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34563 FINAL STORM DRAINAGE REPORT ~S 'ok~.ne p ,;oOValley 11707 E. Sprague Ave., Suite 106 ♦ Spokane Valley WA 99206 509.688.0239 ♦ Fax: 509.688.0295 ♦ hr@spokanevalley.org Memorandum Date: June 23, 2009 To: File N From: Carrie Aco t,"Deputy City Clerk Re: Moldy documents: Mica View C of E; Final Storm Drainage Report 9/3012005 Due to a water pipe breaking in City Hall's basement sometime last year, we are now discovering that several files contain documents with mold on them. The State Archivist Office confirmed with our City Clerk that we should make copies of, then destroy all moldy documents and make a not in the file; that is the purpose of this memorandum. The documents within this file are merely copies of documents which had mold and are now clean and can be handled without concern of contamination. In addition, the documents were moved from a 6-tab file to a 4-tab file, so some have been combined. The following lists the documents which were copied, then destroyed: • Drainage Report for Mica View Certificate of Exemption, Spokane Washington, March 2005, Revised July 2005, Revised August 2005, Final Revision September, 2005, W.O. No. 2004.19 prepared by Whipple Consulting Engineers, Inc. • On-Site Basin Map Mica View C. of E., Sheet 11 of 14, dated 9/30/05 • Off-Site Pass Through Basin Map Mica View C. of E., Sheet 11 of 14, dated 9/30/05 DRAINAGE REPORT FoR MICA VIEW . CERTIFICATE OF EXEMPTION Spokane, Washington March, 2005 Revised July, 2005 Revised August, 2005 ~ Final Revision September, 2005 , W.O. No. 2004-19 Prepared by: ~Whipple Consulting Engineers, Inc A Civil and Transportation Engineering Company 13218 E. Sprague Spokane Valley, WA 99216 Ph 509-893-2617 Fax 509-926-0227 This report has been prepared by the staff of WCE under the direction of the undersigned professional engineer whose seal and signature appear hereon. ~ ~~A ~ sy, i ~F' i f ~ .25462 > ~~01VAL. ExPIaEs 09-24-~ { E ' Todd R. Whipple, P.E. , i , 5th and Final response to Comment from 4th Submit#aI , This submittal represents the 5th and final submittal of the Mica View C of E Drainage Report. All comments and revisions associated with this submittal are as follow and are as attached as , the response letter. Below are responses to comments received from Spokane County in Tim's transmittal of September 19, 2005. The City of Spokane Valley responded with three minor comments which are not detailed here and of which have been completed to their satisfaction as they have signed their sheets of the enclosed mylars. ~ Response to Spokane County Comments on 4th Submittal County comments are bold and paraphrased with responses in normal text. I PLANS - , 1. Previous cornment was intended to have trash racks put on pipes 18-inch and larger ~ This revision has been completed ~ 2. Stations for Ponds A1 and A2 are mislabeled I This has been revised , DRAINAGE REPORT ~ 3. Submittal No. 3 and No. 4 have conflicting information and calculations, the 6/14104 vs 7125/05 have somewhat different results. The summary information should agree with the latest date. I This has been added and the appropriate sheet attached for reference. ; 4. Add narrative for Pond L Narrative added ' S. Add post developed discharge rate to Table 1A This has been added 6. Redo the calculations for pond A1 and A2, pond size from the calculations is ~ twice that shown on the plans. Use the correct bottom elevation from the i plans, also the area in the calcs for ponds D and E is oversate base on the plans and needs to be recalculated i Whipple Consulting Engineers Page 2 of 28 Mica Vieiv C of E- Drainage Report I ~ ; Revisions have been made as necessary, it should be noted that the calculations were essentially correct, but Basin A, different from the other basins actually evaluated A1 and A2 cornbined. For the final submittal, this as corrected and separated into A1 and A2. 7. The rates out of the ponds as shown in the narrative table have some values greater than the pre-developed flows, values for discharge rates from the 7/26/05 are generally lower, the note at the boftom should not be used. Revisions have been made as necessary, we response to no. 6 above. 8. Ponds A1 A and A2A in the report note that they have under drains These have been removed from the report 9. Provide a complete final drainage report with all items revised as noted and full size basin maps. This has been provided. MISCELLANEOUS 10. Provide blanket easement for natural drainage ways , The sponsor has indicated that each drainage way is clearly delineated and this will be covered in the CC&R's 11. The drainage facilities lay outside the 70-foot private road easement, new easements shall be required. Please provide the following: a. Plat certificate, deed, deed of trvst or conveying instrument b. List of signers c. Legal descriptions, exhibit of the easement area titled "Exhibit A", etc.. d. Easement area drawing exhibit, titled "Exhibit B" e. Blanket Easement for the project drainage areas A copy of the legal has been included and the remaining documents are being prepared at this time and will be delivered as soon as possible. 12. Provide a fire district approval letter The fire district has signed the my(ars instead of providing a letter. 13. Provide a maintenance Manual and sinking fund calculations This is attached for reference 14. Provide a draft copy of the CC&R's along with the HOA - U61 # Whipple Conszclting Engineers Page 3 of 28 Mica Viei v C of E- Drainage Report , This has been requested from the owner and will be provided upon receipt Response to Comments from 3rd Submittal and Final Submittal This is the 4"' and final submittal of the Mica View C of E Drainage Report. The following are responses to comments received from Spokane County as well as the city of Spokane Valley (for that portion of Pierce Road in the City) which pertain to the storm drainage report. The cover letter detailing additional comments is a part of this resubmittal is attached for reference. Below are responses to comment received from Spokane County in Tim's transmittal of August 31, 2005 as well as responses to the City of Spokane Valley's comments from Sandra Raskell's, September 6, 2005 letter. Response to Spokane County Comments on 3rd Submittal County comments are bold and paraphrased with responses in normal text. PLANS 10. Side slope detail needs to be changed as the 5:1 slope cannot be maintained with the pond designs shown The detail for this has been revised to indicate that side slope will vary between 3:1 and 5:1 ' along the pond bottom and edge of road. 11. Provide trash rack for pipes larger than 18-inches This has been added 12. Plans show inadequate treatment for Ponds J and K. We have reviewed this and believe the bottom area to be correct, the required pond bottom square feet for J and K from the GSM spreadsheet is 375 sf and the provided area from sheet . 8A of 14 is 398 sf. This also includes the area of the cul-de-sac, however to better treat the water an additional 208 type swale was added to the end of the cul-de-sac to satisfy another comment. 13. Show the cut-off ditch in the typical section This has been added 14. We recommend that you record a blanket drainage easement for the natural drainage areas. This will be provided ; Whipple Corrsulting Engineers Pac,,e 4 of 28 Mica Vieiv C of E- Drainage Report 15. incorrect centerline elevation between 61+25 and 62+50 This has been checked and revised 16. The acceptance blocks should not show no preliminary plans These have been moved to "def points" and will only be printed on the mylars Drainaqe Report 17. Add the pre and post 2 and 50 year storm information to the table in the report. This has been added and the appropriate sheet attached for reference. 18. CN value comment Comment noted 19. Storm wrater treatment north and west of ponds J and K A 208 pond has been added to the end of the cul-de-sac, calculations are attached for review 20. In the final drainage report make sure all items are included or delete from the appendix list. ~ Comment noted 21. Review and revise pond sizes between drainage report and plans Revised sheets have been provided and these will be inserted in the final drainage report 22. Comment on City of the Valley comments for that portion in the City of Spokane Valley. Comment noted. iV11SCELLANEOUS 14. Question on work around the 70 easement at entrance fram Pierce Road This was discussed in a meeting and additional detail was added to the plans to more clearly define work effort and limits of such. 15. The drainage facilities lay outside the 70-foot private road easement, new easements shall be required. Please provide the following: f. Plat certificate, deed, deed of trust or conveying instrument g. List of signers ~ Whipple Consulting Engineers Pa?e 5 of 28 Mica Vieiv C of E- Drainage Report h. Legal descriptions, exhibit of the easement area titled "Exhibit A", etc.. , i. Easement area drawing exhibit, titled "Exhibit B" j. Blanket Easement for the projec$ drainage areas We have requested these from the project surveyor and they will be provided under separate cover. This has been requested and will be transmitted under separate cover. The following comments are from the Citv of Saokane Vallev, we have only responded to those cornments that are generally not duplicate comments frorn Spokane County or were comments based on the original 208 presentation. 16. Provide a fire district approval le4ter This will be provided with final mylars 17. Provide a maintenance Manual and sinking fund calculations This will be provided with final mylars 18. Provide a draft copy of the CC&R's along with the HOA - UBI # This has been requested from the owner and will be provided upon receipt ,y Citv of Spokane Vallev Comments Below are comments from the City of Spokane Valley and their respective comments following each comment. Plan Sheets 1. Further detail the swale shown on Sheet 5 This has been added on Sheet 8B 2. Remove approval stamps These have been turn off and will only be tumed on for mylar use Drainage Report 1. Your report indicates a required volume for each swale to be 49 cf, but page 19 only lists 40 cf, please udate. This has been updated and the appropriate page included in this submittal. Essentially the solution was to create a 40-foot by 1-foot flat swale (slope less than 2-percent) at the base of the hill to provide storage per the City of Spokane Valley technique of V=1133A, wherein, 40 cf , Whipple Consulting Engineers Pagge 6 of28 Mica Viei v C of E- Drainage Report of storage is required and 78 cf of storage is provided below the top back of curb atong Pierce , Road in the cul-de-sac, additional storage has also been provided in the cascading ponds throughout this reach by adding swales. Since the bottom swales alone store the required storage this additional storage has not been calculated and should help alleviate any potential problems associated with this reach. 2. Please submit drywell testing information A drywell was inadvertently added to this location which has since been removed 3. Report states galleries are to be used in swales and ponds, however none shown. The report mis-spoke, under drains are used in the 208 ponds, not galleries 4. It appears that there are numerous manholeslcatch basins with less than the required 0.75 feet of freeboard. After a review of the plans we could not locate these freeboard issues. If it is in the pond volume sheet, it is only a reference elevation to determine elevations at the 0.8-foot mark from pond bottorn for 208 ponds and is not specifically indicative of the design and construction contemplated. Response to Comments from 2"d Submittal .y This is the third submittal of the Mica View C of E Drainage Report. The following are responses to comments received from Spokane County as well as the city of Spokane Valley (for that portion of Pierce Road in the City) which pertain to the storm drainage report. The cover letter detailing additional comments is a part of this resubmittal is attached for reference. Below are responses to the comments from the Agencies, which were very similar and many of which were the same comments, which were resubmitted a second time Agency comments are in bold and generally paraphrased and responses in normal type font as required. Major changes in the design and documentation as it relates to this submittal area as follows: 0 208 Treatment for CARA and ASA were added to the ponds, which changed the overall design concept of the ponds by adding under drains for discharge. Generally, there is no discharge for the 2 year at all as it will be maintained within the ponds below the discharge pipe. a Discharge at the base of Pierce Road was revised to not flow freely from the edge of the road into the cul-de-sac. Instead a level ditch was added to control runoff. For this installation, 48 cf of volume was required and 78 cf of volume was provided below the top of curb into Pierce Road, as discussed with Sandra Raskell, City of Spokane Valley (COV). Response to Spokane County and COV Comments on 2nd Submittal ~ Whipple Consulting Engineers Page 7 of 28 Mica Vieiv C of E- Drainage Report , County comments are bold and paraphrased with responses in normal text. PLAIVS 23. Provide larger and more easily read Bearings for the roadway centerline These have been added 24. Provide BCR, MCR and ECR station on the curib returns For this project the only curb returns that we now have are on the curb returns at both cul-de- sacs, and these have been added as well as stationing around the new/proposed cul-de-sac. 25. Provide a profile for the cul-de-sac. In speaking with Tim, we noted that Wendy had indicated that points with elevations were acceptable, which is why we presented what we did, also for the 2"d submittal we added a table to list slope between points, in checking with Tim, he indicated that the table would be fine. 26. Specify dryland grasses for the bioswales and ditches As with the previous submittal, the ditches are to be irrigated and mowed, we have tried to note this better 27. Sheet 6 has incorrect name in title block This has been revised 28. Update curve data tabte on sheet 2 This has been checked and revised 29. The radius of the cul-de-sac should be 50-feet This has been revised by enlarging the gravel shoulder to 5-feet from the proposed 2-feet, which takes the sac to 50-feet. 30. Show existing and/or proposed utilities for the project This project only proposes public water service which is shown on the plan, sewer will be on site septic. 31. Show proposed finish grade contours for the proposed road. These have been significantly revised and reviewed for adequacy and consistency Whipple Consulting Engineers Page 8 of 28 Mica Vietiv C of E- Drainage Report 32. The edge of asphait was not updated for deletoon of the thickened edge, please revise. These have been lowered 0.30 feet 33. The edge of asphalt was not revised from the deletion of the original cul-de- sac. This has been revised 34. Stopping construction stationing conflicts beitween 64+00 and 63+25 This has been revised to 64+00 35. Pierce Lane/Road connection detaii, notes do not match or are missing This has been revised. 36. Add pipe profiles, show invert elevations, existing and proposed ground, other utilities, etc. These have been added 37. Minimum pipe size is 10-inch for runs less than 44', or use 12-inch. ~ All pipe has been revised to 12-inch except for the control pipes from the proposed ponds which . ~ are 6-inch. 38. Storm drainage tees are not allowed, add structures or modify discharge poirrt. Structures and/or discharge locations have been revised. 39. Pond bottom and side slope along with offset distance conflicts. The corresponding detail has been revised as there was conflicting information 40. Provide trash racks for all pipe over 18-inches These have been added 41. For locations with rip rap, indicated material gradation and thickness on plans. Add a filter blanket per Section 4 of the GSM Addendum These have been checked and calculations added 42. Provide a sump in the ponds and rotate the weir 90-degrees, also the 3-inch depth may be excessive. i Whipple Consislting Engineers Page 9 of 28 Mica Vieiv C of E- Drainage Report Based upon the plan revisions and 208 storage, this comment does not apply 43. In the typical ditch and pond section, distances and slope conflicts, etc. The corresponding detail has been revised as there was conflicting information. 44. Construction outside the 70-foot road and utility easeonents, please provic9e copy of the easement to aIlow this construction to occur or revise plans. These have been requested from the project surveyor Pat Moore and will be provided when plan revisions have been accepted by the County. 45. The drainage facilities lay outside the 70-foot private road easement, new easements shall be required. Please provide the following: k. Plat certificate, deed, deed of trust or conveying instrument 1. List of signers m. Legal ciescriptions, exhibit of the easement area titled "Exhibit A", etc.. n. Easement area drawing exhibit, titled "Exhibit B" We have requested these from the project surveyor and they will be provided under separate cover. DRAINAGE REPORT 46. The drainage report states that the project is outside the ASA, this is incorrect, per the GSM the project is in the ASA and treatment is required prior to discharge Treatment has been provided by the following raising the discharge pipe 6-inches off the pond bottom and allowing for discharge through the pond bottom via under drain pipes to the outlet structures. 47. A 10 year design storm must be evaluated as well as the 2 and 50 , This has been added as required. 48. Pass through basins will still reach the road, either provide cut off swales or include in pond calculations Cut off swales have been added to the plans. 49. CN Value of 78, how was this determined. The value of 78 was an average of the 30-feet of developed roadside swale of CN=68 and the asphalt section CN=98 by using the following equation ((2x68)+98))/3 = 78. ~ Whipple Consulting Engineers Page 10 of 28 Mica Vieiv C of E- Drainage Report 50. Showlprovide time of concentration calculations for the post-developed basins These have been included. 51. Revise the plans and calculations to show that the 2-year pre-developed is not exceeded by the 2-year post development flow rates. Discharge rates have not been revised due to the requirement for 208 type treatment and with the exception of very slow release rates through the pond bottoms to the infiltration pipes, little to no flow is expected frorn the 2-year storms. 52. Revise detention areas to match pond areas that can be built. We are confused by this comment, but in discussions with Tim, believe that this relates back to the 3:1 vs 5:1 and some dimensional problems with a detail and or section which has been revised. 53. Use rational formula to check ditch velocities These have been revised and re-calculated and remain within acceptable limits. 54. Show how storm water at the end of Pierce Lane at Pierce Road is treated and detained. Prior to submittal of this 2"d package, this issue was discussed with Sandra Raskell at the City , of Spokane Valley and it was indicated that because of the existing easement and right of way conditions and some of the changes made by fhe adjacent land owners the last 100-feet of roadway could not be stored, however, it would be routed to the roadside ditches and discharged from the swales to Pierce Road with as much detention as could be provided.. The design includes the design for this comment. 55. Provide rip rap calculations These have been provided. MISCELLANEOUS 34. Provide a fire district approval letter This will be provided upon acceptance of the drainage plans 35. Provide an O&M Manual and Sinking Fund calculations. These will be provided after initial review of this 3rd submittal 36. Provide a draft copy of the CG&R's afong with the HOA - UBI # This has been requested and will be transmitted under separate cover. Whipple Corrsulting Engineers Page 11 of 28 Mica Vieiv C of E- Drainage Report The following comments are from the Citv of Spokane Valiev, we have only responded to those . comrnents that are generally not duplicate comments from Spokane County or were comments based on the original 208 presentation. 9. Verify how runoff downstream of 62+50 will be treated and disposed, prior to entering the City of Spokane Valley. As shown on the basin map and plans, this project proposes to intercept all storm drainage at about station 62+50 via Ponds A1 and A2 which discharge to the east. Below or northerly of 62+50, and currently within the City of Spokane Valley, the adjacent homeowners have disturbed the soil and surrounding area of the private road easement to a point that drainage treatment and discharge are nearly impossible if not completely impossible to treat and dispose. We have spoken with Sandra Raskell at the City of Spokane Valley and have indicated that we can cut off all upstream water south of 62+50 so that only that water downstream of that point will continue to run within the City and that our ability to treat and dispose is neariy impossible. Therefore, we have requested relief that the that area between 62+50 and 63+50 be al(owed to run free as the existing slopes do now with no other upstream contributing basins being allowed to run to the cul-de-sac. Essentially the solution was to create a 40-foot by 1-foot flat swale (slope less than 2-percent) at the base of the hill to provide storage per the City of Spokane Valley technique of V=1133A, wherein, 40 cf of storage is required and 78 cf of storage is provided below the top back of curb along Pierce Road in the cul-de-sac. 12. Specify a grassy cover for the roadside swale t This has been added; the grassy swale will be irrigated and mowed. Response to Comments from Original Submittal This is the second submittal of the Mica View C of E Drainage Report. The following are responses to comments received from Spokane County as well as the City of Spokane Valley (for that portion of Pierce Road in the City) which pertain to the storm drainage report. The cover letter detailing additional comments is a part of this resubmittal is attached for reference. Below are responses to the comments from the Agencies, which were very similar in nature and therefore will be answered in a very generic format. Agency comments are in bold italics and generally paraphrased and responses in normal type font as required. It should be noted that the overall design methodology for this project has been revised to move to a detain and release concept as the C of E's and associated road construction are being developed at a 1 per 5 Acre density, with the exception of the roadway, little if any additional runoff will be generated by the total development. Therefore, this project has been substantially revised along two major categories; first, the runoff from the road way will be treated and detained in swales and ponds along the roadside ditch and discharged at pre-developed 2 year and 50 year rates; second, pass through pipes have been included to discharge pre-developed rates under the proposed road along existing and defined drainage ways. Whipple Conszrlting Engineers Page 12 of 28 Mica Vieiv C of E- Drainage Report Plans - Genera/ Comments • Drywell discharge issues with depth in ponds, geotech informafion etc. The concept for this project has been significantly revised to be similar to a large lot project, made up of C of E parcels where no specific drainage conditions have been imposed. Based on this the concept for this project has been revised to a detain and release design, where all curbs have been removed so storm water can move directly from the roadway into the grass lined swale and be directed via the swale to the individual detention ponds. From there the storm water will be stored to varying depths, and released at pre-developed rates at either the 2 or 50 year discharge intervals. This is accomplished via pipes, and weirs. Therefore, please note that NO DRYUVELLS ARE PROPOSED AT THIS TIME. • Pond with berms 4-feef or higher wi/I require key-way and special construction, per Figure 47 of the Standard Plans. This has been noted and added to the plans • Easements for ponds outside of the existing easements This has been forwarded to the surveyor and will be provided when ready for easement preparation. . • Remove the public roadway portion of this project, both agencies have requested : that the access to this project from the existing cul-de-sac at Pierce Road be make private. This revision has been made and the singular access to this project has been made a private road. The following are more specific responses to comments received from Spokane County. Drainaqe Reporf 16. Discrepancies between plans and drainage report Because of the significant drainage plan and report changes these have been checked and verified prior to submittal of this plan set. 17. Provide a pre-deve%ped basin map This has been included within the plans set and used for the crossing/pass through pipe construction as an exhibit. 18. More clearly derine sub basins ; Whipple Consultirrg Engineers Page 13 of 28 Mica Vieiv C of E- Drairrage Report This has been provided on a revised post-developed basin map. 19. Detention facilities not storing enough, issues with fines and drywen outflow rates. The drainage scenario has been revised and the drywells omitted as well as new pond calculations and designs have been incorporated. 20. Verify the calculations for 208 area being provided. We have revised the drainage calculations and moved to a swale catchment, with discharge to a detention pond and then release at the 2 and 50 year release rates and no 208 calculations are provided. 21. Provide further explanation of the calcu/ation table in fhe drainage report, etc. This has been added, modified or changed where required Misce/laneous 22. Provide a fire disfrict approval Ietter. Requested at the time of this submittal will be provided prior to final plan approval 23. Provide a maintenance manual and sinking fund calculations This will pre provided with the next submittal, be that paper or mylar as this proposed drainage solution has not been reviewed yet. 24. Provide a draff copy of the CC&R's along with the Homeowners Associafion UBI This has been requested from the owner and will be provided prior to final plan approval. Whipple Consulting Engineers Page 14 of 28 Mica View C of E- Drainage Report . REVISED DRAI NAGE REPORT GENERAL The proposed Mica View Certificate of Exemption development consists of fourteen 5± acre residential lots located on approximately 87.95 acres. The site is located in the Dishman-Mica area west and south of Ponderosa Drive, approximately one-third of a mile northwest of the Dishman-Mica Road and Hallet Drive intersection in Spokane County. The intent of the storm drainage facilities for this project is to capture treat and discharge the runoff from Pierce Lane, a 3,300 If PRIVATE Road. The site fies within portions of sections 4 and 5 of T 24 N., R 44 E., V1l.M., and this project is not within the aquifer sensitive area, therefore treatment is required. A vicinity map is attached. PURPOSE The purpose of this drainage report is to determine the storm drainage facilities that will be required to treat and dispose storm water runoff for the new roadway provided for this project. The facilities, as proposed, will be designed to treat and dispose of the 2, 10, 50 and 100 year storms through a combination of swales, detention ponds and outlet structures which will be used to convey, store treat and dispose of the storm water runoff from this project. ANALYSIS Illl ETHODOLOGY The Rational Method with the Intensity, Duration and Frequency (IDF) curves from the Spokane, Medical Lake, Reardon, Cheney and Rockford intensity curve were used in the runoff and bowstring calculations for the peak flows for this project where required. Generally, most of the design has been completed using Hydraflow Hydrographs, version 8.0.0.1 by Intelisolve which have been used to implement the HEC-22, TR-20 and TR-55 drainage calculations and methods. TOPOGRAPHY The site has a rolling terrain with existing slopes varying from approximately 1% to over 18%. The future terrain of the project will match existing slopes as much as possible. The PRIVATE roadway will have a maximum slope of 10-percent. SOILS As can be seen from the accompanying soils map from the Spokane County Soils Survey as performed by the USDA, Soil Conservation Service (SCS), the site consists of three types of soils all generally within the Class 6 and Class C soil types. They are Clayton sandy loam (Cu6), Spokane complex (SsC), and Spokane very rocky complex (StC). The soil descriptions are as follows. Whipple Consulting End neers Page 15 of 28 Mica Vieiv C of E- Drainage Report CuB - Clayton sandy loam, 0- 8 percent slopes: Within this complex the clayton soils are very deep, well-drained, moderately coarse textured soils formed from glaciofluvial material on broad, nearly level gently sloping terraces, with loam forming the top 20 to 40 inches of surface layer. Hydrologic Soil Classifcation - B SsC - Spokane complex, moderately shallow, 0 to 30-percent sfopes: The Spokane complex series of soils are generally well drained and moderately coarse textured. These soils are similar to Spokane loam soils except that the depth of soil to bedrock varies from 20 to 30-inches with this soil type. These soils have a slight susceptibility to frost action, moderate to rapid permeability, and moderate resistance to erosion. Hydrologic Soil Classifrcation - C StC - Spokane very rocky cornplex, moderately shallows 0 to 30-percent s6opes: The Spokane very rocky complex series of soils are generally well drained and moderately coarse textured. These soils are similar to Spokane loam soils except that the depth of soil to bedrock varies frorn 20 to 30-inches with this soil type and rock outcrop is included in these complexes. These soils have a slight susceptibility to frost action, moderate to rapid permeability, and moderate resistance to erosion. Hydro/ogic Soil Classification - C DRAI NAG E NARRATIVE BASI fV SU M MARY Pre-Developed - Offsite Pass Through Basins Based upon comments received, an overall aerial topography map at 2-foot contours was ordered from Spokane County and supplied by John Bottelli, GIS manager. This additional documentation indicated that this site was subject to up gradient offsite pass through storm drainage. Therefore, attached to this report and included within the plan set, sheet 11 of 14 shows the 5-offsite basins that flow through this site. Theses upstream basins will generally be unaffected by the development of this property. Based upon comments received cut-off ditches/trenches have been added to keep the upstream offsite water and developed storm events separate. As to a pre developed basin map, the site generally lays along the ridge line of the hill with the exception of the pass through basins, storm drainage as it currently does will head to the north or south down hill along existing drainage ways. Pass T'hrouqh Basins As noted above, the aerial contours received from Spokane County have indicated that Whipple Consulting Engineers Page 16 of 28 Mica vielv C of E-.Drainage Report five basins A, 'B, C, D and E as shown on sheet 11 of 14 are generally up gradient , basins and may require cut-off ditches and pass through pipes to continue the flow of water from up gradient to down gradient. A brief description of each basin foilows. Pass throuqh Basin A This basin is the westerly pass through basin with the following characteristics • Area = 8.16 Acres • CN Value = 66 • Tc Length = 1100 If 0 1 00-Year Discharge = 5.49 cfs o Solution for Pass Through = 24-inch Culvert with varying slopes o Velocity = 4.46 fps 0 24-inch Capacity = 17.33 cfs @ 2%+/- Pass throuqh Basin B This basin is the second basin from the west with the following characteristics • Area = 6.68 Acres • CN Value = 66 . • Tc Length =1400 If • 100-Year Discharge = 2.89 cfs • Solution for Pass Through = 24-inch Culvert with varying slopes • Velocity = 3.63 fps 0 24-inch Capacity = 17.33 cfs @ 2%+/- Pass throuqh Basin C This basin is the middle of the five upgradient basins with the following characteristics • Area = 5.77 Acres • CN Value = 66 s Tc Length = 1000 If 0 100-Year Discharge = 2.70 cfs e Solution for Pass Through = 24-inch Culvert with varying slopes e Velocity = 3.55 fps 0 24-inch Capacity = 17.33 cfs @ 2%+/- ~ Whipple Consailting Engineers Page 17 of 28 Mica Vieiv C of E- Drainage Report Pass throuqh Basin D This basin is the second basin from the east with the following characteristics • Area = 3.21 Acres • CN Value = 66 v Tc Length = 750 If s 100-Year Discharge =1.50 cfs s Solution for Pass Through = 24inch Culvert with varying slopes o Velocity = 1.50 fps v 24-inch Capacity = 17.33 cfs @ 2%+/- Upstream/Uq aradient Basin E This basin is the last basin to the east and it should be noted that while this is an upstream/upgradient basin, it generally does not reach the roadway and rather makes a characteristic semi-circular turn back to the main channel which lies south of the project area. This basin was modeled because a site visit will reveal that it appears upgradient but the contours do not lend themselves to this issue. Therefore, this information is provided for consideration, with the following basin characteristics, o Area = 4.87 Acres , o CN Value = 66 s Tc Length = 900 if • Discharge = 2.11 cfs • Solution for Pass Through = does not pass under the road, ditch continues east • Velocity = 2.11 fps • 24-inch Capacity = 24.42 cfs @ natural contour Post-Developed - Basin Surnmaries Generally the site has been divided up into 13 basins with Basin A encompassing both sides of the road into A1 and A2, with a shared discharge. Additionally, comments received from the City of the Valley regarding Pierce Lane have resulted in the creation of two new basins for the 3rd submittal. These basins are A1 A and A2A which encompass that area north of Basins A1 and A2 as well as ponds A1 and A2, which cut off all water at 62+50. As noted earlier, this project is in the aquifer sensitive area and also within the "high" susceptibility area of the CARA map thereby requiring treatment of stormwater prior to discharge. As this area has soils that are not conducive to drywells, see geotech reports attached in the appendix. The previous drainage report and geotechnical information make groundwater discharge very difficult due to somewhat poor soils and the presence of shallow rock. Therefore, and as noted earlier, it was Whipple ConsultingEngineers Page 18 of28 Mica View C ofE- Drainage Report determined to revise this drainage report and revise the site design from drywell ~ discharge and 208-type swale/ponds to detention ponds using the natural drainage ways as discharge locations. Once captured, stormwater will be treated by the pond bottoms with assistance from under drain pipes place 1 to 2 feet below the pond bottom to insure that these ponds, as required will drain within the required 72 hours. Please note that under drain pipes are not used in Basins A1A and A2A as the water in these basin is treated by pond bottoms only with overflow to Pierce Road. Therefore, this analysis considers the following. e That building 14 houses on 88 acres will have little to no impact to existing runoff characteristics or require enough change befinreen the pre and post developed CN values to warrant specific analysis. • That the single largest contributor to a change in runoff patterns, volumes and rates will be the presence of the 30-foot wide PRIVATE asphalt roadway. v Therefore, the limits of the basins are to the extents of the proposed improvements along the roadway including the proposed swales and ponds, this would require detention for the development of the 60-foot wide roadway and swale prism throughout the length of the roadway. • Because of this revision in drainage philosophy and in trying to determine better 'and more reasonable ways to control runoff from the streets, the Type "C" curbs that were originally proposed have been omitted so that straight sheet flow from the roadway along its entire length will run into the swales which will direct all runoff to the proposed ponds, where the storm water will be treated in the 6-inch sump that has been introduced into each pond with this 3rd submittal. The stormwater within this 6-inch sump will then be discharged via either evaporation, evapotranspiration or infiltration through the pond bottoms. v Based upon these basic concepts the basins were divided by existing drainages or drainage ways within the overall property so that discharges will follow historical drainage paths with maxirnum discharge from each pond limited to the pre-developed 50-year storm event, and in all cases below the pre-developed discharge rate. Basins A1 A and A2A This basin represents that portion of Pierce Lane from the City Limits to the existing Pierce Road cul-de-sac. As noted in the description for Basins A1 and A2 treatment options for this basin are difficult because Pierce Lane is on a 50-foot easement where room for ponds are none existent. Additionally, the adjacent neighbors have changed the land form so that overland discharge to historical drainage ways is not , Whipple Consulting Engineers Page 19 of 28 Mica Vie►v C of E- Dpainage Report applicabie. This is all compounded by the presence or rock and shallow siltylclayey soils that are not conducive to groundwater discharge. Based upon early discussion with the COV these constraints were discussed and originally, it was thought that discharge directly to Pierce Road for this 125 foot segment could be accommodated. However, in this last review this has been modified to require storage behind the curb of the runoff from this area. Therefore, runoff volume from this basin has been calculated using the COV method of V=1133A to determine the extent of ponds. Therefore, discharges from these two swales are either through, evaporation, evapotranspiration or infiltration. Highlights for this basin are as follows: s Basin limits - 62+50 to 63+75 (125 feet) • Area = 0.27 / 0.41 Acres o Pre Developed CN = 66 • Post Developed CN = 78 • Weighted "C" = 0.27 / 0.41 • 2 year Discharge Rate (rational) = 0.15 / 0.10 s 10 year Discharge Rate (rational) = 0.23/ 0.16 s 25 year Discharge Rate (rational) = 0.30 / 0.20 • 50 year Discharge Rate (rational) = 0.34 / 0.23 0 100 year Discharge Rate (rational) = 0.38 / 0.26 • In all instances, the higher rate was used for analysis • Total Storage Volume @ 1.0 feet = 78 cf ~ Basin A (A1 and A2) This basin is located above the existing Pierce Road and utilizes an existing drainage way to the east as its discharge point. Highlights for this basin are as follows: • Basin limits - 58+50 to 62+50 • For this basin the length of asphalt for design was assumed to be 500 If rather than 400 If to compensate for the inability to detain the discharged water from 62+50 to 63+50 (at existing Pierce Road) because of existing home construction and driveway improvements associated with the properties along the right of way that have modified the existing terrain to preclude use of any discharge to an existing drainage way. See photos in the appendix. • Area = 0.78 Acres s Pre Developed CN = 66 • Post Developed CN = 78 o Pre Developed Discharge Rate, 2 year = 0.00 cfs • Pre Developed Discharge Rate, 50 year = 0.17 cfs • Post Developed Discharge Rate, 2 year = 0.12 cfs • Post Developed Discharge Rate, 50 year = 0.94 cfs • Total Storage Volume Provided @ 0.5 feet = 342+/- cf Whipple Consulting Engineers Page 20 of 28 Mica Vie1v C of E- Drainage Report 0 "208" Required Bottom Area = 710 sf e"208" Bottom Area Provided = 710 sf Basins B and C These basins are identical in nature each discharging to their respective sides of the roads to the existing drainage ways. Nighlights for each individual basin are as follows, please keep in mind that these are duplicate basins: • Basin limits - 53+00 to 58+50 • Area = 0.39 Acres o Pre Developed CN = 66 o Post Developed CN = 78 • Pre Developed Discharge Rate, 2 year = 0.00 cfs • Pre Developed Discharge Rate, 50 year = 0.10 cfs• Post Developed Discharge Rate, 2 year = 0.06 cfs • Post Developed Discharge Rate, 50 year = 0.26 cfs e Total Storage Volume Provided @ 0.5 feet = 390 cf •"208" Required Bottom Area = 700 sf •"208" Bottom Area Provided = 700 sf ~ Basins D and E These basins are identical in nature each discharging to their respective sides of the roads to the existing drainage ways. Highlights for each individual basin are as follows, please keep in mind that these are duplicate basins: A Basin limits - 46+00 to 53+00 m Area = 0.51 Acres o Pre Developed CN = 66 o Post Devefoped CN = 78 • Pre Developed Discharge Rate, 2 year = 0.00 cfs o Pre Developed Discharge Rate, 50 year = 0.09 cfs o Post Developed Discharge Rate, 2 year = 0.05 cfs o Post Developed Discharge Rate, 50 year = 0.43 cfs • Total Storage Volume Provided @ 0.5 feet = 513 cf 0 "208" Required Bottom Area = 933 sf 0 "208" Bottom Area Provided = 933 sf Basins F and G Whipple Consulting EngineeYS Pagge 21 of 28 Mica Vieiv C of E - Drainage Repor! These basins are identical in nature each discharging to their respective sides of the roads to the existing drainage ways. Highlights for each individual basin are as follows, please keep in mind that these are duplicate basins: • Basin limits - 42+50 to 46+00 v Area = 0.25 Acres • Pre Developed CN = 66 v Post Developed CN = 78 • Pre Developed Discharge Rate, 2 year = 0.00 cfs • Pre Developed Discharge Rate, 50 year = 0.05 cfs s Post Developed Discharge Rate, 2 year = 0.02 cfs • Post Developed Discharge Rate, 50 year = 0.21 cfs • Total Storage Volume Provided @ 0.5 feet = 263 cf 0 "208" Required Bottom Area = 449 sf 0 "208" Bottom Area Provided = 462 sf Basins H and I These basins are identical in nature each discharging to their respective sides of the roads to the existing drainage ways. Highlights for each individual basin are as follows, please keep in mind that these are duplicate basins: • Basin limits - 34+00 to 42+50 • Area = 0.62 Acres e Pre Developed CN = 66 • Post Developed CN = 78 • Pre Developed Discharge Rate, 2 year = 0.00 cfs • Pre Developed Discharge Rate, 50 year = 0.10 cfs • Post Developed Discharge Rate, 2 year = 0.06 cfs ~ Post Developed Discharge Rate, 50 year = 0.52 cfs • Tota) Storage Volume Provided @ 0.5 feet = 610 cf o"208" Required Bottom Area = 1117 sf •"208" Bottom Area Provided = 1126 sf Basins J and K These basins are identical in nature each discharging to their respective sides of the roads to the existing drainage ways. This basin includes the storage for the cul-de-sac which is below grade of the ponds and allows for the cul-de-sac runoff to be captured in the swales and discharged directly to the respective drainages. Highlights for each individual basin are as follows, please keep in mind that these are duplicate basins: ~ Whipple Consulting Ena neers Page 22 of 28 Mica view C of E- Drainage Report e Basin limits - 29+50 to 34+00 ' • Area = 0.21 Acres • Pre Developed CN = 66 • Post Developed CN = 78 A Pre Developed Discharge Rate, 2 year = 0.00 cfs • Pre Developed Discharge Rate, 50 year = 0.06 cfs o Post Developed Discharge Rate, 2 year = 0.03 cfs e Post Developed Discharge Rate, 50 year = 0.25 cfs • Total Storage Volume Provided @ 0.5 feet = 229 cf 0 "208" Required Bottom Area = 375 sf 0 "208" Bottom Area Provided = 398 sf Basin L This basin represents the cul-de-sac from 29+50 to 30+50+/-,or that area down stream of Ponds J and K and is the only true 208 basin on this project: o Area = 0.27 Acres a"208" Required Volume = 289 cf v Required Bowstring Volume = 203 cf • "208" Volume Provided = 300 cf 7 Whipple Consulting Engineers Page 23 of 28 Mica Vietiv C of E- DYainage Report Table 1 A- SCS Basin Summary Table - 50 - Year Data SPOKANE COUN'N BASIN INFORMATION 50 - YEAR DATA - , . 