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HomeMy WebLinkAbout1998-04-10 Stormwater Managment Report For d , "STORMWATER MANAGEMENT REPORT IICHANNEL :__, _ WILLOW STREET SOUTH EXTENSION (Assessors Map 25,Lots 83 & 84) r Prepared For CHANNEL BUILDING COMPANY PROJECT#56096 Feb. 4, 1998 Revised March 20, 1998 MEOW MHF Design Consultants, Inc. ENGINEERS ® PLANNERS ® SURVEYORS 12-B Manor Parkway, Salem, N.H. 03079 Tel: (603) 893-0720 Fax: (603) 893-0733 OF a� LARRY 0< �. WUR$TER No. 30936 TABLE OF CONTENTS Figure 1. Project Location Map............................................................................... i SectionA NARRATIVE....................................... ...........................................1-4 Section B HYDROLOGIC SITE COMPARISON OF PRE&POST-DEVELOPMENT DRAINAGE RUNOFF...........................................................................................5-6 Section C EROSION CONTROL MEASURES................................................. 7 Section 1.0 EXISTING RUNOFF RCN Runoff Curves Travel Time (Tt) Calculations Excerpts from Definitive Subdivision Plan by Thomas Neve Associates for the North Andover Business Park Extension Section 2.0 PROPOSED RUNOFF Drainage Area Calculations Weighted RCN Runoff Calculations Closed Drainage System Pipe Reports Storrawater Management (80% TSS Removal Calculations and Stormwater Standards 1-9 Summary) Site Test Pit Logs Section 3.0 HYDROGRAPHS Pre&Post Hydrograph Summary Reports for 2, 10, 50 & 100 Year Storms Reservoir Reports for Proposed Detention Pond 10-Year Storm Hydrographs (I to 22) Section 4.0 EROSION CONTROL DESIGN Best Management Practices Excerpts Outlet Protection Design STORMWATER MANAGEMENT OPERATION&MAINTENANCE PLAN Section 5.0 EXISTING CONDITIONS PLAN&WITH DRAINAGE RUNOFF AREAS DELINEATED Section 6.0 PROPOSED GRADING&DRAINAGE PLAN WITH DRAINAGE RUNOFF AREAS DELINEATED Section 7.0 TABLES & CHARTS SCS Rainfall Distribution 2, 10, 50 & 100- Year, 24-Hour Frequency Curves Boston, MA Intensity-Duration-Frequency Curves Pipe Flow Chart for 12" & 18" Circular Pipes Hancor Discharge Rates Hancor Hi-Q Fitting Information Essex County, MA SCS Map, Project Area and Soil Types Excerpts from SCS with Soil Descriptions SCS Hydrologic Soils Groups for the US Stormwater Management TSS Removal Rates (2) Figure I. Project Location Map. GREAT POND RD. IT �9 � � GNEs�N�� 5�• cStiiA o� ST• HILLSIDE RD. BY-PAS p,NDOVE 125 O OLD/ ,p 114 125 CHIC®ERINC AND'O / 133 ST, AVFRL� Rp jVHF Design Consultants,Inc 1 k:560RF.PRT.DOC A. Narrative 1. Objective The objective of this report is to evaluate what impact (if any) the proposed site development may have with respect to onsite and offsite stormwater runoff. The predevelopment stormwater runoff and the postdevelopment stormwater runoff is determined and a comparison is made between the two rates. Then, a proposed stormwater management plan is designed to attenuate any increase in stormwater runoff, due to the proposed development. The proposed stormwater management plan proposes various design techniques, intended to enhance the stormwater runoff water quality and reduce any increase in peak stormwater runoff from the proposed site developoment. The techniques employed are: • parking lot sweeping (for the removal of sand, silt and sediment accumulation, before it enters the proposed stomwater management system), • the use of deep sump catch basins (designed with four foot sumps and hooded inlet control structures over the outlet of each structure), • the use of a water quality treatment swale (which is designed to retain a minimum of 0.1 inches of the first flush runoff volume over the square footage of impervious area draining towards it), and • the use of a stormwater detention basin with a sediment forebay(the sediment forebay is designrd to store 0.1 inch x the square footage of the impervious area drainaing into it). This stormwater management report includes: all stormwater runoff support calculations and all tables and charts utilized for the determination of the pre and postdevelopment stormwater runoff. Stormwater management plan is intended to increase the water quality of runoff leaving this site through the utilization of the Best Management Practices described above. . Project Description The proposed development is located on the easterly side of the Willow Street South Extension, in the town of North Andover, MA. The property is further identified by the Town Assessor, as Lots 83 & 84 on Assessor's Map #25. This site comprises two lots, which consists of approximately 3.051 acres (know as Lot 83) and 2.216 acres (know as Lot 84). The combined total area of the site is equal to 5.267 acres. The proposed site plan includes a one story R&D Building with a footprint of approximately 16,110 square feet. The facility has a truck loading dock which can accomodate two v&hicc es aka Ime an the required parking to satisfy the Town of Andover's parking requirements. (See the site plan included in the appendix of this report. This plan has been marked up, to show the corresponding drainage runoff areas which contribute to each of the proposed structures. Other associated work includes: improvements to the site access; landscaping; lighting; underground utilities (water,sewer and electric); an onsite stormwater collection system and the water quality treatment structures discussed previously. MHFDesign Consultants,Inc. Proposed Commercial Retail Development 1 Document] 3. Existing Drainage Conditions The existing site drains naturally overland to a large wetland east of the proposed site work. This wetland area has been delineated by E.N.S.R. in May 1997 and is shown on the plans. The nonwetland soils for this site have been identified as a Whitman Soil. Whitman Soils are a class "D" Hydrologic Grouped Soils (HGS). This category of soils are referred to as poorly drained soils. These soils tend to have a high runoff potential. They usually have very low infiltration rates, when thoroughly wetted and consist typically of clays or silty soils. The test pits taken at the site indicate a very silty soil which is consistent with the Whitman Soil description. The test pits taken, indicate the seasonal water table throughout the nonwetland soils and are shown on the plan. The seasonal high water table varies from between 38 to 54 inches below existing grade. In the Definitive Subdivision Plan for the planned business park expansion, the drainage runoff for this site was intended to flow, directly into the wetland storage area adjacent to this site. This wetland area is referred to in this report as the"central detention pond". This report was prepared by Thomas E. Neve Associates, Inc. and dated December 1, 1989. Portions of this report (pertinent to this site) are enclosed in the appendix of this report. According to this report and a study by H.W. Moore, the 100-Year Flood Plain elevation occurs at approximately elevation 236.3. In the definitive plan, developed for the subdivision of this tract, the postdevelopment runoff is equal to or less than the predevelopment runoff for the 10 and 100-Year Storms. Only the 2-Year Storm has a very minor increase of 0.2 cfs. All runoff was plannned to flow into this central detention area. Peak runoff for the predevelopment conditions are based on the runoff rates for the existing soil types, the size of the drainage runoff areas, the condition of ground cover and the time of concentration for the watershed area. Peak flows are analyzed under existing and proposed conditions. These stormwater runoff rates are then compared and a stormwater management plan designed to attenuate and treat the proposed stormwater runoff. The plan is designed so that no net increase in the peak stormwater runoff rate will occur. This analysis is performed using the United States Department of Agriculture - Soil Conservation Service (USDA SCS) Type III, 24-hour storm distribution for the 2, 10, 50 and 100-Year Design Storms. . Proposed Drainage Conditions The stormwater runoff generated as a result of the proposed development is collected into deep sump catch basins with hooded inlet structures over the outlet pipes. These hooded structures contain and trap any oils which may have washed off from the pavement surface. From the catch basins, the stormwater flows into an onsite detention pond, with a sediment forebay. Or, in the case with catch'basin number four, a stormwater quality treatment swale. After the stormwater has flowed into either the sediment treatment forebay or the water quality treatment swale, the stormwater slows and deposits the sediment and solids, which are suspended in the stormwater runoff. These water quality structures are designed to handle a minimum of 0.1 inches of the first flush volume of the impervious runoff area that drains into them. MHFDesign Consultants,Inc. Proposed Commercial Retail Development 2 Document] First Flush Design Design Design Actual Structure Area Depth of Flow Storage Volume Storage Volume • Detention Pond ForeBay CB #1 0.19 acres 0.1/12 69 cf CB #2 0.35 acres 0.1/12 127 cf CB #3 0.15 acres 0.1/12 54 cf East Roof 0.19 acres 0.1/12 69 cf Total 319 cf 359 cf • Water Quality Treatment Swale West Roof 0.19 acres 0.1/12 69 cf CB 94 & 5 0.38 acres 0.1/12 138 cf Total 207 cf 285 cf 5. Stormwater Runoff Methodology This analysis evaluates the impact of the proposed development with respect to the pre-development and post-development stormwater runoff. Comparison of the pre-development stormwater runoff, to the post-development Stormwater runoff is made and a proposed stormwater management system is designed in order to reduce any increase in stormwater runoff from the proposed development and provide stormwater treatment to improve water quality of the runoff The pre and post-development stormwater runoff rates for the site are determined for the 24-hour USDA-SCS, Type III rainfall distribution for the 2,10, 50 and 100-Year Design Storms. Stormwater runoff analysis is based on the USDA-SCS methods as described in"Urban Hydrology for Small Watersheds" 2nd Edition, Technical Release-55 (TR-55) and"Program for Project Formulation Hydrology" (TR-20 Computer Program) and the Stage/Storage Indication Method for stormwater routing. Interior storm drainage design is based on the Rational Method for each watershed basin. The discharge is evaluated by"Hydraulic Design of Highway Culverts" charts to ensure adequate capacity, and to provide a cleansing velocity for the selected pipe size, slope and material. MHFDesign Consultants,Inc. Proposed Commercial Retail Development 3 Document] Peak discharge hydrographs for the overall project site were calculated for the pre-development (Hydrograph 91) and post-development condition(Hydrograph 2) prior to mitigation for stormwater detention and proposed water quality structures. Runoff curve numbers were determined for the hydrologic soil groups based on existing and proposed land uses, as the situation may apply. The time of concentration for the pre-development (10 minutes calculated) and post-development (5.0 minutes, minimum) were determined and are based on current and proposed land use and topography. 6. Summary The results of this detailed analysis and comparison of the pre-development and post-development runoff rates for this site is provided below for comparative purposes, before a stormwater management plan has been prepared and incorporated into the proposed design. Table 1: Site Analysis: Pre & Postdevelopent Peak Rate of Runoff(cfs) Design Storm Frequency 2-Year 10-Year 50-Year 100-Year Pre-Development Conditions 2.5 5.4 8.0 9.9 Post-Development Conditions 5.3 8.8 11.8 14.0 (without stormwater mitigation) MHFDesign Consultants,Inc. Proposed Commercial Retail Development 4 Document] B. Hydrologic Site Analysis - Drainage Analysis, Water Quality Benin System Design 1. Drainage Analysis Basis The stormwater runoff analysis is based on the United States Department of Agriculture - Soil Conservation Service (USDA-SCS) methodology, as described in"Urban Hydrology for Small Watersheds" 2nd Edition, Technical Release-55 (TR-55); the"Program for Project Formulation Hydrology" Technical Release - 20 (TR-20 Computer Program) and the Stage/Storage Indication Method for stormwater routing. All interior storm drainage design is based on the Rational Method for each watershed basin. Hydrographs for the 10-Year Storm has been provided. Hydrograph summaries are provided for the 2, 10, 50 & 100-Year Storm Frequencies. All closed drainage system networking is based on the "Hydraulic Design of Highway Culverts" charts, for sizing capacity and checking for the minimum cleansing velocity(given the selected pipe size, slope and material). The software which combines these methodologies for the estimation of peak runoff rates and the development of the existing and proposed runoff hydrographs has been utilized in this analysis. This software is"Hydrographs for Windows" Version 5.1, by Intelisolve. This program takes input developed from TR-55 worksheets for the estimation of drainage runoff time of concentration, composite drainage runoff curve numbers and incorporates various TR-55 figures and charts in determining the drainage runoff. These charts and figures are included in a back section of this report. 2. WatershedlDrainage Area Data (Project Site) Total Site Area: 5.267 acres Total Site Impervious Area: 1.32 acres Storm Distribution: SCS 24-hour, Type III. Return Period/Precipitation: 2-Year(3.0") 10-Year(4.6") 50-Year (6.0") 100-Year (7.0") MHFDesign Consultants,Inc. Proposed Commercial Retail Development 5 Document] 3. Existing Condition, Pre-Development Peak Runoff Present Conditions: Summary of Peak Runoff (cfs) Table 2: Site Analysis of Pre-Development Peak Runoff Design Storm Frequency 2-Year 10-Year 50-Year 100-Year Pre-Development Condition 2.5 5.4 8.0 9.9 4. Proposed Condition, Post-Development Peak Runoff with Proposed Water Quality Structures and Detention Control Structures Proposed Condition: Summary of Peak Runoff(cfs) Table 3: Site Analysis - Postdevelopment Peak Runoff Design Storm Frequency 2-Year 10-year 50-Year 100-Year Post-Development Condition 1.8 2.8 7.2 9.8 5. Comparison of Existing and Proposed Peak Runoff Rates The following summary tables are taken from the analysis and design report which appear in the appendices. Differences between Existing and Proposed Peak Runoff(cfs) Site Analysis: Pre vs. Post-Development Design Storm Frequency 2-Year 10-Year 50-Year 100-Year Pre-Development Condition 2.5 5.4 8.0 9.9 Post-Development Proposed 1.8 2.8 7.2 9.8 Condition Difference (0.7) (2.6) (0.8) (0.1) MHFDesign Consultants,Inc. Proposed Commercial Retail Development 6 Document] C. Erosion Control Measures 1. Introduction The proposed project consists of the construction of a 116,110 square foot R&D Building with associated parking and circulation. In all, approximately 1.32 acres of impervious area will replace the existing site conditions. Other associated site work includes: improvements to the site access; landscaping; lighting; underground utilities (water,sewer and electric); and construction of an onsite stormwater management system. Best management practices for erosion control and site stabilization during construction will be employed on the site, to minimize soil erosion and to protect the adjacent wetland areas from impacts associated with the proposed development during and after construction. The use of erosion and sediment control silt fencing around the perimeter of the proposed work, will ensure on-site containment and control of any sediment from disturbed areas. At the storm system outfall, the use of both staked hay bales and silt fencing will ensure that sediment controls are not overwhelmed by sudden flows of stormwater which may contain sediment from the site. Additionally, at inlets to the proposed storm drainage system, the use of a combination system will be utilized. This system will consist of placing filter fabric under the inlet grating of catch basins and continuing the fabric up and over the remainder of the inlet area of the basin. A layer of crushed stone will then be placed on top of the filter fabric. This filtration system will filter any sediment laden runoff and also secure the filter fabric in place during construction. 2. Proposed Stabilization/Treatment The proposed project will utilize both temporary and permanent erosion control and treatment measures for control of stormwater runoff. Temporary erosion control measures such as silt fence, hay bales and mulch will be used during the construction of the project, in order to minimize intrusion of soil erosion and remain in place until permanent stabilization is accomplished. The early construction and stabilization of the proposed grass swale/detention structures is also, recommended. With the early construction of these facilities, construction sedimentation will be greatly reduced and sediment that is present will be recaptured through settlementation before the stormwater is discharged to the adjacent wetland. 3. Storwater Runoff Treatment The design of the project incorporates the use of catch basin sumps and oil/gas hoods on the outlets of the drainage system. These treatment measures will add to the efficiency of the catch basins in the removal of oil pollutants associated with stormwater flows from the paved areas. MHFDesign Consultants,Inc. Proposed Commercial Retail Development 7 Document] SECTION 1.0 Table 2-2a.—Runoff curve numbers for urban areas, Curve numbers for Cover description hydrologic soil group— Average percent Cover type and hydrologic condition impervious areal A B C D Fully developed urban areas (vegetation established) Open space (lawns, parks, golf courses, cemeteries, etc.)3: Poor condition (grass cover < 50%) ........ ...... 68 79 86 89 Fair condition (grass cover 509c to 75%). .......... 49 69 79 84 Good condition (grass cover > 75%) .............. 39 61 74 80 Impervious areas: Paved parking lots, roofs, driveways, etc. (excluding right-of-way). . ........................ 98 98 98 98 Streets and roads: Paved; curbs and storm sewers (excluding right-of-way).................................. 98 98 98 98 Paved; open ditches (including right-of-way) ....... 83 89 92 93 Gravel (including right-of-way) ................... 76 85 89 91 Dirt (including right-of-way) ..................... 72 82 87 89 Western desert urban areas: Natural desert landscaping (pervious areas onl,04... 63 77 85 88 Artificial (IOSOrt, l:11HIS aping (n111)(I'ViOUS wVNI barri(T, (ICSVI•t shrub wiLh I- to 2-inch sand or gravel mulch and basin borders). .............. 96 96 96 96 Urban districts: Commercial and business.......................... 85 89 92 94 95 Industrial........................................ 72 81 88 91 93 Residential districts by average lot size: 1/8 acre or less (town houses)...................... 65 77 85 90 92 1/4 acre .......................................... 38 61 75 83 87 1/3 acre ......................................... 30 57 72 81 86 1/2 acre ................ ......................... 25 54 70 80 85 1 acre .................. ......................... 20 51 68 79 84 2 acres .......................................... 12 46 65 77 82 Developing urban areas Newly graded areas (pervious areas only, no vegetation)5......... .. ........................ 77 86 91 94 Idle lands (CN's are determined using cover types similar to those in table 2-2c). 'Average runoff condition. and I;, = MS. 2The average percent impervious area shown was used to develop the composite Ms. Other assumptions are as follows: impervious areas are directly connected to the drainage system, impervious areas have a CN of 98, and pervious areas are considered equivalent to open space in good hydrologic condition. CN's for other combinations of*conditions may be computed using figure 2,3 or 2-4. 'CN's shown are equivalent to those of pasture. Composite CN's may be computed for other combinations of open space cover type. °Composite CN's for natural desert landscaping should be cumputed using figures 2-3 or 2-4 based on the imperious area percentage(CN = 98)and the pervious area CN. The pen•ious area CN's are assumed equivalent to desert shrub in poor hydrologic condition. -'Composite CN's to use for the design of temporary measures during grayling and construction should be computed using figure 2-3 or 2-4, based on the degree of development (impervious area percentage)and the CN's for the newly graded pervious areas. (210-VI-TR-55, Second Ed., June 1986) 2-5 t 1 Table 2-2h.—Runoff curve numbers for cultivated agricultural lands' Curve numbers for Cover description hydrologic soil group— Hydrologic Cover type Treatment2 condition" A B C D Fallow- Bare soil — 77 86 91 94 Crop residue cover (CR) Poor 76 85 90 93 Good 74 83 88 90 Row crops Straight row (SR) Poor 72 81 88 91 Good 67 78 85 89 SR + CR Poor 71 80 87 90 Good 64 75 82 85 Contoured (C) Poor 70 79 84 88' Good 65 75 82 86 C + CR Pour 69 78 8:3 87 Good 64 74 81 85 Contoured & lerruced (('&T) Pour (i(i 74 Xn 82 (food tit 71 78 81 C&T + CR Poor 65 73 79 81 Good 61 70 77 80 Small grain SR Poor 65 76 84 88 Good 63 75 83 87 SR + CR Poor 64 75 83 86 Good 60 72 80 84 C Poor 63 74 82 85 Good 61 73 81 84 C + CR Poor 62 73 81 84 Good 60 72 80 83 C&T Poor (il 72 79 82 Good 59 70 78 81 C&T + CR Poor 60 71 78 81 Good 58 69 77 80 Close-seeded SR Poor 66 77 85 89 or broadcast Good 58 72 81 85 legumes or C Poor 64 75 83 85 rotation Good 55 69 -78 83 meadow C&T Poor 6:3 73 80 83 Good 51 67 76 80 'Average runoff condition, and I;, =0.2S. 2Crop rexirbie erwei-appliesonly if residue is on at least +i i of the surface throughout the year. :'Hydrologic condition is based on combination of factors that affect infiltration and runoff, including(a)density and canopy of vegetative areas,(b)amount of year-round curer, (c) amount of grass or close-seeded legumes in rotations,(d)percent of residue cover on the land sur- face(good -> 201k), and(e)degree of surface roughness. Poor Factors impair infiltration and tend to increase runoff. Good: Factors encourage average and better than average infiltration and tend to decrease runoff. 2-6 (210-VI-TR-55, Second Ed., June 1986) r ., Table 2-2c.—Runoff curve numbers for other agricultural lands' Curve numbers for Cover description hydrologic soil group— Hydrologic Cover type condition A B C D Pasture, grassland, or range—continuous Poor 68 79 86 89 forage for grazing.2 Fair 49 69 79 84 Good 39 61 74 80 Meadow—continuous grass, protected from — 30 58 71 78 grazing and generally mowed for hay. Brush—brush-weed-grass mixture with brush Poor 48 67 77 83 the major element.' Fair 35 56 70 77 Good 4:30 48 65 73 Woods—grass combination (orchard Poor 57 73 82 86 or tree farm).5 Fair 43 65 76 82 Good 32 58 72 79 Woods.6 Poor 45 66 77 83 Fair 36 60 7:3 79 Good 430 55 70 77 Farmsteads—buildings, lanes, driveways, — 59 74 82 86 and surrounding lots. 