The URL can be used to link to this page

WALMART-LOWES 440, 460, 462, 488 HIGHLAND AVE - PLANNING (12)� 1 ' DRAINAGE REPORT ' For Proposed ' PLANNED UNIT DEVELOPMENT Highland Avenue (Route 107) City of Salem, Massachusetts Essex County ' Applicant: Kennedy Development Group, Inc. Prepared by: t TETRA TECH RIZZO One Grant Street Framingham, MA 01701 (508)903-2000 and BOHLER ENGINEERING 352 Turnpike Road Southborough, MA 01772 ' (508)480-9900 TEL. ' O TETRATECH RIZZO i ' BOIL LER E N G I N E E R I N G ' Date: February 9,2010 SECTIONS ' SECTION 1 "Drainage Report" - Proposed Lowe's Home Improvement Center tSECTION 2 "Drainage Report" For Proposed Walmart Store VIII 1 t 1 1 M V d N r 1 L 1 ' SECTION 1 "Drainage Report" - Proposed Lowe's Home Improvement Center 1 1 1 ' Drainage Report Lowe's of Salem, Massachusetts Drainage Report Proposed Lowe's Home Improvement Center 488 Highland Avenue Salem, Massachusetts 1 1 1 1 1 1 1 0,O ' Prepared by: cava. Tetra Tech Rizzo ft 4M February 19, 2010 IL 2(�3 tb Tetra Tech Rizzo 1 Table of Contents ' 1.0 Introduction and Study Area Description...........................................................................1 ' 2.0 Stormwater Management..................................................................................................3 2.1.1 Existing Drainage System .........................................................................3 ' 2.1.2 Existing Watersheds..................................................................................3 2.1.3 Existing Runoff Calculations......................................................................4 2.2 Proposed Conditions.............................................................................................5 ' 2.2.1 Proposed Drainage System.......................................................................5 2.2.2 Proposed Watershed.................................................................................5 ' 2.2.3 Proposed Runoff Calculations...................................................................7 3.0 Stormwater Management Standards ................................................................................7 ' 3.1 Standard# 1 — Untreated Stormwater...................................................................7 3.2 Standard#2— Post-Development Peak Discharge Rates....................................8 3.3 Standard# 3—Recharge to Groundwater.............................................................9 ' 3.4 Standard #4—TSS Removal (Stormwater Quality)..............................................9 3.4.1 Roadway Sweeping...................................................................................9 ' 3.4.2 Deep Sump/Hooded Catch Basins............................................................9 3.4.3 Water Quality Structures .........................................................................10 ' 3.4.4 Extended Dry Detention Basins with Sediment Forebays.......................10 3.5 Load ... .........................................................10 3.6 Standard #6— Protection of Critical Standard — Higher Pollutant oaAreasas .........................................................11 , 3.7 Standard#7— Redevelopment Project...............................................................11 3.8 Standard#8— Erosion/Sediment Control Plan.................................................11 ' 3.9 Standard# 9—Operation /Maintenance Plan ....................................................11 3.10 Standard# 10— Illicit Discharges.......:.................................................................12 ' 4.0 Drainage Collection System Design................................................................................12 5.0 Conclusion ......................................................................................................................13 ' Tetra Tech Rizzo ' ' Drainage Report Lowe's of Salem, Massachusetts List of Tables ' Table 1 Ground Cover—Total Study Area.........................................................................2 Table 2 Existing Conditions-Peak Stormwater Runoff Rates.............................................4 tTable 3 Proposed Conditions-Peak Stormwater Runoff Rates ..........................................7 Table 4 Comparison of Peak Runoff Rates (in cfs)............................................................8 List of Figures ' Figure 1 Site Location Map Figure 2 Aerial Photograph ' Figure 3 FEMA Map Figure 4 Existing Conditions Watershed Plan ' Figure 5 Proposed Conditions Watershed Plan ' List of Appendices Appendix A NRCS Soils Map ' Appendix B Boring Logs Appendix C HydroCAD® Pre- and Post-Development Calculations & StormCAD® Hydraulic Analysis Appendix D Checklist for Stormwater Report tAppendix E Rip Rap Sizing Calculations Appendix F Water Quality, Groundwater Recharge, TSS Removal Calculations ' Appendix G Stormwater Operations and Maintenance Plans Appendix H Long-Term Pollution Prevention Plans 1 ' Tetra Tech Rizzo 1 1 ' Drainage Report Lowe's of Salem, Massachusetts ' 1.0 Introduction and Study Area Description This report summarizes the drainage analysis and Stormwater Management Plan for the proposed ' Lowe's Home Improvement Center, Camp Lion, and City of Salem Water Tower located on the west side of Highland Avenue, adjacent to the existing Meineke Car Care Center. A Site Location Map is included in Figure 1. The study area currently consists of 21.0±acres of mostly dense woods, but is also occupied by the existing Camp Lion, a portion of the existing Wal-Mart parking area, and Meineke Car Care Center. The study area is bounded to the southwest by residential development, to the northwest by a stone wall,to the northeast by the existing Wal- Mart Store, and to the southeast by Highland Avenue. A Wal-Mart Supercenter, including a 148,800± square foot building and associated parking area, is also proposed as part of this project but will be drained through a separate stormwater management system. A separate ' drainage report for the Walmart development has been prepared by Bohler Engineering. The study area is located within or adjacent to the watershed of five wetland systems. The first wetland flows through the center portion of the study area from north to south through an ' intermittent stream that is partially culverted.This culvert directs the intermittent stream under the existing Camp Lion access drive allowing it to continue to the second wetland on the southernmost portion of the study area. The third wetland system is adjacent to the southwestern ' limits of the study area. The fourth and fifth wetland systems beyond the northern limits of the study area and are not discharged to in the proposed condition. The wetland systems and their associated resource areas exist on the central and southern portions of the study area and are ' subject to jurisdiction under the Massachusetts Wetlands Protection Act (WPA) and the City of Salem Wetlands Protection Ordinance. ' The study area is comprised of developed and undeveloped land. The undeveloped portions of the study area consist of large wooded areas containing the one of the five wetland systems, an intermittent stream, uplands, and significant exposed ledge outcroppings. Other developed areas ' include a portion of the existing parking lot that is currently in use and associated with the adjacent Wal-Mart. Developed areas also include a Meineke Car Care Center currently in operation on the northeast portion of the study area. The existing Camp Lion facilities consisting of two one-story office buildings, associated yards, and pool, are also located within the study area. An aerial photograph of the study area is included as Figure 2. ' The study area elevations vary from 117 feet to 200 feet. The study area slopes upward from southeast to northwest with the low point along Highland Avenue. NRCS soil mapping indicates that the study area is primarily comprised of`B" soil types (See Appendix A for NRCS Soils Map). On October 29, 2008, a geotechnical investigation was completed for the proposed ' Lowe's parcel. The majority of the study area is comprised of exposed and shallow bedrock. Other areas of the study area are overlain by granular fill consisting of fine to coarse sand with some fines and gravel beneath the top soil and pavement. These layers were generally shallow, ' approximately 4-5 feet below ground surface, and underlain by bedrock(See Appendix B for boring logs). The extensive bedrock within the study area provides limited to no infiltration of stormwater. Although stormwater does permeate through the initial soil layer in areas where ' bedrock is not located at the surface, it is eventually intercepted by the underlying bedrock, preventing infiltration. The bedrock surfaces, both exposed and shallow, severely limit the study ' Tetra Tech Rizzo 1 1 121-3]36-08028 si. �.x'�s ''+}`5 M1 �.+ '�2Y `'��i�✓ •� 2`/f sites 4 '< �^��....en'��a� 'q�" �-,.�: q 'moi f mY t Jx« 4g e "*„ Sii@� `F � �" } }�}.t,4{ •" � i'�. � �p {_t v,.�) y. .. i �s� s 1 £ �"• I�'+' .4 _ .F ft 'r'S`- `w ' a �� • s . t'e«�.Z• ` aa�t. 1 asw p' 1 w h .0 " Ifill` 1 _ /� Fk �'�, F v ri �� r l • a[ 1 .1 •1•• Me+rti $... 729 £"x" �•y yFnne7r a 2000 0 500 1000 2000 Approximate Scale in Feet ,�_„ , 'OEUMN"N t 1 Lowe's Home Centers, Inc. ® 7ETRATECH KtZZQ � Salem, MA 1 Base Map'.MA GSGS 11111988 Site Location Map Terra Sewer Topographic Maps 1 Figure 1 1 �i..iu�� y v M1 i l,�yy pA i� r � a " y �}y e,^� �".a :a`'�. 5�y . , :a- + i'.,d# k=�. .#� ,�''�' �'�' *� �a �,.: . & g "¢"'s,5 ,*'•-`,ter� yc�',g%i= *P 5 . _ • ' t '� �r.} a:. :: . '.r .$ .+J ty,., `q'*, a a .:., a�3 "-. �;y yq ' . :� ..� '.' , t '�@' v'- • '� `'..p a < ,� „.<. �,;�y ,�.. �<,. ' �t-+�v, ��?`�"� ., �, „, ;y:,..,„ 'meq �. �' r .ti i`g`. �, ,. :.• . � i�,. .. ...d� .,J�' y�, *� � : yam. �g 1.. , c � r "..axt -y ',k � 'i A•r; r 75*,Iil:�� ' 'az' d'y�" „� ¢'-,F + §'. '�q;.� ` ' �c ::.. � `°'� 'r ....� . kms'..• . i+i �i*�`' " a§ u„,""S`:**- � "s{.._ ' dt� "tk� �:-. �.3 � tl wv� ,r 3t `•'�"�w �4t �..aw y� �,., �.... :`,�:. P.. 'k. +� ��. ;,t k ,.A: ��5'�a�' `�,s "i,r u .a "�w.rK+` ".,2 �� ., ."' -' ' ? > '} ' • _ :` ::� _ ., .•.k� y .,'' �, - $ � .. . ,� ,� a>A 'R. '� t� i::o- "+g. . ^ P* `p4:� a.*_�' S RV 4� 'ini' ,ra � .8 .�` ,+ , s-� � ,� ti�, k�: :�v. _ ,, ,gni-,y '1�, ,r,� Fl 4;�. a , ;� *'`�` •:°*.'Ss. �' � ;�`, �'fs a y a �u:�� *��'�. �A= ...t, .- -�s;.,t e t .. m r, ' �r,;�;'. L*.r x � a . ..�^ �•`w}4., ;--. 'i a;+ q;�:: ...= '}�'. ?, ,�y�.,� §brq�, " ,�tk. : 'Xa �,� ti. t ` ' ;-,?.f r ...v n.. r � "°S�` ��": •_ ',,,4?" :'� '� ' .y ..,. a � �h� -� q ip � �**�":ex :�K� _.t�'a �`,ay�,>*�s �� .N:.h;N,;' K }:. . d e -- + Y p+ � t „ '+,d:.£+$:-i` ,'•6+ k)° , 1 4 ,y!„4 M F t}v„ bvfi' ,iNk� ,'P'a "v5 to tY'f 'fP �yf 1 � +: ”'T V s :X �� e?rov. "t, f � '"L•'� � ,�:r� S i k .y:�fa l" [el � .� _ :?;4.�Aa '� `� `� � 1`•*1G iS %, r ,�� ;,� �.'4 +. „g-µpyo ..„t„ � Ya . $."e+"a r�tv§ r .s. 't dA,$' 'R Ji+t P$•' YM ^c d � ,q' � .�: .. i ,�. h �,h y` 'S'.%++,:. k, 9' �' 4 .y,H �y ' +ai fy Y,�$# k g 4l,{ , :� ;:y.,,.. ,�P'r Y y"y, A e Y.. , '$: Yv P � .. ,yt.1 .. tb'� Iq'yy,� t' •`t": P a"k"Y�,,,a t aye t. £� � .� r • Is D .a' , , .q`'�..,*^w = .�- ''+% � `?^_�:. ; , '"X„` t 'test ,� '}� •{F;. ,� .,* - - d. 3 `§` t ' '*^ f k ; `" y`j„' „$'`` '. � Y•""� �-}"5"' � "M :. r� .':z a� .. a"�, yap e% 3 ��..,.+ � '-Y'< P� e�� 91r.. s 3e tom' � �Ci�rrr r� '1'' S '..a, ��y s ' � a�°a,'��§t� � ,.yy�.. :a°✓ '�` '` r "'.. ° � �' •�, �.r�i:� .. 1- `��. �.ye�"�. ,+ .a �`;�Cc e*� �ri xw'`s '�. !�. `g. e` � � {1', h .�`•�Tk yx'"°t � ��. �¢ ti'.r�`'�{"`�i^ s*a' 4 g P�.av* yt n.:� ^' � k}� ��. - s QP a a ,. s „, x!: iib' k.,. �'d� "�s w � yP,hM1`$' ,+p,>�-0•"t.x `�'.. ''_„'� ,.” '` E°*`�' �g `0 >' �`� .Y .�', .• 4�- t y 5"!:.a'.,, a ,xS.- >:,�,'^.qti.`�. w k' �4' `,'"'� ,>'"""'p ;, 4r w �<„„. = it ..y' .i Q�K�' r�'t�'t't�' t•s4 �5R R"° � ,.� ' :�',,,q� � '�'p 5} f3 { 4 K.,''„” -� s f � �� .. a .1` ,+�yf sW k x - , k r�: +; sw G* , sw .: v w. �'�} dY { ♦?v 'd?.M1' 'rj 9 „ f uhf I{ e r a '✓" 17 1:«4, N _ T�'*x3+�. ��• !.,}�� ., � �,, ` as" :r,S��'. �,,,� . k,�iR 'ti. ,.:.� 5'' z, �.#�aR ti t��a`�'�< a• � #`�.y�t,- �� +,�gTy. ,v .4„.+. � ,� � ,� � �`�; �`-�� '�., , tiro tn.. �' o- ,cad: h" 4 • ., vat✓.. }p .", }^ c a�"'{,,4 � a `6x +' y .9 � i ,� �.�} k�..,k. ,¢, � n.��.. ,n�., "x,i,k ,��.., Cdr, .d r`. �SY” '4��`, _) s'`i: a"` �x��yy fy^"� •4.�x ':,± �' _ , ..�':� �. `,4 Kk° "_e.*-s•� t:(, � 4 a ,�,i '"` �x. •�*'7fi�` �. .syyr qy ¢ a 'P ,,. . v d, ys .g..J.,a�, ,y' F`,y�" r„ � §" ,. P P ..+z.,.fia >�. >•t" � .' p „i "c .>$�,'�+`,*" -z� ,,,;1 S d � es� ��*' , It '`�'iir y:ffi, ., yF.. 9 � r. aYr. �Mm Ytg` , .:.: .. �,� 14^�.+ y+. ,'z $ k' ,. .,n.`••"f �"' "f',3 %n �:�' ,, v`aw+s �.,''�'�,1 . " + ,�, �r S�"Y .'S� y "e•, � h" �„wN fiµ^.�.�,.,, �4'B �'.>i s` „`. ,� .'W,a. �. 8 >±5 a$>y�'#y, .>r' � � �„• M a ` u Y n Tg'„��P� .�y ` Fy`p"�`V'y$ 'L:tk' N' � cj��'+$+' .:ms's "►`.,�4 .k� �` ' . ° "d_ro t, 5. a s .-.. t1y �'� •."�� ( k "s'ue••,, ..qw "r ��°"�a.�x.. a7,. � '' � � fr,.i „k `p `�i $ '' i= ' t .t '$. P`P`�-"' k¢ -`' ® • 1 /P LowE'S@ 1 areas ability to infiltrate stormwater and make the implementation of stormwater infiltration features technically infeasible. Although a hydrologic soil group "D"classification could be applied to the soils within the study area; a hydrologic soil group"C"has been used in the design of the stormwater management system. The project study area is located predominantly within a"Zone C"as shown on the FEMA Flood Insurance Rate Map(FIRM) for Salem, community Panel No. 250102 0005 B and community ' Panel No. 250102 0004 B. "Zone C" is defined as "Areas of minimal flooding". (Refer to Figure 3, FEMA map). The 100-year flood plain does not encroach on the study area. The proposed development program includes the construction of a 153,063 square foot home improvement center which includes a 121 859 square foot enclosed building and a 31 204 square ' P 9 g q foot attached garden center. The development will also include associated parking, landscaping ' and stormwater management facilities, which will treat stormwater, and control peak runoff rates. The study area development plan includes a future development parcel of approximately 4.00 t acres for Camp Lion. Lowe's will demolish the existing Camp buildings and pavement located on the southwestern portion of the study area. The future improvements to be constructed by Camp Lion will include a 9,900± sf building, approximately 50 parking spaces, a pool area, and ' a recreation field. Lowe's will be responsible for preparing a graded, stabilized area in support of the future building, parking area and recreation field. The existing Camp access driveway will be realigned to provide access to the future Camp facilities. The location of the existing Camp driveway intersection with Highland Avenue will be maintained. For the purposes of analyzing peak runoff flows, it has been assumed that the future Camp development parcel, outside of the Lowe's property boundary, will be seeded and stabilized until construction commences on the future Camp improvements. Table 1 summarizes the ground cover distribution for the analysis area(20.98 acre) for existing and proposed conditions. There is a 472,001 square foot (10.84 acre) increase in impervious (pavement/roof)area with the redevelopment. ' Table 1 Ground Cover—Total Study Area Existing Proposed Area (Ac) (Ac) ' Pavement/Roof/Building 1.36 12.20 Impervious Subtotal 1.36 12.20 Grass/Pervious 2.81 6.83 ' Woods 16.81 1.95 Pervious Subtotal 19.61 8.79 Total 20.98 20.98 ' Tetra Tech Rizzo 2 1 mile;or areas protected y levees tram the base flood. (Medium shading) 1 C Areas of minimal flooding.(No shading) a� D Areas of undetermined, but possible, flood hazards. V Areas of IOOryear coaetal flood with velocity (wave action);base flood elevations and flood hazard factors 1 r not determined. NATIONAL FLOOR INSURANCE PRORAAM 1 t ill FIRM FLOOD INSURANCE RATE MAP 1 SITE / CITY OF 1 j SALEM, MASSACHUSETTS ESSEX COUNTY 1 i I ZONE C i PANEL 5 OF 5 i ISce i uses.Poa a-N la MOT PNNu Imm 1 i � I COMMUNITY-PANEL NUMBER 250102 0005 B 1 MAP REVISES. AUGUST 5,1985 h Feci Emergency Mattagami Agency. This is an official copy We coach Wthe mwve,r itireirccalflood map. It 1 \` -tine extracted using F-MIT On . This map does not reflect changes \ or amendments wNi may have Wen made soceeauent to the date on the 1 4tloock. Forthe latest product inlarmation Indent National Flood Insurance Pmgbl�am Ilmd maps check the FEMA Flood Map Store atvmw.arms fema.gm \ 1 1 1 Lowe's Home Centers, Inc. TETRATECH RIZZO Salem, MA 1 FEMA Map 1 Figure 3 1 ' Drainage Report Lowe's of Salem, Massachusetts 2.0 Stormwater Management The sections that follow describe Stormwater Management within the study area under existing and proposed conditions. The descriptions of catchment area size, slope, groundcover and other hydrologic parameters are used in the pre and post development runoff analysis. ' 2.1.1 Existing Drainage System Under existing conditions, most of the undeveloped area discharges into small wetland systems within or adjacent to the study area or flows overland onto paved surfaces along Highland Avenue and into the closed drainage system. A small portion flows to the northern limits of the study area to offsite wetland systems. The portion of the existing Wal-Mart parking lot that is ' within the study area is drained through catch basins and storm drains which discharge into a 30" culvert approximately 175 feet long extending from the southeast limit of the study area. For a detailed analysis of the existing Wal-Mart a separate drainage report has been prepared by ' Bohler Engineering. 2.1.2 Existing Watersheds Under existing conditions,the study area is divided into six(6)drainage basins; Subcatchments IE through 6E(refer to Figure 4, Existing Conditions Watershed Plan-Entire Site). ' Existing Subcatchment 1 (1 E) consists of a small portion of the proposed Lowe's Site with part of an existing Camp office building, associated paved parking lots, and access drive. It consists ' primarily of undeveloped wooded land. The majority of the run-off is overland flow that discharges into the closed drainage system in Highland Avenue through a catch basin in Highland Avenue, south of the Camp Lion access road (Reach 1R). Existing Subcatchment 2 (2E) consists of a major portion of the proposed Lowe's Site with existing Camp buildings and associated paved parking lots. It consists primarily of undeveloped wooded land. The majority of the run-off is overland flow and discharges into a wetland (Reach 2R) at the southern limits of the study area. An intermittent stream runs through this drainage area and is partially culverted under a small access drive. It discharges to the wetland (Reach 2R). -' Existing Subcatchment 3 (3E) consists of a major portion of the proposed Lowe's site with the existing Meineke building, associated paved parking lot, and a small portion of the existing Walmart parking lot. It consists primarily of undeveloped wooded land. The majority of the run- off is overland flow and discharges into a closed drainage system either in the Meineke Car Care Center parking lot, Wal-Mart Parking Lot, or in Highland Avenue. Ultimately,the closed ' drainage system discharges into a 30" RCP pipe on the east side of Highland Avenue (Reach 3R). Existing Subcatchment 4 (4E) consists of woods and discharges to the northern limits of the study area to an offsite wetland system (Reach 4R). ' Tetra Tech Rizzo 3 Existing Subcatchment 5 (5E) consists of woods and discharges to the northern limits of the ' study area to an offsite wetland system (Reach 5R). Existing Subcatchment 6 (6E) consists of mostly of dense woods. The run-off is overland flow and discharges into a wetland (Reach 6R)at the southwest limit of the study area. ' 2.1.3 Existing Runoff Calculations In order to determine the peak rate of discharge for existing conditions, runoff hydrographs were generated for the storm events using the SCS TR-20 Method (refer to Appendix C, HydroCAD® Pre-and Post-Development Calculations& Storm CAD®Hydraulic Analysis of this report). , Under the existing condition, runoff hydrographs were flood routed through the existing storm water management facilities. The existing storm water discharge rates are shown in Table 2. Table 2 Existing Conditions-Peak Stormwater Runoff Rates ' 2-Year Storm 10-Year Storm 25-Year Storm 50-Year Storm 100-Year Storm Point of Analysis (3.2 inches) (4.6 inches) (5.5 inches) (5.5 inches) (6.6 inches) , (cfs) (cfs) (cfs) (cfs) (cfs) 1R (Highland Ave @ 3.20 6.02 7.93 9.00 10.30 Camp Entrance 2R (Wetland South of 6.79 13.57 18.27 20.94 24.18 Study Area 3R '(Culvert Across 5.89 10.92 14.30 16.20 18.50 Highland Ave 4R (Wetland North of 0.04 0.07 0.10 0.12 0.13 ' Study Area 5R 0.05 0.11 0.15 0.17 0.19 Natural Depression) 6R '(Wetland- 3.22 6.43 8.65 9.91 11.44 Southwest 1 Tetra Tech Rizzo , 4 i J LEGEND: NOT FOR CONSTRUCTION THESE PLANS WERE PREPARED FOR THE PURPOSE OF OBTAINING STATE AND LOCAL iF20 SOILS LINE APPROVALS AND ARE NOT INTENDED TO BE USED AS CONSTRUCTION DOCUMENTS. IPROPERTY LINE ......... 47B �77Z FLOW PATH ilk.4!3 I < WATERSHED LINE _T IIIItwo ItI ItIDISCHARGE POINT I0 447Lf via,i0w 6 IIIIitIIfSOIL DESCRIPTIONS I�' SQBCATCHMENT-6E 41\ . ....... 53A FREETOWN MUCK, PONDIED 0 TO 1 PERCENT SLOPES y ��r "rOTAL,AREA 4.02 GO CRES j 6NDEk, OPED 3.411 A W12 dJ0,'ACRES , !j-j5 —HOLLIS—ROCK OUTCROP COMPLEX, 3 TO 15 PERCENT SLOPES iWEIGHTED CN 77 VC 102C CHATFIELD AE7ZAND 4,qEA. i�'Of tI3 N 102E CH ATFIELD—H OLLI S—ROCK OUTCROP COMPLEX, 15 TO 35 PERCENT SLOPES i0o ACRES 'Tc: 24.4 MI 4!� 178 SCITUATE FINE SANDY LOAM, 3 TO 8 PERCENT SLOPES, EXTREMELY STONY 77.1 tI602 URBAN LAND tIN LAND COMPLEX SLOPING I LLI II651 UDORTHENTS, SMOOTHED II< Joe 4 / / ? u� tf I652 UDORTHENTS, REFUSE SUBSTRATUM I7j IUNDEVECQOED U4-A T ;'04' APRtS iq ,A�-2 I/T1 IWEIGHTED )CN ��OY''oe I r-71 __� b / / ,-/- //// I 1 I5 E IISWCATCHMENT-4C I W,4W4 I24 ri%jE 7.0.Y4 DISCH A 114.4 P0114T /Z OE7LAND ARA 0 4' IIIsc 174 2 IIIG IIA Al 'I II150.4 fIII4' Ij52 S.F--�MIG '�74-2 titS/ L IIV\\ tIIIf 4 I / Y /4bo 4 j.Ave, IT, WJ*44 IIIA111 I17 7,L4 II7- Ii1711 I7t *".2 §Ijb&TCHME� _y 3,61 Iy I32.II2_�7jO*12.4 X �T - , ,�5,4� ell;V U�,DEVEII_00b .0 CRI 1176 '27 TOTAL AREA-=If TED C T1 WEIGH Tc I7YI*74.2 zd Of. ;PY IYL If84.4-_q,4 tIt 1.914 I A f IN 12aJ itI7rl I�411 t0 U 11 I*At Ilfl 5111 k-J / fly.162 4 R-IM22 100,-00'-112.1__-1 L62 IV-1.4 19-17�D I -1 02C f L T171,II07 A Z/1 E 'I-'I'l 44*. II1-flA, V 14V_ 7 I01 IV,5 itIIOTCH I \Ily 159 I d2.8 )L �1\ 10,AND jA'EA IB IR j 1.2 R11 ED =-:7,4Q A IlEA 1.39 IIAVEMENT =',0.q7/ACRES tZ/� I8.86 ACRES IIIIIREXA I1 , AIMW I - / :�� F0 CN �77 7ZAND A I-4�151.7 21 1-4/ib, 4--r ftII /Z IIIIIa9 '18.2 II47aJ +92.2 I R-717.78 II-115 ,a. Date Description tt_122 I171- Revisions Ir DISCHARGE 14.22(C)0 Drawn By Designed By Checked By Approved By V RD,INV 1532`Ae POINT 2 8k2 C,H5 C,H5 AFT I t I 1, I000010 f1l ON C7A 0 z, Ids,IOVA&E rO II__j ,efIa45 1-115 78(AO (C)-24"APC R-Fla20 EXIS TING ;00 Cn -\ I '-114.27(F) 7 112 S T01?r C—L 129.8' OXCRETE RICK &BUILDING I178 IJ5.4 1-116.87 I -mv Fj ro a 48.7 7'..I7__ 17S G l _*?R,1 10000'IP-11727 1000, TETRATECH RIZZO II 14 J,yg) A I - .001* I2j 7L7 I889 Elm Street, 2nd Floor 7 . I \4h I74� .000, R II&I R. 05 UJI1 R_$1595 "A Manchester, NIH 03101-2019 II603.641.5006 III14. IIwom.tetratechrizzo.corn A a '.72.4 24'Q�F(R) Ia'RCP f2fAL WOUAW I-It.129(c 2 UNDE� E SUBCATCHMENT-JE DI 7 11 4 1018 IIEW MOE /it'A) 4 1'%Bul, * 0EMEN 1?6 80 7HRU T .1 'i 40-A 360CX '127 r(9�C '9 I7:-- 4 -P14 9L 4.J`0(8)(R) Project T-itl C LOWE'S OF 79 ;'t-"IZT.4 to Q SALEM, MA �1\ I 71 Apo Iunr 9 mom moll H I G H LAN 4�J-4- OWE ro 4 -717 D A 4644(A)92,WA) 2ZJ ?.4 D 1-9dz,7(8) V1 _T IL Sheet Title V E N cow _A 71�1_11 I AU XUL ?',as;).8 4 EXISTING 109.62 0j 112 1 HV 4 I -.2 RE-DEVELOPMENT lod_WC) �K 494, P C&V7ER Cam '7S_rRIGH T=WA Y'2 2 A WCAND A 11-A"Z YOU F'07 141 1'�11 P ro,il 42,qAroj fMA(f YC, S-fizi CONDITIONS 12 RD- I U.O-yc)1-111jil(G) 12- rI 4.ds(o)`0 6'(7 A Y !:477M S-117.1 WATERSHED PLAN IGRAPHIC SCALE Scale: 60 DISCHARGE 60 0 120 240 Job No.: 0828P-EXCOND Sheet No. POINT3 File Name: EXCOND-DRAINAGE IIN FEET Date: 02/08/110 4 III1 inch 60 ft. 1 ' Drainage Report Lowe's of Salem, Massachusetts ' 2.2 Proposed Conditions ' 2.2.1 Proposed Drainage System The proposed stormwater management system incorporates the following features to address the rate, quantity, and quality of stormwater runoff from the study area: • Source Control is a comprehensive source control program which includes regular ' pavement sweeping, catch basin cleaning and enclosure and maintenance of all dumpsters, compactors and loading areas. ' • Deep Sump Hooded Catch Basins trap debris, sediments and floating contaminants before the stormwater is conveyed to the closed piping network. • Water Quality Structures remove suspended particles (TSS) from the runoff. • Extended Dry Detention Basins with sediment forebays remove suspended particles (TSS) from the runoff and attenuate peak discharge rates. ' Runoff from impervious areas within the Lowe's, Camp, and City of Salem parcels will be treated prior to discharging into the Highland Ave closed drainage system or off-site wetlands. ' A separate drainage report for the Walmart development has been prepared by Bohler Engineering. 2.2.2 Proposed Watershed Under proposed conditions, the project study area is divided into four(4) Subcatchments for hydrologic analysis (subcatchments 1 P, 2P, 3P, and 6P as depicted in Figure 5, Proposed Conditions Watershed Plan). Subcatchments 4P and 5P do not contribute any runoff in the proposed condition to points of analysis 411 and 5R. Below are descriptions of each ' subcatchment and the drainage systems used in them. Subcatchment 1 P is comprised of the paved access drive to the future Camp development and a ' wooded area to the west of Highland Avenue. The run-off from the paved access drive is collected in deep sump hooded catch basins and flows through a water quality structure and discharges into the existing closed drainage system in Highland Avenue. Stormwater runoff from the remaining portion of Subcatchment 1P will continue to drain directly into Highland ' Avenue and into the existing closed drainage system. Subcatchment 2P is further broken into three (3) additional subcatchments 2aP, 2bP, and 20. ' Subcatchment 2aP is comprised a portion of the future Camp development and woods. The existing intermittent stream is relocated within this catchment area and will continue to discharge ' to the same location as in the existing condition. Stormwater runoff will continue to drain directly into the wetland at the southern limit of the study area. For the purposes of this analysis, Tetra Tech Rizzo 5 1 it is assumed that the disturbed areas of the future Camp development outside of the proposed Lowe's property within this catchment area will be rough graded, stabilized, and seeded. ' Subcatchment 2bP is P oe proposed comprised of the rooftop f thosed Lowe's building. Stormwater P P P g runoff from this area is collected and Pesna e conveyed through roof leaders and storm drainage i Y g g P prior to discharging to the proposed extended dry detention basin. It is then discharged through an outlet control structure and released into the existing wetland at the southern limits of the study area. Subcatchment 2cP is comprised of the paved parking lot to the front of Lowe's building, the Water Tower access drive, landscape areas,the rear and side service drives, and a portion of the ' main access drive. Stormwater runoff from this area is collected and conveyed through deep sump hooded catch banns, storm drainage pipes, a water quality structure, a sediment forebay and then to an extended dry detention basin. It is then discharged through an outlet control structure and released into the existingwetland at the southern limits of the stud area. Y Subcatchment 3P is comprised of a large portion of the access drive, the Meineke parcel, and a portion of Highland Avenue. Most of the stormwater runoff from this area is collected and ' conveyed through deep sump hooded catch basins, storm drainage pipes and water quality structures and released into the existing 30"culvert under Highland Avenue. The stormwater in Highland Avenue will continue to be collected in the existing closed drainage system and ' discharged under in the 30"culvert. Subcatchment 6P is further broken into two (2) additional subcatchments 6aP, and 6bP. 1 Subcatchment 6aP is comprised of the rooftop of the proposed 9,900f sf building within the future Camp development. Stormwater runoff will be collected and directed to an extended dry ' detention basin. It is then discharged through an outlet control structure and released into the existing wetland at the southwestern limits of the study area. Subcatchment 6bP is comprised of a large portion of the future development parcel. Most of the ' stormwater will be collected and drain to an extended dry detention basin with a sediment forebay. A small portion of the catchment area is a parking lot associated with future Camp Lion ' improvements. Stormwater runoff from this area will be collected and conveyed to a sediment forebay and extended dry detention basin. It is then discharged through an outlet control structure and released into the existing wetland at the southwestern limits of the study area. Although the Camp stormwater collection system will be designed at a future date, the sediment ' forebay and extended dry detention basin have been designed to adequately attenuate anticipated peak flow rates. Tetra Tech Rizzo ' 6 1 –_ — — LEGEND: NOT FOR CONSTRUCTION THESE PLANS WERE PREPARED FOR THE PURPOSE OF OBTAINING STATE AND LOCAL - - ---_- / , SOILS LINE BE TO PROVALS AND RINTENDED USED AS CONSTRUCTION E NOT DOCUMENTS ----_____ - - - - - - PROPERTY LINE '.■_. T.�` -" - - - - - - - - - - - - FLOW PATH WATERSHED LINE I � C II I �.�• _ ±, / DISCHARGE POINT SUBCATCHMENT-6aP `t 1, bP' / " ,& At. SOIL DESCRIPTIONS 1 t } PAVEMENT/ROOF = 0.23 %f �� <t `, ` s } K , TOTAL AREA = 0.23 ACRES 53A FREETOWN MUCK, PONDED 0 TO 1 PERCENT SLOPES WEIGHTED CN = 98 - :` ` - , �, _ _ / AA 102C CHATFIELD-HOLLIS-ROCK OUTCROP COMPLEX, 3 TO 15 PERCENT SLOPES Tc = 5.0 MIN J 102E CHATFIELD-HOLLIS-ROCK OUTCROP COMPLEX, 15 TO 35 PERCENT SLOPES � . xy*.x- 317B SCITUATE FINE SANDY LOAM, 3 TO 8 PERCENT SLOPES, EXTREMELY STONY / SUBCATCHMENT_6bP / i _ / 602 URBAN LAND L - LANDSCAPING = 2.86 ACRES %�` I - 622C PAXTON-URBAN LAND COMPLEX SLOPING �� PAVEMENT/ROOF = 0.76 / TOTAL AREA = 3.62 AC I 651 UDORTHENTS, SMOOTHED DISCHARGE WEIGHTED CN = 79 \— `t;'1 6a� Tc = 16,8 MIN � A, A, / 652 UDORTHENTS, REFUSE SUBSTRATUM POINT 6 ��' 9 _ . AL _AL 40000 .tom .- -' O � •._;ac9J,. ± 4 A °• AL l I v j Y ,-•-A + AL AL / ALr �x' � 125 II , , t • , u r 0 126 , y AL Al i { 4 I N 2a r , < f i1 'f ' , • , • f > //. Ii t 0 ^ 1 -T 1 : v I , I - , , SUBCATCHMENT-2aP f k ' I WOODS BRUSH = 0.91 ACRES I - LANDSCAPING 0.77 ACRES -- : , 1 I ,,,', s ,.• "_' :•tel .. ,"" I I,!1 /' /// — TOTAL AREA 1.68 ACRES ,I I � WEIGHTED CN - 76 ..,.. , Tc 30.2 MIN I I I i r — _ I S ETCH E T 2 P 1 I _ , I ... 1.a I 1 � PPI M T 6.�9 A RAS / •"•y: 1 � � _ AN _ GRA L 0.22 ACRES _ i y„ f I k TOT L AEA 712 CR g : WEIGH F0CN 1 '.MIN I� LLul `1 L j 1 , 11k 1 1 ff , , I ' i l / • r I. '�'` r 1 ? SUBCATCHMENT 2bP I = F .79 ACRES / 1 k , = - a TOTAL AREA 2.79 ACRES WEIGHTED CN 98 Tc - 5.0 MIN ' : 1. l L I y , , ' 1 ; '100N i i I i , i, - I ._-_. _ .•;/•, ,' .✓ - - Y^ A- '.., 2 . .'` !• =� I k No. Date DescripL icDISCHARGE Revisions •POINT S { 1 I -. .:.. ` J.:. _l._ J:c i arr. > JL -i i - i.a .r f Y 1 AL z sir. :� ... � �}: i /1 • , Drawn By Designed By Checked By Approved By i 13 13" If i I x i I T It 1 -.__- .`•,, ', GHS .:, LO, sEnt I �I �.. - - . JL J i f / t _ rn ' 1 I �Sr I 7 103K WIDE -- r: I. i r 9 , , 4 \ _' 71 "I i t i , , I i� 'i , t - - - - • i :4 4 I , P t 1 ... .;'. ...... ....,fir.....-... .. .. --- � , : — , { , t t - v _ - � TETRA TECH RIZZO '52 - -t - - - -— n - T-1 ! t 889 Elm Street, 2nd Floor t , r _ j H 03101-2019 Y f `/ I —�— I t a, / 03 64155006 DISCHARGE _ _ _ _- _ _- -- , , 6 ' i i / ' / ---------- — '-- {I 4 _ —�— www.tetratechhzzo.com POI - NT 1 - - , 3P Z) _ ---- t � Pro lect Title J t I I i i r - -- - - - - _ LOWE S OF ' I '�-__„�'�_ ��:-��_.. �■�_ —�� ._ SII I AND AV -- _ � I - -�, ---__- == - - -- _ SAL , tITL' 1 MA _ -'r'- ./ — i _ — - Sheet Title — -- - ---- _ - - - r -- PROPOSED suecATCHMENT-1P POST-DEVELOPMENT SUBCATCHMENT-3P PAVEMENT = 0.72 ACRES CONDITIONS WOODS/BRUSH = 0.46 ACRES WOODS/BRUSH = 0.70 ACRES I LANDSCAPING = 0.49 BUILDING/PAVEMENT = 1.61 ACRES WATERSHED PLAN TOTAL AREA = 1.67 ACRES LANDSCAPING =0,76 DISCHARGE WEIGHTED CN = 85 TOTAL AREA = 3.07 ACRES GRAPHIC SCALE Scale: 60 Tc = 8.4 MIN WEIGHTED CN = 87 Sheet No. Tc = 9.7 MINPOINT 3 60 0 30 60 120 240 Job No.: 0828P-EXCOND File Name: PROPCOND-DRAINAGE ( IN FEET ) Date: 02-08-10 5 1 inch = 60 ft. Drainage Report Lowe's of Salem, Massachusetts ' 2.2.3 Proposed Runoff Calculations The proposed stormwater discharge rates are shown in Table 3 (refer to Appendix C, HydroCAD®Pre-and Post-Development Calculations& StormCAD(t Hydraulic Analysts). Table 3 Proposed Conditions-Peak Stormwater Runoff Rates ' 2-Year Storrs 10-Year Storm 25-Year Storm 50-Year Storm 100-Year Storm Point of Analysis (3.2 inches) (4.6 inches) (5.5 inches) (5.5 inches) (6.6 inches) (cfs) (cfs) (cfs) (cfs) (cfs) ' (Highland Ave @ 3.13 5.31 6.74 7.53 8.48 Camp Entrance) ' 2R (Wetland South of 6.56 12.89 16.96 19.46 23.08 Study Area 3R ' (Culvert Across 5.20 8.58 10.77 11.98 13.47 Hi land Ave 4R (Wetland North of 0.00 0.00 0.00 0.00 0.00 Study Area) ' 5R 0.00 0.00 0.00 0.00 0.00 Natural Depression) 6R 2.58 6.36 8.08 8.89 9.77 Wetland-Southwest 3.0 Stormwater Management Standards ' The purpose of the Stormwater Management Plan is to provide a comprehensive framework for the long-term protection of natural resources in and around the study area from degradation as a ' result of stormwater discharges. This is achieved through the use of a variety of water quality and quantity control measures designed to decrease the amount of pollutants discharged from the study area and control discharge rates. ' The proposed stormwater management system complies with the current Massachusetts Department of Environmental Protection (DEP) Stormwater Management Standards. The ' following section discusses compliance with Standards 1 through 10. The Checklist for Stormwater Report is provided in Appendix D. The project as designed will meet or exceed all of the ten(10) standards. ' 3.1 Standard # 1 - Untreated Stormwater ' No point discharges of untreated stormwater to resource areas are proposed. Stormwater quality control for the project includes street sweeping, deep sump/hooded catch basins, water quality structures, and extended dry detention basins with sediment forebays. Runoff from proposed ' impervious surfaces is directed to the sediment forebays and extended dry detentions basin to the south of the Lowe's building and future Camp improvements. The clean runoff from the Lowe's rooftop is routed directly to the extended dry detention basin. All points of discharge are ' Tetra Tech Rizzo 7 ,1 1 designed to prevent scour and erosion. At discharge points 1R and 3R the proposed closed drainage system outlets into the existing closed drainage system with a reduction in flow rate. At ' discharge points 4R and 5R there is no proposed runoff contribution. At discharge points 2R and 6R there will be rip rap aprons to dissipate the discharge velocities. Rip Rap Sizing Calculations are included in Appendix E. ' 3.2 Standard # 2 - Post-Development Peak Discharge Rates ' DEP standards state that controls must be developed for the 2-year and 10-year, 24-hour storm events. The 100-year, 24-hour storm event must also be evaluated in order to demonstrate that there will not be increased flooding impacts off-site. ' Stormwater management controls were developed for the 2-, 10-, 25-, 50-and 100-year 24-hour storm events. Table 4 summarizes the pre-and post-development peak runoff discharge rates ' determined in the hydrologic/hydraulic analyses performed for the project study area. There will be no increase in run-off rates as a result of the project for the 2-, 10-, 25-, 50-, or 100-year storms. Table 4 Comparison of Peak Runoff Rates (in cfs) ' Point of 2-Year Storm 10-Year Storm 25-Year Storm 50-Year Storm 700-Year Storm ' Analysis Pre Post A Pre Post A Pre Post a Pre Post A Pre Post A 1R (Highland 3.20 3.13 -0.07 6.02 5.31 -0.71 7.93 6.74 -1.19 9.00 7.53 -1.47 10.30 8,48 -1.82 ' Ave Camp Entrance 2R (Welland 6.79 6.56 -0.23 13.57 12.89 -0.68 78.27 16.96 -1.31 20.94 19.46 -1.48 24.16 23.08 -1.10 ' South of Study Area 3R ' (Across 5.89 5.20 Culver -0.69 10.92 8.58 -2.34 74.30 10.77 -3.53 16.20 11.98 -4.22 18.50 13.44 -5.06 Across Highland Ave) 4ll ' (Wetland North of 0.04 0.00 -0.04 0.07 0.00 -0.07 0.10 0.00 -0.10 0.12 0.00 -0.12 0.13 0.00 -0.13 Study Area) ' SR (Natural 0.05 0.00 -0.05 0.11 0.00 -0.11 0.15 0.00 -0.15 0.17 0.00 -0.17 0.19 000 -0.19 Depressio n 6R ,(Wetland- 3.22 2.58 -0.64 6.43 6.36 -0.07 8.65 8.08 -0.57 9.91 6.89 -1.02 11.44 9.77 -1.67 Southwest) 1 Tetra Tech Rizzo , 8 1 1 ' Drainage Report Lowe's of Salem, Massachusetts ' 3.3 Standard # 3 — Recharge to Groundwater NRCS soil mapping indicates that the study area is primarily comprised of"B" soil types(See ' Appendix A for NRCS Soils Map). On October 29, 2008, a preliminary geotechnical investigation was completed for the proposed Lowe's parcel. The majority of the study area is comprised of exposed and shallow bedrock. Other areas of the study area are overlain by ' granular fill consisting of fine to coarse sand with some fines and gravel beneath the top soil and pavement. These layers were generally shallow, approximately 4-5 feet below ground surface, and underlain by bedrock. The extensive bedrock within the study area provides limited to no ' infiltration of stormwater. Although stormwater does permeate through the initial soil layer in areas where bedrock is not located at the surface, it is eventually intercepted by the underlying bedrock, preventing infiltration. The bedrock surfaces, both exposed and shallow, severely limit the study areas ability to infiltrate stormwater and make the implementation of stormwater ' infiltration features technically infeasible. Although a hydrologic soil group"D" classification could be applied to the soils within the study area; a hydrologic soil group"C"has been used in the design of the stormwater management system. Although the soils are not suitable for t infiltration, the recharge volume required has been incorporated into the design of the extended dry detention basins(See Appendix F for Water Quality, Ground Water Recharge, and TSS Removal Calculations). The recharge volume is provided below the low level orifice. Due to ' the presence of shallow bedrock, full infiltration may not occur. 3.4 Standard # 4—TSS Removal (Stormwater Quality) ' Best Management Practices (BMPs) will be used to provide water quality. The following BMPs will be provided with in the study area: roadway sweeping, deep sump/hooded catch basins, water quality structures, sediment forebays, and extended dry detention basins. 3.4.1 Roadway Sweeping ' The proposed design incorporates street sweeping as a BMP to control the amount of sediment that enters the drainage system. Street sweeping will be conducted once per month during the late spring, summer and early fall seasons and once in mid-February. The catch basins shall also be cleaned in mid-February. Street sweeping will occur after winter snowmelt when road sand and other sediments ' have accumulated. In accordance with the MADEP Standards a 10 percent TSS removal rate is credited for this BMP. 3.4.2 Deep Sump/Hooded Catch Basins. ' All proposed catch basins within the study area will be deep sump/hooded catch basins, which will serve to trap sediment and floatables before entering the ' drainage system. Sumps will be four-foot deep. Inlets should be inspected and, if necessary, cleaned a minimum of two (2) times per year(including mid- February). Sediments and hydrocarbons shall be properly handled and disposed ' of, in accordance with local, state, and federal requirements. All catch basins will be installed with sediment sumps and oil hoods. In accordance with the MADEP Standards a 25 percent TSS removal rate is credited for this BMP. t Tetra Tech Rizzo 9 1 1 1 3.4.3 Water Quality Structures Four(4) water quality structures are proposed to treat runoff from the study area. ' The structures are located at the end of drainage systems before the runoff enters into the sediment forebay and extended dry detention basin or into the closed , drainage system in Highland Avenue. An 80 percent TSS removal rate is credited for this BMP. All water quality structures will be sized to adequately treat the equivalent flow rate of the I" water quality volume, consistent with MADEP ' requirements (See Appendix D for the Checklist for Stormwater Report). Water quality volume calculations are included in Appendix F. 3.4.4 Extended Dry Detention Basins with Sediment Forebays The proposed designs for both the Lowe's and the future Camp development ' incorporate extended dry detention basins with sediment forebays as BMPsto control the amount of sediment that discharges from the study area. The basins are located at the end of the parking lot drainage systems before the runoff ' discharges to the wetlands at the southern limit of the study area. Sediment forebays were sized in accordance with the Massachusetts Stormwater handbook requirements (Refer to Appendix F, Water Quality,Ground Water Recharge, and ' TSS Removal Calculations). In accordance with the MADEP Standards a 50 percent TSS removal rate is credited for this BMP. The incorporation of these BMP's will achieve a cumulative TSS removal rate of 91 percent, t exceeding the DEP requirement of 80 percent(Refer to Appendix F, Water Quality, Ground Water Recharge, and TSS Removal Calculations). 3.5 Standard # 5 — Higher Pollutant Load ' The project is classified as one that will generate higher pollutant loads and is subject to the ' requirements of Standard 5, including pretreatment of stormwater. In accordance with these standards, the Lowe's stormwater management system has been designed to achieve a cumulative TSS removal rate of at least 80%(See Appendix F, Water Quality, Ground Water ' Recharge, and TSS Removal Calculations). As discussed under Standard#3, groundwater recharge may not occur as a result of the extensive ledge that is present throughout the site. However, the stormwater management system has still been designed to achieve a minimum TSS , removal rate of 44%prior to discharge into the extended dry detention basin(See Appendix F, Water Quality, Ground Water Recharge, and TSS Removal Calculations). Consistent with MADEP Stormwater Management Standards, the stormwater quality structures ' proposed as part of the Lowe's stormwater management system will be sized to accommodate the equivalent water quality flow rates for 1.0 inch of runoff. Water Quality Volume and t Equivalent Water Quality Flow Rate calculations are included in Appendix F, Water Quality, Ground Water Recharge, and TSS Removal Calculations. Tetra Tech Rizzo ' 10 1 i ' Drainage Report Lowe's of Salem, Massachusetts ' 3.6 Standard # 6 — Protection of Critical Areas The project is not located in and does not discharge to a critical area as defined by the MADEP. ' 3.7 Standard # 7 — Redevelopment Project ' The stormwater management system has been designed to meet the standards for a new development. ' 3.8 Standard # 8 — Erosion I Sediment Control Plan The project will result in the disturbance of greater than one acre of land and discharges to a ' water of the US or a municipal separate storm drain system which discharges to a water of the US, and therefore requires the preparation and implementation of a Storm Water Pollution Prevention Plan(S WPPP) in accordance with the Environmental Protection Agency(EPA) ' National Pollutant Discharge Elimination System General Permit for Discharges from Construction Activities.The Construction General Permit(CGP) authorizes the discharge of storm water from construction activities. ' The S WPPP will include site specific temporary and permanent erosion and sediment control practices including the following: ' • Installation of silt fence between the limit of work and wetland resource areas to minimize sediment laden runoff from entering resource areas. ' • Establish stabilized crushed stone construction entrances to prevent sediment tracking on the public ways. ' • Immediate stabilization of all regraded area adjacent to wetland areas; stabilization will be achieved by hydroseed and/or the use of erosion control blankets until permanent ground cover can be established. ' ■ Site specific construction sequencing plans in order to minimize the extent of the disturbance at any give time. ' Construction of temporary sediment basin(s)and swales to divert, convey and detain construction term storm runoff and allow for settling of solids prior to discharge. ' • A Notice of Intent will be filed with the U.S. EPA to obtain coverage under the NPDES Construction General Permit. 3.9 Standard # 9 —Operation / Maintenance Plan ' The Lowe's stormwater management system will be owned and operated by Lowe's. The General Contractor(under Contract with Lowe's)will appoint a Project Manager who will be responsible during construction. The Lowe's Store Manager will be responsible for operation ' Tetra Tech Rizzo 11 1 1 and maintenance of the storm water management system during store operations. The future , Camp and City of Salem Water Tower stormwater collection systems will utilize similar Operation and Maintenance Plans. Costs associated with the operation and maintenance of the stormwater management systems are subject to contracts with licensed maintenance providers and are variable. As a result costs associated with the Operation and Maintenance Plans are not ' currently included with this report. The Stormwater Operations and Maintenance Plans are included in Appendix G. 3.10 Standard # 10 — Illicit Discharges The Stormwater Management System has been designed such that prior to stormwater runoff , discharging from the site, it is treated through a series of best management practices. To the Engineer's knowledge,there are no known or designed non-stormwater discharges that are or will be connected to the stormwater collection system that would convey pollutants directly to ' groundwater or surface waters. Long-Term Pollution Prevention Plans are included in Appendix H. 4.0 Drainage Collection System Design The proposed storm drainage collections stem has been designed for a 25-year storm frequency Y utilizing the Rational Method. StormCAD was used to perform the hydraulic analysis for the t storm drainage system (refer to Appendix C,HydroCAD®Pre-and Post-Development Calculations& StormCAe Hydraulic Analysis). ' The following criteria were used to design the pipe network: ■ Pipes shall be sized to convey the 25-year storm event. ' • Manholes shall be provided at all changes in direction or changes in pipe size. • All drainage pipes with diameter less than 48" shall be high density polyethylene (HDPE) ' with minimum cover of 2 feet. • Minimum drain pipe size shall be 12-in. ' • Minimum roof leader pipe size shall be 6-in. ■ Minimum pipe velocity shall be 2 feet per second(fps). • Maximum pipe velocity shall be 10 feet per second (fps). 1 • Rainfall intensity of 6.0 inches per hour for a 5 minute duration for the 25-year storm frequency. , • Manning's coefficient(n) of 0.010 for HDPE. 1 Tetra Tech Rizzo ' 12 r ' Drainage Report Lowe's of Salem, Massachusetts ' 5.0 Conclusion Construction term stormwater management will be addressed through the implementation of the ' Stormwater Pollution Prevention Plan. The post development stormwater management system designed for the project addresses both ' the quantity and quality of stormwater runoff from the study area and conforms to the Massachusetts Department of Environmental Protection (DEP) Stormwater Standards. N.\T¢l..