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Drainage Report
DRAINAGE REPORT FOR College Station Fire Station #6 CITY OF COLLEGE STATION OE JOB NO. 816.005 PA March 2011 Revised April 2011 Prepared by: O'MALLEY ENGINEERS, L.L.P. P.O. Box 1976 Brenham, Texas 77834-1976 203 South Jackson Brenham, Texas 77833 www.oiiialleyenf4ineers.com TABLE OF CONTENTS SECTION PAGE NO. LOCATION AND SITE DESCRIPTION ............................................... 1 DRAINAGE WATERSHED AND STUDY AREA ............................... 1 DRAINAGE DESIGN CRITERIA.......................................................... 2 DRAINAGE SYSTEM DESIGN............................................................ 2 CONCLUSION........................................................................................ 3 LIST OF EXHIBITS EXHIBIT I GENERAL LOCATION MAP EXHIBIT II FEMA FLOOD INSURANCE RATE MAP EXHIBIT III DRAINAGE AREA MAP EXHIBIT IV DRAINAGE PLAN MAP EXHIBIT V STORMWATER DETENTION PIPE LAYOUT LIST OF APPENDICES APPENDIX A TECHNICAL DESIGN SUMMARY APPENDIX B DRAINAGE CALCULATION SUMMARIES APPENDIX C DRAINAGE CALCULATIONS FROM PONDPACK PRE -DEVELOPMENT AREA - TARROW ST POST -DEVELOPMENT AREA - TARROW ST PRE -DEVELOPMENT AREA - UNIVERSITY DR POST -DEVELOPMENT AREA - UNIVERSITY DR APPENDIX D DRAINAGE CALCULATIONS FROM WINSTORM ESTIMATED CURB INLET CAPACITY ON TARROW STREET OUTFALL STORMSEWER CAPACITY INLET SIZING FOR ON -SITE DRAINAGE APPENDIX E HYDROGRAPHS Drainage Report City of College Station — College Station Fire Station 46 LOCATION AND SITE DESCRIPTION The proposed fire station site is located on the southwest corner of the intersection of University Drive and Tarrow Street. The lot size is approximately 77,100 square feet (1.77 acre) bordered by University Drive to the north, Tarrow Street to the east, a subdivision to the south, and Lions Park to the west. Included as Exhibit I is the General Location Map showing the site in relation to the City of College Station. The existing site for the new fire station project is owned by the City of College Station. The site is currently vacant and covered with established grass over the entire site. The only impervious area on the site is the sidewalk located along the northwestern boundary adjacent to University Drive. The existing drainage structure that the site will drain into is a curb inlet in a radius return on the corner of a driveway entrance on Tarrow Street. This inlet is located on east side of Tarrow Street approximately 580' southeast of University Drive. The overall condition of this inlet is good, and there are no proposed surface modifications to the inlet as part of the new fire station project. The inlet is at the upstream end of a storm sewer system that drains to the north and is located in the Burton Creek Watershed Area. DRAINAGE WATERSHED AND STUDY AREA The site is located within the southern portion of the Burton Creek Watershed. The Burton Creek Watershed drains into Carter Creek, which then flows in a southerly direction into the Navasota River stream segment 1209 of the Brazos River Basin. The project site is located outside of the 500-year floodplain area according the FEMA Flood Insurance Rate Map Number 480041 C0142C, which is included as Exhibit II. The proposed site is shown on this map and is located in Zone X. The runoff from the site travels into the watershed by overland sheet and shallow gutter flow to the inlet on Tarnow Street and into an existing storm sewer system which outfalls into Burton Creek. Drainage areas were delineated for pre -development and post -development flows as shown on the drainage area maps in Exhibit III. According to the topo data provided, stormwater runoff from the existing site flows in two directions. A small area (.341 acre) of the site overland sheet flows to University Drive and then travels approximately 500' west along University Drive before entering a curb inlet that is part of another storm sewer system in the Burton Creek Watershed. The remaining area (1.518 acres) sheet flows onto University Drive and Tarrow Street, where it travels along the curb and gutter to the inlet on Tarrow Street. These drainage areas include the street right of ways and therefore the total drainage area is more than the platted 1.77 acres. For the post -developed site, the stormwater runoff still flows in two directions. The small area of the site, that sheet flows to University Drive, has been reduced to 0.125 acre. The remaining 1.734 acres was divided into two separate areas. The area delineated as Tarrow-East in Exhibit III, which consist of 1.161 acres, has an on -site storm sewer system that will capture stormwater runoff from the site and convey it to a proposed underground detention storage system that is discussed in more detail later in this report. The runoff from the remaining 0.573 acre, shown as area Tarrow-North, will sheet flow onto University Drive and Tarrow Sheet, by-passing the detention storage system and flowing directly to the curb inlet on Tarrow Street. The proposed underground detention storage system is to be located under the southern driveway and parking on the proposed site. The layout of the on -site storm sewer and underground detention storage system is shown in Exhibit IV, Drainage Plan Map and Exhibit V, Stormwater Detention Pipe Layout. KA00816\816.005PATrainage Report0rainageReport Ron.doc Page I of 4 Drainage Report City of College Station — College Station Fire Station #6 The proposed underground detention storage system is composed of 1440' by 36" diameter ADS N-12 HDPE Corrugated Plastic Pipe (or approved equal) laterals with headers cormecting the laterals of the system as shown in Exhibit V. The on -site storm sewer system consists of two 3' x 3' grate inlets in the west parking lot. These inlets are connected by a 36" diameter storm sewer conduit. Along the south parking lot is a 5' curb inlet and a 10' curb inlet. These inlets are connected directly to the underground detention system. The proposed roof drain system is also connected to the proposed storm sewer and underground detention storage systems as shown in Exhibit IV. The proposed underground detention storage system flows into a control structure located at the southeast corner of the site. From this junction box, a 24" RCP is proposed to cross Tarrow Street to a second junction box, then turn southeast and connect to the existing 10' curb inlet. DRAINAGE DESIGN CRITERIA The proposed site and drainage features were designed in accordance with criteria set forth in the Unified Stormwater Design Guidelines (USD) developed by the City of Bryan and the City of College Station. The site was analyzed and designed to the 24-hour storm duration for the 2, 10, 25, and 100 year storm frequency events. There were no previous studies or calculations completed for the project site area to aid in the development of this drainage report. All drainage data and calculations are included in the appendices. The site is required to provide detention storage because the post -developed stormwater runoff rates exceed the pre -development amounts. The stormwater runoff rates for both pre -development and post -developed site conditions were calculated using the NRCS (SCS) Unit Hydrograph Method provided in PondPack ver. 10.1 software. Rainfall depth, storm data, and soil data were provided in the USD. Various stormwater flow paths were reviewed to determine the time of concentration (Tc). All values calculated were under 10 minutes; therefore a Tc of 10 minutes was used in accordance with the USD minimum requirements. A summary of the drainage calculation results for the pre -development and post -developed site are included in Appendix B. The PondPack output is provided in Appendix C. DRAINAGE SYSTEM DESIGN As previously mentioned, the project site was divided into three areas: the area that flows onto and west along University Drive, the area labeled Tarrow-East, that will be routed thm the underground detention facility, and the area that will by-pass the detention system, Tarrow-North. The stormwater runoff from the area that flows onto University Drive does not require detention storage. The pre -development stormwater runoff rates were determined to be greater than the post -developed amounts. This is due to a decrease in the size of the post -developed area draining onto University Drive. A summary of these values are provided in Appendix B and the PondPack data in Appendix C. Due to the existing topography and layout of the proposed improvements, it was decided early in design that it would not be possible to capture all of the stormwater runoff that enters Tarrow Street and route it through an on -site detention facility. This is the reason the post -developed area was divided into two sections. The Tarrow-North area is the portion that by-passes the proposed detention storage system. The post -developed flows from this 0.573 acre area were determined to be 1.98, 3.31, 3.76, and 4.94 cfs for the 2, 10, 25, and 100 year storm events, respectively. These values are shown in the Appendix B summary. K:\00816\8I6,005PA\Drainage Report\DrainageReport Ron.doc Page 2 of 4 Drainage Report City of College Station — College Station Fire Station #6 Since a portion of the stormwater runoff from the proposed site cannot be routed through the detention system, the pre -developed runoff values for the 2, 10, 25, and 100 year storm frequencies of 3.63, 7.26, 8.52, and 11.80 cfs had to be reduced to compensate for the post -developed runoff that will by-pass the detention system. To determine what the maximum release rates from the outlet control structure should be, the calculated post -development runoff rates of Tarrow-North area, shown above, were subtracted from the Total Tarrow area pre -development runoff rates. Therefore, the target release rates for the detention storage system were calculated to be 1.65, 3.95, 4.76, and 6.86 cfs for the 2, 10, 25, and 100 year storm events, respectively. These values are provided on the summary in Appendix B. From these target release rates, the sizes of the detention storage system and outlet structure were modeled using PondPack. The size and configuration of underground detention storage system, and orifices are also provided on the summary in Appendix B. The PondPack output for routing the stormwater runoff through the drainage system is provided in Appendix C, titled "Post -Developed Area - Tarrow Street". The size of the detention storage facility proposed includes the 10% volume increase to allow for sedimentation per USD requirements. The orifice structure is connected to the existing curb inlet on Tarrow Street by a proposed 24" reinforced concrete pipe laid on minimum slope (0.002 ft/ft) to allow for the 2.5 Ills minimum velocity requirement found in the USD. This 24" storm sewer has a capacity of 10.12 efs, as shown in the WinStorm output in Appendix D, which is more than enough to convey the flows released by the control structure. This pipe's flow line outfall into the existing curb inlet on Tarrow Street is 0.72' above the flow line of the 24" pipe that exits this inlet. Since no information of the existing storm sewer was available, the topo survey data provided was used to determine the maximum capacity of the existing curb inlet. Once the water surface in the gutter reaches an elevation of 324.27', stormwater begins to by-pass this existing inlet and flows north into the driveway. With this maximum head of 1', it was determined that the maximum inlet capacity is 29.21 cfs. Using this maximum inlet intake flow, and assuming that the slope of the 24" pipe leaving the existing inlet matches the ground surface slope, it was determined that this pipe has a capacity that exceeds what the inlet intakes. Since the hydraulic grade line in the existing inlet does not rise above the lowest orifice flow line, the flow into the existing inlet was determined to be a free outfall. These calculations are also located in Appendix D. The inlets and pipes that outfall into the detention storage system, were sized using WinStorm and those calculations are also included in Appendix D. The Tarrow-East area was divided into smaller areas to calculate runoff rates for each inlet. The runoff rates for the 100 year storm frequency event were used in WinStorm to design and ensure that inlets and storm sewer lines, connecting them to the underground detention storage system, would have the needed capacity. CONCLUSION The underground detention storage system and integrated drainage features are designed to release stormwater runoff at a rate less than the pre -development runoff rate for the 2, 10, 25, and 100 year storm frequency events. The capacity of the detention storage system is such that it contains the entire 100 year storm frequency event plus the 10% required for sedimentation in the system. Included in Appendix A is the Technical Design Summary required with all applicable information filled in. K100816\816.005PA\Drainage Report\DrainageReport Ron.doo Page 3 of 4 Drainage Report City of College Station — College Station Fire Station #6 This report for the drainage design of the College Station Fire Station #6 was prepared by me or under my supervision in accordance with the provisions of the Bryan/College Station Unified Drainage Design Guidelines for the owner of the property. All licenses and permits required by any and all state and federal regulatory agencies for the proposed drainage improvements have been issued. Licensed Professional Engineer State of Texas No. 0 `� `/ 2 Lo, r re KA00816\816.005PA\Drainage Report\DrainageReport Ron.doc Page 4 of 4 CASTERWO09 AIRPORT O O'Malley Engineers O TB No. 778 244 203 S. Jackson CBrenham, Taxesxas 7/833 (979) 836.7937 Fax (979) 836.7936 CrTY OF COLLEGE STATION Sheet Number: 1 ....Of.... 1 I" ZONE AE ZONE X �r rF9�gc o� 286 Q LIMIT OF STUDY 8bx iMIT OF �bN€ STUDY ' Qt c � )OW rry� �<r`r ZONE X f r �,�.+ 1 y •��� i� 7Tv*t'' � t.�t i,y,�,.'�-� a}�, � `...� \.�• /// .fit _ �g„'a.t- �`".:�t,�e•; •�,:€,w. �`� �� - •ar ,x�fi' ,L <`•.,. :,,+ a"tiii ?n �'t' , y-�.)Ni'a 'y, .5 >��;: ZONEX ,• f�4 n e7 t k 4 s, , \a �., •2i`tvr' -}i'ta ' • ;.... +a'�'J �, , Q •.. -.. 1 �. �; '^f�✓: {o .oty.� .F :_- � 'X- �dsFT a �u 9•v- 7 �i, �rgy� •e i. .. � ::. ..,.. •�i, a .>:qS •r, I "` a�+ a X c r 'r�r r a t* r o- , y 0 '... � ,g'-°�• r +s .', r ��•- ,`�' ,fi , �r� .u q ti 3 r'�i S r t a AiM'4 i�`+�A ,t �• CQ 1 k :-' rt.� .. ".ii�+i�.S�'i _.x±c ' ..Yti,L't':°F'>� �..t�,�,'zroKan�-�r,A ._. "a •. .<sr. ...:', a.Ikn..it<.. �''�as- .a_+..t��. "�'.� _.., . t;" .,.r„t°"•f1' ,.v`- �-,..l,r�E Lt, r kr%'i City of College Station -480083 a y y'� ZONE X cow s /G IMIT OF '_TAILED �yf STUDY S��P Qo tJ ZONE X X 1 0 D O ,�` i���n •e�' Rt`7 t�,,rr t,'4yS`t ,'S"are}td�> a • Arn.'=tJ°r'Fw�4'i hen w NE °1r," (0� rr„ 1n yp r� aF i"p`r.', �„` 'sl � r �a • v �. r �t� � `i �Ffs'�1' n• � �"•.tZ ONE ' ,e"�'9hi�: ra3•d, �•<^.. ,,'�t5� , a `' �� e��d�Wr'� ��}+��/ fi'�' . ��:d.a���%�iu£?tr �.�."r;�xk :_ 7,�10-� . a•�^ic: .i�i',`5'�'33':`:d� ttir.... Ai�'c°.4.. 1�f.9��., '.�. , ZONE X'� /'`- CK ,g EY Y b lhf0° 5 . V SEE tir � ONE X $ � y 4 - ._ � 5 F 'r ZONE X auruMN s`, r Z ONE A i - ZONE 4 4 it oA f9 r 9�0 fi$ r- PROJECT LOCATION Pad LIMIT OF STUDY '9 ZONE X /=': ZONE X i U ZON ,p- X KI 6Q I City of College Station. 480083 I BROCKHAMPTQN is ZONE X r' t r« u, t . A. -�st tf r• fiu \ ZONE X LIMIT OF STUDY, ONE A City of Bryan 480082 Brazos• LIMITOF"• ••• Areas DETAILED,, f 40 ,? • i ZONE �r w ----LIMIT OF DETAILED STUDY ZONE AE o' SPECIAL FLOOD HAZARD AREAS INUNDATED BY 100-YEAR FLOOD ZONE A No base flood elevations determined. ZONE AE Base flood elevations determined. ZONE AH Flood depths of 1 to 3 feet (usually areas of ponding); base flood elevations determined. ZONE AO Flood depths of 1 to 3 feet (usually sheet flow on sloping terrain); average depths deter- mined; For areas of alluvial fan flooding; velocities also determined. ZONE A99 To be protected from 100-year flood by Federal flood protection system under con- struction; no base flood elevations deter- mined. ZONE V Coastal flood with velocity hazard (wave action); no base flood elevations determined. ZONE VE Coastal flood with velocity hazard (wave action); base flood elevations determined. FLOODWAY AREAS IN ZONE AE OTHER FLOOD AREAS ZONE X Areas of 500-year flood; areas of 100-year flood with average depths of less than 1 foot or with drainage areas less than 1 square mile; and areas protected by levees from 100-year flood. OTHER AREAS ZONE X Areas determined tobeoutside 500-yearfiood- plain, ZONE D Areas in which flood hazards are undeter- mined. UNDEVELOPED COASTAL BARRIERS Floodplain Boundary --- Floodway Boundary I Zone D Boundary µ�•ti'n•i<'.,�'n^s'Y•.$�,„'ar'�iF,j„ Boundary Dividing Special Flood Hazard k {Lb a Zones, and Boundary Dividing Areas of Dif- ferent Coastal Base Flood Elevations Within Special Flood Hazard Zones. 513 — Base Flood Elevation Line; Elevation in Feet' Cross Section Line (EL 987) Base Flood Elevation in Feet Where Uniform Within Zone* RM7X Elevation Reference Mark •M 1.5 River Mile *Referenced to the National Geodetic Vertical Datum of 1929 NOTES This map is for use in administering the National Flood Insurance Program; it does not necessarily identify all areas subject to flooding, particularly from local drainage sources of small size, or all planimetric features outside Special Flood t• ' :* Hazard Areas. The commu nity map repository should be consulted for possible updated flood hazard information prior to use of this map for property purchase n' 1 or construction purposes. Coastal base flood elevations apply only landward of O.O NGVD, and include the effects of wave action; these elevations may also differ significantly from those developed by the National Weather Service for hurricane evacuation planning. Areas of special flood hazard (100-year flood) Include Zones A, AE, AH, AO, A99, Certain areas not in Special Flood Hazard Areas may be protected by flood ? I, control structures, Boundaries of the floodways were computed at cross sections and interpolated between cross sections. The floodways were_ based_on_hydraulic considerations— withregard to requirements of the Federal Emergency Management Agency. W Floodway widths in some areas may be too narrow to show to scale. Floodway widths are provided in the Flood Insurance Study Report. Elevation reference marks are described in the Flood Insurance Study Report. rj1 ' 'st Corporate limits shown are current as of the date of this map. The user should / contact appropriate community officials to determine if corporate limits have G changed subsequent to the issuance of this map. i as For community map revision history prior to countywide mapping, see section F` 6.0 of the Flood insurance Study Report. ' For adjoining map panels see separately printed Map Index. / MAP REPOSITORY Refer to Repository Listing on Map Index EFFECTIVE DATE OF COUNTYWIDE a �vf FLOOD INSURANCE RATE MAP JULY 2, 1992 EFFECTIVE DATE(S) OF REVISION(S) TO THIS PANEL t 0 Refer to the Flood Insurance Rate Map Effective date shown on this map to determine when actuarial rates apply to structures in the zones where elevations or depths have been established. �+ To determine if flood insurance is available in this community, contact your Insurance agent or call the National Flood Insurance Program at (800) 638-6620, ems° a APPROXIMATE SCALE : tryry w r�t VA q Soo 0 500 FEET r tS'�i" i{si" ''i �%i �. ,�> s n d'�""`��:, T 3,,v`> SN " tt $i,� Zu' r � •at`"�i' pg � >F n T , •w. "5 "Y w•y , � '�+ i it`s 1 tiv Sr t1 r4`+ � rh r� 4 ** I F nr+ 4 ! Yf P J'.•YE i. NATIONAL FLOOD INSURANCE PROGRAM i FIRM 4 r r - ,,c�- ,*�r+S „'.�y s r .<�i�" ays F'4ii {�.� ^•���, s7� •r � Y�,��!`' � >�.'�; R e X 7 °'�'�'�+ ktt ' .' .-ra �. ; �� 'fir' : ` 1 °t" �• ..,. t ^% r . • �'_-; _ 4 ", 1 :ei�. huh s ,•Y t �t, . + j i - r M r- y4 Fr .:. r'�� '_ '• ivn ..t"r. , t-, ti, �;p f�tk'��n'4•'v�1+ !. 1 .,� � '1 " qay '�„^ $�.+. Z.. " <:: ^�} car` _• <l e � a<'.''n;ra',� d'sr4'°"". �" .'t • � ��.� a �,� . e� � � t � FLOOD iNSUANE RATE A s m '� • *� ,<`a <, T .�` ';[. "'' �f:. ° �itst' r.�• '� j .J N'� { .'��r�„'v"� A t, N iP a f � M ' ..fin ;i t } * , , 4xi $ . k .. - •'tti" _ ,. 7r .-5...,s3" 'e r' i t+, v S :r's��'. ti- >;a:r;? • RRAZOS COUNTY, �, . .,. _: a y ;, st�`',14.� � rn-y g >Ys� '�. ; .�' =t, �.$k r' -*J• 'y^�t '?''�.,�r_ -,d: at. ' � .Y' �,�f�2'.� .''i,;° TEXAS AND INCORPORATED AREAS .N J PANEL 142 OF 250 (SEE MAP INDEX FOR PANELS NOT PRINTED) CONTAINS: /�[,•� , `r -;+ !r'�.rr,;`w �' :,,*,x-4'.: �_��, ' p''il„,., COMMUNITY NUMBER PANEL SUFFIX BRYAN. CITY OF 480082 0142 C t COLLEGE STATION. CITY OF 480083 0142 C Yam ,pyt n, �ytva a ,• . dw+ UNINCORPORATED AREAS 481195 0142 C .r °�''"•'}`� s'tr+J' �3r`,R'i , -r s�.' U '� •t-"' ,*td� � �`� ZONE X_ �'• k�� ��,� � ^ r S �i' r .y�c, ttk t ,t 'a2 D T�a� r ��` •ka t ti� F. �Cr 3 t� �� $k Notice to User: The MAP NUMBER shown below should be used when placing map orders; the COMMUNITY NUMBER shown above should be used on insurance applications for the subject community. . y p 4 `'` • 4' MAP NUMBER I '�"�•"` � �' ,� .� ,,fit" �++" . MI 48041CO142 C EFFECTIVE DATE: PLANTATION OAKS DRIVE O JULY 2, 1992. � r�� -� \ �n , s�?n '/� � r�C� � ;, � _ .� P,. ,>4- r.v41��f ,'��,- .a., 4 v�l, ae? a • [yY pynllinlPUrftill'[if• ��, � � ,♦,3 �iiSi��*a��iw* �V�����'i� *�� r >!,�g>r�t �"' >�♦ +vim>��x ,sue m arar/xu//i//olmunes':k_ r amla../mnpuumurmuunuunf nt min u1saimulliummiumlurm1. 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'� ,/ ' ,/ , i'f` ' r t f , / , `' .•- „w � \ � F1= 327.68 � s a \ \ (o d cz- CD i /' � / / // � � '':' yr' / /' f � { 4 •� a Q ; '(� 00 zi ..mot � 1• 4 fi I r ' /,. �,/ / ti ' - Ili 1 I f /, / /' • ; t,,, / ' ;/F is / f j' l .,. / '••� ,/ a r 1 f � < � � �oz v STORM DRAIN LEGEND s O1 TIE IN DOWNSPOUT 6.0 �2 6"• ASTM D-3034 SDR 26 PIPE O s"4 45• BEND U4 1 i 12"x6" WYE AND 1-6" 45• PVC BEND O5 12" ASTM D-3034 SDR 26 PIPE AREA INLET (3'x3/ ON GRADE) TOP OF INLET=330.76 FL! 12" IN NW=326.76 FLI' 36" OUT SE=322.85 �7 36 HDPE PIPE US 12" 45• BEND 80; ASTM D-3034 SDR 26 PIPE 10 1 15"x8" WYE AND 1-8" 45 PVC BEND 11 6" WYE 12 8" WYE I 13 81 45• BEND 14 15" ASTM D-3034 SDR 26 PIPE 15 12 :W WYE i 16 26- 45• PVC BEND 17 AREA INLET (3•x3• IN SAG) T P.OF INLET=330.40 FLF 36" IN NW=322.72 FL 36" OUT SE-322.62 18 JUNCTION BOX TOP OF INLET=327.85 FL 36" IN SE=322.31 FL 1-6" ORIFICE=322.30 FL 3-6" ORIFICES=323.55 FL 8-3" ORIFICES=324.30 FL 2e OUT NE=322.25 19 TIE IN DOWNSPOUT C6.0 4 ©0 3 "x12" HOPE SADDLE TEE tl 21 36"05" HOPE SADDLE TEE 3 4. © 36"x18" HDPE SADDLE TEE 5 C4.4 2@3 18" HOPE PIPE ©4 TOP MH LID ELEV=328.05 0 CONTRACTOR TO MATCH TOP OF MH LID WITH FINISHED PAVEMENT GRADES I -y � . / �- '�� �+ �_.y. ,, .ertras•:,�r:.ri""''3'�'f.�lffa T�"�' �'.:Xi},--r��- ,..r�i�<:M' '�F.��t8'+�o-.��'�� r?�: '�`r�b#�'�,�sk�-".*Fair,� ,arr a��,,��,uu'�'r,`�'�S`�u4i�,.,rY; `��Y'�; ac�.i"�i'�%' i�'c'%,: =" r`;l; ' `�.,..."'r.iry J�;'� • ' °?...r.'.ta?z�b._.�u,,..� f^' ; a�l� 43. ���.'� � `i�x�'��`c�fi�z,�-�`d �s'�,�'�'.Ja'1�.,a., ,y�.r.��. � fk �'s �{ ! . �i r / 18" FL IN=323.96 / `},`z 3 ' 36" 'FL=322.46 'a -' l 4 a r-- Lf- 18 FL OUT=324.50 IL { �M•'FL IN=323.84 3� 36 FL=322.34 � -- 1 t r f • �xl VY 'tj ! l N; THIS PROJECT ITE IS LOCATED IN ZONE "X" WHICH LIES; OUTSIDE THE 500 YEAR FLOOD PLAIN. + HE NEAREST 100 YEAR X FLOOD ZONE, V►, HICH HAS BEEN DETERMINED BY' FEMA, IS ZONE A. THIS FLOOD ZONE IS LOCATED APPROXIMATELY' 1300' NORTH EAST OF THE SITE. THI INFORMATION WAS OBTAINED FROM;, THE NATIONAL FLOOD X INSURANCE RAT, MAP, PANEL 142 OF 250, MAP NUMBER i 48041 CO142 C. RE: DRAINAGE FEPORT ;I ----- T FL OUT 240 I'8r LIMITS OF UNDERGROUND x DETENTION STORAGE EXCAVATION x - SEE SHEET C4.3 = 0 I i x x 2 1 E SITE DRAINAGE PLAN 100% REVIEW NOT FOR CONSTRU TION I MR . J • • 7 .................... EDWARD T. ADDICI ...................... 61222 _ IV OE JOB. f 816.005 PA x UNIVERSITY DR. (MPH" U7 - 3 0 F� I_ e I 7 I 6 5 I 4 3 PRE —DEVELOPMENT ®— POST DEVELOPED AREA, UNIVERSITY DR. ®— POST DEVELOPED AREA, TARROW — NORTH E7— POST DEVELOPED AREA, TARROW — EAST 24 / 18 19 20 21 vv II O'Malley Engineers C= ®F ({;®j[,LEGE Scale: SEE BAR SCALE TB F•3244 Pro act Number: 81 PA OF: 20 S. Jackson 203 3. S'�A"I ION Drawn B : BAG Date: 03 11 Oct.: Texas Brenham, Texas 77833 (979) )836-79 Fax 979)8364936 1�1G1 Il'llll�UL:i �yrBtprBM NO. 6 ty 11t11Il 11 l�Y Revised: Sheet Number: 1 ....Of...? [yY pynllinlPUrftill'[if• ��, � � ,♦,3 �iiSi��*a��iw* �V�����'i� *�� r >!,�g>r�t �"' >�♦ +vim>��x ,sue m arar/xu//i//olmunes':k_ r amla../mnpuumurmuunuunf nt min u1saimulliummiumlurm1. 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' mpip !m/IWpIpl11/plrHi/ftlHBpllmll i/Ip'. �► ♦ �,e�StlElplDt�iulpplNNR/{UtWpflppl:l up/IpllllEppgl9 tAIIHHIIIpi' '#'�"`�?�<'"�•' ,, 1q��'I +�.9w II �v�,'�ss ' , sy♦'Z �`: " :� r �� >v 1q� N'v Iyq I�Y�1��r a 'rS'u'. E!' =��' •• ,, - . - _ v �Y. 4�7/at y �I iS, .'A,'i � 'lYY �� idk ' - z n 1. _ ♦. _ _ . ♦.. Ca v--iG I I Ir LO `. ♦+tom 1A�♦♦ 1y� �� `'+U-io``$'sih'w2`+.>>r`i`>�.yS'`r9�'� l j>� cAlllHlptltl ',a��;� , '�4'18mf1111►t11ft� /,�// / / / /// , / / / /'� •lf ' , //f /' / /'' ti, 00 • //// / // // /i' ` / /' i///� i / � (, ///,�• // ,''' � ` i% /' ` > jam'ZA rw- Sol 2 � I �: 4 • ram._ a . , , ' ! '� ,/ ' ,/ , i'f` ' r t f , / , `' .•- „w � \ � F1= 327.68 � s a \ \ (o d cz- CD i /' � / / // � � '':' yr' / /' f � { 4 •� a Q ; '(� 00 zi ..mot � 1• 4 fi I r ' /,. �,/ / ti ' - Ili 1 I f /, / /' • ; t,,, / ' ;/F is / f j' l .,. / '••� ,/ a r 1 f � < � � �oz v STORM DRAIN LEGEND s O1 TIE IN DOWNSPOUT 6.0 �2 6"• ASTM D-3034 SDR 26 PIPE O s"4 45• BEND U4 1 i 12"x6" WYE AND 1-6" 45• PVC BEND O5 12" ASTM D-3034 SDR 26 PIPE AREA INLET (3'x3/ ON GRADE) TOP OF INLET=330.76 FL! 12" IN NW=326.76 FLI' 36" OUT SE=322.85 �7 36 HDPE PIPE US 12" 45• BEND 80; ASTM D-3034 SDR 26 PIPE 10 1 15"x8" WYE AND 1-8" 45 PVC BEND 11 6" WYE 12 8" WYE I 13 81 45• BEND 14 15" ASTM D-3034 SDR 26 PIPE 15 12 :W WYE i 16 26- 45• PVC BEND 17 AREA INLET (3•x3• IN SAG) T P.OF INLET=330.40 FLF 36" IN NW=322.72 FL 36" OUT SE-322.62 18 JUNCTION BOX TOP OF INLET=327.85 FL 36" IN SE=322.31 FL 1-6" ORIFICE=322.30 FL 3-6" ORIFICES=323.55 FL 8-3" ORIFICES=324.30 FL 2e OUT NE=322.25 19 TIE IN DOWNSPOUT C6.0 4 ©0 3 "x12" HOPE SADDLE TEE tl 21 36"05" HOPE SADDLE TEE 3 4. © 36"x18" HDPE SADDLE TEE 5 C4.4 2@3 18" HOPE PIPE ©4 TOP MH LID ELEV=328.05 0 CONTRACTOR TO MATCH TOP OF MH LID WITH FINISHED PAVEMENT GRADES I -y � . / �- '�� �+ �_.y. ,, .ertras•:,�r:.ri""''3'�'f.