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HomeMy WebLinkAbout35 Development Permit 498 Drozd Subd. Lot 1/ ' CITY OF COLLEGE STATION 399341 5 ()Q -I ;, 9 -7 · '"'\ ,.. . i .. __________ L.Jr~_......:·=--'2.___ , 19/--,L---- ECEIVED OF r-< I / ~ '") Y I ·"' \ / i /(),/ Paid by_Chect:: -~·-, '' Cash __ _ \ \ THANK YOU y /i \?> / (j ... / . C.·i../ /'-·' / Orffinage Oevelopmen t Penn it Issuance Check~~&~ V \ ~' ~/\' w~$100 00 Fee Paid '()/~~cp [if/;;k Application Complete/Signed Erosion Control Plan (submitted & approved) If S ite > 5 Acres I s N 0 I Submitted Drainage Report/Letter (submitted & approved) ~v$3UO Fee Paid -For Sub d1v1sio11 lnsrection (if appli cable ) , "The above check I ist must be complete prior to issuing a full drain;age pennit on a project. To issue a partial permit for clearing and grading on I y, all i terns rn in us the dra i 11ag e report mu st be complete Pl ease initial in eac h hox ii' you check off any of these items" Cf W C:OlllGl STATION DEVELOPMENT PERMIT PERMIT NO. 00-25 DROZD 2 D HOMES (SP) FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Lot 1, Drozd Subdivision DATE OF ISSUE: March 24 , 2000 OWNER: Victor Drozd 2702 A Wildflower Drive BRYAN, TX 77805 TYPE OF DEVELOPMENT: Full Development Permit SPECIAL CONDITIONS: SITE ADDRESS: 4160 -4166 State Highway 6 South DRAINAGE BASIN: Lick Creek VALID FOR 12 MONTHS CONTRACTOR: Victor Drozd 2702 A Wildflower Drive Bryan, TX 77805 All work must be done in accordance with the approved construction documents. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state. The Owner and/or Contractor shall be responsible for any damage to adjacent properties , city streets or infrastructure due to heavy machinery and/or equipment as well as erosion , siltation or sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. 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 . ' / 1 -------~ /1 / I ~ i/ 3=-27-oo Date Date Form1023 / (Rev. 3199) Page 2 of 2 APPROVAL To: Victor Drozd , Drozd Properties Hwy. No. SH 6 ~~~~~~~~~~~~~~~~~~~~~- Beg. RM Offset End RM Offset ----------Maintenance Section No . 002 --'-'"---~~~~~~~~~~~~- 2702 A. Wildflower Bryan, Texas 77802 TxDOT offers no objection to the location on the right-of-way of your proposed 24" RCP culvert & associated headwalls line as shown by accompanying drawings and notice dated March 6, 2000 except as noted below. It is expressly understood that the TxDOT does not purport, hereby, to grant any right , claim, title, or easement in or upon this highway; and it is further understood that the TxDOT may require the owner to relocate this line, subject to provisions of governing laws, by giving thirty (30) days written notice. You are requested to notify this office prior to commencement of any routine or periodic maintenance which requires pruning of trees within the highway right-of-way, so that we may provide specifications for the extent and methods to govern in trimming, topping, tree balance, type of cuts, painting cuts and clean up . These specifications are intended to preserve our considerable investment in highway planting and beautification, by reducing damage due to trimming. The installation shall not damage any part of the highway and adequate provisions must be made to cause minimum inconveniences to traffic and adjacent property owners. In the event the Owner fails to comply with any or all of the requirements as set forth herein, the State may take such action as it deems appropriate to compel compliance . • General Special Provisions: See Attachments • Revegetation Special Provisions: In order to minimize erosion and sedimentation resulting from the proposed installation, the project area will be revegetated [gJ in accordance with TxDOT's Standard Specification Item 164 which specifies the appropriate grass seed mix to be used or D as indicated on the attachment. Please notify Mr. Neal Munn (979)778-8054 forty-eight (48) hours prior to starting construction of the line in order that we may have a representative present. Texas Department of Transportation ByP lc~~ »~~t EnQineer -District No ._B_r~ya_n __________ _ RE: Access Driveway & Drainage Permits SH 6 West Frontage Rd. South (500') of Barron Rd. Drozd Subdivision -----2 -D Homes GENERAL SPECIAL PROVISIONS (Driveway & Drainage) : March 23 , 2000 1) Traffic Control plan is requ ired , as per TMUTCD , prior to start of construction work in SH 6 right-of-way . 2) Slope for SETs (24 " RCP ) at driveway entrance shall be 6 : 1. 3) Construction shall be in accordance with City of College Station & TxDOT specifications and details as indicated. (see plans ) -==* Notice of Proposed Installation =::::.... Utility Line on Non-Controlled Access Highway 023 (Rev. 9-93) ous version(s} are obsolete.} To the Texas Transportation Commission clo District Engineer "'l'exas Department of Transportation -------------, Texas Formal notice is hereby given that _ _,V-=i=-c~t=o~r~=D~r~o~z=d~------------------------­ Company proposes to place a · 24" RrP l"'111ui:>rr rinn associated headwalls linewithintheright-of-wayof State Hwy 6 in Brazos County, Texas as follows: (give location, length, general design, etc.) Thirty five feet of 24" reinforced concre te culvert @ 1.20 % slope along existing ditch, with associated reinforced concrete slope face headwall (upstream side) and reinforced concrete skewed wingwall (downstream side) . Twenty three (23) feet of 24" RCP also lies within the state row and ties into the d ownstream wingwall. This culvert v is bein0 construc ted to facil ita te a proposed 24' wide drive (curb 6pening) f or the deve lopment. All materials, specifications, and construction are to be in accordance with T x DOT standards. The line will be constructed and maintained on the highway right-of-way as shown on the attached drawing and in accordance with tl:~e rules, regulations and policies of the Texas Department of Transportation (TxDOT), and all governing laws, including but not limited to the "Federal Clean Water Act," the "Federal Endangered Species Act," and the "Federal Historic Preservation Act." Upon request by TxDOT, proof of compliance with all governing laws, rules, and · ulations will be submitted to TxDOT before commencement of construction. Vur firm will use Best Ma nagement Practices to minimize erosion and sedimentation resulting from the proposed installation, and we will revegetate the project area as indicated under "Revegetation Special Provisions." Our firm will insure that traffic control measures complying with applicable portions of the Texas Manual of Uniform Traffic Control Devices will be installed and maintained for the duration of this installation. The location and d escription of the proposed line and appurtenances is more fully shown by __ o_n_e _____ complete sets of drawings attached to this notice_ Construction of this line will begin on or after the 15thdayof April ,.J;~2000 . -~~--------- By signing below, I certify that I am authorized to represent the Firm listed below, and that the Firm agrees to the conditions/provisions included in this permit. Firm Drozd Properties ----------~~------------ /fAl~--u fh . c. -f~ ..fa cPll~ t;{'.,.:ft(/\._ By <Print) ___ v~z~+Tc~t~o~r~D~r~o~z~d~---------- Signature ~C-==-... ,--tll.~~zz:::::::22'.::::::--------:_ __________ _ Title ______ o_w_n_e_r _______________ _ Address ____ 2_7_0_2_A_._W_i_l_d_f_l_o_w_e_r _______ _ Bryan, Texas 77802 Phone No . 9 79-77 4-12 5 7 ___ c..__;_ ________________ _ ( Form 1023 (Rev. 09-93) (Previous Vers io ns Obs olete) ): __________________ _ . \ APPROVAL H~y .No ·---~------------------ Beg. RM Offset ____ End RM ___ Offset ___ _ Maintenance Section No. ----------------_______________________ Coun~ Date ------------------------ The Texas Department of Transportation (TxDOT) offers no objection to the location on the right-of-way of your proposed _______________ line as shown by accompanying drawings and notice dated except as noted below. It is expressly understood that the TxDOT does not purport, hereby, to grant any right, claim, title, or easement in or upon··thi s highway : and it is further understood that the TxDOT may require the owner to relocate this line, subject to provi si on s o f governing Jaws, by giving thirty (30) days written notice. You are requested to notify this office prior to commencement of any routine of periodic maintenance which requires pru.nin g of trees within the highway right-of-way, so that we may provide specifications for the extent and methods to govern in trimming, topping, tree balance, type of cuts, painting cuts and clean up . These specifications are intended to preserve our con s iderabl e investment in highway planting and beautification, by reducing damage due to trimming. ne in s tallation shall not damage any part of the highway and adequate provisions must be made to cause minimum inconvenien ce s traffic and adjacent property owners. In the event the Owner fails to comply with a ny or all of the require me nt s as set fonh 11erein, the State may take such action as it deems appropriate to compel compliance. • General Special Provisions: • Revegetation Special Provisions: In order to minimize erosion and sedimentation resulting from the proposed installation, th e project area will be revegetated · Din accordance with TxDOTs Standard Specification Item 164 which specifies the appropriate grass seed mix to be used, or Das indicated on the attachment. ' ' .., ·· ·1 Please notify ____________________________ forty-eight (48) hours prior t b starting construction of the line in order that we