Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
56 Development Permit 346 B Pebble Creek Ph 2
,,, The Wallace Group, Inc. ~I c.... c ~ t:>c:--"6'a'"'G° CL.t:CF K:. - sG ~ PaJ l=>e~' ' (HA Gale Arno ld , R.P.L.S . '4-?f{l, George Je zek. A.I.A. Mike Kea hey, P.E., R.P.l.S. June E. Lykes, P.E . Engineers • Architects • Planners • Surveyors Pebble Creek Phase 6 George E. "Jed" Wa lke r, Jr., P.E . R.E. "Bo b " Wallace, P.E ., R.P.L.S. Otto E. Wied er ho ld, P.E . Jo hn F. Winkle r, P.E . Off Site Public Drainage and Utility Easement 600 Square Feet Field notes for a 600 square foot public drainage and utility easement tract of land located in the S. A. Robertson Survey, Abstract No . 404 in the City of College Station, Brazos County, Texas and being out of Block 1 College Station Business Center, Phase One as per the Amending Plat of said addition of record in Volume 2470, Page 277 Official Records of Brazos County, Texas. Said 600 square feet being more particularly shown on the attached plat title Preliminary Plat Pebble Creek, Phase 6 and described by metes and bounds as follows: Commencing at an iron rod found in the northeast line of the above referenced Block 1, said rod marking the most easterly corner of a called 2.649 acre reserve tract shown on said plat of College Station Business Center and bearing S 43 deg. 57 min. 04 sec. E (Base Bearing Platted Call) 648.98 feet from an iron rod found marking the most northerly corner of said reserve tract and the most westerly corner of the said proposed Pebble Creek Phase 6; Thence S 43 deg. 57 min. 04 sec. E 59.17 feet along the said northeast line of Block 1 to a point for the north corner and Point of Beginning of the herein described tract; Thence S 43 deg . 57 min. 04 sec. E 20.03 feet continuing along said northeast line to a point for the east corner of the herein described tract from where an iron rod found mark ing the most easterly corner of Block 1 bears S 43 deg. 57 min. 04 sec . E 848.53 feet; Thence S 42 deg. 40 min. 34 sec. W 29.45 feet to a point for the south corner of the here in described tract ; Thence N 47 deg. 19 min . 26 sec . W 20 .00 feet to a point for the west corner of the herein described tract; Thence N 42 deg . 40 min . 34 sec . E 30 .62 feet to the Point of Beginning . P. 0 . Box 22007-Waco, Texas 76702 8225 Central Pa rk Dri ve -Waco, Texas 76712 (817) 772-9272 -Te lefax (817) 776-2924 Compiled from a ground survey made April 11, 1996 WO# 8710 Plat D-972 Disk N-35 FN 96-8710-04 Map chk'd by KRH 7/17/96 One Ki lleen Center -Su ite 205 1 711 E. Central Texas Expressway -Killee n, Texas 7 6541 (817) 554 -5959 -Telefax (817) 554 -5979 ., • ,,, The Wallace Group, Inc. Engineers • Arch itec ts • Planners • SuNeyors Pebble Creek Phase 6 Off Site Public Utility Easement 0.383 Acres Gale Arnold , R.P.L.S . George Jezek. A.I.A. Mike Keahey, P.E .. R.P.L .S. June E. Lykes, P.E . George E. 'Jed" Walker, Jr., P.E . R.E . 'Bob" Wa ll ace, P.E., R.P.L.S . Otto E. Wiederhold, P.E . John F. Winkler. P.E. Field notes for a 0.383 acre public utility easement tract of land out of the S.A. Robertson Su Ney , Abstract No. 404 in the C ity of College Station, Brazos County, Texas and being out of the residue of a called 505 .19 acre tract, described as "Tract 1" in a deed to Pebble Creek Development Company of record in Volume 1671, Page 276 of the Official Records of Brazos County, Texas . Said 0.383 acres being more particularly shown on the attached plat titled Preliminary Plat Pebble Creek, Phase 6 and described by metes and bounds as follows : Beginning at an iron rod found in a southwest line of the said "Tract 1" same being the east corner of Block 1 College Station Business Center Phase One of record in Volume 2470 , Page 277 official records of Brazos County , Texas , same being the most southerly corner of the proposed Pebble Creek Phase 6; Thence along the southeasterly line of the proposed Pebble Creek Phase 6 the following 3 calls : N 29 deg . 16 min . 07 sec. E 271.18 feet ; N 47 deg. 1 O min. 15 sec . E 202.51 feet , and N 74 deg . 32 min. 18 sec. E at 1187.35 feet passing the most easterly corner of the proposed Pebble Creek Phase 6 continuing a total distance of 1197.35 feet to a point for corner , from where an iron rod placed marking the southeast corner of Pebble Creek Phase 4C bears S 74 deg . 32 min . 18 sec. W 10.0 feet , N 15 deg. 27 min. 42 sec . W 130 .00 feet and S 74 deg. 32 min . 18 sec . W 149.01 feet ; Thence S 15 deg. 27 min . 42 sec . E 10.00 feet to a point for corner; Thence S 74 deg. 32 min . 18 sec . W 1194.92 feet, S 47 deg. 1 O min. 15 sec . W 198.50 feet, and S 29 deg. 16 min . 07 sec. W 272.62 feet to a point in the said southwest line of the said "Tract 1" for corner; Thence N 43 deg . 57 min. 04 sec. W 10.44 feet along the said line of "Tract 1" to the Point of Beginning. P. 0 . Box 2200 7-Waco , Texas 76702 8225 Central Park Drive -Waco, Texas 7 6 712 (8 17) 772-9272 -Telefax (817) 776-2924 WO# 8710 Plat D-972 Disk N-35 e FN 96-8710-06 Map Chk 'd by KRH 7/17/96 One Killeen Cen te r -Su ite 20 5 l 71 1 E. Central Texas Expressway -Kill een, Texa s 7 6541 (817) 554 -5959 -Te lefax (817) 554-597 9 ,,, The Wallace Group, Inc. Engineers • Architects • Planners • Surveyors Pebble Creek Phase 6 Off Site Public Drainage and Utility Easement 1882 Square Feet Gale Ar nold , R.P.L.S. George Jezek, A.I.A . Mike Keahey, P.E ., R.P.L.S. June E. Lykes, P.E. George E. "Jed" Wa lker, Jr., P.E . R.E. "Bo b " Wallace, P.E ., R.P.L.S . Otto E. Wi ede rhol d, P.E . Jo hn F. Winkle r, P.E. Field notes for an 1882 square foot public drainage and utility easement tract of land located in the S. A. Robertson Survey, Abstract No. 404 in the City of College Station, Brazos County, Texas and being out of Block 1 College Station Business Center, Phase One as per the Amending Plat of said addition of record in Volume 2470, Page 277 Official Records of Brazos County, Texas. Said 1882 square feet being more particularly shown on the attached plat titled Preliminary Plat Pebble Creek, Phase 6 and described by metes and bounds as follows: Commencing at an iron rod found marking the most easterly corner of the above referenced Block 1 and the most southerly or southwest corner of the proposed Pebble Creek Phase 6; Thence N 43 deg . 57 min. 04 sec. W (Base Bearing Platted Call) 128.35 feet along the northeast line of the said Block 1 to a point marking the northeast corner and Point of Beginning of the herein described tract; Thence S 4 deg. 11 min . 38 sec. W 85.14 feet to a point for the southeast corner of the herein described tract; Thence N 85 deg. 48 min . 22 sec. W 20.00 feet to a point for the southwest corner of the herein described tract; Thence N 4 deg. 11 min. 38 sec. E 103 .05 feet to a point in the said northeasterly line of Block 1 for the northwest corner of the herein described tract; Thence S 43 deg . 57 min. 04 sec. E 26.85 feet along the said northeast line to the Point of Beginning. · P. 0 . Box 22007-Waco, Texas 76702 8225 Central Pork Drive -Waco, Texas 76712 (817) 772-9272 -Telefax (817) 776-2924 Compiled from a ground surve made April 11, 1996 WO# 8710 Plat D-972 Disk N-35 FN 96-8710-03 Map Chk'd by KRH 7/17/96 One Killeen Center -Suite 205 1 711 E. Central Texas Expressway -Killeen, Texas 7 6541 (81 7) 554 -5959 -Telefax (81 7) 554-5979 TO: FROM: RE: DATE: COLLEGE STATION P. 0 . Box 9960 1101 Texas Avenue Tel : 409 764 3500 College Stat ion , TX 77 842 ?~6 L.~ C-£eli"L MEMORANDUM Steve Homeyer, Project Manager/Engineering Department Jan Schwartz, Legal Assistant ~ Pebble Creek Development Easement July 14 , 1997 Attached hereto for your file is a copy of the executed and recorded Utility Easement on Pebble Creek Phase 6 . :JS Attachment Home of Texas A&M University J ~ • • The Wallace Group, Inc. Engineers • Architects • Planners • Surveyors Pebble Creek Phase 6 Off Site Public Utility Easement 0.383 Acres Gale Arnold, R.P.L.S. George Jezek. A.IA Mike Keahey, P.E .. R.P.L.S. June E. Lykes. P.E . George E. 'Jed' Walker, Jr .. P.E. R.E . "Bob' Wallace. P.E .. R.P.L.S . Otto E. Wiederhold. P.E . John F. Winkler, P.E . Field notes for a 0.383 acre public utility easement tract of land out of the S.A . Robertson Survey , Abstract No. 404 in the City of College Stat ion, Brazos County, Texas and being out of the residue of a called 505.19 acre tract , described as "Tract 1" in a deed to Pebble Creek Development Company of record in Volume 1671, Page 276 of the Official Records of Brazos County, Texas. Said 0.383 acres being more particularly shown on the attached plat titled Preliminary Plat Pebble Creek , Phase 6 and described by metes and bounds as follows : Beginning at an iron rod found in a southwest line of the said "Tract 1" same being the east corner of Block 1 College Station Business Center Phase One of record in Volume 2470, Page 277 official records of Brazos County, Texas , same being the most southerly corner of the proposed Pebble Creek Phase 6; Thence along the southeasterly line of the proposed Pebble Creek Phase 6 the follow ing 3 calls : N 29 deg . 16 min. 07 sec. E 271.18 feet ; N 47 deg. 10 min. 15 sec. E 202.51 feet , and N 74 deg. 32 min . 18 sec. E at 1187.35 feet passing the most easterly corner of the proposed Pebble Creek Phase 6 continuing a total distance of 1197.35 feet to a poin t for corner , from where an iron rod placed marking the southeast corner of Pebble Creek Phase 4C bears S 74 deg. 32 min. 18 sec. W 10.0 feet , N 15 deg . 27 min . 42 sec . W 130.00 feet and S 74 deg. 32 min . 18 sec. W 149.01 feet ; Thence S 15 deg . 27 min. 42 sec . E 10.00 feet to a point for corner; .-..... , ·,· ·Thence S .14 deg. 32 min ~ 18 sec.·w ·1194.92 feet, S 47 deg. 10 min . 15 sec. W 198.50 feet, and S 29 deg. 16 m in .' oi sec. W 272.62 feet to a point in the said southwest line of the said "Tract 1 ".for corner; ~ •tf i ' ' Thence N 43 deg. 57 min. 04 sec. W 10.44 feet along the said line of "Tract 1" to the Point of Beginn~ng. · ,_ ' 11 ..... 1 , . Compiled from ground survey made · April 11 , 1996 P. 0 . Box 22007-Waco. Texas 76702 8225 Central Park Olive -Waco. Texas 76712 (817) 772-9272 -Telefax (817) 776-2924 WO# 8710 Plat D-972 Disk N-35 EXHIBIT A FN 96-8710-06 Map Chk'd by KRH 7/17/96 One Killeen Center -Suite 205 1711 E. Central Texas Expressway -Kille en, Texas 765 41 ')Q~-1 -· __ ~fi817) 554-5959 -Telefax (817) 55 4-59 79 April26, 1996 The Wallace G roup , Inc . Attn : Mr. J ed Walker, P .E . P .O . Box 2200 7 Waco, Texas 76 702 CITY OF CO LLEGE STATION .,,,~1 OtflLC Bo" 99(;\l l. 0 l 1 xas A\lt:iut Co ll eg~ 5tdtiun. lexdS 77 842 9960 ( 4C)•J : »4 .3 :,QQ RE: Pebble Creek Phase 7 Pre-development Meeting Information Dear Mr. Walker: As you requested during the pre-development meeting on April 23 , 1996 , I have enclosed the following information: 1. A copy of the drainage report prepared by Schrickel, Rollins and Associates for the College Station Business Center, form e rly called the Pebble Creek Business Centre . 