Loading...
HomeMy WebLinkAboutApplication for Approval of Def Plan fl or e C4 FrH" APPLICATION FOR APPROVAL OF DEFINITIVE PLAY December 14 wig 98 To the Planning Board of the Town of North Andover: The undersignedp being the applicant as defined under Chapter 41,, Section 81—L9 for approval of a proposed subdivision shown on a plan entitled The Sanctuary, North Andover, MA by Merrimack Engineering Services dated Rev: 12/2/98 being land bounded as follows. South by Salem Street, west by land of Aliquo, north by land of N.E. Power Company, and east by land of Vogel. hereby submits said plan as a DEFINITIVE plan in accordance with the Rules and Regulations of the North Andover PlaraLing Board and makes application to the Board for approval of said plan. Title Reference: North Essex Deeds, Book 1048 Page 280 or Certificate of Title No. Registration Book page_; or Other: Said plan has( ) has not(X) evolved from a preliminary plan submitted to the Board of 19 and approved (with modifications) disapproved on 19 • The undersigned hereby applies for the approval of said DEFIMT17E plan by the Board, and in furtherance thereof hereby agrees to abide by the Board's Rules and Regulations. The undersigned hereby further covenants and agrees with the Town of North Andoverg upon approval of said DEFINITIVE plan by the Board: 1. To install utilities in accordance with the rules and regulations of the Planning Board, the Public Works Departmentp the Highway, Surveyor, the Board of Healtht and all general as well as zoning by-laws of said Towns as are applicable to the installation of utilities within the limits of ways and streets; 2. To complete and construct the streets or ways and other improvements shown thereon in accordance with Sections ly and V of the Rules and Regulations of the Plarming Board and the approved DEFINITM plan, profiles and cross sections of the awe. Said plang profilest cross sections and constructim specifications are specificslly,, by reference, incorporated herein and made a part of this application. This application and the covemats and agree— ment3 herein shall be binding upon all heirs, executorsq admindstratorsq successoral grantees of the whole or part of said land, and assigns of the undersigned; and 3. To complete the aforesaid installations construction within two (2) years from the date hereof. Received by Town Clerk: ' Date: Si'gaatura of Applicant 196 Main Street Time: Signature: North Andover, MA 01845 Address ocie% oe%n A Arl ,Ujn,-S -AaAor)UW UIL-AnK] A4,7: Tn Oa-T T-XPW ^{.:.: �•.Y^'•"�_Y .;.,.- :;... r.•.. ..:. ;%"`..""'�";'^^?tt;:�?r��:.x..Hw""°y"y'.'py�;"'�?:�"«_ .;,s:,.;:.:k,,M�.._4.:c�..;.: Town of North Andover Planning Board This form represents the schedule for allowing the following lots to be considered as eligible for building permits under the Town of North Andover Growth Management by-law Section 8.7 of the Zoning by-law. Pursuant to 8.7 .5 this Development Schedule must be filed in the Registry of Deeds and be referenced on the deed of each of the lots below and be filed with the Planning Board prior to the issuance of any building permit or permit for construction. Name and Address of Applicant for Lots: Name of Development: Saint Michael' s Church 196 Main Street The Sanctuary North Andover MA 01845 -Map and Parcel of Original Lot: a2 65 Lot 14 Date of Application for Lots Division: December 14 . 1998 Lots Covered.by this Schedule: 1 —5 The Planning Board by their signature below, or a signature of a duly authorized representative, do hereby establish for the above named development the following Development Schedule for the purpose of Section 8.7 of the Growth management By-Law. The applicant, their assignees, successors and or subsequent property-owners shall conform to the following schedule that limits the eligibility of the following lots, for building permits. This form must be filed in the Registry of Deeds by the property owner or representative and be referenced on each deed for each of the following lots. Such deed reference for the deed of each lot shall at a minimum.reference the book and page in which this Development Schedule is filed and contain the language : ® This lot is subject to.a Development Schedule pursuant to the Town of North Andover Zoning By-Law all owners, representatives, and future purchasers should avail themselves of said restriction by reviewing the approved Development Schedule as filed in Book insert here and Page insert here. The fact that a lot is eligible for a building permit is subject to the limitation of the number of e building permits per year pursuant to section 8.7.2.d of the Zoning By-Law." The.Planning Board hereby schedule the lot(s) for the above development as follows:. Year Eligible Number of Building Office Use Building Office Use Lots Eligible: Date Lot Eligibility Notes Completely Utilized Signature of Planning Board member or Authorized Representative Date Signature of P rty Owner or Authorized Representative Dete RESEARCH FORM ASSESSORS /✓; i; C < C-® DATE: — 22` N _ PROJECT: BY: S LOCATION: j ±c.��y Assessors Owners Name/ Deed Deed Date of Map Block# Lot# Owners Address Book Pa a Transfer 01C I�€N , `-� o". eS �v �Ztu -yA c..�' Nl'T o 6 \� •AN O o v F i l mac.{14 O l Qy4�t' L zA ?�C1Vv AQ&E(11' (L\C4\A-CLO A S =1 = �. 4 U 6? 5 i\L E -5't- tj vT-1\�� j ok e E A- IL E L o w A y o �E,4,(,jOt r4-- ) XL� f�N ovvc:il, MkTC�t�u-►+��Ot-�N X€NCtiKIS� As�.�N 4®vCti ,A,+-p�. gat ' l� OLD bo5�otis (ioh0 t ks�ur�y AA V"-. S�' vIUL�T T. N. RrJQuvFl�, ,�W«l-.old 'PN�LtP w, �. eL�IvOtR K. ®kq)V7 RESEARCH FORM ASSESSORS DATE: PROJECT: BY: LOCATION: Assessors ers Name/ Deed Deed Date of Map Block Lot# Owners Address Book Pee Transfer ei5LLE G111NJurJ °5C0H-� Cl�AC�L-0TTjE Hft�tZ«� C Lp4(LkC [-, N� NN��v�r`+�, �u� of 5 T, C L E N , . N W TyNlVA4-\Ew / (I ST ib, cLAU0 #464 i4PPLFTmN '�T, MVA1K\E-w\z.,-ANN�A ozo CL&Qp)IK Tyr-kvh\i NiEwkz,ANN�k qb4 A LCToN , �r- tN t,�vA,a Gv 7 07V-T ST w►��tT St&GEcofic. k 1JEw �i.1GLANu IL /u J®FlN c, Dow hitrvCr 12/11/98 STATEMENT OF ENVIRONMENTAL IMPACT AND EROSION CONTROL PLAN THE SANCTUARY NORTH ANDOVER,MASSACHUSETTS This statement is prepared in accordance with the requirements of the rules and regulations governing the subdivision of land in the Town of North Andover. The site, consisting of 7.8± acres, is located at the intersection of Salem and Abbott Streets on the northerly side of Salem Street. The subdivision plans, consisting of 10 sheets, depict the existing topography on the site, as well as the location of existing structures, walls, fences, and all proposed site improvements. There are five (5) lots proposed, one fronting on Salem Street, the others fronting on a proposed 662±lineal foot long cul-de-sac to be constructed off Salem Street beginning at the intersection of Salem and Abbott Streets. In the storm water report there is extensive discussion and data concerning the hydrologic properties of the site soils and their vegetative cover, both existing and proposed. There is a well defined Bordering Vegetated Wetland (BVW) crossing through the site which is supported by an intermittent stream draining a large watershed (200± acres) bounded generally by Salem and Dale Streets, and Town Farm Hill. The intermittent stream flows through the site to Mosquito Brook 200± feet downstream of the site boundary. The BVW has been delineated by Wetlands Preservation, Inc. and the delineation has been confirmed with the local Conservation Commission under a Request for Determination of Applicability. During delineation of the BVW it was determined that the intermittent stream possessed no River-front Area (a protected resource under the State Wetland Protection Act) although River-front Area associated with Mosquito Brook does fall within the site boundary.Minimal work is proposed in the Mosquito Brook River-front Area and consists of a portion of a proposed detention pond and its associated outlet on lot 4. There is also a computed FEMA 100 year flood plain (zone AE - elevation 141) on the site associated with Mosquito Brook which has been indicated on the plans. No work is proposed within the flood plain. A soil test was performed by Mr. Bill Dufresne of Merrimack Engineering and witnessed by Mr. Michael Howard of the NACC which resulted in an estimated seasonal high water table of 32 inches. Additionally, soil borings have been performed by Wetlands Preservation, Inc. within the wetland areas which have resulted in estimated seasonal high water tables of 10 to 19 inches. Given the rise in topography between the site wetlands and site boundary(6 to 8 feet) some increase in water table depth can be expected the further one gets from the wetlands. The existing topography of the site forms a valley with moderately sloping sides roughly paralleling Salem Street. This valley rises from an elevation of 138 feet at the south-easterly site boundary to an elevation of 154 feet at the north-westerly site boundary some 780±feet away.There appear to be no unusual geologic, scenic, or historic features on the site. There is an existing disused cart path on the site which leads from Salem Street across the wetlands, over an existing 36 inch RC culvert, to the rear of the site possibly interconnecting with an abandoned railroad grade running parallel to the northerly site boundary. Generally speaking the site has been cleared, excepting the BVW, in conjunction with previous agricultural use. The proposed development will take place almost entirely within the already cleared area of the site. It is proposed to construct a 24 foot wide (subject to Planning Board approval) roadway to service the new lots. This roadway has been designed with offsets from the centerline of the proposed right-of-way (subject to Planning Board approval) so as to make the most use of the existing cart path crossing. Some filling and disruption of wetlands, and removal of vegetation will be necessary to improve the existing crossing to appropriate public works standards. All wetlands proposed to be filled as result of improving the existing crossing will be replaced in accordance with the Wetland Replacement Plan prepared by Wetlands Preservation,Inc. 12/11/98 STATEMENT OF ENVIRONMENTAL IMPACT AND EROSION CONTROL PLAN THE SANCTUARY NORTH ANDOVER,MASSACHUSETTS PAGE 2 All erosion and sediment controls are to be set in place prior to, and maintained during, construction. Erosion and sedimentation will be controlled on site through the use of silt fence and hay-bales. A crushed stone filter berm will be placed at the sole construction entrance to the site to knock off dirt from tires on construction vehicles entering and leaving. Except for the roadway crossing no work is proposed within 25 feet of the wetland area, and no building is proposed within 50 feet. Soil stockpiles are to be protected with erosion control and are to be hydro-seeded if they are to remain in place more than 30 days. A separate de-watering plan has been prepared to address need for erosion and sediment control when de-watering the proposed roadway crossing. After construction is finished all disturbed areas not paved or built upon will be loamed and seeded. The proposed storm water management system complies with the DEP Storm Water Quality Standards and consists of an RC pipe collection system using deep sump catch basins with oil/gas hoods feeding two wet detention ponds with forebays, one with a grass-lined treatment swale as well. A zero percent increase in peak site runoff has been achieved with the proposed storm water management system for the 2, 10, and 100 year 24 hour events. The site is to be serviced with Town water and sewer which will be extended from Salem Street under the proposed roadway. Total water demand from the site is estimated at 2,750 GPD based on 5 lots at 5 bedrooms per lot. Estimating 12 trips per single family house lot, approximately 60 trips per day will be generated from the subdivision based on a 5 lot proposal. This project will generate maintenance work for the Public Works Department, as well as fire and police protection, typical for developments of this type and size. No other unusual or exaggerated effects on educational services, water supply, and/or water and sewer distribution systems are anticipated for this project. The fiscal impact to the Town will be that normally associated with single family subdivisions of this scale. 12/11/98 THE SANCTUARY CONSTRUCTION SCHEDULE MONTH 1 MONTH 2 MONTH 3 MONTH 4 MONTHS 5 To 24 ^ Field stake erosion Excavate and stockpile Install sanitary sewer Fine grading of roadway Construction of control, and roadway topsoil. system. and accessory side- proposed houses. centerline. Excavate and remove Install storm water slopes. Install finish pavement. Set all erosion and existing culvert. sewer system. Install roadway binder Site clean-up. sediment controls in Install replacement Loam and seed pavement. place. culverts with headwalls. detention pond. Loam and seed Pre-Construction site Bulk earthwork to bring Install water accessory side-slopes. walk and inspections. road to sub-grade and distribution system. Clearing of roadway, shape detention pond. accessory side-slopes, detention pond, and lots as necessary for installation of utilities. Grubbing of cleared areas. Note: 1. This schedule is based on the understanding that the entire roadway and all proposed lots are to be completed within two years. 2. Items are listed in their approximate starting month, actual starting date may vary, and scope of item work may span several months. 3. Any and all conditions of approval, as they may effect the scheduling of construction, are hereby made a part of this schedule. 4. This schedule in no way is to be construed as altering any condition of approval, or any requirement of the Erosion and Sediment Control Plan, or the Operation and Maintenance Plan. Nkwdmack 1 66 Park Street,Andover,MA.01810-Voice 978.475.3555 Fax 978.475.1448 Email merreng@aol.com The Sanchiary North Andover, Massadwsefts storm Water Repoft Nmantff 11, 1 JOHN A, ♦ SOUCY . CIV16 No.39067 P � It it John Soucy, Date Table of Contents Page Description Section 1 General 1.1 Introduction Methodology Soils Curve Numbers 1.2 Summary Results Curve Number Table Cover Area Table Subcatchment Table Runoff Table 1.4 S.C.S.Site Soils Map Section 2 Hydrograph Generation 2.1 Pre Development Special Descriptions 2.3 Post Development Special Descriptions 2.4 SCS TR20 2, 10, and 100 Year- 24 Hour Model Printouts Section 3 Storm Water Management Systems 3.1 System Number One (Proposed) Storm Water Quality Pre-Treatment Standard Storm Water Quality Volume of Treatment Standard Check Excavation of Pond for Depth to Ground Water Check Failure of Pond Outlet 3.2 System Number Two(Proposed) Storm Water Quality Pre-Treatment Standard Storm Water Quality Volume of Treatment Standard Check Excavation of Pond for Depth to Ground Water Check Failure of Pond Outlet 3.6 SCS TR20 2, 10, and 100 Year- 24 Hour Model Printouts Section 4 SCS TR20 Project Watershed Model 4.1 Pre Development Condition Routing Schematic Evaluate Pond 1 Over-topping 4.3 Post Development Condition Routing Schematic Section 5 Conveyances 5.1 Proposed Storm Drains Check Catch Basin Inlet Capacity Check Minium and Maximum Allowed Pipe Flow Velociy 5.2 Proposed Grass Lined Swales Section 6 6.1 Rooftop Leaching System Design Storm Water Quality Pre-Treatment Standard Storm Water Quality Volume of Infiltration Standard Check Available Inflow Volume from Rooftop Check Dead Storage of Proposed System Included separately from this report are the Pre and Post Development Subcatchment Plans. The Sanctuary, Saint ivhchaets Church -North Andover, Massachusetts SECTION 1 General INTRODUCTION This report contains hydraulic and hydrologic calculations for a proposed five (5)lot single-family residential subdivision oft Salem Street in North Andover, Massachusetts. METHODOLOGY Watersheds within this report were delineated using a ground survey by Merrimack Engineering Services. Hydrographs were generated for the 2, 10, and 100 year 24 hour storm events with total rainfalls of 3.1, 4.5, and 6.5 inches respectively. Hydrographs were generated using the methods and procedures of the Soil Conservation Service's (SCS)Technical Release 20 (TR20).Reach and pond routings were calculated using the"Storage-Indication Method"as supported by the SCS in its National Engineering Handbook Section 4(NEH4). Soil types and hydrologic groups were established using the SCS soil mapping of Essex County Northern Part. Curve numbers were selected from the tables of the SCS Technical Release 55 (TR55)based on field inspection.Times of concentration(Tc)were calculated using the methods and procedures of SCS NEH4. During the calculation of Tc length of sheet flow was limited to 50 ft while length of shallow flow was limited to 1,000 ft, and a minimum allowed Tc of 6 minutes was imposed. All calculations were performed using the "HydroCAD Storm Water Modeling System"computer software by Applied Microcomputer Systems of Chocorua, New Hampshire. Soils The project watershed is comprised of seven(7)soil types as defined by the SCS in its report"Soil Survey of Essex County-Northern Part" and delineated as shown on the included soils map.The types and their description as taken from the SCS report are; CoC - Charlton very stony fine sandy loam, 3 to 8 percent slopes : 'this deep, gently sloping,well drained soil is in irregularly shaped areas on lower slopes of hills and ridges.The areas range from 15 to 100 acres and are covered by stones 1 to 3 feet in diameter that are 30 to 100 feet apart. Slopes are typically smooth and convex and are 100 to 600 feet long."This soil is in hydrologic group B. HfC -Hinckley loamy sand, 8 to 15 percent slopes :"This deep,moderately sloping, excessively drained soil is in irregularly shaped areas that are on the edges of out wash plains and terraces, are adjacent to drainage ways, and are on the tops of kames.The areas range from 5 to 45 acres. Slopes are rolling and complex and are 100 to 400 feet long."This soil is in hydrologic group A- MmA-Merrimac fine sandy loam,0 to 3 percent slopes : "This deep, nearly level, somewhat excessively drained soil is on stream terraces and out wash plains.The areas are irregular in shape and range from 5 to 300 acres. Slopes are smooth and are 100 to 2,000 feet long." This soil is in hydrologic group A. PhD -Paxton very stony fine sandy loam, 15 to 25 percent slopes : "This deep,moderately steep, well drained soil is in irregularly shaped areas mainly on the sides of drumlins.The surface is covered by stones that are 20 to 50 feet apart.The areas range from 10 to 30 acres. Slopes are smooth and convex and are 100 to 300 feet long."This soil is in hydrologic group C. Se -Scarboro mucky fine sandy loam : "This deep,very poorly drained,nearly level soil is in depressions. The areas are mainly irregular in shape and range from 5 to 40 acres."This soil is in hydrologic group D. SrA-Sudbury fine sandy Ioam, 0 to 3 percent slopes : "This deep, nearly Ievel,moderately well drained soil is on out wash plains.The areas are irregular in shape and range from 5 to 25 acres. Slopes are 100 to 500 feet long."This soil is in hydrologic group B. Wh- Whitman extremely stony loam : "This deep,nearly level,very poorly drained soil is in depressions and low areas. Slopes are smooth or very gently undulating and are 100 to 400 feet long.The areas range from 6 to 60 acres and are covered by stones and boulders I to 3 feet in diameter that are 5 to 100 feet apart."This soil is in hydrologic group D. \\Server\MESdocs\Proj\3710\MSOffice\3710s1.doc Page 1.1 The Sanctuary, Saint Michaels Church - North Andover,Massachusetts Curve Numbers The pre and post development project watershed are comprised of five (5)cover types as defined by SCS TR55 and delineated as shown on the attached watershed maps.The types and their description as taken from TR55 table 2-2(a through c) are; Pavement or rooftop :These cover types are used to described impervious areas existing or proposed within the project watershed. CN=98 for all hydrologic groups. Open space -good condition (grass cover> 75%) :This cover type is used to describe areas of the watershed which will be disturbed during construction then loamed and seeded afterward. CN=(A)39, (B)61, (C)74, (D)80. Meadow-continuous grass,protected from grazing and generally mowed for hay:This cover type is used to describe existing grass lands(except lawns)which are generally free of brush and trees. CN=(A)30, (B)58, (C)71, (D)78. Woods(good condition) : CN=(A)30, (B)55, (C)70, (D)77. SUMMARY RESULTS The results of computer modeling demonstrate the adequacy of the project storm water management system. Overall peak rate and summary results are shown below for ease of viewing. Detailed model results can be found in the attached sections. The project is dominated by a large upstream watershed. Development of the site does cause increases in peak runoff rate which are mitigated by two proposed wet detention areas. However,the timing of runoff from the site through the proposed ponds is far earlier and far less in scale than that generated by the upland watershed.Thus, overall results below are indicative of upland runoff(which is unchanged by development) not runoff from the site proper. Summary Tables Cover Summ CN Curve Number Hydrologic Group A B C D Pavement and Rooftop 98 Water Table 98 1AC Residential 68 Open Space Good 39 61 80 Meadow 30 58 Woods Good 30 55 70 77 Cover Summary(acres Pre Development Post Development Hydrologic Group A B C D Total A B C D Total Pavement and Rooftop 0.10 0.10 0.24 0.48 0.29 1.01 Water Table 5.80±5.80 5.76 5.76 1AC Residential 55.00 55.00 56.00 55.00 Open Space Good 0.59 1.17 0.10 1.86 Meadow 0.70 1.50 2.20 0.14 1 0.09 1 1 j U.23 Woods Good 2.51 62.10 36.00 32.70 133.31 2.24 6i.96 36.00 1 32.35 132.55 Total 3.21 118.70 36.00 38.50 196.41 3.21 1 118.70 36.00 1 38.50 1 196.41 \\Server\M-ESdocs\Prof\3710\MSUfCe\3710s1.doc Page 1.2 The Sanctuary, Saint Michael's Church -North Andover,Massachusetts Subcatchment _ Pre Development _ _ Post Development Summary Area" CN Tc Peak Flow cfs by year) Area CN Tc Peak Flow cfs b ear acres min 2 10 100 acres min 2 10 100 1 182.60 67 390.3 12.82 31.40 64.46 2 13.61 58 10.1 1.95 9.95 26.61 3 0.20 77 6.4 0.25 0.50 0.89 11 182.60 67 390.3 12.82 31.40 64.46 12 5.44 66 6.0 2.91 8.20 17.44 13 0.29 79 6.0 0.41 0.79 1.37 14 0.44 69 6.0 0.31 0.78 1.57 15 0.11 86 6.0 0.22 0.38 0.60 16 0.08 91 6.0 0.20 0.31 0.47 17 0.14 81 6.0 0.22 0.41 0.69 18 0.08 91 6.0 0.20 0.31 0.47 19 0.86 46 6.0 0,00 0,11 0.78 20 0.21 80 6.0 0.32 0,60 1.02 21 5.39 57 10.1 0.65 3.58 9.99 22 0,77 51 6,0 0,02 0.27 1,10 Total Flow at Desi In Point 1 cfs Storm Event Pre Development Post Development 2 13 13 10 32 32 100 66 66 Total Flow at Desi In Point 2 cfs Storm Event Pre Development Post Development 2 <t <t 10 <t t 100 t t Total Waterstrert f3urrofF cfs Storm Event Pre Development Post Developmerit 2 13 13 10 32 32 100 66 66 \\Server\MESdocs\Proj\3710\MSOfce\3710sLdoc Page 1.3 3 o IT4 c ® o M,,� • �� se �/ MC C H fC Se Mo lama a Se S� aC g�G oe Coe Rye CJ Scr q w rB S4e C6C, CaC W S Crp se �y,'c C6C C6® eA C aC f / E CoC r A60 WIC SQ Cb�, 10 'C60` der � ve Y•!h Cbp � M Ace J'� \ •' ` o C � n S e \ C6„ Cae A yf ao v@ wse r S"e s G�� SVe C 6C he S� R �ObC goo s s _ C6 C Sh a► e �` ' J C6 � C C6 O 019 C~C ` 'CSC C� Cb® Wh CoC A8 cF ®' S � 4 be 019 IN �• ,y .M� be s` � � o o O Cb _ 6C, Nfo " 'yc c �h. t :fit :� N q\ ® a Pe I f �q G S4 �, .v A F � SQ Sy • M�,,QQ ,�® °C . be y Cy Sr6 yf 'S'ly hid 1 n Cam, Mc y�C, M r ccb r Y Own � k +�1.012 �y �yn�o�a�,`L G�av� c , t. D A�y3S ���} 11��� C ..' s�t� o ',� , Q - s 1� ``'. �s. .� .,,;,- .y�: � ® �A Y�� �� '-.✓�r; ���,, C ! l �!� ``: ifs 's'® .