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Drainage_and_Flooding_Final_Report-dated_06-16-2008
klotz��lf associates 1 160 Dairy Ashford, Suite 500 Houston, Texas 77079 T 281 .589-72' 7 F 281 589.7309 Jane 16, 2008 houston.officeC3k1otz.com Mr. Ron Bottoms City Manager City of La Forte 604 W. Fairmont Parkway LaPorte, Texas 77571 City of La Porte, Texas City -Wide Drainage Study Creekniont Park Drainage and Overflow Path Short Tenn Project 2 Klotz Associates Project No. 0127.008.000 Klotz Associates was authorizedto proceed with the analysis of r and overflow path f!I" Short Tenn Project Associates, !recommendations.r • cost estimates I. Purpose northernThe purpose of this project is to mitigate flood problems occurring through of !nt Subdivision Section 2 during a high frequency storm event by ! + an extreme event conveyance s • rtp The study area is the Creckniont Park in the Creekmont• / located east of Underwood Road and north of Spencer Highway. (see Exhibit 1). The Creekii-tont Park and Creckmont!• ! also of s pipeline easement and west of Big Island Slough (see Exhibit 2). Creekmont Park is elevated in comparison !nt Subdivision Sectionphotos Appendix t and is a restriction to the sheet flow from the northern part o Creekmont Subdivision Section III�117WWIramI The rcollected were the plans and profiles of drainage area map of North H Street, the hydraulic model for Big Island Slough (13106-00-00), and LiDAR based contours, The information was used to develop different alternatives to size the appropriate stonn sewer pipe system to provide extreme Mr. Ron Bottoms Tune 16, 2008 Page 2 of 6 klotz associates event conveyance path for Creekmont Subdivision Section 2. It should be noted that survey will be needed for the detailed design of the selected alternative. The Creekmont Subdivision Section 2 has experienced several complaints of flooding and ponding water due to the limitation of extreme event conveyance paths to relieve the flows out to Big Island Slough. Using LiDAR-based contours (see Exhibit 2), the area known as Creekmont Subdivision Section 2 naturally drains to Big Island Slough but Creekmont Park currently restricts the overflow path. Creekmont Subdivision Section 2 has its own storm sewer drainage system that can handle a 3 year storm event but does not have an extreme event conveyance path for the large storm events. The storm events analysed for impact are the 5-, 10-, 25-, 50 -, 100-year stones since these frequencies generate sheet flow. The areas labeled "Additional Drainage Axeas" in Exhibit 3 are the areas of concern that this report addresses. Reconstruction of the park could consist of removing soil, regarding the park area and rebuilding the parr, adding an overland flow path that would require significant improvements for it to function properly. This idea was not discussed considering the park is in place, would be significantly expensive and the park is already being used by the community. Creekmont Subdivision Section 2 storm sewer system connects into a 42-inch pipe that is part of Creekinont Subdivision Section 1 (see Exhibit 4). The drainage limitations have been addressed by the different alternatives that are briefly described below. The profiles for the existing conditions and alternatives are it Appendix B Hydraflow Storm Sewer Output. Adding flow to the current existing state may have to be mitigated and the effect will be analyzed with HEC- RAS. A conceptual estimate of the pipes sizes and costs for each option can be found in Tables 3 to 5 and the detail cost estimated are in Table 6 to 8. 