2 . A copy of the Public Notice regarding Nationwide Permits for Single Family Residential Development. This noti ce may or may not affec t your development, but I wanted you to be aware of its req u irements . 3 . Two copies of the April 1992 Master Development Plan for Pebble Creek. This plan was approved by the City Coun c il. 4 . A copy of the Ma rch 1995 Master Deve lopment Plan for Pe bbl e Creek. This plan was not approved b y City Council. If you have any questions , feel fr ee to contact me at 764-35 70 . Steve Homeyer Graduate Engineer cc : Shirley Volk , Development Coordinator S a bine K uenzel , Senior Planne r .,.....P-e bble C ree k Phase 7 DD P File ~ ~ ,, P.( 1.S ,"'\ •. • t Mr . Steve Homeyer Graduate Engineer City of College Station P.O .Box 9960 College Station , Tx. 77842 RE: PEBBLE CREEK -SECTION7-A Dear Mr , Homeyer : LYKES CONSUL TING RT. I BOX 124 GATESVILLE, TEXAS 8 I 7 -467--3062 FAX : 8 I 7 --487-3062 This letter is written at the request of Mr. Davis Young, developer of the referenced addition , to request the issuance of a permit to allow the clearing of the centerline of the streets shown on the attached plat. This clearing is necessary to allow the developer to view the proposed lots to be developed and to allow design survey to begin . If you have questions concerning this request, please let me know . incerely , l ,:~~L-, DEVELOPMENT PERMIT PERMIT NO. 346 Pebble Creek Phase ~~ FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Pebble Creek Phase 7 SITE ADDRESS: Not addressed OWNER: Pebble Creek Development 4500 Pebbl~ Creek Parkway College Station, Texas 77845 ( 409)690-0992 DRAINAGE BASIN: Lick Creek Segment I and Alum Creek Segment I TYPE OF DEVELOPMENT: This permit is valid for field survey clearing only. Contractor shall prevent silt and debris from leaving the site in accordance with the City of College Station Drainage Policy and Design Criteria. Owner and/or contractor shall be responsible for any damage to existing city streets or infrastructure due to heavy machinery and/or equipment. This permit, being temporary, is valid for ninety (90) days of the date shown below, and is not intended to allow for development of the site . Any work performed after the expiration of this permit is not covered, and is considered unauthorized . In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . I hereby grant this permit for development of an area outside the special flood hazard area. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named oject and all of the codes and ordinances of the City of College Station that apply. Date Date KW. Brown Environmental Services a Division of Nickell Environmental Corporation r::-1 L.-€ .· PCIST5L€ ~t::_ ~ J)e?..x::;G.O~SN-..,- J>~, r 31l D 501 Graham Road/College Station, TX 77845fTel.: 409/690-9280 City of College Station P.O. Box 9960 College Station, TX 77843 Attn: Mr. Brett McCully PROJECT: Pebble Creek HMV Daily Report : June "'~ / li-1 ~~~'"" &\ \ ~0 / Tl \\ \ (Ol \_)......, Maxim' 2 3 4 ... .-Sta : 3+50 Time Charge : 1.5 Hours Date : 6/25/97 Project No .: 97041 Report No .: '>y Mr. Bobby Mauldin with Pebble Creek Country Club to core the HMAC oratory analysis . The results of the laboratory analyses are presented 134 Bulk Density, Coco Comgaction, (%) 138 .2 91 •. 9 137.6 91 1.6 135.3 89 1.8 135.6 89 KW. Brown Environmental Services ~-,_. r Cl ~.:. g<~sS:.?.P£G1~1 ~.:.~:!?N \S....PJ Coll ege Station, Texas 77842-9960 October 9, 1996 Pebble Creek Development Company Attn : Mr. Davis Young, Vice-President 4500 Pebble Creek Parkway College Station, Texas 77845 RE: Pebble Creek Phase 6 Dear Mr. Young: (409) 764-3500 As we discussed at the time the City approved the construction plans for the above referenced subdivision, Pebble Creek Development Company will be responsible for creating a drainage easement that would convey the I 00-year storm event. This easement must extend from the point of discharge to the Alum Creek channel. Brett McCully, with the City of College Station, will be contacting your organization to discuss the possibility of joint (City/Developer) participation. Please be advised that this easement must be filed for record prior to City acceptance of infrastructure for this phase . As part of the development process, it is the responsibility of the developer to submit various items in order to receive a Development Permit. In order to help facilitate the construction of Pebble Creek Phase 6, the City issued a permit without complete information. To complete this requirement, please submit the following information as soon as possible: • You will need to submit a Development Permit application . • Your engineer will need to submit a N .0.1. form that was submitted to th e EPA . • You will need to pay a $300 .00 Subdivision Inspection Fee . If you have any questions , feel free to contact me at 764-3570 . Steve Homeyer Graduate Engineer cc : Brett McCully, Asst. to the City Engineer George "Jed" Walker, The Wallace Group DP File #346-B Ho m. of Texas Af..M Univnsi t ,, July 15, 1996 Mr. Davis Young Pebble Creek Development Corporation ·····"· 4500 Pebble Creek Parkway College Station, TX 77845 RE: Dear Mr. Young: Samantha Smith Engin~ering Assistant Figure XII Development Permit City of College Station, Texas Site Legal Description : Pebble Creek Phase 6 Site Owner: Pebble Creek ~ve loprrent Co. Address : 4500 Pebble Creek Pkwy. Architect/ Engineer : The Wa llace Group Contractor: Young Contractor s Date Application Filed : _10,._,/~2.,._/~9~6 ____ _ Telephone : 690-0992 ~~~~-------- Addre ss : 8225 Central Park Drive ; T·7aco 76 712 T ele phone No : f 817) 772-9272 Address : P.O. 674 Bryan, Tx. 77806 Telephone No : -?+-?-g>=+l-+-ll-2+-------- Approved: ------------ Application is he reby made for the following development specific waterway alterations : ~ Application Fee D Signed Certifications D Drainage and erosion control plan, with supporting Drainage Report two (2) copies each . D Site and Construction Plans, with supporting Drainage Report two (2) copies each. D Other: ACKNOWLEDGMENTS : I , Davis B. Young , ~wner, hereby acknowled g e or affirm that : The inform atio n and conclusi o ns co ntained in the abo ve plans and su pporting documents comply with the curren t requirements o f the City of Colleg e St ation, Texas City Code, Chapter 13 and its associated Drainage Policy and D es ign Standards . As a condition of approval of this permit application, I agree to construct the improvem ents proposed in this application according to these documents and the requirements of Chapter 13 of the College Stati on City Cod e . Property Owner( s) ACCOUNT NO. _______________ _ 3810 98 CITY OF CO~GE STATION $ 3l_.O · <~ -+--~-----------~--..,=----· 19 (d k~ RECEIVED OF ~ -, h V , FOR \ _)/V ' ·1 ~._\ Paid by _ Che~ LQ [0 Pash __ _ September 19 , 1996 Mr. Steve Homeyer City of College Station P. 0. Box 9960 College Station, Tx. 77842 Dear Mr. Homeyer, Pebble Creek Development Company will continue to install the sanitary sewer system within Phase 6 of the Development with the understanding that no other underground utilities will be installed until the review of the Drainage Study is complete. Your cooperation and assistance in this matter is greatly appreciated. Sincerely , PEBBLE CREEK DEVELOPMENT COMP ANY e.~ Vice President 4500 PEBBLE CREEK PARKWAY COLLEGE STATION, TEXAS 77845 409-690-0996 Project Title: Pebble Creek, Phase 6 «::e"' t>~'' r-1<..e Project No: 8710 Contractor: Young Contractors FIELD ORDER Order No._1_ You are hereby authorized and instructed to effect the following modifications of the contract for the foregoing named project: 1. Install 8" gate valve at station 11+00 of Royal Adelade Drive. This is located in Lot 38 of Block 25. The point number for this gate valve is 6139 with a Northing of 9080.5687 and an Easting of 10546.3431. 2. Install 8" gate valve at station 5 + 50 of Royal Adelade Drive. This is located in Lot 32 of Block 25. The point number for this gate valve is 6140 with a Northing of 9439.6249 and an Easting of E: 10122.2825. 3. Install 6" gate valve at station 4+ 50 of Berry Creek Drive. This is located in right-of-way of Lot 4 of Block 28. The point number for this gate valve is 6141 with a Northing of 9527 .0984 and Easting of 10578.6809. This form shall be used only for the issuance of emergency instructions to the Contractor where the time required for preparation and execution of a formal Change Order would result in delay or stoppage of the work, or would allow a hazardous condition to exist. A duly authorized Change Order shall replace this Field Order as soon as possible and shall bear appropriate reference to this Field Order. DISTRIBUTION : /~'Scl7i'~ Date Date -..... .'~ +t(.,€: ~c_.4(. ~EU Y~ rv. iT" =#::' sc/ ~ FIELD ORDER Project Title: PEBBLE CREEK, PHASE 6 Order No. 2 Project No: 8710 Contractor: YOUNG CONTRACTORS You are hereby authorized and instructed to effect the following modifications of the contract for the foregoing named project: All sidewalk widths for this project shall be changed from 5 feet to 6feet. See attachment for new sidewalk and curb detail. This form shall be used only for the issuance of emergency instructions to the Contractor where the time required for preparation and execution of a formal Change Order would result in delay or stoppage of the work, or would allow a hazardous condition to exist. A duly authorized Change Order shall replace this Field Order as soon as possible and shall bear appropriate reference to this Field Order . DISTRIBUTION : Date Co~A~ive 6' I: .. Tl I 1I4-"/tt 4" -..- 4• COMPACTED ROAD GRAVEL ' 'II 4 BAR 18" O.C. 6" LIME STAB. SUB-GHADE MONOLITHIC LAYDOWN SCALE = 3/4" :: 1" ' NOTES: 1. THE MINIMUM COMPRESSIVE STRENGTH OF THE CONCRETE SHALL BE 3000 PSI @ 28 DAYS . 2. CURB &: GUTIER SHALL MEET CITY OF COLLEGE STATION SPECIFICATIONS. 4" 1'-2" 1'-6" 7 1/2" ... ' 1---3" #·~ BARS (TYP.) CURB /SID WALK I DEVELOPMENT PERMIT PERMIT NO . 346-B Pebble Creek Phase 6 FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Pebble Creek Phase 6 SITE ADDRESS: Not addressed OWNER: Pebble Creek Development 4500 Pebble Creek Parkway College Station, Texas 77845 ( 409)690-0992 DRAINAGE BASIN: Lick Creek Segment I and Alum Creek Segment I TYPE OF DEVELOPMENT: This permit is valid for the construction of Pebble Creek Phase 6 as shown on the approved plans . Contractor shall prevent silt and debris from leaving the site in accordance with the City of College Station Drainage Policy and Design Criteria. Owner and/or contractor shall be responsible for any damage to existing city streets or infrastructure due to heavy machinery and/or equipment. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . I hereby grant this permit for development of an area outside the special flood hazard area . All development shall be in accordance with the plans and specifications submitted to and approved by the ity Engineer in the development permit application for the above named proje t and al the codes and ordinances of the City of College Station that apply . /o -z-7C Date /0-2-?t Date Contractor Date DEVELOPMENT PERMIT PERMIT NO. 346-A Pebble Creek Phase 6 FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Pebble Creek Phase 6 SITE ADDRESS: Not addressed OWNER: Pebble Creek Development 4500 Pebble Creek Parkway College Station, Texas 77845 ( 409)690-0992 DRAINAGE BASIN: Lick Creek Segment I and Alum Creek Segment I TYPE OF DEVELOPMENT: This permit is valid for the construction of the sanitary sewer only . Contractor shall prevent silt and debris from leaving the site in accordance with the City of College Station Drainage Policy and Design Criteria. Owner and/or contractor shall be responsible for any damage to existing city streets or infrastructure due to heavy machinery and/or equipment. This permit , being temporary, is valid for ninety (90) days of the date shown below, and is not intended to allow for further development of the site . Any work performed after the expiration of this permit is not covered, and is considered unauthorized . In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . I hereby grant this permit for development of an area outside the special flood hazard area . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that apply . 9-2()-'Jfo Date Contractor Date ,,, The Wa ll ace Group , Inc . Gale Arno ld, R.P.L.S . George Jezek, A.I.A Mike Keahey, P.E., R.P.L.S. June E. Lykes, P.E . Eng ineers • Ar chitects • Plan ne rs • Sur veyo rs George E. "Jed" Walker, Jr., P.E . R.E. "Bob" Walla ce, P.E., R.P.L.S . Otto E. Wiederho ld, P.E. September 25 , 1996 City of College Station P .O. Box 9960 College Station, Texas 77840-2499 Attn: Steve Haymer Re: Pebble Creek, Phase 6 Dear Mr. Haymer: This letter is a response to your questions on the Drainage Report for Pebble Creek, Phase 6 . The following list should answer all of your concerns: Question 1: How were the water surface elevations calculated in Figure 8 of this Report? John F. Winkler. P.E . Answer 1: The computer program, Flow Master, produced by Haestad Methods , Inc., was used for this project. The Manning's Equation was used to calculate the water surface elevations . Question 2: How was the computation of the 262 .92 foot water surface elevation in Figure 10 of this Report derived? Answer 2: The FEMA Firm Map of Alum Creek is limited to only the creek itself and not all of the tributaries to Alum Creek. The outfall location of our project is approximately 600 feet upstream of Alum Creek. The flow line of our channel is 259 .18 feet and the water surface elevation of 262.92 feet was established using the Manning 's Equation. This elevation is expected due to the discharge rate of the pre-developed conditions and the fact that as you increase the surface elevations, the water surface elevations will also increase. Question 3: Are the water surface elevations of Figure 12 through Figure 15 correct? Answer 3: These water surface elevations are correct and the differences which you calculated are also correct. These differences were expected when comparing the pre-developed conditions to the post-developed conditions. As illustrated in these cross-sections, the existing channels were sized to handle the additional flows of the post-developed conditions. Question 4: Is the rim elevation oflnlet I-3b correct? Answer 4: This rim elevation is correct as the Berry Creek Storm Sewer results indicate. The rim elevation is considered to be the top-of-curb elevation at the proposed inlet. P. 0. Box 2 2007 -Waco, Texas 767 0 2 8 225 Central Park Drive -Wa co, Texas 767 12 (8 1 7) 772-9 272 -Telefax (817) 776-2924 One Killeen Center -Suite 205 l 71 1 E. Central Texas Expressway -Killeen, Texas 7 6541 (8 17) 554-5959 -Te lefax (817) 554-5979 City of College Station Page 2 Question 5: Is there a discrepancy with the elevations of the Culvert Report on the 3-Barrel 54" RCP culvert crossing Pebble Creek Parkway and the elevations sited on Figures 7 and 8? Answer 5: Figures 7 and 8 illustrate the channel cross-section at the start of the conservation channel. This is at the Lick Creek Basin discharge location , which is approximately 1,500 feet upstream from the culvert. The elevations are correct on Figures 7 and 8, and also on the culvert report. Should you have any more concerns or questions, please feel free to contact me. Tony Tomchesson The Wallace Group, Inc. F1LE: r.c. & -")>E\f ?eern , 1 APPROVED FOR PEBBLE CREEK, PHASE 6 COLLEGE STATION, TEXAS DRAINAGE REPORT WORK ORDER# 8710 SEPTEMBER 1996 Prepared by: The Wallace Group, Inc. Engineers •Architects• Planners •Surveyors P. 0. Box 22007 -Waco, Texas 76702 -(817) 772-9272 PEBBLE CREEK, PHASE 6 COLLEGE STATION, TEXAS DRAINAGE REPORT SEPTEMBER 1996 TABLE OF CONTENTS I. INTRODUCTION A. Purpose And Scope Of Stud y ................................................................ Page 1 B. Location ................................................................................................ Page 1 II . ANALYSIS A . Review Existing Drainage Reports ....................................................... Page 2 B. Criteria .................................................................................................. Page 2 C. Methodology ......................................................................................... Page 3 1. Rational Method 2. Time of Concentration (Tc) 3. Rainfall Intensity (I) 4. Runoff Coefficient ( c ) III . DRAINAGE SYSTEM DESIGN A . Sub-Basin Calculations ......................................................................... Page 5 B. Street Capacities .................................................................................... Page 6 C. Inlet Calculations .................................................................................. Page 6 D . Storm Drain Calculations ...................................................................... Page 6 E. 100 Year -Overflow Protection ............................................................ Page 7 IV . RESULTS A. Pre-Development Conditions ................................................................ Page 7 B. Post-Development Conditions .............................................................. Page 8 V. CONCLUSIONS AND RECOMMENDATIONS .................................................... Page 9 PEBBLE CREEK, PHASE 6 COLLEGE STATION, TEXAS DRAINAGE REPORT SEPTEMBER 1996 FIGURES Figure 1 ........................ Project Location Map Figure 2 ........................ Drainage Area Map Figure 3 ........................ Drainage Calculations Figure 4 ........................ 10-Year Storm Sewer Chart Figure 5 ........................ 100-Year Storm Sewer Chart Figure 6 ........................ Pre-Developed Drainage Map F igure 7 ........................ Lick Creek Pre-Developed 10-Year Water Surface Elevations Figure 8 ........................ Lick Creek Pre-Developed 100-Year Water Surface Elevations Figure 9 ........................ Alum Creek Pre-Developed 10 -Year Water Surface Elevations Figure 10 ...................... Alum Creek Pre-Developed 100-Year Water Surface Elevations Figure 11 ...................... Post-Developed Drainage Area Map Figure 12 ...................... Lick Creek Post-Developed IO-Year Water Surface Elevations Figure 13 ...................... Lick Creek Post-Developed 100-Year Water Surface Elevations F igure 14 ...................... Alum Creek Po st-Developed 10-Year Water Surface Elevations F igure 15 ...................... Alum Creek Post-Developed 100-Year Water Surface Elevations APPENDIX Appendi x A . . . .. ...... .. . .. .. Street Capacity Data Sheets Appendi x B .................. Hydraulic Gradient Charts Appendix C .................. Pebble Creek Parkway Culvert Calculations Appendi x D .................. Support Information Pebble Creek Phase 6 Drainage Rep ort Page2 I. INTRODUCTION PEBBLE CREEK, PHASE 6 COLLEGE STATION, TEXAS DRAINAGE REPORT SEPTEMBER 1996 A. Purpose and Scope of Study This Report will address all drainage measures necessary to design the drainage systems for this project to the regulations mandated by the City of College Station. This Report provides all calculations to support inlet sizes and locations , pipe sizes, street capacities, and pre-developed conditions vs. post-developed conditions . B. Location and Description Pebble Creek, Phase 6 is located on the south side of Spearman Drive between Putter Court to the west and Hogan Alley to the east. The southwest portion of Phase 6 adjoins the City of College Station Business Park. Figure 1 shows the location for this project. Phase 6 consists of 45.33 acres. The existing ground cover is 65% wooded with dense underbrush and the remaining 35% is clear. The drainage for the project consists of two primary drainage basins . The first basin will be referred to as the Alum Creek basin which drains into a branch of Alum Creek and the second basin will be referred to as the Lick Creek basin which drains into a branch of Lick Creek . Pebble Creek Phase 6 Drainage Report Page I Alum Creek is considered a secondary drainage basin by the City of College Station's Drainage Criteria Manual which drains into the primary drainage basin of Lick Creek. The Alum Creek basin is broken into sub-basins Dl and D2. The Lick Creek basin is divided into sub-basins D3 and D4. These basins are delineated in Figure 2 "Drainage Area Map". II. ANALYSIS A. Review Of Existing Drainage Reports Four previous drainage reports were reviewed to help understand the overall drainage plan for the Pebble Creek project. Three of these were prepared by David R. Mayo, P.E. The first being written for Phase 3 of Pebble Creek which is to the north of Phase 6. The second was written for phase 4 of Pebble Creek which is on the east side of Phase 6 . The third was written for Phase 5 of Pebble Creek which is located to the west of Phase 6 . The fourth report reviewed was prepared by Schrickel, Rollins, and Associates for the City of College Station. This report was written for the Pebble Creek Business Center which is located south of this project. In the report prepared for Phase 5, the conclusion was made that no detention would be required because the peak runoff for Phase 5 would be faster than the peak runoff for the entire Lick Creek watershed. The Schrickel, Rollins report for the Pebble Creek Business Park recommends a series of detention ponds throughout the park to control the 100-year storm event. These recommendations and conclusions for Phase 6 will be addressed at the end of this report. B. Drainage Criteria The City of College Station Drainage Policy and Design Standards was used for the drainage criteria on this project. Pebble Creek Phase 6 Drainage Report Page2 The Drainage Policy has established hydrological design criteria for both residential and collector streets. Royal Adelade Drive, Berry Creek Drive, Coral Ridge East and West, Cherry Hill Court, and Apple Valley are 31-foot residential streets. St. Andrews is a 41-foot collector street. The collector street will be designed to carry the 10-year storm with one 12-foot lane clear. The residential streets will be designed to carry the 10-year storm at curb depth or less. All streets were designed to carry the 100-year storm within the right-of-ways. All drainage structures were designed to convey the 10-year storm . C. Methodology 1. Rational Method All of the sub-areas for determination of inlet placement and pipe size are less than five acres . Therefore, we selected the Rational Formula to determine the runoff from these areas. The formula is expressed as: Q=ciA where: Q =Discharge in acre-inches per hour which is equivalent to cubic feet per second (cfs) c = runoff coefficient having no units i = rainfall intensity in inches per hour, and A = area in acres of land contributing to the runoff. 