HomeMy WebLinkAboutConsultant Review - 1895 GREAT POND ROAD 2/3/1999 6,1111 DeVellis Associates
MEMO Land Planning Civil Engineering
NONE
February 3, 1999
Mr. John Chessia, P.E.
Coler& Colantonio,Inc.
101 Accord Park Drive Gtr
Norwell,MA 02061-1685
Re: Engineering Review
_UNING RPM`
Yameen Property, Great Pond Road (A.P 35, Lot 5)
North Andover
Dear Mr. Chessia:
DeVellis Associates Inc. (DAI)has prepared the following responses to your review
comments listed in your December 21, 1998 letter to Ms. Colwell,the North Andover
Town Planner for the above referenced project. Please also find attached drainage
calculations and test pit logs to assist you in your review of the project.
Comment:
1. Section 4.136) 4) c) ii) 1) The Lake Cochichewick high water mark should be
shown on the plan. It should be noted that the lake may flood into Lot A through the
reported 6" VC pipe. Based on our site visit we do not agree that the existing pipe is a 6
in. V C.pipe.
Response:
The Lake Cochichewick annual high water mark has been graphically added to the plan.
The existing 6 inch V.C. pipe has been verified to be a 12 inch diameter pipe. DAI
concurs that the lake may flood into Lot A through the 12 inch diameter pipe.
Comment:
2. Section 4.136) 4) c) ii) 2.) It is unclear if the Conservation Commission has
confirmed the wetland limits.
Response:
The Conservation Commission has confirmed the wetland limits as shown on plan. An
Order of Condition was issued on October 15, 1997-
2310 Washington Street,Suite 320-Newton, MA 02162- Phone: 617 964 2195 - Fax: 617 630 9593
1PON DeVellis Associates
Moms
■■II Land Planning / Civil Engineering
Comment:
3. Section 4.136) 4.) g.) The entire lot is located within the designated 325'non-
discharge zone. Design calculations and invert elevations for the proposed infiltration
systems have not been included. It is not clear that the proposed crushed stone drains
are adequate for collection of all pavement runoff. Test pits for the proposed site
development were not included. We recommend that test pits,performed by a certified
soil evaluator and witnessed by an agent of the town be performed at the location of
proposed infiltration structures. These test pits should identify soil type,permeability
and maximum seasonal groundwater. The plan states that final design of the leaching
dry well is subject to soil testing. It is unclear when testing is proposed and what would
be done if testing indicates unsatisfactory material.
Response:
Design calculations and invert elevations for the proposed infiltration systems have been
included. The crushed stone trenches, as shown on plan, along the driveway have enough
capacity to handle the volume of runoff to be recharged into the ground according to
criteria set forth in the Massachusetts D.E.P. Stormwater Policy Handbook, March 1997
(calculations attached). Test pits were performed by certified soil evaluator and
witnessed by Carlton Brown, an agent of the Town, on January 27, 1999. These test pits
identified soil type,percolation rates, and maximum seasonal groundwater(test logs
attached).
Comment:
4. According to the proposed contours, the culvert at the intersection of Great Pond Road
and the proposed common driveway would not properly drain. Calculations and analysis
of the existing and proposed culvert should be included and address existing and
proposed elevations. The capacity of the existing pipe should be calculated. It has not
been demonstrated that this project will not increase flooding at the culvert.
Response:
Presently,the area of the proposed culvert and driveway crossing ponds to approximately
elevation 116.1 before draining. The proposed culvert and grading at the proposed
driveway crossing is designed to drain the area in a similar fashion, thus maintaining the
existing hydrological condition of this area. The increase in runoff to the existing culvert
is insignificant(refer to TR-20 calculations) and will not adversely impact flooding at the
existing culvert or Lake Cochichewick.
2
'•':® DeVellis Associates
■■n"
11111 Land Planning / Civil Engineering
Comment:
S. We note that Barker Street is listed as an abutter.
Response:
The abutter listed as"Barker Street" should read"Barker Street Realty Trust".
Comment:
6 The proposed wetland replication area is not located in the proximity of the wetland
to be filled. This may impact flood storage volume.
Response:
The proposed wetland replication area has been approved by the Conservation
Commission,with an approximate 2:1 replacement ratio within the same watershed.
Comment:
7. The crowning of the proposed common driveway should be indicated in the plan view,
together with the proposed crushed stone strip. The grading does not appear to reflect
the crushed stone area. Based on our review of the grading plan, it appears that most of
the runofffrom the driveway would concentrate near wetland flagA-6.
Response:
The crowning of the proposed driveway has not been shown in plan view for clarity
purposes. In DAI's opinion the grading of the proposed driveway as shown on plan
coupled with the driveway cross-section satisfactorily illustrates the intent of the
proposed driveway grading. The crushed stone trenches are proposed for the southern
portion of the driveway only (refer to notation on site plan for limits). In DAI's opinion
the grading in this portion of the driveway does reflect the crushed stone trenches. DAI
concurs that half of the northern portion of the driveway runoff will concentrate near
wetland flag A-6.
3
MEN DeVellis Associates
■■■■
■o■® Land Planning / Civil Engineering
Comment:
8. It is possible that the proposed earth cuts for the construction of the northern half of
the drive will experience groundwater weeping. This is counter to the intent of the By-
Law. We recommend that groundwater depth be determined in these areas.
Response:
The maximum historic high groundwater in the area in question was established at
approximately 30 inches below existing grade. The method used to establish high
groundwater was the Massachusetts DEP soil evaluation method. The proposed earth
cuts for the construction of the northern half of the drive may experience groundwater
weeping, during the time period evidenced by the historic soil mottling. Stone trenches
within this area are not proposed.
