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ZP-22-452 - 1863-1731 Hinesburg Road 7/24/2023
180 Market Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburl.com Conditions of Approval for #ZP-22-452 1731 Hinesburg Road 1. Performance Standards. The applicant has provided a Blasting Plan and Procedure dated 11/23/2023 and prepared by Ledge Tech (“the Plan”). If the elements of the Plan that are required in Section 3.16(E) of the Land Development Regulations change, the applicant shall notify the Administrative Officer of the change. Evidence of application for state and/or federal permits for the handling of potentially hazardous conditions may be required. 2. All other performance standards listed in the Land Development Regulations remain in effect. 3. The City’s Noise Ordinance is also applicable. 4. The applicant shall notify the Administrative Officer prior to commencing blasting. 5. The applicant is advised the City ordinance “Regulation of Heating and Service Water Heating Systems in new buildings” applies to the project. This ordinance is administered by the South Burlington Fire Marshal’s Office. 6. Address shall be 1863 Hinesburg Road. Meyer Data for Permitting (Revised March 9, 2023) 1. HABITABLE Space (for >30% rule): 1. Existing Farmhouse (measured from the exterior): a. (26’ x 36’ = 936 sf) x 2 floors = 1,872 sf 2. Proposed New (measured from the exterior): a. First floor: 3568.25 sf b. Second floor: 2,514.48 sf c. Attic: 2,208.49 sf i. Total = 8,291.22 sf ii. 30% of 8,291.22 sf = 2487.37 sf 2. BUILDING Footprint (w/ outbuildings but no decks, etc.): 1. Existing: a. Farmhouse: 1,496 sf b. Metal Outbuilding (to be demolished): 10,000 sf i. Total: 11,496 sf 2. Proposed: a. New House: 3,568.25 sf b. Farmhouse: 936 sf i. Total: 4504.25 3. TOTAL Impervious Surfaces (building footprint plus patios, decks, driveways…): 1. Existing: a. Farmhouse: 936 sf b. Farmhouse deck: 560 sf c. Metal Outbuilding: 10,000 sf d. Existing Driveway: 5,445 sf i. Total: 2. Proposed: 16,941 sf a. New House: 3,568.25 sf b. New House Decks, etc.: 1,044.75 sf c. Farmhouse: 936 sf d. Farmhouse Deck: 560 sf e. Existing Driveway: 5,445 sf f. New Driveway: 18,748 sf i. Total: 30,302 sf Property Owners Name:Austin E. Meyer & Melanie S. Meyer Property Location:1731 Hinesburg Road Amount:7,413.73 Payment Type:check #16004 Date:11/30/2022 Code Zoning Permit (New Residential)ZP-22-452 zp Recording fee 13.00$ plus addition/alteration cost 5.00$ per $1,000 project cost -$ OR: plus 8291.22 0.45$ per sq. ft. 3,731.05$ plus 2449 0.20$ per sq. ft. 489.80$ plus 3 50.00$ per bay 150.00$ plus After-the fact of 50% [no NOV] or 100% [NOV] -$ Zoning Permit Total 4,383.85$ Sewer Allocation Fee WWA-22-###204 g.p.d x 13.45$ -$ Bartlett Bay (property is on septic) Airport Parkway Recreation Impact Fee #220 $1,665.08 /unit 1,665.08$ South Village Recreation Impact Fee #243 /unit -$ Road Impact Fee #221 $954.51 /unit 954.51$ Fire Impact Fee #203 /unit -$ Police Impact Fee #222 $410.29 /unit 410.29$ Dorset Street Waterline Fee #230 /unit -$ Sewer Connection Inspection WW-22-##ww -$ -$ (property is on septic) Total (Impact Fees + Permit) 7,413.73$ Planning & Zoning Invoice Residential Impact & Permit Fees garage bay(s) at Amount Due sq. ft building at sq. ft unfinished basement at 25 Star Point Terrace, Middlebury, VT 05753 • 802-236-8324 • led-vt.com November 23, 2022 Mr. Paul Conner, AICP Ms. Betsy Brown City Hall - Planning and Zoning Department 180 Market Street South Burlington, VT 05403 RE: Zoning Permit Review Meyer Property - 1731 Hinesburg Road Parcel ID No. 0860-01731 SPAN: 600-88-10234 Dear Mr. Conner and Ms. Brown, In accordance with the Development Review Process, per Section 12.01 D. (1), of the South Burlington Land Development Regulations (SBLDR), effective May 23, 2022, and preapplication consultation, please accept this Zoning Permit application for review by an Administrative Officer, on behalf of Austin E. and Melanie S. Meyer for the proposed construction of a new three (3) bedroom single family residence, situated on an improved 15.0 +/- acre parcel containing an existing four (4) bedroom single-family residence, located at the above referenced address. Specific parcel information, obtained through the online South Burlington Data Viewer program, is provided as Attachment A and the location of the subject parcel is shown on Figure 1 – Site Location Map. For your reference, a copy of electronic correspondence providing preapplication consultation is included as Attachment B. This Zoning Permit application is for the proposed primary three (3) bedroom single-family residence only and not the existing residence which was renovated with approval under South Burlington Zoning Permit No. ZP-21-325, effective September 29, 2021, and included for reference as Attachment C. The existing residence is to be converted into a three (3) bedroom accessory dwelling unit under a separate Zoning Permit application submitted by Mr. Cooper Smith-Stackhouse of Silver Maple Construction, LLC. It is important to note, the proposed primary single-family residence and accessory dwelling unit will be served by new individual on-site potable water supply and wastewater disposal systems, as approved by the State of Vermont, Agency of Natural Resources (ANR), Department of Environmental Conservation (DEC), Drinking Water and Groundwater Protection Division, under Wastewater System and Potable Water Supply Permit No. WW-4-5847, dated November 15, 2022. A copy of Permit No. WW-4-5847 is included as Attachment D. Review of Section 3.02, and associated maps of the SBLDR, indicates the subject parcel is located entirely within the Southeast Quadrant – Neighborhood Residential (SEQ-NR) Zoning District, as shown on the District Zoning Map provided as Figure 2. This proposed development complies with the standards set forth in Appendix C, Table C-2, Dimensional Standards Applicable In All Districts (Without Planned Unit Development). 11/23/2022 • Page 2 of 5 The Natural Resources Map, provided as Figure 3, indicates that no natural resources are impacted; however, based on ANR Atlas Mapping and site-specific topographic data, evidence of natural ground slope exceeding 15% is identified onsite. Based on the information provided in Section 12 Environmental Protection Standards, specifically Table 12-01 Classification of Natural Resources, the presence of very steep slopes (>25%) and steep slopes (15-25%) are confirmed as being natural resources and classified per Section 12.01 B. as being “Hazards” and “Level II Resources”, respectively. A detailed review of the requirements associated with Section 12 Environmental Protection Standards of the SBLDR, as it relates to this project is provided below. It is important to note that no other protected natural resources, identified as “Hazards” and “Level 1 and 2 Resources” are impacted by this project as confirmed through ANR Atlas Mapping and Figure 3. The established boundaries of Habitat Block and Habitat Connector Overlay Districts that are subject to the standards and restrictions set forth in Sections 12.04 and 12.05, are not applicable as the subject parcel remains outside of these regulated boundaries. Please refer to the Habitat Block and Habitat Connector Overlay Districts Map provided as Figure 4. The Overlay Districts Maps delineate the separate overlay districts of the City of South Burlington set forth in Section 3.01. The Overlay Districts Maps 1 and 2 are provided as Figures 5 and 6, respectively. Review of each figure indicates that the subject property and/or limits of construction, remain outside of all components associated with these land development restrictions. Although a portion of the “Dorset Park Scenic View Protection Overlay District” extends over the northern most part of the subject parcel, the proposed development remains outside of the protected viewshed and therefore it is not subject to the regulations outlined in Section 10.02 F. Dorset Park View Protection Zone. Please refer to Drawing 1 and Figure 5 which identifies the Dorset Park Scenic View Protection Overlay District in relation to the subject parcel and proposed house site. In accordance with the SBLDR, Section 14.07 Specific Review Standards, part A. Environmental Protection Standards: “All proposed development shall be subject to the applicable requirements of Article 12, Environmental Protection Standards”. As indicated previously, only the presence of “Very Steep Slopes” and “Steep Slopes” were identified as per Section 12.01 B. Classification, with specific reference to Table 12-01 Classification of Natural Resources. As a result, only the standards of Section 12.03 Steep Slopes are applicable as no other protected natural resources are present on the subject lot and impacted by the proposed project. As outlined in Section 12.01 D. Development Review Process: “All development that may encroach upon a natural resource regulated in Article 12 shall be subject to Site Plan Review by the Development Review Board (see Article 14). However, if the encroachment is proposed as a part of a subdivision or Planned Unit Development application, the proposed encroachment shall be reviewed under those procedures and standards instead of Site Plan Review. Other exceptions include: (1) Applications involving development on Steep Slopes (Section 12.03) shall be subject to administrative Site Plan Review (Section 14.04), unless the application is for a single-household dwelling or a two-household dwelling or associated accessory structures, in which case the application shall be subject to zoning permit review by the Administrative Officer. Please refer to Attachment E for a copy of an executed Zoning Permit Application with a List of Abutters. 11/23/2022 • Page 3 of 5 As shown on Drawing 1, the gravel access drive to the proposed primary residence extends from the existing gravel drive originating from Hinesburg Road (VT Route 116) and proceeds westward, parallel along the south edge of the property until bending northward and ascending to the proposed primary residence. As outlined in Section 12.02 Restricted Infrastructure Encroachment, Part B. Types of Development, subpart (4): Public and Private Driveway crossings designed to cross Hazards, Level I Resources, and Level II Resources, which are designed to minimize disturbance of the subject natural resources are permissible as a “Restricted Infrastructure Encroachment”. Furthermore, Part C. Qualifying Criteria, which allows encroachment into a natural resource is allowed so long as the proposed “Restricted Infrastructure Encroachment” qualifies as being a functionally dependent purpose or use, and for the crossing of a natural resource area to gain access to land on the opposite side of the area, as described in subparts (2) and (5), respectively. Finally, according to Part E. Standards, all “Restricted Infrastructure Encroachments” shall meet the following standards: (1) The encroachment shall not have an undue adverse effect on the subject natural resource and shall meet all specific, applicable standards for Restricted Infrastructure Encroachments into River Corridors (Section12.07), Wetlands Buffers (Section 12.06), and Habitat Blocks (Section 12.04). As mentioned previously, the only identified natural resource impacted by this project is limited to ground slope which is regulated per Section 12.03 of the SBLDR and discussed in greater detail below. The purpose of Section 12.03 Steep Slopes is to protect the City’s areas of steep and very steep slopes. The following information and prescribed methods are provided to address each of the primary objectives of this section. (1) Prevent erosion and avoid stream sedimentation that may cause undue adverse effects on water quality. The closest named tributary located in the vicinity of the proposed residence is Muddy Brook which is directly east and over 2,600 linear feet away. Three (3) additional unnamed streams are located east of the subject parcel with the closest being 668 linear feet away from the proposed house site. Considering the horizontal distance between the house site and these streams and taking into account the total area of vegetated land that exists between these features, the potential of undue adverse impacts to the natural environment is minimal. Furthermore, the elevated and compacted roadbed of VT Route 116 serves as a hydraulic boundary between the proposed residence and the existing drainageway; thereby further reducing off-site impacts. This conclusion is further supported by the fact that no road culverts, which extend across VT Route 116, exist within 1,400 linear feet of the property. Please refer to Figure 8 showing the mapped inventory of road culverts. Although impacts to adjacent steams are minimal, proper precautions and preventative measures will be employed during site work and construction using the best management practices (BMP) outlined in the erosion prevention and sediment control (EPSC) standards set forth in the State of Vermont's Low Risk Site Handbook for Erosion Prevention and Sediment Control. Furthermore, the requirements outlined in Section 16 Construction and Erosion Control Standards of the SBLDR, shall be applied and maintained. (2) Prevent hazards to life and property resulting from slope instability or failure, including rock falls, slides, slumps and other downslope movements of materials or structures. 11/23/2022 • Page 4 of 5 The proposed access drive, as shown on Drawing 1 – Proposed Conditions Site Plan, primarily traverses across an average ground slope of 15% or less. Only a couple segments, which are less than 30 linear feet in length, cross slopes exceeding 25%. As a result, site modifications consisting of “cut and fill” grading, compaction of adequate roadbed material, and the installation of road-side drainage swales and cross slope culverts are provided. Finally, it is important to note that the along the entire length of the proposed drive, evidence of shallow or exposed ledge is identified. As a result, the proposed roadbed is located directly atop cemented parent material which is resistant to hazards associated with slope instability resulting in slides, slumps, and sloughing. Please refer to Drawing 2 – Slope Analysis Map which identifies the difference in ground slope across the entire parcel with the color “green” representing slopes below 15%, “yellow” representing slopes between 15.01% to 24.99%, and “red” representing slopes exceeding 25%. (3) Maintain and re-establish vegetation on steep slopes to stabilize soils. Only one (1) tree is proposed to be removed, which is in the proposed building footprint and located in an area with minimal slope. No other trees are to be removed along the proposed access drive; thereby, leaving the established tree root structure and slope stability undisturbed. Additional tree planting and future landscaping is proposed. (4) Ensure that development on steep slopes is constructed and maintained in conformance with best management practices for construction, stormwater management and erosion control. Where applicable, proper precautions and preventative measures will be employed during site work and construction using the best management practices (BMP) outlined in the erosion prevention and sediment control (EPSC) standards set forth in the State of Vermont's Low Risk Site Handbook for Erosion Prevention and Sediment Control, dated August 2006 and the Vermont Standards and Specifications for Erosion Prevention & Sediment Control, dated February 2020. Furthermore, the requirements outlined in Section 16 Construction and Erosion Control Standards, of the SBLDR, shall be applied and maintained. Please refer to Drawing 3 – Erosion Prevention and Sediment Control plan for the proposed preventative measures to be implemented throughout the duration of site work and construction. Regarding the State of Vermont jurisdiction over stormwater design and permitting as it relates to this property, please refer to the determination provided by Mr. Aaron Ferraro, Environmental Analyst of the VT Stormwater Program, presented as Attachment F. In accordance with Section 3.04 Applicability of Regulations, Subsection 3.04 I. Undue Adverse Effect, the Development Review Board (DRB) shall apply the test listed in Figure 3-0, Determining Undue Adverse Effect. It is unclear if this section applies to this project as it is exempt from DRB review as specified in Section 12.01 D. (1). Furthermore, this section makes no mention of an Administrative Officer performing these duties which are specifically assigned to the DRB. However, if it is deemed necessary, the following recommendations are provided in accordance with the questions presented in Figure 3-0 Determining Undue Adverse Effect. 1.(a) Will the project have a detrimental impact upon the resource, issue and/or facility in question? 11/23/2022 • Page 5 of 5 For the reasons outlined above, this project will not have a detrimental impact on the specific resource (i.e. ground slope). 2.(a) Will the project conflict with a clear, written standard in these regulations or the Municipal Plan applicable to the resource, issue, or facility in question? The purpose of Section12.03(A), is to protect steep slopes from erosion and to avoid sedimentation into waterways, prevent slope instability, and ensure that development on steep slopes is constructed using “Best Management Practices”. When reading further through this subpart 12.03 E. (1), it states “Development other than Restricted Infrastructure Encroachment is prohibited on slopes greater than 25%.” Restricted Infrastructure Encroachment is defined in the previous Section 12.02 and after reviewing the types of development listed under “Restricted Infrastructure Encroachment”, Section 12.02 B. (4) lists “Public & Private Driveways designed to cross hazards”. Looking at the definition of “Hazard” in Section 2.02 it lists “Very Steep Slopes”. Therefore, it is reasonable to conclude that this project will not conflict with the Regulations and protected resources as a private driveway is allowable for development on slopes greater than 25%, as it is classified as “Restricted Infrastructure Encroachment”. 2.(b) Can the detrimental impact be avoided through site or design modifications, or mitigation, or other conditions of approval? Yes, please refer to Drawing 3 – Erosion Prevention and Sediment Control Plan and Drawing No. 4 – Proposed Erosion Prevention and Construction Details for site specific information pertaining to erosion mitigation, sediment control, and acceptable construction materials, methods, and specifications. Furthermore, Attachment G provides typical solutions to prevent and control sediment and erosion for sitework and construction performed on the subject parcel. Finally, for the “handling of potentially hazardous conditions and equipment”, and in accordance with Section 3.16 General Performance and Maintenance Standards, Subsection E. Required Information, please find the Blasting Plan provided by Ledge Tech, presented as Attachment H. If you have any questions or need to discuss this Zoning Permit Application in greater detail, please contact our office. Respectfully submitted on behalf of our clients, Landmark Engineering & Design, LLC Elias J. Erwin, LCBD Principal enc. TP-6TP-7TP-5TP-8TP-4TP-2TP-1TP-3475'475'480'485'485'480'475'470'465'460'455'450'445'475'475'470'465'460'455'450'475'470'465'460'455'450'445'440'435'430'425'420'415'410'410'405'400'483.0'wwwwwSTONE RETAINING WALL & ST E P S STONE R E T A I N I N G W A L L 480'480'IPFSTWWWWC.O.STPS470'HINESBURG ROAD SETBACK50'SEQ-NR SETBACK30'SEQ-NR SIDE YARD SETBACK10'S EQ - NR R E AR Y A RD S E T B AC K 3 0 ' SEQ-NR SIDE YARD SETBACK10'TP-R-1TP-R-2TP-R-3TP-R-4TP-R-5TP-R-6TP-R-7TP-R-9TP-R-8TP-R-10TP-R-11DDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDD>>>>>473'475'486'477'479'479'480' 4 8 1 '481'468'467'466'465'464'463'462'461'466'472'473'476'477'436'437'438'439'440'441'475'478'479'480'481'482'483' 484'485' 487' 477' 478' 4 8 2 '481'481'481' 482' 483' 484' 485'474.7'474'474'474'BERMBERMBERMBERM449'450'452'451'453'454'455'456'457'458'459'460'461'462'463'464'465'467'468'469'470'471'>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>415'414'412'416'HINESBURG RD (VT 116)VeBFaCVeBFaE± 238'± 596'± 627'± 664'± 1,331' (along right of way)1 MEYER RESIDENCE SCALE:DATE: 11/23/2022 CHECKED BY: EJE REV. PROPOSED CONDITIONS SITE PLAN DATE DESCRIPTION BY CLIENT: 1731 HINESBURG ROAD SOUTH BURLINGTON, VT 05403 25 Star Point Terrace, Middlebury, VT 05753 (802) 236-8324 (802) 558-8317 Website: www.led-vt.com jsimpson@led-vt.com eerwin@led-vt.com DRAWN BY: JLSProject #: 22030 PROJECT: PROPOSED SITE DEVELOPMENTS 1" = 40' ·SITE PLANNING & DEVELOPMENT ·WASTEWATER ·WATER ·STORMWATER ·ANNUAL INSPECTIONS Drawing No.GENERAL LOCATION MAPSCALE: 1" = 3,000' ±SOILS MAPSCALE: 1" = 250' ±PROPERTY LINERIGHT-OF-WAYMAJOR CONTOUREXISTING TREE LINE170'UTILITY POLEGRAVEL DRIVE / PAVED ROADMINOR CONTOURFENCELINE - BARBED WIREOVERHEAD WIREohwohwohwDECIDUOUS TREECONIFEROUS TREENOTES:1.PROPERTY LINE INFORMATION IS APPROXIMATE ONLY AND TAKEN FROM THE VT NATURAL RESOURCE ATLAS GIS DATABASE.2.LANDMARK ENGINEERING & DESIGN, LLC. IS NOT RESPONSIBLE FOR INCORRECT INFORMATION PROVIDED BY OTHERS.3.THE PROPERTY LINES, EASEMENTS, AND OTHER REAL PROPERTY DESCRIPTIONS PROVIDED ON THIS SITE PLAN ARE FOR THE USE OF PERMITTING ONLY. THEY DO NOT DEFINE LEGAL RIGHTS OR MEET LEGAL REQUIREMENTS FOR A LAND SURVEY ASDESCRIBED IN 26V.S.A. S2502(4), AND SHALL NOT BE USED IN LIEU OF A SURVEY AS THE BASIS OF ANY LAND TRANSFER OR ESTABLISHMENT OF ANY PROPERTY RIGHT.4.ALL EXISTING UTILITIES SHOWN ARE APPROXIMATE. PRIOR TO CONSTRUCTION THE CONTRACTOR MUST VERIFY LOCATIONS OF ALL EXISTING UTILITIES.XXXXXXNNAIL IN TREE BASEELEV. = 482.92'PROJECTLOCATIONLEGENDR.O.W.IRON PIPE/REBAR FOUNDTBM#1LANDMARK ENGINEERING & DESIGN, LLC.APPROXIMATEPROPERTY LINE172'PROPOSED TREE LINESTONE WALLFaC - Farmington extremely rocky loam, 5 to 20 percent slopesEVIDENCE OF LEDGE OUTCROPPERMITTEDSEPTIC TANKGUY WIREGRAPHIC SCALE01 INCH = FT.40408016020401 1/24/2023 REVISED DRIVEWAY, PARKING LAYOUT & ADDED NOTES FOR PERMANENT EPSC MEASURES JLSN/FMEYER±10.01 ACEXISTING ACCESS DRIVE EXISTING WATER SERVICE PIPE(TO BE ABANDONED)AGRICULTURALFIELDFaE - Farmington extremely rocky loam, 20 to 60 percent slopesVeB - Vergennes clay, 2 to 6 percent slopesR.O.W.PROPOSED REMOTELOW-VENT RISERFOR DISPOSAL FIELDFENCELINE - STOCKADEDITCHLINE>>>APPROXIMATE LOCATIONOF EX'G DISPOSAL FIELD(TO BE ABANDONED)EX'G. METAL OUTBUILDING(TO BE REMOVED)BARN3-BDRMA.L.U.R.O.W.R.O.W.R.O.W.CHEESEFACTORY RDVAN SICKLIN RDHINESBURG RD (VT 116)SO. BROWNELL RD.HINESBURG ROAD (VT 116)APPROXIMATEPROPERTY LINEAPPROXIMATEPROPERTYLINEPROPOSED#1731LEDGEOUTCROPS(TYP.)EXISTING ELECTRICALPEDESTALIPF (DISTURBED)ACCESSDRIVETREE TO BEREMOVEDGARAGEHOUSEBRZWYPORCH#1625PERMITTED MOUND-TYPEDISPOSAL SYSTEMPASTUREPASTUREN/FMcHENRY±6.0 ACN/FWILD TURKEY DIVIDE, LLC.±117.0 ACN/FMEYER±15.0 ACN/FMORWAY±195.0 ACTHINFORESTEDAREATHINFORESTEDAREAPERMITTEDDRILLEDWELLPERMITTEDWATER SERVICEPERMITTEDDRILLED WELLS = 0 . 0 2 F T / F T M I N .PERMITTEDWATER SERVICE72 L F O F 4 " D I A . S O L I D S C H 4 0 P V C5-FT. DIA.PUMP STATION1,000-GAL.SEPTIC TANKPERMITTED MOUND-TYPEDISPOSAL SYSTEMPROPOSED REMOTELOW-VENT STACKPROPOSED REMOTEHIGH-VENT RISER FORA.L.U. DISPOSAL SYSTEMPROPOSED 6-INCHPVC SLEEVE FOR VENTPIPE BENEATH DRIVEPERMITTED 2" DIA.SDR26 PVC FORCE MAINS = 0 . 0 1 F T / F T M I N . 165 L F O F 4 " D I A . S O L I D S C H 4 0 P V C 1 0 0 ' F O RAPPROVAL ON-SITE NATURAL RESOURCES IN ACCORDANCE WITHTABLE 12-01: CLASSIFICATION OF NATURAL RESOURCESHazardsLevel IIResourcesVery Steep SlopesTYPE> 25%Steep Slopes15 - 25%DESCRIPTIONNOTESD O R S E T P A R K S C E N I C V I E W P R O T E C T I O N O V E R L A Y D I S T R I C T B O U N D A R Y SITE COVERAGELOT AREA = 15.0 ac (653,400 sq.ft.)BUILDINGS ONLYTYPE1.76%2.59%PERCENTAGEBUILDINGS, PARKING, & ALLOTHER IMPERVIOUS11,49616,941SQ. FT.0.69%4.64%PERCENTAGE4,504.2530,302SQ. FT.EXISTINGPROPOSEDENTIRE PARCEL IS LOCATED WITHIN THESOUTHEAST QUADRANT NEIGHBORHOODRESIDENTIAL ZONING DISTRICT (SEQ-NR)TO BECONVERTEDTO DECKPROPOSED 12" DIA.CULVERT, (TYP. OF 2)PROPOSED 4" RIPRAPARMORING ALONGENTIRE DRIVEWAYA42 2/03/2023 DEPICTED DRIVEWAY SECTION JLS2PROPOSED DROPINLET CATCH BASIN12" OUTLET INV.=472.9'323 3/9/2023 REVISED PARKING AREAS & COVERAGE TOTALSPROPOSED 12" DIA.OUTLET INV.=472.5'34 6/4/2023 INCLUDED STORMWATER TREATMENT444444PROPOSED LEVEL SPREADER &ROOFTOP SIMPLE DISCONNECTION AREAPROPOSED GRAVEL WETLANDSTORMWATER TREATMENT PRACTICEPROPOSED LEVEL SPREADER &ROOFTOP SIMPLE DISCONNECTION AREAEXG. BERMPROPOSED DRAINPIPE FROMROOFTOP COLLECTIONC.O.C.O.C.O.C.O.C.O., TYP.JLS 5 7/13/2023 REVISED GRAVEL WETLAND PRACTICE5GRADE DRIVEWAY AS SHOWN TO ENSURERUNOFF DRAINS TO EASTERN-SIDE SWALE &CONVEYED TO THE PROPOSED GRAVEL WETLAND66 6/28/2023 JLS JLS JLSADDED DRIVEWAY GRADING NOTE TP-6TP-7TP-5TP-8TP-4TP-2TP-1TP-3475'475'480'485'485'480'475'470'465'460'455'450'445'475'475'470'465'460'455'450'475'470'465'460'455'450'445'440'435'430'425'420'415'410'410'405'400'483.0'wwwwwSTONE RETAINING WALL & ST E P S STONE R E T A I N I N G W A L L 480'480'IPFSTWWWWC.O.STPS470'Slopes TableNumber123Minimum Slope0.00%15.01%25.01%Maximum Slope15.00%25.00%300.00%Area376910.65136565.89139435.38ColorHINESBURG ROAD SETBACK50'SEQ-NR SETBACK30'SEQ-NR SIDE YARD SETBACK10'S EQ - NR R E AR Y A RD S E T B AC K 3 0 ' SEQ-NR SIDE YARD SETBACK10'TP-R-1TP-R-2TP-R-3TP-R-4TP-R-5TP-R-6TP-R-7TP-R-9TP-R-8TP-R-10TP-R-11DDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDD>>>>>473'475'486'477'479'479'480' 4 8 1 '481'468'467'466'465'464'463'462'461'466'472'473'476'477'436'437'438'439'440'441'475'478'479'480'481'482'483' 484'485' 487' 477' 478' 4 8 2 '481'481'481' 482' 483' 484' 485'474.7'474'474'474'BERMBERMBERMBERM449'450'452'451'453'454'455'456'457'458'459'460'461'462'463'464'465'467'468'469'470'471'>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>PROPERTY LINERIGHT-OF-WAYMAJOR CONTOUREXISTING TREE LINE170'UTILITY POLEGRAVEL DRIVE / PAVED ROADAGRICULTURALFIELDR.O.W.PROPOSED REMOTELOW-VENT STACKFENCELINE - STOCKADEDITCHLINE>>>APPROXIMATE LOCATIONOF EX'G DISPOSAL FIELDMETAL OUTBUILDINGBARN3-BDRMA.L.U.R.O.W.R.O.W.R.O.W.CHEESEFACTORY RDVAN SICKLIN RDHINESBURG RD (VT 116)SO. BROWNELL RD.HINESBURG ROAD (VT 116)APPROXIMATEPROPERTY LINEAPPROXIMATEPROPERTYLINEPROPOSED#1731LEDGEOUTCROPS(TYP.)EXISTINGELECTRICALPEDESTALACCESSDRIVETREE TO BEREMOVEDGARAGEHOUSEBRZWYPORCH#1625PASTUREPASTUREN/FMcHENRY±6.0 ACN/FWILD TURKEY DIVIDE, LLC.±117.0 ACN/FMEYER±15.0 ACN/FMORWAY±195.0 ACTHINFORESTEDAREATHINFORESTEDAREAPERMITTEDDRILLED WELLLOCATION(TO BE ABANDONED IN ACCORDANCEWITH §1-1115 OF THE CHAPTER 1 EPR)PERMITTEDWATER SERVICEPERMITTEDDRILLED WELLPERMITTED 5-FT.DIA. PUMP STATIONPERMITTEDSEPTIC TANKPROPOSED REMOTELOW-VENT STACKPROPOSED REMOTEHIGH-VENT STACK FOR A.L.U.DISPOSAL SYSTEMPROPOSED 6-INCHPVC SLEEVE FOR VENTPIPE BENEATH DRIVEPERMITTED 2" DIA. SDR26PVC FORCE MAIN2 MEYER RESIDENCE SCALE:DATE: 9/29/2022 CHECKED BY: EJE REV. SLOPE ANALYSIS MAP DATE DESCRIPTION BY CLIENT: 1731 HINESBURG ROAD SOUTH BURLINGTON, VT 05403 25 Star Point Terrace, Middlebury, VT 05753 (802) 236-8324 (802) 558-8317 Website: www.led-vt.com jsimpson@led-vt.com eerwin@led-vt.com DRAWN BY: JLSProject #: 22030 PROJECT: PROPOSED SITE DEVELOPMENTS 1" = 40' ·SITE PLANNING & DEVELOPMENT ·WASTEWATER ·WATER ·STORMWATER ·ANNUAL INSPECTIONS Drawing No.GENERAL LOCATION MAPSCALE: 1" = 3,000' ±MINOR CONTOURFENCELINE - BARBED WIREOVERHEAD WIREohwohwohwDECIDUOUS TREECONIFEROUS TREENOTES:1.PROPERTY LINE INFORMATION IS APPROXIMATE ONLY AND TAKEN FROM THE VT NATURAL RESOURCE ATLAS GIS DATABASE.2.LANDMARK ENGINEERING & DESIGN, LLC. IS NOT RESPONSIBLE FOR INCORRECT INFORMATION PROVIDED BY OTHERS.3.THE PROPERTY LINES, EASEMENTS, AND OTHER REAL PROPERTY DESCRIPTIONS PROVIDED ON THIS SITE PLAN ARE FOR THE USE OF PERMITTING ONLY. THEY DO NOT DEFINE LEGAL RIGHTS OR MEET LEGAL REQUIREMENTS FOR A LAND SURVEY ASDESCRIBED IN 26V.S.A. S2502(4), AND SHALL NOT BE USED IN LIEU OF A SURVEY AS THE BASIS OF ANY LAND TRANSFER OR ESTABLISHMENT OF ANY PROPERTY RIGHT.4.ALL EXISTING UTILITIES SHOWN ARE APPROXIMATE. PRIOR TO CONSTRUCTION THE CONTRACTOR MUST VERIFY LOCATIONS OF ALL EXISTING UTILITIES.XXXXXXNNAIL IN TREE BASEELEV. = 482.92'PROJECTLOCATIONLEGENDR.O.W.IRON PIPE/REBAR FOUNDTBM#1LANDMARK ENGINEERING & DESIGN, LLC.APPROXIMATEPROPERTY LINE172'PROPOSED TREE LINESTONE WALLEVIDENCE OF LEDGE OUTCROPPERMITTEDSEPTIC TANKGUY WIREGRAPHIC SCALE01 INCH = FT.4040801602040N/FMEYER±10.01 ACEXISTING ACCESS DRIVE EXISTING WATER SERVICE PIPE(SOURCE LOCATED OFF-PROPERTY)(TO BE REMOVED)DECKPERMITTED MOUND-TYPEDISPOSAL SYSTEMPERMITTED MOUND-TYPEDISPOSAL SYSTEMF O RAPPROVAL 1 1/03/2023 REVISED DRIVEWAY & PARKING LAYOUT JLS REVISED PARKING AREAS23/09/2023 JLS2INCLUDED STORMWATER TREATMENT36/04/2023 JLS3333EXG. BERM33REVISED GRAVEL WETLAND PRACTICE46/28/2023 JLS4 TP-6TP-7TP-5TP-8TP-4TP-2TP-1TP-3475'475'480'485'485'480'475'470'465'460'455'450'445'475'475'470'465'460'455'450'475'470'465'460'455'450'445'440'435'430'425'420'415'410'410'405'400'483.0'wwwwwSTONE RETAINING WALL & ST E P S STONE R E T A I N I N G W A L L 480'480'IPFSTWWWWC.O.STPS470'HINESBURG ROAD SETBACK50'SEQ-NR SETBACK30'SEQ-NR SIDE YARD SETBACK10'S EQ - NR R E AR Y A RD S E T B AC K 3 0 ' SEQ-NR SIDE YARD SETBACK10'SFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFTP-R-1TP-R-2TP-R-3TP-R-4TP-R-5TP-R-6TP-R-7TP-R-9TP-R-8TP-R-10TP-R-11DDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDD>>>>>473'475'486'477'479'479'480' 4 8 1 '481'468'467'466'465'464'463'462'461'466'472'473'476'477'436'437'438'439'440'441'475'478'479'480'481'482'483' 484'485' 487' 477' 478' 4 8 2 '481'481'481' 482' 483' 484' 485'474.7'474'474'474'BERMBERMBERMBERM449'450'452'451'453'454'455'456'457'458'459'460'461'462'463'464'465'467'468'469'470'471'>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>415'414'412'416'SFSFSFSFSFSFSFPROPERTY LINERIGHT-OF-WAYMAJOR CONTOUREXISTING TREE LINE170'UTILITY POLEGRAVEL DRIVE / PAVED ROADAGRICULTURALFIELDR.O.W.PROPOSED REMOTELOW-VENT STACKFENCELINE - STOCKADEDITCHLINE>>>APPROXIMATE LOCATIONOF EX'G DISPOSAL FIELDMETAL OUTBUILDINGBARN3-BDRMA.L.U.R.O.W.R.O.W.R.O.W.CHEESEFACTORY RDVAN SICKLIN RDHINESBURG RD (VT 116)SO. BROWNELL RD.HINESBURG ROAD (VT 116)APPROXIMATEPROPERTY LINEAPPROXIMATEPROPERTYLINEPROPOSED#1731LEDGEOUTCROPS(TYP.)EXISTINGELECTRICALPEDESTALACCESSDRIVETREE TO BEREMOVEDGARAGEHOUSEBRZWYPORCH#1625PASTUREPASTUREN/FMcHENRY±6.0 ACN/FWILD TURKEY DIVIDE, LLC.±117.0 ACN/FMEYER±15.0 ACN/FMORWAY±195.0 ACTHINFORESTEDAREATHINFORESTEDAREA(TO BE ABANDONED IN ACCORDANCEWITH §1-1115 OF THE CHAPTER 1 EPR)PERMITTEDWATER SERVICEPERMITTEDDRILLED WELLSEPTIC TANKPROPOSED REMOTEHIGH-VENT STACK FOR A.L.U.DISPOSAL SYSTEMPROPOSED 6-INCHPVC SLEEVE FOR VENTPIPE BENEATH DRIVEPERMITTED 2" DIA. SDR26PVC FORCE MAIN3 MEYER RESIDENCE SCALE:DATE: 11/23/2022 CHECKED BY: EJE REV. EROSION PREVENTION & SEDIMENT CONTROL PLAN DATE DESCRIPTION BY CLIENT: 1731 HINESBURG ROAD SOUTH BURLINGTON, VT 05403 25 Star Point Terrace, Middlebury, VT 05753 (802) 236-8324 (802) 558-8317 Website: www.led-vt.com jsimpson@led-vt.com eerwin@led-vt.com DRAWN BY: JLSProject #: 22030 PROJECT: PROPOSED SITE DEVELOPMENTS 1" = 40' ·SITE PLANNING & DEVELOPMENT ·WASTEWATER ·WATER ·STORMWATER ·ANNUAL INSPECTIONS Drawing No.GENERAL LOCATION MAPSCALE: 1" = 3,000' ±MINOR CONTOURFENCELINE - BARBED WIREOVERHEAD WIREohwohwohwDECIDUOUS TREECONIFEROUS TREENOTES:1.PROPERTY LINE INFORMATION IS APPROXIMATE ONLY AND TAKEN FROM THE VT NATURAL RESOURCE ATLAS GIS DATABASE.2.LANDMARK ENGINEERING & DESIGN, LLC. IS NOT RESPONSIBLE FOR INCORRECT INFORMATION PROVIDED BY OTHERS.3.THE PROPERTY LINES, EASEMENTS, AND OTHER REAL PROPERTY DESCRIPTIONS PROVIDED ON THIS SITE PLAN ARE FOR THE USE OF PERMITTING ONLY. THEY DO NOT DEFINE LEGAL RIGHTS OR MEET LEGAL REQUIREMENTS FOR A LAND SURVEY ASDESCRIBED IN 26V.S.A. S2502(4), AND SHALL NOT BE USED IN LIEU OF A SURVEY AS THE BASIS OF ANY LAND TRANSFER OR ESTABLISHMENT OF ANY PROPERTY RIGHT.4.ALL EXISTING UTILITIES SHOWN ARE APPROXIMATE. PRIOR TO CONSTRUCTION THE CONTRACTOR MUST VERIFY LOCATIONS OF ALL EXISTING UTILITIES.XXXXXXNNAIL IN TREE BASEELEV. = 482.92'PROJECTLOCATIONLEGENDR.O.W.IRON PIPE/REBAR FOUNDTBM#1LANDMARK ENGINEERING & DESIGN, LLC.APPROXIMATEPROPERTY LINE172'PROPOSED TREE LINESTONE WALLEVIDENCE OF LEDGE OUTCROPPERMITTEDSEPTIC TANKGUY WIREGRAPHIC SCALE01 INCH = FT.4040801602040N/FMEYER±10.01 ACEXISTING ACCESS DRIVE EXISTING WATER SERVICE PIPE(SOURCE LOCATED OFF-PROPERTY)(TO BE REMOVED)DECKPERMITTED MOUND-TYPEDISPOSAL SYSTEMPROPOSED PLACEMENT OF SILT FENCE(RUN PARALLEL WITH CONTOUR)ONCE CATCH BASIN HAS BEEN INSTALLED, PLACEPROPOSED TEMPORARY DROP INLET PROTECTION(DROP-IN FILTER, SEE DETAIL ON SHEET 4)PROPOSED TEMPORARYCHECK DAM, TYP.(STONE, SEE DETAIL)ONCE CONSTRUCTION OF DRIVEWAY HAS BEENCOMPLETED, EXPOSED SOIL ON SHOULDERSSHALL BE STABILIZED WITH SEED & MULCH ORROLLED EROSION CONTROL PRODUCTS(REFER TO DETAILS)PROPOSED PLACEMENT OF SILT FENCE(RUN PARALLEL WITH CONTOUR)PROPOSED STABILIZEDPIPE OUTFALL, TYP.(SEE DETAIL)PROPOSED PLACEMENT OF SILT FENCE(RUN PARALLEL WITH CONTOUR)PROPOSEDSPOILSSTOCKPILEF O RAPPROVAL 1 1/24/2023 REVISED DRIVEWAY & PARKING LAYOUT JLS 50' MIN.PROPOSED TEMPORARYCONSTRUCTION ENTRANCE(STONE, SEE DETAIL DRAWING #4)PERMANENT ARMORING SHALL BE PLACED ALONGDRIVEWAY BERM TO PREVENT EROSIVE RUNOFF VELOCITIES.(REFER TO STORMWATER SITE PLAN, DRAWING #6)22PROPOSED CATCH BASIN(SEE DETAIL SHEET #9)REVISED PARKING AREAS & ADDED CATCH BASIN DETAIL3/09/2023I9J4G9G4F8B4H4C9PROPOSED ENGINEEREDLEVEL SPREADER WITHSTABILIZED OUTFALLE9PROPOSED ENGINEEREDLEVEL SPREADER WITHSTABILIZED OUTFALLE9PROPOSED PERMANENTCHECK DAM, TYP.