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Home My WebLink AboutDrainage Study for NA Commerce Center 12-04-1998 NORTHDRAINAGE STUDY FOR DOER COMMERCE CENTER CLARK STREET NORTH ANDOVER, MASSACHUSETTS December 4, 1998 Prepared For: One Clark North Andover, LLC 121 Middle Street Portland, Maine 04101 Prepared By: f Appledore Engineering, Inc. x 600 State Street, Suite D. LA Portsmouth, New Hampshire 03801 ,£v� (1275-ds.doc) „� North Andover Commerce Center Clark Street North Andover, Massachusetts TABLE OF CONTENTS 1.0 Project Description Site Location Plan (USGS) Soil Survey (SCS) 2.0 Summary 3.0 Calculation Methods 4.0 Pre-Development Condition 5.0 Post-Development Condition 6.0 Structure Analysis 7.0 Best Management Practices Appendix A: Supporting Calculations Pre-Development Calculations Post-Development Calculations Post-Development On-site Structure Analysis Appendix B: Charts, Etc. North Andover Commerce Center Table of Contents Clark Street North Andover, Massachusetts 1.0 - PROJECT DESCRIPTION The project consists of the demolishing approximately 72,000 sf of existing building and constructing a 56,675 sf addition. This will provide 168,735 sf of office/warehouse area on the east side of Clark Street. On the west side of Clark Street an existing 8181 sf building will be renovated to office space. In addition to the building construction, additional parking will be provided as well as revised truck loading areas. As part of the proposed project, a constructed wetland has been designed to provide stormwater treatment for new pavement areas prior to discharging stormwater to the adjacent wetlands. Currently, the stormwater receives little treatment before discharging to the same wetland. The project site is located on Clark Street at the old Borden Chemical Plant. The topography of the site is fairly flat with a steep slope on the south property line. The soils located on-site are classified as Urban (previously disturbed). We have assumed a soil group of `C' for all soils on site except the wetland soils which were classified as group `D'. Our assumption was based on several soil borings taken around the site. The existing groundwater in the soils was observed very close to the surface. North Andover Commerce Center Project Description Clark Street North Andover, Massachusetts tt6� T !� s water Tank 1 Y �cl( i}j f. rrr f' i g l tt�F fS fi + LAt9lRENGE f'' UNICIPAL Al k 9d1.'r 4S11 f,V 4t t� _ , p ' rl _ * '.t r y_... ,�{--t C;. �,-•- _-- y.�:.. c� - -pU-ping ""`;• Cia r ' /'" 8M y ,'� * �S �t�}�a ,� 1�Imo` � � ,,� /�•-. v 3':7{°` j ��1 r � i�, I i�f �5 c ,., •, P � b Dou e-d Red 6Gk � + " D ly 13 ' Bridge ` � ! ♦ '� ` %' �� •s'r `tom. e y ;p> ♦ c y .. s �_ e l py �N�t. k 0 � { _ - 7 �l e • U5AF ��'�l��"`} f � � �.-'a ��. n �' � � �� (� 1 F�r"` ��`�.�` Y'r/yr' Mlemonal � t k -- Parkr �� f ,,. 3 ' _s !7 .� ,:t p� SITE LOCATION PLAN Source: AEI S&"-t�d— LAWRENCE, MASSACHUSETTS Appledore Engineering, Inc. BBo stat..�smt.° NORTH ANDOVER 7.5 x 15 MINUTE QUADRANGLE P-t--Lb.X—BampahW 03801 (M)4M—BBSB COMMERCE CENTER SCALE: 1:25,000 DATE: OCTOBER 19, 1998 CLARK STREET PROJECT No.: 1275 NORTH ANDOVER, MASSACHUSETTS FILE: 1275USGS c YbtS s { " au a p' 3 b 6C PaC r PcE�1 Pa ` r AI DEN I L4f 5 We �f $Jg Wp ` ' �' m #c � \i ¢ n PbD D t AgA 1 De WpDr Ws D a s., � aZ ,��"'� ; �3 s""Yx t t •—.,.. W n B .:: � �� ,+i �d k ; '. ti De->st . `s Pe: ��. �,c �Se :;�. 1•,s- �#, Me -'sP-r�- t� ab� ta, •-'- Sy EF 5 h+ a 3:'y i'£ -rat R. 1' z z. w PbD�(V) ,-- 1� •1� � f � r� u, {-�,.. �4 "y._ r� `` 04 "1�Yu r .;-,� t �P al. Ur t ww xi �R3 1 s x.1 f (, s.�a W�C o�� ;'%A Y,t ,1 ��` , r��j_�'r� �sAr -.,,e PaB:_� }� t�,�rx� e x,��X `•Pc e2(� StB C/`r,. ° '� a4 P t 1 sd �' yh� .f'} � � � � ..•Q1 � 'Pw1x�z, ,� �kµ '`i,:� �•:' Wn8 Wn� " Wa6 y $ PbD r d• 0 1 e 9 t P aZRIB WnB'. De Pa6 5 �3hi a y� 5er s, IT °x+ •` sa /�r - ��rty �� s r�� -a• hd ��i t ':PaD .. � .'_� ram' �• •` t 4rn ,gam: .,�•-fi- ,:,a i z�"' �S c kT !M PaB tr �r A � % � a z�y ,�� WE, Sr Etid ? >• ,c,-o"•+5Y �f � .F"�:i ;s'.:�F , 4 � '� 'fit j-- �� `,�' ` ' f",}��t , yp{�8d'`� "'�, •';,,� :.,':1 � �°�3s �, P y o-� . 3 a Wr t Y' '�y � ��x �� R �+ `- ��+.�- t Pafl: i ` Wr8�+�,�,..:e � Pa6 ar` „}�' .ae, a Se rt•*., 'Itxry. #r t-i�u f7a Ur, i, 4w� s ?` o Pa8 t s ti z e r vtt t� t ae , Wr6 P rB17 ' d � y y UY 'P taE?a6 �r �' �" f? r£ 1• neA:F L q�'' r 1 a Pb De Pa D r,1" rr'+ath - ^+kroj` :Le j L t W r B `'P6 r s PaB LAWIZENCE a r: .�. = � b MtINjC�IPAL � r t A. 4:.` � '� �J _: � Srq- �,.. sX9 �"i_L+ �y, "� r +� � Ms•-'�i 1 �.P�� _., ., •r tl t.... �yxgrr�ts �: 2 MC.. t + {ta> x5 ti i'r X�t/ ..�r �v� yap � ,�^ � r�{: n°'�gP�?�f��r'"`�,�j. r ��5 ��a` � �f�• .�v ."r I .- tf:..�� 'k '"� •$.�:� ��; m i a d'V!' l�C`'y��- s74�Wr��.�� i�� =� � :4'`i�� 3- �5 0,�:,, . `'"• ,,.' ..�.. t?�"� .C) r.�"-^v�� "r,> -s,x='.4.aa w �'1 E'F�."' 1 f'..s:Ed� �� '� �< .t� l Ap AW1 >"°"° SOIL LOCATION PLAN Source: sw�a,.d ""°'°"" SOIL SURVEY OF Appledore Engineering, Inc- WO ate 9tre ,Smote o NORTH ANDOVER ESSEX COUNTY, MA POrt---tb.New Hnmyablre Q9 l (800)633-B818 COMMERCE CENTER SCALE: 1: 15,840 DATE: OCTOBER 19, 1998 CLARK STREET PROJECT No.: 1275 NORTH ANDOVER, MASSACHUSETTS FILE: 1275USGS 2.0 - SUMMARY This drainage study was completed to assess the pre- and post-development runoff rates for the proposed development and to assess the proper function of the detention pond used to mitigate adverse impacts of runoff and sediment due to development. In addition, a capacity analysis was completed for the drainage infrastructure to assure proper operation during the 25-year storm event. Lastly, Best Management Practices were developed to formulate a plan that assures stormwater quality both during and after construction. The following summarizes the findings from the study. 2.1 - Pre- and Post-Development Flow Comparison: All of the runoff from the impervious areas currently enters a closed drainage system and discharges directly the wetland along the northern property line. Almost all of the post development runoff will enter a constructed wetland prior to discharging to the wetland. This constructed wetland will provide stormwater treatment as well detention to mitigate peak flows. Table 1 compares Pre and Post-development peak runoff rates for the 2-year, 10-year, and the 100-year storm events. As detailed in Table 1 the drainage system has been designed to reduce the post-development runoff rate for all three stormwater events. Due to the significant development on the existing site and the reduction in building footprint, very little detention is required. TABLE 1 COMPARISON OF PRE- AND POST-DEVELOPMENT FLOWS STORM EVENT (cfs) CONDITION 2YR 10YR 100YR Pre-Development Northerly Property 25.4 43.1 67.5 Line Post-Development Northerly Property 24.3 39.7 56.9 Line North Andover Commerce Center Summary Description Clark Street North Andover, Massachusetts 2.2 - Detention Analysis The detention pond/constructed wetland area was analyzed for the 2, 10, and 100-year storm events. The pond is designed to reduce the peak flow of stormwater existing the site. Based on the existing stormwater flows the post development stormwater flows have been reduced by approximately 8%. 2.3 - Structure Analysis The drainage pipes were analyzed for inlet and outlet control for the 25-year storm event. The drainage system was analyzed with a conservative tailwater condition of the peak pond elevation for the 100 year storm event. As depicted in the structure analysis section of this report, the drainage system is anticipated to operate without ponding or flooding on-site during the 25-year design storm. No capacity analysis has been completed for the existing drainage pipes which will remain and experience no additional impact from this project. 