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HomeMy WebLinkAbout46 A&M Expressway 99-327 101 Greens Prairie Rd.)if 1. p 2. ~ 3. SUBMIT APPUCA.TION ANDTHIS usr CHECKED on wrru 10 FOLDED COPIES OF SITE PUN FOil llEVIEW SITE PLAN MINIMUM REQUIREMENTS (ALL CITY ORDINANCES MUST BE MET) INCLUDING BUT NOT LIMITED TO THE FOLLOWING: Sheet size -24" x 36" (minimwn). A key map (not necessarily to scale). Title block to include: CJ Name, address, location, and legal descriptioo CJ Name, address, and telephone nwnber of applicant CJ Name, address, and telephone nwnber of developer/owner (if differs from applicant) CJ Name, address, and telephone nwnber of architect/engineer (if differs from applicant) CJ Date of submittal CJ Total site area 4. 5. 6. 8. ~ North arrow. Scale should be largest standard engineering scale possible on sheet. Ownership and current zoning of parcel and all abutting parcels. Existing locations of the following on or adjacent to the subject site: Streets and sidewalks (RO.W.). Driveways (opposite and adjacent per Driveway Ordinance 1961). Buildiop. Water courses . Show all easements clearly designating as existing and type (utility, access, etc.). 100 yr. floodplain and floodway (if applicable) on or adjacent to the proposed project site, note if there is DODC 00 the site . Utilities (noting size and designate as existing) within or adjacent to the proposed site, including building transformer locations, above ground and underground service connections to buildings, and drainage inlets. ·Meter locations . Topography (2' max or spot elevations) and other pertinent drainage information. (If plan has too much information, show drainage on separate sheet.) Proposed location, type and dimensions of the following .: Phasing . Each phase must be able to stand alone to meet ordinance requirements . The gross square footage of all buildings and structures and the proposed use of each . If different uses are to be located in a single building, show the location and size of the uses within the building . Building separation is a minimum of 15 feet w/o additional fire protection . Setbacks . Show building setbacks as outlined in Ordinance 1638 Zoning Ordinance, (Section 7 , Table A). Off-Street parking areas with parking spaces drawn, tabulated, and dimensioned . Minimum parking space is 9' x 20', or on a perimeter row 9' x 18' with a 2' overhang. Designate number of parking spaces required by ordinance and provided by proposal . Handicap parking spaces . SITE PLAN CHECKLIST SITE.CK.DOC 0312~199 1 o(J NOTE: CJ CJ CJ CJ ~ 9. d 10. Padcing Islands . Raised landscape islands, (6" raised curb) a minimwn of 180 sq. ft. are required at both ends of every parking row (greenspace area contiguous to the end island maybe applied toward the required 180 sq. ft.). Additionally, 180 sq. ft. of landscaping for every 15 interior parking spaces must be provided . All required islands must be landscaped or set with decorative pavers, or stamped dyed concrete or other decorative materials as approved. Drives. Minimwn drive aisle width is 23' with head-in parking or 20' without parking. Curb cuts. For each proposed curb cut (including driveways, streets, alleys, etc.) locate existing curb cuts on the same opposite side of the street to determine separation distances between existing and proposed curb cuts . Indicate driveway throat length as measured in the Driveway Ordinance. (See Ordinance 1961 for driveway location and design requirements.) Security gates (show swing path and design specs with colors). Sidewalks (both public and private). Sidewalks are required at time of development if property bas frontage on a street shown on the Sidewalk Master Plan or ifthe review staff determines the necessity. (Refer to Section 10.2 of the Zoning Ordinance). Medians. Show any and all traffic medians to be constructed on site. Landscape Reserve . A twenty four foot setback from R.O .W . to curb of parking lot is required. Pavement may encroach into this 24' reserve by up to 1134 square feet if streetscape requirement can still be met. In no case may the pavement be less than 6' from the property line. Corrunon open spaces sites 1.-0ading docks Detention ponds Guardrails Rdaining walls All required and other types of fences (a 6' privacy fence is required between industrial/commercial and residential developments as well as between multi-furnily and single family developments). Sites for solid waste containers with screening . Locations of dwnpsters are accessible but not visible from streets or residential areas. Gates are discouraged and visual screening is required. (Minimwn 12 x 12 pad required.) Show all easements clearly designating as proposed and type (utility, access, etc.). If dedicated by separate instrument list by volwne and page. Utilities (noting size and designate as proposed) within or adjacent to the proposed site, including building transformer locations, above ground and underground service connections to buildings . Meter locations (must be located in public R.O .W. or public utility easement.). Proposed grading ( l' max for proposed or spot elevations) and other pertinent drainage information. (If plan bas too much infonnation, show drainage on separate sheet.) Show proposed and existing fire hydrants. Fire hydrants must be located on the same side of a major street as a project, and shall be in a location approved by the City Engineer. Any structure in any zoning district other than R-1, R-lA, or R-2 must be within 300 feet of a fire hydrant as measured along a public street, highway or designated fire lane. Show fire department connections. FDC's should be within 150' of the fire hydrant. In no case shall they be any further than 300' apart, and they shall be accessible from the parking lot without being blocked by parked cars or a structure . Show fire lanes . Fire lanes a minimwn of 20 feet in width with a minimwn height clearance of 14 feet must be established if any portion of the proposed structure is more than 150 feet from the curb line or pavement edge of a public street or highway . Fire hydrants must be operable and accepted by the City, and drives must have an all weather surface as defined in the Zoning Ordinance Section 9 before a building permit can be issued . Will building be sprinkled? Yes Cl No JZf" If the decision to sprinkle is made after the site plan has been approved, then the plan must be resubmitted . Wheelstops may be required when cars overhang onto property not owned by the applicant or where there may be conflict with handicap accessible routes or above ground utilities, signs or other conflicts . SITE PLAN CHECKUST SITECK.DOC 03fl5199 2of3 ;;e. 11. I 12 . ef A ~ ~- sa Aft a ;i 13. ;I 14. flf 15 . i 16 . Cl 17. Cl 18. Cl 19. Cl 20. NOTE: Show curb and pavement detail. A 6" raised curb is required around all edges of all parts of all paved areas without exception . (f o include island, planting areas, access ways, dumpster locations, utility pads, etc.) Curb details may be found in the Zoning Ordinance Section 9 and alternatives to those standards must be approved by the City Eogioa:r. No exception will be made for areas designated as "reserved for future parking". ladscape plans as required in Section 11 of the Zoning Ordinance (See Ordinance# 1638 .) The landscaping plan can be shown on a separate sheet if too much information is on the original site plan. If requesting protected tree points, then those trees need to be shown appropriately barricaded on the landscape plan. Attempt to reduce or eliminate plantings in easements . Include information on the plans such as: required point calculatioos additiooal streetsc.ape points required. Streetscape compliance is required on all streets larger than a residential street. calculations for # of street trees required and proposed (proposed street tree points will accrue toward total landscaping points.) proposed new plantings with points earned proposed locations of new plantings screening of parking lots screening of dumpsters, detention ponds, transformers, AJC units, loading docks, propane tanks, utility demarcation point on buildings, or other areas potentially visually offensive. existing landscaping to remain show existing trees to be barricaded and barricade plan. Protected points will only be awarded if barricades are up before the first development permit is issued. Show irrigation system plan. (or provide note on how irrigation system requirement will be met prior to issuance of C .O.) All plans must include irrigation systems for landscaping. Irrigation meters are separate from the regular water systems for buildings and will be siz.ed by city according to irrigation demands submitted by applicant and must include backflow prevention protection. Is there any landscaping in TxDOT RO.W. 7 If yes, then TxDOT permit must be submitted. Will there be any utilities in TxDOT RO.W. 7 If yes, then TxDOT permit must be submitted. Will there be access from a TxDOT RO.W. 7 If yes, then TxDOT permit must be submitted . Yes Jd Yes Cl Yes p No Cl No )2( No Cl The total number of multi-family buildings and units to be constructed on the proposed project site . The density of dwelling units per acre of the proposed project. Provide a water and sanitary sewer legend to include water demands (minimum, maximum and average demands in gallons per minute) and sewer loadings (maximum demands in gallons per day). Are there impact fees associated with this development? Yes Cl No Cl Signs are to be permitted separately. SITE PLAN CHECKUST Sn-ECK.DOC OJflS/99 Jo{J r . ROGERS ENGINEERING SERVICE;S GEOTECHNICAL, STRUCTURAL & ENVIRONMENTAL ENGINEERING SERVICES I ' . DRAINAGE REPORT A&M EXPRESSWAY RES JOB #5001-18-0019-99 ARCHITECT: RUPPEL ARCHITECTURE CIVIL EN.GINEER: ROGERS ENGINEE;RlNG SERVICES I P.O . Box 619 ·Brenham. Texas 77834-0619 • (409) 836-6855 •fax (409) 836-6847 P.O. Box 10763 ·College Station, Texas 77842-0763 • (409) 680·8840 •fax (409) 680-8841 ROGERS ENGINEERING SERVICES GEOTECHNICAL, STRUCTURAL & ENVIRONMENTAL ENGINEERING SERVICES November 8, 1999 Mr. Jeff Tondre, P.E . Assistant Civil Engineer City of College Station P.O. Box 9960 1101 Texas Avenue College Station, Texas 77842 Dear Mr. Tondre: Attached is the drainage report as prepared by Rogers Engineering Services for the proposed A&M Expressway to be located on the northeast corner of the intersection between Greens Prarie Road and State Highway Six. This report includes the results of a rational method analysis of the site for a storm with a one hundred (100) year frequency . Should you require further information or have any questions concerning the report, please feel free to call our College Station office regarding this project. ;i<>,~~~~~ Thank you, -.~ ~F r~i\l ~it (±; ;;~*~-?d>;~ v.; L. I'. I 1 .\ * ~ /II# f=OO oU"moo ·-oo•OO~:.~ .. ~ ALTON G. ROGERS t? ~..eoooooo~ooeeo00 004llOQ•OOOO O•••i Alton G. R , P.E. r..~\ 50 833 //t?J "f. 0 0 • 1-iJ ,':J ~~;('\~oo •• (/"'ENS<C.<?··· ~ d " ....... •• r A ,_ ~ us o0••1u•i;, ~vc3' ~~..:.{l~,:~;p.~-°" P .O . Box 619 ·Brenham. Texas 77834-0619 • (40 9) 836-6855 •fax (409) 836-6847 P .O. Bo x 10763 •College Station , Texas 77842-0763 • (409) 680-8840 •fax (409) 680-8841 ROGERS ENGINEERING SERVICES GEOTECHNICAL, STRUCTURAL & ENVIRONMENTAL ENGINEERING SERVICES DRAINAGE REPORT A&M EXPRESSWAY RES JOB #5001-18-0019-99 ARCHITECT: RUPPEL ARCHITECTURE CIVIL ENGINEER: ROGERS ENGINEERING SERVICES P .O . Box 619 ·Brenham . Texas 77834-0619 • (409) 836-6855 ·fax (409) 836-6847 P.O. Box 10763 •College Station , Texas 77842-0763 • (409) 680-8840 •fax (409) 680-8841 TABLE OF CONTENTS CERTIFICATION SHEET ................................................. 1 PROJECT DESCRIPTION ................................................. 2 DRAINAGE BASIN DESCRIPTION .......................................... 3 DRAINAGE DESIGN CRITERIA ........................................... .4 DRAINAGE FACILITY DESIGN ............................................. 5 CONCLUSIONS ......................................................... 6 FIGURES .............................................................. 7 REFERENCES ....................................................... 11 APPENDIX .......................................................... 12 P.O . Box 619 ·Brenham. Texas 77834-0619 • (409) 836-6855 •fax (409) 836-6847 P.O . Box 10763 •College Station , Texas 77842-0763 • (409) 680-8840 •fax (409) 680-8841 CERTIFICATION SHEET I hereby certify that this report (plan) for the drainage design of the A&M Expressway was prepared under my supervision in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof. P.O. Box 619 •Brenham, Texas 77834-0619 • (409) 836-6855 •fax (409) 836-6847 P .O. Box 10763 •College Station , Texas 77842-0763 • (409) 680-8840 •fax (409) 680-8841 1 PROJECT DESCRIPTION The proposed project is a new convenience store and restaurant located at the northeast corner of the intersection of Greens Prairie Road and State Highway Six. A map to the project site may be seen on Figure 1. Water is carried to the site by way of three (3) drainage structures . At the northwest corner of the property , a nine (9) foot by three and one half (3.5) foot box culvert carries water across Highway Six to an open channel along the north property line. A twenty-four (24) inch reinforced concrete pipe (RCP) carries water along the Highway Six access road under Greens Prairie Road to the southwest corner of the subject tract. This drainage flows in an open channel to the northwest corner and into the open channel along the north property line. A thirty-six (36) inch RCP carries water under Greens Prairie Road to the southeast corner of the subject tract. This drainage is carried northward by an open channel that runs along the east property line. The surrounding area is undeveloped except for the water tower and GTE Office located west of the subject tract across Highway Six . Due to the expansion of the Pebble Creek Subdivision (southeast of this site) and the College Station Business Park (south of this site), future development of the surrounding area is anticipated. The proposed site consists of one and three quarter (1.75) acres. The existing coverage on the site consists of grasses and some small trees . The site itself is generally flat. Water is carried to the adjacent drainage channels by way of sheet flow . A shallow draw is located on the northwest corner of the subject tract that drains int0 the adjacent drainage channel along the north property line. The proposed A&M Expressway will consist of a gas station/convenience store, restaurant , and retail space . Surrounding the building is a parking area , and a detention pond is to be located in the northeast corner of the site. P.O. Box 619 •Brenham . Texas 77834-0619 • (409) 836-6855 •fax (409) 836-6847 P .O. Box 10763 •College Station , Texas 77842-0763 • (409) 680-8840 •fax (409) 680-8841 2 DRAINAGE BASIN DESCRIPTION This site is part of the Lick Creek I Drainage Basin. The drainage from and around this site drains into Spring Creek. Spring Creek flows roughly eastward into Lick Creek. Runoff runs into the creek by way of open channels . The existing channels that carry water around this site are grass lined earthen channels with fairly large capacity. The majority of the increased flow from development of this site will be carried to the detention pond and released slowly through a culvert into the existing channel. The outflow point will be riprapped with gravel beds to avoid erosion and help dissipate the energy from the concentration of the runoff flow. Any remaining flow from the site will be released directly into the channels. These flows, while greater than the