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83 Development Permit 547 Universal Computer Systems
I _,. PURPOSE Addendum to Drainage Report Dated April 13, 1998 for Universal Computer Services, Inc. 31.853 Acre Tract S. W. Robertson Survey, A-202 College Station, Brazos County, Texas June 23, 1998 This report is an addendum to the approved Drainage Report for Universal Computer f Services, Inc . dated April 13 , 1998 . The addendum documents all changes made to the approved drainage report . CHANGES This addendum changes the configuration of the detention pond in order to retain and enhance more of the natural environment. It is our intent to preserve more of the existing trees . I (Appendix 2 : "Drainage Areas" shows the configuration of the detention pond dated April 13 , 1998 and the new configuration dated June 23 , 1998). The new configuration of the detention pond effected the size of drainage areas 4C , SC and SD and the location of the outlet works . Detention Pond The redesigned detention pond covers approximately 2 .S acres (including acreage in channel used in storm events above the 10 year storm event) with the berm elevation at 264 .SO' (See Appendix 1: "Grading Plan" of this report). The detention pond outlet works consists of a 9 .S" square orifice w/FL at elevation 2S7 .00', an 18" circular orifice w/FL at elevation 261.SO' and a 3 .S'x3 .S' opening in the top of the box at elevation 264 .00 (used for overflow). The outlet works will ( tie into the back of the curb inlet in the existing storm sewer system on Quality Circle. The outlet \ works was modeled with free flow conditions since the tail water elevation from the storm sewer . system is at 2S6 .86' which is approximately l.S" below the outlet works. (See Appendix 8 : "Outlet Works Connection" in the April 13 1h report and Appendix S: "Storm Cad Calculations" of this report for the calculations of the tail water elevation .) --- Th allowable outflow increased for the redesigned detention pond due to the change in the drainage are s, see-Appendix 2 : "Drainage Areas" of this report . The allowable outflow for the detention nd was based on the difference between the post-developed run-off leaving the sight . / undetain C:l and the pre-developed run-off. The chart below compares the allowable and calculated V outflow rom the detention pond . The pond successfully attenuates the S, 10 , 2S, SO and 100 year storm vents . The pond does not detain 0 .67 cfs of the 2 year storm event. The w ater surface elevati n in the pond does not exceed 263 . 00' for the 100 yr event. (Appendix 3 : "Hydrologic ~ fUJJ_v °'~f"~~ ~~'~,LQ,~ ~ t'L ~~ '-(µ Caat (,:; · Drainage Report for Universal Computer Services, Inc. 31.853 Acre Tract S. W. Robertson Survey, A-202 College Station, Brazos County, Texas April 13, 1998 GENERAL LOCATION & DESCRIPTION: The proposed Universal Computer Services, Inc . facility is located on a 31 .853 acre tract of land comprising Lots 1 & 2, Block 2, of The Business Center at College Station, Phase One . The site is bound on the northwest, northeast and southeast by Quality Circle and the southwest by Lakeway Drive. There are no current improvements on the 31 .853 acre tract, the site is covered with / woodlands . Proposed improvements include a new building, parking lot , loading dock, service yard , storm sewer system , detention pond , channel and underground utilities . DRAINAGE BASIN: The site is located in the Lick Creek drainage basin, which is the primary drainage system (See Appendix 1: "General Location Map"). The site is not within the 100 year flood hazard area / according to the Flood Insurance Rate Maps 0205C, Community # 48041 C, Effective date : July 2, v 1992, for Brazos County, Texas and Incorporated Areas (See Appendix 2 : "Flood Plain Map"). Currently the site drains directly into Stream AC via storm sewer along Lakeway Drive and Quality Circle . DRAINAGE DESIGN CRITERIA: The City of College Station Drainage Policy and Design Standards state that the design discharge for channels shall.be ~ased on the 100 year storm event, culverts shall be based on the 25 year storm event and the detention pond is to attenuate through the 100 year storm event . The above standards were used to design the channels, culverts and detention pond for the site . The following methods were used in the analysis and design of the drainage structures. The Rational Method was used to calculate the peak run-off for pre and post-developed conditions . (The Rational Method was able to be used since all off-site water is carried in the storm sewer system along the perimeter streets and the site is less than 50 Ac.) The Modified Rational Method was used to create the inflow hydrographs for the 5, 10 , 25, 50 and 100 yr storm events . The detention pond routing was done using Level Pool Routing Procedures combined with the appropriate hydraulic equations for the staged outlet works . Manning's Equation was used to design and check capacities of channels and culverts and to select the initial storm sewer design . The Head Loss Equation was used to finalize the storm sewer design through calculating the surface elevation at each inlet for the 100 yr storm event. / Universal Computer Service -Drainage Report -Page 2 DRAINAGE FACILITY DESIGN: The design of the channels , culverts and detention pond were based on pre and post- developed drainage patterns and run-off calculations. The drainage patterns were used to delineate major and minor drainage areas (See Appendix 4 : "Drainage Areas"). The major drainage areas were divided according to the off-site drainage system receiving the run-off and an additional division made / for the area contributing run-off to the detention pond. The minor drainage areas were divisions of V the major drainage areas based on the culvert or channel receiving the run-off Run-off calculations were made for each drainage area for determining the capacity of the drainage facilities . (See Appendix 6 : "Hydrologic Calculations" for run-off calculations including computations for the intensities and run-off coefficients .) · Detention Pond The detention pond is located to the ea f the proposed facility and covers approximately 1.4 acres with the berm elevation a 3§4 .59-:: e detention pond outlet works consist of an !.?" \JS ua · beginning at ele v ation ~· nd a 12" PVC circular orifice beginning at elevation \/ ~5'. The outlet works will tie into the back of a ctfr6'Tnlet in the existing storm sewer system on ·~ Quality Circle. Tail water effects from the existing storm sewer system were neglected in the desig \5 of the outlet works since the flow line of the 24"~.P . entering the curb inlet is above the wate ~ £? surface elevation in the 45" pipes thru the 100 ~rm event . (See Appendix 8 : "Outlet Work u;u Connection" for a sketch of the existing inlet including pipe sizes and slopes and water surface XO • elevations in the pipes for the 100 yr storm event . Note: The sketch is based on as-built conditions "\ ~ '!