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HomeMy WebLinkAbout2001-05-18 Response Comments to Def Subdiv Plans 11/1/2001 EV I Gale Associates, inc. - 1'-j 33 Riverside Drive Pembroke,MA 02359-1938 FAX: (781)829-2007 TEL: (781)829-2000 11 October 31, 2001 Ms. Heidi Griffin N. Andover Planning Board 27 Charles Street R "�"°F V�:.x.i"l) N. Andover, MA 01845 NOV 0 1 2001 Re; Lawrence Municipal Airport Industrial Park t'L �o�T� � �+_'I ANsylNO Gale 3N 709910 Dear Ms, Griffin: We have reviewed VHB's comments, dated October 12, 2001, and have revised the Definitive Subdivision Plan set. We offer the following detailed responsed to each to help in this review. Lot La out Plan Comment: The Lot Plan (sheet C2.0) does not appear to be drawn to scale. VHB recommends that the plan be drawn to scale. Response: The Lot Plan (Sheet c2.0) has been resubmitted to scale as requested. Comment: VHB recommends that right-of-way bearings and distances be added to the plan along Clark Street. (5.2.5.1-1.) Response: The bearings and distances have been added to the plan along the proposed Clark Street extension. Comment: The Applicant gives a frontage bearing (N21°03'47"W) and distance (202.98') of lot #4, although the plan shows a curve. VHB recommends that the applicant revise this accordingly. (5.2.5.1-1.) Response: The plan has been revised and now `shows a radius of 500' and length of 204.40'. Comment: VHB recommends that names of all abutters be added and be readable to the lot plan. VHB also recommends that the Applicant include all the abutters on the opposite side of Clark Street. (5.2.5.2-2.) Response: All abutters' names have been added to include those on the opposite side of Clark Street. BOSTONI BAUTIMORF ORLAN©O SAN FRANCISCO I Ms. Heidi Griffin - North Andover Planning Board October 31,2001 Page 2 Comment: The sewer construction easement is not shown on the overall lot plan. VHB recommends that the Applicant show the proposed easement on the overall Lot plan, (5.2.5.2. -5.) Response: The sewer construction easement has been added to the overall lot plan. Comment: The Applicant has submitted a chart on the lot plan, which shows lot size area and buildable contiguous area. According to section 7.1.1, Contiguous Buildable Area (CBA) should represent 75% of the total lot size. None of the areas conform to this regulation, The Applicant should revise the plans or request a waiver from this requirement. Response: The assumption made by VHB regarding this regulation is incorrect. Section 7.1.1 is referring to the minimum lot size and not the overall parcel size. Each lot has more than the required 75% of minimum area being contiguous buildable area. The plan has not been updated as requested. Comment: Some the existing street information is missing on this plan. VHB recommends that the Applicant show all necessary information (street name, easement and pavement width, etc.) on the lot plans. (5,2,5.2-9.) Response: The plan has been updated to include the existing 30' pavement width, street name, etc, Comment: Lot #3 includes the existing Airport Access Road. VHB recommends that an easement be provided for this roadway to maintain access to the airport. The change will necessitate changes in the total area of the lot and in the contiguous buildable area. Response: A 40' wide easement has been added to the Lot Plan. The overall lot area for lot 3 and contiguous buildable area have significantly changed as a result and the lotting table on Sheet C2.1 has been updated accordingly. Comment: The baseline for the Airport Access Road is missing on sheet 2.4 and 2.5. VHB recommends add the missing information. Response: The baseline has been added to sheets C2.4 and 2.5. Section 5,2.5.3, —Grading Drainage and Utilities Plan Drainage Comment: The manner in which the drainage structures are labeled is confusing. VHB recommends that the Applicant revise structure numbers for clarity and consistency. i GALE Ms.Heidi Griffin North Andover Planning Board October 31,2001 Page 3 Response: The drainage structure labeling was confusing along the proposed access road. For clarity,we have added an additional utility sheet at 20 scale (Sheet C3.3A) for the proposed Clark Street Extension to aleviate the cluttered labels. In addition, several structures have been renumbered in order to also help eliminate the confusion. Comment: The invert of catch basin (CB) #1 (located in the cul-de-sac) is lower than the invert in drainage manhole (DMH) #2. VHB recommends that the Applicant revise the plan to maintain proper flow. Response: The invert in CB #1 has been corrected and the pipe slope has been increase to 1% to maintain proper flow. Comment: Many CB labels (inverts, rims) appear to be missing. This makes the review of potential utility conflict difficult. VHB recommends that the Applicant provide labels for all drainage structures and pipes. Response: All drainage structures and pipes have been properly labeled as requested. Comment: The drainage pipe slope between CB#6 and DMH#4 (Sta 4+65±RT) is flat. VHB recommends that the Applicant revise the layout to obtain a minimum slope of 0. 4%. Response: The pipe slope has been corrected to meet the requirements. Comment: The plan indicates that five pipes connect to DMH#4 (Sta 4+65± RT). Given this pipe configuration, a standard size diameter manhole will be difficult to build. VHB recommends that a lager diameter manhole be considered. Response: DMH #4 (now DMH 46) has been labeled as a 8' diameter manhole in order to facilitate the pipe connections. Comment: The drainage system appears to flow from the site drive of lot 2 (Sta 94+50±) toward Clark Street (Approx, Sta 4+75). However, the pipe size varies from an 18-inch pipe to a 24-inch pipe and back to an 18 inch. VHB recommends that the Applicant review and revise the pipe sizing. Response: The drainage pipes have been corrected to show a pipe size starting off at 18" and increasing to 24" as it approaches Clark Street. Comment: The pipe slope between DMH#51DMH#3A and DMH#4 is below minimum requirements. VHB recommends that the slope of the pipe be revised and that the velocity of the flow be calculated to ensure that the pipe will be self-cleaning. E f� E i� I { i iGALE ki Ms.Heidi Griffin North Andover Planning Board October 31,2001 Page 4 Velocities of 2 to 3 feet per second are generally considered to be adequate for self-cleaning. Response: The pipe slopes have been revised to meet the minimum requirements. Comment: CB#6 shown on sheet C3.3, appears to be connected to DMH#4 (Sta 4+65± RT) although labels show a connection for DMH#4 (Sta 4+65± RT) and DMH#4 (Sta 4+40±). VHB recommends that the Applicant correct this contradiction. Response: This contradiction has been corrected. Comment: The following labels are missing invert information. DMH#4/DMH#3A(Sta 2+90±) is missing 2 CB inverts. DMH#4 (Sta 4+40±) is missing the DMH#5 invert. DMH#4 (Sta 4+65± RT) is missing 2 CB inverts. DMH#5A is missing 2 CB inverts. DMH#8A is missing 2 CB inverts. DMH#813 is missing 2 CB inverts. DMH#9 (Sta 92+30±) is missing DMH#9A(Sta 94+45±) invert. DMH99A(Sta 94+45±) is missing DMH 9AB invert. Response: All invert information has been corrected and added to the plans. Comment: The following pipe slopes appears to be incorrect. VHB recommends that the Applicant revise accordingly. DMH# 9AB and DMH#9A (Sta 94+45±) DMH# 9A(Sta 94+45±) and DMH# 9A(Sta 92+30±) DMH# 9A(Sta 92+30±) and DMH# 8 DMH# 8A and DMH# 8B Response: All pipe lengths and slopes have been updated. Comment: In label for DMH#13, the pipe size appears to be 12 inch. The label for the pipe between DMH#13 and DMH#14 is 30 inch. VHB recommends that the Applicant correct this contradiction. Response: The pipe size has been corrected to show a 36" pipe with the trune line beyond that becoming 48" in diameter. Comment: As the pipe cover is less than 2 feet, VHB recommends that the Applicant consider extra strength concrete pipe for the following locations: i E Ms.Heidi Griffin North Andover Planning Board October 3 t,2001 Page S DMH# 13 and DMH# 14 DMH# 8A and DMH# 8B Response: The applicant shall use extra strength concrete pipe in all locations where cover is less than 2 feet, including,but not limited to those indicated above. E Comment: VHB assumes that there is will be standing water in the detention basin for an extended period of time. VHB recommends that the Applicant consider providing a fence for public safety reasons. Response: A 4' high black pvc coated chain link fence has been added around the detention basins along with landscape screening. Comment: Upon review of the existing and proposed stormwater catchment area maps, it appears that the subcatchment areas used in the hydrocad program for pre and post development condition do not agree with the areas shown on the catchment areas map. VHB recommends that the Applicant review the existing and proposed catchment areas in the hydrocad program and revise all pertinent drainage analysis/calculations accordingly. Response: We have reviewed the drainage catchment areas and have found a discrepancy in Subcatchment 49 in the proposed model. This subcatchment took into consideration the existing subcatchment#1 (predeveloprnent)which is incorrect. In addition there was a discrepancy in the overall acreage for the site. These have been corrected. The updated calculations are attached for the 1, 2 10, 25 and 100 year storm events. Also for clarity, we have deleted the sediment forebay from the proposed calculations per request of the Conservation Commission. Comment: For clarity purposes, VHB recommends that a summary table compare pre- and for 1, 10 and 100-year storm events for post- development peak discharge rates each of the analysis points provided. The summary table will clearly determine whether the proposed development peak discharge rates will or will not exceed the pre-development peak discharge rates at any given analysis point. Response: A discharge rate summary sheet is attached that clearly identifies the pre and post runoff rates at the proposed discharge location. Comment: According to the watershed diagram, it appears that stormwater from the northeast corner of the access road and Clark Street will flow to the swale located at lot 3 and ultimately flow to the upper detention basin via the pipe system on lot 3. However, no connection between the swale and the pipe system has been shown fi pl G A Ms.Heidi Griffin -.. Nortli Andover Planning Board October 31,2001 Page 6 on the utility plan. The Applicant should revise the plan to show that the swale and a connecting pipe system. Response: The plan has been revised to show a pipe connection between the swale and the proposed collection system. Comment: The plans indicate that an existing 48-inch RCP culvert is located at the west side of Lot 1 under the railroad track. VHB offers the following comments regarding the existing culverts: 1, It appears that the proposed DMH#4 is conflicting with the existing 48-inch culvert. The Applicant should relocate the proposed drain manhole to avoid the existing culvert. Response: DMH 44 is located on top of the existing culvert, however the invert of the manhole is amost 5 feet above the top of the culvert pipe. Thus DMH #4 has not been moved. Comment: 2. There appears to be a discrepancy between the pre- and post- development conditions in the hydrocad program regarding the invert of the existing 48-inch culvert. Based on the contour information shown on the plan, it appears that the invert is 24 feet. The Applicant should review and revise all pertinent drainage analysis according. Response: The hydrocad model correely models the inverts and length of the 48" culvert. The existing conditions plan did not correctly show the location of the inlet and outlet in respect to the contours. This has been corrected in the plan set. Comment: 3. The town of North Andover regulations requires that post-development peak ' discharge rates for 1, 10 and 100-year storm events not exceed pre-development peak discharge rates. It appears that the outlet of 48-inch culvert is used as an analysis point for the pre- and post-development condition. Based on the hydrocad printout,the post-development peak discharge rate is 83.74 cfs, which is greater than the pre-development peak discharge rate of 48.52 cfs. The Applicant should revise the drainage design to match the pre-development peak discharge Response: The post development peak discharge rates for the 1, 10 and 100 year storm have been mitigated to provide for rates that are equal to or lower than the predevelopment rates. Refer to the discharge rate summary sheet and the updated Hydrocad Model data attached for more information. .