undeveloped flows, are still very low when compared to the capacity of the channels. The additional flow will not significantly increase runoff and thus need not be metered from the site. Where possible, however, on site detention and curb cuts shall be used to limit the flow as much as possible . Where runoff exits the site through curb cuts, gravel riprap will be used to prevent erosion. Due to the use of these practices, the development of this site will not significantly affect the drainage basin. P .O. Box 619 •Brenham. Texas 77834-0619 • (409) 836-6855 •fax (409) 836-6847 P.O . Box 10763 •College Station , Texas 77842-0763 • (409) 680-8840 •fax (409) 680-8841 3 DRAINAGE DESIGN CRITERIA The A&M Expressway s ite drainage was analyzed with the rational method and modified rational method. The rational method was performed as described in the Texas Department of Transportation Hydraulic Manual. The modified rational method was used in Pondpack software by Haestad Methods to design the detention pond. No deviations were taken from the method of analysis , and coefficients were taken from the City of College Station Draingage Policy and Design Standards. No other analysis of this site is known to exist by Rogers Engineering Services (RES). RES analyzed the runoff on this site for a rational method design storm with a one hundred (100) year frequency . No other analysis was performed on the site. P.O. Box 619 ·Brenham. Texas 77834-0619 • (409) 836-6855 •fax (409) 836-6847 P .O. Box 10763 •College Station , Texas 77842-0763 • (409) 680-8840 •fax (409) 680-884 1 4 DRAINAGE FACILITY DESIGN The detention pond in the northeast corner of the subject tract is the main drainage facility located on this site. The existing drainage pattern consists of sheet flow into the open channel located along the east property line of the site. The water flows northward in th is channel. The proposed runoff pattern directs the water first into the detention pond. The purpose of the pond is to release only as much water per time increment as was flowing into the channel prior to development. The detention pond is necessary to hold the water while it is slowly released. Runoff is increased due to the increase in impermeable area and flow velocities. The impermeable area and flow increases are due to the addition of the building and parking lot to the site . The existing channels located along the north and east property lines have a very large capacity as shown in Figure 2. These facilities are being left intact. Flow into the north channel is being increased slightly; however, the increased flow is relatively small. The northward existing flow is 1.93 cfs, and the developed flow is 7 .65 cfs. The eastward existing flow is 5.39 cfs. The eastward developed flow is divided and metered as described in this report . The addition of this flow will not cause flooding or significantly affect the drainage basin flow across these areas. A box culvert flows into the open channel along the north property line . This box culvert was measured to be three and one half (3 .5) feet deep and nine (9) feet wide. Texas Department of Transportation maps show this culvert to be four (4) feet deep and eight (8) feet wide . Peak flow for this culvert is shown on Figure 3 to be one hundred twenty eight (128) cubic feet pe·r .,econd (cfs). Additional flow from a twenty-four (24) inch circular · culvert is shown on Figure 2 to be a maximum of 12.17 cfs. The increase in flow off of the site is approximately 5.72 cfs. This is an increase of less than 5 percent in the total flow. This percentage increase is low enough to be considered negligible. The maximum possible total existing flow into the channel from the box culvert, the twenty-four inch circular culvert and the site is 142.1 cfs . After development, the maximum possible total flow into the channel from the above mentioned sources is 147.82 cfs. The flows for the circular culverts are based on the maximum flow that the culvert can carry . A thirty-six (36) inch circular culvert flows into the open channel along the east property line. The maximum flow through this pipe is shown on Figure 2 to be 136 .12 cfs. The allowable flow through the channel is shown to be 178.02 cfs on Figure 2. Water enters this channel from the site at two (2) points. The first point is south of the carwash where some water is retained on site and released through a curb cut into the channel. The flow out of this curb cut in a one hundred year storm is 1.11 cfs. The second point where water is released from the site into the open channel is the outflow from the detention pond. The maximum flow release from the pond in a one hundred year storm is 4.27 cfs. This flow is released through one, twelve (12) inch pvc pipe . These two maximum flows combine for a total flow of 5.38 cfs off of the site into the channel along the east property line. As shown on Figure 2, the existing flow off of the site and into this channel is 5.39 cfs. P .O. Box 619 •Brenham . Texas 77834-0619 • (409) 836-6855 •fax (409) 836-6847 P.O. Box 10763 •College Station , Texas 77842-0763 • (409) 680-8840 •fax (409) 680 -8841 5 CONCLUSIONS Although the flow off of the site into the channel along the north property line has been increased with development, the increased flows will not exceed the capacity of the existing drainage structures. The flow into the channel along the east property line has not been increased by development. This flow is retained on site and in the detention pond. The flow is then released slowly. All flows calculated for this report are calculated for storms with a frequency of one hundred years (100). Some flows for existing Texas Department of Transportation (TX DOT) culverts were provided by TX DOT. For those TX DOT culverts without flows provided, maximum allowable flows for the existing culvert size were used. P.O. Box 619 •Brenham . Texas 77834-0619 • (409) 836-6855 •fax (409) 836-6847 P.O. Box 10763 •College Station , Texas 77842-0763 • (409) 680-8840 •fax (409) 680-8841 6 FIGURES P.O. Box 619 •Brenham, Texas 77834-0619 • (409) 836-6855 •fax (409) 836-6847 P.O. Box 10763 •College Station, Texas 77842-0763 • (409) 680-8840 •fax (409) 680-8841 7 SITE LOCATION fllll!J[j~ ©!i!J!JllfiJ@U@ fijjj!J!j@(){j FIGURE 1: VICINITY MAP -NOT TO SCALE MAXIMUM POSSIBLE FLOW THROUGH DRAINAGE STRUCTURES Open Channel Along the Open Channel Along the 24" RCP At Southwest 36" RCP At Southeast North Property Line East Property Line Property Corner Property Corner (CFS) (CFS) (CFS) (CFS) 193 .12 178.02 12.17 136 .12 EXISTING OFF SITE FLOWS Flow Into Channel Along Flow Into Channel Along the North Property Line the East Property Line (CFS) (CFS) 1.93 5.39 FIGURE 2: TABLES OF FLOWS REFERENCES Drainage Policy and Design Standards . City of College Station, 1990. Hydraulic Manual. State Department of Highways and Public Transportation, Bridge Division . Third Edition , 1985 . P .O. Box 619 •Brenham. Texas 77834-0619 • (409) 836-6855 •fax (409) 836-6847 P.O. Box 10763 ·College Station , Texas 77842-0763 • (409) 680-8840 •fax (409) 680-8841 11 APPENDIX P .O. Box 619 •Brenham. Texas 77834-0619 • (409) 836-6855 ·fax (409) 836-6847 P.O. Box 10763 ·College Station, Texas 77842-0763 • (409) 680-8840 •fax (409) 680-8841 12 'RA-noN~L N\C.~op C~\...CS. r-o~ S\\£ "RuNOr-f \NTo (HA.~~lE L ALONCr T\-1.E ~o~n.; 'V~retL\Y UNF -UND~VELOf~D F~ ~ReA. -=-0. 3~ A '-C ~ o.3o ~\OC> = 0.130 6,oQ:: '1lt> clicr0 = 8. 0 ic.-= Div t> -:; 200 f SLoPJ: ~ 5/2C>6--= 2-5 3 V= 1.7-FT/~ t c..:: zoo(i. 2.. -= /(&i'7. lo ( ~ = Z. 7 8 MtN I= b % Cf(o == lro Cfz. (i< +d Je:. (Z.78 + 8}1~ . Q=CI~;:: o.3o(t{.,.9.7..}(o.1~) ~ l.93 <:~ Ik:vELCREt> FL-o\,..,J ~:~.E~~ ().4(o ~ <.. c._ = o.<1.o tc:.. =t>/v D = 2fS1 ~L.o?E -= 3121s-= D.O/Y =-I.~% V= Z. 3 FT /sec. cc..~Cf3.'i~s-= l,:J{p MIN I ::: =f<o = \8 .~7 (I. '5(o t 6 Jo.73 Q-=CIA =(o.~)ltco.~1)(0.~fo) = 1.<oco c:ts Project Description Project File Worksheet Flow Element Method Solve For Input Data CHANNEL FLOW ALONG NORTH PROPERTY LINE Worksheet for Triangular Channel c:\haestad\fmw\project1 . fm2 PVMT Triangular Channel Manning's Formula Discharge Mannings Coefficient Channel Slope 0 .030 1.50 % Depth Left Side Slope Right Side Slope Results Discharge Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 11105/99 09:43 :06 AM 2 .00 ft 8 .000000 H : V 8 .000000 H : V 193.12 cf s 32 .00 ft2 32 .25 ft 32 .00 ft 2 .05 ft 0.013142 ft/ft 6 .03 ft/s 0 .57 ft 2 .57 ft 1.06 Rogers Eng ineering Services Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .1 O Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data CHANNEL FLOW ALONG EAST PROPERTY LINE Worksheet for Triangular Channel c :\haestad\fmw\project1 .fm2 PVMT Triangular Channel Manning 's Formula Discharge Mann in gs Coeffic ient 0 .030 Channel Slope Depth Left Side Slope Right Side Slope Results Discharge Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 11/05/99 09:48 :25 AM 1.67 % 2 .00 ft 7 .000000 H : V 7 .000000 H : V 178.02 cf s 28 .00 ft2 28 .28 ft 28 .00 ft 2 .09 ft 0 .013092 ft/ft 6 .36 ft/s 0 .63 ft 2 .63 ft 1.12 Rogers Engineering Services Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .1 o Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data 24" RCP PIPE FLOW -FULL Worksheet for Circular Channel c:\haestad\fmw\project1 . fm2 RIVERSIDE PIPE Circular Channel Manning's Formula Discharge Mannings Coefficient Channel Slope Depth 0 .013 0 .2500 % 2 .00 ft Diameter 24.00 in Results Discharge 11 .31 cf s Flow Area 3 .14 ft 2 Wetted Perimeter 6.28 ft Top Width 0.00 ft Critical Depth 1.21 ft Percent Full 100.00 Critical Slope 0.005443 ft/ft Velocity 3 .60 ft/s Velocity Head 0 .20 ft Specific Energy FULL ft Froude Number FULL Maximum Discharge 12.17 cfs Full Flow Capacity 11 .31 cf s Full Flow Slope 0 . 002500 ft/ft Rogers Engineering Services 11/05/99 09:27:58AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.1 O Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data 36" RCP PIPE FLOW -FULL Worksheet for Circular Channel c:\haestad\fmw\project1 .fm2 RIVERSIDE PIPE Circular Channel Manning's Formula Discharge Mannings Coefficient Channel Slope 0 .013 3.6000 % Depth 3 .00 ft Diameter 36.00 in Results Discharge 126.54 cf s Flow Area 7 .07 ft2 Wetted Perimeter 9.42 ft Top Width 0 .73e-7 ft Critical Depth 2.96 ft Percent Full 100.00 Critical Slope 0 .032732 fUft Velocity 17 .90 fUs Velocity Head 4 .98 ft Specific Energy 7 .98 ft Froude Number 0.32e-3 Maximum Discharge 136.12 cf s Full Flow Capacity 126.54 cf s Full Flow Slope 0 .036000 fUft Flow is subcritical. Rogers Engi neering Services 11/05/99 09 :29 :13 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.1 o Page 1 of 1 Tabl e of Co ntents Table of Cont e nt s ********************** RAINFALL DATA *********************** e , b , d . . . . . . . . . lOOYR I -D-F from e , b , d c oeff ........... 1.0 1 ********************** TC CALCULATIONS ********************* NE CORNER ....... Tc Cale s 2 .0 1 NE CORNER-DEV ... Tc Cales 2.0 3 ****************** RATIONAL METHOD CALCS ******************* NE CORNER ....... C and Area . . . . . . . . . . . . . . . . . . . . . . . . . 3 . 01 NE CORNER ....... lOOYR Rational Predev . Peak Q ............ 3 .0 2 Mod . Rational Graph ................ 3 .03 Mod . Rational Storm Cales .......... 3 .04 Mod . Rational Hyg .................. 3 .05 NE CORNER ....... lOYR Rational Predev . Peak Q ............ 3 .06 Mod . Rational Storm Cales .......... 3 .07 NE CORNER ....... 25YR Rational Predev . Pea k Q ............ 3 .08 Mod . Rat i onal Storm Cales .......... 3 .09 NE CORNER ....... SOYR Rational Predev . Peak Q ............ 3.10 Mod . Rat i onal Storm Cales .......... 3 .11 NE CORNER ....... SYR Rational Predev. Peak Q ............ 3 .1 2 Mod . Rational Storm Cales .......... 3 .13 FLOW To £A.s T P~ Li NE S/N: 821D01 206A89 Rogers Engineering Serv PondPack Ver : 7.0 (31 2 ) Compute Time : 09 :27 :14 Date : 11 -08-1999 Table of Contents i i Table of Contents (continued) NE CORNER-DEV ... C and Area ......................... 3 .14 S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312) Compute Time: 09:27:14 Date : 11 -08-1999 Type .... I-D-F from e, b, d coeff. Name .... e, b, d Tag: lOOYR File .... C:\HAESTAD\PPKW\RAINFALL\EXPRESS.IDQ Title ... 100 YEAR STORM Storm ... e, b, d Tag: lOOYR Rainfall-Intensity-Duration Curve Time, hrs In tens. , in/hr ----------------------.0167 19.3052 .0333 17.8760 .0500 16.6746 .0667 15.6484 .0833 14.7602 .1000 13. 9829 .1167 13. 2961 .1333 12.6842 .1500 12 .1351 .1667 11. 6392 .1833 11.1887 .2000 10. 7775 .2167 10.4004 .2333 10.0532 .2500 9.7322 .2667 9.4345 .2833 9.1575 . 3000 8.8990 .3167 8. 6572 .3333 8.4304 .3500 8.2171 .3667 8.0163 .3833 7.8267 .4000 7.6474 .4167 7. 4775 .4333 7.3163 .4500 7.1631 .4667 7.0173 .4833 6.8783 .5000 6.7457 .5167 6.6190 .5333 6.4978 .5500 6.3817 .5667 6.2705 .5833 6.1637 .6000 6. 0611 .6167 5.9625 .6333 5.8676 .6500 5. 7762 .6667 5.6881 .6833 5.6031 .7000 5. 5211 .7167 5.4418 . 7333 5.3652 .7500 5. 2911 SIN: 821D01206A89 Rogers Engineering Serv PondPack Ver: 7.0 (312) Compute Time: 09:27:14 Page 1.01 Event: 100 yr Date: 11-08-1999 Type .... I-D -F from e , b, d coeff . Name .... e , b , d Tag : lOOYR F i le .... C: \HAESTAD \PPKW\RAINFALL \EXPRESS . IDQ T i tle ... 100 YEAR STORM St orm ... e , b , d Tag : lOOYR Time , hrs .7667 .7833 .8000 .8167 .8333 .8500 .8667 .8833 .9000 .9167 .9333 .9500 . 9667 .9833 1.0000 1.0167 1. 0333 1. 0500 1.0667 1. 0833 1.1000 1 .1167 1 .1333 1.1500 1.1667 1.1833 1 .2000 1 .2167 1 .2333 1. 2500 1 .2667 1. 2833 1 .3000 1 .3167 1.3333 1. 3500 1.3667 1 .3833 1.4000 1 .4167 1. 4333 1. 4500 1.4667 1 .4833 1 .5000 1 .5167 1 .5333 1 .5500 Intens., in/hr 5 .2194 5 .1500 5 .0827 5 .0174 4 .9541 4 .8927 4 .8330 4 .7751 4 .7187 4 .6639 4 .6106 4 .5587 4.5082 4 .4590 4 . 4110 4.3643 4 . 3187 4 .2742 4.2308 4.1884 4.1470 4 .1065 4 .0670 4 .0284 3 .9906 3 .9537 3 .9176 3 .8822 3 .8476 3 .8137 3 .7805 3 .7480 3 .7161 3 .6849 3 .6543 3 .6242 3 .5948 3 .5659 3 .5376 3 .5098 3 .4825 3 .4557 3 .4294 3 .4035 3 .3781 3 .3532 3 .3287 3 .3046 SIN : 821D01206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312 ) Compute Time : 09 :27 :14 Page 1.02 Event : 100 yr Date : 11 -08 -1999 Type .... I-D-F from e, b, d coeff. Name .... e, b, d Tag: lOOYR File .... C:\HAESTAD\PPKW\RAINFALL\EXPRESS.IDQ Title ... 100 YEAR STORM Storm ... e, b, d Tag: lOOYR Time, hrs Intens .. in/hr ----------------------1.5667 3.2809 1.5833 3.2576 1.6000 3.2347 1.6167 3.2122 1.6333 3.1901 1. 6500 3.1683 1.6667 3.1468 1.6833 3.1257 1.7000 3.1050 1. 7167 3.0845 1.7333 3.0644 1.7500 3.0446 1.7667 3.0250 1.7833 3.0058 1.8000 2.9869 1.8167 2. 9682 1.8333 2.9498 1.8500 2.9317 1.8667 2. 9139 1. 8833 2. 8963 1.9000 2.8789 1.9167 2.8618 1.9333 2.8449 1.9500 2.8283 1. 9667 :;, . 8119 1. 9833 2.7957 2.0000 2. 7798 2.0167 2.7640 2.0333 2.7485 2.0500 2.7331 2.0667 2.7180 2.0833 2.7031 2.1000 2.6883 2 .1167 2.6738 2.1333 2.6594 2.1500 2.6452 2.1667 2.6312 2.1833 2.6174 2.2000 2.6037 2.2167 2.5902 2.2333 2.5769 2.2500 2.5638 2.2667 2.5507 2.2833 2.5379 2.3000 2.5252 2.3167 2.5126 2.3333 2.5002 2.3500 2.4880 S/N: 821D01206A89 Rogers Engineering Serv PondPack Ver: 7.0 (312) Compute Time: 09:27:14 Page 1.03 Event: 100 yr Date: 11-08-1999 Type .... I-D -F from e , b , d coeff. Name .... e , b, d Tag : lOOYR File .... C: \HAESTAD\PPKW\RAINFALL \EXPRESS . IDQ Title ... 100 YEAR STORM Storm ... e , b , d Tag : lOOYR Time , hrs Intens ., in/hr ---------------------- 5 .5667 1.3565 5 .5834 1.3536 5 .6000 1.3508 5 .6167 1.3479 5.6334 1.3451 5.6500 1.3422 5 .6667 1. 3394 5 .6834 1. 3366 5 .7000 1 .3338 5 . 7167 1 .3311 5 .7334 1. 3283 5 .7500 1 .3255 5.7667 1. 3228 5.7834 1 .3201 5 .8000 1. 3174 5 .8167 1. 3147 5.8334 1. 