2.4 - Best Management Practices Best Management Practices have been incorporated into the drainage design which provide for temporary erosion control measures during the construction process, and permanent erosion control measures after construction is complete and stormwater treatment devices. Temporary measures are fully depicted in the site plan set on the detail sheet entitled "Erosion Control Detail Sheets". Temporary measures include silt fence around the perimeter of construction, haybale barriers around each of the catchbasin inlets during construction until the site has been paved and stabilized. Permanent erosion control measures include turf establishment on all disturbed areas which have not been paved and a riprap apron at the discharge pipe outlet. Stormwater treatment devices include sumps in the catchbasins and a detention basin/constructed wetland. North Andover Commerce Center Summary Description Clark Street North Andover, Massachusetts 3.0 - CALCULATION METHODS The design storms analyzed in this study are the 2-year, 10-year, and 100-year storm events. The Soil Conservation Service TR20 model(') was utilized to predict the peak runoff rates from these storm events. A Type III storm pattern was utilized in the model. The time of concentration was computed utilizing the Lag Method which provides a means of determining time by utilizing watershed characteristics such as slope, length and the runoff curve number. Reference #1 contains a full description of the time of concentration methodology utilized in this report. Drainage structures were sized for the 25-year storm utilizing peak run off rates from the TR-20 method. Structure Subcatchments were identified and stormwater flows were routed through the system. Hydraulics calculations for the drainage structures were analyzed for inlet and outlet control, maximum headwater and discharge velocity for the 25-year storm event using a computer program entitled "Dodson Hydraulics Library"('). References.- 1. Microcomputer Implementation of the Mainframe Fortran Program: TR-20, Project Formulation Hydrology, by Soil Conservation Services, distributed by Haested Methods, Waterbury, CT. 2. Massachusetts Department of Environmental Protection, Stormwater Management Policy, Volume 1, and 2. 3. The Dodson Hydraulics Library, 1987, Dodson & Associates, Houston, TX North Andover Commerce Center Calculation Methods Clark Street North Andover, Massachusetts 4.0 - PRE-DEVELOPMENT CONDITION: The pre-development condition is characterized by one (1) catchment area. This watershed is depicted on the Pre-Development Watershed Plan attached to this report. 5.0 - POST-DEVELOPMENT CONDITION The post-development condition is characterized by three (3) watershed areas. The post-development analysis will allow for a direct comparison between the pre- and post- development peak runoff rates to assess the impact of the project. The three (3) watershed areas are depicted upon the attached Post-Development Watershed Plan. 6.0 - STRUCTURE ANALYSIS The drainage pipes were analyzed for capacity with the 25 year, type III storm event. A separate model depicting subcatchment areas for each of the catchbasins was created. 7.0 - BEST MANAGEMENT PRACTICES Best management practices for this project include temporary erosion control measures, permanent erosion control measures and stormwater treatment devices. Temporary erosion control measures which will be enacted during construction are fully detailed on the site plans in the detail sheet entitled "Erosion Control Detail Sheet" and numbered as Sheet C-7. These measures include construction sequencing, haybales and silt fences, provisions for stabilization of inactive areas. Permanent erosion control measures include turf establishment of all disturbed areas which have not been paved. Stormwater treatment devices include sumps in the catchbasins to remove sediments from stormwater and a constructed wetland/detention basin to remove pollutants common to stormwater runoff. The detention basin/wetland enhancement area has been designed to improve the quality of stormwater runoff and mitigate on-site wetland impacts. The proposed ponds will accept stormwater runoff from approximately 8 acres of land consisting of commercial developments, woods, parking areas, office buildings and access roads. North Andover Commerce Center Pre-Development Condition Clark Street North Andover, Massachusetts APPENDIX A PRE-DEVELOPMENT CALCULATIONS * TR 20 SIN * HMVersion 3.40 TR 20 * Date 11/04/98 * Time 8:35:49 Project Formulation Hydrology * Input file 1275PRE.IN * Output file 1275PRE.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 ***************80-80 LIST OF INPUT DATA FOR TR-20 HYDROLOGY****************** i TR-20 SUMMARY 'LE 1275 N. ANDOVER 'LE PRE-DEVELOPMENT RAINFL 7 .25 0.0 .0025 .005 .0075 .010 .0125 .015 .0175 .020 .023 .026 .0285 .031 .034 .037 .040 .043 .0465 .050 .0535 .057 .0605 .064 .068 .072 .076 .080 .084 .089 .094 .100 .107 .115 .122 .130 .139 .148 .157 .167 .178 .189 .202 .216 .231 .250 .271 .298 .345 .500 .655 .702 .729 .751 .769 .785 .798 .811 .823 .834 .844 .853 .862 .870 .878 .886 .893 .900 .906 .911 .916 .920 .924 .928 .932 .936 .940 .944 .9475 .951 .954 .957 .960 .963 .966 .969 .972 .975 .978 .981 .9835 .986 .9885 .991 .9935 .996 .998 1.000 1.00 1.00 1.00 ENDTBL 422.�I/.��'j) -N Jc LjY/2.5� RUNOFF 1 001 1 0.03154966 85.5 0.3090 ENDATA INCREM 6 0.1 COMPUT 7 001 001 0.0 3.1 1.0 7 2 01 02 ENDCMP 1 COMPUT 7 001 001 0.0 4.5 1.0 7 2 01 10 ENDCMP 1 COMPUT 7 001 001 0.0 5.3 1.0 7 2 01 25 ENDCMP 1 COMPUT 7 001 001 0.0 6.4 1.0 7 2 01 99 ENDCMP 1 ENDJOB 2 k xxxxxxxxxxxxxxxxxxxxxxxxx***END OF 80-80 LISTxxxxxxxxxxxxxxxxxxxx+xxxxxx+*xxx 10 XEQ 11/04/98 N. ANDOVER JOB 1 SUMMARY REV 09/01/83 DEVELOPMENT PAGE 3 QMARY 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.) -TION/ STANDARD RAIN ANTEC MAIN PRECIPITATION PEAK DISCHARGE =TURE CONTROL DRAINAGE TABLE MOIST TIME ------------------------- RUNOFF -------------- ---------- ID OPERATION AREA # 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 ;CTION 1 RUNOFF .03 7 2 .10 .0 3.10 24.00 1.71 --- 12.29 25.40 805.1 ALTERNATE 1 STORM 10 3CTION 1 RUNOFF .03 7 2 .10 .0 4.50 24.00 2.95 --- 12.28 43.14 1367.4 ALTERNATE 1 STORM 25 ECTION 1 RUNOFF .03 7 2 .10 .0 5.30 24.00 3.69 --- 12.27 5 .41 1692.8 ALTERNATE 1 STORM 99 =ION 1 RUNOFF .03 7 2 .10 .0 6.40 24.00 4.73 --- 12.27 67.54 2140.8 0 XEQ 11/04/98 N. ANDOVER JOB 1 SUMMARY REV 09/01/83 DEVELOPMENT PAGE 4 IMARY TABLE 3 - DISCHARGE (CPS) AT XSECTIONS AND STRUCTURES FOR ALL STORMS AND ALTERNATES :CTION/ DRAINAGE '.UCTURE AREA STORM NUMBERS. ....... .. D (SQ MI) 2 10 25 99 IECTION 1 .03 ALTERNATE 1 25.40 43.14 53.41 67.54 NORTH ANDOVER COMMERCE CENTER NORTH ANDOVER, MASSACHUSETTS PRE-DEVELOPMENT WATERSHED#1 CALCULATED BY: BM CHECKED BY: BM Tc= 1.67L^0.8((1,000/CN)-9)^0.7 DATE: NOVEMBER 6, 1998 1,900S^0.5 C AREA SOIL NAME acres PRODUCT AND COVER sq. mi. OF HYDROLOGIC GROUP DESCRIPTION x % CN X AREA GROUP C WOODS,FAIR 73 22.50 1642.50 GROUP C LAWN,GOOD 74 22.10 1635.40 GROUP D WETLAND 80 8.90 712.00 IMPERVIOUS PAVEMENT 98 25.40 2489.20 IMPERVIOUS BUILDING 98 21.10 2067.80 TOTALS =j 100.001 8546.90 USE CN = 85.5 POST-DEVELOPMENT WATERSHED AREA= 0.03154966 Square Miles CN = 85.5 L= 1,704 Ft. S = 4,80 % Tc= 0.309 Hours POST-DEVELOPMENT CALCULATIONS * TR 20 SIN * HMVersion 3.40 TR 20 * Date 11/25/98 * Time : 13:52:17 Project Formulation Hydrology * Input file 1275POST.IN * Output file 1275POST.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 *************80-80 LIST OF INPUT DATA FOR TR-20 HYDROLOGY****************** 'R-20 SUMMARY 1275 N. ANDOVER PRE-DEVELOPMENT �INFL 7 .25 0.0 .0025 .005 .0075 .010 .0125 .015 .0175 .020 .023 .026 .0285 .031 .034 .037 .040 .043 .0465 .050 .0535 .057 .0605 .064 .068 .072 .076 .080 .084 .089 .094 .100 .107 .115 .122 .130 .139 .148 .157 .167 .178 .189 .202 .216 .231 .250 .271 .298 .345 .500 .655 .702 .729 .751 .769 .785 .798 .811 .823 .834 .844 _J .853 .862 .870 .876 .886 .893 .900 .906 .911 .916 .920 .924 .928 .932 .936 .940 .944 .9475 .951 .954 .957 .960 .963 .966 .969 .972 .975 .978 .961 .9835 .986 .9885 .991 .9935 .996 .998 1.000 1.00 1.00 1.00 INDTBL ',TRUCT O1 107.0 0.0 0.0000 108.0 14.2 0.2887 b/V 110.0 19.0 0.9536 112.0 29.0 1.7207 114.0 35.0 2.5785 116.0 40.0 3.5317 118.0 45.0 4.5844'8//��f\ 3NDTBL 42eq ZUNOFF 1 001 1 0.01096716 89.8 0.1830 ZUNOFF 1 002 2 0.00142709 97.5 O.OS70 ZUNOFF 1 003 3 0.01916491 82.0 0.2280 ADDHYD 4 101 1 2 4 ZESVOR 2 01 4 5 ADDHYD 4 102 3 S 6 ENDATA INCREM 6 0.1 COMPUT 7 001 102 0.0 3.1 1.0 7 2 Ol 02 ENDCMP 1 COMPUT 7 001 102 0.0 4.5 1.0 7 2 01 10 ENDCMP 1 LIST OF INPUT DATA (CONTINUED)********************** MMPUT 7 001 102 0.0 5.3 1.0 7 2 01 25 MCMP 1 )MPUT 7 001 102 0.0 6.4 1.0 7 2 01 99 MCMP 1 7DJOB 2 rxxxxxxxxx*xxxxxxxxxxx*xxx*END OF 80-80 LISTxxxx*xxxxx*xxxx*xxxxxxxxxxx*xxxx XEQ 11/25/98 N. ANDOVER JOB 1 SUMMARY REV 09/01/63 DEVELOPMENT PAGE 6 .RY 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.) ON/ STANDARD RAIN ANTEC MAIN PRECIPITATION PEAK DISCHARGE 'TUBE CONTROL DRAINAGE TABLE MOIST TIME ------ ------ RUNOFF -------------------------------------- I OPERATION AREA # COND INCREM BEGIN AMOUNT DURATION AMOUNT ELEVATION TIME RATE RATE (SQ MI) (HR) (HR) (IN) (HR) (IN) (FT) (HR) (CFS) (CSM) ,,TERNATE 