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PARLEE ST - PLANNING (4) 6 � '� � n"_.�rrmraifc m,q.... ��R—fin- � . 1 _. �I`�V�i.��S �� bh ' /� ,�r J 7 9 HipLPdY,n ¢; ill' . UPC 10350 No- 155 p Y SUPPLEMENTARY ENGINEERING COMPUTATIONS TO ACCOMPANY A PERMIT SITE PLAN IN SALEM, MA SITE: Parlee Street Extension Salem, MA OWNER: APPLICANT: Ledgewood Hills Realty Trust Same P.O. Box 780 Lynnfield, MA 01940 DATE: November 27, 2001 H.S.A. NO. 8735 Of JAM ESR .., COMEAU Ty �ry �� g 4 No.S8050 GSCK v CIVIL r l��. ENGINEWNGaASS04ATES DIVISIG OFHANCOCK�gW4,RV,}}". f,'fl51ES,INC. Nil 235 NEWBURY SRF (ROTATE DfCNVERS, MA 01923 PHONE: (978) 777 3050 AX (978)774—4205 FtECE!VED 2� 27'1 ::,'= 29 Fl 7' i 1. SALEM PLANNING DEPT I j �400 � I i i 1 TABLE OF CONTENTS PAGES INTRODUCTION AND METHODOLOGY 1-2 SUMMARY OF RESULTS 2 Hydrology Summary for 2,10, and 100 year, 24-hr. storms MDEP STORMWATER MANAGEMENT FORM 3-14 (Includes attachments) Appendix: • EXISTING CONDITIONS COMPUTATIONS • PROPOSED CONDITIONS COMPUTATIONS 1 � 1. DESCRIPTION OF EXISTING DRAINAGE FEATURES. The existing property currently consists of 1.71 acres of undeveloped residential property, situated along a hillside. The hillside is vegetated with the exception of portions of the existing Parlee Street right-of-way, as well as some ledge outcrops. The existing hillside slope is approximately 7% and shows only minor erosion. Drainage for this existing hillside area flows towards wetlands situated to the southwest of this development. The primary hydrologic soil group in this area consists of Chatfield (Type B). 2. DESCRIPTION OF PROPOSED DRAINAGE FEATURES The proposed drainage system will direct treated runoff towards a proposed detention pond situated to the southwest of this development, with two 8"metered discharges, outleting into existing wetlands. The proposed detention pond shall service the proposed Parlee Street roadway extension, proposed driveways, as well as one-half of all future proposed roof surfaces. The remainder of roof surfaces shall be routed towards individual stormwater infiltration systems. Before entering the detention pond, stormwater shall be treated via deep sump catch basins with oil/water separators in order to provide pretreatment of potential petroleum laden stormwater runoff. Secondary treatment will be provided via the a Vortechnics stormwater treatment system. Tertiary treatment will be provided by a sediment forebay within the detention pond. Groundwater elevations are assumed to be elevation 98.5, based on elevations of wetland flagging. 3. PEAK STORM DISCHARGE SUMMARY. The purpose of stormwater modeling is to determine how effectively a proposed drainage system will be able to reduce or hold constant the amount of stormwater runoff leaving a developed site. To achieve this goal, the HydroCAD 3.2 Stormwater Modeling System was utilized to determine the runoff rates for the 2, 10 and 100-year Type II storm events. The HydroCAD system is based on the U.S.D.A. Soil Conservation Services Technical Release 20, a unit hydrograph procedure. The addition of impervious area potentially generates a greater amount of stormwater runoff. In order to reduce the stormwater runoff produced by the development of the site, additional drainage pipes, structures and a metered discharge detention pond have been t , incorporated to reroute stormwater runoff, effectively increasing timesof concentration, thus spreading out over time the various peak flows discharging off site. The following table is a summary of the peak flows generated by the 2, 10 and 100-year storm events for both pre and post development flows. 24 hour rainfall frequencies utilized for this report are the result of Cornell University Technical Publication No. RR 93-5 dated 9/93. Refer to the pre and post development drainage plans to be included in this report for the location and extent of the subcatchments (SC)listed in the table. Based on the results below, no changes in upstream and downstream flooding are anticipated. Although the table depicts a decrease in rate for pre-development to post-development conditions, we feel the total volume of water supplied to the existing drainage system and wetland resource areas will not be decreased appreciably. We do not anticipate any negative impacts on downstream wetlands and vegetation. The design of the systems in accordance with the DEP Guidelines lead to the rate decrease shown due to the multiple BMP concept and its effect on those rates. STORMWATER MANAGEMENT SYSTEM (TOTAL SITE) STORM EVENT 2 Year Storm 10 Year Storm 100 Year Storm (c.f.s.) (c.fs.) (c fs.) Pre-Development 1.4 2.9 8.1 Peak Flow; SC 1 Post Development 0.9+0.5= 1.2+1.4= 3.9+4.2= Peak Flow, SC 4 1.4 2.6 8.1 Reach 4 Total Increase/Decrease 0.0 -0.3 0.0 r # Exhibit E Stormwater Management Form This form is intended to ensure that proposed Stormwater control designs meet the Stormwater management standards described in the Department of Environmental Protection's Stormwater Management Policy(November 1996). The Depart- ment ofFnvironmental Protection (DEP)recommends that applicants submit thisform with the Notice oflntenk as well as supporting documentation and plans, to provide stormwater information for conservation commission-review. -Ifs parlicu-lar stormwater management standard cannot be met, information should beprovided to demonstrate how adequate water quality and water quantityprotection will be provided by the project. DEP encsurages engineers to use this form to certify that the project meets the stormwater management standards as well as acceptable engineering standards. Thisform should be completed by checking the appropriate boxes for each standard and by signing and stamping the back of thisform. Project Location: Parlee St., Salem,MA GT' The proposed project is/ecircle one)exempt from one or more of the stormwater management standards. If project is exempt,explain why: Stormwater runoff volumes to be treated for water quality are based on the following calculations: (check one that applies)Does not apply, all impervious post-development runoff retained on-site. ❑ 1 inch of runoff x total impervious area of post-development site for critical areas(e.g.Outstanding Resource Waters and shellfish growing areas) 0.5 inches of runoff x total impervious area of post-development site for other resource areas Standard #1: Untreated stormwater See Sheets 2-7 and drainage talcs Er The project is designed so that new stormwater conveyances(outfalls/discharges)do not discharge untreated stormwater into,or cause erosion to,wetlands or waters. Standard #2: Post-development peak discharge rates See Sheets 2-7 and drainage talcs Post-development peak discharge rates do not exceed pre-development rates on the site either at the point of discharge or downndi ens property boundary. y.LJ N/A:project site contains waters subject to tidal action,so standard is not applicable. Stormwater controls have been designed for the 2-year and 10-year,24-hour storms. ❑ The project's stormwater design will not increase flooding impacts offsite from the 100-year,24-hour storm. Standard #3: Recharge to groundwater See Sheets 2-7 & drain. talcs. The annual groundwater recharge for the post-construction site approximates annual recharge from existing site conditions. Soil types have been identified according to either the U.S.Natural Resources Conservation Service(NRCS)County Soils Survey or onsite soil evaluation. Calculations on stormwater flow are based on a soil hydrologic group Of B ,and impervious area of 17424 (square feet). The annual groundwater recharge for the post-construction site approximates annual recharge from existing site conditions. 0 Soil types at each planned point of stormwater runoff infiltration CrD-Chatfield (� Infiltration Best Management Practices(BMP's)used for this project include: detention pond w/sediment forebay, innovative technologies(Vortechs device), infiltration trenches,and deep sump catch basins Standard #4: 80% TSS removal See Drainage talcs. The proposed stormwater management systems will remove 801/o+of the post-development site's average annual load of Total Suspended Solids(TSS). Infiltration Best Management Practices(BMP's)used for this project include:detention pond w/sediment forebay, innovative technologies(Vortechs device), infiltration trenches,and deep sump catch basins e t Page 2 # Standard #5: Higher potential pollutant loads See Sht 2& drain calcs .The project.site does/ s (circle one)contain Land Uses-with Higher Potential Pollutant Loads. If site contains such land uses,describe: ❑ If applicable,BMP's selected for controlling stormwater in these areas are designed to prevent infiltration of untreated stormwater and include: Standard #6: Protection of critical areas .See Sht 2 and drainage calcs © The project sit doe /does not(circle one)contain critical areas with sensitive resources. If site contains critical areas,describe: If applicable,BMP's selected for stormwater discharges in these areas include:detention pond w/sediment forebay, innovative technologies(Vortechs device),infiltration trenches,and deep sump catch basins Standard #7: Redevelopment projects See Sht 2 and drainage talcs The proposed activity isis no (circle one)a redevelopment project. Note: Components ofrlopment projects which plan to develop previously undeveloped sites dont fall under the scope of Standard 7. ❑ If the project is a redevelopment project,the following stormwater management standards have been met: ❑ The standards which have not.beenmadnclude:Removalafntorethan 80%TS.S. ❑ The proposed project will reduce the annual pollutant load on the site with new or expanded stormwater controls. Standard #8: Erosion/sediment control See Sheets 1-3 and drainage calcs Erosion and sediment controls are incorporated into the project design to prevent erosion,control sediment movement, and stabilize exposed soils.Temporary haybales,terraced grassed waterways Standard #9: Operation/maintenance plan See AWACAeD Er An operation and maintenance plan for both construction and post-development stormwater controls has been developed. The plan includes BMP owner(s);parties responsible for operation and maintenance;schedule for inspection and maintenance;routine and non-routine maintenance tasks; and provisionfor appropriate access and maintenance easements surrounding control(s)and extending to public right-of-way. I attest under the penalties of perjury that I have personally examined and am tIY6 u" M4 familiar with the information contained in this submittal,including any and all documents, accompanying this certification statement; and that I am fully JAMES Z COMEAU authorized to make this attestation on behalf of the project applicant S CIVIL K0.38086 w A F,➢ a James R. Comeau,P.E. 11/27/2001 UA Print Name Date {St re) I J SMP Standard 3 HANCOCK GROUNDWATER RECHARGE COMPUTATIONS - - - - - 1 - ^ 00ase-Padee St. Salem,MA Detention Pond Hancock Project No. 8735 Parameter Units Value. Comment x"�,�a" �' '.J � i.Y F33S}x? '�IE .F4sM� 3 *;+ w+1�! E,�" Y „4J,ro:'W7''Lr a�^eu�pN £mow '+, s �:€'�:IBM Predevelopment soils, hydrologic group B Required runoff depth to recharge IN 0.25 A=0.40; 8=0.25 C=0.10; D--waived Connected impervious area added AC 0.4 »�'.�««'�3s.7.u�,Sw- ..:r.�ww,�.4„i 3",,,,,x.�.,,y,,•��.e..,,waa`F � ��:3�i!� i'�':,jn�„c�a,,Sa..€+�...�€�s.il,�i� k73.�sx�+s`v�ti'R..,` �"�x �'�°�� °��...M.rj REQUIRED RUNOFF VOLUME AC-FT 0.008 post development TO RECHARGE impervious areas CF 363 Design volume provided via: detention pond CF 554 DESIGN VOLUME PROVIDED CF 554 AC-FT 0.01 I 1 7 SMP Standard 4 HANCOCK _ . . -WATER QUALITY RETENTION VOLUME COMPUTATIONS . . Perles street Salem,MA Detention Pond 1 Hancock Project No. 8735 Parameter Unit Value Comment M4 L' js^+s r ''; '"" i w'a a r i ,a.`�*r` .�,,Fw'C"i%% °N;,._';,gF y ' .`max^' fin, �.'$$wya'+.nr ear^'^!„ 'z'3 '".`� ''h °' a-�ulua W0.aeC^�e"' 7wJ T: u5 �„ -.:;.' a m a :rz%e 7 6 'sM.w.d Tributary area AC 0.0 Runoff to critical area? 0 1=yes; O=no Runoff depth used for design IN 0.5 Predevelopment impervious area AC 0.0 Tributary Impervious area added AC 0.4 Total tributary Impervious area AC 0.4 911 " OqNd me 5 raa Tisass.€ 1S'n. IMAM;: �� ' REQUIRED RETENTION AC-FT 0.02 VOLUME CF 726 Design volume provided via: 2 deep sump c.b. &vortechnics device CF 200 detention basin CF 554 DESIGN VOLUME PROVIDED CF 754 AC-FT 0.02 � r SMP StandardA HANCOCK TSS REMOVAL COMPUTATIONS DiBiase-Pades Street Salem, MA TSS Removal Hancock Project No. 8735 EPA Recommended Process Train -BMP Design TSS Design TSS TSS Remaining TSS Removed No. Type Removal Rate Removal Rate at Discharge at Discharge 1 DSCB 25% 25% 75% 25% 2 IT 80% 80% 15% 85% 3 DB 70% 70% 5% 96% Ke . aamm DSCB deep sump catch bAsin IT innovative technology-vortech device DB detention basin with sediment forebay � r OPERATION 8v MAINTENANCE PLAN DEFINITIVE. SUBDIVISION PARLEE STREET EXTENSION SALEM, MASSACHUSETTS Pursuant to Permitting Requirements under Massachusetts Department of Environmental Protection Stormwater Management Policy Massachusetts Wetlands Protection Act (MGL Chapter 131, Section 40) Hancock Engineering Assoc. 235 Newbury Street Danvers, Massachusetts 01923 November 27, 2001 I 1. INTRODUCTION The following Operation and Management Plan has been prepared on behalf of Ledgewood Hills Realty Trust, Parlee Street Extension, Salem, MA, to satisfy permitting requirements under the Massachusetts Department of Environmental Protection Stormwater Management Policy. As such, the Plan contains operation and management procedures recommended within the DEP publication: Stormwater Management, Volume Two: Stormwater Technical Handbook, March 1997. 2. STORMWATER MANAGEMENT SYSTEM OWNER (DURING CONSTRUCTION ONLY) Ledgewood Hills Realty Trust P.O. Box 780 Lynnfield, Ma 01940 (978) 844-7026 3. PARTY RESPONSIBLE FOR OPERATION AND MAINTENANCE (DURING CONSTRUCTION ONLY) Ledgewood Hills Realty Trust P.O. Box 780 Lynnfield, Ma 01940 (978) 844-7026 i r 4. MAINTENANCE TASKS AND SCHEDULE The following section identifies routine and non-routine maintenance tasks for the proposed stormwater management, along with associated schedules for inspection and maintenance. 4.1 CONSTRUCTION PERIOD All efforts will be made to avoid impacts to nearby wetland areas. During the construction period, the erosion control methods as presented on the site plan will be installed and periodically inspected to check sedimentation, minimize the exposure of areas, and revegetate or stabilize exposed soils as soon as possible. Structural and vegetative methods will be used to minimize erosion and control any sedimentation that may occur. All activities within the plan will adhere to Soil Conservation Service guidelines, as well as the specifications detailed by DEP in the publication Protectine Water Quali in Urban Areas (Minnesota Pollution Control Agency, 1989. Published by: Office of the Massachusetts Secretary of State, Michael Joseph Connolly, Secretary). The following measures will be employed. 4.1.1 General Notes • The construction contractor shall maintain all sedimentation and erosion control structures throughout the project site for the duration of the construction. These devices will be inspected and maintained on a daily basis. • The proposed plan will minimize the exposure of areas during construction in order to minimize the erosion process. In addition, exposed areas will be stabilized and revegetated as soon as possible. No earthmoving activities will take place prior to the establishment of erosion and sedimentation control measures. • Deposited sediment collected by the erosion control measures will be removed periodically, and the condition of the siltation barrier will be maintained until such time that the site has been adequately stabilized with permanent grass cover or pavement. • Areas that will be bare for a period of more than one month, but less than twelve months, will be stabilized by means of appropriate temporary vegetative cover. The cover will be one or a mixture of the following fast- growing grasses: annual ryegrass, sudangrass, millet, winter rye. 0 • Proposed swales and other drainage structures on-site will be inspected regularly and cleaned of accumulated sediment, grit, -and other debris as needed in order to maximize effectiveness. 4.1.2 Construction Sequencing and Erosion Control • erosion control barrier will be installed and functioning at the limits of construction. • The proposed earthwork areas will be cleared and grubbed. • All slopes greater than 3:1 shall be seeded and mulched and installed within 72 hours of completion. • . All swales and ditches with slopes exceeding 5% shall be stabilized with jute netting. • Pavement subgrade areas shall be constructed, followed by placement of subbase in all areas to be paved. Install utilities. Place pavement base courses and compact. Install fence surrounding detention pond. • All pavement areas to be stabilized immediately after grading. Begin temporary and permanent seeding and mulching. All cut and fill slopes shall be seeded and mulched immediately after construction of these areas. The maximum area allowed to be disturbed and left unstabilized is two acres per drainage area. • Bituminous concrete pavement to be placed. • Temporary diversion channels to be constructed as required. • Daily or as required, construct temporary berms, drainage ditches, silt fences, haybales, etc. Mulch and seed as required. • No permanent planting to be placed prior to 1 May nor after 1 September. • All disturbed areas shall be stabilized with fast-growing grass and mulch, and not left bare for more than 30 days nor over the winter months. • Complete permanent seeding and landscaping. a 1 I • , All swales shall be properly stabilized before directing flow to them. • After site is sufficiently stabilized by vegetation or pavement, remove temporary control measures and accomplish final clean- up. 4.2 POST-CONSTRUCTION AND LONGTERM MAINTENANCE (CITY OF SALEM) 4.2.5 Roof Maintenance (INDIVIDUAL HOME OWNER) The roof will be inspected on a biannual basis in order to maintain it's condition. The roof will be repaired as specified by the manufacturer where chipping, wear, or other defects are observed in the surface. n 1 1 4. PRE-DEVELOPMENT DRAINAGE. HANCOCK JOB Y Survey Associates;Inc. SHEET NO. OF 235 Newbury Simi,Danvers,MA 01923 (978)777.3050 Fax(978)774.7816 CALCULATED BY DATE Cl 12 Farnsworth Street ❑626 Main Simi CHECKED BY GATE Boston,MA 02210 Bolton,MA 01740 (617)350-7906 (978)779-6767 SCALE ..... i, .......Cis i w` � o ._.... y' Q(1d ..... mooucr:ai lamksnml vsi Baal 1. Data for #8735-DIBIASE,- PARLEE ST. , SALEM, MA EXIST_ TYPE II 24-HOUR RAINFALL= 3 .5 IN 'Prepared by Applied Microcomputer Systems 23 Aug 01 _H droCAD 4 .00 000833 (cl1986-1995 Applied Microcomputer Systems WATERSHED ROUTING 1 OSUBCATCHMENT REACH Q POND LINK Data for #8735-DIBIASE, PARLEE ST. , SALEM, MA EXIST. TYPE II 24-HOUR RAINFALL= 3_5 IN 'Prepared by Applied Microcomputer Systems 27 Aug 01 HydroCAD 4 00 000833 (c) 1986-1995 Applied Microcomputer Systems SUBCATCHMENT 1 PEAK= 1 .4 CFS @ 12 . 12 HRS, VOLUME= . 11 AF ACRES CN SCS TR-20 METHOD 1 .65 66 EXIST WOODLAND/POOR COVER TYPE II 24-HOUR . 06 98 EXIST GRANITE OUTCROPS RAINFALL= 3 .5 IN 1 . 71 67 SPAN= 10-20 HRS, dt= . l HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 18 . 2 Woods: Dense underbrush n= . 8 L=88 ' P2=2 .8 in s= .11 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 2 . 9 Forest w/Heavy Litter Kv=2 .5 L=155 ' s=.13 ' / ' V= .9 fps Total Length= 243 ft Total Tc= 21 . 1 Data for #8735-DIBIASE, PARLEE ST. ,'SALEM, , MA EXIST. TYPE II 24-HOUR RAINFALL= 4.8 IN PrepaYed by Applied Microcomputer Systems' 23 Aug 01 HydroCAD 4 . 00 000833 (c) 1986-1995 Applied Microcomputer Systems WATERSHED ROUTING 1 OSUBCRTCHMENT REACH QPDND 1 LINK Data for #8735-DIBIASE, PARLEE ST. ,SALEM, MA EXIST. TYPE II 24-HOUR RAINFALL= 4 .8 IN Prepared by Applied Microcomputer Systems 27 Aug 01 HydroCAD 4 . 00 000833 (c) 1986-1995 Applied Microcomputer Systems SUBCATCHMENT 1 PEAK= 2 .9 CFS @ 12 . 11 HRS, VOLUME= .21 AF ACRES CN SCS TR-20 METHOD 1. 65 66 EXIST WOODLAND/POOR COVER TYPE II 24-HOUR . 06 98 EXIST GRANITE OUTCROPS RAINFALL= 4 .8 IN 1. 71 67 SPAN= 10-20 HRS, dt= .1 HRS Method Comment T (min) TR-55 SHEET FLOW Segment ID: 18 . 2 Woods : Dense underbrush n= . 8 L=88 ' P2=2 .8 in s=.11 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 2 . 9 Forest w/Heavy Litter Kv=2 .5 L=155 ' s= . 13 ' / ' V= .9 fps Total Length= 243 ft Total Tc= 21 . 1 Data for #8735-DIBIASE,` PARLEE ST. ,SALEM, MA EXIST. TYPE II 24-HOUR RAINFALL= 8.4 IN Prepared by Applied Microcomputer Systems 17 Aug 01 HydroCAD 4 .00 000833 (c) 1986-1995 Applied Microcomputer Systems WATERSHED ROUTING 1 OSUBCRTCHMENT [:] REACH QPOND I I LINK ` Data for #8735-DIBIASE, PARLEE ST. ,SALEM, MA EXIST. ' TYPE II 24-HOUR RAINFALL= 8.4 IN 'Prepared by Applied Microcomputer Systems 27 Aug O1 HydroCAD 4 00 000833 (c) 1986-1995 Applied Microcomputer Systems SUBCATCHMENT 1 PEAK= 8 . 1 CFS @ 12 .10 HRS, VOLUME= .58 AF ACRES CN SCS TR-20 METHOD 1 .65 66 EXIST WOODLAND/POOR COVER TYPE II 24-HOUR . 06 98 EXIST GRANITE OUTCROPS RAINFALL= 8 .4 IN 1 .71 67 SPAN= 10-20 HRS, dt= .1 HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 18 .2 Woods: Dense underbrush n=.8 L=88 ' P2=2 .8 in s=:11 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 2 . 9 Forest w/Heavy Litter Kv=2 .5 L=155 ' s=.13 ' / ' V= .9 fps Total Length= 243 ft Total Tc= 21 . 1 S. POST-DEVELOPMENT DRAINAGE. OO O : ........... i_. L..... .............. _....:... .. .............._..... _ .. .. ... .......... ...... :. _ �.. .. m W0 ... ....... , a ...... _ .. 5 x < a... ... :.. ........ .... ...... ........ • .. < .. alp l' 1 ....... LZ 4 ^ � eoa ... ...... ROP - o U �„ 3 za e AJrj TN Asn;, s Data for #8735-DIBIASE-PARLEE ST. , SALEM; MA PROP.. : - TYPE II 24-HOUR RAINFALL= 3 .5. IN _ PrepaYed by Applied Microcomputer Systems 23 Aug 01 HYdroCAD 4 00 000833 (c) 1986-1995 Applied Microcomputer Systems WATERSHED ROUTING O O o� a O o F21 O O5UBCATCHMENT REACH QPDND I I LINK Data for #8735-DIBIASE-PARLSE ST. ,_..SALEM,l MA PROP. TYPE II 24-HOUR RAINFALL= 3 .5 IN . Prepared by Applied Microcomputer Systems - "27 Aug 01 HVdroCAD 4 00 000833 (c) 1986-1995 Applied Microcomputer Systems SUBCATCHMENT 1 RIGHT SIDE ROADWAY PEAK= 1 . 0 CFS @ 11 .85 HRS, VOLUME= .05 AF ACRES CN SCS TR-20 METHOD .17 98 ROAD & DRIVEWAYS TYPE II 24-HOUR . 02 61 LAWN RAINFALL= 3 .5 IN .05 98 1/2 ROOF AREAS SPAN= 10-20 HRS, dt= . 1 HRS . 24 95 Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: .4 Smooth surfaces n= .011 L=22 ' P2=2 . 8 in s= . 02 SHALLOW CONCENTRATED/UPLAND FLOW . 9 Paved Kv=20 .3282 L=292 ' s= . 0674 ' / ' V=5 .28 fps Total Length= 314 ft Total Tc= 1 . 3 SUBCATCHMENT 2 LEFT SIDE ROADWAY PEAK= 1 .1 CFS @ 11.87 HRS, VOLUME= . 05 AF ACRES CN SCS TR-20 METHOD . 14 98 ROAD & DRIVEWAY TYPE II 24-HOUR . 32 61 LAWN RAINFALL= 3 .5 IN . 04 98 ROOF AREAS SPAN= 10-20 HRS, dt= . l HRS . 50 74 Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: .4 Smooth surfaces n= .011 L=22 ' P2=2 .8 in s= . 02 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: • 9 Paved Kv=20 .3282 L=300 ' s= . 0674 ' / ' V=5 .28 fps Total Length= 322 ft Total Tc= 1 . 3 SUBCATCHMENT 3 PEAK= .3 CFS @ 12 .04 HRS, VOLUME= . 02 AF ACRES CN SCS TR-20 METHOD .38 66 WOODLAND/POOR COVER TYPE II 24-HOUR RAINFALL= 3 .5 IN SPAN= 10-20 HRS, dt= . l HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 14 .4 Woods: Dense underbrush n= . 8 L=90 ' P2=2 . 8 in s= .2067 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: • 7 Short Grass Pasture Kv=7 L=93 ' s= . 114 ' / ' V=2 . 36 fps Total Length= 183 ft Total Tc= 15 . 1 '- Data for #8735-DIBIASE-PARLEE ST_ SALEM,. MA PROP TYPE II 24-HOUR RAINFALL= 3 .5 IN Prepared by Applied Microcomputer Systems 27 Aug 01 HydroCAD 4 .00 000833 (c) 1986-1995 Applied Microcomputer Systems SUBCATCHMENT 4 PEAK= .5 CFS @ 11 .96 HRS, VOLUME= .03 AF ACRES CN SCS TR-20 METHOD .68 61 LAWN TYPE II 24-HOUR RAINFALL= 3 .5 IN SPAN= 10-20 HRS, dt= . l 'HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 6 .0 Grass : Short n= . 15 L=25 ' P2=2 .8 in s=. 005 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1 . 0 Forest w/Heavy Litter Kv=2 .5 L=86 ' s=.3 ' / ' V=1 . 37 fps Total Length= 111 ft Total Tc= 7 . 0 Data for #8735-DIBIASE-PARLEE ST..;= SALEM, MA PROP. TYPE II 24-HOUR RAINFALL= 3 .5 IN Prepared by Applied -Microcomputer Systems - ~ 27 Aug 01 HydroCAD 4 .00 000833. (c) 1986-1995 Applied Microcomputer Systems REACH 1 Qin = 1.0 CFS @ 11 . 85 HRS, VOLUME= .05 AF Qout= 1.0 CFS @ 11 . 85 HRS, VOLUME= .05 AF, ATTEN= 0%, LAG= .1 MIN DEPTH END AREA DISCH (FT) (SO-FT) (CFS) 12" PIPE STOR-IND+TRANS METHOD 0 . 0 0 .0 0 . 01 PEAK DEPTH= .30 FT .1 0 . 0 .1 n= .013 PEAK VELOCITY= 5 . 0 FPS .2 . 1 .4 LENGTH= 8 FT TRAVEL TIME = 0 . 0 MIN . 3 .2 1 . 0 SLOPE= . 02 FT/FT SPAN= 10-20 HRS, dt= . l HRS .7 . 6 4 .2 . 8 .7 4 . 9 . 9 . 7 5 .4 . 9 . 8 5 .4 1 . 0 . 8 5 .4 1 . 0 . 8 5 . 0 REACH 2 Qin = 1 .1 CFS @ 11 . 87 HRS, VOLUME= . 05 AF Qout= 1 . 1 CFS @ 11 . 87 HRS, VOLUME= . 05 AF, ATTEN= 0%, LAG= . 1 MIN DEPTH END AREA DISCH (FT) (SO-FT) (CFS) 12" PIPE STOR-IND+TRANS METHOD 0 . 0 0 . 0 0 . 0 PEAK DEPTH= .30 FT . 1 0 . 0 .1 n= . 013 PEAK VELOCITY= 5 .1 FPS .2 .1 .4 LENGTH= 16 FT TRAVEL TIME _ . 1 MIN . 3 .2 1 . 0 SLOPE= .02 FT/FT SPAN= 10-20 HRS, dt=.1 HRS . 7 . 6 4 . 2 . 8 . 7 4 . 9 . 9 . 7 5 .4 . 9 . 8 5 .4 1 . 0 . 8 5 .4 1 . 0 . 8 5 . 0 REACH 3 Qin = 2 . 1 CFS @ 11 . 86 HRS, VOLUME= . 10 AF Qout= 2 . 1 CFS @ 11 . 86 HRS, VOLUME= . 10 AF, ATTEN= 0%, LAG= . 1 MIN DEPTH END AREA DISCH (FT) (SO-FT) (CFS) 18" PIPE STOR-IND+TRANS METHOD 0 . 0 0 . 0 0 . 0 PEAK DEPTH= . 37 FT . 2 . 1 .3 n= . 013 PEAK VELOCITY= 6 . 0 FPS . 3 . 3 1 .3 LENGTH= 24 FT TRAVEL TIME _ . 1 MIN .5 .4 2 . 9 SLOPE= . 02 FT/FT SPAN= 10-20 HRS, dt= . 1 HRS 1 .1 1 .3 12 .4 1 . 2 1 . 5 14 . 5 1 .4 1 . 7 15 . 8 1 .4 1 . 7 16 . 0 1 .5 1 . 8 15 . 8 1 . 5 1 . 8 14 . 9 c• `Data for #8735-DIBIASE-PARLEE ST. , SALEM, MA PROP-1; TYPE II 24-HOUR RAINFALL= 3 .5 IN Prepared by Applied Microcomputer Systems 27 Aug 01 HydroCAD 4 . 00 000833 (c) 1986-1995 Applied Microcomputer Systems REACH 4 Qin = . 9 CFS @ 12 . 03 HRS, VOLUME= .10 AF Qout= . 9 CFS @ 12 . 03 HRS, VOLUME= . 10 AF, ATTEN= 09o, LAG= . 1 MIN DEPTH END AREA DISCH (FT) (SO-FT) (CFS) 8" PIPE X 2 STOR-IND+TRANS METHOD 0 .0 0 . 0 0 . 0 PEAK DEPTH= .21 FT . 1 0 . 0 .1 n= .011 PEAK VELOCITY= 4 .7 FPS .1 . 1 .4 LENGTH= 24 FT TRAVEL TIME _ . 1 MIN .2 . 2 . 8 SLOPE= . 02 FT/FT . SPAN= 10-20 HRS, dt= . l HRS .5 .5 3 .4 .5 . 6 3 . 9 . 6 . 7 4 .3 . 6 . 7 4 .3 . 6 .7 4 .3 . 7 . 7 4 .0 - Data for #8735-DIBIASE-PARLEE ST.., SALEM, .,MA PROP. TYPE II 24-HOUR RAINFALL= 3 .5 IN Prepa"red by Applied Microcomputer Systems 27 Aug 01 HydroCAD 4 .00 000833 (c) 1986-1995 Applied Microcomputer Systems POND 1 Qin = 2 .2 CFS @ 11 .87 HRS, VOLUME= .12 AF Qout= . 9 CFS @ 12 .03 HRS, VOLUME= . 10 AF, ATTEN= 59°1, LAG= 9 .5 MIN Qpri= . 9 CFS @ 12 . 03 HRS, VOLUME= .10 AF Qsec= 0 .0 CFS @ 0 . 00 HRS, VOLUME= 0 .00 AF ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 1868 CF 100.5 900 0 0 PEAK ELEVATION= 101 .7 FT 101 .0 1316 554 554 FLOOD ELEVATION= 103 . 0 FT 102 . 0 2198 1757 2311 START ELEVATION= 100 .5 FT 103 . 0 3110 2654 4965 SPAN= 10-20 HRS, dt= . 1 HRS # ROUTE INVERT OUTLET DEVICES 1 P 101 . 0 ' 8" ORIFICE/GRATE Q= .S PI r"2 SQR(2g) SQR(H-r) 2 S 102 .9 ' 10' BROAD-CRESTED RECTANGULAR WEIR Q=C L H-1 .5 C=O, 0, 0, 3 .51, 3 .48, 3 .42, 3 .48, 3 .57 3 P 102 .5 ' 24" HORIZONTAL ORIFICE/GRATE Q= .5 Area SQR(2gH) Primary Discharge -1=Orifice/Grate 3=Orifice/Grate Secondary Discharge �-2=Broad-Crested Rectangular Weir Bata for.-#8735-DIBIASE-PARLEE ST. , SALEM, MA PROP: TYPE II 24-HOUR RAINFALL= 4.8 IN Prepared by Applied Microcomputer Systems 23 Aug 01 HVdroCAD 4 . 00 000833 (c) 1986-1995 Applied Microcomputer Systems WATERSHED ROUTING O O �! F] O O OSUBCATCHHENT REACH QPDND I LINK Data for #8735-DIBIASE-PARLEE STs , SALEM, MA PROP. . TYPE II 24-HOUR RAINFALL= 4 .8 IN Prepared by Applied Microcomputer Systems 24 Aug O1 HydroCAD 4._Q0 000833 (c) 1986-1995 Applied Microcomputer Systems SUBCATCHMENT 1 RIGHT SIDE ROADWAY PEAK= 1 . 5 CFS @ 11 . 85 HRS, VOLUME= .07 AF ACRES CN SCS TR-20 METHOD .17 98 ROAD & DRIVEWAYS TYPE II 24-HOUR . 02 61 LAWN RAINFALL= 4 .8 IN . 05 98 1/2 ROOF AREAS SPAN= 10-20 HRS, dt= . 1 HRS .24 95 Method ommen Tc (min) TR-55 SHEET FLOW Segment ID: .4 Smooth surfaces n= . 011 L=22 ' P2=2 . 8 in s=.02 SHALLOW CONCENTRATED/UPLAND FLOW .9 Paved Kv=20 .3282 L=292 ' s=.0674 ' / ' V=5 .28 fps Total Length= 314 ft Total Tc= 1 . 3 SUBCATCHMENT 2 LEFT SIDE ROADWAY PEAK= 1. 9 CFS @ 11.86 HRS, VOLUME= .08 AF ACRES CN SCS TR-20 METHOD . 14 98 ROAD & DRIVEWAY TYPE II 24-HOUR . 32 61 LAWN RAINFALL= 4 . 8 IN . 04 98 ROOF AREAS SPAN= 10-20 HRS, dt= . 1 HRS . 50 74 Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: .4 Smooth surfaces n= . 011 L=22 ' P2=2 .8 in s=.02 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: . 9 Paved KV=20 .3282 L=300' s=.0674 ' / ' V=5 .28 fps Total Length= 322 ft Total Tc= 1 . 3 SUBCATCHMENT 3 PEAK= . 7 CFS @ 12 .03 HRS, VOLUME= . 05 AF ACRES CN SCS TR-20 METHOD . 38 66 WOODLAND/POOR COVER TYPE II 24-HOUR RAINFALL= 4 . 8 IN SPAN= 10-20 HRS, dt= . l HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 14 .4 Woods : Dense underbrush n= . 8 L=90 ' P2=2 .8 in s= .2067 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: . 7 Short Grass Pasture ICV=7 L=93 ' s= . 114 ' / ' V=2 .36 fps Total Length= 183 ft Total Tc= 15 . 1 C Data for #8735-DIBIASE-PARLEE ST. , . SALEM, MA PROP: ': TYPE II 24-HOUR RAINFALL= 4.8 IN ' Prepared by Applied Microcomputer Systems 24 Aug 01 HydroCAD 4 00 000833 (c) 1986-1995 Applied Microcomputer Systems SUBCATCHMENT 4 PEAK= 1.2 CFS @ 11.94 HRS, VOLUME= .06 AF ACRES CN SCS TR-20 METHOD .68 61 LAWN TYPE II 24-HOUR RAINFALL= 4 . 8 IN SPAN= 10-20 HRS, dt= .l HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 6 . 0 Grass : Short n= . 15 L=25 ' P2=2 .8 in s=.005 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1 . 0 Forest w/Heavy Litter Kv=2 .5 L=86 ' s= .3 ' / ' V=1 .37 fps Total Length= 111 ft Total Tc= 7 . 