'These cost estimates are based on using a contractor to construct the improvements and the cost could be cheaper if part or the entire selected alternative were built by city force and if High Density Polyethylene (HDPE) Pipe were used instead of concrete pipe. HDPE pipe are only built up to a 60-inch and greater size pipes would have to be concrete pipe. i. Alternative I Alternative 1 consist of placing inlets at the entrance of the park to collect the sheet flow from a larger storm event and directing the flow with stonn sewer pipes that will connect to the storm sewer system in North H Street (see Exhibit 5) Alternative 1 is a separate system that will affect the li June 16, 2008 P,age 3 of 6 klutz 1,'11 associates performance of North H Street system. Table I shows the comparison of Hydraulic Grade Line (HGL) difference from the existing and proposed Alternative 1. There will be adverse affect along North H Street. Table I shows LiDAR elevations and Hydraulic Grade Line elevations. Table I shows that at a 10 year storm event, the system will be filled to capacity and ponding will occur. Table 4 shows the pipe sizes and cost estimates for the 5-, 10-, 25-, 50-, 100-year storms that will lower the Hydraulic Grade Line the most without upsizing any part of North H Street. Alternative 1, while helpful, will be able to convey the sheet flow from a 5 year storm event. This alternative does not meet our goal and is therefore not recommended. MMMMIFV37�� Alternative 2 requires placing inlets at the entrance of the park to collect the sheet flow from a larger storm event and directing the flow with storm sewer pipes to the storm sewer system in North H Street and placing a new parallel system on the north side of the street to handle the additional flow (see Exhibit 6). This alternative will add flow to the existing storm sewer system in North H Street and affect the current system in place. However, a parallel system is sized to have no adverse effect. The systems will be connected to North H Street with modifications downstream of the connection to accommodate the additional flow. A parallel system in combination with the existing system will be adequate to accommodate the additional flow. Alternative 2 will have inlets and manholes at the entrance of the park and in the park that will drain into a storm sewer pipe system and connect to North H Street. The existing Hydraulic Grade Line is above the Critical Elevation for the larger storm events (see Table 2). A Hydraulic, Grade Line comparison is shown in Table 2. Calculations were done to estimate the needed capacity of North H Street system that would handle the additional flows. Alternative 2 was designed to not have any adverse effects and have the saint or lower Hydraulic Grade Line along North H Street as the existing system that is in place now. Table 4 shows the pipe sizes and cost estimates required for the 5-,. 10-, 25-, 50-, 100- year storms. The existing system drains both North H Street and Underwood Street and it was not designed to handle the 100 year storm event. Alternative 2 will handle Creekniont Subdivision Section 2 flow for the 100-year event and also have positive benefits for both North H Street and Underwood Street. Alternative 2 will require HCFCD review and approval since new outfall would be required. Right -of -Way (ROW) or easement will be needed for this alternative and the costs for the easement or ROW is not included in the cost estimate. There are several properties that could provide a reasonable route to North H Street. Mr. Ron Bottonm June 16, 2008 Page 4 of 6 k I o t z a s s o c i a t e s Alternative 3 includes