---GALE I Ms, Heidi Griffin North Andover Planning Board October 31,2001 Page 7 1 Sewer i VHB offers the following general comments,regarding the sewer design and layout: I Comment: VHB recommends that the Applicant label the pipe between SMH#26 and SMH#27. Response: The pipe has been labeled as requested. Comment: The following pipe slopes appears to be incorrect. VHB recommends that the Applicant revise accordingly; SMH#22 to SMH#23 SMH#23 to SMH#24 SMH#24 to SMH##25 SMH#25 to SMH#26 SMH#26 to SMH#27 (Sta 98+55±) SMH#27 (Sta 103+45±)to SMH#28 SMH#13 to SMH#14 SMH#9 to SMH#10 SMH#1 to SMH#2 Response: We have carefully reviewed all pipe lengths and slopes and agree with the above mentioned discrepancies. All pipe slopes have been recalculated and the utility sheets have been revised accordingly. Comment: The pipe length between SMH#13 and SMH## 14 appears to be 175 feet, yet it is labeled 170 feet. The Applicant should revise accordingly. Response: The pipe between SMH#13 and #14 has been revised to a length of 180 feet to correspond to the updated distance between the two manholes. Comment: VHB recommends that the Applicant include sewer manhole structures on the profile with appropriate labels. Response: For clarity, the proposed Clark Street extension profile has been updated to show the inverts of all sewer manhole structures and pipes. We do not feel this is necessary for the proposed sewer installation within the existing Clark Street as the DPW has requested that there be 8 feet of cover over the pipes in that section to avoid coflicts with existing utilites within the roadway. i I i G' A L E Ms. Heidi Griffin ......... North Andover Planning Board October 31,2001 Page 8 Section 5.2.5.4 -.Street Plan and Profiles Comment: The Plan view and the Profile of Clark extension are not included in this plan set. VHB recommends that the Applicant submit a plan view and a profile for the extension of Clark Street. The following comments were made in reference to the previous plan dated 08-17-01. Response: The plan view and the Clark Street extention profile have been submitted with the updated plan set and can be seen on Sheet C2.10. Street Plan Referring to section 5.2.5.4-b, we offer the following comments for the plan view and the profile of Clark Extension. Comment: 1. The horizontal alignment should include a curve instead of an angle point. Also, the roadway should be situated in the middle of the proposed roadway easement. Response: The horizontal alignment has been revised to show a curve instead of an angle point. Comment: 2. It should also include distances and bearing for tangent and radius and length for curve. Response: The horizontal alignment has been updated showing tangent, radius and length of curve. Comment: 3. The plan view should include the points of curvature and tangency (pe's and pt's) with there corresponding station. Response: The plan view has been updated showing the PC's and PT's and corresponding station. E Comment: 4. The plan view should also include the proposed pavement and sidewalk width. GALE Ms.Heidi Griffin - North Andover Planning Board October 31,2001 Page 9 Response: The plan view has been updated to show the proposed 30' pavement width. The plan view does not show the sidewalk as a waiver has been requested for the deletion of the sidewalk. Clark Street extention does not act as a destination point for pedestrians and currently, no sidewalks exist on the existing Clark Street,Holt Road or Rt. 125. E Comment: 5. All material, for example granite curb edging, should be label. Response: The plan has been revised to show the labeling of the granite curb edging, etc. Comment: 6. All drainage, water and sewer structures should have an appropriate label for example: inverts,rim and outlet elevation. Response: All drainage, water and sewer structures have been labeled on the utility sheets. They have not been included on the street plan for clarity purposes. Comment: 7. Section 5.2.5.4-b.13. recommends that two (2) benchmarks be shown for each street. Response: Two benchmarks will be added to the site layout sheets and street plan as required for the Proposed Clark Street Extension. Benchmarks are not being proposed for the existing Clark Street, the existing Airport Access Road or the driveway between lots 2 and 3. The applicant will coordinate benchmark locations with the SPW during construction. Comment: Street Profile Referring to section 5.2.5.4-c, we offer the following comments on the profile: 1, The Applicant should include vertical curves. Vertical curves should be labeled appropriately. Vertical Curves have been shown and labeled as requested. I LE Ms. Heidi Griffin G A North Andover Planning Board October 31,2001 Page 10 j a, 2. The profile should include the roadway gradient and show the existing and proposed elevation every 50 feet. to show the roadway The profile has been updated Y gradients and the existing p p and proposed elevations every 50 feet. 3. Existing and proposed facilities including manholes, headwall, outlet, cross culverts, water, gas, sewer pipes etc. should be shown. The existing and proposed facilites have been shown on the profile. 4. The applicant should refer to this section and provide all the required information and design criteria. All required information has been added to the plan set. Section 5.2.5.5. - Typical Sections, Details and Notes Comment: 5.2.5.5.-b. —The Applicant has not submitted a cross section of the detention area. VHB recommends that the Applicant submit a detailed cross section. The cross section should include existing and proposed grades, details of inlet pipes, structures, embankment elevation etc. The Applicant should provide all required information for the detention area cross section. Response: A profile of the proposed lower detention basin has been provided in the updated plan set. Comment: 5.2.5.5 d to j — The following details provided by the Applicant do not meet the Town of North Andover standards. VHB recommends that the Applicant revise the following details: 1. Guardrail (see figure#10) 2. Guardrail end section. (See figure #11) The N. Andover standard wooden guardrail system shall be used. Refer to the attached guardrail details (copied from the N. Andover Planning Regulations. 3. Backfilling material in the trench detail. (See figure #13) The backfilling material has been updated to match the town's requirements for Type C Gravel borrow. I 4. Hydrant detail (needs a cement concrete block under hydrant) d� E GALE Ms.Heidi Griffin North Andover Planning Board i October 31,2001 Page 11 i The hydrant detail has been updated to to include the concrete block. 5. Flared end section and/or drainage outlet detail is not provided The N. Andover standard flared end section shall be used at all outlet locations. Refer to the attached detail. Section 5.4 Environmental and Community Impact Statement Comment: No environmental and Community Impact Statement was provided to VHB. VHB recommends that the Applicant submits an environmental and Community Impact Statement for review. Response: The Environmental and Community Impact Statement has been provided with this submission for VHB's review. Traffic Stud Comment: VHB reviewed a traffic study during the preliminary plan submission. In general all VHB comments have been addressed. VHB understands that the size of one of the office building was increased by the 10,000 square feet. We suspect that this increase will not have a significant effect. For clarification and consistency purposes, VHB recommends that the report be updated to reflect the additional 10,000 SF of office space. Inc. has resubmitted the traffic analysis with the Response: Vanasse and Associates, updated square foot buildout. Section 6.7—Streets- Basic Re uirern Comment: The existing Cul-de —sac at the end of Clark Street appears to be on private property. VHB recommends that Clark Street be relocated within the right-of- way. VHB also recommends that the existing circle pavement be removed so that the roadway conforms to the typical section. The recommendation is based on section 6.7.2 Improving existing streets in the Rules and regulations governing the subdivision of land, dated October 2000. Response: The existing cul-de-sac is on private property. As such, the Lawrence Airport E Enterprise Commission (LAEC) does not intend to remove the cul-de-sac for. that reason. In addition, the cul-de-sac borders a wetland resource area that would be impacted as a result of the removal. The LAEC has proposed to the planning board that the cul-de-sac remain and that striping be provided Ms.Heidi Griffin North Andover Planning Board October 31,2001 Page 12 to outline the horizontal curve for the transition from the existing Clark Street to the proposed Clark Street Extension. Section 6.8 -_Streets-Design Standards Comment: VHB assumes that Clark Street and its extension can be considered a "Local Street Non-Residential". We offer the following comments: At the end of the existing Clark Street, no horizontal roadway curve is proposed. VHB recommends that the Applicant revise this alignment to include horizontal curves. The Applicant should note that the minimum radius for this type of street is 250 feet and that the alignment should be located in the middle of the roadway easement. Response: The existing roadway easement does not allow �'a horizontal radius of 250 Resp g feet. However, a 200 foot radius does fit within the existing right-of-way. Thus, the plans have been updated to show a horizontal radius of 200' and the Lawrence Airport Enterprise Commission will request a waiver for this. In addition, since the larger radius does not fit within the right-of-way, we believe this is a good reason to leave the additional pavement within the cul- de-sac to allow larger vehicles, should they require it, to utilize that pavement for wide turns. Comment: The driveway located at station 32+75 LT, has a radius of 20 feet. The minimum radius allowed according to Table IA (Section 6.8.1) is 40 feet. VHB recommends that the Applicant revise this driveway opening. Response: The driveway located at station 32 + 75 LT is an existing driveway to an existing building that is not part of this development. The LAEC does not propose to widen the driveway as it is private property. Comment: The proposed centerline elevation grade between station 3+75 and 4+65 is zero (0). The minimum allowed slope in Table IA (Section 6.8,1) is 1%. VHB recommends that the Applicant revise the profile grade for this location. i Response: The proposed Clark Street extension profile has been updated to provide for a minimum of 1% slope as required. Comment: VHB recommends that the Applicant label the K values (sag and crest) for each vertical curve. Response: The K values for sag and crest are labeled on the Street Profile plan provided with this updated plan set. Ms.Heidi Griffin North Andover Planning Board October 31,2001 Page 13 �Y Comment: It is unclear why a waiver has been requested for proposed cul-de-sac diameter. It appears that the standard cul-de-sac diameter will fit. The Applicant should further justify the waiver request. The design of the proposed cul-de-sacs does not conform to the Town Standards figure 95 of the Rules and Regulations governing the subdivision of land, dated October 2000. VHB recommends that the Applicant revise design to meet Town Standard. Response: The proposed cul-de-sac has been redesigned to resemble the offset cul-de- sac design standard within the Rules and Regulations Governing the Subdivision of Land. However, due to the proximity to wetlands on the north and south sides of the cul-de-sac and the required grading, a 120 foot diameter cul-de-sac does not fit. Thus the LAEC is requesting a waiver from a 120 foot pavement diameter width to 100 ft to fit it within the constraints of the site. The LAEC presented an alternatives analysis to the planning board regarding this waiver request to justify its necessity as requested. Section 6,11 — Sidewalks Comment: VHB recommends that a sidewalk be included in the design. Response: The LAEC has requested a waiver for the installation of a sidewalk along the proposed Clark Street extension. There are several reasons why the request has been made including the following: 1. Clark Street does not act as a point of departure or a destination for pedestrians. 2. The sidewalk would not connect an existing sidewalk network as no sidewalk exists along Clark Street,Holt Road or Rt. 125. 3. The site constraints with respect to the proximity to the railroad tracks and the existing culvert do not allow for enough space to install a sidewalk. We thank you for your thorough review of the definitive subdivision plans and believe that the updated plan set presented with these responses will fulfill the requirements of the Town of North Andover and VHB. II i GAL Ms.Heidi Griffin _.—. i North Andover Planning Board October 31,2001 Page 14 Please don't hesitate to give either myself of Bill Seymour of our office a calf should you have 1 any questions regarding the submission. Very truly yours, GALE ASSO CIATES, TES INC. l Gabriel R. Crocker Project Engineer GRClbad cc: Tim Macantosh G;t7099101t'eportstrev iewresponse 1 _ E i 1 APPENDIX I Revised Stormwater Calculations for 1, 2, 10, 25, and 100 Year Storms proposed Drainage DUP1 Page 49 e Ind. Park Prop Data for Lawrenc J TYPE III 24-HOUR RAINFALL= 2.90 IN 30 Oct 01 Prepared by Applied Microcomputer Systems H droCAD 5 .01 000742 c 1986-1998 A lied Microcomputer Systems WATERSHED ROUTING i I O , A y 9 3 3 a 2 o� 0 0 <-- 0 0 2 o�o a � o 3� SUBCATCHMENT REACH POND LINK O ❑ I SUBCATCHMENT 1 = Lot 2 Impervious Surfaces -> REACH 3 SUBCATCHMENT 2 = Lot 4 Impervious Area -> REACH 7 > REACH 2 SUBCATCHMENT 3 = LOT 3 SUBCATCHMENT 4 = N.E. Corner of Access Rd. and Clark St. -> POND 9 SUBCATCHMENT 5 - Undisturbed land around interm. stream -> POND 99 SUBCATCHMENT 6 S.W. Corner of Lot abutting Hangars -> POND 2 SUBCATCHMENT 7 = Lot 2 Access Rd. Below Upper Basin Inlet -> POND 8 SUBCATCH14ENT 9 = Lot 1 Impervious Areas and Tributaries -> REACH 4 Lot 1 Slope on N. Side of Bldg -> REACH 6 SUBCATC1iMENT 10 p SUBCATCHMENT 11 South and West sides of Lot 1 -> REACH 2 = Stormwater Collection Pipe For Lot 3 -> REACH 3 Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 50 TYPE III 24-HOUR RAINFALL= 2.90 IN 30 Oct 01 Prepared by Applied Microcomputer Systems H droCAD 5 .01 000742 c 1986-1998 Applied Microcomputer S sterns Drain Tine within Lot 2 Driveway -> POND 6 REACH 3 REACH 4 = Drain Line From Site To Detention Basin > POND 8 REACH 5 = Intermittent Stream -> POND 99 REACH 6 = Required Culvert For Lot 1 Driveway -> POND 99 -> REACH 3 REACH 7 = POND 2 = Wetlands Modeled as Pond At Culvert zing -> REACH 5 POND 6 = Upper Tier Detention Basin -> POND 8 POND 6 secondary Upper Tier Detention Basin POND 8 POND 8 = Lower Tier Detention Basin -> POND 99 POND 9 = Swale For Parking Lot on Lot 3 -> REACH 2 POND 99 = culvert -> POND 3 I Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 51 TYPE III 24-HOUR RAINFALL= 2.90 IN 30 Oct 01 Prepared by Applied Microcomputer Systems H droCAD 5.01 000742 c 1986-1998 A plied Microcom uter S stems SUBCATCHMEN'P 1 Lot 2 Impervious Surfaces PEAK= 5.99 CFS @ 12 .02 HRS, VOLUME= .50 AF ACRES Cm SCS TR-20 METHOD 62 98 Lot 2 Roof TYPE III. 24-HOUR 1.12 98 Lot 2 Parking Lot RAINFALL- 2 .90 IN .52 98 Lot 2 Upper Driveway SPAN= 0-24 HRS, dt .1 HRS 2 .26 98 M Comment Method Tc (min) Sheet Flow to CB or Roof Drain •9 TR-55 SHEET FLOW Smooth surfaces n=,011 L=50' P2=3.1 in s=.01 1.6 SHALLOW CONCENTRATED/UPLAND FLOW Roof Area or Parking Lot Paved Kv=20.3282 L=200 ' s=,01 ' / ` V=2.03 fps Site Collection Pipe •2 CIRCULAR CHANNEL 18" Diameter a=1.77 sq-ft Pw=4.7' r=.375' s=,02 1/1 n=.013 V=8 .41 fps L=100' Capacity=14.9 cfs Added Time to get 5 min Tc 2 .3 DIRECT ENTRY Total Length= 350 ft Total Tc= 5.0 SUBCATCHMENT 2 Lot 4 Impervious Area PEAK= 3 .42 CFS Q 12 .23 HRS, VOLUME= .36 AF ACRES CN SCS TR-20 METHOD 1.07 98 Building Roof TYPE III 24--HOUR 1.08 98 Parking Lot RAINFALL= 2 .90 IN 1.37 55 Wooded,Class B,Good cond. SPAN= 0-24 HRS, dt=.1 HRS 3 .52 81 Method Comment Tc min Woods,Class B,Good Cond. 12.5 TR-55 SHEET FLOW =50' P2=3.1 in s=.02 Woods: Light underbrush n=.4 L 3 .1 SHALLOW CONCENTRATED/UPLAND FLOW Wooded,Class B,Good coed. Woodland Kv=5 L=130' s=.02 ' / ' V=.71 fps .a SHALLOW CONCENTRATED/UPLAND FLOW Pavement Paved Kv=20 .3282 L=100' S=.01 '/` V=2.03 fps 2 .7 CIRCULAR CHANNEL Lot 4 Drain Line 18" Diameter a=1.77 sq-ft Pw=4.7' r=.375' s=•01 '/' n=.013 V=5.94 fps L=950' Capacity=10.5 cfs ---- --- Total Length= 1230 ft Total Tc= 19.1 Data for Lawrence 'Ind. Park Proposed Drainage DUP1 Page 52 TYPE III 24-HOUR RAINFALL= 2.90 IN 30 Oct 01 Prepared by Applied Microcomputer Systems H droCAD 5.01 000742 e 1986-1998 A lied Microcom uter S stems SUBCATCHMENT 