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00-03P Constitution Landing
TOWN OF SOUTH WINDSOR PLANNING&ZONING COMAS APPLICATION FORlI/Tj E I V E Application No: 77, Official Receipt Date: MAR 30 . Receipt No: APPLICANT: G,CG' SOUTH WINDS" PURRS D ADDRESS: OWNER$OF RECORD ON LAND �S re .�SSdcicx/`-CORDS: 3I'd /�✓lan /�eo /�� cT, sGd 5° �. T. ��oi! / a COMPLETE LOCATION OF PROPERTY: o QX �' a eX7. i r r �*✓ ASSESSOR'S MAP# �(J PARCEL# �6 iQ � ZONE ..Z 4 ve-A., NAME,ADDRESS, TEL& FAX# OF PERSON TO WHOM INQUIRIES SHOULD f� ULD BE DIRECTED: // �- �53Gciaf 101C G THIS APPLICATION IS FOR: Check all ( that apply): ❑ Zone Change to �/ (Public Hearing required and Certified letter to abutters required) I.Id Subdivision/Resubdivision Ode -Space Subdivision(Public Hearing Required) ❑ S bdivision ElMinor Major Resubdivision (Public Hearing Required) ❑Minor Qolkajor ❑ Conditional Approval ❑ Special Exception to Article El Site Plan of Development (Public Hearing, Certified letter to abutters required) ❑ General Plan of Development ❑ Earth Filling (Sec. 15) and/or Earth Removal (Sec. 14 - Public Hearing re uired ❑ Regulation Amendment: q ) ❑Zoning ❑ Subdivision (Attach proposed amendment) Temporary and Conditional Permit for ❑ Major Home Occupation for ❑ Other (explain in detail) An Application Pending sign is required to be posted on the e Prior to being heard by the prop ission. aPPhoations ten (10) days gn ure of Applicant r..__. Signature f Pro e p riy Owner 6-4 y,C,G� (See reverse side for additional information) � � Ar e TOWN OF SOUTH WINDSOR RECEIVED' K CHECKLIST OF REQUIRED SUBMISSION DOCUMENTS MAR , SUBDMSIONS/RESUBDMSIONS APPLICANT L— G OR rumm PURRIS DEPT, PROJECT NAME Co►ns-�-� -�io,n L-.o_�c�� This checklist must be signed by plan preparer (P.E/L.S) declaring that all required information is provided. Place a check mark for each item supplied. Subdivision Minor Regular I. PROJECT-PLOT INFORMATION A. General Information v"" 1. Appl. &owner name, address x x 2. Engineer & land surveyor name, address, license no. &seal x x �. Zoo 3. Key map at 1" = +W scale showing location of tract with reference to surrounding properties, streets, municipal boundaries, etc., within 500'. Key map must include: x x a. Outline of buildings. b. Layout of streets c. Surrounding property boundaries-within 500 feet. d. Names of abuttingroe property rtY owners. N e. Proposed open spaces and recreation areas. f. Driveway cuts on abutting properties and any properties across from proposed site Subdivision , Minor Regular Z 8. Proposed utility infrastructure plans, including sanitary sewer. water, storm water management. * X N 9. Spot and finished elevations at all property comers, comers of all structures or dwellings, or proposed first floor elevations x x 10. Construction details (per standard specs.) * x N/P 11. Road and paving cross-sections (per, standard specs). * x Proposed street names. x x 13. Landscape plan and details. x x N�P' 14. Site identifications signs, traffic control signs, and directional signs. * x IS. Sight triangles at new road intersections. * x 16. Sight triangles at driveway entrance x x (where there may be a question).. N 1 illk 17. Vehicular and pedestrian circulation patterns (less detail necessary for preapplications, concept plan, and general plan of development.. * x III . Plans and profiles (1" = 40' horizontally and 1" = 4'vertically) showing the following: x a. Layout of streets in sections coordinated by stations with the profile. x b. Street plan showing roadways, drainage, and partial lot lines x w Subdivision Minor Regular C. Profile of roadway showing existing and finished grades, all tangent grades, and all vertical curve information x ✓ d. Profile will show all catch basins and all drainage lines between catch basins with all invert and top of frame elevations. Drainage pipe material to be described. x N� e. Typical/critical cross-sections where grading is outside street right-of-way or is at street right- of-way. x �A f. Where any storm drainage line discharges into an existing brook, sufficient profile of this brook will be shown to determine conditions. x g. Profiles shall show all sanitary sewer lines and manholes, including pipe material, elevations, sizes, lengths, and slopes of pipes. Top of foundation elevations for habitable buildings shall be shown. * x 15. Traffic report (by traffic engineer) 16. Open space site improvement plan. * x 17. Architectural elevations/information per Sect. 4.20 of the zoning regulations * - if required by Town Engineer ALL INFORMATION REQUIRED ABOVE IS INCLUDED IN THIS APPLICATION AT THE TIME OF SUBMISSION. A ° Date 3 Z Plan Preparer (PE/LS) June 18, 1998 DECLARATION OF COVENANTS AND RESTRIC I WHEREAS, HALE REALTY, LLC, a Connecticut Limited Liability Company having an office in Manchester, Connecticut, hereinafter referred to as "Declarant", is the owner of Lots lucated in the Town of South Windsor, County of Hartford and State of Connecticut, as shown on a map entitled "Resubdivision Plan, 'Constitution Landing', Prepared For; Hale Realty, LLC, Nutmeg Road South, Connecticut Avenue and Talbot Lane, South Windsor, Connecticut, Date: 08/99, Scalev 1"=I00 ft., Sheet 3 of 8, Messier Associates, Inc., Surveyors-Engineers, Manchester/Putnam, Connecticut, Revised thru 2-25-01," Said map is filed or to be filed in the Town of South Windsor Land Records, to which reference may be had; and WHEREAS, the South Windsor Planning & Zoning Commission has approved the subdivision referred to above and as part of such approvipl, has required that the Declarant maintain the Sormwater Detention Area which is shown on said map as Parcel C. and WHEREAS, the Declarant desires to create certain rights with respect to said Lots and certain obligations with regard to the maintenance of said Stormwater Detention Area; NOW THEREFORE, the Declarant does hereby declare that said Lots are conveyed subject to the rights and obligations set forth herein: 1. The Declarant and the Declarant's successors and assigns shall maintain the Stormwater Detention Area in a manner consistent with the following: Monthly or More Fr$quen#ly: a. Perform a visual inspection of the condition of the detention area, including the inlet and outlet features and the degree of any sediment build-up. b. Take any corrective actions necessary to eliminate or alleviate any conditions which are detrimental to the proper functioning or integrity of the storrnwater detention area.- C. A visual inspection of the detention facilities shall also be made during and following any major or extraordinary storm event. d. Take immediate corrective action to repair any spelled or cracked concrete at the ouUet structure by replacement with high-strength, non-shrink, non, metallic cement-based grout. Periodigally as Conditions Rettuir% a. Mow banks and cut brush above the wetted areas, including removal of all woody vegetations within 15 feet of the outlet structure. b. Remove debris, dead trees, sriags, etc, which may block or restrict flow though the detention areas and/or may interfere with or block the functioning of the inlets and outlet during a storm event. G. Remove litter from the detention area. �iIu aced lL pE W-UL-,Adv °yuy�i gvg UYU 11198:AJ H UNv AJ:da .Aa _�ua5 � 1 Annually: a. Inspect trees, shrubs and other plantings placed during the construction of the stormwater detention facilities, and prunes, replace or supplement as necessary. b. Remove any intrusive woody vegetation within the detention area, down to ground level, c. Remove any significant accumulation of sediment. d. Visually check for any erosion or settlement around the inlet and outlet structures, and fill any areas necessary with gravel or crushed stone, as appropriate. e. Visually inspect riprop and bedding for displaced, dislodged or deteriorating materials. Replace or augment as necessary with the same type of durable materials. 2. The owners of all Lots shall be responsible, on a pro-rate basis to share the cost of the taxes, insurance, maintenance, repair, and improvements (hereinafter, "Maintenance Cost") of such Stormwater Detention Area, which share shall be as follows: Lot 1: 4.1% Lot 6: 5.1% Lot 2: 6.4% Lot 7: 3.7% Lot 3: 21.1% Lot 8: 23.8% Lot 4: 2.9% Lot 9: 9,7% Lot 5: 23.2% 3. Each lot owner shall pay its share of such Maintenance Cost when due, but no later than thirty (30) days after the same has been incurred. Should any lot owner fail to so pay its share of such Maintenance Cost when due pursuant to ilia foregoing, the Declarant may bring suit against the delinquent lot owner($)to recover the sums due, including the recovery from the delinquent lot owner(s) of all costs of collection and enforcement, including reasonable attorney's fees. Said recovery shall include interest at the rate of twelve (12%) percent per annum in the event that the share of the delinquent owner(s) has been paid or expended by the contributing owner(s). 4. Should any lot owner convey title to its lot (or a portion thereof) successive lot owners of each lot shall remain fully liable to the pro rate share of Maintenance Cost attributable to such lot pursuant to the terms of this declaration. 5. The Declarant herein shall include the following language in the deed of conveyance of all Lots, which shall be binding upon the grantee therein, its successors and assigns as to the terms of this declaration. "Said premises are conveyed subject to and together with the provisions of a certain Declaration of Covenants and Restrictions by Hale Realty, LLV. dated April 2001 and recorded in the South Windsor Land Records." The terms set forth in this declaration shall run with the land and shall be appurtenant to said Lots and be binding upon the Declarant, its successors and assigns y/r aGed L 4�rG w-u l -,Adv !YUy�i Urg UYU i IlUddU I:1 UN7 AJyd ;Ad �u�d and the same shall be likewise binding upon.any parties and their successors in title, taking title to all or any portion of said Lots from'or through the Declarant. 6. to the event that the Declarant shall wish to dissolve, the Declarant shall convey to all lot owners, in fee, the Stormwater Detention Area and reienquish any unsued funds. Thereafter, maintenance of the Stormwater Detention basin shall be the responsibility of the lot owners and the Declarant shall be relieved of any obligation to maintain said Stormwater Detention Area. IN WITNESS WHEREOF, HALE REALTY, LLC has caused these presents to be signed by its proper corporate officer this rlay of April, 2()nl HALE REALTY, LLC, Rogee W. Talbot, Sr. Its Member STATE OF CONNECTICUT SS: MANCHESTER COUNTY OF HARTFORD } Personally appeared Roger W. Talbot, Sr., Signer and Sealer of the forgoing instrument and acknowledges the same to he his free act and deed-and the free act and deed of HALE REALTY, LLC before me. Fatima T. Lobo Commissioner of the Superior Court Witness --�--�� _•!-�• ~ Matthew Galligan • Town Manager Date ,�/�i dUea !Ymj qV9 U` W 11iU8=1U H UNd ?1JJU '-Ad .Pd5 CONSTITUTION LANDING RESUBDIVISION 5-9 DRAFT 1. Application for a 9 lot conventional subdivision located on the easterly side of Nutmeg Road South, southerly side of Governor's Highway, on�acres, I zone. These subdivision lots will have frontage on Nutmeg Road South. 2. Minimum lot size under the I zoning is 20,000 sq ft, with 100 feet of frontage. The lot sizes in this subdivision range from approx. 40,000 sq ft up to 10 acres. 3. Water and sewer are available to the site. WPCA approval is required. 4. The are regulated wetlands on the property. The applicant received IWA/CC approval on April 5, 2000. They recommended three bonds: a) $15,000 to ensure compliance with the Erosion and Sedimentation Control Measures. The bond should be in the form of a Letter of Credit or Passbook account. b) $20,000 to ensure proper creation of wetland mitigation. The bond will be released after two growing seasons to ensure proper establishment. c) $5,000 be submitted to the Planning & Zoning Commission to ensure proper planting establishment of riparian plantings along upland review area. The bond will be released after two growing seasons to ensure proper establishment. 5. There are neither sidewalks nor pedestrian walkways shown in the subdivision. The Commission may want to consider asking the developer to create a walking trail around the perimeter of the subdivision. 6. The Police Department has reviewed the plans and has no comments on the proposal. The applicant is proposing to rename the northern portion of Connecticut Ave to Charter Oak Way. Since Connecticut Ave is currently a town road, it will require Council action to change the name. 7. There is no requirement for open space in an industrial subdivision. However, there is a buffer required along the residentially zoned property to the south and east. This is an existing residential subdivision that was developed at a time when they were no buffers' required on the residential side of the zone line. Therefore the backs of these properties are mowed right up to the industrial property line. 8. The required buffer is 50 feet from the property line. The site is currently a treed site with primarily deciduous growth. The applicant has submitted a buffer-planting plan. The focus of the plantings in the southeasterly portion of the site is to enhance the existing deciduous forest with under story plantings. This may require the applicant to selectively cut some of the tree is the buffer to provide for areas for the under story to grow. 9. The buffer on the northern part of the site is accomplished with an existing berm. They are proposing some supplementary planting and leaving the existing berm. The planning department would recommend the commission explore ways of protecting the berm, in particular that portion of the berm which is out of the 50 foot buffer area. 10. A landscaping plan has been provided to meet the landscaping and street tree requirement. We do require the street trees to be planted in an easement granted to the Town and this easement should be shown on the plot plans. 11. Site plan approval is required on all lots prior to use or construction on the lot. If this application is approved, the Planning Department requests the following modifications: ♦ the 50' Buffer line must be shown along all property boundaries which abut the residential zone; and the zoning setback should be shown in addition to the buffer ♦ a Landscape Plan must address the requirements of Section C.2 Landscaping Standards in the Subdivision Regulations specifically addressing the street tree requirements. ♦ trees to be cut in the buffer area should be flagged and in the field and reviewed by staff, prior to cutting rove" Yt u,'i-� .-116 4e n& A-- IrC e r , -to a v'O c CO H�►rP q `t� c f j Mn e''rf s ,•�.c1 Gyz, �,� - .._ d 4416 U 0.�v � A j - w Section X:Area,Yard and Height Requirements 10.4.1 Schedule of Buffer Widths Zone Buffer Width - - - GC 50 feet RC 50 feet ' - GD 75 feet - CD 75 feet RO _ A 25 feet DRZ 25 feet MF 25 feet I 50 feet 1 DC TOO feet -. RR 50 feet rw RROZ 25 feet A40 - 50 feet A-30 50 feet AA-30 50 feet - t A-20 50 feet OP 50 feet* •75 fret +here residential development already exists 1042 Wherever a permitted. non-residential use is established in a residential zone, the appropriate buffer (from 10 4.1 abo%c) shall he established along all property boundaries which abut the residentially zoned land rather than along property boundaries which abut non-residentially zoned land. (For example. if a permitted non-residential use is established in a. RR zone hich has I-zoned land along tine boundan and A-40 zoned land along another boundary, the buffer shall be established along the houndary adjacent to the A40 zone rather than adjacent to the 1 zone 1043 All required buffers must be in place prior to issuance of the first C.O. on the site*, where the C'.O is issued from April 15 through October 15. Where a C.O. is issued from October 15 through April 15. a cash hind %%ill he established which covers the cost of buffer installation, and the cash bond must he posted prior to issuance of the first C.O. The buffer must be in-stalled no later than \lj% 31 follom ing the issuance of the first C.O. where a cash bond has been posted 167 South Windsor Zoning Regulations *(Note: For the purposes of this Section, a site may mean an entire lot;or, when a parcel is to be developed in phases, a portion of the lot which bears. a reasonable relation to the —_ - building(s) for which a site plan has been approved. The length of the buffer to be planted Prior to issuance of the first C.O. will be so indicated on the site plan of development for industrial/commercial and high-density residential developments; and on the individual plot —_ plan for single-family residential development.) _ The Planning and Zoning Commission strongly recommends that.developers begin installing _ the entire buffer on a parcel well in advance of planned building activities for the balance of the parcel, as smaller plantings can be utilized. The buffer may then exceed the required specifications at the time a C.O. is requested. 10.4.4 Interplanted Buffer ._ Areas not to be disturbed during construction activities (i.e., non-encroachment areas) shall be indicated on the landscaping plan. If filling, cutting, grading; or other disruptive activities .are to occur near non-encroachment areas, trees and shrubs to be preserved shall be protected in accordance with accepted landscaping practices. The methods proposed to afford such protection shall be identified on the landscaping plan, or in a corresponding document. The interplanted buffer shall be designed to meet or exceed the performance level described in Section 10.4. In addition,the following guidelines shall be followed: a. Evergreen trees and large deciduous trees should be spaced using accepted landscaping practices, usually twenty(20) feet or more on center; b. Flowering trees should be spaced using accepted landscaping practices, usually ten (10) or more feet on center; and - c. Trees shall not be planted within twenty (20) feet of a sewer line or area of heavy �- equipment use. %k'hcn the required buffer abuts an undeveloped Residential and/or non-Residential Zone, the taller and/or larger varieties of trees and shrubs (at maturity) shall be established adjacent to '$ the zone line. When the buffer area abuts a developed Residential zone, established prior to February 16. 1988. the taller and larger varieties of trees and shrubs (at maturity) shall be established adjacent to the non-Residential use within the buffer area. - - Plantings shall be staggered-clusiercd to achieve maximum screening after five 5 at maturity. Evergreen trees shall be a minimum of five (5) feet in height at the time of plantings. deciduous shade trees shall be a minimum of 2" caliper and ten feet planting; and tlo%%cring trees shall be a minimum of six feet in height at the time of planting and 1-1/2" caliper. Suggested varieties of trees and shrubs include—but arc not limited to—Canada Hemlock, Scotch Pine. White Pine. Nomar Spruce, Douglas Fir, Pyramidal Arborvitae, Juniper (including Red Cedar). Rhododendron. Azalea. Holly, Forsythia, Viburnum, Euony us, Lilac. 1'c%%. Flom-rrmg Crab. Uu1�%ual, Magnolia, Hawthorn, Flowering Quince, Mountain Ash. Flowering Chem. Sycamore (Plane Trec), Male Ginko, and Norway Maple. Undesirable trees include—but arc not limited to—Poplar, Box Elder, Cottonwood, 133s%«ood (Linden). Catalpa. 7rcr of Ilcaven (Ailanthus), Silver Maple, Red Maple, Black Locust and Chinese Elm 10.4.5 Nun-Interplanted Buffer 168 - Section X: Area, Yard and Height Requirements When mature existing vegetation is not being incorporated into the buffer plantings, or when such vegetation comprises a relatively insignificant proportion of the buffer, the buffer area shall be composed of a suitable combination of evergreen, deciduous, and flowering trees and shrubs to meet the criteria listed in 10.4.2 and 10.4.4. 10.4.6 Alternative Buffer In lieu of the interplanted or non-interplanted buffer, the Commission may allow an alternative landscaped buffer design which meets, or exceeds, the performance level of the interplanted buffer. Said alternative buffer shall include tree and shrub plantings, and may include hedges, earthen berms, fencing,or other treatments. 10.4.7 The Commission may modify proposed landscaping plans to require more mature plantings, different species, or alternative design, in order to afford a functional and aesthetically pleasing buffer area. 10.4.8 Front yard landscaping shall not obstruct line-of-sight for vehicles entering and exiting the premises, nor shall it unduly obstruct line-of-sight for vehicles traveling on abutting Town or State highways. Corner visibility shall be maintained consistent with Section 3.9 of these regulations. 1 1 169 Constitution Landing Subdivision Planning Comments (Preliminary V�* Data Block giving all zoning information must be included. 50' Buffer line must be shown along all property boundaries which abut the residential zone; the zoning setback is shown in addition to the buffer. J* Note should be added regarding the presence/absence of 100-year floodplain. Ji The Landscape Plan must be submitted by a Landscape architect - the planted buffer must meet the requirements of Section 10.4 in the zoning regulations (attached), including the required cross-sections. C*)The Landscape Plan must address the requirements of Section C.2 Landscaping Standards in the Subdivision Regulations (attached). Will there be any pedestrian access throughout the subdivision? Please be sure to include draining e calculations with the application packet. It is required for both IWA/CC and PZC review. RECEIVED m.wI s0 20M SOUTH musel PLANIONs DIPT. STORM WATER MANAGEMENT SYNOPSIS FOR THE PROPOSED CONSTITUTION LANDING INDUSTRIAL RESUBDIVISION SOUTH WINDSOR, CONNECTICUT PREPARED FOR: HALE REALTY, LLC MARCH 3, 2000 F. NE ' No. 09434 �9A RED/9TEf►f'0 f�OlYAL S14 MESSIER & ASSOCIATES, INC. SURVEYORS-ENGINEERS MANCHESTER, CT ti INTRODUCTION This report is to address the stormwater management aspects of the proposed 9-lot industrial resubdivision known as"Constitution Landing", located on Nutmeg Road South and the two presently separated portions of Connecticut Avenue, in South Windsor, CT. DISCUSSION As part of the previously approved Governor's Square Business Center project originally proposed for the subject site, a thorough stormwater runoff analysis was performed in 1989 for this area by Design Professionals, Inc., for Capuano Developers, using SCS TR-20 methodology. The overall stormwater management and drainage pattern to be implemented for this property was determined based on this study and previously constructed stormwater management facilities serving the area. This analysis, which is available in the Town of South Windsor's Engineering Office files, considers proposed development of the subject parcel, as well as existing surrounding development, and the impact on existing downstream drainage features. The analysis was based on the premise that the stormwater management for the subject site, including the interconnected existing drainage facilities, must limit the downstream flows to the"pre-existing"peak rates because of an undersized (24-inch diameter) culvert located on private property west of Route 5, through which all stormwater flow from the proposed development area and adjoining land areas must eventually pass. This was to be accomplished through the construction of an on-site stormwater detention basin, which would outlet through an existing pipe connection to the storm drain system in Nutmeg Road South, which, in turn, flows to an existing Town-owned detention basin located on the west side of Nutmeg Road South, a short distance from the subject site. The stormwater management plan determined for this area includes three major components: (1) A previously constructed on-site drainage ditch system to receive stormwater runoff from the individual developed industrial parcels on the site, and convey the flow to a new detention basin. This ditch system, designated as"Detention Basin#4"in the previously prepared report, also provides some detention capacity; (2) A new, large on-site detention basin, designated as"Detention Basin#2", which receives flows from the drainage ditch system and from land areas surrounding the basin; and (3) The previously existing Town-owned detention basin, designated as"Detention Basin#1", and described above, which receives the outflow from Detention Basin#2 and other existing storm drainage facilities in Nutmeg Road South. The total drainage area tributary to Detention Basin#1 is approximately 92 acres, which includes the subject property. The outflow from Detention Basin#1 flows to existing waterways and culverts that convey the water under Route 5 and eventually to the above-described restrictive culvert on private property. From that point, the water continues to Newberry Brook and ultimately to the Connecticut River. The drainage analysis also took into account the storage effect of the swale immediately upstream of the restrictive culvert outlet described above, which provides some detention of the stormwater flows. This capacity is designated as Detention Basin#3 in the previous drainage analysis. PROPOSED CONSTRUCTION Previous development, which has been completed on or near the subject project site, includes the development of two industrial parcels and the construction of the above-described ditch system on the property. Detention Basin#2 was not constructed. Rather, a ditch was constructed connecting the upstream ditches to an outlet culvert discharging to the existing storm drain system in Nutmeg Road South. It is now proposed to construct Detention Basin#2, in the same location as originally proposed, to complete the implementation of the previously established stormwater management plan, and accommodate the eventual development of the industrial lots in this proposed resubdivision. The detention basin design will be similar to that previously approved for this location; however, the present proposal will incorporate a restoration wetlands area at the head of the detention area. The total stormwater storage capacity of the combined detention basin-restoration wetlands will be equivalent to that previously computed, or approximately 5.1 acre feet for a 100-year storm. The modified design will also have a low-flow channel from the overflow of the restoration wetlands area to the detention basin outlet. The outlet structure that was previously designed for Detention Basin #2 will also be constructed. This concrete structure, which is detailed on the project drawings, will have a low-flow orifice pipe outlet and an overflow weir designed to pass the computed 100-year flow of 40.5 cfs. The attached diagram illustrates the various components of the existing and proposed stormwater management facilities as described in this narrative. 