1 STORM 2 PION 1 RUNOFF .01 7 2 .10 .0 3.10 24.00 2.07 --- 12.23 10.88 992.5 PION 2 RUNOFF .00 7 2 .10 .0 3.10 24.00 2.80 --- 12.15 1.84 1287.8 PION 3 RUNOFF .02 7 2 .10 .0 3.10 24.00 1.46 --- 12.27 14.19 740.3 PION 101 ADDHYD .01 7 2 .10 .0 3.10 24.00 2.15 --- 12.19 12.61 1017.2 "-TURE 1 RESVOR .01 7 2 .10 .0 3.10 24.00 2.14 r.7.7 271 12.33 10.29 830.2 PION 102 ADDHYD .03 7 2 .10 .0 3.10 24.00 1.73 --- 12.28 4.30 770.0 LTERNATE 1- STORM 10 TION 1 RUNOFF .01 7 2 .10 .0 4.50 24.00 3.39 --- 12.21 17.31 1578.7 TION 2 RUNOFF .00 7 2 .10 .0 4.50 24.00 4.18 --- 12.15 2.69 1885.3 TION 3 RUNOFF .02 7 2 .10 .0 4.50 24.00 2.64 --- 12.26 25.17 1313.4 TION 101 ADDHYD .01 7 2 .10 .0 4.50 24.00 3.48 --- 12.18 19.91 1606.0 CTURE 1 RESVOR .01 7 2 .10 .0 4.50 24.00 3.47 10 .18 12.35 14.64 1181.3 TION 102 ADDHYD .03 7 2 .10 .0 4.50 24.00 2.96 --- 12.26 39.69 1257.8 ,LTERNATE 1 STORM 25 'TION 1 RUNOFF .01 7 2 .10 .0 5.30 24.00 4.16 --- 12.20 20.98 1912.8 'TION 2 RUNOFF .00 7 2 .10 .0 5.30 24.00 4.98 --- 12.15 3.18 2225.5 'TION 3 RUNOFF .02 7 2 .10 .0 5.30 24.00 3.35 --- 12.26 31.62 1649.7 'TION 101 ADDHYD .01 7 2 .10 .0 5.30 24.00 4.25 --- 12.18 24.06 1941.3 =URE 1 RESVOR .01 7 2 .10 .0 5.30 24.00 4.24 108.5 12.38 15.54 1253.8 =ON 102 ADDHYD .03 7 2 .10 .0 5.30 24.00 3.70 --- 12.26 46.87 1485.1 LLTERNATE 1 STORM 99 'TION 1 RUNOFF .01 7 2 .10 .0 6.40 24.00 5.23 --- 12.20 25.99 2369.9 'TION 2 RUNOFF .00 7 2 .10 .0 6.40 24.00 6.07 --- 12.15 3.84 2692.E 'TION 3 RUNOFF .02 7 2 .10 .0 6.40 24.00 4.36 --- 12.25 40.54 2115.6 'TION 101 ADDHYD .01 7 2 .10 .0 6.40 24.00 5.33 --- 12.17 29.75 2400.0 JCTURE 1 RESVOR .01 7 2 .10 .0 6.40 24.00 5.31 0 .1 12.41 16.93 1365.7 "TION 102 ADDHYD .03 7 2 .10 .0 6.40 24.00 4.73 --- 12.2E 56.91 1803.2 XEQ 11/25/98 N. ANDOVER JOB 1 SUMMARY REV 09/01/83 DEVELOPMENT PAGE 7 aRY TABLE 3 - DISCHARGE (CFS) AT XSECTIONS AND STRUCTURES FOR ALL STORMS AND ALTERNATES PION/ DRAINAGE 'TUBE AREA STORM NUMBERS.......... (SQ MI) 2 10 25 99 JCTURE 1 .01 LTERNATE 1 10.29 14.64 15.54 16.93 CTION 1 .01 LTERNATE 1 10.88 17.31 20.98 25.99 CTION 2 .00 LTERNATE 1 1.84 2.69 3.18 3.84 CTION 3 .02 LTERNATE 1 14.19 25.17 31.62 40.54 CTION 101 .01 .LTERNATE 1 12.61 19.91 24.06 29.75 ACTION 102 .03 =ERNATE 1 24.30 39.69 46.87 56.91 NORTH ANDOVER COMMERCE CENTER NORTH ANDOVER, MASSACHUSETTS POST-DEVELOPMENT WATERSHED#1 CALCULATED BY: BM CHECKED BY: BM Tc= 1.67L^0.8((1,000/CN)-9)^0.7 DATE: NOVEMBER 6, 1998 1,900S^0.5 C AREA SOIL NAME acres PRODUCT AND COVER sq. mi. OF HYDROLOGIC GROUP DESCRIPTION x % CN X AREA GROUP C WOODS,FAIR 73 4.20 306.60 GROUP C LAWN,GOOD 74 24.70 1827.80 GROUP D WETLAND 80 6.60 528.00 IMPERVIOUS PAVEMENT 98 45.50 4459.00 IMPERVIOUS BUILDING 98 19.00 1862.00 TOTALS =j 100.00 8983.40 USE CN = 89.8 POST-DEVELOPMENT WATERSHED AREA= 0.01096716 Square Miles CN = 89.8 L= 1,310 Ft. S = 6.48 % Tc= 0.183 Hours NORTH ANDOVER COMMERCE CENTER NORTH ANDOVER, MASSACHUSETTS POST-DEVELOPMENT WATERSHED#2 CALCULATED BY: BM CHECKED BY: BM Tc= 1.67L^0.8((1,000/CN)-9)"0.7 DATE: NOVEMBER 6, 1998 1,900S^0.5 C AREA SOIL NAME acres PRODUCT AND COVER sq. mi. OF HYDROLOGIC GROUP DESCRIPTION x % CN X AREA GROUP C WOODS,FAIR 73 0.00 0.00 GROUP C LAWRGOOD 74 2.20 162.80 GROUP D WETLAND 80 0.00 0.00 IMPERVIOUS PAVEMENT 98 97.80 9584.40 IMPERVIOUS BUILDING 98 0.00 0.00 TOTALS=j 100.00 9747.20 USE CN = 97 5 POST-DEVELOPMENT WATERSHED AREA= 0.00142709 Square Miles CN = 97.5 L= ?30 Ft. S = 2.00 % Tc= 0.057 Hours NORTH ANDOVER COMMERCE CENTER NORTH ANDOVER, MASSACHUSETTS POST-DEVELOPMENT WATERSHED#3 CALCULATED BY: BM CHECKED BY: BM Tc= 1.67L^0.8((1,000/CN)-9)^0.7 DATE: NOVEMBER 6, 1998 1,900S^0.5 C AREA SOIL NAME acres PRODUCT AND COVER sq. mi. OF HYDROLOGIC GROUP DESCRIPTION x % CN X AREA GROUP C WOODS,FAIR 73 50.20 3664.60 GROUP C LAWN,GOOD 74 3.80 281.20 GROUP D WETLAND 80 14.20 1136.00 IMPERVIOUS PAVEMENT 98 11.20 1097.60 IMPERVIOUS BUILDING 98 20.60 2018.80 TOTALS =j 100.001 8198.201 USE CN = 82 0 POST-DEVELOPMENT WATERSHED AREA= 0.01916491 Square Miles CN = 82.0 L= 1,245 Ft. S = 6.80 % Tc= 0.228 Hours PIPE CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE November 23, 1998 361, outlet out of pond PROGRAM INPUT DATA: DESCRIPTION VALUE -------------------------------------------------------------------- Culvert Diameter (feet) ................................. 3.00 FHWA Chart Number (1,2 or 3) ............................ 1 Scale Number on Chart (Type of Culvert Entrance) ........ 3 Manning`s Roughness Coefficient (n-value) ............... 0.0120 Entrance Loss Coefficient of Culvert Opening............ 0.50 Culvert Length (feet) ..... .. .............. . ............. 34.0 Culvert Slope (feet per foot) .............. .. .......... . 0.0050 PROGRAM RESULTS: Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet Rate Depth Inlet Outlet Depth Depth outlet Velocity (cfs) (ft) Control Control (ft) (ft) (ft) (fps) -------------------------------------------------------------------- 35.5 0.00 2.89 2.97 1.85 1.94 1.94 7.36 28.9 0.00 2.53 2.64 1.62 1.74 1.74 6.80 24.0 0.00 2.26 2.43 1.45 1.58 1.58 6.37 15.5 0.00 1.75 2.09 1.13 1.26 1.26 5.52 PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 (713) 895-8322. All Rights Reserved. STRUCTURE ANALYSIS CALCULATIONS * TR 20 SIN * HMVersion 3.40 TR 20 * Date 11/25/98 * Time 15:28:14 Project Formulation Hydrology * Input file 1275SUB.IN * Output file 1275SUB.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 LIST OF INPUT DATA FOR TR-20 HYDROLOGY****************** B TR-20 SUMMARY TLE 1275 N. ANDOVER TLE PRE-DEVELOPMENT RAINFL 7 .25 0.0 .0025 .005 .0075 .010 .0125 .015 .0175 .020 .023 .026 .0285 .031 .034 .037 .040 .043 .0465 .050 .OS35 .057 .0605 .064 .068 .072 .076 .080 .084 .089 .094 .100 .107 .115 .122 .130 .139 .148 .lS7 .167 .178 .189 .202 .216 .231 .250 .271 .298 .345 .500 .655 / .702 .729 .751 .769 .785 .798 .811 .823 .834 .844 ram' �j .853 .862 .870 .878 .886 ��ST27�U�d� .893 .900 .906 .911 .916 .920 .924 .928 .932 .936 .940 .944 .9475 .951 .954 .957 .960 .963 .966 .969 .972 .975 .978 .981 .9835 .986 .9885 .991 .9935 .996 .998 1.000 1.00 1.00 1.00 ENDTBL A2eq RUNOFF 1 003 1 0.00014409 94.4 0.0260 RUNOFF 1 004 2 0.00054598 96.8 0.0670 RUNOFF 1 011 3 0.00021027 95.6 0.0300 ADDHYD 4 101 1 2 4 ADDHYD 4 102 3 4 5 RUNOFF 1 001 6 0.00007934 98.0 0.0260 RUNOFF 1 002 7 0.00300627 88.4 0.0490 ADDHYD 4 103 6 7 1 ADDHYD 4 104 1 S 2 RUNOFF 1 010 3 0.00088696 96.8 0.0480 ADDHYD 4 105 2 3 4 RUNOFF 1 012 5 0.00071371 93.2 0.0660 RUNOFF 1 009 6 0.00104146 98.0 0.0680 RUOFFF 1 008 7 0.00037907 98.0 0.0490 ADDHYD 4 106 6 7 1 ADDHYD 4 107 4 5 2 ADDHYD 4 108 1 2 3 RUNOFF 1 OOS 4 0.00165888 86.5 0.0650 ADDHYD 4 109 3 4 5 RUNOFF 1 006 6 0.00074628 98.0 0.0350 RUNOFF 1 007 7 0.00064405 98.0 0.0350 LIST OF INPUT DATA (CONTINUED)********************** RUNOFF 1 099 3 0.00121958 98.0 0.0210 ADDHYD 4 110 6 7 1 ADDHYD 4 112 3 1 7 ADDHYD 4 Ill 5 7 2 ENDATA INCREM 6 0.1 COMPUT 7 003 Ill 0.0 5.3 1.0 7 2 01 25 ENDCMP 1 ENDJOB 2 OF 80-80 LIST*********++:*******,t*********t*• 220 XEQ 11/25/98 N. ANDOVER JOB 1 SUMMARY REV 09/01/83 DEVELOPMENT PAGE 13 7MMARY 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.) =ION/ STANDARD RAIN ANTEC MAIN PRECIPITATION PEAK DISCHARGE 'RUCTURE CONTROL DRAINAGE TABLE MOIST TIME RUNOFF -------------------------------------- ID OPERATION AREA # COND INCREM BEGIN AMOUNT DURATION AMOUNT ELEVATION TIME RATE RATE (SQ MI) (HR) (HR) (IN) (HR) (IN) (FT) (HR) (CFS) (CSM) ALTERNATE 1 STORM 25 SECTION 3 RUNOFF .00 7 2 .10 .0 5.30 24.00 4.37 --- 12.20 .30 2064.8 SECTION 4 RUNOFF .00 7 2 .10 .0 5.30 24.00 4.91 --- 12.15 1.20 2194.2 SECTION 11 RUNOFF .00 7 2 .10 .0 5.30 24.00 4.66 --- 12.20 .44 2084.0 SECTION 101 ADDHYD .00 7 2 .10 .0 5.30 24.00 4.79 --- 12.15 1.52 2202.9 SECTION 102 ADDHYD .00 7 2 .10 .0 5.30 24.00 4.76 --- 12.15 1.99 2214.8 SECTION 1 RUNOFF .00 7 2 .10 .0 5.30 24.00 4.23 --- 12.20 .17 2111.2 SECTION 2 RUNOFF .00 7 2 .10 .0 5.30 24.00 3.96 --- 12.15 6.10 2027.5 SECTION 103 ADDHYD .00 7 2 .10 .0 5.30 24.00 3.97 --- 12.15 6.28 2034.2 SECTION 104 ADDHYD .00 7 2 .10 .0 5.30 24.00 4.15 --- 12.15 8.27 2074.9 SECTION 10 RUNOFF .00 7 2 .10 .0 5.30 24.00 4.88 --- 12.15 1.99 2239.2 SECTION 105 ADDHYD .00 7 2 .10 .0 5.30 24.00 4.28 --- 12.15 10.26 2104.8 SECTION 12 RUNOFF .00 7 2 .10 .0 5.30 24.00 4.50 --- 12.15 1.52 2126.8 SECTION 9 RUNOFF .00 7 2 .10 .0 5.30 24.00 5.05 --- 12.15 2.30 2205.7 SECTION 8 RUNOFF .00 7 2 .10 .0 5.30 24.00 5.01 --- 12.20 .80 2111.1 SECTION 106 ADDHYD .00 7 2 .10 .0 5.30 24.00 5.04 --- 12.15 3.15 2217.6 SECTION 107 ADDHYD .01 7 2 .10 .0 5.30 