The URL can be used to link to this page

Home My WebLink AboutORD 1985-013 CITY OF GRAPEVINE, TEXAS ORDINANCE NO. 85-13 AN ORDINANCE QF THE CITY OF GRAPEVINE, TEXAS, AP- PROVING WATER AND WAS�'E WATER LINES AND SYSTEM PLANS FOR THE CITY; PROVIDING A SEVERABILITY CLAUSE AND DECLARING AN EMERGENCY WHEREAS, the City of Grapevine, Texas, (the "City") within recent past years has experienced a substantial and volatile growth in residential, commer- cial, and industrial use; and WHEREAS, said rapid growth has resulted in an altered pattern of land �"" ' use that is significantly higher in overall growth and density than the land use previously planned and contemplated with the attendant results that the existing water and waste water lines are in some instances inadequate to handle the increased volume of use and clearly inadequate to handle the proposed additional growth and higher densities; and WHEREAS, the City's Public Works Department in conjunction with other Departments has developed a new plan of development for water and waste water lines within the City. NOW, THEREFORE, BE IT ORDAINED BY THE CITY COUNCIL OF THE CITY OF GRAPEVINE, TEXAS: Section 1. That the City Council does hereby find and conclude that the City is in dire need of a revised and improved water and waste water system plan due to the rapid and expanding growth, particularly of high density uses that are also high users of the water and waste water system. Section 2. The City Council does hereby approve a water and waste water system development plan for the City as contained in Exhibit "A" that is attached hereto and incorporated herein for all purposes. Section 3. All property owners hereinafter developing property within the City shall be required to pay a capital recovery fee in accordance with � " Section 25-25 of Chapter 25 of the City Code. Section 4. If any section, article, paragraph, sentence, clause, phrase or word in this ordinance, or application thereto to any person or eircumstances is held invalid or unconstitutional by a Court of competent jurisdiction such holding shall not affect the validity of the remaining portions of the ordinance; and the City Council hereby declares it would have passed such remaining portions of the ordinance despite such invalidity, which remaining portions shall remain in full force and effect. Section 5. The fact that no present ordinances of the City of Grapevine adequately provide for the expansion of the water and waste water lines and system plans for the City creates an urgency and an emergency and in the preservation of the public health, safety and welfare requires that this ordinance shall take effect immediately from and after its passage as the Iaw and Charter in such cases provides. PASSED AND APPROVED BY THE CITY COUNCIL of the City of Grapevine, Texas this lg� day of Niarch , 1985. �,. ... � Mayo , Ci y of rapevine, T�x�s �. -� ATTEST: A�ti Ci y Secretary [SEAL] � APPROVED AS TO FOR • City Attorney � ,�:, i � � � f - � � � � - REPORT ON � � WATER DISTRIBUTION SYSTEM STUDY ' �� _ �� FOR THE CITY OF GRAPEVINE, TEXAS � � 1981 � _ � � � � ��F�` �� Freese And Nichols, Inc. Consulting Engineers � _ L ; � � � . r�=' � � � � : � TABLE OF CONTEPJTS � Section Page � 1 .0 INTRODUCTION AiVD SUMMARY l . l � l .l Scope � , � 1 .2 Conclusions and Recommendations 1 .2 � 2.0 POPULATION 2', 1 2.1 Historical Populations 2.1 � 2.2 Projected Population 2.2 2.3 Population Growth Patterns 2.4 � 3.0 WATER REQUIREMENTS 3.1 � 3.1 Historical Water Requirements 3. 1 � 3.2 Projected Water Requirements 3.4 � 4.0 SOURCE OF WATER SUPPLY 4. 1 � 4.1 Source of Supply 4. 1 4.2 Distribution of Supply 4.1 � 5.0 DESIGN CRITERIA 5, � 5.1 Introduction 5. 1 5.2 Selection of Line Sizes and Locations 5. 1 � 5.3 Maintenance of Major Transmission Pipelines 5.3 5.4 Pressure 5.4 5.5 Balance of Elevated Storage and High Service � Pumping Capacities 5.6 5.6 Quantity of Ground and Elevated Storage Facilities 5. 7 � 5.7 Pump Operating Criteria 5.8 � 5.8 System Operations Monitoring 5, 9 6.0 NIGH SERVICE PUMPING FACILITIES 6.1 � 6.1 Existing Pumping Facilities 6, � 6.2 Future Pumping Facilities 6. 1 � i 7.0 STORAGE FACILITIES 7,� � 1 ^ 7.1 Existing Storage Facilities 7, 1 � 7.2 Proposed Storage Facilities 7, � ; i FREESE AND NIGMOLS�INC. r= �,,,;.:.:, � � ' � Table of Contents, Continued � Section Page � 8.0 EXISTING WATER DISTRIBUTION SYSTEM 8.1 - 8.1 Current Operating Procedures 8.1 , r 8.2 Water Distribution System Network Analysis 8.2 � 9.0 FUTURE WATER DISTRIBUTION SYSTEMS 9. 1 � 9.1 Proposed Operating Procedures 9.1 9.2 1986 Water Distribution System Network Analysis 9.1 9.3 Year-2000 Water Distribution System Network Analysis 9.4 ��""�' 10.0 PROPOSED PROGRAM OF WATER SYSTEM IMPROVEMENTS THROUGN 1986 10.1 �� APPENDIX A LIST OF REFERENCES A-1 � � . �- � �_ �� : $� � � � � 3 i r � � FREESE ANO NIGNOLS�ING. i � � � �— � � �— � LIST OF TABLES i- � Table Title Page � 2.1 Historical Population Estimates 2.2 � 2.2 Population Projections 2.3 � 2.3 Population Distributions By Planning Districts 2.5 3.1 Historical Water Use 3.3 � 3.2 Projected Water Use 3.5 6.1 High Service Pump Characteristics 6.2 � � 7.1 Storage Requirements Based on Design Criteria 7.2 � 8.1 Desirable System Operation Indicators 8.2 """'�' _ 8.2 Peak Day 1979 Maximum-Hour Sources of Supply 8.4 � 9.1 1986 Maximum-Hour Sources of Supply 9.3 9.2 Year-2000 Maximum-Hour Sources of Supply 9.5 � ? 10.1 Recommended 1980-1986 Capital Improvements 10.3 Program � � �_ � � i I ; � � � � f s � i FpEESE AND NICHOLS�INC. 1 r� �, . ve��. � a . F { � LIST OF FIGURES � After , Figure Title Page � 2.1 Historical Population Estimates And Population 2.3 ' Projections � 2,2 Planning Districts 2•4 � 3.1 1978 Seasonal Pattern of W�.ter Use 3.1 � � � 3.2 1979 Seasonal Pattern of Water Use 3.1 ��....A 3.3 Historical Water Use 1965-1979 3.3 t 3.4 Historical And Projected Per Capita Consumption 3.6 ��.� 5.1 Criteria For Spacing Of Smaller Pipelines 5.2 5.2 Elevated Storage - Preferable Spacing Of Planes 5.5 � ? Plate I - 1979 Water Distribution System � Plate II - Proposed Year-1986 Water Distribution System Plate III - Proposed Year-2000 Water Distribution System � ; � � � � �� ' :� , � i I . FREESE AND NICMOLS,ING. ��_ � � : ; � i INTRODUCTION AND SUMMARY ; 1 .1 Sco e This report presents the results of an in-depth analysis of the � City of Grapevine water distribution system. A primary purpose of the � study is to prepare a comprehensive plan for the development of a water , distribution system that will provide satisfactory water service to both � present and future water •customers of the City of Grapevine. The planning period for this report is through the year 2000. The following � specific activities are included in the scope of this project: � 1 . An analysis of existing and historical population trends and '""'� a projections of future population trends and their distribu- � tions within the service area. , 2. A study of historical water use and projections of future � water demands. � 3. An evaluation of the operating procedures, and requirements for pumping stations and storage facilities. � 4. An analysis of the existing water distribution system for 1979 maximum-hour conditions to calibrate the computer model �_ for known conditions and to determine existing problem � areas that need immediate solution. < � - 5. Develop plans for a proposed water distribution system that ' � ; will be capable of supplying the projected 1986 and year-2000 ',',,,,,,�i I demands. '_ � 6. Prepare a recommended program for the consturction of trans- mission pipelines, storage facilities and pumping facilities � , for the 1980 through 1986 period. '.._ � l . l IFREESE AND NIGHO�S�INC �_ ,� �;,,� ;__ � � � 7. Furnish an updated computer model of the 1980 water distri- - bution on the Freese and Nichols in-house computer for use by � � ' the City of Grapevine in the evaluation of deviations from � the proposed master plan. , � 1 .2 Conclusions and Recommendations � � The population of the City of Grapevine is expected to increase � from the 13,500 in 1979 to a population of 54,680 in the year 2000. The fastest growing area is expected to be the southern portion of �,,, ,. � the city. �� The historical water requirements have gradually increased in re- � � ' cent years. The 1979 average-day requirement was 1 .43 million gallons � per day (MGD) while the peak-day requirement was 2.66 MGD. The total system average-day requirement is projected to increase to 3.15 MGD � '_ in 1986 and to 7.65 MGD in the year 2000. The total system 1986 peak- � day requirements and maximum-hour demand are projected to reach 6.30 � ' MGD and 12.61 MGD, respectively. In the year 2000, the total system � peak-day requirement needed to satisfy the projected population will be 15.30 MGD with a total system maximum-hour demand of 30.60 MGD. 4 � The combined supply of water from Grapevine Lake and from the � Trinity River Authority should be adequate to meet the needs of Grape- �� } vine through the year 2000. To meet the projected peak-day demands � the water treatment plan should be expanded by 1985. _� Two 3.5-MGD at 280 feet TDH pumps should be installed at the Water I Treatment Plant Pump Station to satisfy the 1986 requirement for addi- tional firm capacity. To raise the firm capacity of the pump station to -- the projected levels, these pumps should be installed at an early date. ; � 1 .2 FREESE ANO NICMOLS�iNC. � � � � � � � An 1 .0-MG elevated storage tank is proposed near the intersection - of Mustang Drive and Timberline Drive. The recommended completion date � is 1983. An additional 1 .0-MG gallons of ground storage is needed at � the water treatment plant in 1982. The recommended improvements to the water distribution network that � are required to satisfy the 1986 conditions while remaining consistent with the year-2000 requirements are illustrated on Plate II. A recom- � mended 1980-1986 Ca ital Im rovements Pro ram is resented in Table p P 9 P � 10.1 . The total estimated capital cost for the major distribution ,,,� system improvements over the six year period, including the water � � �_ treatment modifications, is �8,251 ,800. � � � � � � � � � . `s � � ; I 1 .3 _ f FREESE AN�NICMOLS,INC. � �.._.. � � � � POPULATION 3 Z i 2.1 Historical Population � Historical population estimates and trends are important in estab- � ' lishing historical per capita water consumptions and in projecting fu- � ture populations. The estimated Grapevine populations for the years 1965 through 1979 are shown in Table 2.1 . These population estimates are � � based on the number of water meters in service for 1965 through 1969 and � on the housing counts for the years 1971 through 1979. �� " The growth trends indicate that Grapevine has increased in popu- �� lation consistently during this period. The annual growth rates ex- pressed as a percentage are also included in Table 2.1 . They range from �_ a high of 16.9 in 1979 to a low of 2.2 in 1970. The higher growth rates � in the latter years are undoubtedly influenced by the construction of ' the Dallas-Ft. Worth Airport and the industrial development that has � occurred in Grapevine during this period. � 2.2 Projected Populations Population growth and growth patterns provide a basis for project- � ing future water requirements. The population projection used in this study are presented in Table 2.2. A graph of these projections, as well �""�" as historical estimates, is shown in Figure 2. 1 . The population of the � City of Grapevine is expected to increase from the 13,500 in 1979 to a �� ' population of 54,680 in the year 2000. Ttie projected annual growth rate ; is expected to decline from 7.6% during the years 1979 through 1986 to j 6. 1% during the years 1995 to the year 2000. These annual growth rates - � 2.1 ` � -FPEESE AND NIGMOLS�INC. I � � � 3 3 } i � Table 2. 1 S _ Historical Population Estimates � Year Estimated Average Annual Growth � Population Rate (%) � 1965 5,606 � 2.4 � 1966 5,739 4.3 � 1967 5,988 8.9 � 1968 6,519 � 3.8 � 1969 6,767 { 3.8 1970 7,023 ; 2.2 rwr � 1971 7,181 ' 2. 7 1972 7,376 � 10.2 � 1973 8,126 14.7 � 1974 9,321 � 7.4 1975 10,015 � 3. 5 1976 10,369 ` 5.6 1977 10,954 5.4 __ 1978 11 ,550 16.9 1979 13,500 �_ � � I �3 � J } � S � I �.� t+ I I � FREESE AND NIGHOLS,INC. t r� ,�;... � � � � Table 2.2 � Population Projections � i Year Population Annual Growth Population � Projection Rate (%) Increase - 1979 13,500 7.6 9,020 � 1986 22,520 7.0 7,030 1990 29,550 d 6.6 11 ,060 � 1995 40,610 6. 1 14,070 �� 2000 54,680 �� are consistent with those experienced during the period 1970 through � 1979 of 7.5%. The declining growth rate should not be confused with a � net population decrease. Grapevine is projected to increase by an � average of approximately 1 ,960 persons per year throughout the planning period. This trend results in a year-2000 population that is over four � times greater than the estimated population for 1979. { A graphic comparison of these population estimates is made with � those from other organizations in Figure 2.1 . The population estimates � are significantly higher than those prepared by the Texas Department of ` Water Resources (1 ). The NCTCOG estimates (2) in recent years have been �,,,,� slightly lower than those prepared by the City of Grapevine based on , housing counts. The population projections prepared for the re- < j�" cently completed Water and Sewer Rates Study (3) are also lower than � those used in this analysis of the water distribution system. This � - difference is appropriate when you consider the fact that the current ; estimates were prepared for long-range water supply requirements while � 2.3 , I FREESE AND NIGMOLS,ING. r� � � _ � � HISTORICAL POPULATION AND � POP�JLATION PROJECTIONS � � � : � • CENSUS COUNTS • HOUSIN� BASED ESTIMATES _ O NCTCOG ESTIMATES a � 0 WATER AND SEWER RATE � STUDY POPULATION PROJECTION 60 � i � � w J ' a � 0 w � a ° o 0 � o . 40 z � Z 0 F- a � J � � - a 0 � � � � 20 � ; -- ; � - � o v Tp - �O o00 0 0 _ o0 m0 1960 1970 1980 1990 2000 � YEAR _. I I FREESE AND NIGHOLS�INC. � FIGURE 2. 1 � ,� , �,� �� those prepared for the rate study were used to determine the revenues that would be generated from the sale of water and consequently should � � be on a less optimistic basis. � � 2.3 Population Growth Patterns = The distribution of population is used to determine the quantity � and location of water demands within the distribution system's service � area. In this procedure, the 1979 population estimate was apportioned between the city's planning districts as shown in Figure 2.2. These are �� m the same planning districts that were used in the Comprehensive Master ��:�-� Plan of 1974 (4). Table 2.3 indicates the 1979, 1986 and the year-2000 � estimated populatioris for each of these planning areas. These population � distributions were based on information included in the comprehensive � master plan and on recent growth trends within the City of Grapevine. � This population distribution indicates that the principal growth area � will be the southern portion of the City. This appears to be a reason- able pattern, since this area is bisected by S.H. 157 and bound on the � north by S.H. 114. The completion of wastewater collection systems projects that have restricted growth in this area in the past is antici- � pated in the near future. ��.�, i :�` I 2.4 FREESE AND NICHOLS�ING. � � � � � � CITY OF GRAPE VI NE , T E XA S PLANNING DISTRICTS � � SCALE : I��= I MILE � t ""dp.*�°^'�1 �� - ��j . . ,. �� .a .. �s ^e� p -�s.�-e� .- .� �°ses ^�..,��r �u�. "" - �m"a 9 <,�.w �a�; ar .^.r� :�r,w 7 �'✓�% ^�'�.g,"�,��5'-� �'.�.�,.�5 x�3� ., , k,�� + . � , _ � � ' ' .- .;. . ... . .,.. � , �, »y � 3 . , :. ' '� -rxf`E'Y°', " _ . . � .. .. . 'd°t', �� ' � ��,.� � � . .... .� . � � �� . �� 1^��_� �• " i��, Y� � '� t. �a„TMs. :kJ t3. �'.. } � � . . 3 -�� : � +�' � �_ � ` �� _ 4-� � �� .. �9� �� _ � — --- � � � � � � � �� , �� - �_.�. , � � � � � �� : , y � S _ � �� .__ u.�� 3 �; � ��6 7 . , � _. �, � . � _ � a s . .. ,�� . �. ..�:�. e T � � � , S. . .. � :: � - j _._ . .. �� ,p.�.� � y a'+'"}<rvn'+"?��.E � ;�. xs ,_ :'.`W1�..4.T�r�%S59_�'.��;y1 q .��.r.. � . 4. . ._" '. . 12 -�13 � � � � �� _ ��p� ��. = s � � ,.� __� �_ _ ��. � � �� t� �-�I�� 16 � � � 5; � ��. � � � -� � � � � �..�.. . � . _, � .�� 3 �.z� __ � . _ - �..=�w�u ��. _ � : �� 17 _. ,: � 18 . _ _ . ;; �_ , . � _ , � — _ 19 ` �_. � _ . . - __� � .. 20 � � �� : . . � �.. ��. ; .� � � ; . � _ � � � . _ 21 : � � � � � � r . � � ��. _�s.�_�._ ._ � , - — ��. -� �� f�.��. � � A_na�. , �._ �� ,� � � � z��, � � . �� _ _ � � � . � _� _ - �_ � � FREESE AND NIGMOLS�INC i FIGURE 2.2 �- �..., �� Table 2.3 Population Distributions By Planning Districts � _ Planning 1979 1986 2000 � District Population % of Population % of Population % of � Total Total Total � 1 . 287 2.1 386 1 .7 1 ,727 3.2 , 2. 1 ,429 10.6 1 ,736 7. 7 2,245 4.1 3. 333 2.5 2,474 11 .0 3,454 6.3 4. 2,000 14.8 2,972 13. 1 4,145 7.6 � 5. 762 5.6 2,972 13.1 3,454 6.3 6. 1 ,714 12.7 1 ,985 8.8 2,852 5.2 � 7. 333 2.5 497 2.2 2,280 4.2 � � 8. 71 0.5 80 0.4 102 0.2 ' 9. 0 0.0 0 0.0 0 0.0 10. 571 4.2 138 3. 3 2,506 4.6 �'� � 11 . 476 3.5 530 2.4 641 1 .2 � 12. 476 3.5 530 2.4 535 1 .0 13. 1 ,048 7.8 1 ,247 5.5 1 ,259 2. 3 � 14. 0 0.0 0 0.0 0 0.0 � 15. 764 5.7 850 3.8 1 ,668 3.1 16. 398 2.9 485 2. 1 626 1 .1 17. 0 0.0 0 0.0 0 0.0 � 18. 2,241 16.7 4,355 19.3 11 ,626 21 .2 t 19. 66 0.5 95 0.4 150 0. 3 20. 398 2.9 476 2. 1 9,075 16.5 f 21 . 133 1 .0 159 0. 7 6,335 11 .6 3 � 13,500 100.0 22,520 100.0 54,680 100.0 � � �_ � ��.� ; � ;� ; � 2.5 FREESE AND NICHOLS,ING. r� � � � � � WATER REQUIREMENTS � 3.1 Historical Water Requirements Estimates of the amounts of water under 1979, 1986 and year-Z000 � conditions that the distribution system should be capable of delivering � are necessary for analyzing the network. Future water demands are de- termined by multiplying projected populations by projected per capita ; � water requirements. The actual operating records for the City of Grape- vine distribution system were used as a basis for developing future per � capita water requirements. : � The rate at which water is demanded varies according to the living '"""�' habits of the populace, seasonal changes, and the character of the � community. A detailed evaluation of the existing pattern and extent of variation is required to predict future requirements. The rates of use �; that are considered in this study are average-day, peak-day, maximum- �'� hour and nighttime demands. Facilities required or available for the �,- raw water transmission and treatment are normally analyzed for average- � day and peak-day requirements. Maximum-hour and nighttime water use rates are used to evaluate the water distribution system network. A �_ distribution system capable of ineeting the maximum-hour demand and the � nighttime and tank filling requirements with reasonable pressures is - normally considered adequate for all other conditions. A fire flow � � analysis is performed separately to evaluate the system's adequacy in this regard. � i The seasonal pattern of water use for 1978 and 1979 are shown � graphically in Figures 3.1 and 3.2, respectively. The water requirements I - are shown to be the highest during the summer months when additional i I 3.1 FREESE AND NICHOLS�INC. �� .. �::,w � � CITY OF GRAPEVINE, TEXAS - I978 SEASONAL PATTERN � OF WATER . USE � � � 1.60 � w N = 1.40 ��. . � ' J _ �w ,. F-- � Z O � 1.20 � W (9 Q � W � Q �.�� O H � w � ' = 0.80 r ' � � � ._ z � 0.60 � � _ o 0 � ,, Q 0.40 � �� 0.20 I j_ � J F M A M J J A S 0 N D I MONTH I FREESE AND NICHOLS�INC. i - FIGURE 3 .1 r� � � � � CITY OF GRAPEVINE , TEXAS 1979 SEASONAL. PATTE RN � OF WATER US E � � i.so � w � � � } 1.40 J _ , F- � Z � O � w I.20 � � a � W > � a �.�o 0 � �,II w � } 0.80 J � _ F- _ Z O � 0.60 � � _ o 0 � a 0.40 ,� _ � t � 0.20 � 0 �._ J F M A M J J A S 0 N D MONTH FREESE AND NICFiOLS�ING. -- FIGURE 3 .2 r� �,.:;. � � � water is used for landscape watering. Water use is lowest in the Winter months. Variations within the seasonal fluctuations are caused � � primarily by rainfall levels. For example, water use will drop sig- � nificantly during a wet month and rise during a dry weather period. � Rainfall levels in 1978 indicate that it should be considered a dry � period while those in 1979 indicate that it should be considered as a � wet period. The use of water in the summer of 1979 is less when com- � pared to the balance of the year than that used in the summer of 1978. On a daily basis, demands generally are highest in the morning, at �,,, , ' noon and in the evening. The maximum-hour use occurs normally between �`��=� the hours of 8:00 P.M. to 9:00 P.M. The lowest demands occur primarily � in the early morning� hours. � Grapevine' s historical water use characteristics for the period of 1965 through 1979 are shown in Table 3.1 . The total water pumped � increased consistently from slightly over 100,000,000 gallons per year � in the early portion of this historical period to over 500,000,000 ; gallons per year in 1979. This increase is shown graphically in Figure ; 3.3. P The average-day and the peak-day gallons per capita use rates for � � the period 1965 through 1979 are also included in Table 3. 1 . The per capita average-day water use increased from approximately 60 gallons per ��.,,� capita per day in the early part of the period to 120 gallons per �� capita per day in 1978. The peak-day per capita water use varied from a � low of 105 gallons per capita per day in 1966 to a high of 200 gallons i i_ per capita per day in 1977 and 1978. The peak-day per capita usage for ; 1968 and 1969 are higher, but these figures seem to be out of relation � ; i— for other historical usage rates from the city records. � 3.2 � FREESE AND NIGHOLS�ING. i � r� � � � . � � � �s 0 4— � � -x � O tC N MOO � I� OOMQIr- GtI�Nl� l01� � � M O O.- C7' O r- t0 00 O tD U7 Cp l0 op � p I � . . . . . . . . . •r Y S- M N N L L') L A N N r r N r r r- r � ; +� (CS N rCE N O > � d a--�Q � � � � +> c0 � � r-'� I�rOON0� 001� �' � ,G •r I� O M pl N 1,() C� p1 lp dp d' lp O O �l �l O �p � rrrN � rrrr- rr-e- NNr- r U t d C.'3 �U � � � � r N MM1� � ^ �OOt.f) MC OlD II_f) r � •'- t0 Lnl� tD ^ I� 00Od1 OlOOOI � NO 00 U �� S.. r � r- r- Q C.7 Q U O i �k -K rn 4- 0000000000000� �-- t0 > � RS aNC'3 OCflC00lal �- M �' MI�chl� rMl� Q � � � Q = � �OO� Nr� r-rrrrNNN 5-. 5.. � r0 � N � ?- •r- I �� CfO00r- NMMI� Md'LnlOrQ1M 4- � � • � MMM� Ln � l01� 1� OpCOQ1NM � t.f) � � > c0 N � O O O O O O O O O 00 O r r-- r � r� " N Q 0 �� ' U _ •r L � • L � �� 0 0 � � 0 � � � 0 ^ 0 � r N r- L N OONI� I.C) M1� MQlf�r- Md' O� N �...t +-� R3 � Q.-� . . . . . N . l� fC +� +-� � U' Mal1�Or- t.C) O101L[) 1�00 � I�O •r 3 O �G � � NOMt.C) OIOIN I� IOOrLL� �' ON L N �-' 3a`� r- r- r-ri--rNNNMMMChI.f) 1..f) �-- r-- S_ � � � � �O U N t F- •� i i 000000000 �OOOOp O �1-> L N 4J^ O1C000000 MO M01Q1M1� N O O +� � C.7 +-� �O �+� � MOOOOOO � IpIOMMOal �1 .� N 3 m O� Gr r r- }� •r .� � _ � 3 +-� c � o N •r S- O O O O O O O O O O O O O �1 O �--� � I-- N rNNIOLnM1�0O1 MNCt' r1�0 (�j � Q) . . . . . . . . . . . . . . . r. L +� rtf Ol � nOr- Ln011.f) Olr--lDtOr- � r-' N .._ N C a.� I�O� M L f') O l O l N 1� L A O O �t �' O� O L � RS �C� r-��rNNN MMM �d' Lf') �r �� 3 a d�� p � � s +� _ � � O N .�...i a...i >- V1 N � 'a 4- � N W W � � O > S� S. IOLf� 01Ct00Ct' MOOMt.[) Or- OGtQ1 � _ I •r N N r- d' Ol.-t�N 1� 00 N 01 CO a1 �O 1� 00 .}�� '� d-> is -F-� N N N d'd' C[Z Lf') lD I� I�00 Ol r-- d' � I w�U 3� �-r-� �-r-r r r r-r- r r-r- N N N � N s � ' � N � __ � +� � I l0 01 00 Q1 1�M r- lU lD r-t.[) Ql �' O O N (� � b O M OJrIDNOpt� N Nr- lOL!') L.f) O � , � � � �� ^Or- Mr- MOMQlL1') LC) � •r- s. � � � -�` w w w e n w w � +-� QJ d O � ln t.[) lD l0 1� I� I�CO Ol O O O r- M •r V1 � O'� r r r r r c� ' W ¢ d +-> Q1 N - L I LnlDI� 00d1 Or- NM d't.[) t� f� 0001 � � l0 l0 lD lfl lfl I� I� I� I� I�1� 1�1� 1� 1� � Q1 Ol Q1 Q1 Ol �l Ol Ol Ol Ql Ol Ol 01 Ol al Ql � y- r r- r-r r- r r r r- r r r- r- r r .k I a 3.3 FREESE AND NICMOLS�INC. i r� �<,� � � i � I . � CITY OF GRAPEVINE, TEXAS � - HISTORICAL WATER USE � 19 65 - 1979 � � 600 � f . N z �� _� 0 500 � J J Q �.:.., (.9 � � j 0 N 400 � Z # O � J J � � � Z 3�� o w = a � � � � a 200 _ � w ; �. 3 a _ 3 �:.,;� I 00 �� 0 . 65 70 75 79 ; YEAR 3 FREESE AND NICHOLS�INC FIGURE 3 .3 � � � � � � The ratio of peak-day use to average-day use is also tabulated in Table 3.1 . The ratio is lower in the latter portion of the period than � it was during the earlier portion of the period. This condition is � probably a reflection of a greater commercial and industrial base load. - The ratio is higher in 1979, which was a wet year, than it was in 1978, � which was a dry year. The higher ratio for 1979 is the results of a few days of high water usage in a wet year. � The maximum-hour use rate has been determined by examining demands �' on a few high use days in 1978 and 1979. The total maximum-hour demand � , is composed of the water pumped and the net drawdown or filling of the ' � �' elevated storage tanks. Since sufficient operating data are not avail- able to make a precise determination of the maximum-hour usage rate, the �' available data were utilized for general guidance only. The available �I data indicated that a ratio of maximum-hour to peak-day of 2.0 would be � �' appropriate for design of the Grapevine water distribution system. �'� Sufficient data were also not available to determine the actual night- -� � time demands which occur between midnight and about 5:00 A.M. The ratio �_ of this demand to the peak-day demand is generally around 0.4. � 3.2 Projected Water Requirements Projected water requirements for the City of Grapevine are sum- � '_ marized in Table 3.2. The requirements are expressed for the Trinity �"""�' � River Authority Area, the Grapevine Area and the total area. The TRA +� � area was designated in the water supply contract, but it basically ; encompasses the area south of the railroad tracks through the center of � town. The water requirements are the products of the population fore- ; -_ casts and the projected per capita water requirements. The average-day ; - 3.4 FREESE AND NIGHO�S�INC. r� �:,..� � � L 7 = P'1 Op Ln t0 N 00 N O Q O �O N �O V V O M N R �O N O f`l 01 t0 th O� V' O l0 00 N � Ot N t0 O �f 1� '- V f�. '- � •� r r- X g �(I �A �p 1� I� pp Ol O� 01 O O O N N N M f7 M C � T r '- � .- � � �- '- � r- � .. �O �O 01 lh �O O� N l!) 00 O� � N R t0 CO O N M l� I� 00 O � � �f N N M c'7 M � aT � � ll') IA l[I ln �A �O �O �O t0 l0 �O 1� Q d _ Z T r-� N �p M O l0 {} 00 N lC O �D U1 a M N O CO � �O � M W � fh �A a0 O] 01 N � a lA �G 1� QO 01 O N M � 11Y d .C7 . . . . . . . . . . . . . . . . Q p�f � � � � � N N N N N N N N N (`') f") t") f'7 M i'Y M � K > f.'J Q Z '-- M O O 1!) ct r- ul 00 fh 00 Ot 01 O N t") u'f OD � R Q � W iO O�+ � N N N N N � O 00 4'1 <`9 • O W �O tt N � n � O 1� I� 1� I� 1� 1� r� f� t0 �O �O �D �O lA �n l!� �[1 u'f C V V' o°F- � c o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 � O N �O l0 I� V � � O 1� OO � N N Ol M V O I� t0 O �•� V' t`7 N � '- � �O r �0 tf � 00 R � 1� Q O� �ll N a a� O i0 O � N M eT lA �O 1� I� 00 00 � O O ' N N M M �f �L1 d r. � r-� .� � � r- � r- r� r � � N N N N N N N N N l � J . �� 2 LA N 1� � CO � N O 00 O N O N �D O N lfl 00 00 p � M tn CO O N tn Ot iD N O I� u'1 R t'1 M R �n 1� O R � X f N N N N ("I t`� f"7 f�l C 4'1 l� �O 1� OJ Oi O N ("Y tn �D q � � � r- �--� r f '�:.�:-�.+> T � � a0 �O CO O ^ � O �O O C O t0 �O O �G 00 O �O N v cf O O � N cf L!') �O OO Ol ('�1 l0 C1 f7 I� N �O � I� N W �A N Y U' Q N f � N N ('�f M M a O tn �A �D � I� M � W y �d a, a � N� • J� � r0 Q r0 . . r_ e- ^- ^ ^ . . . X L � � N C O lD N O N �fl N O � CO O M Ol ln M C i� N N I G! N 2' 0 1A �A lp I� f� W 01 Of f7 ln lO CO � f7 �Ll W � Q 1� .- th~ ip F- pf E O O O O O O O O ^ • N N N N t"f M M R v •3 > N G/ r C V a•.- ai N >a.+ r- f� O �O �A �O 01 tA N I� N � .- O CO I� lfl N 01 �O f7 01 3 ~ � W �a�-� I CO N 1� 1� 1� 1� N Ol � � �D OJ O �"1 �!t 1� CO O N c") � �O•r1 O N N N N N N N N �"1 M M M V V V V C a �f1 �f1 �fl i O "�'F- co L o. c o .n o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 O O O CO O �O � O� � f� O N n �O CO � n � � �•� N '7 �D O v CO 1 O � V �O O v O+ �O v �"� t"f in O� v d a-� O N � ct ct � � lA �O I� 00 Ql O N t`� V �D OD O N Y �O O� § y� � .- � .-- .- � N N N N N 3 � L � �� O�2 00 O N 1� �D l0 N � CO t0 M 00 � � �D th V O� Q O a.+U' � t"f N O� 1� �o �[l V' � �A �O 1� O c'7 t� �O a0 �O O E F- X !� W O� O O N M Q tl'1 �O f� �0 O N V t11 1� CO O q r-� .- r- '-- � � �--� .- r �-- N N N N N N N M � � � T O � � O CO � CO O �D N V 00 N O1 N � W 1� N O N O � �O 0 1� t0 O V CO lh 1� N 1� N CO M O l0 M O CO �O � M O£ rt1 t+1 � V' � �!f �Il t0 �O I� l� � N 01 O O • N N t�l C � 1- N � � .�- � � � � r- 1 � 3 T � .- o t� cV O d' v V �n a0 .- t� V O C rn t"t � o _- �0� CO O C7 U] f� O� r] �O CO V t� O r'] �O O v o0 N �O +�C7 . . . . . . . . . . . . . . . . . . . . . O E � � N N N N N Cl f"f M !'�1 Q a � �t'1 � �A �O �D �O n n �- > Q i A� .�, � i0 i �� d a+ N N �O O O O O O O O O O O O O O O O O O O N t'7 [h GT Q a V a cf V 7 � V if V C Q V � C � Of p p � � � '- � r- � r- e- � r-� � � � .- r- r � '- r � >d q Q U' V C O � O O O O O O O O O O O O O O O O O O O �Np1a,=-,M � � O .-- N V �O 00 O N u] CO �n O+ V' O� u'� O� I� �O 1� CO �O T�•� �o r� rn r- � O ul � r� �O �n a� �n 1� r �O O 1� �n R io - a�++ nN . . . . . . . . . . . . . . . . .. . . . . . �- O•� O �O ct �A �O 00 Ol .- N V �(1 1� T M �f+ N O t'7 u't 00 .- V . H U d r � r- r- � r-� N N N N N N M ("1 t'7 M � O � cf �ff �!1 O L^ J M O N M t � � f� OJ � O N t") V � �O n N Oi O ' �0 • L N N OJ N OJ 00 W 00 W N O� O1 O� O� O� O� Ol O� O� Ol O G1 a.