� :�. j`-,x•: �'� Y L'�7 �rj�/ N �' �/ �`� ' �1 I✓ 1 = W /i {� %s '� �i"fj: i � �lJ The Sanctuary, 5amt Michael's Church-North Andover, Massachusetts SECTION 2H dro a h Generation CHAPTER 1 PRE DEVELOPMENT SPECIAL DESCRIPTIONS These chapters provide a more detailed evaluation of subcatchment parameters where necessary. Subcatchment 1 A detailed model of this subcatchment including its surface cover, internal ponds, and floodway routing is beyond the scope of this report. Therefore it was decided to calibrate the results by varying the travel time through its central floodway. Data concerning the subcatchment size,hydrologic soil groups, and surface cover could be measured directly or reasonably estimated. Not available was the travel time or storage routing through the floodway.There was no reasonable way to measure or estimate the effect of storage routing. However, travel time can be adjusted to calibrate the subcatchment to a comparable result for other similar watersheds.The peak 100 year runoff used for calibration was generated using the U.S.G.S.Method as outlined in the MA Highway Design Manual(page 10.2.2.1). Evaluate curve number for existing residential use. Measured area of residential use(roadways, Houses, and yards)=42.2 acres Number of existing houses counted off U.S.G.S. =55 Average existing lot size=0.77 acre Measured area of impervious pavement and rooftop =8.3 acres (20%) RESULT: Use TR55 1 acre residential district(20%impervious) Evaluate travel time through Mosquito Brook tributary. U.S.G.S.Method for ungaged Eastern Massachusetts site A= 182.6 acres Qioo= 143.1 *AO-638 Qioo=64.3 cfs RESULT:Iterating through travel times for the central floodway yielded a value of 380 minutes to match the U.S.G.S.peak 100 year flow. CHECK 1 :Field inspection of the existing dirt embankment on site at the cross culvert location revealed that the embankment has survived historical rainfall events in recent years without visible signs of erosive over-topping.Evaluate velocity of peak 100 year event over-topping; Peak rate= 11.68 cfs(see Section 4 for existing pond model and over-topping rating chart) Flow area of peak rate=8.4 sq.ft Peak velocity of over-topping= 11.67 cfs/8.4 sq.ft= 1.4 fps From MA Highway Design Manual Table 10.12, max.velocity for sandy loam= 1.7 fps CHECK 2 : Evaluate average flow velocity through central floodway: Measured length of floodway=4,000 ft Average flow velocity=4,000 ft/380 minutes/60 sec per min=0.18 fps From MA Highway Design Manual Fig. 10-3,forest with heavy ground litter&meadow overland velocity for slope of 0.0098 ft/ft=0.24 fps Notes 1. The existing 4WD roadway and abandoned railroad grade have negligible effect on subcatchment CN and were not included in the description. 2. 15% of the hydrologic group D soil area is considered impervious as open water body or high water wetland. \\Server\MESdocs\Proj\3710\MSOfflce\3710s2.doc Page 2.1 The Sanctuary, Saint Michael's Church-North Andover, Massachusetts Subcatchment 2 Notes 1. The existing 4WD roadway and abandoned railroad grade have negligible effect on Subcatchment CN and were not included in the description. 2. 15% of the hydrologic group D soil area is considered impervious as open water body or high water wetland. Subcatchment 3 No special descriptions. \\Server\MESdocs\Prof\3710\MSOffice\3710s2.doc Page 2.2 The Sanctuary, Saint Michael's Church - North Andover, Massachusetts CHAPTER 2 POST DEVELOPMENT SPECIAL DESCRIPTIONS Subcatchment 11 The changes in extent between this subcatchment and pre development subcatchment I are minimal in comparison to their size. Thus,the description for this subcatchment is taken to be identical to the description for pre development subcatchment 1. Notes 1. The existing 4WD roadway and abandoned railroad grade have negligible effect on subcatchment CN and were not included in the description. 2. 15%of the hydrologic group D soil area is considered impervious as open water body or high water wetland. Subcatchment 12 Notes 1. 15%of the hydrologic group D soil area is considered impervious as open water body or high water wetland. Subcatchment 13 No special descriptions. Subcatchment 14 No special descriptions. Subcatchment 15 No special descriptions. Subcatchment 16 No special descriptions. Subcatchment 17 No special descriptions. Subcatchment 16 No special descriptions. Subcatchment 19 No special descriptions. Subcatchment 20 No special descriptions. Subcatchment 21 Notes 1. The existing 4WD roadway and abandoned railroad grade have negligible effect on subcatchment CN and were not included in the description. Subcatchment 22 No special descriptions. \\Server\MESdocs\Proj\3710\MSOffice\3710s2.doe Page 2.3 The Sanctuary, Saint Michael's Church -North Andover,Massachusetts CHAPTER 3 SCS TR20 2, 10, AND 100 YEAR 24 HOUR MODEL PRINTOUTS Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 2 YEAR 24-HOUR RAINFALL= 3.1 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 1 TO EXISTING 36 INCH CROSS CULVERT PEAK= 12.82 CFS @ 18.13 HRS, VOLUME= 6.50 AF ACRES CN SCS TR-20 METHOD 55.00 68 GROUP B 1AC RESIDENTIAL TYPE III 24-HOUR 58.20 55 GROUP B WOODS GOOD RAINFALL= 3.1 IN 34.70 70 GROUP C WOODS GOOD SPAN= 10-22 HRS, dt=.05 HRS 5.20 98 GROUP D WATER TABLE 29.50 77 GROUP D WOODS GOOD 182.60 67 Method Comment Tc (min) TR-55 SHEET FLOW MAXIMUM LENGTH 50 FEET 6.9 Woods: Light underbrush n=.4 L=50' P2=3.1 in s=.0893 SHALLOW CONCENTRATED/UPLAND FLOW MAXIMUM LENGTH 1,000 FEET 3.4 Unpaved Kv=16.1345 L=1000' s=.095 '/' V=4.97 fps DIRECT ENTRY FLOODWAY CALIBRATION 380.0 Total Length= 1050 ft Total Tc= 390.3 SUBCATCHMENT 1 RUNOFF PEAK= 12.82 CFS @ 18.13 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.00 I 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12.001 0.00 0.00 0.00 .01 .02 .04 .05 .07 ' .08 .10 12.50 1 .11 .13 .16 .20 .23 .27 .30 .34 .37 .40 13.00 1 .45 .51 .57 .63 .69 .75 .81 .88 .94 1.02 13.50 1 1.12 1.22 1.32 1.42 1.51 1.61 1.71 1.81 1.95 2.08 14.00 1 2.22 2.36 2.49 2.63 2.77 2.90 3.05 3.23 3.41 3.59 14.50 1 3.76 3.94 4.12 4.30 4.48 4.67 4.86 5.06 5.26 5.45 15.00 1 5.65 5.84 6.04 6.24 6.44 6.64 6.85 7.05 7.25 7.46 15.50 1 7.66 7.86 8.06 8.24 8.42 8.60 8.78 8.96 9.14 9.32 16.00 I 9.50 9.66 9.81 9.96 10.10 10.25 10.40 10.55 10.69 10.84 16.50 I 10.96 11.07 11.19 11.31 11.42 11.54 11.65 11.77 11.87 11.94 17.00 1 12.00 12.07 12.14 12.20 12.27 12.34 12.40 12.45 12.50 12.54 17.50 1 12.59 12.63 12.67 12.72 12.76 12.80 12.81 12.81 12.81 12.81 18.00 1 12.81 12.81 12.81 12.82 12.81 12.79 12.76 12.74 12.71 12.69 18.50 I 12.66 12.64 12.61 12.57 12.51 12.45 12.39 12.33 12.27 12.21 19.00 1 12.15 12.09 12.02 11.95 11.88 11.81 11.74 11.67 11.60 11.53 19.50 1 11.45 11.37 11.28 11.20 11.12 11.03 10.95 10.86 10.78 10.69 20.00 1 10.61 10.53 10.45 10.37 10.29 10.21 10.13 10.05 9.97 9.89 20.50 1 9.82 9.74 9.66 9.58 9.51 9.43 9.35 9.28 9.21 9.14 21.00 1 9.07 9.00 8.93 8.86 8.79 8.72 8.65 8.58 8.51 8.45 21.50 1 8.38 8.31 8.24 8.17 8.11 8.04 7.98 7.92 7.86 7.79 22.00 1 7.73 \\Server\MESdocs\Proj\3710\MSO$`ice\3710s2.doc Page 2.4 The Sanctuary, Saint Michael's Church-North Andover,Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 2 YEAR 24-HOUR RAINFALL= 3.1 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 2 TO DESIGN POINT 1 PEAK= 1.95 CFS @ 12.31 HRS, VOLUME= .32 AF ACRES CN SCS TR-20 METHOD .70 30 GROUP A MEADOW TYPE III 24-HOUR 2.51 30 GROUP A WOODS GOOD RAINFALL= 3.1 IN 1.50 58 GROUP B MEADOW SPAN= 10-22 HRS, dt=.05 HRS 3.80 55 GROUP B WOODS GOOD 1.30 70 GROUP C WOODS GOOD .60 98 GROUP D WATER TABLE 3.20 77 GROUP D WOODS GOOD 13.61 58 Method Comment Tc (min) TR-55 SHEET FLOW MAXIMUM LENGTH 50 FEET 5.4 Woods: Light underbrush n=.4 L=50' P2=3.1 in s=.164 SHALLOW CONCENTRATED/UPLAND FLOW MAXIMUM LENGTH 1,000 FEET 4.7 Unpaved Kv=16.1345 L=1000' s=.0492 '/' V=3.58 fps Total Length= 1050 ft Total Tc= 10.1 SUBCATCHMENT 2 RUNOFF PEAK= 1.95 CFS @ 12.31 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12.00 1 .03 .30 .94 1.54 1.80 1.90 1.95 1.93 1.85 1.72 12.50 1 1.53 1.31 1.11 .98 .91 .86 .83 .80 .77 .74 13.00 1 .71 .69 .66 .64 .63 .63 .62 .62 .61 .60 13.50 1 .60 .59 .59 .58 .57 .56 .56 .55 .54 .53 14.00 1 .52 .52 .51 .50 .50 .49 .49 .49 .48 .48 14.50 1 .48 .47 .47 .46 .46 .46 .45 .45 .44 .44 15.00 1 .43 .43 .42 .42 .41 .41 .40 .40 .39 .39 15.50 1 .38 .38 .37 .37 .36 .36 .35 .34 .34 .33 16.00 1 .33 .32 .32 .31 .31 .31 .30 .30 .30 .30 16.50 1 .29 .29 .29 .29 .28 .28 .28 .28 .27 .27 17.00 1 .27 .27 .26 .26 .26 .26 .25 .25 .25 .24 17.50 1 .24 .24 .24 .23 .23 .23 .22 .22 .22 .22 18.00 1 .21 .21 .21 .21 .21 .20 .20 .20 .20 .20 18.50 1 .20 .20 .20 .20 .20 .20 .20 .20 .19 .19 19.00 1 .19 .19 .19 .19 .19 .19 .19 .19 .19 .19 19.50 1 .19 .18 .18 .18 .18 .18 .18 .18 .18 .18 20.00 1 .18 .18 .18 .17 .17 .17 .17 .17 .17 .17 20.50 1 .17 .17 .17 .17 .17 .17 .17 .17 .17 .17 21.00 1 .16 .16 .16 .16 .16 .16 .16 .16 .16 .16 21.50 1 .16 .16 .16 .16 .16 .16 .15 .15 .15 .15 22.00 1 .15 \\Server\MESdocs\Prof\3710\MSOfce\3710s2.doc Page 2.5 The Sanctuary, Saint Michael's Church -North Andover,Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 2 YEAR 21-HOUR PAINFPTL= 3.1 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 3 TO DESIGN POINT 2 (EXIST CB) PEAK= .25 CFS @ 12.08 HRS, VOLUME= .02 AF ACRES CN SCS TR-20 METHOD .10 98 PAVEMENT AND ROOFTOP TYPE III 2d-HOUR .10 55 GROUP B WOODS GOOD RAINFALL= 3.1 IN .20 77 SPAN= 10-22 HRS, dt=.05 HRS Method Comment Tc (min) TR=55 SHEET FLOW MAXIMUM LENGTH 50 FEET 5.1 Woods: Light underbrush n=.4 L=30° P2=3.1 in s=.0667 1/1 SHALLOW CONCENTRATED/UPLAND FLOW MAXIMUM LENGTH 1,000 FEET 1.3 Paved Kv=20.3282 L=230' s=.0211 W V=2.95 fps Total Length= 260 ft Total Tc= 6.4 SUBCATCHMENT 3 RUNOFF PEAK= .2b CFS @ 12.08 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.00 1 u.uu 0.00 .01 .01 .01 .01 .01 .01 .01 .01 11.50 1 .01 .01 .02 .02 .03 .04 .05 .06 .08 .11 12.00 1 .17 .24 .24 .19 .15 .13 .12 .11 .09 .08 12.50 1 .06 .05 .04 .04 .04 .04 .04 .03 .03 .03 13.00 1 .03 .03 .03 .03 .03 .03 .03 .03 .02 .02 13.50 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 14.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 14.50 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 15.00 1 .02 .02 .02 .01 .01 .01 .01 .01 .01 .01 15.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 16.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 16.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 17.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 17.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 18.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 18.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 19.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 19.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 20.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 20.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 21.00 1 .01 .01 .01 .01 .01 .01 .01 .01 0.00 0.00 21.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 22.00 1 0.00 \\Server\MESdocs\Proj\3710\MSOffice\3710s2.doc Page 2.6 The Sanctuary, Saint Michael's Church -North Andover,Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 2 YEAR 24-HOUR RAINFALL= 3.1 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT Il TO PROPOSED 36 INCH CROSS CULVERT PEAK= 12.82 CFS @ 18.13 HRS, VOLUME= 6.50 AF ACRES CN SCS TR-20 METHOD 55.00 68 GROUP B 1AC RESIDENTIAL TYPE III 24-HOUR 58.20 55 GROUP B WOODS GOOD RAINFALL= 3.1 IN 34.70 70 GROUP C WOODS GOOD SPAN= 10-22 HRS, dt=.05 HRS 5.20 98 GROUP D WATER TABLE 29.50 77 GROUP D WOODS GOOD 182.60 67 Method Comment Tc (min) TR-55 SHEET FLOW MAXIMUM LENGTH 50 FEET 6.9 Woods: Light underbrush n=.4 L=50° P2=3.1 in s=.0893 SHALLOW CONCENTRATED/UPLAND FLOW MAXIMUM LENGTH 1,000 FEET 3.4 Unpaved Kv=16.1345 L=1000' s=.095 '/' V=4.97 fps DIRECT ENTRY FLOODWAY CALIBRATION 380.0 Total Length= 1050 ft Total Tc= 390.3 SUBCATCHMENT 11 RUNOFF PEAK= 12.82 CFS @ 18.13 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12.00 1 0.00 0.00 0.00 .01 .02 .04 .05 .07 .08 .10 12.50 I .11 .13 .16 .20 .23 .27 .30 .34 .37 .40 13.00 1 .45 .51 .57 .63 .69 .75 .81 .88 .94 1.02 13.50 I 1.12 1.22 1.32 1.42 1.51 1.61 1.71 1.81 1.95 2.08 14.00 1 2.22 2.36 2.49 2.63 2.77 2.90 3.05 3.23 3.41 3.59 14.50 I 3.76 3.94 4.12 4.30 4.48 4.67 4.86 5.06 5.26 5.45 15.00 I 5.65 5.84 6.04 6.24 6.44 6.64 6.85 7.05 7.25 7.46 15.50 1 7.66 7.86 8.06 8.24 8.42 8.60 8.78 8.96 9.14 9.32 16.00 1 9.50 9.66 9.81 9.96 10.10 10.25 10.40 10.55 10.69 10.84 16.50 I 10.96 11.07 11.19 11.31 11.42 11.54 11.65 11.77 11.87 11.94 17.00 1 12.00 12.07 12.14 12.20 12.27 12.34 12.40 12.45 12.50 12.54 17.50 1 12.59 12.63 12.67 12.72 12.76 12.80 12.81 12.81 12.81 12.81 18.00 1 12.81 12.81 12.81 12.82 12.81 12.79 12.76 12.74 12.71 12.69 18.50 1 12.66 12.64 12.61 12.57 12.51 12.45 12.39 12.33 12.27 12.21 19.00 1 12.15 12.09 12.02 11.95 11.88 11.81 11.74 11.67 11.60 11.53 19.50 1 11.45 11.37 11.28 11.20 11.12 11.03 10.95 10.86 10.78 10.69 20.00 1 10.61 10.53 10.45 10.37 10.29 10.21 10.13 10.05 9.97 9.89 20.50 1 9.82 9.74 9.66 9.58 9.51 9.43 9.35 9.28 9.21 9.14 21.00 1 9.07 9.00 8.93 8.86 8.79 8.72 8.65 8.58 8.51 8.45 21.50 1 8.38 8.31 8.24 8.17 , 8.11 8.04 7.98 7.92 7.86 7.79 22.00 1 7.73 \\Server\MESdocs\Proj\3710\MSOfce\3710s2.doc Page 2.7 The Sanctuary, Saint Michael's Church- North Andover,Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 2 YEAR 24-HOUR RAINFALL= 3.1 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 12 TO DESIGN POINT 2 PEAK= 2.91 CFS @ 12.09 HRS, VOLUME= .26 AF ACRES CN SCS TR-20 METHOD .07 98 PAVEMENT AND ROOFTOP TYPE III 24-HOUR .14 30 GROUP A MEADOW RAINFALL= 3.1 IN 1.16 30 GROUP A WOODS GOOD SPAN= 10-22 HRS, dt=.05 HRS .21 61 GROUP B OPEN SPACE GOOD .09 58 GROUP B MEADOW .36 55 GROUP B WOODS GOOD .56 98 GROUP D WATER TABLE 2.85 77 GROUP D WOODS GOOD 5.44 66 Method Comment Tc (min) DIRECT ENTRY MINIMUM SCS TC 6.0 SUBCATCHMENT 12 RUNOFF PEAK= 2.91 CFS @ 12.09 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.50 1 0.00 0.00 0.00 0.00 0.00 .04 .13 .27 .45 .81 12.00 1 1.64 2.69 2.89 2.41 2.06 1.88 1.73 1.57 1.39 1.19 12.50 I .98 .79 .69 .65 .62 .60 .58 .55 .53 .51 13.00 1 .48 .46 .45 .44 .44 .43 .43 .42 .41 .41 13.50 1 .40 .40 .39 .39 .38 .37 .37 .36 .35 .35 14.00 1 .34 .33 .33 .33 .32 .32 .32 .31 .31 .31 14.50 1 .31 .30 .30 .30 .29 .29 .29 .28 .28 .28 15.00 1 .27 .27 .27 .26 .26 .26 .25 .25 .24 .24 15.50 1 .24 .23 .23 .23 .22 .22 .21 .21 .21 .20 16.00 1 .20 .20 .19 .19 .19 .19 .19 .18 .18 .18 16.50 1 .18 .18 .18 .17 .17 .17 .17 .17 .17 .16 17.00 1 .16 .16 .16 .16 .16 .15 .15 .15 .15 .15 17.50 1 .15 .14 .14 .14 .14 .14 .13 .13 .13 .13 18.00 1 .13 .13 .12 .12 .12 .12 .12 .12 .12 .12 18.50 1 .12 .12 .12 .12 .12 .12 .12 .12 .12 .12 19.00 1 .12 .11 .11 .11 .11 .11 .11 .11 .11 .11 19.50 1 .11 .11 .11 .11 .11 .11 .11 .11 .11 .11 20.00 1 .11 .10 .10 .10 .10 .10 .10 .10 .10 .10 20.50 1 .10 .10 .10 .10 .10 .10 .10 .10 .10 .10 21.00 1 .10 .10 .10 .10 .10 .09 .09 .09 .09 .09 21.50 1 .09 .09 .09 .09 .09 .09 .09 .09 .09 .09 22.00 1 .09 \\Server\MESdocs\Proj\3710\MSOffice\3710s2.doe Page 2.8 The Sanctuary, Saint Michael's Church-North Andover, Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 2 YEAR 24-HOUR RAINFALL- 3.1 IN Prepared by Merrimack Enqineerinq Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 13 TO DESIGN POINT 2 (EXIST CB) PEAK= .41 CFS @ 12.07 HRS, VOLUME= .03 AF ACRES CN SCS TR-20 METHOD .14 98 PAVEMENT AND ROOFTOP TYPE III 24-HOUR .15 61 GROUP B OPEN SPACE GOOD RAINFALL= 3.1 IN •29 79 SPAN= 10-22 HRS, dt=.05 HRS Method Comment Tc (min) DIRECT ENTRY MINIMUM SCS TC 6.0 SUBCATCHMENT 13 RUNOFF PEAK= .41 CFS @ 12.07 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.50 1 0.00 .01 .01 .01 .01 .01 .01 .01 .01 .01 11.00 1 .01 .01 .01 .01 .01 .02 .02 .02 .02 .02 11.50 1 .02 .03 .03 .05 .06 .08 .09 .11 .14 .18 12.00 1 .29 .41 .39 .30 .24 .21 .19 .17 .14 .12 12.50 1 .10 .08 .07 .06 .06 .06 .06 .05 .05 .05 13.00 1 .05 .04 .04 .04 .04 .04 .04 .04 .04 .04 13.50 1 .04 .04 .04 .04 .03 .03 .03 .03 .03 .03 14.00 1 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 14.50 1 .03 .03 .03 .03 .03 .03 .03 .02 .02 .02 15.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 15.50 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 16.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 16.50 1 .02 .02 .01 .01 .01 .01 .01 .01 .01 .01 17.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 17.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 18.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 18.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 19.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 19.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 20.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 20.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 21.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 21.50 1 .01 .01 .01' .01 .01 .01 .01 .01 .01 .01 22.00 1 .01 \\Server\MESdocs\Prof\3710\MSOffice\3710s2.doe Page 2.9 The Sanctuary, Saint Michael's Church -North Andover,Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 2 YEAR 24-HOUR RAINFALL= 3.1 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 14 TO PROPOSED POND 10 PEAK= .31 CFS @ 12.08 HRS, VOLUME= .03 AF ACRES CN SCS TR-20 METHOD .09 98 PAVEMENT AND ROOFTOP TYPE III 24-HOUR .35 61 GROUP B OPEN SPACE GOOD RAINFALL= 3.1 IN .44 69 SPAN= 10-22 HRS, dt=.05 HRS Method Comment Tc (min) DIRECT ENTRY MINIMUM SCS TC 6.0 SUBCATCHMENT 14 RUNOFF PEAK= .31 CFS @ 12.08 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.50 1 0.00 0.00 0.00 .01 .01 .02 .04 .05 .07 .11 12.00 1 .20 .30 .31 .25 .21 .19 .17 .15 .14 .12 12.50 1 .09 .08 .07 .06 .06 .06 .06 .05 .05 .05 13.00 1 .05 .04 .04 .04 .04 .04 .04 .04 .04 .04 13.50 1 .04 .04 .04 .04 .04 .04 .03 .03 .03 .03 14.00 1 .03 .03 .03 .03 . .03 .03 .03 .03 .03 .03 11.50 1 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 15.00 1 .03 .02 .02 .02 .02 .02 .02 .02 .02 .02 15.50 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 16.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 16.50 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 17.00 ( .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 17.50 I .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 18.00 I .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 18.50 I .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 19.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 19.50 ( .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 20.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 20.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 21.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 21.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 22.00 1 .01 \\Server\MESdocs\Proj\3710\MSOfce\3710s2.doc Page 2.10 The Sanctuary, Saint Michael's Church -North Andover, Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 2 YEAR 24-HOUR RAINFALL= 3.1 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 15 TO PROPOSED CB1 PEAK= .22 CFS @ 12.06 HRS, VOLUME= .02 AF ACRES CN SCS TR-20 METHOD .07 98 PAVEMENT AND ROOFTOP TYPE III 24-HOUR .03 61 GROUP B OPEN SPACE GOOD RAINFALL= 3.1 IN .01 80 GROUP D OPEN SPACE GOOD SPAN= 10-22 HRS, dt=.05 HRS .11 86 Method Comment Tc (min) DIRECT ENTRY MINIMUM SCS TC 6.0 SUBCATCHMENT 15 RUNOFF PEAK= .22 CFS @ 12.06 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 0.00 0.00 0.00 0.00 0.00 .01 .01 .01 .01 .01 10.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 11.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .02 .02 11.50 1 .02 .02 .03 .03 .04 .05 .06 .07 .08 .11 12.00 1 .17 .22 .20 .15 .12 .10 .09 .08 .07 .06 12.50 1 .05 .04 .03 .03 .03 .03 .03 .03 .02 .02 13.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 13.50 1 .02 .02 .02 .02 .02 .02 .02 .02 .01 .01 14.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 14.50 1 , .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 15.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 15.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 16.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 16.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 17.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 17.50 1 .01 .01 .01 .01 .01 .01 .01 0.00 0.00 0.00 18.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 18.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 22.00 1 0.00 \\Server\MESdocs\Prof\3710\MSOfce\3710s2.doc Page 2.11 The Sanctuary, Saint Michael's Church - North Andover,Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 2 YEAR 24-HOUR RAINFALL= 3.1 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 16 TO PROPOSED CB2 PEAK= .20 CFS @ 12.06 HRS, VOLUME= .01 AF ACRES CN SCS TR-20 METHOD .06 98 PAVEMENT AND ROOFTOP TYPE III 24-HOUR .01 61 GROUP B OPEN SPACE GOOD RAINFALL= 3.1 IN .01 80 GROUP D OPEN SPACE GOOD SPAN= 10-22 HRS, dt=.05 HRS .08 91 Method Comment Tc (min) DIRECT ENTRY MINIMUM SCS TC 6.0 SUBCATCHMENT 16 RUNOFF PEAK= .20 CFS @ 12.06 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 10.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 11.00 1 .01 .01 .01 .01 .01 .01 .01 .02 .02 .02 11.50 1 .02 .02 .03 .03 .04 .05 .06 .07 .08 .10 12.00 1 .15 .20 .18 .13 .10 .09 .08 .07 .06 .05 12.50 1 .04 .03 .03 .03 .02 .02 .02 .02 .02 .02 13.00 1 .02 .02 .02 .02 .02 .02 .02 .01 .01 .01 13.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 14.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 14.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 15.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 15.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 16.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 16.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 0.00 17.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 17.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 18.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 18.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 22.00 1 0.00 \\Server\MESdocs\Proj\37 10\M-SOffice\3 7 10s2.doe Page 2.12 The Sanctuary, Saint Michael's Church -North Andover,Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 2 YEAR 24-HOUR RAINFALL= 3.1 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 17 TO PROPOSED CB3 PEAK= .22 CFS @ 12.07 HRS, VOLUME= .02 AF ACRES CN SCS TR-20 METHOD .07 98 PAVEMENT AND ROOFTOP TYPE III 24-HOUR .06 61 GROUP B OPEN SPACE GOOD RAINFALL= 3.1 IN .01 80 GROUP D OPEN SPACE GOOD SPAN= 10-22 HRS, dt=.05 HRS .14 81 Method Comment Tc (min) DIRECT ENTRY MINIMUM SCS TC 6.0 SUBCATCHMENT 17 RUNOFF PEAK= .22 CFS @ 12.07 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.50 1 0.00 0.00 0.00 0.00 0.00 .01 .01 .01 .01 .01 11.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 11.50 I .01 .02 .02 .03 .03 .04 .05 .06 .08 .10 12.00 1 .16 .22 .21 ' .16 .13 .11 .10 .09 .08 .06 12.50 1 .05 .04 .04 .03 .03 .03 .03 .03 .03 .03 13.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 13.50 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 14.00 1 .02 .02 .02 .02 .01 -01 .01 .01 .01 .01 14.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 15.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 15.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 16.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 16.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 17.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 17.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 18.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 18.50 1 .01 .01 .01 .01 .01 0.00 0.00 0.00 0.00 0.00 19.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 22.00 1 0.00 \\Server\MESdocs\Proj\3710\MSOffice\3710s2.doc Page 2.13 The Sanctuary, Saint Michael's Church -North Andover, Massachusetts Data for SECTION 2 HYDROURAPH GENERATION TYPE III 2 YEAR 24-HOUR RAINFALL= 3.1 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 18 TO PROPOSED CB4 PEAK= .20 CFS @ 12.06 HRS, VOLUME= .01 AF ACRES CN SCS TR-20 METHOD .06 98 PAVEMENT AND ROOFTOP TYPE III 24-HOUR .01 61 GROUP B OPEN SPACE GOOD RAINFALL= 3.1 IN .01 80 GROUP D OPEN SPACE GOOD SPAN= 10-22 HRS, dt=.05 HRS .08 91 Method Comment Tc (min) DIRECT ENTRY MINIMUM SCS TC 6.0 SUBCATCHMENT 18 RUNOFF PEAK= .20 CFS @ 12.06 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 10.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 11.00 1 .01 .01 .01 .01 .01 .01 .01 .02 .02 .02 11.50 1 .02 .02 .03 .03 .04 .05 .06 .07 .08 .10 12.00 1 .15 .20 .18 .13 .10 .09 .08 .07 .06 .05 12.50 1 .04 .03 .03 .03 .02 .02 .02 .02 .02 .02 13.00 1 .02 .02 .02 .02 .02 .02 .02 .01 .01 .01 13.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 14.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 14.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 15.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 15.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 16.