24.00 4.31 --- 12.15 11.77 2107.6 SECTION 108 ADDHYD .01 7 2 .10 .0 5.30 24.00 4.46 --- 12.15 14.92 2129.9 SECTION 5 RUNOFF .00 7 2 .10 .0 5.30 24.00 3.79 --- 12.16 3.19 1921.4 SECTION 109 ADDHYD .01 7 2 .10 .0 5.30 24.00 4.33 --- 12.15 18.11 2089.8 SECTION 6 RUNOFF .00 7 2 .10 .0 5.30 24.00 5.00 --- 12.15 1.70 2278.1 SECTION 7 RUNOFF .00 7 2 .10 .0 5.30 24.00 5.00 --- 12.15 1.47 2278.1 SECTION 99 RUNOFF .00 7 2 .10 .0 5.30 24.00 4.99 --- 12.15 2.80 2293.2 SECTION 110 ADDHYD .00 7 2 .10 .0 5.30 24.00 5.00 --- 12.15 3.17 2278.1 SECTION 112 ADDHYD .00 7 2 .10 .0 5.30 24.00 4.99 --- 12.15 5.96 2285.1 >ECTION 111 ADDHYD .01 7 2 .10 .0 5.30 24.00 4.48 --- 12.15 24.07 2135.0 .20 XEQ 11/25/98 N. ANDOVER JOB 1 SUMMARY REV 09/01/83 DEVELOPMENT PAGE 14 SMMARY TABLE 3 - DISCHARGE (CPS) AT XSECTIONS AND STRUCTURES FOR ALL STORMS AND ALTERNATES SECTION/ DRAINAGE 'RUCTURE AREA STORM NUMBERS.......... ID (SQ MI) 25 {SECTION 1 .00 ALTERNATE 1 .17 {SECTION 2 .00 ALTERNATE 1 6.10 {SECTION 3 .00 ALTERNATE 1 .30 KSECTION 4 .00 ALTERNATE 1 1.20 XSECTION 5 .00 ALTERNATE 1 3.19 XSECTION 6 .00 ALTERNATE 1 1.70 XSECTION 7 .00 ALTERNATE 1 1.47 XSECTION 8 .00 ALTERNATE 1 .80 XSECTION 9 .00 ALTERNATE 1 2.30 XSECTION 10 .00 ALTERNATE 1 1.99 XSECTION 11 .00 ALTERNATE 1 .44 XSECTION 12 .00 ALTERNATE 1 1.52 XSECTION 99 .00 ALTERNATE 1 2.80 XSECTION 101 .00 ALTERNATE 1 1.52 20 XEQ 11/25/98 N. ANDOVER JOB 1 SUMMARY REV 09/01/83 DEVELOPMENT PAGE 15 �MMARY TABLE 3 - DISCHARGE (CFS) AT XSECTIONS AND STRUCTURES FOR ALL STORMS AND ALTERNATES 'ECTION/ DRAINAGE 'RUCTURE AREA STORM NUMBERS.......... ID (SQ MI) 25 .SECTION 102 .00 ALTERNATE 1 1.99 :SECTION 103 .00 ALTERNATE 1 6.28 :SECTION 104 .00 ALTERNATE 1 8.27 :SECTION 105 .00 ALTERNATE 1 10.26 :SECTION 106 .00 ALTERNATE 1 3.15 :SECTION 107 .01 ALTERNATE 1 11.77 :SECTION 108 .01 ALTERNATE 1 14.92 :SECTION 109 .01 ALTERNATE 1 18.11 :SECTION 110 .00 ALTERNATE 1 3.17 :SECTION 111 .01 ALTERNATE 1 24.07 ,SECTION 112 .00 ALTERNATE 1 5.96 NORTH ANDOVER COMMERCE CENTER NORTH ANDOVER, MASSACHUSETTS SUB-CATCHMENT WATERSHED#1 CALCULATED BY: BM CHECKED BY: BM Tc= 1.67L^0.8((1,000/CN)-9)^0.7 DATE: DECEMBER 4, 1998 1,900S^0.5 C AREA SOIL NAME acres PRODUCT AND COVER sq. mi. OF HYDROLOGIC GROUP DESCRIPTION x % CN X AREA GROUP C WOODS,FAIR 73 0.00 0.00 GROUP C LAWN,GOOD 74 0.00 0.00 GROUP D WETLAND 80 0.00 0.00 IMPERVIOUS PAVEMENT 98 100.00 9800.00 IMPERVIOUS BUILDING 98 0.00 0.00 TOTALS =j 100.00 9800.00 USE CN= gg p POST-DEVELOPMENT WATERSHED AREA= 0.00007934 Square Miles CN = 98.0 L= 30 Ft. S = 1.00 % Tc= 0.026 Hours NORTH ANDOVER COMMERCE CENTER NORTH ANDOVER, MASSACHUSETTS SUB-CATCHMENT WATERSHED#2 CALCULATED BY: BM CHECKED BY: BM Tc = 1.67L^0.8((1,000/CN)-9)^0.7 DATE: DECEMBER 4, 1998 1,900S^0.5 C AREA SOIL NAME acres PRODUCT AND COVER sq. mi. OF HYDROLOGIC GROUP DESCRIPTION x % CN X AREA GROUP C WOODS,FAIR 73 0.00 0.00 GROUP C LAWN,GOOD 74 40.00 2960.00 GROUP D WETLAND 80 0.00 0.00 IMPERVIOUS PAVEMENT 98 60.00 5880.00 IMPERVIOUS BUILDING 98 0.00 0.00 TOTALS = 100.00 8840.00 USE CN = 88 4 POST-DEVELOPMENT WATERSHED AREA= 0.00300627 Square Miles CN = 88.4 L= 100 Ft. S = 15.00 % Tc= 0.049 Hours NORTH ANDOVER COMMERCE CENTER NORTH ANDOVER, MASSACHUSETTS SUB-CATCHMENT WATERSHED#3 CALCULATED BY: BM CHECKED BY: BM Tc= 1.67L^0.8((1,000/CN)-9)^0.7 DATE: DECEMBER 4, 1998 1,900S^0.5 C AREA SOIL NAME acres PRODUCT AND COVER sq. mi. OF HYDROLOGIC GROUP DESCRIPTION x % CN X AREA GROUP C WOODS,FAIR 73 0.00 0.00 GROUP C LAWN,GOOD 74 15.00 1110.00 GROUP D WETLAND 80 0.00 0.00 IMPERVIOUS PAVEMENT 98 85.00 8330.00 IMPERVIOUS BUILDING 98 0.00 0.00 TOTALS =j 100.001 9440.00 USE CN = 94.4 POST-DEVELOPMENT WATERSHED AREA= 0.00014409 Square Miles CN = 94.4 L= 70 Ft. S = 2.00 % Tc= 0.026 Hours NORTH ANDOVER COMMERCE CENTER NORTH ANDOVER, MASSACHUSETTS SUB-CATCHMENT WATERSHED#4 CALCULATED BY: BM CHECKED BY: BM TC= 1.67L^0.8((1,000/CN)-9)^0.7 DATE: DECEMBER 4, 1998 1,900S^0.5 C AREA SOIL NAME acres PRODUCT AND COVER sq. mi. OF HYDROLOGIC GROUP DESCRIPTION x % CN X AREA GROUP C WOODS,FAIR 73 0.00 0.00 GROUP C LAWN,GOOD 74 5.00 370.00 GROUP D WETLAND 80 0.00 0.00 IMPERVIOUS PAVEMENT 98 95.00 9310.00 IMPERVIOUS BUILDING 98 0.00 0.00 TOTALS =1 100.001 9680.00 USE CN = gg g POST-DEVELOPMENT WATERSHED AREA= 0.00054598 Square Miles CN = Poo L= FtS = Tc= 0.067 Hours NORTH ANDOVER COMMERCE CENTER NORTH ANDOVER, MASSACHUSETTS SUB-CATCHMENT WATERSHED#5 CALCULATED BY: BM CHECKED BY: BM Tc= 1.67L^0.8((1,000/CN)-9)^0.7 DATE: DECEMBER 4, 1998 1,900S^0.5 C AREA SOIL NAME acres PRODUCT AND COVER sq. mi. OF HYDROLOGIC GROUP DESCRIPTION x % CN X AREA GROUP C WOODS,FAIR 73 0.00 0.00 GROUP C LAWN,GOOD 74 48.00 3552.00 GROUP D WETLAND 80 0.00 0.00 IMPERVIOUS PAVEMENT 98 52.00 5096.00 IMPERVIOUS BUILDING 98 0.00 0.00 TOTALS =j 100.0078648.00 USE CN = 86.5 POST-DEVELOPMENT WATERSHED AREA= 0.00165888 Square Miles CN = 86.5 L= 100 Ft. S = 10.00 % Te= 0.065 Hours NORTH ANDOVER COMMERCE CENTER NORTH ANDOVER, MASSACHUSETTS SUB-CATCHMENT WATERSHED#6 CALCULATED BY: BM CHECKED BY: BM Tc = 1.67L^0.8((1,000/CN)-9)"0.7 DATE: DECEMBER 4, 1998 1,900S^0.5 C AREA SOIL NAME acres PRODUCT AND COVER sq. mi. OF HYDROLOGIC GROUP DESCRIPTION x % CN X AREA GROUP C WOODS,FAIR 73 0.00 0.00 GROUP C LAWN,GOOD 74 0.00 0.00 GROUP D WETLAND 80 0.00 0.00 IMPERVIOUS PAVEMENT 98 100.00 9800.00 IMPERVIOUS BUILDING 98 0.00 0.00 TOTALS=j 100.OTO 9800.00 USE CN = 98.0 POST-DEVELOPMENT WATERSHED AREA= 0.00074628 Square Miles CN = 98.0 L= 130 Ft. S = 2.00 % Tc= 0.035 Hours NORTH ANDOVER COMMERCE CENTER NORTH ANDOVER, MASSACHUSETTS SUB-CATCHMENT WATERSHED#7 CALCULATED BY: BM CHECKED BY: BM TC= 1.67L^0.8((1,000/CN)-9)^0.7 DATE: DECEMBER 4, 1998 1,900S^0.5 C AREA SOIL NAME acres PRODUCT AND COVER sq. mi. OF HYDROLOGIC GROUP DESCRIPTION x % CN X AREA GROUP C WOODS,FAIR 73 0.00 0.00 GROUP C LAWN,GOOD 74 0.00 0.00 GROUP D WETLAND 80 0.00 0.00 IMPERVIOUS PAVEMENT 98 100.00 9800.00 IMPERVIOUS BUILDING 98 0.00 0.00 TOTALS =j 100.00 9800.001 USE CN = gg p POST-DEVELOPMENT WATERSHED AREA= 0.00064405 Square Miles CN = 98.0 L = 130 Ft. S = 2.00 % Tc= 0.035 Hours NORTH ANDOVER COMMERCE CENTER NORTH ANDOVER, MASSACHUSETTS SUB-CATCHMENT WATERSHED#8 CALCULATED BY: BM CHECKED BY: BM Tc= 1.67L^0.80,000/CN)-9)^0.7 DATE: DECEMBER 4, 1998 1,900S^0.5 C AREA SOIL NAME acres PRODUCT AND COVER sq. mi. OF HYDROLOGIC GROUP DESCRIPTION x % CN X AREA GROUP C WOODS,FAIR 73 0.00 0.00 GROUP C LAWN,GOOD 74 0.00 0.00 GROUP D WETLAND 80 0.00 0.00 IMPERVIOUS PAVEMENT 98 100.00 9800.00 IMPERVIOUS BUILDING 98 0.00 0.00 TOTALS =j 100.0 99800.00 USE CN = 98.0 POST-DEVELOPMENT WATERSHED AREA= 0.00037907 Square Miles CN = 98.0 L= ?00 Ft. S = 2.00 % Tc= 0.049 Hours NORTH ANDOVER COMMERCE CENTER NORTH ANDOVER, MASSACHUSETTS SUB-CATCHMENT WATERSHED#9 CALCULATED BY: BM CHECKED BY: BM Tc= 1.67L^0.8((1,000/CN)-9)^0.7 DATE: DECEMBER 4, 1998 1,900S^0.5 C AREA SOIL NAME acres PRODUCT AND COVER sq. mi. OF HYDROLOGIC GROUP DESCRIPTION x % CN X AREA GROUP C WOODS,FAIR 73 0.00 0.00 GROUP C LAWN,GOOD 74 0.00 0.00 GROUP D WETLAND 80 0.00 0.00 IMPERVIOUS PAVEMENT 98 100.00 9800.00 IMPERVIOUS BUILDING 98 0.00 0.00 TOTALS =j 100.0 99800.00 USE CN= 98.0 POST-DEVELOPMENT WATERSHED AREA= 0.00104146 Square Miles CN = 98.0 L= 300 Ft. S= 2.00 % Tc= 0.068 Hours NORTH ANDOVER COMMERCE CENTER NORTH ANDOVER, MASSACHUSETTS SUB-CATCHMENT WATERSHED#10 CALCULATED BY: BM CHECKED BY: BM Tc= 1.67L^0.8((1,000/CN)-9)^0.7 DATE: DECEMBER 4, 1998 1,900S^0.5 C AREA SOIL NAME acres PRODUCT AND COVER sq. mi. OF HYDROLOGIC GROUP DESCRIPTION x % CN X AREA GROUP C WOODS,FAIR 73 0.00 0.00 GROUP C LAWN,GOOD 74 5.00 370.00 GROUP D WETLAND 80 0.00 0.00 IMPERVIOUS PAVEMENT 98 95.00 9310.00 IMPERVIOUS BUILDING 98 0.00 0.00 TOTALS = 100.0 99680.00 USE CN = 96,8 POST-DEVELOPMENT WATERSHED AREA= 0.00088696 Square Miles CN = 96.8 L= 180 Ft. S = 2.00 % Tc= 0.048 Hours NORTH ANDOVER COMMERCE CENTER NORTH ANDOVER, MASSACHUSETTS SUB-CATCHMENT WATERSHED#11 CALCULATED BY: BM CHECKED BY: BM Tc= 1.67L^0.8((1,000/CN)-9)"0.7 DATE: DECEMBER 4, 1998 1,900S^0.5 C AREA SOIL NAME acres PRODUCT AND COVER sq. mi. OF HYDROLOGIC GROUP DESCRIPTION x % CN X AREA GROUP C WOODS,FAIR 73 0.00 0.00 GROUP C LAWN,GOOD 74 10.00 740.00 GROUP D WETLAND 80 0.00 0.00 IMPERVIOUS PAVEMENT 98 90.00 8820.00 IMPERVIOUS BUILDING 98 0.00 0.00 TOTALS =1 100.00 9560.001 USE CN= 95.6 POST-DEVELOPMENT WATERSHED AREA= 0.00021027 Square Miles CN = 95.6 L= 30 Ft. S = 2.00 % Tc= 0.030 Hours NORTH ANDOVER COMMERCE CENTER NORTH ANDOVER, MASSACHUSETTS SUB-CATCHMENT WATERSHED#12 CALCULATED BY: BM CHECKED BY: BM Tc= 