Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
MONTAVA - PHASE D CORE AND IRRIGATION POND - BDR240006 - SUBMITTAL DOCUMENTS - ROUND 3 - Responses (10)
List of Appendices Appendix A: Map of AB Lands subject to the 1986 AB-LWIC Agreement Appendix B: Stormwater Model Map prepared by Martin/Martin Appendix C:AB's 1999 Hydrology report prepared by Ayres Associates (with excerpts of 1983 AB Drainage Report attached) Appendix D: Section Map Appendix E:AB's 2009 Master Drainage Plan Appendix F: 2024 survey of land south of Phase D Appendix G: List of aerial photographs showing box culvert connection to LWC with link to aerials. I o z it C) U, w w 0 I o F Q I I J�D EJ � ❑ I I II II =k'I � j TI X ° I IIIIILL m DRAWN + Y EXCEPTION T;! BAMG D I I T \' CHECKED ❑ BNSF RAILROAD $'I; DAP X [-1 E I II II ''�I DESIGNED T'I BAMG r FILENAME ti _ , n LEGAL DESCRIPTION BOUNDARY EXHIBIT \/ �- 1 ° `� IIIII ill D � Ila °o ( ❑ ❑ D XQ DD X tlll� ° ❑ II D IIIII D II DX ;I m � x II i IIII I I I II wIII �� x LEGAL BOUNDARY / T I o - D, r � X ��ID D �� 0 0D III I Ili III CO Q rrIIII,, t Z �'I ID a CICJDD�CICI ` Q Q op O a y Uk 7L,,� rfI. lT ICI �II DD �� � Z I. t a. y it I I I O V LU D / J I I x I� J T I I � T BNSF RAILROAD i r- T X X D X _ . r I XKr / L&W CANAL TST, INC. CONSULTING ENGINEERS x x p Whalers Way Suite 200 Fort Collins Colorado 80525 kkk Phone: 970.226.0557 L&W CANAL k/ / JOB NO. 1230.0000.00 Ykkkk SCALE 1 n = 500' DATE 500 0 500 1000 JANUARY 2024 scale "=500' SHEET 1 feet of 1 z � LEGEND / ' 11' uj w o N _ 00 BIRKY ORDER LANDS BASIN 1 (TRIBUTARY TO BIRKY OUTFALL WEST OF BNSF) - - _ 01 / / JI l / - - - - - - - - \ - ICI( W \ \ \ f / �JI / r \ >/ _ \ III u BIRKY ORDER LANDS BASIN 2 / 11 \ \\\\\ _ _ _ - - - \ I J / �� I( / / /�� / I / / 1 I III�I� z o (NOT TRIBUTARY TO BIRKY OUTFALL) � � \�\\ - — - - - - 1 \ ��� ��� 1 ( / �VI I-- - RI HAR DS LAKE _ . - - __— � - _ _— _ � \� r BIRKY ORDER LANDS BASIN 3 = � �\\\ \ z a z (TRIBUTARY TO BIRKY OUTFACE EAST OF BNSF) '` r ���\\����\� t w I ` \ \ \ J �I I� , - _ \k- \ �� uLd of � � I \�\ \\\�\ \ /III IIIII / \\ (� I111(III z a MONTAVA PROPERTY BOUNDARY \\\\ -- / \ \ III IIII i / / I h / — \ `�\IIVI III x II \ I ICI a a MONTAVA PHASE D BOUNDARY f \ \\\\ � \\\\\\ II /11�11 I I , / - - � - - - IIII II /-/ _\_ _ p > ANHEUSER BUSCH OUTFALL PATH \\ \\ \ .M O NTAVA \\ \ �� \ \ r\\\\ I I I \ 400 200 0 400 800 w (FUTURE \\ - _ � \\ \\/ �I\\ \\ \ - \ �I II\\\ SCALE: 1 "=400' r' \ \ \ rn L I 1 \ \ \ HASES ���l�\� \ — \\lV/}`�\ \ \ \ III \��� /� _ ALL LINEAL DIMENSIONS ARE IN U.S. SURVEY FEET > BIRKY ORDER OUTFACE PIPE \ \ \ �\\ �\ � \ \ \\ \ I(u \� BIRKY LANDS TRIBUTARY SUMMARY N o —> PRIMARY BASIN FLOW PATH BASIN AREA /ACRE - 1 124 ♦ FLOW DIRECTION 2 319 I � � \\\ \ ��� BIRKY ORDERr �llivll � ,\�\\\\\\ -�� _ \ ii 11 3 108 JI 1 \\\ \ \ \�� � � / 11�� , ^\\\\ \ \ \ \ BIRKY ORDER \ `� 14r NDS BASIN 2 \ �\\ _ � /� \ \\ III \\\\\\ 319 ACRES \„\,_ , \ \ LANDS BASIN 1 _ \ I I �(�I I ,- TOTAL 551 \ \��\\\ �\ \ r \�\\\ \ _ III r \\\\\\ _ \��� �\ ` \ \ _�\\\,, - / � \ \ � � (124 ACRES 1 I�r �illl I z � � �•r � �'�' \ III = a' � �� \\ \� , \ t� - -- - � \\���I �"- �` � \ � � I I ���( I I� / �\� .•. \��\ �\\ , ��� ��'1`�- �� \\\� \ \\ \\ \ MONiAVA \ - �- \ f I \\\ \ �� 1 _ �\ \ \ TUTURE ( It \�\\ ` - � \\\\ 1 \ \\ \ O 00 t� l LL i•l l ,-_.. `►• _ r - •-_ }^ III \ \ \ r \ \\\\ O '•, �i r ' ; . Ik , 'i,l;^�" ' II O \ \�\ a \` �, ���\�\\� , ^ _ � \\� h� � ��\�~ Z ,d�- �, � _ -�"• III Z 1 \ \\ \� - "�` \��\\ _ / \1� \\\\ �\ l \ \ \ 1 / / I MAPLE HILL /I III I ; SUBDIVISION z — \ \\�\ ;\ \ \ I I / I �� ANHEUSER BUSCH <7 F \ � )�90 -COUNTY CLUB RD.f — I) 1 1„�ss���� � . j - > �• - — sL� _?_ , = � — = _���\ L\� \ - _ \ _ IIIII 'l�% x m v � o 0011111i �\ �'t�oNrAVA = 6 � \ pI�/ _ _ � f \\\\\ _ _ _ � / r /� o � Ln I -- ,moo ti � � 11 \\ \ \ \\ / w `4 /�PHASED � � �=� I �` r �\\�\�\ _ � � r�l�/// EXISTING PIPE UNDER BNSF TRACKS. MAJORITY Z � Q z I 1 /� /� // ) v' / ' _ t ✓I I \ \ \� - ^ - \ \\� ` _ _ ��/ OF THE UPPER COOPER SLOUGH WATERSHED Q a = / / j / / li 1 , h� ° Q \ \� , I \ \ � \ \\ \ \ \\\\ _ 1 RUNOFF REMAINS WEST OF BNSF ROW. N u = � 1 FUTURE CITY BASED ON THE CITY OF FORT COLLINS UPPER 111 I\\I \ o� J ��� \ - z �` L COOPER SLOUGH EXISTING CONDITIONS SWMM OF TORT � I � � \� ���� } �• �'ll _ _ � � � � � _ � � Q m \�\ } \ � COLLINS \ \ \ \ � II \ � �,�� V �r���, �-� �, \ I � � _ � ��- \ \ � � ` ` � � I MODEL, DURING A 100-YEAR STORM EVENT � � z 111\ \ c�\L ��\ ° �~ I I - �\ APPROXIMATELY 1 794 CFS ARE TRIBUTARY TO Q a a \\\\\ \I\ ` PARKS , 1 t \ \ h�� \� \1 1 �\ Lit/\ I \- 1 \ �\� THIS POINT, WITH APPROXIMATELY 459 CFS Q z o r vli� \ "' ���\ \\\\`\1\\ \ > v \ DRAINING TO THE EAST SIDE OF THE BNSF a ROW 25% OF THE OVERALL WATERSHED PEAK z DISCHARGE). THE REMAINING 1 ,335 CFS O = ► 11 "\\���\�����\ - �I °� �� �> 7 \ -z ��I�/111\� / BIRKY ORDER 1� REMAIN WEST OF THE BNSF ROW AND ARE NDS BASIN 2 \ ` `\ I� v JAI I J TRIBUTARY TO THE EXISTING 24"X12" BOX 319 ACRES, _ __ I �I -4, CULVERT SOUTH OF MOUNTAIN VISTA BLVD. ��..�,� ✓1 It,, � �`>ZL \, --- ___,- s , -- v ~ ♦ � � \���____ ti III ��\ � � III -' IIII J I - J�� MONTAVA \ \', I11IIl I HISTORICALLY TRIBUTARY TO THE L&W CANAL THE UPPER COOPER SLOUGH WATERSHED IS L p (FUTURE , \ \\ JII )) MONTAVA \ I�I� II� �/ WITH NO FORMAL MECHANISM FOR RUNOFF TO \\ 1 PHASES) \ \ JI I l /� / / FUTURE I JI I ( ~ III I� I� I IIIC \\ \`� \ \ \ �� ��� \ ` / / PHASES) �� / �J� II `�CRO� THE IRRIGATION FACILITY. -W- 1 �� / / III ANHEUSER BUSCH OUTFALL z / I / \ IIIII l MONTAVA (FUTURE \ \ \\ \\ \ \ / � 1 PHASES) \ II II II/ / I� I � ,� II IIIII 1 / IIIII I o _ � \\\ \\\\\\\\\ \\ \ \� � 1 � -� �\�\ �, 11 t / / l � � III IUIII /" Il I I 1 I l I I x \ � � : z w STORYBOOK I \\\\\�l \�\\\\ \ \ \ \\ \ z�� a -, \ \ \\ \Il �I► 1 / / / / �m I III /IIII, I I� 1 1 III I r I III SUBDIVISION \ \\\\ \� 1\\�\ �v�\\`\\� `iJl+ / III II / 1 _ I III 11 \ \ \ \\ \\\\\ \\� \ \� �` I I ��III III I �)1� / \�1 I ) I - \ \/ III I /)�II Illl )III IIIIII/ � \ \ � � \\\ \ \ tb � � \ \ �� /II1 I � � 1 I � � IIII I / �� � `- / I�} � _ \ IIl �� I>J^ \\ \\ \\ \ 1 1 1 _ _ I l/,\ Imo- _ )1� -- I -_ �v- �I_>� m MOUNTAIN VISTA DR.- — > - — — — — --- =-— � _- —� � — == =-= V—_ s I`II l _ cn ,]I" T, Q) X � �/ / / r � �� \\\� \ ' � � 1 ��\ �� �� - \ l - v - 1 ��~ IIII Il� � j MOUNTAIN VISTA DRIVE \ \ti r III �\ 111 � II dull III - - _ 01�\ \ , I /III \ 111 II ( III III IIII/III-� �� } \ I ( `\ � \ \ -- LOW POINT \ 1 � ��\\ � II'�Ill�l \lhlllll� � Q' b / I I �' \1 1 / � 1 / s� ��\ 1 I t / 1 I V\\�\\I / 1\ 1 \ 1 � 1 \ ll� r II l \\` / \ ' � i / - I�I 1�I III_ \\ \ I /1/ \ \ \\ IIII II IIII I I D Y / `\ 1 �/ N I I I I � � \\ ck� / % I / \\11 I I _ \ _ J _ jW \\ � _\ 1 1 \\ \ I \ \ � I \ \ I /_ , ` \ \ -III ( / / I _ - - 1 /rlll` III II�J - \\ \ \ \ m I -- z \ \ � � / I I // \ \ 1 \ itII � \ Itl� � / I I - - � �I / I I I-l� �L _ _ 11 , v vv -1 _� I l! \ \\ 1 \ III _ 1 v V A V A III I I / / v _ _ ��'": ����III II IIII m �� ��� \� /1 � \ \ \ \ / \ 1 IIIIII III w ��� �;W �_� - - - _ ,\ / 1 \ III III J1/� l Z m - � ��-� �m J _ -- \ \\ II\ \ _ ' \\� 1 I / \I \ v II l�s�lll II('ll�/I` / /� � 1� ��� \\ \ \ ��� i IIAV ( i \ / �w X \�� _ _ _ _ - ( BIRKY ORDER \� !, �i;/ ' z�Of w � - - ����\\ � � \ TUTURE PSD .\ I I � BIRKY R \\ I /I \��� �� \ � \ \ \ HIOH scHooE IIII NDS BASIN 3 I II� �/i// X� z \IJIII - -- �" III �I /�/// / QO m m � I � \/ I— •_�_\�\� - ��� \\ \ � � \ , — � �� / \ ( Ill ,; ouTFALL 108 ACRES '1� 141�1► I J�> w g III/IIII l� - - � � 1�\\\ \ \ \ \ - \ �\ \ J \Illlp ( I (No LONGER I� I�/ / �- �w4� i ��J 111 IIII II \ _ \ \ \ � _ I III - \ II ;I/ // IN USE) III I41II 1�� J w z�6Xz ( � �ti.�\\ \ \ \ �� I r A 11 Q Q _ Q w w - Q oz ,- \ 1� IIIIIII�� \\ - �\\N` \\\\�\\�\\\ \ \ \ C ` \\ - � I �.i ^ ' IIII1111 � III\�Illllllly�/�� �' QL0,w1 IIIIII II\\ \�1�� \ \\ \ \ \ \\ \ t I ��Illlrl�� � III IIIgl1 //jl m m z�ooz g IIII - \\� \ \ \ \ II(1 _____ - I �' v " - - IV 0 NTAVA ��II\ IIIII I I� / v rz rz o ILL] / IIIIII lI v - - - ' � v\� �v \\ V\A 1 \ \ VI JI'II1Ili �/ v 1 r D w✓\ 1. ,! /5 P�..r S a,I _j W S Q ul — \� r x Tq \ \ \ 4 S (> �� v7?L ) r U T U R C —' t I" II I U 0O Q / — 1 ul 1 \ 4 \ \ h \ t I Lo z. 1 L i '., Idb 1, i "` S ( I I w r o u H\E S IT I I I ��� ��' a) a) m m � z o ° I d I I I� . ��- \ �.� ,.��M '\ � �� � �`. - �� �� `\\ �" � � \� \ � � � � - _ �� �. "��� • �...I; . I I . c. o � j" �, o. I �. � - ., .�.�.. I I.IIII>I III. L � z I I a� •��� � \ �.. � ` , �� '��� ,. '"� -.��:�'.�.. (``� \\�\ � \�,\ ��\�\� � �. � � �� , :, •�:t x �. 1 �� 'il,�'`?.l s�;. �� °bL a ,��I I�.� -6°� , Y:�, ��" }° ha. . �, ,� Ila�l�; Iillpili• w ? I I �' : b `� \ $ • <°zs �' e,r•. ,� N \\\�\� \\\�\�\ 3 p 4^ L '•y tiPi �� ooc�� III z�� . t• 0.Ih �II�II 1 �, =00 0 \ IIII �, �� � . �� �.�\\ \\� ���`\\ 5 �� � S r`-. f�`" I. ' \ Ilhl I,IIIJ �� 1 � I z �z < � '� �. � �, d. � •I \ ��• ' �;-� t I•'� I ; I I �' o. .� III �- � � �Q N ;� } .,� \ `��� ,,�, �. REGIONAL r`° o _ _ r. ``5 l I I.IIIII o o w " L —, b �� s \\\� \� �� \�\\ \` `" . I° I POND 425. to I — ��w n >�- o (`� \ \ i ��� REGIONAL ! U ; I � I I I ��, I,I� III+1 1 w z w N \� I v h q I ��I `�� s� ICI h If IIII l�r _ w w o _ — , �� _ _ ,i \ \\ , t} POND 426 jl. I �'' I� g�a. off. �I �I�I I I �V1be• �;�I z L i �_ �I Iry 1 'r, �\ t � ' ,�`� � FUTURE PSD `\ _\ °� I ,°��, °Q111'''' —. —___ �r11' (�' o w0Zo 1 ° / mot z . _ \ tMIDDLE sCH00L1�1 '��ti \ l f g. r� 11 �r ' �!%��� —«_,�— ~, 14 oQQ� \ gI t C I �I ����/ �� �l���� �- �S r s '` phI //, f \� In = z o } \\ \ `. \\ 11 ��a o� 1 f i I z t�,,. y I n �,� 1. J I� (I f C n PRIMARY HISTORIC UPPER COOPER SLOUGH ��� �° ��'� J l \ 5 L I III/� „ „ �� I � , I �i � J c � , � ! I { I Ie� \�. OUTFACE (EXISTING 24 X12 WOODEN BOX) 1�� III I (/ Sheet Number: BASED ON THE CITY OF FORT COLLINS ^- /� I I II I I/ �1 I � III f } b o UPPER COOPER SLOUGH EXISTING CONDITIONS = WATERGLEN SWMM MODEL, APPROXIMATELY 75% OF IIII I � i ` — •o �� Qr ,� \\ r = r -- —°f ���� ,�� �, ` ;SUBDMSIONfIIIU� r � OVERALL WATERSHED PEAK DISCHARGE OR _ I� O J I y�° b ° a i \ I� ���\ �� �-- - { z — 3 �3��_i� — z. w J � _� S o� ,. �< . .: �. � �� � �� � _ �! �f �'• J 1I1 Lam\1 ,400 CFS ARE TRIBUTARY TO THIS POINT, ��>/% Q U 71' � � V � \� a� ` ti � \ `� �`'- `=�f��`-- (� d'C� � v� J 2 WITH APPROXIMATELY 661 CFS OVERTOPPING / /f� t !I III IIrII I I M� �, k`,.� -.- - dl(,( �_ f.✓ o _ 1� ��\ \� _ •I�li�\��� l �v �ti �I¢ � ���THE RAILROAD INTO THE L&W CANAL. l1 o1. � o HYDROLOGY REPORT Anheuser Busch Company, Inc. Project 0510 Expansion Prepared for Morrison Knudsen Corporation 1010 Market Street St. Louis, Missouri 63102 AVM.S AIRES ASSOCIATES December 22, 1999 Mr. Basil Hamdan City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80521 Re: Anheuser-Busch Brewery— Project 0510 Expansion Dear Basil, Enclosed please find the hydrology report for basin improvements at the Anheuser-Busch brewery. This report and analysis were performed in accordance with the City of Fort Collins Storm Drainage Design Criteria as revised in January 1997 and reflect the City's review comments dated October 1, 1999. The following are our responses to those review comments: 1. It is a concern that an increase in the historical release rate of 250 cfs may put downstream properties in jeopardy. The Waterglen PUD modeled spills from the Larimer and Weld Canal using the 250 cis in their models. Also, the interpretation of the agreement between Anheuser-Busch and Larimer and Weld Irrigation Company may need to be clarified. Please contact our offices to coordinate a meeting concerning the increase in the release rate to the canal. A meeting was held on November 2, 1999 between the City of Fort Collins, Anheuser-Busch Companies, the Larimer and Weld Irrigation Company, and Ayres Associates. We understand that the City is concerned with the capacity of the Larimer and Weld Canal and how it effects downstream properties. We also understand that the revised 100-year rainfall data alters runoff projected from Anheuser-Busch properties and the long term adequacy of the offsite basins is a matter of future discussion. By using the City's revised drainage criteria, rainfall hyetographs, and current modeling techniques, the projected historic and existing conditions runoff is significantly higher than originally determined for the 1983 Anheuser-Busch master plan. These results highlight a potential drainage concern to be discussed during development of the revised Cooper Slough master plan. Since a new onsite detention pond is proposed (pond 224), the Project 0510 brewery expansion will not increase runoff above existing or historic rates entering the Larimer and Weld Canal. 2. According to the text of the report, a separate drainage report will be prepared by others to address onsite drainage conditions and improvements as required by City criteria. Please provide this drainage report, which should also include erosion control information. Engineers Sciennsts,Survevors ' - - - 32-0158.00 t Mr. Basil Hamden Page Two December 22, 1999 The previous report incorrectly stated that others would provide a separate drainage report. It is now our understanding that due to the master agreement between the City and Anheuser-Busch, Anheuser-Busch only needs to submit a report documenting the extent of runoff leaving their property(such as included in this hydrology report). Anheuser-Busch is responsible for design, review, construction, and maintenance of onsite storm drainage improvements so another drainage report documenting onsite facilities is not required. This is consistent with past work done on the property. 3. The plans provided are very difficult to read and do not provide the level of detail required by the City. Please provide grading, drainage, and erosion control plans with the other drainage report that provide the following.,cover sheet with general notes,proposed grading for the whole site with tie-ins to existing grading, finished floor elevations for all buildings, drainage basin delineations that show the entire area that drains to pond 224, analysis of all inlets, storm sewers, and swales with appropriate cross sections and WSELs, erosion control measures, etc. (refer to the City Storm Drainage Design Criteria for additional requirements). Please see the response to comment number 2. 4. Why is a 10.5 hour detention time provided instead of a 40-hour for the water quality capture volume? Please provide a 40-hour detention release rate and provide a water quality outlet structure as shown in Volume 3 of the UDFCD design criteria manual. The detention pond outlet structure has been revised to provide an extended detention time of 40 hours for the water quality control volume. 5. Based on a cursory site visit in the watershed associated with this site, it appears that several of the conveyance channels and detention areas(along the county roads)shown on the drainage map (Figure 1)are not actually there and/or may flow in different directions. How were the rating curves for the county road detention ponds determined? Has there been any recent field verification of these assumptions? Does the updated model actually reflect existing conditions? Please justify the values used in your regional SWMM, keeping in mind that this revised model will govem future release rates that would be allowed in future developments north of the AB site and for the AB site itself. The SWMM model has been updated to reflect current rainfall, criteria, and modeling techniques, but the entire master plan itself has not been revised. Rating curves were determined for the original master plan based upon field observation and available 2-foot contour mapping. The offsite existing conditions have not been revisited as part of this report since its purpose is to document drainage effects from the Project 0510 expansion. Additional investigation beyond that contained within this report was not necessary at this time. i AS-12LTA.DCC 32-0158.00 Mr. Basil Hamden Page Three December 22, 1999 6. How were the conveyance element(CE) values determined in Table 4, especially for the undeveloped basins? It appears that some of the CE widths match the basin widths when they usually represent an actual channel width. In conjunction, the 1:1 side slopes would not be possible with a channel that spans the basin width(50:1 slopes would seem more representative). The length of the CE should be measured from about the midpoint of the basin, since using the whole basin length indicates that flow from the lower portion of the basin would be routed back up to the upper portion of the basin. Also, the Manning a n values of 0.200 for these CEs are too high for grassed channels. Values around 0.035 are more acceptable. Please explain in the report why the CE parameters were used or make changes to the CE parameters. The undeveloped basins contain agricultural fields, primarily consisting of cultivated crops, both row and field. There are no channels or even concentrated flow routes draining these fields; however, the CE values have been changed to better reflect the area's hydrologic routing. Bottom widths, lengths, and side slopes have been updated. The Manning's n values of 0.200 are consistent with overland flow across agricultural fields(see Table 12, FHWA HDS4). Since the runoff across these basins isn't concentrated flow in grass lined channels, Manning's n values of 0.035 would not be accurate. In addition, the flow depths on the fields would be very shallow, consistent with overland flow characteristics and high Manning's n values. Several of the CEs represent irrigation or roadside ditches, which do have concentrated flow. The Manning's n value used for those locations was 0.040. 7. The master planning department recommends using 5%imperviousness for undeveloped areas. Please use 5% for all undeveloped areas in the model. The percent imperviousness of the undeveloped (agricultural) basins was originally based upon the actual impervious area of each basin. We have since updated those numbers to a minimum percent impervious of 2.0 percent (see Table 3-1, Undeveloped Areas: Greenbelts and Agriculture, UDFCD Drainage Criteria Manual). It is our opinion that using 2.0 percent provides a more accurate representation of the true conditions than using 5.0 percent. Raising the undeveloped basin percent impervious area to 5 percent would greatly increase the projected amount of historic, existing, and proposed runoff leaving the Anheuser-Busch properties and contributing offsite basins. This would not necessarily be a correct prediction of runoff and would possibly increase the historic rate at which developed properties could release their runoff. In either case, this report's purpose is to document drainage effects from the Project 0510 expansion, which is accomplished regardless of percent imperviousness assumptions for the undeveloped areas. 8. The map shown as Figure 1 is listed as proposed and existing conditions. What's the difference between the two? Please provide separate basin maps for these two conditions or at least show what the differences are between the two. Also, please provide schematic diagrams for the historic, existing, and proposed SWMM models that show each basin and conveyance element. There is no difference between existing and proposed conditions basins in the basin map (Figure 1). The basins are the same, but the percent impervious area changes. The proposed condition includes detention pond 224 whereas under existing conditions that pond does not exist. AB-12LTR.DOC 32-0158.00 Mr. Basil Hamdan Page Four December 22, 1999 9. Please list the parameters for basins and CEs 9 and 16 in tables 3 and 4 for the historic conditions analysis. If these basins are removed in the existing and proposed conditions models, please note this on the parameter tables. Also,please list the differences between the existing and proposed parameters for basins 18 and 22 in the tables. As stated in the report, Tables 2, 3, and 4 show parameters for the proposed conditions only. Tables were not included for the historic and existing conditions, but that information can be found in the SWMM input and output files as shown in the Appendix. The percent impervious area for subbasin 18 changed from 31.5 to 32.1 percent under existing and proposed conditions, respectively. The percent impervious area for subbasin 19 changed from 40.3 to 45.8 percent under existing and proposed conditions, respectively. The percent impervious area for subbasin 22 changed from 5.1 to 49.2 percent under existing and proposed conditions, respectively. 10. Please use a pipe diameter of zero in all SWMM models for ponds 107 and 118. Ponds 107 and 118 have been revised as requested. 11. Please provide a map that shows the location of all HEC-RAS cross-sections and includes grading to verify cross-section data. A map has been included in the Appendix. 12. How were the flows used in HEC-RAS determined? They do not appear to match any of the SWMM results. Please document where these values were obtained. As stated in the report, the flows used in the HEC-RAS model came from Table 5, which has results for the proposed conditions with the 1999 rainfall on the subbasins proposed for this development only. The flows used in the HEC-RAS model match those from the SWMM output for elements 213, 214, and 216. Thank you for your time and consideration in reviewing this report. If you have any questions, please feel free to call. Sincerely, ' Owen/Ayres && Associates Inc Chris Carlson. P.E. Civil Engineer CC:sp Enclosure A&ULTR.DOC 32-0155.00 HYDROLOGY REPORT Anheuser Busch Company, Inc. Project 0510 Expansion Prepared for Morrison Knudsen Corporation 1010 Market Street St. Louis, Missouri 63102 AVMrs ASSOCIATES P.O. Box 270460 Fort Collins, Colorado 80527 (970) 223-5556, FAX (970) 223-5578 Ayres Project No. 32-0158.00 Ae12Txr.DOC December 1999 TABLE OF CONTENTS Introduction .......................................................................................................................... 1 Historic Drainage Conditions................................................................................................ 1 Existing Drainage Conditions................................................................................................ 1 ProposedDrainage Conditions.............................................................................................4 Proposed Conditions- Hydrologic Analysis..........................................................................4 DetentionPond 224..............................................................................................................5 StormWater Quality.............................................................................................................5 HydraulicAnalysis................................................................................................................ 9 LIST OF FIGURES Figure 1. Existing and proposed condition drainage map. ...................................................2 Appendix Figure- Expansion Site Plan Phase One and Two...............................................— LIST OF TABLES Table 1. 100-Year Historic and Existing Conditions Results................................................3 Table 2. Subbasin Constants. ............................................................................................. 6 Table3. Basin Parameters..................................................................................................6 Table 4. Conveyance Elements...........................................................................................7 Table 5. 