/ which differ from the design plans . A portion of the design plans has been included in Appendix 8 : "Outlet Works Connection" for reference .) The allowable outflow for the detention pond was based on the difference between the post- developed run-off leaving the sight undetained and the pre-developed run-off The chart below compares the allowable and calculated outflow from the detention pond. The pond successfully attenuates the 5, 10 , 25, 50 and 100 year storm events . The pond does not contain 0 .63 cfs of the 2 year storm event. The water surface elevation in the pond does not exceed 263 .00' for the 100 yr storm event. (Appendix 6 : "Hydrologic Calculations" shows the computations for allowable outflow, and Appendix 7 : "Hydraulic Calculations" shows the computations for the actual outflow computed by the Level Pool Routing Procedure .) ~ Jr .11) OUTFLOW QS QlO Q25 Q50 QlOO (cfs) cfs (cfs cfs cfs / ALLOWABLE 5 .55 6.67 7 .83 9 .09 9.54 CALCULATED 4.99 5 .65 6 .92 8 .55 9 .38 ./ The above analysis is for the currentl pro osed facilities. Universal Computer Services would like to keep the option open for future development. The detention pond was also designed to handle future development on the site . The assumptions were that 75% of DA 4C would become Universal Computer Service -Drainage Report -Page 3 impervious and the remaining 25% would be landscaped, yielding a composite C-Value of0.80 . The outlet works for future development based on the above assumptions consists of an 8 .5" x 8.5" square orifice beginning at elevation 257 .00' and a 30 ° v-notch weir beginning at elevation 261.75'. Tail water was neglected for the reasons previously mentioned . The allowable outflow for the detention pond did not change since it was assumed that there would be no development outside of DA 4C . The chart below compares the allowable and actual outflow from the detention pond . The pond successfully attenuates the 5, 10 , 25 , 50 and 100 year storm events. The pond does not contain 0 .85 cfs of the 2 year storm event . The water surface elevation in the pond does not exceed 264.00' for the 100 yr storm event. (Appendix 6 : "Hydrologic Calculations" shows the computations for allowable outflow, and Appendix 7 : "Hydraulic Calculations" shows the computations for the actual outflow computed by the Level Pool Routing Procedure .) OUTFLOW ALLOWABLE ACTUAL Storm Sewer Q5 cfs QlO cfs Q25 cfs) Q50 QlOO (cfs cfs The storm sewer was initially designed to carry the 25 yr storm event using Manning's Equation . The system was then analyzed using the Head Loss Equation to ensure that ponding in parking would be less than 0.83' and that the elevation of ponding in grassed areas was below finished floor, 277 .00', for the 100 yr storm event. In order to achieve the above conditions, the initial size determined for pipe segments 8 and 9 , 24", was increased to 30". With these changes the highest depth in the parking lot is 0 .55' at inlet 6 and in the grassed areas 1.07' at inlet 7 . (See Appendix 5: "Storm Sewer" for inlet location and Appendix 7 : "Hydraulic Calculations" for initial storm sewer design using Manning's Equation and final design using the Head Loss