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 16.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 0.00 17.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 17.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 18.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 18.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20.50 1 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 22.00 1 0.00 \\Server\MESdocs\Proj\3710\MSOffice\3710s2.doc Page 2.14 The Sanctuary, Saint Michael's Church -North Andover,Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 2 YEAR 24-HOUR RAINFALL= 3.1 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 19 TO PROPOSED CB5 PEAK= 0.00 CFS @ 15.26 HRS, VOLUME= 0.00 AF ACRES CN SCS TR-20 METHOD .15 98 PAVEMENT AND ROOFTOP TYPE III 24-HOUR .08 39 GROUP A OPEN SPACE GOOD RAINFALL= 3.1 IN .55 30 GROUP A WOODS GOOD SPAN= 10-22 HRS, dt=.05 HRS .08 61 GROUP B OPEN SPACE GOOD .86 46 Method Comment Tc (min) DIRECT ENTRY MINIMUM SCS TC 6.0 SUBCATCHMENT 19 RUNOFF PEAK= 0.00 CFS @ 15.26 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 13.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 13.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 i4.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 14.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 16.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 16.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 17.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 17.50 1 0.00 .0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 18.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 18.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 22.00 1 0.00 \\Server\MESdocs\Prof\3710\MSOfce\3710s2.doc Page 2.15 The Sanctuary, Saint Michael's Church-North Andover, Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 2 YEAR 24-HOUR RAINFALL= 3.1 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 20 TO PROPOSED CB6 PEAK= .32 CFS @ 12.07 HRS, VOLUME= .02 AF ACRES CN SCS TR-20 METHOD .11 98 PAVEMENT AND ROOFTOP TYPE III 24-HOUR .01 39 GROUP A OPEN SPACE GOOD RAINFALL= 3.1 IN .08 61 GROUP B OPEN SPACE GOOD SPAN= 10-22 HRS, dt=.05 HRS .01 80 GROUP D OPEN SPACE GOOD .21 80 Method Comment Tc (min) DIRECT ENTRY MINIMUM SCS TC 6.0 SUBCATCHMENT 20 RUNOFF PEAK= .32 CFS @ 12.07 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.50 1 0.00 0.00 .01 .01 .01 .01 .01 .01 .01 .01 11.00 1 .01 .01 .01 .01 .01 .01 .01 .02 .02 .02 11.50 1 .02 .02 .03 .04 .05 .06 .07 .09 .11 .14 12.00 1 .23 .31 .30 .23 .18 .16 .14 .13 .11 .09 12.50 1 .07 .06 .05 .05 .05 .04 .04 .04 .04 .04 13.00 1 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 13.50 1 .03 .03 .03 .03 .03 .03 .03 .02 .02 .02 14.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 14.50 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 15.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 15.50 1 .02 .02 .01 .01 .01 .01 .01 .01 .01 .01 16.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 16.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 17.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 17.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 18.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 18.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 19.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 19.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 20.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 20.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 21.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 21.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 22.00 1 .01 \\Server\ME;Sdocs\Prof\3710\MSOfce\3710s2.doe Page 2.16 The Sanctuary, Saint Michael's Church-North Andover, Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 2 YEAR 24-HOUR RAINFALL= 3.1 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 21 TO PROPOSED FES3 PEAK= .65 CFS @ 12.34 HRS, VOLUME= .12 AF ACRES CN SCS TR-20 METHOD .05 98 PAVEMENT AND ROOFTOP TYPE III 24-HOUR .45 30 GROUP A WOODS GOOD RAINFALL= 3.1 IN .19 61 GROUP B OPEN SPACE GOOD SPAN= 10-22 HRS, dt=.05 HRS 3.40 55 GROUP B WOODS GOOD 1.30 70 GROUP C WOODS GOOD 5.39 57 Method Comment Tc (min) TR-55 SHEET FLOW MAXIMUM LENGTH 50 FEET 5.4 Woods: Light underbrush n=.4 L=50' P2=3.1 in s=.164 SHALLOW CONCENTRATED/UPLAND FLOW MAXIMUM LENGTH 1,000 FEET 4.7 Unpaved Kv=16.1345 L=1000' s=.0492 '/' V=3.58 fps Total Length= 1050 ft Total Tc= 10.1 SUBCATCHMENT 21 RUNOFF PEAK= .65 CFS @ 12.34 HOURS HOUR 0.00 .05 .10 .15 .20 25 .30 .35 .40 .45 10.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12.00 1 0.00 .06 .23 .43 .55 .61 .64 .65 .64 .60 12.50 1 .53 .46 .39 .35 .32 .31 .30 .29 .28 .27 13.00 1 .26 .25 .24 .23 .23 .23 .22 .22 .22 .22 13.50 1 .22 .21 .21 .21 .21 .21 .20 .20 .20 .19 14.00 1 .19 .19 .19 .18 .18 .18 .18 .18 .18 .18 14.50 1 .17 .17 .17 .17 .17 .17 .17 .16 .16 .16 15.00 1 .16 .16 .16 .15 .15 .15 .15 .15 .15 .14 15.50 1 .14 .14 .14 .14 .13 .13 .13 .13 .12 .12 16.00 1 .12 .12 .12 .12 .11 .11 .11 .11 .11 .11 16.50 1 .11 .11 .11 .11 .11 .10 .10 .10 .10 .10 17.00 1 .10 .10 .10 .10 .10 .09 .09 .09 .09 .09 17.50 1 .09 .09 .09 .09 .09 .08 .08 .08 .08 .08 18.00 1 .08 .08 .08 .08 .08 .08 .08 .08 .08 .07 18.50 1 .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 19.00 1 .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 19.50 1 .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 20.00 1 .07 .07 .07 .07 .06 .06 .06 .06 .06 .06 20.50 1 .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 21.00 1 .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 21.50 1 .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 22.00 1 .06 \\Server\MESdocs\Prof\3710\MSOffice\3710s2.doc Page 2.17 The Sanctuary, Saint Michael's Church -North Andover,Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 2 YEAR 24-HOUR RAINFALL= 3.1 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 22 TO PROPOSED POND 30 PEAK= .02 CFS @ 12.44 HRS, VOLUME= .01 AF ACRES CN SCS TR-20 METHOD .14 98 PAVEMENT AND ROOFTOP TYPE III 24-HOUR .50 39 GROUP A OPEN SPACE GOOD RAINFALL= 3.1 IN .08 30 GROUP A WOODS GOOD SPAN= 10-22 HRS, dt=.05 HRS .05 80 GROUP D OPEN SPACE GOOD .77 51 Method Comment Tc (min) DIRECT ENTRY MINIMUM SCS TC 6.0 SUBCATCHMENT 22 RUNOFF PEAK= .02 CFS @ 12.44 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12.00 1 0.00 0.00 0.00 0.00 0.00 0.00 .01 .02 .02 .02 12.50 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .01 13.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 13.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 14.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 14.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .0.1 15.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 15.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 16.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 16.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 17.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 17.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 18.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 18.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 19.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 19.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 20.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 20.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 21.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 21.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 22.00 1 .01 \\Server\MESdocs\Proj\3710\MSOfce\3710s2.doe Page 2.18 The Sanctuary, Saint Michael's Church - North Andover,Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 10 YEAR 24-HOUR RAINFALL= 4.5 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCAl'CHMENT 1 TO EXISTING 36 INCH CROSS CULVERT PEAK= 31.40 CPS @ 17.75 HRS, VOLUME= 15.88 AF ACRES CN SCS `PR-20 METHOD 55.00 68 GROUP B 1AC RESIDENTIAL TYPE III 2.4-HOUR 58.20 55 GROUP B WOODS GOOD RAINFALL= 4.5 IN 34.70 70 GROUP C WOODS GOOD SPAN= 10-22 fiRS, dt=.05 HRS 5.20 98 GROUP D WATER TABLE 29.50 77 GROUP D WOODS GOOD 182.60 67 Method Comment Tc (min) TR-55 SHEET FLOW MAXIMUM LENGTH 50 FEET 6.9 Woods: Light underbrush n=.4 L=50' P2=3.1 in s=.0893 SHALLOW CONCENTRATED/UPLAND FLOW MAXIMUM LENGTH 1,000 FEET 3.4 Unpaved Kv=16.1345 L=1000' s=.095 °/' V=4.91 fps DIRECT ENTRY FLOODWAY CALIBRATION 380.0 otal 'Length= 1050 ft Total Tc= 390.3 SUBCATCHMENT 1 RUNOFF PEAK= 31.40 CPS @ 17.75 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 I 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .01 11.50 1 .01 .01 .01 .01 .01 .02 .02 .02 .02 .03 12.00 1 .03 .03 .04 .07 .12 .17 .23 .28 .33 .38 12.50 1 .44 .49 .60 .72 .84 .96 1.07 1.19 1.31 1.43 13.00 1 1.57 1.75 1.94 2.13 2.32 2.50 2.69 2.88 3.07 3.32 13.50 1 3.60 3.89 4.18 4.46 4.75 5.04 5.32 5.62 5.99 6.38 14.00 1 6.77 7.16 7.55 7.94 8.32 8.71 9.13 9.62 10.11 10.61 14.50 1 11.10 11.59 12.08 12.57 13.06 13.57 14.08 14.59 15.10 15.61 15.00 1 16.12 16.63 17.15 17.66 18.15 18.65 19.15 19.64 20.14 20.63 15.50 1 21.13 21.63 22.10 22.51 22.93 23.34 23.76 24.17 24.59 25.00 16.00 1 25.42 25.77 26.08 26.39 26.70 27.01 27.32 27.63 27.94 28.25 16.50 1 28.49 28.72 28.95 29.18 29.41 29.64 29.87 30.10 30.29 30.39 17.00 1 30.48 30.58 30.67 30.76 30.86 30.95 31.04 31.10 31.14 31.18 17.50 1 31.22 31.25 31.29 31.33 31.37 31.40 31.35 31.29 31.23 31.17 18.00 1 31.11 31.05 30.99 30.93 30.85 30.73 30.60 30.48 30.36 30.23 18.50 1 30.11 29.98 29.86 29.69 29.48 29.27 29.06 28.85 28.65 28.44 19.00 1 28.23 28.02 27.80 27.58 27.36 27.14 26.92 26.70 26.48 26.26 19.50 1 26.04 25.81 25.58 25.35 25.11 24.88 24.65 24.42 24.19 23.97 20.00 1 23.75 23.54 23.32 23.11 22.89 22.68 22.47 22.25 22.05 21.85 20.50 1 21.65 21.46 21.26 21.06 20.86 20.66 20.47 20.29 20.12 19.94 21.00 1 19.76 19.59 19.41 19.23 19.06 18.89 18.72 18.55 18.38 18.21 21.50 1 18.05 17.88 17.71 17.54 17.39 17.23 17.08 16.93 16.77 16.62 22.00 1 16.47 \\ServerSdocs\Proj\3710\MSOffice\3710s2.doc Page 2.19 '!'he Sanctuary, Saint Michael's Church-North Andover,Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 10 YEAR 24-HOUR RAINFALL= 4.5 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 2 TO DESIGN POINT 1 PEAK= 9.95 CFS l 12.15 HRS, VOLUME= .9'1 AF ACRES CN SCS TR-20 METHOD .70 30 GROUP A MEADOW TYPE III 24-HOUR 2.51 30 GROUP A WOODS GOOD RAINFALL= 4.5 IN 1.50 58 GROUP 8 MEADOW SPAN= 10-22 HRS, dt=.05 HRS 3.80 55 GROUP B WOODS GOOD 1.30 70 GROUP C WOODS GOOD .60 98 GROUP D WATER TABLE 3.20 77 GROUP D WOODS GOOD 13.61 58 Method Comment Tc (min) TR-55 SHEET FLOW MAXIMUM LENGTH 50 FEET 5.4 Woods: Light underbrush n=.4 L=50' P2=3.1 in s=.164 SHALLOW CONCENTRATED/UPLAND FLOW MAXIMUM LENGTH 1,000 FEET 4.7 Unpaved Kv=16.1345 L=1000' s=.0492 '/' V=3.58 fps Total Length= 1050 ft Total Tc= 10.1 SUBCATCHMENT 2 RUNOFF PEAK= 9.95 CFS 0 12.15 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.50 1 0.00 0.00 0.00 0.00 .02 .12 .35 .71 1.23 2.01 12.00 1 3.60 6.44 9.19 9.95 9.13 8.16 7.43 6.80 6.16 5.47 12.50 1 4.71 3.94 3.28 2.85 2.60 2.44 2.32 2.22 2.12 2.03 13.00 1 1.94 1.85 1.77 1.72 1.69 1.66 1.64 1.61 1.59 1.57 13.50 1 1.55 1.53 1.51 1.48 1.46 1.44 1.41 1.39 1.36 1.34 14.00 1 1.31 1.29 1.27 1.25 1.23 1.22 1.21 1.20 1.19 1.18 14.50 1 1.16 1.15 1.14 1.13 1.12 1.11 1.09 1.08 1.07 1.06 15.00 I 1.04 1.03 1.02 1.00 .99 .98 .96 .95 .94 .92 15.50 1 .91 .89 .88 .87 .85 .84 .82 .81 .79 .78 16.00 I .76 .75 .74 .73 .72 .71 .71 .70 .69 .69 16.50 I .68 .67 .67 .66 .66 .65 .64 .64 .63 .62 17.00 1 .62 .61 .60 .60 .59 .59 .58 .57 .57 .56 17.50 1 .55 .55 .54 .53 .53 .52 .51 .51 .50 .49 18.00 1 .48 .48 .47 .47 .47 .46 .46 .46 .46 .46 18.50 1 .45 .45 .45 .45 .45 .44 .44 .44 .44 .44 19.00 1 .43 .43 .43 .43 .43 .42 .42 .42 .42 .42 19.50 ( .42 .41 .41 .41 .41 .41 .40 .40 .40 .40 20.00 I .40 .39 .39 .39 .39 .39 .39 .38 .38 .38 20.50 1 .38 .38 .38 .37 .37 .37 .37 .37 .37 .37 21.00 1 .36 .36 .36 .36 .36 .36 .36 .35 .35 .35 21.50 1 .35 .35 .35 .34 .34 .34 .34 .34 .34 .34 22.00 ( .33 \\Server\MESdocs\Proj\3710\M.SOfce\3710s2.doe Page 2.20 The Sanctuary, Saint Michael's Church -North Andover,Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 10 YEAR 24-HOUR RAINFALL= 4.5 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 3 TO DESIGN POINT 2 (EXIST CB) PEAK= .50 CFS @ 12.07 HRS, VOLUME= .04 AF ACRES CN SCS TR-20 METHOD .10 98 PAVEMENT AND ROOFTOP TYPE III 24-HOUR .10 55 GROUP B WOODS GOOD RAINFALL= 4.5 IN .20 77 SPAN= 10-22 HRS, dt=.05 HRS Method Comment Tc (min) TR-55 SHEET FLOW MAXIMUM LENGTH 50 FEET 5.1 Woods: Light underbrush n=.4 L=30' P2=3.1 in s=.0667 '/' SHALLOW CONCENTRATED/UPLAND FLOW MAXIMUM LENGTH 1,000 FEET 1.3 Paved Kv=20.3282 L=230' s=.0211 '/' V=2.95 fps Total Length= 260 ft Total Tc= 6.4 SUBCATCHMENT 3 RUNOFF PEAK= .50 CFS @ 12.07 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 10.50 1 .01 .01 .01 .01 .01 .01 .01 .02 .02 .02 11.00 1 .02 .02 .02 .02 .02 02 .03 .03 .03 .03 11.50 1 .04 .04 .05 .07 .08 .10 .12 .15 .18 .23 12.00 1 .35 .49 .48 .37 .29 .25 .22 .20 .17 .14 12.50 1 .12 .09 .08 .07 .07 .07 .06 .06 .06 .06 13.00 1 .05 .05 .05 .05 .05 .05 .05 .04 .04 .04 13.50 1 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 14.00 1 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 14.50 1 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 15.00 1 .03 .03 .03 .03 .03 .02 .02 .02 .02 .02 15.50 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 16.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 16.50 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 17.00 1 .02 .02 .01 .01 .01 .01 .01 .01 .01 .01 17.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 18.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 18.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 19.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 19.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 20.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 20.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 21.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 21.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 22.00 1 .01 \\Server\MESdocs\Proj\3710\MSOfce\3710s2.doc Page 2.21 The Sanctuary, Saint Michael's Church-North Andover, Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 10 YEAR 24-HOUR RAINFALL= 4.5 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 11 TO PROPOSED 36 INCH CROSS CULVERT PEAK= 31.40 CFS @ 17.75 HRS, VOLUME= 15.88 AF ACRES CN SCS TR-20 METHOD 55.00 68 GROUP B 1AC RESIDENTIAL TYPE III 24-HOUR 58.20 55 GROUP B WOODS GOOD RAINFALL= 4.5 IN 34.70 70 GROUP C WOODS GOOD SPAN= 10-22 HRS, dt=.05 HRS 5.20 98 GROUP D WATER TABLE 29.50 77 GROUP D WOODS GOOD 182.60 67 Method Comment Tc (min) TR-55 SHEET FLOW MAXIMUM LENGTH 50 FEET 6.9 Woods: Light underbrush n=.4 L=50.' P2=3.1 in s=.0893 '/' SHALLOW CONCENTRATED/UPLAND FLOW MAXIMUM LENGTH 1,000 FEET 3.4 Unpaved Kv=16.1345 L=1000' s=.095 '/' V=4.97 fps DIRECT ENTRY FLOODWAY CALIBRATION 380.0 Total Length= 1050 ft Total Tc= 390.3 SUBCATCHMENT 11 RUNOFF PEAK= 31.40 CFS @ 17.75 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .01 11.50 1 .01 .01 .01 .01 .01 .02 .02 .02 .02 .03 12.00 1 .03 .03 .04 .07 .12 .17 .23 .28 .33 .38 12.50 1 .44 .49 .60 .72 .84 .96 1.07 1.19 1.31 1.43 13.00 1 1.57 1.75 1.94 2.13 2.32 2.50 2.69 2.88 3.07 3.32 13.50 1 3.60 3.89 4.18 4.46 4.75 5.04 5.32 5.62 5.99 6.38 14.00 1 6.77 7.16 7.55 7.94 8.32 8.71 9.13 9.62 10.11 10.61 14.50 1 11.10 11.59 12.08 12.57 13.06 13.57 14.08 14.59 15.10 15.61 15.00 1 16.12 16.63 17.15 17.66 18.15 18.65 19.15 19.64 20.14 20.63 15.50 1 21.13 21.63 22.10 22.51 22.93 23.34 23.76 24.17 24.59 25.00 16.00 1 25.42 25.77 26.08 26.39 26.70 27.01 27.32 27.63 27.94 28.25 16.50 1 28.49 28.72 28.,95 29.18 29.41 29.64 29.87 30.10 30.29 30.39 17.00 1 30.48 30.58 30.67 30.76. 30.86 30.95 31.04 31.10 31.14 31.18 17.50 1 31.22 31.25 31.29 31.33 31.37 31.40 31.35 31.29 31.23 31.17 18.00 1 31.11 31.05 30.99 30.93 30.85 30.73 30.60 30.48 30.36 30.23 18.50 1 30.11 29.98 29.86 29.69 29.48 29.27 29.06 28.85 28.65 28.44 19.00 1 28.23 28.02 27.80 27.58 27.36 27.14 26.92 26.70 26.48 26.26 19.50 1 26.04 25.81 25.58 25.35 25.11 24.88 24.65 24.42 24.19 23.97 20.00 1 23.75 23.54 23.32 23.11 22.89 22.68 22.47 22.25 22.05 21.85 20.50 1 21.65 21.46 21.26 21.06 20.86 20.66 20.47 20.29 20.12 19.94 21.00 1 19.76 19.59 19.41 19.23. 19.06 18.89 18.72 18.55 18.38 18.21 21.50 1 18.05 17.88 17.71 17.54 17.39 17.23 17.08 16.93 16.77 16.62 22.00 1 16.47 \\Server\MESdocs\Proj\3710\MSOffice\3710s2.doc Page 2.22 The Sanctuary, Saint Michael's Church - North Andover, Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 10 YEAR 24-HOUR RAINFALL= 4.5 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 12 TO DESIGN POINT 2 PEAK= 8.20 CFS @ 12.07 HRS, VOLUME= .61 AF ACRES CN SCS TR-20 METHOD .07 98 PAVEMENT AND ROOFTOP TYPE III 24-HOUR .14 30 GROUP A MEADOW RAINFALL= 4.5 IN 1.16 30 GROUP A WOODS GOOD SPAN= 10-22 HRS, dt=.05 HRS .21 61 GROUP B OPEN SPACE GOOD .09 58 GROUP B MEADOW .36 55 GROUP B WOODS GOOD .56 98 GROUP D WATER TABLE 2.85 77 GROUP D WOODS GOOD 5.44 66 Method Comment Tc (min) DIRECT ENTRY MINIMUM SCS TC 6.0 SUBCATCHMENT 12 RUNOFF PEAK= 8.20 CFS @ 12.07 HOURS HOUR 0.00 .05 .10 , .15 .20 .25 .30 .35 .40 .45 10.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.50 1 0.00 0.00 0.00 0.00 0.00 0.00 .01 .02 .03 .04 11.00 1 .05 .06 .08 .09 .11 .13 .16 .18 .21 .24 11.50 1 .28 .33 .45 .63 .86 1.14 1.47 1.87 2.35 3.30 12.00 1 5.54 7.93 7.83 6.17 5.04 4.46 4.02 3.58 3.14 2.66 12.50 1 2.17 1.74 1.51 1.41 1.35 1.29 1.24 1.19 1.13 1.08 13.00 1 1.03 .98 .95 .93 .92 .91 .89 .88 .87 .85 13.50 1 .84 .83 .81 .80 .79 .77 .76 .74 .73 .71 14.00 1 .70 .68 .68 .67 .66 .65 .65 .64 .63 .63 14.50 1 .62 .61 .61 .60 .59 .58 .58 .57 .56 .56 15.00 1 .55 .54 .53 .53 .52 .51 .50 .50 .49 .48 15.50 1 .47 .46 .46 .45 .44 .43 .43 .42 .41 .40 16.00 1 .39 .39 .38 .38 .37 .37 .37 .36 .36 .36 16.50 1 .35 .35 .35 .34 .34 .34 .33 .33 .33 .32 17.00 1 .32 .32 .31 .31 .31 .30 .30 .29 .29 .29 17.50 1 .28 .28 .28 .27 .27 .27 .26 .26 .25 .25 18.00 1 .25 .24 .24 .24 .24 .24 .24 .24 .24 .23 18.50 1 .23 .23 .23 .23 .23 .23 .23 .23 .23 .22 19.00 1 .22 .22 .22 .22 .22 .22 .22 .22 .22 .21 19.50 1 .21 .21 .21 .21 .21 .21 .21 .21 .20 .20 20.00 1 .20 .20 .20 .20 .20 .20 .20 .20 .20 .19 20.50 1 .19 .19 .19 .19 .19 .19 .19 .19 .19 .19 21.00 1 .19 .19 .18 .18 .18 .18 .18 .18 .18 .18 21.50 1 .18 .18 .18 .18 .17 .17 .17 .17 .17 .17 22.00 1 .17 \\Server\MESdocs\Prof\3710\MSOffice\3710s2.doc Page 2.23 The Sanctuary, Saint Michael's Church - North Andover,Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 10 YEAR 24-HOUR RAINFALL= 4.5 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 13 TO DESIGN POINT 2 (EXIST CB) PEAK= .79 CFS @ 12.07 HRS, VOLUME= .05 AF ACRES CN SCS TR-20 METHOD .14 98 PAVEMENT AND ROOFTOP TYPE III 24-HOUR .15 61 GROUP B OPEN SPACE GOOD RAINFALL= 4.5 IN .29 79 SPAN= 10-22 HRS, dt=.05 HRS Method Comment Tc (min) DIRECT ENTRY MINIMUM SCS TC 6.0 SUBCATCHMENT 13 RUNOFF PEAK= .79 CFS @ 12.07 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 .01 .01 .01 .01 .02 .02 .02 .02 .02 .02 10.50 1 .02 .02 .02 .02 .02 .02 .03 .03 .03 .03 11.00 1 .03 .03 .03 .04 .04 .04 .05 .05 .05 .06 11.50 1 .06 .07 .09 .11 .14 .17 .21 .25 .29 .38 12.00 1 .59 .78 .73 .56 .44 .38 .34 .30 .26 .22 12.50 1 .17 .14 .12 .11 .11 .10 .10 .09 .09 .08 13.00 1 .08 .08 .07 .07 .07 .07 .07 .07 .07 .07 13.50 1 .06 .06 .06 .06 .06 .06 .06 .06 .05 .05 14.00 1 .05 .05 .05 .05 .05 .05 .05 .05 .05 .05 14.50 1 .05 .05 .04 .04 .04 .04 .04 .04 .04 .04 15.00 1 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 15.50 1 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 16.00 1 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 16.50 1 .03 .03 .03 .02 .02 .02 .02 .02 .02 .02 17.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 17.50 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 18.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 18.50 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 19.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 19.50 1 .02 .02 .01 .01 .01 .01 .01 .01 .01 .01 20.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 20.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 21.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 21.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 22.00 1 .01 \\Server\MESdocs\Proj\3710\MSOfce\3710s2.doc Page 2.24 The Sanctuary, Saint Michael's Church -North Andover,Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 10 YEAR 24-HOUR RAINFALL= 4.5 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 14 TO PROPOSED POND 10 PEAK= .78 CFS @ 12.07 HRS, VOLUME= .06 AF ACRES CN SCS TR-20 METHOD .09 98 PAVEMENT AND ROOFTOP TYPE III 24-HOUR .35 61 GROUP B OPEN SPACE GOOD RAINFALL= 4.5 IN .44 69 SPAN= 10-22 HRS, dt=.05 HRS Method Comment Tc (min) DIRECT ENTRY MINIMUM SCS TC 6.0 SUBCATCHMENT 14 RUNOFF PEAK= .78 CFS @ 12.07 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.50 1 0.00 0.00 0.00 .01 .01 .01 .01 .01 .01 .01 11.00 1 .01 .01 .01 .02 .02 .02 02 .03 .03 .03 11.50 1 .04 .04 .06 .07 .10 .13 .16 .20 .24 .33 12.00 1 .54 .76 .74 .58 .47 .41 .37 .33 .29 .24 12.50 1 .20 .16 .14 .13 .12 .12 .11 .11 .10 .10 13.00 1 .09 .09 .09 .08 .08 .08 .08 .08 .08 .08 13.50 1 .07 .07 .07 .07 .07 .07 .07 .07 .06 .06 14.00 1 .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 14.50 1 .05 .05 .05 .05 .05 .05 .05 .05 .05 .05 15.00 1 .05 .05 .05 .05 .05 .05 .04 .04 .04 .04 15.50 1 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 16.00 1 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 16.50 1 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 17.00 1 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 17.50 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 18.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 18.50 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 19.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 19.50 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 20.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 20.50 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 21.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 21.50 1 .02 .02 .02 .02 .02 .02 .02 .02 .01 .01 22.00 1 .01 \\Server\MESdocs\Proj\3710 Ofice\3710s2.doc Page 2.25 The Sanctuary, Saint Michael's Church -North Andover, Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 10 YEAR 24-HOUR RAINFALL= 4.5 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 15 TO PROPOSED CB1 PEAK= .38 CFS @ 12.06 HRS, VOLUME= .03 AF ACRES CN SCS TR-20 METHOD .07 98 PAVEMENT AND ROOFTOP TYPE III 24-HOUR .03 61 GROUP B OPEN SPACE GOOD RAINFALL= 4.5 IN .01 80 GROUP D OPEN SPACE GOOD SPAN= 10-22 HRS, dt=.05 HRS .11 86 Method Comment Tc (min) DIRECT ENTRY MINIMUM SCS TC 6.0 SUBCATCHMENT 15 RUNOFF PEAK= .38 CFS @ 12.06 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 10.50 1 .01 .01 .02 .02 .02 .02 .02 .02 .02 .02 11.00 1 .02 .02 .02 .02 .02 .03 .03 .03 .03 .03 11.50 1 .03 .04 .05 .06 .08 .09 .11 .13 .15 .19 12.00 1 .29 .37 .34 .26 .20 .17 .15 .13 .11 .10 12.50 1 .08 .06 .05 .05 .05 .04 .04 .04 .04 .04 13.00 1 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 13.50 1 .03 .03 .03 .03 .03 .03 .02 .02 .02 .02 14.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 14.50 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 15.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .01 15.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 16.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 16.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 17.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 17.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 18.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 18.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 19.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 19.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 20.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 20.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 21.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 21.