the placing of inlets at the entrance of the park to collect the sheet flow from a larger storm event of Creekmont Subdivision Section 2 and directing the flow with. storm sewer pipes to Big Island Sough within a 10 foot easement that the City owns (see Exhibit 7). Alternative 3 is a completely separate system that will convey only the "Additional Drainage" Areas of 48.6 acres to Big Island Slough shown in Exhibit 3. This system will go across the pipeline corridor that is to the east of Creekrnont Park. A survey needs to be conducted before this alternative can be finalized. It is assumed that the pipeline easement will not interfere with the Alternative 3 storm sewer system, but if it does, a siphon may be required to cross the pipeline corridor. This alternative will not connect to North H Street or be in the 1R.ight=of=Way of North H Street and will have its own outlet at Big Island Slough. Table 5 show the pipe sues and cost estimated for the 5-, 10-, 25-, 50-, 100-year storms. Alternative 3 will require HCFCD review and approval since new outfall would be required. Same additional Right -of -Way and/or construction easement may be required for this alternative and the costs for these are not included in the cost estimate. +'fir � �� f � �- f• r �: a The initial assessment of the data shows that any of the alternatives will collect the sheet flow from a larger storm event from the Creekmont Subdivision Section 2 at the location of the Creekiriont Park entrance. The alternatives show possible ways to convey this flow to provide some relief Creekinont Subdivision Section 2. Alternative 1 consists of 910 feet of pipe that will connect to the existing storm sewer on North H Street. The total cost estimate for alternative I will range from $344,000 to $428,000 depending on what storm event is chosen (refer to Table 6 for details). Alternative 2 consists of 1,885 feet of pipe that will connect to North H Street and run parallel on North H Street. The total cost estimate for alternative 2 will range from $725,000 to $1,294,000 depending on what storm event is chosen (refer to Table 7 for details). Alternative 3 consists of 1,322 feet of pipe that will outfall into Big Island Slough. The total cost estimate for alternative 3 ranges from $474,000 to $571,000 depending on what storm event is chosen (refer to Table 8 for details). Mr. Ron BottonZ June 16, 2008 Page 5; of 6 1 'Y'l Conclusion k I o t z a s s o c i a t e s The costs for the various alternatives are listed in Tables 6 through 8. We recommend that the City first work with the identified property owners to detennine if an economical sheet flow path with any needed easements could be acceptable to all. Each alternative presented requires that the City coordinate with property owners in determining an appropriate alternative to be considered in Phase 2 Detail Design. Mitigation may be needed during the design phase with HCFCD depending on the selected alternative. Using HEC-RAS, Big Island Slough water surface elevation will raise about 0.05 feet upstream of Big Island Slough because of the additional flow that is directed during a 100 year storm event (See Appendix Q. We are available to discuss the report with you at your convenience should you have any questions regarding our findings. We look forward to moving into the nest phase of this study. Sincerely, j4jOr'r,eE. Gutierrez For: Gary L. Strazick, P.E., CFM Vice President MR E I M1. CC: Mr. Steve Gillett, City of La Porte Mr. John Joerns, City of La Porte Mr. Rodney Slaton.. City of La Porte k I o t z 4 I I a s s o c i a t e s ""WIRWIM Tables I Alternative I AGL