+L Y O� Ol O� 01 O� Ot 01 O� O� 01 01 Oi O� Ol Ol Ol T 01 Ol Ol O > U N � .- '- .- � .- � � � r- .- .-- � r- r- � � r- r-. � N . _ O C1 .... {n t � 3.5 FREESE AND NIGMOLS�INC. f �� water requirements are projected to increase from 1 .87 million gallons �- per day in 1980 to 7.65 million gallons per day in the year-2000, or an increase of over 300 percent. � As shown in Table 3.2, the average-day per capita use rate is projected to increase from 128 gallons per capita per day in 1980 to 140 � gallons per capita per day in 1983 and to remain at this level through- � out the balance of the planning period. The historical and projected average day per capita requirements are illustrated in Figure 3.4. It � is felt that moderate increases in the per capita consumption rate will ,,,� r occur over the next few years, but that residential demands are tapering � � off at approximately the present levels. This tendency is due to the � increasing number of multi-family housing units and to the current trends in life styles, that include eating out, working wives and smaller � houses (due to inflation). All these trends tend to reduce domestic water consumptions. It is felt that the character of housing, commercial � and industrial activity will not change significantly by the year 2000. � These per capita water consumption rates also include the assumption � that commercial water use will occur at approximately the same levels as � it has historically. The remaining per capita flow rates used in this study are the � � peak-day, maximum-hour and nighttime demands. Projections of these , _ , � requirements are based on a review of the historial ratios of these flow � � - rates to the average-daily rate. For future conditions a ratio of .2.0 has � been selected to represent the ratio between the potential use on the ; peak-day in the high demand period and the average-day use. A ratio of ° 2.0 has also been selected to represent the ratio between the maximum- . I 3.6 . � FREESE AND NIGMOLS�INC r� �, �� Y- � CITY OF GRAPEVINE, TEXA S HISTORICAL AND PROJECTED � PER CAPITA CONSUMP TION � 30 � � 250 � } a 0 3�, ... � W E A K DA Y a � � Q � ., h- 200 - � a a U � � W � a � � � p 150 J . J � a c� � z � A VE RA GE DAY Z � • - 0 100 H � a � z � • • _ _ tn • z ��-�- O • U � 50 � a � • ♦ HISTOR CA l. � O � RO E TED ' w � a 0 �_ 1964 70 80 90 2000 � YEAR ` -FREESE AND NIGHOLS�INC. I _ FIGURE 3.4 � � � � � hour use rate and the peak-day use rate. Although this number is greater than experienced historically within the City of Grapevine, � it is consistent with ratios encountered in other cities of similar size � in the North Texas area. Since sufficient system operating data are not available to determine the historical nighttime demands, a ration of � nighttime demand on a peak-day average of 0.4 was selected as reasonable � for the Grapevine distribution system. � � � �r � � � � � � . _ ;i ,, �; � ' � ' � i � 3.7 _ L FftEESE AND NICHOLS�INC. �_ ,,:. . ,�.:,�, � � SOURCE OF WATER SUPPLY � 4.1 Source of Supply The City of Grapevine has a 4,000,000 gallon per day water treat- � ment plant that has recently been expanded. Water for this plant is ob- � tained from Lake Grapevine, where the City has a water rights permit for approximately 3.5 MGD. The City of Grapevine is also entered into a � water purchase contract with the Trinity River Authority to supply a portion of its water requirements. The terms of this water purchase ��,�. contract designate a portion of the City of Grapevine as a service area ��° for the TRA water supply. This area is generally south of the St. Louis ; and Southwestern Rai�lroad tracks. These two sources utilized together � should provide adequate water to meet the needs of Grapevine through the year 2000. �_ 4.2 Distribution of Supply � The distribution of the supply between the TRA area and the City of � Grapevine area is set forth in Table 3.2 where a distribution of the �- population between the two areas and the percentage that each represents are listed. The average-day, the peak-day and the maximum-hour dis- �_ tribution of demands are also indicated in the table. � The demands within the Grapevine area will increase from approxi- �,�, mately 2.6 MGD on peak-day in 1980 to 7.06 MGD in the year 2000. This '�'� indicates that the current water treatment plant capacity of 4,000,000 ; MGD will be adequate until about the year 1985. At that time, an addi- � tional 3.0 MGD expansion of the treatment plant should be completed. � This expansion will require the replacement of the raw water pumps for a firm capacity of 7.0 MGD and the construction of a parallel 20-inch f � 4.1 _ �` - FREESE AND NIGHOLS�INC. � r- � � � i i ! raw water pipeline. The TRA source of supply is a portion of a regional water supply � system and for the purposes of planning this report it has been assumed � that the system will be modified as necessary to meet the demands of the , customers. The peak-day requirement on the TRA area will increase � from 1 .08 MGD in 1980 to an estimated 8.24 MGD in the year 2000. This eight fold increase in the TRA area is consistent with the previously � noted population growth that is expected in the southern part of the � system. The TRA water will enter the Grapevine distribution system along , its southern boundary adjacent to State Hwy. 157. This point of input to , +� � the distribution system is desirable because it creates a situation where the water enters the system on the two extremes of the distribu- � tion system network. � � � � � � � � � � - �, �' F I' 3 i� � 4.2 I ' FREESE AND NIGMOLS�INC. f� �: ��<.,� � � DESIGN CRITERIA � 5.1 Introduction , The general design criteria set forth in the following paragraphs � are those that have been used in the evaluation of the existing system � and to plan improvements required to satisfy projected future conditions. Previous studies have shown that satisfying these general design cri- � teria are particularly important to providing satisfactory service to � all customers. Each general design criterion is discussed and then �,�. ,, : followed by specific comments on the Grapevine water distribution system. �� 5.2 Selection of Line Sizes and Locations � , The analysis of a water distribution system the size of the City of � Grapevine is normally limited to the primary network. If the principal � lines are capable of delivering an adequate supply of water at a suitable pressure to all sections of the city, then adequate sized smaller pipe- � lines can deliver the water to the consumer. The principal lines are normally 8 inches in diameter or larger and � are located at intervals of 1/2 to 1 mile. They should be connected � to the system in "loops" ; that is, they should connect to the network � at both ends, so that water can reach any given point from at least ��.,,,r two directions. Lines 16 inches in diameter and larger are designed to deliver water from a large supply to a large demand area. It is de- �`_"�� sirable to avoid connecting individual services to these principal z transmission lines when they are constructed through an existing ser- � � vice area. ; If the distribution system network is to function properly, it is � � 5.1 _ � - I FREESE AND NIGHOLS�INC. � � � � � � � important to establish certain standards in the design and construction � - of the smaller lines. Observing the following rules should provide � satisfactory service. � a) The minimum size line for a house service should be 3/4 inch. b) The minimum size distribution system line that should be in- � � stalled, if the line is less than one quarter mile long, is � a 6-inch pipeline. If two or more fire hydrants are required, the minimum size should be an 8-inch pipeline. At intervals � of about one half mile, the 6-inch pipeline should cross and � be connected to pipelines at least 8 inches in diameter (Fi- �, � gure 5.1 ). � c) In a cul-de-sac, a 4-inch pipeline can be used if a fire hy- ' drant is not required and if not more than six customers are � to be served. The minimum diameter that should be used in a cul-de-sac where a fire hydrant is required is 6 inches. If � the distance from the connecting street to the center of the i cul-de-sac is 300 feet or less, the fire hydrant should be � located at the intersection with the connecting street. � d) Al1 pipelines, beside those in cul-de-sacs, should be con- s nected to other distribution system pipelines at both ends. �_ Where it is not practical to connect a pipeline to the system y � i at both ends, such dead-end pipelines should be at least 6 ��i c : I I� -- inches in diameter and should be 8 inches in diameter if they - are more than 300 feet long, or if there are two or more fire hydrants. 3 a •-._ � 5.2 FREESE ANfJ NIGMOLS�INC._ I �_ �..,..3 � � � �- � CI TY OF GRAPE VI NE, T E X A S � CRITERIA FOR SPACING OF � SMA LLER PI PE Ll N ES � � r � �,� ., i MAXIMUM SPA I G APPR XI A Y 1 :� � �� I/4 MILE MAXIMUM � $ OR LARGER , . J � 6�� 6�� N � >- 6�� 6�� a � �i , � ii � W W W - - � C7 t7 � � � - J 6�� J 6,� a J � ; a � � o 0 0 _ 6�� 6�� co � � ;_ 6„ 6�� ; w. 6�� 6,� X Q � ?�:� 8�� OR LARGER ; I !� - FREESE AND NIGHOLS�INC FIGURE 5. 1 � ,�IIA1 � # � � e) If the length of a distribution system pipeline is greater �- than one quarter mile between connections, the minimum size � should be 8 inches. In parallel street systems where the � streets are consistently Yonger than one quarter mile between looping connections, 6-inch pipelines may be alternated with � • � 8-inch pipelines (i .e. 6-inch, 8-inch, 6-inch, 8-inch, etc. ) � The specific size and location of the transmission pipelines depend on the location of the demands and physical factors. The location � considered for proposed pipelines can be modified slightly at the time of construction without materially affecting the performance of the � � distribution system. � Some portions of the existing system do not conform to the design criteria listed above. These pipelines may not be capable of carrying � the projected future demands. They should be supplemented or replaced ; with pipelines that will meet the design standards as the opportunities � arise. ; � 5.3 Maintenance of Major Transmission Pipelines , The conveyance capability of the major transmission lines should be � __ maintained at a high level to assure the effective and economical ope- i rations of the distribution system. �-- �� The loss in carrying capacity of the water mains can be caused by a ± decrease in the area of the pipe due to accumulation of deposits on �; the interior of the pipe, by an increase in the roughness of the pipe, '_ even when the deposits are very thin and cause no significant decrease in the area, or by both conditions. The physical , chemical and bio- -- logical characteristics of water, and the choice of pipe materials are E � 5. 3 IFREESE AND NICHO�S�ING. �� ,�: _. � ;_ � j among the factors that influence the nature and degree of deposition in � _ pipelines. � � To maintain the primary distribution network pipelines in reason- ' ably good condition, they can be cleaned. Several chemical and physical � techniques now exist for cleaning pipelines and undoubtedly better � techniques will be developed in the future. The power consumed in the � operation of pumping units is directly proportional to the discharge pres- � sure and the discharge pressure is directly proportional to the internal �,�, condition of the pipelines. As the cost of energy continues to increase, a program of cleaning all major transmission pipelines becomes more cost } effective. The cleaning operation will probably be appropriate after the � - pipelines have been in service twenty to twenty-five years based on field � tests. The need to clean a pipeline can be determined with field tests. � This type of cleaning program should maintain the majority of thel'major transmission pipelines with an adequate conveyance capability ( C Factor � of 100 or higher). All transmission pipelines installed in the future , should include the construction of the facilities required to permit the � __ insertion of pipe cleaning equipment. = 5.4 Pressure � � The operating pressures in a distribution network may vary con- }�� siderably throughout a day. The pressure at a given point is a function :� of its location in relation to the sources of supply, of how much water � is being consumed, and the ground topography. In the design of a water distribution system, minimum and maximum desirable pressures for various ; types of consumption are considered. ��ormally, it is desirable to maintain �— operating pressures of at least 50 psi in residential areas and somewhat ! � 5.4 I FREESE AfJD NIGNOLS�ING i ��= � � # 3f / �- � more in industrial areas. However, during peak hours of heaviest summer- �- time demand, pressures of 40 psi are normally considered as satisfactory. � Values as low as 30 psi in the primary network are marginal , even at � peak hours, and lower pressures will not generally be acceptable. Pres- sures of 20 psi are acceptable during temporary emergencies such as fire. � It is also important to avoid unduly high pressures, which increase leak- � age and other related problems. Normally, the maximum desirable pressure in a distributuion network service area is 100 psi , while the maximum � pressure should not exceed 125 psi even in low areas such as stream bot- ,,� toms. In the design of modifications and expansions to an existing dis- � � � tribution system, the allowable upper limit on pressure is to some ex- � tent influenced by the previous history of the system and pressures to which water facilities have been subjected in the past. � The terrain within a city often dictates that more than one pressure plane be established. The presently developed area of Grapevine is lo- � cated on a ridge that generally falls off to the north to Lake Grapevine � and to the South to Big Bear Creek. � �- The ground elevations within the city limits of Grapevine range from � 680 feet mean sea level (msl ) to the southwest of the intersection of l SH 114 and SH 121 to 520 feet msl at the intersection of Big Bear Creek � 3 and the western Dallas/Fort Worth Airport boundary. These elevations ._ ,I i 5 represent a difference of 130 feet. The preferable spacing of pressure il -_ planes is shown in Figure 5.2. For this condition, a single pressure '� plane has a difference in ground elevation of 110 feet. If the elevated storage tanks have an overflow elevation 120 feet greater than the maxi- mum ground elevation, the static pressures will range from approximately 52 psi to 100 psi. � 5.5 IFREESE AND NICHOLS�ING. �_ �� ' 3 � 'O�I �.. /� IIIII � �// � W I Z a � � � � � _ Q o 0 -� � M X � II z � .��,� � Q = � a - � � � w w zm \ Q Y / � 2 � a �_ � Iwi ,0�Z o W W � � a > � � � W ( os = aH ) (a H-, obi) W � tl... � ,o z i ,o i i o O � � � o o Z -_ �-- c~n "� aac � _ � = o U a �,�.:�, � . _ j � ;}� W 3_ J �h' _ W .. � w f- 3 0 � z I � ' FREESE AND NICHOLS�INC. I ' FIGURE 5.2 �_ � � � � The overflow elevations of the Dove Road elevated stora e is 769.5 9 � feet msl while the downtown elevated storage overflow is 771 .0 feet msl . If the preferable pressure plane spacing is applied, these tanks are � capable of serving that portion of the City that lies between elevation 541 feet msl and elevation 651 feet msl . The minimum static pressure � for the existing overflow elevation will be 39 psi and the maximum � static pressure will be 109 psi. These deviations from the standards , are not considered excessive and the existing elevated storage overflow � elevations are considered appropriate and only one pressure plane is ,,,.�, � requi red. � ,+�r.Ylr 5.5 Balance of Elevated Storaqe and High Service Pumpin Capacities � In the daily water use cycle, the duration of the period of the highest use rate is relatively short. The use of elevated storage tanks �r in a water distribution system eliminates the need for high service pumping capability that is equal to the maximum-hour demand. The ele- �_ vated tanks provide stored water within the system that can supply the � difference between the maximum-hour demands and the high service pump capacity. It also reduces the required diameter of transmission pipe- � lines. � In the design of water distribution systems, the most desirable ,_ ;•�► high service pumping rate is approximately seventy to eighty percent of ' � the maximum-hour use rate. In any case, not less than sixty percent of �,,, the maximum-hour requirements should be supplied by pumping, or not �_ more than forty percent should be obtained from elevated storage tanks. s Using a greater amount from elevated storage results in the requirement t , � � I �` 5.6 FREESE AND NICHOLS�INC �— �,�,..m. � � � for fairly high refill flow rates during the nighttime. To accomplish - the refilling process under these conditions, construction of pipelines � from the pump station to the tanks with larger diameters than would be � required for the maximum-hour demand conditions is necessary. Pumping at rates significantly greater than eighty percent of the � maximum-hour rate also results in the need to increase the pipe dia- meters to maintain the pump discharge operating heads within acceptable � limits. Pumping at higher rates may not permit the full utilization of �,�.. the elevated storage within its capability. i �� 5.6 Qu«ntity of Ground and Elevated Storage Facilities The primary purpose of water storage facilities is to supply water � during the peak use period of the day, with subsequent refilling during the hours of limited demand at night. Other purposes include fire � fighting, more uniform pressures, water supply when the power source is � temporarily lost, more flexible operation, and reducing excessive pres- �- sur,es from water hammers. Ground storage has often been used at the � source of supply to allow treatment or purchase of water at nearly a constant rate. Elevated storage which "floats" on the hydraulic gradient � of the system is normally designed to meet a portion of the maximum-hour demands caused by summer sprinkling and to provide stored water for fire �� protection. The best arrangement for the elevated storage is usually to �� have the source of supply on one side of the system and the elevated � storage on the opposite side. This technique improves the system's � capability to meet the maximum demands and provides fire fighting water while maintaining more uniform pressures. �� Several design criteria need to be considered to establish the � � 5.7 � -FREESE AND NIGHOLS�ING �- � � � � proper amount of ground and elevated storage. One criterion is the _ actual demand characteristics in conjunction with the ratio of pumping � to the maximum-hour demand. This procedure has been discussed in detail �- in Section 5.5. The Key Rate Schedule of the State Board of Insurance provides another design consideration. The Schedule recommends that the � ground storage be adequate to supply each person in the City with water at a rate of 130 gallons per day for twenty-four hours, and that ele- � vated storage be able to supply water at this rate for ten hours. The � Texas Department of Health minimum requirements are 200 gallons of � ground storage per connection for a community the size of Grapevine with � � a maximum of five million gallons being required. Elevated storage of i the same capacity may be substituted for the ground storage. For an � "Approved" public water supply, the Texas Department of Health requires � that the total storage (ground and elevated) shall be equal to the � average daily consumption, or 185 gallons per capita, whichever is less. � The elevated storage shall be equivalent to 50 percent of the average daily consumption or 55 gallons per capita, whichever is less, with a �_ maximum of 5.0 MG required for each section or pressure level of the � distribution system. � � 5.7 Pump Operating Criteria j-- Before suggesting some general guidelines for efficient procedures ;"�" ; and as possible revisions for future operations, it is important to ' irrr� note that the prime responsibility of any water utility operator is to ; 3 provide adequate service to all the customers. Satisfying this responsi- _ bility often requires less than optimally energy efficient operating ; � ' � 5.8 ,� I� FREESE ANO NICHO�S, ING r�- � � � . � procedures. This situation can result from equipment characteristics - and system limitations; however, as opportunities arise, modifications � can be made that will permit more energy efficient operating procedures � while satisfying the prime responsibility of adequate service. Frequently suggested general guidelines for most efficient pumping � operation resulting in energy conservation are: a) Use the pump stations that operate against the lowest total � heads, and deliver water to consumers by pumping the fewest ��, times possible. � ,� b) Anticipate the required daily pumpage and make efforts to meet � demands with constant-rate pumpage combined with flow to and from storage. � c) Use the most efficient combination of pumps available at a � given station to provide the required flow. d) Ensure that all valves are completely open during pumping � operations. e) Avoid throttling or bleeding flow between pressure districts �_ within the system. � 5.8 System Operations Monitoring � A comprehensive network of equipment is desirable to report and ;�..^ � record pump operations, discharge rates, tank water surface levels , and � ��,.,, to identify needs for effecting changes in the performance. The extent of instrumentation employed in a water distributicn system is usually, � but not necessariiy, deterrained by the size of the system and its com- plexity. A single pressure gauge or level recorder in a well house � } ; ; 5.9 I� --FREESE AND NIGHOLS�ING. I r� � � � o00 o �.n � I � � � � � a rn �n �n � � S-� N MM r- r O +� � o � � � O Lf� LA LC) O d' I� I� Nl0 2 � N � U'L7 Q1 000 00 •r � Q1 l0 l0 l0 lfl Ql }� Q1 I..L N N N r � N .i v N a--� U L n N N �t � rC � � IDNN ct � � S_ U' . . . . . R� $�-. � � r r r r � � , U � U '� N O O O O O Q1•r � � � � 00 � U �0 � d' 0000 00 •r � r r � �� •r i � N � � � � d U r Lt„ LL, - �O N J J S- '� cf' �t �' N N '- (6 O JJJ rr � � � M � ct » � V `- r � � � L � � N � F--- r v S S � r N U C..) U � •r UU •r d(n S 2 > E N N S- h-� r— r � � N � -_ s- v v a� � N N N = L � � � � O O O � � � U � � � O � � 1 �o � c c c � a a -- �F- O'r •r •r -1-.1 � •r i-� +-� +-� r� �1-� +-� C i-� N fn N �i-� •r •r � � � 333 NHF� ! `� �- !'� � � - a � � a � � = d L r-N 3 r N 41 1 1 p i-� 1 I � N N � ' � � Orr Nr-r � rtS � Ol Ol 01 O lD �O '�- O � 10101O Orr i Z +� O O O CD 1 I � f O r r r Q 1 Q 1 Cn N r r- r a--1 I� I� S- N -- I--� N 3 � � � • � +-, _ � O a--� rNM � rN a z 3 � 6.2 FREESE AND NICHOLS�INC l r� ,�:. ,, +�-t� � z � � 20 percent supplied from elevated storage. This condition serves to � , reduce the severity of peak pumping requirements, thus allowing the use � . of smaller pumps. Since severe peak loads occur only a small percentage of the time during the system's operation, it is more economical to � provide these peak water supplies from storage which are re uired for 9 ; � the control of the pressure within the system and for fire protection. In the evaluation of the 1986 water distribution system, the Water � � Treatment Plant High Service Pump Station supplied 70 percent of the ��_„ Grapevine-area maximum-hour demand, or at a 6. 31 MGD rate. For these � conditions, The Trinity River Authority supplied water at a 2.51 MGD .�r:� � rate which is also 70 percent of the TRA-area maximum-hour demand. To meet the projected 1986 peak pumping requirements at the Water �_ Treatment Plant High Service Pump Station, the firm capacity will have � to be increased by approximately 4.44 MGD over the 1979 level . Another � - 1 .2 MGD at 260 feet TDH high service pump was included in the 1980 plant � expansion and this decreases the required additional firm capacity to � 3.24 MGD. The installation of two 3.5 MGD at 280 feet TDH pumps is �_ recommended to satisfy the 1986 requirement for additional firm capacity � and to be compatible with the long-range pumping requirements. To raise f '- the firm capacity of the pump station to the projected levels, these � pumps should be installed at an early date. To provide more energy efficient operation by the year 2000, the `f Water Treatment Plant High Service Pump Station should supply 80 percent of the Grapevine-area maximum-hour demand, or 11 .30 MGD. The installa- - tion of a third 3.5 MGD at 280 feet TDH pump will raise the firm capa- � city to the required level with the five previously installed pumps in � � ; 6.3 � �' I - FREESE AND NIGHOLS�INC � � � � � operation. The Trinity River Authority supply rate is still limited to �- 70 percent of its area's maximum-hour demand, or 11 .50 MGD. � � � � � � � � �_ � , �- � � , � � � - ,� � � ; r F I 1 6.4 FREESE AND NIGHOLS�INC. �� ,.::� � � � STORAGE FACILITIES , ; � I 7.1 Existing Storage Facilities i The City of Grapevine is served by two elevated storage tanks. An � older 250,000-gallon elevated storage is located near downtown on the � west side of the central business district. A newer 750,000-gallon � Hydro-pillar elevated storage with a head range of 39.5 feet is located ; near the intersection of Dove Road and Park Boulevard. The overflow � � elevation of the 250,000-gallon tank is 771 .0 feet msl while that for �� the 750,000-gallon tank is 759.5 feet msl . ;.�.� Three ground storage tanks presently service the water distibution z � ' system. One million gallons of ground storage is located at the water � treatment plant in the form of a 700,000-gallon steel tank and a 300,000- s � gallon steel tank. The third ground storage is located at Southwest � Booster Pump Station, and it has a capacity of 420,000 gallons. This i tank will not be an effective part of the water distribution system at , '- its present location when the TRA source is placed in operation. A � 100,000-gallon ground storage tank is located at the emergency D/FW pump � station. i � 7.2 Proposed Storage Facilities � The required ground and elevated storage capacities based on the g,�`�«" design criteria set forth in Section 5.6 are summarized in Table 7.1 . '`'��' The existing ground and elevated storage capacities satisfy all of the criteria for the present conditions, with the exception of the State - Board of Insurance criteria for ground storage. By 1986 most of the t criteria exceed the existing capacities. 7.1 FREESE AND NICHOLS�ING. � � � � ! � +�� o0 00 00 Q+� -v o0 00 00 � .- a� o0 00 00 � o � > .. ., ., ., ., ., � a� o 00 00 00 �r (n S � N r r c r d- r r� I�I� Ol N �O O X 4- ^ ^ � O Q r-r- 'ct' M �- H i 41 � • � r0 a.+-� E O O O O v r- � N^ l.f)� 00� �1--� � r� E ^N ^N ^N N � •r 0p� ct� r-� N 2 C I� t0 d' � � r� •r L.[) Ol M r � � X4- g rtf � r0 IN O N O O 0 •r '_. . L •r •r � � � {.� .1-) •r U � •r '� � L � �7 S' �1--� � U � +-� O s- � � � � � •r � � N 'a U Z7 N '� � Z C N 00 00 00 C S- � ' � tn r6 rt3 +� O'O O O O O rt3 '� +� C O S- c� O M � Ol �t O �►- � C O m � �' w .. � .. � � � i-� � . O r V1 Lf') r- (� Ol 00 N Vl S- •r r r QJ � t.f) M N r O lp � O i-� '� (O +� �-+ � I� I� dl N ^Ol 4- N � 1� N C3 � �C L � y �--> 4- r Nr I� N N � � � rC C tn O a--� � N � � m �r 3 � � r0 Vf N rC .n � ~ C � �+� � � r •r C �6 � N � � � j ^ "� � •r S.. � 4- i. h-�� O•r •r �- O� � 00 00 00 � U � _ � •r 00 00 00 C 6 �6 � •r Q l!')CO l0 Ol 01 n 1. 41 L1 � .r E QJ S- rtl � � X Q � l0 I� r Ln O N �1--> U � (O Q.d Ln r Ql r-� Ln Ln �i--� U rCf � � I�N I�LC') M N rt3 •r N _ i. (n � a+� E O o�° +� � ct r- tn rCS +� O •r � N V1 � cn t� 3 L o � � � � O +-> � v � �F- r a--� O � � U 4-- � � � -p •r O � - QJ � Q1 a rd � 'O -1--> '� +� '� +-� �a--i S- Q. � �6 C rO C r� i-� C O � � > � > � > OJ +-� h-� O � O N O 4J rC U cn S- r- S- � L r $... 3 L7 W C.'} W C.`S W � � 'Q - O d � +-> 'O � r0 N +-> > � � �F � '� � � •r r ? m 4- W i Ol l0 O RS I� CO O •--• � a � Ol 61 O � N i } � r N �� i 7.2 i FREESE AND NiCHOLS�INC �� fl,. �r..�; � i � S � Between 1980 and 1986, an 1 .0-MG elevated storage tank is proposed ; near the intersection of Mustang Drive and Timberline Drive. The � additional 1 .0-MG of elevated storage will raise the total capacity to � 2.0-MG, a point that it will satisfactorily meet all the elevated stor- age criteria until approximately 1990. It is also anticipated that � another one million gallons of ground storage will be constructed at the water treatment plant ;n 1982. Although not shown on the plate, the � Southwest Booster Pump Station ground storage will have to be removed �� ., from its present site in the near future. Relocating this ground stor- � age and constructing a booster pump station near Kimball Road in the �� northwest section of the city would provide additional stored water in : this area at an earlier date. This approach would make use of existing � facilities and would reduce the need for elevated storage in the north- west section of the city. These projects will increase the total ground � } storage to 2.42-MG. � Between 1986 and the year 2000, another 1 .0-MG elevated storage ; tank is recommended in the northwestern portion of the system. The tank � � has been shown adjacent to the existing Dove Road elevated tank on Plate � III, but the precise location can change. � - Another 0.5-MG of ground storage will be required at the water : treatment plant to maintain acceptable operating conditions. Because _�.,.. the delivery pressure from the Trinity River Authority does not require _�-� boosting, the total ground storage capacity will never satisfy the criteria. A portion of the TRA ground storage will in effect be used by { - Grapevine. 