100-Year Proposed Condition Results...................................................................8 Table 6. Comparison of Existing Versus Proposed 100-Year Runoff...................................8 i Ayres Associates INTRODUCTION Anheuser Busch Company, Inc, is proposing to expand their brewery facilities and has titled the expansion Project 0510. As part of this expansion they plan to add or expand twelve buildings, a parking lot, and a detention pond, all of which will change the existing drainage conditions. This hydrology report addresses the basin-wide impacts of increased runoff due to the plant expansion, detention requirements, basin-wide hydrologic analysis, and water quality improvements. This study was prepared to meet City of Fort Collins Storm Drainage Design Criteria for the development. The Anheuser-Busch Company property consists of 1,130 acres located northeast of Fort Collins. It is generally bounded by Interstate 25 to the east, the Larimer and Weld Canal to the south, the Windsor Reservoir&Canal Company Outlet Ditch to the west, and Larimer County Road 52 to the north. The property is primarily agricultural with the exception of the brewery plant site. HISTORIC DRAINAGE CONDITIONS The historic drainage conditions were documented in the "Drainage Report for Site Master Plan and Phase I PUD, Anheuser-Busch Companies, Inc., Fort Collins, Colorado" (RCI, November 1983). Anheuser-Busch Companies' property lies within the Cooper Stough drainage basin and immediately east of the Boxelder Creek drainage basin. Historically, runoff flowed off farm fields, through a series of irrigation ditches, culverts, and road crossings, then eventually into the Larimer and Weld Canal. The 100-year peak flow rate into the canal was 250 cis (RCI 1983). The historic conditions model was revised to reflect current modeling techniques and criteria. For example, the overland flow length of basin 16 was 3,250 feet in the original master plan model, which is too high by current City criteria, so the overland flow length was changed to 500 feet. Conveyance elements were added to account for shallow concentrated flow and channelization beyond the 500 feet of overland flow length. With the updated historic conditions model, the peak flow rate into the Latimer and Weld Canal was 455.43 cfs and 648.44 cfs using the pre-1999 and 1999 rainfall distributions, respectively. SW MM output and the historic conditions basin map is included in the Appendix. EXISTING DRAINAGE CONDITIONS Since the master plan was prepared in 1983, the following improvements/developments have occurred in the overall basin: • The brewery was constructed on sub-basins 18 and 19 (Figure 1) • The interchange at Larimer County Road 50 and Interstate 25 and the frontage road/brewery access road was constructed and/or improvements made. 1 Ayres Associates uy wy�Muw I . pasodad puu 6uysx3 -G em6j i ) F y4 ` We to - / -1 i t pc: (A mm > p o P i - } e I fit'' .• tl � r� 0�� � � x r . "r II i CA 11 I / 1. •xe r °°' sue-�—. �4j z f 1 i i I > f 1 { f` I nI I , P) Zvi � �x �`� T y •:��r —�. l I I I _ I F e � �1 xhz'4 e . . � � , � ; \ ! � \ / / } � � ` �°�k « Hsƒ[) � r\ ) a B ���k a `���� ƒ\ \§ � � ! �� b! / �: �( �(\ � -/ � . . 7 iƒ � ' ! � ; . ! , , , ) � � , � . & � . � | - - . � � \ ' _ ° ' � } © : � � ' � © ` } , � � § � - ; - [ % /\� ¥ • t : � � � � | - ) ! : . � , , , , } • Two drainage channels were constructed along the west boundary of subbasins 18 and 21 and along the east boundary of subbasins 19 and 21, respectively. This work was done in accordance with the Master Plan. The channels are SWMM elements 211, 214, 210, 212, and 213. • Three 3'x9' concrete box culverts were installed under CR 50 where the two drainage channels converge. • A channel was constructed from the box culvert crossing of CR 50 to the regional detention pond, SWMM pond 217, which is along the north side of the Larimer and Weld Canal. • The remainder of the basin, both Anheuser-Busch Company's property and offsite contributing basins are still at historic conditions. In order to determine the drainage effects of the proposed brewery expansion, the existing conditions were modeled with several rainfall configurations. Modeling was accomplished using the Storm Water Management Model (SWMM, UDFCD 1985). The rainfall configurations include modeling the existing basin (all subbasins) with both 1999 and pre- 1999 rainfall, modeling just the sub-basins within the proposed development with the 1999 rainfall (all other sub-basins modeled with pre-1999 rainfall as per the Master Plan), and modeling the original historic conditions with 1999 rainfall. The primary area of concern is the release rate from the regional detention pond (pond 217) and the total basin runoff contributing to the Larimer and Weld Canal. Of secondary concern are the drainage channels to the pond and the box culvert crossing of CR 50. Existing conditions results are shown in Table 1. All model input and output is included in the Appendix. Table 1. 100-Year Historic and Existing Conditions Results. Model Element Element Element Pond Element 214 213 216 1 217 123 Revised Historic— Pre-1999 rain 455.43 Revised Historic— 1999 rain 648.44 Existing Cond. — Pre-1999 rain on 300.77 377.52 576.97 298.93 333.20 all subbasins Existing Cond. — 1999 rain on all 432.37 444.81 673.69 432.42 480.59 subbasins Existing Cond.— 1999 rain on 313.80 415.11 641.35 318.08 357.39 developed subbasins only Anheuser Busch Companies has an agreement with the Larimer and Weld Canal ditch company that allows it to release developed conditions runoff into the canal at historic rates. At the time the regional detention pond was designed, the total historic rate into the canal was assumed to be 250 cfs for the 100-year event. Using current modeling practice and updated criteria, the historic rate was more accurately found to be 455.43 cfs using the pre- 1999 rainfall and 648.44 cfs using the new 1999 rainfall. Under existing conditions, the property's runoff contribution to the Larimer and Weld Canal is 122.23 cfs or 167.85 cfs below the historic 100-year rate for the old or new rainfall, respectively. 3 Ayres Associates PROPOSED DRAINAGE CONDITIONS The proposed expansion project consists of twelve new buildings or additions, a new semi- truck parking lot on the south side of the brewery, and access roads to the parking lot. It is our understanding that the work will be done in phases. The increase in impervious area is enough to warrant detailed investigation of the drainage conditions and constructed measures to reduce runoff flow rates. The main criteria for controlling runoff flow rates, is to be at or below the total historic rate into the Larimer and Weld Canal. In addition, it is desirable to be at or below the existing runoff rate into the canal. Two alternatives were proposed to achieve this result. One alternative was to allow the increased runoff to flow from the brewery site to pond 217, which would be expanded to accommodate the additional volume. Preliminary calculations indicated that approximately 24,000 cubic yards of material would need to be excavated from the pond in order to meet detention requirements. A second alternative was to construct onsite detention immediately south of the berm that will surround the new semi-truck parking lot. The onsite detention pond would release at a significantly reduced rate to account for the increased, undetained runoff in subbasins 18 and 19. The release rate was set so that discharge from pond 217 would be at or below existing rates. Due to economic and planning factors, Anheuser Busch proposes to build the onsite detention pond as described above (alternative 2). The hydrologic analysis included in this report document only alternative 2, as it is the preferred alternative. Most of the building additions and expansions occur within subbasins 18 and 19. Runoff will continue to flow along existing patterns. The largest building addition will occur on the south side of the brewery and will include a large semi-truck parking lot. A new subbasin (subbasin 22) containing this expansion and parking lot area was added to the Master Plan SWMM model. Subbasin 22 drains to the onsite detention pond, pond 224, which will release to the existing western channel (element 214). PROPOSED CONDITIONS - HYDROLOGIC ANALYSIS The Master Plan SWMM model was revised to reflect the proposed percent imperviousness, basin boundaries, and onsite detention pond. Since there was earlier concern over which rainfall distribution to use and how to apply it, several rainfall conditions were evaluated. They are as follows: • Model all subbasins (the entire Master Plan area) using the old, pre-1999 rainfall • Model all subbasins using the new, 1999 rainfall • Model just the proposed development subbasins with the 1999 rainfall distribution and model the remaining Master Plan subbasins with the old, pre-1999 rainfall The City has previously accepted the third modeling method for areas where development occurs within an existing master plan that was originally analyzed using pre-1999 rainfall. We decided to investigate the other two rainfall scenarios to document that the basin would meet release criteria regardless of the rainfall distribution used and to provide both Anheuser Busch and the City with updated Master Plan area hydrology using the 1999 rainfall. 4 Ayres Associates SW MM input parameters are shown in Table 2, subbasin parameters in Table 3, and conveyance element parameters in Table 4. Proposed condition results for the different rainfall scenarios at pertinent locations are shown in Table 5. The basin map can be found in Figure i. All SWMM results are included in the Appendix. A comparison of existing and proposed conditions runoff into the Larimer and Weld Canal is shown is Table 6. As shown in Table 6, the proposed condition runoff into the Latimer and Weld Canal is less than the existing condition runoff for all rainfall scenarios. This runoff comes primarily by release from the regional detention pond, pond 217. In addition, the proposed condition runoff is significantly less than the historic runoff into the canal. DETENTION POND 224 The onsite detention pond, pond 224, was designed to detain runoff from subbasin 22 and release it at a low enough rate so that pond 217's release into the Latimer and Weld Canal would be at or below existing conditions. Pond 224 will have a staged outlet structure consisting of a water quality/extended detention release, an orifice to control low flows, and an overflow spillway. A figure showing the outlet configuration is included in the Appendix. The water quality/extended detention release is discussed in the section titled "Storm Water Quality." The low flow portion of the structure will consist of a 15-inch diameter RCP with a 5-inch diameter orifice. The orifice effectively reduces small storm event releases. During the 2-year storm, the detention pond will store 1.12 ac-ft of runoff and have a peak release rate of 1.09 cis. The 2-year water surface elevation (WSEL) is 4991.98 with a maximum depth at the outlet of 2.98 feet. (Note: these results assume that the water quality control volume is full at the beginning of the storm.) During the 100-year storm, the detention pond will store 5.23 ac-ft of runoff and have a peak release rate of 34.24 cfs. The 100-year WSEL is 4994.05 with a maximum depth at the outlet of 5.05 feet. The overflow spillway will have a crest elevation of 4993.50 and be 30 feet long. During the 100-year storm, 32.79 cis will flow over the spillway. At a top of berm elevation of 4995.00, the pond has a capacity of 8.25 ac-ft (7.73 ac-ft excluding the water quality control volume) and provides approximately 1 foot of freeboard over the 100-year WSEL. STORM WATER OUALITY In accordance with Anheuser-Busch Companies' stormwater management plan and City of Fort Collins criteria, water quality best management practices (BMP's) will be included in the proposed improvements. The primary chosen BMP will be an extended detention dry pond that will be incorporated into the onsite detention pond. 5 Ayres Associates Table 2. Subbasin Constants Parameter Value Mannin 's n for im rvious surfaces 0.016 Mannin 's n for envious surfaces 0.25 Surface retention store a for im rvious surfaces 0.1 in. Surface retention store a for envious surfaces 0.3 in. Maximum infiltration rate 0.51 iNhr Minimum infiltration rate 0.50 in1hr Decay rate 0.0018 Stone duration 2 hours Time step 5 minute Table 3. Basin Parameters Overland Width Area Percent Slope Subbasin Connected To: Flow Len th (ft) (ac Im envious fttft 1 1 495 32000 363.6 2 0.007 2 2 500 34220 392.8 2 0.008 3 3 500 12550 144.1 2 0.016 4 4 500 22450 257.7 2 0.007 5 5 444 31360 320.0 2 0.007 6 6 500 17700 203.2 2 0.007 7 109 452 800 8.3 2 0.010 8 8 500 11700 134.4 6 0.004 10 10 499 17000 194.7 2 0.006 11 11 500 7400 85.0 2 0.008 12 12 505 16000 185.5 2 0.011 13 13 501 11900 136.8 2 0.004 14 14 500 6700 76.9 2 0.010 15 15 502 9300 107.1 2 0.007 17 17 499 19200 220.0 2 0.020 18 211 300 11161 76.9 32.1 0.005 19 210 300 14151 97.5 45.8 0.005 20 222 135 8981 27.8 50 0.050 21 213 500 5275 60.6 5 0.013 22 224 300 4870 33.5 49.2 0.015 6 Ayres Associates Table 4. Come ance Elements Width or Side Slope Gutter Connected Type Diameter Length Slope Left Right Manning's To: ft ft ft(ft) (H: H:V n 1 120 Channel 500.0 5000 0.007 500 500 0.200 2 105 Channel 500.0 5000 0.008 500 So0 0.200 3 104 Channel 500.0 1500 0.016 100 500 0.200 4 121 Channel 500.0 3000 0.007 500 500 02M 5 108 Channel 500.0 3500 0.007 500 500 02W 6 112 Channel 500.0 3000 0.007 Soo 500 0200 8 214 Channel 200.0 1700 0.004 500 500 0200 10 114 Channel 500.0 1700 0.006 500 500 0.200 11 115 Channel 100.0 1300 0.008 300 100 0.200 12 119 Channel 100.0 2000 0.004 20 20 0.200 13 123 Channel 200.0 1200 0.004 100 100 0.200 14 101 Channel 100.0 1000 0.010 100 100 0.200 15 107 Channel 500.0 3500 0.007 500 500 0.200 17 118 Channel 200.0 2000 0.020 100 100 0.200 101 102 Channel 2.0 1000 1 0.005 2 2 0.040 102 108 Channel 4.0 4800 0.007 2 2 0.040 103 121 Channel 1.5 4900 0.007 2 2 0.040 104 103 Detention 105 106 Detention 106 112 Channel 3.0 5300 0.007 2 2 0.040 107 211 Detention 108 110 Detention 109 110 Detention 110 214 Channel 2.0 3600 0.004 2 2 0.040 112 222 Detention 217 123 Detention 114 116 Detention 115 117 Detention - 116 119 Channel 100.0 2200 0.004 50 50 0.040 117 119 Channel 100.0 3500 0.004 20 20 0.040 118 115 Detention 119 123 Detention 120 105 Detention F2162 Detention Channel 30.0 2800 0.001 2 2 0.035 Channel 10.0 2000 0.005 4 4 0.040 Detention Pi e w/Overflow 4.0 3200 0.002 0 0 0.013 8.0 3200 0.002 4 4 0.040 Channel 8.0 1900 0.003 3 3 0.040 Channel 10.0 1400 0.004 3 3 0.040 Channel 10.0 2100 0.004 3 3 0.040 Channel 15.0 1400 0.004 3 3 0.040 222 1 213 Channel 10.0 5500 0.004 1 3 3 0.040 7 Ayres Associates Table 5. 100-Year Proposed Condition Results. Model Element Element Element Pond Element 214 213 216 217 123 Proposed Cond. —Pre-1999 rain 303.41 399.25 529.57 297.77 331.60 on all subbasins Proposed Cond. — 1999 rain on all 450.39 470.88 621.96 432.39 480.46 subbasins Proposed Cond.— 1999 rain on 332.78 441.25 593.08 318.00 357.15 developed subbasins only Table 6. Comparison of Existing Versus Proposed 100-Year Runoff. Model Runoff Into Larimer&Weld Canal Historic— Pre-1999 rain 455.43 Historic— 1999 rain 648." Existing Cond.—Pre-1999 rain on all 333.20 subbasins Proposed Cond.—Pre-1999 rain on all 331.60 subbasins Existing Cond.—1999 rain on all 480.59 subbasins Proposed Cond.—1999 rain on all 480.46 subbasins Existing Cond.— 1999 rain on developed 357.39 subbasins onl Proposed Cond. — 1999 rain on developed 357.15 subbasins only Extended detention dry ponds are depressed basins that temporarily store a portion of runoff from a storm event. They are similar to a regular detention pond but release runoff at a much lower rate, thereby increasing detention time significantly. This increase in detention time allows pollutants carried in the runoff to settle out. The minimum acceptable detention time is 40 hours to provide a reasonable level of pollutant removal, with additional detention time desirable. The volume of water detained for the extended period is called the first flush or water quality volume. There are various methods used to calculate this volume ranging from an amount of runoff over just the impervious area of a basin, a runoff amount over the entire basin, and others. For purposes of this design, a runoff amount of 0.21 inches was assumed over the contributing basin, which equated to a required storage amount of 0.527 ac-ft. The detention pond was designed to provide this volume at a water surface elevation of 4990.68. Two 1.5-inch diameter PVC pipes with a gravel jacket and wire mesh will be used to drain the first flush volume at a peak rate of 0.16 cis, which will provide a minimum detention time of 40 hours. The pond will have a staged discharge outlet structure to accommodate up to and including the 100-year event. 8 Ayres Associates For 40 hours of detention time, approximately 85 percent of suspended sediment, 83 percent of lead, 44 percent of phosphorus, and 36 percent of nitrogen can be expected (HEC-22). Increasing detention time beyond 40 hours will have little effect on the removal efficiency of soluble pollutants and a diminished return on the removal efficiency of suspended sediment and heavy metals. In efforts to provide additional water quality benefits to the extended detention dry pond, the following measures have also been included into the design: • The pond will have approximately 840 feet of flow length from the location runoff enters to its outlet, which will provide increased opportunity for infiltration and biofiltration. • The pond bottom will have a flat slope (average of 0.60 percent), a trickle pan, and flat sloped bottom width to increase hydraulic residence time as the first flush travels to the outlet. The pollutant removal efficiencies of a well designed, well maintained swale are approximately 70 percent of total suspended solids, 30 percent of total phosphorous, 25 percent of total nitrogen, 60-90 percent of trace metals, and 46 percent of soluble metals (HEC-22). Combined with the extended detention dry pond, pollutant removal efficiencies of a well-maintained system are approximately 95 percent of total suspended solids. The following maintenance requirements should be followed for the detention pond, and particularly the extended detention/water quality portion: • Mowing. All areas above elevation 4991.00 (above the first flush volume water surface elevation) should be mowed at least twice per year. • Debris Removal. Debris will accumulate near the outlet structure and should be removed at regular intervals. • Inspections. The pond should be inspected on at least a bi-annual basis to ensure that the outlet structure is performing correctly. If debris accumulation is a problem, the pond should be inspected more frequently and debris removed to prevent clogging of the outlet structure. • Sediment Removal. When properly constructed, the extended detention dry pond will accumulate sediment over time, particularly near the outlet structure. Sediment deposition will decrease the available storage capacity, increase the risk of clogging the outlet structure orifices, and may eventually become resuspended. For these reasons, sediment deposition should be removed as needed to allow the pond to operate as designed. HYDRAULIC ANALYSIS A hydraulic analysis was completed using HEC-RAS to investigate runoff flowing through the existing east and west brewery channels (SWMM elements 213 and 214, respectively), through the box culverts under CR 50, and through the channel (element 216) to the regional detention pond (pond 217). Although the proposed condition runoff in these channels is less than existing conditions, the capacity of the channels and box culverts had not been previously investigated. 9 Ayres Associates As stated in Table 5, the proposed condition runoff in the channels is 441.25, 332.78, and 593.08 cfs for elements 213, 214, and 216 respectively. The analysis indicated that the west channel (element 214) has enough capacity to convey the 100-year runoff, though with minimal freeboard. The east channel (element 213) does not have capacity for the 100-year runoff. The 100-year runoff spreads out from the north edge of CR 50 to north of the channel into subbasin 21. Other than cross sections taken at the immediate channel, detailed topographic surveying of subbasin 21 has not been undertaken. We recommend that at least the east half of subbasin 21 remain undeveloped until the 100-year floodplain is mapped to accurately define the flood boundary or the channel is improved to carry the 100-year runoff. The three 3'x9'concrete box culverts under CR 50 have capacity for the proposed 100-year runoff without overtopping the road. In addition, the channel running from the culverts to pond 217 also has adequate capacity, though with minimal freeboard in some locations. HEC-RAS output is included in the Appendix. The analysis was done using runoff generated from applying the 1999 rainfall distribution to the proposed development sites only and pre-1999 rainfall throughout the remaining basin. 10 Ayres Associates J J 1 i l5 �N c I � O .. My A i N A!T 1 NNo � � - -Srti da wa Dory u wling ---- _ e Rxur IF I 1 I �J ply Il / - W O O co LLI g sEm Q � C (n 0 CC W C m U Q �R ' C N CD � Q y wU o W = i y .K chow QW . T FF M I . I 1 Ec w: D mac aOma r % ; k , | , , , ! ) ! 1 1 1 I o� I 4 I 1 y 1 I I 1 r w I 93'f rl® LN I 1 1 1 I I 1 1 I I I I 004 Ed 1 1 1 1 1 1 1 1 d. 1 I 1 I O I 1 T 1 C $ � a 1 8 S 1 09b i I 1 1 I I 1 1 I i i i i 1 I I 1 i I 1 o 1 PIAP ON079 90IQ Fig. 3. Fig. 3 delineates the general drainage patterns in the vicinity of the 1,130-acre Anheuser-Busch site. As can be seen from this figure, the 1,130-acre site receives storm waters which drain to it from lands lying to the north. Historic use of the 1,130-acre site and the lands surrounding it for irrigated agriculture has resulted in farmers leveling their fields and eliminating natural drainage swales. In addition, development of county roads along section lines has resulted in culverts which cause ponding of storm runoff upstream of the road embankments during major storms. Ponding areas, culvert sizes and locations are also shown on Fig. 3. Storm-water runoff from areas north and west of the drainage basin limits shown in Fig. 3 are diverted into Boxelder Creek and the Reservoir No. 8 outlet canal respectively. Detailed field investigations were conducted in order to verify the existing drainage patterns, pending areas, and culvert sizes which affect storm-water runoff. During major storm events many of the county roads are overtopped by water ponding. In order to adequately predict storm-water flows for existing conditions a computer model was used which can account for storage and routing of runoff in these ponded areas. Storm-Water Flows Storm-water flows were computed for the 2-, 5-, 10-, 25-, 50-, and e 100-year storm events. The flows were computed using the EPA Storm Water Management Model (SWMM) as modified by the Army Corps of Engineers, Missouri e River Division. This model simulates overland flow, runoff, and channel routing within a basin and develops storm-water hydrographs at selected I points throughout the basin. The model has been used extensively for drainage master planning in the Fort Collins area and was also used by f Simons, Li & Associates, Inc. (1981) . This model can account for storage routing effects of ponding areas as they occur within and near the Anheuser- Busch site, Appendix A presents the design storm information that was used I throughout this study and also presents a detailed listing of the input data for the computer simulation. Peak flows and storage for all drainage elements are also tabulated in Appendix A. Table 1 summarizes peak flows 5 RESOURCE CON ULTNN7 INC L LThe third section of this report presents the conceptual drainage plan for the remainder of the proposed Master Plan for the 1,130-acre site. LThis includes proposed detention facilities, drainage channels, and other drainage improvements necessary for implementation of the Master Plan. LThe last section of this report examines the effects of Boxelder Creek floodwaters on the 1 ,130-acre site and, in particular, on the proposed Interstate 25 interchange at County Road 50. The URS Company, as part of Lits work relating to the design of the Interstate 25-County Road 50 inter- change, prepared a detailed drainage study of the interchange and how it Lrelates to the hydraulics of the Boxelder Creek drainage basin. The ORB study was analyzed with specific portions of its data, analysis, and Lconclusions being included with this report. The design of the interchange allows for maintaining historic flow distribution of floodwaters in the Lvicinity of the interchange. EXISTING DRAINAGE CONDITIONS L The general area of the 1,130-acre Anheuser-Busch site is in what is Lknown as the Cooper Slough Basin; Fig. 1 shows its general location with respect to that basin. The basin contains numerous irrigation reservoirs Lwhich store runoff from its upper portions. Simons, Li & Associates (1981) estimated that 10.2 square miles of the basin is tributary to the Cache Is ` Poudre River. The report also indicated that the basin has poorly defined drainage patterns due to the historically irrigated lands which have been leveled for irrigation purposes and due to the existence of irrigation ` canals. These canals capture a significant portion of the storm-water runoff. LImmediately east of the 1,130-acre site is the Boxelder Creek drainage basin. This basin drains approximately 251 square miles of which approxi- mately 191 square miles is regulated by flood control reservoirs located north of the town of Wellington, Colorado. Recent studies by the Soil LConservation Service (1983) indicate that floodwaters are diverted by natural topographic conditions at a point approximately 1 mile northeast of the 1,130-acre Anheuser-Busch site. At this point, the storm wafers are directed to the southwest affecting areas along Interstate 25, particularly near the County Road 50 overpass. This area is more specifically shown on RESOURCE CON ULTkNTS INC 4 at various points throughout the basin. The reference numbers in this table are correlated to the drainage elements shown in Fig. 3. I� Existing Drainage ` As shown previously, drainage waters enter the 1,130-acre site from Sections 28 and 29 on the north. Existing culverts under County Road 52 lconvey storm waters from the north to the south. During large storm events County Road 52 is overtopped at two locations along the north line of I Section 33. The first of these locations is in the northeast corner of t Section 33, the second is midway between the Burlington Northern Railroad and County Road 9. Drainage waters exit the 1,130-acre site at three locations under existing conditions. The first exit is through an existing culvert under the railroad at approximately the center of Section 4. This drainage water then enters the Latimer & Weld Canal. The second point of release is through an existing 18-inch drain tile located in the Northeast . of Section 4 which ,also drains into the Lorimer & Weld Canal. During extreme storm events, storm water will pond along County Road 50 at the inlet to the drain tile, overtop the county road, and flow through the field in the Northeast 4 of Section 4 into the Latimer & Weld Canal. The third area of release is from the Northeast k of Section 4. Storm water currently flows through a series of culverts under the canal maintenance road and into the Latimer & Weld Canal. The results of the analysis indicate that all drainage water from the 1 ,130-acre site and from areas to its north enter the Latimer & Weld Canal. During a 100-year storm the combined peak flow rate from all three discharge points entering the Latimer & Weld Canal is 250 cfs. It is not known if these waters would then cause the Latimer & Weld Canal to be overtopped since overtopping would depend upon the flows in the canal at the time of the storm and the amount of drainage water captured along other reaches of the canal. The existing canal capacity for normal irrigation flows is approximately 700 cfs. Existing freeboard on the canal might be capable of carrying an additional 300 to 400 cfs of storm water. A detailed hydraulic analysis was not completed to verify these results. 