50-YEAR PRE 50 YEAR 50-YEAR MINIMUM CN VALUES ' POST POST 50-YEAR DEVELOPED BASINS AREA (AC) PRE IPOST - -DEVELOPED DEVELOPED DETENTION RUNOFF DEVELOPED - RUNOFF DISCfiARGE VOLUME • RATE (CFS) RATE CFS RATE (CFS) . ' . _ . . (CF) ~ ~ - - I - I - A1 N 0.39 66/78 I 0.17 I 0.94 0.06 N 1083 A2 0.39 ~ 66 / 78 ( 0.17 I 0.94 0.06 ~ 1083 B 0.39 ~ 66 / 78 I 0.10 0.47 I 0.05 ~ 483 C 0.39 ~ 66 / 78 ~ 0.10 0.47 ~ 0.05 N 483 D ~ 0.51 I 66 / 78 I 0.09 I 0.48 ~ 0.06 M 758 E ~ 0.51 I 66 / 78 ~ 0.09 ~ 0.48 ~ 0.06 N 758 F N 0.25 ~ 66/78 N 0.05 N 0.21 ~ 0.04 ~ 292 G ~ 0.25 I 66178 ~ 0.05 N 0.21 ~ 0.04 ( 292 H 0.62 ~ 66178 N 0.10 N 0.52 ~ 0.06 ~ 830 I 0.62 ~ 66178 N 0.10 N 0.52 0.06 I 830 J N 0.21 ~ 66/78 N 0.06 ~ 0.25 N 0.04 I 232 K ~ 0.21 N 66/78 N 0.06 ~ 0.25 ~ 0.04 I 232 Totals 4.74 66 / 78 _ Y_ 1 7,356 _ Table 1 B- Supplemental SCS Basin Summary Table - 2- Year Data ' - SPOKANE COUNTY.BASIN SUPPLEMENTAL INFORMATION ' , . . .Z YEAR DATA ' - - ` .2-YEAR PRE 2-YEAR POST 2 YEAR POST " DETENTION ' • 2-YEAR BASINS ~AREA (AC) . DEVELOPED DEVELOPED.,. DEVELOPED - VOLUME.TO • STORAGE • • • - - RUNOFF . RUNOFF D,ISCHARGE • 20$ DEPTH - • • VOLUME (CF) ' ' - ; . , . . RATE. CFS) _ _.RATE CFS - , RATE CF.S _ • . .(CF) . A1 ~ 0.39 ~ 0.00 N 0.12 ~ 0.00 ~ 385 ~ 395 A2 ~ 0.39 I 0.00 ~ 0.12 N 0.00 I 385 ~ 395 B ~ 0.39 ~ 0.00 ~ 0.06 ~ 0.00 ~ 192 N 390 C ~ 0.39 ~ 0.00 ~ 0.06 ~ 0.00 ~ 192 ~ 390 D ( 0.51 ~ 0.00 ~ 0.05 ~ 0.00 ~ 281 N 513 E N 0.51 I 0.00 I 0.05 I 0.00 ~ 281 N 513 F N 0.25 ~ 0.00 I 0.02 I 0.00 N 123 N 263 G ~ 0.25 ~ 0.00 ~ 0.02 ~ 0.00 ~ 123 N 263 H ~ 0.62 ~ 0.00 ~ 0.06 N 0.00 ~ 306 N 610 I ~ 0.62 ~ 0.00 ~ 0.06 N 0.00 ~ 306 N 610 J ~ 0.21 ~ 0.00 ~ 0.03 N 0.00 I 104 N 229 K ~ 0.21 I 0.00 N 0.03 ~ 0.00 ~ 104 N 229 N ~ _ J - Totals 4.74 T _ - - ~ ~L 7,356 ~ Whipple Consulting Engirzeers Page 24 of 28 Mica Vietiv C of E- Drainage Report Table 1 B- Supplemental SCS Basin Summary Table - 10 - Year Data SPOKAIUE COUNTY BASIN SUPPLEMENTAL INFORMATlON . . 10 = YEAR DATA . . , , - , 10-YEAR ~ 10-YEAR ~ 1 O-YEAR ~ - ^ MINIMUM PRE POST POST 1 ~ YEAR 50-YEAR BASINS AREA (AC) DEVELOPED DEVELOPED DEVELOPED T O R A G E DETENTION VOLUME RUNOFF RUNOFF. DISCHARGE ~CF~ !/OLUME RATE (CFS) _ RAi'E CFS) RAtE (CFS) (CF) A'I ~ 0.39 ~ 0.04 ~ 0.54 + 0.01 ~ 937 ~ 1083 A2 ~ 0.39 ~ 0.04 ~ 0.54 ~ 0.01 ( 937 ( 1083 B ~ 0.39 ~ 0.02 ~ 0.27 ~ 0.01 ~ 419 ~ 483 C ~ 0.39 ~ 0.02 ~ 0.27 ~ 0.01 ~ 419 ' 483 D ~ 0.51 ~ 0.02 ~ 0.27 ~ 0.01 ~ 657 ~ 758 E ~ 0.51 ~ 0.02 ~ 0.27 ~ 0.01 ~ 657 ~ 758 F ~ 0.25 0.01 ~ 0.12 ~ 0.01 ~ 252 ~ 292 G ~ 0.25 ~ 0.01 ~ 0.12 N 0.01 ~ 252 ~ 292 H ~ 0.62 ~ 0.03 ~ 0.29 ~ 0.01 ~ 718 ~ 830 I ) 0.62 ~ 0.03 ~ 0.29 ~ 0.01 ~ 718 ~ 830 J ~ 0.21 ~ 0.01 ~ 0.15 + 0.01 ~ 200 ~ 232 ~ K ~ 0.21 ~ 0.01 ~ 0.15 ~ 0.01 ~ 200 ~ 232 _ Totals _4.74 7,356 _ - - rate shown is inconsistent with options for discharge, a 0.01' change in outlet elevation results in 0.00 cfs as discharge, therefore, we believe that the rate should be the same or equal to the pre-developed level. Table 1 D- City of Valley Basin Summary Table _ CITY OF THE VALLEY BASIN INFORMATION - - 10•YEAR 50-YEAR 100-YEAR STORAGE WEIGHTED ~ - VOLUME @ BASINS ~AREA (AC) «C„ DEVELOPED DEVELOPED DEVELOPED V-1133A - - - - RATE (CFS) RATE (CFS) RATE (CFS~ A1 A ~ 0.28 ~ 0..27 ~ 4.23 ~ 0.34 ~ 0.38 ~ 48.7 A2A ~ 0.12 ~ 0.41 ~ 0.16 ~ 0.23 ~ 0.26 ~ 48.7 ► Whipple Corlsulfing End neers Page 25 of 28 Mica View C of E- Drainage Report POND DES1Gl01 Ponds and outflow structures for this project were generally designed and sized using the Hydraflow program noted earlier. In some instances pond configurations were modified to better accommodate the existing site topography, but required volumes and outflow structures were maintained to meet minimums in any case. Generally, the ponds were sized to hold the 50 and 100 year storms with 1-foot of freeboard above the 100-year event. The ponds are summarized in Table 2. Table 2. Pond Summary Table . , SPOKANE COUNTY POND INFORMATION - . - _ . : . . • TOP OF PROVIDED - NOINIMUM BERM 50 YEAR BOTTOM BOTTOM DISCHARGE 50 YEAR DETENTION POND DETENTION ' AREA ELEVATION PIPE IE DETENTION VOLUME (SF} - ELEVATION VOLUME PROVIDED , . . . - . (CF) ------A1 ..I 675 I 2183.54 . 2184.04 ~ 2184.16 ~ 494 ~ 1425 A2 N 675 ~ 2183.54 ~ 2184.04 N 2184.16 ~ 494 ~ 1425 B ~ 450 ~ 2207.00 ~ 2207.50 N 2207.63 ~ 483 ~ 2035 C ~ 450 ~ 2207.00 ~ 2207.50 ~ 2207.63 483 ~ 2035 . , D 415 ~ 2226.50 ~ 2227.00 ~ 2217.14 N 758 N 1815 ~ E ~ 415 ~ 2226.50 ~ 2227.00 ~ 2217.14 ~ 758 ~ 1815 F ~ 462 ~ 2221.46 ~ 2221.96 ~ 2222.08 292 ~ 1158 G ~ 462 ( 2221.46 ~ 2221.96 ~ 2222.08 ~ 292 ~ 1158 H 462 ~ 2186.16 ~ 2186.66 ~ 2186.80 830 ~ 2484 I ~ 462 ( 2186.16 ~ 2186.66 ~ 2186.80 830 2484 J ~ 398 ( 2160.95 ~ 2164.45 ~ 2161.56 ~ 237 N 943 K 398 ~ 2160.95 ~ 2161.45 ~ 2161.56 ~ 237 ~ 943 L 600 ~ 2157.47 N 2157.97 ~ 2157.27 1671 - - CITY OF SPOKANE VALLEY POND INFORMATION _ ' REQUIRED DETENTION BOTTOM DETENTION VOLUME •BOTTOM ' STRUCTURE TOP BACK Q.OND AREA VOLUME AT PROVIDED ELEVATION ELEVATION OF CURB (SF) - - STRUCTURE AT CURB (CF) - . ' J I _ -I i I - _ A1A ~ 98 2175 N 2175.5 ~ 2176 ~ 49+ 49+ A2A ~ 98 2175 ~ 2175.5 N 2176 ~ 49+ 49+ HYDRAULICS Whipple Consulting Engineers Page 26 of 28 Mica Vieiv C of E- Drainage Report As noted earlier, the pass through pipes on this project were sized to accommodate the full 100-year event. Discharge from the pond structures are sized for the 2 and 50-year release rates. While the minimum culvert pipe size for Spokane County is 12-inch, discharge pipes are sized according to the Hydraflow program and generally are 4- inches in diarneter. As the storm water catchments on this project are the roadside swales, velocities for the 50-year storm for each basin were checked at the steepest slope along the roadway reach and are included for reference and summarized in Table 3 below. Table 3 Roadside Swale 50-year Velocities . SPOKANE COUNTY INFORMATION . ; - - _ . = DEPTH OF FLOW = RESULTING POND RATE(CFS) SLOPE - (FT/FT) _ -VELOCITY (FPS) ..s . . - - - . . - A1 ~ 0.47 ~ 0.0941 ~ 0.20 ~ 2.41 A2 0.47 ~ 0.0941 ~ 0.20 ~ 2.41 B ~ 0.47 N 0.0737 ~ 0.21 ~ 2.19 C ~ 0.47 0.0737 ~ 0.21 ~ 2.19 D ~ 0.48 ~ 0.0267 ~ 0.25 ~ 1.51 E ~ 0.48 0.0267 ~ 0.25 ~ 1.51 F ~ 0.21 ~ 0.0153 ~ 0.21 ~ 0.99 ? G ~ 0.21 ~ 0.0153 I 0.21 ~ 0.99 H ~ 0.52 ~ 0.0500 ~ 0.23 ~ 1.95 I ~ 0.52 ~ 0.0500 0.23 1.95 J ~ 0.25 ~ 0.0800 N 0.16 1.94 K ~ 0.25 ~ 0.0800 ~ 0.16 ~ 1.94 ~ ~ _ - , Whipple Corrszrlting Engineers Page 27 of 28 Mica Vie1v C of E- Drainage Report CtTY OF SPOKANE d/ALLEY INFORMATION . DEPTH OF FL4VV RESULTING- ~ P.ON .D , ; . RATE(CF.S) SL.OPE (FTI_ .FT) VELOCITY (FPS).. _ . . , - • , A 1 A ~ 0.34 I 0.0941 ~ 0.17 ~ 2.22 A2A ~ 0.34 ~ 0.0941 0.17 ~ 2.22 Based upon Table 24-2, page 6-56 of the Spokane County Guidelines for Storm Water Management, the resulting velocities shown in Table 3 of this document are below the permissible velocities for the Cover noted as Grass Mixture which has permissible velocities of between 3 and 4 fps. CONCLUSION Based upon the information provided and the calculations performed we believe that this report summarizes and demonstrates that the detention and release design method for this project is adequate to detain and release the increase in storm water runoff from this project. Based upon these assertions, we believe that the implementation of the storm water control systems discussed here and as shown on the accompanying plans , will meet or exceed the storm water requirements of Spokane County. ~ Whipple Consulting Eno neers Page 28 of 28 Mica Vieiv C of E- Drainage Report APPENDIX 1. Vicinity Map 2. Soil Conservation Service, Spokane County, Site Exhibit (Soils rnap) 3. Offsite Pass Through Basin iiflap (11x17)(Full Size in Jacket at End) 4. Pre DevelOped B1Sir1 Map (11x17)(Full Size in Jacket at End) 5. Post Developed Basin Illlap (11x17)(Full Size in Jacket at End) 6. On Site Basin Summary Sheet 7. Basin Calculation Worksheets (Spokane .County / COV) 8. Pass Through Basin - Hydrograph Calculations 9. Pass Through Basin - Pipe Calculations 10. On Site Pre Developed - Hydrograph Caiculations 11. On Site Post Developed - Hydrograph Calculations 12. On Site Post Developed - Pond Reports 13. On Site Post Developed - Pond Volume Calc Sheet - 50 Year Elevation Volumes 14. On Site Post Developed - Pond and Outlet Structure Design Sheets 15. Roadside Swale - Triangular Channel Worksheets for Velocity and Depth 16. Pipe Calculations for Froude Number and Velocity for Rip Rap Design 17. Rip Rap Design Spreadsheets 18. All West - Geotechnical Evaluation 19e All West - Proposal for Construction Inspection 20. Copy of Letters in Response to Comments Received on Submittal fdo. 1 21. Copy of Letters in Response to Comments Received on Submittal No. 2 22. 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RIP-RAP SLOPE Y COl.iPACTED DEPiFi CRUSHEp SURFACE TOP COURSf (L k~ 24' C.I~P. AT 2R Op AA i~~ ~ ~ ~ , , ~p yQ 1 i O~, 254L2 PASS THROLJGH CULVERT A ~fss~` ~,a~" rror ro scr~ - oua~ , _ _ , . . . . , • ~ . , . . ~E7~IRFS 91141 I I I SCALE: PAOJ F: ~ 20 4/8 i i i ° OFF•SITE PASS TtiROUGH BASIN MAP SHEET Q} COUNTY DATUM , Ho~¢oMa~; o~,~ ~a~z~os ~A p■~ A y,A : U.S.G.S. BENCHMARK 2011, oYIICW Y IEYtl C. OF E~ 11 OF 11 TOP OF MEfAI PIPE ~RIVEN INTO GROUND I I I as sHOwN x psns IRLM I~b'T•SUBMrtTALTOSPOKANECOUNTYENGfNEERS a~"^ ~MVTau~arA~,aw°~i~n+c SROKANE C0UldTY, WASHINGTOI~ J08NUM8ER 12TNORTH,25'WESTOFCENTERLINE ~1C1/CI (1DCD~C ODDR(1VAI IIAT~ ~ n~na iaim inainirue~ weu_.,r_aaa~rnu VermCnL• ~M~a<<~.~~~~m.= i p0~, 25CG2 Ulm~ou~m s~av~ ufxt ~GqiL ar~-aui ~n 456~8000 N~ ~rac ~ou aa 000 =4 CA1S ' . ' ~ • . 1 ' ' , ' ~ ~ ~ ' • _ o aa / w . , f ~ i ~ , y'~, . , ~ i ' ~ - . ~ r~ ~ i ~ . . . . . . , , ~ ~ ~ , ~ ~ . , , ~ - , ~ ~ ~ . 1`\ . r-- a naz2yn~ ~ ~'....~'S~ . ~ \ . c i J ~ I , ~ ~ ~ ~ . ~ ' ~ ~ ON•SITE BASINS . i• ~ ' ~ ~ ~ ~ . ~ .I - . I \ % ~ ~ ~ I . . . , \29+50~ ~ I . I ~ . ~ , . ~ . ~ ~440~2.2$ 2~ ' . . . ~ • I I I \ p ' ~ : T • ~ ' BASIN ASPHAI. GRASS TOTAL ACRES ROND , _ N . , . - , . I . ` ' ,,_1.,,. • . ,T I A~~ I I I r~ . . . ~ • , r 4~,_ i , ti . ~ . J 1~ i . ~ ~ ~ ~ + I,, i .~p ~1 / I ' t ~ ' . ~ / ' '~•,~,~~~'7 ~ ~ I - I ' ~ 1 ~ + ~ ~ A 17030 t7030 34060 .78 •1• •2 : / I • ~ ~ • ~ ~ I ~ I~ I, ~ I A i ~ ~i , v~ . ~ I I~ ~ ~ i ~ i . _L~~ ~ . \i , . . ~ i / i ~ i . ~ ` ~ / / ~ ~ . • . • 44 ~ . ~ I' . I ~ ~ ~ ~ ~ • r . ` : , ~ ~ ~ ` , 4 , , ~ ~ 0422~` 4~ 1`~ ~ 440424132 `54b42l9133 '4404~.91]4 , Q I 8,400 I 6,400 I 16,800I .39 I B ~ . ,J ~ r ~ o~-_ . • r._ ~ l 4g~azr46s ~ ~ ~ ' ~ ~ ~~~pE~ ~ .7~ • r , , ~ . ~ ~ ~ , , ' ~ ' / '1 I . I ~ C 6,4Q0 8,440 18~800 .39 C / P p, S 1 \ _ . ~.~1•' • : I ~ V , \ ~ , ~ ~ ~ ~ ` ~ r 1 I' , . ~k ~~av , ~ . , . i'. ~ , . i .y , . . ~ i I . ~ o ~~,200 zoo ~aoo . d ,r. s~ IS~D BY B.L;A;~ i \ ~ ` 44 ~ ~ '~'.L-~ ~ ~ ~ . , .s~ o E~ 0 \ . I . . . _ I , ar \ . ~ r . . ' . . + r i ~ ' i / orunu~[ um+txr ~ • \ ~ i^. ~ i l ~ . , ----------L----~-----1~' ~ \ 0~~ E: LOT 13 _ i ~ , 440S6,505~ v ~ ~ . • ~ e ~~,ZOO ~~,20o za,aoo .s~ e i . i ~ . . ~ J , ' . _ ~ ~ ~ . ~ _ ~ ~ ~ j ~ ~ , ~ . i ~ ~ Y'. _ _ " 4404 ~x . 1 ~7.~ACRES. , . ~ , i~ - . ~ ~ . _ . - ~i . , ; I ~ i ~ • ~ • , I i-•~ ~ , , ' -_:1 F 5,392 6,392 10,784 ,25 F rA . ~ , ` . . , ~ I I , , . .1 ~ . . . , ~ - ' , , 440< r . , ~ ~ _ - . _ . _ ~ fl ~ . ' ~ , I ' c ~ ~ . ~ \ v ' . . ; 1 i 5,2~02 ` ' / ~ c ` • / ~ ~ ~ ~ ~ I. • ' I ~ 5,392 6,392 10,784 . ~ . , / ~ ' I , ' ~ ~ , . ' , ~ . • ' I~~ . . ' j ' r. „ , ~ ! . ~ \I ~ .25 O ~ 1 . . . ' I : . r , . \ , , . , r ~ . . 4t0e5.2610 ~ 44045.27 I~ Il m ~ ' ° ~ ` t . . , ~ ~ ti _ _ ; ~ , ' . ~ / . . . <e ~ : ~ . II ~ ~ H 13408 13408I 26816 .62 H ~ / . ~ ~ ~ ~ , ~ ~ _ \ \ . _ r - - < < ~ ~ t'a"T / • ~ I ~ 1 ~ I I ~ - ~ - - - ~ -r ~ r..~-~~ r . ~ • , , - - . . ' ~ ~ . . . - , , , , . r~ . 7 ~ ° ~ ~k li1 ~ ~ ` ~ ' 1 • • ' ( , . ' . \ \ I ~ ~ ~ ~ ~ . _ \ 1 ' , I I . ~ I . . _ . ~ 13,408 13,408 ~ 26,616 .82 I \ ~ , (i ~ . ~ . . ~ , ,r I I R . , I IS 3f- ` I I ' \ . P ~ _ <4Q4S.2 .4 ~ ~ . ~-.__.r ~1 ~ . ~ ~ 1 . • ~ ~ ~ . ~ . ~ ~ / ~M._4404 ~3 ~ ~ ~ ~$i ~ ' . ~ ~ ~ . ~ ~ I , , ~ \ ` . • r , . . ~ ~ i ' , - ~ J 4,496 4,496 8~892 .21 J ~ ~ 34+00 . ~ ) ~ ~ ~ I ' ' \ ` ~ - , . ' ~ ~ ' I \ il i' 'Q/y i Y • . . ~ j 440a5.27d2 . ` . ti\ k i ~ ~ ~ ~ • ~ ' ~i'~ . ~ . ~ I , ~ , ~ ♦ t r ~ ~ 1 ~ ( • ' ~ - ' ~ ~~I . , ti . t'• . ' , , , \ , ~ r" ' . I ~ K 4,498 4,496 8,992 21 K ~ , , . , ~ ~ . , ~ ~ . ~ i y . ~ ~ ~ , ~ ~i ~ ~ ~ ~,v;r~a . ~EUISEDBY~B:L. • t , . ~ ; . . . i . . i ~ ~'~a ..T=~ " ~ R / i~ ~ gI ~ . • " l ~ ~ . 440452 OS ~ 45,~BD7~4q045,p6D`:I,: AtA '1~879 10.1 12,058 .28 o~~, `C.OF•E:~L0~~12~ • . . ' ~ ~ ~ - . i', . ~I , , , , _ ~ , i . 1 , . • / ' . . ~ ~ C°1°a . \ pC 1 . . . . ~ . ~i - 5.13'~AC . . , . ~ , . ~ , , r" ~ S ~ + , ~ • • ~ U- :1'. . ~ • ' . ' ~ t , ' . . 1 ~ ~ . . . . 4404 I ~ ~ ` ~ I • A?A 1,875 4 457 5 332 .12 - vw .ao,o. . ~ • ~ . ~ ~ ~ : 1 . • I , ~ , ~ . ~ ~ _ J ~2¢Ob 44045.2)03 I I ~ , , • • „ ~ 1 . I I . ' ? • . ~ , ti' ' ~ ~ • ~ / ~ , ' ~ . 1 ' • ~~i ~ i \ I • I . ° ~T ~ ` 3 ~ ' \ / ~ ~ i . ~ ~ ~ ' . ~ 1~' " ' , / , ` ~ ' ~ . \ I ~ I „ , . \i a . ~ . ~ ~ _ ~ , . i • ' . , ~ ' ~ • ~ - . ~ ~ ' . . • , ~ . • . ~ ~ i . ~ _ ~ ~ ~ ~ i , i . , ~ ~ ~ ~ . , ~e. ~ - . , , ~ , , , ~ - ~ ~ ~ , . 1 ' ♦ ` ~ ~ • . - . ' ~ ~ _ . ~ . . . , , • , . ~ ~ za~.as . / , r . ~ . . . ~ . . ~ . , . . \ ~ ~ ,y ~ . •.s.P. ~~zz ~ • - . ~ , ~ ~ . , ~ , ~ ~ ~ ~ ~ . . ~ , , . r ~i ' . ' _ ' _ " . ~ ; j ~ ~ ' ~ ~ i \ ~ • . . ~ . , . . • ~ , , . ' ~ ; • ~ ~ i n i i i ? • , . . ' / ~ ~ , ~ ~ . t • , " . i , • ~ i ~ ~ . ' \ ~A" . . , . 1 . . , ti ~ ~ ~ ~ . . J i 44043.913 440 CN PRE = 66 • \ ~ ~ ; , ~ I , , - ' ' ~ - ~ I \ ' . , 04 43. 137 - ~Qp L i / i a ~ ~ . . ~ J ~ . 2 , r ~ . ~ ~ ~..om . , ~ ~ . , i ~ ~ ~ , ~ ~ , ~ F CN POST = 78 . • I ' ' • , _ . , . , ~ ► ~ , , ~ . . , • _ . ~ • . ~ ~ ~ ' i~ ~ ' . , ' ~ . ~ ~ ~ . ~ . , . i_. ~ , i ~ . ~ ~ , REVISED.BY .L,A! . . • ~ ~ r~a ~ PAECIP. . R ~ 'B. ° i ~ . ~ • ~ ~ ~ - +so ~ , EVI L.A~ 1 ~ C. OF E. T 9 ~ . l ~ , _ ~ . , , , , ~ ; 1 ~ . . ~ 6 , . . , . . . , - • . -I _ ~.~o,eo ~ ~ ~ ~ , 2 YEAR -1 ° ~ • 1 ~ , ~ • ~ , E111SED BY B.LA. ~ . • . i z<a.eo• - .275 ~,GOF .~Lb 1~ ~ . ~ L " ~ . i . ; . ~ ~ ` ~ ~ 5.21' A ~iES ~ • , • , , , ; . - - ~ . 1~ • , . G J ~ C. OF E.'LOT 6 ~ _ , . ~ _ ~ , ~ , 10 YEAR - 2000° • . ~.6.01 AC~ES~. ~ , r • . / ~ - " ~ ~ ' . ~ . ~ , .r i- . . ~ . ~ ~ , / ~ ~ ~ ~ ~ r. . ' ' . , ~ ~ •.5.65'AGRES~. , ; , ~ RE~7tf~EQ BY ( ~ .~~.•--s•-_ 50YEAR =255 ~ , . e~ ~ s . ~ r . , , _ _ r ,1 • ~ r,. ~ , . . . a, • ~ . ~ ~ I ' ~ ~ _ , . ~ . 440 ' C. OF E. ~COT 2 ~ ~1 . 1 ; . 100 YEAR = 290° ~ ~ o ~ , . . \ 4390A2 • 1 - ~ m~m~1 -1 . ~ . 1 . ~ a5 ~o+~ . . , , _ f . , , , _ . . . . , , ~ ~ ~ ~s. . J . , o s ` , ~ ` ~ ~ , ~ - . 1 ~ 6i41 ~ACRES , ~ ~ , ~ ~ ry . , , v . , .•c _ , ~ • ~ ~ ~ ~ '~`f' . L ~ ~ ~ • 1, - ~J 1 ~ ~ ~ ti' - ~ ro ~ ~ ~ , ~ . ~ ~ . ~ . . . , ~ ~ ~ ~ . . ~ • ~ c ~ a. ~ ,;04 ~ r \ , - ` r ' ; REVISED~Y~:L,A. ~ , t • ~ , , d o • i . : ~ \ ` ~ , 7r u,a,~ .~;~,r ~ I ~ / . . ~ . 1 . 1 ti i,y ♦ F~ Q~ ~ . .1 ` , ~o ' ~ t _ , . '.C..OF•E:'~L. •QT.S ~ ~ ~ ~ ~ ♦ ~ ;o ~ 1 ~ ~ ~ . ' a~ . ~ ~ n.• J . ~ ~ ` 12.15. RES ~ • ~ ' , ~ ♦ P °,1 ~ ~ i , ~i . ~ REV.ISEO BY B: ~-A. . r~•4 _ . . A~ . , , ' a , • \ ~ \ . ~ - Z_- . / ~ ~ I' 1 .91 ~ ~ . F~L T~ - "s' ~ . - rum ~ I . . ~ ' I ~y 'i o~v' ~ ~ ~ , ~ ~ ('1 • . ~ l ♦ 4 ~ . . . ` ~ . 3 oeNnuce eAmm,r ~ I f ` ~ I . • ~ P ~ . ' ~ 1 ~_~511 ~ ~~'c~,~ ' , 8.(~6 AC \ , ° , . ~ ; i i i , ~ i : , f~ ~ ~ ~ , i . ~ . ~ ~ . ~ ~ . . , i ~ ~ ' \ ~ ~ . ~ , ) ~ ~ ~ . ~ , ~ . ~ ~ M ~ ~,,t ~ I ~ , \ \ I . SB+SO ~ . ~ , , \ , . ~ , ~ , . . . ,R~V1SE BY B.L.A. i ~ ~ I ~ 0 \ ~ .r ~ ~ [ • I , ~ . . , . • , , i l ' . . e„~~ T_ ~ ~ F~EVISED BY.B.IaA, , ~ ' . . \ ~i ~ ~ t . s~ i ~ , . . ~ . •~C:~f. E. IATS ' . ~ . • ~ ~ ~ i C. OF E. LOT~ 1 ~ , • ~ . ~ , i'• as+oo ~ ~ ~ • ~ ~1 I \ / ` . ' . "`h ~ aaunr.ae I ~ I ~ ) , , . , ~ \ ~~1~RE~S i ~,o ~ ~ . , 5~ , s'~ ~ ~ , \ ; ~ . . ' ~ ~ ~ l / ~ ! o~~ ~ ~ I G ~ t ~ 522 ACRES, ' • . ~ ~ • ~ ~ , • ~ ~ ' ' - I ~ ~ , f / • ~,r~1 \ ~ . I 1 . \ , ~ ~ , , ,i REVISEDBYB.L.A. i ~ ~ ~ ~ : ,r f:• . ~ ' , 1 ( • ~ ' ~ _ ~ , v~ ~ + ,.~r'~' s' Y Rn~n ~ . ~ . . / . ~ ~ . ~ , , , ~ , , . C. OF E. LOT 7 ; :'..~.-F ~ ~ ~ . r ~ ~ ~ ' . ~ ~A~ d Ka,~,y ~ . ~ ~ s , i i . . , \ : ~ 5.02 ACRES . ~ ` ~ i . ' ~ ~ . .1 ` , ,,eC . 1 ~ . o. = , : 1 . . . { ~ ~ ~ ~ J~~ ~ ' I \ - _ ~ ° Yi"V~ ~~1 I ' ~ l , ~ ! I , ~ ~ , ~ 1 ~ 0 ~ 51'~ , ~ . ~ \ '.t ~ ~ re ~.~r~ ~ ' . "J \ ~ ~ ' ~ ~ I 1 p,V~ i" , ~ o~uwuwt~usnm~t rL~:~~:.~~ ' ~ ~ ; , ~ : ' ~ ~ , ~ ~ . I , _ , • ~ ~ , , • ; ~ , • 1 ~ ~ " / ` . ~ , ~ ,n~ I ~ \ ~ ~ ~ , ~ . , . . ~ . . ~ ~ ~ ~ I REVISED BY B .A. , ~ i i ~ ~ , ~ ~ • , ~ \ . REVIS~D'B B.LA. ~ i ~ . ~ i ~ , ~ ~ ' ~ ' ~ • ~ t . • ~ 'C. OF E, LOT 3 . ~ . i . ; ~ ~ ~ f ~ ~ i ~ . C. QF E.. OT-~ ' ~ i , . ~ : ~ , ~ cw~PHic scn~E . ~ , ~ ~ ~ r , ~ 1 ' _ ~ ~ • ` 5. AC ES . ~ 1 ~ 5.14 AGR S ~ - ~ . ~ ,oo o so ~ao ioo i . ~ ` , , . . ~ ~ - , ~ I ~ _ , , ~ ~ i ~ 1 ~ ~ . ~ ~ • ~ 0%^ ` .2225~ ~ 4a 3.9 0 , J I ~ l ~ . , • , "-a~~: b~' ~ I' ~ • \ , . `r . 1 . . ~ \ , , I . ,r s'F~p4~ i , ~ • . . ' z i • ~ ~ / I ( IN FEE7 ) \ . ~ . ~ ~'9~ \ . , . . . , ~ ~ ~q: ~ ` . ~ . , Ov~y.S~'`~ , ~,~j0 , . ~ . , ~~~h ,UO ft , ~ ~ ~ I l . . . _ ~ , . ~ 5tl E P • ~ ' ~ ~ ' . ' . ~ ~ ~ ~ • ~ ~ .r-oo ' : ~ \ - ' ' . . • ,I ~ c ~yL04 ~ f \ ~ ~ . ~ . . ~2~ ~ ~ i" • ~ ~ , ~ . / . ~ . , D G, ~ / ~ ~ . , ~ ~ ~ . ~ l ~ ~ . I pJ ~ \ ' ~ . , J r i ~ ~ ~ , ~ ' ~ ' ' ~ ~ ~ ~ r^~ \ ( ~ \ r,~ / \ ~ I . 1 ~ ~ ( r' -~I- ~ ' / ~ I 1 ~ / 1 I , . ~ j ~ ~ ~ ~ ~ ~ ' i ~ . I ~ . . , ~ ~ . , . ~ ~ . ! , r , . ~ / • ~ ~ ~ ~ , ~ , i , ~ \ , . . _ I \ , ~ , ( ~ . 1 , ~ : , . ~ ~ ~ , ~ , . . . J Wy i 1 • / , . • ~ , , • ~ . . ' . . . ~ ~ ~ ~ / • / . , ~l . . \ ' ~ ~ ' ' ~ I . ♦ I / I ~ I ' ~ O~ A ~ ~ - , ! . ~ ~ ~ ' . ~~t~~ ~ I \ . ~ ~ 0 ~ 1 • ~ ' ~ ~ . 1 ~ I \I' _ r~~• I, • ~ . ~ I, 1~ , / ` ` . \ , l 1 ~ ~ ` ~ . ~ ~ - . . .i T • ~ ` ~ • I . I ~ / ~ , I ~ • / ~ . • ` / ~ ~ \ , . ~ ~ ~ . I ~ I I~' ' ~ ~ ~ ! . , - f ~ z ~~,~i . ~ \ ~ i \ . ~ ► \ 1 . i, . / . / i / ~J .~FS ' ~ ~ 1 ~ . ~ ~ . ~ i , . , ~ / . ~ . ~ , N.=~---J ~ , ~ ~.s~o►~a~ . ~ , / I ~ , . ~ ~ ~ ~ ~ . ~ET3~ET 9/11 Q~ i i i SCALE: vaae: zoaa,e N•SIT~ B 19 Q~ COUNTY DATUM m ASIN MAP st~e~ U,S.G.S. BENCHMARK 2011, I•: d•~ I • ~aRaoMa~: DA1L•• OZf2eNs TOP OF METAL PIPE ORNEN INTO GROUND ~ I ~ qg ~pyy~ I~ICA VIEW C~ O~ ~ 2 bN14 IRLM H ST. SUBMIRAL TO SPOIfARIE COUMY EISGINEERS DRAWN: RLM ~N~~ OF BOWD SH ANO DISHOMAN-~CAUN ERSECTION DEVELOPER~S APPROVAL DATE ~ p~ IRLM IORtGINAL VLAN PREPARA1tON ~a~~~ sP°~~E ~°uNn, wASHir~GmN JOB NUMBEA ASSHWNN APPR01~D: TRW GDavrU&v~t1F',xnSwrtt37W1~2t6 El.EVATION = 2011.95 NO. I DATE I BY I REVISIOtd$ 2004-19 PF~509d9746~7 FAY:SD9935LQ27 , BASIN ASF98-IALTJ GRASS TOTi4L ACRES P0ND AREA AREA Al 8,515 8,515 17,030 0.39 A1 A2 81,515 8,515 179030 0.39 A2 B 81400 89400 16,500 .39 B c 8,400 81400 16,800 .39 C D 119200 11,200 229400 D E 119200 11,1200 22,400 .57 E F 59392 59392 10, 784 .25 F G 59392 59392 14,784 .25 G H 139408 139408 269816 .62 H . ~ 1 13,408 139408 269816 .62 I J 49496 41F496 89992 .21 J K 4,496 4,496 8,992 .21 K L 69930 4,712 119642 0.27 L A7 A 1,875 101181 l2,O58 .28 - A2A l, 875 49457 59332 .12 - CM PRE _ ~6 CN POST = 78 PRECIP■ 2 YEAR = 1a27511 , I 10 YEAR 2.000" 50 YEAR = 2.55" 100 YIEAR = 2.90" Whipple Consuliing Engineers Basin Calcufation Warksheet Intenslties from IDF Curves - Spokane, Reardan, etc.. Imp 0,9 I(2 yr) = 2 fnches I(10 yr)= 3.18 Inches Per 0.15 I(25 yr) = 4 inches I(50 yr)= 4.571nches 19-Aug-05 04-35 ARGONNE I(100 yr) = 5.1 fnches BNG NOTE: NlA FOR THIS PROJECT SPOKANE COUNTY • GSM • GRASSED PERCOLATION METHOD Q=CIA (cfs) Basin Total Sireet Sidetivalk Driveways Driveways Houses Houses Total Tatal Weighted 208 Area 208 Pond 2 yr 10 yr 25 yr 50 yr 100 yr sf sf sf # of sf # of sf Impervious Perolous "C" sf Area (sf) Storm Storm Storm Storm Storm ~ 1 I i I I i I I I I I I I I - A1 I 17,030.001 8,515.001, 0,001 .0.001 ' --0.001 •.0.001 0.001 8,515:001 8,515.001 0,531 .8,515.001 709.58 . '0:41 i 0.851-0.821 0.941..-1.05 A2 I 17,030.001 8,515.001 0,001 0.001 0.001 0.001 0A01 8,515.001 8,515.001 0,531 8,515.001 709.58 0.411 0.651 0.821 0.941 1.05 B. .1, 16,800.001, 8,400.001• , 0.001 0.001 0.001 • 0.001. 0.001 8,400:001 . 8;400.001-. 0,531• 8,400.001 700.06 .0.401 • 0.641 0.811, -0.931` 1.03 C I 16,800.001 8,400.001 0.001 0,001 0.001 0.001 0.001 8,400,001 8,400.001 0,531 8,400.001 700.00 0.401 0.641 0.811 0.931 1.03 D- 1 22,400.001-11,200.001: • 0.001 0.001, 0.001 - 0.001.. 0.00~• 11,200.001-.11,200:001 0.53111,200.001. 933.33 '•.0.541- ' 0.861 '1.081 : L23I 1.38 E I 22,400.00111,200,001 0.001 0,001 0,001 0.001 0.001 11,200.001 11,200.001 0.53111,200.001 933.33 0,541 0.861 1.081 1.23 1.38 F I 10,784.001 •5,392:001.• 0.001 -O.OOI 0.001• 0,001 '0.001 5,392.001,- .5,392.001 -0,531 5,392.001"-449.33 • 0.261 0.411, 0:521 0.59 - 0.66 G I 10,784.001 5,392,001 0A01 0.001 0.001 0,00 0.001 5,392.001 5,392.001 0.53 5,392.001 449.33 0,261 0.411 0.521 0.591 0.661 H 1 28,816.00113,408.001. 0A01 0.00i 0.001. 0:00 . 0.00 -13,408:001 .13,408.001' .0.53 .13,408.001, ~ 1117:33 -.0.651' •1.031~ 1.291 -1.481 1.651 I I 28,818.00113,408.001 0,001 0.001 0.001 0.001 0,00 13,408.001 13,448,001 0.53113,408.001 1117,33 0.65 1.031 1.291 1.481 1,65 '1 I 8,992.00I' 4,496.001' 0.061,, 0.001 0.001, 0,001 0A01 .4,496,001, 4,488,001 0,531 4,496.001•'':374;87 .,0.22 0.34.1..0.431 ,0.501,- 0.55 K I 8,992.001 4,496.001 0.001 0.001, 0.001 0.001 0.00 ~ 4,496.001 4,496,001 0.531 4,496.001 374.67 0.22 ~ 0.341 0.431 0.501 0.551 L. I. 11,642.001 4,712A01 0.001 • 0:001'- 0,001' 0A01:...0.001 4;712,001 =6,930.001 0.451 4,712:001" 392.67 `0.241', 0,391 *0,4W 6.551 0.62 ~ I I I I I I I 11 I I I I, I I I ~ Total 1187,660.00193,830.001 0.001 0.001•• . 0.00 •0.001• , 0.001; 93;830.001• 93,830.001- 0.53193,830.001 .7819:17 4.521. -7.191 •9.051 10.341-11.53 Combined Basfn CalculaUon Area 1 Ulet Basin Area I I I I I I I I 1 I I I I I I I I i Pierce Lane wiihin Cily of Spokane Valley I I, I I, I I I I ' I I I I , A1A I 12,058.001 - 1,875,001 0.001,• 0.001 • 0;001 -•0,001. 0.001 -1,875,001 10,183.001 0.271,,1,875,001. - 158.25 . 0.161'~'0.231 0.301 • 0.341. '0.38 A2A I 5,332.001 1,875,001 0A01 0.001 0,001 0.001 0.001 1,875.001 3,457,001 0.411 1,875,001 158.25 0.101 0.161 0.201 0,231 0.28 I I I I I I I I I I I I I, I I I I I I 1 I I I I I I I I I 1 I I Whippis Consulqng Engfneers Basin Calculafion Worksheet Intensities from IDF Curves - Spokane, Reardan, etc.. Imp 0,9 I(2 yr) = 2 inches I(10 yr)= 3,18 inches ' Per 0.15 I(25 yr) = 4 inches I(50 yr)= 4.57 inches 19-Aug•05 04•35 ARGONNE I(100 yr) = 5.1 inches 8NG City of Spokane Valley V=1133(A) Method . Requfred Pollulion Area in Required Bottom at Basin Total SUeet Sidewalk Driveways Driveways Hauses Houses Generating Acres Volume 0.5-foot sf sf sf # of sf # of sf Imperolous ac Constant cf Depth (sf) I I I I I I I I ~ I I I I I I I I i I I I I' ~ 1. ~ A1 I 17,030.00 1 8,515.001 0.00 ~ 0.00 I 0.00 1 0,00 I 0.041 8,515.001 0,201 1,133.001 221,481 442•951 A2 I 17,030.00 I 8,515.00 I. 0,00 1 0.00 • I. 0,00 ' I 0,00. 1, ,'0,001. 8,515.001 0,201 •:•1,133.001' ' 221.481. .442.951 B 116,800.0018,400.001 0.00 1 0.00 I 0.00 I 0.00 I 0.001 8,400.001 0,191 1,133A01 218,481 436.971 C I 18,800.00 I 8,400.00 1 0.00 I 0.00 I 0.00 .1 0.00 I ' 0.001 8,400.001 0,191~ :'1,133.001 218.481 ' 438.97 D I 22,400.00111,200.001 0.00 I 0.00 I 0.00 1 0.00 1 0.001 11,200.001 0.261 1,133.001 291.311 582.63 E 1.22,400,001.11,200.001 0.00 •I, 0.00 ~ -0.00; 1 0.00 A 0.001 11,200.001 -:0.281- 1,133.001- 291.311 582,83 F 110,784,0015,392.00 0,00 0.00 I 0.00 I OAO 0.00~ 5,392.001 0.121 1,133.001 140.25 280.49 I G I 10,784.001 5,392.00 0.00 0.00 I 0,00 • I 0.00 0.001 : 5,382.001 '0.121 .1',133,001 140.25 280.49 ~ H 1 26,816.00 113,408.001 0.00 I 0.00 I 0.00 0,00 I 0.001 13,408,001 0.311 1,133.001 348J41 697.49 I I 26,816.00 1,13;408.001 0.00 1 .0.40 1 0.00 OAO 1 0.001,13,408.001 . 0.311 1;133.001 348,741 697.49 J I 8,992.00 I 4,496.001 0.00 I 0.00 I 0.00 0.00 1 0.00 4,496.001 0.101 1,133.001 116,941 233.88 ~ K 1 8,992.00 1 4,496.001 0.00. I 0.00 1 0.00: I 0.00• 1 0.00 4,498,001-. •:0J01- 1,133.001 116.941 233.88 ~ L I 11,642.00 I 4,712.001 0.00 1 0.00 I 0.00 1 0.00 1 0.001 4,712.001 0.111 1,133.001 122.561 245,12 I I I ~ •I, I I I .I I I I I I I I I I I I I I I I I 1. Total I136,800.00168,400.001 0.001 0.001 0.001 0.001 . 0.001 68,400.001. •1.571:. •,I -.1,779.091 • 3558,181 Basins wlthln the Ctty Llmits A1A I 12,058:00 1-1,875.001 0.00 I 0.00' I OAO 1 0.00 0.001 -1-,875.001- , 0:041 ~•1,133.001 48•771 97.54 A2A I 5,332,0011,875,601 0.00 I, 0.00 1 0.00 I 0.00 0.001 1,875.001 0.041 1,133.00~ 48.771 97.54 ~ 1 1 I I I .I I I I' I I I ~ Hyclrograph Return Period Recap I -d. Hydrograph Inflow Peatc Outfiow (cfs) Hydrograph type Hyd(s) description (origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1 SGS Runoff 0.01 0.00 0.84 0.00 3.33 5.49 Pass Through Basin A 2 SCS Runoff 0.01 0.00 0.41 0.00 1.75 2.89 Pass Through Basin B 3 SCS Runoff 0.01 0.00 0.39 0.00 1.66 2.70 Pass Through Basin C 4 SCS Runoff 0.00 0.00 0.22 0.00 0.92 1.50 Pass Through Basin D 5 SCS Runoff 0.01 0.00 0.30 0.00 1.28 2.11 Pass Through Basin E 1 Proj. file: Pass Through Basins.gpw Tuesday, Jun 14 2005, 9:47 AM - Hydraflow Hydrographs by Intelisolve 2 Hydrograph Summary Repod A. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph J. type flow interval peak hyd(s) elevation storage description (origin) (c#s) (min) (min) (cutt) (ft) (cuft) 1 SCS Runoff 0.01 2 1096 342 Pass Through Basin A 2 SCS Runoff 0.01 6 1098 262 - Pass Through Basin B 3 SCS Runoff 0.01 5 1100 227 - Pass Through Basin C 4 SCS Runoff 0.00 5 1100 126 - Pass Through Basin D 5 SCS Runoff 0.01 6 1098 191 Pass Through Basin E r Pass Through Basins.gpw Return Period: 2 Year Tuesday, Jun 14 2005, 9:47 AM Hydraflow Hydrographs by Intelisolve 3 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Tuesday, Jun 142005, 9:47 AM Hyd. NO. 'i Pass Through Basin A Hydrograph type = SCS Runoff Peak discharge = 0.01 cfs Storm frequency = 2 yrs Time interval = 2 rnin Drainage area = 8.160 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 9.30 min Total precip. = 1.28 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 342 cuft PaSS Through Basin A Q(cfs) Hyd. No. 1-- 2 Yr Q (cfs) 0.10 0.10 0.09 0.09 , 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 , - 0.01 0.00 ~ 0.00 p 2 5 7 9 12 14 16 19 21 23 26 , Time (hrs) Hyd No. 1 4 TR55 Tc Worksheet Hydraflow Hydrographs by Intelisolve Hyd. NO. 1 Pass Through Basin A Description A B C Tof.ais Sheet Flow Manning's n-value = 0.170 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 20.00 0.00 0.00 Travel Time (min) = 6.83 + 0.00 + 0.00 = 6.83 Sha0low Concentrated Flow Flow length (ft) = 300.00 0.00 0.00 Watercourse slope = 20.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 7.22 0.00 0.00 Travel Time (min) = 0.69 + 0.00 + 0.00 = 0.69 Channel Flow X sectiona) flow area (sqft) = 1.25 0.00 0.00 Wetted perimeter (ft) = 4.16 0.00 0.00 Channel slope = 20.00 0.00 0.00 Manning's n-value = 0.045 0.015 0.015 Velocity (ftls) = 6.62 0.00 0.00 Flow length (ft) = 700.0 0.0 0.0 Travel Time (min) = 1.76 + 0.00 + 0.00 = 1.76 Total Travel Time, Tc ........................e....,......e......................................... 9.30 min 5 Hydrograph Plot Hydraflow Hydrographs by Intelisalve Tuesday, Jun 14 2005, 9:47 AM Hyd. OVO. 2 Pass Through Basin 6 Hydrograph type = SCS Runoff Peak discharge = 0.01 cfis Storm frequency = 2 yrs Time in#erval = 6 min Drainage area = 6.680 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 10.00 min Total precip. = 1.28 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 262 cuft Pass Through Basin 6 Q(cfs) Hyd. No. 2-- 2 Yr Q(cfs) 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.00 /I 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 2 Time (hrs) TR551'c Worksheet ~ Hydraflow Hydrographs by Intelisatve Hyd. NO. 2 Pass Through Basin B Description A B C Totais Sheet Flow Manning's n-value = 0.170 0.011 0.011 Flovv length (ft) = 100.0 0.0 0.0 7wo-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope (°/a) = 20.00 0.00 0.00 Travel Time (min) = 6.83 + 0.00 + 0.00 = 6.83 Shallow Concentrated Flow Flow length (ft) = 300.00 0.00 0.00 Watercourse slope = 20.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 7.22 0.00 0.40 Travei Time (min) = 0.69 + 0.00 + 0.04 = 0.69 ; Channel Flow X sectional flow area (sqft) = 1.25 0.00 0.00 Wetted perimeter (ft) = 4.16 0.00 0.40 Channel slope = 20.00 0.00 4.00 Manning's n-value = 0.045 0.015 0.015 Velocity (ft/s) = 6.62 0.00 0.00 Flow length (ft) = 1000.0 0.0 0.0 Travel Time (min) = 2.52 + 0.00 + 0.00 = 2.52 Total Travel Time, Tc 10.00 min Hydrograph Plot 7 Hydraflow Hydrographs by intelisolve Tuesday, Jun 14 2005, 9:47 AM Hyd. No. 3 Pass Through Basin C Hydrograph type = SCS Runoff Peak discharge = 0.01 cfs Storm frequency = 2 yrs Time interval = 5 min Drainage area = 5.770 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 9.00 min Totaf precip. = 1.28 in Distribution = Type I! Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 227 cuft Pass Through Basin C Q(cfs) Hyd. No. 3- 2 Yr Q(cfs) 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.00 0.00 0 3 5 8 10 13 15 18 20 23 25 Hyd No. 3 Time (hrs) ~ TR55 Tc Worksheet Hydraflow Hydrographs by Intelisolve Hyd. N0. 3 Pass Through Basin C Description A B C Totals Sheet Flow Manning's n-value = 0.170 0.011 0.011 Fiow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 20.00 0.00 0.00 Travel Time (min) = 6.83 + 0.00 * 0.00 = 6.83 Shallow Concentrated Flow Flow length (ft) = 300.00 0.00 0.00 Watercourse slope = 20.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 7.22 0.00 0.00 Travel Time (min) = 0.69 + 0.00 + 0.00 = 0.69 Channel Flow X sectional flow area (sqft) = 1.25 0.00 0.00 Wetted perimeter (ft) 4.16 0.00 0.00 Channel slope (°/a) = 20.00 0.00 0.00 Manning's n-value = 0.045 0.015 0.015 Velocity (ft/s) = 6.62 0.00 0.00 Flow length (ft) = 600.0 0.0 0.0 Travel Time (min) _'i.51 + 0.00 + 0.00 = 1.51 Total Travel Time, Tc ..............e............................................................... 9.00 min ~ Hydr0graph Plot Hydraflow Hydrographs by Intelisolve Tuesday, Jun 14 2005, 9:47 AM ~ Hyd. NOo 4 Pass Through Basin D Hydrograph type = SCS Runoff Peak discharge = 0.00 cfs Storm frequency = 2 yrs Time interval = 5 min Drainage area 3.210 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 8.70 min Total precip. = 1.28 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 126 cuft Pass Through Basin D Q(cfs) Hyd. No. 4-- 2 Yr ~(cf5) 0.10 0.10 0.09 0.09 i 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.00 0.00 0 3 5 8 10 13 15 18 20 23 25 Time (hrs) Hyd No. 4 10 1'R55 Tc Worksheef Hydraflow Hydrographs by Intelisolve Hyd. NO. 4 Pass Through Basin D Description A B C Totals Sheet Flow Manning's n-value = 0.150 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 15.50 0.00 0.00 Travel Time (min) = 6.84 + 0.00 + 0.00 = 6.84 Shallow Concentrated Flow Flow length (ft) = 200.00 0.00 0.00 Watercourse slope = 15.50 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 6.35 0.00 0.00 Travel Time (min) = 0.52 + 0.00 + 0.00 = 0.52 ; Channel Flow X sectional flow area (sqft) = 1.25 0.00 0.00 VVetted perimeter (ft) = 4.16 0.00 0.00 Channel slope = 15.50 0.00 0.00 Manning's n-value = 0.045 0.015 0.015 Velocity (ft/s) = 5.82 0.00 0.00 Flow length (ft) = 450.0 0.0 0.0 Travel Time (min) = 1.29 + 0.00 + 0.00 = 1.29 Total Travel Time, Tc ...................................................o.......................... 8.70 min Hydr~graph Pl0t Hydraflow Hydrographs by Intelisolve Tuesday, Jun 14 2005, 9:47 AM ilyd. No. 5 Pass Through Basin E Hydrograph type = SCS Runoff Peak discharge = 0.01 cfs Storm frequency = 2 yrs Time interval = 6 min Drainage area = 4.870 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 11.80 min Total precip. = 1.28 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 191 cuft Pass Through Basin E Q(cfS) Hyd. No. 5-- 2 Yr Q (cfs) 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 I I 0.01 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 ~ Hyd No. 5 Time (hrs) TR55 Tc Worksheet Hydraflow Hydrographs by Intelisoive Hyd. No. 5 Pass Through Basin E Description A 6 C Totals Sheet Fiow Manning's n-value = 0.170 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 10.00 0.00 0.00 Travel Time (min) = 9.01 + 0.00 + 0.00 = 9.01 Shallow Concentrated Flow Flow length (ft) = 300.00 0.00 0.00 Watercourse slope = 10.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ftls) = 5.10 0.00 0.00 Travel Time (min) = 0.98 + 0.00 ¢ 0.00 = 0.98 Channel Ftow X sectional flow area (sqft) = 1.25 0.00 0.00 Wetted perimeter (ft) = 4.16 0.00 0.00 Channel slope = 10.00 0.00 0.00 Manning's n-value = 0.045 0.015 0.015 Velocity (ftls) = 4.68 0.00 0.00 Flow length (ft) = 500.0 0.0 0.0 Te-avel Time (rrnen) = 1.78 + 0.00 + 0.00 = 1.78 Total Travel Tirne, Tc ...........................................e.................................. 11.80 min 0 ~ ~s Hydrograph Surnmary Report ' Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 0.84 2 722 4,550 - Pass Through Basin A 2 SCS Runoff 0.41 6 726 3,444 Pass Through Basin B 3 SCS Runoff 0.39 5 725 2,983 Pass Through Basin C 4 SCS Runoff 0.22 5 725 1,660 - Pass Through Basin D 5 SCS Runoff 0.30 6 726 2,511 Pass Through Basin E ti ~ r Pass Through Basins.gpw Return Period: 10 Year Tuesday, Jun 14 2005, 9:47 AM Hydraflow Hydrographs by Intelisolve HyClrograph, Plot Hydraflow Hydrographs by Intelisolve Tuesday, Jun 14 2005, 9:47 AM iiyd. NO. I . Pass Through Basin A Nydrograph type = SCS Runoff Peak discharge = 0.84 cfs Storm frequency = 10 yrs Time interval = 2 min Drainage area = 8.160 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 9.30 min Total precip. = 2.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 4,550 cuft Pass Through Basin A Q(cfs) Hyd. No. 1--10 Yr ~(CfS) 1.00 1.00 0.90 0.90 'o 0.80 0.80 0.70 0.70 0.60 0.60 0.50 ~ 0.50 0.40 0.40 ~ 0.30 0.30 0.20 ~ 0.20 \ 0.10 0.10 ~ 0.00 0.00 0 2 5 7 9 12 14 16 19 21 23 26 ~ Time (hrs) Hyd No. 1 TR55 Tc V'Vorksheet 15 Hydraflow Hydrographs by Intelisofve Hyd. Plo. '1 Pass Through Basin A Description A B C Totals Sheet Ftow Manning's n-value = 0.170 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 20.00 0.00 0.00 Yravel Time (min) = 6.83 + 0.00 + 0.00 = 6.83 Shallow Concentrated Flow Flow length (ft) = 300.00 0.00 0.00 Watercourse slope = 20.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 7.22 0.00 0.00 Travel Time (min) = 0.69 + 0.00 + 0.00 = 0.69 Channel Flow X sectional flow area (sqft) = 1.25 0.00 0.00 Wetted perimeter (ft) = 4.16 0.00 0.00 Channel slope = 20.00 0.00 0.00 Manning's n-value = 0.045 0.015 0.015 Velocity (ft/s) = 6.62 0.00 0.00 Flow length (ft) = 700.0 0.0 0.0 Trave! Time (min) = 1.76 + 0.00 + 0.00 = 1.76 Total Travel Time, Tc 9.30 min Hydrograph Peot - - Hydraflowr Hydrographs by Intelisolve Tuesday, Jun 14 2005, 9:47 AM :'-lyd. NO. 2 Pass Through Basin B Hydrograph type = SCS Runoff Peak discharge = 0.41 cfs Storm frequency = 10 yrs Time interval = 6 min Drainage area = 6.680 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) _'10.00 min Totai precip. = 2.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 3,444 cuft Pass Through Basin B Q(cfs) Hyd. No. 2-10 Yr Q(cfs) 0.50 0.50 0.45 0.45 , , 0.40 " 0.40 0.35 0.35 0.30 0.30 ; ► 0.25 0.25 0.20 0.20 0.15 ~ 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0 2 4 .6 8 10 12 14 16 18 20 22 24 26 : Hyd No. 2 Time (hrs) TR55 Tc Worksheet 17 Hydraflow Hydrographs by intelis4lve Hyd. N0. 2 Pass Through Basin B Description A B C Totats Sheet Flow Manning's n-value = 0.170 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 20.00 0.00 0.00 Travel Time (min) = 6.83 + 0.00 + 0.00 = 6.83 Shaliow Concentrated Flow Flow iength (ft) = 300.00 0.00 0.00 Vllatercourse slope = 20.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ftls) = 7.22 0.00 0.00 Travel Time (min) = 0.69 + 0.00 + 0.00 = 0.69 , Channel Flow X sectional flow area (sqft) = 1.25 0.00 0.00 Wetted perimeter (ft) = 4.16 0.00 0.00 Channel slope = 20.00 0.00 0.00 Manning's n-value = 0.045 0.015 0.015 Velocity (ft/s) = 6.62 0.00 0.00 Flow length (ft) _ 1000.0 0.0 0.0 Travel Time (m6n) = 2.52 + 0.00 + 0.00 = 2.52 Total Travel Time, Tc .......................e........................ 90.00 min Hydrograph Poot Hydraflow Hydrographs by Intelisolve , Tuesday, Jun 14 2005, 9:47 AM rlyd. NO. 3 Pass Through Basin C Hydrograph type = SCS Runoff Peak discharge = 0.39 cfs Storm frequency = 10 yrs Time interval = 5 min Drainage area = 5.770 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 9.00 min Total precip. = 2.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 2,983 cuft Pass Through Basin C Q(cfs) Hyd. No. 3--10 Yr Q(cfs) 0.50 0.50 0.45 0.45 0.40 0.40 ~ 0.35 0.35 0.30 0.30 0.25 0.25 0.20 ' 0.20 0.15 ~ 0.15 0.10 ~ 0.10 \ 0.05 0.05 - 0.00 0.00 0 3 5 8 10 13 15 18 20 23 25 Hyd No. 3 Time (hrs) 1'R55 Tc Worksheet 19 Hydraflow Hydrographs by Intelisolve Hyd. tVo. 3 Pass Through Basin C Description A B C Totals Sheet Ftow Manning's n-value = 0.170 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 20.00 0.00 0.00 Yravei Time (min) = 6.83 + 0.00 + 0.00 = 6.83 Shallow Concentrated Flovv Flow length (ft) = 300.00 0.00 0.00 Watercourse slope = 20.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 7.22 0.00 0.00 Travel Time (min) = 0.69 + 0.00 + 0.00 = 0.69 Channel Flow X sectional flow area (sqft) = 1.25 0.00 0.00 Wetted perimeter (ft) = 4.16 0.00 0.00 Channel slope = 20.00 0.00 0.00 Manning's n-value = 0.045 0.015 0.015 Velocity (ftls) = 6.62 0.00 0.00 Flow length (ft) = 600.0 0.0 0.0 Travel T6me (m6n) = 1.51 + 0.00 + 0.00 = 1.51 Total Travel Time, Tc ............e .......................o......................................... 9.00 min GV Hydrograph Plot Hydraflow Hydrographs by Intelisoive Tuesday, Jun 14 2005, 9:47 AM Ayd. No. 4 Pass Through Basin D Hydrograph type = SCS Runoff Peak discharge = 0.22 cfs Storm frequency = 10 yrs Time interval = 5 rnin Drainage area = 3.210 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic iength = 0 ft Tc method = TR55 Time of conc. (Tc) = 8.70 min Tota( precip. = 2.00 in Distribution = Type Il Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume =1,660 cuft Pass Through Basin D Q(cfs) Hyd. No. 4--10 Yr Q (Cfs) 0.50 0.50 0.45 0.45 ; 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 ~ 0.20 0.15 0.15 0.10 INI~ 0.10 0.05 0.05 0.00 0.00 0 3 5 8 10 13 15 18 20 23 25 ~ Time (hrs) Hyd No. 4 1'R55 Tc WorBssheet 21 Hydraflow Hydrographs by (ntelisoive Hyd. NO. 4 Pass Through Basin D Descrintion A B C 1"ota1s Sheet Flow Manning's n-value = 0.150 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land siope = 15.50 0.00 0.00 Travei Tirne (min) = 6.84 + 0.00 ¢ 0.00 = 6.84 Shallow Concentrated Flowr Flow length (ft) = 200.00 0.00 0.00 Watercourse slope = 15.50 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 6.35 0.00 0.00 Travel Time (min) = 0.52 + 0.00 + 0.00 = 0.52 ; Channel Flow X sectional flow area (sqft) = 1.25 0.00 0.00 1Netted perimeter (ft) = 4.16 0.00 0.00 Channel siope = 15.50 0.00 0.00 Manning's n-value = 0.045 0.015 0.015 Veloc+ty (ft/s) = 5.82 0.00 0.00 Fiow length (ft) = 450.0 0.0 0.0 Trav~l Time (mira) = 1.29 + 0.00 + 0.00 = 1.29 Total Travel Time, Tc 8.70 min 22 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Tuesday, Jun 142005, 9:47 AM . 'Hyd. N0. 5 Pass Through Basin E Nydrograph type = SCS Runoff Peak discharge = 0.30 cfs Storm frequency = 10 yrs Time interval = 6 rnin Drainage area = 4.870 ac Curve number = 66 Basin Slope, = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 11.80 min Total precip. = 2.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 2,511 cuft Pass Through Basin E Q cfs Q (cfs) ~ ) Hyd. No. 5 --10 Yr 0.50 0.50 0.45 0.45 , Y , 0.40 0.40 0.35 0.35 0.30 0.30 , 0.25 0.25 0.20 : 0.20 0.15 0.15 0.10 0.10 0.05 Ij 0.05 ~ 0.00 0.00 p 2 4 6 8 10 12 14 16 18 20 22 24 26 , Time (hrs) Hyd No. 5 Z3 TR55 Tc Worksheet Hydraflow Hydrographs by Intetisolve wyd. No. 5 Pass Through Basin E Description A B C Tmtals Sheet Flow Manning's n-value = 0.170 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 10.00 0.00 0.00 Travel Time (min) = 9.01 + 0.00 + 0.00 = 9.01 Shallow Concentrated Flovv Ffow length (ft) = 300.00 0.00 0.00 Watercourse slope = 10.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 5.10 0.00 0.00 Travel Time (min) = 0.98 + 0.00 + 0.00 = 0.98 ~ Channel Flow X sectional flow area (sqft) = 1.25 0.00 0.00 Wetted perimeter (ft) = 4.16 0.00 0.00 Channel slope = 10.00 0.00 0.00 Manning's n-value = 0.045 0.015 0.015 Velocity (ftls) = 4.68 0.00 0.00 Flow length (ft) = 500.0 0.0 0.0 Traveo Time (min) = 1.78 + 0.00 + 0.00 = 1.78 Total Travel Time, Tc .........................................o.................................... 11.80 min 24 Hydrograph Surnmary Repoft i. Hydrograph Peak Time Tirrte to Volume Inflow Maximum Maximum Hydrograph type flow intenial peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 3.33 2 720 10,254 Pass Through Basin A 2 SCS Runoff 1.75 6 726 7,850 Pass Through Basin B 3 SCS Runoff 1.66 5 725 6,790 Pass Through Basin C 4 SCS Runoff 0.92 5 725 3,778 Pass Through Basin D 5 SCS Runoff 1.28 6 726 5,723 Pass Through Basin E , i Pass Through Basins.gpw Return Period: 50 Year Tuesday, Jun 14 2005, 9:47 AM Hydraflow Hydrographs by tntelisofve I-tydrograph Plof 25 HydraRow Hydrographs by Intelisolve _ Tuesday, Jun 14 2005, 9:47 AM , rlyd. (Vo. '0 Pass Through Basin A Hydrograph type = SCS Runoff Peak discharge = 3.33 cfs Storm frequency = 50 yrs Time interval = 2 min Drainage area = 8.160 ac Curve nurnber = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time -of conc. (Tc) = 9.30 min Total precip. = 2.55 in - Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 10,254 cuft Pass Through Basin A ~(cfS) Hyd. No. 1- 50 Yr Q (cfs) 4.00 I 4.00 ~ ; 3.00 ~ 3.00 ~ ~ 2.00 2.00 1.00 1.00 ` ~ 0.00 0.00 0 2 5 7 9 12 14 16 19 21 23 26 Hyd No. 1 Time (hrs) TR55 Tc lnlorksheet 26 Hydraflow Hydrographs by Intelisolve Hyd. N0. I Pass Through Basin A Description A B C Totais Sheet Flow Manning's n-value = 0.174 0.011 0.011 Flow Icsngth (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 20.00 0.00 0.00 Travel Time (min) = 6.83 + 0.00 + 0.00 = 6.83 Shallow Concentrated Flow Flow length (ft) = 300.00 0.00 0.00 Watercourse slope = 20.00 0.00 0.00 Surface descriptian = Unpaved Paved Paved Average velocity (ft/s) = 7.22 0.00 0.00 Travel Time (min) = 0.69 + 0.00 + 0.00 = 0.69 Channel Flow X sectional flow area (sqft) = 1.25 0.00 0.00 Wetted perimeter (ft) = 4.16 0.00 0.00 Channel siope = 20.00 0.00 0.00 Manning's n-value = 0.045 0.015 0.015 Velocity (ft/s) = 6.62 0.00 0.00 Flow length (ft) = 700.0 0.0 0.0 TraveQ T6me (min) = 1.76 + 0o00 + 0.00 = 1.76 Total Travel Time, Tc ...................................Q,......,.................................. 9.30 rnin Hydrograph Piot 27 Hydraftow Hydrographs by lntelisolve Tuesday, Jun 14 2005, 9:47 AM Hyd. NO. 2 Pass Through Basin B Hydrograph type = SCS Runoff Peak discharge = 1.75 cfs Storm frequency = 50 yrs Time interval = 6 min Drainage area = 6.680 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) =10.00 min Total precip. = 2.55 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 7,850 cuft Pass Through 6asin 6 Q (cfs) Q (cfs) Hyd. No. 2-- 50 Yr 2.00 2.00 ~ 1.00 1.00 ~ ~ 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 2 Time (hrs) 7'R55 1'c WorkSheef 28 Hydraflow Hydrographs by Intelisolve , Hyd. No. 2 Pass Through Basin B Descri ption A B C -~otals Sheet fFlow Manning's n-value = 0.170 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) _.1.28 0.00 0.00 Land slope = 20.00 0.00 0.00 i'ravei Yime (min) = 6.83 + 0.00 + 0.00 = 6.83 Shallow Coracentrated Flow Flow length (ft) = 300.00 0.00 0.00 Watercourse slope = 20.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 7.22 0.00 0.00 Travel Time (min) = 0.69 + 0.00 + 0.00 = 0.69 Channel Flow X sectional flow area (sqft) = 1.25 0.00 0.00 Wetted perimeter (ft) = 4.16 0.00 0.00 Channel slope = 20.00 0.00 0.00 Manning's n-value = 0.045 0.015 0.015 Velocity (ft/s) = 6.62 0.00 0.00 Fiow length (ft) _ 1000.0 0.0 0.0 Trave@ Time (min) = 2.52 + 0.40 + 0.00 = 2.52 Total Travel Time, Tc 10.00 min ~ Hydrograph PsOt 29 Hydraflow Hydrographs by Intelisolve Tuesday, Jun 14 2005, 9:47 AM Hyd. tdo. 3 Pass Through Basin C Hydrograph type = SCS Runoff Peak discharge = 1.66 cfs Storm frequency = 50 yrs Time interval = 5 min Drainage area = 5.770 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 9.00 min Total precip. = 2.55 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 6,790 cuft Pass Through Basin C Q(cfs) Hyd. No. 3-- 50 Yr Q (cfs) 2.00 , 2.00 ~ ~ ~ ~ 1.00 _ 1.00 0.00 0.00 0 3 5 8 10 13 15 18 20 23 25 ' Hyd No. 3 Time (hrs) 30 T'R55 Tc VVorksheet Hydraflow Hydrographs by Intelisolve ; Hyd. fVO. 3 Pass Through Basin C Description A B C Totals Sheet Flow Manning's n-value = 0.170 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) _'1.28 0.00 0.00 Land slope = 20.00 0.00 0.00 Travel Time (min) = 6.53 + 0.00 + 0.00 = 6.83 Shallow Concentrated Flow Flow length (ft) = 300.00 0.00 0.00 Watercourse slope = 20.