0 1-3-Vr\ VJ rJ t>S 0 FL) CZ71- IfW. .31, MAI IM ;,,,TV .......... T;f - I 4L, -,jE E Ila 41# ;7 51 '54 xS. 1 RXC M Nt no MW Aw IM :n /40 'Till .4j-,-, gg -gee A ANN" -Afi Or U Ix zv�1,40.1'ig'�'tl n, ---q gg;, 0 12"S-n, RVPIL 3-D TopoQuads Copyright 0 1999 DeLorn Yarmuth,Me 01096 Source Data: 9803 �-�250 ft Scale: 1 7.200 Detail: 13-7 Datum: RAD27 i STORM WATER MANAGEMENT SYNOPSIS FOR THE PROPOSED CONSTITUTION LANDING INDUSTRIAL RESUBDIVISION SOUTH WINDSOR, CONNECTICUT PREPARED FOR: HALE REALTY, LLC R� . MARCH 3 2000 ' M AMENDED MAY 1, 2000 qY g ? soUly �p�ANNING OfP r. r, No. 0 434 #t. MESSIER & ASSOCIATES, INC. SURVEYORS-ENGINEERS MANCHESTER, CT S 1 INTRODUCTION This report is to address the stormwater management aspects of the proposed 9-lot industrial resubdivision known as"Constitution Landing", located on Nutmeg Road South and the two presently separated portions of Connecticut Avenue, in South Windsor, CT. DISCUSSION As part of the previously approved Governor's Square Business Center project originally proposed for the subject site, a thorough stormwater runoff analysis was performed in 1989 for this area by Design Professionals, Inc., for Capuano Developers, using SCS TR-20 methodology. The overall stormwater management and drainage pattern to be implemented for this property was determined based on this study and previously constructed stormwater management facilities serving the area. This analysis, which is in the Town of South Windsor's Engineering Office files, and a copy of which is included as an attachment to this report, considers proposed development of the subject parcel, as well as existing surrounding development, and the impact on existing downstream drainage features. The analysis was based on the premise that the stormwater management for the subject site, including the interconnected existing drainage facilities, must limit the downstream flows to the"pre-existing" peak rates because of an undersized(24-inch diameter) culvert located on private property west of Route 5 through which all stormwater flow from the proposed development area and adjoining g land of an on-site to be accom plished lished through the construction areas must eventually pass. This was p gh ' i stormwater detention basin, which would outlet through an existing pipe connection to the storm drain system in Nutmeg Road South, which, in turn, flows to an existing Town-owned detention basin located on the west side of Nutmeg Road South, a short distance from the subject site. The stormwater management plan determined for this area includes three major components: (1)A previously constructed on-site drainage ditch system to receive stormwater runoff from the individual developed industrial parcels on the site and convey the flow to a new detention basin. This ditch system, designated as"Detention Basin#4" in the previously prepared report, also provides some detention capacity. (2)A new, large on-site detention basin, designated as"Detention Basin#2", which receives flows from the drainage ditch'system and from land areas surrounding the basin; and (3)The previously existing Town-owned detention basin, designated as"Detention Basin#1", and described above, which receives the outflow from Detention Basin#2 and other existing storm drainage facilities in Nutmeg Road South. The total drainage area tributary to Detention Basin#1 is approximately 92 acres, which includes the subject property. The outflow from Detention Basin#1 flows to existing waterways and culverts that convey the water under Route 5 and eventually to the above-described restrictive culvert on private property. From that point,the water continues to Newberry Brook and ultimately to the Connecticut River. The drainage analysis also took into account the storage effect of the swale immediately upstream of the restrictive culvert outlet described above, which provides some detention of the stormwater flows. This capacity is designated as Detention Basin#3 in the previous drainage analysis. PROPOSED CONSTRUCTION Previous development, which has been completed on or near the subject project site, includes the development of two industrial parcels and the construction of the above-described ditch system on the property. Detention Basin#2 was not constructed. Rather, a ditch was constructed connecting the upstream ditches to an outlet culvert discharging to the existing storm drain system in Nutmeg Road South. It is now proposed to construct Detention Basin#2, in the same location as originally proposed, to complete the implementation of the previously established stormwater management plan, and accommodate the eventual development of the industrial lots in this proposed resubdivision. The detention basin design will be similar to that previously approved for this location; however, the present proposal will incorporate a restoration wetlands area at the head of the detention area. The total stormwater storage capacity of the combined detention basin-restoration wetlands will be equivalent to that previously computed, or approximately 5.1 acre feet for a 100-year storm. The modified design will also have a low-flow channel from the overflow of the restoration wetlands area to the detention basin outlet. The outlet structure that was previously designed for Detention Basin#2 will also be constructed. This concrete structure, which is detailed on the project drawings, will have a low-flow orifice pipe outlet and an overflow weir designed to pass the computed 100-year flow of 40.5 cfs. The attached diagram illustrates the various components of the existing and proposed stormwater management facilities as described in this narrative. a%J-V" \nj I r'j D s 0 P-) C-1 "R W • th 'I A-X . ..... M .6 R A; Z' x '�NR V, k Ww*' lvw iy 1 It w'— gg. MRT . .... iwo S za 4b C i; m-A '0 -04 J��A`1t �6 A'� Ina; M., PA. jM1.9 MM RE ti. 44% 4 4-11 r 4�' Ak6w. '.44 4F 'y'q 3 -M 41F �.N AX '4'k %Y "I -P" M, VA. A,,-V3 nM V*o RR 73,2 - 'i AMP ON 0 I ww— NO 3-D Topoguads Copyright 0 1999 DeE;rXe Yarmouth, MR 01096 Source Data: ISGS 250 ft Scale: 1 7.200 Detail: 13-7-Datum: EAD27 ti �. y�E R i ��i'��t�f•.`•?i>�`'vi`?ssiEas2�2iiEe� �tE'•;;>;>;E �� i z 1 :.:. U � :M d: U prepared for CAPUANO DEVELOPERS ROCKY HILL, CONNECTICUT September 25, 1989 a t GOVERNORS SQUARE BUSINESS CENTER STORMWATER RUNOFF ANALYSIS 1 INTRODUCTION The Governors Square Business Center project is on a 76.7 acre parcel of land in an industrial zone bounded by Governors Highway to the north and Nutmeg Road South to the west. The first phase of the development of this project consists of the construction of five buildings with total floor area of 84,630 sq. ft. , extension of Capitol Avenue by 310 ft. , and the construction of a detention basin. (see exhibit 2) EXISTING CONDITIONS Existing stormwater runoff flows westerly off of the site through a swale system to an existing detention basin located between Route 5 and Nutmeg Road South. Total drainage area to the basin is 91 .6 acres. The detention basin, hereafter referred as basin #1 , is owned and maintained by the Town of South Windsor. The outflow structure for basin #1 consists of 2-15" RCP with a headwall at flowline elevation 62.79. The overflow structure consists of a 40 foot wide grass spillway at elevation 66.2. Located approximately 30 ft. west of the 2-15" /RCP is a 60" RCP which turns into a 2.75' wide x 2.9' high boxy culvert Further to the west is a 60" RCP with wingwalls that carries runoff l;tar i under Route 5. On private land, approximately 350 ft. west of Route 5,.y ( . there is a 24" CMP cross-culvert at the base of a high berm. Drainage then flows into Newberry Brook and finally the Connecticut River . (see exhibits 1 & 3) There are two sites that has been developed on Governors Square. The first site is located adjacent to the proposed building '0' and the second site is located adjacent to the proposed buildings E, F, G, and H (refer to exhibit 1 ) . At the time these buildings were constructed the S l GOVERNORS SQUARE BUSINESS CENTER 2 STORMWATER RUNOFF ANALYSIS overall drainage scheme was determined by the construction of the Swale system. PROPOSED DEVELOPMENT The proposed development consists of the construction of sites E, F, G, H, and 0. (see exhibit 2) All runoff from this area will be to catch basins and storm sewer pipe within the area of development. Runoff will then flow via the existing swales to the proposed detention basin #2. Outflow from basin #2 enters the existing basin #1 which outflows into the existing drainage system as described above. DRAINAGE ANALYSIS The drainage analysis performed was done using the SCS TR-20 Computer Program for Project Formulation Hydrology. Storm frequencies analyzed are 2, 10, SG, and 100 year storms. A type III rain distribution was used in the analysis. Topography was taken from 100 scale South Windsor Topography maps and from field survey, CGS datum. Storage volume in the swale system was used for storage capacity of detention basin 4. From the analysis it was found that the water elevation for the 100 year storm was 69.3' . The elevation of the swale bottom is approximately 68' and the swales are 4 ' deep. The storm sewer system has been designed for a 10 year storm. Storms larger than a 10 year storm will cause some ponding in parking areas. Ponding in parking areas was not considered in the analysis, thus causing the analysis to be conservative since some runoff would be detained there for the larger storms. In order to evaluate impacts of this development downstream the principal design point is the 24" CMP culvert. This is the most restrictive point in the overall drainage system downstream of the site. GOVERNORS SQUARE BUSINESS CENTER STORMWATER RUNOFF ANALYSIS 3 The objective of this analysis is to provide a zero percent increase in the peak runoff rate at the 24" CMP culvert. Past disturbance of the soil on this site has changed the soil properties. Consequently, the soil types as mapped in the Soil Survey for Hartford County handbook are no longer valid. Visual inspection of the site and deep test holes were dug to determine the hydrologic soil group of the soils. Soil types were based on the following soil characteristics as presented in Appendix A of the SCS TR-55. j Hydrologic Soil Group Soil Textures A sand, loamy sand, or sandy loam B silt loam or loam C sandy clay loam D clay loam, silty clay loam, sandy clay, silty clay, or clay Table 1 summarizes the results of the drainage analysis and shows that a better than zero percent increase in runoff has been achieved for the proposed development LOCATION: Outflow from existing detention basin #1 . Flowline = 62.79. Top of bank = 69.2 Description Storm Frequency 2 10 50 100 existing outflow 12.4 25.8 46.5 54.3 elevation 64.7 66.3 66.6 66.7 developed outflow 10.3 16.5 36.2 44.1 elevation 64.4 65.5 66.5 66.6 y. change in peak outflow -16.9% 36.0% -22.2% -18.8% GOVERNORS SQUARE BUSINESS CENTER STORMWATER RUNOFF ANALYSIS 4 LOCATION: Outflow from proposed detention basin #2. 76" x 48" RCP culvert Flowline = 64.33. Top of bank = 71 .0 Description Storm Frequency 2t 10 50 100 existing outflow ]F65.2 .89.6 39.4 46.6 elevation 6.1 66.4 66.6 developed outflow 8.4 14.9 33.5 40.5 elevation 66.3 68.2 69.4 69.5 change in peak outflow -28.8% -49.7% -15.0% -13. 1% LOCATION: Outflow from existing detention basin�#3. Flowline = 54.5. Top of bank = a: Description Storm Frequency 2 10 50 100 existing outflow 13.9 26.5 44.6 49.6 elevation 56.7 58.6 63.5 65.5 developed outflow 12.0 22.5 35.4 41 .9 elevation 56.5 57.9 60.7 62.6 change in peak outflow -13.7% -15. 1'% -20.6% -15.5% TABLE 1 The following pages illustrate the preceding results graphically. GOVERNORS SQUARE BUSINESS CENTER 5 STORMWATER RUNOFF ANALYSIS 1B DEIENTION BASIN 1 16 2 YEAR STORM F 14 I o 12 w !8 i n 8 c 6 f s 4 2 O 8• 12.0 15.0 10.0 21.0 24.8 27. .8 33.8 36.0 Tine in Hans -&-Existing outflow -- Proposed outflow 27 DETENTION BASIN 1 24 18 VEAR STORM F 21 I 0 10 w 15 l n 12 c 9 f s 6 3 8 8• .8 12.0 15.0 10.0 21.8 24.8 27. .8 33.0 36.0 Tine in Hours -a-Existing outflow -- Proposed outflow GOVERNORS SQUARE BUSINESS CENTER b STORMWATER RUNOFF ANALYSIS 45 DETENTItNI BASIN 1 48 58 YEAR STORM F 35 1 o 38 N 25 n 28 c 15 f s f8 5 a 8• - 11 1 1 1 9.8 12.8 15.8 18.8 21.8 24.8 27.8 .8 33.8 36,9 Tine in Hours -8-Existing outf low Proposed outflow 54 DETENTION BASIN 1 48 188 YEAR STORM F 42 1 o 36 N 38 I _ n 24 c 18 s 12 6 8 8• 9.8 12,8 15.8 18.8 21.8 24.8 27.8 .8 33.8 36.8 Tine in Hours -b-Existing outflow Proposed outflow S GOVERNORS SQUARE BUSINESS CENTER STORMWATER RUNOFF ANALYSIS 7 18 DETENTION WIN 2 16 2 YEAR STORM F 14 1 o -12 w - 18 i n B c 6 f s 4 2 8 8• 12.0 15.0 10.0 21.9 24.0 27.0 ,8 33.0 36.0 Tine in Hours -+-Existing outflow -- Proposed outflow 27 DETENTION WIN 2 24 10 YERR STORM F 21 I o 18 a 15 I n 12 c 9 f s 6 3 Nk e 8• 9. 12.0 15.0 10.0 21.8 24,8 27.8 ,8 33,8 ,g Tine in Hours -s-Existing outflow -- Proposed ouff low a GOVERNORS SQUARE BUSINESS CENTER STORMWATER RUNOFF ANALYSIS 8 36 DETENTION BASIN 2 32 58 YEAR STORM F 28 I 0 24 N 28 i n 16 c 12 f s 8 4 � . 8 8• 12.8 15.6 18.8 21.8 24.8 27.8 .8 33.8 36.0 Tina in Hours -r-Kxisting outflow -- Proposed oufflaw 36 DETENTION BASIN 2 32 58 YEAR STORM F 28 I o 24 N 28 i n 16 c 12 F s 8 4 8 � 8• 12.8 15.8 18.8 21.8 24.8 27.8 .8 33.8 36.0 Tina in Hours '*-Existing outflow -- Proposed outf low GOVERNORS SQUARE BUSINESS CENTER STORMWATER RUNOFF ANALYSIS 9 18 DEIENTION m m 3 16 2 YEAR STORM F 14 1 0 12 M 18 1 n 8 c 6 f s 4 2 8 8• 2.8 15.8 18.8 21.8 24.8 27:8 .g ,8 ,8 Tine in Hours -+-Existing outf low Proposed ouff low 27 DETENTION BRS1N 3 24 18 YERR STORM F 21 1 o 18 N 15 1 _ n 12 c 9 f s 6 3 8 8• .8 12.8 15.8 18.8 21.9 24.8 27.830.0 33.8 36.8 Tine in Hours -6-Existing outflow Proposed outflow GOVERNORS SQUARE BUSINESS CENTER 10 STORMWATER RUNOFF ANALYSIS 45 DETENTION BASIN 3 48 58 YEAR STORM F 35 1 0 30 w 25 i n 20 c 15 f s 18 5 8 e• 6, 9 ATs.e 12.e 15.8 18.0 21.8 24.8 27.8 .0 33.8 36.0 Tine in Hours -+-Existing outflow Proposed outflow 45 DETENTION BASIN 3 40 180 YEAR STORM F 35 I 0 30 w 25 1 _ n 20 c 15 s 18 5 8 8• 9.8 . 12.0 15.8 18.0 21.0 24.0 27.8 .0 33.8 36.0 Tine in Hours -&-Existing outflow --- Proposed outflow The following schematic drawings represent the runoff analysis performed. ,Refer to exhibits 1 & 2 for structure locations. GOVERNORS SQUARE BUSINESS CENTER STORMWATER RUNOFF ANALYSIS 11 d6, � � O/%S j a,oho Struct 4 — Existing 2-42" RCP at Struct 4 'S• entrance to bldg. '14' Struct 2 — 76" x 48" RCP at Struct 2 Nutmeg Road South ro fit. Struct 1 — Existing Town detention basin #1 Struct 1 6�1 Struct 3 — Existing 24" CMP �O• Struct 3 LEGEND 0.029 Drainage area—sq. mi. 60.0(1.01) Runoff Curve Number(Tim oof cone.) U ALTERNATE 1 - EXISTING RUNOFF CONDITIONS 0 O O p• �O• Struct 1, 3, 4 — Same as alternate Struct 4 Struct 2 — Proposed detention 1)18" RCP basic Struct 2 2)14' wide rectangular we o�oo. A Struct 1 g'1 ,7, LEGEND Struct 3 Z6 F D.D29 D_ rainage area—sq. mi. urve 60.0(1.01) Runes; : Number(Time of cone) ALTERNATE 2 - PROPOSED DEVELOPMENT CONDITIONS 12 Overall Drainage Map - Basin #3 Drainage Area r m•• - Basin #1 aFR fir! — Drainage Area th �O o idsor ' ` ;^ c ! '� ,�\.�•,•�j'.j;�.•,�� ►'�� overnors Squar ••1� `moo •;/�`,,., �( Business Center ,, f�: . .,: �: s•..• ,� r.Cla i ✓ >f Scale: 1" = 2000 ' _ �U1'.. i •j. M r-I X r N X L'b9 6'69 / b 99 W F'99 r �/ Q 4J S:: N •ri LC 09 M axi A N /£''OL rd w � �9 r 9 69 r r eM3N= pL 1 0 Ircc? r \ 9B 1 1 0 S w APPENDIX A TR-20 LISTING AND INPUT DATA 1 LIST OF INPUT DATA FOR TR-20 HYDROLOGY****************** JOB TR-20 SUMTITLE 001 CAPUANO RUNOFF ANALYSIS - GOVERNORS SQUARE, S. WINDSOROTS TITLE SITES E, F, G, H, AND 0. 5 RAINFL 7 0.20 8 0.0 0.002 0.004 0.006 0.008 8 0.010 0.012 0.014 0.016 0.018 8 0.020 0.022 0.024 0.027 0.029 8 0.031 0.034 0.036 0.038 0.041 8 0.043 0.046 0.049 0.051 54 8 0.057 0.060 0.063 0.069 8 0.072 0.075 0.066 0.069 8 0.079 0.082 0.085 0.089 0.093 0.097 0.103 0. 109 8 0. 115 0. 121 0. 127 0.134 8 0. 148 0. 155 0. 163 0.1 8 0. 189 0.171 0.180 0 0. 199 0.210 0.222 0.235 8 0.250 0.266 0.287 0.312 0.363 8 0.500 0.638 0.689 0.714 0.734 8 0.751 0.766 0.779 0.790 0.801 8 0.811 0.821 0.829 0.83E 0.845 8 0.853 0.860 0.867 0.874 0.880 8 0.886 0.892 0.898 0.903 0.908 8 0.911 0.915 0.919 0.922 0.925 e 0.929 0.932 0.935 0.938 0.941 8 0.944 0.946 0.949 0.952 0.955 _ 8 0.957 0.960 0.962 0.965 0.967 8 0.969 0.972 0.974 0.976 0.978 8 0.981 0.983 0.985 0.987 e 0.991 0.989 0.993 0.995 0.997 0.999 8 1 .000 1 .000 1 .000 1 .000 9 ENDTBL 1 .000 3 STRUCT 01 e 62.79 0.0 0.0 8 63.0 0.8 0.001 8 64.0 7.6 0. 16 8 65.0 14.2 0.97 e 66.0 18.8 2.64 8 66.2 19.6 3.05 8 66.3 24. 1 3.26 8 66.5 38.6 3.70 8 66.8 61 .6 4.39 e 67.0 67.4 4.87 8 68.0 77.0 7.48 9 ENDTBL 3 STRUCT 02 8 64.33 0.0 0.0 8 65.0 8.4 0.004 8 66.0 27.8 0.027 e 67.0 62.0 0. 127 8 68.0 101 .6 0.361 e 69.0 140.4 0.738 8 70.0 181.6 1 .268 9 ENDTBL 3 STRUCT 03 8 54.5 0.0 0.0 8 56.0 8.5 0.04 8 58.0 23.5 0.26 t 8 2 62.0 40.0 1 .42 8 64.0 46.0 8 2.49 66.0 51 .0 3.94 8 66.2 8 52.0 4.03 9 ENDTBL 66.5 69.3 4.36 3 STRUCT 04 8 67.0 0.0 8 0.0 68.0 27.8 0.418 8 69.0 8 42.0 2.505 9 ENDTBL 70.0 88.0 7.096 6 RUNOFF 1 04 5 0.099 66.0 6 RESVOR 2 04 5 6 1 .51 6 RUNOFF 1 02 7 0.010 63.0 6 ADDHYD 4 02 6 7 5 0.36 6 RESVOR 2 02 5 6 6 RUNOFF 1 01 7 0.034 74.0 6 ADDHYD 4 01 6 7 5 0.56 6 RESVOR 2 01 5 7 6 RUNOFF 1 03 5 0.029 60.0 1 .01 6 ADDHYD 4 03 7 5 6 6 RESVOR 2 03 6 7 ENDATA 7 INCREM 6 0. 1 7 COMPUT 7 04 03 3.2 ENDCMP 1 1 .0 7 2 01 02 7 COMPUT 7 04 03 ENDCMP 1 4.7 1 .0 7 2 01 10 7 COMPUT 7 04 03 6.2 ENDCMP 1 1 .0 7 2 01 50 7 COMPUT 7 04 03 6.9 ENDCMP 1 1 .0 7 2 01 99 3 STRUCT 02 ' 8 64.33 0.0 8 0.0 65.0 1 .7 0.045 8 66.0 7. 1 8 0.714 67.0 11 .2 2.017 8 68.0 8 14.5 3.457 8 69.0 17.0 4.971 9 ENDTBL 70.0 63.2 6.558 3 STRUCT 04 8 67.0 0.0 8 0.0 68.0 27.8 0.418 8 69.0 8 37.6 2.505 e 69.3 45.0 3.620 9 ENDTBL 70.0 80.0 7.096 7 ALTER 3 6 RUNOFF 1 04 5 0.099 69.0 7 ALTER 3 1.51 6 RUNOFF 1 02 7 0.010 78.0 7 LIST 0. 14 7 INCREM 6 .0. 1 7 COMPUT 7 04 03 3.2 ENDCMP 1 1 .0 7 2 02 02 7 COMPUT 7 04 03 4.7 ENDCMP 1 1 .0 7 2 02 10 .7 rnmoi IT '7 of, n^) ENDCMP 1 3 7 COMPUT 7 04 03 ENDCMP 1 6'9 1.0 7 2 02 99 ENDJOB 2 *************END OF 80-80 LIST***** *** *********** *** *** STANDARD CONTROL INSTRUCTIONS 6 RUNOFF 1 4 5 .0990 6 RESVOR 2 4 5 6 69.0000 1 .51000 0 0 0 0 1 6 RUNOFF 1 2 7 •0000 0 0 0 0 0 1 6 ADDHYD 4 2 6 7 5 .0100 78.0000 . 14000 0 0 0 0 1 6 RESVOR 2 2 5 6. .0000 0 0 0 0 0 1 6 RUNOFF 1 1 7 .0340 74.0000 0 0 0 0 1 1 6 ADDHYD 4 1 6 7 5 .56000 0 0 0 0 1 6 RESVOR 2 1 5 7 .0000 0 0 0 0 0 1 6 RUNOFF 1 3 5 .0290 60 0 0 0 0 1 1 6 ADDHYD 4 3 7 5 6 .0000 1 .01000 0 0 0 0 1 6 RESVOR 2 3 6 7 .0000 0 .0 0 0 0 1 ENDATA 0 0 0 0 1 1 SUMMARY TABLE I - SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL INSTRUCTIONS IN THE ORDER PERFORMED (A STAR m AFTER THE PEAK DISCHARGE TIME AND RATE (CFS) VALUES INDICATES A FLAT TOP HYDROGRAPH A QUESTION MARK(?) INDICATES A HYDROGRAPH WITH PEAK AS LAST POINT.) SECTION/ STANDARD RAIN ANTEC MAIN STRUCTURE CONTROL DRAINAGE TABLE MOIST 11ME PRECIPITATION PEAK DISCHARGE ID OPERATION AREA ; ""-" - RUNOFF COND INCREM BEGIN AMOUNT DURATION AMOUNT ELEVATION TIME RATE RATE (SQ MI) (HR) (HR) (IN) (HR) (IN) (FT) (HR) (CFS) (CSM) ALTERNATE 1 STORM 2 STRUCTURE 4 RUNOFF .10 7 2 .10 ,p STRUCTURE 4 RESVOR ,lp 7 3.20 24,00 .64 --- 13.24 STRUCTURE 2 RUNOFF ,01 7 2 .10 ,0 3.20 24.00 .64 67.41 13.44 11.34 114.5 STRUCTURE 2 ADDHYD .11 7 2 '10 'p 3.20 24,O0 ,52 ___ 1134 11 . 2 .10 ,4 3.20 24.04 .63 65.18 13.43 12.38 1.02 100.4 .STRUCTURE 2 RESVOR ,11 7 2 .10 .0 3.20 24.00 ,63 11.82 108,4 65.18 13.44 11.81 108.4 STRUCTURE I RUNOFF .03 7 2 .10 .0 3.20 24.00 1.04 STRUCTURE 1 ADDHYD .14 7 2 .10 .0 --- 12.44 13.55 378.4 3,20 24,pp •73 STRUCTURE 1 RESVOR .14 7 2 .10 .0 65.66 12.50 17.25 120.7 3.20 24.40 .73 64,72 13.92 12.38 86.6 STRUCTURE 3 RUNOFF .03 S 7 2 .10 •0 3,20 24.00 .41 --- STRUCTURE 3 ADDHYD .17 7 2 .10 ,0 12.93 2.28 78.7 3.20 24,00 .67 56.69 13.74 13.70 79.6 STRUCTURE 3 RESVOR .17 7 2 .10 .0 3.20 24.00 .67 56.69 13.92 13.64 79.3 4 SUMMARY TABLE 1 - SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL INSTRUCTIONS IN THE ORDER PERFORMED (A STAR(f) AFTER THE PEAK, DISCHARGE TIME AND RATE (CFS) VALUES INDICATES A FLAT TOP HYDRDGRAPH A QUESTION MARK(?) INDICATES A HYDRDGRAPH KITH PEAK AS LAST POINT.) SECTION/ STANDARD RAIN ANTEC MAIN STRUCTURE CONTROL DRAINAGE TABLE MOIST TIME PRECIPITATION PEAK DISCHARGE RUNOFF ID OPERATION AREA 1 COND INCREN BEGIN AMOUNT DURATION AMOUNT ELEVATION TIME RATE RATE (SQ MI) (HR) IHR) (IN) (HR) (IN) (FT) (HR) (CFS)----- (CSM) ALTERNATE 1 STORM 10 STRUCTURE 4 RUNOFF .10 7 2 .10 .0 4.70 24.00 1.53 STRUCTURE 4 RESVOR .10 7 2 .10 .0 4.70 24.00 1.53 6805 13.14 32.17 325.0 . STRUCTURE 2 RUNOFF .01 7 2 .10 .0 4.70 24.00 1.32 29.53 28B.2 STRUCTURE 2 ADDHYD .11 7 2 .10 .0 4.70 24.00 1.51 66.05 13.41 29.61 271.7 STRUCTURE 2 RESVOR .11 7 2 .10 .0 4.70 24.00 1.51 66.05 13.44 29.61 271.7 STRUCTURE 1 RUNOFF .03 7 2 .10 .0 4.70 STRUCTURE 1 ADDHYD .14 7 2 --- 12.42 28.96 051.8 STRUCTURE 1 RESVOR ,14 .10 24.00 2..0 4.70 24.00 1.6513 66.55 12.49 42.07 294.2 STRUCTURE 3 RUNOFF .03 7 2 .10 .0 4.70 24.00 1.65 66.32 14.I6 25.77 180.2 2 .10 .0 4.70 24.00 1.13 --- STRUCTURE 3 ADDHYD .17 7 2 12.80 8.37 288.8 .10 .0 4.70 24.00 1.57 59.09 14.13 28.67 166.7 STRUCTURE 3 RESVOR .17 7 2 .10 .0 4.70 24.00 1.57 50.63 14.48 26.51 154.1 ALTERNATE I STORM 50 STRUCTURE 4 RUNOFF .10 7 2 .10 .0 6.20 24.00 2.59 STRUCTURE 4 RESVOR .10 7 2 .10 .0 6.20 24.00 2,59 13.10 57.00 57J.8 STRUCTURE 2 RUNOFF .01 7 2 .10 68.75 13.79 3B.41 307.9 STRUCTURE 2 ADDHYD .11 •0 6.20 24.00 2,32 ___ 7 2 .10 1007.6 STRUCTURE 2 RESVOR .11 7 2 .10 .0 6.20 24.00 2.56 66.35 13.76 39.95 365.6 .0 6.20 24.00 2.56 66.35 13.80 39.84 365.5 STRUCTURE I RUNOFF .03 7 2 .10 .0 6.20 24.00 3.35 STRUCTURE 1 ADDHYD .14 7 2 .10 .0 6.20 24.00 2.75 67.50 12.47 72.1E 1504.E STRUCTURE I RESVOR .14 7 2 .10 .0 6.20 24.00 2.75 66.60 13.97 46.49 325.1 STRUCTURE 3 RUNOFF .03 7 2 .10 STRUCTURE 3 ADDHYD .17 7 •0 6.20 24.00 2.05 --- 2 .10 .0 6.20 24.00 2.63 66.23 13.42 53.80- 312.8 STRUCTURE 3 RESVOR .17 7 2 .10 •0 6.20 ' 24.00 2.63 63.52 14.41 44.55 259.0 ALTERNATE 1 STORM 99 STRUCTURE 4 RUNOFF .10 7 2 .10 STRUCTURE 4 RESVOR .10 7 2 •0 b.90 24.00 3.13 --- 13.07 69.50 702.0 .10 .0 6.90 24.00 3.13 69.06 13.82 44.90 453.6 STRUCTURE 2 RUNOFF ,pl 7 2 .10 .0 6.90 24.00 2.82 --- STRUCTURE 2 ADDHYD .11 12.31 13.37 1336.7 2 '10 •0 6.90 24.00 3.10 66.55 13.81 46.57 4P7.4 STRUCTURE 2 RESVOR ,11 7 2 •10 .0 6.90 24.00 3.10 66.55 13.84 46.57 427.3 STRUCTURE i RUNOFF .03 7 2 .10 STRUCTURE I ADDHYD .14 7 2 .0 6.90 24.00 3.95 --- 12.41 54.23 1594.9 STRUCTURE 1 RESVOR ,14 7 .10 .0 6.90 24.00 3.30 67.03 12.47 86.89 607.7 2 .10 .0 6.90 24.00 3.30 66.71 13.05 54.34 380,0 STRUCTURE 3 RUNOFF ,03 7 2 STRUCTURE 3 ADDHYD ,17 7 2 .14 .0 6.90 24.00 2.53 --- 12.75 20.83 718.2 10 .0 6.90 24.00 3.17 66.48 13.04 67.91 394,8 STRUCTURE 3 RESVOR .17 7 2 .10 .0 6.90 24.00 3.17 65.45 •15.09 49.63 288.E 5 SUMMARY TABLE 1 - SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL INSTRUCTIONS IN THE ORDER PERFORMED (A STAR(i) AFTER THE PEAK DISCHARGE TIME AND RATE (CFS) VALUES INDICATES A FLAT TOP HYDROGRAPH A QUESTION MARK(?) INDICATES A HYDROGRAPH WITH PEAK AS LAST POINT.) SECTION/ STANDARD RAIN ANTEC MAIN STRUCTURE, CONTROL DRAINAGE TABLE MOIST TIME PRECIPITATION PEAK DISCHARGE RUNOFF ID OPERATION AREA I COND INCREM BEGIN AMOUNT DURATION AMOUNT ELEVATION TIME RATE RATE (5Q MI) (HR) (HR) (IN) (HR) (IN) (FT) (HR) (CFS) -- (CSM) ALTERNATE 2 STORM 2 STRUCTURE 4 RUNOFF .10 7 2 .10 ,0 3.20 24.00 •79 STRUCTURE 4 RESVOR .10 7 2 .10 .0 3.20 24.00 •78 13.20 15.23 153.9 STRUCTURE 2 RUNOFF ,01 7 2 .10 ,p 67.53 13.39 14,65 148.0 STRUCTURE 2 ADDHYD ,11 7 3.20 24.00 1.27 --- 12.18 7.34 734.1 2 •10 •0 3.20 24.00 .82 6B.42 13.37 15.54 142.6 STRUCTURE 2 RESVOR ,11 7 2 .10 .0 3.20 24.00 .82 66.32 14.60 8.42 77.3 STRUCTURE 1 RUNOFF .03 7 2 .10 ,p STRUCTURE 1 ADDHYD ,14 7 2 .10 .0 3.20 24.00 3.20 24.00 1.B7 -.5 12.44 13.55 378.4 STRUCTURE 1 RESVOR •14 7 . 