(STONE, SEE DETAIL)G9F4PROPOSEDROCK-LINEDSWALE WITHPERMANENTCHECK DAMSG9B9PUMP STATIONEXG. BERMPROPOSEDPRETREATMENT PEAGRAVEL DIAPHRAGMK93 RELOCATED CATCH BASIN DETAIL TO DWG #96/04/2023 4 6/04/2023 INCLUDED STORMWATER TREATMENT44444444C.O.C.O.C.O.C.O.C.O., TYP.55 6/28/2023 REVISED GRAVEL WETLAND PRACTICE, ADDED SILT FENCE5GRADE DRIVEWAY AS SHOWN TO ENSURERUNOFF DRAINS TO EASTERN-SIDE SWALE &CONVEYED TO THE PROPOSED GRAVEL WETLANDJLS JLS JLS JLS JLS67/13/2023 ADDED DRIVEWAY GRADING NOTE6 REV.DATE DESCRIPTION BY 25 Star Point Terrace, Middlebury, VT 05753 (802) 236-8324 (802) 558-8317 Website: www.led-vt.com jsimpson@led-vt.com eerwin@led-vt.com LANDMARK ENGINEERING & DESIGN, LLC. ·SITE PLANNING & DEVELOPMENT ·WASTEWATER ·WATER ·STORMWATER ·ANNUAL INSPECTIONS NINSTALLATION NOTES:1) PREPARE SOIL BEFORE INSTALLING ROLLED EROSION CONTROL PRODUCTS (RECP's), INCLUDING ANYNECESSARY APPLICATION OF LIME, FERTILIZER, AND SEED.2) BEGIN AT THE TOP OF THE SLOPE BY ANCHORING THE RECP's IN A 6" (15 CM) DEEP X 6" (15 CM) WIDE TRENCHWITH APPROXIMATELY 12" (30cm) OF RECP's EXTENDED BEYOND THE UP-SLOPE PORTION OF THE TRENCH.ANCHOR THE RECP's WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12" (30 CM) APART IN THE BOTTOM OFTHE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. APPLY SEED TO COMPACTED SOIL ANDFOLD REMAINING 12" (30 CM) PORTION OF RECP's BACK OVER SEED AND COMPACTED SOIL. SECURE RECP's OVERCOMPACTED SOIL WITH A ROW OF STAPLES/STAKES SPACED APPROXIMATELY 12" (30 CM) APART ACROSS THEWIDTH OF THE RECP's.3) ROLL THE RECP's (A.) DOWN OR (B.) HORIZONTALLY ACROSS THE SLOPE. RECP's WILL UNROLL WITHAPPROPRIATE SIDE AGAINST THE SOIL SURFACE. ALL RECP's MUST BE SECURELY FASTENED TO SOIL SURFACEBY PLACING STAPLES/STAKES IN APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN GUIDE. WHENUSING THE DOT SYSTEM, STAPLES/STAKES SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTSCORRESPONDING TO THE APPROPRIATE STAPLE PATTERN.4) THE EDGES OF PARALLEL RECP's MUST BE STAPLED WITH APPROXIMATELY 2" - 5" (5 CM - 12.5 CM) OVERLAPDEPENDING ON RECP's TYPE.5) CONSECUTIVE RECP's SPLICED DOWN THE SLOPE MUST BE PLACED END OVER END (SHINGLE STYLE) WITH ANAPPROXIMATE 3" (7.5 CM) OVERLAP. STAPLE THROUGH OVERLAPPED AREA, APPROXIMATELY 12" (30 CM) APARTACROSS ENTIRE RECP's WIDTH.NOTE: *IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE OR STAKE LENGTHS GREATER THAN 6" (15 CM) MAY BENECESSARY TO PROPERLY SECURE THE RECP's.NOTE:FOLLOW MANUFACTURER'S INSTALLATION INSTRUCTIONS.13A2453BNOT TO SCALE4 PROPOSED EROSION PREVENTION & CONSTRUCTION DETAILS Project #: 22030 Drawing No.MEYER RESIDENCE SCALE:DATE: 11/23/2022 CHECKED BY: EJE CLIENT: 1731 HINESBURG ROAD SOUTH BURLINGTON, VT 05403 DRAWN BY: JLS PROJECT: PROPOSED SITE DEVELOPMENTS NONE STAINLESS STEEL BANDSRUBBER BOOT FIT SNUGFERNCO, OR EQUAL6" Ø SCHEDULE 40 ORSDR26 HOST PIPE(SLEEVE)4" Ø SCHEDULE 40CARRIER PIPE(WASTEWATER SERVICE)BEFOREAFTERWASTEWATER SLEEVE END SEAL DETAILNOT TO SCALEEROSION CONTROL GENERAL NOTES:1.ALL DRAINAGE AND EROSION CONTROL CONSTRUCTION SHALL BE LOCATED AS DEPICTED ON THE PLAN AND AS REQUIRED BY THE ENGINEER IN THE FIELD DEPENDENT ON THEACTUAL PROGRESS AND SEQUENCE OF CONSTRUCTION.2.ALL STOCKPILED MATERIAL SHALL BE STABILIZED AS NECESSARY TO MINIMIZE NUISANCE DUST AND EROSION.3.CONTRACTOR SHALL PHASE EARTHWORK OPERATIONS TO MINIMIZE THE LENGTH OF TIME LARGE AREAS OF DISTURBED MATERIAL ARE LEFT UNSTABILIZED. ALL DISTURBED AREASNOT UNDER CURRENT CONSTRUCTION SHALL BE STABILIZED BY ROUGH GRADING TO MINIMIZE SLOPES, AND MULCHED. FOLLOWING FINAL GRADING OF ANY PORTION OF THE SITECONTRACTOR SHALL LOAM, SEED AND MULCH WITHIN ONE WEEK. CONTRACTOR SHALL REVIEW PROCEDURES AND PHASING WITH THE ENGINEER PRIOR TO START OF OPERATIONS.4.EROSION CONTROL MEASURES (HAYBALES, SILT FENCE) TO BE REMOVED ONLY AFTER PROJECT AREA AND DRAINAGE COURSES ARE FULLY ESTABLISHED AND STABLE.5.CONTRACTOR SHALL FOLLOW EROSION CONTROL PRACTICES AS OUTLINED IN "VERMONT HANDBOOK FOR SOIL EROSION AND SEDIMENT CONTROL ON CONSTRUCTION SITES".6.CONTRACTOR SHALL INSTALL STABILIZED CONSTRUCTION ENTRANCE AT THE START OF CONSTRUCTION AND SHALL NOT BE REMOVED UNTIL GRADING OPERATIONS ARE COMPLETEAND THE PROJECT SITE HAS BEEN FULLY STABILIZED.SANDBAGS ORADIVERSION RIDGE50' MIN.PLAN VIEWACONTINUOUS BERM OFEQUIVALENT HEIGHTSUPPLY WATER TO WASHWHEELS IF NECESSARYSPILLWAYNOTE:USE SANDBAGS OR OTHERAPPROVED METHODS TOCHANNELIZE RUNOFF TOBASIN AS REQUIREDEXISTINGDRIVEWAYFILTER FABRICSECTION A-ADIVERSION RIDGE REQUIREDWHERE GRADE EXCEEDS 2%EXISTING GRADECOMPACTEDBACKFILLWOOD POSTPLASTIC ORANGECONSTRUCTION FENCEPOSTSSILTFENCEPOSTFILTER FABRIC TO BEMIRAFI 100X OR APPROVEDEQUALPOST SPACING2 " x 2 "WOOD4" x 4"2.5'10'10'EXISTINGDRIVEWAY18"30" 12" MIN.36" MIN. 2" 8" 12'. MIN. 8" 12" MIN. 20 ' R 2% OR GREATER100°2"- 3" COURSE AGGREGATE(MIN. 8" THICK)STABILIZED CONSTRUCTION ENTRANCE DETAILNOT TO SCALEANGLE 10°UPSLOPE FORSTABILITY ANDSELF CLEANING1.SET POSTS ANDEXCAVATE A 4"X8"TRENCH, SET POSTDOWNSLOPE.2.ATTACH SILT FENCEAND EXTEND IT TOTHE TRENCH.3.STAPLE THE SILTFENCING TO THEEND POSTS.BACKFILL TRENCH.STEEL OR WOOD STAKES(SEE CHART AT RIGHT)FILTER FABRIC TO BECLIPPED, BACKFILLED ANDTAMPED 8" BELOW GRADENOTES:1.INSTALL MIRIFI ENVIROFENCE, OR APPROVED EQUAL OR AS DETAILED HEREIN.2.INSTALL SILT FENCES AT TOES OF ALL UNPROTECTED SLOPES AND AS PARALLEL TO CONTOURS AS POSSIBLE. THISINCLUDES ALL FILLED OR UNPROTECTED SLOPES CREATED DURING CONSTRUCTION, NOT NECESSARILY REFLECTED ONTHE FINAL PLANS. CURVE THE ENDS OF THE FENCE UP INTO THE SLOPE. REMOVE SEDIMENT WHEN ACCUMULATED TOHALF THE HEIGHT OF THE FENCE. SILT FENCES ARE TO BE MAINTAINED UNTIL SLOPES ARE STABILIZED.3.WHEN TWO SECTIONS OF FILTER CLOTH ADJOIN EACH OTHER, THEY SHALL BE OVERLAPPED BY 6", FOLDED AND STAPLED.1212WOODMETAL POSTSILT FENCE CONSTRUCTION DETAILNOT TO SCALETEMPORARY STOCKPILE DETAILNOT TO SCALETEMPORARY SEEDING & MULCHOR NETTINGSILT FENCE OR HAYBALES INSTALLED ONDOWN GRADIENT SIDENATIVE MATERIALCONSTRUCTION FENCE DETAILNOT TO SCALEFLOWFLOW FLOWFLOWTENSAR NORTH AMERICAN GREEN ROLLMAX BIONETEROSION CONTROL MATTING DETAIL®F O RAPPROVAL NOTES:1.THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION THAT WILL PREVENT TRACKING ORFLOWING OF SEDIMENT ONTO PUBLIC RIGHT-OF-WAYS. THIS MAY REQUIRE TOP DRESSING,REPAIR AND/OR CLEAN OUT OF ANY MEASURES USED TO TRAP SEDIMENT.2.WHEN NECESSARY, WHEELS SHALL BE CLEANED PRIOR TO ENTRANCE ONTO PUBLICRIGHT-OF-WAY.3.WHEN WASHING IS REQUIRED, IT SHALL BE DONE ON AN AREA STABILIZED WITH CRUSHEDSTONE THAT DRAINS INTO AN APPROVED SEDIMENT TRAP OR SEDIMENT BASIN.TYPICAL GRAVEL DRIVEWAY CROSS-SECTION DETAILNOT TO SCALE2:12:13%±1%3%±1%7.0'7.0'VARIESVARIES1.0'9.0'9.0'9-INCH DEPTH OF 3" MINUSGRAVEL SUBBASE (BASE COURSE)NATIVE MATERIAL3-INCH DEPTH OF 1 12" MINUSGRAVEL (SURFACE COURSE)1 1/03/2023 REVISED DRIVEWAY & PARKING LAYOUT JLSMAX. OF 6-INCH DEPTH OF TOPSOILTO BE REMOVED & REPLACED WITH6" MINUS GRAVEL AS NEEDED(SUBSURFACE "BUILD-UP")A44-INCH RIPRAP ARMORING ONLONGITUDINAL SLOPES >5% ONSIDE OF ACCESS DRIVEMIRAFI 140N FILTER FABRICPLACED ON COMPACTEDNATIVE MATERIAL2 2/03/2023 REVISED DRIVEWAY SECTION DETAIL JLS2ADDED DROP INLET PROTECTION DETAIL3/09/2023 JLS3NOTES:1. USE 2" TO 3" STONE. FILTERING STONE SHALL BE 3/4".2.PLACE STONE OVER GEOTEXTILE.3.ONCE THE AREAS UPSTREAM FROM THE CHECK DAM ARE STABILIZED WITH VEGETATION, THESEDIMENT TRAPPED BEHIND THE DAM SHALL BE DISPOSED OF IN AN APPROVED WASTE AREA.4.THE CHECK DAM(S) SHALL BE FLATTENED AND GRADED IN A MANNER WHICH PROTECTS THE AREAFROM EROSION AND CHANNEL BLOCKAGE. (GEOTEXTILE MUST BE REMOVED)5.THE GEOTEXTILE MUST BE DISPOSED OF APPROPRIATELY.6.THE AREA CONTRIBUTING TO THE CHECK DAM SHALL NOT EXCEED 4 ACRES.PIPE INLET PROTECTION DETAILNOT TO SCALEPIPEDIAM.R15"4'18"6'24"7'30"8'RAAFLOWCULVERTFILTERING STONE(AS NECESSARY)2" - 3" STONEGEOTEXTILESECTION A - APLAN VIEWC4-INCH BERMON UPSLOPESIDE OF DRIVE18-INCH WIDESTONE ARMORINGD4BIFGH444444RELOCATED STORMWATER DETAILS TO DWG #96/04/2023 JLSTYPICAL FLAT/RECTANGULAR/ROLLED CURBINLET FILTERTYPICAL ROUNDINLET FILTERINSTALLATION:1.REMOVE GRATE2.DROP FLEXSTORM INLET FILTER ONTOLOAD BEARING LIP OF CASTING ORCONCRETE STRUCTURE3.REPLACE GRATE2-PLY REPLACEABLESEDIMENT BAGS WITHGEOTEXTILE FILTER FABRICSTAINLESS STEELCLAMPING BANDSTEELSUSPENSION SYSTEMLIFT HANDLESNOTES:1.MANUFACTURED DROP-INLET FILTER BAGS SHALL BE ASMANUFACTURED BY INLET & PIPE PROTECTION, INC: FLEXSTORM, OR EQUAL.2.CONTRACTOR SHALL BE REQUIRED TO SELECT THE PROPER INLET FRAME BASED ON EXISTING ANDPROPOSED FRAMES. TYPICAL FRAME WILL BE "MEDIUM" SIZE FOR FLAT RECTANGULAR/SQUARE INLETS.3.FILTER BAG SHALL BE TYPE FX.4.REGULAR INSPECTION, MAINTENANCE, AND SEDIMENT REMOVAL, SHALL BE REQUIRED OF ALL INLETFILTERS.TEMPORARY INLET FILTER UNITSCALE: NONEFILTER SHALL PROVIDE A2" MIN DEPTH OVERFLOW GAPJ44 REVISED DRIVEWAY SECTION DETAIL7/13/2023 JLS55 TP-6TP-7TP-5TP-8TP-4TP-2TP-1TP-3475'475'480'485'485'480'475'470'465'460'455'450'445'475'475'470'465'460'455'450'475'470'465'460'455'450'445'440'435'430'425'420'415'410'410'405'400'483.0'wwwwwSTONE RETAINING WALL & ST E P S STONE R E T A I N I N G W A L L 480'480'IPFSTWWWWC.O.STPS470'Slopes TableNumber123Minimum Slope0.00%15.01%25.01%Maximum Slope15.00%25.00%300.00%Area376910.65136565.89139435.38ColorHINESBURG ROAD SETBACK50'SEQ-NR SETBACK30'SEQ-NR SIDE YARD SETBACK10'S EQ - NR R E AR Y A RD S E T B AC K 3 0 ' SEQ-NR SIDE YARD SETBACK10'TP-R-1TP-R-2TP-R-3TP-R-4TP-R-5TP-R-6TP-R-7TP-R-9TP-R-8TP-R-10TP-R-11>>>>>473'475'486'477'479'479'480' 4 8 1 '481'468'467'466'465'464'463'462'461'466'472'473'476'477'436'437'438'439'440'441'475'478'479'480'481'482'483' 484'485' 487' 477' 478' 4 8 2 '481'481'481' 482' 483' 484' 485'474.7'474'474'474'BERMBERMBERMBERM449'450'452'451'453'454'455'456'457'458'459'460'461'462'463'464'465'467'468'469'470'471'>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>415'414'412'416'PROPERTY LINERIGHT-OF-WAYMAJOR CONTOUREXISTING TREE LINE170'UTILITY POLEGRAVEL DRIVE / PAVED ROADAGRICULTURALFIELDR.O.W.FENCELINE - STOCKADEDITCHLINE>>>APPROXIMATE LOCATIONOF EX'G DISPOSAL FIELDMETAL OUTBUILDINGBARN3-BDRMA.L.U.R.O.W.R.O.W.R.O.W.CHEESEFACTORY RDVAN SICKLIN RDHINESBURG RD (VT 116)SO. BROWNELL RD.HINESBURG ROAD (VT 116)APPROXIMATEPROPERTY LINEAPPROXIMATEPROPERTYLINEPROPOSED#1731LEDGEOUTCROPS(TYP.)EXISTINGELECTRICALPEDESTALACCESSDRIVE#1625PASTUREPASTUREN/FMcHENRY±6.0 ACN/FWILD TURKEY DIVIDE, LLC.±117.0 ACN/FMEYER±15.0 ACN/FMORWAY±195.0 ACTHINFORESTEDAREATHINFORESTEDAREAPERMITTEDDRILLED WELLLOCATIONPUMP STATIONSEPTIC TANKDEVELOPABLEAREA #11.28 ac (24%)PERMITTED 2" DIA. SDR26PVC FORCE MAIN5 MEYER RESIDENCE SCALE:DATE: 1/20/2023 CHECKED BY: EJE REV. DEVELOPABLE AREA MAP DATE DESCRIPTION BY CLIENT: 1731 HINESBURG ROAD SOUTH BURLINGTON, VT 05403 25 Star Point Terrace, Middlebury, VT 05753 (802) 236-8324 (802) 558-8317 Website: www.led-vt.com jsimpson@led-vt.com eerwin@led-vt.com DRAWN BY: JLSProject #: 22030 PROJECT: PROPOSED SITE DEVELOPMENTS 1" = 40' ·SITE PLANNING & DEVELOPMENT ·WASTEWATER ·WATER ·STORMWATER ·ANNUAL INSPECTIONS Drawing No.GENERAL LOCATION MAPSCALE: 1" = 3,000' ±MINOR CONTOURFENCELINE - BARBED WIREOVERHEAD WIREohwohwohwDECIDUOUS TREECONIFEROUS TREENOTES:1.PROPERTY LINE INFORMATION IS APPROXIMATE ONLY AND TAKEN FROM THE VT NATURAL RESOURCE ATLAS GIS DATABASE.2.LANDMARK ENGINEERING & DESIGN, LLC. IS NOT RESPONSIBLE FOR INCORRECT INFORMATION PROVIDED BY OTHERS.3.THE PROPERTY LINES, EASEMENTS, AND OTHER REAL PROPERTY DESCRIPTIONS PROVIDED ON THIS SITE PLAN ARE FOR THE USE OF PERMITTING ONLY. THEY DO NOT DEFINE LEGAL RIGHTS OR MEET LEGAL REQUIREMENTS FOR A LAND SURVEY ASDESCRIBED IN 26V.S.A. S2502(4), AND SHALL NOT BE USED IN LIEU OF A SURVEY AS THE BASIS OF ANY LAND TRANSFER OR ESTABLISHMENT OF ANY PROPERTY RIGHT.4.ALL EXISTING UTILITIES SHOWN ARE APPROXIMATE. PRIOR TO CONSTRUCTION THE CONTRACTOR MUST VERIFY LOCATIONS OF ALL EXISTING UTILITIES.XXXXXXNPROJECTLOCATIONLEGENDR.O.W.IRON PIPE/REBAR FOUNDLANDMARK ENGINEERING & DESIGN, LLC.APPROXIMATEPROPERTY LINE172'PROPOSED TREE LINESTONE WALLEVIDENCE OF LEDGE OUTCROPGUY WIREGRAPHIC SCALE01 INCH = FT.4040801602040N/FMEYER±10.01 ACEXISTING ACCESS DRIVE (TO BE REMOVED)F O RAPPROVAL 1 1/03/2023 REVISED DRIVEWAY & PARKING LAYOUT JLSDEVELOPABLEAREA #20.70 ac (13%)DEVELOPABLEAREA #30.69 ac (12%)DEVELOPABLEAREA #40.28 ac (5%)DEVELOPABLEAREA #52.48 ac (46%)Developable Area Summary TableAreaNumberGeneral LocationAcresPercent1 *2 *3 *45Southern portion1.2824%Middle-northern portion0.7013%Middle-western portion0.6912%South-western portion0.285%Northern portion2.4846%* Total Area Served by RestrictedInfrastructure Encroachment2.6749%DEVELOPABLE AREATP-R1STRATIGRAPHIC SOILANALYSIS LOCATION2 6/04/2023 REVISED TO INCLUDE STORMWATER TREATMENT JLS2222EXG. BERM2223 JLS6/28/2023 REVISED GRAVEL WETLAND PRACTICE3 TP-6TP-7TP-5TP-8TP-4TP-2TP-1TP-3475'475'480'485'485'480'475'470'465'460'455'450'445'475'475'470'465'460'455'450'475'470'465'460'455'450'445'440'435'430'425'420'415'410'410'405'400'483.0'wwwwwSTONE RETAINING WALL & ST E P S STONE R E T A I N I N G W A L L 480'480'IPFSTWWWWC.O.STPS470'HINESBURG ROAD SETBACK50'SEQ-NR SETBACK30'SEQ-NR SIDE YARD SETBACK10'S EQ - NR R E AR Y A RD S E T B AC K 3 0 ' SEQ-NR SIDE YARD SETBACK10'TP-R-1TP-R-2TP-R-3TP-R-4TP-R-5TP-R-6TP-R-7TP-R-9TP-R-8TP-R-10TP-R-11DDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDD>>>>>473'475'486'477'479'479'480' 4 8 1 '481'468'467'466'465'464'463'462'461'466'472'473'476'477'436'437'438'439'440'441'475'478'479'480'481'482'483' 484'485' 487' 477' 478' 4 8 2 '481'481'481' 482' 483' 484' 485'474.7'474'474'474'BERMBERMBERMBERM449'450'452'451'453'454'455'456'457'458'459'460'461'462'463'464'465'467'468'469'470'471'>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>415'414'412'416'HINESBURG RD (VT 116)VeBFaCVeBFaE± 238'± 596'± 627'± 664'± 1,331' (along right of way)6 MEYER RESIDENCE SCALE:DATE: 6/04/2023 CHECKED BY: EJE REV. PROPOSED STORMWATER SITE PLAN DATE DESCRIPTION BY CLIENT: 1731 HINESBURG ROAD SOUTH BURLINGTON, VT 05403 25 Star Point Terrace, Middlebury, VT 05753 (802) 236-8324 (802) 558-8317 Website: www.led-vt.com jsimpson@led-vt.com eerwin@led-vt.com DRAWN BY: JLSProject #: 22030 PROJECT: PROPOSED SITE DEVELOPMENTS 1" = 40' ·SITE PLANNING & DEVELOPMENT ·WASTEWATER ·WATER ·STORMWATER ·ANNUAL INSPECTIONS Drawing No.GENERAL LOCATION MAPSCALE: 1" = 3,000' ±SOILS MAPSCALE: 1" = 250' ±PROPERTY LINERIGHT-OF-WAYMAJOR CONTOUREXISTING TREE LINE170'UTILITY POLEGRAVEL DRIVE / PAVED ROADMINOR CONTOURFENCELINE - BARBED WIREOVERHEAD WIREohwohwohwDECIDUOUS TREECONIFEROUS TREENOTES:1.PROPERTY LINE INFORMATION IS APPROXIMATE ONLY AND TAKEN FROM THE VT NATURAL RESOURCE ATLAS GIS DATABASE.2.LANDMARK ENGINEERING & DESIGN, LLC. IS NOT RESPONSIBLE FOR INCORRECT INFORMATION PROVIDED BY OTHERS.3.THE PROPERTY LINES, EASEMENTS, AND OTHER REAL PROPERTY DESCRIPTIONS PROVIDED ON THIS SITE PLAN ARE FOR THE USE OF PERMITTING ONLY. THEY DO NOT DEFINE LEGAL RIGHTS OR MEET LEGAL REQUIREMENTS FOR A LAND SURVEY ASDESCRIBED IN 26V.S.A. S2502(4), AND SHALL NOT BE USED IN LIEU OF A SURVEY AS THE BASIS OF ANY LAND TRANSFER OR ESTABLISHMENT OF ANY PROPERTY RIGHT.4.ALL EXISTING UTILITIES SHOWN ARE APPROXIMATE. PRIOR TO CONSTRUCTION THE CONTRACTOR MUST VERIFY LOCATIONS OF ALL EXISTING UTILITIES.XXXXXXNNAIL IN TREE BASEELEV. = 482.92'PROJECTLOCATIONLEGENDR.O.W.IRON PIPE/REBAR FOUNDTBM#1LANDMARK ENGINEERING & DESIGN, LLC.APPROXIMATEPROPERTY LINE172'PROPOSED TREE LINESTONE WALLFaC - Farmington extremely rocky loam, 5 to 20 percent slopes (HSG D)EVIDENCE OF LEDGE OUTCROPPERMITTEDSEPTIC TANKGUY WIREGRAPHIC SCALE01 INCH = FT.4040801602040N/FMEYER±10.01 ACEXISTING ACCESS DRIVE EXISTING WATER SERVICE PIPE(TO BE ABANDONED)AGRICULTURALFIELDFaE - Farmington extremely rocky loam, 20 to 60 percent slopes (HSG D)VeB - Vergennes clay, 2 to 6 percent slopes (HSG D)R.O.W.PROPOSEDENGINEEREDLEVEL SPREADER(SEE DETAIL)FENCELINE - STOCKADEDITCHLINE>>>ABANDONEDDISPOSAL FIELDEX'G. METAL OUTBUILDING(TO BE REMOVED)BARN3-BDRMA.L.U.R.O.W.R.O.W.R.O.W.CHEESEFACTORY RDVAN SICKLIN RDHINESBURG RD (VT 116)SO. BROWNELL RD.HINESBURG ROAD (VT 116)APPROXIMATEPROPERTY LINEAPPROXIMATEPROPERTYLINEPROPOSED#1731LEDGEOUTCROPS(TYP.)EXISTING ELECTRICALPEDESTALIPF (DISTURBED)ACCESSDRIVETREE TO BEREMOVEDGARAGEHOUSEBRZWYPORCH#1625PERMITTED MOUND-TYPEDISPOSAL SYSTEMPASTUREPASTUREN/FMcHENRY±6.0 ACN/FWILD TURKEY DIVIDE, LLC.±117.0 ACN/FMEYER±15.0 ACN/FMORWAY±195.0 ACTHINFORESTEDAREATHINFORESTEDAREAPERMITTEDDRILLEDWELLPERMITTEDWATER SERVICEPERMITTEDDRILLED WELLS = 0 . 0 2 F T / F T M I N . 1-INCH WATER SVC72 L F O F 4 " D I A . S O L I D S C H 4 0 P V CPERMITTED MOUND-TYPEDISPOSAL SYSTEMS = 0 . 0 1 F T / F T M I N . 165 L F O F 4 " D I A . S O L I D S C H 4 0 P V C 1 0 0 ' D O R S E T P A R K S C E N I C V I E W P R O T E C T I O N O V E R L A Y D I S T R I C T B O U N D A R YTO BECONVERTEDTO DECKPROPOSED 12" DIA.HDPE N-12 PIPEPROPOSED 12-INCH DEEPROCK-LINED SWALEPROPOSED 4-INCH MOUNDED BERMWITH 1.5-INCH STONE TRENCHFINISHED AT-GRADE ALONG FRONTEDGE FOR STABILIZATIONPROPOSED 4" RIPRAPARMORING ON SLOPE > 5%A4PROPOSED DROPINLET CATCH BASIN12" OUTLET INV.=472.9'(SEE DETAIL)PROPOSED OUTLETINV.=472.5'SEE DRAWING #7STABILIZED DISCHARGE OUTFALL2-INCH PVC FORCE MAINPROPOSED CULVERT WITHARMORED INLET & OUTLET. LARGEROCKS KEYED INTO SOIL FORHEAVY FLOW ENERGY DISSIPATIONPROPOSED ENGINEEREDLEVEL SPREADER(SEE DETAIL E-9)PROPOSED SIMPLEDISCONNECTION AREASFOR ROOFTOP RUNOFF12'85'PROPOSED 6" DIA.SOLID SDR35 PVCC.O.C.O.C.O.STABILIZED DISCHARGE OUTFALLPROPOSED GRAVEL WETLANDSTORMWATER TREATMENT PRACTICEPROPOSEDPERMANENTCHECK DAMS(TYP.)PROPOSED 12" DIA.HDPE N-12 PIPEC.O.PROPOSED 4" DIA.PERF. SCH40 PVCUNDERDRAINPROPOSED 4" DIA.PERF. SCH40 PVCUNDERDRAINF O RAPPROVALTRANSITION TO 6" SCH40PVC WITH 6"x4" WYETRANSITION FROM PERF.TO SOLID SCH40 PVCTRANSITION FROM PERF.TO SOLID SCH40 PVCEXG. BERMPROPOSED ENGINEEREDLEVEL SPREADER(SEE DETAIL E-9)PROPOSED SIMPLEDISCONNECTION AREAFOR ROOFTOP RUNOFFPROPOSED PEA GRAVELDIAPHRAGMPRETREATMENT & FILTERSTRIP DISCONNECT AREA1 JLS6/28/2023 REVISED GRAVEL WETLAND PRACTICE1413'412'411'413'414'415'415'GRADE DRIVEWAY AS SHOWN TO ENSURERUNOFF DRAINS TO EASTERN-SIDE SWALE &CONVEYED TO THE PROPOSED GRAVEL WETLAND2 7/13/2023 JLSADDED DRIVEWAY GRADING NOTE2 >>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>415'414'412'416'417'418'419'420'421'7 MEYER RESIDENCE SCALE:DATE: 6/04/2023 CHECKED BY: EJE REV. PARTIAL STORMWATER SITE PLAN DATE DESCRIPTION BY CLIENT: 1731 HINESBURG ROAD SOUTH BURLINGTON, VT 05403 25 Star Point Terrace, Middlebury, VT 05753 (802) 236-8324 (802) 558-8317 Website: www.led-vt.com jsimpson@led-vt.com eerwin@led-vt.com DRAWN BY: JLSProject #: 22030 PROJECT: PROPOSED SITE DEVELOPMENTS 1" = 5' ·SITE PLANNING & DEVELOPMENT ·WASTEWATER ·WATER ·STORMWATER ·ANNUAL INSPECTIONS Drawing No.PROPERTY LINERIGHT-OF-WAYMAJOR CONTOUREXISTING TREE LINE170'UTILITY POLEGRAVEL DRIVE / PAVED ROADMINOR CONTOURFENCELINE - BARBED WIREOVERHEAD WIREohwohwohwDECIDUOUS TREECONIFEROUS TREEXXXXXXNLEGENDR.O.W.IRON PIPE/REBAR FOUNDLANDMARK ENGINEERING & DESIGN, LLC.172'PROPOSED TREE LINESTONE WALLEVIDENCE OF LEDGE OUTCROPGUY WIREGRAPHIC SCALE01 INCH = FT.5510202.55FENCELINE - STOCKADEDITCHLINE>>>SEDIMENT PRETREATMENT FOREBAY(SEE DETAIL)F O RAPPROVAL EXG. SOIL BERM414.5'412' 413' 414' 415'415'PROPOSED 16' x 36' GRAVEL WETLAND TREATMENT PRACTICE(SEE DETAIL SHEET 8 FOR SPECIFIC INFORMATION)ARMORED INLET TO GRAVELWETLAND FOREBAY415'415'415.5'414'415'415'414'413 '15" HDPE413'ROCK-LINED SWALECLEANOUT RISER FORUNDERDRAIN COLLECTOR(TYP. OF 6)6-INCH DIAM. PERFORATEDUNDERDRAIN COLLECTOR PIPE(TYP. OF 6)12-INCH DIAM. PERFORATEDHDPE RISER, TYP. OF 2(SEE DETAIL)36" x 36" TYPE 1 STONECOLLAR HYDRAULIC INLET(TYP. OF 2)EMERGENCY OVERFLOW SPILLWAY FORSTORM EVENTS LARGER THAN Qp1015" Ø HDPE OUTLET PIPE WITH FLAREDEND SECTION AND STABILIZED OUTFALL(INV. = 412.0')EXG. METAL OUTBUILDING(TO BE REMOVED)PROPOSED ACCESS DR IVEWAYEXG. DRIVEWAY &PARKING AREA4-INCH RIP-RAP ARMORED OUTFALL FOR SPILLWAY#1#2415'414'413'TP-R-11 JLS6/28/2023 REVISED GRAVEL WETLAND PRACTICE1414.75'412'OUTLET STRUCTURE3' Ø CONCRETE MANHOLE WITH 24" Ø GRATE.24" OPENING INLET = 414.55'SUMP ELEVATION = 409.0'15" Ø PIPE INVERT OUTLET = 412.60'1.0" Ø WQv ORIFICE = 412.60'(2) - 1.8" Ø CPv ORIFICE = 413.10'(2) - 4.2" Ø Qp10 ORIFICE = 413.50'10' WIDE STONE-LINED OVERFLOW SPILLWAY = 414.75'1415.5'415.5'415.5'GRADE DRIVEWAY AS SHOWN TO ENSURE RUNOFFFROM THIS AREA DRAINS TO EASTERN-SIDE SWALE& CONVEYED TO THE PROPOSED GRAVEL WETLAND7/13/20232 JLSADDED DRIVEWAY GRADING NOTE2 REV.DATE DESCRIPTION BY 25 Star Point Terrace, Middlebury, VT 05753 (802) 236-8324 (802) 558-8317 Website: www.led-vt.com jsimpson@led-vt.com eerwin@led-vt.com LANDMARK ENGINEERING & DESIGN, LLC. ·SITE PLANNING & DEVELOPMENT ·WASTEWATER ·WATER ·STORMWATER ·ANNUAL INSPECTIONS N8 PROPOSED GRAVEL WETLAND TREATMENT PRACTICE DETAILS Project #: 22030 Drawing No.MEYER RESIDENCE SCALE:DATE: 6/04/2023 CHECKED BY: EJE CLIENT: 1731 HINESBURG ROAD SOUTH BURLINGTON, VT 05403 DRAWN BY: JLS PROJECT: PROPOSED SITE DEVELOPMENTS NONE F O RAPPROVAL 42"2 : 12 : 12'24"12" DEPTH OF TYPE I STONEARMOR AT INLET CHANNEL(SEE PLAN FOR AREA)12" DEPTH OF TYPE ISTONE ARMORCOMPACTEDLOW-PERMEABILITY SOILSGRAVEL WETLAND PRETREATMENT FOREBAYNOT TO SCALEE413.50'414.50'FLOWGRAVEL WETLAND DETAILNOT TO SCALERISER #215" HDPE RISER W/ SOLID COVER, ELEV. = 413.5'(PERFORATED WITHIN GRAVEL LAYER & SOLID ABOVE)12" TYPE ISTONE COLLAR12" TYPE ISTONE COLLAR8" WETLANDSOIL3" PEA STONE24" LAYER OF3/4" CRUSHED STONE8" WETLANDSOIL3" PEA STONEPE LINERPE LINERTOP OF GRAVEL WETLAND CELL BERM ELEV. = 414.50'TYPE II STONE (12" MIN. DEPTH)COMPACTEDSUBGRADEANTI-SEEP COLLARS (TYP.)12" MIN. CRUSHED GRAVEL(3/4" TO 1 - 1/2" STONE)PRECAST COVER WITH24" OPENING CENTERED(ELEV. = 414.55')24" REMOVABLE TRASH RACK4" THICK TOPSOILPE LINERSEE DETAIL FORJOINT DETAILS36" I.D. PRECAST MANHOLE.BASE SECTION: COAT WITH TWO (2)COATS OF WATERPROOF SEALANTSEE DETAILS FOR PIPECONNECTION DETAIL5'-0" MIN15" Ø HDPE OUTFALL PIPEINV. OUT ELEV. = 412.605'-0" MIN5'-0" MIN.6" PVCEND PE LINER @ OUTER EDGE OF BERM4" TOPSOIL TOESTABLISH DENSEVEGETATION4' WIDE WEIRELEV. = 414.75'PE LINER3'-0"212136" x 36" x 9" THICKCONCRETE FOOTER6" PERFORATED PVC PIPEINV. ELEV. = 410.25'6" PERFORATED HDPE PIPEINV. ELEV. = 410.25'COMPACTEDSUBGRADEDO NOT USE GRANULARBACKFILL IN BERMELEV. = 410.08'ELEV. = 412.08'ELEV. = 412.33'ELEV. = 413.0'10-YR STORM ELEV. = 413.79'1-YR (CPv) STORM ELEV. = 413.6'1112DO NOT USE GRANULARBACKFILL IN BERMOUTLET STRUCTURE3' Ø CONCRETE MANHOLE WITH 24" Ø GRATE.24" OPENING INLET = 414.55'SUMP ELEVATION = 409.0'15" Ø PIPE INVERT OUTLET = 412.60'1.0" Ø WQv ORIFICE = 412.60'(2) - 1.8" Ø CPv ORIFICE = 413.10'(2) - 4.2" Ø Qp10 ORIFICE = 413.50'10' WIDE STONE-LINED OVERFLOW SPILLWAY = 414.75'WQv STORM ELEV. = 412.67'(REMAINS JUST BENEATH WETLAND SOIL SURFACE)RISER #115" HDPE RISER W/ SOLID COVER, ELEV. = 413.75'(PERFORATED WITHIN GRAVEL LAYER & SOLID ABOVE)6" PVC INV.ELEV. = 410.25'1" Ø ORIFICE DRILLED INCAP AT ELEV. = 412.60'(2) - 4.2" Ø ORIFICESPRECAST IN STRUCTURE@ ELEV. = 413.50'GRAVEL WETLANDPRETREATMENT FOREBAY(SEE DETAIL FOR SPECIFIC INFORMATION)INLET STRUCTURE & RISER DETAILNOT TO SCALEA836" x 36" x 24"CONCRETE FOOTER24" MIN.CONCRETE FILL6" PERFORATED HDPEOR SCH40 PVC (TYP)24" THICKNESS OF 1" ØANGULAR CRUSHED STONE(WASHED)3" THICKNESS OF PEA STONE8" THICKNESS OF WETLAND SOIL2 : 12 : 16" SOLID HDPECLEANOUT CAP16'36"36" x 36" x 12" TYPE ISTONE COLLAR12" PERFORATED HDPERISER WITH SOLID COVER12"24"36"PERFORATED UNDERDRAIN CROSS-SECTIONNOT TO SCALEBELEV. = 413.0'WETLAND SOILPEA STONE GRADEDIN ACCORDANCE WITHVAOT SPEC. 704.02B3"8"24"ELEV. = 410.08'1" Ø ANGULAR CRUSHEDSTONE (WASHED)NATIVE SOILIMPERMEABLE LINER6" PERFORATED HDPEOR SCH40 PVC2"WRAP PEA STONE WITHFILTER FABRIC (MIRAFI 170N,OR APPROVED EQUAL)REFER TO WETLANDPLANTING SCHEDULEGRAVEL WETLAND PLANTING SCHEDULENOT TO SCALECGRAVEL WETLAND AGGREGATE SPECIFICATIONSNOT TO SCALEDWETLAND SOIL SHALL BE POORLY DRAINED SOIL WITH A MEDIAN PARTICLE SIZE (D50) OF 0.15 mm AND IS A CLAY ORSILT LOAM AS DEFINED IN THE USDA SOIL TEXTURE TRIANGLE.SURFACE INFILTRATION RATES OF WETLAND SOIL SHOULD BE SIMILAR TO A LOW HYDRAULIC CONDUCTIVITYWETLAND SOIL (0.1 - 0.01 FT./DAY). WETLAND SOIL SHALL BE FREE OF CLAY CONTENTS IN EXCESS OF 15%, STONES,STUMPS, ROOTS, REFUSE, HARD CLUMPS, STIFF CLAY, OR OTHER SIMILAR OBJECTS LARGER THAN TWO INCHES.THE ORGANIC POTION SHALL CONSTITUTE 15 - 20% OF THE MIXTURE. ANIMAL OR POULTRY MANURE, AT ANY STAGEOF DECOMPOSITION, IS NOT ACCEPTABLE.NO OTHER MATERIALS OR SUBSTANCES SHALL BE MIXED OR DUMPED WITHIN THE GRAVEL WETLAND AREA THATMAY BE HARMFUL TO PLANT GROWTH, OR PROVE A HINDRANCE TO THE PLANTING OR MAINTENANCE OPERATIONS.THE PLANTING SOIL SHALL BE FREE OF NOXIOUS WEEDS. ONSITE EXCAVATED SOILS MAY BE ACCEPTABLEPROVIDING SPECIFICATIONS ARE MET.SEED MIX SHALL BE OBTAINED FROM THE FOLLOWING VENDOR, OR SUBSTITUTE SUBJECT TO ENGINEER APPROVALVERMONT WETLAND PLANT SUPPLY, LLC.P.O. BOX 153ORWELL, VT 05760PHONE: (802) 948-2553FAX: (802) 948-2522CELL: (802) 989-4529DREDONDO@VERMONTWETLANDPLANTS.COMSEED MIX:BROADCAST "DETENTION BASIN/WET MEADOW SEED MIX" IN WETLAND AREAS COVERING BASE UP TO BERM HEIGHTAT A RATE OF 35 LBS. PER ACRE, 1 LB. PER 1,200 S.F. BROADCAST TURF GRASS ALONG SLOPES OUTSIDE OFWETLANDS.SPECIES COMPOSITION:PANICUM VIRGATUM, ELYMUS VIRGINIOUS, FESTUCA RUBRA, CAREX VULPINOIDEA, CAREX SCOPARIA, SCIRPUSCYPERINUS, SCIRPUS ATROVIRENS, BIDNES CERNUA, EUPATORIUM PERFOLIATUM, EUPATORIADELPHUS MACULATUS,JUNCUS EFFUSUS, ONCCLEA SENSIBILIS, VERBENA HASTATA, SYMPHYOTRIOHUM NOVA-ANGLIAEA* WOODY VEGETATION MAY NOT BE PLANTED OR ALLOWED TO GROW ON A DAM, WITHIN 15 FEET OF A DAM OR TOEOF THE EMBANKMENT, OR WITHIN 25 FEET OF A PRINCIPAL SPILLWAY OUTLET.THE PROPOSED PARTICLE SIZE DISTRIBUTION FOR WETLAND SOIL IS AS FOLLOWS:SIEVE SIZE PERCENTAGE PASSING BY WEIGHT1/2-inch100%No. 1075 - 90%No. 10040 - 50%No. 20025 - 50%GRAVEL WETLAND SEED MIX SPECIFICATIONNOT TO SCALEGGRAVEL WETLAND SOIL SPECIFICATIONNOT TO SCALEHEARTHEN BERMCONSTRUCTED FROMLOW- PERMEABILITY SOILS(SILT OR CLAY LOAMS)FLARED END SECTION DETAILNOT TO SCALEFCULVERT & END SECTIONTYPE II STONE FILLMATCH SLOPE OF DITCH(SEE PLAN)24" M IN .TYPE II STONE FILL(12" MIN. THICKNESS)CONTINUE STONE FILL(IF REQUIRED)END SECTIONCULVERTSTABILIZATION FABRIC(MIRAFI 140N OR APPROVED EQUAL)318'I88888888(2) - 1.8" Ø ORIFICESPRECAST IN STRUCTURE@ ELEV. = 413.10'PEAK BERMELEV. = 415.50'1 JLS6/28/2023 REVISED GRAVEL WETLAND PRACTICE1111 REV.DATE DESCRIPTION BY 25 Star Point Terrace, Middlebury, VT 05753 (802) 236-8324 (802) 558-8317 Website: www.led-vt.com jsimpson@led-vt.com eerwin@led-vt.com LANDMARK ENGINEERING & DESIGN, LLC. ·SITE PLANNING & DEVELOPMENT ·WASTEWATER ·WATER ·STORMWATER ·ANNUAL INSPECTIONS N6"6"4"NOTES:1. NO MECHANICAL TAMPERS SHALL BE USED DIRECTLY OVER PIPE TO INSURE THE PIPE IS NOT DAMAGED.2. EMBEDMENT MATERIALS SHALL BE AS SHOWN BELOW.3.PIPE SHALL BE INSULATED IF SOIL COVER IS LESS THAN 4-FEET ABOVE PIPE.4.MATERIALS SHALL BE PLACED IN MAXIMUM 6-INCH LAYERS AND COMPACTED TO ACHIEVE NOT LESS THAN 90% (95% IN ROADS) OFMAXIMUM DENSITY (STANDARD PROCTOR DENSITY).5. FINAL BACKFILL (SUITABLE MATERIALS) SHALL NOT CONTAIN ANY STONES MORE THAN 12-INCHES IN LARGEST DIMENSION, BE GREATERTHAN 50 POUNDS, OR CONTAIN ANY FROZEN, WET, OR ORGANIC MATERIALS.6. WIDTH OF TRENCH AT SURFACE SHALL BE KEPT AS NARROW AS PRACTICAL.7. TRENCHES SHALL BE COMPLETELY DEWATERED PRIOR TO PLACEMENT OF PIPE BEDDING MATERIAL AND BE KEPT DEWATERED DURINGINSTALLATION OF PIPE, EMBEDMENT MATERIALS, AND INITIAL BACKFILL.8. PERMANENT SHEETING SHALL BE INSTALLED ONLY IF REQUIRED BY JOB CONDITIONS.THE FOLLOWING EMBEDMENT MATERIALS MAY BE USED FOR PVC, PE, & COPPER PIPESAND: 90-100 PERCENT PASSING THROUGH A HALF-INCH (12") SIEVE AND NOT MORE THAN 15 PERCENT PASSING THROUGH A No. 200 SIEVE.MINIMUM DEPTH IS24" WITH INSULATIONFINALBACKFILLIF UNSUITABLE MATERIAL IS REMOVED,REPLACE WITH MATERIAL REVIEWED BYENGINEER.PIPEUNDISTURBED MATERIALLENGTH OF OPEN TRENCH SHALLBE KEPT TO A MINIMUMGROUND SURFACE3" WIDE METALLIC DETECTOR TAPETO BE INSTALLED WITH PVC PIPEAND ALL HOUSE SERVICESINITIALBACKFILLHAUNCHINGBEDDINGEMBEDMENT TYPICAL TRENCH DETAILBURIED STORMWATER PIPENOT TO SCALE12"9 PROPOSED STORMWATER CONSTRUCTION DETAILS Project #: 22030 Drawing No.MEYER RESIDENCE SCALE:DATE: 6/04/2023 CHECKED BY: EJE CLIENT: 1731 HINESBURG ROAD SOUTH BURLINGTON, VT 05403 DRAWN BY: JLS PROJECT: PROPOSED SITE DEVELOPMENTS NONE2' - 0"1 V : 1 H (TYP.)6"BB9" MIN.2' - 0" MAX.CUTOFFTRENCHAGGREGATE FOR EROSIONPREVENTION AND SEDIMENT CONTROLGEOTEXTILEUNDER STONE FILLEXISTINGGROUND1' - 6" (TYP.)NOTES:1. GEOTEXTILE UNDER STONE FILL SHALL BE USED TO SEPARATE AGGREGATE FOR EROSION PREVENTION AND SEDIMENT CONTROL FROM THE EXISTING GROUND.2. CHECK DAMS SHALL BE SPACED SO THAT THE ELEVATION OF THE CREST OF THE DOWNSTREAM DAM IS AT THE SAME ELEVATION AS THE TOE OF THE UPSTREAM DAM.3.FILTERING AGGREGATE MAY BE ADDED TO THE FACE OF THE CHECK DAM AS NECESSARY.4.FILTERING AGGREGATE SHALL MEET THE REQUIREMENTS OF SUBSECTION 704.02 AND TABLE 704.02B.5. EXTEND THE STONE A MINIMUM OF 1'-6" BEYOND THE DITCH BANKS TO PREVENT CUTTING AROUND THE DAM.6. PROTECT CHANNEL DOWNSTREAM OF THE LOWEST CHECK DAM FROM SCOUR AND EROSION WITH STONE OR LINER AS APPROPRIATE.7.ENSURE THAT CHANNEL APPURTENANCES SUCH AS CULVERT ENTRANCES BELOW CHECK DAMS ARE NOT SUBJECT TO DAMAGE OR BLOCKAGE FROM DISPLACEDSTONE.8. REFER TO THE "VERMONT STANDARDS & SPECIFICATIONS FOR EROSION PREVENTION & SEDIMENT CONTROL - 2006" FROM THE VT AGENCY OF NATURAL RESOURCES FORADDITIONAL GUIDANCE.SECTION A - AGEOTEXTILEUNDER STONE FILLSECTION B - B2" FILTERING AGGREGATE(SEE NOTE 3)AGGREGATE FOR EROSIONPREVENTION AND SEDIMENT CONTROL1 V : 2 H (TYP.) HFLOW1 V : 1 H (TYP.)1' - 6"6"SPACING (X) VARIES WITH SLOPE A ASLOPESEE NOTE 2BOTTOMOF DITCHPROFILECUTOFFTRENCHTOEFLOWSTONE CHECK DAM DETAILNOT TO SCALEF O RAPPROVALD+2'6"DSTORM LINE, SEE PLANFOR TYPE AND SIZEPIPE BEDDING6"UNDISTURBED SOILOR ROCKTOPSOIL, RAKE,SEED & MULCHUNPAVED PAVEDAPPROVED BACKFILLTHOROUGHLY COMPACTEDIN 8" LIFTSCOVER PER PLAN TYPICAL STORM CULVERT DETAILNOT TO SCALENOTES:1.COMPACTION OF BACKFILL AND BEDDING SHALL BE A MINIMUM OF90% (95% UNDER ROADWAY SURFACES) OF MAXIMUM DRY DENSITYDETERMINED IN THE STANDARD PROCTOR TEST (ASTM D698).2.BEDDING MATERIAL SHALL NOT BE PLACED ON FROZEN SUBGRADE.3.APPROVED BACKFILL SHALL NOT CONTAIN ANY STONES MORE THAN12" IN LARGEST DIMENSION (6" IN ROADWAYS, 1 1/2"" MAXIMUMDIAMETER WITHIN 24" OF THE OUTSIDE OF THE PIPE), OR CONTAINANY FROZEN, WET, OR ORGANIC MATERIAL.4.TRENCHES SHALL BE COMPLETELY DEWATERED PRIOR TO PLACINGOF PIPE BEDDING MATERIAL AND KEPT DEWATERED DURINGINSTALLATION OF PIPE AND BACKFILL.5.IN TRENCHES WITH UNSTABLE MATERIALS OR HIGH WATER TABLE,TRENCH BOTTOM SHALL FIRST BE STABILIZED BY PLACEMENT OFFILTER FABRIC THEN CRUSHED STONE (3/4" MAXIMUM).6.THE SIDES OF TRENCHES 4' OR MORE IN DEPTH ENTERED BYPERSONNEL SHALL BE SHEETED OR SLOPED TO THE ANGLE OFREPOSE AS DEFINED BY O.S.H.A. STANDARDS.7.BEDDING MATERIAL SHALL CONSIST OF CRUSHED STONE, GRAVEL,OR SAND WITH A MAXIMUM SIZE OF 3 SAMPLE TO THE ENGINEER FORAPPROVAL.DIVERSION BERM - SECTION VIEWSCALE: NONE21NOTE:AN 18-INCH WIDE BY 4-INCH DEEP CHANNEL CONTAINING 1 1/2-INCH CRUSHED STONESHALL BE PLACD ALONG THE FRONT TOE OF THE BERM TO PREVENT EROSION, REMOVESEDIMENT AND TO DISSIPATE WATER ENERGY WITHIN THE SWALE CHANNEL.4" MIN.SEED, MULCH & FERTILIZE AS NECESSARYTO ESTABLISH HEALTHY VEGETATIVEGROWTH ON DISTURBED SOILSNATURAL SLOPEUNDISTURBED SOILPLACEMENT OF NEWIMPERMEABLE SOIL(CLAY OR CLAY LOAM)4" MIN.PLACEMENT OF 1 12"CRUSHED STONEC9GJHENGINEERED LEVEL SPREADER - SECTION VIEWSCALE: NONEE9ROCK-LINED SWALE - SECTION VIEW (UPSLOPE SIDE OF DRIVE)SCALE: NONE21NOTE:ON LONGITUDINAL SLOPES GREATER THAN 5% ,THE CHANNEL SHALL BE LINED WITHROLLED EROSION CONTROL PRODUCT OR WITH 4-INCH RIPRAP TO PREVENT EROSIONOF LOOSENED OR EXPOSED SOILS WITHIN SWALE CHANNEL.12" MIN.FFINISH GRADEPVC CLEANOUT CAPPE x POJ PVC45° BENDCLASS "B" CONCRETEPVC 45° BENDOR WYE FORIN-LINE C.O.COMPACTED FILLSTORM DRAIN CLEANOUT DETAILSCALE: NONED9DRIVEWAY SURFACE COURSENATURAL GROUND SLOPEINSTALL 4-INCH RIP-RAP ATA DEPTH OF 8" MINIMUMUNDISTURBED SOILS21NOTE:ON LONGITUDINAL SLOPES GREATER THAN 5% ,THE CHANNEL SHALL BE LINED WITHROLLED EROSION CONTROL PRODUCT OR WITH 4-INCH RIPRAP TO PREVENT EROSIONOF LOOSENED OR EXPOSED SOILS WITHIN SWALE CHANNEL.12" MIN.INSTALL 4-INCH RIP-RAP AT ALAYER DEPTH OF 8" MINIMUMUNDISTURBED SOILSDRIVEWAY SURFACE COURSENATURAL GROUND SLOPEDRIVEWAY SUBBASEROOFTOP DISCONNECTION DETAIL W/DRIP EDGESCALE: NONERUNOFFRUNOFF FALLS FROMROOFTOP VIA DRIP EDGE6-INCH DEEP STONE SURROUNDWITH UNDERDRAIN TO COLLECTDRIP EDGE RUNOFFWELL-DRAINED SUB-GRADE BACKFILLMATERIALEXTERIOR WALLCONCRETE PAD ORFLOOR SYSTEMGRADE TO DRAIN AWAYFROM FOUNDATIONMIRAFI 140N FILTER FABRIC24"FOUNDATION WALLFOUNDATION FOOTINGA9ROCK-LINED SWALE - SECTION (DOWNSLOPE SIDE OF DRIVE)SCALE: NONEB9DRIVEWAYSUBBASE9999RISER8"BASE2'-0"18"6"2'-0"2'-0"24" x 24"KNOCKOUT(TYPICAL)24" x 24" (4-FLANGE)FRAME & GRATE24" x 24"KNOCKOUT(TYPICAL)SECTION VIEWPLAN VIEW2'-0"2"3'-4"3'-4"NOTES:1.RISER SECTIONS ARE AVAILABLE IN 6-INCH INCREMENTS FROM 6" UP TO 24".2.BASE SECTIONS ARE AVAILABLE AT 2'-6" AND 4'-0" HEIGHTS.3.MANUFACTURER SHALL PROVIDE RECOMMENDED CONFIGURATIONS OF BASE AND RISER SECTIONS.4.A 4-FLANGE CAST IRON FRAME & GRATE WITH A MINIMUM OPENING OF 24" SHOIULD BE USED FOR INLET FRAME.5.FRAME & GRATE SHOULD BE ANCHORED TO THE STRUCTURE BY USING BUTYL RUBBER ROPE SEALANT (MASTIC).6.KNOCKOUTS ARE OPTIONAL.7.STRUCTURE SHALL HAVE A 12-INCH MINIMUM DEPTH OF 3/4" DIA. CRUSHED STONE BENEATH THE BASE.PRECAST MONOLITHICCONCRETE BASESTANDARD SIZE PRECASTCONCRETE RISERFINISH GRADE (SLOPED TO DRAIN)POLYETHYLENE ADJUSTMENTRINGS, OPTIONAL (MAX 6")SQUARE CATCH BASIN PLAN & SECTION DETAILSCALE: NONEI91' MIN. WITH 1:1SIDE SLOPES1'3' MIN.2' MIN.5' MIN.CLEANED, WASHED3/4" PEA GRAVELFILTER FABRICSHEET FLOWGRAVEL SECTIONDRIVEWAYSUBGRADEPEA GRAVEL DIAPHRAGM - SHEET FLOW PRETREATMENTSCALE: NONESHEET FLOWTHROUGHFILTER STRIPK91 JLS6/28/2023 ADDED DIMENSION ON DETAIL 1 TP-6TP-7TP-5TP-8TP-4TP-2TP-1TP-3475'475'480'485'485'480'475'470'465'460'455'450'445'475'475'470'465'460'455'450'475'470'465'460'455'450'445'440'435'430'425'420'415'410'410'405'400'483.0'wwwwwSTONE RETAINING WALL & ST E P S STONE R E T A I N I N G W A L L 480'480'IPFSTWWWWC.O.STPS470'HINESBURG ROAD SETBACK50'SEQ-NR SETBACK30'SEQ-NR SIDE YARD SETBACK10'S EQ - NR R E AR Y A RD S E T B AC K 3 0 ' SEQ-NR SIDE YARD SETBACK10'TP-R-1TP-R-2TP-R-3TP-R-4TP-R-5TP-R-6TP-R-7TP-R-9TP-R-8TP-R-10TP-R-11DDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDD>>>>>473'475'486'477'479'479'480' 4 8 1 '481'468'467'466'465'464'463'462'461'466'472'473'476'477'436'437'438'439'440'441'475'478'479'480'481'482'483' 484'485' 487' 477' 478' 4 8 2 '481'481'481' 482' 483' 484' 485'474.7'474'474'474'BERMBERMBERMBERM449'450'452'451'453'454'455'456'457'458'459'460'461'462'463'464'465'467'468'469'470'471'>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>415'414'412'416'10 MEYER RESIDENCE SCALE:DATE: 6/04/2023 CHECKED BY: EJE REV. PROPOSED STORMWATER MAINTENANCE PLAN DATE DESCRIPTION BY CLIENT: 1731 HINESBURG ROAD SOUTH BURLINGTON, VT 05403 25 Star Point Terrace, Middlebury, VT 05753 (802) 236-8324 (802) 558-8317 Website: www.led-vt.com jsimpson@led-vt.com eerwin@led-vt.com DRAWN BY: JLSProject #: 22030 PROJECT: PROPOSED SITE DEVELOPMENTS 1" = 40' ·SITE PLANNING & DEVELOPMENT ·WASTEWATER ·WATER ·STORMWATER ·ANNUAL INSPECTIONS Drawing No.PROPERTY LINERIGHT-OF-WAYMAJOR CONTOUREXISTING TREE LINE170'UTILITY POLEGRAVEL DRIVE / PAVED ROADMINOR CONTOURFENCELINE - BARBED WIREOVERHEAD WIREohwohwohwDECIDUOUS TREECONIFEROUS TREENOTES:1.PROPERTY LINE INFORMATION IS APPROXIMATE ONLY AND TAKEN FROM THE VT NATURAL RESOURCE ATLAS GIS DATABASE.2.LANDMARK ENGINEERING & DESIGN, LLC. IS NOT RESPONSIBLE FOR INCORRECT INFORMATION PROVIDED BY OTHERS.3.THE PROPERTY LINES, EASEMENTS, AND OTHER REAL PROPERTY DESCRIPTIONS PROVIDED ON THIS SITE PLAN ARE FOR THE USE OF PERMITTING ONLY. THEY DO NOT DEFINE LEGAL RIGHTS OR MEET LEGAL REQUIREMENTS FOR A LAND SURVEY ASDESCRIBED IN 26V.S.A. S2502(4), AND SHALL NOT BE USED IN LIEU OF A SURVEY AS THE BASIS OF ANY LAND TRANSFER OR ESTABLISHMENT OF ANY PROPERTY RIGHT.4.ALL EXISTING UTILITIES SHOWN ARE APPROXIMATE. PRIOR TO CONSTRUCTION THE CONTRACTOR MUST VERIFY LOCATIONS OF ALL EXISTING UTILITIES.XXXXXXNLEGENDR.O.W.IRON PIPE/REBAR FOUNDLANDMARK ENGINEERING & DESIGN, LLC.172'PROPOSED TREE LINESTONE WALLEVIDENCE OF LEDGE OUTCROPGUY WIREGRAPHIC SCALE01 INCH = FT.4040801602040FENCELINE - STOCKADEDITCHLINE>>>F O RAPPROVALFOREBAY:INSPECT ANNUALLY FOR SIGNS OF EROSION ANDSEDIMENT ACCUMULATION. REMOVE SEDIMENTAND RESEED AS NECESSARY. INSPECT FORDAMAGE AFTER MAJOR STORM EVENTS, REPAIRANY STORM DAMAGE AS NECESSARY.STONE-LINED SPILLWAYS:INSPECT ANNUALLY FOR SIGNS OF EROSIONAND REPAIR ANY DAMAGE AS NECESSARY.AFTER MAJOR STORM EVENTS, INSPECT &REPLACE ANY STONE AS NECESSARY.CULVERTS:ASSESS CULVERTS FOR DAMAGE,SEDIMENT ACCUMULATION AND EROSIONEVERY 2 YEARS. REPAIR AS NEEDED.STONE-LINED SWALES:CHECK FOR LEAVES AND DEBRIS; RAKE OUT CHANNELTO CLEAR DEBRIS IF OBSTRUCTED. INSPECT THE SWALEFOR EVIDENCE OF DETERIORATION, CONCENTRATEDFLOW AND/OR EROSION. REPAIR AS NECESSARY.(QUARTERLY FOR THE FIRST YEAR, THEN ANUALLY).LEVEL SPREADER:INSPECT LEVEL LIP FOR SETTLING, EROSION, ORCONCENTRATED FLOW. MAINTAIN EVEN GRASSCOVER, REMOVE ANY WEEDS OR SHRUBS.CONTROLLED OUTLET STRUCTURE:INSPECT ANNUALLY FOR SEDIMENTACCUMULATION. USE PROBE TO DETERMINESEDIMENT LEVEL & CLEAN SUMP WHENSEDIMENT ACCUMULATION REACHESGREATER THAN 50% OF THE SUMP DEPTHGRAVEL WETLANDS:INSPECT TWICE ANNUALLY FOR THE FIRST YEAR AFTER SYSTEM INSTALLATION, ANNUALLY THEREAFTER.ENSURE THAT THE SYSTEM FULLY DRAINS WITHIN 24-48 HOURS AFTER RAIN EVENTS. IF NOT, CHECK THEOUTLET AND UNDERDRAIN VIA INSPECTION PORTS AND CLEAN UNDERDRAIN VIA JETTING TO REMOVESEDIMENT BUILDUP. INSPECT VEGETATION FOR DEAD OR DISEASED PLANTS. VEGETATION SHOULDCOVER >75% OF THE WETLAND SURFACE AND SHOULD BE RE-SEEDED AND VEGETATION RE-ESTABLISHEDAS NEEDED. INSPECT WETLAND SURFACE FOR INTERNAL EROSION, EVIDENCE OF SHORT CIRCUITING ANDANIMAL BURROWS. EVIDENCE OF THE ISSUES LISTED SHOULD BE REPAIRED AS SOON AS POSSIBLE UPONIDENTIFICATION. DENSE VEGETATION GROWTH SHOULD BE CUT, REMOVED, AND PROPERLY DISPOSED OFEVERY 3 YEARS TO PREVENT NITROGEN FROM CYCLING BACK INTO THE SYSTEM.DISCONNECTION AREAS (ENTIRE SITE):INSPECT AFTER LARGE STORM EVENTS FOREROSION AND CHANNELIZED FLOW. REPAIRDAMAGED AREAS AS NECESSARY. UPONINSPECTION, CHECK FOR DISTRIBUTED FLOWAND A HEALTHY VEGETATIVE COVER EXISTS.BERMS:ASSESS BERMS FOR DAMAGE AND EROSIONANNUALLY. INSPECT TO ENSURE NO RILLINGOR BREAKTHROUGHS HAVE DEVELOPED.REPAIR, RE-SEED AND MULCH AS NEEDED.BERM TOE ARMORING:ASSESS STONE-LINED TOE FOR DAMAGE ANDEROSION ANNUALLY. INSPECT FOR SEDIMENTACCUMULATION. REMOVE SEDIMENT BUILD-UPAND REPAIR AS NEEDED.DRIP EDGE COLLECTION:ASSESS STONE-FILLED SHALLOW TRENCH FOR DAMAGE ANDEROSION ANNUALLY. INSPECT FOR SEDIMENT ACCUMULATIONAND VEGETATIVE GROWTH. REMOVE SEDIMENT & VEGETATIONBUILD-UP AND REPAIR AS NEEDED.LEVEL SPREADER:INSPECT LEVEL LIP FOR SETTLING, EROSION, ORCONCENTRATED FLOW. MAINTAIN EVEN GRASSCOVER, REMOVE ANY WEEDS OR SHRUBS.LEVEL SPREADER:INSPECT LEVEL LIP FOR SETTLING, EROSION, ORCONCENTRATED FLOW. MAINTAIN EVEN GRASSCOVER, REMOVE ANY WEEDS OR SHRUBS.PERMANENT CHECK DAMS (INSIDE CURVE OF DRIVE):INSPECT DAMS AFTER LARGE STORM EVENTS FORSEDIMENT ACCUMULATION, EROSION, SCOUR, OREVIDENCE OF CONCENTRATED FLOW. MAINTAINEVEN LIP HEIGHT, REMOVE ANY WEEDS OR SHRUBS.CATCH BASIN:INSPECT SUMP ANNUALLY FOR SEDIMENTACCUMULATION. USE PROBE TO DETERMINESEDIMENT LEVEL & CLEAN SUMP WHENACCUMULATION REACHES GREATER THAN 50%OF THE SUMP DEPTH. INSPECT FOR GRATEBLOCKAGE. REMOVE DEBRIS AS NECESSARY.PERMANENT CHECK DAMS:INSPECT DAMS AFTER LARGE STORMEVENTS FOR SEDIMENT ACCUMULATION,EROSION, SCOUR, OR EVIDENCE OFCONCENTRATED FLOW. MAINTAIN EVEN LIPHEIGHT, REMOVE ANY WEEDS OR SHRUBS.STONE-LINED SWALES:CHECK FOR LEAVES AND DEBRIS; RAKE OUT CHANNELTO CLEAR DEBRIS IF OBSTRUCTED. INSPECT THE SWALEFOR EVIDENCE OF DETERIORATION, CONCENTRATEDFLOW AND/OR EROSION. REPAIR AS NECESSARY.