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 7.22 0.00 0.00 Travei Time (min) = 0.69 + 0.00 + 0.00 = 0.69 Channel Flow X sectional flow area (sqft) = 1.25 0.00 0.00 Wetted perimeter (ft) = 4.16 0.00 0.00 Channel slope = 20.00 0.00 0.00 Manning's n-value = 0.045 0.015 0.015 Velocity (ftls) = 6.62 0.00 0.00 Flow length (ft) = 600.0 0.0 0.0 Travel Tdme (min) = 1.51 + 0.00 + 0.00 = 1.51 Total 'T'ravel Time, Tc 9.00 min ~ 31 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Tuesday, Jun 14 2005, 9:47 AM ; Hyd. No. 4 Pass Through Basin D Hydrograph type = SCS Runoff Peak discharge = 0.92 cfs Storm frequency = 50 yrs Time interval = 5 min Drainage area = 3.210 ac Curve number = 66 Basin Siope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 8.70 min Total precip. = 2.55 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 3,778 cuft Pass Yhrough Basin D Q cfs Q (cfs) Hyd. No. 4- 50 Yr 1.00 1.00 0.90 . ~ 0.90 ~ 0.80 , 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 ~ ~ 0.20 0.20 0.10 I 0.10 0.00 0.00 0 3 5 8 10 13 15 18 20 23 25 ~ Time (hrs) Hyd No. 4 TR55 Tc Worksheet 32 . • Hydraflow Hydrographs by Intelisolve Hya. No. 4 Pass Through Basin D DescriDtion A B C Totals Sheet Flow Manning's n-value = 0.150 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 15.50 0.00 0.00 Travel Tirne (rnin) = 6.84 + 0.00 + 0.00 = 6.84 Shatlow Concentrated Flow Flow length (ft) = 200.00 0.00 0.00 Watercourse slope (°/a) = 15.50 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 6.35 0.00 0.00 Travel Time (min) = 0.52 + 0.00 + 0.00 = 0.52 ! Channel Flow X sectional flow area (sqft) = 1.25 0.00 0.00 Wetted perimeter (ft) = 4.16 0.00 0.00 Channel slope = 15.50 0.00 0.00 Manning's n-value = 0.045 0.015 0.015 Velocity (ft/s) = 5.82 0.00 0.00 Flow length (ft) = 450.0 0.0 0.0 TraveQ Time (enin) = 1.29 + 0.00 + 0.00 = 1.29 Total Travel Time, Tc ...................................a.......................................... 8.70 min ss Hydrograph Plot Hydraflow Hydrographs by Intelisolve _ Tuesday, Jun 14 2005, 9:47 AM 'Hyd. No. 5 Pass Through Basin E Hydrograph type = SCS Runoffi Peak discharge = 1.28 cfs Storm frequency = 50 yrs Time interval = 6 min Drainage area = 4.870 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) =11.80 min Total precip. . = 2.55 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volurne = 5,723 cuft Pass Through Basin E Q(cfs) Hyd. No. 5-- 50 Yr Q(cfs) 2.00 2.00 IP ~ 1.00 1.00 ~ ~ ~I 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 5 34 TR551"c Worksheet • Hydraflow Hydrographs by Intelisolve Hyd. NO. 5 Pass Through Basin E Descrintion A B C Totals Sheet Fiow Manning's n-value = 0.170 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) _'i .28 0.00 0.00 Land slope = 10.00 0.00 0.00 Travel Yime (min) = 9.01 + 0.00 + 0.00 = 9.01 Shailow Concentrated Flow Flow length (ft) = 300.00 0.00 0.00 Watercourse slope = 10.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 5.10 0.00 0.00 Travel 1'iAne (min) = 0.98 + 0.00 + 0.00 = 0.98 ~ Channel Flow X sectional flow area (sqft) = 1.25 0.00 0.00 Wetted perimeter (ft) = 4.16 0.00 0.00 Channel slope = 10.00 0.00 0.00 Manning's n-value = 0.045 0.015 0.015 Velocity (ft/s) = 4.68 0.00 0.00 Flow length (ft) = 500.0 0.0 0.0 Travel Time (min) = 1.78 + 0.00 + 0.00 = 1.78 Total Travel Time, Tc ..o.......................................... 11.80 min f ~I J Hydrograph Summary Report Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph ' type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (ft) (cute) 1 SCS Runoff 5.49 2 720 14,748 Pass Thraugh Basin A 2 SCS Runoff 2.89 6 726 11,318 Pass Through Basin B 3 SCS Runoff 2.70 5 725 9,764 - Pass Through Basin C 4 SCS Runoff 1.50 5 725 5,432 Pass Through Basin D 5 SCS Runoff 2.11 6 726 8,252 - Pass Through Basin E ~ , Pass Through Basins.gpw Return Period: 100 Year Tuesday, Jun 14 2005, 9:47 ANi Hydraftow Hydrographs by Intelisolve Hyclrograp►h PIOt Hydraflow Hydrographs by Intelisolve Tuesday, Jun 14 2005, 9:47 AM , Hyd. No. 1 Pass Through Basin A Nydrograph type = SCS Runoff Peak discharge = 5.49 cfs Storm frequency =100 yrs Time intervaf = 2 min Drainage area = 8.160 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 9.30 min Total precip. = 2.90 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 14,748 cuft Pass Through Basin A Q(cfs) Hyd. No. 1--100 Yr Q(cfs) 6.00 I ! I I I I I I I I I 6.00 I I I 1 I I ~ I I I I ! I I I I I I I ~i I I I I I~ I I I I I 5.00 I I I I I I~ I I I I I I 5.00 I I I ! I~ I I I I I I I ! ! I1~ I ~ I I I I I I 1A ~ I I I I I I I I II 1 I I I I I I I I ll I I I I I 4.00 I I I I II ! ~ I ~ I I 4.00 I I I I II I I I I I I I I I I I I I I I I I I ~ I I I 3.00 I I I I ~ ~ ~ ~ 3.00 I I I I i I I I I I I I I I I~. I I ! ! I I I I I I~ 1 I I I I I 2.00 I I 1 I I I 1 1 2.00 I I I I I I I I I I j 1 ! I I I I I If1 I I I I I 1.00 I I I I 1 1 I I I I I I 1.00 I I I I I I I ~ I I I I I II . I I I I 0.00 0.00 0 2 5 7 9 12 14 16 19 21 23 26 ~ ~ Hyd No. 1 Time (hrs) s~ TR55 Tc Worksheet Hydraflow Hydrographs by Intelisolve Hyd. No. 1 Pass Through Basin A Descraption i4 B C Totats Sheet Flow Manning's n-value = 0.170 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 20.00 0.00 0.00 Travel Tirne (min) = 6.83 + 0.00 + 0.00 = 6.53 Shallow Concentrated Flow Flow length (ft) = 300.00 0.00 0.00 Watercourse slope = 20.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ftls) = 7.22 0.00 0.00 Travei Time (min) = 0.69 + 0.00 + 0.00 = 0.69 , Channel Flow X sectional flow area (sqft) = 1.25 0.00 0.00 Wetted perimeter (ft) = 4.16 0.00 0.00 Channel slope = 20.00 0.00 0.00 Manning's n-value = 0.045 0.015 0.015 Velocity (ft/s) = 6.62 0.00 0.00 Flow length (ft) = 700.0 0.0 0.0 Travel Time (min) = 1.76 + 0.00 + 0.00 = 1.76 Total Travel Time, Tc ........a 9.30 min ► JV i-ly►drograph Plot Hydraflow Hydrographs by Intelisoive Tuesday, Jun 14 2005, 9:47 AM riyd. NO. 2 Pass Through Basin B Hydrograph type = SCS Runoff Peak discharge = 2.89 cfs Storm frequency = 100 yrs Time interval = 6 min Drainage area = 6.680 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 10.00 min Total precip. = 2.90 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 11,318 cuft -Pass Through Basin B Q(GfS) Hyd. No. 2--100 Yr ~(Gf5) 3.00 3.00 ~ , sK ~ ~ 2.00 2.00 ~ ~ 1.00 1.00 0.00 ~ ~ I I\ 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd tVo. 2 vv TR55 Tc Worksheet Hydraflow Hydrographs by Intelisalve Hyd. fdo. 2 _ Pass Through Basin B Description A B C Totais Sheet Flaw Manning's n-value = 0.170 0.011 0.011 Flow fength (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 20.00 0.00 0.00 Travel Time (min) = 6.83 + 0.00 + 0.00 = 6.83 Shallow Concentrated Flow Flow length (ft) = 300.00 0.00 0.00 Watercourse slope = 20.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 7.22 0.00 0.00 Travel Time (min) = 0.69 + 0.00 + 0.00 = 0.69 Channel Ftow X sectional flow area (sqft) = 1.25 0.00 0.00 Wetted perimeter (ft) = 4:-16 0:00 0.00 Channel slope = 20.00 0.00 0.00 Manning's n-vaiue = 0.045 0.015 0.015 Velocity (ftls) = 6.62 0.40 0.04 Flow length (ft) = 1000.0 0.0 0.0 Travea Tirne (min) = 2.52 + 0.00 f 0.00 = 2.52 Total Travel Time, Tc .............e......................o.,....................................... 10.00 min i ''!V Hydrograph Plot Hydraflow Hydrographs by Intetisolve Tuesday, Jun 942005, 9:47 AM Hyd. No. 3 Pass Through Basin C Hydrograph type = SCS Runoff Peak discharge = 2.70 cfs Storm frequency = 100 yrs Time interval = 5 min Drainage area = 5.774 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 9.00 min Total precip. = 2.90 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 9,764 cuft Pass Through Basin G Q(cfs) Hyd. No. 3--100 Yr Q (cfs) 3.00 3.00 ~ ~ ~ • 2.00 2.00 i ~ ~ ~ ~ 1.00 1.00 ~ ~ ~ 0.00 0.00 0 3 5 8 10 13 15 18 20 23 25 , Time (hrs) Hyd No. 3 47 TR55 Tc Worlcsheet • Hydraflow Hydrographs by Intelisolve Hyd. No. 3 Pass Through Basin C Description A B C Totals Sheet Flow Manning's n-value = 0.170 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 20.00 0.00 0.00 Travel Time (rnin) = 6.83 + 0.00 + 0.00 = 6.83 Shallow Concentrated Flow Flow length (ft) = 300.00 0.00 0.00 Watercourse slope = 20.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 7.22 0.00 0.00 Travel Time (min) = 0.69 + 0.00 + 0.00 = 0.69 Channel Flow X sectional flow area (sqft) = 1.25 0.00 0.00 Wetted perimeter (ft) = 4.16 0.00 0.00 Channel slope 20.00 0.00 0.00 Manning's n-value = 0.045 0.015 0.015 Velocity (ft/s) = 6.62 0.00 0.00 Flow length (ft) = 600.0 0.0 0.0 Travel Time (min) = 1.51 + 0.00 + 0.00 = 1.51 Total Travel Time, Tc 9.00 min ~L HyClrOgraph PlOt Hydraflow Hydrographs by Intelisolve Tuesday, Jun 14 2005, 9:47 AM 'Hyd. No. 4 Pass Through Basin D Hydrograph type = SCS Runoff Peak discharge = 1.50 cts Storm frequency = 100 yrs Time interval = 5 min Drainage area = 3.210 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft . Tc method = TR55 Time of conc. (Tc) = 8.70 min Total precip. = 2.90 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 5,432 cuft Pass Through Basin D Q(cfs) Hyd. No. 4-- 100 Yr Q(cfs) 2.00 2.00 ~ 1.00 1.00 ~ ~ 0.00 0.00 0 3 5 8 10 13 15 18 20 23 25 Hyd No. 4 Time (hrs) ~ TR55 `I'c Worksheet Hydraflow Hydrographs by lntelisolve ' Hyd. N0. 4 Pass Through Basin D Description A B c Totals Sheet Flow Manning's n-value = 0.150 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land siope = 15.50 0.00 0.00 Travel Time (min) = 6.84 + 0.00 + 0.00 = 6.84 Shallow Concentrated Ftorrv Flow length (ft) = 200.00 0.00 0.00 Watercourse slope = 15.50 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 6.35 0.00 0.00 Travel Time (min) = 0.52 ¢ 0.00 + 0.00 = 0.52 ~ Channel Flow X sectional flow area (sqft) = 1.25 0.00 0.00 Wetted perimeter (ft) = 4:16 0.00 0.00 Channel slope = 15.50 0.00 0.00 Manning's n-value = 0.045 0.015 0.015 Velocity (ft/s) = 5.82 0.00 0.00 Flow length (ft) = 450.0 0.0 0.0 Travel Time (min) = 1.29 + 0.00 + 0.00 = 1.29 Total Travel Time, Tc 8.70 min . ~ ~ Hydrograph PIot Hydraflow Hydrographs by Intelisolve Tuesday, Jun 142005, 9:47 AM ' Hyd. No. 5 Pass Through Basin E Hydrograph type = SCS Runoff Peak discharge = 2.11 cfs Storm frequency = 100 yrs Time interval = 6 rnin Drainage area = 4.870 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = Q ft Tc method = TR55 Time of conc. (Tc) = 11.80 min Total precip. = 2.90 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 8,252 cuft Pass Through Basin E Q(cfs) Hyd. No. 5--100 Yr ~(cfS) 3.00 . 3.00 2.00 ~ 2.00 ~ ;i ~ 1.00 1.00 ~ ~ ~ ~ ~ I ~ ► ~ t 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 ~ Time (hrs) Hyd No. 5 1'R55 Tc V!lorksheet _ Hydraflow Hydrographs by Intelisolve ' Hyd. No. 5 Pass Through Basin E Description A B G Totals Sheet Flow Manning's n-value = 0.170 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 10.00 0.00 0.00 T'ravel Time (min) = 9.01 + 0.00 + 0.00 = 9.01 Shallow Concentrated Flow Flow length (ft) = 300.00 0.00 0.00 Watercourse slope = 10.00 0.00 0.00 SurFace description = Unpaved Paved Paved Average velocity (ft/s) = 5.10 0.00 0.00 Travel Time (min) = 0.98 + 0.00 + 0.00 = 0.98 , Channel Ftow ' X sectional flow area (sqft) = 1.25 0.00 0.00 Wetted perimeter (ft) = 4.16 0.00 0.00 Channei slope = 10.00 0.00 0.00 Manning's n-value = 0.045 0.015 0.015 Velocity (ft/s) = 4.68 0.00 0.00 Flow length (ft) = 500.0 0.0 0.0 Travel Time (min) = 1.78 + 0.00 + 0.00 = 1.78 Totai Travel Time, Tc .........................e............a.v..................................... 11.80 min ~ Hydra P )w Plan View _ , Outiall Ouliall 4utfall OulfaU Out{311 1 ~ 11 2 4 6 3 ~ 7 9 ^~10 Pro)ect file; Pass Thraugh Basfns.stm No. Lines:11 09-13-2005 Hydraflrnv Slorm Sewers 20D Storm Sewer Summary Repod Page 9 Line Line ID Flow Line Line Invert Invert line HGL HGL Minor Dns No. . rate s'ize length EL On EL Up siope down up loss line , (cfs) (in) (ft) (ft) (ft) (ft) (ft) (ft) No. 1 Pass Through A 6.49 24 c 24.0 175.33 177.10 7.375 176.23 178.00 0.05 . FRF~ 2 inserted Line 5.99 24 c 62.0 177.10 177.41 0.500 178.33 178.63 0.02 _ . 1 3 Inserted Une 5.49 24 c 19.0 177.41 180.00 13.632 178.66 180.83 0.31 2 4 Pass Through B 2.89 24 c 122.0 203.44 204.05 0.500 204.04 205.18 0.04 End 5 Pass Through C 3.70 24 c 40.0 205.89 209.61 9.300 206.57 290.29 0.04 End 6 Inserted Une 3.20 24 c 62.0 249.61 209.91 0.484 210.46 210.76 0.01 5 7 inserted Une 2.70 24 c 18.0 209.91 215.00 28.278 210.78 215.58 0.20 6 8 Pass Through D 2.50 24 c 210.0 217.29 218.36 0.510 217.85 219.59 0.00 End 9 Inserted Une 2.00 24 c 90.5 218.36 218.76 0.442 219.60 219.67 0.00 8 10 Inserted Une 1.50 24 c 15.9 218.78 222.91 25.975 219.67 223.34 0.14 9 11 Pass Through E 2.11 12 x 60 b 100.0 100.00 102.00 2.000 100.98 102.18 0.09 End ~ Project File: Pass Through Basins.stm- Number of lines: 11 Run Date: 09-13-2005 NOTES: c= circular, e= elliptical; b= bo)q Retum period = 100 Yrs.; " Indicates surcharge condition. Hydra(low Starm Sewers 2003 FL'L1 ""'T RLpOrt Page Line To Type n- Len Drainage Area Time Time Inten Total Add Inlet Elev of HGL Rise HGL Actual Date: 09-27•2005 No Line of value of of (I) CA Q elev struc C1= 0.2 conc flow Elev of Crown Span Pipe Full Flow Frequency, 100 yrs C2 = 0.5 in Total C3 = 0.9 sect flow Elev of invert ProJ: Pass Through Ba; Incre- Sub- Sum Q Up Down Fali Size Slope Vel Cap ment total CA (ft) (ac) (ac) (min) (min) (infhr) (cfs) (ft) (ft) (ft) (ft) (fn) (ftls) (cfs) L(ne description 1 End MH 0.024 24.0 0,00 0.00 0.00 0.72 0.19 0.0 0.00 0,50 0.00 178.00 176.23 1.77 24 7.38 4.72 6,49 Pass Through A 0,00 0,00 0.00 6.49 179.10 177,33 24 7.38 10.59 33.27 0.00 4,00 0.00 177.10 175.33 1.77 Cir 2 1 MH 0,024 62.0 0.00 0.00 0.00 0.18 0.54 0.0 0.00 0.50 0.00 178.63 178,33 0.31 24 0.50 2.97 5.99 Inserted Line 0.00 0,00 0,00 5.99 179.41 179.10 24 0.50 2.76 8.66 0.00 0.00 0.00 177.41 177.10 0.31 Cir 3 2 Hdwl 0.024 19.0 0.00 0.00 0,00 0.00 0.18 0.0 0.00 5.49 0.00 180.83 178.66 2.17 24 11.45 3.56 5.49 Inserted Line 0.00 0,00 0.00 5.49 182.00 179.41 24 13,63 14.40 45.23 0.00 0,00 0.00 180.00 177.41 2.59 Cir , 4 End Hdwl 0.024 122.0 0.00 0.00 0.00 0.00 2,21 0.0 0.00 2.89 0.00 205.18 204.04 1.13 24 0.93 2.61 2.89 Pass Through B 0.00 0.00 0.00 2.89 206.05 205.44 24 0.50 2.76 8.66 0.00 0.00 0.00 204.05 203,44 0.61 Cir 5 End MH 0.024 40.0 0.00 0.00 0.00 1.36 0.57 0.0 0.00 0.50 0,00 210.29 206.57 3.72 24 9.30 3.92 3.70 Pass Through C 0.00 0.00 0.00 3,70 211.61 207.89 24 9,30 11.89 37,36 0.00 0,00 0.00 209.61 205.89 3.72 Cir 6 5 MH 0.024 62.0 0.00 0.00 0.00 0.35 1.01 0.0 0.00 0.50 0.00 210.76 210,46 0.30 24 0.48 2.52 3.20 Inserted Line 0.00 0.00 0.00 3.20 211.91 211,61 24 0.48 2.71 8,52 0.00 0.00 0.00 209.91 209,61 0.30 Cir 7 6 Hdwl 0.024 18.0 0.00 0.00 0.00 0.00 0.35 0.0 0.00 2.70 0.00 215.58 210.78 4.81 24 26.70 2.81 2.70 Inserted Line 0,00 0.00 0.00 2.70 217.00 211.91 24 28.28 20.74 65.15 0.00 0.00 0.00 215.00 209.91 5.09 Cir 8 End MH 0.024 210.0 0,00 0,00 0.00 2.92 4.40 0.0 0.00 0.50 0.00 219.59 217.85 1.74 24 0,83 2.35 2,50 Pass Through D 0.00 0.00 0.00 2.50 220.36 219,29 24 0.51 2.78 8.75 0.00 0.00 0.00 218.36 217,29 1,07 Cir 9 8 MH 0.024 90.5 0.00 0.00 0.00 0.56 2.37 0.0 0.00 0.50 0.00 219.67 219.60 0.07 24 0.08 1.21 2.00 Inserted Line 0.00 0.00 0.00 2.00 220.76 220.36 24 0.44 2.59 8,14 0.00 0.00 0.00 218.76 218,36 0.40 Cir 10 9 Hdwl 0.024 15.9 0.00 0.00 0.00 0.00 0.56 0.0 0.00 1.50 0.00 223.34 219.67 3.67 24 23.09 2,05 1,50 Inserted Line 0,00 0.00 0.00 1.50 224.91 220.78 24 25.97 19,88 62.44 0.00 0.00 0.00 222.91 218.78 4.13 Clr NOTES: Intensity =127.161(Inlet time + 17.80)"0.82 (inlhr) ; Time of flow in section is based on full flow, . Hydraflow Storm 3ewers 2008 FL'17'0'*'T Report ~ Page Lfne Ta Type n- Len Drainage Area Time Time Inten Total Add Inlet Elev of HGL Rise HGL Actual Date: 09-27•2005 No Line of value of of (I) CA Q elev , struc C1= 0.2 conc flow Elev of Crown Span Pipe Full Flow Frequency: 100 yrs C2 = 0.5 in Total C3 = 0.9 sect flow Elev of Invert Proj: Pass Through Ba Incre- Sub- Sum Q Up Down Fall Size Slope Vel Cap ment tatal CA (ft) (ac) (ac) (min) (min) (inlhr) (cfs) (ft) (ft) (ft) (ft) (in) (ftls) (cfs) Line description 11 End Hdwl 0.024 100.0 0.00 0.00 0.00 0.00 3.95 0.0 0.00 2,11 0.00 102.18 100.18 2,00 12 2.00 2,38 2.11 Pass Through E 0.00 0.00 0,00 2.11 103.00 101.00 60 2.00 4.88 24.42 0.00 0.00 0,00 102.00 100.00 2.00 Box NOTES: Intensity =127.16 f(Inlet Ume + 17.80)"0.82 (inlhr) ; Time of flow in section is based on full flow. HydreOow Stortn Sewers 200; Hydrf*.,* 1ic Grade Line Computations . Pagg Line Size Q Downstream Len Upstream Check JL Minoi invert HGL Depth Area Vel Vel EGL Sf Invert HGL Oepth Area Vel Vel EGL Sf Ave Enrgy coeff loss elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sqft) (ftls) (ft) (ft) (ft) (ft) (ft) (ft) (sqft) (ftls) (ft) (ft) (ft) (K) (ft) 1 24 6.49 175.33 17623 0,90 1.38 4.72 0.35 176.58 1.643 24.0 177.10 178.00 0.90*' 1.38 4.72 0.35 178.35 1,603 1,603 n/a 0.15 0.05 2 24 5.99 177.10 118.33 1.23* 2,02 2.96 0.14 178.46 0.495. 62.0 177.41 178.63 9.22 2.02 2.97 0.14 178.77 0.498 0,496 0.308 0.15 0.02 3 24 5.49 177.41 178.66 1.25 2.06 2.67 0.11 178.77 0.398 19.0 180.00 180.83 0.83"* 1,23 4,46 0.31 181.14 1.548 0.973 n!a 1.00 0.31 4 24 2.89 203.44 204.04 0.60* 0,80 3.63 0.20 204.25 1.432 122 204,05 205,18 1.13 1.82 1.59 0.04 205.21 0.151 0.791 0.965 1.00 0.04 5 24 3.70 205.89 206.57 0.68" 0,94 3.92 0.24 206.81 1.462 40.0 209,61 210.29 0.68** 0.94 3.92 0.24 210,53 1.462 1.462 n/a 0.15 0.04 6 24 3.20 209.61 210.46 0.85' 1.27 2.52 0.10 210.56 0.483 62.0 209.91 210.76 0.85 1.27 2.51 0.10 210,86 0.481 0.482 0299 0.15 0.01 7 24 2.70 209.91 210.78 0.87 1.30 2,07 0.07 210,84 0.322 18.0 215,00 215.58 0.58 0.76 3,55 0.20 215.78 1.426 0.874 0.157 1.00 0.20 8 24 2.50 217.29 217.85 0.56" 0.72 3,47 0.19 218.04 1.421 210 218.36 219.59 1,23 2.03 1.23 0.02 219.62 0.085 0.753 1.581 0,15 0,00 9 24 2,00 218.36 219,60 1.24 2.04 0.98 0.01 219.61 0.054 90.5 218.76 219.67 0.91 1.39 1.44 0.43 219.70 0.149 0.102 0.092 0.15 0,00 10 24 1,50 218.78 219.67 0.89 9.36 1.11 0.02 219.69 0.089 15.9 222,91 223.34 0.43'" 0.50 2.99 0.14 223.48 1.410 0,749 n/a 1.00 0.14 11 12 2.11 100.00 100.18 0.18" 0.89 2.38 0.09 100.27 1,630 100 102,00 102.18 0,18" 0.89 2.38 0.09 102.27 1.630 1.630 n/a 1.00 0.09 60 b Project File: Pass Through Basins.stm Number of lines: 91 Run Date: 09-27-2005 NOTES:' Normal depth assumed., Critical tlepth assumed. Hydreflow Storm Sewers 21 t-itorm tiewer rroriie Proj, file: Pass Thro, -h Basins,stn Elev, (ft) 197.00 _ __~_.T,. W~__~~....._.._._.~.._..._,.__~_... _ . . _ _ _ . I_. 192.00 ~ _._......s . ~ . _ _ _ . _ _ Ln; v 24 181.00 l.n: 1 ',-n: ~I 1 . ~ 24 '(in) -24 ~ . ~ ~ . _ ,m.., ..._..W.. ~ _.._......._._.,...,..,~...v_ ..._._._~~r / 182.00 I I,.. I. . . . „ . . _ , . _ , , , _ .k , _ . ~ . . e _ . . . , ~ . _ _ ..I.. . _"---..i .y_.......,.m.~j~...___I.~_ ...........~_.~~~..W.._` _....._....~.r.l_...._. Y , , ~ 177.00 ~ , . _ _ . . . , _ 172A0 _ . 0 10 20 30 40 50 60 70 80 90 100 110 Reach (ft) Hydraflow Storm Sewers 200 btorm Sewer Nrotiie Proj. file; PassThrol,ryh Basins.strr Elev, (ft) 216.00 213.00 I n~ ,4 _24 (in) . _~.m._..^ 210.00 - - - 207.00 . . . . . ~ . ~ . ..r... ,m. M , . . . . .........m. I ._I..._._.. i ~ . . . , ~.~.....,..,,w ~ . .............~......W-.. ..m~...~......"'. m.... ....Y~. . _ - , 204.00 Mg. ~ . ...u : ~ ...~.....~.'.,Y,. ,^.W ~........w.~.._~ _ ~ , m... . . 201,00 0 10 20 30 40 50 60 70 80 90 100 110 120 130 Reach (ft) Hydraflow Storm Sewets 200 atorm zewer rrotiie Proj, file: Pass Thro,--h Basins,stn Elev. (ft) 236,00 229,00 . . . . ~ _ _ . ~ . W~. ~_~.~...,,_Y _ _Ln:.7-.~_., . _24 ) W......_.._ 222.00 _(in _ ~ , . Ln:.S. . . Ln:6. Y,. . _ _ ..W_..._ _ . _ _~,..._W _ ~ _0 nY.~ ~ . _ _,r. 24 (in) ,_24 . . . . . . . . . . . . 215.00 ' _ _ _ . . _ . . _ _ _ y . , ~ ~ I L ~ 208.00 ~ _ . . . . ~ . 201.00 ~ 0 10 20 30 40 50 60 70 80 90 100 110 120 Reach (ft) HydreFlow Storm Sewers 2003 omorm *ewer rroriie Proj. file: Pass Throp -h Basins.strr Elev. (ft) 238.00 ~ 233.00 Ln:10 ....,..,240 n) 228.00 24 (in)-., . , , . . . . 24 (in) ~ W _ _ . . . ~ ~ „ . . . . . . 223.00 . ~ . _ . _ . _ _ . I ~ _ . _ . ......_.,~..Y_.,...W_ 1_ ~._I 1` 218.00 t6d. . _ . _ . _ _ _ _ ~ . _ . . _ 213.00 0 25 50 75 100 125 150 175 200 225 250 275 300 325 Reach (ft) . Hydraflow Storm Sewers 2003 5torp" Sewer Profile Proj. file; Pass Throi --h Basins,stm Elev. (ft) 117,00 _ ....._I_ _ 113.00 , . . _ , . . . _ . Ln:..~.~ . 109.00 . „ . . _ . _ , -11.2 X 6 . . . . .........n . . , - - . . . . . . . . . . . . . . . 105.00 _...m.._..._~.,...._..._^_.____ v,u,.,......._ ~......._.I: - . . . 101.00 97.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) , Hydraflow Storm Sewers 200.! ~ Hydrograph Return Period Recap 1. Hydrograph inflow Peak Outflow (cfs) Hydrograph rvo. type Hyd(s) description (origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1 SCS Runoff 0.00 0.02 0.09 0.15 Pre Basin A1and A2 2 SCS Runoff 0.00 0.02 0.10 0.17 Pre Basin B/ C 3 SCS Runoff 0.00 0.02 0.09 0.15 Pre Basin D/ E 4 SCS Runoff 0.00 0.01 0.05 0.08 Pre Basin F/G 5 SCS Runoff 0.00 0.03 0.10 0.17 Pre Basin H/ I 6 SCS Runoff 0.00 0.01 0.06 0.09 Pre Basin J/ K 1 Proj. file: Pre Developed Basins.gpw Friday, Sep 30 2005, 10:33 AM Hydraflow Hydrographs by Intelisolve 2 Hyelrograph Summary Report Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph type fiow irrtervai peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 0.00 5 1105 16 Pre Basin A1and A2 2 SCS Runoff 0.00 6 1098 15 Pre Basin B/ C 3 SCS Runoff 0.00 6 1116 25 - Pre Basin D/ E 4 SCS Runoff 0.00 6 1110 10 Pre Basin F/G 5 SCS Runoff 0.00 6 1116 27 Pre Basin H/ I 6 SCS Runoff 0.00 6 1098 8 - Pre Basin J/ K ) s Pre Developed Basins.gpw Retum Period: 2 Year Friday, Sep 30 2005, 10:33 AM Hydraflow Hydrographs by Intelisolve 3 Hydrograph Plot . Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 10:33 AM Hyd. No. 1 Pre Basin A'1 and A2 Hydrograph type = SCS Runoff Peak discharge = 0.00 cfs Storm frequency = 2 yrs Time interval = 5 min Drainage area = 0.390 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 18.40 min Total precip. = 1.28 in Distribution = Type II Storm dura#ion = 24 hrs Shape factor = 484 Hydrograph Volume =16 cuft Pre Basin A1 and A2 Q(cfs) Hyd. No. 1-- 2 Yr Q(cfs) 0.10 0.10 0.09 0.09 ~ ` 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 - 0.02 0.01 0.01 0.00 - 0.00 0 3 5 8 10 13 15 18 20 23 25 Time (hrs) ~ Hyd No. 1 ~ TR55 Tc Worksheet Hydraflow Hydrographs by intelisolve Hyd. No. 1 Pre Basin A1and A2 Description A B C Totals Sheet Flow Manning's n-value = 0.170 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 2.00 0.00 0.00 Travel Time (min) = 17.16 + 0.00 + 0.00 = 17.16 Shallow Concentrated Flow Flow length (ft) = 300.00 0.00 0.00 Watercourse slope = 6.67 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 4.17 0.00 0.00 Travel Time (min) = 1.20 + 0.00 + 0.00 = 1.20 Channel Flow ~ X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc 18.40 min ~ Hydrograph Plo$ Hydraflow Hydrographs by Intelisolve Tuesday, Jun 14 2005, 10:58 AiVI ~ 6-Byd. No. 2 Pre Basin B / C Hydrograph type = SCS Runoff Peak discharge = 0.00 cfs Storm frequency = 2 yrs Time interval = 6 min Drainage area = 0.390 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 18.90 min Total precip. = 1.28 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 . Hydrograph Volume =15 cuft Pre Basin B / C Q(cf5) Hyd. No. 2- 2 Yr Q(cfs) 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 ~ Hyd No. 2 Time (hrs) ~ TR551"c Worksheet Hydraflow Hydrographs by Intelisolve Hyd. NO. 2 • Pre Basin B / C Description A B C To#als Sheet Flow Manning's n-value = 0.170 0.011 0.011 Flow length (ft) = 200.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 7.50 0.00 0.00 Travel Time (min) = 17.61 + 0.00 + 0.00 = 17.61 Shallow Concentrated Flow Flow length (ft) = 350.00 0.00 0.00 Watercourse slope = 7.50 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 4.42 0.00 0.00 Travel Time (min) = 1.32 + 0.00 + 0.00 = 1.32 Channel Flow ~ X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope = 0.40 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Tirne (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc 18.90 min I Hydrograph Plot Hydraflow Hydrographs by Intelisolve Tuesday, Jun 14 2005, 10:58 AM Hyd. Rlo. 3 . Pre Basin D / E Hydrograph type = SCS Runoff Peak discharge = 0.00 cfs Storm frequency = 2 yrs Time interval = 6 min Drainage area = 0.570 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 32.20 min Total precip. = 1.28 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 25 cuft Pre Basin D / E Q(cfs) Hyd. No. 3-- 2 Yr Q(cfs) 0.10 0.10 0.09 0.09 i 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.00 . 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 3 tS TR55 Tc Worksheet Hydraflow Hydrographs by Intelisolve ~ Hyd.OVo. 3 Pre Basin D / E Description A B C Totals Sheet Flow Manning's n-value = 0.170 0.011 0.011 Flow length (ft) = 200.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 2.20 0.00 0.00 Travel Time (min) = 28.75 + 0.00 + 0.00 = 28.75 Shallow Concentrated Flow Flow length (ft) = 500.00 0.00 0.00 Watercourse slope = 2.20 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 2.39 0.00 0.00 Travel Time (min) = 3.48 + 0.00 + 0.00 = 3.48 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc 32.20 min ~ HydrOgraph Plot Hydraflow Hydrographs by Intelisoive Tuesday, Jun 14 2005, 10:59 AM J Hyd. NO. 4 Pre Basin F /G Hydrograph type = SCS Runoff Peak discharge = 0.00 cfs Storm frequency = 2 yrs Time interval = 6 min Drainage area = 0.250 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 25.20 min Total precip. = 1.28 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 10 cuft Pre Basin F /G Q(cfs) Hyd. No. 4-- 2 Yr Q(cfs) 0.10 0.10 0.09 0.09 ~ 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.00 - - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 ~ Hyd No. 4 Time (hrs) IV TR55 Tc VVorksheet ' Hydraflow Hydrographs by Intelisolve ~ Hyd. No. 4 Pre Basin F /G Description A B C Totals Sheet Flow Manning's n-value = 0.170 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 1.00 0.00 0.00 Travel Time (min) = 22.64 + 0.00 + 0.00 = 22.64 Shallow Concentrated Flow Flow length (ft) = 250.00 0.00 0.00 Watercourse slope = 1.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 1.61 0.00 0.00 Travel Time (min) = 2.58 + 0.00 + 0.00 = 2.58 Channel Flow 'X sectional flow area (sqft) = 0.00 0.00 0.00 V1letted perimeter (ft) = 0.00 0.00 0.00 Channel slope = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc 25.20 min iHydrog raph Plot Hydraflow Hydrographs by Intelisolve Tuesday, Jun 14 2005, 10:59 AM ~ Hyd. No. 5 Pre Basin H / I Hydrograph type = SCS Runoff Peak discharge = 0.00 cfs Storm frequency = 2 yrs Time interval = 6 min Drainage area = 0.620 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 31.80 min Total precip. = 1.28 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 27 cuft Pre Basin H / I Q(cfs) Hyd. No. 5- 2 Yr Q (cfs) 0.10 0.10 0.09 0.09 , 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 - 0.03 0.02 0.02 0.01 0.01 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) ' Hyd No. 5 1'R55 Tc Vl/orkshee$ , Hydraflow Hydrographs by Intelisolve " HyCI. NO. 5 Pre Basin H / I Description A B C Totals Sheet Flow Manning's n-value = 0.170 0.011 0.011 Flow length (ft) = 300.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 5.00 0.00 0.00 Travel Time (min) = 28.64 + 0.00 + 0.00 = 28.64 Shallow Concentrated Flow Flow length (ft) = 550.00 0.00 0.00 Watercourse slope = 3.25 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 2.91 0.00 0.00 . Travel Time (min) = 3.15 + 0.00 + 0.00 = 3.15 Channel Flow ? X sectional flow area (sqft) = 0.00 0.00 . 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc ...................................d.........,................................ 31.80 min Hydrograph Piot Hydraflow Hydrographs by Intelisoive Tuesday, Jun 14 2005, 10:59 AM ~ Hyd. Rlo. 6 Pre Basin J / K Hydrograph type = SCS Runofif Peak discharge = 0.00 cfs Storm frequency = 2 yrs Time interval = 6 min Drainage area = 0.210 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 15.10 min Total precip. = 1.28 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 8 cuft Pre Basin J / K Q(cfs) Hyd. No. 6-- 2 Yr Q(cfs) 0.10 0.10 0.09 0.09 i 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 - 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.00 , - _ 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 6 Time (hrs) ' 14 TR55 Tc Worksheet Hydraflow Hydrographs by Intelisoive ' Hyd. No. 6 Pre Basin J / K Description A B C Totals Sheet Flow Manning's n-value = 0.170 0.011 0.011 Flow length (ft) = 150.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 8.00 0.00 0.00 Travel Time (min) = 13.63 + 0.00 + 0.00 = 13.63 Shallow Concentrated Flow Flow length (ft) = 400.00 0.00 0.00 UVatercourse slope = 8.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 4.56 0.00 0.00 Travel Time (min) = 1.46 + 0.00 + 0.00 = 1.46 Channel Flow ' X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (rnin) = 0.00 + 0.00 + 0.00 = 0.00 Totat Travel Time, Tc ..................................v........................................... 15.10 min ~ l~ Hyd rOg rap h Sum mary Rep0rt Hydrograph Peak Time Time to Volume Inflow Maximum Mauimum Hydrograph type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 0.04 5 735 430 Pre Basin A1and A2 2 SCS Runoff 0.02 6 726 201 Pre Basin B/ C 3 SCS Runoff 0.02 6 756 323 - Pre Basin D/ E 4 SCS Runoff 0.01 6 744 137 Pre Basin F!G 5 SCS Runoff 0.03 6 756 352 Pre Basin H/ I 6 SCS Runoff 0.01 6 726 108 - Pre Basin J/ K , , , i Pre Developed Basins.gpw Retum Period: 10 Year Tuesday, Jun 14 2005, 10:59 AM Hydraflow Hydrographs by Intelisolve 1 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 10:36 AM , Hyd. No, 1 Pre Basin A1 and A2 Hydrograph type = SCS Runoff Peak discharge = 0.02 cfs Storm frequency = 10 yrs Time interval = 5 rnin Drainage area = 0.390 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 18.40 min Total precip. = 2.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 215 cuft Pre Basin A1and A2 Q(cf5) Hyd. No. 1-10 Yr Q (cfs) 0.10 0.10 0.09 0.09 ~ 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 ~ 0.01 ~ , 0.00 0.00 0 3 5 8 10 13 15 18 20 23 25 Time (hrs) ~ Hyd No.1 TR55 Tc Worksheet Hydraflow Hydrographs by Intelisolve Hyd. N0. I Pre Basin A1 and A2 Description A B C Totals Sheet Flow Manning's n-value = 0.170 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 2.00 0.00 0.00 Travel Time (min) = 17.16 + 0.00 + 0.00 = 17.16 Shallow Concentrated Flow Flow length (ft) = 300.00 0.00 0.00 Watercourse slope = 6.67 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 4.17 0.00 0.00 Travel Time (min) = 1.20 + 0.00 + 0.00 = 1.20 } Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (°/a) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc 18.40 min 18 HycQrograph PIOt Hydraflow Hydrographs by Intelisolve Tuesday, Jun 142005, 10:59 AM Hyd. N0. 2 Pre Basin B / C Hydrograph type = SCS Runoff Peak discharge = 0.02 cfs Sform frequency = 10 yrs Time interval = 6 rnin Drainage area = 0.390 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 18.90 min Total precip. = 2.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 201 cuft Pre Basin B 1 C Q(cfs) Hyd. No. 2--10 Yr Q(cfs) 0.10 0.10 0.09 0.09 I 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 ~0.01 0.01 0.00 0.00 0 2 4 fi 8 10 12 14 16 18 20 22 24 26 , Time (hrs) Hyd No. 2 TR55 Tc Worksheet Hydraflow Hydragraphs by Intelisolve Hyd. NO. a Pre Basin B / C Description A B C Totais Sheet Flow Manning's n-value = 0.170 0.011 0.011 Flow length (ft) = 200.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 7.50 0.00 0.00 Travel Time (min) = 17.61 + 0.00 ¢ 0.00 = 17.61 Shallow Concentrated Flow Flow length (ft) = 350.00 0.00 0.00 Watercourse slope = 7.50 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 4.42 0.00 0.00 Travel Time (min) = 1.32 + 0.00 + 0.00 = 1.32 . Channel Flow 'X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 , 0.00 0.00 Channel slope = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ftls) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc ...................................o.......................................... 18.90 min ~ LV HydrOgra@ah PlO$ Hydraflow Hydrographs by Intelisolve Tuesday, Jun 14 2005, 10:59 AM 'Hyd. No. 3 Pre Basin D / E Hydrograph type = SCS Runoff Peak discharge = 0.02 cfs Storm frequency = 10 yrs Time interval = 6 min Drainage area = 0.570 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 32.20 min Total precip. = 2.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 323 cuft Pre Basin D / E Q(cfS) Hyd. No. 3--10 Yr Q(cfs) 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 ~ 0.02 0.01 0.01 ~ 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 , Time (hrs) ` Hyd No. 3 21 TR55 Tc Worksheet , Hydraflow Hydrographs by Intelisolve Hyd. No. 3 Pre Basin D / E Description A B C Totals Sheet Flow Manning's n-value = 0.170 0.011 0.011 Flow length (ft) = 200.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 2.20 0.00 0.00 Travel Time (min) = 28.75 + 0.00 + 0.00 = 28.75 Shallow Concentrated Flow Flow length (ft) = 500.00 0.00 0.00 Watercourse slope = 2.20 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 2.39 0.00 0.00 Travel Time (min) = 3.48 + 0.00 + 0.00 = 3.48 Channel Flow ' X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc 32.20 min 22 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Tuesday, Jun 14 2005, 10:59 AM Hyd. No. 4 Pre Basin F /G Hydrograph type = SCS Runoff Peak discharge = 0.01 cfs Storm frequency = 10 yrs Time interval = 6 min Drainage area = 0.250 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 25.20 min Total precip. = 2.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 137 cuft Pre Basin F /G Q(d5) Hyd. No. 4--10 Yr Q(cfs) 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 n 0.01 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 r Time (hrs) Hyd No. 4 TR55 Tc Worksheet Hydraflow Hydrographs by Intelisolve Hyd. N0. 4 Pre Basin F /G Description A B C Totals Sheet Flow Manning's n-value = 0.170 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 1.00 0.00 0.00 Travel Time (min) = 22.64 + 0.00 + 0.00 = 22.64 Shallow Concentrated Flow Flow length (ft) = 250.00 0.00 0.00 Watercourse slope = 1.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 1.61 0.00 0.00 Travel Time (min) = 2.58 + 0.00 + 0.00 = 2.58 , Channel Flow ' X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channe) slope = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 veiocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc 25.20 min i 24 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Tuesday, Jun 14 2005, 10:59 AM Hyd. NO. 5 - Pre Basin H / I Hydrograph type = SCS Runoff Peak discharge = 0.03 cfs Storm frequency = 10 yrs Time interval = 6 min Drainage area = 0.620 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 31.80 min Total precip. = 2.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 352 cuft Pre Basin H / 1 Q(cfs) Hyd. No. 5--10 Yr Q(cfs) 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 ' Time (hrs) Hyd No. 5 25 TR55 Tc Worksheet Hydraflow Hydrographs by Inte{isolve Hyd. No. 5 Pre Basin H / I Description A B C Totals Sheet Flow Manning's n-value = 0.170 0.011 0.011 Flow length (ft) = 300.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 5.00 0.00 0.00 Travel Time (min) = 28.64 + 0.00 + 0.00 = 28.64 Shallow Concentrated Flow Flow length (ft) = 550.00 0.00 0.00 Watercourse slope = 3.25 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 2.91 0.00 0.00 Travel 'T'ime (min) = 3.15 + 0.00 + 0.00 = 3.15 , Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (°/a) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc 31.80 min 26 Hydrograph Piot • Hydraflow Hydrographs by Intelis4lve Tuesday, Jun 14 2005, 10:59 AM 'Hyd. No. 6 Pre Basin J / K Hydrograph type = SCS Runoff Peak discharge = 0.01 cfs Storm frequency = 10 yrs Time interval = 6 min Drainage area = 0.210 ac Curve nurnber = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 15.10 min Total precip. = 2.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 108 cuft PreBasinJ/K Q(cfs) Hyd. No. 6--10 Yr Q (cfs) 0.10 0.10 0.09 0.09 ti 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 A 0.01 ~ 0.00 J 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 , Time (hrs) Hyd No. 6 27 TR55 Tc Worksheet Hydraflow Hydrographs by Intelisolve ' Hyd. No. 6 - Pre Basin J / K Description A B C Totals Sheet Flow Manning's n-value = 0.170 0.011 0.011 Flow length (ft) = 150.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 8.00 0.00 0.00 Travel Time (min) = 13.63 + 0.00 + 0.00 = 13.63 Shailow Concentrated Flow Flow length (ft) = 400.00 0.00 0.00 Watercourse slope = 8.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 4.56 0.00 0.00 Travel Time (min) = 1.46 + 0.00 + 0.00 = 1.46 , Channel Flow ` X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc 15.10 min , ~8 Hydrograph Sumnnary Repoft I •d. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 0.17 5 730 979 - Pre Basin A1and A2 2 SCS Runoff 0.10 6 726 458 - Pre Basin B/ C 3 SCS Runoff 0.09 6 738 737 - Pre Basin D/ E 4 SCS Runoff 0.05 6 732 313 - Pre Basin F/G 5 SGS Runoff 0.10 6 738 801 Pre Basin H/ I 6 SCS Runoff 0.06 6 726 247 - Pre Basin J/ K l I Pre Developed Basins.gpw Return Period: 50 Year Tuesday, Jun 14 2005, 10:59 AM Hydraflow Hydrographs by Intelisolve 2 Hydrograph Plot Hydraflow Hydrographs by Intelisoive Friday, Sep 30 2005, 10:36 AM , Hyd. No. 1 Pre Basin A1 and A2 Hydrograph type = SCS Runoff Peak discharge = 0.09 cfs Storm frequency = 50 yrs Time interval = 5 min Drainage area = 0.390 ac Cunre number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 18.40 min Total precip. = 2.55 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 490 cuft Pre Basin A1and A2 Q(cfs) Hyd. No. 1-- 50 Yr Q(cfs) 0.10 0.10 0.09 0.09 ~ 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 , 0.02 0.01 0.01 0.00 ' I \ 0.00 0 • 3 5 8 10 13 15 18 20 23 25 Time (hrs) p Hyd No.1 30 T°R55 Tc Worksheet ' Hydraflow Hydrographs by Inteiisolve Hyd. No. 1 Pre Basin A1and A2 Description A B C Totals Sheet Flow Manning's n-value = 0.170 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 2.00 0.00 0.00 Travel Time (min) = 17.16 + 0.00 + 0.00 = 17.16 Shallow Concentrated Flow Flow length (ft) = 300.00 0.00 0.00 Watercourse slope = 6.67 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ffls) = 4.17 0.00 0.00 Travel Time (min) = 1.20 + 0.00 + 0.00 = 1.20 ~ Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 1Netted perimeter (ft) = 0.00 0.00 0.00 Channel slope = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc 18.40 min i 31 Hydrograph Plot Hydraflow Hydrographs by intelisoive Tuesday, Jun 14 2005, 10:59 AN1 Hyd. NO. 2 Pre Basin B / C Hydrograph type = SCS Runoff Peak discharge = 0.10 cfs ~ Storm frequency = 50 yrs Time interval = 6 min Drainage area = 0.390 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 18.90 min Total precip. = 2.55 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 458 cuft Pre Basin B I C Q(cfs) Hyd. No. 2-- 50 Yr Q(cfS) 0.50 0.50 0.45 0.45 . ~ 0.40 0.40 0.35 ' 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 - 0.10 0.05 0.05 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 , Time (hrs) Hyd No. 2 32 TR55 Tc 'lll/orksheet Hydraflow Hydrographs by Intelisoive Hyd. No. 2 Pre Basin B / C Description A B C Totals Sheet F1ow Manning's n-value = 0.170 0.011 0.011 Ffow length (ft) = 200.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 7.50 0.00 0.00 Travel Time (min) = 17.61 + 0.00 + 0.00 = 17.61 Shallow Concentrated Flow Flow (ength (ft) = 350.00 0.00 0.00 Watercourse slope = 7.50 0.00 0.00 SurFace description = Unpaved Paved Paved Average velocity (ft/s) = 4.42 0.00 0.00 Travel Time (min) = 1.32 + 0.00 + 0.00 = 1.32 , Channel Flow ± X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc 18.90 min ~ 33 I-lydrograph Plot Hydraflow Hydrographs by Intelisolve Tuesday, Jun 14 2005, 10:59 AM ' Hyd. Wo. 3 Pre Basin D / E - Hydrograph type = SCS Runoff Peak discharge = 0:09'6fs T-~ Storm frequency = 50 yrs Time interval = 6 min Drainage area = 0.570 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic fength = 0 ft Tc method = TR55 Tirne of conc. (Tc) = 32.20 min Total precip. = 2.55 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydragraph Volume = 737 cuft Pre Basin D / E Q(cfS) Hyd. No. 3-- 50 Yr Q(cfs) 0.10 0.10 0.09 0.09 ~ 0.08 0.08 0.07 0.07 0.06 ' 0.06 0.05 . 0.05 0.04 0.04 0.03 ~ 0.03 0.02 = 0.02 ~ ~ 0.01 0.01 ~ 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 ~ Time (hrs) Hyd No. 3 34 TR55 Tc Worksheet Hydraflow Hydrographs by Intelisolve ~ Hyd. fVo. 3 Pre Basin D / E - - - Description A B C Totals Sheet Flow Manning's n-value = 0.170 0.011 0.011 Flow length (ft) = 200.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 2.20 0.00 0.00 Travel Time (min) = 28.75 + 0.00 + 0.00 = 28.75 Shallow Concentrated Flow Flow length (ft) = 500.00 0.00 0.00 Watercourse slope = 2.20 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ftls) = 2.39 0.00 0.00 Travel Time (min) = 3.48 + 0.00 + 0.00 = 3.48 , Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc 32.20 min Hydrograph P.lot 35 Hydraflow Hydrographs by Intelisolve Tuesday, Jun 14 2005, 10:59 AM 'Hyd. BVo. 4 Pre Basin F /G Hydrograph ~ype = SCS-R~noff-- - - ---Peak discharge =0.05 cfs - Storm frequency = 50 yrs Time interval = 6 min Drainage area = 0.250 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 25.20 min Total precip. = 2.55 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Votume = 313 cuft Pre Basin F IG Q(cfs) Hyd. No. 4-- 50 Yr Q(cf5) 0.10 0.10 0.09 0.09 ~ 0.08 0.08 0.07 0.07 0.06 0.06 0.05 ' 0.05 0.04 ~ 0.04 0.03 - 0.03 0.02 0.02 ~ 0.01 0.01 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 ; Time (hrs) Hyd No. 4 36 TR55 Tc VVorksheet Hydraflow Hydrographs by Intelisolve Hyd. NO. 4 . Pre Basin F /G Description A B C 1'otais Sheet Flow Manning's n-value = 0.170 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 1.00 0.00 0.00 Travel Time (min) = 22.64 + 0.00 + 0.00 = 22.64 Shallow Concentrated Flow Flow length (ft) = 250.00 0.00 0.00 Watercourse slope = 1.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 1.61 0.00 0.00 Travel Time (min) = 2.58 + 0.00 + 0.00 = 2.58 ~ Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ftls) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc 25.20 min 37 HydrOgr~ph P10t Hydraflow Hydrographs by Intelisolve Tuesday. Jun 14 2005, 10:59 AM Hyd. Rlo. 5 Pre Basin H / I Hydrograph type = SCS Runoff ~ - ! ~ Feak discharge 0-.'r0-M; ^ Storm frequency = 50 yrs Time intervai = 6 min Drainage area = 0.620 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 31.80 min Total precip. = 2.55 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 801 cuft Pre Basin H / I Q(cfs) Hyd. No. 5-- 50 Yr Q(cfs) 0.10 . 0.10 0.09 0.09 } 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 ~ 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 ; Time (hrs) ' Hyd No. 5 38 1°R55 Tc Worksheet Hydraflow Hydrographs by Intelisolve Hyd. No. 5 Pre Basin H / I Description A B C Totals Sheet Flow Manning's n-value = 0.170 0.011 0.011 Flow length (ft) = 300.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 5.00 0.00 0.00 Travel Time (min) = 28.64 + 0.00 + 0.00 = 28.64 Shallow Concentrated Flow Flow length (ft) = 550.00 0.00 0.00 Watercourse slope = 3.25 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 2.91 0.00 0.00 Travel Time (min) = 3.15 + 0.00 + 0.00 = 3.15 t Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .......................................e...................................... 31.80 min ~ 39 Hydrograph Plot Hydraflow Hydrographs by Intelisolve . Tuesday. Jun 14 2005, 10:59 ANI 'Hyd. NO. 6 Pre Basin J / K Hydrograph type = SCS Runoff Peak discharge =O-Uu"uTs- Storm frequency = 50 yrs Time intervai = 6 min Drainage area = 0.210 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 fit Tc method = TR55 Time of conc. (Tc) = 15.10 min Total precip. = 2.55 in Distribution = Type II Storm duration =.24 hrs Shape factor = 484 Hydrograph Volume = 247 cuft PreBasinJ/K Q(dS) Hyd. No. 6-- 50 Yr Q(cfs) 0.10 0.10 0.09 0.09 i 0.08 0.08 0.07 0.07 0.06 . 0.06 a 0.05 0.05 0.04 0.04 0.03 - 0.03 0.02 0.02 0.01 0.01 0.00 I I I ~ 0.00 p 2 4 6 8 10 12 14 16 18 20 22 24 26 , Time (hrs) Hyd No. 6 40 TR551"c Vi/orksheet Hydraflow Hydrographs by Intelis4lve Hyd. fVo. 6 Pre Basin J / K Descriptaon A B C Totals Sheet Fiow iVlanning's n-value = 0.170 0.011 0.011 Flow length (ft) = 150.