4 � � 7.3 ; FREESE AND NIC'iOLS�iNG. f r� � � # � ;� EXISTING WATER DISTRIBUTION SYSTEM :� 8.1 Current Operating Procedures A review and evaluation of the current operating procedures of the � City of Grapevine' s pumping stations and storage facilities was one of � the principal items in the scope of services. The obvious intent of this effort is to establish operating procedures that will improve the quality � � of service and minimize the cost of operation. A review and evaluation of the current operating procedures is best � � made through a study of the historical system operations as recorded � with the system's monitoring system. The desirable indicators that �' should be monitored in the Grapevine system are listed in Table 8.1 with � indications of the operations that are presently monitored. The Water Treatment Plant Pump Station discharge flow rate and the water level in � the two elevated tanks are monitored on a continuous basis. The discharge � pressure at the Water Treatment Plant Pump Station is noted occasionally. � The operations at the Southwest Booster Pump Station have not been � monitored, but this is not unreasonable since the use of the pump station is only temporary. � �_ Because of system limitations in recent years, all of the available � facilities have been used to their full capacilities during the high � - demand period. Planning operation sequences for the pumps has not been � i practical . A significant change in the operational capabilities will occur when the TRA supply source is placed in service during the summer ''_ � of 1981 and when the capital improvements recommended for 1980-81 are ; completed. Adequate monitoring equipment should be installed to provide 3 ' I � � V� 1 FREESE AND NICHOLS�iNC. ��_ �. �:-,,.� � � � Table 8.1 � Desirable System Operation Indicators � Indicators Monitored � Water Treatment Plant Pump Station a. Ground storage inflow rate � b. Ground storage water surface level y c. Pump Operations (On and Off) d. Discharge Flow Rate Continuous � e. Discharge Pressure Occasional � Southwest Booster Pump Station � - a. Ground storage inflow rate b. Ground storage water surface level c. Pump Operations (On and Off) �"`�° d. Di scharge F1 ow Rate e. Discharge Pressure � Barton Street Elevated Storage Water Surface Level Continuous Dove Road Elevated Storage Water Surface Level Continuous � � sufficient details on the system's operations to allow a comparison with ; � the general guidelines for the most efficient pumping operations � described in Section 5.7 of this report. � � '- 8.2 Water Distribution System Network Analysis � The 1979 Grapevine water distribution system is illustrated on , Plate I. The Southwest Booster Pump Station is indicated as part of the , �� 1979 system, but it was not placed in operation until December of that � , year. The D/FW Pump Station is also indicated, but it was not used in 1 f� — 1979. There was a contribution directly from Euless. � � The major transmission pipeline is the 16-inch from the water i 4 } treatment plant into the center of the town. There are several 12-inch � pipelines that distribute the water throughout the network. � 8.2 I -FREESE AN[J NiCMOLS,iNC r�= � � � � The Grapevine water distribution system was analyzed for a 1979 maximum-hour demand of 5.32 MGD. The analysis was performed through the � � use of a computer model of the system. The results discussed in the � following paragraphs are in most instances the culmination of a number of intermediate computer analyses. Work sheets of the final and all � � intermediate computer analyses are available if additional information is required at a later date. � The model generated inputs of water to the distribution system are � compared with the historical contribution on the 1979 peak-use day, June '� 13th, in Table 8.2. Generally, good agreement between the model and � � historical data was obtained. Although the Water Treatment Pump Station , discharge pressure is not recorded, the model computed pressure of � slightly in excess of 120 psi is consistent with pressures occasionally � noted at the water treatment plant. Allowing for reasonable diffe- rences, the model adequately describes the historical conditions in the � water distribution system network. As shown on Plate I , the pressures over most of the distribution � system were between 40 psi and 90 psi . Thus, the majority of the system � was within the normally established desirable limits of 40 psi to 100 E` psi . However, there were several areas that pressures were outside � these limits. A fairly large area of less than 40 psi existed in the southwest � � corner of the City. The ground elevations in this area are among the ; highest in the City and this area was served with two 8-inch pipelines. i A small section of this area had pressures of less than 30 psi . Another i i 8.3 FftEESE ANO NICMOLS�INC. I �_ �, ,.. �;� � � � � Table 8.2 Peak-Day 1979 Maximum-Hour Sources of Supply � � Source Nistorial Model Amount Amount � (MGD) (MGD) Water Treatment Plant Pump Station 2.20 2.56 � Euless Supply 0.48 0.48 Dove Road Elevated Storage Tank 2.24 1 .62 � Barton Street Elevated Storage Tank 0.40 0.66 Tank ��.�. 5.32 5.32 � low pressure region existed on the hill east of the high school football stadium. � S.H. 114 travels along a ridge near its intersection with S.H. 121 : and this general area also had pressure lower than the 40 psi desirable � minimum. This section is of particular concern because it is developing � as an industrial region which traditionally expects higher pressures. Although the extreme northwest section of the City is located near �_ Grapevine Lake at relatively low elevations, a region of low water ; pressure exists because the area is served by a single pipeline. Y -- It is worth noting that all these regions are on the western ex- �,��a treme of the City and the greatest distance from the principal supply source, the Water Treatment Plant Pump Station. This situation is an � '`"'�'" indication of the need for additional transmission pipelines across the ; system that are capable of delivering large quantities of water to these f developing areas. , 8.4 FREESE AND NIGHOLS,ING. r� � � � � A model of nighttime conditions on peak-day was also performed to � permit an evaluation of the systems ability to refill the Barton Street ' and Dove Road Elevated Tanks. The analysis indicated that the Barton � Street Elevated Tank could be filled easily. The analysis also indi- cated that it was extremely difficult to refill the Dove Road Elevated � Tank within a reasonable period of time with the existing high service � pumps and transmission pipelines. Discussions with the City �taff con- firmed that it had not been possible to maintain satisfactory operation � of the Dove Road Elevated Tank during extended high demand periods. � � � � � � � � � , � __ � ; ' ; i ; � z 8.5 FREESE AND NICMOlS��NC. �'p'�= �:. . ��,....� � � FUTURE WATER DISTRIBUTION SYSTEMS � 9.1 Proposed Operating Procedures The primary objective of any proposed set of operating procedures � is to provide adequate service to all customers. It is desirable to � accomplish this objective while minimizing operating costs. As the cost � of energy has soared, it has been necessary to consider the total cost, � the sum of labor and energy costs, in determining the most effective operating procedures. To satisfy the responsibility �of providing ade- �"�., . quate service, operators must often resort to less than the most energy ��,� efficient operating procedures. This condition can result from equip- � ment characteristics' and water distribution network system limitations. � Some savings in energy costs can be obtained through more effective use � of existing equipment. As opportunities arise, modifications can be � made to the system that will permit more energy efficient operating � procedures while continuing to satisfy the prime responsibility of = adequate service. ' General pumping operating guidelines were suggested in Section 5.7. � After the initial improvements are completed and some flexibility exists � in the system's operation, it is recommended that these guidelines be adopted. A better understanding of the effectiveness of these guide- ;.�-w� lines can be obtained through an expanded monitoring system to permit i :�� continuous records of operations. This process could be accomplished � with the City's computer. The desirable system operations indicators � are included in Table 8.1 . I I 9.1 ' F E AND NICHOLS INC. I REES � rr � � � � 9.2 1986 Water Distribution System Network Analysis The proposed 1986 water distribution system is illustrated on Plate � � II . Several transmission pipelines have been proposed. A 16-inch � pipeline from the water treatment plant to the intersection of Northwest II. Several transmission pipelines have been proposed. A 16-inch � � pipeline from the water treatment plant to the intersection of Northwest Highway and N. Boyd St. and the comple�ion of the 20-inch pipeline and � 16-inch pipeline in S.H. 157 from Glade Road to S.H. 114 are designed to � deliver large quantities of water from the two sources into the system. 3 � � The construction of a 12-inch pipeline in Northwest Hwy. from N. Austin : wrrr � Street to N. Main Street and a 12-inch pipeline in Park Blvd. from Northwest Hwy. to Dove Road are intended to improve the system's ability � � to maintain an acceptable water surface level in the Dove Road Elevated i Tank and to refill the tank at night. The 16-inch pipeline from the ; � Dove Road Elevated Tank to the intersection of Kimball and Red Bird will � ; provide a second transmission pipeline to the northwest and improve the ; pressures under high demand conditions. The remainder of the proposed � �__ pipelines are designed to reinforce the distribution system and to � provide service in developing areas. � - A one million gallon elevated storage tank with an overflow ele- � vation of 771 .0 feet msl is proposed near the high school football � _ � stadium. An elevated storage tank is needed in the southern portion of -_.. the system to maintain pressures. The number of acceptable sites is � limited. The location sho.uld be a reasonable distance from the TRA 9.2 FREESE AND N�GHOLS�INC. r� �;r,.. �� i � � Table 9. 1 _ 1986 Maximum-Hour Sources of Supply � Sources of Supply Model Amount � (MGD) � Water Treatment Plant Pump Station 6.31 Trinity River Authority Supply 2.51 � Dove Road Elevated Storage Tank 3.51 � Barton Street Elevated Storage 0.00 � �! High School Elevated Storage 0.28 �� ; 12.61 z � supply point, but it can not interfere with the D/FW flight zone. The property for this tank should be acquired at the earliest possible date. � The distribution system was analyzed for a maximum-hour demand of � 12.61 MGD. The computer model generated inputs of water from the ele- '- vated storage tanks are shown in Table 9. 1 . The inputs from the Water � Treatment Plant Pump Station and from the TRA supply point were included as fixed amounts. To deliver 6. 31 MGD from the Water Treatment Pump � Station will require some additional high service pumps. The installa- i tion of two 3.5-MGD at 280 feet TDH pumps is recommended to satisfy the �,�..,� 1986 requirements for additional firm capacity and to be compatible with - the long-range pumping requirements. � ;�. ; The lack of contribution from the Barton Street Elevated Storage Tank results from its proximity to the proposed major transmission pipelines. With proper mannual operation, it can be maintained in 9.3 FREESE nND NICHOLS�ING �— � � � a i � service as an emergency supply particularly for fire protection in the > ;- central business district. , ; Maximum-hour water pressure conditions under the proposed 1986 � conditions are illustrated on Plate II. Pressures across the system are a predicted to be generally between 50 psi and 100 psi . The low pressure � areas in the southwest and northwest have been eliminated. The low , pressure zone at the intersection of S.H. 26 and S.H. 121 still exists, � but it has been reduced in size. � The proposed 1986 water distribution system was also analyzed for fire-flow and tank-filling conditions. The model indicated that the i � ; system would perform adequately under these conditions. 9 , � 9.3 Year-2000 Water Distribution S stem Network Anal sis The proposed year-2000 water distribution system is illustrated on ; � Plate III. Additional pumping capacity at the Water Treatment Plant ? Pump Station with the installation of a third 3.5-MGD at 280 feet TDH � - pump is proposed. The installation of a one million-gallon elevated � storage tank adjacent to the Dove Road Elevated Tank. � Several additional pipelines are proposed for the year-2000 condi- _ � __ tions. A 20- inch and 16-inch pipeline from the water treatment plant to the Dove Road Elevated Storage is needed to supply the northwest and ' to maintain an appropriate level in the elevated storage. A second 20- � - inch pipeline from the TRA supply point into the center of the southern area is needed for good distribution. The remainder of the proposed pipelines are designed to reinforce the distribution system and to pro- vide service in developing areas. 9.4 FREESE AND NICHOLS�ING r— �y:.� � � : � � Table 9.2 � Year-2000 Maximum-Hour Sources of Supply 3 Sources of Supply Model ' Amount (MGD) � Water Treatment Plant Pump Station 11 .30 � Trinity River Authority Supply 11 .50 � - Dove Road Elevated Storage Tank 4. 18 �� Barton Street Elevated Storage 0.00 � High School Elevated Storage 3.62 3� � � � � 30.60 � � The proposed water distribution system was analyzed for a year-2000 ; maximum-hour demand of 30.60 MGD. The computer model generated contri- : butions of water from the elevated storage tanks are shown in Table 9.2. � The inputs from the TRA supply point and the Water Treatment Plant Pump � Station were included as fixed amounts. As existed in the 1986-model � : - analysis, the Barton Street Elevated Storage Tank does not contribute to } the maximum-hour demand because of its proximity to the major trans- mission pipelines. ;�.� Maximum-hour water pressure conditions under the proposed year-2000 conditions are illustrated on Plate III. Pressures across the system ��' are predicted to be generally between 50 psi and 100 psi . The S.H. 114 and S.H. 26 intersection low pressure zone remains because of the higher � � ground elevations in the area. A small area of low pressure also occurs on the tops of hills in the southwest corner of the city. - � 9.5 fREESE AND NICHOLS�INC. � � +`rrr � � PROPOSED PROGRAM OF WATER SYSTEM IMPROVEMENTS THROUGH 1986 � The proposed program of improvements for the period 1980 through � 1986 is outlined in Table 10.1 : The improvements are divided into years � and improvements should be initiated during the year indicated and be � completed by the following summer. The proposed location for most of the lines and elevated storage tanks can be modified slightly without � materially effecting the hydraulic operation of the distribution system. � Only those improvements that are considered necessary for satisfactory � � operation of the system have been included. Some of the pipelines and } elevated tanks have been oversized to allow for anticipated future `""� � growth in the area. This study has only considered the principal trans- � mission lines in the system. In new service areas, additional smaller lines will also be required. � The overall estimated amounts are intended to reflect the complete � i cost of placing a line in service, including engineering and contingen- � cies. These estimates are based on recent construction costs with an � allowance for inflation during the period. The cost on individual projects can be expected to vary above and below the indicated cost, i f =_ depending on actual costs at the time of construction. � The estimated construction costs are expressed in terms of both ; �► 1980 and inflated dollars and include engineering and contingencies. A � �� ten percent rate of inflation was adopted. The total estimated capital � ; cost for the major distribution system in improvements over the six-year I'� _ �I period is $8,251 ,800. The largest yearly projected expenditure is ; ;i �3,207,800 in 1983-84 when the expansion of the water treatment plant, : �' - I� I I � . � - � 10.1 � FREESE ANO NiCMOI.��iNG r— �_-�, � � a � and modification of the raw water delivery system are proposed for �- construction. � The principal improvements to the water distribution system pipeline � network will probably be required in the year indicated. The proposed : date of construction for some of the smaller lines may require adjustment � � if the area to be served develops more rapidly or more slowly than is � now expected. � �:.:..� ��_�. � � � � i � � 3 � � � ��..� : }�.rnf } � I I - 10.2 FREESE ANO NiGMOLS�INC r— � _ � � � � N O Z7 U � O O O O O O O O d-� C O O O O O O O O � t� O �O M Lf� ct a1 O I� M •� }� r l0 � N Ol ln O � � +� U O � Q� O d' O � a� ln � Cf' N r r- O C'') W i " .� 64 ' r iA � N +J} C O U � � N . i-�U r0 O O O O O O G O � •� p � OM O dO' � O O O }1•r w N {..t r l0 I.f) N Ql t.[) O O � W U O lS') Ol O �S O r- lD r6 � 'C7' N r- r O M � � CO a--� +� � � O O� � ''4 � � O U � .N 1� C � a � � o N � � � � o � � c N 3 � � O •r � S r- i� U .}-t C r rLS O C • �3 - f-�+ •r � � i-� O � � '- +-> a� C� N o E > '� r- � � � a +� '- c � � .`�° � >, c •� o t z a�i m rts �r �r •1 ~ 4- L. � f Y i, � S- O r � +-� O l0 O O O �C r � U C O r-- +� I� Z S- L � N I- lfl E � � "Q r E � d-� '� � � � � Z +� � � � 3 3 `�s �^ � i. T3 4J • 2 +� � 'D � � rtS 4�- O \ 'n +-� � O O � I �1 Z Vf r � N N Q-' d-' r Q1 O C N r N fl- i-� � O .0 r- 00 3 � � N 'v � 3 rn o � � > > __ � 3 = .,,� �c +� n. o 0 -v � � x s.. i. o 0 c E +-� r- • rts o = � °' s�. ai c � cn a z . i-�- o � � E 4- 3 ro = c . � c +� s. o -.- p � •r � 'r •r OJ +� N- r v � +-> E �o a� a� � � U S_ � O -C O -� � S- QJ -C � � C O U S- U � U U a--� 4- � V "� •rZ C4- C C � (n C S.. I •r •r tn •r •r O C •r •r lD a--� 1 1� i � I 1 C O� O 1 m - � (O O I.C) O � N N •r N •r l0 � N r N Q1 r- r � +-� �- Z7 �F-� � � � +-� � N v> O U � 4- 2 4- 4- rcf +-> �- � � E � O � O � O � � z � N � � � �--1•r �1--� N 1 i-> Li +� O a--� O �7--� C7 Q �1-� C � - � QJ N QJ � N N � � o � E � rt3 �F- �-- N r- � L U1 4I a--� I 7 � � � N 4-- d--� 4- Q1 4- � d 4- r a r-� S.. •r� O O O � O O O O O N M +� O � �--� +� N O • O in O � O N � � � � U "a 00 2 O Ol Ql L O � ^ � r O � • O O +� 3 r N •r O L. 00 r � M N N � M �1--� r-- N F- d � � � V i� 1 � N � r C CO � O � ' � ' - C.� r- r� � U � v 4- r- rC I . � 10.3 _ , IFREESE AND NIGHOLS�ING. r� .,�,,..:, � � � - +� � N 0 v zs o 0 0 0 0 0 0 0 0 0 � � o 0 0 0 0 0 0 0 0 0 +-� O ^ t.f) r r CC Ql N O CO CO � (� •r � � d- tp t� O1 M t� O N � � •r U � '� N d' M O � l0 �' O i }� � N M r N CT O �D t.C) N Vl S.. r N M w N � {�} b9� i.�} {(} � � � � U $ � � N ' 'a O +�-� � O O O O O O O O O O � C O O O O O O O O O O 3 � O O O � � � Ol 01 O ^ ^ � •r •r � {.� }� r � � d' N CO 1� O O O � N U M r r d' �--' ^ � � W � N M r N N CO ' O � Ct L � � � ,�,,,� {�} r N N tf` `� CO N iR iR i4 i4 ; O� C * r O U ±i�»ar � � D O � • }� w . •r � � � r0 N O Q N � � S C +� d-� .d � (Cf C V i � N � � � lp r N � � � N a i O -N � O.. rC O � � in +-� • +� +� • 0 3 -o o = c � � 3 � �6 N I� N N � •r i-� I �Cf T7 � O +� S.. � O i. QJ C r Z 4- � � �O • r- I� � z •r d . -�p � i. � • a U � i � C C I- '� > i-� i-�•r � � � O O C lL � • •r' �'- ��i N .3 O � O \ • 4J +� Q1 � r- r- ct 't7 > U +� rCf� E N � r� rt3 . N r � •r � (O U i-� N a--� r r �6 i- N 3 � � � �0 N .F--i � S- - � � � • • lfl N +� •r Z � � � r-- 2 S N � �1--� �O Y r- +-� Q+� L r • • C C � i. QJ � o N � (n N =� '� � I- _D � � � L S C O • L i-� � E +� +� 4- � •r- +� N N � +� 4J •r �O �Cf O - Q,N � v�F- 3 3 0 � a� tv � E -c v �s M U r Z7 U > U•r U Q1 S- T7 4" 3 � �- � � •r ��--' C �d O C O �O LL7 O rG • S. •r . L +� � L. ��,;...,.,.. b .I U 1 � •I T7 I I� O N � � � � N l0 N C N � a--� N O d'f � � r • -O r 41 r RS r— r N '� � •r � (� � 3' � C � •r N •r •r N 4- r- 4- •r � � V- • -O i-� S- � +� � � +� E O'O C� O � O.� O � � �C 0 �O N +-� � � C > d •r •� +-� 23 r +-� N +-� L +� I..L O N Q� X X U '�� (� f-�r 41 R3 � � N � N \ L r C � � rt3 t� � � • � � v N r Q1 W N L1 � 4- r- S- 4- •r �F � 4- N +� � N �O Q r �i-> I--' C r C.7 L3' tn CJ U U ; r •r O N O O. �C O � � � � � i . � O • � O E O +� O • I � � � r � p U CO S � O O d' N I� S O M � � � � �•r __ I � � L ^ � r L O� (n �-+ O'J 4- �t'� r (n r- CO r-- O 00 M �' 4- I QJ � I I r N N M � C � � . . rC O � � � _ � F-' U � U "C3 N �i- r r� � (LS � I 10.4 FREESE ANG NICHOLS,INC r� A��IAIt � � � +� � 0 'Q U � � O O O O O O O +-� O O O O O O O O � r� •r- N N � t� �O O CO E +� •r U � l0 O� Ln N r �--� � CO I� r Ol O Ol L(7 N S- l0 M N � 00 N W +-� tn b4 EA b4 CO � � b} O U � }� N '� O � 4J U i-� E O O O O O O O O •r •r M lD M � lfl Ol O� i-> +-� ^ N U t� M r M L(7 M CO � W � lp M M N l0 � CO � � N r � Lf') Ln O +-� � � N b4 ioR E-l-} l0 Ql C b�T r- O U � � . ^ � .{--1 r � � r � � Q . L.L i� \ C �G r " 41 S. N � 'p �O r i-� «S d. � rt3 O : QJ d' r- I`� 2 �' � r6 117 r �U �I-� C •r r- N r � O S- O L N +� E � N � N � O = � �• � • � • r �C G!3 '� LL 4--� tn N 3 c � n. � ►-+ � � -o ra 4- O N i- C � O N 3 r a--� rLS U �. L.L � � +-� 4J \ • � l0 tn � cn '� � S O N i �- I N Q � tn U • +�-i � � tn S C +� � � O N •r � S- C O +� O � N � r O � S- S- N � � � U� � � r lD -F-� RS tC +-� •r •r - .� N O S- U .� � � O � L = � U U Z U U • •r = C r C � • � V) � �� 1 • •r � •r � r � •r \ � "d N N i Q. � > i > i d' y� � N �6 N •r N Q N •'"��1! � � r .� r �- r r r � � 4- C U C� N •r N O O 4- 4- �F +-� 4- i-� � r O N O� O 2S O S s C 4J +-� rLS i_ O F- ' � ._ U � QJ � � �i--� QI � QJ N N � �F- � N � (U �C N � 4J � � r- 4- •r � � 4- • 4- p . ^ O O r[S � v � r •r � $._ � � L � � � � • +� t_[) CO QJ O E O U O E O +-� O C.) CO C 6l O O I� O �c") i - r � al I� � lD ^ S.. ^ O ^ L ^ O i r- r � � � 4- � +-> c1' 4- N � v +� � � r N �' L(� � � � � - rt5 O Ql Ql . . I f- U r r� r c�$ � U 'b 10.5 i FREESE AND NIGHOLS�INC. �_ �..,�, � � ! � ,� _ � � � � _ �� -. � �� APPENDIX A � � � , _. � l"�... ��x,� L : �_ �_ r= A � 3 � # � LIST OF REFERENCES � 1 . Texas Department of Water Resources, "Population Projections for Texas State, County, State Planning Region and 208 Water Quality Designated Area-December, 1978" LP-105, August 10, 1979. � 2. North Central Texas Council of Government, "Your Region, NCTCOG Population Estimates," periodically. � � 3. Freese and Nichols, Inc. , "Grapevine, Texas, Study of Water and Sewer Rates, Fort Worth, Texas, September, 1979". �3 4. Freese and Nichols, Inc. "Grapevine, Texas, Comprehensive Master Plan 1974-1994" , Fort Worth, Texas, March, 1974. � � � � � � � � : � � � � ,._ � � i � � ; � A-1 � - FREESE AND NICHOLS�ING. r— ,�n.�. r fi � CITY OF GRAPEVINE, TEXaS � � --��.-- � �...� M �:� �� _ � � REPORT ON � � � WASTEWATER COLLECTION SYSTEM �..r �.� � 1983 � �_ � � FREESE AND NICHOLS, INC. I CONSULTING ENGINEERS . FREESE AND NIGHOLS�INC � � � � � Table of Contents � Section page � 1. 0 EXECUTIVE SUMMARY � l. l 1.1 Scope of Study l. l 1. 2 Conclusions and Recommendations 1.2 � 2.0 POPULATION 2. 1 � 2. 1 Historical Population 2. 1 2.2 Projected Population � 2. 1 � � 3.0 WASTEWATER FLOWS 3. 1 � � 3. 1 Historical Wastewater Flows 3.1 3.2 InfiYtration and Inflow 3. 3 3. 3 Projected Wastewater Flows 3. 11 � 4.0 WASTEWATER COLLECTION SYSTEM ANALYSIS 4.1 � 4. 1 Design Criteria 4. 1 4.2 Existing Wastewater Collection System 4.2 4.3 1987 and 2000 Wastewater Collection Systems 4.6 � 5.0 PROPOSED IMPROVEMENTS PROGRAM 5.1 � APPENDIX A EXISTING COLLECTION SYSTEM CHARACTERISTICS � APPENDIX B ANALYSIS OF EXISTING COLLECTION SYSTEM UNDER 1982, 1987, AND 2000 CONDITIONS � � i � � � �_ ti f I � FREESE AND NiCMOLS�INC. � ,�,>.� � � � List of Tables � Table Page �- 1.1 Grapevine Population Projections 1.2 2.1 Historical Population Estimates 2. 2 � 2.2 Estimated Population by Planning Districts 2.4 2.3 Projected Population by Drainage Area 2. 5 � 2.4 Estimated and Projected Populations Served by 2.8 the Peach Street WVJTP ""�"' 2.5 Estimated and Projected Populations Served by 2.9 � the Bear Creek WWTP and Proposed Interceptor i � 3.1 Historical Average-Day Wastewater Flows 3.2 3.2 Historical Wastewater Flows at the Peach Street 3.4 � and Bear Creek Wastewater Treatment Plants from January of 1981 through August of 1982 � 3. 3 Average-Day Wastewater Flow vs. Average-Day 3.6 Water Use 3.4 Historical Peak-Day Wastewater Flow Rates 3.8 � 3.5 Peach Street WWTP Estimated Infiltration and 3.9 Inflow � 3.6 Bear Creek WWTP Estimated Infiltration and 3. 10 ` Inflow � 3.7 Industrial Acreage 3. 14 3.8 Peak Design Flow 3. 15 �"" 3.9 Peach Street and TRA Flow Rates 3. 18 4.1 Existing Lift Stations 4.4 � 4.2 Overloaded Sewer Interceptors Under 1982 Conditions 4. 5 � 4. 3 Overloaded Sewer Interceptors Under 1987 Conditions 4.7 4.4 Overloaded Sewer Interceptors Under Year-2000 4.8 � Conditions 4. 5 Estimated Construction Cost Savings of Proposed 4. 11 Diversion i i � FREESE ANO NICMOLS�ING � i � � � � � � Table , Page � 4.6 Proposed Sewers Bear Creek Service Area 4. 15 5.1 Proposed Improvements Program 5. 2 � 5.2 Estimated 1982 Unit Cost for Sewer Construction 5. 6 � � � � � � � : � � �_ � � ,!� _ ��,� � j'' , ,� t 3j i S 1 i � } � FREESE ANO NICHOLS,INC. � ,„. .. .��-., � � List of Figures � Figure After Page 2. 1 Historical Population and Population Projections 2. 3 � 2.2 Planning Districts 2.4 � 3.1 1981 Peach Street Flow 3.11 ` 3.2 1982 Peach Street Flow 3. 11 � 3. 3 1981 Bear Creek Flow 3. 11 3.4 1982 Bear Creek Flow 3. 11 ,,� , 3. 5 Historical and Projected Gallons Per Capita 3. 12 Per Day ��,� List of Plates � Plate � I DRAINAGE AREAS II OVERLOADED SEWERS � ' III PROPOSED WASTEWATER COLLECTION SYSTEM � , � , � �� i i y I t � IFREESE AND NiCMOLS�INC. � � � � � 1. 0 EXECUTIVE SUMMARY � 1. 1 Scope of Study � This report presents the results of a study of the City of Grape- vine' s wastewater collection system. The intent of this report is to � develop a master plan for the future development of the wastewater collectior7 system in an orderly and economical manner. The following � items were included in the Scope of Work: � 1. Review historical population trends and population projections � based on information available in the reports on Water � � Distribution Systems Study for the City of Grapevine, Texas , 1981 and Grapevine Comprehensive Master Plan, 1974, 1994 � Update 1980. � 2. Review records of wastewater flows to determine trends in wastewater flows and patterns and flow throughout the system. � 3. Develop a projection of future wastewater flows for the study years 1987 and 2000 based on the projected populations and �_ anticipated per capita flows. � 4. Review the existing facilities and inventory the pipe sizes - eight inches in diameter or greater, slopes, and conditions. � 5. Evaluate the existing wastewater collection system including � lift stations and force mains for estimated 1982 conditions. � 6. Establish drainage areas within the planning area and develop w�w � a network of wastewater collection lines eight inches in di- �— ameter or greater, lift stations and force mains to serve the j anticipated 1987 and 2000 conditions. 4 7. Evaluate estimated construction costs and the cost for treat- � ` 1. 1 i FREESE AND NIGHOLS�INC. � �. �:� � � ment by the City of Grapevine and by TRA and adjust service � areas if appropriate. 8. Prepare construction cost estimates in terms of present cost � levels for all wastewater collection lines eight inches in � diameter or greater, lift stations and force mains recommended for construction through 1987. � 9. Prepare a recommended schedule for construction of the pro- posed improvements. , �. 10. Assemble all the basic data, studies, findings and recommenda- �--_� tions into a final bound printed report. Thirty (30) bound � copies will be presented to the City. � 1. 2 Conclusions and Recommendations � The projected populations used in the analysis of the wastewater collection system are shown in Table 1.1. Populations projected in the � water distribution system study and the master plan update were reviewed and adopted for use in this study. � Table 1. 1 � Grapevine Projected Populations ,,,�� Year Peach Street Bear Creek Total Service Area Service Area 1982 11,499 4,700 16,199 �� lgg� lg�ggl 5,649 24,530 � 2000 27,494 27,186 54,680 � Average-day wastewater flows for Grapevine have increased from �_ 0. 545 MGD from 1971 to 1.013 MGD in 1981. The average-day flow for the `-- 1. 2 � FREESE AND NICHOLS,INC r�= � � t � City is estimated to be 1. 08 MGD in 1982 and is projected to increase to 3.11 MGD in 1987 and to 7. 76 MGD in the year-2000. These projections � include an increase in per capita wastewater flow and a gradual decrease � in the amount of infiltration and inflow. These flows also include an industrial allowance on a per acre basis. This industrial allowance � represents the large amounts of land within the existing corporate � limits of Grapevine which has been zoned for light industrial usage but, where little or no development exists at the present time. The primary � reason for increases in the per capita flows is to allow for commercial � growth. Infiltration and inflow is expected to decrease due to efforts � � on the part of the City of Grapevine to reduce existing infiltration � and inflow problems and to the availability of better sewer collection facility construction materials and methods. � The wastewater collection system was analyzed for estimated 1982 and projected 1987 and year-2000 conditions. Facilities to reinforce � _ the existing system and to serve developing areas are recommended in Section 4.0. A proposed wastewater system improvements program is �_ presented in Section 5.0. � The major improvements recommended are the diversion of a portion of the existing Peach Street service area to the Bear Creek service area i.. and the expansion of the Peach Street Wastewater Treatment Plant. The �► � diversion of a portion of the Peach Street service area could save the � - City approximately $3,363,200 in estimated construction cost through the � year-2000 by reducing the required treatment capacity at the Peach Street plant and lh improvements to the collection system. This pro- � posed diversion is recommended in 1983 at an estimated cost of $798,300. � 1. 