Comparison Tables 2 Alternative 2 HGL Comparison Tables 3 Pipe Sizes for Alternative I Tables 4 Pipe Sizes for Alternative 2 Tables 5 Pipe Sizes for Alternative 3 Tables 6 Cost Estimates for Alternative I 'Fables 7 Cost Estimates for Alternative 2 Tables 8 Cost Estimates for Alternative 3 lxfffffl�� Exhibit I Vicinity Map Exhibit 2 Aerial Map Exhibit 3 Drainage Area Map Exhibit 4 Creekniont Subdivision Section 2 Exhibit 5 Alternative I Exhibit 6 Altemative 2 Exhibit 7 Alternative 3 ZZENUTI= Appendix A Representative Photographs Appendix B Hydraflow Storm Sewer Output Existing North H Street Alternative I Alternative 2 Alternative 3 Appendix C HEC- RAS Output d a L _.- --- T V o p��•, 00 � W p j r ,PA co rn je N N m l0 d � N Q+ O r� W'7 u) O 9 W ll yet O 66 rr'. W N N L) a WI N N rm > w -® a z~ N N N N U 3 W O N N :i fl. F 14 u O Obi n c7i A N N N m «. 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C4 C4 L yr L Q� N; 0 CO lirz— Y CV- Baytown 0 5,000 Feet Deer Park s< < v , b � p Project L -ocation a�. w 1 r ilAorgan Point`°� b � I City f La Porte L : $ t 't fix.: Try ; I � U { E I Galveston Bay Shoreacres � ( / - klotz associates Pasadena VICINITY MAP Legend CITY OF LA PORTE CREEKMONT PARK Streets DRAINAGE AND OVERFLOW PATH City KLOTLPROJ.NO.S12(0 E. 0 EXHIBIT ' lug SCALE 1'-5606' r Ocean Background Taylor Lake Village DATE MAY2CC sLUE$'RD ,t, ��//;� %ray;. .f�≥"#=ir: •; � <.,.i.i>`< � f �,', r , iLu x �-iUMMINGeI Ip! ra!iir: a d e' North'H Street Creekmont Park rfr r z f; sm SF 0 200 Feet Pipe eR� v d h U kIotz4 associates Legend• TSERE Locations C AERIAL MAP WITH TSARP Locations LiDAR BASED CONTOURS Aerial Source AE April 2006 Severely Damaged Homes CITY OF LA PORT xrs ��,� ROCK SPRI Repetitive Loss � ���� CREEKMONT PARK DRAINAGE AND OVERFLOW PATH kLDTZPROJ NO 0127,006.000 ContoursxHIg1T SCALE: 1 -zoo Open Channel Drainage DATE.MAY 2008 (r�,, � • If fr tau I 4eL SLUE R �7 J, gip ; M NGStRD �Y ► RI !$Li 0 500 Feet North H Street reekmont Park ac' 13 ac RIr th Creekmont Subdivisions Section 2 30.3 ac o 1 MYRTLE CREEK� s ; rrr 0 .1 � a PINE CREEK (a` � r I !- VgI r11 m �m rn SUGAR CREEK Y ` . CREEK STONE $1- } > Y�� k1O z associates Legend z �Adddt g � AERIAL MAP WITH ional Draina eAreas Existing Drainage Areas DRAINAGE AREAS Aft# s� df l r r, i n�,l Aerial Source:AE A ril 2006 VI TSERE Locations fir' u p TSARP Locatkons r. �' � �°^ � CITY OF LA PORTE OL CREEKMONT PARK Severely Damaged Homes DRAINAGE AND OVERFLOW PATH {• ,r i KLOTLPROJ.No.. 012•`.J09Ao0 Repetitive Loss , EXHIBIT : SCALE' 1 -500' 3 Open Channel Drainage �, "` '"�- _ -- '- LATE MAY 2000 �8 a-, ¢i ��� w`' Y ✓'fir, �� I , Creekmont Park 13 ac0 200 Feet II ,sq tt� }F" .S _.✓� lr / is MAPLE CREEK 3O ��1 � YR74.E GRrrEi� ✓, ✓,. � �� � � .,,�i�g�✓. ¢ � �✓ ✓ f�'S��r�j�✓r✓ /ftffl;� JYH �2 iK �' ° ft ✓ S/ J: ✓f/r f � ✓� �i' v, ✓ f {� '�✓ t✓ � i N Creekmont Subdivision C, Section Section 2 30,3 ac �r5f I /SHppOW CREEK :. ✓ I�lr�.,.�, �' . ' !: r.� tit r, � fl. ,� �✓ ✓i�'id +, I aG kIotz , associates �v t CREEKMONT SUBDIVISION SECTION 2 Legend EXISTING STORM SEWER isV Inlet I � o �+ '' CITY OF LA PORTE Q) Manhole CREEKMONT PARK ✓rJ Additional Drainage Areas s„�. DRAINAGE AND OVERFLOW PATH Existing Drainage Areas xLOTZ r oJ.rao. 5127.005 oaa EXHIBIT g' ✓ '.; "= ' Open Channel Drainage SCALE: f500 4 i -_ ✓ DATE MAY 2005 z N ,5I a H y�.11w1�+pn I' � ROBtN r r, r*, North H StroeL l'r #v,S r Y N �1 F,f v G � 0 200 Feet � X Legend �� / klotz associates Existing Manholes , rfdr3 • Proposed Manholes ALTERNATIVE 'W • Proposed BB Inlets t . � CONNECTING TO NORTH H STREE II Propopsed E Inlets t� r �� rr CITY OF LA POR rE