\LMC\DOC$\L.xe,ldcm MA\MEPA\37361181128-Dm.n,R,,a LMC 11-191 do 1 1 1 ' Tetra Tech Rizzo 13 M M M M M M M M M M M M � M a M M M I , Appendix A ' NRCS Soils Map 1 � G _, _ __ : _, : __ _, , __ o ©®- -w5 � ! /0 ! i IR i \/ ° r ; r } } � , y , 70-55-44" 47�000 47M100 4706200 4706300 4706400 47M500 4706600 4706700 4706800 4706900 \ � � Hydrologic Soil Group—Essex County,Massachusetts,Southern Part MAP LEGEND MAP INFORMATION Area of Interest(AOI( Map Scale:1:7,250 if printed on A size(8.5"x 11")sheet. Area of Interest(AOI) ........... The soil surveys that comprise your AOI were mapped at 1:15,840. Soils Please rely on the bar scale on each map sheet for accurate map I._ I Soil Map Units measurements. Soil Ratings Source of Map: Natural Resources Conservation Service 0 A Web Soil Survey URL: http://websoilsuwey.nrm.usda.gov rs;., A/D Coordinate System: UTM Zone 19N NAD83 ® g This product is generated from the USDA-NRCS certified data as of the version date(s)listed below. Q BID Soil Survey Area: Essex County,Massachusetts,Southern Pad El C Survey Area Data: Version 7,May 5,2008 CID Date(s)aerial images were photographed: 7/25/2003;7/31/2003 D The orthophoto or other base map on which the soil lines were Not rated or not available compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor shifting Political Features of map unit boundaries may be evident. p Cities Water Features EM Oceans I Streams and Canals Transportation a+ Rails wY Interstate Highways �..,,. US Routes Major Roads :a Local Roads U�i� Natural Resources Web Soil Survey 7/14/2009 Conservation Service National Cooperative Soil Survey Page 2 of 4 ' Hydrologic Soil Group-Essex County,Massachusetts,Southern Part ' Hydrologic Soil Group .�... .., _ Hydrologic:Soil Group—Summary by Map Unit=Essex County;Massachusetts Southem Pa__ -_ .. .._ ._ ..: n.:y.. Map unit sgmbol ...>.�o`I::Map unit name,,,.. ;.,. „ ;Rating a,�' i,;Acres in AOI', 3;a,',.Percent of AO1 . ' 53A Freetown muck,ponded,0 to 1 percent D 1.8 1.0 slopes 73A Whitman loam,0 to 3 percent slopes, D 0.3 0.2% extremely stony 102C Chatfield-Hollis-Rock outcrop complex, B 64.4 36.0% 3 to 15 percent slopes 102E Chatfield-Hollis-Rock outcrop complex, B 57.9 32.3% 15 to 35 percent slopes 1242D Hinckley gravelly fine sandy loam,15 to A 0.1 0.0% 25 percent slopes ' 3166 Scituate fine sandy loam,3 to 8 percent C 3.5 1.9% slopes,very stony 316C Scituate fine sandy loam,8 to 15 percent C 4.7 2.6% slopes,very stony 3178 Scituate fine sandy loam,3 to 8 percent C 9.9 5.5% slopes,extremely stony 422D Canton fine sandy loam,15 to 25 percent B 3.0 1.7% ' slopes,extremely stony 602 Urban land 15.5 8.7 622C Paxton-Urban land complex,sloping C 6.5 3.7% 6266 Merrimac-Urban land complex,gently A 5.3 3.0% sloping 65, 1 Udorthents,smoothed 1.4 0.8% ' 652 Udorthents,refuse substratum 4.7 2.6% Totals for Area of Interest 178.9 100.0% 1 ' USDA Natural Resources Web Soil Survey 7/14/2009 Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group—Essex County,Massachusetts,Southern Pan ' Description , Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation,are thoroughly wet,and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D)and ' three dual classes (A/D, B/D, and C/D).The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential)when thoroughly ' wet. These consist mainly of deep,well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These ' consist chiefly of moderately deep or deep, moderately well drained orwell drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. ' Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture.These soils have a slow rate of water , transmission. Group D. Soils having a very slow infiltration rate (high runoff potential)when ' thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. ' If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. ' Rating Options Aggregation Method., Dominant Condition ' Component Percent Cuto/f. None Specified Tie-break Rule: Lower ' t tJ� Natural Resources Web Soil Survey 7114/2009 ' Conservation service National Cooperative Soil Survey Page 4 of 4 1 M M M M M M M m M.� � M M M M M M ' 1 1 1 1 1 1 1 1 i 1 1 1 1 1 Appendix B 1 Boring Logs 1 1 1 1 Figure No. 2 1 Y EXPLORATION LOCATION PLAN ` ? f GEOTECHNICAL ENGINEERING REPORT v `' f �� ` LOWE'S HOME CENTERS, INC. SALEM,MASSACHUSETTS— ' SA +w ,.,,, SH—'07 SH 0' « Drawn BY: RWH , Ei Designed BY: SSS Reviewed By VRK Dale:. OCT OB - % ! s 01 k _ s Figure Narrative This plan was based on a plan entitled "Salem, MA Conceptual ConceptualGrading" provided by Tetra Tech Ri= of Manchester, New Hampshire on FL _ -/ i ,r. October 16,2008. Original scale 1"=50'. Oil �' A' t > Test borings were completed by Nev,Hampshire Inc.,Boring (NHB) of Londonderry, N i New ,d Sri 3 I �' xrl` Hampshire between June 5 and July 23,2008. 4' Air-hammer bedrock probes were completed by Maine Drilling and Bleating of Milford, g Massachusetts on June 2,2008. SH-4A ` NE' s i $ SH 4h � — — �7 t I Excavator bedrock probes completed b ti SH-4 �' / 'e` P P Y ` Q - 7_ ita� ..,. NHB on June 13,2008. r HA between June 2 and 2008. A 7T \ � � - �Ul8'r�:�s'� Hand-driven bedrock probes were completedby S July 23. \ 1 "'+ o II e AI F, - - 1 fir` rll A -1v . I7 .Q } c � SH . , IN„II it y,A "Ali Al k DRAFT rzrmr Legend �l`� Location of test boring with �/ bedrock coring ,t 1 3K�W a fT 17 Q �p - G —20 ��'-h Location of test bod ng without @@@@ _" zT £ H 6 :x s ° a bedrock coring AT 16 1T $ I nc Iw �� - _ _ "r-'�}► Location of air-hammer bedrock probe Location of bedrock probe -_ A" completed with an excavator , Location of hand-driven TP101 \ 1 I x P 8��. = bedrock probe PROJECT NO 2932.00 r� 1 GRAPMICX SCALE A „ _ 7 _ — g :.k � ,_.. �-�.t C ..k. � � _;;; � '. . � ., � � >•, l Ik 6 -,'. o so ,za ,eo e ' _ 1 � reEr hiu _ HIGHLAND AVENUE -(ROUTE 107) f ♦ s r ovtxcH J v ' \^U /A\ Project:Lowe's of Salem Log of Boring SH-1 ' OSHA S , /—� Location:Salem,MA Ground Elevation:199.0 feet jj�� 11 SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH Drilling Method:4"Drive and Wash/NX Core Sampling Method:NX Core-114 Bit,with 250 Ib Down Pressure Groundwater Readings Depth Depth Depth Stab. Date Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:New Hampshire Boring,Inc. 06/12/08 -- Not Measured ' Foreman:B.Thompson Dale Started:06/12108 Date Finished:06/12/08 Logged By:L Norton Checked By:S.Sadkowski Depth Drill Sample Information Stratum (^,'�)Sample Depth 9Pows Rec Testing Log Description oon Field Geologic Description Remarks ' r61n . Data TOPSOIL TOPSOIUSUBSOIL. 2— r J. J WEATHERED V BEDROCK J J __ ___ 4 6 C-1 4-9 60/56 J -q Roller bt to pprpxlmately 4' e ?�t1 rn. ' 6 J C1(Qto9) and veryslightly weathered J sLg fractured,gray,artd,white,fine to 6 T'"urh,giained,DIORITE with fractures 5 J spaced 3-9"dippilg`i[ortrq;+iear horizontal to `48' Gtay'(olive B from 7 to 8 feet. 6 J REO I) J3% RO '.. J 8 6 J 6 C-2 9-14 60/55 J �9EDROGIS J 2{9ta ib'#:H$rti$�igh8y weathered, 10 5 J Slightly fractored.¢rd and white,fine to rrZdhbtlgrraina(tF RITE,Gray/olive o J A4 de from m N.*v to 14 feel REC=92%. 6 V j J N 12— < 2< 14 —13 Boring terminated at 14 feet. x _ ur xn N w i6 J u z rc ' m N 18 jSZ K 3 ' n 20 o ' 0 22- 24— Z 224z 0 m Sheet:1 of 7 CProject:Lowe's of Salem Log of Boring SH-2 ' OSHA Location:Salem,MA Ground Elevation:1812 feel ' �f SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH Drilling Method:4"Drive and WashINX Core Sampling Method:NX Core-#4 Bit,with 250 lb Down Pressure Groundwater Readings Depth , Depth Depth Stab. Date Time to Water Ref.PI. of Casing of Hole Time Drilling Company:New Hampshire Baring,Inc. 06/09/08 07:30 17.5' Ground Surface, 3' 33' 2 days Foreman:B.Thompson Date Started:06/05/08 Date Finished:06/05/08 , Logged By:L Norton Checked By:S.Sadkowski Drill Sample Information Stratum Depth (� )Samople Depth Blows Ren Testing Log Description Pont Field Geologic Description Remarks r6in in Data ' TOPSOIL TOPSOIUSUBSOIL J kl: _ V Roller Bit to approxim 7 C-1 3-7 48/47 J J C-1(3 to 7'):He erately is P, 4 7 moderately fJr {44rWgray with white, ne J to medium�grau DIORITE,with frecturessp@eefl-4-6'dipping from 30"to , 5 J nearve[hral.}g EC 98-6. RQD=B% J 1, 9 JUM W. 5 C-2 7-8 12/10 J J C-2(7 to gm),' t medium,slightly 8 weathered s6g(d ffa6bired•gray with 4 C-3 8-13 60/60 J white,fine to m urin gialhed,DIORITE, J ni V,wnh sevedy weathered'fred'' from 7,9 ' 4 75- 'dipping nearnorl. 4 EC-A3%-RQD-42% N 10A a 6 J .2 C (&Im13'rHard�o medium,fresh, J 46tpM gray with white,fine to 5 ,�met#try m-grained,DIORITE with 1"Quartz ' algd Apfite vein at 10.8 dipping 450. i 12 }Healed fractures from 8 to It*. m 5 "fit' iRLC=100%.RQD=90%. m 4 C4 3-18 r ';.;BEDROC 4(13 to 18'):Hard to medium,fresh, > 14 1: ; sound,grey with white,fine to 4 J medium-grained,DIORITE,with ' medium-grained,Quartz and Aplite veins N 5 J from 15.4-15.9.REC=100%.RQD=93%. i O 16 rn 5 s c1 O gj: i 5 J o J m 6 18 5 C-5�� 18= 60/60 ' o J C-5(18 to 23'):Hard to medium,fresh, rc 4 1 °n J sound,grey with white,fine to O "�' medium-grained,DIORITE,with slightly 3 J weathered fracture at 18.8'dipping 70°. 20 5 Moderately weathered and partially headed J fractures from 18-19'.REC=100%. h RQD=73%. 4 J J 0 22- 4 1 w J 3 J N 4 C-6 23-26.5 42/36 o J C-6(23 to 26.5'):Hard,fresh,very slightly 24 fractu 3 red,gray with white,fine to ' 5 J medium-grained,DIORITE.REC=86%. o I RQD=52%. m Sheet:1 of 3 Project:Lowe's of Salem Log of Boring SH-2 Location:Salem,MA `f 11 1Ground Elevation:1812 feet SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum IM PROV INC EARTH Drilling Method:4"Drive and WashiNX Core ' Sampling Method:NX Core-#4 Bk,with 25016 Down Pressure Groundwater Readings Depth Depth Depth Stab. Date Time to Water Ref.PL of Casing of Hole Time Drilling Company:New Hampshire Boring,Inc. 06/09/08 07:30 17.5' Ground Surface 3' 33' 2 days ' Foreman:B.Thompson Dale Started:06/05/08 Date Finished:06/05/08 Logged By:L Norton Checked By:S.Sadkowski Drill Sample Information Stratum ' D,hp)Ih (min/ft)Sample Deft h Blows Rec Testing Log Description oon Pent Field Geologic Description Remarks r 6 in fini Data 5 J 26 5J C-7 26.5-28 18/18 J 4 J C-7(26.510 28'):Hard,fr 'h,sound,gray with white,fine to medm`mymin6d 28- 4 C-8 28-33 60/58 J DIORITE.REC=100 .RQD=1170 M. J 5 C 8(28 to 33 j:69ne fresh,sound gray J with white fine eldspamm-grained ' DIORITE swilh fe0.5-313.REC== 30 J deposROD-idh f '30 5 31.3'.REC=97/ 7 ROD J 3.. 7 J ' 32 J 7 J 6 C-9 33-38 60/60 J ' J C 9(33 to 38'):Hard,fresh; und,gray 34 6 3�, with.white,fine to medium-gt'ained, J 't=DIORITE'with fractures dipping near o 'Aboordalat9-.67o 372'. Aplhe vein at 6 J 34`tl:ppog 30 REC 100%.RQD=93%. o J 36 i 5 J �'. m 4 $ d"7 BEDROCK n m 5 010 38-43 ✓iO/$Q .i- �? a 'C-10(38 to 43') Hard,very slightly e 6 1:.: ' "I' x. weathered,slightly fractured from 38 to m _ J" 38.9',gray with white,fine-grained, DIORITE,1/2"Quartz and Aplite vein at 0 40- 6 J 38.7'. 1/4"Aplile vein at 40.3'dipping 30". REC=100%.RQD=80%. J`A m 5 a i 42 6 J o J 0 5 C-11 48.4 60160, J o r CA 1(43 to 48'):Hard,sound,very slightly ¢ 44 5 J fractured,gray with while,fine to medium-grained,DIORITE,Crack from J 4343.6. Healed vertical fracture from ' $ 4J 43.644.1'.REC=100%.RQD=97%. 7 J 46- 5 J ' a m5 J m 3 J48 J m 4 C-12 48-53 60/60 ' o J C-12(48 to 53'):Hard,fresh,sound,gray m J with white,fine to medium-grained, 3 5 DIORITE.REC=100%.ROD--95%. o J m Sheet:2 of 3 .OSHA Project:Lowe's of Salem Log of Boring SH-2 , .O \1 ' /� Location:Salem,MA Ground Elevation:181.2 teat , �J j,(, �, IMPROVING EARTH SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum Drilling Method:4"Drive and Wash/NX Core Sampling Method:NX Core-#4 Bit,with 25016 Down Pressure Groundwater Readings , Depth Depth Depth Stab. Date Time to Water Ref.PL of Casing of Hole Time Drilling Company:New Hampshire Boring,Inc. 06/09/08 07:30 17.5' Ground Suriaoe 3' 33' 2 days Foreman:B.Thompson ' Date Started:06/05/08 Date Finished:06/05/08 Logged By:L Norton Checked By:S.Sadkowski Drill Sample Information Stratum Depth Rate Sample Depth Spoon a le Geologic Description Remarks (ft) (min/ft) No. (ft) Blows Rec Testing Log Description ' 6 n i m 4 Data 50 5 J J ' 52 4m J 0112 4 C-13 53-58 60/60 J C-13(53 to 58'):Hard fresh,soudd,lgray 54 4 v with white,find-to medium rained, ' J DIORITE,Fre" p'Ar veins al 54.3 REC 100Ya.RGlD=100%. 5 J BEDROCK LiF. , h J , 4 J 58 4 C-14 58-60 2424 J Vj C 14(58 to 60): and I 'very slightly , 4 M., gray it whheadpink and J yl Pkve finetp r0etl1um-grained,DIORITE, ' v(fhhodwnfal fYagyre at O.T.5quartz, n 60 - -- FeYdspar and(}INlnealllneral deposition frwn 6&59'1:REG-,-100%.ROD=100%. ' r? 6anng'terminated at 60 feet. s 62- 4 N 2 ,i4ra m � > 64 i s ',n i� 66 N , 2 o h�2 m 68 N J K O N 70 Ss Cs Q 0 72 , 3 y 0 o ' 74 z 0 m Sheet:3 of 3 ' = `^Tuj /A\ Project:Lowe's of Salem Log of Boring SH-3 =O \1 , /'-'� location:Salem,MA `J jl 1 Ground Elevation:193.8 feet SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH Drilling Method:4"Drive and Wash/NX Core ' Sampling Method:NX Core-#4 Bk,with 250 lb Down Pressure Groundwater Readings Depth Depth Depth Stab. Date Time to Water Ref.PL of Casing of Hole Time Drilling Company:New Hampshire Boring,Inc. 06/09/08 -- Not Measured ' Foreman:B.Thompson Date Started:06/09108 Date Finished:06/09/08 Logged By:L Norton Checked By:S.Sadkowski Drill Sample information Stratum Depth (m�)Sample No. �ft h Blows Roc Testing Log Description oon Ford Field Geologic Description Remarks er6in fini g -----0.____ ' TOPSOIL TOPSOIL/SUBSOIL. J ' J Roller Bit to approximately 4'.v ` 4 J 7 C-1 4-9 60/60 J C-1(4 to,Ha[ very slightly weathered'.' eathered ' 7 J sound, gmywKi white,One to medwm-grain'ed,DIORITE,with fractures 6 J spacetf1%1Tdipping30�90 Quarz and 6 Jr �P0ts veins at 4.9-5354,.E.9-7.4,and ' q.7-7-S'draping 3046 REC=100%. 7 J 8 8 J 8 C-2 9-14 60/60 J o { to 14'}:Ftan1 very slightly 10 8 J v weTr sari$lightly h9clured,gray with 3 }'• whl etiitbhleneytjrained,DIORITE. oJ wWt'tLf1 jr4eI res spaced -18"dipping near O 8 -n{1 oral to 60°. 1/4 Quartz and Aplite ,Vol 10.4'dipping 45'. Partially healed fractures 11-11.5'.REC=100%. V m 8 BEORQGX�- ' = 14- 11 C-3 14-19 59 m J C-3(14 to 19'):Very hard,fresh,sound, o ., . blue gray with white,fine-grained, 12 _ " a DIORITE,1/2"Quartz and Aplite vein from y't 18 2-18.4'dipping 45'.REC=98%. y 16 12u 4v RQD=98%. j ' ' 4, V z 12 J 0 O J m C 18- 14 VJ o ! 0 20 C-4 19 241 I' ry `I C-4(19 to 24'):Very hard,fresh,sound, 20 21 blue gray with white,fine-grained, J DIORITE,1/2"Quartz and Aplite vein at ,°1y 20.2 dipping near horizontal. 1/4"Quanz = 21 J and Aplite vein from 20.7-20.8'dipping 45°. 7 1/8"Aplite vein with crack from 22.6-22.7' a J dipping 30".REC=100%.RQD=92%. ' 0 22 20 .1 w 3 J e 23 O J u 24 24 C-5 24-29 60/60 J z m J C5(24 to 29'):Very hard,fresh,sound, Sheet:1 of 2 M=S][ Project:Lowe's Of Salem Log Of Boring SH-3 ' =, 1 Location:Salem,MA Ground Elevation:193.8 feel , y SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH Drilling Method:4"Drive and Wash/NX Core Sampling Method:NX Core-04 B8,with 250 lb Down Pressure Groundwater Readings ' Depth Depth Depth Stab. Data Time to Water Ref.PL of Casing of Hole Time Drilling Company:New Hampshire Boning,Inc. 06/09/08 --- Not Measured Foreman:B.Thompson Date Started:06/09/08 Date Finished:06/09108 t Logged By:L Norton Checked By:S.Sadkowski Drill Sample Information Stratum Depth Rate Sample Depth Spoon Pery' Field Blows Rec Testing Log Description Geologic Description Remarks ' (min/ft) No. (ft) r6i in to 26 J blue gray with white,fine to medium-grained,DIORITE,1/8"Quartz 26 vein at 27.5'dipping 45°.REC=100%.. ' 24 a RQD=100%. J 30 v�3Lir� , 28 25 J :.W...:. J ¢ 14 11 C-6 29-34 60/59 it J C-6(29l34): rd,fresh,sound blue 309 a gray with wh tairfine to medium-grained J DIORI'tt: with fracture5,skpaced 5-14 di pl ingpeirhorizontalRm60'. 4 Quartz 9 J Aplile vein from 33,1.335.REC=98%. %. V '32 8 J t V 7 J VEM 34 a ' 8 C-7 34-39 60/56 qt 'G c - V @EOR A ' (3,Ieo 9')}card very slightly 0 7 J weahered,sound g(Ya'y with white and V pink firre torrigylum�grained,DIORITE, ' r J fractures spaced 8 24"dipping from 36 7 V Fako par deposition 36 537'near J bdilbontal to 30". Olive/grey,BASALT ` from 37-391 Exleremely fractured from w 8 J'k `3j 7 to 38.1'.REC=93%.RQD=78%. a> '8 Via. C-8 39-44 60158' .1 ' C-8(39 to 44'):Hard,fresh,sound,gray, 0 40 i J fine-grained to aphanlic,BASALT,with fractures spaced 8.13"dipping 30-45°. I, I i 1t Gray and white DIORITE from 42.544'. y REC-97%.RQD=88%. O i` 42— z o J m r 0 J ,0 o ----44'--- Boring terminated at 44 feet. 3 ry 46- 0 6 0 w 6i N 48 O ' U Z K m Sheet:2 of 2 Project:Lowes of Salem Log of Boring SH-4/SHAA ASHASHA Location:Salem,MA Ground ity of Sa: m,Ma feet Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH Drilling Method;2 1/4 Hollow Stem Auger ' Sampling Method:2"Split Spoon,Auto-Hammer Groundwater Reading Depth Depth Stab. Dale Time to Water Ref.PL of Casing of Hole Time Drilling Company:New Hampshire Boring,Inc. 06/12/08 -- Not Encountered ' Foreman:B.Thompson Date Started:06/12/08 Data Finished:06/72/08 Logged By:L Norton Checked By:S.Sadkowski Sample Information Stratum ' DField epth Satmople Depth &n Rec Testing Log Description Geologic Description Remarks r6 in in Data 0 --0--- TOPSOIL. TOPSOIL 1)Auger refusal encountered at ` ---1'--- approximately 3.5 feel. Boring Brown,fine to coarse SAND 8 GRAVFI`�?.ttace=SilL offset approximately 40 feet north r i Moist.FILL. and drilled as SH-4A. 2 I k I FILL i r 4 I5•____ S-1 5-5.8 50 10/6 wenrREREm SAND toy 'SIR, �n WEAT n,finetocoarse 700/4" '1' BEOROOK BEDRO ace.SlO Adolst.WEAT' ED 6 5.8'--- BEDROCK t 1 e- ' Boring terr+inatehd_,al S.BJeei m auger refusal. a � 8 10 g W TO x 12— M 2 u n `;r uimMss > 14- 16- 0 4 a _ m ' � - m 16 m l 0 z 0 0 ' m 18 Y 0 9m ry ' 0 22 3 N C7 ' O u 24 z O m Sheet:7 of 7 1 [�T T /� Project:Lowe's of Salem Log of Boring SH-5Jh--1�,l![�l1 Location:Salem,MA , � Ground Elevation:753.0±feet SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH Drilling Method:21/4 Hollow Stem Auger Sampling Method;2"Split Spoon,Auto-Hammer Groundwater Readings ' Depth Depth Depth Stab. Date Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:New Hampshire Boring,Inc. 06/12/08 09:00 6' Ground Surface 7' <5 minutes Foreman:B.Thompson Date Started:06/13/08 Date Finished:06/13/08 , Logged By.L Norton Checked By:S.Sadkowskl Sample Information Stratum Depth Sample De Poon a se Geologic Description Remarks ' (R) No F Blows Ret Testing Log Description (ft r 6 in in Data roaeok TOPSOIL. i 2 I r i `� aI 4 t S-1 5-7 17 24/17 s FILL S-1(5 to T) BeDanprown with gray and orange 22 s� fine to m S O,trace Grav81,trace Silt.Moist 6 20 to wet.FII - 21 r r s g u`U I F s S-2 9.5-9.6 50/1" 1/0 `�q++ S2 96.to 9.0) Rock.c[npsin tip WEATHERED 70 1ji r tefmsnafed'�at 9'Bl due to auger refusal. , > I N 12- 14— 2 14 i:ti +: -fit s2 x t w u� 16 N ' 0 z :Li.. .11ti,sa. We +ssp;�;,: ° 18 vi0 h 7 a 22- 0 2 0 z 0 m Sheet:1 of 1 ' = \^�1 Project:Lowe's of Salem Log of Boring SIA-6=, 1 Location:Salem,MA `JGround Elevation:149.0 t feet SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH Drilling Method:41/4 Hollow Stem Auger ' Sampling Method:2"Split Spoon,Auto-Hammer Groundwater Readings Depth Depth Depth Date Time to Water Ref.PL of Casing of Hole e Time Drilling Company:New Hampshire Boring,Inc. 06/13/08 --- Not Encountered Foreman:B.Thompson ' Date Started:06/13/08 Date Finished:06/13/08 Logged By:L Norton Checked By:S.Sadkowski Sample Information Stratum ' Depth Sample Depth poop a u Geologic Description Remarks No. (0) glows Rec Testing Log Description bi (inl Data 0 ---g--- Brown,fine to coarse SAND,little Silt,trace TOPSOIL. Gravel,trace Roots/Grass.Moist.TOPSOIL. .1 Boring terminated at 1 foot due to augof'.iBfUmi. `(` 2 Eflt: E71 tP t1 8 ,.. !iiTth ' O h U' 3: m 12 . r m O6 a 14 t N ' pa 16 _ o n z a m m 18- 0 9 0 m 0 3 7 ' a 22 3 N l7 O 0 24 z 0 m Sheet:1 of 1 1 S][ Project:Lowes of SalemLog of Boring SH-7= A Location:Salem,MA Ground Elevation:168.5 feel t �� 11 SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH Drilling Method:41/4 Hollow Stem Auger Sampling Method:2"Split Spoon,Auto-Hammer Groundwater Readings ' Depth Depth Depth Stab. Date Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:New Hampshire Boring,Inc. 06/13/08 10:00 5' Ground Surface 15• <5 minutes Foreman:B.Thompson Dale Started:06/13/08 Date Finished:06/13/08 ' Logged By:L Norton Checked By:S.Sadkowski Sample Information Stratum Depth h Sample Depth Poon 1B Geologic Description Remarks ld ( ) No. Blows Rec Testing Log Descrip0on , r 6 in in Data 0 __-0•_____ Dark brown,fine to coarse SAND,some Silt,trace SUBSOIL Leaves,Roots,Grass mat,trace Gravel. iSt. 1)Dnlled approximately 5 feet T OIL TOPSOIL/SUBSOIL. south of AT-13. ' 2- 4 4 a ' S-1 5-7 20 2420? S-1(5 to 7) K&Ase.! rown w/orange fne to28 i;- coarse SAND, ace.Csravel.Wet. 6 30 .3:. 25 8 SAND ' r 10 %13-„ B S-2 10-12 12 24/21 S!2(10 to,12'yAse,'�Ymtin,fine to coarse , 17 $AMD,Ir4c9$ ?trace'GraZel.Wet. 0 20 ig i 12 m _ > 14d a , m n . N S-3 15-15.4 100/4,,,9/q S-3(15 to 15.4'):Very dense,gray,GRAVEL,little 5.4'--- Sand,trace Sill.Wet.WEATHERED BEDROCK. 'a O 16 Boring terminated at 15.4 feet due to refusal. ' 0 0 a rc m { 'm 18- 0 8 , Y K 3 h a 0 22 ' 3 N m O ' 24 i 0 m Sheet:1 of 1 t ' Project:Lowe's of Salem Log of Boring SH-101 ASHASHA Location:Salem,MAGround ity of Sa:192.0_feet Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH Drilling Method:4"Drive and WashfN%Core Sampling Method:NX Core-#10 Bit with-250 lb Down Pressure Groundwater Readings Depth Depth Depth Stab. Date Time to Water Ref.PL of Casing of Hale Time Drilling Company:New Hampshire Boring,Inc. 07/23/08 -- Not Measured Foreman:B.Thompson Date Started:07113/08 Date Finished:07123/08 Logged By:L Norton Checked By:S.Sadkowskl Drill Sample Information Stratum ' Depth Rate Sample Depth Blows Rec Testing Log Description Geologic Description Remarks (miNft) Spoon Pent mel No. (ti) per6 i In Data 0 ----0'---- TOPSOe. TOPSOIL. j- Roller Bit to approximately 2 :'r- J 2 C-1 2-3.5 18/10 wg DROCKD 4 C- 1(2 to 3.5•):Hard, f8ly red, 4 J extremely fractured/1110@-yYay with ---3.5'--- orange/broom weaSharm fine in lu C-2 3.5-7 42/42 grained,DIORITE,R�G=56%.RQI'-I}rJe q 7 J _ �✓____—: J ' C-2(3 5 toed,fresh,slightly 6 J fracturedbluaymy,fine to medmmgramed,DI051TE,with fractures 6 J spaced"dipping ftO RA"r horizontal to 7 nearvenical Vertxal'fineture from 6.7-7'. J iREC 100% ROD 46 . 7 C-3 7.12 60/58 J � . J C-3(7 to 1:4) Hard;sllightly weathered, 8 4 slightly fractunixtbluo• py,fine to ' J medium-grained'DIORITE,with fractures ,� spaced 3-1 1dipp(ngRadr obyizontal to 7 J r_I - yemcal Vertical fra g If, m 7-Z6'. rf f1EC+`97$.RQD 72/. aim. 10 9 e J � r 7 JP-. ry BEDROCK 'C4Q,12 to 77):Hard fresh,sound, m :0(ubygray,fine to medium-grained,8 u ,'xP� Ct1 RITE,with fractures spaced 4-14" �:� .: ipping near horizontal to 30". 1/4"Quartz 14 -. r and Aplite veins from 12-13.2'. BASALT ' H 7 from 14.7-15.8'.REG=90%.RQD=83%. °N J 6 J w 16 7 j i 11 C4 7022' -22 60/ n:. �Y1 A: J 0 C-5(17 to 22'):Hard,fresh,sound, H 18- 8 J blue-gray,fine to medium-grained, ' 0 V DIORITE with fractures spaced 3-30" o J dipping 30-60'. Crack from 17-17.9'. Gray 4 =" BASALT from 19.4 to 22'.REC=100%. V rc 0 I:: J RQD-92%. 3 ea: N 20- 8 J ry J 6 J ' w 22 9 J .--.22'---- Boring terminated at 22 feet. 3 iri 0 ' 0 24 o z 0 m Sheet:1 of 1 SHA Project:Lowe's of Salem Loy Of Boring $H-102 — Location:Salem,MA Ground Elevation:200.0 t feet 1 SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH Drilling Method:4"Drive and Wash/NX Core Sampling Method:NX Com-#10 Bit,with-25016 Down Pressure Groundwater Readings , Depth Depth Depth Stab. Date Time to Water Ref.PL of Casing of Hole Time Drilling Company:New Hampshire Boring,Inc. 07/23/08 07:00 6' Ground Surface 2' 1T -17 hours Foreman:B.Thompson ' Date Started:0723/08 Date Finished:07/23/08 Logged By:L Norton Checked By:S.Sadkowski Drill Sample Information Stratum DepthDrill Sample Depth poop e e Geologic Description Remarks - 181 (min/ft) No. (g) Blows Rec Testing Log Description ner 6 in tintData , TOPSOIL TOPSOIUMOSS. J ____0.5'___ ' Roller Bit to approximately 2'. twig' J 2 C-1 2-7 60/60 J J C 1(2 to 7'):Hard v s)Fgh09 NERINered, 6 very slightly fmctu ggr0yy,ti0e medium-grained 16WTE wid%imct{IrGs spaced 2-13"dipplrlg near horizo`nt@ItpM 4 5 J 70 Partiall.h9aledfraclure Dom 35-0Ty:. dipping 70" 6Y$-Quartz vein from 6.2 J dipping 60.REC-100%.RQD=93%. ' 5 J 6 5 J J ' 5 C-2 7-12 60/59 C 2(7 to 2 j:Hard ery slightly 8 5 J weathered,sound b141gray,fine to medmmymme -PIORITEhwtih fractures ' J , mspaced 7-26"dippmg nearbirizontal to 4 a ? y.30^.Quartz and Apliteyolns from J sett 111.7a9asaltfroIn 'p4-12'. EG-90%n(214.3%. 070 q J `'di)tiI 4 J BEOROOKR . M 12- 8 C-3 12-17 60/511 n t �G9'';12 to 17'):Hard,fresh,sound,gray, ' 7 plianitic,BASALT,and Blue-gmy _ _ DIQRITE(from 12717'). 1/4"Quartzand Aplile veins at 13.2 and 13.5'dipping 30'. 9 14 REC=97%.RQD 97% �� I LL N 10 J 1? J m 16- 10 O 'Ir a J` z 8 ,C-d; 17-22 460/ 0 `I C-4(17 to 22'):Hard,fresh,sound, In 18 blue-gray,fine to medium-grained, ' 0 J 8 c yls.:: DIORITE,1/2"Quartz and Aplile vein from Vr 17.3-17.5'dipping near horizontal. 1/2" Quartz and Aplite vein from 20.1-20.3' 7 p ;; 20 a:"3v I�. J dipping 30'.Gray BASALT from 20.6-22'. 3 REC-95%.RQD=92%. 0 N 7 J , h J ry 10 J o 22— 8 v --22 - Boring terminated at 22 feet. ' 3 a 0 o ' O 24 Z 0 m Sheet:i of 1 \^ Project:Lowe's of Salem Log of Boring SH-103 1 =SHA Location:Salem,MA Ground Elevation;197.5±feet SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH Drilling Method:4"Drive and Wash/NX Core Sampling Method:NX Core-#10 Bit with-250 to Down Pressure Groundwater Readings Depth Depth Depth Stab. Date Time to Water Ref.PL of Casing of Hole Time Drilling Company:New Hampshire Boring,Inc. 07/22/08 --- Not Measured ' Foreman:B.Thompson Dale Started:07/21/08 Data Finished:07/22/08 Logged By:L Norton Checked By:S.Sadkowski Drill Sample Information Stratum Depth Rate Sample Depth Poon a le Geologic Description Remarks (ft)) (min/fl) No, (ft) Blows Rec Testing Log Description er6in in Data 0 ----0--- Brown,fine to coarse SAND,little Silt, trace Gravel,trace Roots/Leaves. oisl. ' TOPSOIL/SUBSOIL. u, 2 ,,, TOPSOILI 'u : SUBSOIL 2I:. a E J Roller Bit to approximate) 35' 4— ......C-1 3.5-6.5 36/28 J i a4 10 J C-1(35 to 65�I1ard,sly weathered , -. ' r extremelytilwAured dark gray with orange 'f- J weatheringPme-grained,BASALT with 19WEATHERED fractureSfmmTear horizontal to near J BEDROCK vedKFel REC-78/ RQ7D=O%. 6 54 J �gi 11 C-2 6.5-8.5 24/21ml J 6 V C%10�45/h . `d-HOrd moderately J- with orang m{i atr8telyfirigh Quartz blue-gray w191orangnellpr oilan(high Quartz 8 20 - 6 content),fne lohY001um'-'grained, I ' C-3 8.5-13.5 60/60 J I DIORITE and BA$ALY REC'88%. I J r3 QD-21%. 5 — 0, as 10 J FhC 511 #i1, gip.slightly weathered, 0 10 J chlred,b1106-gray,fine-grained, wMfracturesspaced 3-10" 13 near horizontal to 60°. Quark and veins from 9 2 9 4,10.5-10 6,and 1.5'.REC=100/.RQD=78%. 12 24 30C4 13.5- 4124 . 1 u Itt`> 14 15.5 rr "yj d'44 •r'. i. .JA' _ 3.5 to 15.5'):Hard,fresh,sound, ray,fine-grained,DIORITE. J REC=100%.RQD=100%. n 60 'a C5 tww 1J0(0 BEDROCK ' m 16 7 ^d C-5(15.5 to 18):Hard,fresh,(moderately J weathered 16.5-18')(Severely fractured from 16.5-18')sound,blue-gray, i 6 fne-gmined,DIORITE,with fracture at 16' rc d C.: `t dipping 40°.REC=100%.RQD=20%. ' 18 7 C-B. $ 23 60/60` I I J C-6(18 to 23'):Hard,fresh,sound,to very rc 6 slightly fractured,blue-gray,fine-grained. p J DIORITE,dipping near horizontal to 70°. 3 - Healed fractures from 18-19'.REC=100%. n20 7 J RQD=88%. � J 10 J ry a J ' 022 4 3 J 21 -23 Boring terminated at 23 feet. ' o O 24 Z K m Sheet:1 of 7 I L M M M M M x a CL a M M M M M M 1 1 1 f f i 1 1 f 1 1 1 1 1 Appendix C 1 HydroCADO Pre- and Post-Development Calculations & StormCADO Hydraulic Analysis 1 1 1 1 Subcatc ment 1E Subcatc ment2E Subratchineri Subcatc ment4E Subcatc ment SE Subcatc ment 6E 1R 2R' 3Rr 4Rs SR ' 6R€ (new Reach) (new Reach) (new Reach) (new Reach) (new Reach) (new Reach) t Subcat Reach IUnkJ Drainage Diagram for Pre Conditions-01 Prepared by(enter your company name here), Printed 2/8/2010 FHl'CADO 9.00 s/n 00983 C 2009 Hyd oCAD Software Solutions LLC Pre Conditions-01 ' Prepared by (enter your company name here) Printed 2/8/2010 HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 2 ' Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 2.523 77 Brush, Poor, HSG C (1S, 2S, 3S, 6S) ' 16.812 77 Woods, Poor, HSG C (1 S, 2S, 3S,4S, 5S, 6S) 0.281 89 Gravel roads, HSG C (1 S. 2S, 6S) 1.364 98 Paved parking &roofs (1 S, 2S, 3S) r ' Pre Conditions-01 Type /// 24-hr 2-Year Rainfall=3.10" Prepared by {enter your company name here} Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 3 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1S: SubcatchmentlE RunoffArea=104.520 sf 13.29% Impervious Runoff Depth>1.32" Flow Length=566' Tc=9.7 min CN=80 Runoff=3.20 cfs 0.265 of Subcatchment2S: Subcatchment2E Runoff Area=385.839 sf 0.78% Impervious Runoff Depth>1.13" Flow Length=936' Tc=26.8 min CN=77 Runoff=6.79 cfs 0.837 of ' Subcatchment3S: Subcatchment3aE Runoff Area=244.056 sf 17.42% Impervious Runoff Depth>1.38" Flow Length=1,028' Tc=21.5 min CN=81 Runoff--5.89 cfs 0.646 of Subcatchment4S: Subcatchment4E Runoff Area=1,608 sf 0.00% Impervious Runoff Depth>1.14" Flow Length=294' Tc=13.2 min CN=77 Runoff=0.04 cfs 0.003 of ' Subcatchment5S: Subcatchment5E Runoff Area=2,390 sf 0.00% Impervious Runoff Depth>1.14" Flow Length=279' Tc=14.1 min CN=77 Runoff=0.05 cfs 0.005 of Subcatchment6S: Subcatchment6E Runoff Area=175.459 sf 0.00% Impervious Runoff Depth>1.13" Flow Length=750' Tc=24.4 min CN=77 Runoff=3.22 cfs 0.381 of Reach 1 R: (new Reach) Inflow=3.20 ofs 0.265 of Outflow=3.20 cfs 0.265 of Reach 2R: (new Reach) Inflow=6.79 cfs 0.837 of Outflow=6.79 cfs 0.837 of Reach 3R: (new Reach) Inflow=5.89 cfs 0.646 of Outflow=5.89 cfs 0.646 of Reach 4R: (new Reach) Inflow=0.04 cfs 0.003 of Outflow=0.04 cfs 0.003 of Reach 5R: (new Reach) Inflow=0.05 cfs 0.005 of Outflow=0.05 cfs 0.005 of Reach 6R: (new Reach) Inflow=3.22 cfs 0.381 of Outflow=3.22 cfs 0.381 of Pre Conditions-01 Type 111 24-hr 2-Year Rainfall=3.10" ' Prepared by(enter your company name here) Printed 2/8/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 1S: Subcatchment 1E Runoff = 3.20 cfs @ 12.15 hrs, Volume= 0.265 af, Depth> 1.32" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.10" Area (sf) CN Description 76,063 77 Woods, Poor, HSG C , 13,889 98 Paved parking & roofs 1,272 89 Gravel roads, HSG C 13,296 77 Brush, Poor, HSG C 104,520 80 Weighted Average 90,631 86.71% Pervious Area 13,889 13.29% Impervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 50 0.1900 0.16 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 2.0 207 0.1159 1.70 Shallow Concentrated Flow, Shallow Conc. Flow Woodland Kv= 5.0 fps 2.4 243 0.1110 1.67 Shallow Concentrated Flow, Shallow Conc. Flow , Woodland Kv= 5.0 fps 0.1 41 0.0976 5.03 Shallow Concentrated Flow, Rip-Rap Unpaved Kv= 16.1 fps 0.1 25 0.0928 6.18 Shallow Concentrated Flow, Sidewalk-Street ' Paved Kv= 20.3 fps 9.7 566 Total Summary for Subcatchment 2S: Subcatchment 2E Runoff = 6.79 cfs @ 12.40 hrs, Volume= 0.837 af, Depth> 1.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr2-Year Rainfall=3.10" Area (so CN Description 313,026 77 Woods, Poor, HSG C 3,014 98 Paved parking & roofs 9,449 89 Gravel roads, HSG C 60,350 77 Brush, Poor, HSG C 385,839 77 Weighted Average 382,825 99.22% Pervious Area , 3,014 0.78% Impervious Area Pre Conditions-01 Type Ill 24-hr 2-Year Rainfall=3.10" Prepared by {enter your company name here} Printed 2/8/2010 HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 5 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 100 0.0250 0.08 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 5.0 386 0.0668 1.29 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 1.1 247 0.0640 3.79 Shallow Concentrated Flow, Shallow Conc. Grassed Waterway Kv= 15.0 fps 0.1 37 0.0110 5.62 4.42 Pipe Channel, 12" pipe 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.011 Concrete pipe, straight& clean 0.6 166 0.0970 4.67 Shallow Concentrated Flow, Shallow Conc Grassed Waterway Kv= 15.0 fps 26.8 936 Total ' - Summary for Subcatchment 3S: Subcatchment 3aE Runoff - 5.89 cfs @ 12.31 hrs, Volume= 0.646 af, Depth> 1.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.10" Area (sf) CN Description 192,021 77 Woods, Poor, HSG C 42,511 98 Paved parking & roofs 9,524 77 Brush, Poor, HSG C 244,056 81 Weighted Average 201,545 82.58% Pervious Area 42,511 17.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 14.0 100 0.0610 0.12 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 2.1 199 0.0980 1.57 Shallow Concentrated Flow, Shallow Conc. Woodland Kv= 5.0 fps 2.3 148 0.0470 1.08 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 1.1 157 0.2100 2.29 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.1 12 0.5830 3.82 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.3 55 0.0470 3.49 Shallow Concentrated Flow, Shallow Concentrated Flow-grass Unpaved Kv= 16.1 fps 0.4 104 0.0540 4.72 Shallow Concentrated Flow, Shallow Conc. Pavement Paved Kv= 20.3 fps 1.1 185 0.0070 2.90 1.01 Pipe Channel, 8" CL 8.0" Round Area= 0.3 sf Perim= 2.1' r= 0.17' n= 0.013 0.1 68 0.0110 8.76 43.02 Pipe Channel, 30" CMP 30.0" Round Area=4.9 sf Perim= 7.9' r= 0.63' n= 0.013 21.5 1,028 Total Pre Conditions-01 Type 111 24-hr 2-Year Rainfall=3.10" Prepared by {enter your company name here} Printed 2/8/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 4S: Subcatchment 4E Runoff = 0.04 cfs @ 12.20 hrs, Volume= 0.003 af, Depth> 1.14" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.10" , Area (sf) CN Description 1,608 77 Woods, Poor, HSG C 1,608 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) , 11.8 100 0.0930 0.14 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 1.4 194 0.2240 2.37 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 13.2 294 Total Summary for Subcatchment 5S: Subcatchment 5E , Runoff = 0.05 cfs @ 12.21 hrs, Volume= 0.005 af, Depth> 1.14" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs , Type III 24-hr 2-Year Rainfall=3.10" Area (sf) CN Description 2,390 77 Woods, Poor, HSG C 2,390 100.00% Pervious Area Tc Length Slope Velocity Capacity Description r (min) (feet) (fUft) (fUsec) (cfs) 11.6 100 0.0970 0.14 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 48 0.2000 2.24 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 2.1 131 0.0450 1.06 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 14.1 279 Total Summary for Subcatchment 6S: Subcatchment 6E Runoff = 3.22 cfs @ 12.36 hrs, Volume= 1 0.381 af, Depth> 1.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.10" ' Pre Conditions-01 Type 111 24-hr 2-Year Rainfall=3.10" Prepared by {enter your company name here) Printed 2/8/2010 HydroCADO 9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 7 Area (so CN Description 147,218 77 Woods, Poor, HSG C 26,743 77 Brush, Poor, HSG C 1,498 89 Gravel roads, HSG C 175,459 77 Weighted Average 175,459 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.5 100 0.0400 0.10 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 5.5 394 0.0560 1.18 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 2.4 256 0.1240 1.76 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps ' 24.4 750 Total Summary for Reach 1 R: (new Reach) Inflow Area= 2.399 ac, 13.29% Impervious, Inflow Depth > 1.32" for 2-Year event Inflow 3.20 cfs @ 12.15 hrs, Volume= 0.265 of Outflow = 3.20 cfs @ 12.15 hrs, Volume= 0.265 af, Atten= 0%, Lag= 0.0 min IRouting by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Reach 2R: (new Reach) Inflow Area = 8.858 ac, 0.78% Impervious, Inflow Depth > 1.13" for 2-Year event Inflow = 6.79 cfs @ 12.40 hrs, Volume= 0.837 of 1 Outflow = 6.79 cfs @ 12.40 hrs, Volume= 0.837 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs ' Summary for Reach 3R: (new Reach) Inflow Area = 5.603 ac, 17.42% Impervious, Inflow Depth > 1.38" for 2-Year event Inflow 5.89 cfs @ 12.31 hrs, Volume= 0.646 of Outflow 5.89 cfs @ 12.31 hrs, Volume= 0.646 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Reach 4R: (new Reach) Inflow Area 0.037 ac, 0.00% Impervious, Inflow Depth > 1.14" for 2-Year event Inflow 0.04 cfs @ 12.20 hrs, Volume= 0.003 of Outflow = 0.04 cfs @ 12.20 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Pre Conditions-01 Type 111 24-hr 2-Year Rainfall=3.10" , Prepared by {enter your company name here) Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 8 ' Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Reach 5R: (new Reach) Inflow Area = 0.055 ac, 0.00% Impervious, Inflow Depth > 1.14" for 2-Year event Inflow = 0.05 cfs @ 12.21 hrs, Volume= 0.005 of , Outflow = 0.05 cfs @ 12.21 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.0 min Routing by,Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Reach 6R: (new Reach) Inflow Area = 4.028 ac, 0.00% Impervious, Inflow Depth > 1.13" for 2-Year event Inflow = 3.22 cfs @ 12.36 hrs, Volume= 0.381 of Outflow = 3.22 cfs @ 12.36 hrs, Volume= 0.381 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs , ' Pre Conditions-01 Type 11124-hr 10-Year Rainfall=4.50" Prepared by {enter your company name here} Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 9 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlS: SubcatchmentlE Runoff Area=104.520 sf 13.29% Impervious Runoff Depth>2.46" ' Flow Length=566' Tc--9.7 min CN=80 Runoff=6.02 cfs 0.491 of Subcatchment2S: Subcatchment2E Runoff Area=385.839 sf 0.78% Impervious Runoff Depth>2.20" Flow Length=936' Tc=26.8 min CN=77 Runoff=13.57 cfs 1.623 of ' Subcatchment3S: Subcatchment3aE Runoff Area=244.056 sf 17.42% Impervious Runoff Depth>2.54" Flow Length=1,028' Tc=21.5 min CN=81 Runoff=10.92 cfs 1.185 of Subcatchment4S: Subcatchment4E Runoff Area=1,608 sf 0.00% Impervious Runoff Depth>2.20" Flow Length=294' Tc=13.2 min CN=77 Runoff=0.07 cfs 0.007 of SubcatchmentSS: SubcatchmentSE Runoff Area=2,390 sf 0.00% Impervious Runoff Depth>2.20" Flow Length=279' Tc--14.1 min CN=77 Runoff=0.11 cfs 0.010 of Subcatchment6S: Subcatchment6E Runoff Area=175.459 sf 0.00% Impervious Runoff Depth>2.20" Flow Length=750' Tc=24.4 min CN=77 Runoff=6.43 cfs 0.738 of Reach 1 R: (new Reach) Inflow=6.02 cfs 0.491 of Outflow=6.02 cfs 0.491 of Reach 2R: (new Reach) Inflow=13.57 cfs 1.623 of Outflow=13.57 cfs 1.623 of Reach 3R: (new Reach) Inflow=10.92 cfs 1.185 of Outflow=10.92 cfs 1.185 of Reach 4R: (new Reach) Inflow=0.07 cfs 0.007 of Outflow=0.07 cfs 0.007 of 1 Reach 5R: (new Reach) Inflow=0.11 cfs 0.010 of Outflow=0.11 cfs 0.010 of Reach SR: (new Reach) Inflow=6.43 cfs 0.738 of IOutflow=6.43 cfs 0.738 of 1 Pre Conditions-01 Type 111 24-hr 10-Year Rainfall=4.50" , Prepared by (enter your company name here) Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 10 , Summary for Subcatchment 1S: Subcatchment 1E Runoff = 6.02 cfs @ 12.14 hrs, Volume= 0.491 af, Depth> 2.46" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 76,063 77 Woods, Poor, HSG C ' 13,889 98 Paved parking & roofs 1,272 89 Gravel roads, HSG C 13,296 77 Brush, Poor, HSG C 104,520 80 Weighted Average 0 90,631 86.71 /a Pervious Area , 13,889 13.29% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 50 0.1900 0.16 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 2.0 207 0.1159 1.70 Shallow Concentrated Flow, Shallow Cone. Flow Woodland Kv= 5.0 fps 2.4 243 0.1110 1.67 Shallow Concentrated Flow, Shallow Cone. Flow , Woodland Kv= 5.0 fps 0.1 41 0.0976 5.03 Shallow Concentrated Flow, Rip-Rap Unpaved Kv= 16.1 fps 0.1 25 0.0928 6.18 Shallow Concentrated Flow, Sidewalk-Street Paved Kv= 20.3 fps 9.7 566 Total Summary for Subcatchment 2S: Subcatchment 2E Runoff = 13.57 cfs @ 12.38 hrs, Volume= 1.623 af, Depth> 2.20" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs , Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 313,026 77 Woods, Poor, HSG C 3,014 98 Paved parking & roofs 9,449 89 Gravel roads, HSG C 60,350 77 Brush, Poor, HSG C 385,839 77 Weighted Average 382,825 99.22% Pervious Area ' 3,014 0.78% Impervious Area 1 f 1 Pre Conditions-01 Type 111 24-hr 10-Year Rainfall-4.50" Prepared by {enter your company name here} Printed 2/8/2010 1 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 11 Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 100 0.0250 0.08 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 5.0 386 0.0668 1.29 Shallow Concentrated Flow, Shallow Cone ' Woodland Kv= 5.0 fps 1.1 247 0.0640 3.79 Shallow Concentrated Flow, Shallow Cone. Grassed Waterway Kv= 15.0 fps ' 0.1 37 0.0110 5.62 4.42 Pipe Channel, 12" pipe 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.011 Concrete pipe, straight& clean 0.6 166 0.0970 4.67 Shallow Concentrated Flow, Shallow Cone ' Grassed Waterway Kv= 15.0 fps 26.8 936 Total - Summary for Subcatchment 3S: Subcatchment 3aE Runoff - 10.92 cfs @ 12.30 hrs, Volume= 1.185 af, Depth> 2.54" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (so CN Description 192,021 77 Woods, Poor, HSG C 42,511 98 Paved parking & roofs 9,524 77 Brush, Poor, HSG C 244,056 81 Weighted Average 201,545 82.58% Pervious Area 42,511 17.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 100 0.0610 0.12 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 2.1 199 0.0980 1.57 Shallow Concentrated Flow, Shallow Cone. Woodland Kv= 5.0 fps ' 2.3 148 0.0470 1.08 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 1.1 157 0.2100 2.29 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.1 12 0.5830 3.82 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.3 55 0.0470 3.49 Shallow Concentrated Flow, Shallow Concentrated Flow-grass Unpaved Kv= 16.1 fps 0.4 104 0.0540 4.72 Shallow Concentrated Flow, Shallow Cone. Pavement Paved Kv= 20.3 fps 1.1 185 0.0070 2.90 1.01 Pipe Channel, 8" CL 8.0" Round Area= 0.3 sf Perim= 2.1' r= 0.17' n= 0.013 0.1 68 0.0110 8.76 43.02 Pipe Channel, 30" CMP 30.0" Round Area=4.9 sf Perim= 7.9' r= 0.63' n= 0.013 21.5 1,028 Total Pre Conditions-01 Type ///24-hr 10-Year Rainfall=4.50" , Prepared by {enter your company name here} Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 12 ' Summary for Subcatchment 4S: Subcatchment 4E Runoff = 0.07 cfs @ 12.19 hrs, Volume= 0.007 af, Depth> 2.20" ' Runoff b SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Y P Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 1,608 77 Woods Poor HSG C , 1,608 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) ' 11.8 100 0.0930 0.14 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 1.4 194 0.2240 2.37 Shallow Concentrated Flow, Shallow Concentrated Flow ' Woodland Kv= 5.0 fps 13.2 294 Total Summary for Subcatchment 5S: Subcatchment 5E ' Runoff = 0.11 cfs @ 12.20 hrs, Volume= 0.010 af, Depth> 2.20" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 2,390 77 Woods, Poor, HSG C 2,390 100.00% Pervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (fUft) (ft1sec) (cfs) 11.6 100 0.0970 0.14 Sheet Flow, Sheet Flow ' Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 48 0.2000 2.24 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 2.1 131 0.0450 1.06 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 14.1 279 Total Summary for Subcatchment 6S: Subcatchment 6E ' Runoff = 6.43 cfs @ 12.35 hrs, Volume= 0.738 af, Depth> 2.20" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" t ' Pre Conditions-01 Type 111 24-hr 10-Year Rainfall=4.50" Prepared by {enter your company name here) Printed 2/8/2010 HydroCADO 9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 13 Area (sf) CN Description 147,218 77 Woods, Poor, HSG C 26,743 77 Brush, Poor, HSG C 1,498 89 Gravel roads, HSG C 175,459 77 Weighted Average ' 175,459 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 16.5 100 0.0400 0.10 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 5.5 394 0.0560 1.18 Shallow Concentrated Flow, Shallow Conc ' Woodland Kv= 5.0 fps 2.4 256 0.1240 1.76 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 24.4 750 Total Summary for Reach 1 R: (new Reach) Inflow Area = 2.399 ac, 13.29% Impervious, Inflow Depth > 2.46" for 10-Year event Inflow 6.02 cfs @ 12.14 hrs, Volume= 0.491 of Outflow = 6.02 cfs @ 12.14 hrs, Volume= 0.491 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs ' Summary for Reach 2R: (new Reach) Inflow Area= 8.858 ac, 0.78% Impervious, Inflow Depth > 2.20" for 10-Year event Inflow = 13.57 cfs @ 12.38 hrs, Volume= 1.623 of Outflow = 13.57 cfs @ 12.38 hrs, Volume= 1.623 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Reach 3R: (new Reach) Inflow Area= 5.603 ac, 17.42% Impervious, Inflow Depth > 2.54" for 10-Year event i Inflow 10.92 cfs @ 12.30 hrs, Volume= 1.185 of Outflow 10.92 cfs @ 12.30 hrs, Volume= 1.185 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Reach 4R: (new Reach) Inflow Area 0.037 ac, 0.00% Impervious, Inflow Depth > 2.20" for 10-Year event Inflow 0.07 cfs @ 12.19 hrs, Volume= 0.007 of Outflow = 0.07 cfs @ 12.19 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.0 min i i Pre Conditions-01 Type ///24-hr 10-Year Rainfall=4.50" Prepared by (enter your company name here) Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 14 , Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Reach 5R: (new Reach) Inflow Area= 0.055 ac, 0.00% Impervious, Inflow Depth > 2.20" for 10-Year event Inflow = 0.11 cfs @ 12.20 hrs, Volume= 0.010 of Outflow = 0.11 cfs @ 12.20 hrs, Volume= 0.010 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs , Summary for Reach 6R: (new Reach) Inflow Area = 4.028 ac, 0.00% Impervious, Inflow Depth > 2.20" for 10-Year event Inflow = 6.43 cfs @ 12.35 hrs, Volume= 0.738 of Outflow = 6.43 cfs @ 12.35 hrs, Volume= 0.738 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs , i 1 i i Pre Conditions-01 Type 111 24-hr 25-Year Rainfall=5.40" Prepared by {enter your company name here} Printed 2/8/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 15 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlS: SubcatchmentlE Runoff Area=104,520sf 13.29% Impervious Runoff Depth>3.24" ' Flow Length=566' Tc=9.7 min CN=80 Runoff=7.93 cfs 0.648 of Subcatchment2S: Subcatchment2E Runoff Area=385.839 sf 0.78% Impervious Runoff Depth>2.95" Flow Length=936' Tc=26.8 min CN=77 Runoff=18.27 cfs 2.174 of ' Subcatchment3S: Subcatchment3aE Runoff Area=244.056 sf 17.42% Impervious Runoff Depth>3.33" Flow Length=1,028' Tc=21.5 min CN=81 Runoff--14.30 cfs 1.554 of ' Subcatchment4S: Subcatchment4E Runoff Area=1,608 sf 0.00% Impervious Runoff Depth>2.95" Flow Length=294' Tc=13.2 min CN=77 Runoff=0.10 cfs 0.009 of ' Subcatchment5S: Subcatchment5E Runoff Area=2,390 sf 0.00% Impervious Runoff Depth>2.95" Flow Length=279' Tc=14.1 min CN=77 Runoff=0.15 cfs 0.014 of Subcatchment6S: Subcatchment6E Runoff Area=175.459 sf 0.00% Impervious Runoff Depth>2.95" Flow Length=750' Tc=24.4 min CN=77 Runoff=8.65 cfs 0.989 of Reach 1R: (new Reach) Inflow=7.93 cfs 0.648 of Outflow=7.93 cfs 0.648 of Reach 2R: (new Reach) Inflow=18.27 cfs 2.174 of Outflow=18.27 cfs 2.174 of Reach 3R: (new Reach) Inflow=14.30 cfs 1.554 of Outflow=14.30 cfs 1.554 of Reach 4R: (new Reach) Inflow=0.10 cfs 0.009 of Outflow=0.10 cfs 0.009 of Reach 5R: (new Reach) Inflow=0.15 cfs 0.014 of Outflow=0.15 cfs 0.014 of Reach 6R: (new Reach) Inflow=8.65 cfs 0.989 of Outflow=8.65 cfs 0.989 of 1 Pre Conditions-01 Type Ill 24-hr 25-Year Rainfall=5.40" Prepared by {enter your company name here} Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @2009 HVdroCAD Software Solutions LLC Page 16 ' Summary for Subcatchment 1S: Subcatchment 1E Runoff = 7.93 cfs @ 12.14 hrs, Volume= 0.648 af, Depth> 3.24" , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.40" , Area (so CN Description 76,063 77 Woods, Poor, HSG C ' 13,889 98 Paved parking & roofs 1,272 89 Gravel roads, HSG C 13,296 77 Brush, Poor, HSG C 104,520 80 Weighted Average , 90,631 86.71% Pervious Area 13,889 13.