I hope that these responses have adequately addressed Coler and Colantonio Inc.'s
comments. However, should you need any additional information or have any questions
please do not hesitate to call me at(617) 964-2195.
Thank you for your continued cooperation.
Very truly yours,
C/'DEVELLIS ASSOCIATES, INC.
James J. DeVellis, P.E.
Principal
0 i l 0/4,00, i%i
Chris Huntress, Geller Associates
Thomas Caffrey, Caffrey & Smith
Kenneth Yameen
4
•�W DeVellis Associates Computations
S m Land Planning/Civil Engineering
Project Yameen Property Project#
Location N.Andover, MA Sheet 1 of 1
Calculated by SAB Date 1/29/99
Checked by Date
Title Groundwater Recharge
_a _w
Objective: To provide adequate storage volume of stormwater runoff to be recharged to the groundwater
Methodology: Using Criteria set forth in the Massachusetts DEP Stormwater Policy Handbook, March 1997
for Recharge to Groundwater(Standard 3)
Volume to Recharge for Hydrological Soil Group C
=0.1 inches of runoff x Total Impervious Area
Total Roof Impervious area =2,100 sf
Total Driveway Impervious area = 8,700 sf
Recharge
Volume
Required: Volume to Recharge from Roof=2,100 sf x(0.10 inches/ 12 inches/foot)= 18 cf
Volume to Recharge from Driveway= 8,700 sf x(0.10 inches/12 inches/foot) =73 cf
Method of
Groundwater
Recharge: Roof: Provide a 4 ft x 8 ftx 1.5 ft deep precast flow diffusor with 3 ft x 1 ft dp. of stone on sides.
Driveway: Provide 12 in. x 12 in. deep stone trenches along both sides of the southern portion
of the driveway.
Recharge
Volume
Provided: Roof: flow diffussor= 1ft deep x 4 ft x 8 ft= 32 cf
stone=((1ft deep x 3 ft x 4 ft x 2) + (1 ft deep x3ft x14ftx2))x40%voids=43cf
total =75 cf
Driveway: 1 ft x 1 ft x 150 ft x 2 x 40%voids = 120 cf
Roof: 75 cf> 18 cf ok
Driveway: 120 cf> 73 cf ok
•�0 DeVellis Associates Computations
nw Land Planning/Civil Engineering
Project Yameen Property Project#
Location N. Andover, MA Sheet 1 of 1
Calculated by SAB Date 1/29/99
Checked by Date
Title DRAINAGE CALCULATIONS
Objective: To illustrate that flooding will not increase at the existing culvert and size the
proposed culvert at the proposed driveway/wetland crossing
Methodology: TR-20 was used to determine peak rates of runoff to the existing culvert
TR-55 was used to determine peak rates of runoff to the proposed culvert
Existing 2 Year Storm 10 Year Storm 100 Year Storm
Culvert: Discharge Existing Proposed Existing Proposed Existing Proposed
Point (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
Existing
Culvert 2.5 2.84* 5.37 5.83* 9.99 10.56*
*Does not take into account roof and driveway infiltration.
Conclusion: The slight increases of 0.34, 0.46, and 0.57 cfs for the 2, 10, and 100 year storms
respectively are considered insignificant, and will not adversly impact flooding
at the existing culvert.
Proposed Peak runoff to the proposed culvert=5 cfs (calculations attached)
Culvert:
Size culvert using chart 1 from the FHA Hydraulic Design of Highway Culverts September 1985
(attached)for a 25 year storm
Using chart 1 (inlet control culvert)with a headwater of approximately 1.2 ft yields a
a capacity of 3.2 cfs for a 12 in. diameter culvert.
Therefore use 2- 12 in. diameter culverts
Capacity provided 6.4 cfs > Capacity required 5 cfs ok
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REVISM MAY 064 WITH INLET CONTROL
1yA1Au or ruRL10 ROAD! JMl 1163
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* * TR 20 SIN
+ * HMVersion 3.40
* TR 20 * Date 1/27/99
* * Time 15:17:13
* Project Formulation Hydrology * Input file c:\dr\yameen/l.t20
* * Output file c:\dr\yameen/l.out
xxxxxxx xxxxxx xxxxx xxxxx
x x x x x x xx
x x x x x x x
x xxxxxx x x x x
x x x x x x x
x x x x xx x
x x x xxxxxxx xxxxx
... Full Microcomputer Implementation ...
by
... Haestad Methods, Inc. ...
37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755-1666 '..
t
••****************80-80 LIST OF INPUT DATA FOR TR-20 HYDROLOGY******************
JOB TR-20 111
TITLE Yameen Property, Great Pond Road, North Andover 1/27/99
TITLE Existing and Proposed Conditions
5 RAINFL 7 0.1
8 0.000 0.001 0.002 0.003 0.004
8 0.005 0.006 0.007 0.008 0.009
8 0.010 0.011 0.012 0.013 0.014
8 0.015 0.016 0.017 0.018 0.019
8 0.020 0.021 0.022 0.023 0.024
8 0.026 0.027 0.028 0.029 0.030
8 0.031 0.032 0.034 0.035 0.036
8 0.037 0.038 0.040 0.041 0.042
8 0.043 0.045 0.046 0.047 0.049
8 0.050 0.051 0.053 0.054 0.055
8 0.057 0.058 0.060 0.061 0.063
8 0.064 0.066 0.067 0.069 0.070
8 0.072 0.074 0.075 0.077 0.079
8 0.080 0.082 0.084 0.085 0.087
8 0.089 0.091 0.093 0.095 0.097
8 0.100 0.103 0.106 0.109 0.112
8 0.115 0.118 0.121 0.124 0.127
8 0.130 0.134 0.137 0.140 0.144
8 0.148 0.151 0.155 0.159 0.163 '..