'Ave)age runoff condition, and I;, = 0.2S. 214,or: <501..4 ground cuvcr or heaviiv grazed-tvith no mulch. F'ni) 50 to 751h ground cover and not heavily grazed. Good: >75'7, ground curer and lightly or only occasionally grazed. sPoor: <50% ground corer. Fair: 50 to 51,'1 },mould cover. Good: >75SS ground curer. 4Actual curve number is less than :30; use CN = 30 for runoff computations. 5CN's shown were computed for areas with 5091 woods and 505(' grass(pasture)cover. Other combinations of conditions may be computed frum the CN's for woods and pasture. 611oor: Forest litter, small trees, and brush are destroyed by heavy grazing or regular burning. Fair: Woods are grazed but not burned, and some forest litter covers the soil. Good: Woods are protected from grazing, and litter and brush adequately cover the soil. (210-VI-TR-55, Second Ed., June 1986) 2-7 1 —-' Table 2-2d.—Runoff curve numbers for and and semiarid rangelands' Curve numbers for Cover description hydrologic soil group— Hydrologic Cover type condition' A3 B C D Herbaceous—mixture of grass, weeds, and Poor 80 87 93 low-growing brush, with brush the Fair 71 81 89 minor element. Good 62 74 85 Oak-aspen—mountain brush mixture of oak brush, Poor 66 74 79 aspen, mountain mahogany, bitter brush, maple, Fair 48 57 63 and other brush. Good 30 41 48 Pinyon-juniper—pinyon,juniper, or both; Poor 75 85 89 grass understor y. Fair 58 73 80 Good 41 61 71 Sagebrush with grass understory. Poor 67 80 85 Fair 51 63 70 Good 35 47 55 Desert shrub—major plants include saltbush, Poor 63 77 85 88 greasewood, creosotebush, blackbrush, bursage, Fair 55 72 81 86 palo verde, mesquite, and cactus. Good 49 68 79 84 'Average runoff condition, and I;, = 0.25. For range in humid regions, use table 2-2c. 211uur: <301k ground cover(litter, grass, and brush overstor}•). Fair: 30 to 701/< ground cover. Good: >70�k ground cover. 'Curve numbers fur group A have been developed onl}• for desert shrub. 2-8 (210-VI-TR-55, Second Ed., June 1986) — /( TIME OF CONCENTRATION (TC) OR TRAVEL TIME (TO Project . NT>DVM-By �-p� Date �2 i Z�1'1 Location Checked Date Circle one: Present Developed Circle one: 0 Tt through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic, or description of flow segments. Sheet Flow (Applicable to Tc only) Segment ID A, `® Z"tv'a Z4";.s 1. Surface description ---- -_---------------- 2. ManningIs roughness coeff., n- -1 -- »--- ®,( SO 3. Flow length L (total L - 300 feet) ft �p 4. Two-yr 24-hour rainfall, P2 -------------------- in 3.6 5. Land slope, s ---------------------------------- ft/ft 0.11 0.007 (nL) .8 _ -- - 6. Tt P 0.5s0.4 Compute Tt --------- hr Q.l$ + 2 Shallow concentrated flow Segment ID �, • '& h 1®® 7. Surface description (paved or upaved) ---------- VGA �`10 S. Flow length, L --------------------------------- ft i1® 9. Watercourse slope, S --------------------------- ft/ft ®,(%Ll I C,Ot�L�I< 2 /jb® S-a 10. Average velocity, V - -- - ` - -------------- ft/s 4.te I BA L 11. Tt = 3600V Compute Tt -------- - hr 1 + IJSL A "C Anes Channel flow Se--ent ID 12. Cross sectional flow area, a ------------------- ft' 13. Wetted perimeter, pw --------------------------- ft a 14. Hydraulic radius, r = — Compute r ----------- ft I - 15. Channel slope, s ------p-w----------------------- ft/ft 16. Manning's ugghms coeff., n ------------------ 1.49 r s 17. V = Compute V --------------- ft/s 18. Flow length, L --------------------------------- ft L 19. Tt = 3600 v Compute Tt -------------- hr + - 20. Watershed or subarea To or Tt (add Tt in steps 6, 11, and 19) ---------- hr O•� �(L s COO tA,//91- I -S . 50 - .20 - .10 4- - a .06 - o ' r Cn `n .04 - L 0 v L 0 4-_ to 3 .02 - I a Q T J�Q Qa .01 - 411TI I I 1 .005 - t t t t t t t t t 1 2 4 6 10 20 Average velocity, ft/sec Figure 3-1.—Average velocities for estimating travel time for shallow concentrated flow. 3-2 (210-VI-TR-55, Second Ed., June 1986) 1 —tl Sheet flow where Sheet flow is flow over plane surfaces. It usually Tt = travel time (hr), occurs in the headwater of streams. With sheet flow, n = Manning's roughness coefficient (table 3-1), the friction value (Manning's n) is an effective L = flow length (ft), roughness coefficient that includes the effect of P2 = 2-year, 24-hour rainfall (in), and raindrop impact; drag over the plane surface; s = slope of hydraulic grade line (land slope, obstacles such as litter, crop ridges, and rocks; and ft/ft). erosion and transportation of sediment. These n values are for very shallow flow depths of about 0.1 This simplified form of the Manning's kinematic foot or so. Table 3-1 gives Manning's n values for solution is based on the following: (1) shallow steady sheet flow for various surface conditions. uniform flow, (2) constant intensity of rainfall excess (that part of a rain available for runoff), (3) rainfall For sheet flow of less than 300 feet, use Manning's duration of 24 hours, and (4) minor effect of kinematic solution (Overton and Meadows 1976) to infiltration on travel time. Rainfall depth can be compute Tt: obtained from appendix B. Tt = 0.007 (nL)0-8 [Eq. 3-31 (P2)0.5 SOA Shallow concentrated flow After a maximum of 300 feet, sheet flow usually becomes shallow concentrated flow. The average velocity for this flow can be determined from figure Table 3-I.—Roughness coefficients (planning's n) for 3-1, in which average velocity is a function of sheet flow watercourse slope and type of channel. For slopes less than 0.005 ft/ft, use equations given in appendix Surface description n' F for figure 3-1. Tillage can affect the direction of shallow concentrated flow. Flow may not always be directly down the watershed slope if tillage runs Smooth surfaces (concrete, asphalt, gravel, or across the slope. bare soil) ..................... .............. 0.011 Fallow (no residue) ...... ...... ........ ...... 0.05 After determining average velocity in figure 3-1, use equation 3-1 to estimate travel time for the shallow Cultivated soils: concentrated flow segment. Residue cover <20% 0.06 Residue cover >20% .. .................... 0.17 Open channels Grass: Short grass prairie .... .................... 0.15 Open channels are assumed to begin where surveyed Dense grasses2 ........ .................... 0.24 cross section information has been obtained, where Bermudagrass......... .................... 0.41 channels are visible on aerial photographs, or where blue lines (indicating streams) appear on United Range (natural) . ........ .................... 0.13 States Geological Survey (USGS) quadrangle sheets. Woods:3 Manning's equation or water surface profile Light underbrush...... ................. ... 0.40 information can be used to estimate average flow Dense underbrush ..... ........ ............ 0.80 velocity. Average flow velocity is usually determined for bank-full elevation. 'The n values are a composite of information compiled by Engman (1986). 2Includes species such as weeping loveln•ass, bluegrass. buffalo grass, blue grama grass, and native grass mixtures. 3When selecting n, consider cover to a height of about 0.1 ft. This is the only part of the plant cover that will obstruct sheet flow. (210-VI-TR-55, Second Ed., June 1986) 3-3 Definitive Subdivision Plan North Andover Business Park Extention Willow Street South - Flagship Drive December 1, 1989 prepared for The Bayfield Company prepared by Thomas E. Neve Associates, Inc. Ci-�/Y9zF1lj48 rII 1 ---� o � . � .; ,� � -� n Rom• . , fJl, -�J • i i ® J 86 -10 J J Environmental Impact Statement In accordance with the Requirements of the Planning Board, please find herewith this Statement of Environmental Impact. A. Topography of Existing Site Features: A detailed Watershed plan at a scale of 1" = 1001 has been submitted which shows the topographic and site features of the North Andover Business Park, Flagship Drive Industrial Park and' the Proposed Business Park Extension. The Plan is drawn withh -a two foot contour interval and shows the.. post developed subcatchment, reach and pond delineations. The vegetated cover is shown and the soil types have been superimposed from the U.S.D.A. Soil Conservation Service Mappings. B. Physical Environment: The site to be developed is comprised primarily of woodland. The general topography slopes from west to east where the drainage collects in the central wetland associated with the existing Business Park. Surface conditions do show some signs of outcrops; some ledge may be encountered. The project will not change the general drainage pattern directions. The lot areas shall be cleared to construct buildings, however all the sites shall drain into the central wetland previously described. The buildings shall be situated as shown on the Watershed Plan. All lot access shall be onto the new roadway eventually using Flagship Drive and Willow Street South. C. Surface Water and Soil Conditions There is a major wetland system which drains from the park extension flowing west to east. This wetland joins the existing, more major wetland, centrally located in this locus. Sedimentation and erosion shall be controlled by installing rows of staked hay bales faced with filter fabric as required between the limit of construction and the wetland areas. Once the road is built the catchbasins shall contain silt traps which shall control roadway sediments from impacting the wetlands. Temporary mulching shall be done to stabilize areas until permanent stabilization is achieved. Stockpiles of materials shall be located on the end of the construction area opposite from any wetland areas. Erosion or sediment migration will not happen since it will be controlled at the source. No general sedimentation provision is planned. Areas subject to flooding shall not be altered. The evaluation of the 100 year flood plain in the central I -tb detention fond is 236.3 feet. The Town has historically re_cognized elevation 237 . 00 feet as area of---a__ s udv performed by H.W. Moore in the design of the existing Business Park. This more recent study is performed using as-built conditions which have "fine tuned" the analysis. The proposed drainage system shall be subsurface and shall consist of catchbasins and piping which have been designed for a 10 year storm event. All major drainage piping has been designed for the 25 year storm and 100 year storm event depending on its significance to the project. - - Proposed roadway grading is shown on the design plans. Building and parking lot layouts for all new buildings are shown however exact site grading cannot be done at this time since the buildings shown depict the maximum site potential whereas the future development of each site is tailored to end the end user still to be determined. It has been the experience of the applicant that customers have been attracted to the rural, wooded, aspects of; the Business Park. Existing vegetation is a valuable resource and has been maintained as much as possible during lot development. The development shall occur in keeping with the existing topography. All lots contain sloping lots which will be made level in order to construct the industrial buildings. No alteration of Bordering Vegetated Wetlands will be done for the construction of any building. One lot will require a wetland crossing in order to install its access driveway from the new road. It is not necessary to create flood control easements or wetland easements. A detailed Hydrologic Analysis has been performed of the locus and is contained herewith. A sewerage system shall be constructed in the new road which Will discharge into the Flagship Drive Sewer System. Here sewage is pumped into the Town's Sewage Distribution System eventually flowing to the North Essex Sanitary Sewage Treatment Plant. D. Subsurface conditions The surface is wooded and soils as mapped on the site are moderately well drained. A visual inspection of the site reveals rock outcrops which must be removed in some cases, to install roadways utilities and develop the lots. The buildings shall be slab on grade construction and all drainage from parking areas and road areas will be conducted into the drainage system of the new road. I - tl LINK 2 &3 FLOW INTO THE CENTRAL DETENTION 7 POND IN THE EXISTING NORTH ANDOVER BUSINESS PARK LINK WK� �n LINKW POND LINK2 I HYDROLOGIC (C.F. . POND OUTFLOW FLOOD ELEVATION) SUMMARY OF ANALYSIS 2 YEAR STORM PRE-DEVELOPED 2 YEAR STORM POST-DEVELOPED COMPOSIT (POND) COMPOSIT (POND) IN = 141.6 CFS IN = 154 . 9 CFS OUT = 2 . 5 OUT = 2 .7 CFS @ 234 . 6 FT @ 234 .7 FT IN/OUT: 11.59/1. 42 AC. FT. IN/OUT 4 12. 47/1. 57 AC. FT. LINK 1 = 15 . 9 CFS . (NABPERT) LINK 2 = 26 . 3 CFS, (NABPERT) LINK 2 = 71 . 2 CFS, (FLAGSHIP) LINK 1 = 71 . 2 CFS, (FLAGSHIP) LINK 3 = 60 . 0 CFS, (NABP) LINK 3 = 60 . 0 CFS, (NABP) 10 YEAR STORM PRE-DEVELOPED 10 YEAR STORM POST-DEVELOPED COMPOSIT (POND) COMPOSIT (POND) IN = 278 . 3 CFS IN = 287 . 2 CFS OUT = 4 . 8 CFS OUT = 4 . 8 CFS @ 235 . 3 FT. @ 235 . 3 FT. IN/OUT: 22 . 80/2 . 98 AC. FT. IN/OUT: 22 . 79/3 . 00 AC.FT. LINK 1 = 41. 1 CFS, (NABPERT) LINK 2 = 41.5 CFS, (NABPERT) LINK 2 = 137 . 9 CFS, (FLAGSHIP) LINK 1 = 137. 9 CFS, (FLAGSHIP) LINK 3 = 1-11 . 5 CFS, (NABP) LINK 3 = 111.5 CFS, (NABP) 100 YEAR STORM PRE-DEVELOPED 100 YEAR STORM POST-DEVELOPED COMPOSIT (POND) _ COMPOSIT (POND) IN = 468 . 4CFS IN = 469 . 3CFS OUT = 6 . 7 CFS OUT = 6 .7 CFS @ 236 . 3 FT. @ 236 .3 FT. IN/OUT: 38 .23/4 .28 AC. FT. IN/OUT: 38 . 57/4 . 32 AC.FT. LINK 1 = 76 . 9 CFS, (NABP EXT. ) LINK 2 = 68 .5 CFS, (NABP EXT. ) LINK 2 = 227 .6CFS, (FLAGSHIP) LINK 1 = 227. 6 CFS (FLAGSHIP) LINK 3 = 180 . 6 CFS, (NABP) LINK 3 = 180.6 CFS (NABP) Data for N.A.B.P.-REVISED POST-DEV.(FLAGSHIP DRIVE.100YR) Prepared by THOMAS E. NEVE ASSOCIATES , INC. TOPSFIELD, MASS H ydroCAD rev. S/22/89 (c ) 1986 Applied Microcomputer Systems O � t D2 3 s B r J 06 � O 1E 13 14 75 FLAGSHIP DRIVE 16 77 1B Data for N.R.B.P.-REVISED POST-DEV.(N.A.B.P. EXT. , Z YR. ) Prepared by THOMAS E. NEVE ASSOCIATES, INC. TOPSFIELD, MASS HvdroCAD rev. 5/22189 (c ) 1986 Aoolied Microcomputer Systems 15 11 I 12 -'112 \ D M Ole 1�4 8 -1 B 0 FN.A.B.P. EXTENSION a . LINK #2 Data for N.A.B.P.-REVISED POST-DEV.(N.A.B.P. .IW YR) Prepared by THOMAS E. NEVE ASSOCIATES, INC. TOPSFIELD, MASS HydroW rev, S/22/89 (c ) 1986 Applied Microcomputer Systems n f P 2ID O3 _ 20, Cj 55 20C \�, 27 18 2® 11 29 12 26 13 31 14 32� 15 33 I6 30 17 35 18 35 EXISTING ■ ■ BUSINESS PARK LINK #3 ® t b Data for N.A.B.P.-REVISED POST-DEV.(N.A.B.P. EXT. ,100 YR) Page 66 Prepared by THOMAS E. NEVE ASSOCIATES, INC. TOPSFIELD , MASS 30NOV89 HvdroCAD rev. 5/22/89 (c ) 1986 Applied Microcomputer Svstems - SUBCATCHMENT 11 BLACK 11 PERCENT CN 37 98 AREA= .99 ACRES SCS TR-20 METHOD 10 40 LENGTH= 750 FEET TYPE II 24-HOUR 52 74 SLOPE= 1 .4 % RAINFALL= 7.0 IN 1 80 Tc= 21 MINUTES PEAK= 4.9 CFS @ 12.09 HRS 100 60 VOLUME= .35 AF SUBCATCHMENT 12 BLACK 12 PERCENT CN 88 98 AREA= . 18 ACRES SCS TR-20 METHOD 12 40 LENGTH= 170 FEET TYPE II 24-HOUR 100 91 SLOPE= 2.2 % RAINFALL= 7.0 IN Tc= 3 MINUTES PEAK= 1 .7 CFS @ 11 .87 HRS VOLUME= .08,AF SUBCATCHMENT 13 BLACK 13 PERCENT ON 85 98 AREA= .35 ACRES SCS TR-20 METHOD 15 40 LENGTH= 16S FEET TYPE II 24-HOUR 100 89 SLOPE= 1 .3 % RAINFALL= 7.0 IN Tc= 5 MINUTES PEAK= 3. 1 CFS @ 11 .69 HRS VOLUME= . 14 AF SUBCATCHMENT 14 BLACK 14 PERCENT ON 73 98 AREA= 2.67 ACRES SCS TR-20 METHOD 7 80 LENGTH- 175 FEET TYPE II 24-HOUR 20 74 SLOPE= 6.3 % RAINFALL- 7.0 IN 100 92 Tc= 2 MINUTES PEAK= 26.8 CFS @ 11 .86 HRS VOLUME= 1 .23 AF SUBCATCHMENT 1S BLACK 15 PERCENT CN 63 98 AREA= 11 .20 ACRES SCS TR-26 METHOD 5 74 LENGTH= 850 FEET TYPE II 24-HOUR 15 98 SLOPE= 3.9 % RAINFALL= 7.0 IN 13 74 Tc= 9 MINUTES PEAK= 88.6 CFS @ 11 .94 HRS 4 80 VOLUME= 4.85 AF 100 93 Data for LINKS INTO CENT, DET. POND ( 100YR STORM) Page 72 Prepared by THOMAS E. NEVE ASSOCIATES , INC. TOPSFIELD, MASS 30NOV89 HydroCAD rev. ' S/22/89 (c ) 1986 Applied Microcomputer Systems POND 1 to 1 POND 1 CENTRAL POND IN EXISTING BUS. PARK STARTING ELEV= 233.6 FT FLOOD ELEV= 239.1 FT ELEVATION CUM.STOR ®S_TOR-IND METHOD _ (FT ) (AF) PEAK ELEVATION= 236.3 - FT 233.8 0.00 PEAK; STORAGE = 34.24 AF 234.0 1 .26 Qin = 469.3 CFS @ 12.00 HRS 236.0 29. 12 Qout= 6.7 CFS @ 20.00 HRS 237.0 48.OS ATTEN= 99 % LAG= 479.9 MIN 238.0 69.66 IN/OUT= 38.57 / 4.32 AF 240.0 124.98 INVERT (FT ) OUTLET DEVICES 233.8 1 ' x 1 ' ORIFICE Q=.6 Width 2/3 SQR(2g) (H"1 .5 - [H-Height)"1 .5 ) 236.8 1 .5' SHARP-CRESTED WEIR Q=C L H"1 .5 C=3.27+.4 H/2.3 L=Lcngth-2( . 1 H) 236.8 1 .5' SHARP-CRESTED WEIR Q=C L H"1 .5 C=3.27+.4 H/2.3 L=Length-2( . 1 H) TOTAL DISCHARGE vs ELEVATION FEET 0.0 1 2 3 4 5 .6 .7 233.8 1 0.0 . 1 .3 .5 .8 1 . 1 1 .5 1 .9 2.3 2.7 234.8 1 3.2 3.6 3.9 4.2 4.5 4.8 5.0 5.2 5.5 5.7 23S.6 1 5.9 6. 1 6.3 6.4 6.6 6.8 7.0 7. 1 7.3 7.4 236.8 1 7.6 8. 1 8.8 9.6 10.6 11 .6 12.8 14.0 15.3 16.6 237.8 1 18.0 19.3 20.8 22.2 23.7 2S.2 26.7 28.2 29.7 31 .2 238.8 1 32.7 34.2 35.7 37.2 38.6 40.0 41 .4 42.8 44.2 45.5 239.8 1 46.7 48.0 49.2 POND 1 DISCHARGE CENTRRL POND IN EXISTING BUS. PORK. 239 . 8 239 . 3 -flood_ elev._ - _ - _ _ _ _ _ _ _ _ - _ 238 . 8 _ _ + 236 . 3 237 . 8 z 237 . 3 STED R & 1 .5 ' SHRRP-CRESTED WEIR 0 236 . 8 - - - - - - - - - - - - - - - - - - - - - - - f- 236 . 3 > 235 . 8 J 235 . 3 - W 234 . 8 234 . 3 1 ' x 1 ' (2RIFICE 233 . 8 0 Ln cf u) Ln a Ln -- -- fu N ('T) [ri rf v DISCHRFGE (cfs ) '® tt Data for LINKS INTO CENT. DET. POND ( 100YR STORM) Page 73 Prepared by THOMAS E. NEVE ASSOCIATES , INC. TOPSFIELD , MASS 3ONDV89 HydroCAD rev. 5/22/89 (c ) 1986 Applied Microcomputer SY5teM5 POND 1 INFLOW & OUTFLOW CENTRAL POND IN EXISTING BUS. PRP.K 450 400 STOR-IND METHOD PERK ELEV= 236.3 FT 350 PERK STOR= 34.24 RF o 300 (+- Qin= 469.3 CFS 250 Qout= 6.7 CFS 3 200 LRG- 479.9 MIN 0 -1 150 100 50 --- ---- ------ --- --- --- 0� un 0 n. m m d TIME (hours ) POND 1 CENTRAL POND IN EXISTING BUS. PARK OUTFLOW PEAK= 6.7 CFS @ 20.00 HOURS HOUR 0.00 10 20 30 .40 .50 .60 .70 .80 .90 10.00 1 0.0 0.0 0.0 . 1 .1 . 1 .2 .2 .3 .3 11 .00 1 .4 .4 .4 .5 .6 .6 .7 .9 1 .3 2.0 12.00 1 3. 1 4.0 4.6 5.0 5.2 5.4 5.6 5.7 5.8 5.8 13.00 1 5.9 6.0 6.0 6. 1 6. 1 6.2 6.2 6.2 6.3 6.3 14.00 1 6.3 6.3 6.3 6.4 6.4 6.4 6.4 6.4 6.4 6.4 1S.00 1 6.5 6.5 6.5 6.5 6.5 6.5 6.5 6.5 6.5 6.5 16.00 1 6.6 6.6 6.6 6.6 6.6 6.6 6.6 6.6 6.6 6.6 17.00 1 6.6 6.6 6.6 6.6 6.6 6.6 6.7 6.7 6.7 6.7 18.00 1 6.7 6.7 6.7 6.7 6.7 6.7 6.7 6.7 6.7 6.7 19.00 1 6.7 6.7 6.7 6.7 6.7 6.7 6.7 6.7 6.7 6.7 20.00 1 6.7 Data for LINKS INTO CENT. DET. POND ( 1O0YR STORM) Page 74 Prepared by THOMAS E. NEVE ASSOCIATES, INC. TOPSFIELD, MASS 30NOV89 HYdroCAD rev, 5/22/89 (c ) 1986 olied Microcomauter Systems LINK 1 to 3 LINK 1 FLOW FROM FLAGSHIP DRIVE POND 1 x 1 N.A.B.P.-REVISED POST-DEV.(FLAGSHIP DRIVE,100YR) PEAK= 227.6 CF5 @ 12.00 HRS VOLUME= 16.48 AF LINK 1 HYDROGRRPH FLOW FROM FLRGSHIP DRIVE 220 200 POND 1 from 160 N. R. B.P.-REVISED POS : 160 PERK= 227.6 CFS 140 e 12 HRS 120 VOLUME= 16. 48 RF 3 100 ® 80 LL. 60 40 20 TIME (hours) LINK 1 FLOW FROM FLAGSHIP DRIVE HYDR06RAPH PEAK= 2Z7 5 CFS @12.00 HOURS HOUR _ 0,00 10 20 30 40 50 60 .70 .80 .90 10.00 i 5.4 5.8 6.2 6.7 7.2 7.7 8.2 8.9 9.7 10.6 11 .00 11 .5 12.6 14.0 15.8 17.8 20.3 29.6 55.3 99.3 178.9 12.00 1 2Z7.6 175.9 128.5 95.2 69.8 52.9 41 .6 34.2 29.2 25.7 13.00 1 23.0 20.8 19.2 17.8 16.7 15.8 14.9 14. 1 13.4 12.8 14.00 1 12.2 11 .6 11 .2 10.6 10.6 10.3 10. 1 9.9 9.6 9.4 15.00 1 9.2 9.0 8.8 8.6 8.4 8.2 8.0 7.8 7.6 7.4 16.00 1 7.2 7.0 6.9 6.8 6.7 6.6 6.5 6.4 6.3 6.3 17.00 1 6.2 6. 1 6.0 6.0 5.9 S.8 5.8 5.7 5.6 5.5 18.00 1 5.5 5.4 5.3 5.3 S.2 S. 1 5.0 5.0 4.9 4.8 19.00 1 4.7 4.7 4.6 4.5 4.5 4.4 4.3 4.2 4.2 4. 1 20.00 1 4.0 LINK 2 FLOW FROM N.P..B.P. EXT.PROPOSED PROJECT POND 1 x 1 N.A.B.P.-REVISED POST-DEV. (N.A.B.P. EXT. ,100 YR ) PEAK= 68.5 CFS @ 11 .93 HRS VOLUME= 8. 16 AF Data for LINKS INTO CENT. DET. POND ( 100YR STORM) Page 75 Prepared by THOMAS E. NEVE ASSOCIATES , INC. TOPSFIELD , MASS 30NOV89 HYdroCAD rev. 5/22/89 (c ) 1986 Applied Microcomputer Systems LINK 2 HYDROGRRPH FL%4 FROM N.R.B.P. EXT.PROPOSED PROJECT 65 60 POND 1 from 55 N.R.B.P.-REVISED POS 50 45 PERK= 68 .5 CFS 40 @ 11 .93 HRS ► - - 35 VOLUME= 8. 16 RF 3 30 a 25 J 20 15 1 C1 C J M Ln cn r y m m ru TIME (hours ) - LINK 2 FLOW FROM N.A.B.P. EXT.PROPOSED PROJECT HYDR06RAPH PEAK= 68 5 CFS @ 11 .93 HOURS HOUR _ 0.00 10 20 30 40 50 160 70 .80 190 10.00 1 1 .3 2.2 3.0 3.6 3.9 4.2 4.6 4.9 5.3 5.7 11 .00 1 6.2 6.8 7.5 8.3 9.3 11 .5 18.3 29. 1 49.4 67.7 12.00 1 61 .9 57.0 51 .6 48.7 41 .9 29.9 24.5 22.0 20.4 19.3 13.00 1 18.6 18.0 17.7 16.7 15.5 15.0 14.7 14.4 13.4 10.9 14.00 1 8.2 6.5 5.7 5.3 5. 1 4.9 4.8 4.7 4.6 4.5 15.00 1 4.4 4.3 4.2 4. 1 4.0 3.9 3.9 3.8 3.7 3.6 16.00 1 3.5 3.4 3.3 3.2 3.2 3. 1 3.1 3. 1 3.0 3.0 17.00 1 3.0 2.9 2.9 2.9 2.6 2.8 2.8 2.7 2.7 2.7 18.00 1 2.6 2.6 2.5 2.5 2.5 2.4 2.4 2.4 2.3 2.3 19.00 1 2.3 2.2 2.2 2.2 2. 1 2. 1 2. 1 2.0 2.0 2.0 20.00 1 1 .9 LINK 3 FLOW FROM N.A.B.P. POND 1 x 1 N.A.B.P.-REVISED POST-DEV. (N.A.B.P. ,100 YR) PEAK= 160.6 CFS' @ 12.02 HRS VOLUME= 13.93 AF I � Z1 Data for LINKS INTO CENT. I)ET. POND ( 100YR STORM) Page 76 Prepared by THOMAS E. NEVE ASSOCIATES, INC. TOPSFIELD, MASS 30NOV89 HvdroCAD rev.. 5/22/89 (c ) 1986 Applied Microcomputer Systems LINK 3 HYDROGRRPH FLOW FROM N.R.B.P. 1B0 160 POND 1 from 140 N.R. H.P.-REVISED POS 130 ^ 120 PEAK.= 180.E CFS 0 110 @ 12.02 HRS 90 VOLUME= 13.93 RF 3 �� 0 50 40 30 20 10 TIME (hours ) LINK 3 FLOW FROM N.A.B.P. HYDR06RAPH PEAK= 180,E CFS @ 12.02 HOURS HOUR 0.00 10 .20 .30 .40 .50 .60 ,70 .60 .90 10.00 1 5.2 5.5 5.9 6.3 6.7 7. 1 7.6 8.2 6.9 9.6 11 .00 1 10.4 11 .3 12.5 14.0 1S.7 18.0 2S.8 45.4 81 .0 141 . 1 12 .00 1 179.8 160. 1 120.7 85.3 60.8 4S.3 3S.0 28.3 23.9 20.8 13.00 1 18.6 16.9 1S.6 14.6 13.7 12.9 12.2 11 .6 11 .0 10.S 14.00 1 10.0 9.6 9.2 8.9 8.7 8.5 8.3 6. 1 8.0 7.8 1S.00 1 7.6 7.S 7.3 7. 1 7.0 6.8 6.6 6.5 6.3 6. 1 16 .00 1 6.0 5.8 5.7 5.6 S.5 5.4 5.4 5.3 5.2 5.2 17.00 5. 1 5.0 5.0 4.9 4.9 4.8 4.8 4.7 4.6 4.6 18.00 1 4.5 4.5 4.4 4.3 4.3 4.2 4.2 4. 1 4.0 4.0 19.00 1 3.9 3.9 3.8 3.7 3.7 3.6 3.6 3.5 3.4 3.4 20.00 1 3.3 SECTION 2.0 mmmmw mm PROJECT No. S610 1 11 Mow . am mmmw� mw 'm mm now AM= PROJECT NAMECHAI-31 IV A� OEM= ANN== �384 /Map MHF Design Cons'ultanfs, Inc. CALC. BY CHECIM BY_DATE.- SHEET rio. 