6540 12.45 16.51 115.5 2 .10 .0 3.20 24.00 . 64.40 STRUCTURE 3 RUNOFF .03 7 2 .10 .0 3.20 24.00 .41 41 14.67 10.27 71.8 STRUCTURE 3 ADDHYD .17 7 2 .10 .0 3.20 24.00 .80 56.49 12.99 12.14 70.6 STRUCTURE 3 RESVOR .17 7 2 .10 .0 3.20 24.00 .BO 56.46 13.23 11.95 69.5 ALTERNATE 2 STORM 10 STRUCTURE 4 RUNOFF ,10 7 2 .10 ,p STRUCTURE 4 RESVOR ,lp 7 4.70 24.00 1.74 --- 13.12 37.66 380.4 STRUCTURE 2 RUNOFF ,01 7 2 .10 .0 4.70 24.00 1.74 68.19 13.62 29.69 299,9 2 .10 .0 4.70 24.00 2.45 --- STRUCTURE 2 ADDHYD ,11 7 2 12.17 14.07 1407.3 .10 .0 4.70 24.00 1.81 69.30 13.50 31.02 2B4.6 STRUCTURE 2 RESVOR .11 7 2 .10 .0 4.70 24.00 131 6B.15 14.95 14.87 136.4 STRUCTURE 1 RUNOFF .03 7 2 .10 .0 4.70 24.00 2.13 STRUCTURE 1 ADDHYD .14 7 2 .10 ,p --- 12.42 28.96 B51.8 STRUCTURE 1 RESVOR ,ly 7 4.70 24.00 1.88 66.45 12.44 35.19 246.1 2 .10 .0 4.70 24.00 1.98 65.50 16.28 16.49 115.3 STRUCTURE 3 RUNOFF .03 7 2 ,10 .0 4.70 24.00 1.13 STRUCTURE 3 ADDHYD .17 7 .2 .10 .0 4.70 24.00 1.76 57.97 12.85 23.30 135.5 STRUCTURE 3 RESVOR .17 7 2 .10 .0 4.70 24.00 1.76 57.97 13.07 22.54 131.1 ALTERNATE 2 STORM 50 STRUCTURE 4 RUNOFF .10 7 2 .10 .0 6.20 24.00 2.B7 STRUCTURE 4 RESVOR .10 7 2 .10 .0 6.20 24.00 2.87 69.04 13.90 38.68 390.7 STRUCTURE 2 RUNOFF .01 7 2 .10 .0 6.20 24.00 3.75 STRUCTURE 2 ADDHYD .11 7 2 .10 .0 6.20 24.00 2.95 69.51 13.85 40.50 23781.5 STRUCTURE 2 RESVOR .11 7 2 .10 .0 6.20 24.00 2.75 69.36 15.28 33.52 307.5 STRUCTURE 1 RUNOFF .03 7 2 .10 .0 6.20 24.00 3.35 STRUCTURE l ADDHYD ,14 7 2 •l0 .0 12.41 " 45.99 1352.6 STRUCTURE 1 RESVOR ,14 7 6.20 24.00 3.05 66.71 12.42 54.61 381.7 STRUCTURE 3 RUNOFF .14 7 2 .10 .0 6.20 24.00 3.05 66.47 15.76 36.16 252.9 STRUCTURE 3 ADDHYD .17 7 2 .10 :� 6.20 24.00 2.05 --- 12.76 16.55 570.E 6.20 24.00 2.88 61.67 15.72 3B.84 225.E STRUCTURE 3 RESVOR .17 7 2 .10 .0 6.20 24.00 2.88 60,68 16.34 35.39 205.8 r 6 SUMMARY TABLE 1 - SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL INSTRUCTIONS IN THE ORDER PERFORMED IA STAR(*) AFTER THE PEAK DISCHARGE TIME AND RATE (CFS) VALUES INDICATES A FLAT TOP HYDROGRAPH A QUESTION MARK(?) INDICATES A HYDROGRAPH WITH PEAK AS LAST POINT.) SECTION/ STANDARD RAIN ANTEC MAIN PRECIPITATION STRUCTURE CONTROL DRAINAGE TABLE MOIST TIME ------------------------- RUNOFF PEAK, DISCHARGE ID OPERATION AREA 1 COND INCREM BEGIN AMOUNT DURATION AMOUNT ELEVATION TIME PATE PATE (SQ MI) (HR) (HR) IINI iHR) (IN) (FT) MR) RATE RATE ALTERNATE 2 STORM 99 STRUCTURE 4 RUNOFF .10 7 2 .10 .0 6.90 24.00 3.43 STRUCTURE 4. RESVOR .10 7 2 .10 13.08 76.97 777.5 •0 6.90 24.00 3.43 69.30 13.92 44.94 454.0 STRUCTURE 2 RUNOFF .01 7 2 .10 .0 6.90 24.00 4.38 STRUCTURE 2 ADDHYD .11 7 2 .10 .0 6.90 24.00 --- 12.17 24.55 2455.0 STRUCTURE 2 RESVOR .11 7 2 .10 .0 6.90 24.00 3.52 69.51 14.92 46.92 371.7 STRUCTURE 1 RUNOFF .03 7 2 .10 .0 6.90 24.00 3.95 STRUCTURE 1 ADDHYD .14 .7 "- 12.41 54.23 1594.9 STRUCTURE 1 RESVOR .14 7 2 .10 .0 6.90 24.00 3.62 66.88 12.42 63.93 447.1 STRUCTURE 3 RUNOFF .14 7 2 .10 .0 6.90 24.00 3.62 66.57 15.33 44.07 300.2 STRUCTURE 3 ADDHYD .03 7 2 .10 •0 6.90 24.00 2.53 --- 12.75 20.83 710.2 2 .10 .0 b.90 24.00 3.44 64.64 15.27 47.60 27b,7 STRUCTURE 3 RESVOR .17 7 2 .10 .0 6.90 24.00 3.44 62.b4 16.39 41.91 243.6 SUMMARY TABLE 3 - DISCHARGE (CFS) AT XSECTIONS AND STRUCTURES FOR ALL STORMS AND ALTERNATES XSECTIDN/ DRAINAGE STRUCTURE AREA STORM NUMBERS....,...,, ID (SQ MI) 2 10 50 99 STRUCTURE 4 .10 ALTERNATE ' 1 11.34 2B.53 38.41 44.90 ALTERNATE 2 14.65 29.69 38.68 44.94 STRUCTURE 3 .17 ALTERNATE 1 13.64 26.51 44.55 49.63 ALTERNATE 2 11.95 22.54 35.39 41.91 STRUCTURE 2 .11 ALTERNATE 1 11.81 29.61 37.84 46.57 ALTERNATE 2 8.42 14.87 33.52 40.52 STRUCTURE 1 ,J4 ALTERNATE 1 12.38 25.77 46.49 54.34 ALTERNATE 2 10.27 16.49 36.16 44.07 END OF 1 JOBS IN THIS RUN APPENDIX B CALCULATIONS 1 DETENTION BASIN 1 STAGE-STORAGE CALCULATIONS BY AVERAGE END AREA Elev. Area Height Volume Sum volume ft. ft2 ft• ft3 ft3 Ac. ft. 62.79 0.0 0.0 0.0 0.0 0.21 63.0 38.0 4 4 0.0001 1 .0 64.0 13,830 6,934 6,93B 0. 16 1 .0 65.0 56,970 35,400 42,338 0.97 1.0 66.0 87,950 72,460 114,798 2.64 0.2 66.2 91 ,740 17,969 132,767 3.05 0. 1 66.3 93,635 9,269 142,036 3.26 0.2 66.5 97,425 19, 106 161, 142 3.70 0.3 66.B 103, 110 30,080 191 ,222 4.39 0.2 67.0 106,900 21 ,001 212,223 4.87 1 .0 68.0 120,000 113,450 325,673 7.48 STAGE-DISCHARGE CALCULATIONS Basin 1 structures 1 ) 2 - 15" RCP with headwall , flowline = 62.79 2) Emergency spillway, 40 ft. wide, elev. = 66.2 or 3) 2.75' W. x 2.90' H. box culvert, flowline = 61 .47 whichever is less between 2 and 3. 2 - 15" RCP Elev. Headl Inlet Outlet Head2 Outlet2 Head3 Outlet3 Total ft. ft. Control Control ft. cfs ft. cfs cfs 62.79 0.0 0.0 - _ _ _ 63.0 0.21 0.8 _ _ 0.0 64.0 1 .21 7.6 _ _ - - 0.8 65.0 2.21 14.2 - _ - 7.6 66.0 3.21 - _ - 14.2 66.2 3.41 - 19.6 p,p p.0 - 18.8 66.3 3.51 - 20.0 p, 1 4. 1 19.6 66.5 3.71 - 17.2 0.3 21 .4 24. 1 66.8 4.01 - 0.0 0.6 61 .6 - 38.6 67.0 4.21 - _ 0.8 - 5.5 67.- 61 .6 67.44 68.0 5.21 - - 1 .8 - 6.5 77.0 77.0 2 Formulas used for spillway discharge: Q = 3.2 x W x H1 .5 + 2.558 x H2.5 x TAN(A) WHERE: W = width of spillway = 40 ft. H = head A = angle of sides from vertical = 71 .5 Discharge calculations: Water elevation (WE)= 63.0' QRCP = 0.8 cfs ( inlet control nomograph - estimated) Headwater depth a box culvert (HW) = < 1 .0' Elevation difference between 2-15" RCP outlet and box inlet = 62.50' - 61 .47' = 1 .03' Tail water depth (TW) = HW - 1 .03' _ < 0.0' *Twin 15" RCP flows under inlet control WE = 64.0' QRCP = 7.6 cfs, ( inlet control ) HW = 1 .04' TW = 1 .04' - 1 .03' = 0.01 ' *Twin 15" RCP flows under inlet control . WE = 65.0' QRCP = 14.2 cfs (inlet control ) HW = 1 .6' TW = 1 .6' - 1 .03' = 0.6' From culvert computations, H = 1 .34' Q = 7.2 cfs x 2 = 14.4 cfs (outlet control nomograph) *Twin 15" RCP flows under inlet control WE = 66.0' QRCP = 19.0 cfs ( inlet control ) HW = 1 .94' TW = 1 .94' - 1 .03' = 0.91 ' From culvert computations, H = 2.26' Q = 9.4 cfs x 2 = 18.8 cfs (outlet control nomograph) HW = 1 .94' *Twin 15" RCP flows under outlet control WE = 66.2' QRCP = 20.0 cfs ( inlet control ) HW = 2.00' TW = 2.00' - 1 .03' = 0.97' From culvert computations, H = 2.44' Q = 9.8 cfs x 2 = 19.6 cfs (outlet control nomograph) HW = 2.00' *Twin 15" RCP flows under outlet control 3 WE = 66.3' QRCP = 20.2 cfs ( inlet control ) QSPILL = 128 x 0.11.5 + 7.674 x 0.12.5 = 4. 1 cfs Q = 20.2 cfs + 4. 1 cfs = 24.3 cfs HW = 2.26' TW = 2.26' - 1 .03' = 1 .23' From culvert computations, H = 2.54' Q = 10.0cfs x 2 = 20.0cfs HW = 2.26' *Twin 15" RCP flows under outlet control WE = 66.5' QRCP = 21 .0 cfs ( inlet control ) QSPILL = 12B x 0.31 .5 + 7.674 x 0.32.5 = 21 .4 cfs Q = 21:0 cfs + 21 .4 cfs = 42.4 cfs HW = 3. 19' TW = 3. 19' - 1 .03' = 2. 16' From culvert computations, H = 1 .83' Q = 8..5cfs x 2 = 17.0 HW = 3. 13' TW = 3. 13' - 1 .03' = 2. 10' From culvert computations, H = 1.89' Q = 8.6cfs x 2 = 17.2cfs HW = 3.13' *Twin 15" RCP flows under outlet control WE = 67.0' QRCP = 22.0 cfs ( inlet control ) QSPILL = 128 x 0.81 .5 + 7.674 x 0.82.5 = 96.0 cfs Q = 22.0 cfs + 96.0 cfs = 118.0 cfs HW = 12.8' or elev. = 61 .47 + 12.B' = 74.27' 74.27' > WE = 67.0 so box culvert controls outflow Find elevation at which WE = elevation of head water. try WE = 66.8' QRCP = 0.0 cfs (submerged) QSPILL = 128 x 0.61 .5 + 7.674 x 0.62.5 = 61 .6 cfs HW = 4.96' or elevation = 66.4' OK WE 67.0' HW/D = 1 .91 QBOX = 67.4 cfs WE 68.0' HW/D = 2.25 QBOX = 77.0 cfs PROJECT:Govecnot� S,�vor� e P51 N r TOWN : ��+� W;�dam- PREPARED 8Y: fl�4- ROUTE: CULVERT COMPUTATIONS CHECKED BY: HYDROLOGIC AND CHANNEL INFORMATION DATE: r SKETCH Itvi STATION: �-I = lAw —�,o + LS, EL AHWN— ITWI CL= - WZ= E ?. 79 So!_o6 EL .S T' TW_ 0� DESIGN gECHAR9E,FREO.-�_YR, MEAN STREAM VELOCITY MAX. STREAM VELACITY•_____ CULVERT HEADWATER COMPUTATION 9 CONTROL HW= H DESCRIPTION p SM INLET CONT. OUTLET. Z +ho_LSo (ENTRANCi TYPE) _ COST COMMENTS co Rw K• H • do +D [HTW ho HW C 9 wE=65•o 7, / /S" 0•5 /•34 41.5 ?.Z 2,Z wF'- 66. o - 9.5 15 0.s �•2.6 J,Z /.23 0.10 -5 9•! /,23 3,Z Z-Z6 0.91 /•Z3 3•Z 9 I5 b'S �•41 /,3 J.28 0,97 q�7 c ? o .5 z.44 I,ZS /,Z5 o•q> >,Z5 3.�- wF= 6t•3 !d./ o,s Z, s4 J.z.S• /. ZS 9-9 � S ? • SUMMARY 8k RECOMMENDATIONS: 0. to.0 4 PROJECT: TOWN /¢ ROUTE: CULVERT COMPUTATIONS PREPARED BY: CHECKED BY: HYDROLOGIC AND CHANNEL INFORMATION DATE: SKETCH EL !STATION: AHWw C I s _ � TWI E CLs SON L=777' EL O� 0 DESIGN DIECHAROElFREO.a YR. O a H x H F a MEAN STREAM VELOCITY s MAX. STREAM VELOCITY -- CULVERT HEADWATER COMPUTATION DESCRIPTION Q 04M I N LET CON7- ;TROLHW=H+h,-Ls0 CON TYPE) K• H d +p C09TCOMMENTS TW ho HW 8 o 0.5 Z,S /,25 /•ZS J. wg, 6d, S Jo,s rs" 23 1.25 3.5 4�/0•0 � 1,89 /./ 2•I6 6 S 1.z Z.ID 2,/0 3. SUMMARY a RECOMMENDATIONS : • ,d 6 Basin #1 2-15" RCP w/Headwall flowline = 62. 791 ISO 10,000 CHART 2 168 8.000 EXAMPLE (1) (2) (3) 156 6.000 0.42 Inch*@ (3.5 1••11 6. 144 5,000 0.120 cts 6. 5. 132 4.000 0• .. 6. 5. 3,000 5 4 120 (1) 2.3 •.8 . . 4 2,000 (2) 2.1 7.4 108 (3) 2.2 7.7 4. 40 Im toot 3. 3, 96 1.000 3. 800 84 ---► — 600 500 1n 72 400 \ 2, Z to 300 1.5 1.5 u 60= 200 // a W 1.5 Z / F' c 54 w It� v a W 48 W 100 0 cr so = J Q a v 42 060 a.t= p N 50 W 1O 1.0 NW SCALE ENTRANCE O � 36 Ix 40 TYPE Ir W 1.0 9 W 30 (1) sqe•r•sage with t Q 33Madwe11 3 0. .9 u tr+nti c G 20 ) Cr a•v son Q 30 head W FL = .8 (3) 0 •a •n �e SECTIoN 27 projecting 24 (J=74'1� 8 .7 6 To use scale (2)or (3) project 21 5 horlsontatlt to scale (1).then 4 use straight inclined line through 0 end 0 scales,or ravers• as Illustrated. 6 6 18 .6 2 t5 1.0 L .5 .5 5 12 HEADWATER DEPTH FOR HEADWATER SCALES 283 CONCRETE PIPE CULVERTS BUREAU OF PUBLIC ROADS JAN.s9q REVISED MAY1964 WITH INLET CONTROL 1 K-22 4 r4 7 Basin #1 Headwater depths for basin elevations 2 . 75 ' wide x 2. 9 ' high box culvert 12 CHART 11 600 500 ��� (2) (3) 10 EXAMPLE 9 - 9 10 40Q 5,1 2• Boe 0 r 75 sae 6 . f5cte/fl. - - 7-- 9 o/0 7-- - 9 /W ►t - 300 Inlet IM 6 0 feel 6 - T 8 (11 1.75 3.5 5 - 5 6 200 (2) 1.90 3.8 4 5 (3) 2.05 4.1 4 7 _ - - — 4 3 3 6 O -- 100 3 O U. so It o 3 2 — - W '- 5 a 60 = _ - 2 a 2 Ir. 50 /►- H W ? - 40 U. Z 4 z - --5- O 30 Is. o +'� O = j•" U) co O 20/ It 3: 3 'v - 1.0 O O. - Z 1rd$ ~ - 3 _ W Angle of 9 1.0 1.0_ 0 fting.ollF cc a = Q - 10 F1efe —� 41 .9 9 u - e 66r3 0 .e cc O 'J 6 66.z 3 e Q-_o '7 8 0 2 a 4 HW SCALE, WI W .�-- p.69 FLARE �r 6 Cr _,(1) r _ 3 6S,0 0•to 75• 12) 90•an - ---- .6 5 131 0•(eelennons 2 at side•) 10 use seat• (2)or 3 •5 .5 ( )Or olecf horitonfell7 to scale 111,then --•-- _-_ see "'eight inclined line Through .4 1 0 and 0 scales.of revere#see illusfroled. .B .4 - 4 - .6 5 .30 .35 .35 HEADWATER DEPTH FOR BOX CULVERTS BUREAU or oURUC ROADS JAlr 1963 WITH INLET CONTROL 5-21 ( Basin #1 8 Flow calculations for 2-25" RCP under outlet control CHART 9 - 2000 � N Her - - -� be _ \RTRC 7rac .4 u Siepe So- 10 0 0 'z, SUBMERGED OUTLET CULVERT FLOWING FULL F NW.N.be—LSO .S 800 120 For euUd ere.n not submerged. compule NW by 6 melbeds described in the design procedure 600. 108 1500 g6 .9 9° 400 B4 H,0 1.0 300 H=/,34 72 66 V) 2 U ( VA Z. *Zr w 54 Z 4g p.ee _.. ._- --- •. -- 4�0 i z 3 }{= 153 W 100 0 _Z 42 ��A 4 a, so 0•, Z / = 4 Q z .3 6 0 S N 60 33 � S 0 W F- A00• '500 6 UJ 30 4 0 0 l 2 7 �0p f :e a •. o 30 24 N -10 20 21 6 20 -Is 6 t2 sf S • 4 HEAD FOR CONCRETE PIPE CULVERTS FLOWING FULL BUREAU OF PUBLIC ROAOS JAN 1963 n = '�..1,0 12 5-32 • 1 • t � Bain 9_ in �1 Flow rate calculations for 2. 75 ' wide x 2. 9 ' high 1 box culvert CHART I 12 I 1 600 10 500 EXAMPLE (1) (2) (3) g 9 1 400 We 2' eon 0•75 ch - 10 --7--- 6 9 0/9 s 15 ch/►t• — 300 Inlet L* ►sw 6 7 9 o root 6 - 7 8 (1 I 1.75 3.5 5 - 5 6 200 (2) 1.90 3.6 4 - 5 (3) 2.05 4.1 4 7 - - 3 6 - 3 0 100 3 LL 90 � o W -- 5 0. - 60 x 2 In 2 U. 50 / U T W Z 40 �" 0 1.5 LL _ W 1.5 Z 4 1.5 N. a�F ti -- o 0 to m 0 20� ¢ 1.0 W 3 ►- - o 0. I.- z — x W Angle of _ .9 - 1.0 1.0 2 t9 - � Wing.ell F = Q 10 Mare —► yaj 9 9 S o 6 u N 6 OC O W U. 3 o - 5 0 o HW SCALE WINGWALL 2 a 4 U FLARE _ 6 Cr (II 3 30•to 75• - 90'e-d Is- 131 0•(oslons•ons .5 2 of sides) To use scale (2)or 131 Project - .5 .5 harisonlell► to @colt(1).then - --- —•-- •.- _ use straight inclined line through 4 I D end 0 scale&.of reverse as Illustrated. 4 - 4 - .6 .5 .30 .35 .35 HEADWATER DEPTH FOR BOX CULVERTS BUREAU Or PUBLIC ROADS JArr r963 WITH INLET CONTROL 5-21 I ` 10 TR-55 CURVE NUMBER COMPUTATION VERSION 1101 Project : GOVERNORS SQUARE User: DA Date: 10-13-89 County : HARTFORD State: CT Checked: Subtitle: Sites E, F, G, H, and 0 ---- Date: Subarea : 1 ------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) -------------------------- ____________' ----------------- FULLY-DEVELOPED URBAN AREAS (Veg Estab. ) Open space (Lawns,parks etc. ) Good condition; grass cover > 75% - 8. 1 (61 ) Impervious Areas Paved parking lots, roofs, driveways 6.7(9B) OTHER AGRICULTURAL LANDS Brush - brush, weed, grass mix fair - 2.0(56) 1 .8(70) 1 .8(77) Woods good - 1 .0(55) 0.2(70) - Total Area (by Hydrologic Soil Group) 6.7 11 . 1 2 1.8 ----------------------------------------------- . SUBAREA: .1 -------'---- ----------------TOTAL-DRAINAGE-AREA--21 .6 Acres WEIGHTED-CURVE- EIGHTED CURVE NUMBER•74 ----------------------------------- TR-55 Tc and Tt THRU SUBAREA COMPUTATION VERSION 1 . 11 Project : GOVERNORS SQUARE User: DA Date: 10-13-B9 County : HARTFORD State: CT Checked: Subtitle: Sites E, F, G, H, and 0 ---- Date: -------------------------------- Subarea Flow Type 2 year Length Slope Surface n Area Wp Velocity Time -------------rain (ft) (ft/ft) code (s /ft) (ft) (ft/sec) (hr) -------------------------------------------------------------- Sheet 3.2 100 0.01 H Shallow Concent `d 200 0. 0.01 U 0.034 Open Channel 1500 .005 .0123.5 4.7 0.05E Time of Concentration = 0.56* --- Sheet Flow Surface Codes --- A Smooth Surface F Grass, Dense --- Shallow Concentrated - B Fallow (No Res. ) G Grass, Bermuda --- Surface Codes C Cultivated < 20 % Res. H Woods, Light P Paved D Cultivated > 20 % Res. I Woods, Dense U Unpaved E Grass-Range, Short p 11 DETENTION BASIN 2 STAGE-STORAGE CALCULATIONS BY AVERAGE END AREA EXISTING SWALE STORAGE Elev. Area Height Volume Sum volume ft. ft2 ft. ft3 ft3 Ac. ft. 64.33 0.0 0.0 0.0 0.0 0.67 65.0 574 192 192 0.004 1 .0 66.0 1 ,431 1 ,002 1 , 194 0.027 1 .0 67.0 7,266 4,349 5,543 0. 127 1 .0 68.0 13, 102 10, 184 15,727 0.361 1 .0 69.0 19,759 16,430 32,157 0.738 1 .0 70.0 26,416 23,087 55,244 1 .268 STAGE-DISCHARGE CALCULATIONS Existing basin IL structure 1 ) 76" x 48" RCP, FLOWLINE = 64.33 Elev. Head Outflow ft. ft. cfs 64.33 0.0 0.0 65.0 1 .67 8.4 66.0 2.67 27.8 67.0 3.67 62.0 68.0 4.67 101 .6 69.0 5.67 140.4 70.0 6.67 181 .6 12 STAGE-STORAGE CALCULATIONS BY AVERAGE END AREA PROPOSED BASIN 2 STORAGE Elev. Area Height Volume Sum volume ft. ft2 ft. ft3 ft3 Ac. ft. 64.33- 0.0 0.0 0.0 0.0 0.67 65.0 5,870 1,966 1 ,966 0.045 1 .0 66.0 52,412 29, 141 31 , 107 0.714 1 .0 67.0 61 ,112 56,762 87,869 2.017 1 .0 68.0 64,345 62,729 150,598 3.457 1 .0 69.0 67,538 i .0 65,942 216,540 4.971 70.0 70,730 69, 134 285,674 6.558 STAGE-DISCHARGE CALCULATIONS Proposed basin 2 structures 1 ) 18" RCP, FLOWLINE = 64.33 2) 14' WIDE RECT. WEIR, FLOWLINE = 69.0 Elev. Headl Outflowl Head2 Outflow2 Total ft. ft. cfs ft. cfs cfs 64.33 0.0 0.0 - - 0.0 65.0 1 .67 1 .7 - - 1 .7 66.0 2.67 7. 1 - - 7. 1 67.0 3.67 11 .2 - - 11 .2 68.0 4.67 14.5 - - 14.5 69.0 5.67 17.0 0.0 0.0 17.0 70.0 6.67 19.0 1 .0 44.2 63.2 Discharge calculations: QWEIR = 3.2 x (L - 0.2 x H) x H1 .5 !s • - (203) 291-8755 _ roe o ve�v�p f s S vqt�� e s i`+a n SHEET NO. ) OF CAL ) "rofessionais, inc. / 1 CALCULATED BY— !�A PATE Civil engineers • planners • surveyors CHECKED BY 1170 ei rry n rood (routs 30). south wlndsorr. eonnsolleut 00074 DATE - I 1..��I_!... .. ......_ .._....._C ... Lc_.1...__._LF_ 2........_'.. _ SCALE 6. .,. ii ! _ ... _.._ . ....... LL � I ! I .._..__..._-...._. ._. ...._ .... i L......_I �_..... _.. ............. I.. r _ Ol -- - IIII ; . I ... ! .. 1....._ ! i I ! L.. . _ ........_.. __..... ........ _I' a� �.. I _.,..._. i . . �I I i . l _.. j. .. , ..._. _.:...... 1._....._ 1 .1 ........ ..... .� . _. I i ! i f" i.._.. i . I .......�.._.... _�.. ._.i_.... I l o ...... ........... ......_........ ;. .. I .... , !. .. ....... I i i i, _ .. -. .. .._ ... ........ ( . .. I l I l ..l oI i ; .......I......... !_.... : _L. r : �. , � � ! .. ...:.... _J..._....... ........... I ... I • _ --1_.__ . _1 __ _ ..... ..._.._.I--- ------ �..._.._ . .. . I ........I •.... __........ ....... _.... -' _ ! ! 1. . 1. i — j _. .__.. _. dD _ ......... __... ...___. o � f � 14 ' Proposed Basin #2 Flow rate calculations for 18" RCP 18o 10,000 CHART 2 _ 168 8,000 EXAMPLE (i) (2) (3) 156 6.000 0.42 Inch@$ (3.5 leap 6• 144 5,000 0.120 at 6. 5. 132 4,000 tr• 1tw 6• 5. 3,000 5. - 0 hat 4 120 (I) 2.5 0.0 4.. ` 2,000 (2) 2.1 7.4 108 (3) 2.2 7.7 4. 3. 00 In feet 3. 96 1,000 3. 800 84 600 / 2.- 500 yob 2 72 400 b o 2. to 1, \ Z to 300 / 1.5 = 60 I.A. 200 / �0p O W I.s z / bib' W o 54 / J, �. W I.- 48 /W 100 .fin Cr 80 b Z J Q = J' _ 2 v 60 [,� �- 1.0 1.0 o rn 50 ENTRANCE � W 40 CA TYPE a 1.0 F- 36 W 9 W 3 1 Sqro edge with 44 9 Q 33 eoTL e�� c.a. o .9 p 12) Groove end with Q 30 0 headwall W 6� Fl_aRt _ .e e %6 Groove .d cut+ �ECT1aN .8 27 2�J' projecting 10 24 '7 .7- .T 6 To use scale (2)or 13) project 21 5 horizontally to scale (11.than 4 use straight Inclined line through 0 and 0 scale$,or reverse as .6 3 illustrated. 6 .6 8 2 15 e�k; 6 s.o .5 .5 I.0 .5 A �� 12 HEAD DEPTH FOR HEADWATER SCALES 2a3 CONCRETE IPE CULVERTS E REVISED MAY1964 WITH INLET CONTROL BUREAU Of pU�l.IC ROADS JAM. Igo! 5-22 1 15 TR-55 CURVE NUMBER COMPUTATION VERSION 1151 Project : GOVERNORS SQARE User: DA Date: 10-13-89 County : HARTFORD State: CT Checked: Date: Subtitle: Sites E, F, G, H, and 0 Subarea : 2-ex ----------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) ------------------------------------------------------------------ FULLY DEVELOPED URBAN AREAS (Veg Estab. ) Impervious Areas Paved parking lots, roofs, driveways 0.9(98) OTHER AGRICULTURAL LANDS Brush - brush, weed, grass mix fair - 2.7(56) - 0.6(77) Woods good - 2.5(55) - - Total Area (by Hydrologic Soil Group) .9 5.2 .6 --------------------------------------------------------------- SUBAREA: 2-ex TOTAL DRAINAGE AREA: 6.7 Acres WEIGHTED CURVE NUMBER:63 -------------------------------------------------------------- TR-55 CURVE NUMBER COMPUTATION VERSION 1 . 11 Project : GOVERNORS SQARE User: DA Date: 10-13-89 County : HARTFORD State: CT Checked: ---- Date: Subtitle: Sites E, F, G, H, and 0 --------- Subarea : 2-pr ---------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) ------------------------------------------------------------ FULLY DEVELOPED URBAN AREAS (Veg Estab. ) Open space (Lawns,parks etc. ) Good condition; grass cover > 75% - 1 .7(61 ) - - Impervious Areas Paved parking lots, roofs, driveways 3.0(98) OTHER AGRICULTURAL LANDS Brush - brush, weed, grass mix good - - 1 .6(65) - Woods - grass combination good - 0.4(58) - - Total Area (by Hydrologic Soil Group) 3 2. 1 1 .6 ------------------------------------------------------------ ---------- - SUBAREA: 2-pr TOTAL DRAINAGE AREA: 6.7 Acres WEIGHTED CURVE NUMBER:78 -------------&----------------------------------------------------------------- --------------y--- ------------ Subarea #2 - 2-ex -------- ------ 16 ----- ---- Flow Type 2 year Length Slope Surface n Area W -- rain (ft) (ft/ft) code P Velocity Time (sq/ft) (ft) (ft/sec) (hr) 3.2 0.02 h--- ------------- Sheet --------------------------------- � -- Shallow Concent 'd 250 .016 u 0.206 Open Channel 600 .003 .04 6.75 0.034 12.2 0. 121 Time of Concentration = 0.36* ------------------------------ S __ p Subarea #6 - 2- r ____ Flow Type 2 year Length Slope Surface n Area W - rain (ft) (ft/ft) code P Velocity Time ---- (sq/ft) tft > Sheet 60 01 (ft/sec) (hr ) -------------a----------- -'---------- Open Channel 860 .0066 0356 0.018 . 14. 1 0. 122 Time of Concentration = 0. 14* --- Sheet Flow Surface Codes --- A Smooth Surface F Grass, Dense --- Shallow Concentrated - 8 Fallow (No Res. ) G Grass, 8urmuda --- C Cultivated < 20 % Res. H Woods, Light Surface Codes --- D Cultivated > 20 % Res. I Woods, Dense P Paved E Grass-Range, Short U Unpaved ` 18 DETENTION BASIN 3 17 STAGE-STORAGE. CALCULATIONS BY AVERAGE END AREA Elev. Area Height ft, ft. ft2 Volume Sum volume ft3 54.5 ft3 Ac. ft. 0.0 0.0 0.0 56.0 1 .5 2,362 1 ,772 58.0 2.0 1 ,772 0.04 7,212 9,574 2.0 11 ,346 0.26 60.0 11 ,745 62.0 2.0 18,957 30,303 0.70 19,957 31 ,702 2.0 62,005 1 .42 64.0 26,357 66.0 2.0 46,314 108,319 2.49 36,892 63,249 171 ,568 3.94 0. 1 bb. l 41 ,469 0.3 39918 175,486 4.03 66,4 55,200 14,500 189,986 4.36 STAGE-DISCHARGE CALCULATIONS Basin 3 structures 1 ) 24" CMp, FLOWLINE = 54.53 2) FLOW OVER CULVERT BIRM, FLOWLINE = 66. 1 Elev. 1[:Hfead,ft. Outflowl Head2 t. cfs ft. Outflow2 Total 54.5 0.0 cfs cfs 56.0 1 .5 0.0 _ 58.0 3.5 8.5 _ 0.0 60.0 5.5 23.5 _ - 8.5 62.0 7.5 33.0 _ 23.5 64.0 9.5 40.0 _ _ 33.0 11 .5 66.0 46.0 _ _ 40.0 66.2 11 .6 51 .0 - _ 46.0 66.5 52.0 0.0 51 .0 11 .9 52.5 0.3 0.0 52.0 16.8 Formulas used for s 69.3 Q _ pillway discharge; 3.2 x W x H1 .5 + 2.558 x H2.5 x TAN(A) WHERE: W = width of spillway = 20 ft, H = head A = angle of sides from vertical = 88.8 ` 19 TR-55 CURVE NUMBER COMPUTATION VERSION 1 . 11 Project : GOVERNORS SQUARE User: DA Date: 10-13-89 County : HARTFORD State: CT Checked: ---- Date: Subtitle: Sites E, F, G, H, and 0 -------- Subarea : 3 --------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) ---------------- FULLY DEVELOPED URBAN AREAS (Veg Estab. )--------------------------------------- Open space (Lawns,parks etc. ) Good condition; grass cover > 75% 1 .4(39) 2.3(61 ) Impervious Areas Paved parking lots, roofs, driveways 3.0(98) OTHER AGRICULTURAL LANDS Brush - brush, weed, grass mix good - 2.3(48) 2.3(65) - Woods good 1 .4(30) 5.9(55) Total Area (by Hydrologic Soil Group) 5.8 10.5 2.3 ---------------------------------------------------- SUBAREA: 3 TOTAL DRAINAGE AREA: 18.6 Acres WEIGHTED CURVE NUMBER•60 ----------------------------------- TR-55 Tc and Tt THRU SUBAREA COMPUTATION VERSION 1 . 11 Project : GOVERNORS SQUARE User: DA Date: 10-13-89 County : HARTFORD State: CT Checked: Date: Subtitle: Sites E, F, G, H, and 0 ---- -------- ------------ ---------- Subarea #3 - 3 --- __-------------------- Flow Type 2 _year Length Slope Surface n Area Wp Velocity Time -------------rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) ----------------------------------------------------- Sheet 3.2 200 .005 f Shallow Concent'd 1300 .008 u 0.721 Open Channel 550 .014 50 .03 1 2 0.041 Time of Concentration = 1 .01* --- Sheet Flow Surface Codes --- A Smooth Surface F Grass, Dense --- Shallow Concentrated - B. Fallow (No Res. ) G Grass, Bermuda --- Surface Codes - C Cultivated < 20 % Res. H Woods, Light P Paved D Cultivated > 20 % Res. I Woods, Dense U Unpaved E Grass-Range, Short p 20 DETENTION BASIN 4 STAGE-STORAGE CALCULATIONS BY AVERAGE END AREA EXISTING AND PROPOSED SWALE STORAGE Elev. Area Height Volume Sum volume ft. ft2 ft. ft3 ft3 Ac. ft. 67.0 0.0 0.0 0.0 0.0 1 .0 68.0 36,411 18,206 18,206 0.418 1 .0 69.0 145,443 90,927 109, 133 2.505 0.3 69.3 161 ,798 48,539 157,672 3.620 0.7 70.0 254,475 151 ,420 309,092 7.096 STAGE-DISCHARGE CALCULATIONS Basin 4 structure - existing conditions 1 ) 2 - 42" RCP, FLOWLINE = 67.0 Elev. Head Outflow ft. ft. cfs 67.0 0.0 0.0 68.0 1 .0 27.8 69.0 2.0 42.0 70.0 3.0 88.0 Basin 4 structure - developed conditions 1 ) 2 - 42" RCP, FLOWLINE = 67.0 Elev. Head Outflow ft. ft. cfs 67.0 0.0 0.0 68.0 1 .0 27.8 inlet control 69.0 2.0 37.6 outlet control 69.3 2.3 45.0 outlet control 70.0 3.0 80.0 outlet control Discharge calculations: At elevation 68.0 - 0 = C x (PI x D2 / 4) x (2 x 32.2 x H) 1 .5 C = 0. 