8 0.167 0.171 0.176 0.180 0.185
8 0.189 0.194 0.199 0.205 0.210
8 0.216 0.222 0.228 0.235 0.242
8 0.250 0.258 0.266 0.276 0.287
8 0.298 0.312 0.328 0.363 0.416 '..
8 0.500 0.584 0.638 0.673 0.689
8 0.702 0.714 0.725 0.734 0.743
8 0.751 0.758 0.766 0.772 0.779
8 0.785 0.790 0.796 0.801 0.806
6 0.811 0.816 0.821 0.825 0.829 '..
8 0.834 0.836 0.842 0.645 0.849 '..
8 0.853 0.857 0.860 0.864 0.867
6 0.870 0.874 0.877 0.880 0.883
8 0.886 0.889 0.892 0.895 0.898
8 0.900 0.903 0.906 0.908 0.910
8 0.911 0.913 0.915 0.917 0.919
8 0.920 0.922 0.924 0.925 0.927
8 0.929 0.930 0.932 0.933 0.935
8 0.936 0.938 0.939 0.941 0.942
8 0.944 0.945 0.946 0.948 0.949
8 0.951 0.952 0.953 0.955 0.956
8 0.957 0.958 0.960 0.961 0.962
8 0.963 0.965 0.966 0.967 0.968
a+++a+++++++++aa++++++80-80 LIST OF INPUT DATA (CONTINUED)*******+a++++a+a+++++a
8 0.969 0.971 0.972 0.973 0.979
8 0.975 0.976 0.977 0.978 0.979
8 0.981 0.982 0.983 0.989 0.985
8 0.986 0.987 0.988 0.989 0.990
8 _ 0.991 0.992 0.993 0.999 0.995
8 0.996 0.997 0.998 0.999 1.000
8 1.000 1.000 1.000 1.000 1.000
9 ENDTBL
6 RUNOFF 1 001 1 0.009359 73 .11 1 1 1 EX-1
6 RUNOFF 1 002 2 0.009359 75 0.11 1 1 1 PR-1
ENDATA
7 INCREM 6 0.1
7 COMPUT 7 001 002 0.0 3.1 17 2 1 2 2-year
ENDCMP 1
7 C014PUT 7 001 002 0.0 9.5 17 2 1 10 10-year
ENDCMP 1
7 C014PUT 7 001 002 0.0 6.5 17 2 1 99 100-year
ENDCMP 1
ENDJOB 2
++a++++++aa++++++a+++++++++++++END OF 80-80 LIST**+++a+*+++++++++++++++++++aaaaa
TR20 XEQ 1/27/99 Yameen Property, Great Pond Road, North Andover 1/27/99 JOB 1 PASS 1
REV 09/01/83 Existing and Proposed Conditions PAGE 1
COMPUTER PROGRAM FOR PROJECT FORMULATION - HYDROLOGY USER NOTES
THE USERS MMANUAL FOR THIS PROGRAM IS THE MAY 1982 DRAFT OF TR-20. CHANGES FRO19 THE 2/19/79 VERSION INCLUDE:
REACH ROUTING - THE MODIFIED ATT-KIN ROUTING PROCEDURE REPLACES THE CONVEX METHOD. INPUT DATA PREPARED FOR
PREVIOUS PROGRAM VERSIONS USING CONVEX ROUTING COEFFICIENTS WILL NOT RUN ON THIS VERSION.
THE PREFERRED TYPE OF DATA ENTRY IS CROSS SECTION DATA REPRESENTATIVE OF A REACH. IT IS RECOMMENDED THAT
THE OPTIONAL CROSS SECTION DISCHARGE-AREA PLOTS BE OBTAINED WHENEVER NEW CROSS SECTION DATA IS ENTERED.
THE PLOTS SHOULD BE CHECKED FOR REASONABLENESS AND ADEQUACY OF INPUT DATA FOR THE C014PUTATION OF "M"
VALUES USED IN THE ROUTING PROCEDURE.
GUIDELINES FOR DETERMINING OR ANALYZING REACH LENGTHS AND COEFFICIENTS (X,M) ARE AVAILABLE IN THE USERS
MANUAL. SUMMARY TABLE 2 DISPLAYS REACH ROUTING RESULTS AND ROUTING PARAMETERS FOR COMPARISON AND CHECKING.
HYDROGRAPH GENERATION - THE PROCEDURE TO CALCULATE THE INTERNAL TIME INCREMENT AND PEAK TIME OF THE UNIT
HYDROGRAPH HAVE BEEN IMPROVED. PEAK DISCHARGES AND TIMES MAY DIFFER FROM THE PREVIOUS VERSION._ OUTPUT
HYDROGRAPHS ARE STILL INTERPOLATED, PRINTED, AND ROUTED AT THE USER SELECTED 14AIN TIME INCREMENT.
INTERMEDIATE PEAKS - METHOD ADDED TO PROVIDE DISCHARGES AT INTERMEDIATE POINTS WITHIN REACHES WITHOUT ROUTING.
OTHER - THIS VERSION CONTAINS SOME ADDITIONS TO THE INPUT AND NUMEROUS MODIFICATIONS TO THE OUTPUT.. USER
OPTIONS HAVE BEEN MODIFIED AND AUGMENTED ON THE JOB RECORD, RAINTABLES ADDED, ERROR AND WARNING MESSAGES
EXPANDED, AND THE SUMMARY TABLES COMPLETELY REVISED. THE HOLDOUT OPTION IS NOT OPERATIONAL AT THIS TIME.
PROGRAM QUESTIONS OR PROBLEMS SHOULD BE DIRECTED TO HYDRAULIC ENGINEERS AT THE SCS NATIONAL TECHNICAL CENTERS: '..