3 `, � FREESE AND NICHOLS,ING f r�- #,. .. �� The Peach Street plant will require a 1.5 MGD expansion even with the � proposed diversion. It is projected that this expansion will be re- quired by 1986 with an estimated cost of $3,788,400. � These facilities are included in the schedule of proposed improve- � ments recommended in Section 5.0. The total estimated cost for the proposed improvements from 1982 through the year 2000 is $13,916,200, � with $6,398,100 required for the 1982 through 1987 period. �� , � � � � �_ � �� i , ; �-- 1.4 FREESE AND NICMO�S,iNG. �_ � � 1 � 2. 0 POPULATION � 2.1 Historical Population � Historical population estimates and trends are important in es- tablishing historical per capita wastewater flows and in projecting � future population. The estimated Grapevine populations for the years 1965 through 1982 are shown in Table 2.1. These population estimates � are based on the City' s count of the number of water meters in service � for 1965 through 1969 and on the City' s housing count for the years 1971 �� through 1982. � . � The growth trends indicate that Grapevine has increased in popu- lation consistently during this period. The annual growth rates ex- � pressed as a percentage are also included in Table 2.1. They range from � a high of 16.9 in 1979 to a low of 2.2 in 1970. The higher growth rates in the latter years are undoubtedly influenced by the construction of � the Dallas-Ft. Worth Airport and the industrial development that has occurred in Grapevine during this period. � 2. 2 Projected Population � Recent population projections presented in the Water Distribution System Study for the City of Grapevine, Texas 1981 and the Grapevine � Comprehensive Master Plan, 1974, 1994 Update 1980 were reviewed to � � determine if the population growth projected in these studies is in � agreement with the known historical growth which has occurred since � these previous projections were made. Populations based on the 1980 � Land Use Survey, and on Building Permits issued show the City of Grape- i � vine' s estimated population to be in close agreement with the projec- tions presented in the aforementioned studies. The known historical 2.1 � FREESE AND N�CHOLS�IN(;. �� ,�"�. �.,:� � � Tab 1 e 2. 1 Historical Population Estimates � � Year Estimated Average Annual Growth Population Rate (%) 1965 5,606 � 2.4 1966 5,739 4. 3 � 1967 5,988 8.9 1968 6,519 3.8 �� 1969 6,767 ' 3.8 1970 7,023 `�"" 2.2 � 1971 7,181 2.7 � 1972 7,376 10. 2 1973 8,126 14. 7 � 1974 9,321 7.4 1975 10,015 � 3. 5 1976 10,369 5. 6 1977 10,954 � 5.4 197g 11,550 16.9 1979 13,500 �_ 2. 3 1980 13,807 8. 3 ��•� 1981 14,955 8.3 ' 1982 16,199 �� __ t I i- � � 2.2 ' FREESE AND NICHOLS�iN(C �� growth indicates the previously projected populations are valid and, therefore, have been adopted for use in this Wastewater Collection � System Study. A graph of these projections, along with historical � estimates, are shown in Figure 2. 1. The total estimated population for Grapevine for the years 1980 � through 1982 and the total projected population for the years 1987 and � 2000 are delineated in Table 2. 2 by planning districts. These planning districts (Figure 2. 2) correspond to those used in the Master Plan � update and the Water Distribution System Study. The planning districts � have been further subdivided into drainage areas which were numbered in � � accordance with the planning district numbers. These drainage areas are � shown on Plate I at the end of this report and the population assigned - to each drainage area is set forth in Table 2.3. � The City of Grapevine was served by two wastewater treatment plants in 1982. The Peach Street Plant, located in the northern portion of the � City, served Planning Districts 1 through 17. There is currently no � sewer service to Planning Districts 1 and 9 and only limited service to Planning District 8. The estimated and projected populations served by � the Peach Street Plant are shown in Table 2.4. The second plant was the Bear Creelc Wastewater Treatment Plant � which is located in the southwest portion of the City of Grapevine and � � served Planning District 18 and a portion of District 20. This treat- � ment plant has been removed from service and the flow diverted to the � I Trinity River Authority (TRA) Little Bear Creek Interceptor through a temporary lift station and force main. Construction began in early 1983 � for a new permanent interceptor, the TRA Big Bear Creek Interceptor. i '- 2. 3 ► ! �REESE AND NICHOLS,INC. s �- �:,.,., �� HISTORICAL POPULATION AND � POPULATION PROJECTIONS � � � • CENSUS COUNTS a HOUSING BASED ESTIMATES ,�,�,,. 60 �.� � . 50 � w � a w 40 n, PROJ C TED o POPU ATIO �_ o 0 � ? 30 - -- z 0 �_ �-- a � � 20 ��_� a -- 0 a o �.:�W � ; o 10 _ °o 0 �. o � o0 � j � 1960 1970 1980 1990 2000 ? YEAR � � I FREESE AND NiCMOLS,INC. FIGURE 2.1 � � � � � Table 2. 2 � City of Grapevine Estimated Popu�on by Plannin District � Planning Estimated Population District 1980 1981 1982 1987 2000 � 1 250* 268� 288* 412 1,727 2 937 1,028 1,295 1,7_92 2,245 � 3 281 388 535 2,673 ` 3,454 4 1,963 2,091 2,227 � 3,052 `, 4,145 � 5 735 905 1,114 3,152 =� 3,454 '�' �� 6 1,194 1,291 1,396 2,066 2,852 �rr 7 332 369 411 702 2,280 � 8 51* 56* 62 103 102 9 0 0 0 0 0 � 10 596 624 654 825 2,506 , 11 446 460 474 556 641 �- 12 446 457 469 530 535 � 13 880 925 972 1,247 1,259 14 0 0 0 0 0 � 15 1,020 1,045 1,071 1,212 1,668 16 526 531 531 559 626 � _ 17 0 0 0 0 0 "'"'"�' 18 3,448 3,799 3,965 4,693 11,626 � 'rrr� 19 20* 25* 31� 98 150 � 20 569 576 583 618 9,075 ! � 21 113* 117* 121* 240 6,335 ! i 13,807 14,955 16,199 24,530 54,680 *Population not served by wastewater collection system. 2.4 FREESE AND NICHOLS�INC. ��" ,�.� �rv� � � � CITY OF GRAPEVINE , TEXAS - PLANNING DISTRICTS � � �_ � �� ; SCALE : I°= I MILE -. , e� � �,: �"" ' � :, . , � � �� .,�� ` � � <.� � u� a, � , ., �. : , • " °°� � �� , >a:. � � �� v�. , ' wc..�d..� . � �. » : i �. .. � .... ! i . . � , �.e � � � . . .. .�.. . -. i� ... `` " ' _ " q�i�.�., >>.... . ..s � I 'R� � ;�� .. �t� n..� -�'� �� "� � � � �' � 9 ♦� $�' i mw> ? �. . ... ., . � 4 �, �. r � . - � � �, . r , � . . o . .:: �g . . . .� � �� a . . _ -�__�. , � �. � .. a.. f - .� � � �'� � �r °,�. s ��. ,...�_ , �� "�.,��,,, � 4., 9� � �� g� ,� � � � _� : �� , .. � . .�� . � , y . � �„,�e � ,� � � . . ,: �� a ��_ _.�....�� ' �" �� MO�n 1:! � �.n13 �.� � � ��,� a � ��,$�� ,�� .�. �. �� . � �� : � �: — �,�� : a � � � � � � �s. wF� ,` �� ' Y q; �a ��i�� s. � $ �� '� .-.d+.._- � 3 ' � � � : � ��`��"��3�k��'�S"'�^' �F � � � P � �� mic+�� '8 t� - .�� .a4k .�r . a��.y � � � . a� � °;[:�" r:;aa�m�� ?¢'� 'lr !'.b* � +� 4.;�g 4�a �`w«wu''O�• ` �`a+•�s �' � "'k`' .R.. '� . } � ... � � ..:,P . . - w �� ..�. � n . , .'. _._ .'. r .. . `. O. . ' , � . r � i�v-..W . � .+`�„'} , • �— � �� g .,... . . ��,3,�,.:, . . a.'�&�nhr'� -. + ,e �,�..�.._�....v...e., , , ...�...-„ ..�.,..�.a. «s.m � �,�... .. . -� .A ; FREESE AND NICMOLS�ING i � FIGURE 2.2 r= � �rrr � � � Table 2. 3 � Projected Population by Draina e Area Drainage Entry Contributing Population � Area Point 1982 1987 2000 Population Population Population � 1-1 LS-2 0 412 1,727 2-1 NW-70 130 180 224 � 2-2 NW-67 388 538 674 2-3 NW-47 259 358 449 2-4 NW-49 259 358 449 � 2-5 NW-78 259 358 449 � 1,295 1,792 2,245 � 3-1 NW-40 0 267 518 � 3-2 NW-25 160 267 345 - 3-3 NW-23 161 267 345 3-4 NW-21 107 535 691 � 3-5 LS-2 107 802 864 3-6 NW-48 0 535 691 535 2,673 3,454 � 4-1 DR-39 45 61 83 4-2 DR-29 156 214 290 4-3 DR-24 735 1,007 1,368 � 4-4 DR-18 89 122 166 � 4-5 DR-55 223 305 663 4-6 NW-12 869 1,190 1,368 4-7 DR-33 110 153 207 �_ 2,227 3,052 4,145 5-1 DR-15 0 0 0 � 5-2 DR-44 222 473 517 5-3 FB-18 446 788 864 5-4 FB-5 0 0 0 � 5-5 LS-3 0 1,103 1,209 _ 5-6 HB-8 446 788 864 °�"�' 1,114 3,152 3,454 � � � � � , 1 � 2.5 ; FREESE AND NICHOLS,INC. �— �� J Table 2. 3, Continued � Drainage Entry Contributing Population Area Point 1982 1987 2000 Population Population Population � 6-1 EO-10 698 1,033 1,426 6-2 WO-20 279 415 570 � 6-3 F-6 419 618 852 1,396 2,066 2, � 7-1 NE-29 123 211 570 7-2 0 0 0 7-3 NE-6 0 0 456 � 7-4 NE-33 123 211 570 �""' 7-5 NE-23 165 280 684 411 702 2,280 � 8-1 NE-6 62 103 102 9-1 NE-6 0 0 0 � 10-1 WO-14 196 248 250 10-2 WO-39 458 577 627 10-3 FB-41 0 0 0 � 10-4 FB-5 0 0 1,629 . 654 825 2,506 � 11-1 WO-14 284 334 385 11-2 WO-40 190 222 256 474 556 641 � 12-1 A-24 469 530 535 13-1 G-8 0 0 0 � 13-2 E-7 0 0 0 � 13-3 B-13 48 62 63 13-4 EO-14 389 499 504 � 13-5 G-5 535 686 692 �-§ 972 1,247 1,259 14-1 WO-52 0 0 0 �:" 15-1 B-23 1,071 1,212 1,668 16-1 D-3 531 559 626 �_ 16-2 C-10 0 0 0 531 559 626 � 17-1 C-33 0 0 0 . 17-2 0 0 0 0 0 0 1 t - 2.6 � fREESE AND NIGHOLS�ING. �- � � � � Table 2. 3, Continued � Drainage Entry Contributin Po ulation Area Point 1 8 198 2000 �- Population Population Population i 18-1 SW-51 1,388 1,643 4,650 18-2 SW-40 792 939 2,325 � 18-3 SW-10 397 468 1,163 ; 18-4 SW-35 1,388 1,643 3,488 3,965 4,693 11,626 � 19-1 BB-8 0 0 0 19-2 BB-5 0 - 98 150 0 �8 1�0 � � 20-1 BB-11 0 0 4,538 20-2 LB-13 204 216 1,361 � 20-3 LB-13 379 402 3 176 � , � 618 9�5 � 21-1 BB-7 0 0 1,900 21-2 BB-4 0 240 4,435 ' 0 240 6,335 � 1� 24,530 4� ,6� � � � � � t '�' t i I , i f_ 2.� i f FREESE ANU NiCHOLS�iNC. � �_ �� Table 2.4 � Estimated and Projected Populations Served by the Peach Street WWTP � Year Population 1980 9,356 � 1981 10,114 � 1982 11,211 1987 18,881 � 2000 27,494 °�" This interceptor has an anticipated completion date of late 1983. When � completed, most of the wastewater flow in the southwest portion of � Grapevine (Planning Districts 18, 19, 20, and 21) will be diverted to this interceptor and treated at the Trinity River Authority' s Central f Wastewater Treatment Plant in southern Irving. For the purpose of this �. � study, the estimated flows through 1982 were treated at the Bear Creek Plant and the projected flows for 1987 and 2000 will be diverted to the � proposed interceptor. These estimated and projected populations served by these facilities are set forth in Table 2.5. � � � ( � `i � 2.8 � FREESE AND NICHOLS,IN(; � �"'�_, � � � � Table 2. 5 � Estimated and Projected Populations for the Bear Creek WWTP and Proposed Interceptor � Year Population 1980 4,017 � 1981 4,375 � 1982 4,548 1987 5,649 � 2000 27,186 aw�, � � � � � � � �_ � � �,� � �i � I, ''� � � � � 2. 9 , FREESE AND NIGHOLS,INC `� �_ �,� �� 3.0 WASTEWATER FLOWS � 3. 1 Historical Wastewater Flows � Historical average-day wastewater flows from 1971 through 1981 for the City of Grapevine are summarized in Table 3.1. The total average- � day per capita flow rates for the City fluctuated between a low of 57 gallons per capita per day (gpcd) in 1975 to a high of 77 gpcd in 1973. � The high flows in 1973 are attributed to an abnormal amount of rainfall ��:� of 54.69 inches measured at the Lake Grapevine Dam. During a high rainfall year, increased quantities of stormwater and groundwater leak � into the sewers, causing flows to increase. Average-day wastewater flow � for this eleven-year period amounted to 69 gpcd for the City of Grape- � vine. � As stated previously, Grapevine was served by two wastewater treat- ' ment plants. The Peach Street WWTP serves the Denton Creek drainage � area which includes approximately 70 percent of the City' s present population and almost all of the commercial and industrial flows for � Grapevine. The Bear Creek WWTP serves the Big Bear Creek drainage area � and the remaining 30 percent of the current population. The Bear Creek Plant presently has very little commercial or industrial flow within its � service area. ,�. � From 1974 through 1981 the average-day per capita flow at the Peach i_ Street Plant averaged 71 gpcd while the similar quantities at the Bear � Creek Plant have averaged 64 gpcd. As expected, the per capita flow �— rate at the Peach Street Plant is higher than that which has been � experienced at the Bear Creek Plant. This higher per capita flow rate � is related to the service of the major portion of the City' s commercial � �— 3. 1 FREESE AND NIGMOLS,INC. r� � � � � � r. +� t0 � CD tS') f� N 1� M al 6l rl N OI 01 t0 � d t� lD f� 1� � lD lD �D 1� I� I� �D � d' O C7 � � � +� •r � (� � �L p � M O a0 r--� N �t �f)I N �0 N U N CD tS) � l0 M � tD lD L N N d � N OO L (7 d V � � � N � rt � � � L N � •r U N U �--I i.f) 1� tn N lD �--1 N r-I � � t6 i Q., lD t!') lD 1� I`� 00 00 1� I� vi N � C,J W a. N � � •C r--I lD lD N 00 O Ql 1� O M Ql 00 1� N tD � N � 00 1� 1� OO � tn � t0 rl M r--� tf') r-I 00 � M 00 M � O Rf O I`� I� 00 00 Q1 O1 O r-1 r-1 M � � r �--- �-1 r'� e--1 t"--I �"'I � LL 7 � L O N a. � R3 N 3 c� � � •r � � tn L R1 N �C OO i� 1� 00 N M f� tf') r-I 3 N r0 N I � cD Q� M 00 M O C+� M t0 Rf �O U � rl r-I N N M � d' � � � } � OJ I � � F- f� •r � � � � � � Q � � l0 +� ct rl M r-1 t!') I� lD �' rt3 E L N �n o0 N 00 �n rn �r� r-�I � U •r U N r'-1 � O� �--I lf) �' M t--1 .S- �n N +� 1� 1� 1� OO 00 00 Ql O o w a cn � � � •r � tn � t.f) r-1 M � 61 N �' O M 1� t.C) 3 � �t OO N �--1 r-I N N 01 � tD r--1 O +� � � lD tD t1') lD 1� I`� OO Ql O r O . . . . . . . . . . . LL. t- O O O O O O O O O O �--I �__ � � �L� t.f) Ql OO lD �D O ct � Ql N M � N L N � 1� 00 ct n O O rl 1� O �--� 00 i �d U) C:3 O O r-� r-� r-I r-1 �--1 �-1 r-I N N i! � � N L � . . . . . . . . . . . L QO U � O O O O O O O O O O O N �� — Q � +� O N �!) O> M N O lD ch � N � rt3 L N� I� Ql I� M r-1 N �--I r-I M t.C) M � U N � d' M � �' ci' t.f) lD CD 1� � 1� C �0 S- C_'J C UJ +� � O O O O O O O O O O O ._ Q d N � 41 � � L I rl N M � � l0 1� 00 Q� O �--I L n1 f� I`� f� I� i� h� 1� I� f� 00 OO N 4J Ol Q1 Ql Q1 Ql Ql Ql Ql Ql Ql Ql > �- r-I �--I �--1 r-I r-� r-i r-�I r-I �--1 r-I t--� Q 1 i 3.2 FREESE AND NICMOLS�ING. r�= ,�,., �.:� � � and industrial flows and also to the fact that the Peach Street Plant' s � service area is the oldest portion of the collection system. Historical evidence indicates that, as most collection systems age, pipe joints � begin to deteriorate, collection pipelines become damaged, and manholes become less watertight, allewing more water to enter the collection � system by infiltration and inflow. The monthly flows for the Peach � Street and the Bear Creek Wastewater Treatment Plants from January of 1981 through August of 1982 are delineated in Table 3. 2. �"� Table 3. 3 compares the average-day wastewater flows to the �� average-day water consumption from 1971 to 1979 for the City. The � percentage of return flow ranges from a low of 57 percent in 1978 to a � high of 87 percent in 1971. Approximately 68 percent of the treated water use was returned to the wastewater collection system for this � nine-year period. This percentage of return flow is reasonable based on the size and composition of the City of Grapevine. �_ 3.2 Infiltration and Inflow � Wastewater flows deviate from their normal dry-weather fluctuations when extraneous waters caused by precipitation enter the collection � system. During a precipitation event, a portion of the runoff flows � into storm sewers or drains. Some of this water will likely pass over � .> sanitary sewer manholes or breaks in the wastewater collection system �, pipelines resulting in direct inflow into the wastewater collection � system. Groundwater that results from the precipitation may seep into � the wastewater collection system as infiltration. � � The amount of inflow encountered during and immediately following a - precipitation event substantially increases the flow rate above the ? 3. 3 FREESE AND NIGHOLS�IN�. r� � � � � � ^ � � •� C tn O �.OttOf� � �' �.O � OOMN O r a-.� a. O N 00 M 1.l7 M ct O 00 N r-I CD O 00 M �d U •r •rL E N U +� U r-I N N � � M r1 N M N N rl N L t1 N �0 � M O X � +> �-+ � Z w d � � � I � � N 41•r C � 00d' 61Olcrlf) r-� NO00C'71`� O +� Z7 d0 � t.f) d' MtDN0000M � r111� r-I lD (� � •r•r L 3 O U +� U O �'-� M N tD I� r-I N N � r--I O ct 4J U N (� C r-I d +� UJ L a..> r-� tn N � d �..� � � Ql rl � � N 4- 't7 +� - � � 41•r /� � � +-> a3 � C.� +� rt �6 OU I� � � r--IMtDrid' �tQl00M � tA EU � d IDCDI� � � t171.0 � (� I� 1.0 � lD � � � r LL (3' tp �-.� L � � � V� N p] Q W d � � � 'n L N C N � �U � � "Q O O U aJ N•�= � �.00DIDtS� � tnNOI� dN +� L +� U +� Q1N �!") OOrlctf� QlrlN �' lD NL L (�•r fO r-INNNMMMMG� CF' d' Ct' � L � N � L � �h '� � �1"� �t � d' �t �t' � �' +� r-i m +-� N C2 N 00 t!� N O N O'1 W a. � r-1 M U � cf34- 1 OONQ1MOtO�i70'1Q1MN GJ N O U1 L 3� NOONOIrIt.f) OOMOO � r-� r d +� � O C.J Q1 lD Q1 Lf7 N M N r-1 00 00 O M � � � � r0 41 � �0 rt5 I..�� Q1 00 Ol lD I� t� 00 O Q1 O Ql I� F- s ro 3 3 r"� � � � � c � � -a +� v� E N •�- .• O � rCl �0 O � �tcttDMOtI7lOMr�IOMN N r 4- E U r d l.f) lD l.f) I� O O CD lD lD O lD lD I � � LL r LL C� ri r1 ri Z v� +� i � L +.� in N � c +� wa L +� ro a� � � � � �- � � o +� +� tn 41 N•� LS� 00 �-1 � 0� r-I � 00 ri � 00 N � C +-� U +� M011DN00 � �--le--INNNM �0 Q) S rt7 •� c6 f'� I� G�0 Q1 Ql O rl N M � �,f� lD 3' E (� E > r .. .. .. .. �. .. .. .. .. .. .. .. �..1 cU r � � Q1Q1Ql61d10000000 � fU N +� N a. r-I r-�I r�-I r-I r-I r-1 r-i t� � d � N O � - U � W a. •r � $�- O I I� M I� �--1 � tS') 6l CO tS') cY r1 M +� � � 3 � � MMI� OOtDO � � 0O0N � •tA +� N O C.J r-� ti") N lD Ol I� I� 00 1`� M I� � � � � r E 2 �U rt7 I..L� lD I� 1`� rl O r-I O Ql 00 N Ol O 3 3 r-� r� � NMMNrIr-IMr1N 1 � �' � � � � � � �, � � it � . . . . . . . . . �° r- ( C C � S- S-. a C r � Cl+-> > U OJ i� � O b N rt C1 � � � � N U O 4J > O � r7li � Q � '7 ''7 �CNOZ � tL F- � � 3.4 li FFEESE AND NiCHOLS,INC. I 1 r� �: ... �,-� � � � ^ �'v•� c �n o �o �to � � � ri� C10 41 OC7Ml.C) M � 000 c0 U •r •� L • • • • • . E N V +� U r-� NNd' d' Mr-I � � d N �0 C O X L +� �-+ Z W a. � � � � � N •r C lA M Ql r--I r-1 lD OU M "C3 RO � M001� 1`� tDNl1 � •r•r .� O U +� U Nr-1 �--� NM �tN (� N �0 C r-1 N S- � F"� � d �� ro � +� N •r /'� +� A- 3 0 �� Rf c0 O U Q� I� QO M r-I N d1 Cf'I 00 � E U r a. L.f') CD tf) l0 Ql I� lD lD lD •r LL ('� i� � � tA N W a. �....�+ �L N � N C 5_ "C3 O (� � � •r 00 tD M r--I 00 tt') M O +� U +� 1� Ql r--I M � tD 00 O L �d•r fC � � 117LnLf'fLnt.f) l0 � f0 E `, r— .. ., .. .� .. .. .. .. � •r � � � �' d' G�' � �' �' � m � � Q lA (/7 � W d 1 O M ln IS� r-I lD r"'� L.t� � 41 S- 3� ,--1 �n � r-I o �' M �t +� N O C.7 N � r1 �f) Q1 00 1� r-I tn +� r— � . . . . . . . . Ri f� LL \/ � Q7QOOONQ� Q� Q1 3 3 *'� � � � �•r /'� +� n. 3 0 � � �0 OU NI� MI� � d' � *-�I � � U r a. I� 00 00 I� O CD lD 00 I� •r LL C7 *'� � L � tJ� 41 }� W d N � � L. C NN v •� tS761N1D61M1D0 +� U +� MM .td' �t � t.C) tD L �d •� t6 f� 006� Or1NMd' U E > r .. .. .. .. ., .. .. .. tb •.- L 7 O O O r� �--� r-� � �"� N +� U1 Gl r� r-1 r-i r-1 ri r-� ri r-�I �^`^. a. tn c/') O W d � � I lD d' N M 00 t.f) 00 r-I � N L �� NMNOl61r� d0 �.O � C +� � O C'3 00 M rl M (T lD �t 00 .r u) +� r' ^L c 3 3 � V N � � N M N N N O U � s. N N � � M � � \ � � � r +� C � L L a C r � "a � r0 N t0 a c0 � � � - rd � 7t1_ � Q � 7 '� Q 1--� � i 3.5 � FREESE AND NICHOLS�ING. r� � �w�1r � � Tab 1 e 3. 3 � Average Day Wastewater Flow Us. Average Day Water Use � Year Average Day Wastewater Flow Average Day Percent Return Peach St. Bear Creek Total Water Use Flow (MGD) (MGD) (MGD) (MGD) (%) � 1971 0.470 0.075 0. 545 0.63 87 � 1972 0. 392 0.089 0.481 0.77 62 1973 0.475 0. 148 0.623 0.73 85 � 1974 0.439 0.176 0. 615 0.84 73 � 1975 0.413 0. 106 0.519 0.85 61 � �- 1976 0.522 0. 100 0. 622 0. 96 65 � 1977 0. 610 0. 114 0. 724 1.21 60 1978 0.616 0. 174 0.790 1.39 57 � 1979 0.734 0. 109 0.843 1.43 59 Average 68 � � � (_ � �__ 'rr�r � � � 3.6 FREESE AND NICHOLS�INC. rr ,�.,.., �.�� avera e dr -da flow. An evaluation of the amount of peak infiltration 9 Y Y � and inflow at the Peach Street Wastewater Treatment Plant could not be determined because recent peak wet-weather flow rates have exceeded the � maximum range of the flow recording meter. Occurrences of one inch of rainfall in a 24-hour period cause the flows to exceed the range of the � meter for short intervals of approximately two to four hours. � The peak infiltration and inflow at the Bear Creek Wastewater Plant also could not be determined. The maximum rainfall in 1981 for a ��'� 24-hour period occurred on October 31st, when 3.63 inches were recorded �.� at the D/FW Airport. When the results of this rainfall reached the Bear Creek WWTP, the flo� charts show that the pumps at the wet well operated � almost continuously for a 24-hour period. This continuous pump operation resulted from Big Bear Creek overflowing the berm around the � plant and entering the wet well . Shown in Table 3.4 are the peak-day flow rates for the years 1971 � through 1981 for the Peach Street and Bear Creek Plants. The Peach Street Plant' s peak-day to average-day flow ratio ranged from a low of � 2. 13 i n 1980 to a hi gh of 4. 19 i n 1971. The Bear Creek Pl ant' s rati os � ranged from 1. 30 in 1978 up to 4.01 in 1973. In general , the ratios at the Peach Street Plant have been higher than those experienced at the � --� Bear Creek Plant indicating that the wastewater collection system in the Peach Street Plant' s service area is experiencing a greater infiltration � and inflow problem than the Bear Creek service area. Shown in Tables 3.5 and 3.6 are the January 1981 through August � 1982 estimated infiltration and inflow rates for the Peach Street and IBear Creek Plants, respectively. These estimated monthly infiltration j 3.7 FREESE AND NICHOLS,INC r� � � � � Table 3.4 � Historical Peak-Day Wastewater Flow Rates � Year Peach Street Bear Creek Average-Day Peak-Day Rat�o Average-Day Peak-Day Ratio � Flow Flow Flow Flow (MGD) (MGD) (MGD) (MGD) 1971 0.470 1. 971 4. 19 0.075 0. 140 1.87 � 1972 0.392 0. 903 2. 30 0.089 0. 132 1.48 � 1973 0.475 1.458 3. 07 0.148 0.594 4. 01 1974 0.439 1. 236 2.82 0. 176 0.514 2.92 � 1975 0.413 1.086 2.63 0. 106 0. 237 2. 24 � 1976 0. 522 1.402 2.69 0. 100 0. 322 3. 20 � 1977 0.610 2.267 3. 72 0. 114 0. 278 2.44 � 1978 0. 616 1.783 2.89 0. 174 0.226 1. 30 1979 0.734 1. 750 2. 38 0. 109 0. 223 2.05 � 1980 0. 745 1. 587 2. 13 0. 212 0. 357 1. 68 1981 0.732 1.866 2. 55 0. 281 0. 733 2. 61 �_ � �_ �_ I I � 3.8 FREESE AND NICMOLS,INC. r� �,.: . .�.,:�. � � -� � .. . � a� •r- � in . . . . . . . . . . . . . . . . . . "O QO 41 OO �t' Q1Q1 � � r-INOO� MI� MQl �-Ir1 �DdOM � •r •rL I..C) �' MlON0000M � � t.f) �--� MOOt`� I� IDNI� o u +� c.� U N �0 C Or� MNIfl (� r-INN �t' ri0 Nr--Ir-� NM �' N N L +� ri r-� rl �..' d � � � N � � � fl3 r-� L � l0 �' � 00 O Q� r-1 00 lD I� t.f) O r-1 d' � N '� t!') M E\ U �--� � lON � 00Nr-Ir-II� I� N NQ1MMtDlD1� N •r 1--1 d � � (n \/ l.l.A � C O ��"* N +� 3 lD �' I� '� � f� NM001� Wt!") I� I� NOOOQ1Q1Q1 +� cG O r� M � N �t' 00 O Ql �-1 00 � O lD �--1 a0 1� OJ a0 00 d' tS") !0 Lrp r-I � CDN � OONr'1r--II� OON NOIMMCDd07N E +� '+- c� 3 d •r r- C � 000000000000 00000000 �r� O 1— +-� •r �-+�/ r ln 4- 4- � W C � H F--1 }� � � d = � F"" � (,/) � � � � � � � .�.)•�r V lO +� /� t-I lD l0 N O Q1 00 N � N 01 Ql Ql �--1 1� lD r'-i r-1 00 r-1 M � � tti N tp 3p NN � NO � tD � Nctt.C) tn lDd' Od' IDN � M � a� co a� a� 3 oc7 �n � �n � oo � � � o � ca r� rnrna0r-+ r� r� rn CJ L S- a. (d N r �L � � � � +� I,.L u O O O O �--� r-� O O O rl O O O O O O r-� O O O � N r N V� � � w ¢ 3 v c � ro � a � � � � � � � � [0 a..� I� OMCDtt' COOtnMC101� d tDaOdllDQ10tD0 •r � RJ 3/'� � 1� 00 lD 00 l.0 lD ti') r-1 M CD N a0 N I`� N � r--1 O Ql +� I 3 O � lD � r-I Ql � 00 d1 I� 00 OO �f" Q� Q� Qt N N 00 N tD r-I - W �d +� l� � O r-� rl O r-1 rl O O O'� r-1 O O �--I ri r-I r� �--I rl �--I � � � d � � � � TS O ��.„, N 41•r tn00r-1LS') 00r"1cT00r1t.f) 00N L!') QINIDQlMlOO a..� (, .� M611DN00 � .--� �--� NNNM MMet � � �f) tS� ID [d •� �U I� (� 000'1QlO � NM �' I.C) CD 1� OOOlOrINM �t" .� L � Q1 O'1 Q1 Ol 01 O O O O O O O O O O r-1 r--� r-1 r-� r-'� {� N Q �--I r--1 r--I r-i � r-�I �--I r--I r-I '--1 r--1 r-�1 e--1 r-1 r-I tn N O W d �� r.{ N — rd � � � � Ql }, � r-I � \ � . . . . . . . . . .� . . . . L � C � S- L � C r � L1+> > U C � L S- a C r tT � p td 4J rQ d tG � � � � U O 41 c0 � � Q � 7 7 7 � '7t.� � ¢ � '� '� QNOZ � '7ti � Q � 7 "� cL � !_ 3. 9 I FREESE AND NICHOLS,INC i r� � � � � � � � � •� c �n � 'C) CL O N 00 �t Ql Ol Ct' I.S7 r-i N O QO M 1� M Q1 �--1 r--i lD 00 M � •�- •� .� t.C) �t' M lD N 00 OJ M � �-�I t.f) r--1 M QO 1� I� lD N 1� OU +� CJ . . . . . . . . . . . . . . . . . U 4J R1 C 0 �--1MNCDI� r-INNctr-10 N � � NMc* N N L +� �--� r--i �-i �..' d � � � a� +-> .� � �0 r-i p O Q1 lD � Ol tl') 1� ri 61 Ql I� 01 t.f) M ct N N O 1`� � E\ U � OOt� NN �!') � QONQIr-1 NMNr-I � � NN •r H d +� C:J � � W . � C O � N +� 3 O O lD N t.C) 00 O'1 M M Q1 rl d' �--I 00 1� �t O N t.C) � +� c0 O� ctd' IDNNO � N61NMa0 rI � O � Q100Nr-I �0 L r- p O O M M �--I r-i N N M �-I Cf O � � r-i O r-I rl r--I �--I E +� � C� 3 •rr C � 000000000000 00000000 ' O d +�•� r--�� r �- (n � � 4- � W C C r-� F--� � '� 41 � C N d �0 S- ~ C U b L CD � O L � OJ •r f0 I i-� /1 OOOOOl1') 1.[) 1D00r-� NID l.C) Nd' dCD00Cftfl M ,L +� 41 N Rf 3 � OJf� NNMd' tDNNLl70M IDOlDOpr--INr101 � N R f O� Q) 3 O C� N N M N N N N M M M M N N M N N � M M N N 4J i RJ N �- � r- S- +� S- +� i..L u O O O O O O O O O O O O O O O O O O O O � C� r N N � •r > �0 � S.. w ¢ 3 r0 C � 4J �--� m � 4J �0 � 4J E �U +� OOIDNtS� M � QI �-IOMO tDO �-iOJcDOQlO � •r p fO 3/1 N rl 00 t2') t.C) l!� r� � N 00 M N h tf) I� M O �--I M �--I N � � O � MMtD � Mc+') � u� I� cthM M �t' thMID �A �t �t _ w t0 +� 1..� � 000000000.000 00000000 N v� � a b 3 �_ c � � o � �•r IS� (,p lp (p tt") tn LS7 N O 1� d' N OO lD M r-1 Op I.f) M O +� U +� Ql N Lf� QO r-I ct I� Ql r-1 N �' lD 1�. Ol r-i M ct tD 00 O �0 •� � r I N N N M M M M d� � �t d- d- ct � � � � t.f) �p � � r .. ., .. .. ., .. .. .. .. •r S- � Cf' Ct d' CY' � � � � � CY '� Ct � �' Cf � '� � GT Ct' +� N d � tn N O , w a I � s- *"'� N � � � N O� Q1 � r-1 �--I ( \ � � L I � � � L L � C r � C1+-1 7 U C .II L L � C r CT O t0 � �0 a rt7 � � � N U O N r0 N t0 f1 �0 � � � � 7ti � Q � '� '74c/> OZ � '71..� � cL � '� '� Q �. 10 FREESE ANU NICMO�S�iNG. �— �,_� � � and inflow rates were determined from the monthly reports submitted to � the Texas Department of Water Resources. Figures 3.1 through 3.4 illus- trate the total daily flow and the rainfall recorded at D/FW Airport � from January 1, 1981 through August 31, 1982. An analysis of this data has indicated that the Peach Street service area has experienced an �- approximate infiltration and inflow rate of 90 gpcd and the corres- � ponding rate in the Bear Creek service area was 85 gpcd. With the correction of existing infiltration and inflow problems and the con- �,. struction of new wastewater collection facilities, it is expected that � these rates will decrease in the coming years. � 3.3 Projected Wastewater Flows � Wastewater flows are projected in this study for two different � purposes. The first purpose is to estimate the amount of wastewater that will be generated by the City of Grapevine in future years. This � flow represents the amount of wastewater that will be discharged into the Peach Street Wastewater Treatment Plant and to the Trinity River � Authority. As mentioned previously in this report, the Bear Creek Plant � has been abandoned and the flow treated at the TRA Plant in southern Irv�ng. � The second purpose is to evaluate the existing collection system �_:.. for peak flow conditions projected for the years 1987 and 2000, in order "� to size additions or improvements. The City of Grapevine has two dif- ferent service areas, the Denton Creek drainage area and the Big Bear � Creek drainage area. Because of the current demographic differences � between these two areas, it is necessary to project flow rates for each area to evaluate specific sewer requirements. L 3.11 � FREESE AND NICHOLS�IN�:. l_ r� � � � � - : � _: :. - : - _ - - - r _ -f: . _� . - :. r .�. � _ € : € . ;: - - � � = �-- =` ` _ � _ � __ _ : . : .__ .- .. ._� . � - : � _ � _ : � : _-� :_ - - - ' � � � _ _ - t - - _� � i t._ E- i i � � .� : � S - - - . _ . . .�> .- t _: -�c - - - �-- . -�--__" - E:=: ._ -. .. .- --.. - .. : .� � � : ... _ _ .__ ._. . . . . .-... . _ ... - n - � -�- - . ._. .__ . ..--- � -_- - - .I - __ -- .i� __ __ . _ ' _ _ ' - _� c - _ -_: -: .-_ � -�- -� - = - � , -z_. a_ _ -c--. _� _ _ __�-c- -r..-�..� .. ._�- - --�. -. . - .,: -__ - � m _ ( : } - ` � ; t' - f - -_ �� Yt= f ` ' " E '`g _ . - i . . . _ _. - - .. . -- - - - . . _.:- . __ „... . . . .::.- ._:.- f - ::.,_ _. :. . .-- .{-.- • _ . -_` -.��. -- - - - -- - - . -::: __ f ::=-' �-� - - .__ .t - _- .._.,�.-� _ t " � { _ �- _ ,.� .. �- � � �-_� � L . - � " _ mrr ..Y_ .. ._"_•' _ ' "'.._" "' __' '. :._ t___ " "' _ '_ __ bc "' ' ' .t 't __ ' '__"� - ' o� _-"" _ ._ :t .�-_� �[- ___' '"'" '_'_ _ � _ F _ I _ r _ : = ` � _ t. _ L ._ t � - - • - - � ' - - - - -==r= ___" - - •- --•- - - -----_ -:.r--—-- --�-- ----_- -_-- __�- -�__- -___- �--- � ----- - --- - g__._______._._.___'_. __.._._c_..:.._ ___ __________ _ ___-_ �__ __ _ _____ ' _ __'__ _____- : .. r. __ _ ___ _ __ ______ ____ ._"______.