3 LOT 3 PEAK= 9 .31 CFS Q 12 .02 HRS, VOLUME= .72 AF ACRES CN SCS TR-20 METHOD .88 98 Paved Parking Lot TYPE III 24-HO(7R 1.75 98 Building Roof (Low Slope) RAINFALL= 2.90 IN .88 98 Parking Lot across Access Drive SPAN= 0-24 HRS, dt=.1 HRS .65 61 Lawn, Good Condition, Class B 4.16 92 d Comment Method Tc min etho SHEET FLOW Paved Parking Lot and Bldg Roof .9 smooth surfaces n=.011 L=50' P2=3 .1 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW Shallow Flow to CB or Roof Drain 1.6 Paved Kv=20.3282 L=200' s=.01 '/` V=2.03 fps DIRECT ENTRY Added Time to get to 5 min To ----- 2 5-- Total Length= 250 ft Total Tc= 5.0 SUBCATCHMENT 4 N.E. Corner of Access Rd. and Clark St. PEAK= 2.42 CFS 0 12 .49 HRS, VOLUME= .38 AF ACRES CN SCS TR-20 METHOD .17 98 Paved Access Road TYPE III 24-HOUR 5.37 55 Wooded,Class B,Good cond. RAINFALL= 2 .90 IN .22 98 Leon Belinski BLDG Roof SPAN= 0-24 HRS, dt=.1 HRS 1.31 98 Leon. Belinski Parking Lot .12 98 Miele Realty Trust Roof .60 98 Miele Realty Trust Parking Lot .25 61 Lawn surrounding Prop. Parking 1 8.04 68 M Comment Method Tc min TR-55 SHEET FLOW Wooded,Class B,Good cond. 10 .7 Woods: Light underbrush n=.4 L=50' P2=3 .1 in s=.03 16 .4 SHALLOW CONCENTRATED/UPLAND FLOW Wooded,Class B,Good Cond. ! Woodland Kv=S L=850' s=.03 '/' V=.87 fps SHALLOW CONCENTRATED/UPLAND FLOW Wetlands,Class D,Good cond. 1.7 Woodland Kv=5 L=50' 5=.01 '/' V=.5 fps SHALLOW CONCENTRATED/UPLAND FLOW Wooded,Class B,Good Cond. ,S=03 2.9 Woodland Kv=5 L=150' 5=.03 ' /' V=.87 fps CIRCULAR CHANNEL Culvert 1 24" Diameter a=3 .14 sq-ft Pw=6.3' r=.5' S=.01 +/+ n=.013 V=7 .2 fps L=50 ' Capacity=22.6 cfs ---------- Total Length= 1150 ft Total Tc= 31.8 Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 53 TYPE III 24-HOUR RAINFALL= 2.90 IN Prepared by Applied Microcomputer Systems 30 Oct 01 H droCAD 5.01 000742 c 1986-1998 -.:Applied Microcomputer Systems SUBC.ATCHMENT 5 Undisturbed land around interm. stream PEAK= 1.37 CFS C 12.39 HRS, VOLUME= .26 AF ACRES CD7 SCS TR-20 METHOD 6.74 55 Wooded,Class B,Good Cond. TYPE III 24--HOUR .53 61 Lawn,Class B,Good Cond. RAINFALL= 2 .90 IN 3 .10 70 Wetlands,Class D,Good Cond. SPAN= 0--24 HRS, dt=.l HRS 10 .37 60 Method Comment Tc min TR-55 SHEET FLOW Wooded, Class B, Good Cond. 10 .7 Woods: Light underbrush n=.4 L=50' P2=3 .1 in s=.03 '/ ' SHALLOW CONCENTRATED/UPLAND FLOW Wooded,Class B,Good Cond. 4 .5 Woodland Kv=5 L=330' s=.06 '/' V=1.22 fps CHANNEL FLOW Intermittent Stream 1.4 a=30 sq-ft Pw=34 ' r=.882' s=.08 '/' n=.035 V=11.05 fps L=950' Capacity=331.4 cfs Total Length= 1330 ft Total Tc= 16.6 SUBCATCHMENT 6 S.W. Corner of Lot abutting Hangars PEAK= 3.72 CFS @ 12 .66 HRS, VOLUME= .78 AF ACRES CDT SCS TR--20 METHOD 2.28 70 Wetlands,Class D,Good coed. TYPE III 24-HOUR 3 .52 98 Hangars and Ramp Pavement RAINFALL= 2 .90 IN 18.53 55 Wooded,Class B,Good Cond. SPAN= 0--24 HRS, dt=.1 HRS 24.33 63 Method Comment Tc min TR-55 SHEET FLOW Wooded,Class B,Good Cond. ,S=.02 12 .5 Woods: Light underbrush n=.4 L=50' P2=3 .1 in s=.02 SHALLOW CONCENTRATED/UPLAND FLOW Wooded,Class B,Good Cond. ,S=.02 15.3 Woodland Kv=5 L=650' s=.02 1/1 V=.71 fps SHALLOW CONCENTRATED/UPLAND FLOW Wetlands,Class D,Good Condition 11.5 Woodland Kv=5 L=600' s=.03 '/' V=.87 fps Total Length= 1300 ft Total Tc= 39.3 E E i 1 I Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 54 TYPE III 24-HOUR RAINFALL= 2.90 IN Prepared by Applied Microcomputer Systems 30 Oct 01 H droCAD 5.01 000742 c 1986-1998 Applied Microcom uter Systems SUBCATCHMENT 7 Lot 2 Access Rd. Below Upper Basin Inlet PEAK= .34 CFS @ 12 .02 HRS, VOLUME= .03 AE ACRES CN SCS TR-20 METHOD .13 98 Access Rd. Pavement TYPE III 24-HOUR RAINFALL= 2.90 IN SPAN= 0-24 HRS, dt=.l HRS Method Comment Tc min TR-55 SHEET FLOW Pavement •5 Smooth surfaces n=.011 L=50' P2=3.1 in s=.06 SHALLOW CONCENTRATED/UPLAND FLOW Flow to CB t100' 3 Paved Kv=20.3282 L=100' s=.06 '/ ' V=4.98 fps CIRCULAR CHANNEL 24" Drain line to Lower Basin .3 18" Diameter a=1.77 Sq-ft Pw=4.7' r=.375' s=.06 '/' n=.013 V=14.56 fps L=250' Capacity=25.7 cfs DIRECT ENTRY Added Time to get 5 min Ta 3 .9 Total Length= 400 ft Total Tc= 5.0 SUBCATCHMENT 9 Lot 1 Impervious Areas and Tributaries PEAK= 17 .43 CFS Q 12 .11 HRS, VOLUME= 1.49 AF ACRES CN SCS TR-20 METHOD 1.41 98 Paved Parking and Loading Area TYPE III 24-HOUR 3 .35 98 Building Roof RAINFALL= 2 .90 IN 1.31 61 Lawn,Good Cond. ,Class B SPAN= 0-24 HRS, dt=.l HRS 2.12 98 East Parking Lot .50 98 East Access Drive .19 98 North Access Drive 3 .07 55 Wooded,Class B,Good Cond. .56 98 Proposed Clark St. Extention 12.51 84 Method Comment Tc min TR-55 SHEET FLOW Sheet Flow 4 .3 Grass: Short n=.15 L=50' P2=3 .2 in s=.04 '/' SHALLOW CONCENTRATED/UPLAND FLOW Flaw from Airport to New Grading 2 .4 Short Grass Pasture Kv=7 L=250' s=.06 '/ ` V=1.71 fps SHALLOW CONCENTRATED/UPLAND FLOW Wooded Area between A/P and Driv 1.9 Woodland Kv=S L=140' s=.06 '/' V=1.22 fps SHALLOW CONCENTRATED/UPLAND FLOW Sloped Grading along Driveway .2 Short Grass Pasture Kv=7 L=40 ' s=.33 '/ ' V=4.02 fps SHALLOW CONCENTRATED/UPLAND FLOW Paved Drive •4 Paved Kv=20 .3282 L=100' s=.04 '/ ' V=4 .07 fps CIRCULAR CHANNEL On-Site Collection Pipe 1.4 24" Diameter a=3 .14 sq-ft Pw=6.3' r=.5 ' s=.04 '/ ` n=.013 V=14.4 fps L=1200' Capacity=45.2 cfs Total Length= 1780 ft Total Tc= 10.6 Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 55 TYPE III 24-HOUR RAINFALL= 2.90 IN Prepared by Applied Microcomputer Systems 30 Oct 01 H droCAD 5.01 000742 c 1986-1998 Applied Microcomputer Systems SUBCATCHMENT 10 Lot I Slope on N. Side of Bldg PEAK= .01 CFS @ 15.12 HRS, VOLUME= .01 AF ACRES CN SCS TR-20 METHOD 1.38 48 Brush/Weed/Grass Mixture Class B TYPE III 24-HOUR RAINFALL= 2.90 IN SPAN= 0-24 HRS, dt=.1 HRS Method Comment Tc min TR-55 SHEET FLOW Brush/Weed/Grass CL.B Good Cond. 2.7 Grass ; Dense n=.24 L=50' P2=3 .1 in s=.33 SHALLOW CONCENTRATED/UPLAND FLOW Grass/Weed/Brush Class B. .8 Short Grass Pasture Kv=7 L=200 ' s=.33 '/' V=4 .02 fps DIRECT ENTRY Added Time to get 5 min. Tc 1.7 Total Length= 250 ft Total Tc= 5 .2 SUBCATCHMENT 12 South and West sides of Lot I PEAK= .15 CFS @ 12 .40 HRS, VOLUME= .04 AF ACRES CN SCS TR-20 METHOD .35 61 Tall grass, not mowed TYPE III 24-HOUR 1.90 55 Wooded, Class B, Good Cond. RAINFALL= 2 .90 IN 2.25 56 SPAN= 0-24 HRS, dt=.1 HRS Method Comment Tc min TR-55 SHEET FLOW Grass, Class B, Good cond,s=.03 4 .9 Grass: Short n=.15 L=50' P2=3 .1 in s=.03 SHALLOW CONCENTRATED/UPLAND FLOW Grass, Class B,Good Cond. ,S=.08 1.5 Short Grass Pasture Kv=7 L=180' s=.08 '/' V=1.98 fps SHALLOW CONCENTRATED/UPLAND FLOW Wooded, Class B, Good Cond. ,s=.0 3 .8 Short Grass Pasture Kv=7 L=450' s=.08 '/' V=1.98 fps SHALLOW CONCENTRATED/UPLAND FLOW Wooded,Class B, Good Cond,s=.25 .7 Woodland Kv=5 L=100' s=.25 '/' V=2.5 fps Total Length= 780 ft Total Tc= 10.9 Data for Lawrence Ind. Park Proposed Drainage DUPE. Page 56 TYPE III 24-HOUR RAINFALL= 2.90 IN Prepared by Applied Microcomputer Systems 30 Oct 01 H droCAD 5.01 000742 c 1986-1998 Applied Microcomputer Systems REACH 2 Stormwater Collection Pipe For Lot 3 Qin = 9.55 CFS @ 12 .02 HRS, VOLUME= 1.10 AF Qout= 8.46 CFS @ 12 .11 HRS, VOLUME= 1.10 AF, ATTEN= 11%, LAG= 5.0 MIN DEPTH END AREA DISCH FT (SO-FT) CFS 30" PIPE STOR-IND+TRANS METHOD 0 .0 0.0 0.00 PEAK DEPTH= .92 FT 3 .3 61 n= .013 PEAK VELOCITY= 5 .3 FPS .5 .7 2 .54 LENGTH= 690 FT TRAVEL TIME = 2 .2 MIN .8 1.2 5.68 SLOPE= .005 FT/FT SPAN= 0-24 HRS, dt=.l HRS 1.8 3 .7 24 .28 2 .0 4.2 28.35 2 .3 4.7 30 .91 2 .4 4 .8 31.20 2 .4 4.9 30 .91 2 .5 4.9 29.00 REACH 3 Drain Line within Lot 2 Driveway Qin = 15.35 CFS @ 12.09 HRS, VOLUME= 1.96 AF Qout= 15 .42 CFS @ 12 .11 HRS, VOLUME= 1.96 AF, ATTEN= 0%, LAG= 1.2 MIN DEPTH END AREA DISCH (FT) (SO-FT) (CFS) 24" PIPE STOR-IND+TRANS METHOD 0.0 0 .0 0.00 PEAK DEPTH= .71 FT .2 .2 1.16 n.= .013 PEAK VELOCITY= 15.6 FPS .4 .4 4.85 LENGTH= 600 FT TRAVEL TIME _ .6 MIN ,6 .8 10 .85 SLOPE= .06 FT/FT SPAN= 0-24 HRS, dt=.1 HRS 1.4 2.3 46.39 1.6 2.7 54 .16 1.8 3.0 59.06 1.9 3 .1 59.61 1.9 3.1 59.06 2.0 3 .1 55.41 REACH 4 Drain Line From Site To Detention Basin Qin = 17.43 CFS @ 12 .11 HRS, VOLUME= 1.49 AF Qout= 16.42 CFS @ 12 .14 HRS, VOLUME= 1.49 AF, ATTEN= 6%, LAG= 1.6 MIN DEPTH END AREA DISCH (FT) (S -FT) (CFSY 36" PIPE STOR-IND+TRANS METHOD 0.0 0.0 0 .00 PEAK DEPTH= 1.01 FT 3 4 1.39 n= .013 PEAK VELOCITY= 8.1 FPS .6 1.0 5 .84 LENGTH= 450 FT TRAVEL TIME _ .9 MIN .9 1.8 13 .06 SLOPE= .01 FT/FT SPAN= 0-24 HRS, dt=.l HRS 2 .1 5.3 55 .84 2.4 6.1 65.20 2.7 6.7 71.09 2 .8 6.9 71.75 2.9 7.0 71.08 E 3 .0 7 .1 66.70 I i E Data for Lawrence Ind. Park Proposed Drainage DUPI. Page 57 TYPE III 24-HOUR RAINFALL= 2.90 IN Prepared by Applied Microcomputer Systems 30 Oct 01 H droCAD 5.01 000742 C 1986-1998 Applied Microcomputer Systems I REACH 5 Intermittent Stream Qin = 3.19 CFS @ 12 .89 HRS, VOLUME= .76 AF Qout= 3 .06 CFS @ 13.11 HRS, VOLUME= .76 AF, ATTEN= 4%, LAG= 13 .3 MIN DEPTH END AREA DISCH FT S -FT CFS 5' x 2' CHANNEL STOR-IND+TRANS METHOD 0.0 0 .0 0.00 SIDE SLOPE= .2 '/ ' PEAK DEPTH= 14 FT 2 1.2 4 .43 n= .035 PEAK VELOCITY= 3 .7 FPS 4 2 .8 15.35 LENGTH= 1350 FT TRAVEL TIME = 6 .1 MIN 6 4.$ 32 .92 SLOPE= .08 FT/FT SPAN= 0-24 HRS, dt-.1 HRS .9 8.0 66 .86 1.2 13.2 132 .68 1.6 20.8 245 .73 2.0 30.0 402 .58 REACH 6 Required Culvert For Lot 1 Driveway Qin = .01 CFS @ 15 .12 HRS, VOLUME= .01 AF Qout= .01 CFS @ 15.14 HRS, VOLUME= .01 AF, ATTEN= 0%, LAG= 8 MIN DEPTH END AREA DISCH (FT) (S -FT) (CFS} 18" PIPE STOR-IND+TRANS METHOD 0.0 0.0 0.00 PEAK DEPTHM 0 .00 FT .2 .1 .31 n= .013 PEAK VELOCITY= 3 .4 FPS .3 .3 1.30 LENGTH= 80 FT TRAVEL TIME _ .4 MIN .5 .4 2 .91 SLOPE= .02 FT/FT SPAN= 0-24 HRS, dt=.l HRS 1.1 1.3 12 .44 1.2 1.5 14.52 1.4 1.7 15.83 1.4 1.7 15.98 1.5 1.8 15.83 1.5 1.8 14.86 REACH 7 Qin = 3 .42 CFS @ 12 .23 HRS, VOLUME= .36 AF Qout= 3 .38 CFS @ 12 .24 HRS, VOLUME= .36 AF, ATTEN= 1%, LAG- $ MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS 181, PIPE STOR-IND+TRANS METHOD 0.0 0.0 0.00 PEAK DEPTH= .36 FT .2 .1 .54 n= .013 PEAK VELOCITY= 10.2 FPS .3 .3 2.25 LENGTH= 340 FT TRAVEL TIME = 6 MIN .5 .4 5.04 SLOPE= .06 FT/FT SPAN= 0-24 HRS, dt=.1 HRS 1.1 1.3 21.54 1.2 1.5 25.15 1.4 1.7 27.42 1.4 1.7 27 .68 1.5 1.8 27.42 1.5 1.8 25.73 i I I Data for Lawrence Ind. Park Proposed Drainage DUPI Page 58 TYPE III 24-HOUR RAINFALL= 2.90 IN Prepared by Applied Microcomputer Systems 30 Oct 01 H droCAD 5.01 000742 c 1986--1998 Applied Microcomputer Systems POND 2 Wetlands Modeled as Pond At Culvert xing Qin = 3 .72 CFS @ 12 .66 HRS, VOLUME= .78 AF Qout= 3 .19 CFS Q 12.89 HRS, VOLUME= .76 AF, ATTEN= 14%, LAG= 13 .8 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) STORAGE = 3498 CF - 104.3 0 0 0 PEAK ELEVATION= 104 .9 FT 106.0 11015 9363 9363 FLOOD ELEVATION= 106.3 FT 106.3 12500 3527 12890 START ELEVATION= 104 .3 FT SPAN= 0-24 HRS, dt=.1 HRS Tdet= 33 .3 MIN ( .76 AF) ROUTE INVERT OUTLET DEVICES 1 P 104 .31 36" CULVERT n=,013 L=81' S=.011/' Ke=.2 Cc=.9 Cd=.75 POND 6 Upper Tier Detention Basin Qin = 15.42 CFS @ 12.11 HRS, VOLUME= 1.96 AF Qout= .23 CFS @ 24 .00 HRS, VOLUME= .22 AF, ATTEN= 98%, LAG= 713 .5 MIN Qpri= 0.00 CFS @ 0.00 HRS, VOLUME= 0 .00 AF Qsec= .23 CFS 9 24 .00 HRS, VOLUME= .22 AF ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) CF CF PEAK STORAGE = 76005 CF - 43.9 0 0 0 PEAK ELEVATION= 52.7 FT 44.0 4220 211 211 FLOOD ELEVATION= 56.3 FT 46.0 6000 10220 10431 START ELEVATION= 43.9 FT 48.0 8070 14070 24501 SPAN= 0--24 HRS, dt=.1 HRS 50.0 10427 18497 42998 Tdet= 516 MIN ( .21 AF) 52.0 13073 23500 66498 54 .0 16000 29073 95571 56.0 19229 35229 130800 ROUTE INVERT OUTLET DEVICES 1 P 53 .0 ' 45 DEG V-NOTCH WEIR Q=2 .56 TAN(Theta/2) H^2.5 2 P 54.5' 10' BROAD-CRESTED RECTANGULAR WEIR X 1.81 Q=C L H-1.5 C=1.44, 1.44, 1.45, 0, 0, 0, 0, 0 3 S 44.0 ' EXFILTRATION V= .001417 FPM over (SURFACE AREA - 4220 SF) Primary Discharge �-1=V-Notch/Trap Weir L--2=Broad-Crested Rectangular Wear Secondary Discharge -3=Extiltration Data for Lawrence Ind. Parts Proposed Drainage DUP1 Page 59 TYPE III 24-HOUR RAINFALL= 2.90 IN Prepared by Applied Microcomputer Systems 30 Oct 01 H droCAD 5 .01 000742 c 1986-1998 Applied Microcom uter Systems POND 8 Lower Tier Detention Basin Qin = 16 .73 CFS @ 12 .14 HRS, VOLUME= 1.74 AF Qout= 18 CFS @ 24 .00 HRS, VOLUME= .16 AF, ATTEN=. 99%, LAG= 711.8 MIN Qpri= 0 .00 CFS @ 0.00 HRS, VOLUME= 0 .00 AF Qsec= .18 CFS @ 24 .00 HRS, VOLUME= .16 AF j ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) CF PEAK STORAGE = 69671 CF 19.9 0 0 0 PEAK ELEVATION= 28.4 FT 22 .9 0 0 0 FLOOD ELEVATION= 34 .0 FT 25.4 0 0 0 START ELEVATION= 25.5 FT 25.5 19000 950 950 SPAN= 0--24 HRS, dt=.1 HRS 26.0 22000 10250 11200 Tdet= 494 . 8 MIN ( .14 AF) 28.0 25700 47700 58900 30.0 29450 55150 114050 32.0 33200 62650 176700 34.0 37100 70300 247000 ROUTE INVERT OU LET DEVICtaS 1 P 31.0 ' 40 DEG V-NOTCH WEIR Q=2 ,57 TAN(Theta/2) H^2 .5 2 P 32 .5' 8' BROAD-CRESTED RECTANGULAR WEIR X 1.81 'Q=C L H-1.5 C=1.45, 1.45, 1.45, 1.45, 0, 0, 0, 0 3 S 25.5' EXFILTRATION V= .001417 FPM over (SURFACE AREA - 19000 SF) Primary Discharge �-1=V-Notch/Trap Weir L-2=Broad-Crested Rectangular Wear Secondary Discharge L---3=Exfi1tration P0ND 9 Swale For Parking Lot on Lot 3 Qin = 2 .42 CFS @ 12 .49 HRS, VOLUME= .38 AF Qout= 2 .42 CFS @ 12.49 HRS, VOLUME= .38 AF, ATTEN= 0%, LAG= 0.0 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD FT SF CF CF PEAK STORAGE = 2 CF 97 .0 0 0 0 PEAK ELEVATION= 99.2 FT 98.0 1 1 1 FLOOD ELEVATION= 100.0 FT 100 .0 2 3 4 START ELEVATION= 98.0 FT SPAN= 0--24 HRS, dt=.l HRS Tdet= 1.5 MIN ( .38 AF) ROUTE INVERT OUTLET DEVICES 1 P 98 .5' 181, CULVERT n=.013 L=50' 5=.01'/' Ke=.2 Cc=.9 Cd=.75 i E i Data for Lawrence Ind. Park Proposed Drainage DUPI Page 60 TYPE III 24-HOUR RAINFALL= 2.90 IN Prepared by Applied Microcomputer Systems 30 Oct 01 H droCAD 5.01 000742 c 1986-1998 Applied Microcomputer Systems POND 99 culvert Qin = 3 .58 CFS @ 13 .09 HRS, VOLUME= 1.02 AF Qout= 3 .58 CFS @ 13 .09 HRS, VOLUME= 1.02 AF, ATTEN= 0%, LAG= 0.0 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE - 0 CF 20.0 0 0 0 PEAK ELEVATION= 20.0 FT 24.0 2 4 4 FLOOD ELEVATION= 34.0 FT 28.0 3 10 14 START ELEVATION= 20 .0 FT SPAN= 0-24 HRS, dt=.1 HRS 30 .0 4 7 21 32 .0 5 9 30 Tdet= 0 MIN (1.01 AF) 34.0 6 11 41 ROUTE INVERT OUTLET DEVICES 1 P 18.0 ' 4$" CULVERT n=.013 L=155' 5=.0191/ ' Ke=.5 Cc=.9 Cd=.6 TW=18' f E E { E i Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 37 TYPE III 24-HOUR RAINFALL= 3.10 IN Prepared by Applied Microcomputer Systems 30 Oct 01 H droCAD 5.01 000742 c 1986-1998 Applied Microcomputer S stems i WATERSHED ROUTING �y 0 3 kl '' (D o ❑ �- ❑ o a o o � o�0 � ❑ A 3_ SUBCATCHMENT REACH A POND LINK SUBCATCHMENT 1 = Lot 2 Impervious Surfaces -> REACH 3 SUBCATCH14ENT 2 = Lot 4 Impervious Area > REACH 7 SUBCATCHMENT 3 = LOT 3 -> REACH 2 SUBCATCHMENT 4 = N.E. Corner of Access Rd. and Clark St. -> POND 9 SUBCATCHMENT 5 = Undisturbed land around interm. stream -> POND 99 SUBCATCHMENT 6 = S.W. Corner of Lot abutting Hangars -> POND 2 SUBCATCHMENT 7 = Lot 2 Access Rd, Below Upper Basin Inlet -> POND 8 i i SUBCATCHMENT 9 = Lot 1 Impervious Areas and Tributaries -> REACH 4 I i 9 SUBCATCHMENT 10 = Lot 1 Slope on N. Side of Bldg -> REACH 6 SUBCATCHMENT 11 = South and West sides of Lot 1 W> REACH 2 M Stormwater Collection Pape For Lot 3 -> REACH 3 I Data for Lawrence Ind. Park Proposed Drainage DUPI Page 38 TYPE III 24-HOUR RAINFALL= 3.10 IN Prepared by Applied Microcomputer Systems 30 Oct 01 H droCAD 5.01 000742 c 1986-1998 ,Lkpplied Microcomputer Systems i REACH 3 = Drain Line within Lot 2 Driveway -> POND 6 i REACH 4 = Drain Line From Site To Detention Basin > POND 8 REACH 5 = Intermittent Stream -> POND 99 REACH 6 = Required Culvert For Lot 1 Driveway > POND 99 REACH 7 W -> REACH 3 POND 2 = Wetlands Modeled as Pond At Culvert Ming -> REACH 5 POND 6 = Upper Tier Detention Basin > POND 8 PO11D 6 secondary = Upper 'Pier Detention Basin -> POND 8 POND 8 = Lower Tier Detention Basin -> POND 99 POND 9 = Swale For Parking Lot on Lot 3 -> REACH 2 POND 99 = Culvert -> POND 3 Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 39 TYPE III 24-HOUR RAINFALL= 3.10 IN Prepared by Applied Microcomputer Systems 30 Oct 01 H droCAD 5.01 000742 c 1986-1998 Applied Microcomputer Systems SUBCATCHMENT 1 Lot 2 Impervious Surfaces PEAK= 6.42 CFS @ 12 .02 HRS, VOLUME= .54 AF ACRES CN SCS TR-20 METHOD .62 98 Lot 2 Roof TYPE III 24-HOUR 1.12 98 Lot 2 Parking Lot RAINFALL= 3 .10 IN .52 98 Lot 2 Upper Driveway SPAN= 0-24 HRS, dt=.l HRS 2.26 98 Method Comment Tc min TR-55 SHEET FLOW Sheet Flow to CB or Roof Drain .9 Smooth surfaces n=.011 L=50' P2=3 .1 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW Roof Area or Parking Lot 1.6 Paved Kv=20.3282 L=200' s=.01 F/ ' V=2 .03 fps CIRCULAR CHANNEL Site Collection Pipe .2 18" Diameter a=1.77 sq-ft Pw=4.7' r=.375' s=.02 '/ ' n=.013 V=8.41 fps L=100' Capacity=14 . 