�lffa T�"�' �'.:Xi},--r��- ,..r�i�<:M' '�F.��t8'+�o-.��'�� r?�: '�`r�b#�'�,�sk�-".*Fair,� ,arr a��,,��,uu'�'r,`�'�S`�u4i�,.,rY; `��Y'�; ac�.i"�i'�%' i�'c'%,: =" r`;l; ' `�.,..."'r.iry J�;'� • ' °?...r.'.ta?z�b._.�u,,..� f^' ; a�l� 43. ���.'� � `i�x�'��`c�fi�z,�-�`d �s'�,�'�'.Ja'1�.,a., ,y�.r.��. � fk �'s �{ ! . �i r / 18" FL IN=323.96 / `},`z 3 ' 36" 'FL=322.46 'a -' l 4 a r-- Lf- 18 FL OUT=324.50 IL { �M•'FL IN=323.84 3� 36 FL=322.34 � -- 1 t r f • �xl VY 'tj ! l N; THIS PROJECT ITE IS LOCATED IN ZONE "X" WHICH LIES; OUTSIDE THE 500 YEAR FLOOD PLAIN. + HE NEAREST 100 YEAR X FLOOD ZONE, V►, HICH HAS BEEN DETERMINED BY' FEMA, IS ZONE A. THIS FLOOD ZONE IS LOCATED APPROXIMATELY' 1300' NORTH EAST OF THE SITE. THI INFORMATION WAS OBTAINED FROM;, THE NATIONAL FLOOD X INSURANCE RAT, MAP, PANEL 142 OF 250, MAP NUMBER i 48041 CO142 C. RE: DRAINAGE FEPORT ;I ----- T FL OUT 240 I'8r LIMITS OF UNDERGROUND x DETENTION STORAGE EXCAVATION x - SEE SHEET C4.3 = 0 I i x x 2 1 E SITE DRAINAGE PLAN 100% REVIEW NOT FOR CONSTRU TION I MR . J • • 7 .................... EDWARD T. ADDICI ...................... 61222 _ IV OE JOB. f 816.005 PA x 180.50' 172' JUNCTION BOX WITH ORIFICES I EXCAVATION 36" ASTM F 2306 HDPE PIPE, BADS ONE SHE TAIL FROM ROOF LIMITS N-12 OR APPROVED ALTERNATE (TYP.) FROM ROOF C6.0) DRAIN SYSTEM DRAIN SYSTEM FLOW —=► j36"x15" SADDLE 36"x12" SADDLE I_ I N irnnn,- y "nyn, cyyn ME I I O j ACCESS RISER (SEE DETAIL ON SHEET C4.4) ( i+ .., t + EDWAN T. 061b" S Muni ........................ I ' 14 5 ( I �� ; $1222 36" DOUBLE COMPONENT, ADS Iuuuul-20N-12 OR APPROVED ALTERNATERulm , ••Fc�R�.�r ���•..... ��G-.. flRuuum 36" DOUBLE ( I l COMPONENT, 2 ADS N-12 OR APPROVED ALTERNATE I I H W 35' 38': a' W M I i I M f ) o �\jj -------- -------- JJUUUUUIU" _=_------- mEmu"w Z1, CA FLOW ► O i I - Y K I G W Q 1 11 1 T 36" TRIPLE COMPONENT, ADS j FLOW --� N-12 OR APPROVED ALTERNATE I ) W DC } m u u� U L ON 1 OE JOB. 816.005 PA FROM AREA INLETIN ][M - BN : "I JUNCTION BOX mman-] UR Run Rm Rui w X�' Nu i O 0 18'utlLuftu Juuumm 15' I I ------------ - ----- - ---------- uwuwwww ---- 1Rwwwwwwwuwwwuu11 ---- A1uwwmm1um=' I l 36"x18" SADDLE FLOW .► 28' 18" ASTM F 2306 HDPE 36"x18" ADS REDUCER PIPE, ADS N-12 OR 18" ASTM F 2306 HDPE APPROVED ALTERNATE EXCAVATION PIPE, ADS N-12 OR 36" DOUBLE COMPONENT, ADS LIMITS APPROVED ALTERNATE N-12 OR APPROVED ALTERNATE z m m of 210' pool 1.5 36.70' 1.83 218.70' 257' EXCAVATION i 3 COMPONENT LIST NOTES: 1440 LF - 36" IB PIPE, NON-PERF ST 1. ALL DETENTION SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH ASTM D2321, LATEST EDITION, AND 2 EA - 36" TRIPLE COMPONENTS THE MANUFACTURER'S PUBLISHED INSTALLATION GUIDELINES. O 3 EA.- 36" DOUBLE COMPONENTS 2. PIPE SHALL BE `LAID WITH CORRECT SPACING 5 EA - 36" SINGLE COMPONENTS ACCORDING TO CROSS SECTION ON DRAINAGE DETAIL '� SHEET C4.4. � j 4 EA - 36" 90' BEND COMPONENTS STORMWATER DETENTION PIPE LAYOUT NTS uu Will HT nu C4*3 100% REVIEW NOT FOR CONSTRUCTION SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY The Cities of Bryan and College Station both require storm drainage design to follow these Unified Stormwater Design Guidelines. Paragraph C2 of Section III (Administration) requires submittal of a drainage report in support of the drainage plan (stormwater management plan) proposed in connection with land development projects, both site projects and subdivisions. That report may be submitted as a traditional prose report, complete with applicable maps, graphs, tables and drawings, or it may take the form of a `Technical Design Summary'. The format and content for such a summary report shall be in substantial conformance with the description in this Appendix to those Guidelines. In either format the report must answer the questions (affirmative or negative) and provide, at minimum, the information prescribed in the "Technical Design Summary" in this Appendix. The Stormwater Management Technical Design Summary Report shall include several parts as listed below. The information called for in each part must be provided as applicable. In addition to the requirements for the Executive Summary, this Appendix includes several pages detailing the requirements for a Technical Design Summary Report as forms to be completed. These are provided so that they may be copied and completed or scanned and digitized. In addition, electronic versions of the report forms may be obtained from the City. Requirements for the means (medium) of submittal are the same as for a conventional report as detailed in Section III of these Guidelines. Note: Part 1 — Executive Summary must accompany any drainage report required to be provided in connection with any land development project, regardless of the format chosen for said report. Note: Parts 2 through 6 are to be provided via the forms provided in this Appendix. Brief statements should be included in the forms as requested, but additional information should be attached as necessary. Part 1 — Executive Summary Report Part 2 — Project Administration Part 3 — Project Characteristics Part 4 — Drainage Concept and Design Parameters Part 5 — Plans and Specifications Part 6 — Conclusions and Attestation STORMWATER MANAGEMENT TECHNICAL DESIGN SUMMARY REPORT Part 1 — Executive Summary This is to be a brief prose report that must address each of the seven areas listed below. Ideally it will include one or more paragraphs about each item. Name, address, and contact information of the engineer submitting the report, and of the land owner and developer (or applicant if not the owner or developer). The date of submittal should also be included. 2. Identification of the size and general nature of the proposed project, including any proposed project phases. This paragraph should also include reference to applications that are in process with either City: plat(s), site plans, zoning requests, STORMWATER DESIGN GUIDELINES Page 1 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY or clearing/grading permits, as well as reference to any application numbers or codes assigned by the City to such request. 3. The location of the project should be described. This should identify the Named Regulatory Watershed(s) in which it is located, how the entire project area is situated therein, whether the property straddles a watershed or basin divide, the approximate acreage in each basin, and whether its position in the Watershed dictates use of detention design. The approximate proportion of the property in the city limits and within the ETJ is to be identified, including whether the property straddles city jurisdictional lines. If any portion of the property is in floodplains as described in Flood Insurance Rate Maps published by FEMA that should be disclosed. 4. The hydrologic characteristics of the property are to be described in broad terms: existing land cover; how and where stormwater drains to and from neighboring properties; ponds or wetland areas that tend to detain or store stormwater; existing creeks, channels, and swales crossing or serving the property; all existing drainage easements (or ROW) on the property, or on neighboring properties if they service runoff to or from the property. 5. The general plan for managing stormwater in the entire project area must be outlined to include the approximate size, and extent of use, of any of the following features: storm drains coupled with streets; detention / retention facilities; buried conveyance conduit independent of streets; swales or channels; bridges or culverts; outfalls to principal watercourses or their tributaries; and treatment(s) of existing watercourses. Also, any plans for reclaiming land within floodplain areas must be outlined. 6. Coordination and permitting of stormwater matters must be addressed. This is to include any specialized coordination that. has occurred or is planned with other entities (local, state; or federal). This may include agencies such as Brazos County government, the Brazos River Authority, the Texas A&M University System, the Texas Department of Transportation, the Texas Commission for Environmental Quality, the US Army Corps of Engineers, the US Environmental Protection Agency, et al. Mention must be made of any permits, agreements, or understandings that pertain to the project. 7. Reference is to be made to the full drainage report (or the Technical Design Summary Report) which the executive summary represents. The principal elements of the main report (and its length), including any maps, drawings or construction documents, should be itemized. An example statement might be: "One -page drainage report dated , one set of construction drawings ( sheets) dated and a -page specifications document dated comprise the drainage report for this project." STORMWATER DESIGN GUIDELINES Page 2 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 2 — Project Administration Start (Page 2.1) Engineering and Design Professionals Information Engineering Firm Name and Address: Jurisdiction O'Malley Engineers, LLP City: Bryan 203 S. Jackson X College Station Brenham, TX 77833 Date of Submittal: 03/03/2011 Lead Engineer's Name and Contact Info.(phone, e-mail, fax): Other: Edward T. Addicks, P.E. 979-836-7937(Ph) eta@omalleyengineers.com 979-836-7836 (Fax) Supporting Engineering / Consulting Firm(s): Other contacts: Ronnie W. Becker, P.E. Jason S. Reimer, E.I.T. Developer / Owner / Applicant Information Developer / Applicant Name and Address: Phone and e-mail: Brown Reynolds Watford Architects 979-694-1791 2700 Earl Rudder Freeway South, Suite 4000 jbettiol@brwarch.com College Station, TX 77845 Property Owner(s) if not Developer / Applicant (& address): Phone and e-mail: City of College Station 979-764-3570 jnorton@cstx.gov Project Identification Development Name: College Station Fire Station #6 Is subject property a site project, a single-phase subdivision, or part of a multi -phase subdivision? Site Project If multi -phase, subject property is phase of Legal description of subject property (phase) or Project Area: (see Section II, Paragraph B-3a) 1.766 Acres (Proposed) The City of College Station, Texas Part of original tract called 5.44 acres Vol. 261, Page 188 (DRBCT) Proposed College Station Fire Station No. 6 If subject property (phase) is second or later phase of a project, describe general status of all earlier phases. For most recent earlier phase Include submittal and review dates. General Location'of Project Area, or subject property (phase): Project is located on the corner lot of the intersection of University Drive (FM 1960) and Tarrow St. In City Limits? Extraterritorial Jurisdiction (acreage): Bryan: 0 acres. Bryan: 0 College Station: 0 College Station: 1.859 acres. Acreage Outside ETJ: 0 STORMWATER DESIGN GUIDELINES Page 3 of26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 2 — Project Administration Continued (page 2.2) Project Identification (continued) Roadways abutting or within Project Area or Abutting tracts, platted land, or built subject property: developments: Tarrow Street Prairie View Subdv University Drive (FM 60) Block 5 Named Regulatory Watercourse(s) & Watershed(s): Tributary Basin(s): Burton Creek Plat Information For Project or Subject Property (or Phase) Preliminary Plat File #: N/A Final Plat File #: Date: Name: Status and Vol/Pg: If two plats, second name: File #: Status: Date: Zoning Information For Project or Subject Property (or Phase) Zoning Type: R1 Existin or Proposed? Case Code: Case Date Status: Zoning Type: Existing or Proposed? Case Code: Case Date Status: Stormwater Management Planning For Project or Subject Property (or Phase) Planning Conference(s) & Date(s): Participants: N/A Preliminary Report Required? Submittal Date Review Date Review Comments Addressed? Yes _ No _ In Writing? When? Compliance With Preliminary Drainage Report. Briefly describe (or attach documentation explaining) any deviation(s) from provisions of Preliminary Drainage Report, if any. STORMWATER DESIGN GUIDELINES Page 4 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 APPENDIX D — TECHNICAL DESIGN SUMMARY Part 2 — Project Administration Continued (page 2.3) Coordination For Project or Subject Property (or Phase) Note: For any Coordination of stormwater matters indicated below, attach documentation describing and substantiating any agreements, understandings, contracts, or approvals. Dept. Contact: Date: Subject: Coordination With Other Departments of Jurisdiction City (Bryan or College Station) Coordination With Summarize need(s) & actions taken (include contacts & dates): Non -jurisdiction City Needed? Yes No X Coordination with Summarize need(s) & actions taken (include contacts & dates): Brazos County Needed? X Yes _ No _ Summarize need(s) & actions taken (include contacts & dates): Coordination with TxDOT Needed? TxDOT driveway permit for adding driveway and replacing sidewalks X to site. Submit driveway permit to city. Yes No Summarize need(s) & actions taken (include contacts & dates): Coordination with TAMUS Needed? Yes No X Permits For Project or Subject Property (or Phase) As to stormwater management, are permits required for the proposed work from any of the entities listed below? If so, summarize status of efforts toward that objective ins aces below. Entity Permitted or Status of Actions (include dates) Approved ? US Army Crops of Engineers No X Yes _ US Environmental Protection Agency No X Yes Texas Commission on Environmental Quality As primary operator, contractor shall be responsible for X submitting SW3P No Yes Brazos River Authority No X Yes STORMWATER DESIGN GUIDELINES Page 5 of 26 . APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 SECTION IX APPENDIX.D - TECHNICAL DESIGN SUMMARY Part 3 - Property Characteristics Start (Page 3.1) Nature and Scope of Proposed Work Existing: Land proposed for development currently used, including extent of impervious cover? The land proposed is currently a vacant lot with only sidewalk bordering to the north along University Drive. Redevelopment of one platted lot, or two or more adjoining platted lots. Site — Development X Building on a single platted lot of undeveloped land. Project _ Building on two or more platted adjoining lots of undeveloped land. (select all — Building on a single lot, or adjoining lots, where proposed plat will not form ,applicable) a new street (but may include ROW dedication to existing streets). — Other (explain): Subdivision Construction of streets and utilities to serve one or more platted lots. Development Construction of streets and utilities to serve one or more proposed lots on Project _ lands represented by pending plats. Site projects: building use(s), approximate floor space, impervious cover ratio. Describe Subdivisions: number of lots by general type of use, linear feet of streets and Nature and drainage easements or ROW. Size of Building is to be used as a fire station. The approximate floor space is Proposed 18,860 square feet. The ratio of impervious area to total area is 0.85 Project to 1. Is any work planned on land that is not platted If yes, explain: or on land for which platting is not pending? X No Yes FEMA Floodplains Is any part of subject property abutting a Named Regulatory Watercourse No X Yes (Section II, Paragraph 131) or a tributary thereof? — Is any part of subject property in floodplain No X Yes Rate Map 480041C0142C area of a FEMA-regulated watercourse? Encroachment(s) into Floodplain Encroachment purpose(s): Building site(s) Road crossing(s) areas planned? Utility crossing(s) Other (explain): No X Yes If floodplain areas not shown on Rate Maps, has work been done toward amending the FEMA- approved Flood Study to define allowable encroachments in proposed areas? Explain. STORMWATER DESIGN GUIDELINES Page 6 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 SECTION IX APPENDIX D — TECHNICAL DESIGN SUMMARY Part 3 — Property Characteristics Continued (Page 3.2) Hydrologic Attributes of Subject Property (or Phase) Has an earlier hydrologic analysis been done for larger area including subject property? Yes Reference the study (& date) here, and attach copy if not already in City files. Is the stormwater management plan for the property in substantial conformance with the earlier study? Yes No If not, explain how it differs. No If subject property is not part of multi -phase project, describe stormwater management X plan for the property in Part 4. If property is part of multi -phase project, provide overview of stormwater management plan for Project Area here. In Part 4 describe how plan for subject property will comply therewith. Do existing topographic features on subject property store or detain runoff? X No Yes Describe them (include approximate size, volume, outfall, model, etc). Site is vacant Any known drainage or flooding problems in areas near subject property? X No Yes Identify: Based on location of study property in a watershed, is Type 1 Detention (flood control) needed? (see Table B-1 in Appendix B) Detention is required. X Need must be evaluated. Detention not required. What decision has been reached? By whom? City of College Station requires detention storage. If the need for How was determination made? Type 1 Detention must be evaluated: Based on B/CS LIDO STORMWATER DESIGN GUIDELINES Page 7 of 26 APPENDIX. D: TECH, DESIGN SUMMARY Effective February 2007 As Revised February 2009 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 3 - Property Characteristics Continued (Page 3.3) Hydrologic Attributes of Subject Property (or Phase) (continued) Does subject property straddle a Watershed or Basin divide? X No Yes If yes, describesplits below. In Part 4 describe design conce t for handling this. Watershed or Basin Larger acreage Lesser acreage Above -Project Areas(Section II, Paragraph B3-a) Does Project Area (project or phase) receive runoff from upland areas? X No —Yes Size(s) of area(s) in acres: 1) 2) 3) 4) Flow Characteristics (each instance) (overland sheet, shallow concentrated, recognizable concentrated section(s), small creek (non -regulatory), regulatory Watercourse or tributary); Flow determination: Outline hydrologic methods and assumptions: Does storm runoff drain from public easements or ROW onto or across subject property? No Yes If yes, describe facilities in easement or ROW: Are changes in runoff characteristics subject to change in future? Explain Conveyance Pathways (Section II, Paragraph C2) Must runoff from study property drain across lower properties before reaching a Regulatory Watercourse or tributary? No X Yes Describe length and characteristics of each conveyance pathway(s). Include ownership of property(ies). Some of the runoff will sheet flow to the curb inlet on Tarrow and the rest will be piped underground via storm sewer. STORMWATER DESIGN GUIDELINES Page 8 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 SECTION IX APPENDIX D — TECHNICAL DESIGN SUMMARY Part 3 — Property Characteristics Continued (Page 3.4) Hydrologic Attributes of Subject Property (or Phase) (continued) Conveyance Pathways (continued) Do drainage If yes, for what part of length? % Created by? plat, or easements _ instrument. If instrument(s), describe their provisions. exist for any part of pathway(s)? X No Yes Where runoff must cross lower properties, describe characteristics of abutting lower property(ies). (Existing watercourses? Easement or Consent aquired?) Pathway Areas Curb and gutter to Swale on Tarrow Street that runs into the curb inlet on east side of Tarrow Street. Describe any built or improved drainage facilities existing near the property (culverts, bridges, lined channels, buried conduit, swales, detention ponds, etc). Curb inlet on Tarrow that is connected by storm sewer to the watershed tributary. Nearby Drainage Facilities Do any of these have hydrologic or hydraulic influence on proposed stormwater design? X No Yes If yes, explain: STORMWATER DESIGN GUIDELINES Page 9 of 26 APPENDIX. D: TECH. DESIGN SUMMAR' Effective February 2007 As Revised February 2009 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4— Drainage Concept and Design Parameters Start (Page 4.1) Stormwater Management Concept Discharge(s) From Upland Area(s) If runoff is to be received from upland areas, what design drainage features will be used to accommodate it and insure it is not blocked by future development? Describe for each area, flow section, or discharge point. No runoff is to be received from upland areas. Discharge(s) To Lower Property(ies) (Section 11, Paragraph E1) Does project include drainage features (existing or future) proposed to become public via platting? No X Yes Separate Instrument? X No Yes Per Guidelines reference above, how will Establishing Easements (Scenario 1) runoff be discharged to neighboring X Pre -development Release (Scenario 2) property(ies)? Combination of the two Scenarios Scenario 1: If easements are proposed, describe where needed, and provide status of actions on each. (Attached Exhibit# ) N/A Scenario 2: Provide general description of how release(s) will be managed to Ore -development conditions (detention, sheet flow, partially concentrated, etc.). (Attached Exhibit # _) Using an underground detention storage system, runoff will be released at the pre -development release rate for each design storm using a designed orifice. Combination: If combination is proposed, explain how discharge will differ from pre - development conditions at the property line for each area (or point) of release. N/A If Scenario 2, or Combination are to be used, has proposed design been coordinated with owners) of receiving property(ies)? No X Yes Explain and provide documentation. City owns properties (proposed and receiving) STORMWATER DESIGN GUIDELINES Page 10 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.2) Stormwater Management Concept (continued) Within Proiect Area Of Multi -Phase Project N/A Identify gaining Basins or Watersheds and acres shifting: Will project result in shifting runoff between Basins or What design and mitigation is used to compensate for increased runoff between Watersheds? from gaining basin or watershed? No Yes How will runoff from Project 1. — With facility(ies) involving other development projects. Area be mitigated to pre- 2 Establishing features to serve overall Project Area. development conditions? Select any or all of 1, 2, 3. On phase (or site) project basis within Project Area. and/or 3, and explain below. 1. Shared facility (type & location of facility; design drainage area served; relationship to size of Project Area): (Attached Exhibit # ) 2. For Overall Proiect Area (type & location of facilities): (Attached Exhibit # ) 3. By phase (or site) project: Describe planned mitigation measures for phases (or sites) in subsequent questions of this Part. Are aquatic echosystems proposed? No Yes In which phase(s) or project(s)? C' v mr Are other Best Management Practices for reducing Stormwater pollutants proposed? a- No Yes Summarize type of BMP and extent of use: w c —— rn N O Z If design of any runoff -handling facilities deviate from provisions of B-CS Technical a Specifications, check type facility(ies) and explain in later questions. Detention elements Conduit elements Channel features Swales — Ditches _ Inlets — Valley gutters _ Outfalls Culvert features — Bridges Other STORMWATER DESIGN GUIDELINES Page 11 of 26. APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4 — Drainaqe Concept and Design Parameters Continued (Page 4.3) Stormwater Management Concept (continued) Within Project Area Of Multi -Phase Project (continued) N/A Will Project Area include bridge(s) or culvert(s)? _No_ Yes Identify type and general size and In which phase(s). If detention/retention serves (will serve) overall Project Area, describe how it relates to subject phase or site project (physical location, conveyance pathway(s), construction sequence): Within Or Serving Subject Property (Phase, or Site) If property part of larger Project Area, is design in substantial conformance with earlier analysis and report for larger area? Yes X No, then summarize the difference(s): Previous analysis did not include inlet proposed facilities will be tied into. Identify whether each of the types of drainage features listed below are included, extent of use, and general characteristics. Typical shape? Surfaces? C' a (Du Steepest side slopes: Usual front slopes: Usual back slopes: m Lo Flow line slopes: least Typical distance from travelway: atypical greatest (Attached Exhibit # ) 0 y Z a m o x Are longitudinal culvert ends in compliance with B-CS Standard Specifications? Yes No, then explain: At intersections or otherwise, do valley gutters cross arterial or collector streets? ro C'. } No Yes If yes explain: U O Are valley gutters proposed to cross any street away from an intersection? rnz No Yes Explain: (number of locations?) N � _ _ a C ¢ (DX STORMWATER DESIGN GUIDELINES Page 12 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 ECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.4) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Gutter line slopes: Least Usual Greatest Are inlets recessed on arterial and collector streets? Yes No If "no", identify where and why. Will inlets capture 10-year design stormflow to prevent flooding of intersections (arterial with arterial or collector)? _ Yes No If no, explain where and why not. v Will inlet size and placement prevent exceeding allowable water spread for 10-year design storm throughout site (or phase)? Yes No If no, explain. _ rn Sao curves: Are inlets placed at low points? Yes No Are inlets and _ conduit sized to prevent 100-year stormflow from pending at greater than 24 inches? u_ Yes _ No Explain "no" answers. a� N Will 100-yr stormflow be contained in combination of ROW and buried conduit on Q whole length of all streets? _ Yes _ No If no, describe where and why. Do designs for curb, gutter, and inlets comply with B-CS Technical Specifications? Yes No If not, describe difference(s) and attach justification. Are any 12-inch laterals used? X No Yes Identify length(s) and where used. a Pipe runs between system Typical 210 Longest 210 Z } access points (feet): aa) Are junction boxes used at each bend? X Yes No If not, explain where Nx I and why. c o ZI � E N Are downstream soffits at or below upstream soffits? Least amount that hydraulic N Yes X No _ If not, explain where and why: grade line is below gutter line (system -wide): 1.31' STORMWATER DESIGN GUIDELINES Page 13 of26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4— Drainage Concept and Design Parameters Continued (Page 4.5) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Describe watercourse(s), or system(s) receiving system discharge(s) below 0 (include design discharge velocity, and angle between converging flow lines). 