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HomeMy WebLinkAbout6429 GALL BLVD (3) ✓ � i � � � � � Stormwater Calculations Walgreens Drug Store � U.S. 301 and Eiland Blvd. � Zephyrhills, Florida ;� � � , � � � � � Apri11999 � i ! i Prepared for: ' FOG Development, Inc. . ' 1745 W. Fletcher Ave. I ; Tampa, FL 33612 � � , � ' �I � Prepared by: � Sprinkle Consulting, Inc. I I 18115 U.S. Highway 41 - ! , , Suite 600 � Lutz, Florida 33549 � ' ; Bruce W. Landis, P.E., AICP � � � ' � � - , i 'I � , j I j � I � ' I � I ' I I � i ' , ! � � I � � I � ' � � I � I I � � � � I I � ' I i � ; _ ' I - I I � ���;`� � fl �999 t � ruc . Landis,-P.E., AIGP. _ '� � i rida Registration # 41968 . , I I I I , CadM/data/99/6001-99/6001-99drainage � � I I � T i BLE OF CONTENTS Introduction ` Figure 1, Vicinity Map Figure 2, Survey Figure 3, Pre-Development Plan � Figure 4, Site Plan Southwest Florida Water Management District � Water Quality Design City of�Zephyrhills , Pre-Development Post-Development , FDOT � ; Closed Basin Design , � Emergency Outfall Structure Design Appendix A � Mounding Analysis Appendix B , Hydrographs Appendix C , Critical Storm Data and Routing for FDOT �Non-Critical Event Routing Results I ' Appendix D � , �Geotechnical Report Appendix E (separate) ' �Site Construction Plans � I � _ ' I � ' ; I � CadM/iiata/99/6001-99/6001-99drainage i � � ' i I � i INTRODUCTION , � Tl�e planned development will take place on a 2.86+ acre site located on the southwest ' corner of Eiland Blvd. a.k.a CR 54 and U.S. 301 in Ze h rhills see Fi ure ( ) p y ( g 1, vicinity , map). The property is presently occupied by numerous retail/commercial stores and two residences (see Figure 2, reduced-size survey). Currently the site's runoff primarily drains � to the north and ultimately to an off-site, closed stormwater basin north of Eiland Blvd. The exi sting drainage patterns will be maintained with the proposed project, and the , ultimate outfall will remain the same (see Figure 3, Pre-Development Plan). The sformwater accommodation for the redevelopment will be provided by the proposed joint- � use stormwater facility on the south portion of the site (see Figure 4, reduced-size site plan) which will serve the City of Zephyrhills' re-aligned Hoover Rd. and the project. , , The proposed development will consist of a 15,880+ s.f. Walgreens with associated , parking and landscaping improvements. The existing Hoover Road will be realigned and its runoff will be accommodated in the proposed joint-use stormwater facility. The 1 stormwater runoff for the project drainage area will be collected in an on-site stormwater system and then routed to the joint-use stormwater facility. From the joint-use ' stormwater facility, the runoff will be conveyed through an outfall structure to an existing pipe which crosses Eiland Blvd. to the existing FDOT stormwater basin. The offsite , drainage area's runoff will be conveyed via swales and/or on-site conveyance to the existing FDOT basin/outfall. ' I This report documents that the proposed stormwater system for the Walgreens ' development will comply with the jurisdictional requirements of the Southwest Florida Water Management District, City of Zephyrhills, and the Florida Department of �i � , r Transportation (FDOT). A geotechnical report is provided in Appendix D. 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' .�r.r il '0' o o � � � 0 I�� I i 1�r..,` "� � " t� �` I 9`� I v � � n-,u�.r�xw�lw,.�� iil 4 0 �ii i � ,� � T,..�'.• � � i � ��� �.�-,�,�.��. �o.�.. �o.. ��i 4 � � q� ��I 4 n � � _ � _ —ys �--� UN�20NING�M�aa� I � tt � .d � n-wup.a r� umu,�omr000). �lil �� � I �a S � � � r�•-re��,.na�-to�.p,s•oeco.. -- iil I � � 'SP J R �I � i i �.. , I I I 1iooVER x� re�ilpn� � � �+ir��"wu-�x -- v�� li � � '�° 4_ — — �----�----� � � � N �.,� —„r �— uwo use-ca,�u�au. i � . Maa(w a�we7.iw ZON�NC C2 � i hw Yftlyatlon,Odt,md PlmNny Rapdromanb �,�!��)� t 9d.dm� � . . • CREDITS: RECUIREA1EN75: Per Tree YY� �������� . AIITIGATION� pgn f`iedii yp, Cr�dit• No.of 1-1/2'equlvalent Vees to be mltigated� 142 S yd.21'M.r 20'pr.,!W,T O.0 Trees!e be AIIlleoted �_�.. �Q _ _ Tf00 CfOdIW a -22 � —�— im barfoed�(�ddd m NM E) 31'oak 29'-31' 9 - - TrNa r� u(nd for Off-Strat Park(n M�¢ �— 2Y oak 25�-28' 8 1 8 9 9 35'odc 2Y-24' 7 - - 1 tn�/400 RL InGrlor Iandxaping x 2,7�7 af.� +7 26'odc 18�'21� 8 - Totd(1-1/2') tr�ea rpuind� 137 Chedced:0.W.L y5'odc 15'-1Y 8 1 5 paenr+_mcF ccxun 3,�•o� 12'-14' 4 1 4 (127 U�w,or t9f eautvdent xd�eel Seala 1'�30' o uYc 35'camphor 8'-11' 3 1 3 Dw' 1�1-p cm � o o M m qa on 4.5'-7' 2 1 2 PRONOm: Jab No: 6001- u �W� (142�halait 1-1/2"trw) <o.5'T-flT r� - 3� µtrHs O 4'DBH/tree� 176' Sheet a +N�a nw 10 troes O 1-7/2'DBH/tr�a� 15' �h'c--r�r wc-- X 0/M�M M b M�ow1 _ _ _ _ _ �• ---" '" _"_ -- �} $fIBl�i r r � r r � �■ � ■■r � � ■� � � � � � � � � � � , SOUTHWEST FLORIDA WATER MANAGEMENT DISTRICT , , � . - WATER QUALITY DESIGN � For thi� project, the Southwest Florida Water Management District requires the faccommodation of the first half inch of rainfall with recovery in less than or equal to 36 hours.; The following information shows that the proposed stormwater system detailed in � the site construction plans will comply with these requirements. � � ihe proposed stormwater facility will have a top of bank at elevation 91.5 feet with 4:1 side sli pes to the bottom of the facility at elevation 84.5 feet. The following calculations ` show that the half inch volume is stored in the proposed stormwater facility below an I elevation of 86.0 feet: ' Project Drainage Area = 140,992' sf I 140,992 sf x 0.5 inch x 12 inches = 5,875 cf ' '� foot St i rmwater Facility Area at 84.5 ft = 3,909 sf � Stormwater Facility Area at 86.0 ft = 5,563 sf Stormwater Facility Volume between EI. 84.5 and 86.0: � Volume = �3,909 sf + 5,563 sf1 x (86.0-84.5)= 7,104 cf ' 2 The half inch volume is recovered by percolation in less than 36 hours as can be seen in , � the m�I unding analysis in Appendix A. For example, the mounding analysis shows that after ine hour 22,139 cubic feet of runoff have been recovered by percolation, which is ' ' great i r than required15,875 cubic feet. The routing and mounding calculations were performed using the Basin Runoff Networking computer program developed by Mr. , James J. Boyd. (Hydrographs are included in Appendix B and the routing analysis is in i Appendix C). � i � , '�'The offsite drainage area's runoff will be conveyed via swales and/or on-site conveyance pipes to the existing FDOT basin/outfall (see Figure 3, Pre-Development Plan). I � CadM/tlata/99/6001-99/6001-99drainage � � i i I � t � � � � � �ITYi OF ZEPHYRHILLS i � The Clity requires that the greater of the first half inch volume of rainfall or the difference between the site's pre- and post-development runoff volume for a 25 year storm event , with an intensity of 3.6 inches of rainfall in one hour be retained on-site. � i I � PRE-DEVELOPMENT The fillowing data was used to determine the pre-development runoff coefficient: � i oof - 18,000 sf � asphalt - 36,148 sf ' concrete - 5,358 sf � pervious - 81,486 sf i � Total: 140,992 sf ' C ure = 18,000 (0.95) x 36,148 (0.951 x 5,358 f 1.0) x 81,486 (0.2) = 0.52 ' � 140,992 The offsite drainage area's runoff will be conveyed via swales and/or on-site conveyance pipes to the existing FDOT basin/ outfall (see Figure 3, Pre- , ' Development Plan). � POST-DEVELOPMENT The fillowing data was used to determine the post-development runoff coefficient: � � i oof - 15,563 sf f sphalt - 61,833 sf � � i oncrete - 9,476 sf ; i tormwater facility— 13,833 sf ' pervious - 40,287 sf I Total: 140,992 sf _ � � C post = _i_5,563(0.95) x 61,833 (0.95) x 9,476(1.0) x 13,833(0.98) x 40 287(0.2) = 0.74 , 140,992 � I , CadM/data/99/6001-99/6001-99drainage � � � � ' I , � ' The re-develo ment h dro ra h for p I p y g p the 25 year, 1 hour storm event shows a runoff � volume of 0.51 Acre - feet and the post-development hydrograph for the 25 year, 1 hour � storm (see hydrographs in Appendix B) shows a runoff volume of 0.72 Acre —feet. The following calculations show that the difference of the runoff volumes for the pre- and post- � � ; development storm events are accommodated in the proposed stormwater facility: � , � !0.72 Ac-ft - 0.51 Ac-ft = 0.21 Ac-ft =9,148 cf (For this project the pre/post volume ;difference is greater than the half inch volume.) � ��I � The proposed stormwater facility will have a top of bank at elevation 91.5 feet with ; ;four to one side slopes to the bottom of the facility at elevation 84.5 feet. The � , volume difference is contained below an elevation of 86.5 feet as shown by the average end area method (calculation) below: ' � � � ;Facility Area at 84.5 ft = 3,909 sf i r Facility Area at 86.5 ft = 6,154 sf i �� Facility Volume between EI. 84.5 and 86.5 = ��� t (3,909 sf+ 6,154 sfl x (86.5— 84.5 ft) = 10,063 cf 2 �, � l'he volume difference is recovered b e c � y p r olation in less than 36 hours as can be seen in ' the mounding analysis in Appendix A. For example, the mounding analysis shows that � , after olne hour 22,139 cubic feet of runoff have been recovered by percolation, which is greater than required 9,148 cubic feet. �' � � � � ; '� � � ' � CadM/data/99/6001-99/6001-99drainage I I ' ' � I 'I [=LORIDA DEPARTMENT OF TRANSPORTATION (FDOT) � � The Walgreens site is in an area which outfalls into a closed basin. Accordingly, FDOT � has two requirements. First, the storage of the volume difference for the pre/post � development 100 year critical storm event must be provided. Half of the storage volume Imust be recovered in seven days and the total volume must be recovered within 30 days. Secondly, it is required that an emergency outfall is provided and that the post- � development peak discharge for the 100 year critical storm event be restricted to the 100 year pre-development peak discharge rate. The offsite drainage area's runoff will be � I convelyed via swales and/or on-site conveyance pipes to the existing FDOT basin/ outfall, I see Figure 3 - Pre-Development Plan. The following sections document that the ' propo'sed stormwater facility will comply with FDOT standards. � CLOSED BASIN DESIGN � � , The r i noff hydrographs for the pre- and post- development conditions show the amount of s tormwa ter runo ff, w hic h de termines t he pre/pos t vo lume di fference requirements. T he pre and post development hydrographs for the critical storm event (100 year, 10 day) are 1 ' focated in Appendix B (along with the 100 year 24 hour through the100 year 7 day � hydrographs - to show the critical event). The 100 year, 10 day pre development � hydrograph shows a runoff volume of 2.7 Acre-feet and the post development hydrograph , shows a runoff volume of 3.8 Acre-feet. � The f i Ilowing calculations show that the difference of the runoff volumes for the pre- and � j post i evelopment 100 year critical storm events are accommodated in the proposed � stormwater facility: ' 3.8 Ac-ft - 2.7 Ac-ft = 1.1 Ac-ft =47,916 cf , The proposed stormwater facility will have a top of bank at elevation 91.5 feet with , four to one side slopes to the bottom of the facility at elevation 84.5 feet. The volume difference is contained below an elevation of 90.5 feet as shown by the ; average end area method (calculation) below: ' ' CadM/,data/99/6001-99/6001-99drainage � ; �'� � i � ��Facility Area at 84.5 ft = 3,909 sf � Facility Area at 90.5 ft = 12,082 sf �Facility Volume between EI. 84.5 and 90.5 = � (3,909 sf + 12,082 sf) x (90.5 —84.5 ft) = 47,973 cf 2 The mounding analysis (see Appendix A) shows that the entire volume will be recovered. in less�than 30 days through percolation. For example, the mounding analysis shows that , after 2�06 hours (8.6 days) 47,957 cubic feet of runoff have been recovered by percolation, which 'is greater than required 47,916 cubic feet. , � "EMERGENCY" OUTFALL STRUCTURE tThe weir invert for the "emergency" outfall will be set at elevation 90.5 feet (above the required volume for storage of the 100 year critical event pre/post volume difference). � The pre-development discharge rate for the 100 storm event is calculated below using the rational method: � �Q = CIA I�' C pre = 0.52 (see previous section) � � I (for the 100 year storm event, w/Tc = 10 min.) = 9.5 inches per hour 'A = 140,992 sf= 3.24 Acres � � Q = 0.52x9.5x3.24 = 16.Ocfs ' � The routing for the critical storm event, which is the 100 year, 8 hour storm event (see Appe Idix C for routing analysis and additional routings for all events below and one event � above'the critical event , shows that the eak rate dischar ed from the ro osed ) p 9 P P � stormwater facility is 7.3 cfs with a maximum stage elevation of 90.8 feet (top of bank is 91.5 feet). This discharge rate is less than the maximum allowable 16.0 cfs. The outfall structure with the weir is shown in the site construction plans (Appendix E). , � , ' � CadM/tlata/99/6001-99/6001-99drainage I � I � � i ! APPENDIX A � ' , t � L t � � � I , t � � � � � � � '� I r � � � � ��� � , � r � _ � � � � � � CadM/data/99/6001-99/6001-99drainage I � ; � � � � � Mounding Analysis � 1 � E t � 1 �� � � � i � 1 ; 1 � � � 1 1 � � � � � CadM/data/99/6001-99/6001-99drainage � I � Project MOUNDING, Run of Mon Apr 19 11:20 :21 1999 (CONVERGED) � POND NODE I � �Elavatioa� Acreage � � 91.500� 0.318� I � 90.500� 0.2^7� � , � 89.500� 0.239� I 88.500� 0.204� � 87.500� 0.171� � 86.500� 0.141� � � 86.100� 0.130� � 85.500� 0.114� � 85.000� 0.102� I 84.500� 0.090I � i i i �Water El. 90.800� i i I ' I in£low/OutLlow et STORMwATBR BASIN Stege 81. at STOItMwATB&SASII7 CP9 TffitIIPDT Stage STAGH E1 9 91 ....