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 0.00 22.00 1 0.00 \\Server\MESdocs\Prof\3710\MSOfce\3710s2.doc Page 2.26 The Sanctuary, Saint Michael's Church-North Andover, Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 10 YEAR 24-HOUR RAINFALL= 4.5 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 16 TO PROPOSED CB2 PEAK= .31 CFS @ 12.06 HRS, VOLUME= .02 AF ACRES CN SCS TR-20 METHOD .06 98 PAVEMENT AND ROOFTOP TYPE III 24-HOUR .01 61 GROUP B OPEN SPACE GOOD RAINFALL= 4.5 IN .01 s0 GROUP D OPEN SPACE GOOD SPAN= 10-22 HRS, dt=.05 HRS .08 91 Method Comment Tc (min) DIRECT ENTRY MINIMUM SCS TC 6.0 SUBCATCHMENT 16 RUNOFF PEAK= .31 CFS @ 12.06 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 10.50 1 .01 .02 .02 .02 .02 .02 .02 .02 .02 .02 11.00 1 .02 .02 .02 .02 .02 .02 .03 .03 .03 .03 11.50 1 .03 .04 .04 .06 .07 .08 .10 .11 .13 .16 12.00 I .24 .31 .28 .21 .16 .14 .12 .10 .09 .08 12.50 I .06 .05 .04 .04 .04 .03 .03 .03 .03 .03 13.00 I .03 .03 .02 .02 .02 .02 .02 .02 .02 .02 13.50 ( .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 14.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 14.50 1 .02 .02 .01 .01 .01 .01 .01 .01 .01 .01 15.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 15.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 16.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 16.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 17.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 17.50 I .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 18.00 I .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 18.50 i .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 19.00 I .01 .01 .01 .01 0.00 0.00 0.00 0.00 0.00 0.00 19.50 I 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 22.00 I 0.00 \\Server\MESdocs\Proj\3710\MSOffice\3710s2.doc Page 2.27 The Sanctuary, Saint Michael's Church -North Andover,Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 10 YEAR 24-HOUR RAINFALL= 4.5 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 17 TO PROPOSED CB3 PEAK= .41 CFS @ 12.06 HRS, VOLUME= .03 AF ACRES CN SCS TR-20 METHOD .07 98 PAVEMENT AND ROOFTOP TYPE III 24-HOUR .06 61 GROUP B OPEN SPACE GOOD RAINFALL= 4.5 IN .01 80 GROUP D OPEN SPACE GOOD SPAN= 10-22 HRS, dt=.05 HRS .14 81 Method Comment Tc (min) DIRECT ENTRY MINIMUM SCS TC 6.0 SUBCATCHMENT 17 RUNOFF PEAK= .41 CFS @ 12.06 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 10.50 1 .01 .01 .01 .01 .01 .01 .01 .02 .02 .02 11.00 1 .02 .02 .02 .02 .02 .02 .03 .03 .03 .03 11.50 1 .03 .04 .05 .06 .08 .09 .11 .13 .15 .20 12.00 ( .31 .41 .38 .29 .23 .19 .17 .15 .13 .11 12.50 I .09 .07 .06 .06 .05 .05 .05 .05 .04 .04 13.00 1 .04 .04 .04 .04 .04 .04 .03 .03 .03 .03 13.50 i .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 14.00 I .03 .03 .03 .03 .02 .02 .02 .02 .02 .02 14.50 I .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 15.00 I .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 15.50 I .02 .02 .02 .02 .02 .02 .02 .02 .01 .01 16.00 I .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 16.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 17.00 I .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 17.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 18.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 18.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 19.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 19.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 20.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 20.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 21.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 21.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 22.00 1 .01 \\Server\MESdocs\Proj\3710\MSOffice\3710s2.doe Page 2.28 The Sanctuary, Saint Michael's Church -North Andover,Massachusetts Datd .for SECTION 2 HYDROGRAPH GENERATION TYPE III 10 YEAR 24-HOUR RAINFALL= 4.5 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHNIENT 16 TO PROPOSED CB4 PEAK= .31 CFS @ 12.06 HRS, VOLUME= .02 AF ACRES CN SCS TR-20 METHOD .06 98 PAVEMENT AND ROOFTOP TYPE III 24-HOUR .01 61 GROUP B OPEN SPACE GOOD RAINFALL= 4.5 IN .01 80 GROUP D OPEN SPACE GOOD SPAN= 10-22 HRS, dt=.05 HRS .08 91 Method Comment Tc (min) DIRECT ENTRY MINIMUM SCS TC 6.0 SUBCATCHMENT 18 RUNOFF PEAK= .31 CFS @ 12.06 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 I .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 10.50 I .01 .02 .02 .02 .02 .02 .02 .02 .02 .02 11.00 I .02 .02 .02 .02 .02 .02 .03 .03 .03 .03 11.50 I .03 .04 .04 .06 .07 .08 .10 .11 .13 .16 12.00 I .24 .31 .28 .21 .16 .14 .12 .10 .09 .08 12.50 I .06 .05 .04 .04 .04 .03 .03 .03 .03 .03 13.00 1 .03 .03 .02 .02 .02 .02 .02 .02 .02 .02 13.50 I .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 14.00 I .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 14.50 ( .02 .02 .01 .01 .01 .01 .01 .01 .01 .01 15.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 15.50 I .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 16.00 I .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 16.50 I .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 17.00 I .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 17.50 I .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 18.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 18.50 I .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 19.00 I .01 .01 .01 .01 0.00 0.00 0.00 0.00 0.00 0.00 19.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20.00 I 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20.50 I 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21.00 I 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21.50 I 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 22.00 1 0.00 \\Server\MESdocs\Proj\3710\MSOffice\3710s2.doc Page 2.29 The Sanctuary, Saint Michael's Church-North Andover,Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 10 YEAR 24-HOUR. RAINFALL= 4.5 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 19 TO PROPOSED CB5 PEAK= .11 CFS @ 12.32 HRS, VOLUME= .02 AF ACRES CN SCS TR-20 METHOD .15 98 PAVEMENT AND ROOFTOP TYPE III 24-HOUR .08 39 GROUP A OPEN SPACE GOOD RAINFALL= 4.5 IN .55 30 GROUP A WOODS GOOD SPAN= 10-22 HRS, dt=.05 HRS .08 61 GROUP B OPEN SPACE GOOD .86 46 Method Comment Tc (min) DIRECT ENTRY MINIMUM SCS TC 6.0 SUBCATCHMENT 19 RUNOFF PEAK= .11 CFS @ 12.32 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.00 I 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.50 I 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12.00 I 0.00 .01 .05 .08 .10 .11 .11 .11 .11 .10 12.50 I .08 .07 .06 .06 .06 .05 .05 .05 .05 .05 13.00 I .05 .05 -04 .04 .04 .04 .04 .04 .04 .04 13.50 I .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 14.00 ( .04 .04 .04 .04 .04 .04 .04 .04 .03 .03 14.50 1 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 15.00 I .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 15.50 1 .03 .03 .03 .03 .03 .03 .03 .03 .02 .02 16.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 16.50 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 17.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 17.50 I .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 18.00 i .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 18.50 I .02 .02 .02 .02 .02 .01 01 .01 .01 .01 19.00 I .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 19.50 I .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 20.00 I .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 20.50 I .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 21.00 ( .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 21.50 I .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 22.00 I .01 \\Server\1ESdocs\Prof\3710\MSOf'ice\3'710s2.doe Page 2.30 The Sanctuary, Saint Michael's Church -North Andover,Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 10 YEAR 24-HOUR RAINFALL= 4.5 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 20 TO PROPOSED CB6 PEAK= .60 CFS @ 12.06 HRS, VOLUME= .04 AF ACRES CN SCS TR-20 METHOD .11 98 PAVEMENT AND ROOFTOP TYPE III 24-HOUR .01 39 GROUP A OPEN SPACE GOOD RAINFALL= 4.5 IN .08 61 GROUP B OPEN SPACE GOOD SPAN= 10-22 HRS, dt=.05 HRS .01 80 GROUP D OPEN SPACE GOOD .21 80 Method Comment Tc (min) DIRECT ENTRY MINIMUM SCS TC 6.0 SUBCATCHMENT 20 RUNOFF PEAK= .60 CFS @ 12.06 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .02 10.50 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 11.00 1 .02 .02 .03 .03 .03 .03 .04 .04 .04 .04 11.50 1 .05 .05 .07 .09 .11 .13 .16 .19 .22 .29 12.00 1 .44 .59 .55 .42 .33 .28 .25 .22 .19 .16 12.50 1 .13 .10 .09 .08 .08 .08 .07 .07 .07 .06 13:00 1 .06 .06 .05 .05 .05 .05 .05 .05 .05 .05 13.50 1 .05 .05 .05 .04 .04 .04 .04 .04 .04 .04 14.00 1 .04 .04 .04 .04 .04 .04 .04 .04 .03 .03 14.50 1 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 15.00 1 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 15.50 1 .03 .03 .02 .02 .02 .02 .02 .02 .02 .02 16.00 1 .02 .02 .02 .02 .02 .02 .02 ..02 .02 .02 16.50 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 17.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 17.50 I .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 18.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 18.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 19.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 19.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 20.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 20.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 21.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 21.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 22.00 1 .01 \\Server\MESdocs\Proj\3710\MSOfce\3710s2.doe Page 2.31 i'he Sanctuary, Saint 1V1ichaefs Church -North Andover,Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 10 YEAR 24-HOUR RAINFALL= 4.5 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 21 TO PROPOSED FE53 PEAK= 3.58 CPS @ 12.15 HRS, VOLUME= .36 AE ACRES CN SCS TR-20 METHOD .05 98 PAVEMENT AND ROOFTOP TYPE III 24-HOUR .45 30 GROUP A WOODS GOOD RAINFALL= 4.5 IN .19 61 GROUP B OPEN SPACE GOOD SPAN= 10-22 HRS, dt=.05 HRS 3.40 55 GROUP B WOODS GOOD 1.30 70 GROUP C WOODS GOOD 5.39 57 Method Comment Tc (min) TR-55 SHEET FLOW MAXIMUM LENGTH 50 FEET 5.4 Woods: Light underbrush n=.4 L=50_' P2=3.1 in s=.164 SHALLOW CONCENTRATED/UPLAND FLOW MAXIMUM LENGTH 1,000 FEET 4.7 Unpaved Kv=16.1345 L=1000' s=.0492 `/' V=3.58 fps Total Length= 1050 ft Total Tc= 10.1 SUBCATCHMENT 21 RUNOFF PEAK= 3.58 CFS @ 12.15 HOURS HOUR 0.00 .05 .10 .15 .20 25 .30 .35 .40 .45 10.00 I 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.50 I 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ii.00 j 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.50 I 0.00 0.00 0.00 0.00 0.00 .01 .06 .17 .35 .62 12.00 I 1.20 2.23 3.26 3.58 3.32 2.99 2.74 2.52 2.29 2.03 12.50 I 1.76 1.47 1.23 1.07 .97 .91 .87 .83 .80 .76 13.00 I .73 .70 .67 .65 .63 .62 .62 .61 .60 .59 13.50 I .58 .58 .57 .56 .55 .54 .53 .52 .52 .51 14.00 I .50 .49 .48 .47 .47 .46 .46 .45 .45 .45 14.50 I .44 .44 .43 .43 .42 .42 .41 .41 .40 .40 15.00 1 .40 .39 .39 .38 .38 .37 .37 .36 .36 .35 15.50 1 .34 .34 .33 .33 .32 .32 .31 .31 .30 .30 16.00 1 .29 .28 .28 .28 .27 .27 .27 .27 .26 .26 16.50 1 .26 .26 .25 .25 .25 .25 .24 .24 .24 .24 17.00 I .24 .23 .23 .23 .23 .22 .22 .22 .22 .21 17.50 I .21 .21 .21 .20 .20 .20 .19 .19 .19 .19 18.00 I .18 .18 .18 .16 .18 .18 .18 .17 .17 .17 18.50 I .17 .17 .17 .17 .17 .17 .17 .17 .17 .17 19.00 1 .17 .16 .16 .16 .16 .16 .16 .16 .16 .16 19.50 1 .16 .16 .16 .16 .16 .15 .15 .15 .15 .15 20.00 I .15 .15 .15 .15 .15 .15 .15 .15 .15 .15 20.50 I .14 .14 .14 .14 .14 .14 .14 .14 .14 .14 21.00 1 .14 .14 .14 .14 .14 .14 .14 .14 .13 .13 21.50 1 .13 .13 .13 .13 . .13 .13 .13 .13 .13 .13 22.00 1 .13 erver\MESdocs\Proj\3710\MSOffice\3710s2.doc Wage 2.32 The Sanctuary, Saint Michael's Church -North Andover,Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 10 YEAR 24-HOUR RAINFALL= 4.5 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 22 TO PROPOSED POND 30 PEAK= .27 CFS @ 12.12 HRS, VOLUME= .03 AF ACRES CN SCS TR-20 METHOD .14 98 PAVEMENT AND ROOFTOP TYPE III 24-HOUR .50 39 GROUP A OPEN SPACE GOOD RAINFALL= 4.5 IN .08 30 GROUP A WOODS GOOD SPAN= 10-22 HRS, dt=.05 HRS .05 80 GROUP D OPEN SPACE GOOD .77 51 Method Comment Tc (min) DIRECT ENTRY MINIMUM SCS TC 6.0 SUBCATCHMENT 22 RUNOFF PEAK= .27 CFS @ 12.12 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 I 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.00 1 0.00 0.00 0.00 •0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .01 12.00 1 .06 .19 .26 .25 .23 .22 .21 .20 .18 .16 12.50 1 .13 .11 .09 .09 .08 .08 .08 .08 .07 .07 13_00 1 07 _06 _06 .06 .06 .06 .06 .06 .06 .06 13.50 1 .06 .06 .06 .06 .05 .05 .05 .05 .05 .05 14.00 1 .05 .05 .05 .05 .05 .05 .05 .05 .05 .05 14.50 1 .05 .04 .04 .04 .04 .04 .04 .04 .04 .04 15.00 1 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 15.50 1 .04 .04 .03 .03 .03 .03 .03 .03 .03 .03 16.00 1 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 16.50 1 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 17.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 17.50 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 18.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 18.50 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 19.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 19.50 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 20.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 20.50 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 21.00 1 .02 .02 .02 .02 .01 .01 .01 .01 .01 .01 21.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 22.00 1 .01 \\Server\MESdocs\Prof\3710\MSOffice\3710s2.doe Page 2.33 The Sanctuary, Saint ivlichael's Church - North Andover,Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 100 YEAR 24-HOUR RAINFALL= 6.5 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 1 TO EXISTING 36 INCH CROSS CULVERT PEAK= 64.46 CFS @ 17.35 HRS, VOLUME= 32.81 AF ACRES CN SCS TR-20 METHOD 55.00 68 GROUP B 1AC RESIDENTIAL TYPE III 24-HOUR 58.20 55 GROUP B WOODS GOOD RAINFALL= 6.5 IN 34.70 70 GROUP C WOODS GOOD SPAN= 10-22 HRS, dt=.05 HRS 5.20 98 GROUP D WATER TABLE 29.50 77 GROUP D WOODS GOOD 182.60 67 Method Comment Tc (min) TR-55 SHEET FLOW MAXIMUM LENGTH 50 FEET 6.9 Woods: Light underbrush n=.4 L=50' P2=3.1 in s=.0893 SHALLOW CONCENTRATED/UPLAND FLOW MAXIMUM LENGTH 1,000 FEET 3.4 Unpaved Kv=16.1345 L=1000' s=.095 '/' V=4.97 fps DIRECT ENTRY FLOODWAY CALIBRATION 380.0 Total Length= 1050 ft Total Tc= 390.3 SUBCATCHMENT 1 RUNOFF PEAK= 64.46 CFS @ 17.35 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 ! 0.00 0.00 0.00 0.00 0.00 .01 .01 .01 .01 .01 10.50 1 .02 .02 .02 .03 .03 .03 .04 .04 .05 .06 11.00 1 .07 .07 .08 .09 .10 .11 .12 .14 .16 .18 11.50 I .20 .22 .24 .25 .28 .31 .35 .38 .41 .45 12.00 I .48 .52 .55 .66 .81 .96 1.12 1.27 1.42 1.57 12.50 1 1.72 1.89 2.18 2.49 2.80 3.11 3.41 3.72 4.03 4.34 13.00 1 4.69 5.15 5.61 6.07 6.52 6.98 7.44 7.90 8.36 8.94 13.50 1 9.60 10.26 10.93 11.59 12.25 12.91 13.57 14.26 15.09 15.96 14.00 1 16.82 17.69 18.55 19.42 20.28 21.15 22.07 23.12 24.18 25.24 14.50 1 26.30 27.36 28.42 29.47 30.53 31.59 32.66 33.72 34.78 35.84 15.00 1 36.91 37.97 39.03 40.09 41.08 42.07 43.05 44.04 45.02 46.00 15.50 1 46.99 47.97 48.90 49.70 50.50 51.29 52.08 52.88 53.67 54.46 16.00 1 55.26 55.91 56.46 57.01 57.56 58.11 58.66 59.22 59.77 60.30 16.50 I 60.72 61.10 61.48 61.86 62.25 62.63 63.01 63.39 63.70 63.80 17.00 1 63.89 63.98 64.07 64.16 64.25 64.34 64.43 64.46 64.44 64.41 17.50 1 64.39 64.37 64.35 64.33 64.31 64.27 64.09 63.88 63.67 63.46 18.00 1 63.25 63.03 62.82 62.61 62.36 62.03 61.69 61.36 61.02 60.68 18.50 1 60.34 60.00 59.67 59.24 58.75 58.25 57.76 57.26 56.76 56.27 19.00 I 55.77 55.28 54.78 54.27 53.77 53.27 52.77 52.27 51.77 51.27 19.50 I 50.77 50.27 49.77 49.28 48.78 48.28 47.79 47.29 46.79 46.32 20.00 I 45.86 45.40 44.95 44.49 44.04 43.58 43.13 42.67 42.25 41.84 20.50 1 41.42 41.01 40.60 40.18 39.77 39.36 38.96 38.59 38.23 37.86 21.00 I 37.50 37.13 36.77 36.41 36.04 35.69 35.35 35.01 34.67 34.33 21.50 I 33.98 33.64 33.30 32.96 32.64 32.33 32.02 31.71 31.40 31.09 22.00 1 30.77 \\Server\Iv!ESdocs\l roj\3 710\MSOffice\371Os2.doc Page 2.34 The Sanctuary, Saint Michael's Church-North Andover, Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 100 YEAR 24-HOUR RAINFALL= 6.5 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 2 TO DESIGN POINT 1 PEAK= 26.61 CFS @ 12.13 HRS, VOLUME= 2.26 AF ACRES CN SCS TR-20 METHOD .70 30 GROUP A MEADOW TYPE III 24-HOUR 2.51 30 GROUP A WOODS GOOD RAINFALL= 6.5 IN 1.50 58 GROUP B MEADOW SPAN= 10-22 HRS, dt=.05 HRS 3.80 55 GROUP B WOODS GOOD 1.30 70 GROUP C WOODS GOOD .60 98 GROUP D WATER TABLE 3.20 77 GROUP D WOODS GOOD 13.61 58 Method Comment Tc (min) TR-55 SHEET FLOW MAXIMUM LENGTH 50 FEET 5.4 Woods: Light underbrush n=.4 L=50' P2=3.1 in s=.164 SHALLOW CONCENTRATED/UPLAND FLOW MAXIMUM LENGTH 1,000 FEET 4.7 Unpaved Kv=16.1345 L=1000' s=.0492 °/' V=3.58 fps Total Length= 1050 ft Total Tc= 10.1 SUBCATCHMENT 2 RUNOFF PEAK= 26.61 CFS @ 12.13 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 1n nn i n nn n nn n nn n nn. n..nn n_nn n_nn n_nn n_nn n_nn 10.50 1 0.00 0.00 0.00 0.00 .01 .03 .05 .08 .12 .16 11.00 1 .20 .24 .29 .34 .40 .48 .56 .65 .l4 .85 11_50 1 .97 1.11 1.36 1.79 2.42 3.24 4.26 5.47 6.92 8.94 12.00 1 13.08 20.08 25.95 26.32 23.02 19.78 17.47 15.59 13.85 12.11 12.50 j 10.32 8.54 7.07 6.1U 5.53 5.17 4.89 4.66 4.45 4.24 13.00 1 4_04 3_85 3.68 3.56 3.48 3.42 3.36 3.31 3.26 3.21 13.50 1 3.16 3.11 3.06 3.01 2.96 2.91 2.86 .2.80 2.75 2.70 14.00 1 2.64 2.59 2.54 2.50 2.47 2.44 2.42 2.39 2.37 2.34 14.50 ! 2.32 2.29 2.27 2.24 2.21 2.19 2.16 2.13 2.11 2_08 15.00 1 2.05 2.03 2.00 1.97 1.94 1.92 1.89 1.86 1.83 1.80 15.50 j 1.78 1.75 1.72 1.69 1.66 1.63 1.60 1.57 1.54 1.52 16.00 ! 1.49 1.46 1.43• 1.41 1:39 1.38 1.37 1.35 1.34 1.33 16.50 1 1.32 1.30 1.29 1.28 1.27 1.25 1.24 1.23 1.22 1.20 17.00 j 1.19 1.18 1.16 1.15 1.14 1.13 1.11 i.i0 1.09 1.07 17,50 1 1,06 1.05 1.03 1.02 1.01 .99 .98 .97 .95 ,94 18.00 1 .93 .91 .90 .89 .89 .88 .88 .88 .87 .87 18.50 1 .86 .86 .86 .85 .85 .85 .84 .84 .83 .83 19.00 1 .83 482 .82 .81 .81 .81 .80 .80 .80 .79 19.50 j .79 .78 .78 .78 .77 .77 .76 .76 .76 .75 20.000 I .75 .74 .74 .74 .73 .73 .73 .73 .72 .72 20:50 ! ,72 ,71 .71 .71 ,71 :70 .70 .70 .69 .69 21.00 j .69 .68 .68 .68 .68 .67 .67 .67 .66 .66 21.50 j .66 .65 .65 .65 .65 .64 .64 .64 .63 .63 22.00 1 63 \\Server\1vv1ESdocs\Pr0j\3710\MS0ffice\3710s2.doc Page 2.35 the Sanctuary, Saint Michael's Church -North Andover, Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 100 YEAR 24-HOUR RAINFALL= 6.5 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 3 TO DESIGN POINT 2 (EXIST CB) PEAK= .89 CFS @ 12.07 HRS, VOLUME= .06 AF ACRES CN SCS TR-20 METHOD .10 98 PAVEMENT AND ROOFTOP TYPE III 24-HOUR .10 55 GROUP B WOODS GOOD RAINFALL= 6.5 IN .20 77 SPAN= 10-22 HRS, dt=.05 HRS Method Comment Tc (min) TR-55 SHEET FLOW MAXIMUM LENGTH 50 FEET 5.1 Woods: Light underbrush n=.4 L=30` P2=3.1 in s=.0667 SHALLOW CONCENTRATED/UPLAND FLOW MAXIMUM LENGTH 1,000 FEET 1.3 Paved Kv=20.3282 L=230' s=.0211 '/' V=2.95 fps Total Length= 260 ft Total Tc= 6.4 SUBCATCHMENT 3 RUNOFF PEAK= .89 CFS @ 12.07 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 .02 .02 .02 .02 .02 .02 .02 .03 .03 .03 10.50 1 .03 .03 .03 .03 .03 .03 .04 .04 .04 .04 11.00 1 .04 .04 .04 .05 .05 .06 .06 .06 .07 .07 11.50 1 _08 .08 .10 .13 _17 21 25 .29 .34 .43 12.00 I .65 .87 .84 .64 .50 .43 .38 .33 .29 .24 12.50 I .20 .16 .13 .12 .12 .11 .11 .10 .10 .09 13.00 1 .09 .08 .08 .08 .08 .08 .07 .07 .07 .07 13.50 1 .07 .07 .07 .07 .06 .06 .06 .06 .06 .06 14.00 1 .06 .06 .05 .05 .05 .05 .05 .05 .05 .05 14.50 1 .05 .05 .05 .05 .05 .05 .05 .04 .04 .04 15.00 1 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 15.50 1 .04 .04 .04 .03 .03 .03 .03 .03 .03 .03 16.00 1 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 16.50 1 .03 .03 .03 .03 .03 .03 .03 .03 .02 .02 17.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 17.50 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 18.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 18.50 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 19.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 19.50 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 20.00 1 .02 .02 .01 .01 .01 .01 .01 .01 .01 .01 20.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 21.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 21.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 22.00 1 .01 \\Server\MESdocs\Prof\3710\MSOffice\3710s2.doe Page 2.36 The Sanctuary, Saint Michael's Church-North Andover, Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 100 YEAR 24-HOUR RAINFALL= 6.5 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 11 TO PROPOSED 36 INCH CROSS CULVERT PEAK= 64.46 CFS @ 17.35 HRS, VOLUME= 32.81 AF ACRES CN SCS TR-20 METHOD 55.00 68 GROUP B 1AC RESIDENTIAL TYPE III 24-HOUR 58.20 55 GROUP B WOODS GOOD RAINFALL= 6.5 IN 34.70 70 GROUP C WOODS GOOD SPAN= 10-22 HRS, dt=.05 HRS 5.20 98 GROUP D WATER TABLE 29.50 77 GROUP D WOODS GOOD 182.60 67 Method Comment Tc (min) TR-55 SHEET FLOW MAXIMUM LENGTH 50 FEET 6.9 Woods: Light underbrush n=.4 L=50' P2=3.1 in s=.0893 SHALLOW CONCENTRATED/UPLAND FLOW MAXIMUM LENGTH 1,000 FEET 3.4 Unpaved Kv=16.1345 L=1000' s=.095 '/' V=4.97 fps DIRECT ENTRY FLOODWAY CALIBRATION 380.0 Total Length= 1050 ft Total Tc= 390.3 SUBCATCHMENT 11 RUNOFF PEAK= 64.46 CFS @ 17.35 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 1n_nn 1 n.00 0.00 0.00 0.00 0.00 .01 .01 .01 .01 .01 10.50 1 .02 .02 .02 .03 .03 .03 .04 .04 .05 .06 11.00 1 .07 .07 .08 .09 .10 .11 .12 .14 .16 .18 11.50 1 .20 .22 .24 .25 .28 .31 .35 .38 .41 .45 12.00 1 .48 .52 .55 .66 .81 .96 1.12 1.27 1.42 1.57 12.50 1 1.72 1.89 2.18 2.49 2.80 3.11 3.41 3.72 4.03 4.34 13.00 1 4.69 5.15 5.61 6.07 6.52 6.98 7.44 7.90 8.36 8.94 13.50 1 9.60 10.26 10.93 11.59 12.25 12.91 13.57 14.26 15.09 15.96 14.00 1 16.82 17.69 18.56 19.42 20.28 21.15 22.01 23.12 24.18 25.24 14.50 1 26.30 27.36 28.42 29.47 30.53 31.59 32.66 33.72 34.78 35.84 15.00 1 36.91 37.97 39.03 40.09 41.08 42.07 43.05 44.04 45.02 46.00 15.50 1 46.99 47.97 48.90 49.70 50.50 51.29 52.08 52.88 53.67 54.46 16.00 1 55.26 55.91 56.46 57.01 57.56 58.11 58.66 59.22 59.77 60.30 16.50 1 60.72 61.10 61.48 61.86 62.25 62.63 63.01 63.39 63.70 63.80 17.00 1 63.89 63.98 64.01 64.16 64.25 64.34 64.43 64.46 64.44 64.41 17.50 1 64.39 64.37 64.35 64.33 64.31 64.27 64.09 63.88 63.67 63.46 18.00 1 63.25 63.03 62.82 62.61 62.36 62.03 61.69 61.36 61.02 60.68 18.50 1 60.34 60.00 59.67 59.24 58.75 58.25 57.76 57.26 56.76 56.27 19.00 1 55.77 55.28 54.78 54.27 53.77 53.27 52.77 52.27 51.77 51.27 19.50 1 50.77 50.27 49.77 49.28 48.78 48.28 47.79 47.29 46.79 46.32 20.00 1 45.86 45.40 44.95 44.49 44.04 43.58 43.13 42.67 42.25 41.84 20.50 1 41.42 41.01 40.60 40.18 39.77 39.36 38.96 38.59 38.23 37.86 21.00 1 37.50 37.13 36.77 36.41 36.04 35.69 35.35 35.01 34.67 34.33 21.50 1 33.98 33.64 33.30 32.96 32.64 32.33 32.02 31.71 31.40 31.09 22.00 1 30.77 \\Server\MESdocs\Proj\3710\MSOffice\3710s2.doc Page 2.37 the Sanctuary, Saint Michael's Church-North Andover,Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 100 YEAR 24-HOUR RAINFALL= 6.5 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 12 TO DESIGN POINT 2 PEAK= 17.44 CFS @ 12.07 HRS, VOLUME= 1.23 AF ACRES CN SCS TR-20 METHOD .07 98 PAVEMENT AND ROOFTOP TYPE III 24-HOUR .14 30 GROUP A MEADOW RAINFALL= 6.5 IN 1.16 30 GROUP A WOODS GOOD SPAN= 10-22 HRS, dt=.05 HRS .21 61 GROUP B OPEN SPACE GOOD .09 58 GROUP B MEADOW .36 55 GROUP B WOODS GOOD .56 98 GROUP D WATER TABLE 2.85 77 GROUP D WOODS GOOD 5.44 66 Method Comment Tc (min) DIRECT ENTRY MINIMUM SCS TC 6.0 SUBCATCHMENT 12 RUNOFF PEAK= 17.44 CFS @ 12.07 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 .11 .12 .14 .15 .16 .18 .19 .21 .23 .24 10.50 1 .26 .28 .30 .32 .34 .36 .38 .41 .43 .45 11.00 1 .48 .51 .55 .60 .65 .71 .78 .84 .91 .99 11.50 1 1.07 1.22 1.57 2.06 2.65 3.32 4.08 4.92 5.89 7.87 12.00 I 12.53 17.11 16.32 12.52 10.04 8.74 7.78 6.88 5.98 5.04 12.50 4.09 3.26 2.83 2.63 2.51 2.40 2.30 2.20 2.10 2.00 13.00 I 1.89 1.80 1.75 1.71 1.68 1.66 1.63 1.61 1.58 1.56 13.50 i 1.53 1.50 1.48 1.45 1.42 1.40 1.37 1.34 1.31 1.29 14.00 1 1.26 1.23 1.22 1.20 1.19 1.18 1.16 1.15 1.14 1.12 14.50 1 1.11 1.10 1.08 1.07 1.06 1.04 1.03 1.02 1.00 .99 15.00 I .98 .96 .95 .94 .92 .91 .89 .88 .87 .85 15.50 i .84 .82 .81 .79 .78 .77 .75 .74 .72 .71 16.00 I .69 .68 .67 .67 .66 .65 .65 .64 .63 .63 16.50 I .62 .62 .61 .60 .60 .59 .58 .58 .57 .57 17.00 I .56 .55 .55 .54 .53 .53 .52 .52 .51 .50 17.50 I .50 .49 .48 .48 .47 .46 .46 .45 .45 .44 18.00 I .43 .43 .42 .42 .42 .42 .42 .41 .41 .41 18.50 1 .41 .41 .40 .40 .40 .40 .40 .39 .39 .39 19.00 I .39 .39 .39 .38 .38 .38 .38 .38 .37 .37 19.50 I .37 .37 .37 .36 .36 .36 .36 .36 .35 .35 20.00 1 .35 .35 .35 .35 .34 .34 .34 .34 .34 .34 20.50 1 .34 .33 .33 .33 .33 .33 .33 .33 .32 .32 21.00 1 .32 .32 .32 .32 .32 .31 .31 .31 .31 .31 21.50 1 .31 .31 .30 .30 .30 .30 .30 .30 .30 .29 22.00 1 .29 \\Server\MESdocs\Proj\3710\MSOfce\3710s2.doc Page 2.38 The Sanctuary, Saint MichaePs Church-North Andover, Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 100 YEAR 24-HOUR RAINFALL= 6.5 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 13 TO DESIGN POINT 2 (EXIST CB) PEAK= 1.37 CFS @ 12.06 HRS, VOLUME= .09 AF ACRES CN SCS TR-20 METHOD .14 98 PAVEMENT AND ROOFTOP TYPE III 24-HOUR .15 61 GROUP B OPEN SPACE GOOD RAINFALL= 6.5 IN .29 79 SPAN= 10-22 HRS, dt=.05 HRS Method Comment Tc (min) DIRECT ENTRY MINIMUM SCS TC 6.0 SUBCATCHMENT 13 RUNOFF PEAK= 1.37 CFS @ 12.06 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 .03 .03 .04 .04 .04 .04 .04 .04 .04 .05 10.50 1 .05 .05 .05 .05 .06 .06 .06 .06 .06 .06 11.00 1 .07 .07 .07 .08 .08 .09 .10 .10 .11 .11 11.50 1 .12 .14 .17 .22 .27 .33 .39 .46 .53 .68 12.00 1 1.04 1.36 1.26 .94 .74 .63 .56 .49 .42 .35 12.50 1 .28 .23 .20 .18 .17 .16 .16 .15 .14 .14 13.00 I :13 =12 :12 .12 =11 .11 .11 .11 .11 .10 13.50 I .10 .10 .10 .10 .10 .09 .09 .09 .09 .09 14.00 1 .08 .08 .08 .08 .08 .08 .08 .08 .08 .07 14.50 I .07 .07 .07 .07 .07 .07 .07 .07 .07 .06 15.00 I .