(QUARTERLY FOR THE FIRST YEAR, THEN ANUALLY).R.O.W.R.O.W.R.O.W.R.O.W.R.O.W.R.O.W.GRAVEL DIAPHRAGM:INSPECT LIP FOR SETTLING, EROSION, ORCONCENTRATED FLOW. MAINTAIN EVEN STONELEVELS, REMOVE ANY WEEDS OR SHRUBS ORSEDIMENT AS NEEDED.1 JLS6/28/2023 REVISED GRAVEL WETLAND PRACTICE1 TP-6TP-7TP-5TP-8TP-4TP-2TP-1TP-3475'475'480'485'485'480'475'470'465'460'455'450'445'475'475'470'465'460'455'450'475'470'465'460'455'450'445'440'435'430'425'420'415'410'410'405'400'483.0'wwwwwSTONE RETAINING WALL & ST E P S STONE R E T A I N I N G W A L L 480'480'IPFSTWWWWC.O.STPS470'HINESBURG ROAD SETBACK50'SEQ-NR SETBACK30'SEQ-NR SIDE YARD SETBACK10'S EQ - NR R E AR Y A RD S E T B AC K 3 0 ' SEQ-NR SIDE YARD SETBACK10'TP-R-1TP-R-2TP-R-3TP-R-4TP-R-5TP-R-6TP-R-7TP-R-9TP-R-8TP-R-10TP-R-11DDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDD>>>>>473'475'486'477'479'479'480' 4 8 1 '481'468'467'466'465'464'463'462'461'466'472'473'476'477'436'437'438'439'440'441'475'478'479'480'481'482'483' 484'485' 487' 477' 478' 4 8 2 '481'481'481' 482' 483' 484' 485'474.7'474'474'474'BERMBERMBERMBERM449'450'452'451'453'454'455'456'457'458'459'460'461'462'463'464'465'467'468'469'470'471'>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>415'414'412'416'417'418'419'420'421'HINESBURG RD (VT 116)VeBFaCVeBFaE± 238'± 596'± 627'± 664'± 1,331' (along right of way)11 MEYER RESIDENCE SCALE:DATE: 6/28/2023 CHECKED BY: EJE REV. PROPOSED STORMWATER IMPERVIOUS AREA TREATMENT PLAN DATE DESCRIPTION BY CLIENT: 1731 HINESBURG ROAD SOUTH BURLINGTON, VT 05403 25 Star Point Terrace, Middlebury, VT 05753 (802) 236-8324 (802) 558-8317 Website: www.led-vt.com jsimpson@led-vt.com eerwin@led-vt.com DRAWN BY: JLSProject #: 22030 PROJECT: PROPOSED SITE DEVELOPMENTS 1" = 40' ·SITE PLANNING & DEVELOPMENT ·WASTEWATER ·WATER ·STORMWATER ·ANNUAL INSPECTIONS Drawing No.GENERAL LOCATION MAPSCALE: 1" = 3,000' ±SOILS MAPSCALE: 1" = 250' ±PROPERTY LINERIGHT-OF-WAYMAJOR CONTOUREXISTING TREE LINE170'UTILITY POLEGRAVEL DRIVE / PAVED ROADMINOR CONTOURFENCELINE - BARBED WIREOVERHEAD WIREohwohwohwDECIDUOUS TREECONIFEROUS TREENOTES:1.PROPERTY LINE INFORMATION IS APPROXIMATE ONLY AND TAKEN FROM THE VT NATURAL RESOURCE ATLAS GIS DATABASE.2.LANDMARK ENGINEERING & DESIGN, LLC. IS NOT RESPONSIBLE FOR INCORRECT INFORMATION PROVIDED BY OTHERS.3.THE PROPERTY LINES, EASEMENTS, AND OTHER REAL PROPERTY DESCRIPTIONS PROVIDED ON THIS SITE PLAN ARE FOR THE USE OF PERMITTING ONLY. THEY DO NOT DEFINE LEGAL RIGHTS OR MEET LEGAL REQUIREMENTS FOR A LAND SURVEY ASDESCRIBED IN 26V.S.A. S2502(4), AND SHALL NOT BE USED IN LIEU OF A SURVEY AS THE BASIS OF ANY LAND TRANSFER OR ESTABLISHMENT OF ANY PROPERTY RIGHT.4.ALL EXISTING UTILITIES SHOWN ARE APPROXIMATE. PRIOR TO CONSTRUCTION THE CONTRACTOR MUST VERIFY LOCATIONS OF ALL EXISTING UTILITIES.XXXXXXNPROJECTLOCATIONLEGENDR.O.W.IRON PIPE/REBAR FOUNDLANDMARK ENGINEERING & DESIGN, LLC.APPROXIMATEPROPERTY LINE172'PROPOSED TREE LINESTONE WALLFaC - Farmington extremely rocky loam, 5 to 20 percent slopes (HSG D)EVIDENCE OF LEDGE OUTCROPGUY WIREGRAPHIC SCALE01 INCH = FT.4040801602040N/FMEYER±10.01 ACEXISTING ACCESS DRIVE EXISTING WATER SERVICE PIPE(TO BE ABANDONED)AGRICULTURALFIELDFaE - Farmington extremely rocky loam, 20 to 60 percent slopes (HSG D)VeB - Vergennes clay, 2 to 6 percent slopes (HSG D)R.O.W.PROPOSEDENGINEEREDLEVEL SPREADER(SEE DETAIL)FENCELINE - STOCKADEDITCHLINE>>>ABANDONEDDISPOSAL FIELDEX'G. METAL OUTBUILDING(TO BE REMOVED)BARN3-BDRMA.L.U.R.O.W.R.O.W.R.O.W.CHEESEFACTORY RDVAN SICKLIN RDHINESBURG RD (VT 116)SO. BROWNELL RD.HINESBURG ROAD (VT 116)APPROXIMATEPROPERTY LINEAPPROXIMATEPROPERTYLINEPROPOSED#1731LEDGEOUTCROPS(TYP.)IPF (DISTURBED)ACCESSDRIVEGARAGEHOUSEBRZWYPORCH#1625PERMITTED MOUND-TYPEDISPOSAL SYSTEMPASTUREPASTUREN/FMcHENRY±6.0 ACN/FWILD TURKEY DIVIDE, LLC.±117.0 ACN/FMEYER±15.0 ACN/FMORWAY±195.0 ACTHINFORESTEDAREATHINFORESTEDAREAS = 0 . 0 2 F T / F T M I N . 72 L F O F 4 " D I A . S O L I D S C H 4 0 P V CPERMITTED MOUND-TYPEDISPOSAL SYSTEMS = 0 . 0 1 F T / F T M I N . 165 L F O F 4 " D I A . S O L I D S C H 4 0 P V C 1 0 0 ' D O R S E T P A R K S C E N I C V I E W P R O T E C T I O N O V E R L A Y D I S T R I C T B O U N D A R YTO BECONVERTEDTO DECKPROPOSED 12" DIA.HDPE N-12 PIPEPROPOSED 4-INCH MOUNDED BERMWITH 1.5-INCH STONE TRENCHFINISHED AT-GRADE ALONG FRONTEDGE FOR STABILIZATIONPROPOSED DROPINLET CATCH BASIN12" OUTLET INV.=472.9'(SEE DETAIL)PROPOSED OUTLETINV.=472.5'STABILIZED DISCHARGE OUTFALL2-INCH PVC FORCE MAINPROPOSED ENGINEEREDLEVEL SPREADER(SEE DETAIL E-9)PROPOSED SIMPLEDISCONNECTION AREASFOR ROOFTOP RUNOFF12'85'PROPOSED 6" DIA.SOLID SDR35 PVCC.O.C.O.C.O.PROPOSED GRAVEL WETLANDSTORMWATER TREATMENT PRACTICEPROPOSEDPERMANENTCHECK DAMS(TYP.)C.O.F O RAPPROVALEXG. BERMPROPOSED ENGINEEREDLEVEL SPREADER(SEE DETAIL E-9)PROPOSED SIMPLEDISCONNECTION AREA FORA.L.U. ROOFTOP RUNOFFPROPOSED PEA GRAVEL DIAPHRAGMPRETREATMENT & FILTER STRIPDISCONNECT AREA1413'412'411'413'414'415'415'UPLANDRUNOFFUPLANDRUNOFFUPLANDRUNOFFUPLANDRUNOFFUPLANDRUNOFFPROPOSED DRIVEWAY & PARKING AREA:RUNOFF FROM THIS HATCHED AREA SHALL BE CONVEYEDTO THE GRAVELWETLAND TREATMENT PRACTICE VIACATCH BASIN, CULVERT & ROCK-LINED SWALESPRIMARY RESIDENCE ROOFTOP AREA:RUNOFF FROM THIS HATCHED AREA SHALL BECONVEYED TO THE SIMPLE DISCONNECTION PRACTICEVIA DRIP EDGE COLLECTION & UNDERGROUND PIPINGEXISTING & PROPOSED DRIVEWAY AREA:RUNOFF FROM THIS HATCHED AREA SHALL SHEET FLOW TOTHE ROCK-LINED SWALE WITH PERMANENT CHECK DAMSA.L.U. RESIDENCE ROOFTOP AREA:RUNOFF FROM THIS HATCHED AREA SHALL BE CONVEYEDTO THE SIMPLE DISCONNECTION PRACTICE VIA GUTTERS,DRIP EDGE COLLECTION & SHALLOW UNDERGROUND PIPINGEX'G. A.L.U. RESIDENCE PARKING AREA:RUNOFF FROM THIS HATCHED AREASHALL SHEET FLOW TO THE PEA-GRAVELDIAPHRAGM PRETREATMENT & SIMPLEDISCONNECTION PRACTICEAATHE STORMWATER RUNOFF FROM THIS AREA (775 SQ.FT.) HAS BEEN TREATED VIASIMPLE DISCONNECTION TO OFFSET AN EQUAL PORTION OF THE PROPOSED DRIVEWAYIN ACCORDANCE WITH THE SITE BALANCING REQUIREMENTS OF SECTION 13.05 IN THESOUTH BURLINGTON LAND DEVELOPMENT REGULATIONS.1 7/13/2023 DEPICTED SITE BALANCING REQUIREMENTS JLS1BB M E Y E R R E S I D E N C E 1 7 3 1 H I N E S B U R G R O A D S . B U R L I N G T O N , V E R M O N T © MEYER - EXTERIOR DOOR SCHEDULENUMBERSIZEWIDTH ROUGH OPENINGHEIGHT ROUGH OPENING HEADHEIGHTJAMBSTICKINGCASINGEXTERIOR COLORQUANTITY004AOHD 9090BRANDINTERIOR COLORGLAZINGHARDWARE FINISHSCREEN9'-2 1/2"9'-2 1/2"9'-2 1/2"-1----004BOHD 9090004COHD 9090102A9080 (9'-0" x 8'-0 1/2")103A103B103C107A9'-2 1/2"9'-2 1/2"9'-2 1/2"--9'-2 1/2"9'-2 1/2"9'-2 1/2"-1---9'-1"8'-1 5/8"8'-0 1/4"1-1--1-1-1-1---YESYESYESYESYES100A30803'-2 1/2"8'-2 1/2"8'-2 1/2"-1---NONE100B30703'-2 1/2"7'-2 1/2"7'-2 1/2"--1--NONEMEYER RESIDENCE - WINDOW SCHEDULEMARKCALL-NUMBERW H(INCHES)WIDTH ROUGH OPENINGHEIGHT ROUGH OPENING HEADHEIGHTJAMBSTICKINGCASINGSILLEXTERIOR COLORQUANTITYAB51BRANDCDEFGHJLMNO1PQIST-SCHUECO AWS 75INTERIOR COLORGLAZINGHARDWARE FINISH(UNUSED)---------F 3615.53'-1"1'-4 1/2"8'-6"SQUARE3-TRIPLE PANE---T 36405TRIPLE PANE-(2) TT 36521TRIPLE PANE-F 9672 T1TRIPLE PANE-F 9619.251TRIPLE PANE-F 10819.259'-1"1'-8 1/4"9'-10 1/4"SQUARE-5TRIPLE PANE-(2) TT 3672 ET1TRIPLE PANE-F 5463 / F 5432 T4'-7"8'-0"8'-0"SQUARE2TRIPLE PANE-(2) TT 3664 E6'-1"5'-5"SQUARE3TRIPLE PANE-F 54634'-7"5'-4"18'-2 1/2"SQUARE2TRIPLE PANE-TT 4663 / F 746310'-1"5'-4"8'-0"SQUARE1TRIPLE PANE-TT 3664 E3'-1"5'-5"7'-10 1/2"SQUARE1TRIPLE PANE-T 3248 T2'-9"4'-1"8'-0"SQUARE2TRIPLE PANE-F 4019.253'-5"1TRIPLE PANE-TT 2464TRIPLE PANE---------------SCREEN-----------------------RTT 4072 ET3'-5"6'-1 1/4"1TRIPLE PANE-----------12'-1"5'-5"7'-10 1/2"2TRIPLE PANE---KP 2484 T8'-1"6'-1 1/4"8'-0 1/4"SQUARE--8'-1"1'-8 1/4"9'-10 1/4"SQUARE----SUBFLOOR (OR SLAB)TO R.O. HEAD3'-1"3'-5"8'-2 1/2"SQUARE--6'-1"4'-5"8'-0"SQUARE--FULLFULL---6'-1"6'-1 1/4"8'-0 1/4"SQUARE--FULL2'-1"7'-1"8'-0 1/2"SQUARE---VWXYAAABTT 2464 / F 48646'-1"6'-1"7'-10 1/2"1TRIPLE PANE-TT 3664 E / F 3664 /TT 3664 E9'-1"5'-5"7'-10 1/2"2TRIPLE PANE-TT 36643'-1"5'-5"7'-10 1/2"1TRIPLE PANE-TT 24482'-1"4'-1"7'-10 1/2"1TRIPLE PANE-F 4064 / TT 4064 T3'-5"10'-9"SECOND: 7'-10 1/2"1TRIPLE PANE-TT 4064 ETRIPLE PANE-------Z(2) TT 2848 E4'-9"4'-1"6'-8 1/2"1TRIPLE PANE--------53'-5"5'-5"7'-10 1/2"-F 7224TRIPLE PANE---26'-1"2'-1"-ACTT 3664 E / F 7264 T / TT 3664 ETRIPLE PANE-FULL / - / FULL-212'-1"5'-5"8'-1 1/4"--FULLSECOND: 7'-10 1/2"-FULLFULLSQUARE--SQUARE--SQUARE--SQUARE--SQUARE--SQUARE--SQUARE--SQUARE--SQUARE--SQUARE--SQUARE--SQUARE--FULLFULL-8'-0 1/4"FULLUFULL / -FULL / - / FULLFULLFULLFULLFULLFULLTOTAL----------------------------------------14TOTALEGRESS WINDOWSA MINIMUM OF ONE, BUT NOT ALL SIZES MAY BE USED ON THIS PROJECT IN ALLAREAS WHERE REQUIRED BY LOCAL CODE AS A SECONDARY MEANS OF ESCAPE:BNCA 2641 (CASEMENT) WINDOW - 27" WIDE X 45" HIGH CLEAR OPENING - 8.44 SFNOTE:MAX U-FACTOR, AIR LEAKAGE AND SHGC PERIECC-2015 W/VERMONT AMENDMENTS.****REFERENCE TABLE R-402.1.2 & R402.1.4 ANDSECTION R402.4.3****004D26702'-8 1/2"7'-2 1/2"7'-2 1/2"-1---NONE----SCHUECO ASE 80.HI-J1F 7219.251TRIPLE PANE---6'-1"SQUARE---7'-10 1/2"MEYER - INTERIOR DOOR SCHEDULENUMBERSIZEWIDTH ROUGH OPENINGHEIGHT ROUGH OPENING HEADHEIGHTJAMBSTYLECASINGDOOR FINISHQUANTITY000A3070BRANDCASING FINISHGLAZINGHARDWARE FINISHHARDWARE TYPE3'-2 1/2"7'-2 1/2"7'-2 1/2"--16 5/8"-----PR HINGE001A3070003A3070104A3070105A3070201A2670202A3070203A26703'-2 1/2"7'-2 1/2"7'-2 1/2"*6'-1 1/2"7'-2 1/2"7'-2 1/2"2'-8 1/2"7'-2 1/2"7'-2 1/2"2'-8 1/2"7'-2 1/2"7'-2 1/2"1---3'-2 1/2"7'-2 1/2"7'-2 1/2"1--3'-2 1/2"7'-2 1/2"7'-2 1/2"1--1--1-1-1-23TOTALPR HINGEPR HINGEPR HINGEPOCKETPR HINGEPR HINGEPR HINGE101A2870*4'-9 1/2"7'-2 1/2"7'-2 1/2"1--POCKET------------------------------------------6 5/8"6 5/8"6 5/8"6 5/8"6 5/8"6 5/8"6 5/8"6 5/8"203B(2) 2068206A3070206BPR 2670206CPR 2670207A2670208A30704'-2 1/2"6'-10 1/2"6'-10 1/2"5'-2 1/2"7'-2 1/2"7'-2 1/2"5'-2 1/2"7'-2 1/2"7'-2 1/2"7'-2 1/2"7'-2 1/2"3'-2 1/2"7'-2 1/2"7'-2 1/2"1--2'-8 1/2"7'-2 1/2"7'-2 1/2"1--1--1-1-1-(2) PR HINGEPR HINGE(2) PR HINGE(2) PR HINGEPR HINGE204A26702'-8 1/2"7'-2 1/2"7'-2 1/2"1--PR HINGE205A30703'-2 1/2"7'-2 1/2"7'-2 1/2"1--PR HINGE-------------------------------------------4 5/8"4 5/8"4 5/8"6 5/8"4 5/8"4 5/8"4 5/8"6 5/8"209A3070210A3070210B2470210C2470*6'-1 1/2"7'-2 1/2"7'-2 1/2"*6'-1 1/2"7'-2 1/2"7'-2 1/2"*4'-1 1/2"7'-2 1/2"7'-2 1/2"*4'-1 1/2"7'-2 1/2"7'-2 1/2"1--1-1-1-POCKETPOCKETPOCKETPOCKET-----------------------6 5/8"6 5/8"6 5/8"6 5/8"3'-2 1/2"7'-2 1/2"7'-2 1/2"002A26702'-8 1/2"7'-2 1/2"1--PR HINGE7'-2 1/2"-----6 5/8"301A1-------30683'-2 1/2"4 5/8"PR HINGE*6'-1 1/2"POCKET6'-10 1/2"6'-10 1/2"-(UNUSED)--------------(UNUSED)---------------------------------------SCHUECO AWS 75SCHUECO AWS 75SCHUECO AWS 75SCHUECO AWS 75SCHUECO AWS 75SCHUECO AWS 75SCHUECO AWS 75SCHUECO AWS 75SCHUECO AWS 75SCHUECO AWS 75SCHUECO AWS 75SCHUECO AWS 75SCHUECO AWS 75SCHUECO AWS 75SCHUECO AWS 75SCHUECO AWS 75SCHUECO AWS 75SCHUECO AWS 75SCHUECO AWS 75SCHUECO AWS 75SCHUECO AWS 75SCHUECO AWS 75SCHUECO AWS 75SCHUECO AWS 75SCHUECO AWS 75SCHUECO AWS 751'-8 1/4"9'-10 1/4"ATTIC: 8'-1 1/4"1'-8 1/4"9'-10 1/4"003B26702'-8 1/2"7'-2 1/2"-1--NONE----7'-8 3/4" ABV. SLABCUSTOM9080 (9'-0" x 8'-0 1/2")9'-1"9080 (9'-0" x 8'-0 1/2")9'-1"9080 (9'-0" x 8'-0 1/2")9'-1"9080 (9'-0" x 8'-0 1/2")9'-1"107B1-YES----9080 (9'-0" x 8'-0 1/2")9'-1"103D1-YES----9080 (9'-0" x 8'-0 1/2")9'-1"--------------SCHUECO ASE 80.HISCHUECO ASE 80.HISCHUECO ASE 80.HISCHUECO ASE 80.HISCHUECO ASE 80.HISCHUECO ASE 80.HI8'-0 1/4"8'-0 1/4"8'-0 1/4"8'-0 1/4"8'-0 1/4"8'-0 1/4"8'-1 5/8"8'-1 5/8"8'-1 5/8"8'-1 5/8"8'-1 5/8"8'-1 5/8"O2TT 4663 / F 746310'-1"5'-4"8'-0"SQUARE1TRIPLE PANE-----FULL-SCHUECO AWS 75M E Y E R R E S I D E N C E 1 7 3 1 H I N E S B U R G R O A D S . B U R L I N G T O N , V E R M O N T © NORTH1' 3' 5' SQUARE FOOT: FINISHED SPACE FIRST FLOOR LIVING: 2160SF ENTRY: 288SF OFFICE: 1040SF SECOND FLOOR: 2456SF TOTAL: 5944SF UNFINISHED INTERIOR: GARAGE: 1040SF ATTIC: 2160SF BASEMENT: 2160SF TOTAL: 5360SF EXTERIOR: MAIN DECK: 429SF ENTRY PORCH: 80SF OFFICE DECKS: 96SF TOTAL: 605SF PROJECT TOTAL: 11909SF 004 GARAGE 002 STORAGE UP UP 003 STORAGE 000 STORAGE MECH. CHASE ABOVE 3070 001A 3070 003A 9090 004A 9090 004B 9090 004C F 3615.5 D F 3615.5 D F 3615.5 D T 3640 E T 3640 E T 3640 E T 3640 E T 3640EA107 1 A110 2 A110 1 A109 1 DN 2670 004D 100'-0" LOWER LEVEL TOP OF SLAB 104'-6 1/2" GARAGE TOP OF SLAB 100'-0" LOWER LEVEL TOP OF SLAB 3070 000A 001 MECHANICAL AND BATTERY STORAGE 2670 002A 2670 003B A108 2 MEYER RESIDENCE1731 HINESBURG ROADS. BURLINGTON, VERMONT© NORTH1' 3' 5' SQUARE FOOT: FINISHED SPACE FIRST FLOOR LIVING: 2160SF ENTRY: 288SF OFFICE: 1040SF SECOND FLOOR: 2456SF TOTAL: 5944SF UNFINISHED INTERIOR: GARAGE: 1040SF ATTIC: 2160SF BASEMENT: 2160SF TOTAL: 5360SF EXTERIOR: MAIN DECK: 429SF ENTRY PORCH: 80SF OFFICE DECKS: 96SF TOTAL: 605SF PROJECT TOTAL: 11909SF DW UP 106 DECK FIREPLACE COFFEE 107 OFFICE 100 FOYER 105 BATH 104 PANTRY 103 KITCHEN 102 LIVING 101 CLOSET DECK DN UP CUBBIES + BENCHCAT DOOR A107 1 A110 2 A110 1 A109 1 WALL OVEN DNCAT LITTER PATIO PORCH BOOKS BOOKS(2) TT 3652FF 10819.25 I 9080 103A F 10819.25 I 9080 103B F 10819.25 I 9080 103C 3070 104A 3070 105A 2870 101A 3070 100B 9080 107A P 9672 T G P 9619.25 H (2) TT 3672 ET J F 2484 T K F 2484 T K 3080 100A F 5463 / F 5432T L F 5463 N T 3248 T Q T 3248 T Q 9080 102A F 10819.25 I TT 4072 ET R F 4019.25 S F 4064 / TT 4064 T AA SIDEBOARD FURNISHED BY OWNER U.C. REF. F 5463 / F 5432T L TT 4663 / F 7463 O1 F 7463 / TT 4663O2110'-1 1/4" MAIN LEVEL SUBFLOOR 116'-4 1/4" OFFICE LEVEL SUBFLOOR 110'-1 1/4" MAIN LEVEL SUBFLOOR F 72119.25 J1 F 5463 N A108 2 5270 100C F 10819.25I9080103DTV / PROJECTOR UP DECK 9080 107B MEYER RESIDENCE1731 HINESBURG ROADS. BURLINGTON, VERMONT© NORTH1' 3' 5' SQUARE FOOT: FINISHED SPACE FIRST FLOOR LIVING: 2160SF ENTRY: 288SF OFFICE: 1040SF SECOND FLOOR: 2456SF TOTAL: 5944SF UNFINISHED INTERIOR: GARAGE: 1040SF ATTIC: 2160SF BASEMENT: 2160SF TOTAL: 5360SF EXTERIOR: MAIN DECK: 429SF ENTRY PORCH: 80SF OFFICE DECKS: 96SF TOTAL: 605SF PROJECT TOTAL: 11909SF LINEN 203 BATH UP KINGSAUNA STUDY DN LINEN 209 WALK-IN CLOSET 204 CLOSET 202 BEDROOM 201 HALL 206 GUEST BEDROOM 205 LAUNDRY 208 PRIMARY BEDROOM 207 GUEST BATH 210 BATHROOM CHASE STAIR BELOW TT 2464TTT 2464 / F 4864VTT 3664 E / F 3664 / TT 3664 E W TT 3664 E / F 3664 / TT 3664 E W TT 3664 E P TT 3664 X TT 2448 Y (2) TT 3664 E M (2) TT 3664 EM(2) TT 2848 E Z F 4064 / TT 4064 T AA 2670 204A 2670 203A (2) 2068 203B 2670 201A 3070 206A (2) 2670 206C (2) 2670 206B 3070 205A 3070 208A 3070 210A 2470 210B 2470 210C 3070 209A A107 1 A110 2 A110 1 A109 1 QUEEN KING TT 4064 EABTT 4064 EABTT 4064 E AB TT 4064 E AB F 7224 U TT 4064 E AB F 7224 U A108 2 3070 202A 2670 207A SAUNA 121'-2 1/4" UPPER LEVEL SUBFLOOR MEYER RESIDENCE1731 HINESBURG ROADS. BURLINGTON, VERMONT© NORTH1' 3' 5' SQUARE FOOT: FINISHED SPACE FIRST FLOOR LIVING: 2160SF ENTRY: 288SF OFFICE: 1040SF SECOND FLOOR: 2456SF TOTAL: 5944SF UNFINISHED INTERIOR: GARAGE: 1040SF ATTIC: 2160SF BASEMENT: 2160SF TOTAL: 5360SF EXTERIOR: MAIN DECK: 429SF ENTRY PORCH: 80SF OFFICE DECKS: 96SF TOTAL: 605SF PROJECT TOTAL: 11909SF P 5664 O OPEN TO BELOW P 5664 O HEADROOM < 6'-8" HEADROOM < 6'-8" 126'-4 1/4" OFFICE LOFT SUBFLOOR DN DN (2) TT 3664 EMTT 3664 E / F 7264 T / TT 3664 E AC A110 1 A109 1 3068 301A TT 3664 E / F 7264 T / TT 3664 E AC 130'-8 1/4" ATTIC LEVEL SUBFLOOR MEYER RESIDENCE1731 HINESBURG ROADS. BURLINGTON, VERMONT© 110'-2" MAIN LEVEL FINISH FLOOR 100'-0" BASEMENT FINISH FLOOR 121'-3" UPPER LEVEL FINISH FLOOR 116'-5" OFFICE FINISH FLOOR 104'-6 1/2" GARAGE SLAB 130'-9" ATTIC LEVEL FINISH FLOOR T 3640 E F 3615.5 D F 3615.5 D F 3615.5 D 9090 004A 9090 004B 9090 004C F 10819.25 I 9080 103A F 10819.25 I 9080 103B F 10819.25 I 9080 103C F 9672 T G F 9619.25 H (2) TT 3672 ET J P 2484 T K P 2484 T K F 5463 N TT 3664 E / F 3664 / TT 3664 E W TT 3664 E / F 3664 / TT 3664 E W TT 3664 E P TT 3664 X TT 2448 Y (2) TT 3664 E M (2) TT 2848 E Z TT 3664 E / F 7264 T / TT 3664 E AC 9080 107A F 7219.25 J1 F 5463 / F 5432 T L F 5463 / F 5432 T L PHOTOVOLTAIC PANELS 126'-5" OFFICE LOFT FINISH FLOOR TT 4663/F 7463 O1 MEYER RESIDENCE1731 HINESBURG ROADS. BURLINGTON, VERMONT© 110'-2" MAIN LEVEL FINISH FLOOR 100'-0" BASEMENT FINISH FLOOR 121'-3" UPPER LEVEL FINISH FLOOR T 3640 E T 3640 E T 3640 E T 3248 T Q T 3248 T Q TT 4072 ET R F 4019.25 S F 10819.25 I 9080 103A F 4064 / TT 4064 T AA F 7224 U F 7224 U TT 4064 E AB 130'-9" ATTIC LEVEL FINISH FLOOR PHOTOVOLTAIC PANELS 9080 107B TT 3664 E / F 7264 T / TT 3664 E AC F 5463 N TT 4064 E AB TT 4064 E AB MEYER RESIDENCE1731 HINESBURG ROADS. BURLINGTON, VERMONT© 14" TJI / FLOOR TRUSS14" TJI / FLOOR TRUSS(2) TT 3652FTT 2464TTT 2464 / F 4864V(2) CA 3664 EM110'-2"MAIN LEVEL FINISH FLOOR100'-0"BASEMENT FINISH FLOOR121'-3"UPPER LEVEL FINISH FLOORDROPPED CEILING,HEIGHT VARIESF 10819.25I9080103DPHOTOVOLTAIC PANELS(2) CA 3664 EMTT 4064 EABTT 4064 EAB130'-9"ATTIC LEVEL FINISH FLOOR© M E Y E R R E S I D E N C E 1 7 3 1 H I N E S B U R G R O A D S . B U R L I N G T O N , V E R M O N T 116'-5"OFFICE FINISH FLOOR104'-6 1/2"GARAGE SLAB1 1 7 / 8 " T J I EXTERIOR WALL (R-42 NOMINAL)-TBD SIDING + HORIZ. STRAPPING-1X VERTICAL STRAPPING-3" KINGSPAN KOOLTHERM K15INSULATION (R-20)-HOUSEWRAP-1/2" SHEATHING (TAPED SEAMS)-2x6 @ TBD O.C.-2X6 ROXUL COMFORTBATT (R-22)-1/2" GWBFOUNDATION WALL-TBD INSULATION-DAMPPROOFING-TBD" REINFORCED CONC. WALLROOF (R-59 NOMINAL)-STANDING SEAM METAL ROOF-UNDERLAYMENT-6" THERMAPAN NAILBASE (R-29)-5/8" PLYWOOD SHEATHING-11 78" TJI @ TBD O.C.-2X8 ROXUL COMFORTBATT (R-30)-SMART VAPOR MEMBRANE-TBD CEILING FINISHFLOOR CAVITY (R-55 NOMINAL)-3/4" FINISH FLOORING-1 1/8" PLYWOOD SUBFLOOR-11 78" TJI-5" SPRAYED FOAM, MIN. (R-32)-2X4 ROXUL COMFORTBATT (R-23)116'-5"OFFICE FINISH FLOOR104'-6 1/2"GARAGE SLAB126'-5"OFFICE LOFT FINISH FLOORT 3640E126'-5"OFFICE LOFT FINISH FLOORF 7463/TT 4663O2© M E Y E R R E S I D E N C E 1 7 3 1 H I N E S B U R G R O A D S . B U R L I N G T O N , V E R M O N T 116'-5" OFFICE FINISH FLOOR 104'-6 1/2" GARAGE SLAB 11 7 8" TJI 14" TJI / FLOOR TRUSS 3/4" ADVANTECH SUBFLOOR 3/4" FINISH FLOOR HSS STEEL COL., TYP. 110'-2" MAIN LEVEL FINISH FLOOR 100'-0" BASEMENT FINISH FLOOR 121'-3" UPPER LEVEL FINISH FLOOR 130'-9" ATTIC LEVEL FINISH FLOOR W14x34 SLAB (R-20 NOMINAL) -3" KINGSPAN GREENGUARD LG INSULATION (R-15) -15 MIL. VAPOR BARRIER -4" REINFORCED CONCRETE SLAB -TBD FLOOR FINISH -PROVIDE 3" INSULATION AT SLAB EDGE (R-15) EXTERIOR WALL (R-42 NOMINAL) -TBD SIDING + HORIZ. STRAPPING -1X VERTICAL STRAPPING -3" KINGSPAN KOOTHERM K15 INSULATION (R-20) -HOUSEWRAP -1/2" SHEATHING (TAPED SEAMS) -2x6 @ TBD O.C. -2X6 ROXUL COMFORTBATT (R-22) -1/2" GWB FOUNDATION WALL (R-36.8 NOMINAL) -DAMPPROOFING -8" REINFORCED CONC. WALL -3" KINGSPAN KOOLTHERM K9 (R-21.8) -1" AIR SPACE -2x4 AT 24" O.C. -2X4 ROXUL COMFORTBATT (R-15) -1/2" GWB ROOF (R-59 NOMINAL) -STANDING SEAM METAL ROOF -UNDERLAYMENT -6" THERMAPAN NAILBASE (R-29) -5/8" PLYWOOD SHEATHING -11 78" TJI @ TBD O.C. -2X8 ROXUL COMFORTBATT (R-30) -SMART VAPOR MEMBRANE -TBD CEILING FINISH OFFICE FLOOR (R-51 NOMINAL) -FLOOR FINISH TBD -3/4" SUBFLOOR -11 78" TJI -5" MIN SPRAYED FOAM (R-32) -5 1/2" FIBERGLASS BATT (R-19) -1/2" GWB CEILING OFFICE WALL (R-32 NOMINAL) -1/2" GWB -5 12" FRAMING -5" MIN SPRAYED FOAM (R-32) -1/2" GWB OFFICE SHELF (R-32 NOMINAL) -1/2" GWB -3/4" PLYWOOD -5 12" FRAMING -5" MIN SPRAYED FOAM (R-32) -1/2" GWB 4" RIGID FOAM OR SPRAYED FOAM AT RIM JOIST STAIR LANDING FLOOR (R-47 NOMINAL) -FLOOR FINISH TBD -3/4" SUBFLOOR -2X10 JOISTS -5" MIN SPRAYED FOAM (R-32) -2X4 ROXUL COMFORTBATT (R-15) -1/2" GWB CEILING W8x10 (NON-STRUCTURAL), TYP. 11 7 8" TJI 11 7 / 8 " T J I 126'-5" OFFICE LOFT FINISH FLOOR 14" TJI / FLOOR TRUSS 14" TJI / FLOOR TRUSS MEYER RESIDENCE1731 HINESBURG ROADS. BURLINGTON, VERMONT© 116'-5"OFFICE FINISH FLOOR104'-6 1/2"GARAGE SLAB11 7 / 8 " T J I 11 7/8 " TJI14" TJI / FLOOR TRUSS14" TJI / FLOOR TRUSS14" TJI / FLOOR TRUSSW8X10 (NON-STRUCTURAL)TUBE STEEL COL., TYP.110'-2"MAIN LEVEL FINISH FLOOR100'-0"BASEMENT FINISH FLOOR121'-3"UPPER LEVEL FINISH FLOOR130'-9"ATTIC LEVEL FINISH FLOORSLAB (R-20 NOMINAL)-3" GREENGUARD LG INSULATION(R-15)-15 MIL. VAPOR BARRIER-4" REINFORCED CONCRETE SLAB-TBD FLOOR FINISH-PROVIDE 3" INSULATION AT SLABEDGE (R-15)W14X34EXTERIOR WALL (R-42 NOMINAL)-TBD SIDING + HORIZ. STRAPPING-1X VERTICAL STRAPPING-3" KINGSPAN KOOLTHERM K15INSULATION (R-20)-HOUSEWRAP-1/2" SHEATHING (TAPED SEAMS)-2x6 @ TBD O.C.-2X6 ROXUL COMFORTBATT (R-22)-1/2" GWBFOUNDATION WALL (R-36.8 NOMINAL)-DAMPPROOFING-8" REINFORCED CONC. WALL-3" KINGSPAN KOOLTHERM K9 (R-21.8)-1" AIR SPACE-2x4 AT 24" O.C.-2X4 ROXUL COMFORTBATT (R-15)-1/2" GWBROOF (R-59 NOMINAL)-STANDING SEAM METAL ROOF-UNDERLAYMENT-6" THERMAPAN NAILBASE (R-29)-5/8" PLYWOOD SHEATHING-11 78" TJI @ TBD O.C.-2X8 ROXUL COMFORTBATT (R-30)-SMART VAPOR MEMBRANE-TBD CEILING FINISHGARAGE SLAB-3" GREENGUARD LG INSULATION(R-15)-15 MIL. VAPOR BARRIER-4" REINFORCED CONCRETE SLABEXTERIOR WALL (R-42 NOMINAL)-TBD SIDING + HORIZ. STRAPPING-1X VERTICAL STRAPPING-3" KINGSPAN KOOLTHERM K15INSULATION (R-20)-HOUSEWRAP-1/2" SHEATHING (TAPED SEAMS)-2x6 @ TBD O.C.-2X6 ROXUL COMFORTBATT (R-22)-1/2" GWBFOUNDATION WALL AT GARAGE-DAMPPROOFING-TBD" REINFORCED CONC. WALLROOF (R-59 NOMINAL)-STANDING SEAM METAL ROOF-UNDERLAYMENT-6" THERMAPAN NAILBASE (R-29)-5/8" PLYWOOD SHEATHING-11 78" TJI @ TBD O.C.-2X8 ROXUL COMFORTBATT (R-30)-SMART VAPOR MEMBRANE-TBD CEILING FINISHFLOOR CAVITY (R-55 NOMINAL)-3/4" FINISH FLOORING-3/4" PLYWOOD SUBFLOOR-11 78" TJI-5" SPRAYED FOAM, MIN. (R-32)-2X4 ROXUL COMFORTBATT (R-23)FOUNDATION WALL (R-36.8 NOMINAL)-DAMPPROOFING-TBD" REINFORCED CONC. WALL-3" KINGSPAN KOOLTHERM K9 (R-21.8)-1" AIR SPACE-2x4 AT 24" O.C.-2X4 ROXUL COMFORTBATT (R-15)-1/2" GWB126'-5"OFFICE LOFT FINISH FLOORM E Y E R R E S I D E N C E 1 7 3 1 H I N E S B U R G R O A D S . B U R L I N G T O N , V E R M O N T © W8X10282102102424282828282826262x6 WALL FRAMING BEYOND2x6 WALL FRAMING BEYOND2x6 WALL FRAMING BEYOND2x6 WALL FRAMING BEYONDM E Y E R R E S I D E N C E 1 7 3 1 H I N E S B U R G R O A D S . B U R L I N G T O N , V E R M O N T © 483-0" MAIN LEVEL FINISH FLOOR 472'-10" BASEMENT FINISH FLOOR 494'-1" UPPER LEVEL FINISH FLOOR 489'-3" OFFICE FINISH FLOOR 477'-4 1/2" GARAGE SLAB 503'-7" ATTIC LEVEL FINISH FLOOR T 3640 E 9090 004A 9090 004B 9090 004C F 10820 I 9080 103A F 10820 I 9080 103B F 10820 I 9080 103C F 9672 T G F 9620 H (2) TT 3672 ET J P 2484 T K P 2484 T K F 5463 N TT 3664 E / F 3664 / TT 3664 E W TT 3664 E / F 3664 / TT 3664 E W TT 3664 E P TT 3664 X TT 2448 Y (2) TT 3664 E M (2) TT 2848 ET Z TT 3664 E / F 7264 T / TT 3664 E AC 9080 107A F 7220 J1 F 5463 / F 5430.75 T L F 5463 / F 5430.75 T L PHOTOVOLTAIC PANELS TT 4663/F 7463 O1 484' EXG. AVG GRADE 485' EXG. GRADE 483' EXG. GRADE MEYER RESIDENCE1731 HINESBURG ROADS. BURLINGTON, VERMONT© ATTACHMENT G Typical Solutions to Prevent or Control Sediment and Erosion TYPICAL SOLUTIONS TO PREVENT OR CONTROL SEDIMENT AND EROSION STOCKPILES • Cover small stockpiles with a tarp when not being used. • Install silt fencing or other appropriate devices around the stockpiles to filter sediment. • Cover stockpiles with straw or other approved mulching material. • Plan to remove any unusable material as soon as possible from the site to an approved location. • Plant grass and mulch stockpiles that will be on site for more than 14 days. • Cover, vegetate or install erosion matting on stockpiles that will remain disturbed over the winter. DISTURBED AREAS • Maintain vegetated buffers around disturbed areas. • Install silt fencing or other appropriate devices to filter sediment washing off from disturbed areas. Remember that the bottom of the silt fence must be “keyed in” (dug into ground) to work correctly. • To prevent sediment from running off your site via your driveway (or other paved areas where you can’t install silt fence) use a row of hay bales or tube sand. • Cover disturbed areas as soon as possible with straw or other approved mulching material. Use erosion control matting in high wind, traffic or slopes steeper than 3:1 (horizontal to vertical), and follow the manufacturer’s guidelines staple the matting down. • Plant grass and mulch or use erosion control matting all disturbed areas that will remained exposed for more than 14 days. • Cover, vegetate or install erosion matting on areas that will remain disturbed over the winter. • Protect ditches, catch basins or water bodies off-site by using silt fencing, gravel check dams or other approved sediment control methods. CONSTRUCTION VEHICLES • Do not park construction vehicles on City owned green space. Vehicles disturb vegetation and compact the soil, thereby reducing its ability to infiltrate stormwater. Any green belt disturbance will need to be permanently stabilized with grass seed and erosion control matting. • Prevent sediment from leaving the project by cleaning the tires of vehicles, or use clean gravel at project access points to clean tires. • Sweep city streets, sidewalks and bike paths daily or as needed to remove sediment transported from the project. RESOURCES The Vermont Handbook for Erosion Prevention and Sediment Control at: http://vtwaterquality.org/stormwater/docs/construction/sw_low_risk_site_handbook.pdf The City of Burlington Stormwater Program Page at https://www.burlingtonvt.gov/DPW/Stormwater-Management/ ATTACHMENT H Ledge Tech Blasting Plan 4783 East Hill, North Troy, VT 05859 PH: 802.673.5794 E: ledgetechdb@gmail.com BLASTING PLAN & PROCEDURE 1731 Hinesburg Rd, South Burlington, VT, 05401 DATE: 11/23/2022 To whom it may concern: Silver Maple Construction has contracted with Ledge Tech Drilling and Blasting for ledge removal at 1731 Hinesburg Rd., South Burlington, VT 05401. The Blasting Plan and Procedures will outline the detail in which work will be performed, and the safety precautions that will be observed. All blasting will be done in a safe and efficient manner, by trained and competent Blasters. All work will be conducted in compliance with all applicable VOSHA requirements related to blasting, NFPA No. 295. Blaster Qualifications – The Superintendent in charge will be Isaac Bathalon. Additional Blasting Supervisor is Colton Boylan. All blasters are licensed in the State of Vermont and have received various amounts of training in safe use and handling of explosives. Additionally, all employees are familiar with all OSHA, MSHA, State and Federal Regulations regarding construction site safety, including transportation, use and handling of explosive materials. Blaster Experience Record – Isaac Bathalon has over 21 years of experience as a blaster. Colton Boylan has over 8 years of experience. On Site Explosive Storage- All explosives, blasting agents and initiation devices will be stored during the day in truck magazines. Magazines will be kept locked at all times, except when materials are removed for use at the blast site. Detonators will be isolated from the explosives by a separate compartment designed to IME SLP No. 22 Standards. The vehicles having explosives will be equipped with warning placards and fire extinguishers. Pre-Blast Surveys – This project will only include one pre-blast survey, at 1731 Hinesburg Rd. The residence is located approximately 300 ft from the area to be blasted. Vibration Monitors – A PMT eXAD-8 Blasting Seismograph will be used. This will monitor ground vibration, airblast, and wave frequencies. Vibration Levels – Vibration levels will be below state standards of 2 inches per second. Once the blasting work has been completed, blast monitoring reports, including seismograph readings will be submitted to show the maximum peak particle velocity of 2.0 inches per second was not exceeded for any blast, as required by the Public Works Department. Specifics of Proposed Blasting Procedures – A 2 ¾” drill bit will be used to drill holes, with a 5’ X 5’ pattern of spacing and burden for mass blasting. A staggered pattern will be used for trench rock. All holes will be drilled to a predetermined depth as needed. Drill holes will be located at least 2 ft. outside of blast area and at least 2 ft. below grade. Explosives Amounts – An estimate of 7-10 lbs of explosives per hole with 16lbs max per delay and maximum pounds will be determined by the number of holes detonated per blast. Type of Detonators – Non-electric blasting caps are used with 25 milliseconds between holes. A 450 volt blasting machine will detonate the blast. Initial Test Blast – The initial test blast will be determined on site by the blasting supervisor. Stemming Stone – ⅜” stemming will be used in each hole. Blast Cover – Blasting mats will be used to cover the blast area where needed. Clearance of Blast Site- A standard procedure is to clear the blast area of all personnel and equipment, block roads and post guards to access ways into the blast area at time of detonation, and will be enforced. Audible Advance Signals – Warning whistles will be used on site to notify workers and the general public of the impending blast. Blasting procedure cards will be given to all nearby residents if necessary. 3 Whistles – Blast within 5 minutes 2 Whistles – Blast within 2 minutes 1 Whistle – All Clear All blasting will take place between 7:00 am and 5:00 pm. In accordance with Section 2.4 F of the Public Works Specifications, “Hours of Operations” shall be limited to Monday through Friday, excluding Saturdays, Sundays, and holidays. The blasting is scheduled to begin the second week of December. We estimate five days for blasting. 25 Star Point Terrace, Middlebury, VT 05753 • 802-236-8324 • led-vt.com MEMORANDUM To: Marla Keene, Development Review Planner, City of South Burlington, VT From: Jamie L. Simpson, P.E., Landmark Engineering & Design, LLC. File: Zoning Permit Review (ZP-22-452) Date: January 24, 2023 (Revised: February 3, 2023) Re: Section 12.02, E., (2), (a-e) of the South Burlington Land Development Regulations (SBLDR) Introduction Landmark Engineering & Design, LLC (LED) has prepared this brief memorandum on behalf of Austin and Melanie Meyer, the current owners of an improved +/- 15.0 - acre parcel located at 1731 Hinesburg Road in South Burlington, Vermont in support of the proposed primary three (3) bedroom single-family residence and associated access drive (Project). This memorandum is presented in response to your email request, dated January 13, 2023, which required a response to each specific condition of Article 12, Section 12.02,E.,(2),(a-e) of the South Burlington Land Development Regulations (SBLDR). For reference, please see the following rule excerpt below along with a corresponding response (italics): E. Standards. All Restricted Infrastructure Encroachments shall meet the following standards: (2) Street and Driveway Crossings Not On Official Map. Restricted Infrastructure Encroachment projects involving streets and/or driveways not shown on the City Official Map that cross River Corridors (Section 12.07), Wetlands Buffers (Section 12.06), and/or Habitat Blocks (Section 12.04) may be allowed only upon a determination by the Development Review Board that all resource-specific standards and the following standards have been met: (a) There is no feasible alternative for providing safe access to the developable portion of the property; The proposed access drive originates from the existing farm access road and is the only feasible route to the proposed primary residence, resulting in the least amount of impacts to steep slopes, which is limited to only twenty-six linear feet (26 l.f.) with no impacts to very steep slopes. Any other proposed location will result in a greater linear length of impact to this specific natural resource. (b) Alternative accesses through adjacent properties have been considered and, where fewer or no constraints exist, property owners have been contacted to discuss locating the street or driveway on the adjacent property; 2/3/2023 • Page 2 of 2 Alternative access to the proposed primary house site has been considered and evaluated. No benefits exist by providing alternative access through neighboring properties due to greater impacts to steep and very steep slopes. (c) The requirements of the applicable restriction will cause unnecessary or extraordinary economic hardship; Alternative access options will cause unnecessary impacts to the applicable resource (i.e. steep/very steep slopes) as the proposed drive limits overall impacts with the least amount of crossings and disturbance. In addition, the proposed access route provides the least amount of impact to the natural surface, limits the amount of impervious area, and still meets the SBLDR for slope access requirements as it remains below 15%. Other access drive alternatives will result in a considerable increase in costs, due to impacts on the subject natural resource. (d) The area served by the encroachment represents more than thirty (30) percent of the total developable land on the parcel; and, The area served by the proposed encroachment is developable land. Please refer to Drawing No. 5, titled Developable Area Map, dated January 20, 2023 which delineates the total area of developable land that exists on the subject parcel. The area shaded as green is developable land that remains below 15% in slope. In total, +/- 5.43 acres (ac) is identified as being developable land. The proposed encroachment provides access to Developable Area 1 (1.28 ac), Developable Area 2 (0.7 ac), and Developable Area 3 (0.69 ac), resulting in a total of +/- 2.67 ac being served, which is nearly half (49%) of the total developable land. As a result, the area served by the encroachment represents more than 30% of the total developable land on the parcel. (e) The encroachment represents the least possible impact to the specific resource (e.g., location with least adverse impact, designed to minimize disturbance of the resource Impacts to natural resources are limited to only steep and very steep slopes, which the proposed access drive has been designed to minimize overall disturbance, resulting in only 26 l.f. of impact. It is important to note that impacts to very steep slopes are limited to the proposed access drive only, which is allowable as a Restricted Infrastructure Encroachment. No impacts to other natural resources are located on-site as there are no crossings through River Corridors, Wetland Buffers, nor Habitat Blocks. TP-6TP-7TP-5TP-8TP-4TP-2TP-1TP-3475'475'480'485'485'480'475'470'465'460'455'450'445'475'475'470'465'460'455'450'475'470'465'460'455'450'445'440'435'430'425'420'415'410'410'405'400'395'483.0'wwwwwSTONE RETAINING WALL & ST E P S STONE R E T A I N I N G W A L L 480'480'>>>>IPFIPF (DISTURBED)STWWWWC.O.STPS470'Slopes TableNumber123Minimum Slope0.00%15.01%25.01%Maximum Slope15.00%25.00%300.00%Area376910.65136565.89139435.38ColorHINESBURG ROAD SETBACK50'SEQ-NR SETBACK30'SEQ-NR SIDE YARD SETBACK10'S EQ - NR R E AR Y A RD S E T B AC K 3 0 ' SEQ-NR SIDE YARD SETBACK10' 486'477'479'479'480' 4 8 1 '481'468'467'466'465'464'463'462'461'450'449'452'453'454'455'456'457'458'459'460'461'462'463'464'465'466'467'468'469'470'471'472'473'474'476'477'436'437'438'439'440'441'475'478'479'480'481'482'483' 484'485' 487' 477' 478' 4 8 2 '481'481'481' 482' 483' 484' 485'TP-R-1TP-R-2TP-R-3TP-R-4TP-R-5TP-R-6TP-R-7TP-R-9TP-R-8TP-R-10TP-R-11474'PROPERTY LINERIGHT-OF-WAYMAJOR CONTOUREXISTING TREE LINE170'UTILITY POLEGRAVEL DRIVE / PAVED ROADAGRICULTURALFIELDR.O.W.FENCELINE - STOCKADEDITCHLINE>>>APPROXIMATE LOCATIONOF EX'G DISPOSAL FIELDMETAL OUTBUILDINGBARN3-BDRMA.L.U.R.O.W.R.O.W.R.O.W.CHEESEFACTORY RDVAN SICKLIN RDHINESBURG RD (VT 116)SO. BROWNELL RD.HINESBURG ROAD (VT 116)APPROXIMATEPROPERTY LINEAPPROXIMATEPROPERTYLINEPROPOSED#1731LEDGEOUTCROPS(TYP.)EXISTINGELECTRICALPEDESTALACCESSDRIVE#1625PASTUREPASTUREN/FMcHENRY±6.0 ACN/FWILD TURKEY DIVIDE, LLC.