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 8.00 0.00 0.00 Trave6 Time (min) _13.63 + 0.00 + 0.00 = 13.63 Shallow Concentrated Fiow Flow length (ft) = 400.00 0.00 0.00 Watercourse slope = 8.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 4.56 0.00 0.00 Travel Time (min) = 1.46 + 0.00 + 0.00 = 1.46 ` Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 veiocity fts) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 7'ravel Time (rnin) = 0v00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc 15.10 min i ~1 H~dr~graph Summary ~~~ort ~ d. Hydrograph Reak Time Time to V'vlume InfEvw Maximum Maxirnum Hydragraph I type flauv in#.erval peak I hycE(s) elevafion storage deseription (origin) (cft) (min) (rMin) (cvfit) (ft) (cuft) ~ - 1~`SO S'RUr-oTr- `0:29 y5 730 1,40$ , Pre6aSin Aland A2 ~ 2 SCS Runoff 0.17 8 726 661 Pre Basin B 1 C 3 SCS Runoff QA 5 6 738 1,062 ~ Pre Basin D ! E 4 3 5CS Runoff 0.08 B 732 452 Pre Basin F}G 5 5C5 RurLoff 0.17 6 738 3,156 ~ Pre Basin H!1 B SCS Runoff OM 6 726 356 Pre Basin J 1 K ~ . ~ F Pre Develaped Basins.gpw Return Per-tod: 100 Year Tuesday, Jun 14 2005$ 10:59 ,AM Hydraflouv Nydrographs by In#elisolve 3 Hydrograph Piot , . Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 10:36 AM Hyd. No. 1 Pre Basin A1 and A2 Hydrograph type = SCS Runoff Peak discharge = 0.15 cfs Storm frequency = 100 yrs Time interval = 5 min Drainage area = 0.390 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 18.40 min Total precip. = 2.90 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 704 cuft Pre Basin A1 and A2 Q(cfs) Hyd. No. 1--100 Yr Q(cfs) 0.50 0.50 0.45 0.45 ~ 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 ~ 0.10 0.10 0.05 0.05 ~ 0.00 0.00 0 3 5 8 10 13 15 18 20 23 25 Time (hrs) , Hyd No. 1 43 TR55 Tc Worksheet Hydraflow Hydrographs by Intelisolve Hyd. N o. 1 Pre Basin A1 and A2 Description A B C Totais Sheet Flow Manning's n-value = 0.170 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 2.00 0.00 0.00 Travel Time (min) = 17.16 + 0.00 + 0.00 = 17.16 Shallow Concentrated Flow Flow length (ft) = 300.00 0.00 0.00 Watercourse slope (°/a) = 6.67 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 4.17 0.00 0.00 Travel Time (min) = 1.20 + 0.00 + 0.00 = 1.20 , Channel Flow ' X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ftls) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 18.40 min Total Travel Time, Tc ~ -A A a-lydrograpn Peot Hydraflow Hydrographs by Intelisolve Tuesday, Jun 14 2005, 10:59 AM Hyd. NO. 2 Pre Basin B / C Hydrograph type = SCS Runoff Peak discharge = 0.17 cfs Storm frequency = 100 yrs Time interval = 6 min Drainage area = 0.390 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 18.90 min Total precip. = 2.90 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 661 cuft Pre Basin B / C Q(cfs) Hyd. No. 2-- 100 Yr Q(cfs) 0.50 0.50 0.45 0.45 . , ; 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 ' 0.10 _ 0.10 0.05 0.05 0.00 0.00 p 2 4 6 8 10 12 14 16 18 20 22 24 26 ~ Time (hrs) Hyd No. 2 45 TFZ55TC WorkShee$ Hydraflow Hydrographs by Inteiisolve ' Hyd. NO. 2 Pre Basin B ! C Description A B C Totals Sheet Flow Manning's n-value = 0.170 0.011 0.011 Flow length (ft) = 200.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 7.50 0.00 0.00 Travel Time (min) = 17.61 + 0.00 + 0.00 = 17.61 Shallow Concentrated Flow Flow length (ft) = 350.00 0.00 0.00 Watercourse siope = 7.50 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 4.42 0.00 0.00 Travel Time (min) = 1.32 + 0.00 + 0.00 = 1.32 ~ Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc 18.90 min ~ti Hydrograph Plot Hydraflow Hydrographs by Intelisolve Tuesday, Jun 14 2005, 10:59 AM Hyd. No. 3 Pre Basin D / E Hydrograph type = SCS Runoff Peak discharge = 0.15 cfs Storm frequency = 100 yrs Time intervaf = 6 min Drainage area = 0.570 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 32.20 min Total precip. = 2.90 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume =1,062 cuft IPre Basin D / E Q(cfs) Hyd. No. 3--100 Yr Q(cfs) 0.50 0.50 0.45 0.45 ~ 0.40 0.40 0.35 0.35 ~ 0.30 0.30 0.25 0.25 0.20 0.20 0.15 ' 0.15 ~ 0.10 0.10 0.05 0.05 - 0.00 0.00 p 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 3 47 TR55 T'c lNorksheet Hydraflow Hydrographs by Intelisolve Hyd. No. 3 Pre Basin D / E Description A B C Totals Sheet Flow Manning's n-value = 0.170 0.011 0.011 Fiow length (ft) = 200.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 2.20 0.00 0.00 Travel Time (min) = 28.75 + 0.00 + 0.00 = 28.75 Shallow Concentrated Flow Flow length (ft) = 500.00 0.00 0.00 Watercourse slope = 2.20 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 2.39 0.00 0.00 Travel Time (min) = 3.48 + 0.00 + 0.00 = 3.48 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 velocity fts) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 . Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc 32.20 min , 48 Hydrograph Plot Hydraflow Hydrographs by Intelisolve . Tuesday, Jun 14 2005, 10:59 AM ' Hyd. No. 4 Pre Basin F /G Hydrograph type = SCS Runofif Peak discharge = 0.08 cfs Storm frequency = 100 yrs Time interval = 6 min Drainage area = 0.250 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 25.20 min Total precip. = 2.90 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 452 cuft Pre Basin F /G Q(cf5) Hyd. No. 4--100 Yr . Q(cfs) 0.10 0.10 0.09 0.09 0.08 ~ 0.08 0.07 - 0.07 i 0.06 ~ 0.06 0.05 0.05 0.04 0.04 0.03 ' 0.03 0.02 ~ 0.02 0.01 0.01 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 , ~ Time (hrs) Hyd No. 4 49 1'FF55 Tc Worksheet , Hydraflow Hydrographs by Intelisoive hlyd. NO. 4 Pre Basin F /G Description A B C Totals Sheet Flow Manning's n-value = 0.170 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 1.00 0.00 0.00 Travel Time (min) = 22.64 + 0.00 + 0.00 = 22.64 Shallow Concentrated Flow Flow length (ft) = 250.00 0.00 0.00 Watercourse slope = 1.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 1.61 0.00 0.00 Travel Time (min) = 2.58 + 0.00 + 0.00 = 2.58 , Channel Flow , X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 1'ravel 1"irr'e (min) = 0.00 + 0.00 + 0.00 ~ 0.00 Total Travet Time, Tc ..........................................v................................... 25.20 min ~ 5U Hydrog raph Plo$ Hydraflow Hydrographs by Intelisolve Tuesday, Jun 14 2005, 10:59 AM Hyd. No. 5 Pre Basin H / I Hydrograph type = SCS Runoff Peak discharge = 0.17 cfs Storm frequency = 100 yrs Time interval = 6 min Drainage area = 0.620 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 31.80 min Total precip. = 2.90 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 1,156 cuft Pre Basin H / I Q(cfs) Hyd. No. 5-100 Yr Q(cfs) 0.50 0.50 0.45 0.45 ti 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 ~ 0.15 ~ 0.10 t 0.10 0.05 0.05 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 , Time (hrs) Hyd No. 5 51 TR55 Tc Worksheet Hydraflow Hydrographs by Intelisolve ' Hyd. NO. 5 - Pre Basin H / I Description A B C Totals Sheet Flow Manning's n-value = 0.170 0.011 0.011 Flow length (ft) = 300.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 5.00 0.00 0.00 Travel Time (min) = 28.64 + 0.00 + 0.00 = 28.64 Shallow Concentrated Flow Flow length (ft) = 550.00 0.00 0.00 Watercourse slope = 3.25 0.00 0.00 SurFace description = Unpaved Paved Paved Average velocity (ft/s) = 2.91 0.00 0.00 Travel Time (min) = 3.15 + 0.00 + 0.00 = 3.15 Channel Flow ' X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 4.00 + 0.00 = 0.00 Total Travel Time, Tc 31.80 min 6 ~G I-lydrograph Plot Hydraflow Hydrographs by Intelisolve Tuesday, Jun 14 2005, 10:59 AM `Hyd. NO. 6 Pre Basin J / K Hydrograph type = SCS Runoff Peak discharge = 0.09 cfs Storm frequency = 100 yrs Time interval = 6 rnin Drainage area = 0.210 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 15.10 min Total precip. = 2.90 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 356 cuft Pre Basin J / K Q(cfS) Hyd. No. 6- 100 Yr Q (cfs) 0.10 0.10 0.09 ' 0.09 r 0.0$ 0.O$ 0.07 0.07 0.06 0.06 d ~ 0.05 0.05 ~ ~ 0.04 0.04 0.03 0.03 t 0.02 0.02 0.01 0.01 0.00 0.00 p 2 4 6 8 10 12 14 16 18 20 22 24 26 ~ Time (hrs) Hyd No. 6 ~J 1'R55 T'c Workshee$ _ Hydraflow Hydrographs by Intelisolve " Hyd. No. 6 Pre Basin J / K Description A B C Totals Sheet Flow Manning's n-value = 0.170 0.011 0.011 Flow length (ft) = 150.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land siope = 8.00 0.00 0.00 Travei Time (min) = 13.63 ¢ 0.00 + 0.00 = 13.63 Shallow Concentrated Flow Flow length (ft) = 400.00 0.00 0.00 Watercourse slope = 8.00 0.00 0.00 Surfiace description = Unpaved Paved Paved Average velocity (ft/s) = 4.56 0.00 0.00 Travei Time (min) = 1.46 + 0.00 + 0.00 = 1.46 Channel Flow ; X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope = 0.00 0.00 0.00 Manning's n-vaiue = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travet Time, Tc 15.10 min ~ 1 Hydrograph Return Perioc0 Recap ~ •d. Hydrograph Inflow Peak Outflow (cfs) Hydrograph type Hyd(s) description (origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50 Yr 10Q-Yr 1 SCS Runoff 0.06 0.27 0.47 0.61 Post Basin A1 / A2 2 Reservoir 1 0.00 0.01 0.05 0.12 Ponds A1 and A2 3 SCS Runoff 0.06 0.27 0.47 0.61 Post Basin B/ C 4 Reservoir 3 0.00 0.01 0.05 0.13 Ponds B I C 5 SCS Runoff 0.05 0.27 0.48 0.63 Post Basin D/ E 6 Reservoir 5 0.00 0.01 0.06 0.14 Ponds D/ E 7 SCS Runoff 0.02 0.12 0.21 0.28 Post Basin F/ G 8 Reservoir 7 0.00 0.01 0.04 0.12 Pond F/ G 9 SCS Runoff 0.06 0.29 0.52 0.69 Post Basin H/ I 10 Reservofr 9 0.00 0.01 0.06 0.14 Ponds H/ I 11 SCS Runoff 0.03 0.15 0.25 0.33 Post Basins J/ K 12 Reservoir 11 0.00 0.01 0.04 0.11 Ponds J/ K . ~ 1 Proj. file: 5th and Final Post Developed Basins.gpw Friday, Sep 30 2005, 5:04 PM Hydraflow Hydrographs by intelisoive ~ Hydrograph Summary Report i. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 0.06 3 720 192 Post Basin A1 ! A2 2 Reservair 0.00 3 0 0 1 2183.84 192 Ponds A1 and A2 3 SCS Runoff 0.06 3 720 192 Post Basin B/ C 4 Reservoir 0.00 3 0 0 3 2207.27 192 Ponds B/ C 5 SCS Runoff 0.05 6 726 281 Post Basin D/ E 6 Reservoir 0.00 6 0 0 5 2226.75 281 Ponds D/ E 7 SGS Runoff 0.02 6 726 123 Post Basin F 1 G 8 Reservoir 0.00 6 0 0 7 2221.75 123 Pond F/ G 9 SCS Runoff 0.06 6 726 306 - Post Basin H/ I 10 Reservoir 0.00 6 0 0 9 2186.41 306 Ponds H/ t 11 SCS Runoff 0.03 3 720 104 Post Basins J/ K 12 Reservoir 0.00 3 0 0 11 2161.25 104 Ponds J I K 5th and Final Post Developed Basin:>.§*Wm Period: 2 Year .Friday, Sep 30 2005, 5:04 PM . Hydraflow Hydrographs by Intelisolve 3 Hydrograph Sumrnary Repoft J. Hydrograph Peak Time Time to Volume inftaw Maximum Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (ft) (ctrft) 1 SCS RunofF 0.27 3 720 643 Post Basin A1 / A2 2 Reservoir 0.01 3 960 243 1 2184.09 431 Ponds A1 and A2 3 SCS Runoff 0.27 3 720 643 Post Basin B/ C 4 Reservoir 0.01 3 948 257 3 2207.56 419 Ponds B/ C 5 SCS Runoff 0.27 6 726 940 Post Basin D/ E 6 Reservoir 0.01 6 1032 339 5 2227.06 657 Ponds D/ E 7 SCS Runoff 0.12 6 726 412 Post Basin F/ G 8 Reservoir 0.01 6 906 176 7 2222.01 252 Pond F/ G 9 SCS Runoff 0.29 6 726 1,022 Post Basin H/ I 10 Reservoir 0.01 6 1044 368 9 2186.72 718 Ponds H/ I 91 SCS Runoff 0.15 3 720 346 Post Basins J/ K 12 Reservoir 0.01 3 885 153 11 2161.49 206 Ponds J/ K i . ~ 1 5th and Final Post Developed Basins.&Aurn Period: 10 Year Friday, Sep 30 2005, 5:04 PM Hydraflow Hydrographs by Intelisolve 4 1-lydrograph Surnrnary Report J. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 0.47 3 720 1,089 - Post Basin A1 / A2 2 Reserooir 0.05 3 756 689 1 2184.16 494 Ponds A1 and A2 3 SCS Runoff 0.47 3 720 1,089 Post Basin B/ C 4 Reservoir 0.05 3 753 703 3 2207.63 483 Ponds B J C 5 SCS Runoff 0.48 6 726 1,592 Post Basin D/ E 6 Reservoir 0.06 6 774 991 5 2227.14 758 Ponds D/ E 7 SCS Runoff 0.21 6 726 698 - Post Basin F/ G 8 Reservoir 0.04 6 750 462 7 2222.08 292 Pond F/ G 9 SCS Runoff 0.52 6 726 1,731 Post Basin H/ I 10 Reservoir 0.06 6 780 1,078 9 2186.80 830 Ponds H/ I 11 SCS Runoff 0.25 3 720 586 Post Basins J/ K 12 Reservoir 0.04 3 741 393 11 2161.56 237 Ponds J/ K f ~ 5th and Final Post Developed Basinf.fioakirn Period: 50 Year Friday, Sep 30 2005, 5:04 PM Hydraflow Hydrographs by Intelisolve 5 Hydrograph Surnrnary Report r ;d. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 0.61 3 720 1,404 Post Basin A1 / A2 2 Reservoir 0.12 3 732 1.005 1 2184.24 569 Ponds A1 and A2 3 SCS Runoff 0.61 3 720 1,404 Post Basin B/ C 4 Reservoir 0.13 3 729 1,018 3 2207.72 562 Ponds 8 / C 5 SCS Runoff 0.63 6 720 2,053 Post Basin D/ E 6 Reservoir 0.14 6 744 1,452 5 2227.23 878 Ponds D/ E 7 SCS Runoff 0.28 6 720 900 Post Basin F/ G 8 Reservoir 0.12 6 738 665 7 2222.16 339 Pond F/ G 9 SCS Runoff 0.69 6 720 2,233 Post Basin H/ I 10 Reservoir 0.14 6 744 1,579 9 2186.89 961 Ponds H/ I 11 SCS Runoff 0.33 3 720 756 - Post Basins J/ K 12 Reservoir 0.11 3 726 563 11 2161.65 279 Ponds J/ K i 5th and Final Post Developed Basins.ffimkurn Period: 100 Year Friday, Sep 30 2005, 5:04 PM Hydraflow Hydrographs by Intelisolve 13 TR55 Tc 11Vorksheet Hydraflow Hydrographs by Intelisolve Hyd. No. 1 Post Basin A1 / A2 Description A B C Totals Sheet Flow Manning's n-value = 0.060 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 6.62 0.00 0.00 Travei l'ime (min) = 4.62 + 0.00 + 0.00 = 4.62 Shallow Concentrated Flow Flow length (ft) = 100.00 0.00 0.00 Watercourse slope = 6.62 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 4.15 0.00 0.00 Travel Time (min) = 0.40 + 0.00 + 0.00 = 0.40 , Channel Flow X sectional flow area (sqft) = 0.10 0.00 0.00 Wetted perimeter (ft) = 1.61 0.00 0.00 Channel slope = 6.62 0.00 0.00 Manning's n-value = 0.030 0.015 0.015 Velocity (ft/s) = 1.99 0.00 0.00 Flow length (ft) = 300.0 0.0 0.0 Travel Time (min) = 2.52 + 0.00 + 0.00 = 2.52 Total Travel Time, Tc 7.50 min 5 TR55 Tc VVorksheet Hydraflow Hydrographs by Intelisolve Hyd. No. 3 Post Basin B / C Description A B C Totals Sheet Flow Manning's n-value = 0.060 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 7.50 0.00 0.00 Travel Time (min) = 4.40 + 0.00 + 0.00 = 4.40 Shallow Concentrated Flow Flow length (ft) = 100.00 0.00 0.00 Watercourse slope = 7.50 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 4.42 0.00 0.00 Travel Tirne (min) = 0.38 ¢ 0.00 + 0.00 = 0.38 , Channel Flow X sectional flow area (sqft) = 0.10 0.00 0.00 Wetted perimeter (ft) = 1.29 0.00 0.00 Channel slope = 7.50 0.00 0.00 Manning's n-value = 0.030 0.015 0.015 Velocity (ftls) = 2.45 0.00 0.00 Flow length (ft) = 350.0 0.0 0.0 Travel Time (min) = 2.38 + 0.00 + 0.00 = 2.38 Total Travel Time, Tc ........................e..,..................................... 7.20 min 8 TR55 TC WOrkSO'1eet Hydraflow Hydrographs by Intelisolve Hyd. No. 5 Basin D / E Description A B C Totals Sheet Fiow Manning's n-value = 0.060 0.011 0.011 Fiow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope (°/a) = 2.20 0.00 0.00 Travel Time (min) = 7.18 + 0.00 + 0.00 = 7.18 Shallow Concentrated Flow Flow length (ft) = 100.00 0.00 0.00 Watercourse slope = 2.20 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 2.39 0.00 0.00 Travel Time (min) = 0.70 + 0.00 + 0.00 = 0.70 ~ Channel Flow X sectional flow area (sqft) = 0.10 0.00 0.00 Wetted perimeter (ft) = 1.55 0.00 0.00 Channel slope = 2.20 0.00 0.00 Manning's n-value = 0.030 0.015 0.015 Velocity (ft/s) = 1.17 0.00 0.00 Flow length (ft) = 500.0 0.0 0.0 Travel Tirne (min) = 7.10 + 0.00 + 0.00 = 7.10 Total Travel Time, Tc 15.00 min 1'R55 Tc Vl/orksheet . ~ Hydraflow Hydrographs by Intelisolve Hyd. No. 7 Post Basin F / G Description A B C Totals Sheet F1ow Manning's n-value = 0.060 0.011 0.011 Flow length (ft) = 50.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 1.00 0.00 0.00 Travel Time (min) = 5.65 + 0.00 + 0.00 = 5.65 Shatiow Concentrated Flow Flow length (ft) = 100.00 0.00 0.00 Watercourse slope = 1.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 1.61 0.00 0.00 Travel Time (min) = 1.03 + 0.00 + 0.00 = 1.03 r Channel Flow X sectional flow area (sqft) = 0.10 0.00 0.00 Wetted perimeter (ft) = 1.42 0.00 0.00 Channel slope - = 1.00 0.00 0.00 Manning's n-value = 0.030 0.015 0.015 Velocity (ft/s) = 0.84 0.00 0.00 Flow length (ft) = 200.0 0.0 0.0 Travel Time (min) = 3.97 + 0.00 + 0.00 = 3.97 Total Travel Time, Tc ..............................e............................................... 10.70 min T'R55 Tc Worksheet 14 Hydraflow Hydragraphs by Intelisolve Hyd. No. 9 Post Basin H / I Description A B C Totals Sheet Fiovv Manning's n-value = 0.060 0.011 0.011 Flow (engfh (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 4.18 0.00 0.00 Travel Time (min) = 5.55 + 0.00 + 0.00 = 5.55 Shallow Concentrated Ftow Flow length (ft) = 100.00 0.00 0.00 Watercourse slope (°/a) = 4.18 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 3.30 0.00 0.00 Travel Time (min) = 0.51 + 0.00 + 0.00 = 0.51 ; Channel Flow X sectional flow area (sqft) = 0.10 0.00 0.00 Wetted perimeter (ft) = 1.51 0.00 0.00 Channel slope = 4.18 0.00 0.00 Manning's n-value = 0.030 0.015 0.01.5 Velocity (ft/s) = 1.65 0.00 0.00 Flow length (ft) = 650.0 0.0 0.0 Travel Time (min) = 6.58 + 0.00 + 0.00 = 6.58 Total Travel Time, Tc 12.60 min 1 17 TR55 Tc Worksheet Hydraflow Hydrographs by Intelisolve Hyd. RDo. 1I Post Basins J / K Description A B C Totals Sheet Flow . Manning's n-value = 0.060 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 1.28 0.00 0.00 Land slope = 8.00 0.00 0.00 Travel Time (min) = 4.28 + 0.00 + 0.00 = 4.28 Shallow Concentrated Flow Flow (ength (ft) = 100.00 0.00 0.00 Watercourse slope = 8.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 4.56 0.00 0.00 Travel Time (min) = 0.37 + 0.00 + 0.00 = 0.37 Channel Flow X sectional flow area (sqft) = 0.10 0.00 0.00 Wetted perimeter (ft) = 1.00 0.00 0.00 Channel slope = 8.00 0.00 0.00 Manning's n-value = 0.030 0.015 0.015 Velocity (ft/s) = 3.00 0.00 0.00 Flow length (ft) = 350.0 0.0 0.0 Travel Time (min) = 1.94 + 0.00 + 0.00 = 1.94 Total Travel Time, Tc 6.60 min ~ 3 Hydrograph Plot . Hydraflow Hydragraphs by Intelisolve Friday, Sep 30 2005, 10:39 AM Hyd. No. 1 Post Basin A1 / A2 Hydrograph type = SCS Runoff Peak discharge = 0.06 cfs Storm frequency = 2 yrs Time interval = 3 min Drainage area = 0.390 ac Curve number = 78 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 7.50 min Total precip. = 1.28 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydragraph Volume = 192 cuft Post Basin A1 / A2 Q (cfs Q (cfs) ) Hyd. No. 1-- 2 Yr 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 . 0.05 ~ 0.05 0.04 - 0.04 0.03 0.03 0.02 0.02 0.01 0.01 ~ 0.00 0.00 0 3 5 8 10 13 15 18 20 23 25 Time (hrs) Hyd No. 1 6 Hyclrograph Plot ; Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 10:39 AM Hyd. No. 1 Post Basin A1 / A2 Hydrograph type = SCS Runoff Peak discharge = 0.27 cfs Storm frequency = 10 yrs Time intervai = 3 min Drainage area = 0.390 ac Curve number = 78 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 7.50 min Total precip. = 2.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 643 cuft Post Basan A1 / A2 Q(cfs) Hyd. No. 1-10 Yr Q(cfs) 0.50 0.50 t 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 ~ 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 ` 0.05 0.00 0.00 0 3 5 8 10 13 15 18 20 23 25 Time (hrs) Hyd No. 1 9 Hydrograph Plot , Hydraflow Hydrographs by Intelisoive Friday, Sep 30 2005, 10:39 AM Hyd. No. 1 Post Basin A1 / A2 Hydrograph type = SCS Runoff Peak discharge = 0.47 cfs Storm frequency = 50 yrs Time interval = 3 min Drainage area = 0.390 ac Curve number = 78 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 7.50 min Total precip. = 2.55 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume =1,089 cuft Post Basin A1 1 A2 Q(Cfs) Hyd. No. 1-- 50 Yr ~(cf5) 0.50 0.50 ' 0.45 0.45 0.40 ~ 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 . 0.10 1 0.05 0.05 ~ 0.00 0.00 ~ 0 3 5 8 10 13 15 18 20 23 25 , Time (hrs) Hyd No. 1 12 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 10:39 AM Hycl. NO. 1 Post Basin A1 / A2 Hydrograph type = SCS Runoff Peak discharge = 0.61 cfs Storm frequency = 100 yrs Time interval = 3 min Drainage area = 0.390 ac Curve number = 78 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 7.50 min Total precip. = 2.90 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume =1,404 cuft Post Basin A'i / A2 Q(cfs) Hyd. No. 1--100 Yr Q(cfs) 1.00 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 ~ 0.60 0.50 r 0.50 0.40 0.40 0.30 - 0.30 0.20 0.20 0.10 ~ 0.10 0.00 0.00 0 3 5 8 10 13 15 18 20 23 25 Time (hrs) Hyd No. 1 1 0-lydrograph Plot Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:10 PM Hyd. No. 1 Post Basin A1 I A2 Hydrograph type = SCS Runoff Peak discharge = 0.06 cfs Storm frequency = 2 yrs Time interval = 3 min Drainage area = 0.390 ac Curve number = 78 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 7.50 min Total precip. = 1.28 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 192 cuft Post Basin A1 / A2 Q(cfs) Hyd. No. 1-- 2 Yr ~(cf5) 0.10 0.10 , 0.09 0.09 I • 0.0$ 0.08 0.07 0.07 0.06 0.06 t ~ 0.05 0.05 0.04 0.04 0.03 ~ 0.03 0.02 I 0.02 0.01 0.01 1 0.00 ' 0.00 0 3 5 8 10 13 15 18 20 23 25 ~ Time (hrs) Hyd No. 1 2 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:10 PM Hyd. fVlo. 2 Ponds A1 and A2 Hydrograph type = Reservoir Peak discharge = 0.00 cfs Storm frequency = 2 yrs Time interval = 3 min Inflow hyd. No. = 1 Max. Elevation = 2183.80 ft Reservoir name = Ponds A1 and A2 Max. Storage = 192 cuft Storage Indication method used. Hydrograph Volume = 0 cuft Ponds A1 ancl A2 Q(ds) Hyd. No. 2-- 2 Yr Q (cfs) 0.10 0.10 ~ 0.09 0.09 0.08 0.08 0.07 0'07 0.06 0.06 0.05 0.05 0.04 - ~ 0.04 0.03 ~ 0.03 1 .l } 0.02 ~ 0.02 0.01 0.01 ~ 0.00 0.00 p 15 29 44 58 73 87 102 116 131 145 Time (hrs) Hyd No. 2 Hyd No. 1 Pond Repoft 3 Hydraflow Hydrographs by Intelisolve Friday, Sep 302005, 5:10 PM Pond No. 1- Ponds A'I and A2 Pond Data . Bottorn LxW = 37.0 x 18.5 ft Side slope = 3.0:1 Bottom elev. = 2183.54 ft Depth = 3.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Totat storage (cuft) 0.00 2183.54 685 0 0 0.15 2183.69 736 107 107 0.30 2183.84 788 114 221 0.45 2183.99 842 122 343 0.60 2184.14 898 131 474 - 0.75 2184.29 955 139 613 0.90 2184.44 1,014 148 761 1.05 2184.59 1,074 157 918 1.20 2184.74 1,137 166 1,083 1.35 2184.89 1,200 175 1,259 1.50 2185.04 1,266 185 1,444 1.65 2185.19 1,333 195 1,639 1.80 2185.34 1,401 205 1,844 1.95 2185.49 1,471 216 2,060 2.10 2185.64 1,543 226 2,286 2.25 2185.79 1,617 237 2,523 2.40 2185.94 1,692 248 2,771 2.55 2186.09 1,769 260 3,031 2.70 2186.24 1,847 271 3,302 2.85 2186.39 1,927 283 3,585 3.00 2186.54 2,008 295 3,881 Culvert / Orifice Structures Weir Structures ' . [A] CBJ ICJ [o] IAl IBl [C] IDl Rise (in) = 6.00 0.20 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) = 6.00 0.20 0.00 0.00 Crest EI. (ft) = 0.00 0.00 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00 Invert EI. (ft) = 2184.04 2183.55 0.00 0.00 Weir Type - Length (ft) = 20.00 0.00 0.00 0.00 Multi-Stage = No No No No Slape = 0.00 0.00 0.00 0.00 N-Value = .013 .013 .013 .013 Orif. Coeff. = 0.60 0.60 0.60 0.60 Multi-Stage = n/a Yes No No ExfiItration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft Nofe: CufveNQrifice autflovrs have been analyzed under inlet and outiet control. Stage (ft) Stage ! Discharge Stage (ft) 4.00 4.00 I ~ I I I I ~ 3.00 3.00 I I / I I I I / 1 2.00 2.00 I / I I , 1.00 ~ 1 I I 1.00 0.00 ► ~ ~ ~ ~ 0.00 0.00 0.50 1.00 1.50 2.00 Total 0 Oischarge (cfs) Hydrograph Plot 4 1Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:10 PM Hyd. No. 3 Post Basin B / C Hydrograph type = SCS Runoff Peak discharge = 0.06 cfs Storm frequency = 2 yrs Time interval = 3 rnin Drainage area = 0.390 ac Curve number = 78 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 7.20 min Total precip. = 1.28 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 192 cuft Post Basin B I C Q(cfs) Hyd. No. 3-- 2 Yr Q(cfs) 0.10 0.10 ~ 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 ; 0.05 s 0.05 0.04 0.04 0.(13 0.03 0.02 0.02 0.01 0.01 0.00 0.00 'r 0 3 5 8 10 13 15 18 20 23 25 Time (hrs) Hyd No. 3 5 Hydrograph Poot Hydraflow Hydrographs by Intelisolve Friday, Sep 302005, 5:10 PM i Hyd. No. 4 Ponds B / C Hydrograph type = Reservoir Peak discharge = 0.00 cfs Storm frequency = 2 yrs Time interval = 3 min Inflow hyd. No. = 3 Max. Elevation = 2207.27 ft Reservoir name = Basin 6/ C Max. Storage = 192 cuft Storage indica6on method used. Hydrograph Volume = 0 cuft Ponds B / C Q (cfs Q (cfs) ) Hyd. No. 4-- 2 Yr 0.10 0.10 , 0.09 0.09 J 0.08 0.08 0.07 0.07 0.06 0.06 0.05 . 0.05 0.04 ~ 0.04 0.03 y 0.03 0.02 0.02 0.01 ~ 0.01 ~ 0.00 0.00 0 15 29 44 58 73 87 102 116 131 145 ' Time (hrs) Hyd No. 4 Hyd No. 3 Pond Report ~ Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:10 PM ~ Pond No. 2- Basin B/ C Pond Data Bottom LxW = 36.3 x 18.2 ft Side slope = 3.0:1 Bottom elev. = 2207.00 ft Depth = 3.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr, Storage (cuft) Total storage (cuft) 0.00 2207.00 660 0 0 0.15 2207.15 710 103 103 0.30 2207.30 761 110 213 0.45 2207.45 814 118 331 0.60 2207.60 869 126 458 0.75 2207.75 925 135 592 0.90 2207.90 983 143 736 1.05 2208.05 1,043 152 888 1.20 2208.20 1,104 161 1,049 1.35 2208.35 1,167 170 1,219 1.50 2208.50 1,231 180 1,399 1.65 2208.65 1,298 190 1,589 1.80 2208.80 1,365 200 1,789 1.95 2208.95 1,435 210 1,999 2.10 2209.10 1,505 221 2,219 2.25 2209.25 1,578 231 2,451 2.40 2209.40 1,652 242 2,693 2.55 2209.55 1,728 254 2,947 2.70 2209.70 1,805 265 3,212 2.85 2209.85 1,884 277 3,489 3.00 2210.00 1,965 289 3,777 Culvert / Orifce Structures Weir Structures ' tAl [B] [C] IDl [A] IBl [C] [D] Rise (in) = 6.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) = 6.00 0.00 0.00 0.00 Crest EI. (ft) = 0.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00 Invert EI. (ft) = 2207.50 0.00 0.00 0.00 Weir Type Lertgth (ft) = 10.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope = 2.00 0.00 0.00 0.00 N-Value = .013 .013 .013 .013 Orif. Coeff. = 0.60 0.60 0.60 0.60 Multi-Stage = n/a No No No Exfiftration = 0.000 in/hr (Wet area) Tailwater Elev. = 0.00 ft Nete: CulverilQrifice outflows hsve been analyzed under Inlet and outiet control. Stage (ft) Stage / Discharge Stage (ft) 4.00 1 I 1 4.00 I I I I I I I ~ I I 3.00 3.00 I I / I I I / I 2.00 2.00 I I I I I I 1.00 9.00 I I ~ 0.00 ~ ~ I ( 0.00 0.00 0.50 1.00 1.50 2.00 Discharge (cfs) Total Q 7 Hydrograph Plot ,Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:10 PNi , Hyd. IVo. 5 Post Basin D / E Hydrograph type = SCS Runoff Peak discharge = 0.05 cfs Storm frequency = 2 yrs Time inferval = 6 rnin Drainage area = 0.570 ac Curve number = 78 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 15.00 min Total precip. = 1.28 in Distribution = Type I( Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 281 cuft Post Basin D / E Q(cfs) Hyd. No. 5-- 2 Yr Q(cfs) 0.10 0.10 ~ 0.09 0.09 0.08 . 0.08 0.07 0.07 0.06 0.06 0.05 0.05 ' 0.04 0.04 0.43 0.03 0.02 0.02 0.01 0.0'i 0.00 0.00 . 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 5 Time (hrs) 8 Hydrograph Plot , Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:10 PM ;Hyd. No. 6 Ponds D / E Hydrograph type = Reservoir Peak discharge = 0.00 cfs Storm frequency = 2 yrs Time interval = 6 min Inflow hyd. No. = 5 Max. Elevation = 2226.75 ft Reservoir name = Basin D/ E Max. Storage = 281 cuft Storage Indication method used. Hydrograph Volume = 0 cuft Ponds D / E Q (cfs Q ~~S~ ) Hyd. No. 6- 2 Yr 0.10 0.10 ~ 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 ' 0.04 0.04 0.03 0.03 0.02 0.02 ~ , 0.01 0.01 ( 0.00 0.00 p 29 58 87 116 145 174 203 232 261 290 ' Time (hrs) Hyd No. 6 Hyd No. 5 Poncl Report ~ Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:10 PM , Pond No. 3- Basin D/ E Pand Data Bottom LxW = 45.9 x 23.0 ft Side slope = 3.0:1 Bottom elev. = 2226.50 ft Depth = 3.00 ft Stage ! Storage Table Stage (ft) Etevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 2226.50 1,054 0 0 0.15 2226.65 1,117 163 163 0.30 2226.80 1,181 172 335 0.45 2226.95 1,247 182 517 0.60 2227.10 1,315 192 709 0.75 2227.25 1,384 202 912 0.90 2227.40 1,455 213 1,125 1.05 2227.55 1,528 224 1,348 1.20 2227.70 1,602 235 1,583 1.35 2227.85 1,677 246 1,829 1.50 2228.00 1,755 257 2,086 1.65 2228.15 1,834 269 2,356 1.80 2228.30 1,914 281 2,637 1.95 2228.45 1,997 293 2,930 2.10 2228.60 2,081 306 3,236 2,25 2228.75 2,166 318 3,554 2.40 2228.90 2,253 331 3,886 2.55 2229.05 2,342 345 4,230 2,70 2229.20 2,432 358 4,588 2.85 2229.35 2,524 372 4,960 . 3.00 2229.50 2,618 386 5,346 Culvert / Orifice Structures Weir Structures ~ [A] [B] [C] IDJ [A] IBJ ICI IDl Rise (in) = 6.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) = 6.00 0.00 0.00 0.00 Crest EI. (ft) = 0.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00 Invert EI. (ft) = 2227.00 0.00 0.00 0.00 Weir Type - - Length (ft) = 10.00 0.00 0.00 0.00 Muiti-Stage = No No No No Slope = 2.00 0.00 0.00 0.00 N-Value = .013 .013 .013 .013 Orif. Coeff. = 0.60 0.60 0.60 0.60 Multi-Stage = n/a No No No Exfiitration = 0.000 in/hr (Wet area) Tailwater Elev. = 0.00 ft Note: Culvert/Orifice outflov+s have been anaiyzed under inlet and ouUet contrd. Stage (ft) Stage / Discharge Stage (ft) 4.00 4.00 I I I ~ 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0.00 0.50 1.00 1.50 2.00 Discharge (cfs) Total Q 10 I-Bydrograph Plot Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:10 PM Hyd. N0. 7 Post Basin F / G Hydrograph type = SCS Runoff Peak discharge = 0.02 cfs Storm frequency = 2 yrs Time interval = 6 min Drainage area = 0.250 ac Curve number = 78 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 10.70 min Total precip. = 1.28 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 123 cuft Post Basin F / G Q (cfs Q (cfs) ) Hyd. No. 7-- 2 Yr 0.10 0.10 ~ 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 ~ 0.02 0.01 ' 0.01 0.00 0.00 p 2 4 6 8 10 12 14 16 18 20 22 24 26 a Time (hrs) Hyd No. 7 Hydrograph Piot Hydraflow Hydrographs by Intelisolve Friday, Sep 302005, 5:10 PM Hyd. No. 8 Pond F/G Hydrograph type = Reservoir Peak discharge = 0.00 cfs Storm frequency = 2 yrs Time interval = 6 min Inflow hyd. No. = 7 Max. Elevation = 2221.75 ft Reservoir name = Pond F/ G Max. Storage ='123 cuft Storage Indication method used. Hydrograph Volume = 0 cuft Pond F / G Q (cfs Q (cfs) ) Hyd. No. 8-- 2 Yr 0.10 0.10 0.09 0.09 t 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 ~ 0.02 0.01 0.01 ~ 0.00 0.00 p 29 58 87 116 145 174 203 232 261 290 Time (hrs) Hyd No. 8 Hyd No. 7 Pond Report 12 Hydraflow Hydrographs by Intelisofve Friday, Sep 302005, 5:90 PM Pond No. 4- Pond F/ G Pond Data Bottom LxW = 27.9 x 13.9 ft Side slope = 3.0:1 Bottom elev. = 2221.46 ft Depth = 3.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 2221.46 388 0 p 0.15 2221.61 426 61 61 0.30 2221.76 466 67 128 0.45 2221.91 508 73 201 0.60 2222.06 551 80 281 0.75 2222.21 596 86 367 0.90 2222.36 643 93 460 1.05 2222.51 691 100 560 1.20 2222.66 741 9 07 668 1.35 2222.81 792 115 783 1.50 9999.96 845 123 905 1.65 2223.11 900 131 1,036 1.80 2223.26 956 139 1,176 1.95 2223.41 1,014 148 1,323 2.10 2223.56 1,073 157 1,480 2.25 2223.71 1,134 166 1,646 2.40 2223.86 1,197 175 1,821 2.55 2224.01 1,269 184 2,005 2.70 2224.16 1,327 194 2,199 2.85 2224.31 1,395 204 2,404 3.00 2224.46 1,464 215 2,618 Culvert / Orifice Structures Weir Structures ~ LAJ [B] ICl IDl IA1 tBl ICl IDl Rise (in) = 6.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) = 6.00 0.00 0.00 0.00 Crest Ei. (ft) = 0.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00 invert EI. (ft) = 2221.96 0.00 0.00 0.00 Weir Type Length (ft) = 10.00 0.00 0.00 0.00 Multi-Stage = No No No No Slvpe = 2.00 0.00 0.00 0.00 N-Value = .013 .013 .013 .013 Orif. Coeff. = 0.60 0.60 0.60 0.60 Muiti-Stage = n/a No No No Exfiltration = 0.000 in/hr (Wet area) Tailwater Elev. = 0.00 ft Note: CuhrerUOrifice outflaws have been analyzed under inle2 and ouUet control. Stage (ft) Stage / Discharge Stage (ft) 4.00 4.00 I I I 3.00 3.00 I I I I I / 2.00 2.00 I I ~ ~ 1.00 1.00 ~ ~ I I I ! I 0.00 0.00 0.00 0.50 1.00 1.50 2.00 Discharge (cfs) Tota( Q 13 0-lydrograph Plot Hydraflow Hydrographs by Intelisotve Friday, Sep 30 2005, 5:10 PM Hyd. IVo. 9 Post Basin H / I Hydrograph type = SCS Runoff Peak discharge = 0.06 cfs Storm frequency = 2 yrs Time intervai = 6 min Drainage area = 0.620 ac Curve number = 78 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 12.60 min Total precip. = 1.28 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 306 cuft Post Basin H / I Q (cfs Q ~~5~ ) Hyd. No. 9- 2 Yr 0.10 0.10 , 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 ~ 0.05 0.05 0.04 ~ 0.04 0.03 ' 0.03 ~ Z 0.02 0.02 0.01 ~ 0.01 0.00 0.00 p 2 4 6 8 10 12 14 16 18 20 22 24 26 • Time (hrs) Hyd No. 9 14 Hydrograph PIOt . Hydraflow Hydrographs by Intelisfltve Friday, Sep 30 2005, 5:10 PM Hyd. N o. 10 , Ponds H / I Hydrograph type = Reservoir Peak discharge = 0.00 cfs Storm frequency = 2 yrs Time interval = 6 min inflow hyd. No. = 9 Max. Elevation = 2186.41 ft Reservoir name = Ponds H /I Max. Storage = 306 cuft Storage Indica6on method used. Hydrograph Volume = 0 cuft Ponds H / I Q(cfs) Hyd. No. 10 - 2 Yr ~(Cf5) 0.10 0.10 i 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 ~ 0.03 0.02 ~ 0.02 ~ 4 0.01 0.01 ~ 0.00 0.00 p 29 58 87 116 145 174 203 232 261 290 4 ~ Time (hrs) Hyd No. 10 Hyd No. 9 Pond Re~oft 15 Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:10 PM Pond No. 5- Ponds H/ I Pond Data Bottom LxW = 48.0 x 24.0 ft Side slope = 3.0:1 Bottom elev. = 2186.16 ft Depth = 3.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Starage (cuft) Totai storage (cuft) 0.00 2186.16 1,151 0 0 0.15 2186.31 1,217 178 178 0.30 2186.46 1,284 188 365 0.45 2186.61 1,353 198 563 0.60 2186.76 1,423 208 771 0.75 2186.91 1,495 219 990 0.90 2187.06 1,569 230 1,220 1.05 2187.21 1,644 241 1,461 1.20 2187.36 1,721 252 1,714 1.35 2187.51 1,800 264 1,978 1.50 2187.66 1,880 276 2,254 1.65 2187.81 1,962 288 2,542 1.80 2187.96 2,045 301 2,843 1.95 2188.11 2,130 313 3,156 2.10 2188.26 2,217 326 3,482 2.25 2188.41 2,305 339 3,821 2,40 2188.56 2,395 353 4,174 2.55 2188.71 2,486 366 4,540 2.70 2188.86 2,579 380 4,920 2.85 2189.01 2,674 394 5,314 3.00 2189.16 2,770 408 5,723 Culvert / Orifice Structures Vlleir Structures i [A] [B] ICJ [Dl IAl [B] [C] IDl Rise (in) = 6.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) = 6.00 0.00 0.00 0.00 Crest EI. (ft) = 0.00 0.00 0.00 0.00 No. Banels = 1 0 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00 Invert EI. (ft) = 2186.66 0.00 0.00 0.00 Weir Type - Length (ft) = 10.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope = 2.00 0.00 0.00 0.00 . N-Value = .013 .013 .013 .013 Orif. Coeffr. = 0.60 0.60 0.60 0.60 Multi-Stage = n/a No No No Exfiltration = 0.000 in/hr (Wet area) Tailwater Elev. = 0.00 ft Nate: Culvertl0riflce outflaws have been an2lyzed under intet and outlet control. Stage (ft) Stage / Discharge Stage (ft) 4.00 1 1 1 ~ 4.00 3.00 3.00 2.00 2.00 ~ 1.00 1.00 r 0.00 0.00 0.00 0.50 , 1.00 1.50 2.00 ' Discharge (cfs) Total Q 16 I-lydrograph Piot , Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:10 PM I Hyd. No. 11 Post Basins J / K Hydrograph type = SCS Runoff Peak discharge = 0.03 cfs Storm frequency = 2 yrs Time interval = 3 min Drainage area = 0.210 ac Curve number = 78 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 6.60 min Total precip. = 1.28 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume =104 cuft 0 Post Basins J / K Q(d5) Hyd. No. 11 2 Yr ~(cf5) 0.10 0.10 ~ 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 l 0.02 0.02 0.01 ` 0.01 0.00 ' 0.00 0 3 5 8 10 13 15 18 20 23 25 Time (hrs) Hyd No.11 17 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:10 PM Hyd. No. 12 Ponds J / K Hydrograph type = Reservoir Peak discharge = 0.00 cfs Storm frequency = 2 yrs Time interval = 3 min Inflow hyd. No. = 11 Max. Elevation = 2161.25 ft Reservoir name = Ponds J! K Max. Storage = 104 cuft Storage indication method used. Hydrograph Volume = 0 cuft Ponds J / K Q cfs Q (cfs) Hyd. No. 12 - 2 Yr 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 ' 0.03 0.02 0.02 ~ : 0.01 i 0.01 0.00 0.00 0 15 29 44 58 73 87 102 116 131 145 Time (hrs) Hyd No. 12 Hyd No. 11 Pond Report 1$ Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:10 PM Pond No. 6- Ponds J/ K Pond Data Bottom LxW = 25.0 x 12.5 ft Side slope = 3.0:1 Bottom elev. = 2160.95 ft Depth = 3.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 2160.95 313 0 0 0.15 2161.10 348 50 50 0.30 2161.25 384 55 104 0.45 2161.40 422 60 165 0.60 2161.55 461 66 231 0.75 2161.70 502 72 303 0.90 2161.85 545 79 382 1.05 2162.00 589 85 467 1.20 2162.15 635 92 559 1.35 2162.30 683 99 657 1.50 2162.45 732 106 764 1.65 2162.60 783 114 877 9.80 2162.75 835 121 998 1.95 2162.90 889 129 1,128 2.10 2163.05 945 138 1,265 2.25 2163.20 1,002 146 1,411 2.40 2163.35 1,061 155 1,566 2.55 2163.50 1,121 164 1,730 2.70 2163.65 1,183 173 1,902 2.85 2163.80 1,247 182 2,085 3.00 2163.95 1,313 192 2,277 Culvert / Orifice Structures Weir Structures [A] IBJ ICl [D] IAl IBJ [C] IoJ Rise (in) = 6.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) = 6.00 0.00 0.00 0.00 Crest Ei. (ft) = 0.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00 lnvert El. (ft) = 2161.45 0.00 0.00 0.00 Weir Type - - Length (ft) = 20.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope = 0.00 0.00 0.00 0.00 N-Vatue = .013 .013 .013 .013 Orif. Coeff. = 0.60 0.60 0.60 0.60 Multi-Stage = n/a No No No Exfiltration = 0.000 in/hr (Wet area) Tailwater Elev. = 0.00 ft Nate: CulverUOrifite outflaws have been analyzed under inlet and ouUet control. Stage (ft) Stage / Discharge Stage (ft) 4.00 1 1 4.00 I I I I I ' I ~ 3.00 3.00 ~ I I / I j I I 1 i ~ I I / I 2.00 2.00 / I I I 1.00 1.00 0.00 0.00 0.00 0.50 1.00 1.50 2.00 Discharge (cfs) Total Q . 19 8-IydrOgraph Plot Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:10 PM Hyd. No. 1 Post Basin A1 / A2 Hydrograph type = SCS Runoff Peak discharge = 0.27 cfs Storm frequency = 10 yrs Time interval = 3 min Drainage area = 0.390 ac Curve number = 78 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 7.50 min Total precip. = 2.00 in Distribution = Type 11 Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 643 cuft Post Basin A1 / A2 Q(Cf5) Hyd. No. 1--10 Yr Q(cfs) 0.50 0.50 , 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 ~ 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 , 0.05 0.00 ` ' 0.00 0 3 5 8 10 13 15 18 20 23 25 Time (hrs) Hyd No. 1 20 . B-lydrograph Plot Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:10 PM Hyd. No. 2 Ponds A1 and A2 Hydrograph type = Reservoir Peak discharge = 0.01 cfs Storm frequency = 10 yrs Time interval = 3 min Inflow hyd. No. = 1 Max. Elevation = 2184.09 ft Reservoir name = Ponds A1 and A2 Max. Storage = 431 cuft Storage Indication method used. Hydrograph Volume = 243 cuft Ponds A1 and A2 Q(cfs) Hyd. No. 2--10 Yr Q(cfs) 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 ~ 0.25 0.25 ~ . ~ 0.20 0.20 0.15 0.15 0.10 I 0.10 0.05 ~ 0.05 0.00 , w - 20 23 . 2 0.00 0 3 5 8 10 13 15 18 5 28 ~ Time (hrs) Hyd PVo. 2 Hyd No. 1 Pond l:eport 21 Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:10 PM . , Pond No. 1- Ponds A1 and A2 Pond Data Bottom LxUV = 37.0 x 18.5 ft Side siope = 3.0:1 Bottom elev. = 2183.54 ft Depth = 3.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) fncr. Storage (cuft) Total storage (cuft) 0.00 2183.54 685 0 0 0.15 2183.69 736 107 107 0.30 2183.84 788 114 221 0.45 2183.99 842 122 343 0.60 2184,14 898 131 474 0.75 2184.29 955 139 613 0.90 2184.44 1,014 148 761 1.05 2184.59 1,074 157 918 1.20 2184.74 1,137 166 1,083 1.35 2184.89 1,200 175 1,259 1.50 2185.04 1,266 185 1,444 1.65 2185.19 1,333 195 1,639 1.80 2185.34 1,401 205 1,844 1.95 2185.49 1,471 216 2,060 2.10 2185.64 1,543 226 2,286 2.25 2185.79 9,617 237 2,523 2.40 2185.54 1,692 248 2,771 2.55 2186.09 1,769 260 3,031 2.70 2186.24 1,847 271 3,302 2.85 2186.39 1,927 283 3,585 3.00 2186.54 2,008 295 3,881 Culvert / Orifice Structures Weir Structures ; IAl [B] [C] Iol IAl IBl [C] LDI Rise (in) = 6.00 0.20 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) = 6.00 0.20 0.00 0.00 Crest Et. (ft) = 0.00 0.00 0.00 0.00 No. BaRels = 1 1 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00 Invert EI. (ft) = 2184.04 2183.55 0.00 0.00 Weir Type - Length (ft) = 20.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope = 0.00 0.00 0.00 0.00 N-Value = .013 .013 .013 .013 Orif. Coeff. = 0.60 0.60 0.60 0.60 Multi-Stage = n/a Yes No No Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft Note: Culvert/Orifice outflms have been analyzed under inlet and oudet oontrol. Stage (ft) Stage / Discharge Stage (ft) 4.00 1 4.00 I I I I ~ 3.00 3.00 f I I / I I Y I 2.00 2.00 I / I I I I I I I I I I I I 1.00 1.00 'I I I I I I 0.00 0.00 0.00 0.50 9.00 1.50 2.00 Discharge (cfs) Total Q 22 Hydrograph Plot Hydraflow Hydrographs by Intelisotve Friday, Sep 30 2005, 5:10 PM ~ Hiyd. No. 3 - Post Basin B / C Hydrograph type = SCS Runoff Peak discharge = 0.27 cfs Storm frequency = 10 yrs Time interval = 3 min Drainage area = 0.390 ac Curve number = 78 Basin Siope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 7.20 min Total precip. = 2.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 643 cuft Post Basin B / C Q(cfS) Hyd. No. 3--10 Yr Q(cfs) 0.50 0.50 , 0.45 0.45 ~ 0.40 0.40 0.35 0.35 0.30 0.30 0.25 ~ 0.25 0.20 ~ 0.20 0.15 0.15 0.10 0.10 0.05 ~ 0.05 0.00 0.00 0 3 5 8 10 13 15 18 20 23 25 i Time (hrs) Hyd Rlo. 3 23 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:10 PM Hyd. No. 4 Ponds B / C Hydrograph type = Reservoir Peak discharge = 0.01 cfs Storm frequency = 10 yrs Time interval = 3 min Inflow hyd. No. = 3 Max. Elevation = 2207.56 ft Reservoir name = Basin B/ C Max. Storage = 419 cuft Storage Indication methad used. Hydrograph Volume = 257 cuft Ponds B / C Q (cfs Q (cfs) ) Hyd. No. 4 --10 Yr 0.50 0.50 ~ 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 ~ 0.25 0.25 0.20 0.20 0.15 ~ 0.15 0.10 ~ 0.10 0.05 0.05 ~ ~ , _ , . . • _ 0.00 0.00 0 3 5 8 10 13 15 18 20 23 25 28 ~ Time (hrs Hyd fUo. 4 Hyd No. 3 Pond Report 24 Hydraflow Hydrographs by Intelisolve • Friday, Sep 302005, 5:10 PM Pond No. 2- Basin B 1 C Pond Data Bottom LxW = 36.3 x 18.2 ft Side slope = 3.0:1 Bottom elev. = 2207.00 ft Depth = 3.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Tota) storage (cuft) 0.00 2207.00 660 0 0 0.15 2207.15 710 103 103 0.30 2207.30 761 110 213 0.45 2207.45 814 118 331 0.60 2207.60 869 126 458 0.75 2207.75 925 135 592 0.90 2207.90 983 143 736 1.05 2208.05 1,043 152 888 1.20 2208.20 1,104 161 1,049 1.35 2208.35 1,167 170 1,219 1.50 2208.50 1,231 180 1,399 1.65 2208.65 1,298 190 1,589 1.80 2208.80 1,365 200 1,789 1.95 2208.95 1,435 210 1,999 2.10 2209.10 1,505 221 2,219 2.25 2209.25 1,578 231 2,451 2.40 2209.40 1,652 242 2,693 2.55 2209.55 1,728 254 2,947 2.70 2209.70 1,805 265 3,212 2.85 2209.85 1,884 . 277 3,489 3.00 2210.00 1,965 289 3,777 Culvert / Orifice Structures Weir Structures ' [A] IBI [C] Iol [A] IBl LCl [D] Rise (in) = 6.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) = 6.00 0.00 0.00 0.00 Crest EI. (ft) = 0.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00 Invert EI. (ft) = 2207.50 0.00 0.00 0.00 Weir Type - Length (ft) = 10.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope = 2.00 0.00 0.00 0.00 N-Value = .013 .013 .013 .013 Orif. Caeff. = 0.60 0.60 0.60 0.60 Multi-Stage = n/a No No No Exfiltration = 0.000 inlhr (Wet area) Tailwater Elev. = 0.00 ft Note: CulvertJOrifice outflows have been analyzed under inlet and ouUet cantrol. Stage (ft) Stage / Discharge Stage (ft) 4.00 1 1 I 1 4.00 ~ ~ I I ~ I I I ~ 3.00 3.00 2.00 2.00 1.00 1.00 I ~ 0.00 0.00 0.00 0.50 1.00 1.50 2.00 Discharge (cfs) Total Q 25 Hydrograph Plot Hydraflow Hydrographs by Intelisolve 'Friday, Sep 30 2005, 5:10 PM Hyd. iVO. 5 Post Basin D / E Hydrograph type = SCS Runoff Peak discharge = 0.27 cfs Storm frequency = 10 yrs Time interval = 6 min Drainage area = 0.570 ac Curve number = 78 Basin S1ope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 15.00 min Total precip. = 2.