0 Data for #8735-DIBIASE-PARLEE ST. , SALEM, MA PROP TYPE II 24-HOUR RAINFALL= 4.8 IN Prepared by Applied Microcomputer Systems 24 Aug 01 HvdroCAD 4 00 000833 (c) 1986-1995 Applied Microcomputer Systems REACH 1 Qin = 1 .5 CFS @ 11 . 85 HRS, VOLUME= .07 AF Qout= 1 .4 CFS @ 11 . 85 HRS, VOLUME= .07 AF, ATTEN= Oa, LAG= .1 MIN DEPTH END AREA DISCH (FT) (SO-FT) (CFS) 12" PIPE STOR-IND+TRANS METHOD 0 . 0 0 .0 0 .0 PEAK DEPTH= .35 FT .1 0 . 0 . 1 n= .013 PEAK VELOCITY= 5 .6 FPS .2 . 1 .4 LENGTH= 8 FT TRAVEL TIME = 0 . 0 MIN .3 .2 1 .0 SLOPE= .02 FT/FT SPAN= 10-20 HRS, dt= . 1 HRS .7 . 6 4 .2 . 8 . 7 4 . 9 . 9 . 7 5 .4 . 9 . 8 5 .4 1 . 0 . 8 5 .4 1 .0 .8 5 . 0 REACH 2 Qin = 1 .9 CFS @ 11 . 86 HRS, VOLUME= .08 AF Qout= 1 . 9 CFS @ 11 . 86 HRS, VOLUME= . 08 AF, ATTEN= 05.-, LAG= .1. MIN DEPTH END AREA DISCH (FT) (SO-FT) (CFS) 12" PIPE STOR-IND+TRANS METHOD 0 . 0 0 . 0 0 . 0 PEAK DEPTH= .40 FT . 1 0 . 0 .1 n= . 013 PEAK VELOCITY= 6 .1 FPS .2 . 1 .4 LENGTH= 16 FT TRAVEL TIME = 0 .0 MIN .3 .2 1 . 0 SLOPE= . 02 FT/FT SPAN= 10-20 HRS, dt= . l HRS . 7 . 6 4 .2 . 8 . 7 4 . 9 .9 . 7 5 .4 . 9 . 8 5 .4 1 . 0 . 8 5 .4 1 . 0 . 8 5 . 0 REACH 3 Qin = 3 .4 CFS @ 11 . 86 HRS, VOLUME= . 16 AF Qout= 3 .4 CFS @ 11 .86 HRS, VOLUME= . 16 AF, ATTEN= 0%, LAG= . 1 MIN DEPTH END AREA DISCH (FT) (SO-FT) (CFS) 18" PIPE STOR-IND+TRANS METHOD 0 . 0 0 .0 0 . 0 PEAK DEPTH= .47 FT .2 . 1 .3 n= . 013 PEAK VELOCITY= 6 . 7 FPS . 3 .3 1 .3 LENGTH= 24 FT TRAVEL TIME = . 1 MIN .5 .4 2 . 9 SLOPE= . 02 FT/FT SPAN= 10-20 HRS, dt= . 1 HRS 1 .1 1 .3 12 .4 1 .2 1 . 5 14 . 5 1 .4 1 . 7 15 . 8 1 .4 1 .7 16 . 0 1 . 5 1 . 8 15 . 8 1 . 5 1 . 8 14 . 9 -Data for #8735-DIBIASE-PARLEE ST. , SALEM, MA PROP TYPE II 24-HOUR RAINFALL= 4 .8 IN . Prepared by Applied Microcomputer Systems 27 Aug 01 HVdroCAD 4 00 000833 (c) 1986-1995 Agplied Microcomputer Systems REACH 4 Qin. = 1 .4 CFS @ 12 . 04 HRS, VOLUME= 18 AF _ Qout= 1 .4 CFS @ 12 .05 HRS, VOLUME= . 18 AF, ATTEN= 09o , LAG= . 3 MIN DEPTH END AREA DISCH (FT) (SO-FT) (CFS) 8" PIPE X 2 STOR-IND+TRANS METHOD 0 . 0 0 . 0 0 .0 PEAK DEPTH= .26 FT . 1 0 . 0 .1 n= . 011 PEAK VELOCITY= 5 .4 FPS .1 . 1 .4 LENGTH= 24 FT TRAVEL TIME = . 1 MIN .2 .2 . 8 SLOPE= .02 FT/FT SPAN= 10-20 HRS, dt= . 1 HRS . 5 . 5 3 .4 .5 . 6 3 .9 . 6 . 7 4 .3 . 6 .7 4 .3 . 6 . 7 4 .3 . 7 .7 4 .0 Data for #8735-DIBIASE-PARLEH. ST. , SALEM, MA PROP TYPE II 24-HOUR RAINFALL= 4.8 IN Prepared by Applied Microcomputer Systems 27 Aug 01 HydroCAD 4 .00 000833 (c) 1986-1995 Agplied Microcomputer Systems POND 1 Qin = 3 .7 CFS @ 11 .87 HRS, VOLUME= .20 AF Qout= 1 .4 CFS @ 12 .04 HRS, VOLUME= .18 AF, ATTEN= 636, LAG= 10 .4 MIN Qpri= 1 .4 CFS @ 12 . 04 HRS, VOLUME= . 18 AF Qsec= 0 . 0 CFS @ 0 . 00 HRS, VOLUME= 0 .00 AF ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 3024 CF 100 . 5 900 0 0 PEAK ELEVATION= 102 .3 FT 101.0 1316 554 554 FLOOD ELEVATION= 103 . 0 FT 102 . 0 2198 1757 2311 START ELEVATION= 100 .5 FT 103 . 0 3110 2654 4965 SPAN= 10-20 HRS, dt= . 1 HRS # ROUTE INVERT OUTLET DEVICES 1 P 101 . 0 ' 8" ORIFICE/GRATE Q= .5 PI r"2 SQR(2g) SQR(H-r) 2 S 102 . 9 ' 10' BROAD-CRESTED RECTANGULAR WEIR Q=C L H"1 .5 C=O, 0, 0, 3 .51, 3 .48, 3 .42, 3 .48, 3 .57 3 P 102 .5 ' 24" HORIZONTAL ORIFICE/GRATE Q= .5 Area SQR(2gH) Primary Discharge -1=Orifice/Grate 3=Orifice/Grate Secondary Discharge I2=Broad-Crested Rectangular Weir Data for #8735-DIBIASE-PARLEE ST. , SALEM, 'MA PROP. TYPE II 24-HOUR RAINFALL= 8.4 IN - Prepared by Applied Microcomputer Systems 17 Aug 01 HydroCAD 4 .00 000833 (c) 1986-1995 Applied Microcomputer Systems WATERSHED ROUTING O O , e--- F31 O O OSUBCRTCHMENT 1:1 REACH QPOND I I LINK ` Data for #8735-DIBIASE-PARLEE ST. ,.- SALEM, MA PROP. TYPE II 24-HOUR RAINFALL= .8.4 IN Prepared by Applied Microcomputer Systems -27 Aug 01 HydroCAD 4 00 000833 (c) 1986-1995 Applied Microcomputer Systems SUBCATCHMENT 1 RIGHT SIDE ROADWAY PEAK 2 . 6 CFS @ 11 . 84 HRS, VOLUME= .13 AF ACRES CN SCS TR-20 METHOD . 17 98 ROAD & DRIVEWAYS TYPE II 24-HOUR . 02 61 LAWN RAINFALL= 8 .4 IN .05 98 1/2 ROOF AREAS SPAN= 10-20 HRS, dt= . l HRS .24 95 Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: .4 Smooth surfaces n= .011 L=22 ' P2=2 . 8 in s=. 02 SHALLOW CONCENTRATED/UPLAND FLOW . 9 Paved Kv=20 . 3282 L=292 ' s= .0674 ' / ' V=5 .28 fps Total Length= 314 ft Total Tc= 1 . 3 SUBCATCHMENT 2 LEFT SIDE ROADWAY PEAK= 4 .4 CFS @ 11. 86 HRS, VOLUME= .20 AF ACRES CN SCS TR-20 METHOD .14 98 ROAD & DRIVEWAY TYPE II 24-HOUR .32 61 LAWN RAINFALL= 8 .4 IN . 04 98 ROOF AREAS SPAN= 10-20 HRS, dt= . 1 HRS . 50 74 Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: .4 Smooth surfaces n= . 011 L=22 ' P2=2 . 8 in s= . 02 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: . 9 Paved Kv=20 .3282 L=300 ' s= .0674 ' / ' V=5 .28 fps Total Length= 322 ft Total Tc 1 . 3 SUBCATCHMENT 3 PEAK= 2 . 1 CFS @ 12 . 02 HRS, VOLUME= . 13 AF ACRES CN SCS TR-20 METHOD . 38 66 WOODLAND/POOR COVER TYPE II 24-HOUR RAINFALL= 8 .4 IN SPAN= 10-20 HRS, dt= . 1 HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 14 .4 Woods : Dense underbrush n= . 8 L=90 ' P2=2 . 8 in s= . 2067 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: . 7 Short Grass Pasture Kv=7 L=93 ' s= .114 ' / ' V=2 .36 fps --- --- - --- Total Length= 183 ft Total Tc= 15 . 1 -: Data for #8735-DIBIASE-PARLEE ST. ,, SALEM,_,MA:.PROP. TYPE II 24-HOUR..RAINFALL= 8.4 IN Prepared by Applied Microcomputer Systems- 27 Aug 01 HydroCAD 4 00 000833 (c) 1986-1995 Applied Microcomputer Systems SUBCATCHMENT 4 PEAK= 3 .9 CFS @ 11 . 92 HRS, VOLUME= .19 AF ACRES CN SCS TR-20 METHOD .68 61 LAWN TYPE II 24-HOUR RAINFALL= 8 .4 IN SPAN= 10-20 HRS, dt= . l HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 6 . 0 Grass : Short n= . 15 L=25 ' P2=2 . 8 in s= . 005 SHALLOW CONCENTRATED/UPLAND FLOW ' Segment ID: 1 . 0 Forest w/Heavy Litter KV=2 .5 L=86 ' s= .3 ' / ' V=1 .37 fps Total Length= 111 ft Total Tc= 7 . 0 Data for #8735-DIBIASE-PARLEE ST.., SALEM, PROP., TYPE II 24-HOUR -RAINFALL= 8.4 IN Prepa'red by Applied Microcomputer Systems 27 Aug 01 HydroCAD 4 00 000833 (c) 1986-1995 Applied Microcomputer Systems REACH 1 Qin = 2 . 6 CFS @ 11 .84 HRS, VOLUME= .13 AF Qout= 2 . 6 CFS @ 11 . 85 HRS, VOLUME= .13 AF, ATTEN= Oo, . LAG= . 1 MIN DEPTH END AREA DISCH (FT) (SO-FT) (CFS) 12" PIPE STOR-IND+TRANS METHOD 0 . 0 0 . 0 0 .0 PEAK DEPTH= .48 FT . 1 0 . 0 . 1 n= .013 PEAK VELOCITY= 6 . 6 FPS .2 .1 .4 LENGTH= 8 FT TRAVEL TIME = 0 . 0 MIN .3 .2 1. 0 SLOPE= . 02 FT/FT SPAN= 10-20 HRS, dt= . l HRS . 7 . 6 4 .2 . 8 . 7 4 . 9 . 9 . 7 5 .4 . 9 . 8 5 .4 1 . 0 . 8 5 .4 1 . 0 . 8 5 .0 REACH 2 Qin = 4 .4 CFS @ 11 . 86 HRS, VOLUME . 20 AF Qout= 4 .4 CFS @ 11 .86 HRS, VOLUME= .20 AF, ATTEN= 0%, LAG= . 1 MIN DEPTH END AREA DISCH (FT) (SO-FT) (CFS) 12" PIPE STOR-IND+TRANS METHOD 0 . 0 0 . 0 0 . 0 PEAK DEPTH= . 68 FT . 1 0 .0 . 1 n= .013 PEAK VELOCITY= 7 .1 FPS .`2 . 1 .4 LENGTH= 16 FT TRAVEL TIME = 0 .0 MIN .3 . 2 1 . 0 SLOPE= . 02 FT/FT SPAN= 10-20 HRS, dt= . l HRS . 7 . 6 4 .2 . 8 . 7 4 .9 . 9 . 7 5 .4 . 9 . 8 5 .4 1 . 0 . 8 5 .4 1 . 0 . 8 5 . 0 REACH 3 Qin = 7 . 0 CFS @ 11 . 85 HRS, VOLUME= . 33 AF Qout= 7 . 0 CFS @ 11 . 86 HRS, VOLUME= . 33 AF, ATTEN= Os, LAG= 1 MIN DEPTH END AREA DISCH (FT) (SO-FT) (CFS) 18" PIPE STOR-IND+TRANS METHOD 0 . 0 0 . 0 0 . 0 PEAK DEPTH= . 68 FT . 2 . 1 .3 n= . 013 PEAK VELOCITY= 8 .4 FPS .3 .3 1 .3 LENGTH= 24 FT TRAVEL TIME = 0 . 0 MIN . 5 .4 2 .9 SLOPE= . 02 FT/FT SPAN= 10-20 HRS, dt= . 1 HRS 1 .1 1 .3 12 .4 1 . 2 1 . 5 14 . 5 1 .4 1 . 7 15 . 8 1 .4 1 .7 16 . 0 1 .5 1 . 8 15 . 8 1 . 5 1 . 8 14 . 9 Data for #8735-DIBIASE-13ARLEE ST. , SALEM; MA PROP. .. TYPE II 24-HOUR RAINFALL= 8.4 IN Prepared by Applied Microcomputer Systems 27 Aug 01 HydroCAD 4 .00 000833 (c) 1986-1995 Applied Microcomputer Systems REACH 4 Qin = 8 . 8 CFS @ 11 .92 HRS, VOLUME= .43 AF Qout= 4 . 0 CFS @ 12 . 00 HRS, VOLUME= .43 AF, ATTEN= 54%, LAG 4 . 8 MIN DEPTH END AREA DISCH (FT) (SO-FT) (CFS) 8" PIPE X 2 STOR-IND+TRANS METHOD 0 . 0 0 . 0 0 . 0 PEAK DEPTH= . 67 FT . 1 0 . 0 . 1 n= . 011 PEAK VELOCITY= 6 . 6 FPS . 1 .1 .4 LENGTH= 24 FT TRAVEL TIME = . 1 MIN .2 .2 . 8 SLOPE= .02 FT/FT SPAN= 10-20 HRS, dt= .l HRS .5 .5 3 .4 . 5 . 6 3 . 9 . 6 . 7 4 . 3 . 6 . 7 4 .3 . 6 . 7 4 . 3 . 7 . 7 4 . 0 Data -for #8735-DI8IASE=PARLEE ST., SALEM, MA PROP.. TYPE II 24-HOUR RAINFALL= 8.4 IN Prepared by Applied Microcomputer Systems 27 Aug 01 HYdroCAD 4 00 000833 (c) 1986-1995 Applied Microcomputer systems POND 1 Qin = 8 . 1 CFS @ 11 . 87 HRS, VOLUME= .45 AF Qout= 8 . 8 CFS @ 11 . 92 HRS, VOLUME= .43 AF, ATTEN= 01, LAG= 3 .1 MIN Qpri= 8 . 8 CFS @ 11 .92 HRS, VOLUME= .43 AF Qsec= 0 . 0 CFS @ 0 .00 HRS, VOLUME= 0 .00 AF ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 4429 CF 100 .5 900 0 0 PEAK ELEVATION= 102 . 8 FT 101 . 0 1316 554 554 FLOOD ELEVATION= 103 . 0 FT 102 . 0 2198 1757 2311 START ELEVATION= 100 . 5 FT 103 . 0 3110 2654 4965 SPAN= 10-20 HRS, dt= . l HRS _# ROUTE INVERT OUTLET DEVICES 1 P 101 . 0 ' 8" ORIFICE/GRATE Q= .5 PI r"2 SQR(2g) SQR(H-r) 2 S 102 .9 ' 10' BROAD-CRESTED RECTANGULAR WEIR Q=C L H"1 .5 C=O, 0, 0, 3 .51, 3 .48, 3 .42, 3 .48, 3 .57 3 P 102 .5 ' 24" HORIZONTAL ORIFICE/GRATE Q= .5 Area SQR(2gH) Primary Discharge -1=Orifice/Grate 3=Orifice/Grate Secondary Discharge L-2=Broad-Crested Rectangular Weir Data for #8735-DIBIASE-PARLEE ST. , SALEM, MA'.-PROP. TYPE II 24-HOUR RAINFALL= 8.4 IN -. Prepared by Applied Microcomputer Systems 24 Aug 01' HydroCAD 4 .00 000833 (c) 1986-1995 Applied Microcomputer Systems POND 1 Qin = 8 .1 CFS @ 11.87 HRS, VOLUME= .45 AF Qout= 4 .2 CFS @ 12 .01 HRS, VOLUME= .43 AF, ATTEN= 48t, LAG= 8 .5 MIN Qpri= 4 .2 CFS @ 12 . 01 HRS, VOLUME= .43 AF Qsec= 0 . 0 CFS @ 0 . 00 HRS, VOLUME= 0 .00 AF ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 4688 CF 100 . 5 900 0 0 PEAK ELEVATION= 102 . 9 FT 101. 0 1316 554 554 FLOOD ELEVATION= 103 . 0 FT 102 .0 2198 1757 2311 START ELEVATION= 100 . 5 FT 103 . 0 3110 2654 4965 SPAN= 10-20 HRS, dt= . 1 HRS # ROUTE INVERT OUTLET DEVICES 1 P 101 . 0 ' 8" CULVERT n= . 011 L=241 5=.02 ' / ' Ke= .S Cc= . 9 Cd= . 6 2 S 102 .9 ' 10' BROAD-CRESTED RECTANGULAR. WEIR Q=C L H"1 .5 C=O, 0, 0, 3 .51, 3 .48, 3 .42, 3 .48, 3 .57 3 P 101 . 0 ' 8" CULVERT n=.011 L=24' S=.02 ' / ' Ke=.5 Cc= .9 Cd=.6 Primary Discharge _1=Culvert 3=Culvert Secondary Discharge -2=Broad-Crested Rectangular Weir TR�A�- v� FlD�G7JPiL- Kc%1D Sc)PPo27wG- Tw1U FS" pOT�t;iS Fop, loo Yc:m'_, STDR r1 CRLCtJ'Fn) )<j Z.1O�c/}cu �kJ 1'O-�O 0�1,�27oPP ✓� Fu/Z loo Fcn202,� `{-2 CFS 1.75 U C• , .. ... r w•,, �. .. ; 2.25 2.50 0 ,�00 42 rV N CVN Map 1 2-year return period 1-day precipitation accumulation Contours drawn at intervals of 0.25 inch h �O� '�\_ '3.25 710 i 3.o4 x 1. 13 - 3.5 Adis of Precipitation Extremes for the Northeastern United States and Southeastern Canada 17 2 h O ry \ , Q S 0 3.2 o a1 450450 42 00 . 4.25 t :' , \ h; c, Map 3 4 25 i J 10-year return period ry. 1-day precipitation accumulation g b' Contours drawn at intervals of 0.25 inch 31 4,50 ,5078 ;. 71 70 4.2-5 Adis of Precipitation Extremes for the Northeastern United States and Southeastern Canada F 1 5 tib \ o w; 5 42 �..._, Map 6 100-year return period s 1-day precipitation accumulation Contours drawn at intervals of 1 inch 8i (7 74 70 7+1 x 1,13 22 Atlas of Precipitation Extremes for the Northeastern United States and Southeastern Canada 2-5 Table 2-2.--Runoff curve numbers for selected agricultural, suburban, and urban, land use. (Antecedent. moisture condition II, and .Ia.= 0.25) _. HYDROLOGIC SOIL GROUP LAN USE DESCRIPTION 7 r—ri�c:U�b�ra 1 QM p a, B C fA Cultivated land!/; without conservation treatment 72 81 88 91 with conservation treatment 62 71 78 81 - Pasture or range land: poor condition 68 79 86 89 good condition 39 61 74 80 Meadow: good condition 30 58 71 78 Wood or Forest land: thin stand, poor cover, no mulch 45 66 77 83 good covert/ 25 55 70 77 Open Spaces, lawns, parks, golf courses, cemeteries, etc. - - good condition: grass cover on 75% or more of the area 39 61 74 80 fair condition: grass cover on 50% to 75% of the area 49 69 79 64 Commercial and business areas (85% impervious) 89 92 94 95 Industrial districts (72,5 impervious). 81 88 91 93 Residential:-f/ J:/:�/e.K' i�iG^ t,J 7iS.YM✓�7 - ii M Average lot size j 214" -Average % lmperyouLi- n 1/8 acre or less 65 77 85 90 92 1/4 acre 38 61 75 83 87 1/3 acre 30 57 72 81 86 1/2 acre 25 54 70 80 85 1 acre 20 51 68 79 84 Paved parking lots, roofs, driveways, etc.!/ 98 98 98 98 Streets and roads: - - paved vitt curbs and storm sewers!/ 98 98 98 98 gravel 76 85 89 91 dirt 72 82 87 89 !/ For a more detailed description of agricultural land use curve numbers refer to Nations'_ Engineering Handbook, Section 4, Hydrology, Chapter 9, Aug. 1972. Good cover is + protected from grazing and litter and brush cover soil. -'/ Curie numbers are computed assuming the runoff from the house and drivevay is directed towards the street with a minimum of roof water directed to lawns where additional Infiltration could occur. . -`/ The remaining pervious areas (lawn) are considered to be in good pasture condition for these curye numbers. !/ In some warmer climates of the country a curve number of 95 may be used. �Ro ses ",J✓AL — TR-55 kt l.al U Np V 146� 0Z v pr SrB � mme A ♦r a0 ♦7. lz� Ln, IZ �11. pt' , t.., — I PEABODY -�7 7 UD I;j I IPV EDGF ;'- 17 e� e, t H L HILL CrD +,r f ?4�'Clit r- --qs r ov ,q e4e, v OAS ;ALLOWSY" W, 3,.-, 'HILL pwi UD qc i. SALEM it u A CrDo Po % , Al 'U YY Lw V; Crq I Z—N 4t IN Ur 7 'Xf t4 N D # U, T;TnTirT AXMI PARK . . L_, a . =l 1 '!—j Q I _. . 7_I . i Ij.1 Ll j I ; I I _ . ^ .mqvili . 8311 ..I},,.Lu zi ,, ,,.,..,,. 0„e�1 2'� c . P F"r \ U Peabody Peseiv°,r _ i vS� VU � `5' B'9� p on Pag 174-175 7 t ;U\ `p W°III B,iLYN S. Vt ID JG'PO J N 8W9"Q BK N-” Po svv P PO ^ v�jEPo °K ,- Q FK' lm \ P w Gy scY J EMERYP- W lfx t 3 ..W E H aG '+K �Z �L'wJT- 41i Mv. P �•L4 9�[fP/�\p,�10Lf1��O i� °`° P�Sj uv E`$U ' a4 M , n r°N �>`` S / L•L�'Oy[0•+"/ RIDCEG�ELD� 'YS mI✓ e� Ml(MI�' ERJI ST= �� °c �° [I p` a° kJJ .ti r is o'er q u W H Nso p m ° :�/PXl c%E.v�� EPT M1FgryR 'ki EP5 pgga� .i NP P.O S 'S.JdJ °O P.O a Q q '-4a' _ a, e}'•GC�m�' _ is t�o�y '°j owl °[ .. ii�' m f.� L y°°qy"�c° P°'s C'�°H° .. NORTH `" BeVetl ® ( i rm BERTUCC� 011 N y C ` p�� P+O .`yid 4P t 4�ER Y on Pai 4 Jj,�c0'Pi + JEGFEPSON V�+f 4,y7fsC1��.4 �N.0\ � wz sifh rn o 0.0 3>>�� - rax / 49 P`� II9. r�re�ba \ _;E➢°Mc al fy��' +q�4by F Sr�' S' v.xN a, ✓ IR�\Ala a �Vi NQ° tS Pp� i9� /y !^J—�/�.iF� .+ Yr ^. C`. '6. Baq`SFN (r. ;"A,y�.,4, ,� . s r �' P '4t S °l+ v ✓E � PYE. F.bJ°'�`sC%NCE '� t `'it. ��?�M°pq°MG� 5.:2(��+CS(/�vlx�� +� {.E'' `� P "� u *, �(L "0` r�f/t,b 4' v? 9r f '' f 4^�� O c e 'te+-F:�Sr.•fs '� 3`,�.,w 9 �r<F rr. - y _ a 1`�'I 'wa °C EPp f/ PEE f M1 1 O iII q FN St (( O °2P PSN i LLL 4LLI Pf c%.3 p3O 29.nf 2 m° Y Jff L�yonAJ tfr0 f `°A1 rOg1 rTu°P fxe �� v9 �° i fs �F,,r, m� QPt, S -,e.a r PPRi Hr /9p So US \f NQ P /�TPf P P�` ��W 4"ivt+� t XM..}'.SS" ti• DOVE" 1 N°+§ I° �4� rBm I ✓ RD ° �.7 LIIP+x V�p�.- 1� OC GUTEP t-rr,b1A 11 tL Y UGHt USt, t,� S rm Hm ` f\NeD fl ry b.Aq O[° 9 rIP 9 O j�d yGtyyCt e C-1 r,° ..,s' SSL1 L+ r+. 3z 'w Bae ". • tC., sm- e fsr F°�y sf t n- :� +.s"{`t�. q>,v '�s �'�s•a's e. r HARBOR r� , f:aE LEc;s•:+�r Alf 3R '`E' tR:»} a 5'Yaa�.r�' x � �j�10�, o - r' '8' 'f � wed L q".,i"s•'�` t.. �'L"2 '° r'�� r v.. _ °�eoa�E Iry PEEr -.� � z voRa �rhf'ga I x � � � :G 3 x ref.1000 2CP'j 4 � x fOfs 3 r x ' 5 ©Unrversal°Pi8 Co Crblrshin a t I09atl,0e,bB➢e e,a9Ef ae7 eae9,e a,1 elle„cave I,e11ee1,teleeeee Ce,�e nC,.Oe.p.eel,Ie,,I0,1,1ve1,1,taeal!,I eea 88eee�8ae,etl'01I[Qeeel afa,l]ea ns 1 RATE MORTGAGES RATE MORTGAGES TION/REHAB LOANS '70rtgage for the life of the loan. RI'I'_GE BAi'tiT1 HnIkllg Far 7h<Communiry 430•Beverly(978)921-0723 � Lop '84•Marblehead(781)639-2300 NTIk �.heri[aeccoopcom ieiloEe ale (97f 164 Soil survey TABLE 16.--SOIL AND WATER FEATURES ["Flooding" and "water table" and terms such as "rare," "brief," "apparent," and "perched" are explained in the -- text. The symbol C means less than; > means more than. Absence of an entry indicates that the feature is not aconcern] Floodin H1 h water table Risk of corrosion Soil name and (Hydro-I IPotentiall map symbol I logic) Frequency I Duration IMonths I Depth I Kind (Months I frost (Uncoated lConcrete Igroup I I I I I I 1 action I steel I Ft I I I I I I I I I I Ann, AnC, AnD-----I 'C (None--------I --- I --- 11.5-2.51Perched (Jan-AprlModerate (Low------(High. Annisquam' I I I I I I I I 11 *Be*. Beaches I I I I I I I I I I I 1 I I I I I I I I BeB---------------I B (None--------I --- 1 --- 11.5-3.51ApparentlNov-AprlHigh-----(Moderate (Moderate. Belgrade I I I I I I I I I BuA, BuB, BuC-----I C (None--------I --- I --- 11.0-3.OIApparent)Nov-Apr)High-----lHigh-----IModerate. Boxford BxB*: I I I I I I I I I Boxford----------I C (None--------I --- I --- 11.0-3.olApparentlNov-Apr)High-----(High-----(Moderate. I I I I I I I I I I Urban land. Can, CaC, CbB, I I I I I I I I I I CbC, CbD, CcB, I I I I 1 I 1 f I I CcC, CcD, CcE----I B (None--------I --- 1 --- 1 >6.0 1 --- I --- ILow------ILow------[High. Canton I I I I I I 1 I I I ChC*: I I I I I I I I I I Canton-----------1 B (None--------i --- 1 --- 1 >6.0. 1 --- i --- ILow------ILow------)High. Urban land. I I I I I I I I I I I I I I I I I I CrC*, CrD*r'` I I I I I I I I I I Chatfield--------I B (None--------I --- - I --- 1 >6.0 1 --- I --- (Moderate ILow------Moderate. I I I I I I I I I 1 Hollis-----------I C/D (None--------I --- I --- 1 >6.0 1 --- I --- IModerate [Low------(High. I I I I I I I I I I Rock outcrop. I I I I I I I I I I I I I I I I I I De----------------I B (None--------I --- I --- 11.5-3.OIApparentlDec-AprlModerate ILow------(High. Deerfield I I I I I I I I I I Du*. I I I I I I I I I I Dumps II I I I I I I I I I FIA, E1B----------I C (None--------I --- I --- 11.5-3.OIPerched (Nov-MaylHigh-----IModerate IModerate. Elmridge I I I I I I I I FF. I - I I I 11 II 11 Fluvaquents I I I I I I I I I I I Fm----------------I D (None--------I --- I --- I 0-1.OIApparentlJan-DeclHigh-----]High-----(High. Freetown I I I I I I I I I I I I I I I I I I I I Fp----------------I D INone--------I --- I --- 1 +3-0 IApparentlJan-DeclHigh-----(High-----IHigh. Freetown I I I I I I I I I I I I I I I Hf A, Hf B, Hf C, I I I I I I I HfD, HfE---------I A (None--------I --- I --- 1 >6.0 1 --- I --- [Low------ILow------(High. Hinckley I I I I I I I I I I I I I I I HuC*: I I I I I I I I I Hollis-----------I C/D INone--------I --- I --- 1 >6.0 1 --- I --- Moderate ILow------Nigh. I I I I I I I I I I Urban land. I I I I I I I I I I I I I I I I I I I Rock outcrop. I I I I I I I I I I I I I I I t I I I I See footnote at end of table. HANCOCK JOB Survey Associates,Inc. SHEET NO. OF 235 Newbury Street,Danvers,MA 01923 (978)777-3050 Fox(978)774-7816 CALCULATED BY DATE ❑12 Farnsworth Street ❑626 Moin Street CHECKED BY DATE Boston,MA 02210 Balton,MA 01740 (617)350-7906 (978)779-6767 SCALE s�r�A�c ARS siztlq7 vF /Z Of _ 2yoF . �iRr7 c's v Q. �tJIO1-4, o l eklGfF{ o Z ukjirslzo<J 2 x (o-(lam = 12 3t , STUB VowwE P.c2. u�Err2, (vU�•_q 10--E, c.,F tL,F )Z-3 } �F s•z U Z F; �' _ �{t• G5 _> 'f2 s.r, sum �yaRUcnD ASsvM< n%2 C'c� arc—(✓rAT(() 2A 72 l rJwrT.} �Mt� 11 _ 0...6061 CFS � 57 x113t) C✓Zrc�)� G�Scc / .30 M)J Pfl000Ci ACi lSiple SAxal kSI fPLtOlA Data for #8735-DIBIASE-PARLEE ST. , SALEM, MA PROP. TYPE II 24-HOUR RAINFALL= 8 .4 IN Prepared by Applied Microcomputer Systems 30 Aug 01 HydroCAD 4 00 000833 (c) 1986-1995 Applied Microcomputer Systems POND 2 INDIVIDUAL ROOFTOP INFILTRATION SYSTEM Qin = . 2 CFS @. 11 .82 HRS, VOLUME= . 01 AF Qout= 0 . 0 CFS @ 11 . 10 HRS, VOLUME= . 01 AF, ATTEN= 96%, LAG= 0 . 0 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 267 CF 100 . 5 133 0 0 PEAK ELEVATION= 102 . 5 FT 103 . 7 133 426 426 FLOOD ELEVATION= 104 . 7 FT 104 .7 1 67 493 START ELEVATION= 100 . 5 FT SPAN= 10-20 HRS, dt= . 1 HRS # ROUTE INVERT OUTLET DEVICES 1 P 100 .5 ' EXFILTRATION Q= .01 CFS at and above 100 . 6 ' Data for #8735-DIBIASE-PARLEE ST. , SALEM, MA PROP. V TYPE II 24-HOUR RAINFALL= 8 .4 IN Prepared by Applied Microcomputer Systems 30 Aug 01 HydroCAD 4 . 00 000833 (c) 1986-1995 Applied Microcomputer Systems SUBCATCHMENT 5 1/2 OF INDIVIDUAL ROOF SURFACE PEAK= .2 CFS @ 11 . 82 HRS, VOLUME= . 01 AF ACRES CN SCS TR-20 METHOD . 02 98 1/2 OF MAX. ROOF SURFACE TYPE II 24-HOUR RAINFALL= 8 .4 IN SPAN= 10-20 HRS, dt= . l HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: . 1 Smooth surfaces n=.011 L=15 ' P2=2 .8 in s= .33 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: .3 Paved Kv=20 .3282 L=22 ' s= . 005 ' / ' V=1 .44 fps Total Length= 37 ft Total Tc= .4 /4 N b d D Water. Consumption During Power Failures N CO Gallons Usage Appliance Number "Fixture Units Normal *Emergency Automatic Clothes Washer 1 2 15 0 Water Closet 2 3 45 22.5 Bathtub 2 2 30 0 Dishwasher 1 2 15 0 Kitchen Sink 1 2 15 7.5 Shower Stall 2 1 3 45 0 Lavatory 2 1 15 7.5 w s TOTAL 11 15 180 37.5 0 N 20.83% o 'Natural unforced water conservation during power failure due to lack of hot water, heat and appliances z "Source of FWure use from Sump and Sewage Manufacturers Association,Massachusetts State Plumbing Code 248 CMR,Section 2.15 Table 1 0 X a E K b m N ti I ti t 0 m m Storage Time Available In Basins N Model 2010 Model 2010-IDU Model 2012 CD (P N e 4Y4•"'N,..�:x `?" r.n.7HS?`gJla:::,eeK""i ''s2 .. ?Y"h_..:«;:;gpn�.l-eeff:aZ^'1., m 37.5 - 37.5 M Gallons Flow 37.5 Effective Storage Gallons 38 43 y,y6�6 • �fi� '��.:��'�iZY".4 ry& Nl,L�sG�•'f�S�SA�vi4hTifu��i. . 'Effective Storage Days 11.011 1.15 1.76 Storage based on 1?-hour effective usage in 24-hour day 'Based on storage in basin above pump run setting. LOw cc Z:) Emergency Water That Can Be used During Power Failure LA Lavatory 2-gallons per use 8 8 8 Number of Lavatory uses 4 4 4 Z Kitchen Sink 4-gallons per use 8 8 8 Number of Kitchen uses 2 2 2 Water Closet 1.5-gallons per use. 22 27 50 umber of water closet uses 15 18 33 N P m 9 i i - 7 l' SUPPLEMENTARY ENGINEERING COMPUTATIONS TO ACCOMPANY A PERMIT SITE PLAN IN SALEM, MA SITE: Parlee Street Extension Salem, MA OWNER: APPLICANT: LPdgewood Hills Realty Trust Same P.O. Box 780 Lynnfield, MA 01940 DATE: November 27, 2001 04&L"5&0 S/2&/°Z H.S.A. NO. 8735 Ai ReV15 0 6/07/0z ZHOF1'�9,�� com a* Ht3 f No.38058 ENGINEURING��§S0 1TES OIVISIOt1,�1F HAINCCCK �,�ASS�'£�`�'FS,INC. NAL 235 NEWBURY � NOX-1, ERS, MA111923 PHONE: {978)777 30bU (978) 774-4205 TABLE OF CONTENTS PAGES INTRODUCTIONAND METHODOLOGY 12 SUMMARY OF RESULTS 2 Hydrology Summary for 2,10, and 100 year, 24-hr. storms MDEP STORMWATER MANAGEMENT FORM 3-14 (Includes attachments) Appendix: • EXISTING CONDITIONS COMPUTATIONS • PROPOSED CONDITIONS COMPUTATIONS I. DESCRIPTION OF EXISTING DRAINAGE FEATURES. The existing property currently consists of 1.71 acres of undeveloped residential property, situated along a hillside. The hillside is vegetated with the exception of portions of the existing Parlee Street right-of-way, as well as some ledge outcrops. The existing hillside slope is approximately 7% and shows only minor erosion. Drainage for this existing hillside area flows towards wetlands situated to the southwest of this development. The primary hydrologic soil group in this area consists of Chatfield (Type B). 2. DESCRIPTION OF PROPOSED DRAINAGE FEATURES. The proposed drainage system will direct treated runoff towards a proposed detention pond situated to the southwest of this development, with two 8" metered discharges, outleting into existing wetlands. The proposed detention pond shall service the proposed Parlee Street roadway extension, proposed driveways, as well as one-half of all future proposed roof surfaces. The remainder of roof surfaces shall be routed towards individual stormwater infiltration systems. Before entering the detention pond, stormwater shall be treated via deep sump catch basins with oil/water separators in order to provide pretreatment of potential petroleum laden stormwater runoff. Secondary treatment will be provided by a sediment forebay within the detention pond. Groundwater elevations are assumed to be elevation 98.5,based on elevations of wetland flagging. 3. PEAK STORM DISCHARGE SUMMARY. The purpose of stormwater modeling is to determine how effectively a proposed drainage system will be able to reduce or hold constant the amount of stormwater runoff leaving a developed site. To achieve this goal, the HydroCAD 3.2 Stormwater Modeling System was utilized to determine the runoff rates for the 2, 10 and 100-year Type 11 storm events. The HydroCAD system is based on the U.S.D.A. Soil Conservation Services Technical Release 20, a unit hydrograph procedure. The addition of impervious area potentially generates a greater amount of stormwater runoff. In order to reduce the stormwater runoff produced by the development of the site, additional drainage pipes, structures and a metered discharge detention pond have been incorporated to reroute stormwater runoff, effectively increasing times of concentration, thus spreading out over time the various peak flows discharging off site. The following table is a summary of the peak flows generated by the 2, 10 and 100-year storm events for both pre and post development flows. 24 hour rainfall frequencies utilized for this report are the result of Cornell University Technical Publication No.RR 93-5 dated 9/93. Refer to the pre and post development drainage plans to be included in this report for the location and extent of the subcatchments (SC) listed in the table. Based on the results below, no changes in upstream and downstream flooding are anticipated. Although the table depicts a decrease in rate for pre-development to post-development conditions, we feel the total volume of water supplied to the existing drainage system and wetland resource areas will not be decreased appreciably. We do not anticipate any negative impacts on downstream wetlands and vegetation. The design of the systems in accordance with the DEP Guidelines lead to the rate decrease shown due to the multiple BMP concept and its effect on those rates. STORMWATER MANAGEMENT SYSTEM (TOTAL SITE) STORM EVENT 2 Year Storm 10 Year Storm 100 Year Storm (c.fs.) (c.fs.) (c.fs.) Pre-Development 1.4 2.9 8.1 Peak Flow; SC 1 Post Development 0.5+0.8 = 1,2+1.3= 3.9+4.0-- Peak Flow, SC 4 1.3 2.5 7.9 Reach 4 Total Increase/Decrease -0.1 -0.4 -0.2 # Exhibit E Stormwater Management Form This form is intended to ensure that proposed stormwater control designs meet the stormwater management standards described in the Department ofEnviran mental Protection's Stormwater Manage ment Policy(November 1-996).PreDepart- mentofEmironmental Protection(DEP)recommends that applicants submit thisform with the Notice oflntenK as well as supporting documentation and plans, to provide stormwater information for conservation commission-review. *a paretic-u-lar Stormwater management standard cannot be met, inforrrwtion should.beprovided to demonstratehow adequatewater gualihe and water quantity protection will be provided by the project. DEP encourages-engineers to use thisfervn to cerfify that-the project meets the stormwater management standards as well as acceptable engineering standards_ 7hisform should be completed by checking the appropriate boxes for each standard and by signing and stamping the back of this form Project Location: Parlee St., Salem, MA The proposed project is/6Ecircle one)exempt from one or more of the Stormwater management standards. If project is exempt,explain why: Stormwater runoff volumes to be treated for water quality are based on the following calculations: (check one that applies)Does not apply, all impervious post-development runoff retained 4 n-site. ❑ 1 inch of mnoff x total impervious area of post-development site for critical areas(e.g.Outstanding Resource Waters and shellfish growing areas) 0.5 inches of runoff x total impervious area of post-development site for other resource areas Standard #1: Untreated Stormwater See Sheets 2-7 and drainage talcs The project is designed so that new stormwater conveyances(outfalls/discharges)do not discharge untreated stormwater into,or cause erosion to,wetlands or waters, Standard #2: Post-development peak discharge rates See Sheets 2-7 and drainage talcs ®' Post-development peak discharge rates do not exceed pre-development rates on the site either at the point of discharge or do ent property boundary. N/A:project site contains waters subject to tidal action;so standard is not applicable. Stormwater controls have been designed for the 2-year and 10-year, 24-hour storms. The project's Stormwater design will not increase flooding impacts offsite from the 100-year,24-hour storm. Standard #3: Recharge to groundwater See Sheets 2-7 8c drain. talcs. The annual-groundwater recharge for the post-construction site approximates annual recharge from existing site conditions. 0' Soil types have been identified according to either the U.S. Natural Resources Conservation Servicz{NRES)County Soils Survey or onsite soil evaluation Calculations on stormwater flow are based on a soil hydrologic group of B and impervious area of 17424 (square feet). The annual groundwater recharge for the post-constmcaon site approximates annual recharge from existingsite conditions. © Soil types at each pied point of stormwater runoff infiltration CrD-Chatfield Infiltration Best Management Practices(BMP's)used for this project include: detention pond w/sediment forebay, innovative technologies (Vortechs device), infiltration trenches,and deep sump catch basins Standard #4: 80% TSS removal See Drainage talcs. K1 The proposed Stormwater management systems will remove 801/o+of the post-development site's average annual load of Total Suspended Solids (TSS). 