1) Watercourse (or system), velocity, and angle? 24" RCP storm sewer connecting existing curb inlet to detention storage system, velocity=3.22 fttsec —0 E 2) Watercourse (or system), velocity, and angle? 0 � o 0 o U C mE 3) Watercourse (or system), velocity, and angle? N N Ce c ° 0 O 'O O- For each outfall above, what measures are taken to prevent erosion or scour of Nreceiving and all facilities at juncture? 1) Everything outfalls underground in concrete so erosion is not an issue for m this site. a d 2) 0 3) Are swale(s) situated along property lines between properties? No Yes Number of instances: For each instance answer the following questions. Surface treatments (including low -flow flumes if any): C1• 10 ro v } c Flow line slopes (minimum and maximum): m v 0 yZ Outfall characteristics for each (velocity, convergent angle, & end treatment). N N (0X 3 y a) Q Will 100-year design storm runoff be contained within easement(s) or platted drainage ROW in all instances? Yes No If "no" explain: STORMWATER DESIGN GUIDELINES Page 14 of26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.6) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Are roadside ditches used? X No —Yes If so, provide the fallowing: Is 25-year flow contained with 6 inches of freeboard throughout ? — Yes _ No S Are top of banks separated from road shoulders 2 feet or more? — Yes — No a) Are all ditch sections trapezoidal and at least 1.5 feet deep? Yes No — N For any "no" answers provide location(s) and explain: 0 0 If conduit is beneath a swale, provide the following information (each instance). Instance 1 Describe general location, approximate length: a r Is 100-year design flow contained in conduit/swale combination? —Yes —No If "no" explain: U o m Space for 100-year storm flow? ROW Easement Width z Swale Surface type, minimum Conduit Type and size, minimum and maximum XI u and maximum slopes: slopes, design storm: 0 y a Inlets Describe how conduit is loaded (from streets/storm drains, inlets by type): c T c t c6 U O C n. o Access Describe how maintenance access is provided (to swale, into conduit): 0 o c6 E `o = c E Instance 2 Describe general location, approximate length: a E d � N N 7 a Is 100-year design flow contained in conduit/swale combination? —Yes —No 0 o 2 If "no" explain: m c E aa)i Space for 100-year storm flow? ROW Easement Width o N U Swale Surface type, minimum Conduit Type and size, minimum and maximum N m and maximum slopes: slopes, design storm: a Inlets Describe how conduit is loaded (from streets/storm drains, inlets by type): a� m c 0 3 w Access Describe how maintenance access is provided (to swale, into conduit): STORMWATER DESIGN GUIDELINES Page 15 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 APPENDIX D — TECHNICAL DESIGN SUMMARY Part 4— Drainage Concept and Design Parameters Continued (Page 4.7) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) If "yes" provide the following information for each instance: Instance 1 Describe general location, approximate length, surfacing: c a E W tt- Is 100-year design flow contained in swale? _Yes —No Is swale wholly v; r within drainage ROW? _Yes _No Explain "no" answers: u Access Describe how maintenance access is provide: d '- o z o X Instance 2 Describe general location, approximate length, surfacing: -o .n c o E Is design flowcontained n Swale?Swale wholly drainage ROW? YesNo E plain "no" answers: within d a n — o` a p 0� Access Describe how maintenance access is provided: U 7 a Instance 3.4, etc. If swales are used in more than two instances, attach sheet providing all above information for each instance. "New" channels: Will any area(s) of concentrated flow be channelized (deepened, widened, or straightened) or otherwise altered? _ No _ Yes If only slightly shaped, see "Swales" in this Part. If creating side banks, provide information below. C1• Will design replicate natural channel? _Yes No If "no", for each instance o a describe section shape & area, flow line slope (min. & max.), surfaces, and 100-year o w design flow, and amount of freeboard: Instance 1: a a) c } E E 0 Instance 2: Q E o Z X Instance 3: U STORMWATER DESIGN GUIDELINES Page 16 of 26 APPENDIX. D: TECH, DESIGN SUMMARY Effective February 2007 As Revised February 2009 APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.8) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Existing channels (small creeks): Are these used? No Yes If "yes" provide the information below. Will small creeks and their floodplains remain undisturbed? —Yes —No How many disturbance instances? Identify each planned location: For each location, describe length and general type of proposed improvement (including floodplain changes): For each location, describe section shape & area, flow line slope (min. & max.), surfaces, and 100-year design flow. a d c c Watercourses (and tributaries): Aside from fringe changes, are Regulatory Watercourses proposed to be altered? No Yes Explain below. Submit full report describing proposed changes to Regulatory Watercourses. Address E existing and proposed section size and shape, surfaces, alignment, flow line changes, > length affected, and capacity, and provide full documentation of analysis procedures and data. Is full report submitted? Yes No If "no" explain: Q _E c c All Proposed Channel Work: For all proposed channel work, provide information v requested in next three boxes. If design is to replicate natural channel, identify location and length here, and describe design in Special Design section of this Part of Report. Will 100-year flow be contained with one foot of freeboard? —Yes —No If not, identify location and explain: Are ROW / easements sized to contain channel and required maintenance space? Yes _ No If not, identify location(s) and explain: STORMWATER DESIGN GUIDELINES Page 17of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 APPENDIX D - TECHNICAL DESIGN SUM Part 4 — Drainage Concept and Desicin Parameters Continued (Page 4.9) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) How many facilities for subject property project? 1 For each provide info. below. For each dry -type facilitiy: Facility 1 Facility 2 Acres served & design volume + 10% 1.16 ac 0.25 ac-ft 100-yr volume: free flow & plugged 0.228 ac-ft ------ Design discharge (10 yr & 25 yr) 3.62 cfs 4.43 cfs Spillway crest at 100-yr WEE? yes X no —yes —no Berms 6 inches above plugged WSE? _yes X no —yes _ no Explain any "no" answers: Detention storage facility outfalls into junction box with orifices cast into junction box wall at designed elevations and sizes. XI For each facility what is 25-yr design Q, and design of outlet structure? Facility 1:4.43 cfs and the orifice has three levels cast into a junction box wall. 0 See details on plan sheets. zl Facility 2: Do outlets and spillways discharge into a public facility in easement or ROW? Facility 1: X Yes _ No Facility 2: —Yes —No v If "no" explain: O 0 Q O _ a For each, what is velocity of 25-yr design discharge at outlet? & at spillway? d Facility 1: 3.22 ft/sec & ------- Facility 2: & Z Are energy dissipation measures used? X No _ Yes Describe type and u- location: c 0 c m a) 0 2 For each, is spillway surface treatment other than concrete? Yes or no, and describe: Q Facility 1; No, there is not a designed spillway. If a storm exceeds the 100-year design, excess will come out of lowest curb inlet on site near Tarrow Street. Facility 2: For each, what measures are taken to prevent erosion or scour at receiving facility? Facility 1: Existing facility has measures in place. Facility 2: If berms are used give heights, slopes and surface treatments of sides. Facility 1: Facility 2: STORMWATER DESIGN GUIDELINES Page 18 of26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 ECTIO APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4— Drainage Concept and Design Parameters Continued (Page 4.10) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Do structures comply with B-CS Specifications? Yes or no, and explain if 'no": Facility 1; Yes LL Facility 2: c -, o c y o d� oFor additional facilities provide all same information on a separate sheet. Are parking areas to be used for detention? X No — Yes What is maximum depth due to required design storm? Roadside Ditches: Will culverts serve access driveways at roadside ditches? No _ Yes If "yes", provide information in next two boxes. Will 25-yr. flow pass without flowing over driveway in all cases? _ Yes _ No Without causing flowing or standing water on.public roadway? _Yes —No Designs & materials comply with B-CS Technical Specifications? Yes _ No Explain any "no" answers: r• rn c oAre culverts parallel to public roadway alignment? No Explain: —Yes U N N } (0 Q Creeks at Private Drives: Do private driveways, drives, or streets cross drainage ways that serve Above -Project areas or are in public easements/ ROW? Z No _ Yes If "yes" provide information below. x I How many instances? Describe location and provide information below. Location 1: U 2 Location 2: Q Location 3: For each location enter value for: 1 2 3 Design year passing without toping travelway? Water depth on travelway at 25-year flow? Water depth on travelway at 100-year flow? For more instances describe location and same information on separate sheet. STORMWATER DESIGN GUIDELINES. Page 19 of26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4— Drainage Concept and Design Parameters Continued (Page 4.11) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Named Reaulatory Watercourses (& Tributaries): Are culverts proposed on these facilities? No Yes, then provide full report documenting assumptions, criteria, analysis, computer programs, and study findings that support proposed design(s). Is report provided? _ Yes _ No If "no", explain: Arterial or Major Collector Streets: Will culverts serve these types of roadways? NNo Yes How many instances? For each identify the location and provide the information below. Instance 1: a °� Instance 2: o Instance 3: c 0 o .M Yes or No for the 100-year design flow: 1 2 3 z E o Headwater WSE 1 foot below lowest curb top? X Spread of headwater within ROW or easement? Is velocity limited per conditions (Table C-11)? N Explain any "no" answer(s): N O U •- N0 ?� O o ° Minor Collector or Local Streets: Will culverts serve these types of streets? No Yes How many instances? for each identify the a _ location and provide the information below: a a m Instance 1: ac Instance 2: u o Instance 3: � N For each instance enter value, or "yes" / "no" for: 1 2 3 U 0 a, w Design yr. headwater WSE 1 ft. below curb top? c Q 100-yr. max. depth at street crown 2 feet or less? E Product of velocity (fps) & depth at crown (ft) = ? Is velocity limited per conditions (Table C-11)? Limit of down stream analysis (feet)? Explain any "no' answers: STORMWATER DESIGN GUIDELINES Page 20 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.12) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) All Proposed Culverts: For all proposed culvert facilities (except driveway/roadside ditch intersects) provide information requested in next eight boxes. Do culverts and travelways intersect at 90 degrees? _ Yes No If not, identify location(s) and intersect angle(s), and justify the design(s): Does drainage way alignment change within or near limits of culvert and surfaced approaches thereto? No _ Yes If "yes" identify location(s), describe change(s), and justification: Are flumes or conduit to discharge into culvert barrel(s)? No _ Yes If yes, identify location(s) and provide justification: Only from building roof draw system into detention storage system. Are flumes or conduit to discharge into or near surfaced approaches to culvert ends? No _ Yes If "yes" identify location(s), describe outfail design treatment(s): c c 0 U N z Is scour/erosion protection provided to ensure long term stability of culvert structural 0 components, and surfacing at culvert ends? Yes _ No If "no" Identify locations and provide justification(s): There is no surface outfall of culverts. Will 100-yr flow and spread of backwater be fully' contained in street ROW, and/or drainage easements/ ROW? _ Yes _ No if not, why not? Contained underground in storm sewer system. Do appreciable hydraulic effects of any culvert extend downstream or upstream to neighboring land(s) not encompassed in subject property? No Yes If "yes" describe location(s) and mitigation measures: Are all culvert designs and materials in compliance with B-CS Tech. Specifications? Yes _ No If not, explain in Special Design Section of this Part. STORMWATER DESIGN GUIDELINES Page 21 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.13) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Is a bridge included in plans for subject property project? _ No —Yes If "yes" provide the following information. Name(s) and functional classification of the roadway(s)? What drainage way(s) is to be crossed? a rn a 00 A full report supporting all aspects of the proposed bridge(s) (structural, geotechnical, hydrologic, and hydraulic factors) must accompany this summary report. Is the report provided? —Yes —No If "no" explain: Is a Stormwater Provide a general description of planned techniques: w Pollution Prevention Plan (SW3P) Silt fence will be used along perimeter of site to contain 0 established for disturbed soil. d project construction? X No _ Yes Special Designs — Non -Traditional Methods Are any non-traditional methods (aquatic echosystems, wetland -type detention, natural stream replication, BMPs for water quality, etc.) proposed for any aspect of subject property project? X No _ Yes If "yes" list general type and location below. Provide full report about the proposed special design(s) including rationale for use and expected benefits. Report must substantiate that stormwater management objectives will not be compromised, and that maintenance cost will not exceed those of traditional design solution(s). Is report provided? Yes No If "no" explain: STORMWATER DESIGN GUIDELINES Page 22 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 APPENDIX D TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.14) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Special Designs— Deviation From B-CS Technical Specifications If any design(s) or material(s) of traditional runoff -handling facilities deviate from provisions of B-CS Technical Specifications, check type facility(ies) and explain by specific detail element. Detention elements Drain system elements _ Channel features Culvert features _ Swales Ditches _ Inlets Outfalls Valley gutters Bridges (explain in bridge report) In table below briefly identify specific element, justification for deviation(s). Specific Detail Element Justification for Deviation (attach additional sheets if needed) 1) 2) 3) 4) 5) Have elements been coordinated with the City Engineer or her/his designee? For each item above provide "yes" or "no", action date, and staff name: 1) 2) 3) 4) 5) Design Parameters Hydrology Is a map(s) showing all Design Drainage Areas provided? _-2_ Yes _ No Briefly summarize the range of applications made of the Rational Formula: Rational formula was only for sizing roof drain system. The runoff for the roof was calculated using NRCS dimensionless hydrograph method for sizing the detention storage facility. What is the size and location of largest Design Drainage Area to which the Rational Formula has been applied? 0.43 acres Location (or identifier): Roof STORMWATER DESIGN GUIDELINES Page 23 of26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 SECTION IX APPENDIX D - TECHNICAL. DESIGN SUMMARY Part 4 - Drainage Concept and Design Parameters Continued (Page 4.15) Design Parameters (continued) Hydrology (continued) In making determinations for time of concentration, was segment analysis used? X No _ Yes In approximately what percent of Design Drainage Areas? % As to intensity -duration -frequency and rain depth criteria for determining runoff flows, were any criteria other than those provided in these Guidelines used? X No _Yes If "yes' identify type of data, source(s), and where applied: For each of the stormwater management features listed below identify the storm return frequencies (year) analyzed (or checked), and that used as the basis for design. Feature Analysis Year(s) Design Year Storm drain system for arterial and collector streets ------ ------ Storm drain system for local streets ------ ------ Open channels ....... ------ Swale/buried conduit combination in lieu of channel ------ Swales ------ ------ Roadside ditches and culverts serving them ------ ------ Detention facilities: spillway crest and its outfall 2, 10, 25, 100 2, 10, 25, 100 Detention facilities: outlet and conveyance structure(s) 2, 10, 25, 100 2, 10, 25, 100 Detention facilities: volume when outlet plugged ------ ------ Culverts serving private drives or streets ------ ------ Culverts serving public roadways ------ ------ Bridges: provide in bridge report. ------ ------ Hydraulics What is the range of design flow velocities as outlined below? Design flow velocities; Gutters Conduit Culverts Swales Channels Highest (feet per second) ------ 3.63 ------ ------ ------ Lowest (feet per second) ------ 3.16 ------ ------ Streets and Storm Drain Systems Provide the summary information outlined below: Roughness coefficients used: For street gutters: For conduit types) plastic concrete Coefficients: 0.011 0.013 STORMWATER DESIGN GUIDELINES Page 24 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 SECTION IX APPENDIX D — TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.16) Design Parameters (continued) Hydraulics (continued) Street and Storm Drain Systems (continued) For the following, are assumptions other than allowable per Guidelines? Inlet coefficients? X No —Yes Head and friction losses X No —Yes Explain any "yes" answer: In conduit is velocity generally increased in the downstream direction? X Yes _ No Are elevation drops provided at inlets, manholes, and junction boxes? _ Yes X No Explain any "no" answers: Match flow lines for on -site inlet because the pipes match soffits where they connect to the detention storage system. Are hydraulic grade lines calculated and shown for design storm? X Yes _ No For 100-year flow conditions? X Yes — No Explain any "no" answers: What tailwater conditions were assumed at outfall point(s) of the storm drain system? Identify each location and explain: Free outfall, explained in drainage project. Open Channels If a HEC analysis is utilized, does it follow Sec VI.F.5.a? _ Yes X No Outside of straight sections, is flow regime within limits of sub -critical flow? _ Yes X No If "no" list locations and explain: No open channels used in this site. Culverts If plan sheets do not provide the following for each culvert, describe it here. For each design discharge, will operation be outlet (barrel) control or inlet control? Entrance, friction and exit losses: Bridges Provide all in bridge report STORMWATER DESIGN GUIDELINES Page 25 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 SECTION IX APPENDIX D — TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.17) Design Parameters (continued) Computer Software What computer software has been used in the analysis and assessment of stormwater management needs and/or the development of facility designs proposed for subject property project? List them below, being sure to identify the software name and version, the date of the version, any applicable patches and the publisher Bentley PondPack 10.1, 8/13/2008, Bentley Systems, Inc. Winstorm version 3.05, 1/25/2002, TxDOT Part 5 — Plans and Specifications Requirements for submittal of construction drawings and specifications do not differ due to use of a Technical Design Summary Report. See Section III, Paragraph C3. Part 6 — Conclusions and Attestation Conclusions Add any concluding information here: Attestation Provide attestation to the accuracy and completeness of the foregoing 6 Parts of this Technical Design Summary Drainage Report by signing and sealing below. "This report (plan) for the drainage design of the development named in Part B was prepared by me (or under my supervision) in accordance with provisions of the Bryan/College Station Unified Drainage Design Guidelines for the owners of the property. All licenses and permits required by any and all state and federal regulatory agencies for the proposed drainage improvements have been issued or fall under applicable general permits." ®Ep 9 (A i7** Licensed Professional Engineer 3 /t bl) I E ** �B P EDWARD T. AaDt3S 4f£3 CO t z2v s>o<................ I...�...i State of Texas PE No. 0p 61222 � ®� STORMWATER DESIGN GUIDELINES Page 26 of26 APPENDIX. D: TECH. 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N N N a)m W E � Cn ' O � N o r N O PRE -DEVELOPMENT AREA - TARROW ST Job File: P:\00816\816.005pa\Jr Drainage\PREDEVELOPED- TARROW.PPW Rain Dir: P:\00816\816.005pa\Jr Drainage\ JOB TITLE Project Date: 2/24/2011 Project Engineer: Jr Project Title: College Station Fire Station Project Comments: S/N: Bentley PondPack (10.01.04.00) 5:2B AM Bentley Systems, Inc. 3/3/2011 Table of Contents i Table of Contents *****x*x********x***** MASTER SUMMARY Watershed....... Master Network Summary ............. 1.01 *************** NETWORK SUMMARIES (DETAILED) *************** Watershed....... Pre 2 Executive Summary (Nodes) .......... 2.01 Watershed....... Pre 10 Executive Summary (Nodes) .......... 2.02 Watershed....... Pre 25 Executive Summary (Nodes) .......... 2.03 Watershed....... PrelOO Executive Summary (Nodes) .......... 2.04 Network Calcs Sequence ............. 2.05 ****************** DESIGN STORMS SUMMARY ******************* Design Storm.... Design Storms ...................... 3.01 TC CALCULATIONS **x****************** TARROW - EAST... TC Calcs ........................... 4.01 TARROW - NORTH.. Tc Calcs ........................... 4.03 CN CALCULATIONS ********************* TARROW - EAST... Runoff CN-Area ..................... 5.01 SIN: Bentley PondPack (10.01.04.00) 5:28 AM Bentley Systems, Inc. 3/3/2011 Table of Contents it Table of Contents (continued) TARROW - NORTH.. Runoff CN-Area ..................... 5.02 ******************** RUNOFF HYDROGRAPHS ******************** TARROW - EAST... Pre 2 Unit Hyd. Summary .................. 6.01 TARROW - EAST... Pre 10 Unit Hyd. Summary .................. 6.02 TARROW - EAST... Pre 25 Unit Hyd. Summary .................. 6.03 TARROW - EAST... Pre100 Unit Hyd. Summary .................. 6.04 TARROW - NORTH.. Pre 2 Unit Hyd. Summary .................. 6.05 TARROW - NORTH.. Pre 10 Unit Hyd. Summary .................. 6.06 TARROW - NORTH.. Pre 25 Unit Hyd. Summary .................. 6.07 TARROW - NORTH.. Pre100 Unit Hyd. Summary .................. 6.08 SIN: Bentley PondPack (10.01.04.00) 5:28 AM Bentley Systems, Inc. 3/3/2011 Type.... Master Network Summary Page 1.01 Name.... Watershed File.... P:\00816\816.005pa\Jr Drainage\PreDeveloped - Tarrow.ppw MASTER DESIGN STORM SUMMARY Network Storm Collection: Design Storm Total Depth Rainfall Return Event in Type RNF ID ------------ Pre 2 ------ 4.5000 ---------------- Synthetic Curve _-------_-_- TypeIII 24hr Pre 10 7.4000 Synthetic Curve TypeIII 24hr Pre 25 8.4000 Synthetic Curve TypeIII 24hr Pre100 11.0000 Synthetic Curve TypeIII 24hr MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Return Node ID Type Event ----------------- TARROW - EAST AREA 2 TARROW - EAST AREA 10 TARROW - EAST AREA 25 TARROW - EAST AREA 100 TARROW - NORTH AREA 2 TARROW - NORTH AREA 10 TARROW - NORTH AREA 25 TARROW - NORTH AREA 100 *TARROW ST JCT 2 *TARROW ST JCT 10 *TARROW ST JCT 25 *TARROW ST JCT 100 Max HYG Vol Qpeak Qpeak Max WSEL Pond Storage ac-ft Trun hrs cfs -------- ft ac-ft -------------------- -------- -- .194 --------- 12.1400 2.20 .399 12.1300 4.46 .472 12.1300 5.24 .668 12.1300 7.29 .126 12.1300 1.42 .252 12.1300 2.80 .29B 12.1300 3.28 .417 12.1300 4.51 .320 12.1400 3.63 .651 12.1300 7.26 .770 12.1300 8.52 1.085 12.1300 11.80 SIN: Bentley PondPack (10.01.04.00) 5:28 AM Bentley Systems, Inc. 3/3/2011 Type.... Executive Summary (Nodes) Page 2.01 Name.... Watershed Event: 2 yr File.... P:\00816\816.005pa\Jr Drainage\PreDeveloped - Tarrow.ppw Storm... TypeIII 24hr Tag: Pre 2 NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = Design Storm Storm Tag Name = Pre 2 -' ------------------------------------------------ Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 2 yr Total Rainfall Depth= 4.5000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs -- cfs ft -- ----- TARROW - EAST ---- --------- AREA .194 12.1400 2.20 TARROW - NORTH AREA .126 12.1300 1.42 Outfall TARROW ST JCT .320 12.1400 3.63 SIN: Bentley PondPack (10.01.04.00) 5:28 AM Bentley Systems, Inc. 3/3/2011 Type.... Executive Summary (Nodes) Page 2.02 Name.... Watershed Event: 10 yr File.... P:\00816\816;005pa\Jr Drainage\PreDeveloped Tarrow.ppw Storm... TypeIII 24hr Tag: Pre 10 NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = Design Storm Storm Tag Name = Pre 10 ------------------------------------------------ Data Type, File, ID = Synthetic Storm TypeIII 24hr 10 r Storm Frequency - y Total Rainfall Depth= 7.4000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun, hrs cfs -------- It -------- ...