Sewer Pipe Drainage ,' ' CREEKMONT PARK Existing DRAINAGE AND OVERFLOW PATH �Ls KLOTZ PROJ.NO 0127.008.000 EXHIBIT Proposed 1 SCALE 1 -200' Open Channel Drainage f, ,n DAYS.MAY 200$ f ' t HUMMINGBIR Fr Jn,,rrr ry g rt 10911 ,3' f @ North H,Street 200 a �2 y ; G � 1 ^$ x � )k r m u r t l �tr6 Fee i FX S � l C C Legend kl © t associates Existing Manholes �k. r' �� ALTERNATIVE 2 • Proposed Manholes ' Q' { � J r PARALLEL TO NORTH H STREET • Proposed BB Inlets Propopsed E Inlets CITY OF LA PORTE Sewer Pie Drains a �° P � �r '� � � CREEKMONT PARK Existing DRAINAGE AND OVERFLOW PATH i' KLOTZ PROD_NO 0127.008.000 Proposed EXHIBIT } SCALE, i"=200' - Open Channel Drainage DATE MAY 2008 6 �w t 3�' 4 iv North H Sree aT ,, tt �hhP// k E �5i11� C F� r l *2 � 'lr'r £` gym,,„ r F i+ISY• j yJ I Sly. a , / 31 'V /1/ I I rtr vz ��i% ' ,,> JrA '{ r J j oi�d8@t 7 /�` Legend klotz associates Existing Manholes• Proposed Manholes ALTERNATIVE 3 Proposed BB Inlets NEW OUTFALL TO B106-00-00 III Propopsed E Inlets CITY OFLAPORIE Sewer Pipe Drainage CREEKMONT PARK DRAINAGE AND OVERFLOW PATH Existing {'$ KLOTZPROJ NO. 0127.008.000 Open Channel Drainage , EXHIBITIT o ? t r Proposed SCALE. 1 1"=2ooe24O GATE' V !p' Representative Photographs Klotz Associates City -Wide Drainage Study Project No.- 0127.008.000 City of La Porte Creekmont Park Photographs Takers: February 26, 2008 Creekmont Park Parking Lot Klotz Associates City -Wide Drainage Study Project No.: 0127.008.000 City of La Porte Klotz Associates Photographs Taken: February 26, 2008 Creckmont Park Playground Equipment Photographs Taken. -February 2 6, 2008 City -Wide Drainage Study City of La Porte Creekmont Park Klotz Associates City -Wide Drainage Study Project No.: 0127,008.000 City of La Porte Appendix B Hydraflow Storm Sewer Output Klotz ?associates City -Wide Drainage Study Project No.: 0127.008.000 City of La Porte EXISTING NORTH H STREET Klotz Associates City-Wide Drainage Study Project No,:0127.008A00 City of La Porte .7, CD CD C) 0 CD CQ co C� 0 m cq N 00 00 JnO 96'l,l,'j3'AUj r s ; , Wild oo'iz� '13 J 8 ZU1 II �, � � � � I��I� j i ) w U I qq'� '13 'A U I Ino OIR- i, 1, '13 'AU I Dolz 'G WQd 00'sv+ 6z ells 0 Cl 1 u I L-O'l, 1. 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C C a W r N M tl' CO (L) h 'tl' CO U) id� d l ......... _._._. ..... ......... ____ C (D C$ co co co N r t`- 0) ® r` CO _ , M CO N N N r h- a) C) M CD CO N M N N N N N N N M N N C- g N CD C) Y- ® m r C) r vt o 0 C o r. N = a ( r: rte- 0) 0 0) co CO r 04 n� NPs co co m m CU) C N N N N N N N N N N = � o J u) co CO Cl) dN N � N N ( E Uo r x a N N N N N NV N CO N N ( Z m Q v CD o o) N N CO 0 C) r O O N O O O ® C) CD d N N ® a o 0 0 0 0 O N- N CO N N Cp® N s r c W r co ® r r r v crx c ! N N P~ CD ti CO rr r) yC J CT) o v o N CO F- ®W cn (0 o N- r r r r d e o 0 0 0 0 0 o a a C CJ 0 6 O 4 C3 V) ® C3 —� r-. 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(6 111 a c o a o 0 t ( W O a 0 0 W - - = 4 113 (13 ci C c C ci } O o Ca a Q®z r o W N M m � mm r C c r CO - N N N N F c N a 1 a o 0 6 6 ci U r N M C (N N N N = J c to ci ci N W a) - m E coo a � v LU N N N N O O O O 0 .-. cD c7 V M r-W~ c0 co O) r CW c4 t PN CO 03 ocicici C r M J C' 00 ci v � a r� 3 r U tJ O yA� D d a1 N N N (D M > J H fi (13 ..._..... .......-- ... --------- —J CU- ° E Cl, ci �+ 11 .21 coWI E •i•O z z E o .2 o w ≥ us = a o o a Co ® o InO O£' 6 ]1 ] 'AUJ v r7 cV 'vim 3 00'VZ '13 w12i ti ...q . . � 1 s � o f s g } d-6^I ( O 1 ) i UIbL0 3 1nO196 •13 AUI 09-£L IA w12 ! ( s E £ :U,-Lb-L 4+8 e3S 1 _ ,,_ o CD (U ( f # O kj. tp cD C !o � t UIZti9 13 'nu1 a ! 