 491-0990 (863) 603-0995 (404) 968-8280