----------------- TARROW - EAST -------------- AREA -- .399 --------- 12.1300 4.46 TARROW - NORTH AREA .252 12.1300 2.80 Outfall TARROW ST JCT .651 12.1300 7.26 SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 5:2B AM 3/3/2011 Type.... Executive Summary (Nodes) Page 2.03 Name.... Watershed Event: 25 yr File.... P:\00816\816.005pa\Jr Drainage\PreDeveloped - Tarrow.ppw Storm... TypeIII 24hr Tag: Pre 25 NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = Design Storm Storm Tag Name = Pre 25 --------------------------------'_-------_------_--_-----_-' Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 25 yr Total Rainfall Depth= 8.4000 in - Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs --- cfs ft -------- — ------ -------------- TARROW EAST AREA .472 12.1300 5.24 - TARROW - NORTH AREA .298 12.1300 3.28 Outfall TARROW ST JCT .770 12.1300 8.52 SIN: Bentley PondPack (10.01.04.00) 5:28 AM Bentley Systems, Inc. 3/3/2011 Type.... Executive Summary (Nodes) Page 2.04 Name.... Watershed Event: 100 yr File.... P:\00816\816.005pa\Jr Drainage\PreDeveloped - Tarrow.ppw Storm... TypeIII 24hr Tag: PrelOD NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = Design Storm Storm Tag Name = Pre100 ------------------------------------------------------- Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 100 yr Total Rainfall Depth= 11.0000 in - Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. -- hrs -------- -------- cfs ft ------ ...-------------- TARROW - EAST --- ---------- AREA .668 12.1300 7.29 TARROW - NORTH AREA .417 12.1300 4.51 n„f fill TAPPnW GT JCT 1.085 12.1300 11.80 I. SIN: Bentley PondPack (10.01.04.00) 5:28 AM Bentley Systems, Inc. 3/3/2011 Type.... Network Calcs Sequence - Page 2.05 Name.... Watershed Event: 100 yr File.... P:\00816\B16.005pa\Jr Drainage\PreDeveloped - Tarrow.ppw Storm... TypeIII 24hr Tag: Pre100 NETWORK RUNOFF NODE SEQUENCE Runoff Data Apply to Node Receiving Link SCS UH TARROW - NORTH Subarea TARROW - NORTH Add Hyd TARROW - NORTH SCS US TARROW - EAST Subarea TARROW - EAST Add Hyd TARROW - EAST S/N: Bentley PondPack (10.01.04.00) 5:28 AM Bentley Systems, Inc. 3/3/2011 Type.... Network Calcs Sequence Page 2.06 Name.... Watershed Event: 100 yr File.... P:\00816\816.005pa\Jr Drainage\PreDeveloped - Tarrow.ppw Storm... TypeIII 24hr Tag: Pre100 NETWORK ROUTING SEQUENCE Link Operation UPstream Node DNstream Node Add Hyd ADDLINK 20 Subarea TARROW EAST Jct TARROW ST Add Hyd ADDLINK 10 Subarea TARROW - NORTH Jet TARROW ST SIN: Bentley PondPack (10.01.04.00) 5:28 AM Bentley Systems, Inc. 3/3/2011 Type.... Design Storms Name.... Design Storm Page 3.01 File.... P;\00816\816.005pa\Jr Drainage\PreDeveloped - Tarrow.ppw Title... Project Date: 2/24/2011 Project Engineer: Jr Project Title: College Station Fire Station Project Comments: DESIGN STORMS SUMMARY Design Storm File,ID = Design Storm Storm Tag Name = Pre 2 Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 2 yr Total Rainfall Depth= 4.5000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = Pre 10 Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 10 yr Total Rainfall Depth= 7.4000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = Pre 25 -------------------------------- ___ ____ Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 25 yr Total Rainfall Depth= 8.4000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = Pre100 Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 100 yr Total Rainfall Depth= 11.0000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs S/N: Bentley PondPack (10.01.04.00) 5:28 AM Bentley Systems, Inc. 3/3/2011 Type.... To Calcs Page 4.01 Name.... TARROW - EAST File.... P:\00816\816.005pa\Jr Drainage\PreDeveloped - Tarrow.ppw TIME OF CONCENTRATION CALCULATOR ________________________________________________________________________ Segment 41: To: User Defined Segment 01 Time: .1667 hrs ------------------------------------------------------------------------ Total To: .1667 hrs S/N: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 5:28 AM 3/3/2011 Type.... To Calcs Name.... TARROW - EAST Page 4.02 File.... P:\00816\816.005pa\Jr Drainage\PreDeveloped - Tarrow.ppw ------------------------------------------------------------------------ Tc Equations used... ------------------------------------------------------------------------ User Defined ------------------------- Tc = Value entered by user Where: To = Time of concentration S/N: Bentley PondPack (10.01.04.00) 5:28 AM Bentley Systems, Inc. 3/3/2011 Type.... To Calcs Name.... TARROW - NORTH Page 4.03 File.... P:\00816\816.005pa\Jr Drainage\PreDeveloped- Tarrow.ppw . TIME OF CONCENTRATION CALCULATOR Segment #1: Tc: User Defined SIN: Bentley PondPack (10.01.04.00) segment #1 Time: .1667 hrs ------------------------------- Total To: 1667 hrs 5:28 AM Bentley Systems, Inc. 3/3/2011 Type.... Tc Calcs Name.... TARROW - NORTH Page 4.04 File.... P:\00816\816.005pa\Jr Drainage\PreDeveloped - Tarrow:ppw -------------------- Tc Equations used... User Defined =________ Tc = Value entered by user Where: Tc = Time of concentration SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 5:28 AM 3/3/2011 Type.... Runoff CN-Area Name.... TARROW - EAST Page 5.01 File.... 2:\00816\816.005pa\Jr Drainage\PreDeveloped - Tarrow.ppw RUNOFF CURVE NUMBER DATA Soil/Surface Description CN -------------------------------- --- Open space (Lawns,parks etc.) - Goo 8.0 ------------------------------ Impervious Area Adjustment Adjusted acres 8C %UC CN ------- ----- ----- ------ .945 80.00 COMPOSITE AREA & WEIGHTED CN ---> .945 80.00 (80) SIN: Bentley PondPack (10.01.04.00) 5:28 AM Bentley Systems, Inc. 3/3/2011 Type.... Runoff CN-Area Name.... TARROW - NORTH Page 5.02 File.... P:\00816\816.005pa\Jr Drainage\PreDeveloped - Tarrow.ppw RUNOFF CURVE NUMBER DATA Impervious Area Adjustment Adjusted Soil/Surface Description CN acres %C %UC CN -------------------------------- ------------- ----- ----- ------ Impervious Areas - Paved parking to 96 .048 98.00 Open space (Lawns,parks etc.) - Goo 80 .525 80.00 COMPOSITE AREA & WEIGHTED CN ---> .573 81.50 (82) SIN: Bentley PondPack (10.01.04.00) 5:28 AM Bentley Systems, Inc. 3/3/2011 Type.... Unit Hyd. Summary Page -6.01 Name.... TARROW - EAST Tag: Pre 2 Event: 2 yr. File.... P:\00616\816.005pa\Jr Drainage\PreDeveloped - Tarrow.ppw Storm... TypeIII 24hr Tag: Pre2 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Duration = 24.0000 hrs Rain Depth = 4.5000 in Rain Dir = P:\00816\816.005pa\Jr Drainage\ Rain File -ID = - TypeIII 24hr Unit Hyd Type = Default Curvilinear HYG Dir = P:\00816\816.005pa\Jr Drainage\ HYG File - ID = - TARROW - EAST Pre 2 To = .1667 hrs Drainage Area = .945 acres Runoff CN= 80 Computational Time Increment = .02223 hrs Computed Peak Time = 12.1358 hrs Computed Peak Flow = 2.21 cfs Time Increment for HYG File = .0100 hrs Peak Time, Interpolated Output = 12.1402 hrs Peak Flow, Interpolated Output = 2.20 cfs DRAINAGE AREA ID:TARROW - EAST CN = 80 Area = .945 acres S = 2.5000 in 0.25 = .5000 in Cumulative Runoff 2.4615 in .194 ac-ft HYG Volume... .194 ac-ft (area under HYG curve) ***** SCS UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, To = .16670 hrs (ID: TARROW - EAST) Computational Incr, TM = .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 6.42 cfs Unit peak time Tp = .11113 hrs Unit receding limb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 5:28 AM 3/3/2011 Type.... Unit Hyd. Summary Page 6.02 Name.... TARROW - EAST Tag: Pre 10 Event: 10 yr File.... P:\00816\816.005pa\Jr Drainage\PreDeveloped - Tarrow.ppw Storm... TypeIII 24hr Tag: Pre 10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 24.0000 hrs Rain Depth = 7.4000 in Rain Dir = P:\00816\816.005pa\Jr Drainage\ Rain File -ID =-TypeIII 24hr Unit Hyd Type = Default Curvilinear HYG Dir = P:\00816\816.005pa\Jr Drainage\ HYG File - ID = - TARROW - EAST Pre 10 To = .1667 hrs Drainage Area = .945 acres Runoff CN= 80 Computational Time Increment = .02223 hrs Computed Peak Time = 12.1358 hrs Computed Peak Flow = 4.47 cfs Time Increment for HYG File = .0100 hrs Peak Time, Interpolated Output = 12.1302 hrs Peak Flow, Interpolated Output = 4.46 cfs DRAINAGE AREA ------------------- ID:TARROW - EAST CN = 80 Area = .945 acres S = 2.5000 in 0.25 = .5000 in Cumulative Runoff 5.0649 in .399 ac-ft HYG Volume... .399 ac-ft (area under HYG curve) ***** SCS UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, To = .16670 hrs (ID: TARROW - EAST) Computational Incr, Tm = .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 6.42 cfs Unit peak time Tp = .11113 hrs Unit receding limb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs SIN: Bentley PondPack (10.01.04.00) 5:28 AM Bentley Systems, Inc. 3/3/2011 Type.... Unit Hyd. Summary Page 6.03 Name.... TARROW - EAST Tag: Pre 25 Event: 25 yr File.... P:\00816\816.005pa\Jr Drainage\PreDeveloped - Tarrow.ppw - Storm... TypeIII 24hr Tag: Pre 25 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 25 year storm Duration = 24.0000 hrs Rain Depth = 8.4000 in Rain Dir = P:\00816\816.005pa\Jr Drainage\ Rain File -ID = - TypeIII 24hr Unit Hyd Type = Default Curvilinear HYG Dir = P:\00816\816.005pa\Jr Drainage\ HYG File - ID = - TARROW - EAST Pre 25 To = .1667 hrs Drainage Area = .945 acres Runoff CN= 80 ==== Computational Time Increment = .02223 hrs Computed Peak Time = 12.1358 hrs Computed Peak Flow = 5.26 cfs Time Increment for HYG File = .0100 hrs Peak Time, Interpolated Output = 12.1302 hrs Peak Flow, Interpolated Output = 5.24 cfs DRAINAGE AREA ID:TARROW - EAST CN = 80 Area = .945 acres S = 2.5000 in 0.2S = .5000 in Cumulative Runoff __________________ 6,0010 in .472 ac-ft HYG Volume... .472 ac-ft (area under HYG curve) ***** SCS UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, To = .16670 hrs (ID: TARROW - EAST) Computational Incr, Tm = .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 6.42 cfs Unit peak time Tp = .11113 hrs Unit receding limb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 5:28 AM 3/3/2011 Type.... Unit Hyd. Summary Page 6.04 Name.... TARROW - EAST Tag: Pre100 - Event: 100 yr Fil.e.... P:\00816\816.005pa\Jr Drainage\PreDeveloped - Tarrow.ppw Storm... TypeIII 24hr Tag: Pre100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 24.0000 hrs Rain Depth = 11.0000 in Rain Dir = P:\00816\816.005pa\Jr Drainage\ Rain File -ID = - TypeIII 24hr Unit Hyd Type = Default Curvilinear HYG Dir = P:\00816\816.005pa\Jr Drainage\ HYG File - ID = - TARROW - EAST Pre100 Tc = .1667 hrs Drainage Area = .945 acres Runoff CN= 80 Computational Time Increment = 02223 hrs Computed Peak Time = 12.1358 hrs Computed Peak Flow = 7.30 cfs Time Increment for HYG File = .0100 hrs Peak Time, Interpolated Output = 12.1302 hrs Peak Flow, Interpolated Output = 7.29 cfs DRAINAGE AREA ID:TARROW - EAST CN = 80 Area = .945 acres S = 2.5000 in 0.25 = .5000 in Cumulative Runoff ------------------- 8.4808 in .668 ac-ft HYG Volume... .668 ac-ft (area under HYG curve) ***** SCS UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .16670 hrs (ID: TARROW - EAST) Computational Incr, TM = .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 463.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 6.42 cfs Unit peak time Tp = .11113 hrs Unit receding limb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 5:28 AM 3/3/2011 Type.... Unit Hyd. Summary Page 6,05 Name.... TARROW - NORTH Tag: Pre 2 Event: 2 yr File.... P:\00816\816.005pa\Jr Drainage\PreDeveloped - Tarrow.ppw Storm... TypeIII 24hr Tag: Pre 2 i SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Duration = 24.0000 hrs Rain Depth = 4.5000 in Rain Dir = P:\00816\816.005pa\Jr Drainage\ Rain File -ID = - TypeIII 24hr Unit Hyd Type = Default Curvilinear HYG Dir = P:\00816\816.005pa\Jr Drainage\ HYG File - ID = - TARROW - NORTH Pre 2 Tc = .1667 hrs Drainage Area = .573 acres Runoff CN= 82 Computational Time Increment = .02223 hrs Computed Peak Time = 12.1358 hrs Computed Peak Flow = 1.43 cfs Time Increment for HYG File = .0100 hrs Peak Time, Interpolated Output = 12.1402 hrs Peak Flow, Interpolated Output = 1.43 cfs DRAINAGE AREA ID:TARROW - NORTH CN = 82 Area = .573 acres S = 2.1951 in 0.25 = .4390 in Cumulative Runoff ---------------- 2.6361 in .126 ac-ft HYG Volume... .126 ac-ft (area under HYG curve) ***** SCS UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .16670 hrs (ID: TARROW - NORTH) Computational Incr, Tm = .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 3.89 cfs Unit peak time Tp = .11113 hrs Unit receding limb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs SIN: . Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 5:28 AM - 3/3/2011 Type.... Unit Hyd. Summary - Page -6.06 Name.... TARROW - NORTH Tag: Pre 10 Event: 10 yr File.... P:\00816\816.005pa\Jr Drainage\PreDeveloped - Tarrow.ppw Storm... TypeIII 24hr Tag: Pre 10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 24.0000 hrs Rain Depth = 7.4000 in Rain Dir = P:\00816\816.005pa\Jr Drainage\ Rain File -ID = - TypeIII 24hr Unit Hyd Type = Default Curvilinear HYG Dir = P:\00816\816.005pa\Jr Drainage\ HYG File - ID = - TARROW - NORTH Pre 10 Tc = .1667 hrs Drainage Area = .573 acres Runoff CN= 82 Computational Time Increment = .02223 hrs Computed Peak Time = 12.1358 hrs Computed Peak Flow = 2.81 cfs Time Increment for HYG File = .0100 hrs Peak Time, Interpolated Output = 12.1302 hrs Peak Flow, Interpolated Output = 2.80 cfs DRAINAGE AREA ID:TARROW - NORTH CN = 82 Area = .573 acres S = 2.1951 in 0.2S = .4390 in Cumulative Runoff 5.2921 in .252 ac-ft HYG Volume... .252 ac-ft (area under HYG curve) ***** SCS UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .16670 hrs (ID: TARROW - NORTH) Computational Incr, Tm = .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 3.89 cfs Unit peak time Tp = .11113 hrs Unit receding limb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 5:28 AM 3/3/2011 Type.... Unit Hyd. Summary - Page _6.07 Name.... TARROW - NORTH Tag: Pre 25 Event: 25 yr File.... P:\00816\816.005pa\Jr Drainage\PreDeveloped - Tarrow.ppw Storm... TypeIII 24hr Tag: Pre 25 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 25 year storm Duration = 24.0000 hrs Rain Depth = 8.4000 in Rain Dir = P:\00816\816.005pa\Jr Drainage\ Rain File -ID = - TypeIII 24hr Unit Hyd Type = Default Curvilinear HYG Dir = P:\00816\816.005pa\Jr Drainage\ HYG File - ID = - TARROW - NORTH Pre 25 Tc = .1667 hrs Drainage Area = .573 acres Runoff CN= 82 Computational Time Increment = .02223 hrs Computed Peak Time = 12.1358 hrs Computed Peak Flow = 3.29 cfs Time Increment for HYG File = .0100 hrs Peak Time, Interpolated Output = 12.1302 hrs Peak Flow, Interpolated Output = 3.28 cfs DRAINAGE AREA ------------------- ID:TARROW - NORTH CN = 82 �'.. Area = .573 acres S = 2.1951 in " 0.25 = .4390 in Cumulative Runoff ------------------ 6.2403 in .298 ac-ft HYG Volume... .298 ac-ft (area under HYG curve) ***** SCS UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .16670 hrs (ID: TARROW - NORTH) Computational Incr, Tm = .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) " Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 3.89 cfs Unit peak time Tp = .11113 hrs Unit receding limb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 5:28 AM 3/3/2011 Type.... Unit Hyd. Summary Page 6.08 Name.... TARROW - NORTH Tag: Pre100 Event: 100 yr File.... P:\00816\816.005pa\Jr Drainage\PreDeveloped - Tarrow.ppw Storm... TypeIII 24hr Tag: Pre100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 24.0000 hrs Rain Depth = 11.0000 in Rain Dir = P:\00816\816.005pa\Jr Drainage\ Rain File -ID = - TypeIII 24hr Unit Hyd Type = Default Curvilinear HYG Dix = P:\00816\816.005pa\Jr Drainage\ HYG File - ID = - TARROW - NORTH Pre100 To = .1667 hrs Drainage Area = .573 acres Runoff CN= 82 Computational Time Increment = 02223 hrs Computed Peak Time = 12.1358 hrs Computed Peak Flow = 4.52 cfs Time Increment for HYG File = .0100 hrs Peak Time, Interpolated Output = 12.1302 hrs Peak Flow, Interpolated Output = 4.51 cfs DRAINAGE AREA ID:TARROW - NORTH CN = 82 Area = .573 acres S = 2.1951 in 0.2S = .4390 in Cumulative Runoff 8.7436 in .417 ac-ft HYG Volume... .417 ac-ft (area under HYG curve) ***** SCS UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .16670 hrs (ID: TARROW - NORTH) Computational Incr, Tm = .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46° under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 3.89 cfs Unit peak time Tp = .11113 hrs Unit receding limb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 5:28 AM 3/3/2011 Appendix_ A A-1 Index of Starting Page Numbers for ID .Names ----- D _---- Design Storm... 3.01 ----- T ----- TARROW - EAST... 4.01, 5.01, 6.01, 6.02, 6.03, 6.04 TARROW - NORTH... 4.03, 5.02, 6.05, 6.06, 6.07, 6.08 ----- W ----- Watershed... 1.01, 2.01, 2.02, 2.03, 2.04, 2.05 SIN: Bentley PondPack (10.01.04.00) Bentley Systems, Inc. 3/3/2011 POST -DEVELOPMENT AREA - TARROW ST Job File: P:\00816\816.005pa\Jr Drainage\POSTDEVELOPED - TARROW.PPW Rain Dir: P:\00816\816.005pa\Jr Drainage\ -------------------------- -------------------------- JOB TITLE Project Date: 2/24/2011 Project Engineer: Jr Project Title: College Station Fire Station Project Comments: SIN: Bentley PondPack (10.01.04.00) 1:26 PM Bentley Systems, Inc. 3/7/2011 Table of Contents Table of Contents i **x**<**************** MASTER SUMMARY **************<******* Watershed....... Master Network Summary ............. 1.01 *************** NETWORK SUMMARIES (DETAILED) *************** Watershed....... Dev 2 Executive Summary (Nodes) .......... 2.01 Watershed....... Dev 10 Executive Summary (Nodes) .......... 2.02 Watershed...... Dev 25 Executive Summary (Nodes) .......... 2.03 Watershed....... Dev100 Executive Summary (Nodes) .......... 2.04 ****************** DESIGN STORMS SUMMARY ******************* Design Storm.... Design Storms ...................... 3.01 **************+******* TC CALCULATIONS ********************* TARROW - EAST... To Calcs ........................... 4.01 TARROW - NORTH.. To Calcs ........................... 4.03 CN CALCULATIONS ****x*********x****** TARROW - EAST... Runoff CN-Area ..................... 5.01 SIN: Bentley PondPack.(10.01.04.00) 1:26 PM Bentley Systems, Inc. 3/7/2011 Table of Contents i i' Table of Contents (continued) TARROW - NORTH.. Runoff CN-Area ..................... 5.02 ******************** RUNOFF HYDROGRAPHS ******************** Unit Hyd. Equations ................ 6.01 TARROW - EAST... Dev 2 Unit Hyd. Summary .................. 6.03 TARROW - EAST... Dev 10 Unit Hyd. Summary .................. 6.04 TARROW - EAST... Dev 25 Unit Hyd. Summary .................. 6.05 TARROW - EAST... Dev100 Unit Hyd. Summary .................. 6.06 TARROW - NORTH.. Dev 2 Unit Hyd. Summary .................. 6.07 TARROW - NORTH.. Dev 10 Unit Hyd. Summary .................. 6.08 TARROW - NORTH.. Dev 25 Unit Hyd. Summary .................. 6.09 TARROW - NORTH.. Dev100 Unit Hyd. Summary .................. 6.10 ********************* CHANNEL ANALYSES ********************* STORM SEWER..... Chn-Circular ....................... 7.01 Channel Equations .................. 7.03 ********************** REACH ROUTING REACH 10........ Dev 2 Reach Routing Summary .............. 8.01 SIN: Bentley Systems, Inc. Bentley PondPack "(10.01.04.00) 1:26 PM 1 3/7/2011 Table of Contents Table of Contents (continued) REACH 10........ Dev 10 Reach Routing Summary .............. 8.02 REACH 10........ Dev 25 Reach Routing Summary .............. 8.03 REACH 10........ Dev100 Reach Routing Summary .............. 8.04 +x>r++x++ POND VOLUMES xrax+xx+ta UNDERGROUND..... Vol: Pipe .......................... 9.01 xx.++:xrx•++ OUTLET STRUCTURES xat<xx+xz+xax Outlet.......... Outlet Input Data ................. 10.01 Individual Outlet Curves .......... 10.03 Composite Rating Curve ............ 10.06 xxax♦+t♦z POND ROUTING ***xsx«++++ UNDERGROUND OUT Dev 2 Pond Routing Summary .............. 11.01 UNDERGROUND OUT Dev 10 Pond Routing Summary .............. 11.02 UNDERGROUND OUT Dev 25 Pond Routing Summary .............. 11.03 UNDERGROUND OUT Dev100 Pond Routing Summary .............. 11.04 SIN: Bentley PondPack (10.01.04.00) 1:26 PM Bentley Systems, Inc. 3/7/2011 Type.... Master Network Summary Page 1.01 Name.... Watershed File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - Tarrow.ppw MASTER DESIGN STORM SUMMARY Network Storm Collection: Design Storm Total Depth Rainfall Return Event in Type RNF ID ------------ Dev 2 ------ 4.5000 ---------------- Synthetic Curve ---------------- TypeIII 24hr Dev 10 7.4000 Synthetic Curve TypeIII 24hr Dev 25 8.4000 Synthetic Curve TypeIII 24hr Dev100 11.0000 Synthetic Curve TypeIII 24hr MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Le£t&Rt) Return HYG Vol Qpeak Node ID Type Event ac-ft Trun hrs ----------------- JUNC 10 ---- JCT ------ 2 ---------- -- .390 -------- 12.4200 JUNC 10 JCT 10 .670 12.3200 JUNC 10 JCT 25 .766 12.3000 JUNC 10 JCT 100 1.017 12.2700 TARROW - EAST AREA 2 .390 12.1300 TARROW - EAST AREA 10 .670 12.1300 TARROW - EAST AREA 25 .766 12.1300 TARROW - EAST AREA 100 1.017 12.1300 TARROW - NORTH AREA 2 .193 12.1200 TARROW - NORTH AREA 10 .330 12.1300 TARROW - NORTH AREA 25 .378 12.1300 TARROW - NORTH AREA 100 .502 12.1300 S IN: Bentley PondPack (10.01.04.00) 1:26 PM Qpeak cfs 1.52 3.62 4.43 6.36 4.01 6.70 7.63 10.02 1.98 3.31 3.76 4.94 Max Max WSEL Pond Storage ft ac-ft -------- ------------ Bentley Systems, Inc. 3/7/2011 Type.... Master Network Summary Name.... Watershed File.... P:\00816\816.005pa\Jr -, Drainage\PostDeveloped- Page Tarrow.ppw 1.02, MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage. Node ID Type Event ac-ft Trun hrs cfs ________ ft ________ ac-ft ------------ _________________ *TARROW ST ____ JCT ______ __________ 2 .583 __ _________ 12.1400 2.82 *TARROW ST JCT 10 1.000 12.2000 5.61 *TARROW ST JCT 25 1.144 12.2100 6.81 *TARROW ST JCT 100 1.519 12.1800 9.89 UNDERGROUND IN POND 2 .390 12.1300 4.01 UNDERGROUND IN POND 10 .670 12.1300 6.70 UNDERGROUND IN POND 25 .766 12.1300 7.63 UNDERGROUND IN POND 100 1.017 12.1300 10.02 UNDERGROUND OUT POND 2 .390 12.4200 1.52 323.82 .110 UNDERGROUND OUT POND 10 .670 12.3200 3.62 324.39 .167 UNDERGROUND OUT POND 25 .766 12.3000 4.43 324.57 .184 UNDERGROUND OUT POND 100 1.017 12.2700 6.36 325.14 .228 SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 1:26 PM 3/7/2011 ' Type.... Executive Summary (Nodes) Page 2.01 Name.... Watershed Event: 2 yr File.... P:\00816\B16.005pa\Jr Drainage\PostDeveloped - Tarrow.ppw Storm... TypeIII 24hr Tag: Dev 2 NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = Design Storm Storm Tag Name = Dev 2 ------------------------------------------------------------ Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 2 yr Total Rainfall Depth= 4.5000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Tian. hrs CIS _____ _____---- ft ----------------- ---- -- JUNC 10 JCT .390 --------- 12.4200 1.52 TARROW - EAST AREA .390 12.1300 4.01 TARROW - NORTH AREA .193 12.1200 1.98 Outfall'TARROW ST JCT .583 12.1400 2.82 UNDERGROUND IN POND .390 12.1300 4.01 UNDERGROUND OUT POND .390 12.4200 1.52 323.82 SIN: Bentley PondPack (10.01.04.00) 1:26 PM Bentley Systems, Inc. 3/7/2011 Type.... Executive Summary (Nodes) Page.2.02 Name.... Watershed - Event: 10 yr File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - Tarrow.ppw Storm... TypeIII 24hr Tag: Dev 10 i NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = Design Storm Storm Tag Name = Dev 10 __________________________ ________---------___-_________ Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 10 yr Total Rainfall Depth= 7.4000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs cfs _______ ft ----------------- ---- - JUNC 10 JCT .670 ___ 12.3200 3.62 TARROW - EAST AREA .670 12.1300 6.70 TARROW - NORTH AREA .330 12.1300 3.31 Outfall TARROW ST JCT 1.000 12.2000 5.61 UNDERGROUND IN POND .670 12.1300 6.70 UNDERGROUND OUT POND .670 12.3200 3.62 324.39 SIN: Bentley PondPack (10.01.04.00) 1:26 PM Bentley Systems, Inc. 3/7/2011 Type.... Executive Summary (Nodes) Page 2.03 Name.... Watershed Event: 25 yr File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - Tarrow.ppw Storm... TypeIII 24hr Tag: Dev 25 NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = Design Storm Storm Tag Name = Dev 25 --------------------------------------------------- Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 25 yr Total Rainfall Depth= 8.4000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun, hrs - -------- cfs ft - ----------------- JUNC 10 --- ---------- JCT _ .766 12.3000 4.43 TARROW - EAST AREA .766 12.1300 7.63 TARROW - NORTH AREA .378 12.1300 3.76 Outfall TARROW ST JCT 1.144 12.2100 6.81 UNDERGROUND IN POND .766 12.1300 7.63 ❑NDRRGROUND OUT POND .766 12.3000 4.43 324.57 S/N: Bentley PondPack.(10.01.04.00) 1:26 PM Bentley Systems, Inc. . 