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LU CDC; &a � z z -iz r =_ m v cn E 0 _W cn 0 CD CD C:5 C14 co � Ce) Ino 0C, C) C'G'Aul Do,tz,e wR:l r Cl) V:U-1 zv*og+zLels CD (N CD 0') Ul V Vo C '13 'AU1 Ino 179'6 13 'Aul 09TZ 13 LUI C :ul - 117'L C+13 e1S 4 L) j LO U 'A U Ino ZJ7'9 '13 'AUJ lit OOW'13 WN i T-1 AT Z lul - L VRZ+C OIS C11 U '�1 -AUJ l OE 9 1 Ino OC,q 'J3 'AUJ 00,9Z '13 wQAci L Ul L C9+z els i 04 cr Uj 09') '1:1 MI 00,9z '13 'PUAE) Ilegn666-00+0 MS 41 co CD 0 CD 0 CD q C! C� co CN LU IL m o � a .®c r C (5 cG W 8 O C O -o ❑ _ Z c W N Mof { C7 c to co co r`-- N N N N 7 w,„..-..,--- �.a f CO C N' N— N N O CY o C) J _1 2$ 3 M(P Lq v N r r N Cl C N N N (V - ,......e J = � io W Vt 3 � C7 0 co ao ao 9 y N N N N Z LO 01 C_ O e It L� J y v O O CD 0 I a D o � J -: o a UUl `' c[u ro m rn r � � o o N G W co M �r o ti ad c6 r T y O o o C_ G p cr? C co rn co N NtJ Ci U U 0 U CL 4i 4) !, N N C! CO w t N = r, CO � co 'o co � 0 a r MLL` u c of m n o, `V s o ux co m r 0 L � o u 31 D o co/O�i J ID O,....,...,.,.,.,,,,., ..., Z Z J Z fi cV M et" Appendix HEGRAS Output Klotz Associates City -Wide Drainage Study Project No.: 0127.008.000 City of La Porte EXISTING VFC-V, Klotz Associates City -Wide Drainage Study Project No.: 0127,008,000 City of La Porte NEC RAS Plan 8106 00 FH Rivar 6106 00-02 Reach 61AIN Reach I 'Hive"a[e O To[al Mm Ch El W 5 Elev 1 Cr 1205 W S E G Elev �,13 Slop6 3v0 1'1v4 Fiow Area T AY4ud9 M Gb1 k f SIC) :4 189 n1 L 15 014 I 1 (155 x � 4 r (813 MAIN x35$78.55 499.06 16.36 20.09 21.01 _.. 0.000064 2.75. 180.971 62.32, _ 0.28 MAIN 36378 55 73322 1636 22795 22`37 0.000572- 2/0 271.60 7025 0 241 MAIN 13437855 854.25 „16.36 2299, 23.10, 0.000463 263. 324.6r }4.52! 0.22! 154111 1.1107S."5 p 1207.00 16.36 24.82 v 1 25.02 0400306. 2 52 479.50. G572µ 0.19 r 3'1 13 4`71 4 506.601 14.49 20.07' I 2014 2.000448 2.1! 23381 70 08' 0 21 #i. 747.06 14.49 21.73 1 21727 0000200, 2.07 361.33 83.511 0188 M4111 55I71134."rk ooL . 14.49 22.57 22.53 ❑1306235„ 2.01 424.3!) 00.301 0161 1. 3567b3# �._. 1230.0{1 1449 24,50 24.64 0000260 1.09 651101 160211 017; MAIN j 949 508.00 1449 2002 17201 20,11 9.000466= 2.19 231.00! 69.811 0.21 MAIN a2 01940 74700 14.49 21.70 17.771 21.77 0.000292 208 259.35" 8332 0.18' MAIN 73551949 67100 14.49 22.55 16,011 22.81 2.000230 201 432.52 90 14 0.15 MAIN 35219.49 ( 123R.v(I 1449 24.57 16601 24.63 0.000182 193 66265' 247.89 015` MAIN 13495915 8rld9a MAIN 3489&$1 s 50800 144E 9996 17.731 20.03 6.0004941 224, 226571 6981" 022' MAIN 3489881 ( 74700 1449 21.54 1777 2171 0.000304 2,10 35656k 0417 6.18 MAIN 34899.01 071.00 14.40 22,45 1801 22 55, 0200245 2.02 430.59 0125 0.16 AIN "3480881 120000 14.49 24.36 1560 2444, 0.000277 1.00 631 31 122 85 0.17 (MAIN 134675 54 I 52140 1449 10/2T 17.28 0.000600 <.4 a 216.73 6.331 024 MAIN 046/5.54 l 774.00 1448 21.56 _ 17.82 " - 0.000044 "_._�"°; 348.52; 02701 0.19 'MAIM 34679.54 ;, ,,,,603.0(1 14.49 2242! 18.01 ,,...,, 0.000275k ``_ 422.60 89.BI 0._171 MAIN .3467554 J 127500 1449 24 32j. 18.67 2200103 2"34, 763.921 54250£ 0 15 MAIN 1339041.1,._ 697.080 =P. 1907 16.27, 7 p-r 269.781 6002! 0 23 41AIN 933904.71 ! 1024.00 .E. ., 21.28 10.31 _ •, ` ; ''^'? 413.46( 81 53 0.19= ;MAIN 33804,77 1194.00 22.17 1719 &7 409.84: 90.16- 0.191 �1AI(13390471 1687:40 ''=�1 2413 1 .891 896.87' 242 f 0202 MAIN 327235 * 703.00 11.49 16.88 15.08 1896 0.600353 ? :E ., 6841 0.193 1AN 32723.5 1033.00 1,491 20.95 ___ 15.76 21 03 _ 0.002241 80.15, 0.171 o-AAIN p27295 t 1205.00 11.49 21.87 10.05 2194' 0.250710 u ', 1 85.34 0.16! 