•••• •••••••. CFS IN Peak H1 0.148 90.800 � 8 "'""' At 8otlr CFS OUT 90 0.000 � 8.118 89 6 � 5 88 4 B7 , 3 86 2 85 � 1 , �0 25 50 75 100 125 150 175 200 225 84 0 25 50 75 100 125 150 175 200 225 Time Duriag Stozm in Houra Time During Stozm ia 8oure tI Hour Local CFS Intake CPS Output CFS Hour Stage H1. CP Intake CP Output CF Storage � O.DO 0.000 0.000 8.118 0.00 90.800 0.0 49772.4 \'p1 vVl' � ' 1.00 0.000 0.000 4.182 1.00 88.781 0.0 2139. � '' 2.00 0.000 0.000 0.618 2.00 87.773 0.0 30781.1 18991.3 ���J, � ��, 3.00 0.000 0.148 0.000 3.00 87.669 267.0 31894.3 18145.1 f 4.00 O.D00 0.000 0.042 4.00 87.692 534.1 31969.7 18336.8 5.00 0.000 0.013 0.000 5.00 87.685 557.9 32045.0 18285.2 n�-1 r os+ �o 6.00 0.000 0.000 0.012 6 00 87.686 581.7 32066.7 18287.3 � �E '^ 7.00 0.000 0.000 0.003 7 00 87.682 SB1.7 32094.5 18259.6 � L��'�{JS. �1, 8.00 0.000 0.000 0.017 8.00 87.677 581.7 32131.6 18222.4 � il 9.00 0.000 0.000 0.024 9.00 87.669 581.7 32206 3 18147.7 r 10.00 0.000 0.000 0.023 10.00 87.658 581.7 32291.7 18062.3 � I � 11.00 0 000 0.000 0.029 11.00 87.645 581.7 32385.8 17968.2 12.00 0.000 0.000 0.036 12.00 87.632 581.7 32503.6 17850.4 �i 13.00 0.000 0.000 0.038 13.00 87.616 581.7 32638.4 17715.6 ' 14.00 0.000 0.000 0.037 14.00 87.599 581.7 32774 2 17579.9 , 15.00 0.000 0.000 0 037 15.00 87.582 581.7 32906.7 17447.3 � i 16.00 0.000 0.000 0.038 16.00 87.565 581.7 33042.0 17312.0 17.00 0.000 0.000 0.041 17.00 87.548 581.7 33185.7 17168.4 � 18.00 0.000 0.000 0.042 18.00 87.530 581.7 33335.7 17018.4 � 19.00 0.000 0.000 0.041 19.00 87.512 581.7 33485.1 16B69.0 20.00 0.000 0.000 0 039 20.00 87.492 581.7 33629.2 16724.0 21.00 0.000 0.000 0.038 21.00 87.471 581.7 �3768.0 16586.0 ' 22.00 0.000 0.000 0.038 �2.00 87.451 SB1.7 33905.3 16448.7 23.00 0.000 0.000 0.039 23.00 87.430 581.7 34043.5 16310.5 24.00 0.000 0.000 0.039 24.00 87.410 581.7 34182.4 16171.6 25.00 0.000 0.000 0.03B 25.00 87.390 581.7 34320.8 16033.2 I 26.00 0.000 0.000 0.038 26.00 87.371 581.7 34457.3 15896.7 � 27.00 0.000 0.000 0.037 27.00 87.351 581.7 34591.3 15762.7 i 28.00 0.000 0.000 0.036 2B 00 87.331 581.7 34722.9 15631.1 � 29.00 0.000 0.000 0.036 29.00 87.312 581 7 34852.7 15501.3 � 30.00 0.000 0.000 0.036 30.00 87.293 581.7 34981.2 15372.9 31.00 0.000 0.000 0.035 :1.00 87.274 581.7 35108 6 15245.5 32.00 0.000 0.000 0 035 32.00 87.256 581.7 35235.0 15119.0 33.00 0.000 0.000 0.035 33.00 87.237 581 7 35360.3 14993.8 � i 34.00 0.000 0 000 0.034 34.00 87.219 581.7 35484.3 14869.7 35.00 0.000 0.000 0.034 35 00 87.201 581.7 35607.0 14747.1 � 36.00 0 000 0.000 0.033 36.00 87.183 581.7 35728.2 14625.8 37.00 0 000 0.000 0.033 37.00 87.165 581.7 35848.2 14505.9 Report of MOUNDING Node #0, Page 1 of 3 � � � Project MOUNDING, Run of Mon Apr 19 11:20 :21 1999 (CONVERGED) Hour Lacel CFS Iatake CFS 6utput CFS Hour 3tage H1. CF Iatake CP Output CP Storege � 38.00 0.000 0.000 0.033 38.00 � 87.148 581.7 35966.8 14387.2 39.00 0.000 0.000 0.032 39.00 87.130 581.7 36084.4 14269.7 40.00 0.000 0.000 0.032 40.00 87.113 581.7 36200.8 14153.2 �1.00 0.000 0.000 0.032 41.00 87.096 581.7 36316.2 14037.8 42.00 0.000 0.000 0.032 42,00 87.079 581.7 36�f30.7 13923.3 43.00 0.000 0.000 0.031 43.00 87.063 581.7 36544.2 13809.8 ; 44.00 0.000 0.000 0.031 44.00 87.046 581.7 36656.8 13697.3 � ', 45.00 0.000 0.000 0.031 �5.00 87.030 581.7 36768.3 13585.7 46.00 0.000 0.000 0.031 46.00 87.013 581.7 36879.0 13475.0 47.00 0.000 0.000 0.030 47.00 86.997 581.7 36988.7 13365.� 48.00 0.000 0.000 0.030 48.00 86.981 581.7 37097.4 13256.6 i9.00 0.000 0.000 0.030 49.00 86.965 581.7 37405.3 13148.8 50.00 0.000 0.000 0.030 50.00 86.950 581.7 37312.2 13041.9 � 51.00 0.000 0.000 O.OS9 51.00 86.934 581.7 37�18.2 14935.8 52.00 0.000 0.000 0.029 52.00 86.919 581.7 37523.5 14830.5 53�.00 0.000 0.000 0.029 53.00 86.903 581.7 37627.9 12726.1 54.00 0.000 0.000 0.029 54.00 86.888 581.7 37731.5 12622.6 55.00 0.000 0.000 0.028 55.00 86.873 581.7 37834.3 12519.7 56.00 0.000 0.000 0.028 56.00 86.858 581.7 37936.3 12417.7 57.00 0.000 0.000 0.028 57.00 86.843 581.7 38037.6 12316.4 � 58.00 0.000 0.000 0.028 58.00 86.8]8 581.7 38138.1 12216.0 59.00 0.000 0.000 0.028 59.00 86.814 581.7 38237.7 12116.3 60.00 0.000 0.000 0.027 60.00 86.799 581.7 38336.6 12017.4 61.00 0.000 0.000 0.027 61.00 86.784 581.7 38�34.8 11919.2 62.00 0.000 0.000 0.027 62.00 86.770 581.7 38532.3 11821.8 63.00 0.000 0.000 0.027 63.00 86.756 581.7 38629.1 11725.0 64.00 0.000 0.000 0.027 64.00 86.7�2 561.7 38725.2 11628.8 � � 65.00 0.000 0.000 0.026 u5.00 86.728 SB1.7 38820.7 11533.4 � 66.00 0.000 0.000 0.026 66.00 86.714 581.7 38915.4 11438.6 'I 67.00 0.000 0.000 0.026 67.00 86.700 581.7 39009.6 11344.f 68.00 0.000 0.000 0.�26 68.00 86.686 581.7 39103.2 11250.9 � 69.00 0.000 0.000 0.026 69.00 86.672 581.7 39196.1 11157.9 �, 70.00 0.000 0.000 0.026 70.00 86.659 581.7 39288.4 11065.6 � 71.00 0.000 0.000 0.025 71.00 86.645 581.7 39380.1 10973.9 72.00 0.000 0.000 0.025 72.00 86.632 581.7 39471.2 10882.8 73.00 0.000 0.000 0.025 73.00 86.619 581.7 39561.8 10792.3 74.00 0.000 0.000 0.025 74.00 86.605 581.7 39651.7 10702.3 75.00 0.000 0.000 0.025 75.00 86.592 581.7 397�1.1 10613.0 76.00 0.000 0.000 0.025 76.00 86.579 581.7 39829.9 10524.1 77.00 0.000 0.000 0.024 77.00 86.566 581.7 39918.1 10435.9 � i ,� 78.00 0.000 0.000 0.024 78.00 86.553 581.7 40005.9 10348.2 79.00 0.000 0.000 0.024 79.00 86.540 581.7 40093.0 10261.0 80.00 0.000 0.000 0.024 80.00 86.528 581.7 40179.7 10174.3 81.00 0.000 0.000 0.024 81.00 86.515 581.7 40265.9 10088.1 82.00 0.000 0.000 0.024 82.00 86.502 581.7 40351.7 10002.4 83.00 0.000 0.000 0.023 83.00 86.488 581.7 40435.9 9918.1 84.00 0.000 0.000 0.023 84.00 86.474 581.7 40518.6 9835.6 � 85.00 0.000 0.000 0.023 85.00 86.460 581.7 40600.8 9753.2 86.00 0.000 0.000 0.073 86.00 86.�46 581.7 40682.5 9671.5 87.00 0.000 0.000 0.023 87.00 86.432 581.7 60763.8 9590.2 88.00 0.000 0.000 0.022 88.00 86.419 581.7 40844.7 9509.4 , 89.00 0.000 0.000 0.022 89.00 86.405 581.7 40925.1 9428.9 90.00 0.000 0.000 0.022 90.00 86.391 581.7 41005.1 9348.9 � 91.00 0.000 0.000 0.022 91.00 86.378 581.7 41084.7 9269.3 � 92.00 0.000 0.000 0.022 92.00 86.365 581.7 41163.9 9190.1 93.00 0.000 0.000 0.022 93.00 86.351 581.7 41242.7 9111.3 94.00 0.000 0.000 0.022 94.00 86.338 581.7 41321.2 9032.8 95.00 0.000 0.000 0.022 95.00 86.325 581.7 41399.3 8954.8 96.00 0.000 0.000 0.022 96.00 86.312 581.7 41476.9 8877.2 97.00 0.000 0.000 0.021 97.00 B6.Z99 581.7 41554.1 8800.0 98.00 0.000 0.000 0.021 98.00 86.285 581.7 41630.8 8723.2 � 99.00 0.000 0.000 0.021 99.00 86.473 581.7 41707.1 8646.9 100.0U 0.000 0.000 0.021 100.00 86.260 SB1.7 41783.0 8571.0 101.00 0.000 0.000 0.021 SO1.00 86.247 581.7 41858.4 8495.6 ; 102.00 0.000 0.000 0.021 102.00 86.234 581.7 41933.5 8420.5 � 103.00 0.000 0.000 0.021 103.00 86.222 581.7 42008.1 8345.9 , ' 104.00 0.000 0.000 0.021 104.00 86.209 581.7 4Y082.4 8271.6 1 ' 105.00 0.000 0.000 0.020 105.00 86.197 581.7 43156.3 8197.7 i 106.00 0.000 0.000 0.020 106.00 86.184 581.7 42229.8 8124.2 107.00 0.000 0.000 0.020 107.00 86.172 581.7 42302.9 8051.1 108.00 0.000 0.000 0.020 108.00 86.159 581.7 42375.6 7978.4 109.00 0.000 0.000 0.020 109.00 86.1�7 581.7 42448.0 7906.0 � 110.00 0.000 0.000 0.020 1i0.00 86.135 581.7 42520.0 7834.0 111.00 0.000 0.000 0.020 111.00 86.123 581.7 �2591.7 7762.4 � 112.00 0.000 0.000 0.020 112.00 86.111 581.7 42663.0 7691.1 113.00 0.000 0.000 0.]20 113.00 86.098 581.7 42733.8 7620.Y 114.00 0.000 0.000 0.019 114.00 86.085 581.7 42803.7 7550.4 115.00 0.000 0.000 0.019 115.00 86.072 581.7 4287Y.6 7481.4 116.00 0.000 0.000 0.019 116.00 86.059 581.7 47941.2 7412.8 117.00 0.000 0.000 0.019 117.00 86.046 581.7 43009.5 73�4.6 � � 118.00 0.000 0.000 0.019 118.00 86.034 581.7 43077.3 7276.7 , � 119.00 0.000 0.000 0.019 119.00 86.021 SB1.7 43144.9 7209.1 120.00 0.000 0.000 0.019 120.00 86.008 581.7 43212.2 7141.8 � 121.00 0.000 0.000 0.019 121.00 85.996 581.7 43279.2 7074.9 122.00 0.000 0.000 0.018 122.00 85.983 581.7 43345.8 7008.2 123.00 0.000 0.000 0.018 133.00 85.971 581.7 43412.2 6941.9 124.00 O.OUO 0.000 0.018 124.00 85.958 581.7 43478.2 6875.8 ' 125.00 0.000 0.000 0.018 125.00 85.946 581.7 -i3543.9 6810.1 , � 126.00 0.000 0.000 0.018 126.00 85.933 581.7 13609.3 6744.7 127.00 0.000 0.000 0.018 127.00 85.921 581.7 43674.4 6679.6 128.00 0.000 0.000 O.O1B 128.00 85.909 581.7 43739.1 6614.9 129.00 0.000 0.000 0.018 129.00 85.897 561.7 43803.6 6550.4 130.00 0.000 0.000 0.018 130.00 85_885 581.7 43867.7 6686.3 � 131.00 0.000 0.000 0.018 131.00 85.873 581.7 43931.5 6422.5 � 132.00 0.000 0.000 0.018 132.00 85.861 581.7 �3995.0 6359.0 � i I 133.00 0.000 0.000 0.018 133.00 85.849 581.7 44058.2 6295.9 134.00 0.000 0.000 0.017 13f.00 85.837 581.7 44121.0 6233.0 135.00 0.000 0.000 0.017 135.00 85.825 581.7 44183.6 6170.4 136.00 0.000 0.000 0.017 136.00 85.81� 581.7 452�6.0 6108.1 ' 137.00 0.000 0.000 0.017 137.00 85.802 581.7 4�308.0 6046.0 � 138.00 0.000 0.000 0.017 138.00 85.790 581.7 44369.7 5984.3 � 139.00 0.000 0.000 0.017 139.00 85.779 581.7 �4431.2 5922.9 140.00 0.000 0.000 0.017 140.00 85.767 581.7 �4492.4 5861.7 141.00 0.000 0.000 0.017 141.00 85.756 581.7 44553.3 5800.8 Report of MOIINDING Node #0, Page 2 of 3 � � � Project MOUNDING, Run of Mon Apr 19 11:20 :21 1999 (CONVERGED) Hour Local CPS Iateke CPS OutpuG CFS Hour Stage B1. CP Iatake CP Output CF S[orege � 142.00 0.000 0.000 0.017 142.00 85.744 581.7 44613.9 5740.2 143.00 0.000 0.000 0.017 143.00 85.733 581.7 44674.2 5679.8 144.00 0.000 0.000 0.017 144.00 85.722 581.7 44734.3 5619.7 1�5.00 0.000 0.000 0.017 145.00 85.710 581.7 44794.1 5559.9 ' 146.00 0.000 0.000 0.017 146.00 85.699 581.7 44853.7 5500.3 i 147.00 0.000 0.000 0.016 147.00 85.688 581.7 44913.0 5441.1 I 148.00 0.000 0.000 0.016 148.00 85.677 581.7 54972.0 5382.1 149.00 0.000 0.000 0.016 149.00 85.666 581.7 45030.7 5323.3 150.00 0.000 0.000 0.016 150.00 85.655 581.7 45089.3 5264.8 151.00 0.000 0.000 0.016 1�1.00 85.644 581.7 45147.5 5206.5 151.00 0.000 0.000 0.016 152.00 85.633 581.7 45205.5 5148.5 153.00 0.000 0.000 0.016 153.00 85.622 581.7 45263.3 5090.7 154.00 0.000 0.000 0.016 154.00 85.611 581.7 45340.8 5033.2 � 155.00 0.000 0.000 0.016 155.00 85.600 581.7 45378.1 4976.0 156.00 0.000 0.000 0.016 156.00 85.590 581.7 45435.1 4918.9 157.00 0.000 0.000 0.016 157.00 85.579 581.7 45491.9 4862.1 158.00 0.000 0.000 0.016 158.00 85.568 581.7 455�8.4 4805.6 159.00 0.000 0.000 0.016 159.00 85.558 581.7 4560�.7 4749.3 160.00 0.000 0.000 0.016 100.00 85.547 581.7 45660.8 4693.2 161.00 0.000 0.000 0.015 161.00 85.537 581.7 45716.7 �637.4 � 162.00 0.000 0.000 0.015 162.00 85.516 581.7 45772.3 �581.7 163.00 0.000 0.000 0.015 163.00 85.516 581.7 45827.7 4526.3 16�.00 0.000 0.000 0.015 164.00 85.505 581.7 45882.9 4471.1 165.00 0.000 0.000 0.015 165.00 85.494 581.7 45937.6 4416.5 166.00 0.000 0.000 0.015 166.00 85.483 581.7 45991.4 4362.7 , 167.00 0.000 0.000 0.015 167.00 85.475 581.7 160�4.6 4309.4 168.00 0.000 0.000 0.015 168.00 85.460 581.7 46097.7 �256.4 � 169.00 0.000 0.000 0.015 169.00 85.