3/7/2011 Type.... Executive Summary (Nodes) Page 2.04 Name.... Watershed Event: 100yr File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - Tarrow.ppw - Storm... TypeIII 24hr Tag: Dev100 i NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = Design Storm Storm Tag Name = Dev100 -------------------------------------------------------------------- Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 100 yr Total Rainfall Depth= 11.0000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs cfs _ --__ ft _ ----------------- ---- -------- JUNC 10 JCT 1.017 12.2700 6.36 _ TARROW - EAST AREA 1.017 12.1300 10.02 TARROW - NORTH AREA .502 12.1300 4.94 Outfall TARROW ST JCT 1.519 12.1800 9.89 UNDERGROUND IN POND 1.017 12.1300 10.02 UNDERGROUND OUT POND 1.017 12.2700 6.36 325.14 SIN: Bentley PondPack (10.01.04.00) 1:26 PM Bentley Systems, Inc. 3/7/2011 Type.... Design Storms Name.... Design Storm Page 3.01 File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - Tarrow.ppw Title... Project Date: 2/24/2011 Project Engineer: Jr Project Title: College Station Fire Station Project Comments: DESIGN STORMS SUMMARY Design Storm File,ID = Design Storm Storm Tag Name = Dev 2 Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 2 yr Total Rainfall Depth= 4.5000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = Dev 10 Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 10 yr Total Rainfall Depth= 7.4000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = Dev 25 . --------------------------------------- Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 25 yr Total Rainfall Depth= 8.4000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = Dev100 Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 100 yr Total Rainfall Depth= 11.0000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs SIN: Bentley PondPack (10.01.04.00) 1:26 PM Bentley Systems, Inc. 3/7/2011 Type.... Tc Calcs Page 4.01 Name.... TARROW - EAST File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - Tarrow.ppw :::::::::::::::::::..................................................... TIME OF CONCENTRATION CALCULATOR Segment #I: Tc: User Defined SIN: Bentley PondPack (10.01.04.00) Segment #1 Time: .1667 hrs ------------------------------ Total Tc: .1667 hrs 1:26 PM Bentley Systems, Inc. 3/7/2011 Type.... Tc Calcs Name.... TARROW - EAST Page 4.02 File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - Tarrow.ppw -------------------- Tc Equations used... User Defined = ----- ----------- ______ Tc = Value entered by user Where: Tc = Time of concentration S/N: Bentley PondPack (10.01.04.00) 1:26 PM Bentley Systems, Inc. 3/7/2011 Type.... TC Calcs Page 4.03 Name.... TARROW - NORTH File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - Tarrow.ppw TIME OF CONCENTRATION CALCULATOR Segment #1: Tc: User Defined Segment #1 Time: .1667 hrs ------------------------------------------------------------------------ Total Tc: .1667 hrs SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 1:26 PM 3/7/2011 Type.... To Calcs Name.... TARROW - NORTH Page 4.04 File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - Tarrow.ppw ------------------------------ Tc Equations used... ------------------------------ User Defined =____ _________________ _____________ Tc = Value entered by user Where: To = Time of concentration SIN: Bentley PondPack (10.01.04.00) 1:26 PM Bentley Systems, Inc. .3/7/2011 Type.... Runoff CN-Area Name.... TARROW - EAST Page 5.01 File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - Tarrow.ppw RUNOFF CURVE NUMBER DATA Impervious Area Adjustment Adjusted Soil/Surface Description CN acres %C %UC CN -------------------------------- ------------- ----- ----- ------ Impervious Areas - Paved parking l0 98 1.052 98.00 Open space (Lawns,parks etc.) - Goo 80 .109 80.00 COMPOSITE AREA & WEIGHTED CN ---> 1.161 96.31 (96) S/N: Bentley PondPack (10.01.04.00) 1:26 PM Bentley Systems, Inc. 3/7/2011 Type.... Runoff CN-Area Name.... TARROW - NORTH Page 5.02 File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - Tarrow.ppw RUNOFF CURVE NUMBER DATA .......................................................................... .......................................................................... Impervious Area Adjustment Adjusted Soil/Surface Description CN acres %C %UC CN -------------------------------- ------------- --_- Impervious Areas - Paved parking to 98 .498 98.00 Open space (Lawns,parks etc.) - Goo 80 .075 80.00 COMPOSITE AREA & WEIGHTED CN ---> .573 95.66 (96) ........................................................................... ........................................................................... S/N: Bentley PondPack (10.01.04.00) 1:26 PM Bentley Systems, Inc. .. 3/7/2011 Type.... Name.... File.... Unit Hyd. Equations Page. 6, 01 P:\00816\816.005pa\Jr Drainage\PostDeveloped - Tarrow.ppw SCS UNIT HYDROGRAPH METHOD (Computational Notes) DEFINITION OF TERMS: - ---------------------------- At = Total area (acres): At = Ai+Ap Ai = Impervious area (acres) Ap = Pervious area (acres) CNi = Runoff curve number for impervious area CNp = Runoff curve number for pervious area fLoss = f loss constant infiltration (depth/time) gKs = Saturated Hydraulic Conductivity (depth/time) Md = Volumetric Moisture Deficit Psi = Capillary Suction (length) hK = Horton Infiltration Decay Rate (time' -I) to = Initial Infiltration Rate (depth/time) fc = Ultimate(capacity)Infiltration Rate (depth/time) Ia = Initial Abstraction (length) dt = Computational increment (duration of unit excess rainfall) Default dt is smallest value of 0.1333Tc, rtm, and th (Smallest dt is then adjusted to match up with Tp) UDdt = User specified override computational main time increment (only used if UDdt is => .1333Tc) D(t) = Point on distribution curve (fraction of P) for time step t K = 2 / (1 + (Tr/Tp)): default K = 0.75: (for Tr/Tp = 1.67) Ks = Hydrograph shape factor = Unit Conversions * K: _ ((lhr/3600sec) * (lft/12in) * ((5280ft)**2/sq.mi)) * K Default Ks = 645.333 * 0.75 = 484 Lag = Lag time from center of excess runoff (dt) to Tp: Lag = 0.6Tc P = Total precipitation depth, inches Pa(t) = Accumulated rainfall at time step t Pi(t) = Incremental rainfall at time step t qp = Peak discharge (cfs) for lin. runoff, for lhr, for 1 sq.mi. _ (Ks * A * Q) / Tp (where Q = lin. runoff, A=sq.mi.) Qu(t) = Unit hydrograph ordinate (cfs) at time step t Q(t) = Final hydrograph ordinate (cfs) at time step t Rai(t)= Accumulated runoff (inches) at time step t for impervious area Rap(t)= Accumulated runoff (inches) at time step t for pervious area Rii(t)= Incremental runoff (inches) at time step t for impervious area Rip(t)= Incremental runoff (inches) at time step t for pervious area R(t) = Incremental weighted total runoff (inches) Rtm = Time increment for rainfall table Si = S for impervious area: Si = (1000/CNi) - 10 Sp = S for pervious area: Sp = (1000/CNp) - 10 t = Time step (row) number Tc = Time of concentration Tb = Time (hrs) of entire unit hydrograph: Tb = Tp + Tr Tp = Time (hrs) to peak of a unit hydrograph: Tp = (dt/2) + Lag In = Time (hrs) of receding limb of unit hydrograph: Tr = ratio of Tp SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 1:26 PM 3/7/2011 Type.... Unit Hyd. Equations Page 6.02 Name.... File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - Tarrow.ppw SCS UNIT HYDROGRAPH METHOD (Computational Notes) PRECIPITATION: -------------------------------------------------- Column (1): Time for time step t Column (2): D(t) = Point on distribution curve for time step t Column (3): Pi(t) = Pa(t) - Pa(t-1): Col.(4) — Preceding Col.(4) Column (4): Pa(t) = D(t) x P: Col.(2) x P PERVIOUS AREA RUNOFF (using SCS Runoff CN Method) ----------------`------- Column (5): Rap(t) = Accumulated pervious runoff for time step t If (Pa(t) is <= 0.2Sp) then use: Rap(t) = 0.0 If (Pa(t) is > 0.2Sp) then use: Rap(t) _ (Col.(4)-0.2Sp)**2 / (Col.(4)+0.8Sp) Column (6): Rip(t) = Incremental pervious runoff for time step t Rip(t) = Rap(t) - Rap(t-1) Rip(t) = Col.(5) for current row - Col.(5) for preceding row. IMPERVIOUS AREA RUNOFF --------------------------------------------------- Column (7 & 8)... Did not specify to use impervious areas. INCREMENTAL WEIGHTED RUNOFF: ------------------ ------------------- Column (9): R(t) _ (Ap/At) x Rip(t) + (Ai/At) x Rii(t) R(t) _ (Ap/At) x Col-(6) + (Ai/At) x Col.(8) SCS UNIT HYDROGRAPH METHOD: ---------------------- ----- Column (10): Q(t) is computed with the SCS unit hydrograph method using R() and QuO . S/N: Bentley PondPack (10.01.04.00) 1:26 PM Bentley Systems, Inc. 3/7/2011 Type.... Unit Hyd. Summary Page 6.03 Name.... TARROW - EAST Tag: Dev 2 Event: 2 yr File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - Tarrow.ppw Storm... TypeIII 24hr Tag: Dev 2 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Duration = 24.0000 hrs Rain Depth = 4.5000 in Rain Dir = P:\00816\816.005pa\Jr Drainage\ Rain File -ID = - TypeIII 24hr Unit Hyd Type = Default Curvilinear HYG Dir = P:\00816\816.005pa\Jr Drainage\ HYG File - ID = work _pad.hyg - TARROW - EAST Dev 2 Tc = .1667hrs Drainage Area = 1.161 acres Runoff CN= 96 Computational Time Increment = .02223 hrs Computed Peak Time = 12.1358 hrs Computed Peak Flow = 4.02 cfs Time Increment for HYG File = .0100 hrs Peak Time, Interpolated Output = 12.1302 hrs Peak Flow, Interpolated Output = 4.01 cfs DRAINAGE AREA ------------------- ID:TARROW - EAST CN = 96 Area = 1.161 acres S = .4167 in 0.25 = .0833 in Cumulative Runoff ------------------ 4. 0359 in .390 ac-ft HYG Volume... .390 ac-ft (area under HYG curve) ***** SCS UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .16670 hrs (ID: TARROW - EAST) Computational Incr, Tm = .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(l+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 7.89 cfs Unit peak time Tp = .11113 hrs Unit receding limb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 1:26 PM 3/7/2011 Type.... Unit Hyd. Summary Page 6.04 Name.... TARROW - EAST Tag: Dev 10 Event: 10 yr File.... 2:\00816\816.005pa\Jr Drainage\PostDeveloped - Tarrow.ppw Storm... TypeIII 24hr Tag: Dev 10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 24.0000 hrs Rain Depth = 7.4000 in Rain Dir = P:\00816\816.005pa\Jr Drainage\ Rain File -ID = - TypeIII 24hr Unit Hyd Type = Default Curvilinear HYG Dir = P:\00816\816.005pa\Jr Drainage\ HYG File - ID = work_pad.hyg - TARROW - EAST Dev 10 To = .1667 hrs Drainage Area = 1.161 acres Runoff CN= 96 Computational Time Increment = .02223 hrs Computed Peak Time = 12.1358 hrs Computed Peak Flow = 6.71 cfs Time Increment for HYG File = .0100 hrs Peak Time, Interpolated Output = 12.1302 hrs Peak Flow, Interpolated Output = 6.70 cfs DRAINAGE AREA ID:TARROW - EAST CN = 96 Area = 1.161 acres S = .4167 in 0.25 = .0833 in Cumulative Runoff 6.9224 in .670 ac-ft HYG Volume... .670 ac-ft (area under HYG curve) ***** SCS UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, To = .16670 hrs (ID: TARROW - EAST) Computational Incr, Tat = .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, gp = 7.89 cfs Unit peak time Tp = .11113 hrs Unit receding limb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 1:26 PM 3/7/2011 Type.... Unit Hyd. Summary Page 6.05 Name.... TARROW - EAST Tag: Dev 25 Event: 2.5-,yr File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - Tarrow.ppw Storm... TypeIII 24hr Tag: Dev 25 GYY73i)9.141I'.17 CYZ�27$a:YYu17YY:M STORM EVENT: 25 year storm Duration = 24.0000 his Rain Depth = 8.4000 in Rain Dir = P:\00816\816.005pa\Jr Drainage\ Rain File -ID = - TypeIII 24hr Unit Hyd Type = Default Curvilinear HYG Dir = P:\00816\816.005pa\Jr Drainage\ HYG File - ID = work_pad.hyg - TARROW - EAST Dev 25 Tc = .1667 his Drainage Area = 1.161 acres Runoff CN= 96 Computational Time Increment = .02223 his Computed Peak Time = 12.1358 his Computed Peak Flow = 7.63 cfs Time Increment for HYG File = .0100 his Peak Time, Interpolated Output = 12.1302 his Peak Flow, Interpolated Output = 7.63 cfs DRAINAGE AREA ------------------- ID:TARROW - EAST CN = 96 Area = 1.161 acres S = .4167 in 0.25 = .0833 in Cumulative Runoff ------------------- 7.9199 in .766 ac-ft HYG Volume... .766 ac-ft (area under HYG curve) ***** SCS UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .16670 his (ID: TARROW - EAST) Computational Incr, Tm = .02223 his = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 7.89 cfs Unit peak time Tp = .11113 his Unit receding limb, Tr = .44453 his Total unit time, Tb = .55567 his SIN: Bentley PondPack (10.01.04.00) 1:26 PM Bentley Systems, Inc. 3/7/2011 Type.... Unit Hyd. Summary Page 6.06 Name.... TARROW - EAST Tag: Dev100 Event: 100 yr File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - Tarrow.ppw Storm... TypeIII 24hr Tag: Dev100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 24.0000 hrs Rain Depth = 11.0000 in Rain Dir = P:\00816\816.005pa\Jr Drainage\ Rain File -ID = - TypeIII 24hr Unit Hyd Type = Default Curvilinear HYG Dir = P:\00816\816.005pa\Jr Drainage\ HYG File - ID = work_pad.hyg - TARROW - EAST Dev100 Tc = .1667 hrs Drainage Area = 1.161 acres Runoff CN= 96 Computational Time Increment = .02223 hrs Computed Peak Time = 12.1358 hrs Computed Peak Flow = 10.03 eta Time Increment for HYG File = .0100 hrs Peak Time, Interpolated Output = 12.1302 hrs Peak ____________________________________________ Flow, Interpolated _________________________________ Output = 10.02 cfs DRAINAGE AREA ------------------- ID:TARROW - EAST CN = 96 Area = 1.161 acres S = .4167 in 0.25 = .0833 in Cumulative Runoff 10.5153 in 1.017 ac-ft HYG Volume... 1.017 ac-ft (area under HYG curve) ***** SCS UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .16670 hrs (ID: TARROW - EAST) Computational Incr, Tm = .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 7.89 cfs Unit peak time Tp = .11113 hrs Unit receding limb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs S/N: Bentley PondPac Y. (10.01.04.00) 1:26 PM Bentley Systems, Inc. 3/7/2011 Type.... Unit Hyd. Summary Page 6.07 Name.... TARROW - NORTH Tag: Dev 2 Event: 2 yr File.... P:\00816\816.005pa\Jr Drainage\PbstDeveloped - Tarrow.ppw Storm... TypeIII 24hr Tag: Dev 2 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Duration = 24.0000 hrs Rain Depth = 4.5000 in Rain Dir = P:\00816\816.005pa\Jr Drainage\ Rain File -ID = - TypeIII 24hr Unit Hyd Type = Default Curvilinear HYG Dir = P:\00816\816.005pa\Jr Drainage\ HYG File - ID = work_pad.hyg - TARROW - NORTH Dev 2 Tc = .1667 hrs Drainage Area = .573 acres Runoff CN= 96 ---------------------------- Computational Time Increment = .02223 hrs Computed Peak Time = 12.1358 hrs Computed Peak Flow = 1.98 cfs Time Increment for HYG File = .0100 hrs Peak Time, Interpolated Output = 12.1302 hrs Peak Flow, Interpolated Output = 1.98 cfs DRAINAGE AREA ID:TARROW - NORTH CN = 96 Area = .573 acres S = .4167 in 0.23 = .0833 in Cumulative Runoff 4.0359 in .193 ac-ft HYG Volume... .193 ac-ft (area under HYG curve) ***** SCS UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .16670 hrs (ID: TARROW - NORTH) Computational Incr, Tat = .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 3.89 cfs Unit peak time Tp = .11113 hrs Unit receding limb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs S/N: Bentley PondPack.(10.01.04.00) 1:26 PM Bentley Systems, Inc. 3/7/2011 Type.... Unit Hyd. Summary Page 6.08 Name.... TARROW - NORTH Tag: Dev10Event: 10 yr File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - Tarrow.ppw Storm... TypeIII 24hr Tag: Dev 10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 24.0000 hrs Rain Depth = 7.4000 in Rain Dir = P:\00816\816.005pa\Jr Drainage\ Rain File -ID = - TypeIII 24hr Unit Hyd Type = Default Curvilinear HYG Dir = P:\00816\816.005pa\Jr Drainage\ HYG File - ID = work_pad.hyg - TARROW - NORTH Dev 10 To = .1667 hrs Drainage Area = .573 acres Runoff CN= 96 Computational Time Increment = .02223 hrs Computed Peak Time = 12.1358 hrs Computed Peak Flow = 3.31 cfs Time Increment for HYG File = .0100 hrs Peak Time, Interpolated Output = 12.1302 hrs Peak Flow, Interpolated Output = 3.31 cfs DRAINAGE AREA ID:TARROW - NORTH CN = 96 Area = .573 acres S = .4167 in 0.2S = .0833 in Cumulative Runoff ------------------ 6.9224 in .330 ac-ft HYG Volume... .330 ac-ft (area under HYG curve) ***** SCS UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, To = .16670 hrs (ID: TARROW - NORTH) Computational Incr, TM = .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 3.89 cfs Unit peak time Tp = .11113 hrs Unit receding limb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 1:26 PM 3/7/2011 Type.... Unit Hyd. Summary Page 6.09 Name.... TARROW - NORTH Tag: Dev 25 Event: 25 yr File.... 2:\00816\816.005pa\Jr Drainage\PostDeveloped - Tarrow.ppw _ Storm... TypeIII 24hr Tag: Dev 25 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 25 year storm Duration = 24.0000 hrs Rain Depth = 8.4000 in Rain Dir = P:\00816\816.005pa\Jr Drainage\ Rain File -ID = - TypeIII 24hr Unit Hyd Type = Default Curvilinear HYG Dix = P:\00816\816.005pa\Jr Drainage\ HYG File - ID = work_pad.hyg - TARROW - NORTH Dev 25 Tc = .1667 hrs Drainage Area = .573 acres Runoff CN= 96 Computational Time Increment .02223 hrs Computed Peak Time = 12.1358 hrs Computed Peak Flow = 3.76 cfs Time Increment for HYG File = .0100 hrs Peak Time, Interpolated Output = 12.1302 hrs Peak Flow, Interpolated Output = 3.76 cfs DRAINAGE AREA ID:TARROW - NORTH CN = 96 Area = .573 acres S = .4167 in 0.2S = .0833 in Cumulative Runoff --------7.9199 in .378 ac-ft HYG Volume... .378 ac-ft (area under HYG curve) ***** SCS UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .16670 hrs (ID: TARROW - NORTH) Computational Incr, Tat = .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(l+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 3.89 cfs Unit peak time Tp = .11113 hrs Unit receding limb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs Bentley PondPack (10.01.04.00) 1:26 PM Bentley Systems, Inc. 3/7/2011 Type.... Unit Hyd. Summary Page 6.10 Name.... TARROW - NORTH Tag: Dev100 Event: 100 yr File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped,- Tarrow.ppw Storm... TypeIII 24hr Tag: Dev100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 24.0000 hrs Rain Depth = 11.0000 in Rain Dir = P:\00816\816.005pa\Jr Drainage\ Rain File -ID = - TypeIII 24hr Unit Hyd Type = Default Curvilinear HYG Dir = P:\00816\816.005pa\Jr Drainage\ HYG File - ID = work_pad.hyg - TARROW - NORTH Dev100 Tc = .1667 hrs Drainage Area = .573 acres Runoff CN= 96 Computational Time Increment = .02223 hrs Computed Peak Time = 12.1358 hrs Computed Peak Flow = 4.94 cfs Time Increment for HYG File = .0100 hrs Peak Time, Interpolated Output = 12.1302 hrs Peak ____________________________________________ Flow, Interpolated _________________________ Output = 4.94 cfs DRAINAGE AREA ------------------- ID:TARROW - NORTH CN = 96 Area = .573 acres S = .4167 in 0.2S = .0833 in Cumulative Runoff __________________. 10.5153 in .502 ac-ft HYG Volume... .502 ac-ft (area under HYG curve) ***** SCS UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .16670 hrs (ID: TARROW - NORTH) Computational Incr, Tm = .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 3.89 cfs Unit peak time Tp = .11113 hrs Unit receding limb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs SIN: Bentley PondPack (10,01.04.00) 1:26 PM Bentley Systems, Inc. 3/7/2011 Type.... Chn-Circular Page 7.01 Name.... STORM SEWER File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - Tarrow.ppw Solution to Mannings Open Channel Flow Equation (Computed values are based on normal depth.) CIRCULAR CROSS SECTION Slope = .002000 ft/ft Mannings n = 0.01300 Invert Elev. = 322.25 ft Top of Channel = 324.25 ft Diameter = 2.0000 ft Elev. Depth Flow Vel. Area Top W. Wet.P. Hd Fronde (ft) (ft) (cfs) (ft/sec) (sq.ft) (ft) ----- (ft) (ft) No. ----- ------- 322.250 ------- .00 ------ .00 ------- 00 ------- 0000 00 .00 .00 0.00 322.290 .04 .01 .45 .0150 .56 .57 .03 0.49 322.330 .08 .03 .72 .0421 .78 .81 .05 0.54 322.370 .12 .07 .93 .0770 .95 .99 .08 0.58 322.410 .16 .13 1.12 .1177 1.09 1.15 .11 0.60 322.450 .20 .21 1.29 .1635 1.20 1.29 .14 0.62 322.490 .24 .31 1.45 .2135 1.30 1.41 .16 0.63 322.530 .28 .43 1.59 .2673 1.39 1.53 .19 0.64 322.570 .32 .56 1.73 .3245 1.47 1.65 .22 0.65 322.610 .36 .72 1.86 .3845 1.54 1.75 .25 0.66 322.650 .40 .89 1.98 .4473 1.60 1.85 .28 0.66 322.690 .44 1.07 2.10 .5125 1.66 1.95 .31 0.66 322.730 .48 1.28 2.20 .5798 1.71 2.05 .34 0.67 322.770 .52 1.50 2.31 .6490 1.75 2.14 .37 0.67 322.810 .56 1.73 2.41 .7201 1.80 2.23 .40 0.67 322.850 .60 1.98 2.50 .7927 1.83 2.32 .43 0.67 322.890 .64 2.24 2.59 .8667 1.87 2.41 .46 0.67 322.930 .68 2.52 2.67 .9419 1.89 2.49 .50 0.67 322.970 .72 2.80 2.75 1.0182 1.92 2.57 .53 0.67 323.010 .76 3.10 2.83 1.0955 1.94 2.66 .56 0.66 323.050 .80 3.41 2.91 1.1735 1.96 2.74 .60 0.66 323.090 .84 3.73 2.97 1.2522 1.97 2.82 .63 0.66 323.130 .88 4.05 3.04 1.3314 1.99 2.90 .67 0.65 323.170 .92 4.38 3.10 1.4110 1.99 2.98 .71 0.65 323.210 .96 4.72 3.16 1.4908 2.00 3.06 .75 0.65 323.250 1.00 5.06 3.22 1.5708 2.00 3.14 .79 0.64 323.290 1.04 5.40 3.27 1.6508 2.00 3.22 .83 0.63 323.330 1.08 5.75 3.32 1.7306 1.99 3.30 .87 0.63 323.370 1.12 6.10 3.37 1.8102 1.99 3.38 .91 0.62 323.410 1.16 6.45 3.41 1.8894 1.97 3.46 .96 0.62 323.450 1.20 6.80 3.45 1.9681 1.96 3.54 1.00 0.61 323.490 1.24 7.14 3.49 2.0461 1.94 3.63 1.05 0.60 323.530 1.28 7.48 3.52 2.1234 1.92 3.71 1.11 0.59 323.570 1.32 7.82 3.55 2.1997 1.89 3.79 1.16 0.58 323.610 1.36 8.15 3.58 2.2749 1.87 3.88 1.22 0.57 323.650 1.40 8.47 3.61 2.3489 1.83 3.96 1.28 0.56 323.690 1.44 8.78 3.63 2.4215 1.80 4.05 1.35 0.55 SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 1:26 PM - 3/7/2011 Type.... Chn-Circular - Page 7.02 Name.... STORM SEWER File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - Tarrow.ppw Solution to Mannings Open Channel Flow Equation (Computed values are based on normal depth.) CIRCULAR CROSS SECTION Slope = .002000 ft/ft Mannings n = 0.01300 Invert Elev. = 322.25 ft Top of Channel = 324.25 ft Diameter = 2.0000 ft Elev. Depth Flow Val. Area Top W. Wet.P. Hd Fronde (ft) (£t) (c£s) (ft/sec) (sq.ft) _______ (ft) ______ (ft) ______ (£t) _____ No. ______ _______ 323.730 _______ 1.48 ______ 9.08 _______ 3.64 2.4926 1.75 4.14 1.42 0.54 323.770 1.52 9.37 3.66 2.5618 1.71 4.24 1.50 0.53 323.810 1.56 9.64 3.67 2.6291 1.66 4.33 1.59 0.51 323.850 1.60 9.89 3.67 2.6943 1.60 4.43 1.68 0.50 323.890 1.64 10.12 3.67 2.7571 1.54 4.53 1.79 0.48 323.930 1.68 10.33 3.67 2.8171 1.47 4.64 1.92 0.47 323.970 1.72 10.51 3.66 2.8743 1.39 4.75 2.07 0.45 324.010 1.76 10.66 3.64 2.9281 1.30 4.87 2.25 0.43 324.050 1.80 10.78 3.62 2.9781 1.20 5.00 2.48 0.41 324.090 1.84 10.86 3.59 3.0238 1.09 5.14 2.79 0.38 324.126 1.88 10.88 3.55 3.0612 .96 5.28 3.18 0.35 324.130 1.88 10.88 3.55 3.0646 .95 5.29 3.23 0.35 324.170 1.92 10.84 3.50 3.0995 .78 5.48 3.95 0.31 324.210 1.96 10.69 3.42 3.1266 .56 5.72 5.58 0.26 324.250 2.00 10.12 3.22 3.1416 .00 6.28 **** **** Bentley Systems, Inc. 3/7/2011 SIN: Bentley PondPack (10.01.04.00) 1:26 PM Type.... Channel. Equations Name.... STORM SEWER Page 7.03 File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - Tarrow.ppw SOLUTION TO MANNINGS OPEN CHANNEL FLOW EQUATION (Computed values are based on normal depth.) Q = (k/n) * A * (R**2/3) * (S**1/2) where: English Units SI units Q = Channel flow cfs cros k = Mannings constant 1.485919 1.0 n = Mannings n no units no units R = Hydraulic radius, A/WP ft In A = X-section flow area sq.ft. sq.m. WP = Wetted perimeter ft m S = Slope ft/ft m/m ADDITIONAL OUTPUT VARIABLES: Vet= Q/A Hd = A/TpW F = Vel / (g * Hd)**1/2 where: English Units SI units Vet= Velocity ft/sec m/sec Q = Channel flow cfs cros A = X-section flow area sq.ft. sq.m. Hd = Hydraulic depth ft m TpW= Top width for flow area ft In g = Acceleration of gravity ft/sec**2 m/sec**2 F = Fronde No. no units no units (Subcritical: F < 1; Critical: F = 1; Supercritical: F > 1) i SIN: Bentley PondPack (10.01.04.00) 1:26 PM Bentley Systems, Inc. 3/7/2011 Type.... Reach Routing Summary Page 8.01 Name.... REACH 10 Tag: Dev 2 Event: 2 yr. File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - Tarrow.ppw Storm... TypeIII 24hr Tag: Dev 2 MODIFIED PULS REACH ROUTING SUMMARY HYG Dir = P:\00816\816.005pa\Jr Drainage\ Inflow HYG file = work_pad.hyg - JUNC 10 Dev 2 Outflow HYG file = work pad.hyg - REACH 10 Dev 2 Reach Link Data = REACH 10 Reach Length = 458.00 £t Approx. Total Tt = .0706 hrs (based on Wtd.Q = .64 cfs) Reach Channel = Storm Sewer (Chn-Circular) Overflow Elev. = 324.09 ft Overflow Channel = NONE No Infiltration INITIAL CONDITIONS ---------------------------------- Starting WS Elev = 322.25 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr. _ .00 cfs Starting Total Qout= .00 cfs Time Increment = .0100 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 1.52 cfs at 12.4200 hrs Peak Outflow = 1.52 cfs at 12.4600 hrs MASS BALANCE (ac-ft) -------------------------- + Initial Vol = .000 + HYG Vol IN = .390 - Infiltration = .000 - HYG Vol OUT = .390 - Retained Vol = .000 Unrouted Vol = .000 ac-ft (.000% of Inflow Volume) S/N: Bentley PondPack (10.01.04.00) 1:26 PM Bentley Systems, Inc. 3/7/2011 Type.... Reach Routing Summary - Page. 8.02 Name.... REACH 10 Tag: Dev 10 Event: 10 yr File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - Tarrow.ppw Storm... TypeIII 24hr Tag: Dev 10 MODIFIED PULS REACH ROUTING SUMMARY HYG Dir = P:\00816\816.005pa\Jr Drainage\ Inflow HYG file = work pad.hyg - JUNC 10 Dev 10 Outflow HYG file = work-pad.hyg - REACH 10 Dev 10 Reach Link Data = REACH 10 Reach Length = 458.00 ft Approx. Total Tt = .0581 hrs (based on Wtd.Q = 1.25 cfs) Reach Channel = Storm Sewer (Chn-Circular) Overflow Elev. = 324.09 ft Overflow Channel = NONE No Infiltration INITIAL CONDITIONS ---------------------------------- Starting WS Elev = 322.25 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr. _ .00 cfs Starting Total Qout= .00 cfs Time Increment = .0100 hxs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ---- =------------ _______________________________ Peak Inflow = 3.62 cfs at 12.3200 hrs Peak Outflow = 3.60 cfs at 12.3500 hrs MASS BALANCE (ac-ft) ____________________ + Initial Vol = + HYG Vol IN = - Infiltration = - HYG Vol OUT = - Retained Vol = Unrouted Vol = 000 670 000 670 000 000 ac-ft (.000% of Inflow Volume) SIN: Bentley-PondPack (10.01.04.00) 1:26 PM Bentley Systems, Inc. 3/7/2011 Type.... Reach Routing Summary Page 8.03 Name.... REACH 10 Tag: Dev 25 Event: 25 yr File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped : Tarrow.ppw Storm... TypeIII 24hr Tag: Dev 25 MODIFIED PULS REACH ROUTING SUMMARY HYG Din = P:\00816\816.005pa\Jr Drainage\ Inflow HYG file = work pad.hyg - JUNC 10 Dev 25 Outflow HYG file = work_pad.hyg - REACH 10 Dev 25 Reach Link Data = REACH 10 Reach Length = 458.00 ft Approx. Total Tt = .0552 hrs (based on Wtd.Q = 1.50 cfs) Reach Channel = Storm Sewer (Chn-Circular) Overflow Elev. = 324.09 ft Overflow Channel = NONE No Infiltration INITIAL CONDITIONS Starting WS Elev = 322.25 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr. _ .00 cfs Starting Total Qout= .00 cfs Time Increment = .0100 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 4.43 cfs at 12.3000 hrs Peak Outflow = 4.40 cfs at 12.3300 hrs MASS BALANCE (ac-ft) -------------------- • Initial Vol = + HYG Vol IN = - Infiltration = - HYG Vol OUT = - Retained Vol = Unrouted Vol = 000 766 000 766 000 000 ac-ft (.000% of Inflow Volume) SIN: Bentley PondPack (10.01.04.00) 1:26 PM Bentley Systems, Inc. 3/7/2011 Type.... Reach Routing Summary Page 8.04 Name.... REACH 10 Tag: Dev100 Event: 100 yr File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - Tarrow.ppw Storm... TypeIII 24hr Tag: Dev100 MODIFIED PULS REACH ROUTING SUMMARY HYG Dir = P:\00816\816,005pa\Jr Drainage\ Inflow HYG file = work_pad.hyg - JUNC 10 Dev100 Outflow HYG file = work pad.hyg - REACH 10 Dev100 Reach Link Data = REACH 10 Reach Length = 458.00 ft Approx. Total Tt = .0497 hrs (based on Wtd.Q = 2.15 cfs) Reach Channel = Storm Sewer (Chn-Circular) Overflow Elev. = 324.09 ft Overflow Channel = NONE No Infiltration INITIAL CONDITIONS Starting WS Elev = 322.25 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr. _ .00 cfs Starting Total Qout= .00 cfs Time Increment = .0100 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow 6.36 cfs at 12.2700 hrs Peak Outflow = 6.32 cfs at 12.3100 hrs MASS BALANCE (ac-ft) -------------------------- + Initial Vol = .000 + HYG Vol IN = 1.017 - Infiltration = .000 - HYG Vol OUT = 1.017 - Retained Vol = .000 Unrouted Vol = .000 ac-ft S/N: Bentley PondPack (10.01.04.00) (.000% of Inflow Volume) 1:26 PM Bentley Systems, Inc. 3/7/2011 Type.... Vol: Pipe Page 9.01 Name.... UNDERGROUND ' File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - Tarrow.ppw.. COMPUTED VOLUMES FOR A PIPE US Invert Elev.