3 RESOURCE CONSULTANTS INC ComtY Rd.52 r— 17- Brewery . 1 Ref---F ly II i i--- �I 1 11 II $elNCea/ � a�e IBrawttY O I Reatlaft II V V I I MtlUalrlil I �� i I II aM l ' poaat4 I" Ytluatml M.-Fa"y I NagMpRlppa� I ^Auto-ReWsol ResEw+rel J oOa" -- `Hgnway C a1/ comfy Rd.50 / Land Use Summary \\ Mugtrul I I yEualrW/Y.Comm 1` ayes aeM Auto-RehteE Hw .` ` Auto-Rel Brewery: 12, i J -- \\` Hwy.Comm. Pats aree: 26 GraiNge Ore Nmga Swam.: 2 \ tlelaplipn ports petmf p°MSwam.: Oelmpon/Umw olr 9 way5: 125 I yqustmil 5i,ye-Font/RegiueaW 128 Ur rer am Wed Ca l MIYFeniy Reaoentlel: 60 �--_� Ho,,.(:amwrcW/Offca: 23 Ruaresa 5ervicealUlca: 75 Auto-Reated Hwy.Cmme W[ 55 �R TOTAL mt Acres1116 Ipowmawl 1197,74 appoxmle acce!!poaos for 0 500 1500 FIGURE 2 MASTER PLAN ANHEUSER-BIISCH REsCURCE CONUTkNTs INC COMPANIES Wilsey & Ham, Inc. November 1983 4 I \ T N N I 4 I \ 1 1 C b ✓� N P O n v m m O I 1 rl N W N � O O b r W u m q I \ V a c � W T I NO ti Nb O r P V m m W P P O L I I N m V V m Vl b TI C I .Q T C I N O Y U 1 \ f i-1 1!� I r N •+ Y 0 I ti w w d w Y o a m � H � G W W v Y C W a N a VI w N •O ^I Y O Pl f"1 W C a N m u O C 3 ur v + n u 1+ y v m a u µl w T .0 Y •�1 .Oi o v o a vi y H O m ur w m u u m V o N 3 vl w u 3 �n w c m e c Y a c c c m m c m N C O C G I'J N C C G C N C Z U EC O C O L L O O O O n 4 O O V U dl _ C ^I la+ N t9 C aJ O y w n a a o c a x 7 J 00 11, I MHP Oil l $ MASTER DRAINAGE PLAN ANHEUSER BUSCH COMPANY, INC. FORT COLLINS, COLORADO Prepared for Anheuser Busch Company One Busch Place St. Louis, Missouri 63118 mms ASSOCIATES MASTER DRAINAGE PLAN ANHEUSER BUSCH COMPANY, INC. FORT COLLINS, COLORADO Prepared for Anheuser Busch Company One Busch Place St. Louis, Missouri 63118 JUIMS ASSOCIATES P.O. Box 270460 Fort Collins, Colorado 80527 (970) 223-5556, FAX (970) 223-5578 Ayres Project No. 32-1360.00 AB109-TX.00C January 2009 TABLE OF CONTENTS Introduction ..........................................................................................................................1 Background............................................................. ............................................................1 Historic Drainage Conditions.......................................... ,,,....,,,........,..............3 . ..................... Existing Drainage Conditions ................................................................................................3 Proposed Drainage Conditions.............................................................................................8 Proposed Drainage Conditions—Hydrologic Analysis..........................................................8 APPENDIX A—Existing Conditions ModSW MM Input ......................................................... APPENDIX B— Developed Conditions ModSWMM Input ..................................................... LIST OF FIGURES Figure 1. General Vicinity Map. ...................................... 2 ............................................. Figure 2. Existing conditions map with SWMM elements......................................................5 Figure 3. Existing conditions SWMM model schematic. ......................................................6 Figure 4. Anheuser Busch property proposed land use....................... 9 Figure 5. Proposed conditions map with SWMM element..................................................10 Figure 6. Proposed conditions SWMM model schematic...................................................13 LIST OF TABLES Table 1. SWMM Model Results Comparison—Existing Conditions.....................................7 Table 2. Subbasin Constants. ...........................................................................................1 i Table 3. Basin Parameters................................................................................................11 Table 4. Conveyance Elements.........................................................................................12 Table 5. Ayres SWMM Model Results Comparison...........................................................14 Ayres Associates INTRODUCTION Anheuser Busch Company, Inc. has retained Ayres Associates to develop this Master Drainage Plan based upon the "Company Option"for stormwater management as described in The Master Agreement(December 14, 1982) between Anheuser Busch Company and the City of Fort Collins. The Company Option specifically states: "In lieu of and notwithstanding the provisions of Sections 2 through 5 of this Article, Company may elect to provide sufficient stormwater detention on the Site to control stormwater drainage and surface water discharge from the Site, or upstream flows from off the Site which have historically passed over the Site, so as to maintain historic flows except as may otherwise be agreed upon by affected owners of property adjacent thereto and affected ditch companies. In the event that Company elects to pursue this option, Company shall provide City with an engineering report describing the historic flows and Company's proposed manner of dealing with such flows as well as with any increased runoff due to development on the Site." This report is intended to fulfill the requirement to provide the City of Fort Collins with an engineering report that addresses Anheuser Busch's plan for managing stormwater drainage. The report will document historic and existing flow conditions across the Anheuser Busch property as established by previous studies. The report provides results from an analysis of proposed conditions assuming full development of the Anheuser Busch property. Proposed conditions include improvements that convey and detain increased flow due to on- site development as well as convey existing flows through Anheuser Busch property. BACKGROUND The Anheuser Busch Company property consists of 1,130 acres located northeast of Fort Collins. It is generally bounded by Interstate 25 to the east, the Larimer and Weld Canal to the south, the Windsor Reservoir h Canal Company No. 8 Outlet Ditch to the west, and Larimer County Road 52 to the north (Figure 1). The property is primarily agricultural with the exception of the brewery plant site. Previous drainage studies specifically involving the Anheuser Busch property include: "Drainage Report for Site Master Plan and Phase I PUD," Anheuser-Busch Companies, Inc., Fort Collins, CO (RCI, November 1983). "Hydrology Report," Anheuser Busch Company, Inc., Project 0510 Expansion; Prepared for Morrison Knudsen Corporation, 1010 Market Street, St. Louis, MO 63102(Ayres Associates, December 1999). "Technical Documentation For The Hydrologic Modeling Of The Boxelder Creek/Cooper Slough Basin,"prepared for: City of Fort Collins Utilities, 700 Wood Street, Fort Collins, CO 80521 (Anderson Consulting Engineers, Inc., January 2002). "Final Report, Upper Cooper Slough Basin, Selected Plan Of Improvements,"prepared for: City of Fort Collins Utilities, 700 Wood Street, Fort Collins, CO 80522 (Anderson Consulting Engineers, Inc., June 2006). 1 Ayres Associates HISTORIC DRAINAGE CONDITIONS Anheuser Busch property is located in the Cooper Slough drainage basin. Historically most of the land in the basin has been agricultural and runoff primarily consists of overland flow from fields that concentrates at low points behind roads creating inadvertent detention that is released via culverts or by overtopping roadways. Runoff eventually reaches the Larimer and Weld Canal to the direction of the Anheuser Busch property. Anheuser Busch property historic drainage conditions were initially documented in the Site Master Plan completed by RCI in 1983. SWMM modeling completed for the 1983 Anheuser Busch Master Plan resulted in an historic condition 100-year peak flow rate of 250 cis into the Larimer& Weld Canal. The historic condition model was updated for the Ayres 1999 Hydrology Report to reflect current modeling techniques and criteria. With the updated historic condition model, the peak flow rate into the Latimer and Weld Canal was estimated to be 648 cis. The large increase in peak flow from the 1999 model when compared to the 1983 model is primarily due to the implementation of a new 100-yr rainfall distribution by the City of Fort Collins. Other modeling assumptions, such as overland flow length, were changed to reflect Fort Collins SWMM modeling criteria that had been revised since 1983. EXISTING DRAINAGE CONDITIONS Since the original master plan was prepared in 1983, several improvements, developments, and other changes occurred in the Cooper-Slough basin: • Anheuser Busch Brewery was constructed. • Interchange at Larimer County Road 50 and Interstate 25 was constructed as well as the frontage/brewery access road. • Two drainage channels, one along the eastern boundary of the plant site and the other along the west side,were constructed to convey flow around the Anheuser Busch plant site. This work was done in accordance with the original Anheuser Busch Master Plan. • Three 3'x9'concrete box culverts were installed under Larimer County Road 50 (CR 50) where the east and west side drainage channels converge. • A channel was constructed from the box culvert crossing of CR 50 to the Anheuser Busch Regional Detention Pond located adjacent to the Larimer and Weld Canal. • Brewery facilities have expanded. Several buildings were either expanded or constructed. Additional semi-trailer parking lots were built. This changed the drainage conditions resulting in the addition of an on-site detention pond immediately adjacent the plant site's southwestern parking area. • Remainder of Anheuser Busch Company's property as well as contributing basins north of Anheuser Busch has not significantly changed since the original master plan. Basins located west of Anheuser Busch, specifically west of the No.8 ditch, are experiencing rapid development. Based upon 1999 assumptions and modeling methodology, the 1999 Ayres existing condition model resulted in an estimated flow of 480 cfs into the Larimer and Weld Canal. The existing condition model of the Upper Cooper Slough including Anheuser Busch property was changed significantly in conjunction with the latest hydrologic study of the basin completed in 2006. Anderson Consulting Engineers submitted a report to the City of Fort 3 Ayres Associates Collins entitled, "Upper Cooper Slough Basin, Selected Plan of Improvements." The following changes to model assumptions and existing conditions (as compared with the 1999 modeling) were included in the report: • Land located north of the Larimer County Ditch was added to the tributary area upstream of discharge points to the Larimer& Weld Canal located on Anheuser Busch property. In addition some area west of the 1999 model basin boundary was added to the 2006 existing condition model. Considered together those areas increased the model tributary area by approximately 12,850 acres. • In the 100-year rainfall event model the No.B Outlet Ditch spills to the east at three locations that contribute additional off-site flow to the Anheuser Busch property. • Basin delineation of Anheuser Busch property and the area immediately north of the plant site were changed by combining several small basins into two larger basins. • Overland flow length was increased from 500 It to 1,000 it for basins consisting primarily of agricultural fields. • Minimum percent impervious was increased from 2%to 5%. • Maximum infiltration rate for subbasins north of Larimer County Road 54 was increased from 0.51 inches per hour to 2.0 inches per hour. • Detention pond rating curves were revised to include additional data points obtained from Fort Collins 2-ft contour mapping and hydraulic analyses. • Overflow channels were added to most of the conveyance elements and dimensions for bath the main channel and overflow were revised based on field observations and topographic mapping. • A flow split that occurs immediately to the west of the plant site along the railway was added to the model. Including the above changes, the 2006 existing condition, 100-year event SWMM model produced an inflow rate of 1,475 cis to the Larimer and Weld Canal from discharge locations on Anheuser Busch land. The 2006 model, "Cooper Slough with Upper Cooper Slough flows only in L&W Canal Existing Conditions with Existing Facilities MODSWMM,"was used as the starting point for this study. The portion of the model that includes Anheuser Busch property was extracted from the larger model. Several revisions to this model were made for the Anheuser Busch Master Plan existing condition model. Figures 2 and 3 show the basin configuration and SWMM schematic for existing conditions. • Basin 29, the Anheuser Busch plant site, was divided into five subbasins based on Ayres' 1999 model. The five new subbasins are 91, 92, 93, 93, and 94. The boundaries for these basins were delineated from the 1999 report map and adjusted according to changes that have occurred on the plant site since that time. The additional subbasins provide a more accurate representation of the drainage patterns in the area of the plant site. • Basin 35 was split into two basins to represent two inadvertent detention ponds located north of the plant site. Basin 35 is not included in the Anheuser Busch model however there are two inflow hydrographs, 435 and 600, used to model the flow from basin 35 into the extracted model. 4 Ayres Associates B41 437 436 600 435 237 236 90 834 74 Anheuser Busch 34 500 Plant Site 24 235 5 0 34 91 W z 32 Anheuser Busch 92 33 833 on-Site 30 32 Detention Pond Railroad Flow Split 940 43 222 Mountain Vista Spill 94 93 31 73 432 942 941 27 29 31 30 830 234 428 82 226 831 27 232 829 431 72 22 42 826 822 26 227 Symbols 229 39 Subbasin 200 26 25 231 235 Conveyance 25 Anheuser Busch Regional Detention Pond 400 Detention Pond 891 25 90 Intlow Hydrograph C85 RR Regional Detention Pond 42 800 Node 900 Diversion 897 Laniner&Weld Canal Figure 3. Existing conditions SWMM model schematic. • Inflow hydrographs (2-, 10-, and 100-year)were used at all points where the smaller model had been extracted from the larger model. SWMM elements with inflow hydrographs were 33, 240, 428, 435, 436, 437, 600, and 841. • Conveyance elements (CE) 222 and 500 were added to the model to represent an existing channel and 48-inch storm sewer pipe, respectively. CE 222 is located east of the Anheuser Busch plant site between the frontage road and 1-25. CE 500 is located along the western side of the plant site. The goal of the smaller model was to produce results very close to, if not exactly the same as, the Selected Plan existing condition models (Anderson 2006). Table 1 below compares flow results at input hydrograph locations and several other important shared model elements. Appendix A includes all input and output files for the existing condition models. Table 1. SWMM Model Results Comparison-Existing Conditions. 2-YEAR 10-YEAR 100-YEAR Element Descri flon COFC A res COFC A res COFC A res 33 CE inflow hydrograph west of No.B Ditch 16.7 16.5 38.6 38.6 160 159.7 34 Drainage channel AS land west of lant site 73.6 73.5 320.5 319.2 1641.8 1633.8 240 CE inflow hydrograph west of No.B Ditch 6.1 6.1 31.6 31.5 134.6 134.5 425 Anheuser Busch Regional Detention Pond 18.7 18.5 76.6 85 556 528.2 426 Colorado and Southern Railroad Detention Pond 19.4 19.6 154.9 154.5 919.1 922.7 Inadvertent detention,NW 427 comer of CR9 and Mountain Vista 0.3 0.3 1.8 1.8 244.3 239.1 Combined 425 8 425 897 discharge to Latimer B We Id Canal 24.4 24.4 159.6 158.5 1444.5 1431.0 Inflow hydrograph-Storybook 428 Patio Homes, regional . . detention ono 0 0 3 3 203.4 203 430 Anheuser Busch on-site detention and 1.1 1 1.3 1.2 34A 16.1 Inadvertent detention, NW 431 comer of CSRR embankment and Mountain Vista 73.1 72.8 310.6 310.1 1294.8 1292 435 Inadvertent detention,north of lant site 25.6 20 45.5 37.1 361.8 223.9 436 inadvertent detention,north of CR 52 72.3 72.3 294.4 294.3 1423.1 1421.8 Inadvertent detention, 437 intersection of CR 52 and CR 9 2 2 48.1 48 298.2 297.9 600 Inadvertent Detention,north of lam site 0 0 89.9 830 Mountain Vista s ill 0 0 0 0 304.5 301.3 841 Inflow hytlrograph-No.B Ditch 165.4 165.1 254.5 254.2 394.4 394.2 Flow split east of railroad I 941 tracks 0 0 13.5 13.2 406.3 404.2 942 Flow split west of railroad tracks 73.6 73.5 307 306 1235.5 1229.E 7 Ayres Associates PROPOSED DRAINAGE CONDITIONS The primary objective of the Anheuser Busch Master Plan is to provide conveyance of both off-site and on-site flows to two regional detention ponds that will release water at or below existing rates into the Larimer and Weld Canal. Figure 4 shows planned land designations for the Anheuser Busch property. Figure 5 shows the proposed elements of the plan. Proposed drainage channels on AB property have been sized to convey the combined on- site and off-site 100-year flow through the property. Channels were located to maximize developable land area. An 8-inch high weir plate installed on the existing spillway of the North Poudre#6 Reservoir is proposed to help reduce the volume of flow reaching pond 426 during the 100-year event. All inadvertent detention areas will be removed when the property is fully developed. However in the interim, certain parcels may be developed with on-site detention prior to improvements to the regional detention facilities. The Mountain Vista spill from the No. 8 ditch would either be diverted via radial gate into an 84-inch pipe or conveyed via an improved channel to pond 426. The on-site railroad flow split would be eliminated so that flow no longer crosses the railroad tracks located to the west of the AB plant site. The Colorado & Southern Railroad Regional Detention pond (pond 426) has been sized to hold a volume of approximately 375 ac-ft and release water to the Larimer& Weld Canal at a rate less than the existing rate of release. These releases would come from the existing 2'x l'box culvert and an improved spillway. The proposed grading of pond 426 allows the frontage property along Mountain Vista to be developed. PROPOSED DRAINAGE CONDITIONS-HYDROLOGIC ANALYSIS The Existing Condition SWMM model was revised to reflect the proposed improvements as outlined above- Full development was assumed on AB property while existing conditions were assumed for all surrounding areas. Therefore all inflow hydrographs from the existing model were unchanged except for detention pond 436. The inflow hydrograph for pond 436 was changed to reflect the 8-inch high weir plate added to North Poudre Reservoir#6. All revisions are specifically listed below: • Increased impervious area percent in all subbasins to account for anticipated future development. • Revised dimensions for conveyance elements 25, 26, 27, 30, 31, 32, 34, 227, 228, 229, 231, 232, 234, 236, and 237 • Used a conceptual design rating curve for pond 426 • Removed inadvertent detention ponds 427, 431, 432, and 437 • Removed C&S flow split • Changed inflow hydrograph from pond 426 to reflect the addition of a 8-inch high weir plate to the spillway of North Poudre reservoir#6 SWMM input parameters are shown in Table 2, subbasin parameters in Table 3, and conveyance element parameters in Table 4. Figure 6 is a schematic of the proposed condition SWMM model. 8 Ayres Associates fI i I ! Empp Gymroent _ Nfr EMPGOymsnC IEMP� Oymerft I i 13e1<enflgn Pond _ � f N �s U en lantl use-propoaetl s O E.