CHESTER, PA (NORTHEAST) -- 215-999-3933, FORT WORTH, TX (SOUTH) -- 339-5292 (FTS)
LINCOLN, NB (MIDWEST) -- 591-5318 (FTS), PORTLAND, OR (WEST) -- 923-9099 (FTS)
OR HYDROLOGY UNIT, ENGINEERING DIVISION, LANHAM, MD -- 936-7383 (FTS).
PROGRAM CHANGES SINCE MAY 1982:
12/17/82 - CORRECT PEAK RATE FACTOR FOR USER ENTERED DIMHYD
CORRECT REACH ROUTING PEAK TRAVEL TIME PRINTED WITH FULLPRINT OPTION
5/02/83 - CORRECT COMPUTATIONS FOR ---
1. DIVISION OF BASEFLOW IN DIVERT OPERATION
2. HYDROGRAPH VOLUME SPLIT BETWEEN BASEFLOW AND ABOVE BASEFLOW
3. CROSS SECTION DATA PLOTTING POSITION
9. INTERMEDIATE PEAK WHEN "FROM" AREA IS LARGER THAN "THRU" AREA
5. STORAGE ROUTED REACH TRAVEL TIME FOR MULTIPEAK HYDROGRAPH
6. ORDERING "FLOW-FREQ" FILE FROM SUMMARY TABLE #3 DATA
7. BASEFLOW ENTERED WITH READHYD
8. LOW FLOW SPLIT DURING DIVERT PROCEDURE #2 WHEN SECTION RATINGS START AT DIFFERENT ELEVATIONS
ENHANCEMENTS ---
1. REPLACE USER MANUAL ERROR CODES (PAGE 9-9 TO 9-11) WITH MESSAGES
2. LABEL OUTPUT HYDROGRAPH FILES WITH CROSS SECTION/STRUCTURE, ALTERNATE AND STORM NO'S
09/01/83 - CORRECT INPUT AND OUTPUT ERRORS FOR INTERMEDIATE PEAKS
CORRECT C014BINATION OF RATING TABLES FOR DIVERT
CHECK REACH ROUTING PARAMETERS FOR ACCEPTABLE LIMITS
ELIMINATE MINIMUM REACH TRAVEL TIME WHEN ATT-KIN COEFFICIENT EQUALS ONE
TR20 XEQ 1/27/99 Yameen Property, Great Pond Road, North Andover 1/27/99 JOB 1 PASS 1 '..
REV 09/01/83 Existing and Proposed Conditions PAGE 2
EXECUTIVE CONTROL OPERATION INCREM RECORD ID
MAIN TIME INCREMENT = .10 HOURS
EXECUTIVE CONTROL OPERATION COMPUT RECORD ID 2-year
FROM XSECTION 1 TO XSECTION 2
STARTING TIME _ .00 RAIN DEPTH = 3.10 RAIN DURATION= 1.00 RAIN TABLE NO.= 7 ANT. MOIST. COND= 2
ALTERNATE NO.= 1 STORM NO.= 2 MAIN TIME INCREMENT = .10 HOURS
OPERATION RUNOFF CROSS SECTION 1
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
12.12 2.50 (RUNOFF) '..
TIME(HRS) FIRST HYDROGRAPH POINT = .00 HOURS TIME INCREMENT = .10 HOURS DRAINAGE AREA = .00 SQ.MI.
11.00 DISCHG .01 .01 .02 .04 .06 .08 .11 .16 .39 .84
12.00 DISCHG 1.77 2.48 2.15 1.54 .85 .58 .52 .48 .41 .40
13.00 DISCHG .36 .32 .35 .29 .31 .29 .24 .27 .24 .24
14.00 DISCHG .24 .24 .24 .20 .19 .23 .20 .20 .16 .18
15.00 DISCHG .20 .20 .16 .19 .16 .15 .19 .16 .15 .15 '..
16.00 DISCHG .15 .15 .15 .15 .15 .12 .14 .15 .12 .10 '..
17.00 DISCHG .06 .09 .10 .10 .10 .07 .09 .10 .07 .09
18.00 DISCHG .10 .07 .09 .06 .09 .06 .09 .06 .09 .07
19.00 DISCHG .09 .06 .05 .09 .07 .09 .07 .05 .09 .07
20.00 DISCHG .05 .05 .09 .07 .05 .05 .09 .07 .05 .05
21.00 DISCHG .05 .09 .07 .05 .05 .05 .05 .05 .05 .05
22.00 DISCHG .09 .07 .06 .05 .05 .05 .05 .05 .05 .05
23.00 DISCHG .05 .05 .05 .05 .05 .05 .05 .05 .05 .05
24.00 DISCHG .01 .00
RUNOFF VOLUME ABOVE BASEFLOW = .92 WATERSHED INCHES, 2.58 CFS-HRS, .21 ACRE-FEET; BASEFLOW = .00 CFS
OPERATION RUNOFF CROSS SECTION 2
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
12.11 2.84 (RUNOFF)
TIME(HRS) FIRST HYDROGRAPH POINT = .00 HOURS TIME INCREMENT = .10 HOURS DRAINAGE AREA = .00 SQ.14I.