2 . Time of Concentration The Time of Concentration for overland flow was calculated using the norograph from the City of Austin Drainage Criteria Manual (See Appendix D). The time of concentration for concentrated flow was calculated using Table III-2, "Velocities (v) of runoff flow for Pebble Creek Phase 6 Drainage Report Page3 determining the time of concentration ( Tc )" City of College Station drainage criteria manual and these results can be seen in Figure 3 "Drainage Calculations ." The time of concentration equation is as follows: Tc= L/60V 3. Rainfall Intensities Rainfall intensities will be determined from the formula : where: I = Rainfall Intensity in inches per hour t =Time of concentration of the watershed in minutes c b = Y-intercept of the straight line d = Constant used to adjust the relationship to plot as a straight line e =Slope of the straight line The constants b, d , and e are listed for Texas by counties in Table 6 from the Bridge Division Hydraulic Manual of the TSDHPT which can by found in Appendix D. Values for b , d , and e have been determined for Brazos County . From Table 6, the following values for the variable are as follows : 10-Year Storm b = 80.0 d = 8.5 e = 0 .763 P ebble Creek Phase 6 Drainage Report 100-Year Storm b = 96.0 d = 8 .0 e = 0.73 Page 4 Runoff Coefficient A runoff coefficient "c" of 0.65 will be used for all developed conditions . For pre-developed conditions of Alum Creek, a weighted "c" value of 0 .52 will be used. For the pre-developed Lick Creek basin , a weighted value of 0.536 will be used. A weighted "c" value of 0.598 will be used for pre-developed conditions at the 3-barrel 54-inch RCP culvert beneath Pebble Creek Parkway. The computer programs for determining street capacities, velocities, inlet sizes, and pipe sizes will be determined with the use of a combination of Haestead Methods Computer Programs which are as follows: • Flow Master -For pipe and channel capacities • Storm Cad -For computation of hydraulic grade lines • QHEC-12 -For inlet design and spread widths • Culvert Master -To analyze and design culverts All supporting documentation is located in the Appendix D of this Report. Ill. DRAINAGE SYSTEM DESIGN A. Sub-Basin Calculations Individual sub-basins can be seen in Figure 2 "Drainage Area Map." This map illustrates the sub- basin areas and discharge of the 10-year and 100-year storms. The three sub-basins Dl , D2 , and D3 are further del ineated into smaller sub -basin s to identify specific flows at drainage structures. These basins are labeled from the furthermost point in the basin to the outfall location . The calculations Pebble Creek Phase 6 Drainage R eport Page 5 for the design discharges can be seen in Figure 3 "Drainage Calculations." The chart also identifies the drainage structures which are within the individual sub-basins. B. Street Capacities Street cross-sections and corresponding street grades at each drainage structure were modeled in Flow Master to determine their capacities . Street capacities were calculated and can be seen in Appendix A . Capacities at each individual sub-basin are listed by the drainage structure identification label. C. Inlet Calculations Inlet calculations were computed using Quick HEC-12 . These calculations include discharge captured, discharge bypassed, depth of flow , and spread width at each inlet. These results can be seen in Figure 4 "10-Year Storm Sewer Chart" and Figure 5 "100-Year Storm Sewer Chart." As seen in these charts , storm water is contained according to the City of College Station Design Standards. D. Storm Drain Calculations Storm Drain calculations to design pipes were performed in Flow Master for open channel flow for circular channels. The results from these calculations can be seen in Figures 4 and 5. Hydraulic grade lines were calculated using Haestead Methods Storm Cad . The storm sewer system was broken in to four storm sewer components . Royal Adelade and Cherry Hill drain to the Alum Creek basin. Berry Creek and Coral Ridge drain to the Lick Creek basin . The individual component results can be seen in Appendix B. These results meet City of College Station Drainage Standards. P ebble Creek Phase 6 Drainage Report P age 6 E. 100-Year Overflow Protection Overflow swales have been designed and located to provide conveyance for the 100-year storm . The Cherry Hill overflow swale at station 2+99 has the capacity to carry 16.0 cfs which is well above the 6 cfs overflow discharge. The Berry Creek overflow swale at station 14+59 has the capacity to carry 13.0 cfs which is more than the 12 cfs overflow discharge. The Coral Ridge overflow swale at station 6+02 has the capacity of 21.0 cfs which is greater than the 1.5 cfs overflow discharge. All of these overflow swales contain the runoff from the 100-year storm within public drainage easements . IV.RESULTS A. Pre-Developed Conditions Figure 6, "Pre-Developed Drainage Area Map ", was prepared to illustrate the existing discharge into the Alum Creek and Lick Creek basins. The discharge point from Lick Creek basin is located at the property line of Phase 6 and Phase 4A and 4C. Pre-developed flow was also calculated at Pebble Creek Parkway where a 3-barrel 54-inch RCP culvert crossing is located . These discharges were needed to ensure that this structure had the capacity to handle the additional discharge from post- development. Existing water surface elevations were calculated using Flow Master. Figure 7, "Lick Creek Pre-Developed 10-Year Water Surface Elevation ," and Figure 8, "Lick Creek Pre-Developed 100-Year Water Surface Elevation." Figures 9 and 10 illustrate pre-developed 10-year and 100-year water surface elevations at the discharge points of the Alum Creek basin. The pre-developed headwater elevations at the 3-barrel 54 " RCP culvert beneath Pebble Creek Parkway is 244.72 feet for the 10-year storm and 245 .53 feet for the 100-year storm. These calculations can be found in Appendix C. P ebble Creek Phase 6 Drainage R eport Page 7 B. Post-Developed Conditions Figure 11, "Post-Developed Drainage Area Map," illustrates the post-developed 10-year and 100- year discharges at the outfalls of this project. Figures 12 and 13 illustrate the post-developed 10- year and 100-year water surface elevation at the outfall of the Lick Creek basin . Figures 14 and 15 illustrate the post-developed 10-year and 100-year water surface elevation at the discharge point of the Alum Creek basin. The post-developed headwater elevated at the culvert beneath Pebble Creek Parkway is 245.15 feet for the 10-year storm and 246.0 8 feet for the 100-year storm. These calculations can also be found in Appendix C. In reviewing David Mayo 's Drainage Report for Pebble Creek Phase 4, for fully developed conditions, the headwater elevation for the culvert beneath Pebble Creek Parkway would be 4.5 feet above the invert for the 10-year storm with a 10-year discharge of 305 .0 cfs. The headwater elevation for fully developed conditions at this culvert wou ld be just over topping the roadway with a 100-year discharge of 497.00 cfs. This would give a headwater elevation of 245.4 feet for the 10- year storm and approximately 248.5 feet for the 100-year storm . In comparing these headwater elevations for post-developed conditions , we find that we have not raised the headwater elevation at the culvert crossing above that which the culverts were initially designed . This shows that the previously designed culvert is more than adequate and this project will have no adverse effect on this culvert. In comparing the pre-developed and post-developed water surface elevations at the outfall points of the Alum Creek and Lick Creek basins, minimal increases were revealed . The previousl y designed channel will be able to convey this increased discharge . The charts below illustrate the water surface elevations at these discharge locations. P ebble Creek Phase 6 Drainage Report Page8 Headwater Comparison At The 3-Barrel, 54-Inch RCP Culvert Pre-Development Post-Dey~lopment Phase~Report Q 195 .06 234.22 305.0 10-Year 100-Year WSEL 244.72 245.15 245.40 Q 270 .50 324 .25 497 .00 Water Surface Elevation At Discharge Point Of Alum Creek Basin Pre-Development Post-Development Q 109.41 121.66 10-Year 100-Year WSEL 262.43 262.59 Q 150.49 167 .21 V. CONCLUSIONS AND RECOMMENDATIONS WSEL 245 .53 246 .08 248 .50 WSEL 262.92 263.10 The Lick Creek Basin drains into a previously designed conservation channel which is a small part of the primary drainage basin of Lick Creek . As reviewed in previous reports , approved by the City of College Station, there will be no detention required because the peak runoff from this project will be fa ster than the runoff from the entire Lick Creek watershed and conveyance for the fully developed 100-year runoff has been planned and/or constructed in previous phases . The Alum Creek basin drains into a tributary of Alum Creek which has a drainage area of approximately 352 acres including the Business Park, Pebble Creek Phase 5, and the new elementary school. The Schrickel-Rollins Report suggests eight linear detention ponds throughout the Business Park (see Appendix D). Although a detention analysis has not been performed for this basin of Pebble Creek Phase 6, we do not believe that a small , on-site detention pond at Phase 6 's discharge point will have a significant impact on the peak flow of this minor tributary of Alum Creek. Pebble Creek Phase 6 Drainage R eport Page 9 Therefore, we propose that a master stormwater management plan be prepared for the entire watershed of this minor tributary to Alum Creek. This plan would consist of recommendations, and ultimately design documents , for the "best management practice" for this sub-watershed. A regional detention facility , channel