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 940 cuft Post Basin D / E Q(cfs) Hyd. No. 5--10 Yr ~(Cf5) 0.50 0.50 , 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 I, 0.25 0.25 0.20 5 0.20 0.15 0.15 0.10 ~ - 0.10 0.05 ~ 0.05 , ~ 0.00 0.00 p 2 4 6 8 10 12 14 16 18 20 22 24 26 ' Time (hrs) Hyd No. 5 26 HydrOgraph Plo$ Hydraflow Hydrographs by intelisolve Friday, Sep 30 2005, 5:10 PM Hyd. No. 6 Ponds D / E Hydrograph type = Reservoir Peak discharge = 0.01 cfs Storm frequency = 10 yrs Time interval = 6 min Inflow hyd. No. = 5 Max. Elevation = 2227.06 ft Reservoir name = Basin D/ E Max. Storage = 657 cuft Storage Indication method used. Hydragraph Volume = 339 cuft Ponds D / E Q(cfs) Hyd. No. 6--10 Yr ~(Cf5) 0.50 0.50 ~ 0.45 0.45 0.40 0.40 0.35 ~ 0.35 0.30 0.30 I 0.25 ~ 0.25 0.20 0.20 ~ 0.15 ~ 0.15 0.10 0.10 0.05 l 0.05 . ~ 0.00 0.00 0 3 6 9 12 15 18 21 24 27 30 ~ Time (hrs) Hyd No. 6 Hyd fVo. 5 Pond Repod 27 Hydraflow Hydrographs by Intelisolve - Friday, Sep 30 2005, 5:10 PM Pond No. 3- Basin D/ E Pond Data Bottom LxW = 45.9 x 23.0 ft Side slope = 3.0:1 Bottom elev. = 2226.50 ft Depth = 3.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 2226.50 1,054 0 0 0.15 2226.65 1,117 163 163 0.30 2226.80 1,181 172 335 0.45 2226.95 1,247 182 517 0.60 2227.10 1,315 192 709 0.75 2227.25 1,384 202 912 0.90 2227.40 1,455 213 1,125 1.05 2227.55 1,528 224 1,348 1.20 2227.70 1,602 235 1,583 1.35 2227.85 1,677 246 1,829 1.50 2228.00 1,755 257 2,086 1.65 2228_15 1,834 269 2,356 1.80 2228.30 1,914 281 2,637 1.95 2228.45 1,997 293 2,930 2.10 2228.60 2,081 306 3,236 2.25 2228.75 2,166 318 3,554 2.40 2228.90 2,253 331 3,886 ' 2.55 2229.05 2,342 345 4,230 2.70 2229.20 2,432 358 4,588 2.85 2229.35 2,524 372 4,960 3.00 2229.50 2,618 386 5,346 Culvert 1 Or'rfice Structures Weir Structures IAl [B] ICl [D] IAl IBl ICl [D] Rise (in) = 6.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) = 6.00 0.00 0.00 0.00 Crest EI. (ft) = 0.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00 Invert EI. (ft) = 2227.00 0.00 0.00 0.00 Weir Type - - - Length (ft) = 10.00 0.00 0.00 0.00 Muiti-Stage = No No No No Slope = 2.00 0.00 0.00 0.00 N-Value = .013 .013 .013 .013 Orif. Coefr. = 0.60 0.60 0.60 0.60 Multi-Stage = n/a No No No Exfiltration = 0.000 in/hr (Wet area) Tailwater Elev. = 0.00 ft . Nate: CulverUOrifice outflows have besn analyzed under inlel and ouQet control. Stage (ft) Stage / Discharge Stage (ft) 4.00 1 I 1 1 4.00 ~ I I ~ I ~ 3.00 3.00 I I / I I I I / I I I I / ~ 2.00 2.00 ~ ~ ~ ~ 1.00 1.00 V ~ I ~ ~ 0.00 0.00 0.00 0.50 1.00 . 1.50 2.00 Discharge (cfs) Total Q 28 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:10 PM Hyd. N0. 7 Post Basin F / G Hydrograph type = SCS Runoff Peak discharge = 0.12 cfs Storm frequency = 10 yrs Time intervai = 6 min Drainage area = 0.250 ac Curve number = 78 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 10.70 min Total precip. = 2.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 412 cuft Post Basin F / G Q(cf5) Hyd. No. 7--10 Yr Q(cfs) 0.50 0.50 ~ 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 ~ 0.10 0.05 0.05 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 ` Time (hrs) Hyd No. 7 29 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:10 PM Hyd. NO. 8 Pond F / G Hydrograph type = Reservoir Peak discharge = 0.01 cfs Storm frequency = 10 yrs Time interval = 6 min Inflow hyd. IVo. = 7 Max. Elevation = 2222.01 ft Reservoir name = Pond F/ G Max. Storage = 252 cuft Storage Indication method used. Hydrograph Volume = 176 cuft Pond F ! G Q(cfs) Hyd. No. 8-10 Yr Q(cfs) 0.50 0.50 ti 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 ' 0.25 . i 0.20 0.20 0.15 0.15 0.10 1 0.10 0.05 0.05 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 ~ Time (hrs) Hyd No. 8 Hyd fVo. 7 Pond Report 30 Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:10 PM . Pond No. 4- Pond F/ G Pond Data Bottom LxW = 27.9 x 13.9 ft Side slope = 3.0:1 Bottom elev. = 2221.46 ft Depth = 3.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 2221.46 388 0 0 0.15 2221.61 426 61 61 0.30 2221.76 466 67 128 0.45 2221.91 508 73 201 0.60 2222.06 551 80 281 0.75 2222.21 596 86 367 0.90 2222.36 643 93 460 1.05 2222.51 691 100 560 1.20 2222.66 741 107 668 1.35 2222.81 792 115 783 1.50 2222.96 845 123 905 1.65 2223.11 900 131 1,036 1.80 2223.26 956 139 1,176 1.95 2223.41 1,014. 148 1,323 2.10 2223.56 1,073 157 1,480 2.25 2223.71 1,134 166 1,646 2.40 2223.86 1,197 175 1,821 2.55 2224.01 1,261 184 2,005 2.70 2224.16 1,327 194 2,199 2.85 2224.31 1,395 204 2,404 3.00 2224.46 1,464 215 2,618 Cuivert / Orifice Structures Weir Structures t IAl [B] ICJ [o] [A] IBl ICJ [o] Rise (in) = 6.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) = 6.00 0.00 0.00 0.00 Crest EI. (ft) = 0.00 0.00 0.00 0.00 No. Barrels = 1 o 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00 Invert EI. (ft) = 2221.96 0.00 0.00 0.00 Weir Type - - Length (ft) = 10.00 0.00 0.00 0.00' Multi-Stage = No No No No Slope = 2.00 0.00 0.00 0.00 N-Value = .013 .013 .013 .013 Orif. Coeff. = 0.60 0.60 0.60 0.60 MultiStage = n/a No No No Exfiltration = 0.000 in/hr (Wet area) Tailwater Elev. = 0.00 ft Note: CuIveNOdfice outflav.5 have been analyzesl under inlet and auUet control. Stage (ft) Stage / Discharge Stage (ft) 4.00 1 1 1 4.00 I i I ~ I 3.00 3.00 I / ~ I 2.00 2.00 ~ ~ I I ' 1.00 1.00 ~ I I ~ 0.00 0.00 0.00 0.50 1.00 1.50 2.00 Discharge (cfs) Total Q 31 8-lydrograph Plot Hydraflow Hydrographs by Intelisotve Friday, Sep 30 2005, 5:10 PM Hyd, No. 9 Post Basin H / I Hydrograph type = SCS Runoff Peak discharge = 0.29 cfs Storm frequency = 10 yrs Time interval = 6 min Drainage area = 0.620 ac Curve number = 78 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 12.60 min Total precip. = 2.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume =1,022 cuft Post Basin H / e Q(cfs) Hyd. No. 9-10 Yr Q(cf5) 0.50 0.50 - 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 ~ 0.05 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 i Time (hrs) Hyd No. 9 32 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:10 PM Hyd. No. 10 Ponds H / I Hydrograph type = Reservoir Peak discharge = 0.01 cfs Storm frequency = 10 yrs Time interval = 6 min Inflow hyd. No. = 9 Max. Elevation = 2186.72 ft Reservoir name = Ponds H /I Max. Storage = 718 cuft Storage Indication method used. Hydrograph Volume = 368 cuft Ponds H / I Q(cfS) Hyd. No. 10 --10 Yr ~(cf5) 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 a 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 l 0.05 0.00 0.00 0 3 6 9 12 15 18 21 24 27 30 ~ Time (hrs) Hyd No. 10 Hyd No. 9 Pond Report 33 Hydraflow Hydrographs by Intelisolve . Friday, Sep 30 2005, 5:10 PM Pond No. 5- Ponds H/ I Pond Data Bottom LxW = 48.0 x 24.0 ft Side slope = 3.0:1 Bottom elev. = 2186.16 ft Depth = 3.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Totai storage (cuft) 0.00 2186.16 1,151 0 0 0.15 2186.31 1,217 178 178 0.30 2186.46 1,284 188 365 0.45 2186.61 1,353 198 563 0.60 2186.76 1,423 208 771 0.75 2186.91 1,495 219 990 0.90 2187.06 1,569 230 1,220 1.05 2187.21 1,644 241 1,461 1.20 2187.36 1,721 252 1,714 1.35 2187.51 1,800 264 1,978 1.50 2187.66 1,880 276 2,254 1.65 2187.81 1,962 288 2,542 1.80 2187.96 2,045 301 2,843 1.95 2188.11 2,130 313 ' 3,156 2.10 2188.26 2,217 326 3,482 2.25 2188.41 2,305 339 3,821 2.40 2188.56 2,395 353 4,174 2.55 2188.71 2,486 366 4,540 2.70 2188.86 2,579 380 4,920 2.85 2189.01 2,674 394 5,314 3.00 2189.16 2,770 408 5,723 Culvert / Orifice Structures Weir Structures ~ [A] [B] ICj [D] ' IAI IBl ICl Iol Rise (in) = 6.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) = 6.00 0.00 0.00 0.00 Crest EI. (ft) = 0.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00 Invert Ei. (ft) = 2186.66 0.00 0.00 0.00 Weir Type - - Length (ft) = 10.00 0.00 0.00 0.00 Muiti-Stage = No No No No Slope = 2.00 0.00 0.00 0.00 N-Value = .013 .013 .013 .013 Orif. Coeff. = 0.60 0.60 0.60 0.60 Multi-Stage = n/a No No No Exfiitration = 0.000 in/hr (Wet area) Tailwater Elev. = 0.00 ft Note: CuIveNOrifice outflows have been analyzed under inlet and outlet control. Stage (ft) Stage / Discharge Stage (ft) 4.00 4.00 ~ ► 3.00 3.00 ~ i 2.00 2.00 ~ 1.00 1.00 r I I i I 0.00 1 I I ~ 0.00 0.00 0.50 1.00 1.50 2.00 Discharge (cfs) Totat Q HYd roJraph P I ot 34 Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:10 PM Hyd. Noe 11 Post Basins J / K Hydrograph type = SCS Runoff Peak discharge = 0.15 cfs Storm frequency = 10 yrs Time interval = 3 min Drainage area = 0.210 ac Curve number = 78 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 6.60 min Total precip. = 2.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 346 cuft Post Basins J / K Q(GfS) Hyd. No. 11 --10 Yr Q(cf5) 0.50 0.50 , 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 f 0.15 0.10 0.10 0.05 0.05 ` 0.00 0.00 0 3 5 8 10 13 15 18 20 23 25 k Hyd No. 11 Time (hrs) Hydrograph Plot 35 Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:10 PM Hyd. No. 12 PondsJ/K Hydrograph type = Reservoir Peak discharge = 0.01 cfs Storm frequency = 10 yrs Time interval = 3 min Inflow hyd. No. = 11 Max. Elevation = 2161.49 ft Reservoir name = Ponds J/ K Max. Storage = 206 cuft Storage Indication method used. Hydrograph Volume =153 cuft Ponds J / K Q(cfs) Hyd. No. 12 --10 Yr Q (d5) 0.50 0.50 d 0.45 0.45 0.40 0.40 0.35 0.35 0.30 ~ 0.30 0.25 0.25 0.20 0.20 0.15 , 0.15 a 0.10 0.10 0.05 0.05 ~ 0.00 , - . 0.00 0 3 5 8 10 13 15 18 20 23 25 ~ Time (hrs) Hyd No. 12 Hyd No. 11 POnd RepOf"t 36 Hydraflow Hydrographs by Intelisolve . Friday, Sep 30 2005, 5:10 PM Pond No. 6- Ponds J/ K Pond Data Bottom LxW = 25.0 x 12.5 ft Side slope = 3.0:1 Bottom elev. = 2160.95 ft Depth = 3.00 ft Stage / Storage Tabie Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 2160.95 313 0 0 0.15 2161.10 348 50 50 0.30 2161.25 384 55 104 0.45 2161.40 422 60 165 0.60 2161.55 461 66 231 0.75 2161.70 502 72 303 0.90 2161.85 545 79 382 1.05 2162.00 589 85 467 1.20 2162.15 635 92 559 1.35 2162.30 683 99 657 1.50 2162.45 732 106 764 1.65 2162.60 783 114 877 1.80 2162.75 835 121 998 1.95 2162.90 889 129 1,128 2.10 2163.05 945 138 1,265 2.25 2163.20 1,002 146 1,411 2.40 2163.35 1,061 155 1,566 2.55 2163.50 1,121 164 1,730 2.70 2163.65 1,183 173 1,902 2.85 2163.80 1,247 182 2,085 3.00 2163.95 1,313 192 2,277 Culvert / Orifice Structures Weir Structures i IAl IBJ ICJ [D] IAl IBJ ICl IDl Rise (in) = 6.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) = 6.00 0.00 0.00 0.00 Crest EI. (ft) = 0.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00 Invert EI. (ft) = 2161.45 0.00 0.00 0.00 Weir Type - Length (ft) = 20.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope = 0.00 0.00 0.00 0.00 N-Value = .013 .013 .013 .013 Orif. Coeff. = 0.60 0.60 0.60 0.60 Multi-Stage = nla No No No Exfiltration = 0.000 in/hr (Wet area) Tailwater Elev. = 0.00 ft Nofe: CulverUQrifice outflaws have been analyzed under inlet and outlei conUal. Stage (ft) Stage 1 Discharge Stage (ft) 4.00 1 4.00 ~ i I I 3.00 3.00 ~ 2.00 2.00 1.00 1.00 0.00 0.00 0.00 0.50 _ 1.00 1.50 2.00 Discharge (cfs) Total Q 37 Hydrograph Plot Hydraflow Hydrographs by intelisolve Friday, Sep 30 2005, 5:10 PM • Hyd. Plo. 1 Post Basin A1 / A2 Hydrograph type = SCS Runoff Peak discharge = 0.47 cfs Storm frequency = 50 yrs Time interval = 3 min Drainage area = 0.390 ac Curve number = 78 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 7.50 min Total precip. = 2.55 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 1,089 cuft Post Basin A1 / A2 Q(cfs) Hyd. No. 1-- 50 Yr ~(cfS) 0.50 0.50 ~ 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 ~ 0.05 0.05 ~ 0.00 0.00 0 3 5 8 10 13 15 18 20 23 25 i Hyd No. 1 Time (hrs) 38 Hydrograph Plot - Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:10 PM Hyd. -iVo. 2 Ponds A1 and A2 Hydrograph type = Reservoir Peak discharge = 0.05 cfs Storm frequency = 50 yrs Time interval = 3 min Inflow hyd. No. = 1 Max. Elevation = 2184.16 ft Reservoir name = Ponds A1 and A2 Max. Storage = 494 cuft Storage Indication metfiod used. Hydrograph Volume = 689 cuft Ponds A1 and A2 Q(cfs) Hyd. No. 2-- 50 Yr ~(Cf5) 0.50 0.50 , ` 0.45 , 0.45 , ~ 0.40 ~ 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 - 0.00 0 3 5 8 10 13 15 18 20 23 25 28 ~ Time (hrs) Hyd No. 2 Hyd No. 1 ~ond Rep00"t 39 Hydraflow Hydrographs by Inte(isolve Friday, Sep 30 2005, 5:10 PM Pond No. 1- Ponds A1 and A2 Pond Data Bottom LxW = 37.0 x 18.5 ft Side slope = 3.0:1 Bottom elev. = 2183.54 ft Depth = 3.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Corrtour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 2183.54 685 0 0 0.15 2183.69 736 107 107 0.30 2183.84 788 114 221 0.45 2183.99 842 122 343 0.60 2184.14 898 131 474 0.75 2184.29 955 139 613 0.90 2184.44 1,014 148 761 1.05 2184.59 1,074 157 918 1.20 2184.74 1,137 166 1,083 1.35 2184.89 1,200 175 1,259 1.50 2185.04 1,266 185 1.444 1.65 2185.19 1,333 195 1,639 1.80 2185.34 1,401 205 1,844 1.95 2185.49 1,471 216 2,060 2.10 2185.64 1,543 226 2,286 2.25 2185.79 1,617 237 2,523 2.40 2185.94 1,692 248 2,771 2.55 2186.09 1,769 260 3,031 2.70 2186.24 1,847 271 3,302 2.85 2186.39 1,927 283 3,585 3.00 2186.54 2,008 295 3,881 Culvert I Orifice Structures Weir Structures ~ U°►l IBl ICl [D] IAl IBl ICl IDl Rise (in) = 6.00 0.20 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) = 6.00 0.20 0.00 0.00 Crest EI. (ft) = 0.00 0.00 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00 Invert EI. (ft) = 2184.04 2183.55 0.00 0.00 Weir Type - - - Length (ft) = 20.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope = 0.00 0.00 0.00 0.00 N-Value = .013 .013 .013 .013 Orif. Coeff. = 0.60 0.60 0.60 0.60 Muiti-Stage = n/a Yes No No Exfltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft Naie: Cu1veNOrifice outflows have been analyzed under inlet and ouUet oontral. Stage (ft) Stage / Discharge Stage (ft) 4.00 1 1 1 1 4.00 i ~ ~ i i ► 3.00 3.00 I l ai' ~ 2.00 2.00 1.00 1.00 ~ 0.00 0.00 0.00 0.50 1.00 1.50 , 2.00 Discharge (cfs) Total Q 40 Hydrograph Plot Hydraflow Hydrographs by intelisolve Friday, Sep 30 2005, 5:10 PM Hyd. No. 3 Post Basin B / C Hydrograph type = SCS Runoff Peak discharge = 0.47 cfs Storm frequency = 50 yrs Time interval = 3 min Drainage area = 0.390 ac Curve number = 78 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (T'c) = 7.20 min Total precip. = 2.55 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume =1,089 cUft Post Basin B / C - Q(cfs) Hyd. No. 3-- 50 Yr Q(cfs) 0.50 0.50 0.45 ~ 0.45 1 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 ' w 0.20 ~ 0.15 0.15 i 0.10 0.10 0.05 ~ 0.05 0.00 0.00 0 3 5 8 10 13 15 18 20 23 25 ' Time (hrs) Hyd No. 3 41 I-lydrograph Piot Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:10 PM Hyd. No. 4 PondsB/C Hydrograph type = Reservoir Peak discharge = 0.05 cfs Storm frequency = 50 yrs Time interval = 3 min Inflow hyd. No. = 3 Max. Elevation = 2207.63 ft Reservoir name = Basin B/ C Max. Storage = 483 cuft Storage Indication method used. Hydrograph Volume = 703 cuft Ponds B I C Q (cfs Q (cfs) ) Hyd. No. 4-- 50 Yr 0.50 0.50 0.45 ~ 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 ' 0.05 0.00 0.00 0 3 5 8 10 13 15 18 20 23. 25 28 1 Time (hrs) Hyd IVo. 4 Hyd No. 3 Pond Report 42 Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:10 PM . Pond Na. 2- Basin B/ C Pond Data Bottom LxW = 36.3 x 18.2 ft Side slope = 3.0:1 Bottom elev. = 2207.00 ft Depth = 3.00 ft Stage / Storage Table Stage (ft) Elevatian (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 2207.00 660 0 0 0.15 2207.15 710 103 103 0.30 2207.30 761 110 213 0.45 2207.45 814 118 331 0.60 2207.60 869 126 458 0.75 2207.75 925 135 592 0.90 2207.90 983 143 736 1.05 2208.05 1,043 152 ggg 1.20 2208.20 1,104 161 1,049 1.35 2208.35 1,167 170 1,219 1.50 2208.50 1,231 180 1,399 1.65 2208.65 1,298 190 1,589 1.80 2208.80 1,365 200 1,789 1.95 2208.95 1,435 210 1,999 2.10 2209.10 1,505 221 2,219 2.25 2209.25 1,578 231 2,451 2.40 2209.40 1,652 242 2,693 2.55 2209.55 1,728 254 2,947 2.70 2209.70 9,805 265 3,212 2.85 2209.85 1,884 277 3,489 3.00 2210.00 1,965 , 289 3,777 Culvert 1 Orifce Structures Weir Structures ~ [A] iBl tCl [D] [A] [B] ICl Iol Rise (in) = 6.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) = 6.00 0.00 0.00 0.00 Crest EI. (ft) = 0.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00 Invert Et. (ft) = 2207.50 0.00 0.00 0.00 Weir Type - Length (ft) = 10.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope = 2.00 0.00 0.00 0.00 N-Value = .013 .013 .013 .013 Orif. Coeff. = 0.60 0.60 0.60 0.60 Multi-Stage = nla No No IVo Exfiltration = 0.000 in/hr (Wet area) Tailwater Elev. = 0.00 ft Note: CulverUOrifice outftows have beert analyzed under Inlet and outlet conVol. Stage (ft) Stage 1 Discharge Stage (ft) 4.00 + 1 1 I 4.00 I I I I I I ~ ~ 3.00 3.00 I I /I / I 2.00 2.00 1.00 1.00 i ~ ► I I I ' I I I 0.00 ~ 0.00 0.00 0.50 1.00 , 1.50 2.00 Discharge (cfs) Totai Q 43 Hydrograph Plo$ . Hydraflow Hydrographs by Inte(isolve Friday, Sep 30 2005, 5:10 PM Hyd. No. 5 Post Basin D / E Hydrograph type = SCS Runoff Peak discharge = 0.48 cfs Storm frequency = 50 yrs Time interval = 6 min Drainage area = 0.570 ac Curve number = 78 Basin Slope = 0.0 % Hydraulic length = 0 ft T'c method = TR55 Time of conc. (Tc) _'15.00 min Total precip. = 2.55 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume =1,592 cuft Post Basin D I E Q(cf5) Hyd. No. 5- 50 Yr Q(cfs) 0.50 0.50 , ~ 0.45 0.45 0.40 ; 0.40 0.35 ~ 0.35 0.30 0.30 0.25 I 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0 2 4 6 8 10 12 14 96 18 20 22 24 26 ` Time (hrs) Hyd No. 5 ~ Hydrograph Plot Hydraflow Hydrographs by Intelisotve Friday, Sep 302005, 5:10 PM ' • Hyd. No. 6 Ponds D / E Hydrograph type = Reservoir Peak discharge = 0.06 cfs Storm frequency = 50 yrs Time interval = 6 min Inflow hyd. No. = 5 Max. Elevation = 2227.14 ft Reservoir name = Basin D/ E Max. Storage = 758 cuft Storage Indication method used. Hydrograph Volume = 991 cuft PondS D 1 E Q(cf5) Hyd. No. 6-- 50 Yr ~(Cf5) 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 ; 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 f 0.05 1 ~ 0.00 ~ . - ~ . 0.00 0 3 6 9 12 15 18 21 24 27 30 Time (hrs) Hyd No. 6 Hyd No. 5 Pond Repod 40 Hydraflow Hydrographs by tntelisolve Friday, Sep 302005, 5:10 PM Pond No. 3- Basin D/ E Pond Data Bottom LxW = 45.9 x 23.0 ft Side sfope = 3.0:1 6ottom elev. = 2226.50 ft Depth = 3.00 ft Stage / Storage Tabte Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 2226.50 1,054 0 0 0.15 2226.65 1,117 163 163 0.30 2226.80 1,181 172 335 0.45 2226.95 1,247 182 517 0.60 2227.10 1,315 192 709 0.75 2227.25 1,384 202 912 0.90 2227.40 1,455 213 1,125 1.05 2227.55 1,528 224 1,348 1.20 2227.70 1,602 235 1,583 1.35 2227.85 1,677 246 1,829 1.50 2228.00 1,755 257 2,086 1.65 2228.15 1,834 269 2,356 1.80 2228.30 1,914 281 2,637 1.95 2228.45 1,997 293 2,930 2.10 2228.60 2,081 306 3,236 2.25 2228.75 2,166 318 ' 3,554 2.44 2228.90 2,253 331 3,886 2.55 2229.05 2,342 345 4,230 2.70 2229.20 2,432 358 4,588 2.85 2229.35 2,524 372 4,960 3.00 2229.50 2,618 386 5,346 Culvert 1 Orifice Structures Weir Structures ~ [A] IBJ ICl CDl Ia1 IBl ICJ [D] Rise (in) = 6.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) = 6.00 0.00 0.00 0.00 Crest EI. (ft) = 0.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Caeff. = 3.33 3.33 0.00 0.00 Invert El. (ft) = 2227.00 0.00 0.00 0.00 Weir Type - Length (ft) = 10.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope = 2.00 0.00 0.00 0.00 N-Value = .013 .093 .013 .013 Orif. Coeff. = 0.60 0.60 0.60 0.60 Multi-Stage = n/a No No No Exfiltration = 0.000 in/hr (VVet area) Tailwater Elev. = 0.00 ft Note: CulveNOrifice outflovr. have been analyzed under in►el and ouUet oontrol. Stage (ft) Stage ! Discharge Stage (ft) 4.00 ~ I I I ~ 4.00 ( I I, ~ ~ I I I I I 3.00 ~ I I I ~ 3.00 I I I I I I I j I I I 2.00 ~ ~ 2.00 ' I / I N 1 I I 9.00 1.00 0.00 0.00 0.00 0.50 1.00 1.50 2.00 Total Q 'Discharge (cfs) 46 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:10 PM Hyd. No. 7 Post Basin F / G Hydrograph type = SCS Runoff Peak discharge = 0.21 cfs Storm frequency = 50 yrs Time interval = 6 min Drainage area = 0.250 ac Curve number = 78 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55° Time of conc. (Tc) = 10.70 min Total precip. = 2.55 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 698 cuft Post Basin F / G Q (cfs Q (cfs) ) Hyd. No. 7-- 50 Yr 0.50 0.50 , 0.45 0.45 ~ 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 ~ 0.20 0.20 0.15 ' 0.15 0.10 0.10 0.05 0.05 ~ 0.00 0.00 p 2 4 6 8 10 12 14 16 18 20 22 24 26 ! Time (hrs) Hyd No. 7 47 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:10 PM Hyd. No. 8 Pond F I G Hydrograph type = Reservoir Peak discharge = 0.04 cfs Storm frequency = 50 yrs Time interval = 6 min Inflow hyd. No. = 7 Max. Elevation = 2222.08 ft Reservoir name = Pond F/ G Max. Storage = 292 cuft Storage Indication method used. Hydrograph Volurne = 462 cuft Ponc1 F / G Q(cfs) Hyd. No. 8-- 50 Yr Q(cfs) 0.50 0.50 . 0.45 0.45 ~ 0.40 ~ 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 ~ 0.20 0.15 I 0.15 0.10 0.10 0.05 0.05 r , a~.. . 0.00 ' 0.00 0 3 6 9 12 15 18 21 24 27 ~ Time (hrs) Hyd No. 8 Hyd No. 7 Pond Report 48 Hydraflow Hydrographs by Intelisolve Friday, Sep 30.2005, 5:10 PM Pond No. 4- Pond F/ G Pond Data Bottom LxW = 27.9 x 13.9 ft Side slope = 3.0:1 Bottom elev. = 2221.46 ft Depth = 3.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 2221.46 388 0 0 0.15 2221.61 426 61 61 0.30 2221.76 466 67 128 0.45 2221.91 508 73 201 0.60 2222.06 551 80 281 0.75 2222.21 596 86 367 0.90 2222.36 643 93 460 1.05 2222.51 691 100 560 1.20 2222.66 741 107 668 1.35 2222.81 792 115 783 1.50 2222.96 845 123 905 1.65 2223.11 900 131 1,036 1.80 2223.26 956 139 1,176 1.95 2223.41 1,014 148 1,323 2.10 2223.56 1,073 157 1,480 2.25 2223.71 1,134 166 1,646 2.40 2223.86 1,197 175 1,821 2.55 2224.01 1,261 184 2,005 2.70 2224.16 1,327 194 2,199 2.85 2224.31 1,395 204 2,404 3.00 2224.46 1,464 215 2,618 Culvert / Orifice Structures Weir Structures r IAJ IB] ICl [D] IAl [B] [C] IoJ Rise (in) = 6.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) = 6.00 0.00 0.00 0.00 Crest EI. (ft) = 0.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00 Invert EI. (ft) = 2221.96 0.00 0.00 0.00 Weir Type - - Length (ft) = 10.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope = 2.00 0.00 0.00 0.00 N-Value = .013 .013 .013 .013 Orif. Coeff. = 0.60 0.60 0.60 0.60 Multi-Stage = n/a No No No Exfiltration = 0.000 in/hr (Wet area) Tailwater Elev. = 0.00 ft Note: CuIveNOrifrce outflows have been ansiyzed under inlet and ouGei aonVOl. Stage (ft) Stage / Discharge Stage (ft) 4.00 4.00 I ~ I ~ ~ M 3.00 3.00 2.00 2.00 ► / I i 1.00 1.00 0.00 0.00 0.00 0.50 , 1.00 1.50 , 2.00 Discharge (cfs) Total Q 49 Hydrograph PIOt Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:10 PM Hyd. IVo. 3 Post Basin H / I Hydrograph type = SCS Runoff Peak discharge = 0.52 cfs Storm frequency = 50 yrs Time interval = 6 rnin Drainage area = 0.620 ac Curve number = 78 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 12.60 min Total precip. = 2.55 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 1,731 cuft Post Basin H / I Q(cf5) Hyd. No. 9- 50 Yr Q(cfs) 1.00 1.00 } 0.90 0.90 i 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 ~ 0.40 0.30 , 0.30 ~ 0.20 0.20 0.10 0.10 0.00 0.00 p 2 4 6 8 10 12 14 16 18 20 22 24 26 ' Time (hrs) Hyd No. 9 50 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:10 PM Hyd. No. 10 PondsH/I Hydrograph type = Reservoir Peak discharge = 0.06 cfs Storm frequency = 50 yrs Time interval = 6 min Inflow hyd. No. = 9 Max. Elevation = 2186.80 ft Reservoir name = Ponds H /I Max. Storage = 830 cuft Storage Indication method used. Hydrograph Volume = 1,078 cuft Ponds H / I Q(cf5) Hyd. No. 10 50 Yr Q (cfs) 1.00 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 ~ 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 0.00 0 3 6 9 12 15 18 21 24 27 30 ' Time (hrs) Hyd No. 10 Hyd No. 9 Pond Repod 51 . Hydraflow Hydrographs by Intelisoive Friday, Sep 30 2005, 5:10 PM , Pond No. 5- Ponds H/ I , Pond Data Bottom LxW = 48.0 x 24.0 ft Side slope = 3.0:1 Bottom elev. = 2186.16 ft Depth = 3.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Starage (cuft) Total storage (cuft) 0.00 2186.16 1,151 0 0 0.15 2186.31 1,217 178 178 0.30 2186.46 1,284 188 365 0.45 2186.61 1,353 198 563 0.60 2186.76 1,423 208 771 0.75 2186.91 1,495 219 990 0.90 2187.06 1,569 230 1,220 1.05 2187.21 1,644 241 1,461 1.20 2187.36 1,721 252 1,714 1.35 2187.51 1,800 264 1,978 1.50 2187.66 1,880 276 2,254 1.65 2187.81 1,962 288 2,542 1.80 2187.96 2,045 301 2,843 1.95 2188.11 2,130 313 3,156 2.10 2188.26 2,217 326 3,482 2.25 2188.41 2,305 339 3,821 2.40 2188.56 2,395 353 4,174 2.55 2188.71 2,486 366 4,540 2.70 2188.86 2,579 380 4,920 2.85 2189.01 2,674 394 5,314 3.00 2189.16 2,770 408 5,723 Culvert / Orifice Structures Weir Structures IAl [B] [C] IDl IAl IBJ LCl IoJ r Rise (in) = 6.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) = 6.00 0.00 0.00 0.00 Crest Ei. (ft) _ 0.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00 Invert EI. (ft) = 2186.66 0.00 0.00 0.00 Weir Type - - Length (ft) = 10.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope = 2.00 0.00 0.00 0.00 N-Value = .013 .013 .013 .013 Orif. Coeff. = 0.60 0.60 0.60 0.60 Muiti-Stage = n/a No No No Exf'iltratBon = 0.000 in/hr (Wet area) Taiiwater Elev. = 0.00 ft Note: CulverUOrifice cutflrnm have been analyzed under inlet and outlet control. Stage (ft) Stage I Discharge Stage (ft) 4.00 4.00 I ~ ~ 1 I ~ 3.00 3.00 i 2.00 2.00 1.00 1.00 0.00 0.00 0.00 0.50 1.00 1.50 2.00 Disc#large (cfs) Total Q 52 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:10 PM Hyd. No. 11 Post Basins J / K Hydrograph type = SCS Runoff Peak discharge = 0.25 cfs Storm frequency = 50 yrs Time interval = 3 rnin Drainage area = 0.210 ac Curve number = 78 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 6.60 min Total precip. = 2.55 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 586 cuft Post Basins J / K Q cfs Q (cfs) ~ ) Hyd. No. 11 50 Yr 0.50 0.50 ~ 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 ~ 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 ` 0.05 . 0.00 ' 0.00 0 3 5 8 10 13 15 18 20 23 25 :Time (hrs) Hyd No.11 53 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:10 PM Hyd. N o. 12 Ponds J / K Hydrograph type = Reservoir Peak discharge = 0.04 cfs Storm frequency = 50 yrs Time interval = 3 min Inflow hyd. No. = 11 Max. Elevation = 2161.56 ft Reservoir name = Ponds J/ K Max. Storage = 237 cuft Storage Indication method used. Hydrograph Volume = 393 cuft Ponds J / K Q cfs Q (cfs) Hyd. No. 12 50 Yr 0.50 0.50 0.45 0.45 . 0.40 0.40 0.35 . 0.35 0.30 0.30 0.25 ~ 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 - ~ 0.05 0.00 - 0.00 0 3 5 8 10 13 15 18 20 23 25 28 , Time (hrs) Hyd No. 12 Hyd No. 11 Pond Report 54 Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:10 PM Pond No. 6- Ponds J/ K - Pond Data Bottom LxW = 25.0 x 12.5 ft Side slope = 3.0:1 Bottom elev. = 2160.95 ft Depth = 3.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 2160.95 313 0 0 0.15 2161.10 348 50 50 0.30 2161.25 384 55 104 0.45 2161.40 422 60 165 0.60 2161.55 461 66 231 0.75 2161.70 502 72 303 0.90 2161.85 545 79 382 1.05 2162.00 589 85 467 1.20 2162.15 635 92 559 1.35 2162.30 683 99 657 1.50 2162.45 732 106 764 1.65 2162.60 783 114 877 1.80 2162.75 835 121 998 1.95 2162.90 889 129 1,128 2.10 2163.05 945 138 1,265 2.25 2163.20 1,002 146 1,411 2.40 2163.35 1,061 155 1,566 2.55 2163.50 1,121 164 1,730 2.70 2163.65 1,183 173 1,902 2.85 2163.80 1,247 182 2,085 3.00 2163.95 1,313 192 2,277 Culvert / Orifice Structures Weir Structures j [A] IB] [C] IDl [A] IBl [C] IDJ Rise (in) = 6.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) = 6.00 0.00 0.00 0.00 Crest EI. (ft) = 0.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00 Invert EI. (ft) = 2161.45 0.00 0.00 0.00 Weir Type - - Length (ft) = 20.00 0.00 0.00 0.00 Muiti-Stage = No No No No Slope = 0.00 0.00 0.00 0.00 N-Value = .013 .013 .013 .013 Orif. Coeff. = 0.60 0.60 0.60 0.60 Multi-Stage = nla No No No ExfiItration = 0.000 in/hr (Wet area) Tailwater Elev. = 0.00 ft Noie: Cu1veNOrifce autflrnvs have been analyzed under iniet and outlet controi. Stage (ft) Stage / Discharge Stage (ft) 4.00 1 1 1 1 j 4.00 ~ , I 1 3.00 3.00 I I I I 1 2.00 2.00 j I I I ~ 1.00 1.00 0.00 0.00 0.00 0.50 1.00 . 1.50 2.00 Discharge (cfs) Total Q 1 Hydrograph Plot Hydraflow Hydrographs by Intelisalve Friday, Sep 30 2005, 5:36 PM Hyd. Rlo. 1 Post Basin A1 / A2 Hydrograph type = SCS Runoff Peak discharge = 0.61 cfs Storm frequency = 100 yrs Time interval * = 3 min Drainage area = 0.390 ac Curve number = 78 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 7.50 min Total precip. = 2.90 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 1,404 cuft Post Basin A1 / /A2 Q(cfs) Hyd. No. 1-100 Yr Q(d5) 1.00 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 ` 0.60 0.50 - - ' 0.50 0.40 - 0.40 0.30 0.30 0.20 0.20 0.10 ~ 0.10 0.00 - 0.00 0 3 5 8 10 13 15 18 20 23 25 Hyd No. 1 Time (hrs) 2 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:36 PM Hyd. No. 2 Ponds A1 and A2 Hydrograph type = Reservoir Peak discharge = 0.12 cfs Storm frequency = 100 yrs Time intervai = 3 min Inflow hyd. No. = 1 Max. Elevation = 2184.24 ft Reservoir name = Ponds A1 and A2 Max. Storage = 569 cuft Storage Indication method used. Hydrograph Volume = 1,005 cuft Ponds A1 and A2 Q(cf5) Hyd. No. 2--100 Yr Q(cf5) 1.00 1.00 0.90 0.90 ~ 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 ~ 0.10 0.00 0.00 0 3 5 8 10 13 15 18 20 23 25 28 ~ Time (hrs) Hyd No. 2 Hyd No. 1 Pond Report . . . . . 3 Hydraflow Hydrographs by Intelisoive Friday, Sep 30 2005, 5:36 PM Pond No. 1- Ponds A1 and A2 Pond Data Bottom LxW = 37.0 x 18.5 ft Side slope = 3.0:1 Bottom elev. = 2183.54 ft Depth = 3.00 ft Stage / Storage Tabie Stage (ft) Elevation (ft) Contour area (sqft) incr. Storage (cuft) Total storage (cuft) 0.00 2183.54 685 0 0 0.15 2183.69 736 107 107 0.30 2183.84 788 114 221 0.45 2183.99 842 122 343 0.60 2184.14 898 131 474 0.75 2184.29 955 139 613 0.90 2184.44 1,014 148 761 1.05 2184.59 1,074 157 918 1.20 2184.74 1,137 166 1,083 1.35 2184.89 1,200 175 1,259 1.50 2185.04 1,266 185 1,444 1.65 2185.19 1,333 195 1,639 1.80 2185.34 1,401 205 1,844 1.95 2185.49 1,471 216 2,060 2.10 2185.64 1,543 226 2,286 2.25 2185.79 1,617 237 2,523 2.40 2185.94 1,692 248 2,771 2.55 2186.09 1,769 260 3,031 2.70 2186.24 1,847 271 3,302 2.85 2186.39 1,927 283 3,585 3.00 2186.54 2,008 295 3,881 Culvert 1 Orifice Structures . Weir Structures ' IAJ IBl [C] IDl [A] IBl [C] LD] Rise (in) = 6.00 0.20 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) = 6.00 0.20 0.00 0.00 Crest EI. (ft) = 0.00 0.00 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00 Invert EI. (ft) = 2184.04 2183.55 0.00 0.00 Weir Type - - Length (ft) = 20.00 0.00 0.00 0.00 Muiti-Stage = No No No No Slope = 0.00 0.00 0.00 0.00 N-Value = .013 .013 .013 .013 Orif. Coeff. = 0.60 0.60 0.60 0.60 Multi-Stage = n/a Yes No No ExfiItration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft Note: CulverVOrifice outflows have been analyzed under inlet and ouUet cflntrol. Stage (ft) Stage / Discharge Stage (ft) 4.00 I I I I 4.00 I I I I I I I I 3.00 3.00 I I / I I / I 2.00 2.00 I / I I, I r 1.00 _ 1.00 ~ i I I r I ~ 0.00 0.00 0.00 0.50 1.00 1.50 2.00 Total Q Discharge (cfs) 4 Hydrograph PIOt Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:36 PM Hyd. No. 3 . Post Basin B / C Hydrograph type = SCS Runoff Peak discharge = 0.61 cfs Storm frequency = 100 yrs Time interval = 3 min Drainage area = 0.390 ac Curve number = 78 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 7.20 min Total precip. = 2.90 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 1,404 cuft Post Basin B / C Q(cfs) Hyd. No. 3--100 Yr Q(cfs) 1.00 1.00 - 0.90 0.90 0.80 0.80 0.70 0.70 0.60 : 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 ; 0.10 0.00 0.00 0 3 5 8 10 13 15 18 20 23 25 ~ Time (hrs) Hyd No. 3 5 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:36 PM Hyd. IVo. 4 Ponds B / C Hydrograph type = Reservoir Peak discharge = 0.13 cfs Storm frequency = 100 yrs Time interval = 3 min Inflow hyd. No. = 3 Max. Elevation = 2207.72 ft Reservoir name = Basin B/ C Max. Storage = 562 cuft Storage Indication method used. Hydrograph Volume =1,018 cuft Ponds B / C Q(cfs) Hyd. No. 4--100 Yr ~(cf5) 1.00 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 ~ 0.60 0.50 0.50 0.40 0.40 0.30 , 0.30 0.20 ~ 0.20 0.10 ~ 0.10 1 " 0.00 0.00 0 3 5 8 10 13 15 18 20 23 25 28 ~ Time (hrs) Hyd No. 4 Hyd No. 3 Pond Repod 6 Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:36 PM , Pond No. 2- Basin B/ C Pond Data Bottom LxW = 36.3 x 18.2 ft Side slope = 3.0:1 Bottom elev. = 2207.00 ft Depth = 3.00 ft Stage / Storage Table . Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 2207.00 660 0 0 0.15 2207.15 710 103 103 0.30 2207.30 761 110 213 0.45 2207.45 814 118 331 0.60 2207.60 869 126 458 0.75 2207.75 925 135 592 0.90 2207.90 983 143 736 1.05 2208.05 1,043 152 888 1.20 2208.20 1,104 161 1,049 1.35 2208.35 1,167 170 1,219 1.50 2208.50 1,231 180 1,399 1.65 2208.65 1,298 190 1,589 1.80 2208.80 1,365 200 1,789 1.95 2208.95 1,435 210 1,999 2.10 2209.10 1,505 221 2,219 2.25 2209.25 1,578 231 2,451 2.40 2209.40 1,652 242 2,693 2.55 2209.55 1,728 254 2,947 2.70 2209.70 1,805 265 3,212 2.85 2209.85 1,884 277 3,489 3.00 2210.00 1,965 289 3,777 Culvert 1 Orifice Structures Weir Structures IAJ [B] ICJ IoJ [A] IBl ICl [D] Rise (in) = 6.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) = 6.00 0.00 0.00 0.00 Crest EI. (ft) = 0.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00 Invert EI. (ft) = 2207.50 0.00 0.00 0.00 Weir Type - - Length (ft) = 10.00 0.00 0.00 0.00 Multi-Stage = No No No No Siope = 2.00 0.00 0.00 0.00 N-Value = .013 .013 .013 .013 Orif. Coeff. = 0.60 0.60 0.60 0.60 Muiti-Stage = n/a No No No Exfil4ration = 0.000 inlhr (Wet area) Tailwater Elev. = 0.00 ft Note: Cutvert/Orifice outflows have been analyzed under inlei and outlet control. Stage (ft) Stage / Discharge Stage (ft) 4.00 1 I 1 1 4.00 ~ I I I ~ I I I I I 3.00 3.00 / I I I / ~ 2.00 2.00 I / I I I I / I ~ 1.00 1.00 I I • I I I I I 0.00 0.00 0.00 0.50 1.00 1.50 2.00 _ Total Q Dischar+ge (cfs) 7 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:36 PM Hyd. No. 5 Post Basin D / E Hydrograph type = SCS Runoff Peak discharge = 0.63 cfs Storm frequency = 100 yrs . Time interval = 6 min Drainage area = 0.570 ac Curve number = 78 Basin Siope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 15.00 min Total precip. = 2.90 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydragraph Volume = 2,053 cuft Post Basin D / E Q(cfs) Hyd. No. 5--100 Yr Q(cfs) 1.00 1.00 ~ 0.90 0.90 0.80 ~ 0.80 0.70 0.70 0.60 0.60 0.50 " 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 ~ 0.10 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 5 Hydrograph Plot 8 Hydraflow Hydrographs by inte[isolve Friday, Sep 30 2005, 5:36 PM , . Hya. No. 6 Ponds D / E Hydrograph type = Reservoir Peak discharge = 0.14 cfs Storm frequency = 100 yrs Time interval = 6 min Inflow hyd. No. = 5 Max. Elevation = 2227.23 ft Reservoir name = Basin D/ E Max. Storage = 878 cuft Storage Indication method used. Hydrogrph Volume =1,452 cuft Ponds D / E Q(d5) Hyd. No. 6--100 Yr Q(cfs) 1.00 1.00 . 0.90 0.90 0.80 ~ 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 ~ 0.10 0.00 0.00 0 3 6 9 12 15 18 21 24 27 30 I ` Time (hrs) Hyd No. 6 Hyd No. 5 Pond Repod ~ Hydraflow Hydragraphs by Intelisolve Friday, Sep 30 2005, 5:36 PM Pond No. 3- Basin D/ E Pond Data Bottom LxW = 45.9 x 23.0 ft Side slope = 3.0:1 Bottom elev. = 2226.50 ft Depth = 3.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 2226.50 1,054 0 0 0.15 2226.65 1,117 163 163 0.30 2226.80 1,181 172 335 0.45 2226.95 1,247 182 517 0.60 2227.10 1,315 192 709 0.75 2227.25 1,384 202 912 0.90 2227.40 1,455 213 1,125 1.05 2227.55 1,528 224 1,348 1.20 2227.70 1,602 235 1,583 1.35 2227.85 1,677 246 1,829 1.50 2228.00 1,755 257 2,086 1.65 2228.15 1,834 269 2,356 1.80 2228.30 1,914 281 2,637 1.95 2228.45 1,997 293 2,930 2.10 2228.60 2,081 306 3,236 2.25 2228.75 2,166 318 3,554 2.40 2228.90 2,253 331 3,886 2.55 2229.05 2,342 345 4,230 2.70 2229.20 2,432 358 4,588 2.85 2229.35 2,524 372 4,960 3.00 2229.50 2,618 386 5,346 Culvert / Orifice Structures Weir Structures , [A] LBJ [C] [o] IA] [B] [C] [D] • Rise (in) = 6.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) = 6.00 0.00 0.00 0.00 Crest EI. (ft) = 0.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00 invert EI. (ft) = 2227.00 0.00 0.00 0.00 Weir Type - - - Length (ft) = 10.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope = 2.00 0.00 0.00 0.00 {V-Value = .013 .013 .013 .013 Orif. Coeff. = 0.60 0.60 0.60 0.60 Multi-Stage = n/a No No No ExfiItration = 0.000 in/hr (Wet area) Tailwater Elev. = 0.00 ft Note: Cu1veRlOrifice outflows have been anaJyzed under inlet and outlet conVol. Stage (ft) Stage / Discharge Stage (ft) 4.00 1 M 1 1 4.00 j ~ ~ I I 3.00 3.00 ~ I I / I 2.00 2.00 ~ i 1.00 1.00 f I f! I ~ I r I i i I ~ I I I ~ 1 ~ 0.00 0.00 0.00 0.50 . 1.00 1.50 2.00 Discharge (cfs) Total Q 10 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Friday. Sep 30 2005, 5:36 PNi Hyd. No. 7 Post Basin F / G Hydrograph type = SCS Runoff Peak discharge = 0.28 cfs Storm frequency = 100 yrs Time interval = 6 min Drainage area = 0.250 ac Curve number = 78 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 10.70 min Total precip. = 2.90 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 900 cuft Post Basin F / G ~ Q(cfs) Hyd. No. 7--100 Yr Q (cfs) 0.50 0.50 0.45 0.45 0.40 I 0.40 0.35 0.35 0.30 0.30 0.25 0.25 ~ 0.20 0.20 0.15 0.15 0.10 0.10 0.05 ' 0.05 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 i Time (hrs) Hyd No. 7 11 Hydrograph PBot Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:36 PM Hyd. No. 8 Pond F / G Hydrograph type = Reservoir Peak discharge = 0.12 cfs Storm frequency = 100 yrs Time interval = 6 min Inflow hyd. No. = 7 Max. Elevation = 2222.16 ft Reservoir name = Pond F/ G Max. Storage = 339 cuft Storage Indication method used. Hydrograph Volume = 665 cuft Pond F 1 G Q(cfS) Hyd. No. 8--100 Yr Q(cfs) 0.50 0.50 0.45 0.45 t . 0.40 ~ 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 ~ 0.10 0.10 0.05 0.05 0.00 0.00 0 3 6 9 12 15 18 21 24 27 i Time (hrs) Hyd No. 8 Hyd No. 7 Pond Repod 12 Hydraflow Hydrographs by Intelisolve . Friday. Sep 30 2005, 5:36 PM Pond No. 4- Pond F/ G Pond Data Bottom LxW = 27.9 x 13.9 ft Side slope = 3.0:1 Bottom elev. = 2221.46 ft Depth = 3.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 2221.46 388 0 0 0.15 2221.61 426 61 61 0.30 2221.76 466 67 128 0.45 2221.91 508 73 201 0.60 2222.06 551 80 281 0.75 29-29.21 596 86 367 0.90 2222.36 643 93 460 1.05 2222.51 691 100 560 1.20 2222.66 741 107 668 1.35 2222.81 792 115 783 1.50 2999.96 845 123 905 1.65 2223.11 900 131 1,036 1.80 2223.26 956 139 1,176 1.95 2223.41 1,014 148 1,323 2.10 2223.56 1,073 157 1,480 2.25 2223.71 1,134 166 1,646 2.40 2223.86 1,197 175 1,821 2.55 2224.01 1,261 184 2,005 2.70 2224.16 1,327 194 2,199 2.85 2224.31 1,395 204 2,404 3.00 2224.46 1,464 215 2,618 Culvert / Orif'ice Structures Weir Structures ~ IBJ [C] LDJ [A] IBl [C] IDJ Rise (in) = 6.00 .0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) = 6.00 0.00 0.00 0.00 Crest EI. (ft) = 0.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00 Invert EI. (ft) = 2221.96 0.00 0.00 0.00 Weir Type - - Length (ft) = 10.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope (°/a) = 2.00 0.00 0.00 0.00 N-Value = .013 .013 .013 .013 Orif. Coeff. = 0.60 0.60 0.60 0.60 Multi-Stage = n/a No No No ExfiItration = 0.000 in/hr (Wet area) Tailwater Elev. = 0.00 ft Note: Culven/Orifice outflo+ris have been analyzed under iNet and outlet control. Stage (ft) Stage / Discharge Stage (ft) 4.00 1 1 1 1 4.00 M I 3.00 3.00 I I / I ~ I I / I I I / ~ 2.00 2.00 1.00 1.00 0.00 0.00 0.00 0.50 1.00 1.50 , 2.00 Discfiarge (cfs) Total Q Hyd rOgraph PlOt 13 Hydraflow Hydrographs by Intelisoive Friday, Sep 30 2005, 5:36 PM i Hyd. IVo. 9 Post Basin H / I Hydrograph type = SGS Runoff Peak discharge = 0.69 cfs Storm frequency = 100 yrs Time interval = 6 min Drainage area = 0.620 ac Curve number = 78 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 12.60 min Total precip. = 2.90 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Vofume = 2,233 cuft Post Basin H / I Q(cfs) Hyd. No. 9--100 Yr ~(Cf5) 1.00 1.00 0.90 0.90 0.80 0.80 0.70 - 0.70 0.60 0.60 ~ 0.50 ' 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 t0.10 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 .24 26 I Hyd No. 9 Time (hrs) 14 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:36 PM Hyd. No. 10 PondsH/I - Hydrograph type = Reservoir Peak discharge = 0.14 cfs Storm frequency = 100 yrs Time interval = 6 min Inflow hyd. No. = 9 Max. Elevation = 2186.89 ft Reservoir name = Ponds H /I Max. Storage = 961 cuft Storage Indica6on method used. Hydrograph Volume =1,579 cuft Poncis H / I ~(cf5) Hyd. No. 10 --100 Yr a(cfs) 1.00 1.00 • 0.90 0.90 , , 0.80 ' 0.80 0.70 . 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 0.00 0 3 6 9 12 15 18 21 24 27 30 ► Time (hrs) Hyd No.10 Hyd No. 9 P0nd Rep0rt 15 Hydraflaw Hydrographs by Intelisolve Friday, Sep 30 2005, 5:36 PM . Pond No. 5- Ponds H 1 I Pond Data Bottorn LxW = 48.0 x 24.0 ft Side slope = 3.0:1 Bottom elev. = 2186.16 ft Depth = 3.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 2186.16 1,151 0 0 0.15 2186.31 1,217 178 178 0.30 2186.46 1,284 188 365 0.45 2186.61 1,353 198 563 0.60 2186.76 1,423 208 771 0.75 2186.91 1,495 219 990 0.90 2187.06 1,569 230 1,220 1.05 2187.21 1,644 241 1,461 1.20 2187.36 1,721 252 1,714 1.35 2187.51 1,800 264 1,978 1.50 2187.66 1,880 276 2,254 1.65 2187.81 1,962 288 2,542 1.80 2187.96 2,045 301 2,843 1.95 2188.11 2,130 313 , 3,156 2.10 2188.26 2,217 326 3,482 2.25 2188.41 2,305 339 3,821 2.40 2188.56 2,395 353 4,174 2.55 2188.71 2,486 366 4,540 2.70 2188.86 2,579 380 4,920 2.85 2189.01 2,674 394 5,314 3.00 2189.16 2,770 408 5,723 Culvert / Orifice Structures VUeir Structures , [A] IBI ICl IDJ U°►J IBJ ICl IDl Rise (in) = 6.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) = 6.00 0.00 0.00 0.00 Crest EI. (ft) = 0.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Cosff. = 3.33 3.33 0.00 0.00 Invert EI. (ft) = 2186.66 0.00 0.00 0.00 Weir Type - - Length (ft) = 10.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope = 2.00 0.00 0.00 0.00 N-Value = .013 .013 .013 .013 Orif. Coeff. = 0.60 0.60 0.60 0.60 Allulti-Stage = n/a No No No Exfiltration = 0.000 in/hr (Wet area) Tailwater Elev. = 0.00 ft Nate: Culvert/Orifice outflm-is have been analyzed under infet and outlet control. Stage (ft) Stage / Discharge Stage (ft) 4.00 1 1 1 4.00 I ~ I ~ 3.00 3.00 N / I ~ 2.00 2.00 ~ 1.00 1.00 I , ~ 0.00 0.00 0.00 0.50 1.00 1.50 2.00 Discharge (cfs) Total Q 16 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:36 PM Hyd. fVo. 11 Post Basins J / K Hydrograph type = SCS Runoff Peak discharge = 0.33 cfs Storm frequency = 100 yrs Time interval = 3 min Drainage area = 0.210 ac Curve number = 78 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 6.60 min Totat precip. = 2.90 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 756 cuft Post Basins J / K Q (cfs ~ ~~5~ ) Hyd. No. 11 --100 Yr 0.50 0.50 0.45 0.45 , 0.40 0.40 0.35 0.35 ~ 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 ~ 0.00 0.00 0 3 5 8 10 13 15 18 20 23 25 ; Time (hrs) Hyd No. 11 17 Hydrograph Piot . Hydraflow Hydrographs by Intelisoive Friday, Sep 30 2005, 5:36 PM i Hyd. No. 12 Ponds J / K Hydrograph type = Reservoir Peak discharge = 0.11 cfs Storm frequency = 100 yrs Time interval = 3 min Inflow hyd. No. = 11 Nlax. Elevation = 2161.65 ft Reservoir name = Ponds J/ K Max. Storage = 279 cuft Storage Indication method used. Hydragraph Volume = 563 cuft Ponds J / K Q cfs ~ ~~5~ ~ ) Hyd. No. 12 --100 Yr 0.50 0.50 0.45 0.45 t , 0.40 0.40 0.35 0.35 0.30 ~ 0.30 ~ 0.25 0.25 0.20 0.20 0.15 0.15 ' 0.10 0.10 0.05 ~ 0.05 0.00 . . , _ . . - 0.00 0 3 5 8 10 13 15 18 20 23 25 28 ~ Time (hrs) Hyd No.12 Hyd No. 11 Pond Report 18 Hydraflow Hydrographs by Intelisolve Friday, Sep 30 2005, 5:36 PM Pond No. 6- Ponds J! K ~ Pond Data Bottom LxW = 25.0 x'i 2.5 ft Side slope = 3.0:1 Bottom elev. = 2160.95 ft Depth = 3.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 2160.95 313 0 0 0.15 2161.10 348 50 50 0.30 2161.25 384 55 104 0.45 2161.40 422 60 165 0.60 2161.55 461 66 231 0.75 2161.70 502 72 303 0.90 2161.85 545 79 382 1.05 2162.00 589 85 467 1.20 2162.15 635 92 559 1.35 2162.30 683 99 657 1.50 2162.45 732 106 764 1.65 2162.60 783 114 877 1.80 2162.75 835 121 998 1.95 2162.90 889 129 1,128 2.10 2163.05 945 138 1,265 2.25 2163.20 1,002 146 1,411 2.40 2163.35 1,061 155 1,566 2.55 2163.50 1,121 164 1,730 2.70 2163.65 1,183 173 1,902 2.85 2163.80 1,247 182 2,085 3.00 2163.95 1,313 192 2,277 Culvert / Orifice Structures INeir Structures y [A] IBJ ICl IDl U°►I IBJ [C] IDl Rise (in) = 6.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) = 6.00 0.00 0.00 0.00 Crest Ei. (ft) = 0.