may have a representative present. ·. Texas Department of.Transportation By : _____________ _ District .Engineer--District No. ______ _ J • ' • ~-.,_,, ~ .... ,. • .,.,_ • -' .,. ' ( Form 1023 (Rev. 09 -93) (Previo us Versions Obs olete) ): __________________ _ APPROVAL H~y. No. _____________________ _ Beg. RM Offset ____ End RM ___ Offset ___ _ Maintenance Section No. ----------------_______________________ Co u n cy Date ------------------------ The Texas Department of Transportation (TxDOT) offers no objection to the location on the right-of-way of your proposed _______________ line as shown by accompanying drawings and no!ice dated except as noted below. It is expressly understood that the TxDOT does not purport, hereby, to gr.ant any right, claim, title, or eas J mem in ~r upon .. this highway: and it is further understood that the TxDOT may require the own er to relocate this line, subject to provisions o f govern ing laws, by giving thirty (30) days written notice. . ;: ··~ You are requested to noti fy this office prior to commencement of any routine of periodic maintenance which requires pruning of trees within the highway right -of-way, so that we may provide specifications for the extent and methods to govern in trimming, topping , tree balance, type of cuts, painting cuts and clean up . These specifications are intended to preserve our cons iderabl e investment in highway planting and beautification, by reducing damage due to trimming. ne installation shall not damage any part of the highway and adequate provisions must be made to cause minimum inco n veniences traffic and adjacent property owners. In the event the Owner fails to comply with any or all of the requirem e nts as set fo rth 11erein, the State may take such action as it deems appropriate to compel compliance. • General Special Provisions: • Revegetation Specia l Provisions: In order to minimize erosion and sedime ntati on resulting from th~ proposed installation, the project area will be revegetated 0 in accordance with TxDOTs Standard Specification Item 164 which specifies the appropriate grass seed mix to be used, or Das indicated on the attachment. ., : · '·1 Please notify ____________________________ forty -eight (48) hours prior tb" starting construction of the line in order that we may have a representative present. .. ' ; ~. ~ . Texas Department of .Tran s portation By : _____________ _ District Engineer--District No . ______ _ DEVELOPMENT PERMIT PERMIT NO. 498 2-DHOMES FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Lot 1, Drozd Subdivision OWNER: Victor Drozd f>, 2702 Wildflower Drive Bryan, Texas 77805 774-1257 DRAINAGE BASIN: Lick Creek Drainage Basin (South Fork of Lick Creek) TYPE OF DEVELOPMENT: SITE ADDRESS: Not addressed (SH6) This permit is valid for site construction as shown upon the approved construction plans. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state. The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. 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 e "ty ollege Station that apply . Date Owner/ Agent Date Contractor Date .. • Ill • Figure Xll Development Permit City of College Station, Texas Site Legal Description : __ D_r_o_z_d_s_u_b_d_i_v_i_s_i_o_n_. _,_L_o_t_l ____________ _ 2D Hornes S.t 0 Victor Drozd 1 e wner: ~----~------~ Architect/ Engineer: Urban Design Group Contractor: ------------- 2702 Wildflower Drive Address : Bryan, Te xas 77805 Telephone: 774-1257 P.O.Box 10153 CS, TX 778 4 l Address : -------------Telephone No : 696-9653 ---------- Address: -------------Te 1 e phone No : ---------- Date Application Filed: September 30 ' 1997 Approved :----------- Application is hereby made for the following development specific waterway alterations : construction of commercial development including parking, drainage, utilities, etc. 0 Application Fee G Signed Certifications Q Drainage and erosion control plan, with supporting Drainage Report two (2) copies each. CX Site and Construction Plans, with supporting Drainage Report two (2) copies each . 0 Other : -----------------------------~ ACKNOWLEDGMENTS : I, .At/~~ . , design engineer/owner, hereby acknowledge or affirm that : ~A ~ Del:Sorah e ing The informa~o=nclusions contained in the above plans and supporting documents comply with the current requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards . As a condition of approval of this permit application, I agree to construct the improvements proposed in this application according to these documents and the requirements of Chapter 13 of the e Station City Code . Contractor ---~-r I > •-•·••-.--·--~·=· = ....... ______________________________ _ 2D HOMES SITE PLAN 2DHOMES DRAINAGE REPORT Prepared By: Urban Design Group P.O. Box 10153 DRAINAGE REPORT College Station, Texas 77840 Prepared For: Victor & Mark Drozd 2702 Wildflower Drive Bryan, Texas 77805 OCTOBER 1997 APPROVED FOR CONSTRUCTION 2D HOMES SITE PLAN TABLE OF CONTENTS I. Certification II. General Location and Description III. Drainage Basins IV. Drainage Design Criteria V . Drainage Facility Design Table 1. Figure 1 Figure 2 Appendix A AppendixB Appendix C AppendixD AppendixE AppendixF Appendix G AppendixH Appendix I Appendix J 97-338.doc Flow Comparison Location Map Drainage Area Map Subasin Characteristics & Lag Calculations HEC-1 Analysis (EXISTING & DEVELOPED) Inlet Drainage Area Flow Calculations Storm Sewer Pipe Sizing Calculations Outlet Size Calculations (#1 & #2) Development Permit Application HEC RAS Cross Sections & Profile (existing) HEC RAS Cross Sections & Profile (developed) Cross Section Map GRADING/DRAINAGE PLAN (folded) 2 DRAINAGE REPORT 2D HOMES SITE PLAN DRAINAGE REPORT L CERTIFICATION I hereby certify that this report for the drainage design of improvements for the 2D Homes Site Plan, was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards, for the owners thereof. ,,Jc;:;. 2 8 . '7 7 Registered Professional Engineer State of Texas No. 68243 97-338.doc 3 2D HOMES SITE PLAN DRAINAGE REPORT U GENERAL LOCATION AND DESCRIPTION A. Location This project is located on the west side of State Highway 6 South just south of Barron Road. The property has frontage on State Highway 6 as well as Barron Road . The project site is bounded by Barron Road and Wilson Plumbing to the north, State Highway 6 frontage road to the east, a vacant tract to the south, and Shenandoah Phase II to the west. The project includes the construction of five commercial buildings and associated parking and utility improvements . Public improvements include the construction of a waterline within the limits of the property, and a sewer manhole within the right of way. No other public improvements are proposed with the site plan. Access to the site is via an approved curb cut off of the State Highway 6 frontage road. A secondary future access is planned through the 30' access easement across the west end of the property to Barron Road. A master preliminary plat for the parent tract and a final plat for the single lot has been submitted and has been reviewed by the staff. The tract is located within the Lick Creek Watershed. The closest primary drainage system is located north of the property crossing the frontage road . FEMA Firm Panel 48041C0205C indicates no portion of the property lies within the limits of the 100 year floodplain. B. Description of Property The area proposed for development is approximately 2.48 acres. There are no existing structures located on the subject tract. The land cover is primarily grass with sparse trees . Runoff from the proposed development currently is in a north and east direction. The proposed runoff will be in a similar direction, generally from the west to the east traveling to the existing ditches within the frontage road that lead to the primary system. The project improvements consist of the construction of an parking lot, concrete drive entrances, and landscaping. A twenty foot fire lane has been included in the site. fil DRAINAGE BASINS AND SUB-BASINS A. Primary Basin Description As stated previously in this report, the primary drainage basin is the Lick Creek Watershed. There are finish floor requirements for this basin above the floodplain, however, there is not floodplain on the property. The finish floors have been set slightly elevated above the natural grade for onsite drainage considerations . 