�49 581.7 46150.4 4203.6 170.00 0.000 0.000 0.015 170.00 85.438 581.7 16202.9 4151.1 171.00 0.000 0.000 0.015 171.00 85.427 581.7 46255.2 4098.8 172.00 0.000 0.000 0.014 172.00 85.416 581.7 46307.3 4046.7 � 173.00 0.000 0.000 0.014 173.00 85.405 581.7 46359.2 3994.8 � 174.00 0.000 0.000 0.014 174.00 85.394 SB1.7 46410.9 3943.1 175.00 0.000 0.000 0.014 175.00 85.383 581.7 46462.4 3891.6 �' 176.00 0.000 0.000 0.014 176.00 85.372 SB1.7 46513.7 3840.4 177.00 0.000 0.000 0.014 177.00 85.361 SB1.7 46564.7 3789.3 178.00 0.000 0.000 0.014 178.00 85.350 581.7 46615.5 3738.5 179.00 0.000 0.000 0.014 179.00 85.339 581.7 46666.1 3687.9 180.00 0.000 0.000 0.014 180.00 85.328 581.7 46716.6 3637.5 , 181.00 0.000 0.000 0.014 181.00 85.318 581.7 46766.8 3587.2 � , 162.00 0.000 0.000 0.014 182.00 85.307 581.7 46816.8 3537.3 i I 183.00 0.000 0.000 O.Ols 183.00 85.296 581.7 46866.5 3467.5 I 184.00 0.000 0.000 0.014 184.00 85.286 581.7 46916.1 3437.9 ' 185.00 0.000 0.000 0.014 185.00 85.275 581.7 46965.5 3388.6 � 186.00 0.000 0.000 0.014 186.00 85.265 581.7 67014.6 3339.4 187.00 0.000 0.000 0.014 187.00 85.254 581.7 47063.6 3290.4 188.00 0.000 0.000 0.014 188.00 85.2fi 581.7 47112.4 3241.7 � 189.00 0.000 0.000 0.013 189.00 85.Z34 581.7 47160.9 3193.1 190.00 0.000 0.000 0.013 190.00 85.233 581.7 47209.3 3144.8 191.00 0.000 0.000 0.013 191.00 85.213 581.7 47257.4 3096.6 192.00 0.000 0.000 0.013 192.00 85.203 581.7 47305.4 3048.7 ' 193.00 0.000 0.000 0.013 193.00 85.193 581.7 47353.2 3000.8 � 194.00 0.000 0.000 0.013 194.00 85.183 SB1.7 47400.8 2953.3 195.00 0.000 0.000 0.013 195.00 85.172 SB1.7 47i48.1 2905.9 196.00 0.000 0.000 0.013 1^6.00 85.162 581.7 47i95.3 2858.7 197.00 0.000 0.000 0.013 197.00 85.152 581.7 47542.3 7811.7 198.00 0.000 0.000 0.013 198.00 85.142 581.7 47589.2 2764.9 199.00 0.000 0.000 0.013 199.00 85.132 581.7 47635.8 2718.3 200.00 0.000 0.000 0.013 200.00 85.123 581.7 47682.2 2671.8 201.00 0.000 0.000 0.013 201.00 85.113 581.7 47728.5 2625.5 202.00 0.000 0.000 0.013 202.00 85.103 581.7 47774.6 2579.4 � 203.00 0.000 0.000 0.013 203.00 85.093 581.7 47820.5 2533.5 � ; 204.00 0.000 0.000 0.013 204.00 85.083 581.7 47866.2 2487.8 /y'� �D 305.00 0.000 0.000 0.013 2J5.00 85.074 581.7 47911.8 2442.2 �W y� � 1 406.00 0.000 0.000 0.013 g.�/d&S 206.00 85.064 581. 8 �O� ��4� �n,� 207.00 0.000 0.000 0.013 I . 8 .OS 581.7 48002.4 2351.6 F!'t'j 208.00 0.000 0.000 0.012 208.00 85.045 581.7 48047.5 2306.5 ,� 209.00 0.000 0.000 0.012 209.00 85.035 581.7 48092.4 2261.7 1 ; aio.00 o.000 o.000 o.oi� zio.00 es.o2s sei.� +ais�.i zsi�.o �/l �C 30 �ru` i 211.00 0.000 0.000 0.012 211.00 85.016 581.7 48181.6 2172.� { 212.00 0.000 0.000 0.012 212.00 85.006 581.7 ti82S5.9 2128.1 '�� 113.00 0.000 0.000 0.012 213.00 84.997 581.7 48270.1 2083.9 � 114.00 0.000 0.000 0.012 214.00 84.986 581.7 48313.5 2040.5 215.00 0.000 0.000 0.012 Z15.00 84.976 581.7 48356.3 1997.7 ' 216.00 0.000 0.000 0.012 216.00 84.966 581.7 48398.9 1955.1 217.00 0.000 0.000 0.012 217.00 84.956 581.7 48441.3 1912.7 218.00 0.000 0.000 0.012 218.00 84.946 581.7 48463.5 1870.5 219.00 0.000 0.000 0.012 219.00 84.936 581.7 48525.6 1828.4 220.00 0.000 0.000 0.012 220.00 84.925 581.7 48567.5 1786.5 � , ' I � I � � Report of MOIINDING Node #0, Page 3 of 3 � � i � � I � I � I APPENDIX B �, i � � � � , Ij � , � � , I � I ; I I � � i ' � � , � � i i � � � � - ; � � � � � � CadM/data/99/6001-99/6001-99drainage �I � � ; --- � i i i � � i � Hydragraphs � ;� � � � � i � C � , � `i i i � ' I � , � i � � i - � � ,i ; � � � �� - � I � � � � � CadMldata199/6pp1-99/60p1_gg�rainage t � I � i + 7 - ---__ i ' I i Window 0, 0 I 24, 79 � I� t � 100 year 8 hour post development , --------- =-------------------------------------------------------------------- RATIONAL COEFFICIENT. . . . . . . . . 0 . 74 FILE. . . . POST1008 ��� �TIME OF CONCENTRATION, HOURS. 0 . 167 INPUT ID 926015586 TOTAL FLOW LENGTH (IF CONVEX) Optional TYPE. . . . RNF0001 HYDROGRAPH ROUTING METHOD. . . . LINEAR RUN, HRS 8 . 8 _ , ----------=--------------------------- DT, HRS . 0 . 1 I � DATA PTS 89 i STORM. . . FDOT 8 -� ----------- DURATION 8 . 0 AREA OF UPL �INFALL 9 .36 �- AND SECTION, ACRES 3 .24 EXCESS. . 6 . 9263997 AREA OF NEXT SECTION, ACRES . . Optional ACREAGE. 3 . 24 �I �AREA OF NEXT SECTION, ACRES . . Optional TC, HRS. 0 . 167 AREA OF NEXT SECTION, ACRES. . Optional TP, HRS. 3 . 7 AREA OF NEXT SECTION, ACRES. . Optional PEAK CFS 10 .454953 �AREA OF NEXT SECTION, ACRES. . Optional ACFT VOL 1. 8694671 AREA OF NEXT SECTION, ACRES . . Optional READY. . . YES AREA OF NEXT SECTION, ACRES. . Optional ------------------ AREA OF NEXT SECTION, ACRES . . Optional CFS TOL. 0 . 001 AREA OF NEXT SECTION, ACRES . . Optional HRS TOL. 0 . 01 --------��----�-------------------------------------------------------------------- �' 'I TITLE DATA STORM EXECUTE REVIEW PLOT DONE _ =----------------------------------------------------------------------- � ; � � I � � � � i � � � �- ' � � � � � I ' Window Oj, 0 -I 24, 79 � � 25 year 1 hour pre development -------------------------------------------------------------------------------- I RATIONAL COEFFICIENT. . . . . . . . : 0 . 52 FILE. . . . PRE25Y1H �TIME OF CONCENTRATION, HOURS. 0 . 167 INPUT ID 926015633 TOTAL FLOW LENGTH (IF CONVEX) Optional TYPE. . . . RNF0001 HYDROGRAPH ROUTING METHOD. . . . LINEAR RUN, HRS 2 .2 I------------------------------- DT, HRS. 0 . 1 t � DATA PTS 23 STORM. . . FDOT 1 ---------------- DURATION 1. 0 ------------------- RAINFALL 3 . 6 AREA OF UPLAND SECTION, ACRES 3 .24 EXCESS. . 1. 872 AR.EA OF NEXT SECTION, ACRES. . Optional ACREAGE. 3 .24 AREA OF NEXT SECTION, ACRES. . Optional TC, HRS. 0 . 167 AREA OF NEXT SECTION, ACRES. . Optional TP, HRS. 0 . 6 AREA OF NEXT� SECTION, ACRES. . Optional PEAK CFS 10 . 64936 �AREA OF NEXT� SECTION, ACRES. . Optional ACFT VOL 0 . 505246�— AREA OF NEXT� SECTION, ACRES. . Optional READY. . . YES AREA OF NEXT� SECTION, ACRES. . Optional ------------------ AREA OF NEXT4 SECTION, ACRES. . Optional CFS TOL. 0 . 001 �EA OF_NEXT SECTION, ACRES . . Optional HRS TOL. 0 . 01 _ __ I TITLE DATA STORM EXECUTE REVIEW PLOT DONE --------, ------------------------------------------------------- ----------------- � � 'I � � � � � �I � I - I � I � I �� 1 ; I� � � ' i � i Window 0, 0 � 24, 79 �� ' ; 25 year 1 hour post development �' ; � ------------------------------------------------------------------ =------------- � RATIONAL COEFFICIENT. . . . . . . . . 0 . 74 FILE. . . . POST25Y1 TIME OF CONCENTRATION, HOURS . 0 . 167 INPUT ID 926015660 TOTAL FLOW LENGTH (IF CONVEX) Optional TYPE. . . . RNF0001 '� HYDROGRAPH ROUTING METHOD. . . . LINEAR RUN, HRS 2 .2 � E ----------i--------------------------- DT, HRS . 0 . 1 � DATA PTS 23 ' � STORM. . . FDOT 1 ; DURATION 1 . 0 --- =--------------------------- RAINFALL 3 . 6 AREA OF UPLAND SECTION, ACRES 3 .24 EXCESS . . 2 . 664 AREA OF NEXT SECTION, ACRES. . Optional ACREAGE. 3 . 24 AREA OF NEXT SECTION, ACRES. . Optional TC, HRS. 0 . 167 AREA OF NEXT SECTION, ACRES. . Optional TP, HRS. 0 . 6 AREA OF NEXT SECTION, ACRES. . Optional PEAK CFS 15 . 154857 �AREA OF NEXT SECTION, ACRES . . Optional ACFT VOL 0 . 719004 �---- I, AREA OF NEXT SECTION, ACRES . . Optional READY. . . YES '�i AREA OF NEXT SECTION, ACRES . . Optional ------------------ � AREA OF NEXT SECTION, ACRES . . Optional CFS TOL. 0 . 001 AREA OF NEXT SECTION, ACRES. . Optional HRS TOL. 0 . 01 , - ----�-------------------------------------------------------------------- �I ' TITLE DATA STORM EXECUTE REVIEW PLOT DONE ■------------'I-------------------------------------------------------------------- ' � � ' I I i � � i I � ' �I _'1I �__ '/I �,' l �� ( C,CJ .-� � �,'�� 1 1 �� f�� ; �j I �i;lA-�� ;� •�C;"�- l,� I �IL ( ,(` I{' (i , � , - �� � � Y ; �' � � � � � � � - i . 1 � , � � ; ; � I ' i �d�� �C1 �C 'iCC�C � C�: CC:':010:=C:GC=:=� ::��C:�:C�I �� �om6o ���:�':::_;: ;�':C:::= , _ � 8�86 �I� ��o l�ai� � ��� .�000��oo..a000000 �.�.....��� ��� _-�_ . . --- .. .... ..... � ---- ------------... --- ... _ � . .�...�-C.3S�.LC��.C..C....C.....Q�l���������,...����....__�=���C...Cl�lilC� . _.........�....C..�...��.��������----....�...�_........�....����a���sss� � e�d�esie�>� e�ea� ■e eeee eeeeeeee ����ed���eee��ceeeeeee eece e e �����►��_���!� ■����■�����1� 1 I������za����■������■���������■�������t�� � • ��a���_r�.•�Z���������������=I����.�s������������■ ■���■�■����������� �������i ����������� �� i:i:i ������������ •���������� ���Ti�=��� ���,__�._�_���-_�_��_�__.ri ^,_._ ���.����'�'�.►._������...C::i:C:::���O��CC�OCCC�.��..�����.C::����:�C�C. ��::� �����,-��.:.���. ...-��--��".�.......�� ���.���������.�� �.���������._ ..� . � ' .��.:•����'•��..-.���..��.�-..■■.....■..�����..�.���������'��� �..�������...'."� ������►'���.�►������.�..�■�■■■■■■■�rf�C�������������'�. �r.������.�...■...� �� �� �.�r.�������������������u����'� ������������.���� ' �������������o��� � . --�------■---y-------...........�....,�----,�-------------- -----------......_ �� �����.,..� -����._-...-...:......�,�������'��..�����.�� .■■�����.........� ����..�_� ■..��..-.......-...-....�-�.��C��.�����...�.��- .■■����........■.� • ������ i.�i.����.����•�i.•�i�:��►.v��� �w'�a���������i� �������������■ ■�� ���� � �����.��������i..�Y..���:����w�•:����'������� .�������..����_��� �������=i�����������.�t��-��n���►�.�����w�ca��i��C�i�� . •���������������� ������������ ►����_��::����.�n: ��������ti�w�����n ���=""��T_����������������� . a.._��---:::-.sa==�o='�oC':-=a='__= � =-======- =: � ��==- -■�'::::::�_- �-� --------- =-=_-=__==="=_- =_- �� _' Z---=---•-- ��_==_== �-•--�..�:::�:. ��---- ---.2-•-s== ====�======i"z-�s . ����������-��n��.�.r.�i =����►������� ��.� ^ ����� � ���������:����������i�::�:f�`�g:��� ����������.����—� . �::����C��: • :�C • ���2 �OT�C���::CZCC�CC�:�::::C::::�:1������Z�:�D���C�:� `�i �::���:O�CC:=:C::C ' �s�� . ..■■ .. .. �.��...:�..�..�.•�� ��� ■.�C�����..■■■.■� • __CCCS=3C����=C-a-...�..o:..=��---_----�-------1------------------.......� ��������������� �����������:��1��� ��• ���•������������ ■�������������■ ��� ����� ��������� ■���■ �•■ �=��� '��.�•��• �� '��_ �t �������r��������� ��� ���� ������� ■� ��■ ■�� i��� � \!►_I �� �II� ■�����������/���� ��������=i��������{�i�����■ ■��=ni�r��i��:�G� � .i������������i��n�a������������� ����� ��r�������������■ ■��■ ���..����. ►�i�� �• � � ��n��•�ca��� �����■ ■�■ ' �..��.C......��........Cs...�li���,.�.�.:.�:�...►�i-...�i..C.s.����.���...��.i.....■i.■.� ���������■ � ��■ ■��■ ■ ■ �� ► �.�r.�r:��r:��..��■•..,c.�� ��■�����..■■■ =='==.:::°:::::=::•�::E9:;:::�;�_� �==;==:::�:::�;E:::::3::::�:::':::E :::� . ---...._.....s..��.....,...,,,,����............�...............�...��.... .■ ■■■.....■■ ■■...�.mm������.�►•�..■.�........................::� - . �■ ■ii� i iii n�i�iii i111=�11����i�i0'i�►.�i1��►�i.��iiiiiCii�iiiii��ii�� ' ' � ■����■_���������������������=u ��� ��►�.t.������•��.<��������������� ��i � , ���������1�1��������1111111�111������������_\\��\���1��1�������11111�1� , . • ��..■.■■■■■■�...■■■■:■■.■i:niu��.���.i�.■■.•■.v'=..:.■.:.•■...■■■■:::::■■. . ���n���������...■�■■■■■■■�nn.���.���.��..n.�.�►��.■...■.���..■.■■■■■■■ . ��■ ■��■■����������������11111������������\\��\\�►�■\`►�\�\\��■�������C . ������/f�����f�n��ft��1�111���������H��\��\\�\�����\`�\����■ H��� ' . �������■�����■���■������I�Illll��������������i\�\\���►���\►\�►\�������� _---------------===�===:=::::::: ------�-----------•-------------------- � ====-====�==�'� __��a 5======'-=_--a--==-==��==='�---e-:a • �����C���.�.�C�3�C�O��::::::CC::���.:. � ���������:-�::.:..�����.'�:r'7l.:.� ..�.�������������������� �'��■������������������������"�����`���►����b.��.� ' ������ ��.�����.������..... ■...���..�����.�������.���•�...��. . ���������������������..■��=i���������������� ��������v.���.:�����:ii�'i� ������� ■��t�����������������Ci���������������������.����.-� ������� siiiiiiiiL��=���������_������►ri=i►�i���►��i��i�ii� ����� � ■��������������� ��������������������:���►-����.����� ������� • :. + ��/���t�� ������i�������������� ►������ ►����c��� �����������������������\�\����t►����\\� ������� ■�����������������������������r��\��\���\��\t����� �����1�1��1 ■���������������������������������������►�������:\��� ����� �����������������.�i:::::: �������.�������������������������� ���i��� �'�i'���a�@i�������������������'��'�������������������������������'�� ��►������ ���������������������iiiiiiiiiii����������������������������������i�:��� ������������'�����������i�iiiiiii���i��������������������������� ��►•��n�� ��������������������������������������������������������������������������� ����������������������������������������������������������������������•��� ��������������������������������������w� ������������������������������•�� ����������������������������������������C��r������������������������\\���� ��������������������������/�t������������������������������������������ �����������������I����O�����������������������������������������������\\�� ���������������������������t�������������������������� ���������������� ========::::====::::::::::a:::�:=�=�==__==========::::::=====:::::::::_ CC�C:::::'�:C�:::C::C::CCCC�:i�:CC:��:�C::::C��:::C:CC::��:::CC:7:C�:� : � � � .� � .� � � , . • � , � . . � .. = . . • . � . • -� • • . i ' II, � I � � Critical Hydrograph for DOT Volume Requirements � � � i � � ' � i i � � � , � ' � � �� 1 �i � � 1 � � � CadM/data/99/6001-99/6001-99drainage i 1 ' Window 0, 0 - 24, 79 ' '_________________________100 year 10 day pre development ----------------------------------------------------- RATIONAL COEFFICIENT. . . . . . . . . 0 . 52 FILE. . . . PRE10010 !TIME OF CONCENTRATION, HOURS. 0 . 