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Worksheet 2: Runoff curve number /and runoff Project _ 4s UJ L J A!C. BY Ly LJ Date Location 1VPLjJZ PA Checked Date g Circle one: Present Developed J 1. Runoff curve number (CN) Soil name Cover description 1/ Area Product and CN — of hydrologic (cover type, treatment, and cv CN x area group hydrologic condition; cv i i ®acres percent impervious; (V N N ❑mi2 unconnected/connected impervious a on ❑ (appendix A) area ratio) E k G ®°15- li.70 uDS obpCo �b 0•0 4 6'a i/ Use only one CN source per line. Totals*= 40•1-7 Ce- 6 CN (weighted) = total product $16�3D s g Use CN total area 0•17 , 2. Runoff Storm #1 Storm #2 Storm #3 Frequency .............................. yr Rainfall, P (24-hour) .................. in Runoff, Q ..... .... ..... ......... in (Use P and CN with table 2-1, fig. 2-1, or eqs. 2-3 and 2-4.) z- (210-VI-TR-55, Second Ed., June 1986) Worksheet 2: Runoff curve number and runoff Project LIAAJA-3-VK(— By Z1'O Date Location fQO `Q h3DA.0 9-t>— MA Checked Date Circle one: Present Developed 1. Runoff curve number (CN) Soil name Cover description 1/ Area Product and CN — of hydrologic (cover type, treatment, and c� CV x area group hydrologic condition; c� i' �i ®acres percent impervious; y N ❑mil unconnected/connected impervious a ❑ (appendix A) area ratio) cc E G G 4zaap-p - a-4 a ®`Z6 '-548 1/ Use only one CN source per line. Totals C (weighted) total product e O� CN - C� ( g ) _ ; Use CN total area a 2. Runoff Storm 41 Storm #2 Storm #3 Frequency .............................. yr Rainfall, P (24—hour) .................. in Runoff, Q .... ... ....... ...... ...... in (Use P and CN with table 2-1, fig. 2-1, or eqs. 2-3 and 2-4.) (210-VI-TR-55, Second Ed., June 1986) Worksheet 2: Runoff curve number land runoff L Q C� Project �(YvN�Z v/V�v�G By c� Date r l Ya Location /{ `J� Checked Date Circle one: Present Developed 1. Runoff curve number (CN) Soil name Cover description 1/ Area Product and CN — of hydrologic (cover type, treatment, and w CN x area group hydrologic condition; N i �1 ®acres percent impervious; y `14 N ❑mi2 unconnected/connected impervious a ❑ (appendix A) area ratio) H w w � vp � � c� 1) - 18 O.� 0.L a M _ R N wl wl'o-'s Caypas -- wk— `' Wa or lvzs7— 111 o.cq I tg.1. uper. �Vb frg'Iri o 0,13 10.4 o `µ e r 36 1/ Use only one IC, ltvk ipg�. $ T s �g c�B 7'u Q93 ( 7 . CN (weighted) = total product = J Use CN = 'OS � total area 2. Runoff 1'g Storm #1 Storm 02 Storm #3 Z•o$" Frequency .............................. yr ' ay \ ///J A� Rainfall, P (24-hour) .................. in , `("Y�v,® -T Runoff, Q .... in (Use P and CN with table 2-1, fig. 2-1, or eqs. 2-3 and 2-4.) (210-VI-TR-55, Second Ed., June 1986) IV CB #3 w' East Roof 20' 1 DPP CB #1 Roof Drain MH 1 10' 12" HDPP 1 6' x 12" HDPP CB #2 164' x 12 HDPP MH #2 10 x. 12" HDPP Nutlet Project Title:Channel building Co. Project Engineer:Larry D.Wurster c:\haestadistmc\.560.stm mh(design StormCAD v1.0 01/08/98 10:09:35 AM 0 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 Pipe Re Inlet I..h.,oe Upstream Inlet Section Total Downstream System System Inlet Inlet Capacity Upstream Upstream Downstream Average Length Constructed TC (cfs) Node CA Size CA Node Intensity Flow Area Dischar (cfs) Rim Invert Invert Velocity (ft) Slope (min) (acres) (acres) (In/hr) Time (acres (cfs) Elevation Elevation Elevation (fUs) (ft/ft) (min) (ft) (ft) (ft) 5.00 0.63 CB#2 0.12 12 inch 0.12 MH#2 5.30 5.00 0.1 0.63 3.03 246.25 243.25 242.55 1.80 164.00 0.004268 5.00 1.97 CB#1 0,37 12 inch 0.37 MH#2 5.30 5.00 0.4 1.97 4.63 245.75 242.65 242.55 2.71 10.00 0.010000 5.00 0.91 East Roof 0.17 12 inch 0.17 MH#1 5.30 5.00 0.1 0.91 5.55 247.50 244.35 243.20 2.60 80.00 0.014375 5.00 0.75 CB#3 0,14 12 inch 0.14 MH#1 5.30 5.00 0.1 0.75 3.27 247.75 243.30 243,20 2.04 20.00 0.005000 N/A 1.63 MH#1 N/A 12 inch 0.31 MH#2 5.20 5.51 N/A N/A 2.99 246.50 243.20 242.55 2.95 156.00 0.004167 N/A 4.06 MH#2 N/A 12 inch 0.80 Outlet 5.05 6.5211 N/A N/A 3.27 245.75 242.55 242,501 5.51 10.00 0.005000 Z® - N Project Title:Channel Building Co. Project Engineer:Larry D.Wurster c:\haestad\stmc\560.stm mhf design StormCAD v1.0 01/08/98 10:07:48 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 West Roof Roof Drain 76x 1 612" HDPP MH 6 3 x 12" ®PP Outlet Project Title:Channel Building Co. Project Engineer:Larry D.Wurster a:\560.stm mhf design StormCAD v1.0 01/08/98 10:34:13 AM 0 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 Pipe Report Inlet Discharge Upstream Inlet Section Total Downstream System System Inlet Inlet Capacity Upstream Upstream Downstream Average Length Constructed TC (cfs) Node CA Size CA Node Intensity Flow Area Discharge (cfs) Rim Invert Invert Velocity (ft) Slope (min) (acres) (acres) (in/hr) Time (acres) (cfs) Elevation Elevation Elevation (ft/s) (ft/ft) (min) (ft) (ft) (ft) 5.00 1.46 CB#4 0.27 12 inch 0.27 MH#6 5.30 5.00 0.38 1.46 3.45 243,50 240.00 239.80 3.91 36.00 0.005556 5.00 0.91 West Roof 0.17 12 inch 0.17 MH#5 5.30 5.00 0.19 0.91 5.95 245.00 241.25 239.50 4.30 106.00 0.016509 N/A 0.90 MH#5 N/A 12 inch 0.17 MH#6 5.22 5.41 N/A N/A 3.36 244.25 239.50 239.10 2.38 76.00 0.005263 N/A 2.29 MH#6 N/A 12 inch 0.44 Outlet 5.11 5.94 N/A N/A 8.46 243.80 239.10 239.00 4.25 3.00 0.033333 if Project Title:Channel Building Co. Project Engineer:Larry D.Wurster a:G560.stm mhf design StormCAD v1.0 01/08/98 10:37:46 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 Stormwater Management Form This form is intended to ensure that proposed stormwater control designs meet the stormwater management standards described in the Department of Environmental Protection's Stormwater Management Policy(November 1996 with minor revisions March 1997). The Department of Environmental Protection(DEP)recommends that applicants submit this form with the Notice of Intent, as well as supporting documentation andplans, to provide stormwater information for conservation commission review. If a particular Stormwater management standard cannot be met, information should be provided to demonstrate how adequate water quality and water quantin• i protection will be provided by the project.DEP encourages engineers to use this form to certify that the project meets the stormwater management standards as well as acceptable engineering standards. This form should be completed by checking the appropriate boxes for each standard and by signing and stamping the back of this form. Project Location: ❑ The proposed project is/is not(circle one)exempt from one or more of the stormwater management standards. If project is exempt, explain why- Stormwater runoff volumes to be treated for water quality are based on the following calculations: (check one that applies) ❑ 1 inch of runoff x total impervious area of post-development site for critical areas (e.g..Outstanding Resource Waters and shellfishtgrowing areas) ❑ 0.5 inches of runoff x total impervious area of post-development site for other resource areas Standard#1: Untreated stormwater (See plan ❑ The project is designed so that new stormwater conveyances (outfalls/discharges)do not discharge untreated stormwater into,or cause erosion to, wetlands or waters. Standard#2: Post-development peak discharge rates (See plan ) ❑ Post-development peal:discharge rates do not exceed pre-development rates on the site either at the point of discharge or downgradient property boundary. ❑NIA: project site contains waters subject to tidal action,so standard is not applicable_ ❑ Stormwater controls have been designed for the 2-year and 10-year,24-hour storms. ❑ The project's stormwater design will not increase flooding impacts offsite from the 100-year.24-hour storm. Standard#3: Recharge to groundwater (See plan ❑ The annual groundwater recharge for the post-development site approximates annual recharge from existing site conditions. ❑ Soil types have been identified according to either the U.S.Natural Resources Conservation Service (MRCS) County Soils Survey or onsite soil evaluation.Calculations on stormwater flow are based on a soil hydrologic group of , and total impervious area of (square feet). ❑ Soil types at each planned point of stormwater runoff infiltration include: ❑ Infiltration Best Management Practices(BMPs)used for this project include: Standard#4: 80% TSS removal (See plan--__) ❑ The proposed stormwater management systems will remove 80%of the post-development site's average annual load of Total Suspended Solids (TSS). ❑The BMPs selected for this project include(list BMPs with TSS removal rates): ��v ®ouLl;.l 6YIulluw�.111 G:1 iL VJ LGil 1\d 1311.1J Standard#5: Higher potential pollutant loads (See plan_) ❑ The project site does/does not(circle one)contain Land Uses with Higher Potential Pollutant Loads. If site contains such land uses, describe: ❑ If applicable,BMPs selected for controlling stormwater in these areas are designed to prevent infiltration of untreated stormwater and include: Standard#b: Protection of critical areas (See plan ❑ The project site does/does not(circle one)contain critical areas with sensitive resources. If site contains critical areas, describe: ❑ If applicable,BNIPs selected for stormwater discharges in these areas include: Standard#7: Redevelopment projects (See plan_) ❑ The proposed activity is/is not(circle one)a redevelopment project. Note: Components of redevelopment projects which plan to develop previously undeveloped sites do not fall under the scope of Standard 7. ❑ If the project is a redevelopment project,the following stormwater management standards have been met: ❑ The standards which have not been met include: ❑ The proposed project will reduce the annual pollutant load on the site with new or expanded stormwater controls. Standard#8: Erosion/sediment control (See plan 1 ❑ Erosion and sediment controls are incorporated into the project design to prevent erosion.control sedi- ment movement,and stabilize exposed soils. Standard#9: Operation/maintenance plan (See plan ❑ An operation and maintenance plan for both construction and post-development stotznwater controls has been developed.The plan includes B1WP ow•ner(s);parties responsible for operation and maintenance; schedule for inspection and maintenance;routine and non-routine maintenance tasks; and provision for appropriate access and maintenance easements surrounding control(s)and extending to public right-of- wmv -------------------------- I attest under the penalties of perjury that I have personally examined and am familiar with the information contained in this submittal,including any and all documents,accompanying this certification statement; and that I am fully authorized to make this attestation on behalf of the project applicant. Print Name Date (Stamp/Signature) Stormwater Management (Volume One) 1-11 STANDARD #1 UNTREATED STORMWATER All runoff from impervious areas is treated through either a long term detention pond or a water quality treatment Swale, prior to being discharged into off site drainage systems. This site has approximately 57,500 square feet of impervious area. Of this total area, approximately 16,100 square feet is from roof drainage, while the remaining 41,400 square feet is from parking lot and vehicle circulation around the building. In sizing the stormwater first flush treatment structures, 0.5 inches of stormwater runoff times the impervious area(for the roof, parking and vehicle circulation)was used. STANDARD #2 POST-DEVELOPMENT PEAK DISCHARGE RATES The long term detention structure has been designed for the 2 , 10, 50 and 100 year, 24 hour storms. After leaving the long term detention pond the stormwater runoff ties into an existing CB structure with an 18" RCP pipe. Since this pipe outlet is already stabilized, by tying into it no disturbance within the 25' no disturbance zone is achieved. The detention pond outlet structure has a 2-year flow of 0.2 cfs and a 10-year flow of 0.3 cfs. In the evaluation of this pipe as a suitable outlet it was noted that this pipe has a steeper slope (0.006 ft/ft)than the inlet pipe coming into it(0.005 ft/ft). Because of this steeper hydraulic profile the 18" RCP is able to handle approximately 1.0 cfs of additional runoff. Therefore, this pipe is capable of handling the detention pond discharge without any significant affect on the existing stormwater runoff. As can be seen in the Stormwater Management Plan(Section B, discussion of the Pre and Post-Development hydrographs and Section 3.0 with the hydrograph printouts)the post- development runoff does not exceed the pre-development rate of runoff. STANDARD #3 RECHARGE TO THE GROUNDWATER Soils for this site have been identified by the US Soil Conservation Service (Essex County, MA). On site upland soils are a Whitman(Wh) Soil. This soil type is a Group D soil. This soil type was confirmed through test pits taken by Joe Serwatica. Because this is a Group D soil, the Stormwater Policy Handbook does not require stormwater to be recharged into the ground water. Stormwater Management Plan Channel Building N.Andover, MA STANDARD#4 80% TSS REMOVAL ♦ As discussed in the stormwater maintenance plan, all parking lot surfaces shall be sweep and sand and sediment shall be immediately removed from the site. This shall be done twice a year in the Fall and as soon as conditions allow in the Spring. ♦ All parking lot catch basins shall have hooded structures over the outlet structure. All parking mill lot catch basins shall also be over-sized, with four foot deep sumps. The basin sumps shall be LM probed on a routine basis for the determination of sediment load. ♦ All impervious drainage will be treated in the detention basin and in the water quality treatment Swale. These treatment structures have been sized to contain a minimum of 0.1 inches of stormwater runoff from the impervious area which drains towards them. ♦ Calculation of the Total Suspended Solids (TTS) removed under this Stormwater Management Plan is calculated as follows: v Cumulative Best Management Practice(BMP)Used Design TTS % BMP TSS % Parking Lot Sweeping 10.0% 10.0% Over-sized, CB's w/hooded outlets 25.0% 32.5% (100 - 90.0)(0.25) = 22.5% Treatment in LT Detention Pond or Water Quality Treatment Swale 70.0% 86.1% (100 -23.5)(0.70) = 53.55% TOTAL SUSPENDED SOLIDS REMOVED = 86.10% Another method of Calculation of Stormwater Recharge and Water Quality Volumes (By TSS Removed) is calculated as follows: JW WQV =Water Quality Volume ReV =Recharge Volume A = Site Area(acres) I =Impervious Area(acres) RR =Roof Runoff 14 'Z- L Stormwater Management Plan Channel Building N.Andover,MA a.) Site area A= 5.267 acres b.) Computation of"I" (% of impervious area) I= 1.32/5.267=0.251 or 25.1% A c.) Computation of Water Quality Volume WQV= 0.5 inches * 1 ft/ 12 inches * (A) * I WQV= 0.0551 acre-feet e.) Computation of Recharge Volume required Since the upland soils are a Whitman(Wh) Soil, which is a Group D soil Classification, no recharge volume is necessary. Water Quality Volume Required equals 0.055 acre-feet Volume of Total Suspended Solids for Removal equals 2,396 cu. ft. Parking Lot Sweeping (2,3 96)(0.10)= 240 cu. ft. Oversized Catch Basins with Hooded CB Outlet Structure (2,396-240)(0.25)= 539 cu. ft. Detention Pond& Water Quality Treatment Swale (2156-539)(0,70) = 1,132 cu_ ft. Total Volume to be removed = 1,911 cu. ft. Percentage of TSS Removal equals 1911 cu. ft./2396 cu. ft. = 80% AAJ 80 % TSS Removal rate has been accomplished under both methods of computation. t. all 110 Stormwater Management Plan ER Channel Building `` N.Andover,MA STANDARD #5 LAND USES WITH HIGHER POTENTIAL POLLUTION LOADS The site meets this criteria in that a significant TSS reduction has been achieved through the uses of the Best Management Stormwater Practices. lip ♦ A policy of sweeping the parking lot areas at least twice a year will be adopted. Stormwater runoff will be further pretreated through the use of oversized catch basins with a minimum of a four vertical foot sump. As Part of the Stormwater Maintenance Plan these structures will be inspected at least twice a year and at other times during the year where significant rainfall has occurred. All basin sumps will be probed and cleaned when the sediment in the sump reaches a depth of more than two feet. Stormwater runoff is further treated through the long term detention pond forebay and detention pond and through the water quality treatment swale. j The proposed use of this building is for Research&Development. The roof will be a flat rolled �z roof(i.e. non-metal roof). Therefore, the proposed use will not carry a higher potential for pollution loading that a metal roof would. k STANDARD #6 CRITICAL AREAS & OUTSTANDING RESOURCE WATERS (ORW) This site is not near a critical area or ORW. Therefore,this standard does not apply. STANDARD #7 REDEVELOPMENT This site is new development. Therefore, this standard does not apply. STANDARD #8 EROSION& SEDE14ENT CONTROLS Erosion and sediment controls are prescribed for this site as shown on the design plans. Refer to the Drainage& Grading Plan, Plan Detail Sheets and the Stormwater Management Report. STANDARD #9 OPERATION AND MAINTENANCE PLAN LARRY �Gs Refer to the Stormwater Operation and Maintenance Plan included in this rep D, wuRsrER v No. 3093e NONE 1� 10-2"8-1997 8:5'A= 1 r=P0I1 5C-i87 7a7816 P- 2 LVt�%I a! .3VIL MYjk Ux!VK b*()p r1 Page 2of3 Location Address or Lo No. Ott-site Review Deep Hole Humber ` oat+~: /0 /O 4F'7 Time: � .�I,Al- Weather Location (identify on sir".- plan) Land Use yUt o ,g' SSope{°lo). t2 Surface'Stones Vegetation Landform ��U/ 7C,I r✓ Position on landscape (ketch on the back) Distance: from: Open Vizier 8otfy JOD � feet Drainage way 5;-0-{ feet Possible Wet Afea /o O V feet Property Line jot feet Orinking Water'Welt feet Othef i DEEP OBSERVATION HOLE LOG® Depth 4rorr Soil HpriZon Soil Texture S'a Color Soa Oilier Svr4aee(l�et+esl fi (USDAI (Imunstm k:ottfing -svUeture,Stones.800ders.Consistency,% , Grave4 L Ic��K6 3 )2 — 2.4-" 0 v14.4"Y 6vUG p��s 24--Gr" (ill 2,�iy'fz 7.5Y i MjNl f t I �tD AnmkM Kr11t-:'k'7oc AL AdtA Parent Matorial(pcolo%;;C)i � rI Depth to GrCvnC.�atcr: S andine Water in the Hole: Weeping from Pit face: :i Estirt\ateC Scazoraf High G�ocxtid 'Hater•_ IDEFr?r tov=FORM-12107ns 8:S2 f FROF 1 5C18;%,17S I G P. 3 lvn.�a is - sett t;vxt-UAjUK E'URh1 Page 2 of 3 Location Address or LJ No. On-Site Review Deep Hole !Number. --� Date: 0-4® 177 7_Time: 4f Weather (�5 Location (identify on sitlr plan) Land Use I/U o aQi�, Siope`M Surface'Stoties, Vegetation wo O �i Landform 15�z �f Position on landscape (ketch on the back) Distances from: Open Water Bo y f¢p feet Drainage way 50-1- feet Possible Wet A,ea t L o t feet Property Line 5'0 t feet ' Drinking Water'`Jell --~ feet Otter DEEP OBSERVATION HOLE LOG® Depth from Soil H r97on Soil Texure Sod Color Soil. Other Swelace(tnchesj (USDA) (F.lunsetll Mottling Structure.Stones.eovtders.Consistency,% Graved i . . C _ i l . }� c A l V C ri t.SED�15 p Paro"t Material(gcotogicj Gewh to Gicvr+lwater_ $itanding Water in the Hole: Weeping from Pit Face: Estimated Saas0aa( High GovM Water: i Dt r OvED Fob-+t-11101M 12)-28—'997 8:52AM FROM SC!87747810 P. 4 VVM-11 1t 3U11, tvAJ UA1UR FORhj 'age 2 of 3 Location Addre;s or L.ol No. L-27— On-site Review Deep Hole Number V3 Date: /O—/O Time: Weather Location (identify on sit plan) Land Use O �.:. ' Slope't%3 Surface;Std:ies ;:=C— 0j Vegetation W001,05 Landform Position On landscape ( ketch on the back) Distances.from: = Open Water 8o y ?k?o feet Drainage way FO't feet Possible Wet Aea .Bop feet Property Line 5-07r feet Drinking Water Well feet Other DEEP OBSERVATION HOLE LOG® Depth Gom Soil Horizon Sod Texture Soi)Color Soil other Surfare.(inGICS) (USDA) (Mvn:efII Monriing .Structure,Stones,8sviders.Consistency,% Gravct) �'3 �yl ✓ rI �� r ✓4 `77� y - G r �✓" ��rr E ' �l�F � ✓ Z'S�f��2 ��— " t✓P�sG. - � tQ. r r/ S'srant F.Sacerial(geologic) E -7'/L �. D S�sroc �Q r'><y 41- Depth to Groundwater: Sr+diny Water in t�e Hoic: Wmpi�q from Pit Pace: ®i E.tim••.toC Seasoral F4i.3h water: t)EP' "YROv�f'0�4.i:r0�191 2+ �V FROH =08-74701 e a'vt�-Na ai - JvcU b.,vALi.'A1UR kORNt Page 2 of 3 Location Address or L,ot No. O Ott-site Review Deep Hole Number Date: E0 --/® - 5-7 Time: 10'A •t , Weather 6 5 Location (idcntify on sits plan) Sloe %) 5, Surf ice:Stones �.KJ Land Use; VI)06 P Vegetation 11J0 0 97 Landform 12 U M L f tj Position on landscape (nketch on the back) Distances from: Open Water So Y too feet Drainage way too feat Possible Wet Agea 'P�-® feet Property Line W CJ + feet Drinking Water Nell feet Other DEEP OBSERVATION HALE LOG Soil Other Depth from $o t HGriYan Soil Tcxwso;,j a $oil Cott ltertir Structure,Stones,Boulders.CorsistencV,% Surface(tr+ctw,51 � tUSC?hi (Munsetll 'q Gravcil P `A PI Parent MateIial locoto®ie} } -- -- �r OcPchto GtOv�ewatr.r: Ydeep�n�from Pit Face. Sutndinq Water in the Hole: ®� Estimated Seaso—I High t,� -nd Water: z - DEP MOVED FOR.•t-12107M FROM L I F0 R-NI 7 Page 2 OF 3 'Location Address or Lo Q11-site Review Deep Hote !lumber � Date, 97 rime: /0 Location (identity Or' si plan) C- surf ace'stories V)00 stope, Land Use Vegetation Landlocm ketch or, the back) on 1an&;caPC ( Distances from: , feet 5�� e Drainage way 100 1- feet .open Wale( so Y 100 1- Drinking Possible Wet Aea :r feet Property Line 60 P + feet --- feet Other DEEP OBSERVATION HOLE. LOG® other soil Horizon soil Texture Color DePthf'Qcr' Surface(lathes) rf 'A -7 12�L-6- Parent matelat from 5wr4j,q water intht stole: E.%jm3tC-d Seasonal H*Q*% nd y4wer, DFB 9 ovw row 'Page Z of 3 i f ocation Address or Lott i lo. �}tI SItE gVIEW ! � _./�.�Gfj 7 r�r•ne: dl �� • Weather peep H®te dumber r i ®ate:lanl Slop?,- (%1 5urfaee,5tones• Location(identi4YOn® � Land.Vise; V Vegetation E.JO Landform ketc h on the backs , Position on landscape Drainage wa'f too feet Distances trom: f leet feet Open Mlater So`Y dd� Property Line 1 0� 't .� feet Possible Wet A�� $U test Other prinking`4ter Well -r— DEEP 06SERVAT10N HOLE L®G` Other Conz;s:cn=Y.'A Soil xs,gartdcrs. $oii Color Svucturo.$ o ravep Soil TcKurc MoAlin9 G $oS Siar:an (Murse!t'� De9th DOM (uSpGl Surracc(Scsctxz} ' - t to t - 4j i coio9 ! ping icon Pit Pace: parent Matc'iat(p Oe^.1hio G'o��ncwatca: $ anCinG Water in the4iolC: 04 � FS; h ar�0'�� Waver- E�u�tEcf Scazorz( 9 r .. oe��ru,tuov�F'c�w.c.i:ro9-'95 1 I --- IIII ! ! ! ' IIIIII" 111111 � 111 11 � I ! ` I 1- II '_ Itllllllfllillll { III7 1 lllll ! IIIEII ' I II I l l l l l l l l f l l l i l i I I l l l l i l l f l ! I I I I I 1 IIIIII ! ili ! ! I ! IIII 11111111111 IIII �� I f I Il III illli { IIIIIIIIIIIIIIII ! i ! Illi I !� I I111I E—iIIIIII 7 1I ! II ! IIIIIIIII IIII it — � II IIIiIIIIIIII � ! I i1111 I ' III , i IIIIII ! III III t ! I l t l ! I 11 ! ! I-A II ! I III I ! � � j , � ,_ II �, I , �; ! ; I_ ! ! ! ! ! I I I I I I I � ,•�, I ! I I I ! "+' !. iII ! IIII ' ! IIIIII II IIIIII I C II I ! it IIII A .-T,I { I I I 1 t i I i , i ! I i_�__ I_ I I I I_��I-- i. I .3 , ` - I E . �I � �$ •I !_ r t I l l l l l i l l I I I is I � � t i i l l ! ( � I i ! — I I I I �hII I.� !• _I I I I I �_ 4's#`� 'I I I I I - _ _� I lfi #= I I I II II I I i ab= ! -T I w+n am - I ' II � I III ': lil _ IIII II , Lj I Ias I ! I l + II II i i} ; ! II 1 I - i - __� 1I - I �l , I �! Illlllllllllllll � iliilll IIIIII �' ! - 1 ! ! I I !4 — I !