conveyance for the 100-year flood, and/or a combination of these would be considered in the anal y sis . On behalf of the Owner of Pebble Creek, we propose to initiate such a study, provided a mutual agreement can be made between Pebble Creek and the City of College Station. Further, we propose that this agreement outline each party 's responsibilities and obligations and that each party contribute to the planning, surveying, design , and construction of the proposed improvements(s) on a pro-rata share basis . This basis can easily be determined by land use (c value) and contributing drainage area size. In summary, we recommend that construction plans and specifications for Pebble Creek Phase 6 be approved for construction at this time with no immediate adverse downstream effects, while an agreement is being negotiated for a regional stormwater management plan. Pebble Creek Phase 6 Drainage Report Page JO FIGURES i \ \ I \ I i I ' ~-·."'"""" ---------. -----\ ""'" ------------. -----------' ---------------"''---- I~ ~ / COLLECE ST4TION BUSI NESS CE"'Ell PHAS~S~G( 14 V~[Oo , FIGURE 1 PROJECT LOCATION BRAZOS C04l ~ VOUJME D4, P PROJECT LOCATION MAP FIGUR E 7 PRE-DEV ELOPED 1 OYR. WAER SURFA CE ELEV. C ro ss Section for Irregular Channel Project Description Project File Worksheet Flow Element Method Sol v e For Section Data c :\haestad\fmw\pebble. fm2 THE LI CK CREE K BASIN Irregular Channel Man ning's Formula Water Elevation Wtd. Mannings Coefficient C hannel Slope 0 .045 0 .005000 ft/ft W ater Surface Elevation Discharge 263 .0 262 .0 261 .0 260.0 c .Q 259.0 -co > Q) w 258.0 257.0 256 .0 255 .0 <i \ \ \ 257 .85 ft 110.43 cfs ~ ""' " ' \ I\ \ / f = v I I I \ I I v I /' v I I 10.0 15.0 20 .0 25.0 30 .0 35.0 40 .0 45 .0 50.0 55 .0 60 .0 65.0 70 .0 75 .0 Station (ft) 09/13/96 12:33 :17 PM The Wallace Grou p Haestad M ethods , Inc. 37 Brookside Road W aterbury, CT 06708 (203) 755-1666 FlowMaster v5 .1 o Page 1 of 1 FIGURE 8 PRE-DEVELOPED 1 OO YR. WAER SURFA CE ELEV . Cro ss Section for Irregu lar Chan nel Project Descri ption Project Fi le Worksheet Flow Element Method Solve For Section Data c : \haestad\fmw\pebble . fm2 THE LICK CREEK BASIN Irregular Channel Mann ing 's Formu la Water Elevation Wtd . Mannings Coefficient Channel Slope 0.045 0.005000 ft/ft W ater Surface Elevation Discharge 263 .0 262.0 261.0 260 .0 c .Q 259 .0 ..... ro > ~ w 258 .0 257 .0 256 .0 255 .0 G \ \ \ 258 .25 ft 151 .75 cfs r\. \, '\. "' "' \ ".,. ' I I I I \ I I I J I /' v I I 10.0 15.0 20 .0 25 .0 30 .0 35 .0 40 .0 4 5 .0 5 0 .0 55.0 60 .0 65 .0 70 .0 75 .0 Station (ft) 09/13/96 12 :34:03 PM The Wallace Group Haestad M ethods , Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster vs . 1 O Page 1 of 1 FIGURE 9 PRE-DEVELOPED 10YR WATER SUFACE ELEV. Cross Section for Irregular Channel Project Description Project File Worksheet Flow Element Method Solve For Section Data c : \haestad\fmw\pebble . fm2 THE ALUM CREEK BASIN Irregular Channel Manning's Formula Water Elevation Wtd . Mannings Coefficient Channel Slope 0 .045 0 .010000 ft/ft Water Surface Elevation Discharge 265.0 264 .5 (~ r---...... ............ 264 .0 263.5 262.43 ft 109.41 cfs ~ ~ ............ "\ 263 .0 g262 .5 c .Q 262 .0 +-' (I) > Q) w 261 .5 261 .0 260 .5 260 .0 259.5 \ I I I I = I I \ I \ I \ I \ I \ I 'U ~ ~ 259 .0 0 .0 5 .0 10 .0 15 .0 20 .0 25 .0 30 .0 35.0 40 .0 45 .0 50 .0 55 .0 60 .0 Station (ft) 09/13/96 12:35:58 PM The Wallace Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster vs . 1 O Page 1 of 1 FIGURE 10 PRE -DEVELOPED 100YR WATER SUFACE ELEV. Cross Section for Irregular Channel Project Description Project File Worksheet Flow Element Method Solve For Section Data c : \haestad\fmw\pebble . fm2 THE ALUM CREEK BASIN Irregular Channel Manning's Formula Water Elevation wtd . Mannings Coefficient Channel Slope 0.045 0.010000 fUft Water Surface Elevation Discharge 265 .0 264 .5 (~ ............ ............. 264 .0 263 .5 262 .92 ft 150.49 cfs ~ ........ -.......... "\ 263.0 g262.5 c .Q 262 .0 .... ca > Q) w 261.5 261.0 260 .5 260 .0 259 .5 l \ I I I = I I I \ I \ I \ J \ I \ I 'U ~ - 259 .0 0.0 5 .0 10.0 15.0 20 .0 25 .0 30.0 35.0 40 .0 45 .0 50.0 55 .0 60 .0 Station (ft) 09/13/96 12:36:26 PM The Wallace Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .1 O Page 1 of 1 · FIGURE 12 POST-DEVELOPED 10YR. WAER SURFACE ELEV. Cross Section for Irregular Channel Project Description Project Fi le Worksheet Flow Element Method Solve For Section Data c :\haestad\fmw\pebble . fm2 THE LICK CREEK BASIN Irregular Channel Manning's Formula Water Elevation Wtd . Mannings Coefficient Channel Slope 0 .045 0 .005000 ft/ft Water Surface Elevation Discharge 263 .0 262.0 261 .0 260.0 c .Q 259.0 .... ro > ~ w 258 .0 257 .0 256 .0 255 .0 G \ \ \ 258 .34 ft 161 .32 cfs \. "" '\. "' ~ \ "<::7 ~ I I I I I \ J I I I /' I I I 10.0 15.0 20 .0 25 .0 30 .0 35 .0 40.0 45 .0 50 .0 55 .0 60 .0 65 .0 70 .0 75 .0 Station (ft) 09/13/96 12:43:16 PM The Wallace Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .1 O Page 1 of 1 FIGURE 13 POST-DEVELOPED 1 OOYR. WAER SURFACE ELEV. Cross Section for Irregular Channel Project Description Project File Worksheet Flow Element Method c :\haestad\fmw\pebble . fm2 THE LICK CREEK BASIN Irregular Channel Manning's Formula Solve For Water Elevation Section Data wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 263.0 262 .0 261 .0 260 .0 c .Q 259 .0 -(ll > ~ w 258 .0 257 .0 256 .0 255 .0 ( 1\ \ \ f\. '\. 0 .045 0 .005000 ft/ft 258 .78 ft 220 .88 cfs "' ~ "\ '\ \ "'- '= I I I I I \ I I I I lb v I v 10.0 15.0 20 .0 25.0 30.0 35 .0 40 .0 45 .0 50 .0 55 .0 60 .0 65 .0 70 .0 75 .0 Station (ft) 09/13/96 12:43:43 PM The Wallace Group Haestad M ethods , Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowM aster v5 .1 o Page 1 of 1 FIGUR E 14 POS T -D EVE LOP E D 10YR WATER S U FACE ELEV. Cross Sectio n for Irregular Channel Project Description Project File Worksheet Flow Element Method Solv e For Section Data c : \haestad\fmw\pebble. fm2 THE A LUM CREEK BASIN Irregu lar Channel Manning's Formula Water Elevation Wtd . Mannings Coefficient Channel Slope 0.045 0.010000 ft/ft W ater Surface Elevation Discharge 265.0 264 .5 (~ r-....._ ............ 264 .0 263 .5 262 .59 ft 121 .66 cfs ~ ......._ ............. "\ 263 .0 g262 .5 c .Q 262.0 .... ro > Q) w 261.5 261.0 260 .5 260.0 259 .5 \ I I I ~ I \ I \ I \ I \ I \ I \ I '-1 -- 259.0 0 .0 5 .0 10.0 15.0 20 .0 25 .0 3 0 .0 35.0 40 .0 45 .0 5 0 .0 55.0 60 .0 09/13/96 12:44:30 PM Statio n (ft) The Wallace Group Haestad Methods, Inc. 37 Brookside Road W aterbury , CT 06708 (203) 755-1666 FlowMaster v5 . 1 O Page 1 of 1 FIGURE 15 POST-DEVELOPED 100YR WATER SUFACE ELEV. Cross Section for Irr egular Channel Project Description Project File Worksheet Flow Element Method Solve For Section Data c :\haestad\fmw\pebble . fm2 THE ALUM CREEK BASIN Irregular Channel Manning's Formula Water Elevation wtd. Mannings Coefficient Channe l Slope 0 .045 0 .010000 ft/ft Water Surface Elevation Discharge 265 .0 264.5 264 .0 (~ !'.... ............. 263 .5 263 .10 ft 167.21 cfs ~ """-. ............. "' 263.0 £262.5 ........ c .Q 262 .0 ... C1l > Q) Ui 261 .5 261.0 260 .5 260 .0 259 .5 ' \ I I "7 I I I I I \ I \ I \ J \ I \ I 'LJ -"-- 259 .0 0.0 5 .0 10.0 15.0 20 .0 25 .0 30.0 35 .0 40 .0 45 .0 50 .0 55 .0 60 .0 09/13/96 12:44 :56 PM Station (ft) The W allace Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06 708 (203) 755-1666 FlowMaster v S. 1 o Page 1 of 1 APPENDIX A STREET CAPACITY DATA SHEETS 31' street cross-section inlet 1-1 c Cross Section for Irregular Channel Project Description Project File Worksheet Flow Element Method Solve For Section Data c :\haestad\fmw\pebble. fm2 CURB 31' Irregular Channel Manning's Formula Discharge Wtd . Mannings Coefficient Channel Slope 0 .015 0 .005000 ft/ft Water Surface Elevation Discharge 0. 0 . 0 . 0 . c ./ .Q 0. -ro > ~ w 8 -1b f \ 6 I\ 5 4 0 .50 ft 20 .26 cfs «:::? = I I '7 I\ = \ \ 3 .. I \ 2 0 . 0 . 0 . 1 0 0. -10 .0 -5.0 I J I 0 .0 5 .0 10.0 15.0 20 .0 Station (ft) The Wallace Group \ \ \ 25.0 t;) II I ~ 30.0 35.0 40 .0 45 .0 09/11/96 09:03:37 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.1 O Page 1 of 1 31' street cross-section inlet 1-1 d & 1-1 e Cross Section for Irregular Channel Project Description Project File Worksheet Flow Element Method Solve For Section Data c :\haestad\fmw\pebble . fm2 CURB 31' Irregular Channel Manning's Formula Discharge Wtd . Mannings Coefficient Channel Slope 0.015 0.014600 ft/ft Water Surface Elevation Discharge 0 .8 0 . -i. f ~ 6 I~ 5 0 . 0 . c 0 .50 ft 34 .62 cfs "7 = I .Q 0 . ... ro > ~ w 4 I "7 I\ = \ \ 3 I \ 2 0 . 0 . 0 . 1 0 .0 -10 .0 -5 .0 0.0 I J I 5.0 10.0 15.0 20 .0 Station (ft) The Wallace Group \ \ \ 25.0 ll I/ / ~ 30.0 35.0 40 .0 45 .0 09/11/96 09:04 :50 AM Haestad Methods, Inc. 37 Brookside Road Waterbury , CT 06708 (203) 755-1666 F lowMaster vs . 1 O Page 1 of 1 31' street cross-section inlet l-2a C ross Sectio n for Irreg u lar C ha n nel Project Description Project File W orksheet Flow Element Method c : \haestad\fmw \pebble. fm2 C URB 31' Sol ve For Section Data Irregular Channel Manning's Formula Disc harge Wtd . Mannings Coefficient Channel Slope 0.015 0.006000 ft/ft W ater Surfac e Elevation Discharge 0. 0. 0. 0 . c .Q 0. ..... Cll > ~ w 8 _j ~ ''\ 6 I'\ 5 4 0.50 22 .20 '7 = ft cfs I I "7 I\ = \ \ 3 I \ 2 0 . 0 . 0 . 1 0 .0 -10 .0 -5 .0 I ) I 0 .0 5 .0 10.0 15.0 20 .0 Station (ft) The Wallace Group \ \ \ 25 .0 !:;) I/ / ...... 3 0 .0 35 .0 40.0 45 .0 09/11/96 09 :0 7:12 AM Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 0 6708 (203) 755-1666 FlowMaster v5. 1 O Page 1 of 1 31' street cross-section inlet l-2b Cross Section for Irregular Channel Project Description Project File Worksheet Flow Element Method Solve For Section Data c : \haestad\fmw\pebble . fm2 CURB 31' Irregular Channel Manning's Formula Discharge Wtd . Mannings Coefficient Channel Slope 0 .015 0 .010000 ft/ft Water Surface Elevation Discharge 0 .8 ...J. I \ 6 \ 5 0 . 0. 0 . c 0 .50 ft 28 .65 cfs '7 = I .Q 0 . ... ro > Q) w 4 I '7 I\ = \ \ 3 I I\ 2 0 . 0. I 1 J I 0. 0 .0 -10 .0 -5 .0 0 .0 5.0 10.0 15.0 20 .0 Station (ft) The Wallace Group \ \ \ 25 .0 r;) / / ,..... 30 .0 35 .0 40 .0 45 .0 09/11/96 09:06:42 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .1 O Page 1 of 1 31' street cross-section inlet l-4a Cross Section for Irregular Channel Project Description Project File Worksheet Flow Element Method c :\haestad\fmw\pebble . fm2 CURB 31' Solve For Section Data Irregular Channel Manning's Formula Discharge wtd . Mannings Coefficient Channel Slope 0.015 0 .010000 ft/ft Water Surface Elevation Discharge 0 . 8 _j J I ~ 0 . 0 . 6 ·~ 5 0 . c 0 .50 28.65 '7 = ft cfs I _Q 0 . -ro > ~ w 4 I "<;"/ I\ = \ \ 3 I \ 2 0 . 0. 0 . 