9 cfs DIRECT ENTRY Added Time to get 5 min Tc 2.3 Total Length= 350 ft Total Tc= 5.0 SUBCATCHMENT 2 Lot 4 Impervious Area PEAK= 3.87 CFS @ 12.23 HRS, VOLUME= .41 AF ACRES CN SCS TR-20 METHOD 1.07 98 Building Roof TYPE III 24-HOUR 1.08 98 Parking Lot RAINFALL= 3 .10 IN 1.37 55 Wooded,Class B,Good cond. SPANM 0-24 HRS, dt=.1 HRS 3.52 81 Method Comment Tc min TR-55 SHEET FLOW Woods,Class B,Good Cond. 12 .5 Woods: Light underbrush n=.4 L=50' P2=3.1 in s=.02 SHALLOW CONCENTRATED/UPLAND FLOW Wooded,Class B,Good cond. 3.1 Woodland Kv=5 L=130' s=.02 '/' V=.71 fps SHALLOW CONCENTRATED/UPLAND FLOW Pavement .8 Paved Kv=20 .3282 L=100' S=.01 '/' V=2 .03 fps CIRCULAR CHANNEL Lot 4 Drain Line 2 .7 18" Diameter a=1.77 sq-ft Pw=4.7' r=.375' s=.01 '/' n=.013 V=5.94 fps L=950' Capacity=10.5 cfs Total Length= 1230 ft Total Tcµ 19.1 Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 40 TYPE III 24-HOUR RAINFALL= 3.10 IN Prepared by Applied Microcomputer Systems 30 Oct 01 H droCAD 5.01 000742 c 1986-1998 Applied Microcomputer Systems SUBCATCHMENT 3 LOT 3 PEAK= 10.13 CFS @ 12 .02 HRS, VOLUME= .78 AF ACRES CN SCS TR-20 METHOD .88 98 Paved Parking Lot TYPE III 24--HOUR 1.75 98 Building Roof (Low Slope) RAINFALL= 3 .10 IN .88 98 Parking Lot across Access Drive SPAN= 0-24 HRS, dt=..1 HRS .65 61 Lawn, Good Condition, Class B 4.16 92 Method Comment Tc min j TR-55 SHEET FLOW Paved Parking Lot and Bldg Roof .9 Smooth surfaces n.-.011 L=50' P2=3 .1 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW Shallow flow to CB or Roof Drain 1.6 Paved Kv=20 .3282 L=200' s=.01 '/' V=2 .03 fps DIRECT ENTRY Added Time to get to 5 min To 2.5 Total Length= 250 ft Total Tc= 5 .0 SUBCATCHMENT 4 N.E. Corner of Access Rd. and Clark St. PEAK= 2.96 CFS @ 12 .48 HRS, VOLUME= .45 AF ACRES CN SCS TR--20 METHOD .17 98 Paved Access Road TYPE III 24-HOUR 5.37 55 Wooded,Class B,Good cond. RAINFALL= 3 .10 IN .22 98 Leon Belinski BLDG Roof SPAN= 0-24 HRS, dt=.1 HRS 1.31 98 Leon Belinski Parking Lot .12 98 Miele Realty Trust Roof .60 98 Miele Realty Trust Parking Lot .25 61 Lawn surrounding Prop. Parking 1 8 .04 68 Method Comment Tc (min) TR-55 SHEET FLOW Wooded,Class B,Good cond. 10.7 Woods: Light underbrush n=.4 L=50' P2=3.1 in s=.03 SHALLOW CONCENTRATED/UPLAND FLOW Wooded,Class B,Good Cond. 16.4 Woodland KV=5 L=850' s=.03 "/' V=.87 fps SHALLOW CONCENTRATED/UPLAND FLOW Wetlands,Class D,Good cond. 1.7 Woodland Kv=5 L=50' s=. 01 '/ ' V=.S fps SHALLOW CONCENTRATED/UPLAND FLOW Wooded,Class B,Good Cond. ,Sm03 2 .9 Woodland KV=5 L=150' s=.03 '/' V=..87 fps CIRCULAR CHANNEL Culvert •1 241' Diameter a=3.14 sq-ft Pw=6.3 ' r=.5' s=.01 "/' n=.013 V=7.2 fps L=50 ' Capacity=22.6 efs Total Length= 1150 ft Total Tc= 31.8 Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 41 TYPE III 24-HOUR RAINFALL= 3.10 IN Prepared by Applied Microcomputer Systems 30 Oct 01 HydroCAD 5.01 000742 (c) 1986--1998 Applied Microcomputer Systems SUBCATCHMENT 5 Undisturbed land around interm. stream PEAK= 1.89 CFS O 12 .34 HRS, VOLUME= .32 AF ACRES CN SCS TR-20 METHOD 6.74 55 Wooded,Class B,Good Cond. TYPE III 24--HOUR .53 61 Lawn,Class B,Good Cond. RAINFALL= 3 .10 IN 3 .10 70 Wetlands,Class D,Good Cond. SPAN= 0-24 HRS, dt=..1 HRS 10.37 60 Method Comment Tc min TR-55 SHEET FLOW Wooded, Class B, Good Cond. 10 .7 Woods: Light underbrush nm.4 L=50' P2=3.1 in s=.03 SHALLOW CONCENTRATED/UPLAND FLOW Wooded,Class B,Good Cond. 4.5 Woodland Kv=5 L=330' s=.06 '/' V=1.22 fps CHANNEL FLOW Intermittent Stream 1.4 a=30 sq-ft Pw=34' r=.882' =.08 ' / ' n=.035 V�11.05 fps L=950' Capacity=331.4 cfs Total Length= 1330 ft Total Tc= 16.6 SUBCATCHMENT 6 S.W. Corner of Lot abutting Hangars PEAK= 4.86 CFS @ 12 .64 HRS, VOLUME= .95 AF ACRES CN SCS TR-20 METHOD 2 ,28 70 Wetlands,Class D,Good coed. TYPE III 24-HOUR 3 .52 98 Hangars and Ramp Pavement RAINFALL= 3 .10 IN 18.53 55 Wooded,Class B,Good Cond. SPAN= 0-24 HRS, dt=.1 HRS 24 .33 63 Method Comment Tc min TR-55 SHEET FLOW Wooded,Class B,Good Cond. ,S=.02 12.5 Woods: Light underbrush n=.4 L=50' P2=3.1 in s=.02 ' /' SHALLOW CONCENTRATED/UPLAND FLOW Wooded,Class B,Good Cond. ,S=.02 15 .3 Woodland Kv=5 L=650' s=.02 '/' V-.71 fps SHALLOW CONCENTRATED/UPLAND FLOW Wetlands,Class D,Good Condition 11.5 Woodland Kv=5 L=600' s=.03 '/' V=.87 fps Total Length= 1300 ft Total Tc= 39 .3 Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 42 TYPE III 24-HOUR RAINFALL= 3.10 IN Prepared by Applied Microcomputer Systems 30 Oct 01 HydroCAD 5 01 000742 (c) 1986-„1998 Applied Microcomputer System SUBCATCHMENT 7 Lot 2 Access Rd. Below Upper Basin Inlet PEAK= .37 CFS @ 12.02 HRS, VOLUME= .03 AF ACRES CN SCS TR-20 METHOD .13 98 Access Rd. Pavement TYPE III 24-HOUR RAINFALL= 3 .10 IN SPAN= 0-24 HRS, dt=.1 HRS Method Comment Tc min TR-55 SHEET FLOW Pavement •5 Smooth surfaces n=.011 L=50 ' P2=3.1 in s=.06 SHALLOW CONCENTRATED/UPLAND FLOW Flow to CB <100' .3 Paved Kv=20 .3282 L=100' s=.06 '/' V=4 .98 fps CIRCULAR CHANNEL 24" Drain line to Lower Basin .3 18" Diameter a=1.77 sq-ft Pw=4 .7' r=.375' s=.06 '/' n=.013 V=14.56 fps L=250' Capacity=25.7 cfs DIRECT ENTRY Added Time to get 5 min Tc 3 .9 Total Length= 400 ft Total Tc= 5.0 SUBCATCHMENT 9 Lot 1 Impervious Areas and Tributaries PEAK= 19.46 CFS Q 12 .11 HRS, VOLUME= 1.67 AF ACRES CN SCS TR-20 METHOD 1.41 98 Paved Parking and Loading Area TYPE III 24-HOUR 3 .35 98 Building Roof RAINFALL= 3 .10 IN 1.31 61 Lawn,Good Cond. ,Class B SPAN= 0-24 HRS, dt=.1 HRS 2.12 98 East Parking Lot .50 98 East Access Drive .19 98 North Access Drive 3 .07 55 Wooded,Class B,Good Cond. .56 98 Proposed Clark St. Extention 12.51 84 Method Comment Tc min TR-55 SHEET FLOW Sheet Flow 4.3 Grass; Short n=.15 L=50' P2=3 .2 in s=.04 SHALLOW CONCENTRATED/UPLAND FLOW Flow from Airport to New Grading 2.4 Short Grass Pasture Kv=7 L=250 ' s=.06 '/ ' V=1.71 fps SHALLOW CONCENTRATED/UPLAND FLOW Wooded Area between A/P and Driv 1.9 Woodland Kv=S L=140' s=.06 '/ ' V=1.22 fps SHALLOW CONCENTRATED/UPLAND FLOW Sloped Grading along Driveway .2 Short Grass Pasture Kv=7 L=40' s=.33 '/ ' V=4.02 fps SHALLOW CONCENTRATED/UPLAND FLOW Paved Drive •4 Paved Kv=20 .3282 L=100' s=.04 '/' V=4.07 fps CIRCULAR CHANNEL On-Site Collection Pipe 1.4 24" Diameter a=3 .14 sq-ft Pw=6.3 ' r=.5' s=.04 '/ ' n=.013 V=14.4 fps L=1200' Capacity=45 .2 cfs Total Length= 1780 ft Total Tc= 10.6 Data for Lawrence Ind. Park Proposed Drainage DUPI Page 43 TYPE III 24-HOUR RAINFALL= 3.10 IN Prepared by Applied Microcomputer Systems 30 Oct 01 H droCAD 5.01 000742 c 1986-1998 Applied Microcomputer Systems SUBCATCHMENT 10 Lot I Slope on N. Side of Bldg PEAK= .01 CFS @ 14 .68 HRS, VOLUME= .01 AF ACRES CN SCS TR-20 METHOD 1.38 48 Brush/Weed/Grass Mixture Class B TYPE III 24-HOUR RAINFALL= 3 .10 IN SPAN= 0-24 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW Brush/Weed/Grass CL.B Good Cond. 2.7 Grass: Dense n=.24 L=50' P2=3 .1 in sm.33 SHALLOW CONCENTRATED/UPLAND FLOW Grass/Weed/Brush Class B. .8 Short Grass Pasture KV=7 L=200' s=.33 '/' V=4.02 fps DIRECT ENTRY Added Time to get 5 min. Tc 1.7 Total Length= 250 ft Total Tc= 5.2 SUBCATCHMENT 11 South and West sides of Lot 1 PEAK= .22 CFS @ 12 .36 HRS, VOLUME= 05 AF ACRES CN SCS TR-20 METHOD .35 61 Tall grass, not mowed TYPE III 24-HOUR 1.90 55 Wooded, Class B, Good Cond. RAINFALL= 3 .10 IN 2.25 56 SPAN= 0-24 HRS, dt=.1 HRS Method Comment Tc min TR-55 SHEET FLOW Grass, Class B, Good cond,s=.03 4.9 Grass: Short n=.15 L=50 ' P2=3.1 in s=.03 SHALLOW CONCENTRATED/UPLAND FLOW Grass, Class B,Good Cond. ,S=.08 1.5 Short Grass Pasture Kv=7 L=180' s=.08 '/' V=1.98 fps SHALLOW CONCENTRATED/UPLAND FLOW Wooded, Class B, Good Cond. ,s=.0 3 .8 Short Grass Pasture Kv=7 L=450' s=.08 '/' V=1.98 fps SHALLOW CONCENTRATED/UPLAND FLOW Wooded,Class B, Good Cond,s=.25 .7 Woodland Kv=5 L=100' s=.25 '/' V=2 .5 fps Total Lengthm 780 ft Total Tc= 10.9 Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 44 TYPE III 24-HOUR RAINFALL= 3.10 IN Prepared by Applied Microcomputer Systems 30 Oct 01 H droCAD 5.01 000742 c 1986-1998 Applied Microcomputer S stems REACH 2 Stormwater Collection Pipe For Lot 3 Qin = 10 .53 CFS @ 12.02 HRS, VOLUME= 1.23 AF Qout=. 9.36 CFS @ 12 .11 HRS, VOLUME= 1.23 AF, ATTEN= 11%, LAG= 4.9 MIN DEPTH END AREA DISCH FT S -FT CFS 30" PIPE STOR-IND+TRANS METHOD 0.0 0 .0 0.00 PEAK DEPTH= .97 FT .3 .3 .61 n= .013 PEAK VELOCITY= 5.5 FPS .5 .7 2 .54 LENGTH= 690 FT TRAVEL TIME = 2.1 MIN .8 1.2 5.68 SLOPE= .005 FT/FT SPAN= 0-24 HRS, dt=.1 HRS 1.8 3 .7 24.28 2 .0 4.2 28.35 2 .3 4.7 30.91 2.4 4 .8 31.20 2.4 4 .9 30 .91 2 .5 4.9 29.00 REACH 3 Drain Line within Lot 2 Driveway Qin = 16.92 CFS @ 12 .09 HRS, VOLUME= 2.18 AF Qout= 16.98 CFS @ 12 .11 HRS, VOLUME= 2 .16 AF, ATTEN= 0%, LAG= 1.1 MIN DEPTH END AREA DISCH FT S -FT CFS 24" PIPE STOR-IND+TRANS METHOD 0.0 0.0 0 .00 PEAK DEPTH= .74 FT .2 .2 1.16 n= .013 PEAK VELOCITY= 16.1 FPS .4 .4 4 .85 LENGTH= 600 FT TRAVEL TIME - 6 MIN .6 .8 10 .85 SLOPE= .06 FT/FT SPAN= 0-24 HRS, dt=.1 HRS 1.4 2.3 46.39 1.6 2 .7 54.16 1.8 3 .0 59.06 1.9 3 .1 59.61 1.9 3 .1 59.06 2 .0 3.1 55.41 REACH 4 Drain Line From Site To Detention Basin Qin = 19.46 CFS @ 12 .11 HRS, VOLUME= 1.67 AF Qout= 18.43 CFS @ 12 .13 HRS, VOLUME= 1.66 AF, ATTEN= S%, LAG= 1.4 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS_ 36" PIPE STOR-IND+TRANS METHOD 0.0 0 .0 0.00 PEAK DEPTH= 1.07 FT .3 .4 1.39 n= .013 PEAK VELOCITY= 8.4 FPS .6 1.0 5.84 LENGTH= 450 FT TRAVEL TIME _ .9 MIN .9 1.8 13 .06 SLOPE= .01 FT/FT SPAN= 0-24 HRS, dt=.1 HRS 2 .1 5.3 55.84 2.4 6 .1 65.20 2.7 6 .7 71.09 2.8 6 .9 71.75 2.9 7 .0 71.08 3.0 7 .1 66 .70 Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 45 TYPE III 24-HOUR RAINFALL= 3.10 IN Prepared by Applied Microcomputer Systems 30 Oct 01 H droCAD 5.01 000742 c 1986-1998 Applied Microcomputer Systems REACH 5 Intermittent Stream Qin = 4.29 CFS [W 12 . 83 HRS, VOLUME= .93 AF Qout= 4 .08 CFS @ 13 . 05 HRS, VOLUME= .92 AF, ATTEN= 5%, LAG= 13 .1 MIN DEPTH END AREA DISCH FT S -FT CFS 5' x 2 ' CHANNEL STOR-IND+TRANS METHOD 0.0 0.0 0 .00 SIDE SLOPE= .2 '/' PEAK DEPTH. .18 FT .2 1.2 4.43 n= .035 PEAK VELOCITY= 3.7 FPS .4 2.8 15.35 LENGTH= 1350 FT TRAVEL TIME = 6.1 MIN .6 4.8 32 .92 SLOPE= .08 FT/FT SPAN- 0-24 HRS, dt=.1 HRS .9 6.0 66.86 1.2 13 .2 132.68 1.6 20.8 245.73 2.0 30 .0 402 .58 REACH 6 Required Culvert For Lot 1 Driveway Qin = .01 CFS @ 14.68 HRS, VOLUME= .01 AF Qout= .01 CFS CW 14 .69 HRS, VOLUME= .01 AF, ATTEN= 0%, LAG= .8 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 181, PIPE STOR-IND+-TRANS METHOD 0.0 0.0 0.00 PEAK DEPTH= .01 FT .2 .1 .31 n= .013 PEAK VELOCITY= 3 .4 FPS .3 .3 1.30 LENGTH= 80 FT TRAVEL TIME _ .4 MIN .5 .4 2 .91 SLOPE= .02 FT/FT SPAN= 0--24 HRS, dt=.1 HRS 1.1 1.3 12.44 1.2 1.5 14 .52 1.4 1.7 15. 83 1.4 1.7 15.98 1.5 1.8 15.83 1.5 1.8 14 . 86 REACH 7 Qin = 3 .87 CFS @ 12 .23 HRS, VOLUME= .41 AF Qout= 3.81 CFS @ 12 .24 HRS, VOLUME= .41 AF, ATTEN= 1%, LAG= .8 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 181, PIPE STOR-IND+TRANS METHOD 0.0 0 .0 0 .00 PEAK DEPTH= .3B FT .2 .1 .54 n= .013 PEAK VELOCITY= 10 .6 FPS .3 .3 2.25 LENGTH= 340 FT TRAVEL TIME = .5 MIN .5 .4 5.04 SLOPE= .06 FT/FT SPAN= 0--24 HRS, dt=.1 HRS 1.1 1.3 21.54 1.2 1.5 25.15 1.4 1.7 27.42 1.4 1.7 27.68 1.5 1.8 27.42 1.5 1.8 25.73 Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 46 TYPE III 24-HOUR RAINFALL= 3.10 IN Prepared by Applied Microcomputer Systems 30 Oct 01 HydroCAD 5 01 000742 (c) 1986-1998 Applied Microcomputer Systems POND 2 Wetlands Modeled as Pond At Culvert xing Qin = 4 .86 CFS @ 12.64 HRS, VOLUME= .95 AF Qout= 4.29 CFS @ 12.83 HRS, VOLUME= .93 AF, ATTEN= 12%, LAG= 11.8 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 4084 CF 104 .3 0 0 0 PEAK ELEVATION= 105.0 FT 106.0 11015 9363 9363 FLOOD ELEVATION= 106.3 FT 106.3 12500 3527 12890 START ELEVATION= 104.3 FT SPAN= 0-24 HRS, dt=.1 HRS Tdet= 29.9 MIN ( .92 AF) ROUTE INVERT OUTLET DEVICES 1 P 104 .3 ' 36" CULVERT n=,013 L=81' S=.011/' Ke=.2 Cc=.9 Cd=.75 POND 6 Upper Tier Detention Basin Qin = 16.98 CFS @ 12.11 HRS, VOLUME= 2 .18 AF Qout= .29 CFS @ 24.00 HRS, VOLUME= .24 AF, ATTEN= 98%, LAG= 713 .5 MIN Qpri= .03 CFS @ 24.00 HRS, VOLUME= .01 AF Qsec= .25 CFS @ 24.00 HRS, VOLUME= .23 AF ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD FT SF CF CF PEAK STORAGE = 84326 CF 43 .9 0 0 0 PEAK ELEVATION= 53 .2 FT 44.0 4220 211 211 FLOOD ELEVATION= 56.3 FT 46.0 6000 10220 10431 START ELEVATION= 43 .9 FT 48.0 8070 14070 24501 SPAN= 0-24 HRS, dt=.l HRS 50 .0 10427 18497 42998 Tdet= 523.6 MIN ( .24 AF) 52 .0 13073 23500 66498 54.0 16000 29073 95571 56.0 19229 35229 130800 ROUTE INVERT OUTLET DEVICES 1 P 53 .0 ' 45 DEG V-NOTCH WEIR Q=2 .56 TAN(Theta/2) H^2 .5 2 P 54.5' 10' BROAD-CRESTED RECTANGULAR WEIR X 1.81 Q=C L H-1.5 C=1.44, 1.44, 1.45, 0, 0, 0, 0, 0 3 S 44 .0' EXFILTRATION V= .001417 FPM over (SURFACE AREA - 4220 SF) Primary Discharge [--1=V-Notch/Trap Weir L- 2=Broad-Crested Rectangular Weir Secondary Discharge -3=Exfiltration Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 47 TYPE III 24-HOUR RAINFALL= 3.1.0 IN Prepared by Applied Microcomputer Systems 30 Oct 01 HydroCAD 5.01 000742 (c) 1986-1998 Applied Microcomputer Systems POND 8 Lower Tier Detention Basin Qin = 18.77 CFS @ 12 .13 HRS, VOLUME= 1.94 AF Qout= .19 CFS @ 24.00 HRS, VOLUME= .17 AF, ATTEN= 99%, LAG= 712 .0 MIN Qpri= 0.00 CFS @ 0 .00 HRS, VOLUME= 0.00 AF QsecW .19 CFS 24 .00 HRS, VOLUME= .17 AF ELEVATION AREA INC.STOR CUM.STOR STOR--IND METHOD FT SF CF CF PEAK STORAGE = 77799 CF 19.9 0 0 0 PEAK ELEVATION= 28 .7 FT 22.9 0 0 0 FLOOD ELEVATION= 34 .0 FT 25.4 0 0 0 START ELEVATION= 25.5 FT 25.5 19000 950 950 SPAN= 0--24 HRS, dt=.1 HRS 26.0 22000 10250 11200 Tdet= 496 .9 MIN ( .15 AF) 28.0 25700 47700 58900 30.0 29450 55150 114050 32 .0 33200 62650 176700 34.0 37100 70300 247000 ROUTE INVERT OUTLET DEVICES 1 P 31.0' 40 DEG V-NOTCH WEIR Q=2.57 TAN(Theta/2) H"2 .5 2 P 32.5' 8' BROAD-CRESTED RECTANGULAR WEIR X 1.81 'Q=C L H-1.5 C=1.45, 1.45, 1.45, 1.45, 0, 0, 0, 0 3 S 25 .5' EXFILTRATION V= .001417 FPM over (SURFACE AREA - 19000 SF) Primary Discharge ---1=V-Notch/Trap Weir �-2=Broad-Crested Rectangular Weir Secondary Discharge L----3=Exfiltration POND 9 Swale For Parking Lot on Lot 3 Qin = 2 .96 CFS @ 12 .48 HRS, VOLUME= .45 AF Qout= 2 .96 CFS @ 12 .4E HRS, VOLUME= .45 AF, ATTEN= Os, LAG= 0.0 MIN ELEVATION AREA INC.STOR CUM.STOR STOR--IND METHOD FT SF CF CF PEAK STORAGE = 2 CF 97.0 0 0 0 PEAK ELEVATION= 99.3 FT 98 .0 1 1 1 FLOOD ELEVATION= 100 .0 FT 100.0 2 3 4 START ELEVATION= 98 .0 FT SPAN= 0--24 HRS, dt=.1 HRS Tdet= 1.5 MIN ( .45 AF) ROUTE INVERT OUTLET DEVICES 1 P 98.5' 18" CULVERT n=.013 L=50' S=,011/ ' Ke=.2 Cc=.9 Cd=.75 Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 48 TYPE III 24-HOUR RAINFALL= 3 .10 IN Prepared by Applied Microcomputer Systems 30 Oct 01 H droCAD 5.01 000742 c 1986-1998 Applied Microcomputer Systems POND 99 culvert Qin = 4.78 CFS @ 13.03 HRS, VOLUME= 1.25 AF Qout= 4 .78 CFS @ 13 .03 HRS, VOLUME= 1.25 AF, ATTEN= 0%, LAG= 0 .0 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD FT SF) (CF) (CF PEAK STORAGE = 1 CF 20.0 0 0 0 PEAK ELEVATION= 20 . 