—'' lllillll ! iiilE! ili !. jll� lllllillllllflllllll I + I ! Iilllliliiilll 11ILII IlI7-1-1 II III I I I I I I II il ! ! IE IIIIIIf ! IIIIII-IJ IIIIll IE_ ! ; ! IIIII I ! ! illllilll ! IIIlilllll ( I ll IIIIiI ! III I I I �I IlIIII ! III�III ! liiil�l !F 11-II II ( IIIIIIIIIIII I I II i -- i I IIII ' I I I ------ Water Quality Swales and backs should be designed to prevent erosions during the 2-year event. Seasonal high water table should not be within 2-4 feet of planned dry 1 . swale bottom. Outlet protection must be used at any discharge point from a water quality swale to prevent scour at the outlet. Wet Swales Wet Swales should be sized to retain the entire prescribed water quality runoff volume. Wet swales should only be used where the water table is at or near the soil surface or where soil types are poorly drained. When the channel is exca- vated,the Swale bed soils should be saturated most of the time. Pretreatment is required to protect the filtering and infiltration capacity of the Swale bed.Pretreatment is generally a sediment forebay behind a checkdam with a pipe inlet. For lateral inflows, gentle slopes or a pea gravel diaphragm may be used. Check dams are used in wet swales to achieve multiple cells.V-notched weirs in the check dams can be utilized to direct low flow volumes. _ Emergent vegetation should be planted, or wetland soils may be spread, on - the swale bottom for seed stock. Wet swales are parabolic or trapezoidal in cross-section, with side slopes no greater than 3:1 (horizontal: and bottom widths ranging from 2 to 8 feet. , Channels should be sized to convey the 10 year storm and channel slopes should be designed to prevent erosion during the 2 year event. —, Outlet protection must be used at any discharge point from water quality swales to prevent scour at the outlet. Grassed "Biofilter" Swales Grassed swales should be sized to retain the entire prescribed water quality volume. Longitudinal slopes should be as close to zero as possible and not exceed 4%. The preferred grassed swale geometry avoids sharp corners and has a trapezoidal or parabolic cross-section with side slopes no greater than 3:1. Swale bottoms should not exceed 8 feet in width. —`Lj 3.13 -6 Stormwater Management (Volume Two) SECTION 3.0 drograph Summary Report Page 1 Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (acft) (yes) (ft) (cuft) SCS Runoff 9.9 1 727 0.78 100 ---- ----- --- PRE-DEV. SCS Runoff 14.0 1 724 1.07 100 -- --- - POST-DEV. SCS Runoff 1.4 1 724 0.11 100 - --- East Roof SCS Runoff 1.4 1 724 0.11 100 ---- - - West Roof SCS Runoff 1.4 1 724 0.11 100 - - CB#1 SCS Runoff 2.5 1 724 0.20 100 -- ---- -- CB#2 Combine 3.8 1 724 0.31 100 8+9 -- - DMH#3 Inflow SCS Runoff 1.2 1 724 0.10 100 - ----- - CB#3 Combine 2.5 1 724 0.21 100 3+11 -- DMH#1 Inflow Combine 6.4 1 724 0.52 100 10+12 Det.Pond Infl SCS Runoff 0.9 1 724 0.07 100 --- - - Det.Pond Dire Combine 7.3 1 724 0.59 100 13+14 ---- Det.Pond Reservoir 6.3 1 727 0.55 100 15 245.08 7389 1 SCS Runoff 2.6 1 724 0.20 100 - CB#4&5 Runo Combine 3.9 1 724 0.31 100 4+20 -- - WQS Inflow >_ Combine 9.8 1 726 0.86 100 16+21 - POST-DEV.MIT. Proj. file: 56097REV.GPW OF file: BOSTONADF Run date: 03-23-1998 `3®4 rdrograph Summary Report Page 1 d. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (acft) (yrs) (ft) (cuft) SCS Runoff 2.5 1 727 0.20 2 -- ----- ---- PRE-DEV. SCS Runoff 5.3 1 724 0.38 2 - ------ ----- POST-DEV. SCS Runoff 0.6 1 724 0.05 2 - - East Roof SCS Runoff 0.6 1 724 0.05 2 - -- -- West Roof SCS Runoff 0.6 1 724 0.05 2 - - - CB#1 SCS Runoff 1.1 1 724 0.08 2 - --- -- CB#2 Combine 1.6 1 724 0.13 2 8+9 -- - DMH#3 Inflow SCS Runoff 0.5 1 724 0.04 2 - -___ - CB#3 ? Combine 1.1 1 724 0.08 2 3+11 -- DMH#1 Inflow 3 Combine 2.7 1 724 0.21 2 10+12 Det.Pond Infl 4 SCS Runoff 0.4 1 724 0.03 2 - -- -- Det.Pond Dire 5 Combine 3.1 1 724 0.24 2 13+14 --- -- Det.Pond 6 Reservoir 0.3 1 777 0.23 2 15 244.25 4744 0 SCS Runoff 1.0 1 724 0.07 2 - CB#4&5 Runo 1 Combine 1.5 1 724 0.12 2 4+20 - - WQS Inflow 2 Combine 1.8 1 725 0.35 2 16+21 -- --- POST-DEV.MIT. Proj. file: 56097REV.GPW OF file: BOSTONADF Run date: 03-23-1998 - t �ydrograph Summary Report Page 1 iyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph do. type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (acft) (yrs) (ft) (cuft) I SCS Runoff 5.4 1 727 0.42 10 - --- - PRE-DEV. ? SCS Runoff 8.8 1 724 0.65 10 - ---- POST-DEV. 3 SCS Runoff 0.9 1 724 0.07 10 - East Roof 4 SCS Runoff 0.9 1 724 0.07 10 - - - West Roof 3 SCS Runoff 0.9 1 724 0.07 10 - CB#1 3 SCS Runoff 1.6 1 724 0.13 10 - - CB#2 10 Combine 2.5 1 724 0.20 10 8+9 DMH#3 Inflow 11 SCS Runoff 0.8 1 724 0.06 10 --- --- -- CB#3 12 Combine 1.7 1 724 0.13 10 3+11 - DMH#1 Inflow 13 Combine 4.2 1 724 0.33 10 10+12 Det.Pond Infl 14 SCS Runoff 0.6 1 724 0.04 10 -- -- Det.Pond Dire 15 Combine 4.8 1 724 0.38 10 13+14 --- Det.Pond 16 Reservoir 1.8 1 738 0.36 10 15 244.78 6454 20 SCS Runoff 1.6 1 724 0.12 10 - - CB#4&5 Runo 21 Combine 2.5 1 724 0.19 10 4+20 - WQS Inflow 22 Combine 2.8 1 724 0.55 10 16+21 POST-DEV.MIT. Proj. file: 56097REV.GPW OF file: BOSTONADF Run date: 03-23-1998 S-Z. drograph Summary Report Page 1 I. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (acft) (yrs) (ft) (cuft) SCS Runoff 8.0 1 727 0.63 50 ___ __ PRE-DEV. SCS Runoff 11.8 1 724 0.89 50 -- - - POST-DEV. SCS Runoff 1.2 1 724 0.09 50 - East Roof SCS Runoff 1.2 1 724 0.09 50 - -- West Roof SCS Runoff 1.2 1 724 0.09 50 - CB#1 SCS Runoff 2.1 1 724 0.17 50 -- - CB#2 Combine 3.3 1 724 0.27 50 8+9 DMH#3 Inflow SCS Runoff 1.0 1 724 0.08 50 - CB#3 Combine 2.2 1 724 0.17 50 3+11 DMH#1 Inflow Combine 5.5 1 724 0.44 50 10+12 Det.Pond Infl SCS Runoff 0.8 1 724 0.06 50 -- - Det.Pond Dire Combine 6.2 1 724 0.50 50 13+14 - Det.Pond Reservoir 4.5 1 729 0.47 50 15 244.98 7078 SCS Runoff 2.2 1 724 0.17 50 - CB#4&5 Runo Combine 3.3 1 724 0.26 50 4+20 WQS Inflow Combine 7.2 1 727 0.73 50 16+21 POST-DEV.MIT. 'roj. file: 56097REV.GPW OF file: BOSTON.OF Run date: 03-23-1998 3- 13 3 Stage(ft) 2 1 0 0 2000 4000 6000 8000 Storage(cuff) Stage I Discharge 4 3 Stage (ft) 2 1 0 0 2 4 6 8 Discharge(cfs) Det.pvnu Page o Stage /Storage / Discharge Table Stage Storage Elevation Cu{n'A Coh/'EB Cukx'C WeirA Weir Weir Discharge (<t) (cmKt) (D) (ofs) (ufs) (ofs) (obs) (cfs) (cfs) (cfs) 2.4 3.580 243.85 0.25 -- -- ODO -- -- 0.35 24 3.641 243.87 0.25 -- -- ODO -- -- 0.25 24 3.702 243.90 0.25 -- -- 0.00 -- -- 0.25 2.4 3.762 243.92 0.25 -- -- 0.00 -- -- 0.25 2.5 3.823 243.85 025 -- -- ODO -- -- 025 2.5 3.883 243.97 0.25 -- -- 0.00 -- -- 0.25 2.5 3.944 344.00 0.25 -- -- 0.00 -- -- 0.25 2.6 4.344 244.13 0.26 -- -- 0.00 -- -- 0.28 2.8 4.744 244.25 0.27 -- -- BDO -- -- 0.27 2.9 5.144 244.38 027 -- -- 0.00 -- -- 0.27 3.0 5.544 244.50 0.28 -- -- 0.00 -- -- 0.28 3.1 5.944 244.63 0.29 -- -- 0D7 -- -- 0.38 33 6.344 244.75 0.29 -- -- 1.06 -- -- 1.34 34 8.744 244.88 0.30 -- -- 2.80 -- -- 2.89 3.5 7.144 245.00 0.30 -- -- 4.65 -- -- 4.86 3.6 7.544 245.13 0.31 -- -- 6.85 -- -- 7.15 3.8 7.944 345.25 0.31 -- -- 9.43 -- -- 8.75 ���� Hydrograph Page 1 . 1 PRE-DEV. Hydrograph type = SCS Runoff Peak discharge = 5.35 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = 2.05 ac Curve number = 79 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 10 min Total precip. = 4.60 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume=18,280 cult,0.420 acft Hydrograph Discharge Table Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) 11.75 1.05 12.28 2.90 11.77 1.13 12.30 2.74 11.78 1.21 12.32 2.61 11.80 1.29 12.33 2.51 11.82 1.37 12.35 2.41 11.83 1.46 12.37 2.32 11.85 1.55 12.38 2.23 11.87 1.64 12.40 2.14 11.88 1.74 12.42 2.04 11.90 1.83 12.43 1.94 11.92 1.94 12.45 1.85 11.93 2.06 12.47 1.75 11.95 2.22 12.48 1.65 11.97 2.43 12.50 1.55 11.98 2.71 12.52 1.45 12.00 3.06 12.53 1.35 12.02 3.48 12.55 1.26 12.03 3.94 12.57 1.17 12.05 4.39 12.58 1.09 12.07 4.80 12.60 1.03 12.08 5.12 12.10 5.31 12.12 5.35<< ...End 12.13 5.27 12.15 5.09 12.17 4.84 12.18 4.53 12.20 4.21 12.22 3.89 12.23 3.59 12.25 3.32 12.27 3.09 '3®$ I'lly,rdrograph Report Page 1 POST-DEV. Hydrograph type = SCS Runoff Peak discharge = 8.78 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = 2.05 ac Curve number = 92 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 4.60 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume=28,364 cuff,0.651 acft y ro rah Discharge Table Time -- Oufflow Time -- Oufflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) 11.57 1.03 12.10 8.38 12.63 1.07 11.58 1.10 12.12 7.78 12.65 1.05 11.60 1.18 12.13 7.03 12.67 1.03 11.62 1.28 12.15 6.25 12.68 1.02 11.63 1.39 12.17 5.53 12.70 1.00 11.65 1.51 12.18 4.95 11.67 1.64 12.20 4.50 11.68 1.76 12.22 4.17 ...End 11.70 1.89 12.23 3.92 11.72 2.01 12.25 3.74 11.73 2.14 12.27 3.60 11.75 2.27 12.28 3.47 11.77 2.40 12.30 3.33 11.78 2.53 12.32 3.20 11.80 2.66 12.33 3.07 11.82 2.80 12.35 2.94 11.83 2.93 12.37 2.80 11.85 3.07 12.38 2.67 11.87 3.20 12.40 2.53 11.88 3.34 12.42 2.40 11.90 3.48 12.43 2.26 11.92 3.64 12.45 2.13 11.93 3.86 12.47 1.99 11.95 4.20 12.48 1.86 11.97 4.69 12.50 1.72 11.98 5.34 12.52 1.59 12.00 6.14 12.53 1.46 12.02 7.01 12.55 1.35 12.03 7.83 12.57 1.26 12.05 8.46 12.58 1.19 12.07 8.78 << 12.60 1.14 12.08 8.74 12.62 1.10 3® t Hydrograph Report Page 1 Hyd. No. East Roof Hydrograph type = SCS Runoff Peak discharge = 0.88 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = .19 ac Curve number = 98 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 4.60 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume=3,101 cult,0.071 acft Minimum printed Q exceeds peak flow. ...End —Ib 11"lly,drograph Report Page 1 o. West Roof Hydrograph type = SCS Runoff Peak discharge = 0.88 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = .19 ac Curve number = 98 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 4.60 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume=3,101 cult,0.071 acft Minimum printed Q exceeds peak flow. ---End - I 1 rly,drograph Report Page 1 CB #1 Hydrograph type = SCS Runoff Peak discharge = 0.88 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = .19 ac Curve number = 98 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 4.60 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume=3,101 cult,0.071 acft Minimum printed Q exceeds peak flow. ...End Hydrograph Report Page 1 CB #2 Hydrograph type = SCS Runoff Peak discharge = 1.63 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = .35 ac Curve number = 98 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 4.60 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume=5,713 cuft,0.131 acft Hydro graph Discharge Table Time -- Outflow (hrs cfs) 11.98 1.01 12.00 1.16 12.02 1.32 12.03 1.46 12.05 1.57 12.07 1.63<< 12.08 1.62 12.10 1.54 12.12 1.43 12.13 1.29 12.15 1.14 12.17 1.01 ---End Hydrograph Report Page 1 . 1 DMH #3 Inflow Hydrograph type = Combine Peak discharge = 2.51 cfs Storm frequency = 10 yrs Time interval = 1 min 1 st inflow hyd. No. = 8 2nd inflow hyd. No. = 9 Total Volume=8,815 cult,0.202 acft y rorah Discharge Table Time 1st Inflow + 2nd Inflow Oufflow ( rs) (cfs) (cfs) (cfs) 11.90 0.36 0.67 1.03 11.92 0.38 0.70 1.08 11.93 0.40 0.74 1.14 11.95 0.43 0.80 1.24 11.97 0.48 0.89 1.38 11.98 0.55 1.01 1.56 12.00 0.63 1.16 1.79 12.02 0.71 1.32 2.03 12.03 0.79 1.46 2.26 12.05 0.85 1.57 2.43 12.07 0.88 << 1.63<< 2.51 << 12.08 0.88 1.62 2.49 12.10 0.84 1.54 2.38 12.12 0.78 1.43 2.21 12.13 0.70 1.29 1.99 12.15 0.62 1.14 1.76 12.17 0.55 1.01 1.56 12.18 0.49 0.90 1.39 12.20 0.44 0.82 1.26 12.22 0.41 0.76 1.17 12.23 0.39 0.71 1.10 12.25 0.37 0.68 1.04 12.27 0.35 0.65 1.00 ...End Hydrograph Report Page 1 . 11 CB #3 Hydrograph type = SCS Runoff Peak discharge = 0.78 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = .17 ac Curve number = 96 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 4.60 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume=2,629 cult,0.060 acft Minimum printed Q exceeds peak flow. _._End 3_ cs. Hydrograph Report Page 1 . 1 DMH #1 Inflow Hydrograph type = Combine Peak discharge = 1.66 cfs Storm frequency = 10 yrs Time interval = 1 min 1 st inflow hyd. No. = 3 2nd inflow hyd. No. = 11 Total Volume=5,731 cult,0.132 acft Hydrograph Discharge Table Time 1st Inflow + 2nd Inflow = Outflow (hrs) (cfs) (cfs) (cfs) 11.98 0.55 0.48 1.03 12.00 0.63 0.55 1.18 12.02 0.71 0.63 1.34 12.03 0.79 0.70 1.49 12.05 0.85 0.75 1.60 12.07 0.88 << 0.78<< 1.66<< 12.08 0.88 0.77 1.65 12.10 0.84 0.74 1.58 12.12 0.78 0.68 1.46 12.13 0.70 0.62 1.32 12.15 0.62 0.55 1.17 12.17 0.55 0.48 1.03 ...End nit- rograph Report jr a Page 1 . 1 Det. Pond Inflow Hydrograph type = Combine Peak discharge = 4.17 cfs Storm frequency = 10 yrs Time interval = 1 min 1 st inflow hyd. No. = 10 2nd inflow hyd. No. = 12 Total Volume=14,546 cult,0.334 acft Hydrograph Discharge Table Time 1st Inflow + 2nd Inflow = Outflow ( rs) (cfs) (cfs) (cfs) 11.72 0.62 0.41 1.03 11.73 0.66 0.43 1.09 11.75 0.69 0.46 1.15 11.77 0.73 0.48 1.21 11.78 0.77 0.51 1.28 11.80 0.81 0.53 1.34 11.82 0.85 0.56 1.40 11.83 0.88 0.58 1.46 11.85 0.92 0.61 1.53 11.87 0.96 0.63 1.59 11.88 1.00 0.66 1.65 11.90 1.03 0.68 1.71 11.92 1.08 0.71 1.79 11.93 1.14 0.75 1.89 11.95 1.24 0.81 2.05 11.97 1.38 0.91 2.28 11.98 1.56 1.03 2.59 12.00 1.79 1.18 2.96 12.02 2.03 1.34 3.37 12.03 2.26 1.49 3.75 12.05 2.43 1.60 4.03 12.07 2.51 << 1.66<< 4.17 << 12.08 2.49 1.65 4.14 12.10 2.38 1.58 3.96 12.12 2.21 1.46 3.66 12.13 1.99 1.32 3.31 12.15 1.76 1.17 2.93 12.17 1.56 1.03 2.59 12.18 1.39 0.92 2.31 12.20 1.26 0.84 2.10 12.22 1.17 0.77 1.94 12.23 1.10 0.73 1.82 12.25 1.04 0.69 1.74 12.27 1.00 0.67 1.67 12.28 0.97 0.64 1.61 12.30 0.93 0.62 1.54 Continues on next page... Det.Pond Inflow Page 2 Hydrograph Discharge Table Time 1st Inflow + 2nd Inflow = utflow ( rs) (cfs) (cfs) (cfs) 12.32 0.89 0.59 1.48 12.33 0.85 0.57 1.42 12.35 0.82 0.54 1.36 12.37 0.78 0.52 1.29 12.38 0.74 0.49 1.23 12.40 0.70 0.47 1.17 12.42 0.66 0.44 1.11 12.43 0.63 0.42 1.04 ...End Hydrograph Report Page 1 Hyd. No. 14 Det. Pond Directly Hydrograph type = SCS Runoff Peak discharge = 0.59 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = .13 ac Curve number = 95 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 4.60 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume=1,956 cult,0.045 acft Minimum printed Q exceeds peak flow. ...End riyorograph Report Page 1 . 15 Det. Pond Hydrograph type = Combine Peak discharge = 4.76 cfs Storm frequency = 10 yrs Time interval = 1 min 1 st inflow hyd. No. = 13 2nd inflow hyd. No. = 14 Total Volume=16,502 cult,0.379 acft Hydrograph Discharge Table Time 1st Inflow + 2nd Inflow Outflow ( rs) (cfs) (cfs) (cfs) 11.68 0.90 0.12 1.02 11.70 0.96 0.13 1.10 11.72 1.03 0.14 1.17 11.73 1.09 0.15 1.24 11.75 1.15 0.16 1.31 11.77 1.21 0.17 1.38 11.78 1.28 0.17 1.45 11.80 1.34 0.18 1.52 11.82 1.40 0.19 1.59 11.83 1.46 0.20 1.66 11.85 1.53 0.21 1.74 11.87 1.59 0.22 1.81 11.88 1.65 0.23 1.88 11.90 1.71 0.24 1.95 11.92 1.79 0.25 2.04 11.93 1.89 0.26 2.16 11.95 2.05 0.28 2.34 11.97 2.28 0.32 2.60 11.98 2.59 0.36 2.95 12.00 2.96 0.41 3.38 12.02 3.37 0.47 3.84 12.03 3.75 0.52 4.27 12.05 4.03 0.57 4.60 12.07 4.17<< 0.59<< 4.76<< 12.08 4.14 0.58 4.72 12.10 3.96 0.56 4.52 12.12 3.66 0.52 4.18 12.13 3.31 0.47 3.77 12.15 2.93 0.41 3.34 12.17 2.59 0.37 2.95 12.18 2.31 0.33 2.64 12.20 2.10 0.30 2.40 12.22 1.94 0.27 2.21 12.23 1.82 0.26 2.08 12.25 1.74 0.25 1.98 12.27 1.67 0.24 1.91 Continues on next page... Det.Pond Page 2 Hydro rah Discharge Table Time 1st Inflow + 2nd Inflow = Outflow (hrs) (cfs) (cfs) (cfs) 12.28 1.61 0.23 1.83 12.30 1.54 0.22 1.76 12.32 1.48 0.21 1.69 12.33 1.42 0.20 1.62 12.35 1.36 0.19 1.55 12.37 1.29 0.18 1.48 12.38 1.23 0.17 1.41 12.40 1.17 0.17 1.33 12.42 1.11 0.16 1.26 12.43 1.04 0.15 1.19 12.45 0.98 0.14 1.12 12.47 0.92 0.13 1.05 ...End � I I������������ �������� mm,���. ~���~ ����" " " °~���~~~ � Page � °�= ���. "��"o. 16 ~° HVd[Og[aphtVpG = Reservoir Peak discharge = 1.76 [fs S interval�O0O �8�UGOCV � 1[] V[S Time = 1 min Inflow hVd. No. = 15 Reservoir name = []Et. POOd Max. Elevation = 244.78ft Max. Storage = 6./¢54 CUft Storage Indication method used. Total Volume=15,573 cuft,0.358 acft Hydrograph Discharge Table Time Uuf8ovv Elevation Cukv'A Cmkw' B CuUn'C WeirA Weir B Weir OmtfKmxv (hms) (cfs) (ft) (cfs) (cfs) (cfs) (ofs) (cfs) (ofs) (cfs) 3.48 0.03 241.83 0D1 __- __- --- --- --- 0.01 3.50 0.03 241.63 0.01 ___ __- --- --- --- 0D1 3.52 0D3 241.64 0.01 __- __' --- --- --- 0.01 3.53 0.03 341.64 0.01 __- __- --- --- --- 0.01 3.55 0.03 241.64 0.01 __- ___ --- --- --- 0.01 3.57 0.03 241.64 0D1 _-_ -__ --- --- --- 0D1 3.58 0.03 241.84 0.01 _-_ __- --- --- --- 0.01 3B0 0.03 341.84 0.01 __- __- --- --_ --- 0D1 - 3.62 0.03 241.65 OD O 1 --- --- --' --- --- .01 3.63 0.03 341.65 0.01 __- ___ --- --- --- 0.01 3.65 0.03 241.65 0.01 __- __- _-- --- --- 0.01 3.87 0D3 24185 0.01 __- _-_ --- --- --- 0.01 3.68 0.03 241.65 0.01 _'_ __- _-- --- --- 0.01 3.70 OD D 3 241�G5 O�O1 --- --- --- --- --- .01 3.72 0D3 241.65 0.01 __- __- _-- --- --- 0.01 3.73 0.03 241.66 0.01 __- __- _-- --- --- 0.01 37 O � O�O3 241�GG O.O1 --- --- --- --- --- .01 377 0.03 241.68 0.01 __- __- --- --- --- 0.01 �378 OD D 3 �41�GS O�O1 --- --- --- --- --- .01 O 3.80 0.03 341.68 0.01 -- ---- --- --- --- .01 3 O1 B2 OD3 �41.GG O�O1 --- --- --- --- --- O. �3 O1 83 O.O3 341�87 D.O1 --- --- --- --- --- O� ' O 3.85 0.03 241.87 0.01 --- --- --- --- --- .01 O 3.07 0.03 241.67 0.01 --- --- --- --- --- .01 3.88 0.03 241.67 0.01 --- --- --- --- --- 0.01 3 0.01 BO O�O4 241�87 O.O1 --- --- --- --- --- '3.82 OD O 4 241.G7 O�O1 --- --- --- --- --- .01 3.93 0.04 241B O 8 O�O1 --- --- --- --- --- .01 3.95 0.04 241.68 0.01 --- --- --- --- --- � 0.01 3 0.01 S7 �D4 241�G0 O�O1 --- --- --- --- --- �3.98 0.04 241.68 0.01 --- --- --- --- --' 0.01 4.00 0.04 241.68 0.01 __- ___ --- --- --- 0.01 4.02 0.04 24188 0.01 -- O- --- --- --- --- .01 O 4D3 0.04 241.69 0.01 --- --- --- --- --- .01 4.06 0.04 241.69 0D1 __- ___ --- --- --- 0.01 4D O 7 D�O4 �41.�� O�O1 --- --- --- --- --- .01 Continues on next page... � Page 2 Hydrograph Discharge Table Time Inflow Elevation CUIv.A CUIv.B Culy.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 4.08 0.04 241.69 0.01 -- - -- --- - 0.01 4.10 0.04 241 B9 0.01 -- - --- - - 0.01 4.12 0.04 241.69 0.01 - - --- -- - 0.01 4.13 0.04 241.70 0.01 ---- - M__ -_ - 0.01 4.15 0.04 241.70 0.01 -- - ---- --- - 0.01 4.17 0.04 241.70 0.01 ---- - --- --- - 0.01 4.18 0.04 241.70 0.02 -- - -- ----- - 0.02 4.20 0.04 241.70 0.02 - - - -- - 0.02 4.22 0.04 241.70 0.02 - - -- - - 0.02 4.23 0.04 241.71 0.02 - - ---- -- - 0.02 4.25 0.04 241.71 0.02 - - -- -- - 0.02 4.27 0.04 241.71 0.02 --- - --- -- - 0.02 4.28 0.04 241.71 0.02 -- - --- --- - 0.02 4.30 0.04 241.71 0.02 - - - - - 0.02 4.32 0.04 241.71 0.02 - - - -- - 0.02 4.33 0.04 241.71 0.02 - - - - - 0.02 4.35 0.04 241.72 0.02 - - -- - - 0.02 4.37 0.04 241.72 0.02 -- - -- ---- - 0.02 4.38 0.04 241.72 0.03 -- - -- -- - 0.03 4.40 0.04 241.72 0.03 - - - - - 0.03 4.42 0.04 241.72 0.03 - - - - - 0.03 4.43 0.04 241.72 0.03 - - - - 0.03 4.45 0.04 241.72 0.03 - - - - 0.03 4.47 0.04 241.72 0.03 - - - - - 0.03 4.48 0.04 241.72 0.03 ___ - ___ ___ - 0.03 4.50 0.04 241.72 0.03 - - - -- - 0.03 4.52 0.04 241.73 0.03 - - - - - 0.03 4.53 0.04 241.73 0.03 - - -- -- - 0.03 4.55 0.04 241.73 0.03 - - --- - - 0.03 4.57 0.04 241.73 0.03 --- - --- -- - 0.03 4.58 0.04 241.73 0.03 --- - -- ----- - 0.03 4.60 0.04 241.73 0.03 -- - ---- --- - 0.03 4.62 0.04 241.73 0.03 - - - - - 0.03 4.63 0.04 241.73 0.03 -- - - --- - 0.03 4.65 0.04 241.73 0.03 - - - -- - 0.03 4.67 0.04 241.73 0.03 -- - -- --- - 0.03 4.68 0.04 241.73 0.03 -_- - ____ ___ - 0.03 4.70 0.04 241.73 0.04 - - - - - 0.04 4.72 0.04 241.74 0.04 --- - - -- - 0.04 4.73 0.04 241.74 0.04 -- - -- ---- - 0.04 4.75 0.04 241.74 0.04 ---- - -- - - 0.04 4.77 0.05 241.74 0.04 --- - -- ---- - 0.04 4.78 0.05 241.74 0.04 --- - ----- ---- - 0.04 4.80 0.05 241.74 0.04 -_ - -- - - 0.04 4.82 0.05 241.74 0.04 - - -- - - 0.04 4.83 0.05 241.74 0.04 - - --- -- - 0.04 4.85 0.05 241.74 0.04 - - - - - 0.04 4.87 0.05 241.74 0.04 ---- - --- ---- - 0.04 4.88 0.05 241.74 0.04 - - - - - 0.04 Continues on next page... �- ZS Page 3 Hydrograph Discharge Table Time Inflow Elevation CUIv.A CuIv. B CUIv.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 4.90 0.05 241.74 0.04 ---- - --- --- ---- 0.04 4.92 0.05 241.74 0.04 --- - - - - 0.04 4.93 0.05 241.74 0.04 --- - - -- - 0.04 4.95 0.05 241.74 0.04 - - - - - 0.04 4.97 0.05 241.74 0.04 -- - -- ---- -- 0.04 4.98 0.05 241.74 0.04 -- - --- --- - 0.04 5.00 0.05 241.74 0.04 -- - - ---- --- 0.04 5.02 0.05 241.74 0.04 -- - - - -- 0.04 5.03 0.05 241.75 0.04 - - - - -- 0.04 5.05 0.05 241.75 0.04 - - - -- -- 0.04 5.07 0.05 241.75 0.04 - - - -- --- 0.04 5.08 0.05 241.75 0.04 --- - -- ----- - 0.04 5.10 0.05 241.75 0.04 --- - - --- -- 0.04 5.12 0.05 241.75 0.04 -- - - ---- -- 0.04 5.13 0.05 241.75 0.04 - - - - - 0.04 5.15 0.05 241.75 0.04 - - - - - 0.04 5.17 0.05 241.75 0.04 -- - - -- - 0.04 5.18 0.05 241.75 0.04 - - - -- - -- 0.04 5.20 0.05 241.75 0.04 - - - -- - 0.04 5.22 0.05 241.75 0.04 - - - - - 0.04 5.23 0.05 241.75 0.04 - - - - - 0.04 5.25 0.05 241.75 0.05 --- - - - - 0.05 5.27 0.05 241.75 0.05 - - - -- - 0.05 5.28 0.05 241.75 0.05 --- -- - -- -- 0.05 5.30 0.05 241.75 0.05 - - -- --- - 0.05 5.32 0.05 241.75 0.05 - - - -- - 0.05 5.33 0.05 241.75 0.05 -- - - - - 0.05 5.35 0.05 241.75 0.05 - - -- -- - 0.05 5.37 0.05 241.75 0.05 - - - - - 0.05 5.38 0.05 241.75 0.05 - - -- -- - 0.05 5.40 0.05 241.75 0.05 ---- - ---- ----- -- 0.05 5.42 0.05 241.75 0.05 -- - - --- - 0.05 5.43 0.05 241.76 0.05 - - - -- - 0.05 5.45 0.05 241.76 0.05 - - - -- -- 0.05 5.47 0.05 241.76 0.05 - - --- -- - 0.05 5.48 0.05 241.76 0.05 -- - -- ---- - 0.05 5.50 0.05 241.76 0.05 ---- - ----- ---- - 0.05 5.52 0.05 241.76 0.05 - - --- ----- - 0.05 5.53 0.05 241.76 0.05 - - - - - 0.05 5.55 0.05 241.76 0.05 ---- - -- ----- - 0.05 5.57 0.05 241.76 0.05 -- - - --- - 0.05 5.58 0.05 241.76 0.05 -- - - --- - 0.05 5.60 0.05 241.76 0.05 ---- - ---- --- -- 0.05 5.62 0.05 241.76 0.05 - - - ---- - 0.05 5.63 0.05 241.76 0.05 - - - -- - 0.05 5.65 0.05 241.76 0.05 --- - -- -- - 0.05 5.67 0.06 241.76 0.05 -- - - - - 0.05 5.68 0.06 241.76 0.05 --- - - - -- 0.05 5.70 0.06 241.76 0.05 - - - - - 0.05 Continues on next page... Page 4 Hydrograph Discharge Table Time UnOoxv Elevation Cm[v.A Cub/' B CmVv'C WeirA Weir B Weir C Outflow (hrs) (CfS) (ft) (ofa) (ofs) (ofS) (oYs) (CfS) (CfS) (Cfs) 5.72 0.06 241.76 0.05 --- --- --- --- --- 0D5 573 ODG 341.76 0.05 --- --- --- --- --- 0.05 675 0.06 241.76 0D5 --- --- --- --- --- 0.05 577 0D8 241.76 0.05 --- --- --- --- --- 0.05 578 0.06 241.76 0D5 --- --- --- --- --- 0.05 5.80 0.06 241.76 0.05 --- --- --- --- --- 0.06 5.82 0.06 241.77 0.05 --- --- --- --- --- 0.05 5.83 0.06 241.77 0.05 --- --- --- --- --- 0.05 6.85 0.06 241.77 0.05 --- --- --- --- --- 0.05 5.87 0.08 241.77 0D5 --- --- --- --- --- 0.05 5.88 0.06 241.77 0D5 --- --- --- --- --- 0.05 5.90 0.06 241.77 0.05 --- --- --- --- --- 0.05 5.92 0D8 24177 0.05 --- --- --- --- --- 0.05 5.93 0.06 341.77 0.05 --- --- --- --- --- 0.05 5.95 0.06 24177 0.06 --- --- --- --- --- 0.05 5.97 0.08 24177 0D5 --- --- --- --- --- 0.05 5.90 0.06 24177 0D5 --- --- --- --- --- 0.05 6.00 0.06 24177 0.05 --- --- --- --- --- ODG 6.02 0.06 241.77 0.05 --- --- --- --- --- 0.05 6.03 0.06 241.77 0.05 --- --- --- --- --- 0D5 8.05 0.06 241.77 . . 