167 INPUT ID 926015708 TOTAL FLOW LENGTH (IF CONVEX) Optional TYPE. . . . RNF0001 HYDROGRAPH ROUTING METHOD. . . . LINEAR RUN, HRS 238 . 0 t------------'�--------------------------- DT, HRS. 2 . 0 � DATA PTS 120 j STORM. . . FDOT 240 DURATION 240 . 0 ---------�--------------------------- RAINFA.LL 19 . 0 �AREA OF UPLAND SECTION, ACRES 3 .24 EXCESS . . 9 . 8667412 AREA OF NEXT; SECTION, ACRES. . Optional ACREAGE. 3 .24 lAREA OF NEXT, SECTION, ACRES. . Optional TC, HRS . 0 . 167 AREA OF NEXT, SECTION, ACRES. . Optional TP, HRS . 180 . 0 AREA OF NEXT� SECTION, ACRES. . Optional PEAK CFS 1 .2357084 AREA OF NEXT� SECTION, ACRES. . Optional ACFT VOL 2 . 6586007�— �AREA OF NEXT� SECTION, ACRES. . Optional READY. . . YES AREA OF NEXT� SECTION, ACRES. . Optional ------------------ AREA OF NEXT, SECTION, ACRES. . Optional CFS TOL. 0 . 001 AREA OF NEXT� SECTION, ACRES. . Optional HRS TOL. 0 . 01 '- � ------- ---�-------------------------------------------------------------------- � � i TITLE DATA STORM EXECUTE REVIEW PLOT DONE � ----------I-------------------------------------------------------------------- i � ' I � i ' I � I � � 1 ; � - t �� ! 1 1 �! � i � � � ' � Window 0', 0 - 24, 79 ' � 100 year 10 day post development --------- � ----------------------------------------------------------------------- RATIONAL COEFFICIENT. . . . . . . . . 0 . 74 FILE. . . . POS10010 �TIME OF CONCENTRATION, HOURS. 0 . 167 INPUT ID 926015727 TOTAL FLOW L�ENGTH (IF CONVEX) Optional TYPE. . . . RNF0001 HYDROGRAPH R�OUTING METHOD. . . . LINEAR RUN, HRS 238 . 0 ;------------------------------- DT, HRS. 2 . 0 ' DATA PTS 120 STORM. . . FDOT 240 ________________ DURATION 240 . 0 -------------------- RAINFALL 19 . 0 AREA OF UPLAND SECTION, ACRES 3 .24 EXCESS. . 14 . 041132 AREA OF NEXT� SECTION, ACRES . . Optional ACREAGE. 3 .24 �AREA OF NEXTi SECTION, ACRES. . Optional TC, HRS. 0 . 167 AREA OF NEXT� SECTION, ACRES. . Optional TP, HRS. 180 . 0 AREA OF NEXT� SECTION, ACRES. . Optional PEAK CFS 1 . 7585074 �AREA OF NEXT� SECTION, ACRES. . Optional ACFT VOL 3 . 7833934� AREA OF NEXT� SECTION, ACRES. . Optional READY. . . YES AREA OF NEXT� SECTION, ACRES. . Optional ------------------ AREA OF NEXT� SECTION, ACRES. . Optional CFS TOL. 0 . 001 AREA OF_NEXT_SECTION, ACRES: . Optional HRS TOL. 0 . 01 � TITLE DATA STORM EXECUTE REVIEW PLOT DONE -------�----------------------------------------------------------------------- � � � ' I . �� r-- �� ��s-� U�����►�-�- G��l�� � - � � � � � " � � �, � � � � � � � � ` '�� � � �� , � � � i � ;i:;:;::::.;� �:�, 4� •/� '• M � r. i•�. a •• • � :�a • 1•1 !.� � �� 1 .�: • .. !-• • • • �'�-�a"'ta '.�� .• �i►,i:�i� � �'$r _ �.,�""'M`�� � ,p, ,��it� '+� '� t�" ,� ,�",� � � ' . � ` �f�` ���~ �1����l�I� '�'��►•����� ��A }�'-- `! ��i�"--'t ' �., ���, � � �r � .i ��� � � �t{� �"�%� i ' �� • �,'�'���� ����� �t���`► ,��.w►. ��� , -i�� ��� . '�����'� �t! . ��° � �� � ""�".-`-�`-� � 1,�.��1n��i�.�/�� ��N�����t����E ��� ..�r�,r�����l� � L�'���_���'�. . . -�►'� �►���:_�.-�'`a..t `�... �'.,�� s � ��''�t y '�"" i'�'� +�,;� �''`�+�r�r �r � ��(, � � �� � ���� i � '���� ( /�,� � ;�•� �, . c'�'��,.► ��!�,�'� r��,+�� � 9 'li,r► ''�-� ,�,,�'!�"�' , ,�'�!,�C�"r' : .►s..�� ��` • '� �►j ���� t �� + • ��a i , i � ���� � �� • � � t�►^�;� / .•.,F��� ' "'"�'='�/,�.�-�.�.es � I►„ / � .•-.. " '�,,.,� • � , ���� ` '� � � . ��dM���i► '� "�. - � .� � � '!�► t,, � i �� . �, `, � �3 ' i �� .. ,�' • � ;u,� � �� • � ` + 1 ���r � � f � � II *• • � � i �� `! , � � � '� � � � � ; j Non-Critical Hydrographs for DOT Volume Requirements 1 � , I� 1 � � � � ' i I � I � ; i i � , � � 1 � � ' I , � � � � ' ' CadM/data/99/6001-99/6001-99drainage I � ' Window 0, 0 - 24, 79 , 100 year 24 hour pre development RATIONAL COEFFICIENT. . . . . . . . . 0 . 52 FILE. . . . PRE10024 �TIME OF CONCENTRATION, HOURS. 0 . 167 INPUT ID 926015765 TOTAL FLOW L�ENGTH (IF CONVEX) Optional TYPE. . . . RNF0001 HYDROGRAPH R�OUTING METHOD. . . . LINEAR RUN, HRS 24 . 6 ' -------�------------------------------- DT, HRS. 0 . 1 j DATA PTS 247 STORM. . . FDOT 24 _____ DUR.ATION 24 . 0 -------------------------------- RAINFALL 11 .3 AREA OF UPLAND SECTION, ACRES 3 .24 EXCESS. . 5 . 8759999 AREA OF NEXT� SECTION, ACRES. . Optional ACREAGE. 3 . 24 AREA OF NEXT� SECTION, ACRES. . Optional TC, HRS. 0 . 167 AREA OF NEXT SECTION, ACRES. . Optional TP, HRS. 11. 6 AREA OF NEXT SECTION, ACRES. . Optional PEAK CFS 1 . 9750749 �AREA OF NEXT SECTION, ACRES. . Optional ACFT VOL 1. 5859513�C.� AREA OF NEXT SECTION, ACRES. . Optional READY. . . YES AREA OF NEXT SECTION, ACRES. . Optional ------------------ AREA OF NEXT SECTION, ACRES. . Optional CFS TOL. 0 . 001 AREA OF NEXT SECTION, ACRES. . Optional HRS TOL. 0 . 01 --------�------------------------------------------------------------------------ TITLE DATA STORM EXECUTE REVIEW PLOT DONE ------------------------------------------------------------------------------- ' j i ' I i � � � � � � � r � ' � � � � � � � � � � � 1 � Window 0, 0 -'124, 79 ' 100 year 24 hour post development -------------------------------------------------------------------------------- RATIONAL COEFFICIENT. . . . . . . . . 0 . 74 FILE. . . . POS10024 �TIME OF CONCENTRATION, HOURS . 0 . 167 INPUT ID 926015782 TOTAL FLOW LENGTH (IF CONVEX) Optional TYPE. . . . RNF0001 HYDROGRAPH ROUTING METHOD. . . . LINEAR RUN, HRS 24 . 7 ------------------------------- DT, HRS. 0 . 1 , DATA PTS 248 STORM. . . FDOT 24 ______________ DURATION 24 . 0 --------- �------------ RAINFALL 11 .3 AREA OF UPLAND SECTION, ACRES 3 . 24 EXCESS. . 8 . 3620005 AR.EA OF NEXT`, SECTION, ACRES . . Optional ACREAGE. 3 .24 �AREA OF NEXT� SECTION, ACRES. . Optional TC, HRS. 0 . 167 ,P,REA OF NEXT� SECTION, ACRES . . Optional TP, HRS. 11 . 6 AREA OF NEXT� SECTION, ACRES . . Optional PEAK CFS 2 . 8106828 �EA OF NEXT SECTION, ACRES. . Optional ACFT VOL 2 .2569599 EA OF NEXT SECTION, ACRES. . Optional READY. . . YES AREA OF NEXT SECTION, ACRES. . Optional ------------------ AREA OF NEXT SECTION, ACRES. . Optional CFS TOL. 0 . 001 SECTION, ACRES. . Optional HRS TOL. 0 . 01 --EA_OF_NEXT ------------------------------------------------------------------- � I TITLE DATA STORM EXECUTE REVIEW PLOT DONE -------;---�-------------------------------------------------------------------- 1- � � � � 1 � � � � , ", � !/�, _ --�'I _ � T�(� -_ � 7- . � ��� _�� c_� 1 � I> i � � � �_ ( � � � � � r � r � � ; _ � r � � � � � � � � . � � i 1 � ' I � VOL,UM� 2-;PROC�DURE$ Florida D'epartin��t ot Tratisportation Drainage Manual , <, .I,. Pag�go-4 ot�988 �' 1 [�AY � All Depth Contours In Inc�ies _ .. . I � ' �' ', � f •1 . 'r �r� ;� , •.{� �I .. I :'Kc t1 't�l: � .' t• � J �. , • , 1 „� /. . .. � � ,.. ��y�: �� ��•�� ., '� r _ .,X' • t ' � n�,.�rx� i� ��./'�x! .� � I / x' I 0 E. S.S �1,.. � �r '� ...►'. 6 ;�. ,4.5� � � �8 i ��_„ , '. � �; '�1:. � rbl ��- t ' ; t� �-- ., 1 � , � � ' � ' � �'� f I � �;� ; , � � � _ � . � ;� - �� , ', �, _ � ��`5,5 ; _ 7.5 � , I I � � 7. .6 .' � g ' 1 �,. "L _ d ,1 � i 5 � _ 6.5 - � � �.i6 T i8 f 2 Year � � 5;5 5 Yea� 6.5� 7s I . . . ` . . ... - 5 ;� _ .__ . _ - 7 i � '^( r .. :f `._..�^ � ... . _ - , � : �� ..� � ' . . • I. � ., `, � r��"�,i 1 �;. �� _a �.' '�" `�.�i ���. � r`�1 ..i � ,.( . _.<,,.• i- �•— - �• ; I •��,. 1 , . Z v� 9 , � t �. ) �S�'�'" : ' � — +�v� .� \• ' , i 7 .8 � " . f ' .�• , `. ) I I '�.� : �' t' ,� � � i � �, ,,,,�--�,•� , � 10 � I , � 10 9 �� 11 ' I I ,1 ,7� �:_ � I� �� �'� ; 10 ,� , I �'� --t �- � , ' i I - � :i ;9 ' 1 `10 � 11 ������ .8 ' � i 1 j. � � q \ 11 9 r , 10 Year � �:.. 25 Year y ', j I l . ._. .. .8. . .1 � 1Q � � j . . . � . .. ... r . . . � f �-- � �o � - t� � � , F' �..� , , _,� j , .. _ - , , �+v. . .. . . . . I _ .. , il :� � ' 12 - 13 � �9 t�,, � 14 � 10. 11' •� r '� {1' S�'t� `` 12• �, ` . 13_ -1.:� - W 11 12 �S�,Q� ((• 14 � 9 10 10 �2 " 11 , j . � � 50 Year • �� 100 Yea� �� , t4 � . � , __ . _ _._- --.,,� C _,_,� ,3 ftelerence: �Hershfield(1961). �, ; FIGURE 5-13 ' � 1-Day Precipitation Depth Data fo'r 2-, 5-; 10-, 25-, 50-, and 100-Year Frequencies � � � Window 0, 0 - 24, 79 ' 100 year 72 hour pre development -------------------------------------------------------------------------------- I R.ATIONAL COEFFICIENT. . . . . . . . . 0 . 52 FILE. . . . PRE10072 ! �TIME OF CONCENTR.ATION, HOURS. 0 . 167 INPUT ID 926015813 TOTAL FLOW LENGTH (IF CONVEX) Optional TYPE. . . . RNF0001 HYDROGR.APH ROUTING METHOD. . . . LINEAR RUN, HRS 71. 5 � -------- �-------------------------- DT, HRS. 0 . 5 � DATA PTS 144 ' STORM. . . FDOT 72 ---------------- DURATION 72 . 0 --------�----------- RAINFALL 14 . 5 AREA OF UPLAND SECTION, ACRES 3 .24 EXCESS. . 7 . 5370593 AREA OF NEXT SECTION, ACRES. . Optional ACREAGE. 3 .24 �AREA OF NEXT SECTION, ACRES. . Optional TC, HRS. 0 . 167 AREA OF NEXT SECTION, ACRES. . Optional TP, HRS. 58 . 5 AREA OF NEXT� SECTION, ACRES. . Optional PEAK CFS 1 . 3443278 'AREA OF NEXT SECTION, ACRES. . Optional ACFT VOL 2 . 0332048 �- AREA OF NEXT SECTION, ACRES. . Optional READY. . . YES AR.EA OF NEXT SECTION, ACRES. . Optional ------------------ AREA OF NEXTi� SECTION, ACRES. . Optional CFS TOL. 0 . 001 AREA OF NEXT SECTION, ACRES . . Optional HRS TOL. 0 . 01 ------------�------------------------------------------------------------------- I i TITLE DATA STORM EXECUTE REVIEW PLOT DONE ------------------------------------------------------------------------------- - � � ' � I � � I � � i ' � - � j ' ' � i � I ' � � �I i � ' � �I i i I � � Window 0, 0 - 24, 79 ' , 100 year 72 hour post development i ------------'-------------------------------------------------------------------- � '' RATIONAL COEFFICIENT. . . . . . . . . 0 . 74 FILE. . . . POS10072 �TIME OF CONCENTRATION, HOURS. 0 . 167 INPUT ID 926015838 TOTAL FLOW LENGTH (IF CONVEX) Optional TYPE. . . . RNF0001 HYDROGRAPH ROUTING METHOD. . . . LINEAR RUN, HRS 71 . 5 I -----------'--------------------------- DT, HRS . 0 . 5 DATA PTS 144 STORM. . . FDOT 72 ________ DURATION 72 . 0 --------�------------------ RAINFALL 14 . 5 AREA OF UPLAND SECTION, ACRES 3 . 24 EXCESS. . 10 . 725815 AREA OF iVEXT' SECTION, ACRES . . Optional ACREAGE. 3 . 24 �AREA OF NEXT SECTION, ACRES . . Optional TC, HRS. 0 . 167 AREA OF NEXT� SECTION, ACRES. . Optional TP, HRS . 58 . 5 AREA OF NEXT SECTION, ACRES. . Optional PEAK CFS 1 . 9130831 'AREA OF NEXT SECTION, ACRES. . Optional ACFT VOL 2 . 8934068 � AREA OF NEXT SECTION, ACRES . . Optional READY. . . YES AREA OF NEXT SECTION, ACRES . . Optional ------------------ AREA OF NEXTiSECTION, ACRES . . Optional CFS TOL. 0 . 001 AREA OF NEXT; SECTION, ACRES . . Optional HRS TOL. 0 . 01 --------- I ------------------------------------------------------- � ! 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" - . . i - . s . . ! i . 1� -. ' �/ � ' � ' /O�UM� 2-PROCEDURES Florida Departmcnt of T�nsportati�n Drairigg�.Manual ' . . � 625-OdQ-205=a � 4 b�Y' Pa9��or� � . _ : .. . , . . F ,' All:D�pth C��nt " �i o, bu��,i ihc`�s ..�.. , .. � •`, ••' •.�. .r: �.( . r: .' ,^ �:. /'_. . - ; �'a;� 1� � "^ - ; 7: .,[ M1- �- i":�`. , _�.:�. r _�:- .Y , ;TM. �• °( '' - ' � ...� . ,q�\i / � � ` i' � - �. 7 t � �-. \ , �' 9 � �� �. � ,; • .,. I � _j C!�: lo ' c�_ 1 . � � 9 .�- i I �j ` 7' ` 9i 7 .-1-.. . .� 4`, ,; 4_ ' ; � - 8 _ 10 7� . w ' ' r�. L + 9 i � '`'c: � ' f � , � �� 2 Ye�ar � � 5 Year � .10- � I� ,- .;:._:_ .�- - . . - -- , . I , . :�....... �. : .,�:_- . , I - . .. • �.. . .. .... . . .,t' i. _ ..I_ , �ti :,Sa,;: Ir. .."{ ,i :� . �{. _ . _ � .. '- , . �, , j . ,.. . .. .� � � ii?' 11e.' �����. 1 : . .I � �,ry ;Z,.1 r •T i � .r:' ; . ' •.,.� ' , . : ; .:� �.i ! . to � — ,.:�� , ;: �j� _�:. , .�- f+ ' . ..^'�.• �,/ � ��. 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'' �' � �S�- -- 18 ' ' t6� �-z .. �S,S" �8 ,. � �.a.. � .I� , , 20 1�'� �� 16 5d Year 1. �`;,�_ ��18 '20 � ; - � � 10b Year �18� � ia '� i6 ' _ •'�16 � Re/eren ie: Miller(1964). ' ' ' �IGURE 5-15 4-Day Precipitation Depth Data for 2-, 5-, 10-, 25-, 50-, and 100-Year FreQuencies i i Window 0, 0 - 24, 79 � 100 year 7 day pre development -------------------------------------------------------------------------------- � RATIONAL COEFFICIENT. . . . . . . . . 0 . 52 FILE. . . . PREl00Y7 TIME OF CONCENTRATION, HOURS . 0 . 167 INPUT ID 926015858 TOTAL FLOW LENGTH (IF CONVEX) Optional TYPE. . . . RNF0001 HYDROGRAPH ROUTING METHOD. . . . LINEAR RUN, HRS 164 . 0 -----------�--------------------------- DT, HRS . 2 . 0 DATA PTS 83 STORM. . . FDOT 168 ________ DURATION 168 . 0 ----------------------------- RAINFALL 17 . 0 AREA OF UPLAND SECTION, ACRES 3 . 24 EXCESS . . 8 . 8287468 AREA OF NEXT SECTION, ACRES . . Optional ACREAGE. 3 . 24 I AREA OF NEXT SECTION, ACRES . . Optional TC, HRS . 0 . 167 ; �AREA OF NEXT SECTION, ACRES. . Optional TP, HRS . 156 . 0 AREA OF NEXT, SECTION, ACRES. . Optional PEAK CFS 0 . 939916 � AREA OF NEXT� SECTION, ACRES. . Optional ACFT VOL 2 . 