1 0 0. -10.0 -5 .0 I I ( 0 .0 5 .0 10.0 15.0 20 .0 Station (ft) The Wallace Group \ \ \ 25 .0 t;) I v ~ 30 .0 35 .0 40.0 45.0 09/11/96 09:16:41 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .1 O Page 1 of 1 31' street cross-section inlet l-3d &3e Cross Section for Irregular Channel Project Description Project File Worksheet Flow Element Method Solve For Section Data c :\haestad\fmw\pebble . fm2 CURB 31' Irregular Channel Manning's Formula Discharge Wtd . Mannings Coefficient Channel Slope 0.015 0 .013000 tuft Water Surface Elevation Discharge 0 . 8 -1~ I \ 0 . 6 \ 5 0 . 0 . c 0 .50 ft 32 .67 cfs '7 - I .Q 0. ...... C1l > Q) w 4 I ""7 I\ -= \ \ 3 I \ 2 0 . 0 . I 1 J I 0. 0.0 -10.0 -5.0 0 .0 5 .0 10.0 15.0 20 .0 Station (ft) The Wallace Group \ \ \ 25 .0 ti) 11 v ,.... 30.0 35 .0 40 .0 45 .0 09/11/96 09:08:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .1 O Page 1 of 1 31' street cross-section inlet l-3g &3f Cross Section for Irregular Channel Project Description Project File Worksheet Flow Element Method c :\haestad\fmw\pebble .fm2 CURB 31' Solve For Section Data Irregular Channel Manning's Formula Discharge Wtd . Mannings Coefficient Channel Slope 0 .015 0.018000 ft/ft Water Surface Elevation Discharge 0 . 8 -1~ I \ 0. 6 I\ 5 0 . 0 . c 0.50 38.44 '7 = ft cfs I .Q 0. ..... ro > ~ w 4 I "'7 I\ = \ \ 3 I \ 2 0 . 0. 0. 1 0.0 -10 .0 -5 .0 0 .0 I J I 5 .0 10.0 15.0 20 .0 Station (ft) The Wallace Group \ \ \ 25 .0 t;) 17 v ..... 30 .0 35.0 40 .0 45 .0 09/1 1/96 09:09:45AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .1 O Page 1 of 1 31' street cross-section inlet f-3i &3j Cross Section for I rregufar Channel Project Description Project File Worksheet Flow Element Method Solve For Section Data c : \haestad\fmw\pebble. fm2 CURB 31' Irregular Channel Manning's Formula Discharge wtd. Mannings Coefficient Channel Slope 0 .015 0.004000 ft/ft Water Surface Elevation Discharge 0. 8 0 . -J. J ''\ 6 '\ 5 0 . 0 . c 0 .50 ft 18 .12 cfs '7 = I .Q 0. ..... t1l > ~ w 4 I "7 I\ = \ \ 3 I I\ 2 0. 0 . 0. 1 0 0 . -10.0 -5.0 0.0 I j I 5 .0 10.0 15.0 20.0 Station (ft) The Wallace Group \ \ \ 25 .0 ii) / / - 30 .0 35 .0 40.0 45 .0 09/11/96 09:15:55 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .1 o Page 1 of 1 41' street cross-section inlet l-3b &3c Cross Sect ion for Irregular Channel Project Descri ption Project File W orksheet Flow Element Method Solve For Section Data c: \h aestad\fmw\pebble. fm2 41' st reet Irregular Channel Manning's Formula Discharge Wtd . Mannings Coefficient Channel Slo pe 0.015 0.009400 ft/ft W ater Surface Elevatio n Discharge 0 . 0 . 0 . 0 . c .Q 0. -('() > Q) w 0. 0 . 8 -1 I \ 6 5 \ 4 3 2 0.50 ft 31 .84 cfs "" = I I I I I I ~ '7 \ = \ \ \ I '"' 0. 1 I \ 0 0. -10.0 0 .0 10.0 20 .0 30.0 40.0 Stati on (ft) The Wallace Group 0 I/ I 50.0 09/11/96 09:17:55 AM Haestad Methods, Inc. 37 Brookside Road Waterbury , CT 06708 (203) 755-1666 60 .0 FlowMaster vs . 1 o Page 1 of 1 09/13/96 41' street cross-section inlet l-3a &3h Cross Section for Irregular Channel Project Description Project Fil e Worksheet Flow Element Method Solve For Section Data c :\haestad \fmw\pebble .fm2 41' street Irregular Channel Manning's Formula Discharge Wtd . Mannings Coefficient Channel Slope 0.015 0.004000 ft/ft Water Surface Elevation Discharge 0 . 8 _n I I\ 6 0 . 0 . 0 .5 c .Q 0 .4 ..... ro > ~ w 0 .3 \ ' 0.50 ft 25.44 cfs "'"' = I I I I I I\ '7 \ = \ \ I t-' 0 .2 I \ .1 0 .0 0 -10.0 0 .0 I 10.0 \ 20 .0 30 .0 40 .0 Station (ft) The Wallace Group 0 v I 50 .0 01 :27:1 1 PM Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 60 .0 FlowMaster vs . 1 O Page 1 of 1 APPENDIXB HYDRAULIC GRADIENT CHARTS Pipe Section Upstream Inlet Size Node CA (acres) P-1d 18 inch 1-1 d 1.06 P-1a 18 inch 1-1 a 1 .20 P-1b 24 inch 1-1 b 1.62 P-1 c 30 inch 1-1 c 1 .84 P-1e 36 inch 1-1 e 1 .66 Project Title: PEBBLE CREEK PHASE 6 c :\haestad\stmc\pebble3.stm 09/10/96 02:12 :03 PM Total CA (acres) 1 .06 1.20 2 .82 4 .66 7 .38 STORM SEWER ROYAL ADELADE Inlet Downstream Discharge Downstream Downstream Downstream Upstream Discharge Node (cfs) HGL Rim Sump HGL (cfs) (ft) Elevation Elevation (ft) (ft) (ft) 8 .24 1-1 e 8 .24 272 .99 274 .68 270.16 273.21 7 .33 1-1 b 7 .33 279 .85 282 .14 278 .00 280 .21 9 .38 1-1 c 16.35 277.63 280 .10 275.48 279.46 11 .81 1-1 e 26.36 272.99 274.68 270 .16 277.23 10.11 JUNCTION 40.66 271 .65 277 .02 269.44 272.67 THE WALLACE GROUP Haestad Methods, Inc. 37 Brookside Road Waterbury , CT 06708 (203) 755-1666 Upstream Upstream Rim Sump Elevation Elevation (ft) (ft) 274 .68 270 .60 282.14 279 .15 282.14 278.00 280.10 275.48 274 .68 270 .16 Project Engineer: The Wallace Group StormCAD v1 .0 Page 1 of 1 Pipe Section Upstream Inlet Size Node CA (acres) P-2a 24 inch l-2a 1.48 P-2b 24 inch l-2b 2.00 Project Title : PEBBLE CREEK PHASE 6 c :\haestad\stmc\pebble4 .stm 09/10/96 02:10:41 PM Total CA (acres) 1.48 3.48 STORM SEWER CHERRY HILLS Inlet Downstream Discharge Downstream Downstream Downstream Upstream Discharge Node (cfs) HGL Rim Sump HGL (cfs) (ft) Elevation Elevation (ft) (ft) (ft) : 9 .81 1-2b 9 .81 265.44 266.12 263 .30 265 .72 12 .53 Outlet 21 .81 261 .94 264.32 260.44 264 .97 THE WALLACE GROUP Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Upstream Rim Elevation (ft) 268.76 266 .12 Upstream Sump Elevation (ft) 264.45 263 .30 Project Engineer: The Wallace Group StormCAD v1 .0 Page 1 of 1 Pipe Section Upstream Inlet Size Node CA (acres) P-3i 24inch l-3i 1 .81 P-3b 18inch l-3b 1 .33 P-3c 18inch l-3c 0 .82 P-3h 24inch 1-3h 1 .93 P-3a 30 inch l-3a 2 .09 P-3f 18 inch l-3f 1.22 p-3d 24 inch l-3d 1 .85 P-3e 24 inch l-3e 0 .60 P-3g 36 inch 1-3g 1 .61 P-3j 48 inch J-1 N/A P-3K 48 inch l-3j 0.99 P-3K 48 inch J-2 N/A P-3K 48 inch J-3 N/A Project Title: PEBBLE CREEK PHASE 6 c :\haestad\stmc\pebble2 .stm 09/10/96 02 :11 :25PM Total CA (acres) 1.81 1 .33 2 .14 1.93 4.02 1.22 1 .85 2.45 5 .28 11.45 14.25 14.25 14.25 STORM SEWER BERRY CREEK Inlet Downstream Discharge Downstream Downstream Downstream Upstream Discharge Node (cfs) HGL Rim Sump HGL (cfs) (ft) Elevation Elevation (ft) (ft) (ft) 11 .97 l-3j 11.97 261 .01 263.46 257,07 261 .10 8 .09 l-3c 8 .09 262.19 264 .85 260.48 263 .67 5.91 J-1 12.83 261 .62 264 .86 257 .72 262 .19 10.12 l-3a 10.12 261 .64 265 .00 259 .87 261 .52 11 .31 J-1 21 .00 261 .62 264 .86 257 .72 261 .64 7.45 1-3g 7.45 261 .78 264 .86 0 .00 261 .96 9 .50 l-3e 9 .50 269.41 274.63 0 .00 269 .87 4 .34 l-3g 12.54 261.78 264 .86 0 .00 269 .11 8 .5 3 J-1 26 .18 261 .62 264 .86 257 .72 261.67 N/A l-3j 56.55 261 .01 263.46 257 .07 261.45 6 .58 J-2 68 .75 260 .74 263.46 257 .04 260.76 N/A J-3 68 .71 260 .19 262 .57 256.79 260.46 N/A Outlet 68.27 258 .86 260 .90 256 .36 259.86 THE WALLACE GROUP Haestad M eth ods , Inc. 37 Brookside Road Waterbury , CT 06708 (203) 755-1666 Upstream Rim Elevation (ft) 263 .46 267 .00 264.85 265 .00 265 .00 264 .86 274 .63 274 .63 264 .86 264 .86 263.46 263.46 262 .57 Upstream Sump Elevation (ft) 257.42 262 .57 260.48 0.00 259 .87 259 .22 268 .77 0 .00 0 .00 257 .72 257 .07 257 .04 256 .79 Project Engineer: The Wallace Group StormCAD v1 .0 Page 1 of 1 Pipe Section Upstream Inlet Size Node CA (acres) P-13 18 inch l-4a 0 .66 Project Title : PEBBLE CREEK PHASE 6 c :\haestad\stmc\pebble5 .stm 08/30/96 10:58 :03 AM Total CA (acres) 0.66 STORM SEWER CORAL RIGDE Inlet Downstream D ischarge Downstream Downstream Downstream Upstream Discharge Node (cfs) HGL Rim Sump HGL (cfs) (ft) Elevation Elevation (ft) (ft) (ft) 4 .81 Outlet 4 .81 258.00 262 .34 256 .87 260 .02 THE WALLACE GROUP Haestad Methods, Inc. 37 Brookside Road Waterbury , CT 06708 (203) 755-1666 Upstream Rim Elevation (ft) 265.14 Upstream Sump Elevation (ft) 259 .18 Project Engineer: The Wallace Group StormCAD v1 .0 Page 1 of 1 APPENDIXC PEBBLE CREEK PARKWAY CULVERT CALCULATIONS ... .. * Analysis Compon ent Storm Event Peak Discharge Method : User-Specified Design Discharge Culvert Designer/Analyzer Report PARKWAY 54" RCP'S Des ign Discharge 234.22 cfs Check Discharge 234 .22 cfs 324 .25 cfs Ta ilwater properties : Rectangular Channel Slope Depth Tailwater conditions for Design Storm . Discharge Depth Name Cu lvert-1 Weir Description 3-54 inch Circular Not Considered Project Title : 54" RCP c:\haestad\cvm\pebble .cvm 0 .011000 ft/ft 0 .66 ft 234 .22 cfs 0 .66 ft Discharge 234.22 cfs N/A Manning s Coefficient Bottom Width Bottom Elevation Velocity HW Elev 245 .15 ft N/A Velocity 10.80 ft/s N/A 0.013 40.00 ft 240 .31 ft 8 .88 ft/s Project Engineer: The Wallace Group THE WALLACE GRUOP CulvertMaster v1 .0 09/12/96 03 :57 :22 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 Page 1 of 2 • <> Component:Culvert-1 Culvert Summary Computed Headwater Elevation Inlet Control HW Elev Outlet Control HW Elev Headwater Depth/ Height Grades Upstream Invert Length Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream Section Section Shape Section Material Section Size Number Sections Outlet Control Properties Outlet Control HW Elev Ke Inlet Control Properties Inlet Control HW Elev Culvert Designer/Analyzer Report PARKWAY 54" RCP'S 245 .15 ft Discharge 234 .22 cfs 244 .83 ft Tailwater Elevation 240 .97 ft 245 .15 ft Control Type Outlet Control 0 .93 240 .97 ft Downstream Invert 240 .31 ft 60 .00 ft Constructed Slope 0 .011000 ft/ft S2 Depth , Downstream 2 .09 ft Steep Normal Depth 1.92 ft Supercritical Critical Depth 2 .58 ft 10.80 ft/s Critical Slope 0 .004007 ft/ft Circular Mannings Coefficient 0 .013 Concrete Span 4.50 ft 54inch Rise 4 .50 ft 3 245 .15 ft Upstream Velocity Head 1.06 ft 0 .50 Entrance Loss 0 .53 ft 244 .83 ft F low Control Unsubmerged Inlet Type Square edge w/headwall Area Full 47 .7 ft' K M c y Project Title: 54" RCP c:\haestad\cvm\pebble .cvm o .oog00 2 .00000 0 .03980 0 .67000 09/12/96 03 :57 :22 PM © Haestad Methods , Inc. HOS 5 Chart HOS 5 Scale Equation Form THE W ALLACE GRUOP 37 Brookside Road W aterbury , CT 06708 USA 1 Project Engineer : The Wallace Group CulvertMaster v1 .o (203) 755-1666 Page 2 of 2 Ana lysis Component Storm Event Peak Discharge Method : User-Specified Design Discharg e Tailwater properties : Rectangular Channel Culvert Designer/Analyzer Report PARKWAY 54" RCP'S Check Discharge 234 .22 cfs Check Discharge 324 .25 cfs 324.25 cfs Slope 0 .011000 ft/ft Mannings Coefficient 0 .013 Depth Tailwater conditions for Check Storm . Discharge Depth Name Description Culvert-1 3-54 inch Circular Weir Not Cons idered Project Title : 54" RCP c:\haestad\cvm\pebble.cvm 0 .80 ft 324.25 cfs 0 .80 ft Discharge 324.25 cfs N/A Bottom Width 40 .00 ft Bottom Elevation 240.31 ft Velocity 10.09 fVs HW Elev Velocity 246 .08 ft 11 .73 fVs NIA NIA Project Engineer: The Wallace Group THE WALLACE GRUOP CulvertMaster v1 .0 09/12196 03 :57:00 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 2 Component:Culvert-1 Culvert Summary Computed Headwater Elevation Inlet Control HW Elev Outlet Control HW Elev Headwater Depth/ Height Grades Upstream Invert Length Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream Section Section Shape Section Materia l Section Size Number Sections Outlet Control Properties Outlet Control HW Elev Ke Inlet