15 Infiltration Best Management practices(BMP's)used for this project include:detention pond w/sediment forebay, innovative technologies (Vortechs device), infiltration trenches,and deep sump catch basins Page 2 # Standard #5: Higher po al pollutant loads See Sht 2 & drain calcs E The project site does/ ss (circle one)contain Land Uses with Higher Potential Pollutant Loads. If site contains such land uses, describe: ❑ If applicable,BN4P's selected for controlling stormwater in these areas are designed to prevent infiltration of untreated stormwater and include: Standard #6: Protection of critical areas See Sht 2 and drainage calcs The project sit doe /does not(circle one)contain critical areas with sensitive resources. If site contains critical areas,describe: If applicable,BW's selected for stormwater discharges in-these areas include: detention pond w/Sedimentforebay, innovative technologies(Vortechs device),infiltration trenches,and deep sump catch basins Standard #7: Redevelopment projects See Sht 2 and drainage oalcs The proposed activity isiss no (circle one)a redevelopment project. Note: Components ofre a elopment projects which plan to-develop previously undeveloped sWs da notfall under the scope of Standard 7. ❑ If the project is a redevelopment project,the following stormwater management standards have been met: ❑ The staudardsmiuch11ave-not been met include'Removal pf more-than80%.Ta& ❑ The proposed project will reduce the annual pollutant load on the site with new or expanded stormwater controls. Standard #8: Erosion/sediment control See Sheets 1-3 and drainage calcs Erosion and sediment controls are incorporated into the project design to prevent erosion, control sediment movement, and stabilize exposed soils.Temporary haybales, terraced grassed waterways Standard #9: Operation/maintenance plan See AaAotc.D Er An operation and maintenance plan for both construction and post-development stormwater controls has been developed The plan includes BMP owner(s);parties responsible for operation and maintenance;schedule for inspection and maintenance;routine and non-routine maintenance tasks;andprovision for appropriate access and maintenance easements surrounding control(s)and extending to public right-of-way. I attest under the penalties of perjury that I have personally examined and am t lq familiar with the information contained in this submittal,including any and all documents, accompanying this certification statement; and that I aril fully JAMES R. m authorized to make this attestation on behalf of the project applicant COtva U No.330.56 4 y p �@ F G r el4 James R. Comeau, P.E_ 11/27/2001PjlA Punt Name Date (St re) SMP Standard 3 HANCOCK GROUNDWATER RECHARGE COMPUTATIONS Lease-PaAee St. Setem, MA Detention Pond Hancock Pro/ed No. 8735 Parameter units value Comment IL IL Predevelopment soils, hydrologic group g Required runoff depth to.recharge IN 0.25 A=0.40; 8=0.25 C=0.10;D--waived Connected impervious area added AC 0.4 REQUIRED RUNOFF VOLUME AC-FT 0.008 post development TO RECHARGE impervious areas CF 363 Design volume provided via: detention pond CF 554 DESIGN VOLUME PROVIDED CF 554 AC-FT 0.01 SMP Standard 4 HANCOCK WATER QUALITY RETENTION VOLUME COMPUTATIONS Parsee Street Salem, MA Detention Pond 1 Hancock Project No. 8735 Parameter Unit Value Comment Tributary area AC 0.0 Runoff to critical area? 0 1=yes; O=no Runoff depth used for design IN 0.5 Predevelopment impervious area AC 0.0 Tributary Impervious area added AC 0.4 Total tributary Impervious area AC 0.4 mwme5 i REQUIRED RETENTION AC-FT 0.02 VOLUME CF 726 Design volume provided via: 2 deep sump c.b. &vortechnics device CF 200 detention basin CF 554 DESIGN VOLUME PROVIDED CF 754 AC-FT 0.02 SMP Standard 4 HANCOCK TSS REMOVAL COMPUTATIONS DiBiase-Fades Street Salem, MA TSS Removal Hancock ProjecfNo. 8735 EPA Recommended Process Train BMP Design TSS Design TSS TSS Remaining TSS Removed No. Type Removal Rate Removal Rate at Discharge at Discharge 1 DSCB 25% 25% 75% 25% 2 IT 80% 80% 15% 85% 3 DB 70% 70% 5% 96% Ke . mm DSCB deep sump catch bgein IT innovative technology.-vortech device DB detention basin with sediment forebay OPERATION & MAINTENANCE PLAN DEFINITIVE SUBDIVISION PARLEE STREET EXTENSION SALEM, MASSACHUSETTS Pursuant to Permitting Requirements under Massachusetts Department of Environmental Protection Stormwater Management Policy Massachusetts Wetlands Protection Act (MGL Chapter 131, Section 40) Hancock Engineering Assoc. 235 Newbury Street Danvers, Massachusetts 01923 November 27, 2001 f 1. INTRODUCTION The following Operation and Management Plan has been prepared on behalf of Ledgewood Hills Realty Trust, Parlee Street Extension, Salem, MA, to satisfy permitting requirements under the Massachusetts Department of Environmental Protection Stormwater Management Policy. As such, the Plan contains operation and management procedures recommended within the DEP publication: Stormwater Management, Volume Two: Stormwater Technical Handbook, March 1997. 2. STORMWATER MANAGEMENT SYSTEM OWNER (DURING CONSTRUCTION ONLY) Ledgewood Hills Realty Trust P.O. Box 780 Lynnfield, Ma 01940 (978) 844-7026 3. PARTY RESPONSIBLE FOR OPERATION AND MAINTENANCE (DURING CONSTRUCTION ONLY) Ledgewood Hills Realty Trust P.O. Box 780 Lynnfield, Ma 01940 (978) 844-7026 1 4. MAINTENANCE TASKS AND SCHEDULE The following section identifies routine and non-routine maintenance tasks for the proposed stormwater management, along with associated schedules for inspection and maintenance. 4.1 CONSTRUCTION PERIOD All efforts will be made to avoid impacts to nearby wetland areas. During the construction period, the erosion control methods as presented on the site plan will be installed and periodically inspected to check sedimentation, minimize the exposure of areas, and revegetate or stabilize exposed soils as soon as possible. Structural and vegetative methods will be used to minimize erosion and control any sedimentation that may occur. All activities within the plan will adhere to Soil Conservation Service guidelines, as well as the specifications detailed by DEP in the publication Protecting Water Ouali in Urban Areas (Minnesota Pollution Control Agency, 1989. Published by: Office of the Massachusetts Secretary of State, Michael Joseph Connolly, Secretary). The following measures will be employed. 4.1.1 General Notes • The construction contractor shall maintain all sedimentation and erosion control structures throughout the project site for the duration of the construction. These devices will be inspected and maintained on a daily basis. • The proposed plan will minimize the exposure of areas during construction in order to minimize the erosion process. In addition, exposed areas will be stabilized and revegetated as soon as possible. No earthmoving activities will take place prior to the establishment of erosion and sedimentation control measures. • Deposited sediment collected by the erosion control measures will be removed periodically, and the condition of the siltation barrier will be maintained until such time that the site has been adequately stabilized with permanent grass cover or pavement. • Areas that will be bare for a period of more than one month, but less than twelve months, will be stabilized by means of appropriate temporary vegetative cover. The cover will be one or a mixture of the following fast- growing grasses: annual ryegrass, sudangrass, millet, winter rye. 0 • Proposed swales and other drainage structures on-site will be inspected regularly and cleaned of accumulated sediment, grit, and other debris as needed in order to maximize effectiveness. 4.1.2 Construction Sequencing and Erosion Control • erosion control barrier will be installed and functioning at the limits of construction. • The proposed earthwork areas will be cleared and grubbed. • All slopes greater than 3:1 shall be seeded and mulched and installed within 72 hours of completion. • All swales and ditches with slopes exceeding 5% shall be stabilized with jute netting. • Pavement subgrade areas shall be constructed, followed by placement of subbase in all areas to be paved. Install utilities. Place pavement base courses and compact. Install fence surrounding detention pond. • All pavement areas to be stabilized immediately after grading. Begin temporary and permanent seeding and mulching. All cut and fill slopes shall be seeded and mulched immediately after construction of these areas. The maximum area allowed to be disturbed and left unstabilized is two acres per drainage area. • Bituminous concrete v pa ement to be placed. • Temporary diversion channels to be constructed as required. • Daily or as required, construct temporary berms, drainage ditches, silt fences, haybales, etc. Mulch and seed as required. • No permanent planting to be placed prior to 1 May nor after 1 September. • All disturbed areas shall be stabilized with fast-growing grass and mulch, and not left bare for more than 30 days nor over the winter months. • Complete permanent seeding and landscaping. • All swales shall be properly stabilized before directing flow to them. • After site is sufficiently stabilized by vegetation or pavement, remove temporary control measures and accomplish final clean- up. 4.2 POST-CONSTRUCTION AND LONGTERM MAINTENANCE (CITY OF SALEM) 4.2.5 Roof Maintenance (INDIVIDUAL HOME OWNER) The roof will be inspected on a biannual basis in order to maintain it's condition. The roof will be repaired as specified by the manufacturer where chipping, wear, or other defects are observed in the surface. 4. PRE-DEVELOPMENT DRAINAGE. HANCOCK JOB Survey ASSOC)ates,Inc. SHEET NO. OF 235 Newbury Street,Danvers,MA 01923 (978)777-3050 F,(978)774-7816 CALCULATED BY DATE O 12 Farnsworth Street ❑626 Main Street Boston,MA 02210 Bolton,MA 01740 CHECKED BY DATE (617)350.7906 (978)779.6767 SCALE .. ......... !;. ....._ ' it __..... ....... I IN D�c .lilf _.. . (A ...... ... �- N .... nt A T�oa� . ........�� Q)N _. W'�Isgk SAee¢Iasl IPoppp� JdLa LUL 1}0 /�7-ULn1HSCYAKLISS J"L 5ALi5MMA 15X15-r. ' TYPE II 24-HOUR RAINFALL= 3 .5 IN )repared by Applied Microcomputer Systems 23 Aug 01 [ydroCAD 4 . 00 000833 (c) 1986-1995 Applied Microcomputer Systems IATERSHED ROUTING 1 OSUBCATCHMENT F-] REACH QPDND I LINK -v TYII24-HOUR RAINFALL= 3 .5 IN Il ,repared by Applied Microcomputer Systems 27 Aug 01 vdroCAD 4 . 00 QQQ833 1986-1995 Applied Microcomputer Systems UBCATCHMENT 1 PEAK= 1 .4 CFS @ 12 .12 HRS, VOLUME= . 11 AF ACRES CN SCS TR-20 METHOD 1 . 65 66 EXIST WOODLAND/POOR COVER TYPE II 24-HOUR .06 98 EXIST GRANITE OUTCROPS RAINFALL= 3 .5 IN 1 . 71 67 SPAN= 10-20 HRS, dt= . 1 HRS ethod Comment Tc 'min) R-55 SHEET FLOW Segment ID: 18 .2 oods : Dense underbrush n= . 8 L=88 ' P2=2 .8 in S= .11 HALLOW CONCENTRATED/UPLAND FLOW Segment ID: 2 . 9 orest w/Heavy Litter Kv=2 .5 L=155 ' s=.13 ' / ' V= . 9 fps Total Length= 243 ft Total Tc= 21 . 1 c.�uu� %TYPE IIIy24-HOUR RAINFALL= 4.8 IN f Irepared by Applied Microcomputer Systems 23 Aug 01 IydroCAD 4 . 00 000833 (c) 1986-1995 Applied Microcomputer Systems 1ATERSHED ROUTING 1 O SUBCATCHMENT E REACH QPCND LINK a 1a 1..Ca ava ', v i -. u uaruau, wuu • % TYPEJIIa24-H OUR RAINFALL= - ?repared by Applied Microcomputer Systems 2 7 Aug 01 ivdroCAD 4 . 0 oon 33 (c) 1986-1995 Applied Microcomputer Systems >UBCATCHMENT 1 PEAK= 2 . 9 CFS @ 12 .11 HRS, VOLUME= . 21 AF ACRES CN SCS TR-20 METHOD 1 . 65 66 EXIST WOODLAND/POOR COVER TYPE II 24-HOUR .06 98 EXIST GRANITE OUTCROPS RAINFALL= 4 .8 IN 1 . 71 67 SPAN= 10-20 HRS, dt= . 1 HRS lethod Comment T- (min) R-55 SHEET FLOW Segment ID: 18 .2 'oods : Dense underbrush n=. 8 L=88 ' P2=2 . 8 in s= .11 HALLOW CONCENTRATED/UPLAND FLOW Segment ID: 2 .9 'orest w/Heavy Litter Kv=2 . 5 L=155 ' s= .13 ' / ' V= .9 fps Total Length= 243 ft Total Tc= 21.1 • TYPE✓IIa24-H �..a WOURaRAINFALL=18 .4 IN . ?repared by Applied Microcomputer Systems 3-7 Aug 01 iydroCAD 4 . 00 000833 (c) 198 -1995 Applied Microcomputer Systems iATERSHED ROUTING 1 OSUBCATCHMENT 1-1 REACH QPOND I LINK -_$ TYPE-II 24-H6UR-RAINFALL 8 .4LIN ...� ?repared by Applied Microcomputer Systems 27 Aug 01 IydroCAD 4 . 00 000833 (c) 1286-1995 Applied Microcomputer Systems ;UBCATCHMENT 1 PEAK= 8 . 1 CFS @ 12.10 HRS, VOLUME= . 58 AF ACRES CN SCS TR-20 METHOD 1 .65 66 EXIST WOODLAND/POOR COVER TYPE II 24-HOUR . 06 98 EXIST GRANITE OUTCROPS RAINFALL= 8 .4 IN 1 . 71 67 SPAN= 10-20 HRS, dt= .1 HRS _ethod Comment T (min) R-55 SHEET FLOW Segment ID: 18.2 oods : Dense underbrush n= .8 L=88 ' P2=2 . 8 in s=. 11 HALLOW CONCENTRATED/UPLAND FLOW Segment ID: 2 .9 orest w/Heavy Litter Kv=2 . 5 L=155 ' s= . 13 ' / V= . 9 fps Total Length= 243 ft Total Tc= 21.1 r S. POST-DEVELOPMENT DRAINAGE. ' HAN_g SUB Survey Associates,Inc. SHEET N°. OF 235 Newbury Stme4 Danvers,MA 01923 (978)777-2050 F,(978)774-7816 CALCULATED BY GATE ❑12 Farnsworth Sheet ❑626 Main Street Boston,MA 02210 CHECKED BY (617)350.7906 Bolton,MA 01740 DATE (978)779-6767 SCALE ._ ..... -d .._..: ......_ ... . L ... - ,�I _... ... ...._. ..:: . .... Ali b Z O . .. It C... 3A ... Qui ......... : - Rpr ..... tau. yvi y�a-rr�nyuyy 0X . 1 Otl nm' 1-1 Y1 . r 1TYPE II 24-HOUR RAINFALL= 3 .5 IN ?repared by Applied Microcomputer Systems 7 Jun 02 iydroCAD 4 . 00 000833 (c) 1986-1995 Applied Microcomputer Systems IATERSHED ROUTING O O 3 \❑ ❑ �—O O IV A 0 SUBCATCHMENT REACH Q POND M LINK la La L` Wv 111 yJ 1a..11t9�J al-CLf1tLJl.]l:J JL C , 0AL L-A, a-I rn . 0 , TYPE II 24-HOUR RAINFALL= 3 .5 IN 'repared by Applied Microcomputer Systems 7 Jun 02 [ydroCAD 4 . 00 000833 (-C)- 1256-1995 Applied Microcomputer Svr2tems :UBCATCHMENT 1 RIGHT SIDE ROADWAY PEAK= 1 . 1 CFS @ 11 .85 HRS, VOLUME= . 05 AF ACRES CN SCS TR-20 METHOD . 18 98 ROAD & DRIVEWAYS TYPE II 24-HOUR . 02 61 LAWN RAINFALL= 3 .5 IN . 05 98 1/2 ROOF AREAS SPAN= 10-20 HRS, dt= .1 HRS .25 95 ethod Comment T (min) R-55 SHEET FLOW Segment ID: g mooth surfaces n= . 011 L=22 ' P2=2 . 8 in s= . 02 ' / ' HALLOW CONCENTRATED/UPLAND FLOW 9 sved Kv=20 .3282 L=292 ' s= . 0674 ' / ' V=5 .28 fps Total Length= 314 ft Total Tc= 1 .3 JBCATCHMENT 2 LEFT SIDE ROADWAY ?EAK= 1 . 1 CFS @ 11 . 87 HRS, VOLUME= . 05 AF ACRES ON SCS TR-20 METHOD .14 98 ROAD & DRIVEWAY TYPE II 24-HOUR .32 61 LAWN RAINFALL= 3 . 5 IN 04 98 ROOF AREAS SPAN= 10-20 HRS, dt= .1 HRS .50 74 �thod Comment Tc min t-55 SHEET FLOW Segment ID: g Tooth surfaces n=-011 L=22 ' P2=2 . 8 in s= . 02 ' / ' 'ALLOW CONCENTRATED/UPLAND FLOW Segment ID: g sved Kv=20 .3282 L=300 ' s= . 0674 ' / ' V=5 .28 fps Total Length= 322 ft Total Tc= 1 .3 BCATCHMENT 3 'EAK= . 3 CFS @ 12 . 04 HRS, VOLUME= . 02 AF ACRES CN SCS TR-20 METHOD .38 66 WOODLAND/POOR COVER TYPE II 24-HOUR RAINFALL= 3 .5 IN SPAN= 10-20 HRS, dt=. 1 HRS thod Comment T (min) 55 SHEET FLOW Segment ID: 14 . 4 ods : Dense underbrush n= .8 L=90 ' P2=2 . 8 in s= . 2067 ' / ' ALLOW CONCENTRATED/UPLAND FLOW Segment ID: . 7 ort Grass Pasture 1-(v=7 L=93 ' s= . 114 ' / ' V=2 . 36 fps Total Length= 183 ft Total Tc= 15 . 1 JC1L0. YVa nv I J L1L YI'f�,y-LA1WYl l.] IJY . , JAlJ l]a•l, 1•l['l i1\VL . ► TYPE II 24-HOUR RAINFALL= 3 .5 IN ?repared by Applied Microcomputer Systems 7 Jun 02 jvc1roCAD 4 . 00 OOORR � (c) 1986 1995 Applied Microcomnuter Systems iUBCATCHMENT 4 PEAK= . 5 CFS @ 11. 96 HRS, VOLUME= . 03 AF ACRES CN SCS TR-20 METHOD .68 61 LAWN TYPE II 24-HOUR RAINFALL= 3 .5 IN SPAN= 10-20 HRS, dt=. l HRS (ethod Comment Tc (min) 'R-55 SHEET FLOW Segment ID: 6 .0 ;rass : Short n=.15 L=25 ' P2=2 . 8 in s= . 005 :HALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1 . 0 'orest w/Heavy Litter KV=2 .5 L=86 ' s= .3 ' / ' V=1 . 37 fps Total Length= 111 ft Total Tc= 7 .0 UBCATCHMENT 5 1/2 OF INDIVIDUAL ROOF SURFACE PEAK= . 1 CFS @ 11 . 82 HRS, VOLUME= 0 . 00 AF ACRES CN SCS TR-20 METHOD .02 98 1/2 OF MAX. ROOF SURFACE TYPE II 24-HOUR RAINFALL= 3 . 5 IN SPAN= 10-20 HRS, dt= . 1 HRS ethod Comment Tc (min) R-55 SHEET FLOW Segment ID: 1 nooth surfaces n=. 011 L=15 ' P2=2 . 8 in s= . 33 HALLOW CONCENTRATED/UPLAND FLOW Segment ID: .3 3ved Kv=20 .3282 L=22 ' s=. 005 ' / ' V=1.44 fps Total Length= 37 ft Total Tc= .4 )Q LQ 1Vl j�V /JJ-L1L 1fJJ L1-CAytLl]1] J1 . , JA1Jy'/•/, llts rytVt • TYPE II 24-HOUR RAINFALL= 3 .5 IN Irepared by Applied Microcomputer Systems 7 Jun 02 [vdroCAD 4 . 00 000833 (c) 1286-1995 Applied Microcomputer Systems '.EACH 1 Qin = 1 . 1 CFS @ 11.85 HRS, VOLUME= . 05 AF Qout= 1 .1 CFS @11.85 HRS, VOLUME= . 05 AF, ATTEN= 0°s, LAG= . 1 MIN ,EPTH END AREA DISCH (FT) (SO-FT) (CFS) 12" PIPE STOR-IND+TRANS METHOD 0 .0 0 . 0 0 .0 PEAK DEPTH= .30 FT . 1 0 . 0 .1 n= .013 PEAK VELOCITY= 5 . 0 FPS .2 . 1 .4 LENGTH= 8 FT TRAVEL TIME = 0 . 0 MIN .3 .2 1 .0 SLOPE= . 02 FT/FT SPAN= 10-20 HRS, dt= .1 HRS .7 . 6 4 .2 .8 . 7 4 .9 •9 . 7 5 .4 .9 . 8 5 .4 1 . 0 . 8 5 .4 1 .0 . 8 5 .0 EACH 2 din = 1 . 1 CFS @ 11 .87 HRS, VOLUME= .05 AF bout= 1 . 1 CFS @ 11. 87 HRS, VOLUME= . 05 AF, ATTEN= 0%, LAG= . 1 MIN EPTH END AREA DISCH (FT) (SO-FT) (CFS) 12" PIPE STOR-IND+TRANS METHOD 0 . 0 0 . 0 0 . 0 PEAK DEPTH= .30 FT .1 0 .0 . 1 n= .013 PEAK VELOCITY= 5 .1 FPS .2 . 1 .4 LENGTH= 16 FT TRAVEL TIME _ . 1 MIN .3 .2 1 . 0 SLOPE= . 02 FT/FT SPAN= 10-20 HRS, dt= . 1 HRS .7 . 6 4 . 2 . 8 . 7 4 . 9 .9 . 7 5 . 4 . 9 . 8 5 . 4 1. 0 . 8 5 . 4 1 .0 . 8 5 . 0 KACH 3 )in = 2 . 2 CFS @ 11. 86 HRS, VOLUME= .10 AF )out= 2 . 2 CFS @ 11. 86 HRS, VOLUME= .10 AF, ATTEN= 0%, LAG= .1 MIN 'sPTH END AREA DISCH 'FT) (SO-FT) (CFS ) 18" PIPE STOR-IND+TRANS METHOD 0 . 0 0 . 0 0 . 0 PEAK DEPTH= .37 FT . 2 . 1 . 3 n= .013 PEAK VELOCITY= 6 . 0 FPS .3 .3 1 . 3 LENGTH= 24 FT TRAVEL TIME _ . 1 MIN . 5 .4 2 . 9 SLOPE= . 02 FT/FT SPAN= 10-20 HRS, dt=. 1 HRS 1 . 1 1 .3 12 . 4 1 . 2 1 .5 14 . 5 1 . 4 1 . 7 15 . 8 1 .4 1 .7 16 . 0 1 . 5 1 . 8 15 . 8 1 . 5 1 . 8 14 . 9 TYPE JIIy24-HOUR RAINFALL= 3 .5 IN Prepared by Applied Microcomputer Systems 7 Jun 02 ivdroCAD 4 . 00 00 33 (c) 1986 1995 Applied Microcomputer Systems 2EACH 4 Qin = . 8 CFS @ 12.04 HRS, VOLUME= . 10 AF Qout= . 8 CFS @ 12.04 HRS, VOLUME= 10 AF, ATTEN= 0%, LAG= .1 MIN )EPTH END AREA DISCH (FT) (SO-FT) (CFS) 8" PIPE g 2 STOR-IND+TRANS METHOD 0 .0 0 . 0 0 .0 PEAK DEPTH= . 20 FT .1 0 . 0 .1 n= .011 PEAK VELOCITY= 4 . 5 FPS . 1 . 1 .4 LENGTH= 24 FT TRAVEL TIME = . 1 MIN .2 . 2 .8 SLOPE= . 02 FT/FT SPAN= 10-20 HRS, dt=. 1 HRS .5 .5 3 .4 .5 . 6 3 .9 . 6 . 7 4 .3 .6 . 7 4 .3 .6 . 7 4 .3 . 7 . 7 4 . 0 TYPE II 24-HOUR RAINFALL= 3 .5 IN ,repared by Applied Microcomputer Systems 7 Jun 02 :vdroCAD 4 . 00 00083' (c) 1986-1995 Applied Microcomputer Systems IOND 1 Qin = 2 . 3 CFS @ 11.87 HRS, VOLUME= . 12 AF Qout= . 8 CFS @ 12.04 HRS, VOLUME= .10 AF, ATTEN= 64°s, LAG= 10 . 3 MIN Qpri= . 8 CFS @ 12 .04 HRS, VOLUME= .10 AF Qsec= 0 . 0 CFS @ 0.00 HRS, VOLUME= 0 . 00 AF ELEVATION AREA INC.STOR CUM. STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 2033 CF 100 .5 700 0 0 PEAK ELEVATION= 3-01 . 7 FT 101. 0 1780 620 620 FLOOD ELEVATION= 103 . 0 FT 102 .0 2557 2169 2789 START ELEVATION= 3.00 . 5 FT 103 .0 3387 2972 5761 SPAN= 10-20 HRS, dt= . 1 HRS # ROUTE INVERT OUTLET DEVICE 1 P 101 . 0 ' 8" ORIFICE/GRATE Q=.S PI r"2 SQR(2g) SQR(H-r) 2 S 102 . 9 ' 10' BROAD-CRESTED RECTANGULAR WEIR Q=C L H"1 .5 C=O, 0, 0, 3 .51, 3 .48, 3 .42, 3 .48 , 3 .57 3 P 102 .5 ' 24" HORIZONTAL ORIFICE/GRATE Q=•5 Area SQR(2gH) Primary Discharge �1=Orifice/Grate 3=Orifice/Grate Secondary Discharge I 2=Broad-Crested Rectangular Weir OND 2 INDIVIDUAL ROOFTOP INFILTRATION SYSTEM )in = .1 CFS @ 11. 82 HRS, VOLUME= 0 . 00 AF tout= 0 . 0 CFS @ 11 . 60 HRS, VOLUME= 0 .00 AF, ATTEN= 89%, LAG= 0 . 0 MIN 3LEVATION AREA INC.STOR CUM. STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 82 CF 100 .5 42 0 0 PEAK ELEVATION= 102 .5 FT 103 . 7 42 134 134 FLOOD ELEVATION= 104 . 7 FT 104. 7 1 22 156 START ELEVATION= 100 .5 FT SPAN= 10-20 HRS, dt= . 1 HRS ROUTE INVERT OUTLET DEVICES L P 100 .5 ' EXFI:LTRATION Q= . 01 CFS at and above 100 . 6 ' 7'U,, - WV ,JJ 111 L1AJ3]-LLi1W1]Ll J1 . , JALl]l•1, 1. {TYPE II 24-HOUR RAINFALL= 4 .8 IN _ -repared by Applied Microcomputer Systems 7 Jun 02 vdroCAD 4 00 000833 (c) 1986-1995 Applied Microcomputer Systems UBCATCHMENT 1 RIGHT SIDE ROADWAY PEAK= 1 . 5 CFS @ 11 .85 HRS, VOLUME= . 07 AF ACRES CN SCS TR-20 METHOD .18 98 ROAD & DRIVEWAYS TYPE II 24-HOUR . 02 61 LAWN RAINFALL= 4 . 8 IN .05 98 1/2 ROOF AREAS SPAN= 10-20 HRS, dt= .1 HRS .25 95 athod Comment me (min) R-55 SHEET FLOW Segment ID: .4 nooth surfaces n=. 011 L=22 ' P2=2 . 8 in s= .02 SALLOW CONCENTRATED/UPLAND FLOW 9 aved Kv=20 .3282 L7292 ' s= . 0674 ' / ' V=5 .28 fps Total Length= 314 ft Total Tc= 1 .3 JBCATCHMBNT 2 LEFT SIDE ROADWAY ?EAK= 1 . 9 CFS @ 11 .86 HRS, VOLUME= .08 AF ACRES CN SCS TR-20 METHOD .14 98 ROAD & DRIVEWAY TYPE II 24-HOUR .32 61 LAWN RAINFALL= 4 . 8 IN .04 98 ROOF AREAS SPAN= 10-20 HRS, dt= . 1 HRS . 50 74 !.!hod Comment Tc (min) 55 SHEET FLOW Segment ID: .4 tooth surfaces n=. 011 L=22 ' P2=2 . 8 in s=.02 [ALLOW CONCENTRATED/UPLAND FLOW Segment ID: s g Lved Kv=20 .3282 L_300 ' s= .0674 ' / ' V=5 . 28 fP Total Length= 322 ft Total Tc= 1 .3 BCATCHMENT 3 WEAK= . 7 CFS @ 12 . 03 HRS, VOLUME= . 05 AF ACRES CN SCS TR-20 METHOD . 38 66 WOODLAND/POOR COVER TYPE II 24-HOUR RAINFALL= 4 . 8 IN SPAN= 10-20 HRS, dt= . 1 HRS thod Comment T (min) -55 SHEET FLOW Segment ID: 14 .4 ods : Dense underbrush n=.8 L=90 ' P2=2 . 8 in s= .2067 ALLOW CONCENTRATED/UPLAND FLOW Segment ID: . 7 ort Grass Pasture Kv=7 L=93 ' s=.114 ' / ' V=2 .36 fps Total Length= 183 ft Total Tc= 15 .1 TYPE OUR RAINFALL= 4.8 IN Irepared by Applied Microcomputer Systems 7 Jun 02 [vdroCAD 4 . 00 000833 (c) 1986-1995 Applied Microcomputer Systems ;UBCATCHMENT 4 PEAK= 1 . 2 CFS @ 11.94 HRS, VOLUME= . 06 AF ACRES CN SCS TR-20 METHOD .68 61 LAWN TYPE II 24-HOUR RAINFALL= 4 .8 IN SPAN= 10-20 HRS, dt= .1 'HRS :ethod Comment Tc (min) R-55 SHEET FLOW Segment ID: 6 .0 rass: Short n=.15 L=25 ' P2=2 . 8 in s= .005 HALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.0 crest w/Heavy Litter Kv=2 .5 L=86 ' s= .3 ' / ' V=1 . 37 fps Total Length= 111 ft Total Tc= 7 .0 UBCATCHMENT 5 1/2 OF INDIVIDUAL ROOF SURFACE PEAK= . 1 CFS @ 11 . 82 HRS, VOLUME= . 01 AF ACRES CN SCS TR-20 METHOD .02 98 1/2 OF MAX. ROOF SURFACE TYPE II .24-HOUR RAINFALL= 4 . 8 IN SPAN= 10-20 HRS, dt= . 1 HRS athod Comment Tc (min) R-55 SHEET FLOW Segment ID: . 1 nooth surfaces n=. 011 L=15 ' P2=2 .8 in s= .33 HALLOW CONCENTRATED/UPLAND FLOW Segment ID: .3 aved Kv=20 .3282 L=22 ' s=.005 ' / ' V=1 .44 fps Total Length= 37 ft Total Tc= .4 I aua w., Wa ..,.� ,. uicvvu c , ....., ... .�..� . TYPE IIy24-HOUR RAINFALL= 4 .8 IN repared by Applied Microcomputer Systems 7 Jun 02 ydroCAD 4 00 000833 (c) 1986-1995 Applied Microcomputer Systems EACH 1 )in = 1 . 5 CFS @ 11.85 HRS, VOLUME= . 07 AF bout= 1 .5 CFS @ 11.85 HRS, VOLUME= .07 AF, ATTEN= 0%, LAG= . 1 MIN EPTH END AREA DISCH (FT) (SO-FT) (CFS) 12" PIPE STOR-IND+TRANS METHOD 0 .0 0 . 0 0 .0 PEAK DEPTH= .36 FT .1 0 . 0 .1 n= .013 PEAK VELOCITY= 5 . 7 FPS .2 . 1 .4 LENGTH= 8 FT TRAVEL TIME = 0 . 0 MIN .3 . 2 1 .0 SLOPE= . 02 FT/FT SPAN= 10-20 HRS, dt= .1 HRS .7 . 6 4 .2 . 8 . 7 4 .9 .9 . 7 5 .4 .9 . 8 5 .4 1 .0 . 8 5 .4 1 .0 . 8 5 . 0 SACH 2 )in = 1 . 9 CFS @ 11 . 86 HRS, VOLUME= . 08 AF Zout= 1 . 9 CFS @ 11 . 86 HRS, VOLUME= . 08 AF, ATTEN= 0%, LAG= . 1 MIN 3PTH END AREA DISCH (FT) (SO-FT) (CFS) 12" PIPE STOR-IND+TRANS METHOD 0 . 0 0 . 0 0 . 0 PEAK DEPTH= .40 FT . 1 0 . 0 . 1 n= .013 PEAK VELOCITY= 6 . 1 FPS .2 . 1 . 4 LENGTH= 16 FT TRAVEL TIME = 0 . 0 MIN .3 .2 1. 0 SLOPE= . 02 FT/FT SPAN= 10-20 HRS, dt= .1 HRS .7 .6 4 . 2 . 8 . 7 4 . 9 .9 . 7 5 . 4 . 9 . 8 5 . 4 1 .0 . 8 5 . 4 1 . 0 . 8 5 . 0 3ACH 3 An = 3 .4 CFS @ 11 . 86 HRS, VOLUME= .16 AF )out= 3 .4 CFS @ 11 . 86 HRS, VOLUME= .16 AF, ATTEN= 0%, LAG= . 1 MIN dPTH END AREA DISCH `FT) (SO-FT) (CFS) 18" PIPE STOR-IND+TRANS METHOD 0 . 0 0 . 0 0 . 0 PEAK DEPTH= .47 FT .2 . 1 . 3 n= .013 PEAK VELOCITY= 6 . 8 FPS .3 .3 1. 3 LENGTH= 24 FT TRAVEL TIME = . 1 MIN .5 .4 2 . 9 SLOPE= .02 FT/FT SPAN= 10-20 HRS, dt= .1 HRS 1 .1 1 . 3 12 . 4 1 .2 1 .5 14 . 5 1 .4 1 . 7 15 . 8 1 .4 1 . 7 16 . 0 1 . 5 1 . 8 15 . 8 1 .5 1 . 8 14 . 9 /U VU -Y VY nV /JJ-LYL1AVy!-tAl\L l]1] J1 , iJALJ.]3'!, l'l11 tl\VL , TYPE II 24-HOUR RAINFALL= 4 .8 IN Irepared by Applied Microcomputer Systems 7 Jun 02 (ydroCAD 4 . 00 000833 (c) 1986-1995 Applied Microcomputer Systems 'EACH 4 Qin = 1 .3 CFS @ 12.05 HRS, VOLUME= . 18 AF Qout= 1 .3 CFS @ 12 .06 HRS, VOLUME= . 18 AF, ATTEN= la, LAG= . 7 MIN EPTH END AREA DISCH (FT) (SO-FT) (CFS) 8" PIPE g 2 STOR-IND+TRANS METHOD 0 .0 0 . 0 0 .0 PEAK DEPTH= .25 FT 1 0 . 0 .1 n= . 011 PEAK VELOCITY= 5 . 3 FPS 1 . 1 .4 LENGTH= 24 FT TRAVEL TIME = . 1 MIN .2 . 2 .8 SLOPE= . 02 FT/FT SPAN= 10-20 HRS, dt= . 1 HRS .5 .5 3 .4 .5 . 6 3 . 9 .6 . 7 4 .3 .6 . 7 4 .3 .6 . 7 4 .3 .7 . 7 4 , 0 TYPE II 24-HOUR RAINFALL= 4 .8 IN - V- ?repared by Applied Microcomputer Systems 7 Jun 02 lydroCAD 4 . 00 OOQB33 (c) 1986 1995 Applied Microcomputer Systems ?OND 1 Qin = 3 . 7 CFS @ 11.87 HRS, VOLUME= .20 AF Qout= 1.3 CFS @ 12 .05 HRS, VOLUME= .18 AF, ATTEN= 66"s, LAG= 10 . 8 MIN Qpri= 1 . 3 CFS @ 12 .05 HRS, VOLUME= . 18 AF Qsec= 0 . 0 CFS @ 0.00 HRS, VOLUME= 0 . 00 AF ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 3252 CF 100 .5 700 0 0 PEAK ELEVATION= 3-02 .2 FT 101 .0 1780 620 620 FLOOD ELEVATION= 3-03 .0 FT 102 .0 2557 2169 2789 START ELEVATION= 1 00 .5 FT 103 .0 3387 2972 5761 SPAN= 10-20 HRS, dt=. 1 HRS ROUTE INVERT OUTLET DEVICES 1 P 101 . 0 ' 8" ORIFICE/GRATE Q=. S PI r-2 SQR(2g) SQR(H-r) 2 S 102 . 9 ' 10' BROAD-CRESTED RECTANGULAR WEIR Q=C L H"1.5 C=O, 0, 0, 3 .51, 3 .48, 3 .42, 3 .48, 3 .57 3 P 102 .5 ' 24" HORIZONTAL ORIFICE/GRATE Q=. S Area SQR(2gH) Primary Discharge �1=Orifice/Grate 3=Orifice/Grate Secondary Discharge 1 2=Broad-Crested Rectangular Weir :)ND 2 INDIVIDUAL ROOFTOP INFILTRATION SYSTEM din = . 1 CFS @ 11. 82 HRS, VOLUME= . 01 AF bout= 0 . 0 CFS @ 11. 50 HRS, VOLUME= . 01 AF, ATTEN= 92$, LAG= 0 . 0 MIN 3LEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) ( F) (CF) (CF) PEAK STORAGE = 125 CF 100 .5 42 0 0 PEAK ELEVATION= 103 .5 FT 103 .7 42 134 134 FLOOD ELEVATION= 104 .7 FT 104 .7 1 22 156 START ELEVATION= 100 . 5 FT SPAN= 10-20 HRS, dt= . 1 HRS CROUTE INVERT OUTLET DEVZ ES P 100 . 5 ' EXFILTRATION Q= • 01 CFS at and above 100 . 6 ' Q{.0. LVy �l/ .J ✓ uycaV a�-raaauu va , ver. a., •ur r .vr . �.TYPE JIIy24-HOUR RAINFALL= 8 .4 IN repared by Applied Microcomputer Systems 7 Jun 02 vdroCAD 4 . 00 000833 (c) 1986-1995 Applied Microcomouter Systems UBCATCHMENT 1 RIGHT SIDE ROADWAY PEAK= 2 . 7 CFS @ 11.84 HRS, VOLUME= . 13 AF ACRES CN SCS TR-20 METHOD .18 98 ROAD & DRIVEWAYS TYPE II 24-HOUR .02 61 LAWN RAINFALL= 8 .4 IN .05 98 1/2 ROOF AREAS SPAN= 10-20 HRS, dt= .1 HRS .25 95 zthod Comment Tc (min) R-55 SHEET FLOW Segment ID: .4 nooth surfaces n=.011 L=22 ' P2=2 . 8 in s=. 02 :TALLOW CONCENTRATED/UPLAND FLOW . 9 ived Kv=20 .3282 L=292 ' s= . 0674 ' / ' V=5 .28 fps Total Length= 314 ft Total Tc= 1 .3 JBCATCHMENT 2 LEFT SIDE ROADWAY ?EAK= 4 .4 CFS @ 11 . 86 HRS, VOLUME= .20 AF ACRES CN SCS TR-20 METHOD .14 98 ROAD & DRIVEWAY TYPE II 24-HOUR .32 61 LAWN RAINFALL= 8 .4 IN .04 98 ROOF AREAS SPAN= 10-20 HRS, dt= . l HRS .50 74 .Lhod Comment Tc (min) t-55 SHEET FLOW Segment ID: .4 tooth surfaces n= . 011 L=22 ' P2=2 .8 in s= . 02 TALLOW CONCENTRATED/UPLAND FLOW Segment ID• .9 ived Kv=20 .3282 L=300 ' s= . 0674 ' / ' V=5 .28 fps Total Length= 322 ft Total Tc= 1 .3 IBCATCHMENT 3 'EAK= 2 . 1 CFS @ 12 . 02 HRS, VOLUME= .13 AF ACRES CN SCS TR-20 METHOD .38 66 WOODLAND/POOR COVER TYPE II 24-HOUR RAINFALL= 8 .4 IN SPAN= 10-20 HRS, dt= .1 HRS 1hod Comment Tc (min) -55 SHEET FLOW Segment ID: 14 .4 )ods : Dense underbrush n=. 8 L=90 ' P2=2 . 8 in s= .2067 (ALLOW CONCENTRATED/UPLAND FLOW Segment ID• . 7 ort Grass Pasture Kv=7 L=93 ' s= .114 ' / ' V=2 .36 fps Total Length= 183 ft Total Tc= 15 .1 TYPE II�24-HOUR RAINFALL= 8 .4 IN .-epared by Applied Microcomputer Systems 7 Jun 02 ,droCAD 4 00 000833 (c) 3986-1995 Applied Microcomputer Systems BCATCHMENT 4 'EAK= 3 - 9 CFS @ 11 .92 HRS, VOLUME= . 19 AF ACRES CN SCS TR-20 METHOD . 68 61 LAWN TYPE II 24-HOUR RAINFALL= 8 . 4 IN SPAN= 10-20 HRS, dt= .1 HRS thod Comment Tc (min) -55 SHEET FLOW Segment ID: 6 . 0 'ass : Short n=. 15 L=25 ' P2=2 . 8 in s= . 005 !ALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1 .0 rest w/Heavy Litter Kv=2 .5 L=86 ' s= .3 ' / ' V=1 .37 fps Total Length= 111 ft Total Tc= 7 . 0 BCATCH141ENT 5 1/2 OF INDIVIDUAL ROOF SURFACE EAK= . 2 CFS @ 11 . 82 HRS, VOLUME= .01 AF ACRES CN SCS TR-20 METHOD . 02 98 1/2 OF MAX. ROOF SURFACE TYPE II 24-HOUR RAINFALL= 8 .4 IN SPAN= 10-20 HRS, dt= . l HRS thod Comment Tc (min) .-55 SHEET FLOW Segment ID: . 1 ooth surfaces n=. 011 L=15 ' P2=2 . 8 in s=.33 ALLOW CONCENTRATED/UPLAND FLOW Segment ID: .3 ved Kv=20 . 3282 L=22 ' s=.005 ' / ' V=1.44 fps Total Length= 37 ft Total Tc= .4 TYPE II 24-HOIIR RAINFALL= 8.4 IN - -- -- .epared by Applied Microcomputer Systems 7 Jun 02 idroCAD 4 00 000833 ) 1986-1995 Applied Microcomputer Systems SACH 1 ?in = 2 . 7 CFS @ 11 .84 HRS, VOLUME= . 13 AF lout= 2 . 7 CFS @ 11 .85 HRS, VOLUME= . 13 AF, ATTEN= Oo, LAG= l MIN :PTH END AREA DISCI 'FT) (SO-FT) (CFS) 12" PIPE STOR-IND+TRANS METHOD 0 .0 0 . 0 0 .0 PEAK DEPTH= .50 FT .1 0 . 0 .1 n= . 013 PEAK VELOCITY= 6 . 6 FPS .2 . 1 .4 LENGTH= 8 FT TRAVEL TIME = 0 . 0 MIN .3 . 2 1 .0 SLOPE= .02 FT/FT SPAN= 10-20 HRS, dt= . 1 HRS .7 . 6 4 .2 . 8 . 7 4 .9 . 9 . 7 5 .4 • 9 • 8 5 .4 1 .0 . 8 5 .4 1 .0 . 8 5 . 0 (ACH 2 ,in = 4 .4 CFS @ 11 . 86 HRS, VOLUME= .20 AF gout= 4 .4 CFS @ 11 . 86 HRS, VOLUME= .20 AF, ATTEN= 0%, LAG= . l MIN IPTH END AREA DISCH FT) (SO-FT) (CFS) 12" PIPE STOR-IND+TRANS METHOD 0 .0 0 . 0 0 .0 PEAK DEPTH= .68 FT . 1 0 . 0 . 1 n= . 013 PEAK VELOCITY= 7 .1 FPS .2 . l .4 LENGTH= 16 FT TRAVEL TIME = 0 .0 MIN .3 .2 1 . 0 SLOPE= .02 FT/FT SPAN= 10-20 HRS, dt= . 1 HRS .7 . 6 4 .2 . 8 . 7 4 . 9 .9 . 7 5 .4 .9 . 8 5 .4 1 . 0 . 8 5 .4 1 . 0 . 8 5 . 0 ACH 3 li in = 7 . 2 CFS @ 11 . 85 HRS, VOLUME= .33 AF out= 7 .2 CFS @ 11 . 86 HRS, VOLUME= .33 AF, ATTEN= 0%, LAG= . 1 MIN PTH END AREA DISCI FT) (SO-FT) (CFS ) 18" PIPE STOR-IND+TRANS METHOD 0 . 0 0 . 0 0 . 0 PEAK DEPTH= .68 FT .2 . 1 . 3 n= .013 PEAK VELOCITY= 8 .4 FPS .3 . 3 1 .3 LENGTH= 24 FT TRAVEL TIME = 0.0 MIN .5 .4 2 . 9 SLOPE= .02 FT/FT SPAN= 10-20 HRS, dt= . 1 HRS 1 . 1 1 . 3 12 .4 1 .2 1 . 5 14 . 5 1 .4 1 . 7 15 . 8 1 .4 1 . 7 16 . 0 1 .5 1 . 8 15 . 8 1 .5 1 . 8 14 . g �TYPE�IIy24-HOUR RAINFALL= 8 .4 IN :epared by Applied Microcomputer Systems 7 Jun 02 7droCAD 4 .00 000833 (c) 1986-1995 Applied Microcomputer Systems SACH 4 tin = 8 .2 CFS @ 11 .92 HRS, VOLUME= .43 AF )out= 4 . 0 CFS @ 12 .00 HRS, VOLUME= .43 AF, ATTEN= 50%, LAG= 4 . 5 MIN 'PTH END AREA DISCH 'FT) (SO-FT) (CFS) 811 PIPE X 2 STOR-IND+TRANS METHOD 0 . 0 0 . 0 0 . 0 PEAK DEPTH= . 67 FT .1 0 . 0 . 1 n= .011 PEAK VELOCITY= 6 . 5 FPS . 1 . 1 .4 LENGTH= 24 FT TRAVEL TIME = . 1 MIN • 2 •2 . 8 SLOPE= .02 FT/FT SPAN= 10 -20 HRS, dt= . 1 HRS .5 . 5 3 .4 .5 . 6 3 . 