3680205 � �AREA OF NEXT� SECTION, ACRES. . Optional READY. . . YES AREA OF NEXTISECTION, ACRES. . Optional ------------------ , AREA OF NEXT SECTION, ACRES. . Optional CFS TOL. 0 . 001 AREA_OF_NEXT; SECTION, ACRES. . Optional-____HRS TOL. 0 . 01 ---- ----------------------- ---------------------------------- ; i TITLE DATA STORM EXECUTE REVIEW PLOT DONE �-------------------------------------------------------------------- II � I � ' II ' � � II ' I �I � I I� � , � � i I I I - � I � I � � , � � Window 0, 0 - 24 , 79 � 100 year 7 day pt�st development � ---------------------------------------------------------------------------------- RAT�QNAL, COEFFICIENT. . . . . . . . . 0 . 74 FII,E. . . . POST1007 �TIME OF CONCENTRATION, HOURS. 0 . 167 INPUT ID 926015874 TQTAL FLQW LENGTH {�F CONVEX) Optional TYPE. . . . RNF0001 HYDROGRAPH ROUTING METHOD. . . . LINE.AR RUN, HRS 164 . 0 � -----------�--------------------------- DT, HRS. 2 . 0 i DATA PTS 83 � STORM. . . FDOT 168 DL7RAT I{JN 1.6 8 . 0 ------------------------------------- RAINFALL 17 . 0 AREA 4F (7PLAND SECTION, ACRES 3 .24 EXCESS. . 12 . 563986 AREA OF NEXT SECTION, ACRE�. . Optiona7. ACREAGE. 3 . 24 �AREA OF NEXT SECTION, ACRES. . Optianal TC, HRS. 0 .167 AREA OF NEXT SECTION, ACRES . . Optional TP, HR�. Z56 . 0 AREA OF NEXT, SECTION, ACRES . . Qptional PEAK CFS 1 .3375722 �AREA OF NEXT� SECTIdN, ACRE�. . Optional. ACFT V�L 3 . 3698753� AR.EA OF NEXTI SECTION, ACRES . . C7ptional RE.ADY. . . YES , AREA OF NEXT� SECTION, ACRES. . Optional ------------------ .AREA OF NEXTiSECTION, ACRES. . Optional CF� TOL. 0 . 001 I �AREA QF NEXT SECTION, ACRES. . Qgtianal HRS TC?L. 0 . 41 � ------------�-------------------------------------------------------------------- ' ; TITLE DATA STORM EXECUTE REVIEW PLOT DONE '~-------',---'--------------------------------------------------------------------- I � i , � I � � 1` _ `� '� '`�.' � � ,�, � ,� �.��_ ._ � . �� ��� � � � �, ;�� � � �r L� � �,,,� 1 � � � � ��... � � , � 3 _ � � � I � � � ; • '• � • •. �-�. • •� • � .�: • 1•1 /. , � .�- • �-• • • : � � � �' � : ■ �i.�r� � ' ������� � � •► �a� �-�',,�r�� , ��`'� •� �,,•� � ��� � ��� ��� � � � � �� '`���� �;��•�,� , .� � �� � ������ ���► a�/ �I/i ,�1����r �:+��► , . !�� �, �� . 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' • • � - • � . • 1 � • 1� -� � 1 � 1 � f i APPENDIX C � ' ' � , � � � � � ' , �' ' � i, ' � �' i � � i 1 � � � � � t � _ 1 ! 1 1 � � , CadM/data/99/6001-99/6001-99drainage � ! 1 I � ' I Critical Storm Data and Routing for FDOT , , ,� i � 1 i � � , 1 � 1 � � � 1 1 ��� 1 ' f � , 1 t 1 ; 1 : CadM/data/99/6001-99/6001-99drainage ' i I ' I I � i I , � , I ' � ' Project 100Y8HR, Run of Thu May 06 14:42 : 04 1999 (CONVERGED) � � �Pathl Up Stream Node Name IDown Stream Node NamelPath Typel I� � I � � � � � O�SITE �STORMWATER BASIN IDIRECT I i I 1ISTORMWATER BASIN IOUTFALL IRECT WEIRI � I I I I I �Node� Name �Node Type� � ' i i i i � O�SITE ISUBAREA I � � 1ISTORMWATER BASIN IPOND I � � 2IOUTFALL ISTAGING � r � � , , � , �Nodi� Name �Node Type�Min El. at Hr. �Max E1. at Hr. �Flooded� , r , � � � i� OISITE �SUBAREA I 92.00 O.00I 92.0 O.00�NO I �I 1�STORMWATER BASIN �POND � 84.50 O.00I 90.80 � 4.10IN0 I I ZIOUTFALL �STAGING I 88.00 O.00I 88.00 O.00INO I � ;� I i i i i i i i � � � �Node� Name � Maximum CFS Inflow � Maximum CFS Outflow � II � � � � i i i � OISITE � 10.46 @ 3.70 Hoursl 10.46 @-� 3.70 Hours� �, � 1�STORMWATER BASIN � 10.46 @ 3.70 Hours� 7.31 @_ 4.10 Hours� ' � 2IOUTFALL I 7.31 Q 4.10 Hoursl 0.00 @ 0.00 Hours� ' � L�'j j �� ��l lf\ r � � . � , ; ��,� � �Y _�{��- . 'y P ! � � vak- � I C�: U � � � i i' � , I � r , � � � , Project 100Y8HR, Page 1 of 1 � � I , I i � BRN Project File 100Y8HR , Path 0, DIRECT Node 0, SUBAREA ' I I I OOIDIRECT . 00 FILE NAMS POST1008 FIAOD EL. 92.000 O1 INPUT ID# 926015586 02 ALT 1'YPH. RNF0001 Path l, RBC1' W&IR 03 RUN, HRS. B B00 04 DT, HRS . 0.100 i 00 CREST EL 90.500 OS DATA PTS. 89 I O1 WIDTH. . 14 000 06 STORM . . PDOT_8 � 02 WEIR C 3 200 07 HOURS ... 8 000 03 NUM &NDS 2 OB RAINFALL. 9 360 09 EXCfiSS... 6 926 10 ACRSAGH.. 3 240 11 TC, HRS.. 0.167 � 12 TP, HRS.. 3.700 13 PEAK CFS 10.455 � �� 14 ACFP VOL. 1.869 15 EXECUTID. YSS ,� 17IBASB CFS O.00OII i ' Node 1, POND 00 7ClP SL... 91 500 TOP ARHA. 0.318 O1 EL....... 90 500 AREA..... 0.277 02 EL....... 89 500 ARBA..... 0.239 03 HL....... 88 500 AREA..... 0.204 04 EL....... 87 500 AREA..... 0.171 � OS EL....... 86 500 AR&A..... 0.141 06 EL....... 65 500 I�RHA..... 0.114 07 EL....... 85.000 AREA..... 0.102 10 HOT 6L... B4.500 HOT AREA. 0.090 � 12 TOP LF... 450.000 SIDE $PHR 100.000 13 MID LF... 350.000 HASE }pgR 100.000 14 BOT LP... 250.000 � 17IBASE CFS. O.00O��STAGS T0. 84.500 Node 2, STAGING � OO�FIAOD EL. 91.SOO��PH TO KE. YES I17I IISTAGE TO 88.000 I I' I � I I I I I ( I , I I I I i I I ', I � I i I I I I I I � Ili � � ' � � � � � � � � � � � � � � � � � I� t � � � � � � ' � � � � � I � � � � 100Y8HR, Page 1 of 1 ' � � i � � � i � Project 100Y8HR, Run of Thu May 06 14 :42 :04 1999 (CONVERGED) I POND NODE I � i �� �Slevation� Acreage I i i i � 91.500� 0.318� , � 90.500� 0.277� � 89.500� 0.239� � 88.500� 0.204� i � 87.500I 0.171I � 86.500� 0.141� � � � 85.500� 0.114� � � 85.00OI 0.102� � 84.500� 0.090� i i i i � �Water E1. 84.500� � i i ' CFS Iaflow/Outfloa at STORMWATER HASIN Stage 81. at STORMWATER HASIN . Tffi2QPDT Stage ..... .. 12 ♦••••••r 91 � �FS � Peak&1 i 10.455 gp.�gg � -----'-' � '� 10 CPS Oi1T 90 At Hour i i �.313 4.100 � I 89 8 I I 88 , 6 I 87 � � � 86 ' 2 I 85 � ', i ��.� 15.0,.� \�10.� 15.� 2�.0 25.� 8 0.� 5.� 1�.� 15.� Z�.� 25.� iT i m e D u r i a g S t o r m i a H o u r a T i me Dur iag S torm ia Houra i � ' i Hour Local CFS Intake CFS Output CFS Hour Stage H1. CF Zntake CP Output CF Storage I 0.00 0 000 0 000 0.000 0.00 84.500 0.0 0 0 0.0 0 10 0.000 0 O11 0.000 0 10 84.501 1 9 0 0 1.9 i 0.20 0.000 0 046 0.000 0 20 84.503 12.2 0 0 12 2 � 0.30 0.000 0.100 0.000 0 30 84.509 38.4 0.0 38.4 � 0.40 0.000 0.156 0.000 0 40 84.520 84.5 0 0 84 5 � 0.50 O.00D 0.207 0.000 0.50 84.536 149.9 0.0 149.9 I� 0.60 0.000 0.252 0.000 0.60 84.556 232.6 0.0 232.6 0.70 0.000 0.311 0.000 0 70 84.580 333.9 0.0 333.9 ��I 0.80 0.000 0.414 0.000 0.80 84.611 464.3 0.0 464.3 � 0.90 0.000 0.582 0.000 0.90 84.654 643.7 0.0 643.7 � 1.00 0 000 0.827 0.000 1.00 84.715 897.3 0.0 897.3 1.10 0.000 1.146 0,000 1.10 84 801 1252.4 0.0 1252.4 1.20 0 000 1.503 0.000 1.20 84.915 17Z9.2 0.0 1729.2 1.30 0.000 1.839 0 000 1.30 85.053 2330.7 0 0 2330 7 , 1.40 0 000 2.118 0.000 1.40 85.204 3043.0 0.0 3043.0 1.50 0 000 2.319 0 000 1 50 B5.374 3841.6 0 0 3841.6 ' 1.60 0.000 2.436 0 000 1.60 85.548 4697.5 0.0 4697.5 � II 1.70 0.000 2.499 0.000 1 70 85.707 5585.8 0.0 5585.8 1.80 0.000 2.553 0.000 1.80 85.871 6495.3 0.0 6495.3 1.90 0.000 2 631 0.000 1.90 86 039 7428.5 0 0 7428.5 I 2.00 0.000 2.749 0.000 2.00 86 213 8396 9 0 0 8396.9 I 2 10 0.000 2 908 0.000 2.10 86.396 9415.2 0 0 9415.2 i 2.20 0.000 3 072 0.000 2 20 86.573 10491 7 0.0 10491.7 2.30 0 000 3 183 0.000 2.30 86.738 11617.7 0.0 11617.7 � 2.40 0 000 3.203 0 000 2.40 86.907 12767.2 0.0 12767.2 2 50 0 000 3 110 0.000 2 50 87.074 13903.5 0.0 13903.5 2.60 0 000 2.917 0 000 Z.60 87.234 14988.5 0 0 14988.5 2 70 0.000 2 752 0 000 2.70 87 3B3 16009.0 0 0 16009.0 2.80 0 000 2.802 0.000 2.80 87 525 17008.6 0 0 17008.6 2.90 0.000 3.192 0.000 2.90 87 657 18087.4 0 0 18087 4 3.00 0.000 3.990 0.000 3.00 87.815 19380 1 0 0 19380 1 � 3.10 0.000 5.197 O.ODO 3.10 88 O18 21033.8 0.0 21033.8 3.20 0.000 6.631 o.00a 3.20 88 278 23162 8 0 0 23162.8 3.30 0.000 8 015 0.000 3.30 B8.585 25799 0 0.0 25799.0 3.40 0.000 9.161 0.000 3 40 88.905 28890 7 0.0 28890.7 I 3 50 0 000 9.971 0.000 3.50 89.262 32334.5 0.0 32334.5 i 3 60 0 000 10 396 0 000 3 60 89.621 36000.5 0.0 36000.5 3 70 0 000 10 455 0 000 3 70 89.955 39753.8 0.0 39753 8 � � 3 80 0 000 10.196 0 000 3 BO 90.285 43470.9 0.0 43470.9 3 90 0 000 9 654 0 935 3 90 90 576 47043.8 168.2 46875.6 � � Report of 100Y8HR Node #1, Page 1 of 3 ' � ! IProject 100Y8HR, Run of Thu May 06 14 :42 : 04 1999 (CONVERGED) � Hour Local CFS Iatake CFS Output CFS 8our Stage 81. CF Iatake CF Wtput CF Storage I 4.00 0.000 8.848 5.410 4.00 90.755 50374.1 1310.2 49063.9 4.10 0.000 7.809 7.313 4.10 90.799 53372.4 3600.3 49772.1 4.20 0.000 6.663 7.261 4.20 90.798 55977.4 6223.7 49753.7 4.30 0.000 5.581 6.505 4.30 90.777 58181.3 8701.5 49479.8 4.40 0.000 4.680 5.617 4.40 90.751 60028.3 10883.5 49144.9 � 4.50 0.000 4.022 4.827 4.50 90.727 61594.8 12763.4 48831.3 ' 4.60 0.000 3.624 4.221 4.60 90.707 62971.1 14391.9 48579.2 � i 4.70 0.000 3.421 3.810 4.70 90.694 64239.2 15837.5 48401.8 4.80 0.000 3.297 3.550 4.80 90.685 65448.4 17162.3 48286.1 4.90 0.000 3.178 3.372 4.90 90.679 66613.8 18408.3 48205.6 5.00 0.000 3.021 3.219 5.00 90.673 67729.6 19594.6 48135.0 � 5.10 0.000 2.809 3.050 5.10 90.667 68779.0 20723.0 48056.0 � 5.20 0.000 2.551 2.848 5.20 90.660 69743.8 21784.5 47959.3 5.30 0.000 2.271 2.613 5.30 90.651 70611.8 22767.5 47844.3 � , 5.40 0.000 1.986 2.359 5.40 90.641 71378.1 23662.5 47715.6 5.50 0.000 1.706 2.097 5.50 90.630 72042.7 24464.7 47578.1 5.60 0.000 1.438 1.835 5.60 90.619 72608.7 25172.5 47436.1 5.70 0.000 1.204 1.588 5.70 90.608 73084.2 25788.7 47295.5 i 5.80 0.000 1.031 1.370 5.80 90.598 73486.4 26321.2 47165.2 I 5.90 0.000 0.938 1.199 5.90 90.590 73840.8 26783.7 47057.1 � ' 6.00 0.000 0.935 1.086 6.00 90.584 74177.8 27194.9 46982.9 � 6.10 0.000 1.019 1.040 6.10 90.582 74529.5 27577.5 46951.9 6.20 0.000 1.152 1.058 6.20 90.583 74920.2 27955.2 46965.0 6.30 0.000 1.275 1.124 6.30 90.586 75357.1 28347.9 47009.2 6.40 0.000 1.350 1.205 6.40 90.590 75829.6 28767.1 47062.6 6.50 0.000 1.354 1.269 6.50 90.593 76316.4 29212.4 47104.0 6.60 0.000 1.283 1.291 6.60 90.594 76791.1 29673.2 47118.0 � 6.70 0.000 1.164 1.261 6.70 90.593 77231.7 30132.5 47D99.2 6.80 0.000 1.040 1.191 6.80 90.590 77628.4 30573.9 47054.5 6.90 0.000 0.941 1.105 6.90 90.585 77985.0 30987.1 46997.9 7.00 0.000 0.883 1.023 7.00 90.581 78313.3 31370.1 46943.2 7.10 0.000 0.871 0.963 7.10 90.578 78629.1 31727.7 46901.3 7.20 0.000 0.890 0.930 7.20 90.576 76946.0 32068.5 46877.6 7.30 0.000 0.911 0.918 7.30 90.575 79270.2 32401.0 46869.2 � � 7.40 0.000 0.919 0.917 7.40 90.575 79599.6 32731.3 46868.4 ' 7.50 0.000 0.901 0.914 7.50 90.575 79927.1 33060.8 46866.4 � 7.60 0.000 0.854 0.899 7.60 90.574 80243.0 33387.1 46855.9 ' � 7.70 0.000 0.777 0.866 7.70 90.572 80536 J 33704.9 46831.8 �i ( 7.80 0.000 0.673 0.811 7.80 90.569 80797.7 34006.7 46791.0 7.90 0.000 0.543 0.737 7.90 90.564 81016.6 34285.3 46731.2 I I 8•00 0.000 0.387 0.667 8,00 90.558 81183.9 34534.4 46649.5 � i 8.10 0.000 0.233 0.541 8,10 90.550 81295.6 34748.3 46547.3 8.20 0.000 0.126 0.435 8.20 90.542 81360.2 34924.0 46436.2 j 8.30 0.000 0.068 0.341 8.30 90.534 81395.1 35063.5 46331.5 , 8.40 0.000 0.037 0.264 8.40 90.526 81413.9 35172.5 46241.4 B.50 0.000 0.020 0.204 8.50 90.521 81424.0 35256.8 46167.2 8.60 0.000 0.011 0.157 8.60 90.516 81429.5 35321.8 46107.6 8.70 0.000 0.006 0.121 8.70 90.513 81432.4 35371.9 46060.5 I��, ' 8.80 0.000 0.000 0.092 8.80 90.510 81433.4 35410.2 46023.2 8.90 0.000 0.000 0.070 8.90 90.507 81433.4 35439.5 45993.9 i 9.00 0.000 0.000 0.053 9.00 90.506 81433.4 35461.7 45971.7 I 9.10 0.000 0.000 0.041 9.10 90.504 81433.4 35478.6 45954.8 � 9.20 0.000 0.000 0.031 9,20 90.503 81433.4 35491.5 45941.9 j 9.30 0.000 0.000 0.024 9.30 90.502 81433.4 35501.3 45932.1 � 9.40 0.000 0.000 0.018 9.40 90.502 81433.4 35508.8 45924.6 9.50 0.000 0.000 0.014 9.50 90.501 81433.4 35514.5 45918.9 9.60 0.000 0.000 0.010 9.60 90.501 81433.4 35518.8 45914.6 9.70 0.000 0.000 0.008 9.70 90.501 81433.4 35522.0 45911.4 , 9.80 0.000 0.000 0.006 9.80 90.501 81433.4 35524.4 �5909.0 � 9.90 0.000 0.000 0.004 9.90 90.501 81433.4 35526.2 45907.2 , 10.00 0.000 0.000 0.003 10.00 90.500 81433.4 35527.5 45905.9 , � 10.10 0.000 0.000 0.002 10.10 90.500 81433.4 35528.5 45904.9 10.20 0.000 0.000 0.002 10.20 90.500 81433.4 35529.3 45904.2 10.30 0.000 0.000 0.001 10.30 90.500 81433.4 35529.8 45903.6 10.40 0.000 0.000 0.000 10.40 90.500 81433.4 35530.0 45903.4 � 10.50 0.000 0.000 0.000 10.50 90.500 81433.4 35530.0 45903.4 j 10.60 0.000 0.000 0.000 10.60 90.500 81433.4 35530.0 45903.4 10.70 0.000 0.000 0.000 10.70 90.500 81433.4 35530.0 45903.4 � 10.80 0.000 0.000 0.000 10.80 90.500 81433.i 35530.0 45903.4 10.90 0.000 0.000 0.000 10.90 90.500 81633.4 35530.0 45903.4 11.00 0.000 0.000 0.000 11.00 90.500 81433.4 35530.0 45903.4 I11.10 0.000 0.000 0.000 11.10 90.500 81433.4 35530.0 45903.4 i 11.20 0.000 0.000 0.000 11.20 90.500 81433.4 35530.0 45903.4 i 11.30 0.000 0.000 0.000 11.30 90.500 61433.4 35530.0 45903.4 11.40 0.000 0.000 0.000 11.60 90.500 81433.4 35530.0 45903.4 ' �i 11.50 0.000 0.000 0.000 11.50 90.500 81433.4 35530.0 45903.4 i 11.60 