97-338 .doc 4 2D HOMES SITE PLAN DRAINAGE REPORT B. Secondary Drainage Basin Description Runoff from the proposed building will flow to the proposed drive (towards the east) and enter the existing ditches (secondary drainage system) along the west frontage road . Cross sections and profiles have been included in this report from the subject property to the primary system (South Fork of Lick Creek). Field investigations and review of previous drainage reports indicate there is no offsite runoff entering the property from Shenandoah Phase II Subdivision, adjacent to the tract. However, there is offsite flow from the adjacent vacant church tract that flows onto the subject tract. A drainage area map has been provided to show the offsite flow . IV. Drainage Design Criteria A. Regulations To our knowledge, no deviations from the optional criteria listed in the Drainage Policy and Design Standards were used for any calculations within this study. B. Development Criteria Reference and Constraints For the site plan proposed, a portion of the site drains to the existing roadside ditches along the frontage road . The remaining portion of the site drains toward the north into existing ditches along Barron Road. C. Hydrologic Criteria A 10 year design storm was used to size facilities within the site. A 25 year design storm was used to analyze the ditches within the right of way. The SCS rainfall -runoff method was used to calculate hydrographs for the existing and proposed development conditions. The time of concentration values were calculated using velocities determined from Table III of the Drainage Policy and Design Standards, however a minimum of 10 minutes as recommended, has been provided. Subasin characteristics and lag time calculations are provided in the Appendix. The S variable in the chart in the appendix represents the maximum retention, and is calculated as follows: S = (1000/CN) -10 A HEC-1 analysis was performed to determine flows and hydrograph characteristics for the site. The table below provides a summary of the results of the HEC-1 analysis. AREA 1-12 (Proposed) C* (Existin ) TABLE 1. Comparison of Flows (Existing vs. Developed) 2YR 75 76 SYR 118 120 lOYR 148 152 25YR 185 189 SOYR 211 215 lOOYR 242 247 * C represents the composite area contributing to the North Fork of Lick Creek from Barron Road, including Barron Road (existing conditions) From the table above , the developed flows do not exceed the existing flows at the study point. 97·338.doc 5 2D HOMES SITE PLAN DRAINAGE REPORT D. Hydraulic Criteria The outlet structures # 1 and # 2 that handle the runoff from the two proposed parking areas were sized using thelO year return period. Velocities of the runoff exiting each of these two outlet were calculated using the proposed slopes of the outlets, and compared to the existing runoff velocities. The calculations for the flows and velocities are provided in the Appendix. The velocity calculated from outlet# 1 is 3.94 ft/sec (compared to the existing velocity of 4.5 ft/sec). The exit velocity from outlet # 2 (slotted curb opening) is 3 .30 ft/sec . The existing velocities range from 2 .5 ft/sec to 3.5 ft/sec using existing slopes. Therefore, the proposed velocities do not increase at either location, from the pre-developed velocities. The existing and developed flows from the subject tract onto the Exxon site are provided in the Appendix. The developed flows are less than the pre-developed flows, as a portion of the subject tract drains into the proposed storm sewer. The storm sewer inlets along the proposed private drive were sized for the 10 year return period. Similarly, the storm sewer pipes were sized for the 10 year return period using the proposed slopes and a Manning's n value of .014. Inlet capacities were calculated using the City's DPDS formula, Q = 3 .0 L y3 12 where : Q is the flow in cfs L is the length of opening in ft y is the head on the inlet in ft For the inlet sizing, a maximum 6 inches of head was assumed for the proposed curb and gutter private drive . The contributing drainage areas to the inlets is Basin 3 and part of 4. Basin 3 was assumed grass (CN 75) and the part of Basin 4 assumed commercial (CN 91). Using these factors , the 10 year and 100 year flows are 14 .7 and 24.1 cfs, respectively. The culvert under the proposed drive (within state right of way) was sized for the 25 year return period. The contributing drainage area to this structure is Basin 1 and 2. Flows for each of these areas were calculated assuming grass cover (CN 75). The 25 and 100 year flows are 12 and 16 cfs, respectively. The upstream side of the proposed culvert has a proposed reinforced concrete headwall structure. The downstream side has skewed concrete wingwall proposed to facilitate the 24" RCP from the site that enters the ditch. For the pipes and culverts, a 10% clogging factor was used to oversize the structures. The calculations for the pipes and culvert are included in the Appendix . V. DRAINAGE FACILITY DESIGN A. General Concept As stated previously, a portion of the site drains to the east into the existing ditches along the frontage road. The remaining portion drains to the north east. For this area, no detention is proposed within the parking lot, as the net effect of the development and routing of the flows through the existing ditches, does not increase the flows under Barron Road. VI. CONCLUSIONS With the construction of the proposed buildings, parking lot and drive improvements as shown on the site plan and accompanying construction documents, the development meets the requirements of the City of College Station Drainage Ordinance and Design Policy. 97-338.doc 6 I ,... f I \ \ \ \ I I I I I I I I I I I I I I I I I I I I I I t SCALE: 1" = 200 ' EXHIBIT LOCATION 1 MAP 2D HOMES SITE PLAN SUBASIN CHARACTERISTICS LAG TIME CALCULATIONS BASIN AREA LENGTH SLOPE CN EXIST CN DEV s EXIST NO. (acres) (feet) (%) 1 0.33 440 0 .87 75 75 3 .333333 2 2 .11 640 '1 .82 75 75 3 .333333 3 2 .23 560 1 .33 75 75 3 .333333 4a 1 .36 450 1 .00 75 94 3 .333333 5 0 .24 170 1.82 75 75 3.333333 6 0.56 260 2 .00 98 98 0.204082 7 1.80 480 2 .22 94 94 0.638298 10 1.32 240 2 .00 94 94 0.638298 9 0.42 530 1 .00 75 94 3.333333 8 8.41 1450 2 .85 91 91 0.989011 4b 0.78 200 1 .5 75 94 3.333333 11 17.28 1100 2 .5 75 75 3 .333333 12 1 .03 900 2 .5 75 75 3.333333 URBAN DESIGN GROUP S LAG TIME LAG TIME DEV EXIST DEV 3.333333 0 .205128 0 .205128 3.333333 0.191395 0 .191395 3.333333 0.201209 0.201209 0.638298 0.194801 0.098603 3.333333 0.066274 0.066274 0.204082 0.036238 0.036238 0.638298 0.069685 0.069685 0 .638298 0.042167 0 .042167 0 .638298 0.222046 0.112394 0.989011 0.170594 0 .170594 0.638298 0.083138 0.042082 3.333333 0.251864 0 .251864 3 .333333 0.214509 0 .214509 **** FLOOD HYDROGRAPH PACKAGE HEC-1 (IBM XT 512K VERSION) -FEB 1,1985 U.S. ARMY CORPS OF ENGINEERS, THE HYDROLOGIC ENGINEERING CENTER, 609 SECOND STREET, DAVIS, CA. 95616 **** THIS HEC -1 VERSION CONTAINS ALL OPTIONS EXCEPT ECONOMICS , AND THE NUMBER OF PLANS ARE REDUCED TO 3 HEC-1 INPUT PAGE 1 LINE ID •.....• 1 ....... 2 ••••••• 3 ••••••• 4 ••••••• 5 ••••••• 6 ••••••• 7 ••••••• 8 ••••••• 9 •••••• 10 1 ID DROZD COMMERCIAL SUBDIVISION 2 ID 2D HOMES 3 ID URBAN DESIGN GROUP *** FREE *** 4 IT 5 03SEP97 0000 300 5 IO 5 0 0 6 JR PREC 11.0 9.8 8.8 7 .4 6.2 4 .5 7 KK DA1 8 BA .0005 9 PB 10 IN 30 03SEP97 0000 11 PC .OOS3 .0108 .0164 .0223 .0284 .0347 .0414 .0483 .OSS5 .0632 12 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .162S .1808 13 PC .2042 .23S1 .2833 .6632 • 73S1 .m4 .7989 .8197 .8380 .8S38 14 PC .8676 .8801 .8914 .9019 .9115 .9206 .9291 .9371 .9446 .9519 1S PC .9S88 .96S3 .9717 .9m .9836 .9892 .9947 1.000 16 LS 0 75 0 17 UD 0.21 18 KK R1 19 RM 1 .064 .20 20 KK DA2 21 BA .0033 22 LS 0 75 0 23 UD .191 24 KK PS 2S HC 2 26 KK R2 27 RM 1 .019 .20 28 KK DA3 29 BA .003S 30 LS 0 7S 0 31 UD .201 32 KK DA4a 33 BA .00208 34 LS 0 94 0 3S UD .099 36 KK DAS 37 BA .0004 38 LS 0 7S 0 39 UD .066 40 KK P6 41 HC 4 HEC-1 INPUT PAGE 2 LINE ID •.••••. 1 .•••••• 2 ••..... 3 .••••.. 4 ••••••• S •.••••• 6 ••••••• 7 ••••••• 8 ••••••• 9 •••••• 10 42 KK R3 43 RM .024 .20 44 KK DA6 4S BA .0009 46 LS 0 9S 0 47 UD .036 4S KK DA4b 49 BA .00122 so LS 0 94 0 S1 UD .042 S2 KK R4 S3 RM 1 .027 .20 S4 KK P7 SS HC 3 S6 KK RS S7 RM 1 .026 .20 S8 KK DA7 S9 BA .0028 60 LS 0 94 0 61 UD .070 62 KK PS 63 HC 2 64 KK DAS 6S BA .013S 66 LS 0 91 0 67 UD .171 68 KK R6 69 RM 1 .022 .20 70 KK DA9 71 BA .0001 72 LS 0 94 0 73 UD .112 74 KK P10 75 HC 2 76 KK R7 77 RM 1 .02 .20 HEC-1 INPUT PAGE 3 LINE ID •••.••. 1 ..•••.. 2 ..•..•. 3 •••••.. 4 .•••••• S ••••••• 6 ••••••• 7 ••••••• 8 .•••••• 9 •••••• 10 7S KK DA10 79 BA .0021 so LS 0 94 0 S1 UD .042 S2 KK P11 83 HC 2 84 KK RS SS RM 1 .014 .20 86 KK PS 87 88 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 U.S. HC 2 KK R10 RH 1 .0278 .20 KK D11 BA .027 - LS 0 75 0 UD .252 KK R9 RH 1 .10 .20 KK P12 HC 2 KK D12 BA .00161 LS 0 75 0 UD 0.215 KK PS HC 2 zz **** FLOOO HYDROGRAPH PACKAGE HEC-1 (IBM XT 512K VERSION) -FEB 1,1985 ARMY CORPS OF ENGINEERS, THE HYDROLOGIC ENGINEERING CENTER, 609 SECOND STREET, **** DROZD COMMERCIAL SUBDIVISION 2D HOMES URBAN DESIGN GROUP 5 IO OU TPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL O. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NHIN 5 MINUTES IN COMPUTATION INTERVAL !DATE 3SEP97 STARTING DATE !TIME 0000 STARTING TIME NQ 300 NUMBER OF HYDROGRAPH ORDINATES JP JR NDDATE 4SEP97 ENDING DATE NDTIHE 0055 ENDING TIME COMPUTATION INTERVAL .08 HOURS TOTAL TIME BASE 24 .92 HOURS ENGL! SH UN ITS MULTI-PLAN OPTION NP LAN MULTI-RATIO OPTION 1 NUMBER OF PLANS RATIOS OF PRECIPITATION 11.00 9.80 8.80 7.40 6.20 4 .50 WARNING *** TIME INTERVAL IS GREATER THAN .29*LAG WARNING *** TIME INTERVAL IS GREATER THAN .29*LAG WARNING *** TIME INTERVAL IS GREATER THAN .29*LAG WARNING *** TIME INTERVAL IS GREATER THAN .29*LAG DAVIS, CA . 95616 YARNING *** TIME INTERVAL IS GREATER THAN .29*LAG UARNING *** TIME INTERVAL IS GREATER THAN .29*LAG YARNING *** TIME INTERVAL IS GREATER THAN .29*LAG YARNING *** TIME INTERVAL IS GREATER THAN .29*LAG YARNING *** TIME INTERVAL IS GREATER THAN .29*LAG UARNING *** TIME INTERVAL IS GREATER THAN .29*LAG YARNING *** TIME INTERVAL IS GREATER THAN .29*LAG YARNING *** TIME INTERVAL IS GREATER THAN .29*LAG UARNING *** TIME INTERVAL IS GREATER THAN .29*LAG PEAK FLOY AND STAGE (END-OF-PERIOD) SUMMARY FOR MULTIPLE PLAN-RATIO ECONOMIC COMPUTATIONS FLO\IS IN CUBIC FEET PER SECOND, AREA IN SQUARE MILES TIME TO PEAK IN HOURS RATIOS APPLIED TO PRECIPITATION OPERATION STATION AREA PLAN RATIO 1 RATIO 2 RATIO 3 RATIO 4 RATIO 5 RATIO 6 11.00 9 .80 8.80 7.40 6.20 4.50 HYDROGRAPH AT DA1 • 00 FLOY 2 • 2. 2. 1. 1. 1. TIME 11.58 11.58 11.58 11.58 11.58 11.58 ROUTED TO R1 • 00 FLOY 2 • 2. 1. 1. 1. 1. TIME 11.58 11.58 11.58 11.58 11.58 11.67 HYDROGRAPH AT DA • oo FLO\/ 14 • 12. 