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 5.1 50 0.1900 0.16 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" , 2.0 207 0.1159 1.70 Shallow Concentrated Flow, Shallow Conc. Flow Woodland Kv= 5.0 fps 2.4 243 0.1110 1.67 Shallow Concentrated Flow, Shallow Conc. Flow ' Woodland Kv= 5.0 fps 0.1 41 0.0976 5.03 Shallow Concentrated Flow, Rip-Rap Unpaved Kv= 16.1 fps 0.1 25 0.0928 6.18 Shallow Concentrated Flow, Sidewalk-Street ' Paved Kv= 20.3 fps 9.7 566 Total Summary for Subcatchment 2S: Subcatchment 2E , Runoff = 18.27 cfs @ 12.37 hrs, Volume= 2.174 af, Depth> 2.95' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs , Type III 24-hr 25-Year Rainfall=5.40" Area (so CN Description , 313,026 77 Woods, Poor, HSG C 3,014 98 Paved parking & roofs 9,449 89 Gravel roads, HSG C ' 60,350 77 Brush, Poor, HSG C 385,839 77 Weighted Average 382,825 99.22% Pervious Area , 3,014 0.78% Impervious Area ' Pre Conditions-01 Type 11124-hr 25-Year Rainfall=5.40" Prepared by (enter your company name here} Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 17 Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 100 0.0250 0.08 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 5.0 386 0.0668 1.29 Shallow Concentrated Flow, Shallow Conc ' Woodland Kv= 5.0 fps 1.1 247 0.0640 3.79 Shallow Concentrated Flow, Shallow Conc. Grassed Waterway Kv= 15.0 fps 0.1 37 0.0110 5.62 4.42 Pipe Channel, 12" pipe 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.011 Concrete pipe, straight& clean 0.6 166 0.0970 4.67 Shallow Concentrated Flow, Shallow Conc Grassed Waterway Kv= 15.0 fps 26.8 936 Total Summary for Subcatchment 3S: Subcatchment 3aE Runoff - 14.30 cfs @ 12.30 hrs, Volume= 1.554 af, Depth> 3.33" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.40" Area (sf) CN Description 192,021 77 Woods, Poor, HSG C 42,511 98 Paved parking & roofs 9,524 77 Brush, Poor, HSG C 244,056 81 Weighted Average 201,545 82.58% Pervious Area 42,511 17.42% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 100 0.0610 0.12 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 2.1 199 0.0980 1.57 Shallow Concentrated Flow, Shallow Conc. Woodland Kv= 5.0 fps I 2.3 148 0.0470 1.08 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 1.1 157 0.2100 2.29 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.1 12 0.5830 3.82 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.3 55 0.0470 3.49 Shallow Concentrated Flow, Shallow Concentrated Flow-grass Unpaved Kv= 16.1 fps 0.4 104 0.0540 4.72 Shallow Concentrated Flow, Shallow Conc. Pavement Paved Kv= 20.3 fps 1.1 185 0.0070 2.90 1.01 Pipe Channel, 8" CL 8.0" Round Area= 0.3 sf Perim= 2.1' r= 0.17' n= 0.013 0.1 68 0.0110 8.76 43.02 Pipe Channel, 30" CMP 30.0" Round Area= 4.9 sf Perm= 7.9' r= 0.63' n= 0.013 21.5 1,028 Total Pre Conditions-01 Type 11124-hr 25-Year Rainfall=5.40" ' Prepared by {enter your company name here} Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 18 ' Summary for Subcatchment 4S: Subcatchment 4E Runoff = 0.10 cfs @ 12.19 hrs, Volume= 0.009 af, Depth> 2.95' , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.40" , Area (sf) CN Description 1,608 77 Woods, Poor, HSG C , 1,608 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) , 11.8 100 0.0930 0.14 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 1.4 194 0.2240 2.37 Shallow Concentrated Flow, Shallow Concentrated Flow ' Woodland Kv= 5.0 fps 13.2 294 Total Summary for Subcatchment 5S: Subcatchment 5E , Runoff = 0.15 cfs @ 12.20 hrs, Volume= 0.014 af, Depth> 2.95' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs ' Type III 24-hr 25-Year Rainfall=5.40" Area (sf) CN Description , 2,390 77 Woods, Poor, HSG C 2,390 100.00% Pervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (fUft) (fUsec) (cfs) 11.6 100 0.0970 0.14 Sheet Flow, Sheet Flow ' Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 48 0.2000 2.24 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 2.1 131 0.0450 1.06 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 14.1 279 Total Summary for Subcatchment 6S: Subcatchment 6E Runoff = 8.65 cfs @ 12.34 hrs, Volume= 0.989 af, Depth> 2.95' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.40" ' Pre Conditions-01 Type 111 24-hr 25-Year Rainfall=5.40" Prepared by (enter your company name here) Printed 2/8/2010 HydroCADO 9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 19 Area (sq CN Description ' 147,218 77 Woods, Poor, HSG C 26,743 77 Brush, Poor, HSG C 1,498 89 Gravel roads, HSG C 175,459 77 Weighted Average ' 175,459 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 16.5 100 0.0400 0.10 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 5.5 394 0.0560 1.18 Shallow Concentrated Flow, Shallow Conc ' Woodland Kv= 5.0 fps 2.4 256 0.1240 1.76 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps ' 24.4 750 Total Summary for Reach 1 R: (new Reach) ' Inflow Area = 2.399 ac, 13.29% Impervious, Inflow Depth > 3.24" for 25-Year event Inflow 7.93 cfs @ 12.14 hrs, Volume= 0.648 of Outflow = 7.93 cfs @ 12.14 hrs, Volume= 0.648 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs ' Summary for Reach 2R: (new Reach) Inflow Area = 8.858 ac, 0.78% Impervious, Inflow Depth > 2.95" for 25-Year event Inflow = 18.27 cfs @ 12.37 hrs, Volume= 2.174 of ' Outflow = 18.27 cfs @ 12.37 hrs, Volume= 2.174 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Reach 3R: (new Reach) Inflow Area = 5.603 ac, 17.42% Impervious, Inflow Depth > 3.33" for 25-Year event Inflow 14.30 cfs @ 12.30 hrs, Volume= 1.554 of Outflow 14.30 cfs @ 12.30 hrs, Volume= 1.554 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Reach 4R: (new Reach) ' Inflow Area = 0.037 ac, 0.00% Impervious, Inflow Depth > 2.95' for 25-Year event Inflow 0.10 cfs @ 12.19 hrs, Volume= 0.009 of Outflow = 0.10 cfs @ 12.19 hrs, Volume= 0.009 af, Atten= 0%, Lag= 0.0 min Pre Conditions-01 Type 111 24-hr 25-Year Rainfall=5.40" ' Prepared by {enter your company name here) Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 20 Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Reach 5R: (new Reach) ' Inflow Area = 0.055 ac, 0.00% Impervious, Inflow Depth > 2.95" for 25-Year event Inflow = 0.15 cfs @ 12.20 hrs, Volume= 0.014 of ' Outflow = 0.15 cfs @ 12.20 hrs, Volume= 0.014 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Reach 6R: (new Reach) Inflow Area = 4.028 ac, 0.00% Impervious, Inflow Depth > 2.95" for 25-Year event ' Inflow = 8.65 cfs @ 12.34 hrs, Volume= 0.989 of Outflow = 8.65 cfs @ 12.34 hrs, Volume= 0.989 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs , 1 1 ' Pre Conditions-01 Type 111 24-hr 50-Year Rainfall=5.90" Prepared by {enter your company name here} Printed 2/8/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 21 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points ' Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlS: SubcatchmentlE Runoff Area=104,520 sf 13.29% Impervious Runoff Depth>3.69" ' Flow Length=566' Tc=9.7 min CN=80 Runoff=9.00 cfs 0.737 of Subcatchment2S: Subcatchment2E Runoff Area=385.839 sf 0.78% Impervious Runoff Depth>3.37" Flow Length=936' Tc=26.8 min CN=77 Runoff=20.94 cfs 2.491 of Subcatchment3S: Subcatchment3aE Runoff Area=244.056 sf 17.42% Impervious Runoff Depth>3.78" Flow Length=1,028' Tc=21.5 min CN=81 Runoff--16.20 cfs 1.764 of Subcatchment4S: Subcatchment4E Runoff Area=1,608 sf 0.00% Impervious Runoff Depth>3.38" Flow Length=294' Tc=13.2 min CN=77 Runoff=0.12 cfs 0.010 of ' SubcatchmentSS:Subcatchment5E Runoff Area=2,390 sf 0.00% Impervious Runoff Depth>3.38" Flow Length=279' Tc=14.1 min CN=77 Runoff=0.17 cfs 0.015 of ' Subcatchment6S: Subcatchment6E Runoff Area=175.459 sf 0.00% Impervious Runoff Depth>3.38" Flow Length=750' Tc=24.4 min CN=77 Runoff=9.91 ofs 1.133 of Reach 1R: (new Reach) Inflow=9.00 ofs 0.737 of Outflow=9.00 cfs 0.737 of Reach 2R: (new Reach) Inflow=20.94 cfs 2.491 of Outflow=20.94 cfs 2.491 of ' Reach 3R: (new Reach) Inflow=16.20 cfs 1.764 of Outflow=16.20 cfs 1.764 of ' Reach 4R: (new Reach) Inflow=0.12 cfs 0.010 of Outflow=0.12 cfs 0.010 of ' Reach 5R: (new Reach) Inflow=0.17 cfs 0.015 of Outflow=0.17 cfs 0.015 of Reach 6R: (new Reach) Inflow=9.91 cfs 1.133 of ' Outflow=9.91 cfs 1.133 of Pre Conditions-01 Type 11124-hr 50-Year Rainfall=5.90" ' Prepared by {enter your company name here} Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 22 , Summary for Subcatchment 1S: Subcatchment 1E Runoff = 9.00 cfs @ 12.14 hrs, Volume= 0.737 af, Depth> 3.69" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 50-Year Rainfall=5.90" ' Area (so CN Description 76,063 77 Woods, Poor, HSG C , 13,889 98 Paved parking & roofs 1,272 89 Gravel roads, HSG C 13,296 77 Brush, Poor, HSG C 104,520 80 Weighted Average ' 90,631 86.71% Pervious Area 13,889 13.29% Impervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 50 0.1900 0.16 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" , 2.0 207 0.1159 1.70 Shallow Concentrated Flow, Shallow Conc. Flow Woodland Kv= 5.0 fps 2.4 243 0.1110 1.67 Shallow Concentrated Flow, Shallow Conc. Flow ' Woodland Kv= 5.0 fps 0.1 41 0.0976 5.03 Shallow Concentrated Flow, Rip-Rap Unpaved Kv= 16.1 fps 0.1 25 0.0928 6.18 Shallow Concentrated Flow, Sidewalk-Street ' Paved Kv= 20.3 fps 9.7 566 Total Summary for Subcatchment 2S: Subcatchment 2E , Runoff = 20.94 cfs @ 12.37 hrs, Volume= 2.491 af, Depth> 3.37" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs ' Type III 24-hr 50-Year Rainfall=5.90" Area (so CN Description ' 313,026 77 Woods, Poor, HSG C 3,014 98 Paved parking & roofs 9,449 89 Gravel roads, HSG C ' 60,350 77 Brush, Poor, HSG C 385,839 77 Weighted Average 382,825 99.22% Pervious Area ' 3,014 0.78% Impervious Area Pre Conditions-01 Type 111 24-hr 50-Year Rainfall=5.90" Prepared by {enter your company name here} Printed 2/8/2010 ' HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 23 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 100 0.0250 0.08 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 5.0 386 0.0668 1.29 Shallow Concentrated Flow, Shallow Cone ' Woodland Kv= 5.0 fps 1.1 247 0.0640 3.79 Shallow Concentrated Flow, Shallow Cone. Grassed Waterway Kv= 15.0 fps 0.1 37 0.0110 5.62 4.42 Pipe Channel, 12" pipe 12.0" Round Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.011 Concrete pipe, straight&clean 0.6 166 0.0970 4.67 Shallow Concentrated Flow, Shallow Cone ' Grassed Waterway Kv= 15.0 fps 26.8 936 Total ' - Summary for Subcatchment 3S: Subcatchment 3aE Runoff - 16.20 cfs @ 12.29 hrs, Volume= 1.764 af, Depth> 3.78" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 50-Year Rainfall=5.90" Area (so CN Description 192,021 77 Woods, Poor, HSG C 42,511 98 Paved parking & roofs 9,524 77 Brush, Poor, HSG C ' 244,056 81 Weighted Average 201,545 82.58% Pervious Area 42,511 17.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 100 0.0610 0.12 Sheet Flow, Sheet Flow ' Woods: Light underbrush n= 0.400 P2= 3.10" 2.1 199 0.0980 1.57 Shallow Concentrated Flow, Shallow Cone. Woodland Kv= 5.0 fps 2.3 148 0.0470 1.08 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 1.1 157 0.2100 2.29 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.1 12 0.5830 3.82 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.3 55 0.0470 3.49 Shallow Concentrated Flow, Shallow Concentrated Flow-grass 1Unpaved Kv= 16.1 fps 0.4 104 0.0540 4.72 Shallow Concentrated Flow, Shallow Cone. Pavement Paved Kv= 20.3 fps 1.1 185 0.0070 2.90 1.01 Pipe Channel, 8" CL ' 8.0" Round Area= 0.3 sf Perim= 2.1' r= 0.17' n= 0.013 0.1 68 0.0110 8.76 43.02 Pipe Channel, 30" CMP 30.0" Round Area= 4.9 sf Perim= 7.9' r= 0.63' n= 0.013 21.5 1,028 Total Pre Conditions-01 Type 111 24-hr 50-Year Rainfall=5.90" , Prepared by {enter your company name here} Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 24 ' Summary for Subcatchment 4S: Subcatchment 4E Runoff = 0.12 cfs @ 12.19 hrs, Volume= 0.010 af, Depth> 3.38" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 50-Year Rainfall=5.90" ' Area (sf) CN Description 1,608 77 Woods, Poor, HSG C , 1,608 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) ' 11.8 100 0.0930 0.14 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 1.4 194 0.2240 2.37 Shallow Concentrated Flow, Shallow Concentrated Flow ' Woodland Kv= 5.0 fps 13.2 294 Total Summary for Subcatchment 6S: Subcatchment 6E , Runoff = 0.17 cfs @ 12.20 hrs, Volume= 0.015 af, Depth> 3.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs ' Type III 24-hr 50-Year Rainfall=5.90" Area (sf) CN Description , 2,390 77 Woods, Poor, HSG C 2,390 100.00% Pervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (fUft) (ft/sec) (cfs) 11.6 100 0.0970 0.14 Sheet Flow, Sheet Flow ' Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 48 0.2000 2.24 Shallow Concentrated Flow, Shallow Cone Woodland Kv= 5.0 fps 2.1 131 0.0450 1.06 Shallow Concentrated Flow, Shallow Concentrated Flow ' Woodland Kv= 5.0 fps 14.1 279 Total Summary for Subcatchment 6S: Subcatchment 6E ' Runoff = 9.91 cfs @ 12.34 hrs, Volume= 1.133 af, Depth> 3.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 50-Year Rainfall=5.90" 1 Pre Conditions-01 Type /// 24-hr 50-Year Rainfall=5.90" Prepared by {enter your company name here} Printed 2/8/2010 HydroCADO 9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 25 Area (so CN Description 147,218 77 Woods, Poor, HSG C 26,743 77 Brush, Poor, HSG C 1,498 89 Gravel roads, HSG C 175,459 77 Weighted Average ' 175,459 100.00% Pervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (fUft) (ft/sec) (cfs) 16.5 100 0.0400 0.10 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 5.5 394 0.0560 1.18 Shallow Concentrated Flow, Shallow Conc ' Woodland Kv= 5.0 fps 2.4 256 0.1240 1.76 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps ' 24.4 750 Total Summary for Reach 1R: (new Reach) ' Inflow Area 2.399 ac, 13.29% Impervious, Inflow Depth > 3.69" for 50-Year event Inflow 9.00 cfs @ 12.14 hrs, Volume= 0.737 of Outflow = 9.00 cfs @ 12.14 hrs, Volume= 0.737 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs ' Summary for Reach 2R: (new Reach) Inflow Area = 8.858 ac, 0.78% Impervious, Inflow Depth > 3.37" for 50-Year event Inflow = 20.94 cfs @ 12.37 hrs, Volume= 2.491 of Outflow = 20.94 cfs @ 12.37 hrs, Volume= 2.491 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs ' Summary for Reach 3R: (new Reach) Inflow Area = 5.603 ac, 17.42% Impervious, Inflow Depth > 3.78" for 50-Year event 1 Inflow _ 16.20 cfs @ 12.29 hrs, Volume= 1.764 of Outflow 16.20 cfs @ 12.29 hrs, Volume= 1.764 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Reach 4R: (new Reach) ' Inflow Area 0.037 ac, 0.00% Impervious, Inflow Depth > 3.38" for 50-Year event Inflow 0.12 cfs @ 12.19 hrs, Volume= 0.010 of Outflow = 0.12 cfs @ 12.19 hrs, Volume= 0.010 af, Atten= 0%, Lag= 0.0 min Pre Conditions-01 Type 11124-hr 50-Year Rainfall=5.90" Prepared by {enter your company name here) Printed 2/8/2010 HydroCADO 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 26 ' Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Reach 5R: (new Reach) ' Inflow Area= 0.055 ac, 0.00% Impervious, Inflow Depth > 3.38" for 50-Year event Inflow = 0.17 cfs @ 12.20 hrs, Volume= 0.015 of ' Outflow = 0.17 cfs @ 12.20 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs ' Summary for Reach 6R: (new Reach) Inflow Area = 4.028 ac, 0.00% Impervious, Inflow Depth > 3.38" for 50-Year event , Inflow = 9.91 cfs @ 12.34 hrs, Volume= 1.133 of Outflow = 9.91 cfs @ 12.34 hrs, Volume= 1.133 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs ' r ' Pre Conditions-01 Type 111 24-hr 100-Year Rainfall=6.50" Prepared by {enter your company name here} Printed 2/8/2010 1 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 27 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points ' Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlS: SubcatchmentlE RunoffArea=104.520 sf 13.29% Impervious Runoff Depth>4.23" Flow Length=566' Tc=9.7 min CN=80 Runoff=10.30 cfs 0.846 of Subcatchment2S: Subcatchment2E Runoff Area=385.839 sf 0.78% Impervious Runoff Depth>3.90" Flow Length=936' Tc=26.8 min CN=77 Runoff--24.18 cfs 2.878 of Subcatchment3S:Subcatchment3aE Runoff Area=244.056 sf 17.42% Impervious Runoff Depth>4.33" Flow Length=1,028' Tc=21.5 min CN=81 Runoff--1 8.50 cfs 2.020 of Subcatchment4S: Subcatchment4E Runoff Area=1,608 sf 0.00% Impervious Runoff Depth>3.91" Flow Length=294' Tc=13.2 min CN=77 Runoff=0.13 cfs 0.012 of Subcatchment5S: Subcatchment5E Runoff Area=2,390 sf 0.00% Impervious Runoff Depth>3.91" Flow Length=279' Tc=14.1 min CN=77 Runoff=0.19 cfs 0.018 of Subcatchment6S: Subcatchment6E Runoff Area=175,459 sf 0.00% Impervious Runoff Depth>3.90" Flow Length=750' Tc=24.4 min CN=77 Runoff=11.44 cfs 1.310 of Reach 1 R: (new Reach) Inflow=10.30 cfs 0.846 of ' Outflow=10.30 cfs 0.846 of Reach 2R: (new Reach) Inflow=24.18 cfs 2.878 of Outflow=24.18 cfs 2.878 of ' Reach 3R: (new Reach) Inflow=18.50 cfs 2.020 of Outflow=18.50 cfs 2.020 of ' Reach 4R: (new Reach) Inflow=0.13 cfs 0.012 of Outflow=0.13 ofs 0.012 of Reach SR: (new Reach) Inflow=0.19 cfs 0.018 of Outflow=0.19 cfs 0.018 of Reach 6R: (new Reach) Inflow=11.44 cfs 1.310 of Outflow=11.44 cfs 1.310 of Pre Conditions-01 Type 111 24-hr 100-Year Rainfall=6.50" Prepared by (enter your company name here) Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 28 ' Summary for Subcatchment 1S: Subcatchment 1E Runoff = 10.30 cfs @ 12.14 hrs, Volume= 0.846 af, Depth> 4.23" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.50" , Area (sf) CN Description 76,063 77 Woods, Poor, HSG C ' 13,889 98 Paved parking & roofs 1,272 89 Gravel roads, HSG C 13,296 77 Brush, Poor, HSG C 104,520 80 Weighted Average ' 90,631 86.71% Pervious Area 13,889 13.29% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (fUft) (ft/sec) (cfs) 5.1 50 0.1900 0.16 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" , 2.0 207 0.1159 1.70 Shallow Concentrated Flow, Shallow Conc. Flow Woodland Kv= 5.0 fps 2.4 243 0.1110 1.67 Shallow Concentrated Flow, Shallow Conc. Flow ' Woodland Kv= 5.0 fps 0.1 41 0.0976 5.03 Shallow Concentrated Flow, Rip-Rap Unpaved Kv= 16.1 fps 0.1 25 0.0928 6.18 Shallow Concentrated Flow, Sidewalk-Street ' Paved Kv= 20.3 fps 9.7 566 Total Summary for Subcatchment 2S: Subcatchment 2E , Runoff = 24.18 cfs @ 12.37 hrs, Volume= 2.878 af, Depth> 3.90" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs ' Type III 24-hr 100-Year Rainfall=6.50" Area (sf) CN Description ' 313,026 77 Woods, Poor, HSG C 3,014 98 Paved parking & roofs 9,449 89 Gravel roads, HSG C ' 60,350 77 Brush, Poor, HSG C 385,839 77 Weighted Average 382,825 99.22% Pervious Area , 3,014 0.78% Impervious Area 1 ' Pre Conditions-01 Type Ill 24-hr 100-Year Rainfall=6.50" Prepared by(enter your company name here) Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 29 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 100 0.0250 0.08 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 5.0 386 0.0668 1.29 Shallow Concentrated Flow, Shallow Conc ' Woodland Kv= 5.0 fps 1.1 247 0.0640 3.79 Shallow Concentrated Flow, Shallow Conc. Grassed Waterway Kv= 15.0 fps ' 0.1 37 0.0110 5.62 4.42 Pipe Channel, 12" pipe 12.0" Round Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.011 Concrete pipe, straight&clean 0.6 166 0.0970 4.67 Shallow Concentrated Flow, Shallow Conc Grassed Waterway Kv= 15.0 fps 26.8 936 Total Summary for Subcatchment 3S: Subcatchment 3aE Runoff - 18.50 cfs @ 12.29 hrs, Volume= 2.020 af, Depth> 4.33" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.50" Area (sf) CN Description 192,021 77 Woods, Poor, HSG C 42,511 98 Paved parking & roofs 9,524 77 Brush, Poor, HSG C ' 244,056 81 Weighted Average 201,545 82.58% Pervious Area 42,511 17.42% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 100 0.0610 0.12 Sheet Flow, Sheet Flow ' Woods: Light underbrush n= 0.400 P2= 3.10" 2.1 199 0.0980 1.57 Shallow Concentrated Flow, Shallow Conc. Woodland Kv= 5.0 fps ' 2.3 148 0.0470 1.08 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 1.1 157 0.2100 2.29 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps ' 0.1 12 0.5830 3.82 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.3 55 0.0470 3.49 Shallow Concentrated Flow, Shallow Concentrated Flow-grass Unpaved Kv= 16.1 fps 0.4 104 0.0540 4.72 Shallow Concentrated Flow, Shallow Conc. Pavement Paved Kv= 20.3 fps 1.1 185 0.0070 2.90 1.01 Pipe Channel, 8" CL ' 8.0" Round Area= 0.3 sf Perim= 2.1' r- 0.17' n= 0.013 0.1 68 0.0110 8.76 43.02 Pipe Channel, 30" CMP 30.0" Round Area=4.9 sf Perim= 7.9' r- 0.63' n= 0.013 21.5 1,028 Total Pre Conditions-01 Type 111 24-hr 100-Year Rainfall=6.50" ' Prepared by (enter your company name here) Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 30 ' Summary for Subcatchment 4S: Subcatchment 4E Runoff = 0.13 cfs @ 12.18 hrs, Volume= 0.012 af, Depth> 3.91" , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.50" ' Area (sf) CN Description 1,608 77 Woods, Poor, HSG C 1,608 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) , 11.8 100 0.0930 . 0.14 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 1.4 194 0.2240 2.37 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 13.2 294 Total Summary for Subcatchment 5S: Subcatchment 5E , Runoff = 0.19 cfs @ 12.20 hrs, Volume= 0.018 af, Depth> 3.91" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs ' Type III 24-hr 100-Year Rainfall=6.50" Area (sf) CN Description ' 2,390 77 Woods, Poor, HSG C 2,390 100.00% Pervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (f/ft) (fUsec) (cfs) 11.6 100 0.0970 0.14 Sheet Flow, Sheet Flow ' Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 48 0.2000 2.24 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 2.1 131 0.0450 1.06 Shallow Concentrated Flow, Shallow Concentrated Flow ' Woodland Kv= 5.0 fps 14.1 279 Total Summary for Subcatchment 6S: Subcatchment 6E ' Runoff = 11.44 cfs @ 12.34 hrs, Volume= 1.310 af, Depth> 3.90" , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.50" 1 Pre Conditions-01 Type 111 24-hr 100-Year. Rainfall=6.50" Prepared by (enter your company name here) Printed 2/8/2010 ' HydroCADO 9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 31 Area (sf) CN Description 147,218 77 Woods, Poor, HSG C 26,743 77 Brush, Poor, HSG C 1,498 89 Gravel roads, HSG C 175,459 77 Weighted Average 175,459 100.00% Pervious Area Tc Length Slope Velocity Capacity Description -(min) (feet) (ft/ft) (fUsec) (cfs) 16.5 100 0.0400 0.10 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 5.5 394 0.0560 1.18 Shallow Concentrated Flow, Shallow Conc ' Woodland Kv= 5.0 fps 2.4 256 0.1240 1.76 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps ' 24.4 750 Total Summary for Reach 1R: (new Reach) ' Inflow Area = 2.399 ac, 13.29% Impervious, Inflow Depth > 4.23" for 100-Year event Inflow 10.30 cfs @ 12.14 hrs, Volume= 0.846 of Outflow = 10.30 cfs @ 12.14 hrs, Volume= 0.846 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Reach 2R: (new Reach) Inflow Area = 8.858 ac, 0.78% Impervious, Inflow Depth > 3.90" for 100-Year event Inflow = 24.18 cfs @ 12.37 hrs, Volume= 2.878 of Outflow = 24.18 cfs @ 12.37 hrs, Volume= 2.878 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs ' Summary for Reach 3R: (new Reach) ' Inflow Area 5.603 ac, 17.42% Impervious, Inflow Depth > 4.33" for 100-Year event Inflow 18.50 cfs @ 12.29 hrs, Volume= 2.020 of Outflow 18.50 cfs @ 12.29 hrs, Volume= 2.020 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Reach 4R: (new Reach) ' Inflow Area 0.037 ac, 0.00% Impervious, Inflow Depth > 3.91" for 100-Year event Inflow 0.13 cfs @ 12.18 hrs, Volume= 0.012 of Outflow = 0.13 cfs @ 12.18 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min Pre Conditions-01 Type /// 24-hr 100-Year Rainfall=6.50" ' Prepared by (enter your company name here) Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 32 , Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Reach 5R: (new Reach) ' Inflow Area = 0.055 ac, 0.00% Impervious, Inflow Depth > 3.91" for 100-Year event ' Inflow = 0.19 cfs @ 12.20 hrs, Volume= 0.018 of Outflow = 0.19 cfs @ 12.20 hrs, Volume= 0.018 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs ' Summary for Reach 6R: (new Reach) Inflow Area= 4.028 ac, 0.00% Impervious, Inflow Depth > 3.90" for 100-Year event , Inflow = 11.44 cfs @ 12.34 hrs, Volume= 1.310 of Outflow = 11.44 cfs @ 12.34 hrs, Volume= 1.310 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs , 1 I Subcatchm t2b Subcatan mert 2c Subratchim nt 6a Subcatel iment 6b Subcat 2F. N7 Se iment orebay2 zi� Sed ant orebay6 .2D, Detentio 1 Pond 2 Da Detenti Pond 6 P Subcatchmentl Subcatch nt 2a SubGatc menta /(6\b Detentio Pond 6 (new Reach) (new Reach) (new Reach) (new Reach) Subcat RR..�h Z4, Drainage Diagram for Post Conditions-01 Prepared by(enter your company name here), Printed 2/8/2010 HydroCADO 9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC i Post Conditions-01 1 Prepared by (enter your company name here) Printed 2/8/2010 HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Paqe 2 1 Area Listing (all nodes) Area CN Description 1 (acres) (subcatchment-numbers) 6.478 74 >75%Grass cover, Good, HSG C (1 P, 2aP, 2cP, 3P, 6bP) 1 0.125 77 Brush, Poor, HSG C (1 P, 2aP, 3P) 1.961 77 Woods, Poor, HSG C (1 P, 2aP, 2cP, 3P) 0.216 89 Gravel roads, HSG C (2cP) 12.200 98 Paved parking&roofs (1 P, 2bP, 2cP, 3P, 6aP,6bP) 1 i 1 1 1 1 i 1 1 1 1 1 1 Post Conditions-01 Type 111 24-hr 2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 2/8/2010 ' HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 3 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points ' Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method SubcatchmentlP: Subcatchmentl Runoff Area=72,888sf 43.43% Impervious Runoff Depth>1.76" ' Flow Length=312' Tc--8.4 min CN=85 Runoff=3.13 cfs 0.245 of Subcatchment2aP:Subcatchment2a Runoff Area=73.431 sf 0.00% Impervious Runoff Depth>1.14" Flow Length=1,218' Tc=30.2 min CN=76 Runoff--1.23 cfs 0.161 of Subcatchment2bP: Subcatchment2b Runoff Area=121.380 sf 100.00% Impervious Runoff Depth>2.97" Tc=5.0 min CN=98 Runoff--8.71 cfs 0.689 of Subcatchment2cP:Subcatchment2c Runoff Area=344.822 sf 76.91% Impervious Runoff Depth>2.44" Flow Length=1,463' Tc=5.1 min CN=93 Runoff=22.01 cfs 1.612 of Subcatchment3P: Subcatchment3 Runoff Area=133.696 sf 52.61% Impervious Runoff Depth>1.91" Flow Length=591' Tc=14.9 min CN=87 Runoff--5.20 cfs 0.488 of 0 Subcatchment6aP: Subcatchment6a Runoff Area=9,900 sf 100.00% Impervious Runoff Depth>2.97" ' Tc=5.0 min CN=98 Runoff--0.71 cfs 0.056 of Subcatchment6bP: Subcatchment6b Runoff Area=157.761 sf 20.88% Impervious Runoff Depth>1.33" tFlow Length=836' Tc=16.8 min CN=79 Runoff=4.01 cfs 0.402 of Reach 1R: (new Reach) Inflow=3.13 cfs 0.245 of Outflow=3.13 cfs 0.245 of ' Reach 2R: (new Reach) Inflow=6.56 cfs 2.087 of Outflow=6.56 cfs 2.087 of ' Reach 3R: (new Reach) Inflow=5.20 cfs 0.488 of Outflow=5.20 cfs 0.488 of Reach 6R: (new Reach) Inflow=2.58 cfs 0.345 of Outflow=2.58 cfs 0.345 of Pond 2D: Detention Pond 2 Peak Elev=152.53' Storage=47.157 cf Inflow=30.60 cfs 2.247 of ' Outflow=5.34 cfs 1.926 of Pond 2F: Sediment Forebay 2 Peak Elev=152.53' Storage=3,031 cf Inflow=22.01 cfs 1.612 of Outflow=22.01 cfs 1.558 of Pond 6Da: Detention Pond 6 Peak Elev=153.25' Storage=708 cf Inflow=4.32 cfs 0.447 of Outflow=4.31 cfs 0.431 of tPond 6Db: Detention Pond 6 Peak Elev=153.25' Storage=5,764 cf Inflow=4.31 cfs 0.431 of Outflow=2.58 cfs 0.345 of Pond 6F: Sediment Forebay 6 Peak Elev=153.98' Storage=563 cf Inflow=4.01 cfs 0.402 of Outflow=4.01 cfs 0.391 of 1 Post Conditions-01 Type /// 24-hr 2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @2009 HVdroCAD Software Solutions LLC Page 4 ' Summary for Subcatchment 1 P: Subcatchment 1 Runoff = 3.13 cfs @ 12.12 hrs, Volume= 0.245 af, Depth> 1.76" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.20" ' Area (sf) CN Description 16,934 77 Woods, Poor, HSG C 31,652 98 Paved parking & roofs 3,076 77 Brush, Poor, HSG C 21,226 74 >75% Grass cover, Good, HSG C 72,888 85 Weighted Average 41,236 56.57% Pervious Area 31,652 43.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs). 1.5 6 0.0200 0.07 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.10" ' 6.2 94 0.4100 0.25 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 0.2 29 0.3100 2.78 Shallow Concentrated Flow, Shallow Concentrated Flow , Woodland Kv= 5.0 fps 0.4 101 0.0528 4.66 Shallow Concentrated Flow, Shallow Conc - Paved Paved Kv= 20.3 fps 0.1 82 0.0730 19.46 61.12 Pipe Channel, 15" HDPE 24.0" Round Area= 3.1 sf Perim=6.3' r= 0.50' n= 0.013 Corrugated PE, smooth interior 8.4 312 Total Summary for Subcatchment 2aP: Subcatchment 2a ' Runoff = 1.23 cfs @ 12.45 hrs, Volume= 0.161 af, Depth> 1.14" , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.20" ' Area (sf) CN Description 39,122 77 Woods, Poor, HSG C 787 77 Brush, Poor, HSG C ' 33,522 74 >75% Grass cover, Good, HSG C 73,431 76 Weighted Average 73,431 100.00% Pervious Area ' t ' Post Conditions-01 Type Ill 24-hr 2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 2/8/2010 HydroCAD@ 9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 5 Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 17.3 100 0.0050 0.10 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.10" 2.3 157 0.0050 1.14 Shallow Concentrated Flow, Relocated Stream Unpaved Kv= 16.1 fps 0.1 61 0.1990 7.18 Shallow Concentrated Flow, Stream Unpaved Kv= 16.1 fps ' 8.0 544 0.0050 1.14 Shallow Concentrated Flow, Stream Unpaved Kv= 16.1 fps 0.3 112 0.2080 7.34 Shallow Concentrated Flow, Stream Unpaved Kv= 16.1 fps ' 0.2 72 0.2360 7.82 Shallow Concentrated Flow, Existing Stream Unpaved Kv= 16.1 fps 2.0 172 0.0080 1.44 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps ' 30.2 1,218 Total Summary for Subcatchment 21bP: Subcatchment 2b Runoff = 8.71 cfs @ 12.07 hrs, Volume= 0.689 af, Depth> 2.97" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description 121,380 98 Paved parking & roofs 121,380 100.00% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 1 Direct Entry, Summary for Subcatchment 2cP: Subcatchment 2c Runoff = 22.01 cfs @ 12.07 hrs, Volume= 1.612 af, Depth> 2.44" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt=,0.05 hrs Type III 24-hr 2-Year Rainfall=3.20" ' Area (sf) CN Description 265,213 98 Paved parking & roofs 69,388 74 >75% Grass cover, Good, HSG C ' 9,429 89 Gravel roads, HSG C 792 77 Woods, Poor, HSG C 344,822 93 Weighted Average ' 79,609 23.09% Pervious Area 265,213 76.91% Impervious Area 1 Post Conditions-01 Type /// 24-hr 2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 6 ' Tc Length Slope Velocity Capacity Description min feet ft/ft) (fUsec) (cfs 1.4 100 0.0150 1.21 Sheet Flow, Sheet Smooth surfaces n= 0.011 P2= 3.10" 0.9 195 0.0292 3.47 Shallow Concentrated Flow, Shallow Cone Paved Kv= 20.3 fps ' 2.8 1,168 0.0070 6.99 34.32 Pipe Channel, Pipe 30.0" Round Area=4.9 sf Perim= 7.9' r= 0.63' n= 0.013 5.1 1,463 Total Summary for Subcatchment 3P: Subcatchment 3 ' Runoff = 5.20 cfs @ 12.21 hrs, Volume= 0.488 af, Depth> 1.91" , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.20" ' Area (sf) CN Description * 28,593 77 Woods, Poor, HSG C 70,332 98 Paved parking & roofs , 1,566 77 Brush, Poor, HSG C 33,205 74 >75% Grass cover, Good, HSG C 133,696 87 Weighted Average t 63,364 47.39% Pervious Area 70,332 52.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 1.3 14 0.4300 0.18 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" , 5.3 66 0.3000 0.21 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 5 1.0000 0.20 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" , 5.3 76 0.4000 0.24 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 1.0 13 0.7800 0.22 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.10" 0.6 119 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.0 298 0.0127 5.11 4.02 Pipe Channel, , 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 14.9 591 Total Summary for Subcatchment 6aP: Subcatchment 6a ' Runoff = 0.71 cfs @ 12.07 hrs, Volume= 0.056 af, Depth> 2.97" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs ' Type III 24-hr 2-Year Rainfall=3.20" 1 Post Conditions-01 Type 111 24-hr 2-Year Rainfall=3.20" Prepared by (enter your company name here} Printed 2/8/2010 HydroCADO 9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 7 Area (st) CN Description 9,900 98 Paved parking & roofs 9,900 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct ' Summary for Subcatchment 6bP: Subcatchment 6b Runoff = 4.01 cfs @ 12.24 hrs, Volume= 0.402 af, Depth> 1.33" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.20" ' Area (sf) CN Description 124,823 74 >75% Grass cover, Good, HSG C 32,938 98 Paved parking & roofs ' 157,761 79 Weighted Average 124,823 79.12% Pervious Area 32,938 20.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 100 0.0250 0.18 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.10" 6.6 436 0.0250 1.11 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 1.0 270 0.0810 4.58 Shallow Concentrated Flow, Swale Unpaved Kv= 16.1 fps 0.1 30 0.3300 9.25 Shallow Concentrated Flow, RipRap Unpaved Kv= 16.1 fps ' 16.8 836 Total Summary for Reach 1 R: (new Reach) Inflow Area= 1.673 ac, 43.43% Impervious, Inflow Depth > 1.76" for 2-Year event Inflow 3.13 cfs @ 12.12 hrs, Volume= 0.245 of Outflow = 3.13 cfs @ 12.12 hrs, Volume= 0.245 af, Atten= 0%, Lag= 0.0 min ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Reach 2R: (new Reach) 1 Inflow Area= 12.388 ac, 71.64% Impervious, Inflow Depth > 2.02" for 2-Year event Inflow = 6.56 cfs @ 12.48 hrs, Volume= 2.087 of Outflow = 6.56 cfs @ 12.48 hrs, Volume= 2.087 af, Atten= 0%, Lag= 0.0 min Post Conditions-01 Type /Il 24-hr 2-Year Rainfall=3.20" ' Prepared by {enter your company name here) Printed 2/8/2010 HydroCAD®9.00 s/n 00983 02009 HydroCAD Software Solutions LLC Page 8 ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Reach 3R: (new Reach) Inflow Area = 3.069 ac, 52.61% Impervious, Inflow Depth > 1.91" for 2-Year event Inflow = 5.20 cfs @ 12.21 hrs, Volume= 0.488 of ' Outflow = 5.20 cfs @ 12.21 hrs, Volume= 0.488 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs , Summary for Reach 6R: (new Reach) Inflow Area = 3.849 ac, 25.55% Impervious, Inflow Depth > 1.07" for 2-Year event , Inflow = 2.58 cfs @ 12.51 hrs, Volume= 0.345 of Outflow = 2.58 cfs @ 12.51 hrs, Volume= 0.345 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Pond 2D: Detention Pond 2 , Inflow Area = 10.703 ac, 82.92% Impervious, Inflow Depth > 2.52" for 2-Year event Inflow = 30.60 cfs @ 12.08 hrs, Volume= 2.247 of Outflow = 5.34 cfs @ 12.53 hrs, Volume= 1.926 af, Atten= 83%, Lag= 27.2 min ' Primary = 5.34 cfs @ 12.53 hrs, Volume= 1.926 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 152.53' @ 12.53 hrs Surf.Area= 16,811 sf Storage= 47,157 cf , Plug-Flow detention time= 160.5 min calculated for 1.922 of(86% of inflow) Center-of-Mass det. time= 100.4 min ( 889.8 - 789.3 ) , Volume Invert Avail.Storage Storage Description #1 148.00' 113,289 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 148.00 5,838 0 0 , 149.00 7,464 6,651 6,651 150.00 9,270 8,367 15,018 151.00 11,210 10,240 25,258 152.00 15,532 13.371 38,629 , 153.00 17,957 16,745 55,374 154.00 20,095 19,026 74,400 155.00 22,304 21,200 95,599 ' 155.75 24,868 17,690 113,289 ' Post,Conditions-01 Type 11124-hr2-Year Rainfall=3.20" Prepared by (enter your company name here) Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 9 Device Routing Invert Outlet Devices #1 Primary 149.75' 8.0"Vert. Orifice/Grate C= 0.600 #2 Primary 149.60' 8.0"Vert. Orifice/Grate C= 0.600 #3 Primary 152.50' 15.0"Vert. Orifice/Grate C= 0.600 #4 Primary 153.75' 15.0"Vert. Orifice/Grate C= 0.600 #5 Primary 155.25' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 ' Primary OutFlow Max=5.34 cfs @ 12.53 hrs HW=152.53' TW=0.00' (Dynamic Tailwater) =Orifice/Grate (Orifice Controls 2.63 cfs @ 7.53 fps) 2=Orifice/Grate (Orifice Controls 2.71 cfs @ 7.75 fps) ' 3=Orifice/Grate (Orifice Controls 0.00 cfs @ 0.55 fps) =Orifice/Grate ( Controls 0.00 cfs) =Broad-Crested Rectangular Weir( Controls 0.00 cfs) ' Summary for Pond 2F: Sediment Forebay 2 Inflow Area = 7.916 ac, 76.91% Impervious, Inflow Depth > 2.44" for 2-Year event ' Inflow 22.01 cfs @ 12.07 hrs, Volume= 1.612 of Outflow 22.01 cfs @ 12.08 hrs, Volume= 1.558 af, Atten= 0%, Lag= 0.4 min Primary = 22.01 cfs @ 12.08 hrs, Volume= 1.558 of ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 152.53' @ 12.57 hrs Surf.Area= 2,039 sf Storage= 3,031 cf Plug-Flow detention time= 32.3 min calculated for 1.555 of(96% of inflow) Center-of-Mass det. time= 13.0 min ( 804.5- 791.5 ) Volume Invert Avail.Storage Storage Description #1 150.00' 3,031 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 150.00 1,028 0 0 151.00 1,497 1,263 1,263 152.00 2,039 1,768 3,031 Device Routing Invert Outlet Devices #1 Primary 151.65' 65.9' long x 6.0' breadth Broad-Crested Rectangular Weir ' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 ' #2 Primary 152.00' 110.0' long x4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 ' Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 1 Post Conditions-01 Type /// 24-hr 2-Year Rainfall=3.20" , Prepared by {enter your company name here} Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 10 ' Primary OutFlow Max=21.23 cfs @ 12.08 hrs HW=151.91' TW=151.65' (Dynamic Tailwater) ' Broad-Crested Rectangular Weir(Weir Controls 21.23 cfs @ 1.23 fps) 2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond 6Da: Detention Pond 6 ' Inflow Area = 3.849 ac, 25.55% Impervious, Inflow Depth > 1.39" for 2-Year event Inflow = 4.32 cfs @ 12.24 hrs, Volume= 0.447 of Outflow = 4.31 cfs @ 12.24 hrs, Volume= 0.431 af, Atten= 0%, Lag= 0.0 min Primary = 4.31 cfs @ 12.24 hrs, Volume= 0.431 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs , Peak Elev= 153.25' @ 12.56 hrs Surf.Area=650 sf Storage= 708 cf Plug-Flow detention time= 29.7 min calculated for 0.431 of(96% of inflow) , Center-of-Mass det. time= 10.2 min ( 856.7- 846.5 ) Volume Invert Avail.Storage Storage Description #1 150.00' 708 cf Custom Stage Data (Prismatic)Listed below (Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 150.00 106 0 0 ' 151.00 330 218 218 152.00 650 490 708 Device Routing Invert Outlet Devices #1 Primary 151.50' 6.0' long x 12.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64 ' Primary OutFlow Max=0.00 cfs @ 12.24 hrs HW=152.52' TW=152.75' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) , Summary for Pond 6Db: Detention Pond 6 Inflow Area= 3.849 ac, 25.55% Impervious, Inflow Depth > 1.34" for 2-Year event Inflow = 4.31 cfs @ 12.24 hrs, Volume= 0.431 of Outflow = 2.58 cfs @ 12.51 hrs, Volume= 0.345 af, Atten=40%, Lag= 16.3 min Primary = 2.58 cfs @ 12.51 hrs, Volume= 0.345 of , Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 153.25' @ 12.51 hrs Surf.Area= 3,558 sf Storage= 5,764 cf Plug-Flow detention time= 126.8 min calculated for 0.344 of(80% of inflow) Center-of-Mass det. time= 49.0 min ( 905.7 - 856.7 ) ' Post Conditions-01 Type ///24-hr 2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 2/8/2010 ydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 11 Volume Invert Avail.Storage Storage Description ' #1 150.00' 14,261 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 150.00 325 0 0 151.00 870 598 598 152.00 2,222 1,546 2,144 ' 153.00 3,326 2,774 4,918 154.00 4,271 3,799 8,716 155.00 6,818 5,545 14,261 ' Device Routing Invert Outlet Devices #1 Primary 152.50' 18.0"Vert. Orifice/Grate C= 0.600 #2 Primary 155.25' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=2.57 cfs @ 12.51 hrs HW=153.24' TW=0.00' (Dynamic Tailwater) L1=Orifice/Grate (Orifice Controls 2.57 cfs @ 2.94 fps) 2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond 6F: Sediment Forebay 6 Inflow Area = 3.622 ac, 20.88% Impervious, Inflow Depth > 1.33" for 2-Year event Inflow = 4.01 cfs @ 12.24 hrs, Volume= 0.402 of ' Outflow 4.01 cfs @ 12.25 hrs, Volume= 0.391 af, Atten= 0%, Lag= 0.3 min Primary 4.01 cfs @ 12.25 hrs, Volume= 0.391 of Routing by Dyn-Scor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 153.98' @ 12.25 hrs Surf.Area= 553 sf Storage= 563 cf Plug-Flow detention time= 20.8 min calculated for 0.391 of(97% of inflow) Center-of-Mass det. time= 5.9 min ( 859.7 -853.8 ) Volume Invert Avail.Storage Storage Description #1 152.00' 574 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation SUrf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 152.00 68 0 0 153.00 260 164 164 154.00 559 410 574 ' Device Routing Invert Outlet Devices #1 Primary 153.80' 21.9' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 ' 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #2 Primary 154.00' 23.1' long x 10.0' breadth Broad-Crested Rectangular Weir Post Conditions-01 Type /// 24-hr 2-Year Rainfall=3.20" ' Prepared by (enter your company name here) Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 12 Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 ' Primary OutFlow Max=4.01 cfs @ 12.25 hrs HW=153.98' TW=152.57' (Dynamic Tailwater) Broad-Crested Rectangular Weir(Weir Controls 4.01 cfs @ 1.01 fps) 2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) ' 1 1 ' Post Conditions-01 Type 11124-hr 10-Year Rainfall=4.60" Prepared by {enter your company name here} Printed 2/8/2010 ' HydroCADO 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 13 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method SubcatchmentlP: Subcatchmentl RunoffArea=72.888 sf 43.43% Impervious Runoff Depth>3.00" Flow Length=312' Tc--8.4 min CN=85 Runoff=5.31 cfs 0.418 of Subcatchment2aP:Subcatchment2a Runoff Area=73.431 sf 0.00% Impervious Runoff Depth>2.20" Flow Length=1,218' Tc=30.2 min CN=76 Runoff--2.44 cfs 0.308 of Subcatchment2bP: Subcatchment2b Runoff Area=121.380 sf 100.00% Impervious Runoff Depth>4.36" Tc=5.0 min CN=98 Runoff=12.61 cfs 1.013 of Subcatchment2cP:Subcatchment2c Runoff Area=344.822 sf 76.91% Impervious Runoff Depth>3.80" Flow Length=1,463' Tc=5.1 min CN=93 Runoff=33.45 cfs 2.509 of Subcatchment3P: Subcatchment3 Runoff Area=133.696 sf 52.61% Impervious Runoff Depth>3.18" Flow Length=591' Tc--14.9 min CN=87 Runoff=8.58 cfs 0.815 of Subcatchment6aP:Subcatchment6a Runoff Area=9,900 sf 100.00% Impervious Runoff Depth>4.36" Tc=5.0 min CN=98 Runoff=1.03 cfs 0.083 of Subcatchment6bP: Subcatchment6b Runoff Area=157.761 sf 20.88% Impervious Runoff Depth>2.45" ' Flow Length=836' Tc=16.8 min CN=79 Runoff--7.51 cfs 0.740 of Reach 1R: (new Reach) Inflow=5.31 cfs 0.418 of Outflow=5.31 cfs 0.418 of ' Reach 2R: (new Reach) Inflow=12.89 cfs 3.441 of Outflow=12.89 cfs 3.441 of ' Reach 3R: (new Reach) Inflow=8.58 cfs 0.815 of Outflow=8.58 cfs 0.815 of Reach 6R: (new Reach) Inflow=6.36 cfs 0.707 of Outflow=6.36 cfs 0.707 of Pond 2D: Detention Pond 2 Peak EIev=153.60' Storage=66.536 cf Inflow=46.08 cfs 3.464 of Outflow=10.46 cfs 3.133 of Pond 2F: Sediment Forebay 2 Peak EIev=153.60' Storage=3,031 cf Inflow=33.45 cfs 2.509 of ' Outflow=33.64 cfs 2.451 of Pond 6Da: Detention Pond 6 Peak Elev=153.81' Storage=708 cf Inflow=8.04 cfs 0.812 of Outflow=8.11 cfs 0.795 of ' Pond 6Db: Detention Pond 6 Peak Elev=153.81' Storage=7,909 cf Inflow--8.11 cfs 0.795 of Outflow=6.36 cfs 0.707 of ' Pond 6F: Sediment Forebay 6 Peak EIev=154.06' Storage=574 cf Inflow=7.51 cfs 0.740 of Outflow=7.58 cfs 0.729 of Post Conditions-01 Type 111 24-hr 10-Year Rainfall=4.60" , Prepared by {enter your company name here} Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 14 , Summary for Subcatchment 1 P: Subcatchment 1 Runoff = 5.31 cfs @ 12.12 hrs, Volume= 0.418 af, Depth> 3.00" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.60" Area (sf) CN Description 16,934 77 Woods, Poor, HSG C , 31,652 98 Paved parking & roofs 3,076 77 Brush, Poor, HSG C 21,226 74 >75% Grass cover, Good, HSG C 72,888 85 Weighted Average 41,236 56.57% Pervious Area 31,652 43.43% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (fUft) (ft/sec) (cfs) 1.5 6 0.0200 0.07 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.10" 1� 6.2 94 0.4100 0.25 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 0.2 29 0.3100 2.78 Shallow Concentrated Flow, Shallow Concentrated Flow ' Woodland Kv= 5.0 fps 0.4 101 0.0528 4.66 Shallow Concentrated Flow, Shallow Conc - Paved Paved Kv= 20.3 fps 0.1 82 0.0730 19.46 61.12 Pipe Channel, 15" HDPE ' 24.0" Round Area= 3.1 sf Perim=6.3' r= 0.50' n= 0.013 Corrugated PE, smooth interior 8.4 312 Total Summary for Subcatchment 2aP: Subcatchment 2a ' Runoff = 2.44 cfs @ 12.43 hrs, Volume= 0.308 af, Depth> 2.20" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.60" , Area (sf) CN Description 39,122 77 Woods, Poor, HSG C 787 77 Brush, Poor, HSG C ' 33,522 74 >75% Grass cover, Good, HSG C 73,431 76 Weighted Average 73,431 100.00% Pervious Area , 1 ' Post Conditions-01 Type /// 24-hr 10-Year Rainfall=4.60" Prepared by {enter your company name here} Printed 2/8/2010 ' HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 15 Tc Length Slope Velocity Capacity Description ' (min) (feet) (fUft) (ft/sec) (cfs) 17.3 100 0.0050 0.10 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.10" 2.3 157 0.0050 1.14 Shallow Concentrated Flow, Relocated Stream I Unpaved Kv= 16.1 fps 0.1 61 0.1990 7.18 Shallow Concentrated Flow, Stream Unpaved Kv= 16.1 fps 8.0 544 0.0050 1.14 Shallow Concentrated Flow, Stream Unpaved Kv= 16.1 fps 0.3 112 0.2080 7.34 Shallow Concentrated Flow, Stream Unpaved Kv= 16.1 fps ' 0.2 72 0.2360 7.82 Shallow Concentrated Flow, Existing Stream Unpaved Kv= 16.1 fps 2.0 172 0.0080 1.44 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps ' 30.2 1,218 Total Summary for Subcatchment 2bP: Subcatchment 2b ' Runoff = 12.61 cfs @ 12.07 hrs, Volume= 1.013 af, Depth> 4.36" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.60" Area (sf) CN Description 121,380 98 Paved parking & roofs 121,380 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 5.0 Direct Entry, ' Summary for Subcatchment 2cP: Subcatchment 2c Runoff = 33.45 cfs @ 12.07 hrs, Volume= 2.509 af, Depth> 3.80" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.60" ' Area (sf) CN Description 265,213 98 Paved parking & roofs 69,388 74 >75% Grass cover, Good, HSG C 9,429 89 Gravel roads, HSG C 792 77 Woods, Poor HSG C 344,822 93 Weighted Average ' 79,609 23.09% Pervious Area 265,213 76.91% Impervious Area 1 Post Conditions-07 Type 111 24-hr 10-Year Rainfall-4.60" Prepared by {enter your company name here} Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 16 , Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 100 0.0150 1.21 Sheet Flow, Sheet ' Smooth surfaces n= 0.011 P2= 3.10" 0.9 195 0.0292 3.47 Shallow Concentrated Flow, Shallow Conc Paved Kv= 20.3 fps , 2.8 1,168 0.0070 6.99 34.32 Pipe Channel, Pipe 30.0" Round Area=4.9 sf Perim= 7.9' r= 0.63' n= 0.013 5.1 1,463 Total Summary for Subcatchment 3P: Subcatchment 3 ' Runoff = 8.58 cfs @ 12.20 hrs, Volume= 0.815 af, Depth> 3.18" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.60" , Area (sf) CN Description 28,593 77 Woods, Poor, HSG C 70,332 98 Paved parking & roofs ' 1,566 77 Brush, Poor, HSG C 33,205 74 >75% Grass cover, Good, HSG C 133,696 87 Weighted Average 63,364 47.39% Pervious Area 70,332 52.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 14 0.4300 0.18 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" ' 5.3 66 0.3000 0.21 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 5 1.0000 0.20 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 5.3 76 0.4000 0.24 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 1.0 13 0.7800 0.22 Sheet Flow, , Woods: Light underbrush n= 0.400 P2= 3.10" 0.6 119 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.0 298 0.0127 5.11 4.02 Pipe Channel, ' 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 14.9 591 Total Summary for Subcatchment 6aP: Subcatchment 6a ' Runoff = 1.03 cfs @ 12.07 hrs, Volume= 0.083 af, Depth> 4.36" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs ' Type III 24-hr 10-Year Rainfall=4.60" ' Post Conditions-01 Type 111 24-hr 10-Year Rainfall=4.60" Prepared by (enter your company name here) Printed 2/8/2010 ' HydroCADO 9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 17 Area (sf) CN Description ' 9,900 98 Paved parking & roofs 9,900 100.00% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (fUft) (ft/sec) (cfs) 5.0 Direct Entry, Direct ' Summary for Subcatchment 6bP: Subcatchment 61b Runoff = 7.51 cfs @ 12.24 hrs, Volume= 0.740 af, Depth> 2.45' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.60" ' Area (sf) CN Description 124,823 74 >75% Grass cover, Good, HSG C 32,938 98 Paved parking & roofs ' 157,761 79 Weighted Average 124,823 79.12% Pervious Area 32,938 20.