__'_'_.____..__.___ __ _ __�_. ... _ � -__r-__—•-__ __"."'"'_'_._ '_'_r=_= c_ _________ __ ' _ __--t__= __'--__ _c =_ ___'c-_ -_ ___ __ � - . . ' _' __ " - ' � " . c . i.: t-�_ _ _ _ � _ _ -"• ' _. . c.-I' _F -i - _ .. . �.' _"_' . . "'... . _�_. .- �..... .... . ... � .. ._.. I ��l � _' ' _ _ _ _ _ _ ' __ _" _- x . . � _ _ _ . _.- _� _'2'_. :- .ti. . } .. : _ � � ... . . . _r � _. '___� ' ' ' . -.. .'.__ .. _. :.. � _. _ ' ' _ _ '_'i -.� --^ � " ^ "_-:_ '. :_ . .__.. ___ .I .._:_ _._ .t _ '_ - _"'.-.. . . _ " _'_ . " ' _ _ . c ." " ' ' ' . ._ -.- '_ -t. '_._.. . _t ' " __ -' 3 Y � I i -{ _ f = ~ _ � O _ -. t-_ _ ' ' _Y_' _ ... :- - 3�� `o ' J - -:_ � : � - ,-- -= : —:. _ �:�- - — == _ n - - - � - � : . - �' - - - � � _ _ - ` � _ _ - _ , � t � - : 43- f -i �z-. .� ' w - .�. _ :E: = -- = r -= tkt. -_ - - _- - =3 wi { - - � - = a�i # t =f - � � � • �-t :- - - - � �-�- � ' __ ... . _-_ __ _L'_ ' . I _" __ " _ - _ _ I I �G (n � '_ _ - - �-- .,, ' ` �- _ -- -c = � -�i.. - - r.: _ ,�_ t '-z r t � t _ 2 t t -F � _. V k � t -' � ::.r ��- �� .`. .� r -. '-- : : �: -- .. " . t - .- - - �- -� ---� ' a �' � - _ � : _- - ��;= � � �,,., .- _ - - . � 1 � � � �_ �- '± � ` - - _ -' � = r , =-�--�- _� - - - = - - - -- . -� : � . r _ _ _ : - � -- - - - - -� - � � _ ,::- �- -:=. � - E __r = � r-=: -=t - :-� -: � — __- � ` � __ =�.� �� c ' '_ - :—� .= — 2 - g� -� - _ - -�- _ _ �- �� - ` - 'f �_ - -- - z=- {-_ -- - - r - i_. �_ t. r�- ., - t - =f £- -_ _ �-} - .. _ -� I __j i- � .�: ��-�_I�� 7~ � �= �� _ � i� . i �-� t_ t._ 't :r —:�' � ' ` ---'- �-� ` : -.- E - �� -_ _ __ ---�- - -t: . .-: _�_"C . .� . : .�. _ ..� : .._ �_� � � .r . . ._._ -- ..--,-_.. ' :._-_ . --_ _. . ..._ _. . . - ----' ----'-- --- -- --- . .._. : .. . . ..--- -•--- �- � --_. -.z__.__ ..... .. --��- -- -� .. f .. . --,. .. ..,.�.- ------ :._ .. . .._. ._:._.: ---r -- - - -- ._ r :< � - - _ -- :----�`.. � - ` �� .. � Tj-_ � • E~ �_. --f- -'r- -t-�--r- �: -.-r- : -- �_ � ��f� . E : .� -� :i. .t- ;1 `� { _ i � l ��- ' _-� �--- � --j �� I._: �._ ! �-.� :1 i --��- i �„ -�-_ € _ --r- t --A 8C1+#t1a'�'�k-N4{}ld f1t� — -_ _f � , , ��—_ ' ;' —=— r--- ` =� =— '--—k -- ._ � . _E �, � � __ — �.—_-=—�—--- -�- ' �� — � — � � { 3 ` s _ , _ . � _ . . __. . .. . . . ._ _ _. ' p - N rn V 0 O � h 1 N � � O O (53H�NI)M�4-llV_Nlb'2f (Q�JW) MO�� FREESE AND NICHOLS�iNC FIGURE 3.1 r� �• �,<rw, � � __ _ _ - � _ _ - E -_ _ -� ,� _ - �; _ - . i '" .' -= t `-z =- - -r.. - --=- -- t - _ - =' . ? �- _ - - i - - " .-}- - " ��- . - _ ( - -i _ � - _t1 �'` c _t. -_F z i � _ - ' t r t. ' t . _ _ - - - � -- � � -- - � -- ' � - - - - -- �: _: - _ _�. ;.. - ' � = ---- : ._. . - . _ - - -- --�- -_.- - --- - -- - - - -- � ---- - - ---- - - -- - - -- - ' -- - - - :- - - -- - --__ -�-- -- ----- -- _ _- _ - ---- --- -- --..... • - ------ -- -- -- ---- --- -- - ---t= --_' - -- — -- ---- -- _ - - —i=---�=-s�- �-- -====a=----=F-=- -- -------- -- -- ---- - .=_ =-_ � � -___—---__-_-_-=- - ' __-_-__ ___ -"-- - _=__�=_ -------i::= �___ =__ �i s_�_--- --- - - - ----------------- - -- _ _ =--___ " - �-��- ______---- � _--- —_--=__-= ----_- -==-=°-_-_==`-=-._ - _ _ --_-- fr � � � � -=�-- .Y- -_ c .. ... .. .� -�:t _�:- � ��:i = I :�. r .4 - -�- _' ' -' --- _ ' ' ' -:_: --- - - -. ._ _ - � _.. _ .. -.__..c .--- -_._.. .. ....: . . .. . . -• .'---. . . . . . _._. _.. -._r "c : --: :: -: �:': E _ � i... . : i� - - - - - : : ax - f s � � -� . _ L r W � - - g E ._ �_ .-�_ r �8 ; __.i � -Ec::_. c. .. _ .. . .. _.t � - � . - -- - - -- _c_ - '- '- ' f _ .t. _ � -r'_ � ' � �-[ �- t - �� _ W . F � � ' � r - : - � _ ._ : -- �- � - - _ . .. . . r . -= �� z._.F. t. ..� . . .-- �- �- ._ . . .. .--- -t—-' -.-- - � < < . �::. { ::� � : :- � � � — � t �_ , _ � E - :. � t - a= . _: _ _ . :� q�oaa�3� �waYf 4� -- R� � � f`_:, - ` - _ - -o a � -- � _ i : _ - < " _ .r - � f � : � f � . `` , �. . � . - ---- 2 - . - _ .. . =�.-.-` - .- -. .._ . � . _ _ _ ` f ' 1_: - = i-' s� - - i � r { 'E -_ � rs � - _ ` ` - I ` o� �� c- `�'—'- _-�--t �.� „ _ ._ � ------ � �_ �- - : :-:: -:,_ E :c� -�. - .. _ , � __ _. . .. .-._ 1 . ._ ._... _.. .L- - i :_ __ _ _�_ ...... . �� .. ... .. ._'_ . � ... .. " _'""' .___' __' .�_ � . L ._ .... - . _. . . . _ -_ . ._.. .... ..' _'.-. - .: _ " "_' j : �_ ' .�• . c. � - - .E � - -- : c—� :{ r _ . _ ;ill� 'o" 3 ` - • ' __ _ � -�__ .:i�. t: _ . . �� . : ::� - =I . _, . :` �_ii_ � - - � - _ � 'J -- ' —� f ' ` — -�- r ,. _ � t ; ; � ; � �: r --t. . ' � �, �. :: _' ' . Y - � ' f -' .�-_._ I ( : t .. f _ t.: _ Y ' � r � , t � ! �-- —�— -(—� _ ��_ � '_ �— � W s�.�rt _ ' ': � E i �� ` � - `'� � ' �— ` : � W � � � �— , �-- � � i � G` r � ' � . ` ;. U - ` `.�� i ` t E -� # �- f - � , : '� � _ f � ( .. : t�.. . .._ ' _._f.�_�__(-� 'j'- .-L.._-" }`_# ___.: C' "_ 11. �� "- ".:t ' ' -l_: � _ �_ :�Y {1 . � � . ..:'. _ .' . .. ' ' . _ Q _� - __ � � _ _ __ I__ _ .l.� f 1 __ � / ` f ... t �L . .�. � �� t � 1.�} 1 W �� I " 1_-� ' i _} � � � ��.-J t � —Y i- ��• _ _ E � :-i ' _ ' .... .�_ t � � -_ i , .. . . . .. . .: ' j •� '.. ... I ' -t � ::'� - ( �1." . f :- • �:I - �__ _ ` "'_ .I__:::. _::....: . .:._ �:—:— --E_�._. . .:: :_."" �:-m �� -_ � /N =�:— f - t -:t � �� ( :�_ -�� ..- ��.�_ 'ry V+ t ' t �t------;----� i:" T : f - .-� -_R M1 �-{ '. i r —f— - f , { - — g� ,--=---r-�---�— �=f _ _ �_ _ � -_ -- - �< < � � �- - - � f � 1 E t _ � - �- _ r - � i_ �t - _ : � -- - I:: f �" � - ..i� [_ -' � �.�— .:-� : � _ �� i.:� - _ � .� � t � r : � T� T � fl�aHQ7�F! Ht�21�._O�{I ,� ' = r �- t t � i i __ �=L - � -�- t �y� � � V . :� _ � _r— - -:-- - -- - �_��^ F E , ?- �-� r— ': _ � �_ E � � _+�_ r ,i �� ' i �' � `-F -- _ ' � ___ __ _' _ r _'�-j � _l'' jc� —« _ _ - _ -.4 �t � 2 1 - '--t- -t t —YTy i �_ _— ' _ - i _ '.�, 1 I L < : _ 9 � � _ --- ---- r '- --- - ----�- �--- � - - - - - - _ :� .. . . . . , . . . y.. Y .. �� -' . . . . ' _� �-. '�--. — -- —�` ---- ,-- -�'-�- -'-:- -i--" _ -�_�. :i • �. � t � . . . . i1 _. :�. L- i J -1-- _L _l- '�'�t�—�.-�� .----.«-_-{ �. f '_ '_ . - ___. . ' - __ " _'" _"-_ '_ � 1" � � � � L _ __jyf . i � :. _ _ . . .._ .�. .. � t � < . . .. � � : . . . � . . '�. . :. : �� ' _. '-_. _ � _.._ .. -_.� ._'_ ."'_ _' "__' - _. .__' .'_ '_' "_ __' '_-E � . _.1 i � _ -��-_ __ -.—_ ."__-_ . _...� _ ! _. _ _ -_r _ _ _1_ -�_ _ t ` o `" "' � a �p Q o 0 0 (S3H�NUMd�]-'�t'dNl'JL1 (G9W) MO�� FREESE AND NICHOLS�ING. i FIGURE 3.3 r� �,:_.. �.n� � � . � . : , ; . � _ = = - f ' Fk� L =1 ' �� - -' s _ I t �i ��_i � -__ - � _ .. - 'oL� b'a �. :I 1 � ^ �_ � J'. _ : _ t ~ r- t-_' : ! -; {.�':: .. . 'i � �� - t='- - -�- }. :�� .- -�- t-- : t �: :; :_. .T � .= I .._ ,._ . -�.:� _.. : i --- - , - ' - ' N _ . . .- - .: . - � .-_.. �_ : . .:; t __F =_ .. :_ -_ �-t.:_- - - ' ' � t �� o . _ _ _ -i W W" t i - - t } o� a= � ' j �- } �o .... - ` : r -� -i : _ - :£ = a t ? .:__' 'i i j :' { ._:: : - - �, = t _- - _. _ :_ _ - - - -- - -' - - - . _ � _ -` i .. _ . _ � _ _ _. . -- -t:- -`-:_:.. :_•_- .: ..... .. . - _ <. . _ _ — -- � - ' I - _ i I i _ � . � :` � a� .. : . =i . r - � � o o_"... _ .. . - _ ' _ 0�3 go--i.-_ i_ - - : i ' - .i :..i— _ - - - , } 2` :-` _"'� a` . ' ' _ - - : -• - - - . . ,- � .._-. � �-2 _ _ : - " � : �- ` r z i r- f f , : S " = i i _ _ } :� i t � - -} _ � � "-f � - _ - - - -i ?' _ � . �7 - _f " '_� �.� �'o. ' -�. � � .�. . I � " : _ 2._ � - . ... .. . ._. "_ '_ � ' . _ _ 1= L ' _ r" : ' _ ' - . _"' "' ._ _" . -.. ._ � .. . .__ .. -- �'' = 1 _r.__. ' 1 .. :. _' . ' '' �_� - 1 �' _ ' _ _ ' t ' _ . r � � • ' _ ^�' _- : ._: � '" ": �. - - _ -a - {. - � k � 1 i < - ' i ' 3 _� 3 r : s : � �_ _ -_ - : ` ': ; , #:: , � _ O " - _ = = _; , ;, };: � � � J - - - - � , � : , : ,._ + ,_. + _ �r ,_: . _:' , , , _ ,: ; _ , - _ ' _I. _ _. t � - Y - - , _ _ -- - _ - _ _ � ^ - } _ � 11.1 , ;, I = : t :. — - , _ ;_ W �� ._ _ , ,. _ „ , =� . � � W ' ,= ::- _ - . f. . . - _ � __ -- � - i U — = � ' '_- i _,=` � `; — - s ! �r_Q3�S0�3�! 1RD:�ij ON i �_ - j - ,. ' I � _ � I - . Q ✓�� - } i - - _ � : _ [ , . � . � � w y`�� = � * �c 1 i = =� � � " m ��: � ' � , . ._ , j _ . . . . .. '� `' ,: ,_ z :: : _ .-- � _s= ' - � - - ' N r - - _ _ _ -: _ , - - _ _ � : , ..- - - � � _ - _ - � t =_ . x - r-- -t-� +� �� k = : 1. : .{ �I =� � _ _ _- � --- "" < -' -, ._ - -' g -_- '_.:_x_.. _: _.. - . . _'.... :_ . _. _-:_u_ . : . 3 � . :E .i: _ - �_r :: . _: .:- -- ._- : . _. _ _-- _ _ _ . Z_ } t , ; _ - J '- .�- _ - _ - _-.3 -I -_.-_ -�-: 3 ' !- = S -. ==S:.' � E i � _ - _t.- t - - 3C ' : � �.:.�., n_ . - - - = — -- _ _ _ � ' _ -_i-�. _ -iS._ :i- - R _ - _ - ' -� �" - _ : -.� ' -- � .t .. _ . �: - - i- _� � ; _ : ..__ _: - � . __ s__ . K_ - 3 � � � . .. - - . = _; _ 4 i _ _ � -_ = ya : - �Yyw,.,,,, f�� - :r � _ ' _ ___ S_ - , ' ._ �- :: .; ,a: i _ _ = t �� _ .� _ � - � }--- - _ -- _E � t t � � r " � _ � - - � _.i�_ -E : :;�. _ � � ' I � -- � i � �_ t , i � � _ . -r-7—:-- .. i �_,._ . � � i i =_ � 4 -�- �� '' ��. i J-____, T--} � -� � �7 �- -�� - -i- ' �-' '_'�--- -�--�j i�- r—--- --- - t - ; - --�- �- - : : .�.�.. � ..�-. �-. : . .��.i . .- . _ .: - - - � _ _.. . .. ... .. . . .. :.__.. . .. . . �: •.�. __.. __: � : . . .__. � O O - N rn ...d � p 0 p ' (53H�N1)Mj0-'1lVjNIVti (d`JW) MOI� . : FftEESE AN�NICHOLS,INC FIGURE 3.4 � � � � � Even though the Ci�y of Grapevine' s corporate limits have apparent- - ly reached their full extent, the City possesses a great potential for � growth and development. This is due to the vast amount of undeveloped � land that already exists within the City limits. It is essential that the City continue to monitor this growth and the wastewater flows to be � able to anticipate and oroject the need for future improvements to the � wastewater collection_s;stem. _ The 1982 average day gallons per capita for residential and commer � cial flows was established at 71 gpcd for the Peach Street Plant' s � service area and 64 gpcd for the Bear Creek Plant' s service area. By ! � � 1987 it is projected that the average-day flows will increase to 79 gpcd i n the Peach Street Ser�ii ce Area and to 74 gpcd i n the Bear Creek Ser- � vice Area. In the year-2000, the projected average-day flow will reach � 100 gpcd in both service areas. This increase in the average-day gal- lons per capita flow ailows for the potential that exists in Grapevine � for rapid development and for uniformity of the commercial flows between the service areas. Figure 3. 5 illustrates this average-day gallons per �_ capita increase. Peak infiltration and inflow have been established at approximately �_ 90 gpcd for the Peach Street Plant' s service area and 85 gpcd for the � Bear Creek service area. It is projected that the infiltration and �� inflow into the wastewater collection system will decrease in the coming � years. This flow will decrease with the construction of new facilities I� � and with the correction of existing problem areas. It is projected that � � � the Peach Street' s service area infiltration and inflow rate will be � reduced to 80 gpcd i n 1987 and to 60 gpcd i n the year-2000. The cor- responding rate in the Bear Creek Service Area is projected to be 70 � 3. 12 � FREESE AND NiCHOLS�ING. i �— �w: _. �."� � � S3H�N1 NI ��b'�Nlb'2i 43a2i033a � � � � � � ao 0 N � � \ W 2 Q V W Q Z � W O a � � � - - — Q� � --- - N U W - Z M > U � Z � � I Q -J W � O Q � w J � � J a � w x �,,, a ~ w w o (') n- w � w rn �- - ---- � _ _--- ---- -- ------ W Q -- ---- -- -- W � cn V — +�. Q � w = � ZWp � � U � > ~ � w w W V � � c� a. m � Q � a I � 4 O O O w I � � > ao � a� -- - - -- ---_- --- ----- ---�--- - - m � �- p a j � z � ZQ I z � � � � aV ' a I �- ~ -�� I ' O� o ' o VV� ---- --- o-- a}- ---- --$ —-- ---- -- ----T-- m �-- � ° I a � O � � °� �_ � I ❑ a o = aa � � � , ti � �: i — a o� I ' � � a '� a ! – --- ------ ---- - --- ti � — �--__ _---- — – � o 00 0 0 0 0 _ rn ao ti cD �n �- �da 2�3d `dlldtl� N3d SNO��d9 - Jlb'0 3Jd2�3A'd �b'f1NNd I � � FREESE AND NICCHOLS�INC � FIGURE 3.5 �-� � � � � gpcd and 50 gpcd for 1987 and the year-2000, respectively. � In addition to the projected wastewater flows based on population and commercial development, an industrial flow has been included for the � drainage areas within the City which have been zoned for light indus- trial usage. These drainage areas are set forth in Table 3.7. This � total area is approximately 2,293 acres and for the purpose of the � analysis of the wastewater collection system, it has been assumed that 1,201 acres will be developed by 1987, with full . development by the � year-2000. A flow rate of 2,000 gallons per acre per day (gpad) has ,� been assumed for the peak design flow conditions. � � � Shown in Table 3.8 are the peak design flow rates that have been � projected for use in the analysis of the wastewater collection system. These flows represent the peak two-hour flow which could be experienced � during a wet weather period. The average-day flows were obtained by multiplying the projected population by the projected average-day gal- � lons per capita. The maximum dry-day flows were obtained by multiplying the average dry-day fiow by the ratio obtained using the Harman curve. � Thi s curve was devel oped by W. G. Narmon and i s presented i n the 1970 edition of ASCE Manual of Practice No. 37. The Harmon curve is widely �_ used by consultants in the sanitary engineering field. This curve � express�d mathematically is: � M = 1 + 14 �' � �i 4 + � �t�t Where: M = tF;e r�atio of the maximum to the average dry-weather flow. � ` P = the population of the contributing area in thousands. � � 3. 13 FREESE ANU NIGMOLS�INC. _ I � �� :, ., �:,-:w � � Table 3.7 Industrial Acreage � Drainage 1987 2000 Entry � Area Acres Acres Point 8-1 284 462 NE-6 � g-1 88 176 NE-6 10-3 81 16Z FB-41 � 13-1 76 151 G-8 ,,,�, 13-2 23 46 E-7 14-1 89 177 WO-52 � 16-2 106 211 C-10 17-1 86 174 C-33 � 17-2 70 140 WO-52 � (1) 903 1,699 19-1 140 279 BB-8 � lg-Z 158 315 BB-5 � (2) 298 594 (3) 1 ,201 2,293 �-- � (1) Peach Street Service Area � � (2) Bear Creek Service Area (TRA) (3) Grapevine Total � �_ �_ L 3. 14 � FREESE AND NICHOLS,INC. L r= � � � � c o �n .-+ rn � �n rn �L � 3 � M M M O N tS� O l0 •r O � . v tA r (,} M � f� lD N M O � � N lL. � 0 � � � rl lD O l27 r p 00 O lD M r �/ L7 • (0 N � rl e� O r-1 •r U �/ L C tn 3 M Q1 00 N � 7 O � O N Q1 1� 'a r ¢ Ql tn N lD � r 1--1 Q \/ � /� O Q1 rl lD 00 M N ,L p O M tl') M M Ln O l0 1--� C:J N � f r-I O ri r-� O O O � d H � � 7 r'�tl � O tD Q1 1� Ql f� 1� � E � O � M 61 Q1 lD N tD O � X �r � N O M M r� t-I O rC{ L I..L � � � � 3 � •r � � r� /1 00 N LL LA � r0 rl 00 00 N r Ql cl C'n ttJ C •r O E Ql N lD f� N O �--� L �L +� i � (,'> •r f0 U !0 N M N N Ch M d' � r M al cU S t0 O � d I.i �✓ H Y +� rt� � c� a rn ro .• rn rn rn � o cr c� rd p � � 1� N d' M �' � O N �� E O O r1 r1 O O O > i- LL � Q � � C +� d' �' 00 �t M l0 � � t0 i-1 � 00 O d- N N � r � r"'I � �0 1� L1') (` Q. r-I r-1 r-I � a. ,� t_ � 3 3 s- O C.J \ \ � . 3 3 s- s- s- S- �L C C C� C U � (C rp N O • O O O N N +� N i-� •r }� •r L •r L •r Ca >-- N L Cn V� Cn tA rG t!f r0 tn U S- L N L N L N L L N L 4J 00 N GO N � N U S- n U > U > > > +� 00 R7 �0 01� R1 •r (�i •r �•r p1•r }.� - �-1 a 00 rl d � G.. � � � m � J � 3.15 � FREESE AND NICHOLS�INC. 1 � �_ � � � �C � 3 � lD M �' l0 I� tU �r O � Ql 00 O = r-I 1S� N (Ar (;J � d Ol LL � rl Ql 01 � O p �✓ � � . � � O O � DO r � cf Ql t--I lD r- �/ C:J f0 N � M rl r-I N r U `/ L C � 3 rn r� �' cV � � O /1 Q1 Ln Q1 Cf' � r U lD Ol t.f) M H Q � rl r" � � t!� �--I Q� M I� � p t„p � N ct O f[S H C7 • • N \ E r-i r-1 r-I rl O d H v � i�,,, E o 3 o r-� N �n �n o � •� � o c.� rn � u� o �n X �� Q LL � �D lD tD I� O ,� C S- r� r--I tf) �t O �--I •r O E t[) t[) � I.C) 1� .Y +� L. • • • • • !0 O �d N N N N M � G! �0 d LL � � �G v'� � i�- I� O C7 1� � t�C) 00 r�-I 41 �r � • . . . > L. LL � N N N N O Q � � � r0 C � ,� c} n t!� N ri S. � � pNp � M CL � � � - 7 I� � � 00 '--1 N p. N N N N U � b � � ��-�* � aJ 'II �" N � � � C p O �r \ \ r' �'�' c 3 3 s- r 0 U �d O � U � � � � 3 � 3 c c� c c� c rt o � � � o • o 0 o v o }.� •r +� • S- •r S� •r m O '- M y. N U1 C/7 N f0 V1 fU t� ^ S- S_ N S- 4J S.. N N � L N -G 41 00 Q) �] � �- i � O U > U > > > �"� 3 � � RS •r �0 •r Cn•r �•r +� n ( ro O N � N � •r p �r � •r r- t_ � N d d 00 �] J � � 3.16 I - �REESE AND NICHO�S�INC. r-- � � � � The allowances for infiltration and inflow and industrial flows were �- then added to the maxi mum dry-day f 1 ow to obtai n the peak des i gn f 1 ow. T a b l e 3.8 a l s o i n d i c a t e s t h e p e a k d e s i g n f l o w s f o r t h e P e a c h S t r e e t and Big Bear Creek service areas with and without a diversion. This � diversion consists of shifting an existing portion of the Peach Street � service area to the Bear Creek service area. This is the area south of the Southwestern and St. Louis Railroad tracks which includes Planning � Di stri cts 14, 15, 16 and 17 and drai nage areas 13-2 and 13-3. It was � determined during the course of this study that one of the most cost � effective improvements to be made to the collection system would be to , � . �nw�r divert this area instead of expanding the Peach Street Wastewater Treat- ment Plant. This diversion is presented in detail in Section 4. 3. � The flows presented in Table 3.9 are the projected average annual � flows for the Peach Street wastewater treatment plant and the TRA Ser- vice Area. The Bear Creek plant Service Area flow will be treated by � the TRA. The flows have been shown with and without the proposed diversion. These projected flows are based on the contributing popula- � tion multiplied by the average-day gallons per capita and include an � industrial allowance of 1000 gpad for the land within the city limits which has been zoned for light industrial usage (Table 3. 7). � The existing Peach Street Wastewater Treatment Plant is rated at i� 1.5 MGD. Without the proposed diversion, the Peach Street plant would j ! requi re a rated capaci ty of 2. 39 MGD i n 1987 and 4.45 MGD i n the year '� � Z000. With the proposed diversion the plant capacity could be reduced i to 1.88 MGD in 1987 and 3.46 MGD in the year 2000. This diversion would � reduce the plant capacity required by the year 2000 by approximately 0. 99 MGD. � 3. 17 `r � FREESE AND NiCHOLS,INC �_ �� 3 0 tL N /� Q� O'� O'� 00 O r--I N t.C) � +� � I� N M QO I� N O � C � � O O N rl O � 0 �' rt � � � � � r{ p O M O � O r �./C7 61 t.f) M lD I� c0 � . . . . •,- � � O O O O r"� � i U � O � M Q1 00 N Q1 ti r- Q I Q'1 tn N tD tD � ¢ v '"'� � � � � 3 a� o 3 �,— � Q� � Q� �n o d' N ts) O �0 I..L � 1� N d' M �t t.C) O 1� � r S- C', • . �y � a� p p r-1 rl O O O N > �d � Q1 � �L � M F- � N � r C � ft3 � F- +� N N � � L �0 T� r-i d O'� 01 � t� � O +� � t0 U f� �D I� I� I� � � O cn N � d > C7 ^ L Q � U � � N d � � .� rn oo � a0 m �o � �t +� cf d' 00 �' M lD rl Ql _. � rl l.C) 00 O � N N d � � a' �p � Lf) I� I� � Q N O �fl� d � i W�� C C.J C U C '� O O S- O •r C L •r L C U � v� o b �n ro o �n � � v s. v �� s. � � �c a� �w m v m �n ro v L N . > . i- > L N r �- +� 41 +� •r +-� N �'r Q) 41 00 +� ' (p N L tn � N > •r � •r > N � •r m C� 'r N � L � L O L p O � r L O � N U � I� U \ U \ \ \ +� O U \ 0o I ro rv oo( ro 3 rc 3 ¢ 3 ¢ 3 +-> o ro 3 � Q1 � � O� N N d.' 2' •� o N r1 d �0 r� d d H- F- J N d � 3.18 � ! FREESE AND NICHOLS,INC [ �� wrMrr � �- 3 , 0 LL. a� .�• � r� �c-� � � o � � � � +� b c� c � � ri ri � o �u .. r a. � � �.�. � o � rn � r �� Q1 l.() M ld � � •r N `/ O O rl S- U i-� C � 3 'a o � r-I � N C r- U l.l7 Ql d' � �---� r Q Ql t� M ¢ � � r-1 � � N O �r-- /� �-i 40 ri � � rd t� � � � � ri Cl a� N N N O > c0 � 4 � � N � � ^ rd 7�� O O O O L �0 U O O O O N 0 d r-1 r-1 r-I �--I > C7 Q � � � � r0 � C "a � •� I� � N ri L i +� M N 00 CD Q1 �0 r-I 00 .-i M d I � � � 00 r--1 � � O. N N N � I ._ G U � a b � � L 41 N i � � Q C� . I ; .� t- S.. tn � I i-� +� C.) C U f0 C C O N O � � � $- •r �- C m r != U O rti tn ro c� r- •r Q1 L N •r � (ti � V1 Cfl N m t� � # Ql . 5.. > L +� I '— . L +� N �•r � 4J � O M �0 (n > •r p •r � �C O N m m •�- J 41 O II� � } L p O � N ^ � � � ¢ 3 ¢ 3 ¢ � � ro v � � � � ( — f-- a r f-- �- � It i� 3.19 I� FREESE AND NICHOlS�INC r'= �. �� 4.0 WASTEWATER COLLECTION SYSTEM ANALYSIS � 4. 1 Design Criteria The purpose of this section is to summarize the criteria used in � this stud to anal ze the wastewa r y y te collect�on system. Three periods � are analyzed: 1982 conditions, projected 1987 conditions, and projected 2000 conditions. The projected peak design flows for the�e periods were � compared to the existing maximum carrying capacities of the wastewater � collection system pipelines to determine if any improvements will be � ,. required. �.,.� � The maximum carrying capacities of the major pipelines in the � wastewater collection system are set forth in the tables in Appendix A. � In most instances, the invert elevations of the upstream and downstream � manholes, pipe length, slope, diameter, year built, and pipe material - were obtained from construction plans. There were some segments of the � collection system where this information was not available. In these instances, a field survey was performed to obtain the necessary infor- � mation. The maximum capacity of the sanitary sewer segments were calculated � by use of Manning' s Equation: � Q _ 1.49 R2/3 S1/2 �,:� N Where: Q = Flow (ft. 3/sec. ) �, N = 0. 013 (coefficient or friction) � S = Slope or grade of sewers (ft./ft. ) R = Hydraulic radius (ft. ) �_ Additional sanitary sewer design criteria used in the analysis are: � 1. Minimum velocity flowing full of 2 ft/sec. � 2. Maximum velocity flowing full of 10 ft/sec. � 4. 1 � FREESE AND NiGHOLS�INC. �_ � � � � 3. Minimum and maximum acceptable slopes. Sewer Size Minimum Maximum � Slope in Feet Slope in Feet (in) Per 100 Feet Per 100 Feet � 8 0. 33 8. 35 10 0. 25 6.20 � 12 0.20 4.86 � 15 0.15 3.61 18 0.11 2.83 � 21 0.09 2. 30 � 24 0.08 1.93 � � � This design criteria conforms to that which has been adopted by the � Texas Department of Health (TDH) and the Texas Department of Water Resources (TDWR). � 4.2 Existing Wastewater Collection System � Illustrated on Plate II at the end of this report are the waste- water collection system pipelines eight inches and larger in diameter �- and lift stations for the City of Grapevine. The City is located in two � major drainage areas. The Denton Creek drainage area is located in the northern portion of the City and is served by the Peach Street Waste- � water Treatment Plant. The Big Bear Creek drainage area is located in � the southwestern portion of the City of Grapevine. This is the area �_ that was served by the Bear Creek Wastewater Treatment Plant. At the � � end of 1982 this plant was removed from service and the flow diverted to TRA' s Little Bear Creek Interceptor through a recently constructed ( 10-inch force main and lift station. This diversion will be only � 4.2 FREESE AND NICHOLS�INC �� ,, �.�� temporary until the construction of TRA' s Big Bear Creek Interceptor is completed. This completion date is set for late 1983 or early 1984. At � that time, the entire southwest portion of Grapevine will be diverted to � the Big Bear Creek Interceptor with the exception of drainage area 20-2 and portions of drainage areas 20-1 and 21-1. These areas will continue � to be served by the Little Bear Creek Interceptor. Both interceptors � divert flow to the TRA Central WWTP for treatment. The existing lift stations in Grapevine' s wastewater collection ��-� system are described in Table 4. 1. Included in this table are the �,. number of pumps at each station and the rated characteristics of each pump. The capacity ,of each lift station with the largest pump out-of- � service is based on the design criteria adopted by the TDH and the TDWR. An analysis of the existing ma�or interceptor sewers under 1982 � conditions is included in Appendix B as Table B-1. A summary of those sewers found to be overloaded is presented in Table 4.2 and illustrated � on Plate II. The analysis shows that the flow through the Jones Branch Lift Station, LS-3 to NW-6, was greater than the firm capacity (with the �- largest pump out-of-service) of the lift station. This lift station was � designed to include an additional pump. It is recommended that ad- ditional pumping capacity be installed and the existing 8-inch force �� main from this lift station be paralleled with a 10-inch force main. By the year-2000 the capacity required at this lift station will be ap- �=� proximately 3.56 MGD. j The pipeline segments DR-11 to DR-10, DR-10 to DR-8, and DR-8 to � DR-1 represent the existing 12-inch line along Dove Road from Hudgens � Branch Creek to the Dove Road Lift Station. This pipeline has recently �_._ I 4.3 � j FREESE AND NICHOLS�INC �_ � � ! � Table 4. 1 � Existing Lift Stations � Lift Station Pump Data Capacity with Number Rated Rated Largest Pump of Capacity Head Out-of-Service Pumps (GPM) (Ft) (MGD) � Lakeshore (LS-1) 2 120 60 0. 17 � Kimball Rd. (LS-2) 2 360 95 0. 52 Jones Branch (LS-3) 2 500 __ 105� 0.72 � ;�'"" �800(1)��'�,115(1) 1.15(1) � Russwood (LS-4) �� Dove Road (LS-5) 3 2,600 7.49 �� Peach St. WWTP (LS-6) 2 350(3) 0.50 � Bellair (LS-7) 2 80 40 0. 12 Minters Chapel (LS-8) 2 600 80 0.86 �- Golf Course (LS-9) 2 50 80 0.07 � Water Treatment Plant (tS-10) 2 225(3) 0. 32 Hwy. 121 (LS-11) 2 100 62 0. 14 � Northport Business 2 850 140 1.22 Park (LS-12) (2) 1,400(1) 198(1) 2.02(1) � Northeast (LS-13) 3 275 43 0.79 Bear Creek (LS-14) 2 675 123 0. 97 � (1) With impeller change (2) Proposed for construction ', (3) From manufacturer' s catalog data ' � � � � � 4.4 � FHEESE AND NICHOLS,INC L r� �... �..�� Table 4.2 � Overloaded Sewer Interceptors Under 1982 Conditions � From To Existing Total Design Percent Capacity Flow Overloaded (MGD) (MGQ) (%) � LS-3 NW-6 0.72 0.91 26 � DR-11 DR-10 0.69 1.32 93 DR-10 DR-8 0.69 1.46 112 ` �' DR-8 DR-1 0.69 1.46 112 �r,,, LS-7 B-23 0. 12 0.19 58 � B-28 B-27 0.31 0.39 26 � been paralleled with a 15/21/24-inch pipeline and the Dove Road Lift Station has been expanded to a capacity of approximately 7.49 MGD. This � new pipeline and lift station were recently placed in service, but were not considered for the 1982 analysis. The additional capacity provided � by these improvements will carry the projected flows for this section of � the collection system through the year-2000. The estimated peak design flow from the Bellair Lift Station, LS-7 � to B-23, exceeds the firm capacity of this station. The last segment, B-28 to B-27, is located at the intersection of Main Street and Nash ""�`` Street. Conversations with City personnel verified that this problem area exists. �� There is one other known problem area in the wastewater collection � system. This is the 18-inch Eastside Outfall Line from Dooley Street to the Peach Street Wastewater Treatment Plant. The carrying capacity of � this pipeline has been reduced due to a buildup of paint deposits on the � 4. 5 � FHEESE ANO NICMOLS�INC. �_ � � � � inside of the i e. Durin eriods of hi h flow was ewat r p p g p g , t e backs up in � the collection system above this restriction and surcharges out of the upstream manholes. This is a critical problem and it will become even � more so as the northeast portion of Grapevine develops and the flows � through this line increase. It is recommended that the City take im- mediate steps to clean this line. � 4. 3 1987 and 2000 wastewater Collection Systems � The City of Grapevine' s existing wastewater collection system was also analyzed for projected 1987 and year-2000 peak flow conditions. i � � The analysis of the existing major interceptor sewers under 1987 and year 2000 conditions are included in Appendix B as Tables B-2 and B-3, � respectively. A summary of those lines projected to be overloaded by � 1987 and the year 2000 are shown in Tables 4.3 and 4.4 and illustrated � on Plate II. This analysis was performed to determine a cost effective � � long-range master plan for the development of Grapevine' s wastewater � collection system. The master plan presented in this study is a culmina- �_ tion of several alternatives. The proposed improvements are shown on � Plate III. This study projects that the Peach Street WWTP will require a rated � capacity of 2. 39 MGD in 1987 and 4.45 MGD in the year-2000 based on its I � existing service area. A reduction in the year-2000 plant capacity can �� be accomplished by diverting that portion of the Peach Street service "'�' � area south of the Southwestern and St. Louis Railroad tracks to the Bear �— � Creek service area. This flow will then be treated at TRA' s Central � plant in southern Irving. By reducing the required plant capacity in ` the year 2000 to approximately 3.46 MGD, a savings in construction cost i � 4. 6 � FREESE ANO NI�HOLS,ING. � � �,,� � � Table 4.3 Overloaded Sewer Interceptors � Under 1987 Conditions � From To Total Design Existing Percent Flow Capacity Overloaded (MGD) (MGD) (9�) � LS-1 NW-67 0.21 0.17 24 � LS-2 NW-48 0. 59 0.52 13 NW-7 LS-3 2.01 1.67. 20 iT NW-6 GC 2. 32 2.30 1 �...� NW-3 NW-2 2. 32 2.30 1 � B-25 B-24 , 0.46 0.41 12 � LS-8 EO-20 1. 10 0.86 28 LS-11 G-3 0.36 0.14 36 � EO-13 EO-11 1.84 1.73 6 NE-3 NE-2 0.74 0. 37 100 � EO-10 EO-1 3.09 3.04 2 � � W �:, �,.:F,.. �_ �. , � � � 4. 7 I - FREESE AND N�CMOL.S�INC. � � f rr � � � � Table 4.4 � Overloaded Sewer Interceptors Under 2000 Conditions � From To Total Design Existing Percent Flow Capacity Overloaded � _ _ (MGD) (MGD) (%) NW 67 NW 62 0. 58 0.49 18 � NW-42 NW-41 1. 64 1.49 10 NW-40 NW-30 2. 27 1.67 36 � NW-30 NW-29 2.27 1.62 40 '� NW-29 NW-25 2.27 1.67 36 ,�„�i � NW-25 NW-23 • 2. 39 1.67 43 � NW-23 NW-13 2. 50 1.67 50 NW-13 NW-7 2.74 1.67 64 � GC NW-3 3.56 3.26 9 GC NW-1 3. 56 2.80 27 �- WO-52 WO-49 0. 63 0.44 43 � WO-40 WO-58 0. 63 0. 50 52 WO-58 WO-57 0. 63 0.74 2 � WO-57 WO-56 0. 63 0. 51 49 WO-56 WO-55 0.63 0.67 13 � B-23 B-15 0.37 0.26 42 "�"�'"` - , 6-15 B-29 0.71 0. 