61A(N 2723 6 t 1702.00 11.49 23.80 16.76 22 67 0.000162, _i 31,a a 1693.26 0.15 iAf1+E a�'a+'<4a eYr 1 754.001 11.49 10.641 15.19" 18,941 0.000414,' 2.50 701.57 64,221 0.21 '£+FAN 13,55534 1109.00 11.49 20.92 15.55 21 01 i 0.000282 1 244 455 32[ 79911 016 MAIN j92559.24 1293,00 1149 2104, 1610 21 93 0.0002501 243 531,47 85191 0.11 MAN 32`2 8 2 7, 1027.001 11 41 2376 1690 23.00! 0 000252} 279 1332.14 1583.52! 0.17] MAN3e�a854 eriagel .. MA1N J52405.56 1< 607.001 11.491 18.721 15.21! 18.84 0.000514 2.75 293.22 67 521 0.23 MAIN 32485 56 I 1167.00 11 49 20.84 16.02] 2095" 0.000336 2.64 449.18 79 531„ 020 MAIN 122400.56 1385.06 11.49 21.14, 1632 21.85 0.022298 2 65 52727 6465! 0.19 MAIN 374$556 1956,.07 11.49 23.47 17.09 23 59 0.0223001i ��. 930.20_ 008.21/ .074 h#Rr}¢ 522928 1 8,1_001 _ 11.49 1s,87. 10.44j _ 1272 0.000661 3.08_ 203.10J 666&&„ 0.26{ 27419 1522979 1278.00; 11 49 20741 16.161 38.67. 0022409! 2.90 441.30 T1 78 97 02!'' 1490.00 114 32292 9 2100.0 11.49 i 21.57 1647 2178 ..� 3 12 „612.93 84 13• 0.21 0 0 E 11.49� 2337 17.27� 23 52 0 000391� 3 12 672 93 302 Of. 0 22 1/lAI.a 31733.48 974.00; 6.021 18.33 13.97 1844, 0.000402; 2.69 362.001 72.90 0211 MAIN 71.79340 1425.001 90r . 2058 14.80_20.69 0000207; 2.66 53499] 6213 0.181 MAIN 3179346 1661001 9.02, 2151 151721.62 0.000265 2.711 512.901 06290.181 MAIN 3'1783 46 2336 00) 9.02 2319 _ 16.0623 33` „0.000342 3.03; 370.64- 240.56 , 020! 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MAP , 3074798 jI 176/.00 7.38` 2123 14.051 21.34• 0.0002411 2.63 67271! 92.C4= 0 17 1 1 '1974/.98 ! 2481.00 7.38% 22.83 15 091 22.57] D.0003601 2.03' 842.8& 90.864 021 A r3St92;r3i 7213.00 7.38 1782 1 _ 7197 0600491' 3,09 39310 7196j 023,. MAIN 065721 1,76500!, 7.38 2021 2035 0.500354 3 6 581.37 05.991 0 21' MAIN 502731 ; 2057.00; 7.38 21.15 2130 00003971 3. 66544 97.56] 020 (MAIN 34827 31 2577.20' 7,38 22.73 2291' 0.000429j 887,70 219.61 4 023 MAIM 12039391 1438 00 535 1717 1257' 1730; 0000575 362 39724 d 2.171 0.271 MAIN x{29596 di 2083.06! 5.35 7 9.74 13.60 19.62 0.009466 343, 600 491 90 64 i 0.23] MAIM j2940345 _2426 00! 535, ,.. „ 2072 14.16 25.60' 0.046436 3_47 698 14? 123 81 0.23J MAIN r959991 338000k 538 2217 15.33 2241, 0-000541 3.98 849 361 581 10, , 0.26J MAIN ]2949324 a 1688.00! 4.63 16.65 _ 13.51 16.78( 0.000341 w 2.89 58314' 90 5F ❑201 MAIN 12048324 2435.001 4.63 1939. 11.62,,_ 19.501 0.0002571 2.84 50/47: 110.81 0.18, MAIN 12945324 1 2835.003 463, .207 1209: 26.501 6.090251 2.92 97104= 27187 018: MAIN 2840324 1 3634.051 B 4.63 21 72, 13.22 21.01 0 00031 B, 2.46 1138.02,,,, 339!.87 0.20 MAIN 52X39968 1797.001 3.41; 16.271 _ 5,5J 16.41.p 0.000364 2,97 000,21 94.36 0,21 MAIN 52739988 2590,400 341 1910? 1093; _ 1922 0.066269! 284 90836, 651.68 0185 MAIN 27399 88 3003,ODf 3.41, 20 091 11.45 I. 20 22 020 '], 2,90 1239.22 r 1 191 60, _ 0,19 MAIN p7399.98 I 4163.00 3.41 5 21 AB 12.691 21.58; 0.000259], 2.76 3 468299E 41401] 3.18 1 MANN / 4 57 1055901 3,41; 16.09' 9 91,I 1629' 0,000391 3.23 57506, 5303' D 22 MAIN J3545Y 2673.00 3.47 t 18951 11.041 137 1 0.000296 320 834.96; 173 19 0.19 MAIN 2731¢57 3112001 341 1990 11571 2010 0.000301 3.33 934.99 1263.551 620, MAI N 270iT4 b7 430960° 341 ®21361, 1282 21.48 0.000238 3;06 5243.11, 375000 018 ,.,..,,.R M _, s .... MANN X964 53 1858 001 385 16631 ,_,,,, 9,69] ,.-. i 622 0.000408 ,2.97 „, 624.79 107.18 ,, ,, 922 MAIN 26464 57 . 2673.064' 3.85 18 961 13.971 19.081 0.000270 2/2 992.60] 144611 3.18 MAIN ]2696457 I. 311X2.00] _ 3,65= 1995 11.491 20.06 00002501,„ ..... 2.72 1303.78 966.691 0.181 MAIN 15695457 I 4309.001 3.851, 21,37' 1263 1 21.46 0.0031491 262 4905.20 4060.14 0.16 048114 1268635 Brl t`ss c MAIN 2£76242 1 1953.00] 3.851 16.091 10.00 1820 0,000458 3,15 6₹0,57 10671 0,23; MAIN 172 2813.09,9 3®85 187; _11.14! 1888 0-000324! 