±117.0 ACN/FMEYER±15.0 ACN/FMORWAY±195.0 ACTHINFORESTEDAREATHINFORESTEDAREAPERMITTEDDRILLED WELLLOCATIONPERMITTED 5-FT.DIA. PUMP STATIONPERMITTEDSEPTIC TANKDEVELOPABLEAREA #11.28 ac (24%)PERMITTED 2" DIA. SDR26PVC FORCE MAIN5 MEYER RESIDENCE SCALE:DATE: 1/20/2023 CHECKED BY: EJE REV. DEVELOPABLE AREA MAP DATE DESCRIPTION BY CLIENT: 1731 HINESBURG ROAD SOUTH BURLINGTON, VT 05403 25 Star Point Terrace, Middlebury, VT 05753 (802) 236-8324 (802) 558-8317 Website: www.led-vt.com jsimpson@led-vt.com eerwin@led-vt.com DRAWN BY: JLSProject #: 22030 PROJECT: PROPOSED SITE DEVELOPMENTS 1" = 40' ·SITE PLANNING & DEVELOPMENT ·WASTEWATER ·WATER ·STORMWATER ·ANNUAL INSPECTIONS Drawing No.GENERAL LOCATION MAPSCALE: 1" = 3,000' ±MINOR CONTOURFENCELINE - BARBED WIREOVERHEAD WIREohwohwohwDECIDUOUS TREECONIFEROUS TREENOTES:1.PROPERTY LINE INFORMATION IS APPROXIMATE ONLY AND TAKEN FROM THE VT NATURAL RESOURCE ATLAS GIS DATABASE.2.LANDMARK ENGINEERING & DESIGN, LLC. IS NOT RESPONSIBLE FOR INCORRECT INFORMATION PROVIDED BY OTHERS.3.THE PROPERTY LINES, EASEMENTS, AND OTHER REAL PROPERTY DESCRIPTIONS PROVIDED ON THIS SITE PLAN ARE FOR THE USE OF PERMITTING ONLY. THEY DO NOT DEFINE LEGAL RIGHTS OR MEET LEGAL REQUIREMENTS FOR A LAND SURVEY ASDESCRIBED IN 26V.S.A. S2502(4), AND SHALL NOT BE USED IN LIEU OF A SURVEY AS THE BASIS OF ANY LAND TRANSFER OR ESTABLISHMENT OF ANY PROPERTY RIGHT.4.ALL EXISTING UTILITIES SHOWN ARE APPROXIMATE. PRIOR TO CONSTRUCTION THE CONTRACTOR MUST VERIFY LOCATIONS OF ALL EXISTING UTILITIES.XXXXXXNPROJECTLOCATIONLEGENDR.O.W.IRON PIPE/REBAR FOUNDLANDMARK ENGINEERING & DESIGN, LLC.APPROXIMATEPROPERTY LINE172'PROPOSED TREE LINESTONE WALLEVIDENCE OF LEDGE OUTCROPGUY WIREGRAPHIC SCALE01 INCH = FT.4040801602040N/FMEYER±10.01 ACEXISTING ACCESS DRIVE (TO BE REMOVED)F O RAPPROVAL 1 1/03/2023 REVISED DRIVEWAY & PARKING LAYOUT JLSDEVELOPABLEAREA #20.70 ac (13%)DEVELOPABLEAREA #30.69 ac (12%)DEVELOPABLEAREA #40.28 ac (5%)DEVELOPABLEAREA #52.48 ac (46%)Developable Area Summary TableAreaNumberGeneral LocationAcresPercent1 *2 *3 *45Southern portion1.2824%Middle-northern portion0.7013%Middle-western portion0.6912%South-western portion0.285%Northern portion2.4846%* Total Area Served by RestrictedInfrastructure Encroachment2.6749%DEVELOPABLE AREATP-R1STRATIGRAPHIC SOILANALYSIS LOCATION 1 Marla Keene From:Elias Erwin <eerwin@led-vt.com> Sent:Friday, January 6, 2023 12:24 PM To:Marla Keene Cc:Jamie Simpson; Cooper Smith-Stackhouse Subject:RE: 'EXTERNAL'Fwd: ZP-22-452 - 1731 Hinesburg Rd (Meyer) Hello, Marla. The following response pertains to your first email from this morning (1/6/23, 10:31AM). You are correct regarding “Steep Slopes” and we recognize they are a natural resource identified by Article 12 and regulated by Section 12.03 as the resource specific standard. Furthermore, we recognize that the proposed access drive is considered a restricted infrastructure as originally outlined in our project narrative. However, as I mentioned in my previous email (12/29/2022), the proposed access drive does not cross/encroach on the listed natural resources (i.e. River Corridors, Wetlands Buffers, and/or Habitat Blocks) which trigger the additional standards outlined in subsections a through e of 12.03E(2). Regarding Section 12.03E(2), please see below: 12.03 Steep Slopes, E. Standards. (2) Steep Slope Standards. All development must be designed to avoid undue adverse effects on slopes between 15% and 25%.1 Clearing of vegetation 2, excavation and filling on steep slopes shall be minimized.3 All recommendations of the slope stability analysis submitted with the application shall be required by the DRB or Administrative Officer.4 1The plans have been revised by removing the courtyard/parking area adjacent to the proposed residence and by relocating the proposed access drive to avoid all areas shaded as red (very steep slopes). Furthermore, permanent erosion prevention and sediment control measures are provided. 2Clearing of vegetation is minimal and is focused only in the area located near the proposed garage. Please refer to the previously submitted project narrative. 3No filling is proposed and excavation on steep slopes has been reduced and limited to only a twenty-one linear foot (21 LF) length segment of the proposed access drive. This area of very steep slopes shall be reduced to a finish grade of approximately 3.6% to promote ingress and egress from the garage. 4Please see Attachment I which indicates that the soil type, structure, and consistency has been determined by the USDA to be moderately suited for roads. As indicated by the Report, these native materials provide an adequate subgrade for new construction of a driveway combined with a bed of new crushed gravel subbase. The driveway surface shall be adequately maintained to minimize erosion and ditches/swales along the proposed driveway shall have permanent erosion prevention & sediment control measures in place, such as rock-lined swales on slopes greater than 5% and culvert outlet protection (stabilized outfalls) to reduce erosive velocities and dissipate energy created from larger storm events. Finally, regarding your second email (1/6/23, 10:34 AM) please see our responses to each of your concerns provided below in blue text. 2 Thank you, Eli From: Cooper Smith-Stackhouse <cooper@silvermapleconstruction.com> Sent: Friday, January 6, 2023 10:56 AM To: Marla Keene <mkeene@southburlingtonvt.gov> Cc: Elias Erwin <eerwin@led-vt.com>; Jamie Simpson <jsimpson@led-vt.com> Subject: Re: 'EXTERNAL'Fwd: ZP-22-452 - 1731 Hinesburg Rd (Meyer) Thank you, Marla! I appreciate the consolidated note regarding the ADU. As for ledge removal, we will be working with Ledgetech for the requisite blasting and Acker Excavation for the removal. A lot will depend on how things turn out, but we would like to reuse as much of the blasted ledge as possible on site for, e.g., fill as needed, and construction of the retaining walls. Please find attached Ledgetech's blasting plan for the project. I would be happy to get any additional information you might need regarding removal/disposal from Ledgetech or Acker. Best, Cooper On Fri, Jan 6, 2023 at 10:34 AM Marla Keene <mkeene@southburlingtonvt.gov> wrote: Thanks Elias. These plans load a lot faster; not sure what changed but I appreciate it! You’re welcome. I’ve tried to look at all standards now that the submission is in better shape so there aren’t any surprises. Does this mean that you agree that only the Specific Standards outlined in Section 12.03 apply to Steep Slopes and not the additional requirements of Section 12.03E(2)(a-e), as the proposed drive does not cross/encroach on River Corridors, Wetlands Buffers, and/or Habitat Blocks? I see that you’re now staying out of very steep slopes (>25%) except for two small sections of driveway. We assume Section 1 is limited to the 21’ segment of driveway that approaches the garage. Is Section 2 referring to the proposed retaining wall with steps? We’ll need a restricted infrastructure encroachment analysis for those sections. You will have to make some small edits to the grading at the rear of the house to avoid steep slope impacts. Something like this, but of course you can make it tighter in CAD: We’re currently incorporating these changes into our plans. 3 We still need a slope stability analysis for the proposed steep slope (15-25%) impacts. What you have submitted is an NRCS soils report. Correct, which indicates that the native mapped soil series is sufficient to support construction of a proposed driveway. Please demonstrate how clearing of vegetation, excavation and filling on steep slopes has been minimized, or demonstrate how your proposal better serves to meet the four-part purpose of 12.03. Please refer to our project narrative which specifically outlines Section 12.03 related to Purpose. We are looking for a site-specific evaluation. We will discuss this request with our client. Thank you. I think this was mentioned in a separate email, but to keep it all in one place, we can’t approve the conversion of the existing home to an ADU until there is a principal home for it to be accessory to. How are you planning on dealing with ledge removal? Please refer to the previous email from Cooper and Attachment H of the initial Zoning Application Package. Sincerely, 4 Marla Keene, PE Development Review Planner City of South Burlington (802) 846-4106 From: Elias Erwin <eerwin@led-vt.com> Sent: Tuesday, January 3, 2023 3:13 PM To: Marla Keene <mkeene@southburlingtonvt.gov> Cc: Jamie Simpson <jsimpson@led-vt.com>; Cooper Smith-Stackhouse <cooper@silvermapleconstruction.com> Subject: RE: 'EXTERNAL'Fwd: ZP-22-452 - 1731 Hinesburg Rd (Meyer) Hello, Marla. Attached please find the revised plan set containing: 1. Proposed Conditions Site Plan, 2. Slope Analysis Map, 3. Erosion Prevention & Sediment Control Plan, and 4. Proposed Erosion Prevention & Construction Details. Please let us know if you require additional information. Thank you, Eli From: Elias Erwin Sent: Thursday, December 29, 2022 12:20 PM To: Marla Keene <mkeene@southburlingtonvt.gov> Cc: Jamie Simpson <jsimpson@led-vt.com>; Cooper Smith-Stackhouse <cooper@silvermapleconstruction.com> Subject: RE: 'EXTERNAL'Fwd: ZP-22-452 - 1731 Hinesburg Rd (Meyer) Hello, Marla. The site design and layout will be revised to avoid steep slopes for all but the driveway. A revised plan will be submitted to you soon. Thank you for confirming. 5 Also, after our recent video conference and at your request, we revisited the requirements of Article 12, Section 12.02,E.,(2), (a-e). However, it is unclear if this specific section is applicable. Can you please confirm that Article 12, Section 12.02,E.,(2), (a-e) applies to this application? Based on the qualifying language, it appears this section does not pertain to “Steep Slopes” as the unmapped access drive does not cross a River Corridor (Section 12.07), a Wetlands Buffer (Section 12.06), and/or a Habitat Block (Section 12.04) as specified in Section 12.02,E., (1) and (2). Therefore, it appears the additional standards of Section 12.02,E.,(2), (a-e) are not applicable. As specified per Section 12.02,E.,(1), do only the “specific” standards, as outlined in Section 12.03 apply to steep slopes? If so, this topic was addressed in the project narrative. Thank you, Eli From: Marla Keene <mkeene@southburlingtonvt.gov> Sent: Wednesday, December 28, 2022 11:21 AM To: Elias Erwin <eerwin@led-vt.com> Cc: Jamie Simpson <jsimpson@led-vt.com>; Cooper Smith-Stackhouse <cooper@silvermapleconstruction.com> Subject: RE: 'EXTERNAL'Fwd: ZP-22-452 - 1731 Hinesburg Rd (Meyer) I’ve had a chance to look through these materials. You don’t mention in your email that you’re working on a revised design that avoids very steep slope impacts for all but the driveway. I just wanted to make sure you understood that is the most critical piece of the puzzle. Thanks, Marla Keene, PE Development Review Planner City of South Burlington (802) 846-4106 From: Elias Erwin <eerwin@led-vt.com> Sent: Friday, December 23, 2022 3:08 PM To: Marla Keene <mkeene@southburlingtonvt.gov> Cc: Jamie Simpson <jsimpson@led-vt.com>; Cooper Smith-Stackhouse <cooper@silvermapleconstruction.com> Subject: RE: 'EXTERNAL'Fwd: ZP-22-452 - 1731 Hinesburg Rd (Meyer) Good afternoon, Marla. 6 Please find attached a revised Zoning Permit Application for the Meyer property located at 1731 Hinesburg Road in South Burlington, VT. This application is intended to replace the original submittal, presented as Attachment E. Also, attached you will find supplemental information regarding the soil type and soil texture as it relates to slope stability and the subtility for roads. This document is to accompany the application package and included as Attachment I. Finally, a brief narrative satisfying the requirements of Article 12, Section 12.02,E.,(2), (a-e), will be provided under separate cover at a later date. Thank you and have a nice holiday, Eli Elias J. Erwin, Principal | LD, CPM LANDMARK ENGINEERING & DESIGN, LLC. 286 West Road | Whiting, VT 05778 802-558-8317 office | 802-558-8317 cell eerwin@led-vt.com | email www.led-vt.com | website From: Marla Keene <mkeene@southburlingtonvt.gov> Sent: Thursday, December 8, 2022 8:08 AM To: Cooper Smith-Stackhouse <cooper@silvermapleconstruction.com> Cc: Elias Erwin <eerwin@led-vt.com>; Jamie Simpson <jsimpson@led-vt.com> Subject: RE: 'EXTERNAL'Fwd: ZP-22-452 - 1731 Hinesburg Rd (Meyer) 7 Just letting you know my schedule has changed this afternoon and I am no longer available at 2:30. Tomorrow is still unscheduled anytime after 10AM. Marla Keene, PE Development Review Planner City of South Burlington (802) 846-4106 From: Cooper Smith-Stackhouse <cooper@silvermapleconstruction.com> Sent: Wednesday, December 7, 2022 2:49 PM To: Marla Keene <mkeene@southburlingtonvt.gov> Cc: Elias Erwin <eerwin@led-vt.com>; Jamie Simpson <jsimpson@led-vt.com> Subject: Re: 'EXTERNAL'Fwd: ZP-22-452 - 1731 Hinesburg Rd (Meyer) That works for me also, but 2:30 is fine, honestly... Let's wait to hear what Eli and Jamie's schedules look like. I'll be attending the videoconference but mainly listening as the site enginnering is their bailiwick. On Wed, Dec 7, 2022 at 2:44 PM Marla Keene <mkeene@southburlingtonvt.gov> wrote: 3:00 is also fine, our work day ends at 4:30 and I’m unscheduled after 2:30 tomorrow. Friday is largely unscheduled after 10 though I am working to get a field visit or two on the calendar. Marla Keene, PE Development Review Planner City of South Burlington (802) 846-4106 From: Cooper Smith-Stackhouse <cooper@silvermapleconstruction.com> Sent: Wednesday, December 7, 2022 2:43 PM To: Marla Keene <mkeene@southburlingtonvt.gov> 8 Cc: Elias Erwin <eerwin@led-vt.com>; Jamie Simpson <jsimpson@led-vt.com> Subject: Re: 'EXTERNAL'Fwd: ZP-22-452 - 1731 Hinesburg Rd (Meyer) I've got a regularly scheduled 2pm meeting, but it's with the clients for this project so I'm sure they'd be ok if we cut it short! ◪◫◬◭◮ I'll say "yes" for my part. Friday until 12pm is also good (and I could duck out of my 12-4pm meeting, too, if needs be.) Thanks, Cooper On Wed, Dec 7, 2022 at 2:40 PM Marla Keene <mkeene@southburlingtonvt.gov> wrote: Thanks Cooper, only our phones are down, but I did not receive the email from Elias. I can do anytime 2:30 or later Thursday afternoon if that works for you? Marla Keene, PE Development Review Planner City of South Burlington (802) 846-4106 From: Cooper Smith-Stackhouse <cooper@silvermapleconstruction.com> Sent: Wednesday, December 7, 2022 2:25 PM To: Marla Keene <mkeene@southburlingtonvt.gov> Cc: Elias Erwin <eerwin@led-vt.com>; Jamie Simpson <jsimpson@led-vt.com> Subject: 'EXTERNAL'Fwd: ZP-22-452 - 1731 Hinesburg Rd (Meyer) This message has originated from an External Source. Please use proper judgment and caution when opening attachments, clicking links, or responding to this email. 9 Re-sending this invite to Marla. Sounds like there have been some technological difficulties up that way! Best, Cooper ---------- Forwarded message --------- From: Elias Erwin <eerwin@led-vt.com> Date: Tue, Dec 6, 2022 at 10:40 AM Subject: ZP-22-452 - 1731 Hinesburg Rd (Meyer) To: mkeene@southburlingtonvt.gov <mkeene@southburlingtonvt.gov> Cc: Jamie Simpson <jsimpson@led-vt.com>, Cooper Smith-Stackhouse <cooper@silvermapleconstruction.com> Good morning, Marla. Are you available for a brief conference call on Thursday, December 8th to discuss the Zoning Permit application (ZP-22-452) for the above referenced property? If so, can you please provide a time that is convenient for you? Thank you, Eli Elias J. Erwin, Principal | LD, CPM LANDMARK ENGINEERING & DESIGN, LLC. 286 West Road | Whiting, VT 05778 802-558-8317 office | 802-558-8317 cell eerwin@led-vt.com | email www.led-vt.com | website 25 Star Point Terrace, Middlebury, VT 05753 • 802-236-8324 • led-vt.com MEMORANDUM To: Marla Keene, Development Review Planner, City of South Burlington, VT From: Jamie L. Simpson, P.E., Landmark Engineering & Design, LLC. File: Zoning Permit Review Date: January 24, 2023 Re: Very Steep Slope Stability Evaluation Meyer Property, 1731Hinesburg Road, South Burlington, VT 05403 Introduction Landmark Engineering & Design, LLC (LED) has prepared this memorandum on behalf of Austin and Melanie Meyer, the current owners of an improved +/- 15.0 - acre parcel located at 1731 Hinesburg Road in South Burlington, Vermont in support of the proposed primary three (3) bedroom single-family residence and associated access drive (Project). This memorandum presents a summary of our subsurface investigations performed at the Site on January 19, 2023 as well as the results of our slope stability evaluation and conclusions as related to the Project. These services have been provided in accordance with the requirements of Section 12.03(C) of the South Burlington Land Development Regulations (SBLDR). Elevations noted in this memorandum are in feet (ft.) and are referenced to the plans prepared by Landmark Engineering & Design, LLC. (LED) titled “Proposed Conditions Plan” dated September 23, 2022 (Drawing No. 1), and “Slope Analysis Map” dated September 29, 2022 (Drawing No. 2). Site and Project Description The project site is located at the southern end and on the eastern side of South Burlington, on Hinesburg Road (VT 116). The Site is currently occupied by a two-story single-family residence accessed by a gravel drive from the western side of Hinesburg Road. Elevations at the Site range from approximately 397 ft. at the southeast corner of the Site, to 487 ft. at the top of the hill on the northwestern portion of the Site. The Project consists of the construction of a modern farmhouse-style structure consisting of a rectangular shaped primary living space connected to a rectangular garage via an enclosed foyer, set into the existing hillside. The lowest level of the proposed structure (basement slab) will be at approximately 472 ft. elevation, with a majority backfilled up to 479 ft. The garage slab will be located at an approximate elevation of 477 ft. and will be exposed for vehicular access. The back portion will be two stories over finish grade. The geo-physiographic location of the Site is within the “Champlain Lowlands” consisting primarily of alluvial deposits influenced through glacial impacts overtop shallow marine limestone. 1/24/2023 • Page 2 of 4 Purpose and Scope The purpose of this memorandum is to summarize the subsurface investigations conducted by Landmark Engineering & Design, LLC at the Site, briefly describe the subsurface conditions at the Site, and present our opinion regarding the stability of the slope in its current condition, through construction, and after completion of the Project. Specifically, our scope of services for this phase of the Project includes the following: Conduct a subsurface investigation at the Site consisting of eleven (11) test holes, spaced at approximately 100’ apart, to evaluate the subsurface conditions at the Site; Obtain and evaluate soil samples in accordance with the American Society for Testing and Materials (ASTM), Standard Practice for Description and Identification of Soils (D2488 – Visual/Manual Procedure); Compare the existing soil textural classification as outlined in the USDA-NRCS Custom Soil Resource Report, which concludes the site and soils are moderately suited to support a road, provided herein as Attachment A; Obtain additional digital topographic data points representing the location of exposed ledge outcroppings, located along the corridor of the proposed access drive and present these points on a site plan; and Prepare this memorandum that summarizes the subsurface investigations, subsurface conditions encountered, and present the results and conclusions of our slope stability evaluation. Subsurface Investigations On January 19, 2023, LED met with Mr. Cooper Smith-Stackhouse of Silver Maple Construction, Inc. (SMC) to install eleven (11) test holes (TP-R-1 through TP-R-11) as depicted on Drawing No. 1. Each test hole was dug using a Kubota U17 excavator and installed to the maximum depth allowed, determined by the presence of ledge. Through visual examination and manual tests, LED used the ASTM, Standard Practice for Description and Identification of Soils (D2488 – Visual/Manual Procedure) to provide a standardized criteria and procedure for describing and identifying the following soil properties: color, moisture, plasticity, cohesiveness, consistency, cementation, structure, and textural classification in accordance with Unified Soil Classification System (USCS). Landmark Engineering & Design, LLC observed each test hole and classified the soil strata in accordance with ASTM Standard D2488, included as Attachment B. Depth to groundwater seeps was noted and static groundwater level measurements were collected from each test hole at the conclusion of soil testing. 1/24/2023 • Page 3 of 4 Subsurface Conditions The existing subsurface conditions encountered at the Site and beneath the proposed access drive primarily consist of Sandy Silt or Silt with Sand over an elastic Silt with sand with test holes 8 and 10 displaying evidence of Silt over Clay (CL). In each test hole, evidence of limestone bedrock was encountered. Depth to bedrock varied between 8” to 48” below ground surface (bgs). Evidence of ground water at 36” below ground surface (bsg) was encountered in test holes 1 and 2, whereas groundwater in test hole 10, located on an elevated and level shelf, was observed at 6” bgs. Overall, the soil strata observed along the anticipated path for the proposed access drive displayed thickly bedded to massive soil horizons that are well cemented with a stiff to very stiff consistency and low to medium plasticity. Based on the overall resistance to penetration, the assigned N-Values are favorable and range between Medium (5-8) to Very Stiff (16-30) generally indicating the soil has good load bearing capacity suitable for roadway construction. Soil logging forms, prepared by LED, are included as Attachment C and the test hole locations are shown on Drawings No. 1 and No. 2. Slope Stability Evaluation In accordance with Section 12.03(c) of the SBLDR this analysis of slope stability is being submitted “to ensure that no erosion hazards are created that would have an undue adverse effect on surface waters, wetlands, areas of special flood hazards, or downstream facilities, and any recommended mitigation measures”. Based on the information presented above, LED provides the following conclusions related to the stability of steep and very steep slopes impacted by the project: Proposed Access Drive: Overall, the proposed access drive has been sited to avoid steep and very steep slopes (as defined by Section 2.02 of the SBLDR). The proposed access driveway shall be constructed by removing a minimum of 6-inches of the surface layer (topsoil, where it is present). To prevent downward migration of materials, and to create a stable and uniform base, a layer of road construction fabric shall be installed onto the exposed subsurface. Where fill material is required to achieve proper grading of the driveway, placement of 6-inch minus gravel shall be used to “build up” and prepare the driveway subsurface. This material shall then be compacted. Upon completion of rough grading, the driveway subbase shall be installed by placing a 9-inch-thick layer of well-sorted 3-inch minus gravel material onto the base layer. Once compacted, a 3-inch-thick layer of 1.5-inch minus gravel shall serve as the surface course to be driven on. This process shall minimize the likelihood of material migration and produce a stable driveway envelope. If constructed to the specifications provided on Drawing No. 4, it is our opinion that the final product shall not be easily eroded and shall not cause undue adverse effects to surface waters, wetlands, areas of special flood hazards, or downstream facilities. Erosion Hazards: To promote longevity and minimize erosion of the driveway, there shall be a road- side swale on the upgradient side of the drive. This swale intercepts runoff from upgradient surfaces and conveys drainage and runoff to several specific culvert crossing locations. These crossings shall have inlet and outlet stabilization (rock armoring) to dissipate energy and minimize erosive damage that may be caused by heavy rainfall events. Swales that have a longitudinal slope greater than 5% shall be lined with a 4-inch riprap to reduce channelized runoff velocity, thereby minimizing erosion damage within the channel as well as reduce the potential for undue adverse effects to surface waters, wetlands, areas of special flood hazards, or downstream facilities. 1/24/2023 • Page 4 of 4 Proposed Parking/Maneuvering Area: The proposed parking area/vehicle maneuvering area shall be constructed by removing a portion of the existing bedrock to accommodate just enough space to enable an average-sized car or truck to back out of the garage and turn around to exit. The parking/maneuvering area will be constructed with a final grade of less than 4% slope directly east of the garage. The residence, foyer and garage will be constructed utilizing the existing bedrock as its underlying foundation. Loose fragments of bedrock disturbed by blasting shall be removed prior to construction and stockpiled on a natural terrace adjacent to the construction site. A complete blasting plan has been provided under separate cover. It is anticipated that most of the removed bedrock shall be re-purposed at the site for fill and surface stabilization purposes. Furthermore, grading of the immediate area surrounding the house site has been kept to a minimum to reduce disturbance of the existing soil surface on the bedrock. Disturbed surfaces shall be stabilized immediately upon completion of activity within that area or long-term erosion control measures shall be implemented to protect downgradient slopes and undisturbed surfaces. If constructed with the practices outlined above and in accordance with the Blasting Plan and Erosion Prevention and Sediment Control Plan (EPSC), it is our opinion that the parking area/maneuvering area shall not cause undue adverse effects to surface waters, wetlands, areas of special flood hazards, or downstream facilities. Site-Specific Soil Testing: The results of specific on-site soil evaluation indicate that the USCS soil classification is comparable to the soil type and texture classified by the USDA. Furthermore, the observed soil strength and stiffness measured in the soil strata is sufficient to support a residential drive with commercial and emergency vehicle access. Site-Specific Survey Data: Additional site-specific survey data indicate ledge outcroppings are located above and below the areas where the proposed access drive traverses laterally across steep and very steep slopes. Due to the presence of ledge, it is our opinion that these areas are not susceptible to slope instability and will support a proposed residential access drive. General Site Conditions: Based on general site observations, there is no evidence of any past or present soil sloughs, slumps, or slides and no evidence of significant erosion. Furthermore, this project shall not cause undue adverse effects to surface waters, wetlands, areas of special flood hazards, or downstream facilities as none currently exist on-site. Recommendations We believe that this memorandum adequately addresses the concerns of slope stability for the Project at this time. Based on the information and conclusions presented above, LED provides the following recommendations: Conduct bedrock removal in accordance with the Blasting Plan and EPSC Plan. Construct driveway access in accordance with the information outlined in the section above for the “Proposed Access Drive” as well as the Typical Driveway Section on Drawing No. 4. Install erosion prevention devices in accordance with Drawing No .3, EPSC Plan and the VT Low Risk Site Handbook for Erosion Prevention and Sediment Control. ATTACHMENT A Custom NRCS Soil Report United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Chittenden County, Vermont Meyer Property (PID#0860-01731) Natural Resources Conservation Service December 9, 2022 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................11 Map Unit Descriptions.........................................................................................11 Chittenden County, Vermont...........................................................................13 FaC—Farmington extremely rocky loam, 5 to 20 percent slopes...............13 FaE—Farmington extremely rocky loam, 20 to 60 percent slopes..............14 VeB—Vergennes clay, 2 to 6 percent slopes..............................................15 Soil Information for All Uses...............................................................................17 Soil Reports........................................................................................................17 Land Management..........................................................................................17 Hazard of Erosion and Suitability for Roads on Forestland (VT).................18 Forestland Site Preparation (Meyer Property).............................................19 References............................................................................................................25 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report 6 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 9 Custom Soil Resource Report Soil Map 492010049201604920220492028049203404920400492046049205204920580492010049201604920220492028049203404920400492046049205204920580646640 646700 646760 646820 646880 646940 647000 646640 646700 646760 646820 646880 646940 647000 44° 25' 25'' N 73° 9' 28'' W44° 25' 25'' N73° 9' 11'' W44° 25' 9'' N 73° 9' 28'' W44° 25' 9'' N 73° 9' 11'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 100 200 400 600 Feet 0 35 70 140 210 Meters Map Scale: 1:2,450 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Chittenden County, Vermont Survey Area Data: Version 25, Sep 12, 2022 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 18, 2020—Jun 20, 2020 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 10 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI FaC Farmington extremely rocky loam, 5 to 20 percent slopes 12.0 80.8% FaE Farmington extremely rocky loam, 20 to 60 percent slopes 0.1 1.0% VeB Vergennes clay, 2 to 6 percent slopes 2.7 18.2% Totals for Area of Interest 14.9 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or Custom Soil Resource Report 11 landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12 Chittenden County, Vermont FaC—Farmington extremely rocky loam, 5 to 20 percent slopes Map Unit Setting National map unit symbol: 9g3r Elevation: 90 to 2,000 feet Mean annual precipitation: 30 to 50 inches Mean annual air temperature: 37 to 52 degrees F Frost-free period: 90 to 180 days Farmland classification: Not prime farmland Map Unit Composition Farmington and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Farmington Setting Landform:Ridges Landform position (two-dimensional):Summit, shoulder, backslope Down-slope shape:Convex Across-slope shape:Convex Parent material:Coarse-loamy till Typical profile H1 - 0 to 7 inches: loam H2 - 7 to 17 inches: silt loam R - 17 to 27 inches: unweathered bedrock Properties and qualities Slope:5 to 20 percent Depth to restrictive feature:10 to 20 inches to lithic bedrock Drainage class:Somewhat excessively drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat):Low to high (0.01 to 2.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:5 percent Available water supply, 0 to 60 inches: Very low (about 2.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: D Ecological site: F142XB010NY - Shallow Rich Till Upland Hydric soil rating: No Minor Components Rock outcrop Percent of map unit:5 percent Hydric soil rating: Unranked Custom Soil Resource Report 13 Benson Percent of map unit:3 percent Hydric soil rating: No Galway Percent of map unit:3 percent Hydric soil rating: No Galoo Percent of map unit:3 percent Hydric soil rating: No Palatine Percent of map unit:3 percent Hydric soil rating: No Woodstock Percent of map unit:3 percent Hydric soil rating: No FaE—Farmington extremely rocky loam, 20 to 60 percent slopes Map Unit Setting National map unit symbol: 9g3s Elevation: 90 to 2,000 feet Mean annual precipitation: 30 to 50 inches Mean annual air temperature: 37 to 52 degrees F Frost-free period: 90 to 180 days Farmland classification: Not prime farmland Map Unit Composition Farmington and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Farmington Setting Landform:Ridges Landform position (two-dimensional):Summit, shoulder, backslope Down-slope shape:Convex Across-slope shape:Convex Parent material:Coarse-loamy till Typical profile H1 - 0 to 7 inches: loam H2 - 7 to 17 inches: silt loam R - 17 to 27 inches: unweathered bedrock Properties and qualities Slope:20 to 60 percent Depth to restrictive feature:10 to 20 inches to lithic bedrock Custom Soil Resource Report 14 Drainage class:Somewhat excessively drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat):Low to high (0.01 to 2.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:5 percent Available water supply, 0 to 60 inches: Very low (about 2.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: D Ecological site: F142XB010NY - Shallow Rich Till Upland Hydric soil rating: No Minor Components Rock outcrop Percent of map unit:5 percent Hydric soil rating: Unranked Woodstock Percent of map unit:3 percent Hydric soil rating: No Benson Percent of map unit:3 percent Hydric soil rating: No Galway Percent of map unit:3 percent Hydric soil rating: No Galoo Percent of map unit:3 percent Hydric soil rating: No Palatine Percent of map unit:3 percent Hydric soil rating: No VeB—Vergennes clay, 2 to 6 percent slopes Map Unit Setting National map unit symbol: 9g62 Elevation: 90 to 600 feet Mean annual precipitation: 30 to 36 inches Mean annual air temperature: 45 to 52 degrees F Frost-free period: 120 to 180 days Farmland classification: Farmland of statewide importance Custom Soil Resource Report 15 Map Unit Composition Vergennes and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Vergennes Setting Landform:Terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Parent material:Clayey glaciolacustrine deposits Typical profile H1 - 0 to 6 inches: clay H2 - 6 to 14 inches: clay H3 - 14 to 25 inches: clay H4 - 25 to 65 inches: clay Properties and qualities Slope:2 to 6 percent Depth to restrictive feature:More than 80 inches Drainage class:Moderately well drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat):Very low to moderately low (0.00 to 0.06 in/hr) Depth to water table:About 12 to 36 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Low (about 6.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: D Ecological site: F142XB005VT - Clayplain Hydric soil rating: No Minor Components Covington Percent of map unit:5 percent Landform:Depressions Hydric soil rating: Yes Kingsbury Percent of map unit:5 percent Hydric soil rating: No Vergennes, moderately shallow variant Percent of map unit:5 percent Hydric soil rating: No Custom Soil Resource Report 16 Soil Information for All Uses Soil Reports The Soil Reports section includes various formatted tabular and narrative reports (tables) containing data for each selected soil map unit and each component of each unit. No aggregation of data has occurred as is done in reports in the Soil Properties and Qualities and Suitabilities and Limitations sections. The reports contain soil interpretive information as well as basic soil properties and qualities. A description of each report (table) is included. Land Management This folder contains a collection of tabular reports that present soil interpretations related to land management. The reports (tables) include all selected map units and components for each map unit, limiting features and interpretive ratings. Land management interpretations are tools designed to guide the user in evaluating existing conditions in planning and predicting the soil response to various land management practices, for a variety of land uses, including cropland, forestland, hayland, pastureland, horticulture, and rangeland. Example interpretations include suitability for a variety of irrigation practices, log landings, haul roads and major skid trails, equipment operability, site preparation, suitability for hand and mechanical planting, potential erosion hazard associated with various practices, and ratings for fencing and waterline installation. Hazard of Erosion and Suitability for Roads on Forestland (VT) This table can help forestland owners or managers plan the use of soils for wood crops. Interpretive ratings are given for the soils according to the limitations that affect various aspects of forestland management. The ratings are both verbal and numerical. Numerical ratings in the table indicate the severity of individual limitations. The ratings are shown as decimal fractions ranging from 0.01 to 1.00. They indicate gradations between the point at which a soil feature has the greatest negative impact on the specified aspect of forestland management (1.00) and the point at which the soil feature is not a limitation (0.00). 