10. 8. 6. 4. TIME 11.50 11.58 11.58 11.58 11.58 11.58 2 COMBINED AT PS • 00 FLOY 16 • 13. 12 . 9. 7. 4. TIME 11.58 11.58 11.58 11.58 11.58 11.58 ROUTED TO R2 .oo FLOY 16. 14. 12. 9. 7. 4. TIME 11.58 11.58 11.58 11.58 11.58 11.58 HYDROGRAPH AT DA3 .00 FLO\/ 14. 12. 11. 8. 7. 4. TIME 11.58 11.58 11.58 11.58 11.58 11.58 HYDROGRAPH AT DA4a .00 FLOY 11. 10. 9. 7. 6. 4. TIME 11.50 11.50 11.50 11.50 11.50 11.50 HYDROGRAPH AT DAS • 00 FLO\/ 2 • 2. 1. 1. 1. 1. TIME 11.50 11.50 11.50 11.50 11.50 11.50 4 COMBINED AT P6 • 01 FLOY 42 • 37. 32. 26. 20. 12. TIME 11.50 11.50 11.50 11.50 11.50 11.50 ROUTED TO R3 .01 FLO\/ 42. 36. 31. 25. 20. 12. TIME 11.50 11.50 11.50 11.50 11.50 11.58 HYDROGRAPH AT + DA6 HYDROGRAPH AT + DA4b ROUTED TO + R4 3 COMBINED AT + P7 ROUTED TO + RS HYDROGRAPH AT + DA 2 COMBINED AT + PS HYDROGRAPH AT DAS ROUTED TO + R6 HYDROGRAPH AT + DA9 2 COMBINED AT + P10 ROUTED TO + R7 HYDROGRAPH AT + DA10 2 COMBINED AT + P11 ROUTED TO + RS 2 COMBINED AT + PS ROUTED TO + R10 HYDROGRAPH AT + D11 • 00 • 00 . 00 .01 • 01 . DO • 01 . 01 .01 • 00 • 01 .01 .00 • 02 • 02 . 03 • 03 .03 FLO\J TIME FLO\.I TIME FLO\.I TIME F LO\.I TIME FLO\J TIME FLO\J TIME FLO\J TIME FLO\J TIME FLO\J TIME FLO\.I TIME FLO\J TIME FLO\J TIME FLO\J TIME FLO\J TIME FLO\J TIME FLO\J TIME FLO\J TIME FLO\.I TIME 5 • 11.50 7 • 11.50 7 . 11.50 53. 11.50 52. 11.50 15. 11.50 67 . 11.50 69 • 11.50 69. 11.50 1. 11.50 69 . 11.50 69. 11.SS 11. 11.50 so • 11.50 79. 11.50 146. 11.50 144 • 11.50 105. 11.SS 4. 11.50 6. 11.50 6. 11.50 46. 11.50 45. 11.50 13. 11.50 59. 11.50 62. 11.50 61. 11.50 0. 11.50 61. 11.50 61. 11.SS 10. 11.50 71. 11.50 70. 11.50 129. 11.50 126. 11.50 91. 11.SS 4. 11.50 5. 11.50 5. 11.50 41. 11.50 40 • 11.50 12. 11.50 52. 11.50 55. 11.50 54. 11.50 0. 11.50 55. 11.50 54. 11.SS 9. 11.50 63. 11.50 63. 11.50 114. 11.50 112. 11.50 7S. 11.SS 3. 11.50 4. 11.50 4. 11.50 33. 11.50 32. 11.50 10. 11.50 42. 11.50 46. 11.50 45. 11.50 0. 11.50 45. 11.50 45. 11.SS s. 11.50 52. 11.50 52 • 11.50 94 • 11.50 92. 11.50 61. 11.SS 3. 11.50 4. 11.50 4. 11.50 26. 11.50 25. 11.50 s . 11.50 34. 11.50 37. 11.50 37. 11.50 0. 11.50 37. 11.50 37. 11.SS 6. 11.50 43. 11.50 43. 11.50 76. 11.50 75. 11.50 47. 11.SS 2. 11.50 3. 11.50 3. 11.50 17. 11.50 16. 11.50 6. 11.50 22. 11.50 26. 11.50 26. 11.50 0 . 11.50 26 • 11.50 26. 11.SS 4. 11.50 30. 11.50 30. 11.50 52. 11.50 51. 11.50 27. 11.SS ROUTED TO + R9 .03 FLOll 101. 87. 75. 59. 45. 26. TIME 11.67 11.67 11.67 11.67 11.67 11.67 2 COMBINED AT + P12 .06 FLOll 236 . 205. 180. 145. 115. 73. TIME 11.58 11.58 11.58 11.58 11.58 11.58 HYDROGRAPH AT + D12 • oo FLOll 7. 6. 5 • 4. 3. 2. TIME 11.58 11.58 11.58 11.58 11.58 11.58 2 COMBINED AT ,.. PS . 06 FLOll 242. 211. 185. 148. 118. 75 • TIME 11.58 11.58 11.58 11.58 11.58 11.58 *** NORMAL END OF HEC -1 *** LINE 1 2 3 *** FREE *** 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 **** FLOOD HYDROGRAPH PACKAGE HEC-1 (IBM XT 512K VERSION) -FEB 1,1985 U.S. ARMY CORPS OF ENGINEERS, THE HYDROLOGIC ENGINEERING CENTER, 609 SECOND STREET, DAVIS, CA. 95616 **** THIS HEC-1 VERSION CONTAINS ALL OPTIONS EXCEPT ECONOMICS, AND THE NUMBER OF PLANS ARE REDUCED TO 3 HEC-1 INPUT PAGE ID •••..•• 1 •.••••• 2 •••..•• 3 ••••.•• 4 ••••••• 5 ••••••• 6 ••••••• 7 ••••••• 8 •.•••.• 9 •••••• 10 ID DROZD COMMERCIAL SUBDIVISION ID 2D HOMES ID URBAN DESIGN GROUP IT 5 03SEP97 0000 300 10 5 0 0 JR PREC 11.0 9.8 8.8 7.4 6.2 4 .5 KK OA1 BA .0306 PB 1 IN 30 03SEP97 0000 PC .0053 .0108 .0164 .0223 .0284 .0347 .0414 .0483 .0555 .0632 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 PC .2042 .2351 .2833 .6632 .7351 .m4 .7989 .8197 .8380 .8538 PC .8676 .8801 .8914 .9019 .9115 .9206 .9291 .9371 .9446 .9519 PC .9588 .9653 .9717 .9777 .9836 .9892 .9947 1.000 LS 0 86 0 UD 0.15 KK R10 RM 1 .0278 0.20 KK D11 BA .027 LS 0 75 0 UD .252 KK R9 RM 1 .10 .20 KK P12 HC 2 KK D12 BA .00161 LS 0 75 0 UD 0.215 KK PS HC 2 zz **** FLOOD HYDROGRAPH PACKAGE HEC -1 (IBM XT 512K VERSION) -FEB 1,1985 U.S. ARMY CORPS OF ENGINEERS, THE HYDROLOGIC ENGINEERING CENTER, 609 SECOND STREET, DAVIS, CA. 95616 **** DROZD COMMERCIAL SUBDIVISION 1 1 20 HOMES URBAN DESIGN GROUP 5 IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0. HYOROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 5 MINUTES IN COMPUTATION INTERVAL !DATE 3SEP97 STARTING DATE !TIME 0000 STARTING TIME NQ 300 NUMBER OF HYOROGRAPH ORDINATES NODA TE 4SEP97 ENDING DATE ND TIME 0055 ENDING TIME COMPUTATION INTERVAL .08 HOURS TOTAL TIME BASE 24.92 HOURS ENGLISH UNITS JP JR IJARNING *** TIME IJARN I NG *** TI ME IJARN I NG *** TI ME MULTI-PLAN OPTION NP LAN 1 NUMBER OF PLANS MULTI -RATIO OPTION RATIOS OF PRECIPITATION 11.00 9.80 8.80 7 .40 6.20 4.50 INTERVAL IS GREATER THAN .29*LAG INTERVAL IS GREATER THAN .29*LAG INTERVAL IS GREATER THAN .29*LAG PEAK FLOIJ ANO STAGE (ENO -OF-PERIOD) SUMMARY FOR MULTIPLE PLAN-RATIO ECONOMIC COMPUTATIONS FLOIJS IN CUBIC FEET PER SECOND, AREA IN SQUARE MILES TIME TO PEAK IN HOURS RATIOS APPLIED TO PRECIPITATION OPERATION STATION AREA PLAN RATIO 1 RATIO 2 RATIO 3 RATIO 4 RATIO 5 RATIO 6 11.00 9.80 8.80 7.40 6.20 4.50 HYDROGRAPH AT + DA1 • 03 FLOIJ 152 • 134. 118. 97. 78. 52. TIME 11.50 11.50 11.50 11.50 11.50 11.50 ROUTED TO + R10 .03 FLO'W 150. 132. 117. 95. n. 51. TIME 11.50 11.50 11.50 11.50 11.50 11.50 HYDROGRAPH AT + 011 .03 FLOIJ 105. 91. 78. 61. 47. 27. TIME 11.58 11.58 11.58 11.58 11.58 11.58 ROUTED TO + R9 .03 FLO'W 101. 87. 75. 59. 45. 26. TIME 11.67 11.67 11.67 11.67 11.67 11.67 2 COMBINED AT + P12 .06 FLOIJ 241. 210. 184. 148. 117. 74. TIME 11.58 11.58 11.58 11.58 11.58 11.58 HYDROGRAPH AT + 012 • 00 FLOIJ 7 • 6. 5. 4. 3. 2. TIME 11.58 11.58 11.58 11.58 11.58 11.58 2 COMBINED AT + PS *** NORMAL END OF HEC-1 *** • 06 FLO'W TIME 247. 11.58 215. 11.58 189. 11.58 152 • 11.58 120. 11.58 76. 11.58 ---------------------------------------------------------------- File Name -DROZD Date a9/3a/97 Proj. Leader DEBBIE Client DROZD Job 97-342 c Misc. Note -COMMERCIAL DEVELOPMENT ------------------------------------------------------------------------------ 17 Type SCS Desc. AREA INLETS 1a YR Area 2.3 ac. Time of Concent. 1a min. Freq. 1a .a yrs CN 78 torm Dist Type II Len 24 hrs Precip. 7.4a ------------------------------------------------------------------------------ Time Flow Time Flow Time Flow Time Flow hr:min cfs hr:min cfs hr:min cfs hr:min cfs ------------------------------------------------------------------------------ 6: 12 0.0 8:27 o. 1 10:42 0.5 12:57 1.2 6: 15 o.a 8:3a 0. 1 1a:45 0.5 13:0a 1.1 6: 18 o.a 8:33 0.1 10:48 a.5 13:03 1.1 6:21 a.o 8:36 a.1 1a:51 a.5 13:06 1.1 6:24 a.a 8:39 0.1 1a:54 0.6 13:a9 1.a 6:27 o.o 8:42 a.1 10:57 0.6 13: 12 1.a 6:30 a.o 8:45 0.1 11:00 0.6 13: 15 0.9 6:33 0.0 8:48 0.1 11:03 0.6 13:18 a.9 6:36 o.a 8:51 o. 1 11:a6 a.7 13:21 0.9 6:39 a.o 8:54 0.1 11:09 0.7 13:24 0.9 6:42 o.a 8:57 a.1 11:12 0.7 13:27 0.8 6:45 a.a 9:ao 0.1 11:15 0.8 13:30 0.8 6:48 o.o 9:a3 a.1 11:18 0.8 13:33 0.8 6:51 a.o 9:a6 0.2 11:21 0.8 13:36 0.8 6:54 o.a 9:09 a.2 11 :24 a.9 13:39 a.7 6:57 a.a 9:12 a.2 11:27 i.a 13:42 a.7 7:0a a.o 9: 15 0.2 11:30 i.a 13:45 a.7 7:03 o.a 9:18 0.2 11 :33 1.1 13:48 0.7 7:06 a.a 9:21 0.2 11 :36 1.6 13 :51 a.7 7:09 a.a 9:24 0.2 11 :39 2.7 13:54 a.7 7: 12 0.0 9:27 0.2 11:42 3.7 13:57 a.7 7: 15 o.a 9:30 0.2 11:45 4.3 14:00 0.7 7: 18 0.1 9:33 0 .2 11:48 4.7 14:a3 a.7 7:21 0.1 9:36 0.2 11:51 6.4 14:06 0.7 7 :24 a.1 9:39 0.2 11:54 9.5 14:a9 a.7 7:27 a.1 9:42 0.2 11:57 12.2 14: 12 a.7 7:3a 0.1 9:45 0.2 12:ao 13.9 14:15 a.7 7:33 0.1 9:48 0.2 12:a3 14.7 14: 18 0.7 7:36 0.1 9:51 a.2 12:a6 13.1 14:21 0.7 7:39 0.1 9:54 a.2 12:09 9.2 14:24 0.7 7:42 0.1 9:57 0.2 12: 12 5.9 14:27 0.7 7:45 0.1 10:00 0.2 12: 15 4.2 14:3a a.7 7:48 0.1 10:03 a.2 12: 18 3.4 14:33 0.7 7:51 0.1 1a:06 0.3 12:21 2.9 14:36 0.7 7:54 a.1 1a:09 a.3 12:24 2.4 14:39 a.7 7:57 0.1 10: 12 a.3 12:27 2.0 14:42 0.7 8:ao 0.1 1a:15 0.3 12:30 1.8 14:45 0.7 8:03 0.1 10: 18 0.3 12:33 1.8 14:48 0.6 8:a6 0. 1 10:21 a.3 12:36 1. 7 14:51 0.6 8:a9 a.1 1a:24 a.3 12:39 1.6 14:54 0.6 8:12 a.1 1a:27 a.3 12:42 1.5 14:57 0.6 8: 15 a.1 1a:30 0.4 12:45 1.4 15:0a 0.6 8: 18 a.1 1a:33 0.4 12:48 1.4 15:03 0.6 8:21 0.1 10:36 0.4 12:51 1.4 15:06 a.6 8:24 0.1 10:39 0.4 12:54 1.3 15:09 0.6 Continued on next page ed from previous page 15:12 0.6 16:06 0.5 17:00 0.4 17:54 0.4 15 0.6 16:09 0.5 17:03 0.4 17:57 0.4 18 0.6 16: 12 0.5 17:06 0.4 18:00 0.2 1 :21 0.6 16: 15 0.5 17:09 0.4 18:03 0.1 15:24 0.6 16:18 0.5 17: 12 0.4 18:06 0.3 27 0.6 16:21 0.5 17:15 0.4 18:09 0.2 30 0.6 16:24 0.5 17: 18 0.4 18: 12 0.1 15:33 0.6 16:27 0.5 17:21 0.4 18:15 0.1 15:36 0.6 16:30 0.5 17:24 0.4 18:18 0.3 39 0.6 16:33 0.5 17:27 0.4 18:21 0.2 ·42 0.6 16:36 0.5 17:30 0.4 18:24 0.1 15:45 0.6 16:39 0.5 17:33 0.4 18:27 0.0 15:48 0.6 16:42 0.5 17:36 0.4 18:30 0.3 ·51 0.6 16:45 0.5 17:39 0.4 18:33 0.2 ;54 0.5 16:48 0.5 17:42 0.4 18:36 0.1 15:57 0.5 16:51 0.5 17:45 0.4 18:39 0.0 :00 0.5 16:54 0.5 17:48 0.4 :03 0.5 16:57 0.5 17:51 0 .4 Volune of runoff = 0.90 BC. ft. Depth of runoff = 4.66 in. ·---------------------------------------------------------------------------'ile Name -DROZD Date 09/30/97 Leader DEBBIE Client DROZD Job 97-342 Misc. Note -COMMERCIAL DEVELOPMENT ---------------------------------------------------------------------------7 Type SCS Desc. AREA INLETS 100YR 2.3 ac. Time of Concent. 10 min. Freq. 100.0 yrs CN 78 Dist Type II Len 24 hrs Precip. 11.00 ~~!