&yment O P.h D nenwn Pond Figure 4. Anheuser Busch property proposed land use*. The land uses depicted on this map are preliminary in nature. The land use plan may change through the review process or assumptions made during property development planning. a N N O 6 O 6 N N O N a N N y N o E 0 `o a n N n C y o y 3 c E m cm N w n o 0 p c c n o N � m V O L L N O N � O1 �' S � m ❑ � U1 � ❑ O t4 O � Z d s oN O LL O N O W o 4a Z � ❑ o Figure 5. Proposed conditions map with SWMM model elements. Table 2. Subbasin Constants. Parameter Value Mannin 's n for im ervious surfaces 0.016 Mannin 's n for pervious surfaces 0.25 Surface retention store--'--;---- ious surfaces 0.1 in. Surface retention stora a for ervious surfaces 0.3 in. Maximum infiltration rate 0.51 in./hour Minimum infiltration rate 0.50 in./hour Deca rate .0018 Storm duration 2 hours Time ste 5 minutes Table 3. Developed Condition Basin Parameters. Overland Subbasin Flow ID# Connected Length Width Area Percent Slope Units-> to CE ID# It ft ac Im rvious fVk 22 822 250 1850 10.6 5 .020 25 25 200 28120 129.1 46 .032 26 26 500 13512 155.1 50 .010 27 27 250 12680 72.8 52 .020 30 430 200 5445 25.0 80 .015 31 31 150 53580 184.5 82 .021 32 32 250 37170 213.3 55 .020 34 34 150 37316 128.5 82 .010 90 500 150 25439 87.6 82 .010 91 29 150 28895 99.5 70 .010 92 222 150 6247 28.4 50 .010 93 29 150 7782 26.8 50 .010 94 30 150 10164 35.0 50 .010 200 478 600 2440 33.6 40 .016 201 237 200 3220 14.8 80 .020 i 11 Ayres Associates Table 4. Conve ance Elements. r - Width or Side Slo CIE ID# Connected Type of CE Diameter Length Slope LaR Right Mann rig Depth to: Ig) B (fVft R:V H:V n It 897 Detention Pont BW 225 Node - - - - - - - 25 425 Channel 4 1100 .002 0 0 .016 0.5 Overflow 13 1100 .002 6 3 .035 6.0 229 25 Channel 4 1110 .1 0 0 .016 0.5 I Overflow 13 1110 .004 6 3 .035 5.0 426 897 Delemlon Pond 478 26 O Ports n - - - 26 891 Channel 55 21/0 .003 4 4 .035 231 891 Channl 75 2600 .003 4 &0 4 .035 8.It 891 426 Node I 227 26 Channel 40 1690 .003 4 4 .035 5.0 82 227 Node - - 27 826 Channel 20 1500 .003 4 4 .035 4.0 228 826 Pi 1 2500 .003 0 0 .013 6 overflow 8 2500 .003 4 4 .040 100 428 g28 Inflow h d ra 29 829 Channel 5 3520 .004 fl0 10 .035 5 ellow Channel 100 3520 .004 80 100 .045 5 235 29 Ch 5 2910 .009 10 10 .035 $ Overflow 100 2910 .009 80 100 .045 5 30 UsChannel 12 1960 .004 4 4 .035 4 Overflow 42 1950 .004 100 100 .045 5 500 30 Pi 4 3200 .003 0 0 .013 4 Overflow B 3200 .003 4 4 .040 100 222 29 Channel 10 5500 .00q 3 3 .040 100 4so 30 Detention Pon0 - - 234 231 Channel 75 2650 .003 4 4 .035 6 31 231 Channel 45 1 2800 .006 4 4 .035 6 232 826 Channel 25 1630 .004 4 4 .035 6 32 232 Channel 50 3000 .003 4 4 035 5 33 833 Inflow h d ra 240 &33 Inflow - 74 833 Channel 20 2060 .006 1.1 1.4 .035 10 34 234 Channel 75 1400 .003 4 4 .035 6 834 34 Node 236 834 Channel 55 1575 .003 4 4 .035 6 237 834 Channel 5 1500 .004 4 4 .035 q 600 500 Inflow h dr ra - 435 235 Inflow - dr - ` 436 236 Inflow h dro r h 37 237 Inflow h tl re A 244 237 Inflow ra 830 228 Node 73 Ull Channel 20 1710 .002 1.1 1.3 .035 10 t 833 73 Node 841 41 Inflow h tlr ra - - - - 12 Ayres Associates No.6 Reservoir B"weir plate added to spillway 841 37 244 436 600 435 201 237 236 90 834 74 Anheuser Busch 34 500 Plant Site 235 240 0 34 91 m z° 32 Anheuser Busch 92 33 on-Site 30 833 32 Detention Pond Railroad Flow Split 43 222 Removed Mountain Vista Radial Gate 94 93 31 73 27 30 29 31 830 234 428 828 228 27 831 y Alllnadvertent 829 o�o�e 232 Detention Removed �s 72 22 aA P 826 822 26 227 Symbols 229 39 Subbasin 200 78 26 25 231 235 Conveyance 25 Anheuser Busch Regional Detention Pond 00 Detention Pond 891 25 490 Inflow Hydrograph C&S RR Regional Detention Pond 2 800 Node 900 Diversion 897 Larimer&Weld Canal Figure 6. Proposed conditions SWMM model schematic. A comparison of proposed condition results with existing condition results are shown in Table 5. The basin map can be found in Figure 2. All SW MM results are included in Appendix B. r Table 5. Ayres SWMM Model Results Comparison. I i YEAR 10-YEAR 100-YEAR Element Descri tion` Existin Pr osed Exisfin Pro as xistin Pr sad 1235 Existirg channel 17.6 17.6 36.9 36.9 220.2 220.2 236 Improved channel 72.2 20.2 292.4 204.2 1410.2 1403.4 237 Improved channel 2.0 23.7 38.4 59.9 258.9 298.4 34 Drainage channel AS IarM west of ant site 73.5 158.2 319.2 357.5 1633.8 1444.5 29 Existing channel 41.7 81.8 106.9 193.4 357.8 556.3 500 48"Storm Sewer 42.4 93.2 72.2 158.8 179.2 394.4 430 Anheusar Busch on- sitedetention and 1 1.1 1.2 1.3 16.1 21.8 30 Improved channel 31.3 99.9 79.2 188.9 513.8 494.9 31 to channel 16.5 178.1 40.0 408.2 172.2 1092.7 234 Improved channel 73.4 78.8 304.3 201.3 1220.6 1421.6 32 Improved channel 10,9 117,7 32A 301.6 161.5 936.9 228 W Mountain Vista storm sewer 0.0 0.0 0.0 0.0 258.5 297.8 27 improved channel 5.9 56.4 23.6 131.5 286.6 393.5 227 Improved channel 0.3 116.0 1.8 327,0 156.2 1067.6 231 Improved channel 71.9 163.3 289.8 416.8 1220.1 1492.8 229 Existing channel 69.7 168.8 181.6 362.6 689.6 1008.4 25 Existing channel 69.1 191.2 197.9 458.0 719.2 1378.6 26 Improvetl channel 18.9 138.8 42.6 403.4 188.4 13724 Anheuser Busch 425 Regional Detention Pond 18.5 56.7 85.0 171.4 528.2 398.7 891 Inflow tadorand 72.2 302.1 295.3 618.2 1394.7 2617.8 CobrnR ilro 426 $Demers Railroad Detention Pond 19.6 19.3 154.5 26.3 922.1 789.9 897 CamWnea flow from '� Dods a25 a a26 24.4 74.2 158.5 193.9 1430.9 1103.2 'Description is of Proposed Improvements r r 14 Ayres Associates APPENDIX A - Anheuser Busch Master Drainage Plan 2-, 10-, and 100-Year Existing Conditions ModSWMM (Input and Output) Anheuser Busch Master Drainage Plan 2-year, Existing Conditions ModSWMM Input 2 1 1 2 3 4 NAPEPSHEp 0 An he user E seh MASTER p INAGE PLAN FILE: ABMF-EXR.IN 2-YEAR EVEN; cx`9"NG ONO[TIOXS N/ sATN'IN6 FACILITIES - Ayres %soc. 10/20 pB rev isia ns z e ee 0000 1. z 1. 0.3A 0.6q 0.83 1 5] 3.A5 LIB .... D.q3 0.19 p.11 O.I3 .13 1 0.21 0.31 0.35 .60 0.11 I,q6 I p.31 0.28 0.19 D.Ld 0.11 0.16 p.16 0.15 0.19 0.19 0.1] 0.13 0.12 0.13 1 -2 O.OIfi 0.25 0.1 0.3 0.53 0.5 O.p03A AN OAA I ex 1. 1 2D0 26 zg" 33,6 1p, .O lfi 1 22 B22 1150 10.6 5. ,c12 I }5 25 5630129.1 5. .00I 36 26 61S6111.1 1 2] P 1]30 ]$,B .026 1 Spllt basin }9 in[o five baal n¢-90-91-92-93-99 Ayi Ba ""A'.. Sp/3008 90 50012]IO A].6 33. .105 1 91 2919991 99.5 10.. .O 10 I l 92 R32 9163 2A,q . , 1 93 R9 3331 26.8 r , .11 99 30 3049 35.0 6. .01, ( L Re I [he Ia[eaL of Cas1n 30 antl lne real etl cle ac ea of Wsln 90 Ayr ea sevfsi on 30/YOOB 1 30 q 3630 25.p 99. ,015 I 31 666516].1 .031 32 929p2]].3 6. .O 3q 1 34 63R Di P,9 ' ENp Anhe ut e[ Eu scb pr ope[ry BASI H9 p • FLOW A INTO L EIMEA ANc 9ry1D CANAL IANNCCSEP EXECN .,ONAL AF,S,IOX pON 01 425 8 91 6 R 0.0 I.p.0 9.9 11.7 1,1 162.7 31.0 272.6 59.1 392p $5 411 4 9.0 110 ,002 0. 0. .016 0.5 13.0 1100. .003 6. .035 1, R29 }5 4 q.0 t110. .009 0. 0. .p16 0.5 1),0 1t30. ' FLON INTO I.N. AND WELD CANAL ICSAA EIIDANKMEN[I 926 B91 16 } ], O.D 0.p IS.B 15,2 199 20.4 IAE.O .1.2 .0 2z 4.6 21L6 321.8 221.3 g25.p }29.0 5}5.1 235.A 625.3 30z s 2AS 9 ]25.1 }49.q ALI, 355.2 925,E z60.1 .] 29. 1125.8 269.1 1225.F 273.6 1326.0 89] 225 3 36 B91 4 0.0 SIID, .002 2. 2. A,0 3110. .M2 100. 100. .M 5.0 231 .1 4 2.0 332 . 003 2. S. .035 2,p 10.0 3320. .003 50. 100. .060 30.0 12] z6 A 0.0 tB90. ,00t 2. 2, '0" p 0 B.0 1A90. .001 100. 100. ,060 5.0 A91 q26 3 i B26 22l 3 1. AN CORNER OF CP9 AN. MOXNTAIN VISTA DRIVE b 626 ] } L 0.0 0.0 1i} 10.9 19.5 !p0.0 20.9 }00.0 2].2 3D0.0 z2.z gDD.p z9.0 spD 27 4}] 9 0.0 1290, ,005 N. 1.2. ,035 2.0 8.0 II9p. .005 00, 90. .s60 .0 228 21 q p.p 13]0. .00J - 2. .sIl 1 2 AEPE .0 IN B.0 t3]0. .005 In'Spg2 By AYBr aZ h3([om V2 - PONO 938 POP YBOOK PAPI OOHp`1EE OFF-SITE PE 6I ONA4 OETENT[OX POHp - No ps schar qe Ou[l og 2-yr ev¢c[ 0.00 0.0 qA.00 0.0 B29 $ON 3 0. 39 d39 9 5.0 353p, .004 10..Ir ➢. .035 5.0 100.0 3530. .004 SOrD. .095 5.0 235 29 q 5.0 2910. A09 10 10. .015 5.0 ]00.0 2910, ,s09 9p. .0, 5.0 30 829 9 10.0 MS. .00, 1. q. .p35 9.0 42.0 1950. .O. M. 100. .095 5.0 ..,I LE 500 equl va 1p n[ [ CE 311 Ay[ea "99 - Ay[ea revis, ]0/200$ 00 3p 5 9.Oa 3200. .00z 0. 0. ,01, 1., 8.0 3200. .003 1. .,1c ACtletl CE II9 eqW vat en[ co [E 2RY Py[es •99 - Ay[e6 re i p IO/}OOA 332 2 t 1010 5500. ,p01 3. v35-e .090 100.0 ANIN.S. BVBCN ON-SITE pETEMION pOryp 411 30 9 2 3.d 1.3 4.0 1.9 9.9 B.q 5.t 29.0 9 9.5 + NN 3PNEP OE PR EMBANKMEN} AND .'A IN VISIA 4 pPI VE 31 23] 11 2 0.0 0.0 9.] B.t 12.5 1p p.p 15.1 900.0 Anheuser Busch Master Drainage Plan 2-year,Existing Conditions,Input and Output Ayres Associates Page 1 of 6 ModSWMM L3 601.d 19.0 B00.0 ..I 100E1 11.6 IM 0 22.a 1900,p $3.0 1600.E I 0 18d0.a 234 431 9 $.0 299p. .006 1. 2. .035 2'a 10,E 211.. .00c 5. Is. .05E 10.E 3I "1 4 2.0 2030. ,"1 $. 2. .035 2.0 10.E 2030. .003 Is, Io.. .06E 5.0 232 .1 4 p.0 I630. .d0] $. 2. .035 2.0 8.0 ]630. .,a, M. ]00. .05E 5.0 Ilo i E932F ]2 J 1 1. 0,0 1.. 3i.9 0.0 11.1 100,E 33 9J3 4 2p 2310. .E 01 $. q35 2.0 t 4 l0A 9I0. .001 100, 60. .d60 5.p 2J3 32 3.0 1210. .00] 2. .035 $.0 ]d.p 1010. .00] 100. Its. .010 S.a In E lov Xyamgr 11 Imrt .9EXEVR - LE 3] 16 3 I. 1 0.0E p.0 0.35 d,3 0.]E 0.5 d.40 1,2 0.93 2,2 p.9) 3.B 0. 2 ].0 O.P 12.1 0.65 16.1 p,)8 14.2 0.12 9.9 I. 9.1 2.a 3.05 O,B q.5) Imm g 0.1 9H.00 0.0 I nflw -III,I.al BpEV2 _ C1 240 -1 240 H33 I6 3 1, 0.00 0.0 0.9> 0.3 d.13 1.9 0.6E 2.1 0,)H 5.9 0.82 6.1 0.87 6.0 1.92 3.9 I,9S 3.5 $.23 2.1 1.10 p.9 9.42 0.1 9E,00 p.0 ]9 B3J 1 20.E 3d60. .006 1,1 1.9 .035 10,0 J9 840 9 2,0 1850. .ral 2. 2. .035 2.1 M RR SPLIT 10.E 185 p. .Op3 1p p. I00. .06E 5.0 941 940 942 II 3 1, O.d 0-0 260.E 0.1 100.0 97.8 B00.p 12 B.3 100 d.0 196.2 1100.E 259.) 1900.E 131.1 1500,E 368.9 1]d0.0 921.1 1B OO.d 961.fi 200E-0 520.E "1 30 3 9Q 114 3 i BJ4 34 3 236 114 q 0.0 IDBO. .p06 $. $. 2.a B.I I.': :I. 10 d. ]00. ,OfiO 5.0 23) H39 q 0.0 R090. .p09 1. 1. .p05 2.0 O 2 SCM qN CR9 .004 P 100. ]dp. .06d 5.0 IT- r',Jro...pp as. BU fs m AEHEV2 - FOn WB - a,, Ei a GNa cge tluclo9 I, evep[ -1 6d0 500 2 J 1, r.tc 0.0 4B.a. 0.0 Influx tlyOEog ' f'- co". a - "a" q35 - 435 231 t) 3 1. 0.00 0.0 0,45 I.t s.P ].10 15.d $,1.21 1>.5 1.53 00 2d.0 1.95 16.9 $.1H 13.5 43 0 . 3.38 .0 3.68 11.> 4 4.13 0 .0 ' NORSH OF CPSE p£TWEEN RP NJO CR9 1 -1ut'1 aw36yB136E Qa3f mm ABpEV2 - pONO 9]fi 900 0.0 0.50 1 d.l 2.5> 9.6 3 68.E 3.13 13.3 3.43 40.q 3.>3 6i.5 9.0 1.43 ]0.0 i68 ]2.1 5.13 T2.3 ].]0 )O. 10.28 55.9 2].32 . 26.fi] 11.] 32.9E 11.3 41.pS 133 pp l.3 98.0E 3,9 IN=SELTION OF CR9 sau Cp52 I-I.. f- ABa. - IaN' 93) - III 9] IB 3 1, I d,00 0.0 0,32 p.0 0.91 0.6 1,45 1.3 $.90 1.9 3.2B 3.p 4.00 1.1 >.63 1.q 12.0E 0.9 11.62 d.6 IB.dO 0:5 20.)2 pq 45.00 0.3 P.53 p.2 32.00 0.] 90,Op 0.1 45.0E 0.0 IB.dO 0.0 B21 )I ] 1. 72 822 1 25.E I530. .009 1.5 119 .all ".I B31 ]2 3 SPILL FNON NO B a, VE2BH 031 I2 5 1 0.0 p.0 50 550:0 26.E 600.E 69.E 650.E "a-a >OO.p I58,0 950.E 201E BOd,I 199.d B S0.0 $95.0 900.E 34 .0 950.E 111.0 30 E0.0 9]S.a Ila 120 3 ]3 B28 1 20.E 1730. .002 1.1 1.3 ,p35 10.0 033 >3 3 I nftll Hydl.'cap I[ ACREV2 - N00E B91 -1 341 79 20 3 1. d.00 0,0 0.98 0.1 1,p] ll1.9 1.t0 135.2 .3B 156.6 1,EB 165.2 2.65 15].1 3.p2 1 2 I ] > 49,E I.oa p9.0 1.6S 1]4., 130.3 2s.. 138.3 12.Op 1D.9 15.3E 12].I 2L25 126,e 2 e.pp 1$6.6 39.00 111.5 Mac t26.4 11,Op 126,3 EM1 AaaccOaas ... 1.a'. N OF .1 0 0 ENOppWPAM Anheuser Busch Master Drainage Plan 2-year,EASt'Ing CoadItem nput aW Output Ayres Associates Page 2 of 6 mwswMM Anheuser Busch Master Drainage Plan 2-year, Existing Conditions ModSWMM output €NV AOlR2NTAL PA03ECSI ON AGENCY - ,- - 11-. NANBIGENINT MCpE3 - vER9I ON pC.l DEM WED BY N1. I EDGY, tNG. VNIVER32 TY OF FLORIDA HATER PE94VRLE9 ENGINENERS, INC. SEPTG®ER 19]N' NPBATED BY UNI VEA91}T pF FLOA[OA ..WE 19]31 XYDROLOGIC ENGI NEE PS XG CENTEB. CO ,, OP ENG,NGGNG NI990VR1 RSVER pryI610N, [011p3 OF ENG INFERS 13EPSEMeEP 11111 EOY LQ EHGt NE ER ING T6 TAPE DID D[9X A691 GNXE 'W"BESION INARCX IIE1, JVLY 19E51 N J[NI LI RJldl J[N OI G 1 SN IqI JIN I51 n1161 J[N I]I IN ISI SIN 191 INI I01 j z 1 0 p a a D 4 p D G p m[3] p40i 1a1 uT 131 d4pn ql S 7(5) OOUIW UT I]1 1.1ral G.(11 .]Mn l m 1 1 a GO 0 p p o dp o D O 0 N6C PAt111 NECBA}1]1 NED.01 NIG.191 N9CM1191 D NA}ERSXED P... CALLED '•• ENTRY➢APE IO N.B17 NODEL • r Basch NA6SER D AG NE W PL ILE: A6Np-E%a.IN 2-YEAR EVENI1 EXIEIING CONORi.S M/ E%ISSING EACI1z I.E - AY-E Assoc. lcl.r3 "MEN OF 1. YEP9 2E61 IN}EGAATION I. INTEPVAL NI'm 1.pB IM LOP RrEN} OF PENV30U9 AREA XAS EENO DETENTION DEPTN IS E29 RAINFALL S}EP6, TNE' TIME INIEPVAL 11 1.10 HTNIIIE9 FOR PA INGPGE NVNXER 1 BAINFALL X}G'0" IN 1NCXE6 PEP NWD .29 39 .33 69 .61 l.A 2.N5 1.1E.BY .Go .20 .39 .IN .11 ,I] .16 .15 .11 FOX PAtNWGE NNfBER ] RAINFALL X[9TOpY IN INCHES PER NO4R .2T .31 .11 .,1 115 Lpfi G." L1p .SN "I.33 .23 .19 .IS I .16 .16 .11 .11 .11 .32 IT .19 .19 sch MASTER DRAIIAGE p .-EN2 IN 2 YEAPCEVENT, EXISTING CONDI}IDNS N/ EXISTING FACILTTIF9 - Ayres NI,. 10/1 p p3 9 VSAREA GNT'TEN AID}X ANEA PERCENT SLOPE EES}9TANCE FACTUB 9VPFAC¢ BIO AGE11N1 NEI L tPA}I ON PAT¢12 N/Ipil GAGE NVMSER 4R MANHOLE IF II IACI INP&AV. IFT/£rl INPERV. PQPV. 3NPEBV PERV, NNE I NVN N[N I MVN DECAY PATE -2 0 .p .0 .0 ,03 p0 .016 .250 ."D ,3pC .51 .50 .NDISD NO 2In 26 29q 0.0 33.6 q0.0 ,Bt5B pI EO .50 .O 22 S. ]I Sp.O IO.fi 5.0 .03]0 .IIS .250 .t Bo .I. .5{ .50 ..'ED 1 25 25 563 p.0 89.1 5.0 .0010 ,01E .210 .100 .3p0 .51 .50 .pp1 E0 I 26 26 6t56.0 I55.1 5.p AM .Ot6 .25p .1 p0 ,300 .50 .Op]E4 1 21 27 9230.0 72,E I.0 -DIED .pi6 .I50 .I pO .300 .11 .50 .0080 1 9p 50I II12B.0 916 32A .0050 .036 .250 ,100 .5p .Op 180 1 91 29 1.110 99,5 95.0 A050 .016 .250 .3 p0 .3 p0 ,51 .50 .B 0 92 222 9163.p 28.9 SO.p .0500 .016 .25p .100 .'Ea .51 ,5p .O C1 Ep 1 93 29 2339,p 26.E 60 ,OI30 ,016 .25p .100 .300 .51 .SC .00100 1 99 30 3B99.0 11.0 6.D .B,IB .p16 .251 .lIB ,3p0 .9 .50 .001 Bp I 30 q30 ]63 p.0 25.0 3t 99,0 ,0150 .IIN .250 .I'D .3Do .51 .50 ,BI190 3 ll 6665.D "'.] I-- .Q tD ,016 .25p .1IG .300 .51 .50 3q 622 ,pOl Ep 1 32 32 9290.0 213,3 6.0 .B19B ,016 .250 .1Bc .3 p0 ,51 .50 .00IEO 39 0.0 t2 i.9 9.0 .p100 .c16 .211 .100 .1 Op2E4 F BV ,zl .50 .1 MSAL N{MBER OECATCNMENIB. 19 1 TOTAL TRIBVIARY .. "'DEE' . 123I.90 Anheuser Busch Master Drainage Plan 2-year,Epsting Conditions,input and Output Ayres Associates Page 3 of 6 MOCSWMM M MEIN eI Ru 1, NA9IER pOINNA.A.I p,NI N. . AEM E%2,IN d-YEAG EVENT.c E%I9iSNG CCX...±W.9 W/ E%I S..NG FPC±III'. - .qy rex As mc. 10/2006 1 • CONi1NWIV CH¢CN I' saaIIICXMEnT ROOT}NG IN II.MM , MOOSE wnlERsxEp AWEA IacRes) Iz3l.eoo TOTAL PAZNFALL IINCNE S) .9I8 TOTAL INFI L3 PAT]ON II NONE 61 ,81E TOTAL WA'CEPsaso 09IFLON IIN[HE S) ,1q6 TOTAL S'N""s STOWAGE AT IWO OF STINN ,INCHE61 I. ENPOP IN CONi INO1TY. PEPCENTAGE OF RAINFALL .Opp 1 Muse[ ti-L MASTER pPAINAGE PLPN FILE: 2-YEAR EVENT, EXISTING CCNOIIIONS N/ E%]STING FACILITIES - Ayies As mc. 1p/d00S 1 GVI I. iti NOP L � AM Nq In INVERT E SIAPEs NE OVERBANoOPTH /SVP<XARGE .. CONCT.W ENGTN 31AP¢ 12 10 VENT MgNN MG SE 0 IETI IFL IEI/FI) pRL P N I,, 925 89T I 2 ",a .C .0 .001 RESEPVOIP STOWAGE IN ACNE-FEET VS SPILLXAY OuIPLON .p '00 0 .000 ,0 9.900 xI, 19.100 Ill., P.000 2T2.6 59.300 392.0 13L900 136.9 25 q25 I 4 CHANNEL 9.p 1100. .0020 .0 ,0 ,015 .50 0 229 25 p t C VERF IJ.O 11 0 0. . 6.0 3. 6. XANNELLOW 5 0 1110. .pO29a s -a. .50 50 0 OV¢MLOX 1J.0 11]0. ,o09C 6.0 J,p ,035 q3F ¢97 ]6 2 PIPE .p 1. .po 1p ,0 ,p S.pO RE9ERVOIR 9TOPAGE IN ACPE-FEET V6 SP LLWAY OViF L OW 'Opl 221.300 g25.0 2z9.000 525.1 ]236.8" 625,1 211,610 Iz5.4 249.400 825.5 25i 200 925.E 360.1Op 10 x 5.• 269.900 lIIS.E x69,I00 122i9 213.500 1321.1 E9I xzs 0 3 .0 1. .1110 .0 z6 69t p q .11 .111 10.00 0 cNANNEL ,0 213a. .p0 x0 2.0 x.0 .0n z.p0 0 v1 691 p pVERFLON e I zv O. I. ii lop.p loo.o .p6o s.pp q CxANrvEL z0 31 z0. . 030 ZA Z.o .035 zp0 p 2tT 26 p OVERFLOW 10.0 )32 p. .003o s0,0 la,a .060 Io.00 q CPAXNEL .0 IE90. .00Io $.0 2.1 .p35 2.00 0 1% 116 0 3 OV¢RF LOw E.p ]R90. AO10 n., 100.0 .I" 5.00 926 x2l p ) .00I0 .p �Q .001 tp.p0 p 921 82E T 2 PIPE .001 10.00 0 PE9ERVOIR STOWAGE IN ACRE-FEES VE SPILLWAY OIL. 1 ,0010 .000 ,0 15.Epp 10.9 19,Sp0 100.0 20.90p 2C 0.0 22.200 M,,.0 23.z00 g00.o 21 39.p00 500.0 9N7 0 cXANNEt ,p 1290. ,p050 I.p i .p35 2.00 9 OVEPELOq 8,0 ]Olt, AIIL E2.0 3p.0 .pfip S.OO p 428 21 0 9 HANXE1 0 13 T0. .0030 z.0 2,p .035 2.00 0 9EE E28 2 f OVEPFIgN BA I310. ,Op 30 I00.0 300.0 .060 S.pO 5 .0 1. .00t0 .0 .p .001}I ME I Mt9 V !BLOW IN CFS OOp E,0 g8.000 .0 E29 229 0 ] .a L .0030 a .p .001 ID.pO p 9 929 0 q CHANNEL I, J520. .I.I ":a10,0 .WS 5.00 235 21 q .to" Po 500.0 )520. .pOtlO EC.O I00.0 .095 5.00 p 0 CHANNEL 5.0 39I0. .Op90 11.0 1,1 .035 S.Oo 0 30 839 a OVERFLOW 500,0 2910. IM EOA 10, .Q's 1.00 0 CXAN9EL 1p.0 ]950, .0040 q.o q.0 .035 "00 0 500 30 OVERFLOW 2 1 1950. .06iI aI.0 ]00.0 .pq5 S.Op 0 5 p]1E 4.1 3200. .111 .0 .0 ,OI3 1-ta 0 2x2 2s p OVERFLOW 8.0 3200. .p0 x0 9,0 .090 ]00.00 1 CHANNEL IOA SSp O. .00g0 3.0 3A .pqp Ip0.00 p 530 JO 9 2 pteE SO N S SPI .001 -0p 0 AE SERVOIP ACNE-FEEIn'. "ON p00 .0 .3 p0 .200 ,9 I.300 1.1 2.90o t.3 9.000 1.9 i 9.90p 8.4 5.100 29.0 fi.900 19.5 I PS ERV OIA STOWAGE IN ACR6'PEEi F VS SPI LLWA.Y OOV TFLON I 'OOIO .0 .0 ,001 .p0 O .000 .I 9.100 8.1 12.500 M.0 15.I00 400.0 I1.2p0 600-0 I9.0o0 EC C.p 20.900 234 1000,p ".600 1200.0 22.90a 1900A 23.9 as 1W 9,80 0.0 30 1E00.0 431 p q CHANNEL I.I 299p, ,OOFO 2.0 2.0 .pJS I OVEPFLON 10.0 2940. .0060 5.0 30.0 .060 10.0p 0 3I 931 p 4 I.'aL 2.0 2030. .tii,U 2,0 $.I ,p35 CVEPFLOX {I:I a030, .Li ID0.0 III, .060 5 00 0 232 9x6 0 9 CHANNEL .0 1630. .0010 2.0 2.0 .015 2.0 532 232 OV64F'LON 8A I630, .0010 IOO.0 500.0 .060 5.00 p 3 x . 1310 I L , . .0 .001 OO ,PE9ERVOIP SPppA 2N ACRE FEET Vs SPI LLNAV.0 01110.Ia POI➢ •2 93 .000 ,1 0 5$.900 .0 fi900 I 0 q rNANNEL 2 2.0 2330. .OWO 2.0 2.0 .035 2.00 Anheuser Busch Master Drainage Plan 2-year,ExIsVng Conditions, Input and Output Ayres Associates MOtl$W MM Page 4 of 6 r 233 60.)2 q OVERFL Ox In.p v3o. .o01G o0.p 0 .O6o s.so ° CNANl21 z.p 1211. sill 1 zG z.I .035 zaa 0 33 033 OVE PFIOW 1p.0 LUO, IG]0 III.0 Ip , all Tlss IN xn1 vs 1Ne1Gx IN CEs '0 1' .o01a .p .p .oal 10.eo -1 .OaO _+00 1.3 All 2.1 41v 3.B.52G l,p .5]0 t .650 I6.1 ,1so 19.2 .92° 9.9 i.990 1.2 L.10p E.E 3.°50 f.B 9.Slp .l 90.0a° .0 290 till 16 3 .0 L .O o10 .0 I tll8 }N NR3 VS [NEL Ox IN CFS ,0 .GOI 10,00 -1 970 .3 ,530 .9 .6p° 2.4 .6Ee q.)."a 8,1 1.Sp0 4A ].92° 3.9 1.950 E.5 2.23G 2.1 3.tca .9 1.9E0 .1 9A.l Il .0 74 833 0 1 CHANNEL 9 940 2p.G 2060. .Oo60 .I 1.9 ,035 10.0a 0 3 0 4 CWWXEL 2.0 105 p. AM 2.a 2.p .035 2.00 0 99° 99E OVE PF LOW ]0.° 1094 ,00)° 1°0.0 Ipv.o .a60 1.00 31 3 .s 1. .GOIa .0 .0 .GOI 11.10 991 OSVEPPS ON t0 Glli}ER NONBEP 991 - t0}gt Q VB B[VEPTEI 0 IN CFS .OGp .0 211.OG° .1 )O s.OpO 9].0 00°A00 129,2 Ip00.Osa I9I.z 1200.OOt 111.1 1900 A°0 339.9 1500.°oG 369.9 I>p0,00o 921:> 1BGG,OpOz000.p00 S2G.8 991 3G G ] .p 1, .0°10 .G .0 161. Ia.aJ s 992 E39 0 3 839 34 10.00 0 236 EJ9 '° 1. ,a010 ]0.00 °0 9 CFNNNEL ,p IOB O. .006° 2.p z.G .p35 2.00 ° 23l OVEPFLOW 6.0 Ion .0060 IGa.O ISO.G A31 0 q CHANNEL .p 2090. .0090 2.° .l .035 2.OG 0 fi0G 500 OV¢PFLOH B.° "Is. .OWO lap-0 SOO.G ,°60 ia0 E 3 .0 iI NE IN M19 VE INFWN SN CFE 3 -1 0a0 .p 935 23S 1] 3 ,0 I. .sill ,a ,0 i. E INFLOW IN VI .o% ]p.a0 -1 �.,LB P V .G .45, > .BGO 5n 1.300 1s.0 1.22e 11.5 L 530 2°.0 1.95a 16.9 2.1AO 13,5 2,930 11.1 1,730 3,13a 5.] 436 £36 2 3 .0 ),600 2.1 9.T 1.0 9 t I NE -I .°GO 9E-0p0 l.0 0 .o01s 1.0 .0 .Oat 0.00 -1 IN S V [ 1 NFLW [N CFE I .00a .0 .[°0 3.930 91.4 3.A0 69.° 9,430 )a.0 5.090 lA1 S.l3G >2O 1.)00 1a.3 10.2 Ea 69.5 32.99G 55.9 21.320 13.3 29.611 13.1 32.Isa 11.2 9 p.JG° l.3 4B.OG0 93l 23> 18 ] 3.9 SI as IN HRB VS INFLOW IN CF9 .a .0 .pal 30.OG -1 A00 .p .52G .0 .920 .6 1.950 1.3 2.'sa 1,9 3.E80 2.0 4.vJ0 1.9 1.630 1,9 00 9 16.62a ,6 It.O as .5 20.120 21.63p ,3 21530 .2 32."a .I 9o.OG° .1 95,000 .0 0.2 ]1 ° 1. .0°l0 ,0 .0 .till IG.Oa 0 ]2 E22 a 1 CHANNEL 25A 1530. .aG 40 1.5 L9 .035 till l2 p 3 .0 1. .011a ,a 0 1°.0° O 02E 8]1 .0 1. .0010 ,0 ,s .001 OIVEPPSON TO EVTTER NNIPER °30 - TOTAL p VE OIl2PTEO 0 SN IFS .Opl ]O.pO E3a .till .0 SO D.opp .0 SSp.oG° M. 6a°.On, 11.0 650.00p ]13.pOG0 ]SB.p l5 a.p0° 203.G 000.0°p N9.a 090.000 295.0 9°O.G00 ]@,0 95G.°00 38],0 1°p v.a OG 435.0 E30 228 G 3 ,0 13 °20 0 f 1' .1 .a01 Iv.°0 0 till l3 1 'HNMEL 2G.G 1]I0. .00Ea 1.1 l.3 .035 ]0.00 0 3 89t ]q 2p ) ,Is I }I0� SN MP9 VF INFLOX }N CF .OG 10 ,a .0 ,pGl G.Op -] .p00 .0 .9 a0 F .l LpIO 2.6 11L4 1.Ifi0 135.2 1.380 IS6.6 I's0 111,2 50 15].l 3.02p 152.] 3. In 149.° 4,9Ea 139.a S.6B0 111.1 1.80e 130.3 LO.1B° ]2E.3 12.G00 12].9 15.310 1E1.+ E9.250 126.8 28.000 326.E 14.Ga0 126.5 TOTAL NOMBER OF Wi}EP S/F¢pEE. I50 s. MR5Iso BINAGE PLAN FILE: ABNp-EX2.IN 2-YEAP¢ M EVENi, Ex15TI1 CONOI}]ONE N/ E%I S SING FACSLtiIES "'n" MENi OF 90ECATCHMENTB ANB c""i,E/PSP , GUITEP }RI0U2ARY GUi}ER/PIPE TP I EUSARY SUBAREA 25 229 a a 0 0 G o 0 a G 25 0 0 0 0 0 G G p....(Act 931C9 26 22) ° 0 0 ° 0 0 0 p p 2W 26 ° I ° I 0 0 a ° 9>4.a 2l 229 0 a G 0 a G a a a n 1 0 a 0 0 o G p z9 z35 qz2 ° v p a 0 0 p ° 91 93 G 0 0 0 a 30 sao 3a 941 o v G G v p p 94 ° G p p G G a 0 19).6 31 a 1 0 a p 0 a a p 31 G0 a p ° 0 p G 0 1ev G 0 0 0 a 39 E3q 0 a a a 0 p 0 G o 34 0 p G G Gp 0 0 lE till a G G l o a a 0 0 G p p a a a a G p G 11 fill 1 G 0 0 ° l G 0 p 0 0 ° p 0 l9 E91 v p p 0 G s a a 0 I 0 p a a G a 0 o s .n i I. 0 0 o a a zzl 92 0 G 1 0 0 0 G o a z0.4 Bz6 ° p a G o p p 0 p 0 ° 0 s s G 0 O s 2efin 220 61 ° z29 0 0 a ° o 1 a o o n1 931 0 ° G p p a 0 0 p s p 0 0 a a 0 23E 432 G ° 0 ° G o v5.o G° 0 0 ° 0 0 a ° p s C 113.3 233 p s G G ° o ° p G o a o e 0 G 0 1 2 + 9+3 0 °0 e o 0 G 1,0 a. p a a 0 G a 0 o p In.S 5 935 o I Anheuser Busch Master Drainage Plan .0 Ayres Associates 2-year,Existing Conditions.Input and Output ModSWMM Pape 5 of 6 236 4J6 p o o p 0 o p v a z37 +3] 0 0 11 a D p D o o c o t o 0 t I z90 c o o c 0 p p D D p t a vss 2s p 0 p p v o p a 0 c D a D v 0 0 c p v1.9 936 991 0 o v p c c a D o o D o p o 0 0 0 o 0 e9.6 s2] Ro] p D o c o p 4ze 9Jo 0 p c o c o 0 0 0 0 0 30 p n 0 p 0 p o c 0 xs.0 p 1 +31 z39 31 p p p c 0 c p p 0 0 o c D 0 o p p o 31 s.0 43S 3x Jz o o c 0 0 e 0 0 0 0 p o c v 0 D a 0 0 o p 0 0 c 0 0 0 0 0 c 0 0 0 .o 36 0 D v o o p D o D p p p 0 p p D D o 0 e o a 937 I s0D 6oD D p 0 o D 0 v o 0 9p 0 D 0 p c 0 0 p a ez6 6c0 0 0 0 p 0 0 p p a o 0 0 0 0 0 0 0 0 0 p .0 ez2 ]z o 0 0 0 p 0 a 0 p 3x o p a c o 0 p o D na.6 ez6 +n 33x D 0 c o 0 0 p p p 0 0 p p 0 0 c p za6.1 azE 920 ]; 0 p 0 p 0 0 0 p 0 D ex9 z9 30 c c 0 D I o 0 0 0 p D p o p p o c 3a z.3 630 0 0 i o D 0 v D o 0 o a o 0 E33 03e p p 0 c c o p D o e 0 e3- v z9p ]+ 0 0 c o 0 0 n n D 0 0 c 0 c 93a z36 e41 0 D 0 p o o c p a 0 0 0 0 0 0 p 0 ( B91 26 231 0 0 0 p 0 0 0 0 a p 0 p p p 0 0 p 0 1e9.6 "1 4 3 9 420 0 0 c 0 0 o p p 0 0 p 0 0 0 0 c p 0 iRL2 0 0 0 0 a 0 0 0 0 1. p c 0 0 p c 0 0 p 12].9 991 0 c 0 p 0 0 I 0 c p 942 940 e 0 a c I 0 a 0 0 0 D D p p 0 0 0 p c 121.9 -h ..t te, NAGS 'L E; p6Mp-EXR.1N R n4EAPeEVENL EX I3IIN6 IIacITIUN3 N/ ot""NL. FA[ZL R[E9 - Ay me lulu c. l0/20pB PEAR III., 3IAGE5 A o 3TOPAGEE 0 CJSTER6 M'O OET6NTION II,' • .1E :E leell.F A 3URC Iso ELEMENS ANo :C 1MFLIEE A 3URCNARGEp pE TENit ON FACT LI iT ANCE PEA, STAGE STIWE TINE 6 L EMUN is TIt 16FE1 IFII (AC-FTI IEIVMIN) 33:9 69.1 L6 1 2. 26:9 10.9 2.Z 0 96. 1 2];9 L3 0 3E. 29:9 9 l.x LO a 50. 31:+ 16.5 1.5 0 ql. 32:9 10.9 1.6 t 46. 33:3 76.5 IpIRECi €SDXI 0 40. 39;9 2.3 6 32. 71:1 1E 9,1 (DIRECT FLONI 3 8. ]3:1 169.0 1.] 3 B. 169.3 79:1 16q.3 232:1 6.0 .5 p 225:3 Y9.9 IOI RELi FLOXI ] s]. nw • 35. 329;9 D sfi. E31:9 ]1.I 2ll ;q 23+:9 13.4 235:9 0 236:4 1 25 S 9c. 24D;4 z.p .0 ] 30. z 4 p:3 6.1 IpIN<1'FLONI 50. 435:D IB.S .0 6.9:0 3 10. 936a 11.t .0 I+A:o 36 36. 92]:2 .3 .p .4:D 3 30. +20;J .0 (. RECI FLONI t. 43a:2 L0 .p ,9:D 2 fi. 931;2 ]2.0 .0 9:p ] 3l, +32:2 .0 ,c 1.1:1 0 ). 933:3 It" lo.R.T FLONI 1 32, t:3 ] IDIRECT F I. S 431:3 2.0 11,RECT ELONI 3 9 It D:S IIA 3.9 0 90. IN:3 e2Ya 169.1 10[PECi FLONI 2 0. 02fi:3 .3 Ipte.CT Floel 3 2B. lia;3 169.3 to to RE CT FLONI Y 3. 829:3 )2.I o;. T FLItl 0 50. 03a:3 ,0 ID IRECT FLONI a t. 031:3 169.3 Ip1AECT ELZ 2 3. 83]:3 169.9 (OI pECT FLONI 56. J 03Ip3flEfT FLONI E91:3 165.1 IDI SECT FLDYI ell;l 12,R (olesll F oyl a 46. B9 i:3 24.4 11,esnl FLDUI Sl. 99 p:3 ]3.5 IpIPECT FLOWI 6 21, 991:3 ,0 (OS RE CT FL..l 6 22. 992:3 13.5 IOI RE CT 11.1 F.N DPEOCPAM 111. CALIEl Anlleeser Beach Master Drainage Plan 2-year, Existing CDntlitions, Input and Outpu Ayres Assacialest MotlSWMM Page 6 of 6 Anheuser Busch Master Drainage Plan 10-year, Existing Conditions MOdSWMM Input , 2 AlIO.D G l ..0 E n .1. GPAlx . "LAN -Exl p.Ix 10-yE EVEN], ENISIING CONOIi"uD N/ NIISFING FTCILIFIEE - Ayi ea Assoc. 10/2008 [ v Iglu p000 1. 2 1, ] -siov 24 5. 0.99 0.56 0.11 1.09 1.]9 2.89 S.BI 2.02 1.21 O.Il 0.60 0.52 1.11 a." G.35 0, G.32 0.3] G.GG 0.29 0.38 I., G.26 G., 0.96 0.52 O.fO Lpl 1,29 5.50 1.11 1.00 I'll 0.66 0.56 p.90 0.36 O.J9 0.33 0.32 O.,G 0.29 O.2B 0.2] 0.36 0.E5 0.24 0.2] "2 I.016 1,21 I.I D., 0.51 a, G.001B AP D"AINAGE 'A6INN 1 IG, 26 2440 33.6 40, .016 22 822 1150 10.6 5. ,031 1 25 25 5830121.1 5. .00) I 26 2E 6136155.11. .030 2J 2] 9Ila )2.B 5. .026 1 Epiit paeln 1p ]nco five eosins-90-91-92-93-9q Ayres ie visv on IIIODG0 90 50012]20 A,., 32. ."0 1 91 29111g1 Ga., 46. .005 3 92 222 5160 28.4 50. .050 1 93 19 233q 21.1 6. .all 1 99 30 3049 35.p .013 1 AeG-.0 tfe area vt D"" 3a e a no rea neE spe a[ea v[ Deal. 9a Ayres r S'I, 30/10OB 1 20 SIG 3f30 25.0 11. p l5 rn I 31 3I 6fi Ilel] 1 .021 2 32 32 SO,G213.J .all 1 39 P]9 622p1 .9 9. .GI. ' EN G An heuae[ PuscL proper q' HASINE G G FLON INTO L Ixnr AND MELp CANAL "N"N' 9u N] 8cH ITOTONAL DE]EICN PON, 89] 6 z G.O 0.G 9.9 1 28.] 19.) 162.1 31.0 2,,.1 r 54.3 392A 131.9 ]38.8 15 QS 4 q.0 1,I,. .GOG a. 0. .p16 0.5 la.0 1100. .G02 6. 3. .035 6.0 229 25 4 4.0 0. .016 p.5 ,,.p ]Sl p. .009 6. 35.0 FLON IN'O LARIMEP AGO XF LII CANAL IDS PA sun"NMENt1 926 III 16 2 1. 0.0 G.0 15.0 I5.2 12.6 2G.4 us.0 I24.2 199.0 229,6 211.1 329.0 221.3 425.p 229,0 $35.1 236,8 625.1 3q 3.1 )25.4 249.{ 023.5 255.2 9L.6 260.1 1111., 264.9 097 225 J 1.1125.0 269.] 1225.9 213.6 1126.0 tE B9] q 0,G 211G. .002 2. 1. .GG, 2.G I G 2110. .002 IGO. IGO. .OW 5.0 231 091 9 2.G 332G, .,a, G. I. .p15 I., 1 G.0 332p. ,p G3 50. 1G G. .. ]0.0 221 26 9 0.0 1090, .Opt 1. 2..1 121 .035 2.0 B.4 1890. .001 Ip O.3 100. .I', . 