9 .6 . 7 4 . 3 . 6 . 7 4 . 3 .6 . 7 4 . 3 . 7 . 7 4 .0 �TYPE rII�24-HOUR RAINFALL= 8 .4 IN repared by Applied Microcomputer Systems 7 Jun 02 vdrOCAD 4 00 000833 (c) 3986-1995 Applied Microcomputer Systems DND 1 din = 8 . 2 CFS @ 11 .87 HRS, VOLUME= .46 AF bout= 8 . 2 CFS @ 11 .92 HRS, VOLUME= .43 AF, ATTEN= OW, LAG= 3 . 5 MIN 2pri= 8 . 2 CFS @ 11 .92 HRS, VOLUME= .43 AF )sec= 0 . 0 CFS @ 0 .00 HRS, VOLUME= 0 . 00 AF =VATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 5006 CF 100 .5 700 0 0 PEAK ELEVATION= 3-02 . 7 FT 101.0 1780 620 620 FLOOD ELEVATION= 103 .0 FT 102 .0 2557 2169 2789 START ELEVATION= 100 .5 FT 103 .0 3387 2972 5761 SPAN= 10-20 HRS, dt= .1 HRS t ROUTE INVERT OUTLET DEVICES P 101. 0 ' 8" ORIFICE/GRATE Q=.5 PI r-2 SQR (2g) SQR (H-r) S 102 . 9 ' 10' BROAD-CRESTED RECTANGULAR WEIR Q=C L H"1 .5 C=O, 0, 0, 3 .51, 3 .48, 3 .42, 3 .48, 3.57 P 102 . 5 ' 24" HORIZONTAL ORIFICE/GRATE Q= .5 Area SQR(2gH) 'rimary Discharge -1=Orifice/Grate -3=Orifice/Grate econdary Discharge -2,=Broad-Crested Rectangular Weir ND 2 INDIVIDUAL ROOFTOP INFILTRATION SYSTEM in = .2 CFS @ 11. 82 HRS, VOLUME= .01 AF out= 0 . 0 CFS @ 10 . 80 HRS, VOLUME= .01 AF, ATTEN= 96%, LAG= 0 . 0 MIN LEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 260 CF 100 .5 42 0 0 PEAK ELEVATION= 109 .5 FT 103 . 7 42 134 134 FLOOD ELEVATION= 104 . 7 FT 104 .7 1 22 156 START ELEVATION= 100 .5 FT SPAN= 10-20 HRS, dt= . 1 HRS ROUTE INVERT OUTLET DEVICES P 100 . 5 ' EXFILTRATION Q= .01 CFS at and above 100 .6 ' t , 2 00 IV�5 17s ^. 46 2.25 Q y-15 O O 42 O N' N Map 1 2-year return period 1-day precipitation accumulation Contours drawn at intervals of 0.25 inch 33 N' '3 .2 8- / 73 74 70 3.04- x 1. 13 = 3.5 Atlas of Precipitation Extremes for the Northeastern United States and Southeastem Canada 17 3.00: 6 AAA \ ' 3.5o Q ?S 0 3.2 75 42 —gyp :...... ; ..., 4.25 �N , h 425 i` Map 3 10-year return period 1-day precipitation accumulation M g b Contours drawn at intervals of 0.25 inch n N / 450 .5078 I'`, 74 70 425x1. 13 = 55 Adas of Precipitation Extremes for the Northeastem United States and Southeastern Canada g i .� ..1> V 42 d Map 6 100 year return period 1-day precipitation accumulation 10 ` contours drawn at intervals of 1 inch 38 ar (78� 74 70 7.41 x 1,13 22 Atlas of Precipitation Extremes for the Northeastern United States and SOtllhea5tem Canada 2-5 Table 2-2.--Runoff curve numbers for selected agricultural, suburban, and urban land use . (Antecedent moisture condition II, and Ia = 0.23) HYDROLOGIC SOIL GROUP LAND USE CHI 101 A� B C Cultivated lands/: without conservation treatment 72 81 88 91 with conservation treatment 62 71 78 81 Pasture or range land: poor condition 68 79 86 89 good condition 39 61 74 80 Meadw: good condition - 30 58 71 78 Wood or Forest land: thin stand, poor cover, no mulch 45 66 77 63 good cover!/ 25 55 70 77 Open Spaces, lawns, parks, golf courses, cemeteries, etc. - good condition: grass cover on 751 or more of the area 19 61 74 SO fair condition: grass cover on 501 to 751 of the area 49 69 79 84 Commercial and business areas (851 impervious) 89 92 94 95 - Industrial districts (721 impervious). 81 88 91 93 Residential:l/ J•'r'/J n•'tf C�r�.,f.^ /,$ .7$S•YM✓�Y Average lot size Average 1 Impervious- . 1/8 acre or less 65 77 85 90 92 1/4 acre 38 61 75 83 87 1/3 acre 30 57 72 81 86 - 1/2 acre 25 54 70 80 85 I acre 20 51 68 79 84 Paved parking lots, roofs, driveways, etc.=/ 98 98 98 98 Streets sad roads: paved with curbs and storm severs=/ 98 98 98 98 gravel 76 85 89 91 dirt T2 62 87 89 1/ For a mere detailed description of agricultural land use curve numbers refer to 9ationa: Engineering Handbook, Section 4, Hydrology, Chapter 9, Aug. 1972. _ 1/ Good cover is protected from grazing and litter and brush cover soil. 2/ Curve n Umbers are computed assuming the runoff from the house and driveway is directed towards the street with a minimum of roof water directed to laws where additional infiltration could occur. . `-/ The remaining pervious areas (law) are considered to be in good pasture condition for these curve numbers. s/ In some warmer climates of the country a curve number of 95 may be used. f--P-0rk SCIS MAA1✓RQ p, t ,y k � a cr.l,��c y a �' a.r"' , :'� � l � ,� '^� P • ak '�c h'r t4 \ ➢;�+ E b+ m-.;� 'v'•3 t �vi,L ! +�'� Ti: F -0 t '\g'y�,..y.,�i�� A,•4- a dy'.i . �e �1 1�,. t�"rY W .r�y'a�\"4 s� .p 1 1, !! �� R,. a �a '�h ,l"� d�. "S �a' � . 7 �`r�, 1�iF+ � , fi.•,'X1+1 vo,�a+�::'f ! w 5 r 'r.. �dM!' 7 r ' r+r a 1. ? -r 4'roal• a c .Yroe. V '} RE W 'Px�` Pr '!, ♦ � Y.�.�'y �? S.�`1i.Pi+,y r� !. �_ Sl rr M' � m ,+ r !�. :.,i,t 'A +1 1' . x a •1 ��` 8 + 1 t Y C i if' a!r(R .0 1� F^' : ,f J'yY4'• ' l�v ~ r{ I J' .1'+ 3Tt Y . ,, z Y � '. r A c,/'' � "' 1�. ��..*' :��-}`y�''T^r v 4 7�4 PJ�-�' �\' ��SSfy4t •��' r'ifl'.,ri IK •�� S �� i :iii�.r+ S��r! o- s r .aa�(A4'Y. •'".�' !r. sY -)� ',�"f"s.a ',y, fe't,��}`p•7� '.! 7,,1 �[ 4� f. - ��ui-• � .�•` \:;{1 e 5t ` ti rt t r�!Kr '' aTn � .+I .e " ars: ,9�i,. 4 Jr a`ts�r'q+'tf 4. L� y't � � i '!, s r�f•.yy a r v t a „s"v ✓x f cro\ , r \� -a. w t gamy K w .'4y2 � 7 ��. ��r a'kja..'l.a ��.`ro r' ,�;,!>�.v��!i•lS ya Y� � \♦ r mFs ' i Y r fr m.., /c ... `�' t'Ft ` ai ^ J� 7 i 1$ x fy a•.yt '+! ,'�./ 5`P 'n'`,>d: „gar. J ar n�.''t "`( ".; .N✓W° .``+�� '",!,} n B r*'a. � x`A fir\ � + .1 r aT � �•\'•{F:'c�¢� 'C� �'S �� `i r'/ � r� M^a �✓rj� �i4f ' ^ An P`r'y �^{s ( }F^^15,��s� q� .� 4i(.. $ •., to Y�Z Ja:` X.F� Yg �k�}' rE. •�'." cr �\ yP 67J¢ r�& :$`.'�i:�i � i 3 ♦ -' �cv bf. ; tt "� h<" ftrY , �TV�,a �'f`r •tL' ka y *`'n�.` ,„ � ,,:lye su�l�,,?, '�4 �S x r �.y.Vyy"fir sF't r '67Ar' 0� Y J, ♦ .r ,C{.' r91�, t At .. o g, ex�.� �� ,�' +,g.3ro'.0 � 4��J( •sY �>y j��t'/_4f�.v>t�/r"� S+��w.y�rH,`�tF �' a` �' � 'e rym �"�i'r� � ) " �Y r f"of`r x),...aflv •� �''�J j�'"jy.']��a r v' � r �p�'�.d�e("Wr -�'"rS� � $ > ,tI i f ir.,�at 'if}� ._ 2 tP ✓ri '4' r x 3' �Y.f ♦ 1 l < - ,J � 4 �a•; �, !� f f4't �r s�,Fi ry � a� �.. � tv s:b, :.*+t t p Y E Q'-..r a' � ro / •�, 9TH v S" $�! o� i i�n )af�Jr�y� +� +� r \f � � � a� � b'�JiP: � 4' '�a„ r ✓ \.a "3af,` r'm. x'� � 'tF � a'7,4 if �`'i' i �+IJP 4/r 4' fr t^^`+`�' Ti 'V '- :.: �A` a. 2 � t" \ ��? a � t J C f$ ^'� ♦ I+�,, n >. * r 1.'. •.�- d .. y'd..a ,(�y"lF ! xry rt µ a f�rtt�* g.( �✓d� \�.:t �g �, P^J� C��: m :si��y eTS�J�a• �V��'�f n'= '..c�* .. ,,{�,y. + .l"`• 1� �} R t it� � - " w�' Si'+ .y16�''•��' \ .,,, s�l �` GFpr' •a'� w +�' it ',�w. „ 1 � 'P i> ab` d a y,e: :J d $ � 'br"I�` { isr,' r ; •,.rwr yr`P " ` i'YC ... .1� X e,.: vt a Stan cv :i St r ta`�yy. IN x �bS rYP CjR iAf"fi� Yi o)/�9�' - 1A Nf y+�aY 1 3 "A `t♦Y bl t•b f a§ * av ! +. . ..✓n �«�b`a ;', e a K f x\ ,7yn ¢a - '�`. e.'ii.�.bi<�� .��,{ 'e�i h' a °• a�;..Y�'ta, ��^�� _.:�-ifS!8� r_ @`',��t''\�')` Y/ -fes wi . .'y, my r'�� -" 7;�jF�f`"n�.s+ k'��, i•.' Y�''J� ,t,�as4��aL ,. f� d p,.,. V "&'°int rr�r+'�i"P " � fY i'��+ _ t" 41 e V c �, Pfwi� aat .y 4 �. •xw-/&`a 74-rettry i �. �➢t' ! y ' ' e a,M'nk ''�ir Ci. a \ y� o ,*'tG.,�;ad ri' ;. : �� S`Ti?"'r�"�"'.N.� �^•.°:.+. .��,��ro�' x hp q,:5r . �� .� + .� v aJ�,r � .,e m f.'s4;.:, 1" r W' y : .�' 4* ^+J `b .. 9'.1♦ i' Ixt "'� ��tfsq j C y Y 'a;"ice aro G"jya., �� • ,i��. �,.�� #„*PPP�.�• '� �4 br�•i �'df "�'�'^� t �'! ....�x`- +TiST�Y� F�,,,,►'�•i R R ��I �a,i d f'�_F �v �''��” ' -, R � r 64 Soil survey TABLE 16.--SOIL AND WATER FEATURES Flooding" and "water table" and terms such as "rare," "brief," "apparent," and "perched" are explained in the text. The symbol C means less than;- > means more than. Absence of an entry indicates that the feature is not a concern] .Flood n High water tableRisk of corrosion Soil name and IHydro-I (Potential[ map symbol I logicl Frequency I Duration IMonths I Depth I Kind (Months I frost IUncoated IConcrete I rou I I I I I I I action I steel I Ft I I I I B, AnC, AnD-----I -C (None----- 1 __ 11.5-2.51Perched 1Jan-AprlModerate ILow------IHigh. nnisquasquam I l * l I I I I I I I I I eaches I I I I I I I B---------------I B (None--------I --- --- I1.5-3.SIApparentlNov-AprlHigh-----(Moderate (Moderate. elgrade I I A, BuB, BuC-----I C INone--------1 --- I --- 11.0-3.01 Apparent l Nov-Apr[High-----IHigh-----Moderate. oxford B*: I I I I I I I I oxford----------I C INone--------I -- I --- I1.0-3.OIApparentlNov-AprlHigh-----IHigh-----IModerate. I I I I I I 1 I I I rban land. I I B, CaC, CbB, I I I I I I I I I I bC, CbD, DCB, I cC, CeD, CcE----I B (None--------1 --- I --- 1 >6.0 1 --- I --- ILow------[Low------IHigh. Canton I I I I I I I I I I I I C*: I I I I I I I I I I anton-----------I B INone--------1 ___ --- 1 >6.0 1 --- I --- ILow------II I I ILow------IHigh. rban land. I I I I I I I I I I I I I I I I I I I l I I I I I ' _ I I C* CrD* I hatfield--------I B (None--------1 --- --- 1 >6.0 1 --- I --- IModerate ILow------Moderate. I I ollis-----------I C/D INone--------1 --- I --- 1 >6.0 1 --- I --- IModerate ILow------IHigh. I I I I I I I I I ock outcrop. I I ----------------I B (None--------I --- I --- 11.5-3.OIApparent[Dec-Apr[Moderate ILow------IHigh. d eer£ield I I I I I I I I I } 1 I I I I I I I amps I I I I I I I I I I I A, EIB----------I C INone--------I --- I --- 11.5-3.OlPerched INov-May l High-----IModerate IModerate. ' 1mridge I I I I I I I I I I I [ I I I I Luvaquents I I I I ----------------I D (None--------I --- I --- 1 0-1.0 I Apparent l Jan-Dec l High-----I High-----I High. reetown I I I I I I I I I I I ----------------I D (None--------1 --- I --- 1 +3-0 IApparentlJan-DeclHi h-----IHigh-----IgI High. h----- reetown I E I I I I I I I I 4, Hf B, Hf C,D, HfE I I I I I I I I 4inckley________I A 1None--------1 ___ 1 ___ I >6.0 1 ___ 1 ___ 1Low------1Low------iHlgh. I xllis-----------I C/D INone-------- --- --- I >6.0 I --- I --- IModerate ILow------IHigh. ^ban land. I I I I I I II I I I I I I mk outcrop. I 1 I I I I I I I I I I I I I I I I ,- See footnote at end of table t 1 I S w t t JOB HANCOCK SBR'ey A&SDcistts,IIIc. SHEET NO. OF 235 Newbury Street,Danvers,MA 01923 (978)777-3050 Fax(978)774-7816 CALCULATED BY DATE ❑12 Famsworth Street ❑626 Main Street Boston,MA 02210 Bolton,MA 01740 CHECKED BY DATE (617)350.7906 (978)779-6767 SCALE 5/Zi J6- OF 0F SriRl7 v .............. CuiD �( o Rom S x 2f �3..bu ... 5 L.eti-1G7�f .o_. ..... IZ 3`{ �. ...... ...._. ST6Rt .....VUw E Pct C t IC t2 fyU-L `d � IUb �FlC •) _........ 3.Z 12 3�{ lrF...• ............ )MTNI 1(sV4a SACK)NS1�PoAtleA) TYPE JII+24-HOUR RAINFALL= 8 .4 IN reparec by Applied Microcomputer Systems 30 Aug 01 ydroCAD 4 . 00 000833 (cl 1986-1115 Applied Microcomputer Systems OND 2 INDIVIDUAL ROOFTOP INFILTRATION SYSTEM Din = .2 CFS @ 11 .82 HRS, VOLUME= .01 AF Dout= 0 . 0 CFS @ 11 .10 HRS, VOLUME= . 01 AF, ATTEN= 965k , LAG= 0 . 0 MIN ELEVATION AREA INC.STOR CUM. STOR STOR-IND METHOD (FT) (SF) ( F) (CF) PEAK STORAGE = 267 CF 100 .5 133 0 0 PEAK ELEVATION= 102 .5 FT 103 . 7 133 426 426 FLOOD ELEVATION= 104 . 7 FT 104 . 7 1 67 493 START ELEVATION= 100 .5 FT SPAN= 10-20 HRS, dt= .1 HRS '# ROUTE INVERT OUTLET DEVICES L P 100 . 5 ' EXFILTRATION 4= .01 CFS at and above 100 . 6 ' SL0. LV1 1tV /JJ�LID1HJp-YHALJ]1] J1 . / JL]1JL]lR/ CLi Y1CVY. n. N TYPE II 24-HOUR RAINFALL= 8 .4 IN repared by Applied Microcomputer Systems 30 Aug 01 vdroCAD 4 . 00 000833 (c ) 1986-1995 Applied Microcomputer Systems JBCATCHMENT 5 1/2 OF INDIVIDUAL ROOF SURFACE ?EAK= . 2 CFS @ 11 .82 HRS, VOLUME= . 01 AF ACRES CN )SCS TR-20 METHOD . 02 98 1/2 OF MAX. ROOF SURFACE TYPE II 24-HOUR RAINFALL= 8 .4 IN SPAN= 10-20 HRS, dt= . 1 HRS :thod Comment Tc (min) 2-55 SHEET FLOW Segment ID: , 1 nooth surfaces n= . 011 L=15 ' P2=2 . 8 in s= .33 TALLOW CONCENTRATED/UPLAND FLOW Segment ID: , 3 ived Kv=20 .3282 L=22 ' s= .005 ' / ' V=1.44 fps Total Length= 37 ft Total Tc= .4 perdu- SRI' PatriotProperties 91 Salem 11/29/2001 Abutters List 02:30:26PM Filter Used: DataProperty.ParcellD='14-0048-0'OR DataProperty.ParceIID='14-0050-0'OR DataProperty.ParceIID='14-0052-0'OR DataProperty.ParceIID= '14-0030-0'OR DataProperty.ParceIID='14-0031-0.. I' 4 3 6 5 11 �,� {. 1 V29l2001ON, 3 � '° (( - i °i°�� 'Pa e1ol9 �� v i Is � , 1�t � € #' s U : ,IN . 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ParcellD Location Owner Co-Owner Mailing Address City State Zip 14-0030-0 11 DELL STREET BARTLETT&STEADMAN DEV CO 67REAR VILLAGE STREET MARBLEHEAD MA 01945 14-0031-0 23 35 DELL STREET BARTLET&STEADMAN DEV COR 67REAR VILLAGE STREET MARBLEHEAD MA 01945 14-0032-0 13 DELL STREET MORRIS MARION BARNET C/O SARA FREEDLAND PO BOX 453 WOODBURY CT 06798 14-0033-0 28 36 DELL STREET BARTLETT&STEADMAN DEV CO 67REAR VILLAGE STREET MARBLEHEAD MA 01945 14-0034-0 26 DELL STREET LEDGEWOOD HILLS REALTY TRU DIBIASE PAUL TR P O BOX 780 LYNNFIELD MA 01940 14-0035-0 2224 DELL STREET BARTLETT&STEADMAN DEV CO 67REAR VILLAGE STREET MARBLEHEAD MA 01945 14-0036-0 26 PARLEE STREET BULYGA MICHAEL BULYGA MARY - 414 JEFFERSON AVE SALEM MA 01970 14-0037-0 22 PARLEE STREET LEDGEWOOD HILLS REALTY TRU DIBIASE PAUL TR P O BOX 780 LYNNFIELD MA 01940 14-0038-0 20 PARLEE STREET LAZARIDES HARRY BARBARA 64 PIERPONT ST PEABODY MA 01960 14-0039-0 18 PARLEE STREET LEDGEWOOD HILLS REALTY TRU DIBIASE PAUL TR P O BOX 780 LYNNFIELD MA 01940 14-0040-0 1 MALONE DRIVE R&c REALTY TRUST JAMES RONALD A TR 1 MALONE DR SALEM MA 01970 14-0041-0 12 PARLEE STREET YEE MARY 12 PARLEE ST SALEM MA 01970 14-0042-0 1 PAULAVENUE WILSON ARTHUR WILSON RITAA 1PAULAVENUE SALEM MA 01970 14-0047-0 15 PARLEE STREET TURNER JOHN T LINDA M 15 PARLEE ST SALEM MA 01970 14-0048-0 PARLEE STREET LEDGEWOOD HILLS REALTY TRU DIBIASE PAUL TR P 0 BOX 780 LYNNFIELD MA 01940 14-0049-0 PARLEE STREET KARAKOUDAS GEORGE A P O BOX 5737 SALISBURY MA 01952 14-0050-0 17 PARLEE STREET LEDGEWOOD HILLS REALTY TRU DIBIASE PAUL TR P O BOX 780 LYNNFIELD MA 01940 14-0051-0 19 PARLEE STREET GEORGILAKIS PETER J ETALI C/O GEORGILAKIS HELEN 51A BRIDGE ST SALEM MA 01970 14-0052-0 21 PARLEE STREET LEDGEWOOD HILLS REALTY TRU DIBIASE PAUL TR P O BO X 780 LYNNFIELD MA 01940 14-0053-0 20 DELL STREET LEDGEWOOD HILLS REALTY TRU DIBIASE PAUL TR P O BOX 780 LYNNFIELD MA 01940 14-0054-0 16 18 DELL STREET BARTLETT&STEADMAN DEV CO 67REAR VILLAGE STREET MARBLEHEAD MA 01945 14-0055-0 14 DELL STREET SHNEIDER BESSIE C/O CHATIS SHIRLEY 26 EVANS RD PEABODY MA 01960 14-0057-0 29 CROWDIS STREET LORD DONALD J MARY 29 CROWDIS ST SALEM MA 01970 14-0058-0 31 CROWDIS STREET SANTERRE MARY P 31 CROWDIS ST SALEM MA 01970 14-0059-0 33 CROWDIS STREET 105 CROWDIS SALEM REALTY TR PASQUARELLO C A 33 CROWDIS ST SALEM MA 01970 14-0060-0 35 37 CROWDIS STREET ALANTZAS NICHOLAS ALANTZAS ETHEL 35-37 CROWDIS STREET SALEM MA 01970 14-0061-0 3941 CROWDIS STREET BEATON PETER L BEATON CHARLOTTE A 39 CROWDIS ST SALEM MA 01970 14-0062-0 43 CROWDIS STREET ANARPET REALTY CORP 26 VALLEY ST SALEM MA 01970 14-0065-0 9 PARLEE STREET JULIEN ROBERT C SHARON C 9 PARLEE ST SALEM MA 01970 14-0066-0 11 PARLEE STREET OUELLETTE MAUREEN N OUELLETTE STEVEN R 11 PARLEE STREET SALEM MA 01970 14-0067-0 13 PARLEE STREET GRAFFAM REALTY TRUST GRAFFAM MARGARET A TR 13 PARLEE STREET SALEM MA 01970 14-0068-0 50 CROWDIS STREET THEOPHILOPOULOS ARTHUR P 24 VALLEY STREET SALEM MA 01970 14-0069-0 48 CROWDIS STREET ANARPET REALTY CORP 26 VALLEY ST SALEM MA 01970 14-0070-0 46 CROWDIS STREET GROSZYK ROBERT J GROSZYK MELINDA 46 CROWDIS ST SALEM MA 01970 14-0071-0 44 CROWDIS STREET NYGREN STEVEN 44 CROWDIS ST SALEM MA 01970 14-0072-0 42 CROWDIS STREET REDICAN LEONARD F REDICAN DIANNE M 42 CROWDIS STREET SALEM MA 01970 14-0074-0 38 CROWDIS STREET MCCARTHY DIANE ELLEN MCCARTHY EDWARD F 38 CROWDIS STREET SALEM MA 01970 14-0075-0 36 CROWDIS STREET FEMINO RICHARD J RICHARDS MARINE SERVIC P.O.BOX 727 MARBLEHEAD MA 01945 14-0144-0 6 10 DELL STREET BARTLETT&STEADMAN DEV CO 67REAR VILLAGE STREET MARBLEHEAD MA 01945 14-0315-0 3 MALONE DRIVE MACK GEORGE L MACK NATALIE 3 MALONE DR SALEM MA 01970 14-0316-0 4 MALONE DRIVE WEST MICHAEL J WEST PHYLLIS G 4 MALONE DRIVE SALEM MA 01970 14-0317-0 2 MALONE DRIVE ROSENBERG PAULINE M SUMROW PAULA J 2 MALONE DR SALEM MA 01970 End of Report THIS' EC!'.S IN PAYMENT OG TME FOLLOWING 4 614 VINCENT DIBIASE, INC. P.O.BOR 780 537163;2113 LYNNFIELD,MA 01940 PAY LL DOLLARS CHECK AMOUNT DA.E O THE ORDER F CHECK NO. DESCRIPTION $ GaB, THE WARREN FIVE PEABODY,MA L49019789li' i t i -ENVIRONMENTAL 1MPACT STATEMENT TO ACCOMPANY DEFINITIVE SUBDIVISION PLANS SITE: Parlee Street Extension Salem, MA OWNER / APPLICANT: Ledgewood Hills Realty Trust P.O. Box 780 Lynnfield, MA 01940 DATE: November 27, 2001 H.S.A. NO. 8735 oa'��tN OF 44�c9 JAMES R. G� COMEAU HAN� -QCK No.38056 y e ENGINEERZINGzASS01P3ATES UVISIONOF HANCOCKSU ,,EKASSOuAA7ES,INC. �O A a 235 NEWBURY!]LTR ft,�EZ(II1 E t ANVERS, MA 01923 PHONE: (978) 777 3050 AX: (978) 774-4205 X18735 Environmental Impact Statement Parlee Street Extension,Salem,MA INTRODUCTION This Environmental Impact Statement has been prepared in accordance with the "Rules and Regulations Governing Y the Subdivision of Land in the Cit of Salem, Massachusetts." This document has been prepared to aid the Salem Planning Board in their review of the relationship of Parlee St. Extension to the environment of the property itself and to the City of Salem. NATURAL ENVIRONMENT 1. AIR a. Air quality during construction will be of similar quality to normal residential site construction of an unimproved lot. Ledge excavation will most likely be performed by pneumatic hammer, which will generate a minor amount of dust. b. The effects of air quality during construction will be minimized by only performing site construction during normal working hours. c. Due to the prevailing wind pattern, a small number of existing residences to the east of this project should experience only minor detrimental effects of air quality during construction and only during normal working hours. d. No incineration of refuse is anticipated for this project either during construction or after construction. 2. LAND a. This parcel is currently undeveloped and is located on the south side of existing Parlee Street. Wetlands border the property to the south and west. The land is predominantly dry slope except for the wetlands to the south and west. The land is partially wooded with mostly scrub trees and brush. The topography has some ledge outcrops and slopes from the corner of Parlee St., Crowdis St. and Malone Dr. at an elevation of about 125, downward toward the wetlands at an elevation of about 98. Soils are predominantly hydrologic soil group B — Chatfield. Construction of 254 linear feet roadway and five (5) new residential lots will result in some alteration of the topography in the immediate roadway area and some trees will be removed. Additional vegetation will have to be removed during house construction. b. Currently, the entire site flows southwesterly towards abutting wetlands, with most of the stormwater flows being directed towards aproposed detention pond Page 1 #8735 EmironmentalImpact Statement Parlee Street Extension,Salem,MA situated at the southerly portion of the project. Ledge excavation will be required in the vicinity of this proposed detention pond due,to.the presence of ledge outcrops in this area. c. Permission to perform subsurface soil exploration, including soil percolation testing, within the 100' wetland buffer zone is entailed within the Notice of Intent for this project. d. Most ofthe subject parcel, with the exception of wetlands contained within the parcel, will be altered to the level normally associated with residential house construction. e. The proposed rough grading for this project will essentially mimic the existing slope from the corner of Parlee St., Crowdis St. and Malone Dr. at an elevation of about 125, downward toward the wetlands-at an elevation of about 98, yielding a roadway slope of 6.74%. Excavations and fills will be kept to a minimum in order to limit earthwork. f. Wetlands border the property to the south and west. No wetland alterations are proposed for this project. 3. WATER AND WETLANDS a. Since the water supply for this project is municipal, no effect on the quality and quantity of the water supply is anticipated. Recharge of groundwater supply will be provided by the detention pond, as demonstrated in the stormwater management report, as well as by the. incorporation of stormwater infiltrators which shall be sized to accommodate-gne- half of the roof surface. b. Prior to roadway earthwork construction, trees are to be cleared within the roadway layout. Stock piles are to be located along the road or in the existing field to minimize tree removal. The detention-pond/sediment forebay, as well as the remaining roadway drainage system, shall be constructed at the same time as the preparation of the roadway subbase. All road construction is-expected to be completed within one (1) construction season. No abutting land is expected to be adversely impacted because all roadway drainage will be diverted.toward the detention basin. We do not foresee any erosion problems due to the nature of the soils and the flat topography. c. (1) The proposed construction area is not located within any land subject to flooding. The land will be graded as to prevent any ponding. Page 2 #8735 EnWronmental Impact Statement Parlee Street Extension,Salem,MA (2) Refer to Operation and Maintenance Plan (attachment to MDEP Stormwater Management Report) for narration:. (3) All exposed earth slopes shall receive loam, seed or mulch as soon as these areas are brought to grade. Proposed landscaped areas shall be permanently loamed and seeded or mulched Landscaping relating to individual lots will be undertaken by the homeowners themselves. (4) Only areas of natural vegetative cover immediately abutting the bordering vegetated wetland will be preserved. (5) The proposed grading for this project will essentially mimic the existing slope from the corner of Parlee St., Crowdis St. and Malone Dr. at an elevation of about 125, downhill toward the wetlands at a slope of approximately 6.5%, which is roughly the existing hillside grade. Excavations and fills will be kept to a minimum in order to limit earthwork. (6) No wetland alterations are proposed for this project. (7) There appears to be no existing flood control or wetland easements on the subject property. Drainage easements are proposed to encompass fthe proposed detention pond to facilitate routine maintenance of this feature. (8) The proposed drainage system discharges into a detention pond with a metered discharge, which will reduce the post-development runoff to below pre- development levels. Subsurface infiltration areas shall be used to drain one-half of rooftop surface areas back into the ground. d. Since this project adheres to MDEP Stormwater Management Policy by meeting TSS removal rates, no increase in pollution levels leaving this project is anticipated. Since there is a reduction in post-development runoff rates to below pre-development levels, no increase in turbidity levels in the nearby wetland area is anticipated. e. For the reasons stated in 3.c. above, no detrimental effects on the wetland environment is anticipated. f. Recharge of groundwater supply will be provided by the detention pond, as demonstrated in the stormwater management report, as well as by the incorporation of stormwater infiltrators which shall be sized to accommodate one- half of the roof surface. g. Since the proposed drainage system discharges into a detention pond with a metered discharge, reducing post-development runoff to below pre-development levels, no increase in flooding outside the subdivision is anticipated. Page 3 #8735 Environmental Impact Statement Parlee StreerExtension,Salem,MA K A sewage lift station, sized to accommodate all;future undeveloped Jots within w. this-subdivision, will provide the means for_sewaye,disposal...Apropane gas ., powered emergency backup generator will be provided to provide full power in the event of a power failure. Therefore, no detrimental effects of sewage disposal to surface and groundwater supply is anticipated for this project. 4. ENERGY a.&b. Types of heating energy sources servicing this subdivisions will be electric and oil, which will be provided by these respective utility/delivery companies. A gas main is present at the intersection of Paul Ave. & Parlee St., but it is at this point in time unclear if the respective gas company would be willing to extend this line into this project. 6. NOISE. a. Noise levels during construction will be of similar to that of normal residential site construction. Ledge excavation will most likely be performed by pneumatic hammer, which will generate some degree of noise. However, this work will only be performed during normal work hours. After construction, noise levels will be similar to those associated with a small size residential development pawn mowers, childrenplaying, etc) b. No effects of noise levels to humans and wildlife are anticipated. c. Since noise levels both during and after construction will be normal with this type of development, no means of controls of noise levels are anticipated. 6. LOCAL FLORA AND FAUNA a. Work within the right of way of Parlee Street Extension and on several existing, abutting lots would occur within the buffer zone to Bordering Vegetated Wetlands. Utility construction is likely to require ledge excavation. It does not appear necessary to alter wetlands to develop the site, but some intrusion into local conservation buffers may be necessary to comply with DEP Stormwater Management Policies. The intent of the stated policies is to improve water quality by reducing total suspended solids,promoting groundwater recharge and preventing downstream flooding. A Notice of Intent filed with the Conservation Commission will be an absolute necessity. b. The upland portion of the site consists of ledge outcrops and shallow mineral soils. Borrow operations in the recent past have removed topsoil and increased Page 4 #8735 Environmental Impact Statement Parlee Street Extension,Salem,MA ledge outcrops to approximately fifty percent of the site. (Relatively undisturbed _. sites in the vicinity typically exhibit less than twenty percent ledge outcrops.) The- remaining he_remaining soils consist-of unconsolidated glacial till and spoil heaps, characterized by segregated piles of gravel and stones. Dominant upland vegetation includes Buckthorn, Multiflora Rose, Oriental Bittersweet, Black Cherry, Staghorn Sumac and Red Oak. The first three of these species are aggressive invasive shrubs. Red Oak, Staghorn Sumac and Black Cherry colonize sites withpoor soils: Trunk diameters of Oaks and Cherries approach ten inches, but the trees are uniformly stunted to less than twenty feet in height. Development of the site will destroy approximately fifty percent of the existing upland vegetation, which is likely to be replaced with lawn, landscaping and street trees. Impervious cover on the site is likely to be reduced, due to the requirement for vegetation in the stormwater treatment basin. (Proposed paving is unlikely to equal the existing ledge cover.) c. The current atlas sheet (Salem quadrangle effective through December 31, 2001) of the Massachusetts Natural Heritage and Endangered Species Program indicates no rare wildlife, Certified Vernal Pools or Priority Habitat Areas in the vicinity of the site. MAN-MADE ENVIRONMENT 1. LAND USE a. The proposed project conforms to the growth plans for the area and the City of Salem since it provides the creation of moderately priced single family dwellings. b. Land uses adjacent to the project are residential. c. No common recreational facilities or open areas within the subdivision are proposed since these lots were previously subdivided. d. The site is situated one-half mile from Route 107, giving access to transportation, educational facilities, recreational facilities, etc. Page 5 #8735 Environmental Impact Statement Parlee Street Extension,Salem,MA 2. DENSITY LOT 1 LOT.2.—,.. . ..LOT.3 LOT 4 . LOT 5, BLDG.TYPE Colonial Split Level Colonial Split Level S lit Level BLDG. SIZE 30'x30' 44'x24' 44x30' 30'x30' 28x24' #BEDROOMS 4 4 . 4 4 4 FLOOR AREA 1800 .s.f. 1536 ,s.f. 2640 .s.f. 1800 s.f. 1350 .s.f. %BLDG COVERAGE 6.6% 15.9% 11.3% 16.1% 9.0% %PVMTCOVERAGE 3.3% 5.4% 2.1% 4.8% 2.2% % OPEN SPACE 90.1% 78.7% 186.6°/6 79.1°k 88.8% 3. ZONING (Of note is that all lots in the project locus area were previously subdivided and are existing non-conforming. Zoning District— R1 MIN. LOT SIZE 15,000 S.f. MIN. LOT WIDTH 100' MAX. BLDG. LOT COVERAGE 30% MIN. FRONT YARD 15' MIN. SIDE YARD 10' MIN. REAR YARD 30' MAX. BLDG: HEIGHT 35'-(2-1/2 STORIES 4. ARCHITECTURE a. Proposed dwellings will be consistent with the rest of the surrounding community. Stone landscape retaining walls will be incorporated wherever possible to blend with the surrounding land. b. No proposed structures will exceed 2-1/2 stories in height. This is consistent with all other dwellings in the neighborhood. c. Currently, the wetlands are not visible from the uphill section of the project due to heavy scrub vegetation. The development of this site will allow views towards the wetlands, which would otherwise not be possible. d. Building materials will be consistent with normal wood frame dwellings. Trash and garbage disposal will be collected weekly. Page 6 #8735 Enwronmental Impact Statement Parlee Street Extension,Salem,MA 5. HISTORIC BUILDINGS a. No historic buildings appear to be.within or.adjacent.to the,site._ PUBLIC FACILITIES 1. WATER SUPPLY a. Water supply shall be via an existing municipal 8" waterline situated at the intersection of Parlee St., Crowdis St. and Malone Dr. b. Assuming 110 gal/day of water consumption per bedroom, a peak rate of consumption of 5 dwellings x 4 bedrooms x110 gal/day = 2200 gal/day of water consumption can be expected. The average actual rate of consumption will be about 1100 gal/day 2. SANITARY SEWERAGE CONNECTION, DISTRIBUTION AND FACILITIES a. The type of sanitary sewerage generated by this project is typical with normal residential use. Assuming a peak rate of 110 gal/day of generated sewerage per bedroom, a total of 5 dwellings x 4 bedrooms x110 gal/day = 2200 gal/day (peak rate) of generated sewerage can be expected. b. b. sewerage will be collected via an 8" gravity sewer located within Parlee St. Extension, which will drain into a collection manhole, then flow into a pump chamber, then into a forcemain into an existing gravity sewer manhole situated at the intersection of Parlee St., Crowdis St. and Malone Dr. (of note is that the pumps have been sized for the eventual development of all nine (9) parcels situated within the project. 