---------------------------------------------------------------------------Time Flow Time Flow Time Flow Time Flow :min cfs hr:min cfs hr:min cfs hr:min cfs ------------------------------------------------------------------------------:42 0.0 6:57 0.2 9: 12 0.4 11:27 1.8 4:45 0.0 7:00 0.2 9: 15 0.4 11 :30 1.9 :48 0.0 7:03 0.2 9:18 0.4 11 :33 2.0 :51 0.0 7:06 0.2 9:21 0.4 11:36 2.8 :54 0.0 7:09 0.2 9:24 0.4 11:39 4.7 4:57 0.0 7:12 0.2 9:27 0.4 11:42 6.5 :00 0.0 7:15 0.2 9:30 0.4 11:45 7.5 :03 0.0 7:18 0.2 9:33 0.4 11:48 8.2 :06 0.0 7:21 0.2 9:36 0.4 11:51 10.4 5:09 0.0 7:24 0.2 9:39 0.5 11:54 15.4 -:12 0.0 7:27 0.2 9:42 0.5 11 :57 20.0 :15 0.0 7:30 0.2 9:45 0.5 12:00 22.7 S:18 0.1 7:33 0.2 9:48 0.5 12:03 24.1 5:21 0.1 7:36 0.2 9:51 0.5 12:06 22.2 :24 0.1 7:39 0.2 9:54 0.5 12:09 15.9 :27 o. 1 7:42 0.2 9:57 0.5 12:12 10.1 '5:3o 0.1 7:45 0.2 10:00 0.5 12: 15 7.0 l=33 0.1 7:48 0.2 10:03 0.5 12: 18 5.6 :36 0.1 7:51 0.2 10:06 0.5 12:21 4.7 :39 0.1 7:54 0.2 10:09 0.6 12:24 3.9 5:42 0.1 7:57 0.2 10:12 0.6 12:27 3.3 :45 0.1 8:00 0.2 10: 15 0.6 12:30 2.9 ':48 0.1 8:03 0.2 10:18 0.6 12:33 2.8 ~:51 0.1 8:06 0.2 10:21 0.6 12:36 2.7 5:54 0.1 8:09 0.2 10:24 0.7 12:39 2.5 0.1 8:12 0.2 10:27 0.7 12:42 2.4 00 0.1 8: 15 0.2 10:30 0.7 12:45 2.3 ,,03 0.1 8: 18 0.3 10:33 0.8 12:48 2.2 6:06 0.1 8:21 0.3 10:36 0.8 12:51 2.2 1:09 0.1 8:24 0.3 10:39 0.9 12:54 2.0 ,:12 0. 1 8:27 0.3 10:42 0.9 12:57 1.9 15 0.1 8:30 0.3 10:45 1.0 13:00 1.8 6:18 0.1 8:33 0.3 10:48 1.0 13:03 1.8 :21 0.1 8:36 0.3 10:51 1.0 13:06 1.7 ::24 0.1 8:39 0.3 10:54 1.1 13:09 1.6 ·:27 0.1 8:42 0.3 10:57 1.2 13:12 1.5 6:30 0.1 8:45 0.3 11:00 1.2 13: 15 1.5 1:33 0.1 8:48 0.3 11:03 1.2 13:18 1.5 ··36 0.1 8:51 0.3 11:06 1.3 13:21 1.4 ~39 o. 1 8:54 0.3 11:09 1.3 13:24 1.4 6:42 0.1 8:57 0.3 11:12 1.4 13:27 1.3 ,:45 o. 1 9:00 0.3 11 : 15 1.5 13:30 1.3 !:48 0.1 9:03 0.3 11:18 1.5 13:33 1.3 • ' :51 0.1 9:06 0.4 11: 21 1.6 13:36 1.2 6:54 0.1 9:09 0.4 11:24 1. 7 13:39 1.2 Continued on next page 0 inued from previous page 1.2 14:36 1.1 15:30 0 .9 16:24 0.8 1.2 14:39 1.1 15:33 0.9 16:27 0.8 1.2 14:42 1.0 15:36 0.9 16:30 0.3 13:51 1.2 14:45 1 .0 15:39 0.9 16:33 0.1 1.2 14:48 1.0 15:42 0.9 16:36 0.7 1.2 14:51 1.0 15:45 0.9 16:39 0.5 +:00 1.2 14 :54 1.0 15:48 0.9 16:42 0.3 14:03 1.1 14:57 1.0 15:51 0.9 16:45 0.1 :06 1.1 15:00 1.0 15:54 0.9 16:48 0.7 ~:09 1.1 15:03 1.0 15:57 0.9 16:51 0.5 :12 1. 1 15:06 1.0 16:00 0 .9 16:54 0.3 14:15 1. 1 15:09 1.0 16:03 0.8 16:57 0.1 : 18 1.1 15: 12 1.0 16:06 0 .8 17:00 0.7 ~:21 1. 1 15: 15 1.0 16:09 0.8 17:03 0.5 1 :24 1.1 15: 18 1.0 16: 12 0 .8 17:06 0.3 14:27 1.1 15:21 1.0 16: 15 0.8 17:09 0.1 :30 1. 1 15:24 0.9 16: 18 0 .8 ~:33 1. 1 15:27 0.9 16:21 0 .8 Volune of runoff = 1.47 ac. ft. Depth ·of runoff= 7 .56 in. Circular Charnel Analysis & Design Solved with Manning's Equation Open Channel -Uniform flow IJorlcsheet Name: Conment: 18 11 RCP across private drive Solve For Full Flow Capacity Given Input Data: Diameter •••••••••• Slope ••••••••••••• Manning's n ••••••• Discharge ••••••••• COIJllUted Results: Full Flow Capacity ••••• Full Flow Depth •••••••• Velocity •••••••••• Flow Area ••••••••• Critical Depth •••• Critical Slope •••• Percent Full •••••• Full Capacity ••••• QHAX Q.94D •••••••• Froude Nlilber ••••• 1.50 ft 0.0120 ft/ft 0.014 10.69 cfs 10.69 cfs 1.50 ft 6.05 fps 1.n sf 1.25 ft 0.0116 ft/ft 100.00 x 10.69 cfs 11.49 cfs FULL Open Channel Flow Module, Version 3.2 Cc) 1990 Haestad Methods, Inc. * 37 Broolcside Rd * IJaterbury, Ct 06708 .) ' I I l !j I I I I I l ·l Ci rcular Channel Analysis & Design Solved with Manning's Equation Open Channel · Uniform flow ~orksheet Name: Cooment: 24 11 RCP to DITCH Solve For Full Flow Capacity Given Input Date: Di emeter .•••••.••• Slope .•.••••..•.•. Manning's n •.••.•. Discharge ••••••••• C~ted Results: Full Flow Capacity ••.•• Full Flow Depth ••.•••.• Velocity •••••••••• Flow Area ••••.••.• Critical Depth •••• Critical Slope .... Percent Full •••.•. Full Capacity •••.• QMAX Q.940 •....•.. Froude Nllllber .••.. 2.00 ft 0.0075 ft/ft 0.014 18. 19 cfs 18.19 cfs 2.00 ft 5.79 fps 3. 14 sf 1.54 ft 0 .0085 ft/ft 100.00 x 18.19 cfs 19.57 cfs FULL Open Channel Flow Module, Version 3.2 (c) 1990 Haested Methods, Inc. * 37 Brookside Rd * ~aterbury, Ct 06708 Ci rcular Channel Analysis & Design Solved with Manning's Equation Open Channel -Uniform flow ~orksheet Name: drozd Coornent: 24 11 CULVERT UNDER PROPOSED DRIVE Solve For Full Flow Capacity Given Input Data: Diameter .•.••..•.. Slope ••.•••.•••••. Manning's n •••••.• Discharge .•••••••• COl11)Uted Results: Full Flow Capacity ••••• Full Flow Depth •••••••• Velocity •••••••••• Flow Area ••.•••••• Critical Depth •••• Critical Slope •••• Percent Full ..•••• Full Capacity ••••• QMAX @.94D •..••••• Froude Nlll'ber ••••. 2.00 ft 0.0120 ft/ft 0.014 23.01 cfs 23.01 cfs 2.00 ft 7.32 fps 3. 14 sf 1. 71 ft 0.0112 ft/ft 100.00 x 23.01 cfs 24.75 cfs FULL Open Channel Flow Module, Version 3.2 Cc) 1990 Haestad Methods, Inc . * 37 Brookside Rd * ~aterbury, Ct 06708 I -------------------------------------------------------------------------------- File Name -DROZD Date 10/18/97 Proj. Leader DEBBIE Client DROZD Job 97-342 Misc. Note -COMMERCIAL DEVELOPMENT -------------------------------------------------------------------------------- 15 Type SCS Desc. EX DRAI NA GE TO EXXON Area 1.8 ac. Time of Concent. 10 min. Freq. 100.0 yrs CN 75 Storm Dist Type I I Len 24 hrs Precip. 11.00 -------------------------------------------------------------------------------- Time Flow Time Flow Time Flow Time Flow hr:min cfs hr:min cfs hr:min cfs hr:min cfs -------------------------------------------------------------------------------- 5:27 0 .0 7:42 0.1 9:57 0.3 12: 12 6.9 5:30 o.o 7:45 0.1 10:00 0.3 12: 15 5.0 5:33 o.o 7:48 0.1 10:03 0.3 12:18 4.0 5:36 o.o 7:51 0.1 10:06 0.4 12:21 3.4 5:39 0.0 7:54 0.1 10:09 0.4 12:24 2 .8 5:42 0.0 7:57 0.1 10: 12 0.4 12:27 2.4 5:45 0.0 8:00 0.1 10: 15 0.4 12:30 2.2 5:48 0.0 8:03 0.1 10: 18 0.4 12:33 2. 1 5:51 0.0 8:06 0.1 10:21 0.4 12:36 2.0 5:54 0.0 8:09 0.1 10:24 0.4 12:39 1.8 5:57 0.0 8: 12 0.1 10:27 0.5 12:42 1.7 6:00 0.0 8: 15 0.1 10:30 0.5 12:45 1.7 6:03 0.0 8: 18 0.1 10:33 0.5 12:48 1.7 6:06 0.0 8:21 0.2 10:36 0.5 12:51 1.6 6:09 0.0 8:24 0.2 10:39 0.6 12:54 1.5 6: 12 0.0 8:27 0.2 10:42 0.6 12:57 1.4 6: 15 0.0 8:30 0.2 10:45 0.6 13:00 1.3 6:18 0.1 8:33 0.2 10:48 0.7 13:03 1.3 6:21 0.1 8:36 0.2 10:51 0.7 13:06 1.3 6:24 0.1 8:39 0.2 10:54 0.7 13:09 1.2 6:27 0.1 8:42 0.2 10:57 0.8 13: 12 1.1 6:30 0.1 8:45 0.2 11 :00 0.8 13: 15 1.1 6:33 0.1 8:48 0.2 11:03 0.8 13: 18 1.1 6:36 0.1 8:51 0.2 11:06 0.9 13:21 1.1 6:39 0.1 8:54 0.2 11 :09 0.9 13:24 1.0 6:42 0.1 8:57 0.2 11:12 1.0 13:27 1.0 6:45 0.1 9:00 0.2 11: 15 1.0 13:30 1.0 6:48 0.1 9:03 0.2 11:18 1.0 13:33 1.0 6:51 0.1 9:06 0.2 11:21 1.1 13:36 0.9 6 :54 0.1 9:09 0.2 11 :24 1.2 13:39 0.9 6:57 0.1 9: 12 0.2 11:27 1.3 13:42 0.9 7:00 0.1 9: 15 0.3 11:30 1.3 13:45 0.9 7:03 0.1 9:18 0.3 11:33 1.4 13:48 0.9 7:06 0.1 9:21 0.3 11:36 2.1 13:51 0.9 7 :09 0.1 9:24 0.3 11:39 3.5 13:54 0.9 7:12 0.1 9:27 0.3 11:42 4.7 13:57 0.9 7: 15 0.1 9:30 0.3 11:45 5.4 14:00 0.9 7:18 0.1 9:33 0.3 11:48 5.9 14:03 0.9 7:21 0.1 9:36 0.3 11:51 8.0 14:06 0.9 7:24 0.1 9:39 0.3 11:54 11.8 14:09 0.8 7:27 0.1 9:42 0.3 11:57 15.0 14: 12 0.8 7:30 0.1 9:45 0.3 12:00 16.9 14: 15 0.8 7:33 0.1 9:48 0.3 12:03 17.7 14: 18 0.8 7:36 0.1 9:51 0.3 12:06 15.6 14:21 0.8 7:39 0.1 9:54 0 .3 12:09 10.8 14:24 0.8 Continued on next page I Continued from previous page 14:27 0.8 15:21 0 .7 16: 15 0.6 17:09 0.5 14:30 0.8 15:24 0.7 16: 18 0.6 17: 12 0.2 14:33 0.8 15:27 0.7 16:21 0.6 17: 15 0.1 14:36 0.8 15:30 0.7 16:24 0.6 17:18 0.5 14:39 0.8 15:33 0.7 16:27 0.6 17:21 0.3 14:42 0.8 15:36 0.7 16:30 0.6 17:24 0.2 14:45 0.8 15:39 0.7 16:33 0.6 17:27 0.1 14:48 0.8 15:42 0.7 16:36 0.6 17:30 0.5 14:51 0.8 15:45 0.7 16:39 0.6 17:33 0.3 14:54 0.8 15:48 0.7 16:42 0.6 17:36 0.2 14:57 0.8 15:51 0.7 16:45 0.6 17:39 0.1 15:00 0.8 15:54 0.6 16:48 0.5 17:42 0.4 15:03 0.7 15 :57 0.6 16:51 0.5 17:45 0.3 15:06 0.7 16:00 0.6 16:54 0.5 17:48 0.2 15:09 0.7 16:03 0.6 16:57 0.5 17:51 0.1 15:12 0.7 16:06 0.6 17:00 0.5 17:54 0.4 15:15 0.7 16:09 0 .6 17:03 0.5 15: 18 0.7 16: 12 0.6 17:06 0 .5 Voll.Ille of runoff = 1.09 ac. ft. Depth of runoff = 7.28 in. I I I --------------------------------------------------------------------------------File Name -DROZD Date 10/18/97 Proj. Leader DEBBIE Client DROZD Job 97-342 Hise. Note -COMMERCIAL DEVELOPMENT --------------------------------------------------------------------------------19 Type SCS Desc. PROP DRAINAGE TO EXXON Area 1.3 BC. Time of Concent. 10 min. Freq. 100.0 yrs CN 94 Storm Dist Type II Len 24 hrs Precip. 11.00 --------------------------------------------------------------------------------Time Flow Time Flow Time Flow Time Flow hr:min cfs hr:min cfs hr:min cfs hr:min cf s --------------------------------------------------------------------------------1:24 0.0 3:39 0.1 5:54 0.2 8:09 0.3 1 :27 0.0 3:42 0.1 5:57 0.2 8:12 0.3 1:30 0.0 3:45 0.1 6:00 0.2 8:15 0.3 1 :33 0.0 3:48 0.1 6:03 0.2 8:18 0.3 1 :36 0.0 3:51 0.1 6:06 0.2 8:21 0.3 1 :39 o.o 3:54 0.1 6:09 0.2 8:24 0.3 1:42 0.0 3:57 0.1 6: 12 0.2 8:27 0.3 1:45 0.0 4:00 0.1 6: 15 0.2 8:30 0.4 1 :48 0.0 4:03 0.1 6:18 0.2 8:33 0.4 1:51 0.0 4:06 0.1 6:21 0.2 8:36 0.4 1:54 0.0 4:09 0.1 6:24 0.2 8:39 0.4 1 :57 0.0 4: 12 0. 1 6:27 0.2 8:42 0.4 2:00 0.0 4: 15 0.1 6:30 0.2 8:45 0.4 2:03 0.0 4: 18 0.1 6:33 0.2 8:48 0.4 2:06 0.0 4:21 0.1 6:36 0.2 8:51 0.4 2:09 0.1 4:24 0.2 6:39 0.2 8:54 0.4 2:12 0.1 4:27 0.2 6:42 0.2 8:57 0.4 2: 15 0.1 4:30 0.2 6:45 0.2 9:00 0.4 2: 18 0.1 4:33 0.2 6:48 0.2 9:03 0.4 2:21 0.1 4:36 0.2 6:51 0.2 9:06 0.4 2:24 0.1 4:39 0.2 6:54 0.2 9:09 0.4 2:27 0.1 4:42 0.2 6:57 0.2 9:12 0.4 2:30 0.1 4:45 0.2 7:00 0.2 9:15 0.4 2:33 0.1 4:48 0.2 7:03 0.2 9: 18 0.4 2:36 0.1 4:51 0.2 7:06 0.2 9:21 0.4 2:39 0.1 4:54 0.2 7:09 0.2 9:24 0.4 2:42 0.1 4:57 0.2 7: 12 0.2 9:27 0.4 2:45 0.1 5:00 0.2 7: 15 0.2 9:30 0.4 2:48 0.1 5:03 0.2 7:18 0.2 9:33 0.4 2:51 0.1 5:06 0.2 7:21 0.2 9:36 0.4 2:54 0.1 5:09 0.2 7:24 0.2 9:39 0.5 2:57 0.1 5: 12 0.2 7:27 0.2 9:42 0.5 3:00 0.1 5: 15 0.2 7:30 0.2 9:45 0.5 3:03 0.1 5: 18 0.2 7:33 0.2 9:48 0.5 3:06 0.1 5:21 0.2 7:36 0.2 9:51 0.5 3:09 0.1 5:24 0.2 7:39 0.2 9:54 0.5 3: 12 0.1 5:27 0.2 7:42 0.2 9:57 0.5 3: 15 0.1 5:30 0.2 7:45 0.2 10:00 0.5 3: 18 0.1 5:33 0.2 7:48 0.3 10:03 0.5 3:21 0.1 5:36 0.2 7:51 0.3 10:06 0.5 3:24 0. 