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00 Invert EI. (ft) = 2161.45 0.00 0.00 0.00 Weir Type - - Length (ft) = 20.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope = 0.00 0.00 0.00 0.00 N-Value = .013 .013 .013 .013 Orif. Caeff. = 0.60 0.60 0.60 0.60 Multi-Stage = n/a No No No ExfiItration = 0.000 in/hr (Wet area) Tailwater Elev. = 0.00 ft Note: Culvert/Orifice outflows have been analyzed under inlet and ouUet control. Stage (ft) Stage / Discharge Stage (ft) 4.00 1 1 i + 4.00 ~ ~ I ~ 3.00 3.00 2.00 ~ 2.00 I 1.00 1.00 I 0.00 0.00 0.00 0.50 1.00 1.50 2.00 , Discharge (cfs) Total Q WHIPPLE CONSULTING ENGINEERS POND VOLUME CALC SHEET 9115J2005 2004•19 Mica View C af E's 18 by TRW Basins Ponds Bottam No of Dnveway Bottom Squared. Pond. : Outlet - 7op of 7 Conic Slde Total Conic- Side Total 'Area Driveways Area @ Area Side, Bottom Pipe' IE ' Bertn Volume to Slope Voiume to Volume Slope Volume ' • , 160 sf less Drive , Elevatlon, Elevation' Elevation IE of Outlet Plpe- Volume Pipe IE Elev. , to Top of Berm Volume to Top of Berm, -sf . • ea, . sf 'sf If* cf- cf- ( cf cf cf cf~ A1A I swale I 60 I 0. I 0I 601 7.751 2175.00I• •2175.501 2176.001, 301 . 121 421 601 481 108 I I I I I I I I I I I I I I I A2A I swale ~ 60 I 6 1 -0 1 601 7.751 2175A01 . 2175.501 2176.00~ 301 '121 421 601 461 106 I I I I i ~ I I I I 1 1 I I I A1 I A1 I 710 I 0.I 0,•,.I 710I 26.851 2183.541 2184.041 2185.041 3551. 401 3951 10651 3801 1425 I I I I I ~ I I ~ I 1 1 ~ I I A2 I A2 I 710 I 0 I. 0 I 7101 26.651 2183.541 2184.041 2185.041 355I 401 3951 10651 3601 1425 I I I I I I i I I I 1 I I I I B I 6 ~ 700 I 0 I 0.. 1 7001 26.461 2207A01 -2207.501 2209.001 350I 401 3901 1400I 6351 2035 I I I I i 1 I I I I I I I I I C I C I 700 I 0 I 0 ~ 7001 28.481 2207,001 .-2207.501• 2209.001 3501• 401 390I 14001 6351 2035 I I I i I 1 I I I I I I I I I D I -D I 935 I a i 0 ~ 9351• 30.581 2226.50I'2227.001 2226,001 4681 461 5131 14031 4131 1815 I I I I I 1 I ~ I I I I I I I E I E I 935 I. 0 1 0 I 935I • 30.58 1 .2226.50 j-' 2227.001 2228.001 4681 461 5131 14031 4131 1815 I I I I I I I I I I I I I I I F I F I 462 I 0 I 0 I 462I -21•49I 2221.48I 2221.961 2223.161 2311 .321 2631 7851 3731 1158 I I I I I 1 ~ I I I I I I I I G I G I 462 I 0 I 0 •1 4621 . 21.481 2221.461' 2221.861 -2223.161 2311 ,321 2631 7851 3731 1158 I I I I I I I I I I I I I I H I.H I 1120 I 0 I 0• 1 1120 33.471 2186.161 '2186.661 -2187.861 5601 -501 6101 19041 5801 2484 I I I I, I I I I I I I I I I I I I I' 1120 I 0- I. 0, I 11201 . 33,471 2186.161 2186.661 2187.861 5801 501 6101 19041 580I 2484 I I, I I I 1 I I I I I I I I I J I J ~ 398 1 0 j0 I 3981 19.951 2160.951 2161.451 2162.551 199I 301. 2291 6371 3061 943 I I I I I 1 1 I I I I I I I I K I K I 398 I 0 1 0 I 3981. 19.951 2160.951 2181,451 2162,551 1991 301 2291 6371 3061 843 ~ I I I 1 1 I I I I I I I I Cul-de-sac L ~ 600 I 0 1 0 1 6001 24.491 2157.471..2157.971 2159.371 3001 371 3371 11401 5311 1671 I I I I I I 1 I I ~ ~ I I I 1 Totals I I I I 1 9;370.001 1 1 1 1 4,885.001 535.761 5,220.76I 15,847.40I5,957.40I 21.604.80 Ppiids Al and A2 ti_ . . . . ~ , ; . . . . ~ . . ~km~ 37.0 ft 13.5 IFc ' - : » ~ . qut(et cttuerute ~ ~ . . . inv. 21Z4.04 . ~ , (1G4 yr) . (50y{) , P~an Vievi ; (V yr) {2 yr) Schemalic only. Not for construction. Hydraflow Hydrographs Pond Draw Project: 5th and Final Post Developed Basins.gpw Friday, Sep 30 2005,11:07 AM Stage PoPlds Al and A2 ~ $,00 '1op of pQtid Elev, 2M,Sd . • 2.00 26,0 lf 416:0 in ~ 0,00x CulyA - Inv. 21$4.04 ~ 1.00 0.2 ir, otiiice , . . . . , . . , , . , ~ . _ ~ . . . ~ . . . . , . . . . : . . . , . ~ . ~ mo 1 , mrN ' ~ .~.Aw'. . , .,1,~. . . a-.,_ _'rJwo~....,.. _....a~eR . . ...„..,ar 0.00 . . ~id/~✓%J~t~`~.~,a.`'~,w0"~4 . (100 yr) (SO yr) FCQnt View (14 yr) hTi'S , Laoking i3own.tream (2 yr) Schematfc only. Not for construction. Hydraflow Hydrographs Pond Draw Project: 5th and Final Past Developed Basins.gpw Friday, Sep 30 2005,11:07 AM st~g~ Ponds Al aoad A2 ~ 4.00 Yap aF pond ~ , . . ~ . . . . . ~ . . . . ~ 3.00 ~ ~ 2.00 3.0 1.00 - - CulvA - 20.0 I. F of 6.0 in e 0.0 _ , fl% ~ ~ . . . r. ~ . . . _ . . . ~ ~ , . . , .0.40 (ib0 yr) ~ , . . . (50 qr) ~e G--t#012, , (10 yr) ~w u-S , 4 Yo ~ Schematic only. Not for construcHon. Hydraflow Hydrographs Pond Draw Project: 5th and Final Post Developed Basins.gpw Friday, Sep 30 2005,11:07 AM . , I C , ~ , . i ...a~..w....._.. ..m.~'-. ~._,f~:,. ~ . ~ , ....~.~,~L.,,~ M 04,.~ ~ .J• MYMyY/lyyp ~ „ ~ , ' , . f , 35.3 ft , 13.2 ft . Clutlct str~uturQ~ ~ - , i 2207A0. - . -c20a,5Q-- . . : ~ , . . . .2210.00 - . . . . . . . . _ ; ~IaO S'r~ (50 yr) P-la6i VI ew , ~ . (14 yr) (2 yr) Schematic only. Not for consUucUon. Hydraflow Hydrographs Pond Draw Project: 3rd Post Developed Basins.gpw Tuesday, Jul 26 2005, 8:35 PM Stagc Ba,~in B I C .4,00 Tap of pond , E1ca, 2210.00 ~3.00 ~ 1 ~ 2.00 3.~ • 1.00 . . . . _ ~ CuIvA • 10.0 lF of 6.4 in @ 2,00%; ~ . . . . , . , . _ _ , . .Wnnm~r++4t+~1. - , ..yNMUruv -A, . neaMUWIMtl+4p . . . , . . . ✓ ~ / / / ✓ ~ / f \ \ ~ `R. , ~ : _ . . . ~ '~F ~ 0,00 , . , (100 yr) . . . (50 yr) ~ SeCtiol1 (10 yr) yr) Schematic only, Not far construclfon. Hydraflow Hydrographs Pond Draw Project: 3rd Post Developed Basins.gpw Tuesday, Jul 26 2005, 8:35 PM tt~gc Ba81t1 B I C tap of pnnd Elcv, 2210,00 . . , , ~ 3.00 . 2.OD 10,0 i.F af 5.0 In e 2.00% CulvA • Inti. 2207.§Q ~ 1,00 , . . . . . . _ . . . . . . . . , . . C.~~ - ~ . . ;O!' . . .-MO~A . ~ - ~ r . ; ~ , . . t ~ - . ~ . . , , . , , . ~......,.1lIJI.. . Y . . . . rYi . , . . ' . . ~ ~ . . . . . ~ i ' ~ il . . . ^ . n, , ~ ~ . ~ . ' ar ' : . . . . . . Y!~ , .tlCll~ . ~ , ' , . O41FM1.~ , ' ~ ~ , . . , : ~ . , , . ' WI ' ~ . ~ ' ' , , ~ . 1f6e~ . 0.00 , . (io0 yr) ~ (soyi) Fro11~ V'iL'w . (t0yr) PIi`$ • Laskinq p4wnstrcom (2 yr) Schematic only. Not for construction. Hydraflow Hydrographs Pond Draw Project: 3rd Post Developed Basins.gpw Tuesday, Jul 26 2005, 8:35 PM ~~~in D f E . - . . _ . ~ . , ~ . . . . . . 45,9 ft ~ 23.0 ft ~ ~ ~ tJuccct arrucc„rc - . . . ' Im 2227,00 ~ ~ - • . ~222$.00 _ ~ . - r . . . . ~ 222MG , _ . . . . ~ (104 yr) . (SO yt) P~an,'Vtew ; (14 S'r) yr) SchemaUc only. Not for construcfion. Hydraflow Hydrographs Pond Draw ProJect: 3rd Post Devefoped Basins.gpw Tuesday, Jul 26 2005, 8:43 PM , , Bas1'n D I E ~ . 4,00 Top of pond Clav, 2G29,S0 ~ 3.40 • 2.00 10.0 lF of 6.0 in 0-% 2.00x cuivA • Ihv. 2227,00 • 1.00 ~ , a~NVd', . ~ ~ L, ' ~ . , , , , , . . „ . , . . ~ ~ , , ~ , ~a . .:'.~aoaam.a'~ ..,~+r~+a , ~ ~ ........r.. ' . r,~_ , , ~ ~ w ~ ~ . ~ . , , ..wma~ntn.._._ u~an .0 ~ . , . . , . . . , . . , . , , . • - , '0 r~,~.~A'✓ %✓~0! `~\`~~~~~`~`~~ti'~~. , . : (100 yr) . . . . (SA yr) Front ~~ew , . (10 yr) PlTS • lc,oking Dsrtivn,traam - (2 .r) Schematic only, Not for constructlon. Hydraflow Hydrographs Po,nd Draw Project: 3rd Post Developed Basins.gpw Tuesday, Jul 26 2005, 8:43 PM _ st~~~ ~ BD I E • a.oo Top of pvnd Elev, 2229,50 ~ 3.00 ~ • 2.00 # i 3.0 . , : . _ . . . • 1,40 ~ M CuIvA • 10.0 tF of 6.0 in C~ 2.00',' . . ~ ; W401M OW. ` mm.an, ;n. . '--'~am.:..., , . . _ . . ' V.iJo ~f (100 yrj (so yr) ~ S-eCt~lO1i (iQyr) Xr.,S ~ . . (2 yr) Schematic oniy. Not for construction. Hydraflow Hydrographs Pond Draw Project: 3rd Post Developed Basins.gpw Tuesday, Jul 26 2005, 8;43 PM Poncl F 1G ~ 27,9 ft 13,3 ft ~ flutlet ctructum tn~. ~221.96 ; -Y22IAV ..~..._.~,n:..,--.'.._.,...... +1~22Y1„'V..~ .....a.,.. ~ ' I, &6,NY., 222~.4,6... , , WWlen ~ • ' s~i . (50 yr) Plan View . (10 yr) ~ (2yr) ~ Schematic only. Not for construcNan. Hydraflow Hydrographs Pond Draw Project: 3rd Post Developed Basins.gpw Tuesday, Jul 26 2005, 9:03 PM , ~ t;)gt Parid, F l G - 4.00 7op vf pand Eley. 2224,46 - 3.00 • 2.00 50,41,F of 6.0 in ~ 2,00% Cu1yA • 1nv, 2221.96 • 1.40 - . . . . . ~ , . _ _ ~ _ , _ . . . . . . . . . . . . . ~ . . , . , . . _ . . . . . ~ , . . „ . , , , , . . : ' . , , , . . . . . ' ~ -~l.Q~ , . _ . . . ~ (100 yt) ' (54 S'r) Front Vi2W , . . . (10 pr) nJTS - loo3cing 17own.-,tre:3m (2 yt) Schematic only. Not for constructlon. Hydraflow Hydrographs Pond Draw Project: 3rd Post Developed Basins.gpw Tuesday, Jul 26 2005, 8:46 PM Pana F I G . ~ ~ 4,00 Top of pond Elea, 2224,46 v~...... . ~ . 3,00 , d. . . , ,...r..~.~. ~ . . , ~ 2.00 3.0 w.^ ~ _ ~ . . CuIvA -10,4 LF ' . . . . . of 6.0 in @ 2A0%~ 1.00 . . . . . . , .k~e . . _ . ; ~ . , _ r~n~rw~aw"%~eM~r~u" ° . ~ , . . ~ . , . . . . . . „ ~ , . , . . , , . . . ' . ~ , ..i~ ~ .~..~-YRT1'~' ~ . . . . ~ , ~ . . . ~ 0.04 (100yr) (SO yr) S4CtiOE1 . (10 yr) ~~r r Schematic only. Not for construcUon. Hydraflow Hydrographs Pond Draw Project: 3rd Post Developed Basins,gpw Tuesday, Jul 26 2005, 8:46 PM ~ - P-viids H I I ; ; . . ~ d$.0 ft ; : 24.0 ft Outlet -,tructurc In+r.21E6.66 ' ~a,.~„~,F , . _ . ~ (104 yr) (50yr) P~a-ii 1-liew , (10 y►) Schematic only. Not for construction. Hydraflow Hydrographs Pond Draw Project; 3rd Post Developed Basins.gpw Tuesday, Jul 26 2005, 9:04 PM Po ra~l's H I 1, ~ 4,00 'f op: nf ppnd Elev. 2189,18 ~ 1~.~/~ ' . , • , . ' r , , , , ' . 1 ~ , ~d~ , ~ . ~ ~a ; ' ' ' , , , , „ " , . ' . . ~ Y~ ~ 2.00 14.0 LF of 6,0 in.@ 2.00% CuCwrl • im;. 21$6,66 ~ 11.00 , . .i.:., ~ . , . _ . . . ~ . ~ . . , . . . ~ . , , . ~ . ,ns~,,.ieen„■,a, ~ . . m . x m , , a , . , , . ~ . . ' , ~ , . • 0,00 ..Wmdwk. (14o yr) , ~ (50,~r~ FrOnt Vie~! Fxi' ~~o ~r~ S • loohinq ~to~rrnstrcarn ' (2 9r) Schematic only. Not for construction. Hydraflow Hydrographs Pond Draw Project: 3rd Post Developed Basins.gpw Tuesday, Jul 26 2005, 8:48 PM P4 tl ds H 11 ' 4.d0 Tag of pond Elav. 2183.15 ~ • 2.00 3.fl ' _ . . t • ,~Q . CuIwA • 10.4 LF af 6,0 in @ 2.00%~ , . , . , . . . ~ , . . . L 0.00 (100 yr) ~ (SO yr) . SGct~IOI1 ~ - (11Oyr) . . ~2 y r) ~ Schemalic only. Not for construction. Hydraflow Hydrographs Pond Draw Project: 3rd Post Deveioped Basins.gpw Tuesday, Jui 26 2005, 8:48 PM t-onds~ I K . , . 4 V-0 25.0 ft . ~ 12,5ft ~ - - - Outlot~ structurc ~ ~ . Inv.2161.4.5 : 2162.4y._ . . . . , , ~ ~ .2163.3`,.~ . (100 yr) ~ (5U pr) P~~~ ~~~ew , (,o yr) \y 3 . (2 yr) SchemaUc only. Not for oonstructlon. ~ Hydraflow Hydrographs Pond Draw Project: 5th and Final Post Developed Basins.gpw Friday, Sep 30 2005,11:10 AM .Ponds J I K . 4,00 Tnp of pond EIaY. 2163,95 , . . , . • 3.00 • 2.110 24.0 tF of 6.0 in @ 0.00% CuIvA - Inv. 2161.45 • 1.00 ~ . ~ - , . . . . ; . . . , ~ 0,00 . _ . . ~ . . , . . , , (1Q0 yr) (50 yt) Fro3~~ ~~ew . , (10 yr) h1TS - ldoking C►ownaiteotrr . , . (2 4r) Schematic only. Not for construction. . Hydraflow Hydrographs Pond Draw Project: 5th and Final Post Developed Basins.gpw Friday, Sep 30 2005,11:10 AM stogc PQnd5 J I K 4.00 Top of pond Etev. 2163.95 3.04 ~ • 2.00 ~ f 3.0 1.04 CuiO.• 20.0 lF of 6,0 in ~ 4.Q0% , . . - ~ . F f' a . _ ~ ~a 0.00 „ 1'7,/ d 77770"'r`/ /"d , (100 yr) , . (50 yr) Sect4oi3 ~ (10 yr) ~(2 yr) Schematic oniy. Not for construction. Hydraflow Hydrographs Pond Draw Project: 5th and Final Post Developed Basins.gpw Friday, Sep 30 2005,11:10 AM Worksheet lNorksheet for T'riangular Channel Project Description Wor{csheet A1A/A2A Flow Element Triangular Char Method Manning's Forrr Solve For Channel Depth Input Data Mannings Coeffic 0.040 Channel Siope 094100 ft/ft Left Side Slope 5.00 H: V Right Side Slope 5.00 H: V Discharge 0.34 cfs Resuits Depth 0.17 ft Flow Area 0.2 ft2 Wetted Perim( 1.78 ft Top Width 1.75 ft Critical Depth 0.20 ft Critical Slope 0.052168 ft/ft Velociry 2.22 ft/s Velocity Head 0.08 ft Specific Enerc 0.25 ft Froude Numb- 1.32 ~ Flow Type iupercritical ! Projed Engineer. Craig MacPhee mica view c of e- 3rd - rational ditch flow.fm2 . FlowMaster v7.0 [7.0005] 08120/05 10:16:10 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 1Norksheet Worksheet for Triangular Channel ' Project Description Woricsheet Mica View C of E- Basin A1 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth lnput Data Mannings Coeffic 0.040 Channel Slope 094100 ft/ft Left Side Slope 5.00 H: V Right Side Slope 5.00 H: V Discharge 0.65 cfs ~ Results Depth 0.22 ft Fiow Area 0.2 ft2 Wetted Perimi 2.28 ft Top Width 2.23 ft Critical Depth 0.25 ft Critical Slope 0.047830 ft/ft Velocity 2.61 ft/s Velocity Head 0.11 ft Specific Enerc 0.33 ft Froude Numb- 1.38 ~ Flow Type iupercritical ~ Project Engineer. Craig MacPhee c:lhaestad%academic\fmwlprojed2.frn2 Academic Edition FlowMaster v7.0 [7.0005] 07/26/05 10:12:25 PM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Worksheet Worksheet for Triangular Channel ' Project Description Worksheet Mica View C of E- Basins C-le,.. Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.040 Channel Slope 073700 ft/ft Left Side Slope 5.00 H: V Right Side Slope 5.00 H: V Discharge 0.64 cfs <e-^ Results Depth 0.23 ft Flow Area 0.3 ft2 Wetted Perirrti 2.37 ft Top Width 2.32 ft Critical Depth 0.25 ft Critical Slope 0.047954 ft/ft Velocity 2.37 ft/s r3.. Velocity Head 0.09 ft Specific Enerc 0.32 ft Froude Numb, 1.23 ~ Flow Type iupercritical ~ Projed Engineer. Craig MacPhee c:\haestad\academic\fmwlproject2.fm2 Academic Edition FlowMaster v7.0 [7.0005] 07/26/05 10:13:27 PM 4 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Worksheet Worksheet for Triangular Channel ! Project Description Worksheet Mica View C of E- BasirL YZ Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.040 Channel Slope 026700 ft/ft Left Side Slope 5.00 H: V Right Side Slope 5.00 H: V Discharge 0.86 cfs Results Depth 0.31 ft Flow Area 0.5 ftz Wetted Perimi 3.20 ft Top Width 3.14 ft Critical Depth 0.28 ft Critical Slope 0.046009 ft/ft Velocity 1.74 ft/s ~ Velocity Head 0.05 ft Specific Enen 0.36 ft Froude Numb, 0.77 Flow Type 3ubcritical f ~ Project Engineer. Craig MacPhee c:\haestad\academiclfmwAprojed2.fm2 Academic Edition FlowMaster v7.0 [7.0005] 07/26/05 10:13:52 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1686 Page 1 of 1 Worksheet . Worksheet for Triangular Channel ~ Projeci Description Worlcsheet Mica View C of E- Basiyt Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.040 Channel Slope 015300 ftfft Left Side Slope 5.00 H: V Right Side Slope 5.00 H: V Discharge 0.41 cfs ~ - Results Depth 0.26 ft Flow Area 0.3 ftZ Wetted Perimi 2.69 ft Top Wdth 2.64 ft Critical Depth 0.21 ft Critical Slope 0.050882 ft/ft Velocity 1.18 ft/s ~ Velocity Head 0.02 ft Specific Enerc 0.29 ft Froude Numb, 0.57 } Flow Type 3ubc,ritical Projed Engineer: Craig MaG'hee c:Xhaestad\academiclfmw\project2.fm2 Academic Edition FlowMaster v7.0 [7.0005] 07/28/05 10:14:18 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Worksheet Worksheet for Triangulari Channel Project Description Worksheet Mica Vew C of E- Basiex. Flow Element Triangular Channel Method Manning's FoRnula Solve For Channel Oepth Input Data Mannings Coeffic 0.040 Channel Slope 050000 ft/ft Left Side Slope 5.00 H: V Right Side Slope 5.00 H: V Discharge 1.03 cfs ~ Results Depth 0.30 ft Flow Area 0.4 ft Wetted Perimi 3.05 ft Top Width 2.99 ft Critical Depth 0.30 ft Critical Slope 0.044826 fUft Velocity 2.31 ft/s Velocity Head 0.08 ft Specific Enerc 0.38 ft Froude Numb, 1.05 ~ Flow Type iupercritical I Projed Engineer: Craig MacPhee c:lhaestad\academiclfmw\project2.fm2 Academic Edition FlowMaster v7.0 [7.0005] , 07/26/05 10:12:52 PM (D Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Worksheet VNorksheet for Triangular Channel ~ Project Description Worlcsheet Mica View C of E- Basir~- TliL. Flow Element Triangular Channet Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.040 ` Channel Slope 080000 ft/ft Left Side Slope 5.00 H: V Right Side Slope 5.00 H: V Discharge 0.34 cfs Results Oepth 0.18 ft Flow Area 0.2 ft Wetted Perim( 1.84 ft Top Width 1.80 ft Critical Depth 0.20 ft Cri6cal Slope 0.051624 ft/ft Velocity 2.09 fUs < Velocity Head 0.07 ft Specific Enerc 0.25 ft Froude Numb- 1.23 ti Flow Type iupercritical r Project Engineer: Craig MacPhee c:Uiaestad\academic\fmwlproject2.fm2 Academic Edition F1owMaster v7.0 [7.0005] 07/26/05 10:14:36 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 lNhipple Consulting Engineers Project: Mica View C of E Date: 08/20/05 Job No.: 2004-19 By: TRW Subject Rip Rap Calculations Calculations are based on Figure 46 of Spokane County Stormwater Guidelines Note: Refer to the street and drainage plan for storm drainage pipe and pond information Pass Through Basin A(H & I) Given: peak flow Q= 5.49 cfs pipe dia. D. = 24 inches = 2.00 feet froude no. Fo = 2.15 1.8 Q LA = p~-+7Do LA - 18 feet 0 W= 3Do+0.4LA W- 14feet Stone Diameter: ds = 0.25 Do Fa; ds = 1.08 feet - 13 inches Stone Depth: = 2 ds (min 12") = 26 inches Pass Through Basin B (40+74) Given: Q 2.89 cfs ~ Do = 24 inches = 2.00 feet Fo = 0.15 LA = 1.8 Q+7Do LA - 16 feet p0 0- W= 3Do+0.4LA W- 13 feet Stone Diameter: dS = 0.25 Do Fo; ds = 0.08 feet - 1 inches Stone Depth: = 2 ds (min 12") = 12 inches Pass Through Basin C(F & G) Given: peak flow Q= 2.70 cfs pipe dia. Do = 24 inches = 2.00 feet froude no. Fo = 2.43 1.8 Q LA = p&rz-+?Do LA - 16 feet 0 W= 3Do+0.4LA W- 13feet Stone Diameter: ds = 0.25 D. Fo; ds = 1.22 feet - 15 inches Stone Depth: = 2 ds (min 12") = 30 inches Pass Through Basin D(D & E) Given: Q = 1.50 cfs Do = 24 inches = 2.00 feet Fo = 0.17 -a_. - LA = 1.8 Q+7Do LA - 15 feet p0-srz . W= 3Do+0.4LA W- 13feet Stone Diameter: ds = 0.25 Do Fo; ds = 0.09 feet - 2 inches Stone Depth: = 2 ds (min 12") = 12 inches Pass Through Basin E Given: peak flow Q= 2.11 cfs pipe dia. Do = 24 inches = 2.00 feet froude no. Fo = 1.14 1.8 Q LA = p 31~-+7Do LA 16 feet a W= 3Do+0.4LA W- 13 feet Stone Diameter ds = 0.25 Do Fo; ds = 0.57 feet - 7 inches Stone Depth: = 2 ds (min 12") = 14 inches Basins A1 and A2 Given: i Q = 0.94 cfs Do = 18 inches = 1.50 feet Fo = 0.15 LA = 1.8 Q+7Do LA - 12 feet D0 'r W= 3Do+0.4LA W- 10 feet Stone Diameter ds = 0.25 Da Fo; ds = 0.06 feet - 1 inches Stone Depth: = 2 ds (min 12") = 12 inches Basins C and B Given: peak flow Q= 0.93 cfs pipe dia. Do = 18 inches = 1.50 feet froude no. F. = 0.15 1.8 Q LA = po r+7Do LA - 12 feet W= 3Do+0.4LA W- 10 feet Stone Diameter ds = 0.25 Do Fo; ds = 0.06 feet - 1 inches Stone Depth: = 2 ds (min 12") = 12 inches Basins J and K • Given: Q = 0.50 cfs Do = 12 inches = 1.0 O~feet - ro - 0:7"1` - LA = 1.8 Q+7Do LA 8 feet D0 ;j7T_ W= 3 Do + 0.4 LA W- 7 feet Stone Diameter: ds = 0.25 Do Fa; dS = 0.18 feet - 3 inches Stone Depth: = 2 ds (min 12") = 12 inches Basin M - Cul-de-sac Given: peak flow Q= 0.50 cfs pipe dia. D. = 12 inches = 1.00 feet froude no. F, = 0.82 1.8 Q ~A - p,~+7Do LA - 8 feet 0 W= 3 Do + 0.4 LA W- 7 feet Stone Diameter: ds = 0.25 Do Fo; ds = 0.21 feet 3 inches Stone Depth: = 2 ds (min 12") = 12 inches , , N OTE: RIP- RAP PAD MUST BE INSTALLED WITH FILTER FABRIC (AMOCO OR EQUAL) BETWEEN THE NATIVE SOIL AND THE WASHED DRAIN ROCK. DIMENSIONS ARE IN FEET. Wo RIP- RAP PAD DIMEfVSIONS ~ POND 3Do ~ La W ~ STONE SIZE ~ THICK. A1 4' 12' 10' 6" MIN. 2.0 RIP- R Al 4' 12' 10' 6" MIN. 2.0' PAD 6 4' 12' 10' 6" MIN. 2.0' c 4' 12' i 0' 6" MIN. 2.0' ~ D 6' 15' 13' 8" M I N. 2.0' -Y W E 6' 15' 13' 8" MIN. 2.0' f F 6' 16' 13' 18" MIN. 2.5' G 6' 16' 13' 18" M I N. 2.5' H 6' 18' 14' 18" M I N. 2.5' 1 6' 18' 14' 18" M I N. 2.5' J 6' 8' 7' 6" MIN. 2.0' K 3' 8' 7' 6" MIN. 2.0' M 3' 8' 7' 6" MIN. 2.0 TYPICAL F?IP-RAP PAD Z N OT TO SCALE ► . .rW < I3aR ~ 1.$Q + ?Do . , r.~ > Dd~ ~ . .r ?Do fo 1 D~,~, ari,dth, ~ ~a~°u~' ~s . d~jgge, cfs ~ ~ TaIWZW TW ~ *a~ Vj R'pMpsdvM bUub% a~0,0S and on -4 7iF o.-- t . U. r ~ _300 ► ~ ' t . 1 t * t ~ . ~ oll t t - t ~ t ~ A ~ 1 ; 1 I " ! 0.~lL, , 3~° c os oa . - Vy s 300" _ z0.5 pa , ' t 1 , ~ ~~~etmeut ~ • ~ ou~.f I~~ ~r ~`ge ' a= Svanrwat 1998 G~~~es f . , . ~.~b,~ary ~ pg 6...192 . 46 ' - , Worksheet Vllorksheet for Circular Channel Project Description Worksheet Basin M Flow Element Circular Chann Method Manning's Forr Solve For Channel Depth Input Data Mannings Coeffic 0.024 Channei Slope 012900 ft/ft Diameter 12.0 in Discharge 0.50 cfs Results Depth 0.32 ft Flow Area 0.2 ft Wetted Perime 1.21 ft Top Width 0.00 ft Critical Depth 0.29 ft Percent Full 32.5 % Critical Slope 0.019138 ftlft Velocity 2.26 ft/s Velocity Head 0.08 ft Specific Energ: 0.40 ft Froude Numbe 0.82 ' Maximum Disc 2.36 cfs Discharge Full 2.19 cfs Slope Full 0.000671 ft/ft Flow Type 3ubcritical i Project Engineer. Craig MacPhee c:l..lmica view pipe and froude calculations.fm2 Academic Edition Flov4rMaster v7.0 [7.0005] 08/20/05 07:52:19 PM C) Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Worksheet . liilorksheet for Circular Channel Project Description Worksheet Pass A - H&I Fiow Element Circular Chann Method Manning's Forr Saive For Channel Depth Input Data Mannings Coeffic 0.024 Channel Slope 070500 ftlft Diameter 24.0 in Discharge 5.49 cfs Resuits Depth 0.56 ft Flow Area 0.7 ftz Wetted Perime 2.22 ft Top Width 0.00 ft Criticai Depth 0.83 ft Percent Full 27.8 % Critical Slope 0.015663 ft/ft Velocity 7.70 ft/s Velocity Head 0.92 ft Specific Energ: 1.48 ft Froude tdumbe 2.15 ? Maximum Disc 35.00 cfs Discharge Full 32.53 cfs Slope Full 0.002007 ft/ft Flow Type iupercritical ~ Project Engineer. Craig MacPhee c:1...\rnica view pipe and froude calculations.fm2 Academic Edition FtowMaster v7.0 [7.0005] 08/20105 07:44:02 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Wnrksheet . Worksheet for Circular Channel Prflject Description VIIQrksheet Pass B 40+74 ' FJaw Element Gircu9ar Chann Me#had Manning's Fon Satve FOr Channe1 Deptb ~ • lnput Data Nianntngs Caeffi[ 4.024 Channel Slege 000600 f#ff# Diameter 24.0 in DisCharge 2.89 cfs Results Depth 1.58 ft Flow Area 2.7 ft 1Ne#ted Perime 4.37 ft Tflp Width 0.00 fk Critica! Depth O,59 tt fi"ercent Full 78.8 % Criftcal5lope 0_015189 #tlfl 11eIoGit]r 1.09 ft}s Velocity Head 0.02 ft SpeGrfiG Energ, 1.59 'R Froude Ntimbe 0.15 ° Nlaxirnurn DiSC 3.23 cfs dischasge Full 3.00 cfs S1ope Fuil 0.00055$ ftlft FPow i"ype 3ubcritical h r Projed Engirteer. Cralg IVfaaPhee c:l...lmic2i view pipe and froude u~~mliations.fm2 Acadennic Editian . FlowNtaster v7.0 [7.0005] 48120105 07:45:04 PM Haestad 19Ae#hods, Inc. 37"Brookside Road Wat&bury, CT 06708 USA *7-203-755-1$66 Page 1 vf 1 Worksheet Vilorksheet for Circular Channel Project Description Worksheet Pass C6&#f~ Ph, k Flow Element Circular Chann Method Manning's Forr Solve For Channel Depth Input Data Mannings Coeffic 0.024 Channel Siope 093300 ft/ft Diameter 24.0 in Discharge 2.70 cfs Results Depth 0.36 ft Flow Area 0.4 ft2 Wetted Perime 1.76 ft Top Width 0.00 ft Critical Depth 0.57 ft Percent Full 18.2 % Critical Slope 0.015195 ft/ft Vetocity 6.92 ft/s Velocity Head 0.74 ft Specific Energ, 1.11 ft Froude Numbe 2.43 : Maximum Disc 40.26 cfs • Discharge Full 37.43 cfs • Slope Full 0.000486 ft!ft Flow Type iupercritical ~ ProJect Engineer. Craig MacPhee c:X...lmica view pipe and froude calculatio6 s.fm2 •Academic Edition FlowMaster v7.0 [7.0005] 08/20/05 07:46:04 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Worksheet Worksheet for Circular Channrel Project Description Worksheet Pass D D&E Flow Element Circu)ar Chann Method -Vlanning's Forr So(ve For Channel Depth Input Data Mannings Coeffic 0.024 Channel Slope 000500 ftfft Diameter 24.0 in Discharge 1.50 cfs Resu Its • Depth 1.06 ft Flow Area 1.7 ftz Wetted Perime 3.25 ft Top Width 0.00 ft Critical Depth 0.42 ft Percent Fuil 52.8 % Critical Slope 0.015518 ft/ft Velocity 0.89 fUs Velocity Head 0.01 ft Specific Energ, 1.07 ft Froude Numbe 0.17 Maximum Disc 2.95 cfs Discharge Fuil 2.74 cfs Slope Full 0.000150 ffi/ft Flow Type 3ubcritical 1 Project Engineer. Craig MacPhee c:X...Unica view pipe and froude calculafions.fm2 Academic Edition FlawilAaster v7.0 [7.0005] 08120/05 07:46:57 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 USA +1-203-755-1666 Page 1 of 1 VI/orksheet Vilorksheet for Circular Channel Project Description Worksheet Pass E Flow Element Circular Chann Method Manning's Forr Solve For Channel Depth Input Data Mannings Coeffic 0.024 Channel Siope 020000 ftfft Diameter 24.0 in Discharge 2.11 cfs Resu its Depth 0.47 ft Flow Area 0.6 ft= Wetterl Perime 2.03 ft Tap Wdth 0.00 ft Critical Depth 0.50 ft Percent Futl 23.6 % Critical Slope 0.015277 ft/ft Velocity 3.74 ft/s Velocity Head 0.22 ft Specific Energ; 0.69 ft Froude Numbe 1.14 . ~ Maximum Disc 18.64 cfs Discharge Fuli 17.33 cfs Stope Fuil 0.000297 ftfft Flow Type iupercritical . Projed Engineer: Craig MacPhee c:X ..lmica view pipe and froude calculations.fm2 Academic Editfon FlowMaster v7.0 [7.0005] 08/20105 07:47:53 PM Q Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1668 Page 1 of 1• Worksheet Vilorksheet for Circular Channel _ ~ Project Description Worksheet Basin A1 8 A2 Flow Element Circular Chann Method Manning's FoR Solve For Channel Depth Input Data Mannings Coefftc 0.024 Channei Slope 000500 ft/ft Diameter 18.0 in Discharge 0.94 cFs Results Depth 0.96 ft Flow Area 1.2 ft2 Wetted Perime 2.78 ft Top Width 0.00 ft Critical Depth 0.36 ft Percent Full 63.9 °lo Critical Slope 0.016865 ft/ft Velocity 0.79 ft/s Velocity Head 0.01 ft Specific Energ: 0.97 ft Froude Numbe 0.15 } Maximum Disc 1.37 cfs Discharge Full 1.27 cfs Slope Full 0.000273 ft/ft Flow Type 3ubcritical . Projed Engineer: Craig MacPhee c:\...lmica view pipe and froude catculations.fm2 Academic Edition FlowMaster v7.0 [7.0005] 08120/05 07:49:12 PM (D Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Worksheet VVorksheet for Circular Channel Project Description Worksheet Basin C8B Flow Element Circular Chann Method Manning's Fon Solve For Channel Depth Input Data Mannings Caeffic 0.024 Channel Slope 000500 ft/ft Diameter 18.0 in Discharge 0.93 cfs Results Depth 0.95 ft Flow Area 1.2 ftZ Wetted Perime 2.77 ft Top Width 0.00 ft Critical Depth 0.36 ft PerCent Futl 63.5 % Critical Slope 0.016872 ft/ft Velocity 0.79 ft/s Velociry Head 0.01 ft Specific Energ, 0.96 ft Froude Numbe 0.15 ' Maximum Disc 1.37 cfs Discharge Fult 1.27 cfs Slope Full 0.000267 ft/ft Flow Type 3ubcritical Projed Engineer. Craig MacPhee c:X...Vnica view pipe and froude calculations.fm2 Academic Edition FlowMaster v7.0 [7.0005] 08/20105 07:50:31 PM O Haestad Methods, (nc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Worksheet VUorkSheet for Circular Channel ' Project Description Worcsheet Basin J8K Flow Efement Circular Chann Method Manning's Fort Solve For Channel DeptY Input Data Mannings Coeffic 0.024 Channel Slope 010000 ftift Diameter 12.0 in Discharge 0.50 cfs Results Deptfi 0.35 ft Flow Area 0.2 ftZ Wetted Perime 1.26 ft Top Width 0.00 ft Critical Depth 0.29 ft Percent Full 34.7 % Critical Stope 0.019138 ft/ft Velocity 2.06 ft/s Velociry Head 0.07 ft Specific Energ; 0.41 ft Froude Numbe 0.72 , Maximum Disc 2.08 cfs Discharge Full 1.93 cfs Slope Full 0.000671 ft/ft Flow Type 3ubcritical I Project Engineer. Craig MacPhee c:\...Unica view pipe and froude calculations.fm2 Academlc Edition FlowMaster v7.0 [7.0005] 08/20l05 07:51:26 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Storm 'ewer Tabu ation . page 1 3tation Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd ! Rim Elev . Line 10 coeff (I) flow full Line To Incr Total Incr Totai Inlet Syst Size Slope Up Dn Up Dn Up Dn line (ft) (ac) (ac) (C) (m(n) (min) (inlhr) (cfs) (cfs) (ftls) (in) (°lo) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 100,0 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 5.49 17.33 4.46 24 2.00 102.00 100.00 102.83 100.83 0.00 0.00 Pass Through A 2 End 100,0 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 2.89 17.33 3.63 24 2.00 102,00 100.00 102.60 100.60 0,00 0,00 Pass Through B 3 End 100.0 0,00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 2.70 17.33 3.55 24 2.00 102.00 100.00 1 0 2. 5 8 100.58 0.00 0.00 P a s s T h r o u g h C I 1~~ 4 End 100.0 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 1.50 17.33 2.99 24 2.00 102.00 100.00 102.43 100.43 0.00 0.00 Pass Through D 5 End 100,0 0.00 0.00 0.00 0,00 0.00 0.0 0.0 0.0 2.11 24.42 2.38 12 2.00 102.00 100.00 102.18 100.18 0.00 0.00 Pass Through E 60 b G- t~ ' ProJect File: Pass Through Basins.stm Number of lines: 5 Run Date; 07-25-2005 NOTES; Intensity =127.16 I(Inlet time + 17.80)"0.82; Retum period = 100 Yrs. Hydraflow Slortn Sevrers 2003 Hydraft.w Plan Vievu - Outfall Quifall Outfall Outfall OtOall 2 3 a ~ 1 Project file: Pass Through Basins.stm ~ No. Lines: 5 07-25-2005 ~ , Hydraflovr Starm Sewers 2003 PEAK FLOU4-cALCULATION PROJECT: Mica View C of E 'n BOWSTRING METHOD PROJECT; Mica View C of E 50-Year Design Storm -DETENTION BASIN DESIGN BASIN: End Cul•de-Sac ' DESIGNER BNG BASIN; End Cul-de-Sac • DATE; 12-Sep-05 Tot. Area 11,642 SF 0,27 Acres Time Increment (min) 5 Imp. Area 8,930 SF C= 0.9 ;Time of Conc. (min) 5.00 Perv. Area 4,712 SF C= 0.15 : ..:.Outflow (cfs) 0.3 Wt. C= 0.60 208 Area = 6930 Design Year Flow 50 ~Area (acres) 0.27 CASE 1 'Impervious Area (sq ft) 6930 'C Factor 0.60 10 ft. Overland Flow Area' C 0.159 - Treatment Area 6,930 Ct = 0.15 ' . L= 10 ft. . Tlme Tlme Inc. Intens. Q Devel. Vol.ln Vol.Out Storage n = 0.40 _ • (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) S= 0.0200 ..5.00 300 4.58 0,73 293 90 203 Cul Tc = 1.11 min., by Equation 3-2 of Guidelines 5 300 4,58 0,66 264 90 174 • 10 600 3.21 0,46 322 180 142 50 ft. Gutter flow 15 900 2.44 0.35 350 270 80 20 1200 1,98 0.28 -369 360 9 Z1 = 50.0 For Z2 25 1500 1.68 0.24 385 450 -65 Z2 = 50.0 Type B=1.0 30 1800 1.46 0,21 397 540 -143 n= 0.016 Ralled = 3.5 ; 35 2100 1.30 0.19 409 630 -221 S= 0.0300 ' 40 2400 1.18 0.17 422 720 -298 45 2700 1.08 0.16 435 810 -375 d= 0,0860 ft. Flow UVidlh 4.3 ft. 50 3000 1.01 0.14 447 900 -453 55 3300 0.94 0.13 458 990 -532 . ' 60 3600 0.88 0,13 487 1090 -813 A R Q Tc Tc total I Qc 65 3900 0.83 0.12 477 1170 -693 0.37 0.04 0.73 0.42 5,00 4.58 0.73 , 70 4200 0.79 0.11 489 1260 •771 ` 75 4500 0,77 0.11 607 1350 -843 Qpeak for Case 1= 0.73 cfs ' 80 4800 0.75 0.11 529 1440 -911 , 85 5100 0.73 0.11 547 1530 -983 90 5400 0.70 0.10 550 1620 -1070 ,95 5700 0.66 0.09 546 1710 -1164 CASE 2 100 6000 0.68 0.10 594 1800 -1206 Case 2 assumes a Time of Concentration less than 5 minutes so that the ~ 208" TREATMENT REQUIREMENTS peak flow =.90(Tc=5 intensity)(Imp. Area) = 0.66 cfs Mlnimum "208" Volume Required 289 cu ft Provided Treatment Volume - Min(mum 300 cu ft DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM So, the Peak flow for lhe Basin is the greater of the two flows, Maximum Storage Required by Bowstring 203 cu ft 0.73 cfs Provided Storage Volume to Inlet - Minumum 300 cu ft Number and Type of Drywelis Required 1 Single ; , 0 Double PEAK FLOb,._,ALCULATION PROJECT: Mica View C of E 81.~-,,,STRING METHOD PROJECT: Mica View C of E - 10•Year Design Storm - DETENTION BASIN DESIGN BASIN: End Cul-de-sac ~ . DESIGNER: BNG BASIN: End Cul-de-sac DATE: 12-Sep-05 , . Tot. Area 11,642 SF 027 Acres ` Imp. Area 6,930 SF C= 0.90 Time Increment (min) 5 Per, Area 4,712 SF C= 0.15 Time of Conc. (min) 5.00 Wt. C 0.60 208 Area = 6930.00 Outflow (cfs) 0.3 ~ Design Year Flow 10 CASE 1 ~'Area (acres) 0.27 Impervious Area (sq ft) 6930 10 ft. Overiand Flow 'C Factor 0.60 ' • Area * C 0.159 Ct = 0.15 i",,-Asphaltic Area 6,930 L = 10 ft, ' n= 0.40 , Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage . S = 0.0200 . , (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft) • . 5.00 300 3.18 0.51 204 90 114 Tc = 1.11 min,, by Equation 3-2 of Guidelines ~ 5 300 3.18 0.45 183 90 93 50 ft. Gutter flaw , 10 600 2.24 0,32 225 180 45 15 900 1.76 0.25 252 270 -18 Z1 = 50.0 For Z2 20 1200 1.45 0.21 271 360 -89 Z2 = 50.0 Type B=1.0 25 1500 1.23 0.18 282 450 -168 n= 0.016 Rolled = 3.5 30 1800 1.05 0.15 286 540 -254 S= 0.0300 ~ 35 2100 0.91 0.13 287 630 -343 ,40 2400 0,81 0,12 290 720 -430 d= 0.0750 ft, Flow Width 3.8 ft. 45 2700 0,74 0.11 297 810 -513 50 3000 0.69 0.10 306 900 -594 55 3300 0.65 0.09 316 990 -674 A R Q Tc Tc total I Qc •60 3600 0.61 0.09 325 1080 -755 0.28 0,04 0.51 0.46 5.00 3.18 0.51 65 3900 0.58 0.08 335 1170 -835 70 4200 0.56 0.08 348 1260 -912 Q peak for Case 1= 0.51 cfs 75 4500 0.55 0.08 365 1350 -985 SO 4800 0.55 0.08 385 1440 -1055 85 5100 0.53 0.08 398 1530 -1132 90 5400 0.50 0.07 392 1620 -1228 CASE 2 .95 5700 0.45 0.06 375 1710 -1335 100 6000 0.49 0.07 429 1800 -1371 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(Tc=5 intensity)(Imp. Area) = 0.45 cfs '208" TREATMENT REQUIREMENTS Minimum "208" Volume Required 289 cu ft ' Provided Treatment Volume - Minimum 300 cu ft So, the Peak flow for the Basin is the greater of the two ilows, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM 0.51 cfs Maximum Storage Required by Bowstring 114 cu ft Provided Storage Volume - Minimum 300 cu ft . . , Number and Type of Drywells Requiretl 1 Single ' ' 0 Double REc ~-IVED , Materials Testing • Geotechnical Engineering APR 0 5 2005 r April 4, 2005 Mr. Todd Whippie Whipple Consulting Engineers 13218 East Sprague Avenue Spokane Valley, WA 99216 RE: Geotechnical Evaluation Mica View Estates C of E Southwest of East Gertrude Drive and Ponderosa Drive Spokane County, WA Dear Mr. Whipple, f As you requested, we have completed the geotechnical evaluation for the above- referenced project in Spokane County, Washington. The purpose of our services was to provide a pavement section design for the proposed roadways and evaluate the soil, bedrock, and groundwater conditions to assist in the design of stormwater management facilities at the site. The following letter summarizes the results of our analysis and engineering recommendations for design of the proposed roadways and stormwater management facilities. FIELD INVESTIGATION AND RESULTS We excavated five test pits at the site on March 3 and 4, 2005 to collect samples for testing. The test pits were excavated to depths of 5 feet to 11 feet below proposed subgrade elevation. The test pits encountered 6 to 12 inches of topsoil at the surface. Below the topsoil, most of the test pits typically encountered silty sands overlying alluvial poorly graded sands with silt and gravel or well graded sands with silt and gravel to their termination depths. Test Pit TP-5 encountered sandy silt below the 10 foot depth. Groundwater was encountered at 2 feet in Test Pit TP-2. ~ 1010 N. Lake Road c Spokane, Washington 99212 - (549) 534-4411 - Fax (509) 534-9326 Geotechnical Evaluation Mica View Estates C of E Project 205-032 Page 2 Test Pit TP-2 met "refusal" at a depth of 5.5 feet. Refusal is defined as the depth at which the excavation could not be advanced further. Because residual granitic bedrock (highly eroded bedrock) was encountered in the test pit and bedrock outcrops are present at the site, it is our opinion that refusal was likely caused by granitic bedrock. In addition, we installed infiltrometer rings adjacent to Test Pits TP-2, TP-3, TP-4, and TP-5. The infiltrometer tests were performed in general accordance with the Spokane County Guidelines for Stormwater Management "Standard for Estimating Surface Infiltration Rate and Field Permeability of Soil In-Place Using Open, Single- Ring, I nfiltrometer Methods." However, because the flow rates were too low to accurately measure a constant head flow rate in Test I-1, and Test I-3, we used falling head methods to estimate the permeability and infiltration rate of the soils at these locations. For Test I-1 and Test I-3, we estimated the permeability of the soil using the Hvorslev method for soil in casing in uniform soil. We then estimated the infiltration rate using a porosity of 0.30 for the silty sands. The following table summarizes the results of the field testing. Estimated Permeability Rate Estimated Test Number Depth (ft) Infiltratio 2~ (cm/s) (in/hr) Rate (cfs/ft 0.7 9.92 x 10-4 1.4 ~ 9.76 x 10-e ~ 1-2 ~ 2.4 ~ 3.17 x 10-1 ~ 44.9 ~ 2.87 x 10-3 ~ 1-3 ~ 1.4 ~ 2.10 x 10"4 ~ 0.3 ~ 2.07 x 10-b 1-4 ~ 1.6 ~ 4.24 x 10-3 ~ 6.0 ~ 3.82 x 10-4 ~ We collected samples from the test pits and returned them to our laboratory to perform classification tests. We performed grain size analysis tests on the samples to aid in classification of the site soils. The results of the laboratory tests performed are attached. The USDA Natural Resources Conservation Service (NRCS) has mapped the soils on and around the site in the Soil Survev of Spokane Countv as the Marble fine to coarse sandy loam and loamy sand (McB and MaC), Spokane gravelly coarse sandy loam (SrC), and Narcisse silt loam and fine sandy loam (NcA). The soils are shown on the SCS Map attached with this report. These soils are described as very deep, well drained soils that formed in glacial outwash and have been modified by water and mantled by loess and volcanic ash. The on-site soils encountered in the test pits appear to be consistent with the soil mapping. ~ ~ Materials Testing - GeoTechnEcal Engineering Geotechnical Evaluation Mica View Estates C of E Project 205-032 Page 3 ANALYSIS AND RECOMMENDATIONS Pavement Subgrades Based on the results of the field and laboratory testing, it is our opinion that after preparing the subgrade, a predominant subgrade soil type of silty sand (SM) should be used for design of pavement sections. We recommend that the subgrade be compacted to a minimum of 95 percent of the modified Proctor maximum dry density. It is important that the subgrade surface be shaped to provide for positive drainage to minimize the potential for water to pond in the subgrade. Prior to placing the aggregate base, we recommend that all subgrade areas be proof- rolled with a loaded dump truck. This precautionary measure would assist in detecting any localized soft areas. Any soft areas discovered during the proof-rolling operation should be excavated and replaced with a suitable structural fill material. We recommend that the proof-rolling process be observed by a qualified geotechnical engineer to make the final evaluation of the subgrade. Our recommended pavement section is based on Spokane County Alternate Pavement Design Criteria. Using Table 3.16 of the Spokane County Standards for Road and Sewer Construction for private roads and local access streets, we recornmend a , minimum pavernent section as follows: , Roadway Type Thickness of Asphalt Thickness of Gravel (in) Base (in) Private Road 2 7 Local Access Road 3 6 Also, we recommend specifying crushed gravel base meeting the requirements of the Washington Department of Transportation (WSDOT) Standard Specification 9-03.9(3) for crushed gravel base course. We recommend that the asphalt concrete pavement rneet the requirements of WSDOT Standard Specification for Class A asphalt concrete pavements. We recommend that the crushed gravel base be compacted to a minimum of 95 percent of its modified Proctor maximum dry density. We recommend that the asphaltic concrete surface be compacted to a minimum of 92 percent of the Rice density. ~ ° ~EST Materials Testing • Geotechnical Engineering Geotechnical Evaluation Mica View Estates C of E Project 205-032 Page 4 Stormwater Facilities A relatively low infiltration rate was measured in Test I-1. It is our opinion that two factors contributed to the low rate. First, it is our opinion that the presence of shallow bedrock affected the test. Second, Test I-1 encountered silty sand at the depth the infiltrometer was installed. It is our opinion that the silty sands encountered at Test I- 3, also resulted in a lower infiltration rate. The highest infiltration rate was measured in Test I-2. At this location, the test pit encountered well graded sand with gravel at 2.6 to 5.4 feet and did not encounter bedrock. We understand that stormwater runoff will be directed to swales constructed along each edge of pavement which will infiltrate the water in grassed infiltration areas. Based on the results of our field and laboratory testing, it is our opinion that this approach could be feasible. The infiltration rate for each swale will depend on the soil type present after excavation. We anticipate most swales to have silty sands present after excavation. For this soil type, we recommend using the infiltration rate from Test I-3 for design. However, with the low permeability rates of the silty sands encountered, gravel galleries could be considered for this project. For gravel galleries, we recommend placing them in the more permeable sands at depth. The infiltration rates form tests I-1 and I-4 could then be used for design. The estimated permeability and infiltration rates do not include a safety factor D _[WFST ~Al L Matertals Testing • Geotechnlcal fngineering Geotechnical Evaluation Mica View Estates C of E Project 205-032 - Page 5 REPORT LIMITATIONS This report has been prepared to assist the planning and design of roadways and stormwater management facilities for the Mica View C of E subdivision in Spokane County, Washington. Our services consist of professional opinions and conclusions made in accordance with generally accepted geotechnical engineering principles and practices. This acknowledgement is in lieu of all warranties either expressed or implied. Thank you for the opportunity to provide our services. If you have questions or require additional information, please do not hesitate to contact our office. Sincerely, ALLWEST Testing & Engineering, LLC f , » '~^-'Zn. Andy Eliason, E.I.T. Staff Vgin r~• ~ , C'~ ~ ~I , I m at Paul T. Nelson, P.E. ~ Senior Geotechnical Engineer ' EXP:R~~ T Attachments: Site Location Map SCS Map Test Pit Location Sketch Logs of Test Pits TP-1 through TP-5 Grain Size Analysis Test Results Infiltrometer Test Results nA IJLWEST Matedals Tesiing • Geofechnlcal Engineering ATTACHMENT A SITE LOCATIOlV tVIAP, SCS MAP, TEST PIT LOCATION MAP n,& I-RWEST Materials Tesflng • Geatechnical Engtneering F igure tJ • . • 1 , ~,y.,~~t'~T~-~" ~ ~ • . _ ~ . ~b. ~ ~ , . . ~ ~ - . . ~ o J.•.---.'~, - i ~ i • %'~`1J~, ~ , . e1 ~r • . . 5 rJ , ..%i r~' ~ ~t• - . G 6 p f r, L" j _ ' ' - . ~ ~ • . 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Q" ITd •.o: NT7 ~ t~X:17 ~ \ ~ i 1 Test Pit Location tUlap Designed By: AJE Mica View Estates C of E Project 205-032 Southwest of East Gertrude Drive and Z2 EST Ponderosa Drive, March 29, 2005 wctwm Vas*V .Geo*d"=,bVkvoerQ Spokane County, Washington Field Permeabeli~/ T'est of Fine Graened Soil ~J Materfals Tesflng Gevtechnical EnAtneering Falling lHead 1010 Norh Lake Road Lab Number: NA Spokane, VVA 99212 Office: (509) 534-4411 Job Number: 205-032 Fax: (509) 534-9326 Job Name: Mica View C of E Location: I-1 (TP-2) Description of Soil: SP Poorly Graded Sand Un6t Weight Determination: Doameter, D, (crn): 30.48 14rea, A, (cevi2): 729.66 Length, L, (cQn): 20.32 Area Tube, a, (crn2): 729.66 Permeability Test Data Heacl, h Time Ho Hf (cm) , t(s) . Temp (°C) k(cm/s) 10:30 ~ 55.9 54.6 ~ 1.3 ~ 600 ~ 10 ~ 7.78E-04 10:40 ~ 54.6 ~ 53.0 ~ 1.6 ~ 600 ~ 10 ~ 1.00E-03 10:50 ~ 53.0 ~ 51.1 ~ 1.9 ( 600 ~ 10 ~ 1.23E-03 11:00 ~ 51.1 ~ 49.9 ~ 1.3 ~ 600 ~ 10 ~ 8.51 E-04 11:10 ~ 49.9 ~ 48.3 ~ 1.6 ~ 600 ~ 10 ~ 1.10E-03 ~ Recommended Permeability: 9.92E-04 Sampled By: PTN Tested By: TEJ Reviewed By: PTM SINGLE RING INFILTQtOMETER TEST RESULTS ,_~V, ~ Q~S'~ Testirtg performed in general conformance with the Spokarte County Puplic Works Department Standard ~i For Estimating Surtace lnfifbation Rate and FieJd Fermeability of SoiFdn-Plaoe Using Open, Singla-Ring, MptQrials Txtine • C-eotectinical Erigineering Infibometer Mefhods (February 6, 1996) M ica View C of E 205-032 Test Location: I-2 (TP-3) March 14, 2005 Flaw Meter Used: Badger S31 F7FBA Inside Diameter of Ring [FT] = 1.00 Burial Depth [FT] = 0.67 DEPTH METER ELAPSED TO INCREMENTAL FLOW I k READING TIME WATER FLOW RATE (Q/A) (Q"L)1(A°H) TIME [FT31 (MINI [FT] [Fl3] [CFS] TEST PHASE [CFSIFT2J (FT/SJ 11:00 AM 1 201.90 1.33 0.0 - ~ PRESOAK 11:10 AM I -205_24 N 10 N 0.17 3.34 1 5_57E-03 1 . ~ I N . 11:20 AM ~ 207.62 ~ 10 N 0.17. 2.38 N 3.97E-03 1 N N~ 11:30 AM ~ 209.84 ~ - 10 ~ -0.17 - -2.22 . N 3.70E-03 11:40 AM ~ . 211.78 . _10 ~ - - ~ 0.17 - 1.94 3.23E-03 11:50 AM ~ '213.62 N 10 . N 0.17 - 1. 1.84 1 3.07E-03 N N ~ - ~ - ~ - 12:00 PM 1_---215:18 N'~ ~ 10 - N 0.17=. N1.56 2.60E-03 N-BEGiN TEST N 3.31E-03 N 1.20E-03 : 12:10 PM 1 .;_216.90 _ N ~ - 10 0.17. 1:72 _ . . . 2.87E-03 3.65E-03 ~ 1.33E-03 12:20 PM1- .218.28-:1 '10 -'N ::-0.17 :~N 1.38'.. ~ - N 2.30E-03 N:''~-. 2.93E-03 I -1.07E-03,. 12:30 PM 1'• :219:62 - : N : 1-0. N 0.17 1 - _ . -1.34 N 2.23E-03 N - 2.84E-03 -'1_.03E-03 ~ 12:40 PM j. __.220.96 - j-., 10 ~ ~ . .0.17• 1.34 - ~ 12.23E-03 1. END TEST " A '-.2: 84E=03 N 1:03E=03 ~ 12:45 PM -5 : - - N 0.17. N ~ N ~ • . NFALLING HEADM , *12:50PM~ 5. : .N ~0.75--N . ~ - - -.M,~ - . ~ " - .•N : : ~ - ~ ~ N 12:54PM~ 4. 