3120 5 .8500 1. 3093 5 .8667 1.3067 5 .8834 1 .304 0 5 .9000 1 .3014 5 .9167 1. 2988 5 .9334 1. 2962 5 .9500 1.2936 5. 9667 1.2910 5.9834 1.2884 6 .0000 1. 2859 6.1667 1. 2610 6 .3334 1.2372 6 .5000 1. 2144 6 .6667 1 .1926 6 .8334 1.1717 7 .0000 1.1516 7 .1667 1. 13 24 7 .3334 1.1139 7 .5000 1. 0961 7 .6667 1. 0789 7 .8334 1. 0624 8 .0000 1 .0465 8 .1667 1. 0311 8 .3334 1. 0162 8 .5000 1.0019 8 .6667 .9880 8.8334 .9745 9 .0000 . 9615 9 .1667 .9489 9.3334 .9367 9 .5000 .9248 S/N: 821D01206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312) Compute Time : 09 :2 7 :14 Page 1.08 Event : 100 yr Date : 11 -08-1999 Type .... I-D -F from e , b , d coeff . Name .... e , b , d Tag : lOOYR Fi le .... C:\HAESTAD\PPKW\RAINFALL\EXPRESS .IDQ Title ... 100 YEAR STORM Storm ... e , b , d Tag : lOOYR Time , hrs In tens ., in/hr ---------------------- 9.6667 . 9133 9.8334 .9021 10 .0000 . 8913 10 .1667 .8807 10.3334 .8705 10 .5000 .8605 10.6667 .8508 10 .8334 . 8413 11 .0000 .8321 11 .1667 .8231 11. 3334 .8144 11. 5000 .8059 11 . 6667 .7975 11. 8334 .7894 12 .0000 .7815 12 .1667 . 7737 12 .3334 .7662 12 .5000 .7588 12 .6667 .7515 12 .8334 .7445 13. 0000 .7376 13 .1667 .7308 13 .3334 . 7242 13. 5000 . 7177 13. 6667 . 7114 13. 8334 .7052 14.0000 .6991 14 .1667 .6931 14 .3334 .6873 14 .5000 .6816 14 .6667 .6760 14.8334 .6705 15 .0000 .6651 15 .1667 .6598 15 .3334 .6546 15 .5000 .6495 15.6667 .6445 15 .8334 .6395 16.0000 .6347 16 .1667 .630 0 16 .3334 .6253 16 .5000 .6207 16 .6667 .6162 16 .8334 . 6118 17 .0000 .6075 17.1667 .6032 17 .3334 .5990 17.5000 .5948 S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver : 7.0 (312) Compute Time : 09 : 27 : 14 Page 1 .09 Event : 100 yr Date : 11-08-1999 Type .... I-0-F from e, b, d coeff. Name .... e, b, d Tag: lOOYR File .... C:\HAESTAD\PPKW\RAINFALL\EXPRESS.IDQ Title ... 100 YEAR STORM Storm ... e, b, d Tag: lOOYR Time, hrs 17.6667 17.8334 18.0000 18.1667 18.3334 18.5000 18.6667 18.8334 19.0000 19.1667 19.3334 19.5000 19.6667 19.8334 20.0000 20.1667 20.3334 20.5000 20.6667 20.8334 21. 0000 21.1667 21.3334 21. 5000 21. 6667 21.8334 22.0000 22.1667 22.3334 22. 5000 22.6667 22.8333 23.0000 23.1667 23.3333 23.5000 23.6667 23.8333 24.0000 Intens., in/hr .5908 .5868 .5828 .5789 .5751 . 5714 . 5677 .5640 .5604 .5569 .5534 .5500 .5466 .5432 .5400 .5367 .5335 .5304 .5273 .5242 .5212 .5182 .5153 .5124 .5095 .5067 .5039 . 5011 .4984 .4957 .4931 .4905 .4879 .4853 .4828 .4803 . 4779 .4755 .4731 S/N: 821D01206A89 Rogers Engineering Serv PondPack Ver: 7.0 (312) Compute Time: 09:27:14 Page 1.10 Event: 100 yr Date: 11-08-1999 Type .... Tc Cales Name .... NE CORNER File .... C:\HAESTAD \PPKW\SAMPLE \A&MEXPRESSNE .PPW Ti tle ... PR ED EV . TC TIME OF CONCENTRATION CALCULATOR PR ED EV . TC Segment #1 : Tc : Length & Vel . Description : LENGTH & VELOC . Hydraulic Length Avg . Velocity 373 .00 ft . 95 ft/sec Page 2.01 Segment #1 Time : .1091 hrs ========================= Total Tc : .1091 hrs ========================= S/N: 821D01206A89 Rogers Engineer i ng Serv PondPack Ver : 7 .0 (312) Compute Time : 09 :27 :14 Date: 11 -08-1999 Type .... Tc Cales Page 2 .02 Name .... NE CORNER File .... C:\HAESTAD\PPKW\SAMPLE\A&MEXPRESSNE .PPW Tit le ... PR ED EV . TC Tc Equations used ... User Defined Length & Velocity ==================================== Tc = (Lf I V) I (3600sec/hr) Where : Tc Lf v Time of concentration, hrs Flow length , ft Velocity , ft/sec S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver: 7.0 (312) Compute Time : 09 :27 :14 Date : 11-08-1999 Type .... Tc Cales Name .... NE CORNER-DEV . File .... C:\HAESTAD\PPKW \SAMPLE\A&MEXPRESSNE .PPW Title ... DEV . TC TI ME OF CONCENTRATION CALCULATOR DEV . TC Segment #1 : Tc : Length & Vel. Description : LENGTH & VELOCITY -DEV Hydraulic Length Avg . Velocity 234 .00 ft 2 .30 ft/sec Page 2 .03 Segment #1 Time : .0283 hrs ========================= Total Tc : .0283 hrs Calculated Tc < Min.Tc : Use Minimum Tc ... Use Tc = .0833 hrs ========================= S/N: 821D01206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312 ) Compute Time : 09 :27 :14 Date : 11 -08-1999 Type .... Tc Cales Page 2 .04 Name .... NE CORNER -DEV . File .... C:\HAESTAD \PPKW\SAMPLE\A&MEXPRESSNE .PPW Title ... DEV. TC Tc Equations used ... ----User Defined Length & Velocity ==================================== Tc = (Lf I V) I (3600sec /hr ) Where : Tc = Time of concentration , hrs Lf Flow length , ft V Velocity , ft/sec S/N: 821D01206A89 Rogers Engineering Serv PondPack Ver : 7.0 (312 ) Compute Time: 09 :27 :14 Date : 11 -08 -1999 Type .... C and Area Page 3 .01 Name .... NE CORNER File .... C:\HAESTAD\PPKW\SAMPLE\A&MEXPRESSNE .PPW Title ... NE DRAINAGE INTO OPEN CHANNEL RATIONAL C COEFFICIENT DATA NE DRAINAGE INTO OPEN CHANNEL · Area c x Area Soil/Surface Description c acres acres ------------------------------------------------------------ EXISTING .3000 1. 310 .393 WEIGHTED c & TOTAL AREA --- > .3000 1. 310 .393 S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312) Compute Time: 09 :27:14 Date : 11-08-1999 S/N: 821D01206A89 Rogers Engineering Serv PondPack Ver: 7 .0 (312 ) Compute Time : 09:27 :14 Date : 11 -08 -1999 Type .... Ration al Predev. Peak Q Name .... NE CORNER File .... C:\HAEST AD\P PKW\SAMPLE\A&MEXPRESSNE .PPW Storm ... e , b, d Tag : l OOYR SUMMARY OF RATIONAL METHOD PEAK DISCHARGES ---PREDEVELOPED CONDITIONS --- Page 3 .02 Event : 100 yr Q = CiA * Units Conversion ; Where Conversi o n = 4356 0 I (12 * 3600) Tag Freq File IDF Cur ve lOOYR 100 EXPRESS . IDQ e = .730 0 b = 96 .0 000 d 8 .0000 Tc = .1091 hrs Tag Freq c c adj I c I Area Peak Q (years) factor I final in/hr acres I cf s ------------1-----------------------------1 ---------- lOOYR 100 .300 1.000 I . 30 0 13. 5993 1. 310 I 5 .39 ----------------------------- S/N : 821D01206 A89 Rogers Engineering Serv PondPack Ver: 7.0 (312) Compute Time : 09 :27 :14 Date : 11-08-1999 S/N: 821D01206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (31 2) Compute Time : 09 :27 :14 Date: 11 -08-1999 Typ e .... Mo ci . Rational Graph Na me .... NE CORNER Tag : lOOYR Fi le .... C:\HAESTAD \PPKW \SAMPLE \A&MEXPRESSNE .PPW Sto r m ... e , b, d Tag : lOOYR MODIFIED RATIONAL METHOD Page 3 .03 Event : 100 yr ----Graphical Summary for Maximum Required Storage ---- Method I Q CiA * Unit s Conversion ; Where Conversion 4 3560 I (1 2 * 3600 ) ********************************************************************** * * RETURN FREQUENCY : 100 yr 'C' Adjustment : 1 .000 Allowable Outflow : 5 .39 cfs Required Storage : .049 ac -ft * * *--------------------------------------------------------------------* * Peak Inflow : 5 .41 cfs * * . HYG File: lOOYR * ********************************************************************** Q I Td = . 3000 hrs I Return Freq : 100 yr /-------Approx. Duration for Max. Storage ------/ C adj .factor :l.000 I I I I I Tc= . 0833 hrs I I I 14.7619 in/hr I I Q = 8 .98 cfs I I . I. I I I I I I Required Storage I I .049 ac -ft I I I I I x x x x x x x ix x x x x x x xx x x I I Area = .670 acres Weighted C .900 Adjusted C = .900 Td= .3000 hr s I = 8 .8990 in /hr Q 5 .41 cfs I x x I o Q = 5 .39 cfs I x o Ix (Allow .Outflow) I x o I I x o NOT TO SCALE I x I . x o ============ I I o I x '-----------------------------------------------------1------------ .3003 hr s T S I N: 821D01 206A89 Rogers Engineering Serv PondPack Ver: 7 .0 (31 2) Compute Time : 09 :27 :14 Date: 11 -08 -1999 Type .... Mod . Rational Storm Cales Name .... NE CORNER Tag : lOOYR File .... C:\HAESTAD\PPKW\SAMPLE \A&MEXPRESSNE .PPW Storm ... e , b , d Tag: lOOYR MODIFIED RATIONAL METHOD Summary for Single Storm Frequency Page 3 .04 Event : 100 yr Q = CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) RETURN FREQUENCY: 100 yr 'C' Adjustment = 1.000Allowable Q = 5 .39 cfs Hydrograph Storm Duration, Td = .3000 hrs Tc = .0833 hrs Hydrograph File : lOOYR VOLUMES Wtd . Adjusted Duration Intens . Area Qpeak I Inflow Storage 'C' 'C' hrs in/hr acres cfs I ac-ft ac-ft ------------------------------------------------------1--------------------- .900 .900 .0833 14.7619 .670 8.98 I .062 .025 .900 .900 .1667 11 .6392 .670 7.08 I .097 .042 .900 .900 .2500 9 .7322 .670 5.92 I .122 .048 ************************************************************ Storage Maximum .900 .900 .3000 8 .8990 .670 5.41 I .134 .049 **************************************************************************** .900 .900 .3333 8.4304 .670 5 .13 I Qpeak < Qallow ELEV. :::: 2.Gf 2 .1 z_ S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver: 7 .0 (312) Compute Time : 09:27:14 Date: 11-08-1999 Type .... Mod . Rational Hyg Name .... NE CORNER Tag : lOOYR File .... C:\HAESTAD\PPKW\SAMPLE\ Storm ... e , b , d Tag : lOOYR MODIFIED RATIONAL METHOD HYDROGRAPH Page 3.05 Event : 100 yr Q CiA * Units Conversion ; Where Conversion = 43S60 I (12 * 3600) Tag Freq File IDF Curve lOOYR 100 EXPRESS . IDQ e = .7300 b = 96 .0000 d = 8 .0000 Tag lOOYR Td = .3000 hrs Freq c c adj c I Area I (years) factor I final in/hr acres I ------------1-----------------------------1 100 .900 1.000 I .900 8.8990 .670 ----------------------------- HYG file = HYG ID = NE CORNER HYG Tag lOOYR Peak Discharge = Time to Peak HYG Volume 5.41 cfs .1830 hrs .112 ac-ft WARNING : Hydrograph truncated on left side. HYDROGRAPH ORDINATES (cfs) I Time Output Time increment = .1000 hrs Peak Q cfs ---------- 5 .41 hrs I Time on left represents time for first value in each row. ---------1-------------------------------------------------------------- .0830 I 5.39 5 .41 5.41 .02 .oo S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312) Compute Time: 09:27 :14 Date : 11-08-1999 Type .... Rational Predev. Peak Q Name .... NE CORNER File .... C:\HAESTAD \PPKW\SAMPLE \A&MEXPRESSNE .PPW Storm ... e , b , d Tag : lOYR SUMMARY OF RATIONAL METHOD PEAK DISCHARGES ---PREDEVELOPED CONDITIONS --- Page 3 .06 Event : 10 yr Q CiA * Units Conversion ; Where Conversion = 435GO I (12 * 3600) Tag Freq File IDF Curve lOYR 10 EXPRESS . IDQ e = .7630 b = 80 .0000 d 8.5000 Tc = .1091 hrs Tag Freq c c adj I c I Area Peak Q (years) factor I final in/hr acres I cfs ------------1-----------------------------1 ---------- lOYR 10 .300 1 .000 I . 300 10 .1103 1. 310 I 4.01 ----------------------------- S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver : 7.0 (312) Compute Time: 09 :27 :14 Date : 11-08-1999 S/N: 821D01206A89 Rogers Engineering Serv PondPack Ver: 7.0 (312) Compute Time : 09:27 :14 Date: 11-08-1999 Type .... Mod . Rational Storm Cales Name .... NE CORNER Tag : lOYR File .... C:\HAESTAD\PPKW\SAMPLE\A&MEXPRESSNE.PPW Storm ... e , b , d Tag : lOYR MODIFIED RATIONAL METHOD Summary for Single Storm Frequency Page 3.07 Event : 10 yr Q = CiA * Units Conversion ; Where Conversion = 43560 I (12 * 3600) RETURN FREQUENCY : 10 yr 'C' Adjustment = l .OOOAllowable Q 4 .01 cfs Hydrograph Storm Duration, Td = .2 833 hrs Tc = .0833 hrs Hydrograph File : lOYR VOLUMES Wtd. Adjusted Duration 1ntens . Area Qpeak I Inflow Storage 'C' 'C' hrs in/hr acres cfs I ac-ft ac-ft ------------------------------------------------------1------~-------------- .900 .900 .0833 10 .9823 .670 6.68 I .046 .018 .900 .900 .1667 8.6345 .670 5.25 I .072 .031 .900 .900 .2 500 7 .1939 .670 4.37 I .090 .035 ************************************************************ Storage Max i mum .900 .900 .2833 6.7593 .670 4.11 I .096 .036 **************************************************************************** .900 .900 .3333 6 .2093 .670 3.78 I Qpeak < Qallow E~v. = 2'f 'Z .'-! z_ S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver : 7.0 (312) Compute Time : 09 :27 :14 Date : 11-08-1999 Type .... Rational Predev . Peak Q Name .... NE CORNER File .... C:\HAESTAD \PPKW\SAMPLE\A&MEXPRESSNE.PPW Storm ... e . b, d Tag : 25YR SUMMARY OF RATIONAL METHOD PEAK DISCHARGES ---PREDEVELOPED CONDITIONS --- Page 3 .08 Event : 25 yr Q CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) Tag Freq File IDF Curve 25YR 25 EXPRESS. IDQ e = .7540 b = 89 .0000 d 8.5000 Tc= .1091 hrs Tag Freq c c adj I c I Area Peak Q (years) factor I final in/hr acres I cf s ------------1-----------------------------1 ---------- 25YR 25 .300 1.000 I .300 11 . 5255 1. 310 I 4 .57 ----------------------------- S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312) Compute Time : 09 :27:14 Date: 11-08-1999 S/N: 821D01206A89 Rogers Engineering Serv PondPack Ver : 7.0 (312) Compute Time : 09:27:14 Date : 11-08-1999 Type .... Mod . Rational Storm Cales Name .... NE CORNER Tag: 25YR File .... C:\HAESTAD\PPKW\SAMPLE\A&MEXPRESSNE .PPW Storm ... e, b , d Tag: 25YR MODIFIED RATIONAL METHOD Summary for Single Storm Frequency Page 3.09 Event : 25 yr Q = CiA * Units Conversion ; Where Conversion = 43560 I (12 * 3600) RETURN FREQUENCY: 25 yr 'C' Adjustment = 1.000Allowable Q 4.57 cfs Hydrograph Storm Duration, Td = .3000 hrs Tc = .0833 hrs Hydrograph File: 25YR VOLUMES Wtd . Adjusted Duration Intens . Area Qpeak I Inflow Storage ·c· 'C' hrs in/hr acres cfs I ac-ft ac-ft ------------------------------------------------------1--------------------- .900 .900 .0833 12.5074 .670 7.60 I .052 .021 .900 .900 .1667 9.8615 .670 6.oo I .083 .035 .900 .900 .2500 8.2339 .670 5.01 I .103 .041 ************************************************************ Storage Maximum .900 .900 .3000 7.5208 .670 4.57 I .113 .041 **************************************************************************** .900 .900 .3333 7.1193 .670 4 . 33 I Qpeak < Qallow Eu:v. -292.52. S/N: 821D01206A89 Rogers Engineering Serv PondPack Ver : 7.0 (312) Compute Time : 09:27 :14 Date: 11-08-1999 Type .... Rational Predev . Peak Q Name .... NE CORNER File .... C:\HAESTAD\PPKW\SAMPLE\A&MEXPRESSNE.PPW Storm ... e , b, d Tag: 50YR SUMMARY OF RATIONAL METHOD PEAK DISCHARGES ---PREDEVELOPED CONDITIONS --- Page 3 .10 Event : 50 yr Q CiA * Units Conversion ; Where Conversion = 43560 I (12 * 3600) Tag Freq File IDF Curve 50YR 50 EXPRESS. IDQ e = .7450 b = 98.0000 d = 8 .5000 Tc = .1091 hrs Tag Freq c c adj I c I Area Peak Q (years) factor I final in/hr acres I cfs ------------1-----------------------------1 ---------- 50YR 50 .300 1.000 I .300 13. 0045 1. 310 I 5.15 ----------------------------- S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312) Compute Time : 09:27 :14 Date : 11-08-1999 S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312) Compute Time : 09 :27 :14 Date: 11-08-1999 Type .... Mod. Rational Storm Cales Name .... NE CORNER Tag : SOYR File .... C:\HAESTAD\PPKW\SAMPLE \A&MEXPRESSNE .PPW Storm ... e , b , d Tag : SOYR MODIFIED RATIONAL METHOD Summary for Single Storm Frequency Page 3 .11 Event : 50 yr Q = CiA * Units Conversion ; Where Conversion = 43560 I (12 * 3600) RETURN FREQUENCY : 50 yr 'C' Adjustment = l.OOOAllowable Q = 5.15 cfs Hydrograph Storm Duration , Td = .3000 hrs Tc = .0833 hrs Hydrograph File : SOYR VOLUMES Wtd . Adjusted Duration Intens. Area Qpeak I Inflow Storage 'C' 'C' hrs in/hr acres cfs I ac-ft ac-ft ------------------------------------------------------1--------------------- .900 .900 .0833 14 .0986 .670 8.57 I .059 .024 .900 .900 .1667 11.1476 .670 6 .78 I .093 .040 .900 .900 .2soo 9 .3278 .670 s.67 I .117 .046 ************************************************************ Storage Maximum .900 .900 . 3000 8 .5292 .670 s .19 I .129 .047 **************************************************************************** .900 .900 .3333 8.0792 .670 4.91 I Qpeak < Qallow ELF-V. 212. "1 S/N: 821D01206A89 Rogers Engineering Serv PondPack Ver: 7.0 (312) Compute Time: 09 :27 :14 Date : 11-08-1999 Type .... Rational Predev. Peak Q Name .... NE CORNER File .... C:\HAESTAD\PPKW\SAMPLE\A&MEXPRESSNE .PPW Storm ... e , b , d Tag: 5YR SUMMARY OF RATIONAL METHOD PEAK DISCHARGES ---PREDEVELOPED CONDITIONS --- Page 3.12 Event : 5 yr Q CiA * Units Conversion; Where Conversion= 43560 I (12 * 3600) Tag Freq File IDF Curve 5YR 5 EXPRESS . IDQ e = .7850 b = 76 .0000 d 8 .5 000 Tc = .1091 hrs Tag Freq c c adj I c I Area Peak Q (years) factor I final in/hr acres I cf s ------------1-----------------------------1 ---------- SYR 5 .300 1 .000 I .300 9 .0487 1. 