0.000 0.000 0.000 11.60 90.500 81433.4 35530.0 45903.4 � 11.70 0.000 0.000 0.000 11.70 90.500 81433.4 35530.0 45903.4 I 11.80 0.000 0.000 0.000 11.80 90.500 81433.4 35530.0 65903.4 11.90 0.000 0.000 0.000 11.90 90.500 81433.4 35530.0 45903.4 � 12.00 0.000 0.000 0.000 12.00 90.500 81l33.4 35530.0 45903.4 � 12.10 0.000 0.000 0.000 12.10 90.500 81433.4 35530.0 45903.4 , 'i 12.20 0.000 0.000 0.000 12.20 90.500 81433.4 35530.0 45903.4 12.30 0.000 0.000 0.000 12.30 90.500 81433.4 35530.0 45903.4 12.40 0.000 0.000 0.000 12.40 90.500 81433.4 35530.0 45903.4 I 12.50 0.000 0.000 0.000 12.50 90.500 81433.4 35530.0 45903.4 I 12.60 0.000 0.000 0.000 1Z.60 90.500 81433.4 35530.0 45903.4 12.70 0.000 0.000 0.000 12.70 90.500 81433.4 35530.0 45903.4 � 12.80 0.000 0.000 0.000 12.80 90.500 81433.4 35530.0 45903.4 12.90 0.000 0.000 0.000 12.90 90.500 81433.4 35530.0 45903.4 13.00 0.000 0.000 0.000 13.00 90.499 81433.4 35530.0 45903.4 13.10 0.000 0.000 0.000 13.10 90.499 81433.4 35530.0 45903.4 13.20 0.000 0.000 0.000 13.20 90.499 81433.4 35530.0 45903.4 13.30 0.000 0.000 0.000 13.30 90.499 81433.4 35530.0 45903.4 13.40 0.000 0.000 0.000 13.40 90.499 81433.4 35530.0 45903.f ' 13.50 0.000 0.000 0.000 13.50 90.499 81433.4 35530.0 45903.4 13.60 0.000 0.000 0.000 13.60 90.499 81433.4 35530.0 45903.4 13.70 0.000 0.000 0.000 13.70 90.499 81433.4 35530.0 45903.4 13.80 0.000 0.000 0.000 13.80 90.499 81433.4 35530.0 45903.4 13.90 0.000 0.000 0.000 13.90 9U.499 81433.4 35530.0 45903.4 � 14.00 0.000 0.000 0.000 14.00 90.i99 81433.4 35530.0 45903.4 i , 14.10 0.000 0.000 0.000 14.10 90.499 B1433.4 35530.0 45903.4 � � ' 14.20 0.000 0.000 0.000 14.20 90.499 81433.4 35530.0 45903.4 14.30 0.000 0.000 0.000 14.30 90.499 81433.4 35530.0 45903.4 ' Report of 100Y8HR Node #1, Page 2 of 3 � � I � i � � I � � Project 100Y8HR, Run of Thu May 06 14 :42 : 04 1999 (CONVERGED) Hour Local CPS Intake CFS Output CPS Hour Stage E1. CF Iatake CF Output CF Storage I 14.40 0.000 0.000 0.000 14.40 90.499 81433.4 35530.0 45903.4 14.50 0.000 0.000 0.000 14.50 90.499 81433.4 35530.0 45903.4 14.60 0.000 0.000 0.000 14.60 90.499 81433.4 35530.0 45903.4 14.70 0.000 0.000 0.000 14.70 90.499 81433.4 35530.0 45903.4 14.80 0.000 0.000 0.000 14.80 90.499 81433.4 35530.0 45903.4 I 14.90 0.000 0.000 0.000 14.90 90.499 81533.4 35530.0 45903.4 � 15.00 0.000 0.000 0.000 15.00 90.499 81433.4 35530.0 45903.4 � � 15.10 0.000 0.000 0.000 15.10 90.499 81433.4 35530.0 45903.4 15.20 0.000 0.000 0.000 15.20 90.499 81433.4 35530.0 45903.4 15.30 0.000 0.000 0.000 15.30 90.499 81433.4 35530.0 45903.4 15.40 0.000 0.000 0.000 15.40 90.499 81433.4 35530.0 45903.4 15.50 0.000 0.000 0.000 15.50 90.499 81433.4 35530.0 45903.4 � 15.60 0.000 0.000 0.000 15.60 90.499 81433.4 35530.0 45903.4 I 15.70 0.000 0.000 0.000 15.70 90.499 81433.4 35530.0 45903.4 , 15.80 0.000 0.000 0.000 15.80 90.499 81433.4 35530.0 45903.4 15.90 0.000 0.000 0.000 15.90 90.499 fl1433.4 35530.0 45903.4 16.00 0.000 0.000 0.000 16.00 90.499 81433.4 35530.0 45903.4 16.10 0.000 0.000 0.000 16.10 90.499 81433.4 35530.0 45903.4 ; 16.20 0.000 0.000 0.000 16.20 90.�99 81433.4 35530.0 45903.4 � 16.30 0.000 0.000 0.000 16.30 90.499 81433.4 35530.0 45903.6 16.40 0.000 0.000 0.000 16.40 90.499 81433.4 35530.0 45903.4 � i 16.50 0.000 0.000 0.000 16.50 90.499 81433.4 35530.0 45903.4 � 16.60 0.000 0.000 0.000 16.60 90.499 81433.4 35530.0 45903.4 16.70 0.000 0.000 0.000 16.70 90.499 81433.4 35530.0 45903.6 16.80 0.000 0.000 0.000 16.80 90.499 81433.4 35530.0 45903.4 ' 16.90 0.000 0.000 0.000 16.90 90.499 81433.4 35530.0 45903.4 �, 17.00 0.000 0.000 0.000 17.00 90.499 81433.4 35530.0 45903.4 � ',. 17.10 0.000 0.000 0.000 17.10 90.499 81433.4 35530.0 45903.4 17.20 0.000 0.000 0.000 17.20 90.499 81433.4 35530.0 45903.4 17.30 0.000 0.000 0.000 17.30 90.499 81433.4 35530.0 45903.4 17.40 0.000 0.000 0.000 17.40 90.499 81433.4 35530.0 45903.4 � 17.50 0.000 0.000 0.000 17.50 90.499 81433.4 35530.0 45903.4 17.60 0.000 0.000 0.000 17.60 90.499 81433.4 35530.0 45903.4 17.70 0.000 0.000 0.000 17.70 90.499 81433.4 35530.0 45903.4 � 17.80 0.000 0.000 0.000 17.80 90.496 81433.4 35530.0 45903.4 17.90 0.000 0.000 0.000 17.90 90.498 81433.4 35530.0 45903.i 18.00 0.000 0.000 0.000 18.00 90.498 81433.4 35530.0 45903.4 � 18.10 0.000 0.000 0.000 18.10 90.498 81433.4 35530.0 45903.4 , 18.20 0.000 0.000 0.000 18.20 90.498 81433.4 35530.0 45903.4 I 18.30 0.000 0.000 0.000 18.30 90.498 81433.4 35530.0 45903.4 18.40 0.000 0.000 0.000 18.40 90.498 81433.4 35530.0 45903.4 , � i 18.50 0.000 0.000 0.000 18.50 90.498 81433.4 35530.0 45903.4 , 18.60 0.000 0.000 0.000 18.60 90.498 81433.4 35530.0 45903.4 18.70 0.000 0.000 0.000 18.70 90.498 81433.4 35530.0 45903.4 18.80 0.000 0.000 0.000 18.80 90.498 81433.4 35530.0 45903.4 18.90 0.000 0.000 0.000 18.90 90.698 81433.4 35530.0 45903.4 , 19.00 0.000 0.000 0.000 19.00 90.498 81433.4 35530.0 45903.4 '� 19.10 0.000 0.000 0.000 19.10 90.498 81433.4 35530.0 45903.4 � , 19.20 0.000 0.000 0.000 19.20 90.498 81433.4 35530.0 45903.4 19.30 0.000 0.000 0.000 19.30 90.498 81433.4 35530.0 45903.4 19.40 0.000 0.000 0.000 19.40 90.498 81433.4 35530.0 45903.4 19.50 0.000 0.000 0.000 19.50 90.498 81433.4 35530.0 45903.4 I� � 19.60 0.000 0.000 0.000 19.60 90.i98 81433.4 35530.0 45903.4 19.70 0.000 0.000 0.000 19.70 90.498 81433.4 35530.0 45903.4 I � 19.80 0.000 0.000 0.000 19.80 90.498 81433.4 35530.0 45903.4 ( 19.90 0.000 0.000 0.000 19.90 90.498 81433.4 35530.0 45903.4 � 20.00 0.000 0.000 0.000 20.00 90.498 81433.4 35530.0 45903.4 20.10 0.000 0.000 0.000 20.10 90.498 81433.4 35530.0 45903.4 20.20 0.000 0.000 0.000 20.20 90.498 81433.4 35530.0 45903.4 , 20.30 0.000 0.000 0.000 20.30 90.498 81433.4 35530.0 45903.4 20.40 0.000 0.000 0.000 20.40 90.498 81433.4 35530.0 45903.4 � , 20.50 0.000 0.000 0.000 20.50 90.698 81433.4 35530.0 45903.4 20.60 0.000 0.000 0.000 20.60 90.498 81433.4 35530.0 45903.4 20.70 0.000 0.000 0.000 20.70 90.498 81433.4 35530.0 45903.4 20.80 0.000 0.000 0.000 20.80 90.498 81433.4 35530.0 45903.4 � 20.90 0.000 0.000 0.000 20.90 90.498 81433.4 35530.0 45903.4 j 21.00 0.000 0.000 0.000 21.00 90.498 81433.4 35530.0 45903.4 � 21.10 0.000 0.000 0.000 21.10 90.498 81433.4 35530.0 45903.4 � 21.20 0.000 0.000 0.000 21.20 90.498 81433.4 35530.0 45903.4 21.30 0.000 0.000 0.000 21.30 90.498 81433.4 35530.0 45903.4 21.40 0.000 0.000 0.000 21.40 90.498 81433.4 35530.0 45903.4 21.50 0.000 0.000 0.000 21.50 90.498 81433.4 35530.0 45903.4 � 21.60 0.000 0.000 0.000 21.60 90.498 81433.4 35530.0 45903.4 i 21.70 0.000 0.000 0.000 21.70 90.498 81433.4 35530.0 45903.4 21.80 0.000 0.000 0.000 21.80 90.498 81433.4 35530.0 45903.4 � ', 21.90 0.000 0.000 0.000 21.90 90.498 81433.4 35530.0 45903.4 22.00 0.000 0.000 0.000 22.00 90.498 81433.4 35530.0 45903.4 22.10 0.000 0.000 0.000 22,10 90.498 81433.4 35530.0 45903.4 22.20 0.000 0.000 0.000 22,20 90.497 81433.4 35530.0 45903.4 I 22.30 0.000 0.000 0.000 22.30 90.497 81433.4 35530.0 45903.4 ; 22.40 0.000 0.000 0.000 22.40 90.497 81433.4 35530.0 45903.4 � I 22.50 0.000 0.000 0.000 22.50 90.497 81433.4 35530.0 45903.4 , I 22.60 0.000 0.000 0.000 22.60 90.497 81433.4 35530.0 45903.4 I 22.70 0.000 0.000 0.000 22.70 90.497 81433.4 35530.0 45903.4 22.80 0.000 0.000 0.000 22.80 90.497 81433.4 35530.0 45903.4 22.90 0.000 0.000 0.000 22.90 90.497 81433.4 35530.0 45903.4 23.00 0.000 0.000 0.000 23.00 90.497 81433.4 35530.0 45903.4 23.10 0.000 0.000 0.000 23.10 90.497 81433.4 35530.0 45903.4 , 23.20 0.000 0.000 0.000 23.20 90.497 81433.4 35530.0 45903.4 23.30 0.000 0.000 0.000 23.30 90.497 81433.4 35530.0 45903.4 23.40 0.000 0.000 0.000 23.40 90.497 81433.4 35530.0 45903.4 23.50 0.000 0.000 0.000 23.50 90.497 81433.4 35530.0 45903.4 23.60 0.000 0.000 0.000 23.60 90.497 81433.4 35530.0 45903.4 � 23.70 0.000 0.000 0.000 23.70 90.497 81433.4 35530.0 45903.4 23.80 0.000 0.000 0.000 23.80 90.497 81433.4 35530.0 45903.4 ' 23.90 0.000 0.000 0.000 23.90 90.497 81433.4 35530.0 45903.4 24.00 0.000 0.000 0.000 74.00 90.497 81433.4 35530.0 45903.4 ' I I Report of 100Y8HR Node #1, Page 3 of 3 '. � � i ' � ' I j Non-Critical Storm Events � � 1 � 1 , � ; � 1 ' ! � ' 1 �� � , � �,III � ' �'� 1 � � , , � 1 , 1 ; � � 1 � , � 1 1 � ' i � � � � CatlM/data/99/6001-99/6001-99drainage j � ' J 1 ! � ' Project 100YR1HR, Run of Thu May 06 14 :45 :10 1999 (CONVERGED) i ' , �Path� Up Stream Node Name �Down Stream Node Name�Path Type� � � O�SITE ISTORMWATER BASIN �DIRECT I � I 1�STORMWATER BASIN IOUTFALL IRECT WEIRI ' I I I � i i � �Node� Name �Node Type� � � O�SITE I.SUBAREA I � 1ISTORMWATER BASIN IPOND � � I 2IOUTFALL ISTAGING � i i � t i j�Nod�� Name INode TypelMin El. at Hr. �Max El. at Hr. �Flooded� , I� O�SITE ISUBAREA I 92.00 0.00� 9 � O.00�NO I � �ISTORMWATER BASIN �POND I 84.50 0.00� 89.90 2.30�N0 � � I 2�OUTFALL ISTAGING I 88.00 O.00I 88.00 O.00INO I i li i i i i i � I �IlNode� Name � Maximum CFS Inflow � Maximum CFS Outflow � ' '�� � O�SITE � 18.94 Q 0.60 Hours� 18.94 Q ''�, 0.60 Hours� I � l�STORMWATER BASIN � 18.94 Q 0.60 Hours� O.O�J 0.00 Hours� ' , � 2IOUTFALL � 0.00 @ 0.00 Hours� 0.00 @ 0.00 Hours� ' � � i i i , 1 ' . 1 ' � . � i i 1 1 � Project 100YR1HR, Page 1 of 1 � � � �, ' � Project 100YR2HR, Run of Thu May 06 14:46 :16 1999 (CONVERGED) ' I ! �Path� Up Stream Node Name �Down Stream Node NamelPath Type� ' � � � i i �I I OISITE ISTORMWATER BASIN �DIRECT I j � 1�STORMWATER BASIN IOUTFALL IRECT WEIRI ' � � i i i i �', �Node� Name �Node Type� � i i i i � O�SITE ISUBAREA � ` � lISTORMWATER BASIN IPOND I ' � 2IOUTFALL �STAGING � 1 � i i i �Node� Name �Node Type�Min El. at Hr. �Max E1. at Hr. �Flooded� � I � � i i i i �i 'I OI �SITE ISUBAREA I 92.00 O.00I 92.00� O.00�NO I � 1ISTORMWATER BASIN IPOND I 84.50 0.00� 90:64 1.90�N0 � � I 2IOUTFALL ISTAGING I 88.00 0.00� 8 00 O.00�NO � ' � � I � � � � � � � I �Node� Name I Maximum CFS Inflow � Maximum CFS Outflow � � � � � i t i � O�SITE I 16.30 @ 0.80 Hours� 16.30 c��; 0.80 Hours� II 1�STORMWATER BASIN I 16.30 � 0.80 Hoursl 2.4_�� 1.90 Hours� I I I 2IOUTFALL I 2.45 @ 1.90 Aours� �00 Q 0.00 Hours� ' � �_ i i i i I� I ' ,I i I i t I II , � ' ' ; � ' ' � ' IProject 100YR2HR, Page 1 of 1 ' I I I I I ' ; I Project 100YR4HR, Run of Thu May 06 14:47 :06 1999 (CONVERGED) � i i IPathl Up Stream Node Name �Down Stream Node NamelPath Type� � � OISITE STORMWATER BASIN DIRECT I 1ISTORMWATER BASIN �OUTFALL IRECT WEIR� � � � i i i i � � �Node� Name �Node Type� � � ' i i � OISITE �SUBAREA I I lISTORMWATER BASIN IPOND I � I 2IOUTFALL ISTAGING I I � I i�Nodi� Name �Node Type�Min E1. at Hr. �Max E1. at Hr. �Floodedl � �I � � t � � � � OISITE �SUBAREA I 92.00 O.00I 92.0 O.00�NO � �� IISTORMWATER BASIN IPOND I 84.50 0.00� 90.7 2.90IN0 � � 2IOUTFALL �STAGING I 88.00 0.00� 88.00 O.00INO � , � I� �i i i i i i � � I �Node� Name I Maximum CFS Inflow � Maximum CFS Outflow � � � I � i i i � O�SITE � 9.26 @ 2.00 Hours� 9.2�.Q,�. 2.00 Hours� � 1ISTORMWATER BASIN � 9.26 Q 2.00 Hours� 5:64 7 2.90 Hours� � I � 2 �OUTFALL I 5.64 Q 2.90 Hoursl 0 C� 0.00 Hours� � � i i i � i - ,I [ 1 � 1 � 1 i I'�� i ii Project 100YR4HR, Page 1 of 1 � �� I � I , � i � i � � � , Project 100Y24HR, Run of Thu May 06 14 :48 :00 1999 (CONVERGED) I � I� � �Pathl Up Stream Node Name �Down Stream Node Name�Path Type� I OISITE ISTORMWATER BASIN �DIRECT I I 1ISTORMWATER BASIN IOUTFALL �RECT WEIRI , i . � � � � , _ �Node� Name �Node Type� I , i i i i I O�SITE ISUBAREA I � 1ISTORMWATER BASIN IPOND I I I 2IOUTFALL ISTAGING I � i i i � ' jlNodi� Name INode TypelMin E1. at Hr. IMax E1. at Hr. IFlooded� � I � � i i i i I O�SITE ISUBAREA � 92.00 0.00� 92.00 O.00�NO � � l�STORMWATER BASIN IPOND I 84.50 0.00� 9� 2.00�NO I ' � 2IOUTFALL ISTAGING I 88.00 0.00� 88.00 O.00INO � I � I �Node� Name I Maximum CFS Inflow � Maximum CFS Outflow � ' � I � i i i � O�SITE � 2.81 @ 11.60 Hoursl 2.81-@�11.60 Hours� I � l�STORMWATER BASIN � 2.81 @ 11.60 Hours� ��12.00 Hours� � � I 2�OUTFALL � 2.60 � 12.00 Hours� 0.00 C� 0.00 Hours� j i i i i i i I ' I � � i I , � � i � 1 . _ � � t 1 i iProject 100Y24HR, Page 1 of 1 ' � , I I ' I , � � �, APPENDIX D , � � , ' � I ' t � ; 1 � 1 � � 1 � � 1 � � � , , � 1 � � i i � � � 1 � � � 1 � _ , ; � 1 t � ' CadM/data199/6001-99/6001-99drainage ' _ , • � A n d rey�v OLDSMAR OFFICE 109 Bayview Blvd.