18 Inlet control was used for remaining elevations for the existing condition. Outlet control was used in proposed condition. Basin 2 exhibitedl a tailwater influence on the outflow. t 21 IBasin #4 (/ Flow rate calculations for 2-42" RCP ISO 10,000 C HART 2 _ 166 8.000 EXAMPLE (2) (3) 156 0.42 Inches (3.5 last) 6• 6,000 6• 5000 0.120 efs 144 , 5. 4,000 �• Nw 6• 5. 132 D lost 3,000 (11 2.5 6.6 5. 4. 120 _ 4• 2,000 (t) 2.1 7.4 _ 106 (3) 2.2 7.7 4. 3. eD In feet 3• 96 1,000 3. 900 . 84 ---+ - 600 // 2• - 2- 500 / 72 400 3 2. z 300 N 1.5 t.5 z / Z 60 v 200 W 1.5 2 W 0 54 a a 1uw 46 W t00 cr> 80 Z -J a = / 0 60 IL 1.0 1.0 W -aQ 1i0W SCALE ENTYPECE Oc 1.0 Q�QV.� 70. W .9 ►- 36 30 .9 W (1) 54aors e g OIh-�_�< O 20 12) Groove end.11h W 30 headwall = •8 8 FL4RL p rub SECTION(3)(3) Groove and 27 protecting 10 P 24 6 v� G 7 -.7 7_ •O 6 To use seals (2) or ( reject - 21 5 horizontally to scale (lt, an 4 use straight Inclined line thr h 0 and 0 scales,at reverse as .6 •6. 3 t1lu�tratod. 6 16 •� 2 15 .5 .5 1.0 .5 12 HEADWATER DEPTH FOR HEADWATER SCALES 293 CONCRETE PIPE CULVERTS BUREAU OF PUBLIC ROADS JAM.If!! REVISED MAY1964 WITH INLET CONTROL 5-22 � I . t PROJECT:�o=-6 gRs�iV TOWN : s W:odsor CULVERT COMPUTATIONS PREPARED BY: 04 ROUTE : CHECKED BY: HYDROLOGIC AND CHANNEL INFORMATION DATE: Ovf� SKETCH . Co%S . EL STATION: 5= o• 009- w16.o AHWw— TWI E 7 TW et• TW2: SO.!-coz L=� EL 66. 0� DESIGN DISCHAROE,FREO. VELOCITY STREAM 0 . H K MAX. STREAM VELOCITY'■--_..._ CULVERT HEADWATER COMPUTATION m DESCRIPTION 0 SIZE INLET OONT; OUTLET Z CONTROL.. HW=H+hO-Lgo ''►'- (ENTRANCi TYPE) ; COST COMMENTS ao HW K• H do +D TW ho HW = 09 2. Z•Z5 . w �9.Z5 �'S � • 5� 2••o o.5 _ �5 �30 z.3a .Zo /•S wr- 69.30 .50 1.7� z .Sp ?, 2.40 3o a� 265 1-1 0.5 .31 /•7 z •460 I.Z7 Z Aj 69.90 �S ?�5 0•5 1.8 �• 65 w� = l38 z.d5 Z.?9 Z,71 o.s . 5 7 2 �, w E = 69. 7q 75 1.-4-7 z•75 3-k 3.o Z wE= 70#aZ 5 � .g� ,. p. o. s .�Z Z , /• �• J.S6 z,80 3.zZ. SUMMARY a RECOMMENDATIONS : 1 3•LZ -n N N M IBasin #4 23 ' Headwater depth determination as shown on Page 23 CHA T g _ 2000 Msy --L:=------ " 3 _ \Raid xFl-�c .4 W Slope So - SUBMERGED i j, -. SUBMERGED OUTLET CULVERT FLOw1" FULL "w•".ne-LSO 800 -120 For Cutlet crown not submerged, c pule m.1lAede described M the design aced bT 600 I09 500 96 / .8 400 84 N.09° 1.0 300 72 66 -200 60 4j0 (� k - 1 00 ycr W -2 Li 5 4 Z In 0.48 L-110 _� po / _ z 48— - --- .e.o.s —O l �f = 3 100 z mac^ o W �O O 'Soo a 0 80 0• Z tip = 4 a X ,500 Aoo 5 N 60 0 33 W 30 a ti00 , e� o - 2t f •. . o 24 O -10 21 - 18 20 • 10 15 i 8 ' - 6 12 s 5 i - a 4 S HEAD FOR CONCRETE PIPE CULVERTS FLOWING FULL `j BUREAU Or PUBLIC ROADS .IA" 1963 n o 0.0 I r� G 1 5-32 i 1 (203) 291-0755 JOB Governor' s Square 44 e s i g n SHEET NO. 1 OF ofessionals, inc. CALCULATED By DA DATE -10/3/8� elyll engineers * planner, * Surveyor., CHECKED BY DATE 10/23/89 1170 ellIngton road (route 30). South windsor. conneellcut 08074 SCALE 1_..._.l.__ _i _ ._1 AS IN 41 ................. 1......_.....I..... ..... J...... .......... .... ...... ................ I W-t f I ow clrvLa fors 1-4 i.. ........................... .......... P,,cPI uAxhp erl .......... ................conidi�i�nBIL iRe�ei b�t jdelre�op�d I .......... ..............- ............ ........... 10*c�tiqnl......... f9tr. ............ ............ .................... .......... ...... ......................................... ...................... ................................. ................................. ........... ................ .......... .......... ... ............ ...................... ......... ......... I........................ ................... ........... .......... .................................. .......... . ...................... ....... ............ .................. ................. ............................. ........................ .......... ............. ........ .... ............ .................... ........... ........... ....................... .. . .......... . .......... ............................... ............ .................. ...... ............. .................... ..................... .................... ..... .................... .................. ..... ....... ................ ................... .......... 7 .................... .............. ........ .......... ..............- ............. ........ ......... ................... .......... ............................................................ ............ .................. f ...................... .................... . . ...... ... I J —T...... .......................... ................... t............ ............ �............11............ .......... ---------- ............................... ..................... ....... .... .......... ------ .. ....... .................... .........- ...... ......................- ............................... ....................... ................... 7 ......... ..........................- ...... ....... i9r ----- ----- .......... a 25 TR-55 CURVE NUMBER COMPUTATION VERSION 1271 Project : GOVERNORS SQUARE User: DA Date: 10-13-B9 County : HARTFORD State: CT Checked: Date: Subtitle: Sites E, F, G, H, and 0 ---- -------- Subarea : 4-ex ------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) -------------------------------------------------------------- FULLY DEVELOPED URBAN AREAS (Veg Estab. ) Open space (Lawns,parks etc. ) Good condition; grass cover > 75% - 8.2(61 ) 2.5(74) - Impervious Areas Paved parking lots, roofs, driveways 5.9(98) OTHER AGRICULTURAL LANDS Brush - brush, weed, grass mix fair 0.6(35) 21 .7(56) 8.4(70) 5.3(77) Woods good - 3.9(55) 6.8(70) - Total Area (by Hydrologic Soil Group) 6.5 33.8 17.7 5.3 ------------------------------------------------------------- SUBAREA: 4-ex TOTAL DRAINAGE AREA: 63.3 Acres WEIGHTED CURVE NUMBER:66 -------------------------------------------------------------- TR-55 CURVE NUMBER COMPUTATION VERSION 1 . 11 Project : GOVERNORS SQUARE User: DA Date: 10-13-89 County : HARTFORD State: CT Checked: ---- Date: Subtitle: Sites E, F, G, H, and 0 -------- Subarea : 4-pr --------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) ------------------------------------------------------------------ FULLY DEVELOPED URBAN AREAS (Veg Estab. ) Open space (Lawns,parks etc. ) Good condition; grass cover > 75% - 9.2(61 ) 2.5(74) - Impervious Areas Paved parking lots, roofs, driveways 9.9(98) OTHER AGRICULTURAL LANDS Brush - brush, weed, grass mix fair 0.6(35) 16.7(56) 8.4(70) 5.3(77) Woods good - 3.9(55) 6.8(70) - Total Area (by Hydrologic Soil Group) 10.5 29.8 17.7 5.3 ------------------------------------------------------------------ SUBAREA: 4-pr TOTAL DRAINAGE AREA: 63.3 Acres WEIGHTED CURVE NUMBER:69 ----------------------------------------------------------------------- a 26 28 ------------------------------ Subarea #4 - 4-existing and proposed ----------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) ------------------------------------------------------------------------------- Sheet 3.2 150 .01 h 0.653 Shallow Concent'd 550 .003 u 0. 173 Open Channel 2750 .002 .04 6.75 12.2 0.680 Time of Concentration = 1 .51* --- Sheet Flow Surface Codes --- A Smooth Surface F Grass, Dense --- Shallow Concentrated --- B Fallow (No Res. ) G Grass, Bermuda --- Surface Codes --- C Cultivated < 20 '/. Res. H Woods, Light P Paved D Cultivated > 20 % Res. I Woods, Dense U Unpaved E Grass-Range, Short MEMORANDUM To: Jeffrey H. Folger, Zoning/Wetlands Enforcement Officer From: Jerry C. Iazzetta, Town Engineer Date: March 7, 2000 Re: Constitution Landing Industrial Sub ' 7sion We have reviewed the drawings dated 1/24/2000 for the Constitution Landing Industrial Subdivision and have the following comments as they pertain to wetland issues: 1. The ownership of the proposed stormwater detention basin should be private — either as part of lot 9 or belong to the Constitution Landing Association. 2. The proposed cul-de-sacs centerline slope is proposed at .5%. The town standard is for a minimum slope of 1% in the gutter line. 3. Catch basins will be required in the cul-de-sacs (two each). 4. The shoulder slopes at the cul-de-sacs are shown as 2:1. The town's standard is for 3:1 maximum slopes. However if it is deemed necessary to avoid disturbance in the wetland, 2:1 will be acceptable if the slopes are planted with a low maintenance mix. 5. The proposed detention outlet structure is not the town's standard. JCl/sfg 5:\ENGINEER\Proj.-P&z Wetland Applications\Constitution Landing\Review March 7.doc i MEMORANDUM To: Marcia A. Banach, Director of Planning From: Jerry C. Iazzetta, Town Engineer Date: April 3, 2000 Re: Constitution Landing Subdivision 00-03P We have reviewed the drawings dated March 28, 2000 and drainage analysis dated March 3, 2000 for the proposed Constitution Landing Subdivision and have the following comments: Drainage Analysis 1. Analysis utilized the Governor's Square drainage analysis for this project. However the analysis used is not included in the proposal. 2. Detention basins sizing analysis was not included. Sheet 3 1. List of coordinates is given. a. Datum utilized is not indicated. b. The monuments are not numbered on the plan. 2. A proposed drainage easement to the Town of South Windsor is shown on lot 9. This should be eliminated and a right to drain granted. 3. The monuments to be set should be indicated in the legend. Sheet 4 1. The proposed sanitary sewer main extension in the cul-de-sac should be shown. 2. WPCA approval is required. 3. A 20' sanitary easement should be granted to the Town. This is located along the north side of lot 9 and runs from the existing easement to the first manhole at the entrance to #250 Nutmeg Road South. Sheet 5 1. Profile of cul-de-sacs a. Length and slope of proposed sanitary sewer main should be shown. b. Slope of proposed road should be indicated as well as the existing roadway. 2. The proposed catch basins at the throat of the cul-de-sac should be moved into the cul-de-sac almost midway. 3. The proposed sanitary main extensions should be brought to beyond the bottom of the new slope. i 4. The curvature of the roadway for each cul-de-sac is not fully defined. 5. The proposed ROW around the cul-de-sac should be a minimum of 12 feet from edge of pavement (5' minimum shown). 6. Detail is required for the rip rap pad at the flared end on Connecticut Ave. JCl/sfg \\TOWN_HALL\VOL2\ENGINEER\Prof.-P&Z Wetland Applications\Constitution Landing\Review April Idoc PLANNING DEPARTMENT IN-HOUSE REFERRAL FORM TO: Matt Galligan, Fred Shaw, Michael Gantick, Thomas Field, Bill Lanning, John Bond, Ray Favreau, Karl Reichle, Mel Stead, John Collins, Bob Deptula, Jerry Iazzetta FROM: Marcia A. Banach, AICP, Director of Planning The Planning & Engineering Departments have received plans for the following project: Location: l reAQ O Site Plan Subdivision No. Acres Zone Industrial 0 Commercial 0 Residential No. Lots/Units Water: 0 Public 0 Private Well Sewerage: 0 Public O Septic system(s) Project Description: Future Town-owned property involved? 14.Yes 0 No 14zew street(s) �ew detention area O new open space/recreation area 0 active O passive Planning Department notes: UJOL24 d AiS C y -d.Q - a-C C �D 0 0 e6Lk o 4 n Pc c Ae llr Ova S r- d Please comment by 0 O and return to the Planning Department. col Do ' S O.NN SC4 OTown wcslo,� co s 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. e � OR•cO AREA CODE 860/644-25 April 20, 2000 Certified #P462498089 PR o 4 2000 Hale Reality S0�DEpr / Constitution Landing Subdivision �. P.O. Box 300 Manchester, CT 06045-0300 RE: Appl. #00-03P, Hale Reality, Constitution Landing Subdivision Dear Mr.: At the April 5, 2000 regular meeting, the Inland Wetlands Agency/Conservation Commission approved application #00-03P - Hale Reality- Constitution Landing Subdivision - IWA/CC permit for a 9-lot industrial subdivision, access drives, stormwater structures, and associated improvements on property located east of Nutmeg Road South, and north of Connecticut Avenue, I zone (Assessor's map #60, parcel #10). This approval is subject to the following conditions: 1. One blueprint copy of the entire set of plans and this letter reproduced thereon, must be submitted to this Commission. This must be completed within 65 days of approval prior to any construction activity on the site. Plans submitted to Planning 8a Zoning Commission shall be considered having met this requirement. 2. The application shall indemnify and hold harmless the Town of South Windsor against any liability, which might result from the proposed operation or use. 3. The permit is valid for five years and shall expire on March 5, 2005. It is the landowner(s)/applicant(s) responsibility to track expiration dates and notify the Commission of a renewal request at least 65 days prior to expiration. Hale Reality Constitution Landing Subdivision April 20, 2000 Page 2 4. All approvals required must be obtained and submitted prior to any activity on the site. 5. A contact person shall be identified on the plans. 6. We recommend a bond in the amount of$15,000 be submitted to the Planning & Zoning Commission to ensure compliance with the Erosion and Sedimentation Control Measures. The bond should be in the form of a Letter of Credit or Passbook account. 7. We recommend a bond in the amount of$20,000 be submitted to the Planning & Zoning Commission to ensure proper creation of wetland mitigation. The bond will be released after two r g owing seasons to ensure proper establishment. 8. We recommend a bond in the amount of$5,000 be submitted to the Planning & Zoning Commission to ensure proper planting establishment of riparian plantings along upland review area. The bond will be released after two growing seasons to ensure proper establishment. Very truly yours, INLAND WETLANDS AGENCY/ CON ATION C MMI ION Elizab Warren, Chairperson EW:dr cc: Chief Building Official Town Engineer MEMORANDUM To: Marcia A. Banach, Director of Planning From: Jerry C. Iazzetta, Town Engineer Date: May 12, 2000 Re: Constitution Landing Subdivision 00-03P I We have reviewed the revised drawings dated May 1, 2000 and revised drainage analysis dated May 1, 2000 for the proposed Constitution Landing Subdivision and have the following comments: 1. WPCA approval is required. 2. The proposed sanitary main extension in the cul-de-sac of Charter Oak Way should be brought to beyond the bottom of the new slope. 3. The proposed drainage easement at the Connecticut Avenue cul-de-sac needs to be identified with distances and bearings. JCl/sfg cc: Jeffrey H. Folger, Zoning/Wetlands Enforcement Officer S:\ENGINEER\Prof.-P&Z Wetland Applications\Constitution Landing\Review May 12.doc 10q1 N SE,, F alesotdA V&U&ot 9 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 SOR•co AREA CODE 860 /644-2511 June 5, 2000 Hale Realty, LLC P.O. Box 300 Manchester, CT 06045-0300 CERTIFIED MAIL Dear Sir/Madam: Re: Appl #00-03P, Constitution Landing We are pleased to advise you that the Planning & Zoning Commission voted on May 23, 2000 to approve with modifications application #00-03P, Constitution Landing Subdivision on 50 acres to create nine lots to be known as "Constitution Landing" on property located on the easterly side of Nutmeg Rd. South, southerly side of Governor's Highway, I zone as shown on plans prepared by Messier & Associates, project #99-129 and revised through 5/1/00. This approval is subject to the following modifications: 1. This approval is for 9 lots, numbered 1-9. 2. Drainage and construction for this subdivision is subject to the approval of the Town Engineer. 3. All lots shall be serviced by the Town of South Windsor sanitary sewer system and are subject to the approval of the Water Pollution Control Authority. 4. Water shall be supplied to this subdivision by public water. 5. Street lighting shall be installed on streets, at intersections, and on cul-de-sacs in accordance with the policy established by the Chief of Police. Street lighting is to be coordinated with the Chief of Police (copy enclosed). 6. Street names and locations of fire hydrants are subject to the approval of the Fire Marshal of the Town of South Windsor. Street names and supporting posts shall be installed by the developer in conformance with the standards of the Town of South Windsor, at no expense to the Town. 7. A liability insurance policy shall be submitted to this commission naming the Town of South Windsor as an insured, with a combined single limit for bodily injury and/or property damage in the amount of$1,000,000. 8. This application is subject to the conditions of approval of the Inland Wetlands Agency/Conservation Commission, including bonds in the amount of$15,000, $20,000 and $5,000. 9. Prior to commencement of any site work, a preconstruction meeting must be held with Town Staff. 10. All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsor. 11. All easements for conservation purposes, drainage or utilities, that may be required in connection with the approval of this subdivision, must be submitted on standard Town easement form where appropriate, to this Commission prior to filing the mylars and issuance of building permits. All deeds for open space, public improvements and roadways must be submitted prior to request for Town acceptance; all deeds must be in accordance with the policy for accepting deeds and must be approved by the Engineering Department and Town Attorney. 12. Footing drains are required for each house. Prior to the building of any structure on a lot, a topographic map, drawn to a scale of 1" = 40', shall be submitted for each lot in the subdivision, showing proposed contours, elevations and the location of the footing drains. No building permits will be issued until the proposed contours, floor elevations and location of footing drains have been approved by the Town Engineer. 13. If, for any reason, finished grading and other individual lot site work is not completed, the Town Engineer shall determine the amount of a cash bond to ensure final grading and site work. This cash bond must be submitted prior to issuance of a Certificate of Occupancy. 14. Quantity estimates must be submitted to the Town Engineer (on the enclosed form) for the purpose of determining subdivision bonding, and all bonds shall be posted prior to filing the plans. If the developer chooses to submit a Letter of Credit for a one-year term, in lieu of a Surety Bond, said Letter of Credit must be renewed on a yearly basis until completion of the development. If a new Letter of Credit has not been received within 30 days before the expiration date, the Commission may, at its option, call the Letter it is holding. 15. A drainage assessment fee in the amount of$450 shall be submitted to this Commission. r 16. No building permits will be issued until all modifications have been complied with, and the final plans have been filed in the Town Clerk's office. 17. Engineering comments of 5/12/00 must be addressed to the Town Engineer's satisfaction. 18. Renaming of Connecticut Avenue (north section) to Charter Oak Way is subject to approval by the Town Council. 19. The 50' Buffer line must be shown along all property boundaries which abut the residential zone; and the zoning setback should be shown in addition to the buffer. 20. Street tree easement must be added to the plans. The street trees on Nutmeg Road must be intermixed with Honeylocust trees. Street trees type and spacing must be consistent with existing street trees. 21. Selective cutting and interplanting within the buffers required. The full buffer planting as designed, or an approved equivalent buffer, must be installed when sites are developed. Trees to be cut in the buffer area must be flagged in the field and approved by staff prior to cutting. 22. A walking trail linking the two cul-de-sacs must be provided. 23. A conservation easement is required over the berm at the rear of lots 5 and 8. Black and white transparent mylars of Sheets #3 with the above modifications, together with three blueprint copies of the entire set of plans (including architectural elevations) must be submitted to this Commission within 30 days to be stamped and signed. The letters of approval of this Commission, as well as the Inland Wetlands Agency/Conservation Commission, must be reproduced on the mylars. After mylars have been signed by the Commission, they will be returned to you for filing in the Office of the Town Clerk by 9/9/00. After filing these plans, a copy of the receipt must be submitted to the Planning Department. Sincerely, Yv�.C�•- �. �� Imo/%.� Walter J. Mealy, Chairman Planning and Zoning Commission WJM/dlw Enclosure �pW N Sf4 co r7 ,C.3 • U 9 w� 1540 SULLIVAN AVENUE SOUTH WINDSOR. CONN. 06074 R•CO AREA CODE 203/644-2511 June 12, 2000 Roger W. Talbot,Jr. Hale Realty,LLC ' P. O. Box 300E ' Manchester, CT 06040 RE: Constitution Landing Nutmeg Road South SOUTH WINDSOR, CT Dear Mr. Talbot: The South Windsor Water Pollution Control Authority, at its regular meeting of June 6, 2000, gave approval for the extension of two existing sewer lines (one approx. 180 feet long, and the other approx. 192 feet long)at two cul-de-sacs in an industrial subdivision at Nutmeg Road South,as more specifically shown on plans entitled "Topographic Site Development Plan— `Constitution Landing' —prepared for: Hale Realty,LLC—Nutmeg Road South, Connecticut Avenue and Charter Oak Way—South Windsor, Connecticut"prepared by Messier&Associates,Inc.,Putnam and Manchester,CT,Project No. 99-129, Sheet No. 5 of 8 dated 01/00,revised 01/26/00,03/09/00,05101100, and 05/17/00, with the understanding that if there are any changes the applicant will need to return for WPCA approval,and subject to the following conditions: 1. Technical approval of the Town Engineering Department. 2. Final Authority approval and acceptance of the sanitary sewerage connection will be given once the sewer line has been installed and inspected by the Town staff, and based upon the written verification of the Town staff that said sanitary sewer line was installed in substantial conformance with the design plans previously approved by the Authority, and meeting all Town regulations and appropriate technical specifications relating to sanitary sewer construction. 3. This approval letter must be superimposed on the final approval plans. Very truly yours, Th s Xin s ,ChairmanrJ ` Water ollution Control AuthorityYo s TH:rt Ec vED cc: Matthew Galligan,Town Manager 2 0 2000 Michael J. Gantick,Director of Public WorksSOUTHWUMI Jerry Iazzetta,Town Engineer ✓ ENc.DEPL Marcia Banach,Director of Planning �\ John Collins, Chief Building Inspector �•: Raymond Nelson,Jr.,Messier&Associates ` Jun 21 00 01 : 14p James D. Aldrich 860-6450138 (f p. 2 HALE REALTY. I,LC 275 New State Road Manchester, Connecticut 06040 860.647.9798 860.645.8738 (fax) 19 June 2000 t- Town of South Windsor 1540 Sullivan Avenue South Windsor, Connecticut 06074 Attention: Ms. Michele M. R. Lipe Assistant Director of Planning Re: Constitution Landing Michelle, We are requesting to be added to the agenda of the next planning and zoning meeting to discuss the extension of the conservation easement at lot 8, Constitution Landing We are concerned that if this easement were extended it would eliminate die potential development of over one acre of good land on this lot The only other access to this space would be the constriction of a bridge over a narrow finger of wedand space or the modification of that wetland. Both'these options are expensive to construct and challenging to obtain approval from the appropriate regulatory agencies. Please let us know when we can present our case to the commission to correct this oversight. If you have any questions or comments with this request please feel free to contact Mr. James Aldrich of Aldrich Construction Company, Inc. (860.647.7544) or Mr. Raymond Nelson of Messier and Associates at (860.646.6013). With regards, Hale Rf ally, LLC Mr. Roger Talbot Cc: 1 -Aldrich Construction Qames Aldrich) 1 - Messier and Associates (Raymond Nelson) PLANNING DEPARTMENT TRANSMITTAL DATE: ? 