10.00 DISCHG .00 .00 .00 .00 .00 .00 .00 .01 .02 .02
11.00 DISCHG .03 .05 .05 .08 .10 .12 .17 .22 .52 1.03
12.00 DISCHG 2.09 2.83 2.40 1.70 .93 .64 .57 .52 .45 .43
13.00 DISCHG .40 .35 .38 .32 .34 .31 .26 .29 .26 .25
14.00 DISCHG .25 .26 .26 .22 .21 .25 .22 .21 .17 .20
15.00 DISCHG .21 .21 .17 .20 .17 .16 .20 .17 .16 .16
16.00 DISCHG .16 .16 .16 .16 .16 .12 .15 .16 .12 .11
17.00 DISCHG .07 .10 .11 .11 .11 .07 .10 .11 .07 .10
18.00 DISCHG .11 .07 .10 .07 .10 .07 .10 .07 .10 .07
TR20 XEQ 1/27/99 Yameen Property, Great Pond Road, North Andover 1/27/99 JOB 1 PASS 1
REV 09/01/83 Existing and Proposed Conditions PAGE 3
19.00 DISCHG .10 .07 .06 .10 .07 .10 .07 .06 .10 .07
20.00 DISCHG .06 .06 .10 .07 .06 .06 .10 .07 .06 .06
21.00 DISCHG .06 .10 .07 .06 .06 .06 .06 .06 .06 .06
22.00 DISCHG .10 .07 .06 .06 .06 .06 .06 .06 .06 .06
23.00 DISCHG .06 .06 .06 .06 .06 .06 .06 .06 .06 .06
24.00 DISCHG .01 .00
RUNOFF VOLUME ABOVE BASEFLOW = 1.02 WATERSHED INCHES, 2.88 CFS-HRS, .24 ACRE-FEET; BASEFLOW = .00 CFS
EXECUTIVE CONTROL OPERATION ENDCMP RECORD ID
COMPUTATIONS COMPLETED FOR PASS 1
EXECUTIVE CONTROL OPERATION COMPUT RECORD ID 10-year
FROM XSECTION 1 TO XSECTION 2
STARTING TIME _ .00 RAIN DEPTH = 4.50 RAIN DURATION= 1.00 RAIN TABLE NO.= 7 ANT. MOIST. COND= 2
ALTERNATE NO.= 1 STORM N0.=10 MAIN TIME INCREMENT = .10 HOURS
OPERATION RUNOFF CROSS SECTION 1
PEAK TI14E(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) '..
12.10 5.37 (RUNOFF)
TIME(HRS) FIRST HYDROGRAPH POINT = .00 HOURS TIME INCREMENT = .10 HOURS DRAINAGE AREA= .00 SQ.MI.
9.00 DISCHG .00 .00 .00 .00 .00 .00 .00 .01 .02 .02 '..
10.00 DISCHG .03 .04 .04 .06 .06 .08 .09 .10 .12 .14
11.00 DISCHG .17 .18 .20 .26 .31 .34 .44 .56 1.22 2.26
12.00 DISCHG 4.21 5.37 4.38 3.05 1.65 1.12 .99 .91 .78 .75
13.00 DISCHG .69 .61 .65 .55 .58 .53 .45 .49 .45 .43
14.00 DISCHG .43 .43 .44 .37 .35 .42 .37 .35 .29 .33
15.00 DISCHG .35 .36 .29 .34 .29 .27 .34 .29 .27 .27
16.00 DISCHG .27 .27 .27 .27 .27 .21 .25 .27 .21 .18
17.00 DISCHG .11 .16 .18 .18 .18 .12 .16 .18 .12 .16 '..
18.00 DISCHG .18 .12 .16 .11 .16 .11 .16 .11 .16 .11
19.00 DISCHG .16 .11 .10 .16 .12 .16 .12 .10 .16 .12
20.00 DISCHG .10 .09 .16 .12 .10 .09 .16 .12 .10 .09
21.00 DISCHG .09 .16 .12 .10 .09 .09 .09 .09 .09 .09
22.00 DISCHG .17 .12 .10 .09 .09 .09 .09 .09 .09 .09
23.00 DISCHG .10 .10 .10 .10 .10 .10 .10 .10 .10 .09
24.00 DISCHG .02 .00
RUNOFF VOLU14E ABOVE BASEFLOW = 1.89 WATERSHED INCHES, 5.32 CFS-HRS, .44 ACRE-FEET; BASEFLOW = .00 CFS
OPERATION RUNOFF CROSS SECTION 2
TR20 XEQ 1/27/99 Yameen Property, Great Pond Road, North Andover 1/27/99 JOB 1 PASS 2
REV 09/01/83 Existing and Proposed Conditions PAGE 4
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
12.10 5.83 (RUNOFF)
TIME(HRS) FIRST HYDROGRAPH POINT = .00 HOURS TIME INCREMENT = .10 HOURS DRAINAGE AREA= .00 SQ.MI.