Equation.) The grates for the inlets were selected based on the open area required to pass 125% of the peak flow from the 25 yr storm event assuming a head of 0.5'. After selection of the grates, the head required to pass the 100 yr peak flow was determined to ensure ponding did not exceed the criteria stated in the second sentence of this paragraph . Culverts and Channels · The locations and proposed slopes of the culvert and drainage channel are shown on the Grading Plan (See Appendix 3 : "Grading Plan" they are denoted by Key Notes 18 and 29). The chart on the following page shows the capacity of the drainage structure, the contributing areas and the / peak run-off from various storm events. The culvert and channel have capacity through the 100 yr storm event. (Appendix 6 : "Hydraulic Calculations" contains the computations determining the capacity of the drainage structures using Manning's Equation. Note: The section configuration used for determining capacity for the channel was selected from the downstream end .) Universal Computer Service -Drainage Report -Page 4 ~ CAPACIT Q i Qs Q10 Q25 Q50 Q100 STRUCTURE y CDA* (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) CULVERT (18) 10 .5 5A 2.77 3.41 3.84 4.40 4.98 5.20 CHANNEL (19) 307 .90 4 96 .68 117 .57 131.96 150 .71 170 .36 177.88 * Contributing Drainage Areas Curb Breaks A 4' curb break was placed in the service area to allow the drainage from the loading dock and service yard areas (drainage area 4D) to enter the detention pond . The velocities through the / curb break will be approximately 5 cfs for the 25 yr storm event. The water will overtop the curb for the 50 and 100 yr storm events. A 6' x 1 O' area of rock rubble is provided at the curb break for erosion control. (Appendix 6 : "Hydraulic Calculations" contains the computations determining the run-off velocity through the curb break.) CONCLUSIONS: I The detention pond, storm sewer, channels and culverts comply with the City of College Station Drainage Policy and Design Standards . The detention pond will detain through the 100 year storm event excluding the 2 year storm . The storm sewer keeps the ponding in the parking lot below 0 .83' for the 100 yr storm event. The channels and culverts have capacity through the 100 year storm . "I hereby certify that this report (plan) for the drainage design of Universal Computer Services, Inc. -31 .853 Acre Tract was prepared by me (or under my supervision) in accordance with the provisions of the City of College Station Drainage Policy and Desig 2._.~'i\\ds for the owners thereof" --~ 0!..7:_~~'• ;"~,,,~ ..... ~ ... '*1 \.~.1 . i!• \ •. ,, ·t -....... .1 Universal Computer Service -Drainage Report -Page 5 APPENDICES 1) General Location Map (U.S.G.S .) Quad - Part of the Welborn/Ferguson Quadrangle 2) Flood Insurance Rate Map -FEMA 3) Grading Plan -Kling Engineering 4) Drainage Areas 5) Storm Sewer 6) Hydrologic Calculations 7) Hydraulic Calculations 8) Outlet Works Connection k:\wpwin60\oicorp.wpd INTENSITY CALCULATIONS BRAZOS COUNTY CONSTANTS FOR IOF CURVES FREQ e b d 2 0.806 65 8 .0 5 0.785 76 8.5 10 0 .763 80 8 .5 25 0 .754 89 8 .5 50 0 .745 98 8.5 100 0 .730 96 8 .0 INTENSITY=b/(Tc+d)"e FREQ Tc (min) 2 5 10 25 50 100 PRE - 1 16.34 4 .96 6 .10 6 .90 7 .90 8 .95 9 .34 2 33.48 3.23 4 .04 4 .62 5 .32 6 .05 6 .33 POST - 3 10.00 6.33 7 .69 8 .63 9 .86 11 .15 11.64 4A 10.00 6 .33 7.69 8 .63 9.86 