1 5:39 0.2 7:54 0.3 10:09 0.5 3:27 0.1 5:42 0.2 7:57 0.3 10: 12 0.5 3:30 0.1 5:45 0.2 8:00 0.3 10: 15 0.5 3:33 0.1 5:48 0.2 8:03 0.3 10:18 0.5 3:36 0.1 5:51 0.2 8:06 0.3 10:21 0.6 Continued on next page Continued from previous page 10:24 0.6 11:18 1.2 12:12 6.0 13:06 0.8 10:27 0.6 11 :21 1.2 12:15 4.2 13:09 0.7 10:30 0.6 11:24 1.3 12: 18 3.3 13:12 0.7 10:33 0 .6 11:27 1.4 12:21 2.8 13:15 0.7 10:36 0.7 11:30 1.4 12:24 2.3 13:18 0.7 10:39 0.7 11:33 1.5 12:27 1.9 13:21 0.7 10:42 0.8 11:36 2.1 12:30 1.8 13:24 0.7 10:45 0.8 11:39 3.5 12:33 1.7 13:27 0.6 10:48 0.8 11 :42 4.7 12:36 1.6 13:30 0.5 10 :51 0.8 11:45 5.3 12:39 1.5 13:33 0.3 10:54 0.9 11:48 5.7 12:42 1.4 13:36 0.1 10:57 0.9 11: 51 7.2 12:45 1 .4 13:39 0.6 11:00 1.0 11:54 10.4 12:48 1.3 13:42 0.4 11:03 1.0 11:57 13.1 12:51 1.3 13:45 0.3 11:06 1.0 12:00 14.5 12:54 1.2 13:48 0.1 11:09 1.1 12:03 15.0 12:57 1 .1 13:51 0.6 11:12 1.1 12:06 13.5 13:00 0.8 11: 15 1.1 12:09 9.5 13:03 0.8 Voll.Ille of runoff = 0 .87 ac. ft. Depth of runoff = 8.06 in. I I I le Name -DROZD Date D9/26/97 >roj. leader DEBBIE Client DROZD Job 97-342 Hise. Note -COMMERCIAL DEVELOPMENT ----------------------------------------------------------------------------Type SCS Dese. AREA OUTLET # 1 ~rea 0.4 ae. Time of Coneent. 10 min. Freq. 10.0 yrs CN 98 rm Dist Type II Len 24 hrs Pree i p. 7.40 L----------------------------------------------------------------------------Time Flow Time Flow Time Flow Time Flow hr:min cfs hr:min cfs hr:min cfs hr:min ef s ----------------------------------------------------------------------------0:48 0.0 3:03 0.0 5: 18 0.0 7:33 0. 1 0:51 0.0 3:06 0.0 5:21 0.0 7:36 0. 1 0:54 0.0 3:09 0.0 5:24 0.0 7:39 0. 1 0:57 0.0 3: 12 0.0 5:27 0.0 7:42 0. 1 1:00 0.0 3: 15 0.0 5:30 0.0 7:45 0.1 1 :03 0.0 3:18 0.0 5:33 0.0 7:48 0.1 1 :06 0.0 3:21 0.0 5:36 0.0 7:51 0.1 1:09 0.0 3:24 0.0 5:39 0.0 7:54 0.1 1:12 0.0 3:27 0.0 5:42 0.0 7:57 0.1 1:15 0.0 3:30 0.0 5:45 0.0 8:00 0.1 1:18 0.0 3:33 0.0 5:48 0.0 8:03 0.1 1:21 0.0 3:36 0.0 5:51 0.0 8:06 0. 1 1:24 0.0 3:39 0.0 5:54 0.0 8:09 0.1 1 :27 0.0 3:42 0.0 5:57 0.0 8: 12 0.1 1:30 0.0 3:45 0.0 6:00 0.0 8: 15 0.1 1 :33 0.0 3:48 0.0 6:03 0.0 8: 18 0. 1 1 :36 0.0 3:51 o.o 6:06 0.0 8:21 0. 1 1:39 0.0 3:54 0.0 6:09 0.0 8:24 0.1 1 :42 o.o 3:57 0.0 6: 12 0.1 8:27 0.1 1:45 0.0 4:00 0.0 6:15 0.1 8:30 0. 1 1 :48 0.0 4:03 0.0 6: 18 0. 1 8:33 o. 1 1:51 0.0 4:06 0.0 6:21 0.1 8:36 0.1 1:54 0.0 4:09 0.0 6:24 0.1 8:39 0.1 '1 :57 0.0 4: 12 0.0 6:27 0.1 8:42 0.1 :00 0.0 4: 15 0.0 6:30 0.1 8:45 0.1 2:03 0.0 4: 18 0.0 6:33 0.1 8:48 0.1 :06 0.0 4:21 0.0 6:36 0.1 8:51 0.1 0.0 4:24 0.0 6:39 0.1 8:54 0.1 0.0 4:27 0.0 6:42 0.1 8:57 0.1 2: 15 0.0 4:30 0.0 6:45 0.1 9:00 0.1 0.0 4:33 o.o 6:48 0.1 9:03 0.1 0.0 4:36 0.0 6:51 0. 1 9:06 0. 1 0.0 4:39 0.0 6:54 0. 1 9:09 0.1 2:27 0.0 4:42 0.0 6:57 0. 1 9: 12 0.1 :30 0.0 4:45 0.0 7:00 0. 1 9: 15 0. 1 0.0 4:48 0.0 7:03 0. 1 9: 18 0.1 0.0 4:51 0.0 7:06 0. 1 9:21 0. 1 2:39 0.0 4:54 0.0 7:09 0.1 9:24 0.1 :42 0.0 4:57 0.0 7:12 0. 1 9:27 0. 1 0.0 5:00 0.0 7: 15 0.1 9:30 0.1 0.0 5:03 0.0 7: 18 0.1 9:33 0.1 2:51 0.0 5:06 0.0 7:21 0.1 9:36 0.1 :54 0.0 5:09 0.0 7:24 0.1 9:39 0. 1 :57 0.0 5: 12 0.0 7:27 0.1 9:42 0.1 :00 0.0 5: 15 0.0 7:30 0. 1 9:45 0. 1 Continued on next page nued from previous page 9:48 0.1 10:42 0.2 9:51 0.1 10:45 0.2 :54 0.1 10:48 0.2 :57 0.1 10:51 0.2 10:00 0.1 10:54 0.2 10:03 0.1 10:57 0.2 :06 0.1 11:00 0.2 :09 0.1 11:03 0.2 0.1 11:06 0.2 10:15 0.1 11:09 0.2 : 18 0.1 11:12 0.2 :21 0.1 11:15 0.2 10:24 0.1 11: 18 0.2 10:27 0.1 11:21 0.2 :30 0.1 11:24 '0.3 :33 0.1 11:27 0.3 10:36 0.1 11 :30 0.3 1 :39 0.2 11 :33 0.3 Voli..me of runoff = 0.17 ac. ft. 11 :36 0.4 11:39 0.7 11:42 0.9 11:45 1.1 11:48 1.2 11:51 1.4 11:54 2.1 11:57 2.6 12:00 2.9 12:03 3.1 12:06 2.8 12:09 2.0 12: 12 1.3 12: 15 0.9 12:18 0.7 12:21 0.6 12:24 0.5 12:27 0.4 Depth of runoff 12:30 12:33 12:36 12:39 12:42 12:45 12:48 12:51 12:54 12:57 13:00 13:03 13:06 13:09 13: 12 13: 15 5.24 in. 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0. 1 0.1 0.0 0.2 0.1 0.1 0.0 , I f, r ,I ,I " i\ \ Rectangular Channel Analysis & Design Open Channel -Uniform flow Uorksheet Name: DROZD Conment: OUTLET # Solve For Depth Given Input Data: Bottom Uidth ••••. Manning's n •••••• Channel Slope •••• Discharge~······· C()lllJUted Results: Depth •••••••••••• Velocity ••••••••• Flow Area •••••••• Flow Top Width ••• Uetted Perimeter. Critical Depth ••• Critical Slope ••• Froude Nl.JTber •••• 4.00 ft 0.012 0.0100 ft/ft 3.10 cfs 0.20 ft 3.94 fps 0. 79 sf 4.00 ft 4.39 ft 0.27 ft 0.0039 ft/ft FULL Open Channel Flow Module, Version 3.2 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Uaterbury, Ct 06708 ., File Name -DROZD Date 10/18/97 Proj. Leader DEBBIE Client DROZD Job 97-342 Misc. Note -COMMERCIAL DEVELOPMENT 18 Type SCS Desc. AREA OUTLET #2 Area 0.6 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 2:39 2:42 2:45 2:48 2:51 2:54 2:57 3:00 3:03 3:06 3:09 3: 12 3: 15 3: 18 3:21 3:24 3:27 3:30 3:33 3:36 3:39 3:42 3:45 3:48 3:51 3:54 3:57 4:00 4:03 4:06 4:09 4: 12 4: 15 4: 18 4:21 4:24 4:27 4:30 4:33 4:36 4:39 4:42 4:45 4:48 4:51 Flow cfs 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 o.o 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 o.o 0.0 0.0 0.0 Time hr:min 4:54 4:57 5:00 5:03 5:06 5:09 5: 12 5: 15 5: 18 5:21 5:24 5:27 5:30 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6: 12 6: 15 6: 18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 . 6:48 6:51 6:54 6:57 7:00 7:03 7:06 Flow cfs 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 o.o 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0. 1 0. 1 0.1 0.1 0.1 0.1 0. 1 0. 1 0.1 0.1 0.1 0.1 0.1 o. 1 Time hr:min 7:09 7: 12 7:15 7:18 7:21 7:24 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8: 12 8: 15 8: 18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9: 12 9: 15 9:18 9:21 Freq. 10.0 yrs CN 92 Len 24 hrs Precip. 7.40 Flow cfs 0.1 0.1 0.1 0. 1 0. 1 0. 1 0. 1 0.1 0.1 0.1 0.1 0. 1 0.1 0.1 0.1 0.1 0.1 0. 1 o. 1 0.1 0.1 0.1 0.1 0.1 0.1 0. 1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0. 1 0. 1 0.1 0.1 0.1 0.1 0.1 0. 1 Time hr:min 9:24 9:27 9:30 9:33 9:36 9:39 9:42 9:45 9:48 9:51 9:54 9:57 10:00 10:03 10:06 10:09 10: 12 10: 15 10: 18 10:21 10:24 10:27 10:30 10:33 10:36 10:39 10:42 10:45 10:48 10:51 10:54 10:57 11:00 11:03 11:06 11:09 11:12 11:15 11: 18 11:21 11:24 11:27 11 :30 11:33 11 :36 Continued on next page Flow cfs 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.4 0.6 Continued from previous page 11:39 1.1 12:33 0.5 13:27 0.2 14:21 0.2 11:42 1.4 12:36 0.5 13:30 0.2 14:24 0.2 11:45 1.6 12:39 0.5 13:33 0.2 14:27 0.1 11:48 1. 7 12:42 0.4 13:36 0.2 14:30 0.1 11: 51 2.2 12:45 0.4 13 :39 0.2 14:33 0.0 11:54 3.2 12:48 0.4 13:42 0.2 14 :36 0.2 11 :57 4.1 12:51 0.4 13:45 0.2 14:39 0.1 12:00 4.5 12:54 0.4 13:48 0.2 14:42 0.1 12:03 4.7 12:57 0.4 13:51 0.2 14:45 0.0 12:06 4.2 13:00 0.3 13:54 0.2 14:48 0.2 12:09 2.9 13:03 0.3 13:57 0.2 14:51 0.1 12:12 1.8 13:06 0.3 14:00 0.2 14:54 0.1 12: 15 1.3 13:09 0.3 14:03 0.2 14:57 0.0 12: 18 1.0 13: 12 0.3 14:06 0.2 15:00 0.2 12:21 0 .9 13: 15 0.3 14:09 0.2 15:03 0.1 12:24 0.7 13: 18 0.3 14: 12 0.2 15:06 0.1 12:27 0.6 13:21 0.3 14 :15 0.2 12:30 0.6 13:24 0.3 14: 18 0.2 Voll.Ille of runoff = 0.27 ac. ft. Depth of runoff = 5.30 in. Rectangular Channel Analysis & Design Open Channel -Uniform flow Yo r ksheet Name: Conment: OUTLET # 2 Solve For Depth Given Input Data: Bottom Yidth ••••• Manning's n ..•.•. Channel Slope •.•. Discharge .•.••••• Computed Results: Depth ......•.••.• Velocity •••••.••• Flow Area ....... . Flow Top Yidth .. . Yetted Perimeter . Critical Depth ••. Critical Slope ••• Froude Nl.lllber •••• 8.00 ft 0.012 0.0075 ft/ft 4.70 cfs 0.18 ft 3.30 fps 1.43 sf 8.00 ft 8.36 ft 0.22 ft 0.0037 ft/ft 1.38 (flow is Supercritical) Open Channel Flow Module, Version 3.2 (c) 1990 Haestad Methods, Inc . * 37 Brookside Rd * Yaterbury, Ct 06708 Figure XII Development Permit City of College Station, Texas Site Legal Description: __ D_r_o_z_d_s_u_b_d_i_v_i_s_i_· o_n_. _,_L_o_t_i ____________ _ 2D Homes S.t 0 Victor Drozd 1 e wner: ------------- Architect/ Engineer: Urban Design Group Contractor: ------------- 2702 Wildflower Drive Address : Bryan, Texas 77805 Telephone: 774-1257 Address : P.O.Box 10153 CS, TX 77842 Telephone No : 6_9_6-_96_5_3_-'----- Address: ------------- Telephone No: ----------- Date Application Filed : September 30 ' 1997 Approved:------------ Application is hereby made for the following development specific waterway alterations: construction of commercial development including parking, drainage, utilities, etc. D Application Fee GJ Signed Certifications Q: Drainage and erosion control plan. with supporting Drainage Report two (2) copies each. Cl Site and Construction Plans, with supporting Drainage Report two (2) copies each. D Other : ------------------------------- ACKNOWLEDGMENTS: I, .At/~~ . , design engineer/owner, hereby acknowledge or affirm that: ~A~ Detiorah e ing The inf orma~m::nconclusions contained in the above plans and supporting documents comply with the current requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards . As a condition of approval of this permit application, I agree to construct the improvements proposed in this application according to these documents and the requirements of Chapter 13 of the e Station City Code. Contractor ·-·-·--... --.... -··--. -'"'=-------------------------------------c... g c: 0 :p ro > Q) w Drozd Subdivision dra inage 285 280 275 270 Pa.