310 I 3 .59 ----------------------------- S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver : 7.0 (312) Compute Time : 09 :27 :14 Date : 11-08-1999 S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver: 7 .0 (312) Compute Time : 09 :27 :14 Date : 11-08-1999 Type .... Mod: Rational Storm Cales Name .... NE CORNER Tag: 5YR File .... C:\HAESTAD\PPKW\SAMPLE\A&MEXPRESSNE.PPW Storm ... e , b , d Tag : 5YR MODIFIED RATIONAL METHOD Summary for Single Storm Frequency Page 3 .13 Event : 5 yr Q = CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) RETURN FREQUENCY: 5 yr 'C ' Adjustment= 1 .000Allowable Q = 3 .59 cfs Hydrograph Storm Duration, Td = .2667 hrs Tc = .0833 hrs Hydrograph File: 5YR VOLUMES Wtd . Adjusted Duration Intens. Area Qpeak I Inflow Storage 'C ' 'C' hrs in/hr acres cfs I ac-ft ac-ft ------------------------------------------------------1--------------------- .900 .900 .0833 9 .8526 .670 5 .99 I .041 .017 .900 .900 .1667 7 .6928 .670 4.68 I .064 .027 .900 .900 .2500 6 .3757 .670 3.88 I .080 .031 ************************************************************ Storage Maximum .900 .900 .2667 6.1705 .670 3.75 I .083 .031 **************************************************************************** .900 .900 .3333 5 .4797 .670 3.33 I Qpeak < Qallow £1.-eV. 2ct2.27 S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312) Compute Time : 09:27:14 Date : 11-08-1999 Type .... C and Area Page 3.14 Name .... NE CORNER-DEV File .... C:\HAESTAD\PPKW\SAMPLE\A&MEXPRESSNE .PPW Title ... NE PARKING AREA DEVELOPED RATIONAL C COEFFICIENT DATA NE PARKING AREA DEVELOPED Ar ea c x Area Soil/Surface Descrip ti on c acres acres ------------------------------------------------------------ NE PARKING AREA .9000 .670 .603 WEIGHTED c & TOTAL AREA --- > .9 000 .670 .603 S/N: 821D01206A89 Rogers Engineering Serv PondPack Ver: 7.0 (312) Compute Time : 09 :27 :14 Da te: 11-08-1999 Appendi x A Inde x of Starting Page Numbers for ID Names E e , b , d lOOYR ... 1 ,01 N NE CORNER ... 2.01 , 3 .01 , 3.02 , 3 .03 , 3.04 , 3 .05 , 3 .06 , 3 .07 , 3 .08 , 3.09 , 3 .10 , 3 .11 , 3 .12 , 3.13 NE CORNER -DEV ... 3 .14 NE CORNER -DEV .... 2 .03 S/N: 821D01206A89 Rogers Engineer i ng Serv PondPack Ver : 7 .0 (312) Compute Time : 09 :27 :14 A-1 Date : 11 -08 -1999 2 93 .0 292.5 > 292.0 Q) w 291 .5 ~ I- ~ / 291.0 0 ~ ~ ,,,,. /~ 1 E l ev. vs . F lo w 1-12 " PVC PIPE ~~ ._,,,. ~ 2 __.,,..,. ~ 3 Flow (cfs) 1....- ../ ~ ~ • ~ • zt; • 10 • 5" 4 5 Table of Contents Table of Contents ******************** NETWORK SUMMARIES ********************* Water shed ....... Dev .. 5 Executive Summary (Nodes) .......... 1. 01 Water shed ....... Dev .10 Executive Summary (Nodes) .......... 1. 02 Watershed ....... Dev .25 Executive Summary (Nodes) .......... 1. 03 Watershed ....... Dev .SO Executive Summary (Nodes) .......... 1. 04 Watershed ....... DevlOO Executive Summary (Nodes) .......... 1. 05 *********************** POND VOLUMES *********************** DETENTION ....... Vol : Elev-Area . . . . . . . . . . . . . . . . . . . . . 2.01 ****************** RATIONAL METHOD CALCS ******************* NE CORNER-DEV ... C and Area 3 .01 PcND .,Jj l Z ,, fY(_ cJD11-5 T S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312) Compute Time : 10:31 :1 6 Date : 11-08-1999 Type ... . Name ... . File ... . Storm .. . Executive Summary (Nodes) Watershed C:\HAESTAD \PPKW\SAMPLE \A&MEXPRESSNE .PPW e . b . d Tag : Dev .. 5 NETWORK SUMMARY --NODES Page 1.01 Event: 5 yr (Trun.= HYG Truncation : Blank=None ; L=Left ; R=Rt ; LR=Left & Rt ) DEFAULT Design Storm File.ID= Storm Tag Name .0000 in 0 Data Type , File . ID= Total Rainfall Depth= Duration Multiplier= Resulting Duration = Resulting Start Time= .0000 hrs .0000 hrs Step= .0000 hrs HYG Vol Qpeak Node ID Type ac -ft Trun. hrs ------------------------------------ DETENTION IN POND .082 .1000 DETENTION OUT POND .082 .3000 NE CORNER AREA .071 L .1830 Outfall OUTFLOW JCT .082 .3000 S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312) Compute Time : 10 :31 :16 End= .0000 hrs Qpeak Max WSEL cf s ft ----------------- 3 .74 2 .89 292 .25 3 .75 2.89 Date : 11 -08-1999 Type .... Executive Summary (Nodes) Name .... Watershed File .... C:\HAESTAD\PPKW\SAMPLE \A&MEXPRESSNE.PPW Storm ... e , b, d Tag : Dev .10 NETWORK SUMMARY --NODES Page 1.02 Event : 10 yr (Trun .= HYG Truncation : Blank=None ; L=Left ; R=Rt ; LR=Left & Rt ) DEFAULT Design Storm File .ID = Storm Tag Name .0000 in 0 Data Type , File , ID = Total Rainfall Depth= Duration Multiplier= Resulting Duration Resulting Start Time= .0000 hrs .0000 hrs Step= .0000 hrs HYG Vol Qpeak Node ID Type ac -ft Trun. hrs ------------------------------------ DETENTION IN POND .096 .2000 DETENTION OUT POND .096 .3000 NE CORNER AREA .085 L .1830 Outfall OUTFLOW JCT .096 .3000 S/N: 821D01206A89 Rogers Engineering Serv PondPack Ver : 7.0 (312) Compute Time : 10 :31 :16 End= .0000 hrs Qpeak Max WSEL cfs ft ----------------- 4 .11 3 .41 292 .40 4 .11 3 .41 Date : 11-08 -1999 Type .... Executive Summary (Nodes) Name .... Watershed File .... C:\HAESTAD\PPKW\SAMPLE\A&MEXPRESSNE .PPW Storm ... e , b , d Tag : Dev .25 NETWORK SUMMA RY --NODES Pa ge 1 .03 Eve nt : 25 yr (Trun .= HYG Truncation : Blank=None ; L=Left ; R=Rt; LR =Left & Rt ) DEFAULT Design Storm File .ID = St orm Tag Name .0000 in 0 Data Type , File , ID = Total Rainfall Depth= Duration Mult i plier= Resulting Duration Resulting Start Time= .00 00 hrs .0000 hrs Step= .0000 hrs HYG Vol Qpeak Node ID Type ac -ft Trun. hrs ------------------------------------ DETENTION IN POND .107 .2000 DETENTION OUT POND .107 .3 000 NE CORNER AREA .095 L .1830 Outfa ll OUTFLOW JCT .107 .3 000 S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312) Compute Time : 10 :31:16 End= .0000 hrs Qpeak Max WSEL cfs ft ----------------- 4 .57 3 . 77 292.51 4 .57 3 . 77 Date : 11-08-1999 Type .... Executive Summary (No de s) Name .... Watershed File .... C:\H AESTAD \P PKW \SAMPLE \A&MEXPRESSNE .PPW Storm ... e, b , d Tag : Dev.SO NETWORK SUMM ARY --NODES Page 1 .04 Event : SO yr (Trun .= HYG Truncation : Blan k=None; L=Left ; R=Rt; LR=Left & Rt ) DEFAULT Design Storm File .ID = Stor m Tag Name .0000 in 0 Data Type , File. ID = Tota l Rainfall Depth= Duration Multiplier= Resulting Duration Resulting Start Ti me = .0000 hrs .0000 hrs Step= .0000 hrs HYG Vol Qpeak Node ID Type ac-ft Trun . hrs ------------------------------------ DETENTION IN POND .121 .2 000 DETENTION OUT POND .121 .3000 NE CORNER AREA .107 L .1830 Outfall OUTFLOW JCT .121 .3000 S/N : 821D01206A89 Rogers Eng inee ring Serv Po ndPack Ver : 7.0 (312) Compute Time : 10:31 :16 End= .0000 hrs Qpeak Max WSEL cfs ft ----------------- S .19 4 .1 2 292.64 S .19 4 .12 Date : 11 -08-1999 Type .... Executive Summary (Nodes) Name .... Watershed File .... C:\HAESTAD\PPKW\SAMPLE\A&MEXPRESSNE.PPW Storm ... e , b , d Tag : DevlOO NETWORK SUMMARY --NODES Page 1.05 Event : 100 yr (Trun .= HYG Truncation : Blank=None ; L=Left; R=Rt ; LR=Left & Rt) DEFAULT Design Storm File .ID = Storm Tag Name = .0000 in 0 Data Type , File , ID = Total Rainfall Depth= Duration Multiplier= Resulting Duration = Resulting Start Time= .0000 hrs .0000 hrs Step= .0000 hrs HYG Vol Qpeak Node ID Type ac -ft Trun . hrs ------------------------------------ DETENTION IN POND .1 27 .2000 DETENTION OUT POND .127 . 3000 NE CORNER AREA .112 L .1830 Outfall OUTFLOW JCT .127 . 3000 S/N: 821D01206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312) Compute Time : 10 :31 :16 End= .0000 hrs Qpeak Max WSEL cfs ft ----------------- 5 .41 .LU. 292 .69 5.41 4 . 27 Date: 11-08-1999 Type .... Vol : Elev-Area Page 2.01 Name .... DETENTION File .... C:\HAESTAD\PPKW\SAMPLE \A&MEXPRESSNE .PPW Elevation (ft) 291. 00 292 .00 293 .00 . Planimeter (sq .in) Area Al+A2+sqr(Al*A2) (acres) (acres) . 0120 .0300 .0500 .0000 . 0610 .1187 POND VOLUME EQUATIONS Volume (ac-ft) .000 .020 .040 Volume Sum (ac-ft) .000 .020 .060 * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume= (1/3) * (EL2-EL1) * (Areal+ Area2 + sq .rt.(Areal*Area2)) where : Ell, EL2 Areal,Area2 Volume = Lower and upper elevations of the increment =Areas computed for Ell, EL2, respectively = Incremental volume between Ell and EL2 SIN : 821D01206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312) Compute Time : 10:31:16 Date : 11-08-1999 Type .... C and Area Page 3 .01 Name .... NE CORNER-DEV File .... C:\HAESTAD\PPKW\SAMPLE\A&MEXPRESSNE .PPW Title ... NE PARKING AREA DEVELOPED RATIONAL C COEFFICIENT DATA NE PARKING AREA DEVELOPED Area c x Area Soil/Surface Description c acres acres ------------------------------------------------------------ NE PARKING AREA .9000 .670 .603 WEIGHTED c & TOTAL AREA - --> .9000 .670 .603 S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312) Compute Time : 10 :31:16 Date : 11-08-1999 Appendi x A Inde x of Starting Page Numbers for ID Names ----- D DE TENTION ... 2 .01 ----- N ----- NE CORNER -DEV ... 3.01 -----w ----- Watershed Dev .. 5 ... 1 .01 , 1 .02 , 1.03 , 1.04 , 1.05 S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312) Compute Time : 10 :31 :16 A-1 Date : 11 -08-1999 Table of Contents Table of Contents ******************** NETWORK SUMMARIES ********************* Watershed ....... Dev .. 5 Executive Summary (Nodes) Watershed ....... Dev .10 Executive Summary (Nodes) Watershed ....... Dev .25 Executive Summary (Nodes) Watershed ....... Dev .SO Executive Summary (Nodes) Watershed ....... DevlOO Executive Summary (Nodes) SE To S/N : 821D01206A89 Rogers Engineering Serv .......... .......... .......... .......... .......... 1- 1. 01 1. 02 1. 03 1. 04 1. 05 \6 "' c_~ cJ . ..)-r PondPack Ver : 7 .0 (312) Compute Time : 12 :09 :25 Date: 11 -08-1999 Type .... Executive Summary (Nodes ) Name .... Watershed Fil e .... C:\HAESTAD \PPKW \SAMPLE \A&MEXPRESSSE .PPW Storm ... e , b , d Tag : Dev .. 5 NETWORK SUMMARY --NODES Page 1.01 Event : 5 yr (Tru n .= HYG Truncation: Blank=None ; L=Left; R=Rt ; LR=Left & Rt ) DEFAULT Design Storm File .ID= Storm Tag Name .0000 in 0 Data Type . File . ID = Total Rainfall Depth= Duration Multiplier= Resulting Duration Resulting Start Time= .0000 hrs .0000 hrs Step= .0000 hrs HYG Vol Qpeak Node ID Type ac-ft Trun . hrs ------------------------------------ Outfall CHANNEL JCT .082 R .2000 ON SITE RET . IN POND .075 .2000 ON SITE RET . OUT POND .082 R .2000 SE CORNER AREA .072 L .1830 S/N: 821D01 206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312) Compute Time : 12:09 :25 End= .0000 hr s Qpeak Max WSEL cf s ft ----------------- 1.11 1.16 1.11 295 .45 1.16 Date: 11 -08 -1999 Type .... Executive Summary (N ode s) Name .... Watershed File .... C:\HAESTAD\PPKW\SAMPLE\A&MEXPRESSSE.PPW Storm ... e , b , d Tag: Dev .10 NETWORK SUMM ARY --NODES Page 1.02 Event: 10 yr (Trun .= HYG Truncation : Blank=None; L=Left; R=Rt ; LR=Left & Rt) DEFAULT Design Storm File .I D= Stor m Tag Name .0000 in 0 Data Type , File , ID = Tota l Rainfall Depth= Duration Multiplier= Resulting Duration = Resulting Start Time= .0000 hrs .0000 hrs Step= .0000 hrs HYG Vol Qpeak Node ID Type ac -ft Trun . hrs ------------------------------------ Outfall CHANNEL JCT .083 R .2000 ON SITE RET . IN POND .091 .2 000 ON SITE RET . OUT POND .083 R .2 000 SE CORNER AREA .087 L .1830 S/N: 821D01206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312) Compute Time : 12 :09 :25 End= .0000 hrs Qpea k cfs -------- 1.11 1. 27 1.11 1. 27 Max WSEL ft 295.45 Date : 11-08-1999 Type .... Executive Sum mary (Nodes) Name .... Watershed File .... C:\HAEST AD \PPKW\SAMPLE \A&MEXPRESSSE .PPW Storm ... e . b , d Tag : Dev.25 NETWORK SUMM ARY --NO DES Page 1 .03 Event: 25 yr (Trun .= HYG Truncation : Blank=No ne ; L=Left; R=Rt ; LR=Left & Rt ) DEF AU LT Desig n Stor m Fi l e .I D = Stor m Tag Name = .00 00 i n 0 Data Type , File , ID = Total Rainfall Depth= Duration Multiplier= Resulting Duration = Res ul ting Start Ti me= .0000 hrs .0000 hrs Ste p= .000 0 hr s HY G Vol Qpea k Nod e ID Ty pe a c-ft Trun. hr s ------------------------------------ Outfall CH ANNE L JCT .093 R .200 0 ON SITE RET . IN PO ND .10 4 .2 00 0 ON SITE RET . OUT PON D .093 R .2 00 0 SE CO RNER AREA .10 0 L .1 8 30 S/N: 82 1D01206 A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312) Compute Time : 12 :09 :25 End= .0000 hrs Qp eak cfs -------- 1.11 1. 43 1.11 1. 43 Max WSEL ft 295 .45 Date : 11-08 -1999 Type .... Executive Summary (Nodes) Name .... Watershed File .... C:\HAESTAD\PPKW\SAMPLE\A&MEXPRESSSE .PPW Storm ... e , b , d Tag : Dev .SO NETWORK SUMMARY --NODES Page 1.04 Event : SO yr (Trun.= HYG Truncation : Blank=None ; L=Left ; R=Rt ; LR=Left & Rt ) DEFAULT Design Storm File.ID= Storm Tag Name .0000 in 0 Data Type , File, ID = Total Ra i nfall Depth= Duration Multiplier= Resulting Duration Resulting Start Time= .0000 hrs .0000 hrs Step= .0000 hrs HYG Vol Qpeak Node ID Type ac-ft Trun. hrs ------------------------------------ Outfall CHANNEL JCT .094 R .2000 ON SITE RET . IN POND .122 .2000 ON SITE RET . OUT POND .094 R .2000 SE CORNER AREA .117 L .1830 S/N : 821D01206A89 Rogers Engineer i ng Serv PondPack Ver : 7 .0 (312) Compute Time : 12 :09 :25 End= .0000 hrs Qpeak Max WSEL cfs ft ----------------- 1.11 1. 60 1.11 29S .4S 1. 60 Date : 11 -08-1999 Type .... EKecutive Summary (Nodes) Name .... Watershed File .... C:\HAESTAD\PPKW\SAMPLE\A&MEXPRESSSE .PPW Storm ... e, b , d Tag: DevlOO NETWORK SUMMARY --NODES Page 1.05 Event : 100 yr (Trun .= HYG Truncation : Blank=None ; L=Left ; R=Rt; LR=Left & Rt) DEFAULT Design Storm File.ID= Storm Tag Name = .0000 in 0 Data Type , File , ID = Total Rainfall Depth= Duration Multiplier = Resulting Duration Resulting Start Time= .0000 hrs .0000 hrs Step= .0000 hrs HYG Vol Qpeak Node ID Type ac-ft Trun. hrs ------------------------------------ Outfall CHANNEL JCT .094 R .2000 ON SITE RET . IN POND .130 .2000 ON SITE RET. OUT POND .094 R .2000 SE CORNER AREA .126 L .1830 S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver '. 7.0 (312) Compute Time : 12 :09 :25 End= .0000 hrs Qpeak cfs -------- 1.11 1. 64 1.11 1. 64 Max WSEL ft 295.45 Date : 11-08-1999 Appendix A Index of Starting Page Numbers for ID Names -----w Watershed Dev .. 5 ... 1.01 , 1.02 , 1 .03, 1 .04, 1 .05 S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312) Compute Time : 12:09:25 A-1 Date: 11 -08-1999 FOR OFFICE USE ONLY CASEN0.: ____ 1 DATE SUBMITl'ED: TO: SUBMITTAL CHECKED BY-: ---- PERMIT TO CONSTRUCT ACCESS DRIVEWAY FACILITIES ON CITY OF COLLEGE STATION RIGHT-OF-WAY Dear Sir or Madam: The City of College Station hereby authorizes the construction on public right-of-way for development of access to your property which abuts provided you agree to and comply with the following conditions: l. Design of facilities shall be as follows and /or as shown on sketch: Dgl'l~WAi LoGAilD AP~'f.. aoo' £A$T <5f me IN~12.Secr1o_tJ_or"'---­ GR.E"EN5 Rl..q1tl£ ~AD AND STAIB Jjw'r (Q (sr:E' S~er~) / rt.J~TAWW;N OF A 11 h!ArefL UNE AND FrRf ?{ Maintenance of facilities constructed hereunder shall be the responsibility of the property owner, and the City reserves the right to acquire any changes, maintenance or repairs as may be necessary to provide protection of life or property on or adjacent to the public right-of-way. Changes in design will be made only with approval of the City Engineer. 