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 15.50 I .05 .05 .05 .05 .05 .05 .05 .05 .05 .05 16.00 1 .05 .04 .04 .04 .04 .04 .04 .04 .04 .04 16.50 1 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 17.00 1 .04 .04 .04 .03 .03 .03 .03 .03 .03 .03 17.50 1 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 18.00 1 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 18.50 1 .03 .03 .03 .03 .03 .03 .03 .03 .03 .02 19.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 19.50 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 20.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 20.50 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 21.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 21.50 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 22.00 1 .02 \\Server\MESdocs\Proj\3710\MSOffice\3710s2.doc Page 2.39 i'he Sanctuary, Saint MichaeYs Church -North Andover, Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 100 YEAR 24-HOUR RAINFALL= 6.5 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 14 TO PROPOSED POND 10 PEAK= 1.57 CFS @ 12.07 HRS, VOLUME= .11 AF ACRES CN SCS TR-20 METHOD .09 98 PAVEMENT AND ROOFTOP TYPE III 24-HOUR .35 61 GROUP B OPEN SPACE GOOD RAINFALL= 6.5 IN .44 69 SPAN= 10-22 HRS, dt=.05 HRS Method Comment Tc (min) DIRECT ENTRY MINIMUM SCS TC 6.0 SUBCATCHMENT 14 RUNOFF PEAK= 1.57 CFS @ 12.07 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 .02 .02 .02 .02 .02 .02 .03 .03 .03 .03 10.50 1 .03 .03 .04 .04 .04 .04 .04 .04 .05 .05 11.00 1 .05 .05 .06 .06 .07 .07 .08 .09 .09 .10 11.50 1 .11 .12 .15 .20 .26 .32 .39 .46 .55 .73 12.00 1 1.14 1.54 1.46 1.11 .89 .77 .68 .60 .52 .44 12.50 1 .36 .28 .25 .23 .22 .21 .20 .19 .18 .17 13.00 1 .16 .16 .15 .15 .15 .14 .14 .14 .14 .13 13.50 1 .13 .13 .13 .13 .12 .12 .12 .12 .11 .11 14.00 1 .11 .11 .10 .10 .10 .10 .10 .10 .10 .10 14.50 1 .10 .09 .09 .09 .09 .09 .09 .09 .09 .08 15.00 1 .08 .08 .08 .08 .08 .08 .08 .08 .07 .07 15.50 1 .07 .07 .07 .07 .07 .07 .06 .06 .06 .06 16.00 1 .06 .06 .06 .06 .06 .06 .06 .05 .05 .05 16.50 1 .05 .05 .05 .05 .05 .05 .05 .05 .05 .05 17.00 1 .05 .05 .05 .05 .05 .05 .04 .04 .04 .04 17.50 1 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 18.00 1 .04 .04 .04 .04 .04 .04 .04 .04 .04 .03 18.50 1 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 19.00 1 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 19.50 1 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 20.00 1 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 20.50 1 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 21.00 1 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 21.50 1 .03 .03 .03 .03 .03 .03 .03 .03 .03 .02 22.00 1 .02 \\Server\MESdocs\Proj\3710\MSOffice\3710s2.doc Page 2.40 The Sanctuary, Saint N ichael-s Church -worth Andover,Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE. !1! 100 YEAR, 24-HOTTR. RATNFkT-.L= 6,5 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENTT 15 TO PROPOSED CB! PEAK= .60 CFS @ 12.06 HRS, VOLUME= .04 AF ACRES CN SCS TR-20 METHOD .07 98 PAVEMENT AND ROOFTOP TYPE III 24-HOUR .03 61 GROUP B OPEN SPACE GOOD RAINFALL= 6.5 IN .01 80 GROUP D OPEN SPACE GOOD SPAN= 10-22 HRS, dt=.05 HRS .11 86 Method Comment Tc (min) DIRECT ENTRY MINIMUM SCS TC 6.0 SUBCATCHMENT 15 RUNOFF PEAK= .60 CFS @ 12.06 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .03 .03 10.50 1 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 11.00 1 .04 .04 .04 .04 .04 .05 .05 .05 .05 .06 11.50 1 .06 .07 .08 .11 .13 .16 .19 .21 .24 .31 12.00 I .46 .60 .55 .40 .32 .27 .23 .20 .18 .15 12.50 1 .12 .09 .08 .08 .07 .07 .07 .06 .06 .06 13.00 I .05 .05 .05 .05 .05 .05 .05 .04 .04 .04 13.50 1 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 14.00 I .03 .03 .03 .03 .03 .03 .0a .03 .03 .03 14.50 1 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 15.00 1 .03 .03 .03 .02 .02 .02 .02 .02 .02 .02 15.50 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 16.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 16.50 1 .02 .02 .02 .02 .02 .02 .02 .02 .01 .01 17.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 17.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 18.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 18.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 19.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 19.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 20.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 20.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 21.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 21.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 22.00 1 .01 \\Server\MESdocs\Proj\3710\MSOfce\3710s2.doc Page 2.41 'f lie Sanctuary, Saint Michaei's Church -worth Andover,Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 100 YEAR 24-HOUR RAINFALL= 6.5 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 16 TO PROPOSED CB2 PEAK= .47 CFS @ 12.06 HRS, VOLUME= .03 AF ACRES CN SCS TR-20 METHOD .06 98 PAVEMENT AND ROOFTOP TYPE III 24-HOUR .01 61 GROUP B OPEN SPACE GOOD RAINFALL= 6.5 IN .01 80 GROUP D OPEN SPACE GOOD SPAN= 10-22 HRS, dt=.05 HRS .08 91 Method Comment Tc (min) DIRECT ENTRY MINIMUM SCS TC 6.0 SUBCATCHMENT 16 RUNOFF PEAK= .47 CFS @ 12.06 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 10.50 1 .02 .03 .03 .03 .03 .03 .03 .03 .03 .03 11.00 1 .03 .03 .03 .04 .04 .04 .04 .04 .05 .05 11.50 1 .05 .06 .07 .09 .11 .13 .15 .17 .20 .25 12.00 1 .37 .47 .43 .31 .24 .21 .18 .16 .13 .11 12.50 1 .09 .07 .06 .06 .05 .05 .05 .05 .04 .04 13.00 1 .04 .04 .04 .04 .04 .03 .03 .03 .03 .03 13.50 1 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 14.00 1 .03 .03 .02 .02 .02 .02 .02 .02 .02 .02 14.50 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 15.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 15.50 1 .02 .02 .02 .02 .02 .02 .01 .01 .01 .01 16.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 16.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 17.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 17.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 18.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 18.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 19.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 19.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 20.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 20.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 21.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 21.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 22.00 1 .01 \\Server\MESdocs\Prof\3710\MSOffice\3710s2.doc Page 2.42 The Sanctuary, Saint Michael's Church-North Andover, Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 100 YEAR 24-HOUR RAINFALL= 6.5 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 17 TO PROPOSED CB3 PEAK= .69 CFS @ 12.06 HRS, VOLUME= .05 AF ACRES CN SCS TR-20 METHOD .07 98 PAVEMENT AND ROOFTOP TYPE III 24-HOUR .06 61 GROUP B OPEN SPACE GOOD RAINFALL= 6.5 IN .01 80 GROUP D OPEN SPACE GOOD SPAN= 10-22 HRS, dt=.05 HRS .14 81 Method Comment Tc (min) DIRECT ENTRY MINIMUM SCS TC 6.0 SUBCATCHMENT 17 RUNOFF PEAK= .69 CFS @ 12.06 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .03 10.50 I .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 11.00 I .04 .04 .04 .04 .04 .05 .05 .05 .06 .06 11.50 I .06 .07 .09 .11 .14 .17 .20 .24 .27 .35 12.00 I .53 .69 .63 .47 .37 .32 .28 .24 .21 .18 12.50 1 .14 .11 .10 .09 .09 .08 .08 .07 .07 .07 13.00 1 .06 .06 .06 .06 .06 .06 .05 .05 .05 .05 13.50 I .05 .05 .05 .05 .05 .05 .05 .04 .04 .04 14.00 j .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 14.50 I -04 -04 .04 .03 .03 .03 .03 .03 .03 .03 15.00 I .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 15.b0 .03 .03 .03 .03 .03 .02 .02 .02 .02 .02 16.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 16.50 I .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 1.7.00 i .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 17.50 1 .02 .02 .02 .02 .01 .01 .01 .01 .01 .01 18.00 I .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 18.50 I .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 19.00 ► .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 19.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 20.00 i .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 20.50 I .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 21.00 I .01 .01 .01 .01 _ .01 .01 .01 .01 .01 .01 21.50 I .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 22.00 i .01 \\Server\MESdocs\Proj\3 7 10\MSOffice\37 10s2.doe Page 2.43 The Sanctuary, Saint Michael's Church -North Andover,Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 100 YEAR 24-HOUR RAINFALL= 6.5 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 18 TO PROPOSED CB4 PEAK= .47 CFS @ 12.06 HRS, VOLUME= .03 AF ACRES CN SCS TR-20 METHOD .06 98 PAVEMENT AND ROOFTOP TYPE III 24-HOUR .01 61 GROUP B OPEN SPACE GOOD RAINFALL= 6.5 IN .01 80 GROUP D OPEN SPACE GOOD SPAN= 10-22 HRS, dt=.05 HRS .08 91 Method Comment Tc (min) DIRECT ENTRY MINIMUM SCS TC 6.0 SUBCATCHMENT 18 RUNOFF PEAK= .47 CFS @ 12.06 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 10.50 1 .02 .03 .03 .03 .03 .03 .03 .03 .03 .03 11.00 1 .03 .03 .03 .04 .04 .04 .04 .04 .05 .05 11.50 1 .05 .06 .07 .09 .11 .13 .15 .17 .20 .25 12.00 1 .37 .47 .43 .31 .24 .21 .18 .16 .13 .11 12.50 1 .09 .07 .06 .06 .05 .05 .05 .05 .04 .04 13.00 1 .04 .04 .04 .04 .04 .03 .03 .03 .03 .03 13.50 1 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 14.00 I .03 .03 .02 .02 .02 .02 .02 .02 .02 .02 14.50 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 15.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 15.50 1 .02 .02 .02 .02 .02 .02 .01 .01 .01 .01 16.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 16.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 17.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 17.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 18.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 18.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 19.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 19.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 20.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 20.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 21.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 21.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 22.00 1 .01 \\Server\MESdocs\Prof\3710\MSOffice\3710s2.doc Page 2.44 The Sanctuary, Saint Michael's Church-worth Andover, Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 100 YEAR 24-HOUR RAINFALL= 6.5 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 19 TO PROPOSED CB5 PEAK= .78 CFS @ 12.10 HRS, VOLUME= .07 AF ACRES CN SCS TR-20 METHOD .15 98 PAVEMENT AND ROOFTOP TYPE III 24-HOUR .08 39 GROUP A OPEN SPACE GOOD RAINFALL= 6.5 IN .55 30 GROUP A WOODS GOOD SPAN= 10-22 HRS, dt=.05 HRS .08 61 GROUP B OPEN SPACE GOOD .86 46 Method Comment Tc (min) DIRECT ENTRY MINIMUM SCS TC 6.0 SUBCATCHMENT 19 RUNOFF PEAK= .78 CFS @ 12.10 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .03 .07 .16 12.00 1 .39 .69 .78 .66 .58 .53 .50 .45 .40 .35 12.50 I .29 .23 .20 .19 .18 .18 .17 .16 .16 .15 13_nn 1 _1.4 _14 ..13 .13 .13 _13 .13 -12 _L2 -L2 13.50 I .12 .12 .12 .12 .11 .11 .11 .11 .11 .10 14.00 I .10 .10 .10 .10 .10 .10 .10 .09 .09 .09 14.50 1 .09 .09 .09 .09 .09 .09 .09 .09 .08 .08 15.00 1 .08 .08 .08 .08 .08 .08 .08 .07 .07 .07 15.50 1 .07 .07 .07 .07 .07 .07 .06 .06 .06 .06 16.00 1 .06 .06 .06 .06 .06 .06 .06 .06 .06 .05 16.50 1 .05 .05 .05 .05 .05 .05 .05 .05 .05 .05 17.00 1 .05 .05 .05 .05 .05 .05 .05 .05 .05 .04 17.50 1 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 18.00 1 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 18.50 ( .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 19.00 ( .04 .04 .03 .03 .03 .03 .03 .03 .03 .03 19.50 ( .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 20.00 I .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 20.50 1 .03 .03 .03. .03 .03 .03 .03 .03 .03 .03 21.00 1 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 21.50 I .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 22.00 1 .03 \\Server\MESdocs\Proj\3710\MSOfce\3710s2.doc Page 2.45 The Sanctuary, Saint Michael's Church -North Andover, Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 100 YEAR 24-HOUR RAINFALL= 6.5 IN Prepared by Merrimack Engineerinq Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 20 TO PROPOSED CB6 PEAK= 1.02 CFS @ 12.06 HRS, VOLUME= .07 AF ACRES CN SCS TR-20 METHOD .11 98 PAVEMENT AND ROOFTOP TYPE III 24-HOUR .01 39 GROUP A OPEN SPACE GOOD RAINFALL= 6.5 IN .08 61 GROUP B OPEN SPACE GOOD SPAN= 10-22 HRS, dt=.05 HRS .01 80 GROUP D OPEN SPACE GOOD .21 80 Method Comment Tc (min) DIRECT ENTRY MINIMUM SCS TC 6.0 SUBCATCHMENT 20 RUNOFF PEAK= 1.02 CFS @ 12.06 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 .03 .03 .03 .03 .03 .03 .03 .03 .03 .04 10.50 1 .04 .04 .04 .04 .04 .04 .04 .05 .05 .05 11.00 1 .05 .05 .06 .06 .06 .fl .07 .08 .08 .09 11.50 1 .09 .10 .13 .16 .20 .25 .29 .34 .40 .51 12.00 I .77 1.01 .93 .70 .55 .47 .41 .36 .31 .26 12.50 ( .21 .17 .14 .13 .13 .12 .12 .11 .11 .10 13.00 I .09 .09 .09 .09 .08 .08 .08 .08 .08 .08 13.50 I .08 .07 .07 .07 .07 .07 .07 .07 .06 .06 14.00 I .06 .06 .06 .06 .06 .06 .06 .06 .06 .05 14.50 1 .05 .05 .05 .05 .05 .05 .05 .05 .05 .05 15.00 1 .05 .05 .05 .04 .04 .04 .04 .04 .04 .04 15.50 1 .04 .04 .04 .04 .04 .04 .04 .04 .03 .03 16.00 ( .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 16.50 1 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 17.00 1 .03 .03 .03 .03 .03 .02 .02 .02 .02 .02 17.50 I .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 18.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 18.50 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 19.00 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 19.50 I .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 20.00 I .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 20.50 1 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 21.00 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 21.50 1 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 22.00 1 .01 \\Server\MESdocs\Proj\3710\M.5 ce\3710s2.doc Page 2.46 The Sanctuary, Saint Michael's Church-North Andover,Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 100 YEAR 24-HOUR RAINFALL= 6.5 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 21 TO PROPOSED FES3 PEAK= 9.99 CFS @ 12.13 HRS, VOLUME= .85 AF ACRES CN SCS TR-20 METHOD .05 98 PAVEMENT AND ROOFTOP TYPE III 24-HOUR .45 30 GROUP A WOODS GOOD RAINFALL= 6.5 IN .19 61 GROUP B OPEN SPACE GOOD SPAN= 10-22 HRS, dt=.05 HRS 3.40 55 GROUP B WOODS GOOD 1.30 70 GROUP C WOODS GOOD 5.39 57 Method Comment Tc (min) TR-55 SHEET FLOW MAXIMUM LENGTH 50 FEET 5.4 Woods: Light underbrush n=.4 L=50' P2=3.1 in s=.164 SHALLOW CONCENTRATED/UPLAND FLOW MAXIMUM LENGTH 1,000 FEET 4.7 Unpaved Kv=16.1345 L=1000' s=.0492 '/° V=3.58 fps Total Length= 1050 ft Total Tc= 10.1 SUBCATCHMENT 21 RUNOFF PEAK= 9.99 CFS @ 12.13 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 I 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .01 .02 i1.00 I .04 .05 .07 .09 .ii .14 .17 .20 .23 .27 11.50 ! .32 .37 .46 .61 .84 1.14 1.51 1.96 2.50 3.27 12.00 I 4.82 7.47 9.71 9.90 8.69 7.49 6.63 5.93 5.27 4.62 12.50 1 3.94 3.26 2.70 2.33 2.12 1.98 1.87 1.78 1.70 1.63 13.00 I 1.55 1.47 1.41 1.37 1.33 1.31 1.29 1.27 1.25 1.23 13.50 1 1.21 1.20 1.18 1.16 1.14 1.12 1.10 1.08 1.06 1.04 14.00 1 1.02 1.00 .98 .96 .95 .94 .93 .92 .91 .90 14.50 1 .89 .88 .87 .86 .85 .84 .83 .82 .81 .80 15.00 1 .79 .78 .77 .76 .75 .74 .73 .72 .71 .69 15.50 1 .68 .67 .66 .65 .64 .63 .62 .61 .60 .58 16.00 1 .57 .56 .55 .54 .54 .53 .53 .52 .52 .51 16.50 1 .51 .50 .50 .49 .49 .48 .48 .47 .47 .46 17.00 1 .46 .45 .45 .44 .44 .43 .43 .42 .42 .41 17.50 i .41 .40 .40 .39 .39 .38 .38 .37 .37 .36 18.00 ( .36 .35 .35 .35 .34 .34 .34 .34 .34 .34 18.50 I .33 .33 .33 .33 .33 .33 .33 .32 .32 .32 19.00 I .32 .32 .32 .31 .31 .31 .31 .31 .31 .31 19.50 1 .30 .30 .30 .30 .30 .30 .30 .29 .29 .29 20.00 1 .29 .29 .29 .28 .28 .28 .28 .28 .28 .28 20.50 1 .28 .28 .27 .27 .27 .27 .27 .27 .27 .27 21.00 1 .27 .26 .26 .26 .26 .26 .26 .26 .26 .26 21.50 I .25 .25 .25 .25 .25 .25 .25 .25 .24 .24 22.00 I .24 \\Server\MESdocs\Proj\3710\MSOffice\3710s2.doc Page 2.47 'i'he Sanctuary, Saint Michael's Church -North Andover, Massachusetts Data for SECTION 2 HYDROGRAPH GENERATION TYPE III 100 YEAR 24-HOUR RAINFALL= 6.5 IN Prepared by Merrimack Engineering Services, Inc. 8 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 22 TO PROPOSED POND 30 PEAK= 1.10 CFS @ 12.08 HRS, VOLUME= .09 AF ACRES CN SCS TR-20 METHOD .14 98 PAVEMENT AND ROOFTOP TYPE III 24-HOUR .50 39 GROUP A OPEN SPACE GOOD RAINFALL= 6.5 IN .08 30 GROUP A WOODS GOOD SPAN= 10-22 HRS, dt=.05 HRS .05 80 GROUP D OPEN SPACE GOOD .77 51 Method Comment Tc (min) DIRECT ENTRY MINIMUM SCS TC 6.0 SUBCATCHMENT 22 RUNOFF-PEAK= 1.10 CFS @ 12.08 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.50 1 0.00 0.00 .01 .02 .04 .08 .12 .17 .24 .37 12.00 1 .69 1.05 1.09 .89 .74 .67 .61 .55 .49 .41 12.50 1 .34 .27 .24 .22 .21 .21 .20 .19 .18 .17 13.00 1 .16 .16 .15 .15 .15 .15 .14 .14 .14 .14 13.50 1 .14 .13 .13 .13 .13 .13 .12 .12 .12 .12 14.00 1 .11 .11 .11 .11 .11 .11 .11 .11 .10 .10 14.50 1 .10 .10 .10 .10 .10 .10 .10 .09 .09 .09 15.00 1 .09 .09 .09 .09 .09 .09 .08 .08 .08 .08 15.Su I ua ua .08 ua .07 .07 .07 .07 .07 .07 16.00 1 .07 .06 .06 .06 .06 .06 .06 .06 .06 .06 16.50 1 .06 .06 .06 .06 .06 .06 .06 .06 .05 .05 17.00 1 .05 .05 .05 .05 .05 .05 .05 .05 .05 .05 17.50 1 .05 .05 .05 .05 .05 .05 .04 .04 .04 .04 18.00 1 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 18.50 1 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 19.00 1 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 19.50 1 .04 .04 .04 .04 .04 .04 .04 .04 .03 .03 20.00 1 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 20.50 1 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 21.00 1 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 21.50 1 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 22.00 I .03 \\Server\MESdocs\Proj\3710\MSOffice\3710s2.doe Page 2.48 The Sanctuary, 'Saint Michael's Lhurch -North Andover, Massachusetts SECTION 3 Storm Water Management Systems CHAPTER 1 SYSTEM NUMBER ONE(PROPOSED) These chapters provide an evaluation of compliance with applicable regulation (particularly the Storm Water Management Policy)for each proposed storm water management system(each pond with its associated watershed and quality control systems). See Section 5 for evaluation of the proposed storm drain systems. Watershed for this system is comprised of subcatchments 14 through 16 which are conveyed directly into proposed pond 10 with no other intervening routing. Storm Water Quality Pre-Treatment Standard Catch basins 1 and 2 provide pre-treatment of storm water runoff with deep sediment sumps and gas/oil hoods.Additionally, a proposed forebay provides further treatment through suspended particle settling and nutrient uptake. See the Notice of Intent documents for TSS calculation worksheets. Required forebay volume; Watershed area=0.63 acres Volume=(0.63 acres)(0.1 in/acre)(43,560 sq.ft/acre)/(12 in/ft) =229 cu.ft Provided volume; The volume provided is that retained in the forebay below the internal weir invert(elev. 148.4) interpolating into the forebay description below,that volume equals 276 cu.ft. Elev. (ft) Area(sq.ft) Vol (cu.ft) 148.0 480 0 149.0 902 691 Storm Water Quality Volume of Treatment Standard Since this project discharges into a non-critical watershed only 0.5 inches depth over the subcatchment impervious area is required under the Storm Water Management Policy(0.22 acres-see Section 2 printouts); 0.5in I(0.22ac)(43,560sq.ftlac)=399cu.ft 12 in/ft) The volume provided is that retained in the pond below the outlet(elev. 148.4)or 176 cu.ft plus the forebay volume of 276 cu.ft for a total of 452 cu.ft. See the SCS printouts at the end of this section for detailed descriptions. Check Excavation of Pond for Depth to Ground Water The bottom of pond 10 is at elevation 148.0 and the outlet(maximum standing water) at elevation 148.4. The average existing grade over the pond is elevation 154.7 this results in an average excavated depth of 6.7 feet.Available soil testing, soil probes, and field inspection support an average existing water table depth across the site of 2.0 feet. This pond will be excavated into the existing water table.The pond has been designed this way to promote the growth of wetland species, and to provide a high quality reserve to dilute and be displaced by low quality runoff generated during small storm events. The presence of ground water flow has been addressed in the calculations with a base flow depth through the outlet pipe of 0.10 feet. Check Failure of Pond Outlet If the outlet pipe failed the pond could only flood to elev. 151.9 maximum at which point runoff would pass over the grates of CBs 1 and 2 (rim=151.9)or even backflow out of the CBs and into the existing Salem Street gutter to be picked up by existing CB A \\Server\MESdocs\Proj\3710\MSOffice\3710s3.doc Page 3.1 'I'lle banctuary, Saint lvfichael;s Church-North Andover,Massachusetts CHAPTER 2 SYSTEM NUMBER TWO (PROPOSED) Watershed for this system is comprised of subcatchments 17 through 22 which are conveyed directly i3nto proposed pond 30 with no other intervening routing, except for subcatchment 21 which is routed through proposed pond 20 at FES3. Storm Water Quality Pre-Treatment Standard Catch basins 3 through 6 provide pre-treatment of storm water runoff with deep sediment sumps and gas/oil hoods. A proposed 150 lineal foot grass lined swale at the system outfall provides nutrient uptake and runoff filtering. Finally a proposed forebay provides further treatment through suspended particle settling and additional nutrient uptake. See the Notice of Intent documents for TSS calculation worksheets. Required forebay volume; Watershed area=6.93 acres Volume=(6.93 acres)(0.1 inlacre)(43,560 sq.ft/acre)/(12 in/ft)=2,515 cu.ft Provided forebay volume; The volume provided is that retained in the forebay below the internal weir invert(elev. 145.9) interpolating into the forebay description below, that volume equals 2,597 cu.ft. Elev. (ft) Area(sq.ft) Vol. (cu.ft) Cumulative 144.0 704 0 0 145.0 1,152 928 928 1 146.0 1 2,555 1 1,854 1 2,782 1 Storm Water Quality Volume of Treatment Standard Since this project discharges into a non-critical watershed only 0.5 inches depth over the subcatr-hment impervious area is required under the Storm Water Management Policy(0.58 acres-see Section 2 printouts); 0.5in )(0.5 8acX43,560 sq.ftlac)=1,053cu.ft 12 in/ft) No volume is provided within the pond itself since the proposed forebay volume already exceeds the minimum required. See the SCS printouts at the end of this section for detailed descriptions. Check Excavation of Pond for Depth to Ground Water The bottom and outlet of pond 30 are at elevation 143.4.The average existing grade over the pond is elevation 150.0 this results in an average excavated depth of 6.6 feet.Available soil testing,soil probes, and field inspection support an existing water table depth across the site of 2.0 feet. This pond will be excavated into the existing water table. The pond has been designed this way to promote the growth of wetland species, and to provide a high quality reserve to dilute and be displaced by low quality runoff generated during small storm events. The presence of ground water flow has been addressed in the calculations with a base flow depth through the outlet pipe of 0.10 feet. \\Server\MESdocs\Proj\3710\MSOffice\3710s3.doc Page 3.2 The Sanctuary, Saint Michael's Church-North Andover,Massachusetts Check Failure of Pond Outlet An emergency spillway has been designed into the berm for pond 30 in the event the outlet pipe should fail. Data for POND FAILURE STUDY TYPE III 100 YEAR 24-HOUR RAINFALL= 6.5 IN Prepared by Merrimack Engineering Services, Inc. 10 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems POND 30 PROPOSED BEYOND END OF ROADWAY Qin = 13.23 CFS @ 12.12 HRS, VOLUME= 1.17 AF Qout= .10.84 CFS @ 12.23 HRS, VOLUME= 1.03 AF, ATTEN= 18%, LAG= 7.1 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD (FT) (SF) (CF) (CF) (SF) PEAK STORAGE = 11755 CF 143.0 1947 0 0 1947 PEAK ELEVATION= 146.9 FT 144.0 1947 1947 1947 2103 FLOOD ELEVATION= 147.0 FT 146.0 3829 5671 7618 4023 START ELEVATION= 144.1 FT 147.0 4917 4362 11980 5135 SPAN= 10-22 HRS, dt=.05 HRS Tdet= 88.2 MIN (.98 AF) # ROUTE INVERT OUTLET DEVICES 1 P 146.01 4° BROAD-CRESTED RECTANGULAR WEIR X 1.81 Q=C L H^1.5 C=1.54, 1.62, 1.69, 1.69, 1.69, 1.69, 1.69, 1.69 \\Server\MESdocs\Prof\3710\MSOffice\3710s3.doc Page 3.3 The Sanctuary, Saint Michael's Church - North Andover,Massachusetts CHAPTER 3 SCS TR20 2, 10, AND 100 YEAR-24 HOUR MODEL PRINTOUTS Data for SECTION 3 STORMWATER MANAGEMENT SYSTEMS TYPE III 2 YEAR 24-HOUR RAINFALL= 3.1 IN Prepared by Merrimack Engineering Services, Inc. 10 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems POND 10 PROPOSED AT STATION 0+60,L Qin = .76 CFS @ 12.07 HRS, VOLUME= .08 AF, INCL. BASE FLOW= .03 CFS Qout= .64 CFS @ 12.13 HRS, VOLUME= .08 AF, ATTEN= 16%, LAG= 3.8 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD (FT) (SF) (CF) (CF) (SF) PEAK STORAGE = 860 CF 147.4 320 0 0 320 PEAK ELEVATION= 148.8 FT 149.0 923 953 953 938 FLOOD ELEVATION= 152.0 FT 150.0 3061 1888 2841 3082 START ELEVATION= 148.5 FT 152.0 5600 8534 11375 5662 SPAN= 10-22 HRS, dt=.05 HRS Tdet= 118.5 MIN (.07 AF) # ROUTE INVERT OUTLET DEVICES 1 P 148.4' 12" CULVERT n=.012 L=80' S=.005'/' Ke=.2 Cc=.9 Cd=.75 POND 10 TOTAL OUTFLOW PEAK= .64 CFS @ 12.13 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 .03 .03 .03 .04 .04 .04 .04 .04 .04 .04 10.50 1 .04 .04 .04 .04 .04 .05 .05 .05 .05 .05 11.00 1 .05 .05 .05 .05 .05 .05 .05 .06 .06 .06 11.50 1 .06 .06 .07 .07 .08 .10 .12 .14 .18 .23 12.00 1 .32 .48 .62 .63 .57 .50 .44 .40 .36 .32 12.50 1 .28 .24 .21 .19 .17 .16 .15 .14 .14 .13 13.00 1 .13 .12 .12 .12 .11 .11 .11 .11 .11 .11 13.50 1 .10 .10 .10 .10 .10 .10 .10 .10 .09 .09 14.00 1 .09 .09 .09 .09 .09 .09 .09 .08 .08 .08 14.50 1 .08 .08 .08 .08 .08 .08 .08 .08 .08 .08 15.00 1 .08 .08 .08 .08 .07 .07 .07 .07 .07 .07 15.50 1 .