52 37 li � � B-26 B-25 0.71 0.48 48 � I 8-24 B-7 0.71 0.53 34 � EO-14 EO-13 2.21 1.73 28 �_ G-6 LS-11 0. 30 0.20 50 I I 4.8 ' � FREESE AND NtCHOLS�ING r— �._. ,�,,..,. � � Table 4.4, Continued � From To Total Design Existing Percent Flow Capacity Overloaded (MGD) (MGD) (%) � NE-6 NE-5 1.29 1.26 2 � NE-2 NE-1 2.03 1.03 97 NE-1 EO-10 5.12 3.04 68 � SW-40 SW-38 0.94 0.92 2 SW-37 SW-36 0.94 0.43 119 �. � SW-23 SW-20 1.37 0.80 71 *� � SW-19 SW-18 1.37 0.78 76 � SW-4 SW-1 2.52 1.87 35 � LB-4 LB-1 1.25 0.75 67 � for plant expansion and collection system improvements can be realized. This proposed diversion includes modifications to the Minters � Chapel Lift Station and force main, and a new gravity line to the pro- posed Big Bear Creek interceptor. The diversion will eliminate the need �_ for the Bellair Lift Station and the proposed lift station (Metroplace � Development) which is to be located south of S. H. 114. This proposed diversion will save the City the cost of maintaining and operating these � �, lift stations. This diversion will also eliminate the need for reinforc- ing a section of 10-inch line in Dooley Street from EO-14 to EO-11. The `�°� � line sizes required to reinforce the existing 18-inch line from Dooley � Street to the Peach Street WWTP could also be reduced by this diversion. � If the existing line can be cleaned and full capacity restored, an � 18-inch parallel line could be constructed; if not, a 24-inch pipeline � 4.9 '— � � FREESE hND NICHOLS�INC � � rrrr � � will be required to carry the entire flow. If the area south of the � railroad tracks is not diverted, a 24-inch pipeline will be required in parallel with the existing 18-inch sewer if it can be cleaned; otherwise � 27-inch pipeline will be required. In addition to eliminating lift stations and reducing pipe sizes � necessary to upgrade the Eastside Outfall Line, this diversion would � also eliminate the need for reinforcement of two sections of the West- side Outfall Line. If the diversion is not made, the collection system � would require reinforcement from WO-52 to WO-49 and from WO-40 to WO-55. � If the proposed diversion is made and the existing 18-inch East Outfall � � Line can be cleaned, the City of Grapevine can save approximately � $3,363,200 in estimated inflated construction cost for plant expansion and collection system improvements by the year 2000, and also reduce the � operational and maintenance cost of the system. Shown in Table 4. 5 are 3_ estimated construction costs for improvements to the system with and � without the diversion. � The remaining improvements for 1987 are all within the Peach Street service area. In addition to the proposed diversion, the Lakeshore and � Kimball Road Lift Stations will require modifications by 1987. The projected peak flows through these lift stations in the year 2000 are � 0. 30 MGD and 1.23 MGD, respectively. ,�, As stated previously, the Jones Branch Lift Station will require � � � modification and a parallel 10-inch force main. In addition to these � improvements, a new 12-inch/10-inch line from NW-6 to HB-8 will be � i _ , required. This line will divert a portion of the flow through the � existing line from NW-6 to NW-1. � 4. 10 � FREESE AND NICHOLS,INC. 1 r� ��: , ,��:... � � � u� o 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 00 'O C..) 00 N .M M d' M 1� lD f� M � N +� 'L3 N 01 l0 lD � O rl CO Q1 00 � O1 I� lD N � tD O 01 N tn tD � � � ap M N � •� c E O - � �n h-r •r rl '� � S_ +-� EH bFT N N > W � � � O O O O O O O O O O O � O U O O O O O O O O O O t tD N M 1� rl � Q1 � M O +� N "Q •r 00 N N Ql lD 1� Ql O 00 N I.f) N � rl r0 � � N N � � lD r-1 N M � ,E �-j tD � � � N w �x � a 0 0 0 � O C "C U O O O vr�,r,� O 4J 1� M r� � � �n .U� �0 N Ql 00 I� � O U N 4- �d �' i� rl � > c C E C •r O � •r I� � � p p •r +� Ef} •r ln !l1 � t1') +� 'O L W C� N N � S- O •r +� � N +� � �+1 � tA O O O O O � � O S- s U O O � � � U � rN � �^ f� rl � a 4- 3 oo v �n �n oo � N O Q� +� Q1 N �' � t�0 Vl � E � 1� r-� � � •r M � •E C +� � �' }.1 •r (!) � � W W fG � N � i!� � 00 ^ rl N 00 00 Q1 C N Q� Q1 M M Ql Ql r--I •r C Ol Ql � C C 40 a0 rl � w �C O e-I rl O O Ql � � •r •r •r r-I r-1 � +� tn f� �n M L.. L Gl N f0 L i c rn c rn ^ ^ � °� 3 � � 3 3 ro rn c� rn � �n 3 3 ai � •� � a r-1 Q r-I 3 o tn N N LL�. � N N W � W � M N •r L 'C7 " '� (� (,a aQ c,/) +� L L U L O .0 t _ � � +� � 01 RS U U C U � U U � 41 ri L U C C •r C C C C N O 41 O V ' 'r 'r' � 'r' ' 'r" '''" p L Ln � L.C) C 4- 1 1 O 1 N I 1 •r +� • +� • � •r •r I� 00 r-I N J 00 tD .N cn O cn r-'1 O I '� N rl r"� "�.'�' tn lD O ^ ^ " " Q r IS� Q1 � •i- U tD U � � � r-i r--1 r--I O 41 t.C) � U f0 Op �0 � > I� • 1 I I N G1 1 I N � Q1 N Q1 •r N N O O O � � O O � � d ri d �--1 � 1 . W W -W O � � � � m J W U p p p p 'Q O O O O O f � � � tA +� .� +� +� +� � � +> +� O �0 O O � � O N � O O O O a c+� � rl r-�I rl 00 lD C � � �f 1 O ►c") O �n � N � O O O N � •r Q1 Q Q ,_ N r-1 M i-i a. 00 00 W W W J rl � r'i � 3 � 4.11 � FREESE ANO NICHOLS,ING � r=' � � � � The last improvement necessary for 1987 is the reinforcement of the � system from NE-6 to EO-10. It is proposed that a parallel 15-inch line from NE-6 to NE-3 and a parallel 18-inch line from NE-3 to EO-10 be � constructed. The above improvements are sized to meet the projected peak flows in the year 2000. � The impr.ovements required in the Peach Street service area from � 1987 to the year 2000 are a parallel 6-inch line from NW-67 to NW-62, a parallel 6-inch line from NW-42 to NW-41, a parallel 12-inch line from � NW-13 to the Jones Branch Lift Station and a parallel 6-inch line from � G-6 to the Highway 121 Lift Station. The cost of the 6-inch line from � � G-6 to the Highway, 121 Lift Station has been included with the lift � station improvements required for 1986. By the year 1995, it is anticipated that development in the north- � east portion of Grapevine will extend beyond the area of the existing collection system. It is recommended that two lift stations, the Denton � Creek and Silver Lake Lift Stations, be constructed. It will also be necessary to construct approximately 15,400 L. F. of 12-inch force main, �- 4,500 L. F. of 15-i nch, 2,750 L. F. of 12-i nch, and 1,800 L F. of 8-i nch � gravity sewer line. It is also proposed to abandon the Highway 121 Lift Station and divert this flow to the Silver Lake Lift Station. � There is very little development in northeast Grapevine at the � � present time and, based on the proposed land use and projection flows, � — the above recommended improvements should be adequate to serve this area � through the year 2000. However, should development and wastewater flows � be more intense than projected, this area should be re-evaluated, with � the possibility of serving the northeast area with a separate wastewater treatment plant. � 4. 12 � FREESE AND NICHO�S�INC r�� ,,,_. �...., � � In addition to the collection system improvements, the Peach Street WWTP will require a rated capacity of 3.46 MGD by the year 2000. This � projected capacity is based on the proposed diversion. One expansion of 1.5 MGD is recommended to increase the plant' s capacity by 1986. In � 1997 a second expansion will be required based on the projections made � in this report. The expansion would have to be 0.50 MGD based on the projected year-2000 flows, but the actual capacity of the expansion � should be determined at the time of construction. ,�,.�„ Preliminary investigations into the expansion of the Peach Street WWTP reveals an approximate ten-acre site northeast and adjacent to the �..� � existing plant site should prove to be a suitable location. It is recommended that this site be further investigated. The Peach Street � Wastewater Treatment Plant average annual flow requirements have been � previously set forth in this report. The average annual flow require- ment for the year 2000 has been established as 3.49 MGD. The actual � plant sizing should be based on meeting discharge permit requirements for maximum monthly flows. A review of historical flow records gives a �_ ratio of maximum monthly to average annual flows of 1.10. Therefore, � the proposed plant should be designed to accommodate a maximum monthly flow rate 110% of the average annual . � The Peach Street Wastewater Treatment Plant is classified as a �, .,> contact-stabilization activated sludge process. The plant was origin- '�"L ally designed to produce an effluent quality of 20 mg/1 of biochemical I � oxygen demand (BOD) and 20 mg/1 of total suspended solids (TSS) at a ! flow rate of 1.5 million gallons per day. � The State discharge permit has since been revised to a more strin- I 4.13 F REESE AND NICMOLS,INC r� � �rwr� � � gent effluent requirement of 10 mg/1 BOD and 15 mg/1 TSS. In order for the plant to meet these more stringent effluent requirements at the � design flow rate of 1.5 MGD, it will be necessary to add tertiary fil- ters for removal of suspended biological floc material which may remain � in the secondary clarifier effluent. Future plant expansions will also � need to employ filtration to achieve discharge permit requirements. The analysis of the Bear Creek Service Area shows the e�tisting � facilities to be adequate through the year 1987. The proposed im- � provements in the Bear Creek service area from 1987 to the year 2000 are � limited to the paralleling of existing lines. These include: 6-inch � � from SW-40 to SW-38, 10-inch from SW-37 to SW-36, 10-inch from SW-23 to SW-20, 10-inch from SW-19 to SW-18, 12-inch from SW-4 to SW-1, and a � 10-inch from LB-4 to LB-1. � The Bear Creek Service Area is only partially developed at the � present time. In addition to the reinforcement of the existing system, � several lines have been proposed to serve the newly developing areas. These new lines have been sized to carry the year-2000 projected peak �_ flow and are set forth in Table 4.6 and illustrated on Plate III. � � � � � � � � 4. 14 � FREESE AND NiCMOlS�INC ! r� ��, �� Table 4.6 - Proposed Sewers � Bear Creek Service Area Line 1983 Estimated 1987 Estimated � Construction Cost Construction Cost � A. 2,600 L. F. of 10-inch Sewer $ 66,400 $ 97,200 B. 4,000 L. F. of 10-inch Sewer 102,500 150,100 � C. 4,100 L. F. of 10-inch Sewer 104,500 153,000 D. 2,700 L. F. of 8-inch Sewer 62,200 91,100 �.�.. E. 3,400 L. F. of 10-inch Sewer 87,300 127,800 °�� F. 4,800 L. F. of 10-inch Sewer 121,800 178,300 i G. 3,400 L. F. of 12-inch Sewer 98,700 144,500 � $643,400 $942,000 � � I �- �_ �;�:� �� -- � � � � 4.15 iREESE ANO NI('.HOLS�INC �- � � � � 5.0 PROPOSED IMPROVEMENTS PROGRAM The proposed improvements for the City of Grapevine' s wastewater � collection system have been separated into two programs. The 1982-1987 program and the 1988-2000 program are summarized in Table 5. 1 . The � estimated completion date shown is the year in which the project is � recommended to be in service. The estimated construction costs are in terms of both 1982 and inflated �ollars. They include an allowance for � contingencies, engineering and administration. A ten percent annual rate of inflation was adopted. Unit costs used to estimate sewer con- � struction are summarized in Table 5.2. Costs associated with obtaining � - � rights-of-way are not included. The proposed improvements are sized for the projected year-2000 peak flow conditions. In general , this study has � only considered the principal sewers in the system. In new service � areas, additional smaller lines will also be required. The 1982 through 1987 proposed improvements program has a total � estimated construction cost of $6,398,100. The largest single expendi- ture is the proposed 1 . 5-MGD Peach Street Wastewater Treatment Plant �_ expansion recommended for completion by 1986 with an estimated con- struction cost of $3,788,400. The second largest expenditure will be �- the improvements to the Minters Chapel Lift Station and the diversion of � a portion of the existing Peach Street service area to the Bear Creek � service area in 1983. � The 1988 through 2000 proposed improvements program has a total �r�+ estimated construction cost of $7,518,100 in inflated dollars. The year �— estimated for completion is based on the projection of population growth � and wastewater flows in this study. It is recommended that the City � 5. 1 � FREESE AND NIGHOLS�INC. r� �s..,, �;-..� � � � 0 0 0 0 0 0 -o •,- o 0 0 0 0 � .�..> O M QO Q? rl � R1 � tn O 00 � � � E L O M Q� Q� N •r .1-� U � � N tA C � W O � V � C � O O O O O O N +� O I� �.f') r-I 01 N +� U +� Ql E S- O �M N 0� N N fl •r +.� U � � � N N C W O � U E rt v,,:� � t- � t!1 O � N N a C •r C Vl = � . > O +� r� N � v � •r � L N d N � � r > � N O +� O O +� r r- O N �! +� 4- +� +� � � � � O � C1.� .� •r O l0 O C� +� �G � C J lD M J r-�I cn L O I I � ,� ~ L. I� R1 /1 U � •r L- W W d O +� 41 W . 4J i-� •r Z Z i. W ••- +� -tr � w v� ro ro o U �0 N L . S-. O +� r- .. � ,� � � tA C U J U1 fl..N r N OJ � �1 . N O O C +� O N C C N � � � .� •r r'I C L +� 00 •r •r �C •r N O +� E I N •rd4- J J � JLL 3 � p. (0 00 N � •r p /� J • •r S- �-'I T3 J -F� t • L /� L J � i, p� � O C U LL. U : O U U O ��/ +� f0 r- Q1 C . C LL +� C rl !n S- C N � •r J •r •r N � d •r � N C Cl I I 1 J lA I N p +� C +� O Rf O' t1') � 00 +� cY tn ln •r C •r .� 3'. r-I N r-I d' C N � C •XJ E rt1 � 'p rMrO N �-/ � 00 E � � W r N +� N C C N rl N � UJ C 41 r--I E r > Cn S- c0 O r �/r > O r I � � � Q � •r � r O O •r r p > tG '� � +� � 00 +-� �C M [0 '-I i +� cU W o m +.> a�- c � � s- � � � a ro s- S- � 7 E •r •r m +� R3 W �0 W � +� �0 O � E UO r--� J � mN dZdZ i--i (n a.. +� � � � 'v a� � 0 �. �.-.� o � � a. c � � � � � •r � � � � r"'� � � � � � E r f� I al � Ql Ol �l •r- G2� M ri r-I rl r� rl +� E � � W U � � 5.2 1 FREESE ANO NICMOLS,ING I � �_ � � � � � 0 0 0 0 0 0 0 0 0 -o •� o 0 0 0 0 0 0 0 41 +-� lD �' lD Ln Ql O i-I M +� U +� ^ ^ ^ � �0 7 tA 00 00 OJ 00 6l N 00 ch E s- O �t o0 M �D o0 � rn d- •r a..1 U N I� Ql M � N tn C M CD � W O 64 t!} U � C � O O O O O O O O O 4J +-� 00 �M O CO d' d' Ql � CV +� U +-> 00 Rf � N lD tD Q1 lD �--I M �' f� O'1 E L O 00 �' N d' CD '�t O N � ri •r +� U r-I 00 lD Ql tn C N � � w O �!} C,� � � � � � � � O LL 4- •N � 4- U J •r C . •r L Q J R7 LL J O +� lD � L].. • L1 �L rl L .� X J "O N M (� U U W rl tU L � r-I �/ C C N t!') O U � I - �G •r � r-1 I� � C U 3. C S- I F- M •r Z O m O /1 � �/ r- I � •r � �-I : (d . r- lD �0 ^+� C vf Li 3 L �0 N 41 tC O N r- +� L U /� .D r- 00 C +.1 •r- C 4J J N m C E � •r (n - i-� O � N •r •r L,L •r r E J L1 ''7 r- I� L S I Y � /1 C7 fL7 +� •r fC rl .i-� N J (0 • S.. L 4- � i O S- M Cn O r-I O S- LL L � (, •r U +� R7 ^ +� t.f) +� �0 � O C J tA d N L �I� d -1 � L •r N ln � U V1 C 00 LL') VI O R1 d I .0 � +� "Q �0 i-> O 1 ^ +� T3 O L N Lf) U C C C N C •r m t--1 C C O L S- 1n �-{ � E ro •b � E � S u E r0 N +� <C C r- L � N CL � N +� OL N CN Q N C/ N00 > O C.7 > N �1-� U > O � U E �- O •r � � O C O •r � •r � r- �/7 S- .1-� f, S-. +� lD •� L +� C N > > (0 4J � � O L.f) �� I I �.. RS •r C S- O L C r-i t/') 1..� � H J Z rl h� tn � J t/') d d r'�j � "C7 t""i � N � � C � � •r � C f0 O. �1�4 ._ � +� O U p �. F�- a. C � rl � O i� O � '� 00 O � t.f') +� +� N tS') lD lD I� f� I� Ql O � (0 v +� 00 OJ 00 00 00 00 r--I N 00 N � r R1 Ql Ol Ql Ol Q1 Ql I I O1 � •r Q p r-i rl rl t-I r'� r'1 M 00 t-I � +� E a0 00 rt1 cn O Ql Ql ' � W U �-{ �-{ � 5.3 � � FREESE AND NICHOLS�ING. � r� �� 0 0 0 0 0 0 0 0 0 -u •.- o 0 0 0 0 0 0 0 N +� Ol r-I O I� M 00 t� lD � rt1 7 vf h� I'� I� 00 1� O cD lD •� +� U CV N f� � i� �N � 00 � � N N C � W O 64 C.� � � C O O O O O O O O O N +� �M 01 Ql � rl 00 O lD N +� U +� ^ " � 00 c0 � tA �i' M t.f) r1 I� 00 M N Ql E L O rl r--I M N N � m,�a � +� NU tn C W O tPr U +�,:.:a � ' � � 4--� O O O O '� � � � � � J � � � Ql (� M O � •r G1 � �' r-I M N � I� 3 3 3 3 � � � •� 3 m tn V� N Z Z � N J cn J � ^ .. .. .. ^ N U T ^ . C N N 4! N > S- +� N 4J p C C C C 41 r O •r C C /� �� ,r. .� .� .� � •r LL. � •r •r ,� ,J J J /r J /� •r /� (n (d J J LL a J . L L � .r � n L /1 .� LL � LL LL "� U C.7 L • .� J V . U L • C C U LL. U �_ V C �y C6,L CJ GJ (JJ (C •rL C • C �7' N .� •r •r •r C 1 U •r J •r � N I -� I J 1 I� 1 Ln •r Ci' �L N C 1 1 r"1 p O O ON NM I M � t--I •r NI.f) O ^ rl N rl lD rl M r-1 i� lD M � ^� r"{ � �"'� � O O r-- LS7 r- lD r- rl r- lD r ri U tA r ^ r- � N �/ GJ � N �/ � � N �./ C ^ � r1 N r'I r- r- r r r C O N � �/ r I t0 r�i fC M �d N R7 r-�1 �d tND � +� � Rf � �0 m �. I L 1 � 1 � 1 L 1 C �L1 ^ � � L � b � � � b3 rd3 ro3 a +» rt3 ro 0 dN a. tn dN dZ d. Z � Nri dN d i-> w w � N � C •r �+.,,:.:..r � � � � 0 U C � r-I 'C7 O � •r � +� +� 4! O O r--1 N � � � � — �0 N +� Ql Ol Ql Ql Ql Ql Ql Ql N E r b Ql Q� Q1 Ql Ql Ql Ql Ql � •r C1� r-i rl rl r-I �-1 r"I r� rl � b t!� O F- W U 3 � 5.4 + FREESE AND NICHOLS�ING. 3 i i r� � wwr � � � 0 0 0 0 0 0 z-s •� o 0 0 0 0 � N i-> N � O rl N b 7 cn �' t!) N 00 lD E � O N M Ql i-1 rl •r {� U lD L.t) O1 .� l!f ^ �A C M I� M � W O � U fPr �4 �4 � � � O O O O O O � •r O O O O O N +� t� � N O Q1 N +� U +� 00 �d � v� 00 00 00 �D O � rn E � O �t � �D r� � rl •r i-> G.� Ql N rl tA C N f� � W O tF? EFT U H4 , � � � O O � +� �. � �' �' � 3 3 z cn � � � � � o a a� a� •� v c c }� � •r •r Q }� J J •r tn n n �. � L � L � V L U I..L U LL U1 U C C y !p r J r J 0 a1 .I •1 d tD � CD O � C Ql Op p O r- M r � ('� •r � � � � T� ln r r C r� r"� � O� O R1 c0 �' �0 M � t2 L i L i � • X �0 3 �0 3 O W d Z d N '� � 4J 7 J C 1 •r r r � C �U �0 � � O +-> +� U O O H H C � rl � O O O t.f') +� +-� N f� QO O O O — �0 41 +� Q1 01 O tV N GJ E � R3 Ql Q1 O I I � •r- Cl� ri rl N 00 N � � i� E 00 00 tG �n o Ol Ql �- t1J U rl r-1 � 5.5 � f ftEESE AND NICHOlS�iNC; j �"�" � � � �n � �n000 000 0 � - QrO� CONOM � Nd � � N OOONI.C) alMl� rl.C) dl � LC') L!') Lf� Lf') lD l0 1� I� I� b4 � _ O O O O � � � O O O OO � NNI� I� OONO N ON �' I� OMI� � ON ' �' � � d' LS') L1') LC') LS') lD l0 b9 � O � O � O � O �c) 00 = OCOrLnIOOI � NrLC') � p N NMIOO� r � COONd' r S.. M M M M � d' �' t.C) L.C) t..C) +� N �' U +� � � L E � N •� O �.c� � 0000 � 0 � � "' � C] - tOcYd' I� MIOMOrd' U � �r Lf7 I� Ol r cY ^ r M t.C) I� � N N N M M M d' d' �t d' S. •r � � �..�,cer � � r � 3 `� N � N m � t0 O O O O O �n O O O O N L a--� = COd' M �t' I� I� M � IOr L(� lA I..L O r O N d- t0 O� r- �.l� 1� Ol N �- � L.� N N N N N M M M M d- � � N � r a--t 5... II � � � � t � rt3 O a1 U U C �-- U C � •r _ Olf') 0 � � � � � 00 rt3 �6 � �--1 J l� O I� LS7 l0 Gt O r ct' �l � � r •r N � � L r- 1� Ql O N d- I� r M I_C) I� O O O �- � v � rNNNNMMMM 000 a--� � {� QIrN C N � �. � � ti4 tf}tff � I � N �' n u u � r U OO �L') Ou") OOOOO � '� _ N �' I� M O t O d l y d- O � � � p . . . . . . . . . . � ,}� r- LL� lpl� alrMl001r �' r � r r r r- N N N N M M \ L � {�q. � ,r O +� � � N � 3 w r � � _ O � OLf') OOO+n � O O^ +-� �pL(7I� Q1LC� � � NI..nr � N C -1--� RS 00 McY � �O � od' 1� � � �C4- 3 r- r � r r N N N N M � � L � �- Q� � � 41 d. •r �--)� �--� ,,, � N N i - 000 � � � 0 � 00 E : '� OCOCOO� � O� Od' O� �c) r62 X I •r W i lp NNMCtIO � N �' 1001 � � � r r r � r- r N N N N �F- t,q � O m.,.r,�. �' +� � Q N C ` T3 N +� O S_ � � •r � .� r� O cn U .�..� O N �t �O � O N d" � �C C C � ij � i1.+-� lO � � r- rr- � NNN � S. R3 � i; N � 4- \\\\\\\\\\ � +-> N fl- - ii � p OI� � ON � IflCOON +-� Xr- X I I � r- r r r- r N N (n W U W � II II ( If 5.6 i � ( _= FHEESE AND NICMU�S�INC �{ f r- � � � � continue to monitor growth and wastewater flows and adjust the recommend- ed completion dates if needed. � � � � � � ��r �_ . � � � � � � � � � �� I i � 'I 0 � 5.7 ! � FaEESE AND NIC�iOLS,iNC �- �� -�, � APPENDIX A � � � �_ � I �:.,� � � � ► f F i � �- � � � � TABLE OF CONTENTS � Table No. page � Inventory of Sewage Gollection System A- 1 A- 1 Line NW A- 2 � A- 2 Line HB A- 6 A- 3 Line DR A- 7 � A- 4 Line F A-10 � A- 5 Line FB A-11 � A- 6 Line WO A-13 � � A- 7 Line A A-16 A- 8 Line LS A_17 � A- 9 Line NE q_�g � A-10 Line LS A-20 A-11 Line B q_2� � A-12 Line C A-23 A-13 Line D A-25 � A-14 Line E A-26 A-15 Line SW A_27 � A-16 Line LB A-30 � A-17 Line BB A-31 � � � 1 � � � FREESE AND NICHOLS,INC �- � � � INVE'��-�RY OF SEWAGE COLLECTION SYSTEM � The capacities of the :�llection system sections were determined with Manning's equation anc �he assumption that the pipe was flowing full . � Manning's Equatic-. 1 .�: 2/3 1/2 Q = r. AR S � Where: Q = ='ow in cubic feet per second n = :.013 Manning's coefficient of roughness � A = :ross sectional area of the pipe in square feet R = -ydraulic radius in feet S = :�ope on grade of the pipeline in feet per feet �� ABBREVIATIONS: � � C.O. - Cleanout G.C. - Change in GrG_e Without htanhole � F.M. - Force Main � E.O.L. - End of Line - M.S. - Metering Stat��n V.C. - Vitrified C1G, Pipe �_ C. I. - Cast Iron PiF� � D. I. - Ductile Iron =ipe P.V.C. - Polyvinyl Chlcride Pipe � � � � �.:,w�- �_ , � �; �� _ �� ' i A-1 � FREESE:AND NICHO�S,IN(' r� � �rr� � � r �1--�� r •r N MM IS7MO101OIOIM O101 Ol 01 d10101 Oldl �Fl� GTMM MM � U N� � M� r r-r d' r-r r r r- r r r- M ln 00 � O O O O LL O 4- . . . . . . . . . . . . . . . . . . . . . . . . . r-� G}' LC) NONNNN � NNN N NNNNMNONNNNN � � Q) � r 3 � � •r 3 0 r � � � �r- O tS')lfl ln M 01 �1 Ol Ql N dl 01 Ol Q1 Ol Q1 Q1 al I� O M O M M M M � N UC� Olr � M� �d' � N �dcY � � • �t' � f� OlCO Q10000 •� Q� Or ONOOOOe-- 000 O OOOOOOM Orrrr- a � U � r � •r • . . . . . . . . . . . . . . . . . . . . . . . . � N L UU U U U U C.� U U C.) U U U U U U U U U U U U U U C� U •r a--> » > `�» > 7 � `� � 7 �`� � �i » > �i » > `i `� �i N � •r i rtS +� � � d-� •r MM M MMMMMM MM M MM MMM MM MM M MM MM }-� (p �. •r 1�I� I� I�1� I�f� i� 1� I� I� I� I�I� f� I� I� 1� I� I�I� 1� f� 1� I� 1� � U � � � al Ol Ol Ql Ql 01 dl 01 Ol al 6l Ol �l dl Ql Ol al �l Ol Ol CT Ol dl Ql Ol Ol fC1 m r� r �--�� rrrr- rr- r� r-r- rr- r rr- r-r � rr- � r S- QJ r� a. • C.� d r6 C �� OOCO � CO � COCO OJCO � ct00 � O� � CO � 00 ONNNN '�I� � •r �--� � r-r rrrrr � Q� � � tn a� 00 O O O O O O t� O O O •O O O O O t0 O N O O O O O � Oo\� LC)N L.C) 01� �� ' CY�t' �' �GtcY � �' cY � d"M �' NN NN N tn� �-N O CO O O O O N O O O I.L O O O O O O O n O O O O O C O r •r 1 a--� 2 � Q U � � . � U �� J r �6 O i-� L(��l O �i'CO M � � r I� LC) 11� O r � Ct' M N al Ol� I_f) CF' I.f) O M OO O +-� i� LL. CO�O r-- Ct'CO lfl I� r- 01 I� Q1 Lf7 O� .- l0 r-- �1 M �t l0 M N lD Ql I� Q U Vl �� r-r � r-NNNNL.f) MC}' r �M � rN �- � d-r rin N �-- •r ^ � L Q 2 r a--� � a �c � r �� a--� r R3 J . . . . . . . . . . . . . . . . . . . . . . . N � (n �r-- t00� 001� 1� OchO IDrLAOCOOrM � OIIDOOM c� • S.. � al N �- M r r C lD dl l0 1� O r 1_C) CO O lD Lf) 00 1� r- I� l0 O dl 3 � tn l0 M � CO 1� �O�.C) O L.[� l0 � d'� Lf� M N N Ql L1") N O O O O O O� }1 C i-� 01 41 Ol I� I� I�I� I� Lf') L!') ln L[') � � CD C� I� 1� l0 L.C) L!') lf) ll') L.C) �' c ¢ 3 tL ��n �n ��n �n� �n � �n �n �.c> �n �n �n �n �n i.n �n �n �n i.n �n �n �n � •r �� 1--� • 0 N � •r � W W � J O�YrIDOc}'COO r0 � IOlO � l1') M100r- M �OIIOOJ � (n I�OI NrMr� OLC� rlOt� L.nrLI) CO �' 101pp� I� � I� lpO � 3 +� Q1 � . . . . . . . . . . . . . . . . . . . . . . z L L Q1lflMr� l�l0 LC') O OOIO �f l0 L(� MN O �I �N Or- 000 Q� +� O�Ql Ol Ol I� I�1� 1� I� Lf� U') L.f� O� � O� OD C�f� l0 lD I� U') l!') ll') L.L� � N > fn }� L!')L!') Ln Lf7 LL') l.f)Lf') ln L1') Lf') Ln t.f') I.f) Ln Ln Lf) Lf') L(') l.f) t.C) l.C) LC')tP l.L') LI') � C Q L.L •r r-� �� J �_ O�i� lO ��f' MN rr O100r t� 10 LL7 � MNr- 001 COl� lO L1') O � i O I�I� I� I�i� I�I� I� l0 �D lfl t0 l0 tD t� l� l0 l0 t.C) t.C) L[) Lf) � �t � F- 1 I I 1 I 1 I 1 1 1 1 1 1 I I I 1 I I 1 I I 1 1 I I � � 33 3 33 33 3 t/� 3 3 cn 33 3 3 3 3 3 3 3 3 3 3 3 3 � Z Z Z Z Z Z Z Z J Z � J Z Z Z Z Z Z Z Z Z Z Z Z Z Z � Z S � I� l�Lt7chMNr- 041 � rl� lpL!') d' MNr- O Ol � 1� lflt.[) � • � •I� I� I� I� I� I� 1�(� I� l0 l0 l0 lfl lD l0 lD tD l0 l0 t.f) ln L.C) LC) IP � O O i i i i i i i a i i i � i � i � i i i � i � i i i L •3 3333333 33 3 cn3 33 33333 3 3333 L.� U Z Z Z Z Z Z Z Z Z Z Z J Z Z Z Z Z Z Z Z Z Z Z Z Z � A-2 �! FHEESE AN(J NICMOLS,INC i �_ � � � � r }�i� r •r N OlQl01 Ql � �l lnLn OlQ1N01 Ql r � rr- rrrr� r � U r r r r 1� r 1� I� r � Ol r r N lD r—r r r r r r r � � O4- . . . . . . . . . . . . . . . . . . . . . . . r�� NNNN 1� N lDlO NNIONN G� O NN NNNNNN � r C � •r 3 0 r L.L �� 01 Ol Ol dl LS� al N N Ql Ql l0 01 dl d1 L(') I�I� i� I� 1� I� I� I� N•U CS cY �'CY G� 1� � L..C) L.[) cr � Ln� CY �' 1� lfl lD lfl l0 l0 lfl lD l0 (C � . . . . . . . . . . . . . •r L].,v O O O O � O r r- O O r O O r— M �r �r� r r- r d rt5 � U �-- � .� . . . . . . . . . . . . . . . . . . . . . � L C_,) UV U U U �--� UU UUUUU UU UU UUUUUC.� i-> > >> > ? � U > > > > >> > > > >> > > 7 > > > � � rt5 � � (CS •r M M M M M M M M M M M M M M M M M M M M M M M M � � �•r I� I�I� I� I� I� I� I� I� 1� I� I�I� 1� 1� I� I�I� I�1� I� I� I� 1� � � � O1 Ol�1 Ql 01 01 61 61 Ol al al Ol Q1 01 Ol Ol Ol Ol Q1 al Ql 01 Ql Ql � m r r r r r- r r- r r r r� r r r r- r- r� r� r r �r r •r .�� . r6 C � CO OO CO � CO l0 � O� � CC �C� O� � 0 L.C)L.L� lf� LI� lf�) � Ll� L!� •r r--1 r r r r- r r r- r r- r 0�� . �� • � � � � �0 0 � 0 l0 lD l0 l0 lfl l0 lfl l0 O� � �� d' O � � COCO � � Od- � �— O rr rrr � � r � r� . . . . . . . . . . . . . . . . . . . . . . . . tn O 00 O � O l.t_ M M O O �-O O .— I� O O O O O O O O S � � • • U �� C RS O +� Od'M r N M O N � lOOrlf� 1.2� L2') LC7 �L.f) I� M6� M01N i-� �--� I,.L 1� lfl M I� O � O Ol M I� L(') Ch CO O Ql N tfl CO a1 l�r- I� r— M N `i M N l.C) r N I� N LL7 M N r r— d- M �' M� f� r N LC7 r •r • � p = N � E^ • rt5 J 2 Q) (n 000 O O O OlD OGi' N� lD r- l� Qlr- Nrlfl � � 0 � . L � �p �1')�- I� �A �O NM a1Ml�Ol M � O OM OOOMNctN � N 00 I�l!') d' Gt r 1� d' O� 00 lD lC7 d' Ol O O�t� l0 L.f� LC') lf') d' Ch �1-� � i-� l0 lfl l0 l0 l0 lfl Ol � CO � O�CO CO I� L[� �cY � � �i' CY � �'Y Q 3 I�. �n �n in i.c� �n �n i.n i.n �n � �n�n �n �n �n �n�n �n in tr� �n � i.n o� . p _ N W � J 000 O O O 00 OOc}'N � lOr-- �Ol rNr— lO � r r� N p lp Lt� � t� I..[) I� N O 6l M n Ol r- CO l0 O M O CO M N ct � $�... � � O �I� L.C) d' �- Ol Ol O � CO�D Ln �' Ol �CO I� lD L� L.C) t_[) � , N �--� I� lD l0 l0 1� l0 r I� Ol � �CO CO O� I� �'� �t' ch d' d' � � � > v� +� t.c) �n L(') �r� �n tn lD �n u'� �n t.[)�n �n �n tn �s'��n u"� Lc') �r� �n u"� �n c Q� � �� ,,� +-� ¢ (_ C MN� Ql Ol N � CON IOt.C) d-M N r0 61� f� lOI.t7ChMN p t_{� �t.C) �t d- �t �t �t d' � ctcr �t � ct MM MMMMMM U L O 1 1 I 1 I I I I I 1 I 1 I I I 1 1 1 I I I 1 i 1 � � I— 3333 3 � 3 33 33333 33 33333333 � Z Z Z z Z . J Z Z Z Z Z Z Z z z z Z Z z Z Z z Z Z �_ r � I � ¢ Z ¢ � � M N r-- O Ol N CO CO I� lfl Ln� M N r O Ol �I� lD LI7 d- M � _ � In L(')I..() tf) Ln � �h d- � ct d�cr d- �' ct �M M M M M M M � . p I 1 I 1 I 1 1 I t I 1 I I I 1 1 I 1 I I 1 I 1 I � rO � i. 3 3 3 3 3 3 N 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 � �-- LL ZZZ Z Z Z J ZZ ZZZZ Z ZZ ZZ ZZZZZZ ! A-3 1 FREESE AND NICHOLS,INC r� � � � � r i-�� r •r N r- r--�Y r-- Ol Ol � ri-- rr-- � Q101 N OONO �' r 00000 � U �--' �O r OOIfl rr- rr— �pr-r Ol OOIr- al 11') r N N NNN LL O � . . . . . . . . . . . . . . . . . . . . . . . . . . r`� NNN N I� I� N NNNN CtNN COIOCj' � � 1� N NNNNN � � � � •r 3 0 � r �.1� �� •r � I� I�N I� 000 f� l� (� 1� t.C) Ol01lOLnOM00 I� COCO � 0000 � � � lD l0 l0 l� lfl l0 tD lp l0 l0 l0 O �7'� I� M r � r I� lD t� 1� I� I�t� •r C 1�� r- r r- r r r- 0 r r r r r O� r- r r r-r r- r O � O O O d � � U �-- � •r • � 5... U C..)U U U C.� C,.� U U U U V C..)(„� (..) (,,,> U U U U U � > >> > > > > > > > � > >> > > > > > > > � � � � (CS • r MMM M MMM MMMM MMM MMMMMM M i-� S_ •r t� I�I� I� f� 1� 1� � 1� I� I� I� f�� I� I� I� I� I� 1� I� I� � y- � dl dl Ol Ql Ol Ql dl Ql Ol Ql al Ol 41 6� Ol Ol Ol Ol O1 Ql Ql Q p7 rrr r rrr- rrrr- rrr rr- rr-rr- r- � .�� •r r� C LC� �t.C) Ln CO � O� LC) L!� �A t.C) OO 00 00 00 � CO CO CO � Lf� O O O O O � •r F--I r r�r- r r r- r r r- r r r r r Q`i � II.� 101O� �O 000 tO101� �O 000 00000 � t0 00000 � O o\� � ��--' r NNlO rr- r- r � d-�Y OOOLf) OI� r MMMMM (,/)� 0000 �' � O 0000 r00 � MN � Nct' O 00000 2 4J � U �^ C �C O i-� -- N ct L!� O CO r N l!') l0 +� +� ��-- �t' L.C) O O � Ol Ol N CO O l� � M I� lfl Lt7 N � M O d- tf) N N 1� I� t_C) (� d- �O � Q1 N O I� O l0 M t.C) �D O I� •r • �Y' cfL.f) M rNM MMMM Ln �'�f' L.f) MMrNM t.C) � �- �(V 0 2 � L �.-� • rt5 J S � c/') � • i. � OOOd' 000 �� COt_c) I� I�t� O � tDI� Lf') O � 'ch � NtOM � +-� Q1COr �t Lf7010 �NIOr r- M1� OMI� r- l0 � N Ll7r011�Ql +� C �i--� M N N � LC� Lf� cF O O Ol Ol O �lD Ln r � Ol M Ol O� r- O Ol OO 1� Q 3LL Ci' Gt'� Ci' IOLnI17 c1'� MM r- 00 � I� IOIAt.c) M M t.C) LA � ��Y • Qp�... tn Lf�Ln LC') LC) I� L17 tn LC') LI) Ln lp tp�p ll') ln l(') lt") L1') LC') LC') LL') L!") L.f) L1') Ln � > N W � J rCS N O al O O O O O cI' 1� l.C) � l0 I�I� I� r �' l0 I� L.C) lf') L!� �t CO 00 l0 � NL CV �YCOr- O� lnOl 'Ch � NlO 61rM I� MMI� rID r- O� LnrOII� �- S.. i . . . . . . . . . . . . . . . . . . . . . . . . � �..� cYMN N r- InLC� r0001 Ol O� lpMr-- C}' alM Ol Nr001� > N �--� d' �'�' Gt I� lD Ln �t � � M r-- r O O � I� tD l.C) Lt') M ln Ln Ln �� Q L.L t.C) L!�Lf� L.() LA Ln t.C) �f') L(� Lf� I.f) l0 l0 l0 lD tI� Lf� �[') Lf� �c'> t.C) Ln t.[) �c') U7 LA � � '--, =v � � � � � � r- O al L.[) I� lD l() � M N M r O Ol CO I� l0 LL') d' M 1� r-- O Ql �I� O MMN N NNN NNNr NNr rrrr-rr- �--. r-- U L O 1 I 1 I I 1 I 1 I I 1 1 I 1 1 1 I I 1 1 I 1 I I 1 I `-' N h- 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 � Z Z Z Z Z Z Z Z Z Z Z Z Z z Z Z z z Z Z Z Z Z Z Z Z — Q Z QJ . Nr-OOl � f� lD Lnd' MN rO 61 � f� l0lnct M Nr- Odl� r = � MMM N NNN NN NN • NN r- r- r- r-r- r-• r- rrr-- � � . Q 1 1 1 I I I I I 1 I I O 1 1 1 I 1 I 1 1 1 I 1 1 I 1 rts � L 3 �3 3 3 3 3 3 3 3 3 • 33 � 3 3 33 3 3 3 3 3 33 _ 1— I..� Z z Z Z Z z Z z Z Z Z U z Z Z Z Z Z Z Z z Z Z Z Z z � A-� � FREESE AND NICHOlS�INC. � � � � � r- a r }� � r N V- U r— <tcF' �N � � N O 4- r l.C� Ln l!') � LA Ol t.C) � �� N N 'ch GY cY l0� �l Ln � •r ? 