3 . The owner shall hold harmless the City and its duly appointed agents and employees against any action for personal injury or property damage sustained by reason of the exercise of the permit. The City of College Station will assist as follows: This permit shall not be valid until owner signs the statement in which he agrees to comply with the conditions herein. The City Engineer should be contacted at least twenty-four (24) hours before beginning the work authorized by this permit. Date: ------- City of College Station City Engineer i.Jllti (We), the undersigned, hereby agree to accept and comply with the terms and conditions set out in this permit \Jor construction of access driveway facilities on public right-of-way. · j.. Signed ,#~/{, Date: /?-7-71 CS ACCESS PERMIT 1 of2 ACCESS .DOC 3n5°199 •1 J , .. " . . ~ ... l $ ' >,, . .,.\ ..... . . ~ \ ~ ;.1.. I • . ' -.... ,,../ Access Driveway Regulations •he State Highway and Public Transportation Commission, in recognition of its responsibilities for the safety and ~ lti!ity of public highways under its jurisdiction, has directed the adoption of rules and regulations to accomplish a coordinated development between highways and abutting property. For this purpose, the booklet entitled ":Regulations for Access Driveways to State Highway" was published and adopted, setting out departmental policies to regulate construction and maintenance of access driveway fucilities. Sketch of Instalbtion r 1 1 G1 1 1 rl-lf-1 GL --t--GL ~ 1134 S.F. PARKING ENCROACHMENT ----GL GL --t1---G;u----GL --- ' ON LANDSCAPE RESERVE CAPENDOF PROPOSED WATER LINE -w --w --w --w p e p s 4~0 sz 17" ~ EXISTING OVERHEAD POWER LINES PROPOSED 11/2"WATER METER (IRRIGATION) PROPOSED 6" (C900) PVC WATER LINE CS ACCESS PERMIT ACCESS .DOC 3n5/99 · GREENS PRAIRIE ROAD 130 FT. R.O.W. (ASPHALT PVMT. VARIES) p EXISTING WINGWALL OUTFLOW OF EXISTING 36" RCP 2 of2 l ~ \ ?r# s~ DAITSUBMITIED ~n Q}~ '.> ~ ] . ( S-{(c,_ V v-0, ~ SITE PLAN APPLICATION MINIM:UM SUBMITIAL REQUIREMENTS ~ Site plan application completed in full. $100.00 Application Fee. :Z $100.00 Development Permit Application Fee. _..:_/300.00 Public Infrastructure Inspection Fee if applicable. (This fee is payable if construction of a public / _;aterline, sewerline, sidewalk, street or drainage facilities is involved .) ~en (IO) folded copies of site plan . L_ A copy of the attached site plan checklist with all items checked off or a brief explanation as to why they are not checked off. APPLICATION DATA NAMEOFPRorncT AbM ExpRr;ssWAY ADDRESS lol GRe.ENS Rfl.J?1E. ~~ 1 CoLL£CrF Sro1ocl 1 Ix '7784 S- LEGAL DESCRIPUON l\LllM Al)DlJ\QtJ 1 LIS Av.JR. ~TEYE:,.J.SON UA&uE A'Sl..\ APPLICANT (Primary Contact for the Project): Name T<b&e~ b.Jc;.1NF-ER\ t-f Cr 5ERV\ C...F-S StreetAddress 2D~ A. Sw. l>K.w'C &S\" City Lol.LfG.e. SThnor0 State TX Zip Code 77~ 10 E-Mail Address O..hima.,l 8 @i<:a.. .nd Phone Number (LJoq) '180 -f3B<{D FaxNumber (409) ~80-8811 PROPERlY OWNER'S INFORMATION: Name lHAl'JDAK.ER ALP. M StreetAddress 2111~ &oKE"1 fuw LANE City __.H~o_c.-'-K.L~EY...__ __ _ State TX Zip Code /7fd02.. E-MailAddress ---------- Phone Number (4 0J 2~ -lD06 Fax Number_-__________ _ ARCIDTECT OR ENGINEER'S INFORMATION: Name 'RvPPEL A OCH\ T G_c_TUJ::,!; StreetAddress 5103 AsPE.N })g\'/E City _B"'--""-f-"'-lA_..:,.l..:...:R=-E---~- State Ix Zip Code '7 '7~ 0 I E-Mail Address j 'r~ ppe l @ i V\fo h WJ . C...Ofv\ Phone Number (113') ~b 7 -8737 Fax Number ( '1 l3J {o fa~ -SI 21 OTIIER CONT ACTS (Please specify type of contact, i .e. project manager, potential buyer, local contact, etc.) Name ---------------------------- StreetAddress --------------City --------- State Zip Code _____ E-Mail Address ---------- Phone Number Fax Number -------------- SITE PLAN APPLICATION I of3 SITEAPP 04/13/99 , . CURRENT ZONING (, -f ---------- PRES ENT USE OF PROPERlY--:.-N....;;..orJ_.__E ________________ _ PROPOSED usE oF PROPERrr GAS sm11oN Y-J\11-\ CAl2.wAs\.\ , "Rfil7HL SPAc~ A.Nb I KF-.S TAUR.A.NT V ARIANCE(S) REQUESTED AND REASON(S) #OF PARKING SPACES REQUIRED _3_8 __ MULTI-FAMILY RESIDENTIAL Total Acreage ___ _ Floodplain Acreage __ Housing Units ___ _ # of I Bedroom Units # of2 Bedroom Units # of 3 Bedroom Units # of 4 Bedroom Units FOR 2 BEDROOM UNITS ONLY __ # Bedrooms ~ 132 sq . ft . __ #Bedrooms< 131 sq. ft. tbNE #OF PARKING SPACES PROVIDED 5fo COMMERCIAL 1.15 Building Square Feet ~ 0'/ 0 Floodplain Acreage ¢ I Total Acreage The applicant has prepared this application and certifies that the facts stated herein and exhibits attached hereto are true and correct. sifeOfO er,~gent or Applicant SITE PLAN APPLICATION SITEAPP 04/13/99 /2-7-f/ Date 3 of3 SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION Application is hereby made for the following development specific waterway alterations: ACKNOWLEDGMENTS: ~ ~ /{. , design engineer/owner, hereby acknowledge or affirm that: The infonnatton and conclusions 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 College Station City Code. Property Owner(s) Contractor CERTIFICATIONS: (for proposed alterations within designated flood hazard areas.) A. I, AL-rr;J\J "Ro&E~, Rt . . certify that any nonresidential structure on or proposed to be on this site as part of this ap lica ·on is designated to prevent damage to the structure or its contents as a result of flooding from the 100 year stonn. h o~-v Enginee Date B. I, At. TON l(aG.etS \ '?.f . . certify that the finished floor elevation of the lowest floo r , including any basement, of any residential structure, proposed as part of this application is at or above the base flood elevation established in the latest Federal Insurance Administration Flood Haz.ard Study and maps, as amended. '.#~tr 0-7-'1') Engi r Date C. I, A LJPN J'.bc., E ~ 1 1? t. . , certify that the alterations or development covered by this permit shall not diminish the flood<anying capacity of the waterway adjoining or crossing this permitted site and that such alterations or ·development are consistent with requirements of the City of College Station City Code, Chapter 13 concerning encroachments of floodways and of flood way fringes. /?-7-1 J' Date D . I, P. £. do certify that the proposed alterations do not raise the level of the 100 year flood above elevation established in the latest Federal Insurance Administration Flood Hazard Study. Al//1#~.~c. _ft_-~~~?7~~-En~~.' . Date Conditions or comments as part of approval:--------------------------- 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. All development shall be in accordance with the plans and specifications submitted to . and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply. SITE PLAN APPLICATION SITEAPP 04/13/99 4of3 ROGERS. ENGINEERING SERVICES GEOTECHNICAL, STRUCTURAL & ENVIRONMENTAL ENGINEERING SERVICES '· > • DRAINAGE REPORT A&M EXPRESSWAY ,• RES JOB #5001-18-0019-99 ARCHITECT: RUPPEL ARCHITECTURE CIVIL ENGINEER: ROGERS ENGINEERING SERVICES P .O. Bdx 619 •Brenham, Texa s 77834-0619 • (409) 836-6855 ·fax (409) 836-6.-=-84..:...;.7 ___ _ P .O . Bo x 10763 •College Station , T exas 77842-0763 • (409) 680-8840 ·fax (409) 680-8841 ROGERS ENGINEERING SERVICES GEOTECHNICAL, STRUCTURAL & ENVIRONMENTAL ENGINEERING SERVICES November 8, 1999 Mr. Jeff Tondre, P.E. Assistant Civil Engineer City of College Station P.O . Box 9960 1101 Texas Avenue College Station, Texas 77842 Dear Mr. Tondre: Attached is the drainage report as prepared by Rogers Engineering Services for the proposed A&M Expressway to be located on the northeast corner of the intersection between Greens Prarie Road and State Highway Six. This report includes the results of a rational method analysis of the site for a storm with a one hundred (100) year frequency . Should you require further information or have any questions concerning the report, please feel free to call our College Station office regarding this project. P .O . Bo x 619 •Brenham. Texas 77834-0619 • (40 9 ) 836-6855 •fax (409) 836-6847 P .O . Box 107 63 ·College Station , Texas 7784 2-0763 • (409) 680-8840 ·fax (409) 680-8841 ROGERS ENGINEERING SERVICES GEOTECHNICAL, STRUCTURAL & ENVIRONMENTAL ENGINEERING SERVICES DRAINAGE REPORT A&M EXPRESSWAY RES JOB #5001-18-0019-99 ARCHITECT: RUPPEL ARCHITECTURE CIVIL ENGINEER: ROGERS ENGINEERING SERVICES P .O. Box 619 •Brenham. Texas 77834-0619 • (409) 836-6855 •fax (409) 836-6847 P.O . Box 10763 •College Station , Texas 77842-0763 • (409) 680-8840 •fax (409) 680-8841 TABLE OF CONTENTS CERTIFICATION SHEET ................................ -: ................ 1 PROJECT DESCRIPTION ................................................. 2 DRAINAGE BASIN DESCRIPTION .......................................... 3 DRAINAGE DESIGN CRITERIA ........................................... .4 DRAINAGE FACILITY DESIGN ............................................. 5 CONCLUSIONS ......................................................... 6 FIGURES .............................................................. 7 REFERENCES ....................................................... 11 APPENDIX .......................................................... 12 P .O. Box 619 •Brenham. Te xas 77834-0619 • (409) 836-6855 •fax (409) 836-6847 P.O. Box 10763 •College Station , Texas 77842-0763 • (409) 680 -8840 •fax (409) 680-8841 CERTIFICATION SHEET I hereby certify that this report (plan) for the drainage design of the A&M Expressway was prepared under my supervision in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof. P.O. Box 619 •Brenham. Texas 77834-0619 • (409) 836-6855 ·fax (409) 836-6847 P .O. Box 10763 •College Station , Texas 77842-0763 • (409) 680-8840 ·fax (409) 680-8841 1 PROJECT DESCRIPTION The proposed project is a new convenience store and restaurant located at the northeast corner of the intersection of Greens Prairie Road and State Highway Six. A map to the project site may be seen on Figure 1. Water is carried to the site by way of three (3) drainage structures. At the northwest corner of the property , a nine (9) foot by three and one half (3.5) foot box culvert carries water across Highway Six to an open channel along the north property line. A twenty-four (24) inch reinforced concrete pipe (RCP) carries water along the Highway Six access road under Greens Prairie Road to the southwest corner of the subject tract. This drainage flows in an open channel to the northwest corner and into the open channel along the north property line . A thirty-six (36) inch RCP carries water under Greens Prairie Road to the southeast corner of the subject tract. This drainage is carried northward by an open channel that runs along the east property line. The surrounding area is undeveloped except for the water tower and GTE Office located west of the subject tract across Highway Six. Due to the expansion of the Pebble Creek Subdivision (southeast of this site) and the College Station Business Park (south of this site), future development of the surrounding area is anticipated. The proposed site consists of one and three quarter (1.75) acres. The existing coverage on the site consists of grasses and some small trees . The site itself is generally flat. Water is carried to the adjacent drainage channels by way of sheet flow. A shallow draw is located on the northwest corner of the subject tract that drains into the adjacent drainage channel along the north property line. The proposed A&M Expressway will consist of a gas station/convenience store, restaurant, and retail space. Surrounding the building is a parking area, and a detention pond is to be located in the northeast corner of the site. P.O. Box 619 ·Brenham. Texas 77834-0619 • (409) 836-6855 •fax (409) 836-6847 P .O. Bo x 10763 ·College Station , Texas 77842-0763 • (409) 680-8840 •fax (409) 680-8841 2 DRAINAGE BASIN DESCRIPTION This site is part of the Lick Creek I Drainage Basin. The drainage from and around this site drains into Spring Creek. Spring Creek flows roughly eastward into Lick Creek. Runoff runs into the creek by way of open channels. The existing channels that carry water around this site are grass lined earthen channels with fairly large capacity. The majority of the increased flow from development of this site will be carried to the detention pond and released slowly through a culvert into the existing channel. The outflow point will be riprapped with gravel beds to avoid erosion and help dissipate the energy from the concentration of the runoff flow. Any remaining flow from the site will be released directly into the channels. These flows , while greater than the undeveloped flows, are still very low when compared to the capacity of the channels. The additional flow will not significantly increase runoff and thus need not be metered from the site. Where possible, however, on site detention and curb cuts shall be used to limit the flow as much as possible. Where runoff exits the site through curb cuts, gravel riprap will be used to prevent erosion. Due to the use of these practices, the development of this site will not significantly affect the drainage basin. P.O. Box 619 •Brenham . Texas 77834-0619 • (409) 836-6855 •fax (409) 836-6847 P .O. Box 10763 •College Station , Texas 77842-0763 • (409) 680-8840 •fax (409) 680-8841 3 DRAINAGE DESIGN CRITERIA The A&M Expressway site drainage was analyzed with the rational method and modified rational method . The rational method was performed as described in the Texas Department of Transportation Hydraulic Manual. The modified rational method was used in Pondpack software by Haestad Methods to design the detention pond. No deviations were taken from the method of analysis, and coefficients were taken from the City of College Station Draingage Policy and Design Standards. No other analysis of this site is known to exist by Rogers Engineering Services (RES). RES analyzed the runoff on this site for a rational method design storm with a one hundred (100) year frequency. No other analysis was performed on the site . P .O. Box 619 ·Brenham. Texas 77834-0619 • (409) 836-6855 •fax (409) 836-6847 P.O. Box 10763 •College Station , Texas 77842-0763 • (409) 680-8840 •fax (409) 680-8841 4 DRAINAGE FACILITY DESIGN The detention pond in the northeast corner of the subject tract is the main drainage facility located on this site. The existing drainage pattern consists of sheet flow into the open channel located along the east property line of the site. The water flows northward in th is channel. The proposed runoff pattern directs the water first into the detention pond. The purpose of the pond is to release only as much water per time increment as was flowing into the channel prior to development. The detention pond is necessary to hold the water while it is slowly released . Runoff is increased due to the increase in impermeable area and flow velocities. The impermeable area and flow increases are due to the addition of the building and parking lot to the site. The existing channels located along the north and east property lines have a very large capacity as shown in Figure 2. These facilities are being left intact. Flow into the north channel is being increased slightly; however, the increased flow is relatively small. The northward existing flow is 1.93 cfs, and the developed flow is 7.65 cfs . The eastward existing flow is 5.39 cfs . The eastward developed flow is divided and metered as described in this report . The addition of this flow will not cause flooding or significantly affect the drainage basin flow across these areas. A box culvert flows into the open channel along the north property line. This box culvert was measured to be three and one half (3.5) feet deep and nine (9) feet wide. Texas Department of Transportation maps show this culvert to be four (4) feet deep and eight (8) feet wide. Peak flow for this culvert is shown on Figure 3 to be one hundred