211 5.G 1 26 8) 3 1, NN CDPNEp OF CR9 AND MPlNIP3F StA ORI VE B'e6 ] 2 I 0.0 G.0 15.2 10.1 19.5 30 G.0 'a 2p0.0 12.1 300.0 23.2 4pp.0 29-0 SpO.p 21 921 q G.G ]290. .aa, I. D31 I.0 a.p 12s0. .pps aG. 9a. .a" s.a .035 2.0 _ fi.0 131p. .GO3 I. ]p0. ,GIG S'a ^11 p928y 009 r 18 N3C vm A'S"'C" - PoNO q28 "...I PAIIO HOMES OFr-BI]E PEGI ONAL GDT,N.LON POND 0.40 0.0 5.95 1 0.G 5.A, I., 5.90 2.a fi.00 2.5 8.25 2.6 6.62 ].0 1.02 I., 9.Sa p.6 Ip.08 0.9 21.0s p. ,a.00 0.1 12.90 0.0 16.00 0, 1q.00 OA fi29 229 3 1 29 829 4 5.0 3520. .409 ID. Ia. .035 5.0 300.0 3M0. .0G4 0G. 100. 5�0 235 29 q ip 293 G. .009 10, l0. .WS 5.0 I .G 2910, .0G9 80. 3p0. ,pq5 5.0 30 "ag q IG IG.G 1950. .a09 C- O. .045 4,0 AO".. CE 50G 42,0 3550. .O 04 IG G, 100. .095 5.p equ1 vet enc co CE 21I Ayres •. - Ayres ie L on IG/2 p OB 5p0 3p 5 I.G 1.1. .0G2 D. v1 sr 040 9.4 8.0 320'2 .G02 g, q, ,09p ]p0.0 Atl peO CE 2IS equ Iva lent [o CE ., Ayras `99 - Ayres [evisl on 14/20p0 222 29 ]0,0 I.0. .Op9 3. 3. .C9p 100.0 ' ANH EpSEP EVBCH ON-B tTE DE SENtI ON pONp 9]0 30 9 2 I, O.p p.0 I., a.0 0.2 0.9 1.1 I., 2.1 L3 9.G ,I q.9 I, 5.1 29,0 6.4 Ta.S NN O"S GF AN --NI AND 'ACNIAIN IIIIA .VE Anheuser Buse Master Drainage Plan Associates 10-year,Existing CenddOns,Input and Output Ayres MotlSWMM Page 1 of 6 4J: 2)1 11 3 0.p G.a 9 1 1. E.l u.s mo.4 Isa 9cp.p n.z 6pa.o la.p eap.4 z4.q 1p0p.o zl.b ¢4p.p z z.e 190 a,0 z).0 160a.p zq.6 ]60p.0 2J9 931 4 P.0 Z940. .p06 z. 2, 10.0 299 p. .a06 5. 10. .060 ]2.0 31 q31 q $.0 2G3a .035 .0 ]0.0 201l.. .003 300. 300. .460 S,p 23} BRfi 4 1630. . cl sA 3. E.0 I130. .Ip> ]00. I00. ,080 5.0 OF d32 232 j R ], a.p 0.0 c2.9 0.0 69.9 1a0.0 33 93$ q 2.0 2330. .001 2. 2. .035 R.p 233 ]2 9 1 p.p alp. .441 lop. 10p. .06p s.0 I nflov Hytlsoq t aptl [i om ABgEV iO - CE 33 I - 31 833 19 3 1. 0.00 O.p 0.10 0.0 0.33 0.1 0.35 3.0 3.33 l.6 3.90 5.3 O.l tn(]ov Xytl[ogia ptl fi m AEgEV 10 - CE 250 - 290 633 30 3 1. 1 oA0 4.0 0.18 O.p 0.23 1.0 0.35 0.2 14.1 11, 11.1 1.10 31.6 ).Zl 30.3 1.92 26.2 1.95 1].l 11.3 3,33 3.95.10 ].0 0.2 0.0 l9 BJ3 1 24.0 ID60. .006 1.1 1.4 .035 10.0 ]1 990 9 2,a IB50. .003 P. 2. .p3iss }.p 10.0 1930. .00]1I7 100. ]00. .060 5.0 941 AE 890 9q2 I] 3 1, 0.0 0.0 211.0 0.1 1p0.0 91.9 BO p.O 128.2 1000.0 ]96.2 ]200.0 239.E 1q 00.0 111.9 1504.0 368.9 1 1100.p 921.] IB40.a g61.6 2000.0 5}0.8 141 30 3 949 239 3 83 39 J 236 834 4 0.0 Ia 80. .006 $. 2. .p35 2.1 B4O ]OB O. .006 100. IM .M S.a 23] 039 9 0.0 2090. .po4 2, 2. ,035 2.0 3.0 2030. .G04 100. 100. .4fi0 5.0 ' N OF ANH EU3 EA BUSH ANp LA 52 1 Snt lov Nytl mgrapA fmm ABPEVIO - lHip 600 - No tli acAaige tluo ing SO-yi eV fi00 500 2 3 1P °ni G.40 0.0 a.aG 0, � inf lox xye p o9[apn f[om. VLSExl00 - ppNp q35 -1 935 Z35 30 3 1, a.00 1.0 ,Is 2.q O.PO 13,6 1.30 2 .q 68 1. 28,2 193 31.9 }.9J 39.0 ].p3 36.1 j.66 I nN(t o5)x..9lH3] . 9.59 35.9 53) Jt.z b zE 294 6 4,6 a03 I1.0 2].10 )l3..3 OPtN E ss Aa rR9 5 04 0 00 ynFxpti 9 f m ABPEV1p - EONp q3E 0.00 1 .0 1.00 IA .]) 13.8 1.95 I00.5 2:$) i11.9 z.38 202.5 $,55 353,1 2.9) $81.3 3.11 399.9 3,95 285,Z 5.10 B 2q 211 3 1. 6.SB }31.6 ).53 233.5 9.67 211.q 12-I0 1 15.3} t69A 11.10 129.5 2C00 89.] ' INSERSECSI ON OF rq5 ANO CA52 I-11 1Xytl239i'Ptljf[om ABgEVIa - PONp 93] 1. 0.00 O,p O.P 1-0 L5l 5.2 LBa )8.2 1.95 96.1 2.41 qB.l 2,$) qS.B L95 30.6 ).BS 36.6 4.qp 1p,9 q.Bl 0.1 5.6] 5.3 s 24p p }z ll 12 P22 1 25.0 IS]0. .00§ 1.S 1.q Bil ]3 J VIE?A 9PIR PION NO B B]0 020 031 1} 3 1. 0.0 0,0 500.0 0.0 550.0 600.p 69.0 650.0 IIJ.O 100.0 130,a 130.0 2016jA 800.0 399.0 890.0 295.0 900.0 39 d.0 930.0 381.0 IOU, q15.0 B30 22B ] 1. l3 B28 1 20.0 I)10. .403 1.1 1.3 .p35 10.0 » 3 J Inflo'a Ny6 [o9f apl (f om AEP EV 1p - NppE 891 -1 891 ]q IB J 1. 0.00 0.0 0.90 0.1 O.B$ 10.4 LIB ROI.O 1.)0 239.E S.B3 259.4 2]8 3q6.] 3.q0 211.5 9.4E 104A :.63 t6i9 6.30 13a.0 ].30 150.5 fl.9) 193.2 117 14Z.3 32.00 I]9.a 16.30 115.9 t 9.Bl 334. 29.00 112.1 Anheuser Busch Maslen Drainage Plan Ayres Associates 10-year,Existing Cantlilions,Input and Output MotlSWMM Page 2 of 6 • exo ANxFV3EE FG.IM PED". pF no. 0 exDereECRAn Anheuser Busch Master Drainage Plan 10-year, Existing Conditions MOdSWMM output E NVI'ONwFNrA1 Pe,qe.l ;, e.. a - SToss NATER VAGEMFG' NEOP, . vEDSI Ox eC.; oEVE Loeeo or wS rcn LF . EOOY, I., IINI VERSI TY pF FI.IEA WATER RESOMCEE ENGINEEEE3. INC. I,E,,EMRIS ]9]OI Op"ATEE BY .'.111 OF I.e OA JONE 1111 HYDROLOGIC ENGINEERING CENTER, CORPS OF ENG315ERd M3SSONT RIVER DIVISION, CORPS OF ENGINEERS ISEPTEHBER t9]ql IAPE OA OISE AEEIWISHAD 3 eOYLE ENGINEERING CORPOPA 'oN IMARCN ]9X5. JOLY 19851 J]H 111 JIN 121 ]IN131 'IN I" INI" 6IN15) J INIEI III t1, JIN f01 JItl l91 ID,I,, I 0 0 0 0 0 0 0 J 0 JO1R 111 JOO}121 JMiI]I O O DX 141 JOOT 11) OG 001' OT 16) JODTITI TI01 191 JON111 a 1 2 p 0 1 O 0 O 0 p NSCRATI LI XG.T(Ol ry EAAT I I REWRAP I11 NSCMi151 3I 0 p p NMERSXED PROGMM CALLED ENTRY MApE r0 PAIGE, NODE, Anp¢u aei M-h YA IER DRAINAGE PEAR ITEM: Asse, X10.IR IO-YEAR EVEM, EXISTING CONDITIONS q/ EXISTING FACILITIES - Ayres Agcoc. 101200E NUMEEP OF 1IME STEPS 1990 INTEGRATION TIME INTERVAL INIMVTE51 l.po 1.0 PERCENT OF IMPERVIODE ARE A NAS REPO DETENTION DEPTH OR 2I RA MFL STEPS, THE TIME INTERVAL I 5.00 MI ND T¢5 F AL I OR MINGPGE GAMEER 1 EAINFALO s.GRY IN 1NCXES F.A NOOR .56 .d5 1.09 1.39 2.fi9 9.E1 2.al L21 .11 .IF ,J9 .ID .31 .as .Is .OR .25 u FOp gAIHWGE NDNBER 2 AAINFALL Fla. IN INCNES PER NWM -06 .,a ,60 I.Ot I.29 2.50 q.53 I.E. l.D .6fi.56 .9E ,36 .14 .33 .32 .30 .2e .20 .2] .21 ,25 .29 ,23 Ann eusee 9uecR NAIIER DRAINAGE P FI": HEMP F.E.IN 10-'FAR EVENT. EXISTING CONWIIONS N/ EXISTING FACILIIIES - Ay[es Ae me. 101200E E DEAREA GNTTER IETX AREA PERCENT SLOPE REXDTANC¢ FA[TOB EMFACE ETOFAGE..... rNI 3NFI LTRATI ON pgiE It N/HA1 GAGE NIIMEER OR ryANNOLE NIF I1 IACI IISEPV. IFT/FTI IMAMS'. PERV. IMFERV. MAXIMUM .,AT.. DECAY RATE NO -z 0 .0 .0 .also Lm6 .250 .300 Pas, .,I .so .DOER' 200 26 2q 90.p 31.6 qs,0 ,O3€p .01E ."a .100 .300 .FI 23 022 115 p.0 ]0.€ 5.0 .OEO .O tfi .250 .50 .00100 co ass .1cc .sl .sp .pm BO 25 25 5630.0 129.1 5.0 .c2cI .016 .250 .100 ,300 .51 .50 .O p180 26 2fi 6]56.0 155.1 i0 .0200 ,046 .250 .100 ,300 .53 .50 1 2l 27 TSa.0 ITA 5.a .02 E0 .00.E0 1 .016 ,25p .10' .3 p0 .51 .50 .Op100 I 9s 521 1.2120.0 11.5 32.0 .0050 .a1A ,I,, .100 .300 .5, .50 .p01B0 1 91 z9 31111.0 28.4 50.0 .0050 .015 .250 .300 .300 .51 .50 .Iclso 1 92 222 9153,0 2B.q 50.0 .0500 .01E .25D .1 as ,IaD .51 93 29 2134.a II.E d.0 ,0130 .01fi .250 .I00 .300 .51 .50 'DOTED 1 9q 30 ]09➢,0 3i0 fi.0 .O I30 .Old .250 .100 .O pI BO 1 30 41' )610.0 25,E 99.0 .0150 ,016 ,250 .100 .300 .53 .,a .003E0 ] 31 31 €665.0 3011 71 .30s .11 .11 .DOTED 1 .El's .all 150 .100 ,30p .51 .50 .0.FD 1 3e 3R 9290.p 21).) 6.0 At90 sTE .110 .,Do .30s .1, .11 .EIIIE 39 39 fi220.0 1D.9 9.0 .p100 .rIF .211 ,Ica .Ra .SI .10 .00I EO iOIAL NDNEER OF SOECATCEMENTS, 1 TOTAL }RIEVIART ➢AEA IACXE9. 32)I.00 Anheuser Busch Master Drainage Plan 10-year,Existing Condition.,Inputand Output Ayres Associates Page 3 of 6 ModSWMM r AMeu se[ I-ii, ..a L.,GSGE P x10.1N 10-YEAP EVENT, Ex I"DO CONO"'O'ss " 'is SIXG FACILITIES - ILE- Assoc, 11,111, CONTINUITY CW£CR FOR 3UECATCRNENT ROUSING IF UOSWn2-pC MOOR 1 ...SWEO. ISO." 123LE00 IOTA, RAINFALL IINCHE91 1.11, TOTAL INFILTRASEEN I3 NC XE51 SOiAL VASE REXEO pIrtFLOW (INCHES) .599 TOTAL 6URFACE STORAGE AS ENO 11 51RO14 IINCXESI ,O]♦ I" IN CWiFNUISY, PERCENTAGE OF Si ,000 AmenMASTER DRAINAGE PLAN E; A6NF-ExIO.IN ]0-YEAR EVENT, NcleiING WNSITI ONE W/ ."TING FACILITIES - AY-4 A-. 10/2008 N � CONNi TER NOP XP WIS.AM ENGS INVERT SIOE SLOP °VEREANE/SURCHARGE NPER 14% °PI.I. NORIE TO .,an pEPIn JR IFiI IILIX IFT/FL L R S N IFTI q25 ell 6 2 PIPE 1 EENERVOlR ESOPAGE IN ACNE-PEES VS SPILLWAY OVEFLOW .IS, .p 9.111 OF.I I 4100 let I 31.000 T2.6 59.3°0 392.0 131.90° ]39.E 25 q25 0 I CHANNEL q.I II Op. .ISSS .0 .p .Olfi 229 25 q OVERFLOW 13.0 ]1 p°. .O D20 fi.p 3.0 ,035 6.00 0 HANNEL 9.p 1110. .0090 .0 .p .SN .IS 92fi E9> C OVERFLOW 13.0 11I0. .0090 6.0 3.0 .035 16 z FIFE .pp 1 .opl0 .p .0 .p Ol .00 D RE SEPVpIP 9SOPAGE IN ACRE-PEST VE EP IL LWAT OUTFLOW .OpO .° 15.EO0 3.2 20.9 16E.000 12g2 I9 y.000 229.E 211.60° Rq,R 221.J00 g25.0 229.000 525.1 2]6.e00 625.3 293.600 ]25.9 Ila-'D0 E2i5 255.200 111.1 260.100 1°15.1 26..9 p0 I325.6 269.100 1225,9 b3.600 1326.0 891 215 0 3 .0 ]. .D.'D .0 .0 .00I 10.0v 0 26 651 pp 0 GYANNEL .0 2110. ISIP 2.0 2,0 .all 2,0p 0 231 all pVEPF LON e.0 2110. .°020 100.0 100.G .°fi0 S,Oo 9 CHANNEL ,GP,G 2.0 2,0 .01, 2.00 22l OVER,1. ID,0 1121. .DOJO 50,0 111, .060 Ip.00 0 26 0 q CXANNEL .0 I890. °°30 2.0 2.0 .03: 2.IN 0 89I OVERFLOW e.0 3e90. .0010 1p0.. I00.I .mo 5,00 426 0 3 .p .polo .p .p .00l 1°.p0 0 Evfi z2] 92 m.o° p > a26 > 2 PIPE 'I- .p .0 .00] .po 0 I- IR STOPAGE in ACRE-FEEL VE SPILLWAY OUTF LON 000 ,0 11.2,a IS.9 19,500 100.0 20.900 200.0 2$,200 300,0 23100 900.0 27 T p.0 9 "2l 24. 1 cxANNEt .o Iz90. .0010 I., 2.0 .L35 2.00 0 OVEPFwW 9.0 1290. .o0 so .p it IS, .oEp 5.00 2z8 2] 0 q c..I, .0 13>0. .003p 2.0 I., .035 2,00 p q2a 82e OVEPF I. 6.p In p. .p03p mS.O lI..O .060 s.00 1H ,0 .Omo .0 .0 .pal I0.00 TINE I XR9 VS INFLOW IN CFs 1' -1 .000 .0 FLO SA10 .0 1.650 1,1 5.900 I'S 6.°e0 1.1 E.250 I-S 6.6IS J.° ].02p 2,E 8.100 1.1 9.StS .6 10.08G ,9 S1.O10 .2 12.000 12.900 .0 I6.°p0 .0 29.0°D .0 Ell 229 ° 1 .0 .III 1S.. p 29 E29 0 CHANNEL o D 3R0. .AGED ]0.0 1p.0 .031 5.0p 0 235 29 ° OVERFLOW 100.0 3R p. .0G9S eI.S I°0.0 .0$ s.00 9 CHANNEL 5.0 291 p. ,°WO 10.0 IGA .035 5.°0 0 30 E29 0 OV FDw 101 2910. .ISIS E0.0 ]p0.p p95 5.0, q CXANNEL 10.0 I950. .0III 9,0 4.° ,p3i VERPLOW 42.p 1950. .I.IP 101.0 10°,0 .p45 5,0S 500 30 0 5 Pt PE q.0 32p 0. .OW° ,1 .0 .121 1 00 0 222 21 OVEPFWH 9) 32D°. A020 9,0 .OfO tp p.00 930 3p 1 HANNEL IS:0 5500, ,0040 3,0 ].0 ,040 10°.I0 0 Y 2 PIPE '0 .0010 .0 .0 .001 .00 0 RESERVOPP SSOFAGE 2N ACRE-FEET VS EPILLXAY .111. I . I0 E.4 5.100 op0 .0 .100 .0 .20p 9.I .9 1.10S 1.1 2.ev0 1.1 4.°°0 1.9 9]1 231 1 PIPE 1 29.0 .900 ]9.5 2 .0 I. .O°I0 ,0 .0 .001 .So 0 RE 6ERV09P 6TOPAGE I.ACRE-LEES VS SPILLWAY.0 '000 .° 8.1 12,500 200.0 15dp0 IGG.0 IL200 I", 19-00° 800.0 2°.4 p0 1000.p 21.6CO 1200.0 R,800 1400.0 23.GIS 160°,° 29-0OU I.E.0 234 931 0 4 CHANNEL 2.I 299°, FFn 2.0 2.0 ,035 2.00 OVERFL. 10,0 39no. .ISIS 5.1 1°.0 .0. 10.00 0 31 q31 0 9 C11ANN6L 2 G 2030. .0030 2.0 2.0 .pJS 2.00 p 4 232 °VEPFLOW l0A 2030. .003p L00.0 100.0 .060 IA0 826 ° q C1D.EL ,0 1630. .°DID 2.0 2.0 .1,, 2.00 ° 432 211 1 OVERFLOW H.0 1630, .v 0]0 I°0.0 100.0 .O6° s.p0 RESEPV°IR SIORAGE2] ACRE-FEES '0 1. ,0010 .0 ,0 .001 .IF I V6 sPI LLXAT WTfLON .000 .° R.9p0 ,0 6, 40° 100.S 32 q33 0 4 Cienni 2,p 2330. .00LO 2.p 2.0 .GSF 2.0° I OVERFLOW IG.O .,I. 00ID I30.0 60.° ,060 5.°0 233 -2 ° S CHANNEL 2.0 1210. .00]0 2,0 3,0 .035 2.°0 OVEflF LOW 1°.0 ]210. .Op 10 1p0.0 I30.0 ,060 5,00 Anheuser Busch Master Drainage Plan I0 Ayres Associates-year,Existing Conditions,Input and Output MotlSWMM Page 4 of 6 r 33 933 ,0 I. .Ov 1p ,0 ,0 .Ovl ]O.Op 19 3 i NE tN X 5 3XF LON CF -1 .000 PP IN 9 V ,0 .I BO .0 .230 .I ,150 3.0 .530 2p.5.650 35,q ,B]0 38.6 1.100 ]6.5 ].qZO 3L1 1,950 Zp.9 2,gJp I3,p 3 J30 ],6 3.980 I S.]Ov $,B 6,2503ev .fi 8.610 OI.000 .v .1 240 .1 20 3 .0 1. .0010 .o .Om t0.00 t1 ME IN Np5 VS iNPLON SN CFS .p00 .0 ,IBO A .230 .2 .430 1.1 ,510 3.] .650 19,5 .n3o 21.5 ]100 31.6 1.2In 30,3 4Z0 211 1.950 ]l.) 3.910 11.3 3.330 5.L ].9Bv 3.B 1.100 1.I 6.250 ] 1,380 .2 9.500 .v 29.pv0 .v ' )q 833 0 1 CHANNEL 20.0 2060. .pOfiv Id 1.q .035 12.00 v 39 990 0 q CXANNEL Z.v 1050. .0030 $.0 Z,0 L. $.00 0 540 5+2 OVEPF LpN ID.v IB SI. ..IQ 100.0 ]00.0 A60 S.Ov 3 .0 1. "I 10 ,0 .p .001 3p.00 991 OIVEPS ION T GVT}ER ..O.Q 991 - CSpL 0 Vs ➢IVE11.9 0 I CFs .000 0 ,0 260,000 .1 ]00.000 91.8 Qt,Qll 128.2 100p A00 196.2 3300.O po 259.] 1400.v00 339.4 3500.000 "I.,9 1100.pOv 9 ) 110Q800.000 q61.6 $pp p.000 SZ p.e 3 991 30 0 .q 31 I. . 010 .0 .0 .001 30.00 q 942 $34 0 3 .0 p10 .0 .0 .001 10.00 0 839 35 3 .0 t .00Iv .0 ,0 001 tv.Ov 0 236 839 v 9 CNAMJEL .0 1GB 0.237 .0060 LA 2.0 .035 2.00 0 ➢VERF LOW P-0 1➢00. ,0060 ID0,010Q., -060 5A0 839 G 9 CHANNEL .0 2090. .009v 2.0 E.0 .r3l 2,p0 0 6qp 500 OVERT LOW BA 209p. .0090 ]Ov.O 10o.0 .060 5,Ov 2 B ,➢ I. .pam .o .o .qv la.po Ixls xx x PF vs I eL LW cs ow s -t .000 .Ox 29.G00 .o +]5 z3s 20 3 A 1. .opl0 .0 .a .00] l0.op -1 Z NE IN XR0 VB INFLOW 1N CFS .000 .0 ,950 ,5 .57. 2A .80v 13.6 1100 21.1 L220 29,2 ].950 11.1 Z.430 "A 3.QM 36.1 3.680 1.1 9,590 33.9 S.Pv 33.9 3.820 312 fi.281 29.9 1.110 11.0 ),150 3).3 ),]30 q.0 8.400 3.2 A 950 .6 29,000 .p 436 236 113 .0 1. .Oe lv Tll¢ IN NPS VS 1xFLOH IN CFE .000 0 11v00 ].B 1.1nn 32.8 I'll. 100.5 2.11c I11A 1.380 20$.5 2550 z531 $.910 $0),3 'IQ. .,I.l 3.950 295.2 5.100 253.a 5.760 291.3 6.5 H0 $31,6 1.55p 223.5 9.6)v 2rlA 11.SBo 199.9 1i320 169.0 19,I00 129.5 000 I. 931 zn 31 3 .0 It WE 1 1. .00lo .0 .o .opt 1v.0o -1 x➢s vs 1x1L ON 1,; CFs ]]0 1.510 5,2 1.too 3aQ 1.950 +b.l 98.1 2.Z]0 95.8 2,950 3QA 3.850 16.1 L9p0 ]0.9 I.0]0 8.t i,63v 5.5 6.SID 5.3 10.710 3'a 9.080 2.] 18.25p LB 29.000 1.0 922 2 v 3 .0 1. .0010 .p .v01 10.00 0 n ezz o 1 canxi 25,0 1530. .pv+o I.5 I.a .vas lo.o0 0 E31 i2 0 3 . ID .p .QLl .00 0 6$e B33 12 3 .v L .0010 .0 .o .00] lv.00 930 O}VEPE EGN ZO GVTTEP NIMBBR B3o - IDTAL 0 VS DIVEalsO 0 IN CF9 .000 .0 SOO.p00 ,0 55 p.O v0 30.0 60v.00G 69A 65L,000 113.0 ]p0.000 156.0]S O.000 20].0 800.000 299.0 85G,pv0 495.0 900.000 QI1.1 950.p00 3Bl.v ]Ov 0.000 g35.0 93I z2B G ] .0 1. .0010 .0 .001)3 BZB 0 1 CHANNEL 20.p Plo. .O o 1v LIp 1.] .035 30-00 0` 933 )3 0 .0 1, .0010 .0 .o .om 10.. o e9l )4 16 ] .0 1. ..In .0 .0 .om m.aa T N HPE VS INFLCX Zix CFS -1 NE.000 .0 .980 ,3 ,820 10,9 I.1B0 201,0 1.380 2311 1.830 359.,2.3B0 246,1 3,900 231,5 +.+00 189.0 5.62v ]6iq 6.300 158.0 1.300 150.5 B.9]o 14 S,d 9,510 1+2.3 12.000 1]9.0 111 p0 p5.9 19.8]0 13i.p 29.O o0 TO}AL ones p OF GOTTGE/PS PEP. 50 Anted en Bosch Ms TER pPAINAGE PLAN ILE: AB -sXIG.IN ]0-YEAR EVENp ExSSIIXG CON➢]IIOrvS N/ E%IBTING FACILITIES -Ay[ee A55 oc. 10/20pB NUAN..T of SVECATCHl6NT9 ANp GUTTERS/PIPES CVTTEP 25 }RI BVZARY GVREfl/PIPE TPI BVlARY SUBAREA x.A.IACI 229 0 0 0 0 0 0 0 v 0 25 0 0 0 0 v p 0 v p 931.q 26 227 v 0 0 0 0 0 0 0 0 2p0 26 0 0 0 0 0 0 2) 238 0 0 0 0 0 v 0 0 0 2l 0 0 0 0 0 0 0 0 v 12.8 E9 235 2z2 0 0 v 0 0 0 0 0 91 93 o p 0 0 0 v 0 0 154.1 30 500 930 911 0 v 0 v v 0 0 99 0 0 0 v 0 0 0 0 47.6 31 0 0 0 v o 0 0 o v o 31 0 e p o 0 o a a 0 le].1 12 v3 0 0 L 0 v o 0 0 0 32 0 0 0 v o e o p zvd 33 0 0 0 o p o o v L 0 v v o o p o o v o a .o 3q 839 0 0 0 0 0 0 0 0 0 14 0 0 0 0 0 0 0 0 l.9 3 lz Bat 0 0 0 o v o 0 v o p 0 a o o v p o 0 0 2 .p ]3 B33 p 0 v 0 0 o L 0 o v o a v o a o v 0 0 .0 ]4 e9I I 0 0 0 o v o 0 v 0 0 0 0 L a 0 z22 v 0 0 0 0 0 o v 0 0 92 0 0 0 0 0 0 0 0 L 2a.9 22l 826 0 0 0 0 0 0 a 0 0 0 o v a 0 0 0 0 L ze6.1 2Za 030 0 v 0 v o 0 0 0 0 v 0 0 0 0 0 o p 0 0 .o 239 for 0 0 o c 0 0 o v 0 0 o v 1 0 0 0. 0 0 p 3o2J 1,I 31 0 G o 0 v o v o o p 0 0 0 o v o 0 L v 3I s.0 232 I. 0 0 0 a o 0 p o 0 v p 0 v 0 o v p 0 0 21D.3 z33 o a o v o 0 o a 0 o p o 0 v a 0 23q 942 0 v o 0 0 o v 3 p v 0 0 0 0 0 v o v o vn.9 235 435 0 0 o v o 0 0 0 q z36 q16 p 0 0 0 0 0 0 0 0 0 0 0 0 0 I z3] 91 0 0 0 v 0 0 0 v 0 0 0 0 0 0 0 0 z9p c e L o p o o L o rI 0 0 o v 0 L 0 v o 0 Anheuser Bunch Master Oralnege Plan Associates Ayres 10-year,Existing Condiitions,Input and Output MotlSWMM Page 5 of 6 r 425 zs o 0 o e o o a o 9 a o o D a o 0 o a D qv.4 q26 6y1 0 0 p a 0 0 0 0 0 0 0 p 0 0 0 0 e 0 0 +a 9.q 2] xl a 0 o p o 0 0 0 0 ¢q 0 0 0 p o n o p o +z.E p 0 0 0 0 0 0 0 0 0 3 0 3 o p p p 0 0 0 0 ,p 40 a 0 0 0 0 0 0 0 0 0 30 p 0 6 0 0 0 0 p 0 F 32 931 23 33 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1, 432 0 0 0 a 0 n o 0 0 1 -00 0 35 0 0 0 0 0 v 0 0 0 0 z13.3 + p 0 0 0 0 p 0 0 0 p 0 0 a D 0 0 a o 136 p p p 0 p o 0 o D p 537 0 a 0 0 a 0 p 0 0 a 0 o p o 0 00 boa a 0 0 0 0 0 0 0 0 90 0 0 a 0 0 D 0 0 a eT.6 bop 0 D o 0 0 0 n o 0 0 0 0 0 0 0 o a a o o .0 ( 92z n o 0 0 0 0 o a o o zz o 0 o a o o D p o ]p.6 az6 1n z32 0 0 D o p p D o 0 0 0 0 p o 0 0 0 0 ze6.1 qze q2¢ 13 a D p o a D o 0 e29 xy 33 p a o D 0 D o a o D p o D p a D o 0 3pz.3 Sao 0 0 0 0 o D o 0 p p p p p 0 0 0 0 ev a26 0 0 0 0 o q o v D p D 0 p p p o 0 0 .O E33 33 2s0 ±4 0 0 0 0 D 0 a 00 0 0 0 0 a 634 136 2]l a o 0 0 0 0 0 D 0 0 0 0 0 0 0 641 0 D D 0 0 p D 0 0 0 p o 0 0 0 0 0 0 0 0 091 25 nl o p o D a 0 0 p 0 D 0 0 0 0 0 0 0 0 1e9.9 e91 11 426 34 0 0 0 o p 0 0 0 0 0 0 D a 0 p a o 0 1121.z 940 0 0 0 0 0 0 1 9a1 D o o p o p a o 0 3 0 0 0 0 3 3 a o p o 9+z 940 D o 0 0 0 o D 0 0 0 0 0 p 1 0 0 p D o 121.o A�Feu eer ¢ scF MASTER re".GE PLAN E; AEMP-E'X 10.IN I ]0-YEAR ¢VEN}, EXI bT[NCi CONOrT"a W/ EXISTING FKILI}I. - All- Assoc. 1e/2009 ' PEArr FLOHE, STAGE¢ AN iOPAGEb OF G,,, A n pE RNTI pN pAMS ' ' NOIE :S IM+LI EE A SMCHAPGEp ELEMENT ANp :D RrPLI E3 A SHR[NARGED pETENTI Ni FACILtTY COWVEXANCE ETAGE STOPAGE TIME EL EMENi a (OFF)ICFS) (PT, Al, INR/MINI 25H 191,9 z.l 2. IF:4 q2.6 2.5 x 9:1 306.9 LB q 19. 30:9 l 31:1 41.0 1.2 129 32.9 30,6 IOIPEC} FW 11 X) 0 53, 39;4 J19.3 3.9 3 19. 11:] 295.1 IpIPECT FL OHI 1 53. R:1 299.9 .1 I 1 SJ. I ]3:1 194.6 .9 Eo. 14:1 253.0 2.2 222:1 1.9 225:3 150.5 (D[pECi FLOW, I0 98. 221:4 1.8 1.1 9 40. 228:4 .0 .0 0 0. z29:9 101.E 2.3 0 50. zI L9 2E 9.0 3.1 5 6 233:9 .0 239:q 3pq.3 3.9 q 2 t 135:9 36.9 .9 3 51. Z]6:4 292.i 6. 231:9 30.4 2.3 2 3 . 290:3 11.5 IDI PEC} FLONI 1 1 425:1 1 14,F 926:2 5 .0 9 1 I91.;:p 1q 53. ' 921:x .0 dE:3 3.0 IpI P EC} FLpq) 6 30. 930:2 2.0 D x 15. 931:x 310.1 .p 13.9:p ]2. 432:2 .0 ,0 q.5:0 0. 435:1 11.1 uu.R F FLO, 9 931:1 llq. 10 -R T 1'. .1 q8.0 IDI PELT FLOWI 1 5. 500:5 12.E 9,q p q 600:3 ,0 (p3RECT FLOW] 0 0. 922:3 $95.1 Ipt REC} FLOWI 53. B z6:3 LB IOI REC± FL'WI 15. q 2B:3 291.E IDIPECT FL04 E 29:3 103.E IOI PEC} FLOXI v 53, 1DI.1 FLOW I 0 v. 031:J 94,6 IpIRECT FLOW 295.6 IpI PECi FLFLOWI 039:3 32 x.2 IpIRECT OW' 3 21. 041:3 111.2 IpIPECT FLOW 1 50. E 91:3 211.3 IpIPECT FLOW' S q. 9913 i58.3 IpIPECT FLOWI 10 q0. 990:3 319.E (Ot PECI 1LON1 3 991:'. 13.$ IpIRECT FLOW 991:3 306.0 IO1pECi FLOWWI 99. F.NDFRCGPAM PROGPAM CA WEO Anheuser Busch Master Drainage Plan gyres Associates 10 year, Evsting Contlltions.Input and Output MotlSWMM Pape 6 of 6 Anheuser Busch Master Drainage Plan 100-year, Existing Conditions ModSWMM input 3 u 1 xAleasxsD p e 100-1 ec vscA MASTED pMINAGE PLAN FILE: IBMP-E%]DO.tN 100-YEAR VEM, E%I9TI NG CONI]IIION6 N/ EY IO}ING FAC I LI T IE6 - Ayres Assoc. ]0/$008 [ry laa 900D 1. z 1. 2. 5.99 9.95 q.I2'i 2.90 1.96 1.22 .06 1.D0 0,95 0.91 O.BI 0.. 0.01 p.19 p,15 0 ]J 0. .lt 0.69 0,67 0.93 1.0E 3,59 2.17 1,11 5.11 1.25 0.11 0.11 .11 1.36 Lt3 0.99 0.9J 0.A0 0.05 p.01 0.]0 0.]5 0.r3 0.60 0$66 0.69 O.6R I2 p.016 0.25 0.1 0.3 D.St 0.5 0.0010 ` AB DM IXAGE EAEI NS 3 200 26 2190 33.6 .p16 x$ 622 ]150 10.6 9 1. .03$ 1 25 25 5630129.1 5. 1 26 2fi 6156155.] 5, .c al i 5230 12.0 5. .926 Spt lc bae i nxx9 Sn[ f v s-90-91-92-9]-9q Aytea [av,ta ton 1D/x 000 1 90 91 S1 2O12 921 v1 9 9lt,5L e 9fi25, 05 0 t 92 222 91g 5D. .0 1' I 93 23 Me 6. 1, I 99 30 1099 i5.0 aced In. a a pa sln 30 and in ea setl [D¢ area of Cas 1n 90 Ay[ea rew¢ion iD/2 p09 30 9]0>630 of 1 3] )3 6665181.1 .WI 1 ]3 32 9x 90213.3 b. .014 1 3q 39 62201 b.9 ,p10 ' ENO AnNeuear Bu sep pr oper[y PAS!NE 0 0 FLON SN}O 6AAIt4A AND NELO CANAL IANNEVS ER BD9[X REGI DNAL OE}ENTI pN ppNpl 925 897 6 d I, 1E2.1 31.0 29Lf 56.3 ]3x.0 13!.9 13sA 25 925 9 9.0 llp 0. .p02 0. 0. .016 0.5 13e I10 D. AU 6. 229 25 9 9,0 llt p. .DO1 9, p. .016 0.5 13.0 I110, DG4 r. 3 D35 5A M INTO LAN}MER Ane NEW CANAL IC 6PR EMBANEME NSI i W926 89] tfi 3 1, 0.D D.0 15.0 11.2 12.6 20.1 191A 129.2 ]99.p 229,6 211.fi 329.5 $R1.3 925.0 229.0 525.1 2J6,8 A25.3 2q 3.fi @5.9 Rq➢.9 935,5 25i2 925,E 39] $60.1 21 1@S.l 269.9 1125.0 269.1 I225,9 29,6 1J26.0 5 3 I. 26 891 4 0,0 x1r D. ,0D2 2. 2. .035 2.0 0.0 2110. .002 rr O. 300, .060 5.0 231 99] 9 2.0 3320. .003 2. 2, .035 2.0 10.0 ]320. ,003 50. 10D. .060 1➢.0 221 2fi 9 p,0 I690. .00] 2. .035 E.0 1090. .001 1D0. 100. .OW S.p � 041 426 3 1, A26 221 J NW CpPNEP OF 1P9 AND MgMTA{N oI STA DRIVE 921 836 l 2 1. 0.0 p,0 15.a 10.9 11.1 00.0 2p,9 2D D.p 2 11 300.a 23.z q0 o.0 500 2q.0 DO.a n 921 1 0.0 129p. .15 $. x. .03s 2.0 9.0 1z90. . 0 00. 9p. .060 s.p zze 2] 9 o.p .003 . .03 2 1,0. 119. 1e 5..cln[ ae2yd9 tm AEV100 - pNO 42s STOVEOpR PA"eMEBITE PEG DNAL DESE TI ON 21 0.3 t, .5 1.10 1.21 115.0rA2 110.2 ppND 155 395.6 1.10 203.1 1.85 191.0 . Ill 3.90 .9 2.82 ]01.0 3.33 62.9 3.65 ql.] 39.I q.52 21.9 5.I0 R0.2 5.65 16.6 6.259.50 l.1 1R.00 9 1 229 3 1. 29 029 9 5.0 3520, .009 Ip, Ip. .035 5,0 100.0 .009 90. 10 .045 1.0 235 29 9 5.0 2910. .009 10. ]0. .p35 5,0 100.0 29!0. All re, .Op. .095 5.0 30 029 q 10,D 19501 .D09 q. ,D35 q,p 92.c 1950. .O04 100. 10 D. ,r45 5.0 Adtled CE 500 egv!ralenc [v Ic 211 1 es 11 - pyrex [ev t n ]0/200e 500 30 5 4.0 3200. .DO2 0. p 81O .013 4.0 Aetl2 2r2 2$2 egvi val a n . ..009400 IDD..DO Y- Ayres 10/ HcOpx 55 0` 3. N N q3p EOSEP 009 CY. pN-.TE c.S.i. PoN0 3D I, 0.p o.0 0a n.0 0,z D,3 1.1 1.1 Anheuser Busch Master Drainage Plan As Associates t OPyear,Existing Comitlons,Input ar Ou yre tput MOESWMM Page f of 7 f 2.6 l 4.0 L9 ' NN CO.RNER pF AS qp EMBMTyENT Al9p MOVNTAIN VyE£9 DRIVE G.I 0.0 4.1 B.1 ]2.5 200.0 - g00.p ).2 AS 19,0 qO p.O 20.q IGOO.D 2L6 1200.0 22.q 190 M, 2].R 1600.0 29.0 1800.0 $J9 93I 9 $,0 2940. .M 2.A ID 2390. .pDA 5. I0. .060 I0.0 3l 9]1 9 i0 2030. .D" 1. 2. 1035 2.0 10.0 $030. D01 100. 1DA. .p60 5.p ! 232 0$6 4 0.0 1630. .00] 2. $. .035 $.p A, 1111. DDI IOD. 1p0. .060 5.0 O CR5 �H9]a 232 3 a 0.A D.D 12.1 1 p.0 11.4 500,0 32 432 9 a.0 2330. :-1 D. 1. 4 ,035 2.0 1D.0 2330. 0 100. 60. .060 5.0 z33 zz a.D lain. .oa, 1. m.p mD. .Dm mD. 1Dn. .OeD ;.p I of l ox Xva zph rrom ABREV IDO - 33 - 3 033 20 3 S,CE l0. W 3 pp 0.0 O.lfl 1.2 0.23 JA 0.35 la.i 0.93 23.] 0.53 q5.8 0.55 9p.8 0.8> 195J 1.30 ]fi0.0 1.92 19i9 1.95 109.A 2.9] 3.33 39.9 3.98 l>.10.5 E.25 ).38 a.3 8.6] A.ID C.5 la.p0 0.t ' In L lox Xy tl[o{r apA f[om ABgEV 100 - C. 290 t -1 a40 833 ]p 1. O.Dp D.0 O.IB 0.0 1.21 0.3 0.35 2.0 0,q3 5.1 0.53 1R.3 1.fiS 1.10 12H.2 1A2 L41 69.9 5,11 $.I 0,3 ]9 BJ3 2 .0 2060. .006 1.1 IA .035 IG. 39 990 q 2.0 1B 50. .00J 2. 2. .p31 2.D AS RR EPLIS 10.0 1d5 p. .p03 1p0. 1p D. .060 I., 911 9'A 9q2 11 3 I, 0.0 0.0 260.A 0.1 >O C.O ".A 8W, 300pA 196.3 I200.0 25e.1 tg00.0 339.9 1500.0 360.9 11C0.0 q2L] 1g00.0 461.E 2p Op O 520.8 112 30 ] 1, 2 239 3 B]9 39 3 1, 2]6 Biq 9 0.0 A. "I a. a, .035 2.0 6.0 ICBO. .006 102: lO1, .060 SA 2P 839 9 0.0 2090. ,004 2. 2. .035 2.0 9A 2030. .009 I00. {00. .060 ;.A NYR]X OF AXXEVSEA . ANp CR52 I nY lux X rape fi-om AHRHVIOo - PONO S00 -1 6Dp 1.5pD zp 3 1, p.nD p.0 l,e] 1.z 1.HD z.0> 65.e i a.28 >9.l $,55 BB1 2.]3 89.9 3.08 81.3 3J5 02.3 3.9a 68.9 q.9J 20 38.9 6.IS a9.0 9 U 6.1 9.02 9.4 10.]l 2_5 11.00 0.0 Intl ox Nyaro grapy fr rt YCECX l00 - POND 935 - 935 231 a0 3 ` 3 0,00 0.0 0.95 1 2.l D.5] 9.p 0.80 a9.2 1.10 3a.1 1.q$ J9.5 1.65 q6.5 1.Y5 58.6 2.18. >9,0 2.q3 99.8 4.58 P0.9 3.03 3.30 223 3.68 3MD 9,58 16;.5 5.8a 231.0 6.28 9 L, fi.83 09,0 B,qB 5;.8 12.p0 31.0 NOP3X.Op CRSa B MEEN RRAHp CR9 t n Llaa Xya[agfaPR H[[om ABREV100 - PON. 936 -1 436 236 20 3 1, 0-0D p.0 10 0 ]9.0 1.1) i93.6 1.27 3A,_0 1.4 59E.B 1. 3 1005.E 1.95 1a101 2.$3 1364.9 2S5 3423.1 1.91 1351.0 3.52 1189.2 ].15 Sp61.E 4.58 958.0 5.30 905.1 625 050,6 B3>-0 B.fi> gJOA 9.51 8a 9.1 SO.IJ 809.1 i2.00 180.5 I NTER9 ECi ION OF I ANp CR52 2 nl l or Xyarpp[aph ff om pRREVI pp - pONp 93> -1 437 23l $0 3 0.00 0.0 p.69 I 2.2 5.3 O.B] a9.8 1.30 a12.6 l.El 266.9 01.92 2S 1.59 29E,2 1.E0 289.9 2,07 252.a 2.]3 t56.5 3.35 9B.p 1.42 99.4 5.20 24.1 6.10 13d 5.95 8.0 ].3B 6.2 1,61 S.i 0.>l 4:6 I2.OD g.3 822 ]1 3 ]2 022 3 11.0 I530. .oW L 5 1.4 .pIl 11,C JI >$ N VI61A sP}LL FROM NO E • 830 828 B31 12 3 1. 0.0 0.0 S,0.O p.0 550.0 3R.0 600, ".A fi 5 p.0 ]13.0 ]00.0 156.0 7s0.p 20J.0 800.0 299,0 B..o 295.0 9C0.0 lll.0 950A 11 .0 Ip p0.0 435.0 30 a20 3 1 B$B 1 20.0 1710, .0p2 1,1 1., .035 10.0 33 )3 3 Anheuser Busch Master Drainage Plan gyres Associates 100-year.Existing Conditions, In Wl and Output ModSWMM Page 2 of 7 S�f lov N}rtl[og[ap0 [[om HXPEV 100 - NODE &91 - 0.00.or T< $0 3 L 1.1 OAB 99 1.01 IRS, 11E 11R., 3.40 39q.] 2.11 374.9 4.03 3E3.4 3.02 3E6.9 ,.I, TH.3 ±.. IOl, 4.01 261, q.qC 3SC.6 RAI Z]9.4 1.11 293.d 1.11 164.] 