9 FT 24.0 2 4 4 FLOOD ELEVATION= 34.0 FT 28.0 3 10 14 START ELEVATION= 20.0 FT 30 .0 4 7 21 SPAN= 0-24 HRS, dt=.1 HRS 32 .0 5 9 30 Tdet= 0 MIN (1.24 AF) 34.0 b 11 41 # ROUTE INVERT OUTLET DEVICES 1 P 20 .0 ' 48° CULVERT n=.013 L=155' S=.0191 /' Ke=.5 Cc=.9 Cd=.6 TW=.20' Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 25 TYPE III 24-HOUR RAXXFALL= 4.70 IN Prepared by Applied Microcomputer Systems 30 Oct 01 HydroCAD 5.01 000742 c) 1986-1998 Applied Microcom uter Systems WATERSHED ROUTING oy 3 0 0 o� 0 0 � 0 0 � o � o� o o 0 � o a, oSUBCnTCHMENT o REACH o POND LINK'� SUBCATCHMENT 1 = Lot 2 Impervious Surfaces -> REACH 3 SUBCATCHMENT 2 = Lot 4 Impervious Area -> REACH 7 SUBCATCHMENT 3 = LOT 3 -> REACH 2 SUBCATCHMENT 4 = N.E. Corner of Access Rd. and Clark St. -> POND 9 SUBCATCHMENT 5 = Undisturbed land around interm. stream -> POND 99 SUBCATCHMENT 6 = S.W. Corner of Lot abutting Hangars > POND 2 SUBCATCHMENT 7 = Lot 2 Access Rd. Below Upper Basin Inlet -> POND 8 SUBCATCHMENT 9 = Lot 1 Impervious Areas and Tributaries -> REACH 4 SUBCATCHMENT 10 = Lot 1 Slope on N. Side of Bldg -> REACH 6 SUBCATCHMENT 11 = South and West sides of Lot 1 -> REACH 2 = Stormwater Collection Pipe For Lot 3 -> REACH 3 Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 26 TYPE III 24-HOUR RAINFALL= 4.70 IN Prepared by Applied Microcomputer Systems 30 Oct 01 H droCAD 5.01 000742 c 1986-1998 Applied Microcomputer Systems REACH 3 = Drain Line within Lot 2 Driveway -> POND 6 REACH 4 = Drain Line From Site To Detention Basin -> POND 8 REACH 5 = Intermittent Stream -> POND 99 REACH 6 = Required Culvert For Lot 1 Driveway -> POND 99 REACH 7 = -> REACH 3 POND 2 = Wetlands Modeled as Pond At Culvert xing -> REACH 5 POND 6 = Upper Tier Detention Basin ~> POND 8 POND 6 secondary = Upper Tier Detention Basin -> POND 8 POND 8 = Lower Tier Detention Basin -> POND 99 POND 9 = Swale For Parking Lot on Lot 3 -> REACH 2 POND 99 = culvert -> POND 3 Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 27 TYPE III 24-HOUR RAINFALL= 4.70 IN Prepared by Applied Microcomputer Systems 30 Oct 01 H droCAD 5.01 000742 c 1986-1998 Applied Microcom uter 5 stems SUBCATCHMENT 1 Lot 2 impervious Surfaces PEAK= 9.81 CFS Q 12 .02 HRS, VOLUME= .84 AF ACRES CN SCS TR-20 METHOD .62 98 Lot 2 Roof TYPE III 24-HOUR 1.12 98 Lot 2 Parking Lot RAINFALL= 4 .70 IN .52 98 Lot 2 Upper Driveway SPAN= 0-24 HRS, dt=.1 HRS 2 .26 98 Method Comment Tc min TR-55 SHEET FLOW Sheet Flow to CB or Roof Drain .9 Smooth surfaces n= .011 L=50' P2=3 .1 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW Roof Area or Parking Lot 1.6 Paved Kv=20.3282 L=200' s=.01 '/' V=2 .03 fps CIRCULAR CHANNEL Site Collection Pipe •2 18" Diameter a=1.77 sq-ft Pw=4 .7' r=.375' s=. 02 ' / ' n=.013 V=8.41 fps L=100' Capacity=14.9 cfs DIRECT ENTRY Added Time to get 5 min Tc 2 .3 Total Length= 350 ft Total Tc= 5.0 SUBCATCHIMNT 2 Lot 4 impervious Area PEAK= 7 .65 CFS @ 12 .22 HRS, VOLUME= .80 AF ACRES CN SCS TR-20 METHOD 1.07 98 Building Roof TYPE III 24-HOUR 1.08 9B Parking Lot RAINFALL= 4 .70 IN 1.37 55 Wooded,Class B,Good cond. SPAN= 0-24 HRS, dt=.l HRS 3 .52 81 Method Comment Tc min TR-55 SHEET FLOW Woods,Class B,Good Cond. 12.5 Woods: Light underbrush n=.4 L=50' P2=3 .1 in s=.02 SHALLOW CONCENTRATED/UPLAND FLOW Wooded,Class B,Good cond. 3 .1 Woodland Kv=5 L=130 ' s=.02 '/' V=.71 fps SHALLOW CONCENTRATED/UPLAND FLOW Pavement •8 Paved Kv=20 .3282 L=100' s=.01 '/' V=2 .03 fps CIRCULAR CHANNEL Lot 4 Drain Line 2 .7 18" Diameter a=1.77 sq-ft Pw=4.7' r=.375' s=.01 '/' n=.013 V=5.94 fps L=950' Capacity=10 .5 cfs Total Length= 1230 ft Total Tc= 19.1 Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 28 TYPE III 24-HOUR RAINFALL= 4.70 IN Prepared by Applied Microcomputer Systems 30 Oct 01 HydroCAD 5.01 000742 (c) 1986-1998 Jkpplied Microcomputer Systems SUBCATCHMENT 3 LOT 3 PEAK= 16 .63 CFS Q 12 .02 HRS, VOLUME= 1.32 AF ACRES CN SCS TR-20 METHOD .88 98 Paved Parking Lot TYPE III 24-HOUR 1.75 98 Building Roof (Low Slope) RAINFALL= 4.70 IN 188 98 Parking Lot. across Access Drive SPAN= 0-24 HRS, dt=.1 HRS .65 61 Lawn, Good Condition, Class B 4 .16 92 Method Comment Tc min TR-55 SHEET FLOW Paved Parking Lot and Bldg Roof .9 Smooth surfaces n=.011 L=50' P2=3.1 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW Shallow Flow to CB or Roof Drain 1.6 Paved Kv=20.3282 L=200' s=.01 '/' V=2 .03 fps DIRECT ENTRY Added Time to get to 5 min Tc 2 .5 Total Length= 250 ft Total Tc= 5.0 SUBCATCHMENT 4 N.E. Corner of Access Rd. and Clark St. PEAK= 8.28 CFS 9 12 .43 HRS, VOLUME= 1.11 AF ACRES CN SCS TR--20 METHOD .17 98 Paved Access Road TYPE III 24-HOUR 5.37 55 Wooded,Class B,Good cond. RAINFALL= 4.70 IN .22 98 Leon Belinski BLDG Roof SPAN= 0-24 HRS, dt=.1 HRS 1.31 98 Leon Belinski Parking Lot .12 98 Miele Realty Trust Roof .60 98 Miele Realty Trust Parking Lot .25 61 Lawn surrounding Prop. Parking 1 8.04 68 Method Comment Tc min TR-55 SHEET FLOW Wooded,Class B,Good cond. 10 .7 Woods: Light underbrush. n=.4 L=50' P2=3.1 in s=.03 SHALLOW CONCENTRATED/UPLAND FLOW Wooded,Class B,Good Cond. 16.4 Woodland Kv=5 L=850' s=.03 '/' V=.87 fps SHALLOW CONCENTRATED/UPLAND FLOW Wetlands,Class D,Good cond. 1.7 Woodland Kv=5 L=50' s=.01 '/' V=.S fps SHALLOW CONCENTRATED/UPLAND FLOW Wooded,Class B,Good Cond. ,S=03 2 .9 Woodland Kv=5 L=150' s=.03 '/' V=.87 fps CIRCULAR CHANNEL Culvert •1 24" Diameter a=3 .14 sq-ft Pw=6.3 ' r=.5' s=.01 '/ ' n=.013 V=7.2 fps L=50' Capacity=22.6 c£s Total Length= 1150 ft Total Tc= 31.8 Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 29 TYPE III 24-HOUR RAINFALL= 4.70 IN Prepared by Applied Microcomputer Systems 30 Oct 01 HydroCAD 5.01 000742 (c) 1986-1998 Applied Microcomputer Systems SUBCATCHMENT 5 Undisturbed land around interm. stream PEAK= 8.57 CFS @ 12 .23 HRS, VOLUME= .97 AF ACRES CN SCS TR-20 METHOD 6.74 55 Wooded,Class B,Good Cond. TYPE III 24-HOUR .53 61 Lawn,Class B,Good Cond. RAINFALL= 4.70 IN 3 .10 70 Wetlands,Class D,Good Cond. SPAN= 0-24 HRS, dt=.1 HRS 10 .37 60 Method Comment To min TR-55 SHEET FLOW Wooded, Class B, Good Cond. 10 .7 Woods: Light underbrush n=.4 L=50' P2=3.1 in s=.03 SHALLOW CONCENTRATED/UPLAND FLOW Wooded,Class B,Good Cond. 4.5 Woodland Kv=5 L=330 ' s=.06 '/' Vw1.22 fps CHANNEL FLOW Intermittent Stream 1.4 a=30 sq-ft Pw=34 ' r=.882' n=.035 V=11.05 fps L=950' Capacity=331.4 cfs Total Length= 1330 ft Total Tc= 16.6 SUBCATCHMENT 6 S.W. Corner of Lot abutting Hangars PEAK= 17 .07 CFS @ 12 .55 HRS, VOLUME= 2 .65 AF ACRES CN SCS TR-20 METHOD 2 .28 70 Wetlands,Class D,Good Cond. TYPE III 24-HOUR 3.52 98 Hangars and Ramp Pavement RAINFALL= 4.70 IN 18.53 55 Wooded,Class B,Good Cond. SPAN= 0-24 HRS, dt=.1 HRS 24.33 63 Method Comment Tc min TR-55 SHEET FLOW Wooded,Class B,Good Cond. ,S=.02 12 .5 Woods: Light underbrush n=.4 L=50 ' P2=3.1 in s=.02 SHALLOW CONCENTRATED/UPLAND FLOW Wooded,Class B,Good Cond. ,S=.02 15.3 Woodland Kv=5 L=650' s=.02 '/ ' V=.71 fps SHALLOW CONCENTRATED/UPLAND FLOW Wetlands,Class D,Good Condition 11.5 Woodland Kv=5 L=600' s=.03 '/' V=.87 fps Total Length= 1300 ft Total Tc= 39.3 Data for Lawrence Ind. Park Proposed Drainage DUPI Page 30 TYPE III 24-HOUR RAINFALL= 4.70 IN Prepared by Applied Microcomputer Systems 30 Oct 01 HydroCAD 5.01 000742 (c) 1986-1998 Applied Microcomputer Systems SUBCATCHMENT 7 Lot 2 Access Rd. Below Upper Basin Inlet PEAK= .56 CFS @ 12 .02 HRS, VOLUME= .05 AF ACRES CN SCS TR-20 METHOD .13 98 Access Rd. Pavement TYPE III 24-HOUR RAINFALL= 4.70 IN SPAN= 0-24 HRS, dt=.l HRS Method Comment Tc min TR-55 SHEET FLOW Pavement .5 Smooth surfaces n=.011 L=50 ' P2=3.1 in s=.06 SHALLOW CONCENTRATED/UPLAND FLOW Flow to CB <100' •3 Paved Kv-20 .3282 L=100' s=.06 '/ ' V=4.98 fps CIRCULAR CHANNEL 24" Drain line to Lower Basin .3 18" Diameter a=1.77 sq-ft Pw=4 .7' r=.375' s=.06 '/ ' n=.013 V=14.56 fps L=250' Capacity=25.7 cfs DIRECT ENTRY Added Time to get 5 min Tc 3 .9 Total Length= 400 ft Total Tc= 5.0 SUBCATCHMENT 9 Lot I Impervious Areas and Tributaries PEAK= 36.33 CFS @ 12.11 HRS, VOLUME= 3 .12 AF ACRES CN SCS TR-20 METHOD 1.41 98 Paved Parking and Loading Area TYPE III 24-HOUR 3 .35 98 Building Roof RAINFALL= 4.70 IN 1.31 61 Lawn,Good Cond. ,Class B SPAN= 0-24 HRS, dt=.1 HRS 2 .12 98 East Parking Lot .50 98 East Access Drive .19 98 North Access Drive 3.07 55 Wooded,Class B,Good Cond. .56 98 Proposed Clark St. Extention 12.51 84 Method Comment Tc (min) TR-55 SHEET FLOW Sheet Flow 4 .3 Grass: Short n=.15 L=50' P2=3 .2 in s=.04 SHALLOW CONCENTRATED/UPLAND FLOW Flow from Airport to New Grading 2.4 Short Grass Pasture Kv=7 L=250' s=.06 '/' V=1.71 fps SHALLOW CONCENTRATED/UPLAND FLOW Wooded Area between A/P and Driv 1.9 Woodland Kv=5 L=140 ' s=.06 ' / ' V=1.22 fps SHALLOW CONCENTRATED/UPLAND FLOW Sloped Grading along Driveway .2 Short Grass Pasture Kv=7 L=40' s=.33 '/' V=4.02 fps SHALLOW CONCENTRATED/UPLAND FLOW Paved Drive •4 Paved Kv=20 .3282 L=100' s=.04 '/' V=4.07 fps CIRCULAR CHANNEL On-Site Collection Pipe 1.4 24" Diameter a=3.14 sq-ft Pw=6.3' r=.5' s=.04 '/' n=.013 V=14.4 fps L=1200 ' Capacity=45.2 cfs Total Length= 1780 ft Total Tc= 10 .6 Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 31 TYPE III 24-HOUR RAINFALL= 4.70 IN Prepared by Applied Microcomputer Systems 30 Oct 01 HYdroCAD 5.01 000742 (c) 1986-1998 Applied Microcomputer Systems SUBCATCHMENT 10 Lot 1 Slope on N. Side of Bldg PEAK= .35 CFS @ 12.15 HRS, VOLUME= 06 AF ACRES CN SCS TR-20 METHOD 1.38 46 Brush/Weed/Grass Mixture Class B TYPE III 24-HOUR RAINFALL= 4 .70 IN SPAN= 0-24 HRS, dt=.1 HRS Method Comment Tc min TR-55 SHEET FLOW Brush/Weed/Grass CL.B Good Cond. 2 .7 Grass: Dense n=.24 L=50' P2=3 .1 in s=.33 SHALLOW CONCENTRATED/UPLAND FLOW Grass/Weed/Brush Class B. .8 Short Grass Pasture KV=7 L=200 ' s=.33 ' /' V=4 ,02 fps DIRECT ENTRY Added Time to get 5 min. Tc 1.7 Total Length= 250 ft Total Tc= 5 .2 SUBCATCHMENT 11 South and West sides of Lot 1 PEAK= 1.51 CFS @ 12 .15 HRS, VOLUME= .17 AF ACRES CN SCS TR-20 METHOD .35 61 Tall grass, not mowed TYPE III 24-HOUR 1.90 55 Wooded, Class B, Good Cond. RAINFALL= 4.70 IN 2 .25 56 SPAN= 0-24 HRS, dt=.l HRS Method Comment Tc min) TR-55 SHEET FLOW Grass, Class B, Good cond,s=.03 4.9 Grass: Short n=.15 L=50' P2=3.1 in s=.03 '/' SHALLOW CONCENTRATED/UPLAND FLOW Grass, Class B,Good Cond.,S=.08 1.5 Short Grass Pasture KV=7 L=180' s=.08 `/ ' V=1.98 fps SHALLOW CONCENTRATED/UPLAND FLOW Wooded, Class B, Good Cond. ,s=.0 3.8 Short Grass Pasture KV=7 L=450' s=.08 ' /' V=1.98 fps SHALLOW CONCENTRATED/UPLAND FLOW Wooded,Class B, Good Cond,s=.25 .7 Woodland Kv=S L=100' s=.25 '/' V=2.5 fps Total Length= 780 ft Total Tc= 10 .9 Data for Lawrence Ind. Park Proposed Drainage DUPI Page 32 TYPE III 24-HOUR RAINFALL= 4.70 IN Prepared by Applied Microcomputer Systems 30 Oct 01 H droCAD 5.01 000742 c 1986-1998 Applied Microcomputer Systems REACH 2 Stormwater Collection Pipe For Lot 3 Qin = 18.96 CFS @ 12 .03 HRS, VOLUME= 2.43 AF Qout= 17.24 CFS @ 12.11 HRS, VOLUME= 2 .42 AF, ATTEN= 9%, LAG= 4.9 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 30" PIPE STOR-IND+TRANS METHOD 0.0 0 .0 0 .00 PEAK DEPTH= 1.40 FT .3 .3 .61 n= .013 PEAK VELOCITY= 6.3 FPS .5 .7 2.54 LENGTH= 690 FT TRAVEL TIME = 1.8 MIN .8 1.2 5.68 SLOPE= .005 FT/FT SPAN= 0-24 HRS, dt=.l HRS 1.8 3 .7 24.28 2 .0 4.2 28.35 2 .3 4 .7 30.91 2 .4 4 .8 31.20 2 .4 4.9 30 .91 2.5 4.9 29.00 REACH 3 Drain Line within Lot 2 Driveway Qin = 30.29 CFS @ 12 .10 HRS, VOLUME= 4.06 AF Qout= 30 .42 CFS @ 12.11 HRS, VOLUME= 4.06 AF, ATTEN= 0%, LAG= .9 MIN DEPTH END AREA DISCH (FT) (SO-FT) (CFSj 2411 PIPE STOR-IND+TRANS METHOD 0.0 0 .0 0.00 PEAK DEPTH= 1.05 FT .2 .2 1.16 n= .013 PEAK VELOCITY= 18.5 FPS .4 .4 4 .85 LENGTH= 600 FT TRAVEL TIME = 5 MIN .6 .8 10.85 SLOPE= .06 FT/FT SPAN= 0-24 HRS, dt=.l HRS 1.4 2 .3 46.39 1.6 2 .7 54.16 1.8 3 .0 59.06 1.9 3.1 59.61 1.9 3 .1 59.06 2 .0 3 .1 55.41 REACH 4 Drain Line From Site To Detention Basin Qin = 36.33 CFS @ 12.11 HRS, VOLUME= 3 .12 AF Qout= 34.52 CFS @ 12 .13 HRS, VOLUME= 3 .12 AF, ATTFN= 5%, LAG= 1.3 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 36" PIPE STOR-IND+TRANS METHOD 0.0 0.0 0.00 PEAK DEPTH= 1.53 FT .3 .4 1.39 n= .013 PEAK VELOCITY= 9.8 FPS .6 1.0 5.84 LENGTH= 450 FT TRAVEL TIME _ .8 MIN .9 1.8 13 .06 SLOPE= .01 FT/FT SPAN= 0-24 HRS, dtM.l HRS 2 .1 5.3 55.84 2.4 6 .1 65.20 2.7 6.7 71.09 2 .8 6.9 71.75 2 .9 7.0 71.08 3 .0 7 .1 66 .70 Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 33 TYPE III 24-HOUR RAINFALL= 4.70 IN Prepared by Applied Microcomputer Systems 30 Oct 01 H droCAD 5.01 000742 c 1986-1998 Applied Microcomputer Systems REACH 5 Intermittent Stream Qin = 16.39 CFS @ 12 .65 HRS, VOLUME= 2 .62 AF Qout= 16 .09 CFS @ 12 .79 HRS, VOLUME= 2.61 AF, ATTEN= 20, LAG= 7 .9 MIN DEPTH END AREA DZSCH FT 5 -FT CFS 5' x 2' CHANNEL STOR-IND+TRANS