17 The paragraphs that follow indicate the soil properties considered in rating the soils. More detailed information about the criteria used in the ratings is available in the National Forestry Manual, which is available in local offices of the Natural Resources Conservation Service or on the Internet. Ratings in the column Hazard of off-road or off-trail erosion are based on slope and on soil erosion factor K. The soil loss is caused by sheet or rill erosion in off-road or off-trail areas where 50 to 75 percent of the surface has been exposed by logging, grazing, mining, or other kinds of disturbance. The hazard is described as slight, moderate, severe, or very severe. A rating of slight indicates that erosion is unlikely under ordinary climatic conditions; moderate indicates that some erosion is likely and that erosion-control measures may be needed; severe indicates that erosion is very likely and that erosion-control measures, including revegetation of bare areas, are advised; and very severe indicates that significant erosion is expected, loss of soil productivity and off-site damage are likely, and erosion-control measures are costly and generally impractical. Ratings in the column Suitability for roads (natural surface) (VT) are based on slope, rock fragments on the surface, plasticity index, content of sand, silt, and clay, depth to a water table, ponding, and flooding. The ratings indicate the suitability for using the natural surface of the soil for roads. The soils are described as well suited, moderately suited, or poorly suited to this use. Well suited indicates that the soil has features that are favorable for the specified kind of roads and has no limitations. Good performance can be expected, and little or no maintenance is needed. Moderately suited indicates that the soil has features that are moderately favorable for the specified kind of roads. One or more soil properties are less than desirable, and fair performance can be expected. Some maintenance is needed. Poorly suited indicates that the soil has one or more properties that are unfavorable for the specified kind of roads. Overcoming the unfavorable properties requires special design, extra maintenance, and costly alteration. Reference: United States Department of Agriculture, Natural Resources Conservation Service, National forestry manual. Report—Hazard of Erosion and Suitability for Roads on Forestland (VT) [Onsite investigation may be needed to validate the interpretations in this table and to confirm the identity of the soil on a given site. The numbers in the value columns range from 0.01 to 1.00. The larger the value, the greater the potential limitation. The table shows only the top five limitations for any given soil. The soil may have additional limitations] Custom Soil Resource Report 18 Hazard of Erosion and Suitability for Roads on Forestland (VT)–Chittenden County, Vermont Map symbol and soil name Pct. of map unit Hazard of off-road or off-trail erosion Suitability for roads (natural surface) (VT) Rating class and limiting features Value Rating class and limiting features Value FaC—Farmington extremely rocky loam, 5 to 20 percent slopes Farmington 80 Not rated Moderately suited Slope 0.50 FaE—Farmington extremely rocky loam, 20 to 60 percent slopes Farmington 80 Not rated Poorly suited Slope 1.00 VeB—Vergennes clay, 2 to 6 percent slopes Vergennes 85 Not rated Moderately suited Stickiness; high plasticity index 0.50 Low strength 0.50 Forestland Site Preparation (Meyer Property) This table can help forestland owners or managers plan the use of soils for wood crops. Interpretive ratings are given for the soils according to the limitations that affect site preparation on forestland. The ratings are both verbal and numerical. Rating class terms indicate the degree to which the soils are suited to site preparation. Well suited indicates that the soil has features that are favorable for the specified kind of site preparation and has no limitations. Good performance can be expected, and little or no maintenance is needed. Poorly suited indicates that the soil has one or more properties that are unfavorable for the specified kind of site preparation. Overcoming the unfavorable properties requires special design, extra maintenance, and costly alteration. Unsuited indicates that the expected performance of the soil is unacceptable for the specified kind of site preparation or that extreme measures are needed to overcome the undesirable soil properties. Numerical ratings in the table indicate the severity of individual limitations. The ratings are shown as decimal fractions ranging from 0.01 to 1.00. They indicate gradations between the point at which a soil feature has the greatest negative impact on the specified kind of site preparation (1.00) and the point at which the soil feature is not a limitation (0.00). The paragraphs that follow indicate the soil properties considered in rating the soils. More detailed information about the criteria used in the ratings is available in the "National Forestry Manual," which is available in local offices of the Natural Resources Conservation Service or on the Internet. Ratings in the column suitability for mechanical site preparation (surface) are based on slope, depth to a restrictive layer, plasticity index, rock fragments on or below the surface, depth to a water table, and ponding. The soils are described as well suited, Custom Soil Resource Report 19 poorly suited, or unsuited to this management activity. The part of the soil from the surface to a depth of about 1 foot is considered in the ratings. Ratings in the column suitability for mechanical site preparation (deep) are based on slope, depth to a restrictive layer, rock fragments on or below the surface, depth to a water table, and ponding. The soils are described as well suited, poorly suited, or unsuited to this management activity. The part of the soil from the surface to a depth of about 3 feet is considered in the ratings. Reference: United States Department of Agriculture, Natural Resources Conservation Service, (National forestry manual. Report—Forestland Site Preparation (Meyer Property) [Onsite investigation may be needed to validate the interpretations in this table and to confirm the identity of the soil on a given site. The numbers in the value columns range from 0.01 to 1.00. The larger the value, the greater the potential limitation. The table shows only the top five limitations for any given soil. The soil may have additional limitations] Forestland Site Preparation–Chittenden County, Vermont Map symbol and soil name Pct. of map unit Suitability for mechanical site preparation (deep) Suitability for mechanical site preparation (surface) Rating class and limiting features Value Rating class and limiting features Value FaC—Farmington extremely rocky loam, 5 to 20 percent slopes Farmington 80 Unsuited Well suited Restrictive layer 1.00 FaE—Farmington extremely rocky loam, 20 to 60 percent slopes Farmington 80 Unsuited Unsuited Restrictive layer 1.00 Slope 1.00 Slope 1.00 VeB—Vergennes clay, 2 to 6 percent slopes Vergennes 85 Well suited Moderately suited Stickiness; high plasticity index 0.43 Custom Soil Resource Report 20 Suitability for Roads (Natural Surface) (VT)—Chittenden County, Vermont (Meyer Property)492010049201604920220492028049203404920400492046049205204920580492010049201604920220492028049203404920400492046049205204920580646640 646700 646760 646820 646880 646940 647000 646640 646700 646760 646820 646880 646940 647000 44° 25' 25'' N 73° 9' 28'' W44° 25' 25'' N73° 9' 11'' W44° 25' 9'' N 73° 9' 28'' W44° 25' 9'' N 73° 9' 11'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 100 200 400 600Feet 0 35 70 140 210Meters Map Scale: 1:2,450 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. 21 MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons Poorly suited Moderately suited Well suited Not rated or not available Soil Rating Lines Poorly suited Moderately suited Well suited Not rated or not available Soil Rating Points Poorly suited Moderately suited Well suited Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Chittenden County, Vermont Survey Area Data: Version 25, Sep 12, 2022 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 18, 2020—Jun 20, 2020 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Suitability for Roads (Natural Surface) (VT)—Chittenden County, Vermont (Meyer Property) 22 Suitability for Roads (Natural Surface) (VT) Map unit symbol Map unit name Rating Component name (percent) Rating reasons (numeric values) Acres in AOI Percent of AOI FaC Farmington extremely rocky loam, 5 to 20 percent slopes Moderately suited Farmington (80%) Slope (0.50)12.0 80.8% Palatine (3%)Slope (0.50) Benson (3%)Slope (0.50) Galway (3%)Slope (0.50) Woodstock (3%)Slope (0.50) Galoo (3%)Slope (0.50) FaE Farmington extremely rocky loam, 20 to 60 percent slopes Poorly suited Farmington (80%) Slope (1.00)0.1 1.0% Galoo (3%)Slope (1.00) Benson (3%)Slope (1.00) Palatine (3%)Slope (1.00) Galway (3%)Slope (1.00) Woodstock (3%)Slope (1.00) VeB Vergennes clay, 2 to 6 percent slopes Moderately suited Vergennes (85%) Stickiness; high plasticity index (0.50) 2.7 18.2% Low strength (0.50) Kingsbury (5%)Wetness (0.50) Low strength (0.50) Vergennes, moderately shallow variant (5%) Low strength (0.50) Stickiness; high plasticity index (0.50) Totals for Area of Interest 14.9 100.0% Rating Acres in AOI Percent of AOI Moderately suited 14.7 99.0% Poorly suited 0.1 1.0% Totals for Area of Interest 14.9 100.0% Suitability for Roads (Natural Surface) (VT)—Chittenden County, Vermont Meyer Property 23 Description The ratings in this interpretation indicate the suitability for using the natural surface of the soil for roads. The ratings are based on slope, rock fragments on the surface, plasticity index, content of sand, the Unified classification of the soil, depth to a water table, ponding, flooding, and the hazard of soil slippage. The ratings are both verbal and numerical. The soils are described as "well suited," "moderately suited," or "poorly suited" to this use. "Well suited" indicates that the soil has features that are favorable for the specified kind of roads and has no limitations. Good performance can be expected, and little or no maintenance is needed. "Moderately suited" indicates that the soil has features that are moderately favorable for the specified kind of roads. One or more soil properties are less than desirable, and fair performance can be expected. Some maintenance is needed. "Poorly suited" indicates that the soil has one or more properties that are unfavorable for the specified kind of roads. Overcoming the unfavorable properties requires special design, extra maintenance, and costly alteration. Numerical ratings indicate the severity of individual limitations. The ratings are shown as decimal fractions ranging from 0.01 to 1.00. They indicate gradations between the point at which a soil feature has the greatest negative impact on the specified aspect of forestland management (1.00) and the point at which the soil feature is not a limitation (0.00). The map unit components listed for each map unit in the accompanying Summary by Map Unit table in Web Soil Survey or the Aggregation Report in Soil Data Viewer are determined by the aggregation method chosen, which is displayed on the report. An aggregated rating class is shown for each map unit. The components listed for each map unit are only those that have the same rating class as listed for the map unit. The percent composition of each component in a particular map unit is presented to help the user better understand the percentage of each map unit that has the rating presented. Other components with different ratings may be present in each map unit. The ratings for all components, regardless of the map unit aggregated rating, can be viewed by generating the Selected Soil Interpretations report with this interpretation included from the Soil Reports tab in Web Soil Survey or from the Soil Data Mart site. Onsite investigation may be needed to validate these interpretations and to confirm the identity of the soil on a given site. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Suitability for Roads (Natural Surface) (VT)—Chittenden County, Vermont Meyer Property 24 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 25 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296.http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 26 ATTACHMENT B ASTM Standard: D2488 Designation: D2488 -09a Standard Practice for Description and Identification of Soils (Visual-Manual Procedure)1 This standard is issued under the fixed designation D2488; the number immediately following the designation indicates the year of original adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last reapproval. A superscript epsilon (´) indicates an editorial change since the last revision or reapproval. This standard has been approved for use by agencies of the U.S. Department of Defense. 1. Scope* 1.1 This practice covers procedures for the description of soils for engineering purposes. 1.2 This practice also describes a procedure for identifying soils, at the option of the user, based on the classification system described in Test Method D2487. The identification is based on visual examination and manual tests. It must be clearly stated in reporting an identification that it is based on visual-manual procedures. 1.2.1 When precise classification of soils for engineering purposes is required, the procedures prescribed in Test Method D2487 shall be used. 1.2.2 In this practice, the identification portion assigning a group symbol and name is limited to soil particles smaller than 3 in. (75 mm). 1.2.3 The identification portion of this practice is limited to naturally occurring soils (either intact or disturbed). NOTE 1—This practice may be used as a descriptive system applied to such materials as shale, claystone, shells, crushed rock, etc. (see Appendix X2). 1.3 The descriptive information in this practice may be used with other soil classification systems or for materials other than naturally occurring soils. 1.4 The values stated in inch-pound units are to be regarded as standard. The values given in parentheses are mathematical conversions to SI units that are provided for information only and are not considered standard. 1.5 This standard does not purport to address all of the safety problems, if any, associated with its use. It is the responsibility of the user of this standard to establish appro- priate safety and health practices and determine the applica- bility of regulatory limitations prior to use.For specific precautionary statements see Section 8. 1.6 This practice offers a set of instructions for performing one or more specific operations. This document cannot replace education or experience and should be used in conjunction with professional judgment. Not all aspects of this practice may be applicable in all circumstances. This ASTM standard is not intended to represent or replace the standard of care by which the adequacy of a given professional service must be judged, nor should this document be applied without consideration of a project’s many unique aspects. The word “Standard” in the title of this document means only that the document has been approved through the ASTM consensus process. 2. Referenced Documents 2.1 ASTM Standards: 2 D653 Terminology Relating to Soil, Rock, and Contained Fluids D1452 Practice for Soil Exploration and Sampling by Auger Borings D1586 Test Method for Penetration Test (SPT) and Split- Barrel Sampling of Soils D1587 Practice for Thin-Walled Tube Sampling of Soils for Geotechnical Purposes D2113 Practice for Rock Core Drilling and Sampling of Rock for Site Investigation D2487 Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System) D3740 Practice for Minimum Requirements for Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction D4083 Practice for Description of Frozen Soils (Visual- Manual Procedure) 3. Terminology 3.1 Definitions: 3.1.1 Except as listed below, all definitions are in accor- dance with Terminology D653. 1This practice is under the jurisdiction of ASTM Committee D18 on Soil and Rock and is the direct responsibility of Subcommittee D18.07 on Identification and Classification of Soils. Current edition approved June 15, 2009. Published July 2009. Originally approved in 1966. Last previous edition approved in 2009 as D2488 – 09. DOI: 10.1520/D2488-09A. 2 For referenced ASTM standards, visit the ASTM website, www.astm.org, or contact ASTM Customer Service at service@astm.org. For Annual Book of ASTM Standards volume information, refer to the standard’s Document Summary page on the ASTM website. *A Summary of Changes section appears at the end of this standard Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States 1 Copyright by ASTM Int'l (all rights reserved); Fri Sep 30 13:07:21 EDT 2016 Downloaded/printed by USDA - Natural Resources Conservation Service (USDA - Natural Resources Conservation Service) pursuant to License Agreement. No further reproductions authorized. NOTE 2—For particles retained on a 3-in. (75-mm) US standard sieve, the following definitions are suggested: Cobbles—particles of rock that will pass a 12-in. (300-mm) square opening and be retained on a 3-in. (75-mm) sieve, and Boulders—particles of rock that will not pass a 12-in. (300-mm) square opening. 3.1.2 clay—soil passing a No. 200 (75-µm) sieve that can be made to exhibit plasticity (putty-like properties) within a range of water contents, and that exhibits considerable strength when air-dry. For classification, a clay is a fine-grained soil, or the fine-grained portion of a soil, with a plasticity index equal to or greater than 4, and the plot of plasticity index versus liquid limit falls on or above the “A” line (see Fig. 3 of Test Method D2487). 3.1.3 gravel—particles of rock that will pass a 3-in. (75- mm) sieve and be retained on a No. 4 (4.75-mm) sieve with the following subdivisions: coarse—passes a 3-in. (75-mm) sieve and is retained on a 3⁄4-in. (19-mm) sieve. fine—passes a 3⁄4-in. (19-mm) sieve and is retained on a No. 4 (4.75-mm) sieve. 3.1.4 organic clay—a clay with sufficient organic content to influence the soil properties. For classification, an organic clay is a soil that would be classified as a clay, except that its liquid limit value after oven drying is less than 75 % of its liquid limit value before oven drying. 3.1.5 organic silt—a silt with sufficient organic content to influence the soil properties. For classification, an organic silt is a soil that would be classified as a silt except that its liquid limit value after oven drying is less than 75 % of its liquid limit value before oven drying. 3.1.6 peat—a soil composed primarily of vegetable tissue in various stages of decomposition usually with an organic odor, a dark brown to black color, a spongy consistency, and a texture ranging from fibrous to amorphous. 3.1.7 sand—particles of rock that will pass a No. 4 (4.75- mm) sieve and be retained on a No. 200 (75-µm) sieve with the following subdivisions: coarse—passes a No. 4 (4.75-mm) sieve and is retained on a No. 10 (2.00-mm) sieve. medium—passes a No. 10 (2.00-mm) sieve and is retained on a No. 40 (425-µm) sieve. fine—passes a No. 40 (425-µm) sieve and is retained on a No. 200 (75-µm) sieve. 3.1.8 silt—soil passing a No. 200 (75-µm) sieve that is nonplastic or very slightly plastic and that exhibits little or no strength when air dry. For classification, a silt is a fine-grained soil, or the fine-grained portion of a soil, with a plasticity index less than 4, or the plot of plasticity index versus liquid limit falls below the “A” line (see Fig. 3 of Test Method D2487). 4. Summary of Practice 4.1 Using visual examination and simple manual tests, this practice gives standardized criteria and procedures for describ- ing and identifying soils. 4.2 The soil can be given an identification by assigning a group symbol(s) and name. The flow charts,Fig. 1a and Fig. 1b for fine-grained soils, and Fig. 2, for coarse-grained soils, can be used to assign the appropriate group symbol(s) and name. If the soil has properties which do not distinctly place it into a specific group, borderline symbols may be used, see Appendix X3. NOTE 3—It is suggested that a distinction be made between dual symbols and borderline symbols. Dual Symbol—A dual symbol is two symbols separated by a hyphen, for example, GP-GM, SW-SC, CL-ML used to indicate that the soil has been identified as having the properties of a classification in accordance with Test Method D2487 where two symbols are required. Two symbols are required when the soil has between 5 and 12 % fines or when the liquid limit and plasticity index values plot in the CL-ML area of the plasticity chart. Borderline Symbol—A borderline symbol is two symbols separated by a slash, for example, CL/CH, GM/SM, CL/ML.Aborderline symbol should be used to indicate that the soil has been identified as having properties that do not distinctly place the soil into a specific group (see Appendix X3). 5. Significance and Use 5.1 The descriptive information required in this practice can be used to describe a soil to aid in the evaluation of its significant properties for engineering use. 5.2 The descriptive information required in this practice should be used to supplement the classification of a soil as determined by Test Method D2487. 5.3 This practice may be used in identifying soils using the classification group symbols and names as prescribed in Test Method D2487. Since the names and symbols used in this practice to identify the soils are the same as those used in Test Method D2487, it shall be clearly stated in reports and all other appropriate documents, that the classification symbol and name are based on visual-manual procedures. 5.4 This practice is to be used not only for identification of soils in the field, but also in the office, laboratory, or wherever soil samples are inspected and described. 5.5 This practice has particular value in grouping similar soil samples so that only a minimum number of laboratory tests need be run for positive soil classification. NOTE 4—The ability to describe and identify soils correctly is learned more readily under the guidance of experienced personnel, but it may also be acquired systematically by comparing numerical laboratory test results for typical soils of each type with their visual and manual characteristics. 5.6 When describing and identifying soil samples from a given boring, test pit, or group of borings or pits, it is not necessary to follow all of the procedures in this practice for every sample. Soils which appear to be similar can be grouped together; one sample completely described and identified with the others referred to as similar based on performing only a few of the descriptive and identification procedures described in this practice. 5.7 This practice may be used in combination with Practice D4083 when working with frozen soils. NOTE 5—Notwithstanding the statements on precision and bias con- tained in this standard: The precision of this test method is dependent on the competence of the personnel performing it and the suitability of the equipment and facilities used. Agencies that meet the criteria of Practice D3740 are generally considered capable of competent and objective testing. Users of this test method are cautioned that compliance with Practice D3740 does not in itself assure reliable testing. Reliable testing D2488 - 09a 2 Copyright by ASTM Int'l (all rights reserved); Fri Sep 30 13:07:21 EDT 2016 Downloaded/printed by USDA - Natural Resources Conservation Service (USDA - Natural Resources Conservation Service) pursuant to License Agreement. No further reproductions authorized. depends on several factors; Practice D3740 provides a means for evaluating some of those factors. 6. Apparatus 6.1 Required Apparatus: 6.1.1 Pocket Knife or Small Spatula. 6.2 Useful Auxiliary Apparatus: 6.2.1 Test Tube and Stopper (or jar with a lid). 6.2.2 Hand Lens. 7. Reagents 7.1 Purity of Water—Unless otherwise indicated, references to water shall be understood to mean water from a city water supply or natural source, including non-potable water. 7.2 Hydrochloric Acid—A small bottle of dilute hydrochlo- ric acid, HCl, one part HCl (10 N) to three parts water (This reagent is optional for use with this practice). See Section 8. NOTE 1—Percentages are based on estimating amounts of fines, sand, and gravel to the nearest 5 %. FIG. 1a Flow Chart for Identifying Inorganic Fine-Grained Soil (50 % or more fines) NOTE 1—Percentages are based on estimating amounts of fines, sand, and gravel to the nearest 5 %. FIG. 1 b Flow Chart for Identifying Organic Fine-Grained Soil (50 % or more fines) D2488 - 09a 3 Copyright by ASTM Int'l (all rights reserved); Fri Sep 30 13:07:21 EDT 2016 Downloaded/printed by USDA - Natural Resources Conservation Service (USDA - Natural Resources Conservation Service) pursuant to License Agreement. No further reproductions authorized. 8. Safety Precautions 8.1 When preparing the dilute HCl solution of one part concentrated hydrochloric acid (10 N) to three parts of distilled water, slowly add acid into water following necessary safety precautions. Handle with caution and store safely. If solution comes into contact with the skin, rinse thoroughly with water. 8.2 Caution—Do not add water to acid. 9. Sampling 9.1 The sample shall be considered to be representative of the stratum from which it was obtained by an appropriate, accepted, or standard procedure. NOTE 6—Preferably, the sampling procedure should be identified as having been conducted in accordance with Practices D1452,D1587,or D2113, or Test Method D1586. 9.2 The sample shall be carefully identified as to origin. NOTE 7—Remarks as to the origin may take the form of a boring number and sample number in conjunction with a job number, a geologic stratum, a pedologic horizon or a location description with respect to a permanent monument, a grid system or a station number and offset with respect to a stated centerline and a depth or elevation. 9.3 For accurate description and identification, the mini- mum amount of the specimen to be examined shall be in accordance with the following schedule: Maximum Particle Size, Sieve Opening Minimum Specimen Size, Dry Weight 4.75 mm (No. 4) 100 g (0.25 lb) 9.5mm(3⁄8 in.) 200 g (0.5 lb) 19.0mm(3⁄4 in.) 1.0kg(2.2lb) 38.1mm(11⁄2 in.) 8.0 kg (18 lb) 75.0 mm (3 in.) 60.0 kg (132 lb) NOTE 8—If random isolated particles are encountered that are signifi- cantly larger than the particles in the soil matrix, the soil matrix can be accurately described and identified in accordance with the preceeding schedule. 9.4 If the field sample or specimen being examined is smaller than the minimum recommended amount, the report shall include an appropriate remark. 10. Descriptive Information for Soils 10.1 Angularity—Describe the angularity of the sand (coarse sizes only), gravel, cobbles, and boulders, as angular, subangular, subrounded, or rounded in accordance with the criteria in Table 1 and Fig. 3. A range of angularity may be stated, such as: subrounded to rounded. 10.2 Shape—Describe the shape of the gravel, cobbles, and boulders as flat, elongated, or flat and elongated if they meet the criteria in Table 2 and Fig. 4. Otherwise, do not mention the shape. Indicate the fraction of the particles that have the shape, such as: one-third of the gravel particles are flat. NOTE 1—Percentages are based on estimating amounts of fines, sand, and gravel to the nearest 5 %. FIG. 2 Flow Chart for Identifying Coarse-Grained Soils (less than 50 % fines) D2488 - 09a 4 Copyright by ASTM Int'l (all rights reserved); Fri Sep 30 13:07:21 EDT 2016 Downloaded/printed by USDA - Natural Resources Conservation Service (USDA - Natural Resources Conservation Service) pursuant to License Agreement. No further reproductions authorized. 10.3 Color—Describe the color. Color is an important property in identifying organic soils, and within a given locality it may also be useful in identifying materials of similar geologic origin. If the sample contains layers or patches of varying colors, this shall be noted and all representative colors shall be described. The color shall be described for moist samples. If the color represents a dry condition, this shall be stated in the report. 10.4 Odor—Describe the odor if organic or unusual. Soils containing a significant amount of organic material usually have a distinctive odor of decaying vegetation. This is espe- cially apparent in fresh samples, but if the samples are dried, the odor may often be revived by heating a moistened sample. If the odor is unusual (petroleum product, chemical, and the like), it shall be described. 10.5 Moisture Condition—Describe the moisture condition as dry, moist, or wet, in accordance with the criteria in Table 3. 10.6 HCl Reaction—Describe the reaction with HCl as none, weak, or strong, in accordance with the critera in Table 4. Since calcium carbonate is a common cementing agent, a report of its presence on the basis of the reaction with dilute hydrochloric acid is important. 10.7 Consistency—For intact fine-grained soil, describe the consistency as very soft, soft, firm, hard, or very hard, in accordance with the criteria in Table 5. This observation is inappropriate for soils with significant amounts of gravel. 10.8 Cementation—Describe the cementation of intact coarse-grained soils as weak, moderate, or strong, in accor- dance with the criteria in Table 6. 10.9 Structure—Describe the structure of intact soils in accordance with the criteria in Table 7. 10.10 Range of Particle Sizes—For gravel and sand components, describe the range of particle sizes within each component as defined in 3.1.2 and 3.1.6. For example, about 20 % fine to coarse gravel, about 40 % fine to coarse sand. 10.11 Maximum Particle Size—Describe the maximum par- ticle size found in the sample in accordance with the following information: 10.11.1 Sand Size—If the maximum particle size is a sand size, describe as fine, medium, or coarse as defined in 3.1.6. For example: maximum particle size, medium sand. 10.11.2 Gravel Size—If the maximum particle size is a gravel size, describe the maximum particle size as the smallest sieve opening that the particle will pass. For example, maxi- mum particle size, 1 1⁄2 in. (will pass a 1 1⁄2-in. square opening but not a 3⁄4-in. square opening). 10.11.3 Cobble or Boulder Size—If the maximum particle size is a cobble or boulder size, describe the maximum dimension of the largest particle. For example: maximum dimension, 18 in. (450 mm). 10.12 Hardness—Describe the hardness of coarse sand and larger particles as hard, or state what happens when the particles are hit by a hammer, for example, gravel-size particles fracture with considerable hammer blow, some gravel-size particles crumble with hammer blow. “Hard” means particles do not crack, fracture, or crumble under a hammer blow. 10.13 Additional comments shall be noted, such as the presence of roots or root holes, difficulty in drilling or augering hole, caving of trench or hole, or the presence of mica. 10.14 A local or commercial name or a geologic interpre- tation of the soil, or both, may be added if identified as such. 10.15 A classification or identification of the soil in accor- dance with other classification systems may be added if identified as such. 11. Identification of Peat 11.1 A sample composed primarily of vegetable tissue in various stages of decomposition that has a fibrous to amor- phous texture, usually a dark brown to black color, and an organic odor, shall be designated as a highly organic soil and shall be identified as peat, PT, and not subjected to the identification procedures described hereafter. 12. Preparation for Identification 12.1 The soil identification portion of this practice is based on the portion of the soil sample that will pass a 3-in. (75-mm) sieve. The larger than 3-in. (75-mm) particles must be removed, manually, for a loose sample, or mentally, for an intact sample before classifying the soil. 12.2 Estimate and note the percentage of cobbles and the percentage of boulders. Performed visually, these estimates will be on the basis of volume percentage. NOTE 9—Since the percentages of the particle-size distribution in Test Method D2487 are by dry weight, and the estimates of percentages for gravel, sand, and fines in this practice are by dry weight, it is recom- mended that the report state that the percentages of cobbles and boulders are by volume. 12.3 Of the fraction of the soil smaller than 3 in. (75 mm), estimate and note the percentage, by dry weight, of the gravel, sand, and fines (see Appendix X4 for suggested procedures). NOTE 10—Since the particle-size components appear visually on the basis of volume, considerable experience is required to estimate the percentages on the basis of dry weight. Frequent comparisons with laboratory particle-size analyses should be made. 12.3.1 The percentages shall be estimated to the closest 5 %. The percentages of gravel, sand, and fines must add up to 100 %. 12.3.2 If one of the components is present but not in sufficient quantity to be considered 5 % of the smaller than 3-in. (75-mm) portion, indicate its presence by the term trace, TABLE 1 Criteria for Describing Angularity of Coarse-Grained Particles (see Fig. 3) Description Criteria Angular Particles have sharp edges and relatively plane sides with unpolished surfaces Subangular Particles are similar to angular description but have rounded edges Subrounded Particles have nearly plane sides but have well-rounded corners and edges Rounded Particles have smoothly curved sides and no edges D2488 - 09a 5 Copyright by ASTM Int'l (all rights reserved); Fri Sep 30 13:07:21 EDT 2016 Downloaded/printed by USDA - Natural Resources Conservation Service (USDA - Natural Resources Conservation Service) pursuant to License Agreement. No further reproductions authorized. for example, trace of fines.Atrace is not to be considered in the total of 100 % for the components. 13. Preliminary Identification 13.1 The soil is fine grained if it contains 50 % or more fines. Follow the procedures for identifying fine-grained soils of Section 14. 13.2 The soil is coarse grained if it contains less than 50 % fines. Follow the procedures for identifying coarse-grained soils of Section 15. 14. Procedure for Identifying Fine-Grained Soils 14.1 Select a representative sample of the material for examination. Remove particles larger than the No. 40 sieve (medium sand and larger) until a specimen equivalent to about a handful of material is available. Use this specimen for performing the dry strength, dilatancy, and toughness tests. 14.2 Dry Strength: 14.2.1 From the specimen, select enough material to mold into a ball about 1 in. (25 mm) in diameter. Mold the material until it has the consistency of putty, adding water if necessary. 14.2.2 From the molded material, make at least three test specimens. A test specimen shall be a ball of material about 1⁄2 FIG. 3 Typical Angularity of Bulky Grains TABLE 2 Criteria for Describing Particle Shape (see Fig. 4) The particle shape shall be described as follows where length, width, and thickness refer to the greatest, intermediate, and least dimensions of a particle, respectively. Flat Particles with width/thickness > 3 Elongated Particles with length/width > 3 Flat and elongated Particles meet criteria for both flat and elongated FIG. 4 Criteria for Particle Shape D2488 - 09a 6 Copyright by ASTM Int'l (all rights reserved); Fri Sep 30 13:07:21 EDT 2016 Downloaded/printed by USDA - Natural Resources Conservation Service (USDA - Natural Resources Conservation Service) pursuant to License Agreement. No further reproductions authorized. in. (12 mm) in diameter. Allow the test specimens to dry in air, or sun, or by artificial means, as long as the temperature does not exceed 60°C. 14.2.3 If the test specimen contains natural dry lumps, those that are about 1⁄2 in. (12 mm) in diameter may be used in place of the molded balls. NOTE 11—The process of molding and drying usually produces higher strengths than are found in natural dry lumps of soil. 14.2.4 Test the strength of the dry balls or lumps by crushing between the fingers. Note the strength as none, low, medium, high, or very high in accorance with the criteria in Table 8. If natural dry lumps are used, do not use the results of any of the lumps that are found to contain particles of coarse sand. 14.2.5 The presence of high-strength water-soluble cement- ing materials, such as calcium carbonate, may cause excep- tionally high dry strengths. The presence of calcium carbonate can usually be detected from the intensity of the reaction with dilute hydrochloric acid (see 10.6). 14.3 Dilatancy: 14.3.1 From the specimen, select enough material to mold into a ball about 1⁄2 in. (12 mm) in diameter. Mold the material, adding water if necessary, until it has a soft, but not sticky, consistency. 14.3.2 Smooth the soil ball in the palm of one hand with the blade of a knife or small spatula. Shake horizontally, striking the side of the hand vigorously against the other hand several times. Note the reaction of water appearing on the surface of the soil. Squeeze the sample by closing the hand or pinching the soil between the fingers, and note the reaction as none, slow, or rapid in accordance with the criteria in Table 9. The reaction is the speed with which water appears while shaking, and disappears while squeezing. 