-1, --v- WS1 • Invert I,.... ~ p.-:.r; ':5 -n-. c:. 2 .... ~ ~ .5 cpr ft:_ -pa::...;.-) -f>--i~ r<_ 1..5 ~/er .03, ;,...~c.. ;,.., J>'..::;+-c.r .:s..,r ~ '-C.. e..1-e.~~o-.-., ...,PC>-,...>~-r-C:.-_...... •+=--+-h, c... ProP~<-~ e...__/ vc.,...+. ( /r;::,c lR_.) _,,_ __ 1'..s --,_ --• , r 1-.., --r~-....,. ,,..._.,,,.._,,.<. <Ii_ ...n...c ~/..,_,..+I J:.-.+ ~fl 1°<) 'r-12. F,o-...) • , . e • '-$ c::.=,..., ~ -.....,~ ......_ "-""'shA-..P ......._ 0 .. 265 J0~.---1,00-,--20r0---r~3010-,-410-0 --,--50T0--.~60~0~~7~0=0---,8o)oo Main Channel Distance (ft) HEC-RAS Plan: Plan 09 Reach: drainage -~i~W :@~tt~w;: %WA!*-'.fft WW\1!i:~iAAW w~ww ~w W*OOMH~Wi! tl.@~~MM rnw~:i:i.(1.'¥.W: :(U®W.W% mti···: .. :.· -~= ~ .. ~ .. ~= =Mmmmmn =tWW(#:mm: rnmmi!nmm: mmmmnm: mmrmmmm mmrn~rnmm :mm•mm :mm:t.w.~rnw: :rnn~~n~rnm: Mlmiffl'MW: i!mmmmmw. ~~~\i,i!tMml::; 16.00 2a1.10 282.99 283.04 0.011555 1.82 8.80 13.e1 o . .co m.~twn 16.oo 281.30 w2.12 282.75 0.010086 1.48 10.19 15.14 o.31 m.:~~mrmm 21.53 281.00 282.21 282.32 o.039460 2.61 8.26 13.86 o.59 @tif~iMiim! 21.59 280.06 281.11 281.33 o.om36 3.28 8.41 15.21 0.18 "$.~i~~ii@i'l 27.59 279.62 280.97 281.06 0.007096 2.39 11.54 17.08 0.51 tttflmrnmi 34.60 219.18 280.87 280.93 o.003912 2.01 18.11 19.79 o . .co ~mrnm 34.60 218.47 280.86 2eo.89 o.000910 1.21 21.32 22.81 0.20 ~i~MWW 41.001 2f7.77 I 260.6!> 279.23 280.87 0.000446 1.09 37.88 23.07 0.25 ~~~mmmr Culvert ~W.fi%N 46.15 275.73 278.82 278.86 I 0.001352 1.75 26.36 17.07 0.25 ~·'~iit'Wi 46.15 276.15 278.78 278.831 0.001885 1.89 24.47 18.62 0.29 Mt.#flii@W 48.91 278.57 278.71 278. 79 I 0.002993 2.21 22.25 20.23 0.36 ~~~iWm 48.91 275.79 278.71 278. 74 I 0.000739 1.37 36.23 23.n 0.19 M1,'§:N''iiifo 52.00 275.01 278.71 276.63 278.73 0.000296 1.02 51.91 26.28 o . .co ~'@KitM Culvert ~'P)wmw: 55.31 274.73 276.90 276.99 I 0.003794 2.38 23.23 21.44 o . .co ~i~i.WM% 58.50 274.94 278.33 278.61 I 0.020973 4.20 13.94 20.03 0.89 ~t~~iW@ 58.50 274.40 275.94 276.14 I 0.013394 3.58 16.33 21.26 0.72 ~#..~BMm 62.11 273.86 275.27 275.27 275.62 0.026714 4.76 13.04 18.54 1.00 ~t&W:li%ii 62.11 273.32 275.06 275.171 0.005908 2.65 23.47 25.73 0.49 fil~iW¥W:t 67.00 272.78 275.06 275.101 0.001185 1.54 43.67 33.09 0.23 t~-itwwmm 146.00 271.60 275.00 273.31 275.07 0.001069 2.16 69.50 31.27 0.22 j~'Mimimn Culvert ~~j;~M''.ii~t: 1n.as 267.43 272.11 212.181 o.oooen 2.09 93.64 43.09 0.22 't'l~nilm:+rn= 1n.as 267.83 272.11 272.151 0.000558 1.67 121.63 58.86 0.18 ~u~mnnm; 207.58 268.24 272.10 272.131 0.000458 1.52 156.68 73.97 0.16 ~M~MMM 207.58 267.88 272.09 272.12 0.000378 1.43 150.11 54.06 0.15 1¥.\ffMMiM 242.00 267.53 272.00 269.n 272.09 0.001200 2.44 99.17 33.92 0.25 HEC-RAS Plan: Plan 09 Reach: drainage ~ij$.~N t~~ql~\V!l ilW@.\~i! Hi.i'fi~AAa¥ lfft~ft~J.l ~:¢.ll'l~\~l'(: Wi&It.~ !U:itij~\ MtH*'®.t':M :lf.~f~t &!MMM1!% @MlmMlM MiMi«i.MiMl fi@mmmm: @Mil#.UlMM ii!iiMilf:illM!: MMM~mm: @Btti'-lMm Millf@.il1@t ~i~i~tmttHW tf.t~©mm 283.04 282.99 o.05 0.28 0.01 16.00 13.61 tt4JiJ~Mim 282.15 282.12 o.o3 o.43 0.01 16.00 o.oo 15.14 IQ.i.~1~mmrn 282.32 282.21 0.11 0.98 0.01 21.53 W.'.O'°··'·' 13.66 ri.t~tmmm 281.33 281.17 0.17 0.25 0.02 27.59 15.21 (;,$.~ .. ,~% 281.06 280.97 0.09 0.12 0.01 27.59 17.08 Jj@:i@mmi 280.93 280.87 0.07 0.04 0.01 34.60 19.79 JJtl~Mmm 280.89 280.86 0.03 0.01 0.00 34.58 0.021 22.81 m'Eim\M 280.87 280.85 0.02 0.00 0.00 40.80 0.201 23.07 ~n~~mmm Culvert lil.l~ti&lmt\ 278.86 278.82 0.05 0.03 0.00 46.15 17.07 itmtfi@i 278.83 278.78 0.06 0.05 0.00 46.15 18.62 ~~i~Wii 278.79 278.71 0.08 0.03 0.01 48.77 0.141 20.23 .ll.~~M 278.74 278.71 0.03 0.01 0.00 48.48 0.431 23.77 1JtJl.1%Mi 278.73 278.71 0.02 0.00 0.00 51.33 0.671 26.28 @.~~@!@ Culvert ~t~ft!!@M: 276.99 276.90 0.09 0.36 0.02 55.31 21.44 ®.~immm 276.61 276.33 0.27 0.45 0.02 58.50 20.03 ~tP.s.MM 276.14 275.94 0.20 0.50 0.02 58.50 21.26 1ii.~t1mmm 275.62 275.27 0.35 0.24 0.07 62.11 18.54 19.t~~MM 275.17 275.06 0.11 0.05 0.02 62.11 25.73 @~~l'.MM@ 275.10 275.06 0.04 0.03 0.00 66.95 0.051 33.09 ltill~mmm 275.07 275.00 0.07 0.00 0.00 143.86 2.141 31.27 t.tt~(Q;~miw; Culvert J.itlY.mmm 272.18 272.11 0.06 0.02 0.01 25.11 152.77 43.09 1f:1lttfl¥M! 272.15 272.11 0.04 0.01 0.00 53.83 124.05 58.66 l!~nm~mm 272.13 272.10 0.03 0.01 0.00 94.57 113.01 73.97 blf.MMMM 272.12 272.09 0.03 0.02 0.01 81.61 125.97 54.06 g~~~~~~~,~~~~ 272.09 272.00 0.09 0.00 0.00 242.00 33.92 Drozd Subdivision Drozd Drainage Riv Sta= 741.98 ___...,__ WSI Chl.fld • Ba,. Sta 285 g c 284 -B ~ 263 282 ·25 -20 -15 -10 ..s 0 5 10 15 Station (ft) Drozd Subdivision Drozd Drainage Riv Sta = 698 .13 288 ~ WSI G<w:>d • Bat* S'ta 285 .284 g ~ ... 1 w 283 282 281+--r--.~~~~~~~~~-+~~~~~...,...~ .25 -20 -15 -10 ..s 0 5 10 15 Station (ft) g c -B ~ iii g c 0 ... 1 w 288 285 284 263 282 Drozd Subdivision Riv Sta a 720 .055° .25 -20 -15 -10 ..s 0 5 Station (ft) Drozd Subdivision Drozd Drainage Riv Sta= 657.44 282.0 281 .5 281 .0 280.5 10 15 ~ Sta 280.0 +-~~~~~~~~~~~~~~~~~~~ -15 -1 0 .5 0 5 10 15 Station (ft) Drozd Subdivision Drozd S ubdivision Riv Sta= 633.874' Drozd Drainage Riv Sta .. 61 0.31 282.5 ~ 283.0 ~ WS1 Gr""1d • 282.5 Bank Sta Sta 282.0 282.0 281 .5 281 .5 g g c: 281 .0 c: 281 .0 0 0 "' ., E i [ij [ij 280.5 280.5 280.0 280.0 279.5 279.5 'I ' ''I' 'I' " I " ' 'I' " ' I " 'I 279.0 -20 -15 -10 -5 0 5 10 15 -25 -20 -15 -1 0 -5 0 5 10 15 Station (ft) Station (ft) Drozd Su bdivision Drozd Subdivision Riv Sta = 588.824' Droz d Drainage Riv Sta = 567.34 282.0 ~ 261 .0 ~ 281 .5 280.5 Sta .. 281 .0 280.0 280.5 279.5 g g c: 280.0 c: 0 0 ., "' E E 279.0 [ij [ij 279.5 278.5 279.0 276.5 278.0 276.0 I''' , I' " ' I " 'I 2n.5 -20 -15 -10 -5 0 5 10 15 -15 -1 0 -5 0 5 10 15 Station (ft) Station (ft) D ro zd Subdivision Drozd Subdivision Upstream Inside Riv Sta = 53 1.55 Downstream Inside Riv Sta "' 531.55 28 1.0 ----v-281 [!] WS1 -Gr.....:! • 280.5 B>nk Sia Sta 280 280.0 279 279.5 g g c c 27 8 i 0 .,, 279 .0 E w [jj 277 278 .5 276 278.0 277.5 275 -15 -10 -5 0 5 10 15 -15 -10 -5 0 5 10 15 Station (ft) Station (ft) D ro zd Subdivision Drozd Subdivision Drozd Drainage Riv Sta .. 495 .76 Riv Sta • 476 .59• 28 1 ----v-281 ~ WS1 -Gto<l'ld • 81'* Sta Sta 280 280 279 279 g g i 278 c ,g j w w 278 277 277 276 275 +-..-r.,.-,...,..-,-,-..,.....,,,...,.....,, .............. -.-.... .-,-..,..~,-..,..~ 276+-r-r.,-,,-,--,,-...-r.-r-rT"T-rT""T-,,rrT""T.-r-r~ -15 -1 0 -5 0 5 10 15 -15 -10 -5 0 5 10 15 Station (ft) Station (ft) Drozd Subdivision Drozd Subdivision Drozd Drainage Riv Sta = 457.42 Riv sta = 435 _950· 280.0 --280 --WS1 WSI --Ground Gn>und • • 279.5 Bair* Sta 8"'* Sia 279 279.0 278 278.5 g g c c .8 0 .,, i 278.0 ~ iii iii 277 277.5 276 277.0 276 .5 275 -15 ·10 .5 0 5 10 15 -15 -10 -5 0 5 10 15 Station (ft) Station (ft) Drozd Subdivision Drozd Subdivision Drozd Drainage Riv Sta= 414.48 Upstream Inside Riv Sta = 382 .64 280 ~ 280 ~ Sia Sia 279 279 I 278 278 I g g ~ c 0 ., ! ~ 277 iii 277 I 278 278 -15 ·10 .5 0 5 10 15 20 Station (ft) Station (ft) Drozd Subdivision Drozd Subdivision Downstream Inside Riv Sta = 382 .64 Drozd Drainage Riv Sta • 350.08 278.5 ~ 278.5 ~ WSI -Gtound 278.0 • 278.0 Bari< Sta Sia 277.5 277.5 277.0 277.0 g g ii 276.5 c 276.5 0 .,, ., z j iii UJ 276.0 276.0 I 275.5 275.5 275.0 275.0 274 .5 274 .5 -20 -15 -10 -5 0 5 10 15 -20 -15 -10 -5 0 5 10 15 Station (ft) Station (ft) Drozd Subdivision Drozd Subdivision Drozd Drainage Riv Sta = 302 .59 Riv Sta ., 275 .594* 277.0 ~ 276.5 [!] WSI Gtound • 111 ... Sia Sia 276.5 276.0 I 278.0 275.5 I g g c c 0 0 ., .,, z i iii 275.5 Ui 275.0 I 275.0 274.5 274 .5-M~~~~~~~~~~~~~~~~~~~ 27 4.0 +-r-T-r-irr-,,...-..-....-,-,-,.-,.....,-.,-r-T-.-.-r-r-irr-,,...--r-. -20 -15 -10 -5 0 5 10 15 -15 -10 -5 0 5 10 15 Station (ft) Station (ft) Drozd Subdivision Drozd Drainage Riv Sta = 248 .60 276.0 275.5 275.0 g c 0 ·~ w 274 .5 274 .0 273.5 -15 -10 .5 0 5 10 15 Station (ft) Drozd Subdivision Drozd Drainage Riv Sta= 205 .51 275.5 275.0 274 .5 g c 274.0 0 "' j w 273.5 I 273.0 272.5 -15 -10 .5 0 5 10 15 20 25 Station (ft) 275.5 275 .0 g c 274 .5 0 .,, i ijj 274 .0 273 .5 273.0 -15 ~ 275.0 WSI -GrOl.nd • a. .. St• 274.5 274 .0 273.5 g c 0 ., ~ 273.0 ijj 272.5 272.0 271 .5 -15 ·10 -5 Drozd Subd ivision Riv Sta .. 221.os5• 0 5 10 Station (ft) Drozd Subdivision 15 Drozd Drainage Riv Sta = 178.83 -10 .5 0 5 10 15 Station (ft) 20 ~ Sia 20 il Drozd Subdivision Drozd Subdivision Upstream Inside Riv Sta"' 149.44 Downstream Inside Riv Sta• 149.44 275 275 ~ ~ 274 274 Sta .. 273 273 2n 2n g g c 271 ~ 271 0 " ~ ~ [ij [ij -, 270 270 269 269 268 268 267 267 -15 -10 .s 0 5 10 15 20 -40 -30 -20 -10 0 10 20 Station (ft) Station (ft) Drozd Subdivision Drozd Subdivision Drozd Drainage Riv Sta= 119 .44 Riv Sta" 91 .7749* 275 ~ 275 ~ 274 274 Sta .. 273 273 2n 2n g g c 271 i 271 J 270 270 269 268 268 267 267 -40 .30 -20 -10 0 10 20 .so -40 -30 -20 -10 0 10 20 30 Station (ft) Station (ft) Drozd Subdivision Drozd Subdivision Drozd Drainage Riv Sta ,. 64 .11 Riv Sta • 32.055" 276 ~ 276 ~ :l 275 275 Ila Sta 274 274 I b 273 273 272 g g c 272 c ~ 0 .,, I E 271 (jJ (jJ 271 270 270 269 269 268 268 267 -80 -60 -40 -20 0 20 40 -40 -30 -20 -10 0 10 20 30 Station (ft) Station (ft) Drozd Subdivision Drozd Drainage Riv Sta .. 000 ' 276 ~ 275 Sta 274 273 272 g & .., ! 