twenty eight (128) cubic feet per second (cfs). Additional flow from a twenty-four (24) inch circular culvert is shown on Figure 2 to be a maximum of 12 .17 cfs. The increase in flow off of the site is approximately 5.72 cfs . This is an increase of less than 5 percent in the total flow. This percentage increase is low enough to be considered negligible. The maximum possible total existing flow into the channel from the box culvert, the twenty-four inch circular culvert and the site is 142.1 cfs . After development, the maximum possible total flow into the channel from the above mentioned sources is 147.82 cfs. The flows for the circular culverts are based on the maximum flow that the culvert can carry. A thirty-six (36) inch circular culvert flows into the open channel along the east property line . The maximum flow through this pipe is shown on Figure 2 to be 136.12 cfs. The allowable flow through the channel is shown to be 178.02 cfs on Figure 2. Water enters this channel from the site at two (2) points . The first point is south of the carwash where some water is retained on site and released through a curb cut into the channel. The flow out of this curb cut in a one hundred year storm is 1.11 cfs. The second point where water is released from the site into the open channel is the outflow from the detention pond. The maximum flow release from the pond in a one hundred year storm is 4.27 cfs . This flow is released through one , twelve (12) inch pvc pipe. These two maximum flows combine for a total flow of 5.38 cfs off of the site into the channel along the east property line. As shown on Figure 2, the existing flow off of the site and into this channel is 5.39 cfs. P.O . Box 619 ·Brenham. Texas 77834-0619 • (409) 836-6855 •fax (409) 836-6847 P.O. Box 10763 ·College Station , Texas 77842-0763 • (409) 680-8840 •fax (409) 680-8841 5 CONCLUSIONS Although the flow off of the site into the channel along the north property line has been increased with development, the increased flows will not exceed the capacity of the existing drainage structures. The flow into the channel along the east property line has not been increased by development. This flow is retained on site and in the detention pond. The flow is then released slowly . All flows calculated for this report are calculated for storms with a frequency of one hundred years (100). Some flows for existing Texas Department of Transportation (TX DOT) culverts were provided by TX DOT. For those TX DOT culverts without flows provided, maximum allowable flows for the existing culvert size were used . P.O. Box 619 •Brenham. Texas 77834-0619 • (409) 836-6855 •fax (409) 836-6847 P.O. Bo x 10763 •College Station , Texas 77842 -0763 • (409) 680-8840 ·fax (409) 680-8841 6 FIGURES P .O. Box 619 ·Brenham. Texas 77834-0619 • (409) 836-6855 •fax (409) 836-6847 P.O. Bo x 10763 ·College Station , Texas 77842-0763 • (409) 680-8840 •fax (409) 680-8841 7 SITE LOCATION 'f!!ll!Jjj~ ©!i!l!J'i!IXJ@U@ !XJ!iJ!l!J©!XJ FIGURE 1: VICINITY MAP -NOT TO SCALE MAXIMUM POSSIBLE FLOW THROUGH DRAINAGE STRUCTURES Open Channel Along the Open Channel Along the 24" RCP At Southwest 36" RCP At Southeast North Property Line East Property Line Property Corner Property Corner (CFS) (CFS) (CFS) (CFS) 193 .12 178.02 12 .17 136 .12 EXISTING OFF SITE FLOWS Flow Into Channel Along Flow Into Channel Along the North Property Line the East Property Line (CFS) (CFS) 1.93 5.39 FIGURE 2: TABLES OF FLOWS REFERENCES Drainage Policy and Design Standards . City of College Station , 1990. Hydraulic Manual. State Department of Highways and Public Transportation, Bridge Division . Third Edition, 1985. P.O. Box 619 •Brenham . Texas 77834-0619 • (409) 836-6855 •fax (409) 836-6847 P.O. Box 10763 ·College Station , Texas 77842-0763 • (409) 680-8840 •fax (409) 680-8841 11 APPENDIX P.O . Box 619 •Brenham. Texas 77834-0619 • (409) 836-6855 ·fax (409) 836-6847 P .O. Box 10763 •College Station , Texas 77842-0763 • (409) 680-8840 ·fax (409) 680-8841 12 'RA-r10NP-.L l'l\Efl-109 C~\...c;. r-o~ S\1£ RuNOr--f \~o CH~t-.i~lc L ALONG- T\-1. E ~09-11'\ ? ~Pef2-\Y u NF - ~Re~ -=-0 . 3f> A c. c ~ o .3o ~\Ob; 0 .130 6,0'0:: cte'.t, clio0 :: 8 . 0 t:> -::: 200' SLorg -= 5/206-= z.5 3 V= 1.-Z. FT/~ I = b % qro == l Co Cf z. (-t< td J~ (Z.78 + S}n . Q=CI~;:: o .3o(l'7 .9-L.}(o .1<s)::: l.93 <:~ DEvsLC>PEt> fL-o~ ~1.E~-= D.~(o ~ <- c._ = o .<1.o I t<-=t>/v t) = 2fS 1 ~LO?E -= 3 /zrs-= D .O/Y: I.~% V= Z . 3 FT /sec. t~ ~Cf 3 . '116 s-= l,5l'.o MtN T ::: qe:, . \8 .~1 ( I . 5<o t 6 J 0 · 73 Q-=CIA =(o .9)lt~.~1Xo .~to) = 1.<oG c.+s Project Description Project File Worksheet Flow Element Method Solve For Input Data CHANNEL FLOW ALONG NORTH PROPERTY LINE Worksheet for Triangular Channel c:\haestad\fmw\project1 . fm2 PVMT Triangular Channel Manning's Formula Discharge Mannings Coefficient Channel Slope 0 .030 1.50 % Depth Left Side Slope Right Side Slope Results Discharge Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 11/05/99 09:43 :06 AM 2.00 ft 8.000000 H : V 8 .000000 H: V 193.12 cf s 32 .00 ft2 32 .25 ft 32.00 ft 2 .05 ft 0 .013142 ft/ft 6 .03 ft/s 0.57 ft 2 .57 ft 1.06 Rogers Engineering Services Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (2 03) 755-1666 FlowMaster v5 . 1 O Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data CHANNEL FLOW ALONG EAST PROPERTY LINE Worksheet for Triangular Channel c: \h aestad\fmw\project 1 . fm2 PVMT Triangular Channel Manning's Formula Discharge Mannings Coefficient Channel Slope 0 .030 1.67 % Depth Left Side Slope Right Side Slope Results Discharge Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 11/05/99 09:48:25 AM 2 .00 ft 7 .000000 H : V 7 .000000 H : V 178.02 cfs 28.00 ft2 28.28 ft 28.00 ft 2 .09 ft "0 .013092 ft/ft 6 .36 ft/s 0 .63 ft 2 .63 ft 1.12 Rogers Engineering Services Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (2 03) 755-1666 FlowMaster vs . 1 O Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve Fo r Input Data 24" RCP PIPE FLOW -FULL Worksheet for Circular Channel c:\haestad\fmw\project1 .fm2 RIVERSIDE PIPE C ircular Channel Manning 's Formula Discharge Mann ings Coefficient Channel Slope Depth 0 .013 0 .2500 % 2 .00 ft Diameter 24 .00 in Results Discharge 11 .31 cf s Flow Area 3 .14 ft2 Wetted Perimeter 6 .28 ft Top Width 0 .00 ft Critical Depth 1 .21 ft Percent Full 100.00 Critical Sl o pe 0 . 005443 fUft Velocity 3 .60 ft/s Velocity Head 0 .20 ft Specific Energy FULL ft Froude Number FULL Maximum Discharge 12.17 cf s Full Flow Capacity 11 .31 cf s Full Flow Slope 0 .002500 ft/ft Rog e rs E ng in eering S e rvices 1 110 5/99 0 9 :27 :5 8 AM Haestad Meth od s , Inc. 37 B rooks id e R oad Waterbu ry, CT 06708 (2 03) 755-1666 F lowMaster v 5 .1 o Page 1 o f 1 Project Description Project F ile Worksheet Flow Element Method Solve For Input Data 36" RCP PIPE FLOW -FULL Worksheet for Circular Channel c :\haestad\fmw\project1 .fm2 RIVERSIDE PIPE Circular Channel Manning's Formula Discharge Mannings Coefficient Channel Slope Depth 0 .013 3.6000 % 3 .00 ft Diameter 36 .00 in Results Discharge 126.54 cf s Flow Area 7 .07 ft2 Wetted Perimeter 9.42 ft Top Width 0 .73e -7 ft Critical Depth 2 .96 ft Percent Full 100.00 Critical Slope 0 .032732 tuft Velocity 17.90 fUs Velocity Head 4 .98 ft Specific Energy 7 .98 ft Froude Number 0 .32e-3 Maximum Discharge 136.12 cf s Full Flow Capacity Full Flow Slope Flow is subcritical. 1 1/05/99 09 :29 :13AM 126.54 cfs 0 .036000 fUft Rogers Engineering Services Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 7 55-1 666 FlowMaster v5 .1 O Page 1 o f 1 Ta b l e of Contents Table of Contents ********************** RAINFALL DATA *********************** e , b , d ......... lOOYR I-D -F from e , b , d coeff. . . . . . . . . . . 1.01 ********************** TC CALCULATIONS ********************* NE CORNER ....... Tc Cales 2 .01 NE CORNER -DEV ... Tc Cales 2 .03 ****************** RATIONAL METHOD CALCS ******************* NE CORNER ....... C and Area . . . . . . . . . . . . . . . . . . . . . . . . . 3 . 01 NE CORNER ....... lOOYR Rational Predev . Peak Q ............ 3 .02 Mod . Rational Graph ................ 3 .03 Mod. Rational Storm Cales . . . . . . . . . . 3 .04 Mod. Rational Hyg ................ · .. 3 .05 NE CORNER ....... lOYR Rational Predev . Peak Q ............ 3 .06 Mod . Rational Storm Cales .......... 3.07 NE CORNER ....... 25YR Rational Predev . Peak Q ............ 3 .08 Mod . Rational Storm Cales .......... 3 .09 NE CORNER ....... SOYR Rational Predev . Peak Q ............ 3 .10 Mod . Rational Storm Cales .......... 3 .11 NE CORNER ....... SYR Rational Predev . Peak Q ............ 3.12 Mod . Rational Storm Cales .......... 3 .13 FL.C5W To £As T P~ U NE S/N: 821D01206A89 Rogers Engineer i ng Serv PondPack Ver : 7 .0 (312 ) Compute Ti me : 09 :27 :14 Da t e : 11 -08-1999 Table of Contents i i Table of Contents (continued ) NE CORNER-DEV ... C and Area . . . . . . . . . . . . . . . . . . . . . . . . . 3 .1 4 S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312) Compute Time : 09 :27 :14 Date : 11 -08 -1999 Type .... I-D-F from e, b, d coeff . Name .... e , b , d Tag : lOOYR File .... C:\HAESTAD\PPKW\RAINFALL\EXPRESS .IDQ Title ... 100 YEAR STORM Storm ... e , b , d Tag : lOOYR Rainfall-Intensity -Duration Curve Time, hrs .0167 .0333 .0500 .0667 .0833 .1000 .1167 .1333 .1500 .1667 .1833 .2000 .2167 .2333 .2500 .2667 .2833 . 3000 .3167 .3333 .3500 .3667 .3833 .4000 .4167 .4333 .4500 .4667 .4833 .5000 .5167 .5333 .5500 .5667 .5833 .6000 .6167 .6333 .6500 .6667 .6833 .7000 .7167 .7333 .7500 Intens., in/hr 19.3052 17 .8760 16 .6746 15.6484 14 .7602 13. 9829 13. 2961 12 .6842 12.1351 11.6392 11 .1887 10.7775 10 .4004 10 .0532 9.7322 9.4345 9.1575 8.8990 8.6572 8.4304 8.2171 8.0163 7.8267 7.6474 7.4775 7.3163 7 .1631 7.0173 6.8783 6.7457 6.6190 6 .4978 6 .3817 6 .2705 6.1637 6. 0611 5 .9625 5.8676 5 . 7762 5 .6881 5.6031 5.5211 5.4418 5 .3652 5 . 2911 S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver : 7.0 (312) Compute Time : 09:27 :14 Page 1.01 Event : 100 yr Date : 11-08-1999 Type .... I-D-F from e , b , d coeff. Name .... e , b , d Tag: lOOYR F ile .... C:\HAESTAD\PPKW\RAINFALL\EXPRESS .IDQ Title ... 100 YEAR STORM Storm ... e , b , d Tag: lOOYR Time , hrs Int ens ., in/hr ---------------------- .7667 5 .2194 .7833 5 .1500 .8000 5 . 0827 .8167 5 .0174 .8333 4 .9541 .8500 4. 8927 .8667 4.8330 .8833 4.7751 .9000 4.7187 .9167 4.6639 .9333 4 .6106 .9500 4 .5587 . 9667 4.5082 .9833 4 .4590 1.0000 4. 4110 1.0167 4.3643 1. 0333 4.3187 1. 0500 4.2742 1.0667 4.2308 1.0833 4.1884 1.1000 4.1470 1.1167 4 .1065 1 .1333 4 .0670 1.1500 4.0284 1.1667 3.9906 1.1833 3.9537 1.2000 3.9176 1 .2167 3. 8822 1.2333 3.8476 1.2500 3 . 8137 1 .2 667 3.7805 1 .2 833 3.7480 1. 3000 3.7161 1.3167 3 .6849 1 .3333 3 .6543 1.3500 3 .6242 1. 3667 3.5948 1 .3833 3 .5659 1 .4000 3 .5376 1.4167 3 .5098 1 .4333 3 .4825 1. 4500 3 .4557 1.4667 3 .4294 1. 4833 3.4035 1 .5000 3 .3781 1.5167 3.3532 1 .5333 3 .3287 1 .5500 3.3046 SI N: 821D01206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312) Compute Time : 09:27 :14 Page 1.02 Event : 100 yr Date : 11-08-1999 Type .... I-D~F from e, b , d coeff . Name .... e , b, d Tag : lOOYR File .... C:\HAESTAD\PPKW\RAINFALL \EXPRESS .IDQ Tit le ... 100 YEAR STORM Storm ... e , b , d Tag: lOOYR Time , hrs Intens ., in/hr ---------------------- 1 .5 667 3 .2809 1.5833 3 .2576 1.6000 3 .2347 1 .6167 3 .2122 1.6333 3 .1901 1. 6500 3.1683 1 .6667 3 .1468 1. 6833 3 .1257 1.7000 3 .1050 1.7167 3 .0845 1.7333 3 .0644 1 .7500 3.0446 1 .7667 3.0250 1 .7833 3 .0058 1 .8000 2.9869 1 .8167 2. 9682 1 .8333 2 .9498 1. 8500 2 .9317 1. 8667 2 . 9139 1. 8833 2 . 8963 1 .9000 2.8789 1.9167 2.8618 1.9333 2.8449 1. 9500 2 .8283 1. 9667 2 . 811 9 1. 9833 2 .7957 2.0000 2. 7798 2.0167 2.7640 2.0333 2.7485 2 .0500 2.7331 2.0667 2 .7180 2.0833 2 .7031 2.1000 2.6883 2.1167 2. 6738 2.1333 2.6594 2.1500 2.6452 2.1667 2.6312 2 .1833 2.6174 2.2000 2.6037 2 .2167 2.5902 2 .2333 2 .5769 2 .2500 2.5638 2 .2667 2 .5507 2.2833 2.5379 2 .3000 2.5252 2.3167 2.5126 2 .3333 2.5002 2.3500 2.4880 S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver: 7 .0 (312) Compute Time : 09:27 :14 Page 1.03 Event: 100 yr Date : 11 -08-1999 Type .... I-0-F from e, b, d coeff. Name .... e, b, d Tag: lOOYR File .... C:\HAESTAD\PPKW\RAINFALL\EXPRESS.IDQ Title ... 100 YEAR STORM Storm ... e, b, d Tag: lOOYR Time, hrs Intens., in/hr ----------------------2.3667 2.4759 2.3833 2.4639 2.4000 2.4520 2.4167 2.4403 2.4333 2.4287 2.4500 2.4173 2.4667 2.4060 2.4833 2.3948 2.5000 2.3837 2.5167 2.3727 2.5333 2.3619 2.5500 2.3512 2.5667 2.3406 2.5833 2.3301 2.6000 2.3197 2.6167 2.3094 2.6333 2.2993 2.6500 2.2892 2.6667 2.2793 2.6833 2.2694 2.7000 2.2597 2.7167 2.2500 2.7333 2.2405 2.7500 2. 2310 2.7667 2. 2216 2.7833 2.2123 2.8000 2.2032 2.8167 2.1941 2.8333 2.1851 2.8500 2.1761 2.8667 2.1673 2.8833 2.1586 2.9000 2.1499 2.9167 2 .1413 2.9333 2 .1328 2.9500 2.1244 2. 966 7 2.1161 2.9833 2.1078 3.0000 2.0996 3.0167 2.0915 3.0333 2.0834 3.0500 2.0755 3.0667 2.0676 3.0833 2.0598 3.1000 2.0520 3 .1167 2.0443 3 .1333 2.0367 3.1500 2.0291 S/N: 821D01206A89 Rogers Engineering Serv PondPack Ver: 7.0 (312) Compute Time: 09:27:14 Page 1.04 Event: 100 yr Date: 11-08-1999 Type .... 1-D-F from e, b, d coeff. Name .... e. b, d Tag: lOOYR File .... C:\HAESTAD\PPKW\RAINFALL\EXPRESS.IDQ Title ... 100 YEAR STORM Storm ... e, b, d Tag: lOOYR Time, hrs In tens., in/hr ----------------------3.1667 2.0216 3.1833 2.0142 3.2000 2.0069 3.2167 1. 9996 3.2333 1. 9923 3.2500 1. 9852 3.2667 1.9781 3.2833 1. 9710 3.3000 1. 9640 3.3167 1. 9571 3.3333 1.9502 3.3500 1. 9434 3.3667 1.9367 3.3833 1. 9299 3.4000 1.9233 3.4167 1.9167 3.4333 1.9102 3.4500 1.9037 3.4667 1. 8972 3.4833 1. 8908 3.5000 1.8845 3.5167 1.8782 3.5333 1. 8720 3.5500 1. 8658 3.5667 1.8597 3.5833 1.8536 3.6000 1. 8475 3.6167 1.8415 3.6333 1.8356 3.6500 1.8297 3.6667 1.8238 3.6833 1. 8180 3.7000 1. 8122 3.7167 1. 8065 3.7333 1.8008 3.7500 1.7952 3.7667 1. 7896 3.7833 1.7840 3.8000 1. 7785 3.8167 1. 7730 3.8333 1.7675 3.8500 1.7621 3.8667 1.7568 3.8833 1.7515 3.9000 1.7462 3.9167 1.7409 3.9333 1.7357 3.9500 1. 7305 S/N: 821D01206A89 Rogers Engineering Serv PondPack Ver: 7.0 (312) Compute Time: 09:27:14 Page 1.05 Event: 100 yr Date: 11-08-1999 Type .... I -D-F from e , b , d coeff . Name .... e , b , d Tag : lOOYR Fi le .... C: \HAESTAD \PPKW\RAINFALL \EXPRESS . IDQ Title ... 100 YEAR STORM Storm ... e , b , d Tag : lOOYR Time , hrs Intens., in/hr ---------------------- 3 . 9667 1 . 7254 3 .9833 1 . 7203 4 .0000 1 .7152 4 .0167 1 . 7102 4 .0333 1 .7052 4 .0500 1. 7002 4 .0667 1 .6953 4 .0833 1. 6904 4 .1000 1. 6856 4.1167 1 .6807 4 .1333 1.6759 4 .1500 1 .6712 4 .1667 1 .6664 4 .1833 1 .6617 4.2000 1.6571 4 .2167 1. 6524 4.2333 1. 6478 4 .2500 1.6432 4 .2667 1. 6387 4.2833 1 .6342 4 .3000 1. 6297 4 .3167 1 .6252 4 .3333 1. 6208 4 .3500 1. 6164 4 .3667 1. 6120 4 .3833 1. 6077 4 .4000 1. 6034 4 .4167 1. 5991 4.4333 1.5948 4 .4500 1.5906 4 .4667 1. 5864 4 .4833 1 .5822 4 .5000 1.5780 4 .5167 1.5739 4 .5333 1. 5698 4.5500 1.5657 4.5667 1. 5617 4 .5833 1.5576 4.6000 1.5536 4.6167 1 .5497 4 .6333 1 .5457 4 .6500 1 .5418 4 .6667 1 .5379 4 .6833 1. 5340 4 .7000 1 .5301 4.7167 1 .5263 4 .7333 1. 5224 4 .7500 1 .5186 S/N: 821D01206A89 Rogers Engineering Serv PondPack Ver : 7.0 (312) Compute Time : 09 :27 :14 Page 1 .06 Event : 100 yr Date : 11 -08-1999 Type .... I-D-F from e, b, d coeff. Name .... e, b, d Tag: lOOYR File .... C:\HAESTAD\PPKW\RAINFALL\EXPRESS.IDQ Title ... 100 YEAR STORM Storm ... e, b, d Tag: lOOYR Time, hrs Intens., in/hr ----------------------4.7667 1.5149 4.7833 1.5111 4.8000 1.5074 4.8167 1. 5037 4.8333 1.5000 4.8500 1. 4963 4.8667 1.4927 4.8833 1. 4891 4.9000 1. 4855 4.9167 1. 