3 0 r � L.L a--�� •r � 4J U C.'3 Q r0 � t� 00 OtD0 � 0 •� �� l O M M M N M O Ca drt5 . . . . . . U r N N N M N ll') N � � •r 5_ U QJ • � +> > rU � RS i-� � a--� •r-- M e--r r-r--r--- r r (� L •r 1� I�I� I� I� 1� 1� I� .. � � � Ql Ol Ol Ol 01 61 Ol Ol 07 r— r r r-r�r r r N Q .� � •r • � � t� � � � N N N N N N N •r f-r r- r-r r r r- r- r- �� O • 00 O O O O � � O � �--� � 00 00000 � .� (n � LL r-�-- r--N r- �r S � � �^ U C O +� r0 i-> I..L 01� �1fl 00000 }� `i l.C)r lDM 00000 N rM N L!')NI� lnN •r 2 ^ � � � N _ � • � J � i � O �00 O O O O � � �1-� O MO 00000 N - +� C +� CO tl'>�.A O t�01 Lf� N ¢ 3 I..L M r r r O Ql I� 1� p...� lS') l0 l0 l0 l0 Ln L!') Lf� � • 0 � � W � J rON �7' 0� 00000 +� � � N OM O O O O O � � �i � O��A �c'> O t0 Ol t.C) ,a�v�+, > N +� M r-r r�r- O 61 I� � !.li �A l0 l0 l0 t0 CO � U) f--� � � +1�,�� i� � � C M l0 LC7� M N r- . O ' . U S- O I I I I U I I U I � N I- N333 • 33 • 3 � � J Z Z Z CJ Z Z L3' Z - Q Z N I� MI�� MN + .� p I I I 1 1 U 1 1 U ! rO � i. I 3 t/) 3 3 3 •3 3 • � f-- ti Z ___l Z Z Z C7 Z Z C'3 � A-5 � FREESE ANO NICHOLS,INC f� � � � � � r- +-�� r •r (n � L17 LC7 l..C) LC) � f�I� I� I� I� I� f� I� � U 1� �� d 61 Ol Ol Ql Ol Ol 61 Ol Ol I..� O 4- . . . . . . . . . . . . . . � r�� I� NN NN I� �� - � � �' �h N C � •r 3 � o i -N •r- o rn � �n � �n o �c000mco � com N U C'3 N tn� l!') � CO �O l0 l0 lD � l0 l0 lfl rt3 � • • • • • •r Q�� r �� O r- L.C)Lf� LC7 L.L7 LL7 LC7 I..C) Ln � � � U r � •r � cn S. U N •r }� � � N � •r � Z rC +� � i, • r-- I� 1�1� I� I� 1� I�f� I� i-� � Z. •r 1� I�I� I� I� I� I� I� I� � U � �- � 01 Ql al dl Q1 01 Ql Ol 01 (� m r rr r— rr rr r-� S.. Q7 � .� � t •r � • � 00 OJ � � � �O� � 00 � CO OJ � ii� U a. f0 � r� rrrrrr •r 1--� � �`/ � Q� r �� 0 � N �� 0 � � 0 N L1.-� I� Lf)lf) L.C) L!') M I�I� 1� I� I� I� I� 1� � cn �\ N 00 O O �n 00 O O O O O O O N •r N -F-� 2 � � U � � . Q 41 U �� r- � - W r-- rt5 O +-� O I��1 t� M r r-N CO � O N 61 O J O i-� +-� L� O 1�L[� O N 01 I�� N Lc) M l0 O � Ct] U N Nrr Nr-- Nr- NNNMr- ¢ .r .�i � F"' Z. � _ � � � Q� � � N = NN � 001fl � O CO�-- rOCOlnC00 r� • L � � 1��1 � � O COtfl ON � ONO �- 3 � N LC) �M N N 1� r O Ol I� I..C)M N N a--� C a--� 00 �� O� I� I�I� l0 l0 l0 t0 lfl l0 c Q 3 I� �n �n�n �n �n �n �n�n �n �n �n �n �n �n � •r O� i-� • p N 7 •r N �( r W W � J Ol C0 0 O l0 M �� r r O � lC) � r� tn a1 t.c)t� O� � CO t�� O O N � O N � [� +-� Q1 � . . . . . . . . . . . . . . = L L O t.C)d' M N r- M r O dl (� t.C) M N v +� 01 � � O� CO CO I�I� I� l0 l0 lD lfl l0 � N � N }� ln L.C)L.C) I..C) L.C) L!") I.f)Lf") l.() L!') LS") lf) LC') ln � � d� •r � ��i ' J � � M N r O � CO 1�l0 ln � M N r O S- � r- r r— r— r- � N F-- I I I 1 I 1 1 I I I I I 1 1 � m m m m m m m m m m m m m � � = S = 2 2 S S S 2 S S S S � � Z M N r O Q l O O I� l 0 l.C) � M N r i = � • r-r� r r � • O O I 1 I 1 I I I I I 1 i 1 1 � � • Ca m C� CO m CO CO m CD C� C� 07 CD `_ L� U22 22 2 S2 22 = 522 � A-6 { FREESE AND NICMOLS�INC. � �� r �� r- •r V) .�Ol ct l.f) l0 lfl l0 lfl l0 l0 M M M M l0 l� l0 l� M M M � � U N�l N �-- 61 Ql dl dl �l dl O O O O Ql Ol al al r r-- r- V- O 4- r-�� Lf7 M N �i� r r r- r- r-r N N N N r-r- r- r N N N � C � •r � 3 0 � �� •r � O1001 N �Y �� M MM M �1'cY' �tct Ca0000 N UU` r'-Q� I� � d' d'ctd' ��f' 000 O �� 000 tC3 � . . . . . . . � •�- fl-�� r-O O N O O O O O O r r- r- r O O O O r r- r- a � U r � ' N •r . . . U S' U U C.J •r � +� i-� � � � N (p •r L � � � � i-> �--� •r I� I�1� 1� I�f� 1� I� I� n I� I�I� I� I� �' G?' � U �O 1. •r I� I�i� I� I�1� I� 1� I� 1� 1� I�1� I� I� I� I� I� �C 0 � � 01 Ol Ql 01 Ql Q1 Ol Ol Ql al Ol Ql al Ql Ol �1 Ol Ql � S- CS] r- r r- r r�- r r r �- r- �r r r r r r- b � � � .�� V •r n. RS C 00 � 0 O � CO00 � � Op � N NN N �CO � Cp NN N � •r 1--1 � r r r- r r- r r r— Q� � � N N MMr I� NNNNNN 000 O NN NN NN N � a Q^ MMM r MMMMMM � N NN N MM MM NN C`J cn O \ r�� Nr0 M 000000 l� 000 O 0000 000 C N O •r M +-� • � Q � 4J �- U �^ W r C J O �C O +-� d-Ol ^ u) 1� u")Ol r- �n O O 00 Cp I� lfl O� � I� lD O � m U � i-� l.L N� � r I� �C}' I� �Q1 O OOM I� Ot� �' M � lnl� � d (n . �� M M N 117 N r-- l0 N �-- � N M l0 M � t.C) C}- }- $�. •r N O S � � 3 � �� I cn • t0 J �C = QJ (n r OJ � N M O N LC7 CO O O CO r ln O M 00 tn M N Cp 3 • L � M000 Ql OO �� rI.C) r � O �i' N � ln � rQl CO � � . . � N • I�I.f� N O ctMr- 0001 N rr O �� 00 OII� lp � �+-� C i, �I� I� l� 1� (�I� I� I� l0 f� I� 1� I� f�l� I� 1� l0 l� �D � •r ¢ 3 t.t.. t.c�Lf� Ln LA tI) Ln L.C) L.C) tl� Ln 1� L.C) ln Ln Lt�Ln ln L.f) Ln Lf7 lf� +� O N • � •r � X � W r- W � J COOM r C}' MONLn00 d OCJ COO M � OM N ( � (LS (/') r-N O� Ol O 00� � �r-- l!') � � O N N 00 lt') N r Ol 0 +� N � . . . �'*� S.. L I�1� � O l0 Cr M r- O O N N r t.C)� r O O Ol 1� � QJ �--� • dl� n n I� f�� I� I� I� 1� (� I� 1� f�f� I� I� I� l0 lD � 9 N �--� I..C)l(') LC) L.f) I..C) LI')Lf) L.f) Ln Ln t2) Lf') l.f') Lf') LC')t.C) ll") LC� U') Ln l.f� •r C Q LL J �--� _� �� M r- � 1�lfl l.C) Ch� O N r O LC') �1� l0 Lf) C1' M N � L O �� r- r MMMMM M M MM N NN NN NN N � � I t I I 1 I 1 I 1 I I I I I I I 1 I I I I I � �� 3 � � �� N � � � � � �� Z 0 0 �� J � � � O O �� 0 � 0 � � Z � • LS')� M r- Ql �(� l� l.I) � � M N r O al� I� lp I..C) c}' M _ � t.C)i..C) L(') MMMMMM M MM M NN NN NNN • O I 1 1 1 1 1 1 I 1 I 1 I 1 I 1 I I I 1 I 1 I � S.. �� 3 � �� cn � � � � �� - LL �� 0 Z 00� � � � J � � � � 0� C] � � � 0 t_ A-7 IFREESE AND NiCHOLS,IN�. i r� � wrw � � � r a--�^ r •r N M M M M M M M M M M I� I� I� I� I� I�i� n ^ � � � � U rrrr r r � rr-r Ol O101alO� 0�610101 �O �' CY L.� O 4- . . . . . . . . . . . . . . . . . . . . . . � �`i NNNN N NNNNN r r� rrr-r- r � MM M N C � •r 3 � o � •r � OJ0000 � MM MMMM Ql O101d1d1Q101 a101 M � 00 � UC.3 0000 � � 0000 � �OIOtD �O �OtD �O �D COn ^ �� •r L1� rrr- � r'� r— rr—� O 000000 O O 00 O � n, c0 U �-- ,� . . � i U U U U U C.� U U C.� U U Q1 i� > > > > > > � > > > > b � 1 � � +� .,-- �r � �r- �r �t � � � � �t � rn a, o, rnrno,o, a, o, rno, rn ,� r� L•� r� r� r� r� � � r� r� � � � � � � � � �� o � � o � � rnrnrnrn rn rnrnrnrnrnrn rn rnrnrnrnrnrnrnrn rnrnrn Cp rrrr r rrrrr--r r rrrrrrrr rrr- 41 .� � � � � � C NNNN N NNNNN O 00000000 � CO CO •r r-� r r r- r r r r r r r- r r r r r r r- r r �� N N N N O O O O O O cY �h ct � � �� ' �t N O O p.�� NNNN N NNNNN N NNNNNNNN r0 O � o . . . . . . . . . . . 0 0� r�--� 0000 O 00000 O 000000 00 rr � N S � � �^ C � p }� I� (V I� M LA Lf) I� Cp � QI O rOI� 00 �MM O CON N �--� +�LL NO1.C) 01 OrOOI� N r Mct �F' O1 �I� ctO CON �- N � rMrN d- r � �' Nr NNNNInLf� N � ctM M i 0 2 I � • � J � _ �N p � � � Lt� NOO� Mf� O Lf� NQIi� I�COrCp � N O • Lt �p p1 � p1 O COO � lOM Ol Ml� �d' rOJ N N �O � O � +� � V7 lp Ln U7 � � M M N � r- O O O� 6l � 1� L.C) t.I) � lfl M O }-� C i-� l0 lD l0 tD l0 lfl l0 CO l0 lD lfl l0 L.C) Lf� L.[) Ln L.C) L!� L.L� I� I� I� d 3� �n �n �n � � �n �n �n �n �n �n �n �n �n �n �n�n �n �.n �n �n in � o . o > a� W C J � O M O O Gt L n N O � M N O L.C) N O l f�I� � r O � N � N � �p Ql LC) Ql O � O r- l0 O� O� M I�r- cr r 00 N O l0 �f I �1--� 4J� • • • • . . . . . . . . . . . . . . . . . . L L �p �p L,() t.() d- � M M N r- O O O Ol 01 OJ I� 1_f) lf� M lfl M QJ a--� l0 l0 lD l0 l0 lD lD lO l0 l0 lD l0 l0 Lf') ln L[�LI') t.() 11') C� 1� I� I � � N �--� l.f) Lf7 l.C) LS7 Lf') Ln Lf7 � 1..C) LL7 Lf') Lf') l..[) L(� L.f) LA L.C) L.C) l2') Lf') LC) Lf') � L1 L.L ►--� �� I � � i � C � r. pp� � CQ I� IOt.C) CtMr O OII� IDLnd-MNr MNr U L O N N r- � r r r r r � r- r- � �' Ch � � � E-- I I 1 I 1 1 1 I I I I I 1 1 I 1 I I I I 1 1 1 � � � � � � � � � � � � � � � � � � � � � � � � � � � , I c+� E � 0 � o 0 0 o O � o 0 0 0 0 0 0 0 0 0 0 � o 0 � � Q z � Nr- Odl COI� lOLL7 � M r Odl1� lOL(�� MN �' MN � r 2 c N NNr • r- � r- rrr- r r � Gf � � . Q I I I I 0 1 I 1 1 1 I I 1 1 I 1 1 1 1 I I 1 1 b � S- � � � � • � � � � � � �' � � � � �� I h-- LL � � � � U � � � � � � � 0 � 0 � �� 0 � � 0 � A-8 FREESE ANO NICHO�S�ING r'-=� �� r •r ln l0 r 1� r �' � � 1�(� I� 1� 1� 1� I� � � U � O O� M al 01 Ql Ol d1 dl Q� O� Ol .- � Li O 4- . . . . . . . . . . . . . . r`i M I� r Ql M M NN NNN NN M aJ r � � •r 3 � o r L.L }-�� ''- � 00 � Q1 61 N NMM MMMMM lp 4J � � !� � l0 M r r00 00000 � •r Q`� O M O f� l0 l0 1010 t0 l0 lfl t0 l0 lD � � � U r � � •$.. h-1 +-� U � � �6 i-� � +� • r Q1 Ol p1 Q1 N N N N N N N N N N N �°°. ' � L •r lp l0 l0 l0 � � � CO O� � O� 00 � � OJ � � � 01 Ql p1 Q1 Ql Ol Ql Q1 Q1 Q1 Q1 pl 01 dl p1 m r r � �--� r �- r r-r r r r r- r r � •r �� d (� C � O� � l�'CV Ln r r d'�' � �G� � � �" � •r �-"� r F- r- N NNN NNN NN N �`i I� I� Lf� � O �' � M Lf') Ln I�I� I� I�1� 1� 1� 61 L1^ O r' N � r M Mr-r rr� r- r � p o o . . . . . . . . . . . . . . r. r`� � G�' O I..L M O 000 00000 O N N S � � • • U �� G O +� L!7 � M O I� CO N lp Lf')M O M ^ r- r- 01 d--� i-� 1..� N � O O �O � M r- M Q1 (� 1� tp �p 01 O N r- r I� 1� M N NNNNNI.!) NM � •r • � � � r�- � �^ • rtS J S � cn O O O I� � � �01 M r� O �O O CO • L � O O O � � t� O�n �-- t0 r� N �p M s- a..� . . . . . . . . . . . . . . - � N • O l0 'ct O 01 � �I� 1� Lc� L(� Lf� �t Ch a-.� � {-� f� LS') l!') CC� l.C) Ln LP L.C) L2') Lf� Lf') L.C) L.C) 11') - ¢ 3 t.� �n in �n �n �n � �n�n �n �n �n � �n � � o� • O > N � W � J � O � � O � 610� a1MI� O �D O rp (n N O N n M �' �-Ol.f) rlOf� N l0 � a...� � s . . . . . . . . . . . . . . S. S. r- O c1' r O Ql CO� 1� I� t.C) !_f) LS7 �t ,+ ...^a• � i-� 1� f� U') t� l0 l2') t1')l.n t1') L.C) L.C) tr� t1') �f') � (n �I--� L!') L!') L.() LL7 Lf) ln l2�I.n LA L!') L.f) L.C) Lf7 Ln C Q l.� f--i �� Ww.�..,r• a..� � C p r- r L.t7 N � r O Ol CO I� �O Ln O LC) U L O d' d r l(� t.()ct �t ��' cr �t � aJ I-- i i � I- i i i i i � i I i i i � � � � t/) 3 � � � �� tn M � � � J 3 � � � �� O � � � p _I I � - Q Z � r- r Lf') N N CO r O Ol � I� lD Lf') O � � 2 � � � Ln r�- L!')ln �Ct � '�' � � � • O O I 1 1 1 I 1 I I 1 1 I 1 t I r0 � i � a' tn a.' � � �� ,� 1--- I.L U � � J 0 0 � �� 0 � 0 � � � A-9 � �1} FREESE AND NICMOlS�INC. f � � � � � r i-� r •r (n Ql Ol Ql Ol Ql Ol Q1 O� lD � U rrr � rr rN G1' I..�. O 4- . . . . . . � r�i NNN N NN NN M � � � •r 3 0 � r L.L +� •r � Ol �1 Ol Ol Ol Ol Ol r- W N UC.3 � �t � � �� I� rO � • •r Q�i 000 000 00 O d rO � r-- . . . . . . (i3 �--� �--i� t--+ '--+ 1--i •r N L U U U U U U � U � •r }1 � b N � •r S-. �O d--� � � � • r O O O CO CO 00 � CO � +� r6 � •r CO CO 00 lD l0 lD l0 lfl l0 U � �-- � 01 01 d1 Q1 Ol Ol Ol �1 01 f C C� r r r r r r r r r I � L � r� j U a. rt'S C � 00 CO 00 CO CO CO � � '� � •r ►-� +-� N 000 O 00 OM O N a.�--� d' ct � � �ct � d' O a o � • � cn ��- o00 0000o r- � � 0 �- •r • I i-� S � Q U � � . N U �� W r � J r r6 O +-� M r Lf') O O� r l0 lfl CL� O d-� +� Lt_. r- M N O t.I)N LC� M G� Q U N � MN �f �' Mr- MM N IF-- •r • � I L � _ III � � _ I 3 a� E�— +� • t� J � v� S � N N O O O 00 O ct N r� � i � lOt� O O �� MI� �t 3 � V� L[7 � M �1 I�l0 � M p'� i-� C �i--� l0 l0 lD lO l.0 lp l� l0 l0 � Q 3 Ll. lt') LI� lS') Ln LC�Ln Lf� L!') l!') O� � � • � cn > •r � = X r-- W W � J O� NO 000 00 N �6 (n O� l0 I� lfl Ql M I� N l0 � L.L +-� � � . . . . . . . . . � � l0 �.1') � O �1� �D t.f) M 4.1 4J a--� l0 l0 l0 I� l0 lp l0 lD l0 � > N }� lf7 Ln Lf� l.C) 1..C)L.C) L.[) Ln ll') �- •r � QLL I ... J f--� �� i � 00 1� � l.C) �M N r lD L O N f--- I 1 I I 1 1 I 1 1 t I � L� Lt._ l.i Lt_ L.L Li I..�. Li ___t � �j � ` �I Ol O� I� l0 �ct M N �-- I� � � � o � � � � � � � � � � jj � � � � � �� i � �� A-10 � f HEESE AND NI(.MOl.S�INC � r� �.,� � � � � �� •r N 61� l0 � a1 01 p1 Ql CO � �� CO Lc') M l.C) O ch O O� �..C) Ln l0 l0 lfl � U I� IOd' lOrr rr- lfllOCOIDcY � Od' NMr-- � d' ctct� � �� MNMNNN NNNNNNN NNNNd- L!") NN MMM � C � �r 3 � o r- ti a--�� 'r0 10 � � � OIOI OlalO000LC) � IO � rI�I� 11� Lf) C� �O� � U U' CO l0 1� l� �� ' � l0 l0 l0 l�l.C) Ch ct ln Ln Ol r Ln l..C) I� t�I� •r Q�i 000000 00000 00 OOOOOr- 00 000 � d � U r � N •r � U S- •r � �--� � N rt3 •r' G i QJ r0 +� � +-> � •r I� 1�i� ,a�.'e�'r�" U fC � •r I� I�I� , � � �- � � 01 Ql Ol 5,,, p7 r- r r «3 QJ � •.--� � � d � � � � � � �� N � Q� 000 0 00 000 00 00 � i.c") � N �� 00 000 � N O \ NIOOIO �d' � Ct' lfll� 101OLt') MM � �' t.C)N Lf� L(7 000 r� • � (/) r O r 0 00 0 0 0 0 0 00 O O O O r-N 0 0 r rr O •r Ln a--1 • I U 2 � � 41 4J • . � U �^ W r C J O RS O +� N � OON LAM r � NMMI�I� IOO � MM� M � d' I� M Cf� C,> +� +-� LL r- l0 I� LC') L!�r O I� � O O N LP L!7 O� � Ol Ql� r O� � 6f)� Q N �� YMrr-� M I� � �' rr- r- NrNN� N r N f- L '� • � Q� 0 3 � � E� �. N • � J . . . . . . . . . . . . . . . . . . . . . . � _ � N Q1C0041I�N r- OO � tOOLI� t_C) I� CO � N� O � OMO 3 � � g N � I� I� �Ln M O L(� � Gt t�01 CO O� � al �I� N ^ LL7 61 Ln � � N r00C1' MMrO001COlDLL7f� �' MMr- I�� l..C) C?' � 001 � .}� � �..� GYMM MMM MMr- rrr-O O16101 �1C0� COOJ r- �O •r Q 3 LL lD tD l0 t0 t0 lfl l0 l� l� l0 tD t�lfl 1_C) L(7 l.C) tn L(�Lf� LI� tn tD l0 lD +� O� tn • 0 •r 7 X 41 w W EJ MO1C00011� NrOJOCOl�O L!') L!') I� COC}'N lfl0 d OM �p � N NN4� I� I�r I..f) MOl LnO� d'O dCO � r �� NN N lf)al � L.� �--� � � . . . . . . . . . . . . . . . . . . . . . . . . � i, lOr- O� � MM � ONOI � 101O Ln � MMrl� lpL(7 M r- O ��....:.� N a1 �--� • � ct M M M M M M N � � �r- Ol � 6� � Ol CO CO CO r- r-r- � > N a--� l0 lfl l0 l0 l0 l0 l0 l0 l0 lD l0 l0 lfl Ln Ln ln l.f') L.C)Lf� L(") Lf') lD l0 l0 � •r C O_LL J �--� _� �.r.�a ( Od10� 1� �D� �' MNr- 001� I� �O � C' M'- Nr-- 001C0 L p d' MMMMM MMMMMNr- NNNNNN NN N r� � F-- I 1 I I I I 1 1 1 I I I 1 1 1 I 1 1 1 1 I 1 I 1 � CO C� 07 m m m m �] m C.b m m C� m C� m CD m 07 C] Cl] CD m m � L.L LJ._ LL l.� L.L LL L.L Li_ L� L.L L.L Li.Ll. 1�... L.L L.i_ l.L 11_.L� L.L L.L !i L.i L.L 7 � li Z I r- Oal � l�l0 � d'MNr OQl � I� IDLC� �tM N r OOl _ � � �' MMMM MMMMM MN NNNNNN • N N Nr � . p I I I I 1 1 I 1 I 1 I I 1 I 1 I 1 1 1 O I 1 I I '��.. �I � LL Lmi m LmL L.C�L m !Y] �] 07 CC] m m �C� � C� m m o7 07 � Ca a7 m m I� I A-11 FREESE AND NICHOLS�ING r- � � � � � r �� r •r N Ql r r r r r r � r I� LL7� I� I� O�O O O � �7 UO � OJNNNNN NNNOJ C►-� � r- Cp� C� CO '-� � ct' � d- ctd� �t- �td� N lD� N � MM M M Q1 C � •r � O r U... +-�� •r 0 r Ol Ol Ol Ql dl Ol Ol Ol lp t.C)O l0 M I�M M M Q1 U U' O �' �Y �T' ct�t Gt �' �Y �t d'r- Cf l� Ol Ql Ol Ql r6 � . . . . . . . . . . . . . . . . . . �. •r d�i Nr� rr-r- r- r- rr rr- � N r-r rr d c� U r � � •� � �1--� � � � � � � • r I� I� 1� I� I�I� I� I� I� 1� I� � (� � •r I� I� I� 1� I�I� 1� I� I� I� I� 0 � 7 Ol Ol Ol Ol 01 dl al al Ol Ol Ol - m r r r- r r r- r �- r- r- r '�. Q7 .r �� d r� C � OOOOOOOON CO� N N NN NN •r r-1 r r-r r r r r r r r r r r- r r �� • Q� � II.� 000000 0000 I�OI O O MO 00 O o\° l� rrr- �r rrr � �6l �}' M I�I� I� I� �� (n lOrrrr� r- rr O Mr- O r 00 00 � QJ C � rt1 O +� � Ql M r- ��O � l0 �-- I� M r- O� O l0 M tr O +� +-� I..L 01 N � �-- tD M O N � O Ol G-� LC) Lf7 M O� r- lfl N NMMr-G� r- NrM �N N rN rr- I Q ...� I � I • rtS J � S 4.1 (n O � IOMNN � IDCOi� I�I� O � O10� NO ( i � �.[) O �--- i� 6l�-- Ol d �A r- Q1�--- � N �N �D M � �--� . . . . . . N � I� � NO�O ctN001 MOi CO u7 �N �--- 0 +-� � +� O O� 01 O� Ol� O� � � 1� �1� I� I� I�t� t� t� I C 3 �+- �o �.n �n �n �n�n �n �n �n �n �n�n �n �n �n�n i.n �n O� • O > � W � J L!') OCOIOMNN � lflO I�I� I� O �Ol � N � �6 (/') al l0 O r- I�6l r al � �' O Ql r- � N�--- N l0 �'-� � L • L i- f� Ql 1� lfl N O l0 � N O r M Ql CO LC7 d- N r- � QJ +-> O 41 Q1 Ol 01 Ol � CO � � O� I� I� 1�I� 1� I� ,. I � (n }� � Lt") L.C) L!') Ll')L.C') L!') Lf') L.C) L.C) l�LI') L2') Ln Lf')L17 L.C') Lf') � d� �--� �`i I � � � C O 1� l� L(� � M N r O Ql l0 I�l0 d- � M N r- L2') v i O r- rr- rrrrr- I � f--� I I I 1 1 1 1 � 1 I I 1 1 I 1 I I 1 I � m m m m m m m m m m m m m m m m m N L!') � Li I.L L.L Li L.L L� L.L L.L L.L Li L.�L.L l.L L.L L.L Li. L� _I . 1 � Q Z i Q1 • O� I� lfl LC7 �M N r- O d1 �I� tD t.C) �i'M N .- ( � = C r r- r- r r� r- r r- � . Q 1 I 1 1 1 1 1 I I I I 1 I I 1 1 1 I � (6 � S.. C� C� m CO C�CC] CL] Cfl CD C� Cfl m C� �] 07 m CO m �--- L.L l.i_ LL LL. L.� L1_. L.� L.L LJ... L.L Li. L.L L.L L.L LL L.L ll. L.L L�.. i I A-�2 �� FHEESE AND NICHOLS�iNG. r- �� r �� lDlplO00ch'O LnO000NI� � lOM l0 Olc7c!' � 6101Q1d101 r •r (n Ql 61 Ol r r N I� I� 1� 1� i��I� N N N Ol Lf� I� r O O LA r r r- r r � U . . . . . . . . . . . . . . . . . . . . . . . . � LL- 04- rrrMM '�'M �' MMMMNMNN � M N101O L.C) NNNNN QJ v C � •r 3 � O . . . . . . . . . . . . � � I..L -1-�� CY d- � O O l0 r— 00 r r r r-- O Gt r I� N ln Ol lp lD l.() dl Ol Ql 61 O1 •rp �- � � � t� d1M IOMMMM l.C)(� t.C) lflOCO �MMNcf' �- d- �Y'� N U C3 r� � OOOOOOr- r-rr �r- 0000� O O� rr 00000 •r Q�.i �- � � C..J r R'f . . . . . . . . . . . . . . . tn •r � t--+ �--i � H H t--a r-+ r--i i--� � �--i U U U U U U U U U U L •r � � � � � � �� 0 �i» » » >�i � +� +� N � •r � � a1 �6 �--� Ol Ol a1 Ol Ql �l a1 Ql Ql �l Ol dl I�I� I� I� r r r r-r �� i-� • r ^ I� f� 1� I� !�f� I� I� I� f� I� l0 l0 l0 lD lD l0 �O l0 lD �":`>„' U (C L •r 61 Ol Ol Ol Ol Ol Ol Ol Ol Ol Ol Ol al 61 Ol Ol Ol Ql Ol Ol Ol f� � �- � rrr— rrrr— � r- rrr-� rr rrrrr e---r i m r0 QJ � ry�� U •r ��\ 00 � � 0000 �OOOOOO � � � � 00 � �� CO COCO � �CO � � f� � r r r r r- r— � �`i � N N NNN OOOLn Ot.C) LI� l.S7t.f) rOlNMrO� O� � 1000000 d�� M ('^. M � CO Ln� �' OOCOCO � ct� cf' I� f� r �001_C) �YcYd' �d- � c/') O \ . . . . . . . . . . . . . . . . . . . . . . . . . . . O O O O O r O �-- O O O O O O O O r r O M M N O O O O O C N� O �O +-� 1 CJ S � Q 4J � � . r U �� W r C OOLC) � GtrM lflQll� IO � NO� InIOr � O� CO ^ O � L.C) !�� J O �6 O � N NcrNM �QI rlp �' 61(� rrOlLf7N0� OM OIr � I� IpL!')lp �] U � � l.L �T d' M r M � r-r N M r N CO r l.f)LA c}' r M r r r Q N f— � .r •`i � � 0 3 � � �� tn • � J I� MNI� O �tI� � t.C) � � NtDOI� lOMO OM NI� MNIOM� rt3 2 � (n IOMNQ1Mr--OI MI� I� N �O �OI� MMO lnr- � r- L!') � rd1N 3 • i- � � +-� M Nr--- OII� rM NOCOI!') � �GtNNOOlO �tCOMOMNNrr- N C1' Cf � MMMN NNr �r- r--rrrQlQl I..C)M NNrrrrr C }� C �F-� l0 lfl lp lfl l0 l0 lD lD lD lfl lfl lD lD l0 l0 lD L!7 Ll') lD l0 lD lfl lfl l0 l0 l0 l0 •� ¢ 3 �- � +� o vi • o •r � W � OI� MOI� OlDI� 00 � � CONIDOI� ION 00 MN � MN lpM W � J OIOMOQIMI� QI� I� lON lOr- OI� MN MLAr-- rOlL.C7COr01 O � cn . . . . . . . . . . . . . . . . . . . . . . . . . . . � 3 +� � g L(� MNr-- a11�d' MNO � � �-�h � NNCO lOd- OOM � MN Nr-- S., i. �T �Y � c}- M M N N N N r-r- r r--r r-r Ol 47 L1') M N r- r- r- r--r- ee��-a � � +� • l0 l0 l0 lD l0 l0 l0 lU l� l0 l0 lfl l0 l0 CO t0 l0 L.C7 �O l0 l0 l0 lfl lD lD lD tD � > N i-� •r � Q LL _1 F--� �� rOdl � f� lOL(� � MNrOO�I� I� L!')� M �1� IOt.C) �' MNt-O �A � �' � � �'� �fiCt �i' � �' ��..C) � t_C) t2� tS') MM MMMMM MM S. O I I 1 1 I I 1 1 I 1 1 I I I I I I 1 I 1 I I 1 1 1 1 1 � N f-- O O O O O O O O O O O O O O O O O O O O O O O O O O O � 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 E � �- Z N rOQl � �lO Lf� ctMNrOCOI� IDLC� � Ol� I� IOL() � MNr Ln � � � � �d' d �' d' d' d' d'� �f) l� tl� Lf) MM MMMMMMM � _ � 1 1 I 1 I 1 t I I I I I I t I 1 I I 1 I I I I 1 I 1 1 • O O O O O O O O O O O O O O O O O O O O O O O O O O O O � i. 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 L� � A-13 � (REESE AND NIGHOLS,INC. 7 � � � � � � � r �f-�� Q1Qld1 01 01 01 01 61 0NLf) Ol �Y NNNN� 01 � COCO �O� O� CO � •r N r r r r- r r r- r Ol �-- Ql I� ' N O O O O M r- Ln l..C) Lf7 t_()Lf') l.(� t.() � � V . . . . . . . . . . . . . . . . . . . � O � N N N N N N N N N � M N M N N N N l0 N N N N N N N N N v C � •r 3 � O I..L +-�� 01 01 al Ol d1 6l Ol Ol t.[) M dl M Gh lfl lfl l0 l0� Ql LC') L!� t.C) L1�L(') L(� Ln r 0 chG' � � �t'� � �tIflCOO� lO r Ctct' d- cT'�"cT 00000 00 QJ .U C.'3 . . . . . . . . . . . . . . . . . . . . . . . . . . � � OOOOOOOOOr- 00 r OOOOi-- O NNNNN NN •r Q�� d � U �"' UUU UU UU r6 . . . . . . •r UUUUUU UUU CJUUUU U > > > > > > � � L . . . . . . . . . . . . . . . . . . . . . . QJ > > > > >> > > > > > > >> > d a d d d a d � � � � fCS �--� rrrr---rr � r- r- r- rrr r 00000 00 -� • r lD l0 CO l� lfl l0 l0 l0 l0 Lf7 L.C) L.f) Lf)L!� Lf7 CO 00 CO �O� � � (C � •r Ol Ql Ql 01 Ol Ol Ql Ql Ol Ql Ol Ql Ol Ol Ql dl Ol 61 Ol Ql pl Ol �� 0 �- � r r r- � r r r r r- r r r r r- r r r r r--r- r- r-- m Q� � •r ��. � � CO 00 �� 00 � � CO � CO O CO � 00 �� L.f) Lf7 LC) Lf7 11� I..f) L(7 � � � � r r r r r--r r r •r f-r 0� OOOOOOOOOOO � � � � � ctOO � � � �� N d"ch � d' �t�f' � � t� t.C) MlD l0 MMMM� �t NNNNN NN d . . � O o\� OOOOOOOOOLnr O O OOOOM O 00000 00 f/)� S � � • � U �� C NIOML!') OI� OInLA � lp N M Lf� alrN Ln OMMNr-- 001 rtS O +-> d" �O �t' M M�' N LC7 r-- O � lp Ol lp lp �N N O O� tD lp C�' O CO a--� +� LL r-- M r r- I� M N � N N N C}- M N r M r N M N N �i � � _ � �^ � • rCf J rl.C) I� � MONOOIOI.C) L!') tn OOOLn00 OION tP00 � _ � Cn r-- � Ndl �rO � �- OIOM N OOOIflM O LC') OM �� N � • L � � �-.1 r O O � 00� CO I� N O 1� I_C) N 6l � I� lf')� M I� � l0 LC)� Gt M V7 . rr- rO000000Q101 Ql �l OIOlQl61 Ql � 0� � �� a--> C }-� l0 l0 l0 l0 l0 l0 l0 lD lfl l0 �f") Lf') LC) t.C') L.C) Lf') l.f�LC) Lf') L!') LC) l.C) Ln LI) lf') l.C) ¢ 3 � � • �� > � �� rtt) 1� �MONOMIflLn � OOOOLn O � OI� NM � lD W � J Nr- ctNd1C0 � 0 �' C}- d101 N OOOOIOM 0111) O M�}' I� r �- rC3 (n . . . . . . . . . . . . . +-� N � r--.- 00 �� I� � OlO � OOI � I��n Cf- t� l� t� IOIS) �td' i L r- rrr- 000000061 6l O alQ10101 Ol Cp � � � � � � N +-> � l0 �O �O l0�O l0 l0 t0 t0 t0 �A � �O t_c� � �� A � i..C) � �A tn � � i �1 > N +-� � � Q.L.L � �--i �� j �--> � C � OOI� IOt.C)d' MNr OOIM C1' Ol � ^ IOLC) � MNr- 001 COI� O NNNNNN NNN lpL(7Lf') r-- �- r. �r. r rrrr U i- O 1 I I I 1 1 I I 1 I 1 1 I I 1 I 1 1 I 1 1 I I 1 1 I � � N E-- O O O O O O O O O O O O O O O O O O O O O O O O O O � 3 3 3 3 3 3 3'3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 � i � � Q z Q1 • Oal � l� lpL!') � MNr001 M OOl � l�lp L.() �- MN r0 OlCO � r� S � MNNNNN NNNNlOLt7 11') Nrr-- rr- r- r- r- r- r-� � . p 1 I 1 1 I I I I I I 1 1 I I 1 I I I 1 1 1 1 I 1 I I r0 � S. O O O O 00 O O O O O O O O O O 00 O O O O 00 O O - F- I..� 333333 333333 3 333333 33333 33 � A-14 , � FREESE AND NICMOLS�iNC �_ �.,-,, � � r i� r- •r N �� O OOOJ rr � U L.C)LC') � N 00 � lfl lD L� O 4- • • • � r�� NN N N NN MM v C � 3 0 r � � � � . . . •r 0 Ln Ln Ol CO Ol dl N N 4.7 U C!3 O O N I� N N �CO tC5 � •r L1`� N N N O N N O O � � � � . . . . . . rCS U U U U U U � .� . . . . . . . L » > > > > � � � � . . . . . . . . � d� a d � � 0� tO � �--� • r O O O O O O r� i •r 00 O� O� � C� CO �*�--^+ p >- � Ql pl Q1 Ol al Ol m r r� r- � r r Q� .�� •r � d (�j C l.n LI7 l.(� O L.(� L.C7 � CQ � •r �--� r r r� r r � �`i � Q.--� �d- O O O O Ol a1 O o N N M M M M O O � r� . . . . . . . . (!) �� 0 � 0 � r r _ v � U �� C rt O +-� tf)N O O � 1� O� +.� +� L� Ol r O Ln 01 r cr O � !n N N r M N lfl LC7 •r •v � 2 � � E • rt3 J � = N tn O�}- O M O O O O • i � t�Ol � o� d- i� tn O � a--� V1 N r r r- O Ol � Ol +� C +> �O� CO � O� I� r- O Q 3 I� �n�n � �n �n �n �o � o-� � •� > a� w � � rn�n � � o �n o 0 r� tn 01 lD � 61 Lf') M Ln t.1') � � +> � CO� O� 00 CO 00 N � ,�,:».w. ] N }� t.!')Ln LA LC) L.C) Ln lO l0 � d�.{_. �--� �`i �� p �� M M N N r- U S- O n- � � � � �--- I I 1 1 I E- 1 I .II O O O O O 3 O O � tD E 3 3 3 3 3 3 3 3 ! � � ! Q Z v 1�lO t!) d- M N M N � 2 E lD l0 � � • O I I I 1 I 1 I 1 r� � S-. O O O O O O O O I- LL. 3 3 3 3 3 3 3 3 � � A-15 FHEESE AND NICHOLS�INC. r� � � � � r �1-� r-- •r N Gf OMI� Md- M 1� r--- � NrM01 Mr Lf) MOM � MLC70N � U l0 MI� COIflOI� I� Op �YOrl� Olrr-- � rtDr M NrI� M 1..� O 4- . . . . . . . . . . . . . . . . . . � r�� NNNCr � MN G� NNNNr � NNNNOM � C}' LnMN N C � •r 3 0 � r �.L.. � •r p Ol N r— O � Ql � CO M l0 l0 OJ al 1..f) CO � l!7 � d'r-- Ol LC) l0 M N � U C3 ln l!') l0 � O l� l0 l0 l0 t1') � �M Gf' d' � LC') CY r I� 61 Ol r � Ln t6 � • • . •r Q`i O O O � r O O r O O O 00 O O O O O 00 O O r O O � t� � U N U r •r (� i-� •r N S- •r � $.. .1--t - � � U � RS a--� � � � •r � � [CS i•r � � t � � � � U �] r � E � •r �� 1--� d R3 C C� O� CO � O� � CO � COO� � �C� � � � � � CO� � � 0� � � � N •r h-� r � �`i N N � Q-�� CrN � OI � N r lDr � 1�t� M �l� OO� MN OQ1rG�' lC� O Oo\� �C) ctlf1011� l� l0 � IpL.C) MMNMMM t.f) M O� lp � Nr— �- � �I +� (� C OOrr00 r 000000000000 rr— Nr0 Q � W r • J r = m O v � Q U U �� F--� � S- (O O � l.f7MCOrf� Mr M 011l7l� I�r1� 0� 0 � 0� �� l,f) Ll7 � r— Lf� N � +->LL OlrNO �' � tS� 1� a1CONd'011pOIOMNMI� 61 � LC7 �hM �--� V1 �i' MNN Gt- r r- r �' � �'MNMrNct' Nr N MNrL.C) r�y •r .v � 3 0 +�-� g N 3 E • rCf J � � i QJN M LC) d- 1� MN61 O � OlflOr-- ctl�� CpLAf�lp M Or— 01� � • L � O CONNct00 Lf� I� MCpNNMr-- LnMNr—I� OMIOOt.f) '� L � +-� VI l0 � M Q1 O� Ln d O N O O� I�lD t2') ct'M N .— �Ol �.C� Ql M N Ol N +� � i-� N N N r r- r � r r r- O 00 O O 0 � Q QQ� Q� � � � ^ •X Q 3O I..� tD lfl l0 l0 lo lfl to lfl tD tD �D lo�D to tD l0 lfl tD �D�c7 tn �c") �c') �n Lc7 .... � W • � > Q N r � W � J M L C 7 �i' f� M N � Ol � O l O O r— �I� O� p� 1 r I� �p M O r O � � (n Ql OI� NN � O Ql OI� M �NNMrIS') MNr I� OM100 •r a--� �� . . . . . . . . . � J L L � Ifl � MOIO� t.() N GtN00�1� lOLl7� MNrr- Ol (_C) Q1MN .. N +-� N N N N r r r r r-- r r 00 O O O O O 00 Ql 61 CQ � � > cn +� l0 tD l0 t� tD l0 �O �O �O l0 � �D t� l0 l0 l0 t0 tD l0 �D Lc� � L(� � Lc� � � d� � �� I S- O M Nr0al � 1� �r �pL!') � MM NrOQIO� I�Ip L(7 �- MNd � �-- N NNNrrr I r- rr— rr r—r-r— � � I I I I 1 I I Q 1 I 1 I I I I 1 I 1 I 1 I 1 I 1 y E QQ ¢ ¢ Q ¢ Q w ¢ QQ �td �t ¢Q ¢ QQQQQ ¢ Q3 � L Z 2 E d' MNr- 001 � I� I� 10117 �tM MNr-- 001 �I� l0 Lf� GtMN � • O N N NN Nrr r r- r- rrr r- r-rr � � i 1 1 I 1 1 1 1 I 1 I 1 1 1 1 1 1 I I I 1 1 1 I I 1 � Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q � A-16 � FREESE AND NiCHOLS,INC f� �....�, � � � r a--�� r •r N l0 �O lp l0 l0 l0 N N N O l0 l0 lD lfl lD l0 l0 l0 l0 � 7 U 1� 1� I� Ln L.C) Lf) Ol al Ol Ol l0 l0 l.0 lD l0 l0 l0 l0 lfl li O 4- • • • • • • • 7 � �- �}- cYl,.() L() LS') � � � � N NNNNN NN N � � 1 � � 3 O r � � � •r p N N N N N N M M M O GT �G h � �' G� Gt � �7 Q1 c..) � � � � O� � O� i� I� I� I� 00000000 O c0 � •r Q�i N N N N N N r r- r L.C) M M M M M M M M M d � � U N U r •r f� �--1 •r • c/� S.. C..� U U C� U C..� � •r � . . . . . . L -1--> > > > > > > � � U r0 tO +-� L {-� • r-- N NNNNNN l0 l� 101� 10101DIOIOlpalQl 61 , (� (� L •r lfl l0 l0 l0 lfl l0 l0 L.C) l.f) LL7 L(� Lf� l.f) Lt7 Lf7 Lf7 Lfl lD lD l0 �+.w�.�, � p ]- � Ql Ol Ol Ol Ql O� 01 Ol Ql Ol Ol �l Ol Ql Ql 01 01 Ol Ol Ql C� 07 r rrrr � r r r � r � rr-�r� rrr- r QJ � +� d r�6 C O N N N N N N O O O � 00 � CO CO O� � � CO CO � �� (n •r �--i r r r r r r— r r r � r r— r r r r r r- r— r N Q�.� � a� O O O O O O O O O � O O O O O O O O O O O o\� � rrrinl.f) Lf� t.C) lf� lnl0 N NNNNNNN N � •r r�� +•� (n LL � r-r r- r � r r r- O O O O O O O O O O � � Q r � _ w o v • � J U C��^ I� M I� l!') L!') Lf') Lf') � M r- r- I� O O I� r M M Ol r 07 � I� � r l.f) Gr I� N � I� O� CO CO I� O O� l0 1� Ol 1� 1� Q S.. rCj p a--� L.C) N M M N M M cr � M I.t� N Ln I� lD lD ct' r F- Q1 i-� +� L� ^ +� N � �' f{f •r • 3 0 = � N � 3 E^ • rt3 J � _ � (n �l O Ol r Ql r- I� f� N r �' O O N O l� O � l0 � C • S- � � �h ct � l� 00 Q1 O� 'cf'I� l0 r�� N CO O l0 M •r � i-� .�..t tn � l.f) r 1� lfl r � I� O I� l0 lfl l.C) M N O O Ql al N d--� C +� N N N r r- r- O Ol al CO � CO CO � CO CO OJ 1� I� •r ¢ 3 LL l� lD l0 lD lD tD l0 1_f) Lf� L!� t.[) t.() Ln lf� l.f� Lf� l.C) l2� tt) X O� w •� > N v -- J W � J O Ql O dl � al O t� 1� N ct O O N O l0 O O Q1 f0 N O 00 � Gt CO l� lf� Ol 00 d' I� lD r r t.C) N � O Ln � +� a � . . . . . . . . . . . . . . . . � •r L S. � N � 117r- t� lD O crl� 0 1� lflIOI� MN00 Ol ,J � �..� MNNNr- r r Od101 CO O� CO � CO � O� CO I� �.�,:..,,� > fn i-� l� lD l� l� l0 l0 l0 lO L� L!') L.(') L!') Lf')Ln L.C) L.C) L.C) L.f) Ll') � Q LL � �� r�;�r � O 61 �n lDl.f� � M N r- O �l � I� lOLC7 �' MN L O N rrr- rrr � rr � d � F-- I I I I I I I I 1 I I I I 1 1 I I 1 I F--� � O O O O O O O O O O O O O O O O O O O 3 � w w w w w w w w w w w w w w w w w w w 3 � Z CO 0610� I� lOLn d' MNr O Q1COI� lDL.C) �'M N _ � Nrrr- rr r rrr r � . p 1 1 1 1 I I 1 1 I 1 1 I I I 1 1 1 I I 1 � L N O O O O O O O O O O O O O O O O O O O LL J W W W W W W W W W W W W W W W W W W W � A-17 L ( FREESE AND NiCHOLS,ING �- � � 1 � r �i� r •r N r lpl!') GtLf') r 00 OM 00 MMMMM �O� CQ lp �- � U N l� ctM00 NN N O 0101 O 0000 lptD lp � (v LL O 4- • . . . . . . . . . , � �--'�� ' MNrN �- NN NN � � N NNNN NN N C'� (+') N C � �3 0 r � � LL +�^ . . . . . . . . . . , '� � � M � OCOO � � CaM MM MMMMM 00 O CO M 4J U C3 Q� Op �c") M d- � 1�I� I� O �t � O O O O O l0 lp �p f� �p '� Q� � 0 � � � � �� r � � r r r r r �� r d � U � � . . . U U U •r . . , L U V C.� V �..� U U V U C..� �..� ��l �J �..� 1--N (n Q� � V �"'1 �!� � � � � � � � �' � � � d. �J �..) � � N 'r" Rs -F--� - Z +-� • r MM MM MM M MMM M Q101 Ol M M � QJ 21 L •r I�1� f� !� I� I� I� I� t� I� 1� I�1� I� � 1� +� 0 } � Ql Ol �l dl Ol Ol Ql Ol Ol Ol Ql Ol�l Ol Ql Ol � U m �r r- r r- r r r r r- r r r r �--- � � L � .r �� rt3 C � CO 00 O� � O� O O O N � � N N N N N �Q�p �p p� N � � U ' '"'� �--�r- r r r r r r r � Q`i � � +-� �-^ � N O � tn � 00 O O O O O O O O O 00 O O O N O \ � r Lf) r M M M M M N M M N N N N N lp lp lp p (.() r`i � (n (/� r r- � � � r �� r � � � •r = �--� � � � U U �^ I � C Q r-- �C O � � lD lD l.C) M � N O LL') l0 �- M Lf� t.t") O M � p1 ^ r +� +-� I..L � LC� O O l0 O� Ln O N 61 O Ol Ol I� Ol L[� l.C) �t' r W O N U') r M Ln N 1..[) N N Ln r L.f)r M M r- � r-- J U •r •`� C� � 2 � 1--- Q1 � 3 E^ � • t0 J � � � � O O � O r- O r-� N I� lp� r O N � Ol r r I� Q1 r- r l0 lf) L.(') �- � 3 N • N r- M r- r-- O �l CO 0� Ol� I� N 1� C �i--� �O �O l0 l0 tD l0 �Y) t_C� lC� l0 l0 l0 l0 Lf� � Q 3 t�. t.c) �n �n i.n �n � �n �n � t.[)�n t.C) �n �n c o� •r • Q �--� � r � • r - X W � J O � � Or- O ,- N O�O � Ol O W +-� � � Lf') O G�' ln r-r I� Ol 1� Ql C1' Ol O � W S. L N � M r rOQI � OlCO O� lD • Z N a--/ l0 l0 l0 l0 l0 l� tI') 11') l0 l0 �O l0 � � N d-� LC') LC) l.C) lf7 LL') LC') L.C) Lf) LC7 LA � l.C) Lf) � i--i �� ',� •r J il � � t� l0 !