14.4 Toughness: 14.4.1 Following the completion of the dilatancy test, the test specimen is shaped into an elongated pat and rolled by hand on a smooth surface or between the palms into a thread about 1⁄8 in. (3 mm) in diameter. (If the sample is too wet to roll easily, it should be spread into a thin layer and allowed to lose some water by evaporation.) Fold the sample threads and reroll repeatedly until the thread crumbles at a diameter of about 1⁄8 in. The thread will crumble at a diameter of 1⁄8 in. when the soil is near the plastic limit. Note the pressure required to roll the thread near the plastic limit. Also, note the strength of the thread. After the thread crumbles, the pieces should be lumped together and kneaded until the lump crumbles. Note the toughness of the material during kneading. 14.4.2 Describe the toughness of the thread and lump as low, medium, or high in accordance with the criteria in Table 10. TABLE 3 Criteria for Describing Moisture Condition Description Criteria Dry Absence of moisture, dusty, dry to the touch Moist Damp but no visible water Wet Visible free water, usually soil is below water table TABLE 4 Criteria for Describing the Reaction With HCl Description Criteria None No visible reaction Weak Some reaction, with bubbles forming slowly Strong Violent reaction, with bubbles forming immediately TABLE 5 Criteria for Describing Consistency Description Criteria Very soft Thumb will penetrate soil more than 1 in. (25 mm) Soft Thumb will penetrate soil about 1 in. (25 mm) Firm Thumb will indent soil about 1⁄4 in. (6 mm) Hard Thumb will not indent soil but readily indented with thumbnail Very hard Thumbnail will not indent soil TABLE 6 Criteria for Describing Cementation Description Criteria Weak Crumbles or breaks with handling or little finger pressure Moderate Crumbles or breaks with considerable finger pressure Strong Will not crumble or break with finger pressure TABLE 7 Criteria for Describing Structure Description Criteria Stratified Alternating layers of varying material or color with layers at least 6 mm thick; note thickness Laminated Alternating layers of varying material or color with the layers less than 6 mm thick; note thickness Fissured Breaks along definite planes of fracture with little resistance to fracturing Slickensided Fracture planes appear polished or glossy, sometimes striated Blocky Cohesive soil that can be broken down into small angular lumps which resist further breakdown Lensed Inclusion of small pockets of different soils, such as small lenses of sand scattered through a mass of clay; note thickness Homogeneous Same color and appearance throughout TABLE 8 Criteria for Describing Dry Strength Description Criteria None The dry specimen crumbles into powder with mere pressure of handling Low The dry specimen crumbles into powder with some finger pressure Medium The dry specimen breaks into pieces or crumbles with considerable finger pressure High The dry specimen cannot be broken with finger pressure. Specimen will break into pieces between thumb and a hard surface Very high The dry specimen cannot be broken between the thumb and a hard surface TABLE 9 Criteria for Describing Dilatancy Description Criteria None No visible change in the specimen Slow Water appears slowly on the surface of the specimen during shaking and does not disappear or disappears slowly upon squeezing Rapid Water appears quickly on the surface of the specimen during shaking and disappears quickly upon squeezing D2488 - 09a 7 Copyright by ASTM Int'l (all rights reserved); Fri Sep 30 13:07:21 EDT 2016 Downloaded/printed by USDA - Natural Resources Conservation Service (USDA - Natural Resources Conservation Service) pursuant to License Agreement. No further reproductions authorized. 14.5 Plasticity—On the basis of observations made during the toughness test, describe the plasticity of the material in accordance with the criteria given in Table 11. 14.6 Decide whether the soil is an inorganic or an organic fine-grained soil (see 14.8). If inorganic, follow the steps given in 14.7. 14.7 Identification of Inorganic Fine-Grained Soils: 14.7.1 Identify the soil as a lean clay, CL, if the soil has medium to high dry strength, no or slow dilatancy, and medium toughness and plasticity (see Table 12). 14.7.2 Identify the soil as a fat clay, CH, if the soil has high to very high dry strength, no dilatancy, and high toughness and plasticity (see Table 12). 14.7.3 Identify the soil as a silt, ML, if the soil has no to low dry strength, slow to rapid dilatancy, and low toughness and plasticity, or is nonplastic (see Table 12). 14.7.4 Identify the soil as an elastic silt, MH, if the soil has low to medium dry strength, no to slow dilatancy, and low to medium toughness and plasticity (see Table 12). NOTE 12—These properties are similar to those for a lean clay. However, the silt will dry quickly on the hand and have a smooth, silky feel when dry. Some soils that would classify as MH in accordance with the criteria in Test Method D2487 are visually difficult to distinguish from lean clays, CL. It may be necessary to perform laboratory testing for proper identification. 14.8 Identification of Organic Fine-Grained Soils: 14.8.1 Identify the soil as an organic soil, OL/OH, if the soil contains enough organic particles to influence the soil proper- ties. Organic soils usually have a dark brown to black color and may have an organic odor. Often, organic soils will change color, for example, black to brown, when exposed to the air. Some organic soils will lighten in color significantly when air dried. Organic soils normally will not have a high toughness or plasticity. The thread for the toughness test will be spongy. NOTE 13—In some cases, through practice and experience, it may be possible to further identify the organic soils as organic silts or organic clays, OL or OH. Correlations between the dilatancy, dry strength, toughness tests, and laboratory tests can be made to identify organic soils in certain deposits of similar materials of known geologic origin. 14.9 If the soil is estimated to have 15 to 25 % sand or gravel, or both, the words “with sand” or “with gravel” (whichever is more predominant) shall be added to the group name. For example: “lean clay with sand, CL” or “silt with gravel, ML” (see Fig. 1a and Fig. 1b). If the percentage of sand is equal to the percentage of gravel, use “with sand.” 14.10 If the soil is estimated to have 30 % or more sand or gravel, or both, the words “sandy” or “gravelly” shall be added to the group name.Add the word “sandy” if there appears to be more sand than gravel. Add the word “gravelly” if there appears to be more gravel than sand. For example: “sandy lean clay, CL”, “gravelly fat clay, CH”, or “sandy silt, ML” (see Fig. 1a and Fig. 1b). If the percentage of sand is equal to the percent of gravel, use “sandy.” 15. Procedure for Identifying Coarse-Grained Soils (Contains less than 50 % fines) 15.1 The soil is a gravel if the percentage of gravel is estimated to be more than the percentage of sand. 15.2 The soil is a sand if the percentage of gravel is estimated to be equal to or less than the percentage of sand. 15.3 The soil is a clean gravel or clean sand if the percentage of fines is estimated to be 5 % or less. 15.3.1 Identify the soil as a well-graded gravel, GW, or as a well-graded sand, SW, if it has a wide range of particle sizes and substantial amounts of the intermediate particle sizes. 15.3.2 Identify the soil as a poorly graded gravel, GP, or as a poorly graded sand, SP, if it consists predominantly of one size (uniformly graded), or it has a wide range of sizes with some intermediate sizes obviously missing (gap or skip graded). 15.4 The soil is either a gravel with fines or a sand with fines if the percentage of fines is estimated to be 15 % or more. 15.4.1 Identify the soil as a clayey gravel, GC, or a clayey sand, SC, if the fines are clayey as determined by the procedures in Section 14. 15.4.2 Identify the soil as a silty gravel, GM, or a silty sand, SM, if the fines are silty as determined by the procedures in Section 14. 15.5 If the soil is estimated to contain 10 % fines, give the soil a dual identification using two group symbols. 15.5.1 The first group symbol shall correspond to a clean gravel or sand (GW, GP, SW, SP) and the second symbol shall correspond to a gravel or sand with fines (GC, GM, SC, SM). TABLE 10 Criteria for Describing Toughness Description Criteria Low Only slight pressure is required to roll the thread near the plastic limit. The thread and the lump are weak and soft Medium Medium pressure is required to roll the thread to near the plastic limit. The thread and the lump have medium stiffness High Considerable pressure is required to roll the thread to near the plastic limit. The thread and the lump have very high stiffness TABLE 11 Criteria for Describing Plasticity Description Criteria Nonplastic A 1⁄8-in. (3-mm) thread cannot be rolled at any water content Low The thread can barely be rolled and the lump cannot be formed when drier than the plastic limit Medium The thread is easy to roll and not much time is required to reach the plastic limit. The thread cannot be rerolled after reaching the plastic limit. The lump crumbles when drier than the plastic limit High It takes considerable time rolling and kneading to reach the plastic limit. The thread can be rerolled several times after reaching the plastic limit. The lump can be formed without crumbling when drier than the plastic limit TABLE 12 Identification of Inorganic Fine-Grained Soils from Manual Tests Soil Symbol Dry Strength Dilatancy Toughness and Plasticity ML None to low Slow to rapid Low or thread cannot be formed CL Medium to high None to slow Medium MH Low to medium None to slow Low to medium CH High to very high None High D2488 - 09a 8 Copyright by ASTM Int'l (all rights reserved); Fri Sep 30 13:07:21 EDT 2016 Downloaded/printed by USDA - Natural Resources Conservation Service (USDA - Natural Resources Conservation Service) pursuant to License Agreement. No further reproductions authorized. 15.5.2 The group name shall correspond to the first group symbol plus the words “with clay” or “with silt” to indicate the plasticity characteristics of the fines. For example: “well- graded gravel with clay, GW-GC” or “poorly graded sand with silt, SP-SM” (see Fig. 2). 15.6 If the specimen is predominantly sand or gravel but contains an estimated 15 % or more of the other coarse-grained constituent, the words “with gravel” or “with sand” shall be added to the group name. For example: “poorly graded gravel with sand, GP” or “clayey sand with gravel, SC” (see Fig. 2). 15.7 If the field sample contains any cobbles or boulders, or both, the words “with cobbles” or “with cobbles and boulders” shall be added to the group name. For example: “silty gravel with cobbles, GM.” 16. Report 16.1 The report shall include the information as to origin, and the items indicated in Table 13. NOTE 14—Example: Clayey Gravel with Sand and Cobbles, GC— About 50 % fine to coarse, subrounded to subangular gravel; about 30 % fine to coarse, subrounded sand; about 20 % fines with medium plasticity, high dry strength, no dilatancy, medium toughness; weak reaction with HCl; original field sample had about 5 % (by volume) subrounded cobbles, maximum dimension, 150 mm. In-Place Conditions—Firm, homogeneous, dry, brown Geologic Interpretation—Alluvial fan NOTE 15—Other examples of soil descriptions and identification are given in Appendix X1 and Appendix X2. NOTE 16—If desired, the percentages of gravel, sand, and fines may be stated in terms indicating a range of percentages, as follows: Trace—Particles are present but estimated to be less than 5 % Few—5 to 10 % Little—15 to 25 % Some—30 to 45 % Mostly—50 to 100 % 16.2 If, in the soil description, the soil is identified using a classification group symbol and name as described in Test Method D2487, it must be distinctly and clearly stated in log forms, summary tables, reports, and the like, that the symbol and name are based on visual-manual procedures. 17. Precision and Bias 17.1 This practice provides qualitative information only, therefore, a precision and bias statement is not applicable. 18. Keywords 18.1 classification; clay; gravel; organic soils; sand; silt; soil classification; soil description; visual classification APPENDIXES (Nonmandatory Information) X1. EXAMPLES OF VISUAL SOIL DESCRIPTIONS X1.1 The following examples show how the information required in 16.1 can be reported. The information that is included in descriptions should be based on individual circum- stances and need. X1.1.1 Well-Graded Gravel with Sand (GW)—About 75 % fine to coarse, hard, subangular gravel; about 25 % fine to coarse, hard, subangular sand; trace of fines; maximum size, 75 mm, brown, dry; no reaction with HCl. X1.1.2 Silty Sand with Gravel (SM)—About 60 % predomi- nantly fine sand; about 25 % silty fines with low plasticity, low dry strength, rapid dilatancy, and low toughness; about 15 % fine, hard, subrounded gravel, a few gravel-size particles fractured with hammer blow; maximum size, 25 mm; no reaction with HCl (Note—Field sample size smaller than recommended). In-Place Conditions—Firm, stratified and contains lenses of silt 1 to 2 in. (25 to 50 mm) thick, moist, brown to gray; in-place density 106 lb/ft 3; in-place moisture 9 %. X1.1.3 Organic Soil (OL/OH)—About 100 % fines with low plasticity, slow dilatancy, low dry strength, and low toughness; wet, dark brown, organic odor; weak reaction with HCl. X1.1.4 Silty Sand with Organic Fines (SM)—About 75 % fine to coarse, hard, subangular reddish sand; about 25 % organic and silty dark brown nonplastic fines with no dry TABLE 13 Checklist for Description of Soils 1. Group name 2. Group symbol 3. Percent of cobbles or boulders, or both (by volume) 4. Percent of gravel, sand, or fines, or all three (by dry weight) 5. Particle-size range: Gravel—fine, coarse Sand—fine, medium, coarse 6. Particle angularity: angular, subangular, subrounded, rounded 7. Particle shape: (if appropriate) flat, elongated, flat and elongated 8. Maximum particle size or dimension 9. Hardness of coarse sand and larger particles 10. Plasticity of fines: nonplastic, low, medium, high 11. Dry strength: none, low, medium, high, very high 12. Dilatancy: none, slow, rapid 13. Toughness: low, medium, high 14. Color (in moist condition) 15. Odor (mention only if organic or unusual) 16. Moisture: dry, moist, wet 17. Reaction with HCl: none, weak, strong For intact samples: 18. Consistency (fine-grained soils only): very soft, soft, firm, hard, very hard 19. Structure: stratified, laminated, fissured, slickensided, lensed, homo- geneous 20. Cementation: weak, moderate, strong 21. Local name 22. Geologic interpretation 23. Additional comments: presence of roots or root holes, presence of mica, gypsum, etc., surface coatings on coarse-grained particles, caving or sloughing of auger hole or trench sides, difficulty in augering or excavating, etc. D2488 - 09a 9 Copyright by ASTM Int'l (all rights reserved); Fri Sep 30 13:07:21 EDT 2016 Downloaded/printed by USDA - Natural Resources Conservation Service (USDA - Natural Resources Conservation Service) pursuant to License Agreement. No further reproductions authorized. strength and slow dilatancy; wet; maximum size, coarse sand; weak reaction with HCl. X1.1.5 Poorly Graded Gravel with Silt, Sand, Cobbles and Boulders (GP-GM)—About 75 % fine to coarse, hard, sub- rounded to subangular gravel; about 15 % fine, hard, sub- rounded to subangular sand; about 10 % silty nonplastic fines; moist, brown; no reaction with HCl; original field sample had about 5 % (by volume) hard, subrounded cobbles and a trace of hard, subrounded boulders, with a maximum dimension of 18 in. (450 mm). X2. USING THE IDENTIFICATION PROCEDURE AS A DESCRIPTIVE SYSTEM FOR SHALE, CLAYSTONE, SHELLS, SLAG, CRUSHED ROCK, AND THE LIKE X2.1 The identification procedure may be used as a descrip- tive system applied to materials that exist in-situ as shale, claystone, sandstone, siltstone, mudstone, etc., but convert to soils after field or laboratory processing (crushing, slaking, and the like). X2.2 Materials such as shells, crushed rock, slag, and the like, should be identified as such. However, the procedures used in this practice for describing the particle size and plasticity characteristics may be used in the description of the material. If desired, an identification using a group name and symbol according to this practice may be assigned to aid in describing the material. X2.3 The group symbol(s) and group names should be placed in quotation marks or noted with some type of distin- guishing symbol. See examples. X2.4 Examples of how group names and symbols can be incororated into a descriptive system for materials that are not naturally occurring soils are as follows: X2.4.1 Shale Chunks—Retrieved as 2 to 4-in. (50 to 100- mm) pieces of shale from power auger hole, dry, brown, no reaction with HCl. After slaking in water for 24 h, material identified as “Sandy Lean Clay (CL)”; about 60 % fines with medium plasticity, high dry strength, no dilatancy, and medium toughness; about 35 % fine to medium, hard sand; about 5 % gravel-size pieces of shale. X2.4.2 Crushed Sandstone—Product of commercial crush- ing operation; “Poorly Graded Sand with Silt (SP-SM)”; about 90 % fine to medium sand; about 10 % nonplastic fines; dry, reddish-brown. X2.4.3 Broken Shells—About 60 % uniformly graded gravel-size broken shells; about 30 % sand and sand-size shell pieces; about 10 % nonplastic fines; “Poorly Graded Gravel with Silt and Sand (GP-GM).” X2.4.4 Crushed Rock—Processed from gravel and cobbles in Pit No. 7; “Poorly Graded Gravel (GP)”; about 90 % fine, hard, angular gravel-size particles; about 10 % coarse, hard, angular sand-size particles; dry, tan; no reaction with HCl. X3. SUGGESTED PROCEDURE FOR USING A BORDERLINE SYMBOL FOR SOILS WITH TWO POSSIBLE IDENTIFICA- TIONS. X3.1 Since this practice is based on estimates of particle size distribution and plasticity characteristics, it may be diffi- cult to clearly identify the soil as belonging to one category. To indicate that the soil may fall into one of two possible basic groups, a borderline symbol may be used with the two symbols separated by a slash. For example: SC/CL or CL/CH. X3.1.1 A borderline symbol may be used when the percent- age of fines is estimated to be between 45 and 55 %. One symbol should be for a coarse-grained soil with fines and the other for a fine-grained soil. For example: GM/ML or CL/SC. X3.1.2 A borderline symbol may be used when the percent- age of sand and the percentage of gravel are estimated to be about the same. For example: GP/SP, SC/GC, GM/SM. It is practically impossible to have a soil that would have a borderline symbol of GW/SW. X3.1.3 A borderline symbol may be used when the soil could be either well graded or poorly graded. For example: GW/GP, SW/SP. X3.1.4 A borderline symbol may be used when the soil could either be a silt or a clay. For example: CL/ML, CH/MH, SC/SM. X3.1.5 A borderline symbol may be used when a fine- grained soil has properties that indicate that it is at the boundary between a soil of low compressibility and a soil of high compressibility. For example: CL/CH, MH/ML. X3.2 The order of the borderline symbols should reflect similarity to surrounding or adjacent soils. For example: soils in a borrow area have been identified as CH. One sample is considered to have a borderline symbol of CL and CH. To show similarity, the borderline symbol should be CH/CL. X3.3 The group name for a soil with a borderline symbol should be the group name for the first symbol, except for: CL/CH lean to fat clay ML/CL clayey silt CL/ML silty clay X3.4 The use of a borderline symbol should not be used indiscriminately. Every effort shall be made to first place the soil into a single group. D2488 - 09a 10 Copyright by ASTM Int'l (all rights reserved); Fri Sep 30 13:07:21 EDT 2016 Downloaded/printed by USDA - Natural Resources Conservation Service (USDA - Natural Resources Conservation Service) pursuant to License Agreement. No further reproductions authorized. X4. SUGGESTED PROCEDURES FOR ESTIMATING THE PERCENTAGES OF GRAVEL, SAND, AND FINES IN A SOIL SAMPLE X4.1 Jar Method—The relative percentage of coarse- and fine-grained material may be estimated by thoroughly shaking a mixture of soil and water in a test tube or jar, and then allowing the mixture to settle. The coarse particles will fall to the bottom and successively finer particles will be deposited with increasing time; the sand sizes will fall out of suspension in 20 to 30 s. The relative proportions can be estimated from the relative volume of each size separate. This method should be correlated to particle-size laboratory determinations. X4.2 Visual Method—Mentally visualize the gravel size particles placed in a sack (or other container) or sacks. Then, do the same with the sand size particles and the fines. Then, mentally compare the number of sacks to estimate the percent- age of plus No. 4 sieve size and minus No. 4 sieve size present. The percentages of sand and fines in the minus sieve size No. 4 material can then be estimated from the wash test (X4.3). X4.3 Wash Test (for relative percentages of sand and fines)—Select and moisten enough minus No. 4 sieve size material to form a 1-in (25-mm) cube of soil. Cut the cube in half, set one-half to the side, and place the other half in a small dish. Wash and decant the fines out of the material in the dish until the wash water is clear and then compare the two samples and estimate the percentage of sand and fines. Remember that the percentage is based on weight, not volume. However, the volume comparison will provide a reasonable indication of grain size percentages. X4.3.1 While washing, it may be necessary to break down lumps of fines with the finger to get the correct percentages. X5. ABBREVIATED SOIL CLASSIFICATION SYMBOLS X5.1 In some cases, because of lack of space, an abbrevi- ated system may be useful to indicate the soil classification symbol and name. Examples of such cases would be graphical logs, databases, tables, etc. X5.2 This abbreviated system is not a substitute for the full name and descriptive information but can be used in supple- mentary presentations when the complete description is refer- enced. X5.3 The abbreviated system should consist of the soil classification symbol based on this standard with appropriate lower case letter prefixes and suffixes as: Prefix:Suffix: s = sandy s = with sand g = gravelly g = with gravel c = with cobbles b = with boulders X5.4 The soil classification symbol is to be enclosed in parenthesis. Some examples would be: Group Symbol and Full Name Abbreviated CL, Sandy lean clay s(CL) SP-SM, Poorly graded sand with silt and gravel (SP-SM)g GP, poorly graded gravel with sand, cobbles, and boulders (GP)scb ML, gravelly silt with sand and cobbles g(ML)sc SUMMARY OF CHANGES Committee D18 has identified the location of selected changes to this standard since the last issue (D2488 – 09) that may impact the use of this standard. (Approved June 15, 2009.) (1)Revised Section 1.2.3. D2488 - 09a 11 Copyright by ASTM Int'l (all rights reserved); Fri Sep 30 13:07:21 EDT 2016 Downloaded/printed by USDA - Natural Resources Conservation Service (USDA - Natural Resources Conservation Service) pursuant to License Agreement. No further reproductions authorized. ASTM International takes no position respecting the validity of any patent rights asserted in connection with any item mentioned in this standard. Users of this standard are expressly advised that determination of the validity of any such patent rights, and the risk of infringement of such rights, are entirely their own responsibility. This standard is subject to revision at any time by the responsible technical committee and must be reviewed every five years and if not revised, either reapproved or withdrawn. Your comments are invited either for revision of this standard or for additional standards and should be addressed to ASTM International Headquarters. Your comments will receive careful consideration at a meeting of the responsible technical committee, which you may attend. If you feel that your comments have not received a fair hearing you should make your views known to the ASTM Committee on Standards, at the address shown below. This standard is copyrighted by ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States. Individual reprints (single or multiple copies) of this standard may be obtained by contacting ASTM at the above address or at 610-832-9585 (phone), 610-832-9555 (fax), or service@astm.org (e-mail); or through the ASTM website (www.astm.org). Permission rights to photocopy the standard may also be secured from the Copyright Clearance Center, 222 Rosewood Drive, Danvers, MA 01923, Tel: (978) 646-2600; http://www.copyright.com/ D2488 - 09a 12 Copyright by ASTM Int'l (all rights reserved); Fri Sep 30 13:07:21 EDT 2016 Downloaded/printed by USDA - Natural Resources Conservation Service (USDA - Natural Resources Conservation Service) pursuant to License Agreement. No further reproductions authorized. ATTACHMENT C Field Logging Form Client:Project:Address: of >ŽŐ Date:tĞĂƚŚĞƌͬdĞŵƉ͘:>ŽŐ Method:>ŽŐStart dŝŵĞ:>ŽŐEnd dŝŵĞ: džĐĂǀĂƚŝŽŶ Company: džĐĂǀĂƚŝŽŶMethod:KƉĞƌĂƚŽƌ Name:^ĂŵƉůĞ Depth (ft):ŝŵĞŶƐŝŽŶƐ (Ĩƚ):Sampling Method(s):Logged By:^ĂŵƉůĞ Location (X):^ĂŵƉůĞ Location (Y):^ĂŵƉůĞ Elevation (Z):Dynamic DTW (ft):Log of ^ĂŵƉůĞ:Page:Well Depth (ft):Well Diameter (in):Screen Slot (in):Riser Material:Screen Material:Seal Material(s):Filter Pack:Static DTW (ft):&&)%,$ȩ'5)$%ȩ4/ȩ,/'').'ȩ!""2%6)!4)/.3SAMPLING METHOD:GRSPTSHDPENMCCOOTPERCENTAGE RANGES: Enter for silt and clay, and main sand/gravel grain sizes present, and mark "x" for other sand/gravel grain sizes present-TFLSMPLASTICITY (FINES):GRADING (COARSE):NLMHPWCONSISTENCY (FINES):VSSMFFVFHDENSITY (COARSE):VLLMDDVDMOISTURE:DMWSMostly ( ≥50%)DryMoistWetSaturatedSome (30-45%)NoneLowMediumHighPoorWellVery SoftSoftMedium stiffStiffVery stiffHardVery LooseLooseMedium DenseDenseVery denseEncorMod CACore BarrelOtherNone (0%)Trace (<5%)Few (5-10%)Little (15-25%)&)%,$ȩ,/'').'ȩ&/2-1GrabSPTShelby TubeDirect PushMeyer ProperyZoning Permit Application 1 - 111731 Hinesburg Road12January 19, 2023Varies - See Log FormsNACloudy & Calm / 32ÛFVaries - See log FormsNAVisual/Manual - ASTM D2488GrabNA9:00 AMElias J. ErwinNA2:00 PM44Û25' 14.85" NNASilver Maple Construction73Û09'21.01" WNAKubota U17 Mini Excavator401' - 468'NAUnknownVaries - See Log FormsNA Client:Project:Address:Log of ^ĂŵƉůĞ:Page: ofNotes:567891234Depth (ft)0Well ConstructionSampling MethodϬ͘ϲϲϭ͘ϲϲ3͘ϬDepth (ft)Graphic Log0Consistency/DensityMoistureFineCoarseColor (qualitative or Munsell);NotesBlows/0.5 footRecovery (ft)TimePlasticity/GradingUSCSsymbolFINESSANDGRAVELCoarse102&&)%,$ȩ,/'').'ȩ&/2-Boring BackfillCOLLECTDESCRIBEMEASURE EͲsĂůƵĞClaySiltFineMediumPID (ppm)Meyer PropertyZoning Permit Review TP-R-11731 Hinesburg RoadGroundwater seep at 36" below grade (BG). Thickly bedded to massive sedimentary structure. Few cobbles present. Fine roots to 24" BG. Bedrock at 36" BG. NANA GBGBGBNA0.661.01.34(ML) gcS(ML)g(MH)sL M L F F T F N MF D L S F T T F F L F MS S L T T T T M VF MNA5-89-1516-3010 YR 3/3. Fine Weak Granular, Noncohesive.5 YR 4/3. Weak Med. Subangular Blocky. Cohesive. 5Y 5/2. Weak Fine Subangular Blocky. Cohesive NANANANANANA12NANA Client:Project:Address:Log of ^ĂŵƉůĞ:Page: ofNotes:567891234Depth (ft)0ϯ͘ϬWell ConstructionSampling MethodϬ͘ϲϲϭ͘ϭϲϮ͘ϮϱDepth (ft)Graphic Log0Consistency/DensityMoistureFineCoarseColor (qualitative or Munsell);NotesBlows/0.5 footRecovery (ft)TimePlasticity/GradingUSCSsymbolFINESSANDGRAVELCoarse10ϯ&&)%,$ȩ,/'').'ȩ&/2-Boring BackfillCOLLECTDESCRIBEMEASUREEͲsĂůƵĞClaySiltFineMediumPID (ppm)Meyer PropertyZoning Permit Review TP-R-21731 Hinesburg RoadGroundwater seep at 36" below grade (BG). Thickly bedded to massive sedimentary structure. Medium to Fine roots to 28" BG. Bedrock at 36" BG. 10 YR 4/3. Fine Weak Granular, Cohesive.10 YR 4/6. Weak Med. Subangular Blocky. Noncohesive.7.5YR 4/4. Weak Med. Subangular Blocky. Noncohesive. NANA NA NANA NANA NAGBGBGBGBNANANANA0.660.51.090.7512NA5-89-1516-30NANA5-8NAs(ML) L S L F T T -- L MF D(ML)s F S L T T T -- N MF D(ML)s F S L T T T -- N F M ML L M F T T -- -- L VF W2.5Y 5/5. Weak Med. Subangular Blocky. Cohesive. Client:Project:Address:Log of ^ĂŵƉůĞ:Page: ofNotes:567891234Depth (ft)0Well ConstructionSampling MethodϬ͘ϲϲϭ͘ϲϲ3͘ϲϲDepth (ft)Graphic Log0Consistency/DensityMoistureFineCoarseColor (qualitative or Munsell);NotesBlows/0.5 footRecovery (ft)TimePlasticity/GradingUSCSsymbolFINESSANDGRAVELCoarse10ϰ&&)%,$ȩ,/'').'ȩ&/2-Boring BackfillCOLLECTDESCRIBEMEASUREClaySiltFineMediumPID (ppm)EͲsĂůƵĞMeyer PropertyZoning Permit Review TP-R-31731 Hinesburg RoadNo groundwater to depth. Thickly bedded to massive sedimentary structure. Fine roots to 24" BG. Bedrock at 44" below grade. NANA NA NANA NAGBGBGBNANANA0.661.02.012NA5-85-816-30NANA s(ML) F S L F T T -- L F D(MH)s L S L T -- T -- L F D MH L M L T -- -- -- L VF D10 YR 4/2. Fine Weak Granular, Noncohesive.10 YR 4/3. Weak Med. Subangular Blocky. Noncohesive. 10YR 5/6. Weak Med. Subangular Blocky. Cohesive Client:Project:Address:Log of ^ĂŵƉůĞ:Page: ofNotes:567891234Depth (ft)0ϯ͘ϲϲWell ConstructionSampling MethodϬ͘ϱϭ͘ϯϯϮ͘ϬDepth (ft)Graphic Log0Consistency/DensityMoistureFineCoarseColor (qualitative or Munsell);NotesBlows/0.5 footRecovery (ft)TimePlasticity/GradingUSCSsymbolFINESSANDGRAVELCoarse10ϱ&&)%,$ȩ,/'').'ȩ&/2-Boring BackfillCOLLECTDESCRIBEMEASUREClaySiltFineMediumPID (ppm)EͲsĂůƵĞMeyer PropertyZoning Permit Review TP-R-41731 Hinesburg RoadNo groundwater to depth. Thickly bedded to massive sedimentary structure. Fine roots to 24" BG. Bedrock at 44" below grade. NANA NA NANA NANA NAGBGBGBGBNANANANA0.50.830.671.6612NA3-49-1516-30NANA9-15NA(ML)s F S L T T L -- L S D s(MH) F M L F -- T -- L F D (ML)s F M L -- -- T -- N F D ML L M T -- -- -- -- N VF M10 YR 3/3. Fine Weak Granular.Cohesive.10 YR 4/4. Weak Med. Subangular Blocky. Cohesive.10 YR 5/4. Weak Med. Subangular Blocky. Noncohesive. 2.5Y 4/4. Weak Fine Subangular Blocky. Noncohesive. Client:Project:Address:Log of ^ĂŵƉůĞ:Page: ofNotes:567891234Depth (ft)0Well ConstructionSampling MethodϬ͘ϲϲDepth (ft)Graphic Log0Consistency/DensityMoistureFineCoarseColor (qualitative or Munsell);NotesBlows/0.5 footRecovery (ft)TimePlasticity/GradingUSCSsymbolFINESSANDGRAVELCoarse10ϲ&&)%,$ȩ,/'').'ȩ&/2-Boring BackfillCOLLECTDESCRIBEMEASUREClaySiltFineMediumPID (ppm)EͲsĂůƵĞMeyer PropertyZoning Permit Review TP-R-51731 Hinesburg RoadNo groundwater to depth. Bedded sedimentary structure. Medium to fine roots to 8" BG. Bedrock at 8" BG. NANA GBNA0.6612NA3-4s(ML) S S L F T T T N S D10 YR 3/3. Moderate Fine Granular, Noncohesive. Client:Project:Address:Log of ^ĂŵƉůĞ:Page: ofNotes:567891234Depth (ft)0Well ConstructionSampling MethodϬ͘ϱϭ͘ϭϲDepth (ft)Graphic Log0Consistency/DensityMoistureFineCoarseColor (qualitative or Munsell);NotesBlows/0.5 footRecovery (ft)TimePlasticity/GradingUSCSsymbolFINESSANDGRAVELCoarse10ϳ&&)%,$ȩ,/'').'ȩ&/2-Boring BackfillCOLLECTDESCRIBEMEASUREClaySiltFineMediumPID (ppm)EͲsĂůƵĞMeyer PropertyZoning Permit Review TP-R-61731 Hinesburg Road12NA NANANAGBGBNANA0.50.6612NA5-89-15NAs(ML) S S L F T T -- N MF D s(MH) F M L F -- T -- L F M 10 YR 3/3. Moderate Fine Granular. Noncohesive. 10 YR 4/4. Weak Fine Subangular Blocky. Cohesive.No groundwater to depth. Thinly bedded to bedded sedimentary structure. Fine roots to 14" BG. Bedrock at 14" BG. Client:Project:Address:Log of ^ĂŵƉůĞ:Page: ofNotes:567891234Depth (ft)0Well ConstructionSampling MethodϬ͘ϯϯϬ͘ϲϲDepth (ft)Graphic Log0Consistency/DensityMoistureFineCoarseColor (qualitative or Munsell);NotesBlows/0.5 footRecovery (ft)TimePlasticity/GradingUSCSsymbolFINESSANDGRAVELCoarse10ϴ&&)%,$ȩ,/'').'ȩ&/2-Boring BackfillCOLLECTDESCRIBEMEASUREClaySiltFineMediumPID (ppm)EͲsĂůƵĞMeyer PropertyZoning Permit Review TP-R-71731 Hinesburg Road12NANA NA NAGBGBNANA0.330.3312NA5-89-15NAs(ML) S S L F T T -- N MF D(MH)s F M L F -- T -- L F D10 YR 3/3. Moderate Fine Granular. Noncohesive. 10 YR 4/4. Weak Fine Subangular Blocky. Cohesive.No groundwater to depth. Thinly bedded to bedded sedimentary structure. Fine roots to 8" BG. Bedrock at 8" BG. Client:Project:Address:Log of ^ĂŵƉůĞ:Page: ofNotes:567891234Depth (ft)0Well ConstructionSampling MethodϬ͘ϱϭ͘Ϭϰ͘ϬDepth (ft)Graphic Log0Consistency/DensityMoistureFineCoarseColor (qualitative or Munsell);NotesBlows/0.5 footRecovery (ft)TimePlasticity/GradingUSCSsymbolFINESSANDGRAVELCoarse10ϵ&&)%,$ȩ,/'').'ȩ&/2-Boring BackfillCOLLECTDESCRIBEMEASUREClaySiltFineMediumPID (ppm)EͲsĂůƵĞMeyer PropertyZoning Permit Review TP-R-81731 Hinesburg Road12NANA NA NANA NAGBGBGBNANANA0.50.53.012NA9-15 30NANA16-30 ML S M F T -- -- -- L MF D(CL)s M S F T -- -- -- M VF D (CL)s M S F T -- -- -- M H D10 YR 4/4. Strong Fine Granular, Cohesive.10 YR 4/2. Weak Med. Subangular Blocky. Cohesive. 10YR 4/1. Weak Fine Subangular Blocky. Cohesive No groundwater to depth. Thinly bedded to bedded sedimentary structure. Fine roots to 24" BG. Bedrock at 48" BG. Client:Project:Address:Log of ^ĂŵƉůĞ:Page: ofNotes:567891234Depth (ft)0Well ConstructionSampling MethodϬ͘ϲϲϭ͘ϰϭϮ͘ϭϲDepth (ft)Graphic Log0Consistency/DensityMoistureFineCoarseColor (qualitative or Munsell);NotesBlows/0.5 footRecovery (ft)TimePlasticity/GradingUSCSsymbolFINESSANDGRAVELCoarse10ϭϬ&&)%,$ȩ,/'').'ȩ&/2-Boring BackfillCOLLECTDESCRIBEMEASUREClaySiltFineMediumPID (ppm)EͲsĂůƵĞMeyer PropertyZoning Permit Review TP-R-91731 Hinesburg Road12NANA NA NANA NAGBGBGBNANANA0.660.750.7512NA5-89-159-15NANA(ML)s F S L F T T -- N M D MH L S L T -- T -- L MF D MH S M T T -- -- -- L F D10 YR 3/4. Strong Fine Granular, Noncohesive.7.5 Y 4/6. Weak Fine Subangular Blocky. Cohesive. 10YR 4/6. Weak Fine Subangular Blocky. Cohesive No groundwater to depth. Thickly bedded to massive sedimentary structure. Fine roots to 24" BG. Bedrock at 26" BG. Client:Project:Address:Log of ^ĂŵƉůĞ:Page: ofNotes:567891234Depth (ft)0Well ConstructionSampling MethodϬ͘ϲϲϭ͘ϯϯDepth (ft)Graphic Log0Consistency/DensityMoistureFineCoarseColor (qualitative or Munsell);NotesBlows/0.5 footRecovery (ft)TimePlasticity/GradingUSCSsymbolFINESSANDGRAVELCoarse10ϭϭ&&)%,$ȩ,/'').'ȩ&/2-Boring BackfillCOLLECTDESCRIBEMEASUREClaySiltFineMediumPID (ppm)EͲsĂůƵĞMeyer PropertyZoning Permit Review TP-R-101731 Hinesburg Road12Groundwater seep at 18" below grade (BG). Thickly bedded to massive sedimentary structure. Fine roots to 18" BG. Bedrock at 16" BG. NA NANA NAGBGBNANA0.660.67NA3-4NA5-8 ML S M F T -- -- -- L S W CL M S F T -- -- -- M MF S10 YR 4/3. Weak Fine SubangularBlocky. Cohesive. 10 YR 4/2. Weak Fine Subangular Blocky. Cohesive. Client:Project:Address:Log of ^ĂŵƉůĞ:Page: ofNotes:567891234Depth (ft)0Well ConstructionSampling MethodϬ͘ϴϯDepth (ft)Graphic Log0Consistency/DensityMoistureFineCoarseColor (qualitative or Munsell);NotesBlows/0.5 footRecovery (ft)TimePlasticity/GradingUSCSsymbolFINESSANDGRAVELCoarse10ϭϮ&&)%,$ȩ,/'').'ȩ&/2-Boring BackfillCOLLECTDESCRIBEMEASUREClaySiltFineMediumPID (ppm)EͲsĂůƵĞMeyer PropertyZoning Permit Review TP-R-111731 Hinesburg Road12No groundwater to depth. Thickly bedded sedimentary structure. Fine roots to 10" BG. Bedrock at 10" BG. NANA GBNA0.83NA5-8 G(ML) F S L -- -- L L N MF D10 YR 3/3. Strong Fine Granular. Noncohesive. Group Grading≤5% FinesGravel Poor(GP)Poorly-graded GRAVEL(GP-GM)Poorly-graded GRAVEL with silt(GP-GC)Poorly-graded GRAVEL with clayGravel Well(GW)Well-graded GRAVEL(GW-GM)Well-graded GRAVEL with silt (GW-GC)Well-graded GRAVEL with clay SandPoor(SP)Poorly-graded SAND(SP-SM)Poorly-graded SAND with silt(SP-SC)Poorly-graded SAND with claySandWell(SW)Well-graded SAND(SW-SM)Well-graded SAND with silt (SW-SC)Well-graded SAND with clay Group Plasticity≤10% CoarseSilt None to Low(ML)SILT(ML)SILT with sand(ML)SILT with gravel(ML)Sandy SILT(ML)Gravelly SILTSilt Low to Medium(MH)Elastic SILT(MH)Elastic SILT with sand(MH)Elastic SILT with gravel(MH)Sandy elastic SILT(MH)Gravelly elastic SILTClay Medium(CL)Lean CLAY(CL)Lean CLAY with sand(CL)Lean CLAY with gravel(CL)Sandy lean CLAY(CL)Gravelly lean CLAYClayHigh(CH)Fat CLAY(CH)Fat CLAY with sand(CH)Fat CLAY with gravel(CH)Sandy fat CLAY(CH)Gravelly fat CLAYOrganic SoilNone to Medium(OL)ORGANIC SOIL(OL)ORGANIC SOIL with sand(OL)ORGANIC SOIL with gravel(OL)Sandy ORGANIC SOIL(OL)Gravelly ORGANIC SOILOrganic SoilLow to High(OH)ORGANIC SOIL(OH)ORGANIC SOIL with sand(OH)ORGANIC SOIL with gravel(OH)Sandy ORGANIC SOIL(OH)Gravelly ORGANIC SOIL(PT)PEATUSCS Symbol Chart10% Fines≥15% Fines15-25% Coarse≥30% Coarse(SM)Silty SAND(SC)Clayey SAND(GM)Silty GRAVEL(GC)Clayey GRAVEL DRAWINGS NO. 1-4 Proposed Conditions Site Plan Slope Analysis Map EPSC Plan EPSC Construction Details Meyer Zoning Permit Application #ZP-22-452 Responses to Stormwater Section Comments Hinesburg Road, Vermont The Stormwater Section has reviewed the 1731 Hinesburg Rd Stormwater Memorandum and plan set provided by Landmark Engineering & Design, dated June 6, 2023. We would like to offer the following comments: Thank you to the Stormwater Section for your thorough review. Please consider the following responses to each of your concerns provided below in orange text. In addition to the information provided, please refer to the revised plan set (Drawing No. 1-11) accompanying this document. 