1.67L^0.8((1,000/CN)-9)^0.7 DATE: DECEMBER 4, 1998 1,900S^0.5 C AREA SOIL NAME acres PRODUCT AND COVER sq. mi. OF HYDROLOGIC GROUP DESCRIPTION x % CN X AREA GROUP C WOODS,FAIR 73 0.00 0.00 GROUP C LAWN,GOOD 74 20.00 1480.00 GROUP D WETLAND 80 0.00 0.00 IMPERVIOUS PAVEMENT 98 80.00 7840.00 IMPERVIOUS BUILDING 98 0.00 0.00 TOTALS= 100.00 9320.00 USE CN = 93 2 POST-DEVELOPMENT WATERSHED AREA= 0.00071371 Square Miles CN = 93.2 L= ?10 Ft. S = 2.00 % Tc= 0.066 Hours NORTH ANDOVER COMMERCE CENTER NORTH ANDOVER, MASSACHUSETTS SUB-CATCHMENT WATERSHED ROOF CALCULATED BY: BM CHECKED BY: BM Tc= 1.67L"0.8((1,000/CN)-9)^0.7 DATE: DECEMBER 4, 1998 1,900S^0.5 C AREA SOIL NAME acres PRODUCT AND COVER sq. mi. OF HYDROLOGIC GROUP DESCRIPTION x % CN X AREA GROUP C WOODS,FAIR 73 0.00 0.00 GROUP C LAWN,GOOD 74 0.00 0.00 GROUP D WETLAND 80 0.00 0.00 IMPERVIOUS PAVEMENT 98 100.00 9800.00 IMPERVIOUS BUILDING 98 0.00 0.00 TOTALS =j 100.001 9800.00 USE CN = gg p POST-DEVELOPMENT WATERSHED AREA= 0.00121958 Square Miles CN = 98.0 L= t50 Ft. S = 15.00 % Tc= 0.021 Hours AE1DRAINAGE SYSTEM CALCULATIONS Appledore Engineering,Inc. Project Name: NORTH ANDOVER COMMERCE CENTER Project No. 1275 Sheet No.: 1 of 1 Calculated By: BLM Date: 11/25/98 Checked By: Date: From Pipe Inlet To Pipe Outlet Storm Frequency: 25YR Cross Flowline Rim Flowline Rim Flow Pipe Pipe Slope Velocity Length T.W. H.W* H.W. Section Location Elevation Elevation Location Elevation Elevation (CFS) Size Type FT/FT FT/SEC Feet Feet Feet Elevation 111 DMH 8 107.40 118.00 OUTLET 107.25 - 24.07 36" HDPE 0.005 5.60 28 1.75 2.45 109.85 109 DMH 6 108.50 119.00 1 DMH 8 107.50 1 118.00 18.11 30" HDPE 0.005 6.60 202 2.35 2.17 110.67 107 DMH4 1 109.78 1122.00 DMH 6 108.60 1 119.00 1 11.77 1 24" HDPE 0.005 5.90 235 1 2.07 1.89 111.67 105 DMH 3 1 110.90 1 120.00 1 DMH 4 109.88 1 122.00 10.26 24" HDPE 0.005 5.70 208 1 1.79 1.72 112.62 103 DMH 1 111.35 117.20 DMH 3 111.00 120.00 6.28 18" HDPE 0.005 3.50 64 1.62 1.79 113.14 1 CB 1 112.00 115.30 DMH 1 111.45 117.20 0.17 12" HDPE 0.005 0.20 108 1.69 1.15 113.15 99 ROOF 112.94 - DMH 7 111.50 116.50 2.80 12" HDPE 0.010 5.40 144 0.96 1.19 114.13 112 DMH 7 111.00 116.50 DMH 8 110.00 118.00 5.96 18" HDPE 0.010 6.50 101 0.00 1.46 112.46 7 CB 7 111.50 116.50 DMH 7 111.10 116.50 1.47 12" HDPE 0.008 1.90 48 1.36 1.13 112.63 6 CB 6 111.50 116.50 DMH 7 111.10 116.50 1.70 12" HDPE 0.008 2.20 48 1.36 1.18 112.68 5 CB 5 113.00 118.00 DMH 6 112.70 119.00 3.19 15" HDPE 0.019 7.10 16 0.00 1.08 114.08 106 DMH 5 116.70 124.10 DMH 4 114.00 122.00 3.15 15" HDPE 0.031 8.40 86 0.00 1.07 117.77 9 CB 9 1 117.40 122.40 DMH 5 116.80 124.10 2.30 12" HDPE 0.005 3.80 114 0.97 1.02 118.42 8 CB 8 1 119.25 124.25 DMH 5 118.60 124.10 0.80 12" HDPE 0.108 9.00 6 0.00 0.52 119.77 12 DMH 9 116.80 124.00 DMH 4 116.00 122.00 1.52 12" HDPE 0.013 5.10 64 0.00 0.77 117.57 12 CB 12 117.75 122.75 DMH 9 116.90 124.00 1.52 12" HDPE 0.015 5.40 58 0.67 0.77 118.52 102 DMH 2 113.25 1119.90 DMH 3 112.60 120.00 1.99 15" HDPE 0.009 4.70 76 0.02 0.80 114.05 4 CB 4 113.70 118.70 DMH 2 113.35 119.90 1.20 12" HDPE 0.005 3.40 67 0.70 0.66 114.36 3 CB 3 113.85 118.70 DMH 2 113.50 119.90 0.30 12" HDPE 0.006 2.40 58 0.55 0.30 114.15 11 CB 11 114.50 119.50 DMH 2 114.40 119.90 0.44 12" HDPE 0.006 2.50 18 0.00 0.54 115.04 0.00 10 CB 10 115.20 120.25 DMH 3 115.00 120.00 1.99 1 12" 1 HDPE 0.011 5.10 1 18 0.00 0.92 116.12 2 CB 2 111.51 114.45 DMH 1 111.45 117.20 6.10 18" 1 HDPE 0.004 3.40 15 1.69 1.95 113.46 PIPE CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE November 25, 1998 DMH 8 - OUTLET NORTH ANDOVER AEI 1275 PROGRAM INPUT DATA: DESCRIPTION VALUE -------------------------------------------------------------------- Culvert Diameter (feet) ................................. 3.00 FHWA Chart Number (1,2 or 3) ............................ 1 Scale Number on Chart (Type of Culvert Entrance) ........ 1 Manning`s Roughness Coefficient (n-value) ........ ....... 0.0120 Entrance Loss Coefficient of Culvert Opening..... ....... 0.50 Culvert Length (feet) ................................... 28.0 Culvert Slope (feet per foot) ........................... 0.0050 PROGRAM RESULTS: Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet Rate Depth Inlet Outlet Depth Depth Outlet Velocity (cfs) (ft) Control Control (ft) (ft) (ft) (fps) -------------------------------------------------------------------- 24.1 1.75 2.33 2.45 1.45 1.58 1.75 5.62 PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 (713) 895-8322. All Rights Reserved. PIPE CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE November 25, 1998 DMH 6 - DMH 8 NORTH ANDOVER AEI 1275 PROGRAM INPUT DATA: DESCRIPTION VALUE -------------------------------------------------------------------- Culvert Diameter (feet) ................................. 2.50 FHWA Chart Number (1,2 or 3) ............................ 1 Scale Number on Chart (Type of Culvert Entrance) . ... ... . 1 Manning`s Roughness Coefficient (n-value) .... ........... 0.0120 Entrance Loss Coefficient of Culvert Opening............ 0.50 Culvert Length (feet) .................... ........... .... 202.0 Culvert Slope (feet per foot) .... ......... ..... ........ . 0.0050 -------------------------------------------------------------------- -------------------------------------------------------------------- PROGRAM RESULTS: Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet Rate Depth Inlet Outlet Depth Depth Outlet Velocity (cfs) (ft) Control Control (ft) (ft) (ft) (fps) -------------------------------------------------------------------- 18.1 2.35 2.17 1.99 1.36 1.44 1.36 6.63 PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 (713) 895-8322. All Rights Reserved. PIPE CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE November 25, 1998 DMH 4 - DMH 6 NORTH ANDOVER AEI 1275 -------------------------------------------------------------------- PROGRAM INPUT DATA: DESCRIPTION VALUE -------------------------------------------------------------------- Culvert Diameter (feet) ................................. 2.00 FHWA Chart Number (1,2 or 3) ............................ 1 Scale Number on Chart (Type of Culvert Entrance) ........ 1 Manning`s Roughness Coefficient (n-value) ... ............ 0.0120 Entrance Loss Coefficient of Culvert Opening............ 0.50 Culvert Length (feet) ............................... .... 235.0 Culvert Slope (feet per foot) ........................... 0.0050 -------------------------------------------------------------------- -------------------------------------------------------------------- PROGRAM RESULTS: Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet Rate Depth Inlet Outlet Depth Depth Outlet Velocity (cfs) (ft) Control Control (ft) (ft) (ft) (fps) -------------------------------------------------------------------- 11.8 2.07 1.89 1.76 1.21 1.23 1.21 5.93 PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 (713) 895-8322. All Rights Reserved. PIPE CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE November 25, 1998 DMH 3 - DMH 4 NORTH ANDOVER AEI 1275 -------------------------------------------------------------------- PROGRAM INPUT DATA: DESCRIPTION VALUE -------------------------------------------------------------------- Culvert Diameter (feet) ........................I. ....... 2.00 FHWA Chart Number (1,2 or 3) ............................ 1 Scale Number on Chart (Type of Culvert Entrance) ........ 1 Manning's Roughness Coefficient (n-value) ............... 0.0120 Entrance Loss Coefficient of Culvert Opening............ 0.50 Culvert Length (feet) ............................ ....... 208.0 Culvert Slope (feet per foot) .................... ....... 0.0050 PROGRAM RESULTS: Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet Rate Depth Inlet Outlet Depth Depth Outlet Velocity (cfs) (ft) Control Control (ft) (ft) (ft) (fps) -------------------------------------------------------------------- 10.3 1.79 1.72 1.36 1.11 1.15 1.11 5.75 -------------------------------------------------------------------- PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 (713) 895-8322. All Rights Reserved. PIPE CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE November 25, 1998 DMH 1 - DMH 3 NORTH ANDOVER AEI 1275 ------------------------------------------------------------------- PROGRAM INPUT DATA: DESCRIPTION VALUE -------------------------------------------------------------------- Culvert Diameter (feet) ........ ......................... 1.50 FHWA Chart Number (1,2 or 3) ............................ 1 Scale Number on Chart (Type of Culvert Entrance) ........ 