METHOD 0.0 0.0 0.00 SIDE SLOPE= .2 '/' PEAK DEPTH= .41 FT .2 1.2 4.43 n= .035 PEAK VELOCITY= 5.6 FPS .4 2.8 15.35 LENGTH= 1350 FT TRAVEL TIME = 4.0 MIN .6 4 ,8 32.92 SLOPE= .08 FT/FT SPAN= 0-24 HRS, dt=.1 HRS .9 8.0 66 .86 1.2 13 .2 132 .68 1.6 20 .8 245 .73 2 .0 30 .0 402 .58 REACH 6 Required Culvert For Lot 1 Driveway Qin = .35 CFS @ 12.15 HRS, VOLUME= .06 AF Qout= .33 CFS @ 12 .19 HRS, VOLUME= .06 AF, ATTEN= 6%, LAG= 2.8 MIN DEPTH END AREA DZSCH FT S -FT CFS 181, PIPE STOR-IND+TRANS METHOD 0.0 0.0 0 .00 PEAK DEPTH= .15 FT .2 .1 .31 n= .013 PEAK VELOCITY= 3 .5 FPS .3 .3 1.30 LENGTH= 80 FT TRAVEL TIME = .4 MIN .5 .4 2 .91 SLOPE= .02 FT/FT SPAN= 0-24 HRS, dt=.l HRS 1.1 1.3 12 .44 1.2 1.5 14 .52 1.4 1.7 15 .83 1.4 1.7 15.98 1.5 1.8 15 .83 1.5 1.8 14 .86 REACH 7 Qin = 7.65 CFS @ 12.22 HRS, VOLUME= .80 AF Qout= 7.59 CFS @ 12.23 HRS, VOLUME= .80 AF, ATTEN= 1%, LAG. .6 MIN DEPTH END AREA DZSCH (FT) (SEA-FT) (CFS) 18" PIPE STOR-IND+TRANS METHOD 0.0 0.0 0 .00 PEAK DEPTH= .54 FT .2 .1 .54 n= .013 PEAK VELOCITY= 13 .1 FPS .3 .3 2 .25 LENGTH= 340 FT TRAVEL TIME = .4 MIN .5 .4 5 .04 SLOPE= .06 FT/FT SPAN- 0-24 HRS, dt=.l HRS 1.1 1.3 21.54 1.2 1.5 25.15 1.4 1.7 27.42 1.4 1.7 27 .68 1.5 1.8 27 .42 1.5 1.8 25.73 e Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 34 TYPE III 24-HOUR RAINFALL= 4.70 IN Prepared by Applied Microcomputer Systems 30 Oct 01 H droCAD 5.01 000742 c 1986-1998 Applied Microcomputer Systems POND 2 Wetlands Modeled as Pond At Culvert xing Qin = 17.07 CFS @ 12.55 HRS, VOLUME= 2.65 AF Qout= 16.39 CFS Q 12 .65 HRS, VOLUME= 2 .62 AF, ATTEN= 4%, LAG= 5.9 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD FT SF CF CF PEAK STORAGE = 8629 CF 104 .3 0 0 0 PEAK ELEVATION= 105 .9 FT 106.0 11015 9363 9363 FLOOD ELEVATION= 106.3 FT 106.3 125Q0 3527 12890 START ELEVATION= 104.3 FT SPAN= 0--24 HRS, dt=.1 HRS Tdet= 17.8 MIN (2.62 AF) ROUTE INVERT OUTLET DEVICES 1 P 104.3' 36" CULVERT n=.013 L=81' S=.011 /' Ke=.2 Cc=.9 Com.75 POND 6 Upper Tier Detention Basin Qin = 30.42 CFS @ 12.11 HRS, VOLUME= 4 .06 AF Qout= 5.15 CFS @ 13.38 HRS, VOLUMEm 1.95 AF, ATTEN= 83%, LAG= 75.9 MIN Qpri= 4.85 CFS @ 13 .38 HRS, VOLUME= 1.65 AF Qsec= .30 CFS @ 13 .38 HRS, VOLUME= .30 AF ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD FT SF CF CF PEAK STORAGE = 106368 CF 43 .9 0 0 0 PEAK ELEVATIONm 54.6 FT 44.0 4220 211 211 FLOOD ELEVATION= 56.3 FT 46 .0 6000 10220 10431 START ELEVATION= 43 .9 FT 48.0 8070 14070 24501 SPAN= 0-24 HRS, dt=.l HRS 50.0 10427 18497 42998 Tdet= 308.3 MIN (1.95 AF) 52.0 13073 23500 66498 54 .0 16000 29073 95571 56.0 19229 35229 130800 # ROUTE INVERT OUTLET DEVICES 1 P 53 .0' 45 DEG V-NOTCH WEIR Q=2.56 TAN(Theta/2) H-2 .5 2 P 54 .5' 10' BROAD-CRESTED RECTANGULAR WEIR X 1.81 Q=C L H^1.5 C=1.44, 1.44, 1.45, 0, 0, 0, 0, 0 3 S 44 .0' EXFILTRATION V= .001417 FPM over (SURFACE AREA - 4220 SF) Primary Discharge }-1=V-Notch/Trap Weir L----2=Broad-Crested Rectangular Weir Secondary Discharge -3=Extiltration Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 35 TYPE III 24-HOUR RAINFALL= 4.70 IN Prepared by Applied Microcomputer Systems 30 Oct 01 H droCAD 5.01 000742 c 1986-1998 Applied Microcomputer Systems POND 8 Lower Tier Detention Basin Qin = 35 .08 CFS @ 12 .13 HRS, VOLUME= 5.12 AF Qout= 1.67 CFS @ 21.42 HRS, VOLUME= 1.00 AF, ATTEN= 95%, LAG= 557.4 MIN Qpri= 1.32 CFS @ 21.42 HRS, VOLUME= .68 AF Qsec= .34 CFS @ 21.42 HRS, VOLUME= .32 AF ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 181781 CF 19.9 0 0 0 PEAK ELEVATION= 32 .1 FT 22.9 0 0 0 FLOOD ELEVATIONµ 34.0 FT 25.4 0 0 0 START ELEVATION= 25.5 FT 25.5 19000 950 950 SPANµ 0-24 HRS, dt=.1 HRS 26 .0 22000 10250 11200 Tdet= 527 ,5 MIN ( .97 AF) 28 .0 25700 47700 58900 30 .0 29450 55150 114050 32 .0 33200 62650 176700 34.0 37100 70300 247000 # ROUTE INVERT OUTLET DEVICES 1 P 31.0' 40 DEG V-NOTCH WEIR Q=2 ,57 TAN(Theta/2) H"2.5 2 P 32 .5' 8' BROAD-CRESTED RECTANGULAR WEIR X 1.81 ,Q-C L H-1.5 C=1.45, 1.45, 1.45, 1.45, 0, 0, 0, 0 3 S 25.5' EXFILTRATION V= .001417 FPM over (SURFACE AREA - 19000 SF) Primary Discharge [-----1=V-Notch/Trap Weir =2=Broad-Crested Rectangular Weir Secondary Discharge �- 3=Exfiltration POND 9 Swale For Parking Lot on Lot 3 Qin = 8.28 CFS Q 12 .43 HRS, VOLUME= 1.11 AF Qout= 8 .28 CFS @ 12 .43 HRS, VOLUME= 1.11 AF, ATTEN= 0%, LAG= 0 .0 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD FT SF CF (CFI__ PEAK STORAGE = 4 CF 97.0 0 0 0 PEAK ELEVATIONµ 100.1 FT 98.0 1 1 1 FLOOD ELEVATION= 100 .0 FT 100.0 2 3 4 START ELEVATION= 98 .0 FT SPAN= 0-24 HRS, dt=.1 HRS Tdet= 1.3 MIN (1.11 AF) # ROUTE INVERT OUTLET DEVICES 1 P 98 .5' 18" CULVERT n=.013 L=50' S=.011/' Ke=.2 Cc=.9 Cd=.75 Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 36 TYPE III 24-HOUR RAXNFALL= 4.70 IN Prepared by Applied Microcomputer Systems 30 Oct 01 H droCAD 5.01 000742 c 1986-1998 Applied..Microcomputer Systems POND 99 culvert Qin = 18.90 CFS @ 12 .74 HRS, VOLUME= 4 .32 AF Qout= 18.90 CFS @ 12.75 HRS, VOLUME= 4.32 AF, ATTEN= 0%, LAG= .1 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CFS_ PEAK STORAGE = 4 CF 20 .0 0 0 0 PEAK ELEVATION= 24.1 FT 24.0 2 4 4 FLOOD ELEVATION= 34 .0 FT 28.0 3 10 14 START ELEVATION= 20.0 FT 30.0 4 7 21 SPAN= 0-24 HRS, dt=.1 HRS 32 .0 5 9 30 Tdet= 0 MIN (4.32 AF) 34.0 6 11 41 # ROUTE INVERT OUTLET DEVICES 1 P 20.0' 4811 CULVERT n=.013 L=155' S=.0191/' Ke=.S Cc=.9 Cd=.6 TW=24' I, Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 13 TYPE III 24-HOUR RAINFALL= 5.30 IN Prepared by Applied Microcomputer Systems 30 Oct 01 H droCAD 5.01 000742 c 1986-1998 Applied Microcom uter Systems WATERSHED ROUTING 0 yQ 0 0 2 (D o a �- o 0 o o A o 0 O SUBCATCHMENT ❑ REACH POND LINK O ��J SUBCATCHMENT 1 = Lot 2 Impervious Surfaces > REACH 3 SUBCATCHMENT 2 = Lot 4 Impervious Area -> REACH 7 SUBCATCHMENT 3 = LOT 3 -> REACH 2 SUBCATCHMENT 4 = N.E. Corner of Access Rd, and Clark St. > POND 9 SUBCATCHMENT 5 = Undisturbed land around interm. stream -> POND 99 SUBCATCHMENT 6 = S.W. Corner of Lot abutting Hangars -> POND 2 SUBCATCHMENT 7 = Lot 2 Access Rd. Below Upper Basin Inlet -> POND 8 SUBCATCHMENT 9 = Lot 1 Impervious Areas and Tributaries > REACH 4 SUBCATCHMENT 10 = Lot 1 Slope on N. Side of Bldg > REACH 6 SUBCATCHMENT 11 = South and West sides of Lot 1 -> REACH 2 = Stormwater Collection Pipe For Lot 3 -> REACH 3 Data for Lawrence Ind. Park Proposed Drainage DUPI Page 14 TYPE III 24-HOUR RAINFALL= 5.30 IN Prepared by Applied Microcomputer Systems 30 Oct 01 H droCAD 5.01 000742 c 1986-1998 Applied Microcomputer Systems REACH 3 = Drain Line within Lot 2 Driveway POND 6 REACH 4 = Drain Line From Site To Detention Basin -> POND 8 REACH 5 = Intermittent Stream -> POND 99 REACH 6 = Required Culvert For Lot 1 Driveway -> POND 99 REACH 7 µ -> REACH 3 POND 2 = Wetlands Modeled as Pond At Culvert xing -> REACH 5 POND 6 = Upper Tier Detention Basin -> POND 8 POND 6 secondary = Upper Tier Detention Basin -> POND 8 POND 8 = Lower Tier Detention Basin -> POND 99 POND 9 = Swale For Parking Lot on Lot 3 -> REACH 2 POND 99 = culvert > POND 3 Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 15 TYPE III 24-HOUR RAINFALL= 5.30 IN Prepared by Applied Microcomputer Systems 30 Oct 01 H droCAD 5.01 000742 c 1986-1998 Applied Microcomputer Systems SUBCATCHMENT 1 Lot 2 Impervious Surfaces PEAK= 11.08 CFS @ 12.02 HRS, VOLUME= .95 AF ACRES CN SCS TR-20 METHOD .62 98 Lot 2 Roof TYPE III 24-HOUR 1.12 98 Lot 2 Parking Lot RAINFALL= 5.30 IN .52 98 Lot 2 Upper Driveway SPAN= 0-24 HRS, dt=.l HRS 2 .26 98 Method Comment Tc min TR-55 SHEET FLOW Sheet Flow to CH or Roof Drain .9 Smooth surfaces n=.011 L=50' P2=3 .1 in 8=.01 SHALLOW CONCENTRATED/UPLAND FLOW Roof Area or Parking Lot 1.6 Paved Kv=20 .3282 L=200' s=.01 '/' V=2 .03 fps CIRCULAR CHANNEL Site Collection Pipe .2 18" Diameter a=1,77 sq-ft Pw=4.7' r=.375' s=.02 '/ ' n=.013 V=8.41 fps L=100 ' Capacity=14.9 cfs DIRECT ENTRY Added Time to get 5 min Tc 2.3 Total Length= 350 ft Total Tc= 5.0 SUBCATCHMENT 2 Lot 4 Impervious Area PEAK= 9.12 CFS @ 12 .22 HRS, VOLUME= .95 AF ACRES CN SCS TR-20 METHOD 1.07 98 Building Roof TYPE III 24-HOUR 1.08 98 Parking Lot RAINFALL= 5 .30 IN 1.37 55 Wooded,Class B,Good cond. SPAN= 0-24 HRS, dt=.1 HRS 3 .52 81 Method Comment Tc min TR-55 SHEET FLOW Woods,Class S,Good Cond. 12 .5 Woods : Light underbrush n=.4 L=50' P2=3 .1 in s=.02 '/' SHALLOW CONCENTRATED/UPLAND FLOW Wooded,Class B,Good cond. 3.1 Woodland Kv=5 L=130 ' s=.02 '/' V=.71 fps SHALLOW CONCENTRATED/UPLAND FLOW Pavement •8 Paved Kv=20.3282 L=100 ' s=.01 ' / ' V=2 .03 fps CIRCULAR CHANNEL Lot 4 Drain Line 2 .7 18" Diameter a=1.77 sq-ft Pw=4 .7' r=,375' s=,01 ' / ' n=.013 V=5.94 fps L=950' Capacity=10.5 cfs Total Length= 1230 ft Total Tc= 19.1 Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 16 TYPE III 24-HOUR RAINFALL= 5.30 IN Prepared by Applied Microcomputer Systems 30 Oct 01 H droCAD 5 .01 000742 c 1986-1998 Applied Microcomputer Systems SUBCATCHMENT 3 LOT 3 PEAK= 19.05 CFS Q 12.02 HRS, VOLUME= 1.52 AF ACRES CN SCS TR-20 METHOD .88 98 Paved Parking Lot TYPE III 24-HOUR 1.75 98 Building Roof (Low Slope) RAINFALL= 5.30 IN .88 98 Parking Lot across Access Drive SPAN= 0-24 HRS, dt=.1 HRS .65 61 Lawn, Good Condition, Class B 4 .16 92 Method Comment Tc min TR-55 SHEET FLOW Paved Parking Lot and Bldg Roof .9 Smooth surfaces n=.011 L=50' P2=3 .1 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW Shallow Flow to CB or Roof Drain 1.6 Paved Kv=20.3282 L=200 ' s=.01 1/1 V=2 .03 fps DIRECT ENTRY Added Time to get to 5 min Tc 2 .5 Total Length= 250 ft Total Tc= 5.0 SUBCATCHMENT 4 N.E. Corner of Access Rd. and Clark St. PEAK= 10.56 CFS 0 12 .42 HRS, VOLUME= 1.40 AF ACRES CN SCS TR-20 METHOD .17 98 Paved Access Road TYPE III 24-HOUR 5.37 55 Wooded,Class B,Good cond. RAINFALL= 5 .30 IN .22 98 Leon Belinski BLDG Roof SPAN= 0-24 HRS, dt=.l HRS 1.31 98 Leon Belinski Parking Lot .12 98 Miele Realty Trust Roof .60 98 Miele Realty Trust Parking Lot .25 61 Lawn surrounding Prop. Parking 1 8.04 68 Method Comment Tc min TR-55 SHEET FLOW Wooded,Class B,Good cond. 10 .7 Woods : Light underbrush n=.4 L=50' P2=3 .1 in s=.03 SHALLOW CONCENTRATED/UPLAND FLOW Wooded,Class B,Good Cond. 16.4 Woodland Kv=5 L=850 ' S=.03 '/' V=.87 fps SHALLOW CONCENTRATED/UPLAND FLOW Wetlands,Class D,Good cond. 1.7 Woodland Kv=5 L=50' S=.01 '/' V=.5 fps SHALLOW CONCENTRATED/UPLAND FLOW Wooded,Class B,Good Cond. ,S=03 2 .9 Woodland Kv=5 L=1.50' s=.03 '/ ' V=.87 fps CIRCULAR CHANNEL Culvert .1 24" Diameter a=3.14 sq--ft Pw=6.3 ' r=.5' s=.01 '/' n=.013 V=7.2 fps L=.50' Capacity=22 .6 cfs Total Length= 1150 ft Total Tc= 31.8 Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 17 TYPE III 24-HOUR RAINFALL= 5.30 IN Prepared by Applied Microcomputer Systems 30 Oct 01 Hy droCAD 5 .01 000742 c 1986--1998 Applied Microcomputer Systems SUBCATCHMENT 5 Undisturbed land around interm. stream PEAK= 11.74 CFS @ 12 .22 HRS, VOLUME= 1.27 AF ACRES CN SCS TR-20 METHOD 6.74 55 Wooded,Class B,Good Cond. TYPE III 24-HOUR .53 61 Lawn,Class B,Good Cond. RAINFALL= 5.30 IN 3.10 70 Wetlands,Class D,Good Cond. SPAN= 0-24 HRS, dt=.1 HRS 10 .37 60 Method Comment Tc min TR-55 SHEET FLOW Wooded, Class B, Good Cond. 10.7 Woods: Light underbrush n=.4 L=50' P2=3.1 in s=.03 SHALLOW CONCENTRATED/UPLAND FLOW Wooded,Class B,Good Cond. 4.5 Woodland Kv=5 L=330' s=.06 '/' V=1.22 fps CHANNEL FLOW Intermittent Stream 1.4 a=30 sq-ft Pw=34' r=.882 ' s=.08 '/' n=.035 V=11.05 fps L=950 ' Capacity=331.4 cfs Total Length.= 1330 ft Total Tc= 16.6 SUBCATCHMENT 6 S.W. Corner of Lot abutting Hangars PEAK= 22.67 CFS C 12.54 HRS, VOLUME= 3.42 AF ACRES CN SCS TR-20 METHOD 2 .28 70 Wetlands,Class D,Good Cond. TYPE III 24-HOUR 3.52 98 Hangars and Ramp Pavement RAINFALL= 5.30 IN 18.53 55 Wooded,Class B,Good Cond. SPAN= 0-24 HRS, dtW.l HRS 24.33 63 Method Comment Tc min TR-55 SHEET FLOW Wooded,Class B,Good Cond. ,S=.02 12 .5 Woods: Light underbrush n=.4 L=50 ' P2=3 .1 in s=.02 SHALLOW CONCENTRATED/UPLAND FLOW Wooded,Class B,Good Cond. ,S=.02 15.3 Woodland Kv=5 L=650' s=.02 '/' V=.71 fps SHALLOW CONCENTRATED/UPLAND FLOW Wetlands,Class D,Good Condition 11.5 Woodland Kv=5 L=600 ' s=.03 '/' V=.87 fps Total Length= 1300 ft Total Tc= 39.3 Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 18 TYPE III 24-HOUR RAINFALL= 5.30 IN Prepared by Applied Microcomputer Systems 30 Oct 01 H droCAD 5.01 000742 c 1986-1998 Applied Microcomputer Systems SUBCATCHMENT 7 Lot 2 Access Rd. Below Upper Basin Inlet PEAK= .64 CFS @ 12 .02 HRS, VOLUME= .05 AF ACRES CN SCS TR-20 METHOD .13 98 Access Rd. Pavement TYPE III 24-HOUR RAINFALL= 5.30 IN SPAN= 0-24 HRS, dt=.l HRS Method Comment Tc min TR-55 SHEET FLOW Pavement .5 Smooth surfaces n=.011 L=50' P2=3 .1 in s=.06 SHALLOW CONCENTRATED/UPLAND FLOW Flow to CB <100, •3 Paved Kv=20 .3282 L=100' s=.06 '/' V=4.98 fps CIRCULAR CHANNEL 24" Drain line to Lower Basin .3 18" Diameter a=1.77 sq-ft Pw=4.7' r=.375 ' s=.06 '/' n=.013 V=14.56 fps L=250' Capacity=25.7 cfs DIRECT ENTRY Added Time to get 5 min Tc 3 .9 Total Length= 400 ft Total Tc= 5.0 SUBCATCHMENT 9 Lot 1 Impervious Areas and Tributaries PEAK= 42 .79 CFS @ 12 .11 HRS, VOLUME= 3 .69 AF ACRES CH SCS TR-20 METHOD 1.41 98 Paved Parking and Loading Area TYPE III 24-HOUR 3 .35 98 Building Roof RAINFALL= 5.30 IN 1.31 61 Lawn,Good Cond. ,Class B SPAN= 0-24 HRS, dt=.1 HRS 2.12 98 East Parking Lot .50 98 East Access Drive .19 98 North Access Drive 3.07 55 Wooded,Class S,Good Cond. .56 98 Proposed Clark St. Extention 12.51 84 Method Comment Tc min TR-55 SHEET FLOW Sheet Flow 4 .3 Grass: Short n=.15 L=50' P2=3 .2 in s=.04 SHALLOW CONCENTRATED/UPLAND FLOW Flow from Airport to New Grading 2 .4 Short Grass Pasture Kv=7 L=250' sµ.06 '/' V=1.71 fps SHALLOW CONCENTRATED/UPLAND FLOW Wooded Area between A/P and Driv 1.9 Woodland Kv=5 L=140 ' s=.06 '/' V=1.22 fps SHALLOW CONCENTRATED/UPLAND FLOW Sloped Grading along Driveway .2 Short Grass Pasture Kv=7 L=40' s=.33 '/' V=4.02 fps SHALLOW CONCENTRATED/UPLAND FLOW Paved Drive .4 Paved KV=20.3282 L=100 ' s=.04 '/' V=4 ,07 fps CIRCULAR CHANNEL On-Site Collection Pipe 1.4 24" Diameter a=3.14 sq-ft Pw=6.3' r=.5' s=.04 1/4 n=.013 V=14.4 fps L=1200' Capacity=45.2 cfs Total Length= 1780 ft Total Tc= 10 .6 Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 19 TYPE III 24-HOUR RAINFALL= 5.30 IN Prepared by Applied Microcomputer Systems 30 Oct 01 H droCAD 5 .01 000742 c 1986-1998 A lied Microcom uter Systems SUBCATCHMENT 10 Lot 1 Slope on N. Side of Bldg PEAK= .65 CFS 12 .11 HRS, VOLUME= .08 AF ACRES CN SCS TR-20 METHOD 1.38 48 Brush/Weed/Grass Mixture Class B TYPE III 24-HOUR RAINFALL= 5.30 IN SPAN= 0-24 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW Brush/Weed/Grass CL.B Good Cond. 2 .7 Grass: Dense n=.24 L=50' P2=3.1 in s=.33 '/' SHALLOW CONCENTRATED/UPLAND FLOW Grass/Weed/Brush Class B. .8 Short Grass Pasture Kv=7 L=200 ' s=.33 '/' V=4 .02 fps DIRECT ENTRY Added Time to get 5 min. Tc 1.7 Total Length= 250 ft