1. This project is located in the Muddy Brook watershed. Correct. 2. The project proposes to disturb greater than 1 acre of land. It will therefore be required to obtain a Construction General Permit from the Vermont Department of Environmental Conservation. The applicant should acquire this permit before starting construction. Correct, the application has been submitted and is posted on the VT Environmental Notice Bulletin (ENB ID: PN23.0025058). Permit No. 9644-9020 is pending. 3. As the project proposes to create more than one-half acre of impervious surface, the project is subject to the requirements of section 13.05 of the LDRs. Correct. 4. In the memo, it is said that the forebay is oversized to meet site balancing requirements. What area is not being treated that then requires site balancing to be used? What is the required size of the gravel wetland compared to the amount of treatment that is provided? Site balancing was initially explored and considered as required by §13.05(B)(3)(b) if all impervious surfaces could not be treated; however, through the design process, we were able to provide treatment to all existing and proposed impervious areas onsite and therefore “site balancing” is no longer proposed nor required. 5. Per Section 13.05.C(6), the 25-year storm is modelled to ensure the proposed drainage does not overload existing infrastructure. Per the modelling provided, the existing flow from the site is 1.29 cfs and the flow for proposed conditions is 2.20 cfs. Has any analysis been completed to determine whether this will overload the existing culvert that runs under Hinesburg Rd? Please refer to the revised HydroCAD stormwater modeling calculations, dated June 28, 2023, and included as part of this resubmittal. The proposed Qp25 storm outflow conditions have been reduced to 1.32 cfs for this storm event. The minor difference in the output flow rate (0.03 cfs) could be considered negligible, resulting in no significant impacts to the existing culvert extending beneath Hinesburg Road (VT116). 6. Sheet 1 – Site Plan a. At what elevations do the roof drain and septic lines cross each other? The proposed 4” diam. perforated PVC roof drain collector pipe is placed shallow (≤6”) below grade (BG). Please refer to Stormwater Detail A-9 provided on Drawing No. 9. Whereas the 4” diam. solid PVC building sewer pipe is typically 2’ BG. (Continued on Next Page) Meyer Zoning Permit Application #ZP-22-452 Responses to Stormwater Section Comments Hinesburg Road, Vermont 7. Sheet 6 – Proposed Stormwater Site Plan a. The memorandum indicated that this plan would show drainage areas, however I do not see these. Please include on this sheet to show where impervious is being conveyed. Please refer to Drawing No. 11, Titled “Proposed Stormwater Impervious Area Treatment Plan”, dated August 28, 2023. 8. Is the impervious from the house included in the HydroCAD model? No. The impervious area associated with each residence is conveyed to separate Simple Disconnection practices via drip edge collection and underground piping. 9. The 15” pipe from the outlet structure in the gravel wetland has an invert of 412.6’, leaving the top of pipe at approximately 413.85’. Will there be sufficient cover over the pipe since the berm is at 414’? Please refer to the revised gravel wetland construction detail (I-8) and associated elevations as provided on Drawing No. 8, dated 6/4/2023 and last revised 6/28/2023. 10. The grading at the spillway for the gravel wetland should be revised – there is a 415’ contour that cuts through. Please refer to the revised gravel wetland layout and construction details provided on Drawings No. 6, 7, and 8. 11. EPSC Plan – Provide more silt fence around the bend for the proposed gravel drive. Please refer to revised Drawing No. 3, last revised 6/28/2023 showing additional silt fencing along the proposed access drive. Thank you for the opportunity to comment. 25 Star Point Terrace, Middlebury, VT 05753 • 802-236-8324 • led-vt.com MEMORANDUM To: Marla Keene, Development Review Planner, City of South Burlington, VT From: Jamie L. Simpson, P.E., Landmark Engineering & Design, LLC. File: Zoning Permit Review (ZP-22-452) Date: June 6, 2023 Re: Article 13, Section 13.05 of the South Burlington Land Development Regulations (SBLDR). Introduction Landmark Engineering & Design, LLC (LED) has prepared this memorandum on behalf of Austin and Melanie Meyer, the current owners of an improved +/- 15.0 - acre parcel located at 1731 Hinesburg Road in South Burlington, Vermont. This document and associated attachments are provided in support of Zoning Permit application (ZP- 22-452) for a proposed primary three (3) bedroom single-family residence and stormwater treatment and conveyance system(s) designed in accordance with State Operational Permitting requirements 3- 9050 and each applicable condition of Article 13, Supplemental Regulations, Section 13.05 Stormwater Management, of the South Burlington Land Development Regulations (SBLDR). For reference, please see the following rule excerpts below along with a corresponding response (italics): B. Application Requirements. Applicants required to comply with Section 13.05 shall provide the following information in their application: (1) Sub-watershed boundaries and drainage area delineations for all stormwater treatment practices. (Please refer to Drawing No. 6 – Proposed Stormwater Site Plan. Sub-watershed boundaries are limited to the proposed surfaces as non-impervious flows have been redirected or diverted by the use of berms or swales. Proposed impervious areas have been captured, collected and conveyed to the stormwater treatment practices as shown on Drawing No. 6.) (2) Location, type, material, size, elevation data, and specifications for all existing and proposed stormwater collection systems, culverts, and stormwater treatment practices. 6/6/2023 • Page 2 of 5 (Please refer to Drawing No. 6 - Proposed Stormwater Site Plan, Drawing No. 7 - Partial Stormwater Site Plan, Drawing No. 8 – Proposed Gravel Wetland Treatment Practice Details and, Drawing No. 9 – Proposed Stormwater Construction Details showing the specific location, type, material, size, and elevation data for all existing and proposed stormwater collection systems, culverts, and stormwater treatment practices.) (3) Soil types and/or hydrologic soil group, including the location and results of any soil borings, infiltration testing, or soil compaction testing. Infiltration testing shall be completed using methods identified in the VSMM (see section 4.3.3.2 in the 2017 VSMM, or as updated). (Please refer to Drawing No. 6 – Proposed Stormwater Site Plan, “Soils Map” inset identifying the soil types and hydrologic soil group (HSG) of the site. Results of previous on-site soil investigations confirmed the presence of this native material. Per the VSMM, Infiltration testing was not completed as infiltration practices are not suitable for soil hydrologic groups “C” or “D”. Please refer to Attachment A for USDA NRCS HSG classification. A half-inch diameter steel tile probe was used to determine depth to ledge near the area of the gravel wetland, resulting in refusal at approximately 22” - 24” below existing ground surface in several locations south of the forebay and greater than 36” within the gravel wetland site.) (4) A brief written description of the proposed stormwater treatment and management techniques. Where Tier 1 practices are not proposed (see Section 13.05(C)(1)(a)), the applicant shall provide a full justification and demonstrate why the use of these practices is not possible before proposing to use Tier 2 or Tier 3 practices. (To accommodate for the proposed primary residence, the design incorporates a Simple Disconnection of the rooftop runoff using a stone drip edge surround along the house/garage perimeter for collection combined with a shallow 4-inch perforated PVC underdrain, as well as solid PVC pipe to convey the runoff to an engineered level spreader. The level spreader is located north of the proposed residence and has been appropriately sized in accordance with the VT State Stormwater Regulations to reconstitute sheet flow conditions. Runoff from the proposed driveway, near the garage and the “lower” parking area, are collected by an adjacent swale and a catch basin structure (discharges into swale) which is then conveyed via gravity through a rock-lined swale down the entire length of the access drive. To assist with long-term effectiveness and system longevity, and as a relatively low-cost preventative measure, we incorporate multiple permanent rock check dams to reduce flow energy and slow velocities enough to minimize the potential of erosion within the channel. The runoff from the access drive that is conveyed down the slope shall terminate into a sediment forebay and spill over into a gravel wetland treatment practice. This serves as the primary treatment device for a majority of the impervious surface on the site. As shown on Drawing No. 6 – Proposed Stormwater Site Plan, the forebay receives flow from the roadside swale and has adequate volume to allow sediment to settle out. By design, this specific feature is for smaller “first flush” storm events. Larger storm events that may fill the wetland practice, are directed through an emergency spillway located at the north end of the Gravel Wetland, 6/6/2023 • Page 3 of 5 which provides a controlled slow-rate of release with non-erosive velocities. There shall also be a swale constructed at this spillway to convey the spillover around the large red barn structure and discharge to the north, where treated stormwater will eventually reach the roadside ditch and flow to the culvert beneath VT116. To minimize non-impervious runoff contributing to the gravel wetland treatment practice, a small earthen berm constructed on the high side (west side) of the access drive is proposed. The purpose for this berm is to intercept runoff from the upgradient non- impervious areas and to prevent these flows from entering the stormwater treatment practice which would significantly increase the required size, treatment volume, and consequently, total cost. By the nature of design, the diversion berm will redirect upgradient flow, which likely will result in some concentrated flow and potential channelization. To mitigate these erosive effects, an 18” wide strip of 1.5-inch crushed stone is proposed along the entire toe of the berm. As indicated on the plan, any concentrated flows discharge at the southern side of the property, where an engineered level spreader has been proposed to reconstitute sheet flow conditions. To accommodate for the existing accessory living unit (brick farmhouse), a Simple Disconnection of the rooftop runoff is proposed using gutters and a stone drip edge surround along the western perimeter for collection combined with a shallow 4-inch perforated PVC underdrain to convey the runoff to an engineered level spreader. The level spreader is located north of the proposed residence and has been appropriately sized in accordance with the VT State Stormwater Regulations to reconstitute sheet flow conditions. Overall, this stormwater plan is designed in accordance with the VT State Stormwater Regulations and with minimal impacts to steep and very steep ground slopes, and only relative to the construction of the access driveway. Finally, in accordance with Section 13.D.(1)(a)(i) and (ii), Tier 1 practices consisting of infiltration are not included as part of this design due to the underlying soil types and shallow depth to bedrock.) (5) A detailed maintenance plan for all proposed stormwater treatment practices. (Please refer to Drawing 10 – Proposed Stormwater Maintenance Plan for a detailed maintenance plan for all proposed stormwater treatment practices.) (6) Modeling results that show the existing and post-development hydrographs for the WQv storm event, the one-year, twenty-four-hour rain event, and the twenty-five year, twenty-four hour storm event (rainfall amounts to be determined using NOAA, Atlas 14 data and a type II rainfall distribution). Any TR-55 based model shall be suitable for this purpose. The intent of the twenty-five year storm event analysis is to ensure the proposed project does not overload an existing downstream drainage structure(s) and result in damage to private or public infrastructure or property. The analysis is also intended to ensure that stormwater 6/6/2023 • Page 4 of 5 infrastructure installed as a part of a development can accommodate future upstream development. (Please refer to Attachment B for the HydroCAD modeling results that show the pre- and post- development hydrographs for the WQv storm event, the one-year, twenty-four-hour rain event (CPv), the ten-year, twenty-four hour rain event (Qp10) and the twenty-five-year, twenty-four- hour storm event. It is important to note that HydroCAD is ideal for studies using the TR-20, TR-55, or SBUH methods.) (7) The applicant’s engineer must provide such information as the stormwater superintendent or designee deems necessary to determine the adequacy of all drainage infrastructure. (Please refer to Drawings and all associated attachments.) D. Design Requirements - On-Site Treatment. Applicants shall meet the following standards for on-site treatment of stormwater: (1) The Water Quality Volume (WQv) as defined in the Vermont Stormwater Management Manual (VSMM) for the lot or parcel’s impervious surfaces shall not leave the lot via overland runoff and shall be treated using Tier 1 practices as detailed in the VSMM. (a) If it is not possible to treat the volume of stormwater runoff using a Tier 1 practice as specified in Section 13.05(D)(1) due to one or more of the following constraints: (i) Seasonally high or shallow groundwater, (ii) Shallow bedrock, (Tier 1 practices were eliminated due to this constraint.) (iii) Soil infiltration rates of less than 0.2 inches per hour, (iv) Soils contaminated with hazardous materials, as that phrase is defined by 10 V.S.A.’ §6602(16), as amended, (v) The presence of a “stormwater hotspot” as defined in the VSMM, or (vi) Other site conditions prohibitive of on-site infiltration runoff subject to the review and approval of the Development Review Board, then the WQv shall be treated on the lot using Tier 2 practices as described in the most recently adopted version of the VSMM. A site with an existing Tier 3 practice is allowed to evaluate retrofitting/expanding this practice to meet the requirements of Section 13.05(D)(2). Existing Tier 3 practices shall only be used to satisfy the requirements of Section 13.05(D)(1) in accordance with the Water Quality Practice Selection Flowchart in the VSMM. (A Tier 2 Gravel Wetland treatment practice was incorporated into the design.) (2) The post-construction peak runoff rate for the one-year, twenty-four hour (rainfall amounts to be determined using NOAA, Atlas 14 data and a type II rainfall distribution) rain event shall not exceed the existing peak runoff rate for the same storm event from the site under conditions existing prior to submittal of an application. (This storm event was included in the hydrologic modeling and the treatment design.) (3) Applicants who demonstrate that the required control and/or treatment of stormwater runoff per section 13.05(D)(1) and 13.05(D)(2) cannot be achieved for areas subject to these regulations per Section 13.28(B) may utilize Site Balancing as defined in these Regulations. 6/6/2023 • Page 5 of 5 (The Gravel Wetland treatment practice utilizes a sediment forebay to reduce runoff velocities and allow sediment and other suspended solids to settle to the bottom of the forebay cell prior to entering the treatment cell. In efforts to comply with the Site Balancing requirements in the SBLDR, additional pretreatment volume within the forebay has been provided to accommodate larger storm volumes, and consequently further reduce sediment velocities. This additional residence time allows additional suspended solids to drop out of the discharge stream. Additional capacity provided within treatment cell will also improve pollutant removal.) (4) New drainage structures shall comply with the following standards: (a) All drainage structures must be designed to safely pass the twenty-five year, twenty-four hour (4.0 inch) rain event (rainfall amounts to be determined using NOAA, Atlas 14 data and a type II rainfall distribution); (The only catch basin structure proposed on the site has the capacity to pass the collected runoff volume of the twenty-five year, twenty-four hour storm event safely.) (b) Concrete risers, not brick and mortar, must be used to achieve the necessary drainage structure elevation. (The precast concrete catch basin structure shall be designed to not require any risers between the structure and the cast iron frame. If any field adjustments are required, concrete risers shall be installed.) (c) Driveway culverts must have a minimum diameter of 18” and 12” of cover above them. (The existing driveway culvert within the Hinesburg Road Right-of-Way is not scheduled for replacement as the original access drive remains unchanged.) ATTACHMENT A USDA VT Hydrologic Soil Group Vermont Hydrologic Soil Groups USDA NRCS - Vermont March 20, 2003 The following list supercedes all hydrologic soil groups listed in the published soil surveys: SOIL HSG SOIL HSG ADAMANT C ENOSBURG C ADAMS A FARMINGTON D ADAMS VARIANT A FARMINGTON VARIANT C ADRIAN D FREDON C AGAWAM B FRYEBURG B ALLAGASH B FULLAM C AMENIA C GALOO D AU GRES B GALWAY C BALCH D GEORGIA C BELGRADE B GLEBE C BENSON D GLOVER D BERKSHIRE B GRANGE C BIDDEFORD D GROTON A BINGHAMVILLE C HADLEY B BIRDSALL D HAMLIN B BOMOSEEN C HARTLAND B BOOTHBAY C HERO B BRAYTON D HINCKLEY A BUCKLAND C HINESBURG C BUCKSPORT D HITCHCOCK B BUXTON D HOGBACK D CABOT D HOUGHTONVILLE B CALAIS C HUBBARDTON D CANANDAIGUA D IRASBURG C CARBONDALE D KARS A CARLISLE D KENDAIA C CASTILE B KILLINGTON D CHARLES C KINGSBURY D COLONEL C LAMOINE D COLRAIN B LIMERICK C COLTON A LIMERICK VARIANT C COPAKE B LINWOOD D CORNISH C LIVINGSTON D COVINGTON D LONDONDERRY D CROGHAN B LORDSTOWN C DEERFIELD B LOVEWELL B DIXFIELD C LUPTON D DUANE B LYMAN D DUMMERSTON B LYME C DUTCHESS B LYONS D DUXBURY B MACHIAS B ELDRIDGE C MACOMBER C ELMRIDGE C MADAWASKA B ELMWOOD C MANSFIELD D ELMWOOD VARIANT C MARKEY D ELVERS D Vermont Hydrologic Soil Groups USDA NRCS - Vermont March 20, 2003 SOIL HSG SOIL HSG MARLOW C SALMON VARIANT C MASSENA C SCANTIC D MEDOMAK D SCANTIC VARIANT D MELROSE C SCARBORO D MERRIMAC A SEARSPORT D MIDDLEBURY B SHEEPSCOT B MISSISQUOI A SHELBURNE C MONADNOCK B SISK C MOOSILAUKE C SKERRY C MUCK AND PEAT D ST. ALBANS B MUNDAL C STETSON A MUNSON D STOCKBRIDGE C NASMITH C STOWE C NASSAU D STRATTON D NELLIS B SUDBURY B NICHOLVILLE B SUNAPEE B NINIGRET B SUNDAY A OCCUM B SUNNY C ONDAWA B SWANTON D ONDAWA VARIANT B SWANVILLE C PALATINE C TACONIC D PANTON D TEAGO A PAWLING B TEEL B PAXTON C TIOGA B PEACHAM D TISBURY B PERU C TUNBRIDGE C PINNEBOG D UNADILLA B PITTSFIELD B VERGENNES D PITTSTOWN C VERGENNES VARIANT D PODUNK B VERSHIRE C PODUNK VARIANT B WAITSFIELD B POMFRET A WALLKILL D PONDICHERRY D WALPOLE C POOTATUCK B WAPPINGER B POTSDAM C WAREHAM C QUONSET A WARWICK A RAWSONVILLE C WEIDER B RAYNHAM C WESTBURY C RAYNHAM VARIANT C WHATELY D RICKER D WILMINGTON D RIFLE D WINDSOR A RIPPOWAM C WINOOSKI B ROUNDABOUT C WONSQUEAK D RUMNEY C WOODSTOCK D RUMNEY VARIANT C WORDEN C SACO D SALMON B ATTACHMENT B HydroCAD Modeling 1EX Ex_Cond Routing Diagram for Meyers_Exg_SN001 Prepared by HydroCAD 1-800-927-7246 www.hydrocad.net, Printed 6/5/2023 HydroCAD® 10.20-3c s/n S29199 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link Printed 6/5/2023 Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 0.412 78 Meadow, non-grazed, HSG D (1EX) 0.412 78 TOTAL AREA Printed 6/5/2023 Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 0.412 HSG D 1EX 0.000 Other 0.412 TOTAL AREA Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Printed 6/5/2023 Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 0.412 0.000 0.412 Meadow, non-grazed 1EX 0.000 0.000 0.000 0.412 0.000 0.412 TOTAL AREA Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr WQv Rainfall=1.00" Printed 6/5/2023 Summary for Subcatchment 1EX: Ex_Cond Runoff = 0.01 cfs @ 12.05 hrs, Volume= 0.002 af, Depth= 0.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr WQv Rainfall=1.00" Area (sf) CN Description 17,950 78 Meadow, non-grazed, HSG D 17,950 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.3 668 0.1110 1.52 Lag/CN Method, Sheetflow across meadow Subcatchment 1EX: Ex_Cond Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.013 0.012 0.011 0.011 0.01 0.01 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Type II 24-hr WQv Rainfall=1.00" Runoff Area=17,950 sf Runoff Volume=0.002 af Runoff Depth=0.06" Flow Length=668' Slope=0.1110 '/' Tc=7.3 min CN=78 0.01 cfs Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr CPv-Meyer Rainfall=1.93" Printed 6/5/2023 Summary for Subcatchment 1EX: Ex_Cond Runoff = 0.29 cfs @ 12.00 hrs, Volume= 0.015 af, Depth= 0.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr CPv-Meyer Rainfall=1.93" Area (sf) CN Description 17,950 78 Meadow, non-grazed, HSG D 17,950 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.3 668 0.1110 1.52 Lag/CN Method, Sheetflow across meadow Subcatchment 1EX: Ex_Cond Runoff Hydrograph Time (hours)727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr CPv-Meyer Rainfall=1.93" Runoff Area=17,950 sf Runoff Volume=0.015 af Runoff Depth=0.45" Flow Length=668' Slope=0.1110 '/' Tc=7.3 min CN=78 0.29 cfs Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr Qp10-Meyer Rainfall=3.30" Printed 6/5/2023 Summary for Subcatchment 1EX: Ex_Cond Runoff = 0.95 cfs @ 11.99 hrs, Volume= 0.046 af, Depth= 1.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr Qp10-Meyer Rainfall=3.30" Area (sf) CN Description 17,950 78 Meadow, non-grazed, HSG D 17,950 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.3 668 0.1110 1.52 Lag/CN Method, Sheetflow across meadow Subcatchment 1EX: Ex_Cond Runoff Hydrograph Time (hours)727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr Qp10-Meyer Rainfall=3.30" Runoff Area=17,950 sf Runoff Volume=0.046 af Runoff Depth=1.35" Flow Length=668' Slope=0.1110 '/' Tc=7.3 min CN=78 0.95 cfs Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr Qp25-Meyer Rainfall=3.94" Printed 6/5/2023 Summary for Subcatchment 1EX: Ex_Cond Runoff = 1.29 cfs @ 11.99 hrs, Volume= 0.063 af, Depth= 1.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr Qp25-Meyer Rainfall=3.94" Area (sf) CN Description 17,950 78 Meadow, non-grazed, HSG D 17,950 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.3 668 0.1110 1.52 Lag/CN Method, Sheetflow across meadow Subcatchment 1EX: Ex_Cond Runoff Hydrograph Time (hours)727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr Qp25-Meyer Rainfall=3.94" Runoff Area=17,950 sf Runoff Volume=0.063 af Runoff Depth=1.84" Flow Length=668' Slope=0.1110 '/' Tc=7.3 min CN=78 1.29 cfs Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC 1PR PR_Drive & Parking 1P GW Forebay 2P Gravel Wetland Routing Diagram for Meyers_Pro_SN001Prepared by HydroCAD 1-800-927-7246 www.hydrocad.net, Printed 6/5/2023 HydroCAD® 10.20-3c s/n S29199 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link Printed 6/5/2023 Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.412 96 Gravel surface, HSG D (1PR) 0.412 96 TOTAL AREA Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Printed 6/5/2023 Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 0.412 HSG D 1PR 0.000 Other 0.412 TOTAL AREA Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Printed 6/5/2023 Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 0.412 0.000 0.412 Gravel surface 1PR 0.000 0.000 0.000 0.412 0.000 0.412 TOTAL AREA Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Printed 6/5/2023 Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) Node Name 1 2P 412.04 412.00 25.0 0.0016 0.013 0.0 15.0 0.0 Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr WQv Rainfall=1.00" Printed 6/5/2023 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=17,950 sf 0.00% Impervious Runoff Depth=0.63"Subcatchment 1PR: PR_Drive & Parking Flow Length=978' Slope=0.0634 '/' Tc=6.6 min CN=96 Runoff=0.44 cfs 0.022 af Peak Elev=413.68' Storage=339 cf Inflow=0.44 cfs 0.022 afPond 1P: GW Forebay Outflow=0.40 cfs 0.015 af Peak Elev=412.67' Storage=614 cf Inflow=0.40 cfs 0.015 afPond 2P: Gravel Wetland Primary=0.00 cfs 0.001 af Secondary=0.00 cfs 0.000 af Outflow=0.00 cfs 0.001 af Total Runoff Area = 0.412 ac Runoff Volume = 0.022 af Average Runoff Depth = 0.63" 100.00% Pervious = 0.412 ac 0.00% Impervious = 0.000 ac Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr WQv Rainfall=1.00" Printed 6/5/2023 Summary for Subcatchment 1PR: PR_Drive & Parking Runoff = 0.44 cfs @ 11.98 hrs, Volume= 0.022 af, Depth= 0.63" Routed to Pond 1P : GW Forebay Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr WQv Rainfall=1.00" Area (sf) CN Description 17,950 96 Gravel surface, HSG D 17,950 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.6 978 0.0634 2.48 Lag/CN Method, Along Gravel Drive Subcatchment 1PR: PR_Drive & Parking Runoff Hydrograph Time (hours)727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr WQv Rainfall=1.00" Runoff Area=17,950 sf Runoff Volume=0.022 af Runoff Depth=0.63" Flow Length=978' Slope=0.0634 '/' Tc=6.6 min CN=96 0.44 cfs Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr WQv Rainfall=1.00" Printed 6/5/2023 Summary for Pond 1P: GW Forebay Inflow Area = 0.412 ac, 0.00% Impervious, Inflow Depth = 0.63" for WQv event Inflow = 0.44 cfs @ 11.98 hrs, Volume= 0.022 af Outflow = 0.40 cfs @ 12.01 hrs, Volume= 0.015 af, Atten= 9%, Lag= 2.1 min Primary = 0.40 cfs @ 12.01 hrs, Volume= 0.015 af Routed to Pond 2P : Gravel Wetland Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 413.68' @ 12.01 hrs Surf.Area= 268 sf Storage= 339 cf Plug-Flow detention time= 163.7 min calculated for 0.015 af (69% of inflow) Center-of-Mass det. time= 62.7 min ( 874.3 - 811.6 ) Volume Invert Avail.Storage Storage Description #1 411.00'433 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet)(sq-ft) (feet) (cubic-feet) (cubic-feet)(sq-ft) 411.00 17 20.4 0 0 17 412.00 91 42.1 49 49 129 413.00 188 54.7 137 186 238 413.50 246 60.9 108 294 302 414.00 310 67.2 139 433 374 Device Routing Invert Outlet Devices #1 Primary 413.50'2.0' long + 2.0 '/' SideZ x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Primary OutFlow Max=0.40 cfs @ 12.01 hrs HW=413.68' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.40 cfs @ 0.96 fps) Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr WQv Rainfall=1.00" Printed 6/5/2023 Pond 1P: GW Forebay Inflow Primary Hydrograph Time (hours)727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.412 ac Peak Elev=413.68' Storage=339 cf 0.44 cfs 0.40 cfs Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr WQv Rainfall=1.00" Printed 6/5/2023 Summary for Pond 2P: Gravel Wetland Inflow Area = 0.412 ac, 0.00% Impervious, Inflow Depth = 0.43" for WQv event Inflow = 0.40 cfs @ 12.01 hrs, Volume= 0.015 af Outflow = 0.00 cfs @ 24.01 hrs, Volume= 0.001 af, Atten= 99%, Lag= 719.6 min Primary = 0.00 cfs @ 24.01 hrs, Volume= 0.001 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 412.67' @ 24.01 hrs Surf.Area= 575 sf Storage= 614 cf Plug-Flow detention time= 706.6 min calculated for 0.001 af (8% of inflow) Center-of-Mass det. time= 551.0 min ( 1,425.3 - 874.3 ) Volume Invert Avail.Storage Storage Description #1 410.00' 1,371 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet)(sq-ft) (feet) (%) (cubic-feet) (cubic-feet)(sq-ft) 410.00 575 102.3 0.0 0 0 575 411.00 575 102.3 40.0 230 230 677 412.00 575 102.3 40.0 230 460 780 413.00 575 102.3 40.0 230 690 882 414.00 792 114.9 100.0 681 1,371 1,125 Device Routing Invert Outlet Devices #1 Primary 412.04'15.0" Round Culvert Outlet L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 412.04' / 412.00' S= 0.0016 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Device 1 412.60'1.0" Vert. WQv Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 413.25'1.3" Vert. CPv Orifice X 2.00 C= 0.600 Limited to weir flow at low heads #4 Device 1 413.60'24.0" Horiz. Grate Inlet C= 0.600 Limited to weir flow at low heads #5 Secondary 413.75'2.0' long + 2.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.00 cfs @ 24.01 hrs HW=412.67' (Free Discharge) 1=Culvert Outlet (Passes 0.00 cfs of 0.92 cfs potential flow) 2=WQv Orifice (Orifice Controls 0.00 cfs @ 0.89 fps) 3=CPv Orifice ( Controls 0.00 cfs) 4=Grate Inlet ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=410.00' (Free Discharge) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr WQv Rainfall=1.00" Printed 6/5/2023 Pond 2P: Gravel Wetland Inflow Outflow PrimarySecondary Hydrograph Time (hours)727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.280.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.412 ac Peak Elev=412.67' Storage=614 cf 0.40 cfs 0.00 cfs0.00 cfs0.00 cfs Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr CPv-Meyer Rainfall=1.93" Printed 6/5/2023 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=17,950 sf 0.00% Impervious Runoff Depth=1.51"Subcatchment 1PR: PR_Drive & Parking Flow Length=978' Slope=0.0634 '/' Tc=6.6 min CN=96 Runoff=1.01 cfs 0.052 af Peak Elev=413.80' Storage=373 cf Inflow=1.01 cfs 0.052 afPond 1P: GW Forebay Outflow=1.00 cfs 0.045 af Peak Elev=413.60' Storage=1,074 cf Inflow=1.00 cfs 0.045 afPond 2P: Gravel Wetland Primary=0.08 cfs 0.031 af Secondary=0.00 cfs 0.000 af Outflow=0.08 cfs 0.031 af Total Runoff Area = 0.412 ac Runoff Volume = 0.052 af Average Runoff Depth = 1.51" 100.00% Pervious = 0.412 ac 0.00% Impervious = 0.000 ac Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr CPv-Meyer Rainfall=1.93" Printed 6/5/2023 Summary for Subcatchment 1PR: PR_Drive & Parking Runoff = 1.01 cfs @ 11.98 hrs, Volume= 0.052 af, Depth= 1.51" Routed to Pond 1P : GW Forebay Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr CPv-Meyer Rainfall=1.93" Area (sf) CN Description 17,950 96 Gravel surface, HSG D 17,950 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.6 978 0.0634 2.48 Lag/CN Method, Along Gravel Drive Subcatchment 1PR: PR_Drive & Parking Runoff Hydrograph Time (hours)727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr CPv-Meyer Rainfall=1.93" Runoff Area=17,950 sf Runoff Volume=0.052 af Runoff Depth=1.51" Flow Length=978' Slope=0.0634 '/' Tc=6.6 min CN=96 1.01 cfs Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr CPv-Meyer Rainfall=1.93" Printed 6/5/2023 Summary for Pond 1P: GW Forebay Inflow Area = 0.412 ac, 0.00% Impervious, Inflow Depth = 1.51" for CPv-Meyer event Inflow = 1.01 cfs @ 11.98 hrs, Volume= 0.052 af Outflow = 1.00 cfs @ 11.99 hrs, Volume= 0.045 af, Atten= 1%, Lag= 0.7 min Primary = 1.00 cfs @ 11.99 hrs, Volume= 0.045 af Routed to Pond 2P : Gravel Wetland Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 413.80' @ 11.99 hrs Surf.Area= 284 sf Storage= 373 cf Plug-Flow detention time= 97.8 min calculated for 0.045 af (87% of inflow) Center-of-Mass det. time= 35.9 min ( 823.0 - 787.1 ) Volume Invert Avail.Storage Storage Description #1 411.00'433 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet)(sq-ft) (feet) (cubic-feet) (cubic-feet)(sq-ft) 411.00 17 20.4 0 0 17 412.00 91 42.1 49 49 129 413.00 188 54.7 137 186 238 413.50 246 60.9 108 294 302 414.00 310 67.2 139 433 374 Device Routing Invert Outlet Devices #1 Primary 413.50'2.0' long + 2.0 '/' SideZ x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Primary OutFlow Max=0.99 cfs @ 11.99 hrs HW=413.80' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.99 cfs @ 1.28 fps) Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr CPv-Meyer Rainfall=1.93" Printed 6/5/2023 Pond 1P: GW Forebay Inflow Primary Hydrograph Time (hours)727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=0.412 ac Peak Elev=413.80' Storage=373 cf 1.01 cfs 1.00 cfs Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr CPv-Meyer Rainfall=1.93" Printed 6/5/2023 Summary for Pond 2P: Gravel Wetland [81] Warning: Exceeded Pond 1P by 0.04' @ 12.67 hrs Inflow Area = 0.412 ac, 0.00% Impervious, Inflow Depth = 1.31" for CPv-Meyer event Inflow = 1.00 cfs @ 11.99 hrs, Volume= 0.045 af Outflow = 0.08 cfs @ 12.54 hrs, Volume= 0.031 af, Atten= 92%, Lag= 33.2 min Primary = 0.08 cfs @ 12.54 hrs, Volume= 0.031 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 413.60' @ 12.54 hrs Surf.Area= 701 sf Storage= 1,074 cf Plug-Flow detention time= 276.8 min calculated for 0.031 af (69% of inflow) Center-of-Mass det. time= 178.8 min ( 1,001.8 - 823.0 ) Volume Invert Avail.Storage Storage Description #1 410.00' 1,371 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet)(sq-ft) (feet) (%) (cubic-feet) (cubic-feet)(sq-ft) 410.00 575 102.3 0.0 0 0 575 411.00 575 102.3 40.0 230 230 677 412.00 575 102.3 40.0 230 460 780 413.00 575 102.3 40.0 230 690 882 414.00 792 114.9 100.0 681 1,371 1,125 Device Routing Invert Outlet Devices #1 Primary 412.04'15.0" Round Culvert Outlet L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 412.04' / 412.00' S= 0.0016 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Device 1 412.60'1.0" Vert. WQv Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 413.25'1.3" Vert. CPv Orifice X 2.00 C= 0.600 Limited to weir flow at low heads #4 Device 1 413.60'24.0" Horiz. Grate Inlet C= 0.600 Limited to weir flow at low heads #5 Secondary 413.75'2.0' long + 2.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr CPv-Meyer Rainfall=1.93" Printed 6/5/2023 Primary OutFlow Max=0.08 cfs @ 12.54 hrs HW=413.60' (Free Discharge) 1=Culvert Outlet (Passes 0.08 cfs of 4.08 cfs potential flow) 2=WQv Orifice (Orifice Controls 0.03 cfs @ 4.72 fps) 3=CPv Orifice (Orifice Controls 0.05 cfs @ 2.63 fps) 4=Grate Inlet (Weir Controls 0.00 cfs @ 0.15 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=410.00' (Free Discharge) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 2P: Gravel Wetland InflowOutflowPrimarySecondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=0.412 ac Peak Elev=413.60' Storage=1,074 cf 1.00 cfs 0.08 cfs0.08 cfs 0.00 cfs Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Printed 6/5/2023 Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) Node Name 1 2P 412.04 412.00 25.0 0.0016 0.013 0.0 15.0 0.0 Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr Qp10-Meyer Rainfall=3.30" Printed 6/5/2023 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=17,950 sf 0.00% Impervious Runoff Depth=2.85"Subcatchment 1PR: PR_Drive & Parking Flow Length=978' Slope=0.0634 '/' Tc=6.6 min CN=96 Runoff=1.83 cfs 0.098 af Peak Elev=413.92' Storage=407 cf Inflow=1.83 cfs 0.098 afPond 1P: GW Forebay Outflow=1.82 cfs 0.091 af Peak Elev=413.79' Storage=1,207 cf Inflow=1.82 cfs 0.091 afPond 2P: Gravel Wetland Primary=1.75 cfs 0.077 af Secondary=0.04 cfs 0.000 af Outflow=1.79 cfs 0.077 af Total Runoff Area = 0.412 ac Runoff Volume = 0.098 af Average Runoff Depth = 2.85" 100.00% Pervious = 0.412 ac 0.00% Impervious = 0.000 ac Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr Qp10-Meyer Rainfall=3.30" Printed 6/5/2023 Summary for Subcatchment 1PR: PR_Drive & Parking Runoff = 1.83 cfs @ 11.97 hrs, Volume= 0.098 af, Depth= 2.85" Routed to Pond 1P : GW Forebay Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr Qp10-Meyer Rainfall=3.30" Area (sf) CN Description 17,950 96 Gravel surface, HSG D 17,950 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.6 978 0.0634 2.48 Lag/CN Method, Along Gravel Drive Subcatchment 1PR: PR_Drive & Parking Runoff Hydrograph Time (hours)727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type II 24-hr Qp10-Meyer Rainfall=3.30" Runoff Area=17,950 sf Runoff Volume=0.098 af Runoff Depth=2.85" Flow Length=978' Slope=0.0634 '/' Tc=6.6 min CN=96 1.83 cfs Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr Qp10-Meyer Rainfall=3.30" Printed 6/5/2023 Summary for Pond 1P: GW Forebay Inflow Area = 0.412 ac, 0.00% Impervious, Inflow Depth = 2.85" for Qp10-Meyer event Inflow = 1.83 cfs @ 11.97 hrs, Volume= 0.098 af Outflow = 1.82 cfs @ 11.98 hrs, Volume= 0.091 af, Atten= 1%, Lag= 0.6 min Primary = 1.82 cfs @ 11.98 hrs, Volume= 0.091 af Routed to Pond 2P : Gravel Wetland Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 413.92' @ 11.98 hrs Surf.Area= 299 sf Storage= 407 cf Plug-Flow detention time= 67.4 min calculated for 0.091 af (93% of inflow) Center-of-Mass det. time= 28.6 min ( 798.8 - 770.2 ) Volume Invert Avail.Storage Storage Description #1 411.00'433 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet)(sq-ft) (feet) (cubic-feet) (cubic-feet)(sq-ft) 411.00 17 20.4 0 0 17 412.00 91 42.1 49 49 129 413.00 188 54.7 137 186 238 413.50 246 60.9 108 294 302 414.00 310 67.2 139 433 374 Device Routing Invert Outlet Devices #1 Primary 413.50'2.0' long + 2.0 '/' SideZ x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Primary OutFlow Max=1.81 cfs @ 11.98 hrs HW=413.92' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 1.81 cfs @ 1.54 fps) Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr Qp10-Meyer Rainfall=3.30" Printed 6/5/2023 Pond 1P: GW Forebay Inflow Primary Hydrograph Time (hours)727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Inflow Area=0.412 ac Peak Elev=413.92' Storage=407 cf 1.83 cfs1.82 cfs Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr Qp10-Meyer Rainfall=3.30" Printed 6/5/2023 Summary for Pond 2P: Gravel Wetland [81] Warning: Exceeded Pond 1P by 0.04' @ 13.45 hrs Inflow Area = 0.412 ac, 0.00% Impervious, Inflow Depth = 2.65" for Qp10-Meyer event Inflow = 1.82 cfs @ 11.98 hrs, Volume= 0.091 af Outflow = 1.79 cfs @ 12.00 hrs, Volume= 0.077 af, Atten= 2%, Lag= 0.8 min Primary = 1.75 cfs @ 12.00 hrs, Volume= 0.077 af Secondary = 0.04 cfs @ 12.