9.00 DISCHG .00 .00 .00 .01 .02 .02 .03 .04 .04 .05
10.00 DISCHG .05 .06 .07 .09 .09 .11 .12 .13 .16 .18
11.00 DISCHG .21 .23 .25 .31 .38 .41 .53 ..66 1.41 2.55
12.00 DISCHG 4.65 5.83 4.71 3.25 1.76 1.19 1.05 .97 .82 .79
13.00 DISCHG .72 .64 .69 .58 .61 .56 .47 .52 .47 .46
14.00 DISCHG .46 .46 .46 .39 .37 .44 .39 .37 .30 .35
15.00 DISCHG .37 .37 .30 .35 .30 .28 .35 .30 .28 .28 '..
16.00 DISCHG .28 .28 .28 .29 .29 .21 .26 .28 .22 .19
17.00 DISCHG .12 .17 .19 .19 .19 .12 .17 .19 .12 .17
18.00 DISCHG .19 .12 .17 .12 .17 .12 .17 .12 .17 .12
19.00 DISCHG .17 .12 .10 .17 .12 .17 .12 .10 .17 .12
20.00 DISCHG .10 .10 .17 .12 .10 .10 .17 .12 .10 .10
21.00 DISCHG .10 .17 .12 .10 .10 .10 .10 .10 .10 .10 '..
22.00 DISCHG .17 .12 .10 .10 .10 .10 .10 .10 .10 .10
23.00 DISCHG .10 .10 .10 .10 .10 .10 .10 .10 .10 .10
24.00 DISCHG .03 .00 '',...
RUNOFF VOLU14E ABOVE BASEFLOW = 2.05 WATERSHED INCHES, 5.75 CFS-HRS, .48 ACRE-FEET; BASEFLOW = .00 CPS
EXECUTIVE CONTROL OPERATION ENDCMP RECORD ID
COMPUTATIONS COMPLETED FOR PASS 2
EXECUTIVE CONTROL OPERATION COMPUT RECORD ID 100-year
FROM XSECTION 1 TO XSECTION 2
STARTING TIME _ .00 RAIN DEPTH = 6.50 RAIN DURATION= 1.00 RAIN TABLE NO.= 7 ANT. MOIST. COND= 2
ALTERNATE NO.= 1 STOR14 N0.=99 MAIN TIME INCREMENT = .10 HOURS
OPERATION RUNOFF CROSS SECTION 1
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
12.10 9.99 (RUNOFF)
TIME(HRS) FIRST HYDROGRAPH POINT = .00 HOURS TIME INCREMENT = .10 HOURS DRAINAGE AREA = .00 SQ.MI.
8.00 DISCHG .00 .00 .01 .01 .02 .03 .04 .04 .04 .06
9.00 DISCHG .07 .07 .08 .10 .11 .11 .12 .15 .15 .17
10.00 DISCHG .16 .19 - .21 .26 .25 .29 .31 .33 .38 .41
11.00 DISCHG .48 .51 .54 .66 .78 .83 1.05 1.29 2.69 4.70
12.00 DISCHG 8.25 9.99 7.88 5.37 2.88 1.95 1.71 1.57 1.34 1.27
13.00 DISCHG 1.17 1.03 1.11 .93 .97 .90 .76 .83 .76 .73
14.00 DISCHG .73 .73 .73 .62 .59 .70 .62 .59 .48 .56
15.00 DISCHG .59 .59 .48 .56 .48 .45 .56 .48 .45 .45
El
TR20 XEQ 1/27/99 Yameen Property, Great Pond Road, North Andover 1/27/99 JOB 1 PASS 3
REV 09/01/63 Existing and Proposed Conditions PAGE 5
16.00 DISCHG .45 .45 .45 .45 .45 .34 .42 .45 .34 .30
17.00 DISCHG .19 .27 .30 .30 .30 .19 .27 .30 .19 .27
18.00 DISCHG .30 .19 .27 .19 .27 .19 .27 .19 .27 .19
19.00 DISCHG .27 .19 .16 .27 .19 .27 .19 .16 .27 .19
20.00 DISCHG .16 .15 .27 .19 .16 .15 .27 .19 .16 .15
21.00 DISCHG .15 .27 .19 .16 .15 .15 .15 .15 .15 .15
22.00 DISCHG .27 .19 .16 .15 .15 .15 .15 .15 .15 .15
23.00 DISCHG .15 .15 .15 .15 .15 .15 .15 .15 .15 .15
24.00 DISCHG .04 .00
RUNOFF VOLUME ABOVE BASEFLOW = 3.50 WATERSHED INCHES, 9.85 CFS-HRS, .81 ACRE-FEET; BASEFLOW = .00 CPS
OPERATION RUNOFF CROSS SECTION 2
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
12.09 10.56 (RUNOFF)
TIME(HRS) FIRST HYDROGRAPH POINT = .00 HOURS TIME INCREMENT = .10 HOURS DRAINAGE AREA = .00 SQ.MI.
7.00 DISCHG .00 .00 .00 .00 .00 .00 .00 .00 .01 .01
8.00 DISCHG .02 .03 .03 .04 .04 .05 .07 .07 .07 .09
9.00 DISCHG .11 .09 .12 .13 .14 .15 .16 .20 .18 .22
10.00 DISCHG .20 .24 .26 .31 .29 .34 .36 .38 .44 .47
11.00 DISCHG .55 .58 .61 .74 .87 .93 1.16 1.42 2.93 5.08
12.00 DISCHG 8.81 10.55 8.26 5.61 3.00 2.03 1.77 1.63 1.39 1.32
13.00 DISCHG 1.21 1.07 1.15 .96 1.01 .93 .79 .86 .78 .75
14.00 DISCHG .75 .75 .75 .64 .61 .72 .64 .61 .49 .57
15.00 DISCHG .61 .61 .50 .58 .49 .46 .58 .50 .46 .46
16.00 DISCHG .46 .46 .46 .46 .46 .35 .43 .46 .35 .31
17.00 DISCHG .19 .27 .31 .31 .31 .20 .28 .31 .19 .28
18.00 DISCHG .31 .20 .28 .19 .28 .19 .28 .19 .28 .19
19.00 DISCHG .28 .19 .16 .27 .19 .28 .19 .16 .27 .19
20.00 DISCHG .16 .16 .27 .19 .16 .16 .27 .19 .16 .16
21.00 DISCHG .16 .27 .19 .16 .16 .16 .16 .16 .16 .16
22.00 DISCHG .28 .19 .16 .16 .16 .16 .16 .16 .16 .16
23.00 DISCHG .16 .16 .16 .16 .16 .16 .16 .16 .16 .16
24.00 DISCHG .04 .00
RUNOFF VOLUME ABOVE BASEFLOW = 3.70 WATERSHED INCHES, 10.42 CFS-HRS, .86 ACRE-FEET; BASEFLOW = .00 CFS
EXECUTIVE CONTROL OPERATION ENDCMP RECORD ID
C014PUTATIONS C014PLETED FOR PASS 3
EXECUTIVE CONTROL OPERATION ENDJOB RECORD ID
TR20 XEQ 1/27/99 Yameen Property, Great Pond Road, North Andover 1/27/99 JOB 1 SUMMARY
REV 09/01/83 Existing and Proposed Conditions PAGE 6
SUMMARY TABLE 1 - SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL INSTRUCTIONS IN THE ORDER PERFORMED
(A 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 PEAK DISCHARGE
STRUCTURE CONTROL DRAINAGE TABLE MOIST TIME ------------------------- RUNOFF --------------------------------------
ID OPERATION AREA # COND INCREM BEGIN A14OUNT DURATION AMOUNT ELEVATION TIME RATE I RATE
(SQ MI) (HR) (HR) (IN) (HR) (IN) (FT) (HR) (CFS) (CSM)
ALTERNATE 1 STORM 2
XSECTION 1 RUNOFF .00 7 2 .10 .0 3.10 23.90 .92 --- 12.12 2.50 573.8
XSECTION 2 RUNOFF .00 7 2 .10 .0 3.10 23.90 1.02 --- 12.11 2.84 651.8 '..