4819 4.9333 1.4783 4.9500 1.4748 4. 9667 1. 4713 4.9833 1. 4678 5.0000 1.4643 5.0167 1.4608 5.0333 1.4574 5.0500 1.4540 5.0667 1.4506 5.0833 1. 4472 5.1000 1. 4438 5 .1167 1.4405 5 .1333 1. 4371 5.1500 1.4338 5.1667 1. 4305 5.1833 1. 4273 5.2000 1.4240 5.2167 1. 4208 5.2333 1.4175 5.2500 1.4143 5.2667 1. 4111 5.2833 1.4080 5.3000 1.4048 5.3167 1.4017 5.3333 1. 3986 5.3500 1.3955 5.3667 1. 3924 5.3833 1. 3893 5.4000 1. 3862 5.4167 1. 3832 5.4333 1. 3802 5.4500 1. 3772 5.4667 1.3742 5.4834 1. 3712 5.5000 1. 3682 5.5167 1.3653 5.5334 1.3624 5.5500 1.3594 S/N: 821D01206A89 Rogers Engineering Serv PondPack Ver: 7.0 (312) Compute Time: 09:27:14 Page 1.07 Event: 100 yr Date: 11-08-1999 Type .... I-0-F from e , b , d coeff . Name .... e , b , d Tag : lOOYR File .... C: \HAESTAD\PPKW\RAINFALL \EXPRESS . IDQ Title ... 100 YEAR STORM Storm ... e , b , d Tag : lOOYR Time, hrs Intens ., in/hr ---------------------- 5 .5667 1. 3 565 5 .5834 1 .3536 5 .6000 1.3508 5.6167 1.3479 5.6334 1 .3451 5 .6500 1 . 3422 5 .6667 1. 3394 5.6834 1.3366 5 .7000 1.3338 5 .7167 1. 3311 5 . 7334 1. 3283 5 .7500 1 .3255 5.7667 1. 3228 5 .7834 1 .3201 5 .8000 1.3174 5 .8167 1 . 3147 5 .8334 1 . 3120 5.8500 1. 3093 5.8667 1. 3067 5.8834 1.3040 5.9000 1.3014 5.9167 1. 2988 5.9334 1. 2962 5 .9500 1.2936 5 . 9667 1.2910 5.9834 1 .2884 6.0000 1. 2859 6 .1667 1. 2610 6 .3334 1. 2372 6.5000 1. 2144 6 .6667 1 .1926 6.8334 1.1717 7 .0000 1 .1516 7.1667 1.13 24 7 .3334 1 .1139 7 .5000 1 .0961 7.6667 1. 0789 7 .8334 1. 0624 8 .0000 1. 0465 8 .1667 1. 0311 8 .3334 1 .0162 8 .5000 1. 0019 8 .6667 .9880 8 .8334 .9745 9 .0000 . 9615 9 .1667 .9489 9 .3334 .9367 9.5000 .9248 S/N: 821D01206A89 Rogers Engineering Serv PondPack Ver: 7.0 (312) Compute Time : 09:27 :14 Page 1 .08 Event: 100 yr Date : 11 -08-1999 Type .... I-0-F from e, b, d coeff. Name .... e, b, d Tag: lOOYR File .... C:\HAESTAD\PPKW\RAINFALL\EXPRESS.IDQ Title ... 100 YEAR STORM Storm ... e, b, d Tag: lOOYR Time, hrs Intens., in/hr ----------------------9.6667 . 9133 9.8334 .9021 10.0000 . 8913 10.1667 .8807 10.3334 .8705 10.5000 .8605 10.6667 .8508 10.8334 . 8413 11. 0000 .8321 11.1667 .8231 11. 3334 .8144 11.5000 .8059 11. 6667 .7975 11. 8334 .7894 12.0000 .7815 12.1667 . 7737 12.3334 .7662 12.5000 .7588 12.6667 .7515 12.8334 .7445 13. 0000 .7376 13.1667 .7308 13.3334 . 7242 13. 5000 . 7177 13. 6667 .7114 13. 8334 .7052 14.0000 .6991 14.1667 .6931 14.3334 .6873 14.5000 .6816 14.6667 .6760 14.8334 .6705 15.0000 .6651 15.1667 .6598 15.3334 .6546 15.5000 .6495 15.6667 .6445 15.8334 .6395 16.0000 .6347 16.1667 .6300 16.3334 .6253 16.5000 .6207 16.6667 .6162 16.8334 . 6118 17.0000 .6075 17.1667 .6032 .17.3334 .5990 17.5000 .5948 S/N: 821001206A89 Rogers Engineering Serv PondPack Ver: 7.0 (312) Compute Time: 09:27:14 Page 1.09 Event: 100 yr Date: 11-08-1999 Type .... I-D-F from e, b, d coeff. Name .... e, b, d Tag: lOOYR File .... C:\HAESTAD\PPKW\RAINFALL\EXPRESS.IDQ Title ... 100 YEAR STORM Storm ... e, b, d Tag: lOOYR Time, hrs 17.6667 17.8334 18.0000 18.1667 18.3334 18.5000 18.6667 18.8334 19.0000 19.1667 19.3334 19.5000 19.6667 19.8334 20.0000 20.1667 20.3334 20.5000 20.6667 20.8334 21. 0000 21.1667 21.3334 21. 5000 21. 6667 21.8334 22.0000 22.1667 22.3334 22.5000 22.6667 22.8333 23.0000 23.1667 23.3333 23.5000 23.6667 23.8333 24.0000 Intens., in/hr .5908 .5868 .5828 .5789 .5751 .5714 . 5677 .5640 .5604 .5569 .5534 .5500 .5466 .5432 .5400 .5367 .5335 .5304 .5273 .5242 .5212 .5182 .5153 .5124 .5095 .5067 .5039 . 5011 .4984 .4957 .4931 .4905 .4879 .4853 .4828 .4803 .4779 .4755 .4731 S/N: 821D01206A89 Rogers Engineering Serv PondPack Ver: 7.0 (312) Compute Time: 09:27:14 Page 1.10 Event: 100 yr Date: 11-08-1999 Type .... Tc Cales Name .... NE CORNER File .... C:\HAESTAD\PPKW\SAMPLE \A&MEXPRESSNE .PPW Title ... PREDEV . TC TIME OF CONCENTRATION CALCULATOR PREDEV . TC Segment #1 : Tc: Length & Vel. Description: LENGTH & VELOC. Hydraulic Length Avg.Velocity 373 .00 ft . 95 ft/ sec Page 2 .01 Segment #1 Time: .1091 hrs ========================= Total Tc : .1091 hrs ========================= S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312) Compute Time : 09 :27 :14 Date : 11-08-1999 Type .... Tc Cales Page 2.02 Name .... NE CORNER File .... C:\HAESTAD\PPKW\SAMPLE\A&MEXPRESSNE .PPW Title ... PREDEV. TC Tc Equations used ... ----User Defined Length & Velocity ==================================== Tc = (Lf I V) I (3600sec /hr) Where: Tc = Time of concentration, hrs Lf = Flow length, ft V =Velocity, ft/sec S/N: 821D01206A89 Rogers Engineering Serv PondPack Ver: 7.0 (312) Compute Time : 09:27 :14 Date : 11-08-1999 Type .... Tc Cales Name .... NE CORNER-DEV. File .... C:\HAESTAD\PPKW\SAMPLE\A&MEXPRESSNE .PPW Title ... DEV . TC TIME OF CONCENTRATION CALCULATOR DEV . TC Segment #1 : Tc : Length & Vel. Description : LENGTH & VELOCITY -DEV Hydraulic Length Avg . Velocity 234 .00 ft 2 .30 ft/sec Page 2 .03 Segment #1 Time : .0283 hrs ========================= Total Tc: .0283 hrs Calculated Tc < Min .Tc: Use Minimum Tc ... Use Tc = .0833 hrs ========================= S/N: 821D01206A89 Rogers Engineering Serv PondPack Ver : 7.0 (312) Compute Time : 09 :27 :14 Date: 11 -08-1999 Type .... Tc talcs Page 2 .04 Name .... NE CORNER-DEV . File .... C:\HAESTAD \PPKW\SAMPLE\A&MEXPRESSNE .PPW Title ... DEV. TC Tc Equations used ... ----User Defined Length & Velocity ==================================== Tc = (L f I V) I (3600sec/hr ) Where : Tc Time of concentration, hrs Lf Flow length, ft V =Velocity, ft/sec S/N: 821D01206A89 Rogers Engineer i ng Serv PondPack Ver: 7 .0 (312) Compute Time : 09 :27 :1 4 Date : 11 -08-1999 Type .... C and Area Page 3.01 Name .... NE CORNER File .... C:\HAESTAD\PPKW\SAMPLE\A&MEXPRESSNE .PPW Title ... NE DRAINAGE INTO OPEN CHANNEL RATIONAL C COEFFICIENT DATA NE DRAINAGE INTO OPEN CHANNEL Area c x Area Soil/Surface Description c acres acres ------------------------------------------------------------ EXISTING .3000 1. 310 .393 WEIGHTED c & TOTAL AREA - -- > .3000 1. 310 .393 S/N: 821D01206A89 Rogers Engineering Serv PondPack Ver: 7 .0 (312) Compute Time : 09:27 :14 Date : 11-08-1999 S/N: 821D01206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312) Compute Time : 09 :27 :14 Date: 11 -08-1999 Type .... Rational Predev . Peak Q Name .... NE CORNER File .... C:\HAESTAD \PPKW\SAMPLE \A&MEXPRESSNE .PPW Storm ... e , b , d Tag : lOOYR SUMMARY OF RATIONAL METHOD PEAK DISCHARGES ---PREDEVELOPED CONDITIONS --- Page 3.02 Event : 100 yr Q CiA * Units Conversion ; Where Conversion = 43560 I (12 * 3600) Tag Freq File IDF Curve lOOYR 100 EXPRESS. IDQ e = .7300 b = 96.0000 d 8 .0000 Tc = .1091 hrs Tag Freq c c adj I c I Area Peak Q (years) factor I final in/hr acres I cfs ------------1-----------------------------1 ---------- lOOYR 100 . 300 1.000 I .300 13 . 5993 1. 310 I 5.39 ----------------------------- S/N: 821D01206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312) Compute Time : 09 :27:14 Date : 11 -08-1999 S/N: 821D01206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312 ) Compute Time : 09:27 :14 Date : 11 -08-1999 Type .... Mod . Rational Graph Name .... NE CORNER Tag: lOOYR File .... C:\HAESTAD\PPKW\SAMPLE\A&MEXPRESSNE .PPW Storm ... e , b , d Tag : lOOYR MODIFIED RATIONAL METHOD Page 3 .03 Event : 100 yr ----Graphical Summary for Maximum Required Storage ---- Method I Q CiA * Units Conversion ; Where Conversion 43560 I (12 * 3600) ********************************************************************** * * RETURN FREQUENCY : 100 yr 'C' Adjustment: 1 .000 Allowable Outflow : 5.39 cfs Required Storage: .049 ac-ft * * *--------------------------------------------------------------------* * Peak Inflow: 5.41 cfs * .HYG File : lOOYR * * ********************************************************************** Q I Td = . 3000 hrs I Return Freq : 100 yr /-------Approx. Duration for Max. Storage ------/ C adj .factor:l .000 I I I I I Tc= . 0833 hrs I I I 14. 7619 in/hr I I Q = 8.98 cfs I I . I . I I I I I I Required Storage I I .049 ac-ft I I I I I x x x x x x xix x x x x x x x x x x I I Area = .670 acres Weighted C = .900 Adjusted C = .900 Td= .3000 hrs I = 8 .8990 in/hr Q 5 .41 cfs I x x I o Q = 5.39 cfs I x o Ix (Allow .Outflow) I x o I I x o NOT TO SCALE I x I . x o ============ I I o I x '-----------------------------------------------------1------------ .3003 hrs T S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver : 7.0 (312) Compute Time : 09:27:14 Date: 11-08-1999 Type .... Mod. Rational Storm Cales Name .... NE CORNER Tag : lOOYR File .... C:\HAESTAD\PPKW\SAMPLE\A&MEXPRESSNE .PPW Storm ... e , b, d Tag : lOOYR MODIFIED RATIONAL METHOD Summary for Single Storm Frequency Page 3.04 Event : 100 yr Q = CiA * Units Conversion ; Where Conversion = 43560 I (12 * 3600) RETURN FREQUENCY: 100 yr 'C' Adjustment 1.000Allowable Q = 5.39 cfs Hydrograph Storm Duration, Td = .3000 hrs Tc = .0833 hrs Hydrograph File: lOOYR VOLUMES Wtd. Adjusted Duration Intens. Area Qpeak I Inflow Storage 'C' 'C' hrs in/hr acres cfs I ac-ft ac-ft ------------------------------------------------------1--------------------- .900 .900 .0833 14.7619 .670 8.98 I .062 .025 .900 .900 .1667 11 .6392 .670 7 .08 I .097 .042 .900 .900 .2500 9.7322 .670 5.92 I .122 .048 ************************************************************ Storage Maximum .900 .900 .3000 8.8990 .670 5 .41 I .134 . 049 **************************************************************************** .900 .900 .3333 8.4304 .670 s .13 I Qpeak < Qallow r:-. v -== Z'12 .1 Z. c:.~ • S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver : 7.0 (312) Compute Time : 09:27 :14 Date : 11-08-1999 Type .... Mod . Rational Hyg Name .... NE CORNER Tag : lOOYR Fi le .... C: \HAESTAD\PPKW\SAMPLE\ Storm ... e , b , d Tag : lOOYR MODIFIED RATIONAL METHOD HYDROGRAPH Page 3 .05 Event : 100 yr Q Ci A * Units Conversion ; Where Conversion = 43560 I (12 * 3600 ) Tag Freq File IDF Curve lOOYR 100 EXPRESS . IDQ e = .7300 b = 96 .0000 d = 8 .0000 Tag lOOYR Td = .3000 hrs Freq c c adj c I Area I (years) factor I final in/hr acres I ------------1-----------------------------1 100 .900 1 .000 I .900 8 .8990 .670 ----------------------------- HYG file HYG ID = NE CORNER HYG Tag = lOOYR Peak Discharge Time to Peak = HYG Volume = 5.41 cfs .1830 hrs .112 ac -ft WARNING : Hydrograph truncated on left side . HYDROGRAPH ORDINATES (cfs ) I Time Output Time increment = .1000 hrs Peak Q cfs ---------- 5 .41 hrs I Time on left represents time for first value in each row . ---------1-------------------------------------------------------------- .0830 I 5.39 5 .41 5.41 .02 .oo S/N: 821D01206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312) Compute Time : 09 :27 :14 Date : 11 -08 -1999 Type .... Rational Predev . Peak Q Name .... NE CORNER File .... C:\HAESTAD\PPKW\SAMPLE\A&MEXPRESSNE.PPW Storm ... e , b , d Tag : lOYR SUMMARY OF RATIONAL METHOD PEAK DISCHARGES ---PREDEVELOPED CONDITIONS --- Page 3.06 Event : 10 yr Q CiA * Units Conversion; Where Conversion = 43S60 I (12 * 3600) Tag Freq File IDF Curve lOYR 10 EXPRESS. IDQ e = .7630 b = 80 .0000 d 8 .5000 Tc= .1091 hrs Tag Freq c c adj I c I Area Peak Q (years) factor I final in/hr acres I cfs ------------!-----------------------------! ---------- lOYR 10 .300 1.000 I .300 10 .1103 1. 310 I 4.01 ----------------------------- S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver : 7.0 (312) Compute Time: 09:27 :14 Date : 11-08-1999 S/N: 821D01206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312) Compute Time : 09 :27 :14 Date : 11 -08-1999 Type .... Mod . Rational Storm Cales Name .... NE CORNER Tag : lOYR File .... C:\HAESTAD\PPKW\SAMPLE\A&MEXPRESSNE .PPW Storm ... e, b, d Tag: lOYR MODIFIED RATIONAL METHOD Summary for Single Storm Frequency Page 3 .07 Event : 10 yr Q = CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) RETURN FREQUENCY: 10 yr 'C' Adjustment = 1 .000Allowable Q = 4.01 cfs Hydrograph Storm Duration, Td = .2833 hrs Tc = .0833 hrs Hydrograph File: lOYR VOLUMES Wtd . Adjusted Duration Intens. Area Qpeak I Inflow Storage 'C' 'C' hrs in/hr acres cfs I ac-ft ac-ft ------------------------------------------------------1--------------------- .900 .900 .0833 10.9823 .670 6 .68 I .046 .018 .900 .900 .1667 8.6345 .670 5 .25 I .072 .031 .900 .900 .2500 7.1939 .670 4 .37 I .090 .035 ************************************************************ Storage Maximum .900 .900 .2833 6.7593 .670 4.11 I .096 .036 **************************************************************************** .900 .900 .3333 6 .2093 .670 3.78 I Qpeak < Qallow £LIZV. = zc:y-z .~ z_ S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver : 7.0 (312) Compute Time : 09:27 :14 Date : 11 -08-1999 Type .... Rational Predev . Peak Q Name .... NE CORNER File .... C:\HAESTAD\PPKW\SAMPLE\A&MEXPRESSNE .PPW Storm ... e , b, d Tag : 25YR SUMMARY OF RATIONAL METHOD PEAK DISCHARGES ---PREDEVELOPED CONDITIONS --- Page 3 .08 Event : 25 yr Q CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) Tag Freq File IDF Curve 25YR 25 EXPRESS. IDQ e = .754 0 b = 89.0000 d = 8.5000 Tc = .1091 hrs Tag Freq c c adj I c I Area Peak Q (years) factor I final in/hr acres I cfs ------------1-----------------------------1 ---------- 25YR 25 . 300 1.000 I .300 11 .5255 1. 310 I 4 .57 ----------------------------- S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver : 7.0 (312) Compute Time : 09:27 :14 Date: 11 -08-1999 S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver: 7.0 (312) Compute Time : 09 :27 :14 Date : 11-08-1999 Type .... Mod. Rational Storm Cales Name .... NE CORNER Tag : 25YR File .... C:\HAESTAD\PPKW\SAMPLE\A&MEXPRESSNE .PPW Storm ... e , b , d Tag : 25YR MODIFIED RATIONAL METHOD Summary for Single Storm Frequency Page 3 .09 Event: 25 yr Q = CiA * Units Conversion ; Where Conversion = 43560 I (12 * 3600) RETURN FREQUENCY: 25 yr 'C' Adjustment = 1 .000Allowable Q 4 .57 cfs Hydrograph Storm Duration. Td = .3000 hrs Tc = .0833 hrs Hydrograph File: 25YR VOLUMES Wtd . Adjusted Duration Intens . Area Qpeak I Inflow Storage 'C' 'C' hrs in/hr acres cfs I ac-ft ac-ft ------------------------------------------------------1--------------------- .900 .900 .0833 12.so74 .670 7 .60 I .os2 .021 .900 .900 .1667 9.8615 .670 6.oo I .083 .035 .900 .900 .2soo 8.2339 .670 s.01 I .103 .041 ************************************************************ Storage Maximum .900 .900 .3000 7.5208 .670 4.57 I .113 .041 **************************************************************************** .900 .900 . 3333 7 .1193 .670 4 .33 I Qpeak < Qallow EL.EV. = 242.52. S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver: 7.0 (312) Compute Time : 09 :27 :14 Date : 11-08-1999 Type .... Rat1onal Predev . Peak Q Name .... NE CORNER File .... C:\HAESTAD\PPKW\SAMPLE\A&MEXPRESSNE.PPW Storm ... e , b , d Tag : SOYR SUMMARY OF RATIONAL METHOD PEAK DISCHARGES ---PREDEVELOPED CONDITIONS --- Page 3 .10 Event: SO yr Q CiA * Units Conversion ; Where Conversion = 43S60 I (12 * 3600) Tag Freq File IDF Curve SOYR so EXPRESS. IDQ e = .74SO b = 98 .0000 d 8.SOOO Tc = .1091 hrs Tag Freq c c adj c I Area I Peak Q (years) factor I final in/hr acres I cfs ------------1-----------------------------1 ---------- SOYR so .300 1 .000 I .300 13 . 004S 1. 