1.13.'N . ~ ~ _ ' ~ • ~ - . .1.33_ . . - - _ . . . . ~ . ~ . - . . ~ . ~ . AVERAGE '1'= 2.87E-0 3 ~ ~ • . ; AVERAGE 'k`= 1.04E-03_- : 0.006 _ - , - 0.0 0.005 - -0.2 0.004 - ~ DEPTH TO WATER 0.003 - -0.8 x- FLOW RATE [CFS] - ' : - - ~ -x-x 0.002 - 0 0.001 - ~ ~ , -12 , - 0.000 X N N N N N N N N ~ N W J~ CJt O ~ IV W Jh, .A• CJl CJ1 O O O O O O O O O O O Cn O A • D D D D D D ~D Fieed PermeabiBity Test of Fine Grained Soil rY ~ Materlals Testirsg • Geotechnical Eng[needng Fa8ling Head 1010 Norh Lake Road Lab Number: NA Spokane, VilA 99212 Office: (509) 534-4411 Job Number: 205-032 Fax: (509) 534-9326 Job Name: Mica View C of E Location: I-3 (TP4) Description of Soal: SM Silty Sand Unit Weight DeterPnination: Diameter, D, (crn): 30.48 . Area, A, (cm a): 729.66 Length, L, (cm): 20.32 Area Tube, a, (cm2): 729.66 Permeability Test Data s; Head, h Time Ho Hf (cm) t(s) Temp (°C) k(cm/s) 10:10 ~ 56.5 ~ 56.2 N 0.3 ~ 600 ~ 10 ~ 1.92E-04 10:20 ~ 56.2 N 55.9 0.3 ~ 600 ~ 10 ~ 1.93E-04 10:30 N 55.9 N 55.6 0.3 ~ 600 ~ 10 N 1.94E-04 10:40 ~ 55.6 ~ 55.1 ~ 0.5 ~ 600 ~ 10 ~ 2.87E-04 10:50 ~ 55.1 ~ 54.8 ~ 0.3 600 ~ 10 ~ 1.97E-04 11:00 N 54.8 N 54.5 ~ 0.3 ~ 600 ~ 10 ~ 1.98E-04 N N ~ N N N N N ~ N N N N N ~ M N N N ~ N N ~ Recommended Permeability: 2.10E-04 Sampled By: PTN Tested By: TEJ Reviewed By: PTN SIRIGLE FtING INFILTROMETER YEST RESUITS Testing perfonned in general oonTormance with the Spokane County Puplic Works Department Starrdard - _......^~~7 ~ Far Estimating Surface lnfittralion Rafe and Fiefd R~rmeabi!!ty of SoiNr~Place Using Open, Single-Ring, Moterials TieshnS • GeWechnical Engineenng lnfitUometer 1'rlethods (February 6, 1996) Mica View C of E 205-032 Test Location: I-4 (TP-5) March 15, 2005 Fiaw Meter Used: Badger S31 F7FBA inside Diameter of Ring [FT] = 1.00 Burial Depth [FT] = 0.67 DEPTH METER ELAPSED TO IfVCREMENTAL FLOW I k READING TIME WATER FLOW RATE (Q/A) (Q*L)!(A°H) TIME [FT31 [MIN] [FT] [FT31 [CFS] TEST PHASE [CFS/FT21 [FT/S1 11:00 AM 221.92 1.33. 0.0 ~ PRESOAK 11:10 AM ~ 223.10 N 10 N 0.17 N 1.18 11.97E-03 1 11:20 AM ~ 223.24 ~ 10 .1 0.17 ~ 1 . 0.14 ~ 1 2.33E-04 N 11:30 AM ( .223.42 - ~ 10 - ~ M -0.17 . ~ ~ -0.18 13.0OE-04 1 ' ~ ~ . ~ N - ~ - - ~ - N - ~ 11:40 AM 223.60 N ~ .10 -0.17 0.18 3.00E-04 11:50 AM ~ .-223.78 N 10 ~ - ~ -0.17 ~ . 0.18 3.00E-04 12:00 PM ~ ~-223.94 10 " 0.17' ~ - ' 0.'i6 12.67E-04 1 BEGIN TEST -1 3.40E-04 I 1.24E-04 . 12:10 PM ~ '224.00, 10 0.17 1.00E-04 1.27E-04 ~ ~ 4.63E-05 - 12:20 PM 224.16 ` ~ - -10 - 0.17 0.16 = = 1 2.67E-04 3.40E-04 ~ -=I - .1.24E-04 - 12:30 PM 224.32.. ~ 10 0.17-_- N -'0.16 . N 2.67E-04 N.~•:~~-'._ ~ ~ ~ N 3.40E-04 ~ N - 1.24E-~04 - , 12:40 PM ~ 224_54 ~ N --10, Y-0.17 1' ..0.22 13.67E=04 1 4.67E-04 1. 1.70E-04 ~ 12:50 PM ~ _ - 224.72 = -1 - - :10 = : - - I 0.17 : N 0.18 N 3.00E-04 N 3.82E=04 ~ N 1.39E-04 - 1:00 PM I-:'.-224.90 - N .10. 1--: 0:17 - N 3:00E=04 N END TEST ~ I ~-3.82E-04 ,.1.39E-04 1:10 PM I .10 • 1. 0.40 - 1 . . . ~ , . :IFALLING-HEADN . - - ~ . • 1:20 P M 10 N ~ 0.60 -1:30PM "10 N 0.8 ~ . . - ~ . • - . ~ _ . . . , ~ . . . - - . . . . ~ . . . AVERAGE'1'=.3.82E-04 ~ AVERAGE 'k'= 1.39E-04 0.003 - Q D ---02 0.002 - ~ . • ~ _ -0.4 0. 002 - - - -p. G M ~ 1 DEPTH TO WATER ~ x- FLOW RATE [CFS] 0.001 - ~ -1.G 0.001 x~x-x x:. ~~x x - i. 2 x\~ • 4 0.000 X p ' W A CJt O N :t~ W 6 O O O O N ` O O O O O O O O O O O O ~ D D D D D D ATTAC H M E N T 6 LOGS OF TEST PIT TP-1 THROUGH TP-5, GRAIN SIZE ANALYSIS TEST RESULTS INFILTROIVIETER TEST RESULTS ~ ~ITLWEST Materials Testing • Geotechnical Engineering I,OG OF TEST PIT ~ PROJECT: Project No. 205-032 TFST PIT: TP-1 Mica View C of E L4CATION: Spokane County, Washington STA 62+100 DATE: 3/3/05 SCALE: 1" = 2' ASTM Elev. Depth D2487 Description of Materials WL Tests or Notes 2190.0 0.0 Symbol SILTY SAND WITH GRAVEL, fine to medium - - SM grained, brown, moist. 2189.0 1.0 (Colluvium) rxit POORLY-GRADED SAND WITH SII.T AND GRAVEL, medium to coarse grained, light brown, - - ~:cc r :izii IriOISt. (Residuum) ~l'tL f'! t l - - iscl ~+:St SP-SM - - 7'CtI ?w Jvt ~ 7itf - - rzii• ~:c c t lT f J. ]:Cf C - - 1{{f rxic .71 ,:c i~r } _ _ Cr.. q~ ~tc r rxn• ~0 2184.5 5.5 -c r c E E - - End of test pit. ~ > - - No ground water encountered at time of excavation. U - - N ~ Test pit immediately backf'illed. - - ~ ~ c - - 0 , cz > - - a~ ~ a~ - - 4° ~ a~ - - L ~ a - - ~ ~ - - ~ cz cn _ _ - ~ cz t: - - 0 ~ ~ - - G~ a~ ~ - - 00 - . ~ LOG OF TEST PIT Z~I~EBT ►.+ohna. uzltrg . td R,ce+cclb'a PROJECT: Project No. 205-032 TEST PIT: TP-2 Mica View C of E LOCATION: Spokane County, Washington ST'A 56+75 DATE: 3/3/05 SCALE: 1" = 2' ASTM Elev. Depth D2487 Description oC Materials WL Tests or Notes 2215.0 0.0 Symbol 2214.7 0.3 I SP-SM POORLY-GRADED SAND WITH SILT AND - _J ; GRAVEL, fine to medium grained, brown, moist to SM wet. 2213.5 1.5 . ' (Colluvium) SILTY SAND WITH GRAVEL, medium to coarse grained, light brown, moist to wet. Q - - `r" (Residuum) POORLY-GRADED SAND WITH SII.T AND !x[i GRAVEL, medium to coarse grained, light brown, r:~<< moist to wet. - - SP-SM (Kesiduum) raO• ,:c t i !Y f). - - ixtr VtV rtit )xrt - - ttFi. +xcr ~ t 6 f rr. rct ii. 2209.5 5.5 ~ ~ - - Refusal. ~ a~ > - - Seepage at 2 feet. U - - h ; Test pit immediately backfilled. - - c - Infiltrometer installed at 0.7 feet. 0 ~ ~ - - a~ a~ - - 4° ~ a~ - - ~ ct ~ ~ ~ ~ - - ~ ~ ~ - - ~ cz ~ - - 0 sm. 0 - - L~ ~ - - v) - , ~ . LOG OF TEST ]PIT M61CA0.'tTG'ifn0'GCdCCM~'d6V~~W . PROJECT: Project No. 205-032 TEST PIT: TP-3 Mica View C of E LOCATION: Spokane County, Washington STA 47+50 DATE: 3/3/05 SCALE: 1" = 2' ASTM Elev. Depth D2487 Description of Materials WL Tests or Notes 2230.0 0.0 Symbol 2229.6 0.4 I ML SEINDY SILT, with roots, dark brown, moist. -\(Topsoil) S1LTY SAND, very fine to fine grained, brown, moist. - - SM ' (Alluvium) -2227.4 2.6 WELL-GRADED SAND WITH GRAVEL, medium - - : to coarse grained, a trace of Gravel, liaht brown, moist. (Alluvium) - - SW ~ ~ - - ~0 2224.6 5.4 I ~ POORLY-GRADED SAND, fine to medium ~ grained, brown, moist. ~ (Alluvium) a. U - - h N "a .a - - r. ~ c - - o Sp C"i ~ - - a~ w - - ~ '2 Cz ~ - - v~ 2219.0 11.0 ~ ~ - - End of test pit. 0 a a~ - c~ No ground water encountered at time of excavation. ~ ~ - - ~ " Test pit unmediately backfilled. - - Infiltrometer installed at 2.4 feet. - . . LOG OF TEST PIT Z ~ A EST ►na:e4ds ~stiv • G~dec.,W *p~o PROJECT: Project No. 205-032 TEST PIT: TP-4 Mica View C of E LOCATION: Spokane County, Washington STA 38+25 DATE: 3/4/05 SCALE: 1" = 2' ASTM Elev. Depth D2487 Description of Materials WL Tests or Notes 2200.0 0.0 Symbol SANDY SIL.T, a trace of roots, brown, moist. - - ML (Topsoil) 2199.0 1.0 : SILTY SAND, brown, moist. - - (Alluvium) SM -2195.3 4.7 ~ WELL-GRADED SAND WTTH SILT, fine to :nnnn nnnn o medium grained, a trace of Gravel, brown, moist. nn:n :nnn (Alluvium) c ~ - - a~ > - - ~ U - - ~ 'C7 Sw Hnnn: - - C O cs ~ - - N ~ - ~ a, 2190.0 10.0 ~ ~ ~ - - End of test pit. ct ~ ~ No ground water encountered at time of excavation. ~ - - . 0 _ Test pit immediately backfilled. a - Infiltrometer installed at 1.4 feet. 6 - _ , LOG OF TEST PIT neoatWtc tsnnp • scofesMtd r ~ ~++o PR0IECT: Project No. 205-032 TEST PIT: TP-5 Mica View C of E LOCATION: Spokane County, Washington STA 30+00 DATE: 3/4/05 SCALE: 1" = 2' ASTM Elev. Dep[h D2487 Descrip[ion of Materials WL Tests or Notes 2160.0 0.0 Symbol 2159.7 0.3 ~ SM SII.TY SAND, fine grained, with roots, dark brown, - moist. SM ~ a (Topsoil) 2158.5 1.5 ' SILTY SAND, fine to medium grained, brown, ~moist. 0x9.1 i (Alluvium) "~<< ~xr POORLY-GRADED SAND WITH SILT, fine to - - medium grained, brown, moist. l:tfl (Alluvium) .il[ f ,lE( rr.tr. _ l7C t 7. 7:Cf f ~iSE1 ~Yr1. rr.tr ~YfJ. !bA' - isil ~ rYfi• SP-SM ` »=tt r3:ii• ~ i i t r Q„ ~tt( ir.ir U , _ - f:ctt cn tlfJ. ~ 7.L' C C -L3 ~tEf ~xcr p . rrn •p ( f c,y iiC ( J. > - - 7~Ct f r,r.tti. w ~'C f t IXL) y +a.~t - tstr Q, 2150.0 10.0 )A~; ~ SANDY SII.T, light brown, moist. ~ - - ML (Alluvium) v, 2149.0 11.0 ~ c ~ - - End of test pit. 0 a tu No ground water encountered at time of excavation. ~ (U - - ~ " Test pit immediately backfilled. Infiltrometer installed at 1.6 feet. , - ; ~ Particle Size Distribution Reporf C! e- t o 0 < < ~ C~ o 0 0 0 o S Q o a ss a a m c-~ ~ n 1o0- 90 --r---r- , , r----~ - -r--- ~ ~ TT--r---- ~ 80 ' ' , - ' - , , , . 70 w gQ . --r---r-- . , . T--- r- -T---~- . . .--T---- Z LL Z Sp ~ , , ~ ~ ' ~ _ , , ~ w 1 ; W 40 ' --L---'-y' ' 1----'-- -1---1 ~--1---- ~ 30 . ~ , ~ ~ ~ , ~ ~ ~ ~ ~ ~ ~ • 20 --z --r---r- ~ ~ ~ T----r- -r---~ I-~ ~ --r---- ~ 10 ~ ~ ~ ~ ' ' '--Y---- ~ 0 ~ 500 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm % COBBLES I % GRAVEL ~ % SAND ~ % SILT ~ % CLAY 0 I 42 I 46 ~ 12 , SIEVE PERCENT SPEC.* PASS? Soil Description SIZE FINER PERCENT (X=NO) Poorly graded sand with silt and gravel 2 in. 100 1-1/2 in. 97 1 in. 87 3/4 in. 82 Atterberq Limits 1/2 in. 77 PL= N/A LL= N/A P1= N/A 3/8 in. 72 #4 58 Coefficients #8 45 D85= 23.1 Dgp= 5.24 D50= 3.14 #16 35 C30- 0•782 C15= 0.150 D10= #30 27 #50 20 u c- #100 15 #200 12 Classification USCS= SP-SM AASHTO= Remarks Sampled by: T. Johnson Sample date: 03/03/05 w (no specificatiou provided) . Sample No.: S05-272 Source of Sample: Date: 03/30/05 ~ Location: Test Pit #]@ 1.0' to 5.5' Elev.lDepth: 1.0' - 5.5' ALLWEST Client: Landworks Dev. Project: Mica View C of E INEERlNG TESTIiVG & ENG Project No: 205-032 Reviewed by ~ ~ Particle Size Dis$ribution Report C! < oo~ . ~ ~ ~ o 0 0 0 0 a o Q ~ a ~?S ~ a ~ a °x a a ee a , 100 90 --r---~ ~ . ~ T r- -r---~--i--T-r---r---- ~ 80 ' ~ , ~ ~ ~ ~ T ~ ~ L - L~ . . . 1 ~ ~ ~ _ L ' 1 ~ ~ ~ . ~ . ~ ~ ~ 1 _ ~ ~ ~ " _ _ ~ ~ ~ 70 ~ 1 1 1 1 1 1 1 1 1 I 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 I 1 1 I 1 1 1 I 1 1 1 1 1 1 I 1 1 ~ 1 1 1 1 1 1 1 1 1 ' 1 I 1 1 1 w 60 .--r_~-- Z LL ~ ~ i ~ i i ~ i i i ~ i i , , Z 50-- ~ --r---~ ~ , ~ T 1-7 W U w 40 ~--1~--- ~ 30 ~ , 20 ~ --r---~-~-, r-r----r- -r---~- . -r--- ~ 10 ' ~ ~ ~ ~ ' - ' ~ ~ O 500 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm % COBBLES ~ % GRAVEL ~ % SAND ~ % SILT I % CLAY 0 I 20 ~ 65 ~ 15 , SIEVE PERCENT SPEC.'` PASS? Soil Description SIZE FINER PERCENT (X=NO) Silty sand with gravel ] in. 100 3/4 in. 98 1/2 in. 97 3/8 in. 93 Atterberq Limits 94 SO PL= N/A LL= N/A P1= N/A #g 64 #16 50 Coefficients #30 38 p85= 6.08 D60= 1.96 D50= 1.18 #50 29 D30= 0.324 D15= 0.0750 D10- #100 20 ~200 l5 Cu= C~= Classification USCS= SM AASHTO= Remarks ~ Sampled by: T. Johnson Sample date: 03/03/05 * (no specification provided) ' Sample No.: S05-255 Source of Sample: Date: 03/28/05 ~ Location: Test Pit # 2@ 0.3' to 1.5' EIev./Depth: 0.3' - 1.5' ALLWEST Client: Landworks Dev. Project: Mica View C of E TESTING & ENGINEERING Proaect No: 205_032 Reviewedby . . Particle Size Distribution Report ~ < aog ' C! C!~ o 0 0 0 $ a Q C N t'7 V N • ~p n ~ ~ a Z 4 3L it A ~ x ax 100 1 1 II 1 ~ 1 ~ 1 ~ ~ I 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 90 ---r- ~ ~ ~ ---~r-- -r---~-. ~ ~ , -r---- ~ 80 ' ' , ~ ~ - ' ~ ~ , ~ 70 ~ ~'L_~~L~ • • " 1__~~L~ _1'_.~~L~ • ''~1~~-~ W 60 . . T----,-- -T---~- . . .--T---- z U_ Z 50 ~ ~ ~ ~ - ' - ' ~ ~ , w U W 40 ---1- ~ , ' '--1---- a 30 - ~ 20 , --r---~r~ . r----r- -T----r- ~--r---- ~ 10 ' ~ ~ ~ ~ ' - ~ ~ ~ -Y---- ~ ~ 0 500 10U 10 1 0.1 0.01 0.001 GRAIN SIZE - mm °/a COBBLES ~ % GRAVEL ~ % SAND ~ % SILT ~ % CLAY 0 I 20 I 68 N 12 SIEVE PERCENT SPEC.* PASS? Soil Description SIZE FINER PERCENT (X=NO) Poorly graded sand with silt and gravel 2 in. 100 1-1/2 in. 96 1 in. 95 3/4 in. 94 AtterberQ Limits 1/2 in. 93 PL= N/A LL= N/A P1= NT/A 3/8 in. 91 #4 80 Coefficients #8 65 D85= 6.22 D60= 1.92 D50= 1.28 . # 16 48 D 0.455 D 0.119 D #30 34 30- 15- 10- #50 25 Cu- Cc- #100 17 #200 12 Classification USCS= SP-SM AASHTO= Remarks Sampled by: T. Johnson Sample datc: 03/04/05 ~ (no specification provided) Sample No.: S05-254 Source of Sample: Date: 03/29/05 ' Location: Test Pit # 2@ 1.5' to 5.5' EIev.IDepth: 1.5 - 5.5 ALLWEST Client: Landworks Dev. Project: Mica Vicw C of E , TESTING & ENCINEERING , Project No: 205-032 Reviewed by ~ ~ Partic1e Size Distrobution Report ~ ~ << oog tD t'f N ~ a r sa ss x a aa r 100 -r•-r--,- 90 ~ s0-- 7 70 - • __L___.~ . . _+____L._ ~ • ~ W 60 . --r---.- . . . -T----r- . --r---- Z LL z 50 ~ ~ ~ ~ - ~ ~ ~ w U w 40 a 30 -•----rt ~ ~ 20 --r---r-~--•~ .-r----~ - -~----r--r--r-r--r---- ~ 10 ' ~ ~ ~ ~ ~ ~ 7 ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ , ~ ~ p ~ 500 100 10 1 0.1 0.01 0.001 GRAIN S(ZE - mm % COBBLES ~ % GRAVEL ~ % SAND ~ % SILT ~ % CLAY 0 ~ 1 ~ 57 ~ 42 SIEVE PERCENT SPEC.* PASS? Soil Description SIZE FINER PERCENT (X=NO) Silty sand 3/4 in. 100 1/2 in. 100 #4 99 #8 99 Atterberq Limits #30 gG 96 PL= N/A LL= N/A P1= I~i/A ##50 66 Coefficients #100 50 D 0.576 D 0.241 D 0.150 #200 42 85' 60- 50- D30- D15- D10- Cu= Cc= Classification USCS= SM AASHTO= Remarks Sampled by: T. Johnson Sample date: 03/03/05 * (no specification provided) Sample No.: S05-253 Source of Sample: Date: 03/28/05 Location: Test Pit # 3@ 0.4' to 2.6' EIev.IDepth: 0.4' - 2.6' AL.LWEST Client: Landworks Dev. Project: Mica Vicw C of E TESTINC & ENC[NEERiNG project No: 205-032 Reviewed by ~ Partocle Seze Distribution Report o00 C C C ~ C p ~ ~ N t~'1 v 1~0 ~ ~ N t0 s'7 N ~ e7 7T R ~ 0! f a 3t 1 00 1 1 1 1 I 1 1 1 1 I 1 1 1 1 90 --r---r- ~ ~ ~ r~--~ - -r--- ~--r- ~ ~--r---- - \ 80 ' - , ~ ~ ~ - ' , ~ 70 ~ - ~ ' - L --~j- ~ i , s- 1- - L - ~ - , ~ . L , w 60 . --r---~ . . . T-~~~f.- -r-----r- . . . ~r---~ Z U_ Z JC O w U w 40 ~ -'i-__~~_~ ~ i------ --1----t--L' ~--1~--- ~ 30 , ZO ~ --r---~T'. r-r----r-- -T-}j ~--r- ~ ~--r---- ~ 10 O 500 100 10 1 0.1 0.01 0.001 . GRAIN SIZE - mm % COBBLES ~ % GRAVEL ~ % SAND ~ I % SILT ( % CLAY 0 I 19 ~ 78 N 3 SIEVE PERCENT SPEC.' PASS? Soii Description SIZE FINER PERCENT (X=NO) Well-graded sand with gravel 1 in. 100 3/4 in. 97 l /2 in. 94 3/8 in. 92 Atterberq Limits #4 81 PL= N/A LL= NlA P1= N/A #s 57 #16 32 Coefficients #30 19 D85= 5.66 Dgp= 2.55 D50= 1.98 . #50 10 p30= 1.09 D15= 0.453 D10= 0.300 # 100 $ 1.57 #200 2.7 Cu- - 8.49 Cc- - Classification USCS= SW AASHTO= Remarks Sampled by: T. Johnson Sample date: 03/03/05 * (no specification provided) Sample No.: S05-252 Source of Sample: Date: 03/28/05 Location: Test Pit # 3@ 2.6' to 5.4' ~ EIev.lDepth: 2.6' - 5.4' . ALLVilEST Client: Landworks Dev. Project: Mica View C of E TESTIiVG & ENGtiVEEfZING project No: 205-032 Reviewed by J Parficte Size Distribution Report ~ ~ < e o o g 8 o ° a m e~ a ~ pq z u ~ a a sa a 100 90 --r---r-r-~ ~ r----T-- -T----r--~-- ~ ~ -r---- ~ ~ ~ ~ ~ ~ ~ ~ ~ 1 ~ ~ ~ ~ 80 ~ 70 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 I 1 1 1 1 I 1 1 1 1 1 1 1 1 I 1 1 I 1 1 1 I ~ 1 I 1 1 1 1 1 1 1 L C 1 1 1 1 1 1 1 1 1 / 1 1 1 1 W VO z u- Z 50 ~ - ~ ~ ~ ~ - ~ ~ ~ ~ T- w U W 40 ' -5---~--L ~ ~ ~ a 1 1 1 1 1 1 1 1 1 1 I 1 1 Y ~ 1 I 1 1 1 1 1 1 1 1 1 1 I 1 1 1 I 1 1 I 1 1 1 1 1 1 1 I 1 1 I 1 1 1 1 1 1 1 1 1 1 30 - ~ 20 , --r---r- ~ ~ ,-r--- , - ' -T----r-r-~ ~--r---- 10 ' ~ ~ ~ - ~ ~ ~ - ~ 7 p , 500 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm % COBBLES ~ % GRAVEL ~ % SAND ~ % SILT ( % CLAY 0 I 2 I 60 I~ 38 SIEVE PERCENT SPEC.'` PASS? Soi) Description SIZE FiNER PERCENT (X=NO) Silty sana 3/4 in. 100 1/2 in. 100 3/8 in. 100 #4 98 Atterberq Limits ##6 96 PL= N/A LL= N/A P1= rT/A #30 81 Coefficients #50 69 D 0.770 D 0.201 D- 0.132 #100 53 85- 60- 50- #200 38 D30- D15' ~10- Cu= Cc= Classification USCS= SM AASHTO= Remarks Sampled by: T. Johnson Sample date: 03/03/05 * (no specification provided) ~ Sampie No.: S05-251 Source of Sample: Date: 03/28/05 , Location: Test Pit # 4@ 1.0' to 4.7' EIev.IDepth: 1.0' - 47 ALLlNEST Client: Landworks Dev. Project: Mica View C of E TESTtNG & ENGINEERING Project No: 205-032 Reviewed by u~' Particle Size Distri.bution Report ~ g r ° °o c °v $ o N (a e'1 N ~ ~ ~ 3L 7L ii Z Sf Z 2t a 3L I 100 90 - - 80_'_ ~ 7 70 w 60 .--T- Z U_ Z 50 ' ~ , ~ ~ ~ ~ ~ ~ ~ w U w 40 ' --i-,-~i.' ' L----'-- -i--- ' '--i---- ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ • 30 ~--w---- ~ 20 ~ --r---r ~ . ~ r----r- -T----r- . .--r----- ~ 10 ' ~ ~ ; ' - ~ ~ ~ ~ • O 500 100 10 1 ' 0.1 0.01 0.001 GRAIN SIZE - mm % COBBLES ~ % GRAVEL I % SAND I % SILT ~ % CLAY 0 ~ 5 I 86 ~ 9 . SIEVE PERCENT SPEC.* PASS? Soil Description SIZE FINER PERCENT (X=NO) Well-graded sand with silt 3/4 in. 100 l/2 in. 98 3/8 in. 97 #4 95 Atterbera Limits #8 91 PL= N/A LL= N/A P1= N/A #16 83 #30 56 Coefficients #50 23 D85= 1.29 D60= 0.649 D50= 0.535 #100 13 p30= 0.360 D1S= 0.199 D10= 0.0920 #200 8.7 Cu= 7.06 Cc= 2.17 Classification USCS= SW-SM AASHTO= Remarks Sampled by: T. Johnson Sample date: 03/04/05 * (no specification provided) Sample No.: S05-250 Source of Sample: Date: 03/28/05 ~ Location: Test Pit # 4@ 47to 6.5' EIev.IDepth: 47- 6.5' ALLWEST Client: Landworks Dcv. Project: Mica View C of E TESTIIisC Fx EIi9CINEERING project No: 205-032 Reviewed by t Particle Size Distribution Report ~ , - ~ ~ c o 0 2 e c~ c,Q ~ o 0 0 0 ~ o v ~ 100 ' 1 1 1 1 ~.N • 1 1 1 1 1 1 , 1 1 1 1 1 I 1 1 1 ( 1 1 1 I 1 1 1 1 I 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 I 1 1 1 1 I 1 1 1 1 1 1 1 1 90 --r---~ -T-~ ~ r----r- -s----r--r- ~ . -T---- ~ 80 ~ ~ 70 W 60 Z LL Z 50 ' , ~ ~ - ~ ~ ~ ~ W W 40 ~ =-i-' -1----1- ' -1 ' -1---- a 30 ~ 20 ~ --r---~ -r~ ~ T----r- ~r---i- ~ ~ .--r-~,_ ~ 10 ' , , , - ~ ~ ~ ~ ~ Q 500 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm ~ °/a COBBLES ~ % GRAVEL ~ % SAND ~ % SILT ~ % CLAY 0 I ~ 2 ~ 76 ~ 22 SIEVE PERCENT SPEC.` PASS? Soil Description SIZE FINER PERCENT (X=NO) Silty sand 3/4 in. 100 1/2 in. 100 3/8 in. 99 #4 98 Atterberq Limits #~6 s9 PL= N/A LL= N/A P1= N/A 00 68 Coefficients #50 44 D 0.995 D 0.483 D 0.363 #100 29 85- 60- 50- #200 22 D30- 0.160 D15- D10- Cu= Cc= Classification USCS= SM AASHTO= Remarks Sampled by: T. Johnson Sample date: 03/04/05 ~ (no specification provided) Sample No.: S05-249 Source of Sample: Date: 03/28/05 ' Location: Test Pit # 5@ 0.3 to 1.5' EIev.lDepth: 0.3'- 1.5' ALLWEST Client: Landworks Dcv. Project: Mica View C of E . TES1f'lNG & ENGIfilEERiNG prolect No: 205-032 Reviewed by Particle Size Distribution Report ~ ' < < e m 8 Q ~ N 10 ° ° o ° ip ~ _ eV xx a a a as m sx ae a a i 100~ 90-- ~--T---- ~ 80-! ~ 70 W 60 . --,----r- . . r----.-- -r- • - ---T- z z 50-- , ~ ~ ~ , , w 0f W 40 30 , ZO --r---~-i-~ ~ ~----T- 'r----f- : ~ -r---- , 10 O 500 100 10 ~ 0.1 ~ 0.01 0.001 ' GRAIN SIZE - mm % COBBLES I % GRAVEL I % SAND % SILT ~ % CLAY 0 90 9 SIEVE PERCENT SPEC.* PASS? Soil Description SIZE FINER PERCENT (X=NO) Poorly graded sand with silt 3/4 in. 100 1J2 in. 99 #4 99 #8 97 Atterberq Limits #16 90 PL= N/A LL= N/A P1= N/A ~ #30 64 #50 29 Coefficients #100 13 D85= 0.985 D60= 0.556 D50= 0.461 #200 8•8 D30= 0.308 D15= 0.175 D10= 0.101 Cu= 5.50 Cc= 1.68 Classification USCS= SP-SM AASHTO= Remarks Sampled by: T. Johnson Sample date: 03/04/05 j * (no specification provided) Sample No.: S05-248 Source of Sample: Date: 03/29/05 Location: Test Pit # 5@ 1.5' to 5.8' Elev.lDepth: 15- 5.8' ~ ~ LLl~EST Client: Landworks Dev. Project: Mica View C of E lNG & ENGINEERING TEST Project No: 205-032 Reviewed by ~-'j - i1llateriaTs Iesting • GeatechnEcal Enginee(ng Apri! 8, 2005 LandworkS Deverapment, Inc. M r. B ruce H owa rd C10 7om1inson Black Vafley 721 N Pines Raad Spakane, VIlA 99206 Re: F~roposal for Canstruction Inspection Mica Viev+r C of E Spokane County, Washington Dear Mr_ Howard: . As reques#ed, we have prepared this proposal to pravrde canstruction in~pection services far #he cons#ruction of the planned Mica View C of E residential devefapment located near #he intersec#ivn of Gertrude and Pierce roads. This proposal surnrnarizes our estimated sc+ope of uvork and associated costs. 7 1. SCOR'E OF aERlllCES 1111e have revaewed s#ree# plans supplied by V1lhippEe Consultin~ Engineers dated 3128105 which show a Iarge-Iot development comprised of 14 lats. No sanitary sewer is anticipa#ed. 11Ve propQSe tv provide cons4ruction observa#ian and material testing serrices as outlined below. Descriptinn o# U'Vork A) Iterns of IdV'ork a) Backfilling over water lines and utility ~rossirags; b) Piacement of curbs and gu##ers; c} Earthwork and subgrade preparation; d} Asphalf pavement; e} Stvrm drainage facilities; f} Coordinatian with }rour cvntractvr and Spokane Countyy g} Preparation and submstkal of certifcatians including s#reet and draEnage Record Drawings; h} Soil and material testing #or cornpactivn ared back#ill #or items a) ' thrvugh 1010 N. Lake Rvad 4 spokane, Washington 99212 ¢ (509) 534-4411 9 Fax (509) 534-9326 Landworks Development, Inc. April 8, 2005 Allwest Testing and Engineering Mica Vew C of E Page 2 B) Details of Work a) Periodic observation and reporting of specific construction activities on this project which is limited to the above mentioned items; b) Maintenance of all construction records related to construction activities outlined in paragraph "A" above, which may include daily inspection reports, manufactures' certifications, material test reports and correspondence; c) Assurance that the construction is according to the approved plans accepted by Spokane County and applicable portions of the WSDOT Construction Manual; d) Coordination af the testing of construction materials for compliance to the plans accepted by Spokane County and applicable portions of the WSDOT Construction Manual. 2. PROFESSIONAL FEES A monthly invoice will be prepared and sent to you for these services. The invoice is due on receipt and delinquent 30 days thereafter. A) BASIC SERVICES The services described herein will be performed as needed and billed on the basis of time and expense. Labor and laboratory testing services will be billed at the established rate at time of billing (currently $42.50 per hour for an engineering technician and $65.00 per hour for the Project Manager). We estimate our fees on this project to be approximately $6,350.00 which equates to $275 per lot plus $2,500.00 for the Record Drawings and certifications. Your actual cost may be lower than this value depending on the progress of the construction, but we will not exceed this amount without your written approval. We will honor this amount until the completion of the items of work outlined above or until June 1, 2006, which ever comes frst. Any work requested after that date will be billed as a Special Service. B) DIRECT EXPENSE Direct expense items will be invoiced in addition to the Basic Services cost estimate as described below: Mileage will be billed at the established rate at time of billing (currently $0.45 per mile). Actual reproduction costs and other direct expenses with a 15 percent markup. C) SPECIAL SERVICES Items not specifically included above (including re-testing and inspection ' requests when the corltractor is not ready ) will be billed at current unit rates and will be identified on the invoice as a Special Service. These costs will be in addition to the Basic Services cost estimate. Landworks Development, Inc. April 8, 2005 Allwest Testing and Engineering Mica View C of E Page 3 REMARKS We appreciate the opportunity to submit this proposal and we look forward to serving your inspection needs. For your convenience, we have submitted two copies of the Professional Services Agreement. Our services can be authorized by having an appropriate representative sign and return one copy of the Professional Services Agreement to us. Please understand that the authorizing organization assumes ultimate responsibility for payment of our services. If you have any questions or need additional inforrnation, please do not hesitate to call. Sincerely, ALLWEST Testing and Engineering ('~Z Bob Graham Project Manager Attachment: Professional Services Agreernent Cc: Todd Whipple, WCE J:\ProposalslCivillBryan WalkerlMica View C of E.doc f'KVi-t551UNAL StKVILtJ A(aKttMENT ALLWEST Testing & Engineering LLC (ALLWEST) agrees to provide the construction materials testing services listed in the attached proposal consistent with the level of care and skill ordinarily exercised by other members of the profession currently practicing in the same locality under similar conditions. No other representation, guarantee or warranty, expressed or implied, is intended or included. Construction observation by ALLWEST personnel shall not relieve the contractor of his responsibility to construct the facilities covered by this agreement to the line, grade and standards shown on the approved plans or as staked by the engineer. This contract agreement does not include construction management, construction control, work as "Project Coordinator" as defined by Spokane County, or scheduling activities. CLIENT agrees to provide: (1) payment for senrices rendered; (2) a description of the project; (3) a location and description of the property; and (4) authorization to access the property. ALLWEST will invoice for services in accordance with the terms of the attached proposal or on a monthly basis. All invoices are due on receipt. Invoices not paid within thirty (30) days will be assessed a late penalty of 1.5% per month. Delinquent accounts will also be responsible for all costs and legal fees incurred during collection. ALLWEST reserves the right to stop work if invoices are not paid. Please note that ALLWEST will not provide certification on any project that has an account balance more than 30 days past due. ALLWEST will preserve samples obtained from the project site for not longer than 30 days after completion of laboratory testing. After 30 days, ALLWEST will dispose of such samples unless otherwise requested in writing by the CLIENT. . ALLWEST will notify CLIENT in writing if during the course of work, conditions or circumstances are discovered which were not anticipated and were not contemplated at the commencement of this agreement. CLIENT and ALLWEST agree to re-negotiate the terms and conditions of this agreement in good faith to account for the changed conditions. , CLIENT or ALLWEST may terminate or suspend this agreement upon seven (7) days written notice. In the event of termination, other than caused by a material breach of this agreement by ALLWEST, the CLIENT shall pay for the services performed prior to the termination notice date. ALLWEST shall not be liable to for any failure or delay in performance due to circumstances reasonably beyond our control. Prior to any litigation, arbitration or other proceeding, ALLWEST and CLIENT agree to mediate any dispute. The American Arbitration Association will conduct the mediation, unless we otherwise agree. ALLWEST and CLIENT will equally share all fees and costs of the mediation. We will coordinate our inspections through you or your general contractor. Any requests for inspection on work performed by sub-contractors must be forwarded through you or your general contractor. Unless we are notified otherwise, we will assume that your general contractor has been given authority to act as the owners' representative and all field or general communications concerning the construction activities will be directed through him. It is understood that any project facilities constructed without adequate construction observation and documentation by ALLWEST - through no fault of ALLWEST - will be removed and reconstructed in accordance with approved project plans and Specifications, or ALLWEST will not be responsible for project certification or submittal of Record Drawings.. Within the monetary constraints of this agreement, ALLWEST reserves the nght to inspect and test any and all iterns of work to aid us in our certification efforts even if this inspection is not specifically required by specification. Irrigation Record Drawings are not included in this agreement. Construction or materials not meeting specifications will not be certified to be otherwise. Laboratory testing of construction materials may require up to two business days for completion depending on the type of test required. Continuation of work above materials awaiting laboratory results will be at your own risk. ALLWEST Testing and Engineering Professional Servioes Agreement Page 2 . We require a 24-hour notice for scheduling construction observation and testing services. - ~ ~ In order for us to be able to provide adequate inspections to provide certification of this project, we must be notified prior to the start of the following construction activities: • Sanitary Sewer installation; • Storm drainage work and drywell installations; • Backfilling of any trenches including sanitary sewer, storm sewer, water lines and utility crossings; • Placement of any concrete; • Compaction of subgrade for roads, curbs and sidewalks; o Placement of aggregates; • Placement of asphalt pavement. Please make certain that your contractor is aware that failure to provide adequate inspection on any of these items may prevent us from certifying the project or from obtaining final acceptance from the governing jurisdiction without potentially expensive re-work. Through conversations and correspondence with you and your contractor, ALLWEST will make a good faith effort to stay apprised of work activity on this project. However, it is explicitly your responsibility to notify us in advance of any work which may require inspection. The attached proposal and this agreement reflect the entire agreement between CLIENT and ALLWEST. If any portion of the agreement is found to be void, such portion shall be stricken and the agreement shall be reformed to as closely approximate the stricken portions as the law allows. The laws of the State of Washington will govern this agreement. , ALLWEST Testing & Engineering, LLC Ctient C~3 _ . - - 41 : . Bob Graham Date: Project Manager . Project Name: Mica View C of E L~=~ \ MST MaAerials TQSting • GeotechNoat Engineering 3 Ang C timi~ AW July 10, 2005 W.O. No. 04-19 Spokane County Department of Pubfic Works - Transportation 1026 W. Broadway Spokane, WA 99260 Attn: Matt Zarecor, P.E. and Wendy Iris, P.E. Development Services Engineer Re: N@ica View - Certificates of Exemption Pierce Lane Private Road and Stocm Drainage Pian Submitfal No. 2 for Review Dear Matt and Wendy, Enclosed are two sets of private road and drainage plans for review and approval. Also . enclosed with this submittal are finro copies of the REVISED drainage report combined with ' the geotechnical evaluation, pavemen# evaluation and inspection agreement between the . Project Sponsor and Allwest. Below are responses to commen# received from Spokane County in Wendy's transmittal of May 4, 2005 as well as comments received from the City of Spokane on May 23, 2005. Prior to responding to each comment several issues need to be generally discussed as they relate to a majority of the comments received. 1. We have revised the plans to indicate that Pierce from the end of the existing cul-de- sac wili now be a private roadway and as such the entire roadway wil) now be labeled Pierce Lane. 2. We have revised the entire concep# of the stoRn drainage report from that ofi a project using 208 type swales and drywells to a project that utilizes detention and release rates. For this project the design release rates in all instances are the pre- developed 2 and 50-year storms. 3. We have evaluated 5 offsite, up gradient basins, 4 0# which will require water to pass through the project site and under Pierce Lane. In these instances, all pass through pipes have been sized as 24inch CMP at 2-percent. In oiher instances, these pipes are also used as discharge pipes for the ponds within the appropriate basins. ~ Response to Spokane County Comments on 1St Submittal WHIPPLE CONSULTIiVG ENGINEERS • CIVILAND TRANSPORTATION ENGINEERING 13218 E SPRAGUE AVENUE • SPOKANE VALLEY, WASHINGTON 99216 • PH: 509-893-2617 FAX: 509-926-0227 Spokane Courrty - Engineers 2 Submittal July 10, 2005 . Page 2 County comments are italicized, boid and paraphrased with responses in normal text. PLANS 1. Provide Bearings for the roadway centerline These have been added 2. Sidewalks are required on public roads 3. Ilioaximum grade for public road is 8-percent Pierce Lane is now private and these requirements do not apply 4. 20-foot separation for nosing to public right of way At the present time the island has been omitted from the plans 5. Provide BCR, MCR and ECR stations and elevations at curb returns These have been added as applicable ~ 6. The following are required for cul-de-sacs a. Station of the center of the sac b. Profile of the cut-de-sac w/1-percent minimum grade These have been added. 7. Provide profi(es for storm pipes, rninimum cover etc... No profiles have been added at this time, but cover in all instances has been checked. 8. Verify call outs on Drainage Detail Sheets a. Elevations issues b. Wrong inlets c. Stationing, etc... These have been signif cantly revised and reviewed for adequacy and consistency 9. Specify dry land grasses for bio-swales No bio-swales are proposed at this time 10. Organic carbon testing for infiltration swales deeper than 6-inches ~ The 208 concept for fhis project has been abandoned at this time. Spokane County - Engineers 2nd Submittal July 10, 2005 Page 3 11. Storage depth for swales with and without drywelis The 208 concept with drywell discharge has been abandoned at this time. 12. Verify that the swale floor is greater than 6-inches below the gutter flow line. The type C curbs have been eliminated from this project and all swales are below edge of roadway. 13. Drywell in Swales 6 and C may not drain as designed The 208 concept with drywell discharge has been abandoned at this time 14. For pond berms that are 4feet or higher use Figure 47 of the Stormwater guidelines. Add these details. These have been added and noted. 15. The drainage facilities lay outside the 70-foot private road easement, new easements shall be required. Please provide the following: ~ a. Plat certificate, deed, deed of trust or conveying instrument b. List of signers c. Legal descriptions, exhibit of the easement area titled "Exhibit A", etc.. d. Easement area drawing exhibit, titled "Exhibit B" We have requested these from the project surveyor and they will be provided under separate cover. DRAINAGE REPORT 16. through 22 have been significantly revised and with the general exceptions of overatl plan and drainage report coordination, generally all other comments do not apply. MISCELLANEOUS 23. Provide afire district approval Ietter This is being requested 24. Provide an O&iVl i!llanual and Sinking Fund calculations. , These will be provided after initial review of this 2"d submittal Spokane County Engineers 2 Submittal July 10, 2005 Page 4 25. Provide a draft copy of the CC&R's along with the HOe4 - UBI # This has been requested and wi(( be transmitted under separate cover. The following comments are from the Citv of Spokane Vallev, we have only responded to those cornments that are generally not duplicate comments from Spokane Couniy or were comments based on the original 208 presentation. 9. Verify how runoff downstream of 62+50 will be treated and disposed, prior to entering the City of Spokane Vatiey. As shown on the basin map and pians, this project proposes to intercept all storm drainage at abou# station 62+50 via Ponds A1 and A2 which discharge to the east. Below or northerly of 62+50, and currently within the City of Spokane Valley, the adjacent homeowners have disturbed the soil and surrounding area of the private road easement to a point that drainage treatment and discharge are nearly impossibte if not completety impossible to treat and dispose. We have spoken with Sandra Raskell at the City of Spokane Valley and have indicated that we can cut off all upstream water sou#h of 62+50 ~ so that only that water downstream of that point will continue to run within the City and that our ability to treat and dispose is neady impossible. Therefore, we have requested relief that the that area between 62+50 and 63+50 be allowed to run free as the existing slopes do now with no other upstream contributing basins being al6owed to run to the cul-de-sac. This would cut off approximately 300 to 400 feet of upstream topography from flowing to the north. 12. Specify a grassy cover for the roadside swale This has been added After your review should you have any questions related to this submittal please do not hesitate to call at 893-2617 or when your comments are ready for pick up so that this process can move along smoothly to approval/acceptance. Sincerely, P / l t f/ ~ l V r~ , / Todd R. Whipple, P.E. Enclosures - Plans, Drainage Report, Geotech Report and Inspection Documentation . ; I~ : , _ ! ~ vY- ~ ► MAY 1 ~ ZAAS Faz Trans~ttaI BY: ~ [Y Developn2eat savims Depmtneat Division of Enginecrmg and Roads . (509) 477 36U0 Fax (549) 4777655 nate; May 16, Zoas To: ToddWhipple, P.E. Fax No: 926-0227 Company: WClE cc: Fax No: From: Wendy Iris Namber af Ilages: 4 Snbjeci: CE9105 - Mica View Cedificate of Fxemption Atta,ch,ed is our co=ent lettes for the 31Rica vew C.erfiificate of Exemption. I noticed that I did ! not sean,d out an officialleiter. You bM only received a draft, my apologies. If you ha.ve any questtons please give me a ca11. -Wendy J.ris 477-7441 cc: Praject FiZe 3 . ~ , • i ; ~ IP O K A. N 3E C O 7C.T N~' y D1V[SiON QF ENGIIqEEMG AND ROADS A DIVISION OF THE PUSLIC WORKS DEPARt1lgNT May 4, 2005 Mr. Todd Whipple, P.E. Whipple Consuiting Engmeering Company 93218 East Sprague Ave. Spakane Valtey, INA 99216 Subject CE 99-05 Mica V'sew- CerWrcate of Exemption Road and Drainage Pfan Submft#al #1 -Nh: Whippte, We have reveewed your Aprii 15, 2005 submftl of tfie raad and drainage design documerits fbr the above noted tand acUon. Before the Cerrtifificate of Ecemption can be accepfed, the private road propassd bo serve the lots must meet the curnent design standards. The fioibwing items need to be addce.ssed ar resofved prior to arxeptance of the plans: PtANS 1. ProVide bearings for the roadway centedine. ~ 2. Siaewalks are required on the public road se~on. 3. I'he maximum grade on pubiic roads is 8%. 4. Verirfy that the nose crf the private roadway median island is no dwer ttran 20' to the pubt'ic madway asrb line. . 5. Provide BCR MCR, and ECR stationslelevations on ati curb returns. . 6. The fiollvwing items ane required for cui-de-sars: a. Ths station of the cehter af cruWe sac; and, b_ TtiQ profcfe of tfie c.ul-de-sac curb. i/Er'rfjr that the gradQS am I°,a an'rnitnum. 7. Provide profiles fbr storm pipes and verify that the minimUm cover requirernents are met (Sbosmwater Guidelines page 4-3). 8. Verifjr cal!-outs on Drainage Details sheet; it appears thnre are s2veral irtconsisfettdes induding but not limi#ed to the following items: a. Etevation busts; b. Wrang ctarb intet cail-outs; and, c. lnconsisterrt sfiationing. . 9. Specify dryiand grasses fbr bioswaies and difiches. 90. Ocganic carbon tes#ing is only requ"med fbr water qual"i~ depths thatexceed 6° (measured from t+op of sod to dryweiQ. t# daes nvt appear that aU af the swalesldetenton ponds mll requine organic carbon testing. 11. Verify that ti;e totaf sfiorage depth is 5 4' tar swales with tiryuEre(is and fi° fbr svvales wifhout dty:rvelas_ IQZ6 W. Btvadway Ave. • Spo&anw. WA 99250-0170 •(509) 477 3fi00 FAX: (5a9) 477 7655 (2nd Flaar) 4777478 (3r+d Ftaor) o TDD: (:M9j 477=7= 12. Verify tha# the swate floor IS >6° betow the gutber flowiine at curb in1ets tvMout dtywe(I andlor >12' withh arywdi. 13. It appears that the drywells #o be instatled in Swates 8 and C may encoimtter a timifing tayef ' witfiin 4' fram the bottom of dryweil. Test pit.s excavated in the viarfdy of tfiese Swales refused ak • 539. Pleass verify and provide jus#ifcation tfia# 4feef of minirfiwm d6aranae to any Gmi6ng tayer is provided. ~ 14. For pond berm heights that excaeed 4 feet in height the desEgn is to inolude a keyway, clay or seotextge liner and is built in aooordanoe with Figure 47 of the S#ormwater Guidetines. Piease . prvvide these defails on the pfan sheets. : 45. 'fhe drainage faalifies that tie outside oftfie exisfing 70' privafe road and u6Crty easement (Audiioes Dotument Number 5194998) are required to be placed within easements. The ' easements shall me6t the requitemerts nf the Stormwafer Guidelines. Ptease pravide the : folfouving ducumentation so we can pnepare the easernents: . ~ a. Plat cerfifcate: Deed, Oeed of Trust, or Conveyring tnstrument (reconled copy); i b. List of sigriatvey narnes; ~ c. Legat description exhibit of the easernent area: Inciude a tiffe "F.xhibit A', ft sfiali be . stamped by a lioensed Surveyor, ail margins strall be '(II vr greater. 8 point minimum foat ' s'me, and the text shall be reproduable; and, : d. Eassmen# ar+ea exhibit Include a frtie °Exhibit 6" and meet the requinements af the lega1 " description exhibit : . ' DRAf iyAGE REPORT ' 16. There appears to be severaf discx+epancies befween the dra3rrege repart and the construcfian : pians. Either correct the drainage report to cometate wiifi the constcucfi~on plarts or visa versa. : Following is a Cst of itenns that were inoons3stent: ' a. The elevafions, areas, valurnes etc. in the Pond Summry Tabie of the drairage neport are no# consistent wifh what is detailed in the ptans; b. The bawsfing calculations indicafie drywre(Is in swale.s that don`t have dqwelts or ane uh'i¢irtg ou#flow rates for double-depfh dryweils vuhere smgie-depth ane cdterl out in the : Ptans: . c. Tiere are curb intet and check dam calcurations in the draifrage report for ~everal aurb : inlets that are not shown in the plans; and. " d. Yhe drasnage ceport narrative sfafes "Each narrow swale overflows through a grassy weir inbo a d"rtch that channels the flow to the drywe[Gs... nore of which are shown in the oonstructi~on plans. The above items arae not alt-inclusive. Please ve* that the constructron plans agree ufth the drainage report 17. Prov+de a pre-developed basin map. . 18. Sub basins neer] to be nnore deariy 1abeled and comelate with the calculativns. Label the trme of conoentration tvtes and sfiow any exisfmg drainage courses. 19. 1t doesn'g 2ppear tPrat the d2tention faalities store the 50-year storm because the caWagons are ut~'I'¢ing oufflow rates #hat are not caonsLsfent with tfie strucfures that are showm in the plam. Atso, the geotechnical repot indicates Mat manginal soits are present at the tocabion of the dryweps_ . i'he aGtive laarrel sedion of the drywell appears to be in soils that have mare fhan 12a fines; ther+efore, the ouiflow tates for the dryweRs shotitd be adjusted. : i : 20. Verity the catcutations for the `208' ama requ6rnd. It appears giat not enoUgh area is provided in . the poRds. . , ! 21. Provide furdher explanation of the cafcufation tables in the drakiage report, i.e. equaflons, facfoM ' road vvidths, urfds, etc. 22. Veri'ry tha# ditches have adequate freeboard and non-erodmg velocities. ' MISCELl.A1VEOUS 23. Provide a fine distrECt apprvvaf tetter. 24. Pravide a maintenance manual and sinking fund caiculations. • 25. Pmvitle a draft copy of the CC&Rs along wifh the Homeowner's Association USk#. Ifi you have any questons about this rvvfew, please confiac# us at 477-3600. Sincerely, Nlatt Zareaor, P.E. Devetopment Services Eng'meerlManager • Wend . !ns P.E. Plan Re " ginewe r , cc: Bryan Waflcer, Owner . ~ Fite ~ . ~ i 3,~..~Li .tr. _..s... ~ s 016I&M MAY 2 ?_~~05 Valley 11707 E Sprague Ave Suite 106 e Spokane Valley WA 99206 509.921.1000 0 Fax: 509.921.1008 O cityhaU@spokanevalley.org ._.e:~•...-..n...:Yi7r'::R:':..a^~1:!:£'.12..i:'~Z'-`..:.'3~l.i~Y-.w.^ c:D•-:.~s~t._=:~•;r~!`..:.~"..•:_..•X~'-~c.r:r.4-,a,•<n;s;,•<~y..•-ia:v7..,..,r.JY" .'-":3']3a-"...'.".~_-.. . _~3~•...+`e,r'~•'~. '9""..'xt::Lv~~x.?,•`•rT:S*:•». Niay 23, 2005 Todd Whipple P. E. Whipple Consulting Engineer 13 218 E. Sprague Avenue Spokane, WA 99206 CE 91-05 Mica View - Certificate of Ezemption Road and Drainage Plan Submittal #1 Todd: We have rejriewed your Apri123, 2005 submittal of the road a.nd dra.inage documents for the above referenced projects. The following items need to be addressed prior to the acceptance of the plans: ~ ~ - Provide a grading plan; 2. Specify bearings for the road centerline; 3. The public ROW extends to the terminus of the Pierce Road cul-de-sac. Because there is a private easement between the cul-de-sac and the plat bounci.aries, a private road needs to be constructed instead of the extending the public road as shovcm in the plans. 4. The proposed design uses standard outflow rates but it is not 1oca.ted in pre- approved soils. The ALLWEST geotechnical investigation indicates that the use of drywells does not appear feasible. The two samples collected in the vicinity of the proposed swales have eshmated permeability rates at or below 6 in/hr. In a.ddition, refusal was encountered at 5.5 feet near the proposed Iocation of drywells. 