0.05 _ ' --- --- --- _-__ __- ',.'O.O5 8.07 0.08 241.77 0.05 --- --- --- --- --- 0.05 6D8 0.06 24177 0.06 --- --- _-- --- --- 0.05 8.10 0.06 241.77 0.06 --- --- --- --- --- 0D6 6.12 0.08 24177 0.05 --- 0.05 6.13 0.06 24177 0.05 --- --- --- --- --- 0.05 6.15 0.06 24177 0.05 --- --- --- --' --- 0.05 8.17 0.06 241.77 0.05 --- --- --- --- --- 0D5 6.18 0.08 241J8 0.05 --- --- --- --- --- 0.06 6.20 0.06 241.78 0.05 --- --- --- --- --- 0.05 6.22 0.06 241.78 0.06 --- --- --- --- --- 0.06 623 ODG 241J8 0.08 --- --- --- --- --- 0.06 8.25 0.08 24178 0.06 --- --- --- --- --- 0.06 8.27 0.06 24178 ODG --- --- --- --- --- 0.08 6.28 0.06 241.78 0.06 --- --- --- --- --- 0D8 830 0.08 241J8 0.06 --- --- --- --- --- 0.06 6.32 0.07 24178 0.06 --- --- --- --- --- 0.06 6.33 0.07 24178 ODG --- --- --- --- --- 0.06 6.35 0.07 241.78 0.06 --- --- --- --- --- 0.06 637 0.07 24178 0.08 --- --- --- --- --- 0.06 6.38 0.07 241.78 0.06 --- --- --- --- --- 0.06 640 0.07 241.78 0.06 --- 0.06 8.42 0.07 24178 0.06 --- --- --- --- --- 0.06 6.43 0.07 241.78 ODG --- --- --- --- --- 0.06 6.45 0.07 241.79 0.08 --- --- --- --- --- 0.06 6.47 0.07 241.79 0.06 --- --- --- --- --- 0.06 6.48 0.07 24179 0.06 --- --- --- --- --' 0.06 6.50 0.07 24179 0.08 --- --- --- --- --- 0.06 6.52 0.07 241.78 ODB --- --- --- --- --' 0.06 Continues on next page... � �����. Page 5 Hydrograph Discharge Table Time Inflow Elevation CmUv'A Cu|v'B Cu|v.0 WeirA WeirGB 0eirC Outflow (hns) (cfS) (ft) (cfs) (Cfs) (cfs) (oKs) (Cfs) (cfS) (ofs) 6.53 0.07 24179 0.06 --- --- --- --- --- 0.08 8.56 0.07 241.79 0.06 --- --- --- --- --- 0.06 6.57 0.07 24179 0.08 --- --- --- --- --- 0.06 8.58 0.07 24178 0.06 --- --- --- --- --- 0.08 8.60 0.07 241.79 0.08 --- --- --- --- --- 0.06 6.62 0.07 241.78 0.06 --- --- --- --- --- 0.06 8.63 0.07 24179 0.08 --- --- --- --- --- 0.06 6.65 0.07 24178 0.06 --- --- --- --- --- 0.08 6.67 0.07 241.80 0.06 --- --- --- --' --- 0.06 6.68 0.07 241.80 0.06 --- --- --- --- --- 0.06 870 0D7 241.80 0.06 --- --- --- --- --- 0.08 672 0D7 241.00 0.06 --- --- --- --- --- 0.08 6.73 0.08 241.80 0.06 --- --- --- --- --- 0.06 875 0.08 241.80 0.06 --- --- --' --- --- 0.06 6.77 0.08 341.80 0.06 --- --- --- --- --- 0.06 6J8 0D8 241.80 ODG --- --- --- --- --- 0.06 6.80 0.08 241.80 0.06 --- --- --- --- --- 0.06 6.83 0.08 241.80 0.07 --- --- --- --- --- 0.07 6.83 0.08 241.80 0.07 --- --- --- --- --- 0.07 8.85 0.08 241.80 0.07 --- --- --- --- --- 0.07 6.87 0.08 _[],07 _- --- --- -�_ -__ .` �«.��O.O7^����� 6.88 0.08 241.81 --0D7 --- --- --- --- --- 0.07 6.90 0D8 241.81 0.07 --- --- --- --' --- 0.07 8.92 0D8 241.81 0.07 --- --- -'- --- --- 0.07 6.93 0.08 241.81 0.07 --' --- --- --- --- 0D7 6.95 0.08 241.81 0.07 --- --- --- --- --' 0.07 8.97 0D8 241.81 0D7 --- --- --- ---- --- 0.07 8.98 0.08 241.81 0.07 --- --- --- --- --- 0.07 7.00 0D8 241.81 0.07 --- --- --- --- --- 0.07 7.02 0.08 241.81 0.07 --- --- --- --- --- 0.07 7.03 0.08 241.83 0D7 --- --- --- --- --- 0.07 7.05 0.08 241.82 0.07 --- --- --- --- --- 0.07 7.07 0.08 241.82 0.07 --- --- --- --- --- 0.07 7.08 0.08 241.82 0D7 --- --- --- --- --- 0.07 7.10 0.08 241.82 0D7 --- --- --- --- --- 0.07 7.12 ODB 241.82 0.07 --- --- --- --- --- 0.07 7.13 0.09 241.82 0D7 --- --- --- --- --- 0.07 7.15 0.09 241.82 0.07 --- --- --- --- --- 0.07 7.17 0.09 241.82 0.07 --- --- --- --- --- 0.07 7.18 0.08 241.83 0.07 --- --- --- --- --- 0D7 7.20 0.09 341.83 0.07 0.07 7.22 0.09 241.83 0.07 0.07 7.23 0.09 341.83 0.07 --- --- --- --- --- 0.07 725 0.09 241.83 0D7 --- --- --- --- --- 0.07 7.27 0.09 241.83 0.07 --- --- --- -'- --- 0.07 7.38 0.09 241.83 0.07 --- --- --- --- --- 0.07 7.30 0.09 241.83 0.07 --- --- --- --- --- 0.07 7.32 0.09 241.83 0.07 --- --- --- --- --- 0.07 7.33 0.09 241.84 0.07 --- --- --- --- --- 0.07 Confinuexon next page. � _~~ Page 6 Hydrograph Discharge Table Time Inflow Elevation CUIv.A CUIv. B CUIv.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 7.35 0.09 241.84 0.08 ----- ---- --- ---- - 0.08 7.37 0.09 241.84 0.08 - - - - - 0.08 7.38 0.09 241.84 0.08 --- ---- ----- -- - 0.08 7.40 0.09 241.84 0.08 ----- - --- - - 0.08 7.42 0.09 241.84 0.08 --- - - -- - 0.08 7.43 0.09 241.84 0.08 --- -- -- - - 0.08 7.45 0.09 241.84 0.08 ----- -- - --- - 0.08 7.47 0.09 241.84 0.08 -- -- - - - 0.08 7.48 0.09 241.85 0.08 --- --- -- - - 0.08 7.50 0.09 241.85 0.08 - - - - - 0.08 7.52 0.10 241.85 0.08 -- - - -- - 0.08 7.53 0.10 241.85 0.08 -- - - - - 0.08 7.55 0.10 241.85 0.08 ----- ---- -- -- - 0.08 7.57 0.10 241.85 0.08 - - - - - 0.08 7.58 0.10 241.85 0.08 -- -- -- - - 0.08 7.60 0.10 241.85 0.08 --- - - - - 0.08 7.62 0.10 241.86 0.08 --- - - - - 0.08 7.63 0.10 241.86 0.08 -- - - - - 0.08 7.65 0.10 241.86 0.08 --- -- - - - 0.08 7.67 0.10 241.86 0.08 - - - - - 0.08 7.68 0.10 241.86 0.08 . - --- -- -- 0.08 7.70 0.10 241.86 0.08 - _ _ 0.08 7.72 0.10 241.86 0.08 -- - - - 0.08 7.73 0.10 241.87 0.08 - - - - - 0.08 7.75 0.10 241.87 0.08 ---- --- - ---- - 0.08 7.77 0.10 241.87 0.08 - - - - - 0.08 7.78 0.10 241.87 0.08 --- - -- - - 0.08 7.80 0.10 241.87 0.08 -- - - - - 0.08 7.82 0.10 241.87 0.08 - - -- - - 0.08 7.83 0.10 241.87 0.08 - -- - -- - 0.08 7.85 0.10 241.88 0.08 ----- ---- ---- ---- - 0.08 7.87 0.10 241.88 0.08 - - - - - 0.08 7.88 0.11 241.88 0.08 --- -- -- --- - 0.08 7.90 0.11 241.88 0.09 - - - - - 0.09 7.92 0.11 241.88 0.09 ---- -_ --- -- - 0.09 7.93 0.11 241.88 0.09 -- - - - - 0.09 7.95 0.11 241.88 0.09 --- --- --- - - 0.09 7.97 0.11 241.89 0.09 -- - - - - 0.09 7.98 0.11 241.89 0.09 --- - -- -- - 0.09 8.00 0.11 241.89 0.09 --- - - - - - 0.09 8.02 0.11 241.89 0.09 --- ---- --- -- = 0.09 8.03 0.11 241.89 0.09 -- -- - - - 0.09 8.05 0.11 241.89 0.09 ----- --- -- --- - 0.09 8.07 0.11 241.90 0.09 - -- - - - 0.09 8.08 0.11 241.90 0.09 -- ---- --- --- - 0.09 8.10 0.11 241.90 0.09 -- - - - - 0.09 8.12 0.11 241.90 0.09 - --- - -- - 0.09 8.13 0.11 241.90 0.09 --- - - - - 0.09 8.15 0.11 241.90 0.09 -- - - - - - 0.09 Continues on next page... Page 7 Hydro graph Discharge Table Time Inflow Elevation CUIv.A CuIv.B CUIv.C Weir A Weir B Weir C Outflow (hrs) (Cfs) (ft) (Cfs) (Cfs) (Cfs) (Cfs) (Cfs) (Cfs) (Cfs) 8.17 0.12 241.91 0.09 ---- - --- ----- --- 0.09 8.18 0.12 241.91 0.09 -- - - - - 0.09 8.20 0.12 241.91 0.09 ---- - - ---- - 0.09 8.22 0.12 241.91 0.09 --- - - --- -- 0.09 8.23 0.12 241.91 0.09 ---- - ---- ---- - 0.09 8.25 0.12 241.92 0.09 -- - - - - 0.09 8.27 0.12 241.92 0.09 ----- - ---- ----- -- 0.09 8.28 0.12 241.92 0.09 --- - - - - 0.09 8.30 0.12 241.92 0.09 ---- - - --- - 0.09 8.32 0.12 241.92 0.09 - - - ----- - 0.09 8.33 0.12 241.93 0.09 -- - --- -- - 0.09 8.35 0.13 241.93 0.09 - - - - - 0.09 8.37 0.13 241.93 0.09 ---- - ---- ---- - 0.09 8.38 0.13 241.93 0.09 - - - - - 0.09 8.40 0.13 241.94 0.09 - - - - - 0.09 8.42 0.13 241.94 0.09 - - - - - 0.09 8.43 0.13 241.94 0.10 -- - -- --- - 0.10 8.45 0.13 241.94 0.10 - - - - - 0.10 8.47 0.13 241.95 0.10 - - -- ---- - 0.10 8.48 0.13 241.95 0.10 - - - - - 0.10 8.50 0.13 241.95 0.10 -- - -- - - 0.10 8.52 0.13 241.95 0.10 - - - - 0.10 8.53 0.14 241.96 0.10 - - - - - 0.10 8.55 0.14 241.96 0.10 ---- - - - - 0.10 8.57 0.14 241.96 0.10 -- - -- --- - 0.10 8.58 0.14 241.97 0.10 - - - - - 0.10 8.60 0.14 241.97 0.10 -- - - - - 0.10 8.62 0.14 241.97 0.10 - - - - - 0.10 8.63 0.14 241.97 0.10 -- - - -- - - 0.10 8.65 0.14 241.98 0.10 - - - -- - 0.10 8.67 0.14 241.98 0.10 ____ - ____ ___ - 0.10 8.68 0.14 241.98 0.10 - - - - - 0.10 8.70 0.14 241.99 0.10 -- - --- -- - 0.10 8.72 0.15 241.99 0.10 -- - -- -- - 0.10 8.73 0.15 241.99 0.10 --- - ---- -- --- 0.10 8.75 0.15 242.00 0.10 - - - ---- - 0.10 8.77 0.15 242.00 0.10 ----- - -- -- - 0.10 8.78 0.15 242.00 0.10 - - - - - 0.10 8.80 0.15 242.00 0.10 ---- - --- --- - 0.10 8.82 0.15 242.00 0.10 -- - - -- - 0.10 8.83 0.15 242.01 0.10 --- - - --- - 0.10 8.85 0.15 242.01 0.10 --- - - -- - 0.10 8.87 0.15 242.01 0.10 -- - ---- ---- - 0.10 8.88 0.16 242.01 0.10 - - - - - 0.10 8.90 0.16 242.01 0.10 -- - - -- - 0.10 8.92 0.16 242.02 0.11 - - - ---- - 0.11 8.93 0.16 242.02 0.11 -- - - --- - 0.11 8.95 0.16 242.02 0.11 - - - - - 0.11 8.97 0.16 242.02 0.11 - - - - - 0.11 Confinues on next page... Page u Hydrograph Discharge Table Time kn0ovv Elevation CuIv'A CuIv' B CoUv'C WairA WeirB We[rC Outflow (hns) (ofs) (ft) (ofS) (ofs) (ofS) (cfS) (ofs) WS) (utS) 8.98 0.18 242.02 0.11 --- --- --- --- -__ 0.11 9.00 0.18 242.03 0.11 --- --- --- --- --- 0.11 8.02 0.16 242.03 0.11 --- --- --- --- --- 0.11 8.03 0.16 242.03 0.11 ---- --- --- --- --- 0.11 9.05 0.16 242.03 OA1 --- --- --' --- --- 0.11 9.07 0.17 342.03 0.11 --- --- --- --' --' 0.11 8.08 0.17 242.04 0.11 --- --- --- --- --- 0.11 9.10 0.17 242.04 0.11 --- --- --- --- --- 0.11 9.12 0.17 242.04 0.11 ---- --- --- --- --- 0.11 9.13 0.17 242.04 0.11 --- --- --- --- --- 0.11 9.15 0.17 242.04 0.11 --- --' --- --- --- 0.11 9.17 0.17 242.05 0.11 --- --- --- --- --- 0.11 9.18 0.17 242.05 0.11 --- --- --- --- --- 0.11 9.20 0.17 242.05 0.11 --- --- --- --- --- 0.11 9.22 0.17 242.05 0.11 --- --- --- --- --- 0.11 9.23 0.18 242.06 0.11 --- --- --- --- --- 0.11 9.25 0.18 242.08 0.11 '-- --- --- --- --- 0.11 9.37 0.18 242.06 0.11 --- --- --- --- --' 0.11 8.28 0.18 242.06 0.11 --- --- --- --- --- 0.11 9.30 0.18 242.07 0.11 --- --- --- --- --- 0.11 9'32 O.18 �^ n 2'O7 .11 011 ����������m»`�p� 'p�a 9.33 0.18 242.07 0.11 --- --- --- --- --- 0.11 9.35 0.18 242.07 0.11 --- --- --- --- --- 0.11 9.37 0.18 342.08 0.11 --- --- --- --- --- 0.11 8.38 0.18 342.08 0.11 --- --- --- --- --- 0.11 9.40 0.19 242.08 0.11 --- --- --- --- --- 0.11 842 0.18 242.08 0.11 --- --- --- --- --- 0.11 9.43 0.19 242.09 0.11 --- --- --' --- --- 0.11 8.45 0.19 242.00 0.11 --- --- --- --- --- 0.11 9.47 0.19 242.09 0.11 --- --- --- --- --- 0.11 9.48 0.19 242.09 0.11 -- -- -- -- -- 0.11 9.50 0.19 242.10 0.11 --- --- --- --- --- 0.11 9.62 0.19 242.10 0.12 --- --' --- --- --- 0.12 9.53 0.19 242.10 0.12 --' --- --- --- --' 0.12 9.55 0.19 242.10 0.12 --- --' --- --- --- 0.12 9.57 0.19 242.11 0.12 --' --- --- --- --- 0.12 9.58 0.20 242.11 0.12 --' --- --' --' --- 0.12 8.60 0.20 242.11 0.12 --- --- --- --- --- 0.12 9.62 0.20 242.12 0.12 --- --- --- --- --- 0.12 9.63 0.20 242.12 0.12 --- --- --- --- --- 0.12 8.65 0.30 242.12 0.12 --- --- --- --' --- 0.12 9.67 0.30 342.12 0.12 --- --- --- --- --- 0.12 9.88 020 242.13 0.12 --- --- --- --- --- 0.12 970 0.20 242.13 0.12 --- --- --- --- --- 0.13 972 0.20 242.13 0.12 --- --- --- --- --- 0.12 973 0.30 242.14 0.12 --- --- --' --- --- 0.12 975 021 242.14 0.12 --- --- --- --- --- 0.12 977 0.21 242.14 0.12 --- --- --- --- --- 0.12 9.78 0.21 242.15 0.12 --- --- --' --- --- 0.12 Continues on next page.. �~°��� Page 9 Hydrograph Discharge Table Time Inflow Elevation CUIv.A CUIv. B Culy.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs (cfs) (cfs) (cfs) (cfs) (cfs) 9.80 0.21 242.15 0.12 -- -- ----- - ---- 0.12 9.82 0.21 242.15 0.12 - - -- - - 0.12 9.83 0.21 242.16 0.12 --- --- ---- - -- 0.12 9.85 0.21 242.16 0.12 -- - --- - - 0.12 9.87 0.21 242.16 0.12 -- - -- - ---- 0.12 9.88 0.21 242.17 0.12 -- - - - -- 0.12 9.90 0.21 242.17 0.12 ---- --- ----- - - 0.12 9.92 0.22 242.17 0.12 - - - - - 0.12 9.93 0.22 242.18 0.12 - --- --- - -- 0.12 9.95 0.22 242.18 0.12 - - -- - -- 0.12 9.97 0.22 242.18 0.12 -- --- -- - -- 0.12 9.98 0.22 242.19 0.13 - -- -- - - 0.13 10.00 0.22 242.19 0.13 - - -- - - 0.13 10.02 0.22 242.19 0.13 - - - - - 0.13 10.03 0.22 242.20 0.13 - - -- - - 0.13 10.05 0.22 242.20 0.13 - - - - - 0.13 10.07 0.23 242.20 0.13 --- - -- - - 0.13 10.08 0.23 242.21 0.13 - - - - - 0.13 10.10 0.23 242.21 0.13 - -- --- - - 0.13 10.12 0.23 242.21 0.13 - - - - - 0.13 10.13 0.23 242.22 0.13 0.13 10.15 0.23 242.22 0.13 - - - - - 0.13 10.17 0.24 242.22 0.13 - - - - - 0.13 10.18 0.24 242.23 0.13 - - - - - 0.13 10.20 0.24 242.23 0.13 ---- - ---- - - 0.13 10.22 0.24 242.24 0.13 - - - - - 0.13 10.23 0.24 242.24 0.13 -- - --- - - 0.13 10.25 0.25 242.24 0.13 -- - - - - 0.13 10.27 0.25 242.25 0.13 ---- - ----- - - 0.13 10.28 0.25 242.25 0.13 - - - - - 0.13 10.30 0.25 242.26 0.13 ---- -- ---- - - 0.13 10.32 0.25 242.26 0.13 - - - - - 0.13 10.33 0.26 242.27 0.13 -- -- -- - -- 0.13 10.35 0.26 242.27 0.13 - -- --- - - 0.13 10.37 0.26 242.27 0.13 - -- -- -- - 0.13 10.38 0.26 242.28 0.13 -- - -- - -- 0.13 10.40 0.26 242.28 0.13 -- -- ---- - - 0.13 10.42 0.27 242.29 0.14 - - - - - 0.14 10.43 0.27 242.29 0.14 -- -- - - ---- 0.14 10.45 0.27 242.30 0.14 --- ---- -- --- 0.14 10.47 0.27 242.30 0.14 --- -- -- -- -- 0.14 10.48 0.27 242.31 0.14 - - -- - -- 0.14 10.50 0.27 242.31 0.14 --- -- ----- -- -- 0.14 10.52 0.28 242.32 0.14 - - - - - 0.14 10.53 0.28 242.32 0.14 --- -- --- - - 0.14 10.55 0.28 242.33 0.14 --- - -- - - 0.14 10.57 0.28 242.33 0.14 --- - - - -- 0.14 10.58 0.28 242.34 0.14 - - - - - 0.14 10.60 0.29 242.34 0.14 - - - - - 0.14 Continues on next page... Page 10 y rograh Discharge Table Time Inflow Elevation CUIv.A CuIv. B CUIv.C WeirA Weir B Weir C Outflow (hrs) (cfs) ( ) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 10.62 0.29 242.35 0.14 ---- - ---- -- -- 0.14 10.63 0.29 242.35 0.14 ---- - -- - ---- 0.14 10.65 0.29 242.36 0.14 --- - ----- - --- 0.14 10.67 0.29 242.36 0.14 --- - - - - 0.14 10.68 0.30 242.37 0.14 --- - ---- - - 0.14 10.70 0.30 242.37 0.14 --- - - - -- 0.14 10.72 0.30 242.38 0.14 ---- - --- -- --- 0.14 10.73 0.30 242.39 0.14 --- - --- - --- 0.14 10.75 0.30 242.39 0.15 ---- - -- - - 0.15 10.77 0.31 242.40 0.15 - - - - -- 0.15 10.78 0.31 242.40 0.15 - - - - -- 0.15 10.80 0.31 242.41 0.15 --- - - - -- 0.15 10.82 0.31 242.41 0.15 --- - ----- - - 0.15 10.83 0.31 242.42 0.15 --- - - - - 0.15 10.85 0.32 242.43 0.15 -- - - - - 0.15 10.87 0.32 242.43 0.15 - - - - - 0.15 10.88 0.32 242.44 0.15 - - - - - 0.15 10.90 0.32 242.44 0.15 - - - - - 0.15 10.92 0.32 242.45 0.15 ---- - --- - - 0.15 10.93 0.33 242.46 0.15 - - - - -- 0.15 10.95 0.33 242.46 0.15 ., -- - - --- _ 0.15 10.97 0.33 242.47 0.15 - - - - - 0.15 10.98 0.33 242.48 0.15 - - - --- 0.15 11.00 0.33 242.48 0.15 -- - - - -- 0.15 11.02 0.34 242.49 0.15 ---- - ---- --- -- 0.15 11.03 0.34 242.50 0.15 ---- - - - - 0.15 11.05 0.34 242.50 0.16 --- - ---- - -- 0.16 11.07 0.35 242.51 0.16 - - - - - 0.16 11.08 0.35 242.52 0.16 -- - - - -- 0.16 11.10 0.36 242.52 0.16 -- - - - - 0.16 11.12 0.36 242.53 0.16 ---- - ----- -- --- 0.16 11.13 0.37 242.54 0.16 --- - - - -- 0.16 11.15 0.38 242.55 0.16 ---- - -- -- - 0.16 11.17 0.38 242.55 0.16 - - - - - 0.16 11.18 0.39 242.56 0.16 -- - - - -- 0.16 11.20 0.40 242.57 0.16 --- - - - - 0.16 11.22 0.41 242.58 0.16 ---- - ---- - --- 0.16 11.23 0.41 242.59 0.16 -- - - - --- 0.16 11.25 0.42 242.60 0.16 --- - -- - -- 0.16 11.27 0.43 242.61 0.16 --- - - - - 0.16 11.28 0.44 242.62 0.16 -- - - - - 0.16 11.30 0.44 242.63 0.17 - - -_ - - 017 11.32 0.45 242.64 0.17 -- - ---- --- --- 0.17 11.33 0.46 242.65 0.17 -- - -- - ----- 0.17 11.35 0.47 242.66 0.17 --- - --- - ---- 0.17 11.37 0.47 242.67 0.17 ---- - - - ---- 0.17 11.38 0.48 242.68 0.17 --- - - - -- 0.17 11.40 0.49 242.69 0.17 ---- - - - -- 0.17 11.42 0.50 242.70 0.17 -- - - -- - 017 Confinues on next page... Page 11 Hydrograph Discharge Table Time Inflow Elevation CuhcA Cuk/. B Cuhv.0 WeirA WeirB WeirC Outflow (brs) (ofS) (ft) (nfs) (cfs) (Cfs) (CfS) (Cfs) (Cfs) (cfo) 11.43 0.50 24271 017 --- --- --- --- --- 0.17 11.45 0.51 242.72 0.17 --- --- --- --- --- 0.17 1147 0.52 24274 0.17 --- --- --- --- --- 0.17 11.48 0.53 242.75 0.18 --- --- --- --- --- 0.18 11.50 0.53 242J6 0.18 --- --- --- --- --- 0.18 11.52 0.54 24277 0.18 --- --- --- --- --- 0.18 11.63 0.58 24278 0.18 --- --- --- --- --- 0.18 11.55 0.58 242.80 0.18 --- --- --- --- --- 0.18 11.57 0.61 242.82 0.18 --- --- --- --- --- 0.18 11.58 0.65 242.83 0.18 --- --- --- --- --- 0.18 11.60 070 242.85 0.18 --- --- --- --- --- 0.18 11.62 075 242.87 0.18 --- --' --- --- --- 0.18 11.63 0.83 243.89 0.19 --- --- --- --- --- 0.19 11.65 0.88 242.81 0.19 --- --- --- --- --- 0.19 11.67 0.95 242.94 0.18 --- --- --- --- --- 0.19 11.68 1.02 242.87 0.18 --- --- --- --- --- 0.19 11.70 1.10 243D0 0.19 --- --' --- --- --- 0.19 1172 1.17 243.03 0.20 --' --- --- --- --- 0.20 1173 124 243.07 020 --' --- --- --' --- 0.20 1175 1.31 243.11 0.20 --- --- --- --- --- 0.20 11.77 1.38 24.3^15�u��m�D�O ,_ �___ --- --- --- --- ���xO'2D ����`#��''���`,m*��,�� 11.78 1.45 243.19 ` - 0.21 --- --- --- --- --- 0.21 1180 1.52 243.24 0.21 --- --- --- --- --- 0.21 11.82 1.59 24329 0.21 --- --- --- --- --- 0.31 11.83 1.66 243.34 0.22 --- --- --- --- --- 022 11.85 1.74 243.39 0.22 --- --- --- --- --- 0.22 11.87 1.81 243.45 0.22 --- --- --- --- --- 022 11.88 1.88 243.50 0.33 --- --- --- --- --- 023 11.90 1.95 243.56 0.23 --- --- --- --- --' 0.33 11.92 2.04 243.63 0.23 --- --- --- --' --- 0.23 11.93 2.16 243.69 024 --- --- --- --- --- 024 11.85 2.34 24376 0.24 --- --- --- --' --- 0.24 11.97 2.60 243.82 024 --- --- --- --- --- 0.24 11.88 2.95 243.88 0.25 --- --- --- --- --- 0.25 12.00 3.38 243.95 0.25 --- --- --- --- --- 0.25 12.02 3.84 244.03 0.26 --- --- --- --- --- 026 12.03 427 244.10 0.26 --- --' --- --- --- 026 12.05 4.60 244.18 0.26 --- --- --- --- --- 0.26 12.07 4.78<< 24426 0.27 --- --- --- --- --- 0.27 12.08 472 244.34 0.27 --- --- --- --- --- 0.27 12.10 4.52 24442 0.28 --- '-- --- --' --- 0.28 12.12 4.18 344.50 0.28 --- 0.28 12.13 3.77 244.57 028 --- --- 0.04 --- --- 0.32 12.15 3.34 244.63 0.29 --- --- 0.10 --- --- 039 12.17 2.95 244.88 0.29 --- --- 0.48 --- --- 076 12.18 2.64 24471 0.38 --- --- 0.75 --- --- 1.04 12.20 2.40 24474 0.29 --- --- 0.95 --- --- 124 12.22 221 244.76 029 --- --- 1.13 --- --- 1.42 1223 2.08 244.77 0.29 --- --- 128 --- --- 1.57 Continues on next page... �� � � Page 12 Hydrograph Discharge Table Time Inflow Elevation CUIv.A CUIv. B CUIv.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 12.25 1.98 244.78 0.29 ---- - 1.37 - -- 1.67 12.27 1.91 244.78 0.29 - - 1.43 -- -- 1.72 12.28 1.83 244.78 0.29 -- - 1.46 -- -- 1.76 12.30 1.76 244.78 0.29 - - 1.47 - -- 1.76<< 12.32 1.69 244.78 0.29 ---- - 1.46 --- --- 1.76 12.33 1.62 244.78 0.29 --- - 1.44 - - 1.74 12.35 1.55 244.78 0.29 ---- - 1.41 --- ----- 1.70 12.37 1.48 244.78 0.29 -- - 1.37 - - 1.66 12.38 1.41 244.77 0.29 --- - 1.33 - -- 1.62 12.40 1.33 244.77 0.29 - - 1.27 - - 1.57 12.42 1.26 244.76 0.29 -- - 1.22 -- ---- 1.51 12.43 1.19 244.76 0.29 --- - 1.16 -- - 1.45 12.45 1.12 244.75 0.29 ---- - 1.10 --- --- 1.39 12.47 1.05 244.75 0.29 - - 1.04 - - 1.33 12.48 0.98 244.74 0.29 - - 0.99 -- ---- 1.29 12.50 0.90 244.74 0.29 - - 0.95 - - 1.24 12.52 0.83 244.73 0.29 -- - 0.90 --- - ---- 1.19 12.53 0.77 244.72 0.29 -- - 0.84 -- -- 1.13 12.55 0.71 244.72 0.29 --- - 0.79 - - 1.08 12.57 0.66 244.71 0.29 - - 0.74 - - 1.03 12.58 _0.62 244.70 . 0.29 -- - 0.69 - - 0.97 12.60 0.60 244.70 0.29 ,- - 0.64 --- - 0.92 12.62 0.57 244.69 0.29 - - 0.59 - - 0.88 12.63 0.56 244.69 0.29 - - 0.55 - - 0.84 12.65 0.55 244.68 0.29 -- - 0.51 -- --- 0.80 12.67 0.54 244.68 0.29 - - 0.47 - - 0.76 12.68 0.53 244.67 0.29 - - 0.44 - -- 0.73 12.70 0.53 244.67 0.29 - - 0.42 - -- 0.70 12.72 0.52 244.67 0.29 -- - 0.39 --- --- 0.68 12.73 0.51 244.66 0.29 - - 0.37 - - 0.66 12.75 0.50 244.66 0.29 --- - 0.35 --- ---- 0.64 12.77 0.50 244.66 0.29 - - 0.33 - ---- 0.62 12.78 0.49 244.66 0.29 - - 0.31 - -- 0.60 12.80 0.48 244.65 0.29 --- - 0.30 - --- 0.58 12.82 0.47 244.65 0.29 - - 0.28 --- --- 0.57 12.83 0.47 244.65 0.29 ---- - 0.27 --- -- 0.56 12.85 0.46 244.65 0.29 ---- - 0.26 -- -- 0.54 12.87 0.45 244.65 0.29 - - 0.24 - - 0.53 12.88 0.44 244.65 0.29 --- - 0.23 - - 0.52 12.90 0.44 244.64 0.29 --- - 0.22 -- -- 0.51 12.92 0.43 244.64 0.29 --- - 0.21 --- - 0.50 12.93 0.42 244.64 0.29 --- - 0.20 - - 0.49 12.95 0.41 244.64 0.29 ---- - 0.19 -- --- 0.48 12.97 0.41 244.64 0.29 --- - 0.18 - -- 0.47 12.98 0.40 244.64 0.29 -- - 0.17 -- - 0.46 13.00 0.39 244.64 0.29 ---- - 0.17 -- --- 0.45 13.02 0.38 244.64 0.29 --- - 0.16 ---- --- 0.44 13.03 0.38 244.63 0.29 ---- - 0.15 - -- 0.43 13.05 0.37 244.63 0.29 -- - 0.14 - - 0.43 Continues on next page... Page 13 Hy ro rah Discharge Table Time Inflow Elevation Culv.A Culy. B Cult'.C Weir A Weir B Weir C Outflow (hrs) (cfs) ( ) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 13.07 0.36 244.63 0.29 ---- --- 0.13 ---- ---- 0.42 13.08 0.36 244.63 0.29 --- --- 0.12 --- - 0.41 13.10 0.36 244.63 0.29 ----- --- 0.12 -- - 0.40 13.12 0.35 244.63 0.29 --- -- 0.11 - - 0.40 13.13 0.35 244.63 0.29 - -- 0.10 -- -- 0.39 13.15 0.35 244.63 0.29 --- -- 0.10 -- - 0.38 13.17 0.35 244.63 0.29 ---- ----- 0.09 --- - 0.38 13.18 0.34 244.63 0.29 -- - 0.09 - - 0.37 13.20 0.34 244.63 0.29 -- -- 0.09 - - 0.37 13.22 0.34 244.63 0.29 ---- -- 0.08 - - 0.37 13.23 0.34 244.63 0.29 ---- - 0.08 - - 0.36 13.25 0.34 244.63 0.29 ---- -- 0.07 -- - 0.36 13.27 0.33 244.62 0.29 ---- --- 0.07 ----- - 0.36 13.28 0.33 244.62 0.29 - - 0.07 - - 0.36 13.30 0.33 244.62 0.29 -- -- 0.07 - - 0.36 13.32 0.33 244.62 0.29 -- - 0.07 - - 0.36 13.33 0.33 244.62 0.29 - - 0.07 - -- 0.36 13.35 0.33 244.62 0.29 -- - 0.07 - - 0.35 13.37 0.32 244.62 0.29 --- -- 0.07 -- - 0.35 13.38 0.32 244.62 0.29 - - 0.07 - - 0.35 13.40 0.32 244.62 0.29_. - - 0.07 0.35 "13.42 0.32 244.62 0.29 -- - 0.07 - - 0.35 w„ 13.43 0.32 244.62 0.28 -- --- 0.07 - - 0.35 13.45 0.31 244.62 0.28 -- - 0.07 - - 0.35 13.47 0.31 244.62 0.28 --- -- 0.07 -- -- 0.35 13.48 0.31 244.62 0.28 - - 0.07 - - 0.35 13.50 0.31 244.62 0.28 --- - 0.07 - - 0.35 13.52 0.31 244.62 0.28 - - 0.07 - - 0.35 13.53 0.30 244.61 0.28 -- - 0.07 - - 0.35 13.55 0.30 244.61 0.28 --- -- 0.06 - - 0.35 13.57 0.30 244.61 0.28 ----- --- 0.06 -- - 0.35 13.58 0.30 244.61 0.28 -- - 0.06 - - 0.35 13.60 0.30 244.61 0.28 - - 0.06 - - 0.35 13.62 0.29 244.61 0.28 -- -- 0.06 - - 0.35 13.63 0.29 244.61 0.28 ---- ---- 0.06 - - 0.35 13.65 0.29 244.61 0.28 - - 0.06 --- - 0.35 13.67 0.29 244.61 0.28 --- ---- 0.06 ---- - 0.35 13.68 0.29 244.61 0.28 --- - 0.06 - - 0.34 13.70 0.28 244.60 0.28 -- --- 0.06 - - 0.34 13.72 0.28 244.60 0.28 --- --- 0.06 - -- 0.34 13.73 0.28 244.60 0.28 -- -- 0.06 --- -- 0.34 13.75 0.28 244.60 0.28 --- ---- 0.06 -- - 0.34 13.77 0.28 244.60 0.28 -- ---- 0.06 ----- - 0.34 13.78 0.27 244.60 0.28 - -- 0.06 - - 0.34 13.80 0.27 244.60 0.28 -- --- 0.06 - - 0.34 13.82 0.27 244.60 0.28 -- --- 0.05 - -- 0.34 13.83 0.27 244.60 0.28 ---- --- 0.05 --- - 0.34 13.85 0.27 244.59 0.28 --- - 0.05 -- - 0.34 13.87 0.26 244.59 0.28 - - 0.05 - - 0.34 Confinues on next page... Page 14 Hydrograph Discharge Table Time Inflow Elevation CUIv.A Culy.B Culy.