1.30 195.3 P.q] ITBC TI. 110.3 ]0.]5 164.9 t2 p0 t61.3 ' ENO ANXEVE EP 0V E[H POP?I py OF IbOEt 0 0 ENOPIYOGMN Anheuser Busch Master Drainage Plan 100-year, Existing Conditions ModSWMM Output ENJI PONNENTgL PROIEQION AGENT - STOPN EST EP HANAOEXENT 1pOEt - VENSIDO pGl CEVELOPEO BY NN'TIF ENOY, INC. ONIVERCI9Y OF FLORIDA EMIR PFACFACFS EE REEFER', INC 1,FIF..E 191N1 VP DATED eY N9I VE PA I TT OF FWRIOq (DIME 19131 1 X1OFOLFA1D ENGSEN,YEE CENTER, COHEN OF EDDISFA,A "Is"' FIVER NIVIQ iON, CORPS OF EN6INEER9 (SEPSENSEN 19741 bOYLE ENGINEEPING CORPORATION IMAACN "$I, SULT t.11 TAPE OR DISK AE SI GNNENiE IN(SI FNIRI n 1N131 IIN141 ,ISNIAI S INI61 SINI11 .11N... T,N191 dIX 1101 2 1 o C N n o 0 0 0 .1111 TOUT(2) 0111, Ga141 1C 03M11 OOUTIEI OOOTI]1 JOVI(EI .lOUI191 J UT I101 2 N O N 0 N o N o N o 1 N..,II NSCPATIRI as'.I,, NHORAF141 NSEPA3151 3 N p NATEPS NQO ESCREAN CALLED • 'CRY IMNE TO RVXOFF MOTEL AMeps a[ 2ueG MAE IER OpA INAGf N. FILE: PbNF-EX100.tN I00-YEAP EVENT, EXISTTNG CONWIIONS 11 DIETING FACILITIES - AY[es Aaso[. ]O/20N NIMBEP OF i HILEE ]20 IN9QGEAIION TIME INIERVAL IN INOSEEI I.NN 1.0 .,.AT OE INFERVSOVs AMA HqE ZEE, N NTION O _ 2a RAINFALL S?EPS, TT@ TYKE TNIEPVALTI, s.0o nINC,CA FOR RAINGAGE NVM+EA 1 RAINFALL NIA TOR, IN INCNES PER N., LON l.lq 1.33 1,11 2.R, 5.,, 3.93 q.12 2.qE I, 1.22 LO6 ].NO .IS 91 N] 3 .It .ES '84 .8] .18 .IS FOp pAINWGE N.A 2 RAINFALL HISTORY IN WIFE' PER SIR .93 1.16 1.24 2,07 2.E9 511 9.S, 3.N3 0", I.a6 L13 .99 .9S .>5 .IT .], .AN .66 .69 ,tS 'BS .S1 .]B AngeV E¢r .-h FACIER DRAINAGE PLAN FILE. ANNP-QX100.IN Anheuser Busch Master Drainage Plan Ayr es Associates 100-year,Existing Co aoitions.Input and Output ModSWMM Page 3 of 7 r 100-YEAS EVEN; ENI RSNG 'NEO....a, N/ .."'A' FACILITIES - Aya¢ A-- ",I, SUBTPEA GUPIF. HI.. AREA PERCENT SLOPE PEEISTANCE F.,.A SE ACE 9SCRAGE IINI JNFI yTpAII ON PATE IIN/XPI LOGE NWIPEP oA MRNRILE IFTI IAO INPERV. IFT/FI, IMPERV. EPtl INPEAV. pEPV. MAXINUy NININON MI- .ATE NO IISOES -2 0 .0 .0 .p .030E .Olfi P250 .30E .]00 20p 26 2q q0.0 ]3.fi q0.0 AI60 ,OIfi .25E .1p0 J. .51 .50 '...R0 22 922 15p.0 10.6 SA .012E ,016 .25E ,1 SN 'S. 0 1 25 25 5630.. I29.1 5.0 .001E .Olfi .25E .]Op .30E 'S1 .50 ,OOI Bp I SO 2E 26 8156,E 15it 5.S .Oz00 .016 .25E .10E .1.S 'S1 .5p .001 B0 1 2> 21 -0230.0 ]2.8 5.0 .026E ,015 'S1 ,50 .p0380 1 9p 500 12130.E B],fi 32.E .0p50 .Olfi '25p .10E .30E .51 O ,0018E I 91 29 1a99>.0 99.5 1,0 .p050 350 .IpO .3 p0 .51 .50 .GOT B0 1 .016 .25E .10E .30E .11 .50 .001. 1 92 222 9t63.0 28A 50.E ,050E .016 .25E .ISO .30E .51 .IS 93 29 2134A 26.9 6.0 .013E .Elfi ,255 .100 .3p0 .00IBO 1 94 30 3p99.0 35.E 6.0 ,ODD .p35 .25E ,10E ,30E .11 .A0 .pO 18p ; 30 q30 3630.E 25.E q9.p .015E .016 .255 .10E 'S0 ,p0190 31 31 6fi r5.0 ].1 ] 0 .L210 .pt6 ,2gp .30E .5] .50 ,Op 1.0 1 32 ]2 9290.E 213.3 6A ,019E .I00 "S .51 .50 .00IBO i .Olfi .25E .IDS 100 ,51 .50 .0019E 3+ 3q 6220.E 19.9 9.p ,p I00 .p16 .25E ,10E ,30E .sl 0 ,p0190 I }OTAL N..F .1 S.`A 1FNEMS. TOTgL TP}9U TARP AREA IAC ." 1231.B0 1 100eY ¢ euscq MAETEA sc WAGE PLAN Fi LE: G PAOIL]00.IN EgP EVENT. P,Nt SSI NG COYDI TI OXS N/ E%I ST IHG FKILI T IEE - Ay¢ee A¢¢oc. 10/200 • COM NUt TV "'A FOP 9VE'T"AMT .OVITXG IN N SNN2-PC mcpsl NAT-A.. AREA IACPE51 1231,B00 TOTAL RAINF.4L IINENE9I 3.AE9 TOTAL I.E."PATTON IINCREEI I.S]b TTOOTTAAL NATER9NE0 OUTFLOW 1111-91 2.311 SURFACE STORAGE AT E O OF STAON IINCXEEI .251 ERROR ON 10Ei2NUl TV, PERCENTAGE OF PAINFALL .000 gSL..... emcp NgST. pRAIXAGE PLOW FILE: ARMS-E%10p.IN 100-TEAS EVENT, ENSSTira CONDI TS ONS N/ E%IETING FACILITIES - Ayie¢ Es soc. TO/200 I UTTEP GUTTER NOP NTOI L M9 N INVERT EI OE SLOPE OVEPEANx/6URCXARGE NUMBER CONE ECTTON SE DP SAN ENGTN LOPE q19 TO AT M.W ne,, EFT, OF FTI IFT) IFLFTI L P N IFTI 925 B9> E 2 PIPE .0 .opl PE9ERVCIP ETOMGE IN ACRE-FEES V, SPILLWAY ENT". .00 0 .OSO .0 9.9 p0 2B.7 9.]p0 ]62.) _b.0pp 2]2.6 59.30E 392.E 111,110 111.B 25 925 0 q CHANNEL 9A 1I00. "PS .0 .0 OVERFLOW 3.0 1100. .0025 6.0 ].0 .035 .50 0 229 25 0 9 CHANNEL ]q.0 1130. -0p90 ,p ,0 .516 6.5E OVEEFLON I3.0 111S. ,009E 1.' 3.0 .035 5.50 S 926 89I 16 PIPE .0 ]. .001E .0 .0 RE,ERVOIP ROPAG,SIN ACM-FEET V9 RPSLLNAY cu,nI .00t .00 0 .OOp ,0 15.90E lit >z..N 20.a I..OS0 329.2 199,OO 224.6 211.60E 111.1 2z1.300 425,E 229.00p 525.1 236.E00 624.3 293.,0E >23.9 2q9.q00 925.5 25i200 925.E 26 p.I00 1025.] 269.9 SO 1125.1 2E9.100 1225.9 2I3.61c 1126.E 89] 225 0 3 .p .pSll .0 .0 ,001 1p.00 0 26 B91 p q CHANNEL .0 211" .0020 2.0 2.S .p Al 2.00 0 E31 99t 4 OVEPFLON 9.0 e110. .p02p 100.E 100.E .06E 5.00 p cxMT`EL 2.0 130, ..m0 2.E 2,S .o3s z.0a o 22> 26 0 DVERF LOW 30.E 3320. .Or 11 50.E ]Op.O ,SfiO O.Op 9 CHANNEL .0 189E. .001E 2.0 2,S .035 2.p0 0 R91 g2fi p OVfPF LOW B.0 1.A. .OSIO 100,E 100,E .560 5.0E q 926 2p) S I ,C L .ISI➢ .0 .0 .001 30.00 0 52] B26 'p 1' .001E .0 .0 .00I 1S.OE 0 PIPE ass.IR STOMOE TN ACSE-FEET VS SPt LLYWY OUTFLON 1 ,SO10 ,0 .0 .SO1 .00 0 15.20E IS.9 19.50E 300.E 20.90p 20pA 22.2 D0 300.5 23.20E 900.E 24.00E 1..a 2] +2] 0 a C EANNEL O.S 1290. . A z.S 2.A .O1s 2.0E 0 22S 2> q OVERFLOW 8.0 ... .001. as, 90,E .0O S.pp p CWI , .0 1370. ,003E 2.S 2.0 .035 2.0E p 42E 929 20 1 .1. 8'A I3IS, .0030 100.0 IS0.0 UN TS ME IN XPS V5 I.".W IN IS 0 1. .pOlp .0 .0 .p01 IO.OS -1 1.7rS. 20].,0 ],p30 L5 1.10E 24.E 1.210 115.E 1.120 110.2 LESS 195.6 DO 9 1.95E 191.E 2.410 137.4 2,82E SOLO 1.33E E2.9 2.65E 9l.]3,9d0 1B.1 9.520 2].9 5.10E 20,z i650 16,6 6.25E 8.61E P.2 12.000 9.1 19.4 Anheuser Busch Master Drainage Plan 100-year,Existing CGNtlitions,Input and Output Ayres Associates Page 4 017 MotlSWMM ez9 zzs p 29 829 0 5 CyANNEt 5.0 3520. .004E ..0 10.n .035 1.00 0 235 2g 0 OVERFLOW 100,E 3520. .0°q0 Bp.O 100.G .045 5.0E -NANNEL 5.0 24 L0. .004E 10.0 ID.0 ,035 5.8E p OVERFLON 100.E E930. .'P. 80.E .1.0 .D45 5.°0 l° 829 0 q cHANNEI 104 I9eI. .Da4° 4A 9.° .035 9,°° 0 OVEAELOF' q2.0 195 p. .009a 1pp.0 IMO .°95 5.00 50a 30 0 5 PIPE 9.0 3z dI. .002E .0 .0 ,p l) 22Z 29 0 OVEPFLOX 8.0 3I.. ,°OEO 9.° 9.E .oqa 100.0E 1 cNPNNEL I0.0 ss o p. .004E 3.0 3.0 .090 t°0.00 °q)o 3a 9 PIPE REsePUo R sxoRAGE2IN ACPE_EEET vs SPILLWAY OUTFLOX 1 .pp0 .0 .20E .9 +.m0 I.1 2.80E 10 4A00 I, S.I00 29A 6.400 )4.5 °31 z3i +1 PIPE .1 .pm0 .0 .v .00+ RE EEPVOIP 5I.R x AGE$I EET VS sP V IL LXAY 0 '. 1 1 A00 .0 gCR100E-P 8.1 12.SOO 200.E 15.10E 90 p.0 ]).200 600.E 19,°00 BOO., 20.9 a° 10'N 21.Epp 1200.I 22.80E +900,0 23.°°0 160a.p z`ilol 1800A 239 931 0 4 CHANNEL 2.11 299 p. .006E 2.° z.0 .III 2.0° O DVERPIpW ]0.0 29q 0. .006E 5.0 1p.0 .06E 10.00 3L qt1 0 9 CHANNEL 2,0 2010. .003E 2.0 ,035 2.0E 0 pVEPPLOw Ma 2030. ,p0]0 In.I IH I ,06E 5.00 i 232 e16 0 9 CHANNEL .0 2.1 2,0 .035 2.00 p 432 232 Lew °.p 16J 0, OO Id 100.E I°0.0 .06E 5.0E 3 2 1PE 00ta N. FLON 1. . .a .0 .p 01 .P6RVOIR E 9TOPAGE IN AC PE-FEET VB SPILLXAY OVt ° .00E .0 52.900 30 932 p 4 CHANNEL 2.0 2334 .O IN 2A 2.N .035 2A0 0 233 32 ° DVERFI IN 0.0 .003E 300.p 60.a .OfiO 5.00 4 cxAHNEI +z.0 121°. AOIa 0.11 $,0 ,all 2.o0 0 J3 033 atiRFL.w la.p 1210, .001E I00.0 100.E .06E s.p0 I NRs VB 2° 3 ,a I. .polo .0 .0 .pal 10.0E -1 N INi IN C11 .000 .18E 13 21° 1, .35E 12, .430 23.) .53a 11.8 i .65° 90.8 .BJO tg5,3 1:1. 16a,0 1.92E I47.4 1,550 119.9 2A11 12.l 3.33° 39.9 ].980 I).1 5.100 8.5 6,250 9,5 ).]8° 2.1 B-IIN 1A 1 9.Sp° t2.0 a0 1 z4p 833 i ME IN xas vs "'NON : CFs 1 .00E .0 ."O .0 .23a .J ,35E E 1 .530 18.3 ,65p 41.3 B)0 91,) S.IDO 130.E 1.2 J0 139.fi 1,92E III., 1.45E 58.°2.91E 69.9 3.330 23.E 3.98E 1a.6 SdOA q 6 6.25E 2.2 ),390 0,610 .3 9,50a .1 '4 19 B33 ° I ANNEL 20.° 2p6°. .006E 1.1 1.q ,°JS 10.0a a 34 44p 1 4 CHANNEL 2.0 185a. ,Oo3p 2.0 z,0 .°]5 2.0E q 10 9q2 II OVERFIOX 10.E IB 50. .003E 100.0 100.E00 SO,Oa 141 OI VERSI CN TO Ni NNOEP "I - TOTAL c IN VE.1RTE° 0 tN [FE 700.00E 47.8 HO.030 128,2 3000.00E 196.E 12°°.O a° 211.1 1900.O p0 3]4.q 3500.°GO ]68.9 I10°,0°0 921.) 1BOa..0 g6L6 2000.00E 520.°941 0 .3 .a 1. a01a .0 .00t 10.0E a 992 239 0 ] H39 39 336 839 9 9 C)UNNEL ,0 1p80. .p°6 2.0 2.0 .035 2.p0 0 211 B39 0 pVERELON 8.° 1p80. a,p06 tOp-O 10a.0 .06p i00 9 CHANNEL .0 2.I0 1.4E $,° 2,° .035 2.p0 p OVERFLOW B.0 2a90. .00<0 I°p,p 100.E .p60 5A0 I 600 5°0 IN 3 .p L A010 .0 .° .001 10,0E -1 Ill TIME NPs YS [NFLON iN CFS .O aO .I 1.9E 1.2 1.80E 37.1 2.01E 6I-E 2.20E 19,I 2.55E 88.1 2.v3G 89.9 3,09E B1.3 3AE0 Bz,3 392° 68A 4.4z0 56.1 2Ba 6.18a 21.0 6,111 I8,1 1.300 I, 0.25E 020 61 9.820 9,9 16 .0))0 2.9 12E .0 9]5 235 2E 3 .0 1. .polo .a .0 .011 10.0E -I TI.4 IN HNO VB IN". IN CFS Apo .0 A50 2.J 90 g.a ..0 24.2 1.300 12.1 1,42E 39,5 1,65E195E 50.E 2.I B02.q3a 9g.0 2.)30 P0.9 3.01E 209.1 01 ]l 1.38E 229.1 3,60E z16.3 q.5°p 1fi 5.6 5,820 9 A 6.280 91,E 6,830 8q.0 BA EN 55.8 22,0 .B q36 236 203 _ A L .O plp A .001 10.0E -{TINE IN HP6 V N CEB ° -J .00E B LJw.I l 0°0 19.E 1 ". 193.E 1.2)0 ]89.8 1.92E 596.8 L)30 1005.E 1.95E lzl a.1 2.230 1369.9 2.540 19 Z3.1 2AJ0 335).0 3.520 IIB9.2 3.900 1061.E 4.58° 950A 5.]0a 9II 6.250 B5 p.6 >,550 011.0 8.61E B31A 9.6 Jo 029.] 3°.J30 809,1 12,00E I", 417 z3) 20 1 .0 1. .0mo vnE xx xPE Vs IxF X IN CFs '0 .65E 2.2 .BJO 28:1 2.100 2,6 1.2)0 266,9 1.420 2911 LSIp 290E 1.Bo0 289.9 zA)0 252.E 2.J30 156.5 3.]50 90.0 q.9 Z0 44,q 5.20E 29.9 6.18E 13.3 6."a 8.0 L380 6.2 ) 630 I.5 11, 4.6 12.00E 4.I 822 )1 ° J .001° .001 IO.°° 0 12 B22 0 1 CXANNEL 25.E 153°. .009° 1.5 1.9 .035 ]O.Op a1 12 ° 3 .00ID .p ,0 .001 1➢.00 0 820+ B31 12 aI VE0.9 tON TO GUTTER NN91ER 831 - TOTAL 0 VS IIVEETED..a 0 IN III .00E ,0 500,.0E ,0 I" 000 20.0 900.O D0 64.E 650,000 113.E N0.000 158.E 150.00E 203.E 900.E°a 299.E B50.000 295.E 9°0.00° )42.1 950,000 3B1.0 1000.000 935A B3° ZEE 0 3 .0 ,0°1 10.0E 0 1J 820 ° 1 CXANN EL 20.E .0a 20 03] 1j1, .001 0.0E 0 1oAnh .a0 -1 100-ye r Busch Master Drainage Plan A Associates 100-year, Exislinq Contlilions,Inpm and Om pes pul MoESWMM Page 5 of 7 i LNE I HRS V INFLOW IN CF9 .ODD B.0 .q80 9,g 1,a90 3r9,1 1.1so 38H.B ].38C 399.3 2.",1 "i's 2.650 385.9 3.0]c J06.9 3:ls' cls.3 3.150 339.9 L03a 36i.B 9.110 391.E 5.1'10 ]19,9 5.6Bc 1.1, fi.3d0 2I9.2 1.300 195.3 8.00 1]9.1 5.s10 10.3 la.l5c 369.8 12.000 161.2 1 iOtAt NIL�EP OF GCTIE¢5/p}pQ9, 50 Anp¢user ii-I M sS ss ra"l GE PLAN Ft1. ; ABIID-E%1p0.tN 100-YEAP f EVEN2. Ex1BTING Ccou'll it W/ E%ISi[XG FAC11111E5 - Ay[ex Assc[. ]0/zD0 ARgANGFMNt OF sVBCAYCNHENll A c GVRER9/PIPEE GV3l. t2audo AEY GVIIER/PIPE BpiARY SpEAREA p.P.ltil t 15 9 c 0 0 0 c 0 p 0 a 21" 0 0 D 0 0 0 0 D 0 933.9 26 22i D 0 p 0 0 0 0 p 200 06 0 p p D 0 0 p 0 111, 27 22B p 0 n 0 0 0 29 ]]3 2<2 0 0 D 0 p 0 p 0 9t 93 0 0 c 0 0 0 p D t59.i 30 SCp 930 9+1 0 p 0 0 p e 0 99 0 0 p 0 0 p 0 0 0 191.6 t 31 0 0 o D o 0 0 0 0 o u o D p o 0 0 o c teu 32 233 a D D 0 0 0 0 0 0 3z C o 0 0 D a o a 0 213.3 39 639 D D a p o 0 0 0 0 9 0 12 0 0 0 0 c D o 0 0 0 121.9 H31 D 0 0 0 o p o 30 D 0 D 0 0 D 0 0 .0 n o33 p o o D c d d o 0 2s 2 0 0 0 0 0 0 0 0 0 0 92 0 o p 0 0 0 0 0 2e.9 12 ez6 0 1a 630 c 2 0 0 0 0 0 0 0 a 0 0 D 0 22 B33 a 0 0 a o p 0 e 0 D 0 0 0 2J2 932 0 o 0 o D 311.1 233 9 o a a p o o D o 0 0 o D o 0 0 0 0 0 0 o vs.D( 0 D e a 0 0 0 o e o 0 D 0 o a D c e o ev.3 233 c o o D o D o 0 0 o C o 0 0 o d o o a 23+ 912 a d 0 0 a D o a c p 0 D 0 0 a o 0 0 1n.9 231 931 0 0 o c 0 0 0 1 0 0 0 0 0 0 0 93 36 936 0 D a D o 0 0 0 0 233 1 0 0 d o 0 0 0 0 z2 c 0 D 0 0 0 0 d p a D 0 ti 0 I 0 qz5 0 2s o 0 0 0 o D p o 0 9J1.9 I 926 E91 0 a a o o a o v o 0 a 0 0 0 0 o p o 0 'ie9.p 921 r o o D o o a o p o D a c p p o p o D p vz.e+za o 0 0 0 o D c o o a p c D o a c p o 0 D .o +3D c o 0 0 D 0 0 a 0 0 932 239 31 D 0 0 0 0 0 0 0 3c 0 0 0 D p 0 p 0 pp p 0 ]5.0 932 32 D 0 0 0 0 0 0 315.0 0 0 p 0 0 0 o 0 p 0 0 0 0 0 0 21J.o vl 0 935 c 0 0 C c o 0 0 D G 0 c 0 D 0 0 0 0 p 0 0 0 936 0 0 0 0 0 p 0 c 0 0 0 0 0 0 0 0 0o 0 0 0 0 .0 o 0 0 o c o o c o 0 o p o s 600 0 0 0 0 a o 0 C 0 90 0 0 0 o e o 0 0 0 91.6 coo D o D D o c o D c p p D D o o D o 0 0 0 o ez2 vz o 0 o a 0 0 0 0 D 22 0 0 0 0 0 0 0 D 0 10.6 ez6 qn 23z o 0 0 c o 0 0 0 p c 0 0 0 D 0 0 o zB6.t B2 92B 13 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 82 9 29 30 0 0 0 0 0 e 0 0 0 0 0 0 0 0 0 0 0 0 312.3 e3o 0 0 0 0 0 c 0 0 p 0 D 0 eze c D 0 0 0 0 a 0 0 0 o D 1 B31 D D 33 33 V1 71 o D 0 0 0 0 0 0 0 s3q 216 231 e93 0 0 0 0 0 0 o 891 26 231 0 c D e 0 0 0 0 0 0 D 0 o c 0 0 0 p 189.E p97 935 926 0 0 o 0 0 0 0 p o c p 0 0 0 0 0 0 0 II21.2 990 q 0 c 0 C 0 0 0 p 0 0 0 0 0 991 0 0 D 0 0 0 0 0 0 0 p o 0 0 9q1 990 p 0 0 0 0 0 0 0 0 0 0 0 0 a 0 p 0 0 0 121,9 Anheuser Busch Master Drainage Plan A Associates 10 year Ayres,Existing Conditions.Input and Output MotlSWMM Page 6 of 7 Mpe user H scp Mq P OPAINAGE P P-E%1 p0.IN ' SOB-TEAP EVENT, E%SEIING CUN pt iIDN9 N/ EX IF SING FACI LS T IEB - Apes Psmc 30/2G0 FlAW6, STAGES AXp BTORPGEfi pF GCTTEPE AN OFTEN ION DPNL ` MTE :S 3MPLIES P SCPCNAPGED ELEMEM ANp :1 IMPLIES A 6MCNAPGED OETEMI. FACILITY NVETANCE iUPAGE TIME ELEMENT ItYPE ICYFI LI FTI IAC-FSI (HP/MINI 399 3 36:9 188.9 1 1q. Z):4 26fi.6 ..3 2 C $9:9 9.0 2.9 0 q). JO:q St3.L 9.0 3 51. , 32:9 IL 1.5 J.9 3q, 34:3 159.T IpiPECT FLOWI 1 ), 34:9 lE]3.A 9.B 2 9E. 7 1:3 564.0 IpSFECt FLUNI 1 J1. )2:1 556.1 )3:1 610.0 5.q 2E. t ]9:S 393A 2.5 1 30. 223:I 225:3 ]930.9 IOIPECI FLOWI 5 �. 22l:9 154.2 220:4 4 1 9:4 81.E 231; 12$0.1 3 25. 233:1 .o .B7 233:q 234:4 12 .6 6.4 z 15. 235:9 2M20,$ 2,0 3 32, 36:q SU p.2 <. 2 2 38. 3 T:q 235.9 3.2 2 I, 39 p:3 I39.5 IDIPECT FLOWI ] 1). 9 R5:2 926:2 928:] $0].0 IpI RECT FLOWI ] 93. 911 2:2 1252.0 933:3 31:3 223,9 PELT F1ON 3 23 1 , 136:3 1 . T FLOWI 2 39. 31:3 .1 39).1 IOTPECP FLOWI 3s. 50 0: 1)9. 6.6 03 4 99B.. B :1 89.2 W 21:3 mru 11 F JI, 026:3 239.1 Ip IPECT FLOW) B3B:] OS6.l IOI PELT FLONI 1 )9, 829;3 609.0 10 pECi Ftgil 3 I5. 830:3 301.1 IpIPECT FLGNI 831:3 315.9 .1 PEGS FLONI 39. 0330 171A IDIPECT FLUWI 1 SB. R34:3 lE)6.2 1.1 PECT Ftu"' $ 35. a";, 11,,, IOIPECS FLZ 3 29. s11:3 I399,] IDI PELT FLp L9):] 1q 30.9 IpZ PELT FLOWI 5 29. t 99 C:3 16 i3.R IGIPE11 FLONI 2 391:3 909.$ Irl.E T FLIMI 2 :6. 942:3 ll39.6 I.1.rT FLONI 2 U. LHDPPIXFPAN pppGPAq CALLED Anheuser Busch Master Drainage Plan Ayres Associates 100-year,Existing Conditions,Input slat Output MatlBWMM Page 7 of 7 APPENDIX B - Anheuser Busch Master Drainage Plan 2-, 10-, and 100-Year Developed Conditions ModSWMM (Input and Output) Anheuser Busch Master Drainage Plan 2-year, Developed Conditions ModSWMM Input 2 eATZRSHED p 2-"a'Ae[ Euach NASTEp LOIADE P FILE: ABM O$,IY $-TEM EVENT, FULLY pEVEL0PE0 C npI lI ONE pN AR LM'p ONLY H/ ANHEVEEp BVECH Mg3TEq 14W FA[ILR[E6 - Ayres 'din. lc/2ppp revl¢t o nor E880 0000 1. 2 1. 1 0.29 0.33 OJ6 0.89 O.EI 1.57 2.95 1.18 p.]t 0.42 t _ p.35 D.30 0.20 0.19 O.Ip O.1) D.II p.16 0.15 0.15 0.19 0,19 0.13 0.13 0.2] 0.3] 0.35 0.1. C.15 L9E $.65 L10 MY 0.39 0.33 1. n 0.19 0.16 0.1] p.16 0.11 0,15 p.39 g.14 0.13 A.. 0.12 0.11 -2 0.016 0.15 0.1 0.1 0.51 0.5 0.0018 . A8 �q ". aAEINE, AE 0 EAAI.E 62NE ufch deve lopetl impervious P[Om VC51006P 1 SDO 916 299D 33.E q, .016 tltl Basin 101 anp ve[ Pond 9,L 1 $01 23] 322D 19e0 E0. .020 1 a 622 IE50 10.6 5. .il2 25 2528120119d In. ..is 1 26 26135t ll55.1 50. .0$0 3 27 211 d6U ]YA 12. A21 Sill[ basin 29 iota Elva pa si n¢-90-91-92-93-9q Ay[es ieva ei on 30/2009 90 50025939 6).6 62. .p10 1 91 2920895 99.5 l0. .030 1 92 222 .2 12E 1 93 19 ))R2 11.1 5p. .OtO 99 30301fi9 35.0 510 -dr RetluceI [M1e M ea oP pa83n 30 antl r¢a sep [he area o£ Ea 61n 90 Ayrea [evi st on 30/1008 1 30 g30r5995 25.0 sy. .0151 nc l 31 J15]50016q,5 e2. .p21 1 31 313)1]0213.3 55. .D20 1 343]31612E,5 . • ENp qnh euae[ Eu¢ch pmpe" .y gA9I NE D 0 X [xPp L am Ax0 W6 LD CANAL IANMEV9ER rl9 asdI.A4 E%I6TIXG p¢I.gnIg. nY., D.0 0.0 9.9 2r,I 11.1 112.1 37,0 112.6 59.3 392.0 t33.9 T36.p STIXG CE 15 antl CE 2$9 - . changes m exl sc i ng dl me nor l ons 25 125 q 9,0 Ilp1- ,112 0. O, .016 0.5 13.0 1300. ,002 6. 3. .p35 6. 229 25 4 4.p 1110. .p09 0.5 13.0 1310. .g4 3. .035 5.p CE 15 antl CE 229 - r mem v om is.d .sing rilo Ti VC 6100EP 15 q25 1 B5.0 1I D0. .gi, 1. 4. ,035 9,p 239 15 1 60A 111 p. .p03 9, 4' .035 q,0 CdE PP ping ' "n' $89)[oneZp[u al Cesign -1315 ac-£c storage, ..is[ing .u[leq impi.vetl spfllaay 0.p 2.1 ].0 I., is, 13.5 3L5 19.0 53.) $2,b pl9 19.6 129.9 16.9 1)3.E 2E.120p.T 299.] 514.9 335.3 921.2 E9) 211 J 2 YR LONCEPTVAL PONp - SAEIN 200 47p 26 2 2 1. 0.0 0.0 CE 26, CE Y., antl CE 221 r¢ asatl Ol msn sl ons - Arr.i sort Eu scn Mas[a[ Plan 26 E91 1 55.0 2110. ,ODJ .035 6.0 133 99l 1 15.D 2660. .003 4. 4. .035 6,0 g11 926 S21 26 1 90.0 1690. .0p3 9. 9 035 5.0 626 23) 3 as C.. OF Lq9 An. edV.,A1NI V 57A DRIVEpond ... ' 427 626 ) 2 l rna vet zn D.0 0-0 15.2 30,9 19.5 30 p.0 20.9 1p c.0 ' 21.2 ]OOA 23.2 g00.0 2q.0 500.p CE 9 [¢v18ed tllmenal one - Ann ei Bsch Nds[e[ Plan �.E 22E Mcun Vtsca 89' dis. Pipet ins - Anhause[ Rusch Master plan 1) 026[ar nl 20.0 1500. in 9. 9. .D35 9.0 32R 626 5 l.0 1500. .pp3 0. 0. .Oil bop 6.p 2500. .pp3 9 .0 q. .,In 100 in".v Hydmgraph fc m AsAarA - long 42E EIDPYfiODR PAT3p NOME6 DFF-611'E AEG,. nATENiTON POND - N er s charge d.r ing 2-y[ ev¢ -1 41E p2E 2 3 . pc O.DO 0.0 5 9B.pp 0.0 P19 219 3 Ex]E1NG CE 29 and CE 235 2 9 829 9 5.0 3520. .pp9 10. 10, .ig3Is, 5.0 100.0 3520. .111 60. 100. .pq5 5:n 115 29 9 ng 2910, .009 30. g: .035 5.0 'in D0.0 1910. .p09 EO, 300. .OqS 5.p Changed he[t.m eidch if it 30 no reflect [evisetl chann6l design - Ayres ]D/1 p08 1p B39 q 12.0 1950. .009 q, q. ,p35 9,0 4 E.0 1950, .009 1D0. ]00. .095 5.p Adr.d CE Ins egvl vdle n[ [ Ce 231 Ipl pet Ayres 'A morel 500 30 5 q.0 3200. .003 p. 0. .113 9.0 Anheuser Busch Master Drainage Plan& Ayres Associatesyear,DevelOP.d Conditions,Input and Output MotlSWMM Page 1 of 6 e.a Jzac. .ap3 9. .wD 10D.D ' AtlOetl [E 322 equl val en[ [ E 2a2 Ayc es "99 motlel 322 29 ]0.0 v 5500. ,Op9 3. 3. .09p 3p0.0 • ANN B10 IV I ON-51]E pE}EN}IW ppNp q30 30 9 2 0.0 O.c 4.0 1.4 D.2 1.1 1.1 2.8 1.3 9.0 L9 4.q 0.9 5.1 $9.0 6,9 ' N COpNEP OE RR EMRANRMENi AND MDON}AtN VI p9A DRi VE - 0.ertvve In atl...... no 431 ' 931 2'1 I1 2 3. ` 0.0 c.c 9.I B.l 12.5 1 . 900.G 1.2 6c0,0 ".Ic 800.0 20.9 lOc a` 11.6 12 pp.0 22B ] I",8 1fi 001 24.8 .O ' CE 239 CE 11,]1, -1tl CE 232 ievi se0 tli mens iv ne - Anhe._u¢ei 6m cM1 r„-sc ee plan 239 331 I 15.0 165p. .0036.0 31 9t qic 2B C 0. .0C3 A', 6.0 332 B26 25.D 163 D. .Oc9 f. 9. .035 E.p NES} OF CR9 - ve Sna Gve[[a nt pontl 932 f 932 232 3R2mo 1. ' 0.0 O.c 52.9 O.p 69.4 1p 0.c • [E 32 t iaeG tli rten si vv¢ - !ch Plan M J2 e231 1 ".1 'n",rer ED03 al c4� a_ ,035 5.0 In El vu Hytlmg[aph Emm AERE@ - 3] B3] I6 3 IE 3 013 0.38 p.5 0.40 1.2 0.9] 2.2 p.9] ).0 0.52 i c.65 ]6.] 0.18 ]9.2 0.9R 9.9 1.90 I.In 2.0 • tnftox Nytlr vgrapM1 ri am ABPovt - rE 210 -1 290 833 16 ] 1. 1 0.00 0.0 p.p 0.3 p.53 0.9 0.6a 2.q a.!o 2.l 1.41 9.E 1.9] ).9 L95 3.5 2.9] 1.6 3.10 0,9 4,92 0.1 90 A0 a.0 ]9 633 1 2a,a 2p6 p. .a06 1.1 L9 .035 1p.c ' CE 39 [ vi setl tllmensl vn¢ - AMpu vac 39 a339 1 3.0 1f 00_se[ B0 p3h M an q 15 .035 1.1 • PP EPLIP - pEEbVEO 940 4? 11 3 ]. 0,0 p.2 260.0 0.1 ]p0A 34.4 BOOR 12R.2 • SOO a.c 196.3 IIOc.a 259.1 2n".0 319.9 1101A 168.9 I]O p.O 921.1 1B00.0 161.6 2C Cp.0 5dp.8 991 30 3 9q3 219 3 )9 ` E 236 and CE 237 [ d tlt menai on5 - gnM1 eusev 0 i Plan E 236 039 L e55 g0 15]5. .a03 vscn be sce e35 6.e III a" 1 5.0 15p 0. .p09 9. 9 .035 9.a ` NOPRH OE ANNEOBER BVBCX Ane 11352 Infl o6 De y di t a2 h3r os PBREV2 - YD .0 - Nv Das cp at ga dutivq 3-11 even, 1 1. C.00 5 00 0.0 Fn." a.0 Inrlou .ydfo9raph [i m AB RE@ - PoNp 935 - 435 335 11 3 ¢ 1. 1 p.p 0.95 0.1 C.sl 0.80 5.] l ].SC 15.0 1.32 1],5 3.53 2C.c 1.95 16,9 93 S0.] 2.11 3.0] 5.] 3.8 3,60 2.l 4.59 1.0 ao 0.1 90.00 NOWX OE 1R52 2E}NEEN qR n. CA9 ' tv[lox NSd[vq- " from ABPEv2j0 - PoND 436 no, Ilp atldetl - 936 236 2q 3 1. 0.In 0.0 0.55 c.l 2.43 1:B 2.BD 9,p 3.1fi 9:q 3.5E 9.5 3.92 9.9 9.32 9.3 S.IO B.l 6.95 ].3 8.55 6.3 1p.35 5.4 11.1. 9 ] 13.t1 C3 19.52 93 ].l ].9] 1.3 10.11 3.0 22.51 2.8 24. I"In 2,3 30.B0 2.4 35.0 0 2.1 4E.p0 2.p nI R 1}ICN 0E CR9 ANp CP52 [n(10w Nydr pg[apM1 [[od ARp'2 - POND 411 p¢move lnadvartavc pond 437 - 437 237 18 3 I. OAo 0.0 c.52 c.0 0.93 0,6 1.q5 l.J • 2.40 ].9 31E 2.0 q.00•' 241Z35...60p030 60..93 16.6] p.6 18 00 L.95 dq01-0.612 3 .a I.1 O.0 48.00 1, [nrlw Hydm g[apM1 fi om PBREV? - 2OND 93B - no ov[[l vw fo[ 12 no ois • a.cD e.p c.pc 0.2 lnilvu PYdro9 t a In f an --vI _ CE 31 -1 3] 23] 13 3 0.1O C.c 0.30 p.] 0.48 1.9 0.52 J.6 0nn ]0.0 1.a1 1 3. 0.2 1.Os 0.9 63 4.s] O.D qE.pO 1.0 In e1w xydrvgfapn rr om ABPavz _ eE aqq -1 391 23l 16 3 p.78 l",a.D D.a .27 D.z .61 1.0 one 3.5 .eD I Ian 1.11 3s 1.q2 Bn L50 ].3 1.E2 3.B 2,q] 3.3 3.9E O.l 5.]5 822 l] J 1. 12 02Z I 11.1 11T .p09 1,5 1, .C35 ]a,0 3J ]2 3 Anheuser Busch Master Drainage Plan Ayres Associates 2-year,Developed ConCrtions,Input and Output ModSWMM Page 2 of 6 V L SON NO B B30 929A BJI 1 1, T.0 0.0 1..0 0.0 50.0 29.0 6p➢.p 69,0 S5I.0 LI J.O 100.0 138.0 SOA 2p3.0 800.0 2440 P50.0 295.0 900.0 "S.0 950.0 3tl.p 3000.0 g35A HIS I29 3 t3 BIB 1 MH 1130. .00p ].I 1 3 .035 MO P35 l3 3 I nftox MytlrograpF. Lrom ABR£v2 - NO➢E $,I -] 811 l 20 3 0,00 0.0 O.qP 0.] LOt 3,q 1.1P ITT., 156.E 1.SB 165.E I.. 15].1 2.0E 110.1 3.15 'I"I 4.99 139.0 5.3O 111'. 4.25 130.J 10.10 IE 0..1 12.00 12L9 t5.J0 ]Et.q E4.26 126.E 29.00 126.6 R"On I26.5 q0.00 126.q 48.00 I26.3 END ANI6USET BUSCH PL0.if ON OF MO➢EL ! 0 EN UPROGRAN Anheuser Busch Master Drainage Plan 2-year, Developed Conditions ModBNMM Output ENV IROIIMENTAL PROSECTION AGENCY - "OHN WATER XANAGSNENT NOEL - VEROr. p,,I ➢EVELUPED 51 XETCALF ♦ on" INC. UNIVERSITY OF 11USIDA HATER RRRUO-E5 ENGINLERS, INC. ISEPTEHPE0. 19701 1 UPDA TEG BV UHIVERSIII OF F60R1➢A IJUNE 19 tJ1 XY➢ROLOGIC ENGIHEERING CENSER. CORPS OF ENGINURNY U" 19P51 A ISSOURI RIVER DI715TONE CORPS OF ENG INEE pS ISEpTENNEE 19541 OR ➢IGR 9SI GN!¢NTS IMAACX VLE ENGI NEERINf LOPPOPATI ON 19B 5. . TAPE ! JINI11 JIN121 JIN131 J IN141 IN(51 IN 161 JIN ISI JtN101 JIN 191 JfN 1301 2 1 H 1 J 0 J C 0 S 0 0 ' JO UT I II JOOT u1 .1131 I.UT tI I IP 1I JI IOU,I6I .LOUT I II 11 BI ux l nl JOLT II OI I 2 0 0 JU 0 p 0 0 JD 0 0 N YMTI11 NSCTAT121 NY1.YI31 R.RS1141 NSC RI151 3 4 0 0 0 NATE`F1SL PFO. G11E1 EN1 RY . SO RUNOFF MODEL - Mhe user .-I MAS F RAINAGE "AH FDI.IN E-YEAR EVENT, FV11YE➢EVEL11RT CONDTTIONS ON SH 1AN0 ONLY N/ ANNEVSER PUSCN MFSTE I RN OF TIME 1IRRY IPPO I NSEGRASI LN TI%E INTERVAL IMINUSESI 1.IS ].0 PERCENS OF INPERWOUS ApEA XA ZERU UESENTIDN UR,TR FOR Iq RAINFALL STEPS, i E SIMEE INIERVAL IS 5.00 HINUSEB FOR RS'.. NHRRRF I RAINFALL HISTORY IN INCXFS PER HOUR .39 .ST '39 .64 LSl 2.0, I.1B ,TI .q2 .IT .11 .15 15 .19 .39 .13 .li .10 .1J .II .16 FCP PAI NGAGE NUIIDSR I pAINFALL 'A I.UR1 IN INCHES PEP HOUR '2I .JI 35 .60 .t5 1.96 2.65 1.ID .g5 ,l9 .IB .I] .Ifi .16 .l5 .34 3 "1 .12 .12 1 AnDe user Ru sc0 HASTEN OR NAGS PLAN FILE: AEN1-1U2.IN 2-YEAR FVENT, FULLY DEVELOPED CON➢ITIONS ON AE LAN➢ ONLY N/ ANHEUSER BUSCB HA SIR Anheuse,Busch Master Drainage Plan les Ry Associates 2-year,Developed Conditions,Input and Output ModSWMM Page 3 016 f ¢VEAPEA GUTTER WIOTN APEA P..l SLOPE IS DANCE FARpp IIRFACE ETOMGE(t Nl NF ILTPATI ON pAtE IIN/11R1 WGE VX➢EP O INN HOLE IFTI IAC) IN Tuts. IEl/DTI NPER PEPV. E MP6RV. DEE, h1%IMVN N NVM DECAY M N _2 R D .D .0 .D300 T.016V .d50 I.100 .300 .Si IN500E NO 200 OB 299 D.0 33.6 i0.0 .0360 .016 .250 .100 .300 .1. .50 .00180 1 ZO] 23i 3220.0 19.8 90.0 .0200 .D16 ,230 .100 .3p0 .51 .50 .003 B0 I 22 022 3030A 3➢.6 5.0 .0320 .016 .250 ,100 .300 .11 .10 .pp180 25 25 2012 D.0 129.1 96.0 ,v I OD .0]6 .211 tD0 .JDO .51 .50 .00180 I Ifi 26 13512.0 15Z1 50.0 .D 20D .Olfi .]50 .IDO .300 .3l .50 .OD1 0 1 2] El I2600.0 12.E 52.0 .0260 .DIE .230 .IDO .300 .il ,50 .ODI00 I 90 5Do 21g1 .0 81.6 E2,0 .0300 .016 .250 .IDO .JOp .51 ,50 .001 E0 1 1 91 29 20093.0 99.5 )0.0 .0100 .016 .250 ,100 .300 .53 .50 .p0180 92 222 0291-0 2EA ED, ,0100 .016 .250 .300 -300 .51 .50 .00300 ]1 93 39 11p 2.0 26.E .DIOJ ,250 .1 p0 .3D0 .Sl .50 ,00100 1 99 30 0169.0 Ji0 SD.O .0300 .016 ."0 ,300 .)00 .51 .50 ,p03 E0 30 930 I5455A 25.0 E0.0 -0ISD .01E .250 .00100 I 31 31 535E 0.0 3B9.5 E2.0 .0230 .p16 ,290 .300 .JOp .51 .50 .p01E0 1 32 32 3i P0.0 213.3 SS.D ,02Ol .It, .250 .IDp .300 .51 .50 .pO 1 1 39 i9 I1316.0 128.5 02.0 .O.0 .014 .$50 .100 .300 .53 .50 .00100 tDTAL XONRER OF EVECgiCNXEN It, IS T03AL }fl IEOIARY APEA IACREE I. 12..6G l Any.eul EETcN Illl ¢ pEL NID E PWN Ft LE: A¢ - D2.IN 2-Y EAp EVEN i. FULLY pEVE LO pEO COXDI T TONE ON PB LAXpFONLY N/ ANXE VE¢R Ep 3CM MgSTE I C TfllurTY CNECp FOR EUECATENNEXT ROUTING IN U➢ENR2-PC NOOEL ` WA3EREXEp AREA IACpESI IZq 4,600 1 TVTAL PAI XFALL ft DI EDu ,9)E IDIAL TNF3LTMTION IINCXEEI .339 SOTAL NAIEPE NEO OU SFIAN IINCHE61 .SP 1 TOTAL EUXFACE EIOPAGE AS END O1 5]A0N ITPCX ESI .062 ERPOR IN CONTINVITY, PERCENTAGE OP RAINFALL ,000 ➢ METER o NAGE P F1 LE: A➢Np_FO2.IN 2_ e seYEAPDV6M. FULLY D.11pPD CON➢IT IONS ON AE LAD ONLY W/ ANHEUSEE BUNCH METE GVTTEp GUSTEE Npl Wp XI➢THsE INVERT EIOE E OPEN OVEP➢ANR/EVPC HARGE NUNPEP CONN¢[S!ON OR pI OED,H SLOPE tl0RI2 TO VEPI MANNING DEpTX JE I FtI LIFTI (F /M I R N IFT) 1 925 E9l 6 PIPE 1. .Op IO .0 .0 .001 .OD 0 R EPVOIR EIOPAGE 2IN ACRE-PEE, VS 3PILLWAT OVIELON 9.900 2E.]925 I9.i00 162.] 