5. The disposal mechanism needs to take into consideration impacts to downstrea.m/down gradient properties; 6. Flood width and Bowstring calculations: e The bowstring calculations need to take into consideration the progosed curb type; o Verify the caiculations as they indicate that all basins have the same flood widrh of 6.4 feet Please note that the Bowstring spreadsheets requires iterating the flow until the "Q" _"Qc". For Basin 2 for example, 0.57 cfs is aot equal to 2.19 cfs; and, o Verify that flood width requirements are met at the median. 7. Provide a pre-developed basin map and pre-develoFed calculations. ' 8. Post-developed basin map & calcuiations: o The contours shown in the post-develoged basin map indicate that plat may receive offsite flow contribution. Please verify and revise calculations to be consistent with site conditions; o Please provide bypass calculations and verify that rates and volumes releases do not exceed pre-developed conditions; m Clarify the basin boundaries and show flow paths and m Verify that the basin map & calculations are consistent; 0 Clarify if the areas outlined near Basin 3 area closed depressions and how they will be protected. If these are closed depression, they need to be analyzed when determining pre-developed rates and volumes; o Frovide an example of the basin areas were calculated (i.e. raofs, . driveways, treatrnent areas). In addition, verify that trea.tment is provided for driveways. 9. Please verify how runoff is treated and disposed downstream of Staiion 62+50. Please note tha.t a mechanism needs to be proposed prior to entering the City of Spokane Valley. 10. Drainage Facilihes: • Some swales have the top of berm below the top of curb; if the capacity of the swales is exceeded nmoffmay go towards private s4ructures. The design should propose a design that directs runoff ; away from structures for rain events in excess of the design storm; • Basin 3 has the drywells and biggesfi facilities at the most upstream point of the basin. This design approach does appear appropriate, please verify. 11. USGS topographic data indicates the presence of a Iarge chamnel within the plat. Please verify and protect, if appropriate. 12. Specify a grassy cover for the road-side ditch. 13. Water Quality Trea.tment: • Demonstrate that the swales provide tlae appropriate treaixnent for the road runoff that reaches them. a Clarify in the report nairative and calculations how treatment is achieved using the biofiltration and bioinfiltration swales. o Include the assumptions and caiculations used to determune the trea.tment flow rate and how the minimum requirements are met (detention time, minimuiri channel width, minimum channel lenath, velocity). o The report indicates that check darns are provided to slow down runoff. However, the plans do not appear to have a detail or construction note. c Need to break down basins and demonstrate th,at the most downstreaxn swaies provide the treatment for the portion of the roads and driveways Iocated downstream of most upsiream swales. Also, the ~ disposal mechanism needs to be located at the most downstream point and not upstream. o Clarify how runoff gets to the roadside ditches as inlets only appear to be provide near the proximity of the swales. 14. Provide the following docurnents: • O&M manual; m CC&Rs; o A fire department approvalletter; • Lot plans (if applicable to Spokane Valley City limits If yau have any further questions, please contact me at 688-0174 or Gloria at 685-0226. Sincerely, jA ~ ~ . Sandra Raskell, P.E. Development Engineer Gloria Mantz, P.E. Stormwater Engineer . cc: Bryan Walker, Property Owner . Matt Zarecor, Spokane County Division of Engineering ~ Public Works Development File liLue Lison AW. 16 -m August 22, 2005 W.O. No. 04-19 Spokane County Department of Public Works - Transportation 1026 W. Braadway Spokane, WA 99260 Attn: Tim Schwab, P.E. and N1att Zarecor, P.E. Development Services Engineers Re: Mica View - Certificates of Exemption Pierce Lane Private Road and Sform Orainage Plan Submittal No. 3 for Review Dear Matt, Encfosed are firvo sefs of private road and drainage plans for review and approval. Also . enclosed with this submittal are two copies of the REVISED drainage report cambined with the geotechnieal evaluation, pavement evaluation and inspection agreemerrt between the Project Sponsor and Ailwest. Below are responses to comment received from Spokane County in Tim's transmittal of July 23, 2005. Prior to responding to each cornment several issues need to be generally discussed as they relate to a rraajority of the comments received. 1. Pierce Lane, through the Short Piat, and based on the survey information that we have received from Pat Moore, the roadway easement is 50 feet and there are two 10-foot utility easements on either side of that for a total easement width of 70 feet, 2. Per a comment ftom the County, we have included cutoff swaies to allow the upgradient pass through water to not mix with the site generated storm water. These are shown on Sheet 11. 3. All ponds.have been increased in size for tfie `208' type treatments wi#h 6-inch refention area and revised outle# structures. Infittration of the pond bottoms will be via under drains placed in the pond bottoms and connec#ed to the outlet structure. , Response to Spokane County Comment.s on 2nd Submittal County comments are italicized, bold and paraphrased withh responses in normal text. WHIPPLE COIVSULT(NG ENGINEERS • CIVILAND TRANSPORTATION ENGINEERING 13218 E SPRAGUE AVEMUE • SPOKANE VALLEY, WASHINGTON 99216 a PH: 509-893-2617 FAX: 509-926-0227 Spokane County - Engineers 2 Submittal August 22, 2005 . Page 2 PLANS 1. Provide larger and more easily read Bearings for the roadway centerline These have been added 2. Provide BCR, MCR and ECR station on the curh returns For this project the only curb retums that we now have are on the curb retums at both cul- de-sacs, and these have been added as well as stationing around the new/proposed cul-de- sac. 3. Provide a profile for the cul-de-sac. In speaking w'rth Tim, we noted tiiat Wendy had indicated that points with elevations were acceptable, which is why we presented what we did, also for the 2"d submittaf we added a table to list slope between points, in checking with Tim, he indicated that the table would be fine. 4. Specify dryland grasses for the bioswales and ditches ; As with the previous submittal, the ditches are to be irrigated and mowed, we have tried to note this better 5. Sheet 6 has incorrect name in fitle block This has been revised 6. Update curve data table on sheet 2 This has been checked and revised 7. The radius of the cul-de-sac should be 50-feet This has been revised by enlarging fhe gravel shoulder to 5-feet from the proposed 2-feet, which takes the sac to 50 feet. 8. Show existing and/or proposed utilities for the project This project only proposes public water service which is shown on the plan, sewer rjvill be on site septic. 9. Shaw proposed finish grade contours for the proposed road. These have been significantly revised and reviewed for adequacy and consistency Spokane County - Engineers 2 Submittal - August 22, 2005 Page 3 10. The edge of asphalt was not updated for deletion of the thickened edge, please revise. . These have been towered 0.30 feet 41. `fhe edge o# asphait was not revised from the deletion of the original cul- de-sac. This has been revised 12. Stopping construction stationing conflicts between 64+00 and 63+25 This has been revised to 64+00 13. Pierce LanelRoad connection detail, notes do not match or are missing This has been revised. 14. Add pipe profiles, show invert elevations, existing and proposed ground, other utilities, etc. These have been added 15. Minimum pipe size is 14-inch for runs less than 44', or use 12-inch. All pipe has been revised to 12-inch except for the control pipes from the proposed ponds which are 6-inch. 16. Storm drainage tees are not allowed, add structures or modify discharge point. Structures and/or discharge locations have been revised. 17. Pond boftom and side slope along with offset distans;e conflicts. The corresponding detail has been revised as there was canflicting informabon 18. Provide trash racks for all pipe over 18-inches These have been added 19. For locations with rip rap, indicated material gradation and thickness on plans. Add afilter blanket per Section 4 of the GSM Addendum These have been checked and calculations added Spokane Couetty Engineers 2 Submittal August 22, 2005 Page 4 20. Provide a sump in the ponds and rotate the weir 90-degrees, also the 3-inch depth may be excessive. Based upon the p(an revisions and 208 storage, this comment does not apply 21. In the typi+cal ditch and pond section, distances and slope conflic4s, etc. The corresponding detail has been revised as there was conflicting information. 22. Construction outside the 70-foot road and utility easements, please provide copy of the easement fo allow this construction to occur or revise plans. These have been requested from the project surveyor Pat Moore and will be provided when plan revisions have been accepted by the County. 23. The drainage facilities lay outside the 70-foot private road easement, new easements shatl be required. Please provide the following: a. Plat certificate, deed, deed of trust or conveying insfrument b. List of signers c. Legal descriptions, exhibit of the easement area titled "Exhibit A", etc.. ~ d. Easement area drawing exhibit, titled "Exhibit B" We have requested these from the project surveyor and they wi11 be provided under separate cover. • DRAINAGE REPORT 24. The drainage report states thaf the project is outside the ASA, this is incorrect, per the GSM the project is in the ASA and trea#rnent is required prior to discharge Treatment has been provided by the following raising the discharge pipe 6-inches off the pond bottom and allowing for discharge through the pond bottom via under drain pipes to the outlet structures. 25e A 10 year design storm must be evaluated as well as the 2 and 50 This has been added as required. 26. Pass through basins vvill still reach the roacD, either provide cut off swales or inctude in pond calculations Cut off swales have been added to the plans. 27. CfV Value of 78, how was this determineci. Spokane Courrty - Engineers 2 Submittal August 22, 2005 Page 5 The value of 78 was an average of the 30-feet of developed roadside swale of CN=68 and the asphalt section CN=98 by using the following equa#ion ((2x68)+98))/3 = 78. 28. Showlprovide time of concentration calculations for the post-developed basins These have been included. 29. Revise the plans and calculations to show that the 2-year pre-developed is not exceeded by the 2-year post developmerrt flow rates. Discharge rates have not been revised due to the requirement for 208 type treatment and with the exception of very slow release rates through the pond bottoms to the infif#ration pipes, little to no flow is expected from the 2-year storms. 30. Revise detention areas to match pond areas that can be built. We are confused by this comment, but in discussions with Tim, believe that this relates back to the 3:1 vs 5:1 and some dimensional problerns with a detail and or section which ~ has been revised. 31. Use rational formula to check ditch velocities These have been revised and re-caiculated and remain within acceptable (imits. 32. Show how storm water at the end of Pierce Lane at Pierce Road is treated and detained. Prior to submittal of this 2"d package, this issue was discussed with Sandra Raskell at the City of Spokane Valley and it was indicated that because of the existing easement and right of way conditions and some of the changes made by the adjacent land owners the last 100- feet ot roadway could not be stored, however, it would be routed to the roadside ditches and discharged from the swales to Pierce Road with as much detention as could be provided. The design includes the design for this cflmment. 33. Provide rip rap calculations These have been provided. MISCELLANEOUS 34. Provide a fire district approval letter ~ This will be provided upon acceptance of the drainage plans Spokane County - Engineers 2"d Submittal August 22, 2005 Page 6 35. Provide an 0&M Manual and Sinking Fund calculations. These will be provided after initial review of this 3rd submittal 36. Provide a draft copy of the CC&R's along with the HOA - UBI # This has been requested and will be transmitted under separate cover. The following comments are from the Citv ofi Spokane Valley, we have only responded to those comments that are generally not duplicate commenis fr-om Spokane County or were comments based on the original 208 presentation. 9. Vet-ify how runoff downstream of 62+50 will be treated and disposed, prior to entering the City of Spokane Valley. As shown on the basin map and plans, this project proposes to intercept all storm drainage at about station 62+50 via Ponds A1 and A2 which discharge to the east. Below or northerly of 62+50, and currently within the City of Spokane Valley, the adjacent homeowners have disturbed the soil and surrounding area of the private road easement to a point that drainage treatment and discharge are nearly impossible if not completely , impossible to treat and dispose. We have spoken with Sandra Raskell at the City of ' Spokane Valley and have indicated that we can cut off all upstream water south of 62+50 so that only that water downstream of that point will continue to run within the City and that our ability to treat and dispose is neady impossible. Therefore, we have requested relief that the that area beiween 62+50 and 63+50 be allowed to run free as the existing slopes do now with no other upstream contributing basins being allowed to run to the cul-de-sac. Essentially the solution was to create a 40-foot by 1-foot flat swale (slope less than 2- percent) at the base of the hill to provide storage per the City of Spolcane Valley technique of V=1133A, wherein, 40 cf of storage is required and 78 cf of storage is provided below the top back of curb along Pierce Road in the cul-de-sac 12. Specify a grassy cover for the roadside swale This has been added; the grassy swale will be irrigated and mowed. After your review should you have any questions related to this submittal please do not hesitate to call at 893-2617 or when your comments are ready for pick up so that this process can move along smoothly to approva0/acceptance. Sincer y, - / , t - Todd R. Whipple, P.E. Spokane County - Engineers 2nd SUbmittal Aug ust 22, 2005 Page 7 Enclosures - Pians, Drainage Report, Geotech Report and Inspection Documentation Cc: File s ~ ' . ~ S 1P O K A N 3E ~ O U_N T Y DMSION OF ENGINEERING AND ROADS A DIVISTON OF THE PUBLIC WORKS DEPARTMENT, - ~ July 21, 2005 ~~~~rVED Mr. Todd Whipple, P.E. JUL 22 2005 Whippte CorisUlting Engineers BY: 13218 East Sprague Ave. - - Spokane Valley, WA 99216 Subject: :~E,9'i-05 Mic~'VieW ---Cettifciife of.Fxemption . , Road and Drainage 'Pian Submiftal #2 iUir. Whippie, . .VUe have revieWed yout submittat of the.road.and drairiage design documents we received.on.July 141 20-0,5 for the 'Mica View C. of E. project. Before #he Ce&cate ofi EXemption can be acoepted, the private road proposed to seive ttie lots must -meet the current design standards. TFie fotiowing items need to'be addressed or tesolved priorto,acceptance`"of,theplans: . . ~ PLAfVS _ - . . . . . . . 1.. 8earings foritie roadway centeriine tieed to be shon-on :the p(an yiew-at.a _`s.ize that is ,.readable. 2. Provide BCR; MCR; and,ECR-stationslelevations on,-al1 curb retums. 3. Provide a pr-ofile of the edge :of asphalt for Me cul-de-sac at the end of F'ier,ce Lane. 4. -Specify dryland grass mix fior'bioswates and ditches. ,5. =Sheet 6 tias an incorrect name in the title block: . . . 6. Curve data bloc~c on sheet 2-needs to be updated. Label tti"e curves for-the cul-de-sac and 'curb retums: . . . 7. The radius for #fie.edge of;gravel of the .cul-de-sac -at the, eind bf Pierce Lane should be 50' per Starida~ .Plan i4-2106 for private road cul-de -sacs. - . . . . 8. Show existing ;and/or proposed iatilities for tfie project. A water line has Wen installed in tfie proposed 'road, . 9. Show proposed finish grade contours for the proposed road. 10. The edge of asphalt profile grades match the centerline profile grades. With a 2°/a cross slope,Ihere should be a 0.30' difference. 11. The edge of asphal# prof les show curb return elevations and a gap in the profiles for a cul-de=sac that is no longer a part of the design. Revise the profile. 12. The profiles f.or botfi centerline and edge of asphal# show new construction matching into - existing at Sta. 64+00. The plan view and defiail show a sawcut and match into existing pavement at about Sta. 63+59. Reyise the.profile and veftical curve at PVI Sta. 63+25 to match tfie plan view and provide a smooth transition to existirig pavernerit at the cul-de=sac. 1026 W. Braadway Ave. o Spv2cane, VVA 99260-0170 0(509) 477-3500 FAX: (549) 477-7655 (2nd Floor) 4i7-7476 (3rid Flaor) o TDD: (509) 477-7133 t ' 13. In the detail for connection to existing Pierce Road on shest 5, some constnuction notes don't match construction labels such as #11 &#12. Also in this detail, what is the Type 1 curb inlet for? Is this to aliow storm water in the roadside ditch a way to flow out to the cul-de-sac? 14. Provide profiles for storm pipes and. cufverts and verifiy that the minimum cover requirements are met (Stormwater Guidelines page 4-3). Show invert elevations, how the culvert will match into existing ground and show utility crossings to verify there will be no conflicts. Inciude stationing and offsets to road centeriine. 15. Minimum size ot pipe allowed is 10" for pipe runs less than 44' or 12" otherwise. Revise pipe sizes. Check elevations of pipe at end ot cul-de-sac for inconsistencies. 16. Storm drain "tees" into pipes without a drainage structure are not aliowed. Add a drainage structure or revise the connection location. 17. The pond bottoms as shown in the.plans will:not work with the 5:1 slope to bottom of swafe alorig with the gtade of the road., Revise pbrid bot#om area to show the atea that can be constructed. 18. Provide a trash rack for a(I cu(verts greater than 18". Include a detail. 19. For locations with rip rap, indicate material:gradation and thickness on the plans. Add a flter blanket as needed per ~Section 4 in the -addendum. 20. Prbvide a sump in the detention basins prior to the outlet structute. The orifice wiill have to be off,-set horizontally frcim the "notch" weir so they wori't"conflict with each otfier'at some locations. The plans indicate that the "notch".weir is to'be 3" deep;, but the top of structure"is generally less than 3" from -the "notch' weir'elevation. Does the `notch" weir : - . . , . ' need to be 3" deep'? If so, revise top of structureelevations and topbfbeim elevations: How do you propose protecting the 'I ° and 2"orifces'from silting ~or pluggirlg 'up? 21. In the typical ditch and pond "section de#ail on sheet -7, r-evise either the depth;from the edge of road to.~bottorr~ of pond, t#iehorizontal.distance from,edge~of shouider~to.bottom of pond, or 'the slope from~ the edge of road .to b~ottom ~of pond. 22. It aPpears that construction_ is proposed in these ptans.for the.cannecfion to Pierce Road that Js;outside the existing '70' Road and Utility easement area. Please provide a copy :of fhe easements to a(low this construction or revise ttie 'plans to ft witiiin existing easement 23. The drainage facilities that lie outs.ide of the existing 70' private road and utility easement . (Auditor's Oocuriment Number 5194998) aee requi6ed to be placed within easements. The.easeinents shall meet the re.quirements of the Storrimuvater Guidelines. Please provide the following documentation so we can prepare the easements: a. Plat certificate: Deed, Deed of Trust, or Conveying Instn:iinent (recorded copy); b. List of signatory names; c. Legal description exhibit of the easement area: Include a title "Exhibit Aa, it shall be stamped by a(icensed Surveyor, ali 'margins shaN be 17 or greater, 8 point minimum font size, and the text shall be reproducible; and, d. Easement area exhibit: Include a title "Exhibit B» and meet the requirements of the legal description exhib'rt. DRAINAGE REPORT 24. The drainage report states incorrectly that the project is out.side the aquifer sensitive area (ASA). As shown in Figure 6 on page 6-9 of the GSM, all of secfions 4 and 5 of Township 24 North, Range 44 East are in the ASA. The project is atso within the ' r t Spokane County Critical Aquifer Recharge Area (CARA). Treatrnent of the storm `tiater will be required prior to discharge to the natural drainage basins. 25. Per requirements for detention basins on page 3-6 of the GSM, a 10 year stomn design storm is to be evaluated as well as the 2 year and 50 year design storms. It appears most of the calculations have been performed. Include in your summary tables showing that the 10 year design stonn requirement is met. 26. The pass through basins have been shown on the basin map. From the contours shown, much of these areas will sheet flow to a roadside ditch as opposed to a natural drainage swale. Repor# and/or plans need to either keep this area separate or account for this storm water in the detention pbnds. 27. Show how you aRived at a CN value of 78 for the road section. If CN values that differ by more than 20 are used, separate fiydrographs forthe finio areas need to be generated and then added together to make a resultant hydrbgraph. 28. Show time of concentration calculations for the post-developed basins. 29. Revise calculations and pf ans to .shovir that the 2 year pre-developed flow is not exceeded by the 2 year post devetoped flovir. 30. Revise detention caiculations to shoriv pond areas that can be built tnrith rbad grades and slopes as shown in the plaiis 31. The SCS method is allov►ied to be used on basins areas less than 'IO,acres in size when routing stoRn water through a detention pond to defermine pond sizes. However for , checking other items such as velocity of storm water in the ditch, the rabonal fonnuia (Q=CIA) must be used. 32. Show how stonn water at the end of _Pierce Lane is -treated and detained. . 33. Provide fip rap calculations. MISCELLANEOUS You have indicated that these wi(I be submitted at a later date, but are mentioned for reference. 34. Provide a fire district approval letter. 35. Provide a maintenance manual and sinking fund cailculations. 36. Provide a d`aft copy of ttie CC&Rs along with the - Momeowner's Assvciation UBI#. lfi you have any que"stions about this review, please contact us at 477-3600. Sincereiy, Matt Zarecor, P.E. Development Services ngineer/Manager ~ . ~ Tim Schwab, P.E. Pian Review Engineer cc: Bryan Walker, Owner File ~ ~ c~n nne AUG 0 3 2005 Vgley BY: ! 19707 E Sprague Ave Suite 106 ♦ Spokane Val eT y~~Tb 509.921.1000 0 Fax: 509.929.1608 0 cityhall@spokanevaUey.org ~ _z~-~..~r - - - . . _ . Ju1y 29, 2005 Todd Whipple, P.E. Whipple Consulting Engineers 13218 E. Sprague Avenue Spokane Valley, WA 99216 Re: Mca View C of E(SF-O 1-05) Stred & Drainage Submiital # Comments Todd, . . . On July 14, 2005. Public Works received your second submittal of the street and drainage plans. As we discussed on the phone, the City is concerned about your proposed . overflow systeni into the public cul-de-sac. Please update the following items on yaur next submittal: 1. Please include bypass calculations for. Ponds A1 and A2. There is. concern of the steep.grades and iunoff not being caught in Ponds A1 and_ A2. Along with *the . calcutations, please include all pond calculations for Al and A2. This will help in the review process. 2. Include calculations for the grassy swales -located north,of Ponds A1 and A2. These calculations shall addr+ess any bypass from Fonds A 1 and A2 to the grassy , swales, sizing of the swales, and discussioa of an oveiflow_systein. Thesvvales sha11 drain withi.ai 72 hours. All,post=developed flow potentially exiting the grassy swales shail not enter Cify boundaries. 3. Please update the plans to indicate continuous curb on the Pierce Road cul-de-sac rather than the inlet design. 4. The information given in the_drainage report is not complete for a review of Ponds A1 and A2. Please include the -follovving inforrnation for fiuther ieview of the Ponds: conirol structure calculations,to include release.rates, downstream cbannel calculations, emergency overflow vveir information (100 .year event), etc. Please refer to the 1998 Stormwater Guidelines for finther requirements not listed. 5. On sheet 5, the required items are missing for the proposed swale. Please ugdate plans to meet the plan review requiremments. Refer to the City's Plan Review Guide or tlie 1998 Stormwater Guidelines for the appropriate plan requirements. 6. On sheet 7 please update the followi.ng information: a Pipe information - tyge, size, inlet elevations, slope. ~ b. Pond details are difficult to review. Please clearly defvne the pands areas. r , Once tlus inforna.tion is submitteti, fiuther rev3iew can occur. Other items ma.y occur at the review of the next submittal. Please contact ine at 688-0174 for any additional questions. Sincerely, Sandra Raskell, P.E. Devel.opment EngineeP cc: Bryan'Walker - Property Owner Matt Zarecoi - Spokane Cowaty Engineering Divisi.on Department of Public Warks - Development Project File iwc Sepfiernber 15, 2005 W.O. No. 04-19 Spokane County . Department of Pub(ic 1lllorks - Transportation 1026 W. Broadway Spokane, WA 99260 Attn: Tim Schwab, P.E. and Matt Zarecor, P.E. Devetopment Services Engineers - Re: Mica View - Certificates of Exemption Pierce Lane Private Road andi Storm Drainage Pfan Submgttal No. 4 fo6 Review Dear Tirn and Matt, Enclosed are one set of private road and drainage plans for review and approval. Also enclosed with this submittal are a revised Drainage Report and supplemental or revised ' calculafions, of which a full documenf wiil be provided with mylars at final submittal. Below are responses to comments received from Spokane County in i'im's transmittal of August 31, 2005 as weN as responses to the City of Spokane Val(ey's comments from Sandra Raskeli's, September 6, 2005 letter. Response to Spokane County Comments on 3rd Submittal County comments are bold and paraphrased with responses in normal texfi. PLANS 1. Side slope detail needs to be changed as fhe 5:1 slope cannot be maintained wi#h the ponci designs shown The detail for this has been revised to indicate that side slope wiil vary befinieen 3:1 and 5:1 befween the pond bottom and edge of road. 2. Provide trash rack for pipes larger than 18-inches - ~ This has been added WHIPPLE CONSUITING ENGINEERS • CIVlLAND TRANSPORTATION ENGINEERING 13218 E SPRAGUE AVENUE • SPOKANE VALLEY, WASHINGTON 99216 ° PH: 505-893-2617 FAX: 509-926-0227 S pokane County - Engineers 2 Submiital September 15, 2005 Page 2 3. PQans show inadequa~e treatment for Ponds Jand K We have reviewed this and believe the bottom area to be correct, the required pond boitom square feet for J and K from the GSM spreadsheet is 375 sf and the provided area from sheet 8A of 14 is 398 sf. This also includes the area of the cul-de-sac, however to better treat the water an additiona! 208 type swale was added to the end of the cul-de-sac to satisfy another commenf, this pond is Pond L and has 600 sf of pond bottom area. 4. Show the cut-off d'areh in the typacal section This has been added 5. We recommend that you recoo-d a blanket drainage easemenfr foc- the natua-aI o9rainage areas. This wili be provided 6. Incorrect centertine elevation betvveen 61+25 and 62+50 'This has been checked and revised 7. The acceptance blocks should not show no preliminary plans These have been moved to "def points" and wiq only be printed on the mylars DRAIfVAGE REPORT 8. Add $he pre and post 2 and 10 year storm information fo the tahie in the e-eport. - This has been added and the appropriate sheet attached for reference. 9. CN vatue comment Comment noted 10. Storm wrater treatrnent for the cul-de-sac whech is north and west of ponds J and K? A 208 pond has been added to the end of the cuf-de-sac, caicutations are attachecl for 1 review Spokane County - Engineers 2 Submittal September 15, 2005 , Page 3 11. in the final drainage report rnake sure a1i itenns are inciuded or delete frocn the appendix Iist. Comment noted 12. Review and revise pond sizes betinreen drainage report and pians Revised pond volume sheets have been provided and tables added -in the revised Drainage Report 13. Cornment on City of the !lalOey commenlts for that pos-fiion in the City oee Spokane Valley. Comment noted. MISCELL.ANEOUS 14. Question on work arounc0 the 70efoot easement at enfrance from Pierce Road This was discussed in a meeting and additional detail was added to the plans to more clearly define work effort and limits of such. 15. The drainage facitities tay outside the 70-foot private road easement, new easements shall be required. Please provide the fotiowing: a. Plat certificate, deed, deed of trust or conveying instrument b. List of signers c. Legal descriptions, exhibit of the easemenf area tit(ed 66Exhibif A", etc.. d. Easement area drawing exhibif, titfed "Fxhibit B" e. Btanket Easement foe- the project drainage areas We have requested these from the project surveyor and they wili be provided under separafie cover. 16. Provide a fire district approval le4ter This will be provided with final mylars 17. Provide a maintenance Manual and sinking fund calculations This will be provided with final mylars 18. Provide a draft copy of the CC&R's along va►ith the HOA - U60 # Spokane County - Engineers 2 Submittal September 15, 2405 . , Page 4 This has been requested from the owner and wili be provided upon receipt Ciftv af Spokane 1/aileu Commen#s Below are comments from fihe City of Spokane Vailey and their respective comments following each comment. Plan Sheets 1. Further de€ail the swalE shown on Sheet 5 This has been added on Shee# 8B . 2. Remove approval stamps These have been tur-n off and will only be turned on for my(ar use Drainage Report . , 1. Your report indicates a required volume for each swale to be 49 cf, but page 19 only lists 40 cf, ptease udate. This has been updated and the appropriate page included in this submittal. Essentiaily the solution was to create a 40-foot by 1 foof flat swale (slope less than 2-percent) at the base of the hill to provide storage per the City of Spokane Valley technique of V=1133A, wherein, 40 cf of storage is required and 78 cf of storage is provided below the top back of curb along Pierce FZoad in the cul-de-sac, additionai storage has also been provided in the cascading ponds throughout this reach by adding swales. Since the bottom swa(es alone store the required storage this additional storage has not been calculated and should help alleviate any potentia( problems associated with this reach. 2. Ptease submit drywell testing information A drywell was inadvertently added to this location which has since been removed 3. Report states galleries are to be used in swates and ponds, however none shown. The report mis-spoke, under drains are used in the 208 ponds, not gaileries S pokane Courrty - Engineers 2 Submittal September 15, 2005 Page 5 - 4. it appears that thea-e are nurnerous rnanhoies/ca$ch basins vuith tess tr.han the required 0.75 feet of freeboard. After a review of the plans we couid not locafe these freeboard issues. If it is in the pond volume sheet, it is only a reference elevation to determine elevations at the 0.8- foot mark from pond bottom for 208 ponds and is not specifically indicative of the design and construction contemplated. After your review should you have any questions related to this submittal please do not hesitate to call at 893-2617 or when your comments are ready for pick up so that this process can move along smoothly to approval/acceptance. Sincerel#, ` , ~ Todd R. Whipple, P.E. ► Enclosures Plans and attachments as noted Cc: File f 08:/31/2005 15: 53 FA% 5094777655 SYUKANE C:UUIV'1'Y L{1Vta11VEEKJ Vul • ~ r ~ ! . Fax TranSmittal . ~ Development Services DBpartment Division of Engineering and Roads • (509) 477-3600 Fax (509) 477-7655 Date: August 31, 2005 To: Todd Wiupple, P.E. Fa1i No: 926-0227 Company: WCE cc: Bruce Howard Fax No: 924-9728 From: Tina Schwab Number of Pages: 3 incl. cover Subject: CE9105 - Mica View Certificate of Exemption . y Attached is our comment letter for the Mica View Ceitificate of Exemption, 3rd submittal. If you want, we can meet with you to discuss these comments. If you have any questions please give me a call. Tinz Schwcab cc: Project File 1 U5/31/ZUUS 1`J:53 VAL 5Uy4777ti55 ,YUilA1Vh liUU1V'1'Y LNU1NriL'Ka 1o UUL . ' S p o 1< ~ zz ip- C~ o u 1v -r Y ~ DMSION OF ENGWEF.FtIMG ANQ ROADS ~ A DMSTON OF THE PUBL.IC WoRKS DEPA.RTmEm i i August 31, 2405 : ~ Mr. Todd Whipple, P.E. ` . Whipple Consulting Engineers 13218 East Spmague Ave. ~ Spokane Valley, WA 99216 ' ~ ; Subject CE 91-05 Mice View Certifiicate of ~gemption Road and.Drainage Plan Submittal #3 ' Mr. Wbipple, ; . ; We have reviewed your submittal of the road and drainake design docuxnents we received on August 23, 2005 for the Mica View C. of E. project. Before t3ie Ce~tif cate of Exernption can be accepteti, the private , road proposed to serve the Iots mu.st meet the current design standards. The following items need to be ; addressed ar resolved prior to acceptance of the plans: : 3 . , PLANS 1. The pond bottoms as shown in the plans will not work with the constaut 5:1 slope from edge of pavement to bottom of swale alang with the graiie of the road. Either show that the slopes vary or : revise pond bottom area to show tb.e flat area thk can be constnzcted. . 2. Provide a trash rack far all culverts greater thari 1 S". Includ.e a detail. ~ 3. The plans show inadequate volume for 208 tr ent for Basins J& K. • 4. In the typical section detail, show the cut-off di ~h. 5. We recommend that yvu rzcord a bianlcet draint, ge easement for the nataual drainage areas. : 6. On Sheet 3, the centerline station elevation list is incorrect. The edge of asphalt grades le$ and : . right at Sta. 61+25 and Sta. 62+50 don't match e 2% slope from the centerline grade. . 7. The Spokane County acceptance block should ve preliminary on it or be put on a non printing . : layer until ready for mylars to avoid potenha2 nfiussion over acceptance of plans. DRAINAGE REPORT ' 8. Per requirements for deteniion basins on page 3 6 of'the GS1iR, a 10 year storm desitgn storm is to : be evaluated as well as the 2 year and 50 year esign stonms. Zt appears most of the calcutations have been perfonned. Includ.e in your report ative a sunnrnary table with the 2,10 and SO year design starms, pre-developed vs. post-developed from the gond for each basin so it is shown that ; for each of these design storms in each of the b ins, the rate in the gost-developed condition is less thm or equal to the rate in tbe pre-developed c ndition. " 9. The predominant soil type for this site is Type soil. From Table 5 on page 6-8 of the GSM, the : lowest value for Type C soil is 70 for forest lau with good ground cover. The Drainage Report ~ claims a CN value for existing of 66. Also we ~lieve your post-develaped CN value is calculated ~ incorrectly and is also low. However, the diff ence between CN values is roughly similar and . • therefore we urill accept you're the calculatiousing these CN values. In fuiure submittals, - ~ consider CN values that moxe appropriately fit soil types and land uses. 1026 W. Hroadway Ave. e Spotcane, WA 99260-0170 e(509) 477-3600 FAX: (509) 477-7655 (2nd Floor) 477 7478 (3rd Floor) 9 'rpD; (509) 477-7133 09/3l./2005 15:54 FAX 5094777655 SYUKANE (:UUN'1'lt L'IVlilNtSL'K.7 • 10. Show haw storm water at the end of Fzerce Lane'north of Basins J& K is treated and detained. Include drainage calculations and plan edits. 11. In final I3rainage Report, include all items as listed in the Appendix and are mentioned in the report such as full sized basin maps and photos. 12. The ponds sizes shown in the drainage repart and.the plans do not agree in size. Check aU ponds to make sure the siZe of pond in the drainage report, the size claimed on the swale detail block and the actual size of the pond shown in the plans all agree. . 13. For the road and impervious area north of Basins Ai and A2, we will accept the recommendations regarding treatrnent and disposal from the Ciiy of Spokane Valley. MI►SCELLANEOUS You have indicated that these will be submitted at a later date, but are mentioned for reference. 14. It appears that construction is proposed in these plans for the,connection to Pierce Road that is outside the existing 70' Road and Utility easement area. Please provide a copy of the easements to allow this construchon or revise the plans to ft within existing easennent 15. The cirainage facilities #hat lie outside of the existing 70' private road and utility easement (Auditor's Document Number 5194998) are required to be placed within easements. The easements shall tneet the requirements of the Stormwmter Guidelines. Please provide the follow'vng documentation so we can prEpare the easenents: • a. Plat certifiaate: Deed, Deed of Trust, or Conveying Instrument (recorded copy); ' b. List of signa#ory names; c. Legal description exlu`bit of the easement area: Include a.title "Exhibit A", it shall be . stunped by a licensed Surveyor, a11 margins shall be 1" or greater, 8 point minimum font size, and the text shall be reproducible; and, ' d. Fasement area exhibir Include a title "Exhibit B" and meet the requirements of the legal description exhibit 96. Provide a i6re district approval letter. 17. Provide a maintenance manual and sinking fimd cakulations. 18. lProvide a daaft copy of the CC&Rs along with the Homeowner's Assaciatian UBI#. If you have any questions about this review, please contact us at 477-3600. Sincerely, . TVlatt Zarecor, P.E. Development Services EngineerlManager Tim Schwab, P.E. ' Plan Review Engineer ~ . ce: Bryan Walk,er, Own,er File 2 p '0 Lr. ~0`•,, t . ~~Sp6lrane 00 ey 11707 E Sprague Ave Suite 106 O 5pokane Vaitey WA 99206 509.921.1000 ♦ Fax: 509.921.1008 ♦ cityhall@spokanevalley.org September 6, 2005 Todd Whipple, P.E. Whipple Consulti.ng Engineers 13218 E. Sprague Avenue Spokane Va1ley, WA 99216 Re: Mica View C of E(SF-0 -OS) Street & Drainage Submittal #3 Comments Todd, On August 23, 2005 Public Works received your third submittal of the street and drai.nage plans. Please update the following items on your next submittal: ' Plan Sheets 1. On Sheet 5, please further detail the swale. This shall include the width, length, and top of berm elevations. I suggest you add bernls in the swale to slow the flow and allow further treaiment. 2. Please remove the approval stamp from pian submittals. This is reserved for the FINAL mylar only. ' . ~ Drainage Report . l. Your report indicates a required volume of each swale to be 49 c.f.; however on page 19 it states 40 c.f. Please update. 2. Please submit drywell testing information for the proposed Type A drywells located in the swales. The only soil testing i.nformation given near the proposed location is not acceptable for drywells. Prior to acceptance this information sha11 be submitted, reviewed a.nd accepted. 3. Your report states galleries are to be used in the swales and ponds; however they are no ind.icated in the plans. Please update the plans or the drai.nage report. 4. It appears there are numerous -ma.nholes/catch basins that do not have the required 0.75 feet freeboard. Please revise to meet this requirernent. Once this information is submitted, flu ther review can occur. Othher items may occur at the review of the next subuuttal. An entire drai.nage report is not required, only the items changed from the previous submittal. Please contact me at 688-0174 for any additional questions. Since4ely, I J r f~ . ~ ~ sl . ~ ' J Sandra Raskell, P.E. Development Engi.neer cc: Bryan Walker - Property Owner Matt Zarecor - Spokane County Engi.neeruzg Division Department of Public Works - Development Project File l ~ ~ i' : ; j; D ~ ~i ' , t V~'s--;-~;;~~::::~:G i3~„~..~~.: •~t. ~ • -..L."7.. ..+'-~.~1'R' s r~j 'st•~ t ;'s. ~;..r: . n ~c F'r:~;~,~:..._r ~~~~i~. . ~~uc WO+~r A , ';1tiivd\? fi, T,_t' P' t:.`-. l.~Ci'.~:~.TitidL•1~~ f ! . • = t` . September 19, 2005 ° • r. r• '1 ~ ~j r; (1 i.~ a: Mr. Todd Whipple, P.E. E Whipple Consulting Engineers 13218 East Sprague Ave. Spokane Valiey, WA 99216 Subject: CE 91-05 lWca View - Certificate of Exemptaom Road and Drainage Plan Submittal #4 Mr. Whipple, We have reviewed your submittal of the road and drainage design documents we received on September 16, 2005 for the Mica View C. of E. project. Before the Certificate of Exemption can be accepted, the private road proposed to serve the lots must meet the current design standards. Mylars may be submitted provided the following items are addressed adequately for acceptance of the plans: PLANS , 1. Previous comment asked to provide a txash rack for all culverts greater than 18". It should have ~ said equal to or greater tih.an 18". Add notes for the 18" culverts on sheet 12 as was done for the 24" pipes. 2. The Pond Location Tables for Ponds A1 and A2 have stations and values which do not agree with the plan view detail. DRAINAGE REPORT 3. The drainage report (submittal #3 & revised namahve of submittal #4) has conflicting information and calculations. Some of the drainage calculations have a 6/14/05 date and some have a 7/26/05 calculation date. These have somewhat different results. The fmal drainage report should have a consistent set of calculations. The summary information should agree with the latest calculations. 4. Zn the drainage renort narrative, include summary information for the basin downstream of Basin J & K, the cul-de-sac area. 5. Add to Table lA the post developed discharge rate from tlze ponds to s11ow that the post developed rate is Iess than the pre-developed runoff rate. 6. Redo the drainage calculations for pond size shown in the plans for ponds A1 & A2. Pond size in calculations is over twice that shown in the plans. Use the correct bottom elevation from the plans. Also the area in the drai.nage calculations for Ponds D& E is overstated based on the plans and needs to be recalculated. 7. The rates out of the ponds as shown in the narrative table have some values greater than pre- developed flows. Values for discharge rates from the later calculation set (dated 7/26/05) are generally lower. The note at the bottom should not be used. Use cozrect values or revise pond , sizes. 1177_ ~1 ` ~1 1-t ~ ~ ~ ! •L~: ` 7 "~7= '1 3 1026 W. tiS'Os3,~S~ , tk~ ^~~t7i.i ` s 15001 ,~7 z E~ : ~:'C. y ~~~.'siC•. 'l.{ r!i y i% it } ~Y• lE~~ 1..: :t:\~i~ ~ ~~Y: f 77-7:3: 8. The drainage report states tliat a 2' x 3' gravel gallery wili be installed under t1ie pond battom with a grate 6" above the pond bottom to help discharge some storm water to the underlying soils for Basins AlA and .A.2A on page 18 of 26. The plans do not show these facilities. Either revise the drainage report or add these to tlie plans. 9. Provide a complete final Drainage Report including all items as listed in the Appendix and are mentioned in the report such as full sized basin maps and photos. MISCELL.ANEOUS You have indicated that these wi11 be submitted at a later d.ate, but are mentioned for reference. 10. Provide a blanket drainage easemenfi for the natural dra.inage areas. 11. The drainage facilities that lie outside of the existing 70' private road and utility easement (Auditor's Document Number 5194998) are required to be placed within easements. The easements shall meet the requirements of the Stormwater Guidelines. Please provide the following documentation so we can prepare the easements: a. Plat certificate: Deed, Deed of Trust, or Conveying Instrument (recorded copy); b. List of signatory names; c. Legal description exhibit of the easement area: Include a title "Exh.ibit A", it shall be stamped by a licensed Surveyor, all margins shall be 1" or greater, 8 point minimum font size, and the text shall be reproduci'ble; and, d. Easement area exhibit Include a title "Exhibit and meet the requirements of the legal description exhibit. 12. Provide fire district's approval with their signature on the cover sheet of the plans. 13. Provide a maintenance manua.l and sinlang fund calculations. 14. Provide a draft copy of the CC&Rs along witiz the Homeowner's Association LTBI#. If you have any questions about this review, please contact us at 477-3600. Sincerely, Matt Zarecor, P.E. Development Serv ices Enginzer/Ma.r.ager / Tim Schwab, P.E. Plan Review Engineer cc: Bryan Walker, Owner File