Control Properties Inlet Control HW Elev Culvert Designer/Analyzer Report PARKWAY 54" RCP'S 246.08 ft Discharge 245.83 ft Tailwater Elevation 324 .25 241 .11 246.08 ft Control Type Outlet Control 1.14 240.97 ft Downstream Invert 240.31 60.00 ft Constructed Slope 0 .011000 S2 Depth , Downstream 2 .53 Steep Normal Depth 2 .31 Supercritical Critical Depth 3 .06 11 .73 ft/s Critical Slope 0 .004662 Circular Mannings Coefficient 0 .013 Concrete Span 4 .50 54 inch Rise 4 .50 3 246 .08 ft Upstream Velocity Head 1.37 cfs ft ft ft/ft ft ft ft ft/ft ft ft ft 0.50 Entrance Loss 0 .69 ft 245.83 ft Flow Control Unsubmerged Inlet Type Square edge w/headwall Area Full 47 .7 ft2 K M c y Project Title : 54 " RCP c :\haestad \cvm\pebble .cvm 0.00980 2 .00000 0 .03980 0 .67000 09/12/96 03 :57 :00 PM © Haestad Methods , Inc. HOS 5 Chart HOS 5 Scale Equation Form THE WALLACE GRUOP 37 Brookside Road Waterbury , CT 06708 USA 1 Project Engineer: The Wallace Group CulvertMaster v1 .0 (203) 755-1666 Page 2 of 2 .. . .. Analysis Component Storm Event Peak Discharge Method : User-Specified Design Discharge Tailwater properties : Rectangular Channel Culvert Designer/Analyzer Report PARKWAY 54" RCP'S Design Discharge 305 .00 cfs Check Discharge 305.00 cfs 497 .00 cfs Slope 0 .011000 ft/ft Mann ings Coefficient 0 .013 Depth Tailwater conditions for Design Storm. Discharge Depth Name Description Culvert-1 3-54 inch Circular Weir Not Considered Project Title : 54" RCP c :\haestad\cvm\pebble .cvm 0 .77 ft 305 .00 cfs 0 .77 ft Discharge 305 .00 cfs NIA Bottom Width 40 .00 ft Bottom Elevation 240 .31 ft Velocity 9 .85 ft/s HWElev Velocity 245 .89 ft 11 .54 ft/s NIA NIA Project Engineer: The Wallace Group THE WALLACE GRUOP CulvertMaster v1 .0 09112196 03:54 :20 PM © Haestad Methods. Inc. 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 Page 1 of 2 Culvert Designer/Analyzer Report Component: Culvert-1 Culvert Summary Computed Headwater Elevation 245.89 Inlet Control HW Elev 245 .61 Outlet Control HW Elev 245 .89 Headwater Depth/ Height 1.09 Grades Upstream Invert 240.97 Length 60.00 Hydraulic Profile Profile S2 Slope Type Steep Flow Regime Supercritical Velocity Downstream 11.54 Section Section Shape Circular Section Material Concrete Section Size 54 inch Number Sections 3 Outlet Control Properties Outlet Control HW Elev 245 .89 Ke 0 .50 Inlet Control Properties Inlet Control HW Elev 245 .61 Inlet Type Square edge w/headwall K M c y Project Title : 54 " RCP c :\haestad\cvm\pebble .cvm 0 .00980 2 .00000 0 .03980 0 .67000 09/12/96 03 :54 :20 PM © Haestad Methods , Inc. PARKWAY 54" RCP'S ft Discharge ft Tailwater Elevation ft Control Type ft Downstream Invert ft Constructed Slope Depth , Downstream Normal Depth Critical Depth ft/s Critical Slope Mannings Coefficient Span Rise ft Upstream Velocity Head Entrance Loss ft Flow Control Area Full HOS 5 Chart HOS 5 Scale Equation Form THE WALLACE GRUOP 305.00 cfs 241 .08 ft Outlet Control 240 .31 ft 0 .011000 ft/ft 2.44 ft 2.23 ft 2 .96 ft 0 .004502 ft/ft 0 .013 4 .50 ft 4 .50 ft 1.30 ft 0.65 ft Unsubmerged 47 .7 ft' Project Engineer: The Wallace Group CulvertMaster v1 .o 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 Page 2 of 2 Analysis Component Storm Event Peak Discharge Method : User-Specified Design Discharge Tailwater properties : Rectangular Channel Culvert Designer/Analyzer Report PARKWAY 54" RCP'S Check Discharge 305 .00 cfs Check Discharge 497.00 cfs 497 .00 cfs Slope 0 .011000 ft/ft Mannings Coefficient 0 .013 Depth Ta ilwater conditions for Check Storm. Discharge Depth Name Description Culvert-1 3-54 inch Circular Weir Not Considered Project Title : 54" RCP c :\haestad\cvm\pebble .cvm 1.04 ft 497 .00 cfs 1 .04 ft Discharge 497 .00 cfs N/A Bottom Width 40 .00 ft Bottom Elevation 240 .31 ft Velocity 11 .92 ft/s HW Elev Velocity 248 .28 ft 13 .30 ft/s N/A NIA Project Engineer: The Wallace Group THE WALLACE GRUOP CulvertMaster v1 .0 09/12/96 03:53 :56 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 2 Component:Culvert-1 Culvert Summary Computed Headwater Elevation Inlet Control HW Elev Outlet Control HW Elev Headwater Depth/ Height Grades Upstream Invert Length Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream Section Section Shape Section Material Section Size Number Sections Outlet Control Properties Outlet Control HW Elev Ke Inlet Control Properties Inlet Control HW Elev Culvert Designer/Analyzer Report PARKWAY 54" RCP'S 248 .28 ft Discharge 248 .28 ft Tailwater Elevation 247 .91 ft Control Type 1 .62 240.97 ft Downstream Invert 60 .00 ft Constructed Slope S2 Depth , Downstream Steep Normal Depth Supercritical Critical Depth 13 .30 ft/s Critical Slope Circular Mann ings Coefficient Concrete Span 54inch Rise 3 247 .91 ft Upstream Velocity Head 0 .50 Entrance Loss 248 .28 ft Flow Control 497 .00 cfs 241 .35 ft Inlet Control 240 .31 ft 0 .011000 ft/ft 3 .29 ft 3 .05 ft 3 .76 ft 0 . 006880 ft/ft 0.013 4 .50 ft 4 .50 ft 2 .12 ft 1.06 ft Submerged Inlet Type Square edge w/headwall Area Full 47 .7 ft' K M c y Project Title : 54" RCP c:\haestad\cvm\pebble.cvm 0 .00980 2 .00000 0 .03980 0 .67000 09/12/96 03 :53 :56 PM © Haestad Methods , Inc. HOS 5 Chart 1 HOS 5 Scale Equation Form Project Engineer: The Wallace Group THE WALLACE GRUOP CulvertMaster v1 .0 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 Page 2 of 2 t ~ ..... -,.. Analysis Component Storm Event Peak Discharge Method : User-Specified Design Discharge Tailwater properties : Rectangular Channel Culvert Designer/Analyzer Report PARKWAY 54" RCP'S Check Discharge 195.06 cfs Check Discharge 270 .50 cfs 270 .50 cfs Slope 0 .011000 ft/ft Mannings Coefficient 0 .013 Depth Tailwater conditions for Check Storm . Discharge Depth Name Description Culvert-1 3-54 inch Circular Weir Not Considered Project Title : 54 " RCP c :\haestad\cvm\pebble .cvm 0 .72 ft 270 .50 cfs 0 .72 ft Discharge 270 .50 cfs NIA Bottom Width 40 .00 ft Bottom Elevation 240 .31 ft Velocity 9.40 ft/s HW Elev Velocity 245 .53 ft 11 .19 ft/s NIA NIA Project Engineer: The Wallace Group THE WALLACE GRUOP CulvertMaster v1 .0 09/12/96 03:56 :15 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 Page 1 of 2 Culvert Designer/Analyzer Report Component: Culvert-1 Culvert Summary Computed Headwater Eleva tion 245 .53 Inlet Control HW Elev 245 .23 Outlet Control HW Elev 245 .53 Headwater Depth/ Height 1.01 Grades Upstream Invert 240.97 Length 60 .00 Hydraulic Profile Profile S2 Slope Type Steep Flow Regime Supercritical Velocity Downstream 11 .19 Section Section Shape Circular Section Material Concrete Section Size 54inch Number Sections 3 Outlet Control Properties Outlet Control HW Elev 245 .53 Ke 0 .50 Inlet Control Properties Inlet Control HW Elev 245 .23 Inlet Type Square edge w/headwall K M c y Project Title : 54" RCP c :\haestad\cvm\pebb le .cvm 0 .00980 2 .00000 0 .03980 0 .67000 09/12/96 03 :56 :15 PM © Haestad Methods , Inc. PARKWAY 54" RCP'S ft Discharg e 270 .50 cfs ft Tailwater Elevation 241 .03 ft ft Control Type Outlet Control ft Downstream Invert 240 .31 ft ft Constructed Slope 0 .011000 ft/ft Depth , Downstream 2 .27 ft Normal Depth 2 .08 ft Critical Depth 2 .78 ft ft/s Critical Slope 0 .004242 ft/ft Mannings Coefficient 0 .013 Span 4 .50 ft Rise 4 .5 0 ft ft Upstream Velocity Head 1.18 ft Entrance Loss 0 .59 ft ft Flow Control Unsubmerged Area Full 47 .7 ft' HOS 5 Chart HOS 5 Scale Equation Form Project Engineer: The Wallace Group THE WALLACE GRUOP CulvertMaster v1 .0 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 Page 2 of 2 Ana lysis Component Storm Event Peak Discharge Method : User-Specified Design Discharge Tailwater properties : Rectangular Channel Culvert Designer/Analyzer Report PARKWAY 54" RCP'S Design Discharge 195 .06 cfs Check Discharge 195.06 cfs 270 .50 cfs Slope 0 .011000 tuft Manning s Coefficient 0 .0 13 Depth Tailwater conditions for Design Storm . Discharge Depth Name Description Culvert-1 3-54 inch Circular Weir Not Considered Project Title : 54" RCP c :\haestad\cvm\pebble .cvm 0 .59 ft 195.06 cfs 0 .59 ft Discharge 195.06 cfs NIA Bottom Width 40.00 ft Bottom Elevation 240.31 ft Velocity 8 .27 ft/s HW Elev Velocity 244 .72 ft 10.34 ft/s NIA NIA Project Engineer: The Wallace Group THE WALLACE GRUOP CulvertMaster v1 .0 09112196 03 :55 :54 PM © Haestad Methods . Inc. 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 Page 1 of 2 .... Component: Culvert-1 Culvert Summary Computed Headwater Elevation Inlet Control HW Elev Outlet Control HW Elev Headwater Depth/ Height Grades Upstream Invert Length Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream Section Section Shape Section Material Section Size Number Sections Outlet Control Properties Outlet Control HW Elev Ke Inlet Control Properties Inlet Control HW Elev Culvert Designer/Analyzer Report PARKWAY 54" RCP'S 244.72 ft Discharge 244 .39 ft Tailwater Elevation 195.06 240 .90 244 .72 ft Control Type Outlet Control 0 .83 240.97 ft Downstream Invert 240.31 cfs ft ft 60 .00 ft Constructed Slope 0 .011000 ft/ft S2 Depth , Downstream 1.88 ft Steep Norma l Depth 1.74 ft Supercritical Critical Depth 2 .35 ft 10 .34 ft/s Critical Slope 0 .003793 ft/ft Circular Mannings Coefficient 0.013 Concrete Span 4 .50 ft 54 inch Rise 4 .50 ft 3 244 .72 ft Upstream Ve locity Head 0 .93 ft 0 .50 Entrance Loss 0 .47 ft 244 .39 ft Flow Control Unsubmerged Inlet Type Square edge w/headwall Area Full 47 .7 ft' K M c y Project Title: 54" RCP c:\haestad\cvm\pebble .cvm 0 .00980 2 .00000 0 .03980 0 .67000 09/12/96 03 :55 :54 PM © Haestad Methods , Inc. HOS 5 Chart 1 HOS 5 Scale Equation Form Project Engineer: The Wallace Group THE WALLACE GRUOP CulvertMaster v1 .0 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 of 2 APPENDIXD SUPPORT INFORMATION N I O> U1 CD ;o 0 G"> ,,, 0 < U> N 0 z I --< °' 0 ;o > c: r () 3: > z c: > r COUNTY 2 year TABLE 6. CONSTANTS FOR USE IN FORMULA I = b/(tc+d)e Based on Weather Bureau (NWS) Technical Paper No. 40 "Rainfall Frequency Atlas of the United States" 5 year 10 year 25 year 50 year 100 year e b a e b a e b a e b a e b a e b er-Anderson 0. 799 62 8.6 0. 792 77 8.8· 0. 763 78 8.8 0. 772 92 8.8 0. 744 93 8.8 0J4U-~ 8.6 Andrews 0.812 40 9.8 0.827 57 10.2 0.809 63 10.2 0.793 69 10.2 0.807 84 10.2 0.804 92 9.8 Angelina 0.785 62 8.8 0.762 69 7.6 0.746 73 7.6 0.726 77 7.6 0.727 86 7.6 0.716 90 8.8 Aransas 0.821 73 9.2 0.787 77 8.5 0.753 79 8.5 0.745 88 8.5 0.739 95 8.5 0.725 98 9.2 Archer 0.798 49 9.2 0.783 61 8.5 0.794 74 8.5 0.789 86 8.5 0.792 100 8.5 0.784 111 9.2 Armstrong 0.846 52 10.8 ' 0.819 63 10.4 0.820 75 10.4 0.835 95 10.4 0.831 105 10.4 0.840 113 10.8 Atascosa 0.808 60 9.2 0.791 74 9.0 0.780 80 9.0 0.770 90 9.0 0.757 95 9.0 0.761 108 9.2 Austin 0.811 69 8.0 0.781 75 8.1 0.757 79 8.1 0.739 85 8.1 0.733 92 8.1 0.719 95 8.0 Bailey 0.833 44 9.8 0.848 62 9.0 0.777 55 9.0 0.806 72 9.0 0.819 85 9.0 0.825 101 9.8 Bandera 0.795 52 8.6 0.770 62 8.2 0.774 72 8.2 0.764 82 8.2 0.765 94 8.2 0.769 105 8.6 Bastrop 0.802 62 8.2 0.781 72 8.4 0.765 77 8.4 0.762 88 8.4 0.748 93 8.4 0.747 103 8.2 Baylor 0.800 48 9.4 0.780 59 8.8. 