3. STORM DRAINAGE FACILITIES a. See#4 below. 4. DISPOSITION OF STORMWATER a. The only drainage discharge outfall proposed for this project is the twin 8" metered discharges outletting from the proposed detention pond. b.&c. Refer to attached MDEP Stormwater Management Report for narration of discharged stormwater quality. Page 7 #8735 Environmental Impact Statement Parlee Street Extenm on,Salem,MA 5. REFUSE DISPOSAL a. Generated refuse will be typical of that-normally:associated with single family residences. b. Refuse will be collected weekly at curbside. 6. TRAFFIC FACILITIES a. Based on the Institute of Transportation Engineer's "Trip Generation Handbook," we estimate approximately 50 trips per day of normal passenger vehicles with the peaks occurring during the morning and afternoon commutes. b. Pedestrians will utilize pavement areas to arrive at the westerly side sidewalk along Parlee St. extension, which will access the neighborhood. c. All parking for the five (5) lots will be in the individual garages and driveways. 7. ELECTRIC POWER a. Power demand for this project will be typical of that normally associated with five (5) residential lots. b. Electric, telephone and cable t.v. will be provided via. A utility pole situated at the intersection of Parlee St., Crowdis St. and Malone Dr. 8. GAS a., b4c. A gas main is present at the intersection of Paul Ave. & Parlee St., but it is at this point in time unclear if the respective gas company would be willing to extend this line into this project. COMMUNITY SERVICES 1. SCHOOLS a. The City of Salem School System is expected to experience a minimal increase of approximately eight (8) students due to this project. b. The closest schools to the project site appear to be equidistant, comprising of the Witchcraft Heights Elementary School, as well as Salem High School and the recently completed nearby Elementary School. Page 8 #8735 Environmental Impact Statement Parlee Street Extension,Salem,MA 2. RECREATION a. &b. No park areas or recreational facilities are proposed for this project. A five (5) foot wide sidewalk on the westerly side of Parlee St. Extension will serve as the pedestrian way for this project in order to access neighborhood parks, such as DiBiase Park on Circle Hill Dr. 3. POLICE a. Police protection is not expected to be a problem at this subdivision due to the low number of dwellings. Assuming full occupancy in all bedrooms, a total population of 25 can be associated with this project. b. Assuming two vehiclesper dwelling, a total of 10passenger vehicles can be expected for this project. 4. FIRE a. Proposed buildings will include five (5) single-family wood frame homes. b. Fire protection for this development shall be via aproposed hydrant situated in the center of the development. This hydrant will share the same water main that will supply potable water to the development. 5. PUBLIC WORKS a. The intention of the developer is to ask the City of Salem accept the proposed roadway as a public way after the roadway construction has been completed. Upon acceptance, the public works department will provide maintenance service for approximately 254 feet of roadway. b. Street drains — 100 I.f., sanitary sewers &forcemain — 500 I.f., waterlines —290 I.f. HUMAN CONSIDERATIONS 1. AESTHETICS AND VISUAL IMPACTS a. This proposed development is similar to the surrounding residential area, both in density and types of single family dwellings proposed. Page 9 #8735 Ermronmental Impact Statement Parlee Street Extension, Salem,MA b. Proposed dwellings will be consistent with the rest of the surrounding ,.community. Stone landscape retaining walls will be incorporated wherever . z possible to blend with the surrounding land. Areas of natural vegetative cover immediately abutting the bordering vegetated wetland will be preserved. 2. PARKS, FORESTS AND RECREATIONAL AREAS a. & b. No wetland areas are proposed to be altered by the construction of the roadway. Though, individual lots may have some clearing and/or construction within the 100 Buffer Zone to nearby wetland areas which will be addressed in our Notice of Intent filing with the Salem Conservation Commission . The clearing and removal of vegetation should be held to a reasonable minimum, during the construction of both the roadway and homes. 3. PUBLIC-HEALTH a. Since the proposed development will only provide for five (5) additional single family homes, the effects water, air, and noise on abutting residences should be minimal. No wetland areas are proposed to be altered by the construction of the roadway. Though, individual lots may have some clearing and/or construction within the 100 Buffer Zone to nearby wetland areas which will be addressed in our Notice of Intent filing with the Salem Conservation Commission . The clearing and removal of vegetation should be held to a reasonable minimum, during the construction of both the roadway and homes. Page 10 F one sewers :, 0 General Applications Operational Information The size, efficiency and operating Motor economy of the GP 2010 make it your 1 HP, 1,725 RPM, high torque, capacitor R best choice for single dwellings, start,thermally protected, 120/240 V/60 waterfront property,subdivision Hz,one phase developments and marinas. The GP 2010 is ideally suited for both new and Inlet Connections existing communities. 4'inlet grommet standard for DWV pipe. Other inlet configurations available from Features the factory. The GP2010 Grinder Pump is a complete Discharge Connections 4 unit that includes:the grinder pump, Pump discharge terminates in 1-1/4'NPT check valve, HDPE(high density female thread. Can easily be adapted to polyethylene)tank and controls. The 1-1/4' PVC pipe or any other material GP2010 is packaged into a single required by local codes. complete unit, ready for installation. Discharge* All solids are ground into fine particles, 15 gpm at 0 prig allowing them to pass easily through the pump, check valve,and small diameter 11 gpm at 40 psig pipe lines. Even objects that are not 9 gpm at 60 psig normally found in sewage,such as plastic, rubber,fiber, wood,etc.are Overload Capacity ground into fine particles. The maximum pressure that the pump The 1-1/4' inch discharge connection is can generate is limited by the motor adaptable to any piping materials, characteristics. The motor generates a thereby allowing us to meet your local pressure well below the rating of the code requirements. piping and appurtenances. The automatic reset feature does not require The tough, corrosive resistant tank is manual operation following overload. made of corrugated HDPE. The optimum tank capacity of 70 gallons is based upon computer studies of water usage patterns. The internal check valve assembly, located in the Grinder Pump, is custom designed for non-clog, trouble-free operation. US&Foreign Patents Issued&Pending The Grinder Pump is automatically \ activated. It runs infrequently for very *Discharge data includes loss through check short periods. The annual energy valve,which is minimal, consumption is typically that of a 40 watt light bulb. Printed in USA,on Recycled Paper Units are available for indoor and outdoor PA1346P01 Rev.A,7/97 installations. Outdoor units are designed I F to accommodate a wide range of depths. 2010 WATER TIGHT LID, FRP WITH PADLOCK (STANDARD) \ STRAIN RELIEF CORD - CONNECTOR / PROTECTIVE CABLE SHROUD .(FRP) FIELD JOINT, REQUIRED POWER/ALARM CABLE FOR MODELS TALLER 12 G W/GND t THAN 2010 93 ELECTRICAL QUICK DISCONNECT (EOD) INTERNAL WELL VENT CORE :CONTROL COMPARTMENT 2.0' DIA. BREATHER INLET, GROMMET QUICK DISCONNECT ASSY. TO ACCEPT 4.50' O.D.PVC PIPE (STANDARD) . (304 S.S. ) t DUST COVER SUPPLIED / FOR SHIPMENT (NOT SS CAST BALL VALVE SUITABLE FOR BURIAL) DISCHARGE' 1 1/4' FNPT 35 in ALARM 898 mm 1-1/4' DISCHARGE LINE TO INLE (304 S.S. ) 41 in 26 in 040 mm CHECK VALVE ON 650 mm (PVC) _ 18 in 47 gal TO DISCHARGE OFF .447 mm 179 L 32 gal. ANTI-SIPHON VALVE 121 L (PVC) . 14 in 345 mm 30 DIA in 749 mm 24 gal. 91 L SEMI-POSITIVE DISPLACEMENT TYPE PUMP II DIRECTLY DRIVEN BY A 1 HP MOTOR S CAPABLE OF DELIVERING 9 gpm AT 138' T.D.H. lqwAov R. (34 Ipm AT 42m T.D.H. ) E.D.A. GAE1/02/97 E 1/16 OR BY CHK'D DATE ISSUE SCALE NOTE: A CONCRETE ANCHOR e n v i r o n m e n t O n IS REQUIRED TO PREVENT TANK FROM FLOATING. SEE INSTALLATION INSTRUCTIONS CORPORATION OR SPECIFIC CUT SHEET FOR SIZE AND WEIGHT OF ANCHOR MODEL 2010 DETAIL SHEET PA 008 P01 ^. System Design E/ONE SPD PUMP PERFORMANCE CURVE Proper LPS system design requires minimizing GRINDER PUMP.I HP:ins RPM ' retention time and friction losses while maintaining adequate 80 so scouring velocities. M0111NPM",MMtE 75n0 Environment One's semi-Positive displacement Pump 70tc0 lends itself tocomplex:system designs because of its nearly 150 vertical pump.curve and the resulting predictable flow.A semi- 00 Low PRE59M positive displacement pump provides predictable flows and ssu0tolerance of widely varying system pressures. 50120 s n0 R 45 *0 3 Total Dynamic Head (TDH) Capability S � Although apd LPS system has a specific design 90 pressure, it has a'tendency to fluctuate.These unpredictable g 3s eo increases and decreases are attributed to the randomness of 30 70 the number of pumps running on a single system at any given 25 90 d time.A grinder pump must be able to adapt to varying s 20 so pressures while still providing efficient service. �.15 ,o ,o 30 E/One's semi-positive displacement pumps are 520 0 designed and tested to function properly at 138 feet TDH.At Eff5 0 this design head,they produce a flow rate of 9 gpm. If the ' ' o z 4 a e to ,z ,a is system pressure exceeds 138 feet TDH during actual 0isovRCE(01 au operation,the pump will continue to function normally but at a slightly reduced flow rate. CENTRIFUGAL PUMP PERFORMANCE CURVE Centrifupals GRINDER PUMP,2 HP,30.50 RPM Centrifugal pump outputs vary widely depending on 12VMEIWELIER the simultaneous pump operations encountered. Designing a leo system with minimal retention time, minimal friction losses 75 170 and proper scouring velocities can not be done with any 70 180 degree of accuracy based on the assumed average flow rate es num s sus Iso a of a centrifugal pump;The nature of a centrifugal pump's P.W IP WDA < Go z0 sx 140 s performance makes accurate system design and TDH ss 130 predictions critical, yet these same pump characteristics so 3„M ffM f20 make flow predictability extremely complicated. 110 45 100 Total Dynamic Head (TDH) Capability 3 10 90 ° A typical centrifugal grinder pump has a shut-off 3s -OW PfFSA.itE SYSTEM DFSIGv PRESSURE 80 o head of about 105 feet TDH.Should the system demands 0 30 z.sa ° exceed 105 feet TDH,the pump will continue running but zs so o stop pumping. Centrifugal pumps offer no margin of `e 20 50 forgiveness when a system is designed to operate near the 1s 4° shut-off level. Also, centrffugai pumps are not designed to 10 20 operate at run out, i.e. "the right-hand side of the curve". s ,o 0 0 0 5 10 15 20 25 30 35 40 45 50 DISOIMCE (0), GPM LM000107 Rev- 8i97 ® - e FV_ o O ,. a' NIP- Simplex Alarm/Disconnect Panel Description The MOD 250 Electrical Panels are custom designed for use with Environment One Simplex Grinder Pumps.They are specified for installations that require an electrical disconnect separate from the residence distribution panel. MOD Panels can be supplied with audible,visual or combination alarms.They are easily installed in accordance with relevant national and local codes. Standard MOD Alarm Panels are listed by Underwriters Laboratories to assure high quality and safety. Please consult factory for special applications. Standard Features Corrosion-proof enclosure NEMA 3R rated Hinged access panel Lockable latch with padlock Secured dead front Access knock-outs Circuit breakers Terminal blocks and ground lugs Integral power bus Optional Features Audible alarm with silence Red alarm light Audible alarm with silence and lamp 120 VAC or 240 VAC Service N a MOD 250-1 REDUNDANT RUN (HIGH LEVEL) VISUAL&AUDIBLE ALARM Bin 4.62 in. i MANUAL SILENCE 117.3 mm. MANUALRUN 240VAC 1.87 in. 47.5 mm. f'1I1t� j o 11.00 in. l 279.4 mm. 5 3 : 0 8.75 in. - 222.3 mm. , ( in. 3.75 in. 190. 190.5 TIM BIN 95.3 mm. ,f 8.15 in. 222.3 mm. HORN CIRCUIT BREAKERS �,(�15 AMP C'2 L2 -O I N.O. L 15 AMP 1 I COIL COIL N.C. =15AMP 1 2 NEUTRAL ALARM N LENCE MANUAL LIGHT SWITCH RUN 1 G GROUND C BAR FUSE UL w U w 0 W.R.S. G.A.E. 1 08/22/94 1;�4 ww a = c¢ z m Ir 0 M 3 ¢ -DR BY I CHK'D I DATE ISSUE SCALE O MOTOR LEADS MANUAL ALARM LEADS RUN environment I one CORPORA-DC'. CONTROLCABLE TYPE TC; DIRECT BURIAL, 12AWG, PANEL; MODEL 250 - 1 SIX CONDUCTOR. :PA '1`135 P®1 0869p01.dsf ' clone sewers " : j : : E Typical Specifications Al ' Displacement ,.: ._. Grinder Pump Stations �� ; NSF, envi ron menu j one ` � r SECTION: GRINDER PUMP STATIONS feet(0 PSIG) and 9 GPM against a rated total dynamic head of 138 feet(60 PSIG). The um s must also be capable of ' GENERAL -. _. ° - . . .._.. p PO P operating at negative total dynamic head' 1.01 GENERAL DESCRIPTION: The without overloading the motor(s). Under MANUFACTURER shall furnish complete no conditions shall in-line piping or valving factory-built and tested Grinder Pump be allowed to create a false apparent Station(s), each consisting of grinder head. pump(s) suitably mounted in a basin constructed of fiberglass or high density : 1.05 WARRANTY: The grinder pump polyethylene (HDPE), electrical quick MANUFACTURER shall provide a part(s) disconnect (NEMA 6), pump removal and labor warranty on the complete station system, shut-off valve,anti-siphon valve, and accessories, including, but not limited and check valve assembled within the to, panel and redundant check valve,for a basin, electrical alarm/disconnect panel, period of twenty-four (24) months after and all necessary internal wiring and notice of OWNER'S acceptance, but no controls. For ease of serviceability,all greater than twenty-seven (27) months pump motor/grinder units shall be of like after receipt of shipment. Any defects type and horsepower throughout the found during the warranty period will be system. reported to the MANUFACTURER by the OWNER. 1.02 SHOP DRAWINGS: After receipt of notice to proceed,the MANUFACTURER 2.0 PRODUCT shall furnish a minimum of six(6) sets of shop drawings detailing the equipment to 2.01 PUMP: The pump shall be a custom be furnished including dimensional data designed, integral,vertical rotor, motor and materials of construction. The driven,solids handling pump of the ENGINEER shall promptly review this progressing cavity type with a single data, and return two (2) copies as mechanical seal. The rotor shall be accepted, or with requested modifications. through-hardened, highly polished, Upon receipt of accepted shop drawings, precipitation hardened stainless steel. The the MANUFACTURER shall proceed stator shall be of a specifically immediately with fabrication of the compounded ethylene propylene synthetic equipment. elastomer. The material shall be suited for domestic waste water service. Its physical 1.03 MANUFACTURER; The equipment specified properties shall include high tear and shall be a product of a company abrasion resistance, grease resistance, experienced in the design and water and detergent resistance, manufacture of grinder pumps for specific temperature stability, good aging use in low pressure sewage systems. The properties, and outstanding wear company shall submit detailed installation resistance. and user instructions for its product; submit evidence of an established service 2.02 GRINDER: The grinder shall be placed program including complete parts and immediately below the pumping elements service manuals, and be responsible for and shall be direct-driven by a single, one- maintaining a continuing inventory of piece stainless steel motor shaft. The grinder pump replacement parts. The grinder impeller assembly shall be MANUFACTURER shall provide a securely fastened to the pump motor shaft. reference and contact list from three of it's The grinder will be of the rotating type with largest contiguous grinder pump a stationary hardened and ground installations. stainless steel shredding ring spaced in accurate close annular alignment with the 1.04 OPERATING CONDITIONS: The pumps driven impeller assembly,which shall carry shall be capable of delivering 15 GPM two hardened type 400 series stainless against a rated total dynamic head of 0 steel cutter bars. 1 This assembly shall be dynamically 2.04 MECHANICAL SEAL: The core shall be balanced and operate without provided with a mechanical shaft seal to objectionable noise or vibration over the prevent leakage between the motor and "entire range of recommended operating r. pump.-The seal shall-have a stationary ' pressures` The grinder shall be ceramic seat and carbon rotating surface .,. constructed so as to eliminate clogging with faces precision lapped and held in and jamming under all normal operating position by a stainless steel spring. . conditions including starting. Sufficient vortex action shall be-created to scourtank 2.05 TANK AND INTEGRAL ACCESSWAY: free of deposits or sludge banks which (Model 2010) High Density Polyethylene would impair the operation of the pump. Construction The tank shall be made of These requirements shall be accomplished high density polyethylene,with a melt by the following, in conjunction with the index of 2.0 grams/10 minutes or lower to pump: assure high environmental stress cracking resistance. Corrugated sections are to be 1. The grinder shall be positioned in made of a double wall construction with such a way that solids are fed in an the internal wall being generally smooth to upward flow direction. promote scouring. Corrugations of outside wall are to be of a minimum amplitude of 1 2. The inlet shroud shall have a 112"to provide necessary transverse diameter no less than 5 inches. stiffness. Any incidental sections of a single wall construction are to be a 3. At maximum flow the average inlet minimum .250 inch thick. All seams velocity must not exceed 0.2 feet created during tank construction are to be per second. thermally welded and factory tested for leak tightness. Tank wall and bottom must 4. The impeller mechanism must withstand the pressure exerted by rotate at a nominal speed of no saturated soil loading at maximum burial greater than 1800 rpm. depth: All station components must function normally when exposed to The grinder shall be capable of reducing maximum external soil and hydrostatic all components in normal domestic pressure. sewage, including a reasonable amount of "foreign objects", such as paper,wood, The tank shall be furnished with one plastic, glass, rubber and the like,to finely- EPDM grommet (SDR 35 or SDR 40) divided particles which will pass freely fitting to accept a 4.50" OD DWV pipe. through the passages of the pump and the Tank capacities shall be as shown on the 1-1/4" diameter s/s discharge piping. contract drawings. 2.03 ELECTRIC MOTOR: As a maximum,the The accessway shall be an integral motor shall be a 1 HP, 1725 RPM,240 extension of the wet well assembly and Voft 60 Hertz, 1 Phase, capacitor start, ball include a lockable cover assembly bearing, squirrel cage induction type with a providing low profile mounting and water- low starting current not to exceed 30 tight capability. Accessway design and amperes and high starting torque of 8.4 construction shall facilitate field adjustment foot pounds. Inherent protection against of station height in increments of 4" or less running overloads or locked rotor without the use of any adhesives or conditions for the pump motor shall be sealants requiring cure time before provided by the use of an automatic-reset, installation can be completed. integral thermal overload protector incorporated into the motor. This motor The station shall have all necessary protector combination shall have been penetrations molded in and factory sealed. specifically investigated and listed by No field penetrations shall be acceptable. Underwriters Laboratories, Inc.,for the application. 2 All discharge piping shall be constructed of The station shall have all necessary 304 Series Stainless Steel and terminate penetrations molded in and factory sealed. outside the accessway bulkhead with a No field penetrations shall be acceptable. stainless steel, 1 1/4 inch female NPT fitting: The discharge piping shall include -- All discharge piping shall be constructed of a stainless steel ball valve rated for 200 304 Series Stainless Steel and terminate psi WOG. The bulkhead penetration shall outside the accessway bulkhead with a be factory installed and warranted by the stainless steel, 1 1/4 inch female NPT manufacturer to be watertight. fitting. The discharge piping shall include -. a stainless steel ball valve rated for 200 The accessway shall include a single psi WOG. The bulkhead 'penetration shall NEMA 6 electrical quick disconnect for all be factory installed and warranted by the power and control functions,factory manufacturer to be watertight. installed with accessway penetrations warranted by the manufacturer to be The accessway shall include a single watertight. The accessway shall also NEMA 6 electrical quick disconnect for all include a 2 inch PVC vent to prevent power and control functions,factory sewage gases from accumulating in the installed with accessway penetrations tank. warranted by the manufacturer to be watertight. The accessway shall also 2.06 TANK&INTEGRAL ACCESSWAY: include a 2 inch PVC vent to prevent (Models 2012 &2014) High Density sewage gases from accumulating in the Polyethylene Construction. The tank tank. shall be made of rotationally molded high density polyethylene, with a melt index of 2.07 TANK&INTEGRAL ACCESSWAY: 2.0 grams/10 minutes or lower to assure (Models 2015 &2016) Fiberglass high environmental stress cracking reinforced polyester resin. The tank resistance. The tank shall have a nominal shall be custom molded of fiberglass thickness of 1/2". All seams created reinforced polyester resin and shall be during tank construction are to be furnished with one inlet grommet to accept thermally welded and factory tested for a 4.50" OD DWV pipe. Tank capacities leak tightness. Tank wall and bottom must and dimensions shall be as shown on the withstand the pressure exerted by contract drawings. saturated soil loading at maximum burial depth. All station components must The accessway shall be an integral function normally when exposed to extension of the FRP tank and shall be maximum external soil and hydrostatic made of high density polyethylene of a pressure. grade selected for environmental stress cracking resistance. It shall have an The tank shall be furnished with one access opening at the top to accept a EPDM grommet (SDR 35 or SDR 40) lockable fiberglass cover. fitting to accept a 4,50" OD DWV pipe. Tank capacities shall be as shown on the 2.08 CHECK VALVE: The pump discharge contract drawings. shall be equipped with a factory installed, gravity operated, flapper-type integral The accessway shall be an integral check valve built into the stainless steel extension of the wet well assembly and discharge piping. The check valve will include a lockable cover assembly provide a full-ported passageway when providing low profile mounting and water- open, and shall introduce a friction loss of tight capability. Accessway design and less than 6 inches of water at maximum construction shall facilitate field adjustment rated flow. Working parts will be made of of station height in increments of 4"or less a 300 series stainless steel and fabric without the use of any adhesives or reinforced synthetic elastomer to ensure sealants requiring cure time before corrosion resistance, dimensional stability, installation can be completed. and fatigue strength. A non-metallic hinge 3 shall be an integral part of the flapper 3R, UL listed ALARM/DISCONNECT assembly providing a maximum degree of PANEL suitable for wall or pole mounting. freedom to assure seating even at a very The NEMA 3R enclosure shall be low,back pressure. The valve body shall manufactured of thermoplastic to assure_ be an injection molded part made of glass ;w -corrosion resistance. The enclosure shall" filled PVC. include a hinged, pad lockable cover, secured dead front and component Each grinder pump station shall also knockouts. The enclosure shall not include one separate check valve for exceed 7.5°W x 8.75"H x 3.75"D. installation in the 1 1/4" service lateral between the grinder pump station and the For each core,the panel shall contain one sewer main, preferably next to the curb (1) -15 amp, double pole circuit breaker stop. for the power circuit and one(1) 15 amp single pole circuit breaker for the alarm 2.09 CORE UNIT: The Grinder Pump Station circuit. The panel shall contain terminal shall hhve cartridge type easily removable blocks, integral power bus, push to run core assemblies containing pump, motor, feature and a complete alarm circuit, grinder, all motor controls, check valve, anti-siphon valve, electrical quick The Alarm/Disconnect Panel shall include disconnect and wiring. The watertight the following features: audio&visual integrity of each core unit, shall be alarm, push to run switch, and high level established by 100%factory test at (redundant) pump starting control. The minimum of 5 PSIG. alarm sequence is to be as follows:: 2.10 CONTROLS: All necessary controls shall f. When liquid level in the sewage wet- be located in the top housing of the core well rises above the alarm level, unit. The top housing will be attached with visual and audio alarms will be stainless steel fasteners. activated. The contacts on the alarm pressure switch will close. Non-fouling waste water level detection for The redundant pump starting controlling pump operation shall be system will be energized. accomplished by monitoring the pressure changes in an integral air-bell level sensor 2. The audio alarm may be silenced by connected to a pressure switch. The level means of the externally mounted, detection device shall have no moving push-to-silence button. parts in direct contact with the waste water. High-level sensing will be 3. Visual alarm remains illuminated accomplished in the manner detailed until the sewage level in the wet-well above by a separate air-bell sensor and drops below the "off"setting of the pressure switch of the same type. alarm pressure switch. To assure reliable operation of the- The visual alarm lamp shall be inside a red pressure sensitive switches, each core fluted lens at least 2 5/8" in diameter and 1 shall be equipped with a breather 11/16" in height. Visual alarm shall be assembly, complete with a suitable means mounted to the top of the enclosure in to prevent accidental entry of water into such a manner as to maintain NEMA 3R the motor compartment. rating. For duplex units, in addition to the above,two high level indicator lights shall The grinder pump will be furnished with a be mounted behind the access cover. length of 6 conductor 14 gauge,type SJOW cable, pre-wired and watertight to During a high level alarm condition the meet UL requirements. appropriate light will illuminate to indicate which pump core requires servicing. 2.11 ALARM/DISCONNECT PANEL: Each grinder pump station shall include a NEMA 4 The audio alarm shall be a printed circuit have been tested by an independent board in conjunction with an 86 dB buzzer laboratory to certify its capability to with quick mounting terminal strip mounted perform as specified in either individual or in the interior of the enclosure. The audio low pressure sewer system applications. alarm shall be capable of being de- As evidence of compliance with this activated by depressing a push-type requirement, the grinder pump shall bear switch which is encapsulated in a the seal of NSF International Weatherproof silicone boot and mounted on the bottom of the enclosure. . 3.0 EXECUTION - The entire Alarm/Disconnect Panel as 3.01 FACTORY TEST: Each grinder pump manufactured,shall be listed by shall be submerged and operated for 5 Underwriters Laboratories, Inc. minutes(minimum). Included in this procedure will be the testing of all ancillary 2.12 SERVICEABILITY: The grinder pump components such as,the anti-siphon core'uhit shall have two lifting hooks valve, check valve, discharge line, level complete with nylon lift-out harness sensors and each unit's dedicated connected to its top housing to facilitate controls. All factory tests shall incorporate easy core removal when necessary. All each of the above listed items. Actual mechanical and electrical connections appurtenances and controls which will be must provide easy disconnect accessibility installed in the field, shall be particular to for core unit removal and installation. A the tested pump only. A common set of push to run feature will be provided for appurtenances and controls for all pumps field trouble shooting. All motor control will not be acceptable. Certified test components shall be mounted on a readily results shall be available upon request replaceable bracket for ease of field showing the operation of each grinder service. pump at two (2) different points on its curve,with the maximum pressure no less 2.12.5 OHSA CONFINED SPACE: All than 60 psi. The ENGINEER reserves the maintenance tasks for the grinder pump right to inspect such testing procedures station must be possible without entry of with representatives of the OWNER, at the the grinder pump station (as per OHSA GRINDER PUMP MANUFACTURER'S 1910.146 Permit-required confined facility. spaces). "Entry means the action by which a person passes through an opening All completed stations shall be factory leak into a permit-required confined space. tested to assure the integrity of all joints, Entry includes ensuing work activities in seams and penetrations. All necessary that space and is considered to have penetrations such as inlets, discharge occurred as soon as any part of the fittings and cable connectors shall be entrant's body breaks the plane of an included in this test along with their opening into the space." respective sealing means (grommets, gaskets etc.). 