#D , I E n g i n ee r i n g' Oldsmar,FL 34677 813-814-2299 I��■ Fax:813-818-8379 , Email:ANDENGI @AOL.COM ' � Groundwater � Environmental � Geotechnical � Construction Materials Testing i � II�ATE: February 17, 1999 TO: Mr. Ron Grunwald ��� � �� � � � Fog Development 1745 West Fletcher Avenue FEa 2 3 1999 � Tampa, Florida 33612 �rr��IVKLE C�N�(l�TIfVG itE: Foundation Soils Study ' Proposed Walgreens Site U.S. Highway 301 and County Road 54 Zephyrhills, Florida � Dear Mr. Grunwald: In accordance with your request and authorization of our proposal, ' P�ndrlyev Engineering has completed the foundation soils study riela i ed to the design and construction for the above referenced , plro�ect. This letter report summarizes the results of our field and laboratory work, and our geotechnical engineering evaluations allnd ieneral design recommendations related to the design and ' c'onstruction of the proposed structure. , P�roj ect Description 'i, , Blased on the plans provided for our review, we understand that the proposed project consists of the design and construction of a single-story concrete block and steel frame building, �pproximately � � I 15, 120 square feet (SF) in size. It was anticipated that the struCture could be supported on shallow spread foundation systems •� � �str� and ad footin s . Maximum wall loads are anticipated to be ( P P g ) on t �i e order of 1000 to 2000 pounds per lineal foot (plf) with , mlaximum column loads of 50 kips or less. The remainder of the site ils planned as parking areas and access drives. A stormwater Ireteition system is also planned on-site. Our study herein addressed geotechnical design and construction recommendations for tlhe proposed project. ' I ' Tavares ! Sanford Clermont Orlandn Ocala 352-742-9622 � 407-330-7763 352-241-0508 407-841-0005 352-401-9522 Fax 352-742�9623 Fax 407-330-7765 Fax 352-241-0977 Fax 407-841-0075 Fax 352-401-9523 I I �I I . � � I I � � I Fouadatioa Soils Study Propoaed'fPalgreeaa Site � Zophyrhills, Florida , , Page 2 Project A�uroach i , � � The objective of our foundation soils study for the proposed project was to obtain information concerning the subsurface , ' conditions within the structure limits, and over the site in ' geneial, in order to make geotechnical engineering estimates and � ' recommendations in each of the following areas: � , � 1. Soil stratigraphy at the boring locations and the I� � develo ment of the a roximate soil rofile within the P PP P depth of foundation influence at the proposed structure I;� � locations and within the depth of influence of wheel loads in pavement areas. � , 2. General location and description of potentially , deleterious materials which may interfere with i construction progress or new structure performance, i , ; including buried or surficial existing fills, organics, , construction debris, etc. ' I i , 3 . Identification of some critical design or construction I � details, including present groundwater levels, estimated �� ' wet season levels, and seasonal fluctuations in the building, pavement and retention areas. ' 4. Feasibility of supporting the proposed structure with ' conventional and/or slightly modified shallow spread foundation systems (strip and pad footings) . ' ; 5 . Design parameters required for the feasible foundation � system alternative recommended for the structure based on ' the Standard Penetration Tests (SPT) blow counts obtained in each boring, including allowable bearing pressures, , I foundation levels and foundation soil subgrade treatments for shallow spread foundations. i I ' ' ( � 'I , , � � II ,. � � • I i i Fauadatioa Soiis Study Pi:oposed�4Paigreeas Site � ZaphyrhillS, Flosida Paqe 3 � 6. Suitability and availability of materials found on-site, j that may be excavated or moved during site grading, for ' � I structural fill in the buildin area as avement use as g . P ' ' subgrade fill and as general backfill. � i 7. Provide engineering criteria and recommendations for the ' ' i placement and compaction of approved fill materials in ''� and around all structure and pavement areas. � I 8. Provide some design and construction recommendations for , ', � the recommended pavement section considering the estimated limerock bearing ratio of the subgrade soils � and the water table conditions. , 9. Develop approximate lateral earth pressure criteria for , the design of walls or structures below grade. , Scope of Work � In order to address the above objectives, our scope of work for this project included the following: I , 1. Reviewed available published information on the site, including the United States Department of Agriculture I ' (USDA) Soil Conservation Service (SCS) soil survey data for Pasco County and the United States Geological Survey (USGS) topographic maps. � li , 2. Conducted a subsurface exploration program-consisting of i soil borings, subsurface sampling and field testing. Our � , exploration program for this project consisted of ' � conducting five (5) SPT borings; three (3) borings were conducted to a depth of 15 feet, and two (2) borings were , i � I � , � I I ( , E ' � . . . � , I Fouadatioa Soils Study Proposad'Walgreeas Site Zcphyrhills, Florida � Page 4 I conducted to a depth of 20 feet each, in the proposed � �� structure area. Our testing included the collection of i representative soil samples and recording the SPT blow � counts during the drilling of the borings. 3 . Conducted a series of auger borings in proposed pavement � , i and retention areas to evaluate the shallow soils and i I groundwater conditions in these areas. In addition, ��, � , open borehole constant head permeability tests were I , conducted in each of the two proposed retention areas in � � order to determine the permeability of the shallow soils in these areas. II ' 4. Reviewed and visually classified the recovered soils in � . the laboratory using the Unified Soils Classification �I ' System. Developed the general soil stratigraphy over the ,i proposed structure area. �' � 5. Performed eotechnical en ineering studies and analyses g g II in order to develop geotechnical engineering and � foundation recommendations for each of the above nine (9) objectives previously discussed for the proposed project. � I � � � , ' � � � i � ' ; I ' '� I I � I 1 ! � - � • � ' I Fouadatioa Soils Study Proposed�Palgreeas Site � Zophyrhills, Florida Page 5 i 6 . Prepared a formal foundation soils engineering report � which summarizes the course of our study, the field and � laboratory data generated, the subsurface conditions I encountered, and our geotechnical engineering and � foundation recommendations for the proposed structure. � �xistin� Site Conditions i i � Tlhe slite is currently developed with two commercial structures and four �esidential structures. The remainder of the site consists of arkin areas and access drives. The site is bordered to the north � p� � g ' b�y County Road 54 and to the east by U.S. Highway 301. The site ', g�radel is relatively level. I � The UISGS topographic survey was reviewed for the site. The site is ' , flound on the map entitled "Dade City, FL, Quadrangle". From this review, the natural ground surface elevation for the site is appriximately +90 feet National Geodetic Vertical Datum of 1929. ' The USGS Map is .included on Plate No. 1. ' �,Ibsurface Soil Conditions � , � Based upon a review of the "Soil Survey of Pasco County Area, Florida", published by the USDA SCS, Arredondo type soils is the �, � diomi�ant soil type for this site. The USDA soil survey map is included on Plate No. 2. The information provided in the soil survey is shown in the following table: � � Depth Unified USDA High Groundwater Table Risk of Corrosion �I', , , Soil Name (inches) Classification Depth (in.) Kind Months Uncoated Steel Concrete � Arredondo 0-63 SP-SM, SM >6.0 Apparent July- Moderate High I� , November � � 63-87 SC, SM-SC — — — — — II ' � I i ( ' ' � � � , � II � � Fouadation Soils Study , Propoaed'�walgreeas Site ' Zephyrhills, Florida Page 6 , Field Exploration Program For our study, we conducted five (5) Standard Penetration Test , (SPT) borings to depths ranging from 15 to 20 feet, in the proposed structure area. The SPT borings were approximately located in the tfieldl according to the site plan provided by the project civil eigineer. The approximate boring locations are indicated on Plate ' No. 3. The SPT boring procedure was conducted using rotary auger drill�ing techniques in general conformance with ASTM D-1586. Soil sampling using a 1-3/8 inch I.D. split-spoon sampler was conducted � � cintinuously through the first 10 feet and at 5 foot intervals thereifter. The number of successive blows required to drive the ' sampler 1 foot into the soil constitutes the test result commonly referred to as the ��N"-value. The ��N"-value has been empirically 'I ' correlated with various soil properties and is considered to be iidicltive of the relative density of cohesionless soils and the 'I ' consistency of cohesive soils. The recovered split spoon samples wire visually classified in the field, and representative samples , were placed in jars and transported to our office for further review and confirmation of the field classification. � Generalized Soil Stratigraphv � The �esults of the subsurface exploration program including the soil stratification profiles and some pertinent exploration information such as SPT �'N"-values and groundwater levels are � graphically presented on Plate Nos. 4 and 5 . A legend describing the different soil types encountered is included ori Plate No. 6. ' Soil stratification was based on the review of recovered soil s�ples and interpretation of the field boring logs by a �� , g'Iote`chnical engineer. The stratification lines represent the approximate boundaries between soil types; the actual transition � I I � , I I � � ' I I � f I� ' � � t ' Foundatioa Soila Study Pxopoaed Walgreeas Site Euphyrhills, Florida ' Page 7 . ma be radual. The soil strata were visuall classified using the Y g Y Unifiled Soils Classification System. Minor variations in soil I ' types not considered important to our engineering evaluations may have been abbreviated or omitted for clarity. � ' � I� general, the SPT borings encountered gray and brown fine sands '� , to slightly silty fine sands (Strata 1 through 3) to depths of � betwelen 6 and 13.5 feet below the surface. Underlying the upper fine sands the borings encountered clayey fine sands (Stratum 4) to '' ' de t s of 11.5 to 20 feet. Al1 of the SPT borings conducted P terminated in clayey sands except SPT boring B-3 which encountered � � � tum 5 from 11.5 feet until the borin terminated s i ndy clays (Stra ) g at 15 feet. , � i � , Based on SPT "N"--values taken from our� SPT borings, the soils over I ' the site to a depth of about 20 feet (+/-) are generally considered to be loose to medium dense materials. However, shallow a�ers o very loose soils were encountered in all borinc�s at var�rinc� degths ' ' between 2 and 8 feet below the surface. ' Shallow Water Table Conditions ' The shallow groundwater was not encountered in any of the borings cindullted for this study. The shallow groundwater level should be � e�ected to vary during wet seasons and heavy rainfall events. ' Based on the discovered soil stratigraphy, the measured groundwater cinditions, and a review of USDA Soil Survey information, we eitimate that the normal wet season high groundwater level over the � site will be greater than 10 feet below existing grades over the site. 1 , ; ; i ' ' i � , ' � I � � � ' � IFaundatioa Soila Study Propoaed�Palgreens Site Zophyrhilla, Florida , Page 8 , I F'oundation Recommendations � I ' Based on our understanding of the proposed construction, a I, ' conventional shallow foundation system consisting of perimeter wall footiings and isolated pad footings should provide adequate support for t�he proposed structure, assuming proper subgrade preparation, ' as discribed later. Based on the proposed construction, maximum foundation loadings are expected to be approximately 1000 to 2000 p�lf with maximum column loads of 50 kips or less. � ' Based on the SPT ��N�� values obtained from the soil borings, a net � � ' aillowlable soil bearing pressure of 1000 psf (in excess of olerburden) is estimated for the existing shallow soils found over � the lite. A net allowable soil bearing pressure of 2000 psf (in ' exceis of over-burden) is estimated over the site following the I�, t guide�lines set forth in this section. Settlements for the proposed s�truclture, based on a bearing capacity of 2000 psf, are estimated to be about 1 inch total and a � inch differential. ve - ' � excavation and re�lacement of the soils over the entire structure area will need to be �erformed to obtain the above soil bearinc� I'� � � e I�u e due o t e ve oose o' e ounte ed area. n�� n�mum of two (2� feet of material below the �rogosed bottom of �i ' the footers should be over-excavated and re-comgacted in the �truc��ture area This will result in a net allowable soil bearinc� ' I I ��essure of 2000 �sf. Details of the over-excavatinc� and re- com�a�ction of the soils are outlined in the following section. I ' The above settlement estimates are based on the implementation of I the s2te subgrade preparation recommendations discussed