1 Manning`s Roughness Coefficient (n-value) ........ ....... 0.0120 Entrance Loss Coefficient of Culvert Opening...... ...... 0.50 Culvert Length (feet)............................. ...... 64.0 Culvert Slope (feet per foot) ..................... ...... 0.0050 -------------------------------------------------------------------- PROGRAM RESULTS: Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet Rate Depth Inlet Outlet Depth Depth Outlet Velocity (cfs) (ft) Control Control (ft) (ft) (ft) (fps) -------------------------------------------------------------------- 6.3 1.62 1.51 1.79 1.00 0.97 1.50 3.55 -------------------------------------------------------------------- PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 (713) 895-8322. All Rights Reserved. PIPE CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE November 25, 1998 CB 1 - DMH 1 NORTH ANDOVER AEI 1275 ------------------ PROGRAM INPUT DATA: DESCRIPTION VALUE -------------------------------------------------------------------- Culvert Diameter (feet) ................................. 1.00 FHWA Chart Number (1,2 or 3) ............................ 1 Scale Number on Chart (Type of Culvert Entrance) ........ 1 Manning`s Roughness Coefficient (n-value) ........ ....... 0.0120 Entrance Loss Coefficient of Culvert Opening........ ... . 0.50 Culvert Length (feet) ................. ..... . ............ 108.0 Culvert Slope (feet per foot) ......... .................. 0.0050 PROGRAM RESULTS: Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet Rate Depth Inlet Outlet Depth Depth Outlet Velocity (cfs) (ft) Control Control (ft) (ft) (ft) (fps) -------------------------------------------------------------------- 0.2 1.69 0.22 1.15 0.17 0.16 1.00 0.22 PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 (713) 895-8322. All Rights Reserved. PIPE CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE November 25, 1998 DMH 7 - DMH 8 NORTH ANDOVER AEI 1275 PROGRAM INPUT DATA: VALUE DESCRIPTION -------------------- 1.50 Culvert Diameter (feet) ........... FHWA Chart Number (1,2 or 3) •- 1 Scale Number on Chart (Type of Culvert Entrance) ........ ().0120 Manning`s Roughness Coefficient (n-value) ............... 0.50 Entrance Loss Coefficient of Culvert Opening.......... 101.0 Culvert Length (feet) .............. - 0.0100 Culvert Slope (feet per foot) .................. PROGRAM RESULTS: Depth at outlet Flow Tail Headwater (ft) Normal Critic l Depth at Velocity Rate Depth Inlet outlet Depth p (fps) (cfs) (ft) Control Control (ft) (ft) (ft) -------------------- ---------—-—------------ 0.94 0.75 0.77 0.77 6.50 6.0 0.00 1.46 SIS COMPUTERRWG�dwell, #107, Houston,Copyright c PIPE CULVERT ANALY 77092 Dodson & Associates, Inc- 7015 (713) 695-8322. All Rights Reserved. PIPE CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE November 25, 1998 ROOF - DMH 7 NORTH ANDOVER AEI 1275 PROGRAM INPUT DATA: DESCRIPTION VALUE -------------------------------------------------------------------- Culvert Diameter (feet) ................................. 1.00 FHWA Chart Number (1,2 or 3) ..................... ....... 1 Scale Number on Chart (Type of Culvert Entrance) ........ 1 Manning`s Roughness Coefficient (n-value) ............... 0.0120 Entrance Loss Coefficient of Culvert Opening............ 0.50 Culvert Length (feet) ................................... 144.0 Culvert Slope (feet per foot)........................... 0.0100 ----------------- PROGRAM RESULTS: Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet Rate Depth Inlet Outlet Depth Depth Outlet Velocity (cfs) (ft) Control Control (ft) (ft) (ft) (fps) -------------------------------------------------------------------- 2.8 0.96 1.19 0.57 0.63 0.72 0.63 5.36 ---------------------- PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 (713) 895-8322. All Rights Reserved. PIPE CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE November 25, 1998 CB 7 - DMH 7 NORTH ANDOVER AEI 1275 PROGRAM INPUT DATA: DESCRIPTION VALUE ---------------------------------------—-------—--—----------—- Culvert Diameter (feet) ................................. 1.00 FHWA Chart Number (1,2 or 3) ..................... ....... 1 Scale Number on Chart (Type of Culvert Entrance) ........ 1 Manning`s Roughness Coefficient (n-value) ............... 0.0120 Entrance Loss Coefficient of Culvert Opening........ .... 0.50 Culvert Length (feet) ................................... 48.0 Culvert Slope (feet per foot) ........................... 0.0080 PROGRAM RESULTS: Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet Rate Depth Inlet Outlet Depth Depth Outlet Velocity (cfs) (ft) Control Control (ft) (ft) (ft) (fps) -------------------------------------------------------------------- 1.5 1.36 0.75 1.13 0.46 0.51 1.00 1.87 --------------- PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 (713) 895-8322. All Rights Reserved. PIPE CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE November 25, 1998 CB 6 - DMH 7 NORTH ANDOVER AEI 1275 PROGRAM INPUT DATA: DESCRIPTION VALUE -------------------------------------------------------------------- Culvert Diameter (feet) ................................. 1.00 FHWA Chart Number (1,2 or 3) .............. .............. 1 Scale Number on Chart (Type of Culvert Entrance) ........ 1 Manning`s Roughness Coefficient (n-value) ............... 0.0120 Entrance Loss Coefficient of Culvert Opening............ 0.50 Culvert Length (feet) ................................... 48.0 Culvert Slope (feet per foot) ........................... 0.0080 PROGRAM RESULTS: Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet Rate Depth Inlet Outlet Depth Depth Outlet Velocity (cfs) (ft) Control Control (ft) (ft) (ft) (fps) -------------------------------------------------------------------- 1.7 1.36 0.83 1.18 0.50 0.55 1.00 2.16 PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 (713) 895-8322. All Rights Reserved. PIPE CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE November 25, 1998 CB 5- DMH 6 NORTH ANDOVER AEI 1275 -------------------- PROGRAM INPUT DATA: DESCRIPTION VALUE -------------------------------------------------------------------- Culvert Diameter (feet) ................................. 1.25 FHWA Chart Number (1,2 or 3) ............................ 1 Scale Number on Chart (Type of Culvert Entrance) ........ 1 Manning`s Roughness Coefficient (n-value) ............... 0.0120 Entrance Loss Coefficient of Culvert Opening............ 0.50 Culvert Length (feet) ............................... .... 16.0 Culvert Slope (feet per foot) ........................... 0.0190 -------------------------------------------------------------------- PROGRAM RESULTS: Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet Rate Depth Inlet Outlet Depth Depth Outlet velocity (cfs) (ft) Control Control (ft) (ft) (ft) (fps) -------------------------------------------------------------------- 3.2 0.00 1.08 0.87 0.49 0.72 0.49 7.06 ------------- PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 (713) 895-8322. All Rights Reserved. PIPE CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE November 25, 1998 DMH 5 - DMH 4 NORTH ANDOVER AEI 1275 PROGRAM INPUT DATA: DESCRIPTION VALUE -------------------------------------------------------------------- Culvert Diameter (feet) ................................. 1.25 FHWA Chart Number (1,2 or 3) ............................ 1 Scale Number on Chart (Type of Culvert Entrance) ........ 1 Manning`s Roughness Coefficient (n-value) ............... 0.0120 Entrance Loss Coefficient of Culvert Opening............ 0.50 Culvert Length (feet) ..................................1 86.0 Culvert Slope (feet per foot) ........................... 0.0310 PROGRAM RESULTS: Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet Rate Depth Inlet Outlet Depth Depth Outlet Velocity (cfs) (ft) Control Control (ft) (ft) (ft) (fps) -------------------------------------------------------------------- 3.1 0.00 1.07 -1.36 0.43 0.71 0.43 8.39 --------------- PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 (713) 895-6322. All Rights Reserved. PIPE CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE November 25, 1998 CB 9 - DMH 5 NORTH ANDOVER AEI 1275 ------------- PROGRAM INPUT DATA: DESCRIPTION VALUE -------------------------------------------------------------------- Culvert Diameter (feet) ................................. 1.00 FHWA Chart Number (1,2 or 3) ............................ 1 Scale Number on Chart (Type of Culvert Entrance) ........ 