11.15 11.64 48 10.00 6 .33 7 .69 8 .63 9.86 11 .15 11 .64 4C 10.00 6.33 7 .69 8 .63 9 .86 11 .15 11.64 40 10.00 6 .33 7 .69 8 .63 9 .86 11 .15 11 .64 5A 15.05 5 .18 6 .37 7.18 8.22 9 .31 9 .72 58 15.05 5 .18 6 .37 7 .18 8 .22 9 .31 9 .72 5C 15.05 5 .18 6 .37 7 .18 8 .22 9 .31 9 .72 50 15.05 5 .18 6 .37 7 .18 8.22 9 .31 9 .72 6 11.65 5 .18 7.19 8.09 9 .25 10 .46 10 .92 7 10.00 5 .18 7 .69 8 .63 9 .86 11 .15 11 .64 ~ - HYDROLOGIC CALCULATIONS -PHASE 1 l ~ Ii· '" ' .. \ RUN-OFF COEFFICIENT CC-VALUE) CALCULATIONS C-VALUES DA PRE 1 2 POST 3 4A 48 4C 4D 5A 58 11...A c V\5D '-" 7 WOOD LAND WOOD - 2 .5470 29.4610 - 0.0000 0 .0000 0 .0000 2 .9960 0 .0000 0.0000 ? '>.7R0 1.1690 1 .9580 v .uuuO 0.1530 0 .20 IMP 0 .50 AREA LAND IMP -- 0 .0000 0 .0000 0.0000 0 .0000 -- 1.5080 0 .5140 0.1550 0 .0000 3.4380 10 .7330 4 .5970 0 .0000 0 .2480 0 .8940 0.9060 0 .0910 0 .0000 0.0000 \ 0 .0000 0 .0000 ) 0 .0000 0 .0000 0 .3950 0.0300 0.0000 0 .3200 0 .90 TOTAL C-VALUE -- 2 .5470 0 .2000 29 .4610 0 .2000 -- 2 .0220 0 .6017 0 .1550 0.5000 14 .1710 0.8030 7.5930 0 .3816 1 .1420 0 .8131 0 .9970 0 .5365 2 .3760 0.2000 1 .1690 0 .2000 1 .9580 0 .2000 0.4250 0 .5282 0 .4730 0 .6736 where : C = (0 .20 *WOOD+ 0 .50 *LAND+ 0 .90 * IMP)fTOTAL PEAK FLOW CALCULATIONS DA TC C-VALUE AREA Q2 as Q10 PRE ---21 .547 26 .933 30 .739 1 16 .34 0 .20 2 .547 2 .527 3 .109 3.513 2 33.48 0.20 29.461 19 .020 23 .823 27 .226 POST ---115.674 141 .400 158 .775 3 10 .00 0 .60 2 .022 7 .697 9 .359 10 .505 4A 10 .00 0 .50 0 .155 0.490 0 .596 0 .669 48 10 .00 0 .80 14.171 71 .987 87.534 98 .250 4C 10 .00 0.38 7 .593 18.332 22.291 25 .020 4D 10.00 0.81 1 .142 5 .875 7 .144 8.018 5A 15 .05 0 .54 0 .997 2 .773 3 .405 3 .842 '\. SB ~ ,. "'" 0 .20 2.37,8---.. 2 .463 3.025 3 .413 -·--Y sc Y 15 .05 0 .20 --.... 1 1.169 1 .212 1.488 1 .679 \ 5D } 15.05 0.20 \.1 .958/ 2 .030 2 .493 2 .813 6 11 .65 0 .53 o .425 1 .164 1 .615 1 .816 7 10.00 0 .67 0 .473 1 .651 2.451 2.751 where . Q -C-Value Area I -* * I -is found in "Intensity Calculations" and corresponds to the appropriate Tc and frequency . HYDROLOGIC CALCULATIONS -PHASE 1 Q25 Q50 Q100 35.348 40 .232 42 .041 4 .023 4.559 4 .757 31 .325 35 .673 37.284 181 .368 205 .058 214 .087 11 .997 13 .562 14 .160 0 .764 0 .864 0 .902 112 .211 126 .846 132.439 28 .576 32.303 33 .727 9 .157 10.352 10 .808 4 .397 4 .982 5 .197 3.906 4 .426 4 .617 1 .922 2 .177 2 .272 3 .219 3 .647 3 .805 2 .076 2 .348 2 .451 3.142 3 .552 3 .708 POST 114.02 138 .95 156.02 178 .23 201 .51 REQ. 92 .48 112.02 125 .29 142.88 161.27 where : REQ. = POST -PRE where : ALLOW. = DA 4 -REQ . ALLOWABLE OUTFLOW CALCULATIONS ~+ tQA~68f5t-t5Dt(o Q~ ~o : Qio ~5 ~~ (\)too HYDROLOGIC CALCULATIONS -PHASE 1 Type .•.• Mod. Rational Grand Sl.11J118ry Name ...• PH-1 ile .••• l:\HAESTAD\PPK6\SAMPLE\UCS.PPK Page 2.03 ************************************************************************ ************************************************************************ * * * * * MODIFIED RATIONAL METHOD * * ----Grand Sl.11J118ry For All Storm Frequencies * * * * * ************************************************************************ ************************************************************************ Q = CiA * Units Conversion; Where Conversion = 43560 I C12 * 3600) Freq. Adjusted Duration Qpeak Allowable! Inflow Storage years 'C' min in/hr cfs cfs I ac-f t ac-ft ------------------------------------------------------1--------------------- 2 .663 .663 10 .663 25 .663 50 .663 100 .663 148.00 154.00 165.00 169.00 174.00 188.00 1.1098 1.3973 1.5650 1. 