= 322.52 It DS Invert Elev.= 322.30 ft Barrel Length = 210.00 ft Computed Slope = .001048 ft/ft Diameter = 3.0000 ft # of Barrels = 7.00 Slice Width = 8.00 ft Vertical Incr. _ .10 ft Perpendicular Wetted Filled Perpendicular Total Elevation DS Depth DS Area Length Length US Depth US Area Volume (ft) (ft) (sq.ft) (ft) (ft) (ft) (sq.ft) (ac-ft) ------------------------------------------------------------------------------- 322.30 .00 .0000 .00 .00 .00 .0000 .000 322.40 .09 .0634 95.46 .00 .00 .0000 .000 322.50 .19 .1900 190.92 .00 .00 .0000 .002 322.60 .29 .3528 210.00 .00 .08 .0518 .007 322.70 .39 .5432 210.00 .00 .18 .1731 .012 322.80 .49 .7557 210.00 .00 .28 .3324 .018 322.90 .59 .9863 210.00 .00 .38 .5199 .026 323.00 .69 1.2323 210.00 .00 .48 .7300 .033 323.10 .79 1.4910 210.00 .00 .56 .9587 .042 323.20 .89 1.7605 210.00 .00 .68 1.2030 .050 323.30 .99 2.0388 210.00 .00 .78 1.4604 .059 323.40 1.09 2.3244 210.00 .00 .88 1.7287 .069 323.50 1.19 2.6157 210.00 .00 .98 2.0062 .078 323.60 1.29 2.9111 210.00 .00 1.08 2.2909 .088 323.70 1.39 3.2094 210.00 .00 1.18 2.5816 .098 323.80 1.49 3.5091 210.00 .00 1.28 2.8767 .108 323.90 1.59 3.8090 210.00 .00 1.38 3.1747 .118 324.00 1.69 4.1076 210.00 .00 1.48 3.4743 .128 324.10 1.79 4.4035 210.00 .00 1.58 3.7741 .138 324.20 1.89 4.6956 210.00 .00 1.68 4.0730 .148 324.30 1.99 4.9823 210.00 .00 1.78 4.3694 .158 324.40 2.09 5.2620 210.00 .00 1.88 4.6620 .168 324.50 2.19 5.5331 210.00 .00 1.98 4.9494 .177 324.60 2.29 5.7937 210.00 .00 2.08 5.2299 - .187 324.70 2.39 6.0420 210.00 .00 2.18 5.5021 .195 324.80 2.49 6.2754 210.00 .00 2.28 5.7641 .204 324.90 2.59 6.4911 210.00 .00 2.38 6.0139 .212 325.00 2.69 6.6855 210.00 .00 2.48 6.2492 .219 325.10 2.79 6.8535 210.00 .00 2.58 6.4671 .225 325.20 2.89 6.9871 210.00 .00 2.68 6.6642 .231 325.30 3.00 7.0686 210.00 .00 2.78 6.8356 .235 325.40 3.00 7.0686 210.00 95.46 2.88 6.9738 .238 325.50 3.00 7.0686 210.00 190.92 2.98 7.0621 .239 325.52 3.00 7.0686 210.00 210.00 3.00 7.0686 .239 SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 1:26 PM 3/7/2011. Type.... Outlet Input Data Name.... Outlet Page 10.01. File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - Tarrow.ppw REQUESTED POND WS ELEVATIONS: Min. Elev.= 322.30 ft Increment = .50 ft Max. Elev.= 325.52 £t OUTLET CONNECTIVITY ---> Forward Flow Only (Upstream to DnStream) <--- Reverse Flow Only (DnStream to UpStream) < --- > Forward and Reverse Both Allowed Structure No. Outfall El, ft E2, ft ----------------- __ ------- ______ _ Orifice -Circular 01 ---> TW 322.300 325.520 Orifice -Circular 02 ---> TW 323.550 325.520 Orifice -Circular 03 ---> TW 324.300 325.520 TW SETUP, US Channel S/N: Bentley PondPack (10.01.04.00) 1:26 PM Bentley Systems, Inc. 3/7/2011 Type.... Outlet Input Data Name.... Outlet Page 10. 02 File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - Tarrow.ppw OUTLET STRUCTURE INPUT DATA Structure ID Structure Type -------------- # of Openings Invert Elev. Diameter Orifice Coeff. Structure ID Structure Type -------------- # of Openings Invert Elev. Diameter Orifice Coeff. Structure ID Structure Type -------------- # of Openings Invert Elev. Diameter Orifice Coeff. = 01 = Orifice -Circular ------------------ 1 322.30 ft .5000 ft _ .600 = 02 = Orifice -Circular --------- 3 323.55 ft _ .5000 ft .600 = 03 = Orifice -Circular ------------------ = g 324.30 ft .2500 It .600 Structure ID = TW Structure Type = TW SETUP, DS Channel ------------------------------------ FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES... Maximum Iterations= 40 Min. TW tolerance = .01 ft Max. TW tolerance = .01 It Min. HW tolerance = .01 It Max. HW tolerance = .01 It Min. Q tolerance = .00 CIS Max. Q tolerance = .00 cis S/N: Bentley PondPack (10.01.04.00) 1:26 PM Bentley Systems, Inc. 3/7/2011 Type.... Individual Outlet Curves Name.... Outlet Page 10.03 File.... P:\00816\816.005pa\Sr Drainage\PostDeveloped - Tarrow.ppw RATING TABLE FOR ONE OUTLET TYPE Structure ID = 01 (Orifice -Circular) -------------------------------------- Upstream ID = (Pond Water Surface) DNstream ID = TW (Pond Outfall) WS Elev,Device Q Tail Water Notes --------------------- ---------------- WS Elev. Q --------------- TW Elev Converge ft cfs £t +/-ft Computation Messages ----- --------------------- ------- 322.30 ------- .00 -------- Free Outfall Upstream HW & DNstream TW < Inv.El 322.80 .47 Free Outfall H =.25 323.30 .82 Free Outfall H =.75 323.55 .95 Free Outfall H =1.00 323.80 1.06 Free Outfall H =1.25 324.30 1.25 Free Outfall H =1.75 324.80 1.42 Free Outfall H =2.25 325.30 1.57 Free Outfall H =2.75 325.52 1.63 Free Outfall H =2.97 SIN: Bentley PondPack (10.01.04.00) 1:26 PM Bentley Systems, Inc. 3/7/2011 Type.... Individual Outlet Curves Name.... Outlet Page. 10.04 File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - Tarrow.ppw RATING TABLE FOR ONE OUTLET TYPE Structure ID = 02 (Orifice -Circular) Upstream ID = (Pond Water Surface) DNstream ID = TW (Pond Outfall) NUMBER OF OPENINGS = 3 EACH FLOW = SUM OF OPENINGS x FLOW FOR ONE OPENING WS Elev,Device Q Tail Water Notes -------------------------- ---------------- WS Elev. Q --------------- TW Elev Converge £t cfs ft +/-ft Computation Messages -------------------------- .------- 322.30 ------- .00 -------- ----- Free Outfall HW & TW below invert 322.80 .00 Free Outfall HW & TW below invert 323.30 .00 Free Outfall HW & TW below invert 323.55 .00 Free Outfall Upstream HW & DNstream TW < Inv.E1 323.80 .40 Free Outfall CRIT.DEPTH CONTROL vh= .067ft Dcr= .183ft CRIT.DEPTH Hev= .00ft 324.30 2.00 Free Outfall H =.50 324.80 2.84 Free Outfall H =1.00 325.30 3.47 Free Outfall H =1.50 325.52 3.72 Free Outfall H =1.72 SIN: Bentley PondPack (10.01.04.00) 1:26 PM Bentley Systems, Inc. 3/7/2011 Type.... Individual Outlet Curves Name.... Outlet Page 10.05 File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - Tarrow.ppw RATING TABLE FOR ONE OUTLET TYPE Structure ID = 03 (Orifice -Circular) Upstream ID = (Pond Water Surface) DNstream ID = TW (Pond Outfall) NUMBER OF OPENINGS = 8 EACH FLOW = SUM OF OPENINGS x FLOW FOR ONE OPENING WS Elev,Device Q Tail --------------- Water Notes -------------------------- ---------------- WS Elev. Q TW Elev Converge It cfs It +/-ft Computation Messages ----- -------------------------- ------- 322.30 ------- .00 -------- Free Outfall HW & TW below invert 322.80 .00 Free Outfall HW & TW below invert 323.30 .00 Free Outfall HW & TW below invert 323.55 .00 Free Outfall HW & TW below invert 323.80 .00 Free Outfall HW & TW below invert 324.30 .00 Free Outfall Upstream HW & DNstream TW < Inv.E1 324.80 1.16 Free Outfall H =.38 325.30 1.77 Free Outfall H =.88 325.52 1.98 Free Outfall H =1.10 S/N: Bentley PondPack (10.01.04.00) 1:26 PM Bentley Systems, Inc. 3/7/2011 Type.... Composite Rating Curve Page 10.06 Name.... Outlet File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - Tarrow.ppw ***** COMPOSITE OUTFLOW SUMMARY **** WS Elev, Total Q Notes ________________ ________ Converge ______---___________--- Elev. Q TW Elev Error ft cfs ft +/-ft Contributing Structures ____ ---- ___ 322.30 ___ .00 ________ _____ Free Outfall None contributing 322.80 .47 Free Outfall 01 323.30 .82 Free Outfall 01 323.55 .95 Free Outfall 01 - 323.80 1.46 Free Outfall 01 +02 324.30 3.25 Free Outfall 01 +02 324.80 5.41 Free Outfall 01 +02 +03 325.30 6.81 Free Outfall 01 +02 +03 325.52 7.32 Free Outfall O1 +02 +03 SIN: Bentley Pond Pack (10.01.04.00) 1:26 PM Bentley Systems, Inc. .3 /7 /2011 Type.... Pond Routing Summary - - Page 11.01 Name.... UNDERGROUND OUT Tag: Dev 2 Event: 2 yr File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - Tarrow.ppw Storm... TypeIII 24hr Tag: Dev 2 LEVEL POOL ROUTING SUMMARY HYG Dir = P:\00816\816.005pa\Jr Drainage\ Inflow HYG file = work pad.hyg - UNDERGROUND IN Dev 2 Outflow HYG file = work pad.hyg --UNDERGROUND OUT Dev 2 Pond Node Data = UNDERGROUND Pond Volume Data = UNDERGROUND Pond Outlet Data = Outlet No Infiltration INITIAL CONDITIONS ---------------------------------- Starting WS Elev = 322.30 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr. _ .00 cfs Starting Total Qout= .00 cfs Time Increment = .0100 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 4.01 cfs at 12.1300 hrs Peak Outflow = 1.53 cfs at 12.4200 hrs ----------------------------------- Peak Elevation = 323.82 ft Peak Storage = .110 ac-ft MASS BALANCE (ac-ft) -------------------- + Initial Vol = - + HYG Vol IN = - Infiltration = - HYG Vol OUT = - Retained Vol = Unrouted Vol = .000 .390 .000 .390 .000 -.000 ac-ft (.026% of Inflow Volume) SIN: Bentley PondPack (10.01.04.00) 1:26 PM Bentley Systems, Inc. 3/7/2011 Type.... Pond Routing Summary Page11.02 Name.... UNDERGROUND OUT Tag: Dev 10 Event:10 yr File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - Tarrow.ppw Storm... TypeIII 24hr Tag: Dev 10 LEVEL POOL ROUTING SUMMARY HYG Dir = P:\00816\816.005pa\Jr Drainage\ Inflow HYG file = work_pad.hyg - UNDERGROUND IN Dev 10 Outflow HYG file = work pad.hyg - UNDERGROUND OUT Dev 10 Pond Node Data = UNDERGROUND Pond Volume Data = UNDERGROUND Pond Outlet Data = Outlet No Infiltration INITIAL CONDITIONS ---------------------------------- Starting WS Elev = 322.30 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr. _ .00 cfs Starting Total Qout= .00 cfs Time Increment = .0100 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ----------------------------------------------------- ----------------------------------------------------- Peak Inflow = 6.70 cfs at 12.1300 hrs Peak Outflow = 3.62 cfs at 12.3200 hrs ----------------------------------------------------- Peak Elevation = 324.39 £t Peak Storage = .167 ac-ft MASS BALANCE (ac-ft) --------------------------- + Initial Vol = .000 + HYG Vol IN = .670 - Infiltration = .000 - HYG Vol OUT = .670 - Retained Vol = .000 Unrouted Vol = -.000 ac-ft (.015a of Inflow Volume) SIN: Bentley PondPack (10.01.04.00) 1:26 PM Bentley Systems, Inc. Type.... Pond Routing Summary Page 11.03 Name.... UNDERGROUND OUT ' Tag: Dev 25 Event: 25 yr File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - Tarrow.ppw Storm... TypeIII 24hr Tag: Dev 25 LEVEL POOL ROUTING SUMMARY HYG Dir = P:\00816\816.005pa\Jr Drainage\ Inflow HYG file = work_pad.hyg - UNDERGROUND IN Dev 25 Outflow HYG file = work pad.hyg - UNDERGROUND OUT Dev 25 Pond Node Data = UNDERGROUND Pond Volume Data = UNDERGROUND Pond Outlet Data = Outlet No Infiltration INITIAL CONDITIONS Starting WS Elev = 322.30 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr. _ .00 cfs Starting Total Qout= .00 cfs Time Increment = .0100 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ----- _---------- _______________________ Peak Inflow = 7.63 cfs at 12.1300 hrs Peak Outflow = 4.43 cfs at 12.3000 hrs ----------------------------------------------------- Peak Elevation = 324.57 ft Peak Storage = .184 ac-ft MASS BALANCE (ac-ft) -------------------------- + Initial Vol = .000 + HYG Vol IN = .766 - Infiltration = .000 - HYG Vol OUT = .766 - Retained Vol = .000 Unrouted Vol = -.000 ac-ft (.013% of Inflow Volume) SIN: - Bentley Systems, Inc. Bentley PondPack (10..01.04.00) 1:26 PM 3/7/2011 Type.... Pond Routing Summary Page 11.04 Name.... UNDERGROUND OUT Tag: DeVI00 Event: 100 yr File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - Tarrow.ppw Storm... TypeIII 24hr Tag: Dev100 LEVEL POOL ROUTING SUMMARY HYG Dir = P:\00816\816.005pa\Jr Drainage\ Inflow HYG file = work-pad.hyg - UNDERGROUND IN Dev100 Outflow HYG file = work pad.hyg - UNDERGROUND OUT Dev100 Pond Node Data = UNDERGROUND Pond Volume Data = UNDERGROUND Pond Outlet Data = Outlet No Infiltration INITIAL CONDITIONS ---------------------------------- Starting WS Elev = 322.30 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr. _ .00 cfs Starting Total Qout= .00 cfs Time Increment = .0100 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 10.02 cfs at 12.1300 hrs Peak Outflow = 6.36 cfs at 12.2700 hrs ------------------------------------ Peak Elevation = 325.14 ft Peak -------------- Storage = .228 ac-ft MASS BALANCE (ac-ft) ____________________ + Initial Vol = + HYG Vol IN = - Infiltration = - HYG Vol OUT = - Retained Vol = Unrouted Vol = .000 1.017 .000 1.017 .000 -.000 ac-ft (.010% of Inflow Volume) SIN: Bentley PondPack (10.01.04.00) 1:26 PM Bentley Systems, Inc. 3/7/2011 Appendix A A-1 Index of Starting Page Numbers for ID Names ----- D ----- Design Storm... 3.01 ----- 0 ----- Outlet... 10.01, 10.03, 10.06, 8.01, 8.02, 8.03, 8.04 ----- S ----- STORM SEWER... 7.01, 7.03 ----- T ----- TARROW - EAST... 4.01, 5.01, 6.03, 6.04, 6.05, 6.06 TARROW - NORTH... 4.03, 5.02, 6.07, 6.08, 6.09, 6.10 ----- U ----- UNDERGROUND... 9.01, 11.01, 11.02, 11.03, 11.04 ----- W ----- Watershed... 1.01, 2.01, 2.02, 2.03, 2.04 SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 1:26 PM 3/7/2011 PRE-DEVELOPMENTAREA- UNIVERSITYDR Job File: 2:\00816\816.005pa\Jr Drainage\PREDEVELOPED - ONIVERSITY.PPW Rain Dir: P:\00816\8IG.005pa\Jr Drainage\ -------------------------- JOB TITLE Project Date: 2/24/2011 Project Engineer: Jr Project Title: College Station Fire Station Project Comments: S/N: Bentley PondPack (10.01.04.00) 7:48 AM Bentley Systems, Inc. 3/3/2011 Table of Contents Table of Contents i ********************** MASTER SUMMARY ********************** Watershed....... Master Network Summary ............. 1.01 *************** NETWORK SUMMARIES (DETAILED) *************** Watershed....... Pre 2 Executive Summary (Nodes) .......... 2.01 Watershed....... Pre 10 Executive Summary (Nodes) .......... 2.02 Watershed....... Pre 25 Executive Summary (Nodes) .......... 2.03 Watershed....... Pre100 Executive Summary (Nodes) .......... 2.04 Network Calcs Sequence ............. 2.05 ****************** DESIGN STORMS SUMMARY ******************* Design Storm.... Design Storms ...................... 3.01 ********************** TO CALCULATIONS ********************* UNIVERSITY DR DA Tc Calcs ........................... 4.01 ********************** CN CALCULATIONS ********************* UNIVERSITY DR DA Runoff CN-Area ..................... 5.01 S/N: Bentley PondPack (10.01.04.00) Bentley Systems, Inc. 3/3/2011 Table of Contents ii Table of Contents (continued) ******************** RUNOFF HYDROGRAPHS ******************** UNIVERSITY DR DA Pre 2 Unit Hyd. Summary .................. 6.01 UNIVERSITY DR DA Pre 10 Unit Hyd. Summary .................. 6.02 UNIVERSITY DR DA Pre 25 Unit Hyd. Summary .................. 6.03 UNIVERSITY DR DA Pre100 Unit Hyd. Summary .................. 6.04 S/N: Bentley PondPack (10.01.04.00) 7:48 AM Bentley Systems, Inc. 3/3/2011 Type.... Master Network Summary Page 1.01 - Name.... Watershed File.... P:\00816\816.005pa\Jr Drainage\PreDeveloped - University.ppw MASTER DESIGN STORM SUMMARY Network Storm Collection: Design Storm Total Depth Rainfall Return Event in Type RNF ID __________ Pre 2 ______ ________________ ________________ 4.5000 Synthetic Curve TypeIII 24hr Pre 10 7.4000 Synthetic Curve TypeIII 24hr Pre 25 8.4000 Synthetic Curve TypeIII 24hr Pre100 11.0000 Synthetic Curve TypeIII 24hr MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID Type Event ac-ft Trun hrs __ _________ cfs It ac-ft _________ _ *UNIVERSITY DR ____ ______ __________ JCT 2 .070 12.1350 .80 *UNIVERSITY DR JCT 10 .144 12.1350 1.61 *UNIVERSITY DR JCT 25 .171 12.1350 1.90 *UNIVERSITY DR JCT 100 .241 12.1350 2.64 UNIVERSITY DR DA AREA 2 .070 12.1350 .80 UNIVERSITY DR DA AREA 10 .144 12.1350 1.61 UNIVERSITY DR DA AREA 25 .171 12.1350 1.90 UNIVERSITY DR DA AREA 100 .241 12.1350 2.64 i SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 7:48 AM 3/3/2011 Type.... Executive Summary (Nodes) Page 2,01 Name.... Watershed Event: 2y.r File.... P:\00816\816.005pa\Jr Drainage\PreDeveloped - University.ppw. Storm... TypeIII 24hr Tag: Pre 2 NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = Design Storm Storm Tag Name = Pre 2 Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 2 yr Total Rainfall Depth= 4.5000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs cfs It ----------------- Outfall UNIVERSITY DR ---- JCT --- .070 -_ -----' 12.1350 .80 UNIVERSITY DR DA AREA .070 12,1350 .80 S/N: Bentley PondPack (10.01.04.00) 17[F".f1vl Bentley Systems, Inc. 3/3/2011 Type.... Executive Summary (Nodes) Page 2.02 Name.... Watershed - Event: 10 yr File.... P:\00816\816.005pa\Jr Drainage\PreDeveloped - University.ppw Storm... TypeIII 24hr Tag: Pre 10 NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = Design Storm Storm Tag Name = Pre 10 -' ------------------------------------------------------- Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 10 yr -, Total Rainfall Depth= 7.4000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs - HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs --------- cfs -------- ft --------- ----------------- ---- ---------- -- 4 Outfall UNIVERSITY DR JCT .144 12.1350 1.61 UNIVERSITY DR DA AREA .144 12.1350 1.61 S/N: Bentley Pond Pack (10.01.04.00) 7:48 AM Bentley Systems, Inc. 3/3/2011 Type.... Executive Summary (Nodes) Page 2.03 Name.... Watershed Event: 25 yr File.... P:\00816\816.005pa\Jr Drainage\PreDeveloped - University.ppw Storm... TypeIII 24hr Tag: Pre 25 NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = Design Storm Storm Tag Name = Pre 25 Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 25 yr Total Rainfall Depth= 8.4000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs cfs ft ---------------- ------------- -- -------- ---------------- 'i: Outfall UNIVERSITY DR JCT .171 12.1350 1.90 nmrVFRSTTY DR DA AREA .171 12.1350 1.90 SIN: Bentley PondPack (10.01.04.00) 7:48 AM Bentley Systems, Inc. 3/3/2011 Type.... Executive Summary (Nodes) Page 2.04 Name.... Watershed - Event: 100 yr, File.... P:\00816\816.005pa\Jr Drainage\PreDeveloped - University.ppw Storm... TypeIII 24hr Tag: Pre100 NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = Design Storm Storm Tag Name = Pre100 Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 100 yr Total Rainfall Depth= 11.0000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs _ cfs ft ----------------- ---- "'. Outfall UNIVERSITY DR JCT ---------- .241 12.1350 2.64 UNIVERSITY DR DA AREA .241 12.1350 2.64 SIN:" Bentley PondPack (10.01.04.00) 7:48 AM Bentley Systems, Inc. 3/3/2011 Type.... Network Calcs Sequence Page 2.05 Name.... Watershed Event: 100 yr File.... P:\00816\816.005pa\Jr Drainage\PreDeveloped-- University.ppw Storm... TypeIII 24hr Tag: PrelOO NETWORK RUNOFF NODE SEQUENCE Runoff Data Apply to Node Receiving Link SCS US UNIVERSITY DR DA Subarea UNIVERSITY DR DA Add Hyd UNIVERSITY DR DA S/N: Bentley PondPack (10.01.04.00) 7:48 AM Bentley Systems, Inc. 3/3/2011 Type.... Network Calcs Sequence - Page 2.06 Name.... Watershed Event: 100 yr File.... P:\00816\816.005pa\Jr Drainage\PreDeveloped.-.University.ppw Storm... TypeIII 24hr Tag: Prel00 NETWORK ROUTING SEQUENCE ------------- Link Operation ____------- ________________ UPstream Node DNstream Node --- _________________ Add Hyd ADDLINK ________________________ 20 Subarea UNIVERSITY DR DA Jet UNIVERSITY DR S/N: Bentley PondPack (10.01.04.00) 7:48 AM Bentley Systems, Inc. 3/3/2011 Type.... Design Storms Page 3.01 Name.... Design Storm - File.... P:\00816\816.005pa\Jr Drainage\PreDeveloped - University.ppw Title... Project Date: 2/24/2011 Project Engineer: Jr Project Title: College Station Fire Station Project Comments: DESIGN STORMS SUMMARY Design Storm File,ID = Design Storm Storm Tag Name = Pre 2 Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 2 yr Total Rainfall Depth= 4.5000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = Pre 10 Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 10 yr Total Rainfall Depth= 7.4000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = Pre 25 Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 25 yr Total Rainfall Depth= 8.4000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = Pre100 Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 100 yr Total Rainfall Depth= 11.0000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs SIN: Bentley PondPack (10.01.04.00) 7:48 AM Bentley Systems, Inc. 3/3/2011 Type.... Tc Calcs Page 4.01 Name.... UNIVERSITY DR DA File.... P:\00816\816.005pa\Jr Drainage\PreDeveloped.- University.ppw :::::::::::::::......................................................... TIME OF CONCENTRATION CALCULATOR ------------------------------------------------------------------------ Segment #1: Tc: User Defined Segment #1 Time: .1667 hrs ------------------------------------------------------------------------ ---------------------- -- Total Tc: .1667 hrs it " S/N: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 7:48 AM.3/3/2011 Type.... To Cal.cs Name.... UNIVERSITY DR DA Page 4.02 File.... P:\00816\816.005pa\Jr Drainage\PreDeveloped — University.ppw --------------------------------- Tc Equations used... __________________________________ User Defined ===== _________ ____________________________ Tc = Value entered by user Where: To = Time of concentration SIN: Bentley PondPack (10.01.04.00) 7:48 AM Bentley Systems, Inc. 3/3/2011 Type.... Runoff CN-Area Page 5.01 Name.... UNIVERSITY DR DA File.... P:\00816\816.005pa\Jr Drainage\PreDeveloped - University.ppw RUNOFF CURVE NUMBER DATA - Impervious Area Adjustment Adjusted Soil/Surface Description CN acres %C %UC CN -------------------------------- ------------- ----- ----- ------ Impervious Areas - Paved parking to 98 .004 98.00 Open space (Lawns,parks etc.) - Goo 80 .337 80.00 COMPOSITE AREA & WEIGHTED CN ---> .341 80.22 (80) SIN: Bentley PondPack (10.01.04.00) 7:48 AM Bentley Systems, Inc. 3/3/2011 Type.... Unit Hyd. Summary - Page 6.01 Name.... UNIVERSITY DR DA Tag: Pre 2 Event:,2 yr File.... P:\00816\816.005pa\Jr Drainage\PreDeveloped - University.ppw. Storm... TypeIII 24hr Tag: Pre 2 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Duration = 24.0000 hrs Rain Depth = 4.5000 in Rain Dir = P:\00816\816:005pa\Jr Drainage\ Rain File -ID = - TypeIII 24hr Unit Hyd Type = Default Curvilinear HYG Dir = P:\00816\816.005pa\Jr Drainage\ HYG File - ID = - UNIVERSITY DR DA Pre 2 Tc = .1667 hrs Drainage Area = .341 acres Runoff CN= 80 Computational Time Increment = .02223 hrs Computed Peak Time = 12.1358 hrs Computed Peak Flow = .80 cfs Time Increment for HYG File = .0050 hrs Peak Time, Interpolated Output = 12.1352 hrs Peak Flow, Interpolated Output = .80 cfs DRAINAGE AREA ID:UNIVERSITY DR DA CN = 80 Area = .341 acres S = 2.5000 in 0.25 = .5000 in Cumulative Runoff ------------------- 2.4615 in .070 ac-ft HYG Volume... .070 ac-ft (area under HYG curve) ***** SCS UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .16670 hrs (ID: UNIVERSITY DR DA) Computational Incr, Tm = .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, _ qp = 2.32 cfs Unit peak time Tp = .11113 hrs Unit receding limb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 7:48 AM 3/3/2011 Type.... Unit Hyd. Summary Page 6.02 Name.... UNIVERSITY DR DA Tag: Pre 10 Event: 10 yr File.... P:\00816\816.005pa\Jr Drainage\PreDeveloped - University.ppw Storm... TypeIII 24hr Tag: Pre 10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 24.0000 hrs Rain Depth = 7.4000 in Rain Dir = P:\00816\816.005pa\Jr Drainage\ Rain File -ID = - TypeIII 24hr Unit Hyd Type = Default Curvilinear HYG Dix = P:\00816\816.005pa\Jr Drainage\ HYG File - ID = - UNIVERSITY DR DA Pre 10 To = .1667 hrs Drainage Area = .341 acres Runoff CN= 80 Computational Time Increment .02223 hrs Computed Peak Time = 12.1358 hrs Computed Peak Flow = 1.61 cfs Time Increment for HYG File = .0050 hrs Peak Time, Interpolated Output = 12.1352 hrs Peak Flow, Interpolated Output = 1.61 cfs DRAINAGE AREA ID:UNIVERSITY DR DA CN = 80 Area = .341 acres S = 2.5000 in 0.25 = .5000 in Cumulative Runoff ------------------- 5.0649 in .144 ac-ft HYG Volume... .144 ac-ft (area under HYG curve) ***** SCS UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, To = .16670 hrs (ID: UNIVERSITY DR DA) Computational Incr, Tm = .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 2.32 cfs Unit peak time Tp = .11113 hrs Unit receding limb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 7:48 AM 3/3/2011 Type.... Unit Hyd. Summary Page 6.03 _ Name.... UNIVERSITY DR DA Tag: Pre 25 Event: 25 yr File.... P:\00816\816.005pa\Jr Drainage\PreDeveloped - University.ppw Storm... TypeIII 24hr Tag: Pre 25 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 25 year storm Duration = 24.0000 hrs Rain Depth = 8.4000 in Rain Dir = P:\00816\816.005pa\Jr Drainage\ Rain File -ID = - TypeIII 24hr Unit Hyd Type = Default Curvilinear HYG Dir = P:\00816\816.005pa\Jr Drainage\ HYG File - ID = - UNIVERSITY DR DA Pre 25 Tc = .1667 hrs Drainage Area = .341 acres Runoff CN= 80 Computational Time Increment = .02223 hrs Computed Peak Time = 12.1358 hrs Computed Peak Flow = 1.90 cfs Time Increment for HYG File = .0050 hrs Peak Time, Interpolated Output = 12.1352 hrs Peak Flow, Interpolated Output = 1.90 cfs DRAINAGE AREA ID:UNIVERSITY DR DA CN = 80 Area = .341 acres S = 2.5000 in 0.25 = .5000 in Cumulative Runoff ------------------- 6.0010 in .171 ac-ft HYG Volume... .171 ac-ft (area under HYG curve) ***** SCS UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .16670 hrs (ID: UNIVERSITY DR DA) Computational Incr, Tm = .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 2.32 cfs Unit peak time Tp = .11113 hrs Unit receding limb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 7:48 AM 3/3/2011 Type.... Unit Hyd. Summary Page 6.04 Name.... UNIVERSITY DR DA Tag: PrelOO Event: 100 yr File.... P:\00816\816.005pa\Jr Drainage\.PreDeveloped-- University.