1 Manning`s Roughness Coefficient (n-value) ............... 0.0120 Entrance Loss Coefficient of Culvert Opening............ 0.50 Culvert Length (feet) ..................... .............. 114.0 Culvert Slope (feet per foot) ........................... 0.0050 PROGRAM RESULTS: Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet Rate Depth Inlet Outlet Depth Depth Outlet Velocity (cfs) (ft) Control Control (ft) (ft) (ft) (fps) -------------------------------------------------------------------- 2.3 0.97 1.02 1.00 0.71 0.65 0.71 3.85 -------------- PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 (713) 895-8322. All Rights Reserved. PIPE CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE November 25, 1998 CB 8 - DMH 5 NORTH ANDOVER AEI 1275 -------------------------------------------------------------------- PROGRAM INPUT DATA: DESCRIPTION VALUE -------------------------------------------------------------------- Culvert Diameter (feet) ................................. 1.00 FHWA Chart Number (1,2 or 3) ............................ 1 Scale Number on Chart (Type of Culvert Entrance) ........ 1 Manning`s Roughness Coefficient (n-value) ............... 0.0120 Entrance Loss Coefficient of Culvert Opening............ 0.50 Culvert Length (feet) ................................... 6.0 Culvert Slope (feet per foot) ........................... 0.1080 -------------------------------------------------------------------- -------------------------------------------------------------------- PROGRAM RESULTS: Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet Rate Depth Inlet Outlet Depth Depth Outlet Velocity (cfs) (ft) Control Control (it) (ft) (ft) (fps) -------------------------------------------------------------------- 0.8 0.00 0.52 0.07 0.17 0.37 0.17 9.01 -------------------------------------------------------------------- -------------------------------------------------------------------- PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 (713) 895-8322. All Rights Reserved. PIPE CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE November 25, 1998 DMH 9 - DMH 4 NORTH ANDOVER AEI 1275 ---------------------- PROGRAM INPUT DATA: DESCRIPTION VALUE -------------------------------------------------------------------- Culvert Diameter (feet) ................................. 1.00 FHWA Chart Number (1,2 or 3) .. .......................... 1 Scale Number on Chart (Type of Culvert Entrance) ........ 1 Manning`s Roughness Coefficient (n-value) ............... 0.0120 Entrance Loss Coefficient of Culvert Opening............ 0.50 Culvert Length (feet) ................................... 64.0 Culvert Slope (feet per foot) ........................... 0.0130 PROGRAM RESULTS: Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet Rate Depth Inlet Outlet Depth Depth Outlet Velocity (cfs) (ft) Control Control (ft) (ft) (ft) (fps) -------------------------------------------------------------------- 1.5 0.00 0.77 0.12 0.41 0.52 0.41 5.08 --------------- PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 (713) 895-8322. All Rights Reserved. PIPE CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE November 25, 1998 CB 12 - DMH 9 NORTH ANDOVER AEI 1275 ------------- PROGRAM INPUT DATA: DESCRIPTION VALUE -------------------------------------------------------------------- Culvert Diameter (feet) ........................... ...... 1.00 FHWA Chart Number (1,2 or 3) ...................... ...... 1 Scale Number on Chart (Type of Culvert Entrance) ........ 1 Manning`s Roughness Coefficient (n-value) ............... 0.0120 Entrance Loss Coefficient of Culvert Opening............ 0.50 Culvert Length (feet) ........ ........................... 58.0 Culvert Slope (feet per foot) ...... . .................... 0.0150 , PROGRAM RESULTS: Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet Rate Depth Inlet Outlet Depth Depth Outlet Velocity (cfs) (ft) Control Control (ft) (ft) (ft) (fps) -------------------------------------------------------------------- 1.5 0.67 0.77 0.07 0.39 0.52 0.39 5.36 PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 (713) 895-8322. All Rights Reserved. PIPE CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE November 25, 1998 DMH 2 - DMH 3 NORTH ANDOVER AEI 1275 ------------------------------------------------------------------ -------------------------------------------------------------------- PROGRAM INPUT DATA: DESCRIPTION VALUE ----------------------------------------------------------- Culvert Diameter (feet) ................................. 1.25 FHWA Chart Number (1,2 or 3) ............................ 1 Scale Number on Chart (Type of Culvert Entrance) ........ 1 Manning`s Roughness Coefficient (n-value) ............... 0.0120 Entrance Loss Coefficient of Culvert Opening............ 0.50 Culvert Length (feet) ................................... 76.0 Culvert Slope (feet per foot) ...... ..................... 0.0090 -------------------------------------------------------------------- PROGRAM RESULTS: Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet Rate Depth Inlet Outlet Depth Depth Outlet Velocity (cfs) (ft) Control Control (ft) (ft) (ft) (fps) -------------------------------------------------------------------- 2.0 0.02 0.80 0.34 0.47 0.56 0.47 4.73 PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 (713) 895-8322. All Rights Reserved. PIPE CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE November 25, 1998 CB 4 - DMH 2 NORTH ANDOVER AEI 1275 PROGRAM INPUT DATA: DESCRIPTION VALUE -------------------------------------------------------------------- Culvert Diameter (feet) . ................................ 1.00 FHWA Chart Number (1,2 or 3) ............................ 1 Scale Number on Chart (Type of Culvert Entrance) .. ...... 1 Manning`s Roughness Coefficient (n-value) ............... 0.0120 Entrance Loss Coefficient of Culvert Opening............ 0.50 Culvert Length (feet) .......... ......................... 67.0 Culvert Slope (feet per foot) ........................... 0.0050 PROGRAM RESULTS: Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet Rate Depth Inlet Outlet Depth Depth Outlet Velocity (cfs) (ft) Control Control (ft) (ft) (ft) (fps) -------------------------------------------------------------------- 1.2 0.70 0.66 0.51 0.46 0.46 0.46 3.36 PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 (713) 695-8322. All Rights Reserved. PIPE CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE November 25, 1998 CB 3 - DMH 2 NORTH ANDOVER AEI 1275 PROGRAM INPUT DATA: DESCRIPTION VALUE -------------------------------------------------------------------- Culvert Diameter (feet) ................................. 1.00 FHWA Chart Number (1,2 or 3) ............................ 1 Scale Number on Chart (Type of Culvert Entrance) ........ 1 Manning`s Roughness Coefficient (n-value) ............... 0.0120 Entrance Loss Coefficient of Culvert Opening............ 0.50 Culvert Length (feet) .......................I........... 58.0 Culvert Slope (feet per foot) ........................... 0.0060 PROGRAM RESULTS: Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet Rate Depth Inlet Outlet Depth Depth Outlet Velocity (cfs) (ft) Control Control (ft) (ft) (ft) (fps) -------------------------------------------------------------------- 0.3 0.55 0.30 0.27 0.21 0.22 0.21 2.43 PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 (713) 895-8322. All Rights Reserved. PIPE CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE November 25, 1998 CB 11 - DMH 2 NORTH ANDOVER AEI 1275 PROGRAM INPUT DATA: DESCRIPTION VALUE -------------------------------------------------------------------- Culvert Diameter (feet) ................................. 1.00 FHWA Chart Number (1,2 or 3) ............................ 1 Scale Number on Chart (Type of Culvert Entrance) ........ 1 Manning`s Roughness Coefficient (n-value) ............... 0.0120 Entrance Loss Coefficient of Culvert Opening............ 0.50 Culvert Length (feet) ..... .............................. 18.0 Culvert Slope (feet per foot) ........................... 0.0060 PROGRAM RESULTS: Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet Rate Depth Inlet Outlet Depth Depth Outlet Velocity (cfs) (ft) Control Control (ft) (ft) (ft) (fps) -------------------------------------------------------------------- 0.4 0.00 0.38 0.54 0.26 0.28 0.28 2.48 ------------ PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 (713) 895-8322. All Rights Reserved. PIPE CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE November 25, 1998 CD 10 - DMH 3 NORTH ANDOVER AEI 1275 -------------- ------- PROGRAM INPUT DATA: DESCRIPTION VALUE -------------------------------------------------------------------- Culvert Diameter (feet) ................................. 