7926 2.0257 2.0367 17.10 21.53 24.12 27.62 31.22 31.39 S/N: HOMOL0863131 KLING ENGINEERING 4.05 5.55 1 I 6.67 I 7.83 I 9.o9 I 9.45 I Pond Pack Ver: 6-24-97 :053 C~te Time: 06:20:13 3.486 4.567 5.481 6.430 7.482 8.127 2.666 3.398 3.975 4.620 5.318 5.696 Date: 04-03-1998 Type •..• Mod. Rational Graph Page 2.12 Name ..•• PH-1 Tag: 2 YR ile .... 1:\HAESTAD\PPK6\SAMPLE\USS.PPK MODIFIED RATIONAL METHOD ----Graphical S'-'ll!lary for Maxi"'-"' Required Storage Q • c;A • un;t, Con,,,,;on; "'''' Con,,,,;~ • 43560 I C12 • 3 ~.:} ***************************************************** * *** .~~**** * RETURN FREQUENCY: 2 yr * * 'C' Adjustment: 1.000 Required Storage: * *--------------------------------------------------------------------* * Peak Inflow: 17.10 cfs * * .HYG File: UCS·PH1.HYG PH1 2 YR * ********************************************************************** Q Td = 148.00 min /-------Approx. Duration for Max. Storage ------/ x I I Tc= 10.00 min I I = 6.3265 in/hr I Q = 97.49 cfs I ·I· I I I I Required Storage I 2.666 ac-ft I I x x x x x x xix x x x x x x x x x x I Return Freq: 2 yr C adj.factor:1.000 Area = 23.061 acres Weighted C .663 Adjusted C = .663 Td= 148.00 min 1.1098 in/hr Q = 17.10 cfs x o o o o o o o o o o o o o o o o Q = 4.05 cfs x 0 0 x 0 0 I· I I I NOT TO SCALE Ix (Allow.Outflow) I I I x 0 I I x '-----------------------1 -----------------------------1------------ 19.58 mi n 155.63 min T S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6 -24 -97 :053 C~te Time: 06:20:13 Date: 04-03-1998 ~~ 4 .~ Type ..•. Mod. Rational Graph Page 2.12 Name ..•• PH·2 Tag: 2 YR Ille ••.• 1:\HAESTAD\PPK6\SAMPLE\USS.PPK MODIFIED RATIONAL METHOD Graphical SllllllBry for MaxillLfll Required Storage Q = CIA * Units Conversion; Where Conversion = 43560 / (12 * 3600) **************************************************** * RETURN FREQUENCY: 2 yr Allowable Outflo • * 'C' Adjustment: 1.000 •--------------------------------------------------- * Peak Inflow: 17.70 cfs * * .HYG File: UCS·PH2.HYG PH·2 2 YR * ********************************************************************** Q Td = 181.00 min /-···--· Approx. Duration for Max. Storage ······/ x I I Tc= 10.00 min I I = 6.3265 in/hr I Q = 117.76 cfs I ·I· I I I I Required Storage I 3.408 ac·ft I I I x x x x x x xix x x x x x x x x x x I Return Freq: 2 yr C adj.factor:1.000 Area = 23.061 acres Weighted C .800 Adjusted c = .800 Td= 181.00 min .9508 in/hr Q 17.70 cfs x o o o o o o o o o o o o o o o o Q = 4.05 cfs 7 b(;l;\ > x o I· Ix (Allow.Outflow) o I I x 0 I NOT TO SCALE I x o I ============ I o I I x ··---------------------1-----------------------------1------------ 19.66 min 188.71 min T S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 COIT'pUte Time: 18:29:25 Date: 04-02-1998 INTENSITY CALCULATIONS BRAZOS COUNTY CONSTANTS FOR IDF CURVES FREQ e b d 2 0.806 65 8.0 5 0.785 76 8.5 10 0 .763 80 8.5 25 0.754 89 8.5 50 0.745 98 8.5 100 0 .730 96 8.0 INTENSITY=b/(Tc+d)"'e b FREQ Tc (min) 2 5 10 25 50 100 1 10 6.33 7.69 8 .63 9.86 11.15 11.64 2 10 6 .33 7.69 8.63 9 .86 11 .15 11 .64 ~~ 3 10 6 .33 7 .69 8 .63 9 .86 11.15 11 .64 4 10 6 .33 7 .69 8 .63 9.86 11.15 11.64 I 5 10 6 .33 7 .69 8.63 9 .86 11.15 11 .64 6 10 6 .33 7 .69 8.63 9 .86 11.15 11.64 7 10 6.33 7 .69 8.63 9.86 11 .15 11.64 ~ 8 10 6 .33 7.69 