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 100 0.0250 0.18 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.10" 6.6 436 0.0250 1.11 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 1.0 270 0.0810 4.58 Shallow Concentrated Flow, Swale ' Unpaved Kv= 16.1 fps 0.1 30 0.3300 9.25 Shallow Concentrated Flow, RipRap Unpaved Kv= 16.1 fps 16.8 836 Total Summary for Reach 1R: (new Reach) 1 Inflow Area = 1.673 ac, 43.43% Impervious, Inflow Depth > 3.00" for 10-Year event Inflow 5.31 cfs @ 12.12 hrs, Volume= 0.418 of Outflow = 5.31 cfs @ 12.12 hrs, Volume= 0.418 af, Atten= 0%, Lag= 0.0 min ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Reach 2R: (new Reach) Inflow Area= 12.388 ac, 71.64% Impervious, Inflow Depth > 3.33" for 10-Year event Inflow = 12.89 cfs @ 12.45 hrs, Volume= 3.441 of ' Outflow = 12.89 cfs @ 12.45 hrs, Volume= 3.441 af, Atten= 0%, Lag= 0.0 min 1 Post Conditions-01 Type 111 24-hr 10-Year Rainfall=4.60" ' Prepared by {enter your company name here) Printed 2/8/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 18 ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Reach 3R: (new Reach) ' Inflow Area = 3.069 ac, 52.61% Impervious, Inflow Depth > 3.18" for 10-Year event Inflow = 8.58 cfs @ 12.20 hrs, Volume= 0.815 of ' Outflow = 8.58 cfs @ 12.20 hrs, Volume= 0.815 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Star-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs ' Summary for Reach 6R: (new Reach) Inflow Area = 3.849 ac, 25.55% Impervious, Inflow Depth > 2.20" for 10-Year event , Inflow = 6.36 cfs @ 12.37 hrs, Volume= 0.707 of Outflow = 6.36 cfs @ 12.37 hrs, Volume= 0.707 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs ' Summary for Pond 2D: Detention Pond 2 , Inflow Area = 10.703 ac, 82.92% Impervious, Inflow Depth > 3.88" for 10-Year event Inflow = 46.08 cfs @ 12.08 hrs, Volume= 3.464 of Outflow = 10.46 cfs @ 12.46 hrs, Volume= 3.133 af, Atten= 77%, Lag= 23.2 min Primary = 10.46 cfs @ 12.46 hrs, Volume= 3.133 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 153.60' @ 12.46 hrs Surf.Area= 19,240 sf Storage=66,536 cf Plug-Flow detention time= 145.8 min calculated for 3.126 of(90% of inflow) Center-of-Mass det. time= 99.8 min ( 877.7 -777.9 ) Volume Invert AvaiLStorage Storage Description #1 148.00' 113,289 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store , (feet) (sq-ft) (cubic-feet) (cubic-feet) 148.00 5,838 0 0 149.00 7,464 6,651 6,651 ' 150.00 9,270 8,367 15,018 151.00 11,210 10,240 25,258 152.00 15,532 13,371 38,629 ' 153.00 17,957 16,745 55,374 154.00 20,095 19,026 74,400 155.00 22,304 21,200 95,599 ' 155.75 24,868 17,690 113,289 ' Post Conditions-01 Type Ill 24-hr 10-Year Rainfall=4.60" Prepared by {enter your company name here} Printed 2/8/2010 ' HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 19 Device Routing Invert Outlet Devices ' #1 Primary 149.75' 8.0" Vert. Orifice/Grate C= 0.600 #2 Primary 149.60' 8.0"Vert. Orifice/Grate C= 0.600 #3 Primary 152.50' 15.0"Vert. Orifice/Grate C= 0.600 #4 Primary 153.75' 15.0" Vert. Orifice/Grate C= 0.600 ' #5 Primary 155.25' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 ' Primary OutFlow Max=10.44 cfs @ 12.46 hrs HW=153.60' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Orifice Controls 3.15 cfs @ 9.03 fps) 2=Orifice/Grate (Orifice Controls 3.22 cfs @ 9.22 fps) ' 3=Orifice/Grate (Orifice Controls 4.07 cfs @ 3.57 fps) =Orifice/Grate ( Controls 0.00 cfs) =Broad-Crested Rectangular Weir( Controls 0.00 cfs) ' Summary for Pond 2F: Sediment Forebay 2 Inflow Area = 7.916 ac, 76.91% Impervious, Inflow Depth > 3.80" for 10-Year event ' Inflow 33.45 cfs @ 12.07 hrs, Volume= 2.509 of Outflow 33.64 cfs @ 12.08 hrs, Volume= 2.451 af, Atten= 0%, Lag= 0.4 min Primary = 33.64 cfs @ 12.08 hrs, Volume= 2.451 of ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 153.60' @ 12.51 hrs Surf.Area= 2,039 sf Storage= 3,031 cf Plug-Flow detention time= 24.3 min calculated for 2.446 of(97% of inflow) Center-of-Mass det. time= 10.5 min ( 790.2 - 779.6 ) Volume Invert Avail.Storage Storage Description ' #1 150.00' 3,031 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 150.00 1,028 0 0 151.00 1,497 1,263 1,263 152.00 2,039 1,768 3,031 Device Routing Invert Outlet Devices #1 Primary 151.65' 65.9' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 ' #2 Primary 152.00' 110.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 1 Post Conditions-01 Type 111 24-hr 10-Year Rainfall=4.60" r Prepared by (enter your company name here) Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 20 r Primary OutFlow Max=0.00 cfs @ 12.08 hrs HW=152.23' TW=152.58' (Dynamic Tailwater) r t1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 2=13road-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond 6Da: Detention Pond 6 r Inflow Area= 3.849 ac, 25.55% Impervious, Inflow Depth > 2.53" for 10-Year event Inflow = 8.04 cfs @ 12.24 hrs, Volume= 0.812 of r Outflow = 8.11 cfs @ 12.24 hrs, Volume= 0.795 at, Atten= 0%, Lag= 0.2 min Primary = 8.11 cfs @ 12.24 hrs, Volume= 0.795 of Routing by Dyn-Star-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs r Peak Elev= 153.81' @ 12.42 hrs Surf.Area= 650 sf Storage= 708 cf Plug-Flow detention time= 17.6 min calculated for 0.794 of(98% of inflow) Center-of-Mass det. time= 6.2 min 837.3 -831.1 Volume Invert Avail.Storage Storage Description #1 150.00' 708 cf Custom Stage Data (Prismatic)Listed below(Recalc) , Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 150.00 106 0 0 r 151.00 330 218 218 152.00 650 490 708 Device Routing Invert Outlet Devices #1 Primary 151.50' 6.0' long x 12.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 r Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64 Primary OutFlow Max=0.00 cfs @ 12.24 hrs HW=153.54' TW=153.66' (Dynamic Tailwater) t1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) r Summary for Pond 6Db: Detention Pond 6 Inflow Area = 3.849 ac, 25.55% Impervious, Inflow Depth > 2.48" for 10-Year event r Inflow = 8.11 cfs @ 12.24 hrs, Volume= 0.795 of Outflow = 6.36 cfs @ 12.37 hrs, Volume= 0.707 at, Atten= 22%, Lag= 7.8 min Primary = 6.36 cfs @ 12.37 hrs, Volume= 0.707 of r Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 153.81' @ 12.37 hrs Surf.Area= 4,088 sf Storage= 7,909 cf r Plug-Flow detention time= 82.4 min calculated for 0.705 of(89% of inflow) Center-of-Mass det. time= 31.7 min ( 869.0 -837.3 ) r r r ' Post Conditions-01 Type 111 24-hr 10-Year Rainfall=4.60" Prepared by {enter your company name here} Printed 2/8/2010 HydroCAM 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 21 Volume Invert Avail.Storage Storage Description #1 150.00' 14,261 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 150.00 325 0 0 151.00 870 598 598 152.00 2,222 1,546 2,144 ' 153.00 3,326 2,774 4,918 154.00 4,271 3,799 8,716 155.00 6,818 5,545 14,261 Device Routing Invert Outlet Devices #1 Primary 152.50' 18.0"Vert. Orifice/Grate C= 0.600 #2 Primary 155.25' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=6.33 cfs @ 12.37 hrs HW=153.80' TW=0.00' (Dynamic Tailwater) ' �1=Orifice/Grate (Orifice Controls 6.33 cfs @ 3.89 fps) 2=13road-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond 6F: Sediment Forebay 6 Inflow Area = 3.622 ac, 20.88% Impervious, Inflow Depth > 2.45" for 10-Year event Inflow = 7.51 cfs @ 12.24 hrs, Volume= 0.740 of ' Outflow 7.58 cfs @ 12.24 hrs, Volume= 0.729 af, Atten= 0%, Lag= 0.3 min Primary 7.58 cfs @ 12.24 hrs, Volume= 0.729 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 154.06' @ 12.24 hrs Surf.Area= 559 sf Storage= 574 cf Plug-Flow detention time= 12.7 min calculated for 0.729 of(99% of inflow) ' Center-of-Mass det. time= 4.2 min ( 840.5 -836.2 ) Volume Invert Avail.Storage Storage Description #1 152.00' 574 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 152.00 68 0 0 153.00 260 164 164 154.00 559 410 574 ' Device Routing Invert Outlet Devices #1 Primary 153.80' 21.9' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 ' 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #2 Primary 154.00' 23.1' long x 10.0' breadth Broad-Crested Rectangular Weir Post Conditions-01 Type 111 24-hr 10-Year Rainfall=4.60" ' Prepared by {enter your company name here} Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 22 ' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=7.51 cfs @ 12.24 hrs HW=154.05' TW=153.54' (Dynamic Tailwater) Broad-Crested Rectangular Weir(Weir Controls 6.78 cfs @ 1.22 fps) 2=Broad-Crested Rectangular Weir(Weir Controls 0.73 cfs @ 0.58 fps) , 1 Post Conditions-01 Type 11124-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 23 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchmentl P: Subcatchmentl Runoff Area=72.888 sf 43.43% Impervious Runoff Depth>3.83" ' Flow Length=312' Tc=8.4 min CN=85 Runoff=6.74 cfs 0.534 of Subcatchment2aP: Subcatchment2a Runoff Area=73.431 sf 0.00% Impervious Runoff Depth>2.93" Flow Length=1,218' Tc=30.2 min CN=76 Runoff--3.28 cfs 0.412 of ' Subcatchment2bP:Subcatchment2b Runoff Area=121.380 sf 100.00% Impervious Runoff Depth>5.26" Tc=5.0 min CN=98 Runoff--15.11 cfs 1.221 of Subcatchment2cP: Subcatchment2c RunoffArea=344.822 sf 76.91% Impervious Runoff Depth>4.69" Flow Length=1,463' Tc=5.1 min CN=93 Runoff--40.73 cfs 3.092 of Subcatchment3P: Subcatchment3 Runoff Area=133,696 sf 52.61% Impervious Runoff Depth>4.03" Flow Length=591' Tc=14.9 min CN=87 Runoff=10.77 cfs 1.031 of ' Subcatchment6aP:Subcatchment6a Runoff Area=9,900 sf 100.00% Impervious Runoff Depth>5.26" Tc=5.0 min CN=98 Runoff=1.23 cfs 0.100 of Subcatchment6bP: Subcatchment6b Runoff Area=157.761 sf 20.88% Impervious Runoff Depth>3.23" ' Flow Length=836' Tc=16.8 min CN=79 Runoff=9.89 cfs 0.974 of Reach 1 R: (new Reach) Inflow=6.74 cfs 0.534 of Outflow=6.74 cfs 0.534 of ' Reach 2R: (new Reach) Inflow=16.96 cfs 4.308 of Outflow=16.96 cfs 4.308 of Reach 3R: (new Reach) Inflow=10.77 cfs 1.031 of Outflow=10.77 cfs 1.031 of ' Reach 6R: (new Reach) Inflow=8.08 cfs 0.956 of Outflow=8.08 cfs 0.956 of Pond 2D: Detention Pond 2 Peak Elev=154.17' Storage=77.822 cf Inflow=55.75 cfs 4.233 of Outflow=13.69 cfs 3.896 of Pond 2F:Sediment Forebay 2 Peak Elev=154.17' Storage=3,031 cf Inflow=40.73 cfs 3.092 of Outflow=40.83 cfs 3.012 of Pond 6Da: Detention Pond 6 Peak Elev=154.16' Storage=708 cf Inflow=10.50 cfs 1.063 of Outflow=10.59 cfs 1.046 of rPond 6Db: Detention Pond 6 Peak Elev=154.15' Storage=9,396 cf Inflow=10.59 cfs 1.046 of Outflow=8.08 cfs 0.956 of t Pond 6F: Sediment Forebay 6 Peak Elev=154.17' Storage=574 cf Inflow=9.89 cfs 0.974 of Outflow=9.86 cfs 0.963 of Post Conditions-01 Type 111 24-hr 25-Year Rainfall=5.50" Prepared by (enter your company name here} Printed 2/8/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 24 , Summary for Subcatchment 1 P: Subcatchment 1 Runoff = 6.74 cfs @ 12.12 hrs, Volume= 0.534 af, Depth> 3.83" 1 Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.50" , Area (sf) CN Description 16,934 77 Woods, Poor, HSG C ' 31,652 98 Paved parking & roofs 3,076 77 Brush, Poor, HSG C 21,226 74 >75% Grass cover, Good, HSG C 72,888 85 Weighted Average ' 41,236 56.57% Pervious Area 31,652 43.43% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (fUsec) (cfs) 1.5 6 0.0200 0.07 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.10" ' 6.2 94 0.4100 0.25 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 0.2 29 0.3100 2.78 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.4 101 0.0528 4.66 Shallow Concentrated Flow, Shallow Conc -Paved Paved Kv=20.3 fps 0.1 82 0.0730 19.46 61.12 Pipe Channel, 15" HDPE , 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 Corrugated PE, smooth interior 8.4 312 Total Summary for Subcatchment 2aP: Subcatchment 2a ' Runoff = 3.28 cfs @ 12.42 hrs, Volume= 0.412 af, Depth> 2.93" , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.50" ' Area (sf) CN Description 39,122 77 Woods, Poor, HSG C 787 77 Brush, Poor, HSG C , 33,522 74 >75% Grass cover, Good, HSG C 73,431 76 Weighted Average 73,431 100.00% Pervious Area ' Post Conditions-01 Type /// 24-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 25 Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (fUsec) (cfs) 17.3 100 0.0050 0.10 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.10" 2.3 157 0.0050 1.14 Shallow Concentrated Flow, Relocated Stream ' Unpaved Kv= 16.1 fps 0.1 61 0.1990 7.18 Shallow Concentrated Flow, Stream Unpaved Kv= 16.1 fps ' 8.0 544 0.0050 1.14 Shallow Concentrated Flow, Stream Unpaved Kv= 16.1 fps 0.3 112 0.2080 7.34 Shallow Concentrated Flow, Stream Unpaved Kv= 16.1 fps ' 0.2 72 0.2360 7.82 Shallow Concentrated Flow, Existing Stream Unpaved Kv= 16.1 fps 2.0 172 0.0080 1.44 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 30.2 1,218 Total Summary for Subcatchment 2bP: Subcatchment 2b ' Runoff = 15.11 cfs @ 12.07 hrs, Volume= 1.221 af, Depth> 5.26" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.50" Area (so CN Description ' 121,380 98 Paved parking & roofs 121,380 100.00% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 2cP: Subcatchment 2c Runoff = 40.73 cfs @ 12.07 hrs, Volume= 3.092 af, Depth> 4.69" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.50" Area (so CN Description 265,213 98 Paved parking & roofs 69,388 74 >75% Grass cover, Good, HSG C 9,429 89 Gravel roads, HSG C 792 77 Woods, Poor, HSG C 344,822 93 Weighted Average 79,609 23.09% Pervious Area 265,213 76.91% Impervious Area Post Conditions-01 Type /// 24-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here) Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 26 , Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 100 0.0150 1.21 Sheet Flow, Sheet , Smooth surfaces n= 0.011 P2= 3.10" 0.9 195 0.0292 3.47 Shallow Concentrated Flow, Shallow Conc Paved Kv= 20.3 fps ' 2.8 1,168 0.0070 6.99 34.32 Pipe Channel, Pipe 30.0" Round Area=4.9 sf Perim= 7.9' r= 0.63' n= 0.013 5.1 1,463 Total Summary for Subcatchment 3P: Subcatchment 3 ' Runoff = 10.77 cfs @ 12.20 hrs, Volume= 1.031 af, Depth> 4.03" , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.50" ' Area (sf) CN Description * 28,593 77 Woods, Poor, HSG C 70,332 98 Paved parking & roofs ' 1,566 77 Brush, Poor, HSG C 33,205 74 >75% Grass cover, Good, HSG C 133,696 87 Weighted Average , 63,364 47.39% Pervious Area 70,332 52.61% Impervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (fUft) (fUsec) (cfs) 1.3 14 0.4300 0.18 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" ' 5.3 66 0.3000 0.21 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 5 1.0000 0.20 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" , 5.3 76 0.4000 0.24 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 1.0 13 0.7800 0.22 Sheet Flow, , Woods: Light underbrush n= 0.400 P2= 3.10" 0.6 119 0.0300 3.52 Shallow Concentrated Flow, Paved Kv=20.3 fps 1.0 298 0.0127 5.11 4.02 Pipe Channel, ' 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 14.9 591 Total Summary for Subcatchment 6aP: Subcatchment 6a Runoff = 1.23 cfs @ 12.07 hrs, Volume= 0.100 af, Depth> 5.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs ' Type III 24-hr 25-Year Rainfall=5.50" 1 Post Conditions-01 Type ///24-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 2/8/2010 HydroCADO 9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 27 Area (sf) CN Description 9,900 98 Paved parking & roofs 9,900 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 5.0 Direct Entry, Direct ' Summary for Subcatchment 6bP: Subcatchment 6b Runoff = 9.89 cfs @ 12.23 hrs, Volume= 0.974 af, Depth> 3.23" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.50" Area (sq CN Description 124,823 74 >75% Grass cover, Good, HSG C 32,938 98 Paved parking & roofs ' 157,761 79 Weighted Average 124,823 79.12% Pervious Area 32,938 20.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 9.1 100 0.0250 0.18 Sheet Flow, Sheet Flow ' Grass: Short n= 0.150 P2= 3.10" 6.6 436 0.0250 1.11 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 1.0 270 0.0810 4.58 Shallow Concentrated Flow, Swale ' Unpaved Kv= 16.1 fps 0.1 30 0.3300 9.25 Shallow Concentrated Flow, RipRap Unpaved Kv= 16.1 fps 16.8 836 Total Summary for Reach 1R: (new Reach) Inflow Area = 1.673 ac, 43.43% Impervious, Inflow Depth > 3.83" for 25-Year event Inflow 6.74 cfs @ 12.12 hrs, Volume= 0.534 of Outflow = 6.74 cfs @ 12.12 hrs, Volume= 0.534 af, Atten= 0%, Lag= 0.0 min ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Reach 2R: (new Reach) Inflow Area = 12.388 ac, 71.64% Impervious, Inflow Depth > 4.17" for 25-Year event Inflow = 16.96 cfs @ 12.44 hrs, Volume= 4.308 of Outflow = 16.96 cfs @ 12.44 hrs, Volume= 4.308 af, Atten= 0%, Lag= 0.0 min Post Conditions-01 Type /// 24-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here) Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 28 Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Reach 3R: (new Reach) ' Inflow Area = 3.069 ac, 52.61% Impervious, Inflow Depth > 4.03" for 25-Year event Inflow = 10.77 cfs @ 12.20 hrs, Volume= 1.031 of Outflow = 10.77 cfs @ 12.20 hrs, Volume= 1.031 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs ' Summary for Reach 6R: (new Reach) Inflow Area = 3.849 ac, 25.55% Impervious, Inflow Depth > 2.98" for 25-Year event , Inflow = 8.08 cfs @ 12.38 hrs, Volume= 0.956 of Outflow = 8.08 cfs @ 12.38 hrs, Volume= 0.956 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs ' Summary for Pond 2D: Detention Pond 2 ' Inflow Area = 10.703 ac, 82.92% Impervious, Inflow Depth > 4.75" for 25-Year event Inflow = 55.75 cfs @ 12.08 hrs, Volume= 4.233 of Outflow = 13.69 cfs @ 12.45 hrs, Volume= 3.896 af, Atten= 75%, Lag= 22.2 min , Primary = 13.69 cfs @ 12.45 hrs, Volume= 3.896 of Routing by Dyn-Scor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 154.17' @ 12.45 hrs Surf.Area= 20,468 sf Storage= 77,822 cf ' Plug-Flow detention time= 137.0 min calculated for 3.888 of(92%of inflow) Center-of-Mass det. time= 96.6 min ( 869.3- 772.7 ) ' Volume Invert Avail.Storage Storage Description #1 148.00' 113,289 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store , (feet) (sq-ft) (cubic-feet) (cubic-feet) 148.00 5,838 0 0 ' 149.00 7,464 6,651 6,651 150.00 9,270 8,367 15,018 151.00 11,210 10,240 25,258 152.00 15,532 13,371 38,629 , 153.00 17,957 16,745 55,374 154.00 20,095 19,026 74,400 155.00 22,304 21,200 95,599 ' 155.75 24,868 17,690 113,289 ' Post Conditions-01 Type 11124-hr 25-Year Rainfall=5.50" Prepared by (enter your company name here) Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 29 Device Routing Invert Outlet Devices ' #1 Primary 149.75' 8.0"Vert. Orifice/Grate C= 0.600 #2 Primary 149.60' 8.0"Vert. Orifice/Grate C= 0.600 #3 Primary 152.50' 15.0"Vert. Orifice/Grate C= 0.600 #4 Primary 153.75' 15.0"Vert. Orifice/Grate C= 0.600 ' #5 Primary 155.25' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=13.68 cfs @ 12.45 hrs HW=154.17' TW=0.00' (Dynamic Tailwater) =Orifice/Grate (Orifice Controls 3.40 cfs @ 9.73 fps) 2=Orifice/Grate (Orifice Controls 3.46 cfs @ 9.91 fps) ' 3=Orifice/Grate (Orifice Controls 6.03 cfs @ 4.92 fps) =Orifice/Grate (Orifice Controls 0.79 cfs @ 2.20 fps) =Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond 2F: Sediment Forebay 2 Inflow Area = 7.916 ac, 76.91% Impervious, Inflow Depth > 4.69" for 25-Year event ' Inflow 40.73 cfs @ 12.07 hrs, Volume= 3.092 of Outflow 40.83 cfs @ 12.08 hrs, Volume= 3.012 af, Atten= 0%, Lag= 0.3 min Primary = 40.83 cfs @ 12.08 hrs, Volume= 3.012 of ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 154.17' @ 12.49 hrs Surf.Area= 2,039 sf Storage= 3,031 cf Plug-Flow detention time= 25.2 min calculated for 3.012 of(97% of inflow) Center-of-Mass det. time= 9.6 min (783.8-774.3 ) Volume Invert Avail.Storage Storage Description #1 150.00' 3,031 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 150.00 1,028 0 0 151.00 1,497 1,263 1,263 152.00 2,039 1,768 3,031 Device Routing Invert Outlet Devices #1 Primary 151.65' 85.9' long x 8.0' breadth Broad-Crested Rectangular Weir ' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #2 Primary 152.00' 110.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Post Conditions-01 Type 111 24-hr 25-Year Rainfall=5.50" ' Prepared by {enter your company name here} Printed 2/8/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 30 Primary OutFlow Max=0.00 cfs @ 12.08 hrs HW=152.66' TW=153.10' (Dynamic Tailwater) ' L1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond 6Da: Detention Pond 6 Inflow Area = 3.849 ac, 25.55% Impervious, Inflow Depth > 3.31" for 25-Year event Inflow = 10.50 cfs @ 12.22 hrs, Volume= 1.063 of ' Outflow = 10.59 cfs @ 12.21 hrs, Volume= 1.046 af, Atten= 0%, Lag= 0.0 min Primary = 10.59 cfs @ 12.21 hrs, Volume= 1.046 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs , Peak Elev= 154.16' @ 12.42 hrs Surf.Area= 650 sf Storage= 708 cf Plug-Flow detention time= 14.0 min calculated for 1.044 of(98% of inflow) ' Center-of-Mass det. time= 5.6 min ( 829.5 -824.0 ) Volume Invert Avail.Storage Storage Description #1 150.00' 708 cf Custom Stage Data (Prismatic)Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 150.00 106 0 0 ' 151.00 330 218 218 152.00 650 490 708 Device Routing Invert Outlet Devices , #1 Primary 151.50' 6.0' long x 12.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 ' Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64 Primary OutFlow Max=0.00 cfs @ 12.21 hrs HW=153.77' TW=153.91' (Dynamic Tailwater) L1=13road-Crested Rectangular Weir( Controls 0.00 cfs) , Summary for Pond 6Db: Detention Pond 6 Inflow Area = 3.849 ac, 25.55% Impervious, Inflow Depth > 3.26" for 25-Year event ' Inflow = 10.59 cfs @ 12.21 hrs, Volume= 1.046 of Outflow = 8.08 cfs @ 12.38 hrs, Volume= 0.956 af, Atten= 24%, Lag= 9.7 min Primary = 8.08 cfs @ 12.38 hrs, Volume= 0.956 of ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 154.15' @ 12.38 hrs Surf.Area= 4,659 sf Storage= 9,396 cf Plug-Flow detention time= 70.3 min calculated for 0.956 of(91% of inflow) Center-of-Mass det. time= 27.9 min ( 857.5 -829.5 ) Post Conditions-01 Type 111 24-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here) Printed 2/8/2010 ' HydroCAD@ 9.00 s/n 00983 02009 HydroCAD Software Solutions LLC Page 31 Volume Invert Avail.Storage Storage Description 41 150.00' 14,261 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 150.00 325 0 0 151.00 870 598 598 152.00 2,222 1,546 2,144 ' 153.00 3,326 2,774 4,918 154.00 4,271 3,799 8,716 155.00 6,818 5,545 14,261 Device Routing Invert Outlet Devices #1 Primary 152.50' 18.0"Vert. Orifice/Grate C= 0.600 #2 Primary 155.25' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=8.06 cfs @ 12.38 hrs HW=154.15' TW=0.00' (Dynamic Tailwater) t1=Orifice/Grate (Orifice Controls 8.06 cfs @ 4.56 fps) 2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) ' Summary for Pond 6F: Sediment Forebay 6 Inflow Area = 3.622 ac, 20.88% Impervious, Inflow Depth > 3.23" for 25-Year event Inflow = 9.89 cfs @ 12.23 hrs, Volume= 0.974 of Outflow 9.86 cfs @ 12.23 hrs, Volume= 0.963 af, Atten= 0%, Lag= 0.0 min Primary 9.86 cfs @ 12.23 hrs, Volume= 0.963 of ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 154.17' @ 12.47 hrs Surf.Area= 559 sf Storage= 574 cf Plug-Flow detention time= 10.2 min calculated for 0.961 of(99% of inflow) Center-of-Mass det. time= 3.6 min ( 832.1 -828.5 ) Volume Invert Avail.Storage Storage Description #1 152.00' 574 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 152.00 68 0 0 153.00 260 164 164 154.00 559 410 574 ' Device Routing Invert Outlet Devices #1 Primary 153.80' 21.9' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #2 Primary 154.00' 23.1' long x 10.0' breadth Broad-Crested Rectangular Weir 1 Post Conditions-01 Type ///24-hr 25-Year Rainfall=5.50" ' Prepared by (enter your company name here) Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 32 , Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 ' Primary OutFlow Max=9.76 cfs @ 12.23 hrs HW=154.09' TW=153.81' (Dynamic Tailwater) L1=Broad-Crested Rectangular Weir(Weir Controls 8.24 cfs @ 1.30 fps) 2=Broad-Crested Rectangular Weir(Weir Controls 1.52 cfs @ 0.74 fps) Post Conditions-01 Type 111 24-hr 50-Year Rainfall=6.00" Prepared by {enter your company name here} Printed 2/8/2010 ' HydroCAM 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 33 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method SubcatchmentlP: Subcatchment1 RunoffArea=72.888 sf 43.43% Impervious Runoff Depth>4.30" ' Flow Length=312' Tc=8.4 min CN=85 Runoff=7.53 cfs 0.599 of Subcatchment2aP: Subcatchment2a Runoff Area=73.431 sf 0.00% Impervious Runoff Depth>3.36" Flow Length=1,218' Tc=30.2 min CN=76 Runoff=3.76 cfs 0.472 of ' Subcatchment2bP: Subcatchment2b Runoff Area=121.380 sf 100.00% Impervious Runoff Depth>5.76" Tc=5.0 min CN=98 Runoff=16.49 cfs 1.337 of ' Subcatchment2cP:Subcatchment2c Runoff Area=344.822 sf 76.91% Impervious Runoff Depth>5.18" Flow Length=1,463' Tc=5.1 min CN=93 Runoff=44.76 cfs 3.417 of ' Subcatchment3P: Subcatchment3 Runoff Area=133.696 sf 52.61% Impervious Runoff Depth>4.51" Flow Length=591' Tc=14.9 min CN=87 Runoff=11.98 cfs 1.153 of ' Subcatchment6aP:Subcatchment6a Runoff Area=9,900 sf 100.00% Impervious Runoff Depth>5.76" Tc=5.0 min CN=98 Runoff=1.35 cfs 0.109 of Subcatchment6bP: Subcatchment6b Runoff Area=157.761 sf 20.88% Impervious Runoff Depth>3.67" ' Flow Length=836' Tc=16.8 min CN=79 Runoff=11.23 cfs 1.107 of Reach 1 R: (new Reach) Inflow=7.53 cfs 0.599 of Outflow=7.53 cfs 0.599 of Reach 2R: (new Reach) Inflow=19.46 cfs 4.791 of Outflow=19.46 cfs 4.791 of ' Reach 3R: (new Reach) Inflow=11.98 cfs 1.153 of Outflow=11.98 cfs 1.153 of Reach 6R: (new Reach) Inflow=8.89 cfs 1.098 of Outflow=8.89 cfs 1.098 of Pond 2D: Detention Pond 2 Peak Elev=154.44' Storage=83.372 cf Inflow=61.39 cfs 4.660 of ' Outflow=15.78 cfs 4.319 of Pond 2F: SedimentForebay2 Peak Elev=154.44' Storage=3,031 cf Inflow=44.76 cfs 3.417 of Outflow=44.90 cfs 3.322 of Pond 6Da: Detention Pond 6 Peak Elev=154.35' Storage=708 cf Inflow=11.89 cfs 1.205 of Outflow=11.90 cfs 1.189 of Pond 6Db: Detention Pond 6 Peak Elev=154.34' Storage=10.328 cf Inflow=11.90 cfs 1.189 of Outflow=8.89 cfs 1.098 of ' Pond 6F: Sediment Forebay 6 Peak Elev=154.35' Storage=574 cf Inflow=11.23 cfs 1.107 of Outflow=11.29 cfs 1.096 of Post Conditions-01 Type 111 24-hr 50-Year Rainfall=6.00" Prepared by {enter your company name here} Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 34 ' Summary for Subcatchment 1 P: Subcatchment 1 Runoff = 7.53 cfs @ 12.12 hrs, Volume= 0.599 af, Depth> 4.30" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 50-Year Rainfall=6.00" ' Area (sf) CN Description 16,934 77 Woods, Poor, HSG C ' 31,652 98 Paved parking & roofs 3,076 77 Brush, Poor, HSG C 21,226 74 >75% Grass cover, Good, HSG C 72,888 85 Weighted Average , 41,236 56.57% Pervious Area 31,652 43.43% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 6 0.0200 0.07 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.10" , 6.2 94 0.4100 0.25 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 0.2 29 0.3100 2.78 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.4 101 0.0528 4.66 Shallow Concentrated Flow, Shallow Conc - Paved Paved Kv= 20.3 fps 0.1 82 0.0730 19.46 61.12 Pipe Channel, 15" HDPE , 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 Corrugated PE, smooth interior 8.4 312 Total Summary for Subcatchment 2aP: Subcatchment 2a , Runoff = 3.76 cfs @ 12.42 hrs, Volume= 0.472 af, Depth> 3.36" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 50-Year Rainfall=6.00" ' Area (sf) CN Description 39,122 77 Woods, Poor, HSG C 787 77 Brush, Poor, HSG C ' 33,522 74 >75% Grass cover, Good, HSG C 73,431 76 Weighted Average 73,431 100.00% Pervious Area , 1 ' Post Conditions-01 Type 111 24-hr 50-Year Rainfall=6.00" Prepared by (enter your company name here) Printed 2/8/2010 ' HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 35 Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 17.3 100 0.0050 0.10 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.10" 2.3 157 0.0050 1.14 Shallow Concentrated Flow, Relocated Stream Unpaved Kv= 16.1 fps 0.1 61 0.1990 7.18 Shallow Concentrated Flow, Stream Unpaved Kv= 16.1 fps 8.0 544 0.0050 1.14 Shallow Concentrated Flow, Stream Unpaved Kv= 16.1 fps 0.3 112 0.2080 7.34 Shallow Concentrated Flow, Stream Unpaved Kv= 16.1 fps ' 0.2 72 0.2360 7.82 Shallow Concentrated Flow, Existing Stream Unpaved Kv= 16.1 fps 2.0 172 0.0080 1.44 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps ' 30.2 1,218 Total Summary for Subcatchment 2bP: Subcatchment 2b ' Runoff = 16.49 cfs @ 12.07 hrs, Volume= 1.337 af, Depth> 5.76" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 50-Year Rainfall=6.00" Area (sf) CN Description 1 121,380 98 Paved parking & roofs 121,380 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, ' Summary for Subcatchment 2cP: Subcatchment 2c Runoff = 44.76 cfs @ 12.07 hrs, Volume= 3.417 af, Depth> 5.18" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 50-Year Rainfall=6.00" ' Area (so CN Description 265,213 98 Paved parking & roofs 69,388 74 >75% Grass cover, Good, HSG C 9,429 89 Gravel roads, HSG C 792 77 Woods, Poor, HSG C 344,822 93 Weighted Average 79,609 23.09% Pervious Area 265,213 76.91% Impervious Area Post Conditions-01 Type 111 24-hr 50-Year Rainfall=6.00" ' Prepared by {enter your company name here} Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 36 ' Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 1.4 100 0.0150 1.21 Sheet Flow, Sheet Smooth surfaces n= 0.011 P2= 3.10" 0.9 195 0.0292 3.47 Shallow Concentrated Flow, Shallow Conc Paved Kv= 20.3 fps 2.8 1,168 0.0070 6.99 34.32 Pipe Channel, Pipe 30.0" Round Area= 4.9 sf Perim= 7.9' r= 0.63' n= 0.013 5.1 1,463 Total Summary for Subcatchment 3P: Subcatchment 3 ' Runoff = 11.98 cfs @ 12.20 hrs, Volume= 1.153 af, Depth> 4.51" t Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 50-Year Rainfall=6.00" ' Area (sf) CN Description * 28,593 77 Woods, Poor, HSG C 70,332 98 Paved parking & roofs ' 1,566 77 Brush, Poor, HSG C 33,205 74 >75% Grass cover, Good, HSG C 133,696 87 Weighted Average 63,364 47.39% Pervious Area 70,332 52.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 14 0.4300 0.18 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 5.3 66 0.3000 0.21 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 5 1.0000 0.20 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 5.3 76 0.4000 0.24 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 1.0 13 0.7800 0.22 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.10" 0.6 119 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.0 298 0.0127 5.11 4.02 Pipe Channel, , 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 14.9 591 Total Summary for Subcatchment 6aP: Subcatchment 6a Runoff = 1.35 cfs @ 12.07 hrs, Volume= 0.109 af, Depth> 5.76" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs ' Type III 24-hr 50-Year Rainfall=6.00" 1 Post Conditions-01 Type /// 24-hr 50-Year Rainfall=6.00" Prepared by {enter your company name here) Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 37 Area (sf) CN Description ' 9,900 98 Paved parking & roofs 9,900 100.00% Impervious Area Tc Length Slope Velocity Capacity Description t (min) (feet) (ft/ft) (fUsec) (cfs) 5.0 Direct Entry, Direct Summary for Subcatchment 6bP: Subcatchment 61b Runoff = 11.23 cfs @ 12.23 hrs, Volume= 1.107 af, Depth> 3.67" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 50-Year Rainfall=6.00" ' Area (sf) CN Description 124,823 74 >75% Grass cover, Good, HSG C 32,938 98 Paved parking & roofs ' 157,761 79 Weighted Average 124,823 79.12% Pervious Area 32,938 20.88% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 9.1 100 0.0250 0.18 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.10" 6.6 436 0.0250 1.11 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 1.0 270 0.0810 4.58 Shallow Concentrated Flow, Swale Unpaved Kv= 16.1 fps 0.1 30 0.3300 9.25 Shallow Concentrated Flow, RipRap Unpaved Kv= 16.1 fps 16.8 836 Total Summary for Reach 1 R: (new Reach) Inflow Area= 1.673 ac, 43.43% Impervious, Inflow Depth > 4.30" for 50-Year event Inflow 7.53 cfs @ 12.12 hrs, Volume= 0.599 of Outflow = 7.53 cfs @ 12.12 hrs, Volume= 0.599 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Reach 2R: (new Reach) ' Inflow Area = 12.388 ac, 71.64% Impervious, Inflow Depth > 4.64" for 50-Year event Inflow = 19.46 cfs @ 12.43 hrs, Volume= 4.791 of ' Outflow = 19.46 cfs @ 12.43 hrs, Volume= 4.791 af, Atten= 0%, Lag= 0.0 min Post Conditions-01 Type 11124-hr 50-Year Rainfall=6.00" ' Prepared by (enter your company name here) Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 38 ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Reach 3R: (new Reach) Inflow Area = 3.069 ac, 52.61% Impervious, Inflow Depth > 4.51" for 50-Year event Inflow = 11.98 cfs @ 12.20 hrs, Volume= 1.153 of ' Outflow = 11.98 cfs @ 12.20 hrs, Volume= 1.153 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Reach 6R: (new Reach) Inflow Area = 3.849 ac, 25.55% Impervious, Inflow Depth > 3.42" for 50-Year event , Inflow = 8.89 cfs @ 12.39 hrs, Volume= 1.098 of Outflow = 8.89 cfs @ 12.39 hrs, Volume= 1.098 A Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs , Summary for Pond 2D: Detention Pond 2 , Inflow Area = 10.703 ac, 82.92% Impervious, Inflow Depth > 5.22" for 50-Year event Inflow = 61.39 cfs @ 12.07 hrs, Volume= 4.660 of Outflow = 15.78 cfs @ 12.37 hrs, Volume= 4.319 af, Atten= 74%, Lag= 17.7 min , Primary = 15.78 cfs @ 12.37 hrs, Volume= 4.319 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs ' Peak Elev= 154.44' @ 12.37 hrs Surf.Area= 21,058 sf Storage= 83,372 cf Plug-Flow detention time= 133.0 min calculated for 4.319 of(93% of inflow) Center-of-Mass det. time= 94.7 min ( 864.9-770.2 ) , Volume Invert Avail.Storage Storage Description #1 148.00' 113,289 cf Custom Stage Data (Prismatic)Listed below (Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 148.00 5,838 0 0 149.00 7,464 6,651 6,651 150.00 . 9,270 8,367 15,018 151.00 11,210 10,240 25,258 152.00 15,532 13,371 38,629 t 153.00 17,957 16,745 55,374 154.00 20,095 19,026 74,400 155.00 22,304 21,200 95,599 ' 155.75 24,868 17,690 113,289 ' Post Conditions-07 Type /// 24-hr 50-Year Rainfall=6.00" Prepared by (enter your company name here) Printed 2/8/2010 ' HydroCAD@ 9.00 s/n 00983 @2009 HVdroCAD Software Solutions LLC Page 39 Device Routing Invert Outlet Devices ' #1 Primary 149.75' 8.0"Vert. Orifice/Grate C= 0.600 #2 Primary 149.60' 8.0"Vert. Orifice/Grate C= 0.600 #3 Primary 152.50' 15.0"Vert. Orifice/Grate C= 0.600 #4 Primary 153.75' 15.0"Vert. Orifice/Grate C= 0.600 ' #5 Primary 155.25' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=15.73 cfs @ 12.37 hrs HW=154.43' TW=0.00' (Dynamic Tailwater) =Orifice/Grate (Orifice Controls 3.50 cfs @ 10.04 fps) 2=Orifice/Grate (Orifice Controls 3.56 cfs @ 10.21 fps) ' 3=Orifice/Grate (Orifice Controls 6.75 cfs @ 5.50 fps) =Orifice/Grate (Orifice Controls 1.91 cfs @ 2.81 fps) =Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond 2F: Sediment Forebay 2 Inflow Area = 7.916 ac, 76.91% Impervious, Inflow Depth > 5.18" for 50-Year event Inflow _ 44.76 cfs @ 12.07 hrs, Volume= 3.417 of Outflow 44.90 cfs @ 12.07 hrs, Volume= 3.322 af, Atten= 0%, Lag= 0.0 min Primary = 44.90 cfs @ 12.07 hrs, Volume= 3.322 of ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 154.44' @ 12.42 hrs Surf.Area= 2,039 sf Storage= 3,031 cf Plug-Flow detention time= 25.7 min calculated for 3.322 of(97% of inflow) Center-of-Mass det. time= 9.0 min ( 780.8 -771.8 ) Volume Invert Avail.Storage Storage Description #1 150.00' 3,031 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 150.00 1,028 0 0 151.00 1,497 1,263 1,263 152.00 2,039 1,768 3,031 Device Routing Invert Outlet Devices #1 Primary 151.65' 65.9' long x 6.0' breadth Broad-Crested Rectangular Weir ' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #2 Primary 152.00' 110.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 1 1 Post Conditions-01 Type 111 24-hr 50-Year Rainfall=6.00" , Prepared by {enter your company name here} Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 40 ' Primary OutFlow Max=0.00 cfs @ 12.07 hrs HW=152.85' TW=153.31' (Dynamic Tailwater) ' '11Broad-Crested Rectangular Weir( Controls 0.00 cfs) 2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond 6Da: Detention Pond 6 , Inflow Area = 3.849 ac, 25.55% Impervious, Inflow Depth > 3.76" for 50-Year event Inflow = 11.89 cfs @ 12.23 hrs, Volume= 1.205 of , Outflow = 11.90 cfs @ 12.22 hrs, Volume= 1.189 af, Atten= 0%, Lag= 0.0 min Primary = 11.90 cfs @ 12.22 hrs, Volume= 1.189 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs ' Peak Elev= 154.35' @ 12.43 hrs Surf.Area=650 sf Storage= 708 cf Plug-Flow detention time= 12.8 min calculated for 1.189 of(99% of inflow) Center-of-Mass det. time= 5.1 min ( 825.7-820.6 ) Volume Invert Avail.Storage Storage Description #1 150.00' 708 cf Custom Stage Data (Prismatic)Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 150.00 106 0 0 , 151.00 330 218 218 152.00 650 490 708 Device Routing Invert Outlet Devices #1 Primary 151.50' 6.0' long x 12.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 ' Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64 Primary OutFlow Max=0.00 cfs @ 12.22 hrs HW=153.93' TW=154.08' (Dynamic Tailwater) 't'-1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) ' Summary for Pond 6Db: Detention Pond 6 Inflow Area = 3.849 ac, 25.55% Impervious, Inflow Depth > 3.71" for 50-Year event Inflow = 11.90 cfs @ 12.22 hrs, Volume= 1.189 of Outflow = 8.89 cfs @ 12.39 hrs, Volume= 1.098 af, Atten= 25%, Lag= 10.0 min Primary = 8.89 cfs @ 12.39 hrs, Volume= 1.098 of , Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 154.34' @ 12.39 hrs Surf.Area= 5,143 sf Storage= 10,328 cf ' Plug-Flow detention time= 64.9 min calculated for 1.096 of(92% of inflow) Center-of-Mass det. time= 26.9 min ( 852.6-825.7 ) Post Conditions-01 Type ll/24-hr 50-Year Rainfall=6.00" Prepared by {enter your company name here} Printed 2/8/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 41 Volume Invert Avail.Storage Storage Description #1 150.00' 14,261 cf Custom Stage Data (Prismatic)Listed below (Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 150.00 325 0 0 151.00 870 598 598 152.00 2,222 1,546 2,144 153.00 3,326 2,774 4,918 154.00 4,271 3,799 8,716 155.00 6,818 5,545 14,261 ' Device Routing Invert Outlet Devices #1 Primary 152.50' 18.0" Vert. Orifice/Grate C= 0.600 #2 Primary 155.25' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=8.88 cfs @ 12.39 hrs HW=154.34' TW=0.00' (Dynamic Tailwater) I �1=Orifice/Grate (Orifice Controls 8.88 cfs @ 5.02 fps) 2=13road-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond 6F: Sediment Forebay 6 Inflow Area = 3.622 ac, 20.88% Impervious, Inflow Depth > 3.67" for 50-Year event Inflow = 11.23 cfs @ 12.23 hrs, Volume= 1.107 of Outflow 11.29 cfs @ 12.24 hrs, Volume= 1.096 af, Atten= 0%, Lag= 0.3 min Primary 11.29 cfs @ 12.24 hrs, Volume= 1.096 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 154.35' @ 12.48 hrs Surt.Area= 559 sf Storage= 574 cf Plug-Flow detention time= 9.3 min calculated for 1.096 of(99% of inflow) ' Center-of-Mass det. time= 3.4 min ( 828.2 - 824.8 ) Volume Invert Avail.Storage Storage Description #1 152.00' 574 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 152.00 68 0 0 153.00 260 164 164 154.00 559 410 574 Device Routing Invert Outlet Devices #1 Primary 153.80' 21.9' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #2 Primary 154.00' 23.1' long x 10.0' breadth Broad-Crested Rectangular Weir Post Conditions-01 Type /// 24-hr 50-Year Rainfall=6.00" Prepared by {enter your company name here} Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 42 ' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 , Primary OutF low Max=9.48 cfs @ 12.24 hrs HW=154.11' TW=153.98' (Dynamic Tailwater) Broad-Crested Rectangular Weir(Weir Controls 7.38 cfs @ 1.09 fps) 2=Broad-Crested Rectangular Weir(Weir Controls 2.10 cfs @ 0.83 fps) ' r Post Conditions-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 2/8/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 43 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment1 P: Subcatchment1 Runoff Area=72.888 sf 43.43% Impervious Runoff Depth>4.87" Flow Length=312' Tc=8.4 min CN=85 Runoff=8.48 cfs 0.678 of Subcatchment2aP: Subcatchment2a Runoff Area=73.431 sf 0.00% Impervious Runoff Depth>3.88" Flow Length=1,218' Tc=30.2 min CN=76 Runoff--4.34 cfs 0.545 of ' Subcatchment2bP: Subcatchment2b Runoff Area=121.380 sf 100.00% Impervious Runoff Depth>6.36" Tc=5.0 min CN=98 Runoff=18.15 cfs 1.476 of ' Subcatchment2cP: Subcatchment2c Runoff Area=344.822 sf 76.91% Impervious Runoff Depth>5.77" Flow Length=1,463' Tc=5.1 min CN=93 Runoff=49.57 cfs 3.808 of ' Subcatchment3P: Subcatchment3 Runoff Area=133,696 sf 52.61% Impervious Runoff Depth>5.08" Flow Length=591' Tc=14.9 min CN=87 Runoff=13.44 cfs 1.300 of Subcatchment6aP:Subcatchment6a Runoff Area=9,900 sf 100.00% Impervious Runoff Depth>6.36" Tc=5.0 min CN=98 Runoff=1.48 cfs 0.120 of Subcatchment6bP: Subcatchment6b Runoff Area=157.761 sf 20.88% Impervious Runoff Depth>4.21" ' Flow Length=836' To--16.8 min CN=79 Runoff=12.85 cfs 1.270 of Reach 1 R: (new Reach) Inflow=8.48 cfs 0.678 of Outflow=8.48 cfs 0.678 of ' Reach 2R: (new Reach) Inflow=23.08 cfs 5.416 of Outflow=23.08 cfs 5.416 of Reach 3R: (new Reach) Inflow=13.44 cfs 1.300 of Outflow=13.44 cfs 1.300 of Reach 6R: (new Reach) Inflow=9.77 cfs 1.272 of Outflow=9.77 cfs 1.272 of Pond 2D: Detention Pond 2 Peak Elev=154.79' Storage=90.906 cf Inflow=67.42 cfs 5.214 of ' Outflow=18.74 cfs 4.870 of Pond 2F: Sediment Forebay 2 Peak Elev=154.79' Storage=3,031 cf Inflow=49.57 cfs 3.808 of Outflow=49.48 cfs 3.738 of Pond 6Da: Detention Pond 6 Peak Elev=154.57' Storage=708 cf Inflow=13.58 cfs 1.379 of Outflow=13.56 cfs 1.362 of ' Pond 6Db: Detention Pond 6 Peak Elev=154.57' Storage=11,555 cf Inflow=13.56 cfs 1.362 of Outflow=9.77 cfs 1.272 of Pond 6F: Sediment Forebay 6 Peak Elev=154.58' Storage=574 cf Inflow=12.85 cfs 1.270 of Outflow=12.83 cfs 1.259 of r Post Conditions-01 Type 111 24-hr 100-Year Rainfall=6.60" ' Prepared by {enter your company name here} Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 44 , Summary for Subcatchment 1 P: Subcatchment 1 Runoff = 8.48 cfs @ 12.12 hrs, Volume= 0.678 af, Depth> 4.87" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.60" Area (sf) CN Description 16,934 77 Woods, Poor, HSG C 31,652 98 Paved parking & roofs 3,076 77 Brush, Poor, HSG C 21,226 74 >75% Grass cover, Good, HSG C 72,888 85 Weighted Average ' 41,236 56.57% Pervious Area 31,652 43.43% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 6 0.0200 0.07 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.10" ' 6.2 94 0.4100 0.25 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 0.2 29 0.3100 2.78 Shallow Concentrated Flow, Shallow Concentrated Flow ' Woodland Kv= 5.0 fps 0.4 101 0.0528 4.66 Shallow Concentrated Flow, Shallow Conc - Paved Paved Kv= 20.3 fps 0.1 82 0.0730 19.46 61.12 Pipe Channel, 15" HDPE ' 24.0" Round Area= 3.1 sf Perim=6.3' r= 0.50' n= 0.013 Corrugated PE, smooth interior 8.4 312 Total Summary for Subcatchment UP: Subcatchment 2a Runoff = 4:34 cfs @ 12.42 hrs, Volume= 0.545 af, Depth> 3.88" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.60" ' Area (sf) CN Description 39,122 77 Woods, Poor, HSG C 787 77 Brush, Poor, HSG C 33,522 74 >75% Grass cover, Good, HSG C 73,431 76 Weighted Average 73,431 100.00% Pervious Area ' ' Post Conditions-01 Type /// 24-hr 100-Year Rainfall=6.60" Prepared by (enter your company name here) Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 45 Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 17.3 100 0.0050 0.10 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.10" 2.3 157 0.0050 1.14 Shallow Concentrated Flow, Relocated Stream 1Unpaved Kv= 16.1 fps 0.1 61 0.1990 7.18 Shallow Concentrated Flow, Stream Unpaved Kv= 16.1 fps 1 8.0 544 0.0050 1.14 Shallow Concentrated Flow, Stream Unpaved Kv= 16.1 fps 0.3 112 0.2080 7.34 Shallow Concentrated Flow, Stream Unpaved Kv= 16.1 fps ' 0.2 72 0.2360 7.82 Shallow Concentrated Flow, Existing Stream Unpaved Kv= 16.1 fps 2.0 172 0.0080 1.44 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps ' 30.2 1,218 Total Summary for Subcatchment 2bP: Subcatchment 21b ' Runoff = 18.15 cfs @ 12.07 hrs, Volume= 1.476 af, Depth> 6.36" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.60" Area (sf) CN Description ' 121,380 98 Paved parking & roofs 121,380 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 2cP: Subcatchment 2c Runoff = 49.57 cfs @ 12.07 hrs, Volume= 3.808 af, Depth> 5.77' iRunoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.60" Area (sf) CN Description 265,213 98 Paved parking & roofs 69,388 74 >75% Grass cover, Good, HSG C 9,429 89 Gravel roads, HSG C 792 77 Woods, Poor, HSG C 344,822 93 Weighted Average ' 79,609 23.09% Pervious Area 265,213 76.91% Impervious Area Post Conditions-01 Type 111 24-hr 100-Year Rainfall=6.60" ' Prepared by {enter your company name here} Printed 2/8/2010 HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 46 ' Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) , 1.4 100 0.0150 1.21 Sheet Flow, Sheet Smooth surfaces n= 0.011 P2= 3.10" 0.9 195 0.0292 3.47 Shallow Concentrated Flow, Shallow Conc Paved Kv= 20.3 fps , 2.8 1,168 0.0070 6.99 34.32 Pipe Channel, Pipe 30.0" Round Area=4.9 sf Perim= 7.9' r= 0.63' n= 0.013 5.1 1,463 Total ' Summary for Subcatchment 3P: Subcatchment 3 Runoff = 13.44 cfs @ 12.20 hrs, Volume= 1.300 af, Depth> 5.08" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.60" , Area (sf) CN Description ` 28,593 77 Woods, Poor, HSG C 70,332 98 Paved parking & roofs , 1,566 77 Brush, Poor, HSG C 33,205 74 >75% Grass cover, Good, HSG C 133,696 87 Weighted Average ' 63,364 47.39% Pervious Area 70,332 52.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 14 0.4300 0.18 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 5.3 66 0.3000 0.21 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 5 1.0000 0.20 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 5.3 76 0.4000 0.24 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 1.0 13 0.7800 0.22 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.10" 0.6 119 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.0 298 0.0127 5.11 4.02 Pipe Channel, ' 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 14.9 591 Total Summary for Subcatchment 6aP: Subcatchment 6a ' Runoff = 1.48 cfs @ 12.07 hrs, Volume= 0.120 af, Depth> 6.36" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs , Type III 24-hr 100-Year Rainfall=6.60" II' , Post Conditions-01 Type ///24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here) Printed 2/8/2010 HydroCAD@ 9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 47 Area (sf) CN Description 9,900 98 Paved parking & roofs 9,900 100.00% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (fUsec) (cfs) 5.0 Direct Entry, Direct Summary for Subcatchment 6bP: Subcatchment 6b Runoff = 12.85 cfs @ 12.23 hrs, Volume= 1.270 af, Depth> 4.21" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.60" ' Area (sf) CN Description 124,823 74 >75% Grass cover, Good, HSG C 32,938 98 Paved parking & roofs 1 157,761 79 Weighted Average 124,823 79.12% Pervious Area 32,938 20.88% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 100 0.0250 0.18 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.10" 6.6 436 0.0250 1.11 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 1.0 270 0.0810 4.58 Shallow Concentrated Flow, Swale Unpaved Kv= 16.1 fps 0.1 30 0.3300 9.25 Shallow Concentrated Flow, RipRap Unpaved Kv= 16.1 fps ' 16.8 836 Total Summary for Reach 1R: (new Reach) Inflow Area 1.673 ac, 43.43% Impervious, Inflow Depth > 4.87" for 100-Year event Inflow 8.48 cfs @ 12.12 hrs, Volume= 0.678 of Outflow = 8.48 cfs @ 12.12 hrs, Volume= 0.678 af, Atten= 0%, Lag= 0.0 min 1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs ' Summary for Reach 2R: (new Reach) Inflow Area = 12.388 ac, 71.64% Impervious, Inflow Depth > 5.25' for 100-Year event Inflow = 23.08 cfs @ 12.41 hrs, Volume= 5.416 of ' Outflow = 23.08 cfs @ 12.41 hrs, Volume= 5.416 af, Atten= 0%, Lag= 0.0 min Post Conditions-01 Type 111 24-hr 100-Year Rainfall=6.60" ' Prepared by (enter your company name here) Printed 2/8/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 48 ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Reach 3R: (new Reach) ' Inflow Area = 3.069 ac, 52.61% Impervious, Inflow Depth > 5.08" for 100-Year event Inflow = 13.44 cfs @ 12.20 hrs, Volume= 1.300 of ' Outflow = 13.44 cfs @ 12.20 hrs, Volume= 1.300 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Reach 6R: (new Reach) Inflow Area= 3.849 ac, 25.55% Impervious, Inflow Depth > 3.96" for 100-Year event ' Inflow = 9.77 cfs @ 12.40 hrs, Volume= 1.272 of Outflow = 9.77 cfs @ 12.40 hrs, Volume= 1.272 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs ' Summary for Pond 2D: Detention Pond 2 ' Inflow Area = 10.703 ac, 82.92% Impervious, Inflow Depth > 5.85" for 100-Year event Inflow = 67.42 cfs @ 12.07 hrs, Volume= 5.214 of Outflow = 18.74 cfs @ 12.41 hrs, Volume= 4.870 af, Atten= 72%, Lag= 20.1 min ' Primary = 18.74 cfs @ 12.41 hrs, Volume= 4.870 of Routing by Dyn-Star-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 154.79' @ 12.41 hrs Surf.Area= 21,834 sf Storage= 90,906 cf Plug-Flow detention time= 127.7 min calculated for 4.870 of(93% of inflow) Center-of-Mass det. time= 92.3 min ( 859.8-767.5 ) Volume Invert Avail.Storage Storage Description #1 148.00' 113,289 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Afea Inc.Store Cum.Store , (feet) (sq-ft) (cubic-feet) (cubic-feet) 148.00 5,838 0 0 149.00 7,464 6,651 6,651 150.00 9,270 8,367 15,018 151.00 11,210 10,240 25,258 152.00 15,532 13,371 38,629 ' 153.00 17,957 16,745 55,374 154.00 20,095 19,026 74,400 155.00 22,304 21,200 95,599 , 155.75 24,868 17,690 113,289 Post Conditions-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 2/8/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 49 Device Routing Invert Outlet Devices ' #1 Primary 149.75' 8.0"Vert. Orifice/Grate C= 0.600 #2 Primary 149.60' 8.0" Vert. Orifice/Grate C= 0.600 #3 Primary 152.50' 15.0"Vert. Orifice/Grate C= 0.600 #4 Primary 153.75' 15.0"Vert. Orifice/Grate C= 0.600 ' #5 Primary 155.25' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=18.73 cfs @ 12.41 hrs HW=154.79' TW=0.00' (Dynamic Tailwater) =Orifice/Grate (Orifice Controls 3.64 cfs @ 10.44 fps) 2=Orifice/Grate (Orifice Controls 3.70 cfs @ 10.61 fps) ' 3=Orifice/Grate (Orifice Controls 7.61 cfs @ 6.20 fps) =Orifice/Grate (Orifice Controls 3.76 cfs @ 3.46 fps) =Broad-Crested Rectangular Weir( Controls 0.00 cfs) ' Summary for Pond 2F: Sediment Forebay 2 Inflow Area = 7.916 ac, 76.91% Impervious, Inflow Depth > 5.77" for 100-Year event ' Inflow 49.57 cfs @ 12.07 hrs, Volume= 3.808 of Outflow 49.48 cfs @ 12.08 hrs, Volume= 3.738 af, Atten= 0%, Lag= 0.2 min Primary = 49.48 cfs @ 12.08 hrs, Volume= 3.738 of ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 154.79' @ 12.46 hrs Surf.Area= 2,039 sf Storage= 3,031 cf ' Plug-Flow detention time= 19.6 min calculated for 3.738 of(98% of inflow) Center-of-Mass det. time= 8.2 min ( 777.4 -769.2 ) Volume Invert Avail.Storage Storage Description #1 150.00' 3,031 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 150.00 1,028 0 0 151.00 1,497 1,263 1,263 152.00 2,039 1,768 3,031 ' Device Routing Invert Outlet Devices #1 Primary 151.65' 65.9' long x 6.0' breadth Broad-Crested Rectangular Weir ' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 ' #2 Primary 152.00' 110.