2.13 SAFETY: The Grinder Pump shall be free from electrical and fire hazards as required 3.02 DELIVERY: All Grinder Pump units will be in a residential environment. As evidence delivered to the job site, 100% completely of compliance with this requirement, the assembled, including testing, ready for completely assembled and wired Grinder installation. Grinder pump units will be Pump Station shall be listed by individually mounted on wooden pallets. Underwriters Laboratories, Inc., to be safe and appropriate for the intended use. 3.03 INSTALLATION: Earth excavation and backfill are specified under SITE WORK, The grinder pump shall meet accepted but are also to be done as a part of the standards for plumbing equipment for use work under this section, including any in or near residences, shall be free from necessary sheeting and bracing. noise, odor, or health hazards, and shall 5 The CONTRACTOR shall be responsible The CONTRACTOR will provide and for handling ground water to provide a install a four(4) foot piece of four inch firm, dry subgrade for the structure, and SCH.40 PVC pipe with water tight cap,to shall guard against-flotation or other' stub'=out the inlet for the'property,owners` damage resulting from general water or installation contractor, as depicted on the flooding. The Grinder Pump Stations shall contract drawings, not be set into the excavation until the - installation procedures and excavation The electrical enclosure shall be furnished, have been approved by the ENGINEER. installed and wired to the Grinder Pump Station by the CONTRACTOR. An alarm Remove packing material. Users device is required on every installation, instructions MUST be given to the there shall be NO EXCEPTIONS. It will be OWNER. Hardware supplied with the unit, the responsibility of the CONTRACTOR if required, will be used at installation. The and the ENGINEER to coordinate with the basin Will be supplied with a standard 4" individual property owner(s) to determine inlet grommet(4.50"OD) for connecting the optimum location for the the incoming sewer line. Appropriate inlet "Alarm/disconnect Panel piping must be used. The basin may not be dropped, rolled or laid on its side for The CONTRACTOR shall mount the alarm any reason. device in a conspicuous location, as per national and local codes. The Installation shall be accomplished so that Alarrn/disconnect Panel will be connected 1"to 4" of accessway, below the bottom of to the Grinder Pump Station by a length of the lid, extends above the finished grade six (6) conductor 12 gauge TC type cable line. The finished grade shall slope away as shown on the contract drawings. The from the unit. The diameter of the hole power and alarm circuits must be on must be large enough to allow for the separate power circuits. concrete anchor. 3.04 START-UP AND FIELD TESTING: The A 6" inch (minimum) layer of naturally MANUFACTURER shall provide the rounded aggregate, clean and free flowing, services of qualified factory trained with particle size of not less than 1/8" or technician(s) who shall inspect the more than 3/4"shall be used as bedding placement and wiring of each station, material under each unit. perform field tests as specified herein, and instruct the OWNER'S personnel in the A concrete anti-flotation collar, as detailed operation and maintenance of the on the drawings, and sized according to equipment before the stations are the manufacturer's instructions,shall be accepted by the OWNER. required and shall be pre-cast to the All equipment and materials necessary to grinder pump or poured in place. Each perform testing shall be the responsibility Grinder Pump Station with its precast anti- of the INSTALLING CONTRACTOR. This flotation collar shall have a minimum of will include, as a minimum, a portable three (3) lifting eyes for loading and generator(if temporary power is required) unloading purposes. and water in each basin. The unit shall be leveled, and filled with The services of a trained factory- water,to the bottom of the inlet,to help authorized technician shall be provided at prevent the unit from shifting while the a rate of one (1) -four (4) day week for concrete is being poured. The concrete each 100 grinder pump stations supplied. must be manually vibrated to ensure there Each day shall be ten (10) person hours in are no voids. If it is necessary to pour the duration. concrete to a level higher than the inlet piping, an 8"sleeve is required over the Upon completion of the installation,the inlet prior to the concrete being poured. authorized factory technicians will perform the following test on each station: 6 1. Make certain the discharge shut-off Upon completion of the start-up and valve is fully open. This valve must testing,the MANUFACTURER shall not be closed when the pump is submit to the ENGINEER the start-up operating. In some installations authorization form describing the results of there maybe a valves) at the street the tests performed for each Grinder main that must also be open. Pump Station. Final acceptance of the system will not occur until authorization 2. Turn ON the alarm power circuit. forms have been received for each pump station installed. 3. Fill the wet well with water to a depth sufficient to verify the high 4.0 OPERATION AND MAINTENANCE level alarm is operating. Shut off water. 4.01 SPARE CORE: The MANUFACTURER will supply one (1) spare grinder pump 4. Turn DN pump power circuit. Initiate pump operation to verify core for every grinder pump stations installed, complete with all operation automatic on/off"controls are controls level sensors, check valve, anti- operative. Pump should siphon valve, pump/motor unit, and immediately turn ON. Within one grinder. (1) minute alarm light will turn OFF. Within three (3) minutes the pump 4.02 MANUALS: The MANUFACTURER shall will tum OFF. supply four(4) copies of Operation and Maintenance Manuals to the OWNER, and one (1) copy of the same to the ENGINEER. END OF SECTION environmentione Corporation 2773 Balttown Road Niskayuna, New York 12309 LM000110 Rev. - 9/97 7 \d\\ .•\ / \e n wr . . . § y. � . . �_ {2 ? �\.e ¥ \ d ƒ : , . ;0 \ \ 2 '/ \ ^ ` �! � ® m, �: » � . m\ t /��/{Oy��ƒ Opp. � °m . \ � ^ � ��^ ^ � \\\/ �««�� « . . . . . . .ga . w � _CO.�� ENVIRONMENT ONE GRINDER PUMP FEATURE IDENTIFICATION 1. GRINDER PUMP BASIN- High density polyethylene (HDPE).. 2. ACCESSWAY COVER - FRP-(furnished with padlock). 3. ELECTRICAL QUICK DISCONNECT (EQD) -Cable from pump core terminates here. 4. POWER AND ALARM CABLE - Circuits to be installed in accordance with local codes, (100 feet maximum length) 5. DISCONNECT PANEL - Rain proof (NEMA 3R) enclosure. Equipped with circuit breakers or disconnect switch:,Locate according to local codes. 6. ALARM DEVICE - Every installation is to have an alarm device to alert the homeowner of a potential malfunction. Visual devices should be placed in very conspicuous locations. 7. INLET- EPDM grommet (4.5" ID). For 4.5" OD DWV pipe. 8. WET WELL VENT- 2.0" tank vent, supplied by factory in units with accessways. 9. GRAVITY SERVICE LINE - 4" DWV, (4.5" OD). Supplied by others. 9a. STUB-OUT - 4" X 5' Long watertight stub-out, to be installed at time of burial unless the gravity service line is connected during installation. Supplied by others. 10. DISCHARGE VALVE - 1-1/4" Female. pipe thread. 11. DISCHARGE LINE - 1-1/4" Nominal pipe size. Supplied by others. 12. CONCRETE ANCHOR - See Chart 1 for specific weight for your station height. Supplied by others. 13. BEDDING MATERIAL - 6" minimum depth, round aggregate, (gravel). Supplied by others. 14. FINISHED GRADE - Grade line to be 1 to 4 inches below removable lid and slope away from the station. 15. VENT - Indoor installation. See section 6, Venting, on page 4. 16. VALVE - Full ported ball valve. Recommended option, for use during service operations. Supplied by others. 17. CONDUIT - 1" or 1-1/4", material and burial depth as required by local code. Supplied by others. 18. UNION - 1-1/4" or compression type coupling. Supplied by others. (Do not use rubber sleeve and hose clamp type coupling.) 19. VALVE - Ball valve, must provide a full-ported 1-1/4" round passage when open. Supplied by others. 20. REBAR - Required to lift tank after ballast (concrete anchor) has been attached, 4 places, evenly spaced around tank. g ya Figure is OUTSIDE G 3 2 g __., 14 3 - 9 in 10 - -1:9 _ 7 9. OR dsc.uace -12 INCH SETTLING LOOP T08E060W fAC5f UNE 20 �- I " 1 in. . .. .::':�;:.':.r;:i!:�'?:� :: :'i•:;�:!, min.. . .:is 11 19 3 Figure 1 b 15 -1E 16 9 FAILURE TO COMPLY WITH PIPE THREAD INSTALLATION INSTRUCTIONS WILL VOID WARRANTY INSIDE (ONSLAB) • , 1 ♦If the tank has an accessway diameter. The concrete anchor Is If it is necessary to pour the (Fig. 1a): . ;,. not optional. The amount of 1{"' concrete to a higher level then the Excavate a hole to a depth,so . concrete required varies for each inlet,the inlet must be sleeved that the removable,cover extends respectiveund. (See Chart 1 on -^ --with an 8'tube before pouring. above the finished grade line. The - page 8 for speck requirements If your unit is'a model taller` grade should slope away from the for your unit) ' > than 93" it may be shipped in two unit.;The diameter of the hole The unit should be leveled` ' sections, requiring field assembly. must be large enough to allow for and the wet well filled with watei See Field Joint Assembly a concrete anchor. Place the unit to the bottom of the inlet to help Instructions on page 6 for on abed of gravel, naturally -prevent the unit from shifting while additional information. rounded aggregate, clean and free the concrete is being poured. The 3. INLET PIPE INSTALLATION: flowing,with particles not less concrete must be vibrated to Mark the inlet Pipe 3 1/2"from than 1/8"or more than 3/4" in ensure there are no voids. the end to be inserted. Inlet pipe should be chamfered and q. lubricated with a soap solution. Lubricate the inlet grommet with Fig ureV2b I soap solution as well. Insert the pipe into the grommet up to the 3 112" mark. Inspect to ensure the grommet has remained intact r and in place. ❑ � " t ®KI 4. DISCHARGE: 444 I The use of 1-1/4" PVC pres- sure pipe Schedule 40 and polyethylene pipe SDR 11 or SIDR 7 are recommended. If H polyethylene is chosen use SIL O compression type fittings to sL provide a smooth inner passage. wL It is recommended that a Redun- 11161 eX2dant Check Valve Assembly M01 O I (E-One part no. PB0104G)09 be IsI 12e1N R —� installed between the pump discharge and the street main on - all installations. Never use a ball type valve as a check valve. We recommend the valve be installed as close to the public right-of-way as possible. Check local codes for applicable requirements. CAUTION: Redundant check valves on station laterals and anti- siphon/check valve assemblies on grinder pump cores should not be used as system isolation valves during line tests. wHIITE 0I the tank has no accessway: BLACK 30pMp (Indoor Installation) GREEN erue The discharge connection is a 1-1/4" male NPT. The discharge L.1 L c ,; Spiping must incorporate a shut-off SUPPLY CABLE valve and a union with-a minimum FROM STATION ELECTRICAL SERVICE pressure rating of 160 PSI, or a 240 VOLTS suitable piping disconnect to allow for removal of the pump core. The 240 VOLT WIRING valve should be of the type that 8. ELECTRICAL CONNECTION - 8a. Procedure for Installing 2) Retighten the nut. This (Pump to Panel) (Fig.4) E-ONE supply cable:._ connection must be tight or The Environment One . ; 1) Open the lid of the station; ground water will enter the station. GP2000 grinder pump stationis Locate the cable and the feed thru 3) Feed the wire through the provided with a cable for.con a ' connector on the wall of-the length of conduit(contractor' nection between the station and 'shroud. If the station has a field provided) which will protect it until thecontrolpanel, (The Supplyjoint and was delivered in two it is below the 24"burial depth. Cable). The supply cable is pieces be sure the 2 halves of the 4) Position the conduit vert- shipped inside the station with a EQD are securely assembled ically below the cable connector small portion fed through the cable_ together.Loosen the nut on the • . along side of the station reaching - connector mounted on the wall of connector and pull the supply down into the burial depth. Attach the fiberglass shroud. The supply cable out through the connector the small fiberglass guard cable, a six conductor tray cable, until it hits the crimped on stop (Protective Shroud) provided with meets NEC requirements for feature on the cable, approx- the station to protect the exposed direct burial as long as a minimum imately 24"from the EQD. cable where it enters the station. of 24" burial depth is maintained. **IMPORTANT:All but 24"of the Four self tapping screws are pro- Those portions of the cable which cable must be pulled out of the vided. have less than 24" of cover must station, and the portion of the 5) Run the cable under- be contained in suitable conduit. cable between the EQD and the ground, in a trench or tunnel,to This includes the vertical portion molded in cable breather should the location of the E-ONE panel. dropping to a 24" depth at the be secured in the hook provided to Leave a 6-12 inch loop of cable at station and the length rising out of ensure that the pump functions each end to allow for shifting and the ground at the control panel. properly. Do trot leave the settling. Connections made at the NOTE: tiring must be installed in excess cable In the station. panel are shown in the panel wir- compliance with local codes, ing diagram (Fig.2a and 2b). 9.DEBRIS REMOVAL: Prior to start-up test procedure,the core must be removed and the incoming sewer line flushed to force all miscellaneous debris into the tank. Figure 4 ABLE HOOK Next, all liquid and debris must be TCP removed. Once tank is clean, re- install the pump and proceed with the test. 10.TEST PROCEDURE: When the system is complete and ready for use,the following ROTE-TIVE SHROUD steps should be taken to verify PPLY CABLE proper installation and operation: ABLE CONNECTOR a) Make sure that the discharge shutoff valve is fully CONDUIT open. This valve must not be closed when the pump is operat- ing. In some installations there may be a valve, or valves, at the Suaoly cable Vottaae Droo: street main that must also be 120 VAC Pump=.195 Volts per Foot of Cable open. 240 VAC Pump=.098 Volts per Foot of Cable b) Turn ON the alarm power (Maximum Recommended Length=100 Feet) circuit breaker. c) Fill tank with water until the TYPICAL SUPPLY CABLE CONFIGURATION alarm turns ON. Shut off water. d) Turn ON pump power circuit breaker Pump should immediately turn on. Within One minute the alarm will turn off. Within three minutes the pump will turn off. 5 °Lifting Instructions "FAILURE TO FOLLOW THESE INSTRUCTION COMPLETELY WILL VOID WARRANTY. 1.Transporting unit to 2.No Ballast, ' v 3. Precast Ballast: Installation site: . (to be poured in place): Never lift a station that has a Always lift a unit from the If the concrete anchor is to be ballast attached by any means bottom for the purpose of poured while the station is in place except the rebar. The weight of transportation. The station should lift the unit using 2 nylon straps the concrete will damage the be received attached to a pallet wrapped around the accessway station if you attempt to lift it from for this purpose. Never roll a making a sling,as shown below. any part of the station. station or move It on Its side. Keep station oriented vertically to avoid any damage. Only lift from the accessway to put unit in hole, not for moving any distance. i {� EZ Forced Sewer Main Service Lateral Kits SDR 7 or 11 HDPE Pipe featuring Engineered Thermoplastic Valves and Fittings ::. :::::::::.:-:,., .................... A' Standard Features -Compression couplings for 1-1/4"S DR 7 or 11 HDPE Pipe. TO MAIN All fittings designed and tested to 150 psi service pressure. r ; ` -Factory assembled, Integrated Ball Valve Curb .......... Stop and Check Valve Description _ Assembly. -Check Valve made from These kits feature all glass-filled PVC with fabric EJONE's Forrcedced Sewer Main components commonly Thankyou Sewer reinforced elastomeric Sflapper. Lateral Flits. As you review needed to connect an pp Y -Arch pattern curb boxes in the followinginformation, Environment One Series 2000 grinder pump station to heights from 1-1/2 ft.to 7 ft. please note that we have included order instructions on the corporation stop/saddle -Curb boxes made from iron- the last page of this section, tap on a sewer main. The kit filled polypropylene. for your convenience. is designed to be used with -Assembly Rated for 150 psi. SDR 7, 11 HDPE PIPE high density polyethylene pipe (provided by others) and Optional Features includes compression fittings for fast, easy field installation. -Compression Couplings for The curb stop assembly 1'/z"SDR 7 or 11 HDPE Pipe integrates a robust -Curb boxes for 1'/2"SDR 7 polypropylene ball valve curb or 11 HDPE Pipe . stop and Environment One's -Curb boxes available in field proven redundant check several sizes. Printed in USA on valve. Curb boxes are Recycled Paper supplied in Arch pattern with PA7982Po2 Rev.- 4/97 support plate included. For Ordering Information see PA1372P01 Lateral Order Code PLASTIC LATERAL ASSEMBLY LID ASSEMMATTEERIAL: POLYPROBLY WITH PYLENE ON HEAD PLS 1 -1/2 y SDR 7 OR 11 HDPE PIPE ARCH PATTERN EXTENSION TYPE CURB BOX WITH ARCH PATTERN BASE r MATERIAL: POLYPROPYLENE a AVAILABLE LENGTHS..........18-24' 40-60' 24-30' 46'-66' 30-36' 52-72' 30-48' 52-84' 34-54' COMPRESSION ADAPTER FITTING MATERIA: POLYPROPYLENE 1-1/2• COMPRESSION ADAPTER FITTING SDR 7 OR 11 . MATERIAL: POLYPROPYLENE ... PIPE I 1-1/4 MPT (BY OTHERS) 1+ 0 1-1/2' SDR 7 OR 11 PVC ADAPTER/COUPLING POLYETHYLENE PIPE (SUPPLIED BY OTHERS) COMPRESSION ADAPTER CHECK VALVE FITTING, MAST'L: P-PP MATERIAL: GLASS FILLED PVC VALVE CURB STOP WITH FEMALE PIPE THREADS AND RATCHETING VALVE HANDLE MATERIAL: GLASS FILLED NYLON APS I WRS 01/06/97 - 3/16 OR BY CHK'D DATE ISSUE SCALE environmentlon PRESSURE RATING: 150 PSI CORPORATION PLASTIC LATERAL ASSEMBLY ASSEMBLY TO BE USED WITH 1-1/2" SDR 7 OR 11 1-1/2" SDR 7 OR 11 HDPE PIPE ARCH PATTEf PIPE ONLY *FOR ORDERING INFORMATION SEE PA1372POI LATERAL ORDER CODE PA' ` -- 1330 P 0 2 TYPICAL PLASTIC LATERAL INSTALLATION , SDR 7 OR 11 HDPE PIPE r ACURB BOX . POMfR/ALARM .. vim Boxx SHIM STYLE - TO PIA OWI,.CT e c%F�IpI ' ecoLPREsaa+ emwREssloN •,., TT FITTING FITTMNO!07- 4•jTO 1 _— —— GRAVITY INLET POLYETHYLENE PIPE �- e CURB STOP. CHECK VALVE ASSEMBLY v 9 D • v .D MODEL 2010 SHOWN ARCH STYLE CURB BOX INSTALL ALL UNDER GROUND PIPING PER ASTM D 2321-89 IPMLACE EN51oN ox arm Box THAT LE`''va`� ��" INSTALL GRINDER PUMP STATION PER GRINDER PUMP INSTALLATION INSTRUCTION Box OVERASE A - INCLUDED IN LATERAL KIT PIN STATIONARY ROO ACTVATOR APS HRS 01/06/97 - 3/16 OR BY CHK'D DATE ISSUE SCALE ORB BOX BASE VALVE ASSEY0.Y _= env i ronmen t on CORPORATION + / TYPICAL PLASTIS LATERAL INSTALLATION, SDR 7 OR 11 HDPE PIPE, ARCH STY UST BL MUSTmooc +FOR ORDERING INFORMATION SEE PA1372POl LATERAL ORDER CODE PA A` 1333 P 0 3 COMPRESSION FITTING SDR 11 POLYETHYLENE PIPE INSTRUCTIONS COMPRESSION FITTING SOR 11 PEP SPLIT RING GASKET FULLY SEATED O POSITION BODY THRUST RING INSTALLATION STEPS COMPRESSION NUT 1- Cut pipe square. 2- Make sure pipe is round, not flattened. Clean off any dirt so that the surface is smooth 3- Insert pipe through compression nut. Position split ring on the end of pipe with the tapered end toward the compression nut. 4- Slide compression nut over split ring and align it with the threads on the body. 5- Insert pipe into the body of the fitting until firmly seated. 6- Tighten compression nut securely to the fitting body. PRECAUTIONS APS WRS 01/06/37 3/16 OR BY CHK'D DATE ISSUE SCALL 1- Always pressure test for leaks prior to backfilling. 2- Fittings con be damaged by improper e n v i r o n m e n t I o n handling. Protect threads. Do not drop. coRPORATION Backfill and compact carefully per ASTM D2321 so that fittings are not stressed by the weight PRESSION FITTNG COM of the earth. 3- Protect ball valve assemblies from freezing. INSTRUCTIONS7 Attempting to forcibly open or close, o frozen P A .J P O valve will destroy the valve LATERAL ASSEMBLY ORDERING CODE THERE ARE FIVE DETERMINING FACTORS IN ORDERING SERVICE LATERAL ASSEMBLIES USE THE CHART BELOW TO CONFIGURE THE ORDER NUMBER** FOR THE TYPE OF LATERAL ASSEMBLY YOU WISH TO PURCHASE. AN ORDER NUMBER CONSISTS OF 5 CHARACTERS, EACH OF WHICH REPRESENTS A CHARACTERISTIC OF ONE COMPONENT IN THE ASSEMBLY 1 2 - 3 4 5 PIPE '''' I CURB STOP I CURB BOX 1 CURB BOX I CURB BOX SIZE I MAT'L I STYLE I MAT'L I HEIGHT I I I I i = ❑ I = BRASS = © j MINNS M I I A - 3' �4„ A ❑ I IRON = ❑ I B - 4' 1 (FOR SDR7 ONLY) I (FOR IRON ONLY) I 1 a I c - 5' D - 6' OR 1 OR I OR I OR RINON E - 7' �2„ _ B j PLASTIC = © I I I c - s-1/z' I (WITH SDR7 OR I1) 1 ARCH = ❑A I PLASTIC = ©1"OPTIONAL .H - 4-1/2' - -- --�— I -- --- - -�— - I CHOICES J - 5-1/2. --- - - - -- J IN --- - - -- I IRON K - 6-1/2. L 7-1/2' TYPICAL ODER No. 1 1 1 - 18-24' 1Z" BRASS, MINNEAPOLIS STYLE ( 3 - 24-3s" # B B - M F D - IRON CURB BOX X 6' HIGH I StANDARD 4 - 30-48' I IN 5 - 34-54' PLASTIC, ARCH STYLE WITH I PLASTIc 6 - 40-60' # A P - A P 6 = PLASTIC CURB BOX X 40-60' HIGH I 7 - 46'-66 8 - 52-72' 9 - 52-84' I NOTE: -*LATERAL WRENCH-ADAPTER (PBO658P01) IS REQUIRED TO OPERATE VALVES. ADAPTER FITS ON E-ONE CORE-BOLT WRENCH. 4th F OR CHARACTER i-cR� -ADAPTER MUSTWE RBEOOROERED ASSEVERAL SEPERATEVICE L LINE TEM TSEETPRICE LIST 5th CHARACTER • OPTIONAL IRON CURB BOX HEIGHTS, CHOICES G-L. HEIGHT CODE WILL HAVE LONGER DELIVERY TIMES, CONSULT FACTOF A THRU L OR SG WRS 05/06/97 - 3/16 1 THRU 9 are CHARACTER OR BY CHK'D DATE ISSUE SCALE M OR A 1st CHR A OR BTER environment on CORPORATION -- LATERAL ORDERING CODE 2°" PA 1372 P01 9 ORP FORM C APPLICATION FOR APPROVAL OF DEFINITIVE PLAN In accordance with the provisions of Section III-B, the applicant must file,by delivery or registered mail,a Notice with the City Clerk stating the date of the submission for such determination.The notice shall be attached to two copies of the Form C application.The notice and both copies of the application must be"date stamped"by the City Clerk and then one copy of this Form C,with the Plan, filed with the Planning Board by the applicant. All notices and applications shall be typewritten or neatly printed in ink. To the Planning Board: The Undersigned herewith submits the accompanying Definitive Plan of property located in the City of Salem for approval as a subdivision under the requirements of the Subdivision Control Law and the Rules and Regulations Governing the Subdivision of Land of the Planning Board in the City of Salem. 1.Name of Subdivider Ledgewood Hills Realtv Trust Address P.O.Box 780 Lvnnfield,MA 01940 2. Name of Engineer or Surveyor Hancock Enaneering Associates Address 235 Newbury St.,Danvers,MA 01923 3.Deed of property records in L.L.C. 856 L L.L.C. 73288 Registry Book 7020 Page 640 4.Location and Description of Property:This proiect consists of the development of five(5)previouslv subdivided lots,together with the extension of Parlee St. along an existing 40'wide right-of-way. The oroiect also consists of a proposed detention pond and sewer lift station,both designed to service the eventual development of all 8 lots anticipated to be serviced by this roadway extension. 5. All streets and abutting lot lines shall be shown on the Plan t9gisf er with the names of the Owners of the abutting lots. � t Signature of Owner _ Address 81.Box 780 L el 01940 Telephone Numbe -844-7026 A list of the names and addresses of the abutters of this subdivision is attached,which shall be attested to by the surveyor. Verification will be made by the Planning Board. NOTICE TO BE ATTACHED TO FORM"C"APPLICATIONS See Form"C"applications for complete instructions for filing. All insertions shall be typewritten or printed neatly in ink Date: lTi City Clerk Salem,Massachusetts,01970 Dear Sir: I hand you herewith two copies of Form C,an application submitted this day to the Planning Board of the City of Salem requesting an approval,by the Planning Board,of a definitive plan filed with this application. The subdivision shown on the plan is tentatively designated as" Parlee St.Extension "and is located on streets now and/or tentatively known as Parlee St.,Lots 97A,97C/D,98E,98G&98I (insert streets and str r lot numbers) in Ward 4. Signature of Owner Street Address P.O.,66x 780 City/Town and St#Lynnfield,MA 01940 Telephone Number 781-844-7026 Al L 8735 SEWAGE PUMP STATION DESIGN COMPUTATIONS Parlee Street Salem, MA OWNER AND APPLICANT Ledgewood Hills Realty Trust �ytH OF 4f4 JAMES � COMEAU � v CIVIL �' No.38856 a Q, November 27, 2001 ON HANCOCK Engineering Associates A DIVISION OF H.SA.,Inc. 235 NEWBURY STREET, DANVERS, MA 01921 VOICE(976)777-3050, FAX(9 78)774-7816 SEWAGE PUMP STATION DESIGN COMPUTATIONS Job No. 8735 For: , Ledgewood Hills Realty Trust Calculated by: CRO Date: :: 11/27/2001- , Checked by: VVT DESIGN DATA: USE RESIDENTIAL NUMBER OF DWELLING UNITS 9 potential BEDROOMS PER DWELLING 4 TOTAL NUMBER OF BEDROOMS 36 DOMESTIC FLOW RATE 110 Gal/Day/BR SEWAGE FLOW ESTIMATE DOMESTIC FLOW 3960 Gal/Day PEAKING FACTOR 4 PEAK HOURLY FLOW 11 Gal/Min I 8735pump2.xls Page 2 SEWAGE PUMP STATION DESIGN COMPUTATIONS Job No. 8735 For;, Ledgewood Hills Realty Trust , Calculated by: CRO Date: - - 1.1/272001, Checked by: VVT DESIGN DATA: Wetwell Sewage Pump Station TOTAL DAILY FLOW 3960 Gal/Day FORCE MAIN DIA. 3 SDR 21 PVC SUBMERSIBLE PUMP SPECIFICATIONS: MANUFACTURER: PEABODY-BARNES MODEL#: 3SE-L DISCHARGE: 3" NPT HORSEPOWER: 1.0 SPEED: 3450 RPM IMPELLER DIAMETER: 3.5" VOLTAGE: 230 V SOLIDS HANDLING: 1-1/2" MAX. PHASE: SINGLE WETWELL SPECIFICATIONS: STORAGE PRIMARY 170.6 gallons (Wetwell Volume Calcs) RESERVE 3960.0 gallons TOTAL 4130.6 gallons (including emergency storage) EMERGENCY STORAGE SIZING: LENGTH* 13.00 feet (3000 Gallon Tank) WIDTH* 7.00 feet DEPTH* 4.75 feet DIAMETER* 6.00 feet (Wetwell) *INSIDE DIMENSIONS ELEVATIONS INLET INVERT 101.50 feet ALARM 97.1 feet —4.4 FT ON 96.6 feet —°.5 FT OFF 95.8 feet —0.8FT SUMP 94.8 feet —'.o FT CALCULATE STATIC HEAD: DISCHARGE ELEV. 119.80 feet PUMP OFF ELEV. 95.8 feet TOTAL STATIC HEAD 24.1 feet 8735pump2.xls Page 3 SEWAGE PUMP STATION DESIGN COMPUTATIONS Job No. 8735 For... Ledgewood.Hills Realty Trust Calculated by: CRO Date:-. 1.1272001 . . - . , , - Checked by: VVT CALCULATE EQUIVALENT LENGTH. FRICTION LOSSES IN PUMP STATION: QTY DIA(IN) LOSS/FITTING (FT FITTING TOTAL 3 3 8.0 900 BEND 24.0 FT 0 3 3.8 450 BEND 0.0 FT 1 3 19.0 CHECK VALVE 19.0 FT 1 3 17.0 TEE 17.0 FT 1 3 1.7 GATE VALVE 1.7 FT TOTAL LOSS U 1 62.0 FT 61.7 FT FRICTION LOSSES IN PIPE RUN: QTY DIA(IN) LOSS/FITTING (FT FITTING TOTAL 0 3 8.0 900 BEND 0.0 FT 0 3 3.8 450 BEND 0.0 FT 0 3 2.5 22.50 BEND 0.0 FT 1 3 17.0 TEE 17.0 FT LENGTH OF RUN 315.0 FT MISC. PIPE 31.5 FT TOTAL LOSS U 1 364.0 FT 363.5 FT TOTAL EQUIV. LENGTH: b426 FT SYSTEM CURVE: Q V HF/100 HF Hs TDH GPM FPS FT FT FT FT 50 2.3 1.4 5.88 24.1 29.9 60 2.7 1.9 8.24 24.1 32.3 75 3.4 2.9 12.45 24.1 36.5 80 3.6 3.3 14.03 24.1 38.1 90 4.1 4.1 17.45 24.1 41.5 100 4.5 5.0 21.20 24.1 45:3 110 5.0 5.9 25.29 1 24.1 49.3 120 5.4 7.0 29.71 1 24.1 53.8 OPERATING POINT(From Attached Puma Curve): �62 gpm @ 33 TDH TIME ON: 3.6 minutes 8735pump2.xis Page 4 ti SEWAGE PUMP STATION DESIGN COMPUTATIONS Job No. 8735 For: Ledgewood Hills Realty Trust Calculated by: CRO Date: 11/272001 - Checked by: VVT WETWELL VOLUME CALCULATIONS Calculated requirement... INFLOW PUMP RATE CYCLE TIME PUMP OFF PUMP ON WETWELL ONE PUMP DURATION DURATION VOLUME Q1 Q2 T t1 t2 V1 (gpm) (gpm) (minutes) (minutes) (minutes) (gallons) 15 62 15 11.4 3.6 171 Wetwell Sizing... Wetwell Volume(gallons) 171 Wetwell Diameter(ft) 6.00 Wetwell Atea(st) 28.3 Wetwell Depth(ft) 0.8 8735pump2.xis Page 5 FORM C APPLICATION FOR APPROVAL OF DEFINITIVE PLAN In accordance with the provisions of Section Il-B the applicant must file,by delivery or registered mail,a Notice with the City Clerk stating the date n of the submission for such determination.The notice shall be attached to two copies of the Form C g r d application m The notice and both copies of the application c must be"date stamped'by the City Clerk and then one copy of this Form C,with the Plan, o o filed with the Planning Board by the applicant. All *�r notices and applications shall be typewritten or D ^3 neatly printed in ink o m 3 To the Planning Board: J The Undersigned herewith submits the accompanying Definitive Plan of property located in the City of Salem for approval as a subdivision under the requirements of the Subdivision Control Law and the Rules and Regulations Governing the Subdivision of Land of the Planning Board in the City of Salem. 1. Name of Subdivider Ledgewood Hills Realty Trust Address P.O.Box 780 Lynnfield,MA 01940 S2. Name of Engineer or -� Surveyor Hancock Enaneering Associates 7 _i Address 235 Newbury St.,Danvers,MA 01923 _?ro il FF7 F— u 3.Deed of property records in L.L.C. 856 L.L.L.C. 73288 C)M m < FTI Registry Book 7020 Page 640 Fi y 0 v 4. Location and Description of Property: This project consists of the development of five(5)previously subdivided lots,together with the extension of Parlee St along an existing 40'wide right-of-way. The moiect also consists of a proposed detention pond and sewer lift station,both designed to service the eventual development of all 8 lots anticipated to be serviced by this roadway extension. 