310 I S.lS ----------------------------- S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312) Compute Time : 09 :27 :14 Date : 11-08-1999 S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver: 7.0 (312) Compute Time : 09:27 :14 Date : 11 -08-1999 Type .... Mod . Rational Storm Cales Name .... NE CORNER Tag : SOYR File .... C:\HAESTAD\PPKW\SAMPLE\A&MEXPRESSNE.PPW Storm ... e , b , d Tag : SOYR MODIFIED RATIONAL METHOD Summary for Single Storm Frequency Page 3 .11 Event : SO yr Q = CiA * Units Conversion; Where Conversion= 43S60 I (12 * 3600) RETURN FREQUENCY : SO yr 'C' Adjustment = 1.000Allowable Q S .lS cfs Hydrograph Storm Duration , Td = .3000 hrs Tc = .0833 hrs Hydrograph File: SOYR VOLUMES Wtd. Adjusted Duration Intens . Area Qpeak I Inflow Storage 'C' 'C' hrs in/hr acres cfs I ac-ft ac-ft ------------------------------------------------------1--------------------- .900 .900 .0833 14.0986 .670 8.S7 I .os9 .024 .900 .900 .1667 11.1476 .670 6.78 I .093 .040 .900 .900 .2soo 9.3278 .670 s.67 I .117 .046 ************************************************************ Storage Maximum .900 .900 .3000 8.S292 .670 s.19 I .129 .047 **************************************************************************** .900 .900 .3333 8.0792 .670 4 .91 I Qpeak < Qallow ELF-V. 212. G,1 S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312) Compute Time : 09 :27 :14 Date : 11-08-1999 Type .... Rat~onal Predev. Peak Q Name .... NE CORNER File .... C:\HAESTAD\PPKW\SAMPLE \A&MEXPRESSNE.PPW Storm ... e , b , d Tag : 5YR SUMMARY OF RATIONAL METHOD PEAK DISCHARGES ---PREDEVELOPED CONDITIONS --- Page 3 .12 Event : 5 yr Q CiA * Units Conversion ; Where Conversion = 43560 I (12 * 3600) Tag Freq File IDF Curve 5YR 5 EXPRESS. IDQ e = .7850 b = 76.0000 d = 8 .5000 Tc = .1091 hrs Tag Freq c c adj I c I Area Peak Q (years) factor I final in/hr acres I cfs ------------1-----------------------------1 ---------- 5YR 5 .300 1 .000 I .300 9.0487 1. 310 I 3.59 ----------------------------- S/N: 821D01206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312) Compute Time : 09 :27 :14 Date : 11-08-1999 S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver : 7.0 (312) Compute Time : 09 :27 :14 Date: 11 -08-1999 Type .... Mod. Rational Storm Cales Name .... NE CORNER Tag: SYR File .... C:\HAESTAD\PPKW\SAMPLE\A&MEXPRESSNE.PPW Storm ... e , b , d Tag : SYR MODIFIED RATIONAL METHOD Summary for Single Storm Frequency Page 3 .13 Event: 5 yr Q = CiA * Units Conversion ; Where Conversion = 43560 I (12 * 3600) RETURN FREQUENCY : 5 yr 'C' Adjustment = l.OOOAllowable Q = 3 .59 cfs Hydrograph Storm Duration , Td = .2667 hrs Tc = .0833 hrs Hydrograph File: 5YR VOLUMES Wtd. Adjusted Duration Intens. Area Qpeak I Inflow Storage 'C' 'C' hrs in/hr acres cfs I ac-ft ac-ft ------------------------------------------------------1--------------------- .900 .900 .0833 9 .8526 .670 5.99 I .041 .017 .900 .900 .1667 7 .6928 .670 4.68 I .064 .027 .900 .900 .2500 6.3757 .670 3.88 I .080 .031 ************************************************************ Storage Maximum .900 .900 .2667 6.1705 .670 3.75 I .083 .031 **************************************************************************** .900 .900 .3333 5 .4797 .670 3.33 I Qpeak < Qallow £1-eV. 2ctZ. 27 S/N: 821D01206A89 Rogers Engineering Serv PondPack Ver: 7 .0 (312) Compute Time : 09:27 :14 Date : 11-08-1999 Type .... C an d Area Page 3.14 Name .... NE CORNER-DEV File .... C:\HAESTAD\PPKW\SAMPLE\A&MEXPRESSNE .PPW Title ... NE PAR KI NG AREA DEVEL OPED RATIONAL C COEFFICIENT DATA NE PARK IN G ARE A DEVELO PED Area c x Area Soil/S u rface Description c acres acres ------------------------------------------------------------ NE PARK IN G ARE A .9 000 .670 .603 WEIG HTE D c & TO TAL AR EA --- > .9000 .670 .603 S/N : 821D01206 A89 Rogers Engineering Serv PondPack Ver: 7.0 (312) Compute Time : 09 :27 :14 Date: 11-08-1999 Appendi x A Index of Starting Page Numbers for ID Names E e , b , d lOOYR ... 1.01 N NE CORNER ... 2 .01 , 3 .01 , 3 .02, 3.03, 3.04 , 3 .05 , 3 .06 , 3 .07 , 3 .08 , 3 .09 , 3.10 , 3 .11 , 3.12 , 3 .13 NE CORNER-DEV ... 3 .14 NE CORNER-DEV .... 2.03 S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312) Compute Time : 09 :27 :14 A-1 Date : 11 -08 -1999 293 .0 292 .5 > 292 .0 Q) w 291.5 ~ ~ .... /~ / 291 .0 0 ~ ~ .,,,,. 1 E l ev. v s. F low 1-1 2" PVC P IPE J~ i...-- ~ 2 ~ ~ 3 Flow (cfs) · l .J'° __.,.,,. ~ ~ • ~ • Zt;' • 5'" • 10 4 5 Table of Contents Table of Contents ******************** NETWORK SUMMARIES ********************* Water shed ....... Dev .. S Executive Summary (Nodes) .......... 1. 01 Water shed ....... Dev .10 Executive Summary (Nodes) .......... 1. 02 Watershed ....... Dev.2S Executive Summary (Nodes) .......... 1. 03 Watershed ....... Dev.SO Executive Summary (Nodes) .......... 1. 04 Watershed ....... DevlOO Executive Summary (Nodes) .......... 1. OS *********************** POND VOLUMES *********************** DETENTION ....... Vol: Elev-Area . . . . . . . . . . . . . . . . . . . . . 2. 01 ****************** RATIONAL METHOD CALCS ******************* NE CORNER-DEV ... C and Area 3.01 "PoND ~/ lZ,, fV(_ ~11..ET S/N: 821D01206A89 Rogers Engineer in g Serv PondPack Ver : 7 .0 (312) Compute Time : 10 :31:16 Date : 11 -08 -1999 Type .... Executive Summary (Nodes) Name .... Water shed File .... C:\HAESTAD\PPKW\SAMPLE\A&MEXPRESSNE .PPW Storm ... e . b , d Tag: Dev .. 5 NETWORK SUMMARY --NODES Page 1.01 Event : 5 yr (Trun.= HYG Truncation : Blank=None ; L=Left; R=Rt ; LR=Left & Rt ) DEFAULT Design Storm File .ID= Storm Tag Name = .0000 in 0 Data Type , File, ID = Total Rainfall Depth= Duration Multiplier = Resulting Duration Resulting Start Time= .0000 hrs .0000 hrs Step= .0000 hrs HYG Vol Qpeak Node ID Type ac-ft Trun. hrs ------------------------------------ DETENTION IN POND .082 .1000 DETENTION OUT POND .082 .3000 NE CORNER AREA .071 L .1830 Outfall OUTFLOW JCT .082 .3000 S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312) Compute Time : 10 :31 :16 End= .0000 hrs Qpeak Max WSEL cfs ft ----------------- 3.74 2.89 292.25 3.75 2.89 Date : 11-08-1999 Type .... Executive Summary (Nodes ) Name .... Watershed F il e .... C:\HAESTAD \PPKW \SAMPLE \A&MEXPRESSNE .PPW Sto r m ... e , b , d Tag : Dev.10 NETWORK SUMMARY --NODES Page 1.02 Event : 10 yr (Trun .= HYG Truncation : Blan k=None ; L=Left ; R=Rt ; LR =Left & Rt ) DEFAULT Design Storm Fi l e .ID= Storm Tag Name .0000 in 0 Data Type , File , ID = Total Ra i nfall Depth= Duration Multiplier= Resulting Duration = Resulting Start Time= .0000 hrs .0000 hrs Step= .0000 hrs HYG Vol Qpeak Node ID Type ac-ft Trun . hrs ------------------------------------ DETENTION IN POND .096 .2000 DETENTION OUT POND .096 .3000 NE CORNER AREA .085 L .1830 Outfall OUTFLOW JCT .096 .3000 S/N: 821D01206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312 ) Compute Time : 10 :31 :16 End= .0000 hrs Qpeak Max WSEL cfs ft -------- --------- 4 .11 3 .41 292 .40 4 .11 3 .41 Date : 11 -08-1999 Type .... Executive Summary (Nodes) Name .... Watershed File .... C:\H AESTAD \P PKW \SAMPLE\A&MEXP RESSNE.PPW Storm ... e , b, d Tag : Dev.25 NETWORK SUMMARY --NODES Page 1.03 Event : 25 yr (Trun .= HYG Truncation: Blank=None; L=Left; R=Rt ; LR=Left & Rt) DEFAULT Design Storm File.ID = Storm Tag Name .0000 in 0 Data Type, File , ID= Total Rainfall Depth= Duration Multiplier= Resulting Duration Resulting Start Time= .0000 hrs .0000 hrs Step= .0000 hrs HYG Vol Qpeak Node ID Type ac-ft Trun. hrs ------------------------------------ DETENTION IN POND .107 .2000 DETENTION OUT POND .107 .3000 NE CORNER AREA .095 L .1 830 Outfa ll OUTFLOW JCT .107 . 3000 S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver : 7.0 (312) Compute Time : 10:31 :16 End= .0000 hrs Qpeak Max WSEL cf s ft ----------------- 4. 57 3. 77 292.51 4.57 3. 77 Date : 11-08-1999 Type .... Executive Summary (Nodes ) Name .... Watershed File .... C:\HAESTAD\PPKW \SAMPLE \A&MEXPRESSNE .PPW Storm ... e , b , d Tag : Dev .SO NETWORK SUMMARY --NODES Page 1 .04 Event : SO yr (Trun .= HYG Truncation : Blank=None; L=Left ; R=Rt ; LR=Left & Rt ) DEFAULT Design Storm File .ID = Storm Tag Name .0000 in 0 Data Type , File , ID= Total Rainfall Depth= Duration Multiplier= Resulting Duration Resulting Start Time= .0000 hrs .0000 hrs Step= .0000 hrs HYG Vol Qpeak Node ID Type ac-ft Trun . hrs ------------------------------------ DETENTION IN POND .121 .2000 DETENTION OUT POND .121 .3000 NE CORNER AREA .107 L .1830 Outfall OUTFLOW JCT .121 .3000 S/N: 821D01206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312) Compute Time : 10:31 :16 End= .0000 hrs Qpeak Ma x WSEL cfs ft ----------------- S .19 4 .12 292.64 S .19 4 .12 Date : 11 -08-1999 Type .... Executive Summary (Nodes ) Name .... Watershed File .... C:\HAESTAD \PPKW \SAMPLE \A&ME XPRESSNE .PPW Storm ... e , b , d Tag : DevlOO NETWORK SUMMARY --NODES Page 1.05 Event : 100 yr (Trun .= HYG Truncation : Blank =None ; L=Left ; R=Rt ; LR=Left & Rt ) DEFAULT Design Storm File .ID = Storm Tag Name .0000 in 0 Data Type , File , ID = Total Rainfall Depth = Duration Multipl i er = Resulting Durat i on = Resulting Start Time= .0000 hrs .0000 hrs Step= .0000 hrs HYG Vol Qpeak Node ID Type ac-ft Trun . hrs ------------------------------------ DETENTION IN POND .127 .2000 DETENTION OUT POND .127 .3000 NE CORNER AREA .112 L .1830 Outfall OUTFLOW JCT .127 .3000 S/N: 821D01206A89 Rogers Eng i neering Serv Po ndPack Ver : 7 .0 (312) Compute Time : 10:31 :16 End= .0000 hrs Qpeak Ma x WSEL cf s ft -------- --------- 5 .41 .,i..lZ. 292 .69 5 .41 4 . 27 Date : 11 -08 -1999 Type .... Vol : Elev -Area Page 2 .01 Name .... DETENTION File .... C:\HAESTAD \PPKW \SAMPLE \A&MEXPRESSNE .PPW Elevation (ft ) 291. 00 292.00 293.00 Planimeter (sq.in ) Area Al +A2+sqr (Al *A2) (acres ) (acres ) . 0120 .0300 .0500 .0000 .0610 .1187 POND VOLUME EQUATIONS Volume (ac -ft ) .000 .020 .040 Volume Sum (ac -ft ) .000 .020 .060 * Incremental volume computed by the Conic Method for Reservoir Volumes . Volume= (1/3) * (EL2 -EL1 ) * (Areal+ Area2 + sq.rt.(Areal*Area2 )) where : Ell, EL2 Areal ,Area2 Volume = Lower and upper elevations of the increment Areas computed for Ell, EL2 , respectively = Incremental volume between Ell and EL2 S/N: 821D01206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312) Compute Time : 10 :31 :16 Date : 11-08 -1999 Type .... C and Area Page 3 .01 Name .... NE CORNER-DEV File .... C:\HAESTAD\PPKW\SAMPLE\A&MEXPRESSNE .PPW Title ... NE PARKING AREA DEVELOPED RATIONAL C COEFFICIENT DATA NE PARKING AREA DEVELOPED Are a c x Area Soil/Surface Description c acres acres ------------------------------------------------------------ NE PARKING AREA .9000 .670 .603 WEIGHTED c & TOTAL AREA ---> .9000 .670 .603 S/N : 821D01206A89 Rogers Engineer i ng Serv PondPack Ver : 7 .0 (312) Compute Time : 10:31 :1 6 Date : 11-08-1999 Appendix A Index of Starting Page Numbers for ID Names -----D DETENTION ... 2.01 -----N ----- NE CORNER-DEV ... 3 .01 -----w ----- Watershed Dev .. 5 ... 1.01 , 1.02 , 1.03, 1.04 , 1.05 S/N: 821D01206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312) Compute Time : 10 :31 :16 A-1 Date : 11-08 -1999 Table of Contents Table of Contents ******************** NETWORK SUMMARIES ********************* Watershed ....... Dev .. S Executive Summary (Nodes) .......... 1. 01 Watershed ....... Dev .10 Executive Summary (Nodes) .......... 1. 02 Water shed ....... Dev.2S Executive Summary (Nodes) .......... 1. 03 Watershed ....... Dev .SO Executive Summary (Nodes) .......... 1. 04 Watershed ....... DevlOO Executive Summary (Nodes) .......... 1. OS SE l - To C1YfS S/N: 821D01206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312) Compute Time : 12 :09 :2S Date : 11-08-1999 Type .... Executive Summary (Nodes) Name .... Watershed File .... C:\HAESTAD\PPKW \SAMPLE\A&MEXPRESSSE .PPW Storm ... e , b , d Tag : Dev .. 5 NETWORK SUMMARY --NODES Page 1 .01 Event: 5 yr (Trun .= HYG Truncation : Blank=None ; L=Left ; R=Rt ; LR=Left & Rt ) DEFAULT Design Storm File .ID = Storm Tag Name = .0000 in 0 Data Type , File, ID = Tota l Rainfall Depth = Duration Multiplier = Resulting Duration Resulting Start Time= .0000 hrs .0 000 hrs Step= .0000 hrs HYG Vol Qpeak Node ID Type ac-ft Trun . hrs ------------------------------------ Outfal l CHANNEL JCT .082 R .2000 ON SITE RET. IN POND .075 .2 000 ON SITE RET. OUT POND .082 R .2 000 SE CORNER AREA .072 L .1830 S/N: 821D01206A89 Rogers Engineering Serv PondPack Ver : 7.0 (312) Compute Time : 12 :09 :25 En d= .0000 hrs Qpeak cfs -------- 1.11 1.16 1.11 1.16 Max WSEL ft 295.45 Date: 11-08-1999 Type .... Executive Summary (Nodes) Name .... Watershed File .... C:\HAESTAD\PPKW\SAMPLE\A&MEXPRESSSE .PPW Storm ... e, b , d Tag : Dev.10 NETWORK SUMMARY --NODES Page 1. 02 Event: 10 yr (Trun.= HYG Truncation: Blank=None ; L=Left ; R=Rt ; LR=Left & Rt) DEFAULT Design Storm File .ID = Storm Tag Name .0000 in 0 Data Type , File, ID= Total Rainfall Depth= Duration Multiplier = Resulting Duration Resulting Start Time= .0000 hrs .0000 hrs Step= .0000 hrs HYG Vol Qpeak Node ID Type ac-ft Trun . hrs ------------------------------------ Outfall CHANNEL JCT .083 R .2000 ON SITE RET. IN POND .091 .2000 ON SITE RET. OUT POND .083 R .2000 SE CORNER AREA .087 L .1830 S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver : 7 .0 (312) Compute Time : 12:09 :25 End= .0000 hrs Qpeak Max WSEL cf s ft ----------------- 1.11 1. 27 1.11 295.45 1 .27 Date : 11-08-1999 Type .... Exeeut i ve Summary (Nodes) Name .... Watershed File .... C:\HAESTAD\PPKW\SAMPLE\A&MEXPRESSSE .PPW Storm ... e, b , d Tag : Dev .25 NETWORK SUMMARY --NODES Page 1 .03 Event : 25 yr (Trun .= HYG Truncation : Blank=None ; L=Left; R=Rt ; LR=Left & Rt ) DEFAULT Design Storm File .I D = Storm Tag Name .0000 in 0 Data Type , File, ID = Total Rainfall Depth= Duration Multiplier= Resulting Duration Resulting Start Time= .0000 hrs .0000 hrs Step= .0000 hrs HYG Vol Qpeak Node ID Type ac-ft Trun. hrs ------------------------------------ Outfall CHANNEL JCT .093 R .2000 ON SITE RET. IN POND .104 .2000 ON SITE RET . OUT POND .093 R .2000 SE CORNER AREA .100 L .1830 S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver : 7.0 (312) Compute Time: 12 :09:25 End= .0000 hrs Qpeak cfs -------- 1.11 1. 43 1.11 1. 43 Max WSEL ft 295.45 Date : 11-08-1999 Type .... Executive Summary (Nodes ) Name .... Watershed File .... C:\HAESTAD\PPKW\SAMPLE\A&MEXPRESSSE.PPW Storm ... e , b , d Tag : Dev .SO NETWORK SUMMARY --NODES Page 1 .04 Event : 50 yr (Trun .= HYG Truncation : Blank=None ; L=Left ; R=Rt ; LR =Left & Rt ) DEFAULT Design Storm File .ID = Storm Tag Name .0000 in 0 Data Type , File , ID= Total Rainfall Depth= Duration Multiplier = Resulting Duration Resulting Start Time= .0000 hrs .0000 hrs Step= .0000 hrs HYG Vol Qpeak Node ID Type ac -ft Trun . hrs ------------------------------------ Outfall CHANNEL JCT .094 R .2000 ON SITE RET . IN POND .122 .2000 ON SITE RET. OUT POND .094 R .2000 SE CORNER AREA .117 L .1830 S/N : 821D01206A89 Rogers Engineer i ng Serv PondPack Ver : 7 .0 (312) Compute Time : 12 :09 :25 End= .0000 hrs Qpeak Max WSEL cfs ft ----------------- 1.11 1. 60 1.11 295 .45 1. 60 Date : 11-08 -1999 Type .... Executive Summary (No des ) Name .... Watershed File .... C:\HAEST AD \P PKW\SAMPLE \A&MEX PRES SSE .PPW Storm ... e , b , d Tag : DevlOO NETWORK SUM MARY --NODES Page 1.05 Event : 100 yr (Trun.= HYG Truncation: Blank=None ; L=Left; R=Rt ; LR=Le ft & Rt) DEFAULT Design Storm File.ID= St orm Tag Name .0000 in 0 Data Type . File . ID = Total Rainfall Depth= Duration Multiplier= Resulting Duration = Resulting Start Time= .0000 hrs .0000 hrs Step= .0000 hrs HYG Vol Qpeak Node ID Type ac-ft Trun . hrs ------------------------------------ Outfall CHANNEL JCT .094 R .2 000 ON SITE RET. IN POND .130 .2000 ON SITE RET. OUT POND .094 R .2000 SE CORNER AREA .126 L .1830 S/N: 821D01206A89 Rogers Engineering Serv PondPack Ver : 7.0 (312) Compute Ti me : 12:09 :2 5 End= .0000 hrs Qpeak cfs -------- 1.11 1. 64 1.11 1. 64 Max WSEL ft 295.45 Date : 11-08-1999 Appendix A Index of Starting Page Numbers for ID Names -----w Watershed Dev .. 5 ... 1.01 , 1.02 , 1.03, 1 .04 , 1.05 S/N : 821D01206A89 Rogers Engineering Serv PondPack Ver: 7.0 (312) Compute Time : 12:09 :25 A-1 Date : 11-08-1999