3 TO: WE ARE SENDING YOU: R" PZC initial plans Drainage computations O PZC revised plans O Bond estimate request ' r PZC Final plans for review O Bond reduction request O PZC Final plans for filing O Correspondence O IWA/CC plans O Other NO.OF COPIES APPLICATION NUMBER PROJECT/APPLICANT P � - THESE ITEMS ARE TRANSMITTED: O For review and comment -- O For your files A , -r 01 O For your use O As requested I. ^ O Other Rf CE1VE0 ' PLEASE RETURN/COAL ENT BY: ' ��UL 5 2000 CO S: s��s� v v^. ee`or P-AMAAA 2400 Copy to: From: ' G Planning Department- 10/98 HALE REAL TY, LLC 275 New State Road Manchester, Connecticut 06040 860.647.9798 860.645.8738 (fax) 20 July 2000 Town of South Windsor 1540 Sullivan Avenue South Windsor, Connecticut 06074 Attention: Mr. Matthew Galligan, Town Manager Re: Constitution Landing Dear Mr. Galligan, I writing to request a road name change for part of Connecticut Avenue. Presently Connecticut Avenue is a non-contiguous road. The north section is a cul-de-sac off of Governor's Highway and the southern section is a cul-de-sac off of South Satellite Road. We are in the process of constructing an industrial subdivision between these two roads and our project will preclude the potential to ever connect the existing two sections of Connecticut Avenue. Since several businesses are presently located on the southern section of road and only one business, Barker Steel, is located on the north section we are requesting to change the name of the northern section. A drawing is attached that shows the layout of this area for your reference. Other reasons for changing the road name are the following. 1.Public Safety. The road is not continuous. If emergency services were required at Connecticut Avenue, there could be confusion as to which section to go to. 2.Pubhc Expectations. The public expects to find all facilities located on Connecticut Avenue to be on one continuous road. That is not the case. Please note that Town staff supports this change. We are requesting that the new name for the Northern section of road be changed from Connecticut Avenue to Talbot Lane. Mr.James Aldrich of Aldrich Construction (860.647.7544) is coordinating this effort on our behalf. Please advise him on what is required to effect the road name change. If you have any questions or comments with this request please let Jim know. With regards, Hale Realty, LLC Mr. Roger Talbot Cc: 1 - Aldrich Construction (James Aldrich) 1 -Town of South Windsor, Planning Department (Michelle Lipe) rA P Tlawn O-Psoum' � y ` 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 oe•c AREA CODE 860 / 644-2511 July 24, 2000 , Hale Realty LLC P.O. Box 300 Manchester, CT 06045-0300 Dear Sir/Madam: Re:Preconstruction Meeting—Appl 00-03P, Constitution Landing Subdivision IN ATTENDANCE See attached sheet The following is a brief summary of points discussed during the meeting: Erosion and Sedimentation Control 1. All erosion and sedimentation control measures are to be in place prior to earth moving operations in each area and maintained/cleaned out during construction. Call Jeffrey Folger, Zoning/Wetlands Enforcement Officer for inspection when measures are in place, prior to commencement of site work or if any problems/concerns arise during construction. 2. All topsoil stockpile areas to be protected(ringed with haybales or equal). 3. During construction of the road/driveway a crushed stone tracking pad is to be installed and maintained to minimize tracking of dirt/gravel on to Nutmeg/Gov/Connect. 4. Calcium chloride or water is to be used for dust control as required. Public Works 1. Three complete sets of approved/revised plans to be provided to Town prior to start of construction. They will be stamped by the Planning Department along with plans developer needs. Only approved plans are to be used on the job site. 2. The Department is to be notified forty-eight (48)hours prior to the start of major construction work with inspections and testing per Developers Checklist required for the following: a. After site is staked out b. All drainage work c. Preparation of subgrade, compaction tests as per Developer's checklist d. Preparation of subbase, six(6)inch lifts e. Placement of bituminous concrete, two (2)inch layers maximum 4 j 3. Certification of gravel used as subbase and processed stone for base will be required from an approved testing company. 4. Certification'of all products used-- storm pipe, structures,pavement, etc., shall be presented to the Town Engineer prior to installation. 5. Two (2) weeks' notice must be given prior to placing the finish pavement course. This is to allow for inspection and correction measures (if necessary) of the infrastructure,prior to final pavement. 6. Applicant/developer should be aware that the inspection of the infrastructure improvements may result in the replacement of structure tops and/or structures prior to final paving if found to be deficient. 7. No subgrade formationibase in frozen ground/snow. Same for pipe/structure installation. 8. Progress As Built Plans are to be submitted to the Town Engineer for approval prior to paving and after subgrade formation. 9. As built plans are to include horizontal and vertical location of all underdrains, footing drains, and sanitary sewers and house service laterals located as per revised as-built checklist. 10. All pipe and structures to be backfilled with free draining material, compacted in maximum one foot lifts with approved compaction equipment or approved equal if deep trench is encountered. Any pipe or structure work requires inspection prior to backfilling. 11. Any problems and/or questions regarding construction of this project will be directed to Newell Stamm Jr. in the field at phone#860-666-2401. 12. All filling to be done in accordance with Department of Transportation specifications. To be compacted in maximum lifts and tested as necessary. 13. Job meetings will be held as needed, and can be called by the developer or Town. 14 Forty-eight(48)hours' notice needed for certificate of occupancy inspection. 15. Any proposed changes are to be presented to the Engineering or Planning Department prior to implementation on change order form in quadruplicate with 4 copies of the drawing. Town will attempt to turn around within 24 hours. 16. Normal hours of operation 7:00 a.m. —5:00 p.m., no work on Sunday. 17. No paving after October 15 or before April 15 without written approval from Director of Public Works. 18. Street excavation permits and drain layer permits are required. 4 19. Extra care must be taken when compacting around structures such as catch basins and manholes. These spots often become problem areas in the future due to settling,therefore, the town staff/inspectors will be requesting additional compaction tests in these areas. 20. If a concrete monument is located within a driveway, a cast iron frame and cover must be provided for town public improvement specifications. 21. Cul-de-sac is to be built and barricaded until streetlights are placed. Planning DQpartment 1. Landscaping is to be installed in accordance with the approved landscaping plan. If there are changes required, contact the Planning Dept. Additional landscaping installed on one part of a site will not preclude planting all of the remaining items shown on the landscaping plan. 2. Drainage assessment fee in the amount of$450 is due. 3. A$1 million liability policy is to be placed naming the Town of South Windsor as insured. 4. Easements should be submitted prior to mylar filing. 5. Quantity estimate form establishing subdivision bond is to be submitted and posted prior to mylar filing. SNE 1. Contact utilities for coordination of utilities connection. 2. Cul-de-sac to be built without lighting. Lights will be installed when site plans are built or prior to subdivision expiration. Fire Marshal 1. Blasting(if required)to be coordinated with the Fire Marshal. Police Services 1. Emergency phone numbers for the duration of the construction must be provided to Police Services on a company letterhead. If the developer occupies or owns the building after construction emergency numbers must be provided to Police Services. 2. All buildings located on property that abuts a public highway must be numbered and visible from the street. All numbering shall comply with Town Ordinance 6-800 through 6-802. Barns, garages, and outbuildings, which are located on the same premises as a numbered structure, are excluded. 3. Erect temporary sign on the site during construction identifying the project. r.. 4. If an alarm is to be installed contact Police Services. Building Doarfin6nt 1. Plan review with Building Official/Fire Marshal required prior to application for building permit. Coordinate with Chief Building Official. Sincerely, Michele R. Lipe,AICP Assistant Director of Planning MRL/dlw cc: Jerry C. Iazzetta, Town Engineer Karl Reichle,Public Works Mel Stead,Public Works John R. Collins, Chief Building Official Fred Shaw, Superintendent of Pollution Control CL&P SNET Messier&Associates �SO,NN SC44 �� �SIOU& ?P&U&Ot S 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 soR•c� AREA CODE 860 / 644-2511 September 28, 2000 Hale Realty, LLC P.O. Box 300 Manchester, CT 06045-0300 Dear Sir/Madam: Re: Appl #00-03P, Constitution Landing Please be advised that the Planning &Zoning Commission voted on September 19, 2000 to grant a 90-day extension for filing subdivision plans for the above-referenced subdivision in the Town Clerk's office. The original filing deadline was 9/9/00; the new filing deadline is 12/8/00. State statutes authorize one additional 90-day filing extension. If you wish to request an additional extension, please request in writing prior to that date. Sincerely, 0. -/� kl"' Walter J. Mealy Chairman, Planning and Zoning Commission WJM/dlw F^ TaWn 071e G � g ` 1540 SULLIVAN AVENUE -SOUTH WINDSOR, CONN. 06074 ��N�soa•co AREA CODE 860 /644-2511 October 10, 2000 Mr. Roger Talbot Hale Realty, LLC P.O. Box 300 Manchester, CT 06045-0300 Re: App100-03P, Constitution Landing Conservation Easement Dear Mr. Talbot: The Planning and Zoning Commission, at its September 19, 2000, voted to approve with conditions your request for modification to the conservation easement at lot 8 for the above-referenced application. The Commission agreed to the elimination of 160+feet of the southernmost portion of the easement on lot 8. The new length of the easement is approximately 575 feet. Sincerely, Walter J. Mealy, Chairman Planning and Zoning Commission WJM/dlw cc: Jim Aldrich, Aldrich Construction Raymond Nelson, Messier & Associates PROJECT:(:�6� _fitav\ TOWN OF SOUTH WINDSOR / < STREET: o . BOND ESTIMATE FORM dV P&Z I.D.: 0 0- 0 Q 1999 CALENDAR YEAR ENGINEER: Mtn star�Nttce.,lV%•A- DATE: ►l--k o-00 Bond Bond Reduction Reduction item Quantity Unit Price ND-1 ND-2 1. Clearing &Grubbing LS 3 y'i 10010 2. Strip &Stockpile Topsoil CY t 2.00 b Earth Excavation (Excluding Roadway& Z, to o 37,11 e o n 3. Trench) CY 10.00 4. Roadway Excavation CY 1j%'1-t6b 12.00 V1j 't0'O 5. Earth Trench Exc. 0-4 CY S-7 0 10.00 Sl 100 6. Earth Trench Exc. 0-10 CY (0 12.00 70 7. Earth Trench.Exc. 0-15 CY 15.00 8. Earth Trench Exc. 0-20 CY 18.00 9. Roadway Exc. (Rock) CY 50.00 10. Rock Trench Exc. 0-4 CY 50.00 11. Rock Trench Exc. 0-10 CY 75.00 12. Rock Trench Exc. 0-15 CY 100.00 13. Rock Trench Exc. 0-20 CY 150.00 14. Formation of Subgrade SY rZoO 1.50 Li 3 0'D 15. Cuwbv� vtC u" i 16. Processed Aggregate TONS 18.00 17. Common Borrow CY 10.00 18. Gravel Borrow CY 15.00 Bit. Concrete 19. (Class 1) TONS �6b 50.00 Z3, 000 Bit. Concrete 20. (Class 11) TONS 0 0 55.00 ZZr o 0,0 *varies Sub-Total 6 go Page 1 of 6 'Bond Bond Reduction Reduction >� iwm Descri tp ion lhl� Quantity Unit Price No. 1 No. 2 21. 6"Asphalt Lip Curbing LF SS C 3.00 7- i S VO 22. Road Widening Complete SY 50.00 23. Conc Sidewalk 4'Wide ILF 30.00 STORM DRAINAGE SYSTEM COMPONENTS 24. 60" RCP Class IV In Place LF 130.00 l i 3 0 O 25. 54" RCP Class IV In Place LF 100.00 26. 48" RCP Class IV-In Place LF 75.00 27. 42" RCP Class IV In-Place LF 65.00 28. 36" RCP Class IV In Place LF 60.00 29. 30" RCP Class IV In Place LF 50.00 S/ O o O 30. 24" RCP Class IV In Place LF 42.00 31. 18" RCP Class IV In Place LF 35.00 32. 15" RCP Class IV In Place 30.00 33. -at\*, GLIJa`' 'gpx Ica. , POLYETHYLENE PIPE 34. 8"ADS-N-12 or Equal 21.00 35. 10"ADS-N-12 or Equal` 22.50 136. 112"ADS-N-12 or En.ual_ -A.nn 37. 15"ADS-N-12 or Equal 25.50 38. 18"ADS-N-12 or Equal 28.00 Sub-Total $ 3S0 Page 2 of 6 �. t. ,u Y 1 Bond Bond Reduction Reduction Jim Descri tion Ulit Quantity Unit Price No. 1 ND-2 UNDERDRAINS 39. 6" PVC SDR 35 In Place LF 15.00 40. 8"PVC SDR 35 In Place LF 20.00 BleRAE 41. Modified Riprap CY s 45.00 7-1 42. Intermediate Riprap CY 45.00 191 43. IStandard Riprap ICY 45.00 DRAINAGE STRUCTURES 44. Type"C" Catch Basin EA S 1500.00 7% $'00 45. Type"C" Double Grate EA 2000.00 46. Type"C-L"Catch Basin EA 1500.00 47. Manhole EA 1500.00 k.Soo 48. Manhole w/Drop Inlet EA 2500.00 49. Manhole Over Ten Feet EA 2000.00 50. Headwall(A.$Y EA ?„Qj 000 -Lo) o ap 51. Endwall EA 52. --.Box Culvert LF fo y'Do "1000 53. 15" Flared End EA 450.00 54. 18" Flared End EA 500.00 55. 24" Flared End EA 550.00 56. 39" Flared End EA 850.00 8S0 Sub-Total $ ?,S� ZZS� Page 3 of 6 Bond Bond ` Reduction Reduction ltQnl bescri tion ,�pjt Quantity knit Pig ,� No• 1 No. 2 57. Detention Outlet Structure EA 2500.00 10'Wide Gravel Access 58. Road LF 15.00 59. Reset M.H. or C.B. EA 550.00 60. SANITAR�SEWER COp�pc2NJ�LL�=� 61. 12" PVC In Place SDR 35 LF 40.00 62. 10" PVC In Place SDR 35 LF -L 37.00 -7O 63. 8"PVC In Place SDR 35 LF 35.00 64. 6" PVC In Place SDR 35 LF 1 30.00 SANITARY SEWER STRI 1CTt 1REa 65. Sanitary Manhole EA 1,500.00 Sanitary Manhole w/Drop 66. Inlet EA 2,500.00 Sanitary Manhole over 10 67. FT. 2,000.00 68. 69. �TBTURES-t .JYiI C. ITEMS 70. Retaining Wall LF 71. Fence (Type: ) LF Guide Rail F72. (Type:3 w,re- ) LF g 0 3o.0D IL 0C Sub-Total $ (� Page 4 of 6 N 0 V 16 RICO t Bond Bond 1wM Deseri tion Reduction Reduction S�a;�niitx �n1f P& Lam# �1 �2 .End Anchorage 73. (Type: Vy tv-e ) EA 2- 6-00 t 1000 74. Guide Post EA 100.00 75. Pavement Marking LF 1.50 76. Street Signs EA 75.00 77. Traffic signs EA 75:00 78. Street Lights EA 1,000.00 79. Furnishing/Placing Topsoil Z.6�ono 2.50 6S) O o 0 Fertilizing, Seeding and 80. Mulching SY Z6�oG 2.50 6S10 00 81. Trees EA 3•S' 150.00 S! 0 Maintenance/Protection of 82. Traffic LS 83. Construction Staking LS 000 0 DO 84. As-Builts LS -060 Z 85. Iron Pins EA 100.00 86. Concrete Monuments EA g 250.00 Z 0 0 0 87. Driveway-Bit. Conc. SY 20.00 88. 89.. 90. a *varies Sub-Total $_ I'� J t 000 Page 5 of 6 Original Estimate Bond Reduction#1 Bond Reduction#2 Sub-Total Page 1 $ $o $ $ Sub-Total Page 2 $ $ Sub-Total Page 3 $_7s,Z.2S $�_ $ Sub-Total Page 4 $ o 1 7 tb $- $ Sub-Total Page 5 $ g o o o $ _ $ Sub-Total 25% Contingencies x Sub-Total: TOTAL $ $9S,6,3 $ $_ S� 8°t 6,o00 standard forms/bonds/bond estimate form ne No.J 09434 �a SAP.N Page f of 6 Nov 16 RECD MEMORANDUM To: Marcia Banach From: Jerry C. Iazzetta, Town Engineer Date: November 29, 2000 Re: Constitution Landing Subdivision — 00-03P We have reviewed the bond estimate for Constitution Landing and recommend that it be set at $896,000. Attached is a copy of the bond estimate for your files. JCl/awp S:\ENGINEER\M(sc.Correspondence\Laaetta\Cora tWonLandingSond RECEIVED TOWN OF SOUTH WINDSOR [)FC 2000 STAFF SITE CHANGE FOR SITE & SUBDIVISION SOUTH WINDSOR PLANNING 007- GENERAL: CHANGE ORDER CONTACT PERSON A 16,!&j0 Phone No. Address t" -F>164 �1q/ic�1eS�Cr, C- , 10(Z0 (3 Site Name C-Ciiz-r►-PM(*j LAAJ7bIk)C�, P&Z No. Owner I-') ALE -REA LTY Tat bo r) Phone No. (,q-7; `yl9P. Contractor Signature of Owner Date: Signature of Design En Date: \ b O CHANGE: (Describe location and nature of change. Include Four (4 ) copies of plan/profile of Change. ) SEE (A rrA64kr ' - t.� PIA.l T Reason for Change: (Why is change required) hr� Off- o A +�-, APPROVALS: (As Required) Dir, Of Planning Date:� 0 Town Engineer Date: ZZ 4-- 0d6 Dir. of Public Work Date: Other: Date: STAFF COMMENTS: White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department / Pale Q =h .t.i .�i LaW AZO r ��y/ PICOT C IdA," � � �/ C �y 5A&/ a AR'a LOT/7 u I M I V �M z s � `i; iD•5035 N 1 N / � .S7L'i4JIllM�1117P ,1 a�WMv Ate/ p LOT AAA +� Q M • l..A'lt Air- C 'u� •:� 44j�t SF. swrr,4Rr " 18 t4 AW Or A9WO .SSE UEL Fa? !MV7 '\ M 61 STJ4r" AR'O Er rr Wn w L WA)x w xrsnURr NO STORM G3WN � "o ff?"` � �,� AM ,uNri mw Or SL'I OW Z=65.dt � �� MxVQS�LP gE7FNT..LW v tr ..�• B fZTP �pP nW3r AW4S AN J' J. u y py. J AVeW A%IS Q �R�AW 4W / cxaa+o aw h l� ,SJ 7 57 1/IFaS 114? 1/! ? 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SPACING ' ON OFFSET 8RACKET W6x850 t SECT K?N A A SECTION 6.8 NORMAL KIGHT HMHT W17M QJRSNG Iwl:as to LIE vow lyl 40711 WidaE T - 1�' L•1(y• 7ar OYETISION 14•C:1 T,•1!•7'•e`TEE rER11T Nei;.OE"t frig.Aof.f[lf"4 • [AS 31101011I1 ARO•mCn'1t IS A■/AT(Q T•f"2'-0'111E \ t,"• 1 -y �• --I ti J 4MIAAL 2T'W13"I A•ZL OE MEASkrta prigs taE %AolwO L41R 13ECTION A-At. �LAZ1 OnlEttaJw A*WT f. •60 1,.�.�y • Aw 7T!•EAL AAI c�0�TYA t�,1'j q ,, T (.!•l ,r•.--y.M __y. lZE 0[TA TOCEOifA'l- � - sii�,- �;• .` t� { �� t L?E y� �6 •1 f Il M =_t NFLtcTIW9 S u u FRON( SIDE BACK Sf1EEhYC DETAIL F t SECTION TH�R�yU.RAIL ELEMENT DETAIL"N i1W11 to Kt4«aKa T xEruwcf[s BOLT HOLE SPACING it ON POST U W6 r as* DELINEATOR r &". aw�ar. 1 ,yf r.yt 11v•'4 OWL slamcce- • y KOAY< 0119AWlow F •1t }l' ''I- j. - ► 1T nwhw a _ • : r c. ` t 4OETtD DIwTQN-t1Ea ►*3j 1 I !; .' �'�ri ola .%ti ow mcna °' 10r WASHER -',� O R a am secs A Tki a„w swan om- %"a ilk,t 3- 1� �r N - T IT SPLICDETAIL ANID NUT /10W AFT90 OALtp1111106,INE MIT ON" A►f1110YE0 OY t r1v A,�11 MAO.,6..%.% OE" R1ftwA O11 rn["LT. om BOLT S[[OE U L*r Q Y w To Atwum 11. b6Tt' filar 00A LL OE na Snit v � t.i>yLKt 110.T f i11[ lCO.a/f /'ar i` 4Mj ` ---- t(Af<flf ta[t •� CONNECTRW hf f�MFOE1t 41 r� 1 'm Al1,At•�.. «w.c�r ... MPARTMENT OF 1RAUSPORTL'CM 1 t ' 1 + �t-i.v #w�►.A.,r�....a�1Ti. t 1EAU OF HIGHWAYS r .. + . .-- METAL BEAM RAIL 1 i j _... . o ! �I -? my -(TYPE - ) UU .( DETAIL"If ' a - - - (TYPE ND-B) . Et! — --..r--...__. .. ..—.__. . RAIL SPLICE _. ...---- SE•w ttoT's SCALt =- + FOR*06r•MAO�TOdr — _.__.. ICAO[AT Y':ATv,%117� dQE » J1olt s/11atw stt oE(AI�s irav _ o1saE0of 46A.t"�_ mt 1 i•A {� TOTAL P.02 I�E+� -1::)CT41 .._ LoccJum i� Strawbridge Condominiums South Windsor Connecticut Ellington Road Nov 29 00 03: 59p James D. Aldrich 860-6450138 p.2 Aldrich Construction Company, Inc. 48 Stock Place Manchester, Cr. 860.647.7544 860.645.0138(fax) 29 November 2000 Town of South Windsor 1540 Sullivan Avenue South Windsor, Connecticut 06074 Attention: Ms.Michele Lipe,Assistant Director of Planning Re: Constitution Landing Dear Michele, I am writing this letter on behalf of Hale Realty to request a reduction in the bonding requirement for Constitution Landing. Earlier today we submitted the revised bond estimate form as prepared by Messier and Associates. If this revised estimate is acceptable,we will submit a bond in the amount of Two Hundred and Twelve Thousand Three Hundred and Ninety-four Dollars($212,394.00)when we file our mylars. At present we intend on filing the mylars as soon as the storm detention operation and maintenance language on the drawings is resolved. If you have any questions or comments with what is stated in this letter,please feel free to call at any time. With regards, Aldrich Construction Co.,Inc. NOV 3 0 2000 James D. Aldrich,President Cc: 1 —Mr.Roger Talbot,Hale Realty,LLC 1 —Fatima Lobo,Esq., Beck and Eldergill PROJECT:�C�' ,� 1O►'� TOWN OF SOUTH WINDSOR .,STREET: c . BOND ESTIMATE FORM P&Z I.D.: oo-- O 1999 CALENDAR YEAR ENGINEER: NMe,siiear A NrsoL.\v,-a. DATE: It Bond Bond Reduction Reduction AM Descri try ion 1h]ij Quantlt)C Unit Price Cost No. 1 ND-2 1. Clearing &Grubbing LS 34, 000 p 2. Strip &Stockpile Topsoil CY 41 °Q 2.00 Vj 1 Zo b O Earth Excavation (Excluding Roadway& Z, \o 0 37,11 coo O 3. Trench) CY 10.00 4. Roadway Excavation CY 12.00 �� y'o o O 5. Earth Trench Exc.0-4 CY S? 10.00 SI 1 l7 o S�"100 6. Earth Trench Exc. 0-10 CY (off 12.00 Zo �1Z0 7. Earth Trench.Exc. 0-15 CY 15.00 8. Earth Trench Exc.0-20 CY 18.00 9. Roadway Exc. (Rock) CY 50.00 10. Rock Trench Exc. 0-4 CY 50.00 11. Rock Trench Exc.0-10 ' CY 75.00 12. Rock Trench Exc. 0-15 CY 100.00 13. Rock Trench Exc.0-20 CY 150.00 14. Formation of Subgrade SY 11-611 1.50 Lj 3 o'O Slrib $' 15. Su"bass Graval C1' 20.00 16. Processed Aggregate TONS �►S2° 18.00 21 3 100 Z1► 3(,O 17. Common Borrow CY 10.00 18. Gravel Borrow CY 15.00 ' Bit. Concrete 19. (Class 1) TONS 460 50.00 Z3► boo Z3) 000 Bit. Concrete 20. (Class II) TONS °° 55.00 ZZ� o 0o Z2 0 00 "varies Sub-Total $ Page 1 of 6 Bond Bond Reduction Reduction 1I6D1 Descri tR ion ULd Quantity UULErim Sit ND-1. I��2 21. 6"Asphalt Lip Curbing LF SS O 3.00 22. Road Widening Complete SY 50.00 23. Conc Sidewalk 4'Wide ILF 1 1 30.00 STORM DRAINAGE SYSTEM COMPONENTS 24. 60" RCP Class IV In Place LF 130.00 113 0 0 25. 54" RCP Class IV In Place LF 100.00 26. 48" RCP Class IV.In'Place LF. 75.00 27. 42" RCP Class IV In-Place, LF 65.00 28. 36"RCP Class IV In Place LF 60.00 29. 30" RCP Class IV In Place LF too 50.00 St o O o 510100 30. 24" RCP Class IV In Place LF 42.00 31. 18" RCP Class IV In Place LF 35.00 32. 16" RCP Class IV In Place 30.00 a, soo - O 33. W 'w'Q�a� go�C E ,� ] 0-0 S POLYETHYLENE PIPE 34. 8"ADS-N-12 or Equal 21.00 35. 10"ADS-N-12 or Equal . 22.50 36. 12"ADS-N`12 or Equal' 37. 15"ADS-N-12 or Equal .25.50 38. 18"ADS-N-12 or Equal 28.00 Sub-Total $ 1 Page 2 of 6 Bond Bond Reduction Reduction IIeID DescCtt tL 110A Quantity Uall,Price UNDERDRAINS 39. 6" PVC SDR 35 In Place LF 15.00 40. 8"PVC SDR 35 In Place ILF 20.00 B1P_BAE 41. Modified Riprap CY S 45.00 0 42. Intermediate Riprap ICY 45.00 1$1 00 43. Standard Riprap CY 45.00 DRAINAGE STRUCTURES 44. Type"C"Catch Basin EA S 1500.00 7 SO o -j So O 45. Type"C"Double Grate EA 2000.00 46. Type"C-L"Catch Basin EA 1500.00 47. Manhole EA , 1500.00 ��SnO "Soo 48. Manhole w/Drop Inlet EA 2500.00 49. Manhole Over Ten Feet EA 2000.00 50. Headwall( ).S. EA Zo coo 51. Endwall EA " Z. 000 p 52. Box Culvert LF li 53. 15"Flared End EA 450.00 54. 18" Flared End EA 500.00 55. 24" Flared End EA 550.00 56. 36' Flared End 1EA 850.00 $SO $SO Sub-Total $ -7 16,70 Page 3 of 6 Bond Bond Reduction Reduction lIelD Qt;scri to ion U11A Quantity Unit Price Cost No. 1 I�2 57. Detention Outlet Structure EA 2500.00 10'Wide Gravel Access 58. Road LF 15.00 59. Reset M.H. or C.B. EA 550.00 60. SANITAR',I SEWER COp�Q1yFJ�T� 61. 12" PVC In Place SDR 35 LF 40.00 62. 10" PVC In Place SDR 35 LF 'L1 0 37.00 1,17 0 63. 8"PVC In Place SDR 35 LF 35.00 64. 6"PVC in Place SDR 35 LF 30.00 SANITARY SEWER STRUCTURES 65. Sanitary Manhole EA 1,500.00 Sanitary Manhole w/Drop 66. Inlet EA 2,500.00 Sanitary Manhole over 10 67. FT. 2,000.00 68. 69: STRUCTURE :,, .MlaQ ITI~M 70. Retaining Wall LF " 71. Fence(Type: ) LF Guide Rail 80 oO 72. (Type:3 w;ram ) LF Sub-Total $ O O Page 4 of 6 Bond Bond Reduction Reduction llem Descri tR ion Unji Quantity UnkEi1m .C951 NQ-1. N9_2 End Anchorage 000 W w 73. (Type: ,e- ) EA Z- 5OD o 0 0 , 74. Guide Post EA 100.00 75. Pavement Marking LF 1 1.50 76. Street Signs EA 75.00 77. Traffic signs EA 75.00 78. Street Lights EA 1,000.00 _ 79. Furnishing/Placing Topsoil Z.b,000 2 50 6S1 p o o 'ZJc,,�tio Fertilizing, Seeding and 80. Mulching SY Zb�oo 2.50 6S! o ov Zb ��00 81. Trees EA 3S .150.00 S1 Maintenance/Protection of 82. Traffic LS 83. Construction Staking LS o00 o oQ Z , 000 84. As-Builts LS -.,'ISO' -Z 1 So Z,1 SO 85. Iron Pins EA 100.00 86. Concrete Monuments EA 8 250.00 Z ° 0 Z, 0 00 87. Driveway-Bit. Conc. SY 20.00 88. 89. 90. *varies Sub-Total $ o 0 Page 5 of 6 Original Estimate Bond Reduction #1 Bond Reduction #2 d 5080 Sub-Total Page 1 $ I-8o $ $ Sub-Total Page 2 $ 3 SO $ -1 SSO $ Sub-Total Page 3 ' ' $ -T S_j Z-"LS $\0,-150 $ Sub-Total Page 4 $ O + 1-7 b $ Sub-Total Page 5 $ C\ 1 0 0 0 $ ZO o $ Sub-Total $ 25% Contingencies x Sub-Total: 01 213/77-r TOTAL $ 6 3 standard forms/bonds/bond estimate form aP✓'o F. �ZL� h .` aF Na 09434 k +� A. Page,6 of 6 MEMORNADUM To: Marcia Banach From: Jerry C. Iazzetta, Town Engineer Date: November 30, 2000 Re: Constitution Landing Subdivision 00-03P We have reviewed the request for a bond reduction at the Constitution Landing Subdivision and recommend that it be reduced to $214,000. Attached for your files is a copy of the bond estimate. JCI:awp Attach. S:\ENGINEER\Misc.Correspondence\Iazzetta\ConstircutionLandingBondReduc. Aldrich Construction Company, Inc. 48 Stock Place Manchester, CT. k 860.647.7544 860.645.0138 (fax 1 December 2000 r - t Town of South Windsor 1540 Sullivan Avenue South Windsor, Connecticut 06074 t OV '0 0 Attention: Ms. Michele Lipe, Assistant Director of Planning Re: Constitution Landing ¢ EIVED Y 2000 1 Dear Michele, Attached to this letter of transmittal are four copies of a chang T r f change the guard rail at Constitution Landing from wire to steel beam. jf!t a . If you have any questions or comments with this submission, please feel free to call at any time. With regards, Aldrich Construction Co., Inc. 4 4� James D. Aldrich, President • y ' PROJECT: ° • `'A WN TOWN OF SOUTH WINDSOR t�D""'*'v�IOA) STREET: c . BOND ESTIMATE FORM P&Z I.D.: 00- O 1999 CALENDAR YEAR ENGINEER: tAtstit,r A ttoa.