Total Tcµ 5.2 SUBCATCHMENT 11 South and West sides of Lot 1 PEAK= 2 .22 CFS 9 12 .14 HRS, VOLUME= .22 AF ACRES CN SCS TR-20 METHOD .35 61 Tall grass, not mowed TYPE III 24-HOUR 1.90 55 Wooded, Class B, Good Cond. RAINFALL= 5.30 IN 2 .25 56 SPAN= 0-24 HRS, dt=.1 HRS Method Comment Tc min TR-55 SHEET FLOW Grass, Class B, Good cond,s=.03 4.9 Grass: Short n=.15 L=50' P2=3.1 in s=.03 '/' SHALLOW CONCENTRATED/UPLAND FLOW Grass, Class B,Good Cond. ,S=.08 1.5 Short Grass Pasture KV=7 Lµ180' s=.08 ' /' V=1.98 fps SHALLOW CONCENTRATED/UPLAND FLOW Wooded, Class B, Good Cond. ,s=.0 3 .8 Short Grass Pasture KV=7 L=450' s=.08 '/' V=1.98 fps SHALLOW CONCENTRATED/UPLAND FLOW Wooded,Class B, Good Cond,s=.25 .7 Woodland Kv=S L=100' s=.25 '/' V=2 .5 fps Total Length= 780 ft Total Tc= 10.9 Data for Lawrence Ind. Park Proposed Drainage DUPI Page 20 TYPE III 24-HOUR RAINFALL= 5.30 IN Prepared by Applied Microcomputer Systems 30 Oct 01 H droCAD 5 .01 000742 c 1986-1998 Applied Microcomputer Systems REACH 2 Stormwater Collection Pipe For Lot 3 Qin = 22 .26 CFS @ 12 ,03 HRS, VOLUME= 2 .91 AF Qout= 20 .37 CFS @ 12 .11 HRS, VOLUME= 2.91 AF, ATTEN= 9%, LAG= 4.9 MIN DEPTH END AREA DISCH FT S -FT CFS 3011 PIPE STOR-IND+TRANS METHOD 0 .0 0 .0 0 .00 PEAK DEPTH= 1.57 FT 3 .3 .61 n= .013 PEAK VELOCITY= 6.5 FPS .5 .7 2 .54 LENGTH= 690 FT TRAVEL TIME = 1.8 MIN .8 1.2 5.68 SLOPE= .005 FT/FT SPAN= 0-24 HRS, dt=.1 HRS 1.8 3 .7 24 .28 2.0 4.2 28.35 2 .3 4 .7 30.91 2 .4 4.8 31.20 2.4 4 .9 30.91 2 .5 4.9 29.00 REACH 3 Drain Line within Lot 2 Driveway Qin = 35.56 CFS @ 12.10 HRS, VOLUME= 4 .82 AF Qout= 35.68 CFS @ 12 .12 HRS, VOLUME= 4.81 AF, ATTEN= 0%, LAG= .9 MIN DEPTH END AREA DISCH {FT) (SQ--FT) (CFS) 2411 PIPE STOR-IND+TRANS METHOD 0.0 0.0 0.00 PEAK DEPTH= 1.17 FT .2 .2 1.16 n= .013 PEAK VELOCITY= 19.0 FPS .4 .4 4.85 LENGTH= 600 FT TRAVEL TIME = .5 MIN .6 .8 10.85 SLOPE= .06 FT/FT SPAN= 0-24 HRS, dt=.1 HRS 1.4 2 .3 46.39 1.6 2 .7 54.16 1.8 3 .0 59.06 1.9 3 .1 59.61 1.9 3 ,1 59.06 2 .0 3 .1 55.41 REACH 4 Drain Line From Site To Detention Basin Qin = 42.79 CFS @ 12 .11 HRS, VOLUME= 3 .69 AF Qout= 40.77 CFS @ 12 .13 HRS, VOLUME= 3.69 AF, ATTEN= 5%, LAG= 1.2 MIN DEPTH END AREA DISCH {FT) (S4-FT) (CFS36" PIPE STOR-IND+TRANS METHOD 0.0 0 .0 0.00 PEAK DEPTH= 1.71 FT .3 .4 1.39 n= .013 PEAK VELOCITY= 10 .1 FPS .6 1.0 5.84 LENGTH= 450 FT TRAVEL TIME = .7 MIN .9 1.8 13 .06 SLOPE= .01 FT/FT SPAN= 0-24 HRS, dt=.1 HRS 2.1 5 .3 55.84 2 .4 6.1 65 .20 2.7 6 .7 71.09 2 .8 6.9 71.75 2 .9 7.0 71.08 3 .0 7 .1 66.70 Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 21 TYPE III 24-HOUR RAINFALL= 5.30 IN Prepared by Applied Microcomputer Systems 30 Oct 01 H droCAD 5.01 000742 c 1986-1998 Applied Microcomputer Systems REACH 5 Intermittent Stream Qin = 21.09 CFS @ 12 .67 HRS, VOLUME= 3 .38 AF Qout= 20.85 CFS @ 12 .77 HRS, VOLUME= 3.37 AF, ATTEN= 1%, LAG= 6.1 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 5' x 2 ' CHANNEL STOR-IND+TRANS METHOD 0 .0 0.0 0.00 SIDE SLOPE= .2 ' /' PEAK DEPTH= .46 FT .2 1.2 4 .43 n= .035 PEAK VELOCITY= 6.1 FPS .4 2 .8 15.35 LENGTH= 1350 FT TRAVEL TIME = 3 .7 MIN .6 4.8 32 .92 SLOPE= .08 FT/FT SPAN= 0--24 HRS, dt=.1 HRS .9 8 .0 66.86 1.2 13 .2 132.68 1.6 20.8 245.73 2 .0 30 .0 402.58 REACH 6 Required Culvert For Lot 1 Driveway Qin = .65 CFS @ 12 .11 HRS, VOLUME= .08 AF Qout= .66 CFS @ 12 .1.2 HRS, VOLUME= .08 AF, ATTEN= 0%, LAG= .2 MIN DEPTH END AREA DISCH (FT) (SQ-FT) '(CFSY 1811 PIPE STOR-IND+TRANS METHOD 0 .0 0.0 0 .00 PEAK DEPTH= .20 FT .2 .1 .31 n= .013 PEAK VELOCITY= 4.5 FPS .3 .3 1.30 LENGTH- 80 FT TRAVEL TIME = .3 MIN .5 .4 2 .91 SLOPE= .02 FT/FT SPAN= 0-24 HRS, dt=.l HRS 1.1 1.3 12.44 1.2 1.5 14.52 1.4 1.7 15.B3 1.4 1.7 15.98 1.5 1.8 15.83 1.5 1.8 14.86 REACH 7 Qin = 9.12 CFS @ 12 .22 HRS, VOLUME= .95 AF Qout= 9.03 CFS @ 12 .23 HRS, VOLUMEW .95 AF, ATTEN= 1%, LAG= .6 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 18" PIPE STOR-IND+TRANS METHOD 0 .0 0.0 0.00 PEAK DEPTH= .60 FT .2 .1 .54 n.= .013 PEAK VELOCITY= 13 .7 FPS .3 .3 2 .25 LENGTH- 340 FT TRAVEL TIME = .4 MIN .5 .4 5.04 SLOPE= .06 FT/FT SPAN= 0-24 HRS, dt=.l HRS 1.1 1.3 21.54 1.2 1.5 25.15 1.4 1.7 27 .42 1.4 1.7 27.68 1.5 1.8 27.42 1.5 1.8 25.73 Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 22 TYPE III 24-HOUR RAINFALL= 5.30 IN Prepared by Applied Microcomputer Systems 30 Oct 01 HydroCAD 5 01 000742 (c) 1986-1998 Applied Microcomputer Systems POND 2 Wetlands Modeled as Pond At Culvert xing Qin = 22 .67 CFS @ 12 .54 HRS, VOLUME= 3.42 AF Qout= 21.09 CFS @ 12 .67 HRS, VOLUME= 3 .38 AF, ATTEN= 7%, LAG= 7 .8 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) ..� PEAK STORAGE = 10886 CF 104 .3 0 0 0 PEAK ELEVATION= 106.1 FT 106.0 11015 9363 9363 FLOOD ELEVATION= 106.3 FT 106.3 12500 3527 12890 START ELEVATION= 104 .3 FT SPAN= 0-24 HRS, dt=.1 HRS Tdet= 15 .8 MIN (3 .37 AF) # _ROUTE INVERT OUTLET DEVICES 1 P 104.3 ' 36" CULVERT n=.013 L=81' S�.011/ ' Ke=.2 Cc=.9 Cd=.75 POND 6 Upper Tier Detention Basin Qin = 35.68 CFS Q 12 .12 HRS, VOLUME= 4.81 AF Qout= 12 .28 CFS @ 12.84 HRS, VOLUME= 2.68 AF, ATTENM 66%, LAG= 43 .4 MIN Qpri= 11.97 CFS @ 12 ,84 HRS, VOLUME= 2 .38 AF Qsec= .31 CFS @ 12 .84 HRS, VOLUME= .31 AF ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 111405 CF 43 .9 0 0 0 PEAK ELEVATIONw 54.9 FT 44.0 4220 211 211 FLOOD ELEVATION= 56 .3 FT 46.0 6000 10220 10431 START ELEVATION= 43 .9 FT 48.0 8070 14070 24501 SPAN= 0-24 HRS, dt=.l HRS 50.0 10427 18497 42998 Tdet= 258.8 MIN (2.67 AF) 52.0 13073 23500 66498 54.0 16000 29073 95571 56.0 19229 35229 130800 ROUTE INVERT OUTLET DEVICES 1 P 53.0' 45 DEG V-NOTCH WEIR Q=2 .56 TAN(Theta/2) H^2.5 2 P 54.5' 10' BROAD-CRESTED RECTANGULAR WEIR X 1.81 Q=C L H"1.5 C=1.44, 1.44, 1.45, 0, 0, 0, 0, 0 3 S 44.0' EXFILTRATION V= .001417 FPM over (SURFACE AREA - 4220 SF) Primary Discharge �-I=V-Notch/Trap Weir L---2=Broad--Crested Rectangular Weir Secondary Discharge �--3=Exfiltration Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 23 TYPE III 24-HOUR RAINFALL= 5.30 IN Prepared by Applied Microcomputer Systems 30 Oct 01 HydroCAD 5 .01 000742 c 1986-199B Applied Microcomputer Systems POND 8 Lower Tier Detention Basin Qin = 41.40 CFS @ 12.13 HRS, VOLUME= 6 .43 AF Qout= 3 .74 CFS @ 16.98 HRS, VOLUME= 2 .21 AF, ATTEN= 91%, LAG= 291.0 MIN Qpri= 3 .38 CFS @ 16 .98 HRS, VOLUME= 1.85 AF Qsec= .36 CFS @ 16.98 HRS, VOLUME= .35 AF ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) _ CF PEAK STORAGE = 196268 CF 19. 9 0 0 0 PEAK ELEVATION= 32 .6 FT 22.9 0 0 0 FLOOD ELEVATION= 34 .0 FT 25.4 0 0 0 START ELEVATION= 25 .5 FT 25.5 19000 950 950 SPAN= 0-24 HRS, dt=.1 HRS 26.0 22000 10250 11200 Tdet= 431 MIN (2.18 AF) 28.0 25700 47700 58900 30.0 29450 55150 114050 32 .0 33200 62650 176700 34 .0 37100 70300 247000 ROUTE INVERT OUTLET DEVICES 1 P 31.0 ' 40 DEG V-NOTCH WEIR Q=2 .57 TAN(Theta/2) H^2 .5 2 P 32 .5' 8' BROAD-CRESTED RECTANGULAR WEIR X 1.81 'Q=C L H-1.5 C=1.45, 1.45, 1.45, 1.45, 0, 0, 0, 0 3 S 25.5' EXFILTRATION V= .001417 FPM over (SURFACE AREA -- 19000 SF) Primary Discharge �--1=V-Notch/Trap Wear -2=Broad-Crested Rectangular Weir Secondary Discharge t-3=Exf filtration POND 9 Swale For Parking Lot on Lot 3 Qin = 10 .56 CFS @ 12 .42 HRS, VOLUME= 1.40 AF Qout= 10.56 CFS @ 12 .42 HRS, VOLUME- 1.40 AF, ATTEN= 0%, LAG= 0 .0 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) CF CF PEAK STORAGE = 4 CF 97.0 0 0 0 PEAK ELEVATION= 100.4 FT 98 .0 1 1 1 FLOOD ELEVATION= 100 .0 FT 100.0 2 3 4 START ELEVATION= 98.0 FT SPAN= 0-24 HRS, dt=.1 HRS Tdet= 1.3 MIN (1.39 AF) ROUTE INVERT OUTLET DEVICES 1 P 98.5 ' 18" CULVERT n=.013 L=50 ' 5=.011/' Ke=.2 Cc=.9 Cd=.75 f I Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 24 TYPE III 24-HOUR RAINFALL= 5.30 IN Prepared by Applied Microcomputer Systems 30 Oct 01 H droCAD 5 .01 000742 c 1986-1998 Applied Microcom uter Systems POND 99 culvert Qin = 24 .74 CFS @ 12 .69 HRS, VOLUME= 6 .58 AF Qout= 24 .72 CFS @ 12.69 HRS, VOLUME= 6.58 AF, ATTEN= 0%, LAG= 0.0 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD FT SF CF CF PEAK STORAGE = 15 CF 20.0 0 0 0 PEAK ELEVATION= 28.2 FT 24 .0 2 4 4 FLOOD ELEVATION= 34.0 FT 28.0 3 10 14 START ELEVATION= 20 .0 FT 30.0 4 7 21 SPAN= 0-24 HRS, dt=.1 HRS 32 .0 5 9 30 Tdet= 0 MIN (6.58 AF) 34.0 6 11 41 ROUTE INVERT OUTLET DEVICES 1 P 20.0' 48" CULVERT n=.013 L=155' S=.0191/' Ke=.5 Cc=.9 Cd=.6 TW=28' Data for Lawrence Ind. Park Proposed Drainage DUPI. Page 1 TYPE III 24-SCOUR RAINFALL= 6.60 IN Prepared by Applied Microcomputer Systems 30 Oct 01 H droCAD 5.01 000742 c 1986-1998 A Tied Microcom cater Systems WATERSHED ROUTING O 3 O a O � O � o � o 6 o 0 0 � o� 7 0 a \9 o 0 SUBCATCNMENT ❑ REACH POND � LINK SUBCATCNMENT 1 = Lot 2 Impervious Surfaces -> REACH 3 SUBCATCNMENT 2 = Lot 4 Impervious Area -> REACH 7 SUBCATCHMENT 3 = LOT 3 -> REACH 2 SUBCATCNMENT 4 = N.E. Corner of Access Rd. and Clark St. -> POND 9 SUBCATCNMENT 5 = Undisturbed land around interm. stream -> POND 99 SUBCATCHMENT 6 = S.W. Corner of Lot abutting Hangars -> POND 2 SUBCATCHMENT 7 = Lot 2 Access Rd. Below Upper Basin Inlet -> POND 8 SUBCATCNMENT 9 = Lot 1 Impervious Areas and Tributaries -> REACH 4 SUBCATCNMENT 10 = Lot 1 Slope on N. Side of Bldg -> REACH 6 SUBCATCNMENT 11 South and West sides of Lot 1 -> REACH 2 = Stormwater Collection Pipe For Lot 3 W> REACH 3 i Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 2 TYPE III 24-HOUR RAINFALL= 6.60 IN Prepared by Applied Microcomputer Systems 30 Oct 01 H droCAD 5.01 000742 c 1986-1998 Applied Microcomputer Systems REACH 3 = Drain Line within Lot 2 Driveway -> POND 6 REACH 4 = Drain Line From Site To Detention Basin -> POND 8 REACH 5 = Intermittent Stream -> POND 99 REACH 6 = Required Culvert For Lot 1 Driveway -> POND 99 REACH 7 - -> REACH 3 POND 2 = Wetlands Modeled as Pond At Culvert xing > REACH 5 POND 6 = Upper Tier Detention Basin -> POND 8 POND 6 secondary = Upper Tier Detention Basin -> POND 8 POND 8 = Lower Tier Detention Basin -> POND 99 POND 9 = Swale For Parking Lot on Lot 3 -> REACH 2 POND 99 = culvert -> POND 3 Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 3 TYPE III 24-HOUR RAINFALL= 6.60 IN Prepared by Applied Microcomputer Systems 30 Oct 01 HydroCAD 5.01 000742 (c) 1986-1998 Applied Microcomputer Systems SUBCATCHMENT I Lot 2 Impervious Surfaces PEAK= 13 .82 CFS @ 12 .02 HRS, VOLUME= 1.20 AF ACRES CN SCS TR-20 METHOD .62 98 Lot 2 Roof TYPE III 24-HOUR 1.12 98 Lot 2 Parking Lot RAINFALL= 6.60 IN 52 98 Lot 2 Upper Driveway SPAN= 0-24 HRS, dt=.l HRS 2 .26 98 _ Method Comment Tc (minj TR-55 SHEET FLOW Sheet Flow to CB or Roof Drain .9 Smooth surfaces n=.011 L=50' P2=3 .1 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW Roof Area or Parking Lot 1.6 Paved Kv=20.3282 L=200 ' s=.01 '/' V=2 .03 fps CIRCULAR CHANNEL Site Collection Pipe •2 1811 Diameter a=1.77 sq-ft Pw=4.7' r=.375' s=.02 '/ ' n=.013 V=8.41 fps L=100' Capacity=14.9 cfs DIRECT ENTRY Added Time to get 5 min To 2 .3 Total Length= 350 ft Total Tc= 5.0 SUBCATCHMENI 2 Lot 4 Impervious Area PEAK= 12 .36 CFS Q 12 .22 HRS, VOLUME= 1.30 AF ACRES CN SCS TR-20 METHOD 1.07 98 Building Roof TYPE III 24-HOUR 1.08 98 Parking Lot RAINFALL= 6.60 IN 1.37 55 Wooded,Class B,Good cond. SPAN= 0-24 HRS, dt=.1 HRS 3 .52 81 Method Comment Tc min TR-55 SHEET FLOW Woods,Class B,Good Cond, 12.5 Woods: Light underbrush n=.4 L=50' P2=3 .1 in s=.02 SHALLOW CONCENTRATED/UPLAND FLOW Wooded,Class B,Good cond. 3 .1 Woodland Kv=5 L=130' s=.02 '/' V=.71 fps SHALLOW CONCENTRATED/UPLAND FLOW Pavement •8 Paved Kv=20.3282 L=100' S=.01 '/ ' V=2.03 fps CIRCULAR CHANNEL Lot 4 Drain Line 2 .7 18" Diameter a=1.77 sq-ft Pw=4.7' r=.375' s=.01 '/' n=.013 V=5 .94 fps L=950' Capacity=10.5 cfs Total Length= 1230 ft Total Tc= 19.1 Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 4 TYPE III 24-HOUR RAINFALL= 6.60 IN Prepared by Applied Microcomputer Systems 30 Oct 01 H droCAD 5 .01 000742 c 1986-1998 Applied Microcomputer Systems SUBCATCHMENT 3 LOT 3 PEAK= 24 .26 CFS @ 12 .02 HRS, VOLUME= 1.96 AF ACRES CN SCS TR-20 METHOD .88 98 Paved Parking Lot TYPE III 24-HOUR 1.75 98 Building Roof (Low Slope) RAINFALL= 6.60 IN .88 98 Parking Lot across Access Drive SPAN= 0-24 HRS, dt=.l HRS .65 61 Lawn, Good Condition, Class B 4 .16 92 Method Comment Tc min TR-55 SHEET FLOW Paved Parking Lot and Bldg Roof .9 Smooth surfaces n=.011 L=50 ' P2=3 .1 in S=.01 ' / ' SHALLOW CONCENTRATED/UPLAND FLOW Shallow Flow to CB or Roof Drain 1.6 Paved Kv=20.3282 L=200' s=.01 '/ ' V=2 .03 fps DIRECT ENTRY Added Time to get to 5 min Tc 2 .5 Total Length= 250 ft 'Total Tc= 5.0 SUBCATCHMENT 4 N.E. Corner of Access Rd. and Clark St. PEAK= 15.83 CFS Qa 12.41 HRS, VOLUME= 2 .06 AF ACRES CN SCS TR-20 METHOD .17 98 Paved Access Road TYPE III 24-HOUR 5.37 55 Wooded,Class B,Good cond. RAINFALL= 6 .60 IN .22 98 Leon Belinski BLDG Roof SPAN= 0-24 HRS, dt=.l HRS 1.31 98 Leon Belinski Parking Lot .12 98 Miele Realty Trust Roof .60 98 Miele Realty Trust Parking Lot .25 61 Lawn surrounding Prop. Parking 1 8.04 68 Method Comment Tc (min) TR-55 SHEET FLOW Wooded,Class B,Good cond. 10.7 Woods: Light underbrush n=.4 L=50' P2=3 .1 in s=.03 SHALLOW CONCENTRATED/UPLAND FLOW Wooded,Class B,Good Cond. 16.4 Woodland Kv=5 L=850' s=.03 '/ ' V=.87 fps SHALLOW CONCENTRATED/UPLAND FLOW Wetlands,Class D,Good cond. 1.7 Woodland Kv=5 L=50' s=.01 '/' V=.5 fps SHALLOW CONCENTRATED/UPLAND FLOW Wooded,Class B,Good Cond. ,S=03 2 .9 Woodland Kv=5 L=150' s=.03 ' /' V=.87 fps CIRCULAR CHANNEL Calvert 1 24" Diameter a=3 .14 sq--ft Pw=6 .3' r=.5' s=.01 '/' n=.013 V=7 .2 fps L=50 ' Capacity=22 .6 cfs Total Length= 1150 ft Total Tc= 31.8 Data for Lawrence Ind. Park Proposed Drainage DUPI Page 5 TYPE III 24-HOUR RAINFALL= 6.60 IN Prepared by Applied Microcomputer Systems 30 Oct 01 H droCAD 5 .01 000742 c 1986-1998 A lied Microcomputer Systems SUBCATCHMENT 5 Undisturbed land around interm. stream PEAK= 19 .36 CFS 0 12 .21 HRS, VOLUME= 2 .00 AF ACRES CN SCS TR-20 METHOD 6 .74 55 Wooded,Class B,Good Cond. TYPE III 24-HOUR .53 61 Lawn,Class B,Good Cond. RAINFALL= 6 .60 IN 3 .10 70 Wetlands,Class D,Good Cond. SPAN= 0-24 HRS, dt=.l HRS 10 .37 60 Method Comment Tc min TR-55 SHEET FLOW Wooded, Class B, Good Cond. 10 .7 Woods: Light underbrush n=.4 L=50' P2=3 .1 in sm.03 SHALLOW CONCENTRATED/UPLAND FLOW Wooded,Class B,Good Cond. 4 .5 Woodland Kv=5 L=330' s=.06 '/' V=1.22 fps CHANNEL FLOW Intermittent Stream 1.4 a=30 sq-ft Pw=34' r=.882' s=.08 '/' n=.035 V=11.05 fps L=950' Capacity.-331.4 cfs Total Length= 1330 ft Total Tc= 16.6 SUBCATCHMENT 6 S.W. Corner of Lot abutting Hangars PEAK= 35 .88 CFS @ 12 .53 HRS, VOLUME= 5.24 AF ACRES CN SCS TR-20 METHOD 2 .28 70 Wetlands,Class D,Good cond. 