herein. A � minimum footing width of 24 inches and a minimum depth of embedment o,f 16 inches should be used for footing design. ' � � � i � I I � i . . . . ; I � Fouadatioa Soila Study Pi-opoaed,SPalgreeas Site � Eophyshilla, Florida Page 9 Fil]. �Placement and Subgrade Pre,paration � I , The following are our recommendations for overall site preparation and mechanical densification work in the proposed structure and � pavement areas, based on the anticipated construction and the soil boring results. These recommendations should be incorporated into � tie general project specifications prepared by the Design Engineer. � � 1. Prior to construction, the location .of any underground utility lines within the construction area should be � established. Any utility lines that will interfere with � I construction should be relocated and the excavations properly backfilled as described below. If underground � � utility lines will be abandoned in-place, they should be ; properly plugged to prevent subsurface erosion. � � i2. The entire structure areas •plus a 5 foot margin beyond , � the edge of each foundation should be stripped and cleared of all surface vegetation root laden topsoils � plus building and pavement materials. Stripping of about � 12 inches should be anticipated over the site in general. � 3. The overburden materials over the proposed structure area should be over-excavated to a depth of two (2) feet below � the proposed bottom of the footers. The excavation should extend beyond the outside of the proposed � foundation limits by a minimum of 5 feet. � � 4. Following the excavation of the structure area, both structure and pavement areas should be leveled sufficiently to permit equipment traffic, and then proof- ' rolled using a large diameter, self-propelled or tractor drawn vibratory drum roller. The vibratory drum roller � � ' ' � � � I � ' I ' Faundatila Soila Study PsaposedjS7algreeas Site I Zenh hilla, Florida _ Yr �I Paqe 10 I � should have a minimum static drum weight of 20,000 lbs. , and should be capable of exerting a minimum impact energy ' � � of 36,000 lbs. (DYNAPAC CA-25 or equivalent should � provide acceptable results) . ' � � 5 . The excavation bottom should be rolled in a criss-cross ' j P attern with overlapping passes. Compaction should icontinue until a minimum density of 98% of the maximum '�, modified proctor dry density (ASTM D-1557) is achieved ' � for a minimum depth of 2 feet below the subgrade surface. 'i , A minimum of five (5) density test locations within the excavation area are recommended. Density testing should be conducted on each 1-foot lift of fill. Careful I , observations should be made during compaction of this area to identify any areas of soft or yielding soils. � � 6 . Following confirmation of adequate compaction, the excavated area may be brought up to finished subgrade �' ' levels using the overburden materials removed from this 'I area unless clay is encountered. Any added fill should I � consist of fine sand with less than 10% passing the No. 200 sieve and should be free of rubble, organics, clay, I, � debris and other unsuitable materials. Fill materials should be tested and approved prior to acquisition. Sand � materials excavated from other areas of the site should be suitable for reuse as fill. Approved sand fill should ' be placed in loose lifts not exceeding 12 inches in thickness and should be compacted to a minimum of 98% of the maximum modified Proctor dry density fASTM D-1557) . ' Density tests to confirm compaction should be performed ; in each fill lift before the next lift is placed. ' d � � I i I I j , I i I i I � � � Fouadatioa Soila Study Prapoaed iSQalgreeaa Site � Zephyrhilla, Florida Page 11 �' , 7. Following satisfactory completion of the excavation, , ,I compaction, and filling of this area, the construction of the foundation system may be implemented. , 8. Backfill soils placed adjacent to the footings or walls below grade should be carefully compacted with a light � rubber-tired roller or vibratory plate compactor to avoid damaging the footings or walls. Approved sand fills placed in pipeline excavations should be placed in loose � lifts not exceedin 12 inches and should be compacted to g a minimum of 98% of the maximum modified Proctor dry I' , - 5 7 . I density (ASTM D 15 ) ' 9. It is recommended not to permit heavy traffic within the retention areas in order to avoid compacting these soils , and reducing the soils permeability or infiltration capacity. ' 10. Should construction runoff be directed toward the � retention area, it is recommended that this area be screened for silts to avoid lining the retention area with unwanted materials. , �11. Earthwork operations should take place under the full- � time observation of a field technician from our office. ' Pavement Design Considerations � In general, after stripping, the existing shallow subsurface soils shoulid be acceptable for construction and support of a flexible (limerock base) or semi-flexible (soil cement base) type pavement � ' s�i cti�on after proper subgrade preparation and compaction of the naturlal ground. Any fill which may be required to elevate the r � �� � � �� ' , � � ' I ' louadatila Soila Stndy Propoaad SPa].greeaa Site Lophyrhilla, Florida I , Page 12 � cleared pavement areas to subgrade elevation should consist of l� cleai fine sands uniformly compacted conforming to the i recommedations presented above. i , � il Eithe'r limerock or soil cement could be considered as a pavement � � ' base course material at this site, dependent upon the degree of � ' site drainage improvements and filling. Normal wet season grouidwater levels should be controlled to at least _ 12 and 18 inches below a soil cement and limerock base, respectively, at all ■ times. Considering the groundwater conditions encountered on-site a limerock base is the recommended base material alternative for � thislproject. � , ' Ai a guideline for pavement design, we recommend that the base coursle be a minimum of 6 inches thick in the parking and driveway ' areas with 8 inches in heavy truck traffic areas. Limerock and shell base materials should meet FDOT requirement, including a minimtun LBR of 100. A stabilized subgrade (LBR-40 or FBV-75) , the ' same thickness as the base, should be utilized under the base. The siabilized subgrade should be compacted with a heavy vibratory � cimpalctor to a minimum of 950 of the maximum modified Proctor dry density. The base material should be compacted to a minimum of 98% ' of the maximum modified Proctor dry density (ASTM D-1557) . I � As a minimum, the asphaltic concrete wearing surface should consist oi at least one inch of Type S-3 or 1-1/2 inches of Type S-1 a'sphaltic concrete meeting current Florida Department of , Transportation specifications and placement and compaction pioceiures. Type S is most durable and therefore the most suita.ble ' s,i r f i c e c o u r s e. T y p e S-1 s h o u l d n o t b e u s e d u n l e s s t h e s u r f a c e coursle is at least 1-1/2 inches thick because of the coarse , � aggregate in the mi�. Type S-3 is similar, but finer graded, and can ble placed in layers 1-inch thick. - � � � � i , i , � � , l � � � ' � Faundatioa 5oila Stndy Pxoposed��Palgs�eens Site � 2aphyshilZa, Flarida Page 13 � Final pavement thickness design should be perfarmed by the praject civil engineer utilizing the data cantained in this report and � antic�i ated tratfic conditions. Ip � ateral Earth Pressures I � For purpases of esta.matinq lateral earth pressures against walls i constlructed below grade assuming fine sand backfill soils, we � ricomilmend a Rankine passive earth pressure coefficient of 3.0 and an active earth pressure caefficient of 0.33. The soil to wall �riciion coeffa.cient for the sails encountered on-site is � � appraximately 0.38. These earth pressure coefficients are riecoimended because fill will be compacted against the walls and � � the walls are nat free to move ar yield at their base. One method oi callculating the estimated lateral earth pressure is to assume an � � ei u�.valent fluid pressure distribution wi.th a sail unit weight (compacted structural sand fill) af 120 pcf above the watertable � aid 6I5 pcf �or �ands belaw the water table. 2'he equivalent �luid p�ressure is calculated by multipl�ring the earth pressure c�oeffic.ient by the vertical. effective soil pressure (unit weight � multspiied by depth) . This earth pressure criteria does not include a� factor of safety or effects o� surcharge loadings at the sur�ace. , � The w'a11s (and slab) should be designed for hydrostatic laads (and � upli �t} , with the water table at a depth of 3.0.Q feet below the '; � eXis�ing graund sur�ace. i �. � i � �etention Area Testing ;� - � A�s part of our foundation soils study, a single auger boring was �onducted in each af the two praposed retentian areas. The borinqs �ere found to contain slightly silty fine sands to fine sands � (IStrata 1 through 3) to a depths of 5 and 6 feet below the existing slurfa�ce. Underiying the fine sands the bo=ings encountered clayey � ; � � � � � ' � . 4 I �� _ � . . , 1 ' Fouadatioa Soila Study Psopoaed,SPalgreeas Site 1 Ze�phyrhilla, Florida Page 14 i fine sands (Stratum 4) followed by sandy clays (Stratum 5) which w;ere encountered at depths of 6 and 7 feet below the surface. 1 � � For iur retention area testing, we conducted an open borehole � const�ant head permeability test in a shallow piezometer installed in thl proposed retention areas. The piezometers were installed by tfirstl drilling a hole to the desired depth using augers with a 3- inch diameter. The piezometers were constructed of 2-inch dia. SCH ' 4�0 PVC pipe and .O10-inch slotted screen. iTie p�'ezometers were surcharged for a period of 5 minutes prior to I � testi� g to saturate the surrounding soils. Then constant head tists were conducted which consisted of ineasuring the flow of water ', � into the test holes in order to maintain a constant water level. ' This procedure was repeated several times to ensure consistent � risults. The results were then calculated and an average permeability value was derived using the formula given below: � ��C--_ Ln(�fr)Of2ni h2[1�6 + 1�3(h�Tn)-1] ' �� = Hydraulic conductivity (CFS/Ft.2-Ft. Head) ' = Diameter of test hole (Feet) h = Height of constant water level above the bottom of test � hole (feet) - , „ = Difference between shallow groundwater level and constant '� � - water level (feet) _ Q Flow into test hole (CFS) � Based on the results of our testing, the average horizontal I pirmelability value for the shallow soils in the western proposed , � retention area was determined to be about 21 feet per day or 2.4 * � I I , 10-'` CFS/Ft.2-Ft. Head. The average horizontal permeability value ' ( , � I ' i � i � � � ! ' . . i � � � P"ounaat�oA sos.ls stuay Propoaed walgreeas Site � Zarphyaehilla, Florida Bage 15 far the shallow soils in the eastern proposed retention area was d'eterinined to be about 13 feet per day or 1.5 * 10-4 CFS/Ft.2-Ft. � Head. � � L�imit�ations of Report i � The ana2yses and recommendatians submitted in this repart are based upon.�the antici.pated location and type of construction discussed � here�.n and the data obtained fram the soil borings performed at the locations indicated, and daes not reflect any variations which may exist� between these borings. If any signi�icant variations become � evident during the course of constructian, or if the structure licatian, type or loading changes, a re-evaluation af the ` r,ecammendations contained in this report will be necessary after we � � have had an opportunity to observe and evaluate the characteristics � of thle conditions encauntered. Significant shifting or moving o� �tructure lacatians may require additianal evaluation. When final design plans and specifications are available, a general review by� � I aur office is �tron�lv recommended as a means to check that the a;sumptions made in preparation o� this report are correct, and � that earthwork and foundation recommendations are properly interpreted and implemented. � • � I � i I � � , � � � � , � 1 � � � ; � � I � l i � � � � 8aundatioa Soils Study Psopoaed'9Palgzeene Site � 8ephyrh3lZs, Florida Page i6�� � �.�-�.rt--� � i Aadreyev Engineering has appreciated this opportunity ta provide � you with aur engineering consulting services an this project. I� we may be of further service ta you, or if you have any questions , regarlding the information cantained herein, please do not hesitate � � �o give us a ca11. � Sincerely, AiiDREY ENGINEERING, INC. � � � � I , i Je . Eller, E. . � P� o ` i t Manager . � I � � � � Davi A. Mevers, P.E. 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