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 13.88 0.26 244.59 0.28 ---- - 0.05 ---- ---- 0.34 13.90 0.26 244.59 0.28 - - 0.05 - - 0.33 13.92 0.26 244.59 0.28 --- - 0.05 - --- 0.33 13.93 0.26 244.59 0.28 - - 0.05 - ---- 0.33 13.95 0.25 244.59 0.28 -- - 0.05 --- --- 0.33 13.97 0.25 244.58 0.28 --- - 0.05 -- - 0.33 13.98 0.25 244.58 0.28 ---- - 0.05 -- --- 0.33 14.00 0.25 244.58 0.28 - - 0.05 - - 0.33 14.02 0.25 244.58 0.28 --- - 0.05 -- - 0.33 14.03 0.25 244.58 0.28 -- - 0.04 -- - 0.33 14.05 0.24 244.58 0.28 -- - 0.04 --- ---- 0.33 14.07 0.24 244.57 0.28 - - 0.04 - -- 0.33 14.08 0.24 244.57 0.28 -- - 0.04 -- ---- 0.32 14.10 0.24 244.57 0.28 - - 0.04 - - 0.32 14.12 0.24 244.57 0.28 - - 0.04 - -- 0.32 14.13 0.24 244.57 0.28 - - 0.04 -- - 0.32 14.15 0.24 244.57 0.28 - - 0.04 - -- 0.32 14.17 0.23 244.57 0.28 - - 0.04 - -- 0.32 14.18 0.23 244.56 0.28 -- - 0.04 -- -- 0.32 14.20 0.23 244.56 0.28 - - 0.04 - - 0.32 14.22 0.23 244.56 0.28 - 0.03 - 0.32 14.23 0.23 244.56 0.28 - 0.03 =" - 0.32 14.25 0.23 244.56 0.28 - - 0.03 - ---- 0.31 14.27 0.23 244.56 0.28 - - 0.03 - - 0.31 14.28 0.23 244.55 0.28 ---- - 0.03 -- -- 0.31 14.30 0.23 244.55 0.28 - - 0.03 - - 0.31 14.32 0.23 244.55 0.28 - - 0.03 -- - 0.31 14.33 0.23 244.55 0.28 - - 0.03 - - 0.31 14.35 0.22 244.55 0.28 - - 0.03 -- -- 0.31 14.37 0.22 244.55 0.28 -- - 0.03 - - 0.31 14.38 0.22 244.54 0.28 -- - 0.03 - --- 0.31 14.40 0.22 244.54 0.28 - - 0.02 - - 0.31 14.42 0.22 244.54 0.28 - - 0.02 - - 0.30 14.43 0.22 244.54 0.28 - - 0.02 - ---- 0.30 14.45 0.22 244.54 0.28 - - 0.02 -- --- 0.30 14.47 0.22 244.54 0.28 - - 0.02 - - 0.30 14.48 0.22 244.54 0.28 --- - 0.02 -- - 0.30 14.50 0.22 244.53 0.28 - - 0.02 - - 0.30 14.52 0.22 244.53 0.28 --- - 0.02 - - 0.30 14.53 0.21 244.53 0.28 - - 0.02 - ----- 0.30 14.55 0.21 244.53 0.28 -- - 0.02 ---- --- 0.30 14.57 0.21 244.53 0.28 -- - 0.02 - -- 0.30 14.58 0.21 244.53 0.28 ---- - 0.01 ---- ---- 0.30 14.60 0.21 244.52 0.28 - - 0.01 - - 0.29 14.62 0.21 244.52 0.28 --- - 0.01 - - 0.29 14.63 0.21 244.52 0.28 -- - 0.01 - ----- 0.29 14.65 0.21 244.52 0.28 -- - 0.01 -- -- 0.29 14.67 0.21 244.52 0.28 - - 0.01 - -- 0.29 14.68 0.21 244.52 0.28 - - 0.01 - - 0.29 Continues on next page... 3- 3s Page 1s Hydrograph Discharge Table Time Inflow Elevation Cuhr'A Colv. 13 Cu|v'C WeirA WeirB WeirC Outflow (hrs) (CtS) (ft) (c0s) (Cfs) (nfs) (CfS) (cfS) (CfS) (ofS) 14.70 0.20 244.51 0.38 --- --- 0.01 --- --- 029 1472 0.20 244.51 0.28 --- --- 0.01 --- --- O'2B 14.73 0.30 244.51 0.28 --- --- 0.01 --- --- 028 1476 0.20 244.51 0.28 --- --- 0.01 --- --- 029 14.77 0.20 244.51 0.28 --- --- 0.00 --- --- D'28 14.78 020 244.51 028 '-- ---' 0.00 --- --- 028 14.80 0.20 244.51 0.28 --- --- 0.00 --- --- 028 14.82 0.20 244.50 0.28 --- / --- 0.00 --- --- 028 14.83 0.20 244.50 0.28 --- --- 0.00 --- --- 028 14.85 O2O 244.50 0.28 --- --- 0.00 --- --- O'2D 14.87 0.20 244.50 0.28 --- --- --- __- _-_ 028 14.88 0.18 244.50 O20 --- --- --- __- __- O'28 14SO U10 �445O D28 ' � � � � --- --- --- --- --- O38 1492 O1S �4448 O28 � ' ' ' � --- --- --- --- --- O28 14&3 O1S 24449 0�8 ' � � � � --- --- --- --- --- O28 14.95 0.18 24448 0.28 --- --' --- __- __- O'28 14.97 0.19 244.49 0.28 --- --- --- __- __- 0.28 14.98 0.10 244.49 0.28 --- --- --- __- __- 0.28 15.00 0.19 244.49 0.28 --- --- --- ___ __- 0.28 15.02 0.10 244.48 0.28 --- --- --- __- __' 0.38 15.03 0.19 .._344�8O,�8 -- --- __- __- � 0.28��u���^����n'� ' 15O5 O1S -~-�444B O�28 � � � --- --- --- --- --- 0.28 15.07 0.18 244.48 028 --- --- --- ___ __- 0.28 15.08 0.18 244.48 0.28 --- --- --- __- __- 0.28 15.10 0.18 244.48 0.28 --- --- --- __- __- 0.28 15.12 0.18 244.47 0.28 --- --- --- ___ __- 0.28 15.13 0.10 244.47 0.38 --- --- --- ___ ___ 0.28 15.15 0.18 244.47 0.28 --- --- --- --- __- 0.28 15.17 0.18 244.47 028 --- --- --- -_' __- 0.28 15.18 0.18 244.47 0.28 --- --- --- --- __- 0.20 15.20 0.18 244.48 0.28 --- --- --- __- _-_ 0.28 15.22 0.18 244.46 0.28 --- --- --- --- __- 028 15.23 0.17 24446 028 --- --' --- __- __' 0.28 1525 0.17 244.46 028 --- --- --- ___ __- 0.28 15.27 0.17 244.46 0.28 --- --- --- --- __- 0.28 15.38 0.17 244.45 0.28 --- --- --- -_- __- 0.28 1530 0.17 344.45 0.28 --- --- --- __- _-_ 0.28 15.32 0.17 244.45 028 --- --- --- __- __- 0.28 1533 0.17 244.45 028 --- --- --- _-- ___ 0.28 15.35 0.17 244.45 0.28 --- --- --- __- __- 028 1537 0.17 244.44 0.28 0.28 15.38 0.17 244.44 028 0.28 15.40 0.17 244.44 0.28 --- --- --- --- __- 0.28 1542 0.16 244.44 0.28 --- --- --- --- ___ 0.28 15.43 0.16 244.44 0.28 --- --- --- --- __- 0.28 1545 0.16 244.43 0.28 --- --- --- -_' __' 0.28 15.47 0.16 244.43 0.28 --- --- --- --- __- 0.28 15.48 0.16 244.43 0.28 --- --- --- --- ___ 0.28 15.50 0.16 24443 0.28 --- --- --- --- __- 0.38 Continues onnextpago... Page 16 Hydrograph Discharge Table Time Inflow Elevation CUIv.A CUIv.B CUIv. C Weir A Weir B Weir C Outflow (hrs) (cfs) ( ) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 15.52 0.16 244.43 0.28 ---- - ---- ---- ----- 0.28 15.53 0.16 244.42 0.28 -- - -- - - 0.28 15.55 0.16 244.42 0.28 ---- - -- -- -- 0.28 15.57 0.16 244.42 0.28 - - - - - 0.28 15.58 0.16 244.42 0.28 --- - -- ---- -- 0.28 15.60 0.15 244.41 0.28 --- - ---- -- --- 0.28 15.62 0.15 244.41 0.28 --- - ---- ---- - 0.28 15.63 0.15 244.41 0.27 - - - -- - 0.27 15.65 0.15 244.41 0.27 --- - -- -- - 0.27 15.67 0.15 244.41 0.27 - - - - - 0.27 15.68 0.15 244.40 0.27 --- - - -- - 0.27 15.70 0.15 244.40 0.27 - - - --- - 0.27 15.72 0.15 244.40 0.27 -- - --- ---- - 0.27 15.73 0.15 244.40 0.27 - - -- - - 0.27 15.75 0.15 244.39 0.27 - - --- - - 0.27 15.77 0.14 244.39 0.27 - - -- - - 0.27 15.78 0.14 244.39 0.27 - - - - - 0.27 15.80 0.14 244.39 0.27 - - - - --- 0.27 15.82 0.14 244.38 0.27 --- - --- - - 0.27 15.83 0.14 244.38 0.27 - - - - - 0.27 15.85 0.14 244.38 0.27 ,_ - - -- - 0.27 15.87 0.14 244.38 0.27 - - = 0.27 15.88 0.14 244.37 0.27 - - -- -- - 0.27 15.90 0.14 244.37 0.27 -- - -- - - 0.27 15.92 0.14 244.37 0.27 - - --- ----- --- 0.27 15.93 0.14 244.37 0.27 - - - - - 0.27 15.95 0.13 244.36 0.27 - - - -- - 0.27 15.97 0.13 244.36 0.27 - - - --- - 0.27 15.98 0.13 244.36 0.27 - - - - -- 0.27 16.00 0.13 244.36 0.27 -- - - - -- 0.27 16.02 0.13 244.35 0.27 -- - ---- --- - 0.27 16.03 0.13 244.35 0.27 - - - - - 0.27 16.05 0.13 244.35 0.27 - - - - - 0.27 16.07 0.13 244.35 0.27 - - - - - 0.27 16.08 0.13 244.34 0.27 ---- - -- - -- 0.27 16.10 0.13 244.34 0.27 -- - --- - ----- 0.27 16.12 0.13 244.34 0.27 ---_ - ___ -_ ___ 0.27 16.13 0.13 244.33 0.27 -- - - - - 0.27 16.15 0.13 244.33 0.27 -- - --- - - 0.27 16.17 0.13 244.33 0.27 - - - - - 0.27 16.18 0.12 244.33 0.27 ---- - -- -- - 0.27 16.20 0.12 244.32 0.27 -- - -- - -- 0.27 16.22 0.12 244.32 0.27 --- - --- ---- --- 0.27 16.23 0.12 244.32 0.27 - - - --- - 0.27 16.25 0.12 244.32 0.27 - - - -- - 0.27 16.27 0.12 244.31 0.27 - - - -- - 0.27 16.28 0.12 244.31 0.27 - - --- -- --- 0.27 16.30 0.12 244.31 0.27 - - - --- - 0.27 16.32 0.12 244.30 0.27 - - - - - 0.27 Continues on next page... 3® 1 Page 17 Hydrograph Discharge Table Time Inflow Elevation Cmhr'A Cu|v' B CoIn'C Wa[rA WeirB WairC Outflow (hrs) (cfm) (ft) (ofs) (ofs) (ofS) (ofs) (nfs) (mfa) (Cfs) 18.33 0.12 244.30 0.27 --- --- --- __- __- 027 18.35 0.12 244.30 0.37 --- --- --- __- __- 0.27 16.37 0.12 344.30 0.27 --- --- --- __- _-_ 0.27 18.38 0.12 244.28 0.27 --- --- --- __- 0.37 16.40 0.12 244.20 0.27 --- --- --- __- -__ 0.27 16.42 0.12 244.38 0.27 --- --- --- ___ ___ 0.27 1643 0.13 244.28 027 --' --- --- -__ __- 0.27 16.45 0.12 24428 0.27 --- --- --- __- __- 0.27 16.47 0.12 244.28 0.27 --- --- --- _-_ __- 0.27 1848 0.12 244.28 027 --- --- -'- -__ ___ 0.27 16.50 0.13 244.27 0.27 --- --- --- ___ _-_ 0.37 16.52 0.12 244.27 0.27 --- --- --- __- __- 0.37 16.53 0.12 244.27 0.27 --- --- --- --_ _-_ 0.27 18.55 0.12 244.26 0.37 --- --- --- __- __- 0.27 16.57 0.12 244.26 027 --- --- --- -__ -__ 0.27 16.58 0.12 244.26 0.27 --- --- --- --- __- 0.27 16.60 0.11 24428 0.27 --- --- --- -_- ___ 0.27 1682 0.11 24425 0.37 --- --- --- --- -_- 0.27 18.63 0.11 244.25 0.27 --- --- --- --- __- 0.27 16.66 0.11 244.26 0.27 --- --- --- --- __- 0.27 16.67 0.11 ' �244 27 _- --- �--- --- --- ^'' ` ��O��7����'�w`.�m»�,���' 1GS8 D1� ~~�u4- -�7 ~- '- ` � � ^*�~�� »- --- --- --- --- --- 0.27 1870 0.11 244.24 0.27 --- --' _-- --- -__ 0.27 1672 0.11 24424 0.27 --- --- --- --- __- 0.27 16.73 0.11 244.23 0.27 --- --- --- --- --- 0.27 1875 0.11 244.23 027 --- --- --- --- __- 0.27 1677 0.11 244.23 027 --- --- --- --- --- 0.27 1878 0.11 244.22 0.27 --' --- --- --- __' 0.27 16.80 0.11 244.22 0.27 --- --- --- --' --- 0.27 16.82 0.11 24422 027 --- --- --- --- --- 0.27 16.83 0.11 244.22 0.27 --- --- --- --- --- 0.27 18.85 0.11 24421 0.27 --- --- --- --- --' 0.27 18.87 0.11 244.21 026 --- --- --- --- --- 0.38 16.88 0.11 244.21 0.26 --' --- --- --- --- 0.36 16.80 0.11 244.20 0.26 --- --- --- --- --- 026 16.92 0.11 24420 0.26 --- --- --- --- --- 0.26 16.93 0.11 24420 0.26 --- --- --- --- --- 8.26 16.95 0.11 244.20 0.36 --- --- --- --- --- 0.28 18.87 0.11 244.19 0.26 --- --- --- --- --- 0.28 16.98 0.11 244.19 026 --- --- --- --- --- 0.20 17.00 0.10 244.19 0.26 0.26 17.03 0.10 244.18 0.26 --- --- --- --- --- ' 0.26 17.03 0.10 344.18 0.28 --- --- --- --- --- 0.26 17.05 0.10 244.18 0.26 --- --- --' --- --- 0.26 17.07 0.10 244.17 0.26 --- --- --- --- --- 0.28 17.08 0.10 244.17 026 --- --- --- --- --- 0.26 17.10 0.10 244.17 0.36 --- --- -'- --- --- 0.26 17.13 0.10 244.17 026 --- --- --- --- --- 0.26 17.13 0.10 244.18 0.26 --- --- --- --- --- 0.28 Continues on next page... � �^� Page 18 Hydrograph Discharge Table Time Inflow Elevation CUIv.A Culy.B CUIv.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 17.15 0.10 244.16 0.26 -- ---- --- ---- ---- 0.26 17.17 0.10 244.16 0.26 - -- -- - - 0.26 17.18 0.10 244.15 0.26 -- ---- --- --- -- 0.26 17.20 0.10 244.15 0.26 -- ----- ---- -- ----- 0.26 17.22 0.10 244.15 0.26 - --- ---- -- - 0.26 17.23 0.10 244.14 0.26 --- --- -- --- -- 0.26 17.25 0.10 244.14 0.26 --- --- ---- -- - 0.26 17.27 0.10 244.14 0.26 - - - - ---- 0.26 17.28 0.10 244.13 0.26 - - --- - -- - 0.26 17.30 0.10 244.13 0.26 -- - - -- - 0.26 17.32 0.10 244.13 0.26 -- -- ----- --- -- 0.26 17.33 0.10 244.13 0.26 - - - -- -- -- 0.26 17.35 0.10 244.12 0.26 - ---- --- --- - 0.26 17.37 0.10 244.12 0.26 - - -- -- - 0.26 17.38 0.10 244.12 0.26 - - - - - 0.26 17.40 0.10 244.11 0.26 - - - -- - 0.26 17.42 0.09 244.11 0.26 -- --- -- -- - 0.26 17.43 0.09 244.11 0.26 - -- -- - - 0.26 17.45 0.09 244.10 0.26 - - -- - - 0.26 17.47 0.09 244.10 0.26 - - - - - 0.26 17.48 0.09 244.10 0.26 - - - - - 0.26 17.50 0.09 244.09 0.26 - -- -- - 0.26 17.52 0.09 244.09 0.26 - - - -- - 0.26 17.53 0.09 244.09 0.26 -- - - --- --- 0.26 17.55 0.09 244.09 0.26 ----- -- - -- - 0.26 17.57 0.09 244.08 0.26 - - - - - 0.26 17.58 0.09 244.08 0.26 - - - - - 0.26 17.60 0.09 244.08 0.26 - - --- - - 0.26 17.62 0.09 244.07 0.26 -- -- ----- --- - 0.26 17.63 0.09 244.07 0.26 - - - - --- 0.26 17.65 0.09 244.07 0.26 --- -- --- ---- -- 0.26 17.67 0.09 244.06 0.26 - - -- - - 0.26 17.68 0.09 244.06 0.26 - - ---- -- - 0.26 17.70 0.09 244.06 0.26 - - --- - - 0.26 17.72 0.09 244.05 0.26 -- -- --- -- --- 0.26 17.73 0.09 244.05 0.26 -- - -- - -- 0.26 17.75 0.09 244.05 0.26 --- -- ----- ---- - 0.26 17.77 0.09 244.04 0.26 - - --- -- - 0.26 17.78 0.09 244.04 0.26 - -- - - - 0.26 17.80 0.09 244.04 0.26 - - -- -- - 0.26 17.82 0.08 244.03 0.26 --- --- -- --- --- 0.26 17.83 0.08 244.03 0.26 -- -- -- --- - 0.26 17.85 0.08 244.03 0.26 -- --- --- --- - 0.26 17.87 0.08 244.02 0.26 -- -- -- - - 0.26 17.88 0.08 244.02 0.26 -- - -- - - 0.26 17.90 0.08 244.02 0.25 - - -- -- ---- 0.25 17.92 0.08 244.02 0.25 --- ---- -- ----- ---- 0.25 17.93 0.08 244.01 0.25 - - -- -- - 0.25 17.95 0.08 244.01 0.25 - - - - - 0.25 Continues on next page... ' ��1 Page 19 Hydrograph Discharge Table Time Inflow Elevation CUIv.A Culy.B CUIv.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 17.97 0.08 244.01 0.25 - ----- - --- ---- 0.25 17.98 0.08 244.00 0.25 - - - - - 0.25 18.00 0.08 244.00 0.25 ---- - --- - - ---- 0.25 18.02 0.08 243.99 0.25 - - - - -- 0.25 18.03 0.08 243.99 0.25 --- --- - ---- -- 0.25 18.05 0.08 243.99 0.25 - -- - - - 0.25 18.07 0.08 243.98 0.25 - -- - -- -- 0.25 18.08 0.08 243.98 0.25 - - - - - 0.25 18.10 0.08 243.97 0.25 - -- - - -- 0.25 18.12 0.08 243.97 0.25 - -- - - -- 0.25 18.13 0.08 243.96 0.25 - - - - -- 0.25 18.15 0.08 243.96 0.25 - - - - --- 0.25 18.17 0.08 243.96 0.25 - --- - -- --- 0.25 18.18 0.08 243.95 0.25 - - - - - 0.25 18.20 0.08 243.95 0.25 - - - - -- 0.25 18.22 0.08 243.94 0.25 - - - - - 0.25 18.23 0.08 243.94 0.25 - - - - -- 0.25 18.25 0.08 243.93 0.25 - - - - - 0.25 18.27 0.08 243.93 0.25 - - - - - 0.25 18.28 0.08 243.93 0.25 - - - - - 0.25 1.8.30 0.08 243.92 0.25 - - _ - 0.25 18.32 0.08 243.92 0.25 - - - = - 0.25 18.33 0.08 243.91 0.25 - -- -- -- 0.25 18.35 0.08 243.91 0.25 - - - -- -- 0.25 18.37 0.08 243.90 0.25 - - - - -- 0.25 18.38 0.08 243.90 0.25 - - - - - 0.25 18.40 0.08 243.90 0.25 -- - - - - 0.25 18.42 0.08 243.89 0.25 - - - - -- 0.25 18.43 0.08 243.89 0.25 -- - - -- -- 0.25 18.45 0.08 243.88 0.25 - - - - - - 0.25 18.47 0.08 243.88 0.25 - - - -- -- 0.25 18.48 0.08 243.87 0.25 - - - - - 0.25 18.50 0.08 243.87 0.25 ---- -- - - - 0.25 18.52 0.08 243.87 0.25 -- - - -- -- 0.25 18.53 0.08 243.86 0.25 - --- - -- -- 0.25 18.55 0.07 243.86 0.25 - - - --- - 0.25 18.57 0.07 243.85 0.25 -_- -- - ---- - 0.25 18.58 0.07 243.85 0.25 - - - - - 0.25 18.60 0.07 243.84 0.25 -- -__ - - --- 0.25 18.62 0.07 243.84 0.25 -- - - - ---- 0.25 18.63 0.07 243.84 0.25 -- ---- - --- --- 0.25 18.65 0.07 243.83 0.24 - - - -- - 0.24 18.67 0.07 243.83 0.24 -- - - -- - 0.24 18.68 0.07 243.82 0.24 - - - -- - 0.24 18.70 0.07 243.82 0.24 - - - - - 0.24 18.72 0.07 243.82 0.24 - - - -- ---- 0.24 18.73 0.07 243.81 0.24 --- --_- - ____ ___ 0.24 18.75 0.07 243.81 0.24 -- - - - --- 0.24 18.77 0.07 243.80 0.24 - - - - - 0.24 Confinues on next page... ' O Page ou HydrograHph Discharge Table Time Inflow Elevation Cmk,.A Cuh,' B Co|v-C WeirA WeirB WeirC Outflow (hns) (pts) (ft) (chs) (ofs) (ofs) (cfs) (ofs) (ofs) (CfS) 187B OO7 2�38D O24 � � � � --- --- --- --- --- O24 188O OO7 243�0 D�4 - � � � --- --- --- --- --- D24 1882 OO7 24378 O2� � � � . � --- --- --- --- --- O24 1883 DD7 24379 O24 ' � � . � --- --- --- --- --- D24 18D� OO7 24378 D24 � � � � � --- --- --- --- --- O24 1887 OO7 2437R O24 � � � � � -'- --- --- --- --- D24 188B O �� 243 �� O2� � � . � � --- --- --- --- --- O24 18SO OD7 24377 O24 ' � � . � --- --- --- --- --- O24 1893 OO7 2437G O24 � � � � � --- --- --- --- --- O24 18S3 � O� 2437G O24 � � ' � � --- --- --- --- --- O24 10B6 OO7 2437G O24 � � � � � --- --- --- --- --- D24 18H7 DO7 24375 O24 � � � � � --- --- --- --- --- O24 Y898 OO7 243 �5 O24 � . � � � --- --- --- --- --- O24 10DO OO7 24374 O24 ' � . � . --- --- --- --' --- O24 1SO2 OO7 �43 �3 D24 ' � � . � --- --- --- --- --- D24 19.03 0.07 24373 0.24 --- --- --- __- ___ 024 19O5 OO7 24372 D24 � � . � � --- --- --- --- --- O24 1SO7 OO7 24372 O24 � � � . � --- --- --- --- ---� O24 1BO8 OO7 24371 O24 ' � � � � --- --- --- --- --- O.24 191O OO7 24371 O24 � � � ' --- --- --- --- --- 0.24 `12 0.07 243.70 .(].24 ^O��� S 13 O�7 ' 243�Q O�4 ` � ___ --- --- --- --- 024 1915 0.07 243]69 0.24 --- --- --- _-_ __- 024 19.17 0.07 243.68 0.24 --- --- --- _-_ __- 0.24 10.18 0.07 243.68 0.24 --- --- --- __- __' 0.24 19.20 0.07 243.87 0.34 --- --- --- __- __- 0.24 19.22 0.07 243.68 0.24 --- --- --- __- __- 0.24 18.23 0.07 243.68 0.24 --- --- --- __- __- 0.24 1925 0.07 243.65 0.23 --- --- --- -__ ___ 0.23 1927 0.07 243.65 0.23 --- --- --- __- __- 0.23 10.28 0.07 343.64 0.33 --- --- --- _-_ __- 023 19.30 0D7 243.63 0.23 --- --- --- __- __- 0.23 18.32 0.07 243.63 023 --- --- --- __- __- 0.23 19.33 0.07 243.62 0.23 --- --- --- __- __- 0.23 19.35 0.07 243.62 0.33 --- --- --- _-_ __- 0.23 1937 0.07 243.81 0.23 --- --- --- _-_ __- 023 19.38 0.07 243.60 0.23 --- --- --- __- __- 0.23 19.40 0D7 343.60 0.23 --- --- --- __- __- 0.23 19.42 0.07 243.59 0.23 --- --- --- __- ___ 0.23 1943 0.07 243.59 0.23 --- --- --- _-_ __- 023 18.45 0.07 243.58 0.23 --- --- --- __- ___ 023 18.47 0D7 243.58 023 --- --- --- _-_ __- � 023 19.48 0.07 243.67 023 ---- --- --- __- ___ 0.23 19.50 0.07 243.56 0.23 --- --- --- ___ __- 0.23 19.52 0.07 243.56 0.23 --- --- --- __- __- 0.23 19.53 0.07 243.55 0.23 --- --- --- __- ___ 0.23 19.65 0.07 243.55 0.23 --- --- --- __- __- 0.23 19.57 0D7 243.54 0.23 --- --- --- ___ __- 0.23 19.58 0.07 243.53 0.23 --- --- --- __- __- 0.23 Continues on next page... Page 21 Hydrograph Discharge Table Time Inflow Elevation CUIv.A CuIv. B CUIv.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 19.60 0.07 243.53 0.23 ---- - ----- --- - 0.23 19.62 0.07 243.52 0.23 - - ---- - - 0.23 19.63 0.07 243.52 0.23 --- - --- -- - 0.23 19.65 0.07 243.51 0.23 -- - - --- - 0.23 19.67 0.07 243.51 0.23 ---- - ---- -- - 0.23 19.68 0.07 243.50 0.23 --- - -- ---- - 0.23 19.70 0.07 243.49 0.23 ---- - ---- -- - 0.23 19.72 0.07 243.49 0.23 -- - -- - - 0.23 19.73 0.07 243.48 0.22 ---- - - - - 0.22 19.75 0.07 243.48 0.22 -- - -- - - 0.22 19.77 0.07 243.47 0.22 ---- - --- ---- - 0.22 19.78 0.07 243.47 0.22 --- - - --- - 0.22 19.80 0.07 243.46 0.22 ---- - --- - - 0.22 19.82 0.07 243.46 0.22 -- - - - - 0.22 19.83 0.07 243.45 0.22 -- - -- - - 0.22 19.85 0.07 243.44 0.22 - - - -- - 0.22 19.87 0.07 243.44 0.22 --- - - - - 0.22 19.88 0.07 243.43 0.22 -- - - - - 0.22 19.90 0.07 243.43 0.22 -- - -- ---- - 0.22 19.92 0.06 243.42 0.22 - - - - - 0.22 19.93 0.06 243.42 0.22 -- - - --- ._ - 0.22 19.95 0.06 243.41 0.22 - - - - 0.22 19.97 0.06 243.40 0.22 -- - -- - - 0.22 19.98 0.06 243.40 0.22 - - - --- - 0.22 20.00 0.06 243.39 0.22 ---- - ---- --- - 0.22 20.02 0.06 243.39 0.22 - - -- - - 0.22 20.03 0.06 243.38 0.22 ---- - - - - 0.22 20.05 0.06 243.38 0.22 - - - -- - 0.22 20.07 0.06 243.37 0.22 -- - - ---- - 0.22 20.08 0.06 243.37 0.22 -- - -- -- - 0.22 20.10 0.06 243.36 0.22 -__ - ___ _____ - 0.22 20.12 0.06 243.35 0.22 --- - - - - 0.22 20.13 0.06 243.35 0.22 ---- - -- ---- - 0.22 20.15 0.06 243.34 0.22 -- - - -- - 0.22 20.17 0.06 243.34 0.22 -- - --- -- - 0.22 20.18 0.06 243.33 0.22 --- - - -- - 0.22 20.20 0.06 243.33 0.22 ----- - -- ---- - 0.22 20.22 0.06 243.32 0.22 -- - - --- - 0.22 20.23 0.06 243.32 0.21 -- - -- --- - 0.21 20.25 0.06 243.31 0.21 -- - - - - 0.21 20.27 0.06 243.31 0.21 ---- - -- -- 0.21 20.28 0.06 243.30 0.21 --- - -- -- - 0.21 20.30 0.06 243.29 0.21 ---- - -- -- - 0.21 20.32 0.06 243.29 0.21 -- - - -- - 0.21 20.33 0.06 243.28 0.21 -- - - --- - 0.21 20.35 0.06 243.28 0.21 - - - - - 0.21 20.37 0.06 243.27 0.21 -- - -- - - 0.21 20.38 0.06 243.27 0.21 --- - -- - - 0.21 20.40 0.06 243.26 0.21 - - - - - 0.21 Confinues on next page... Zi Page 22 Hydrograph Discharge Table Time Inflow Elevation CUIv.A CuIv. B Culy.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 20.42 0.06 243.26 0.21 ---- -- --- --- - 0.21 20.43 0.06 243.25 0.21 -- - -- - - 0.21 20.45 0.06 243.25 0.21 --- ___ ___ -__ -_ 0.21 20.47 0.06 243.24 0.21 --- -- --- - - 0.21 20.48 0.06 243.24 0.21 -- - -- - - 0.21 20.50 0.06 243.23 0.21 ---- -- ---- --- - 0.21 20.52 0.06 243.22 0.21 --- -- --- -- - 0.21 20.53 0.06 243.22 0.21 -- - - - - 0.21 20.55 0.06 243.21 0.21 ---- - -- -- - 0.21 20.57 0.06 243.21 0.21 -- - - - - 0.21 20.58 0.06 243.20 0.21 --- --- --- - - 0.21 20.60 0.06 243.20 0.21 -- - --- --- - 0.21 20.62 0.06 243.19 0.21 ----- --- ---- --- - 0.21 20.63 0.06 243.19 0.21 - - - - - 0.21 20.65 0.06 243.18 0.21 --- - -- - - 0.21 20.67 0.06 243.18 0.21 -- - - - - 0.21 20.68 0.06 243.17 0.21 -- - -- - - 0.21 20.70 0.06 243.17 0.21 - - - - - 0.21 20.72 0.06 243.16 0.20 --- - -- -- - 0.20 20.73 0.06 243.16 0.20 - - - - - 0.20 20.75 0.06 243.15 0.20 - - - - - 0.20 20.77 0.06 243.15 0.20 -- - - - 0.20 20.78 0.06 243.14 0.20 --- -- - - - 0.20 20.80 0.06 243.14 0.20 - - -- -- - 0.20 20.82 0.06 243.13 0.20 - -- -- - - 0.20 20.83 0.06 243.13 0.20 -- - - - - 0.20 20.85 0.06 243.12 0.20 -- -- -- - - 0.20 20.87 0.06 243.12 0.20 -- -- -- - - 0.20 20.88 0.06 243:11 0.20 - - - - - 0.20 20.90 0.06 243.10 0.20 - - -- - - 0.20 20.92 0.06 243.10 0.20 ---- --- --- - - 0.20 20.93 0.06 243.09 0.20 -- - --- - - 0.20 20.95 0.06 243.09 0.20 ---- - - - - 0.20 20.97 0.06 243.08 0.20 -- - -- - - 0.20 20.98 0.06 243.08 0.20 ---- --- ---- ---- - 0.20 21.00 0.06 243.07 0.20 ---- -- -- - - 0.20 21.02 0.06 243.07 0.20 --- - -- ---- - 0.20 21.03 0.06 243.06 0.20 - - - - - 0.20 21.05 0.06 243.06 0.20 --- --- -- - - 0.20 21.07 0.06 243.05 0.20 -- - ---- - - 0.20 21.08 0.06 243.05 0.20 -- ---- - --- - 0.20 21.10 0.06 243.04 0.20 -- -- - - - 0.20 21.12 0.06 243.04 0.20 ----- - -- - - 0.20 21.13 0.06 243.03 0.20 --- - - - - 0.20 21.15 0.06 243.03 0.20 -- -- - --- - - 0.20 21.17 0.06 243.02 0.20 -- - - - - 0.20 21.18 0.06 243.02 0.20 ----- -- - - - 0.20 21.20 0.06 243.01 0.19 ----- - -- - - 0.19 21.22 0.06 243.01 0.19 - - - - - 0.19 Confinues on next page... Page 23 Hydrograph Discharge Table Time Inflow Elevation Culy.A CUIv. B Culy.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 21.23 0.06 243.00 0.19 ----- - ----- -- -- 0.19 21.25 0.06 243.00 0.19 - - - - -- 0.19 21.27 0.06 242.99 0.19 --- - --- -- ---- 0.19 21.28 0.05 242.99 0.19 -- - -- - - 0.19 21.30 0.05 242.98 0.19 - - -- - ---- 0.19 21.32 0.05 242.98 0.19 -- - -- - ---- 0.19 21.33 0.05 242.97 0.19 --- - ----- - ---- 0.19 21.35 0.05 242.97 0.19 - - - - - 0.19 21.37 0.05 242.96 0.19 -- - - - ---- 0.19 21.38 0.05 242.96 0.19 -- - - - - 0.19 21.40 0.05 242.95 0.19 - - - - --- 0.19 21.42 0.05 242.95 0.19 --- - -- - --- 0.19 21.43 0.05 242.94 0.19 - - --- - - 0.19 21.45 0.05 242.94 0.19 - - - - - 0.19 21.47 0.05 242.93 0.19 - - -- - - 0.19 21.48 0.05 242.93 0.19 -- - - - - 0.19 21.50 0.05 242.93 0.19 - - --- - --- 0.19 21.52 0.05 242.92 0.19 -- - -- - -- 0.19 21.53 0.05 242.92 0.19 --- - -- - -- 0.19 21.55 0.05 242.91 0.19 -- - - - - 0.19 21.57 0.05 242.91 0.19 - - -- - - 0.19 21.58 0.05 242.90 0.19 - - - - - 0.19 21.60 0.05 242.90 0.19 - - - - --- 0.19 21.62 0.05 242.89 0.19 - - - - - 0.19 21.63 0.05 242.89 0.19 -- - -- - - 0.19 21.65 0.05 242.88 0.19 - - - - - 0.19 21.67 0.05 242.88 0.19 -- - - - -- 0.19 21.68 0.05 242.87 0.18 - - - - - 0.18 21.70 0.05 242.87 0.18 -- - --- - -- 0.18 21.72 0.05 242.86 0.18 -- - - - -- 0.18 21.73 0.05 242.86 0.18 ----- - -- - ---- 0.18 21.75 0.05 242.85 0.18 ---- - - - - 0.18 21.77 0.05 242.85 0.18 --- - - - - 0.18 21.78 0.05 242.84 0.18 -- - - - - 0.18 21.80 0.05 242.84 0.18 --- - - - --- 0.18 21.82 0.05 242.83 0.18 --- - - - - 0.18 21.83 0.05 242.83 0.18 ---- - - - -- 0.18 21.85 0.05 242.83 0.18 - - - - - 0.18 21.87 0.05 242.82 0.18 -- - - - -- 0.18 21.88 0.05 242.82 0.18 -- - - - - 0.18 21.90 0.05 242.81 0.18 ---- - - - -- 0.18 21.92 0.05 242.81 0.18 ---- - - - --- 0.18 21.93 0.05 242.80 0.18 -- - -- - --- 0.18 21.95 0.05 242.80 0.18 --- - - - - 0.18 21.97 0.05 242.79 0.18 ----- - - - --- 0.18 21.98 0.05 242.79 0.18 - - -- - -- 0.18 22.00 0.05 242.78 0.18 -- - --- - -- 0.18 22.02 0.06 242.78 0.18 -- - -- - --- 0.18 22.03 0.07 242.77 0.18 - - - - - 0.18 Continues on next page... Page 24 yrograph Discharge Table Time Inflow Elevation CUIv.A CUIv.B CUIv.