ALTERNATE 1 STOR14 10
XSECTION 1 RUNOFF .00 7 2 .10 .0 4.50 23.90 1.89 --- 12.10 5.37 1232.2
XSECTION 2 RUNOFF .00 7 2 .10 .0 4.50 23.90 2.05 --- 12.10 5.83 1338.0
ALTERNATE 1 STORM 99 '..
XSECTION 1 RUNOFF .00 7 2 .10 .0 6.50 23.90 3.50 --- 12.10 9.99 2292.9
XSECTION 2 RUNOFF .00 7 2 .10 .0 6.50 23.90 3.70 --- 12.09 10.56 2421.8
TR20 XEQ 1/27/99 Yameen Property, Great Pond Road, North Andover 1/27/99 JOB 1 SU&41ARY
REV 09/01/83 Existing and Proposed Conditions PAGE 7
SUMMARY TABLE 3 - DISCHARGE (CFS) AT XSECTIONS AND STRUCTURES FOR ALL STORMS AND ALTERNATES
XSECTION/ DRAINAGE
STRUCTURE AREA STORM NUMBERS..........
ID (SQ MI) 2 10 99
XSECTION 1 .00
ALTERNATE 1 2.50 5.37 9.99
XSECTION 2 .00
ALTERNATE 1 2.84 5.83 10.56
Quick TR-55 Version: 5 .46 SIN: 1803000002 Page 1
TR-55 TABULAR HYDROGRAPH METHOD
Type III Distribution
(24 hr. Duration Storm)
Executed: 01-29-1999 17 : 04 : 02
Watershed file : --> c: \drain\antron\YAM2 WSD
Hydrograph file : --> c:\drain\antron\YAM2 HYD
YAMEEN PROPERTY
GREAT POND ROAD
NORTH ANDOVER, MA
CULVERT ANALYSIS
>>>> Input Parameters Used to Compute Hydrograph <<<<
-------------------------------------------------------------------------------
Subarea AREA CN Tc * Tt Precip. I Runoff Ia/p
Description (acres) (hrs) (hrs) (in) (in) input/used
-------------------------------------------------------------------------------
A 2 . 00 73 . 0 0 . 20 0 . 00 5 .40 2 . 60 . 14 . 10
-------------------------------------------------------------------------------
* Travel time from subarea outfall to composite watershed outfall point .
Total area = 2 . 00 acres or ,—D-. 00313 sq.mi
Peak discharge = 5 cfs
>>>> Computer Modifications of Input Parameters <<<<<
-------------------------------------------------------------------------------
Input Values Rounded Values Ia/p
Subarea Tc * Tt Tc * Tt Interpolated Ia/p
Description (hr) (hr) (hr) (hr) (Yes/No) Messages
----------------------------------_---------------------------------------------
A 0 . 20 0 . 00 ** ** No --
-------------------------------------------------------------------------------
* Travel time from subarea outfall to composite watershed outfall point .
** Tc & Tt are available in the hydrograph tables .
Quick TR-55 Version: 5 .46 SIN: 1803000002 Page 2
TR-55 TABULAR HYDROGRAPH METHOD
Type III Distribution
(24 hr. Duration Storm)
Executed: 01-29-1999 17 :04 : 02
Watershed file: --> c :\drain\antron\YAM2 WSD
Hydrograph file : --> c :\drain\antron\YAM2 HYD
YAMEEN PROPERTY
GREAT POND ROAD
NORTH ANDOVER, MA
CULVERT ANALYSIS
>>>> Summary of Subarea Times to Peak <<<<
Peak Discharge at Time to Peak at
Composite Outfall Composite Outfall
Subarea (cfs) (hrs)
-------------- -------------- ------------
A 5 12 .3
-------------- -------------- ------------
Composite Watershed 5 12 .3
Quick TR-55 Version: 5 .46 SIN: 1803000002 Page 4
TR-55 TABULAR HYDROGRAPH METHOD
Type III Distribution
(24 hr. Duration Storm)
Executed: 01-29-1999 17 : 04 : 02
Watershed file : --> c :\drain\antron\YAM2 WSD
Hydrograph file : --> c : \drain\antron\YAM2 HYD
YAMEEN PROPERTY
GREAT POND ROAD
NORTH ANDOVER, MA
CULVERT ANALYSIS
Time Flow Time Flow
(hrs) (cf s) (hrs) (cf s)
----------------- -----------------
11. 0 0 14 . 8 0
11 . 1 0 14 . 9 0
11 . 2 0 15 . 0 0
11.3 0 15 . 1 0
11 .4 0 15 . 2 0
11. 5 0 15 . 3 0
11 . 6 0 15 .4 0
11 . 7 0 15 .5 0
11. 8 1 15 . 6 0
11 . 9 1 15 . 7 0
12 . 0 1 15 . 8 0
12 . 1 2 15 . 9 0
12 . 2 4 16 . 0 0
12 . 3 5 16 . 1 0
12 .4 4 16 . 2 0
12 . 5 3 16 .3 0
12 . 6 2 16 .4 0
12 . 7 2 16 . 5 0
12 . 8 1 16 . 6 0
12 . 9 1 16 . 7 0
13 . 0 1 16 . 8 0
13 . 1 1 16 . 9 0
13 . 2 1 17 . 0 0
13 . 3 1 17 . 1 0
13 .4 1 17 . 2 0
13 . 5 1 17 . 3 0
13 . 6 0 17 .4 0
13 . 7 0 17 . 5 0
13 . 8 0 17 . 6 0
13 . 9 0 17 . 7 0
14 . 0 0 17 . 8 0
14 . 1 0 17 . 9 0
14 .2 0 18 . 0 0
14 . 3 0 18 . 1 0
14 .4 0 18 . 2 0
14 . 5 0 18 . 3 0
14 . 6 0 18 . 4 0
FORM 11 - SOIL EVALUATOR FOR
Page 2 of
Location Address or Lot No. A? L®'
On-site Review
Deep Hole Number ..�.:.. .:. Date..:,t-.