_f) � M N r O f� C� I� lp Ln � M r-• N r-- O r (+7 L O N NNNNNNN Nr rr- r- r-rr- r MM M r r Q7 �-- I I I I 1 I 1 I I 1 1 I 1 I 1 I I I I 1 1 1 � W W W W W W W W W W W W W W W W W W W W W � Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z J � Z � • a1 O� I� lD Ln '�' M N r O Ol CO 1� lp ln �' M M N r N r S � N NNNNNNN NN rr r rr-r-- r MM M r r- • O 1 I I I I I I I I I I 1 1 I 1 1 1 I I I 1 1 � � � W W W W W W W W W W W W W W W W W W W W W W 1..� Z ZZZZZZZ ZZ ZZ Z ZZZ Z ZZ Z Z Z � A-18 � F REESE AND NICHOLS�iNC f f � ��._.� �.,� � � � }�i� r •r N r- r r- M CO 1� 1� M N � U N N N O � LL') Lf') O N I.L O 4- • • • • �-� MMM N NNN NN N � � 3 0 r- � � � �^ . . . . . . . . . •rp MMMM 1� 00 MM � UC3 lfll�l� O NMM Or •r d� r r-�� r r- r r r � � �" . U i � •r • • L �--� U U C..) U U U � . . 1 +� U »» » � � � � +� •r- MMMMM MM R3 1. •r I� I� I�I� I� I� I� � � J- � Ol Ql Ol Ql Ol 61 al �� m rrrr r- rr� Q� .�� •r � d �C C ONNN N NNNlO NN �� •r F-I r r r r r r r r r- r � Q`� d� • O 00 O O N N O �t Oo\° � 1_C) L27117 N MMM NN r�� • ( (n L.L O 00 O O O O O O l 2 N U ��"� � � . � O +-� in �n O rn M O tn i..C� op �-- +> �--� L.L N N lP Ql I� Ql M r- �' d' tn � u� M cf d' N M � N t.C) •r • � � 2 r �_ � �^ • t� J S 4J tn lD r-I� � t.C) O CO O O � • L � crNOl M r-- plr GtM � cn � N 01 pl l0 �h M OJ CO a--� C � dl Ql� CO �l 6l Q1 � � ¢ 3 LL. �n �n i.n �n � � �n �n � o� . o > a� � � w � � o �� om .- o � N O ch N 61 r dl r M Cf' S.. i � l0 �t N � lD d' M dl CO � � +� • � 6l d� CO Ql 01 Ol CO 00 > V1 �1--� t.f) L!')lf� l� 1� t� L.f) LC) LI') .,�.�:.x„. � Q LL �--+ �� '� � �aw � � p O Ql 00 I� N lP � M N r O � � � r I 1 1 I 1 I I 1 I rl � W W W W W W W W W W O � Ol � � Z Z Z Z Z Z Z Z Z W I � Q Z � MOOlCOI� l0 Lf� � M Nr- r- 2 `�C r-r � . p I I 1 I I 1 1 I 1 I I � � � �.. (n W W W W W W W W W W f- L�. JZZZ Z ZZZZ ZZ ; A-19 � � FREESE AND NICNOLS,�iNC 1 r'-= � nr�w i � r i-�� r •r cn � O � Ol Q� MMM O� COO� � COCO LC') I� � U d' N1..C) r-� r- r �r G�' � �' �' � Gt1001 L� O 4- . . . I '-'�� NNr N N NNN N NNNNN l0 � � � 4 � � •r 3 O � r LJ... �..�� ''"" � � COO 6� 61 � 0� � 10101DtOIO �D � N � U �3 LL� I� N � � 000 N NNNNNMl.1� � � . . . . . . . . . . . �� -�� O � O O � r �r- r rr � r � MN � c0 � � • . . . . . � U U V U U U U C) U U U U L > > > > > > > > > > > > � N � . . . . . . . . . . . . U +-� aaa aaa. aa � aa a � � N •r (O +-� i +-� • r � CO � � � �CS L •r I� 1�1� � � � } � Ol 01 Ol � � m r r r L � .r �� -C � � � M M � Olfl t0 Cp � NNN N NNNNNNN N � V •r �""� r r— r r r r— r- r-- r r- r r- r Q`i 4.1 � '�'� �-^ • • 000� • O O NNN O OOOOOLc) O N O \ � � L(� M N � � � N N N M M M M M M r N • � � N N� l.L l.L 000 LL 00 000 O OOOOONr- LL C O •r = � �--� Q� � �-- U U �� + � � � • � O � M CO I� M O O O O � M I� O � � O O O 4 d r-- rt3 O +-� O 1_C) � O M N N OJ CO O O Ol � O r- O l0 l.C) � N a--� +� V- 61 r- N r M M l0 l0 N lD L(7 l.[) lp M N M W O N _1 U •r L� n N � C� 0 S � � r � � � 3 E^ N • r0 J � � _ � N O r O �l I� M r--Ql 1� N O t� t.() I� ln I� N ' S- � d' lD t.I) I� cr L.C') N CO r- M ln Ol Ct' l0 01 O r0 � +-� . 3 N �1� 1� 1� I� l0 �A M M N O CO 1� Lf� I� �.C� +� � a--� �O lfl �D O O O 00 M M M N N N r-- r � Q O v L.C)�[') l.C) l0 lD l0 lD l� Lf� �Y) Lf7 LA Lf� Lf') L.C) Lf7 . � �--> > _ •r r- �� X W � J Ql N 00 O'1 I� M r- lp t� N O � Ln 1� LC') L�J rt3 (./) O N l0 O I� M t.!')N � r- M lf7 Ol Gt �p Ol +-� QJ � . . . . . . . (n L L Ol O� I� Ql � I� l0 � M M N O CO I� t_f) I� J �1 � ' �O�OlO 00 000 MMMMNNNr > vf +-� L.C�t.C) L!� CO l0 l0 l0 tD I_C) Ln 1..C) Ln Lf� ln ll') LC� - QJ � Q LL '. ... � � �� •r J �_ '� O r r-- M S- O r r 1� lD r M Gt M N r-r lp Ln � M N r O Ol �p � ~ � � � 1 r r r r r r- r- � � � N (n I I (/') � � I 1 I O 1 I I 1 I I I 1 W � J J C.'� C.�3 J C'� C'3 C.'� C� C!S W C'� C.7 CS C3 U' C.7 C.'3 C7 Z Z �l � '— N S E r-- CO I� l0 r- Ln d' M N r- f� lfl L.C) d' M N r O � • O 1 I I r- r r- r- r- r- r- r- I � �- (n N 1 1 1 (n I 1 1 I 1 I 1 I 1 I I 1 I (n 1..� J J C.'3 C7 C.3 J C3 U' C.'3 C.'3 C.7 C.7 C3 � C7 C.7 C3 C.'3 C.�3 J � A-20 F � FHEEse nrvo rvicnoi.s,:Nc �_ � � �' � r �^ _ � r cn NNNN NNN NNOr I..C) QllO �h LC')O IOMGYI� I� I.C) �' � � U 0000 OOOOMr-cY NI� Nr LC7r COIOd' IPI� CO L[� O � �`i NNNN NNNNNION IflMM � rM NNNN OO N � � � C� 3 O r � � �.1� � r � 10 10 10 10 1D101010N1�� OI � � M LnO lOMrM OQl I� N QJ U L7 NNNN NNNNL!') I�M 1� � � � MI� MMM Mr � L.C) Ol •r Q�i C C O O O O O O O O O O O O O O O O O O O O O O O d � � U � (n r .� � U U U � �„� ,� . . . N � � �i � i - Q1 tC �1--� a--� � • r NNNNNNNNN r- NN � U rtS L •r� Ln Ln LA L(7 ln Lt7 Lf� LL� L.C) l!� lD l.0 . !!3 � � Ql Ql Ql 61 Ol Ql 61 Ol al Ql Ol Ol � � p7 � r- rrr rrr- r r r r b � � .�� (,J •r• � • y�, � rC3 � �' l0 l� lD l� l0 l.fl lD l0 � l0 l0 l0 l� l0 l0 �� lD lD l0 l0 lp � OJ O� � � �v . � N QJ � • OOOOOOOOIS) Lnr QIIOOr- 00 OLAMrl� lO � 00 (n O o\� � �n �n �n�n t.c"> �n u'� �n � �n t� t� r� M O N� O � t� � O O tt� M � C Nv L�. O O 00 O O O O O �O � r .- N 00 r O O O O O O r O •r r i-� � U 2 1 41 � • � Q r U�^ r-� C W O �C O a--� O COOrl.O MOtS) I� � M� Olcl- 06� r� I� �DQ� lON lD � l0 J U +� +� L.L O I� r 00 M N O M al lfl LA l0 r- 1� � O l.C)O� cY O O r O r N Ql p] N � 1� N N N r M � M M r I� LC� 1�t.C) �' M � N r ¢ � .� . F-- � �S t � . i � L �--1 �r� N • rC J c6 = � c/') N0101N 001 � 0 � �� d' t� � M �O � �n � �n00� � O 3 • S.. � Ql � d'OOI� � Q1Lf') � �'� OIO� N O lfl0 Ln0� 01 � f� l0 MM � � }.� • . . . . . . . . . . . . . . . . . . . . . . . . . p� N 101.f) cYM MNrOlI� 1.C)N r-- OONN CO� Q1l� MMMM CO � � {..> � .{--� MMMM MMMNNNN Nr-- r-- O rr- 000000 00 •r Q 3 I� l0 tD t0 lfl t0 l0 lp lD t0 t0 t0 �O l� �O lD lfl�O l� t0 l0 l0 l0 l0 l0 lfl +� O� N •� •r � X Q) -- w W � J MNQl01 NOQIO� O � d' � � t� �1' LC�� O �A � � I..C) O Ql O [�p r� tn MQ� COch � I� r- Ol �c) COch � � � N r-l0 O � OIQ� � n � O � � � � � L L Oplptl7� MMNr �1t� LC') Nr- OON O� �' Q1lOMMM � I� � va--� MMMM MMMMNNN NNr- Nr- r00000 00 p�w�s •r > tn i-� lfl l0 lfl l0 l0 lfl lfl l0 lfl l0 l0 l0 l0 lD l0 lfl l0 l0 l0 l� lD lD lD l0 l0 J C Q LL '--� ��--� � � L O MNr001 � I� IDL(701C01� 101(� � 1� MN �y- MNr000 OQl vE-- NNNNr-- r- r-r- r- NNN NNN �.- MMMMM r- � I I I I I 1 I I I I I I I 1 1 I I I 1 1 I 1 1 I 1 1 � m m m m m O� m m m m m m m m m m m m m m m m m m m m 7 Z _ � 1� M N r O Ol CO I� l0 � 01� n l0 l.f) �' ct M N Gt M N � O r- O . p I NNNN r- r-r--- � rNN NNNN rr- r- MM MMM r � � L N 1 I I 1 I 1 1 I 1 I I 1 1 I I I I I I I 1 I 1 1 1 I..L JCOmmCL] mCOCOmC'� 07C0 mmC� Cfl COm C� mmO� C� CO 07m � A-21 , � FREESE AND NICHOLS,INC 1 r- � � � � r i-�� r- •r v) 1� ln lfl l0 l0 l0 l0 l0 O � U r r- C►- MMM MM00 � l.� O 4- . . . . . . . . . �-- M M M MMMMMM N C � •r 3 0 � � � •r� N r- CO CO � � � CO M N U C!3 I� I� I� r r r r r Ql �E . . . . . . 'r' fl-�� r- r r r- � r d � U � � •r � � U U U U U U U U U a--� > > > > > > > > > � � rt3 a--� � +-� •r N N N NNNNNN �C �-•r l0 l� l0 l0 l0 lD lD lfl l0 � � �- � Ol Ol Ol 61 Ol Ol al Ql Ol C� r- r r r- rr � rr � .�� •r � � d t0 � CO � OO OOOOON � '�"'�--� r r- r r r- r � Q) Ol �r� � N O 000000 � O o\� � � O I� I�I� I� I� I� cn O O r-- 000000 _ � � • U �� C M r O M O Ol r- O O �C O +� 1� O � �0001 � O � a--� �1--�l.� N �' � �M � � � N � •r • ( � � � �� . �, � � 2 QJ(./) Q1 M M O O �O O O l0 • S- � l0 O l0 ON1� lflrM � N M N I� M O I� �t �— t� +-� C +� O O Ol 01 O� CO � � I� Q 3� � �o �n �n �n �n �n �n � � o . p > 4J r W � J O � M � O O t0 O M rt'S N M �D O N O N I� tp Q� � i-� �� . . . . . . . . S.. i �' M N IOMOI� ctO 41 �--� O O 061Q1Q� C� o� p� > cn a--� l0 tD l0 Ln LA Ln Ln 1.f) l.f) � C d Ll- I � f--� �� i� C � O U � i O � ^ l0 Lf� � MNr-- � � � �--- 1 I i r � I 1 I 1 . I 1 I I (n r � CO 07 �] C� C� m 07 07 J t i 1 � Q Z I � r = � Ol CO f� IOLn � MNr-- I II � • O � � L I I 1 I I I 1 I I �, h-' L.L cO c0 m c0 m m c� m m � f �� A-22 i i � FREESE AND NI(:MOlS, iNC r� � � r �^ r•r N Ol Ql Ol Ol �l �p O N Ol Ol dl lp O Ol al Ol 61 Ol M M M al lD � (> r r r r- r � N O r- r r CO CO r r r r r r� r CD lp � I..� O � . . . . . . . . . . . . . . . . . . . . . . . r�i NNNNNMIC)l.C) NNN � IOID NNN NNN N MM 4J �� •r 3 � o r L.L a--�� •r � dl Ol 61 al �l � I�M Ql Ol Ol O Ol O Ol �l Ol Ql 00 CO OJ � M N U C� d' � � � � I� rr Gf' d" Gtr- �� ' Cf' � �� C� O� t� � . . . . . . . . •r Q�.i OOOOOOr� OOOr- �r- 000 Or-� r 00 � d � U . . . . . . . . . . . . . . . . . . � UUUUUC..> UU UUUU c.,)U UUU U � . . . . . . . . . . � V1 L > > > > > > �> > > > > >� > > > > C�C.> C.� •r �1-� ddda. dddd dadd a.� d � � a. » > i-� � N � •r L b � � � �1--� • r � r r r r-� r r r-r-r r r-r r r r f�I� I� +� (C i •r 00 � W CO I� � O�QM CO CO O� 00 CO� � CO CO CO I�I� I� U � � 61 Ql Ql Ol al Ol Ol Ol Ql Ol pl Ol Ol Ql Ol Ol Ol Ql Ql Ol dl � (� • [Q r r r r- r r- r r r r r- r- r r r �r r- r r- r $-. Q� � � •r � j U d rC3 C W � 0� 0000 � WO� OO � � CO COCO COOJCO O� NN N � � 1 r ►'� r r- r- � o� � � � N �� OOOOOOl00 OOOI� �t0000 ONN N lON � O o\° cr �tCt � �' ONr d- � � al lpN d- Cf' Gt � NN N N � N Cn `� O O O O O r N N O O O r MM O O O O 00 O r r- C O N •r r- +-� 2 � 1 U N •^ Q � U r C W r- rtS O +-� IOI� L� d" � � �OONNN OO � NO MIOCOf� Lf7M J O a--� +� lL CONMI� NIOOCOrIDID O IC�OIDMO NNQ1C?' MM m U ln �� N � G� � �' MM � MMMM �M r � LA r � r--- lp ¢ •r . .. � f- i �S � � E � � E� � � • � J . . . . . . . . . . . . . . . . . . . . . . . cn 2 N (n � � OOI� OI.C) � rN00 Or- �t00 OIOM �O � O rL3 • S. � � O N N N ti') r-N 01 r-- O I� r-Ct �p � I� L.C) O O� � t.C) O �- 3 � N • M N O OJ lfl N �f7 tI� M M 1� � 0 0 Q� I� t.[) � �� M � Cp .� C +� M MMN NNrO00al Ol rOOlplQl alQ1Ql Ol Odl c Q 3 � to � t0 �O tD tD �D�O �O to in �n to� �n �n i.n �n �n�n �n t0 �n •r �� -1-� •p N � - X � W W � J N �ALf� 001fl00 � N O OOr-- ct0 O ��OM ct01 r� (n O I� Ql r- �r- ct'� r- Op O Ol t.C)O M t.f) I� lfl M O Cp � O � U +-� QJ E . . . . . . . . . . . . . . . . . . . . . . . L � Lf) M r- O CO l0 N Lf') L!') M M l0 lD O O 61 1� l.C) Ln LS7 � 01 t.1') . � � }� MMMMNNNT- 00001 N� 06101 QIOlQl01 r0 C > N +-� lD lD lfl l0 lD lD l0 l0 l0 lO l� LA lD l0 l0 Ln lS) Ln Lf')I..C) LL� l0 l0 •r C d LL J �-+�� 1 �_ 1- O NrOOl � t� IDL(� C}' MNlO 001 � I� ID L!') �M O r0 ��-- M MMN NNNN NNNr Nr rrr- rr-r- r rr � I I I I I 1 I I I 1 I I 1 I 1 I . I 1 1 1 I 1 1 i � UUUUUC� UUUUUU UU UUU UUC.� C� UU � -- Z � _ � MNr- OO1 � I� lD L.C) �M N r-001 � 1� lDL!')� M Nr . p MMMM NNNNNNN N NNrr- r- rr--rr- r-- r � L 1 1 1 I 1 1 I I I I 1 I 1 1 I I I 1 I 1 1 I 1 L1.. UUUUUUC� UUUU U UUUUU UUUU UU � A-23 � FHEESE AND NICMOLS�iNC I � � � r i-� r •r N lfl l0 lp CQ O O I� I� I� N O O Ol O M LC') � Ol 1_C) L,n 1.t7 � U Old1Ql L!') r- r N NN �N d' rr- r- � CQ LAMMM I.i p w . . . . . . . . . . . . . . . . . . . . . r`� rr� L.C) MM NNNION �' NML!') N N � NNN � � C � •r 3 0 � � �^ •� � �t' �Y d- �D O O O O O l0 00 �c") 01 O LC) LC7 �1 r-- I� I� 1� N U C.�3 G1' �� N f� I� O� � � r-I� ln d' I� r LL7 N � CO CO CO rt3 � . . . . . . . •r Q�i O 00 r O O O O O N O r O O r- O N tD r r r a � � U �-- rtS .� . . , . . . . . . . . . . . . . . . . . . . . . . � L U U U U U U U U U U U U U U U U U U U U U U U U U QJ � > > > > > > >> > > > > > >> > > > > > > > > > > � � �6 a--� � +� •� 000 O � �h 0000000000 0000 O 0000 R� L •r I� I�I� I� I� I� I�I� I� I� I� I� I� I�I� I� I� I� 1� I� I� 1� I� I� I� � �- � Ol Ol O1 O1 al Ql Ol Ol 01 Ol 61 Ql al 01 01 Ol Ql Ol Ol O� 01 Ql 01 Ol pl p] rrr r rr �r rrr- r-r- rr- r rrr-- r- r r- rrr- Q1 'r- E^ OJ CO� CO OJ CO O O O O O O CO CO � CO �n tf) �n is'� � � d f 6 C r r r r� r- r r- r r r •r ►-+ 0 � a� N N N O O O �i- O N N N N O O O O O O O t0 O O O Oo MMMlO COO� OOMMMMMN �T � N � M IONNN � (n�� 000 N 00 r- rO00N0 � OON O O NO00 S � � . U �^ C t6 O +� O N � O O O 1� t.[) cf I� CO I� N O N O� f� 01 � ,- LC� O N Ln O� +� +-� lL OCOl00 � N I� 101� ONI� NIOON �f- NIOID � L(') IpNM V1 Lt� �d' M I� r r Ln �f- N l0 LC7 L(� N � M M N M r-� N l� N � � � E^ • RS J S � Cn �- 0100 r OM101� 0� 001D MO00 O Of� N ct' � � LS� Ol lf') 1� r M N � Ql Ol O I� Ol f� r- O I� O O ct N l0 � .1-� . . . . . . . . . . . . . . . . . . . . . . _ u1 • N O Q1 a1 1� N O Ol 1� �r- O� O O� O CO t� M N r- O �i-� C �--� al Ql 0� � 1� 1� 1� t� lD l0 L1')L.C) � l.� l.() L17 CY' � d' � � � Q 3 � �n �n�n �n �n � �n i n �n �n �n�n �n �.n �n �n �n �n � �.n �n �n �� • � > � � W � J � � O� O l0 � OMlO1� C000 NMOO M 001� N rLYCn r- �dl L!� � rMN � a101N I� MI� r- O O 00 �' N � +-� Ql � . . . . . . . . . . . . . . . . . . . . . 5-. i d' N001 Q11� N0011�M r- N O � O C� I� MN N +-� O101� � � I� f� I� I� l� lOtf) � �D10 � � ct � �t � '� � N }-� L!') Lf7 LL') Ln LC') L..f) Lf') Lf') t.() L.f) L(')Ln l.[) t.[) LC7 Ln Lf7 L.C) l..C) LC') L.C) 1� c �� -� � _� � � c 0 U N r O I� � n l fl l f) � M N r O O l� l p Q 1 � 1� �p l n �}' M N r � L O MMM N NN NNNNNNNr--r- � � 1 1 I 1 I I 1 1 1 I 1 I 1 I 1 I 1 I I I I 1 I I 1 � � -� 3 3 3 3 3 3 . 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 t � t./) (n (/') c./) tn Cn t/)N (n N t/) Cn (n (/)(n Cn C/') c./) C/') tn Cn (n tn Cn (n Q Z QJ • MN� O al � I� lfl Lf') � MN � OQICO 001 � 1� lp LC') � MN r = � MMM M NN NN NNN NNNr r- r � • O I I I I I 1 I I I 1 I I 1 1 I I 1 1 I I 1 I 1 I 1 c� � s- 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 F- L�. (n c/') cn tn tn N (n tn N c/7 tn cn cn c./)tn N (/') (n cJ') c./) N c� t/') t/) tn j L A-28 t � FREESE AND NICMO�S�INC i ��_ �._� �. � � r �F->�� r •r (n � � � � � � � U a1 01 Oi al 61 O� ( � O 4- � r r- r r r r- �`i � � 3 O � � � 0 M M M M M M � .rC � � Ct' Ct ct �F' ct '� a-� 000 O 00 d � J U ! � r � •r � � � �--� � G � � � � � � � � � � � �e.�._�.,,. � S-. •r ^ ^ ^ ^ � � � 0 � � � � � � � � m r r r r r r � +w...-,.....r � r� C 00 CO � CO O� O� � •r �--� Q`i Q� fl-^ 000 O 00 O o M M M M M M IN� O O O O O O i _ v • � U �� OMO t� 1� t0 N M l D r r L n N � e--- r--- r- LC7 N r •r • t � � � �^ • rtS J � . S Q1 (n l.f) L.C) 1� f� Ql Lf') ` +-� � � � 01 � O� M N nnt0 O Q� � +� � a--� u7 t.[) tn t0 � � ¢ � ll l!') 1� LC') LL") 1� ln O� � • � > 4J r W � J r L n L n M I� N i-� � � cV CO �t O �t' � i- 5- r !� I� N O dl N +� • � Lc') LC� lD t� LI� ``.'..�...-„ � N i-� U� 1..f) Ln 11� I.f) lf� C �L.L � f--� �� C 4�,._9«� � t U lp L.f) GY N r J � � L O r- r- r r r-- • � �-'- 1 1 I I I O ' � -n 333 33 • � r-- E (n (r� (n (/) (n w � ¢ z 4J 1� l0 l.[) M N r � _ � r r r r r r- j � • O 1 1 I 1 I 1 I rt3 5" i- 333 3 33 F- V- N tn tn cn c/') N i � A-29 FREESE AND NICHOLS�INC �- � � � � r �--�� j r •r ln Q1M � � lOMN � t.C) M MM l0 COLC� 6l � r i � U MG� dI IpM �N 101� r- rr-- M NI� M �' N � O�- j r�� l.f) � Q� L(7MI� 10 L(7 �' N NN M � � L.C) NLl') Q1 C � •r � 3 O i +�'.�� p OI� IDOCOIOCT O � � �c") � � N � OtD � N •U C.'3 al Ol � O r I�r O l0 I� I� I� r dl lfl Ol N lD � � � •r Q�� r N M N r N N N r O O O r N � r r N d � U r- . . . . . ! rt3 UUUUUUU UUUUU 1 U 5_ > > > > > >> > > > > > •r � � �--� � d � d d d d � d � d d N � •r � 1 � � � � � � •r- � U rp i•r rp p } � L m � � � � � .� U •r � OOOOOOO OOO OO O OOON N d (CS C rrrrrrr rrrr � r rrrrr � •r H-I � 0�/ �--� � N � . . . . . . . . . . . . . . . . . Q� O O O O O 00 O O CO O� � O Ln O O O N (ti O o\� � � O O I� �� O � N N N I� N �f- Cp M M � r`i . C (/) r- �tLnNOMN Nr- OOO O �FrrOr O •r � � � • r U = 1 N � Q r U �� --� C W O R7 O +-� Mt.f) N 1D000 COMrMO O Ol� r- NO J C� +-� i-� LL. !� N r lfl t_C) O O � Ol Ll� Ol O O G� O Cf- Ol Ql � m N • MNNM �t �t.C) MMMNLf) �C') MM ct �Y Q S_ •r H- 4.1 0 S � +-� • � � 3 I � �^ c/� • rt3 J r0 2 NN �lall� t.c') 000 ctMM 00 O � �tON � 3 • S- � O r Lf') N r- r-r- M O� OO O l0 t.C) O I� CO r- lp �'L -1-> . . . N • rrOMOr-Ol r �AchcTN M Ql �' MNL(� � C -1-� C �1-� N r- O 01 Q1 I�t.c) �A �- ch �- �t N O O O O Ol 'r- Q 3 LL.. t0 l0 l0 L-C) l� L(')Lf� lC� L1� Lf� t_c� L� l0 �O t0 l� l0 Lf� +� O� .� � � X N w ,- .--� + W � J O 61 O� t� u") 00 O �- M M O O O � � O N I m (6 (n OO O r- 11') N r-r- r M Cp � O O lf) O 1_C) lfl r- J �--� � � i. i I� rr- OMOr OIr � � Ct' 1� MOlc1' MN � N N �--� • NNrOQl011� lnl_C) ct- �' � N NO000 C > VI i-� l� l0 lD l0 L() 11')L.C) Lf') l!� lf') tn Lf') l� l0 l0 l0 lp �p •r C Ll LL � J i--� �...� � Nr OOl � l�l0 Lnd' MNr c7' LnlDl� 0� 01 � � � r- r r r r� r r-.r- r � QJ f-- 1 I I I I 1 1 1 I I 1 I 1 I 1 I 1 I � m m m m m m m m m m m m m m m m m m � � JJ _1JJJ_J JJJ JJ J JJJJJ � Z � • MN � 0010�I� � � � MN M �tLnlOi� p� S � � r r- r- r r�r-r r- r , • p 1 I I 1 1 I 1 I I 1 1 I 1 I I I 1 I � S- mmCO mC� mm C� mm mC.n CD COC� C� mm li ___IJJJJJJ JJJJJ J JJJJJ I 1 A-30 ; iFREESE AND NICHOLS,INC r- ,�,_ � �. � r i-�-� � d1N NNOOOMM MMM � r-- •r N Ol O N N N O O O LC�l.C) t_C') Lf') Ln 7 U �-+- 04- �' ��t �td- ct �t �tMM MMM r--� � C � •r � 3 0 I�- +�-� � 010� O� � O10161MM MMM rp lOQ1N NNNNNrr- r- rr Q1U C7 • • • • • • . �C� t.C) N�l Ql Ol � � � lD l0 l0 l0 l0 � •r [Z`i r r r r r-r r r- r-� r r r d � U � N � U i. •r � � � N � •r � � � 4J 25 d-� �--� a--� U r6 i•r- r�7 p } � L m � � � � U •'- �'• O O lD l0 �O � �D t0 �D�D lD l0 l0 d r0 C M M M M M M M M M M M M M � r � �I �� i--� N � ( � L].�� t_c� �Y O O O CO � CO �t'�7' � �t �' � � O\ MNN N Nr-- � rrr r- rr � � N� O O O O O O O O O O O O O O •r 1� �--� • � r- U S 1 � � ¢ r U �� r C W O � O -1--� �t d'M r lD � �' L!7 N I� O O lD J U +-� +-�I.L � O OJ lD � M r-- Lf� M O� O Ol M � C� v7 •� O r Ln Lf) O r lf') � M l.f� l0 l0 lD Q L. •r F- � � = r- r�- r r r r r-r- r r--- r � � 3 � � �� N • rtS J r� S N tn O M t.C) M O t1� N O �-O tD 01 O 3 - S.. g ON � I� NOMIDIOd- '- I� �A � +-� . . . . . tn • Ln N Cp Ln � M O I� 1.1')M �- � lD C i-� C +� M M N N N N N r-- r- r- O O � •r Q 3LL. � �� t_C) � � �� +� O� � • � > •X N w � W � J �OOOM � C'70tf� N O� O �OQ� p7 �Cf (./) �O CO r- l0 M r O N l.C)l0 ct' r-- (� C� +� QJ� �`°^• L L O� �N � I� Ir M O I�LC7 M r- � � � +� • MMMNNNNNr-r- �-- r-- O C > tn �--� Lf') I..C)t.C) l.f� t.!') t.f) L.() Lf") t.C)lC� LL') L.f) Lf') � •r C dLL J �--� ��--� v�i�..� Nr- O Ol � 1� lpL(7ctM Nr � S.. O � r� � � f- 1 I I I 1 1 I I 1 1 I 1 C/� .f� 07 07 C� CD CD 07 m m Ct� CD m C� � m m m m m m m m m m m m � � Z I . MN'- OOIO� i� lpl!')d- MNr � _ � r- r-r r I . p 1 1 I 1 I I 1 I 1 I I 1 I � � � m m m m m m m m m m m m m lL m m m m m m m m m m m m m A-31 FREESE AND NiCMOlS�INC. r� �� I � �rrr I I III , y I I I � i � f APPENDIX B � , ; ' � , � � ; i II � II � I ; wr� � ' ' � �� - � � � � Table B-1 Analysis of Major Interceptors Under 1982 Conditions � Mai�hole _ Contributing Average Peaking Maximum Peak Industrial Peak Pipe Capa- X Excess Po�u�l--a-t�ion_� Dry-Day Factor Dry-Day I/I Allowance Design city Flow- Cap. Over �n-tr� o a Floa Rate Flow ing Full Design From To Point (MGD) Harman (MGD) (MGD) Ac.) (MGo) MGD MGO � NW-78 NW-77 259 255 0.02 4.10 0.08 0.02 0.10 1.16 91 NW-77 NW-76 259 U.02 4.10 0.08 U.02 0.10 0.55 82 NW-76 NW-75 259 0.02 4.10 0.08 0.02 0.10 2.33 96 NW-75 NW-71 259 0.02 4.10 0.08 0.02 0.10 0.49 80 NW-71 LS-1 255 0.02 4.10 0.08 0.02 0.10 1.22 92 � NW-70 LS-1 130 130 0.01 4.21 0.04 0.01 0.05 0.49 90 LS-1 NW-67 399 0.03 4.03 0.11 0.04 0.15 0.17(1) 12 N41-67 Nw-62 38A 777 0.06 3.87 0.21 0.07 0.28 0.49 43 ! NW-67 NW-61 777 0.06 3.87 O.21. 0.07 0.26 0.77 64 NW-61 NW-60 777 0.06 3.87 0.21 0.07 0.28 0.90 69 NW-60 NW-59 777 0.06 3.87 0.21 0.07 0.28 3.83 93 NW-59 NW-58 777 0.06 3.87 0.21 0.07 0.28 0.90 69 NW-58 NW-40 777 0.06 3.87 0.21 0.07 0.18 1.03 73 NW-49 LS-2 259 259 0.02 4.10 0.08 0.02 0.10 0.49 80 lS-2 NM-48 107 366 �0.63 4.04 0.10 0.03 0.13 0.52(1) 75 � NW-48 NW-42 0 366 0.03 4.04 0.10 0.03 0.13 1.52 91 NW-47 NW-45 259 259 U.02 4.10 0.08 0.02 0.10 0.49 80 Nw-a5 Nw-aa 259 0.02 a.ln 0.08 0.02 0.10 1.56 94 NW-44 NW-42 259 0.02 4.10 0.08 0.02 0.10 0.49 80 � NW-42 NW-41 675 0.04 3.92 0.17 0.06 0.23 1.49 85 NW-4] NY1-40 625 �.04 3.92 0.17 0.06 0.23 3.75 94 NW-40 NW-30 0 1,402 (1.10 3.70 0.37 0.13 0.50 1.67 70 Nw-lo Nw-29 1,402 0.10 3.70 0.37 0.13 0.50 1.62 69 I Nw-29 NW-25 1,4U2 0.10 3.10 0.37 0.13 0.50 1.67 70 � NW-25 NW-23 160 1,562 0.11 3.67 0.41 0.14 0.55 1.67 67 NW-73 NW-13 161 1,77_3 0.12 3.64 0.44 0.16 0.60 1.67 64 ( NW-21 NW-19 107 ]07 0.01 4.24 0.03 0.01 0.04 0.49 92 Nw-19 NW-lE 107 U.O1 4.24 0.03 0.01 0.04 1.56 97 Nw-18 Nw-17 107 O.nl a,2a 0.03 0.01 0.04 1.35 97 N41-17 NW-16 107 0.01 4.24 0.03 0.01 0.04 1.10 96 � NW-16 NW-!5 107 0.01 4.24 0.03 0.01 0.04 1.83 98 NW-15 NW-14 107 0.01 4.24 0.03 0.01 0.04 1.10 96 NW-14 NW-13 1U7 0.01 4.14 0.03 0.01 0.04 1.10 98 NW-13 NW-7 1,830 0.13 3.62 0.47 0.16 0.63� 1.67 62 I NW-12 Nw-7 869 859 0.05 3.84 0.24 0.08 0.32 0.78 59 �___..; + NW-7 lS-3 2,699 0.19 3.48 O.G7 0.24 0.91 1.67 46 i �5-3 Nw-5 0 2,699 0.19 3.48 0.67 0.24 0.91 0.72(1) -26 � NW-6 GC 2,699 0.15 3.48 0.67 0.24 0.91 2.30 60 GC NW-3 2,699 0.19 3.48 0.67 0.24 0.91 3.26 72 Nw-3 NW-2 2,699 0.19 3.48 0.G7 0.24 0.91 2.30 60 NW-2 GC 2,699 0.19 3.46 0.67 0.24 0.91 5.04 82 GC NW-1 2,599 0.19 3.48 0.67 0.24 0.91 2.80 68 � I � i � f i B-1 � � � { i Table B-3, Continued � Manhole Contributing Average Peakiny Maximum Peak Industrial Peak Pipe Capa- % Excess Po ulation Dry-Day Factor Dry-Day 1/I Allowance Design city Flow- Cap. Over ntry ota Flow Rate flow t�g full Design From To Point ___ (MGD) (Harman (MGO) (MGD) � MGp (MGD) (MGD) � f-6 F-2 856 856 U.09 3.84 0.33 0.05 0.38 0.49 22 F-2 F-1 856 0.09 3.84 0.33 0.05 0.38 0.51 25 F-1 LS-6 856 0.09 3.84 0.33 0.05 0.38 0.78 51 LS-6 hM1lTP 856 0.09 3.84 0.33 0.05 0.38 0.50(1) 24 � MO-52 WO-49 317 0.63 0.63 0.44 -43 WO-49 WO-47 31) 0.63 0.63 0.70 10 WO-47 WO-46 317 0.63 0.63 0.96 34 NO-46 WO-45 317 0.63 0.63 1.31 52 w0-45 WO-44 317 0.63 0.63 1.68 63 WO-34 WO-40 317 0.63 0.63 1.31 52 � WO-40 WO-58 256 256 U.03 4.11 0.11 0.02 317 0.63 0.76 0.50 -52 WO-58 WO-57 256 0.03 4.11 0.11 0.02 317 0.63 0.76 0.74 -3 w0-57 w0-56 256 0.03 a.11 0.11 0.02 317 0.63 0.76 0.51 -49 '� WO-56 w0-55 256 0.03 4.11 0.11 0.02 317 0.63 0.76 0.67 -13 WO-55 WO-54 256 0.03 4.11 0.11 0.02 317 0.63 0.16 1.02 25 � NO-54 WO-53 256 0.03 4.11 0.11 0.02 317 0.63 0.76 0.85 11 WO-39 WO-38 627 627 0.06 3.92 0.25 0.04 0.29 0.49 41 WO-38 WO-3f, 627 ' 0.06 3.92 0.25 0.04 0.29 1.36 79 WO-!6 WO-35 627 0.06 3.92 0.25 0.04 0.29 1.25 77 � WO-35 WO-2Z 627 0.06 3.92 0.25 0.04 0.29 0.49 41 WO-2? WO-21 527 0.06 3.92 0.25 0.04 0.29 0.65 55 WO-21 WO-60 627 0.06 3.92 0.25 0.04 0.29 1.83 84 w0-60 WO-59 627 0.06 3.92 0.25 0.04 0.29 0.89 67 WO-59 WD-53 627 0.06 3.92 0.25 0.04 0.29 0.63 54 � w0-53 w0-14 883 0.09 3.83 0.34 0.05 317 0.63 1.02 1.14 11 WO-20 w0-16 �i70 570 0.05 3.94 0.22 0.03 0.25 0.46 46 w0-16 WO-15 570 O.Ofi 3.94 0.22 0.03 0.25 1.44 83 WO-15 WO-14 57G 0.06 3.94 0.22 0.03 0.25 0.49 49 � WO-14 WO-5 635 2,088 0.21 3.57 0.75 0.13 317 0.63 1.51 2.05 26 _ Mr0-5 WO-1 7,088 0.21 3.57 0.75 0.13 317 0.63 1.51 2.29 34 LS-1 d-23 s'34 B34 O.OE 3.85 0.32 0.05 0.3) 0.12(1) -208 B-23 B-15 834 0.08 3.85 0.32 0.05 0.37 0.26 -42 � 8-15 B-29 834 1,668 0.1� 3.65 0.61 0.10 0.71 0.52 -37 R-29 B-2A 1,66H 0.17 3.65 0.61 0.10 0.71 0.77 B B-28 8-27 1,fi68 O.11 " 3.65 0.51 0.10 0.71 0.31 -129 8-27 8-26 1,668 0.17 3.65 0.61 U.10 0.71 0.79 IO i 8-26 8-25 1,668 0.17 3.65 0.61 0.10 0.71 0.48 -48 � 8-25 B-24 1,668 0.17 3.65 0.61 0.10 0.71 0.41 -73 � 8-24 B-1 1,668 0.17 3.65 0.61 D.10 0.71 0.53 -34 B-13 8-12 63 63 0.006 4.29 0.027 0.004 0.031 0.70 96 B-12 B-34 63 0.006 4.29 0.027 0.004 0.031 0.36 91 � 8-34 8-33 63 0,005 4.29 0.027 0.004 0.031 0.33 91 E-33 B-32 63 0.005 4.29 0,027 0.004 0.031 0.31 90 = A-32 8-31 63 �.006 4.29 0.027 0.004 0.031 0.33 91 8-31 8-30 63 0.006 4.29 0.027 0.004 0.031 0.10 69 �'. B-3G B-9 63 0.006 4.29 0.027 0.004 0.031 0.19 84 '' � I B-8 B-7 63 0.006 4.29 0.027 0.004 0.031 0.71 96 B-7 B-6 1,731 0.17 3.63 0.63 0.10 0.73 0.78 6 8-6 8-1 1,731 0 17 3.63 0.53 0.10 0.73 1.18 38 8-1 15-3 1,131 O.li 3.63 0.63 0.10 0.73 1.93 62 � � � B-14 r� � � 1 � lable B-3, Continued Manhole Contributing Average Peaking Maximum Peak Industrial . Peak Pipe Capa- % Excess � Do��ula�t��io_�n �ry-Day Factor Dry-Day I/I Allowance _ Design city Flow- Cap. Over ntry �tal Flow Rate flow ing Full Design �rom To Point (MGD) (Harman) M( GD) (MGD) Ac. (MGD) (MGD) (MGD) C-33 C-28 174 0.35 G.35 0.49 29 C-28 f,-27 174 0.35 0.35 0.78 55 C-27 C-26 174 0.35 0.35 1.17 70 C-26 C-25 174 0.35 0.35 1.13 69 C-25 C-22 174 0.35 0.35 0.49 29 C-22 C-16 174 0.35 0.35 1.10 68 C-16 f.-]5 174 0.35 0.35 0.49 29 � C-lu C-4 385 0.77 0.77 1.78 57 C-4 C-2 385 0.77 0.77 1.93 60 C-2 C-1 385 0.77 0.77 3.64 79 C-1 l5-A 3A5 0.77 0.77 7.28 89 � D-3 D-2 626 626 0.06 3.92 0.25 0.04 0.29 0.92 68 D-2 LS-6 626 0.06 3.92 0.25 0.04 0.29 0.84 65 E-7 f-5 46 0.09 0.09 0.45 80 E-5 E-4 46 0.09 0.09 0.75 88 �irrr+� E-4 LS-8 46 0.09 0.09 0.49 82 � lS-A EO-20 2,357 0.24 3.53 0.83 0.14 431 0.86 1.83 0.86(1) -113 EO-20 EO-17 2,357 0.24 3.53 0.83 0.14 431 0.86 1.83 2.42 24 EO-1' EO-14 2,357 �.24 3.53 0.83 0.14 431 0.86 1.83 2.82 35 � A-24 A-23 535 535 O.GS 3.96 D.21 0.03 0.24 0.59 59 A-'3 A-22 535 0.05 3.96 0.21 0.03 0.24 0.52 54 A-22 A-21 535 0.05 3.96 0.21 0.03 0.24 0.61 61 A-?1 A-20 535 0.05 3.96 0.21 0.03 0.24 1.10 78 A-20 A-19 535 0.05 3.96 U.21 0.03 0.24 1.04 77 � A-19 A-18 535 O.US 3.96 0.21 0.03 0.24 0.69 65 A-]8 A-17 535 0.05 3.96 0.21 0.03 0.24 0.61 61 A-17 EO-14 535 0.05 3.96 0.21 0.03 0.24 1.68 86 EO-14 EO-13 504 3,396 0.34 3.40 1.15 0.20 431 0.86 2.21 1.73 -28 � LS-9 LS-10 102 102 0.01 4.24 0.04 0.01 0.05 0.07(1) 29 LS-10 LS-11 102 0.01 4.24 0.04 0.01 0.05 0.32(1) 84 �-g �-7 151 0.30 0.30 0.55 45 � G-7 G-6 151 0.30 0.30 0.78 62 G-6 LS-11 151 0.30 0.30 0.20 -50 LS 11 G-3 102 0.01 4.24 0.04 0.01' 151 0.30 0.35 0.14(1) -150 G-5 G-3 69? 592 0.07 3.90 0.27 0.04 0.31 0.49 37 � G-3 EO-13 794 0.06 3.86 0.3! 0.05 151 0.30 0.66 1.08 39 EO-13 EO-11 4,190 0.42 3.32 1.39 0.25 582 1.16 2.80 1.73 -62 EO-11 EO-10 4,190 0.42 3.32 1.39 0.25 582 1.16 2.80 5.60 50 � NF-29 NE-28 570 570 0.05 3.94 0.22 0.03 0.25 0.95 74 NE-28 NE-27 570 0.06 3.94 0.22 0.03 0.25 0.83 70 - NE-27 NE-26 570 0.06 3.94 0.22 0.03 0.25 0.55 55 NE-26 NE-25 570 0.06 3.94 0.22 0.03 0.25 0.30 17 NE-25 NE-74 570 0.06 3.94 0.22 0.03 0.25 0.46 46 NE-24 NE-23 570 0.06 3.94 0.22 0.03 0.25 0.90 72 � NE-?3 NE-20 G84 1,254 0.13 3.73 0.47 0.08 0.55 0.76 29 HE-20 NE-11 1,254 0.13 3.73 0.47 0.08 0.55 1.03 47 � � � B-15 � FREESE AND NICHOLS��N(:. � �_. � � � � � Table B-3, Continued Manhole Contributing Average Peaking Maximum Peak Industrial Peak Pipe Capa- % Excess � Population Dry-Day Factor Dry-Day I/I Allowance Design city Flow- Cap. Over Entry Total Flow Rate Flow ing Full Design From To P�int �GD) Harman 1MC� SMG�) Ac. (MGD) �MG� (MGp) NE-33 NE-30 570 570 0.06 3.94 0.22 0.03 0.25 0.60 58 � NE-30 NE-12 570 0.06 3.94 0.22 0.03 0.25 0.32 22 NE-12 NE-11 570 0.06 3.94 0.22 0.03 0.25 0.78 68 NE-11 LS-13 1,824 0.18 3.62 0.66 0.11 0.77 1.63 53 LS-13 NE-10 1,824 0.18 3.62 0.66 0.11 0.77 0.79(1) 3 � NE-10 NE-7 1,824 0.18 3.62 0.66 0.11 0.77 1.63 53 NF-7 NE-2 1,824 0.18 3.52 0.66 0.11 0.77 1.03 25 NE-6 NE-5 456 456 0.05 3.99 0.18 0.03 538 1.08 - 1.29 1.26 -2 NE-5 NE-3 456 0.05 3.99 0.18 0.03 538 1.08 1.29 1.30 1 NE-3 NE-2 456 0.05 3.99 0.18 0.03 538 1.08 1.29 0.37 -247 � NE-2 NE-1 2,280 0.23 3.54 0.81 0.14 538 1.08 2.03 1.03 -97 � � NE-1 EO-10 2,280 0.23 3.54 0.81 0.14 538 1.08 2.03 1.13 -gp � EO-10 EO-1 1,426 7,896 0.79 3.06 2.41 0.47 1,120 2.24 5.12 3.04 -68 ,Wwn1Y � SW-51 SN-50 4,650 4,650 0.47 3.27 1.52 0.23 1.75 1.78 p �w-50 SW-46 4,650 - 0.47 3.27 1.52 0.23 1.75 2.30 24 SW-46 SW-41 4,650 0.47 3.2) 1.52 0.23 1.75 2.64 34 � SW-40 SW-38 2,325 2,325 0.23 3.53 0.82 0.12 0.94 0.92 -Z �W-38 SW-37 2,375 0.23 3.53 0.82 0.12 0.94 1.04 10 SW-31 SW-36 2,325 0.i3 '3.53 0.82 0.12 0.94 0.43 -119 ;W-36 SW-52 2,325 0.23 3.53 0.82 0.12 0.94 1.56 40 SW-52 SW-5 2,325 0.23 3.53 0.82 0.12 0.94 2.54 63 � SW-35 SW-30 872 872 0.09 3.84 0.33 0.04 0.37 0.44 16 SW-30 SW-27 872 0.09 3.84 0.33 0.04 0.37 1.26 71 SW-27 SW-26 2,616 3,488 0.35 3.39 1.18 0.17 1.37 1.42 q SW-26 SW-25 3,488 0.35 3.39 1.18 0.17 1.37 1.42 4 SW-25 SW-24 3,488 0.35 3.39 1.18 0.17 1.37 1.42 4 � SW-24 SW-23 3,488 0.35 3.39 1.18 0.17 1.37 1.42 4 SN-23 SW-20 3,498 0.35 3.39 1.18 0.17 1.37 0.80 -71 iW-20 SW-19 3,488 0.35 3.39 1.18 0.17 1.37 2.16 37 ;W-19 SW-18 3,488 0.35 3.39 1.18 0.17 1.37 0.78 -76 ;N-18 SW-6 3,488 0.35 3.39 1.18 O.11 1.37 1.55 12 � SW-10 SW-9 1,163 1,163 0.12 3.76 0.44 0.06 0.50 0.49 -p �M-9 SW-8 1,163 0.12 3.76 0.44 0.06 0.50 0.70 29 �W-8 SW-7 1,163 0.12 3.76 0.44 0.06 0.50 1.16 57 �w-� SW-F 1,163 0.12 3.76 0.44 0.06 0.50 0.55 9 � SW-6 SW-5 4,651 0.47 3.27 1.52 0.23 1.75 2.29 24 ,w-5 Sw-4 6,976 0.70 3.11 2.17 0.35 2.52 6.81 63 ;w-4 SN-1 6,976 0.70 3.11 2.17 0.35 2.52 1.87 -35 � t.8-13 f.8-12 3,176 3,176 0.32 3.42 1.09 0.16 1.25 1.90 34 iB-12 LB-11 3,176 0.32 3.a2 1.n9 0.16 l.pg Z.g� 58 � t8-11 LB-10 3,176 0.32 3.42 1.09 0.16 1.25 3.16 60 L8-10 LB-9 3,17fi 0.32 3.42 1.09 0.16 1.25 2.00 3g ;: � !_D-9 L8-8 3,176 0.3? 3.42 1.09 0.16 1.25 1.18 -( �B-8 LB-7 3,176 0.32 3.42 1.07 0.16 1.25 2.76 55 8-1 LB-6 3,176 0.32 3.42 1.09 0.16 1.25 2.19 43 � i8-6 LB-5 3,176 0.32 3.42 1.09 0.16 1.25 2.00 3g R-5 LB-4 3,176 0.3? 3.42 1.09 0.16 1.25 1.68 2(; B-4 LB-1 3,175 0.32 3.42 1.09 0.16 1.25 0.75 -67 � � � � B-16 r � �REESE AND NICHOLS�INC { r= �- ( � Table B-3, Continued � ---- Manhule Contributing Average Peaking Maximum Peak Industrial Peak Pipe Cepa- X Excess �Population Dry-Day Factor Ory-Day I/I Allowance Design city Flow- Cap. Over � iCitry TtaT� Flow Rate Flow ing Full Design From To Doint (MGD) Harman) (M1�D) (►AGD) (Ac•) MGp (1�GD) MGD 1E-13 LB-14 1,361 1,361 0.14 3.71 0.50 0.07 0.57 1.18 52 � L8-14 LB-15 1,361 0.14 3.71 0.50 0.07 p,57 p.gy 80 LB-15 18-16 1,361 0.14 3.71 0.50 0.07 0.57 1.68 66 LB-15 LB-11 1,361 Q.14 3.71 0.50 0.07 0.57 1.90 70 LB-17 LB-18 1,361 0.14 3.71 0.50 0.07 0.57 1.26 55 LB-18 t.8-19 1,361 0.14 3.71 0.50 0.07 0.57 2.65 78 � RB-13 BB-12 14,802 1.48 2.7g 4,12 0.74 4.86 15.68 69 BB-12 BB-11 1�i,802 1.48 2.78 4.12 0.74 4.86 12.99 63 BB-ll BB-A 4,538 19,340 1.93 2.67 5.16 0.97 � 6.13 19.28 68 BB-2 86-7 19,34U 1.93 2.67 5.16 U.97 279 0.56 6.69 18.29 63 BB-7 66-5 1,900 21,2�0 2.12 2.63 5.58 1.06 279 0.56 7.20 18.29 61 RB-5 BB-4 150 21,390 2.14 2.62 5.61 1.07 594 1.19 7.87 16.13 51 �'"""'' BB-4 MS 4,435 25,825 2.58 2.54 6.56 1.29 594 1.19 9.04 16.13 44 (1) lift. Station Capacity � �_ � � � � �� iad,�r � � � B-17 � FREESE AND NICMOLS�ING � � � rrrr � �