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 22.05 0.08 242.77 0.18 --- - ---- - - 0.18 22.07 0.09 242.77 0.18 --- - -- - - 0.18 22.08 0.09 242.76 0.18 ----- -- --- - --- 0.18 22.10 0.08 242.76 0.18 -- - - - ---- 0.18 22.12 0.07 242.76 0.18 ---- - ----- - --- 0.18 22.13 0.07 242.75 0.18 ----- -- -- - --- 0.18 22.15 0.06 242.75 0.18 ---- - -- - -- 0.18 22.17 0.06 242.75 0.18 --- - - - - 0.18 22.18 0.05 242.74 0.17 --- - --- - --- 0.17 22.20 0.05 242.74 0.17 ---- -- - - -- 0.17 22.22 0.05 242.73 0.17 --- - --- -- - 0.17 22.23 0.05 242.73 0.17 -- - --- - -- 0.17 22.25 0.05 242.72 0.17 --- - ----- - - 0.17 22.27 0.05 242.72 0.17 - - - - - 0.17 22.28 0.05 242.72 0.17 -- -- -- - - 0.17 22.30 0.05 242.71 0.17 --- - - - - 0.17 22.32 0.05 242.71 0.17 - -- - - -- 0.17 22.33 0.05 242.70 0.17 ---- - ----- - - 0.17 22.35 0.05 242.70 0.17 -- - - - - 0.17 22.37 0.05 242.69 0.17 - - - - - 0.17 22.38 0.05 242.69 0.17 - - - - - 0.17 22.40 0.05 242.69 0.17 - - -- - 0.17 22.42 0.05 242.68 0.17 - - -- - -- 0.17 22.43 0.05 242.68 0.17 - - - - - 0.17 22.45 0.05 242.67 0.17 -- -- --- - -- 0.17 22.47 0.05 242.67 0.17 -- - - - - 0.17 22.48 0.05 242.66 0.17 --- - - - - 0.17 22.50 0.05 242.66 0.17 - - - - - 0.17 22.52 0.05 242.66 0.17 --- - --- - -- 0.17 22.53 0.05 242.65 0.17 --- -- -- - 0.17 22.55 0.05 242.65 0.17 ---- - --- - - 0.17 22.57 0.05 242.64 0.17 - - - - - 0.17 22.58 0.05 242.64 0.17 -- - - - --- 0.17 22.60 0.05 242.63 0.17 --- - -- - - 0.17 22.62 0.05 242.63 0.17 ---- - - - --- 0.17 22.63 0.05 242.63 0.17 ----- - - - ---- 0.17 22.65 0.05 242.62 0.17 --- -- ____ - -- 0.17 22.67 0.05 242.62 0.17 - - --- - --- 0.17 22.68 0.05 242.61 0.16 -- - -- - --- - 0.16 22.70 0.05 242.61 0.16 - - - - - 0.16 22.72 0.05 242.61 0.16 --- - -- - --- 0.16 22.73 0.05 242.60 0.16 - - - - -- 0.16 22.75 0.05 242.60 0.16 ---- - - - --- 0.16 22.77 0.05 242.59 0.16 - - -- - - 0.16 22.78 0.05 242.59 0.16 ----- - -- - - 0.16 22.80 0.05 242.59 0.16 - - - - - 0.16 22.82 0.05 242.58 0.16 ---- -- ____ - _-- 0.16 22.83 0.05 242.58 0.16 -- - --- - - 0.16 22.85 0.05 242.57 0.16 - - - - - 0.16 Continues on next page... Page 25 Hydrograph Discharge Table Time Inflow Elevation Culy.A Culy.B CUIv.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 22.87 0.05 242.57 0.16 -- - --- --- ----- 0.16 22.88 0.05 242.56 0.16 - - - - - 0.16 22.90 0.05 242.56 0.16 - - - -- --- 0.16 22.92 0.05 242.56 0.16 - ---- --- - --- 0.16 22.93 0.05 242.55 0.16 - --- - - --- 0.16 22.95 0.05 242.55 0.16 - - -- --- --- 0.16 22.97 0.05 242.54 0.16 -- -- --- - - 0.16 22.98 0.05 242.54 0.16 - - - - - 0.16 23.00 0.05 242.54 0.16 - -- - - -- 0.16 23.02 0.05 242.53 0.16 - --- - - - 0.16 23.03 0.05 242.53 0.16 -- -- -- - -- 0.16 23.05 0.05 242.53 0.16 - - - - --- 0.16 23.07 0.05 242.52 0.16 - --- - - -- 0.16 23.08 0.05 242.52 0.16 - - - - - 0.16 23.10 0.05 242.51 0.16 - - -- - - 0.16 23.12 0.05 242.51 0.16 - - -- - - 0.16 23.13 0.05 242.51 0.16 - - --- -- --- 0.16 23.15 0.05 242.50 0.16 - - -- - - 0.16 23.17 0.05 242.50 0.16 - - -- - - 0.16 23.18 0.05 242.49 0.15 - - - - - 0.15 23.20 0.05 242.49 0.15 - - - - - 0.15 23.22 0.05 242.49 0.15 - - - - - 0.15 23.23 0.05 242.48 0.15 - - -- - - 0.15 23.25 0.05 242.48 0.15 - - -- - -- 0.15 23.27 0.05 242.47 0.15 - - -- -- - 0.15 23.28 0.05 242.47 0.15 - - - - - 0.15 23.30 0.05 242.47 0.15 - - - - - 0.15 23.32 0.05 242.46 0.15 - - - - - 0.15 23.33 0.05 242.46 0.15 - -- - - - 0.15 23.35 0.05 242.46 0.15 - - - - - 0.15 23.37 0.05 242.45 0.15 - - -- - - 0.15 23.38 0.05 242.45 0.15 - - - - - 0.15 23.40 0.05 242.44 0.15 - - --- -- - 0.15 23.42 0.05 242.44 0.15 - - - - - 0.15 23.43 0.05 242.44 0.15 - -- -- --- --- 0.15 23.45 0.05 242.43 0.15 - - - - ---- 0.15 23.47 0.05 242.43 0.15 - - -- -- --- 0.15 23.48 0.04 242.43 0.15 - - -- - - 0.15 23.50 0.04 242.42 0.15 - - -- - - 0.15 23.52 0.04 242.42 0.15 - -- -- -- - 0.15 23.53 0.04 242.41 0.15 - -- --- - -- 0.15 23.55 0.04 242.41 0.15 - - - - - 0.15 23.57 0.04 242.41 0.15 - --- -- - -- 0.15 23.58 0.04 242.40 0.15 - - ---- - - 0.15 23.60 0.04 242.40 0.15 - - --- - - 0.15 23.62 0.04 242.40 0.15 - - - - - 0.15 23.63 0.04 242.39 0.15 - - -- -- - 0.15 23.65 0.04 242.39 0.15 - - ----- - - 0.15 23.67 0.04 242.39 0.14 - - - - - 0.14 Continues on next page... Page 26 Hydro graph Discharge Table Time Inflow Elevation CuIv.A Culy.B CUIv.C Weir A Weir B Weir C Outflow (hrs) (Cfs) ( ) (Cfs) (Cfs) (Cfs) (Cfs) (Cfs) (Cfs) (Cfs) 23.68 0.04 242.38 0.14 --- -- --- ____ ____ 0.14 23.70 0.04 242.38 0.14 --- - - - - 0.14 23.72 0.04 242.37 0.14 --- - - ---- --- 0.14 23.73 0.04 242.37 0.14 - - -- - - 0.14 23.75 0.04 242.37 0.14 -- - - -- ----- 0.14 23.77 0.04 242.36 0.14 ---- -- - -- ---- 0.14 23.78 0.04 242.36 0.14 -- - - -- --- 0.14 23.80 0.04 242.36 0.14 -- - - - -- 0.14 23.82 0.04 242.35 0.14 -- - - -- - 0.14 23.83 0.04 242.35 0.14 - -- - - -- 0.14 23.85 0.04 242.35 0.14 - -- - --- ---- 0.14 23.87 0.04 242.34 0.14 -- - - --- --- 0.14 23.88 0.04 242.34 0.14 --- -- - -- ---- 0.14 23.90 0.04 242.34 0.14 -- - - - - 0.14 23.92 0.04 242.33 0.14 -- - - - -- 0.14 23.93 0.04 242.33 0.14 - - - - -- 0.14 23.95 0.04 242.33 0.14 -- - - --- - 0.14 23.97 0.04 242.32 0.14 - - -- - -- 0.14 23.98 0.04 242.32 0.14 -- - - -- -- 0.14 24.00 0.00 242.31 0.14 - - - - - 0.14 ...End _. Hydrograph Report Page 1 CB #4 & 5Runoff Hydrograph type = SCS Runoff Peak discharge = 1.63 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = .38 ac Curve number = 92 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 4.60 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume=5,258 cult,0.121 acft Hydrograph Discharge Table Time -- Outflow (hrs cfs) 12.00 1.14 12.02 1.30 12.03 1.45 12.05 1.57 12.07 1.63<< 12.08 1.62 12.10 1.55 12.12 1.44 12.13 1.30 12.15 1.16 12.17 1.03 ...End � 46- Hydrograph Report Page 1 WQS Inflow Hydrograph type = Combine Peak discharge = 2.51 cfs Storm frequency = 10 yrs Time interval = 1 min 1 st inflow hyd. No. = 4 2nd inflow hyd. No. = 20 Total Volume=8,359 cult,0.192 acft Hydrograph Discharge Table Time 1st Inflow + 2nd Inflow = Outflow (hrs) (cfs) (cfs) (cfs) 11.90 0.36 0.64 1.01 11.92 0.38 0.67 1.05 11.93 0.40 0.72 1.12 11.95 0.43 0.78 1.21 11.97 0.48 0.87 1.35 11.98 0.55 0.99 1.54 12.00 0.63 1.14 1.77 12.02 0.71 1.30 2.01 12.03 0.79 1.45 2.24 12.05 0.85 1.57 2.42 12.07 0.88 << 1.63 << 2.51 << 12.08 0.88 1.62 2.50 12.10 0.84 1.55 2.39 12.12 0.78 1.44 2.22 12.13 0.70 1.30 2.00 12.15 0.62 1.16 1.78 12.17 0.55 1.03 1.57 12.18 0.49 0.92 1.41 12.20 0.44 0.83 1.28 12.22 0.41 0.77 1.18 12.23 0.39 0.73 1.11 12.25 0.37 0.69 1.06 12.27 0.35 0.67 1.02 ...End Hydrograph Report Page 1 POST-®EV. MIT. Hydrograph type = Combine Peak discharge = 2.78 cfs Storm frequency = 10 yrs Time interval = 1 min 1 st inflow hyd. No. = 16 2nd inflow hyd. No. = 21 Total Volume=23,933 cult,o.549 acft Hydrograph Discharge Table Time 1st Inflow + 2nd Inflow = Outflow (hrs) (cfs) (cfs) (cfs) 11.82 0.21 0.82 1.03 11.83 0.22 0.85 1.07 11.85 0.22 0.89 1.11 11.87 0.22 0.93 1.15 11.88 0.23 0.97 1.20 11.90 0.23 1.01 1.24 11.92 0.23 1.05 1.29 11.93 0.24 1.12 1.35 11.95 0.24 1.21 1.45 11.97 0.24 1.35 1.60 11.98 0.25 1.54 1.79 12.00 0.25 1.77 2.02 12.02 0.26 2.01 2.27 12.03 0.26 2.24 2.50 12.05 0.26 2.42 2.69 12.07 0.27 2.51 << 2.78 << 12.08 0.27 2.50 2.77 12.10 0.28 2.39 2.67 12.12 0.28 2.22 2.50 12.13 0.32 2.00 2.33 12.15 0.39 1.78 2.17 12.17 0.76 1.57 2.34 12.18 1.04 1.41 2.45 12.20 1.24 1.28 2.52 12.22 1.42 1.18 2.60 12.23 1.57 1.11 2.68 12.25 1.67 1.06 2.73 12.27 1.72 1.02 2.74 12.28 1.76 0.98 2.74 12.30 1.76 << 0.94 2.71 12.32 1.76 0.91 2.66 12.33 1.74 0.87 2.60 12.35 1.70 0.83 2.53 12.37 1.66 0.79 2.46 12.38 1.62 0.75 2.37 12.40 1.57 0.72 2.28 Continues on next page... Page 2 POST-DEV.MIT. Hydrograph Discharge Table Time 1st Inflow + 2nd Inflow = Outflow ( rs) (cfs) (cfs) (cfs) 12.42 1.51 0.68 2.19 12.43 1.45 0.64 2.09 12.45 1.39 0.60 1.99 12.47 1.33 0.56 1.89 12.48 1.29 0.53 1.81 12.50 1.24 0.49 1.73 12.52 1.19 0.45 1.64 12.53 1.13 0.41 1.55 12.55 1.08 0.38 1.46 12.57 1.03 0.36 1.38 12.58 0.97 0.34 1.31 12.60 0.92 0.32 1.25 12.62 0.88 0.31 1.19 12.63 0.84 0.30 1.14 12.65 0.80 0.30 1.09 12.67 0.76 0.29 1.05 12.68 0.73 0.29 1 1.02 ...End j®S SECTION 4.0 BEST MANAGEN= PRACTICE Outlet Protection Definition Outlet protection is a rock lined apron or other acceptable energy dissipater placed between the outlet of a pipe or paved channel and a stable downstream outlet. Purpose Outlet protection prevents erosion or scour at outlets of storm sewers, culverts, paved waterways or other lined channels or pipes by reducing the velocity of the flow from the channel or pipe. Conditions Where Practice Applies The practice applies to outlets where the velocity of flow from the pipe or lined channel is higher than the downstream watercourse can withstand without erosion. Plannina Considerations An analysis of the entire drainage system should be made to determine the effects ` of concentrated flow downstream. Additional measures may be required in addition to the outlet protection to assure that erosion, sedimentation and other off-site damages do not result. If the velocity emanating from the pipe or channel exceeds the allowable velocity for the particular soil as shown in Table 7-22, then outlet protection is required as detailed in Figure 7-35. USDA ALLOWABLE VELOCITY SOIL TEXTURE (ft per sec) Sand and Sandy Loam - 2 . 5 Silt Loam 3 . 0 Sandy Clay Loam 3 . 5 Clay Loam 4 . 0 Clay, Fine Gravel 5 . 0 Cobbles and Shingles 5 . 5 Shale and Hardpan 6 . 0 TABLE 7-22 -- ALLOWABLE VELOCITIES FOR VARIOUS. SOILS Desi aft Criteria Apron Dimensions The dimensions of the apron at the outlet of the pipe shall be determined as' follows: 1. The width of the apron at the outlet of the pipe or channel shall be 3 times the diameter of the pipe or width of the channel. 2. The length of the apron shall be determined from the following formula when the tailwater depth at the outlet of the pipe or channel is less than one-half the diameter of the pipe or one-half the width of the channel: 1.8 Q La = Do 3/2 + 7DO Where: L is the length of the apron is the discharge from the pipe or channel Do is the diameter of pipe or width of channel 3. When the depth of the tailwater at the outlet of the pipe or channel is equal to or greater than one-half the diameter of the pipe or the width of the channel, then the following formula applies: 3.0 Q La Do 3/2 4. Where there is no well defined channel downstream of the outlet, the width of the dowrstream end of the apron shall be determined as follows: a. For minimum tailwater conditions where-the tailwater depth is less than the elevation of the center of the pipe: W = Do + La b. For maximum tailwater conditions where the tailwater depth is ,greater than the elevation of the center of the pipe: W = Do + 0.4 La 5. Where there is a stable well-defined channel downstream of the apron, the bottom width of the apron shall be equal to the width of the channel. 6. The side slopes of the apron in a well-defined channel shall be 2:1 (horizontal to vertical) or flatter. The height of the structural lining along the channel sides shall begin at the elevation equal to the top of conduit and taper down to the channel bottom through the length of the apron. 7. The bottom grade of the apron shall be level (0% grade). No overfall is allowable at the end of the apron. 8. The apron shall be located so that there are no bends in the horizontal alignment of the apron. Rock Riprap The following criteria shall be used to determine the dimensions of the rock riprap used for the apron: 1. The median stone diameter shall be determined using the formula: 0.02 Q4/3 d50 = Tw Do Where: ds 0 is the median stone diameter in feet 7- is the tailwater depth above the invert of the pipe channel in feet Q is the discharge from the pipe or channel in cubic feet per second Do is the diameter of the pipe or width of the channel in feet 2. Fifty percent by weight of the riprap mixture shall be smaller than the - median size stone designated as d50. The largest stone size in the mixture shall be 1.5 times the d50 size. 3. The quality and gradation of the rock, the thickness of the riprap lining, - filter material and the quality of the stone shall meet the requirements in the Rock Riprap BMP. The minimum depth shall be 6 inches or 1.5 times the largest stone size in the mixture whichever is larger (d). Maintenance The outlet protection should be checked at least annually and after every major storm. If the riprap has been displaced, undermined or damaged, it should be repaired immediately. The channel immediately below the outlet should be checked to see that erosion is not occurring. The downstream channel should be kept clear of obstructions such as fallen trees, debris, and sediment that could change flow patterns and/or tailwater depths on the pipes. Repairs must be carried out immediately to avoid additional damage to the outlet protection apron. construction 4nPrifin�a,,, 1. The subgrade for the filter material, geotextile fabric, and riprap shall be prepared to the lines and grades shown on the plans. 2. The rock or gravel used for filter or riprap shall conform to the specified gradation. 3. Geotextile fabrics shall be protected from puncture or tearing duringthe placement of the rock riprap. Damaged areas in the fabric shal be repaired by placing a piece of fabric over the damaged area or by complete replacement of the fabric. All overlaps required for repairs or joining two pieces of fabric shall be a minimum of 12 inches. 4. Stone for the riprap may be placed by equipment and shall be constructed to the full laver thickness in one operation and in such a manner as to prevent segregation of the stone sizes. - 3do A ___ A � do � I- Plan �---- La ---- ti u r-;;1 d1 1_ Section A-A t Pipe Outlet To Flat Area With No Defined Channel Note: Geotextile fabric or filter material to be placed between riprap and soil. y11 Plan La I' I rr� d Section A-A 4 Pipe Outlet To Well-Defined Channel FIGURE 7-35 -- PIPE OUTLET PROTECTION Source: Virginia Soil & Water Conservation Commission ors SOMMEMEMEMIEW mmmmw mm w� PROJECT No. AM No= PROJECT NAME: MHF Design Consultants, Inc. c=. BY Lv63 cHEc= By. i)ATE. SHEET No. OF ......... ..... ....... ......................... ............. ......... ................ ............. .......... ................... .................. ........ .......... .. ... .... ......... ........ . ---:R-.. ....... ------------------- -------------- ............. ................................................................ ................. .............. ...... ........... ........... ... 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I ................ ... ..................................... ........L ......................... .............. ...... ..... ..... ........ .................. ....... ........................... ........... ........... ............ . . ................... ...............------------ ...... ......................... ................... ........... .. ............... tl ............ ............. ...............i ........... ................... ................ .......... .......... . . .......... ...................... ........ ........ ........................... MHF Design Cons'ulf(3nfs, Inc.w CALL. BY..UDU-)CHEC= BY:_DATE: SE= No- I- OF Irk .......... Lo ........... ----------*........ . ..... ........ ...... ............. .. ....... . ................ ............ ....... .. ............. .............. . ..... .... ..................................................... .................................. -------f...... ......... .......... ....... ...... . .... ............ ...... .......... ................ --------- ............................................ ... ............. . ............. .......L .. ..... ------------------------------------7-----­-- ................. .......------- --------------- ------- .................. ......------------------ .......... El ........................ I-A-------------- . . . . . . . . . . . . . . .................. Act— .......................... ------ ON ..................................... -------............... ........... ..... • ................... ---u . . . . . .. ...... ........ .. ..................................... t t .... ...... ................ _LY6- 9F ....................... ....... ......... .................. ...... .. womw mm PROJECT No. -1 S60q-1 mEmr , w= wmmm� r__I PROJECT NAME: Q-94,&N�W _ Awxm� law-mmm 0� MHF Desian Consultants, Inc. -cam. Ey. LT IjEc= ]BY. DAM 3- BI-= No. C F lb cc) ............................ ......... . ................ Vt ............. ... p .... ... ....... ........... .... .......... ......... ...... ................ ........ ............................. . . . .......................... .. ......... ------ 7................... ........................................ ....... ........ ........................... .................... ....... .. .......... ........... ... ......................... --------------- ................. ------ --------- . .................... ............ ......... ...... ..... ......... ................ j4 ........ ........ ----------- ......... ........................................... ...................... ............................ ... .................. .. ..... ......... ......................... .................. ..... ........... ..- .............. ........ ................ ........... ........ 4 . .................. .............................. STORMWATER OPERATION MAINTENANCE VER VIE An effective Site Stormwater Operation and Maintenance Plan (OMP) is essential for the proper operation of the stormwater management systems designed. An effective stormwater Operation and Maintenance Plan will provide the proper water quality and quantity of stormwater runoff as design calculations and plans show.. The stormwater management system owner is the same person, as the current owner of the property and is responsible for the implementation of the Operation and Maintenance Plan for the site. As with most development of this type, a maintenance company is usually employed to deal with the routine operation of the facility. This may also include: maintenance of the building, trash disposal, snow removal and landscaping. The maintenance company employed for the site will be responsible for implementing the operation and maintenance procedures outlined herein, for the stormwater management systems. Routine and non-routine maintenance tasks which are part of thes procedures are defined and listed in the Operational and Maintenance Plan. A schedule for the proposed maintenance plan is outlined and enclosed in this report. nested that the Operation and Maintenance Procedures for this site be made part It is also sugb of the conditions of approval in the Order of Conditions that may be issued for this project. Also, a copy of the Operation and Maintenance Procedures may left on file with the Town of North Andover. If required, the owner should submit to the town maintenance and inspection reports for the site. A. PARKING LOT SWEEPING Sweeping of the parking lot shall be done at least twice a year. Sweeping shall be done in the Spring, as soon as the snow has melted. This early sweeping will remove accumulated winter sand and any other debris that is often the result of snow plowing and sanding. Snow removal from the site or placement of snow outside of the paved areas may help reduce the volume of sand and debris that could potentially enter the storm drainage system. Accumulated sediment and debris in non-paved snow storage areas shall be removed, as well. Parking lot sweeping shall also be done in the Fall, after the majority of the leaf drop has occurred, but prior to the first snowfall. B. L17TER CONTROL Litter control involves removing site litter suchas leaves, lawn clippings, pet wastes and trash from the parking lot and landscaped areas of the site, before these materials are transported into the drainage stormwater systems. There are several ways to control litter. An effective program of trash and garbage collection will reduce the amount of material entering surface waters. Lawn clippings and leaves should be removed from the site, as part of the landscaping maintenance program. Weekly maintenance of the landscape areas of the site will commence-in the early Spring months and cointinue throogh the Summer. In the Fall, landscape maintenance may taper off to twice a month, through the Fall months and early Winter. Recycling programs will be encouraged and a recycling container will be provided in the centralized trash receptacle area. Trash and recyclables removalwill be on an as-needed basis, depending on the amount of materials generated by the owner or tenant of the site. Litter oollection in the parking areas will be done weekly. In addition to litter control, the use of fertilizers, pesticides and herbicides shall be limited on site. Proper pesticde and fertilizer application shall be encouraged, including proper timing and application. Specific limits of fertilizers, pesicides and herbicides used on-site will be provided by the landscape maintenance company. C. CATCH BASIN CLEAN/NG The removal of sediments, pollutants and trash occurs only when catch basin inlets and sumps are cleaned out. Therefore, regular maintenance of the catch basin sumps is esstential for the longevity of the stormwater drainage system. The more frequent the cleaning, the less likely sediments and trash will be re-suspended and discharged off-site. Frequent cleaning also provides more volume for future storms and enhances the overall design performance. In areas of potentially high sediment accumulation such as parking lots, the catch basin sumps shall be inspected frequently and cleaned, as necessary. After each major storm (2-year storm or greater) all catch basin sumps shall be inspected and cleaned, as necessary. The minimum requirements for cleaning catch basin inlets and sumps under this Stormwater Management Policy is four times each year. However, for this site a recommended inspection and cleaning schedule (on an as-needed basis) of every two months is recommended. D. WATER QUALITYALE Water quality swales should be inspected at least semi-annually with maintenance and repairs made as necessary. Additional inspections should be made during the first few months after construction, to make sure that the vegetation has been adequately established. Repairs and re-seeding should be done as required. Water quality swales should be mowed once a year and grass clippings should be removed. Grass must not be cut shorter than 4 inches and excessive mowing is dicouraged. Sediment and debris removal should be done manually, at least once a year. The seed mix for the water quality Swale specified below. —'lt� WA TER UAL/TY S WA LE PLANTING SPECIFIC TIONS Tall fescue 20 lbs/acre or 0.45 lbs/t 0,000 S.f. Creeping red fescue 20 lbs/acre or 0.45 lbs/10,000 s,f. Birdsfoot trefoil 8 lbs/acre or 0.20 lbs/10,000 S.f. Lime and fertilizer should be applied prior to or at the time of seeding and incorporated into the soil. The following rates are recommended.