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 16.00 1 .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 16.50 1 .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 17.00 1 .06 .06 .06 .06 .06 .06 .06 .05 .05 .05 17.50 1 .05 .05 .05 .05 .05 .05 .05 .05 .05 .05 18.00 1 .05 .05 .05 .05 .05 .05 .05 .05 .05 .05 18.50 1 .05 .05 .05 .05 .05 .05 .05 .05 .05 .05 19.00 1 .05 .05 .05 .05 .05 .05 .05 .05 .05 .05 19.50 1 .05 .05 .05 .05 .05 .05 .05 .05 .05 .05 20.00 1 .05 .05 .05 .05 .05 .05 .05 .05 .05 .05 20.50 1 .05 .05 .05 .05 .05 .05 .05 .05 .05 .05 21.00 1 .05 .05 .05 .05 .05 .05 .04 .04 .04 .04 21.50 1 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 22.00 1 .04 \\Server\MESdocs\Proj\3710\MSOfce\3710s3.doe Page 3.4 The Sanctuary, Saint Michael's Church - North Andover,Massachusetts Data for SECTION 3 STORMWATER MANAGEMENT SYSTEMS TYPE III 2 YEAR 24-HOUR RAINFALL= 3.1 IN Prepared by Merrimack Engineering Services, Inc. 10 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems POND 20 PROPOSED AT STATION 4+50,L Qin = .65 CFS @ 12.34 HRS, VOLUME= .12 AF Qout= .65 CFS @ 12.36 HRS, VOLUME= .12 AF, ATTEN= 0%, LAG-- 1.1 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD (FT) (SF) (CF) (CF) (SF) PEAK STORAGE = 87 CF 150.5 0 0 0 0 PEAK ELEVATION= 150.8 FT 152.0 832 416 416 836 FLOOD ELEVATION= 153.0 FT 153.0 1520 1159 1575 1534 START ELEVATION= 150.5 FT SPAN= 10-22 HRS, dt=.05 HRS Tdet= 4.3 MIN (.11 AF) # ROUTE INVERT OUTLET DEVICES 1 P 150.5' 18" CULVERT n=.012 L=33' S=.061'/' Ke=.2 Cc=.9 Cd=.75 POND 20 TOTAL OUTFLOW PEAK= .65 CFS @ 12.36 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.50 I 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.50 I 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12.00 1 0.00 .01 .06 .26 .49 .58 .63 .65 .64 .61 12.50 1 .56 .50 .43 .37 .34 .31 .30 .29 .28 .27 13.00 1 .26 .25 .24 .24 .23 .23 .23 .22 .22 .22 13.50 I .22 .22 .21 .21 .21 .21 .20 .20 .20 .20 14.00 1 .19 .19 .19 .19 .18 .18 .18 .18 .18 .18 14.50 1 .18 .17 .17 .17 .17 .17 .17 .17 .16 .16 15.00 1 .16 .16 .16 .16 .15 .15 .15 .15 .15 .14 15.50 I .14 .14 .14 .14 .13 .13 .13 .13 .13 .12 16.00 1 .12 .12 .12 .12 .11 .11 .11 .11 .11 .11 16.50 1 .11 .11 .11 .11 .11 .10 .10 .10 .10 .10 17.00 1 .10 .10 .10 .10 .10 .10 .09 .09 .09 .09 17.50 I .09 .09 .09 .09 .09 .09 .08 .08 .08 .08 18.00 ( .08 .08 .08 .08 .08 .08 .08 .08 .08 .07 18.50 1 .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 19.00 1 .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 19.50 I .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 20.00 ( .07 .07 .07 .07 .07 .07 .07 .06 .06 .06 20.50 1 .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 21.00 1 .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 21.50 1 .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 22.00 I .06 \\Server\MESdocs\Proj\3710\MSOffi'ice\3710s3.doc Page 3.5 The Sanctuary, Saint Michael's Church -North Andover,Massachusetts Data for SECTION 3 STORMWATER MANAGEMENT SYSTEMS TYPE III 2 YEAR 24-HOUR RAINFALL= 3.1 IN Prepared by Merrimack Engineering Services, Inc. 10 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems POND 30 PROPOSED BEYOND END OF ROADWAY Qin = 1.01 CFS @ 12.30 HRS, VOLUME= .23 AF, INCL. BASE FLOW= .05 CFS Qout= .82 CFS @ 12.49 HRS, VOLUME= .22 AF, ATTEN= 19%, LAG= 11.0 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD (FT) (SF) (CF) (CF) (SF) PEAK STORAGE = 3060 CF 143.0 1947 0 0 1947 PEAK ELEVATION= 144.4 FT 144.0 1947 1947 1947 2103 FLOOD ELEVATION= 147.0 FT 146.0 3829 5671 7618 4023 START ELEVATION= 144.1 FT 147.0 4917 4362 11980 5135 SPAN= 10-22 HRS, dt=.05 HRS Tdet= 156.3 MIN (.17 AF) # ROUTE INVERT OUTLET DEVICES 1 P 144.0' 18" CULVERT n=.012 L=40` S=.01'1' Ke=.2 Cc=.9 Cd=.75 2 P 146.0' 4' BROAD-CRESTED RECTANGULAR WEIR X 1.81 Q=C L H^1.5 C=1.54, 1.62, 1.69, 1.69, 1.69, 1.69, 1.69, 1.69 POND 30 TOTAL OUTFLOW PEAK= .82 CFS @ 12.49 HOURS HOUR 0.00 .05 .10 15 .20 .25 .30 .35 .40 .45 10.00 1 .05 .05 .05 .05 .05 .05 .06 .06 .06 .06 10.50 1 .06 .06 .06 .06 .06 .06 .06 .06 .07 .07 11.00 1 .07 .07 .07 .07 .07 .07 .07 .08 .08 .08 11.50 1 .08 .08 .09 .09 .10 .11 .12 .13 .15 .17 12.00 1 .20 .27 .35 .42 .50 .59 .68 .74 .79 .82 12.50 1 .82 .81 .77 .73 .69 .65 .61 .58 .55 .52 13.00 1 .50 .48 .47 .45 .44 .43 .42 .41 .40 .39 13.50 1 .38 .38 .37 .37 .36 .36 .35 .35 .34 .34 14.00 1 .34 .33 .33 .32 .32 .32 .31 .31 .31 .30 14.50 1 .30 .30 .30 .29 .29 .29 .29 .29 .28 .28 15.00 1 .28 .28 .27 .27 .27 .27 .27 .26 .26 .26 15.50 1 .26 .25 .25 .25 .25 .24 .24 .24 .24 .23 16.00 1 .23 .23 .22 .22 .22 .22 .22 .22 .21 .21 16.50 1 .21 .21 .21 .21 .21 .20 .20 .20 .20 .20 17.00 1 .20 .20 .19 .19 .19 .19 .19 .19 .19 .19 17.50 1 .18 .18 .18 .18 .18 .18 .18 .17 .17 .17 18.00 1 .17 .17 .17 .17 .17 .16 .16 .16 .16 .16 18.50 1 .16 .16 .16 .16 .16 .16 .15 .15 .15 .15 19.00 1 .15 .15 .15 .15 .15 .15 .15 .15 .15 .15 19.50 1 .15 .15 .15 .15 .15 .15 .15 .14 .14 .14 20.00 1 .14 .14 .14 .14 .14 .14 .14 .14 .14 .14 20.50 1 .14 .14 .14 .14 .14 .14 .14 .14 .14 .14 21.00 1 .14 .14 .14 .14 .14 .13 .13 .13 .13 .13 21.50 1 .13 .13 .13 .13 .13 .13 .13 .13 .13 .13 22.00 1 .13 \\Server\MESdocs\Proj\3710\MSOfce\3710s3.doc Page 3.6 The Sanctuary, Saint Michael's Church - North Andover, Massachusetts Data for SECTION 3 STORMWATER MANAGEMENT SYSTEMS TYPE III 10 YEAR 24-HOUR RAINFALL= 4.5 IN Prepared by Merrimack Engineering Services, Inc. 10 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems POND 10 PROPOSED AT STATION 0+60,L Qin = 1.50 CFS @ 12.07 HRS, VOLUME= .13 AF, INCL. BASE FLOW= .03 CFS Qout= 1.20 CFS @ 12.13 HRS, VOLUME= .13 AF, ATTEN= 20%, LAG= 4.1 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD (FT) (SF) (CF) (CF) (SF) PEAK STORAGE = 1015 CF 147.4 320 0 0 320 PEAK ELEVATION= 149.0 FT 149.0 923 953 953 938 FLOOD ELEVATION= 152.0 FT 150.0 3061 1888 2841 3082 START ELEVATION= 148.5 FT 152.0 5600 8534 11375 5662 SPAN= 10-22 HRS, dt=.05 HRS Tdet= 76 MIN (.12 AF) # ROUTE INVERT OUTLET DEVICES 1 P 148.4' 12" CULVERT n=.012 L=80' S=.005`/' Ke=.2 Cc=.9 Cd=.75 POND 10 TOTAL OUTFLOW PEAK= 1.20 CFS @ 12.13 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 ( .03 .04 .04 .04 .05 .05 .05 .05 .05 .05 10.50 I .06 .06 .06 .06 .06 .06 .07 .07 .07 .07 11.00 1 .07 .08 .08 .08 .08 .09 .09 .10 .10 .11 11.50 1 .11 .12 .13 .16 .19 .24 .29 .36 .43 .53 12.00 I .75 1.08 1.18 1.19 1.13 .99 .81 .71 .62 .54 12.50 I .47 .40 .34 .30 .27 .26 .24 .23 .22 .21 13.00 I .20 .19 .19 .18 .17 .17 .17 .17 .16 .16 13.50 1 .16 .16 .15 .15 .15 .15 .15 .14 .14 .14 14.00 1 .14 .13 .13 .13 .13 .13 .13 .13 .13 .12 14.50 i .12 .12 .12 .12 .12 .12 .12 .12 .11 .11 15.00 I .11 .11 .11 .11 .11 .11 .11 .10 .10 .10 15.50 I .10 .10 .10 .10 .10 .10 .09 .09 .09 .09 16.00 1 .09 .09 .09 .09 .09 .09 .08 .08 .08 .08 16.50 1 .08 .08 .08 .08 .08 .08 .08 .08 .08 .08 17.00 1 .08 .08 .08 .08 .07 .07 .07 .07 .07 .07 17.50 1 .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 18.00 1 .07 .07 .07 .07 .06 .06 .06 .06 .06 .06 18.50 1 .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 19.00 ( .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 19.50 I .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 20.00 I .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 20.50 1 .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 21.00 1 .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 21.50 1 .06 .05 .05 .05 .05 .05 .05 .05 .05 .05 22.00 1 .05 \\Server\MESdocs\Prof\3710\MSOffice\3710s3.doc Page 3.7 The Sanctuary,Saint Michael's Church-North Andover, Massachusetts Data for SECTION 3 STORMWATER MANAGEMENT SYSTEMS TYPE III 10 YEAR 24-HOUR RAINFALL= 4.5 IN Prepared by Merrimack Engineering Services, Inc. 10 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems POND 20 PROPOSED AT STATION 4+50,L Qin = 3.58 CFS @ 12.15 HRS, VOLUME= .36 AF Qout= 3.59 CFS @ 12.16 HRS, VOLUME= .36 AF, ATTEN= 0%, LAG-- .6 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD (FT) (SF) (CF) (CF) (SF) PEAK STORAGE = 219 CF 150.5 0 0 0 0 PEAK ELEVATION= 151.3 FT 152.0 832 416 416 836 FLOOD ELEVATION= 153.0 FT 153.0 1520 1159 1575 1534 START ELEVATION= 150.5 FT SPAN= 10-22 HRS, dt=.05 HRS Tdet= 2.4 MIN (.36 AF) # ROUTE INVERT OUTLET DEVICES 1 P 150.5' 18" CULVERT n=.012 L=33' S=.0611/' Ke=.2 Cc=.9 Cd=.75 POND 20 TOTAL OUTFLOW PEAK= 3.59 CFS @ 12.16 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 I 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.50 I 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.50 1 0.00 0.00 0.00 0.00 0.00 0.00 .01 .05 .19 .47 12.00 1 .97 1.93 3.06 3.57 3.40 3.05 2.79 2.57 2.34 2.09 i2.50 I i.83 i.54 i.30 i.ii i.00 .93 .88 .84 .81 .77 13.00 1 .74 .71 .68 .65 .64 .63 .62 .61 .60 .59 13.50 I .59 .58 .57 .56 .56 .55 .54 .53 .52 .51 14.00 1 .50 .49 .48 .48 .47 .46 .46 .46 .45 .45 14.50 1 .44 .44 .43 .43 .43 .42 .42 .41 .41 .40 15.00 I .40 .39 .39 .38 .38 .37 .37 .36 .36 .35 15.50 1 .35 .34 .34 .33 .33 .32 .32 .31 .30 .30 16.00 I .29 .29 .28 .28 .27 .27 .27 .27 .26 .26 16.50 I .26 .26 .26 .25 .25 .25 .25 .24 .24 .24 17.00 1 .24 .23 .23 .23 .23 .22 .22 .22 .22 .21 17.50 1 .21 .21 .21 .20 .20 .20 .20 .19 .19 .19 18.00 1 .19 .18 .18 .18 .18 .18 .18 .18 .17 .17 18.50 1 .17 .17 .17 .17 .17 .17 .17 .17 .17 .17 19.00 1 .17 .17 .16 .16 .16 .16 .16 .16 .16 .16 19.50 I .16 .16 .16 .16 .16 .16 .15 .15 .15 .15 20.00 I .15 .15 .15 .15 .15 .15 .15 .15 .15 .15 20.50 1 .15 .14 .14 .14 .14 .14 .14 .14 .14 .14 21.00 1 .14 .14 .14 .14 .14 .14 .14 .14 .13 .13 21.50 1 .13 .13 .13 .13 .13 .13 .13 .13 .13 .13 22.00 1 .13 \\Server\MESdocs\Prof\3710\MSOffice\37IOs3.doc Page 3.8 The Sanctuary, Saint Michael's Church-North Andover,Massachusetts Data for SECTION 3 STORMWATER MANAGEMENT SYSTEMS TYPE III 10 YEAR 24-HOUR RAINFALL= 4.5 IN Prepared by Merrimack Engineering Services, Inc. 10 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems POND 30 PROPOSED BEYOND END OF ROADWAY Qin = 4.86 CFS @ 12.14 HRS, VOLUME= .56 AT, INCL. BASE FLOW= .05 CFS Qout= 3.76 CFS @ 12.30 HRS, VOLUME= .55 AT, ATTEN= 23%, LAG= 9.2 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD (FT) (SF) (CF) (CF) (SF) PEAK STORAGE = 4580 CF 143.0 1947 0 0 1947 PEAK ELEVATION= 144.9 FT 144.0 1947 1947 1947 2103 FLOOD ELEVATION= 147.0 FT 146.0 3829 5671 7618 4023 START ELEVATION= 144.1 FT 147.0 4917 4362 11980 5135 SPAN= 10-22 HRS, dt=.05 HRS Tdet= 70.6 MIN (.5 AT) ## ROUTE INVERT OUTLET DEVICES 1 P 144.0' 18" CULVERT n=.012 L=40' S=.01'1' Ke=.2 Cc=.9 Cd=.75 2 P 146.0' 41 BROAD-CRESTED RECTANGULAR WEIR X 1.81 Q=C L H^1.5 C=1.54, 1.62, 1.69, 1.69, 1.69, 1.69, 1.69, 1.69 POND 30 TOTAL OUTFLOW PEAK= 3.76 CFS @ 12.30 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 .05 .05 .06 .06 .06 .06 .07 .07 .07 .07 10.50 1 .07 .08 .08 .08 .08 .08 .09 .09 .09 .09 ii.00 ( .09 .09 .10 .10 10 10 .11 .11 .11 .12 11.50 1 .12 .13 .13 .14 .16 .17 .20 .23 .29 .40 12.00 1 .62 1.10 1.89 2.77 3.40 3.70 3.76 3.69 3.53 3.32 12.50 1 3.06 2.77 2.47 2.20 1.97 1.77 1.63 1.51 1.41 1.33 13.00 1 1.26 1.20 1.14 1.09 1.05 1.01 .98 .96 .93 .91 13.50 1 .90 .88 .87 .85 .84 .83 .82 .81 .80 .79 14.00 1 .77 .76 .75 .74 .73 .72 .71 .70 .69 .68 14.50 1 .68 .67 .66 .66 .65 .64 .64 .63 .62 .62 15.00 1 .61 .60 .60 .59 .59 .58 .57 .57 .56 .55 15.50 1 .55 .54 .53 .52 .52 .51 .50 .50 .49 .48 16.00 1 .48 .47 .46 .46 .45 .45 .44 .44 .43 .43 16.50 1 .42 .42 .42 .41 .41 .40 .40 .40 .39 .39 17.00 1 .39 .38 .38 .38 .37 .37 .37 .36 .36 .36 17.50 1 .35 .35 .35 .34 .34 .34 .33 .33 .33 .32 18.00 1 .32 .32 .31 .31 .31 .30 .30 .30 .30 .29 18.50 1 .29 .29 .29 .29 .29 .29 .28 .28 .28 .28 19.00 1 .28 .28 .28 .28 .28 .27 .27 .27 .27 .27 19.50 1 .27 .27 .27 .27 .27 .26 .26 .26 .26 .26 20.00 1 .26 .26 .26 .26 .26 .25 .25 .25 .25 .25 20.50 1 .25 .25 .25 .25 .25 .25 .25 .24 .24 .24 21.00 1 .24 .24 .24 .24 .24 .24 .24 .24 .24 .24 21.50 1 .23 .23 .23 .23 .23 .23 .23 .23 .23 .23 22.00 1 .23 \\Server\MESdocs\Proj\3710\MSOffice\3710s3.doc Page 3.9 The Sanctuary, Saint Michael's Church-North Andover,Massachusetts Data for SECTION 3 STORMWATER MANAGEMENT SYSTEMS TYPE III 100 YEAR 24-HOUR RAINFALL= 6.5 IN Prepared by Merrimack Engineering Services, Inc. 10 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems POND 10 PROPOSED AT STATION 0+60,L Qin = 2.67 CFS @ 12.06 HRS, VOLUME= .21 AF, INCL. BASE FLOW= .03 CFS Qout= 1.91 CFS @ 12.15 HRS, VOLUME= .21 AF, ATTEN= 28%, LAG-- 5.4 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD (FT) (SF) (CF) (CF) (SF) PEAK STORAGE = 1419 CF 147.4 320 0 0 320 PEAK ELEVATION= 149.2 FT 149.0 923 953 953 938 FLOOD ELEVATION= 152.0 FT 150.0 3061 1888 2841 3082 START ELEVATION= 148.5 FT 152.0 5600 8534 11375 5662 SPAN= 10-22 HRS, dt=.05 HRS Tdet= 51.4 MIN (.2 AF) # ROUTE INVERT OUTLET DEVICES 1 P 148.4' 12" CULVERT n=.012 L=80' S=.005'/' Ke=.2 Cc=.9 Cd=.75 POND 10 TOTAL OUTFLOW PEAK= 1.91 CFS @ 12.15 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 .03 .05 .06 .07 .07 .08 .09 .09 .09 .10 10.50 1 .10 .11 .11 .11 .12 .12 .12 .13 .13 .13 11.00 1 .14 .14 .15 .15 .16 :17 .18 .19 .20 .21 11.50 1 .22 .24 .27 .32 .40 .49 .60 .73 .86 1.05 12.00 1 1.24 1.53 1.82 1.91 1.84 1.71 1.57 1.43 1.29 1.16 12.50 1 .95 .70 .56 .48 .43 .40 .37 .36 .34 .32 13.00 1 .31 .30 .29 .28 .27 .26 .26 .26 .25 .25 13.50 1 .24 .24 .24 .23 .23 .22 .22 .22 .21 .21 14.00 1 .21 .20 .20 .20 .19 .19 .19 .19 .19 .18 14.50 1 .18 .18 .18 .18 .17 .17 .17 .17 .17 .16 15.00 1 .16 .16 .16 .16 .16 .15 .15 .15 .15 .15 15.50 1 .14 .14 .14 .14 .14 .13 .13 .13 .13 .13 16.00 1 .13 .13 .12 .12 .12 .12 .12 .12 .12 .12 16.50 1 .11 .11 .11 .11 .11 .11 .11 .11 .11 .11 17.00 1 .11 .11 .10 .10 .10 .10 .10 .10 .10 .10 17.50 1 .10 .10 .10 .10 .09 .09 .09 .09 .09 .09 18.00 1 .09 .09 .09 .09 .09 .09 .09 .09 .08 .08 18.50 f .08 .08 .08 .08 .08 .08 .08 .08 .08 .08 19.00 1 .08 .08 .08 .08 .08 .08 .08 .08 .08 .08 19.50 1 .08 .08 .08 .08 .08 .08 .08 .08 .08 .08 20.00 1 .08 .08 .08 .08 .08 .08 .08 .07 .07 .07 20.50 1 .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 21.00 1 .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 21.50 1 .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 22.00 1 .07 \\Server\MESdocs\Proj\3710\MS ce\3710s3.doc Page 3.10 The Sanctuary, Saint Michael's Church- North Andover,Massachusetts Data for SECTION 3 STORMWATER MANAGEMENT SYSTEMS TYPE III 100 YEAR 24-HOUR RAINFALL= 6.5 IN Prepared by Merrimack Engineering Services, Inc. 10 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems POND 20 PROPOSED AT STATION 4+50,L Qin = 9.99 CFS @ 12.13 HRS, VOLUME= .85 AF Qout= 9.60 CFS @ 12.16 HRS, VOLUME= .85 AF, ATTEN= 4%, LAG-- 1.6 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD (FT) (SF) (CF) (CF) (SF) PEAK STORAGE = 491 CF 150.5 0 0 0 0 PEAK ELEVATION= 152.1 FT 152.0 832 416 416 836 FLOOD ELEVATION= 153.0 FT 153.0 1520 1159 1575 1534 START ELEVATION= 150.5 FT SPAN= 10-22 HRS, dt=.05 HRS Tdet= 1.6 MIN (.85 AF) # ROUTE INVERT OUTLET DEVICES 1 P 150.51 18" CULVERT n=.012 L=33` S=.061'/' Ke=.2 Cc=.9 Cd=.75 POND 20 TOTAL OUTFLOW PEAK= 9.60 CFS @ 12.16 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 0.00 0.00 0.00 '0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .01 11.00 1 .02 .03 .04 .05 .07 .11 .14 .17 .21 .24 11.50 1 .29 .34 .41 .54 .75 1.03 1.40 1.84 2.37 3.09 12.00 1 4.47 6.95 9.23 9.59 9.40 7.83 6.70 6.08 5.37 4.74 12.50 1 4.06 3.39 2.81 2.40 2.16 2.01 1.89 1.81 1.72 1.64 13.00 1 1.57 1.50 1.43 1.38 1.34 1.32 1.30 1.28 1.26 1.24 13.50 1 1.22 1.20 1.18 1.16 1.14 1.12 1.10 1.08 1.06 1.04 14.00 1 1.02 1.00 .98 .97 .95 .94 .93 .92 .91 .90 14.50 1 .89 .88 .87 .87 .86 .85 .84 .83 .81 .80 15.00 1 .79 .78 .77 .76 .75 .74 .73 .72 .71 .70 15.50 1 .69 .68 .67 .66 .64 .63 .62 .61 .60 .59 16.00 1 .58 .57 .56 .55 .54 .53 .53 .52 .52 .51 16.50 1 .51 .51 .50 .50 .49 .49 .48 .48 .47 .47 17.00 1 .46 .46 .45 .45 .44 .44 .43 .43 .42 .42 17.50 1 .41 .41 .40 .40 .39 .39 .38 .38 .37 .37 18.00 1 .36 .36 .35 .35 .34 .34 .34 .34 .34 .34 18.50 1 .33 .33 .33 .33 .33 .33 .33 .32 .32 .32 19.00 1 .32 .32 .32 .32 .31 .31 .31 .31 .31 .31 19.50 1 .31 .30 .30 .30 .30 .30 .30 .29 .29 .29 20.00 1 .29 .29 .29 .29 .28 .28 .28 .28 .28 .28 20.50 1 .28 .28 .28 .27 .27 .27 .27 .27 .27 .27 21.00 1 .27 .27 .26 .26 .26 .26 .26 .26 .26 .26 21.50 1 .26 .25 .25 .25 .25 .25 .25 .25 .25 .24 22.00 1 .24 \\Server\MESdocs\Prof\3710\MSOffice\3710s3.doc Page 3.11 The Sanctuary, Saint Michael's Church- North Andover,Massachusetts Data for SECTION 3 STORMWATER MANAGEMENT SYSTEMS TYPE III 100 YEAR 24-HOUR RAINFALL= 6.5 IN Prepared by Merrimack Engineering Services, Inc. 10 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems POND 30 PROPOSED BEYOND END OF ROADWAY Qin = 13.28 CFS @ 12.12 HRS, VOLUME= 1.22 AF, INCL. BASE FLOW= .05 CFS Qout= 10.11 CFS @ 12.25 HRS, VOLUME= 1.21 AF, ATTEN= 24%, LAG-- 8.1 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD (FT) (SF) (CF) (CF) (SF) PEAK STORAGE = 7684 CF 143.0 1947 0 0 1947 PEAK ELEVATION= 146.0 FT 144.0 1947 1947 1947 2103 FLOOD ELEVATION= 147.0 FT 146.0 3829 5671 7618 4023 START ELEVATION= 144.1 FT 147.0 4917 4362 11980 5135 SPAN= 10-22 HRS, dt=.05 HRS Tdet= 38.6 MIN (1.15 AF) # ROUTE INVERT OUTLET DEVICES 1 P 144.0' 18" CULVERT n=.012 L=40' 3=.01'/' Ke=.2 Cc=.9 Cd=.75 2 P 146.0' 4' BROAD-CRESTED RECTANGULAR WEIR X 1.81 Q=C L H^1.5 C=1.54, 1.62, 1.69, 1.69, 1.69, 1.69, 1.69, 1.69 POND 30 TOTAL OUTFLOW PEAK= 10.11 CFS @ 12.25 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 .05 .06 .07 .07 .08 .08 .09 .09 .09 .10 10.50 1 .10 .11 .11 .11 .12 .12 .12 .13 .13 .13 11.00 1 .14 .14 .15 .16 .17 .18 .20 .22 .24 .28 11.50 1 .32 .36 .41 .48 .62 .80 1.07 1.44 1.94 2.63 12.00 1 3.77 5.68 7.98 9.53 9.96 10.11 9.97 9.86 9.25 8.40 12.50 I 7.44 6.46 5.53 4.75 4.12 3.65 3.30 3.03 2.82 2.65 13.00 1 2.50 2.36 2.25 2.15 2.07 2.00 1.94 1.89 1.85 1.81 13.50 1 1.78 1.75 1.72 1.69 1.67 1.64 1.61 1.59 1.56 1.53 14.00 1 1.50 1.48 1.45 1.42 1.40 1.38 1.36 1.34 1.33 1.31 14.50 1 1.30 1.28 1.27 1.26 1.24 1.23 1.22 1.21 1.19 1.18 15.00 1 1.17 1.15 1.14 1.12 1.11 1.10 1.08 1.07 1.05 1.04 15.50 1 1.02 1.01 1.00 .98 .97 .95 .94 .92 .91 .89 16.00 1 .88 .86 .85 .84 .82 .81 .80 .79 .79 .78 16.50 1 .77 .76 .75 .75 .74 .73 .73 .72 .71 .71 17.00 1 .70 .69 .69 .68 .67 .67 .66 .65 .65 .64 17.50 1 .63 .63 .62 .61 .60 .60 .59 .58 .58 .57 18.00 I .56 .56 .55 .54 .54 .53 .53 .52 .52 .52 18.50 1 .51 .51 .51 .51 .50 .50 .50 .50 .49 .49 19.00 I .49 .49 .49 .49 .48 .48 .48 .48 .48 .47 19.50 I .47 .47 .47 .47 .46 .46 .46 .46 .46 .45 20.00 I .45 .45 .45 .45 .44 .44 .44 .44 .44 .44 20.50 ( .43 .43 .43 .43 .43 .43 .42 .42 .42 .42 21.00 I .42 .42 .41 .41 .41 .41 .41 .41 .41 .40 21.50 I .40 .40 .40 .40 .40 .39 .39 .39 .39 .39 22.00 I .39 \\Server\MESdocs\Proj\3710\MSOffice\3710s3.doc Page 3.12 i'he Sanctuary, Saint lvlichaei's Church - North Andover,Massachusetts SECTION S TR20 Project Watershed Model CHAPTER 1 PRE DEVELOPMENT CONDITION WATERSHED ROUTING �l A \` r--i --� TC>T4L � �fl j \ 7 1 1 1 7 1 f l ADC\STING YZr--gl(,tl V01�4T 0 uwc w 0 REACH LINKLJ Evaluate Pond 1 Over-topping The table below summarizes the results of evaluation,the actual work appears on the next page.The work was performed using a symbolic evaluation program because the results were used to verify calibration of subcatchment 1, thus, accuracy was imperative. Head Flow Rate Flow Area ft cfs _(s .ft 0.0 0.0 0.0 0.1 0.3 0.5 0.2 1.9 2.0 0.4 10.9 8.0 0.8 58.2 29.6 1.2 173.4 78.1 \\Server\MESdocs\Prof\3710\MSOffice\3710s4.doc Page 4.1 'the sanctuary, Saint 1Vhchaers Church-North Andover,Massachusetts Symbolic Evaluation 0 154.00 0.0 120.0 120.0 This matrix holds the 45 153.60 This matrix holds the 0.1 112.5 122.5 centerline profile of rating to solve for. the existing dirt path. PROFILE .= 70 153.64 Looking upstream; EVALUATE := 0.2 105.0 125.0 Column 1=Distance 90 153.20 Column 1=Flow depth over PROFILE 0.4 90.0 130.0 Column 2=Elevation 120 152.80 Column 2=Left edge of top surface 0.8 45.0 140.0 Column 3=Right edge of top surface 150 154.00 1.2 0.0 150.0 This matrix holds Broad Crested Weir coefficients DIST:= PROFILE<0> Column 1 of PROFILE to be known as DIST Column 1=Flow depth over PROFILE Column 2=Coefficient for breadth of 15 feet ELEV:= PROFILE<1> Column 2 of PROFILE to be known as ELEV 0.2 2.68 0.4 2.70 HEAD:= EVALUATE<0> Column 1 of EVALUATE to be known as HEAD 0.6 2.70 0.8 2.64 FROM := EVALUATE<1> Column 2 of EVALUATE to be known as FROM C:= 1.0 2.63 1.2 2.64 TO := EVALUATE<2> Column 3 of EVALUATE to be known as TO 1.4 2.64 1.6 2.63 5.5 2.63 i := 0..5 Variable to iterate through rows of matrix EVALUATE For all x along the centerline represented by PROFILE this function will compute the vertical distance(positive or negative)to the current HEAD being computed.Note,linterp will linearly interpolate x into DIST to find the corresponding ELEV. g(x) := min(ELEV) +HEADi- linterp(DIST,ELEV,x) For all x along the centerline represented by PROFILE this function interpret the results of g(x).If g(x)is less than 0.01 feet of head then h(x)will yield zero,otherwise,h(x)will equal g(x).The value 0.01 was used to avoid infinitesimally small heads. h(x) :=if(g(x)<0.01,0,g(x)) For all x along the centerline represented by PROFILE this function will linearly interpolate the head results of h(x)into the corresponding weir coefficient from matrix C. c(x) :=linterp(C<0>,C<1>,h(x)) For each value in HEAD the following evaluates the basic weir equation Q=CLH^3/2 and the flow area by integrating across the top width. RATING. 