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 ' Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 1 Post Conditions-01 Type ///24-hr 100-Year Rainfall=6.60" ' Prepared by (enter your company name here) Printed 2/8/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 50 ' Primary OutFlow Max=0.00 cfs @ 12.08 hrs HW=153.19' TW=153.68' (Dynamic Tailwater) , �1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 2=13road-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond 6Da: Detention Pond 6 ' Inflow Area= 3.849 ac, 25.55% Impervious, Inflow Depth > 4.30" for 100-Year event Inflow = 13.58 cfs @ 12.22 hrs, Volume= 1.379 of ' Outflow = 13.56 cfs @ 12.23 hrs, Volume= 1.362 af, Atten= 0%, Lag= 0.4 min Primary = 13.56 cfs @ 12.23 hrs, Volume= 1.362 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 154.57' @ 12.45 hrs Surf.Area= 650 sf Storage= 708 cf Plug-Flow detention time= 11.4 min calculated for 1.362 of(99% of inflow) Center-of-Mass det. time= 4.3 min ( 821.3 -817.0 ) , Volume Invert Avail.Storage Storage Description #1 150.00' 708 cf Custom Stage Data (Prismatic)Listed below (Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 150.00 106 0 0 ' 151.00 330 218 218 152.00 650 490 708 Device Routing Invert Outlet Devices ' #1 Primary 151.50' 6.0' long x 12.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 , Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64 Primary OutF low Max=0.00 cfs @ 12.23 hrs HW=154.11' TW=154.28' (Dynamic Tailwater) t1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) ' Summary for Pond 6Db: Detention Pond 6 Inflow Area = 3.849 ac, 25.55% Impervious, Inflow Depth > 4.25" for 100-Year event t Inflow = 13.56 cfs @ 12.23 hrs, Volume= 1.362 of Outflow = 9.77 cfs @ 12.40 hrs, Volume= 1.272 af, Atten= 28%, Lag= 10.4 min Primary = 9.77 cfs @ 12.40 hrs, Volume= 1.272 of , Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 154.57' @ 12.40 hrs Surf.Area= 5,719 sf Storage= 11,555 cf Plug-Flow detention time= 60.3 min calculated for 1.269 of(93% of inflow) , Center-of-Mass det. time= 26.4 min ( 847.7- 821.3 ) 1 Post Conditions-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by (enter your company name here} Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 51 Volume Invert Avail.Storage Storage Description ' 41 150.00' 14,261 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 150.00 325 0 0 151.00 870 598 598 152.00 2,222 1,546 2,144 153.00 3,326 2,774 4,918 154.00 4,271 3,799 8,716 155.00 6,818 5,545 14,261 Device_ Routing Invert Outlet Devices #1 Primary 152.50' 18.0" Vert. Orifice/Grate C= 0.600 #2 Primary 155.25' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=9.77 cfs @ 12.40 hrs HW=154.57' TW=0.00' (Dynamic Tailwater) ' �1=Orifice/Grate (Orifice Controls 9.77 cfs @ 5.53 fps) 2=113road-Crested Rectangular Weir( Controls 0.00 cfs) ' Summary for Pond 6F: Sediment Forebay 6 Inflow Area = 3.622 ac, 20.88% Impervious, Inflow Depth > 4.21" for 100-Year event Inflow = 12.85 cfs @ 12.23 hrs, Volume= 1.270 of ' Outflow 12.83 cfs @ 12.23 hrs, Volume= 1.259 af, Atten= 0%, Lag= 0.0 min Primary 12.83 cfs @ 12.23 hrs, Volume= 1.259 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 154.58' @ 12.50 hrs Surf.Area= 559 sf Storage= 574 cf Plug-Flow detention time= 8.2 min calculated for 1.256 of(99% of inflow) ' Center-of-Mass det. time= 3.2 min ( 824.1 -821.0 ) Volume Invert Avail.Storage Storage Description #1 152.00' 574 cf Custom Stage Data (Prismatic)Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 152.00 68 0 0 153.00 260 164 164 154.00 559 410 574 ' Device Routing Invert Outlet Devices #1 Primary 153.80' 21.9' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 ' 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #2 Primary 154.00' 23.1' long x 10.0' breadth Broad-Crested Rectangular Weir i Post Conditions-01 Type ///24-hr 100-Year Rainfall=6.60" , Prepared by {enter your company name here) Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 52 , Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 ' Primary OutFlow Max=7.28 cfs @ 12.23 hrs HW=154.14' TW=154.11' (Dynamic Tailwater) Broad-Crested Rectangular Weir(Weir Controls 5.23 cfs @ 0.70 fps) 2=Broad-Crested Rectangular Weir(Weir Controls 2.05 cfs @ 0.63 fps) ' 1 Scenario: Base 5. t y�l 9 W s Bentley StormCAD V8i 08028d-stormcad-0i.stc Bentley Systems,Inc. Haestad Methods Solution Center [08.11.00.24] 2/23/2010 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 age 1 of 1 FlexTable: Manhole Table (08028d-stormcad-07.stc) ' .--_ Wbelr System CA - t- System Flout System intensity System Rational°"`System Knowrt Elevation . Elevation-:r Hydraulic Grade H�ydraollc Grade Local Intensity a acres) Time (m/hr) A €( Flow ,, Flow (Ground) (Rim)r "1 a Line(In) Line(Out) "'>Rz..� s4 �` . �a�,.(ft3/s) �;t. (ft3/s) (ft)..- - {ft) 'r.r '- (ft) .'.(ft) ' DMH-1 0.142 5.667 5.867 0.84 0.00 167.80 167.80 164.01 164.01 6.000 DMH-2 0.288 6.748 5.650 1.64 0.00 168.76 168.76 163.17 163.17 6.000 DMH-3 0.666 7.474 5.505 3.70 0.00 167.88 167.88 162.64 162.64 6.000 DMH-4 0.795 8.170 5.366 4.30 0.00 168.53 168.53 161.75 161.75 6.000 ' DMH-5 0.968 8.805 5.239 5.11 0.00 168.50 168.50 160.75 160.75 6.000 DMH-6 0.999 9.395 5.121 5.16 0.00 168.50 168.50 159.02 159.02 6.000 DMH-7 1.287 5.903 5.819 7.55 0.00 167.39 167.39 158.33 158.33 6.000 DMH-8 2.125 5.670 5.866 12.57 0.00 164.63 164.63 158.97 158.97 6.000 ' DMH-9 3.412 6.776 5.645 19.42 0.00 167.30 167.30 157.45 157.45 6.000 DMH-10 0.300 5.111 5.978 1.80 0.00 161.10 161.10 157.06 157.06 6.000 DMH-11 0.867 5.657 5.869 5.13 0.00 162.72 162.72 157.05 157.05 6.000 ' DMH-12 4.279 7.178 5.564 24.00 0.00 165.86 165.86 156.90 156.90 6.000 DMH-13 4.473 7.627 5.475 24.68 0.00 167.35 167.35 155.87 155.87 6.000 DMH-14 4.674 7.874 5.425 25.56 0.00 167.35 167.35 155.29 155.29 6.000 DMH-16 6.046 9.828 5.034 30.68 0.00 169.00 169.00 154.59 154.59 6.000 ' DMH-17 0.295 5.112 5.978 1.78 0.00 143.44 143.44 140.08 140.08 6.000 DMH-18 0.448 5.565 5.887 2.66 0.00 131.20 131.20 127.65 127.65 6.000 DMH-19 0.797 5.976 5.805 4.66 0.00 124.90 124.90 121.93 121.93 6.000 DMH-20 1.204 6.178 5.764 6.99 0.00 119.38 119.38 115.08 115.08 6.000 DMH-21 0.407 5.365 5.927 2.43 0.00 118.96 118.96 115.09 115.09 6.000 DMH-22 1.204 6.402 5.720 6.94 0.00 121.00 121.00 114.71 114.71 6.000 DMH-23 1.204 6.444 5.711 6.93 0.00 121.00 121.00 114.33 114.33 6.000 ' DMH-24 0.001 5.115 5.977 0.01 0.00 193.75 193.75 190.62 190.62 6.000 DMH-25 0.229 5.257 5.949 1.37 0.00 191.00 191.00 185.19 185.19 6.000 DMH-26 0.430 5.436 5.913 2.56 0.00 175.70 175.70 172.59 172.59 6.000 DMH-27 0.430 5.570 5.886 2.55 0.00 163.27 163.27 160.31 160.31 6.000 DMH-28 0.085 5.075 5.985 0.51 0.00 168.43 168.43 164.60 164.60 6.000 DMH-29 0.229 6.246 5.751 1.33 0.00 166.07 - 166.07 162.44 162.44 6.000 DMH-30 0.349 6.625 5.675 2.00 0.00 142.35 142.35 138.85 138.85 6.000 DMH-31 0.349 6.808 5.638 1.98 0.00 127.53 127.53 124.00 124.00 6.000 DMH-32 0.530 6.943 5.611 3.00 0.00 117.44 117.44 114.42 114.42 6.000 DMH-33 0.530 6.986 5.603 2.99 0.00 116.50 116.50 114.14 114.14 6.000 DMH-15 5.673 9.794 5.041 28.83 0.00 166.54 166.54 154.84 154.84 6.000 DMH-34 3.028 6.186 5.763 17.59 0.00 168.80 168.80 161.42 161.42 6.000 DMH-35 6.046 9.846 1 5.031 1 30.66 1 0.001 169.501 169.50 1 154.581 154.581 6.000 1 1 Bentley Storm CAD V8i 080284-stormcad-0i.stc Bentley Systems,Inc. Haestad Methods Solution Center 108.11.00.241 ' 2/23/2010 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 ' FlexTable: Catch Basin Table (08028d-stormcad-01.stc) ,- W __ r _ _.. _c m IFIr Label�,: Inlet Drainage ,,;�: -.Inlet C� Total Inlet CA c,r.,:System CA .,. Tota!Intet Tc.� System Flow;�,�System Intensity System RadonaG. Flow(Total Out)re4?° Elevation �� FJ@vation, Hydraulic Grade Hydraulic Gratle,'�Locale Intensity: Local Rational.:. w. ., :-. ir, ::. t ..- .; i-a e._:,. 3 i:, ' :: ei it i., nf; n r:e acre i• min x< ....Time . . . . . . m r Flow i ft s .-, .i,,:,.r:. Ground :��.. >Rim) �r ;:Line(In)V, : K,Llne Out :: in(hr , " Flow >.. r ,. .. . ... .. . ._ aPm ; ,: a ;. t r 4a i -� [ :�!a e . a:..,u - _-r- . �e,..,;1... �+ 1; ' °=` acres a,.-� .n c `� * i`', a a; , ,mkt`- - d...�__mCmm) . ��" ..;:; �1 =,.04 ft3/s) ,r �`.r art t 1�� ;: (ft):u;<�fia ,.t;.m-(ft). (ft'!s) ' _ _ .. _ „. CB-1 0.085 0.870 0.074 0.074 5.000 5.000 6.000 0.45 0.45 167.69 167.69 164.17 164.17 6.000 0.45 ' CB-2 0.087 0.802 0.070 0.070 5.000 5.000 6.000 0.42 0.42 168.39 168.39 164.86 164.86 6.000 0.42 CB-3 0.410 0.923 0.378 0.378 5.000 5.000 6.000 2.29 2.29 167.25 167.25 164.10 164.10 6.000 2.29 CB-4 0.145 0.889 0.129 0.129 5.000 -5.000 6.000 0.78 0.78 168.05 168.05 164.66 164.66 6.000 0.78 ' CB-5 0.201 0.860 0.173 0.173 5.000 5.000 6.000 1.05 1.05 168.00 168.00 164.65 164.65 6.000 1.05 CS-6 0.041 0.765 0.031 0.031 5.000 5.000 6.000 0.19 0.19 168.30 168.30 164.72 164.72 6.000 0.19 CB-7 0.513 0.921 0.472 0.472 5.000 5.000 6.000 2.86 2.86 162.25 162.25 159.22 159.22 6.000 2.86 CB-8 0.881 0.925 0.815 0.815 5.000 5.000 6.000 4.93 4.93 162.25 162.25 159.38 159.38 6.000 4.93 ' CB-9 0.930 0.933 0.868 0.868 5.000 5.000 6.000 5.25 5.25 162.25 162.25 159.44 159.44 6.000 5.25 CB-10 0.943 0.930 0.877 0.877 5.000 5.000 6.000 5.31 5.31 162.25 162.25 159.42 159.42 6.000 5.31 CB-11 0.429 0.686 0.380 0.380 5.000 5.000 6.000 2.30 2.30 162.25 162.25 159.14 159.14 6.000 2.30 CB-12 0.246 0.805 0.198 0.198 5.000 5.000 6.000 1.20 1.20 160.00 160.00 157.06 157.06 6.000 1.20 CB-13 0.113 0.902 0.102 0.102 5.000 5.000 6.000 0.61 0.61 160.00 160.00 157.06 157.06 6.000 0.61 CB-14 0.221 0.875 0.194 0.194 5.000 5.000 6.000 1.17 1.17 166.93 166.93 163.58 163.58 6.000 1.17 CB-15 0.232 0.866 0.201 0.201 5.000 5.000 6.000 1.22 1.22 166.75 166.75 163.43 163.43 6.000 1.22 ' CB-16 0.449 0.830 0.373 0.373 5.000 5.000 6.000 2.25 2.25 165.70 165.70 162.62 162.62 6.000 2.25 CB-17 0.120 0.829 0.100 0.100 5.000 5.000 6.000 0.60 0.60 143.95 143.95 140.07 140.07 6.000• 0.60 CB-18 0.347 0.563 0.196 0.196 5.000 5.000 6.000 1.18 1.18 143.95 143.95 140.18 140.18 6.000 1.18 CB-19 0.122 0.776 0.095 0.095 5.000 5.000 6.000 0.57 0.57 130.96 130.96 127.65 127.65 6.000 0.57 ' CB-20 0.146 0.400 0.058 0.058 5.000 5.000 6.000 0.35 0.35 130.96 130.96 127.65 127.65 6.000 0.35 ' CB-21 0.158 0.400 0.063 0.063 5.000 5.000 6.000 0.38 0.38 125.10 125.10 121.92 121.92 6.000 0.38 CB-22 0.332 0.863 0.286 0.286 5.000 5.000 6.000 1.73 1.73 125.05 125.05 121.94 121.94 6.000 1.73 CB-23 0.336 0.666 0.224 0.224 5.000 5.000 6.000 1.35 1.35 118.36 118.36 115.09 115.09 6.000 1.35 CB-24 0.252 0.727 0.183 0.183 5.000 5.000 6.000 1.11 1.11 118.00 118.00 115.10 115.10 6.000 1.11 CB-25 0.003 0.400 0.001 0.001 5.000 5.000 6.000 0.01 6.69 194.00 194.00 191.29 191.29 6.000 0.01 CB-26 0.240 0.607 0.146 0.146 5.000 5.000 6.000 0.88 0.88 191.00 191.00 187.40 187.40 6.000 0.88 ' CB-27 0.179 0.458 0.082 0.082 5.000 5.000 6.000 0.50 0.50 191.00 191.00 187.29 187.29 6.000 0.50 CB-28 0.069 0.666 0.046 0.046 5.000 5.000 6.000 0.28 0.28 175.75 175.75 172.59 172.59 6.000 0.28 CB-29 0.337 0.459 0.155 0.155 5.000 5.000 6.000 0.94 0.94 175.75 175.75 172.60 172.60 6.000 0.94 CB-30 0.078 0.664 0.052 0.052 5.000 5.000 6.000 0.31 0.31 162.00 162.00 158.49 158.49 6.000 0.31 CB-31 0.167 0.512 0.086 0.086 5.000 5.000 6.000 0.52 0.52 162.15 162.15 158.70 158.70 6.000 0.52 CB-32 0.099 0.860 0.085 0.085 5.000 5.000 6.000 0.51 0.51 168.47 168.47 164.76 164.76 6.000 0.51 CB-33 0.184 0.787 0.144 0.144 5.000 5.000 6.000 0.87 0.87 - 166.14 166.14 162.54 162.54 6.000 0.87 CB-34 0.155 0.772 0.120 0.120 5.000 5.000 6.000 0.72 0.72 143.23 143.23 139.56 139.56 6.000 0.72 CB-35 0.278 0.651 0.181 0.181 5.000 5.000 6.000 1.09 1.09 118.00 118.00 114.44 114.44 6.000 1.09 RL-1:2 0.072 0.950 0.068 0.068 5.000 5.000 6.000 0.41 0.41 168.25 168.25 164.42 164.42 6.000 0.41 RL-4:14 3.188 0.950 3.028 3.028 5.000 5.000 6.000 18.31 18.31 168.35 168.35 163.80 163.80 6.000 18.31 TD-1 0.0811 0.9501 0.077 0.0771 5.000 5.000 1 6.000 1 0.46 1 0.46 165.251 165.25 163.171 163.17 6.000 1 0.46 Bentley Storm CAD V8i 08028d-stormcad-01.stc Bentley Systems,Inc. Haestad Methods Solution Center [08.11.00.241 2/23/2010 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA +1.203-755-1666 Page 1 of 1 FlexTable: Conduit Table (08028d-stormcad-01.ste) -e' r I------ -ia TW Label Start IN- wsiw�rr� To t...... �-a at City e',7' vert E16W S I (Upstream),-�'�(Downstream) (sta P -!��21 How 3round: rt hr �'�R (ft3/5) (ft) (ft):�p- (ft) tbtop) N 'N PW�n- 3 -"-W�' (ft) un ",4 49 r P48 DMH-23 O.:-3 1.20 1.204 5.711 6.93 23.0 0.006 24.0 0.013 17.01 11 3.46 113.27 121.00 119.00 5.60 3.73 114.33 114.16 P49 CB-25 DMH-24 0.001 0.001 6.000 6.69 44.0 0.011 15.0 0.013 6.89 190.25 189.75 194.00 193.75 2.50 2.75 191.29 190.74 P-50 DMH-24 DMH-25 0.001 0.001 5.977 6.69 100.0 0.053 12.0 0.013 8.24 189.65 184.30 193.75 191.00 3.10 5.70 190.62 184.98 P-51 CB-26 DMH-25 0.146 0.146 6.000 0.88 9.0 0.006 12.0 0.013 2.66 187.00 186.95 191.00 191.00 3.00 3.05 187.40 187.34 P-52 CB-27 DMH-2S 0.082 0.082 6.000 0.50 9.0 0.006 12.0 0.013 2.66 187.00 186.95 191.00 191.00 3.00 3.05 187.29 187.24 P-53 DMH-25 DMH-26 0.229 0.229 5.949 8.06 154.0 0.081 12.0 0.013 10.15 184.20 171.70 191.00 175.70 5.80 3.00 185.19 172.37 P-54 CB-28 DMH-26 0.046 0.046 6.000 0.28 9.0 0.006 12.0 0.013 2.66 171.75 171.70 175.75 175.70 3.00 3.00 172.59 172.59 P-55 CB-29 DMH-26 6.155 0.155 6.000 0.94 9.0 0.006 12.0 0.013 2.66 171.75 171.70 175.75 175.70 3.00 3.00 172.60 172.59 P-56 DMH-26 DMH-27 0.430 0.430 5.913 9.25 127.0 0.097 12.0 0.013 11.11 171.60 159.25 175.70 163.27 3.10 3.02 172.59 160.31 P-57 DMH-27 DMH-11 0.430 0.430 5.886 9.24 65.0 0.050 15.0 0.013 14.44 159.15 155.90 163.27 162.72 2.87 5.57 160.31 156.65 P-58 CB-30 DMH-11 0.052 0.052 6.000 0.31 40.0 0.005 12.0 0.013 2.52 158.25 158.05 162.00 162.72 2.75 3.67 158.49 158.28 P-59 CB-31 DMH-11 0.086 0.086 6.000 0.52 38.0 0.005 12.0 0.013 2.58 158.40 158.20 162.15 162.72 2.75 3.52 158.70 158.50 P-60 CB-32 DMH-28 0.085 0.085 6.000 0.51 11.0 0.005 12.0 0.013 2.40 164.45 164.40 168.47 168.43 3.02 3.03 164.76 164.70 P-61 DMH-28 DMH-29 0.085 0.085 5.985 0.51 226.0 0.010 12.0 0.013 3.55 164.30 162.05 168.43 166.07 3.13 3.02 164.60 162.44 P-62 CB-33 DMH-29 0.144 0.144 6.000 0.87 13.0 0.008 12.0 0.013 3.12 162.15 162.05 166.14 166.07 2.99 3.02 162.54 162.41 P-63 DMH-29 DMH-30 0.229 0.229 5.751 1.33 223.0 0.106 12.0 0.013 11.59 161.95 138.35 166.07 142.35 3.12 3.00 162.44 138.85 P-64 CB-34 DMH-30 0.120 0.120 6.000 0.72 11.0 0.077 12.0 0.013 9.90 139.20 138.35 143.23 142.35 3.03 3.00 139.56 138.85 P-65 DMH-30 DMH-31 0.349 0.349 5.675 2.00 126.0 0.117 12.0 0.013 12.19 138.25 123.50 142.35 127.53 3.10 3.03 138.85 123.77 P-66 DMH-31 DMH-32 0.349 0.349 5.638 1.98 90.0 0.109 12.0 0.013 11.76 123.40 113.60 127.53 117.44 3.13 2.84 124.00 114.42 P-67 CB-35 DMH-32 0.181 0.181 6.000 1.09 9.0 0.044 12.0 0.013 7.51 114.00 113.60 118.00 117.44 3.00 2.84 114.44 114.42 P-68 DMH-32 DMH-33 0.530 0.530 5.611 3.00 10.0 0.000 12.0 0,013 0.00 113.50 113.50 117.44 116.50 2.94 2.00 114.42 114.24 P-69 DMH-33 OF-2 0.530 0.530 5.603 2.99 101.0 0.073 12.0 0.013 9.64 113.40 106.00 116.50 111.92 2.10 4.92 114.14 106.38 P-70 DMH-34 OF4 3.028 3.028 5.763 17.59 168.0 0.049 30.0 0.013 91.16 160.00 151.70 168.80 154.20 6.30 0.00 161.42 152.44 P-71 RL-4:14 DMH-34 3.028 3.028 6.000 18.31 446.0 0.005 30.0 0.013 29.13 162.35 160.10 168.35 168.80 3.50 6.20 163.80 161.54 P-72 DMH-35 OF-1 6.046 6.046 5.031 37.34 120.0 0.005 36.0 0.013 45.15 152.50 151.95 169.50 157.50 14.00 2.55 154.58 153.94 TD-1 I TD-1 I DMH-2 1 0.0771 0.077 1 6.000 1 0.46 1 36.0 1 0.0061 12.01 0.0131 2.66 1 162.85 1 162.65 1 165.251 168.761 1.401 5.111 163.171 163.17 Bentley StormCAD VBi 08028cf-stormcad-01.st: Bentley Systems,Inc. Hassled Methods Solution Center [08.11.00.241 2/2312010 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 FlexTable: Conduit Table (08028d-stormcad-07.stc) Label"'"75lart Node-e�.Sto Node `'U eam sjeS stem CA:.. -.S stem) --Flbw.-x;:, 1length.::;:_ Slope;sat. .Diamete'r"Mannln s n""°Ca acl i :Invert .Invert. -_ -Elevatlon �:i Elevadon:--Cover .°' • - � ' .,fir, P Rstr _.,.�.,:,•- y - y__. -7 p, c>-::- - :. ,:: v1 9_. •„... P }Y t, -- _ .. „-�. {r' _.. -,-�_ -:'r Cover,l ,Hydraulic Grade a:Hydraul¢Grade °$ r -)•' t;' acres },;Iritensl fta s �:_� Calculated g°3 in - - ,,+ full Row (Upstream ! "' ); N. ( / ) ;r P,(Umfied).;_,(. ) r :::( ). :.-. h ( ). ,. ) �,(Downstream) ty Ground : Ground ; (Start). (Stop} • ;,.� r -+e.. h �.• w°«`y (ft /s) !2'(R) ( ) pv(start) P) (ft) a, . ( ) Lin(ftQrt)+ (In/hr) . .. .,g ` :.,. R S ...� ' ( « . )a3{ to �`�-'"c- R „ ft ,FYI i z C ` (rr..r..+.. i.i i M,,.,, �`?r'_.e ip.u,. r r-`!k„v �,d ,� "i 6r..:A 11�4M;. Irv..°�- '"..� .� 6 ._(ft) 2,2 R 4 i, g, q e ... �.,. . - » AHS: O -.i�2 P-1 CB-I DMH-1 0.074 0.074 6.000 0.45 33.0 0.005 15.0 0.013 4.35 163.90 163.75 167.69 167.80 2.54 2.80 164.17 164.01 P-2 RL-1:2 DMH-1 0.068 0.068 6.000 0.41 96.0 0.005 12.0 0.013 2.57 164.15 163.65 168.25 167.80 3.10 3.15 164.42 164.01 P-3 DMH-1 DMH-2 0.142 0.142 5.867 0.84 183.0 0.005 15.0 0.013 4.53 163.65 162.75 167.80 168.76 2.90 4.76 164.01 163.17 ' P-4 CB-2 DMH-2 0.070 0.070 6.000 0.42 20.0 0.005 15.0 0.013 4.57 164.60 164.50 168.39 168.76 2.54 3.01 164.86 164.75 P-5 DMH-2 DMH-3 0.288 0.288 5.650 1.64 149.0 0.005 15.0 0.013 4.58 162.65 161.90 168.76 167.88 4.86 4.73 163.17 162.64 P-6 CB-3 DMH-3 0.378 0.378 6.000 2.29 26.0 0.006 15.0 0.013 4.91 163.50 163.35 167.25 167.88 2.50 3.28 164.10 163.95 P-7 DMH-3 DMH-4 0.666 0.666 5.505 3.70 175.0 0.005 15.0 0.013 4.63 161.80 160.90 167.88 168.53 4.83 6.38 162.64 161.75 P-8 CB-4 DMH-4 0.129 0.129 6.000 0.78 11.0 0.005 15.0 0.013 4.35 164.30 164.25 168.05 168.53 2.50 3.03 164.66 164.60 P-9 DMH-4 DMH-5 0.795 0.795 5.366 4.30 164.0 0.005 15.0 0.013 4.65 160.80 159.95 168.53 168.50 6.48 7.30 161.75 160.79 P-10 CB-5 DMH-5 0.173 0.173 6.000 1.05 15.0 0.007 15.0 0.013 5.27 164.25 164.15 168.00 168.50 2.50 3.10 164.65 164.53 P-11 DMH-5 DMH-6 0.968 0.968 5.239 5.11 163.0 0.005 18.0 0.013 7.59 159.85 159.00 168.50 168.50 7.15 8.00 160.75 159.87 P-12 CB-6 DMH-6 0.031 0.031 6.000 0.19 21.0 0.005 15.0 0.013 4.46 164.55 164.45 168.30 168.50 2.50 2.80 164.72 164.62 P-13 DMH-6 DMH-15 0.999 0.999 5.121 5.16 109.0 0.005 18.0 0.013 7.46 158.10 157.55 168.50 166.54 8.90 7.49 159.02 158.42 P-14 CB-7 DMH-7 0.472 0.472 6.000 2.86 212.0 0.005 15.0 0.013 4.55 158.50 157.45 162.25 167.39 2.50 8.69 159.22 158.33 ' P-15 CB-8 DMH-7 0.815 0.815 6.000 4.93 174.0 0.005 18.0 0.013 7.55 158.50 157.60 162.25 167.39 2.25 8.29 159.38 158.45 ' P-16 DMH-7 DMH-9 1.287 1.287 5.819 7.55 262.0 0.005 24.0 0.013 15.93 157.35 156.05 167.39 167.30 8.04 9.25 158.33 157.45 P-17 CB-9 DMH-8 0.868 0.868 6.000 5.25 156.0 0.005 18.0 0.013 7.28 158.50 157.75 162.25 164.63 2.25 5.38 159.44 158.97 P-18 CB-10 DMH-8 0.877 0.877 6.000 5.31 84.0 0.005 18.0 0.013 7.69 158.50 158.05 162.25 164.63 2.25 5.08 159.42 158.97 ' P-19 CB-11 DMH-8 0.380 0.380 6.000 2.30 150.0 0.005 15.0 0.013 4.57 158.50 157.75 162.25 164.63 2.50 5.63 159.14 158.97 P-20 DMH-8 DMH-9 2.125 2.125 5.866 12.57 87.0 0.005 24.0 0.013 16.27 157.65 157.20 164.63 167.30 4.98 8.10 158.97 158.47 P-21 DMH-9 DMH-12 3.412 3.412 5.645 19.42 152.0 0.005 30.0 0.013 28.81 155.95 155.20 167.30 165.86 8.85 8.16 157.45 156.90 ' P-22 CB-12 DMH-30 0.198 0.198 6.000 1.20 18.0 0.006 15.0 0.013 4.81 156.25 156.15 160.00 161.10 2.50 .3.70 157.06 157.06 P-23 CB-13 DMH-30 0.102 0.102 6.000 0.61 18.0 0.006 15.0 0.013 4.81 156.25 156.15 160.00 161.10 2.50 3.70 157.06 157.06 P-24 DMH-10 DMH-11 0.300 0.300 5.978 1.80 28.0 0.005 15.0 0.013 4.73 156.05 155.90 161.10 162.72 3.80 5.57 157.06 157.05 P-25 DMH-11 DMH-12 0.867 0.867 5.869 11.81 56.0 0.005 24.0 0.013 16.56 155.80 155.50 162.72 165.86 4.92 ,8.36 157.05 156.90 ' P-26 DMH-12 DMH-13 4.279 4.279 5.564 30.69 191.0 0.005 36.0 0.013 47.04 155.10 154.15 165.86 167.35 7.76 10.20 156.90 155.92 P-27 CB-14 DMH-13 0.194 0.194 6.000 1.17 17.0 0.006 15.0 0.013 4.95 163.15 163.05 166.93 167.35 2.53 3.05 163.58 163.46 P-28 DMH-13 DMH-14 4.473 4.473 5.475 31.37 104.0 0.005 36.0 0.013 46.24 154.05 153.55 167:35 167.35 10.30 10.80 155.87 155.36 P-29 CB-15 DMH-14 0.201 0.201 6.000 1.22 26.0 0.006 15.0 0.013 4.91 163.00 162.85 166.75 167.35 2.50 3.25 163.43 163.27 ' P-30 DMH-14 DMH-15 4.674 4.674 5.425 32.24 87.0 0.005 36.0 0.013 47.97 153.45 153.00 167.35 166.54 10.90 10.54 155.29 154.80 P-31 DMH-15 DMH-16 5.673 5.673 5.041 35.51 20.0 0.010 36.0 0.013 66.69 152.90 152.70 166.54 169.00 10.64 13.30 154.84 154.40 P-32 CB-16 DMH-16 0.373 0.373 6.000 2.25 27.0 0.004 15.0 0.013 3.93 161.95 161.85 165.70 169.00 2.50 5.90 162.62 162.45 P-33 DMH-16 DMH-35 6.046 6.046 5.034 37.36 10.0 0.010 36.0 0.013 66.69 152.60 152.50 169.00 169.50 13.40 14.00 154.59 154.58 P-34 CB-17 DMH-17 0.100 0.100 6.000 0.60 18.0 0.006 15.0 0.013 4.81 139.75 139.65 143.95 143.44 2.95 2.54 140.07 140.08 P-35 CB-18 DMH-17 0.196 0.196 6.000 1.18 18.0 0.006 15.0 0.013 4.81 139.75 139.65 143.95 143.44 2.95 2.54 140.18 140.08 P-36 DMH-17 DMH-18 0.295 0.295 5.978 1.78 225.0 0.055 15.0 0.013 15.19 139.55 127.10 143.44 131.20 2.64 •2.85 140.08 127.65 ' P-37 CB-19 DMH-18 0.095 0.095 6.000 0.57 18.0 0.006 15.0 0.013 4.81 127.20 127.10 130.96 131.20 2.51 2.85 127.65 127.65 P-38 CB-20 DMH-18 0.058 0.058 6.000 0.35 24.0 0.006 15.0 0.013 5.11 127.25 127.10 130.96 131.20 2.46 2.85 127.65 127.65 P-39 DMH-18 DMH-19 0.448 0.448 5.887 2.66 187.0 0.031 15.0 0.013 11.42 127.00 121.15 131.20 124.90 2.95 2.50 127.65 121.93 P40 CB-21 DMH-19 0.063 0.063 6.000 0.38 17.0 0.012 15.0 0.013 7.01 121.35 121.15 125.10 124.90 2.50 2.50 121.92 121.93 P41 CB-22 DMH-19 0.286 0.286 6.000 1.73 31.0 0.005 15.0 0.013 4.49 121.30 121.15 125.05 124.90 2.50 2.50 121.94 121.93 P-42 DMH-19 DMH-20 0.797 0.797 5.805 4.66 122.0 0.045 15.0 0.013 13.65 121.05 115.60 124.90 119.38 2.60 2.53 121.93 116.10 P-43 CB-23 DMH-21 0.224 0.224 6.000 1.35 53.0 0.006 15.0 0.013 4.86 114.55 114.25 118.36 118.96 2.56 3.46 115.09 115.09 P44 CB-24 DMH-21 0.183 0.183 6.000 1.11 68.0 0.005 15.0 0.013 4.63 114.60 114.25 118.00 118.96 2.15 3.46 115.10 115.09 P45 DMH-21 DMH-20 0.407 0.407 5.927 2.43 17.0 0.006 15.0 0.013 4.95 114.15 114.05 118.96 119.38 3.56 4.08 115.09 115.08 P46 DMH-20 DMH-22 1.204 1.204 5.764 6.99 66.0 0.005 18.0 0.013 7.65 113.95 113.60 119.38 121.00 3.93 5.90 115.08 114.71 P47 DMH-22 DMH-23 1.204 1.204 5.720 6.94 10.0 0.000 18.0 0.013 0.00 113.50 113.50 121.00 121.00 6.00 6.00 114.71 114.52 Bentley StormCAD V8i 08028d-stormcad-01.stc Bentley Systems,Inc. Haestad Methods Solution Center [08.11.00.24] 2/23/2010 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 M M M M M x M a c d CL a Q M M M M M M M M M M M M t Appendix D ' Checklist for Stormwater Report 1 t 1 ' Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program i Checklist for Stormwater Report 1 A. Introduction ' Important: A Stormwater Report must be submitted with the Notice of Intent permit application to document When filling out compliance with the Stormwater Management Standards. The following checklist is NOT a substitute for forms to the the Stormwater Report which should provide more substantive and detailed information but is offered computer,use P ( P ) ' only the tab key here as a tool to help the applicant organize their Stormwater Management documentation for their to move your Report and for the reviewer to assess this information in a consistent format.As noted in the Checklist, cursor-do not the Stormwater Report must contain the engineering computations and supporting information set forth in use the return key. Volume 3 of the Massachusetts Stormwater Handbook. The Stormwater Report must be prepared and ' certified by a Registered Professional Engineer(RPE)licensed in the Commonwealth. The Stormwater Report must include: • The Stormwater Checklist completed and stamped by a Registered Professional Engineer(see 1 page 2)that certifies that the Stormwater Report contains all required submittals.' This Checklist is to be used as the cover for the completed Stormwater Report. • Applicant/Project Name ' • Project Address Name of Firm and Registered Professional Engineer that prepared the Report • Long-Term Pollution Prevention Plan required by Standards 4-6 • Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan required ' by Standard 82 • Operation and Maintenance Plan required by Standard 9 In addition to all plans and supporting information,the Stormwater Report must include a brief narrative describing stormwater management practices, including environmentally sensitive site design and LID techniques, along with a diagram depicting runoff through the proposed BMP treatment train. Plans are required to show existing and proposed conditions, identify all wetland resource areas, NRCS soil types, ' critical areas, Land Uses with Higher Potential Pollutant Loads(LUHPPL), and any areas on the site where infiltration rate is greater than 2.4 inches per hour. The Plans shall identify the drainage areas for both existing and proposed conditions at a scale that enables verification of supporting calculations. ' As noted in the Checklist, the Stormwater Management Report shall document compliance with each of the Stormwater Management Standards as provided in the Massachusetts Stormwater Handbook. The soils evaluation and calculations shall be done using the methodologies set forth in Volume 3 of the Massachusetts Stormwater Handbook. To ensure that the Stormwater Report is complete, applicants are required to fill in the Stormwater Report Checklist by checking the box to indicate that the specified information has been included in the Stormwater Report. If any of the information specified in the checklist has not been submitted,the applicant must provide an explanation. The completed Stormwater Report Checklist and Certification must be submitted with the Stormwater Report. 'The Stormwater Report may also include the Illicit Discharge Compliance Statement required by Standard 10. If not included in the Stormwater Report,the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stormwater runoff to the post-construction best management practices. ' z For some complex projects,it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan in the Stormwater Report. In that event,the issuing authority has the discretion to issue an Order of Conditions that approves the project and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Plan before commencing any land disturbance activity on the site. ' Checklist for Stormwater Report•02/08/10 Stormwater Report Checklist•Page 1 of 9 1 I Massachusetts Department of Environmental Protection ' Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report B. Stormwater Checklist and Certification ' The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily ' need to be addressed in a complete Stormwater Report. The checklist is also intended to provide conservation commissions and other reviewing authorities with a summary of the components necessary for a comprehensive Stormwater Report that addresses the ten Stormwater Standards. ' Note:Because stormwater requirements vary from project to project, it is possible that a complete Stormwater Report may not include information on some of the subjects specified in the Checklist. If it is determined that a specific item does not apply to the project under review, please note that the item is not ' applicable (N.A.) and provide the reasons for that determination. A complete checklist must include the Certification set forth below signed by the Registered Professional Engineer who prepared the Stormwater Report. ' Registered Professional Engineer's Certification I have reviewed the Stormwater Report, including the soil evaluation, computations, Long-term Pollution ' Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan (if included), the Long- term Post-Construction Operation and Maintenance Plan,the Illicit Discharge Compliance Statement(if included) and the plans showing the stormwater management system, and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards as ' further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. ' Registered Professional Engineer Block and Signature Signature and Date Checklist Project Type: Is the application for new development, redevelopment, or a mix of new and ' redevelopment? ❑ New development ' ❑ Redevelopment ® Mix of New Development and Redevelopment ' Checklist for Stormwater Report•02/08/10 Stormwater Report Checklist•Page 2 of 9 ' 1 1 ' Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) ' LID Measures: Stormwater Standards require LID measures to be considered. Document what environmentally sensitive design and LID Techniques were considered during the planning and design of the project: ' ❑ No disturbance to any Wetland Resource Areas ' ❑ Site Design Practices(e.g. clustered development, reduced frontage setbacks) ® Reduced Impervious Area(Redevelopment Only) ' ® Minimizing disturbance to existing trees and shrubs ❑ LID Site Design Credit Requested: ' ❑ Credit 1 ❑ Credit 2 ' ❑ Credit 3 ❑ Use of"country drainage"versus curb and gutter conveyance and pipe ❑ Bioretention Cells(includes Rain Gardens) ' ❑ Constructed Stormwater Wetlands(includes Gravel Wetlands designs) ❑ Treebox Filter ❑ Water Quality Swale ❑ Grass Channel 1 ❑ Green Roof ❑ Other(describe): ' Standard 1: No New Untreated Discharges ® No new untreated discharges ' ® Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth (See Appendix E of the Drainage Report) ® Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. 1 ' Checklist for Stormwater Report•02/08/10 Storrnwater Report Checklist•Page 3 of 9 1 1 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program ' Checklist for Stormwater Report Checklist (continued) ' Standard 2: Peak Rate Attenuation ' ❑ Standard 2 waiver requested because the project is located in land subject to coastal storm flowage and stormwater discharge is to a wetland subject to coastal flooding. ❑ Evaluation provided to determine whether off-site flooding increases during the 100-year 24-hour storm. ® Calculations provided to show that post-development peak discharge rates do not exceed pre- ' development rates for the 2-year and 10-year 24-hour storms. If evaluation shows that off-site flooding increases during the 100-year 24-hour storm, calculations are also provided to show that post-development peak discharge rates do not exceed pre-development rates for the 100-year 24- hour storm. (See attached Drainage Report) ' Standard 3: Recharge ❑ Soil Analysis provided. ' ® Required Recharge Volume calculation provided. (See Appendix F of the Drainage Report) ❑ Required Recharge volume reduced through use of the LID site Design Credits. ' ❑ Sizing the infiltration, BMPs is based on the following method: Check the method used. ❑ Static ❑ Simple Dynamic ❑ Dynamic Field' ' ❑ Runoff from all impervious areas at the site discharging to the infiltration BMP. ' ® Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to generate the required recharge volume. (See Appendix F of the Drainage Report) ' ❑ Recharge BMPs have been sized to infiltrate the Required Recharge Volume. ® Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum extent practicable for the following reason: (See Appendix F of the Drainage Report) ' ® Site is comprised solely of C and D soils and/or bedrock at the land surface ❑ M.G.L. c. 21 E sites pursuant to 310 CMR 40.0000 , ❑ Solid Waste Landfill pursuant to 310 CMR 19.000 ❑ Project is otherwise subject to Stormwater Management Standards only to the maximum extent , practicable. ❑ Calculations showing that the infiltration BMPs will drain in 72 hours are provided. ' ❑ Property includes a M.G.L. c. 21 E site or a solid waste landfill and a mounding analysis is included. ' 80%TSS removal is required pdor to discharge to infiltration BMP if Dynamic Field method is used. Checklist for Stormwater Report•02/08/10 Stormwater Report Checklist•Page 4 of 9 ' ' Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program t Checklist for Stormwater Report Checklist (continued) ' Standard 3: Recharge(continued) ' ❑ The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10- year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding analysis is provided. ❑ Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland ' resource areas. Standard 4:Water Quality The Long-Term Pollution Prevention Plan typically includes the following: • Good housekeeping practices; Provisions for storing materials and waste products inside or under cover; Vehicle washing controls; ' • Requirements for routine inspections and maintenance of stormwater BMPs; • Spill prevention and response plans; • Provisions for maintenance of lawns, gardens, and other landscaped areas; • Requirements for storage and use of fertilizers, herbicides, and pesticides; Pet waste management provisions; Provisions for operation and management of septic systems; Provisions for solid waste management; ' • Snow disposal and plowing plans relative to Wetland Resource Areas; Winter Road Salt and/or Sand Use and Storage restrictions; • Street sweeping schedules; • Provisions for prevention of illicit discharges to the stormwater management system; • Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from LUHPPL; Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan; • List of Emergency contacts for implementing Long-Term Pollution Prevention Plan. ® A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of Intent. (See Appendix H of the Drainage Report) ' ® Treatment BMPs subject to the 44%TSS removal pretreatment requirement and the one inch rule for calculating the water quality volume are included, and discharge: ❑ is within the Zone II or Interim Wellhead Protection Area ' ❑ is near or to other critical areas ' ❑ is within soils with a rapid infiltration rate(greater than 2.4 inches per hour) ® involves runoff from land uses with higher potential pollutant loads. ' ® The Required Water Quality Volume is reduced through use of the LID site Design Credits. ❑ Calculations documenting that the treatment train meets the 80%TSS removal requirement and, if applicable, the 44%TSS removal pretreatment requirement, are provided. Checklist for Stormwater Report•02/08/10 Stormwater Report Checklist•Page 5 of 9 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program ' Checklist for Stormwater Report Checklist (continued) ' Standard 4:Water Quality (continued) ' ® The BMP is sized(and calculations provided) based on: ❑ The Y:"or 1"Water Quality Volume or , ® The equivalent flow rate associated with the Water Quality Volume and documentation is Provided showing that the BMP treats the required water qualityvolume. (See Appendix F of the Drainage Report) ❑ The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary ' BMP and proposed TSS removal rate is provided. This documentation may be in the form of the propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook and submitting copies of the TARP Report, STEP Report, and/or other third party studies verifying performance of the proprietary BMPs. ' ❑ A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing that the BMPs selected are consistent with the TMDL is provided. Standard 5: Land Uses With Higher Potential Pollutant Loads(LUHPPLs) ' ❑ The NPDES Multi-Sector General Permit covers the land use and the Stormwater Pollution Prevention Plan (SWPPP) has been included with the Stormwater Report. ® The NPDES Multi-Sector General Permit covers the land use and the SWPPP will be submitted prior ' to the discharge of stormwater to the post-construction stormwater BMPs. (A SWPPP will be submitted prior to the commencement of construction) ❑ The NPDES Multi-Sector General Permit does not cover the land use. ❑ LUHPPLs are located at the site and industry specific source control and pollution prevention measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow ' melt and runoff, and been included in the long term Pollution Prevention Plan. ❑ All exposure has been eliminated. , ❑ All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. ® The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and ' grease (e.g. all parking lots with >1000 vehicle trips per day)and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. (Stormwater quality units with oil/grit separators will be implemented on this project) Standard 6: Critical Areas ' ❑ The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP has approved for stormwater discharges to or near that particular class of critical area. ® Critical areas and BMPs are identified in the Stormwater Report. (The Project is not located in and ' does not discharge to a critical area as defined by MADEP) Checklist for Stormwater Report•02/08/10 Stormwater Report Checklist•Page 6 of 9 ' t 1 ' Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) ' Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable ❑ The project is subject to the Stormwater Management Standards only to the maximum Extent ' Practicable as a: ❑ Limited Project ' ❑ Small Residential Projects: 5-9 single family houses or 5-9 units in a multi-family development provided there is no discharge that may potentially affect a critical area. ❑ Small Residential Projects: 2-4 single family houses or 2-4 units in a multi-family development with a discharge to a critical area ❑ Marina and/or boatyard provided the hull painting, service and maintenance areas are protected from exposure to rain, snow, snow melt and runoff ❑ Bike Path and/or Foot Path ' ❑ Redevelopment Project ❑ Redevelopment portion of mix of new and redevelopment. ❑ Certain standards are not fully met(Standard No. 1, 8, 9, and 10 must always be fully met) and an explanation of why these standards are not met is contained in the Stormwater Report. ' ❑ The project involves redevelopment and a description of all measures that have been taken to improve existing conditions is provided in the Stormwater Report. The redevelopment checklist found in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system (a) complies with Standards 2, 3 and the pretreatment ' and structural BMP requirements of Standards 4-6 to the maximum extent practicable and (b) improves existing conditions. Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control ' A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information: • Narrative; ' • Construction Period Operation and Maintenance Plan; • Names of Persons or Entity Responsible for Plan Compliance; • Construction Period Pollution Prevention Measures; ' Erosion and Sedimentation Control Plan Drawings, • Detail drawings and specifications for erosion control BMPs, including sizing calculations; • Vegetation Planning; • Site Development Plan; • Construction Sequencing Plan; • Sequencing of Erosion and Sedimentation Controls; • Operation and Maintenance of Erosion and Sedimentation Controls; ' • Inspection Schedule; • Maintenance Schedule; Inspection and Maintenance Log Form. Checklist for Stormwater Report•02/08/10 Stormwater Report Checklist•Page 7 of 9 Massachusetts Department of Environmental Protection , Bureau of Resource Protection - Wetlands Program ` Checklist for Stormwater Report ❑ A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing , the information set forth above has been included in the Stormwater Report. Checklist (continued) Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control ' (continued) ❑ The project is highly complex and information is included in the Stormwater Report that explains why ' it is not possible to submit the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan with the application.A Construction Period Pollution Prevention and Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins. ' ❑ The project is not covered by a NPDES Construction General Permit. ❑ The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the Stormwater Report. ® The project is covered by a NPDES Construction General Permit but no SWPPP been submitted. The SWPPP will be submitted BEFORE land disturbance begins. (A SWPPP will be submitted prior ' to the commencement of construction) Standard 9: Operation and Maintenance Plan (Operation and Maintenance Plans are located in Appendix G of the Drainage Report) ® The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and ' includes the following information: ® Name of the stormwater management system owners; ® Party responsible for operation and maintenance; ' ® Schedule for implementation of routine and non-routine maintenance tasks; ' ❑ Plan showing the location of all stormwater BMPs maintenance access areas; ❑ Description and delineation of public safety features; ' ❑ Estimated operation and maintenance budget; and ❑ Operation and Maintenance Log Form. ' ❑ The responsible party is not the owner of the parcel where the BMP is located and the Stormwater Report includes the following submissions: ❑ A copy of the legal instrument(deed, homeowner's association, utility trust or other legal entity) ' that establishes the terms of and legal responsibility for the operation and maintenance of the project site stormwater BMPs, ❑ A plan and easement deed that allows site access for the legal entity to operate and maintain ' BMP functions. Standard 10: Prohibition of Illicit Discharges (The Long-Term Pollution Prevention Plans are located in Appendix H) ' ® The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges; Checklist for Stormwater Report•02/08/10 Stormwater Report Checklist•Pages of 9 ' t 1 ' Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report ® An Illicit Discharge Compliance Statement is attached; (See attached Drainage Report) ' ElNO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of any stormwater to post-construction BMPs. 1 Checklist for Stormwater Report•02/08/10 Slorrnwater Report Checklist•Page 9 of 9 W x m CLM M M M 1 Appendix E ' Rip Rap Sizing Calculations 1 1 Cale.By: AFT 8-Feb-10 Chk.By: Lowe's of Salem Salem, MA Riprap Apron Sizing Calculations ,s 3 TW Veloci 6 Apron OutfallStructur¢ SYeatPeak °PlpeDlameter'(n) D° O.SxD°(ft) L, VJt Wz tY d6o Depth pischirga(cf5) :� (ft) (ft) (ft) (ft) (ft/sec) (in) in Lowe's Detention Basin Outlet 13.69 30 - 2.5 1.25 24 8 31 0.5 2.8 6 9 Cam Lion Detention Basin Outlet 8.08 30 2.5 1.25 21 8 29 0.5 1.6 6 6 *shaded columns indicate input values Equations to determine length of apron are as follows:? Length of Apron, Le(1.80 x Q10/D°A3 )+7D, (TW<0.5D J Length of Apron, L,=(3 x Q10/D A312)+7D° (TW>or=0.5D.) Equations to determine widths of apron are as follows:6 Apron Width(W1) at pipe outlet,W=3D, Apron Width(W2) at end of apron,W=3D°+ La (TW<0.5 D°) Apron Width (W2)at end of apron,W=3D,+0.4L. (TW>or=0.5 D°) Apron Length Apron Width�a °1" �., ,-r sp _ Apron Width a . .. oi5 WII W Outlet .. \ : '' End , -• :.m . Apron Depth lnase Notes: 1.) 25-Year Storm Peak Discharge value taken from HydroCAD Output located in Appendix C 2.) Pipe Diameter, Do max.width of upstream culvert 3.) Tailwater(TW)=depth above invert of culvert in feet, minimum tailwater is 0.2 feet 4.) The median stone diameter is based on the following equation: dso=(0.02 x Q")/(TW x D.) 5.) Minimum stone diameter is 6 inches 6.) Apron depth =6"min. or 1.5 x d50 7.) Source: NH Stormwater Management and Erosion and Sediment Control Handbook (August 1992). P'.\127-3736\08028\Raina9e\Crainaee RepaM1Rip flap Cake 02-08-10 December 15.2009 1� 1� 1� 1� �f 9 CL Q 1 , 1 1 I ' 1 1 ' Appendix F Water Quality, Groundwater Recharge, TSS Removal Calculations 1 1 TETRATECH RIZZO Project: Lowe's of Proj. No: 127-3736-08028 ' ® Salem Date: 2/8/2010 City: Salem Comp: Water Quality Volume State: MA Check ' Water Ouality Volume Reauired *Based on MADEP requirement ' Proposed Impervious Area(sn= 541,015 (Includes entire Study Area) Calculation Summary Required Water Quality Volume Required Runoff Proposed Impervious Required Water De th in Area SF) Qualftv VolumeCF ' 1 541,015 45,085 Total 45,085 Equivalent Water Quality Flow Rates Subcatchment Flow Rate(efs) I P 0.23 2cP 4.15 ' 3P 0.51 66P 0.08 Notes: (7)Water quality structures will be sized to accommodate equivalent flow rates per page 6 of the Checklist for Stormwater Report(See Appendix F). (2)Equivalent flow rates calculated using HydroCAD°watershed modeling program. (3)Water Quality Volume calculations for 2aP were not included as it contains only pervious area consisting of woods,seeded area,etc. (4)Water Quality Volume calculations for 2bP and 6aP were not included as they represent dean roof runoff for both the Lowe's building and the future Camp building. 1 1 P:\127-3736\08028\Drainage\Drainage Report\WQV_Calcs 02-08-10 1 Post Conditions-01 Type 111 24-hr 1" Rainfall=1.00" Prepared by {enter your company name here} Printed 2/8/2010 HVdroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 1 t Summary for Subcatchment 1 P: Subcatchment 1 Runoff = 0.23 cfs @ 12.16 hrs, Volume= 0.024 af, Depth> 0.17" , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 1" Rainfall=1.00" ' Area (sf) CN Description 16,934 77 Woods, Poor, HSG C ' 31,652 98 Paved parking & roofs 3,076 77 Brush, Poor, HSG C 21,226 74 >75% Grass cover, Good, HSG C 72,888 85 Weighted Average ' 41,236 56.57% Pervious Area 31,652 43.43% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (fUft) (ft/sec) (cfs) 1.5 6 0.0200 0.07 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.10" ' 6.2 94 0.4100 0.25 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 0.2 29 0.3100 2.78 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps ' 0.4 101 0.0528 4.66 Shallow Concentrated Flow, Shallow Conc - Paved Paved Kv= 20.3 fps 0.1 82 0.0730 19.46 61.12 Pipe Channel, 15" HDPE 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 Corrugated PE, smooth interior 8.4 312 Total ' Post Conditions-01 Type 111 24-hr 1" Rainfall=1.00" Prepared by {enter your company name here} Printed 2/8/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 2cP: Subcatchment 2c ' Runoff = 4.15 cfs @ 12.08 hrs, Volume= 0.297 af, Depth> 0.