271 270 269 268 267 -20 -10 0 10 20 30 40 Station (ft) Drozd Subdivision drainage 285 280 £ -c: 275 0 +:::; ro > (l) w 270 265 -+--r-~--~~~~~~~~~~-r-~--~-,--, 0 100 200 300 400 500 600 700 800 Main Channel Distance (ft) I --v-- WS1 • Invert HEC-RAS Plan: Plan 10 Reach: drainage ~•.iN~f~NW )fq'!#.ii.Mf P~iW~~~~*-?• •m.~n~rn~wr m•m~W<1KW m:JAArn~!i.'i) •:M~ij'J JW~@@t@•tW.~%~@ bfi$\Wmn ·~UJfu'f mrnmrn::rnt mmti:imWM rimmm::::?:r• •:=•mmcmrn::::::•: ;;::;;;:mm;;;;r::;; :=irnm.&.m;;;:t• •:•:w::minrn::• •••rnit~~r=mu= t:rnOOJ:iij:mr• r;irncm:wm• ;;mnmw~rn tM\\i:i!WWtt 16.00 201.10 283.05 283.09 0.002053 1.40 11.41 14.93 0.20 ~w.&~~nww 16.oo 281.30 283.05 283.06 o.000537 o.89 18.24 18.72 0.15 ~~1iemmu 22.53 280.55 283.o5 281.48 283.06 0.000032 0.19 29.43 20.18 1.01 ~R[~)ii@N Culvert ~;\i!t:tiiiif 28.59 280.06 281.07 281.07 281.33 0.003745 4.09 7.00 13.87 1.01 ~;}imt:•=•mm 28.59 279.62 281.00 281.08 0.006913 2.39 11.97 17.40 0.51 oo.:o;~~mrnr•• 35.80 279.18 280.90 280.96 0.003842 2.06 17.28 20.13 0.39 AA';~nn=i 35.60 278.47 280.89 280.92 0.000898 1.28 27.98 22.95 0.20 ~;1JffiWm 42.00 277.77 280.88 279.24 280.90 0.000443 1.10 38.55 23.07 0.25 1~*;~·;;;rm::; Culvert ~um:•+n; 47.15 275.73 278.83 278.88 0.001371 1.77 26.64 17.17 0.25 ~14@.fo@!ii( 47.15 276.15 278.80 278.85 0.001903 1.90 24.78 18.73 0.29 ~t,~mm%:•• 49.91 276.57 278.73 278.80 0.002987 2.23 22.58 20.38 0.36 ~~~;~¢:Mt/ 49.91 275.79 278.73 278.76 0.000746 1.38 38.62 23.83 0.191 ~~~MUM\iiJ 53.00 275.01 278.73 276.65 278.75 0.000300 1.03 52.34 26.33 0.41 ~~Mtt:r••:=•: Culvert ~;®?Mi••:::==•:• 57.31 274.73 276.92 277.01 0.003846 2.41 23.73 21.67 0.41 AAg;~•MMn 60.50 274.94 276.35 276.63 0.020962 4.23 14.30 20.29 0.891 ~)MMMU 60.50 274.40 275.96 276.16 0.013222 3.59 16.83 21.58 0.121 @.fii:MMM 64.11 273.86 275.28 275.28 275.64 0.027327 4.84 13.24 18.69 1.01 W.i®m./t\:: 64.11 273.32 275.06 275.17 0.006403 2.75 23.33 25.69 0.51 m;~mmmr 67.00 272.78 275.06 275.10 0.001185 1.54 43.67 33.09 0.23' M':OMWWl•• 146.00 271.60 275.00 273.31 275.07 0.001069 2.16 69.50 31.27 0.22' ~~~;~!tM+n:• Culvert ' rntM.m:t=;;+ 177.88 267.43 272.11 272.18 0.000877 2.09 93.84 43.09 0.22 ~mt~~rn::::::::::: 177.88 267.83 272.11 272.15 0.000558 1.67 121.63 58.66 0.18' ~MlilWJM:' 207.58 268.24 272.10 272.13 0.000458 1.52 158.68 73.97 0.16: @».M:rnn1n 207.58 267.88 272.09 272.12 0.000378 1.43 150.11 54.06 0.151 ~:•::mirm:rn 242.00 267.53 272.00 269.77 272.09 0.001200 2.44 99.17 33.92 0.251 HEC-RAS Plan: Plan 10 Reach: drainage MW!!itiMi': n11;:q{e)J.Y,] WW.~§.f;.ijNt lV~KBP.~fI ':f~JJ.iii'. ;;::it~JJ;,~K@m.l:rtf.it1D i6:!Q.1:imt .rna.:m&irn: tt4twmm:: rnnn;;m;m;w. ::;::rm~mIJ::m; :m:':::::::':::'mj::::::'tt: tm:;::;m~1::::;::::::::1: ::::•m;;m~wm;m:: 1m::;::r1ttl'.1;;:::'rn e1mt~~1rnm. ''::::uu«~J;::w;:: rnmw.!1rnm MM!lit.MM tt1\'HtfME 203.09 203.05 o.o3 0.02 0.01 16.00 14.93 HIU~l~Mtl 203.06 203.05 0.01 o.oo o.oo 15.89 0.11 18.12 fii~l~!Nbl 203.06 203.05 0.01 o.oo o.oo 22.31 0.16 20.10 fttift@MM Culvert @t.i.tf.!MWfoi 201.33 281.07 0.26 0.12 0.05 28.59 13.87 P~.f:t.itmm 201.00 281.00 0.09 0.12 0.01 28.59 17.40 f:j~l.~X\lJ['i 200.96 280.90 0.07 0.03 0.01 35.60 20.13 i.i.ID:f%t: 280.921 280.891 0.031 0.01 0.00 35.57 0.03 22.95 mmu.nrnm;: 280.901 280.881 0.021 0.00 0.00 41.77 0.23 23.07 1t~ij1;:rn•mm· Culvert i!fl.tMmmr· 278.88 278.83 0.05 0.03 0.00 47.15 17.17 ~ll~n%MW 278.85 278.80 0.06 0.05 0.00 47.15 18.73 ~t.1.~mrn:r 278.80 278.73 0.08 0.03 0.01 49.75 0.161 20.36 ~~lMMMf 278.76 278.73 0.03 0.01 0.00 49.45 0.461 23.83 !Hf.ll:HWM' 278.75 278.73 0.02 0.00 0.00 52.30 0.701 26.33 ~iu.rnrnm: Culvert Ml.Mmwmm 277.01 276.92 0.09 0.36 0.02 57.31 21.67 ®.i.t.~rntrn 276.63 276.35 0.28 0.44 0.02 60.50 20.29 n~~~Bt@+ 276.16 275.96 0.20 0.51 0.02 60.50 21.58 gjf)ij,i@Jl} 275.64 275.28 0.36 0.25 0.07 64.11 18.69 ~it.~~f.M)/;:::'' 275.17 275.06 0.12 0.05 0.02 64.11 25.69 @~4.iwnm: 275.10 275.06 0.04 0.03 0.00 66.95 0.051 33.09 n1tl1i':nr::::;• 275.07 275.00 0.07 0.00 0.00 143.86 2.141 31.27 1!f}Qi:f?':::::::= Culvert Mf.l.'-lrnMit 272.18 272.11 0.06 0.02 0.01 25.11 152.77 43.09 lH:tt.D.f:Mff 272.15 272.11 0.04 0.01 0.00 53.83 124.05 58.66 w.nn;mrn; 272.13 272.10 0.03 0.01 0.00 94.57 113.01 73.97 i:t;~P.ftmw 272.12 272.09 0.03 0.02 0.01 81.61 125.97 54.06 ®.~•rmm:m1rn•· 272.09 272.00 0.09 0.00 0.00 242.00 33.92 Drozd Subdivisi on Drozd Drain age Riv Sta = 7 4 1.98 287 I 266 265 g c 264 0 .,, j w 263 282 281-1-~---.~.----.--r~--,r-,..-.-~---.~.---,..--,-~~ -25 -20 -15 -10 -5 0 5 10 15 Station (ft} Drozd Subd ivisi on Drozd Drai nage Riv Sta = 698 .13 286 285 284 g c 283 0 .,, i iii 282 261 2so-1-~---.~.----.--,.---.~r-,..-.-~---.~.----.--r~-. -25 -20 -15 -10 -5 0 5 10 15 Station (ft} --<r- WS1 GrWld • Bank Sta --<r-- WS1 Grcx.nd • Barj( Sta g c 0 .,, j w g c 0 ! 286 285 284 283 282 Drozd Subdivision Riv Sta = 720 .055* 281-t--r--.-.---,r-.-.--.--,--,----,~.---.--.--r--r--i -25 -20 -15 -10 0 5 10 15 Station {ft) Drozd Subdivision Upstream Insi de Riv Sta= 677 .85 286 285 264 263 262 281 2so-1-~---.~.---,..--,.-~--,r-,..-.-~---.~.----.--r~--, -25 -20 -15 -10 -5 0 5 10 15 Station (ft) ~ WSI --Ground • Ba'* Sta ~ WS I --Grolnd • aa'* Sta 282.5 282.0 28 1.5 g c 0 "' ~ ill 281.0 280.5 280.0 ·15 282.5 282.0 281 .5 g c 28 1.0 .g j w 280.5 280.0 279.5 -20 Drozd Subd ivi sion Down stream In sid e Riv Sta= 677 .85 -10 -5 0 5 10 Station (ft ) Drozd Subd ivis ion Riv Sta = 633 .8 74* -15 -10 -5 0 5 10 Station (ft ) 15 15 _..,.._ WS 1 -Ground • Bank Sta _..,.._ WS 1 -Grot.nd • Bank Sta Drozd Subdivision Drozd Dra inage Riv Sta= 657 .44 282 .0 281.5 g c 281 .0 '8 ~ ill 280.5 280.0 -15 ·10 .5 0 5 10 15 Station (ft) Drozd Subd ivision Drozd Drainage Riv Sta= 610 .3 1 283.0 ~ 282.5 SU 282.0 281.5 g c 28 1.0 0 . ., ~ ill 280.5 280.0 279 .5 279 .0 -25 -20 -15 -1 0 -5 0 5 10 15 Station (ft) Drozd Subdivision Drozd Subdivision Riv Sta= 588 .824 * Drozd Drainage Riv Sta= 567.34 282.0 ---281 .0 ~ WS 1 -Grol.nd 281 .5 • Bank Sta 280.5 Sia 281 .0 280.0 280.5 279 .5 g g c: 280.0 c: 0 0 .,, .,, z ~ 279 .0 m m 279.5 278.5 279.0 278.5 278.0 278.0 277.5 -20 -15 -10 -5 0 5 10 15 -15 -10 -5 0 5 10 15 Station (ft) Station (ft) Drozd Subdivi sion Drozd Subdivision Upstream Inside Riv Sta= 531 .55 Downstream Inside Riv Sta = 531 .55 281 .0 ---281 --WS1 WS1 --+-- Grocnd Ground • • 280.5 B;mk Sta BoMSta 280 I 280.0 279 279.5 g g c: c: 278 0 0 .,, "" ~ 279 .0 ~ m m I 277 278.5 278.0 276 277.5 275 -15 -10 -5 0 5 10 15 -15 -10 -5 0 5 10 15 Station (ft) Station (ft) Drozd Subdivision Drozd Drainage Riv Sta= 495 .76 281 280 279 g c 278 0 .,,, j w 277 276 __..,,.__ WS1 --Ground • Ba nk Sta g c 0 ., ~ [jj 281 280 279 276 277 Drozd Subdivision Riv Sta = 476 .59* Drozd Subd ivi sion Drozd Draina ge Riv Sta = 4 14 .48 278 g c: 0 .. ~ 277 Station (ft) Drozd Subd ivisi on Downs tream In sid e Riv Sta = 382 .64 278.5 278.0 277.5 277.0 g c: 276 .5 0 "' i iii 276.0 275.5 275.0 2 74 .5 -h~~~~~~~~~~~~~~..,....~~~~ ·20 ·15 -10 .5 0 5 10 15 Station (ft) ~ WS 1 Go-0\Kld • Bank Sta ~ WS1 Go-0\Kld • Ba nk Sta Drozd Subdivision Upstream Inside Riv Sta = 382 .64 280 279 278 g c: 0 l iii 277 276 275 +-~~~.,.,-,,rr,..,....,....,.,~rr,..,-.,..,-.,.,..,....~~.,..,..,., -15 -10 .5 .o 5 10 15 20 Station (ft) Drozd Subdivision Drozd Dra inage Riv Sta = 350 .08 278.5 278.0 277.5 277.0 g c: 276.5 0 l iii 276 .0 275.5 275.0 27 4.5 -hro,..,-.,..,-.,.-,-,,ro,..,-.,..,-.,.-,-,,ro,..,-.,..,-.,.-,..,....ro,..,-,.,..,.-, -20 -15 -1 0 .5 0 5 10 15 Station (ft) Drozd Subdiv ision Drozd Drainage Riv Sta = 302 .59 277.0 276.5 276.0 g " .g j w 275.5 275.0 274 .5 +,~..-.,.-,..,....,...,..,....~..,..,.-,..,....,...,..,....~..,..,.-,..,....,...,..,....,...,..,..,.-,..,....,..., -20 -15 -10 -5 0 5 10 15 Station (ft) Drozd Subdivision Drozd Drainage Riv Sta = 248 .60 276.0 275.5 I 275.0 I g " 0 ., z [jj 274.5 I 274.0 273.5 +,...-,-..,--.-..,-..,....,....,-,-,,....,-,-,..,....,-,..,....~..,....,...,...,....,...-,-~,....,-,-, -15 -10 -5 0 5 10 15 Station (ft) ~ WS1 -G<Wld • Bat* Sta ~ WS1 G<Wld • Bank Sta g " 0 "' j w g " 0 ~ [jj 276.5 276.0 275.5 275.0 274 .5 274 .0 -15 -10 276.0 275.5 275.0 274 .5 274 .0 273.5 Drozd Subdivision Riv Sta = 275.594* -5 0 5 Station (ft) Drozd Subdivision Riv Sta= 227 .055* 10 15 273.0-h-,,c.--rrrrr-rrrTTTT,...,.,...,.-,,..,....,-,rr,,-..,..,.-.,.,-,-, -15 -10 -5 0 5 10 15 20 Station (ft) ~ WS1 --• Ba'* Sb Drozd Subdivisio n Drozd Subdivision Drozd Drainage Riv Sta= 205 .51 Dro zd Drainage Riv Sta = 178.83 275.5 ---<;>--275 .0 WS1 -Ground • Bank Sta 274 .5 275 .0 274 .0 274 .5 273.5 g g c: 274 .0 c: 0 0 . ., ·~ j 273.0 w w 273.5 272.5 273.0 272.0 272.5 271 .5 -15 ·10 .5 0 5 10 15 20 25 -15 ·10 .5 0 5 10 15 20 Sta ti on (ft) Station (ft) Drozd Subd ivis ion Drozd Su bdivision Upstream Inside Riv Sta= 149.44 Downstream Insi de Riv Sta = 149.44 275 275 -Groood 274 • 274 Bank Sta 273 273 272 272 g g c: 271 c: 271 0 0 ., . ., ~ ~ " w w 270 270 269 269 268 268 267 267 ·15 ·10 .5 0 5 10 15 20 -40 ·30 ·20 -10 0 10 20 Station (ft) Station (ft) Drozd Subdivision Drozd Subdivision Drozd Dra inage Riv Sta = 119.44 Riv Sta = 91 . 77 49* 275 275 ~ 274 274 Sta 273 273 272 272 g g c 271 c 271 i 0 -~ [jj [jj 270 270 269 269 268 268 267 267 -40 -30 -20 -10 0 10 20 .50 -40 -30 -20 -10 0 10 20 30 station (ft) station (ft) Drozd Subdivision Drozd Subdivision Drozd Drainage Riv Sta = 64 .11 Riv Sta= 32 .055* 276 ~ 276 ~ WS1 -Ground 275 • 275 Bank Sta Sta 274 274 273 273 g g 272 c 272 c .g 0 "' ~ j 271 [jj w 271 270 270 269 I 269 268 268 I' , I 267 ·80 -60 ·40 ·20 40 -4 0 -30 -20 -10 0 10 20 30 station (ft) station (ft) Drozd Subdivision Drozd Drainage Riv Sta = 000 276 -<r- WS1 -Gnx.nd 275 • Bank Sta 274 273 272 g c: 0 ., j 271 w 270 269 268 267 ·20 ·10 0 10 20 30 40 Station (ft)