0:= HEAD. Copy the HEAD vector into the RATING matrix. TOi 3 Toi J RATINGi I c(x)•h(x)2 dx Valuate weir flow RATINGi 2:= h(x)dx Evaluate flow area FROM. fFROMi i RESULTS of calculation 0.0 0.0 0.0 Column 1=Head(ft) 0.1 0.3 0.5 Column 2=Flow(cfs) 0.2 1.9 2.0 Column 3=Flow area(sq.ft) RATING= 0.4 10.9 8.0 0.8 58.2 29.6 \\Server\MESdocs\Proj\37 10\AISOffice\37 1U84.d0C 1.2 173.4 78.1 _ Yage 4.2 'Ine banctuary, taint micnaers Lnurcn-ivortn tinctover, massacnusetts CHAPTER 2 POST DEVELOPMENT CONDITION WATERSHED ROUTING yq\f \ n �x�sT�►1�, 1 � � 18� {�e / o15 15 16 12 �--A WA-v'm hAokl TIENT sysT ,�0 1 13 -3 4 �Est�ti.1 Poet Z SUBCATCHMENT REACH \POND LINK \\aerver\1vtr bdocs\Yro,\;3'i IU\ lbUtthce\3'i 1Us4.doc Page 4.3 'Tile Sanctuary, Saint lvi chael'S Church -North Andover,Massachusetts CHAPTER 3 SCS TR20 2, 10, AND 100 YEAR-24 HOUR MODEL PRINTOUTS Data for SECTION 4 SCS TR20 PROJECT WATERSHED TYPE III 2 YEAR 24-HOUR RAINFALL= 3.1 IN Prepared by Merrimack Engineering Services, inc. 10 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems REACH 1 Not described Qin = 13.03 CFS @ 17.87 HRS, VOLUME= 6.78 AF gout= 13.03 CFS @ 17.87 HRS, VOLUME= 6.78 AF, ATTEN= 0%, LAG= 0.0 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) - METHOD PEAK DEPTH= 0.00 FT PEAK VELOCITY= 0.0 FPS TRAVEL TIME = 0.0 MIN SPAN= 10-22 HRS, dt=.05 HRS REACH 1 OUTFLOW PEAK= 13.03 CFS @ 17.87 HOURS Not described HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.50 1 0.00 0.00 0.00 .0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12.00 1 .03 .30 .94 1.54 1.81 1.91 1.95 1.94 1.87 1.74 12.50 I 1.56 1.34 1.16 1.04 .97 .94 .94 .95 .96 .97 13.00 ( .98 .99 1.04 1.09 1.14 1.20 1.26 1.32 1.39 1.46 13.50 I 1.54 1.62 1.71 1.80 1.91 2.01 2.10 2.20 2.30 2.41 14.00 I 2.55 2.68 2.81 2.94 3.08 3.22 3.36 3.52 3.69 3.86 14.50 1 4.03 , 4.22 4.40 4.58 4.75 4.93 5.12 5.32 5.5i 5.71 15.00 1 5.90 6.09 6.29 6.49 6.68 6.88 7.08 7.28 7.48 7.68 15.50 1 7.88 8.08 8.28 8.46 8.64 8.82 9.00 9.17 9.35 9.52 16.00 I 9.70 9.86 10.02 10.16 10.31 10.45 10.60 10.74 10.69 11.03 16.50 1 11.16 11.28 11.40 11.51 11.62 11.74 11.85 11.97 12.08 12.16 17.00 ( 12.23 12.29 12.36 12.42 12.48 12.55 12.61 12.67 12.72 12.76 17.50 i 12.80 12.84 12.88 12.92 12.96 13.00 13.02 13.03 13.03 13.03 18.00 1 13.02 13.02 13.02 13.02 13.02 13.00 12.98 12.96 12.93 12.91 18.50 I 12.88 12.86 12.83 12.80 12.75 12.69 12.63 12.57 12.51 12.45 19.00 1 12.39 12.32 12.26 12.19 12.12 12.05 11.98 11.90 11.83 11.76 19.50 I 11.69 11.61 11.53 11.44 11.36 11.27 11.19 11.10 11.01 10.93 20.00 I 10.85 10.77 10.68 10.60 10.52 10.44 10.36 10.28 10.20 10.12 20.50 1 10.04 9.96 9.89 9.81 9.73 9.65 9.58 9.50 9.43 9.36 21.00 1 9.29 9.22 9.15 9.08 9.00 8.93 8.86 8.79 8.72 8.66 21.50 I 8.59 8.52 8.45 8.38 8.31 8.25 8.19 8.12 8.06 8.00 22.00 I 7.93 \\Server\MESdocs\Prof\3710\MSOfce\3710s4.doc Page 4.4 The Sanctuary, Saint Michael's Church - North Andover,Massachusetts Data for SECTION 4 SCS TR20 PROJECT WA'TERShED TYPE III 2 YEAR 24-HOUR RAINFALL= 3.1 IN Prepared by Merrimack Engineering Services, Inc. 10 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems REACH 2 Not described Qin = 13.04 CFS @ 17.87 HRS, VOLUME= 6.79 AF Qout= 13.04 CFS @ 17.87 HRS, VOLUME= 6.79 AF, ATTEN= 0%, LAG-- 0.0 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) - METHOD PEAK DEPTH= 0.00 FT PEAK VELOCITY= 0.0 FPS TRAVEL TIME = 0.0 MIN SPAN= 10-22 HRS, dt=.05 HRS REACH 2 OUTFLOW PEAK= 13.04 CFS @ 17.87 HOURS Not described HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.00 1 0.00 0.00 .01 .01 .01 .01 .01 .01 .01 .01 11.50 1 .01 .01 .02 .02 .03 .04 .05 .06 .08 .11 12.00 1 .20 .54 1.18 1.73 1.96 2.04 2.07 2.05 1.96 1.82 12.50 1 1.62 1.40 1.20 1.08 1.01 .98 .97 .98 .99 1.00 13.00 1 1.01 1.02 1.06 1.11 1.17 1.22 1.28 1.34 1.42 1.49 13.50 ( 1.56 1.65 1.73 1.82 1.93 2.03 2.12 2.22 2.32 2.43 14.00 1 2.57 2.70 2.83 2.96 3.09 3.23 3.38 3.54 3.70 3.87 i4.50 I 4.05 4.24 4.42 4.59 4. 77 4.95 5.i3 5.33 5.53 5. 72 15.00 1 5_91 6.10 6.30 6.50 6-70 6.89 7.09 7.29 7.49 7.70 15.50 1 7.90 8.09 8.29 8.48 8.65 8.83 9.01 9.19 9.36 9.53 16.00 I 9. 71 9.87 10.03 10.17 10.32 1U.47 iO.61 1U.75 iO.90 11.04 16.50 1 11.17 11.29 11.41 11.52 11.63 11.75 11.86 11.98 12.08 12.17 17.00 1 12.24 12.30 12.37 12.43 12.49 12.56 12.62 12.68 12.72 12.77 17.50 1 12.8i 12.85 i2.89 12.93 122.97 13.01 13.03 13.04 13.04 13.03 18.00 1 13.03 13.03 13.03 13,03 13.02 13.01 12.99 12.96 12.94 12.91 18.50 1 12.89 12.86 12.84 12.80 12.75 12.69 12.63 12.57 12.51 12.45 19.00 1 12.39 12.33 12.27 12.20 12.13 12.05 11.98 11.91 11.84 11.77 19.50 1 11.69 11.61 11.53 11.45 11.36 11.28 11.19 11.11 11.02 10.94 20.00 1 10.85 10.77 10.69 10.61 10.53 10.44 10.36 10.28 10.20 10.12 20.50 1 10.05 9.97 9.89, 9.82 9.74 9.66 9.58 9.51 9.44 9.36 21.00 1 9.29 9.22 9.15 9.08 9.01 8.94 8.87 8.80 8.73 8.66 21.50 1 8.59 8.52 8.46 8.39 8.32 8.25 8.19 8.13 8.06 8.00 22.00 1 7.94 \\Server\MESdocs\Proj\3710\MSOffice\3710s4.doc Page 4.5 The Sanctuary, Saint Michael's Church-North Andover, Massachusetts Data for SECTION 4 SCS TR20 PROJECT WA'TERShED TYPE III 2 YEAR 24-HOUR RAINFALL= 3.1 IN Prepared by Merrimack Engineering Services, Inc. 10 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems REACH 3 Not described Qin = 13.17 CFS @ 17.80 HRS, VOLUME= 7.03 AF Qout= 13.17 CFS @ 17.80 HRS, VOLUME= 7.03 AF, ATTEN= 0%, LAG= 0.0 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) - METHOD PEAK DEPTH= 0.00 FT PEAK VELOCITY= 0.0 FPS TRAVEL TIME = 0.0 MIN SPAN= 10-22 HRS, dt=.05 HRS REACH 3 OUTFLOW PEAK= 13.17 CFS @ 17.80 HOURS Not described HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 .08 .08 .09 .09 .09 .09 .09 .10 .10 .10 10.50 { .10 .10 .10 .11 .11 .11 .11 .11 .11 .11 11.00 I .12 .12 .12 .12 .12 .13 13 .13 .13 .14 11.50 { .14 .15 .15 .17 .19 .25 .37 .55 .79 1.20 12.00 I 2.16 3.44 3.86 3.47 3.12 2.97 2.86 2.73 2.57 2.37 12.50 I 2.13 1.90 1.75 1.66 1.59 1.54 1.50 1.46 1.46 1.47 13.00 I 1.46 1.47 1.50 1.53 1.57 1.61 1.65 1.70 1.77 1.83 13.50 1 1.90 1.98 2.07 2.15 2.24 2.32 2.41 2.51 2.62 2.74 14.00 1 2.87 2.99 3.12 3.25 3.38 3.51 3.65 3.81 3.99 4.16 14.50 1 4.33 4.50 4.67 4.85 5.02 5.21 5.40 5.59 5.78 5.97 15.00 I 6.16 6.35 6.54 6.73 6.93 7.14 7.33 7.53 7.73 7.92 15.50 { 8.12 8.32 8.51 8.69 8.87 9.05 9.22 9.40 9.57 9.74 i6.00 j 9.91 i0.08 iO.22 10.37 iO.5i 10.65 iO.79 iO.94 ii.08 1i.23 16.50 1 11.36 11 .47 11.58 11.70 11.$ 11.92 12.03 12.15 12.25 12.33 17.00 I 12.39 12.46 12.52 12.58 12.64 12.71 12.77 12.83 12.87 12.91 i7.50 j i2.95 12.99 13.03 13.07 i3.11 i3.15 i3.i7 13.17 13.17 13.16 18.00 1 13.16 13.16 13.16 13:16 13�15 13.13 13.11 13.08 13.05 13.03 18.50 i 13.00 12.98 12.95 12.91 12.86 12.80 12.74 12.68 12.62 12.56 19.00 ► 12.49 12.43 12.37 12.30 12.22 12.15 12.08 12.01 11.94 11.86 19.50 { 11.79 11.71 11.62 11.54 11.45 11.37 11.28 11.19 11.11 11.02 20.00 { 10.94 10.86 10.78 10.70 10.62 10.54 10.46 10.37 10.29 10.22 20.50 I 10.14 10.06 9.98 9.90 9.83 9.75 9.67 9.60 9.53 9.45 21.00 1 9.38 9.31 9.24 9.17 9.10 9.03 8.96 8.89 8.82 8.75 21.50 1 8.68 8.61 8.54 8.47 8.41 8.34 8.28 8.22 8.15 8.09 22.00 1 8.03 \\Server\MESdocs\Proj\3710\MSOfce\3710s4.doc Page 4.6 1'he Sanctuary, Saint ltilichael's Church-North Andover, Massachusetts Data for SECTION 4 SCS TR20 PROJECT WATERSHED TYPE. !1! 2 YEAR, 24-T-OUR, RAINFALL= 3,1 IN Prepared by Merrimack Engineering Services, Inc. 10 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems REACH 4 Not described Qin = 13.18 CFS @ 17.82 HRS, VOLUME= 7.06 AF Qout= 13.18 CFS @ 17.82 HRS, VOLUME= 7.06 AF, ATTEN= 0%, LAG-- 0.0 MIN DEPTH END AREA DISCH (FT) (Sn-FT) (CFS) - METHOD PEAK DEPTH= 0.00 FT PEAK VELOCITY= 0.0 FPS TRAVEL TIME = 0.0 MIN SPAN= 10-22 HRS, dt=.05 HRS REACH 4 OUTFLOW PEAK= 13.18 CFS @ 17.82 HOURS Not described HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 .08 .09 .09 .09 .09 .10 .10 .10 .10 .10 10.50 1 .11 .11 .11 .11 .11 .11 .12 .12 .12 .12 11.00 1 .12 .13 .13 .13 .14 .14 .14 .15 .15 .16 11.50 1 .17 .17 .19 .21 .25 .32 .46 .66 .92 1.39 12.00 1 2.46 3.84 4.25 3.77 3.36 3.18 3.05 2.90 2.71 2.49 12.50 1 2.23 1.98 1.82 1.73 1.66 1.60 1.55 1.51 1.51 1.51 13.00 1 1.51 1.52 1.54 1.57 1.61 1.65 1.69 1.74 1.81 1.87 13.50 1 1.94 2.02 2.10 2.19 2.27 2.36 2.44 2.54 2.66 2.77 14.00 1 2.90 3.02 3.15 3.28 3.41 3.53 3.67 3.84 4.01 4.18 14.50 1 4.36 4.53 4.70 4.87 5.04 5.23 5.43 5.62 5.81 6.00 15.00 1 6.19 6.38 6.57 6.76 6.95 7.16 7.36 7.55 7.75 7.95 15.50 1 8.14 8.34 8.53 8.71 8.89 9.07 9.24 9.41 9.59 9.76 16.00 1 9.93 lO.09 iO.24 1O.38 10.52 1O.67 10.8i 1O.95 11.iO 11.24 16.50 1 17 .37 11.49 11.60 11.71 11.82 71.94 72_05 12.16 12.27 12.35 17.00 1 12.41 12.47 12.53 12.60 12.66 12.72 12.78 12.84 12.88 12.92 17.50 1 12.96 13.00 13.04 13.08 13.12 13.16 13.18 13.18 13.18 13.17 18.00 1 13.17 13.17 13.17 13.17 13.16 13.14 13.12 13.09 13.06 13.04 18.50 1 13.01 12.99 12.96 12.92 12.87 12.81 12.75 12.69 12.63 12.56 19.00 1 12.50 12.44 12.38 12.31 12.23 i2.i6 12.09 12.02 11.95 ii.87 19.50 1 11.80 11.72 11.63 11.55 11.46 11.38 11.29 11.2a 11:t2 11_03 20.00 1 10.95 10.87 10.79 10.71 10.63 10.55 10.46 10.38 10.30 10.22 20.50 1 10.15 10.07 9.99 9.91 9.83 9.76 9.68 9.60 9.53 9.46 21.00 1 9.39 9:32 9:25 9.18 9:11 9403 8.96 8190 8.83 8,76 21.50 1 8.69 8.62 8.55 8.48 8.41 8.35 8.29 8.22 8.16 8.10 22.O00 1 8.03 \\Server\MESdocs\Proj\3710\MSOffice\3710s4.doc Page 4.7 'rhe Sanctuary, Saint Michael's Church -North Andover,Massachusetts Data for SECTION 4 SCS TR20 PROJECT WRTEtcbi-11lJ TVRF. !1! 2 YEAR, 24-HOUR RAINFA T.T.= 3.1 IN Prepared by Merrimack Engineering Services, Inc. 10 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems POND 1 PRE DEVELOPMENT EXISTING POND Qin = i2.82 CES @ 18.i3 HRS, VOLUME= 6.50 AF Qout= 12.81 CFS @ 18-.14 HRS, VOLUME= 6.45 AFC ATTEN= 0%, L_G= .6 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD (FT) (SF) ((--F) (CF) (SF) PEAK. STORAGE = 2700 CF 149.3 0 0 0 0 PEAK ELEVATION= 150.7 FT 152.0 5840 5256 5256 585i FLOOD ELEVATION= 154.0 FT 154.0 17600 22385 27641 17635 START ELEVATION= 149.3 FT SPAN= 10-22 HRS, dt=.05 HRS Tdet= 4 MIN (6.45 AF) # ROUTE INVERT OUTLET DEVICES 1 P 149.3' 36" CULVERT n=.012 L=26' S=.0785'/' Ke=.5 Cc=.9 Cd=.6 2 P 152.8' IRREGULAR BROAD CRESTED WEIR HEAD(FT) DISCH(CFS) 0.0 0.00 .1 .30 .2 1.90 .4 10.90 .8 58.20 1.2 173.40 POND 1 TOTAL OUTFLOW PEAK= 12.81 CFS @ 18.14 HOURS HOUR 0.00 .05 lU 15 .20 .25 .30 .35 .40 .45 10.00 ! 0:00 0.00 0:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.50 I 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.00 ! 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.50 I 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12.00 I 0.00 0.00 0.00 0.00 0.00 0.00 .01 .01 .01 .02 12.50 1 .03 .03 .04 .05 .06 .07 .11 .15 .19 .23 13.00 ( .27 .31 .37 .44 .51 .57 .63 .70 .78 .86 13.50 I .94 1.03 1.12 1.22 1.33 1.44 1.54 1.65 1.75 1.88 14.00 I 2.02 2.16 2.30 2.44 2.58 2.72 2.87 3.03 3.20 3.38 14.50 1 3.55 3.75 3.93 4.11 4.29 4.47 4.67 4.87 5.07 5.27 15.00 I 5.46 5.66 5.86 6.07 6.27 6.47 6.67 6.88 7.08 7.29 15.50 I 7.50 7.70 7.90 8.10 8.28 8.46 8.65 8.83 9.01 9.19 16.00 I 9.37 9.54 9.70 9.85 10.00 10.15 10.30 10.44 10.59 10.74 16.50 1 10.87 10.99 11.11 11.22 11.34 11.46 11.58 11.69 11.80 11.89 17.00 1 11.96 12.03 12.09 12.16 12.23 12.29 12.36 12.42 12.47 12.51 17.50 1 12.56 12.60 12.64 12.69 12.73 12.77 12.80 12.81 12.81 12.81 18.00 1 12.81 12.81 12.81 12.81 12.81 12.80 12.78 12.75 12.73 12.70 18.50 1 12.68 12.66 12.63 12.60 12.55 12.49 12.43 12.37 12.31 12.25 19.00 1 12.19 12.13 12.07 12.00 11.93 11.86 11.79 11.72 11.65 11.57 19.50 ( 11.50 11.42 11.34 11.26 11.17 11.09 11.00 10.92 10.84 10.75 20.00 1 10.67 10.59 10.51 10.43 10.35 10.27 10.18 10.10 10.02 9.95 20.50 I 9.87 9.79 9.72 9.64 9.56 9.49 9.41 9.34 9.26 9.19 21.00 I 9.12 9.05 8.98 8.91 8.84 8.77 8.70 8.63 8.57 8.50 21.50 I 8.43 8.36 8.29 8.23 8.16 8.09 8.03 7.97 7.91 7.84 22.00 I 7.78 \\Server\NffiSdocs\P'roj\3710\MSOffice\3710s4.doc Page 4.8 The Sanctuary, Saint Nlichael's Church-North Andover,Massachusetts Data for S'h.UT'lUN 4 bC-b '1'HLU YKUJr;I;T WAT61 britU TYPE III 2 YEAR 24-HO TR RAINFA T.T.= 3.1 IN Prepared by Merrimack Engineering Services, Inc. 10 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems POND li POST DEVELOPMENT EXISTING POND Qin = 12.82 CFS @ 18.13 HRS, VOLUME= 6.50 At Qout= 12.81 CFS @ 18.14 HRS, VOLUME- 6.47 AF, ATTEN= 0%, LAG-- .4 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD (FT) (SF) (CF) (CF) (SF) PEAK STORAGE = 1717 CF 149.3 0 0 0 0 PEAK ELEVATION= 150.2 FT 152.0 5840 5256 5256 5851 FLOOD ELEVATION= 154.0 FT 154.0 17600 22385 27641 17635 START ELEVATION= 149.3 FT SPAN= 10-22 HRS, dt=.05 HRS Tdet= 2.6 MIN (6.47 AF) # ROUTE INVERT OUTLET DEVICES 1 P 149.3' 24" CULVERT X 3 n=.012 L=36' S=.0567'/' Ke=.5 Cc=.9 Cd=.6 POND 11 TOTAL OUTFLOW PEAK= 12.81 CFS @ 18.14 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 ( 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12.00 1 0.00 0.00 0.00 0.00 0.00 .01 .01 .02 .03 .04 i2.50 I .05 .06 .08 .09 .li .i3 .16 .i8 .24 .30 13.00 1 .35 .40 .46 .52 .58 .64 .70 .7ti .85 93 13.50 1 1.01 1.11 1.20 1.30 1.40 1.50 1.59 1.70 1.83 1.96 14.00 1 2.10 2.24 2.37 2.51 2.65 2.76 2.93 3.11 3.28 3.46 14.50 1 3-64 3.82 4.00 4.17 4.35 4.55 4.75 4.94 5.14 5.34 15.00 1 5.53 5.73 5.93 6.12 6.33 6.54 6.74 6.95 7.15 7.35 15.50 1 7.56 7.76 7.96 8.15 8.33 8.52 8.70 8.88 9.06 9.24 16.00 1 9.42 9.59 9.74 9.89 10.04 10.18 10.33 10.48 10.62 10.77 16.50 1 10.91 11.02 11.14 11.26 11.37 11.49 11.60 11.72 11.83 11.91 17.00 1 11.98 12.04 12.11 12.18 12.24 12.31 12.37 12.43 12.48 12.52 17.50 1 12.57 12.61 12.65 12.70 12.74 12.78 12.81 12.81 12.81 12.81 18.00 1 12.81 12.81 12.81 12.81 12.81 12.80 12.77 12.75 12.72 12.70 18.50 1 12.67 12.65 12.63 12.59 12.54 12.48 12.42 12.36 12.30 12.24 19.00 1 12.18 12.12 12.05 11.98 11.91 11.84 11.77 11.70 11.63 11.56 19.50 1 11.48 11.41 11.32 11.24 11.15 11.07 10.98 10.90 10.81 10.73 20.00 1 10.65 10.57 10.49 10.41 10.33 10.25 10.17 10.09 10.01 9.93 20.50 1 9.85 9.77 9.70 9.62 9.54 9.46 9.39 9.32 9.24 9.17 21.00 1 9.10 9.03 8.96 8.89 8.82 8.75 8.68 8.61 8.55 8.48 21.50 1 6.41 8.34 6.27 8.21 8.14 8.08 8.01 7.95 7.89 7.83 22.00 1 7.76 \\Server\MESdocs\Prof\3710\MSOffice\3710s4.doc Page 4.9 The Sanctuary, Saint Michael's Church-North Andover, Massachusetts Data for SECTION 4 SCS 'TR20 PRO ECT WATERSHED TYPE TTT 10 YEAR 24-HOUR, RAINFA T.T.= 4.5 TTT Prepared by Merrimack Engineering Services, Inc. 10 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems REACH i Not described Qin = 31.90 CFS @ 17.76 HRS, VOLUME= 16.78 AF Qout= 31.90 CFS @ 17.76 HRS, VOLUME= 16.78 AF, ATTEN= 0%, LAG-- 0.0 MIN DEPTH END AREA DISCH (FT) (.SQ-FT) (CFS) - METHOD PEAK DEPTH= 0.00 FT PEAK VELOCITY= 0.0 FPS TRAVEL, TIME = 0.0 MIN SPAN= 10-22 HRS, dt=.05 HRS REACH 1 OUTFLOW PEAK= 31.90 CFS @ 17.76 HOURS Not described HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 { 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.50 { 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.00 I 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.50 1 0.00 0.00 0.00 0.00 .03 .13 .35 .72 1.24 2.02 12.00 1 3.61 6.45 9.20 9.96 9.15 8.19 7.48 6.86 6.23 5.59 12.50 1 4.89 4.17 3.57 3.25 3.11 3.06 3.07 3.12 3.16 3.20 13.00 1 3.25 3.32 3.42 3.55 3.72 3.89 4.06 4.23 4.42 4.62 13.50 { 4.84 5.09 5.37 5.64 5.91 6.18 6.46 6.73 7.03 7.38 14.00 ( 7.75 8.11 8.49 8.87 9.25 9.63 10.03 10.47 10.94 11.43 14.50 1 11.92 12.40 12.89 13.37 13.85 14.34 14.85 15.34 15.84 16.35 15.00 { 16.85 17.35 17.86 18.36 18.85 19.33 19.82 20.31 20.79 21.27 15.50 1 21.76 22.24 22.71 23.15 23.55 23.95 24.35 24.75 25.16 25.56 16.00 { 25.96 26.33 26.65 26.95 27.25 27.56 27.&6 28.16 28.47 28.77 16-SO 1 29_04 29_27 29.49 29,72 29,94 30.16 30.39 30.61 30_a2 30_95 17.00 1 31.05 31.14 31.22 31.31 31.40 31.48 31.57 31.64 31.68 31.72 17.50 I 31.75 31.78 31.81 31.84 31.67 31.90 31.89 31.83 31.76 31.70 18.00 1 31.63 31.56 31.50 31.43 31.36 31.26 31.13 31.01 3n:88 30,76 18.50 1 30.63 30.50 30.37 30.23 30.04 29.83 29.62 29.41 29.20 28.99 19.00 1 28.78 28.57 28.35 28.13 27.91 27.69 27.46 27.24 27.02 26.80 19.50 { 26.57 26.35 26.11 25.88 25.65 25.42 25.18 24.95 24.72 24.49 20.00 1 24.27 24.05 23.83 23.62 23.40 23.19 22.97 22.75 22.54 22.34 20.50 1 22.14 21.94 21.74 21.55 21.35 21.15 20.95 20.76 20.58 20.41 21.00 1 20.23 20.05 19.87 19.70 19.52 19.34 19.17 19.00 18.83 18.66 21.50 1 18.49 18.33 18.16 17.99 17.82 17.67 17.51 17.36 17.20 17.05 22.00 1 16.89 \\Server\MESdocs\Proj\3710\MSOfce\3710s4.doe Page 4.10 The Sanctuary, Saint Michael's Church-North Andover, Massachusetts Data for SECTION 4 SCS 'TR20 PROJECT WATERSHED TYPE !1! 10 YEAR 24-HOUR, RHINFALT L= 4.5 IN Prepared by Merrimack Engineering Services, Inc. 10 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems REACH 2 Not described Qin = 31.91 CFS @ 17.76 HRS, VOLUME= 16.82 AF Qout= 31.91 CFS @ 17.76 HRS, VOLUME= 16.82 AF, ATTEN= 0%, LAG= 0.0 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) - METHOD PEAK DEPTH= 0.00 FT PEAK VELOCITY= 0.0 FPS TRAVEL TIME = 0.0 MIN SPAN= 10-22 HRS, dt=.05 HRS REACH 2 OUTFLOW PEAK= 31.9i CFS @ 17.76 HOURS Not described HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 ( .01 .01 .01 .01 .0i .01 .01 .01 Oi .01 10.50 I .01 .01 .01 .01 .01 .01 .01 :02 .02 .02 11.00 1 .02 .02 .02 .02 .02 .02 03 .03 .03 .03 11.50 I .04 .04 .05 .07 .11 .23 .48 .87 1.41 2.25 12.00 1 3.96 6.94 9.68 10.34 9.45 8.44 7.70 7.06 6.40 5.73 12.50 1 5.01 4.26 3.65 3.32 3.18 3.13 3.14 3.18 3.22 3.25 13.00 ( 3.30 3.37 3.47 3.60 3.77 3.94 4.11 4.28 4.46 4.66 13.50 1 4.89 5.13 5.41 5.68 5.95 6.22 6.50 6.77 7.06 7.42 14.00 1 7.78 8.15 8.52 8.91 9.28 9.66 10.07 10.50 10.97 11.46 14.50 1 11.95 12.43 12.92 13.40 13.88 14.37 14.87 15.37 15.87 16.38 15.00 1 16.88 17.38 17.88 18.38 18.87 19.36 19.85 20.33 20.81 21.30 15.50 1 21.78 22.26 22.73 23.17 23.57 23.97 24.37 24.77 25.17 25.58 110.UU 1 25.98 2b.3J zt.oi ZOO.y7 27.27 27.57 4/.00 ZU.10 zu.47 Zo. 7y 16.50 ! 29.05 29.29 29.51 29.73 29.96 30_18 30.40 30.53 30.83 30.97 17.00 I 31.06 31.15 31.24 31.32 31.41 31.50 31.58 31.65 31.70 31.73 17.50 1 S1.76 S1.7y 31.62 S1.85 S1.68 S1.91 S1.90 S1.84 51.78 S1.71 18.00 1 31.64 31.57 31.51 31.44 31.37 31.27 31.15 31.02 30.89 30.77 18.50 I 30.64 30.51 30.39 30.24 30.05 29.84 29.63 29.42 29.21 29.00 !y.06 1 28.7/9 28.58 28.S6 2$.14 27.92 27.70 27.47 27.25 27.03 26.81 19.50 I 26.58 26.36 26.12 25.89 25.66 25.43 25.19 24.96 24.73 24.50 20.00 I 24.28 24.06 23.84 23.63 23.41 23.19 22.98 22.76 22.55 22.35 20.50 I 22.15 21.y5 21.75 21.55 21.S5 21.15 20.96 20.77 20.59 20.42 21.00 1 20.24 20.06 19.88 19.70 19.53 19.35 19,18 19.01 18.84 18.67 21.50 1 18.50 18.33 18.16 18.00 17.83 17.67 17.52 17.36 17.21 17.05 L2.UU I 1ti.�U 1 \\Server\MESdocs\Proj\3710\MSOffice\3710s4.doc Page 4.11 The Sanctuary, Saint Michael's Church-North Andover, Massachusetts Data for SECTION 4 SCS 'TRLU PROJECT WATERSHED TYPE 111 10 YEAR, 24-HOUR, RAINFAT-L: 4.5 IN Prepared by Merrimack Engineering Services, Inc. 10 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems REACH 3 Not described Qin = 32.06 CFS @ 17.75 HRS, VOLUME= 17.12 AF Qout= 32.06 CFS @ 17.75 HRS, VOLUME= 17.12 AF, ATTEN= 0%, LAG= 0.0 MIN DEPTH END AREA UISCH (FT) (,SQ-FT) (CFS1 - METHOD PEAK DEPTH= 0.00 FT PEAK VELOCITY= 0.0 FPS'' TRAVEL TIMF. = 0.0 MIN SPAN= 10-22 HRS, dt=.05 HRS REACH 3 OUTFLOW PEAK= 32.06 CFS 0 17.75 HOURS Not described HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.60 1 .08 .09 .10 io .11 .ii .12 .12 .12 .13 10.50 j .13 .13 .14 .14 .15 .15 .16 .17 .19 .20 11.00 I .22 .23 .25 .27 .30 .33 .36 .39 .43 .47 11.56 j .51 .58 .72 .94 1.21 1.56 1.97 2.47 5.08 4.24 12.00 1 6.92 10.13 10.92 10.16 9.62 9.21 8.67 8.09 7.43 6.70 12.50 1 5.95 5.25 4.75 4.43 4.21 4.06 4.01 3.97 3.93 3.90 13.00 1 3.89 8.92 4.02 4.16 4.29 4.43 4.57 4."72 4.87 5.08 13.50 1 5.31 5.56 5.81 6.07 6.34 6.62 6.88 7.14 7.44 7.79 14.00 1 8.17 8.54 8.90 9.27 9.64 10.02 10.42 10.86 11.34 11.81 14.50 1 12.30 12.79 13.26 13.74 14.22 14.70 15.21 15.70 16.20 16.70 15.00 1 17.19 17.70 18.20 18.69 19.18 19.66 20.14 20.63 21.11 21.59 15.50 1 22.07 22.55 23.02 23.45 23.84 24.24 24.64 25.04 25.44 25.84 16.00 1 26.24 26.60 26.91 27.21 2/.51 27.81 28.11 28.41 28.72 29.01 16.50 I 29.27 29.50 29.72 29.94 30.16 30_38 30.61 30-83 37.03 31 .15 17.00 I 31.23 31.32 31.41 31.49 31.58 31.66 31.75 31.82 31.85 31.88 1/.50 j 51.51 5i.94 31.97 52.00 32.U3 52.06 32.04 31.9/ 31.50 31.85 18100 I 31:77 31:70 31163 31.57 31.49 31.38 31.25 31.12 30.99 30.87 18.50 j 30.74 30.61 30.48 30.33 30.13 29.92 29.71 29.50 29.28 29.07 19.00 1 26.86 28.65 28.44 28.21 27.99 27.77 27.55 27.32 27.10 26.88 19.50 1 26.66 26.43 26.19 25.96 25.73 25.49 25.26 25,03 24:79 24.57 20.00 1 24.35 24.13 23.91 23.70 23.48 23.26 23.05 22.83 22.62 22.42 20.50 j 22.23 22.03 21.83 21.63 21.43 21.23 21.03 20.84 20.67 20.49 21.00 1 20.31 20.13 19.95 19.78 19.60 19.42 19.25 19.08 18.92 18.75 21.50 1 18.58 18.41 18.24 18.07 17.91 17.75 17.59 17.44 17.28 17.13 22.00 1 16.97 \\Server\MESdocs\Proj\3710\MSOffiice\3710s4.doc Page 4.12 The Sanctuary, Saint Michael's Church-North Andover,Massachusetts Data for SECTION 4 SCS TR20 PROJECT WATERSHED TYPE !1! 10 YEAR 24-HOUR RAINFALL= 4.5 IN Prepared by Merrimack Engineering Services, Inc. 10 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems REACH 4 Not described' Qin = 32.08 CFS @ 17.75 HRS, VOLUME= 17.18 AF Qout= 32.08 CFS @ 17.75 HRS, VOLUME= 17.18 AF, ATTEN= 0%, LAG= 0.0 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) - MFTNnn PEAK DEPTH= 0.00 FT PEAK VELOCITY= 0.0 FPS TRAVEL TIME - 0_0 MIN SPAN= 10-22 HRS, dt=.05 HRS REACH 4 OUTFLOW PEAK= 32.08 CFS @ 17.75 HOURS Not described HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 ► .10 .10 .11 .12 .12 .A .13 i4 .14 .15 10.50 1 .15 .16 .16 .16 .17 .18 .19 .20 .21 .23 11.00 1 .25 .26 .28 .31 .34 .37 .40 .44 .48 .53 11.50 1 .57 .65 .81 1.05 1.35 1.73 2.17 2.71 3.37 4.62 12.00 ( 7.51 10.91 11.66 10.71 10.06 9.59 9.01 8.38 7.69 6.92 12.50 1 6.12 5.39 4.87 4.54 4.32 4.16 4.11 4.06 4.02 3.99 13.00 i 3.97 4.00 4.10 4.23 4.36 4.50 4.64 4.79 4.94 5.14 13.50 1 5.37 5.62 5.87 6.13 6.40 6.67 6.93 7.19 7.50 7.84 14.00 1 8.22 8.59 8.95 9.32 9.69 10.07 10.47 10.91 11.38 11.86 14.50 I 12.34 12.83 13.31 13.78 14.26 14.74 15.25 15.75 16.24 16.74 15.00 I 17.23 17.74 18.24 18.73 19.22 19.70 20.18 20.67 21.15 21.63 15.50 1 22.11 22.59 23.05 23.48 23.87 24.27 24.67 25.07 25.47 25.87 16.00 26.27 26.63 26.94 27.24 27.54 27.84 26.i4 26.44 26.74 29.04 16.50 ! 29.30 29.52 29.74 29.96 30.19 30.41 30.63 30.85 31.05 31.18 17.00 I 31.26 31.34 31.43 31.51 31.60 31.69 31.77 31.84 31.87 31.90 17.50 1 31.93 31.96 31.99 32.02 32.05 32.08 32.06 31.99 31.92 31.85 18.00 1 31.78 31.72 31.65 31.58 31.51 31.40 31.27 31.14 31.01 30.88 18.50 I 30.75 30.63 30.50 30.35 30.15 29.93 29.72 29.51 29.30 29.09 19.00 I 28.86 28.67 28.45 28.23 28.01 27.78 27.56 27.34 27.12 26.90 19.50 1 26.67 26.44 26.21 25.97 25.74 25.51 25.28 25.04 24.81 24.58 20.00 I 24.36 24.14 23.93 23.71 23.49 23.28 23.06 22.85 22.64 22.44 20.50 I 22.24 22.04 21.84 21.64 21.44 21.24 21.04 20.86 20.68 20.50 21.00 1 20.32 20.15 19.97 19.79 19.61 19.44 19.27 19.10 18.93 18.76 21.50 1 18.59 18.42 18.25 18.08 17.92 17.76 17.61 17.45 17.30 17.14 22.00 i 16.99 \\Server\MESdocs\Proj\3710\MSOffice\3710s4.doc Page 4.13 ' he Sanctuary, Saint Michaeks Church -North Andover,Massachusetts Data for SECTION 4 SCS 'TR20 PROJECT WATERSHED TYPE !1! 10 YEAR 24-HOI-IR_ RAINFATL= 4.5 IN Prepared by Merrimack Engineering Services, Inc. 10 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems POND 1 PRE DEVELOPMENT EXISTING POND Qin = 31.40 C ES 17.75 HRS, VOLUME= 15.88 AEr ou = 31.38 CFS (d 17.77 HRS, VOLUME= 15.81 aF, ATTFN= 0%, LAC- 1.i MIN ELEVATION CG .AREA 1NC.ST'0K CUM.STOR WGT'.AREA STVK-IND METHOD (FT) (SF) (CF) (CF) (SF) PEAK STORAGE = 4F14 C'F 149.3 0 0 0 0 PEAK ELEVATION= 151.7 FT 152.0 5840 5256 5256 5851 FLOOD ELEVATION= 154.0 FT 154.0 17600 22385 27641 17635 START ELEVATION= 149-3 FT SPAN= 10-22 HRS, dt=.05 HRS Tdet= 2.8 MIN (15.81 AF) # ROUTE INVERT OUTLET DEVICES 1 P 149..31 3611 CULVERT n=.012 L=26' S=.07851/' Ke=.5 Cc=.9 Cd=.6 2 P 132.8' IRREGULAR BROAD CRESTED WEIR HEAD(FT) DISCH(CFS) 0.0 n-nn .1 .30 .2 1.90 4 1(1 4 n .8 58.20 1.2 173.40 POND i TOTAL OUTFLOW PEAK= 31.38 CFS @ i7.77 HOURS HOUR 0.00 .05 .io .15 .20 .25 .30 .35 .40 .45 10.00 ! 