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs ' Type III 24-hr 1" Rainfall=1.00" Area (sf) CN Description ' 265,213 98 Paved parking & roofs 69,388 74 >75% Grass cover, Good, HSG C 9,429 89 Gravel roads, HSG C 792 77 Woods, Poor, HSG C 1 344,822 93 Weighted Average 79,609 23.09% Pervious Area 265,213 76.91% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 100 0.0150 1.21 Sheet Flow, Sheet Smooth surfaces n= 0.011 P2= 3.10" 0.9 195 0.0292 3.47 Shallow Concentrated Flow, Shallow Conc Paved Kv= 20.3 fps 2.8 1,168 0.0070 6.99 34.32 Pipe Channel, Pipe ' 30.0" Round Area=4.9 sf Perim= 7.9' r= 0.63' n= 0.013 5.1 1,463 Total 1 1 Post Conditions-01 Type /// 24-hr 1" Rainfall=1.00" Prepared by {enter your company name here} Printed 2/8/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 3 ' Summary for Subcatchment 3P: Subcatchment 3 Runoff = 0.51 cfs @ 12.24 hrs, Volume= 0.057 af, Depth> 0.22" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 1" Rainfall=1.00" ' Area (so CN Description 28,593 77 Woods, Poor, HSG C 70,332 98 Paved parking & roofs ' 1,566 77 Brush, Poor, HSG C _33,205 74 >75% Grass cover, Good, HSG C 133,696 87 Weighted Average ' 63,364 47.39% Pervious Area 70,332 52.61% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 14 0.4300 0.18 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 5.3 66 0.3000 0.21 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 5 1.0000 0.20 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.10" 5.3 76 0.4000 0.24 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 1.0 13 0.7800 0.22 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.10" 0.6 119 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.0 298 0.0127 5.11 4.02 Pipe Channel, ' 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 14.9 591 Total Post Conditions-01 Type Ill 24-hr 1" Rainfall=1.00" Prepared by {enter your company name here} Printed 2/8/2010 ' HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 6bP: Subcatchment 6b Runoff = 0.08 cfs @ 12.52 hrs, Volume= 0.021 af, Depth> 0.07" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs ' Type III 24-hr 1" Rainfall=1.00" Area (so CN Description 124,823 74 >75% Grass cover, Good, HSG C 32,938 98 Paved parking & roofs 157,761 79 Weighted Average 124,823 79.12% Pervious Area ' 32,938 20.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 100 0.0250 0.18 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.10" 6.6 436 0.0250 1.11 Shallow Concentrated Flow, Shallow Concentrated Flow ' Short Grass Pasture Kv= 7.0 fps 1.0 270 0.0810 4.58 Shallow Concentrated Flow, Swale Unpaved Kv= 16.1 fps ' 0.1 30 0.3300 9.25 Shallow Concentrated Flow, RipRap Unpaved Kv= 16.1 fps 16.8 836 Total 1 1 1 Project: Lowe's of Salem Proj.No: 127-3736-08028 - TETRA race mZzo City: Salem Date: 2/8/2010 State: MA Comp: ' Sediment Forebay Volume Check Sediment Forebay Volume Reouired -Based on MADEP requirement Calculation Summary Required Sediment Forebay Volume Required Runoff Proposed Impervious Required Sediment Sediment Forebay ForebayDepth in Area AC Foreba Volume CF Volume Provided CF 2F 0.10 6.31 2,291 2,351 ' 6F !to 0.99 359 468 Total 2,650 2,819 Storaee Provided (1)Total storage volume provided in Sediment Forebay 2F below overflow weir(elev=151.65)=2,351 CF ' (2)Total storage volume provided in Sediment Forebay tiF below overflow weir(elev=153.80)=468 CF (3)Cumulative storage volumes calculated using Hydro CAD°watershed modeling program. 1 P:\127-3736=0280annageOrainage ReporWorebay_Calcs 02-08-10 I1 Post Conditions-01 Type /// 24-hr 1" Rainfall=1.00" Prepared by {enter your company name here} Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2F: Sediment Forebay 2 Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 150.00 1,028 0 151.06 1,530 1,353 150.02 1,037 21 151.08 1,540 1,384 150.04 1,047 41 151.10 1,551 1,415 150.06 1,056 63 151.12 1,562 1,446 150.08 1,066 84 151.14 1,573 1,477 ' 150.10 1,075 105 151.16 1,584 1,509 150.12 1,084 127 151.18 1,595 1,541 150.14 1,094 149 151.20 1,605 1,573 150.16 1,103 170 151.22 1,616 1,605 ' 150.18 1,112 193 151.24 1,627 1,637 150.20 1,122 215 151.26 1,638 1,670 150.22 1,131 238 151.28 1,649 1,703 150.24 1,141 260 151.30 1,660 1,736 ' 150.26 1,150 283 151.32 1,670 1,769 150.28 1,159 306 151.34 1,681 1,803 150.30 1,169 330 151.36 1,692 1,837 150.32 1,178 353 151.38 1,703 1,870 ' 150.34 1,187 377 151.40 1,714 1,905 150.36 1,197 400 151.42 1,725 1,939 150.38 1,206 425 151.44 1,735 1,974 150.40 1,216 449 151.46 1,746 2,008 150.42 1,225 473 151.48 1,757 2,043 150.44 1,234 498 151.50 1,768 2,079 150.46 1,244 523 151.52 1,779 2,114 150.48 1,253 547 151.54 1,790 2,150 150.50 1,263 573 151.56 1,801 2,186 150.52 1,272 598 151.58 1,811 2,222 150.54 1,281 624 151.60 1,822 2,258 150.56 1,291 649 151.62 1,833 2,295 ' 150.58 1,300 675 151.64 1,844 2,332 150.60 1,309 701 151.66 1,855 2,369 150.62 1,319 728 151.68 1,866 2,406 150.64 1,328 754 151.70 1,876 2,443 150.66 1,338 781 151.72 1,887 2,481 150.68 1,347 807 151.74 1,898 2,519 150.70 1,356 835 151.76 1,909 2,557 150.72 1,366 862 151.78 1,920 2,595 ' 150.74 1,375 889 151.80 1,931 2,634 150.76 1,384 917 151.82 1,941 2,672 150.78 1,394 945 151.84 1,952 2,711 ' 150.80 1,403 972 151.86 1,963 2,750 150.82 1,413 1,001 151.88 1,974 2,790 150.84 1,422 1,029 151.90 1,985 2,829 150.86 1,431 1,058 151.92 1,996 2,869 150.88 1,441 1,086 151.94 2,006 2,909 150.90 1,450 1,115 151.96 2,017 2,949 150.92 1,459 1,144 151.98 2,028 2,990 150.94 1,469 1,174 152.00 2,039 3,031 ' 150.96 1,478 1,203 150.98 1,488 1,233 151.00 1,497 1,263 151.02 1,508 1,293 ' 151.04 1,519 1,323 i Post Conditions-01 Type 111 24-hr I" Rainfall=1.00" Prepared by {enter your company name here} Printed 2/8/2010 H_ydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 6F: Sediment Forebay 6 Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) _ (feet) (sq-ft) (cubic-feet) 152.00 68 0 153.06 278 180 152.02 72 1 153.08 284 186 ' 152.04 76 3 153.10 290 191 152.06 80 4 153.12 296 197 152.08 83 6 153.14 302 203 152.10 87 8 153.16 308 209 , 152.12 91 10 153.18 314 216 152.14 95 11 153.20 320 222 152.16 99 13 153.22 326 228 152.18 103 15 153.24 332 235 ' 152.20 106 17 153.26 338 242 152.22 110 20 153.28 344 249 152.24 114 22 153.30 350 255 152.26 118 24 153.32 356 263 , 152.28 122 27 153.34 362 270 152.30 126 29 153.36 368 277 152.32 129 32 153.38 374 284 152.34 133 34 153.40 380 292 , 152.36 137 37 153.42 386 300 152.38 141 40 153.44 392 307 152.40 145 43 153.46 398 315 152.42 149 45 153.48 404 323 ' 152.44 152 49 153.50 410 331 152.46 156 52 153.52 415 340 152.48 160 55 153.54 421 348 152.50 164 58 153.56 427 356 ' 152.52 168 61 153.58 433 365 152.54 172 65 153.60 439 374 152.56 176 68 153.62 445 383 152.58 179 72 153.64 451 392 ' 152.60 183 75 153.66 457 401 152.62 187 79 153.68 463 410 152.64 191 83 153.70 469 419 152.66 195 87 153.72 475 429 152.68 199 91 153.74 481 438 152.70 202 95 153.76 487 448 152.72 206 99 153.78 493 458 152.74 210 103 153.80 499 468 152.76 214 107 153.82 505 478 152.78 218 111 153.84 511 488 152.80 222 116 153.86 517 498 ' 152.82 225 120 153.88 523 509 152.84 229 125 153.90 529 519 152.86 233 129 153.92 535 530 152.88 237 134 153.94 541 540 152.90 241 139 153.96 547 551 ' 152.92 245 144 153.98 553 562 152.94 248 149 154.00 559 574 152.96 252 154 152.98 256 159 ' 153.00 260 164 153.02 266 169 153.04 272 175 ' i 1 ' TETRA TECH Rt2Z0 Project: Lowe's of Proj. No: 127-3736-08028 (� Salem Date: 2/8/2010 City: Salem Comp: Stormwater Recharge State: MA Check : Recharee Required *Based on DEP requirement ' Existing Impervious Area = 65,515 SF (Includes entire Study Area) Proposed Impervious Area = 541,015 SF (Includes entire Study Area) New Impervious Area = 475,500 SF = 10.92 AC Hydrologic Soil Target Depth Factor ' Coup (in) C 0.25 ' Calculation Summary ' Required Recharge Volume Impervious Area Required Volume Volume Provided Soil group (SF) CF CF C 475,500 9,906 16,860 Total 9,906 16,860 ' Recharge Provided (1) Total recharge volume provided in Extended Dry Detention Basin 2D below low level orifice(e/ev=149.75) = 12,759 CF ' (2) Total recharge volume provided in Extended Dry Detention Basin 6D below low level orifice(e/ev=152.50) =4,101 CF (3) Total recharge volume provided in Extended Dry Detention Basin 6D is a summation of sub-ponds 6Da and 6Db (4)Cumulative storage volumes calculated using HydroCAD®watershed modeling program. P:\127-3736\08028\Drainage\Drainage Report\Recharge_Calcs 02-08-10 Post Conditions-01 Type Ill 24-hr 1" Rainfall=1.00" Prepared by {enter your company name here} Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC ' Stage-Area-Storage for Pond 2D: Detention Pond 2 Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 148.00 5,838 0 153.30 18,598 60,857 148.10 6,001 592 153.40 18,812 62,727 , 148.20 6,163 1,200 153.50 19,026 64,619 148.30 6,326 1,825 153.60 19,240 66,533 148.40 6,488 2,465 153.70 19,454 68,467 148.50 6,651 3,122 153.80 19,667 70,423 ' 148.60 6,814 3,795 153.90 19,881 72,401 148.70 6,976 4,485 154.00 20,095 74,400 148.80 7,139 5,191 154.10 20,316 76,420 148.90 7,301 5,913 154.20 20,537 78,463 ' 149.00 7,464 6,651 154.30 20,758 80,527 149.10 7,645 7,406 154.40 20,979 82,614 149.20 7,825 8,180 154.50 21,200 84,723 149.30 8,006 8,971 154.60 21,420 86,854 ' 149.40 8,186 9,781 154.70 21,641 89,007 149.50 8,367 10,609 154.80 21,862 91,182 149.60 8,548 11,454 154.90 22,083 93,380 149.70 8,728 12,318 155.00 22,304 95,599 , 149.80 8,909 13,200 155.10 22,646 97,846 149.90 9,089 14,100 155.20 22,988 100,128 150.00 9,270 15,018 155.30 23,330 102,444 150.10 9,464 15,955 155.40 23,671 104,794 ' 150.20 9,658 16,911 155.50 24,013 107,178 150.30 9,852 17,886 155.60 24,355 109,597 150.40 10,046 18,881 155.70 24,697 112,049 150.50 10,240 19,896 ' 150.60 10,434 20,929 150.70 10,628 21,982 150.80 10,822 23,055 150.90 11,016 24,147 ' 151.00 11,210 25,258 151.10 11,642 26,401 151.20 12,074 27,586 151.30 12,507 28,815 , 151.40 12,939 30,088 151.50 13,371 31,403 151.60 13,803 32,762 151.70 14,235 34,164 , 151.80 14,668 35,609 151.90 15,100 37,097 152.00 15,532 38,629 152.10 15,774 40,194 ' 152.20 16,017 41,784 152.30 16,260 43,398 152.40 16,502 45,036 152.50 16,745 46,698 ' 152.60 16,987 48,385 152.70 17,229 50,096 152.80 17,472 51,831 , 152.90 17,715 53,590 153.00 17,957 55,374 153.10 18,171 57,180 153.20 18,385 59,008 , 11 Post Conditions-01 Type 111 24-hr 1" Rainfall=1.00" Prepared by{enter your company name here} Printed 2/8/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 6Da: Detention Pond 6 Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) _ (feet) (sq-ft) (cubic-feet) 150.00 106 0 151.06 349 238 ' 150.02 110 2 151.08 356 245 150.04 115 4 151.10 362 253 150.06 119 7 151.12 368 260 150.08 124 9 151.14 375 267 ' 150.10 128 12 151.16 381 275 150.12 133 14 151.18 388 283 150.14 137 17 151.20 394 290 150.16 142 20 151.22 400 298 150.18 146 23 151.24 407 306 150.20 151 26 151.26 413 315 150.22 155 29 151.28 420 323 150.24 160 32 151.30 426 331 150.26 164 35 151.32 432 340 150.28 169 38 151.34 439 349 150.30 173 42 151.36 445 358 150.32 178 45 151.38 452 367 150.34 182 49 151.40 458 376 150.36 187 53 151.42 464 385 150.38 191 56 151.44 471 394 150.40 196 60 151.46 477 404 150.42 200 64 151.48 484 413 150.44 205 68 151.50 490 423 150.46 209 72 151.52 496 433 150.48 214 77 151.54 503 443 ' 150.50 218 81 151.56 509 453 150.52 222 85 151.58 516 463 150.54 227 90 151.60 522 474 150.56 231 94 151.62 528 484 ' 150.58 236 99 151.64 535 495 150.60 240 104 151.66 541 505 150.62 245 109 151.68 548 516 150.64 249 114 151.70 554 527 ' 150.66 254 119 151.72 560 539 150.68 258 124 151.74 567 550 150.70 263 129 151.76 573 561 150.72 267 134 151.78 580 573 ' 150.74 272 140 151.80 586 584 150.76 276 145 151.82 592 596 150.78 281 151 151.84 599 608 150.80 285 156 151.86 605 620 150.82 290 162 151.88 612 632 150.84 294 168 151.90 618 645 150.86 299 174 151.92 624 657 150.88 303 180 151.94 631 670 ' 150.90 308 186 151.96 637 682 150.92 312 192 151.98 644 695 150.94 317 199 152.00 650 708 ' 150.96 321 205 150.98 326 211 151.00 330 218 151.02 336 225 ' 151.04 341 231 Post Conditions-01 Type ///24-hr 1" Rainfall=1.00" Prepared by {enter your company name here} Printed 2/8/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC , Stage-Area-Storage for Pond 6Db: Detention Pond 6 Elevation Surface Storage (feet) (sq-ft) (cubic-feet) 150.00 325 0 150.10 379 35 , 150.20 434 76 150.30 489 122 150.40 543 174 150.50 598 231 ' 150.60 652 293 150.70 706 361 150.80 761 434 150.90 816 513 ' 151.00 870 598 151.10 1,005 691 151.20 1,140 799 151.30 1,276 919 ' 151.40 1,411 1,054 151.50 1,546 1,202 151.60 1,681 1,363 151.70 1,816 1,538 ' 151.80 1,952 1,726 151.90 2,087 1,928 152.00 2,222 2,144 152.10 2,332 2,371 ' 152.20 2,443 2,610 152.30 2,553 2,860 152.40 2,664 3,121 152.50 2,774 3,393 ' 152.60 2,884 3,675 152.70 2,995 3,969 152.80 3,105 4,274 152.90 3,216 4,590 ' 153.00 3,326 4,918 153.10 3,420 5,255 153.20 3,515 5,602 153.30 3,610 5,958 , 153.40 3,704 6,324 153.50 3,799 6,699 153.60 3,893 7,083 153.70 3,987 7,477 , 153.80 4,082 7,881 153.90 4,177 8,294 154.00 4,271 8,716 154.10 4,526 9,156 , 154.20 4,780 9,621 154.30 5,035 10,112 154.40 5,290 10,628 154.50 5,545 11,170 , 154.60 5,799 11,737 154.70 6,054 12,330 154.80 6,309 12,948 154.90 6,563 13,591 ' 155.00 6,818 14,261 155.10 6,818 14,261 155.20 6,818 14,261 Tetra Tech Rizzo Project: Lowe's of Salem By: MKM Date: 12/28/2009 Location: Salem, MA Chkd: AFT Date: 12/28/2009 Watershed Area: 1 P A B C D E TSS Removal Starting TSS Amount Remaining BMP Rate Load* Removed (BxC) Load (C-D) Street Sweeping 0.10 1.00 0.100 0.90 Deep Sump/Hooded 0.25 0.90 0.225 0.68 Catchbasins 0 m A (a Water Quality to 0.80 0.68 0.540 0.14 <0 ti Structures Equals remaining load from previous BMP Total TSS Removal Source:Volume Two:Massachusetts Stormwater Handbook,Dated January 2009 prepared by MADEP,Section VI Case studies. P:\127-3736\08028\Drainage\Drainage Report\TSSRemoval_02-08-10 Tetra Tech Rizzo Project: Lowe's of Salem By: MKM Date: 12/28/2009 Location: Salem, MA Chkd: AFT Date: 12/28/2009 Watershed Area: 2cP A B C D E TSS Removal Starting TSS Amount Remaining BMP Rate Load* Removed (BxC) Load (C-D) Street Sweeping 0.10 1.00 0.100 0.90 Deep Sump/Hooded 0.25 0.90 0.225 0.68 Catchbasins 0 0 ° is c 3 N Water Quality 0.80 0.68 0.540 0.14 o y Structures MM Extended Dry Detention Basin 0.50 0.14 0.068 0.07 with Sediment Forebay Equals remaining load from previous BMP Total TSS Removal Source:Volume Two:Massachusetts Stormwater Handbook,Dated January 2009 prepared by MADEP,Section A Case studies. P:\127-3736\08028\Drainage\Drainage Report\TSSRemoval_02-08-10 Ml = = M Tetra Tech Rizzo Project: Lowe's of Salem By: MKM Date: 12/28/2009 Location: Salem, MA Chkd: AFT Date: 12/28/2009 Watershed Area: 3P A B C D E TSS Removal Starting TSS Amount Remaining BMP Rate Load* Removed (BxC) Load (C-D) =Sweeping 0.10 1.00 0.100 0.90 Deep Sump/Hooded 0.25 0.90 0.225 0.68 Catchbasins m z x c 2 U Water Quality U) 0.80 0.68 0.540 0.14 0 y Structures Equals remaining load from previous BMP Total TSS Removal Source:Volume Two:Massachusetts Stormwater Handbook,Dated January 2009 prepared by MADEP,Section A Case studies. P:\127-3736\08028\Drainage\Drainage Report\TSSRemoval_02-08-10 Tetra Tech Rizzo Project: Lowe's of Salem By: MKM Date: 12/28/2009 Location: Salem, MA Chkd: AFT Date: 12/28/2009 Watershed Area: 6bP A B C D E TSS Removal Starting TSS Amount Remaining BMP Rate Load* Removed (BxC) Load (C-D) Street Sweeping 0.10 1.00 0.100 0.90 Deep Sump/Hooded 0.25 0.90 0.225 0.68 Catchbasins 0d ;x c 3 1 Water Quality — CO F C 0.80 0.68 0.540 0.14 � � w Structures m Extended Dry Detention Basin 0.50 0.14 0.068 0.07 with Sediment Forebay Equals remaining load from previous BMP Total TSS Removal Source:Volume Two:Massachusetts Stormwater Handbook,Dated January 2009 prepared by MADEP,Section VI Case studies. P:\127-3736\08028\Drainage\Drainage Report\TSSRemoval_02-08-10 iris Tetra Tech Rizzo Project: Lowe's of Salem By: MKM Date: 2/8/2010 Location: Salem, Massachusetts Chkd: AFT Date: 2/8/2010 Cumulative TSS Removal Rate Basin Area Basin Weighted Basin ID (AC) Removal Rate Removal Rate 1 P 1.67 0.87 1 1.44 2cP 7.92 0.937.39 3P 3.07 0.87 2.66 6bP 3.62 0.93 3.38 Totals 16.28 14.86 Cumulative Rate = 14.86 16.28 = 0.913 Cumulative Rate = 91% (1) TSS removal calculations for 2aP were not included as it contains only pervious area consisting of woods, seeded area, etc. (2) TSS removal calculations for 2bP and 6aP were not included as they represent clean roof runoff for both the Lowe's building and the future Camp building. P:\127-3736\08028\Drainage\Drainage Report\TSSRemoval_02-08-10 M M M M M M M M M M M M x M C M a Q M M M i 1 1 t Appendix G Stormwater Operations and Maintenance Plans Lowe's Stormwater Operations and Maintenance Plan The Stormwater Management System will be the overall responsibility of Lowe's. The General Contractor(under Contract with Lowe's) will appoint a Project Manager who will be responsible during construction. The Lowe's Store Manager will be responsible for operation and maintenance of the storm water management system during store ' operations. The schedule for inspection and maintenance during and after construction is as follows. Schedule for Inspection and Maintenance during Construction: ■ Silt Fence: The silt fence will be installed prior to the commencement of ' construction. The fence will be inspected by the Construction Manager on a weekly basis, as well as, prior to storm events and after storm events to ensure its integrity. Portions of the erosion control barrier will be replaced and/or repaired as necessary to prevent erosion. • Construction Entrance and Street Sweeping: The construction entrance will be installed prior to commencement of construction. The public way will be inspected daily. Any tracking of sediment onto the public way is to be removed immediately by street sweeping. 1 • Slope Stabilization: All slopes will be stabilized within fourteen (14)days of final grading as shown on the project plans. Areas in failure will be re-graded to final grade and stabilized as necessary. • Catch Basin Inlet Protection: The catch basin inlet protection will be installed immediately after installation of catch basin grates. The catch basin inlet protection will be inspected weekly, and immediately after storm events. The silt bags will be cleaned out and replaced when necessary. • Construction Completion: The entire stormwater management system will be inspected upon completion of construction. Portions of the system containing sediment will have the sediment removed and disposed of in a safe and legal manner. Schedule for Inspection and Maintenance after Construction: ' • Deep Sump/Hooded Catch basins& Water Quality inlets: Catch basins and water quality inlets will be inspected on a quarterly basis. Collection of accumulated sediment and hydrocarbons will be accomplished by means of vacuum pumping. ' Disposal of accumulated sediment and hydrocarbons will be performed in accordance with applicable local, state and federal regulations. • Sediment Forebays: After construction, the sediment forebays will be inspected after every major storm for the first few months to ensure proper stabilization and function. Thereafter, they will be inspected monthly. Collection of accumulated ' sediment should be performed four times per year and when sediment depth is between 3 to 6 feet. • Extended Dry Detention Basins: After construction,the extended dry detention basins will be inspected after every major storm for the first few months to ensure proper stabilization and function. Thereafter, they will be inspected twice per year. The outlet control structure should be examined for evidence of clogging or outflow release greater than design flow at least twice per year. The upper-stage, side slopes, embankment, and emergency spillway should be mowed twice per year. Collection of accumulated sediment should be performed at least once ' every five years. • Stormwater Quality Units: , • Inspection: During the first year of operation frequent inspections of the rate of accumulated sediment volume within the grit chamber will be performed. Based on this an appropriate maintenance plan will be ' established. After the first year, the inspection schedule will be reviewed and modified based on the information from the inspections. At minimum inspections will be performed twice per year(spring and fall). • The Stormwater Quality units will be cleaned when inspections reveal that the sediment level has accumulated within 12-18" of the dry weather water surface elevation; as per the manufacture's recommendation. Any hazardous material spill will be cleaned immediately. • Cleaning: Storwater Quality units will be cleaned out with a vacuum truck. ' Cleanout should be done is dry weather conditions when no flow is entering the system. • Trash Removal: The parking lot will be inspected on a frequent basis to remove any trash accumulation. Street sweeping: Street sweeping will occur at least twice a year, once coinciding with the end of the winter sanding season and once during the late fall. The entire storm water management system, including piping, catches basins, manholes, and other BMPs will be cleaned prior to final site acceptance. Sediment and debris will be removed and disposed of in a safe and legal manner. The overall storm water management system will be inspected periodically by the Lowe's Store Manager to ensure that all systems are operating properly. 1 Camp Lion Stormwater Operations and Maintenance Plan The Stormwater Management System associated with the Camp Lion facilities will be the 1 overall responsibility of Camp Lion. The General Contractor(under Contract with Camp Lion) will appoint a Project Manager who will be responsible during construction. The Camp Director will be responsible for operation and maintenance of the storm water management system during store operations. The schedule for inspection and maintenance during and after construction is as follows. Schedule for Inspection and Maintenance during Construction: • Silt Fence: The silt fence will be installed prior to the commencement of construction. The fence will be inspected by the Construction Manager on a weekly basis, as well as, prior to storm events and after storm events to ensure its integrity. Portions of the erosion control barrier will be replaced and/or repaired as necessary to prevent erosion. • Construction Entrance and Street Sweeping: The construction entrance will be installed prior to commencement of construction. The public way will be inspected daily. Any tracking of sediment onto the public way is to be removed immediately by street sweeping. • Slope Stabilization: All slopes will be stabilized within fourteen (14) days of final grading as shown on the project plans. Areas in failure will be re-graded to final grade and stabilized as necessary. • Catch Basin Inlet Protection: The catch basin inlet protection will be installed immediately after installation of catch basin grates. The catch basin inlet protection will be inspected weekly, and immediately after storm events.The silt bags will be cleaned out and replaced when necessary. ' ■ Construction Completion: The entire stormwater management system will be inspected upon completion of construction. Portions of the system containing sediment will have the sediment removed and disposed of in a safe and legal ' manner. Schedule for Inspection and Maintenance after Construction: • Deep Sump/Hooded Catch basins& Water Quality inlets: Catch basins and water quality inlets will be inspected on a quarterly basis. Collection of accumulated sediment and hydrocarbons will be accomplished by means of vacuum pumping. i Disposal of accumulated sediment and hydrocarbons will be performed in accordance with applicable local, state and federal regulations. • Sediment Forebays: After construction, the sediment forebays will be inspected after every major storm for the first few months to ensure proper stabilization and 1 function. Thereafter, they will be inspected monthly. Collection of accumulated sediment should be performed four times per year and when sediment depth is ' between 3 to 6 feet. • Extended Dry Detention Basins: After construction, the extended dry detention ' basins will be inspected after every major storm for the first few months to ensure proper stabilization and function. Thereafter, they will be inspected twice per year. The outlet control structure should be examined for evidence of clogging or outflow release greater than design flow at least twice per year. The upper-stage, i side slopes, embankment, and emergency spillway should be mowed twice per year. Collection of accumulated sediment should be performed at least once every five years. • Stormwater Quality Units: • Inspection: During the first year of operation frequent inspections of the rate of accumulated sediment volume within the grit chamber will be performed. Based on this an appropriate maintenance plan will be established. After the first year, the inspection schedule will be reviewed and modified based on the information from the inspections. At minimum inspections will be performed twice per year(spring and fall). • The Stormwater Quality units will be cleaned when inspections reveal that the sediment level has accumulated within 12-18" of the dry weather l water surface elevation; as per the manufacture's recommendation. Any hazardous material spill will be cleaned immediately. • Cleaning: Storwater Quality units will be cleaned out with a vacuum truck. 1 Cleanout should be done is dry weather conditions when no flow is entering the system. ■ Trash Removal: The parking lot will be inspected on a frequent basis to remove any trash accumulation. i Street sweeping: Street sweeping will occur at least twice a year, once coinciding with the end of the winter sanding season and once during the late fall. The entire storm water management system, including piping, catches basins, manholes, , and other BMPs will be cleaned prior to final site acceptance. Sediment and debris will be removed and disposed of in a safe and legal manner. The overall storm water management system will be inspected periodically by the Camp Director to ensure that all systems are operating properly. i 1 1 1 City of Salem Stormwater Operations and Maintenance Plan The Stormwater Management System associated with the City of Salem water tower will be the overall responsibility of the City of Salem. The General Contractor(under Contract with The City of Salem) will appoint a Project Manager who will be responsible during construction. The City of Salem will be responsible for operation and maintenance of the storm water management system during store operations. The schedule for inspection and maintenance during and after construction is as follows. ' Schedule for Inspection and Maintenance during Construction: • Silt Fence: The silt fence will be installed prior to the commencement of I • construction.The fence will be inspected by the Construction Manager on a weekly basis, as well as, prior to storm events and after storm events to ensure its integrity. Portions of the erosion control barrier will be replaced and/or repaired ' as necessary to prevent erosion. • Construction Entrance and Street Sweeping: The construction entrance will be installed prior to commencement of construction. The public way will be t inspected daily. Any tracking of sediment onto the public way is to be removed immediately by street sweeping. • Slope Stabilization: All slopes will be stabilized within fourteen (14) days of final grading as shown on the project plans.Areas in failure will be re-graded to final grade and stabilized as necessary. • Catch Basin Inlet Protection: The catch basin inlet protection will be installed immediately after installation of catch basin grates. The catch basin inlet ' protection will be inspected weekly, and immediately after storm events. The silt bags will be cleaned out and replaced when necessary. 1 • Construction Completion: The entire stormwater management system will be inspected upon completion of construction. Portions of the system containing sediment will have the sediment removed and disposed of in a safe and legal manner. Schedule for Inspection and Maintenance after Construction: • Deep Sump/Hooded Catch basins& Water Quality inlets: Catch basins and water quality inlets will be inspected on a quarterly basis. Collection of accumulated sediment and hydrocarbons will be accomplished by means of vacuum pumping. 1 Disposal of accumulated sediment and hydrocarbons will be performed in accordance with applicable local, state and federal regulations. • Trash Removal: The parking lot will be inspected on a frequent basis to remove any trash accumulation. ■ Street sweeping: Street sweeping will occur at least twice a year, once coinciding , with the end of the winter sanding season and once during the late fall. The entire storm water management system, including piping, catches basins, manholes, and other BMPs will be cleaned prior to final site acceptance. Sediment and debris will ' be removed and disposed of in a safe and legal manner. The overall storm water management system will be inspected periodically by The City of Salem to ensure that all systems are operating properly. M M M M M M M x 'v c d CL Q Q M M M M , M M M M 1 1 1 1 1 1 1 1 1 1 1 it 1 Appendix H Long-Term Pollution Prevention Plans 1 1 ' Long Term Pollution Prevention Plan 1 Lowe's Home Centers, Inc. Highland Avenue Salem, Massachusetts ' Good Housekeeping Practices The Owner/Operator shall employ the use of good housekeeping practices by adhering to the maintenance schedules and procedures described in the Stormwater Operations and ' Maintenance Plan provided in Appendix E of this report. Provisions for storing materials and waste products inside or under cover The storage of hazardous materials and waste is not anticipated at this site. Vehicle washing controls The washing of vehicles is not anticipated at this site. In the event that vehicle washing is conducted at the site, it will be performed in a location where runoff can be collected in the closed stormwater collection system and directed to a stormwater quality device. ' Runoff resulting from vehicle washing will not be directly discharged to a wetland. Requirements for routine inspections and maintenance of stormwater BMP's The Owner/Operator will utilize the Stormwater Operations and Maintenance Plan contained in Appendix E of this report for use in the maintenance of the stormwater BMP's. ' Spill prevention and response plans There is limited risk of a large spill requiring action at this site. Spills requiring action will most likely be associated with motor vehicle activity. In the event of a large spill contact Info Trak at 1-888-429-6281 to determine if the spill is reportable. Info Trak has been retained by Lowe's to provide this service to Lowe's facilities. Info Trak will notify the appropriate authorities immediately if the spill quantity is determined to be ' reportable. Provisions for maintenance of lawns,gardens,and other landscaped areas The use of chemical fertilizers will be minimized to the maximum extent practicable. If fertilizers must be used, they will be worked into the soil to limit exposure to stormwater. Requirements for storage and use of fertilizers, herbicides,and pesticides Fertilizers, herbicides, and pesticides will be stored in their original containers with the original labels in legible condition. These substances will be stored in covered, dry areas. ' The use of fertilizers, herbicides, and pesticides will be minimized to the maximum extent practicable. ' Provisions for solid waste management Solid waste management systems shall be inspected and maintained in accordance with all local, state, and federal solid waste management regulations. Long Term Pollution Prevention Plan 2 , Lowe's Home Centers, Inc. Highland Avenue ' Salem, Massachusetts Emergency and Regulatory Contacts ' City of Salem Fire Department 911 /(978) 744-6990 City of Salem Police Department 911 /(978) 744-0171 , City of Salem Department of Emergency Management (978) 744-3936 Massachusetts Department of Environmental Protection (617) 292-5500 ' United States Environmental Protection Agency (617) 918-1111 1 Long Term Pollution Prevention Plan 1 Camp Lion i Highland Avenue Salem, Massachusetts ' Good Housekeeping Practices The Owner/Operator shall employ the use of good housekeeping practices by adhering to the maintenance schedules and procedures described in the Stormwater Operations and ' Maintenance Plan provided in Appendix E of this report. Provisions for storing materials and waste products inside or under cover The storage of hazardous materials and waste is not anticipated at this site. Vehicle washing controls The washing of vehicles is not anticipated at this site. In the event that vehicle washing is conducted at the site, it will be performed in a location where runoff can be collected in the closed stormwater collection system and directed to a stormwater quality device. Runoff resulting from vehicle washing will not be directly discharged to a wetland. Requirements for routine inspections and maintenance of stormwater BW's The Owner/Operator will utilize the Stormwater Operations and Maintenance Plan contained in Appendix E of this report for use in the maintenance of the stormwater BMP's. ' Spill prevention and response plans There is limited risk of a large spill requiring action at this site. Spills requiring action will most likely be associated with motor vehicle activity. In the event of a large spill contact the following: MassDEP's 24-hour emergency response notification line at 888-304-1133 Additional emergency contacts are included at the end of this document. Provisions for maintenance of lawns,gardens,and other landscaped areas The use of chemical fertilizers will be minimized to the maximum extent practicable. If fertilizers must be used,they will be worked into the soil to limit exposure to stormwater. Requirements for storage and use of fertilizers, herbicides, and pesticides Fertilizers, herbicides, and pesticides will be stored in their original containers with the original labels in legible condition. These substances will be stored in covered, dry areas. The use of fertilizers, herbicides, and pesticides will be minimized to the maximum extent practicable. Provisions for solid waste management Solid waste management systems shall be inspected and maintained in accordance with ' all local, state, and federal solid waste management regulations. 1 Long Term Pollution Prevention Plan 2 , Camp Lion Highland Avenue , Salem, Massachusetts Emergency and Regulatory Contacts , City of Salem Fire Department 911 /(978) 744-6990 City of Salem Police Department 911 /(978) 744-0171 ' City of Salem Department of Emergency Management (978) 744-3936 ' Massachusetts Department of Environmental Protection (617) 292-5500 United States Environmental Protection Agency (617) 918-1111 ' 1 r r r r r r r Long Term Pollution Prevention Plan 1 City of Salem Highland Avenue Salem, Massachusetts ' Good Housekeeping Practices The Owner/Operator shall employ the use of good housekeeping practices by adhering to the maintenance schedules and procedures described in the Stormwater Operations and ' Maintenance Plan provided in Appendix E of this report. Provisions for storing materials and waste products inside or under cover ' The storage of hazardous materials and waste is not anticipated at this site. Vehicle washing controls ' The washing of vehicles is not anticipated at this site. In the event that vehicle washing is conducted at the site, it will be performed in a location where runoff can be collected in the closed stormwater collection system and directed to a stormwater quality device. ' Runoff resulting from vehicle washing will not be directly discharged to a wetland. Requirements for routine inspections and maintenance of stormwater BMP's ' The Owner/Operator will utilize the Stormwater Operations and Maintenance Plan contained in Appendix E of this report for use in the maintenance of the stormwater BMP's. ' Spill prevention and response plans There is limited risk of a large spill requiring action at this site. Spills requiring action will most likely be associated with motor vehicle activity. In the event of a large spill contact the following: MassDEP's 24-hour emergency response notification line at 888-304-1133 ' Additional emergency contacts are included at the end of this document. ' Provisions for maintenance of lawns,gardens,and other landscaped areas The use of chemical fertilizers will be minimized to the maximum extent practicable. If fertilizers must be used,they will be worked into the soil to limit exposure to stormwater. Requirements for storage and use of fertilizers, herbicides,and pesticides Fertilizers, herbicides, and pesticides will be stored in their original containers with the original labels in legible condition. These substances will be stored in covered, dry areas. The use of fertilizers, herbicides, and pesticides will be minimized to the maximum extent practicable. ' Provisions for solid waste management Solid waste management systems shall be inspected and maintained in accordance with ' all local, state, and federal solid waste management regulations. 1 Long Term Pollution Prevention Plan 2 ' City of Salem Highland Avenue Salem, Massachusetts Emergency and Regulatory Contacts , City of Salem Fire Department 911 /(978) 744-6990 City of Salem Police Department 911 /(978) 744-0171 , City of Salem Department of Emergency Management (978) 744-3936 ' Massachusetts Department of Environmental Protection (617) 292-5500 United States Environmental Protection Agency (617) 918-1111 1 � �I N � �I C O V N M M M M M M � M M M SECTION 2 "Drainage Report" For Proposed Walmart Store � M � M M M M M M M iM 1 FF � DRAINAGE REPORT For Proposed WALMART STORE 1 Highland Avenue (Route 107) City of Salem, Massachusetts 1 Essex County Prepared for: Walmart Stores, Inc. 1 Prepared by: BOHLER ENGINEERING 1 352 Turnpike Road Southborough,MA 01772 (508)480-9900 TEL. i11A OF Mgysgc TME W D. tiG i SMRM 1 CIVIL H o.45496 A S�ISTEP'��a`� _ Matthew D. Smith,P.E. ' Massachusetts P.E. Lic.#45496 1 BOH LER N G I N E E R I N G 1 Date: February 9,2010 BEPC#W060610 1 1 1 1 ' TABLE OF CONTENTS 1 PAGE L EXECUTIVE SUMMARY 3 1 II. EXISTING SITE CONDITIONS 4 1 III. PROPOSED SITE CONDITIONS 4 IV. MA DEP STORMWATER MANAGEMENT STANDARDS 5 1 V. METHOD S VI. SUMMARY 9 1 1 APPENDICES 1 A. USGS MAP 1 B. NRCS SOIL MAPPING C. PRE-DEVELOPMENT AND POST-DEVELOPMENT WATERSHED MAPS D. STORMWATER ATTENUATION CALCULATIONS 1 E. WATER QUALITY/GROUNDWATER RECHARGE CALCULATIONS F. STORM SEWER SIZING 1 G. OPERATION AND MAINTENANCE PLAN H. LONG TERM POLLUTION PREVENTION PLAN i i 1 1 2 1 ' I. EXECUTIVE SUMMARY ' This report examines the changes in drainage that can be expected as a result of the construction of a 152,200± square foot Walmart store at the location of the existing Walmart at 450 Highland Avenue ' (Route 107). A separate Lowe's home improvement center and a municipal water supply tank are also proposed as part of the project, but will drain to drainage facilities separate from the Walmart system and are detailed in a separate drainage report by others. The Walmart component of the project is essentially hydraulically independent of the other portions of the project, with the exception of a portion of the main ' entrance drive, which drains to Highland Avenue and is included within this report. ' The existing site contains a 109,500± sf building which includes an existing Walmart. The building and paved parking areas on the site currently drain to the Highland Avenue drainage system. Similarly, ' under developed conditions, the proposed storm drainage system including a proposed detention basin behind the new building will drain to the Highland Avenue system. The undeveloped portion of the site ' to the northwest will continue to drain to the northwest into an existing wetland. Post-development flow rates will be less than pre-development runoff rates as follows: To Highland Avenue �%�ency Exrsf�iigAFlow�Propo c Flow '�Change fYrs) }• �'S) .� (�CF�S)�'' -' (CFSj: - 2 27.05 25.74 -1.31 ' 10 47.62 42.38 -5.24 25 61.18 53.10 -8.08 ' 100 77.85 66.14 -11.71 To West of Site �Freque c Z'S6 Gow Pioposed FIoW , Change F' i(CFS) '( S) 2 5.85 4.15 -1.70 10 13.17 10.59 -2.58 25 18.41 15.03 -3.38 ' 100 25.13 20.22 -4.91 3 ' All proposed catch basins will incorporate deep sumps and trap hoods. Additional water quality will be ' provided by swirl-type hydrodynamic separators and a detention basin. Total TSS removal rates will meet or exceed the DEP's required 80%removal rate. II. EXISTING SITE CONDITIONS The project is part of an approximate 88-acre assemblage of parcels located on the southbound side of ' Highland Avenue near Clark Street in Salem, Massachusetts. The north part of the property is currently developed with a 109,500± square foot building containing a 97,000± square foot Walmart and other ' retail stores. There is a Meineke car service shop immediately to the south fronting Highland Avenue. Inclusive of the buildings and parking areas, there are approximately 9.7 acres of impervious surface within the 21.2 acre watershed (46% impervious) that drains to the Highland Avenue drainage system. ' An Existing Drainage Area Map is included in Appendix C. Soil maps indicate that soils at the site are hydrologic type B; however due to extensive ledge at the site, both exposed and near the ground surface, ' a hydrologic soil type of C has been used in the drainage calculations to better model existing conditions. A letter from the geotechnical engineer supporting this soil type is included in Appendix B. As can be seen on the Existing Drainage Area Map, the entire developed part of the Walmart site lies in ' the low point between two ledge slopes and the whole area drains toward Highland Avenue, where the runoff is intercepted by the Highland Avenue drainage system. This system ultimately passes under the ' road through a 30 inch pipe which discharges on the east side of the road. The undeveloped west portion of the site consists mainly of wooded rocky slopes with large areas of exposed ledge which drain from ' high points at the north and south to a low point in the middle. This natural swale drains to on off-site area of wetlands to the west which eventually discharge to Spring Pond. 1 III. PROPOSED SITE CONDITIONS A 152,200± square foot Walmart store is proposed along with a separate 153,000± square foot Lowe's ' home improvement center which is detailed in a separate drainage report. Additionally, a municipal 4 water tank and access drive are proposed southwest of the Walmart site. A detention basin is proposed to the west of the Walmart store which will receive clean runoff from the Walmart building's roof. The ' remainder of the Walmart site will drain to the Highland Avenue drainage system. Please refer to the Proposed Drainage Area Map in Appendix C. Storm Sewer System ' For the Walmart site, a closed storm sewer system will capture runoff from parking areas which will be treated by a stormwater quality device and discharge to the existing Highland Avenue storm sewer ' system. The storm sewer system has been sized to adequately convey the 25 year design storm with a minimum pipe size of 12" and minimum pipe slope of 0.5%. Detention Basin A detention basin with 74,500 cubic feet (1.7 acre-feet) of storage is proposed in the natural swale area ' behind the proposed Walmart. The detention basin will take advantage of the natural contours to provide storage in this area and will avoid disturbance within the 100 foot regulated bordering vegetated wetland buffer. A swale is proposed above the north side of the basin to divert runoff from the hill above away from the detention basin towards it natural point of discharge to the west. ' The basin will drain through a multi-stage outlet structure that will discharge to pipes leading through ' the Walmart parking lot to the Highland Avenue drainage system. An emergency spillway is provided above the computed 100 year water surface elevation, and the top of the basin berm will provide more ' than one foot of freeboard above the 100 year water surface elevation. A pipe outlet will be provided through the west side of the basin to provide runoff to the off-site wetlands to the west. This outlet pipe ' has been sized to discharge enough water to simulate existing conditions at the wetlands. ' IV. MASSACHUSETTS DEP STORMWATER MANAGEMENT STANDARDS The following section describes the project's conformance with the Massachusett DEP's current iStormwater Management Standards, as of January 2, 2008. 5 Low Impact Development (LID) Measures ' The extent of proposed impervious surfaces has been minimized as much as possible. The proposed parking provides less than is required by zoning and less than preferred by prototypical configuration for Walmart. Walmart's preferred parking ratio is 5.0 spaces /1,000 square feet of building area and would require a total of approximately 761 spaces at this store location. Approximately 851 parking spaces are ' required per the City of Salem Zoning Ordinance and 611 parking spaces are provided. Therefore, impervious area for parking spaces has been reduced through a reduction in the amount of parking ' typically required. Standard#1- Untreated Storm Water ' Runoff from proposed impervious surfaces will be treated for stormwater quality prior to discharge through swirl-type separators and clean rooftop runoff will be conveyed into the above- ground detention basin. iStandard#2: Post Development Peak Discharge Rates Runoff rates for the pre-development and post-development conditions were calculated for the 2- year, 10-year, 25-year and 100-year 24-hour storm events. These calculations are provided in Appendix D. As summarized in previous sections of this report, there will be no increase in ' stormwater runoff rates from the site for the 2, 10, 25, and 100 year storms, as required by City and State regulations. Standard#3: Recharge to Groundwater Due to the presence of shallow ledge throughout the site, meeting recharge requirements is not possible. However, please note that the existing project area contains approximately 9.7 acres of impervious area. Only the runoff from new impervious areas is to be recharged. The proposed ' detention basin provides an adequate recharge volume, as demonstrated in the calculations included in Appendix E. However, due to underlying ledge conditions, full recharge may not ' occur. 6 Standard#4: 80% TSS Removal The proposed Best Management Practices for this site provide for at least 80%TSS removal and ' consist of a"process train"which includes both nonstructural and structural techniques. In every case, street cleaning and deep sump catch basins are used to reduce pollutant loading. ' The TSS removal rate will be at least 80%. The 80% TSS removal rate is based on information ' available for the swirl-type water quality units, as approved by MassDEP. Standard 95: Land Use with Higher Potential Pollutant Loads The proposed project is considered a land uses with"Higher Potential Pollutant Loads", and as ' such has been designed in accordance with the Massachusetts Stormwater Handbook. Standard 46: Protection of Critical Areas ' The site does not contain, nor directly discharge to any critical areas, as defined by the Department of Environmental Protection. Standard#7: Redevelopment Proiects While the site may be considered a partial redevelopment project, all applicable stormwater management standards have been met, with the exception of groundwater recharge for the reasons noted above. Standard 48: Erosion/Sediment ControlDuring Construction ' An erosion and sediment control plan has been developed for this project implementing at a minimum: silt fence, a crushed stone construction exit, catch basin inlet protection, and ' provisions for stabilizing disturbed areas. A NPDES Construction General Permit will be filed with the U.S. EPA. 7 ' Standard 49: Operation/Maintenance Plan An Operation and Maintenance Plan developed in accordance with the Stormwater Management Standards will be provided. A draft plan is included in Appendix F. Standard#10: Illlicit Discharges tThe proposed stormwater system will convey only stormwater and allowable non-storm discharges (firefighting water, landscape irrigation, air conditioning condensate, etc.) and will not ' contain any illicit discharges from prohibited sources. V. METHOD 1 Storm Sewer System The storm sewer system was analyzed using the Rational Formula method and the Intellisolve Storm Sewers Program. Times of concentration for the drainage areas were assumed to be 5 minutes, which ' produces the most conservative results. Runoff"c"coefficients were calculated using a value of 0.3 for grassed areas and 0.9 for impervious areas. Detention Ponds The pre and post development rates from the detention pond were computed using the Hydrocad computer program. The drainage area information, pond volume and outlet information were entered into the program, which routes storm flows based on NRCS TR-20 and TR-55 methods. The other components of the model were determined following standard NRCS procedures for Curve Numbers (CNs) and times of concentrations. The following rainfall data was utilized in the calculations: 4. Fre uency; 2ggaz e 10 year Tow� � Rainfall (inches) 3.1 4.5 1 5.4 6.5 1 All of the input variables and calculations can be found in the computer calculations contained in Appendix D. 8 f ' Water Quality/Groundwater Recharge The water quality volumes provided were calculated following the guidelines of the Massachusetts ' Stormwater Management Handbook. ' VI. SUMMARY ' The peak runoff rates from the developed site will be less than existing rates as follows: ' To Highland Avenue 'Frequency ` xisg to{ opos`ed Flow `' 40- 119 e S). : : 1 2 27.05 25.74 -1.31 10 47.62 42.38 -5.24 25 61.18 53.10 -8.08 100 77.85 66.14 -11.71 To West of Site I-Effle luency- );xistmgg law P ogos.d Fi(ow a 3U Change . (yrs}. (tCFS) CFS (� " ;, 2 5.85 4.15 -1.70 ' 10 13.17 10.59 -2.58 25 18.41 15.03 -3.38 100 25.13 20.22 -4.91 1 Water quality at the site will be in accordance with Massachusetts Stormwater Management guidelines, and will incorporate the use of street sweeping, water quality units and TSS removal within the proposed detention basin. The combination of these treatments will result in a total suspended solids removal rate ' of over 80%. The project meets all applicable DEP Stormwater Handbook standards and should have no adverse impacts on the surrounding environment. 