8.63 9 .86 11.15 11.64 9 10 6.33 7.69 8 .63 9.86 11 .15 11 .64 \ 10 10 6 .33 7.69 8.63 9 .86 11.15 11.64 ~ 11 10 6 .33 7 .69 8 .63 9.86 11 .15 11.64 -13 10 6 .33 7.69 8 .63 9 .86 11 .15 11 .64 14 10 6.33 7.69 8.63 9 .86 11.15 11 .64 ROOF1 10 6 .33 7 .69 8.63 9.86 11.15 11 .64 ROOF2 10 6.33 7 .69 8.63 9.86 11.15 11 .64 ROOF3 10 6.33 7.69 8.63 9.86 11 .15 11 .64 ROOF4 10 6 .33 7 .69 8 .63 9.86 11.15 11.64 HYDROLOGIC CALCULATIONS -GRATE AND STORM SEWER DESIGN RUN-OFF COEFFICIENT CC-VALUE) CALCULATIONS C-VALUES LAND 0.50 IMP 0 .90 AREA GRATE LAND IMP TOTAL C-VALUE 1 0.067 0.290 0.357 0.825 2 0 .338 0 .816 1.154 0.783 3 0.420 0.572 0.992 0.731 4 0.257 1.233 1.490 0.831 5 0.360 0.880 1.240 0 .784 6 0 .860 1.003 1 .863 0.715 7 0.810 0.035 0.845 0.517 8 0.325 0.069 0 .394 0.570 9 0.443 0.070 0.513 0.555 10 0.054 0.000 0.054 0 .500 11 0.070 0.007 0 .077 0.536 13 0.560 0.433 0.993 0 .674 14 0.114 0.000 0.114 0.500 ROOF1 0.000 0 .372 0 .372 0.900 ROOF2 0 .000 0.546 0.546 0.900 ROOF3 0.000 1.203 1.203 0.900 ROOF4 0 .000 1.776 1.776 0 .900 where: C = (0 .5 *GRASS+ 0.90 * IMP)/TOTAL PEAK FLOW CALCULATIONS DA TC C-VALUE AREA Q2 QS Q10 Q25 QSO Q100 1 10 0.825 0 .357 1 .861 2.263 2.540 2.901 3 .279 3 .424 2 10 0.783 1 .154 5 .715 6.950 7.800 8.909 10.071 10.515 . 3 10 0 .731 0 .992 4 .585 5.576 6.258 7 .148 8.080 8.436 . l 4 10 0.831 1.490 7 .833 9.525 10.691 12.210 13.803 14.412· 5 10 0 .784 1 .240 6.149 7 .477 8.393 9.585 10.836 11.313 ' 6 10 0.715 1.863 8.431 10.252 11.507 13.142 14.856 15.512 7 10 0 .517 0 .845 2.762 3 .358 3.769 4.305 4.866 5.081 , 8 10 0.570 0.394 1 .421 1.728 1.939 2 .215 2.504 2 .614 9 10 0 .555 0 .513 1.800 2 .189 2.457 2.806 3.172 3.311 { 10 10 0.500 0.054 0 .170 0.207 0.233 0.266 0 .300 0.314 11 10 0 .536 0.077 0.262 0 .319 0.358 0 .408 0.462 0.482 13 10 0.674 0.993 4 .237 5.152 5.783 6.604 7 .466 7.795 14 -10 0.500 0.114 0.361 0.438 0.492 0.562 0.635 0.663 ROOF1 10 0.900 0.372 2.118 2 .575 2.890 3 .301 3.731 3.896 ROOF2 10 0 .900 0.546 3.109 3 .780 4.243 4.846 5.478 5.719 ROOF3 10 0 .900 1 .203 6.851 8.331 9.351 10 .680 12.073 12.605 ROOF4 10 0.900 1.776 10.113 12.297 13 .802 15.763 17.819 18 .605 where: Q = C-Value *Area* I I -is found in "Intensity Calculations" and corresponds to the HYDROLOGIC CALCULATIONS-GRATE AND STORM SEWER DESIGN INTENSITY CALCULATIONS BRAZOS COUNTY CONSTANTS FOR IOF CURVES FREQ e b d 2 0 .806 65 8 .0 s 0 .785 76 8 .5 10 0.763 80 8.5 2S 0 .754 89 8 .5 so 0 .745 98 8 .5 100 0 .730 96 8 .0 INTENSITY=b/(Tc+d}"e FREQ Tc (min) 2 5 10 2S so 100 PRE - 1 16.34 4 .96 6.10 6 .90 7 .90 8 .95 9 .34 2 33.48 3.23 4 .04 4.62 5 .32 6 .05 6.33 POST - 3 10.00 6.33 7 .69 8 .63 9 .86 11 .15 11 .64 4A 10.00 6.33 7 .69 8.63 9 .86 11.15 11 .64 48 10.00 6.33 7 .69 8.63 9 .86 11 .15 11 .64 4C 10.00 6 .33 7 .69 8 .63 9 .86 11.15 11 .64 40 10.00 6 .33 7 .69 8.63 9.86 11.15 11.64 SA 1S.OS 5 .18 6 .37 7 .18 8 .22 9 .31 9.72 SB 1S.OS 5 .18 6 .37 7 .18 8.22 9 .31 9 .72 SC 1S.OS 5 .18 6 .37 7 .18 8.22 9 .31 9 .72 so 1S.OS 5 .18 6 .37 7 .18 8 .22 9 .31 9 .72 6 11.6S 5 .18 7 .19 8 .09 9.25 10 .46 10 .92 7 10.00 5 .18 7 .69 8 .63 9 .86 11 .15 11 .64 HYDROLOGIC CALCULATIONS -PHASE II RUN-OFF COEFFICIENT CC-VALUE) CALCULATIONS C-VALUES DA PRE 1 2 POST 3 4A 48 4C 4D SA S8 SC SD 6 7 WOOD LAND WOOD - 2.5470 29 .4610 - 0 .0000 0 .0000 0.0000 0.0000 0.0000 0 .0000 2 .3760 1 .1690 1 .9580 0.0000 0 .1530 0 .20 IMP 0.50 AREA LAND IMP -- 0 .0000 0 .0000 0 .0000 