0.00 0.00 0.00 0.00 0.00 0,n0 0.00 0.00 0.00 0.00 10.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.00 j 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11,50 ! 0.00 0.00 0.00 0,00 0.00 0.00 0.00 .01 .01 .01 12.00 I .01 .01 .01 .02 .02 .03 .04 .06 .07 .12 12.50 ! .18 .23 .29 .39 .51 .62 .76 .90 1.04 1.16 13.00 1 1.31 1.47 1.65 1.83 2.03 2.24 2.43 2:62 2.83 3:05 13.50 I 3.29 3.56 3.87 4.16 4.45 4.75 5.05 5.34 5.66 6.64 14.00 ! 6.44 6.62 7.22 7.62 8.02 6.41 8.82 9.27 9.75 10.26 14.50 1 10.75 11.24 11.75 12.24 12.74 13.24 13.75 14.26 14.78 15.30 15.00 1 15.81 16.32 16.84 17.35 17.86 18.36 18.86 19.36 19.85 20.35 15.50 j 20.85 21.35 21.83 22.28 22.70 23.11 23.53 23.94 24.36 24.78 16.00 ! 25,19 25.58 25.91 26.22 26.53 26.84 27.15 27,46 27.77 28.08 16.50 1 28.36 28.59 28.83 29.06 29.28 29.51 29.74 29.97 30.19 30.33 17.00 ! 30.43 30.52 30.62 30.71 30.80 30.90 30.99 31.07 31.12 31.16 17,50 ( 31,19 31,23 31,27 31-31 31.35 31.38 31.-3R 31.33 31.27 31.21 18.00 ! 31.14 31.08 31.02 30.96 30.89 30.80 30.67 30.55 30.42 30.30 18.50 1 30.i8 30.05 29.93 29.78 29.59 29.38 29.18 28.97 28.76 28.55 19,00 1 28434 28,13 27,92 27.70 27448 27.26 27.04 26.82 26.60 26,38 19.50 ! 26.16 25.93 25.70 25.47 25.24 25.01 24.78 24.55 24.32 24.09 20.00 ► 23.87 23.66 23.44 23.23 23.01 22.80 22.56 22.37 22.16 21.96 20.50 ! 21.77 21.57 21,37 21,17 20.97 20.77 20.5E 20.39 20.21 20.04 21.00 1 19.86 19.69 19.51 19.34 19.16 18.98 18.81 18.65 18.48 18.31 21.30 1 18.15 17.98 17.81 17.64 17.46 17.32 17.17 17.02 16.66 16.71 22.00 1 16.56 \\Server\MESdocs'\t roj\3710'\MSO ce\3710s4.doc Page 4.14 The Sanctuary, Saint Michael's Church -North Andover,Massachusetts Data for SECTION 4 JCS T R20 PROJECT WATERSHED TYPE 111 10 YEAR 24-HOUR RAINFALL= 4.5 IN Prepared by Merrimack Engineering Services, Inc. 10 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems POND 11 POST DEVELOPMENT EXISTING POND Qin = 31.40 CFS @ 17.75 HRS, VOLUME= 15.88 AF Qout= 31.39 CFS @ 17.76 HRS, VOLUME= 15.83 AF, ATTEN= 0%, LAG-- .9 MIN ELEVATION CON.AREA INC.STOR CU1hd.STOR WET.AREA STOR-IND METHOD (FT) (SF) (CF) (CF) (SF) PEAK STORAGE = 2907 CF 149.3 0 0 0 0 PEAK ELEVATION= 150.8 FT 152.0 5840 5256 5256 5851 FLOOD ELEVATION= 154.0 FT 154.0 17600 22385 27641 17635 START ELEVATION= 149.3 FT SPAN= 10-22 HRS, dt=.05 HRS Tdet= 1.8 MIN (15.77 AF) ROUTE INVERT OUTLET DEVICES 1 P 149.3' 24" CULVERT X 3 n=.012 L=36' S=.0567'/' Ke=.5 Cc=.9 Cd=.6 POND 11 TOTAL OUTFLOW PEAK= 31.39 CFS @ 17.76 HOURS HOUR 0.00 .05 .10 .i5 .20 .25 .30 .35 .40 .45 10.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.50 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.50 1 0.00 0.00 0.00 0.00 .01 .01 .01 .01 .01 .01 12.00 1 .02 .02 .02 .03 .04 .06 .08 .11 .14 .17 12.50 1 .25 .34 .42 .52 .63 .74 .90 1.04 1.16. 1.28 13.00 1 1.41 1.56 1.75 1.96 2.15 2.34 2-53 2.72 2.91 3.15 13.50 1 3.41 3.69 3.98 4.26 4.56 4.87 5.15 5.44 5.78 6.15 14.00 1 6.56 6.96 7.35 7.74 8.12 6.52 8.94 9.40 9.89 10.38 14.50 1 10.88 11-38 11.87 12.36 12.85 13.36 13.88 14-39 14.90 1.5,41 15.00 1 15.92 16.44 16.96 17.47 17.97 18.47 18.96 19.47 19.96 20.46 15.50 1 20.95 21.45 21.93 22.37 22.79 23.20 23.62 24.03 24.45 24.86 16.00 1 2.5.28 25.66 25.98 26.29 26.60 26.91 27.22 27.53 27.84 28.15 16.50 1 28.41 28.64 28.87 29.10 29.33 29.56 29.79 30.02 30.23 30.36 17.00 1 30.45 30.55 30.64 30.73 30.82 30.92 31.01 31.08 31.13 31.17 17.50 1 31.20 31,24 31,.28 31,32 31.35 31.39 31,37 31.31 31.25 31.19 18.00 1 31.13 31.07 31.01 30.95 30.88 30.77 30.65 30.52 30.40 30.27 18.50 1 30.15 30.02 29.90. 29.75 29.55 29.34 29.13 26.92 28.71 28.51 19.00 1 28.30 28.09 27.88 27.66 27.44 27.22 27.00 26,78 26.56 26.33 19.50 1 26.11 25.89 25.65 25.42 25.19 24.96 24.73 24.50 24.27 24.04 20.00 1 23.83 23.61 23.40 23.18 22.97 22.75 22.54 22.32 22.12 21.92 20.50 1 21.72 21.53 21.33 21.13 20.93 20.73 20.54 20.35 20.18 20.00 21.00 1 19.83 19.65 19.47 19.30 19.12 18.95 18.78 18.61 1B.44 18.28 21.50 1 18.11 17.94 17.77 17.61 17.44 17.29 17.14 16.98 16.83 16.68 22.00 1 16.52 \\Server\MESdocs\Prof\3710\MSOffice\3710s4.doc Page 4.15 The Sanctuary, Saint Michael's Church-North Andover,Massachusetts Data for SECTION 4 SCS TR20 PROJECT WATERSHED TYPE III 100 YEAR 24-HOUR RAINFALL= 6.5 IN Prepared by Merrimack Engineering Services, Inc. HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems 10 Nov 98 REACH 1 Not described Qin = 65.55 CFS @ 17.37 HRS, VOLUME= 34.97 AF Qout= 65.55 CFS @ 17.37 HRS, VOLUME= 34.97 AF, ATTEN= 0%, LAG= 0.0 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) - METHOD PEAK DEPTH= 0.00 FT PEAK VELOCITY= 0.0 FPS TRAVEL TIME = 0.0 MIN SPAN= 10-22 HRS, dt=.05 HRS REACH 1 OUTFLOW PEAK= 65.55 CFS @ 17.37 HOURS Not described HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.50 1 0.00 0.00 .01 .01 .02 .04 .•06 .10 .14 .18 11.00 1 .22 .26 .31 .37 .44 .52 .60 .70 .80 .92 11.50 1 1.04 1.21 1.48 1.94 2.59 3.44 4.47 5.72 7.19 9.25 12.00 1 13.43 20.48 26.38 26.81 23.58 20.44 18.27 16.54 14.95 13.38 12.50 1 11.77 10.16 8.88 8.19 7.92 7.86 7.92 8.01 8.12 8.25 13.00 1 8.38 8.57 8.86 9.20 9.60 10.00 10.41 10.84 11.25 11.72 13.50 1 12.29 12.89 13.52 14.14 14.76 15.38 15.99 16.63 17.32 18.12 14.00 1 18.94 19.76 20.58 21.42 22.26 23.10 23.97 24.93 25.96 27.00 14.50 1 28.03 29.07 30.10 31.13 32.16 33.19 34.23 35.25 36.28 37.30 15.00 1 38.32 39.34 39.70 40.11 40.65 41.26 41.90 42.57 43.17 43.90 15.50 1 44.74 45.59 46.43 47.26 48.06 48.85 49.62 50.52 51.61 53.03 16.00 f 54.49 56.07 57.02 57.72 58.3i 58.87 59.42 59.96 60.50 6i.03 76-50 1 61.52 61-95 62.34 62.71 63.09 63-46 63 83 64 20 64.54 64.79 17.00 1 65.03 65.11 65.19 65.27 65.34 65.42 65.50 65.54 65.53 65.50 17.50 1 65.46 65.43 65.39 65.36 65.33 65.28 65.16 64.95 64.73 64.52 18_00 1 64.36 64:17 63.95 63.74 63.51 63.24 62.93 62.60 62.26 61 92 18.50 1 61.58 61.24 60.90 60.53 60.10 59.63 59.14 58.64 58.14 57.64 i9.00 1 57.i5 56.65 56.14 55.64 55.14 54.63 54.13 53.62 53.i3 52.83 19.50 1 52_46 52_04 51-59 51 12 50 64 50 24 49.93 49-58 49-19 48 80 20.00 1 48.45 48.07 47.69 47.28 46.86 46.43 45.99 45.55 45.10 44.65 20.50 1 44.20 43.76 43.32 42.88 42.44 42.07 41.70 41.33 40.88 40.43 21.00 1 40.00 39.56 39.11 38.68 38.27 37.07 36.28 35.88 35.53 35.19 21.50 1 34.84 34.50 34.15 33.80 33.47 33.15 32.84 32.52 32.20 31.89 22.00 1 31.57 \\Server\MESdocs\Proj\3710\MSOffice\371Os4.doc Page 4.16 The Sanctuary, Saint Michael's Church -North Andover,Massachusetts Data for SECTION 4 SCS TR20 ?KOOECT WAlni<6mEll TYPE III 100 YEAR 24-HOUR RAINFALL= 6.5 IN Prepared by Merrimack Engineering Services, Inc. 10 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems REACH 2 Not described Qin = 65.57 CFS @ 17.36 HRS, VOLUME= 35.03 AF Qout= 65.57 CFS @ 17.36 HRS, VOLUME= 35.03 AF, ATTEN= 0%, LAG= 0.0 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) - METHOD PEAK DEPTH= 0.00 FT PEAK VELOCITY= 0.0 FPS TRAVEL TIME = 0.0 MIN SPAN= 10-22 HRS, dt=.05 HRS REACH 2 OUTFLOW PEAK= 65.57 CFS @ 17.36 HOURS Not described HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 .02 .02 .02 .02 .02 .03 .03 .03 .03 .03 10.50 1 .03 .03 .04 .04 .05 .07 .10 .14 .17 .22 11.00 1 .26 .31 .36 .42 .49 .57 .66 .76 .87 .99 11.50 1 1.12 1.29 1.58 2.07 2.76 3.64 4.72 6.01 7.53 9.68 12.00 1 14.08 21.35 27.22 27.45 24.09 20.87 18.64 16.87 15.24 13.62 12.50 1 11.96 10.31 9.01 8.31 8.03 7.97 8.03 8.11 8.22 8.34 13.00 1 8.47 8.66 8.94 9.28 9.67 10.08 10.48 10.91 11.33 11.79 13.50 1 12.36 12.96 13.59 14.20 14.83 15.44 16.06 16.69 17.38 18.18 14.00 1 18.99 19.81 20.64 21.47 22.31 23.15 24.02 24.98 26.01 27.05 14.50 1 28.08 29.12 30.15 31.18 32.21 33.24 34.27 35.30 36.32 37.35 15.00 1 38.36 39.38 39.75 40.15 40.69 41.30 41.94 42.60 43.21 43.94 15.50 1 44.78 45.62 46.47 47.30 48.10 48.88 49.65 50.55 51.64 53.06 16.00 1 54.52 56.10 57.05 57.74 58.34 58.90 59.45 59.99 60.52 61.06 16.50 1 61.55 61.97 62.36 62.74 63.11 63.48 63.85 64.22 64.57 64.82 17.00 1 65.05 65.14 65.21 65.29 65.37 65.44 65.52 65.57 65.56 65.52 17.50 1 65.49 65.45 65.42 65.38 65.35 65.30 65.18 64.97 64.75 64.54 18.00 1 64.38 64.18 63.97 63.75 63.53 63.26 62.95 62.62 62.28 61.94 18.50 1 61.60 61.26 60.92 60.55 60.12 59.65 59.16 58.66 58.16 57.66 19.00 1 57.16 56.66 56.16 55.66 55.15 54.65 54.14 53.64 53.15 52.85 19.50 1 52.47 52.05 51.60 51.13 50.65 50.25 49.94 49.59 49.21 48.81 20.00 ► 48.46 48.09 47.70 47.29 46.87 46.45 46.01 45.56 45.12 44.66 20.50 1 44.22 43.78 43.33 42.89 42.45 42.08 41.71 41.34 40.90 40.45 21.00 1 40.02 39.57 39.12 38.69 38.28 37.08 36.29 35.89 35.54 35.20 21.50 1 34.85 34.51 34.16 33.82 33.48 33.16 32.85 32.53 32.22 31.90 22.00 1 31.59 \\Server\MESdocs\Proj\3710\MSOffce\3710s4.doc Page 4.17 The Sanctuary, Saint Michael's Church -North Andover, Massachusetts Data for SECTION 4 SCS TR20 PROJECT WATERSHED TYPE III 100 YEAR 24-HOUR. RAINFALL•= 6.5 IN Prepared by Merrimack Engineering Services, Inc. 10 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems REACH 3 Not described Qin = 65.50 CFS @ 17.59 HRS, VOLUME= 35.40 AF Qout= 65.50 CFS @ 17.59 HRS, VOLUME= 35.40 AF, ATTEN= 0%, LAG= 0.0 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) - METHOD PEAK DEPTH= 0.00 FT PEAK VELOCITY= 0.0 FPS TRAVEL TIME = 0.0 MIN SPAN= 10-22 HRS, dt=.05 HRS REACH 3 OUTFLOW PEAK= 65.50 CFS @ 17.59 HOURS Not described HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 .20 .23 .26 .29 .32 .34 .37 .39 .42 .44 10.50 1 .47 .50 .53 .56 -59 .62 .65 .68 .72 .75 11.00 1 .79 .84 .89 .97 1.05 1.13 1.23 1.33 1.45 1.59 11.50 1 1.73 1.95 2.40 3.03 3.85 4.82 6.01 7.39 9.03 11.93 12.0.0 1 17.94 24.77 26.60 24.50 22.46 21.29 20.22 19.24 17.75 15.99 12.50 1 14.01 12.13 10.87 10.08 9.59 9.29 9.16 9.09 9.07 9.09 13.00 1 9.15 9.34 9.62 9.93 10.27 10.66 11.03 11.41 11.80 12.27 13.50 1 12.85 13.45 14.05 14.68 15.29 15.89 16.50 17.13 17.84 18.64 14.00 1 19.46 20.28 21.10 21.92 22.76 23.59 24.45 25.43 26.47 27.50 14.50 1 28.53 29.56 30.59 31.62 32.65 33.69 34.72 35.75 36.78 37.81 15.00 1 38.84 39.87 40.89 41.91 42.90 43.81 44.77 45.69 46.55 47.51 15.50 1 48.52 49.47 50.37 51.21 51.96 52.72 53.48 54.23 54.99 55.75 i6.00 1 56.50 57.20 57.77 58.3i 58.84 59.37 59.90 60.43 60.76 60.94 16.50 I 61.19 61.47 61.77 62.09 62.42 62.75 63.09 63.44 63-79 64.09 17.00 1 64.34 64.54 64.72 64.88 65.01 65.14 65.25 65.34 65.42 65.46 i7.50 j 65.49 65.50 65.50 65.50 65.49 65.47 65.42 65.34 65.23 65.09 18_00 1 64_93 64_75 64.57 64.37 64.17 63.95 63.70 63.43 63.13 62-83 18.50 1 62.51 62.19 61.87 61.52 61.14 60.74 60.31 59.18 58.10 57.53 i9.00 1 57.03 56.53 56.02 55.51 55.0i 54.50 53.99 53.48 52.98 52.47 19.50 1 51.96 51.45 50.95 50.45 49.94 49.44 48.94 48.43 47.92 47-43 20.00 1 46.96 46.50 46.05 45.61 45.15 44.69 44.23 43.71 43.28 42.86 20.50 I 42.44 42.03 41.61 41.17 40.76 40.34 39.93 39.55 39.18 38.81 21.00 ! 38.44 38.07 37.70 37.34 36.97 36.61 36.26 35.92 35.57 35.22 21.50 1 34.88 34.54 34.19 33.85 33.52 33.20 32.89 32.57 32.26 31.94 22.00 1 31.63 \\Server\NffiSdoes\Proj\3710\MSOfce\3710s4.doc Page 4.18 The Sanctuary, Saint Michael's Church -North Andover,Massachusetts Data for SECTION 4 SCS TR20 PROJECT WATERSHED TYPE TII 100 YEAR 24-HOUR RAINFALL= 6.5 IN Prepared by Merrimack Engineering Services, Inc. 10 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems REACH 4 Not described Qin = 65.54 CFS @ 17.59 HRS, VOLUME= 35.49 AF Qout= 65.54 CFS @ 17.59 HRS, VOLUME= 35.49 AF, ATTEN= 0%, LAG-- 0.0 MIN DEPTH END AREA DISCH (FT) (Sn-FT) (CFS) - METHOD PEAK DEPTH= 0.00 FT PEAK VELOCITY= 0.0 FPS TRAVEL TIME = 0.0 MIN SPAN= 10-22 HRS, dt=.05 HRS REACH 4 OUTFLOW PEAK= 65.54 CFS @ 17.59 HOURS Not described HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 i .23 .27 .30 .33 .35 .38 .41 .44 .46 .49 10.50 1 .52 .55 .58 .61 -64 .67 .71 .74 .78 .82 11.00 I .86 .90 .97 1.04 1.13 1.22 1.32 1.43 1.56 1.70 11.50 1 1.85 2.09 2.57 3.25 4.12 5.15 6.41 7.85 9.56 12.61 12.00 j 18.98 26.13 27.85 25.44 23.20 21.93 20.78 19.73 18.17 16.35 12.50 j 14.30 12.36 11.07 10.27 9.76 9.45 9.32 9.24 9.21 9.23 13.00 j 9.28 9.46 9.74 10.05 10.39 10.78 ll.14 11.52 11.91 12.37 13.50 j 12.95 13.55 14.15 14.78 15.38 15.99 16.59 17.22 17.93 18.73 14.00 j 19.55 20.36 21.18 22.00 22.84 23.66 24.53 25.51 26.54 27.57 14.50 1 28.60 29.63 30.66 31.69 32.72 33.75 34.78 35.82 36.85 37.87 15.00 1 38.90 39.93 40.95 41.97 42.96 43.87 44.83 45.75 46.61 47.56 15.50 j 48.57 49.52 50.43 51.26 52.02 52.77 53.53 54.28 55.04 55.79 i6.66 56.55 57.24 57.82 58.35 58.88 59.4i 59.94 60.47 60.80 60.98 _ 16.50 I 61 23 tit 51 61 81 62.13 62 46 62 '79 63.13 tit 48 63 82 64 12 17.00 j 64.37 64.58 64.76 64.91 65.05 65.17 65.28 65.38 65.45 65.49 17.50 j 65.52 65.53 65.54 65.53 65.52 65.50 65.45 65.37 65.26 65.i2 18.00 1 64.95 64.78 64.59 64.40 64.20 63,98 63.73 63.45 63.16 62.85 18.50 1 62.54 62.22 61.89 61.54 61.17 60.76 60.33 59.20 58.12 57.56 i9.00 j 57.05 56.55 56.04 55.54 55.03 54.52 54.0i 53.5i 53.00 52.49 19.50 1 51_98 51.48 50.98 50.47 49.96 49.46 48.96 48.46 47.94 47.45 20.00 j 46.99 46.53 46.08 45.63 45.17 44.72 44.25 43.73 43.30 42.88 20.50 j 42.46 42.05 41.63 41.19 40.78 40.36 39.95 39.57 39.20 38.83 21.00 j 38:46 38.09 37.72 37.36 36.99 36.63 36.28 35.94 35.59 35.24 21.50 I 34.90 34.55 34.21 33.87 33.54 33.22 32.91 32.59 32.28 31.96 22.00 I 31.64 \\Server\M:ESdoes\Proj\3710\MSUfce\3710s4.doc Page 4.19 ine Sanctuary, Samt micnaei's i hurch - worth Andover,Massachusetts Data for SECTION 4 SCS 1'Kzu YKVJCI wAlt,KJrit;U TYPE III 100 YEAR 24-HOUR RAINFALL= 6:5 IN Prepared by Merrimack Engineering Services, Inc. 10 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems POND 1 PRE DEVELOPMENT EXISTING POND Qin = 64.46 Cr'S @ 17.35 hks, VULUM&= 32.8i AF Qout= 64.45 CFS 9 17.38 FRS, VOLUME= 32.71 AF, ATTEN= 0%, LAG= 1.6 MIN Qpri= 52.77 CFS @ 17.38 HRS, VOLUME= 30.26 AF Qsec= 11.68 CFS @ 17.38 HRS, VOLUME= 2.44 AF ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD (FT) (SF) (CF) (CF) (SF) PEAK STORAGE = 18761 CF 149.3 0 0 0 0 PEAK ELEVATION= 153.2 FT 152.0 5840 5256 5256 5851 FLOOD ELEVATION= 154.0 FT 154.0 17600 22385 27641 17635 START ELEVATION= 149.3 FT SPAN= 10-22 HRS, dt=.05 HRS Tdet= 4.3 MIN (32.57 AF) # ROUTE INVERT OUTLET DEVICES 1 P 149.31 3611 CULVERT n=.012 L=26° S=.0785`/° Ke=.5 Cc=.9 Cd=.6 2 S 152.81 IRREGULAR BROAD CRESTED WEIR HEAD(FT) DISCH(CFS) 0.0 0.00 .1 .30 .2 i.90 .4 10.90 .8 58.20 1.2 173.40 POND 1 'TOTAL UUTYWW Y AK= 64.45 ur6 @ i7.38 HOURS HOUR 0.00 .05 .10 .i5 .20 .25 .30 .35 .40 .45 10.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0600 10.50 1 0.00 0.00 .01 .01 .01 .01 .01 .01 .02 .02 11.00 1 .02 .03 .03 .03 .04 .04 .05 .05 .06 .07 11.50 1 .08 .10 .12 .15 .17 .19 .22 .25 :28 :31 12.00 1 .35 .40 .44 .49 .56 .66 .80 .95 1.10 1.27 12.50 1 1.44 1.61 1.81 2.08 2.38 2.69 3.03 3.35 3.67 4.00 13.00 1 4.34 4.72 5.18 5.64 6.11 6.58 7.05 7.53 7.99 8.50 13.50 1 9.12 9.78 10.46 11.12 11.80 12.47 13.14 13.82 14.57 15.43 14.00 1 16.29 17.17 18.04 18.91 19.78 20.65 21.55 22.54 23.60 24.66 14.50 1 25.72 26.78 27.84 28.89 29.95 31.01 32.06 33.12 34.17 35.22 15.00 1 36.27 37.32 37.70 38.13 38.70 39.34 40.01 40.71 41.34 42.10 15.50 1 42.97 43.84 44.71 45.57 46.40 47.22 48.01 48.95 50.06 51.52 16.00 1 53.00 54.61 55.59 56.30 56.92 57.49 58.05 58.60 59.16 59.70 16.50 1 60.20 60.64 61.04 61.43 61.82 62.20 62.59 62.97 63.33 63.59 17.00 1 63.84 63.94 64.03 64.12 64.21 64.30 64.39 64.45 64.45 64.43 17.50 1 64.40 64.38 64.36 64.34 64.32 64.29 64.18 63.98 63.77 63.58 18.00 1 63.44 63.25 63.05 62.84 62.62 62.36 62.05 61.72 61.39 61.05 18.50 1 60.72 60.38 60.04 59.68 59.25 58.78 58.30 57.81 57.31 56.81 19.00 1 56.32 55.82 55.33 54.83 54.33 53.83 53.32 52.82 52.34 52.04 19.50 1 51.67 51.25 50.81 50.34 49.86 49.47 49.16 48.82 48.44 48.05 20.00 1 47.70 47.33 46.94 46.54 46.12 45.70 45.26 44.82 44.38 43.93 20.50 1 43.49 43.05 42.61 42.17 41.73 41.36 41.00 40.63 40.19 39.74 21.00 1 39.31 38.88 38.43 38.00 37.59 36.39 35.61 35.21 34.87 34.53 zl.5U I .54.1d .33.84 33.50 33.i5 32.82 32.51 32.20 3i.88 31.57 31.26 22.00 1 30.95 \\Server\AVfESdocs\Prof\3710\MSOffice\3710s4.doc Page 4.20 The banctuary, taint ivhchael's Church-North Andover, Massachusetts Data SOT SECTION 4 SUS TR20 PROJECT WATER5hEU TYPE TII 100 VETR 24-i-OUR RAIN F7TTL- 6.5 IN Prepared by Merrimack Enqineerinq Services, Inc. 10 Nov 98 HydroCAD 4.52 000899 (c) 1986-1996 Applied Microcomputer Systems POND 11 POST DEVELOPMENT EXISTING POND Qin = 64.46 UFS @ 17.35 HRS, vOLUME= 32.81 AF Qout= 64.32 CFS @ 17.68 HRS, VOLUME= 32.75 AF, ATTEN= 0%, LAG= 19.8 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD (FT) (SF) (CF) (CF) (SF) PEAK STORAGE = 8732 CF 149.3 0 0 0 0 PEAK ELEVATION= 152.3 FT 152.0 5840 5256 5256 5851 FLOOD ELEVATION= 154.0 FT 154.0 17600 22385 27641 17635 START ELEVATION= 149.3 FT SPAN= 10-22 HRS, dt=.05 HRS Tdet= 1.7 MIN (32.75 AF) ## ROUTE INVERT OUTLET DEVICES 1 P 149.3' 241' CULVERT X 3 n=.012 L=36' S=.0567'/' Ke=.5 Cc=.9 Cd=.6 POND 11 TOTAL OUTFLOW PEAK= 64.32 CES @ 17.68 HOURS HOUR 0.00 .05 .10 .15 .20 .25 .30 .35 .40 .45 10.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ol 10.50 1 .01 .01 .01 .01 .01 .02 .02 .02 .03 .03 11.00 1 .04 .04 .05 .05. .06 .07 .07 .08 .09 .11 11.50 1 .12 .13 .15 .16 .18 .21 .26 .30 .34 .38 12.00 ( .41 .45 .48 .53 .62 .73 .90 1.07 1.23 1.39 i2.50 j i.54 1.71 i.95 2.23 2.53 2.84 3.12E 3.50 3.8i 4.12 13.00 1 4.45 4.88 5.34 5.80 6.25 6.74 7.20 7.66 8.12 8.66 13.50 1 9.30 9.96 10.62 11.31 11.97 12.63 13.29 13.99 14.76 15.62 14.00 1 16.49 17.37 18.23 19.10 19.98 20.84 21.74 22.75 23.82 24.88 14.50 1 25.94 27.00 28.06 29.12 30.18 31.24 32.30 33.36 34.42 35.47 15.00 1 36.53 37.60 38.64 39.69 40.71 41.66 42.64 43.60 44.49 45.47 15.50 1 46.51 47.49 48.43 49.29 50.08 50.87 51.66 52.44 53.23 54.02 16.00 1 54.80 55.53 56.13 56.68 57.23 57.78 58.33 58.88 59.22 59.42 16.50 1 59.68 59.98 60.30 60.63 60.97 61.32 61.67 62.04 62.39 62.71 17.00 1 62.97 63.19 63.39 63.55 63.70 63.84 63.97 64.08 64.16 64.22 17.50 1 64.26 64.29 64.31 64.31 64.31 64.31 64.28 64:21 64.11 63.99 18.00 1 63.84 63.68 63.50 63.32 63.13 62.91 62.67 62.40 62.12 61.82 i8.50 I 62.5i 61.19 60.87 60.53 60.i6 59.75 59.33 58.21 57.13 56.57 19.00 1 56.07 55.57 55.06 54.56 54.06 53.56 53.05 52.55 52.05 51.54 19.50 1 51.04 50.54 50.04 49.54 49.03 48.54 48.04 47.54 47.03 46.55 20.00 1 46.08 45.63 45.18 44.74 44.29 43.83 43.38 42.86 42.43 42.01 20.50 1 41.60 41.18 40.77 40.34 39.93 39.51 39.10 38.72 38.36 38.00 21.00 1 37.63 37.26 36.90 36.53 36.17 35.81 35.47 35.13 34.79 34.44 21.50 1 34.10 33.76 33.42 33.08 32.75 32.44 32.13 31.81 31.50 31.19 22.00 1 30.88 \\Server\MESdocs\Proj\3'tlU\MS ce\37IUs4.doc Page 4.21 The Sanctuary, Saint Michael's Church-North Andover,Massachusetts _SECTION 5 Conveyances CHAPTER 1 PROPOSED STORM DRAINS Check Catch Basin Inlet Capacity Capacity is calculated using a Manufacturer's efficiency curve for catch basins set on sloped gutters, and by using the Orifice Equation for catch basins set at low points. Inlet Name CB 1 CB 2 CB 3 CB 4 CB 5 CB 6 Subcatchment Name Subcat. 15 Subcat. 16 Subcat. 17 Subcat. 18 Subcat. 19 Subcat.20 Roadway description Longitudinal slope (ft/ft) 0.012 0.012 0.012 0.012 Low Point Low Paint Transverse slope (ft/ft) 0.020 0.020 0.020 0.020 N/A N/A Manning's friction factor 0.011 0.011 0.011 0.011 N/A N/A Grate description Manufacturer LeBaron LeBaron LeBaron LeBaron LeBaron LeBaron Model LF248-2 LF248-2 LF248-2 LF248-2 LF248-2 LF248-2 Number.of grates 1 1 1 1 1 1 Total free area (sq.ft) 1.56 1.56 1.56 1.56 1.56 1.56 10 Year Event Surface addition (cfs) 0.38 0.31 0.41 0.31 0.11 0.60 Upstream carry over ((;fs) 0.00 0.00 0.00 0.00 0.00 0.00 Total flow on grate (cfs) 0.38 0.31 0.41 0.31 0A l 0.31 Depth on grate (in) N/A N/A N/A N/A 0.00 0.02 Manufacturer's efficiency (%) 1000A 100% 100°/0 100% N/A N/A Inlet capacity (cfs) 0.38 0.31 0.41 0.31 N/A N/A Carryover (cfs) 0.00 0.00 0.00 0.00 NIA N/A 100 Year Event Surface addition (cfs) 0.60 0.47 0.69 0.47 0.78 1.02 Upstream carry over (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 Total flow on grate (cfs) 0.60 0.47 0.69 0.47 0.78 0.53 Depth on grate (in) N/A N/A NIA NIA 0.13 0.06 Manufacturer's effidenry (%) 100% 100% 100% 100% N/A N/A Inlet capacity (cfs) 0.60 0,47 0.69 0.47 N/A N/A! Carryover (cfs) 0.00 0.00 0.00 0.00 N/A NIA Check Minimum and Maximum Allowed Pipe Flow Velocity Flow depth and velocity are calculated using Chezy-Manning's Equation. From structure CB 2 CB 1 CB 3 CB 4 FES 3 DMH 1 CB 5 l CB 6 DMH 2 To structure CB 1 FES 1 DMH I DMH I DMH I DMH 2 LMI1 2 DMH 2 N LS 4 Subcatchment Name Subcat. 16 Subcat. 15 Subcat. 17 Surat. 18 Subcat.21 Subcat. 19 Subcat.20 Size (in) 12 12 12 12 18 18 12 12 24 Material RC RC RC RC RC RC RC RC RC Manning's n 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 Sloe (ft/ft) 0.0063 0.0050 0.0100 0.0074 0.0610 0.0I00 0.0097 0.0215 0.0080 10 Year Event Surface addition (&a) 0.38 0.31 0.41 0.31 0A5 0.00 0.11 0.60 0.00 Upstream carry (cfs) 0.00 0.38 0.00 0.00 0.00 1.37 0.00 0.00 2.08 Total flow (cfs) 0.38 0.69 0.41 0.31 0.65 1.37 0.11 0.60 2.08 Flow depth (ft) 0.24 0.34 0.22 0.21 0.16 0.35 0.12 0.22 0.42 Flow velocity (fP s) 2.66 2.90 3.20 2.65 6.38 4.35 2.14 4.69 4.39 100 Year Event Surface addition (cfs) 0.60 0.47 0.69 0.47 9.99 0.00 0.78 1.02 0.00 Upstream carry (cfs) 0.00 0.60 0.00 0.00 0.00 11.15 0.00 0.00 12.95 Total flow (cfs) 0.60 1.07 0.69 0.47 9.99 11.15 0.78 1.02 12.95 Flow depth (ft) 0.30 0.43 0.29 0.25 0.62 1.20 0.31 0.29 1.11 Flow velocity (fps) 3.03 3.26 3.72 2.99 14.56 7.34 3.81 5.46 7.27 \\Server\MESdocs\Prof\37lO\M8Ofice\371(ls5.doe Page 5.1 the Sanctuary, Saint Michaels Church -North Andover, Massachusetts CHAPTER 2 PROPOSED GRASS LINED SWALE Trapezoidal Channel. Analysis & Design Open Channel - Uniform flow Worksheet Name: PROP SWALE TO POND30 Comment: SWALE LINED WITH SHORT GRASS Solve For Depth Given Input Data: Bottom Width. . . . . 4.00 ft Left Side Slope. . 3 .00: 1 (H:V) Right Side Slope. 3.00: 1 (H:V) Manning' s n. . . . . . 0 .024 Channel Slope. . . . 0.0050 ft/ft Discharge. . . . . . . . 12 . 95 cfs Computed Results: Depth. . . . . . . . . . . . 0.73 ft Velocity. . . . . . . . . 2.85 fps Flow Area. . . . . . . . 4.54 sf "low 'fop Width. . . 8.40 ft Wetted Perimeter. 8.63 ft Critical Depth. . . 0.59 ft Critical Slope. . . 0.0113 ft/ft Froude Number. . . . 0. 68 (flow is Subcritical) \\Server\MESdocs\Proj\3710\MSOfhce\37ios5.doc Page 5.2 The Sanctuary, Saint Michael's Church - North Andover,Massachusetts SECTION 6 Rooftop Leaching System Design INTRODUCTION This section provides calculations demonstrating that the proposed rooftop leaching systems satisfy the requirements of-DEPs Storm Water Management Standards. Storm Water Quality Pr-Treatment and Volume of Treatment Standards Rooftop runoff from residential construction is to be considered uncontaminated per Storm Water Management Standard No. 1,thus there is no requirement for pretreatment or volume of treatment. Storm Water Quality Volume of Infiltration Standard Since the project soils are predominately hydrologic group B a depth of 0.25 inches over the entire project impervious area(0.91 acres) will be used(Note:the required volume is split into 4 systems since it not proposed to install a rooftop leaching system on lot 4); 0.25in "0� t)ku.9 lac)(43,560 sf lac) 12 in/ 4systems 207 cu.ft1systems Check Available Inflow Volume from Rooftop Using the 2 year-24 hour runoff depth of 3.1 inches and a CN value of 98 for rooftop the depth of runoff from a roof equals 2.9 inches per SCS TR55 Figure 2-1.The available volume of runoff from a typical rooftop (64 ft by 30 ft) equals; 2.9 in 1 f ft/rooftop t 2 inl tj(64ftX30ft)= 464 cu.ft1roo Check Dead Storage of Proposed System See the individual rooftop leaching basin plans for details of the proposed system.Use ten Infiltrator high capacity chamber(or equivalent)placed in a 7 foot wide by 32 foot long trench filled with double washed crushed stone to a depth of 16 inches.Approximate stone void ratio as 0.33 of total; Total System Volume=(32 ft long)(7 ft wide)(16/12 ft high)=298 cu.ft Structure Volume=(10 units)(16.3 cu.ft) = 163 cu.ft Stone Void Volume=(298 cu.ft- 163 cu.ft)(0.33 Vv/Vt)=45 cu.ft Total Void Volume= 163 cu.ft+45 cu.ft=208 cu.ft \\Server\NMSdocs\Proi\3710\MSOffice\3710s6.doc Page 6.1 1