9 t APPENDIX A USGS MAP �i BOHLER IF, HGENIEIF. MEN G *CIVIL & CONSULTING ENGINEERS -PROJECT MANAGERS •ENVIRONMENTAL & SITE PLANNERS •MUNICIPAL ENGINEERS ' 352 Turnpike Road Southboro, MA 01772 ' (508) 480-9900 l Fax: (508) 480-9080 1 f til I W l G � � . • rrvl��-�f� ,yea I�I•' (F�'" br / �� '.-�_ n I `1 I Brown t •r tt .I� 4 )'"�'�.` and l� f \ '� ~ l •� o l5` 1 VICINITY MAP 1"=2000' ' 450 HIGHLAND AVENUE (ROUTE 107) TOWN OF SALEM ESSEX COUNTY, MASSACHUSETTS 1 APPENDIX B NRCS SOIL MAPPING i i ® _ SANBORN, HEAD &ASSOCIATES, INC. 1 Technology Park Drive o Westford, MA 01886 P(978)392-0900 o F(978)392-0987 IMPROVIN G E A R T H www.sanbornhead.com December 9, 2009 File No. 3090.00 Mr. James J. Cranston ' Bohler Engineering, P.C. 352 Turnpike Road Southborough, Massachusetts 01772 ' Re: Hydrogeological Data Summary Letter ' Proposed Wal-Mart Store#2640-03 Salem, Massachusetts ' Dear Jim: Sanborn, Head & Associates, Inc. (SHA) has prepared this hydrogeological data summary letter ' on behalf of Bohler Engineering, P.C. (Bohler) for the proposed Wal-Mart Store #2640-03 of Salem, Massachusetts. The intent of this letter is to provide hydrogeological information to members of the design team to support your site stormwater design and drainage report. ' Site Description ' The site is located off Highland Avenue (Route 107) in Salem, Massachusetts and is bounded by bedrock outcrops to the north, south and southwest, a wooded lowland area to the west, and Highland Avenue to the east, as shown on the Aerial Locus Plan on Figure 1. The current site area is predominantly covered by asphalt pavement, an existing Wal-Mart store building and exposed bedrock outcrops. ' According to the preliminary site plans received from Bohler on December 1, 2009 the proposed site development will include construction of an approximately 152,000 square foot Wal-Mart Store building, associated paved parking areas, and a stormwater detention pond west of the ' building. The existing building will be demolished and the proposed building will occupy a portion of the existing building footprint, as well as, portions of the existing asphalt pavement area. The preliminary site grading prepared by Bohler is shown on the Exploration Location ' Plan on Figure 2. ' Subsurface Explorations Between November 5 and November 11 through 17, 2009, SHA conducted a total of sixty-eight (68) subsurface explorations at the site. The exploration programs included test borings (31), test pits (8), hand-driven bedrock probes (28), and one (1) groundwater monitoring well. The explorations were observed and logged by SHA personnel on a full-time basis. Exploration locations were obtained using a Global Positioning System (GPS). The approximate locations of the explorations are shown on the Exploration Location Plan, Figure 2. ' Hvdroaeoloeical Evaluation In general, 58 of the 68 subsurface explorations observed by SHA were advanced in areas of the ' site which are considered impermeable surfaces. For the purpose of Bohler's proposed stormwater design, we consider the impermeable surfaces as surfaces covered by pavement, ' bedrock, or thin amounts of soil or fill over a shallow bedrock surface (areas with minimal to no infiltration capacity). In addition, the portion of the site surface covered by the existing Wal- Mart building is also considered impermeable (no subsurface explorations have been completed ' within the building at this time). Ten (10) subsurface explorations, TP-1 through TP-8, MW-1, and SH-3, were advanced below ' permeable surfaces. The soils encountered in these explorations, generally consisted of 4 to 6 feet of fill containing varying amounts of sand, cobbles, silt, organics, boulders and manmade debris, typically overlying layers of natural sandy silt, organic silt, or sand and gravel. ' Landscape islands immediately adjacent to paved areas are not considered as permeable areas in this discussion given the relatively small pervious surface areas in comparison to the entire site area. Draft versions of the logs for TP-I through TP-8, SH-3 and MW-1 are attached to the end ' of this letter. Figure 3 is a reproduction of the soil survey map published by United States Department of Agriculture (USDA), National Resources Conservation Service (MRCS) for the project site area located within Essex County, Massachusetts. For the purpose of the site stormwater design, the soil type 651 should be considered permeable, and soil types 102C, 102E, 602 and 652 should be ' considered impermeable. Soil types 102C and 102E refer to bedrock formations. Soil types 602, 651 and 652 refer to fill soils. Attached please find soil type descriptions published by NRCS. The soil survey map and soil type descriptions were obtained from the USDA website by ' following links from htti)://websoilsurvev.nres.usda.eov/app/WebSoilSurvev.gyxx In accordance with the Massachusetts Stormwater Handbook (February 2008 revision) and the Hydrologic Group Classification developed by NRCS of the United States Department of Agriculture, the impermeable surfaces exhibit characteristics of "D" soils. The soils below permeable surface soils (soil type 651 of NRCS survey) exhibit characteristics of"C" soils given ' the composition of fill soils, the underlying natural soils, and the proximity of the groundwater table in relation to the ground surface. 1 Wal-Mart Store#2640-03./Hydrogeological Data Summary Letter 11 (Cy ITrr 3090.00 12009/209_Hydrological Data Summary Ltr —I' �\ December 9, 2009 Page 2 I M PRO VINO RARTH 1 We trust this letter meets the current needs for the 1 project. Please call if you have any questions.� ' Very truly yours, SANBORN,HEAD&ASSOCIATES,INC. Stan Sadkowski, P.E. Vernon R. Kokosa, P.E. ' Project Manager Principal SSSNRK:sss ' Attachments: Figure 1 Locus Plan ' Figure 2 Exploration Location Plan Figure 3 NRCS Site Soil Survey and Legend Draft logs of Subsurface Explorations (MW-1, SH-3, and TP-I through TP-8) S:\WESDATA\3000\3090.00\Originals\20091209_Hydrological Data Summary Ltr.docx ' Wal-Mart Store#2640-03./Hydrogeological Data Summary Letter 3090.00 120091209_Hydrological Data Summary Ltr December 9, 2009 Page IMPROVING EARTH 1 Soil Map—Essex County,Massachusetts,Southern Part ' (Figure 3-Proposed Wal-Mart Salem,MA) 1 42'29'56" 340600 340700 340800 340900 341000 341100 � 42°29'56" l 1 1 rt -0� h rw" I f Xy�n1 '4 IF . v eA i > 1 F a t F } 1 42°29'2s' 42°28'28" 340700 34060 340%00 341 00 341100 Map Sms:1:4,110 N printed on Asim(8.5'x 11')sheet. 1 n N Meters r A 035 70 140 2,0 Feet 0 150 300 600 900 ' USDA Natural Resources Web Soil Survey 12/9/2009 Conservation Service National Cooperative Soil Survey Page 1 of 3 Soil Map-Essex County,Massachusetts,Southern Part (Figure 3-Proposed Wal-Mart Salem,MA) MAP LEGEND MAP INFORMATION Area of Interest(AOl) Very Stony Spot Map Scale: 1:4,110 if printed on A size(8.5'• 11")sheet. Area of Interest(AOI) 1, Wet Spot The soil surveys that comprise your AOI were mapped at 1:15,840. Soils Other Please rely on the bar scale on each map sheet for accurate map Soil Map Units measurements. Special Lina Features Special Point Features _ Gully Source of Map: Natural Resources Conservation Service V Blowout Web Soil Survey URL: http://websoilsuNey.nres.usda.gov ® Borrow Pit Short Steep Slope Coordinate System: UTM Zone 19N NAD83 .. X Clay Spat Other This product is generated from the USDA-NRCS certified data as of - Political Features the version date(s)listed below. Closed Depression Cities Soil Survey Area: Essex County, Massachusetts,Southern Part X Gravel Pit Water Features Survey Area Data: Version 7,May 5,2008 Gravelly Spot (] Oceans Date(s)aerial images were photographed: 7/25/2003;7/31/2003 Landfill r,.. Streams and Canals The orthophoto or other base map on which the soil lines were Lava Flow Transportation compiled and digitized probably differs from the background +++ Rails imagery displayed on these maps.As a result,some minor shifting Marsh or swamp _-- of map unit boundaries may be evident. 2 Mine or Quarry M Interstate Highways p Miscellaneous Water US Routes Perennial Water Major Roads y Rock Outcrop N Local Roads } Saline Spot Sandy Spot Severely Eroded Spot Sinkhole i3 Slide or Slip Sodic Spot Spoil Area Stony Spot USDA Natural Resources Web Soil Survey 12/9/2009 ® Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Survey of Essex County,Massachusetts,Southem Part Salem Expansion WM Soil Map Map Unit Legend Summary ' Essex County, Massachusetts, Southern Part ' Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 53A Freetown muck,ponded,0 to 1 1.8 1.4 percent slopes ' 73A Whitman loam,0 to 3 percent _ i0.6 {0.5 slopes,extremely stony ' 102C Chatfield-Hollis-Rock outcrop 53.7 40.7 1 complex, 3 to 15 percent slopes 102E Chatfield-Hollis-Rock outcrop T 37.5 . ^ ^_ 28.4 ' complex, 15 to 35 percent slopes 3168 Scituate fine sandy loam,3 to 8 0.0 0.0 , percent slopes,very stony 1 317B Scituate fine sandy loam,3 to 8 8.9 _ 6.7 percent slopes,extremely stony ' 602 Urban land ^�15.6 p 11.9 p 622C Paxton-Urban land complex, 7.5 5.7 sloping 651 Udorthents,smoothed 1.4A 1.1 652 Udorthents,refuse substratum 4.8 3.7 1 USDA Namrel Resources Web Soil Survey 1.1 5/2/2007 ' OWN Conservation Service National Cooperative Soil Survey Page 3 of 3 ' APPENDIX C PRE-DEVELOPMENT AND POST-DEVELOPMENT WATERSHED MAPS VIII III tF 7777. 7f z P4 x 111.111..4 Q 'o j 61, A; 4/,6 2 V, jo:, pf Ulr��'.�'Mf fi F C1,43 7 war or wu a L L —1�111 9 NOT APPROVED FOR ljCONSTRUCTION I 10� 1 NI g/m, 7 IIT UL I SOILS LEGEND VA Pt"d PRELIMINARY T\T 102C CHATFIELD-HOLUS-ROCK OUTCROP COMPLEX LAND DEVELOPMENT 3 TO 15 PERCENT SLOPES PLANS 102E CHATFIELD-HOLLIS-ROCK OUTCROP COMPLEX WALAIART 15 TO 35 PERCENT SLOPES STORES,INC. MAI 41 (#2640-03) 3178 SCITUATE FINE SANDY LOAM, 3 TO 8 PERCENT PROPOSED RETAIL SLOPES, EXTREMELY STONY DEVELOPMENT LOT4.MAP� V, I HIGHIA 602 URBAN LAND CND AVFES(ARLOEUMTE 107) IWO ROOF GRAINS SOUTH ESSaCOU�,MAS�CHuSMS PW 651 UDORTHENTS, SMOOTHED J, 652 UDORTHENTS, REFUSE SUBSTRATUM QTI LEGEND R X G I IN E E k I N G Jj ZBOHLER PATH OF TIME OF CONCENTRATION vm S0352� R� �A j DRAINAGE BOUNDARY BE— SOIL BOUNDARY 2 HYDROCAD NODE M.D. SMITH _zL 'o H A 107 L TC-9 7 1 GRAPHIC SCALE 150 0 75150 300 dx IN FEET I inch =150 ft 102c' I:� J umi • �.. /} e �t � I \ li II v 1 (,��J !,J-L,-o ! I IAC \ N z yn \` \ 4. AI I� I r i ; r-�-T_ — _ — -T-3 moi, \ \ \ s cy `~ 11'11 I T- � � ;• III I(/-� �\\— ,` �\ `� � `'� �I''' I � J,r 1 / � -i �c v x"\111 • I O- O m Oy ➢ T n v Q Oy GJ Z Z n m N O N 0 Z T \ II CST] v � A r Oy a U] O 0 Z D m ti \a m A A F1 rt r O om T vl K lA O r O O t O j z ZO m O 00 O S "I N O 0 O > 0 -I < n w p n C p O � O A A m n n � 0 0 A � v n '- O z X X O 09 Z, MBOHLER b dm C' z �� ojm 4 #O y� m,s� n2nO � �' ENGINEERING 00 9�y f., �� mg� �M.f� omn �� p�ij C— t"<' Ap i nl�scorvsuvrwc ervclxeeas :vorvolcE � y�� 4e €A Aw c y y "sue^ 'y .$ yr ^� -ia f7 �] I 3•� q p`n _ 'r in z o Icy 'y�y� z e€g€e 5 uxo orv�m C�v� APPENDIX D STORMWATER ATTENUATION CALCULATIONS 1 3E • EWM �� , Existing to Highlan ve Existing Wt Highland EXISTING West of WM t 1 T EXISTING at Highland Ave I S}u3�'v P, ,RF� PWB° ' WM R of Propo ed West To Basin a..: DST;:, PUV1> ' Det�tion Proposed est of WM 3P RWM ttY To Highland A Propose WM to Highl nd St RPg /ipes thru WM TP 4 PROPOSED West of 1 TP3 WM PROPOSED at Highland Ave S.ubcat R- On li Llfl{CF Drainage Diagram for Salem Pre Post WM only t Prepared by Bohler Engineering 2t9/2010 HydroCAD®8.00 s/n 002612 0 2006 HydroCAD Software Solutions LLC Salem Pre Post WM only Type 11124-hr 2-Year Rainfall=3.10" Prepared by Bohler Engineering Page 2 HydroCAD®8 00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 ' Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 3E: Existing to Highland Ave Runoff Area=5.600 ac Runoff Depth=1.39" Flow Length=1,028' Tc=21.5 min CN=81 Runoff=5.89 cfs 0.649 of Subcatchment 3P: To Highland Ave Runoff Area=3.070 ac Runoff Depth=1.83" Tc=9.7 min CN=87 Runoff=5.72 cfs 0.467 of Subcatchment EWM: Existing WM to Highland St Runoff Area=15.390 ac Runoff Depth=1.67" Flow Length=350' Tc=17.5 min CN=85 Runoff=21.39 cfs 2.145 of Subcatchment PRF: WM Roof Runoff Area=3.490 ac Runoff Depth=2.87" Tc=6.0 min CN=98 Runoff=10.25 cfs 0.834 of Subcatchment PW1: Proposed West of WM Runoff Area=4.810 ac Runoff Depth=0.92" Flow Length=485' Tc=10.1 min CN=73 Runoff=4.14 cfs 0.369 of Subcatchment PWB: Proposed West To Basin Runoff Area=1.630 ac Runoff Depth=1.53" Flow Length=230' Tc=7.9 min CN=83 Runoff=2.69 cfs 0.207 of Subcatchment PWM: Proposed WM to Highland St Runoff Area=12.610 ac Runoff Depth=1.91" Flow Length=160' Tc=17.0 min CN=88 Runoff=20.17 cfs 2.004 of Subcatchment TEW: EXISTING West of WM Runoff Area=7.310 ac Runoff Depth=0.87" Flow Length=485' Tc=10.1 min CN=72 Runoff=5.85 cfs 0.529 of Reach RP: Pipes thru WM Avg. Depth=0.38' Max Vel=3.55 fps Inflow=1.24 cfs 0.848 of D=18.0" n=0.013 L=1,100.0' S=0.0072 '/' Capacity=8.93 cfs Outflow=1.23 cfs 0.848 of Reach TE3: EXISTING at Highland Ave Inflow=27.05 cfs 2.794 of Outflow=27:05 cfs 2.794 of Reach TP3: PROPOSED at Highland Ave Inflow=25.74 cfs 3.319 of ' Outflow=25.74 cfs 3.319 of Reach TPW: PROPOSED West of WM Inflow=4.15 cfs 0.439 of Outflow=4.15 cfs 0.439 of Pond DT: Detention Peak Elev=126.46' Storage=24.562 cf Inflow=12.84 cfs 1.042 of Primary=1.24 cfs 0.848 of Secondary=0.63 cfs 0.071 of Outflow=1.87 cfs 0.919 of Total Runoff Area= 53.910 ac Runoff Volume=7.205 of Average Runoff Depth = 1.60" 54.01% Pervious Area = 29.116 ac 45.99%Impervious Area= 24.794 ac Salem Pre Post WM only Type ///24-hr 2-Year Rainfall=3.10" Prepared by Bohler Engineering Page 3 HydroCAD®8 00 s/n 002612 @ 2006 HydroCAD Software Solutions LLC 2/9/2010 Subcatchment 3E: Existing to Highland Ave Input information from TetraTech Rizzo Drainage Analysis Runoff = 5.89 cfs @ 12.31 hrs, Volume= 0.649 af, Depth= 1.39" 1 Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.10" Area (ac) CN Description 4.526 77 Woods, Good, HSG D 1.074 98 Paved parking & roofs - ' 5.600 81 Weighted Average 4.526 Pervious Area 1.074 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 100 0.0610 0.12 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 2.1 199 0.0980 1.57 Shallow Concentrated Flow, Shallow Conc. Woodland Kv= 5.0 fps 2.3 148 0.0470 1.08 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 1.1 157 0.2100 2.29 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.1 12 0.5830 3.82 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.3 55 0.0470 3.49 Shallow Concentrated Flow, Shallow Concentrated Flow-grass Unpaved Kv= 16.1 fps 0.4 104 0.0540 4.72 Shallow Concentrated Flow, Shallow Conc. Pavement Paved Kv= 20.3 fps 1.1 185 0.0070 2.90 1.01 Circular Channel (pipe), 8" CL Diam= 8.0" Area= 0.3 sf Perim= 2.1' r= 0.17' n= 0.013 0.1 68 0.0110 8.76 43.02 Circular Channel (pipe), 30" CMP Diam= 30.0" Area=4.9 sf Perim= 7.9' r= 0.63' n= 0.013 21.5 1,028 Total Subcatchment 3P: To Highland Ave Input information from TetraTech Rizzo drainage analysis Runoff = 5.72 cfs @ 12.14 hrs, Volume= 0.467 af, Depth= 1.83" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.10" Salem Pre Post WM only Type 11l 24-hr 2-Year Rainfall=3.10" ' Prepared by Bohler Engineering Page 4 HydroCAD®8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 Area (ac) CN Description 1.610 98 Paved parking & roofs 0.700 77 Woods, Good, HSG D 0.760 74 >75% Grass cover, Good, HSG C 3.070 87 Weighted Average 1.460 Pervious Area 1.610 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 Direct Entry, Subcatchment EM Existing WM to Highland St Runoff = 21.39 cfs @ 12.25 hrs, Volume= 2.145 af, Depth= 1.67" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.10" ' Area (ac) CN Description 8.600 98 Paved parking & roofs 5.770 70 Woods, Good, HSG C ' 0.680 65 Brush, Good, HSG C 0.340 61 >75% Grass cover, Good, HSG B 15.390 85 Weighted Average 6.790 Pervious Area 1 8.600 Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" ' 0.2 40 0.0750 4.41 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.2 160 0.4400 10.68 Shallow Concentrated Flow, 1 Unpaved Kv= 16.1 fps 0.4 100 0.0350 3.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 8.0 Direct Entry, Time in pipes to Highland St. 1 17.5 350 Total Subcatchment PRF: WM Roof ' Runoff = 10.25 cfs @ 12.09 hrs, Volume= 0.834 af, Depth= 2.87" 1 Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.10" Salem Pre Post WM only Type 11124-hr2-Year Rainfall=3.10" ' Prepared by Bohler Engineering Page 5 HydroCAD®8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 ' Area (ac) CN Description 3.490 98 Paved parking & roofs 3.490 Impervious Area iTc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min. Allowable Subcatchment PW1: Proposed West of WM Runoff = 4.14 cfs @ 12.16 hrs, Volume= 0.369 af, Depth= 0.92" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.10" Area (ac) CN Description 0.450 98 Paved parking & roofs 4.360 70 Woods, Good, HSG C 4.810 73 Weighted Average 1 4.360 Pervious Area 0.450 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.9 385 0.1900 7.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 50 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 10.1 485 Total Subcatchment PWB: Proposed West To Basin Runoff = 2.69 cfs @ 12.12 hrs, Volume= 0.207 af, Depth= 1.53" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.10" Area (ac) CN Description 0.850 70 Woods, Good, HSG C 0.450 98 Det Basin Surface ' 0.330 98 Ledge surface 1.630 83 Weighted Average 0.850 Pervious Area 1 0.780 Impervious Area Salem Pre Post WM only Type ///24-hr 2-Year Rainfall=3.10" Prepared by Bohler Engineering Page 6 HydroCAD®8 00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 ' Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 7.6 50 0.0700 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.3 180 0.3500 9.52 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps ' 7.9 230 Total Subcatchment PWM: Proposed WM to Highland St ' Runoff = 20.17 cfs @ 12.23 hrs, Volume= 2.004 af, Depth= 1.91" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.10" Area (ac) CN Description ' 7.630 98 Paved parking & roofs 0.710 98 Proposed Exposed ledge 0.520 61 >75% Grass cover, Good, HSG B 1 3.750 70 Woods Good, HSG C 12.610 88 Weighted Average 4.270 Pervious Area 1 8.340 Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.1 60 0.6000 15.72 Shallow Concentrated Flow, Down ledge face 1 Paved Kv= 20.3 fps 0.2 50 0.0300 3.52 Shallow Concentrated Flow, Paved area to CB Paved Kv= 20.3 fps 1 8.0 Direct Entry, Time in pipes to Highland St 17.0 160 Total ' Subcatchment TEW: EXISTING West of WM Runoff = 5.85 cfs @ 12.16 hrs, Volume= 0.529 af, Depth= 0.87" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.10" ' Area (ac) CN Description 6.860 70 Woods, Good, HSG C 0.450 98 Paved parking & roofs ' 7.310 72 Weighted Average 6.860 Pervious Area 0.450 Impervious Area 1 Salem Pre Post WM only Type ///24-hr 2-Year Rainfall=3.10" 1 Prepared by Bohler Engineering Page 7 HydroCADO 8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 1 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.9 385 0.1900 7.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1 0.5 50 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 161 fps 10.1 485 Total 1 Reach RP: Pipes thru WM Inflow Area = 5.120 ac, Inflow Depth > 1.99" for 2-Year event 1 Inflow 1.24 cfs @ 12.62 hrs, Volume= 0.848 of Outflow 1.23 cfs @ 12.80 hrs, Volume= 0.848 af, Atten= 0%, Lag= 10.7 min 1 Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Max. Velocity= 3.55 fps, Min. Travel Time= 5.2 min Avg. Velocity = 2.08 fps, Avg. Travel Time= 8.8 min 1 Peak Storage= 383 cf @ 12.71 hrs, Average Depth at Peak Storage= 0.38' Bank-Full Depth= 1.50', Capacity at Bank-Full= 8.93 cfs 1 18.0" Diameter Pipe, n= 0.013 Concrete pipe, straight & clean Length= 1,100.0' Slope= 0.00727 Inlet Invert= 122.00', Outlet Invert= 114.05' i 1 1 Reach TE3: EXISTING at Highland Ave 1 Inflow Area = 20.990 ac, Inflow Depth = 1.60" for 2-Year event Inflow 27.05 cfs @ 12.26 hrs, Volume= 2.794 of Outflow = 27.05 cfs @ 12.26 hrs, Volume= 2.794 af, Atten= 0%, Lag= 0.0 min 1 Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs ' Reach TP3: PROPOSED at Highland Ave Inflow Area = 20.800 ac, Inflow Depth > 1.91" for 2-Year event 1 Inflow 25.74 cfs @ 12.21 hrs, Volume= 3.319 of Outflow 25.74 cfs @ 12.21 hrs, Volume= 3.319 af, Atten= 0%, Lag= 0.0 min 1 Salem Pre Post WM only Type ///24-hr 2-Year Rainfall=3.10" ' Prepared by Bohler Engineering Page 8 HydroCAD®6 00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Reach TPW: PROPOSED West of WM ' Inflow Area = 4.810 ac, Inflow Depth = 1.10" for 2-Year event Inflow = 4.15 cfs @ 12.16 hrs, Volume= 0.439 of Outflow = 4.15 cfs @ 12.16 hrs, Volume= 0.439 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs ' Pond DT: Detention Inflow Area = 5.120 ac, Inflow Depth = 2.44" for 2-Year event Inflow 12.84 cfs @ 12.09 hrs, Volume= 1.042 of Outflow 1.87 cfs @ 12.62 hrs, Volume= 0.919 af, Atten= 85%, Lag= 31.6 min Primary = 1.24 cfs @ 12.62 hrs, Volume= 0,848 of ' Secondary = 0.63 cfs @ 12.62 hrs, Volume= 0.071 of Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 126.46' @ 12.62 hrs Surf.Area= 12,560 sf Storage= 24,562 cf ' Plug-Flow detention time= 270.4 min calculated for 0.918 of (88% of inflow) Center-of-Mass det. time= 216.1 min ( 988.9- 772.8 ) Volume Invert Avail Storage Storage Description #1 123.00' 74,500 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 123.00 0 0 0 124.00 4,613 2,307 2,307 125.00 8,351 6,482 8,789 ' 126.00 11,921 10,136 18,925 127.00 13,309 12,615 31,540 128.00 14,755 14,032 45,572 129.00 20,866 17,811 63,382 129.50 23,606 11,118 74,500 Device Routing Invert Outlet Devices ' #1 Primary 124.22' 18.0" x 100.0' long Culvert RCP, groove end w/headwall, Ke= 0.200 Outlet Invert= 123.47' S= 0.0075 '/' Cc= 0.900 n= 0.013 #2 Device 1 124.50' 6.0"Vert. Orifice/Grate C= 0.600 ' #3 Device 1 127.80' 15.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 128.50' 2.00' x 2.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 #5 Secondary 128.30' 10.0' long x 12.0' breadth Broad-Crested Rectangular Weir ' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64 #6 Secondary 126.00' 12.0" x 100.0' long Culvert CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 125.50' S= 0.0050 '/' Cc= 0.900 n= 0.012 1 Salem Pre Post WM only Type ///24-hr 2-Year Rainfall=3.10" ' Prepared by Bohler Engineering Page 9 HydroCAD®8 00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 Primary OutFlow Max=1.24 cfs @ 12.62 hrs HW=126.46' (Free Discharge) t =Culvert (Passes 1.24 cfs of 9.95 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.24 cfs @ 6.30 fps) 3=Orifice/Grate ( Controls 0.00 cfs) =Orifice/Grate ( Controls 0.00 cfs) econdary OutFlow Max=0.63 cfs @ 12.62 hrs HW=126.46' (Free Discharge) Broad-Crested Rectangular Weir ( Controls 0.00 cfs) =Culvert (Barrel Controls 0.63 cfs @ 2.63 fps) i I I 1 Salem Pre Post WM only Type ///24-hr 10-Year Rainfall=4.50" ' Prepared by Bohler Engineering Page 10 HydroCADO 8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method ' Subcatchment 3E: Existing to Highland Ave Runoff Area=5.600 ac Runoff Depth=2.55" Flow Length=1,028' Tc=21.5 min CN=81 Runoff=10.92 cfs 1.189 of ' Subcatchment 3P: To Highland Ave Runoff Area=3.070 ac Runoff Depth=3.10" Tc=9.7 min CN=87 Runoff=9.58 cfs 0.793 of ' Subcatchment EWM: Existing WM to Highland St Runoff Area=15.390 ac Runoff Depth=2.91" Flow Length=350' Tc=17.5 min CN=85 Runoff=37.08 cfs 3.731 of fi ' Subcatchment PRF: WM Roof Runoff Area=3.490 ac Runoff Depth=4.26" Tc=6.0 min CN=98 Runoff=14.98 cfs 1.240 of ' Subcatchment PW1: Proposed West of WM Runoff Area=4.810 ac Runoff Depth=1.90" Flow Length=485' Tc=10.1 min CN=73 Runoff=9.07 cfs 0.760 of ' Subcatchment PWB: Proposed West To Basin Runoff Area=1.630 ac Runoff Depth=2.73" Flow Length=230' Tc=7.9 min CN=83 Runoff=4.81 cfs 0.370 of Subcatchment PWM: Proposed WM to Highland St Runoff Area=12.610 ac Runoff Depth=3.20". Flow Length=160' Tc=17.0 min CN=88 Runoff=33.39 cfs 3.359 of Subcatchment TEW: EXISTING West of WM Runoff Area=7.310 ac Runoff Depth=1.82" Flow Length=485' Tc=10.1 min CN=72 Runoff=13.17 cfs 1.109 of Reach RP: Pipes thru WM Avg. Depth=0.41' Max Vel=3.74 fps Inflow=1.48 cfs 1.110 of D=18.0" n=0.013 L=1,100.0' S=0.00727 Capacity=8.93 cfs Outflow=1.48 cfs 1.110 of Reach TE3: EXISTING at Highland Ave Inflow=47.62 cfs 4.920 of ' Outflow=47.62 cfs 4.920 of Reach TP3: PROPOSED at Highland Ave Inflow=42.38 cfs 5.261 of ' Outflow=42.38 cfs 5.261 of Reach TPW: PROPOSED West of WM Inflow=10.59 cfs 1.137 of ' Outflow=10.59 cfs 1.137 of Pond DT: Detention Peak Elev=127.21' Storage=34.426 cf Inflow=19.65 cfs 1.610 of ' Primary=1.48 cfs 1.110 of Secondary=2.52 cfs 0.377 of Outflow=4.01 cfs 1.487 of Total Runoff Area= 53.910 ac Runoff Volume = 12.551 of Average Runoff Depth = 2.79" 54.01% Pervious Area=29.116 ac 45.99% Impervious Area =24.794 ac 1 Salem Pre Post WM only Type ///24-hr 10-Year Rainfall=4.50" 1 Prepared by Bohler Engineering Page 11 HydroCAD®8 00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 1 Subcatchment 3E: Existing to Highland Ave Input information from TetraTech Rizzo Drainage Analysis 1 Runoff = 10.92 cfs @ 12.30 hrs, Volume= 1.189 af, Depth= 2.55" 1 Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (ac) CN Description 1 4.526 77 Woods, Good, HSG D 1.074 98 Paved parking & roofs 5.600 81 Weighted Average 1 4.526 Pervious Area 1.074 Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 100 0.0610 0.12 Sheet Flow, Sheet Flow 1 Woods: Light underbrush n= 0.400 P2= 3.10" 2.1 199 0.0980 1.57 Shallow Concentrated Flow, Shallow Conc. Woodland Kv= 5.0 fps 2.3 148 0.0470 1.08 Shallow Concentrated Flow, Shallow Concentrated Flow 1 Woodland Kv= 5.0 fps 1.1 157 0.2100 2.29 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 1 0.1 12 0.5830 3.82 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.3 55 0.0470 3.49 Shallow Concentrated Flow, Shallow Concentrated Flow-gras<. 1 Unpaved Kv= 16.1 fps 0.4 104 0.0540 4.72 Shallow Concentrated Flow, Shallow Conc. Pavement Paved Kv= 20.3 fps 1.1 185 0.0070 2.90 1.01 Circular Channel (pipe), 8" CIL 1 Diam= 8.0" Area= 0.3 sf Perim= 2.1' r= 0.17' n= 0.013 0.1 68 0.0110 8.76 43.02 Circular Channel (pipe), 30" CMP Diam= 30.0" Area= 4.9 sf Perim= 7.9' r= 0.63' n= 0.013 ' 21.5 1,028 Total Subcatchment 3P: To Highland Ave ' Input information from TetraTech Rizzo drainage analysis ' Runoff = 9.58 cfs @ 12.14 hrs, Volume= 0.793 af, Depth= 3.10" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs 1 Type III 24-hr 10-Year Rainfall=4.50" i 1 1 Salem Pre Post WM only Type ///24-hr 10-Year Rainfall=4.50" 1 Prepared by Bohler Engineering Page 12 HydroCAD®8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 ' Area (ac) CN Description 1.610 98 Paved parking & roofs 0.700 77 Woods, Good, HSG D 1 0.760 74 >75% Grass cover, Good, HSG C 3.070 87 Weighted Average 1.460 Pervious Area 1 1.610 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 9.7 Direct Entry, Subcatchment EWM: Existing WM to Highland St Runoff = 37.08 cfs @ 12.24 hrs, Volume= 3.731 af, Depth= 2.91" 1 Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" 1 Area (ac) CN Description 8.600 98 Paved parking & roofs 5.770 70 Woods, Good, HSG C ' 0.680 65 Brush, Good, HSG C 0.340 61 >75% Grass cover, Good, HSG B 15.390 85 Weighted Average 6.790 Pervious Area ' 8.600 Impervious Area Tc Length Slope Velocity Capacity Description L 1 (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 1 0.2 40 0.0750 4.41 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.2 160 0.4400 10.68 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.4 100 0.0350 3.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 8.0 Direct Entry, Time in pipes to Highland St. ' 17.5 350 Total Subcatchment PRF: WM Roof ' Runoff = 14.98 cfs @ 12.09 hrs, Volume= 1.240 af, Depth= 4.26" 1 Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" i Salem Pre Post WM only Type Ill 24-hr 10-Year Rainfall=4.50" ' Prepared by Bohler Engineering Page 13 HydroCAD®8 00 s/n 002612 @ 2006 HydroCAD Software Solutions LLC 2/9/2010 ' Area (ac) CN Description 3.490 98 Paved parking & roofs 3.490 Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 6.0 Direct Entry, Min.Allowable Subcatchment PW1: Proposed West of WM ' Runoff = 9.07 cfs @ 12.15 hrs, Volume= 0.760 af, Depth= 1.90" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (ac) CN Description 0.450 98 Paved parking & roofs 4.360 70 Woods Good HSG C 4.810 73 Weighted Average ' 4.360 Pervious Area 0.450 Impervious Area I ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.10" 0.9 385 0.1900 7.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 50 0.0100 1.61 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps 10.1 485 Total Subcatchment PWB: Proposed West To Basin Runoff = 4.81 cfs @ 12.11 hrs, Volume= 0.370 af, Depth= 2.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" ' Area (ac) CN Description 0.850 70 Woods, Good, HSG C ' 0.450 98 Det Basin Surface 0.330 98 Ledge surface 1.630 83 Weighted Average 0.850 Pervious Area ' 0.780 Impervious Area 1 I Salem Pre Post WM only Type ///24-hr 10-Year Rainfall=4.50" ' Prepared by Bohler Engineering Page 14 HydroCAD®8 00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 50 0.0700 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.3 180 0.3500 9.52 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps ' 7.9 230 Total Subcatchment PWM: Proposed WM to Highland St ' Runoff = 33.39 cfs @ 12.23 hrs, Volume= 3.359 af, Depth= 3.20" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs ' Type III 24-hr 10-Year Rainfall=4.50" Area (ac) CN Description 7.630 98 Paved parking & roofs 0.710 98 Proposed Exposed ledge 0.520 61 >75% Grass cover, Good, HSG B ' 3.750 70 Woods Good HSG C 12.610 88 Weighted Average 4.270 Pervious Area ' 8.340 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 8.7 50 0.0500 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.1 60 0.6000 15.72 Shallow Concentrated Flow, Down ledge face Paved Kv= 20.3 fps 0.2 50 0.0300 3.52 Shallow Concentrated Flow, Paved area to CB Paved Kv= 20.3 fps ' 8.0 Direct Entry, Time in pipes to Highland St 17.0 160 Total Subcatchment TEW: EXISTING West of WM Runoff = 13.17 cfs @ 12.15 hrs, Volume= 1.109 af, Depth= 1.82" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" ' Area (ac) CN Description 6.860 70 Woods, Good, HSG C 0.450 98 Paved parking & roofs ' 7.310 72 Weighted Average 6.860 Pervious Area 0.450 Impervious Area 1 Salem Pre Post WM only Type ///24-hr 10-Year Rainfall=4.50" Prepared by Bohler Engineering Page 15 HydroCAD®8 00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.10" 0.9 385 0.1900 7.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 50 0.0100 1.61 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps 10.1 485 Total ' Reach RP: Pipes thru WM Inflow Area = 5.120 ac, Inflow Depth > 2.60" for 10-Year event ' Inflow 1.48 cfs @ 12.53 hrs, Volume= 1.110 of Outflow 1.48 cfs @ 12.68 hrs, Volume= 1.110 af, Atten= 0%, Lag= 8.9 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Max. Velocity= 3.74 fps, Min. Travel Time= 4.9 min Avg. Velocity = 2.27 fps, Avg. Travel Time= 8.1 min ' Peak Storage= 436 cf @ 12.59 hrs, Average Depth at Peak Storage= 0.41' Bank-Full Depth= 1.50', Capacity at Bank-Full= 8.93 cfs ' 18.0" Diameter Pipe, n= 0.013 Concrete pipe, straight & clean Length= 1,100.0' Slope= 0.0072 'f Inlet Invert= 122.00', Outlet Invert= 114.05' 1 Reach TE3: EXISTING at Highland Ave Inflow Area = 20.990 ac, Inflow Depth = 2.81" for 10-Year event Inflow = 47.62 cfs @ 12.25 hrs, Volume= 4.920 of Outflow = 47.62 cfs @ 12.25 hrs, Volume= 4.920 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs ' Reach TP3: PROPOSED at Highland Ave Inflow Area = 20.800 ac, Inflow Depth > 3.04" for 10-Year event ' Inflow 42.38 cfs @ 12.21 hrs, Volume= 5.261 of Outflow 42.38 cfs @ 12.21 hrs, Volume= 5.261 af, Atten= 0%, Lag= 0.0 min 1 Salem Pre Post WM only Type ///24-hr 10-Year Rainfall=4.50" ' Prepared by Bohler Engineering Page 16 HydroCAD®8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 ' Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Reach TPW: PROPOSED West of WM Inflow Area = 4.810 ac, Inflow Depth = 2.84" for 10-Year event Inflow = 10.59 cfs @ 12.16 hrs, Volume= 1.137 of ' Outflow = 10.59 cfs @ 12.16 hrs, Volume= 1.137 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs ' Pond DT: Detention Inflow Area = 5.120 ac, Inflow Depth = 3.77" for 10-Year event ' Inflow 19.65 cfs @ 12.09 hrs, Volume= 1.610 of Outflow 4.01 cfs @ 12.53 hrs, Volume= 1.487 af, Atten= 80%, Lag= 26.2 min Primary = 1.48 cfs @ 12.53 hrs, Volume= 1.110 of ' Secondary =. 2.52 cfs @ 12.53 hrs, Volume= 0.377 of Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs ' Peak Elev= 127.21' @ 12.53 hrs Surf.Area= 13,619 sf Storage= 34,426 cf Plug-Flow detention time= 227.1 min calculated for 1.485 of(92% of inflow) Center-of-Mass det. time= 187.5 min ( 953.4 - 765.9 ) ' Volume Invert Avail.Storage Storage Description #1 123.00' 74,500 cf Custom Stage Data(Prismatic) Listed below (Recalc) ' Elevation SUrf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 123.00 0 0 0 124.00 4,613 2,307 2,307 125.00 8,351 6,482 8,789 126.00 11,921 10,136 18,925 ' 127.00 13,309 12,615 31,540 128.00 14,755 14,032 45,572 129.00 20,866 17,811 63,382 129.50 23,606 11,118 74,500 Device Routing Invert Outlet Devices #1 Primary 124.22' 18.0" x 100.0' long Culvert RCP, groove end w/headwall, Ke= 0.200 Outlet Invert= 123.47' S= 0.0075T Cc= 0.900 n= 0.013 #2 Device 1 124.50' 6.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 127.80' 15.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 128.50' 2.00' x 2.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 #5 Secondary 128.30' 10.0' long x 12.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 ' Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64 #6 Secondary 126.00' 12.0" x 100.0' long Culvert CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 125.50' S= 0.0050 'P Cc= 0.900 n= 0.012 1 1 Salem Pre Post WM only Type 111 24-hr 10-Year Rainfall=4.50", 1 Prepared by Bohler Engineering Page 17 HydroCADO 8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 Primary OutFlow Max=1.48 cfs @ 12.53 hrs HW=127.21' (Free Discharge) t =Culvert (Passes 1.48 cfs of 12.20 cfs potential flow) ' 2—Orifice/Grate (Orifice Controls 1.48 cfs @ 7.56 fps) 3=Orifice/Grate ( Controls 0.00 cfs) —Orifice/Grate ( Controls 0.00 cfs) econdary OutFlow Max=2.52 cfs @ 12.53 hrs HW=127.21' (Free Discharge) Broad-Crested Rectangular Weir ( Controls 0.00 cfs) =Culvert (Inlet Controls 2.52 cfs @ 3.21 fps) Salem Pre Post WM only Type III 24-hr 25-Year Rainfall=5.40" ' Prepared by Bohler Engineering Page 18 HydroCADC 8.00 s/n 002612 0 2006 HydroCAD Software Solutions LLC 2/9/2010 Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 3E: Existing to Highland Ave Runoff Area=5.600 ac Runoff Depth=3.34" Flow Length=1,028' Tc=21.5 min CN=81 Runoff=14.30 cfs 1.559 of Subcatchment 3P: To Highland Ave Runoff Area=3.070 ac Runoff Depth=3.95" Tc=9.7 min CN=87 Runoff=12.09 cfs 1.009 of ' Subcatchment EWM: Existing WM to Highland St Runoff Area=15.390 ac Runoff Depth=3.74" Flow Length=350' Tc=17.5 min CN=85 Runoff=47.35 cfs 4.796 of Subcatchment PRF: WM Roof Runoff Area=3.490 ac Runoff Depth=5.16" Tc=6.0 min CN=98 Runoff=18.02 cfs 1.501 of ' Subcatchment PW1: Proposed West of WM Runoff Area=4.810 ac Runoff Depth=2.60" Flow Length=485' Tc=10.1 min CN=73 Runoff=12.57 cfs 1.041 of Subcatchment PWB: Proposed West To Basin Runoff Area=1.630 ac Runoff Depth=3.54" Flow Length=230' Tc=7.9 min CN=83 Runoff=6.21 cfs 0.481 of Subcatchment PWM: Proposed WM to Highland St Runoff Area=12.610 ac Runoff Depth=4.05" Flow Length=160' Tc=17.0 min CN=88 Runoff=41.92 cfs 4.256 of Subcatchment TEW: EXISTING West of WM Runoff Area=7.310 ac Runoff Depth=2.51" Flow Length=485' Tc=10.1 min CN=72 Runoff=18.41 cfs 1.529 of Reach RP: Pipes thru WM Avg. Depth=0.43' Max Vel=3.84 fps Inflow=1.63 cfs 1.261 of D=18.0" n=0.013 L=1,100.0' S=0.0072 '/' Capacity=8.93 cfs Outflow=1.62 cfs 1.260 of Reach TE3: EXISTING at Highland Ave Inflow=61.18 cfs 6.355 of Outflow=61.18 cfs 6.355 of Reach TP3: PROPOSED at Highland Ave Inflow=53.10 cfs 6.526 of Outflow=53.10 cfs 6.526 of Reach TPW: PROPOSED West of WM Inflow=15.03 cfs 1.639 of Outflow=15.03 cfs 1.639 of Pond DT: Detention Peak Elev=127.71' Storage=41.363 cf Inflow=24.07 cfs 1.982 of Primary=1.63 cfs 1.261 of Secondary=3.24 cfs 0.598 of Outflow=4.87 cfs 1.858 of Total Runoff Area = 53.910 ac Runoff Volume= 16.173 of Average Runoff Depth =3.60" 54.01% Pervious Area=29.116 ac 45.99% Impervious Area = 24.794 ac i Salem Pre Post WM only Type 111 24-hr 25-Year Rainf611=5.40" Prepared by Bohler Engineering Page 19 HydroCAD®8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 Subcatchment 3E: Existing to Highland Ave Input information from TetraTech Rizzo Drainage Analysis Runoff = 14.30 cfs @ 12.30 hrs, Volume= 1.559 af, Depth= 3.34" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.40" Area (ac) CN Description 4.526 77 Woods, Good, HSG D 1.074 98 Paved parking & roofs 5.600 81 Weighted Average 4.526 Pervious Area 1.074 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 100 0.0610 0.12 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 2.1 199 0.0980 1.57 Shallow Concentrated Flow, Shallow Conc. Woodland Kv= 5.0 fps 2.3 148 0.0470 1.08 Shallow Concentrated Flow, Shallow Concentrated Flow 1� Woodland Kv= 5.0 fps 1.1 157 0.2100 2.29 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.1 12 0.5830 3.82 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.3 55 0.0470 3.49 Shallow Concentrated Flow, Shallow Concentrated Flow-grass Unpaved Kv= 16.1 fps . 0.4 104 0.0540 4.72 Shallow Concentrated Flow, Shallow Conc. Pavement Paved Kv= 20.3 fps 1.1 185 0.0070 2.90 1.01 Circular Channel (pipe), 8" CL Diam= 8.0" Area= 0.3 sf Perim= 2.1' r= 0.17' n= 0.013 0.1 68 0.0110 8.76 43.02 Circular Channel (pipe), 30" CMP Diam= 30.0" Area=4.9 sf Perim= 7.9' r= 0.63' n= 0.013 21.5 1,028 Total Subcatchment 3P: To Highland Ave Input information from TetraTech Rizzo drainage analysis Runoff = 12.09 cfs @ 12.14 hrs, Volume= 1.009 af, Depth= 3.95" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.40" Salem Pre Post WM only Type Ill 24-hr 25-Year Rainfall=5.40" Prepared by Bohler Engineering Page 20 HydroCAD®8 00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 Area (ac) CN Description 1.610 98 Paved parking & roofs 0.700 77 Woods, Good, HSG D 0.760 74 >75% Grass cover, Good, HSG C 3.070 87 Weighted Average 1.460 Pervious Area 1.610 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 Direct Entry, Subcatchment EM Existing WM to Highland St Runoff = 47.35 cfs @ 12.24 hrs, Volume= 4.796 af, Depth= 3.74" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.40" Area (ac) CN Description 8.600 98 Paved parking & roofs 5.770 70 Woods, Good, HSG C 0.680 65 Brush, Good, HSG C 0.340 61 >75% Grass cover, Good, HSG B 15.390 85 Weighted Average 6.790 Pervious Area 8.600 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.2 40 0.0750 4.41 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.2 160 0.4400 10.68 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps �• 0.4 100 0.0350 3.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 8.0 Direct Entry, Time in pipes to Highland St. 17.5 350 Total Subcatchment PRF: WM Roof Runoff = 18.02 cfs @ 12.09 hrs, Volume= 1.501 af, Depth= 5.16" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.40" Salem Pre Post WM only Type 11124-hr 25-Year Rainfall=5.40" Prepared by Bohler Engineering Page 21 HydroCAD®8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 Area (ac) CN Description 3.490 98 Paved parking & roofs 3.490 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min. Allowable Subcatchment PW1: Proposed West of WM tRunoff = 12.57 cfs @ 12.15 hrs, Volume= 1.041 af, Depth= 2.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.40" Area (ac) CN Description 0.450 98 Paved parking & roofs 4.360 70 Woods, Good, HSG C 4.810 73 Weighted Average 4.360 Pervious Area 0.450 Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.9 385 0.1900 7.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 50 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 10.1 485 Total ' Subcatchment PWB: Proposed West To Basin Runoff = 6.21 cfs @ 12.11 hrs, Volume= 0.481 af, Depth= 3.54" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.40" Area (ac) CN Description 0.850 70 Woods, Good, HSG C 0.450 98 Det Basin Surface 0.330 98 Ledge surface 1.630 83 Weighted Average 0.850 Pervious Area 0.780 Impervious Area Salem Pre Post WM only Type Ill 24-hr 25-Year Rainfall=5.40" Prepared by Bohler Engineering Page 22 HydroCAD®8 00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 50 0.0700 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.3 180 0.3500 9.52 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 7.9 230 Total Subcatchment PWM: Proposed WM to Highland St Runoff = 41.92 cfs @ 12.23 hrs, Volume= 4.256 af, Depth= 4.05' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.40" Area (ac) CN Description 7.630 98 Paved parking & roofs 0.710 98 Proposed Exposed ledge 0.520 61 >75% Grass cover, Good, HSG B 3.750 70 Woods, Good, HSG C 12.610 88 Weighted Average 4.270 Pervious Area 8.340 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 8.7 50 0.0500 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.1 60 0.6000 15.72 Shallow Concentrated Flow, Down ledge face 1 Paved Kv= 20.3 fps 0.2 50 0.0300 3.52 Shallow Concentrated Flow, Paved area to CB Paved Kv= 20.3 fps 8.0 Direct Entry, Time in pipes to Highland St 17.0 160 Total Subcatchment TEW: EXISTING West of WM Runoff = 18.41 cfs @ 12.15 hrs, Volume= 1.529 af, Depth= 2.51" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.40" 1 Area (ac) CN Description 6.860 70 Woods, Good, HSG C 0.450 98 Paved parking & roofs 7.310 72 Weighted Average 6.860 Pervious Area 0.450 Impervious Area Salem Pre Post WM only Type 11124-hr 25-Year Rainfall=5.40" Prepared by Bohler Engineering Page 23 HydroCAD®8 00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.9 385 0.1900 7.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 50 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 10.1 485 Total Reach RP: Pipes thru WM Inflow Area = 5.120 ac, Inflow Depth > 2.95" for 25-Year event Inflow 1.63 cfs @ 12.53 hrs, Volume= 1.261 of Outflow 1.62 cfs @ 12.67 hrs, Volume= 1.260 af, Atten= 0%, Lag= 8.7 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Max. Velocity= 3.84 fps, Min. Travel Time= 4.8 min Avg. Velocity = 2.36 fps, Avg. Travel Time= 7.8 min ' Peak Storage=465 cf @ 12.59 hrs, Average Depth at Peak Storage= 0.43' Bank-Full Depth= 1.50', Capacity at Bank-Full= 8.93 cfs 18.0" Diameter Pipe, n= 0.013 Concrete pipe, straight& clean Length= 1,100.0' Slope= 0.00727 Inlet Invert= 122.00', Outlet Invert= 114.05' Reach TE3: EXISTING at Highland Ave Inflow Area = 20.990 ac, Inflow Depth = 3.63" for 25-Year event Inflow 61.18 cfs @ 12.25 hrs, Volume= 6.355 of Outflow = 61.18 cfs @ 12.25 hrs, Volume= 6.355 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt=0.05 hrs Reach TP3: PROPOSED at Highland Ave Inflow Area = 20.800 ac, Inflow Depth > 3.76" for 25-Year event Inflow 53.10 cfs @ 12.21 hrs, Volume= 6.526 of Outflow 53.10 cfs @ 12.21 hrs, Volume= 6.526 af, Atten= 0%, Lag= 0.0 min 1 Salem Pre Post WM only Type ///24-hr 25-Year Rainfall=5.40" Prepared by Bohler Engineering Page 24 HydroCADO 8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 ' Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Reach TPW: PROPOSED West of WM 1 Inflow Area = 4.810 ac, Inflow Depth = 4.09" for 25-Year event Inflow = 15.03 cfs @ 12.16 hrs, Volume= 1.639 of ' Outflow = 15.03 cfs @ 12.16 hrs, Volume= 1.639 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Pond DT: Detention Inflow Area = 5.120 ac, Inflow Depth = 4.65" for 25-Year event Inflow 24.07 cfs @ 12.09 hrs, Volume= 1.982 of Outflow 4.87 cfs @ 12.53 hrs, Volume= 1.858 af, Atten= 80%, Lag= 26.2 min Primary = 1.63 cfs @ 12.53 hrs, Volume= 1.261 of ' Secondary = 3.24 cfs @ 12.53 hrs, Volume= 0.598 of Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs 1 Peak Elev= 127.71' @ 12.53 hrs Surf.Area= 14,337 sf Storage= 41,363 cf Plug-Flow detention time= 212.7 min calculated for 1.858 of (94% of inflow) Center-of-Mass det. time= 178.1 min ( 940.7 - 762.6 ) Volume Invert Avail.Storage Storage Description #1 123.00' 74,500 cf Custom Stage Data(Prismatic) Listed below (Recalc) ' Elevation SUrf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 123.00 0 0 0 124.00 4,613 2,307 2,307 125.00 8,351 6,482 8,789 1 126.00 11,921 10,136 18,925 127.00 13,309 12,615 31,540 128.00 14,755 14,032 45,572 129.00 20,866 17,811 63,382 ' 129.50 23,606 11,118 74,500 Device Routing Invert Outlet Devices #1 Primary 124.22' 18.0" x 100.0' long Culvert RCP, groove end w/headwall, Ke= 0.200 Outlet Invert= 123.47' S= 0.00757 Cc= 0.900 n= 0.013 #2 Device 1 124.50' 6.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 127.80' 15.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 128.50' 2.00' x 2.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 #5 Secondary 128.30' 10.0' long x 12.