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 413.79' @ 12.00 hrs Surf.Area= 743 sf Storage= 1,207 cf Plug-Flow detention time= 169.3 min calculated for 0.077 af (85% of inflow) Center-of-Mass det. time= 102.5 min ( 901.4 - 798.8 ) Volume Invert Avail.Storage Storage Description #1 410.00' 1,371 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet)(sq-ft) (feet) (%) (cubic-feet) (cubic-feet)(sq-ft) 410.00 575 102.3 0.0 0 0 575 411.00 575 102.3 40.0 230 230 677 412.00 575 102.3 40.0 230 460 780 413.00 575 102.3 40.0 230 690 882 414.00 792 114.9 100.0 681 1,371 1,125 Device Routing Invert Outlet Devices #1 Primary 412.04'15.0" Round Culvert Outlet L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 412.04' / 412.00' S= 0.0016 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Device 1 412.60'1.0" Vert. WQv Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 413.25'1.3" Vert. CPv Orifice X 2.00 C= 0.600 Limited to weir flow at low heads #4 Device 1 413.60'24.0" Horiz. Grate Inlet C= 0.600 Limited to weir flow at low heads #5 Secondary 413.75'2.0' long + 2.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr Qp10-Meyer Rainfall=3.30" Printed 6/5/2023 Primary OutFlow Max=1.74 cfs @ 12.00 hrs HW=413.79' (Free Discharge) 1=Culvert Outlet (Passes 1.74 cfs of 4.58 cfs potential flow) 2=WQv Orifice (Orifice Controls 0.03 cfs @ 5.15 fps) 3=CPv Orifice (Orifice Controls 0.06 cfs @ 3.34 fps) 4=Grate Inlet (Weir Controls 1.65 cfs @ 1.41 fps) Secondary OutFlow Max=0.04 cfs @ 12.00 hrs HW=413.79' (Free Discharge) 5=Broad-Crested Rectangular Weir (Weir Controls 0.04 cfs @ 0.47 fps) Pond 2P: Gravel Wetland InflowOutflowPrimarySecondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Inflow Area=0.412 ac Peak Elev=413.79' Storage=1,207 cf 1.82 cfs 1.79 cfs 1.75 cfs 0.04 cfs Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Printed 6/5/2023 Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) Node Name 1 2P 412.04 412.00 25.0 0.0016 0.013 0.0 15.0 0.0 Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr Qp25-Meyer Rainfall=3.94" Printed 6/5/2023 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=17,950 sf 0.00% Impervious Runoff Depth=3.48"Subcatchment 1PR: PR_Drive & Parking Flow Length=978' Slope=0.0634 '/' Tc=6.6 min CN=96 Runoff=2.21 cfs 0.120 af Peak Elev=413.96' Storage=420 cf Inflow=2.21 cfs 0.120 afPond 1P: GW Forebay Outflow=2.20 cfs 0.113 af Peak Elev=413.81' Storage=1,225 cf Inflow=2.20 cfs 0.113 afPond 2P: Gravel Wetland Primary=2.09 cfs 0.098 af Secondary=0.08 cfs 0.001 af Outflow=2.17 cfs 0.099 af Total Runoff Area = 0.412 ac Runoff Volume = 0.120 af Average Runoff Depth = 3.48" 100.00% Pervious = 0.412 ac 0.00% Impervious = 0.000 ac Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr Qp25-Meyer Rainfall=3.94" Printed 6/5/2023 Summary for Subcatchment 1PR: PR_Drive & Parking Runoff = 2.21 cfs @ 11.97 hrs, Volume= 0.120 af, Depth= 3.48" Routed to Pond 1P : GW Forebay Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr Qp25-Meyer Rainfall=3.94" Area (sf) CN Description 17,950 96 Gravel surface, HSG D 17,950 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.6 978 0.0634 2.48 Lag/CN Method, Along Gravel Drive Subcatchment 1PR: PR_Drive & Parking Runoff Hydrograph Time (hours)727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type II 24-hr Qp25-Meyer Rainfall=3.94" Runoff Area=17,950 sf Runoff Volume=0.120 af Runoff Depth=3.48" Flow Length=978' Slope=0.0634 '/' Tc=6.6 min CN=96 2.21 cfs Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr Qp25-Meyer Rainfall=3.94" Printed 6/5/2023 Summary for Pond 1P: GW Forebay Inflow Area = 0.412 ac, 0.00% Impervious, Inflow Depth = 3.48" for Qp25-Meyer event Inflow = 2.21 cfs @ 11.97 hrs, Volume= 0.120 af Outflow = 2.20 cfs @ 11.98 hrs, Volume= 0.113 af, Atten= 1%, Lag= 0.5 min Primary = 2.20 cfs @ 11.98 hrs, Volume= 0.113 af Routed to Pond 2P : Gravel Wetland Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 413.96' @ 11.98 hrs Surf.Area= 305 sf Storage= 420 cf Plug-Flow detention time= 59.0 min calculated for 0.113 af (94% of inflow) Center-of-Mass det. time= 26.1 min ( 791.4 - 765.3 ) Volume Invert Avail.Storage Storage Description #1 411.00'433 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet)(sq-ft) (feet) (cubic-feet) (cubic-feet)(sq-ft) 411.00 17 20.4 0 0 17 412.00 91 42.1 49 49 129 413.00 188 54.7 137 186 238 413.50 246 60.9 108 294 302 414.00 310 67.2 139 433 374 Device Routing Invert Outlet Devices #1 Primary 413.50'2.0' long + 2.0 '/' SideZ x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Primary OutFlow Max=2.19 cfs @ 11.98 hrs HW=413.96' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 2.19 cfs @ 1.63 fps) Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr Qp25-Meyer Rainfall=3.94" Printed 6/5/2023 Pond 1P: GW Forebay Inflow Primary Hydrograph Time (hours)727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Inflow Area=0.412 ac Peak Elev=413.96' Storage=420 cf 2.21 cfs2.20 cfs Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr Qp25-Meyer Rainfall=3.94" Printed 6/5/2023 Summary for Pond 2P: Gravel Wetland [81] Warning: Exceeded Pond 1P by 0.04' @ 13.80 hrs Inflow Area = 0.412 ac, 0.00% Impervious, Inflow Depth = 3.28" for Qp25-Meyer event Inflow = 2.20 cfs @ 11.98 hrs, Volume= 0.113 af Outflow = 2.17 cfs @ 11.99 hrs, Volume= 0.099 af, Atten= 1%, Lag= 0.7 min Primary = 2.09 cfs @ 11.99 hrs, Volume= 0.098 af Secondary = 0.08 cfs @ 11.99 hrs, Volume= 0.001 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 413.81' @ 11.99 hrs Surf.Area= 748 sf Storage= 1,225 cf Plug-Flow detention time= 149.1 min calculated for 0.099 af (88% of inflow) Center-of-Mass det. time= 91.1 min ( 882.5 - 791.4 ) Volume Invert Avail.Storage Storage Description #1 410.00' 1,371 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet)(sq-ft) (feet) (%) (cubic-feet) (cubic-feet)(sq-ft) 410.00 575 102.3 0.0 0 0 575 411.00 575 102.3 40.0 230 230 677 412.00 575 102.3 40.0 230 460 780 413.00 575 102.3 40.0 230 690 882 414.00 792 114.9 100.0 681 1,371 1,125 Device Routing Invert Outlet Devices #1 Primary 412.04'15.0" Round Culvert Outlet L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 412.04' / 412.00' S= 0.0016 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Device 1 412.60'1.0" Vert. WQv Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 413.25'1.3" Vert. CPv Orifice X 2.00 C= 0.600 Limited to weir flow at low heads #4 Device 1 413.60'24.0" Horiz. Grate Inlet C= 0.600 Limited to weir flow at low heads #5 Secondary 413.75'2.0' long + 2.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr Qp25-Meyer Rainfall=3.94" Printed 6/5/2023 Primary OutFlow Max=2.08 cfs @ 11.99 hrs HW=413.81' (Free Discharge) 1=Culvert Outlet (Passes 2.08 cfs of 4.68 cfs potential flow) 2=WQv Orifice (Orifice Controls 0.03 cfs @ 5.21 fps) 3=CPv Orifice (Orifice Controls 0.06 cfs @ 3.43 fps) 4=Grate Inlet (Weir Controls 1.99 cfs @ 1.50 fps) Secondary OutFlow Max=0.08 cfs @ 11.99 hrs HW=413.81' (Free Discharge) 5=Broad-Crested Rectangular Weir (Weir Controls 0.08 cfs @ 0.61 fps) Pond 2P: Gravel Wetland InflowOutflowPrimarySecondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Inflow Area=0.412 ac Peak Elev=413.81' Storage=1,225 cf 2.20 cfs2.17 cfs 2.09 cfs 0.08 cfs Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC DESIGN DRAWINGS No. 1 through 10 1EX Ex_Cond Routing Diagram for Meyers_Exg_SN001 Prepared by HydroCAD 1-800-927-7246 www.hydrocad.net, Printed 6/5/2023 HydroCAD® 10.20-3c s/n S29199 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 0.412 78 Meadow, non-grazed, HSG D (1EX) 0.412 78 TOTAL AREA Printed 6/28/2023 Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 0.412 HSG D 1EX 0.000 Other 0.412 TOTAL AREA Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Printed 6/28/2023 Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 0.412 0.000 0.412 Meadow, non-grazed 1EX 0.000 0.000 0.000 0.412 0.000 0.412 TOTAL AREA Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Printed 6/28/2023 Type II 24-hr WQv Rainfall=1.00" Summary for Subcatchment 1EX: Ex_Cond Runoff = 0.01 cfs @ 12.05 hrs, Volume= 0.002 af, Depth= 0.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.01 hrsType II 24-hr WQv Rainfall=1.00" Area (sf) CN Description 17,950 78 Meadow, non-grazed, HSG D 17,950 100.00% Pervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 7.3 668 0.1110 1.52 Lag/CN Method, Sheetflow across meadow Subcatchment 1EX: Ex_Cond Runoff Hydrograph Time (hours)727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.0130.012 0.0110.0110.01 0.010.009 0.009 0.0080.008 0.0070.0070.006 0.0060.0050.0050.004 0.0040.0030.003 0.0020.0020.001 0.0010.000 0 Type II 24-hr WQv Rainfall=1.00" Runoff Area=17,950 sf Runoff Volume=0.002 af Runoff Depth=0.06" Flow Length=668' Slope=0.1110 '/' Tc=7.3 min CN=78 0.01 cfs Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Printed 6/28/2023 Type II 24-hr CPv-Meyer Rainfall=1.93" Summary for Subcatchment 1EX: Ex_Cond Runoff = 0.29 cfs @ 12.00 hrs, Volume= 0.015 af, Depth= 0.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.01 hrsType II 24-hr CPv-Meyer Rainfall=1.93" Area (sf) CN Description 17,950 78 Meadow, non-grazed, HSG D 17,950 100.00% Pervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 7.3 668 0.1110 1.52 Lag/CN Method, Sheetflow across meadow Subcatchment 1EX: Ex_Cond Runoff Hydrograph Time (hours)727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr CPv-Meyer Rainfall=1.93" Runoff Area=17,950 sf Runoff Volume=0.015 af Runoff Depth=0.45" Flow Length=668' Slope=0.1110 '/' Tc=7.3 min CN=78 0.29 cfs Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Printed 6/28/2023 Type II 24-hr Qp10-Meyer Rainfall=3.30" Summary for Subcatchment 1EX: Ex_Cond Runoff = 0.95 cfs @ 11.99 hrs, Volume= 0.046 af, Depth= 1.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.01 hrsType II 24-hr Qp10-Meyer Rainfall=3.30" Area (sf) CN Description 17,950 78 Meadow, non-grazed, HSG D 17,950 100.00% Pervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 7.3 668 0.1110 1.52 Lag/CN Method, Sheetflow across meadow Subcatchment 1EX: Ex_Cond Runoff Hydrograph Time (hours)727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr Qp10-Meyer Rainfall=3.30" Runoff Area=17,950 sf Runoff Volume=0.046 af Runoff Depth=1.35" Flow Length=668' Slope=0.1110 '/' Tc=7.3 min CN=78 0.95 cfs Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Printed 6/28/2023 Type II 24-hr Qp25-Meyer Rainfall=3.94" Summary for Subcatchment 1EX: Ex_Cond Runoff = 1.29 cfs @ 11.99 hrs, Volume= 0.063 af, Depth= 1.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.01 hrsType II 24-hr Qp25-Meyer Rainfall=3.94" Area (sf) CN Description 17,950 78 Meadow, non-grazed, HSG D 17,950 100.00% Pervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 7.3 668 0.1110 1.52 Lag/CN Method, Sheetflow across meadow Subcatchment 1EX: Ex_Cond Runoff Hydrograph Time (hours)727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr Qp25-Meyer Rainfall=3.94" Runoff Area=17,950 sf Runoff Volume=0.063 af Runoff Depth=1.84" Flow Length=668' Slope=0.1110 '/' Tc=7.3 min CN=78 1.29 cfs Meyers_Exg_SN001 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Printed 6/28/2023 1PR PR_Drive & Parking 1P GW Forebay 2P Gravel Wetland Routing Diagram for Meyers_Pro_SN001Prepared by HydroCAD 1-800-927-7246 www.hydrocad.net, Printed 6/5/2023 HydroCAD® 10.20-3c s/n S29199 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.412 96 Gravel surface, HSG D (1PR) 0.412 96 TOTAL AREA Printed 6/28/2023 Meyers_Pro_SN001_6-22-2023 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 0.412 HSG D 1PR 0.000 Other 0.412 TOTAL AREA Printed 6/28/2023 Meyers_Pro_SN001_6-22-2023 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 0.412 0.000 0.412 Gravel surface 1PR 0.000 0.000 0.000 0.412 0.000 0.412 TOTAL AREA Printed 6/28/2023 Meyers_Pro_SN001_6-22-2023 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Printed 6/28/2023 Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) Node Name 1 2P 412.04 412.00 25.0 0.0016 0.013 0.0 15.0 0.0 Meyers_Pro_SN001_6-22-2023 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr WQv Rainfall=1.00"Meyers_Pro_SN001_6-22-2023 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Printed 6/28/2023 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=17,950 sf 0.00% Impervious Runoff Depth=0.63"Subcatchment 1PR: PR_Drive & Parking Flow Length=978' Slope=0.0634 '/' Tc=6.6 min CN=96 Runoff=0.44 cfs 0.022 af Peak Elev=414.57' Storage=351 cf Inflow=0.44 cfs 0.022 afPond 1P: GW Forebay Outflow=0.43 cfs 0.014 af Peak Elev=412.64' Storage=607 cf Inflow=0.43 cfs 0.014 afPond 2P: Gravel Wetland Primary=0.00 cfs 0.000 af Secondary=0.00 cfs 0.000 af Outflow=0.00 cfs 0.000 af Total Runoff Area = 0.412 ac Runoff Volume = 0.022 af Average Runoff Depth = 0.63" 100.00% Pervious = 0.412 ac 0.00% Impervious = 0.000 ac Type II 24-hr WQv Rainfall=1.00" Printed 6/28/2023 Summary for Subcatchment 1PR: PR_Drive & Parking Runoff = 0.44 cfs @ 11.98 hrs, Volume= 0.022 af, Depth= 0.63" Routed to Pond 1P : GW Forebay Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr WQv Rainfall=1.00" Area (sf) CN Description 17,950 96 Gravel surface, HSG D 17,950 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.6 978 0.0634 2.48 Lag/CN Method, Along Gravel Drive Subcatchment 1PR: PR_Drive & Parking Runoff Hydrograph Time (hours)727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr WQv Rainfall=1.00" Runoff Area=17,950 sf Runoff Volume=0.022 af Runoff Depth=0.63" Flow Length=978' Slope=0.0634 '/' Tc=6.6 min CN=96 0.44 cfs Meyers_Pro_SN001_6-22-2023 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr WQv Rainfall=1.00" Printed 6/28/2023 Summary for Pond 1P: GW Forebay Inflow Area = 0.412 ac, 0.00% Impervious, Inflow Depth = 0.63" for WQv eventInflow = 0.44 cfs @ 11.98 hrs, Volume= 0.022 afOutflow = 0.43 cfs @ 12.00 hrs, Volume= 0.014 af, Atten= 4%, Lag= 1.5 minPrimary = 0.43 cfs @ 12.00 hrs, Volume= 0.014 af Routed to Pond 2P : Gravel Wetland Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrsPeak Elev= 414.57' @ 12.00 hrs Surf.Area= 303 sf Storage= 351 cf Plug-Flow detention time= 174.3 min calculated for 0.014 af (65% of inflow)Center-of-Mass det. time= 69.1 min ( 880.7 - 811.6 ) Volume Invert Avail.Storage Storage Description #1 412.00'499 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area(feet)(sq-ft) (feet) (cubic-feet) (cubic-feet)(sq-ft) 412.00 22 25.0 0 0 22413.00 96 42.7 55 55 123414.00 214 66.4 151 206 336414.50 291 80.2 126 332 501415.00 383 87.2 168 499 603 Device Routing Invert Outlet Devices #1 Primary 414.50'10.0' long + 2.0 '/' SideZ x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max=0.41 cfs @ 12.00 hrs HW=414.57' (Free Discharge)1=Broad-Crested Rectangular Weir (Weir Controls 0.41 cfs @ 0.61 fps) Meyers_Pro_SN001_6-22-2023 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr WQv Rainfall=1.00" Printed 6/28/2023 Pond 1P: GW Forebay InflowPrimary Hydrograph Time (hours)727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.48 0.460.440.420.40.380.36 0.340.320.30.280.260.240.22 0.20.180.160.140.120.10.08 0.060.040.020 Inflow Area=0.412 ac Peak Elev=414.57' Storage=351 cf 0.44 cfs 0.43 cfs Meyers_Pro_SN001_6-22-2023 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr WQv Rainfall=1.00" Printed 6/28/2023 Summary for Pond 2P: Gravel Wetland Inflow Area = 0.412 ac, 0.00% Impervious, Inflow Depth = 0.41" for WQv eventInflow = 0.43 cfs @ 12.00 hrs, Volume= 0.014 afOutflow = 0.00 cfs @ 24.12 hrs, Volume= 0.000 af, Atten= 100%, Lag= 726.8 minPrimary = 0.00 cfs @ 24.12 hrs, Volume= 0.000 afSecondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3Peak Elev= 412.64' @ 24.12 hrs Surf.Area= 575 sf Storage= 607 cf Plug-Flow detention time= 776.3 min calculated for 0.000 af (2% of inflow)Center-of-Mass det. time= 614.4 min ( 1,495.1 - 880.7 ) Volume Invert Avail.Storage Storage Description #1 410.00' 2,282 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area(feet)(sq-ft) (feet) (%) (cubic-feet) (cubic-feet)(sq-ft) 410.00 575 102.3 0.0 0 0 575411.00 575 102.3 40.0 230 230 677412.00 575 102.3 40.0 230 460 780413.00 575 102.3 40.0 230 690 882414.00 792 114.9 100.0 681 1,371 1,125414.50 910 121.1 100.0 425 1,796 1,256415.00 1,035 127.4 100.0 486 2,282 1,395 Device Routing Invert Outlet Devices #1 Primary 412.60'15.0" Round Culvert Outlet L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 412.60' / 412.40' S= 0.0080 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Device 1 412.60'1.0" Vert. WQv Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 413.10'1.8" Vert. CPv Orifice X 2.00 C= 0.600 Limited to weir flow at low heads #4 Device 1 413.50'4.2" Vert. Qp10 Orifice X 2.00 C= 0.600 Limited to weir flow at low heads #5 Device 1 414.55'24.0" Horiz. Grate Inlet C= 0.600 Limited to weir flow at low heads #6 Secondary 414.75'10.0' long + 2.0 '/' SideZ x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Meyers_Pro_SN001_6-22-2023 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr WQv Rainfall=1.00" Printed 6/28/2023 Primary OutFlow Max=0.00 cfs @ 24.12 hrs HW=412.64' (Free Discharge)1=Culvert Outlet (Passes 0.00 cfs of 0.01 cfs potential flow)2=WQv Orifice (Orifice Controls 0.00 cfs @ 0.68 fps)3=CPv Orifice ( Controls 0.00 cfs)4=Qp10 Orifice ( Controls 0.00 cfs)5=Grate Inlet ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=410.00' (Free Discharge)6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 2P: Gravel Wetland InflowOutflowPrimarySecondary Hydrograph Time (hours)727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.412 ac Peak Elev=412.64' Storage=607 cf 0.43 cfs 0.00 cfs0.00 cfs0.00 cfs Meyers_Pro_SN001_6-22-2023 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr CPv-Meyer Rainfall=1.93" Printed 6/28/2023 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 pointsRunoff by SCS TR-20 method, UH=SCS, Weighted-QReach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=17,950 sf 0.00% Impervious Runoff Depth=1.51"Subcatchment 1PR: PR_Drive & Parking Flow Length=978' Slope=0.0634 '/' Tc=6.6 min CN=96 Runoff=1.01 cfs 0.052 af Peak Elev=414.62' Storage=368 cf Inflow=1.01 cfs 0.052 afPond 1P: GW Forebay Outflow=1.01 cfs 0.044 af Peak Elev=413.46' Storage=979 cf Inflow=1.01 cfs 0.044 afPond 2P: Gravel Wetland Primary=0.12 cfs 0.030 af Secondary=0.00 cfs 0.000 af Outflow=0.12 cfs 0.030 af Total Runoff Area = 0.412 ac Runoff Volume = 0.052 af Average Runoff Depth = 1.51"100.00% Pervious = 0.412 ac 0.00% Impervious = 0.000 ac Meyers_Pro_SN001_6-22-2023 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr CPv-Meyer Rainfall=1.93" Printed 6/28/2023 Summary for Subcatchment 1PR: PR_Drive & Parking Runoff = 1.01 cfs @ 11.98 hrs, Volume= 0.052 af, Depth= 1.51" Routed to Pond 1P : GW Forebay Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.01 hrsType II 24-hr CPv-Meyer Rainfall=1.93" Area (sf) CN Description 17,950 96 Gravel surface, HSG D 17,950 100.00% Pervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 6.6 978 0.0634 2.48 Lag/CN Method, Along Gravel Drive Subcatchment 1PR: PR_Drive & Parking Runoff Hydrograph Time (hours)727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr CPv-Meyer Rainfall=1.93" Runoff Area=17,950 sf Runoff Volume=0.052 af Runoff Depth=1.51" Flow Length=978' Slope=0.0634 '/' Tc=6.6 min CN=96 1.01 cfs Meyers_Pro_SN001_6-22-2023 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr CPv-Meyer Rainfall=1.93" Printed 6/28/2023 Summary for Pond 1P: GW Forebay Inflow Area = 0.412 ac, 0.00% Impervious, Inflow Depth = 1.51" for CPv-Meyer eventInflow = 1.01 cfs @ 11.98 hrs, Volume= 0.052 afOutflow = 1.01 cfs @ 11.98 hrs, Volume= 0.044 af, Atten= 0%, Lag= 0.4 minPrimary = 1.01 cfs @ 11.98 hrs, Volume= 0.044 af Routed to Pond 2P : Gravel Wetland Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrsPeak Elev= 414.62' @ 11.98 hrs Surf.Area= 312 sf Storage= 368 cf Plug-Flow detention time= 103.5 min calculated for 0.044 af (85% of inflow)Center-of-Mass det. time= 36.5 min ( 823.6 - 787.1 ) Volume Invert Avail.Storage Storage Description #1 412.00'499 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area(feet)(sq-ft) (feet) (cubic-feet) (cubic-feet)(sq-ft) 412.00 22 25.0 0 0 22413.00 96 42.7 55 55 123414.00 214 66.4 151 206 336414.50 291 80.2 126 332 501415.00 383 87.2 168 499 603 Device Routing Invert Outlet Devices #1 Primary 414.50'10.0' long + 2.0 '/' SideZ x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max=1.00 cfs @ 11.98 hrs HW=414.62' (Free Discharge)1=Broad-Crested Rectangular Weir (Weir Controls 1.00 cfs @ 0.82 fps) Meyers_Pro_SN001_6-22-2023 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr CPv-Meyer Rainfall=1.93" Printed 6/28/2023 Pond 1P: GW Forebay InflowPrimary Hydrograph Time (hours)727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=0.412 ac Peak Elev=414.62' Storage=368 cf 1.01 cfs1.01 cfs Meyers_Pro_SN001_6-22-2023 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr CPv-Meyer Rainfall=1.93" Printed 6/28/2023 Summary for Pond 2P: Gravel Wetland Inflow Area = 0.412 ac, 0.00% Impervious, Inflow Depth = 1.29" for CPv-Meyer eventInflow = 1.01 cfs @ 11.98 hrs, Volume= 0.044 afOutflow = 0.12 cfs @ 12.33 hrs, Volume= 0.030 af, Atten= 89%, Lag= 20.8 minPrimary = 0.12 cfs @ 12.33 hrs, Volume= 0.030 afSecondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3Peak Elev= 413.46' @ 12.33 hrs Surf.Area= 671 sf Storage= 979 cf Plug-Flow detention time= 234.6 min calculated for 0.030 af (69% of inflow)Center-of-Mass det. time= 135.9 min ( 959.5 - 823.6 ) Volume Invert Avail.Storage Storage Description #1 410.00' 2,282 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area(feet)(sq-ft) (feet) (%) (cubic-feet) (cubic-feet)(sq-ft) 410.00 575 102.3 0.0 0 0 575411.00 575 102.3 40.0 230 230 677412.00 575 102.3 40.0 230 460 780413.00 575 102.3 40.0 230 690 882414.00 792 114.9 100.0 681 1,371 1,125414.50 910 121.1 100.0 425 1,796 1,256415.00 1,035 127.4 100.0 486 2,282 1,395 Device Routing Invert Outlet Devices #1 Primary 412.60'15.0" Round Culvert Outlet L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 412.60' / 412.40' S= 0.0080 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Device 1 412.60'1.0" Vert. WQv Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 413.10'1.8" Vert. CPv Orifice X 2.00 C= 0.600 Limited to weir flow at low heads #4 Device 1 413.50'4.2" Vert. Qp10 Orifice X 2.00 C= 0.600 Limited to weir flow at low heads #5 Device 1 414.55'24.0" Horiz. Grate Inlet C= 0.600 Limited to weir flow at low heads #6 Secondary 414.75'10.0' long + 2.0 '/' SideZ x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Meyers_Pro_SN001_6-22-2023 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr CPv-Meyer Rainfall=1.93" Printed 6/28/2023 Primary OutFlow Max=0.12 cfs @ 12.33 hrs HW=413.46' (Free Discharge)1=Culvert Outlet (Passes 0.12 cfs of 2.12 cfs potential flow)2=WQv Orifice (Orifice Controls 0.02 cfs @ 4.37 fps)3=CPv Orifice (Orifice Controls 0.09 cfs @ 2.59 fps)4=Qp10 Orifice ( Controls 0.00 cfs)5=Grate Inlet ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=410.00' (Free Discharge)6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 2P: Gravel Wetland InflowOutflowPrimarySecondary Hydrograph Time (hours)727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=0.412 ac Peak Elev=413.46' Storage=979 cf 1.01 cfs 0.12 cfs0.12 cfs 0.00 cfs Meyers_Pro_SN001_6-22-2023 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr Qp10-Meyer Rainfall=3.30" Printed 6/28/2023 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 pointsRunoff by SCS TR-20 method, UH=SCS, Weighted-QReach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=17,950 sf 0.00% Impervious Runoff Depth=2.85"Subcatchment 1PR: PR_Drive & Parking Flow Length=978' Slope=0.0634 '/' Tc=6.6 min CN=96 Runoff=1.83 cfs 0.098 af Peak Elev=414.68' Storage=386 cf Inflow=1.83 cfs 0.098 afPond 1P: GW Forebay Outflow=1.83 cfs 0.090 af Peak Elev=414.31' Storage=1,625 cf Inflow=1.83 cfs 0.090 afPond 2P: Gravel Wetland Primary=0.95 cfs 0.076 af Secondary=0.00 cfs 0.000 af Outflow=0.95 cfs 0.076 af Total Runoff Area = 0.412 ac Runoff Volume = 0.098 af Average Runoff Depth = 2.85"100.00% Pervious = 0.412 ac 0.00% Impervious = 0.000 ac Meyers_Pro_SN001_6-22-2023 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr Qp10-Meyer Rainfall=3.30" Printed 6/28/2023 Summary for Subcatchment 1PR: PR_Drive & Parking Runoff = 1.83 cfs @ 11.97 hrs, Volume= 0.098 af, Depth= 2.85" Routed to Pond 1P : GW Forebay Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.01 hrsType II 24-hr Qp10-Meyer Rainfall=3.30" Area (sf) CN Description 17,950 96 Gravel surface, HSG D 17,950 100.00% Pervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 6.6 978 0.0634 2.48 Lag/CN Method, Along Gravel Drive Subcatchment 1PR: PR_Drive & Parking Runoff Hydrograph Time (hours)727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type II 24-hr Qp10-Meyer Rainfall=3.30" Runoff Area=17,950 sf Runoff Volume=0.098 af Runoff Depth=2.85" Flow Length=978' Slope=0.0634 '/' Tc=6.6 min CN=96 1.83 cfs Meyers_Pro_SN001_6-22-2023 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr Qp10-Meyer Rainfall=3.30" Printed 6/28/2023 Summary for Pond 1P: GW Forebay Inflow Area = 0.412 ac, 0.00% Impervious, Inflow Depth = 2.85" for Qp10-Meyer eventInflow = 1.83 cfs @ 11.97 hrs, Volume= 0.098 afOutflow = 1.83 cfs @ 11.98 hrs, Volume= 0.090 af, Atten= 0%, Lag= 0.3 minPrimary = 1.83 cfs @ 11.98 hrs, Volume= 0.090 af Routed to Pond 2P : Gravel Wetland Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrsPeak Elev= 414.68' @ 11.98 hrs Surf.Area= 322 sf Storage= 386 cf Plug-Flow detention time= 71.8 min calculated for 0.090 af (92% of inflow)Center-of-Mass det. time= 29.2 min ( 799.5 - 770.2 ) Volume Invert Avail.Storage Storage Description #1 412.00'499 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area(feet)(sq-ft) (feet) (cubic-feet) (cubic-feet)(sq-ft) 412.00 22 25.0 0 0 22413.00 96 42.7 55 55 123414.00 214 66.4 151 206 336414.50 291 80.2 126 332 501415.00 383 87.2 168 499 603 Device Routing Invert Outlet Devices #1 Primary 414.50'10.0' long + 2.0 '/' SideZ x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max=1.82 cfs @ 11.98 hrs HW=414.68' (Free Discharge)1=Broad-Crested Rectangular Weir (Weir Controls 1.82 cfs @ 0.99 fps) Meyers_Pro_SN001_6-22-2023 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr Qp10-Meyer Rainfall=3.30" Printed 6/28/2023 Pond 1P: GW Forebay InflowPrimary Hydrograph Time (hours)727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Inflow Area=0.412 ac Peak Elev=414.68' Storage=386 cf 1.83 cfs1.83 cfs Meyers_Pro_SN001_6-22-2023 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr Qp10-Meyer Rainfall=3.30" Printed 6/28/2023 Summary for Pond 2P: Gravel Wetland Inflow Area = 0.412 ac, 0.00% Impervious, Inflow Depth = 2.63" for Qp10-Meyer eventInflow = 1.83 cfs @ 11.98 hrs, Volume= 0.090 afOutflow = 0.95 cfs @ 12.07 hrs, Volume= 0.076 af, Atten= 48%, Lag= 5.5 minPrimary = 0.95 cfs @ 12.07 hrs, Volume= 0.076 afSecondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3Peak Elev= 414.31' @ 12.07 hrs Surf.Area= 864 sf Storage= 1,625 cf Plug-Flow detention time= 147.7 min calculated for 0.076 af (85% of inflow)Center-of-Mass det. time= 80.9 min ( 880.4 - 799.5 ) Volume Invert Avail.Storage Storage Description #1 410.00' 2,282 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area(feet)(sq-ft) (feet) (%) (cubic-feet) (cubic-feet)(sq-ft) 410.00 575 102.3 0.0 0 0 575411.00 575 102.3 40.0 230 230 677412.00 575 102.3 40.0 230 460 780413.00 575 102.3 40.0 230 690 882414.00 792 114.9 100.0 681 1,371 1,125414.50 910 121.1 100.0 425 1,796 1,256415.00 1,035 127.4 100.0 486 2,282 1,395 Device Routing Invert Outlet Devices #1 Primary 412.60'15.0" Round Culvert Outlet L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 412.60' / 412.40' S= 0.0080 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Device 1 412.60'1.0" Vert. WQv Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 413.10'1.8" Vert. CPv Orifice X 2.00 C= 0.600 Limited to weir flow at low heads #4 Device 1 413.50'4.2" Vert. Qp10 Orifice X 2.00 C= 0.600 Limited to weir flow at low heads #5 Device 1 414.55'24.0" Horiz. Grate Inlet C= 0.600 Limited to weir flow at low heads #6 Secondary 414.75'10.0' long + 2.0 '/' SideZ x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Meyers_Pro_SN001_6-22-2023 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr Qp10-Meyer Rainfall=3.30" Printed 6/28/2023 Primary OutFlow Max=0.95 cfs @ 12.07 hrs HW=414.31' (Free Discharge)1=Culvert Outlet (Passes 0.95 cfs of 4.85 cfs potential flow)2=WQv Orifice (Orifice Controls 0.03 cfs @ 6.21 fps)3=CPv Orifice (Orifice Controls 0.18 cfs @ 5.12 fps)4=Qp10 Orifice (Orifice Controls 0.74 cfs @ 3.83 fps)5=Grate Inlet ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=410.00' (Free Discharge)6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 2P: Gravel Wetland InflowOutflowPrimarySecondary Hydrograph Time (hours)727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Inflow Area=0.412 ac Peak Elev=414.31' Storage=1,625 cf 1.83 cfs 0.95 cfs0.95 cfs 0.00 cfs Meyers_Pro_SN001_6-22-2023 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr Qp25-Meyer Rainfall=3.94" Printed 6/28/2023 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 pointsRunoff by SCS TR-20 method, UH=SCS, Weighted-QReach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=17,950 sf 0.00% Impervious Runoff Depth=3.48"Subcatchment 1PR: PR_Drive & Parking Flow Length=978' Slope=0.0634 '/' Tc=6.6 min CN=96 Runoff=2.21 cfs 0.120 af Peak Elev=414.70' Storage=393 cf Inflow=2.21 cfs 0.120 afPond 1P: GW Forebay Outflow=2.21 cfs 0.112 af Peak Elev=414.59' Storage=1,880 cf Inflow=2.21 cfs 0.112 afPond 2P: Gravel Wetland Primary=1.32 cfs 0.098 af Secondary=0.00 cfs 0.000 af Outflow=1.32 cfs 0.098 af Total Runoff Area = 0.412 ac Runoff Volume = 0.120 af Average Runoff Depth = 3.48"100.00% Pervious = 0.412 ac 0.00% Impervious = 0.000 ac Meyers_Pro_SN001_6-22-2023 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr Qp25-Meyer Rainfall=3.94" Printed 6/28/2023 Summary for Subcatchment 1PR: PR_Drive & Parking Runoff = 2.21 cfs @ 11.97 hrs, Volume= 0.120 af, Depth= 3.48" Routed to Pond 1P : GW Forebay Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.01 hrsType II 24-hr Qp25-Meyer Rainfall=3.94" Area (sf) CN Description 17,950 96 Gravel surface, HSG D 17,950 100.00% Pervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 6.6 978 0.0634 2.48 Lag/CN Method, Along Gravel Drive Subcatchment 1PR: PR_Drive & Parking Runoff Hydrograph Time (hours)727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type II 24-hr Qp25-Meyer Rainfall=3.94" Runoff Area=17,950 sf Runoff Volume=0.120 af Runoff Depth=3.48" Flow Length=978' Slope=0.0634 '/' Tc=6.6 min CN=96 2.21 cfs Meyers_Pro_SN001_6-22-2023 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr Qp25-Meyer Rainfall=3.94" Printed 6/28/2023 Summary for Pond 1P: GW Forebay Inflow Area = 0.412 ac, 0.00% Impervious, Inflow Depth = 3.48" for Qp25-Meyer eventInflow = 2.21 cfs @ 11.97 hrs, Volume= 0.120 afOutflow = 2.21 cfs @ 11.98 hrs, Volume= 0.112 af, Atten= 0%, Lag= 0.3 minPrimary = 2.21 cfs @ 11.98 hrs, Volume= 0.112 af Routed to Pond 2P : Gravel Wetland Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrsPeak Elev= 414.70' @ 11.98 hrs Surf.Area= 326 sf Storage= 393 cf Plug-Flow detention time= 63.1 min calculated for 0.112 af (94% of inflow)Center-of-Mass det. time= 26.7 min ( 792.0 - 765.3 ) Volume Invert Avail.Storage Storage Description #1 412.00'499 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area(feet)(sq-ft) (feet) (cubic-feet) (cubic-feet)(sq-ft) 412.00 22 25.0 0 0 22413.00 96 42.7 55 55 123414.00 214 66.4 151 206 336414.50 291 80.2 126 332 501415.00 383 87.2 168 499 603 Device Routing Invert Outlet Devices #1 Primary 414.50'10.0' long + 2.0 '/' SideZ x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max=2.20 cfs @ 11.98 hrs HW=414.70' (Free Discharge)1=Broad-Crested Rectangular Weir (Weir Controls 2.20 cfs @ 1.06 fps) Meyers_Pro_SN001_6-22-2023 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr Qp25-Meyer Rainfall=3.94" Printed 6/28/2023 Pond 1P: GW Forebay InflowPrimary Hydrograph Time (hours)727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Inflow Area=0.412 ac Peak Elev=414.70' Storage=393 cf 2.21 cfs2.21 cfs Meyers_Pro_SN001_6-22-2023 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr Qp25-Meyer Rainfall=3.94" Printed 6/28/2023 Summary for Pond 2P: Gravel Wetland [79] Warning: Submerged Pond 1P Primary device # 1 by 0.09' Inflow Area = 0.412 ac, 0.00% Impervious, Inflow Depth = 3.26" for Qp25-Meyer eventInflow = 2.21 cfs @ 11.98 hrs, Volume= 0.112 afOutflow = 1.32 cfs @ 12.06 hrs, Volume= 0.098 af, Atten= 40%, Lag= 4.9 minPrimary = 1.32 cfs @ 12.06 hrs, Volume= 0.098 afSecondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3Peak Elev= 414.59' @ 12.06 hrs Surf.Area= 932 sf Storage= 1,880 cf Plug-Flow detention time= 131.5 min calculated for 0.098 af (88% of inflow)Center-of-Mass det. time= 73.4 min ( 865.4 - 792.0 ) Volume Invert Avail.Storage Storage Description #1 410.00' 2,282 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area(feet)(sq-ft) (feet) (%) (cubic-feet) (cubic-feet)(sq-ft) 410.00 575 102.3 0.0 0 0 575411.00 575 102.3 40.0 230 230 677412.00 575 102.3 40.0 230 460 780413.00 575 102.3 40.0 230 690 882414.00 792 114.9 100.0 681 1,371 1,125414.50 910 121.1 100.0 425 1,796 1,256415.00 1,035 127.4 100.0 486 2,282 1,395 Device Routing Invert Outlet Devices #1 Primary 412.60'15.0" Round Culvert Outlet L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 412.60' / 412.40' S= 0.0080 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Device 1 412.60'1.0" Vert. WQv Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 413.10'1.8" Vert. CPv Orifice X 2.00 C= 0.600 Limited to weir flow at low heads #4 Device 1 413.50'4.2" Vert. Qp10 Orifice X 2.00 C= 0.600 Limited to weir flow at low heads #5 Device 1 414.55'24.0" Horiz. Grate Inlet C= 0.600 Limited to weir flow at low heads #6 Secondary 414.75'10.0' long + 2.0 '/' SideZ x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Meyers_Pro_SN001_6-22-2023 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC Type II 24-hr Qp25-Meyer Rainfall=3.94" Printed 6/28/2023 Primary OutFlow Max=1.30 cfs @ 12.06 hrs HW=414.59' (Free Discharge)1=Culvert Outlet (Passes 1.30 cfs of 5.45 cfs potential flow)2=WQv Orifice (Orifice Controls 0.04 cfs @ 6.72 fps)3=CPv Orifice (Orifice Controls 0.20 cfs @ 5.73 fps)4=Qp10 Orifice (Orifice Controls 0.89 cfs @ 4.61 fps)5=Grate Inlet (Weir Controls 0.17 cfs @ 0.67 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=410.00' (Free Discharge)6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 2P: Gravel Wetland InflowOutflowPrimarySecondary Hydrograph Time (hours)727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Inflow Area=0.412 ac Peak Elev=414.59' Storage=1,880 cf 2.21 cfs 1.32 cfs1.32 cfs 0.00 cfs Meyers_Pro_SN001_6-22-2023 Prepared by Landmark Engineering & Design, LLC. HydroCAD® 10.00-20 s/n 04619 © 2017 HydroCAD Software Solutions LLC