0.797 75 8.8 0.791 87 8.8 0.801 103 8.8 0.790 112. 9.4 Bee 0.815 65 9.8 0.796 78 8.7 0.762 79 8.7 0.760 92 8.7 0.748 97 8.7 0.740 103 9.8 Bell 0.798 56 8.0 0.780 69 8~5 0.773 77 8.5 0.771 90 8.5 0.754 93 8.5 0.751 102 8.0 Bexar 0.798 56 8.7 0.784 70 8.7 0.779 79 8.7 0.769 88 8.7 0.756 94 8.7 0.762 107 8.7 Blanco 0.792 53 8.3 0.777 65 8.4 0.776 75 8.4 0.766 85 8.4 0.758 93 8.4 0.758 104 8.3 Borden 0.810 43 9.4 0.808 58 10.2 0.802 66 10.2 0.805 80 10.2 0.795 87 10.2 0.794 96 9.4 Bosque 0.784 51 7.9 0.779 66 8.6 0.772 74 8.6 0.776 91 8.6 0.765 97 8.6 0;761 104 7.9 Bowie 0.768 50 7.7 0.769 64 8.0 0.753 68 8.0 0.743 76 8.0 0.742 83 8.0 0.740 92 7.7 Brazoria 0.796 69 7.8 0.751 70 8.0 0.749 80 8.0 0.730 85 8.0 0.718 90 8.0 0.696 89 7.8 Brazos 0.806 65 8.0 0.785 76 8.5 0.7$3 80 8.5 0.754 89 8.5 0.745 98 8.5 0.730 96 8.0 Brewster 0.860 50 10.4 0.819 60 9.6 0.833 70 9.6 0.818 78 9.6 0.833 91 9.6 0.832 110 10.4 Briscoe 0.835 50 10.5 0.824 63 10.3 0.815 73 10.3 0.823 89 10.3 0.818 101 10.3 0.832 115 10.5 Brooks 0.828 73 9.3 0.797 80 9.1 0.769 82 9.1 0.771 97 9.1 0.746 98 9.1 0.738 99 9.3 Brown 0.775 43 7.7 0.770 57 7.6 0.763 66 7.6 0.768 80 7.6 0.770 91 7.6 0.763 98 7.7 Burleson 0.805 64 8.0 0.784 74 8.4 0.763 79 8.4 0.760 90 8.4 0.743 97 8.4 0.739 98 8.0 Burnet 0.791 51 8.1 0.773 64 8.5 0.777 75 8.5 0.769 86 8.5 0.758 94 8.5 0.758 103 8.1 Caldwell 0.800 60 8.2 0.785 72 8.5 0.769 77 8.5 0.764 88 8.5 0.748 92 8.5 0.749 104 8.2 Calhoun 0.810 70 8.9 0.772 73 8.4 0.760 81 8.4 0.745 88 8.4 0.737 95 8.4 0.720 96 8.9 Callahan 0.774 42 8.2 0.767 55 8.1 0.776 68 8.1 0.770 80 8.1 0.783 95 8.1 0.774 100 8.2 Cameron 0.826 74 9.2 0.786 78 8.8 0.781 90 8.8 0.760 95 8.8 0.727 93 8.8 0.730 102 9.2 Camp . 0.779 53 8.0 0.782 70 8.8 0.761 74 8.8 0.758 84 8.8 0.743 87 8.8 0.740 94 8.0 Carson 0.852 55 10.6 0.828 65 10.6 0.829 77 10.6 0.842 97 10.6 0.849 113 10.6 0.840 114 10.6 Cass o.769 50 7.7 o.768 65 8.3 o.750 69 8.3 o.746 78 8.3 o.738 83 8.3 o.737 91 7.7 Castro 0.842 49 10.4 0.819 56 9.5 0.802 65 9.5 0.827 84 9.5 0.829 95 9.5 0.823 105 10.4 ) l / ) ,,. I 1 ) u ~ !000 900 sco 700 600 500 400 300 70 60 50 40 20 c: : 0 w N _J w :z 2 < ~ u : 0 .02 0.03 gs 0.04 c::: 0 .01 O .C2(PV~TJ 0 .03 0.04 a.cs 0.10 / I / (BAR:: PACKED SOIL: w :z 0.20 .. 0.30 {POOR GRASS 0.40 (AV. GRASS) 0 .50 ...J ~ 006 0.SO(DE.~S~ GRAS ~l · Ewo 0.IO \ · NOMOGR_APH FOR TIME OF CONCENTRATION ~fO.Kl ~~ o.~o Q.~ . :f~ 1.QO w 5.0 u <C §E'o.o ~') 20.0 ... 2.7 i OVE~LAHO C:.J~.'!N£!...1 ZD z 0 I-< a: 1-z w u z 0 u Lt.. 0 IJJ ~ >- r 4 30 25 2 .5 20 2 13 1.5 10 1.0 9 0.9 8 0.8 7 0 .7 6 0.6 3 0.5 . 4 0 .4 3 0.3 Figure 2-2 R(V IS(O 6/7/77 I· .... 2-8 .-\lthough it is c:.istomuy to dete:-:-nine ir.let ti:-ne on the basis of exper.~!1ce, ail inli:t times sh::ill be ·;eri:1ed '.-iy di rec: ov-::lanci flow cor::pu~at:ons. The overland flow cor::put::i:ions shull be ::-iace as follows: 1) Fo:-a ru::o:"f f!o·s distar:ce of 1000 feet or less. t!-:e longest ir:!et tir::e sha!l ~e ~etermi.:::.: ::,y using the street. gutte:-, and ovedand grades ar.d roughness accorciing to Figure 2-2. This nomog:aph is useci to calculate ihe time of flow for both overlanci Dow and gutter or channe!izcd flow. The ter:-:i "channe!izeci flow" refers t.o flow through consi:ruct::d and eroded swales a!1d other S::1all channels. For :low in large drainage cha:1nel::; the designer is referreci :o Se:ction VII, ';F'.ow in Ditches a!id Channels". Typic:i.l values of the roughness co~:fr::er.t "'n" for or.:erl~nd flow ac:oss a!"eas of pa·•eme::~. poor g:-ass, dense grass, and other conrs are givi:!1 directly in Figure 2:2. For gutter or channelized flow, suggested ...-alues for the roughness coefficient ;'n" are: for concrete gutter, n = 0.02; for average grass, n = 0.40; and for dense grass, n = 0.80. The following example is given to illustrate the use of Figure 2-2. Example: A value for the inlet time of concentration is needed for the flow across 200 feet of an open lot and 400 feet in a street to an inlet. The open lot is covered with an average growth of grass and has a ground slope of one percent. The street has curb and gutter and a slope of one percent. The overland flow across the open lot is determined as follows: A straightedge is placed so that it passes through the point for Flow Distance = 200' (Point A) and the point for overland flow roughness coefficient n = 0.40 (av. Grass) (Point B). The designer should note that the!"e are separate lines for the overland flow roughness "r." and the gutter or channelized roughness "n". With the straightedge in place a point is marked on the pivot line (Point C). The straightedge is then positioned so that it passes through the selected point on the pivot line and the point for surface slope in percent = 1.0 (Point D). With the straightedge in place the time of concentration for overland flow is deiermined to be 11.5 minutes (Point E). The designer should note that there are separate lines for overland flow time of concentration and for channelized flow time of concentration. · The channelized flow down the street is determined as follows: A straightedge is placed so th?.t it passes through t:-ie point for flow distance = 400' (Point V) and the point for gutter roughnessn = 0.02 tPoint \V).Withthestraightedgeinplaceapointismarkedonthepiv0t!ine (Point X). The straightedge is then positioned so that it passes through the selected point on the pivot line and the point for surface slope in percent = 1.0 (Point D). The time of concentration for flow in the street is then read on the channelized flow line (Point Z). The gutter flow time is 2.0 minutes. The total inlet time of concentration is the sum of the overland flow time and the gutter flow time, or 11.5 + 2.0 = 13.5 minutes. 2) For flow distances in excess of 1,000 feet, the inlet time shall be the sum of the time determined from Figure 2-2 for the first 1,000 feet and the time determined by direct computation using the following formula for the remaining distance. DF T=---60V T = overland flow time (minutes) DF = flow distance (feet) over 1,000 feet; V = average velocity of runoff flow (ft/secl The value of Vi~ dependent upon the type ofland and the slope of the land O'\'.er which th~ runoff flows. Design values of V for varied 13:nd type·s and slopes are in Table 2--t. Table I I I-1 Runoff Coefficients For Use In The Rational Formu 1 a 1 Category Average Slope (7.)* 0 -1 i. -3.S% 3.S -5. Si. Land Cover: Natural lfo9dlands .12 -. 18 . 18 -.25 .2S -.30 Natural Grasslands .2S -.3S .3S -.4S .4S -.SS Landscaped Areas .30 -.40 .40 -.70 . 70 - .85 Impervious Areas .90 . 90 .90 (Pavements, Roof tops, etc.) Land Use: Low Density Residential .so -.60 . so -.60 .50 -.60 Medium Density Residential .5S -.6S .SS -.65 .SS -.65 High Density Residential .60 -.7S .60 -.75 .60 -.75 Business/Commercial .65 -.75 .65 -.75 .6S -.75 Industrial . 75 -.85 .7S -.85 .7S -.85 *For slopes in excess of 5.5% use the maximum value given. 1 From the "Hydraulic Manual" of the TSDHPT 23 Analys is Compone nt Peak D ischarge Method: User-Specified Design Discharge Tailwater Conditions : Constant Ta ilwater Tailwater Elevation Name Culvert-1 Weir Descript ion 3-54 inch Circular Not Cons idered Project Title : 54 " RCP c :\haestad\cvm\pebble .cvm Culvert Designer/Analyzer Report PARKWAY (MAYO) I oo -f!t1f.-/..-<J.-e v C-he 305 .00 cfs 242 .00 ft Discharge 497 .00 cfs NIA Check D ischarge HW Elev 248 .22 ft NIA Ve locity 13.03 ft/s NIA Project Engineer: The Wallace Group THE WALLACE GRUOP CulvertMaster v1 .0 09/10196 01 :34 :40 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 2 Culvert Designer/Analyzer Report PARKWAY (MAYO) Component:Culvert-1 Culvert Summary Computed Headwater Elevation 248 .22 ft Discharge 497.00 cfs Inlet Control HW Ele v 248 .22 Outlet Control HW Elev 247 .85 Headwater Depth/ Height 1.62 Grades Upstream Invert Length Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstrea m Section Section Shape Section Material Section Size Nu mber Section s Outlet Control Properties Outlet Control HW Elev Ke Inlet Control Properties Inlet Control HW Elev Inlet Type K M c y Project Title: 54" RCP c :\haestad\cvm\pebble .cvm 240 .91 60.00 S2 Steep Supercritica l 13 .03 Circular Concrete 54 inch 3 247 .85 0 .50 248 .22 Square edge w/headwa ll 0 .00980 2 .00000 0 .03980 0 .67000 09/10/96 01 :34 :40 PM © Haestad Methods, Inc. ft Tailwater Elevation 242.00 ft ft Control Type Inlet Control ft Downstream Invert 240.31 ft ft Constructed Slope 0 .010000 ft/ft Depth, Downstream 3.35 ft Normal Depth 3 .17 ft Critical Depth 3 .76 ft ft/s Critical Slope 0 .006880 ft/ft Mannings Coefficient 0 .013 Span 4 .50 ft Rise 4.50 ft ft Upstream Velocity Head 2 .12 ft Entrance Loss 1.06 ft ft Flow Control Submerged Area Full 47.7 ft2 HOS 5 Chart HOS 5 Scale Equation Form Project Engineer: The Wallace Group THE WALLACE GRUOP CulvertMaster v1 .0 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 Page 2 of 2 Analysis Component Peak Discharge Method : User-Specified Design Discharge Tailwater Conditions : Constant Tailwater Tailwater Elevation Name Culvert-1 Weir Description 3-54 inch C ircular Not Cons idered Project Title : 54 " RCP c:\haestad\cvm\pebble .cvm Culvert Designer/Analyzer Report PARKWAY (MAYO) ;o-/Jr~~-1 -()ev 242.00 ft D ischarge 305.00 cfs NIA Check Discharge HWElev 245.83 ft NIA V eloci ty 11 .30 ft/s NIA 497 .00 cfs Project Eng ineer: The Wallace Group THE WALLACE GRUOP CulvertMaster v1 .0 09110/96 01 :33:45 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 2 0 ., Culvert Designer/Analyzer Report PARKWAY (MA YO) Component:Culvert-1 Culvert Summary Computed Headwater Elevatio n 245 .83 ft Discharge 305 .00 cfs Inlet Control HW Elev 245 .55 ft Tailwater Ele vation 242 .00 ft Outlet Control HW Elev 245 .83 ft Control Type Outlet Control Headwater Depth/ Height 1.09 Grades Upstream Invert 240.91 ft Downstream Invert 240 .31 ft Length 60 .00 ft Constructed Slope 0 .010000 ft/ft Hydraulic Profile Profile S2 Depth , Downstream 2.48 ft Slope Type Steep Normal Depth 2 .30 ft Flow Regime Supercritical Critical Depth 2 .96 ft Velocity Downstream 11.30 ft/s Critical Slope 0 .004502 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 4 .50 ft Section Size 54 inch Rise 4 .50 ft Number Sections 3 Outlet Control Prop erties Outlet Control HW Elev 245 .83 ft Upstream Velocity Head 1.30 ft Ke 0.50 Entrance Loss 0 .65 ft Inlet Control Properties Inlet Control HW Elev 245 .55 ft Flow Control Unsubmerged Inlet Type K M c y Project Title : 54" RCP c :\haestad\cvm\pebble .cvm Square edge w/headwall 0 .00980 2.00000 0 .0398 0 0 .67000 09/10/96 01 :33:45 PM © Haestad Methods, Inc. Area Full 47 .7 ft2 HOS 5 Chart HOS 5 Scale Equation Form Project Engineer: The Wallace Group THE WALLACE GRUOP CulvertMaster v1 .0 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 Page 2 of 2