'TYPE III 24-HOUR 3 .52 9B Hangars and Ramp Pavement RAINFALL= 6.60 IN 18.53 55 Wooded,Class B,Good Cond. SPAN= 0-24 HRS, dt=.1 HRS 24 .33 63 Method Comment Tc min TR-55 SHEET FLOW Wooded,Class B,Good Cond. ,S=.02 12.5 Woods: bight underbrush n=.4 L=50' P2=3 .1 in s=.02 '/' SHALLOW CONCENTRATED/UPLAND FLOW Wooded,Class B,Good Cond. ,S=.02 15.3 Woodland Kv=5 L=650' s=.02 '/ ' V=.71 fps SHALLOW CONCENTRATED/UPLAND FLOW Wetlands,Class D,Good Condition 11.5 Woodland Kv=5 L=600' s=.03 'f ' V=.87 fps Total Length= 1300 ft Total Tc= 39.3 Data for Lawrence Ind, Park Proposed Drainage DUPI Page 6 TYPE III 24-HOUR RAINFALL= 6.60 IN Prepared by Applied Microcomputer Systems 30 Oct 01 H droCAD 5.01 000742 c 1986-1998 Applied Microcomputer Systems SUBCATCHMENT 7 Lot 2 Access Rd. Below Upper Basin Inlet PEAK= .79 CFS @ 12 .02 HRS, VOLUME= .07 AF ACRES CN SCS TR-20 METHOD 13 98 Access Rd. Pavement TYPE III 24-HOUR RAINFALL= 6.60 IN SPAN= 0-24 HRS, dt=.l HRS Method Comment Tc min TR-55 SHEET FLOW Pavement .5 Smooth surfaces n=.011 L=50' P2=3 .1 in s=.06 SHALLOW CONCENTRATED/UPLAND FLOW Flow to CB <100, 3 Paved KV=20.3282 L=100' s=.06 '/' V=4 .98 fps CIRCULAR CHANNEL 24" Drain line to Lower Basin .3 18" Diameter a=1.77 sq-ft Pw=4.7 ' r=.375' s=.06 '/' n=.013 V=14.56 fps L=250' Capacity=25 .7 cfs DIRECT ENTRY Added Time to get 5 min Tc 3 .9 Total Length= 400 ft Total Tc= 5.0 SUBCATCHMENT 9 Lot 1 Impervious Areas and Tributaries PEAK= 56.84 CFS @ 12 .10 HRS, VOLUME= 4.96 AF ACRES CN SCS TR-20 METHOD 1.41 98 Paved Parking and Loading Area TYPE III 24-HOUR 3 .35 98 Building Roof RAINFALL= 6.60 IN 1.31 61 Lawn,Good Cond. ,Class B SPAN= 0-24 HRS, dt=.l HRS 2 .12 98 East Parking Lot .50 98 East Access Drive .19 98 North Access Drive 3 .07 55 Wooded,Class B,Good Cond. .56 98 Proposed Clark St. Extention 12.51 84 Method Comment Tc min TR-55 SHEET FLOW Sheet Flow 4.3 Grass: Short n=.15 L=50' P2=3.2 in s=.04 SHALLOW CONCENTRATED/UPLAND FLOW Flow from Airport to New Grading 2 .4 Short Grass Pasture Kv=7 L=250' s=.06 '/' V=1.71 fps SHALLOW CONCENTRATED/UPLAND FLOW Wooded Area between A/P and Driv 1.9 Woodland Kv=5 L=140' s=.06 '/' V=1.22 fps SHALLOW CONCENTRATED/UPLAND FLOW Sloped Grading along Driveway .2 Short Grass Pasture Kv=7 L=40' s=.33 '/ ' V=4.02 fps SHALLOW CONCENTRATED/UPLAND FLOW Paved Drive .4 Paved Kv=20.3282 L=100 ' s=.04 '/' V=4.07 fps CIRCULAR CHANNEL On-Site Collection Pipe 1.4 24" Diameter a=3.14 sq-ft Pw=6.3' r=.5 ' s=.04 ' /' n= .013 V=14.4 fps L=1200' Capacity=45.2 cfs Total Length= 1780 ft Total Tc= 10.6 Data for Lawrence Ind. Park Proposed Drainage DUPI Page 7 TYPE III 24-HOUR RAINFALL= 6.60 IN Prepared by Applied Microcomputer Systems 30 Oct 01 HydroCAD 5.01 000742 (c) 1986-1998 Applied_ Microcomputer Systems SUBCATCHMENT 10 Lot I Slope on N. Side of Bldg PEAK= 1.45 CFS 12 .07 HRS, VOLUME= .15 AF ACRES CN SCS TR-20 METHOD 1.38 48 Brush/Weed/Grass Mixture Class B TYPE III 24-HOUR RAINFALL= 6.60 IN SPAN= 0-24 HRS, dt=.1 HRS Method Comment Tc min TR-55 SHEET FLOW Brush/Weed/Grass CL.B Good Cond. 2.7 Grass: Dense n=.24 L=50 ' P2=3.1 in s=.33 SHALLOW CONCENTRATED/UPLAND FLOW Grass/Weed/Brush Class B. •8 Short Grass Pasture Kv=7 L=200' s=.33 '/' V=4 .02 fps DIRECT ENTRY Added Time to get 5 min. Tc 1.7 Total Length= 250 ft Total Tc= 5.2 SUBCATCHMENT 11 South and West sides of Lot I PEAK= 3 .96 CFS @ 12.13 HRS, VOLUME= .37 AF ACRES CN SCS TR-20 METHOD .35 61 Tall grass, not mowed TYPE III 24-HOUR 1.90 55 Wooded, Class B, Good Cond. RAINFALL= 6.60 IN 2 .25 56 SPAN= 0-24 HRS, dt=.l HRS Method Comment Tc min TR-55 SHEET FLOW Grass, Class B, Good cond,s=.03 4.9 Grass: Short n=.15 L=50' P2=3.1 in s=.03 SHALLOW CONCENTRATED/UPLAND FLOW Grass, Class B,Good Cond. ,S=.08 1.5 Short Grass Pasture Kv=7 L=180' s=.08 '/' V=1.98 fps SHALLOW CONCENTRATED/UPLAND FLOW Wooded, Class B, Good Cond. ,s=.0 3 .8 Short Grass Pasture Kv=7 L=450' s=.08 '/' V=1.98 fps SHALLOW CONCENTRATED/UPLAND FLOW Wooded,Class B, Good Cond,s=.25 .7 Woodland Kv=5 L=100' s=.25 '/' V=2 .5 fps Total Length= 780 ft Total Tc= 10.9 t Data for Lawrence Ind. Park Proposed Drainage DUPI Page 8 TYPE III 24-HOUR RAINFALL= 6.60 IN Prepared by Applied Microcomputer Systems 30 Oct 01 HydroCAD 5 .01 000742 c 1986--1996 A lied Microcom cater S stems REACH 2 Stormwater Collection Pipe For Lot 3 Qin = 29.62 CFS @ 12 .03 HRS, VOLUME= 4.02 AF Qout= 27.33 CFS @ 12 .12 HRS, VOLUME= 4.01 AF, ATTRN= 8%, LAG= 5.0 MIN DEPTH END AREA DISCH FT S -FT CFS 3010 PIPE STOR-IND+TRANS METHOD 0 .0 0.0 0 .00 PEAK DEPTH= 1.99 FT .3 .3 .61 n= .013 PEAK VELOCITY'= 6.7 FPS .5 .7 2 .54 LENGTH= 690 FT TRAVEL TIME = 1.7 MIN 8 1.2 5.68 SLOPE= .005 FT/FT SPAN= 0--24 HRS, dt=.l HRS 1.8 3 .7 24.28 2.0 4 .2 28.35 2.3 4.7 30.91 2.4 4 .8 31.20 2 .4 4.9 30 .91 2 .5 4.9 29 .00 REACH 3 Drain Line within Lot 2 Driveway Qin = 47 .16 CFS @ 12 .11 HRS, VOLUME= 6.51 AF Qout= 47.31 CFS @ 12.12 HRS, VOLUME= 6.51 AF, ATTEN= 0%, LAG= .8 MIN DEPTH END AREA DISCH FT S -FT CFS 24" PIPE STOR-IND+TRANS METHOD 0.0 0 .0 0.00 PEAK DEPTH= 1.43 FT .2 .2 1.16 n= .013 PEAK VELOCITY= 19.8 FPS .4 .4 4.85 LENGTH= 600 FT TRAVEL TIME = .5 MIN .6 .8 10.85 SLOPE= .06 FT/FT SPAN= 0-24 HRS, dt=.1 HRS 1.4 2.3 46.39 1.6 2 .7 54 .16 1.8 3 .0 59.06 1.9 3.1 59.61 1.9 3 .1 59.06 2 .0 3.1 55 .41 REACH 4 Drain Line From Site To Detention Basin Qin = 56.84 CFS @ 12 .10 HRS, VOLUME= 4.96 AF Qout= 54.24 CFS @ 12 .12 HRS, VOLUME= 4.96 AF, ATTEN= 5%, LAG= 1.2 MIN DEPTH END AREA DISCH FT S -FT CFS 36" PIPE STOR--IND+TRANS METHOD 0.0 0.0 0 .00 PEAK DEPTH= 2 .09 FT .3 .4 1.39 n= .013 PEAK VELOCITYµ 10.6 FPS .6 1.0 5.84 LENGTH= 450 FT TRAVEL TIME = .7 MIN .9 1.8 13 .06 SLOPEµ .01 FT/FT SPAN= 0-24 HRS, dt=.1 HRS 2 .1 5.3 55 .84 2 .4 6.1 65.20 2 .7 6.7 71.09 2 .8 6.9 71.75 2 .9 7.0 71.08 3 .0 7.1 66 .70 Y Data for Lawrence Ind. Park Proposed Drainage DUPI Page 9 TYPE III 24-HOUR RAINFALL= 6.60 IN Prepared by Applied Microcomputer Systems 30 Oct 01. H droCAD 5.01 000742 c 1986-1998 Applied Microcomputer Systems REACH 5 Intermittent Stream Qin = 32.59 CFS @ 12 .68 HRS, VOLUME= 5 .19 AF Qout= 32 .13 CFS Q 12 .78 HRS, VOLUME= 5.18 AF, ATTEN= 1%, LAG= 6.1 MIN DEPTH END AREA DISCH FT S -FT CFS 5' x 2' CHANNEL STOR-IND+TRANS METHOD 0.0 0.0 0 .00 SIDE SLOPE= .2 '/' PEAK DEPTH= .59 FT .2 1.2 4.43 n= .035 PEAK VELOCITY= 6 .8 FPS .4 2 .8 15.35 LENGTH= 1350 FT TRAVEL TIME = 3 .3 MIN .6 4.8 32.92 SLOPE= .08 FT/FT SPAN= 0-24 HRS, dt=.1 HRS .9 8.0 66.86 1.2 13 .2 132 .68 1.6 20.8 245.73 2 .0 30.0 402 .58 REACH 6 Required Culvert For Lot 1 Driveway Qin = 1.45 CFS @ 12 .07 HRS, VOLUME= .15 AF Qout= 1.47 CFS @ 12 .08 HRS, VOLUME= 15 AF, ATTEN= 0%, LAG= 9 MIN DEPTH END AREA DISCH FT S -FT CFS 18" PIPE STOR-IND+TRANS METHOD 0.0 0 .0 0 .00 PEAK DEPTH= .32 FT .2 .1 .31 n= .013 PEAK VELOCITY= 5.4 FPS .3 .3 1.30 LENGTH= 80 FT TRAVEL TIME _ .2 MIN .5 .4 2 .91 SLOPE= .02 FT/FT SPAN= 0-24 HRS, dt=.l HRS 1.1 1.3 12 .44 1.2 1.5 14.52 1.4 1.7 15.83 1.4 1.7 15.98 1.5 1.8 15.83 1.5 1.8 1.4E.86 REACH 7 Qin = 12 .36 CFS @ 12.22 HRS, VOLUME= 1.30 AF Qout= 12.25 CFS @ 12 .23 HRS, VOLUME= 1.30 AF, ATTEN= 1%, LAG= .6 MIN DEPTH END AREA DISCH (FT) (S -FT) (CFS 18" PIPE STOR-IND+TRANS METHOD 0.0 0.0 0.00 PEAK DEPTH= .71 FT .2 .1 .54 n= .013 PEAK VELOCITY= 14 .8 FPS .3 .3 2.25 LENGTH= 340 FT TRAVEL TIME _ .4 MIN .5 .4 5.04 SLOPE= .06 FT/FT SPAN= 0-24 HRS, dt=.1 HRS 1.1 1.3 21.54 1.2 1.5 25.15 1.4 1.7 27.42 1.4 1.7 27.68 1.5 1.8 27.42 1.5 1.8 25.73 s Data for Lawrence Ind. Park Proposed Drainage DUPI Page 10 TYPE III 24-HOUR RAINFALL= 6.60 IN Prepared by Applied Microcomputer Systems 30 Oct Oi H droCAD 5.01 000742 c 1986-1998 LIXpplied Microcom uter Systems POND 2 Wetlands Modeled as Pond At Culvert xing Qin = 35.88 CFS 12 .53 HRS, VOLUME= 5 .24 AF Qout= 32 .59 CFS @ 12 .68 HRS, VOLUME= 5 .19 AF, ATTEN= 9%, LAG= 9.2 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD FT SF CF CF PEAK STORAGE = 17906 CF 104 .3 0 0 0 PEAK ELEVATION= 106 .7 FT 106.0 11015 9363 9363 FLOOD ELEVATION= 106.3 FT 106.3 12500 3527 12890 START ELEVATION= 104 .3 FT SPAN= 0-24 HRS, dt=,1 HRS Tdet= 13 .8 MIN (5.17 AF) # ROUTE INVERT OUTLET DEVICES 1 P 104.3 ' 36" CULVERT n=.013 L=81' 5=.011/' Ke=.2 Cc=.9 Cd=.75 POND 6 Upper Tier Detention Basin Qin = 47 .31 CFS @ 12 .12 HRS, VOLUME= 6.51 AF Qout= 31.38 CFS @ 12.52 HRS, VOLUME= 4.34 AF, ATTEN= 34%, LAG= 23 .8 MIN Qpri= 31.05 CFS @ 12 .52 HRS, VOLUME= 4.02 AF Qsec= .33 CFS 6 12.52 HRS, VOLUME= .32 AF ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD FT SF CF CF PEAK STORAGE = 119902 CF 43 .9 0 0 0 PEAK ELEVATION= 55 .4 FT 44.0 4220 211 211 FLOOD ELEVATION= 56.3 FT 46.0 6000 10220 10431 START ELEVATION= 43 .9 FT 48.0 8070 14070 24501 SPAN= 0-24 HRS, dt=.1 HRS 50 .0 10427 18497 42998 Tdet= 201.7 MIN (4.32 AF) 52.0 13073 23500 66498 54.0 16000 29073 95571 56.0 19229 35229 130800 ROUTE INVERT OUTLET DEVICES 1 P 53 .0' 45 DEG V-NOTCH WEIR Q=2 .56 TAN(Theta/2) H^2 .5 2 P 54 .5' 10' BROAD-CRESTED RECTANGULAR WEIR X 1.81 Q=C L H^1.5 C=1.44, 1.44, 1.45, 0, 0, 0, 0, 0 3 S 44 .0' EXFILTRATION V= .001417 FPM over (SURFACE AREA - 4220 SF) Primary Discharge ---1=V-Notch/Trap Weir L-2=Broad-Crested Rectangular Weir Secondary Discharge -3=Exfiltration i I Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 11 TYPE III 24-HOUR RA'INFALL= 6.60 IN Prepared by Applied Microcomputer Systems 30 Oct 01 H droCAD 5.01 000742 c 1986--1998 Applied Microcomputer Systems POND 8 Lower Tier Detention Basin Qin = 55.39 CFS @ 12.13 HRS, VOLUME= 9.37 AF Qout= 14 .34 CFS @ 13 .44 HRS, VOLUME= 5.06 AF, ATTEN= 74%, LAG= 78.5 MIN Qpri= 13.96 CFS @ 13 .44 HRS, VOLUME= 4 .67 AF Qsec= .38 CFS @ 13.44 HRS, VOLUME= .38 AF ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CFS_ PEAK STORAGE = 213166 CF 19.9 0 0 0 PEAK ELEVATION= 33 .0 FT 22 9 0 0 0 FLOOD ELEVATION= 34 .0 FT 25.4 0 0 0 START ELEVATION= 25.5 FT 25.5 19000 950 950 SPAN= 0-24 HRS, dt=.1 HRS 26.0 22000 10250 11200 Tdet= 275 MIN (5.01 AF) 28.0 25700 47700 58900 30.0 29450 55150 114050 32 .0 33200 62650 176700 34 .0 37100 70300 247000 ROUTE INVERT OUTLET DEVICES 1 P 31.0' 40 DEG V-NOTCH WEIR Q=2 .57 TAN(Theta/2) H^2.5 2 P 32.5' 8' BROAD-CRESTED RECTANGULAR WEIR X 1..81 'Q=C L H^1.5 C=1.45, 1.45, 1.45, 1.45, 0, 0, 0, 0 3 S 25.5' EXF'ILTRATION V= .001417 FPM over (SURFACE AREA - 19000 SF) Primary Discharge ----1=V-Notch/Trap Weir L-2=Broad-Crested Rectangular Weir Secondary Discharge -3=Exfiltration FOND 9 Swale For Parking Lot on Lot 3 Qin = 15.83 CFS @ 12 .41 HRS, VOLUME= 2.06 AF Qout= 15.83 CFS (P 12 .41 HRS, VOLUME= 2.06 AF, ATTEN= 0%, LAG= 0 .0 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD FT SF CF CF PEAK STORAGE = 5 CF 97 .0 0 0 0 PEAK ELEVATION= 101.2 FT 98.0 1 1 1 FLOOD ELEVATION= 100 .0 FT 100.0 2 3 4 START ELEVATION= 98 .0 FT SPAN= 0-24 HRS, dt=.1 HRS Tdet= 1.2 MIN (2.05 AF) ROUTE INVERT OUTLET DEVICES 1 P 98.5' 1.81, CULVERT n=.013 L=50' S=.011/' Ke=.2 Cc=.9 Cd=.75 Data for Lawrence Ind. Park Proposed Drainage DUP1 Page 12 TYPE III 24-HOUR RAINFALL= 6.60 IN Prepared by Applied Microcomputer Systems 30 Oct 01 HydroCAD 5.01 000742 (c) 1986-1998 Applied Microcomputer Systems POND 99 culvert Qin = 40 .14 CFS Q 12.98 HRS, VOLUME= 12 .00 AF Qout= 40.10 CFS @ 12 . 98 HRS, VOLUME= 12 .00 AF, ATTEN= 0%, LAG= 0.0 MIN ELEVATION AREA INC.S`I'OR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 32 CF 20 .0 0 0 0 PEAK ELEVATION= 32.4 FT 24.0 2 4 4 FLOOD ELEVATION= 34 .0 FT 28.0 3 10 14 START ELEVATION= 20 .0 FT 30 .0 4 7 21 SPAN= 0-24 HRS, dt=.l HRS 32 .0 5 9 30 Tdet= 0 MIN (11.95 AF) 34 .0 6 11 41 ROUTE INVERT OUTLET DEVICES 1 P 20.0' 48" CULVERT n=.013 L=155' S=.0191/' Ke=.S Cc=.9 Cd=.6 TW=32' i APPENDIX II Summary of Pre and Post Development Discharge Rates STORMWATER DISCHARGE COMPARISON FOR PRE AND POST DEVELOPMENT CONDITIONS Discharge Point= Existing 48" RCP Storm Event Rainfall Tailwater Elevation PreDevelopment Runoff Rate Post Development Runoff Rate (years) (inches) (Feet-NGVD) (CFS) (CFS) 1 2.9 18 3.91 3.58 2 3.1 20 5.27 4.78 10 4.7 24 21.90 18.90 25 5.3 28 29.50 24.72 100 6.6 32 48.43 40.10 1 E I i APPENDIX III Typical Site Details per North Andover Regulations i REINFORCED CONCRETE PIPE FLARED ENDS litR= t� (NT �Y� •--i wT I L APE ILAR L I � I l CTIOw IMLfT END 0UTLEr END stcylON— qA- w A t 0 [ 0 K t 1 =e4",. k 1 Rt S G ff.. It'-f'IY.Ni K.1 •e'.•'ti �' + 1 -1� +' a ;s-' �t If:_}•►JriY•f•�o•:i-i'i-0 t['14,3}'a:• ItFltt a• :} 1:1 21 1 . +r•N'•Y-1 It-P rd'�-2f'si r'4 I It- 15"1 1 lz 3:1 24 t' t#• f-71 ='[ •", '•�'fl ttpl''[''•• 21' N' 4- 3 2:1 - FOR BELL R §P190T PIPE 1 Y C I � -Rt W �• ; •�R2 fY " T` J� y� Y' IL Y� PLAN PLAN w-1 *14- W3 .s ' f[CrION Y-Y 4 tr A 0 t 0 L I R I R t 7 If 7S s fo rd `•, i•, N Hs .• =t If, Zr8 I/ nv 46 1)s1(q '. FQR_T9HG4JE 6 GROOVE PIPE [arcs: 1 f[[ f►(Ce11C A1,0+•ip� TN[ TYK (// ►1K r0 f( Uf[r f.+Ll t►,•+T M T0N•11[ a t•OOr(I [ se Mtt 4e"4O,lf r 1Nt rTr[Ar•lLA[IMI.Of fTt[L wtlr10+(i Y[NT t.TMt /OWto Ar[ TO 09 [Or,^•TI•Lt t11r,t TNt a&4M AW Of r,r[ FIGURE NO. 24 MN OF NORTH ANDOVER, MA PLANNING BOARD STANDARDS //MAWATR/TE/06736.02/CAD/TE/DETAILS/6716D26.DWG -AM �� :� :� i 4mom 1r air-AM ir . .. .u..s a.i. GENERAL NOTESi 9 —10" I, TIMBER RAILS AND POSTS SHALL BE 3" 3"5, "/ss" DIA HOLES (TYP.) N PRESSURE TREATED. 2. STEEL RAILS, SPLICE PLATES, BOLTS, SCREWS, NUTS, AND WASHERS SHALL END OF BE GALVANIZED. o n o 0 0 o n o v TIMBER RAIL 3. POST SPACING SHALL BE 10'--0" 8 SPACES 0 10" LAG SCREW SPACING 1'-7" 3I1" ON CENTER. (AS SHOWN) (nP ) 4. NOMINAL BARRIER HEIGHT SHALL BE 27". STEEL RA ,DETAII�.. 6 x3�x9 —16 RAIL 3'-0" 54"x 8" CARRIAGE BOLT W/ HEX NUT & WASHER (TYP.) l 83/4 3"3" 5" s"x10"x9'-111.i RAIL 3" 1'-0" 3" 3" ROUGH SAWED TIMBER o 0 0 0 o M to too 0 0 STEEL RAIL 5,9" DIA x 4" 3/4 DIA HOLE LAG SCREW (TYP.) \_k,'0 BOLT SLOT (TYP.) STEEL SPLIQE PLATS DETAIL. STEEL SPLICE PLATE \\\ 10"x12"x8'-0" POST 6 x' x3 70 % x101,i CARRIAGE BOLT W/ ROUGH SAWED TIMBER HEX NUT & PLATE WASHER TIMBER RAIL F—*A TIMBER RAIL e v o 0 0 0 0 : 14� � 0 0 0 0 5" DIA x I 'h" IN DEPTH RECESS STEEL RAIL PLATE WASHER POST STEEL SPLICE PLATE POST I POST C0N1 ECTION DETAIL SECTION A-A SUBDIVISION STREET STEEL-BACKED WOOD GUARD RAIL N.T.S. TOWN OF NORTH ANDOVER, MA PLANNING BOARD STANDARDS FIGURE NO. 10 10'-0' ON CENTER �--1' CHAMFER 20• TRANSITION END i� FINISH GROUND Lo I I I S I I l i I I 3 i 1 1 l i I I I S I I I I I I I I I I l i 1 1 I I I I I I I I ! I I I I { LJ LJ LJ LJ I i ELEVATION LJ ROADWAY 5' SIDEWALK 2' w MIN. 5' MIN- MIN. i 1' CHAMFER 5' (MIN.) SIDEWALK — Li c� 0 w z N FINISH GROUND 2 7 GRASS ' (M,qX J I I Z. LINE OF STANDARD RAIL I I — _ SECTION EXTENDED I I i € GRAN EDGE LINE I I ROADWAY l�J SECTION PLAN _OFTRAN„SITIQNEND SUBDIVISION STREET TYPICAL WOOD GUARD RAIL END SECTION N.T.S. TOWN OF NORTH ANDOVER, MA PLANNING BOARD STANDARDS FIGURE N0. 1i //MAWATR/TE/06716.02/CADJTF/oFTAII Iti/a71F;n11 nwr. A D/2 + 2' D/2 + 2' REINFORCED CONCRETE FLARED END SECTION r? SLOPE SECTION A-A 12" f PLAN SLOPE CARIES 5" MIN. 4" FREEBOARD (TYP.) BOTTOM OF SWALE 18," VARIES UP TO 18" MODIFIED ROCK FILL (M2.02.4) 6" MIN SEDIMENT FOREBAY * SAME DETAIL APPLIES FOR AN OUTLET WITH A HEADWALL SUBDIVISION STREET STONE FOR PIPE ENDS N.T.S. TOWN OF NORTH ANDOVER. MA PLANNING BOARD STANDARS Fl(-,l 1RF NC) l