\v... DATE: it-%l-0 0 Bond Bond Reduction Reduction 1WM DAUJIMian Sjpjt sty Unit Prim Cost No. 1 N2_2 1. Clearing&Grubbing LS 3 y o 0o p 2. Strip&Stockpile Topsoil CY 41 k a o 2.00 VJ% 7-0 0 O Earth Excavation (Excluding Roadway& 7.1 21 %00 3711, o o o O 3. Trench) CY 10.00 4. Roadway Excavation CY 1%1*6b 12.00 5. Earth Trench Exc.0-4 CY S?0 10.00 S-17 0 o S,-1 00 6. Earth Trench Exc.0-10 CY 60 12.00 1 ZO �Zo 7. Earth Trench.Exc. 0-15 • CY 15.00 8. Earth Trench Exc. 0-20 CY 18.00• 9. Roadway Exc. (Rock) CY 50.00 10. Rock Trench Exc. 0-4 CY 50.00 11. Rock Trench Exc.0-10 CY 75.00 12. Rock Trench Exc. 0-15 CY 100.00 13. Rock Trench Exc.0-20 CY 150.00 14. Formation of Subgrade SY 17-00 1.50 3 011 15. Sutbcs3 Gravel C1' 20.r%0 16. Processed Aggregate TONS ��SZ� 18.00 Z� 3 bC Z1 all O 17. Common Borrow CY 10.00 18. Gravel Borrow CY 15.00 Bit. Concrete 19. (classl) TONS 1460 50.00 Z38 boo s3j 000 Bit. Concrete 20. (Class II) TONS 4 Do ' , 55.00 -L Z' 0 0o ZZ# 000 *varies Sub-Total$ Page 1 of 6 r , Bond Bond Reduction Reduction 1taID Descri tp ion SjEd Quantity Unit Price QQ.51 NO-1 N9 2 21. 6"Asphalt Lip Curbing LF SS 0 3.00 'Z- SSA Z SSO 22. Road Widening Complete SY 50.00 23. Conc Sidewalk 4'Wide LF 30.00 STORM DRAINAGE SYSTEM COMPONENTS 24. 60" RCP Class IV In Place LF to 130.00 11300 O 25. 54"RCP Class IV in Place LF 100.00 26. 48"RCP Class IV.ln'Place LF 75.00 27. 42"RCP Class IV In-Place , LF 65.00 28. 36"RCP Class IV In Place LF 60.00 29. 30"RCP Class IV in Place LF too 50.00 S) 0 0 0 51000 30. 24"RCP Class IV In Place LF 42.00 31. 18"RCP Class IV In Place LF 35.00 32. 15"RCP Class IV in Place 30.00 33. NAJ04- N GLS.Mk g0X So- � '7�s0o ', � S'O O O POLYETHYLENE PIPE 34. 8"ADS-N-12 or Equal 21.00 35. 10"ADS-N-12 or Equal' .22.50 36. 12"ADS-N-12 or Equal' - 14.001, 37. 15"ADS-N-12 or Equal •25.50 38. 18"ADS-N-12 or Equal 28.00 ' Sub-Total $ 1 Page 2 of 6 Bond Bond Reduction Reduction ltl�m Descri t lba Quantity S nit Price Sit N _1 N0.2 UNDERDRAINS 39. 6"PVC SDR 35 In Place LF 15.00 40. 8"PVC SDR 35 In Place LF 20.00 131�1 41. Modified Riprap CY S 45.00 Z-, c%7-,5' 0 , 42. Intermediate Riprap CY ��0 45.00 g f �`� 00 43. IStandard Riprap CY 1 45.00 DRAINAGE STRUCTURES 44. Type"C"Catch Basin EA S 1500.00 7, SO 0 _1 1 SO 0 45. Type"C"Double Grate EA 2000.00 46. Type"C-L"Catch Basin EA 1500.00 47. Manhole EA 1 1500.00 �'So O 1%S 0 O 48. Manhole w/Drop Inlet EA 2500.00 49. Manhole Over Ten Feet EA 2000.00 50. Headwall(O.S. o`' 't EA Zo ooa Zo) o ao p 51. Endwall EA 52. Box Culvert LF O �D+D �O O O O 53. 15"Flared End EA 450.00 54. 18"Flared End EA 500.00 55. 24"Flared End EA 550.00 56. 30"Flared End jEA 1 850.00 8S0 8S0 Sub-Total �6,7SOD Page 3 of 6 Bond Bond Reduction Reduction J1t<m Descr lion Stan Quantity Unit Price ND-1 No•2 57. Detention Outlet Structure EA 2500.00 10'Wlde Gravel Access 58. Road LF 15.00 59. Reset M.H. or C.B. EA 550.00 60. SANITARY SEWER Q MEQNE T-6 _617,112"PVC In Place SDR 35 LF 40.00 62. 10"PVC In Place SDR 35 LF ZI C 37.001,-1 7 O O 63. 8"PVC In Place SDR 35 LF 35.00 64. 6"PVC In Place SDR 35 LF 30.00 SANITARY SEWER STRUCTURES 65. Sanitary Manhole EA 1,500.00 Sanitary Manhole w/Drop 66. Inlet EA 2,500.00 Sanitary Manhole over 10 67. FT. 2,000.00 68. 69: STRUCTUjRU:& M,SCf ITEMS 70. Retaining Wall LF " 71. Fence(Type: ) LF Guide Rail 72. (Type:3 w iY-t- ) LF go 3 d.O O Z I'j o c Z ,%t co Sub-Total $ O Page 4 of 6 Bond Bond Reduction Reduction Rem Descri tg ion Quantity unit Price CUS1 No. 1 NQ 2 End Anchorage 000 Vn 73. (Type: ! ' ) EA Z s0© o 0 0 74. Guide Post EA 100.00 75. Pavement Marking LF 1.50 76. Street Signs EA 75.00 77. Traffic signs EA 75.00 78. Street Lights EA 1,000.00 79. Furnishing/Placing Topsoil Zb�000 2 50 `S) O o o 'Zj-j%.oO Fertilizing, Seeding and 80. Mulching SY Valbot 2.50 6S-/ o 00 Z111NOD 81. Trees EA 3S -156.00 Sl_LX0 S j ZSO Maintenance/Protection of 82. Traffic LS 83. Construction Staking LS $� o00 $� 0 00 21000 84. As-Builts LS 85. Iron Pins EA 100.00 86. Concrete Monuments EA 8 250.00 Z o o 0 'Z 000 87. Driveway-Bit. Conc. SY 20.00 88. 89. 90. *varies Sub-Total$ o 0 Page 5 of 6 Original Estimate Bond Reduction#1 Bond Reduction#2 �5'oSo Sub-Total Page 1 $ $ ,g ,_g.}{' $ Sub-Total Page 2 $_ 10,3 SO $ "l SSO $ Sub-Total Page 3 ' ' $ ?Z5.1-L-Z' $ S'O $_ Sub-Total Page 4 $ I o I 1'7 b $ Sub-Total Page 5 $ `� r boo $ 6 S+ ZA o $ Sub-Total $ `1 �biyc $ 16 S $ 25% Contingencies x Sub-Total:�74� . 213i7Zr TOTAL $ $`�S�6_3 1. $ Z $ standard forms/bonds/bond estimate form OF COAF 41 t No. 09434 Page 6 of 6 Memorandum DATE: December 5,2000 TO: Planning and Zoning Commission FROM: Marcia A. Banach,Director of Planning RE: BONDS Engineering recommends a bond be established for Appl. #900-03P, Constitution Landing in the amount of $896,000 Subdivision Bond Bond Reduction Balance #00-03 Constitution Landing $896,000 $682,000 $214,000 HALE REALTY, LL C 275 New State Road ` Manchester, Connecticut 06040 860.647.9798 860.645.8738 (fax) 1 December 2000 Town of South Windsor 1540 Sullivan Avenue South Windsor, Connecticut 06074 Attention: Ms. Michele Lipe,Assistant Director of Planning Re: Constitution Landing Dear Michele, I writing to request that the Town of South Windsor Planning and Zoning Commission grant us a 90-day extension for filing mylars for the Constitution Landing project. Our present due date is December 9, 2000. We understand that this is the last extension allowed. It is our goal to resolve our technical issues within the next 30 days. If you have any questions or comments with what we are asking, please feel free to call at any time. With LLlli regards, T/� ftlty, Mr. ger Talbot Cc: 1 - Aldrich Construction (James Aldrich) 1 - Beck and Eldergill (Fatima Lobo, Esq.) Memorandum DATE: December 5, 2000 TO: Planning and Zoning Commission FROM: Marcia A. Banach,Director of Planning RE: BONDS Engineering recommends a bond be established for Appl. 400-03P, Constitution Landing in the amount of $896,000 Subdivision Bond Bond Reduction Balance #00-03 Constitution Landing $896,000 $682,000 $214,000 MEMORANDUM To: Marcia Banach From: Jerry C. Iazzetta, Town Engineer Date: November 29, 2000 Re: Constitution Landing Subdivision — 00-03P We have reviewed the bond estimate for Constitution Landing and recommend that it be set at $896,000. Attached is a copy of the bond estimate for your files. JCl/awp S:\ENGINEER\Misc.Correspondence\Lazzetta\ConstitutionLandingBond PROJECT:Ce!" $ _'AC0y\ TOWN OF SOUTH WINDSOR STREET: o . BOND ESTIMATE FORMd�/ P&Z I.D.: DO- 0 Q 1999 CALENDAR YEAR ENGINEER: Messner NfS*L.%V%4W DATE:- R-k o-o o Bond Bond Reduction Reduction Rem Descri tg ion �pjf Quantity Unit Prim No. 1 No. 2 1. Clearing &Grubbing LS 3`j 0010 2. Strip&Stockpile Topsoil CY 41 °0 2.00 $ 7-0 n Earth Excavation (Excluding Roadway& 7,1 to o 3 Z�t e o o 3. Trench) CY p 10.00 4. Roadway Excavation CY 1��� 12.00 I'l o '+0 D 5. Earth Trench Exc. 0-4 CY S7 0 10.00 SI 100 6. Earth Trench Exc.0-10 CY 60 12.00 7. Earth Trench.Exc. 0-15 CY 15.00 8. Earth Trench Exc. 0-20 CY 18.00 9. Roadway Exc. (Rock) CY 50.00 10. Rock Trench Exc. 0-4 CY 50.00 11. Rock Trench Exc. 0-10 CY 75.00 12. Rock Trench Exc. 0-15 CY 100.00 13. Rock Trench Exc. 0-20 CY 150.00 14. Formation of Subgrade SY zoo 1.50 61 3 0-D I�• r'Gz3 v:C:it ail 16. Processed Aggregate TONS Jj57-0 18.00 Z,a 3 too 17. Common Borrow CY 10.00 18. Gravel Borrow CY 15.00 Bit. Concrete 19. (Class 1) TONS 6 0 50.00 Z 3� 00 0 Bit. Concrete 20. (Class 11) TONS 1 40° 55.00 Z2' o 00 *varies Sub-Total$ 1+ 6 S b Page 1 of 6 Bond Bond ham Descri tion SlLllt Reduction Reduction IfX !1!]JY Price SZQ No. 1 No. 2 21. - 6"Asphalt Lip Curbing LF 81So 3.00 Z I SS"0 22. Road Widening Complete SY 50.00 23. lConc Sidewalk 4'Wide ILF 1 30.00 STORM DRAINAGE SYSTEM COMPONENT 24. 60"RCP Class IV In Place LF 130.00 11300 25. 54"RCP Class IV In Place LF 100.00 26. 48"RCP Class IV•InPlace LF 75.00 27. 42"RCP Class IV In-Place LF 65.00 28. 36"RCP Class IV In Place LF 60.00 29. 30" RCP Class IV In Place LF 1 c c 50.00 Si b C O 30. 24" RCP Class IV In Place LF 42.00 31. 18"RCP Class IV In Place LF 35.00 32. 15" RCP Class IV In Place 30.00 33. SOo '7}sn'0 POLYETHYLENE PIPE 34. 8"ADS-N-12 or Equal 21.00 35. 10"ADS-N-12 or Equal' 22.50 36. _ 12"ADS-N-12 or Equal _- ?.t n0 37. 15"ADS-N-12 or Equal 25.50 38. 18"ADS-N-12 or Equal 28.00 Sub-Total $ Page 2 of 6 Bond Bond Reduction Reduction lt�m Descri tion �DJf Qum Unit t� � UNDER)) AIN 39. 6"PVC SDR 35 In Place LF 15.00 40. 8"PVC SDR 35 In Place LF 20.00 RIPRAP 41. Modified Riprap CY S 45.00 Z-t TLX 4 O 2. Intermediate Riprap CY �� 45.00 43. Standard Riprap Icy 45.00 DRAINAGE STRUCTURES TURE 44. Type"C"Catch Basin EA S 1500.00 7 45. Type"C"Double Grate EA 2000.00 46. Type"C-L"Catch Basin EA 1500.00 47. Manhole EA 1500.00 t t s"O 48. Manhole w/Drop Inlet EA 2500.00 49. Manhole Over Ten Feet EA 2000.00 50. Headwall())•$. EA Z.o 000 'Lo) o ao 51. Endwall EA 52. Box Culvert LF C y.YDO 1 "1 ooO 53. 15"Flared End EA 450.00 54. 18" Flared End EA 500.00 55. 24" Flared End EA 1 1 550.00 56. 36' Flared End EA 850.00 8SO Sub-Total $ 7 s� ZZ.S- Page 3 of 6 Bond Bond Reduction Reduction 1t�ID Descri tion 1112 Quantity Unit Prime No. 1 No. 2 57. - Detention Outlet Structure EA 2500.00 10'Wide Gravel Access 58. Road LF 15.00 59. Reset M.H. or C.B. EA 550.00 60. SANITARY$EWER CQp�Q l' LL.$ 61. 12"PVC In Place SDR 35 LF 40.00 62. 10"PVC In Place SDR 35 LF Z1 0 37.00 1-7 0 63. 8"PVC In Place SDR 35 LF 35.00 64. 6"PVC In Place SDR 35 ILF 30.00 SANITARY SEWER STRUCTURES 65. Sanitary Manhole EA 1,500.00 Sanitary Manhole w/Drop 66. Inlet EA 2,500.00 Sanitary Manhole over 10 67. FT. 2,000.00 68. 69: STRUCT-URU°LJ�M-K. ITEMS _ 70. 'Retaining Wall LF 71. Fence(Type: ) LF Guide Rail 72. (Type:3 wire- ) LF gC 30.0� Z �0o Sub-Total $_ k Page 4 of 6 Bond Bond Reduction Reduction item Descri tion LkL9 Quantity Unit prig No. 1 No. 2 End Anchorage 73. (Type: W j.Ce. ) EA 2 s0© o 0 0 74. Guide Post EA 100.00 75. Pavement Marking LF 1.50 76. Street Signs EA 75.00 77. Traffic signs EA 75-.00 78. Street Lights EA 1,000.00 79. Furnishing/Placing Topsoil -L16,coo 2.50 �S) O o 0 Fertilizing, Seeding and 80. Mulching SY Volbol 2.50 GS,0 00 81. Trees EA 3S 156.00 S)7X0 Maintenance/Protection of 82. Traffic LS 83. Construction Staking LS } $1 000 $.# 0 010 84. As-Builts LS 21tS0 Z,1SO 85. Iron Pins EA 100.00 86. Concrete Monuments JEA g 250.00 Z I 'm 0 0 87. Driveway-Bit. Conc. SY 20.00 88. 89. 90. ' *varies Sub-Total$_ °) 0 010 Page 5 of 6 r Original Estimate Bond Reduction#1 Bond Reduction#2 Sub-Total Page 1 $ k S f b SO $ $ Sub-Total Page 2 $ $ $ Sub-Total Page 3 $ $ Sub-Total Page 4 $ C 17 $. $ Sub-Total Page 5 $ \kk*% o00 $ $ Sub-Total 25% Contingencies x Sub-Total: TOTAL $ So►� 8 6, standard forms/bonds/bond estimate form yy°j rr��` O •= No.`}09434 K4A Page 6 of 6 NOV 16 RECD I /Ztrk �C �``f�-,�.-� .-ems- '_ w _ r @ -- F - 1 �sowe 8t4 4 � F � UAn 0sOu& ?40&U&1(>t u 9 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 smt-co AREA CODE 860 /644-2511 December 19, 2000 Hale Realty, LLC P.O. Box 300 Manchester, CT 06045-0300 Dear Sir/Madam: Re: Appl #00-03P, Constitution Landing Please be advised that the Planning and Zoning Commission voted on December 12, 2000, to grant a second 90-day extension to file mylars for the above-referenced subdivision in the Town Clerk's office. The new filing deadline is March 8, 2001. This extension is the final extension permitted under Connecticut General Statutes Section 8-25. Sincerely, Walter J. Mealy, Chairman Planning and Zoning Commission WJM/dlf 10aw at, T-Own 01-10Soam ?O A �� 1540 SULLIVAN AVENUE SOUTH WINDSOR, CT 0 4 �Osoe•co� TELEPHONE (8 0) 4 January 16,2001 NJ Mr.Wayne Wright Hale Realty,LLC Nutmeg Road,South South Windsor,CT 060 1 fi �v RE: Constitution Landing—extension of sewer line Nutmeg Road,South South Windsor,CT Dear Mr.Wright: The South Windsor Water Pollution Control Authority,at a special meeting of January 9,2001,gave approval for the connection to the Town's sewerage system of a commercial subdivision located on Nutmeg Road,South,as more specifically shown on plans entitled"Proposed Sanitary Sewer Installation", prepared by Messier&Associates,Inc.,Project No.99-129,Drawing No(s). 1 dated 12/00,with no revisions,and subject to the following conditions: 1. This approval is for change in ownership of the main line sewer from a private line to a public line with an easement in favor of the Town of South Windsor. 2. Technical approval of the Town Engineering Department. 3. Final Authority approval and acceptance of the sanitary sewerage connection will be given once the sewer line has been installed and inspected by the Town staff,and based upon the written verification of the Town staff that said sanitary sewer line was installed in substantial conformance with the design plans previously approved by the Authority,and meeting all Town regulations and appropriate technical specifications relating to sanitary sewer construction. This approval letter must be superimposed on the final approval plans. Very truly yours, Tho HfiRson,Chairman Water Pollution Control Authority TH:dd CC:Matthew Galligan,Town Manager Michael J.Gantick,Director of Public Works Jerry Iazzetta,Town Engineer Marcia Banach,Director of Planning John Collins,Chief Building Inspector _ James Aldrich,Aldrich Construction Co. C>O Aldrich Construction Company, Inc. 48 Stock Place Manchester, CT. - 860.647.7544 860.645.0138 f 17 January 2001zo � " Town of South Windsor 1540 Sullivan Avenue South Windsor, Connecticut 06074 Attention: Ms. Michele Lipe,Assistant Director of Planning Re: Constitution Landing Dear Michele, Attached to this letter of transmittal are four copies of the sewer drawing for Constitution Landing and four copies of the engineer's estimate for cost for this work. I am submitting this to you for review and approval. It is my intent to start this work as soon as possible, and I would appreciate a confirmation that your staff agrees to the bond amount determined by our engineer. If you have any questions or comments with this submission,please feel free to call at any time. With regards, Aldrich Construction Co.,Inc. James D. Aldrich,President PROJECT: !n • �_JAV % TOWN OF SOUTH WINDSOR STREET: o . BOND ESTIMATE FORM P&Z I.D.: Oo- O 1999 CALENDAR YEAR- ENGINEER: htjsItArA NV$6c..lv�a. DATE:_01 =1.7-O 1E�- E�-«.r S. o r-j Bond Bond tit vTME G T2-a PAP S'o JT�A) Reduction Reduction ,Rem Dmacdaum Upit Oupptjty Unit Price Cosl No• 1 �,2 1. Clearing&Grubbing LS • 2. Strip&Stockpile Topsoil CY SOO 2.UU 1 o Earth Excavation (Excluding Roadway& 3. Trench) CY 10.00 4. Reedwey rxcavatlon CY ZS moo3 0 0 5. Earth Trench Exc.0-4 CY 10.00 6. Earth Trench Exc.0-10 CY 12.00 7. Earth Trench.Exc. 0-15 CY 15.00 7A I 8. Earth Trench Exc.0-20 CY 10.00 9. Roadway Exc. (Rock) CY 50.00 10. Rock Trench Exc.0-4 CY 50.00 11. Rock Trench Exc.0-10 • CY 75.00 12. Rock Trench Exc.0-15 CY 100.00 13. Rock Trench Exc.0-20 CY 150.00 14. Formation of Subgrade SY 1.50 15. vutrbm Gravai Ci' (0 2a�0 37i0 16. Processed Aggregate TONS 3 O 18.00 17. Common Borrow CY 10.00 18. Gravel Borrow CY 15.00 _:?I I Bit.Concrete 19. (Class 1) 'bv N TONS 1 O 50.00 So O Bit.Concrete 20. (Class II) TONS 55.00 varies Sub-Total$ Z 1 T Page 1 of 6 Bond Bond Reduction Reduction &M Descri lion Und entity U nil Pri . . CAW No. 1 No• 2 21. 6"Asphalt Lip Curbing LF -30 3.00 90 22. Road Widening Complete Sy 50.00 23. lConc Sidewalk 4'Wide LF 30.00 STORM DRAINAGE SY T h� .OR"PON NTS 24. 60"RCP Class IV In Place LF 130.00 25. 54"RCP Class IV In Place LF 100.00 26. ., 48"RCP Class IV-in*Place LF. ` 75.00 _ 27. 42"RCP Class IV ln'Piace ' LF 65.00 28. 36"RCP Class IV In Place' LF 60.00 29. 30"RCP Class IV In Place LF 50.00 30. 24"RCP Class IV In Place LF 42.00 31. 18"RCP Class IV In Place LF 35.00 32. 15"RCP Class IV In Place 30.00 33. POLYETHYLENE PIPE 34. 8"ADS-N-12 or Equal 21.00 35. 10"ADS-N-12 or Equal .22.50 36. 1g"ADS-N-12 or E ual' '14,00 37. 15"ADS-N-12 or Equal .25.50 38. 18"ADS-N-12 or Equal 28.00 Sub-Total Page 2 of 6 Bond Bond Reduction Reduction I= pescri tp fon Und Quantity l)nit Price Q931 Ho-1 Ho-2 UNDERDRAINS 39. 6"PVC SDR 35 In Place LF 15.00 40. 8"PVC SDR 35 In Place ILF 1 1 20.00 RI PRAP 41. Modified Riprap CY 45.00 42. Intermediate Riprap CY 45.00 43. Standard Rlprep CY 45.UU DRAINAGE STRUCTURES 44. Type"C"Catch Basin EA 1500.00 45. Type"C"Double Grate EA 2000.00 46. Type"C-L"Catch Basin EA 1500.00 47. Manhole EA 1500.00 48. Manhole w/Drop Inlet EA 2500.00 49. Manhole Over Ten Feet EA 2000.00 50. Headwall EA 51. Endwail EA 52. Box Culvert LF 53. 15"Flared End EA 450.00 54. 18"Flared End EA 500.00 55. 24"Flared End EA 550.00 56. W Flared End IEA 850.00 Sub-Total $ Page 3 of 6 Bond Bond Reduction Reduction ltl�ID DescrlDion Unit Quantity Unit Price lVo. l No. 2 57. Detention Outlet Structure EA 2500.00 10'Wtde Gravel Access 58. Road LF 15.00 59. Reset M.H. or C.B. EA 550.00 60. ISANIT SEIa(FR COp�QNFN.T$ 61. 12"PVC In Place SDR 35 LF 40.00 62. 10"PVC In Place SDR 35 LF 37.00 �-3, (O g O 63. 8"PVC In Place SDR 35 LF 35.00 64. 6"PVC In Place SDR 35 ILF 1 30.00 .SANITARY WER STR 1 T ffm 65. Sanitary Manhole EA 1.500.001 Sanitary Manhole w/Drop 66. Inlet EA 2.500.00 Sanitary Manhole over 10 67. FT. 3 2.000.00 6 0 0 0 68. 69: STRL1GTllg�_4tJ�I�C, IT�MS, .. • 70. Retaining Wail LF 71. Fence(Type: ) LF Guide Rail 72. (Type., ) LF Sub-Total Page 4 of 6 Bond Bond Reduction Reduction jlgm escrl lRion !.loll Quantity Unil Price Cost HO 1, Llo•2 End Anchorage 73. (Type;' _) EA 74. Guide Post EA 10U.00 75. Pavement Marking LF 1.50 76. Street Signs EA 75.00 77. Traffic signs EA 75.00 78. Street Lights EA 1,000.00 79. Furnishing/Placing Topsoil �OtJ 2.50 Fertilizing, Seeding and 80. Mulching SY y'O o 2.50 o o 81. Trees EA 150.U0 _ Maintenance/Protection of 82. Traffic LS �• 3 00, 3 00 83. Construction Staking LS 84. As-Builts LS 85. Iron Pins EA 100.00 86. Concrete Monuments I=A 250.00 87. Driveway-Bit.Conc. SY 20.00 88. 89. , 90. "varies Sub-Total $ S b O Page 5 of 6 Original Estimate Bored Reduction 01 Bund Reduction 112 Sub-Total Page 1 $ —Z- •y'(o $ $ Sub-Total Page 2 $ 0• $ $ Sub-Total Page 3 ' ' $ 0 $ $ Sub-Total Page 4 $ Sub-Total Page 5 $ i So o $ $ Sub-Total ' $ s1 t (o 8 O $ $ 25%Contingencies x Sub-Total: $ 1�Zo $ $ TOTAL $ Z 100 $ $ standard forms/bonds/bond estimate form • RT , loop • Ar �." jd �r do 4 A No. 09434 Page 6 of 6 PLANNING DEPARTMENT TRANSMITTAL ;-Q," DATE: TO: nn,_ G.1r Ail-, �� 2 2�p1 WE ARE SENDING YOU: t O PZC initial plans O Drainage computations O PZC revised plans O Bond estimate request O PZC Final plans for review O Bond reduction request O PZC Final plans for filing O Correspondence O IWA/CC plans / Other EWiL&W t,4S( 1 NO.OF COPIES APPLICATION NUMBER PROJEMAPPLICANT 1 00. OW THESE ITEMS ARE TRANSMITTED: For review and comment - O For your files O For your use O As requested O Other PLEASE RETURN/COMMENT BY: COMMENTS: Copy to: _ From: Gti.,,lc /�,�•v,•/ Planning Department- 10/98 TOW14 OF SOUTH WINDSOR: -STAFF SITE`CHANGE FOR SITE & SUBDIVISION GENERAL: CHANGE ORDER CONTACT PERSON • A � `F1l.l'�ii N Phone. No. � 7-7-544 Address 4% PLACE I4&M%pleg Vr NO Site Name 'TTot4 L.FOtTL14 P&Z No. Owner N L E f't rowr Y Phone No �1. Contractor R' C UC'T3 4 1 , Signature of Ownel Date: "' . I Signature of Desi En r. ! A Date: CHANGE: (Describe location and nature. of, change. Include Four (4 ) copies .of plan/profile of Change. ) # � 1 � a Uer d Reason for Change: ( thy is change required) 77 • APPROVALS:; (As Required)r: .Of Panning Date: ' i Town Engineer Dates Dir. of Public Works Date: # Other: Date: STAFF`.COMMENTS z 71, White , - Town Engineer Yellow Applicant Pink -. Director of- Planning Goldenrod Engineering :Department 10 S. o 1540 SULLIVAN AVENUE SOUTH WINDSOR, CONN. 06074 f�oSOR•CO AREA CODE 860/644-2511 June 25, 2003 Mr. Robert Talbot Hale Realty, LLC P.O. Box 300 Manchester, CT 06045-0600 Re: App100-03P, Constitution Landing Bond Dear Mr. Talbot: This is to advise you that the June 17, 2003 meeting, the Planning and Zoning Commission reduced the subdivision bond for Constitution Landing from $212,394.00 to $21,000.00. Please forward the appropriate bond at your earliest convenience. Sincerely, Kevin McCann, Chairman Planning and Zoning Commission KMcC/kah cc: Town Engineer Chief Building Official Received Date: Y7/,:s,3 i yh � 1 Check Number: 2051 s 7a s� r,'�'QWt� &4�t�tC�l�n�lss�t' Date Date #sackest� 16E1»t33op r,*k# r, • s may, Amount: Y Imo^ Payee: A 'i =yti 2 L L L 70 18 Si: 9 50 LO 24 ?Will' 20 5 L G ' C 0�e scu� z 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 soe•c. AREA CODE 860/644-2511 SEWER TEST REPORT PROJECT: LOCATION: DATE: MANHOLE NO. TEST PRESSURE (PSI) TEST TIME RESULTS OR STATION START STOP DROP START STOP TIME nzv TO r v a� TO t < TO TO TO TO TO TO Tp stj s s S• S �S/' Q TO TO TO TO TO TO TO TO TO .TO TO TO TESTED BY: INSPECTED BY: REMARKS: beck 0 EtdeEgitt P.c. Attorneys At Law 447 CENTER STREET, MANCHESTER,CONNECTICUT 06040 PHONE(860) 646.5606 BRUCE S.BECK COVENTRY (860) 742.0882 KATHLEEN ELDERGILL HARTFORD (860) 522.5606 KENNETH I.FRIEDMAN FAX(860) 646.0054 MARC P.MERCIER FATIMA T.LOBO DAVID R.KRITZMAN MATTHEW R.POTTER DEREK V.OATIS MARIA C.MONICK July 24, 2003 VIA HAND DELIVERY Jeff Dolittle Town Hall Engineering Dept. 1540 Sullivan Ave. South Windsor, CT 06074 Dear Mr. Dolittle: Pursuant to your instructions and request, enclosed is the following: 1. Warranty Deed for Connecticut Avenue along with Conveyance Form 2. Warranty Deed for Talbot Land along with Conveyance Form 3. Original Certificate of Title for both parcels through today's date 4. Copy of the required Authorization for Hale Realty, LLC It is my understanding that you will be recording these documents. Please call me if you have any questions. Since4co ti F :nr enc. cc: Hale Realty, LLC (w/o enc.) James D. Aldrich (w/o enc.) halerealty11c\do1072403.1tr X, 4 a -' •C O*N Sf'44 7own o-Ps-ouL4 ?40 s 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 Soe•co� AREA CODE 860/644-2511 SEWER TEST REPORT . PROJECT: LOCATION: d�.v O/zr CO,✓svGr GT/G Ci �(II/Er✓✓�GA SO l�T�C� DATE: MANHOLE NO. TEST PRESSURE (PSI) TEST TIME RESULTS OR STATION START STOP DROP START STOP TIME TOrd,Psr cam.- s S S,s" ®' o i r d3 do TO TO TO TO TO TO TO TO TO TO TO TO TO TO TO TO TO TO TO TO TESTED BY: INSPECTED BY: REMARKS: 1? ,.IaegrG. 77—a-5 T — 7�4 s,5 (AWN aft -0-i", 01- Sllat� 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 �Osoe•co TELEPHONE (860) 644-2511 May 3, 2001 1 Mr. Roger Talbot Hale Realty,LLC P.O. Box 300 Manchester, CT 06045-0300 Dear Mr. Talbot: Re: Expiring Letters of Credit,App100-03P, Constitution Landing The Planning and Zoning Commission is holding the following Letters of Credit: PROJECTS BANK AMOUNT EXPIRATION Constitution Landing SBM $20,000 7/11/01 $15,000 7/11/01 $ 5,000 7/11/01 In accordance with our policy for accepting Letters of Credit in lieu of surety bonds,we must have an amendment to each expiring Letter of Credit well in advance, extending the term for a one-year period from the expiration date. Will you please forward us the amendment promptly? Very truly yours, Michele R. Lipe Assistant Director of Planning MRL/dlf 05/25/01 14:37 FAX 8606461202 MESSIER&ASSOC. 001 ?.csv6Ad v;s z$,3 Cur t+:Avwavx PROJECT:.. t-g,,-l." TOWN OF SOUTH WINDSOR STREET:aLk. gt 1� BOND ESTIMATE FORM P&Z I.D.:00-55 � . __ 1999 CALENDAR YEAR ENGINEER: k AsJcrz Avmn . DATE: -zS o Bond Bond Reduction Reduction Item Descriotion Unit Quantity Unit.Prlce Cost No. 1 No-2 1. Clearing&GrubbN LS 2. Strip&Stockpile Topsoil CY I o 3 U 2.00 n b D Earth Excavation {Excluding Roadway& Zo 0 Z I o 0 0 3. Trend) CY 10.00 4. Roadway Excavation CY 0 12.00 S) S g0 S. Earth Trench Exc.04 CY Zos 10.00 1 Z-1 OSb 6. Earth Trench Exc.0-10 CY 12.00 7. Earth Trench Exc.0-16 CY 15.00 8. Earth Trench Exc.0-20 CY 18.00 9. dway Exc. Rock CY 50.00 10. Rock Trench Exc.0-4 CY 50.00 11. Rock Trench Exc.0-10 CY 75.00 12. Rock Trench Exc.0-15 CY 1 100.00 13_ Rock Trench Exc.0-20 CY 150.00 14. Formation of Subgrade SY Z\°0 1.60 ► S 0 15. Subbase Gravel CY 3S� 20.00 b o D 16. Processed Aggregate TONS 6 0 10.00 t 3) 6 c) 17. Common Borrow CY l � 10.00 18. Gravel Borrow CY 16.00 Bit Concrete 19. Class I TONS 50.00 11 k J 0 0 Bit Concrete 20. Class II TONS Z-o O 55,00 1I l o a o •varies Sub-Total$ Post-it'Fax Note 7671 _ _0 1 1pagas� ` To K\ Q Front Yv�o�N e 1S GolDe it, 1 -1 , Co. M�s5'v Soc. Pegs 1 of 6 Phone f Ph.W# Fax# Fax# 05/25/01 14:37 FAX 8606461202 MESSIER&ASSOC. 12102 Bond Bond Reduction Reduction Item De o Unit Quantltv Unit rice Cost No. 1 No.2 21. 