31.D00 212.6 59.300 392.0 131.900 llE.B$9 0 1 CHANNEL1300. .O v30 .p35 229 25 p CHANNEL W.0 I10. .v030 9.0 q,0 ,035 9.00 0 1 i26 E91 12 PIPE ,0 I 1. .0010 .0 .0 .001 .DD 0 R¢E ERVOW ETOPAD ¢IN A[RE-FEET VE SPILLWAY OVTFL OW .000 .0 2.000 T.OOD ] q I6.900 1D.5 31,500 19A 51.100 22.4 09.900 29,fi 129.9 p0 26.9 17J.000 2E,1 2}$,300 200.) $99.]00 519,9 315.J00 921.2 09l I25 0 I ,0 I .O010 .0 .0 .p01 10,00 0 9l0 $6 2 2 PIP¢ .0 1- .1010 .D .p .ppl .00 .DID E MGE IN ACRE-FEES VE E ItLNAT OVI FLDN 0 .000 O .0 6.E00 36 091 0 1 CMANNELa E 55.0 2110. .DOJO 5.0 q.0 .035 6.00 0 231 891 0 CHANNEL 75.0 2600. ,0030 9.0 <.0 .Dll 6.00 0 E91 426 D ,0 1. .0010 .0 .D .D0, IO.. D $2) 26 0 1 CHANNEL qD.O 1690. .0030 4.0 9,0 .035 5.00 0 0$6 32l 0 3 .0 1. .ODIO .0 .0 .00] ID.OD 0 21 "ID 1 CHANNEL 20.0 I500. ,0030 q.0 9,0 .D35 9.D0 p$20 E36 C 5 PE 1.0 250 p. .0030 .0 .0 LOD 0 PIOVEMLON EA 2EE0. ,0030 .040DJ 928 E20 3 3 ,0 1. .0010 .0 .001 30.00 -1 DIME IN X E INFLON I "O .00P V .O 90.o. .o E29 225 0 3 .0 1. .0D10 .0 .v .OD1 0 29 E29 0 9 CHANNEL 5.0 3520. .0050 10.0 10,0 .035 5.ED 0 235 29 0 ptRRF LbA SO D.O 3520. .ppSO BOA 100.0 .095 S.Oo . 9 CHANNEL SA 2910. ,p090 ID.O IDA .035 S.OD 0 30 029 p i pVEE, ON 100A 29t➢, .0090 00.0 100A .Dql S.OD 12.0 1950. .0090 q,0 4.0 .p35 q.00 0 500 RPLOW 92.0 195p. .0090 1p 0.0 ID0.0 .095 5.00)0 0 5 P1 P 9,0 3200. ,0030 .p .013 9.OD 0 2$2 29 E pVEPFLgI 0.0 3300. .0030 q.0 4.0 ,090 ]00.00 1 CHANNEL 3D.0 5500. .0040 3A 1.0 .OqD 100.00 930 30 9 2 PIPE .0 3. ,OOID .0 .0 .001 .OD REE6EV0]R 9IDMGE IN ACEE-FEET VS 9PILLNAY OUTFLOW .11, .0 .`OL .0 .2M .9 L100 I., 2.E00 113 9.ED0 1,5 Anheuser Busch Master Drainage Plan Ayres Associates 2-year,Developed Conditions.Input and Output Are. Page 4 of 6 r C 41c 0.I i100 29.0 6.100 19.5 234 23l 0 I CHANNEL 11.0 2650. .00 JO 31 231 pSNN 4.0 q.0 .035 6.00 0 1 CHANNEL 15.0 280 p. .003p 9.0 1.0 .035 6,00 0 232 B26 0 1 CN,N,r 25.0 I630. .INU 4A q.I ,OIS 6 00 0 32 232 0 1 LXANNEL 50.0 3p00. .00]0 9.p q.p .035 5.IS 0 33 033 .0 1. .p010 .p .p .001 10.00 it XE IN q5 VS INFLON TN CFS -1 .000N .0 .1. .3 .]9p .q00 1.2 ."a 2.2 470 3.S ,520 ).0 90 Iz.] .6W 9 Is.i .]00 2 .92P 9.9 1.980 4.]2.100 2.B 3.050 .B 9.P0 .1 qB.000 .0 290 B]3 16 It NO 3N HAS V9 INFLON IN CFE .001 ID.00 -1 t .Is1 .0 "0 .J .530 ,9 .600 2.1 20 6.1 .B]0 6.0 1.ID0 9.0 1.920 3.q 1,950 2.5 2.230 2.1 9l0 L6 3.100 .9 4.921 .t 40.000 .0 913 1 CHANNEL 20.0 2060. .0060 1.1 Lq .035 50.00 0 14 239 0 1 CHANNEL 15.0 1900. .0030 9.0 9.0 .035 0.00 0 B39 ]9 0 3 .0 L .0 30 .0 .0 .003 ]O.Oc 0 Z36 BJq 1 ] CHANNEL 55.0 IPi .p030 9.p 9.0 530 0 1 035 6.Ov e IN 00 2 CXANNEC 5.0 1'00. .p090 9.p 4.0 .035 q,00 0 3 .0 1 .p010 .0 .p ,p01 1p.00 -1 TIME IN HR$ v5 [NFLOX SN CFS .000 .p g0.000 .0 9]5 2J5 [ME => 3 ,0 I. .00. .0 .0 I MRS VS INFLOW IN CF3 .001 10.00 -1 .000 A .110 .1 .5]0 ] .BOO 1.l 1.110 ILO 1.230 1L5 1.530 20,0 1.950 16,9 2.190 13.5 3.930 10.> 2.x30 1,9 3.030 5.l 3.300 J.0 3.600 $.] 9.500 1.0 0,000 .1 48.000 .0 936 236 24 ] .0 I. .0010 . -1 SINE IN .1 VS INFLOW IN 00] 10.. CF$ f .000 .p ,550 .1 2,930 7.0 2.000 9.0 3.t60 1, 3.Sc 9.5 3.920 9.220 9.3 5.100 I.) 6.950 i,3 0.550 I , 10,250 5.9 11.9 B0 9 l 13.2 i0 4A 14.120 9.0 15,930 ➢.9>0 3.3 rt,lu 3.0 22.D0 2.8 d9.p00 2.] 28.000 2.5 3p.000 2.4 35.000 2.3 90.000 2.2 3) 23l 12 .p O0 ,pW 10.00 -I' TIt6 IN NRS VS INFLOW IN CFE A00 .0 .3Bo 3 .2 .qt. 1.9 .520 6 .,Or 10.0 1.010 5.1 1.5>0 2.5 2A00 L) ].050 .q 3.630 .2 9,510 X .p 90.000 .0 J .p 24q 33] IE 1. , . . i E IN X 3 VS I FLON IN CFS 0010 .0 0 p01 1p.00 -I .WO q .pN .530 .2 .650 1.I .>00 I.5 1,100 ]0.)LPO 919 1AU 0.> L500 7.1 1.1 5.0 2.110 13 1.050 1,]3.500 1.3 3.900 l 5.150 .2 11 000 .Op IO 0.1 .0 .001 10.v0 0 022 0 1 CHANNEL 25.0 1110. .00gc 1.5 l.q .p35 10.00 Us l2 0 3 .0 I .0010 .0 ,e .Opt 50.00 0 02B E]1 .0 1. .0011 .p01 IO.ON III V IVEE SI ON ro cmTEq NUNBEq 03p - r AL p VE B1,NNIEO a IX "I '0 .0 .000 .P s00.ao0 .c S 11,000 2O.0 ba0.o00 69.0 650.op0 113.0 7111 oo 150.0 ]S O.p00 203.0 "a 000 299,0 850.000 29i0 900.000 J92.0 950,Op0 301.0 IO p0.000 g35.0 B30 z20 0 1 .0 1 ,00I0 .0 .0 .001 1p.00 l3 020 0 1 CXANI6L 20.0 1110. .0020 1.1 1.3 .035 IO,ep 1 033 >3 0 3 ,0 1. ,0030 ,0 .0 ,001 10,OD p 011 11 20 3 .0 3. ,p010 .0 .0 .epl ID.00 -2 TIME Xca VS INFLON IN CFS .000 .0 .,NO 0)c IIL4 1.100 135.2 1.3E0 "I's LBBO I65.2 2.fi50 Ill.] 3.020 ]52.1 3.150 9.480 139.0 5.600 ]39.q ),800 1]O.J 10.1 1 )q.00O 126.5 H0 II8.3 IP.000 II>.9 15.300 I21.1 29.250 00 26.E O.., 121.1 It.000 121.3 126.0 28.0 TOTAL ryVXHEP OF oil Iet5/PIPEs. 45 i INI- ee Bvsch F NANTE gA1NAGE PLAN 0 ILE: ANNP-F02.[X z-YEAA EVENT, FULLYOEVE60PEO CONc ITI'NSON AB LAND ONLY N/ µNEVSER BVSCH MAStE AR0.pxGEHENt OP SUECAICN ,,.µ0 GUt tEP3/PIPES GU STEP Sfl IOVSARY GO'a IEP/PIPE 6 4] IEU.1 SV O.A.IA CI 2 229 0 0 0 0 0 0 0 0 0 25q 0 0 �0 0 0 1 0 0 0 g1'A 6 B 22i 0 0 0 0 0 p p 0 26 0 1 0 0 0 0 0 0 0 g14.0 21 0 0 0 0 0 0 0 0 P 0 2l 0 0 0 0 D 0 0 0 0 ]1.B 29 ]35 222 0 0 D 0 0 0 p p 91 93 0 0 0 0 0 0 0 0 159.1 30 SOO 430 0 0 0 0 0 0 0 99 0 p 0 0 0 0 0 0 0 I9),fi 31 0 0 0 0 0 0 0 e 0 0 3] 0 0 0 0 0 0 0 0 189.5 32 0 0 0 0 0 0 0 0 0 0 12 o O a O 0 0 0 0 0 zv.3 33 0 0 0 0 o 1 0 0 0 0 0 p 0 0 0 0 0 39 e31 a 0 0 0 0 0 p 0 0 34 0 0 0 O c I 0 0 c 11J.3 3] 0 0 0 0 0 0 0 1 P p 0 0 0 0 0 p P 0 O O l2 031 0 0 0 0 0 0 0 p 0 O 0 a 0 p 0 0 0 0 1 ,0 n B]3 0 0 0 D 0 .0 0 0 0 0 0 0 0 0 0 0 v 0 O t9 aq] p D B o 0 .c p o P D o a o P o o a P 0 P 0 .c+ 222 p 0 0 0 0 0 0 0 0 0 2 p 0 p 0 0 0 0 0 0 2e.q z2i ex6 o p e 0 v 0 0 0 0 00 0 0 0 0 0 o 1 0 286.1 320 030 0 0 0 0 0 0 0 0 0 0 0 o p 0 e o 229 ez9 0 a 0 e 0 0 0 0 0 0 o p. p 0 0 0 0 0 0 3o z.3 v1 z34 31 0 0 0 0 o p 0 0 0 0 0 0 0 232 J2 a p 0 p 0 0 0 0 0 0 0 0 0 0 p 0 0 0 213.3 23+ 31 0 p 0 0 0 0 0 0 p a 0 0 0 0 0 0 o 1 0 Iq J.3 z 3ss 93s D vo p n p D o P p o P p e a p p 0 P o .n uB p o 0 0 0 0 P Anheuser Busch Master Drainage Plan Associates Ayres 2-year,Developed Conditions,Input and Output MDtlSciMM Page 5 of 6 f vl n x9+ e 0 o a 0 D 0 0 zm a 0 0 0 a 0 a D 0 19.B 294 a a 0 o a 4 z5 2s 0 0 0 0 0 0 o a a 0 a 0 0 0 0 0 0 0 431.4 zs 093 0 0 0 0 0 a o 0 v o v O 0 0 0 0 0 0 0 Oozs +ze 0 0 v v v o o v 4]0 0 0 0 0 0 0 0 n v 0 30 0 0 0 e 0 a e 0 0 3s.0 us a 0 a a a s 0 I 936 c a o 0 0 0 a 0 0 a 0 0 0 O 0 0 D 0 0 0 .0 ITS v 0 0 0 a e 0 D 0 0 20C v 0 0 0 0 0 0 a a 33.6 soo 6na v o D o a v D a a 90 v o o v o p 6vU e 0 0 0 0 0 0 V 0 0 v 0 a 0 o v 0 0 0 .0 t exz n o p o v o 0 v 0 v r v v e o a 0 n 0 v IBs ex6 a xze z32 0 0 0 0 0 v a 0 D 0 v D v 0 0 0 0 216.3 azs 4za >3 a a 0 0 0 0 0 0 0 0 0 0 0 0 0 c 0 v .0 az9 z9 Ja 0 a o a 0 n 0 0 0 0 0 0 0 0 o a 0 0 30 x.3 a3a 0 0 v 0 0 a 0 0 0 a 0 0 0 0 0 v 0 0 C 0 .0 B31 e11 0 0 0 0 0 0 0 a 0 0 0 0 0 0 0 0 0 0 0 .a 833 3 z90 +4 0 0 v 0 0 v 0 a a o 0 0 v 0 0 0 0 .0 E34 231 z37 0 0 a p 0 0 0 0 0 v 0 a 0 0 0 0 0 0 19.6 641 0 0 a a v a o 0 0 o v 0 0 o v a e Ell ne x33 0 0 0 0 v 0 0 a 0 c o 0 0 0 a 0 0 a B0 x.6 e9+ 4u 42fi v o o a a v v a o a o o v o v o 0 o Ix34.o r Anheus p[ EUSCN IMEIEP DRAINAGE PLM FILE! .-FC2.IN 2 YGR evEM, FVLLY N.,MOPEO EONDISI ONE ON AE "N ONLY M/ MXE VBEP ROECH MAS SE • PEAR FLOWS, 9TA,ES PAG WON 6TOM OF G S}EPE MO OE}EN}IUN pMG • NOSE :E TWELIEEA ENFISMGEO MENENi ANO :D IMPLIES A EVRC-LM OEYENTOe FACt LILY VM MCE PEAR ETAGE TIME ELEEENT;IYPE ICFEI IFTI IIN-F TI IICV/MINI 25:1 191.x 1,0 26:1 13E.B 1.0 t9. l:l 56.9 1.1 0 19. 29:4 81.B L6 0 95. ( 30:4 59.9 1.1 96. I 31:I ]15.3 1.3 0 9 32:1 33:3 6,5 IOORECT 'LOW) 0 10. a 39 IIO.B 1.0 0 0. 3+:3 9.9 (pI RECT F UW) 0 i3. 11:3 1fi 9.1 (D SPELT FLO, 2 e. +z:l }9:1 169.3 1.1 t SB. 2xx:L .e ,q a B5. x :3 14.3 IOI PECt FLOW) x 21 ]a. ' 22>:I 116.0 229:1 SBB.S 0 9f. 23 :1 P1.3 D2:1 99.1 1.E 0 13. 239:I 89.9 0 59. x 35:9 11.6 + 1 49. x 36:1 9.9 .x 9, b+;l i.+ 29 c:3 6.1 (LIREC} FLOW) 0 50. 299:3 30.1 (D I PE4i FLOW) 416:1 11.1 ,U 11.9:0 x 15. 926:x 14.3 .0 33.q:D 499. 93 R:3 .0 12 PELT FLOWI 0 0, 9]0:2 .0 1.39 x 9. 435:3 x0.v (.S." F NW, 1 12. 4363 5.5 I.S RECS El. 1 ]5. 411:2 ,0 IS, S C0:5 93.2 ,0 IDI WEN} FLOW, 0 0. B2x:3 1691 (p I RECS FLOMI 2 S. E25:3 I35.fi Ip3 PECt ELOWI 0 49. 920:J t69.1 NiI MIT FLOWI 2 3. E 29:3 1BO.7 IOIRECT FLOM) 0 46. 030:3 .0 Ip WELT FLOW; 0 0. • 8IT;3 169.3 IO1PECt FLOWI 3. 833:3 169.9 IOr FLOWI 839:1 23.9 or PELT FLOW) 0 96. 891;3 165.I LOT NEC} I= t ES. R91:] 310.1 REFT FLOWI 9. 891:3 +4.3 (OIRECS FLOW 2 15. MNES GPM MOGFAM ONLLEO J Anmiuser Busch Master Drainage Plan Ayres Associates 2-year,Developetl Conditions.Input and Output MotlBWMM Page 6 of 6 Anheuser Busch Master Drainage Plan 10-year, Developed Conditions MOdSWMM Input e MASTER oRAINAGe PLAN E: Asne-E01 D.rN ]0-YEARrEVE T, FULLY pEVEIVISo CONO S TI ONS I ON AB LAND ONLY W/ ANNE VIER AVECH MASTEp PLP A)'fes A..... INS.. nev l sl one , !q90 0000 1. 2 1. 1 N FAC I LI TS E6 - 0.99 0.56 p.65 LO➢ 1.39 2,69 9.0> $.02 1.2] 0.>I 0.60 0.52 0.39 0.31 0.35 0.39 0.32 0.31 p.30 p.29 O.ze 0.2) 0.26 O.xS 0.96 0.51 0.60 1.p1 1.29 x.5p 9.51 1,BB 1.13 C.6fi 0.56 0.40 0.3E 0.34 0.]3 p.3E 0.30 0.29 p.28 p.2> 0.26 0.-2 0.21 0.2] 1 -2 C.Olb p.25 p.l 0.3 p.51 p.5 0.0010 ! AD OR AI NAGS BASINS S S AB IANV O NZ, EA NS vlcb tlevel apeE impervi aua f[om VCEI OO EP 3 ip0 9 Is>B 21G9' 33.6 90. ,016 Atltl 0asln 2p1 antl 4. . . 93> 1 201 u2 3220 Iq,B 1v ,Dl, 1 z2 022 1020 10.6 5. .D32 I 1 25 2528120129.2 96. .p1C l 26 26 t351215i1 50. .020 1 2> 2Il 26B0 12.B 12. .111 • 6pt1[ A ... 29 into true Oa¢tn a-90-91-92-33-94 AV- [wl¢Lon 10/2D08 I 9p 50025939 B],6 6x. .010 1 91 292 BB 95 39.5 ]p. .010 r 1 92 xu Bx4] 93 29 11R2 26.0 Sp. .Dln 1 ]010164 35-0 11. .Oln Retluce0 'S. azea of Wain 30 and in d..... t. area of Basin 90 A,.. avl¢3 vn lO Rp08 1 3D 9]S 5A5 xs.D Bp, .pt5 . EI l 315356018cl 6z. ' ,p21 r 1 32 323)1]C213.3 55. .020 J 93)3161z0.5 P2. .030 ND Arenas[ ...D p[vpei Cy EASI NS 0 0 I' To" "I' - NELD CANAL IAN-N- --In REGIONAL E%ISIING OSIDNIInd PONOI ' 425 All 6 2 1. 0.0 28.] 19,7 162.] 31.0 P2.6 9.3 392.0 tan n3A.8 E%I E23 CE 8 antl CE 229 - o changes [o rst lnq tll-""on • 25 425 9 9,0 1100. .002 s 0. 0. .01E 0.5 u.p +1IS .0 SS 6. ], ,035 6.0 229 25 1 4.p -I10. .009 D, 0. .016 0.5 3. .035 5.0 CE 25 antl CE x29 - sing d naions tom 'SAID... 25 425 1 [B 5,0 tl 1100. 1 2 29 25 1 6p.p ]]I➢. .003 q. 9. .OJS 9.p 65 RR POND ' PINiO2 lA 91C111IS1vdl SAAIgn - 311 -1, scai aqe, exl s c... outlet. lops.Vod apt l lvay 0.0 0.0 2.p 2,1 ].D 1.9 16.9 13.5 31.5 19.0 53.) 22.624.6 129.4 26.9 111.8 2B,1 231.3 200.] p99.> 519.9 315.3 921.z ell 225 3 1. 2 YA CONCEPTUAL POND - Da IrN 200 9]B 26 0.0 O.D 6.B 9.B CE z6. CE 211, anJ CE 2P re ADS ¢er Bu scM1 Mya[e[ P1 26 B91 1 55,0 2110etl tltmO nei op¢ - q ,SlA 6.On 231 B91 l 15.D 2600. .Sol 9 9, ,n35 6.0 091 q26 3 2z] 26 1 10.0 1690. .003 9. 4. ,035 I.. Bx6 2Z] NN CORNEA I OF CA AND MOUNTAIN VISTA OAIVE _ Aemwe 3nadvrztanc pond 427 421 B$6 ) 2 0.0 0.0 I,.z t10.9 ]V.T 1n0,D 20.9 200.p 21x ]00.0 23.2 9SD.0 29.0 No. 0 CE 'e] [evl s etl dI-nai on¢ - Anheu¢es ...TN Md stet Plan CE x20 Mon st sin Vista 04' tll a, Pil ell ne - MApu¢e[ Bo- Mast.[ Pl An n a26 1 za.S 1s00. .poi 9, 4 .03s 4.1 226 Bzb 5 I.0 1100. .1. 0. 0. .pv 6.0 6 d 250r. .., 1 'S".. Nytltvgraptl from AER"D - ONO .zd EIORIEOM PATIO NONEE OFF-N"s AECSONAL OETENISON POND -I 920 020 O,D. p-0 5.95 0.0 5.65 l.t 5.10 2.0 6,08 2.5 6.25 2.6 6 62 3.0 7.02 2.8 9.ID D.6 ..S. 0.4 I1.DE S.2 1 R.0p 0.1 12.90 1.. 11.01 1.0 24.SO 0.0 B29 229 L E%I6 TING CE x9 antl CE 235 29 E29 4 5.0 35z0. .009 30. IS. .035 S.n ,0D,0 1520. .1" AD. 101. D. 5.0 ,IS 23 q i0 2910. .009 I0. 10. .035 5.0 IS1e S,1`I .009 B0. ]00. .045 5.D • _hanged Cci c om "dIn o[ cE ]0 [o rer-C[ revised nl--1 d-111 - Ayms WlSDB 0 B29 4 12.0 1950. .Do, 1. S. 35 910 Anheuser Busch Master Drainage Plan t 0.year,Developed Conditions,Input and Output Ayres Associates MotlBWMM Page 1 of 7 I Is.0 19". .so+ 10a. ma. .04s 5.0 ' Aatletl CE 500 equl vat a n[ [o CE oil �plpel Py[ea •99 matlel .a Ttlaea CE 22S equl vale O 0 9' 090 Sp0 nt1. CE 222 A a0] 4 , .0 ea •99 mo 22S 29 1 ID.0 55 a 0. .p0q 3ei 3. .OiO t➢0.0 • ANXEUSER XUSCY, on-s'. DETEN}ID. PpNO r i,a 30 9 o I. O.p O.z a9 1.1 1.1 2.E 1.3 q.a 1.4 1, 0.9 5.1 Ms A NN CpRNEP OF AR Et@AN xMENT gryp NpUNTAIN V15 TA pPi VE - Xewv¢ 1nflEve[i a nt pofltl q31 f 931 $al 11 S 3, p.0 o.a 9J Ed 1s spa.0 I5.1 +p0.o 2'.$ 600.o is ,Ms 00a,0 20.9 ]000.0 21.fi 1211.1 22.0 I31, $u2 160 o.p 04.E 1000.0 CE 239• CE J1. ana CE z32 iev tl e [ EuscM1 N an 239 2J1 1 15.0 MO. 0. [m0031oeq oJS Pt aL ei 6.0 13I S31 1 q5.0 2E 00. .003 9• $ [E32692 - e V¢ SnaEve rt a n[ pontl I q9. .a03)55 wS2 } . . ID 66.,0T93Of R 0 3R$mo 1 0.0 o.p 53.9 0.0 is, Its,0 CE 3$ [e.i sea Ot mena5 ona - e[ Plan 1 32 $)z 1 0.0 300043P[ ,o03h Naa[q. 9. .p35 5.0 nfl ox Xy tlrog[aph 1-A9gEylp - CE 33 -1 33 033 19 3 0. 0.43 1,0 0.30 O.a a.23 a.l 0.35 3.0 ] 1.42 11.5 0.65 2a, p.0] 30,E 110 36.5 L42 31,1 1.q5 2p.413.0 3. Lq ).30 O.E 0.61 0.1 2q,0 0.0 I nE l ov Xya[ograph (Tom ABPEVIO - CE 290 2+a 833 }0 3 1. 0.00 0.0 0,3E 0.0 0.23 0,0 O.JS o.2 0.93 1.1 0.53 3.] 1 12 19.5 0,0] $9.5 1.10 ]l.6 LSl 30.3 L92 }P.} 1.95 I).l ).33 s.9 J,9E 3,E 5.30 LB 6.25 0.) 1,30 0.$ 9.50 0.0 29,00 0.0 )9 0i$ I }oA za 60. .006 1.1 1.q .a35 10.0 • cE 31 [¢vleea el men alcna - Iis, r a n Maaf ei elan 1 23+ 1 ]s o 1400, C65 flP SPLIT - XEXOVEO 9ql 9-00 9q2 11 l 1. 0,0 O,o s.0 1.t )Oo, 97.0 00a.o 120.2 ' 1a00.0 19i.I Ms.. 461.6 190a.0 ]i9.9 1s0a.0 3de.9 • t]0141 ;Zl.l 18p 0.p g6l.E $p00.0 520.E ' 991 ]a 3 1. 9i2 2)9 3 • CE z3d and CE 2]) `--od al men sl ona - Mnau eeT 9oacn Ma elan })6 BJ4 3 55,0 $3] 034 1 5,a 1500. .004 4. 9, .035 i.s • NOPTH pf }WME US EP BUSCH ado CRSJ l n]1a6 a0 tlS1Or a2h 3lr om._40REV 10 - .. 600 - No ai-1 [ge tlurinq 10-y[ event 0.00 a.0 29.00 1 0.0 of tox Eytl[ograph !i om g V10 - (Rao 4]5 I -1 +3s 23s zp J IP o.e0 a.o p.9s p.s 0.5] 2.4 a.0p 13.6 1.10 26.4 1.32 29,2 1.15 31,9 }.9l J4.0 3.03 36.3 3.68 32.1 9.58 35,9 5,1) 335 9 .E$ 31.2 1.21B 29.4 3. I➢.6.E3 ].]3 4,0 BA2 95 ]10. 29.G0 0.0 IgOPTH OF CRS, ss aps, xR qNo Cx9 I n(l ow Mytl[p9[ap0 £rnm AEPEV 3o�'o - ppNp 936 No.d 11p atl tlea 936 $36 20 3 1, 0.00 O,p 1.33 ,9s 76A }.10 II9.fi 2.93 159.0 2.1] l)SO 3.}5 1)l.a 9,5E 131.3 0 69.8 1.02 30.2 ]3.3 0.20 ] .]3 31.E INRas 1 IDN IOP I 13.)CR9 ANO CPS} 9,0 }O.Oa E.$ s9.o0 ).0 • ^ Inflow Xyarog[aph f[om aaREVla - ppNp 93l semi- lnaav¢itant po nE 437 T n it ow HydrogT apA from.A60EV1a - ppNp 411 1 93l 23] 1' - 6 3 1. 0.00 0.0 l) 1.0 LS] 5.} 1.Po 39 6 . 1,95 q6.1 i,90] q0.] 1:21 95.E3p.6 ].05 1 .6 q 30.9 q E] 0.t 5.63 5.5 10.)]0 J.a 3t0E S,) of low Xya[og[aph I- APBEVIO - PONp 00 - no oe[tl ou [or 29 u[9 1.E • o.ap a.p p.po o.z 1n[l ow xrarc9[aph e[am A9Revlo - ce 3] l -1 -) 2P 16 3 0.00 p.0 0,35 1.5 Al 93 3.9 0.53 11.3 0.fi5 O.BI 2$.E .10 16,3 1.2E 15.6 1.6p 0.0 203 5.9 }.92 3.3 3A00,3 29,.00 Is Inflow XytlT o9upp (Tom. ABPEVIs - CE I" -1 $4+ S3] $0 3 1. 0.00 0,0 1,93 0.1 a." 1.2 0.11 5.5 -1.9 1.10 19.3 1.17 9L0 1.42 93.fi Anheuser Busch Master Drainage plan Ayres Associates 10-year, DEelo Vpe0 Conditions. Input and Output Ayres s.ti Page 2 of 7 f t.56 q6.B 1.82 95,1 y.p 33.9 3.0E 2].9 3.E0 IB.I 3.90 12.3 9.50 B.l 5.10 6.1 6.35 t i38 Li e.61 O.E 2q.p0 p.0 ]2 PY0 1 25.0 IS)0. .ppq 1.5 J, .035 10.0 33 )2 3 N V:STA SPILL FOM NO 8 r 030 B3P 63I 12 3 1, 0.0 0.0 500.0 0.0 550.0 2S.0 W0.0 69,0 1 650.0 i13.0 700.0 IB8.0 )50A 20).0 BOOR S11.0 850.0 295.'v 90D.0 )@,0 950.0 )8],p 1000.0 q]5:0 830 226 3 1 )I 628 I 20.0 Ilt9 002 035 63X 3 3 1N In flay yQe ograpp fi om. gAAEV10 - W 891 841 lq i8 3 1 ,.IS 4 0.0 0.q6 1 00.3 O.BY ]0.9 1.18 20],0 . 238.8 L83 259.4 2.38 296.1 3.90 IlLS .1. IB4.0 5.62 Ifi 5.9 6.]0 1E 8.0 B.O 195.E 9.51 192.3 12.00 139.p 36.10 135.9 • 19.81 139.0 ENO ANNEYSEA B'J6CM pORSI ON OF MOEEL 0 0 ENYPRUGRAM Anheuser Busch Master Drainage Plan 10-year, Developed Conditions ModSWM Output ENV3 RONMENiAL pppPECTIDN AGENCY - STOPM p'TET MANAGEMENT MODEL - VE PE ION PLI YEVELOFQp BY XETCALF r EDDY, INC. VNI'JE P6[]Y pF FLORt VA NAtEA AESJVPCE9 ENGI NEEE P9, INS.. I9 EpRE XBER 19)01 VPVffiED EY DNI VESEt TY OF FLOP[OA IJVNE 19]]1 pYDROLWIC ENGINES Rt NG CENtER. C09pS OF ENG I NEEPE M1350URI P[VEA pI V]SI ON, CORP6 OF ENG INEER6 (BEPTEMEeq 19)41 I VR J. ROYLE ENGINEEEtW CURPOAATIDN (n,, 1S,,, JNLY 19S5) APE D AEB IGNXENT6 SIN I11 JMS1 JIN131 TIE... JIN151 S3N 161 JINI II ""'IBI JSN111 IINIIPI 2 3 0 0 0 0 0 p 0 0 UT lli JW i{21 JOUE 131 JO'Jtlgl JOVT 11) SOOT 161 JJUt I)1 JOYT I JOV1191 JOUT I301 + 2 0 0 0 0 0 0 0 0 NSCM'fIII N CRATI21 NST.1II ..EAT191 NSCPLT III 3 n 0 0 0 WATEpSNEp PROGRAM CALLED ENIRV PA.E 70 1.1 MppEL ••• ' Anpeveee E L MASTER Gpp I.E IL# TILE: AV,VP-FDIc.IN I O"V AR EVEMT, ELL" DEVELOPED CONDITIONS ON AB LgNp ONLY F/ ANNEYSEA SU,NASI NWOEP Op TINE STEPS 111a INTEGAATt ON }INS INTERVAL INTNVIE91 1.. 1.0 PERCENT OF xHpEEVIpUS AREA NAB QERU DETENI ION VEPTN 24 A 'EEg L STEPS, i INTERVAL IIME IS 1.00 N:WI. FOR LE PA INGAGE ... 1 NAIN .L LIStORY P.1 ]NCXE9 PEP NLS, ,SE .65 1.09 I.39 2.69 .60 52 .36 '] .35 .39 ,32 .31 1.1, .29 Anneuser Bused Master Drainage Plan Ayres Associates 10-year,Developed Conditions,IniNBt and Output MotlSWMM Page 3 of 7 r FOP RAINWOE NNAEEA 2 RAINFALL HISTORY IN SNCNES PEA NO. I.Oi 1,29 2.3E 9.53 1.E0 1.13 .66 .56 .,a .36 .]q .D .32 .10 ,a, ,10 .27 Ao pe UlL RISER MASTER PRETENCE PLAN FILE: ARM-FOIO,IN ]0-Y PAA EVENT. PuLLR OEVELOM, CONOt TIONS ON AN LANE ONLY X/ ANMEIER PLACE MAST 1 50AAREA 6 ORE8 XIDTM AREA PERCENT ELOPE -"I-" FACILA NENWFAC. STLAAGEIINI -NFILYEATION pN/rypl WEE a- E OR MANHOLE IFTI (ACT 1WRNEV. IF2/FTI IEME'. ERV IXPERV. PEEV. IMEM MINIMM NE. RATE NO -2 0 , .0 .030E .016 P250 .1 p0 .30E MXS! .50 .001 B0 200 9l0 29q 0.0 73.E 10.E .016E .016 150 .200 .30E .,I .IT .00I BO 1 201 23] 322 p.p 19.0 00.E .030E .pI$ .25E .I pO .]00 S] .50 .0010E 1 32 022 105 p.p 30.6 S.O .032E ,016 .2 Sp .30E ,3p0 .51 .50 .pp 100 1 13 2s 2012 p.p 129.3 q6.0 .0100 .016 ,35E .t00 .JW .11 .50 .00I BO 26 26 135i 2.0 1551 30.E .02p0 .p16 .25E .]Op .30E .51 .50 ,0018E I El T 1260p,0 12.E SLp .026E .0I6 .25E .10E .300 .51 .50 .p0100 1 90 SOp 25939.E 81.6 82.E .O p0 .016 .2'0 .tOp ,30E .51 .5E .001 Bp 91 29 28095.E 99.5 ]OA .010E .016 ,25E .10E ,30E .51 .5p .001 B0 1 I 92 332 B297.0 29.4 10'. .EICE ,p16 .25E .I00 .30E .S] .5C .OLE, I 93 29 AB2.0 21.A Ir.O .0100 .016 .25E ,10E ,3p0 .51 .50 .0010E 1 99 30 Ip169.0 35.E 1P.0 .010E .016 .25E 100 .30E .51 ,50 ,p01 B0 30 930 5g45.0 ":$ 80.E At50 ,Olfi ,25E .ION .30E ,5] ,Sp .0010E 31 31 53580.N 104.5 02.E .OT 10 .016 .25E ,INN .30E .11 .SO .p01 B0 1 32 32 3]I]N.E 211.1 55,E .p200 .016 .35E .10E .3pp ,51 .50 .00I Ap 1 39 39 31316.E 128.5 121 .010' .11, .25N .30E .30E ,51 .50 .p0180 1 TOTAL N MBER OF $E.CATOHMNIA, IS TOTAL TRIEOTANY AN EA ""AMI, 1294.60 I ALL.-' B�ECN MAAREP RAINAGE PLAN FIM: A PM_,10,IN TO-YEAR EVENT, TILLI' EPN"L "� WNOiit ONS ON AN LAND ONLY X/ ANHENSER BESCN EAST • CONIINOiTY CNECA FOR aIBCATIOLNEMS R.MN IN O.A.,-PC HOPPER XATERSMED APE, IACRE51 1299.60E TOTAL RAINFALL 6NCNE1I TOTAL INFILIMIION It NCRESI .931 TOTAL WATERSHED OUTFLOW IINCNE51 1.98 TOPICAL SURFAM STOPAGE AT EEN OF PIECE TENCHES) .01, ERROR IN CONIINUIIY, PERCENTAGE Cl SAINFALL .NE Anhe.s¢c N-1 WATME CES'NAGE P PILE! ABM-MIC.IN I 10-YEAR EVENT, NLLY DEVELOPED 'PETITIONS ON AN LAND ONLY N/ ANHEU9ER BUNCH MAST GDIIEA' COTTER NOP RI0TM IEYERT SIDE SLOPES OVEPRANN/SI1R ..E NP OP TIAM LENGIa SLOPE ..IL 2c NETT, MAN NINE O PTN NW4EER CONNECT t ON IFTI IFTI IFT/FTI L R N IFTI dN 925 all 6 2 PIPE .0 .001E .E .p .p01 .00 0 REAEAVOIP STOPPAGE i ACRE-.I VE SPILLWAY OUTFLOW 1 25 y25 ,000E .E N 9,90E 20,7 19.100N 62.] 31.00E Y71.I 59.70E 392.E 31.90E 70B.0 1 '..EL BS,p 11100. ,00]0 9.0 1,0 .035 1.00 0 229 25 0 1 CHANNEL 60.E I110. .p0]0 9,0 q.0 .035 4.p0 E 926 A9l 12 2 PIPe .0 .0 .001 .pp 0 PESEPVOIP STORAGE IN A[PE-FEET VS SPILLWAY OlIMLON A00 .p 2.0 p0 2,] T.000 L4 16.90E 1].[ 31.500 19.E 53.70E 22.6 09.9 p0 29.6 129.g00 26.9 1, 3.Bp0 IB.t 232."0 2p 0.1 299.100 111.1 315.,0E 9z1.2 89] 225 0 3 .0 1 .p010 .p .p ,0p1 10.0E E B 26 2 PIPE ,0 1. .Op]0 .0 ,0 E. .DO 0 1 REASPVOIP STORAGE 2t ACRE-MET V MCILWAY OOTFLOX .00E .N A 6C000 45B 26 89] O 1 CHANNEL 95.E 2110. .003E 1.0 q.p .p35 6.0E 0 2J1 091 0 1 CHANNEL ]S.E 26p 0. .003E 9.p 4.p .Os b.ON 0 227 426 p 3 .0 .001 20.0E p 22T .p I. .0p 10 .0 z6 I 1 CHANNEL 90.E IrrT .003E a.0 1 a .015 S.In 0 J .1 227 0 3 .0 1. .EOIO .0a1 Ip.Op 0 2] 111 0 HPE 20.N t900. .p 1, 9.0 9.0 IS 9.0E p 220 B26 0 5 PIPE l.0 2500. .003E .p .p .0t3 1.16 3 920 Op 0 OVERFLOPo B.p 2500. 020 .003E 1.0 4.0 ,p90 IOI.oO .0 1. .001E .0 .0 .OIl 10.0E -1 i IN NPS VE INFLOW IN CF$ .M .0 5.95E .0 5.65E 11 5.90E 2.0 1.O10 2.5 6.25E E.0 6.620 3.0 7.02E 2A 8.10E 1.1 9.50E .6 10.01E .4 11.08E".I,, .1 32.9E0 .0 16Ap0 .0 29.00E ,0 .2 Anheusel Busch Master Drainage Plan Associates Ayres to-year,DevelopEd COntlitions,Input and Output MotlSWMM Page 4 of 7 f ez9 xis E 3 ,° 1. .polo .O ,0 .am 1o.as P E9 BB9 0 q eve .0090 ]0.0 10.E ,035 5.00 ° OVEFELOW 100.0 3E10. ,0 ,a 6p.P 100.0 .°95 1.00 235 29 0 9 CH,9NNEI. S.a E910. .009° 10.0 y0.° tEl 5.0° ° 30 B29 0 °vMaELON 10a.0 2910. .0a90 01A I°0.0 .0q5 5.00 9 CIWMEL IE.O I950. ,0090 9.p CO .IE5 9,00 p i00 3p p 5 VEFFLOM qd.° t95a. ,0a90 ]0°_0 Ip0.0 .095 1.00 F IME 9.0 3200. .00J0 0 .0 .013 9.00 0 22d Ey DVENEI. 8.0 33a p, .OiIa 1.0 4.a .090 100.00 0 1 CHANNEL 10.0 5500. 00In 3.° I,0 .090 00.00 0. 9)p 3p 9 E Et Ee 1. :1110 .D .p .001 RESERVOIR si OPASE in ACRE-FEES VS EEILONAT OVTEI. .0° 0 9.4. 0° .a ,tOp .0 .EpO .9 LSOp 1.1 1.100 1., 40a° ].q p0 9.5 5.1 an d9.0 6.1OP 11.1 239 2It 0 1 CEMMEL )5,a 265a. .°030 4.0 9.0 .IEl 6.00 0 31 Ell a 1 CHANNEL ql.0 2800. .0030 4.0 4.0 .035 1.00 p 23E R26 p 1 CHANNEL ES.a 1630. 50 q.0 9.0 .015 I." p 32 232 ° 1 CHANNEL 10.° )000. .1030 q.P 4,° .035 5.°0 0 J3 833 19 ,0010 ,0 ,0 ,0°1 10.00 -1 ZS N£ [N NPE V9 1NFLON IF CF9 .OaO .a .180 .0 .23° .1 .350 3.° .9]0 1,9 .53° 20.5.65a 35.4 .Blp 36,6 1,1°0 36.5 1.420 31.1 1.950 20.4 1.330 a,6 ].560 5.3 5,10° E.S 6.250 24.000 .0 f 290 833 z0 ,0010 .0 . TIME IN HIRE VE INFITN IN T11 I, ° .001 10.0E -1 .000 .0 .1. a ."a .0 .350 .2 ,930 I,1 .530 I.) .65° 19.5 ea0 E9.5 1.100 31.6 1.Z)0 )0.3 S.REp 28.2 1.95p z,91° 11.3 J.33° 5.9 ].9 p0 3.° 5.100 I.9 6,25° ),JSa 17 .2 N.0°a .0 "T ' )4 ltJ 0 I CMANNEL 20.0 30ll. .0060 1.1 1.q .035 10.00 0 39 239 p 1 1HA 1 11.,1 I500. .p°30 5.0 CO .035 .to 0 934 )9 0 ] ,0 L .0010 ,0 .0 Db BJ4 p 1 CHANNEL 55.a .001 10.00 0 L ba 939 q.a 9,0 .135 6.00 0 00 510 Z 3 ,0 1 CHANNE 5.0 ISp p. ,Oa90 .0 0 .POI035 _. .G010 . 9. 1o.ao -1 TIME 1N xxs vs txe Low IN Ees 0 0 , .000 .0 2q.00a ° e3s z3s 2P .0mp .0 .0 .°ot IO.oa -1 IIME IN HRS VS INFLg9 i CF9 .00° .0 ,950 .5 ,5)0 2.4 .B°0 13.6 .1°0 EIA L220 29.2 ( 0 31.9 2.g30 39.a 030 36.1 Ba 31,1 ° 35.9 $.Bx° J1,2 6.28° 29.0 6.R3° 11A 1.I50 7,3 1,130 4.8 <16 21E 10.900 .6 29.O P° .0 T I!¢ IN xas VS Ix N '0 1' .°PIo .0 .o .0°1 In.ap -1 .O OO .0 EON I.6 a0 CFs 1.1 1.330 l.] L)80 z , . . laI3t..pi 1.151 )6.4 2.180 ,9]0159.8 t5B0 ", 5.58°) 02 13699,.68 550 19.3 B.2°° III.3 I°.130 II.B 13.6°° 10.1 I6.570 9.0 20,0°0 B3 2q.Ial l.8 3) 237 I6 3 TIME 1N Mal Vs INEL N IN CFS '0 .0°0 ,0 ,35° 1 5 .430 1.1 .530 1L3 .111 24.1 ,11O 21.1 .p0° NCA .9a° 22.6 1.10° 16,3 1.280 12.6 L420 L2 3.08 0 1 4.500 ,3 24,000 .° 299 23l 20 3 ,001 10.0a f Zt nE IN MPS V INFLOW IN CFS '° 1" '0°1E .0 .0 _y .a 11 S.1 .q30 .1 .53° 1.2 .65a 1.5 ,190 ]3.9 1.100 ]q.i 2l0 91,8 ]A20 95.6 1.SH° q6.9 1.E2o 1.1 2,q]0 3].9 3.110 23.9 3.5°0 10.1 3.980 12.3 4,500 5.100 96.] 6.25° 3.1 a,3B0 LS B.6a0 .6 29.000 822 al 0 3 I a. .0 1. .0010 .0 .° .pIi 31 ix 10.00 0 p 1 l..L 25.0 1510, .DD40 1,5 I, .p35 IO.Oo 0 8 0 2B .0 I, .INIl .0 .0 .001 B 831 12 a 10.00 ° 1. .0010 .P .0 .00t la.Oa B30 a1 VERSZON TD GUTTER NVNSER 930 - POTAL 0 VS pI VE RSED 0 IN CF9 .000 .0 50 p.0E0 ,0 550.0p0 28.0 6D O.OOa 69A 6W.000 113.0 ID°.00a IS°.0 150.000 203.a R00.0°p 299.0 BSO Ap° 295.0 9p0.°00 )42.0 950.000 l8).0 1°00.000 935.° 9J° 228 0 3 ,0 1. .00]0 .0 .0 .°O] tp.0a p 3 9'B p 1 CHANNEL 2p.0 l)10. .O pzp L1 !.3 .G35 1p.00 0 83] ] p 3 1. .p010 .°°1 8 91 aq 18 I ,° 1. .°Olo .° .0 ,001 1p.Op SI 1!a3 V INFLOW IN CFE -1 .ea S.a ,q BO ,3 .BEO 70.9 1.180 2PaA 80 1.JB0 2]9.8 1.BJ0 254.q 2.3 296,1 3,5400 211.5 4.4n 1B9,0 5.620 165.9 6,3°0 158.0 a.300 150.5 NUMBER OF GVITEP E/PIPES. 