5. All streets and abutting lot lines shall be shown on the Plant er with the names of the Owners of the abutting lots. Signature of Owner Address aBox 4Leld, 01940 Telephone Nwnbe ', 844-7026 A list of the names and addresses of the abutters of this subdivision is attached,which shall be attested to by the surveyor.Verification will be made by the Planning Board. NOTICE TO BE ATTACHED TO FORM"C"APPLICATIONS See Form"C"applications for complete instructions for filing. All insertions shall be typewritten or printed neatly in ink Date: rl Labo N o c) City Clerk o r c Salem,Massachusetts,01970 o z Dear Sir: o D C)r- Tm I hand you herewith two copies of Form C,an application > T submitted this day to the Planning Board of the City of Salem requesting o m 3 an approval,by the Planning Board,of a definitive plan filed with this D application. -_j The subdivision shown on the plan is tentatively designated as" Parlee St.Extension "and is located on streets now and/or tentatively known as Parlee St.,Lots 97A.976D,98E,98G&98I (insert streets and stre r lot numbers) in Ward 4. Signature of Owner / Street Address P.O. City/Town and St#LvnnfieldMA 01940 Telephone Number 781-844-7026 City of Salem Planning Board Will hold a public hearing for all interested parties on the application of Ledgewood Hills Realty Trust, c/o Paul Dibiase, for a Definitive Subdivision Plan to allow the construction of a roadway extension,>1 single-family homes, stormwater management structures, utilities and associated grading. The proposed development is located at the end of Parlee Street(numbers 17-21), Assessor Map 14, Lots 39,37,48, 50 & 52. This hearing will be held on Thursday, December 20, 2001 at 7:00 PM, in Room 313, Third Floor at 120 Washington Street. This hearing will be held in accordance with Chapter 40A of the Massachusetts General Laws and the Subdivision Regulations of the City of Salem. Walter B. Power, III Chairman December 6 and December 13, 2001 Please Bill To: Ledgewood Hills Realty Trust C/o Paul Dibiase P.O. Box 780 Lynnfield, MA 01940 781-844-7026 w�I CITY OF SALEM 0 DEPARTMENT OF PLANNING AND I COMMUNITY DEVELOPMENT S'I'ANLEYJ.USOVTCZ,JR. MAYOR 120 WASHINGTON STREET♦SALEM,MASSACHUSETTS 01970 JOSEPH P.WALSH,JR. To.:978-745-9595 FAX:978-740-0404 DIRECTOR 1 Fax To: ?C- From: yTC, Y'��Yt l C Gw l l Fax: -78 1 - 31.4 - O 1 l I Date: 11-1103 Phone: Pages: Re: CC: ❑ Urgent ❑ For Review ❑ Please Comment ❑ Please Reply ❑ Please Recycle -Comments: �J 7Trn • zv0 (' �THwYm t V�OYrO v✓ l� o0 X X62 r- l V� / Cr z' �j � Cla G� ✓� �ti ", 34, o T`o ,3 ?c 4 0 �O t 3 6 0 0 m ° .3 • i3 f rtn, �t�/ ZOb` �c� 'e �000 7-0f. 1X o.cb : 8680- 0 ° A� 0, I-pz 00 . 0 I- H, A3 . 0D S. t2 T� c (p, Po � 40Lt= n 30 .00 gzPC - 00 6. /$ 'r 0 C C'i �¢ /FJO L- F k 40 •0o 4, e po_ d o 7• Ca 1 C,(4 kl as;" z L0.. WFf6 x Zy o6 � ¢/ o e o•os P , M, 14 's / a, w/r— �e- ? Z/ e o 37 o (9p • e d P '/• C P I ne C3 WC Solfff -30 -0C) 10, 5-60 • o� lO. 5 �A!t•{• l Ea. NV/ r-- �CX2J004 Z/ s0 J. 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Finnssampies • copy of 1~ • chaw ordw r cor"m DATE THESE ARE TRANSMITTED n d*CW ■ _ BIDS w MINTS RETURNED AF" LOAN TO US OF- COPYZZ i J/ 01/02/2003 12:04 7813340111 DIBIASECOMP PAGE 02 Ledgewood Hills Realty Trust Parlee Street Extension Project Bond Estimate Area: 240 feet x 40 feet= 9600 sf Out de Sac:65 feet x 65 feet= 4225 sf 13825 of 1) Gravel Borrow Area 8600'127= 356 cubic yards Cul do Sac 4225'127= 156 cubic yarft Totals Approximately _ ..512 cubic yards $18.00 per yard= $9,200.00 2) Bituminous Concrete Area same as#1 13825 19= 1538 square yards 1536 square yards x .055 x 4=338 tors 6$40.00 per ton= $13,520.00 3) Bituminous Concrete Sidewalks included in line#2: 40'overall to back of ski walk. 4) H2O V DI 305 feet @$50.00 per foot= $15,300.00 5) 12' RCP Drain 140 feet @$26.00 per foot= $4,000.00 8) 18'RCP Drain 100 feet @$32.00 per Toot= $3,200.00 7) CB's 2 Q $1000.00 w/F&G x $2,000.00 8) D.M.H's 1 @$1000.00 with cover= $1,000.00 9) 3"PVC Sewer 350 feet a$10.00 per foot= $3,500.00 10) SMH 10$2000.00 wk= $2,000.00 11) Vertical Granite 600 feet a$18.00 per foot- $10,800.00 12) Loam Borrow Grass Plot $500.00 13) Street Tress 10 Trees every 60 feet 0$400.00 per tree $4.000.00 01/02/2003 12:04 7013340111 DIBIASECOMP PAGE 03 Ledgewood Hills Realty Trust Parlee Street Extension Project Bond Estimate - Cont. 14) 1-CLDI Hydrant Installed $1,800.00 15) Stone WaNs-520 sf @$151of $7,800.00 16) Detention Pond Construction with Outlet Structure $12,800.00 17) Detention Pard Fencing-300 ft a$15Ain ft. $4,500.00 18) Bouhlers and Pavement Striping $3,000.00 19) Blasting Estimate $35,000.00 20) 530'Hay Bale and Siltation Fence $4,000-00 21) Clearing and Grubbing $7,200.00 22) 7-Water Services @$750 each $5,200.00 23) 4" PVC SCH 40 Drain Lot S97A $950.00 Total151, 70_00_ 0 • * 81192 . 00 + 1 3,600 • 00 + 8,880 . 00 + 13,500 . 00+ 4,200 . 00 + 4,000 • 00+ 4,000 . 00+ 2,000 . 00 + 1 0,500 • 00+ 2,000 . 00 + 15,000 . 00 + 1,320 . 00 + 6,000 . 00+ 2,500 . 00+ 8,250 . 40 + 13,000 . 00+ 6,000 . 00+ y 3,000 . 00 + 35,000 . 00 + 3,975 . 00+ 7,200 . 00 + 5,250 . 00 + 9,000 . 00+ 186,367. 000 186,367. 00 * f, I , i 1 K I` CITY OF SALEM DEPARTMENT OF PLANNING AND COMMUNITY DEVELOPMENT 120 WASHINGTON STREET ( 978 ) 745 - 9595 , EXTENSION 311 FACSIMILE TRANSMITTAL SHEET TO: FROM: Paul DiBiase Denise S. McClure COMPANY: DATE: SALEM NEWS January 17, 2003 FAX NUMBER: TOTAL NO. OF PAGES INCLUDING COVER: 4 RE: Attached Draft Escrow Agreement ❑ URGENT ❑ FOR REVIEW ❑ PLEASE COMMENT ❑ PLEASE REPLY ❑ PLEASE RECYCLE NOTES/COMMENTS: Paul, Attached you will find the draft escrow agreement for the security for Parlee Street Extension. Take a look at it and let me know your thoughts. Thank you and please feel free to call me at (978) 745-9595, extension 311 if you have any questions. Denise S. McClure FAX NUMBER: (978) 740-0404 r AGREEMENT Agreement made this XX day of January 2003, by and between Paul Dibiase Trustee of Ledgewood Realty Trust (hereinafter called the "Developer") and the Salem Planning Board, a duly constituted municipal body of the City of Salem, Massachusetts (hereinafter called the "Planning Board"). RECITALS 1. WHEREAS, pursuant to the provisions of the Massachusetts Subdivision Control Law and the Planning Board's Rules and Regulations adopted thereunder, the Planning Board has approved the Definitive Plan entitled "Definitive Subdivision Plan, Parlee Street Extention, Salem, Massachusetts," prepared for Ledgewood Hills Realty Trust and prepared by Hancock Engineering Associates, 235 Newbury Street, Danvers, MA 01923, dated November 27, 2001 and revised November 29, 2001, December 17, 2001, June 7, 2002, and September 9, 2002 recorded at the Essex Southern District Registry of Deeds herewith, hereinafter referred to as the "plan" and 2. WHEREAS, the Developer has submitted a check to the City of Salem for $204,000.00 and 3. WHEREAS, the parties have agreed that the City of Salem will escrow these finds to secure the full completion of the required public improvements on or before r n subject to the terms and conditions enumerated herein: 4. WHEREAS, the City of Salem shall deposit the $204,000 from the Developer in an interest bearing escrow account at the Salem Branch of Eastern Bank in the name of Anne L. Busteed in her role as Treasurer of the City of Salem, who shall act as sole agent of said account. Said $204,000 shall be deposited prior to February 1, 2003. 5. WHEREAS, as hereinafter more particularly set forth, the purpose of said $204,000 escrow is to secure completion of the required public improvements completed in accordance with the Plan and the Board's applicable Rules and Regulations and 6. WHEREAS, any activity concerning said funds shall be governed by and within terms and conditions of this Agreement. 7. WHEREAS, the Board will disburse to the Developer said funds from time to time, when, as and if structures, services and improvements shall have been installed, and ways constructed to the satisfaction of the Board and in such amount as may be approved by the Planning Board, as required under Paragraph 7 below, pursuant to said Plan and the Board's Rules and Regulations and 8. NOW, THEREFORE, it is understood and agreed that the Planning Board shall not pay over to the Developer any sum from said funds except as provided herein. 1 9. It is further understood and agreed that such work shall be completed no later than one (1) year from the date hereof, unless such date has been extended by a written amendment hereof entered into by agreement of the parties hereto. . 10. Upon certification of the Board as to a portion of any task being completed in accordance with the Plan and the Board's applicable Rules and Regulations, the Planning Board will release to the Developer a corresponding percentage of money, with all figures based on the attached estimate of$204, 000 agreed on by both parties and upon which this agreement is based. 11. The Developer shall furnish a check to the City of Salem, in the amount of $204,000. The City of Salem Treasurer shall deposit said check in an interest bearing escrow account at the Salem Branch of Eastern Bank in the name of Anne L. Busteed in her role as Treasurer of the City of Salem, who shall act as sole agent of said account. Said $204,000 shall be deposited prior to t'chruar% 1_ _'004. 12. As hereinafter more particularly set forth, the purpose of said $204,000 escrow is to secure completion of the required work as required by the terms of the Planning Board Decision referenced above and the City of Salem Subdivision Rules and Regulations. 13. Any activity concerning said funds shall be governed by the within terms and conditions of this Agreement. 14. The Buyer shall complete the required work on or before 15. In the event that the Buyer has fully completed the required work on or before �,;uan i, ") +, as determined by the Planning Board in its sole discretion, said agent shall forthwith release said funds, together with interest, to the Buyer. Said determination shall be communicated by the Planning Board in writing to said agent forthwith upon its determination of completion. 16. In the event the work is not completed to the satisfaction of the Board in accordance with the Plan and the applicable Rules and Regulations of the Planning Board, said funds as retained by the City of Salem shall, upon the written request of the Board, be paid over to the Board for the completion of work. The Developer shall be deemed to have authorized the release of said funds for said purpose, and to have relinquished all claims to said funds against the Board. Paul Dibiase agrees in his individual capacity and as Trustee of Ledgewood Hills Realty Trust not to prohibit the City from releasing the funds to the Board as called for in this paragraph. 17. In such event, the Developer hereby irrevocably agrees that the Planning Board shall have the full power and authority to complete said required work and the Developer shall not hinder or restrict those retained by the Commission for such purpose in any way. In such event, all decisions with respect to completing said required work, such as whom to hire, where 2 and what items to purchase, etc., shall be made by the Planning Board in its sole discretion, provided however that in no event shall the Planning Board exceed the scope of the required work. 18. The Developer hereby agrees that its agents, transferees and assigns, both past, present, or future shall also be bound by the terms of this Agreement. 19. Any funds remaining after the Planning Board has completed the required work, together with any remaining interest, shall be refunded to the Developer forthwith upon the Planning Board's determination of said completion. 20. In the event that the funds are insufficient to fully complete the required work, the Developer agrees to promptly pay for any work required by the Planning Board Decision cited above and the City of Salem Subdivision Rules and Regulations after said funds have been exhausted to complete said work. 21. The developer agrees that prior to the issuance of the first certificate of occupancy, all utilities and the paving of the binder course on the roadway shall be completed in accordance with the approved Subdivision Plan. 22. The Developer is not restricted by this Agreement from conveying or transferring title to any of the lots noted on the Plan. 23. The Board hereby releases all lots shown on the Plan from any subsequently recorded Covenant. 24. The Developer shall fully indemnify and hold the Planning Board and the City of Salem harmless for any loss or expense the Planning Board incurs as a result of any breach by the Developer of this Agreement including (without limitation) attorney's fees. 25. This Agreement shall be governed by the laws of the Commonwealth of Massachusetts. 1N WITNESS WHEREOF, the parties hereto have set their hands and seals as of the day and year first above written. Walter B. Power, III Planning Board Chair, City of Saleni 3 Paul Dibiase Trustee, Ledgewood Hills Realty Trust Anne Busteed City of Salem Treasurer COMMONWEALTH OF MASSACHUSETTS Essex, ss 12003 Then personally appeared the above-named Treasurer and acknowledged the foregoing to be the free act and deed of the City of Salem, before me. Notary Public My Commission Expires: COMMONWEALTH OF MASSACHUSETTS Essex, ss 12003 Then personally appeared the above-named Developer and acknowledged the foregoing to be the free act and deed of Paul Dibiase, Trustee, Ledgewood Hills Realty Trust, before me. Notary Public My Commission Expires: COMMONWEALTH OF MASSACHUSETTS Essex, ss , 2003 Then personally appeared the above-named Walter Power, Chairman of the Salem Planning Board and acknowledged the foregoing to be his free act and deed before me. Notary Public My Commission Expires 4 WARREN FIVE CENTS SAVINGS BANK 24-hour banking PePost Office Box 6159 WarrenBank Amewe4,w,24 abody, Massachusetts 01961-6159 978-531-7400 Member FDIC Bankersnswers (978)•538.3450 Q www.warrenbank.com LENDER A division of Banknorth, N.A. 2032 004 0158001389 PAGE 1 OF 1 ='PAUli DIBIASE STATEMENT PERIOD CITY OF SALEM PLANNING BOARD FROM 01/23/03 120'"WASHINGTON ST `THRU 01/31/03 SALEM, MA 01970 " ENCLOSURES 0 yn , a n a 7 COMMERCIAL MONEY MARKET ---- ,.•ACCOUNT NBR DD .' _" 0158001389 BEGINNING BALANCE $ . 00 INTEREST`RATE 1 .6406 DEPOSITS/CREDITS $204, 000 . 00 AVG BALANCE ,,v $204, 000 . 00 INTEREST PAID $82 .49 YTD INTEREST $82 .49-' CHECKS/DEBITS $ . 00 YTD ;glTviinr SERVICE CH-AP.GES C nn 4 u _ ENDING,BALANCE } $204 , 082 .49 # DEPOSITS/CREDITS 2 # CHECKS/DEBITS 0 DATE DESCRIPTION DEPOSITS WITHDRAWALS BALANCE 01/23 BEGINNING BALANCE $ - 00 *•01/23 DEPOSIT-NEW ACCT-CASH - 'u 204 , 000 . 00 204, 000 . 00 01/31 CREDIT-INTEREST 82 .49 204, 082 .49 01/31 ENDING. BALANCE . $204, 082 .49 ANNUAL PERCENTAGE YIELD EARNED (APY-E) 1 . 656 INTEREST EARNED THIS STATEMENTPERIOD ' , $82 .49 INTEREST RATE HISTORY r DATE RP_T2, 01/223 1 . 640 a 3 R ro j DENOTES INTERRUPTION IN CHECK NUMBER SEQUENCE NOTICE:SEE REVERSE SIDE FOR ADDITIONAL INFORMATION THIS FORM IS PROVIDED TO HELP YOU BALANCE YOUR BANK STATEMENT IT IS ESSENTIAL THAT THE BALANCE SHOWN ON YOUR RECORDS AGREES WITH OURS. ANY ERROR OR EXCEPTION SHOULD BE REPORTED IMMEDIATELY. List checks and electronic transactions not yet charged to account. BANK BALANCE SHOWN ON THIS STATEMENT $ ADD+ DEPOSITS NOT SHOWN ON THIS STATEMENT (IF ANY) $ TOTAL SUBTRACT CHECKS AND ELECTRONIC TRANSACTIONS OUTSTANDING $ BALANCE $ BALANCE SHOULD AGREE WITH CHECKBOOK BALANCE. BE SURE TO DEDUCT SERVICE CHARGE,IF ANY,OR ADD INTEREST EARNED,IF ANY,IN YOUR CHECKBOOK. TOTAL $ ALL INFORMATION BELOW APPLIES ONLY TO CHECKING OR STATEMENT SAVINGS ACCOUNTS THAT ARE ESTABLISHED PRIMARILY FOR PERSONAL, FAMILY OR HOUSEHOLD PURPOSES. Please notify us promptly,and in writing,of any address changes. Send a list of your account numbers with your old and new address to us at the address printed on the front of this statement.attention:Operations Department. ELECTRONIC BANKING In Case of Errors or Questions About Your Electronic Transfers Telephone us at(978)531-7400 or write us at the address printed on the front of this statement promptly if you think your statement or receipt is wrong or if you need more information.We must hear from you no later than 60 days after we sent you the FIRST statement on which the error or problem appeared. (1)Tell us your name and account number. (2)Describe the error or the transfer you are unsure about,and explain as clearly as you can why you believe there is an error or why you need more information. (3)Tell us the dollar amount of the suspected error. We will investigate your complaint and will correct any error promptly.If we take more than 10 calendar days to do this,we will recredit your account for the amount you think is in error,so that you will have use of the money during the time it takes to complete our investigation. PREAUTHORIZED TRANSFERS To find out if a preauthorized electronic transfer,e.g.direct deposit of social security benefits,has been made to your account,call Answerline 24(978)538-3480 or(978) 531-7400. BILLING RIGHTS SUMMARY(For Credit on Demand and Equi-Check Accounts) In Case of Errors or Questions About Your Bill If you think your bill is wrong or if you need more information about a transaction on your bill,write us at the address printed on the front of this statement as soon as possible.We must hear from you no later than 60 days after we sent you the FIRST bill on which the error or problem appeared.You can telephone us,but doing so will not preserve your rights.In your letter,give us the fallowing information: (1)Your name and account number. (2)The dollar amount of the suspected error. (3)Describe the error and explain,if you can,why you believe there is an error.If you need more information,describe the item you are unsure about. You do not have to pay any amount in question,while we are investigating,but you are still obligated to pay the parts of your bill that are not in question.While we investigate your questions,we cannot report you as delinquent or take any action to collect the amount you question. FOR PROMPT CREDITING OF PAYMENTS Payments made on any banking day will be credited on the day they are made. The crediting of other payments,including payment via electronic terminal,may be delayed up to 5 days. HOW WE CALCULATETHE BALANCE ON WHICH THE FINANCE CHARGE IS COMPUTED The finance charge is computed on the average daily balance in your account during the statement period.To calculate the average daily balance,we follow these steps. (1)We start with the balance of outstanding loans and finance charges at the beginning of the statement period.(2)Each day we adjust the balance for any new loans, other debts,payments and other credits.This gives us each day's daily balance. (3)At the end of the statement period,we add the daily balance for the statement period, and we divide the sum by the number of days in the statement period.This gives us the average daily balance for the statement period.The average daily balance is multiplied by the daily periodic rate or rates shown on the front of this statement and by the number of days in the statement period to obtain the finance charge for the statement period. Call or write us with any inquiries at the telephone number and address shown on the front of this statement,attention:Operations Department. INFORMATION ABOUT CREDIT BALANCES Any credit balance shown on the face of this statement represents money the bank owes to ycu.You have the right to make charges against any credit balance or to obtain a cash refund of any credit balance upon request.A refund will be made to you within 30 days after the expiration of the 6-month period following the closing of the billing cycle in which the credit balance first occurs in the amount then remaining in the credit balance if no charge has been made against the balance and a refund has not been requested,provided the credit balance is then equal to or in excess of$1.00. J CITY OF SALEM, MASSACHUSETTS BOARD OF HEALTH 120 WASHINGTON STREET, 4TH FLOOR SALEM, MA 01970 a TEL. 978-741-1800 FAX 978-745-0343 STANLEY USOVICZ, JR. JOANNE SCOTT, MPH, RS, CHO MAYOR HEALTH AGENT January 6, 2002 Walter B. Power, III, Chairman Salem Planning Board 120 Washington Street Salem, Massachusetts 01970 Dear Mr. Power: At its meeting on December 11, 2001, the Salem Board of Health voted to approve the Special Permit for Ledgwood Realty Trust, Parlee Street, presented by Jim Comeau, P.E., Senior Project Engineer, Hancock Engineering, with the following special condition: 1. The Developer presenting the plan to the Board of Health shall consult with the Northeast Mosquito Control Program regarding mosquito control of the detention pond and will submit a plan for such control to the Health Agent. And the following conditions: 1. The individual presenting the plan to the Board of Health must_notify the Health Agent of the name, address, and telephone number_of the project (site) manager who will be on site and directly responsib[ .for the construction of the project. f 2. If a DEP tracking number is issued for this site under the Massachusetts Contingency Plan, no structure shall be constructed until the Licensed Site Professional responsible for the site certifies that soil and ground water on the entire site meets the DEP standards for the proposed use. 3. The developer shall adhere to a drainage plan as approved by the City Engineer. 4. The developer shall employ a licensed pesticide applicator to exterminate the area prior to construction, demolition, and/or blasting and shall send a copy of the exterminator's invoice to the Health Agent 5. The developer shall maintain the area free from rodents throughout construction. 6. The developer shall submit to the Health Agent a written plan for dust control and street sweeping which will occur during construction. 7. The developer shall submit to the Health Agent a written plan for containment and removal of debris, vegetative waste, and unacceptable excavation material generated during demolition and/or construction. 8. The Fire Department must approve the plan regarding access for fire fighting. 9. Noise levels from the resultant establishment(s) generated by operations including but not limited to, refrigeration and heating, shall not increase the broadband sound level by more than 10 dB(A), above the ambient levels measured at the property line. 10. The developer shall disclose in writing to the Health Agent the origin of any fill material needed for the project. 11. The developer shall notify the Health Agent when the project is complete for final inspection and confirmation that above conditions have been met. If I may be of any assistance to your Board, please call me. Sincerely yours, For the Board of Health, Joanne Scott Health Agent cc: Paul DiBiase C 1z L zJ LEGEND EXISTING PROPOSED 147 -- ---ws - ---- WATER SERVICE FMS FORCE MAIN =FM= � � FARL2E F S TRE NSION FOR REGISTRY USE ONL Y 3"C!_ _ SEWER LINE AND MANHOLE _WH - -- - - -- - - - SIZE MATER/AL & FLOW DIREC77ON �Ss�� l CERTIFY THAT THIS PLAN CONFORMS TO THE RULES AND REGULA TIONS OF - _ 12"RCP DRAINLINE WITH PIPE SIZE, MA TER/ASL DMH THE REGISTERS OF DEEDS. _& & FLOW D/REC770V, CATCH BASIN �Sp MANHOLE & ROUND CATCH BASIN SALEM. RD--a-- ROOF DRAIN AND DOWNSPOUT RD 0 DS MA SSA CHUSET TS vo - PERFORA TED UNDERORA/N - - -UD- - - DA TE PROFESSIONAL LAND SUR VE I-OR -- -FD -- FOUNDA TION DRAIN F•D w WA TER MAIN AND VAL VF w -- - c - NA 7URAL GAS LINE AND VAL VE C - PROPERTY LINE EASEMENT LINE — — — - - -- - TOWN LINE - MA TCN LINE - - FIRE HYDRANT — cu---- CONNECTION UNKNOWN -�- LIGATURE TO INDICATE CONTINUOUS OWNERSHIP ACROSS LINES 55.36' - "SEARING do DISTANCE ALONG BOUNDARY 55.36' N120'46�3'E N1204623E O 249.56' :>, TOTALED BOUNDARY FRONTAGE ~- '. • -4 t v\ « 249.56' >> « ECSC/y0// `1 v9 A#2 ELEVA 770N BENCH MARK Brook ` / INDEX ---X X--- BARBED WIRE —X w©for > FLYNNS o D 1 STONE WALL 51 0 9 �° `' Q TER D �. 9 ,�� 1 TITLE SHEET, LOCUS MAP, CLr Et'.ERA�D' �- (,EMC �� p O ' CHAIN LINK FENCE WITH HEIGHT -0 o — >I �C, ASWAY J� yL Z m O Z pn�,51 �, 2P�P� LEGEND & INDEX 5 WF o Wn00 FENCE WITH HEIGHT 5 ■ ►- j Fj LE\1 1� p �2P R; `• r AL8A O r/ EDGE OF LAWN o�, �� Go ) A� o �� Mme— 2 SITE, UTILITY, GRADING PLAN �,4c - ►ti - - - - EDGE OF GRA VEL OR D/RT ROAD e� v� 0 ' V!$Tq-P� RC• Df BIASE. IRC �p0'� R�Tp R� r r L C/', s ov �_�� .� ST , y - EDGE OF PA VFMENT o F �: P/ SL 0� r �s� o` =T, z T KP/CAL ROA D WA Y CROSS SECTION -CC _ -- - CURB (see abbreviotions) 1�GC Q �P. v��~ ti l ^9' C�<�o $_ �P }5U1kM�0 E PA 7H OR TRAIL : ►� �9� vn^\��,.:s� �. ws ""��`'�--� 3Eu ,3 °LAN OF L 0 TS t 4L F �9 > 4 RIDGE %-O c GeUIDR / RO' W 2 COTI, x 232.6 SPOT ELEVA 77ON 1�3 4 S P/ \��''✓ 9 G ,�, r 7 '4 81 78C ? L� �� S . a / � � OA ! . � O �� ,\ � AR EE J `' U � " �" � 4 ROA D WA Y PROFILE - - - - - 92- - - - - - ELEVA 77ON CONTOUR 9 H INTERMITTENT STREAM, DRAINAGE ONTCH, NSC,Q� �� 1w k 14j OR EDGE OF SEASONAL PONDING AREA , SHORE LINE (see abbreviations) a �� o SE ,. :�. 5. 6, 7, 8 PLAN DETAILS - MEAN HIGH WA 7ER V ----- MEAN LOW WATER o ;s tr� LIMIT OF BORDERING VEGETATED WE7ZAN0 ` (WITH FLAG NUMBER) ' To�Ra J <• a H• `oo. EDGE OF M90DS OR BRUSH (DRIP LINE) y� �-� �v , to. II RST 26.8 PROMINENT DECIDUOUS TREE 26.8 12't' W17H ELEVA770N, SIZE AND SPEC/ES � 0 Ito 26.8 PROMINENT DECIDUOUS TREE M�� PLAN� 1"N` BOARD �I�'26.8 ,c�,•, v�N, Cd7TAG E � 18'P W17H ELEVA LION, SIZE AND SPEC/ES M 18 P �v• alern ` ST. 27Z , ROCK OUTCROP (LEDGE) ter.••+. --•. --- --- LIMIT OF COASTAL SANK r Schooll �,'-7� rc�w �' - -- - - lRZ -- LIMITOF INNER RIPARIAN ZONE /RZc, _ '11 ul� __E PLAN � - -ORZ----- LIMIT OF OUTER RIPARIAN ZONE ORZ � _-- --- • O ---- L/MIT OF WEIZANO REPLICA 7701V AREA —00 -- O LIMIT OF 100-FOOT WETLAND BUFJ TR ZONE 0 ------ -- L IMI T OF 100-YEAR FZOODPLA/N ---- D -- LIMIT OF 10-YEAR FL OODPLA/N T A ---- -- LIMI T OF CONSERVANCY DIS 7R/CT, WA 7ERSHED PROTECTION DISTRICT, OR 'INLAND FLOODPLAIN' -�----- f- SIL T FENCE LOCUS MAP HA YBALES . • SURFACE RUNOFF DIREC 710111 �. ... SCALE- I'_-1000' WATERCOURSE FLOW �Z �- - PIPE FLOWTP f- 0 1000 2000 4000 Q 35.2 TEST P/T WI TH ELEVA 770N PT6 PERCOLA 7701V TEST O SP 2 SOIL PROBE O SB 3 SOIL BOR/NG O GM 5 GROUNDWATER MONITORING WELL - STONE RETAINING WALL -� --�- RETAINING WALL LL BUILDING, LIGHT, STEPS & OVERHANG Cl Y OF EMP NN/ OARD DESIGN. IRC HANCOCK SHEET 6 JRC RFD 7/8/02 6/2%2 P.B. COMMENTS DRAWN.• FBF DEFINOVE SUBDIVISION PLAN 5 JRC RFD 6/19/02 DE7ENSlON POND FENCE gH Of Engineering Associates 1 OF 8 4 JRC RFD 6/`1/02 HYBRID TURNAROUND8735T PARLEE S or�? ,o�� ,,,,, q. �` , A DIVISION OF H.S.A., INc. DWG. TREET EXTENSION 3 JRC RFD 6/4/02 REVISED TURNAROUND do PUMP LAYOUT = cp�F�u 235 NEWBURY STREET, DANVERS, MA. 01923 CHECKED: RFD 2 JRC RFD 12/17/01 REVISED LOT GRADING eso.Iv o �e VOICE (978) 777-3050, FAX (978) 774-7816 SALEM, MASS. 110B 1 ✓RC P,FD 11/29/01 P.B. SUBMISSION ` SCALE. AS SHOWN S!'.o� :�tSCRIPT/G'l'J � -- �. gra•._ r�. ;�r,� � �� /+. 1,r--c -�. nn�-�A�` I" � �t .� Q ,_� PREPARED FOR. LEDGEWOOD HILLS REALTY TRUST r w� p� p :3QPc'. 87,35 ...:W@ VAWfi T2xTAmmrAxuw.. .^ate". "!?S'^_. r'.:i"..s :::!".p' .�..... Ti.,�.'e..kPL�22^ ,..`ST!46,+"'�RT,!'e•...,.«':.,..a ..� -.__-�. �a `.'::3 FI15PL6?C.:9: � ,i::\4.Y8'?�' .:i.u� jT,.. _.. ... ,. .. .. ..... ...., p �• (1 ■ �.r.. ... I I I TYPE 1-2 BITUMINOUS CONCRETE, I 2" BINDER, 1`E TOP COURSE VERTICAL GRAN/TE CURB ELEVATION BENCH MARKS I 1-1/2" MHD TYPE /-1 B/T. CONC. TOP COURSE DATUM: CITY CITY OF SALEM BASE 3" MHD TYPE l-1 BIT. CONC. BINDER COURSE I ( -L D. N0VAR/ABLE WI'OTN RIGHT 4 ' DESCRIPTION ELEV. I I OF WAY ( 0 � I 1. SQUARE - CUT SET IN CURB 124.67 I I 12' 12' 3' A 2. D.H. SET IN LEDGE OUTCROP 107.01 ( ) (TYP. GJ� 3. S = 2� 1.5.E w I o �...�:. .:... . 6" LOAM & FOR REGISTRY USE ONL Y PLAm N i N G BOARD BARTLETT & STEADMAN / ( I I �r I }: :Q• �''.'Q:... "p SEED (TYP) DEVELOPMENT CORP. iSHRUB SWAMP ido ° . ° I CERTIFY THA T THIS PLAN CONFORMS �/ ° . : .: :: : • . . : ... ::,.• +.: .. ..t ... : " pp ED Q.: .•:..• .: :";': 8 COMPACTED TO THE RULES AND REGULA 77ONS OF A��f`,® Y �D L.C.C. 856 -J ( �i _ I `� ' r '. rp::'..' '� ±� PROCESSED THE REGISTERS OF DEEDS. S GRA VEL BASE E TE PLAN " ,~ - _ _ - = P�� I /I 102 I i -I _ PER MHD M2.01.7 I PROPOSED 2-8o PVC SCH. 40, S 2.09 P INV 1N=101.0, /NV. OUT=100.7 ; CA TTAIL �PG�� ____ I 3" COMPACTED DA TE PROFESSIONAL LAND SURVEYOR PROP. 8" SPLASH PADS MARSH , !�`ID \ N I Z N/ I I , PROCESSED UNDISTURBED OR i N GRA VE'L BASE COMPACTED SUBGRADE PROPOSED ACCESS EASEMENT i I � _-104 I � h � OPEN WATER �-- -- PER MHD M2.01.7 h LOT 97C & I I I N BUR/ED ELECTRIC, 798 S.F.+ TELEPHONE & LEDGEW00D HILLS REAL TY TRUST i AREA-16, ^ ____ " 9 L.C.C. 856 -J � �� ( o �o / •�, j ____ I 4,o7/,N� RUN GRA VEL BASE COMPACTED NK o [CA TV (17P.) 6' PROPOSED 12 WIDE C.L.F. G„T£ j PROP. ST�ETA/N/NG WALL I N �- los II PER MHD / 8y O 97 a�� I I I / M.03.0, TYPE b, NO TES: G G .C -L (ELENA 7F a1'1'ALL ADDITIONAL I �o I I // / 3" LARGEST STONE L• PROPOSED DOUBLE GRA TE CY / & MARY I 3 /GH To AC A AS BARRIER) I � I � � / // X11 ROA DWA Y CONSTRUCTION SHALL CONFORM TO R/M=107.6 /NV.=101.80 YGA I "FA16 I ROP. 4' f1�/DE GRASSED I ^ J�� l CITY OF SALEM DPW SPEC/FICA 77ONS. CA TTAIG WFA 15 99 9 I WA TER QUAL/TY SWALE o6 o I �,^,�� j [21 REMOVE LEDGE /F ENCOUNTERED, 12" M/N. _ BELOW GRA WCL BASE. OPEN WA TER MARSH �� • I � / WFA 17 (PRO VIDE 6 H/GH EAR�H rn ( PROP. 4' HlG HA/N / / / ss 9 goo EMBANKMENT i • ,b � � ✓ j [3) /F THE 10' MIN/MUM LA TERAL SEPARA 77ON BETWEEN LINK FE'NC IYP.) 9 yyF 14 / / CHECK DAMS 10 0.C.) 1 j �� / i Z 10' SAN/TARY SEWER AND WA TER MA/NS CANNOT BE / 101 ` OFMA 18' ABOVE THE SEW£R. F NEITHER BEAMINIMUM � A 13 ( 108 / �� /l � o �3�MIN. -� HARRY & �� " SEPARA TION WFA12 j' / / WA 18 Ell 110 I WF,411 BARNARA LAZAR/DES CAN BE MA/NTA/NEO THEN BOTH PIPES SHALL BE PROPOSED D, At / 101. I 11 �� FITTED W/1N/N A P. V.C. SLEEVE; EXTEND/NG 10 POND SEDIMENT FOREBA Y 1p -' / iso 5 / �/ 2s.2 F06CF MAZA/ WA TER E/7NER SIDE OF THE CROSSING � I L.C.C. 856 -L 1 � THREAD OF \g6 10 �\ 1 L 10:9 1 / v _ 1 _ TYPICA.L ROA DWA Y C� OSSEC77ON IN TERY1 STREAM77ENT �� WFA // / -- s8.2 � � , � �� ,1 / / SCALE- 1"=5' HORIZONTAL • PROPOSED TRANSFORMER PAD / x / __--�}-- - � 5 PROP. 