1.00 FHWA Chart Number (1,2 or 3) ............................ 1 Scale Number on Chart (Type of Culvert Entrance) ........ 1 Manning`s Roughness Coefficient (n-value) ............... 0.0120 Entrance Loss Coefficient of Culvert Opening............ 0.50 Culvert Length (feet) .......................... ......... 18.0 Culvert Slope (feet per foot) ........................... 0.0110 PROGRAM RESULTS: Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet Rate Depth Inlet Outlet Depth Depth Outlet Velocity (cfs) (ft) Control Control (ft) (ft) (ft) (fps) -------------------------------------------------------------------- 2.0 0.00 0.92 0.80 0.49 0.60 0.49 5.14 PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 (713) 895-8322. All Rights Reserved. PIPE CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE November 25, 1998 CB 2 - DMH 1 NORTH ANDOVER AEI 1275 PROGRAM INPUT DATA: DESCRIPTION VALUE -------------------------------------------------------------------- Culvert Diameter (feet) ................................. 1.50 FHWA Chart Number (1,2 or 3) ............................ 1 Scale Number on Chart (Type of Culvert Entrance) ........ 1 Manning`s Roughness Coefficient (n-value) ............... 0.0120 Entrance Loss Coefficient of Culvert Opening............ 0.50 Culvert Length (feet) ................................... 15.0 Culvert Slope (feet per foot) ...................... ..... 0.0040 PROGRAM RESULTS: Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet Rate Depth Inlet Outlet Depth Depth Outlet Velocity (cfs) (ft) Control Control (ft) (ft) (ft) (fps) -------------------------------------------------------------------- 6.1 1.69 1.48 1.95 1.06 0.95 1.50 3.45 PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 (713) 895-8322. All Rights Reserved. JOB APPLEDORE ENGINEERING, INC. SHEET NO. .--, OF 600 State Street, Suite 03 D 3 /ZE`�+>u�� DATE �96 PORT(SfMMOUTH, NH®03801 CALCULATED BYy `603) 4h7�18 CHECKED BY DATE SCALE .... .......... 0 r/ 2b/. 9< .01 3 a /f DO ,ol V i� ..... .... ... ../ ....... l,S -7 .. APPENDIX B 2.8" 3.0" ESSEX FR AAK LI N IZ 3.2" J W YIDDLES£X S1JFFOLK \ _ k �I 2 HAYPSHIRE ORCESTER h Y 2' W �� II° � 3. uPDEN � 3.6 G 9 5 sp O ! RAINFALL DATA MAP 6ARxSTAB 2-YEAR, 24 HOUR PRECIPITATION (INCHES) a 0 t NANTUCKET ! t TP-40 • � i I 3.8" ESSEX FRAMKLIK KIDDLESEX SUfF K 2` WORCESTER ^ 0� aH A we"-,"R£ 'T W m 4.2 1I HAwlroc � <,c 4.4" 1 L _ by a _ . C i RAINFALL. DATA MAP LA1MtST f 4. 5-YEAR,24-HOUR PRECIPITATION (INCHES) V NANTUCKET TP-40 I FIGURE !-I ,SHEET I OF 3 e•22 1 t 4.211 4.411 4.51I 4.311 It ESSEX 4.6 FRANYLIN MIDDLESEX SJFFOLK 11 c WORCESTER 4.7 2 HA►iPSHIRE N HAMPDEN 9 4.811 O gARH57AB'C RAINFALL DATA MAP 11 4.9 Ip—YEAR, 24 HOUR PRECIPITATION (INCHES) DUKES ��A NANTUCKET TP-40 5.3 n 5.0 5.1 5.211 5.411 ESSEX S FRANKLIN 5.5 MIDDLE EX SUFFOLK Ov a WORCESTER r` y HAMPSHIRE W f 5.6 SOP � HAMPDEN O M 5.7 - O BARNS W- RAINFALL DATA MAP 5 8" 25—YEAR,24—HOUR PRECIPITATION (INCHES) � a3 N�U CKE TP-40 FIGURE B—I ,SHEET 2 OF 3 8-23 5.6 5.711 5 911 ESSEX FRANKLIN 6. 011 w VI DOLE SEX S:.rFOLK II i 6.1 HA1(PSHIRE WO CESTER Y _ W 6.211 HALPDEN lIOF( 6.3'I G 1 I RAINFALL DATA MAP o 6ARNSTABL 50-YEAR,24 HOUR PRECIPITATION (INCHES) �a DUK 6.5 I� f kANTUCKET TP-40 i i i 6 >+ 6.4" $SEX i FRANKLY( ' w 6.6" ' MIDDLESEX 5UfTOtK C z ORCESTER J k HAYt'f.rw1[ N � lvJ _ m 6.8 HA.W DIE N N� 7 " 10 i RAINFALL DATA MAP ' 7.2" 100-YEAR,24-H4U}t PRECIPITATION (INCHES) �"`- MANTUCRLT TP-40 Ji FIGURE 8-1 ,SHEET 3 of 3 , i 9-2 4 o.S / / G = �yOU � ��Ui�'Ti O�✓ f --CA-(IT I'L3.(CFGtw !(CT O 0 S $ O o 3 o3go Q 5 0 3 oar? In J 14 `t rt0 1 : I 1100[OJ •wCRt 3. ICMO_p HMO CM•MTOROL=IC$OIL COVER COMPLZX RuMRCR t 1 1 1 1 I I EXAMPLE Orvtw 1.1300 t,..T.CY.•Cw.73 T� .fMT CR3Mt0 TIME Of CONCENTRATION!R MOVR3 SOLUTION IT CHART to. O $0.1 1 �— 7.T EXHIBIT 4 — C,.:—te number method for estinstimg ___e of concentrstica ('c) for up to 2,000 acre homogeneous watersheds under cor.ditions. G/ti1JG-'.� _c2Gvv � '•�cS. /�D.2/j1U�•4 /�.S UC%zy G—avc� W�/c�:�E w�� icvc� T� Uv�z• �..�T�.�->� ��c .�-pow. �,yi,� �Ji�� Gi -A Al-17 4/87 TABLE 6-4.3 -- RUNOFF CURVE NUMBERS (Average Watershed Condition) COVER DESCRIPTION CURVE NUMBERS FOR HYDROLOGIC SOIL GROUP Hydrologic Cover type and hydrologic condition condition6 A 8 C D NON-CULTIVATED AGRICULTURAL LAND Pasture, grassland, or range - continuous forage for grazing poor 68 79 86 89 fair 49 69 79 84 good 39 61 74 80 Meadow - contlmxxis gross, protected from grazing and generally mowed for hey --- 30 58 71 73 Woods-grass combination (orchard or tree farm) poor 57 73 82 86 fair 43 65 76 82 good 32 58 72 79 Brush - brush-weed-grass mixture with brush the major element poor 48 67 77 83 fair 35 56 70 77 good 30 48 65 73 N ' ~' Woods poor 45 66 77 83 fair 36 60 73 79 good 30 55 70 77 Farmsteads buildings, lanes, driveways, and surrounding lots --- 59 74 82 86 6. Poor hydrologic condition has less then 50 percent ground cover density. Fair hydrologic condition has between 50 and 75 percent ground cover density. Good hydrologic condition has more than 75 percent ground cover density. Source: USDA Soil Conservation Service TABLE 6-4.2 -- RUNOFF CURVE NUMBERS (Average Watershed Condition) COVER DESCRIPTION CURVE NUMBERS FOR HYDROLOGIC SOIL GROUP F d hydrologic condition Hydrologic corxlition4 A 6 C AL LANDre soil op residue cover (CR) 77 86 91 94 poor 76 85 90 93 god7483 90 raight row (SR) poor 72 81 88 91 SR & CR good 67 78 85 89 SR & CR poor 71 80 87 90 Contoured (C) good 64 75 82 85 C poor 70 79 84 88 C & CR good 65 75 82 86 C & CR poor 69 78 83 87 Contoured & Terraces (C&T) good 64 74 81 85 C&T poor 66 74 80 82 C&T & CR good 62 71 78 81 C&T & CR poor 65 73 79 81 N Smell groin SR good 61 70 77 80 p SR poor 65 76 84 88 SR & CR good 63 • 75 83 87 SR & CR poor 64 75 83 86 C good 60 72 C poor 63 80 84 C & CR good 61 82 85 73 81 84 C & CR poor 62 C&T good 73 81 84 C&T poor 60 72 80 83 61 72 79 82 C&T & CR good S9 70 78 81 C&T & CR poor 60 71 78 81 Close-seeded SR god 58 69 77 80 Legumes or SR poor Rot Ott C good 56 72 85 89 Meadow C poor 83 85 C&T good S5 69 85 C&T poor 63 78 83 good 73 80 83 4. For conservation tllla a S1 67 76 80 750 8/acre row crops or 300a/acrersmall condition, 5 to 20 percent of the surface Is covered with residue (less than For conservation tillage grain). g good hydrologic condition, more than 20 percent of the surface is covered with residue (greater than 750 N/acre row crops or 300 Vacre small grain). 5. Ctose-drilled or broadcast. Source: USDA Soil Conservation Service i TABLE 6-4. 1 -- RUNOFF CURVE NUMBERS (Average Watershed Condition) COVER DESCRIPTION CURVE NUMBERS FOR HYDROLOGIC SOIL GROUP Average percent Cover type and hydrologic condition impervious area2 A B C D FULLY DEVELOPED URBAN AREASI (Vegetation Established) Lawns, open spaces, parks, golf courses, cemeteries, etc. good condition; grass cover on 75% or more of the area 39 61 74 80 fair condition; grass cover on 50X to 75% of the area 49 69 79 84 poor condition; grass cover on 50% or less of the area 68 79 86 89 Paved parking lots, roofs, driveways, etc. 98 98 98 98 Streets and roads; paved with curbs and storm sewers 98 98 98 98 gravel 76 85 89 91 dirt 72 82 87 89 paved with open ditches 83 89 92 93 Commercial and business areas 85 89 92 94 95 Industrial districts 72 81 88 91 93 Row houses, town houses, and residential with lot sizes 1/8 acre or less 65 77 85 90 92 b Residential Average lot size 1/4 acre 38 61 75 83 87 1/3 acre 30 57 72 81 86 1/2 acre 25 54 70 80 85 1 acre 20 51 68 7q 84 2 acre 12 46 65 77 82 DEVELOPING URBAN AREAS3 (No vegetation Established) Newly graded area 77 86 91 94 1. For land uses with impervious areas, curve numbers are computed assuming that 100% of runoff from Impervious areas is directly connected to the drainage system. Pervious areas (town) are considered to be equivalent to lawns in good condition and the impervious areas have an RCH of 98. 2. InctWes paved streets. 3. Use for the design of temporary measures during grading and construction. Impervious area percent for urban areas under development vary considerably. The user will determine the percent impervious. Then using the newly graded area RCN and Table 6-4, the composite RCN can be computed for any degree of development. Source: USDA Soil Conservation Service