2.95 952.47 189561 020 MAID ]26755.49 [. 3264.00], „3,85, 19.801 11.67 19 94 0.000322 2,54 1110,61 100435' 5.25] MAIN /6'16342 I 4497004 385 21191 1302 21.29 0000319/ 2.75 4813.64 383986 001 MAIN 2fia i 23 195900'6 3.85 55941 _ 9991 ifi 10 _0.00048_0 3-21 609.24 10040, 02;71 MAIN 2690523 i. 2813 001 3.05 18 691 11.15! 18.81, 0.000308 2.90 1525.581 101020, 0.191 MAIN 265fi2'23 _ 3264.06; 3.85, 1976 11.66] _. 19.86 0,600249 ..,, 267. 2021.004 2433$ 0.161 MAIN 2655223 4497001 3.65 „21.151 13.03! 21.21 0.000160 2.40 784002 353/23. 0.15E MAIN 26226,91" . 1953 001 3.75 15.82] B 54 I 15.95 0000334 2.94 664.97. 89 11, 0.201 MAIN '56`226.91 2813.00 y 3.75 18.581 ... 15.631 10.71, 0.000291 2.89 974 07 124022! 0.191 MAIN 282-2551 3264.05! 3.75, 1964] . 1113 19.77 0.033336 2.89 113824, 256012+ 020 MAIN 1260269i 4497 00' 3.75 21 11 12 30 21 16,0.000151 2.04 986266! ,382418 0.14! 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MAIN 040105.52 MAIN 24778.42 ( 2267.00 23 14.20' 3.53 15.00 0.001.431 3.41 g 6664 95 8502: AAIN 2247`0''1,62 3270.00 2.00 17.53;,. 9.64 1772 0.0003625 3.477 41,5353- .,33.63, 0.21 48 2477862 r 3(920) 2.00: 1149 10.34 1868 0.000362, 3.561 '05na7 6830- 022 1 24778 6E 5103.00 2,00 20 45 ,,. 11.5/ 2J 59 0.0002941 3 22 47744/3! 2875.56' 0.20 7d 1'c9 53737 2448.00 2.00 14./b 9.2/, 14.00' 0,000535! 3.03 655.66 00.65 0.25 3533.00 _ 2 00 1142 102, 1 l 6+ 0,099449,i._ 176 94060' 333 66 024; f � 24553,3 ,, { 4042 00, 2.00 I0 aer 1362 1430 0.0004691 3.79 1060.00 $66.42 0.24 84847,5)' i4.00 2.00 2039 1 V 83 22 ,3 0.000297! 3.31! 506352 2730 11 I 0.23 4534a7 1E'r .e,` 2507.00 _ 030 1439 7.98 1457 00004111 3441 75730 123531 022. tii} T1'iS 15 3766.00 030 1710' 9 36 1729 0.000348! 3.55 1060.70 122.12] 0.21 XAI14 09 - 4292.00' 030 19.00 9.671 16.26 0.000347! 3.63 1181.99 205.14 0.21 UTA11 72 20 5745.00 0.30 _ 20.061 1099, 20.20 0.000381 3.54 3175.60. 2470.04 032 ,1.d 2,96,00 -020 14.00 _ 784 14 24. 0 000571 3.95 706.20, 9953 026 F(11 57 4026.00 -0 20 16.77, 526! 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133.96 0 266 MAIN 2182821 4897.00' 0.71 16,59; 9 53, 16.86 0.000497 4.16 1178 321 139.47 925, 153AM *21$3€!.27 i 6482.00 071 18 81 71 74 1 B 09, ,0.400442 ...,,...4 31„ 150235' 101791 _ 224 1Ak 1 2144161 2985.00 -5 12.04 7.45 13.06 0.000572 ,3.77 ,... /9263112249 0 20j 21441 61 4321.00 t1 1 1555 8.68 15.77 _ 9.000479 2.76 t 148 7 1-0.56j 01/4114 ;$144 61 7 409102 15•I 16.434 910 1006, 0000401 3®04 a 12/S 67! 146 66 0.23 MAIN 2144161 648200 _11'___- 18.64 1028 18.69 0.000506 3.97 163332 1/21,311 025 MAIN 20735.69 3040.00 '000, 12.52 -,_' 600 12.701 2.0004201 3.42 888.45 127 17 1 9.23 1MA4N 12073569 4404.00. ,0.80 153/,, 797 14.005002319] 3.49 261 05 125.87] 0 20 MALI') (2073569 499622 '0.80 16.20 8.62_ 16.40, 0,000317 3.60. 13$8 031 208 36 02'] MAIN ,20735.69 ,0074.02 -0.80! 10.34 9.53 18.55, 0.005472 3.711_1 8288! 5220.14 0.23 MAIN 19F9428 3106.40 2_-17 12 _ 097 7227 0000497 3.57 86&_961 12819 0241 WIN11479428 450300 2.17 14.974 BAS 15.16 3.000376; 3-57 1261521..-. 14330 0.21 MAIN 19794$8 t 5116.00 211 15.04 8.49 16.051 _ 2005421 368 1389 11 1 1852.05-, 0.21 MAIN 1197948 P 6774.00 2.17 17.92 541 _ 18.141 3.000463 381 2638 021 4910.94' 020 MAIN 1068877 319500 -2.85, 1165 5.68 11.81] 0.0003231 3.201 99767 126.341 0.20 Itf' 119691011 4638.00 -2.85 14.62 6.17 14791 0000270 3.30 140382 152.18 0.19` AMAIN xI5$85 77 .�., 5279.00^ -2 85 1546 6.60 _ 15 651 _ 0.0002951 3.43 1537 22 1056.81 0 20 MAIN 11869 ' -1 699200' -285 17651 765 17731 _ 0.00077 2.$4; 973402, 5445.061 0151 70.410 17927.3 319500 325 11.36 517 71 55' _ 0300356! 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