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64 #6 Secondary 126.00' 12.0" x 100.0' long Culvert CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 125.50' S= 0.0050'/' Cc= 0.900 n= 0.012 Salem Pre Post WM only Type ///24-hr 25-Year Rainfall=5.40" ' Prepared by Bohler Engineering Page 25 HydroCAD®8 00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 Primary OutFlow Max=1.63 cfs @ 12.53 hrs HW=127.71' (Free Discharge) t— =Culvert (Passes 1.63 cfs of 13.49 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.63 cfs @ 8.28 fps) 3=Orifice/Grate ( Controls 0.00 cfs) =Orifice/Grate ( Controls 0.00 cfs) econdary OutFlow Max=3.24 cfs @ 12.53 hrs HW=127.71' (Free Discharge) Broad-Crested Rectangular Weir ( Controls 0.00 cfs) =Culvert (Barrel Controls 3.24 cfs @ 4.13 fps) 1 Salem Pre Post WM only Type 11124-hr 100-Year Rainfall=6.50" Prepared by Bohler Engineering Page 26 HydroCADC 8.00 sln 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method ' Subcatchment 3E: Existing to Highland Ave Runoff Area=5.600 ac Runoff Depth=4.34" Flow Length=1,028' Tc=21.5 min CN=81 Runoff=18.49 cfs 2.026 of ' Subcatchment 312: To Highland Ave Runoff Area=3.070 ac Runoff Depth=5.00" Tc=9.7 min CN=87 Runoff=15.14 cfs 1.278 of Subcatchment EWM: Existing WM to Highland St Runoff Area=15.390 ac Runoff Depth=4.78" Flow Length=350' Tc=17.5 min CN=85 Runoff=59.95 cfs 6.125 of ' Subcatchment PRF: WM Roof Runoff Area=3.490 ac Runoff Depth=6.26" Tc=6.0 min CN=98 Runoff=21.72 cfs 1.821 of ' Subcatchment PW1: Proposed West of WM Runoff Area=4.810 ac Runoff Depth=3.51" Flow Length=485' Tc=10.1 min CN=73 Runoff=17.04 cfs 1.406 of Subcatchment PWB: Proposed West To Basin Runoff Area=1.630 ac Runoff Depth=4.56" Flow Length=230' Tc=7.9 min CN=83 Runoff=7.94 cfs 0.619 of ' Subcatchment PWM: Proposed WM to Highland St Runoff Area=12.610 ac Runoff Depth=5.11" Flow Length=160' Tc=17.0 min CN=88 Runoff=52.31 cfs 5.368 of ' Subcatchment TEW: EXISTING West of WM Runoff Area=7.310 ac Runoff Depth=3.41" Flow Length=485' Tc=10.1 min CN=72 Runoff=25.13 cfs 2.075 of Reach RP: Pipes thru WM Avg. Depth=0.56' Max Vel=4.41 fps Inflow=2.70 cfs 1.467 of D=18.0" n=0.013 L=1,100.0' S=0.00727' Capacity=8.93 cfs Outflow=2.66 cfs 1.466 of Reach TE3: EXISTING at Highland Ave Inflow=77.85 cfs 8.151 of Outflow=77.85 cfs 8.151 of Reach TP3: PROPOSED at Highland Ave Inflow=66.14 cfs 8.113 of ' Outflow=66.14 cfs 8.113 of Reach TPW: PROPOSED West of WM Inflow=20.22 cfs 2.255 of ' Outflow=20.22 cfs 2.255 of Pond DT: Detention Peak Elev=128.25' Storage=49.517 cf Inflow=29.47 cfs 2.440 of Primary=2.70 cfs 1.467 of Secondary=3.90 cfs 0.849 of Outflow=6.60 cfs 2.316 of Total Runoff Area=53.910 ac Runoff Volume = 20.720 of Average Runoff Depth =4.61" ' 54.01% Pervious Area =29.116 ac 45.99% Impervious Area= 24.794 ac ' Salem Pre Post WM only Type 11124-hr 100-Year Rainfall=6.50" Prepared by Bohler Engineering Page 27 HydroCAD®8 00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 Subcatchment 3E: Existing to Highland Ave Input information from TetraTech Rizzo Drainage Analysis Runoff = 18.49 cfs @ 12.29 hrs, Volume= 2.026 af, Depth= 4.34" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.50" ' Area (ac) CN Description 4.526 77 . Woods, Good, HSG D 1.074 98 Paved parking & roofs 5.600 81 Weighted Average 4.526 Pervious Area 1.074 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 100 0.0610 0.12 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 2.1 199 0.0980 1.57 Shallow Concentrated Flow, Shallow Conc. Woodland Kv= 5.0 fps 2.3 148 0.0470 1.08 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 1.1 157 0.2100 2.29 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps ' 0.1 12 0.5830 3.82 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.3 55 0.0470 3.49 Shallow Concentrated Flow, Shallow Concentrated Flow-grass ' Unpaved Kv= 16.1 fps 0.4 104 0.0540 4.72 Shallow Concentrated Flow, Shallow Conc.Pavement Paved Kv= 20.3 fps ' 1.1 185 0.0070 2.90 1.01 Circular Channel (pipe), 8"CL Diam= 8.0" Area= 0.3 sf Perim= 2.1' r= 0.17' n= 0.013 0.1 68 0.0110 8.76 43.02 Circular Channel (pipe), 30" CMP Diam= 30.0" Area=4.9 sf Perim= 7.9' r= 0.63' n= 0.013 ' 21.5 1,028 Total Subcatchment 3P: To Highland Ave ' Input information from TetraTech Rizzo drainage analysis Runoff = 15.14 cfs @ 12.13 hrs, Volume= 1.278 af, Depth= 5.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.50" 1 Salem Pre Post WM only Type ///24-hr 100-Year Rainfall=6.50" ' Prepared by Bohler Engineering Page 28 HydroCAD®8 00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 Area (ac) CN Description 1.610 98 Paved parking & roofs 0.700 77 Woods, Good, HSG D 0.760 74 >75% Grass cover, Good HSG C 3.070 87 Weighted Average 1.460 Pervious Area ' 1.610 Impervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 Direct Entry, - Subcatchment EM Existing WM to Highland St Runoff - 59.95 cfs @ 12.24 hrs, Volume= 6.125 af, Depth= 4.78" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.50" ' Area (ac) CN Description 8.600 98 Paved parking & roofs 5.770 70 Woods, Good, HSG C ' 0.680 65 Brush, Good, HSG C 0.340 61 >75% Grass cover, Good, HSG B 15.390 85 Weighted Average ' 6.790 Pervious Area 8.600 Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" ' 0.2 40 0.0750 4.41 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.2 160 0.4400 10.68 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps 0.4 100 0.0350 3.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 8.0 Direct Entry, Time in pipes to Highland St. 17.5 350 Total Subcatchment PRF: WM Roof 1 Runoff = 21.72 cfs @ 12.09 hrs, Volume= 1.821 af, Depth= 6.26" 1 Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.50" 1 I Salem Pre Post WM only Type /it 24-hr 100-Year Rainfall=6.50" ' Prepared by Bohler Engineering Page 29 HydroCAD®8 00 s/n 002612 0 2006 HydroCAD Software Solutions LLC 2/9/2010 Area (ac) CN Description _ 3.490 98 Paved parking & roofs 3.490 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min.Allowable Subcatchment PW1: Proposed West of WM Runoff = 17.04 cfs @ 12.15 hrs, Volume= 1.406 af, Depth= 3.51" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.50" Area (ac) CN Description ' 0.450 98 Paved parking & roofs 4.360 70 Woods, Good, HSG C 4.810 73 Weighted Average ' 4.360 Pervious Area 0.450 Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.10" 0.9 385 0.1900 7.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 50 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 10.1 485 Total ' Subcatchment PWB: Proposed West To Basin Runoff = 7.94 cfs @ 12.11 hrs, Volume= 0.619 af, Depth= 4.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.50" ' Area (ac) CN Description 0.850 70 Woods, Good, HSG C I 0.450 98 Det Basin Surface 0.330 98 Ledge surface 1.630 83 Weighted Average 0.850 Pervious Area ' 0.780 Impervious Area i Salem Pre Post WM only Type 111 24-hr 100-Year Rainfall=6.50" Prepared by Bohler Engineering Page 30 HydroCAD®8 00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 50 0.0700 0.11 Sheet Flow, i Woods: Light underbrush n= 0.400 P2= 3.10" 0.3 180 0.3500 9.52 Shallow Concentrated Flow, Unpaved Kv= 161 fps 7.9 230 Total Subcatchment PWM: Proposed WM to Highland St iRunoff = 52.31 cfs @ 12.23 hrs, Volume= 5.368 af, Depth= 5.11" i Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.50" Area (ac) CN Description 7.630 98 Paved parking & roofs 0.710 98 Proposed Exposed ledge 0.520 61 >75% Grass cover, Good, HSG B ' 3.750 70 Woods, Good HSG C 12.610 88 Weighted Average 4.270 Pervious Area i8.340 Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.1 60 0.6000 15.72 Shallow Concentrated Flow, Down ledge face i Paved Kv= 20.3 fps 0.2 50 0.0300 3.52 Shallow Concentrated Flow, Paved area to CB Paved Kv= 20.3 fps ' 8.0 Direct Entry, Time in pipes to Highland St 17.0 160 Total iSubcatchment TEW: EXISTING West of WM Runoff = 25.13 cfs @ 12.15 hrs, Volume= 2.075 af, Depth= 3.41" i Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.50" Area (ac) CN Description 6.860 70 Woods, Good, HSG C 0.450 98 Paved parking & roofs ' 7.310 72 Weighted Average 6.860 Pervious Area 0.450 Impervious Area 1 1 Salem Pre Post WM only Type ///24-hr 100-Year Rainfall=6.50" Prepared by Bohler Engineering Page 31 HydroCADD 8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.10" 0.9 385 0.1900 7.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 50 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 161 fps 10.1 485 Total ' Reach RP: Pipes thru WM ' Inflow Area = 5.120 ac, Inflow Depth > 3.44" for 100-Year event Inflow 2.70 cfs @ 12.51 hrs, Volume= 1.467 of Outflow 2.66 cfs @ 12.63 hrs, Volume= 1.466 af, Atten= 1%, Lag= 7.4 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Max. Velocity= 4.41 fps, Min. Travel Time=4.2 min Avg. Velocity = 2.46 fps, Avg. Travel Time= 7.5 min ' Peak Storage= 664 cf @ 12.56 hrs, Average Depth at Peak Storage=0.56' Bank-Full Depth= 1.50', Capacity at Bank-Full= 8.93 cfs ' 18.0" Diameter Pipe, n= 0.013 Concrete pipe, straight& clean Length= 1,100.0' Slope= 0.00727 Inlet Invert= 122.00', Outlet Invert= 114.05' Reach TE3: EXISTING at Highland Ave Inflow Area = 20.990 ac, Inflow Depth = 4.66" for 100-Year event Inflow 77.85 cfs @ 12.25 hrs, Volume= 8.151 of Outflow = 77.85 cfs @ 12.25 hrs, Volume= 8.151 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt=0.05 hrs Reach TP3: PROPOSED at Highland Ave Inflow Area = 20.800 ac, Inflow Depth > 4.68" for 100-Year event ' Inflow 66.14 cfs @ 12.20 hrs, Volume= 8.113 of Outflow 66.14 cfs @ 12.20 hrs, Volume= 8.113 af, Atten= 0%, Lag= 0.0 min 1 1 Salem Pre Post WM only Type 111 24-hr 100-Year Rainfall=6.50" Prepared by Bohler Engineering Page 32 HydroCADO 8.00 s/n 002612 @ 2006 HydroCAD Software Solutions LLC 2/9/2010 ' Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Reach TPW: PROPOSED West of WM ' Inflow Area = 4.810 ac, Inflow Depth = 5.63" for 100-Year event Inflow = 20.22 cfs @ 12.15 hrs, Volume= 2.255 of ' Outflow = 20.22 cfs @ 12.15 hrs, Volume= 2.255 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs ' Pond DT: Detention ' Inflow Area = 5.120 ac, Inflow Depth = 5.72" for 100-Year event Inflow 29.47 cfs @ 12.09 hrs, Volume= 2.440 of Outflow 6.60 cfs @ 12.51 hrs, Volume= 2.316 af, Atten= 78%, Lag= 24.8 min Primary = 2.70 cfs @ 12.51 hrs, Volume= 1.467 of ' Secondary = 3.90 cfs @ 12.51 hrs, Volume= 0.849 of Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 128.25' @ 12.51 hrs Surf.Area= 16,307 sf Storage=49,517 cf Plug-Flow detention time= 199.1 min calculated for 2.316 of(95% of inflow) ' Center-of-Mass det. time= 169.8 min (929.3- 759.5 ) Volume Invert Avail Storage Storage Description #1 123.00' 74,500 cf Custom Stage Data (Prismatic) Listed below (Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 123.00 0 0 0 124.00 4,613 2,307 2,307 125.00 8,351 6,482 8,789 ' 126.00 11,921 10,136 18,925 127.00 13,309 12,615 31,540 128.00 14,755 14,032 45,572 129.00 20,866 17,811 63,382 129.50 23,606 11,118 74,500 Device Routing Invert Outlet Devices #1 Primary 124.22' 18.0" x 100.0' long Culvert RCP, groove end w/headwall, Ke= 0.200 Outlet Invert= 123.47' S= 0.00757' Cc= 0.900 n= 0.013 #2 Device 1 124.50' 6.0" Vert. Orifice/Grate C= 0.600 ' #3 Device 1 127.80' 15.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 128.50' 2.00' x 2.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 #5 Secondary 128.30' 10.0' long x 12.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64 #6 Secondary 126.00' 12.0" x 100.0' long Culvert CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 125.50' S= 0.0050 '/' Cc= 0.900 n= 0.012 Salem Pre Post WM only Type ///24-hr 100-Year Rainfall=6.50" ' Prepared by Bohler Engineering Page 33 HydroCAD®8 00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 ' Primary OutFlow Max=2.69 cfs @ 12.51 hrs HW=128.25' (Free Discharge) t—E2=Orifice/Grate ulvert (Passes 2.69 cfs of 14.76 cfs potential flow) (Orifice Controls 1.77 cfs @ 9.01 fps) =Orifice/Grate (Orifice Controls 0.92 cfs @ 2.29 fps) =Orifice/Grate ( Controls 0.00 cfs) ' econdary OutFlow Max=3.90 cfs @ 12.51 hrs HW=128.25' (Free Discharge) Broad-Crested Rectangular Weir ( Controls 0.00 cfs) =Culvert (Barrel Controls 3.90 cfs @ 4.97 fps) i , I 1 i 1 1 1 APPENDIX E 1 WATER QUALITY / GROUNDWATER RECHARGE CALCULATIONS i II i i 1 1 1 1 1 1 i ' Groundwater Recharge Calculations Recharge Volumes Required: ' Proposed impervious area= 11.12 acres (484,387 sf) Existing impervious area= 8.60 acres (374,616 sf) New impervious area= 2.52 acres (109,771 sf) Recharge volume required for type "C" soils= 109,771 sf x 0.25"/12"/ft=2,287 cf (0.05 Ac-ft) ' Volume provided in detention basin below low level orifice= 10,530 cf (0.24 ac-ft) (see next page) 1 1 ' Salem Pre Post WM only Type 11124-hr 100-Year Rainfall=6.50" Prepared by Bohler Engineering HVdroCAD®8.00 s/n 002612 ©2006 HVdroCAD Software Solutions LLC 10/28/2009 Stage-Area-Storage for Pond DT: Detention Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 123.00 0 0 128.20 15,977 48,645 123.10 461 23 128.30 16,588 50,273 123.20 923 92 128.40 17,199 51,962 ' 123.30 1,384 208 126.50 17,811 53,713 123.40 1,845 369 128.60 18,422 55,524 123.50 2,307 577 128.70 19,033 57,397 123.60 2,768 830 128.80 19,644 59,331 123.70 3,229 1,130 128.90 20,255 61,326 123.80 3,690 1,476 129.00 20,866 63,382 123.90 4,152 1,868 129.10 21,414 65,496 124.00 4,613 2,307 129.20 21,962 67,665 ' 124.10 4,987 2,786 129.30 22,510 69,888 124.20 5,361 3,304 129.40 23,058 72,167 124.30 5,734 3,859 129.50 23,606 74,500 ' 124.40 6,108 4,451 129.60 23,606 74,500 124.50 6,482 5,080 129.70 23,606 74,500 124.60 6,856 5,747 124.70 7,230 6,451 ' 124.80 7,603 7,193 124.90 7,977 7,972 125.00 8,351 8,789 125.10 8,708 9,641 ' 125.20 9,065 10,530 �� L�J�L os9 fc A 115"-lS 125.30 9,422 11,454 125.40 9,779 12,415 ' 125.50 10,136 13,410 125.60 10,493 14,442 125.70 10,850 15,509 125.80 11,207 16,612 ' 125.90 11,564 17,750 126.00 11,921 18,925 126.10 12,060 20,124 ' 126.20 12,199 21,336 126.30 12,337 22,563 126.40 12,476 23,804 126.50 12,615 25,059 ' 126.60 12,754 26,327 126.70 12,893 27,609 126.80 13,031 28,905 126.90 13,170 30,216 d 127.00 13,309 31,540 127.10 13,454 32,878 127.20 13,598 34,230 ' 127.30 13,743 35,597 127.40 13,887 36,979 127.50 14,032 38,375 127.60 14,177 39,785 ' 127.70 14,321 41,210 127.80 14,466 42,649 127.90 14,610 44,103 128.00 14,755 45,572 128.10 15,366 47,078 A��ii,�ITCAV® Sizing Estimate CONSTRUCTION PRODUCTS INC. Provided by Aaron Lowell on November 10, 2009 ' Walmad - Salem Salem, MA Information provided by Matt Brook: Site information: Structure ID Area ac % Im envious Tc min 1.0" Water Quality Flow cfs WQU-1 10.52 1 65.50 23.1 4.84 • Presiding agency = MA DEP Vortechs0 System Sizing Option: The CONTECH Stormwater Solutions Vortechs0 stormwater treatments stem is a hydrodynamic Y separator designed to enhance gravitational separation of floating and settleable materials from stormwater flows. Stormwater flows enter the unit tangentially to the grit chamber, which promotes a gentle swirling motion. As stormwater circles within the grit chamber, pollutants migrate toward the center of the unit where velocities.are the lowest. The majority of settleable solids are left behind as stormwater exits the swirl chamber. Stormwater flows then are directed below a floatables baffle wall, where buoyant debris and hydrocarbons are removed. Offline Configuration: The Offline VortechsO system is sized to treat and remove a minimum of 80% total suspended solids ' net annually for the given drainage area of the Typical micron particle gradation while bypassing the peak flow event. System TRecommended Vortechs0 Model Vortechs Treatment Flow Rate (cfs) WQU VX 4000 Offline 6.00 ' 02006 CONTECH Stormwater Solutions 200 Enterprise Drive,Scarborough ME 04074 Page 1 of 2 contechstormwater.com Toll-free:877.907.8676 Fax:207.885.9825 ��►� i i r! Sizing Estimate CONSTRUCTION PRODUCTS INC. VortSentry® HS Sizing Option: The VortSentry® HS is sized based on reduction of the total suspended solids concentration by a specific percentage at the water quality flow rate. CONTECH Construction Products typically selects the VortSentry® HS model that will provide an 80% annual TSS load reduction. Recommended VortSentry® HS System VortSentry@ HS Model Treatment Flow cfs WQU-1 VS HS60 2.20 Maintenance: Like any stormwater best management practice, the Vortechs® and VortSentry® HS systems require regular inspection and maintenance to ensure optimal performance. Maintenance frequency will be driven by site conditions. Quarterly visual inspections are recommended, at which time the accumulation of pollutants can be determined. On average, the Vortechs® and VortSentry® HS systems require annual removal of accumulated pollutants. i ©2006 CONTECH Sto"water Solutions 200 Enterprise Drive,Scarborough ME 04074 Page 2 of 2 contechstornnwater.com Toll-free:877.907.8676 Fax:207.885.9825 VORTECHS SYSTEM® ESTIMATED FLOW CALCULATIONS r' Walmart - Salem WWI i QA^® Salem, MA �, sroRMwA�a Model 4000 Io- System WQU-1 Vortechs Orifice Vortechs Weir Bypass Weir Cd = 0.56 Cd = 4 Cd = 3.3 A(ft) = 0.22 Weir Crest Length (ft) = 0.33 Weir Crest Length (ft) = 5 Crest Elevation ft = 113.28 Crest Elevation ft = 114.78 Crest Elevation (ft) = 115.71 i Head Elevation Orifice Flow Weir Flow Bypass Flow Total Flow (ft) (ft) (cfs) (cfs) (cfs) (cfs) 0.00 113.28 0.00 0.00 0.00 0.00 0.25 113.53 0.24 0.00 0.00 0.24 0.50 113.78 0.57 0.00 0.00 0.57 1 0.75 114.03 0.75 0.00 0.00 0.75 1.00 114.28 0.90 0.00 0.00 0.90 1.25 114.53 1.02 0.00 0.00 1.02 1.50 114.78 1.13 0.00 0.00 1.13 1.75 115.03 1.24 0.17 0.00 1.40 2.00 115.28 1.33 0.47 0.00 1.80 2.25 115.53 1.42 0.86 0.00 2.28 2 n43. "x'1.1571?l: t Ott ^ 118t� 4 �.. 0 00_ a�r26 2.68 115.96 1.56 1.69 2.06 5.31 2.93 116.21 1.63 2.26 5.83 9.72 3.18 116.46 1.70 2.87 10.72 15.30 3.43 116.71 1.77 3.54 16.50 21.81 3.68 116.96 1.84 4.25 23.06 29.15 Calculated by: AML 11/10/2009 Checked b : Vortechs System Stage Discharge Curve �. 117.5 117.0 116.5 116.0 _______________ _________________ Bypass Crest C 115.5 0 115.0 ■', m ___ ____________ _________________ ________________ ________________ _________________ Weir Crest 114.5 114.0 113.5 _________________ ________________ ________________ _________________ Orifice Crest 113.0 0.0 5.0 10.0 15.0 20.0 25.0 30.0 Discharge(cfs) VORTECHS SYSTEM® ESTIMATED NET ANNUAL TSS REMOVAL wViWu�&W.W1 Walmart- Salem V.��c,-._;��:■_ Salem, MA SfORMWATER Model 4000 5 System WQU-1 Design Ratio' = (10.52 acres)x(0.693)x(449 gpm/cfs) = 115.6 (28.3 sf) j Bypass occurs at an elevation of 115.71' (at approximately 42 gpmisf) Rainfall Intensity Operating Rate Treated Flow %Total Rainfall Rmvl. Effcv° Rel. Effcv "/hr gpmisf cfs Volume' r 0.08 9.2 0.55 41.0% 96.3% 39.5% 0.16 18.5 1.11 23.9% 88.8% 21.2% 0.24 27.7 1.66 11.5% 83.8% 9.7% 0.32 37.0 2.22 7.4% 78.8% 5.8% 0.40 44.4 2.66 4.3% 71.7% 3.1% 0.48 49.9 3.00 2.6% 65.6% 1.7% -� 0.56 48.5 2.91 1.3% 66.3% 0.9% 0.64 51.0 3.06 0.8% 64.4% 0.5% 0.72 51.9 3.11 1.0% 63.6% 0.6% 0.80 53.4 3.20 0.5% 62.1% 0.3% 1.00 56.9 3.42 0.3% 60.8% 0.2% 1.40 65.4 3.93 0.6% 54.0% 0.3% 1.80 68.2 4.09 0.3% 51.0% 0.2% 2.20 76.7 4.60 0.2% 41.4% 0.1% 84.0% %rain falling at>22 Ihr or bypassing treatment= 4.3% Assumed removal efficiency for bypassed flaws= 0.0% Removal Efficiency Adjustments= 0.0% Predicted Net Annual Load Removal Efficiency= 84% 1 -Design Ratio=(Total Drainage Area)x(Runoff Coefficient)x(cfs to gpm conversion)/Grit Chamber Area - The Total Drainage Area and Runoff Coefficient is specified by the site engineer. - The conversion factor from cfs to gpm is 449. 2-Operating Rate(gpm/sl =intensity"1hr)x Design Ratio. 3-Based on 7 years of data from NCDC station#3276,Groveland, Essex County, MA 4-Based on Contech Stormwater Solutions laboratory verified removal of an average particle size of 75 microns(see Technical Bulletin 5-Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes. Calculated by: AML 11/10/2009 JjChecked by: r VortSentry' HS Estimated Net Annual TSS Removal WALMART - SALEM SALEM, MA CONSTRUCTION PRODUCTS INC. Model HS6O System WQU-1 Design Ratio' = 10.52 acres x 0.69 = 0.059 123 ft3 Rainfall Intensity Flow Rate ODeratinci Rate %Total Rainfall Rmvi. Effcv° Rel. Effcv "/hr cfs cfs/ft3 Depth' 0.08 0.58 0.00475 41.0% 98.0% 40.2% 0.16 1.17 0.00951 23.9% 94.4% 22.5% 0.24 1.75 0.01426 11.50/6 88.7% 10.2% 0.32 2.33 0.01901 7.1% 74.6% 5.3% 0.40 2.92 0.02376 3.7% 65.8% 2.4% -' 0.48 3.50 0.02852 2.2% 51.5% 1.2% 0.56 4.08 0.03327 1.2% 32.8% 0.4% 0.64 4.67 0.03802 0.7% 13.3% 0.1% 0.72 5.25 0.04277 0.9% 0.0% 0.0% 0.80 5.83 0.04753 0.4% 0.0% 0.0°% 1.00 7.29 0.05941 0.2% 0.0% 0.0% 1.40 10.21 0.08317 0.5% 0.0% 0.0% 1.80 13.12 0.10693 0.3% 0.0% 0.0% 2.20 16.04 0.13070 1 0.10/0 0.0% 0.0% 82.3% % rain falling at>2.2"/hr= 6.3% Removal Efficiency Adjustments= 0.0% Predicted Net Annual Load Removal Efficient = 82.3% 1 -Design Ratio=(Total Drainage Area x Runoff Coefficient) /VortSentry HS Treatment Volume =The Total Drainage Area and Runoff Coefficient are specified by the site engineer. 2-Operating Rate(cfs/ft3)= Rainfall Intensity("/hr)x Design Ratio 3-Based on 7 years of data from NCDC station#3276, Groveland, Essex County, MA 4- Removal efficiencies are based on Contech Stormwater Solutions laboratory verified removal of F-55,a commercially available silica gradation with a mean particle size of 240 microns,containing particles ranging from 100-600 microns. 5-Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes. Calculated by: AML Date: 11/10/09 IlChecked by: Date: i Page 1 of 2 11 ,.".`' Iga .is P m�ti Purpose To calcUla e3the fi trs flush�off fl rate(WQx To V- r a�grven sa'e. il Inthi °s a' t e WQY to be,a alvzedits the Oifrot� iv tie first �0 of fint II Reference: United States Department of Agriculture Natural Resources Conservation Service TR-55 Manual Structure I ARunoff Percent Imp. t° t° Given: Name acres milesZ Coefficient N* mm hr W,(llllx 1;0':+52 0.01644 -01693 "a 65.50 Wk 0.385 Assumes runoff coefficient of 0.3 for pervious areas and 0.9 for impervious areas. Procedure: The Water Quality Flow(WQF)is calculated using the Water Quality Volume(WQV). This WQV, converted to watershed inches, is substituted for the runoff depth(Q)in the Natural Resources Conservation Service(formerly Soil Conservation Service),TR-55 Graphical Peak Discharge Method. 1. Compute WQV in watershed inches using the following equation: WQV=P*R where WQV=water qualdy volume(watershed inches) _ ��design preci�tahon�i� o h T� 1 0!±fo wr ater ual storm�� ] R=volumetric runoff coefficient=0.05+0.009(l) 1= percent impervious cover Structure Percent P WQV I Name Im . % R in in `8c-'i! WQU-1 65.50 0.640 1o"56 6" 2. Compute the NRCS Runoff Curve Number(CN)using the following equation,or graphically using Figure 2-1 from TR-55(USDA, 1986): ' CN=1000/[10+5P+10Q-10(QZ+1.25QP)112] where: CN= Runoff Curve Number �design,erecipitation'inches)(1°0 _for water qualAy storm) ��r�` Q=runoff depth(watershed inches) Structure Q Name in CN WQU-1 0.640 1 96.13 Page 2 of 2 3. Using computed CN,read initial abstraction(la)from Table 4-1 in Chapter 4 of TR-55;compute IJP, interpolating when appropriate. ' Structure I, Name (in) I,/P WQU-1 M,W083MIT 0.083 4. Compute the time of concentration(tj in hours and the drainage area in square miles. A minimum tc of 0.167 hours(10 minutes)should be used. Structure t. A Name (hr) miles' WQU-1 0.385 0.01644 5. Read the unit peak discharge(q„)from Exhibit 4-III in Chapter 4 of TR-55 for appropriate tc for type III rainfall distribution. Structure % q Name (hr) la/P (csm/in) WQU-1 0.385 0.083 x:460 6. Substituting WQV(watershed inches)for runoff depth(Q),compute the water quality flow (WQF)from the following equation: WQF=(q.)`(A)`(Q) where: WQF=water quality flow(cfs) %=unit peak discharge(cfs/mi'/inch) A=drainage area(mi') Q=runoff depth(watershed inches) Structure q„ A Q WQF Name csm/in miles' in cfs WQU-1 460- 0.01644 i NOTE: VORTECHS SYSTEMS INSTALLED IN A BYPASS CONFIGURATION REQUIRE AN UPSTREAM DIVERSION 12'-0• STRUCTURE THAT SHALL BE DETAILED BY THE CONSULTING ENGINEER WITH ELEVATION AND SEALANT WEIR WIDTH DATA PROVIDED BY 6"CONCRETE TYP CONTECH STORMWATER EXTRUDED BUNANSEAL SOLUTIONS. ALUMINUM SWIRL ORIFICE CHAMBER A 90' OUTLET MAY VARY, 6 0 A SEE NOTE 9 III \ t IN INLET VARIES,SEE NOTES 6 8 INLET PIPE MUST BE A CORNER INLETT SEALANT--'/ BAFFLE WALL FLOW CONTROL WALL I� TO INTRODUCE FLOW TANGENTIALLY TO THE SWIRL CHAMBER. -; PLAN VIEW B - B CONCRETE REINFORCED FOR HS20 LOADING RIM ELEVATIONS TO MATCH FINISHED GRADE "t I .:. 1 J• RISERS BY OTHERS TOP AND SLOES SEALED 1 v BUTYL TO VAULT 1 RUBBER WEIR SEALANT I WEIR ..__ ------ AND J_ ORIFICE 0' PLATES TYP IN INVERT I` L � CE � OUTLET INVERT 3'A' 3'-0' 3'A' TVP TYP TVP oa�0- 000-oobo0 Qoo voo'o o-ooao o- �000-a�ao ooa�o-ooa$�-0000 -o MINIMUM 6•COMPACTED GRAVEL SECTION A - A NOTES: 1. STORMWATER TREATMENT SYSTEM(SWTS)SHALL HAVE: 7. SWTS SHALL HAVE NO INTERNAL COMPONENTS THAT OBSTRUCT MAINTENANCE PEAK TREATMENT CAPACITY:6 CFS ACCESS SEDIMENT STORAGE:2.4 CU YD 8. INLET PIPE MUST BE PERPENDICULAR TO THE STRUCTURE 1 SEDIMENT CHAMBER DIA:6'MIN 9. PIPE ORIENTATION MAY VARY;SEE SITE PLAN FOR SIZE AND LOCATION 2. SWTS SHALL BE CONTAINED IN ONE RECTANGULAR STRUCTURE 10.PURCHASER SHALL NOT BE RESPONSIBLE FOR ASSEMBLY OF UNIT 3. SWTS REMOVAL EFFICIENCY SHALL BE DOCUMENTED BASED ON PARTICLE SIZE 11.MANHOLE FRAMES AND PERFORATED COVERS SUPPLIED WITH SYSTEM,NOT 4. SPITS SHALL RETAIN FLOATABLES AND TRAPPED SEDIMENT UP TO AND INSTALLED INCLUDING PEAK TREATMENT CAPACITY 12.PURCHASER TO PREPARE EXCAVATION AND PROVIDE CRANE FOR OFF-LOADING AND 5. SWTS INVERTS IN AND OUT ARE TYPICALLY AT THE SAME ELEVATION SETTING AT TI ME OF DELIVERY 6. SNITS SHALL NOT BE COMPROMISED BY EFFECTS OF DOWNSTREAM TAILWATER 13.VORTECHS SYSTEMS BY CONTECH STORMWATER SOLUTIONS;PORTLAND,OR (800)548-4667;SCARBOROUGH,ME(877)907-8676;LINTHICUM,MD(866)740-3318. PROPRIETARY INFORMATION - NOT TO BE USED FOR CONSTRUCTION PURPOSES ' This CADD Ne is for the purpose of specifying stormwater treatment equipment to be furnished by CONTECH Starmwater Solutions and may only be transferred to other documents exactly as provided by CONTECH Stormwater Solutions. Title block information,excluding the CONTECH Stonmwater Solutions logo and the Voruchs Samnyvater Treatment System designation and patent number,may be deleted If necessary. Revisions to any part of Nis CADD file without poor coordination with CONTECH Starmwater Solutions shall be considered unauthorized use of proprietary information. A �ITCAIJ® STANDARD DETAIL �G�1►�i� i i�:7 STORMWATER TREATMENT SYSTEM STORMWATER VORTECHS® MODEL 4000 U.S.PATENT No.5,759.415 wifileD118tOBRWeteLDORI DATE:10/4/06 1 SCALE:NONE I FILE NAME:STD4K DRAWN:JBS CHECKED:NDG NOTE:INLET PIPE MUST BE PERPENDICULAR TO ' WALL IT IS ENTERING ON 90 DEGREE INLET THAT IS TANGENT ILS SWIRL CHAMBER ILS TO SWIRL CHAMBER LEFT SIDE Ly L~ ' CE INLET ) - I VORTECHS SYSTEM nmo. OUTLET Ry Ry RIGHT SIDE IRS RS TYPICAL INLET/OUTLET ORIENTATION OPTIONS i,. 30°MAX. �LS SWIRL CHAMBER 90 DEGREE INLET THAT IS TANGENT LEFT SIDE TO SWIRL CHAMBER \ 30°MAX. INLET v TE S SYSTEM OUTLET RE NOTE:DUAL INLET MUST BE y �/ POSITIONED TO INDUCE SAME DIRECTION OF FLOW IN SWIRL CHAMBER A RIGHT SIDE IN NOTE:ANGLED OUTLET REQUIRES ELLIPTICAL KNOCKOUT. LJ 30°MAX. ORIENTATION KEV DUAL INLET ANGLED OUTLET LE=LEFT ENO ORIENTATION OPTIONS ORIENTATION OPTIONS RE=RIGHT END LS=LEFT SIDE RS=RIGHT SIDE CE=CENTER END This CADD file is for the purpose of specifying stormwater treatment equipmenl to be furnished by CONTECH Stormwater Solutions and may only be transferal to other documents exactly ' as provided by CONTECH Stormwater Solutions. Title block information, excluding the CONTECH Stormwater Solutions logo and the Vortechs Stormwater Treatment System designation and patent number,may be deleted if necessary. Revisions to any part of this CADD file without prior coordination with CONTECH Stormwater Solutions shall be considered unauthorized use of proprietary information. t w41�-.uiewu® TYPICAL VORTECHSO SYSTEM ORIENTATIONS STORMWATER SOLUTIONS contechstormwater.com DATE:4RI06 I SCALE:NONE FILE NAME:TYPVX ORIENTATION DRAWN:GMC CHECKED:NDG FOR INFORMATIONAL PURPOSES ONLY NOT INTENDED AS A CONSTRUCTION DOCUMENT -BYPASS AND JUNCTION STRUCTURES NOT SUPPLIED BY CONTECH STORMWATER SOLUTIONS- BYPASS MANHOLEJUNCTION MANHOLE BYPASS PIPE LENGTH OUTSIDE TO OUTSIDE DISTANCE a _ TO OUTFALL BYPASS --_ --------------------------- - ----_ BYPASS WEIR LENGTH AND CREST ELEVATION TO BE i DETERMINED BY CONTECH STORMWATER SOLUTIONS r CENTER LINE TO CENTER LINE DISTANCE _ NOTE: BYPASS AND JUNCTION MANHOLE DIAMETERS ARE ASSUMED BASED ON THE TREATMENT CAPACITY OF THE VORTECHS SYSTEM. THESE DIAMETERS MAY CHANGE DEPENDING ON SPECIFIC SITE CONDITIONS. CONTACT YOUR CONTECH STORMWATER SOLUTIONS DESIGN ENGINEER. ' Vortechs Vortechs Dims Recommended Typical Typical Approximate Approximate Model Size Pipe Size Bypass Junction Center Line to Bypass Pipe - Lenglh Width Manhole Manhole Center Line Length Outside Distance to Outside 1000 9'-0" T-O" 010" 4'4"0 4'4"0 7'-6" T-6" 2000 10'_0" 4'-0" 012" 4'4-0 4'-0"0 8'-5" 4'-5" 3000 11'-0" 5-0" 015" 5'-0110 4'-O"0 9'-3" 4'-9" 4000 12'-0" 6'-0" 015" 5'4"0 4'4-0 10'-3" 5'-9" ' 5000 13'-0" T-0" 018" 6-0"0 514"0 11'-2" 5'-8" 7000 14'-0" 8'-0" 018" 6'-0"0 5'-0110 12'-2" 6'-8" 9000 15'-0" 9'-0" 021" 6'-0"0 6'-0"0 11'-10" 5'-10" ' 11000 16,-0" 10'-0" 024" 64"0 6'-0"0 12'_8" 6'-8" 16000 18'-0" 12'-0" 027" 6'-0"0 6'-0"0 14'-7" 8'-7" ' This CADD file is for the purpose of specifying stamrwater treatment equipment to befumished by CONTECH Stormwater Solutions and may only be transferred to other documents exactly as provided by CONTECH Stamrxater Solutions. Title block information,excluding the CONTECH Sunnewater Solutions logo and the Vortechs Stormwater Treatment System designation and patent number,may be deleted if necessary. Revisions to any part of this CADD file without prior coordination with CONTECH Stormwater Solutions shall be considered unauthorized use of proprietary,Information. I AV*C�^® TYPICAL BYPASS & JUNCTION MANHOLE LAYOUT itpF�WI i MO' ' WITH SPECIFICATIONS TABLE FOR STORMWATER VORTECHSO STORMWATER TREATMENT SYSTEM SOLUTIONS writechstolffovater.com DATE:4t7/06 I SCALE:NONE I FILE NAME:WPTBLVXBPR I DRAWN:GMC CHECKED:NDG r r 1 1 .r APPENDIX F STORM SEWER SIZING � r 1 r r r r r r r a e _ P Roll r � �, / %i� ;� / p � �''EI gl �Gy �4 s' ggyg y a' i +yy -. �- i rill « ��1�' `iB- 17 ��/� '!✓ '� /q OZ `i z IVL9 o �� I I �ISI � J � - �'� � � � � _� � 1 �� ,��'� � li %l�' '�lc� .- rf, �I t ii - - / ��i�(�� Y� - Rr ore �rv. ae: , Iwll � i8lllll � � 11� 1�� 1 �I��!I'.I, u' i � l!�l�l'l,� l R�-5 ( co �[VI i � �I � NO CT FOR CONSTRUCTION'l 1 i �a^; l� /^ s RF 4 °' CB 10 � Ee � U r` PRELIMINARY RF- 1 A� �, �� I LAND DEVELOPMENT �� — ��.A - _—_ PLANS r VII i �I�i,l � 1 FOR WALMART fl � - a STORIES,INC. �I � PROPOSED ET = `I Izi frit I" ,� , 5 - _ PROPOSED RETAIL sOEVELOPMEVT HI o LGT<MAPS \ GHLC, AVE SALEM i� CITY OF SALEM I J _ ESSE%COUNi1',MPSSAGIUSETTS CB-9 ' ENGINEERING — 18 i all _ I (, / Sp U— M.D. SMITH 77 rf CB- 1� IB-3f CB-2 r CB-4 PAo,Es,oHuENGINEER �. wX.E°. IN L CATCH BASIN B GRAPHIC SCALE EAS MAP 50 100 200 enxuva 1 — — 11 — ft a. IN FEET ) GE , inch 100 eEwslory s-mrzeamo � �r � v rr � � � � , r � r a� �s � r r esu S Prrage 1 Line Line Inlet Pipe Tc i Drng Runoff TotalTaptLen Line Line Flow Capac Vel Invert Invert Gnd/Rim HGL Cover No. ID Time Travel Sys Area Coeff CxA Slope Size Rate Full Ave Up Dn EI Up Up Up (min) (min) (min) (in/hr) (ac) (C) (%) (in) (cfs) (cfs) (Ws) (ft) (ft) (ft) (ft) (ft) 1 MHB-MHA 0.0 0.12 23.4 3.46 0.00 0.00 8.47 ... 44.00 3.00 30 32.02 71.03 7.90 115.13 113.81 123.05 117.02 5.42 2 MHC-MHB 0.0 0.03 23.4 3.46 0.00 0.00 8.47 ... 10.00 1.00 30 32.04 41.01 7.46 115.33 115.23 122.90 117.30 5.07 3 MHD-MHC 0.0 0.03 23.3 3.47 0.00 0.00 8.47 ... 10.00 1.00 30 32.05 41.01 7.14 115.43 115.33 122.75 117.53 4.82 4 MHE-MHD 0.0 0.43 22.9 3.50 0.00 0.00 5.99 ... 120.00 0.76 30 23.65 35.71 4.82 116.34 115.43 123.70 119.22 4.86 5 MHF-MHE 0.0 0.24 22.7 3.51 0.00 0.00 5.51 ... 63.00 0.75 30 22.05 35.42 4.49 116.81 116.34 123.60 119.81 4.29 6 MHG-MHF 0.0 0.26 22.4 3.53 0.00 0.00 5.00 ... 64.00 0.59 30 20.37 31.60 4.15 117.19 116.81 123.65 120.33 3.96 7 MHH-MHG 0.0 0.29 22.1 3.56 0.00 0.00 4.51 ... 64.00 0.59 30 18.72 31.60 3.81 117.57 117.19 123.70 120.77 3.63 8 MHI-MHH 0.0 0.29 21.8 3.58 0.00 0.00 3.79 ... 90.00 0.60 24 16.27 17.52 5.18 118.11 117.57 124.00 121.46 3.89 9 MHJ-MHI 0.0 0.14 21.7 3.59 0.00 0.00 3.52 ... 41.00 0.59 24 15.33 17.30 4.88 118.35 118.11 124.10 122.04 . 3.75 10 MHK-MHJ 0.0 0.50 21.2 3.63 0.00 0.00 1.83 ... 88.00 0.49 24 9.32 15.81 2.97 118.78 118.35 125.60 122.79 4.82 11 MHL-MHK 0.0 1.14 20.1 3.73 0.00 0.00 1.34 ... 297.00 0.60 18 7.68 8.13 4.35 120.66 118.88 131.20 124.52 9.04 12 MHM-MHL 0.0 0.45 19.6 3.77 0.00 0.00 1.15 ... 108.00 0.60 18 7.02 8.15 3.97 121.41 120.76 131.20 125.24 8.29 13 MHN-MHM 0.0 0.54 19.1 3.81 0.00 0.00 0.89 ... 111.00 0.59 18 6.09 8.10 3.44 122.07 121.41 131.20 125.84 7.63 14 MHO-MHN 0.0 0.78 18.3 3.89 0.00 0.00 0.65 ...1 138.00 0.60 18 5.22 8.14 2.95 122.90 122.07 131.40 126.36 7.00 15 MHP1-MHO 0.0 2.92 5.2 5.95 0.00 0.00 0.10 ... 132.00 0.50 12 0.59 2.52 2.62 128.00 127.34 132.67 128.33 3.67 16 LD1-MHP1 5.0 0.18 5.0 6.00 0.11 0.90 0.10 0.59 8.00 1.25 12 0.59 3.98 2.20 128.10 128.00 132.75 128.43 3.65 17 CB12-MHN 15.0 0.18 15.0 4.24 0.52 0.46 0.24 1.01 14.00 1.00 12 1.01 3.56 3.52 127.00 126.86 132.75 127.43 4.75 18 CB11-MHM 12.0 0.14 12.0 4.63 0.62 0.42 0.26 1.20 13.00 4.00 12 1.20 7.12 4.47 127.00 126.48 131.00 127.65 3.00 19 CB10-MHL 10.0 0.20 10.0 4.94 0.37 0.51 0.19 0.93 14.00 2.00 12. 0.93 5.04 3.95 127.00 126.72 131.00 127.41 3.00 20 CB8-MHK 10.0 0.08 10.0 4.94 0.58 0.30 0.17 0.86 20.00 2.00 6 0.86 0.79 4.38 121.30 120.90 125.30 123.40 3.50 21 CB9-MHK 12.0 0.12 12.0 4.63 0.43 0.73 0.31 1.45 30.00 2.00 8 1.45 1.71 4.16 119.50 118.90 122.50 123.36 2.33 Project File: W060610.stm Number of lines:59 Date: 01-26-2010 NOTES: 11,1ensty=45.72/(Inlet time+11.30)^0.73-Return period=25 Yrs. ; ""Critical depth Hydraflow Storm Sowers 2005 ru Ils" Page 2 Line Line Inlet Pipe Tc i Drng Runoff Total Q Line Line Line Flow T(FAve Invert Invert Gnd/Rim HGL Cover No. ID Time Travel Sys Area Coeff CxA Capt Length Slope Size -Rate Up Dn EI Up Up Up (min) (min) (min) (in/hr) (ac) (C) (cfs) (ft) (%) (in) (cfs) (ft) (ft) (ft) (ft) (ft) 22 CB7-MHJ 5.0 0.09 5.0 6.00 0.87 0.69 0.60 3.60 24.00 2.00 12 3.60 5.04 4.59 119.46 118.98 123.70 122.70 3.24 23 CB6-MHI .5.0 0.16 5.0 6.00 0.32 0.86 0.28 1.65 20.00 1.00 12 1.65 3.56 2.10 119.30 119.10 123.40 122.19 3.10 24 CB5-MHH 5.0 0.04 5.0 6.00 0.80 0.89 0.71 4.27 13.00 1.54 12 4.27 4.42 5.44 119.30 119.10 123.40 121.18 3.10 25 CB4-MHG 5.0 0.06 5.0 6.00 0.55 0.90 0.50 2.97 14.00 2.00 12 2.97 5.04 3.78 119.30 119.02 123.40 120.74 3.10 26 CB3-MHF 5.0 0.06 5.0 6.00 0.57 0.89 0.51 3.04 15.00 2.13 12 3.04 5.20 3.88 119.32 119.00 123.30 120.31 2.98 27 CB2-MHE 5.0 0.07 5.0 6.00 0.55 0.88 0.48 2.90 15.00 1.47 12 2.90 4.31 5.08 119.30 119.08 123.30 120.02 3.00 28 CB1-MHD 5.0 0.03 5.0 6.00 1.34 0.89 1.19 7.15 12.00 2.00 15 7.15 9.13 7.02 118.50 118.26 122.50 119.81 2.75 29 MHP-MHD 0.0 1.29 16.2 4.10 0.00 0.00 1.29 ... 332.00 1.70 15 5.27 8.42 6.34 124.00 118.36 132.30 124.92 7.05 30 RF1-MHP 5.0 9.70 5.0 6.00 0.10 0.90 0.09 0.54 400.00 1.00 12 0.54 3.56 1.64 128.00 124.00 132.75 128.31 3.75 31 MHO-MHP 0.0 0.55 15.7 4.16 0.00 0.00 1.20 ... 93.00 0.51 18 4.98 7.47 4.52 124.83 124.36 131.20 125.72 4.87 32 MHR-MHQ 0.0 0.64 15.1 4.23 0.00 0.00 1.04 ... 137.00 0.50 15 4.39 4.55 3.84 125.51 124.83 131.15 126.55 4.39 33 MHS-MHR 0.0 0.55 14.5 4.29 0.00 0.00 0.84 ... 97.00 0.49 15 3.61 4.54 3.04 125.99 125.51 132.30 127.09 5.06 34 MHT-MHS 0.0 0.44 14.1 4.35 0.00 0.00 0.84 ... 78.00 0.50 15 3.66 4.57 3.12 126.38 125.99 130.90 127.45 3.27 35 CB17-MHT 11.0 0.81 11.0 4.78 0.72 0.68 0-.49 2.34 145.00 0.50 12 2.34 2.51 2.98 127.10 126.38 130.10 128.21 2.00 36 CB16-MHT 14.0 0.07 14.0 4.36 0.78 0.45 0.35 1.53 8.00 2.00 12 1.53 5.04 4.13 127.70 127.54 130.70 128.39 2.00 37 CB15-MHR 5.0 0.13 5.0 6.00 0.26 0.76 0.20 1.19 12.00 2.00 12 1.19 5.04 3.99 128.00 127.76 131.00 128.54 2.00 38 CB14-MHQ 5.0 0.08 5.0 6.00 0.21 0.76 0.16 0.96 13.00 2.00 8 0.96 1.71 4.34 128.00 127.74 131.00 128.47 2.33 39 MHEi-MHO 0.0 0.14 18.1 3.90 0.00 0.00 0.55 ... 34.00 0.74 15 4.84 5.54 3.95 123.22 122.97 132.00 126.68 7.53 40 CB13-MHEi 18.0 0.15 18.0 3.92 0.92 0.60 0.55 2.16 24.00 2.00 12 2.16 5.04 3.48 126.55 126.07- 130.55 127.17 3.00 41 MHF1-MHE1 0.0 0.84 0.2 0.00 0.00 0.00 0.00 ... 111.00 0.75 15 2.69 5.58 2.19 124.05 123.22 129.50 127.28 4.20 42 OCS-MHF1 0.0 0.17 0.0 0.00 0.00 0.00 0.00 ... 22.00 0.77 15 2.69 5.68 2.19 124.22 124.05 128.00 127.39 2.53 Project File: W060610.stm Number of lines:59 Date: 01-26-2010 NOTES: Intensity=45.72/(Inlet time+11.30)"0.73--Return period=25 Yrs. "Critical depth Hydrafiow Storm Sewers 2005 Results Page 3 Line Line Inlet Pipe Tc i Drng Runoff Total Q Line Line Line Flow CaPac Vel Invert Invert FGndlUR,,n HGL Cover No. ID Time Travel Sys Area Coeff CxA Capt Length Slope Size Rate Full Ave Up Dn Up Up (min) (min) (min) (in/hr) (ac) (C) (cfs) (ft) (%) (in) (cfs) (cfs) (ft/s) (ft) (ft) (ft) (ft) 43 MHG1-MHJ 0.0 0.20 10.1 4.93 0.00 0.00 1.09 ... 52.00 1.00 15 5.38 6.46 4.38 120.97 120.45 0.00 122.84 N/A 44 CB18-MHG1 10.0 0.06 10.0 4.94 1.71 0.57 0.97 4.81 22.00 2.00 12 4.81 5.04 6.13 121.20 120.76 0.00 123.52 N/A 45 CB19-MHG1 5.0 0.15 5.0 6.00 0.13 0.90 0.12 0.70 8.00 1.00 12 0.70 3.56 0.89 121.05 120.97 0.00 123.41 N/A 46 MHD1-FES2 0.0 0.46 6.2 5.70 0.00 0.00 1.62 ... 142.00 0.95 18 9.23 10.24 5.22 126.35 125.00 132.00 128.91 4.15 47 MHC7-MHD1 0.0 0.11 6.1 5.73 0.00 0.00 1.62 ... 36.00 1.00 18 9.28 10.50 5.25 127.21 126.85 132.00 129.43 3.29 48 MHB7-MHC1 0.0 0.22 5.9 5.78 0.00 0.00 0.70 ... 43.00 0.51 15 4.06 4.62 3.31 127.43 127.21 131.75 130.28 3.07 49 MHA1-MHB1 0.0 0.50 5.4 5.90 0.00 0.00 0.70 ... 101.00 0.50 15 4.14 4.54 3.38 127.93 127.43 131.75 130.76 2.57 50 MHZ-MHA1 0.0 0.31 5.0 5.99 0.00 0.00 0.70 ... 64.00 0.50 15 4.20 4.57 3.42 128.25 127.93 132.00 131.08 2.50 51 RF3-MHC7 5.0 0.04 5.0 6.00 1.02 0.90 0.92 5.51 10.00 1.00 15 5.51 6.46 4.49 128.35 128.25 132.75 130.04 3.15 52 RF2-MHZ 5.0 0.05 5.0 6.00 0.78 0.90 0.70 4.21 10.00 1.00 15 4.21 6.46 3.43 128.35 128.25 132.75 131.31 3.15 53 MHY-FES1 0.0 0.17 7.7 5.37 0.00 0.00 1.37 ... 42.00 0.90 18 7.35 9.99 4.16 124.79 124.41 132.00 128.64 5.71 54 MHX-MHY 0.0 0.81 6.9 5.55 0.00 0.00 1.37 ... 207.00 0.70 18 7.59 .8.79 4.29 126.24 124.79 132.20 129.84 4.46 55 MHW-MHX 0.0 0.33 6.5 5.62 0.00 0.00 1.37 ... 87.00 0.70 18 7.69 8.79 4.35 126.85 126.24 132.30 130.35 3.95 56 MHV-MHW 0.0 1.37 5.1 5.96 0.00 0.00 0.66 .. 263.00 0.50 15 3.92 4.56 3.19 128.16 126.85 132.20 131.75 2.79 57 MHU-MHV 0.0 0.09 5.1 5.99 0.00 0.00 0.66 ... 18.00 0.50 15 3.93 4.57 3.20 128.25 128.16 132.70 131.94 3.20 58 RF4-MHU 5.0 0.05 5.0 6.00 0.73 0.90 0.66 3.94 10.00 1.00 15 3.94 6.46 3.21 128.35 128.25 132.75 132.13 3.15 59 RF5-MHW 5.0 0.03 5.0 6.00 0.79 0.90 0.71 4.27 10.00 1.00 12 4.27 3.56 5.43 128.35 128.25 132.75 130.79 3.40 Project File: W060610.stm Number of lines: 59 Date: Ot-26-2010 NOTES: Intensity=45.72/(Inlet time+ 11.30)A 0.73--Return period=25 Yrs. ; "Critical depth HydMflow Stone Sewers 2005 CATCH BASIN DRAINAGE AREA SUMMARY WALMART SALEM, MASSACHUSETTS ' c coefficient, grass= 0.30 c coefficient, impervious= 0.90 Drainage; Total Grasseii Notal Area �Area �a Area _ Area r * W.w; ,'fir S•my„ .,�. -u Names, Acres Acres - Cz k not wised' CB1 1.34 0.02 0.89 0.00 ' CB2 0.55 0.01 0.89 0.00 CB3 0.57 0.01 0.89 0.00 CB4 0.55 0.00 0.90 0.00 ' CB5 0.80 0.011 0.89 0.00 C66 0.32 0.021 0.86 0.00 CB7 0.51 0.02 0.88 0.00 ' CB8 0.43 0.13 0.72 0.00 CB9 0.58 0.58 0.30 0.00 CB10 0.37 0.24 0.51 0.00 CB11 0.62 0.50 0.42 0.00 ' CB12 I 0.52 0.38 0.46 0.00 CB13 0.92 0.46 0.60 0.00 CB14 0.21 0.051 0.76 0.00 ' CB15 0.26 0.06 0.76 0.00 CB16 0.78 0.59 0.45 0.00 CB17 0.72 0.27 0.68 0.00 CB18 1.71 0.95 0.57 0.00 CB19 0.13 0.00 0.90 0.00 RF-1 0.10 0.00 0.90 0.00 RF-2 0.78 0.00 0.90 0.00 RF-3 1.02 0.001 0.90 0.00 RF-4 0.73 0.00 0.90 0.00 RF-5 0.79 0.00 0.90 0.00 RF-6 0.111 0.001 0.90 0.00 Total Area (ac.)= 15.42 O:\FI LES\Wal-Mart\Massachusetts\Salem\Drainage\c_coefficients.xls 1/26/2010 APPENDIX G OPERATION AND MAINTENANCE PLAN i L LONG TERMSTORMWA TER SYSTEM OPERATIONAND MAINTENANCE PLAN ' The Stormwater Management Standards Standard 9: A Long Term Operation and Maintenance(O&M)Plan shall be developed and ' implemented to ensure that stormwater management systems function as designed. The Long-term Operation and Maintenance Plan shall at a minimum identify: ' 1. Stormwater management system(s)owners; 2. The party or parties responsible for operation and maintenance, including how future ' property owners will be notified of the presence of the stormwater management system and the requirement for proper operation and maintenance; 3. The routine and non-routine maintenance tasks to be undertaken after construction is ' complete and a schedule for implementing those tasks; 4. Plan that is drawn to scale and shows the location of all stormwater BMPs in each treatment train along with the discharge point; 5. Description and delineation of public safety features;and ' 6. Estimated operations and maintenance budget. The Operation and Maintenance Plan shall identify best management practices for implementing maintenance activities in a manner that minimizes impacts to wetland resource areas. Owner: General Contractor: TBD S.R. Weiner&Associates 1330 Boylston Street Chestnut Hill, MA 02467 The General Contractor shall have all logs and reports as stated within the Stormwater Pollution ' Prevention Plan readily available at all times for inspection by the City's Conservation Commission. Method of recording for future Owners ' ❑ Deed ❑ Order of Conditions ® Other: Approved Site Plans 1 I ' COMPONENT: Parking Lot and Access Drives RESPONSIBILITY: During Construction: General Contractor Post Construction: Owner ACTION: Street Sweeping FREQUENCY: During Construction: As needed Post Construction: Per table below For 10%Annual TSS removal: Type of Sweeper Frequency High Efficiency Vacuum Monthly Regenerative Air Sweeper Every two weeks,average Mechanical Sweeper(Rotary Broom) Weekly For 5% Annual TSS removal: Type of Sweeper Frequency High Efficiency VacuumQuarterl Regenerative Air Sweeper Quarterly Mechanical Sweeper(Rotary Broom) Monthly Any frequencies less than those listed above are considered a 0%TSS removal rate. ' DESCRIPTION: Roadways shall be swept per the above table, primarily in the spring and fall. ' The Contractor/Owner will monitor all areas and remove sediments as necessary, considering both annual necessity and the need for more frequent cleaning during construction. Sweeping shall be performed to remove sediments prior to introduction into the stormwater collection system. Washing and waterjetting shall be discouraged. Sweepings are regulated as solid waste ' and can be used in three ways: 1. As approved by MassDEP(daily landfill cover,additive to compost, fill under a public way) 2. If approved under a Beneficial Use Determination 3. Disposed in a Landfill BUDGET: $3000/year based on monthly sweepings. 1 ' DRAINAGE SYSTEM The following components shall be inspected: • During or immediately following initial installation of sediment controls. • Following severe rainstorms to check for damage to controls. • Prior to seeding deadlines,particularly in the fall. • Near the completion of projects under construction to ensure that temporary controls have been removed, stabilization is complete, drainage ways are in proper condition,and the final contours agree with the proposed contours on the approved plan. ' After the occurrence of any heavy rainfall that may have affected stormwater management facilities, the designated inspector shall inspect the components listed below for evidence of ' scouring or erosion, excessive sediment deposits, clogging of stormwater structures, or any other condition that may adversely affect stormwater management operations. If any of these conditions are observed, then appropriate actions should be taken to restore the stormwater ' management facility so that it operates as intended. A "major storm" is the 2 year frequency storm which is generally a rainfall of three (3) or more inches within 24 hours. i COMPONENT: Catch basins ' RESPONSIBILITY: Owner ACTION: Cleaning(Sediment removal/sump cleaning) and Inspection FREQUENCY: ' L Inspection—Two times per year 2. Cleaning—Once per year or whenever the depth of deposits is greater than or equal to one half the depth from the bottom invert of the lowest pipe in the basin. ' DESCRIPTION: Basins are to be cleaned on an annual basis or when the depth of deposits is greater than or equal to one half the depth from the bottom of the sump to the invert of the lowest pipe in the basin. The Owner will inspect sumps post construction a minimum of twice per year. Precautions shall take place to maintain the integrity of the oil trapping hoods during cleaning. The hoods shall be inspected and repaired as necessary. Accumulated hydrocarbons shall be ' collected separately from accumulated sediment. All material shall be disposed of in accordance with DEP regulations. Inspections: o Frame and Grate o Inlet and Outlet condition o Cracks and settlement o Joint failure ' o Leaking o Sediment Accumulation o Oil/Gas Sheen in water ' o Condition of trap hood o General inspection of structure ' BUDGET: Inspection/cleaning- $1,000/yr per catch basin for semi-annual inspections and annual cleaning. 1 1 COMPONENT: Stormwater Quality Unit RESPONSIBILITY: During Construction: General Contractor Post Construction: Owner ACTION: Inspection/cleaning FREQUENCY: Per Manufacturer's Maintenance Guidelines or once per six months whichever is more restrictive. ' DESCRIPTION: See Manufacturer's Maintenance Guidelines. All accumulated materials shall be disposed of in accordance with DEP regulations. ' BUDGET: Inspection/cleaning-$1,000/yr per unit 1 1 i COMPONENT: Detention Pond RESPONSIBILITY: During Construction: General Contractor ' Post Construction: Owner ACTION: Various inspection, maintenance, and cleaning activities ' FREQUENCY: During Construction ' 1. Cleaning—As needed during construction or whenever the sediment depth exceeds a depth of twelve (12) inches. 2. Inspection—As needed during construction but once a month at a minimum. ' Post Construction I. Inspection—Monthly. 2. Cleaning—Four times per year or whenever the average sediment depth exceeds a depth of twelve(12) inches. ' 3. Mow the side slopes on a regular basis,with a minimum of twice a year. Remove all grass clippings and accumulated organic matter at least twice yearly during the growing season. DESCRIPTION: Inspections shall be by qualified personnel assigned by the property owner. During the growing season,the pond side slopes shall be mowed at least twice, with additional ' cuttings performed as needed. All tree saplings of any species will be removed from embankments and the pond bottom. The inlet to the pond shall be inspected for erosion and sedimentation, and rip-rap shall be promptly repaired in the case of erosion. Sediment collecting ' in the pond bottom shall be removed four times a year or any time the sediment reaches an average depth of one foot anywhere in the pond. Any sediments removed shall be disposed of in accordance with the latest DEP guidelines for stormwater sediment disposal. ' Inspections: o Inlet and Outlet condition o Sediment Accumulation ' o Oil/Gas Sheen in water o Condition of drawdown pipe ' BUDGET: Cleaning-$500 per cleaning Inspection -$250/yr for monthly inspections Mowing- $100/yr for the minimum two mowings 1 i ' APPENDIX H ' LONG TERM POLLUTION PREVENTION PLAN r ( ' Long-Tenn Pollution Prevention Plan Proposed Walmart Highland Avenue Salem, Massachusetts 1. Good Housekeeping Practices ' The Owner/Operator shall use good housekeeping practices by following the Operation and Maintenance plans as provided within this report. 2. Provisions for storing materials and waste products inside or under cover Hazardous materials or wastes associated with typical retail sales or retail building use may be stored at the proposed project. Any such materials or wastes will be stored and handled in accordance with all applicable local, state, and federal regulations. In the event of a significant spill of any hazardous material or waste, emergency contact numbers are listed below. ' 3. Vehicle washing controls Vehicle washing is not anticipated to occur at this site. In the event vehicles are washed at the site, they shall be washed in an area that will collect the runoff in the storm sewer system and discharge it to a water treatment unit. Direct discharge of wash water to wetlands shall be ' prohibited. 4. Requirements for routine inspections and maintenance of stormwater BMPs The Owner/Operator shall maintain the BMP's by following the Operation and Maintenance Plan. ' S. Spill prevention and response plan There is very limited risk of significant spills at this site. Any spill requiring action would most ' likely be associated with motor vehicles. In the event of a large spill contact the following: Mass DEP 24 hour Spill Emergency Response Notification line: 888-304-1133. Regulatory Contacts Contact information for reporting oil and hazardous materials releases to the EPA, ' DEP, and local agencies are provided below. Agency Telephone ' Fire Department 911 /(978) 744-6990 Massachusetts Department Of Environmental Protection 888-304-1133 United States Environmental Protection Agency (617)918-1279 1 6. Provisions for maintenance of lawns,gardens,and other landscaped areas ' The use of chemical fertilizers shall be minimized or avoided where possible. 7. Requirements for storage and use of fertilizers,herbicides,and pesticides ' Fertilizers, herbicides, and pesticides may be stored at the site. Such materials will be in closed containers. If the containers are not located under cover, all necessary precautions will be taken to minimize the potential for these materials to mix with storm runoff. 8. Provisions for solid waste management ' All solid waste management systems shall be inspected and maintained in accordance with all local, state and federal requirements. 1 1 '