9l B.PO 19 9.sa0 142.3 UAaa 139.0 ICI. 115.9 19.B70 134,0 24.000 132.7 TOZRL Aahauser Busch Masle2 Drainage Plan Ayres Associates 10-year.Developed Conditions, Input and Output MotlSWMM Page 5 of 7 1 MM�ses BuaM P.A9TEP OPAINPGE PLAN pS LE;pN A. I've O.SN 1V-YGA EVPNI. FULLT pEVELOVEe CONGSPTONS ONLY W/ ANHEOEEA BVSCX HART APPINGEPoENT OF EOBCATCHMENiE ANC GVTTERS/PIP¢9 4LIIER TRIBUTAPV GVP3EP/P1PE TPtBUTAPT sVBAPEp O.A.IACI '3 339 p 0 0 v p 0 p a a 25 0 0 0 p 0 p O 0 0 931.1 26 q]B x3l 0 0 0 p a 0 0 0 26 0 0 0 0 0 0 0 p 0 Pq.B 0 0 1 0 0 a 0 0 a p 3l p 0 0 0 0 0 p a 0 ,+2.8 29 500 332 0 0 0 a a 0 0 0 91 93 a 0 0 0 0 0 p V S5 .3a 500 930 0 0 0 0 e 0 0 0 99 0 v 0 p 0 0 0 a 0 15i, 31 p 0 0 0 0 a a l, 0 0 31 0 p 0 0 0 0 a 0 a IB9.5 32 0 0 0 a 0 0 a 0 0 0 >2 0 0 a p p 0 0 a 213.3 33 p 0 p p 0 0 0 0 a 0 D 0 a 0 a 0 1 39 p3q 0 a 0 0 0 0 e 0 0 39 a 0 a 0 p 0 0 p 0 E93.3` 0 0 o a o]z 831 n o D p o o p 0 0 0 n 0 0 0 0 0 0 0 0 .o]3 933 0 0 a 0 p o 0 0 0 p o v 0 0 D a a 0 0 .0 T+ au o D o 0 a o V o 0 o p 0 2z3 0 0 0 o D p 0 0 a o 9z 0 p a 0 a D 0 a h, 4 zn eza 0 0 a p a p p 0 p 0 c 0 n 0 I D p a p 3ea.1 I zze e3a 0 0 0 0 a a 0 0 0 p 0 0 D 0 0 a a a 0 .p 1 129 Bx9 e 0 a 0 p 0 0 0 0 0 0 0 0 0 a 0 0 a 0 303.3 31 z3 01 0 0 0 0 0 p 0 0 0 0 0 a 0 0 0 p 0 0 3 .s z 32 3z p e 0 0 v v p a 0 n0 0 n 0 0 o p 0 a z13.3 z3a 31 o p c D 0 0 0 0 a a 0 0 0 p p a o 0 n 393,3 33s aIs 0 0 0 a 0 o D s D 0 0 v 0 a 0 0 0 a 0 .0 z3a 436 v p a o o a p 0 a a p a O D o o e ,0 33] 3] 39 za q 0 0 0 0 0 9+ 0 0 a 0 x01 0 0 0 0 0 0 0 19.8 p o 0 0 0 o p o a 0 0 o e p o D D 0 o p .D z 0 p 0 p 0 0 a 0 o a. p p o a 0 p 0 0 0 0 9z5 0 0 0 a a a 0 0 0 o e 0 0 0 0 o p 0 O .:0 +36 en1 0 D 0 0 a p o O a 0 0 n p 0 o D 0 0 0 epz.6 axe o o p 0 Q o o D n v 0 0 0 0 D o 0 0 Q o .o 0 0 e 0 a p a p 0 0 3D p p 0 p 0 0 0 a a 1s.p a3R a v 0 0 o v 0 q36 0 0 a o p p 0 a p 0 p a 0 p a a a v a .p nE D 0 0 0 0 0 0 0 0 p zoo 0 p 0 0 p 0 p p o 33.a sop Eap o a p o a a a p a ac. a o o a e p a o a ens apa o p o o a o 0 Q o 0 0 0 o D v o p o o .o exx ]] zza B2a D 9x 0 a p 0 n 0 o a c a 3rz a v p 0 0 o n pee 92E 13 0 0 s a a o D 0 0 0 1a.6 1 a 0 0 0 0 p o 0 p 0 0 o a o sea.l a D .o e29 29 30 o a p o a a a a o o 0 o D a c 0 oa o a p a a o 0 0 3oz-3 30 633 ate 0 0 p D 0 0 0 0 0 0 0 p 0 a a 0 933 33 xq0 ]9 0 o a 0 0 p 0 0 D p 0 a o p 93q z3a 23T 0 0 p v 0 0 D o v a a a 0 0 p 0 aq1 0 D o o a n 0 a Q o 0 0 0 0 0 o a 0 0 0 .o a" 26 331 n 0 s p 0 0 p 0 0 0 0 a a 0 0 0 0 0 102E 9nT 43s 93E 0 0 p p a a 0 0 0 0 0 0 a 0 a 0 0 0 lz".a Anlleuser Busch Master Drainage Plan Ayres Associates I0-year. Developed Condilipns,Input and Output MotlSWMM Page 6 of 7 AnFeS se[ Bss ch RAS?E pRA 1NAGE PL.V9 FtL E:�M.0 oO,IN 10-YEA0. EVE NTr EV L LY RDEVE L'JPED C 1TS ON9 ON qNp NlY X/ AN NEGSER EVSCX Mps? 1 CAM F OWs, srAFFS Axp siGRAOes OF GprrERs ANp vW revlt GN DAX6 ... TE :eL MPLIE3 A SVRCWACIEV ELEMENT ANU :O 1NPLIEF A BVRCXAp D DET6WT10N FAC IYItt NJEYANCE STAGE MGE TIME E LEMEX""0 I1191 "T, IAC-111 INWMINI 25:1 958.0 1,6 26:1 903.9 Is. 29:p 93.9 2 1.]3 0 93. 30:q I0 8.9 JLI 908,$ 2.2 0 39. / 39:1 301.E L] 0 42. D:3 38.6 Ipt-ITFLOWI I 34:1 3X6.z 3):3 25.] (pI RECT FLONI 0 q4. 29i$ IpIRECi FWWI 1 53. T2:J 299.9 2.4 53. 10 19:1 253.0 2.2 1 55, 221:1 19.0 .B 0 13. 115:3 199.0 Ip]RECS FLogl 1 41. 22]:1 3220 118:1 .0 .0 0 0, 019a 362.E 1.) 0 50. 51. 232:1 16 E.3 2.1 0 9, . 1 J 4:1 225.9 12 0 51. 2354 36.9 ,9 3 51. r 036:1 ]13.4 1.1 3 5. L1 59.9 1.0 I 31. 1 240:3 31.J ID[pEC[ ELpHI 1 244:3 46,8 IUI REC? FLpgl 1 35. 35:2 ll1.9 .0 21.LD 1 926:1 E6.3 ,0 9:G t. r 918:3 3.0 IOIRECi 1L.OW1 E B. uB:2 la .B .p z I 12. Ip[PEGS FLUWI ) ] 13fi:3 179.9 Ipt pECT FLGPI 978:2 1., .0 1.3:D 2 )q, 500:5 158.8 6.0 v 91, 600:3 .0 mvPEcr eY0W1 0 0. 11:3 293,5 IpI pECi FLOMI 1 53. B]6:3 36).] IWRE[T FLOWI p 96, 62B:3 194.6 ID IPWI FLTWl 1 54. BE 9:3 380.9 IDI PEG? ELOWI 830:3 .0 Ip1MCT FLOWI 0 0. 831:3 291, IL1.11 FLOW, S]3:3 295.E IDIp T FLOWI X 34:3 201.8 Or RErr FLOW, 2 893;3 2542 1D1TECi FLBWI 891:3 B]BA p1.0,ID FLOW, B9 T:] 199.0 I RECr 1 41 4], ENUP ppGgd.Y PEOGPAN CAL11O Anheuser Busch Master Drainage Plan s Associates 10-year,Developed Conditions,Input and Output AyreModSWMM Page 7 of 7 Anheuser Busch Master Drainage Plan 100-year, Developed Conditions ModSWMM Input mr T- iFemm MASTER DRAINAGE a -PD ln9_1N 101-YEAR EVEN}, FOLLY pEVEIApEp CON➢t TI DNO LON A8NWN0 ONLY W/ NINEpSEP BVSCH XASSEP PWN FACT L3 St E9 - Ay[e¢ Asw c. 30/2 p00 tevi sons 1152 pp 00 N %L00 1.iq 1.J] 213 n-F1 SA9 I." 4.12 nAl 1.16 1.22 LO6 L00 0.95 0.91 0.8'/ 1,111,11 1,111,15 0.13 O.ll a.19 1.61 0,9] 1.06 1.29 2.01 1.1, 5.13 9.p5 3.03 2.33 1.Jfi l.11 0.99 0.93 0.00 0.95 0.81 p.10 p.15 0.13 0,10 0.60 0.6fi 0.64 p.12 -2 O.rls 0.25 r.l 0.] 0,53 p.5 OA018 • Ap ..WAG. .M .l AR WND ..1.E ssS,.I el cp tlev¢lo p.G inryeavlo us £tom VCsl005P $00 410 2N0 13.1 11. .036 Atltl Ras In 2a1 and [ w poM 431 1 201 211 3$20 11A 50, 020 1 22 51. 1$1, I4,6 5. .,p32 3 ES ]520120II 9.1 96. A10 1 1 26 2613512155.1 In .020 t $1 21126In In, I, .p$6 9pl i[ basin E9 inm f1 Ve bast a6-9p-91-92-9J-99 Ay . 1-I.- 10/24p0 90 5p025139. 11.1 12. .010 1 91 $92I., 90., 11, .BID ] 9$ 222 8291 2EA 50. .ntl ] 9) $9 11 an nIA 50. .010 1 99 3p10164 35.0 50, . 10 Pe Evicetl !M1e F area of baa!n 30 atl Ina easetl C1e .tea o[ basin 90 gy[ea rev[5 on 1OR 009 I 30 430 5995 25.0 00. .c21 • ; 31 315]5A 03 Eq.5 02. .021 32 1.111p121.3 In. N. 1 3q 301316I2 S.5 92. .Is END Anbe use[ Ausep prace[cy BASS NS I 0 • Fun N 1 p WRINEP ANp -In CANAL IANILLM1IPEP 9YBCN REGIONN, E%TST}NG DES .Fe FONpI 925NT81, fi 2 1, c.c 0,0 9.1 29.1 11.7 111.1 31.0 212.6 11.3 392.0 111.1 13E,1 cslnllN6 CE 25 -n CE 229 - o cM1a nge¢ [o Ast i ng tllme vione I ; 25 935 9 4.0 1I p0. .p p2 t3.p u00. .40$ 229 25 4 4.0 1110. 13.0 I310. .p09 6. ]. A35 5.0 25 925 1 05.0 1300, .p35 4,p 229 25 1 60.0 1110. .4a3 4, 4. .p35 9.0 ' CK PP Iu. PONp 26 - Conceptual Deslga - 375 -Itstorage. exas inq wcle[. iri¢[ovetl spi l lvay 926 991 11 2 1. 0.0 p.a 2.p 2.1 l,p L4 16.9 13.5 31.5 19.0 53.i $2.6 8q.4 21.6 329.9 26.9 313.5 20.1 232.3 20 p.1 299.1 534.9 315.] 921.2 991 $25 3 • 2 YR CONCEFPWL roo. - .5$N NO 0 26 2 2 1. p.0 0.0 6,0 4.8 CE 26. CE $31. antl CE 2$l [e tll ms133o ns - Anbecser Busch Na st et Plan 2fi 991 1 i.0 21 1p. .0p3 4, 1. .p15 6.0 23] 891 1 15.p $600. E9 2 3 .003 C 4. .n31 6.p 1 96 1, 221 26 1 44.0 1.a. .p03 9, q ,pJS 5.0 826 22l 1 • NW CGRNEP OF CR9 ANp MVNSA ZN VI S}A DPtVE - Pemova Inative[c a n[ pontl 937 ' 927 926 1 3 1. 4.0 C:c 15.2 10.9 19.5 100.0 20.9 2n0,c 22.2 ]00 e3.2 qp 0.0 29.0 SOp.O ' E 21 [ ,ea tl3measlona - pobevse[ auslu Nasca plan • CE 220 Movoc sin Y a 89' tl pipeli oe - gnbeu set 8u¢cM1 N P1 an 21 026 1 1sc 20.0 15p 0. .pp3 q, C 5[p 35 4A 220 826 25U. .003 D. 0. a .013 6.0 8.0 25p0. .pa3 4. 9. ,a4p 1..1 I n tl or Nytl[ogta ph f[am.ABREY300 - O Nc q,I sTOAYBWE PATIO NAMES OFF-E}ic PEG}p1.TL DETENTION BONA-I 92a 820 20 3 1 P 0.00 0.p ],p3 L5 1.10 25,0 l,$1 115.0 L92 110.$ L55 195.E .lp EO J.4 1.Is I91.0 247 131A 2.0E ]01.0 3.33 62.a 3.65 91.1 ;95 381 L R 21A 5.13 20.2 5.65 16.6 6.25 19.4 0.61 0.2 I." .50 l.1 I2.00 4.1 829 229 3 E%IST ING CE 29 and cE 235 29 929 q 1.0 112, .nr9 I1. no. .035 5.0 p0 2 9 095 I.0235 29 5.0 2910. .Op 30. 300. .035 5.0 • CM1 an9eE W[com vl 100e 0CE A091 p, tefleR r B0tl dulp0 5.0 I dee 39 5 q 3p &9 9 t12.0 1950. OOS vise 4. 4 035 y[gyp 30R040 Anheuser Busch Masser Drainage Plan Ayres Associates 100-year,Develaped Conditions,Input and Output AyMotlSWMM Page 1 of7 i 92,p 19s 0, .009 0 lop, .pAs s.a Aeaetl LE sop egmvazenr to cs vl IPI FeI Ayres ^99 motl¢1 500 3p s a.p 32 p o. .Apt I. 0 .it" 9.0 sense CE 121 equivalent ta CE 222 Ayres 199 meni 222 29 I 10.0 Is I1. .p 04 3. 3 AnaEV . .04p t00.p SEP BYSCx us ITE .'sn"on srso r 00 3p 9 2 8 0.0 p.0 p.l p.0 0.2 0,9 1,1 1.B 1.3 qA 1.9 9.9 BA 5.1 39.0 NN CORNEA OF RP E6IDANHMENT ANO MOTA IX ViS TA 4PI ve VE - Remo rna tivet[ant I.re q31 ' 1931 131 11 1 1. VN 0.0 p.0 q.t B.1 I2.5 200.0 I5.3 1 I ra.a2 14 .0 1128e1.0,0 MI ]800,0 <E Ill1. 1'' anp III 23 1;1em - BvL Nstet P1 239 III 1 5,0 003 1. 1. 135 .31 Ill 1 45.0 IAM 00 s. q. 035 ,I 816 1 25,0 1630. , 4 60 £ LR9 - Remvve .n pontl t12 93$ 2R ] 1 1 ' O.I 0.0 52.9 0.0 69.9 ]00.0 CE 31 revlsee tltmeneivna - .1 v¢er an, ,rM1 Maa[er Plan r 31 232 1 1-I 3p00. ,rr1 .035 i0 n23ar Xytltagr aptl l£S vm AEPEV 100 - CE 3] , 0.1E 1.2 0.23 I.ss 10.1 9p3.9 0.3s . I 192.5 3 32 1.11.11 60 4 0.6 0 . 5J J.33 39. m J.6E .1 S.ID R.5 6.23 45 I.J 9 X 2 9.67 1.1 9.50 p.5 II.le 0.1 I n£tou ytltl f[ ]00 - E 9p - v l.0 1 0 240 33 0.00 All In l 0.0 0.1E 0,0 p.23 0.3 0.]5 2A p.93 5.1 I.53 38.3 0,65 9l3 O.B> 91.] l.lp 12E.2 L3l 3]9.6 L91 131.9 195 9e.o 2.91 69.q 3.J3 13.6 ].90 In, 6.0s 2.2 >,31 B,6> 1.3 9 833 1 2t.0 2060. 0 9.006 1,9 ..1 11.0 CE J9 i e elms nsl a na - Anne- Evsctl N I - ae[ Ilse 34 ¢239e 1 "1 11.0. .001 l. 9. .035 6.0 C65 PP 9PtIT O. - PEMOVEp 991 9q0 111 p pA 260,0 0.] 410.0 9).8 BOO.p 128,2 1000.0 196.$ 1200.0 259.> 19Ir,0 III.. 1s t0.0 368.9 ' 1100.0 g21.1 180p.0 961.6 2p p 0.0 520.8 . 141 842 134 3 39 ] CE 236 aa1 CE 1]> [ev3aetl tllmans3 ane - AMmaeI Bu scn Ma¢t er Also 236 EJd 3 s5.p ] I'. ,n03 9, .035 6.0 23] 1 39 1 5,0 1IsIl ,Op9 9 .035 q.0 H OF ANHEV9 EP -sn ANp CR51 Intl" xytl c 0g raptl £rem.AXREv100 - IgNp Epp -t in s00 20 3 Min p.0 1,51 L2 1.E1 3],) 2.01 65.8 135 18B.t 2.>3 89,9 3.08 B].4 3.35 82.3 3.91 68.9 9.92 SE.1 5.28 38.9 6,18 2A.0 6.EB 4.4 >.3E 11,6 2.20 B.3 6.t 481 "or 1p.l] 2.9 12.00 0.0 1.11 vv1 Xye rvq[aptl 'I- OL SE%IDO - p U5 -1 935 AS 20 3 r 0.0p 0.0 OAs P2.1 0.11 1.0 0.50 29.2 1,9$ 1 35.5 1,65 9fi.5 1 95 5A.6 2.tE ]9,1 2,43 99,E 2.]] Ilp.9 3.03 2p 9.) 3.38 224.1 3.fie 116-1 L58 165.E 5.8E 99.1 6.28 93,0 E.83 89.0 A.98 It, 22,01 31.$ HORTN CF ER52 BETWEEN pp 0 ... In".. xyEm1-i'n From. VCst00EP - '.1 136 11 11p added 1 - 436 236 20 3 1, 0.ro 0.0 0.82 ..1 1.Is Inq.0 1.1> 113.1 IA1 692,q 1.l] 100 p.0 .95 1t13.1 2.18 158.1 2.93 1135.9 2,9> 92L8 332 111.1 3.11 1558.. 4,5E ""'.il S.I, III, " 3>6.4 I.ro VIA 6.15 ]99,6 9.pB 61>,6 10.>3 66>.9 11.Op b]0.1 • SNTEREECTION or CP9 µp C0.s2 "I'll XyemgvapM1 fmm Ai - son. 411 - remove lnativercant pend "I r - 93l 23> 20 3 1 p.00 p.0 0.65 2 •• S L91..B9120O 3$891299...99 V25C.,92p E8)%]00 1-2 5Po21...2 vn[£lI0sv61..[1vt 12 p60.u9t0 5 2Bq88.,. E 1.27 29 . O.P 218.l05 1 2 9I 6 Inf10u Hyerro-le £rm].]E 6.1 9 12.05 0 -3B 23l 1 3 0,p0 0,0 p.00 0.2 of l0e Hy et Oq raptl Ir Om YCSEN 100 - CE D 1 3] 237 16 ] I aq103t I',30,9 0 81,] 0 B9.3 L6 1 2 qq.]O 20 . 0 E 60 2e.d 3,6 3 Anheuser Busch Master Drainage Plan Ayres Associates 100-year,Developetl conditions,Input and Output MotlSWMM Page 2 of 7 f xy.7 zoh cram vcsexia0 - E z99 r -1 299 111 19 3 pA0 O.p 0.q3 1]O.].p p.53 6.2 p.65 IP.3 OAfi qi.3 1.1p 10 1,R] 239.9 1.92 R51.9 1.5P Ze O.I 1.92 2q i.6 2.q1 Ill.] 3A5 11a.R 3.11 ]1.8 3.9° 53.3 5.10 2L5 1.3E 5,6 8.61 2,fi 9.50 1.5 1, l2 6R2 1 25.0 1530. .O p1 1.5 1.9 .aJS Sp.O MTN VIiT BF A SPILL FON No 6 BJO 82B B31 1 L.0 p.p 500.0 1 0,0 550A SB.p 600.p 69.0 650.0 11 ii.0 1p0.p 156.0 i50.0 2" B 60' , ¢50.p 295.0 9p 0.p 392.0 950.0 301.0 lOp D.O 935.0 P30 en 3 1. l3 42P 1 20.0 I110. .pp2 oit XyC[oqr app [tom ABPEV 100 ' NOD6 691 l B91 i9 SO 3 1. 10.00 0.D 0.18 4.9 1.07 3i9.1 I,IP 36°.6 1.36 399.3 S,1J 309.p ..I 181.9 3.02 ,9 .a3 3¢6.9 J.qO 314.3 3,15 31q61.E ]93.6 3,11 b9A i6E Rq].2 6.30 2I9.2 1,30 195.3 • °.9a 1 9,] 9.5] P0.3 IO.IS 169.P 12.p0 161.2 END ANHF,a.e NEON PORTION OF MODEL 0 ° i ENDPP OGPM1V Anheuser Busch Master Drainage Plan 100-year, Developed Conditions MOdSWMM Output NNIr LBNENTAL 110..111II Au¢X_S - "IRN NATER .11A1 nsxl MODBI - veusl ON eF.] BEVELOPEO BY NESALF NNIVEPSItt DF FLOR[OA XATEe N.BF. ENL}N.i 1NC, IS¢PIIMBER 19101 1 NPBATEO BY DNNER¢IlY OF FLORIpA IJNNE 19131 HYOpOLW I[ EWINEFPIN, CENTS P. CORPS OF ENGINEERS NISSONPI a". BIVI¢IOX. COPPE OF EXOMEEP9 I¢EPSENHEft 19191 lAPE ON DI. A1I4NMENTR BOVLE ENGINEERING COpPopAT IOX (.,N 19E5. .NLy 19651 JIN(11 dIN 121 J IN131 [X 1q1 IN I51 IN 161 d}Nlil "Nl61 'i.01 JINI1pl R 1 0 J a ' a J D p B B p JOJl 111 uT 121 JOO1131 pI(ql ]OUT I SI ur(6) ILL"I1 JOHT(9) ➢OBT191 JON111p1 JO ° B p p p NSEMlIII B.I.,121 NSCRAlI3i `BcNOF l ql HEF.F11) NAT_B9:i E0 P.. C,,leu ENTRY MADE TD IF,", NOBFE N MUL., DPA}NP.6E PLA4 FILE: ABMP-FDI°°.!N 100-YEAR ¢ , FOLLY DEV¢LOPED CONOITIONB CN AB LAND ONLY N/ ANXENBEP EILL. Me, NNMBER OF TIME 6TEYM I15R I NTESRP11- TS XE IMFL.L ININNTESI Lap + l.B P ENT GF F.r,l IONS C ,P, . "NO pES ENl ION LF'r. 29 RAINFALL 5 EPE. T ERVAL 3 N E,00 N OTES FOR RA3 U.. I... I pAI.L1 HIBTORY }N INCNFE PEpHONN, l.p° ,19 1.33 2,23 2.89 5.99 9.91 9.12 2.q9 1.46 LSS 1,06 1.00 ,95 .93 .Pl .B9 .B1 .1B 13 .6l FOR PA[NWGE NNMBEP 2 PAI NFALI Xl ETORV IN INCHES PER NOVR Anheuser Busch Master Drainage Plan Ayres Associates 100 year,Developetl Conditions,Input and Output Motl$WMM Page 3 of 7 f .93 1,D6 1.29 2,01 2.69 511 9.25 3.81 2.J1 1.36 1_68 .91 .93 .6E .SS .El ,10 .Is .13 .]p .66 69 Anhe uy ec E,,L, -,TEE OBAINAGE PLAN FILE o ABI@-FDIll.IN 1➢0-TEAR EVEN,, FULLY DEVELOPED LONE]iI pNE ON AB LANI1 ONLY W/ ANNEESFA EIISCN NAI I SOSADES GHTIEN WIDTH AREA PEACE,, SLOPE ASSISTµCE FACT. SIINFACE ITOMGE IIN) NFILTFATIDN AATEIIN/NRI WGE NVI:BE, OR NPf010LE IFTI (ACI V IFT/Fil IEPEE,, PER,. NNW, I. ES,. pAEIN. FINIEUN DECAY PAtF NO-E 0 .0 1 R0 .03D0 .016 .25A .IDO .3pp .50 TOO LET 200 qlE 2940.0 33.fi 90.0 .Im .016 .250 .p00 .300 ,51 :10 .00100 I 2p1 23l 3220.0 19.8 s0.0 .C$00 .m6 .$50 .I00 .300 .52 .,A Am EO 1 22 B22 I0540 10.6 5.1 .p32D .I,, .250 .IIA .,so .11 .,1 .p0190 1 I25 25 11120.0 129.1 96.p .m00 .Olfi .250 .NOD .,A, .51 .50 .I"Ec 1 26 26 1353 E.0 I55.1 50.0 .0200 .p16 ,250 .100 ,)p0 .5] .50 .pOIEO 1 2l 2l 12680,0 l$.E 52.0 .0260 ,O1fi .25p .100 .300 .51 .Is .00160 I 90 See 25939.0 BA6 B2.0 .Ol Op .1, .100 .30p ,51 .50 .00I00 91 29 2E895., 945 1,.I .1,Op ,01f ,250 .100 .THIN .51 .50 .DO1 B0 1 92 2SE E2q].0 26A 50.0 .p100 .016 ,250 .IDO .300 .5l ,50 .OHl E0 9J 29 T82A 2fi.B 50.0 .p100 .01f ,Ilc .1. 300 S. .Is .D0100 1 99 30 Ip 169;0 35.0 50.0 .0100 ,016 250 .l Op .300 .1, .50 30 9]0 591i0 25.0 800 O15p .'I, .250 .100 A0180 1 .30p .51 .50 .00160 1 31 ]1 535 E4.0 IB9.A e2,. . 0 .(210 .01, .250 .,ADSIT .11 .AD .00180 32 32 3lllOq 211,1 ".1 .1111 .IIA .250 .1. .30p .,1 .10 ,OOI BO 1 34 39 3'1316.0 128.5 02.0 .0100 ,0,, ,2,, .100 .300 .5] .50 .00180 1 TOTAL NNNEEp IF SIIBCATCNNEE), 15 rmu IRIEDTnax AREA NACREsI, 12a9.ED Anhe�see Eusch ]WASTER ONA HADE PLAN FILE: ADEP-IH100.IN III-YEAP E UL EVENS, FLY MVELOPED CONDITIONS DO AS LAND ocul N/ AN AFF E E,F NAE CONTINUITY CHECE 'OF SVECATCNNENT HINTING IN Up5NN2-FC MODEL ENFEOTNEO AREA NACRES] 294.600 TOTAL AAINFALL ]INCHES] TOTAL INFILTRATION IINCRE51 ,500 TOM WAIERSISO OUTFLOW ]INCHES] 3.099 TOTAL SUAFACE STORAGE Al ENO DF STRON I[N,NsE, .O6$ ERROR IN CONTINUITY, IFICEN,AGE OF RAINFALL .111 Anheo sec E h MASTER OPAINASE PLAN : AENP-Fp1N0.IN I IDO-YEM SVENL FULLY DEVELOPED CONDITIONS ON AD LAND ONLY W/ ANHFUSER EVSCN NAE 1 N i}ER GO,Fas NDP NP to IN INVERT "us RWPE. IFINHONN/FURORROE D9BER CONNEC,I ON IPA LONG TN SLOPE IP I2 10 I pRPT.4 JN (FTI IFTI ..HE L P N IFTI 925 89] 6 2 I PIPE .0 .0030 .0 ,I Is,EONFAIR STOPAGE IN AOSE-FEET VS SPILLWAY D." . ,000 .0 I..1 21.1 ll.lII 162.1 37.IDO 212.E 5q,300 392.0 I31.900 l3 E.E 25 925 p 1 CHANNEL ES.p 3100. .003p 9,0 9,0 .p35 229 25 0 1 NANNEL 60.1 SI11 .00]0 q.0 4.1 .035 CIS 0 92I 61, 12 2 pt PE ,p01p .0 .p .Om .00 p RESERVOIR STORAGE 1N ACRF-FEE, VS 9PILLNAY OLDIE LOW 1 .p00 .D 2.IOA 2.1 1.000 7.4 16,400 13.5 31.500 19,0 S3.700 22.1 09.400 24f 124.1 0 21.9 113.S" 28.1 232.Us SO.I 299.1D0 111.9 315.300 923.2 09] F25 0 J .0 1. ,0010 ,1 ,D .111 IO.Op 0 4]8 26 2 2 PIPE 1. .Ocle ,0 .p .Opl .ON 0 ERVOIP STORAGE IN ACRE-FEFT VS 9PILLNAY DOIll. 1 S .00P .0 6.IsI q.R 26 E91 0 NANNEL SS.D 2110. .0030 9.0 9.0 .p35 SAD 0 231 NET p I CNANNEL I5,0 2600. .0030 4.0 4.0 .035 6.00 0 891 426 0 3 .0 1. .ON10 .p ,0 .Om 10.00 0 .1 26 0 1 CHANNEL q0.0 1690. ,D030 9,0 9.0 ,035 A,Op p B26 22] 0 3 .0 1. .AD1l .0 .0 .031 11.1 p TH P B2fi 0 I CNANHCL 20,0 1500. .0030 q.0 9.0 ,035 4,00 0 220 B36 N 5 PIPE l.p $50I. AHIA " ,O .0ll 1.00 0 P/EPFLON 0.0 2500. ,0030 1.0 9.A .Dq3 III."92E 820 .0 1. .0030 .0 .0 .p01 II.Is 01. T N NqE Vs INFLOW IN <Es NE.O DO 0 1.030 1.5 LIDO 24.p LPO I15.0 1.9'e0 170.1 1.550 195.E 1.7 00 203A 1.950 191.0 2.9]0 131.4 2.E20 101.D 3.330 12.E 3.651 3.980 38.1 T'Ol0 l.q '.Ill 11.0 1,111 IS., 1.250 19.4 B.6]0 Q0.2 9.500 l.1 14 at' 29.1 Anheoser Busch Master Drainage Plan pyres Associates 100-year,De,elcood Cuiridbons,]loin Intl Ou1pW MoaSWMM Page 4 of 7 ez9 2z4 0 3 .B 1. .valp .0 .0 .vm .v0 z3 929 4 <xAN19EL s.0 35m. .0090 l IC.o .O3s 39.00 a OVEPFLOw to . a32a. .0090 eO.p to 0.0 .09s s C MANX .p0 235 39 p 9 EL 0.1 J910. .pp90 ]0.0 10.p .035 S.pO 0 OVEPF LON 1p0.0 29ID, .0040 80.0 100.0 .p95 500 )0 829 0 q CXMNEL 13.0 1950. .0090 9.0 9 0 .035 1.,00 0 ( 500 30 0 5 PIOVEPELOW 52'0 1950. .pO qp 100-0 100.p .09s 5.00 FE 4,0 320p. ,1.14 .0 .0 .013 4,11 0 .V `TIOw 4.p RpO. .p030 9.0 9A .090 100.00 322 29 0 1 CHANIIEL 10-0 5500. .0090 300.00 0 930 30 9 z PIPE .0 PESERV03R 5IDR9G6 .p IN PC E-1.1 VS SPILLNAT.200 OVSEWN 9.900 B.9 5.100 d9.p 6,900 1 339 231 0 I CXPNH¢L 1s.0 261550. .0030 9,0 9.0 6.00 0 3] 331 1 CHANNEL 95.p 2000. .p03p 9,0 q.0 .035 6.00 p 232 026 0 ] CHANNEL I. I 1630. .00I. q.0 CT .035 6.00 p 3E 332 I CHANNEL Sp.O 30a 0. .0030 q.0 9.0 ,035 5.00 p( 3) en zeNIT LIME VB INF LCN IN CEE 000 .180 1.2 .230 I.9 .350 22.5 .610 90.E :1% 195.3 1.ID0 160,0 LAH 111.q L9s0 ]09.9 $.9':0 12.1 3.330 3q,9 3.111 1,1 5.100 B.5 1.211 45 i3B0 2.3 0,6]0 Lp 9 spp .s u.0p0 .t ( 290 033 2N F310.00 -1 IINE I ¢RB VS IN LpX IP CF6 ,3 .)Sp 2.0 .q30 5.1 .530 IB.3 .650 41.3 .810 9L] 1100 12 P.z LIII 139.6 1.420 13IA I950 96.0 2.91p 69.4 3.330 2].6 J.980 10,6 S.IpO 4.0 B.6 Tp .3 9.SOLE .I 19 B33 0 I L d0.0 2060. .0030 1.0 L4 .035 1I 00 0)9 339 0 L CXANNEL 5:1 ]400. ,0030 q.p q,p .p35 1.10 0 639 34 0 ) .I 1. .001I ]0.00 0 z36 B39 0 I ss.v Is 1s. .p09p 9.0 9.0 .035 L.00 0 231 e)4 0 I [HANNEL s.0 3s00. .p04p 9,0 4.O .a3s 9.00 0 boa spo zo .p 3. .8010 .o .p .pm 10.0a -1 f TINE IN xu IN .I Lw t C0 F3 5�0 O . 2,010 6i3 2.200 2.$.1 09.9 3.08 B2.3 3.3s0 6B4 . 20 .111 11,I1 30 11, N.2 1.020 1.1 9.830 4.410.110 1.9 12.000 .0 ]IME IN NRs VE 3 NFLOX }N CFS .000 .p .150 2.1 .111 9.0 .800 29.3 2.131 32., 3.030 19.5 L 650 96.5 195I 50,6 2.]00 11, 2,g30 99.4 2.T30 1".1 3.030 2".1 3 d80 $39,1 3.680 3311 q.5B0 165.E S.B2p 99.4 6.2B1 93.0 6.830 09.0 S,q BO s5.0 iz.000 31.8 936 236 $p 3 .0 1. .0030 .0 .0 .001 10.00 TINE iN Xp3 VE IXFLOX IN CF -] .000 .0 ,820 5 3.2 ]ASp 211.1 3.510 111, 920 692.4 1 130 1000.0 ].950 119.1 2180 Ill1.9 3.4 0 1 1I35.9 2.111 921.8 1.111 69fi.6 1.,. SSB.I 9.500 ggq.9 s.100 J991 s.III 316.9 .111 513.1 6.250 359.6 4.001 611.6 10.130 661A 12,000 610d 31 211 1L 3 .0 1. .IrlO ,0 .0 .001 IIAO -1 ttNE SN M0.5 VE INFLOW IX CFS ,23p 1.1 .350 b.B .q]0 13.3 .SJO 3IN, III 89.q ,1 39.I ,E00 09.5 ,0]0 81.z ].100 54.E 3.280 91 ] L600 29.9 2.111 30.6 L420 9.0 3.080 l.6 5.100 .5 114 111 T 19 3 :6 IN NP VI 1NELOW IN CFS .110 .0 ."I 2.0 .530 6.2 .650 10.3 .190 47.3 1d Op Pp.O 1.III 221A 1.420 251.9 I.580 M.] I.111 191.6 2.17I 111.1 3.011 Il O,z 3.500 T.e 3.930 12.3 5.100 29.5 62s0 10.9 1.380 I, 0.610 I, 00 I.5 E22 11 0 3 .0 1. .00!0 .0 ,0 ,001 10.0 p 12 E22 0 1 CHANNEL 2s.0 1530. .00gI 1.4 .035 10.00 0 131 12 0 3 .0 1. .p 010 i.p .p .001 1p.00 0 B$8 631 32 3 .001 I0.00 330 OIVEEEI JN TO GUTTER N N¢EX A30 - TOSAL p V6 BIVEpTEO 0 3N CF530 .0 .0 .000 .p 500.000 .0 550.000 2..0 60I.000 L9.0 6EOA00 113.0 TWAIN 353.0 1 s0A00 203.0 E00.000 299.0 850.000 295,0 900.000 392.p 95 p.000 301A IBa0.000 935.0 8,0 220 p 3 ,0 .0 .001 I0.00 0 3 83E 1 CHANNEL 2p.0 I130. .0020 1.] 1.3 .131 I0.00 0 B33 T3 0 3 .0 L ,0030 .p .J Ap] 1p.00 0 891 14 20 3 i INFtOX IN E IN HPS V CF6 .000 E.0 .q00 q.9 1,011 111.1 I,111 )B3.0 1,300 311,3 2.11O 3E9.0 2660 3B 5.9 3.020 3B6.9 3.ll0 DE.3 3.150 P9,9 4.030 III, 9AB0 391.1 3,110 219.9 5.630 2..2 6.300 2191 ].300 195.] 8.910 119.1 9.TO 320.3 IO,1s0 16 q.E 12.00a ]61.2 SOSAL NVH¢EP OF GVITER9/PIPES, 95 J TE cx MASR OMINIO¢ PLAN ILE: AE -F p100.[N 3 p0-1- EVENS, FVLLT 0¢VE LOPED CONO}IIONS ON AEHLAN. ON11 N/ gNNrIIER EVBCH NAE AAPANGFHEM OF 9V¢CATCNMENTB ANJ GVREPE/Pt P¢3 W STE 225I¢VTO Y Gll EP/P)PE0 T 'OITART EVEPAEA A.ll-' 0 0 0 0 0 25 0 0 O Anheuser Busch Master Drainage Plan Ayres Associates 100-year,Developetl Conditions,Input and Output MotlSWMM Page 5 of 7 I z6 4]e zn p o ° p p v p p x6 e o 0 o p ° o o na.e n 2 z9 as qz o 0 0 0 0 0 ° v 91 93 a o 0 o v o o p _v p s a o lsan 44. lz 6 3+ p a p v o a c a p p 13 0 0 0 ° o p v o a ian,s 0 a 0 0 0 0 0 0 213.3 r 3a a3a 0 0 p p 0 0 p 0 39 0 0 a p 0 p 3l v 0 p 0 0 0 0 0 p 0 0 0 lz 93l p 0 0 0 0 0 0 0 p p 0 0 a o p 0 a p ]J e33 l9 941 122 0 0 p 0 0 zfi a p p 0 U 9z 0 p 0 0 0 0 p 0 v ze.9 m a p a 0 0 0 p 0 a a 0 0 a 0 0 0 0 p 1 0 296,1 z2s ezi o p a p v o p o ° o p o o p p o o p o 30z.n z31 va Jl 0 p p o p o 0 p p 0 0 o p a C p 0 0 3n.e 212 Dz 0 0 p 0 a 0 23a p 0 0 p a e p o 0 p 0 0 0 21J.3 f 39 0 0 0 p p 0 o 215 c o 0 a 0 0 0 p 0 a 0 Iu.3 0 p 0 0 v 0 a p 0 0 0 0 0 0 0 0 a p z35 4a15 0 36 o v 0 211 10 zq4 0 p 0 0 0 0 p 0 zm a 0 0 p c 0 0 p p 1s.9 24o p o o p p p o e p o p o a o p p o 0 0 zao o p a p p p p p p. p p o p v o p p 0 0 0 9zs zs v v ° p 0 v o azf. 991 0 0 0 0 p 0 o 0 0 0 0 p p 0 0 0 0 ae o v o 0 c o 0 p o p o p 0 0 p p c 0 p 433 0 o a o 0 0 0 ° 0 p 30 p 0 0 0 p p 0 p 0 zs.a +1s a r 4]e a 0 p 0 0 0 0 0 a 0 zao 0 0 0 0 o Q 0 0 c s00 60p p 0 p 0 0 0 p p 0 9e 0 0 0 p 0 s10 a o 0 o e1.6 ° 0 1 0 0 0 0 a 0 0 0 0 0 0 a 0 0 p p 0 .a fizz n o 0 o a o v p 0 p ez6 zl 22e 132 0 0 0 0 0 p 0 22 0 0 a p C 0 0 0 0 z0.6 B2e 9Is 71 v 0 0 0 0 0 p 0 0 0 p 0 0 0 0 0 0 p ]06.1 s29 z9 I p p 0 0 0 p p 0 B3° 0 v 0 0 0 0 0 0 0 0 p 0 0 0 0 0 p p 0 0 302.3 831 026 0 0 0 0 0 ° ° p p p 0 0 C 0 0 0 0 0 0 .0 833 33 290 l{ 0 0 0 0 v 0 0 0 0 639 236 231 0 0 0 611 0 0 0 0 p p ° 0 0 p p 0 0 ° 0 14.8 991 26 211 0 89] 925 426 p 0 0 q 0 0 0 0 ° ° 0 c 0 0 0 0 0 0 e02.6 0 0 0 p C p 0 0 0 0 QS-0.0 1 Anflaeaer Burch Master Drainage Plan Associates 100-year,Deveteped Conoi0ons,Input and Output Ayres MaESWMM Page 6 of 7 Ame�se� sm MgsTER DRAmgc¢ eLA3t aL¢: aaXP- mpv.2x 100-Y¢AR ¢VEAT. FV LLY pEVE LOPED COrvpII]ONS GY qE LAND WLY Po/ PNNEU 6IA tlVSCX Mp5 "• PEA¢ FLUNS. 9}A6E6 ANC 6TCPAGER OF GViTEp3 NO p tMPLIEG I Llsl A 20N pAM3 ^ •¢' NOTE :5 LNp LI Eb P SVP[HANG¢p ELEMENT ANp ;0 A 6VPCXAWEp pETENI ICN FAC ILI}y ONVEYAXCE PEAK fl,9 GTOMGE TiME LEMENi:SYpE ICFEI IFTI IAC-FTI IXR/M[NI 25:1 I31B.6 3.1 21:1 93.5 0 J]. 29:9 556.3 3.5 p ql 30:9 999.9 ],S C 9l. ]Ll 1p 92.] 3.B 0 Sl. 33a 93fi.9 I M 0 90. r la 153.] IC RE[T FLgYI 1 ]. 3L1 1939:2 3.9 2 y :3 99 Ipi PECi FLOX) p 99. 71 � ]1:3 562.8 ICI PELT FLJpI 1 J1. ]2:1 556.6 3.5 33, 14:15.4 I 2fi 1 19:1 ]93.9 2.9 1 J0. 2za:3 6sa 1,E p 4T. 22 1103-0 ICIMCT PLONI 3 5]. 22i:1 l ] 3.9 p 9t. 228:5 29 29 t.0 5.0 1 30. 2E 9:1 IpOBA 1.1 0 q6. f 231a 1983,2 3.5 2 1$, z3za 4 es9. v q9. 239;1 1 . 3 220 A 2 11. 235:9 220.2 2.0 3 222390:3 3162 2 21t. p1PCT .. FLOMI It. 299:3 259.¢ mIXECT FLOXI 925:2 39E.t .0 55.8:0 qE6:2 189.t p 350.t:e 28:3 2p 3.0 IC[PE CT FL[W!) 1 q3, 935:3 223.9 IpIPELi FLpWI 3 23. 936:3 It IO.B II PELT FL pFI 2 11. 9]B:2 4.8 3p0:5 399.9 ].B 60p:3 63.1 I-1.TT FLOWI 822:1 562.6 10IPECI FL.1 1 11, 326:3 1169.5 IU1 BECi FLOMI 1 12, S FB:3 856.T I.1 PE LT FLONI I 39, 629:3 '. , ICI PELT FLOX) B30:3 301.3 (W.Ii FL.I 39. B]I:J 555.9 IOIPECT F1.) 14. B]3:3 6)9.9 IC I PECi FLOWI 1 IE. d19:3 ]492.] IDes FLONI 1 E91:] 399.2 IC I PECi FLONI C91:3 2611.9 10I PELT FWI B9t3 1103.0 Ip I PEGS FIOxI I FNCFRGG rr We W CALLED Anheuser Busch Master Drainage Plan 100-year,Developed Corld,dons,Input old Oulput Awes Associates oWMM Page 7 of 7 'dew RUU101A JEJauaE .1 ainbij j .' o N Z !. Sm p, "� a Y .•'4s�§t . - W�. " ,y• /f T 0 ilk N COUNTYROADII tLd - I - �j-e>�• � � �„ NCOUN7Y ROAO `� � � n . IT NTIMC+fIRIINE RD _ 4 O N COUNTY ROAD 9 p y y o rM m i n a < 0 a m � D ' o ' A ■ ■ r In 1 N W D NW FRONTAGE RD q INT A f JS BUSCN DR 00 Wi. F,d °c t � . N a D �n �•... �Z2 ® ® 234 F ' 30 29 2 229 � 231 VII An Legend Inflow Hydrographs lot oil Drain —• p•.; // Existi �_ _ -I _ — U) o 0 All 499 DRAWN DAP CHECKED DAP DESIGNED DAP R997 FILENAME HS Site Topo 499A E T I I I \ 99 990-- 00 II \ \ \ \ \ \ \ \ \ \ I II III I \ w � W a. � \ I \ \\ \ \ \ \ \\ \ \ � � I \ \ \\ \\ \\\ ce LU s Z F— I / CO � '� \ \ \ \ r� LL I = � I � �� \ \ \ �s U. o �' • . , / �` ' . , ,.� ,�' ,� 1 I � \ \ \ \ \ \ � - ` - . . � � IIII - I el =II ►II � %ram 7Q _ � II ��� I ► \ \ \ \ \ I ( ( I 1 � `�,. \ .. � -r4936 �, , . ' � . I- -- 50 0 50 100 scale 1"=50' feet ���\\\ \\ \ \ \ \ _ \ \ \ \ \ \ \ y` _ �� _4985 -- r i/' I l I I I I 12 TS INC. CONSULTING ENGINEERS 77 , 748 Whalers Way � Suite Colorr do 805251ins = ��� ��' —_ —� � \�\ i / / l 1 r + l\ \ \\ Phone: 970.226.0557 - \ \\\ \� \ ,U� / / � \� ' JOB No. 1230.0009.00 \ \I 1 \. � // ; / / I l SCALE DATE 08 30 2024 l / \ \ I I / .' _ ! ✓ I I I I 1 SHEET 1of1 Photo Year Date 1937 7/21/1937 1953 Sep-53 1969 7/27/1969 1970 4/27/1970 1972 5/15/1972 1973 10/13/1973 1975 10/15/1975 1977 10/15/1977 1978 6/9/1978 1979 6/3/1979 1981 10/19/1981 1984 11/18/1984 1986 10/7/1986 1987 10/1/1986 1988 7/10/1988 1989 9/16/1989 1991 10/12/1991 1992 9/26/1992 1993 6/25/1993 2005 9/15/2005 Cut and Paste the below link into your browser https://www.dropbox.com/scl/fo/17jastzt8uxmmsxcfc8e2/APM6GSBAsV8jBmvvBIS