2�-Sc� Time:.:.:1Q;,DO:►a wI, Weather C_Lee. ti......5"*F
Location (identify on site plan)
Land Use Slope (%) ` 5-g. Surface Stones
Vegetation
Landform
Position on landscape (sketch on the back) ...: :..::.:.::::..::::::::::::.:::::.:.:::.,.:.,. ::.::.:::::.:.:,::...:: .:_ ..
Distances from:
Open Water Body .��°n: = feet Drainage way..'y.°.°+ feet
Possible Wet Area .::.Zoe.± feet Property Line .,:::rid..} feet
Drinking Water Well :::::.:..:....::.. feet Other
DEEP OBSERVATION HOLE LOG*
Depth from Soil Horizon Soil Texture. Soll olor Soil
Other
Surface(Inches) (USDA) (Munsell) Mottling (Structure,Stones,G aveljrs, Consistency,
o-
5fo,41 10'AVA
g S�o-up`l t'0YkoA 10 JR sly, t`lorsE < 5.4 &-,a-*J at.-
C$ ')A-t4k)l LOAM 4.S `� 40/3 > Io°fo &(LvWRFLt ILo(t Fit-) 5-to°/n .
3o
Lu i,oR-:
DepthtoBedrock: j,)p-0F _LO
Parent Material(geologic)
Dth to Groundwater: Standing Water in the Hole: I16 Weeping from Pit Face:
ea
Estimated Seasonal High Ground Water:
DEP APPROVED FORM-12107/95
FORM 11 - SOIL EVALUATOR FOR `
Page 2 of
Location Address or Lot No. pr Q 3S LOTS A "0005(L) &A.
On-site Review
Deep Hole Number ..::.::v.:;. Date:.::.l.'Z - 11 Time:.::\�.'.:30. x`^ Weather Gt, ► ft.:.:.` S:tl.:+('..
Location (identify on site plan). :, .::.:.:;:::...::..:.::::,:::.:...:.:.:.:::..:.,..:....:::::.::::.::::::.:::..:...:.:.:.,:::::.:.::::::.:....:::::::::.:::::::....:::._.....::.
Land Use Slope (%) Surface Stones :.:::..:::.:.:C:G W: ::..: . .....:.: :..
Vegetation !Js�o,Q. _::.::+.al.,�tG•NT,:.uN:l.r�R-.c3.2uS:r4...::::.. .:..:.. :.:.....
Landform
Position on landscape (sketch on the back) .:::
Distances from:
Open Water Body .3 0q t feet Drainage way.>500t feet
Possible Wet Area .::.::.l.o: .-+ feet Property Line .:::x.30:4.:. feet
Drinking Water Well ::::..:::.:....::... feet Other ....:
DEEP OBSERVATION HOLE LOG*
Depth from Soil Horizon Soil Texture. Soil Color Soil Other
Surface(Inches) (USDA) (Munsell) Mottling (Structure,Stones,Boulders, Consistency, %
Gravel)
' d_ q`� A 5►+*�0� �oWvN �,5'IR. 3It 1.`oN� �'Q-�u4(b1.ls+ .
k3 �NQI L°wvwi to q0' S`L tku
w
Z2in_ )l.L" (� Swt L04w" L'S 514 7 Lo fo G S°`o JaL COOQAJ5S .
la`t(L big
Parent Material(geologic) Depthtobedrock: )10415
Death to Groundwater: Standing Water in the Hole: 10 e) Weeping from Pit Face:
Estimated Seasonal High Ground Water: 30u
DEP APPROVED FORM-12107/95
FORM 12 - PERCOLATION TEST
i
Location Address or Lot No. FOP 3S , S
COMMONWEALTH OFMASSACHUSETTS
►4 ,�oo��c�.. , Massachusetts
Percolation Test*
Date: :::.::.:..:.:.a:-Z. :'.It Time:..::::.::1:Qa3.a..: `^
Observation Hole#
Depth of Perc �S
Start Pre-soak
End Pre-soak �p 4G AV,,,
Time at 12"
Time at W" 11 ��e %AVIA.
Time at 6"
ice. •
Time (9"-6 1
Rate Min./Inch gp
* Minimum of 1 percolation test must be performed in both the primary area AW
reserve area.
Site Passed ❑ Site Failed ❑
......................................................................................................................................_.. .................
Performed By: -SArW
Witnessed By: G V�tt-�"�'o rL ►�O�u�� PoR-i �r�c>���r-�ac�- q�g -46�-8s�c4.
Comments: 7.
DEP APPROVED FORM-12/07/95