-ppw Storm... TypeIII 24hr Tag: Pre100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 24.0000 hrs Rain Depth = 11.0000 in Rain Dir = P:\00816\816.005pa\Jr Drainage\ Rain File -ID = - TypeIII 24hr Unit Hyd Type = Default Curvilinear HYG Dir = P:\00816\816.005pa\Jr Drainage\ HYG File - ID = - UNIVERSITY DR DA Pre100 Tc = .1667 hrs Drainage Area = .341 acres Runoff CN= 80 Computational Time Increment = .02223 hrs Computed Peak Time = 12.1358 hrs Computed Peak Flow = 2.64 c£s Time Increment for HYG File = .0050 hrs Peak Time, Interpolated Output = 12.1352 hrs Peak Flow, Interpolated Output = 2.64 cfs DRAINAGE AREA ------------------- ID:UNIVERSITY DR DA CN = 80 Area = .341 acres S = 2.5000 in 0.25 = .5000 in Cumulative Runoff ------------------- 8.4808 in .241 ac-ft HYG Volume... .241 ac-ft (area under HYG curve) ***** SCS UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .16670 hrs (ID: UNIVERSITY DR DA) Computational Incr, Tm = .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 2.32 cis Unit peak time Tp = .11113 hrs Unit receding limb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 7:48 AM 3/3/2011 Appendix A A.-1 Index of Starting Page Numbers for ID Names _____ D ----- Design Storm... 3.01 _____ U UNIVERSITY DR DA... 4.01, 5.01, 6.01, 6.02, 6.03, 6.04 _____ W ----- Watershed ... 1.01, 2.01, 2.02, 2.03, 2.04, 2.05 SIN: Bentley PondPack (10.01.04,00) 7:48 AM Bentley Systems, Inc. 3/3/2011 POST -DEVELOPMENT AREA - UNIVERSITYDR Job File: P:\00816\816.005pa\Jr Drainage\POSTDEVELOPED - UNIVERSITY.PPW Rain Dir: P:\00816\816.005pa\Jr Drainage\ ----------- JOB TITLE Project Date: 2/24/2011 Project Engineer: Jr Project Title: College Station Fire Station Project Comments: S/N: Bentley PondPack (10.01.04.00) 10:24 AM Bentley Systems, Inc. 3/3/2011 Table of Contents Table of Contents ********************** MASTER SUMMARY ********************** Watershed....... Master Network Summary ............. 1.01 *************** NETWORK SUMMARIES (DETAILED) *************** Watershed....... Dev 2 Executive Summary (Nodes) .......... 2.01 Watershed....... Dev 10 Executive Summary (Nodes) .......... 2.02 Watershed....... Dev 25 Executive Summary (Nodes) .......... 2.03 Watershed....... Dev100 Executive Summary (Nodes) .......... 2.04 Network Gales Sequence ............. 2.05 ****************** DESIGN STORMS SUMMARY ******************* Design Storm.... Design Storms ...................... 3.01 ********************** TO CALCULATIONS ********************* UNIVERSITY DR DA Tc Calcs ........................... 4.01 ********************** ON CALCULATIONS ********************* UNIVERSITY DR DA Runoff CN-Area ..................... 5.01 S/N: Bentley PondPack (10.01.04.00) 10:24 AM Bentley Systems, Inc. 3/3/2011 Table of Contents ii Table of Contents (continued) ******************** RUNOFF HYDROGRAPHS ******************** UNIVERSITY DR DA Dev 2 Unit Hyd. Summary .................. 6.01 UNIVERSITY DR DA Dev 10 Unit Hyd. Summary .................. 6.02 UNIVERSITY DR DA Dev 25 Unit Hyd. Summary .................. 6.03 UNIVERSITY DR DA DeV100 Unit Hyd. Summary .................. 6.04 SIN: Bentley PondPack (10.01.04.00) 10:24 AM Bentley Systems, Inc. 3/3/2011 Type.... Master Network Summary Page1.01 Name.... Watershed File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - University.ppw MASTER DESIGN STORM SUMMARY Network Storm Collection: Design Storm Total Depth Rainfall Return Event in Type RNF --_-___-__ ID ___ _ ___ Dev 2 ______ 4.5000 ________________ Synthetic Curve TypeIII 24hr Dev 10 7.4000 Synthetic Curve TypeIII 24hr Dev 25 8.4000 Synthetic Curve TypeIII 24hr Dev100 11.0000 Synthetic Curve TypeIII 24hr MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; .+Node=Diversion;) ,. (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Return Node ID Type Event POND 10 IN POND 2 POND 10 IN POND 10 POND 10 IN POND 25 POND 10 IN POND 100 POND 10 OUT POND 2 POND 10 OUT POND 10 POND 10 OUT POND 25 POND 10 OUT POND 100 *UNIVERSITY DR JOT 2 *UNIVERSITY DR JCT 10 *UNIVERSITY DR JOT 25 *UNIVERSITY I; DR JOT 100 SIN: Bentley PondPack (10.01.04.00) HYG Vol Qpeak ac-ft Trun hrs --------- -------- -- .029 12.1350 .057 12.1300 .067 12.1300 .094 12.1300 .029 12.1350 .057 12.1300 .067 12.1300 .094 12.1300 .029 12.1350 .057 12.1300 .067 12.1300 .094 12.1300 10:24 AM Max Qpeak Max WSEL Pond Storage cfs ft ac-ft ------- -------------------- .33 .63 .74 1.00 .33 .63 .74 1.00 .33 .63 .74 1.00 Bentley Systems, Inc. 3/3/2011 Type.... Master Network Summary Page 1.02 Name.... Watershed File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - University.ppw MASTER NETWORK SUMMARY SOS Unit Hydrograph Method '.. (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Return HYG Vol Qpeak Node ID Type Event ac-ft Trun __ hrs --------- ---------- _ UNIVERSITY _ DR ___ DA ___ AREA _____ 2 __________ .029 12.1350 UNIVERSITY DR DA AREA 10 .057 12.1300 UNIVERSITY DR DA AREA 25 .067 12.1300 UNIVERSITY DR DA AREA 100 .094 12.1300 SIN: Bentley PondPack (10.01.04.00) 10:24 AM Max Qpeak Max WSEL Pond Storage cfs ft ac-£t ________ _________ .33 .63 .74 1.00 Bentley Systems, Inc. 3/3/2011 Type.... Executive Summary (Nodes) UNIVERSITY Page,2..01 Name.... Watershed Event: 2.yr File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - University.ppw Storm... TypeIII 24hr Tag: Dev 2 NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = Design Storm Storm Tag Name = Dev 2 ------------------------------------------------------ Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 2 yr Total Rainfall Depth= 4.5000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs. HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. -- hrs --------- cfs ft -------- -------- ----------------- -------------- POND 10 IN POND .029 12.1350 .33 POND 10 OUT POND .029 12.1350 .33 Outfall UNIVERSITY DR JCT .029 12.1350 .33 DR DA AREA .029 12.1350 .33 SIN: Bentley PondPack (10.01.04.00) 10:24 AM Bentley Systems, Inc. 3/3/2011 Type.... Executive Summary (Nodes) Page,2.02 Name.... Watershed -. Event: 10_yr File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped-.University.ppw Storm... TypeIII 24hr Tag: Dev 10 NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) s DEFAULT Design Storm File,ID = Design Storm Storm Tag Name = Dev 10 _________________________________________________________ Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 10 yr Total Rainfall Depth= 7.4000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. __ hrs _________ cfs ________ ft _________ _ _________________ ____ __________ POND 10 IN POND .057 12.1300 .63 POND 10 OUT POND .057 12.1300 .63 Out£all UNIVERSITY DR JCT .057 12.1300 .63 UNIVERSITY DR DA AREA .057 12.1300 .63 SIN: Bentley PondPack (10.01.04.00) 10:24 AM Bentley Systems, Inc. 3/3/2011 Type.... Executive Summary (Nodes) Page 2-.03 Name.... Watershed Event: 25 yr File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - University.ppw Storm... TypeIIl 24hr Tag: Dev 25 NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = Design Storm Storm Tag Name = Dev 25 -----___-__ ------------------------------------ Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 25 yr Total Rainfall Depth= 8.4000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-£t- Trun. hrs cfs ft ----------------- POND 10 IN ---- ----- POND .067 - --------- 12.1300 .74 POND 10 OUT POND .067 12.1300 .74 Outfall UNIVERSITY DR JCT .067 12.1300 .74 UNIVERSITY DR DA AREA .067 12.1300 .74 SIN: Bentley PondPack (10.01.04.00) 10:24 AM Bentley Systems, Inc. 3/3/2011 Type.... Executive Summary (Nodes) Page. 2,.04 Name.... Watershed Event: 1,00 yr File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - University.ppw Storm... TypeIII 24hr Tag: Dev100 NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = Design Storm Storm Tag Name = Dev100 -------------------------------------------------------------------- Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 100 yr Total Rainfall Depth= 11.0000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. -- hrs -------- cfs ------ It --------- ---------------- POND 10 IN ---- ---------- POND .094 12.1300 1.00 POND 10 OUT POND .094 12.1300 1.00 Outfall UNIVERSITY DR JCT .094 12.1300 1.00 UNIVERSITY DR DA AREA .094 12.1300 1.00 SIN: Bentley PondPack (10.01.04.00) 10:24 AM Bentley Systems, Inc. 3/3/2011 i' Type.... Network Calcs Sequence Page 2.05 Name.... Watershed Event: 100 yr File.... P:\00816\616.005pa\Jr Drainage\PostDeveloped - University.ppw Storm... TypeIII 24hr Tag: Dev100 NETWORK RUNOFF NODE SEQUENCE Runoff Data Apply to Node Receiving Link SCS UH UNIVERSITY DR DA Subarea UNIVERSITY DR DA Add Hyd UNIVERSITY DR DA SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 10:24 AM 3/3/2011 Type.... Network Calcs Sequence Page 2,.06 Name.... Watershed Event: 100 yr File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - University.ppw Storm... TypeIII 24hr Tag: Dev100 NETWORK ROUTING SEQUENCE Link Operation Upstream Node DNstream Node Add Hyd ADDLINK 20 Subarea UNIVERSITY DR DA Pond POND 10 IN POND ROUTE TOTAL OUTFLOW... Total Pond Outflow Pond POND 10 IN Outflow POND 10 OUT SET POND ROUTING LINK TO TOTAL POND OUTFLOW... Outlet ROUTE 10 Outflow POND 10 OUT Jct UNIVERSITY DR S/N: Bentley PondPack (10.01.04.00) 10:24 AM Bentley Systems, Inc. 3/3/2011 Type.... Design Storms Name.... Design Storm Page 3.01 File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - University.ppw Title... Project Date: 2/24/2011 Project Engineer: Jr Project Title: College Station Fire Station Project Comments: DESIGN STORMS SUMMARY Design Storm File,ID = Design Storm Storm Tag Name = Dev 2 ______________________________________________________ Data Type, File, ID = Synthetic Storm TypeIII .24hr Storm Frequency = 2 yr Total Rainfall Depth= 4.5000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = Dev 10 ________________________________________________.___-____--__---__- Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 10 yr Total Rainfall Depth= 7.4000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = Dev 25 Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 25 yr Total Rainfall Depth= 8.4000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = Dev100 Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 100 yr Total Rainfall Depth= 11.0000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 10:24 AM 3/3/2011 Type.... TC Calcs Name.... UNIVERSITY DR DA Page 4.01 File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - University.ppw ................................. TIME OF CONCENTRATION CALCULATOR Segment 41: Tc: User Defined Segment #1 Time: .1667 hrs ------------------------------------------------------------------------ Total Tc: .1667 hrs SIN: Bentley PondPack (10.01.04.00) 10:24 AM Bentley Systems, Inc. 3/3/2011 Type.... Tc Calcs Name.... UNIVERSITY DR DA Page 4.02 File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped University.ppw Tc Equations used... ------------------------------------------------------------------------ ___= User Defined ________________________________ Tc = Value entered by user Where: Tc = Time of concentration SIN: Bentley PondPack (10.01.04.00) 10:24 AM Bentley Systems, Inc. 3/3/2011 Type.... Runoff CN-Area Name.... UNIVERSITY DR DA Page. 5.01. File.... 2:\00816\816.005pa\Jr Drainage\PostDeveloped - University.ppw RUNOFF CURVE NUMBER DATA Soil/Surface Description CN ___ ---------------------- --- Impervious Areas - Paved parking to 98 Open space (Lawns,parks etc.) - Goo 80 -------------------------------- Impervious Area Adjustment Adjusted acres %C %UC CN ------- ----- ----- ------ .026 98.00 .099 80.00 COMPOSITE AREA & WEIGHTED CN ---> .125 83.70 (84) SIN: Bentley PondPack (10.01.04.00) 10:24 AM Bentley Systems, Inc. 3/3/2011 T.ype.... Unit Hyd. Summary Page6.01 Name.... UNIVERSITY DR DA Tag: Dev 2 Event: 2 yr File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - University.ppw Storm... TypeIII 24hr Tag: Dev 2 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Duration = 24.0000 hrs Rain Depth = 4.5000 in Rain Dir = P:\00816\816.005pa\Jr Drainage\ Rain File -ID = - TypeIII 24hr Unit Hyd Type = Default Curvilinear HYG Dir = P:\00816\816.005pa\Jr Drainage\ HYG File - ID = work_pad.hyg - UNIVERSITY DR DA Dev 2 To = .1667 hrs Drainage Area = .125 acres Runoff CN= 84 Computational Time Increment = .02223 hrs Computed Peak Time = 12.1358 hrs Computed Peak Flow = .33 cfs Time Increment for HYG File = .0050 hrs Peak Time, Interpolated Output = 12.1352 hrs Peak Flow, Interpolated Output = .33 cfs DRAINAGE AREA ID:UNIVERSITY DR DA CN = 84 Area = .125 acres S = 1.9048 in 0.25 = .3810 in Cumulative Runoff ------------------- 2.8166 in .029 ac-ft HYG Volume... .029 ac-ft (area under HYG curve) ***** SCS UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .16670 hrs (ID: UNIVERSITY DR DA) Computational Incr, TM = .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = .85 cfs Unit peak time Tp = .11113 hrs 't Unit receding limb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs SIN: Bentley Systems, Inc. Bentley-PondPack (10.01.04.00) 10:24 AM 3/3/2011 Type.... Unit Hyd. Summary Page 6.02 Name.... UNIVERSITY DR DA Tag: Dev 10 Event: 10 yr File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - University.ppw Storm... TypeIII 24hr Tag: Dev 10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 24.0000 hrs Rain Depth = 7.4000 in Rain Dir = P:\00816\816.005pa\Jr Drainage\ Rain File -ID = - TypeIII 24hr Unit Hyd Type = Default Curvilinear HYG Dir = P:\00816\816.005pa\Jr Drainage\ HYG File - ID = work_pad.hyg - UNIVERSITY DR DA Dev 10 Tc = .1667 hrs Drainage Area = .125 acres Runoff CN= 84 Computational Time Increment = .02223 hrs Computed Peak Time = 12.1358 hrs Computed Peak Flow = .63 cfs Time Increment for HYG File = .0050 hrs Peak Time, Interpolated Output = 12.1352 hrs Peak Flow, Interpolated Output = .63 cfs DRAINAGE AREA ID:UNIVERSITY DR DA CN = 84 Area = .125 acres S = 1.9048 in 0.2S = .3810 in Cumulative Runoff 5.5209 in .057 ac-ft HYG Volume... .057 ac-ft (area under HYG curve) ***** SCS UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .16670 hrs (ID: UNIVERSITY DR DA) Computational Incr, Tm = .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.669E (solved from K = .7491) Unit peak, qp = .85 cfs Unit peak time Tp = .11113 hrs Unit receding limb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 10:24 AM 3/3/2011 Type.... Unit Hyd. Summary Page -6.03 Name.... UNIVERSITY DR DA Tag: Dev 25 Event: 25 yr File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped - University.ppw Storm... TypeIII 24hr Tag: Dev 25 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 25 year storm Duration = 24.0000 hrs Rain Depth = 8.4000 in Rain Dir = P:\00816\816.005pa\Jr Drainage\ Rain File -ID = - TypeIII 24hr Unit Hyd Type = Default Curvilinear HYG Dir = P:\00816\816.005pa\Jr Drainage\ HYG File - ID = work pad.hyg - UNIVERSITY DR DA Dev 25 To = .1667 hrs Drainage Area = .125 acres Runoff CN= 84 Computational Time Increment = .02223 hrs Computed Peak Time = 12.1358 hrs Computed Peak Flow = .74 cfs Time Increment for HYG File = .0050 hrs Peak Time, Interpolated Output = 12.1352 hrs Peak Flow, Interpolated Output = .74 cfs DRAINAGE AREA ID:UNIVERSITY DR DA CN = 84 Area = .125 acres S = 1.9048 in 0.25 = .3810 in Cumulative Runoff ------------------- 6.4799 in .067 ac-ft HYG Volume... .067 ac-ft (area under HYG curve) ***** SCS UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, To = .16670 hrs (ID: UNIVERSITY DR DA) Computational Incr, TM = .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = .85 cfs Unit peak time Tp = .11113 hrs Unit receding limb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 10:24 AM 3/3/2011 Type.... Unit Hyd. Summary Page 6.04 Name.... UNIVERSITY DR DA Tag: Dev100 - Event: 100 yr File.... P:\00816\816.005pa\Jr Drainage\PostDeveloped University.ppw Storm... TypeIII 24hr Tag: Dev100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 24.0000 hrs Rain Depth = 11.0000 in Rain Dir = P:\00816\816.005pa\Jr Drainage\ Rain File -ID = - TypeIII 24hr Unit Hyd Type = Default Curvilinear HYG Dir = P:\00816\816.005pa\Jr Drainage\ HYG File - ID = work pad.hyg - UNIVERSITY DR DA Dev100 Tc = .1667 hrs Drainage Area = .125 acres Runoff CN= 84 Computational Time Increment = .02223 hrs Computed Peak Time = 12.1358 hrs Computed Peak Flow = 1.01 cfs Time Increment for HYG File = .0050 hrs Peak Time, Interpolated Output = 12,1352 hrs Peak Flow, Interpolated Output = 1.01 cfs DRAINAGE AREA ID:UNIVERSITY DR DA CN = 84 Area = .125 acres S = 1.9048 in 0.25 = .3810 in Cumulative Runoff --------9.0040 in .094 ac-ft HYG Volume... .094 ac-ft (area under HYG curve) ***** SCS UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .16670 hrs (ID: UNIVERSITY DR DA) Computational Incr, Tm = .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = .85 cfs Unit peak time Tp = .11113 hrs Unit receding limb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs SIN: ,Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 10:24 AM 3/3/2011- ESTIMATED CURB INLET CAPACITY ON TARROW STREET stmoutput.txt WinStorm (STORM DRAIN DESIGN) PROJECT NAME College Station FS JOB NUMBER 816.005PA PROJECT DESCRIPTION College Station Fire Station DESIGN FREQUENCY 100 Years MEASUREMENT UNITS: ENGLISH OUTPUT FOR DESIGN FREQUENCY of: 100 Years Version 3.05, Jan. 25„ 2002 Run @ 3/7/2011 1:11:43 PM Runoff Computation for Design Frequency. _________=====Y =________-___--------- _______________ _______--------___� ID C Value Area To To Used Intensit Supply Q Total Q (acre) (min) (min) ____ (in/hr) (cfs) (cfs) ____ _________________ A-1 0.0 0.00 ----------------------------------------------------------------------------- ___ 10.00 0.00 0.00 2.000 2.000 Sag Inlets Configuration Data Inlet Inlet Length/ Grate Left -Slope Right -Slope Gutter Depth Critic - ID Type Perim. Area Long Trans Lang Trans n DeprW Allowed Elev. (ft) (at) M M __ M M _________________________-__-__ (ft) (ft) (ft) __________________________ A-1 Curb 10.00 ---------------------------------------------------------------------------------- n/a 0.38 4.33 16.00 4.33 0.014 1.50 1.00 324.19 Sag Inlets Computation Data. ----- __------------ _____ Inlet Inlet Length -------- -_________ Grate _________--_________________________ Total Q Inlet Total Ponded Width . ID Type Perim Area Capacity Head Left Right (ft) (ft) (sf) __ (cfs) (cfs) __ (ft) (ft) ____-__-_-__ (ft) _______________________ A-1 Curb 10.00 --------------------------------------------------------------------------------- n/a n/a 2.000 29.210 0.167 5.08 2.52 Cumulative Junction Discharge Computations Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total I.D. Type C-Value Dr.Area To Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) ______ ___________________________ A-1 Curb 0.000 0.00 ______-________________ 0.00 0.00 2.000 0.00 2.000 OUT --------------------------------------------------------------------------------- Outlt 0.000 0.00 0.00 0.00 2.000 0.00 2.000 Conveyance Configuration Data Run$ Node I.D. Flowline Elev. US DS US DS Shape # Span Rise Length Slope n_value (ft) (ft) (ft) (ft) (ft) M ---------------------------------------------------------------------------------- 1 A-1 OUT 320.60 318.00 Circ 1 0.00 2.00 100.00 2.60 0.013 ----------------------------------------------------------------------------------- Conveyance Hydraulic Computations. Tailwater = 324.640 (ft) Hydraulic Gradeline Depth Velocity Juno Run$ US Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss Page 1 stmoutput.txt (ft) (ft) M (ft) (ft) (f/a) (f/s) (cfs) (cfs), (ft) ------------------------------------------------------------------------------------ 1* 324.65 324.64 0.008 0.32 2.00 6.24 0.64 2.00 36.49 0.000 * Super critical flow. NORMAL TERMINATION OF WINSTORM. Warning Messages for current project: Runoff Frequency of: 100 Years Upstream hydraulic gradeline exceeds critical elevation at node Id=A-1 Page 2 OUTFALL STORMSEWER CAPACITY 24 inch Outfall RCP.txt WinStorm (STORM DRAIN DESIGN) PROJECT NAME College Station FS JOB NUMBER 816.005PA PROJECT DESCRIPTION College Station Fire Station DESIGN FREQUENCY 100 Years MEASUREMENT UNITS: ENGLISH OUTPUT FOR DESIGN FREQUENCY of: 100 Years Version 3.05, Jan. 25, 2002 Run @ 4/26/2011 7:44:44 AM Runoff Computation for Design Frequency. ID C Value Area Tc Tc Used Intensity Supply Q Total Q (acre) (min) (min) (in/hr) (cfs) (cfs) _____________________________________________________________________________ A-1 0.0 0.00 10.00 0.00 0.00 6.360 6.360 --------------------------------------------------------- - - ----------- Cumulative Junction Discharge Computations Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total I.D. Type C-Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) _________________________________________________________________________________ A-1 JnctBx 0.000 0.00 0.00 0.00 6.360 0.00 6.360 A-2 JnctBx 0.000 0.00 10.00 11.64 6.360 0.00 6.360 A-3 JnctBx 0.000 0.00 10.00 11.64 6.360 0.00 6.360 OUT Outlt 0.000 0.00 10.00 11.64 6.360 0.00 6.360 --------------------------------------------------------------------------------- Conveyance Configuration Data Run# Node I.D. Flowline Elev. US DS US DS Shape # Span Rise Length Slope n_value (ft) (ft) (ft) (ft) (ft) M ______________________________ _-________-_________-_--_____-_______-______- 1 A-1 A-2 322.25 322.11 Circ 1 0.00 2.00 69.00 0.20 0.013 2 A-2 A-3 322.11 321.71 Circ 1 0.00 2.00 197.00 0.20 0.013 3 A-3 OUT 321.71 321.32 Circ 1 0.00 2.00 194.82 0.20 0.013 ---------------------------------------------------------------------------------- Conveyance Hydraulic Computations. Tailwater = 0.000 (ft) Hydraulic Gradeline Depth Velocity Junc Run# US Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss (ft) (ft) M (ft) (ft) (f/s) (f/s) (cfs) (cfs) (ft) __________________________________________________________________________________ 1 323.41 323.27 0.079 1.16 1.16 3.38 3.38 6.36 10.19 0.000 2 323.27 322.87 0.079 1.16 1.16 3.38 3.38 6.36 10.20 0.000 3 322.87 322.48 0.079 1.16 1.16 3.38 3.38 6.36 10.12 0.000 NORMAL TERMINATION OF WINSTORM. Warning Messages for current project: Runoff Frequency of: 100 Years Tailwater set to uniform depth elevation = 322.48(ft) Page 1 INLET SIZING FOR ON -SITE DRAINAGE N E E O U) d N U) E O co N (n C u 0 N w U a@ O O O O M 0 0 0 m G — 60 O O N SC N O Z Q V M O O U U m ONO M 000 N c ow C U d N V CO N C r M CO } 0111, O w O cu 0 O .N N X W O M 7 N X X io i0 U) M M O O O N C C C C C O 00 N d N N 9 p F M 0 > (D(jUU c N N M q Q Q Q Q Z o O o 0 0 0 A LO 0 a L LT r0 N J N N O. a N_ CO 0 UO m M M a d J W N r � W M N N Cl) co q N N N N C M M Cl) CO 0 0 J LL E LO N O N 0 0 to O N N N N N M co CO M O. N C — E 0 0 0 0 � N Q C N C N C N 0 E N N M y G Q Q Q Q O. Area Inlets (4-26-2011).txt WinStorm (STORM DRAIN DESIGN) PROJECT NAME College Station FS JOB NUMBER 816.005PA PROJECT DESCRIPTION College Station Fire Station DESIGN FREQUENCY 100 Years MEASUREMENT UNITS: ENGLISH OUTPUT FOR DESIGN FREQUENCY of: 100 Years Runoff Computation for Design Frequency Version 3.05, Jan. 25, 2002 Run @ 4/26/2011 7:29:49 AM ID C Value Area Tc To Used Intensity Supply Q Total Q (acre) (min) (min) (in/hr) (cfs) (cfs) ----------------------------------------------------------------------------- A-1 0.0 0.00 10.00 0.00 0.00 1.710 1.710 A-2 0.0 0.00 ----------------------------------------------------------------------------- 10.00 0.00 0.00 1.740 1.740 On Grade Inlet Configuration Data Inlet Inlet Inlet Slopes Gutter Grate Pond Width Critic ID Type Length Long Trans n Depr. Width Type Allowed Elev. (ft) M M (ft) __ (ft) __ (ft) _ (ft) ____ _____________________ A-1 Grate 3.00 ------------------------------------------------------------------------------- -_ 0.50 2.40 0.014 n/a 3.00 Parall 12.00 330.76 On Grade Inlets Conmputation Data. Inlet Inlet Total Q Intercept Q Bypass To Inlet Required Actual Ponded ID Type Capacity Allow Actual ID Length Length Width (cfs) (cfs) (cfs) (cfs) (ft) (ft) (ft) ----------------------------------------- -- - -------- A-1 Grate 1.710 1.374 0.428 0.336 A-3 n/a 0.00 8.50 --------------------------------------------------------------------------------- Sag Inlets Configuration Data. Inlet Inlet Length/ Grate Left -Slope Right -Slope Gutter Depth Critic ID Type Perim. Area Long Trans Long Trans n DeprW Allowed Elev. (ft) (sf) M M M M (ft) (it) (ft) ____________________ __ _________ A-2 Grate 12.00 5.42 7.70 6.60 2.00 6.60 0.014 n/a 0.50 330.40 ---------------------------------------------------------------------------------- Sag Inlets Computation Data. Inlet Inlet Length Grate Total Q Inlet Total Fended Width ID Type Perim Area Capacity Head Left Right (ft) (ft) (sf) (cfs) (cfs) (ft) (ft) (ft) ______________________________________ _-________-_-________________ A-2 Grate n/a 12.00 5.42 1.740 9.823 0.130 2.11 2.71 ------------------------------------------------------------- Cumulative Junction Discharge Computations Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total I.D. Type C-Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) ------------------------------------ Page 1 Area Inlets (4-26-2011).txt A-1 Grate 0.000 0.00 0.00 0.00 1.710 0.00 1.710 A-2 Grate 0.000 0.00 10.00 11.64 3.450 0.00 3.450 OUT Outlt 0.000 0.00 10.00 11.64 3.450 0.00 3.450 --------------------------------------------------------------------------------- Conveyance Configuration Data Run# Node I.D. Flowline Elev. US DS US DS Shape # Span Rise Length Slope n_value (ft) (ft) (ft) (ft) (ft) M ______________-_______ _-_______-_____ 1 A-1 A-2 322.85 322.72 Circ 1 0.00 3.00 67.00 0.19 0.011 2 A-2 OUT 322.62 322.31 Circ 1 0.00 3.00 279.00 0.11 0.011 ----------------------------------------------- Conveyance Hydraulic Computations. Tailwater = 325.520 (ft) Hydraulic Gradeline Depth Velocity Junc Run# US Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss (ft) (ft) M (ft) (£t) (f/s) (f/s) (cfs) (cfs) (ft) _______________________________________________________ _ _ ___ 1 325.53 325.53 0.000 0.46 2.81 2.51 0.25 1.71 34.73 0.000 2 325.53 325.52 0.002 0.75 3.00 2.50 0.49 3.45 26.28 0.000 ______ ________ _______=====END=====___� ___- __________ _____ NORMAL TERMINATION OF WINSTORM. Warning Messages for current project: Runoff Frequency of: 100 Years Capacity of grade inlet exceeded at inlet Id= A-1 Grate inlet in sag Id=A-2 has a % reduction safety factor = 25 Page 2 stmOutput.txt WinStorm (STORM DRAIN DESIGN) Version 3.05, Jan. 25, 2002 Run @ 3/8/2011 1:43:36 PM PROJECT NAME College Station FS JOB NUMBER 816.005PA PROJECT DESCRIPTION College Station Fire Station DESIGN FREQUENCY 100 Years MEASUREMENT UNITS: ENGLISH OUTPUT FOR DESIGN FREQUENCY of; 100 Years Runoff Computation for Design Frequency. ID C Value Area Tc Tc Used Intensity Supply Q Total Q (acre) (min) (min) (in/hr) (cfs) (cfs) ----------------------------------------------------------------------------- A-3 0.0 0.00 10.00 0.00 0.00 1.310 1.310 ----------------------------------------------------------------------------- On Grade Inlet Configuration Data Inlet Inlet Inlet Slopes Gutter Grate Pond Width Critic ID Type Length Long Trans n Depr. Width Type Allowed Elev. (ft) M M (ft) (ft) (ft) (ft) ------------------------------------------------------------------------------- A-3 Curb 5.00 _----------------------------------------------------------- 0.50 4.80 0.014 0.33 n/a n/a 12.00 329.43 On Grade Inlets Conmputation Data Inlet Inlet Total Q Intercept Q Bypass To Inlet Required Actual Fended ID Type Capacity Allow Actual ID Length Length Width (cfs) (cfs) (cfs) (cfs) (ft) (ft) (ft) --------------------------------------------------------------------------------- A-3 Curb 1.310 1.310 0.000 0.000 4.34 5.00 5.00 --------------------------------------------------------------------------------- Cumulative Junction Discharge Computations Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total I.D. Type C-Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) --------------------------------------------------------------------------------- A-3 Curb 0.000 0.00 0.00 0.00 1.310 0.00 1.310 OUT Outlt 0.000 0.00 0.00 0.00 1.310 0.00 1.310 ----------------------------- Conveyance Configuration Data Run# Node I.D. Flowline Elev. US IS US US Shape # Span Rise Length Slope n_value (ft) (ft) (ft) (ft) (ft) M ---------------------------------------------------------------------------------- 1 A-3 OUT 324.50 323.96 Circ 1 0.00 1.50 7.00 7.74 0.013 ----------------------------------------------------- ----------------------- Conveyance Hydraulic Computations. Tailwater = 325.520 (ft) Hydraulic Gradeline Depth Velocity Junc Rundle US Elev US Elev Fr.Slope Unit. Actual Unif. Actual Q Cap Loss Page 1 stmOutput.txt (ft) (ft) M (ft) (ft) (f/a) (f/s) (cfs) (cfs) (ft) ____________________________________________________ _________-____________ 1* 325.52 325.52 0.016 0.22 1.50 8.36 0.74 1.31 29.22 0.000 * Super critical flow. NORMAL TERMINATION OF WINSTORM. Warning Messages for current project: Runoff Frequency of: 100 Years Page 2 stmOutput.txt WinStorm (STORM DRAIN DESIGN) PROJECT NAME College Station FS JOB NUMBER 816.005PA PROJECT DESCRIPTION College Station Fire Station DESIGN FREQUENCY 100 Years MEASUREMENT UNITS: ENGLISH OUTPUT FOR DESIGN FREQUENCY of: 100 Years Version 3.05, Jan. 25, 2002 Run @ 3/8/2011 1:49:32 PM Runoff Computation for Design Frequency. ID C Value Area To To Used Intensity Supply Q Total Q (acre) (min) (min) (in/hr) (cfs) (cfs) ----------------------------------------------------------------------------- A-4 0.0 0.00 10.00 0.00 0.00 1.860 1.860 ----------------------------------------------------------------------------- On Grade Inlet Configuration Data Inlet Inlet Inlet Slopes Gutter Grate Pond Width Critic ID Type Length Long Trans n Depr. Width Type Allowed Elev. (ft) M M (ft) (ft) (ft) (ft) -------------------------------------------------------------------------- A-4 Curb 10.00 0.50 3.56 0.014 0.33 n/a n/a 12.00 326.32 On Grade Inlets Computation Data Inlet Inlet Total Q Intercept Q Bypass To Inlet Required Actual Ponded ID Type - Capacity Allow Actual ID Length Length Width (cfs) (cfs) (cfs) (cfs) (ft) (ft) (ft) --------------------------------------------------------------------------------- A-4 Curb 1.860 1.860 0.000 0.000 5.54 10.00 6.88 Cumulative Junction Discharge Computations - Node Node Weighted Cumulat. Cumulat. Intens User Additional Total I.D. Type C-Value Dr.Area To Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) --------------------------------------------------------------------------------- A-4 Curb 0.000 0.00 0.00 0.00 1.860 0.00 1.860 OUT Outlt 0.000 0.00 0.00 0.00 1.860 0.00 1.860 --------------------------------------------------------------------------------- Conveyance Configuration Data Run# Node I.D. Flowline Elev. US DS US DS Shape # Span Rise Length Slope n_value (ft) (ft) (ft) (ft) (ft) M ---------------------------------------------------------------------------------- 1 A-4 OUT 324.02 323.85 Circ 1 0.00 1.50 20.00 0.85 0.011 ---------------------------------------------------------------------------------- Conveyance Hydraulic Computations. Tailwater = 325.520 (ft) Hydraulic Gradeline Depth Velocity Junc Run# US Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss Page 1 stmoutput.txt. (ft) (ft) M (ft) (ft) (f/s) (f/s) (cfs) (cfs), (ft) __________________________________________________________________________________ 1* 325.52 325.52 0.022 0.41 1.50 4.75 1.05 1.06 11.45 0.000 ---- ___________ * Super critical flow. NORMAL TERMINATION OF WINSTORM, Warning Messages for current project: Runoff Frequency of: 100 Years Page 2 Job File: P:\00816\816.005pa\Jr Drainage\INLET CALCULATIONS.PPW Rain Dir: P:\00816\816.005pa\Jr Drainage\ _--------------------- JOB TITLE Project Date: 2/28/2011 Project Engineer: Jason S. Reimer, E.I.T. Project Title: College Station Fire Station Project Comments: SIN: Bentley PondPack (10.01.04.00) 4:06 PM Bentley Systems, Inc. 2/28/2011 Table of Contents Table of Contents i ********************** MASTER SUMMARY ******+*************** Watershed....... Master Network Summary ............. 1.01 *************** NETWORK SUMMARIES (DETAILED) *************** Watershed....... Pre100 Executive Summary (Nodes) .......... 2.01 Network Calcs Sequence ............. 2.02 ****************** DESIGN STORMS SUMMARY ******************* Design Storm.... Design Storms ...................... 3.01 ********************** TC CALCULATIONS ***************+***** AREA INET 2..... Tc Gales ........................... 4.01 AREA INLET 1.... Tc Gales ........................... 4.03 CURB INLET 1.... Tc Gales ........................... 4.05 CURB INLET 2.... Tc Gales ........................... 4.07 ROOF............ Tc Gales ........................... 4.09 ********************** ON CALCULATIONS ********************* AREA INET 2..... Runoff CN-Area ..................... 5.01 SIN: Bentley PondPack (10.01.04.00) 4:06 PM Bentley Systems, Inc. 2/28/2011 Table of Contents it Table of Contents (continued) AREA INLET 1.... Runoff CN-Area ..................... 5.02 CURB INLET 1.... Runoff CN-Area ..................... 5.03 CURB INLET 2.... Runoff CN-Area ..................... 5.04 ROOF............ Runoff CN-Area ..................... 5.05 ******************** RUNOFF HYDROGRAPHS ******************** AREA INET 2..... Pre100 Unit Hyd. Summary .................. 6.01 AREA INLET 1.... PrelU0 Unit Hyd. Summary .................. 6.02 CURB INLET 1.... Pre100 Unit Hyd. Summary .................. 6.03 CURB INLET 2.... Pre100 Unit Hyd. Summary .................. 6.04 ROOF............ Pre100 Unit Hyd. Summary .................. 6.05 SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 4:06 PM 2/28/2011 Type.... Master Network Summary Page 1.01 Name.... Watershed File.... P:\00816\816.005pa\Jr Drainage\Inlet Calculations.ppw - MASTER DESIGN STORM SUMMARY Network Storm Collection: Design Storm Total Depth Rainfall Return Event in Type RNF ID ------------ Pre 2 ------ 4.5000 - Synthetic ___ Curve ------------ TypeIII 24hr Pre 10 7.4000 Synthetic Curve TypeIII 24hr Pre 25 8.4000 Synthetic Curve TypeIII 24hr Pre100 11.0000 Synthetic Curve TypeIII 24hr MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Return HYG Vol Qpeak Qpeak Node ID Type Event ac-ft Trun hrs cfs _________________ AREA INET 2 ____ AREA ______ 2 __________ .066 12.1200 .69 AREA INET 2 AREA 10 .115 12.1200 1.16 AREA INET 2 AREA 25 .131 12.1200 1.32 AREA INET 2 AREA 100 .175 12.1200 1.74 *AREA INLET #1 JCT 2 .067 12.1200 .68 *AREA INLET #1 JCT 10 .114 12.1200 1.14 *AREA INLET 01 JCT 25 .131 12.1200 1.30 *AREA INLET #1 JCT 100 .173 12.1200 1.71 *AREA INLET #2 JCT 2 .066 12.1200 .69- *AREA INLET #2 JCT 10 .115 12.1200 1.16 *AREA INLET #2 JCT 25 .131 12.1200 1.32 *AREA INLET ff2 JCT 100 .175 12.1200 1.74 SIN: Bentley PondPack (10.01.04.00) 4:06 PM Max Max WSEL Pond Storage ft ac_ft Bentley Systems, Inc. 2/28/2011 Type.... Master Network Summary Page 1.02 Name.... Watershed File.... P:\00816\816.005pa\Jr Drainage\Inlet Calculations.ppw MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID Type Event ac-ft Trun hrs cfs ft ac-£t AREA INLET 1 AREA 2 .067 12.1200 .68 AREA INLET 1 AREA 10 .114 12.1200 1.14 AREA INLET 1 AREA 25 .131 12.1200 1.30 AREA INLET 1 AREA 100 .173 12.1200 1.71 *CURB INLET #1 JCT 2 .048 12.1300 .51 *CURB INLET #1 JCT 10 .084 12.1200 .87 *CURB INLET #1 JCT 25 .097 12.1200 .99 *CURB INLET #1 JCT 100 .130 12.1200 1.31 *CURB INLET #2 JCT 2 .073 12.1200 .75 *CURB INLET #2 JCT 10 .125 12.1200 1.25 *CURB INLET #2 JCT 25 .143 12.1200 1.42 *CURB INLET #2 JCT 100 .189 12.1200 1.86 CURB INLET 1 AREA 2 .048 12.1300 .51 CURB INLET 1 AREA 10 .084 12.1200 .87 CURB INLET 1 AREA 25 .097 12.1200 .99 CURB INLET 1 AREA 100 .130 12.1200 1.31 CURB INLET 2 AREA 2 .073 12.1200 .75 CURB INLET 2 AREA 10 .125 12.1200 1.25 CURB INLET 2 AREA 25 .143 12.1200 1.42 CURB INLET 2 AREA 100 .189 12.1200 1.86 ROOF AREA 2 .154 12.1200 1.53 ROOF AREA 10 .259 12.1200 2.52 ROOF AREA 25 .295 12.1200 2.87 ROOF AREA 100 .389 12.1300 3.76 *ROOF JUNCTION JCT 2 .154 12.1200 1.53 *ROOF JUNCTION JCT 10 .259 12.1200 2.52 *ROOF JUNCTION JCT 25 .295 12.1200 2.87 *ROOF JUNCTION JCT 100 .389 12.1300 3.76 SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 4:06 PM 2/28/2011 Type.... Executive Summary (Nodes) Page 2.01 Name.... Watershed Event: 100 yr File.... P:\00816\816.005pa\Jr Drainage\Inlet Calculations.ppw Storm... TypeIII 24hr Tag: Pre100 NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = Design Storm Storm Tag Name = Pre100 Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 100 yr Total Rainfall Depth= 11.0000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Node ID Type ac-ft Trun. -- hrs --------- ----------------- AREA INET 2 ---- AREA ---------- .175 12.1200 Outfall AREA INLET 41 JCT .173 12.1200 Outfall AREA INLET #2 JCT .175 12.1200 AREA INLET 1 AREA .173 12.1200 Outfall CURB INLET #1 JCT .130 12.1200 Outfall CURB INLET #2 JCT .189 12.1200 CURB INLET 1 AREA .130 12.1200 CURB INLET 2 AREA .189 12.1200 ROOF AREA .389 12.1300 Outfall ROOF JUNCTION JCT .389 12.1300 Qpeak Max WSEL cfs ft ---------------- 1.74 1.71 1.74 1.71 1.31 1.86 1.31 1.86 3.76 3.76 SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 4:06 PM 2/28/2011 Type.... Network Calcs Sequence Page 2.02 Name.... Watershed Event: 100 yr File.... P:\00816\816.005pa\Jr. Drainage\Inlet Calculations.ppw - St.orm... TypeIII 24hr Tag: Pre100 .. NETWORK RUNOFF NODE SEQUENCE Runoff Data Apply to Node Receiving Link SCS UH AREA INLET 1 Subarea AREA INLET 1 Add Hyd AREA INLET 1 SCS UH AREA INET 2 Subarea AREA INET 2 Add Hyd AREA INET 2 SCS UH CURB INLET 1 Subarea CURB INLET 1 Add Hyd CURB INLET 1 SCS UH CURB INLET 2 Subarea CURB INLET 2 Add Hyd CURB INLET 2 SCS UH ROOF Subarea ROOF Add Hyd ROOF SIN: Bentley PondPack (10.01.04,00) 4:06 PM Bentley Systems, Inc. 2/28/2011 Type.... Network Calcs Sequence Page 2.03 Name.... Watershed Event: 100.yr File.... P:\00816\816.005pa\Jr Drainage\Inlet Calculations.ppw Storm... TypeIII 24hr Tag: Pre100 NETWORK ROUTING SEQUENCE Link Operation UPstream Node DNstream Node Add Hyd ADDLINK 50 Subarea ROOF Jct ROOF JUNCTION Add Hyd ADDLINK 40 Subarea CURB INLET 2 Jct CURB INLET #2 Add Hyd ADDLINK 30 Subarea CURB INLET 1 Jct CURB INLET #1 Add Hyd ADDLINK 20 Subarea AREA INET 2 Jct AREA INLET #2 Add Hyd ADDLINK 10 Subarea AREA INLET 1 Jct AREA INLET #1 SIN: Bentley PondPack (10.01.04.00) 4:06 PM Bentley Systems, Inc. 2/28/2011 Type.... Design Storms Name.... Design Storm File.... P:\00816\816.005pa\Jr Drainage\Inlet Calculations.ppw Title... Project Date: 2/28/2011 Project Engineer: Jason S. Reimer, E.I.T. Project Title: College Station Fire Station Project Comments: DESIGN STORMS SUMMARY Design Storm File,ID = Design Storm Page 3.01 Storm Tag Name = Pre 2 ---------------------------------------------------------------------- Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 2 yr Total Rainfall Depth= 4.5000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name ----------------------------------------------------- Data Type, File, ID = Synthetic Storm TypeIII 24hr = Pre 10 Storm Frequency = 10 yr Total Rainfall Depth= 7.4000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = Pre 25 _____ _____________________________ Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 25 yr Total Rainfall Depth= 8.4000 in Duration Multiplier = 1 - Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = Pre100 Data Type, File, ID = Synthetic Storm TypeIII 24hr Storm Frequency = 100 yr Total Rainfall Depth= 11.0000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs SIN: Bentley PondPack (10.01.04.00) DIKIIIEN74 Bentley Systems, Inc. 2/28/2011 Type.... Tc Calcs Page 4.01 Name.... AREA INET 2 File.... P:\00816\816.005pa\Jr Drainage\Inlet Calculations.ppw TIME OF CONCENTRATION CALCULATOR Segment #1: Tc: User Defined Segment #1 Time: .1667 hrs ------------------------------------------------------------------------ Total Tc: .1667 hrs SIN: Bentley POndPaCk (10.01.04.00) 4:06 PM Bentley Systems, Inc. 2/28/2011 Type.... Tc Calcs Name.... AREA INET 2 File.... P:\00816\816.005pa\Jr Drainage\Inlet Calculations.ppw Page 4.02 Tc Equations used... ----------------------------------------------------------- User Defined Tc = Value entered by user Where: Tc = Time of concentration SIN: Bentley PondPack (10.01.04.00) 4:06 PM Bentley Systems, Inc. 2/28/2011 Type.... To Calcs Page 4.03 Name.... AREA INLET 1 - File.... P:\00816\816.005pa\Jr Drainage\Inlet Calculations.ppw TIME OF CONCENTRATION CALCULATOR ------------------------------------------------------------------------ Segment 41: To: User Defined Segment #1 Time: .1667 hrs -------------------------------------------------------------------------- Total Tc: .1667 hrs i i i I I '1 i I' SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 4:06 PM 2/28/2011 Type.... Tc Calcs Page 4.04 Name.... AREA INLET 1 Pile.... P:\00816\816.005pa\Jr Drainage\Inlet Calculations.ppw ------------------------------------------------------------------------ Tc Equations used... ------------------------------------------------------------------------ User Defined _________ __________ ____ Tc = Value entered by user Where: Tc = Time of concentration SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 4:06 PM - 2/28/2011 Type.... Tc Calcs Page; 4.05 Name..., CURB INLET 1 File.... P:\00816\816.005pa\Jr Drainage\Inlet Calculations.ppw .................................. TIME OF CONCENTRATION CALCULATOR Segment 01: Tc: User Defined SIN: Bentley PondPack (10.01.04.00) Segment #1 Time: .1667 hrs ------------------------------------ Total Tc: .1667 hrs 4:06 PM Bentley Systems, Inc. 2/28/2011 Type.... Tc Calcs Page 4.06_ Name.... CURB INLET 1 rile.... P:\00816\816.005pa\Jr Drainage\Inlet Calculations.ppw ------------------------------------------------------------------------ Tc Equations used... ________________________________________________________________________ User Defined ====_ ----- ___—____________Tc = Value entered by user Where: Tc = Time of concentration SIN: Bentley PondPack (10.01.04.00) 4:06 PM Bentley Systems, Inc. 2/28/2011 Type.... Tc Calcs Page. 4.07 Name.... CURB INLET 2 File.... P:\00816\816.005pa\Jr Drainage\Inlet Calculations.ppw TIME OF CONCENTRATION CALCULATOR Segment $I: Tc: User Defined Segment $1 Time: .1667 hrs -------------------------------------------------- Total Tc: .1667 hrs SIN: Bentley PondPack (10.01.04.00) 4:06 PM Bentley Systems, Inc. 2/28/2011 Type.... Tc Calcs Name.... CURB INLET 2 File.... P:\00816\816.005pa\Jr Drainage\Inlet Calculations.ppw Page 4.08 Tc Equations used... _______________________________________________ ____________________ User Defined Tc = Value entered by user Where: Tc = Time of concentration SIN: Bentley PondPack (10.01.04.00) 4:06 PM Bentley Systems, Inc. 2/28/2011 Type.... Tc Coles Page 4,09 Name.... ROOF File.... P:\00816\816.005pa\Jr Drainage\Inlet CalculatiODS.ppw ................................. TIME OF CONCENTRATION CALCULATOR Segment #1: Tc: User Defined Segment 41 Time: .1667 hrs --------------------------------------------------------------- SIN: Bentley PondPack (10.01.04.00) Total Tc: .1667 hrs 4:06 PM Bentley Systems, Inc. 2/28/2011 Type.... To Calcs Name.... ROOF File.... P;\00816\816.005pa\Jr Drainage\Inlet Calculations.ppw Tc Equations used... ------------------------- User Defined _________ ------ To = Value entered by user Where: Tc = Time of concentration Page 4.10 SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 4:06 PM 1 2/28/2011 Type.... Runoff CN-Area Page 5.01 Name.... AREA INET 2 File.... P:\00816\816.005pa\Jr Drainage\Inlet Calculations.ppw - RUNOFF CURVE NUMBER DATA ------------------------------------------------------------------- Impervious Area Adjustment Adjusted Soil/Surface Description CN acres %C %UC CN -------------------------------- ------------- ----- ----- ------ Impervious Areas - Paved parking to 98 .169 98.00 Open space (Lawns,parks etc.) - Goo 80 .033 80.00 COMPOSITE AREA & WEIGHTED CN ---> .202 95.06 (95) S/N: Bentley PondPack (10.01.04.00) 4:06 PM Bentley Systems, Inc. 2/28/2011 Type.... Runoff CN-Area Page 5.02 Name.... AREA INLET 1 File.... P:\00816\816.005pa\Jr Drainage\Inlet Calculations.ppw RUNOFF CURVE NUMBER DATA -------------------------------------------------------------------------- Impervious Area Adjustment Adjusted Soil/Surface Description CN acres %C %UC CN ---------------------- ---- --------- ----- ----- ------ Impervious Areas - Paved parking to 98 .178 98.00 Open space (Lawns,parks etc.) - Goo 80 .020 80.00 COMPOSITE AREA & WEIGHTED CN ---> .198 96.18 (96) S/N: Bentley PondPack (10.01.04.00) 4:06 PM Bentley Systems, Inc. 2/28/2011 Type.... Runoff CN-Area Name.... CURB INLET 1 File.... P:\00816\816.005pa\Jr Drainage\Inlet Calculations.ppw RUNOFF CURVE NUMBER DATA Page 5.03 ----------------------------------------------------------------------- Impervious Area Adjustment Adjusted Soil/Surface Description CN acres %C %UC CN. -------------------------------- ---- --------- ----- ----- ------ Impervious Areas - Paved parking to 98 .111 98.00 Open space (Lawns,parks etc.) - Goo 80 .043 80.00 COMPOSITE AREA & WEIGHTED CN ---> .154 92.97 (93) SIN: Bentley PondPack (10.01.09.00) 4:06 PM Bentley Systems, Inc. 2/28/2011 Type.... Runoff CN-Area Page.5.04 Name.... CURB INLET 2 File.... P:\00816\816.005pa\Jr Drainage\Inlet Calculations.ppw RUNOFF CURVE NUMBER DATA Soil/Surface Description CN -------------------------------- ---- Impervious Areas - Paved parking to 98 Open space (lawns,parks etc.) - Goo 80 Impervious Area Adjustment Adjusted acres %C %UC CN -------- ----- ----- ------ .192 98.00 .024 80.00 COMPOSITE AREA & WEIGHTED CN ---> .216 96.00 (96) SIN: Bentley PondPack (10.01.04.00) 4:06 PM Bentley Systems, Inc. 2/28/2011 Type.... Runoff CN-Area Name.... ROOF File.... P:\00816\816.005pa\Jr Drainage\Inlet Calculations. ppw Page 5.05 RUNOFF CURVE NUMBER DATA -------------------------------------------------------------------------- Impervious Area Adjustment Adjusted Soil/Surface Description CN acres %C %UC CN -------------------------------- ------------- ----- ----- ----- Impervious Areas - Paved parking to 98 .434 98.00 COMPOSITE AREA & WEIGHTED CN ---> .434 98.00 (98) S/N: Bentley PondPack (10.01.04.00) 4:06 PM Bentley Systems, Inc. 2/28/2011 Type.... Unit Hyd. Summary Page 6.01 Name.... AREA INET 2 Tag: Pre100 Event: 100 yr File.... P:\00616\816.005pa\Jr Drainage\Inlet Calculations.ppw Storm... TypeIII 24hr Tag: Pre100 _ SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 24.0000 hrs Rain Depth = 11.0000 in Rain Dir = P:\00816\816.005pa\Jr Drainage\ Rain File -ID = - TypeIII 24hr Unit Hyd Type = Default Curvilinear HYG Dir = P:\00816\816.005pa\Jr Drainage\ HYG File - ID = - AREA INET 2 Pre100 Tc = .1667 hrs Drainage Area = .202 acres Runoff CN= 95 Computational Time Increment = .02223 hrs Computed Peak Time = 12.1358 hrs Computed Peak Flow = 1.74 cfs Time Increment for HYG File = .0100 hrs Peak Time, Interpolated Output = 12.1302 hrs Peak Flow, Interpolated Output = 1.74 cfs DRAINAGE AREA ID:AREA INET 2 CN = 95 Area = .202 acres S = .5263 in 0.25 = .1053 in Cumulative Runoff ------------------- 10.3927 in .175 ac-ft HYG Volume... .175 ac-ft (area under HYG curve) ***** SCS UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, To = .16670 hrs (ID: AREA INET 2) Computational Incr, Tm = .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 1.37 cfs Unit peak time Tp = .11113 hrs Unit receding limb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 4:06 PM 2/28/2011 Type.... Unit Hyd. Summary Page 6.02, Name.... AREA INLET 1 Tag: Pre100 Event: 100 yr File.... P:\00816\816.005pa\Jr Drainage\Inlet Calculations.ppw Storm... TypeIII 24hr Tag: Pre100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 24.0000 hrs Rain Depth = 11.0000 in Rain Dir = P:\00816\816.005pa\Jr Drainage\ Rain File -ID = - TypeIII 24hr Unit Hyd Type = Default Curvilinear HYG Dir = P:\00816\816.005pa\Jr Drainage\ HYG File - ID = - AREA INLET 1 Pre100 To = .1667 hrs Drainage Area = .198 acres Runoff CN= 96 Computational Time Increment = .02223 hrs Computed Peak Time = 12.1358 hrs Computed Peak Flow = 1.71 cfs Time Increment for HYG File = .0100 hrs Peak Time, Interpolated Output = 12.1302 hrs Peak Flow, Interpolated Output = 1.71 cfs DRAINAGE AREA ID:AREA INLET 1 CN = 96 Area = .198 acres S = .4167 in 0.25 = .0833 in Cumulative Runoff 10.5153 in .174 ac-ft HYG Volume... .173 ac-ft (area under HYG curve) ***** SCS UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, To = .16670 hrs (ID: AREA INLET 1) ' Computational Incr, Tm = .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 463.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 1.35 cfs Unit peak time Tp = .11113 hrs Unit receding limb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 4:06 PM 2/28/2011 Type.... Unit Hyd. Summary Page 6.03 Name.... CURB INLET 1 Tag: Pre100 Event: 100 yr File.... P:\00816\B16.005pa\Jr Drainage\Inlet Calculations.ppw Storm... TypeIII 24hr Tag: Prel00 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 24.0000 hrs Rain Depth = 11.0000 in Rain Dix = P:\00816\816.005pa\Jr Drainage\ Rain File -ID = - TypeIII 24hr Unit Hyd Type = Default Curvilinear HYG Dir = P:\00816\816.005pa\Jr Drainage\ HYG File - ID = - CURB INLET 1 Pre100 Tc = .1667 hrs Drainage Area = .154 acres Runoff CN= 93 Computational Time Increment = .02223 hrs Computed Peak Time = 12.135B hrs Computed Peak Flow = 1.32 cfs Time Increment for HYG File = .0100 hrs Peak Time, Interpolated Output = 12.1302 hrs Peak Flow, Interpolated Output = 1.32 cfs DRAINAGE AREA ID:CURB INLET 1 CN = 93 Area = .154 acres S = .7527 in 0.25 = .1505 in Cumulative Runoff ------------------- 10.1456 in .130 ac-ft HYG Volume... .130 ac-ft (area under HYG curve) ***** SCS UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .16670 hrs (ID: CURB INLET 1) Computational Incr, Tm = .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 1.05 cfs Unit peak time Tp = .11113 hrs Unit receding limb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs SIN: Bentley PondPack (10.01.04.00) 4:06 PM Bentley Systems, Inc. 2/28/2011 Type.... Unit Hyd. Summary Page 6.04 Name.... CURB INLET 2 Tag: Pre100 Event: 100 yr File.... P:\00816\816.005pa\Jr Drainage\Inlet Calculations.ppw Storm... TypeIII 24hr Tag: Pre100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 24.0000 hrs Rain Depth = 11.0000 in Rain Dir = P:\00816\816.005pa\Jr Drainage\ Rain File -ID = - TypeIII 24hr Unit Hyd Type = Default Curvilinear HYG Dir = P:\00816\616.005pa\Jr Drainage\ HYG File - ID = - CURB INLET 2 Pre100 To = .1667 hrs Drainage Area = .216 acres Runoff CN= 96 Computational Time Increment = .02223 hrs Computed Peak Time = 12.1358 hrs Computed Peak Flow = 1.87 cfs Time Increment for HYG File = .0100 hrs Peak Time, Interpolated Output = 12.1302 hrs Peak Flow, Interpolated Output = 1.86 cfs DRAINAGE AREA ID:CURB INLET 2 CN = 96 Area = .216 acres S = .4167 in 0.25 = .0833 in Cumulative Runoff ------------------- 10.5153 in .189 ac-ft HYG Volume... .189 ac-ft (area under HYG curve) ***** SCS UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, To = .16670 hrs (ID: CURB INLET 2) Computational Incr, Tm = .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K =- .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 1.47 cfs Unit peak time Tp = .11113 hrs Unit receding limb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 4:06 PM 2/28/2011 Type.... Unit Hyd. Summary Page 6.05 Name.... ROOF Tag: Pre100 Event: 100 yr File.... P:\00816\816.005pa\Jr Drainage\Inlet Calculations.ppw Storm... TypeIII 24hr Tag: Pre100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 24.0000 hrs Rain Depth = 11.0000 in Rain Sir = P:\00816\816.005pa\Jr Drainage\ Rain File -ID = - TypeIII 24hr Unit Hyd Type = Default Curvilinear HYG Dir = P:\00816\816.005pa\Jr Drainage\ HYG File - ID = - ROOF Pre100 To = .1667 hrs Drainage Area = .434 acres Runoff CN= 98 Computational Time Increment = .02223 hrs Computed Peak Time = 12.1358 hrs Computed Peak Flow = 3.76 c£s Time Increment for HYG File = .0100 hrs Peak Time, Interpolated Output = 12,1302 hrs Peak Flow, Interpolated Output = 3.76 cfs DRAINAGE AREA ID:ROOF CN = 98 Area = .434 acres S = .2041 in 0.25 = .0408 in Cumulative Runoff ------------------- 10.7588 in .389 ac-ft HYG Volume... .389 ac-ft (area under HYG curve) ***** SCS UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .16670 hrs (ID: ROOF) Computational Incr, TM = .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, 9p = 2.95 cfs Unit peak time Tp = .11113 hrs Unit receding limb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 4:06 PM 2/28/2011 Appendix A A-1 Index of Starting Page Numbers for ID Names ----- A ----- AREA INET 2... 4.01, 5.01, 6.01 AREA INLET i... 4.03, 5.02, 6.02 ----- C ____- CURB INLET 1... 4.05, 5.03, 6.03 CURB INLET 2... 4.07, 5.04, 6.04 _____ D ----- Design Storm... 3.01 ----- R ----- ROOF... 4.09, 5.05, 6.05 ---- W ----- Watershed... 1.01, 2.01, 2.02 S/N: Bentley PondPack (10.01.04.00) 4:06 PM Bentley Systems, Inc. 2/28/2011 3 3 0 o �- -S O m v `m v Y > N N i,.. 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