'FLUSH/NG CONNEC77ON j �" X06 / / / /// / 24. R & C IE-1' VER77CAL /NV our=100.5 A p + s o . E �� ,� dREALTY TRUST • WFAB X03 � / R QS€� /PROPIOS� I ,� W7N/ //�� ll/99 RONALD A. JAMES, TR. PROPOSED RETAINING WALLS / �p2 10 43 770N -/ 014EL,L/NG �I 4 PVC�sCfl-4D ��/ / 124 I L.C.C. - o BARTLETT & STEADMAN / / o . PO F EL. 1fi0 I VO p' / �/ ��, 856 9 DEVELOPMENT CORP. / + � � 6 �o ..�. .._._ L � f- - �/ 125.J GENERAL NOTES.• L.C.C. 856 -✓ 5 \L- / ; / P-ROP.TYDFANT, / PROPOSED RIM=120.8 0 /NV. OUT-100.51G'� ENVIRONMENT-Ol/ _121 1 - / SEE SHEET 6 OF 8 PROPOSED DE1FN710N POND / F 32 2 � MDQ= fL.�'SS / o P PUMP CHAMBIE. �2s.o P 8 x6'�TE: li . PROP. 4' HIGH CHAIN WrA _ _- R / �� 10 / / ! !!!?198= 5 .O ! ) o 125.34 A SSESSORS. ( ) - � / i R . B/ NC. / E ,ALk TYP �^' '' VJ MAP 14 LOTS 48,50,52 LINK FENCE 1')'P. 9 •�. � ., w / ►. �• �2 � '' PROP. 8" 1Fc ! PROPOSED 12' WIDE C.L.F. GA 7F A5 / • / U CROP _� '� • \ .18 0 1 ;,' ,' o ZONING: PROPOSED DRAINAGE EASEMENT GP �• / PROPOS D ,y= " s r R1 - RESIDEN77AL (ONE FAAWL Y •5 / / S , 5� VER i /i = W 8 CLD/ - CLASS 52 I,y F ) / 105 Zf ' ' .� / 1 00 '� CZ I J/ �. +� 0 �,==•9Q------=-=====CU. ��' < -��✓qT�R MIN. LOT SIZE 15,000 S.F. P5`' _ T 9RUST BLOCK �� MIN. LOT WIDTH 100 ,•-f- • .:Z� - ----•a'fi- -r-� ----- -F-o"Up-- -�• ��L-..IP�Nn UCTwra . WIDE) . ... ` --. : .... . '. r... 12423 ERA•- 125.30 (TYP.) MAX. BLDG. LOT COVERAGE 309 g9 �/ . X " _ RIM=125. + R / S0 SASS _ Cha--- �:' �- 3 SDI�2- v j I 124.8 '4/NV 119.7 UP M/N. FRONT YARD15' _ � 2 N V.=119.8 MIN. SIDE YARD f0 J st ,124.64 12418 TIE--INTO EX/STING SMH, j / -r" � w O i i A� # R/M=124.8 M/N. REAR YARD 97.0 _ I ROVIDE VELOCITY REDUCING TE£ 30 WFA 0�A. 50 C / / 4-00 r r- - 0 MAX. BLDG. HEIGHT 35' 2 1 2 STORIES) 3 _ �� i' �- 50.0.9- 1 " INV.=121.2 ' ( / ) { �' / PA4 1:0 MET f'\ /l / / ! ' f ✓ - B U �ry _ J \ 1 CORPORA 770N (TYP) ,, 1 0 00 • // / • . / � / P �., _ _ � � �, ,o \ REFERENCES. } - / -- / S Kul G LlN / --- t- O � . / � i _ ._ (n !� " 121.. s \ ( DEED BOOK 7020 PAGE 640 1 KFA2 / / •, ELN A 77N� PRO VIDE 4 P VC 7FE RIM=121.2 ,c, `(/ L.C.C. 856 L IN V..-120.2 L.C.C. 73288 CUL. AC 1 � / / � ._ --- -� � I I U71L/TY/WA IFR SEPERA TORJ '- ` ,( RAdJSIYP.) / _ / - - PROPOSED I PR9POSED OPQ�Et / - -� / / _ py /NG I ,= C RECORD OWNER. 7WLLlN� DOUBLE CVA 7F B / / / -- F.F. EL. 4.5 J \ LEDGEW000 HILLS EL. YL3.5 R/M�f05,f REALTY TRUST R. E�[! 104. f/ClV-101. // / / / /NVQ- 702..3 / / --� \ JOHN T. & P.o. BOX 780 PROPS�i 9RA/ ",,PRO) / / \ ►� \ L YNNFIELD, MA 01940 MA H,BL / / [ / `` LINDA M. TURNER , / i • D - LING / / D. h \ �6 NO TES: � F.F.�EL. 120.'5 ao �' I �L. T 98 / / V/�01• / BAR. E 111.5 / / 12 122 ��.�'.` 1 L.C.C. 856 -G '�'�g' 1) PROJECT SOURCE BENCHMARK /S BASED ON THE RIM OF A P/ I / / GEQRG' A. -y- \ SEWER MANHOLE A T 17/E /N7FRSEC170N OF VALLEY RD. & N�HOLAS & E EL A Al TZAS /L.C. 56 - / / / / "� �CARAKOUD ;S� 124 \ �� ' 1 PARLEE ST. AS SHOWN ON PREPOSED SITF PLAN 105.02 _ o / LOT 8 E ,� l L.C.C. 856 -H� AREdC--7 F.+ / / _ _ BY PARSON & FAM INC. APRIL 04, 2001 / / .O / / / ,/ / L. 26 -L / AREA=6,659 S F.f �•�`' I y �J / / \ \ S. \ 2) W£7LAND RESOURCE AREAS WERE DEL/NEA 7ED BY HANCOCK / PTE rGBOIRGXIAK�1,51' ENWORMENTAL SERVICES /NC. ON JANUARY 03, 2001. FLAGS PROP.&OLDS S PRO WD/l4iG / / I - ------ - i / \ y / MAX/M M SPA�YNG OF 6' (TYP.) / L e01815 -Ll I --/---/--' r / / \ Lj4 36 l I / WERE LOCA 7E'D BY INS 7RUMENT SURVEY ON AUGUST 02, 2001. N l \ s 0 3) UNDERGROUND UT7LI TIES SHOWN HEREON ARE COMP/LED / 24 Cj� FROM FIELD LOCA770NS OF STRUCTURES AND FROM /O L a./- g I A VAILABLE RECORD /NFORMA 170N ON F/LE A T 7NE aTY / PROPOSED STOff) 7FR / / / / - / / ' _ \ \ ( I <\126 ENGINEERING OFFICES, Cl TY D.P.W., MASS H/GHWA Y DEPT. INnORA TORS TO / / / / ARA ;59QiS F.�/ / A 44RT REALXY �2,RP.l / I ' X1AND U77L/TY COMPAN/ES O1N£R UNDERGROUND U77LITES TO 9?ECE/VE C�ALF / / / / / \ C.C. 56 G / I ' ' r \�2 MA Y EX/ST. /T SHALL BE THE RESPONSIBILITY OF �F ROOF Rt NOFF(TYP.1 / / / / / / / / / / / \ \ ./ �� / ` \�, I THE CONTRACTOR TO VFR/FY THE LOCA 170N SIZE TO E DEIE"R ED \ / (SIZE H SOIL 7hNG) / / / k / / / / / /- ,�y's \ \ \ \ %i/ � j '' 1J�lE AREA OF PROP FALL U7XITES WITH/N � "DIG-SAFE" A T 1-88SE0 WORK AND TO CONTACT -�1 1-888-344-7233 A T LEAST 72 HOURS UI / / PR/OR TO ANY EXCA VA 770N, DEMOL177ON OR CONS7RUC77ON. 1 / / 100 WEIZANO B FFER ,��.°` / / .,� / _ ,✓ ,5 / PETER BEA TON \\ \ " / O ��L.C.C. 856 -G \\ \ \ / 4) ALL DRAIN LINES SHALL BE 12 RCP, CLASS V, UNLESS / / ( Z 1, /� / / �5S//G /r�iN \\�\ /// / OTHERWISE INDICA 7E'D. ^CJ�/ / / / / / \\\\ \ /� 5 SEE STAB/L/ZA 770N AND HAB/TA T / •`� ry^� / SCALE: 1 = 20 \\\�/� ) /N LET7FR FROM HEC, DA TED JULY 18, 2002.PEC/F/CA 170NS om ^oma o ��ti .`� �� / / / / �,�•, 0 10 20 4W 80 \ h d 8 JRC RFD 9/9/02 9/5/02 P.B. MEETING CITY OF SALEM f� NNING BOARD 7 JRC RFD 7/12/02 7111102 CON. COM. COMMENTS' HANCOCK DESIGN: JRC DEFINMVE SUBD/II/S/ON 6 JRC RFD 7/8/02 6/2%2 P.B. COMMENTS' DETENnON POND FENCE t� of Ao4 g• g DRAWN.• FBF S!. lfflLff. XUAGWAVIVADHAW Ew 2 OF EB Engineering Associates 5 JRC RFD 6119102 4 JRC RFD 6/7/02 HYBRID TURNAROUND o� ��yG A oi�s�orl of Hs.A., INC. DWG. 8735SP7 JAMES R. �, ;�'ARLEE STREET EX TEN510N 3 JRC RFD 6/4/02 REVISED 7URNAROUND & PUMP LAYOUT Z COM EAu S civic y 235 NEWBURY STREET, DANVERS, MA. 01923 CHECKED.• RFD 2 JRC RFD 12/17/01 REVISED LOT GRADING j t�o.sao�s o �Q VOICE (978) 777-3050, FAX (978) 774-7816 SALEM, MASS JOB 1 JRC RFD 11/29/01 P.B. SUBMISSION ( SSG T P� `' SCALE: AS SHOWN /�/� .r,„,,;, Civil Engineers, Land Surveyors & Environmental Consultants PREPARED FOR. LEDGEWOOD HILLS REAL TY 7RUST 8735 NO. BY APP. DA 7E REVISION DESCRlP770N DA lE:• 11/27/01 NOTES: 1) FOR WETLAND LOCATION SEE SHEET 2 OF 8. ASSESSORS: 2) LOTS SHOWN HEREON ARE EXISTING LOTS AS SHOWN MAP 14: ON LCC 856 L. SEE REFERENCES FOR TITLE INFORMATION. „ A1 LOTS 37,39,48,50 & 52 (LEDGEWOOD HILLS REALTY TRUST) ' 1 LOT 36 (MICHAEL & MARY BULYGA) J �N ZONING: R1 - RESIDENTIAL ONE FAMILY REFERENCES: LC CERT. #73288 LEDGEWOOD HILLS REALTY TRUST LC CERT.#73967 LCC 856 L OWNERS OF RECORD: LEDGEWOOD HILLS REALTY TRUST PAUL DIBIASE, TRUSTEE BARTLETT & STEADMAN DEVELOPMENT CORP. G• FOR REGISTRY USE ONL Y LCC 856 J G• l CERTIFY THA T THIS PLAN CONFORMS ��p�P� TO THE RULES AND REGULA TIONS OF THE REGISTERS OF DEEDS. j, DHCB �i (FD) ' `N w `0920h .y1 60.00'(Tj� oo E Q N LO DA TE PROFES /ONAL ILAND SURVEYOR .; LU t oflS I J rn a� N �`\ w � �l � J U-) Z o� CTR.CB m. , V` O p 1 00 (� I LEDGEWOOD HILLS , 1 N (FD REALTY TRUST �� 0) LOT 97 D LOT 97 C N = _j LOT 97 A O `r' v C Q LCC 856 L PAUL DIBIASE, TRUSTEE LCC 856 L LC 856 L m ,� 0000 LCC 856 J ^ 7,354 S.F.f No 9,444 S.F.f 13,624 S.F.f A ¢ R & C M m ° REALTY TRUST 00 o RONALD A. JAMES, TR. N LCC 856 9 BARTLETT & S'TEADMAN LEDGEWOOD " V �o z DEVELOPMENT CORP. ,�o HILLS REALTY FOUNDATION R=14.00'19 1 N30'45'40" E C LCC 856 ,J °6 TRUT PAULDIBIE, TR. REMAINS L=19.30' 1 1 25.00'j1 cn LCC 856 L „ I oA LOT 97E �� i ;n I; ° _. / 9,520 tS.F. yp0 = LO . i _ �.• , ° - 33.70' - / 51.30' 18�14•� ks" 150.90, 50.00 _: 50.00 50.00 50.00 _❑_ � Q PO �� 118.54 ROADWAI� 32.36 25.00 ' '-25.00 N 3y 40 E 435.90 0---_❑ ` OFA `� � 3 EASEMENT ROADWAY 386 ±S.F. RADIUS 3: /V /V 4 RFFT ��j F1 POINT EASEMENT (PRIVATE - 40 WIDE) EXTENT OF •��c":',, �5 02 40•• P A R LE E 894 ±S.F. (UNCONSTRUCTED IN THIS AREA) STREET ROADWAY EXISTING } E ��. ��f (A.K.A. MIDDLE STREET) PAVEMENT o SNI 6 _ EASEMENT NI 25.00' `� "' 16718' o LEDGEWOOD HILLS S 30.45'40" W 398 fS.F. ,Z �� 478.73' REALTY TRUST �G� 83.00' �' �'- 35.73 'j 50.00' 50.00' 50.00' �- 90.00 _11' 120.00' PAUL DIBIASE, TRUSTEE /.p�� '�'` DRAINAGE /,�� , << 118.73 >> 3�, �56� S�`R �� LCC 856 J O°' EASEMENT �` / oo L_ „ � � o�� " 4=98'30'0 w 6 6`�9 , 2,625 ±S.F. ,3 cn LOT 98 E �i JOHN T. & LOT 98 I Y o � LCC 856 L 6 a°0,• LINDA M. TURNER g LCC 856 L Q Q w o 6,E658 S.F.f �n� L0 7,446 S.F.f JV, J `j W cn �-�� i N LCC 856 G w �c� o! O O 00 �v - Ou 00 - v � coN c� Y 0000 o W 00 0 0o rn � O Q v 2 1 I� � � ccs ; QJ Z �� oo Ln S Y C9 6' o o J Z = LOT 98 G N 9A 3 ' w 2 p, cn LCC 856 L 13�6Ow W 5,589 S.F.f - J ti ANAPERT REALTY CORP. LCC 856 G 131f tip � s O� 6 y 9�q PETER B E ATONLCC d- . ti s q �ti DHSB(FD) , ell 00 0 0 SCALE: 1 " = 30' DHSB(FD) 0 15 30 60 120 CIT OF SALEM PLANNINPJOARD DESIGN: JRC HANCOCK DEF/N/T/VE SUBD/V/S/ON PLAN SHEET ,.nom, ORA WN.• //VS „�..,. t� FT 6r Engineering Associates E EX TENSION 3 OF 8 WAY E DWG. 8735EA PARLEE S1 T 4 JRC RFD 6/7/02 HYBRID TURNAROUND A DIVISION OF H. .A., JAMBE 3 JRC RFD 6/4/02 REVISED TURNAROUND & PUMP LAYOUT \ �0."la 235 NEWBURY STREET, DANVERS, MA. 01923 CHECKED: WCl JOB 2 JRC RFD 12/17/01 REVISED LOT GRADING r t4b®es VOICE (978) 777-3050, FAX (978) 774-7816 - 1 SALEM, MASS. NO. SCALE- 1 30 1 JRC I RFD 11/29/01 P.B. SUBMISSION PREPARED FOR: LEDGEWOOD HILLS REALTY TRUST 8735 NO. BY APP. DATE REVISION DESCRIPTION 9 X102 Civil Engineers, Land Surveyors & Environmental Consultants DA TE 11/27/01 I 145 . - _ 145 1 LIQ1 , a I ; .__ . . _.._......._...._.....__ ..___...__... --...-__..._.__ .._...-._.___ _..._._.a..__..._-._—_—_..._..- .. F . O ---.--- f Z i FOR REGISTRY USE OK Y CERTIFY THAT TN/S PLAN CONFORMS ' ' J TO THE RULES AND REGULA TIONS OF F Q THE REGIVERS OF DEEDS i F F t i ! DATE PROFESSIOOVAL LAND SURWYOR I i tX/STING L T. EXTERIOR' R.0.W. UNE I i _._. . ..--... ._..._ ;__..___.._._...__.._ --.---.._.r_.___._.__---__._---.- _----... __..---.. ....._. _..__.. _._.._... _-__-- 1I 5 _ 1 125 .. .... i . t S i 1 , • • I : r OI PROPOSED GRADE / I I KG y EXISTING RT:, EXTLrRIOR R.0.W. L/N �- i ,FM'•• I I PROPOSED GRADE EXISTING GRADE 115 ... ..._. _.. .. . .._.._.._. :_._ _ i I Q I O O i _ _ .• _ — £X/STING EXTER/0/? LINE �•� h � vl�0o i ' 5 '•- � ••,.•tet I_ I. RT. IN: to ^ ; y ; M••� ; EXISTING GRADE ; ± I•• i I — — — EXISTING L T. EXTERIOR LINE � / � t,%• �' ' III ` I , 8 I WATE _. . m O I �.- --T• _.. -01 PROP. DMN770N POND �" ,••'• I I 105 / �• I •i - _t. _ .... --- --.._.._..._.._... .----.___.._...___ _.____..__. ._.____. _... . ............ _.. _. ._ .-_.___.__._ _..-. --._i___ . .. ..._-. -_ . ...._ � ___. ._......_..___ ._.._. ._... _.._..__.._ .. .. ..N -� 105 0111 0i 0i LJ i Js f i I 1 f i I 1 f 95 _....._ ... _ _._._... 95 t W O W O I W � O h NO tp d •. co ►� cp ^ a0 �o v cIN p t� ctij h a0 O O QD N ^ ap IN OO ad O O p0 O .. 3+72.65 3+50 3+00 3+11.00 2+50 2+00 1+50 1+00 0+50 0+00 -0+50 -1+00 MALONE DRIW 'PARLEE STREET" f'ROhLE VERTICAL SCA LE:1 "=4' i 0 4 8 16 HORIZONTAL SCA LE.•1 "=20' 0 10 20 40 80 7 .APC RFD 1/3/03 OM/T SEWLrR a EM PLAN NG BOAR /� DESIGN.• �A4C oe FL&NCOCK. FDEF//N/T1VE SUBDM'S/ON SHEET 6 J?C RFD 7/8/02 6/2%2 P.B. CaVUENTSDRAWN: FB 5 JRC RFD 6/19/02 DETFNS/ON POND fENCE �� flF s��y Engineering Associates ROADWAY P'ROF/LE 4 of 8 'E ./1PC RFD 6/7/02 HYBRID TURNAROUND ia�� i+ N� A DIVISION OF H.S.A.. 1NC. DWG 8735P v CIVIL f/1 ioNCHECKED.• RFDPARLEESr�EET �X�&=N4 3 .A4C RFD 6/4/ Vl NAR N do UM LA YOU NO.38d56 235 NEWBURY STREET. DANVERS, MA. 01923 4140 JOB A9oFS crsTE _VOICE (978) 777-30501. FAX 978 774-7816 SALEM, MASS. No. 2 JRC RFD 12117101RENSED LOT GRAD/NG �� ( ) 1 JRC RFD 11/29/0 P.B. SUBMISSION si Al SCALE.•AS St/OWN ivil Engineers, Land Surveyors do Environmental Consultants PREPARED Foo. LEDGE wwD HILLS REAL TY TRUST 8735 NO. BY APP. DA 1F REVIS70N D£SC�R/P1)ON � e'Y DA7E.- 11/27/01 I i �F x., .,a •rn-^.::�-� x� . •rz�-4 -:-•az• z�.�:� a�^�•�sz:es. ,�m,-�. _- .::, risa��*s�ezrsrrr�^�s•�::��.:,� _ �--. .. _ . ..Nso-axrar.•h.:w+:vaoms..�� cc-.Lras,,. .. ,. - - - _ -s,.,,...��tz�':.'r�asma�xseta;.....sr-,,.r...z_,..a s.: ,x: ^�ce'.R�.. ,.,.�,�,*�., ,,�• z. ., _ _ .._ .. ,. r.. .�•.er,. �,s-• ,. r......z•�*�s�.... ..,_, ,ar^ .,r-a� ; I FOR REGISTRY USE ONL Y / CERTIFY THAT THIS PLAN CONFORMS TO THE RULES AND REGULA 7701VS OF THE REG/S7FRS OF DEEDS. DA 7F PROFESSIONAL LAND SURVEYOR 2010 WATER TIGHT LID, FRP WITH PADLOCK (STANDARD) STRAIN RELIEF CORD CONNECTOR PROTECTIVE CABLE SHROUD / (FRP) FIELD JOINT, REQUIRED I FOR MODELS TALLER POWER/ALARM CABLE THAN 2010 — 93 12-6 W/GND. ELECTRICAL QUICK DISCONNECT' (EQD) INTERNAL WELL VENT CORE CONTROL COMPARTMENT 2.0" DIA. BREATHER INLET, GROMMET QUICK DISCONNECT ASSY. TO ACCEPT 4.50" O.D. (304 S.S.) PVC PIPE (STANDARD). t DUST COVER SUPPLIED FOR SHIPMENT (NOT SS CAST BALL VALVE / SUITABLE FOR BURIAL) DISCHARGE 1 1/4- FNPT 35 in ALARM 898 mm 1-1/4" DISCHARGE LINE TO INLET (304 S.S.) 26 in 1imm CHECK VALVE ON 650 mm 1040 (PVC) 111 47 al TO DISCHARGE OFT 447nmm 1799L 32 gal. ANTI—SIPHON VALVE i 121 L IN, (PVC) 14 in 345 mm 30 DIA in 24 al 749 mm 91 9 i • SEMI—POSITIVE DISPLACEMENT TYPE PUMP U NSF DIRECTLY DRIVEN BY A 1 HP MOTOR L O CAPABLE OF DELIVERING 9 gpm AT 138' T.D.H. CH (34 Ipm AT 42m T.D.H.) • E.D.A. GAE 1/02/97 E 1/16 IDR BY CHK'D DATE ISSUE SCALE IE IS REQUIRED OTO PREVENTRETE TANK FROMRFLOATING. e n v i r o n m e n t o n e SEE INSTALLATION INSTRUCTIONS CORPORATION OR SPECIFIC CUT SHEET MODEL 2010 FOR SIZE AND WEIGHT OF ANCHOR DETAIL SHEET i PA 0908 P01 i U_ In I - i Cu 0 Co CD Ln o . SCALE: 1 " = 20' C) 0 10 20 40 80 C1 a� cn C,17 OF S M P ANN/ BOARD DESIGN: ✓RC cv s : HANCOCK p4JRC C RFD 7/8/02 6/2%2 P.B. COMMENTS DRAW- FBF SHEE r co �,� Engineering Associates GRINDER PU/VIP DETAILS 5 OF 8 cm C RFD 6/19/02 DETENS/ON POND FENCE th of M4 RFD 6/7/02 HYBR/D 7URNAROUND ��*``� y A DIVISION OF H.S.A.• INC., DWG. 87350 PA�9LEE STREET EXTENS/ON CUGC RFD 6/4/02 REIWISED 7URNAROUND & PUMP LAYOUT �� JCOMEAU 235 NEWBURY STREET, DANVERS, MA. 01923 CHECKED: wT JOB . CIVIL y VOICE 978 777-3050, FAX 978 774-7816 CD 2 JRC RFD 12/17/01 REWSED LOT GRADING 9No.38056 o a SALEM, MASS. No F 1 ✓RC RFD 11/29/01 P.B. SUBMISSION SCALE.•AS SHOWN co ss NO. BY APP. DA TE RE�/S/ON DESCRIPTION. Civil Engineers, Land Surveyors & Environmental Consultants DA TE. 11/27/01 PREPARED FOR. LEDGEWDOD HILLS REALTY TRUST 8735 – — - - f GENERAL NOTES 1. This plan will accompany a Notice of Intent filed with the Salem Conservation Commission and Massachusetts Department of Environmental Protection. DOUBLE FRAME & GRA 7F 2. Wetland limits on site were delineated by Rimmer Environmental Consultonts, dated 10/2000 MIN. 6" THICK SIE LEBARON' LF 246 & Hancock Environmental Consultants, da ted 1/2001. BITUMINOUS CONSTRUCT/©N /N AREAS TO PLANTED CONCRETE COLLAR 12" 1/4" TO 1/2" OR UNIMPROVED AREAS CONS 7RUC 7701V IN AREAS TO BE PA VED J. Erosion control shown hereon shall be installed before earth disturbance occurs within buffer zone FRAME TO BE SET IN �� MIN. 2 COURSES OF and shall serve as the limit of work. FULL BED OF MORTAR CONCRETE BRICKS 4. Al/ exposed finish rade surfaces within the buffer zone shall be loomed, seeded and mulched. FOR GRADE ADJUSTMENTS LANDSCAPE SURFACE MES TORA77ON p g PA VEMENT 5. Locations of existing underground utilities obstructions/systems shown hereon ore 24"f1" SEAL ALL OPENINGS TOPSOIL COMPACTED GRAVEL BASE approximate only. All utilities/obstructions/systems may not be shown. Contractor shall be 48"f1" DIA. WATERTIGHT W17N responsible for locating and protecting al✓ underground utilities/obstructions/systems, I NON-SHRINK GROUT ' ' ° '... HOOD - — - a•:•'� p . . •:•.� : .q . . a•:•-0 :..p . :•.- whether or not shown hereon. OUTLET PIPE _-_= Q o :°.' o :° o°••° LOWEST INVER _ _ o o. .. o a o W — III=III-III—I I $_ .. _ FOR REGISTRY USE ONL Y o :.�.. •,o 0 0. ..�.. 6. Unless otherwise shown, all new utilities shall be underground. 3 MAX 11=III=III=III " F/NAL BACKF/LL ov I II-II I-III-II III=III-III-I �' / CERTIFY THAT THIS PLAN CONFORMS MORTAR ALL JOINTS -I I I-I I I-III I I I-I I Ed II=I I I o TO THE RULES AND REGULA TONS OF 7. Safety measures, construction methods and control of work shall be responsibility W II—III—III=11 III-III=III — v COMPACT STRUCTURE �LA Y BACK a THE REGISTERS OF DEEDS. of Contractor. o " a I I 1=1 11=1 I I III-1 11=1 11=1 f BACKFILL TO 959' _ ,I 5 MIN. - - - SIDE SLOPES OR o 8. Contractor shall be responsible for repair' and/or replacement of any existing improvements PER ASTM D-1557 _ .; ;:� ;;•; :.;:. PROVIDE STRUCTURAL v W 4,000 P.S.1. PRECAST SUPPORT FOR Z damaged during construction that are not desi noted for demolition and or removal W 1'-0" t2" SEE 7F ,�'� ' TRENCH WALLS 9 / 9 9 CONCRETE CONFORMING W77N DA TE PROFESS/ONAL LAND SURVEYOR hereon. Damaged improvements shall be repaired to the satisfaction of their Q IN/TIAL BACKF/LL PER OSHA " ASTM C-478, REINFORCING `'' ': '' ', `' ' REQUIREMENTS respective owners �.. 6 = Z PER ASTM A-185 m MIN. co PIPE ZONE " 9. Mere existing utility lines structures ore to be cut broken down/ abalines/ structures lines structures a�� '� 6" DEPTH OF 2" SPR/NGL/NE r xi t .� HA N H/N shall be plugged/copped filled m accordance with owner requirements. . e e8o .o U C G 10. In certain instances, in order to design gravity flow improvements, Engineer must BEDDING rely on pipe invert elevations obtained at accessible structures and/or record pipe UNDISTURBED SOIL OR FOUNDATION STABIL/ZAT/ON slope data obtained from local authorities. Prior to commencement of construction, SUBGRADE COMPACTED TO 9590 WHEN REQUIRED BY ENG/NEER v' li;n r h r m thods of existin ravit PER ASTM D-1557 OTHERWISE PLACE BEDDING ON Contractor shall verif rades is o tho D o t e e 99 y y9 � P 9 � SHAPE BEDD/lNG BY HAND TO F/T flow utilities intended to serve site and buildings, including sanitary sewer and NO TE: CON/CAL TOP MA Y ALSO BE USED BOTTOM OF PIPE, INSTALL PIPE UNDISTURBED NA TURAL SOIL storm drains. This work is necessary to ensure that adequate slope exists to allow ON STABLE REDDING WITH UNIFORM drainage of sewer services, roof and floor- drains to existing utility mains or to their BEAR/NG UNDER FULL LENGTH OF NO 7F5, final runoff destination. Should site conditions differ from design elevations shown DOUBLE GRA TE CA TCH PIPE BARREL., [1] PLACE 3/4" MINUS GRADED GRANULAR BACKF/LL AT hereon. BASIN RIPH HOOD COMPACTT OI5959' PER AS7ZIRE IN RTV IZONTAL D 1558" DEEP LOOSE LAYERS, 11. Dimensions for curbing ore face to face. TYPICAL CROSS SECTION FOUNDA 770N, BEDDING ,AND BACKFILL MATERIALS [2] MINIMUM WIDTH OF TRENCH MEASURED A T THE ANO T TO SCALE SPRINGLINE OF THE PIPE, INCLUDING ANY 12. Elevation datum is City of Salem Base. PIPE MATERIAL HDP, PVC RC, D/ NECESSARY SHEATHING• FOUNDA TION [6J [61 PIPE I D. WIDTH 13. Contractor shall contact Dig-Safe for underground utility marking at 1-888-344-7233 STABILIZA77ON at least 72 hours prior to commencement of any work. LESS THAN 21" 0.D. + BEDDING [lJ [1J 21" TO 42" 0.D. + 244 " 14. Contractor shall coordinate and obtain all/ construction permits required by GREA TER THAN 42 0.D. + 30" HAUNCH/NG regulatory authorities. [3] INSTALL PIPE IN CENTER OF TRENCH. W77AL BACKFILL [lJ [1J [4] /N PLANTED OR UNIMPROVED AREAS, USE 15. Contractor shall make himself aware of all construction requirements, conditions, ON-SITE EXCA VA TED MA 7FR/AL FOR FINAL and limitations imposed by permits and approvals issued by regulatory authorities FINAL BACKF/LL 14] [4J BACKFILL. COMPACT TO 95Z PER ASTM' prior to commencement of any work. D-1557. IN PAVED AREAS, OBTAIN ENGINEER MIN. �5 APROVAL OF ON-SITE EXCA VA TED MA TERIALS 1• � [5� 1flSE AS FINAL BACKF/LL /-COVER OVER TOP OF P/PE. j 16. All work outside of bui/ding that is less than 10 feet from the inside face of buildings P/PE COVER FOR[5J M/NIMt� • foundations shall conform with the Uniform State Plumbing Code of Massachusetts, 248 CMR 2.00. ti PIPE MA 7FRIAL HDP, PVC RC, Dl 17. All water services sholl be I" copper, 5' cover(min.). FIVISH`�' WA ER 5=0" 5=0" SEWER 4'-0" 4'-0" PA VEMENT 3' 0" DRAIN [6J FOR FOUNDA TION STABIL IZA 770N, USE 2" MINUS CRUSHED STONE. 2 z2 z4' WOODEN POST P/PE TRENCH TYPICAL CROSS SECTION PR07FC7FD AREA DR/VE WOODEN STAKES NOT TO SCALE MIN. 6" INTO GROUND F/L 7FR FENCE III 12" M//V IIII .. III GRADE TO DRAIN 859 COMPACTEfr GRADE IIII FILL COVER 2' 0" 4.., " VAR/ES (16 M/N.) 0:0:: .00 0000 0. o0 0. / 40 °o 00° 0o h FINISH GRAIDE o °o° ° N I / 0 0 °0 GROUND SURFACE ��' 0 0 0 0° 0 ° 0 0 0 0 0 0 1 1/2-2" " 8" , S7RA W OR HA Y BALE CRUSHED 36 TYP) 48 " BOTTOM OF STONE EL. (VAR/ES) L/M/T OF STONE I�-58 N il / GRANULAR M1A TER/AL GRANULAR MA 7FR/AL n 035 1. ALL PIPE SLOPES IN AND OUT OF RECHARGER `� UN/TS SHALL BE SET A T 1.0 9a PLACE 6" OF FABR/C r_�RETAIN/NG WALL CUL TEC 180 HD RECHANGER UNITS ALONG TRENCH BOTTOM, 6" NOT TO SCALE (OR APPROVED EQUAL) BACKF/LL AND TAMP. NO T TO SCALE U_ CD CD 0 HA YBALE AMD SIL T FENCE BARRIER CROSS SECTION SCALE: 1 " = 20' N0)T TO SCALE 0 0 10 20 40 80 C3. CUc C/TY OF SA EM PLA /NG RD DESIGN: JRC HAANf CONS TRUC 7 7ON DETAILS 6 JRC RFD 7/8/02 6/2%2 P.B. COMMENTS DRA W. FBF SHEET 5 JRC RFD 6/19/02 DETENSION POND FENCE �,� of Engineering Associates w 873501 PARLEE STREET EX7ENSION 0CM 0 t � DWG. 6 OF 8 4 JRC RFD 6/7/02 HYBRID TURNAROUND A DIVISICD ON CD �? JAMES R. yG CHECKED.' RFD 3 JRC RFD 6/4/02 REVISED TURNAROUND & PUMP LA YOU7 z COMEAU 235 NEWBURY STREET, DANVERS, MA. 01923 cfOB S CIVIL H VOICE (978) 777-3050, FAX (978) 774-7816 2 JRC RFD 12/17/01 REVISED LOT GRAD/NG No,MSG SA L EM, MA SS. NO M 1 JRC RFD 11/29/01 P.B. SUBMISSION '° 9 SCA AS SHOWN `�' NO. BY APP. DA 7F REV1S/ON DESCRIPTION ss� Civil Engineers, Land Surveyors & Environmental Consultants DA TE. 11/27/01 PREPARED FOR.• LEDGEWOOD HILLS REALTY TRUST 8735 i APPL Y FULL COVERAGE TACK COAT A T JOIN COMPACTION REQUIREMENT 2"CL #4 ® 18" EACH WAY 4000 PS/ CONCRETE NON—SKID COURSE THICKNESS FINISH 1 1/2" TOP — :: ..:. . .:;:.A ...;>K .:.:,.::• :_,-;•.;:.:.<: . ,.,::, ..-;:....., .:, ., TEST PER AASH70 T166. SEE NOTE [l] " 3" BINDER e °. .� a .p o n TEST PER AASHTO T166. SEE NOTE [lJ d 24 D/A. ORIF/CE/GRA TE • :- .� ;: • • .• ' °•. _ �• •• a .• . . Q 3'x3' CONCRETE COVER 3" COMPACTED PROCESSED --- �� '°' "•' °� °• °�°� 4" TOP OF BERM ops• e �—959 TEST PER ASTM D-1557 2"CL (Typ) d a 4 a EL. 102.5 —\ EL. 103.5 GRA VEL BASE PER MHD M2.01. � ' ,► ol ;: •1 e• `�°e• ; e0 °'O O e. �0 0°• e0 ee' eo ee . ♦r 4 °• O o o.♦ e e. ° OQ • 12 COMPACTED BANK RUN e • 95% TEST PER ASTM D-1557 \\ \\ Q A . o o e o e o e o a °e o 4 , GRA VEL BASE PER MHD M1.03.0 O�° •Q ` . e�d %�/�// :e p,o . ?°o °o e e °' O o 0 oe° o° ° o :o , eeeo r " TYPE b, 3 LARGEST STONE �\j d: a o e O ° ° e 6 • d 1 j/\//o 00/\\j/\//\//\//\//\//\// 959g TEST PER ASTM D-1557 \�\�.�\, ' i- —' • \� SLOPE UNDISTURBED OR " ,////j\ " 3 COMPACTED SUBGRADE \,�\/�� 3/4 MINUS DENSE GRADED CRUSHED STONE 6 (TYP) • [,3J COMPACT TO 959' PER ASTM D-1557. UNDISTURBED EARTH OR PREPARED SUBGRADE • MA TERIAL SPECIE/CA 170N MAXIMUM AGGREGA TE OR COMPACT TO 959' PER ASTM D-1557. FOR REGISTRY USE ONL Y PAR77CLE SIZE (IN. / CER77FY THAT THIS PLAN CONFORMS TOP - B/TUM/NOUS CONCRETE CLASS MHO MJ.1 TYPE l-1 1/2 CE/i�ENT CONCRETE WALK 8" CI PIPES, S= Z 090 TO THE RULES AND REGULA TIONS OF THE REG/S7FRS OF DEEDS. BINDER- 817UM/NOUS CONCRETE MHO M3.11.03 1 TYPICAL CROSS SECTION 8" D/A. ORIF/CE CLASS /, TYPE /-1 NOT TO SCALE 3'o" FLOW BASE — GRA VEL BORROW[21 MHO Ml.03.0 TYPE C 2 EL. 101.0 EL. 101.0 DA 7E PROFESSIONAL LAND SURVEYOR SUBBASE — GRAVEL BORROW MHO Ml.03.0 TYPE C 2 EL. 100.5 UNSUITABLE SUBGRADE — ORDINARY BORROW MHO M1.01.0 12 2 — 8" C/ p/pE .� �j °• .. BOTTOM OF, J DETENTION N NOTES. ° POND a [1] COMPACT TO TEST AVERAGE OF 959; NO TEST LOWER THAN 939' o SPAC/NG �1 � — — a � :« 6" CRUSHED Q! I I 83/40, L-6 ,. n [2] ACCEPTABLE SUBS 77T V IF MA TFRIAL: 3/4" MINUS DENSE GRADED CRUSHED STONE. " � ANCHOR BOLT FASTENERS STONE SUBGRADE 3 — 1 0 STEEL BARS fi TYPE M (TYP) [3] PULVERIZE EX/S771VG B/T. CONC. PA DEMENT ' PLACED ON EACH SIDE B/TUMINOUB CONCRETE PAVEMENT Mi Il -� 1" DEEP CUT TO HOLD GRATE SECTION & ELEVATION TYPICAL CROSS SECTION NOT TO SCALE �. o DETENTION POND OUTLET STRUCTURE N 3=6" x 3-6" WELDED MCN/CHOLS GW75 NOT TO SCALE STAINLESS STEEL GRA IF OR APPROVED EQUAL #4 ® 18" EACH WAY 4000 PS/ CONCRETE TYPE 304 BAR 3/4 x3/16" 2" CL. 4" SPACING W/ANCHOR BOL T FAS7NERS (TYPE M) a ao a 4 a 'a . a a a PLAN 4 a a a 6" dft a DETENTION POND OUMET STRUCTURE 4 *0 .o°• oo• • o 08 oe�° 4" NOT TO SCALE o ° GRANULAR BASE SEE TABLE FOR } C7'0MPAC7FD TO 9590 EMBANKMENT MA TERIALS IMPERVIOUS CORE _ PER ASTM D-1557 �� EMBANKMENT TOP =C KEY U/ND/STURBED EARTH OR PREPARED 4" COMPACTED DEPTH LOAM ,& SEED +' DRY DUMPED STONE PER MHD M2.02.3 6" DIA. D/ 2(Dl)+SPA CIWG+L SlUBGRADE COMPACTED TO 9.590 FOR DETENTION POND EMERGENCY SP/LL WA )Y AND _ PER AS7A-1 D-1557. 3 SEDIMENT POND SPILL WA Y ONL Y. STRIP AND STOCKPILE 1 r— 3 4" TOPSOIL CONCRETE PAD TOP 1.5' 1 DETENTION TYPICAL CROSS SECTION _ BASIN 12 GRA VEL [5] NO T TO SCALE TOE OF.EMBANKMENT GRADE — EX/ST/NG _ EXCA VA TE KEY 2' MIN ' BELOW SUBGRADE 8' WIDE KEY L SUBGRADE = EXIST/NG EMBANKMEN T MA TERIAL S GRAI DE —1.5' PLAN 4 x12" SPLIT--FACED GRAN/TE COMPACTION CURB, FULL MORTARED JOINTSREQUIREMENT FINISH GRADE MAX PART/CLE LOOSE LIFT (MHD TYPE SA) L OCA TION MA :TER/AL SIZE (/N) THICKNESS (/N) (9' M0DI1_7) 45' KEY NA 77VE PARENT 6 12 MAX 92!31 FINISH GRADE SOILl2J DRY DUMPED STONE RIPRAP FLOW PER MHD M2.02.3 TOP COURSE \\ NA TI VE PARENT !31 » BINDER COURSE e �'�N7REA 7ED BASE COURSE EMBANKMENT [2� 6 12 MAX 92 6 DIA. • °'° COMPACTED TO 959' PER SOIL :•:::•::. °,° o o. a .. o °° ASTM D-1557. (SEE PA VEMENT •". ''°. �o LOAM COVER ° %oo NA 77 VE TOPSOIL 1 8 MIN 80 GRA VEL BASE.." "' °° °o• ° e SPECIF/CA TION FOR BASE °° o = COURSE MATERIAL) IMPERWOUS CORE SO✓L WITH A T LEAST 6 12 MAX 9213 COMPACTED 0.0 ° 30,9. CLA Y AND GRAVEL BASE 3000 P.S 1. RIPR P OUTLET APRON CEMENT CONCRETE 14" SIL.T CONTENT [118" SUBGRADE COMPACTED TO 9590 MIN. PER ASW D-1557 11I MOD: MAXIMUM DRY DENSITY. S�'T�ON 121 ACCEPTABLE TO ENG/NEER. SLOPED GRANITE CURB !31 COMPACT TO TEST A VERAGE OF 9290' NO TEST LESS THAN 909. N TES: CROSS SEC TION [1] FOR SPECIFIC LOCA TION, SEE GRADING PLANS. NOT TO SCALE !41 REFER TO SHEETS 1 & 2 FOR ELEVA TIONS N15112" GRAVEL SHALL CONFORM TO MASSACHUSETTS HIGHWAY DRAIN OUTLET AND APRON N DEPARTMENT MA TER/AL SPECIF/CA TION M1.03. 1 N CD DETEl1/T/ON BA SIN DIKE NOT CROSS SECTION e I SCALE: 1 " = 20' NOT TO SCALE to0 CROSS SECTION ajC 0 10 20 40 80 NOT TO SCALE L '- Cl OF SALE PLAN NG B D 00) DESIGN.• JRC Ln CO 6 JRC RFD 7/8/02 6/2%2 P.B. COMMENT' DRAWN.• FBF CONSTRUCT/ON DETA/Lv SHEET cn 5 JRC RFD 6/19/02 DE7ENS/ON POND FENCE j �1/ �H g• g En ineerin dissociates 7 OF 8 4 JRC RFD 6/7/02 HYBR/D TURNAROUND ��`� s� A Dlws�oN of H.s.a. iNc. DWG. 873501 FARLEE STREET TENSION CD JAMES R. 3 JRC RFD 6/4/02 REWSED TURNAROUND & PUMP LAYOUT COMEAU H 235 NEWBURY STREET, DANVERS, MA. 01923 CHECKED: RFD JOB 2 JRC RFD 12/17/01 REVISED LOT GRAD/NG SNo.3M VOICE (978) 777-3050. FAX (978) 774-7816 LO9 ° �° �Q' SCALE.- AS SHOWN SALEM, MASS. No 1 ✓RC RFD 11/29/01 P.B. SUBMISSION s P 8735 NO. BY APP. DA IF REWS/ON DESCRIPTION Civil Engineers, Land Surveyors & Environmental Consultants DA 7E:• 11/27/01 PREPARED FOR. LEDGEWOOD HILLS REALTY TRUST T FRAME & COVER SIE LEBARON LA 246 W/TH 3" LETTERS "DRAIN" MIN. 2 COURSES OF CONCRETE FRAME TO BE SET IN12" 1/4" TO 1/2" BRICKS TO BE USED FOR FULL BED OF MORTAR GRADE ADJUSTMENTS AWWA C-502 HYDRANT WITH ONE MIN. 6" THICK BITUMINOUS 4 1/2" OUTLET, TWO 2 1/2" OUTLETS, CONCRETE, COLLAR _ '�.� _-%:A. SEAL ALL OPENINGS 5 1/4" VAL VE OPENING WA TER77GHT WITH COMPACT STRUCTURE BACKFILL 3' MIN CLEAR TO 959' PER ASTM D-1557 � q� NON-SHRINK GROUT PUMPER NOZZLE TO FACE ACCESS LANE Q 124"_H" DIA 5" MINIMUM 4 MIN. 6" NON-RISING STEM FLG X MJ AUXILIARY 48"--t-1" DIA 4,000 P.S.I. PRECAST 3" MIN 15 MAX. `O o VAL VE IN VAL VE BOX MANHQLE STEPS � CONCRETE CONFORMING WITH AT 12 0.C. FOR `. ASTM C-478, REINFORCING FINISH GRADE STRUCTURES OVER 6 FEET, RIM TO INVER T PER ASTM A-185 FOR REGISTRY USE ONL Y FIRE HYDRANT DRAIN CONCRETF THRUST BLOCK SEAL ALL OPEN/NG5 FLOOR OF STRUCTURE TO / CERTIFY THAT THIS PLAN CONFORMS W BE HEADERS LAID FLAT TO THE RULES AND REGULA 77ONS OF LOCA 1F0 /N BASE OF Z �, WA TERTIGHT WITH Cz W /. D. HYDRANT p NON-SHRINK GROUT " / THE REGISTERS OF DEEDS. • W 6 /80. BR/CK CHIPS & MORTAR ° °o ° o ° MJ `" MIN °e o OR CEMENT CONCRETE CONCRETE THRUST /y,/ FL m DA 7F PROFESSIONAL LAND SURVEYOR BLOCK POURED IN : .;: V o' W v 4 Z S PLACE - o �O o � . .':. .... INVER7F"D ARCH W/7H .o BRICKS LAID ON EDGE UND/S7ZIRBEDo 0 0 ° a J 6 DEPTH OF 2 MINUS EARTH CRUSHED' STONE k UNDISTURBED SOIL O MJ X MJ X Ft TFE W SUBGRADE COMPACTED TO 957 MIN. 4 CU. FT. 6" DIA. DUCTILE IRON SPOOL W PER AS7M D-1557 2" MINUS SOLID CONCRETE PIECE, LENGTH AS RESOD. CRUSHED ROCK BLOCK NO T: CONICAL TOP MA Y ALSO BE USED FIRE .f MDA NT ASSEMM Y DRAIN MANHOLE TYPICAL CROSS SECTION TYPICAL CROSS SECTION NOT TO SCALE NOT TO SCALE NO TE: FOR TEE PRO t/IDE THRUST BLOCKING FOR BRANCH SIZE. B PLUG 1 B/3 MIN. A 3/4" EX7Z�R/OR PL Y. 12ell, tl SQUARE MIN. FOR 12" & ! UNDIS77JRBED EARTH SMALLER. (MUST BE GREA TER THAN OR EOUAL TO PIPE VlSQUEEN BARRrER ' !��`•' °'' )AMETER.) •4: ..,,.r BETWEEN PIPE & CON :y: ,'; , a• i I ell TEE TEE PLUGGED BEND DIMENSION F01? THI?U.5 T BLOCKING F/T77NG TEES & PLUGS 90' BENDS 45' BENDS & "Y's" 22 112 BENDS SIZES A B A B A B A B 4" 1'-6" 1=6" 1'--6" 1'-9" 1=3" O-6" 1'-0" O-6" 6" 2-O" 1'-O" 2'-0" 2'-0" 1'-3" 1-6" 1'-0" 1'-5" 8" 2'-0" 1'-6" 2-J" 2-J" 1'-8" 1'--8" 1'-0" 1=3" 10" 2'--6" 2=J" 2'-9" 2'10" 2'-3" 1'-10" 1'-3" 2-O" 12" J=O" 2'-9" 3'--6" J=3— 2-6- 2'-4" 2=O- 1-6- 14" -6"14" 3=5" 3=O" 4'-0" 3'--8" 3'--6" 2=4" 2'-0" 2'-3" 1. THIS TABLE /S BASED ON 200 P.S/. MAIN PRESSURE AND 2000 P.S.F. SOIL BEARING PRESSURE. ADJUST BEAR/NG AREAS /N ACCORDANCE Wl TH SOIL , COND/TIONS AND PRESSURES ENCOUN7FRED 2. USE VISOUEEN BARRIER BETWEEN PIPE AND CONCRETE AS SHOWN IN DETAIL ABOVE J. CONCRETE SHALL HA VE A COMPRESS/VE S7RENGTH OF 2500 PSI A T 28 DA YS. 4. BLOCKING S/ZE/FREOUENCY SHALL BE INCREASED IF REOU/RED BY ENG/NEER. r m CU 7 HRUST BLOCK SCHEDULE CD NOT TO SCALE Cl SCA 1 " = 20't'20 10 20 40 80 LO0 CD Cn CI TY OF S LEM PL N/N OARD DESIGN.• JRC U-) m 6 JRC RFD 7/8/02 6/2%2 P.B. COMMENTS' DRAWN.• FBF CONS TRUCT101V DETA/L4 8 OF 8 SHEET 5 ✓RC RFD 6/19/02 DETENSION POND FENCEA(N�j Engine e ring AS S O Cl ate S 4 JRC RFD 6/7/02 HYBRID 7URNAROUND jN of 104A DIMSION of H.S.A., INC. DWG. 8735D1 DARLEE STREET EX TENSION °' ��' y CHECKED: RFD 3 JRC RFD 6/41.92 REVISED TURNAROUND & PUMP LA YOU o 235 NEWBURY STREET, DANVERS, MA. 01923 z COMEAU �^ VOICE (978) 777-3050, FAX (978) 774-7816 JOB 2 JRC RFD 12/11,701 REVISED LOT GRAD/NG CIVIC y SCALE.• AS SHOWN SALEM, MASS. N0. Ln 56 1 JRC RFD 11/29/01 P.B. SUBMISSION F �� 8735 NO. BY APP. DATE [— REVIS/ON DESCR/P770N Civil Engineers, Land Surveyors & Environmental Consultants DA 7E• 11/27/01 PREPARED FOR.• L£DGEWOOD HILLS REAL TY TRUST /0 AL E