• Agriculture limestone 2 tons/acre or 100 lbs/1,000 S.f. Nitrogen (N) 50 lbs/acre or 1. 11bs/10,0000 s.f. Phosphate (P205) 100 lbs/acre or 2.2 lbs/10,000 S.f. Potash (K20) 100 lbs/acre or 2.2 lbs/10,000 S.f. (This is equivalent to 500 lbs/acre of 10 20 20 fertilizer or 1,000 lbs of 5-10-10) E. DETENTION POND The detention pond should be inspected at least semi-annually, with maintenance and repairs made, as necessary. Additional inspections should be made during the first few months after construction, to make sure that the vegetation has been adequately established. Repairs and re-seeding should be done, as required. The detention pond should be mowed once a year. All clippings should be removed at this time. This work shall be done manually. Grass must _ not be cut shorter than 4 inches. Excessive mowing is discouraged. The seed mix for the detention pond should be the same seed mix as the water quality swale seed specified above. OPERAT101V AND MA IN TA NENCE Sc cE Maintenance Item Proposed Schedule 1. Sweeping of parking lot Monthly (March-June) Monthly (September-November 2. On site litter pickup Weekly 3. Catch basin cleaning Every two months or after a major storm event 4. Water quality swale inspection Semi-annually 5. Detention pond inspection Semi-annually or after a major storm event 6. Inspection of outlet Yearly or after a major storm protection apron event SECTION 5.0 j bd \\ Re i n f a I I ® Distribution Type I 1p y ;\\\ Type I 1 � 0 •® TyPe II � oA ' Typo III d Figure 11-2.—Approximate geographic houndaries for SCS rainfall distributions. 2-YEAR 24-HOUR RAINFALL (INCHES) 2 2 ��j � 2.5' i L ... t •`` � 1 f � I I I � 11 �I r ', { �Y�•1 '�t �r.��-�r'� 1 _4� } -* t �'� � j 1 i . I -. ��---. I 1 t -+ I. 1 � I-1 1 ... 1-( 4`• .t y-4 t -� 1�� �l.. - I _ c (� AA 2 I o �s� � ATLAS , 2. i I I ApS FAR lrj TERP4 STg C ES y {. E51 L i 1 44.5 1'.I 5G - I 2 I I } I } I �500 e a � � �•� 1.5 I 1, r t .�/ 1 11 t I I W I' 1`'•� •rn .'LI _ Lr `11{, I\I i i.. J s i •,5, .y_ 55 -•S i�l F , 2.5 L....1 it .. 5.5 6: l 3.5 •• 5 lT{., .5.5 c v c r o r "' e r + c v �v 15'� -,I 6 0 100 200 300 400 MI 5`••, 6 \, 4 I ALBERS EQUAL AREA PROJECTION 1 5.5 STANDARD PARALLELS 25"AND 45' I S 4-R-394951 Figure 11-3.—Two-year, 24-hour rainfall. I 10-YEAR 24-HOUR RAINFALL(INCHES) ' 3.5 ,.I + I 'it I. , I �/ 4 ( -� i I r/ T I / I r r _ r I � 4 }> > Ali - .� ,� I _ � ,�1ff II i r � I �� �• �( 1 l< .i }���, � \' .. 5 3 ,,I I Ii / L 1 , •. _.; C,� ;, ,} if I �i yr' _I_! c� I-I III lT�,Y l � ..� r 1 __ - ' ( I I J~ I I_' r �t. '� •x �'- ,\{ r �f yam/ 'v}- _ y ,,.. U..' � �� ,...�� �. � ;._.. - ,. t- I h-`�-. •-Jj �1,.� _ y � I j'1�- I F ~� 1(?, `'r r ?�i)l i_i � � 1 1�� �,.� ..;� i, 9AATL4S r APsV, Q'A r 1 t .`'•" 6Jr -�-, o i ..j i ' ' i y� I— � I,y ..tom �t r r+��yrl kr > 1 � � 7 cJ3 1 I �,, -I r� c"� -� I �, - �� t r I I_I. I I I .I I I� 1„ � I 7 ail Yt , l•1 �,ti� I,. �•.l � 1 M ;\ _L. l 'Ij �...I I J � I� `.� �� ' - � '1 �4 i11�11•-�- �..x,t. I .�_ ,1__ f ! 1 �7 100 ' \\�y 4r• r 9 1 10 4 }� �9 10 6 1 8 c u a r o r ~ s I I c o 'I 8 !' ,'• i I " I�' 0 100 200 300 400 MI ALBERS EQUAL AREA PROJECTION 8,... STANDARD PARALLELS 25°AND 45° ', — Figure B-5.—Ten-year, 24-hour rainfall. 60 .} 50-YEAI 24-HOUR! RAINFALL".(INCHES) ; T f'n4.5 `J �i l 1..� 4 �.11 1�1, .` I�' � L-rl-�. I� � I�^ _ � �>J II• 11 / �1... � :' �_. ���_' 1 y 1_,j. - � � x_f,"� - .{ �� ,y �- I I I I - -�"rr .✓� �,_ ,_ril ^� �.,.,� , - F��;.1 t:�'� L Jt I - F [ ' �} �� I. 11 �[�. 5�1 t �_ •"�'�u 1 �X �x.Yt .'� i � f._,h? I i -1 � -S ✓ i}t1 t l� 1- ` V- LZ } I t J Iy �h lATL.4SEs i2 � I�..i PSIS 1f1- .___ �t ��. 'I- — } ,��— �-1{ ��,�[ �'• 5-r:[ `� ray c 19,! 1•'�- ' '� �i L•J 1. 1-t ' t { .i ;� A - 1 t_ •f _ t`r Y j �r,l - nLII 4�I 'y `+ 6 :i tk i rr f 9� _CJiCIO I � ti '-.- -; � � � ..:_♦-. ' � ' �^'- - .1.I�..r i� l.r __ { tI i�5.1 �'I J-Irl "l�+y lµ�'�.;� ,>'r>`S._ ✓�- ` `�.� S / _1_ rJ I 4 [I, � �z IJp�\ 1\ - i i i I '' II -- .I-I � I�[ l � 1 a"'r`[ ',� '�1.l j F , ,.�� 4 1 I �, � �• ! LDO I �4.5 5 6 2 [ 2 ' a L 0 100 200 300 400 MI 10 .. - r i 6 9 10 } ALBERS EQUAL AREA PROJECTION ,� STANDARD PARALLELS� 25-AND 45- \ I y 4-R-39495.5 Figure 11-7.—Fifty-year, 24-hour rainfall. 100-YEA,IR 24-HOUR RAINFALL (INCHES) i. ) �. , 5 - b 4 r j' JTI/L 7 t' i. .0 tv n flOAA J I , ! Ark@S 2 APS FOR �(� o t'1 C vESTT c 1 J I j;r. (i + 10 Ui (o ,^ o C� r , S 00 ' 5 5 7 8 •,J� �,✓ 14., r /15 14 15 c 11 c r o ,r• 0 100 200 300 400 MI 12 11 - 14 ALBERS EQUAL AREA PROJECTION !2*13, STANDARD PARALLELS 25'AND 45° 4 R39495 6 I� cn Figure 11-R.—One-hundred-year, 21-hour rainfall. c.0 ;.DI _:.I i ' ! � ' �< �\ I •I I I III I I i Icy v: _ < not--. < •05i i ! i i � I 1 ( I I I ! I I I 1 ' ! ! i �_' li �il l i i t it l i ill ill I ' _I ► � � i . � I : I�-! l i 111 I I ! ► � IIi i t .01 I I I ! 6 7 8 S 70 SS 20 :0 40 SD 60 2 J _ 10 -,^_ i NUTc:) DvhA I iO ! (-r.OJ.r,s Figure 10-4. Intensity — Duration — Frecyuency :. Curve for Boston, MA p1pE FL0W CHART 12-INCH DIAMETER FIG. 42 20 40 30 -- - - -- I-------- I--- ,�FFG� °h ou -o^oatiu Sta. 1 E o 30 . — -- �Ow IP, pIP Loc. to ---- - -- - p7PI OF o� Po 0 /0 20 _ f�oR�pt. OF o`y Type Str. -- i e EY 7 0` Date 5 /O -- 7 � 4 e M 20 - -+ - - -- - ���--I� �0 1 V C n. 7 G 15 - _ - -- r�� 2 F ' Q 5 I Q kl 3 6 Q2 Vn�— 2 4 1 �� QF � 3 °� - o -IQ\Q CRI TIC N 3 r o'ors Ion ------ CURVE So ddesign 1, 2 oQ r y OQ� J c a 0/5 FL inf. o /.0 2 W N '.7 00B� r s -'j o 0y I o I�p - FL off. It /.o :oo♦ o ----- CIP .6- oa'- v -- ----- s 2 o Entrance Type .5 /.0 •g .0015 - •o 4 e c.aOOB - 03 _ (A HW Depth 7 5.'0 pC00 3 .6 :p0°009� 0 p02 OOojS a a c a . /° 2 9 3 c a I� 20 TW Depth .05 x .03 al 2 s k .� _.015 DISCHARGE — ©-- CfS /) , 06 oa o/ 0.2 0.3 0.4 0.50.6 o.e /.o /).o1P z 3 4 5 6 7 e /0 20 30 Length J 1 1 1 1 t 1 I 1 1 1 I 1 1 1 i 1 1 1 1 I i I i 1 1 1 Od .04 .05.06 .OB O.l 2 3 .4 .5 .6 .7.8 l-'0 2 .3 4 5 6 7 B /O Depth @ 15N Qd n=.oP4 Ve l. @ 150' Qd p pH Dry kgeather Flow cn (If Applicable) PIPE FL0W CHANT /8-INCH DIAMETER FIG. 44 40 016 %. 20- 40 3a -- i Loc. FE �, o I I W IN PIPE F_�' o yo 30 1 OF Fro o� 1 �0 T" , s.'-_ zo OEP T)I — NORMAL /0 20 �h i By 8 Datc: i s 7- 6- 5- /O,:� 8 t - -- 1.0 1� 30 A� , F 1 3 6 9 �� QQR/T/GAL Q;_ V_ --- CURVEOSz 4 �", 0-04 FL IIr. v i. . . C O z .015 — J 0/ / o, ) f FL r j off' I — + --- c.� E,- Oc � 'o .0", o / Q„ 8 N .00♦ o V n Ent1'Z;1-1, j'��,,. 1 7 I 005 oo w , ( I = t o c� D �7 6- Z /9 0015 / o os H,*, Dcpth .5 /.0 .8 7c pO4p0,!8 0003 0002 000r5 'o roo 'T' - —'— T a •000` o -4 l I) . 0° 040 � �— q/ .2 .3 .4 .5 .G .7 8 40 2. 3 5 G /0 - 20 30 40 50 DISCHARGE- O - CFS ns.0/ Length 0.2 O 3 0.4 0.5 0.6 O.B /.O n- D 2 2 3 4 5 6 T 8 /0 20 30 40 50 60 80 Depth 0- 15,., ��. o" O./ 2 3 4 5 .6 .7 .8 /.O 2 3 4 5 6 7 8 /O 20 30 40 00 n=.d24 Vol . 0 n; Q� pIi Dry 1.7cathcr Flu--. 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ESSEX COUNTY, MASSACHUSETTS, NORTHERN PART 99 The IIC horizon is neutral or has hue of 10YR to 5Y, Windsor series value of 4 to 6, and chroma of 0 to 2. It is silty clay The Windsor series consists of mixed, mesic Typic loam, clay loam, silty clay, sandy clay, or clay that is Udipsamments. These deep, excessively drained soils varved in some pedons. Mottles are few to many and are on cutwash plains and terraces. The soils formed in faint to prominent. sandy glacial outwash. Slopes range from 0 to 35 per- cent. Whitman series Windsor soils formed in the same kind of material as The Whitman series consists of coarse-loamy, mixed, moderately well drained Deerfield soils, somewhat poorly drained Pipestone soils, and poorly drained Wareham mesic Humic Fragiaquepts. These deep, very poorly soils. They are similar to Agawam, Carver, and Hinckley drained soils are on uplands. The soils formed in loamy soils. Windsor soils have more sand in the solum than glacial till. Slopes range from 0 to 3 percent. the _Agawam soils, have less coarse sand than the Whitman soils formed in the same kind of material as Carver soils, and have less gravel than the Hinckley well drained Paxton soils, poorly drained Ridoebury soils, soils. and moderately well drained Woodbridge soils. They are Typical pedon of Windsor loamy sand, 0 to 3 percent similar to Medisaprists, but Whitman soils formed in min- slopes, in the town of Andover, in a cultivated field 400 eral material and Medisaprists formed in organic materi- yards south of the junction of Blanchard and Osgood al. Streets: Typical pedon of Whitman loam, in an area of Whit- man extremely stony loam, in the city of Haverhill, in a Ap-0 to 10 inches; very dark grayish brown (10YR 3/2) forested area about 40 yards northwest of the junction of loamy sand; weak fine granular structure; very fri- Jericho and Crystal Roads: able; 5 percent fine gravel; strcnaly acid; abrupt smooth boundary. A1-0 to 9 inches; black (10YR 2/1) loam; very weak 821-10 to 16 inches; yellowish brown (10YR 5/8) fine and medium granular structure; very friable; loamy sand; sinale grain; loose; 5 percent fine many fine medium and coarse roots; less than 5 gravel; strongly acid; clear smooth boundary. percent angular gravel, 5 percent angular cobble- 822-16 to 22 inches; yellowish brown (10YR 5/6) sand; stones; very strongly acid; abrupt smooth boundary. single grain; loose; 5 percent fine gravel; strongly C1 g-9 to 20 inches; gray (5Y 6/1) sandy loam; few fine acid; clear smooth boundary. distinct olive gray (5Y 5/2) and yellowish brown B23-22 to 28 inches; very pale brown (10YR 7/3) sand; (10YR 5/6) mottles; massive; firm; few fine roots; 15 single grain; loose; strongly acid; gradual smooth percent angular gravel, 5 percent angular cobble- boundary. stones; medium acid; clear wavy boundary. C-28 to 60 inches; pale yellow (2.5Y 7/4) stratified C2xg-20 to 60 inches; gray (5Y 6/1) loamy sand; sand; single grain; loose; 5 percent fine gravel; as common fine and medium distinct olive gray (5Y much as 25 percent fine gravel in individual thin 5/2) and yellowish brown (10YR 5/6) mottles; mas- strata; strongly acid. sive; very firm; 15 percent angular gravel, 5 percent The thickness of solum ranges from 20 to 32 inches. angular cobblestones; medium acid. Windsor soils are generally free of gravel, but some The depth to the fragipan is 12 to 25 inches. The pedons are about 5 percent gravel in the solum and 10 solum and underlying material contain 5 to 25 percent Percent in the C horizon. The texture within depths of 10 gravel, 0 to 10 percent cobblestones, and 0 to 10 per- to 24 inches is generally loamy sand or loamy fine sand, with medium and fine sand predominant. Reaction in cent stones. Reaction ranges from very strongly acid to unlimed areas is very strongly acid to strongly acid medium acid. throughout. The A horizon is neutral or has a hue of 10YR, value The A horizon has hue of 10YR, value of 3 or 4, and of 2 or 3, and chroma of 0 to 2. It ranges from sandy chroma of 2 to 4. It is loamy sand or loamy fine sand. loam to loam. The B21 horizon has hue of 7.5YR or 10YR, value of 4 The C1 g horizon is neutral or has hue of 2.5Y or 5Y, to 6, and chroma of 4 to 8. It is loamy sand or loamy fine value of 5 or 6, and chroma of 0 or 1. Mottles range sand. It has weak, fine, granular structure, or it is single from none to few. The horizon ranges,from loam to grain. The B22 and B23 horizons have hue of 10YR or gravelly sandy loam. It is very friable to firm. 2.5Y, value of 5 to 7, and chroma of 3 to 6. They range The Cx horizon has hue of 2.5Y or 5Y, value of 5 or 6, from loamy fine sand to medium sand. It has weak, and chroma of 0 to 2. It is fine sandy loam, sandy loam, fine, granular structure, or it is single grain. Consistence or loamy sand. It is firm or very firm. is very friable or loose. ESSEX COUNTY, MASSACHUSETTS, NORTHERN PART 189 TABLE 15.--PHYSICAL AND CHEMICAL PROPERTIES OF SOILS--Continued Erosion Soil name and ; Depth i Permeability ; Available ; Soil reaction ; Shrink-swell ; factors map symbol ; i ; water capacity ; ; potential ; ; ; , , , K T n i in/hr in/in pci UnA, UnB, UnC----; 0-9 ; 0.6-2.0 ; 0.18-0.21 ; 4.5-6.0 ;Low------------; 0.49 i 3 Unadilla ; 9-60 ; 0.6-2.0 ; 0.17-0.20 ; 4.5-6.0 ;Low------------; 0.64 ; Ur*. Urban land WaA, WaB---------; 0-10 ; 2.0-6.0 ; 0.10-0.23 ; 4.5-6.0 ;Low------------; 0.20 ; 3 Walpole ; 10-24 ; 2.0-6.0 ; 0.07-0.18 ; 4.5-6.0 ;Low------------; 0.28 ; ; 24-60 ; >6.0 ; 0.01-0.13 ; 4.5-6.0 ;Low------------; 0.17 ; Wb---------------; 0-8 ; 2.0-6.0 ; 0.15-0.23 ; 4.5-6.0 ;Low------------; 0.28 ; 3 Walpole Variant ; 8-25 1 2.0-6.0 ; 0.13-0.18 ; 4.5-6.0 ;Low------------; 0.28 ; ; 25-60 ; 0.2-0.6 ; 0.14-0.26 ; 5.1-6.5 ;Low------------; 0.49 ; WeA, WeB---------; 0-10 ; 6.0-20 ; 0.06-0.15 ; 3.6-5.5 :Low------------; 0.17 i 5 Wareham ; 10-32 ; 6.0-20 ; 0.03-0.13 ; 3.6-5.5 ;Low------------; 0.17 ; ; 32-60 ; 6.0-20 ; 0.01-0.13 ; 3.6-5.5 ;Low------------; 0.17 ; Wf---------------1 0-8 ; 0.6-6.0 ; 0.12-0.18 ; 5.6-6.5 ;Low------------; 0.28 ; 3 Whately Variant ; 8-23 i 2.0-6.0 ; 0.07-0.13 ; 5.6-6.5 ;Low------------; 0.17 ; ; 23-60 ; <0.2 ; 0.10-0.18 ; 6.1-7.3 :Moderate------- 0.24 ; Wg---------------; 0-9 ; 0.6-6.0 ; 0.13-0.23 ; 4.5-7.3 :Low------------ 0.24 ; 3 Whitman ; 9-20 ; 0.6-6.0 ; 0.10-0.17 ; 4.5-6.5 ;Lou------------; 0.24 ; 20-60 ; <0.2 ; 0.02-0.03 ; 4.5-6.5 ;Low------------; 0.24 ; Wh---------------; 0-9 ; 0.6-6.0 ; 0.15-0.28 ; 4.5-6.5 ;Low------------; L ; 3 Whitman ; 9-20 ; 0.6-6.0 ; 0.10-0.17 ; 4.5-6.5 ;Low------------;20-60 ; <0.2 ; 0.02-0.03 ; 4.5-6.5 ;Low------------; ; WnA, WnB, WnC, ; ; ; WnD-------------; 0-10 ; 6.0->20 ; 0.08-0.12 ; 4.5-5.5 ;Low------------; 0.17 ; 5 Windsor ; 10-16 ; 6.0->20 ; 0.02-0.12 ; 4.5-5.5 ;Low------------; 0.17 ; 16-60 ; 6.0->20 ; 0.01-0.08 ; 4.5-5.5 ;Low------------ 0.17 ; WoC*, WoD*: ; i ; ; ; 0.17 Windsor---------i 0-3 ; 6.0->20 ; 0.08-0.12 ; 4.5-5.5 ;Low------------; ; 5 ; 3-16 ; 6.0->20 ; 0.02-0.12 ; 4.5-5.5 :Low------------; 0.17 ; 16-60 ; 6.0->20 ; 0.01-0.08 ; 4.5-5.5 ;Low------------; 0.17 ; Rock outcrop. ; Wp---------------; 0-8 ; 0.6-6.0 ; 0.15-0.30 ; 4.5-7.3 :Low------------ 0.49 ; 3 Winooski ; 8-60 ; 0.6-6.0 ; 0.13-0.26 ; 4.5-7.3 ;Low------------; 0.49 ; WrA, WrB, WrC----; 0-9 ; 0.6-6.0 ; 0.08-0.23 ; 4.5-6.0 ;Low------------i 0.24 ; 3 Woodbridge ; 9-26 ; 0.6-6.0 ; 0.06-0.20 ; 4.5-6.0 ;Low------------; 0.43 ; 26-60 ; <0.2 ; 0.05-0.12 ; 4.5-6.0 ;Low------------; 0.17 ; WsB, WsC, WsD----1 0-6 ; 0.6-6.0 ; 0.08-0.23 ; 4.5-6.0 ;Low------------; 0.24 ; 3 Woodbridge ; 6-25 ; 0.6-6.0 ; 0.06-0.20 ; 4.5-6.0 ;Low------------; 0.43 ; 25-60 ; <0.2 ; 0.05-0.12 ; 4.5-6.0 ;Low------------; 0.17 ; WtB, WtC---------; 0-4 ; 0.6-6.0 ; 0.08-0.23 i 4.5-6.0 ;Low------------; 0.24 ; 3 Woodbridge ; 4-25 ; 0.6-6.0 i 0.06-0.20 ; 4.5-6.0 :Low------------ ; 0.43 ; ; 25-60 1 <0.2 ; 0.05-0.12 ; 4.5-6.0 ;Low------------; 0.17 ; * See description of the map unit for composition and behavior characteristics of the map unit. Exhibit A-1, continued: Hydrologic soil groups for United States soils WARM SPRINGS. C I WAUPECAN e i WELD C I WETTFRHORN C I W10AUX 8 DRAINED. ALKALI I WAUOUIE B I WELDA C I WETZEL D I WICHITA C WARN SPRINGS. C I WAURIKA D I WELLER C I WEVERTON B I WICHUP 0 DRAINED 1 WAUSEON B/DI WELLINGTON D I WEWELA B I WICKAHONEY 0 WARM SPRINGS. COOL C I WAUTOMA 8/01 WELLMAN 6 ( WEWOKA - C i WICKENBURG 0 WARMAN 8/DI WAVELAND 8/01 WELLS B I WEYERS C/DI VICKERSHAM 0 V ARHAN. GRAVELLY A/DI WAVELAND. D I WFLLSBORO C I WEYMOUTH B I WICKETT C SUBSOIL DEPRESSIONAL I WELLSCREEK 0 I WHAKANA B I WICKHAM 6 I WARNFKE D WAVERLY 8/DI WELLSED C I WHALAN B I WICKIUP C WARNERS C/O 1 WAWASEE 8 I WELLSTON 8 i WHALEY D I VICKSBURG 6 WARNOCK 8 I WAWINA A I WELLSVILLE B I WHARTON C I WICUP C WARRENTON O ( VAX C I WELLTON 8 I WHATCOM C I WIDEMAN A WARSAW 6 1 WAXPOOL 0 I WELOY C I WHATELY D I WIDEN C WARSING B I VAYAH B I WELR ING D I WHEATLEY A/DI WIDTSOE 6 WARWICK A I VAYBE 0 1 WELSUM D I WHEATRIDGE B I WIEHL C WASA D I WAYCUP e i WELTER D I WHEATVILLE B I WIELAND C WASATCH A I WAYDEN 0 I WEHRLE 8 1 WHEELER B I WIERGATE 0 WASCO B I WAYLAND C/DI WENAS D I WHEELERVILLE B I WIFFO 6 WaSD4 8/DI WAYHOR B I WENA 5. ORAINEO C I WHEELING B WIGGLER D I WASEPI B I WAYNECO D I WE NA TCHEE C I VHEELON D I WIGGLETON 8 WASHBURN D I WAYNESBORO B I WENDANE C I WHETROCK C I WIGTON A WASHINGTON B I WAYNETOWN C I WENOANE. DRAINED 8 I WHETSTONE C I WILAHA 6 WASHINGTON. WET C I WEA e l WENOOVER D I WHICHMAN 6 1 WIL8ANKS D SUBSTRATUM I WEASH C I WENDTE 0 1 WHIDBEY C I WILBRAHAM C WASHOE B I WF.ATHERFORD 8 i WENONA C l WHILPHANG D I WILBUR 6 WASHOUGAL 8 1 WEAVER C I WENTWORTH P I WHIPPANY C I WILBUPTON 0 WASHTENAW C/DI WEAVERVILLE 9 I "dEOGUFKA C I WHIPPLE D I WILCO C WASILLA 0 1 WEBB C I *FPO C I WHIPSTOCK C I WILCOX D WAS10 JA 6 1 WEBBPIOGE B I *EPELD e l WHIRLO B I WILCOXSON C WASKISH D I WEBSTOWN C I WEPL OG C I WHISKEYDICK C I WILOALE C WASKOH C I VEBER 8 1 WERNER 0 1 WHISPERING C I WILDCAT D WASPO D I WEBILE C I WEPNOCK B 1 WHISTLE 8 1 WILDERNESS C WASSAIC 8 1 WEBSTER 0/01 WESCONNETT C I WHIT e l WILDGEN 8 WASSIT D I WEDEKIND D I WESDY C I WHITAKER C I WILDHORSE A WATAB C I WEDERTZ 0 1 WESF IL D I WHITE HOUSE C I WILOORS C WATAMA C I WEDGE A I WESIX D I WHITE STORE D I WILDWOOO 0 WATAUGA 9 I WEDLAR C I WESKA 0 1 WHITE SWAN D I VILE C WeTCHA906 C I WEDOWEE e i WESLEY e l WHITECAP 0 I WILEY e I B I vE50 8 1 WHITECLOVD 6 I WILHITE C/D WATCHAUG B WEED WHt TE COW 6 vILH01T VATCHUNG D I WEEDING 0 1 WESPAC D I 1 6 WATERBURY D I WEEDMAPK e l WESPAC. SANJY C I WHITECROSS D I WILKES C WATERCANYON 8 1 WEEKIVACHEE D I SUBSTRATUM I WHITEFISH 0 I WILKESON B WATEPEE e l WEEKS C I WESSEL C I WHITEFORD B I WILKINS 0 WATERMAN D I VEEKSVILLE a/01 WESTePOOK D I WHITEH►LL B I WILL 8/D WeTERTOWN a l vEENA 0 1 WESTBURY C I WHITEHILLS C I WILLABY C WATERVILLE 6 i WEEPAH C I WEST8UTTE C I WHITEHORN O I WILLACY e WATKINS B I WEESATCHE e I WESTCAMP C I WHITEHORSE E I WILLAKENZIE C VATKINS RIDGE 6 I MEGA e I WESTCPEEK B I WHITEKNOB B WILLAMAR B I WATO 8 1 WEHADKEE D I WESTE C I WHITELAKE e l rILLAMETTE 8 vATONGp D 1 vEtGANG C I WESTERVILLE 6 1 WHITEMAN D I WILLAMETTE. WET C WATOOPAH B WEIGLE I G I vESTFDRK D I vHITEPEAK D i WtLLANCH C WATROUS B I WEIKERT C/DI wESTHAVEN B I WHITEPIVER C I WILLAPA C WaTSEKA e l WEIMER D I WESTHAVEN. C I WHITEPOCK 0 1 WILLARD -B . WATSON C I WEINSACH C I SALINE-ALKALI I WHITESSORO C ( WILLETTE P/D WATSONIA D I WEINGART D I WEST INDIAN C I WHITES8URG C I WILLHILL C WATSONVILLE 0 ( vEINGARTEN C I WESTLAKE D I WHITESJN D I VILLHO 0 WATT D I WEIR 0 1 WESTLAND 8/DI WHITESTONE 8 1 WILLIAMS 8 WATTON C I WEIRMAN C I WESTMORE C I WHITETHOPN 6 1 WILLIAMSBURG D WILLIAMS C A WILLIAMS VA TUSI C i WEIRMAN. WET D ( WESTMORELAND B I WHITEWATER I P WAUSAY e l WEIRMAN. A I WESTON D I WHITEWOLF I TO RT C C OWN WAUSEEK B I NONFLOODED I WESTOVER 8 I WHITEWOOD C/DI WILLIAMSO C WAUBERG 0 1 WEISBURG C I WESTPHALIA 8 1 WHITEWOOD. 0/DI WILLIAMSVILLE C WAUSONStE 8 i WEISER 8 I WESTPLAIN D ( NONFLOODED I WILLIMAN e/D WAUCEDAH 0 I WEISHAUPT D I WESTPORT A I WHITEWRIGHT C I WILLIS C WAUCHULA 0/DI WEISSENFELS C I WESTPORT. THIN B I WHITING B I WILLISTON C WAUCHULA. 0 I WEITAS e I SURFACE i WHITINGER C I WILLOW CREEK 8 DEPRESSIONAL I WEITCHPEC C I WESTSHORE D I WHITLEY B I WILLOWDALE e WAUCOBA D 1 WEKODA D I WESTVACO C I WHITLOCK e I WILLOWEMOC C WAUCOMA 9 I WELAKA A i WESTVIEW B WHI TM AN _ DJ� WILLOWMAN 8 WAUCONDA 8 I WELBY 6 I WESTVILLE B WHIT'EY C. I WILLOWS 0 WAUKEE 9 1 WELCH D I WESTWEGO D I WHITORE e I WILLWOOD A WAUKEGAN 8 I WELCH, GRAVELLY B I WESWIND C I WHITSOL B I WILMA B WAUKENA D I SUBSTRATUM. I WESWOOD B I WHITSON D I WILMER C WAUKON 8 1 DRAINED I WETA D I WHITTIER 8 ( WILMINGTON D WAULD C I WELCH. RARELY 8 I WETHERSFIELD C I WHITWELL C I WILMONT 8 WAUMAC a i FLOODED. DRAINED I WETHEY C I WHOBREY C I WILMONTON 6 W AUMBEK 9 I WELCH. DRAINED C I WETHEY. DRAINED A I WHOLAN e I WILPAR C WAUNA C i WELCHLAND 6 1 WETMORE D I WHORLED C I VILPOINT D WAUPACA 6/DI WELCOME e i WETSAW C I WHY 8 I WILSHIRE A NOTES: TWO HYDROLOGIC SOIL GROUPS SUCH AS B/C INDICATES THE DRAINED/UNDRAINED SITUATION. MODIFIERS SHOWN, E.G.. BEDROCK SUBSTRATUM, REFER TO A SPECIFIC SOIL SERIES PHASE FOUND IN SOIL MAP LEGEND. A-42 (210-VI-TR-55, Second Ed., June 1986) Stormwater Management Volume One: Stormwater Policy Handbook March 1997 Prepared by: MA Department of Environmental Protection CZM MA Office of Coastal Zone Management Stormwater Manaaement Standards TSS Removal Rates (adapted from Schueler,1996 &EPA,1993) BMP List Design Rate Range of Average Brief Design Requirements TSS Removal Rates Extended Detention Pond 70% I 60-80% Sediment forebay Wet Pond(a) 70% ( 60-80% Sediment forebay. Constructed Wetland(b) 80% I 65-80% Designed to infiltrate or retain. Water Quality Swale 70% I 60-80% Designed to infiltrate or retain. Infiltration Trench 80% I 75-800'o I Pretreatment critical. Infiltration Basin 80% 75-80% I Pretreatment critical. (predicted) Dry Well I 80% I 80%(predicted) Rooftop runoff (uncontaminated only) Sand Fiiter(c) 80% ( 80% I P-etreatment. Organic Filter(d) 8001'0 I 804'o= I Pretreatment. Water Quality Inlet 259'o I 15-35%w/ I Off-line only;0.1" minimum Water I cleanaut Quality Volume(WQV)srorage Sediment Trap(Forebay) 25°a 254'o w/cleanout Storm flows for 2 year event must not cause erosion:0.1" minimum W'QV storage Drainage Channel I 25°'o I 259,'o I Check dams;non-erosive for 2 yr. I 25'a w/cleanout I Deep sump general rule=4 x pine Deep Sump and Hooded Catch 25°'o Basin diameter or 4.0'for pines 18" or less. Street Sweeping I 10% ( 10% I Discretionary non--tructural credit.must be pan of approved plan. Notes: (a) Includes wet extended detention ponds, wet ponds, multiple pond designs. (b) Includes shallow marsh,extended detention wetlands, pocket wetland, and pond/wedand designs. (c) Includes surface, underground, pocket, and perimeter designs. (d) Includes compost, peat/sand. and bio/filtration designs. Land Uses with Higher Potential Pollutant Loads (Standard 5) Residential,office,and institutional development and roads normally will not yield high potential pollutant loads. However,certain land uses gener- ate higher concentrations of pollutants than found in typical runoff, based Stormwater Management (Volume One) 1-7