6"Asphalt Lip Curbing LF 4`f 5 3.00 22. Road Widening Complete SY 60.00 23. Conc Sidewalk 4'Wide LF 30.00 STORM DRAINAGE SYSTEM COMPONENTS 24. 60"RCP Class IV In Place LF 130.00 25. 54"RCP Class IV In Place LF 100.00 26. 48"RCP Class IV In Place LF 76.00 27. 42"RCP Class IV In Place LF 65.00 28. 36"RCP Class IV In Place LF 60.00 29. 30"RCP Class IV In Place LF 50.00 W 24"RCP Class IV In Place LF 42.00 31. 18"RCP Class IV In Place LF 35.00 32. 15"RCP Class IV In Place C 30.00 33. POLYETHYLENE PIPE 34. 8"ADS-N-12 or Equal 21.00 35. 10"ADS-N-12 or Equal 22.60 36. 1126 ADS-N-12 or Equal 24.00 37. 160 ADS-N-12 or Equal 26.60 38. 18"ADS-N-12 or Equal 28.00 o Sub-Total$ i Page 2 of 6 05/25/01 14:37 FAX 8606461202 MESSIER&ASSOC. 1@ 03 Bond Bond Reduction Reduction Item Description Unit Quantltv Unit price Cost No. 1 No.2 .UNDERDR k.1NS 39. 6"PVC SDR 35 In Place LF 15.00 40. 8"PVC SDR 35 In Place ILF 1 1 20.00 IPRAP 41. Modified Rlprep CY 45.00 42. Intermediate Mprap CY 45.00 43. IStandard 11112rap ICY 1 45.00 DRAINAGE-STRUCTURES 44. Type"C°Catch Basin EA -3 1500.00 ° 45. TyperCm Double Grate EA 2000.00 46. Type wC-V Catch Basin EA 1 1500.00 47. Manhole EA 1500.00 48. Manhole w/Drop Inlet EA 2500.00 49. 1 Manhole Over Ten Feet EA 2000.00 50. Headwall F-A 51. Endwall EA 52. Box Culvert LF ` 53. 15'Flared End EA 450.00 54. 18"Flared End EA 1 500.00 65, 24"Flared End EA 550.00 56. 36m Flared End EA 1 850.00 Sub-Total$ t Page 3 of 6 05/25/01 14:37 FAX 8606461202 MESSIER&ASSOC. 19104 Bond Bond Reduction Reduction Item Dewriation Unit Ouaritity Unit Price Cost No 1 No.2 57. Detention Outlet Structure EA 2500.00 10'Wlde Gravel Amess 58. Road LF 15.00 50. Reset M.H.or C.B. EA 650.00 60. SANITARY SEWER C P NENTS 61. 120 PVC In Place SDR 35 LF 40.00 62. 10'PVC In Place SDR 35 LF 37.00 63. 8"PVC In Place SDR 35 LF 35.00 64. 160 PVC In Place SDR 35 LF 30.00 SANITARY SEWER STRUCTURES 66. Sanita Manhole EA 15W-00 Sanitary Manhole w rop 66. Inlet EA 2.500.00 SanitaryManhole over 10 67. IFT. 2.000.00 68. 69. STRUCTURES MISC. ITEMS 70. Retaining Wall LF ` 71. Fence LF Guide 72. e: ILF I ` Sub-Total$ Page 4 of 6 05/25/01 14:37 FAX 8606461202 MESSIER&ASSOC. 005 Bond Bond Reduction Reduction Item DewA don Unit Ouantity Unit Price Cost No. 1 No.2 End Anchorage 73. EA ' 74. Guide Post EA 100.00 75, Pavement Marking LF 1.50 76. Street Signs EA 75.00 77. Traf .S' n$ BA 76.00 78. Street Lights EA 1,000.00 79. FurnishIng/Placky 715msoll SY 3 6s 2.50 13 Fertilizing,Seeding and 80. Mulching SY 6S 2.50 1 81. trees EA 160.00 Maintenance/ProtecUon o 82. . Traf#ic LS • 83. Construction Staking LS * 7.1 so O `Z t 5e O 84. As-Bulits LS 85. Iron Pins EA 100.00 86. Concrete Monuments EA 260.00 87, Driveway-Bit.Conc. SY 20.00 88, 89. 90. *varies Sub-Total$ 1+-1 b Page 5 of 6 05/25/01 14:37 FAX 8606461202 MESSIER&ASSOC. l�jj06 Original Estimate Bond Reduction#1 Bond Reduction#2 Sub-Total Page 1 $ S Z'�c� $ $ Sub-Total Page 2 $ 1 �35 $ $ Sub-Total Page 3 $ Sub-Total Page 4 $ a $ Sub-Total Page 5 $ b $ $ Sub-Total S u $ $ 26%Contingencies x Sub Total: $-t6, TOTAL $ Standard forms/bondsibond estimate form • 1 ✓O�. MEN �} 16 No. 094M **MAL 10L Page$of 6 O a -own 0-"Je Sotdll Vl;flul"140t x � 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 °SOR-co TELEPHONE (860) 644-2511 June 1,2001 Mr.Roger Talbot Hale Realty, LLC P.O. Box 300 Manchester, CT 06045-0300 Dear Mr. Talbot: Re: Expiring Letters of Credit, Appl 00-03P, Constitution Landing We have not as yet received any renewals of the letters of credit,which expire on 7/11/01 as noted in our previous renewal request. Please be advised that discussion of this matter will be placed on the June 12, 2001 agenda of the Planning& Zoning Commission. Calling of the letters of credit will be initiated at that time if we have not received a renewal. Very truly yours, Michele R. Lipe,AICP Assistant Director of Planning MRL/dlf n 4OW N Sf4< � ~ J 6 1540 SULLIVAN AVENUE SOUTH WINDSOR, CONN. 06074 G sox•co` AREA CODE 860/644-2511 October 1, 2001 Mr. James D. Aldrich, President Aldrich Construction Co., Inc. General Contractors 48 Stock Place Manchester, CT., 060494 Mr. Aldrich, Thank you and Mr. Stamm for getting together with the engineering staff to discuss the construction of the two cul-du-sacs in the Constitution Landing project. We have received the subgrade, subbase and base material test reports as well as the paving material job mix formulas from Galasso Materials, L.L.C. and they are acceptable. Some additional items that must be addressed prior to paving are: 1. Grade and offset staking prior to placing subbase material on the compacted subgrade. 2. Coordination by Town of South Windsor staff and the personnel doing the compaction tests as to the locations of the tests. We will want tests adjacent to the catch basins and watergates as well as random points throughout the cul-du-sac. 3. Some of the R.C.P. drainage pipes are projecting into the interior of the new catch basins. These will have to be trimmed off flush with the interior wall of the catch basins. 4. A permit will have to be taken out for the work being done in each cul-du-sac and for the pavement cut in Talbot Lane that was made to tie the drainage into the existing catch basin and at Connecticut Avenue for the tie in to the water main. The patching of the pavement cuts in these areas will be treated as a temporary patch in accordance with the Town of South Windsor public improvement specifications. Applications for these permits can be obtained at the Engineering Department and fee amounts will be determined when these applications are filled out. Thank you for your cooperation so far on this project. Edward K. Beale Engineering Assistant cc: J. Doolittle, Town Engineer File e T 44c,7 L oti� �vQ�.aS� l ST NDEPENDENT MATERIALS TESTING 57 N. WASHINGTON STREET P.O. BOX 745 LABORATORIES, INC. PLAINVILLE, CONNECTICUT 06062 (860) 747-1000 FAX (860) 747-6455 NVLAP Accredited for Construction Testing Services PROCTOR TEST REPORT PROJECT: STAMM CONSTRUCTION REPORT NO. : 011 CLIENT: STAMM CONSTRUCTION PROJECT NO. : 3685 LAB NO. : 15646 DATE: 07/20/01 SOURCE: 0 SITE "��' �^rew�'r`� SAMPLED BY: CLIENT USE: ROAD SUBBASE GRADATION ASSOCIATED REMARKS: f—TAMPTON DRIVE MANCHESTER WITH THIS SAMPLE: Yes TEST METHODS: Test specification: AASHTO T 180 Method D, Modified MATERIAL DESCRIPTION: DK RED/BROWN GRVL & SAND; TRACE FINES %> 3/4 in = 30.5% TESTED BY: LC/BH TEST RESULTS Maximum dry density = 132.5 pcf Optimum moisture = 10.0 % 140 130 120 100% SATURATION CURVES FOR SPEC.`,tiG�,�y. EQUAL TO: 110 n. 100 '}_ _ L 90 0 80 70 0 5 . 10 � 20 25 30 35 40 to content , REVIEWED BY: Test reports m4not reproduced except in full with approval of IMTL. All results relate only to the items tested. Test reports m used by client to claim product endorsement by NVLAP or any agency of the US Government. TESTING RESEARCH ANALYSIS INSPECTION CONSULTING Portland Cement Concrete Soils Steel Building Products Bituminous Concrete IVDEPENDENT MATERIALS TESTING 57 N. WASHINGTON STREET P.O. BOX 745 LABORATORIES, INC4%. PLAINVILLE, CONNECTICUT 06062 (860) 747-1000 FAX (860) 747 '" �' = c; v NVLAP Accredited for Construction Testing Services - : of SOIL GRADATION ASTM C-136 WET WASH ASTM C-117 PROJECT: STAMM CONSTRUCTION PROJECT NO: CLIENT: STAMM CONSTRUCTION REPORT NO: 012 LAB# 15646 DATE: 07/23/01 USE: ROAD SUBBASE SAMPLED BY: CLIENT SOURCE: ON-SITE SPEC A: M.02.06 B Hampton Drive-Manchester GRADATION RESULTS SIEVE# %PASS SPEC.A 125 mm (5") 100 100 90 mm (3-1/2") 100 90-100 63 mm (2-1/2") 100 56 mm (2-1/4") 100 50 mm (2") 100 37.5 mm (1-1/2") 84 55-95 25 mm (111) 78 19 mm (3/4") 70 12.5 mm (1/2") 63 6.3 mm (1/4") 52 25-60 4.75 mm (#4) 48 2.0 mm (#10) 34 15-45 425 µm (#40) 8 5-25 150 µm (#100) 2 0-10 75 µm (#200) 2.0 0-5 COMPLIED WITH SPEC. "A": YES .. .AS PER GRADATION ABOVE SOIL DESCRIPTION: DARK BRO L AND;TRACE FINES REVIEWED BY: 7- -ci/ pc: Newell Stamm,Sta Co struction bh Test reports may not be reproduced except in full with approval of IMTL. All results relate only to the items tested. Test reports must not be used by client to claim product endorsement by NVLAP or any agency of the US Government. TESTING RESEARCH ANALYSIS INSPECTION CONSULTING Portland Cement Concrete Soils Steel Building Products Bituminous Concrete Cot 02 01 08: 29a Aldrich Construction Co. 860-645-0138 p. 2 NDEPENDENT MATERIALS TESTING 57 N. WASHINGTON STREET P.O. BOX 745 LABORATORIES, INC. PLAINVILLE, CONNECTICUT 06062 (860) 747-1000 FAX (860) 747-6455 NV,LAP Accredited for Construction Testing Services PROCTOR TEST REPORT PROJECT: TOTAL FITNESS CLIENT: ALDRICH CONSTRUCTION CO. REPORT NO. : 001 LAB NO. : 15260 PROJECT NO. : 5200 SOURCE: N/A DATE: 04/27/01 USE: STRUCTURAL FILL SAMPLED BY: C PHILLIP REMARKS: GRADATION ASSOCIATED WITH THIS SAMPLE: Yes TEST METHODS: Test . specification: ASTM 0 1557-91 Procedure C, Modified MATERIAL DESCRIPTION: DK YLW/BRW SAND; TRACE FINES; TRACE GRVL %> 3/4 in = 0.0% TESTED BY! LC/BH TEST RESULTS Maximum dry density = 111 .0 pcf 0 timum moisture 140 Oversize correction applied to each point 130 120 10 ; SATURATION CURVES SPEC C%1%0 AVr4/,`EQUAL T0: 2. r f�';aim r! +141 90 INFOOR' CI 80 70 Ht7--+, -11 L 0 5 10 1 20 25 30 35 = W to ontent, REvIE,yED BY: f. di, i ' �.i. Test reports may of reproduced except In full with approval of IMTL Alt results rotate only to the items tested. Test reports most used by client to claim product endorsement by NVLAP or any agency of the US Govammant. TESTING RESEARCH ANALYSIS INSPECTION CONSULTING Portland Cement Concrete Solis Steel Building Products Bituminous Concrete i Oct 02 01 08: 30a Aldrich Construction Co. 860-645-0138 p. 3 NDEPENDENT MATERIALS TESTING 57 N. WASHINGTON STREET tt�tt,�r A.O. BOX 745 LABORATORIES, PLAINVILLE, CONNECTICUT 06062 (860)747-1000 FAX (860) 74y7.6?1'S5,'-.��_==;r`•r - G� NVLAP Accredited for Construction Testing Services SOIL GRADATION -. ON ASTM D-422,WET WASH ASTM D-1140 PROJECT: TOTAL FITNESSPROJECT V0: CLIENT: ALDRICH CONSTRUCTION CO. O 01 REPORT NO: ���r�i1tN �t it LAB# 15260 002 DATE: 04/30/O1 USE: STRUCTURAL FILL SAIviFLED BY: C PHILLIPS SOURCE: N/A SPEC A: WELIT SPEC GRADATION RESULTS SIEVE# %PASS SPEC.A 9U mm (3-1/2") 100.0 100 63 mm (2-I/2") 100.0 56 mm (2-1/4") 100.0 50 nun (2") ..200.0 37.5 mm (I-I/2") 100.0 25 mm {I") 100.0 19 min (3/411) 100.0 50-100 12.5 nun (I/2") 99.1 6.3 mm (1/4") 98.7 4.75 mm (#4) 98.4 2.0 mm (#10) 96.7 25-85 4251= (#40) 52.0 150 µm (#100) 5.2 75 µm (#200) 3.3 <10410 OF#4 COMPLIED WITH SPEC."A": NO ...AS PER GRADATION ABOVE SOIL DESCRIPTION: DARK YELLOW,BRO S S;TRACE GRAVEL REVIEWED BY.- PC: Jim Aldrich,Aldrich Cons lion o.,Inc. , bh . Ll .. Test reports may not be reproduced except In full wkb aPProval of IMTL. All results relate only to the kerns tested. QQ Test reports must not be used by dent to clalm Product endorsement by NVLAP or any agency of the US Government. i£ AYt,7 T/4 Cement Concr RESEARCH 'ANALYSIS INSPECTION CONSULTING Land Concrete Soils steel Building Products Bituminous concrete . Oct 03 01 08: 16a Aldrich Construction Co. 860-645-0138 p. 2 OCT-02-2001 TUE 02:28 PM GALASSO PAVING & SALES FAX NO, 8606535943 P. 02 MATERIALS, L.L.C. October 2, 2001 Aldrich Construction 48 Stock Place Manchester, CT 06040 Attn.: James Aldrich RE., CONSTITIMAMLA pt South Windsor, CT The following gradations were run at out East Granby , CT. laboratory and also tested by the State of Connecticut laboratory, Rocky Hill, CT. LARuE PROCESS STONE Siev s sln 201 114 2 1/4" 100 100 2" 97 95 - 100 8/4" 61 50 . 75 1/4" 32 25 - 45 #40 9 5 . 20 #100 3 2 • 12 Proctor: 144.3 lbs. per cu. ft. 5.9%moisture GALASSO MATERIALS, L.L.C. 1z6aWWC&MU'ePy'y Richard Murphy Quality Control Division 60 South Main Street • P.O.Box 1776 • East Granby,Connecticut o6o26 HARTFORD(660)527-1825 • EAST GRANBY(860)653-2524 • FAX(860)653-4912 • SALES FAX(e60)653-5943 An Equal oppoAunily£mployar M/FM 4 Oct 03 01 08: 16a Aldrich Construction Co. 860-645-0138 p. 3 nIVT-02-2001 TUE 02:28 PM GALASSO PAVING & SALES FAX N0, 8606535943 P. 03 MATERIALS, L. L. C. October 2, 2001 Aldrich Construction 48 Stock Place Manchester, CT 06040 Attn.: James Aldrich RE.-CONSTITUTION LANDING Gentlemen: South Windsor, CT We submit for your approval our Job Mix Formula: Plant located in East Granby, CT. ROT CLASS I #200 5 50 14 30 25 8 44 4 56 3/8 74 112 88 3/4 100 1" 100 Bitumen 5.5 Based on 2000 lbs. • Production Percentage • 5.05% @ 101 lbs. Temperature as dumped from batch plant: 300 degrees F. GENERAL PROPERTIES FOR ABOVE MIX : Coarse Aggregate: Clean, tough traprock from our quarry in East Granby, CT. Fine Aggregate: Sand from Southwick MA. Stone Screenings: From Quarry in East Granby, CT. Bitumen: PG 64.28 Asphalt Cement from New England Bituminous Terminal, Providence, RI Chevron, Portland, CT. and Vinci, Portland, CT. GALASSO MATERIALS L. L. C. 'R 0%arcl,Murphy Richard Murphy Quality Control Division 60 South Main Street- P_0.Box 1776 • East Granby,Connecticut 06026 HARTFORD(860)$27-1825 • EAST GRANBY(860)653-2524 • FAX(8W)653-4912 • SAu£S FAX(860)653-6943 An Equal Opponunhy Employsr WFM a Cct 03 01 08: 17a Rldrich Construction Co. 860-645-0138 p. 4 OCT-02-2001 TUE 02:29 PM GALASSO PAVING & SALES FAX NO. 8606535943 P, 04 MATERIALS, L_ L.C. October 2, 2001 Aldrich Construction 48 Stock Place Manchester, CT 06040 Attn.. James Aldrich = LANDING South Windsor, CT Gentlemen: We submit for your approval our Job Mix Formula: Plant located in East Granby, CT. DOT CLASS 11 #200 5 50 17 30 29 8 52 4 70 3/8 95 1/2 100 Bitumen 7.0 Based on 2000 lbs. Production Percentage 6.5%@ 130 lbs. Temperature as dumped from batch plant: 295 degrees F. GENERAL PROPERTIES FOR ABOVE MIX : Coarse Aggregate: Clean, tough traprock from our quarry in East Granby, CT. Fine Aggregate: Sand from Southwick, MA. Stone Screenings: From Quarry in East Granby, CT. Bitumen: PG 64.28 Asphalt Cement from New England Bituminous Terminal, Providence, Rl Chevron, Portland, CT, and Vinci, Portland, CT. GALASSO MATERIALS L.L.C. Rich4W&MW phy Richard Murphy Quality Control Division 60 South Main Street • P.O. Box 1776 a East Granby,Connecticut 06026 HARTFORD(860)527.1825 • EAST GRANSY(860)653-2524 * FAX(860)653-4912 • SALES FAX(860)653-5943 An Eau31 Opporrundy Employer WF/H x Nov 08 01 08: 18a Aldrich Construction Co. 860-645-0138 p. 2 ' NDEPENDENT MATERIALS TESTING 57 N. WASHINGTON STREET aF Oa1MFCr P.O. BOX 745 LABORATORIES, IN %'A,t, ^ ,., PLAINVILLE, CONNECTICUT 06062 (860) 747-1000 FAX(860) 747-6455 r SOILS REPORT ?-off 4 k9 . O CLIENT: Aldrich Construction PROJECT NO. %,F"�///lfFl{t111�� SSIp6��, PROJECT_ Constitution Landing REPORT NO. 002 " SUBJECT: Field Density Determinations DATE: 10/08/01 : ASTM D2922-96, D3017-96 PAGE: 1of2 ' INSPECTOR: Pete Davis EQUIPMENT: MC-3 MATERIAL Light Brown Sand with Fines STANDARD XiD, DESCRIPTION: COUNT: XiM` AREA See Drawing TEST LODE/ Var REPRESENTED: DEPTH: t PROCTOR 111.0 ' VALUE: WET DRY TEST $ UNIT UNIT $ NO. LOCATION ELEVATION FOIST. WT. WT. MO. 1 See Drawing Point I Final Elevation Subgrade 5.2 111.1 105.5 95.1 2 See Drawing Point 2 Final Elevation Subgrade 9.4 116.9 106.9 96.3 3 See Drawing Point 3 Final Elevation Subgrade 7.2 114.4 106.8 96.2 4 See Drawing Point 6, Final Elevation Subgrade 7.5 118.3 110.0 99.1 Basin 1 5 See Drawing Point 7, Final Elevation Subgrade 7.1 113.9 106.0 95.5 Basin 1 6 See Drawing Point 8, Final Elevation Subgrade 11.4 119.8 107.5 96.9 Basin 1 7 See Drawing Point 4 Final Elevation Subgrade 6.8 115.2 107.5 97.2 S See Drawing Point 9, Final Elevation Subgrade 8.4 116.2 107.1 96.5 Basin 2 9 See Drawing Point 10, Final Elevation Subgrade 6.5 115.5 108.5 97.7 Basin 3 10 See Drawing Point 5 Final Elevation Subgrade 6.6 114.0 107.0 96.4 PC: Jim Aldrich, Aldrich Construction ka • . J J iCL'u id Test reports may not be reproduced except in full wwv apprmi of IUTL. AN Mutts relate only to die Items tested. Test reports must not be used by dient to daim product endorsement by NVLAP or any agency of the us Government. TESTING RESEARCH ANALYSIS INSPECTION CONSULTING Portland Cement Concrete Soils Steel Building Products Bituminous Concrete ",'ov 08 01 08: 18a Aldrich Construction Co. 860-645-0138 p. 3 , Congvi rv-r oN Ir 1 �I 9' i� NOV 0 6 Constitution Landing Project No. : 5470 Report No. . 002 October 8, 2001 Page No. : 2 of 2 Nov 08 01 08: 18a Aldrich Construction Co. 860-645-0138 p. 4 NDEPENDENT .MATERIALS TESTING 57 N. WASHINGTON STREET "'�t+�+u+t!rrr,, P-O, BOX 745 LASORATORIES INC��``A� P1-AINVILLE, CONNECTiCUT 06062 (860)747-1000 FAX(860) 747-645P oP SOILS REPORT r t CLIENT: Aldrich Construction %�P PROJECT NO. '.,��F�,SlO PROJECT: Constitution Landing REPORT NO. SUBJECT: Field Density Determinations DATE: ASTM D2922-96, D3017-96` 10/03/O1 PAGE: 1 of 2 INSPECTOR: Brian Benson EQUIPMENT: MC-3 MATERIAL Structural Fill STANDARD XiD 1.06 DESCRIPTION: COUNT: XiM .96 AREA Connecticut Avenue and Talbot TEST LODE/ Normal/Var REPRESENTED: Avenue Cul-De-Sac DEPTH: PROCTOR 111.0 VALUE: TEST WET DRY UNIT UNIT $ NO. LOCATION ELEVATION MOIST. WT. WT. Cam. 1 See Drawing Top of Subgrade 10.3 121.0 110.2 99.3 2 See Drawing . Top of Subgrade 9.4 117.8 107.7 97.0 3 See Drawing Top of Subgrade 8.6 119.5 110.0 99.1 Sand was imported from the Total Fitness project. • is PC: Jim Aldrich, Aldrich Construction NOV ca 08 no Test rePorte may not be reproduced except In tug wit approval of IMTL, AN reauhs reface only to the Items tested. Test►eporls must not be used by dient to Balm product endorsement by NVLAP or any agency of the US Government. TESTING RESEARCH ANALYSIS INSPECTION CONSULTING Portland Cement Concrete Soils Steel Building d g Products Bituminous Concrete , Nov 08 01 08: 18a Aldrich Construction Co. 860-645-0138 p. 5 ' ter, 9 4.G-k4.c Ai e- 3 � l fa. AV,e bO Nov 0 6 REM Constitution Landing Project No. : 5470 Report No. : 001 October 3, 2001 Page No. : 2 of 2 C � lawn olesoup U s ` 1640 SULLIVAN AVENUE - SOUTH WINDSOR, CONN. 06074 w AREA CODE 860 /644-2511 ��Osoe•co November 6, 2001 — James Aldrich,President Aldrich Construction Company 48 Stock Place Manchester, CT 06040 RE: PAVING AFTER OCTOBER 15, 1999 Dear Mr. Aldrich: Please be advised that this Department is in receipt of your request to pave after October 15'h on Connecticut Avenue and Talbot Lane. Paving will be permitted only if the following conditions are met. 1. Weather conditions must be favorable—no paving in adverse weather. Temperature must be 400 F or warmer at start of paving. 2. Base surface of road/driveway must be 40'F or warmer. NO paving if there is frozen ground, snow/wet base conditions. 3. Owner must notify Town Engineering Division 24 hours in advance of anticipated paving date. 4. NO paving is to begin until Town has inspected site the day of paving. 5. Paving operation to follow DOT Form 814A specifications. 6. Per the Town of South Windsor Public Improvement Specifications,two(2) inches of binder course and one and one-half(1-1/2) inches minimum surface course shall be placed if paving is done after October 15t'or before April 150'. Should you fail to follow the conditions noted above, we may not accept/approve the improvements to your project. Should you have any questions regarding this matter, please feel free to contact Jeffrey Doolittle at 644-2511, extension 245. Very truly yours, Michael J. Gantick, P.E. Director of Public Works MJG/cm cc: Jeffrey Doolittle, Town Engineer Melvin C. Stead, Jr., Supt. of Street Services Mark Owens, Street Service Specialist Ed Beale,Engineering Assistant Aldrich Construction Company, Inc. 48 Stock Place Manchester, CT 06040.1930 . 860.647.7544 860.645.0138 (fax) 5 November 2001 RECEIVE® NOV 0 6 2001 Town of South Windsor SOUTH WINDSOR 1540 Sullivan Avenue ENGINEERING DEPT, South Windsor, CT 06074 Attention: Mr. Jeffrey Doolittle, Town Engineer Re: Constitution Landing Dear Jeff I am writing this letter per your request. We are attempting to pave the binder course of blacktop for Connecticut Avenue and Talbot Lane this year on November 19th. We will use a binder course of 2" thick bituminous concrete and we will install winter protection. In the spring we will come back and top coat the cul-de-sac with a 1 1/2"thick layer of surface mix. We understand that to install this pavement we need 40 degrees Fahrenheit surface temperature as well as 40 degrees air temperature with the temperature rising. If we do not have these temperatures we will not pave this season and we wait until spring to pave. We also would like to be responsible for repairing the pavement at the ditch along the gutter of the road at Talbot Lane where the pavement was removed for the new water line. We will install binder this season, come back in the spring and remove it, and replace the binder and topcoat. There was no curb along the edge of Talbot Lane. I am not sure if it was ever installed or if Barker removed it when they made their driveway improvements. If you have any questions or comments with what we are requesting in this letter, please feel free to call me anytime. With regards, Aldrich Construction Co., Inc. James D. Aldrich,President Cc: 1 —Hale Realty 1 —Galasso Materials LLC 6 ,517- 76� 4/ z y . e..s-$� f` II I� — I c M E - (� RS I 1.0 i J _/�+�- ��C ) -- I' 6 r !i �,)v,. �1 � wP ��� �, �8�.�"fir, t.�R —n�1-�c✓J 1.�;,•.'1 i 06/25/01 09:11 FAX 8606461202 MESSIER&ASSOC. 002 MDC The Metropolitan. District water supply•envirnnmcnral scrviccs•geographic information November 2, 2000 File: Constitution Landing South Windsor Developer's Permit-Agreement DVW0000902 Messier&Associates 288 Main Street Manchester, CT 06040 Dear Mr. Messier_ We have reviewed the plan and profile for the proposed water main to serve the proposed development known as Constitution Landing, South Windsor. Our revisions and notes have been added to the plan and profile. Please revise your original to conform to the marked-up plan enclosed. When the revisions have been made and the original signed by the Town Fngineer, Developer and Fire Marshal, it may be considered approved by us. The Fire Marshal's approval is for the purpose of verifying the proposed hydrant location(s), if any. In addition to the above requirements, the property corners of the subject parcel appearing on the plans shall be identified by the proper coordinates based on the Connecticut State Plane Coordinate System, for subsequent data entry into our GEOGRAPHIC INFORMATION SYSTEM, and shall be submitted on a 3.5-inch computer diskette with the files for the subdivision and design of proposed MDC facilities encoded thereon in AUTOCAD. DWG file format. This design approval is for only the water main. It is still necessary to obtain individual permits from our Utility Services Activity for each individual house or building water and/or fire service. Note that the Utility Services activity has been relocated to 60 Mumhv Road. Hartford effective February 2, 1996. Please send us eleven (11) sets of blue line prints on paper and one (1) set of mylar transparencies of the revised and "Approved" plans for our construction and record purposes. Also required is a list of each individual house or building number and street address. This information is needed in order to obtain permits. All of the above must be accomplished prior to the start of the construction. Please feel free to contact Janice Barnish, Project Manager at 278-7850, extension 3437, if there are any questions or if you need any further assistance. Sincerely, rnn fe . Ottalagana, P.eering Services Supervisor Engineering & Planning Enc. 1 set Of prints 1 Copy of letter PC: F. Dellaripa, Developer 555 Mein Saccr Paz Office Box$00 Harrfnrd,CnnneCONr 06142-0W) MlephOM 60-278-7R50 fax:R60-72a-_2679 Nov 26 01 07: 53a Aldrich Construction Co. 860-645-0138 p. 2 NDEPENDENT MATERIALS TESTING 57 N. WASHINGTON STREET `L`�iusirrr,,rr;{ P.O. Box 745 LABORATORIES, INC. PLAINVILLE, CONNECTICUT 06062 (860) 747-1000 FAX (860) 747-6455! SOILS REPORT ' r_ ;� CLIENT: Aldrich construction PROJECT NO. PROJECT: Constitution Landing - SUBJECT: Field Density Determinations REPORT NO. 003 ASTM D2922-96, D3017-96 DATE. 10/16/01 INSPECTOR: Pete Davis PAGE: 1 of 2 MATERIAL Dark Red/BrownEQUIPMENT: MC-3 Gravel with Fines STpt,�� DESCRIPTION: XiD COUNT: AREA XiM Entrance Circle, See Drawing TEST MODE/ REPRESENTED: BS DEPTH: PROCTOR 133. 5 VALUE: TEST WET DRY N0. LOCATION ELEVATION UNIT UNIT $ MST. WT. WT. CCU. 1 See Drawing Final Elevation Base 6.1 128.9 130.9 2 98.1 See Drawing Final Elevation Base 6.5 138.0 129.5 g 97.0 See Drawing Final Elevation Base 6.6 137.6 129.0 96.6 4 See Drawing Final Elevation Base 6.9 i ' 135.9 130.9 98.1 5 See Drawing Final Elevation Base 8.4 141.5 130.E 97.8 6 See Drawing Final Elevation Base 6.6 191.4 132.6 99.3 7 See Drawing Final Elevation Base 7.3 192.0 132.3 99.0 No contractors were on site at time of testing. '�- Jim Aldrich, Aldrich Construction ca Test reports may not be reproduced except in full with approval of IMTL. All results relate only to the items tested. Test reports must not be used by client to claim Product endorsement by NVLAP or any agency of the US Government TESTING RESFARCH ANALYSIS INSPECTION NOV 21 I�L4Y Portland Cement Concrete Soils steel CONSULTING Building Products BJtumMoua Concrete i� Ncv 26 01 07: 54a Aldrich Construction Co. 860-645-0138 p. 3 Constitution Landing Project No. : 5470 ,' October I6 Report No. : 0,y, 2001 Page No. : 2 of F 70 (9) r nrT 2 7 J _a N m r ♦ Df'MI Dec 05 01 03: 24p Aldrich Construction Co. 860-645-0138 p. 2 NDEPENDENT MATERIALS TESTING 57 N. WASHINGTON STREET P.O. Box 745 LABORATORIES, ING�,��``�a�.Y.-t; PLAINVILLE, CONNECTICUT 06062 (860) 747-1000 FAX (860) 747-6a55 = -, SOILS REPORT ��'e�Ofi cEt�S oU � CLIENT: Aldrich Construction PROJECT NO. �� PROJECT: Constitution Landing REPORT NO. 004 SUBJECT: Field Density Determinations DATE: 11/19/01 ASTM D2922-96, D3017-96 PAGE: 1 of 3 INSPECTOR: Brian Benson EQUIPMENT: MC-3 MATERIAL Road Base STANDARD XiD . 88 DESCRIPTION: COUNT: XiM . 95 AREA Talbot Road TEST MODE/ Normal/BS REPRESENTED: DEPTH: PROCTOR 144.3 VALUE: WET DRY TEST UNIT UNIT 96 NO. LOCATION ELEVATION MOIST. WT. WT. COMP. 1 See Drawing Finished Grade 4.5 146.2 139.9 97.0 2 See Drawing- Finished Grade 5.4 144.7 137.3 95.1 3 See Drawing Finished Grade 5.8 148.1 140.0 97.0 4 See Drawing Finished Grade 4.4 146.1 139.3 96.5 5 See Drawing Finished Grade 4.8 145.4 138.7 96.1 Proctor value provided by Client, see attached. Pc: Jim Aldrich, Aldrich Construction ka Test reports may not be reproduced except in lull with approval of 1MTL All results relate only to the items tested. Test reports must not be used by client to claim product endorsement by NVLAP or any agency of t CONSULTING he Us Government. :DEC 0Portlal SEARCH ANALYSIS INSPECTION Portland Cement Concrete Solis steel Building Products Bituminous Concrete OL V Dec 05 01 03: 24p Aldrich Construction Co. 860-645-0138 p. 3 h + INDEPENDENT TESTING � � O �J\b.A a s � rn Constitution Landing Project No. : 5470 Report No. : 004 November 19► 2001 Page No. : 2 of 3 DEC 0 5 RICO Dec 05 01 03: 25p Rldrich Construction Co. 860-645-0138 p. 4 v+ v4 wu i i uc uL-r-o ru unuiazu rtiv i nu & SH= MA NU. UbUb5.iby4J r. lie MATERIALS. L.L.C. INDEPENDENT` TESTINQOctober 2, 2001 Aldrich Construction 48 Stock Place Manchester, CT 06040 Attn.:James Aldrich CONSTITLiTIoN LANDING South Windsor, CT The following gradations were run at out East Granby , CT. laboratory anti also tested by the State of Connecticut laboratory, Rocky Hill, CT. LARGE PROCF53 STONE iev s P s'n pOT,�14 2 1/4" 100 100 2#. 97 95 • 100 3/4" 61 50- 75 1/4" 32 25 . 45 #40 9 5 . 20 #100 3 - 2 . 12 Proctor: 144.3 lbs. per cu. ft. 5•9176 moisture GALASSO MATERIALS, L.L.C. RLdtar&lHurphy Richard Murphy Quality Control Division 60 Suuth Alain Shoat • P.O.Box 1776 - East Granby,Cwnsulcui oso26 HARTFORD(860)527-1825 • EAST GRANBY(880)653.2524 • FAX(860)653-4912 • SALES FAX(860)653-5943 AA Squal 00pWft nW&Mbyw MWm Constitution Landing Project No. : 5470 Report No. : 004 November 19, 2001 Page No. : 3 of 3 DEC 0 5 Dec 05 01 03: 25p Rldrich Construction Co. 860-645-0138 p. 5 NDEPENDENT MATERIALS TESTING 57 N. WASHINGTON STREET P.O. BOX 745 LABORATORIES, INC_ PLAINVILLE, CONNECTICUT 06062 (860) 747-1000 FAX (860) 747-6456 ASPHALT REPORT OC.FS< cEcas CLIENT: Aldrich Construction PROJECT NO. PROJECT: Constitution Landing REPORT NO. 005 SUBJECT: Field Density Determinations DATE: 11/20/01 ASTM D2922-96, D3017--96 PAGE: 1 of 2 INSPECTOR: Pete Davis EQUIPMENT: MC-3 MATERIAL Class II STANDARD XiD DESCRIPTION: COUNT: XiM AREA See Drawing TEST MODE/ AC REPRESENTED: DEPTH: PROCTOR 156.5 VALUE: WET DRY TEST $ UNIT UNIT $ NO. LOCATION ELEVATION MOIST. WT. WT. COMP. 1 See Drawing Point 2 Final Elevation Class II -- 150.7 -- 96.3 2 See Drawing Point 1 Final Elevation Class II -- 152.4 -- 97.4 3 See Drawing Point 4 Final Elevation Class II -- 149.5 -- 95.5 4 See Drawing Point 3 Final Elevation Class II -- 153.7 -- 98.2 5 See Drawing Point 5 Final Elevation Class II -- 153.0 -- 97.8 1 U Pc: Jim Aldrich, Aldrich Construction ka Test reports may not be reproduced except in full with approval of IMTL All results relate only to the items tested. Test reports must not be used by client to claim product endorsement by NVLAP or any agency of the US Government. TESTING RESEARCH ANALYSIS INSPECTION CONSULTING p J Portland Cement Concrete Soft Steel Building Products Bituminous Concrete t 1 Dec 05 01 03: 25p Aldrich Construction Co. 860-645-0138 p. 6 ' t�'Uii�it�J k �E'2a•a� INDEPENDENT Lr- TESTING Q 4 Constitution Landing Project No. : 5470 Report No. : 005 November 20, 2001 Page No. : 2 of 2 Art 0 9 wM. �towm s�� Cl 4 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 SOR.00 TELEPHONE (860) 644-2511 x December 19, 2002 Mr James Aldrich, President Aldrich Construction Company, Inc. 48 Stock Place Manchester, CT 06040 Re: Constitution Landing (2000-03P) Dear Mr. Aldrich, We have reviewed the as-built plans for Constitution Landing and inspected the site to determine if the site work is completed and acceptable and if the bond can be reduced to the maintenance level. The work is substantially complete. A few ROW monuments need to be corrected in the field and on the as-built plans as described below: 1. On Talbot Lane we found an iron pin on the northeast side of the cul-de-sac. The as-built plan shows a monument there at coordinates N 174355.49, E 189827.57. This iron pin needs to be replaced with a concrete monument. 2. On Talbot Lane we could not find a monument in the western side of the cul-de-sac that is shown in the driveway to Lot 3. This needs to be set and placed in a cast iron box according to the attached detail. 3. On Connecticut Avenue, we could not find the monument on the south side of the cul-de-sac shown on coordinated N 173020.88, El88702.25. Please verify that this monument has been set or have it set. 4. On the as-built plan for Talbot Lane, change the label and symbol for an iron pin along the ROW at the property line between Lot 3 and Lot 2 to the label and symbol for a monument that was found in the field. This monument was found 1 foot deep and needs to be raised. 5. On the as-built plan for Connecticut Avenue, change the label and symbol for an iron pin along the northwest side of the cul-de-sac to the label and symbol for a monument that was found in the field. Please note that monuments should be set at grade or at most 4 inches below grade. In addition, a mylar as-built drawing of each of these roads and deeds with running descriptions of the road ROW need to be prepared, reviewed and filed before we can accept these roads. I can be reached at 644-2511 ext 245 if you have any questions. Sincerely, ieffreyDoolittle, P.E. Town Engineer Cc: Marcia Banach, Director of Planning Jeff Folger, Environmental Planner May 02 02 10: 23a Aldrich Construction Co. BGO-G45-0138 p. 2 IMTL Accurate information you can rely on. PROCTOR TEST REPORT PROJECT: ALDRICH CONSTRUCTION REPORT NO . : 003 CLIENT: ALDRICH CONSTRUCTION PROJECT NO. : 4762 LAB NO. : 16551 DATE: 04/24/02 SOURCE: GALASSO PROCESS SAMPLED BY: C PHILLIPS USE. PAVEMENT BASE GRADATION ASSOCIATED REMARKS: CONNECTICUT AVE. S. WINDSOR WITH THIS SAMPLE: Yes TEST METHODS: Test specification: AASHTO T 180 Method D, Modified MATERIAL DESCRIPTION: DK OLIVE/BRW GRVL; SOME SAND; LTL FINES %> 3/4 in = 24.2% ` Kea TESTED BY; LC/BH TEST RESULTS Maximum dry density = 149.5 pcf Optimum moisture = 7.5 % 150 i - 140 130 100% SATURATION CURVES FOR SPEC. GRAY. EQUAL TO: 2.8 2.7 w. 120 CL /-1 !, a110 + ': 100 o �tl,t1►� 90 80 - I I r IJE 0 5 10 15 20 25 30 35 40 - a er ntent , % REVIEWED BY: t Zy-o-t Independent Materials Testln boratories,Inc. T 860.747.1000 mail@imdct.com Test reports may not be reproduced except in frill with 57 N.Washipgton 5t.,P.O.Box 745,Plainville,Cr 06062 F 860.747.6455 www imdet.com approval of IMTL.All results relate to the items tested. qG U ��Lr Test reports must not be used by client to Claim product f U endorsctncnc by NVIAI'or,ny arrry of the U$Co m ment. May 02 02 10: 23a Rldrich Construction Co. 860-645-0138 p. 3 IMTL Accurate information you can rely on. SOIL GRADATION ASTM C-136, WET WASH ASTM C-117 PROJECT: ALDRICH CONSTRUCTION PROJECT NO: 4762 CLIENT: ALDRICH CONSTRUCTION REPORT NO: 004 LAB# 16551 DATE: 04/24/02 USE: PAVEMENT BASE SAMPLED BY: C P.HILIPS SOURCE. GALASSO PROCESS SPEC A: DOT CONNECTICUT AVE.S.WINDSOR GRADATION RESULTS SIEVE# %PASS SPEC, A 63 mm (2-1/2") 100 56 mm (2-1/4") 100- 100 50 mm (2") 100 95-100 37.5 mm (1-1/2") 100 25 mm (1") 93 19 mm (3/4") 76 n. 50-75 12.5 mm (1/2") 61 6.3 mm (1/411) 45 2545 4.75 mm (#4) 41 2.0 mm (#10) 30 425 µm (#40) 19 5-20 150 µm (#100) 7 2-12 751Lm (#200) 6.7 COMPLIED WITH: SPEC A: NO . . .AS PER GRADATION ABOVE SOIL DESCRIPTION: DARK OLIVES L; SAND;LITTLE FINES REVIEWED BY: -*AA1,a t, pc: Dave Aldrich,Aldric Construction bh L/ Independent Materials Testing Laboratories,Inc. T 860.747.1000 mail@imdcr.cotn Test reports may not be nproduced except in full with ., 57 N.Washingron Sr.,P.O.Box 745,Plainville,CI'06062 F 860.747.6455 www.imtict.com aPP�of IMTt..All reaths relate to the items rested. AP P n �') ^,tom{,r Tmdorsemenr by�NVLAP or yeagcng of the USGmGora" L Mai 02 02 10: 23a Aldrich Construction Co. 860-645-0138 p. 4 c x / IMTL Accurate information you can rely on. PROCTOR TEST REPORT PROJECT: ALDRICH CONSTRUCTION REPORT NO. : 003 CLIENT: ALDRICH CONSTRUCTION PROJECT NO. : 4762 LAB NO. : 16551 DATE: 04/24/02 SOURCE: GALASSO PROCESS SAMPLED BY: C PHILLIPS USE: PAVEMENT BASE GRADATION ASSOCIATED REMARKS: CONNECTICUT AVE. S. WINDSOR WITH THIS SAMPLE: Yes TEST METHODS: Test specification: AASHTO T 180 Method D, Modified MATERIAL DESCRIPTION: DK OLIVE/BRW GRVL; SOME SAND; LTL FINES %> 3/4 in = 24.2% TESTED BY: LC/BH TEST RESULTS Maximum dry density = 149.5 pcf Optimum moisture = 7.5 % 150 140 130 100% SATURATION CURVES FOR SPEC. GRAY. EQUAL TO: 2.8 2.7 120 err Cr > �t tJj( Y�0Nj L; , i t'n t L 100 Illtitt t� 90 80 �-. 0 5 10 15 - 20 25 30 35 40 a er ntent , % REVIEWED BY: Independent Materials Testin /aboratorles,Inc. T 860-747,1000 maiI@irndct.com Test reports may not be reproduced except in full with 57 N,..W [,.ton St.,P.O.Box 745,Plainville,CT 06062 F 860,747,6455 wwwimilct.com approval rt must All results byrel client n the items tested. APR 20 ��ng Test reports must not be used by client co claim product C �,�.p��:U endotsement by NVLAP or any agency of the US C—mment. May 02 02 10: 23a Rldrich Construction Co. 860-645-0138 p. 5 i� IMTL Accurate information you can rely on. SOIL GRADATION ASTM C-136,WET WASH ASTM C-117 PROJECT: ALDRICH CONSTRUCTION PROJECT NO: 4762 CLIENT. ALDRICH CONSTRUCTION. REPORT NO: 004 LAB# 16551 DATE: 04/24/02 USE: PAVEMENT BASE SAMPLED BY: C PHILLIPS SOURCE: GALASSO PROCESS SPEC A: DOT CONNECTICUT AVE.S.WINDSOR GRADATION RESULTS SIEVE# %PASS SPEC. A 63 mm (2-1/2") 100 56 mm (2-1/4") 100 100 50 mm (2") 100 95-100 37.5 mm (1-I/2") 100 25 mm (1'7 93 19 mm (3/4") 76 50-75 12.5 mm (1/2") 61 6.3 mm (1/4") 45 25-45 4.75 mm (#4) 41 2.0 mm (#10) 30 425 µm (#40) 19 5-20 150 µm (#100) 7 2-12 75 µm (#200) 6.7 COMPLIED WITH: SPEC A: NO . . .AS PER GRADATION ABOVE SOIL DESCRIPTION: DARK OLIVES L; SAND;LITTLE FINES REVIEWED BY: pc: Dave Aldrich, AldricifCon ruction bh F Independent Materials Testing Laboratories,Inc. T 860.747.1000 mail@imtict.com Test reports may not be reproduced except in full with 57 N.Washington St.,P.O.Box 745,Plainville,CT 06062 F 860.747.6455 www.imtict,com approval of IMTL.All results relate to'lie items tested. Test reports must not be used by client to claim product 1PRC�� t`; ft t-� cndorscmq"byNVLAPor any agency oftheUSGovernment. May 02 02 10: 24a Aldrich Construction Co. 860-645-0138 p. 6 IMTL Acrardte info►„Arion YOU ran rely on. Theoretical Maximum Specific Gravity and Density Client: Aldrich Construction Project No.: 4762 Project Aldrich Construction Report No.: 005. Technician. Ed Powell Date: 04/25/02 Subject' Theoretical Maximum Specific Gravity and Density of Bituminous Paving Mixtures A.STM D-2041 Remarks: Connecticut Avenue < ,.ti �.sue, co s: - o Lab No.: 16564 'c Sample Description: Class I Source: Galasso '•;�°5�OtNA tilt I���`� Theoredcal Maximum Specific Density: 159.911 Lb&ft3 i pc: Dave Aldrich, Aldrich Construction bh Mdqmndent MaterWs Testing Laboratories,Inc. T 860.747,1000 maNimdct.com Tea teponr m.y not b<rcPruduad accyt in 4dl w,rh 57 N.Wasltirsgcon Sr—t'O.Box 745,Plainville3 CT 06062 F 86o.747.6455 w ww imdcr.com appmaJ of JMT[.�1e"dtr rdatc to the hem.4 mucd. Cee reports more xat be and by chest w daun?mdud eudenerrtatt by NV1AP ur a y�y of the OS CDwmment. jn ��'tti May 02 02 10: 24a Aldrich Construction Co. 860-645-0138 p. 7 IMTL Arcurdl*information you can rely on. Theoretical Maximum Specific Gravity and Density Client: Aldrich Construction . Project No.: 4762 Project Aldrich Construction Report No.: 006 Technician: Ed Powell Date: 04/25/02 Subject: Theoretical Maximum Specific Gravity and Density of Bituminous Paving Mixtures ASTM D-2041 Remarks: Connecticut Avenue Lab No.: 16565 'n�, �,�! rl,:•�,Af.� �^ Sample Description: Gass B ~% cr •k Source. Galasso Theoretical Maldmum Specific Density: 1.53.807 Lbs/l~t' Pe. Dave Aldrich, Aldrich Construction bh Independent Materials Testing Labomtaries,Inc. T 860,747.1000 maiWimtlot.ctmt Teat reports Guy not be reproduoed dcept in full with 57 N.Washington St..110.(fox 745.Plaimillc,C1706062 F$60.747.6455 wwwimda.cpm aaatu•A of IMTL AN muha telaee"dK&ems anted. Ttst reporss knor dot in rued by dicot to daim product endmemenL by NVt.AP or umgency aft I FS cemmmnu. APR 2 0 -4 Nov 26- 02 03: 32p Aldrich Construction Co. 860-645-0138 p. 1 Aldrich Construction Company, Inc. Fa � 48 Stock Place Manchester, Cr. n;I 7544 g60.647.1 860645.0138 (fax) r:. 26 November 2002 �{ L[i U L r Town of South Windsor 1540 Sullivan Avenue 20Uo - 3 J South Windsor,Connecticut 06074 Attention. Ms.Michele Lipe, Assistant Director of Planning Re: Constitution Landing Dear Michele, The as built has been submitted for Constitution Landing and I am requesting release of the bond funds. Please let me know what the process is for the closeout of this project. If you have any questions or comments with this request,please feel free to call at any time. With regards, Aldrich Constructions Co.,Inc. James D. Aldrich,President at 11� o0j �`r A NOV 2 2002 i SGUTH v, �Rar 0 •. 710 Wn 0 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 soR•co�'` TELEPHONE(860) 644-2511 x December 19, 2002 Mr James Aldrich, President Aldrich Construction Company, Inc. 48 Stock Place Manchester, CT 06040 Re: Constitution Landing (2000-03P) Dear Mr. Aldrich, We have reviewed the as-built plans for Constitution Landing and inspected the site to determine if the site work is completed and acceptable and if the bond can be reduced to the maintenance level. The work is substantially complete. A few ROW monuments need to be corrected in the field and on the as-built plans as described below: 1. On Talbot Lane we found an iron pin on the northeast side of the cul-de-sac. The as-built plan shows a monument there at coordinates N 174355.49, E 189827.57. This iron pin needs to be replaced with a concrete monument. 2. On Talbot Lane we could not find a monument in the western side of the cul-de-sac that is shown in the driveway to Lot 3. This needs to be set and placed in a cast iron box according to the attached detail. 3. On Connecticut Avenue, we could not find the monument on the south side of the cul-de-sac shown on coordinated N 173020.88, El88702.25. Please verify that this monument has been set or have it set. 4. On the as-built plan for Talbot Lane, change the label and symbol for an iron pin along the ROW at the property line between Lot 3 and Lot 2 to the label and symbol for a monument that was found in the field. This monument was found 1 foot deep and needs to be raised. 5. On the as-built plan for Connecticut Avenue, change the label and symbol for an iron pin along the northwest side of the cul-de-sac to the label and symbol for a monument that was found in the field. Please note that monuments should be set at grade or at most 4 inches below grade. In addition, a mylar as-built drawing of each of these roads and deeds with running descriptions of the road ROW need to be prepared, reviewed and filed before we can accept these roads. I can be reached at 644-2511 ext 245 if you have any questions. Sincerely, ieffr"eyDoittle, P.E. Town Engineer Cc: Marcia Banach, Director of Planning Jeff Folger, Environmental Planner CAST CR13SS IN TOP MIN. �1 6 00' DRILL HOLES OR O BOTTOM • • GROUTED BASE DISC. L— PUNCH MARK 4-3/Er REINF. BAR gg 3' MIN. 3' MIN. 42' MIN. 3,000 P.S.I PLACE 4 HIGHER CONCRETE THAN GRADE d NOTE. MONUMENTATIDN TO BE SET EVEN VITH OR MAXIMUM OF 1 INCH ABOVE FINISHED GRADE. OPEN SPACE CONCRETE CONCRETE MONUMENT MONUMENT IRON PIN OR IRON PIPE CAST IRON FRAME L COVER FOR TOWN BOUNDARY MARKER MIN. VGT. 62 lbs. - CONFORM TO AASHTO - M105 CLASS 25 A I A 1/4' DEPRESSION 1' Ij I COVER DIM. 12' x BIT. CONC. 2 PLAN VIEW . • STREETLINE 10 MONUMENT 3� 1'-4j' CROSS — SECTION STREETLINE MONUMENT IN DRIVEWAY COVER DETAIL NOT TO SCALE TOWN -OF SOUTH WINDSOR AVM STANDARD DETAIL MONUMENTATiON DETAILS JUNE, 1"7 REVISED: PUBLIC woRKs DIRECTOR SpurN se4 Town V/ S-Oum ?d&U&Olt m 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 SOR•CON� AREA CODE 860/644-2511 June 25, 2003 Mr. Robert Talbot Hale Realty, LLC P.O. Box 300 Manchester, CT 06045-0600 Re: Appl 00-03 ,Constitution Landing Bond Dear Mr. Talbot: This is to advise you that the June 17, 2003 meeting, the Planning and Zoning Commission reduced the subdivision bond for Constitution Landing from$212,394.00 to $21,000.00. Please forward the appropriate bond at your earliest convenience. Sincerely, Kevin McCann, Chairman Planning and Zoning Commission KMcC/kah cc: Town Engineer Chief Building Official `•mot < a�� �- j`; �. P^ IMPO : ESS;AGFD.. FOR_ , mar A.M. DATE 1[U TIME yO�" P.M. k_ M ran AloQ kk OF PHONE 1W75 y y AREA CODE NUMBER EXTENSION LI FAX p MOBILE 4 AREA bODE - NUMBERTIMETO CALL,: t y TELEPHO�itp P ,8.E GALL: CAWTC�I�y& fll V1(1ALk AGAIN I WEWT6 I U IIiE YQI RIwTiJt�NECI YOUR,Ct LLB WIWFAX YOU 4a MESSAGE 1.� fee'fi(�G duJ 9. p J0h �; - SIGNED - ,r - TOPS FORM 4005 , I LITHO IN U.S.A. _ Y L/M/T OF F/ELO ' FLAGGED 72` 74 T'ETLANOS �7YP� 76 76 i • 1 I • .............WF 1-125 �� J I I INSTALL ,sl/4`x I 6WRaPATI0N • FOR STERIZ04MON \ /AIRTEST I I lALW ��\ INSTALL 12 G4TF Ir�A/.J. I „ intsrALL 12 x �` .✓ 'L4r 3 ,w . ANv .,� Fh?al/ G4TE N 3T 70 ??.5 6wD o Cr41Oyy B4S/N � = 259'-53'-24" � � F%NSTALL CIP cw 1= 72.00' H/GH POINT , 35 two Or'SAW Ar 1 i � 7y T.F. wf 85.97' TOP cr ` = o = 326.59' ELEY=75.2B '� s 1 7�: z LAn! 7Q. c = 110.40' GUTTER ELEI! hrd. Brng. _ • =74.82 = 79-11'-34" ® i � R T W F. b I _ zo.sg 0.68' La = 6R.8 1-30 1• _ � j 34.55' -•N' � f Chrd. Brng. _ N 81'-13'-51" WNEO'7�i'L,T 3 , .tho vr,�rr RxE_ OT 2 F o �zc w)Z- / fro � A „ • R.xE � bBgLE �4 -� \ 6 � S'/N DZ77AV 66t;3ts , •\ � ` 15rIFC� � = 00'-4l'-45" �P rA�.(' I ;�` 2f 161a '`d. :,Ar� O T = 2.40 0o ARUM; �9 \ La = 4.81' FR = TA�VE E F1�3Q Tf,/E9.� .i v \ �0 A N S+ Lc = 4.81' 02'-48'-35" �� 396.00' N .i%0 h� 51'OF $% � Chrd. Brng. _S� 5 �4L^P S 58'-49'-30" W 9.71' 19.42' \ �A1 1 \ G = 00--45'-05"' Lc = 19.42' L`-N y' R = 396.00' Chrd. Brng. _ �_ PROPOSED GEOTE90SIO '� T = 2.60' N 59'-07'-49" E 7,77 �S/LT FENCE FOR EROS/ON `'�v,I. S \ �` 4� txa �- La = 5.19' AND SEO/MENT CONTROL DURING ���'� 8`2 �' ti �' at'R4112 AT- Lc = 5.19' CONSTRUCT/ON �TyP� ...- ��� , \•V, ass n g'S41r a,7-•wo,ut M Chrd. Brng. _ `` `scv-� 2+ At;fwEA7 ro hpz, N 58'-06'-05" E ? f It o Exisn 22.5'A/✓. BEND- ?'lYATt7P o Ersn � ' WF eax , ! 97SE AMO CaVVir?� NEW�47fR2-10 ADO � l� �ROMWG4&- - EXOSIIMG C 46.AATt?? T.F.= ;Ufo �. .�' Tt7rAc � in��-ss�s I (cL. o spa ��.4> �/ /��i' t END/INL) v�igl E11/EIPCYL�APA •r�0 .,�... ... Y.�uLr `_`\ PLU/1 'Ma Ar OMW 1 NAA>AW C4 R(SYN �Ar �� t�W.F. ' i ! �� ,�'I't� �9'15:,�AV s ss ` 11 /BHT lt� 01�!/N ANv AWA47AAV '1-140• ° ► 1-�� a� Ate',Sa407 Y 1 / -- 1 . � • i _�_�' J'� � S9N/TARP _ • i �tL4NHOLE Am M/Imr/R'7fp ,Slx/11y • H!F. V ' i T.F.= 73.03 57AY 7 AW dV I �c • • r .-143 END i 1REF Eq, /E7VT `� • )wE� — � — PLAN -- ` SC4LE- • `. wr N O ; y `� H!F. /S(�d1/ RE&7Y Ca1/,�iVY 1\ h 0 2-5 ASMWWS AW 47 J Z h rls v ► P 77 .S Y�1/ENrAnL'Yv.S'1RZVnIRE I'�/• '�1.�%' 15�9 r .,rs •. , f�'I • RMW ' - - .' !/�� o � PJ4l71iOl2SED TYPE Z• T. 185 A5r&L G1P av t I \ �_ ANY. `//G'H PO NT 3! DO Gig.SIN/T.1RY I I Z �P OF CURB svphw MzMwavt 76 I /Ar A01PN/.1/!/// 73 eG ✓c' err a 72,3S 74 =7,i 82 - I GP elm, / S ti R = 25.00 S I v 20.68'La = e � 1 Lc = 31.87' Chrd. Bmg. _ N 81'-13'-51" / 1Aw f, ^" r A1 E=)F RACE f16 Gig ,& = 00'-41'-45" -AL \ _ r396.00- 2*16.18 .4rsma i� La =14.81' ,f \ >� Lc = 4.81' •'069.40/1i� o \ -• Chrd. Brng. = a . ��/p •51' ` $ S 58'-49'-30" W } AT.�06m R = 396.( T = 2.60' �.4u�t•£c%J .� \ • 1 Rs'YE La = 5.1 C. w EX67A�C Lc = 5.1 c SCJ _ \ Qr PAK - Chrd. Bmc 73 ��, 1, .SI r A7T a/T AW AMMV N 58'-06 tt Ow72, 3$ ,/6 72 , �G AW.-69.149IV g- .48 72.6 4. SSW?ARY 7�. T ,�J �o• ?/�u�'a' s� ��• --M4NYOLE 7.3.10 ?`t - 7�.�S '1N.-elf swv A14!-qm 4w >5'N.51W 7.7$ AW.-MAT Zf'AV Jq- -� W.F. /6 72. 3� e Ce .7 73 c CIO • 4sd �- /j vl � -) �/ � MEMORANDUM To: Marcia Banach, Director of Planning From:Jeffrey B. Doolittle, P.E., Town Engineer Date: 6/17/03 RE: Constitution Landing (#00-03P) The Engineering Division has inspected the new cul-de-sac's at the end of Connecticut Avenue and Talbot Lane for the above referenced project and finds that the public improvements are substantially complete. Therefore, 1 recommend that the bonds be reduced to the maintenance level. O•N N SF,q c U s C, 1540 SULLIVAN AVENUE SOUTH WINDSOR, CONN. 06074 �f�oSOR,co AREA CODE 860/644-2511 June 25, 2003 Mr. Robert Talbot Hale Realty, LLC P.O. Box 300 Manchester, CT 06045-0600 Re: App100-03P, Constitution Landing Bond Dear Mr. Talbot: This is to advise you that the June 17, 2003 meeting, the Planning and Zoning Commission reduced the subdivision bond for Constitution Landing from $212,394.00 to $21,000.00. Please forward the appropriate bond at your earliest convenience. Sincerely, Kevin McCann, Chairman Planning and Zoning Commission KMcC/kah cc: Town Engineer Chief Building Official Received Date: 7 July 24, 2006 Marcia A Banach, AICP Director of Planning Town of South Windsor Town Hall 1549 Sullivan Avenue South Windsor, Ct. 06074 Re: Constitution Landing Industrial Park Cash Savings Accounts(4)held as Performance Bond Dear Ms. Banach: Jim Aldrich of Aldrich Construction Company has inquired on our behalf as to what open items were needed from the above project in order that the funds be released. The only item he was informed of was removal of the plastic soil erosion detention on the property near the cul-de-sac at Connecticut Avenue. This task has been completed. I would like to formally request that the cash savings accounts held as a bond for the Constitution Landing Industrial Park be released. All of these accounts are in my name. Please contact me if I may be of any assistance. Thank you for your cooperation in this matter. Sincerely, Roger W. Talbot, Sr.,Member Hale Realty, LLC a/k/a Constitution Landing Industrial Park P O Box 300 Manchester, CT 06045-0300 Cell 883-4740 1O'N Se4 C -0� O-Psoam 2v&U&O 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 SOR•CO�� TELEPHONE (860) 644-2511 August 17,2006 Roger W. Talbot, Sr. Hale Realty Constitution Landing Subdivision PO Box 300 Manchester, CT 06045-0300 Dear Madam/Sir: Re: Appl 00-03P, Constitution Landing This is to advise you that the Planning and Zoning Commission voted on August 15,2006 to release the IWA/CC bonds in the amount of$25,000.00, $15,000.00 and$5,000.00. The maintenance bond of $21,000.00 is also released. Advance arrangements should be made to pick up the bond to ensure that the necessary contact person(s) will be available. If you have any further questions contact the Planning Department at 644-2511, ext. 252. Thank you. Ve truly yours, Patrick Kennedy, Chairman Planning and Zoning Commission PK/pmm cc: Town Engineer March 28, 2006 MAR 2 7 2006 Marcia A. Banach, AICP Director of Planning Town of South Windsor Town Hall 1540 Sullivan Avenue South Windsor, Ct. 06074 Dear Ms. Banach: On behalf of Hale Realty, LLC I would like to respectfully request that the Town of South Windsor release the bank accounts held as Bond for the Constitution Landing Industrial Park. It is my understanding that we have completed all necessary requirements requested by your department. Sincerely, Z Talbot, Sr. Member Hale Realty, LLC P O Box 8383 Manchester, Ct. 06042-8383