0 .0000 - - 1.5080 0 .5140 0 .1550 0 .0000 3.4380 10 .7330 1 .8983 5.6948 0 .2480 0.8940 0 .9060 0 .0910 0 .0000 0 .0000 0 .0000 0 .0000 0 .0000 0 .0000 0 .3950 0 .0300 0 .0000 0 .3200 0 .90 TOTAL C-VALUE -- 2.5470 0 .2000 29.4610 0 .2000 -- 2 .0220 0.6017 0 .1550 0 .5000 14 .1710 0 .8030 7 .5930 0 .8000 1 .1420 0 .8131 0 .9970 0.5365 2 .3760 0 .2000 1 .1690 0 .2000 1.9580 0 .2000 0.4250 0.5282 0.4730 0 .6736 where : C = (0 .20 *WOOD+ 0 .50 *LAND+ 0.90 * IMP)/TOTAL PEAK FLOW CALCULATIONS DA TC C-VALUE AREA 02 OS 010 PRE - - - 21 .547 26 .933 30 .739 1 16 .34 0 .20 2.547 2 .527 3 .109 3 .513 2 33 .48 0 .20 29.461 19 .020 23 .823 27 .226 POST ---134 .120 163 .387 183 .454 3 10 .00 0 .60 2 .022 7 .697 9 .359 10 .505 4A 10 .00 0 .50 0 .155 0.490 0 .596 0.669 48 10 .00 0 .80 14.171 71 .987 87 .534 98 .250 4C 10 .00 0 .80 7 .593 38.430 46 .729 52 .449 4D 10 .00 0 .8 1 1 .142 5 .875 7 .144 8.018 SA 15.05 0 .54 0 .997 2 .773 3 .405 3.842 S8 15.05 0 .20 2 .376 2.463 3 .025 3.413 SC 15 .05 0 .20 1 .169 1.212 1.488 1.679 SD 15 .05 0 .20 1 .958 2 .030 2 .493 2 .813 6 11 .65 0 .53 0.425 1.164 1 .615 1 .816 7 10.00 0.67 0.473 1 .651 2.451 2 .751 where : Q = C-Value *Area * I I -is found in "Intensity Calculations" and corresponds to the appropriate Tc and frequency . HYDROLOGIC CALCULATIONS -PHASE II ? I 02S OSO 0100 35 .348 40.232 42 .041 4 .023 4 .559 4.757 31 .325 35.673 37 .284 209 .553 236 .919 247 .353 11 .997 13 .562 14 .160 0 .764 0 .864 0 .902 112 .211 126 .846 132.439 59 .903 67 .715 70.701 9.157 10 .352 10 .808 4 .397 4.982 5 .197 3 .906 4 .426 4 .617 1 .922 2 .177 2 .272 3 .219 3 .647 3.805 2 .076 2 .348 2.451 3.142 3 .552 3 .708 DETENTION REQUIREMENT CALCULATIONS Q2 QS Q10 Q2S QSO Q100 PRE 21.55 26 .93 30.74 35 .35 40 .23 42.04 POST 134 .12 163 .39 183 .45 209 .55 236 .92 247 .35 REQ. 112 .57 136.45 152 .71 174 .21 196 .69 205.31 where : REQ .=POST-PRE ALLOWABLE OUTFLOW CALCULATIONS Q2 QS Q10 Q2S QSO Q100 DA4 116 ./~ 142 .UU 159 .39 182 .04 205 .78 214.85 REQ. 112.57 136.45 152.71 174 .21 196.69 205 .31 ALLOW 4 .21 5 .55 6 .67 7 .83 9 .09 9 .54 where : ALLOW. = DA 4 -REQ . ALLOWABLE OUTFLOW CALCULATIONS Q2 QS Q10 Q2S QSO Q100 PRE 21.55 26 .93 30 .74 35.35 40.23 42 .04 3 7.70 9.36 10.50 12 .00 13 .56 14 .16 SA 2.77 3.40 3 .84 4.40 4 .98 5 .20 SB 2 .46 3 .02 3 .41 3 .91 4.43 4.62 SC 1 .21 1.49 1 .68 1.92 2.18 2 .27 SD 2 .03 2.49 2 .81 3 .22 3 .65 3 .81 6 1 .16 1 .62 1.82 2.08 2 .35 2 .45 ALLOW 4.21 5 .55 6.67 7 .83 9 .09 9 .54 where : ALLOW. = DA 4 - 3 -SA -58 - 6 HYDROLOGIC CALCULATIONS -PHASE II Type .••• Tc Cales Name .... PH·2 File ••.• l:\HAESTAD\PPK6\SAMPLE\UCS.PPK Title ... PHASE 2 TIME OF CONCENTRATION FOR DA 4 Page 1.01 ......................................................................... ........................................................................ TIME OF CONCENTRATION CALCULATOR ........................................................................ .............. . ........................................ . 2 TIME OF Segment #1: Tc: User Defined Segment #1 Time: 10.00 min ========================= Total Tc: 10.00 min ========================= S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24 -97 :053 C~te Time: 20:40:49 Date: 04 -09 -1998 STORM SEWER -INITIAL DESIGN STRUCTURES SLOPE CAPACITY CONTRIBUTING Q2 QS Q10 Q25 QSO Q100 (RCP) (%) (cfs) , DRAINAGE AREAS (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) V" 30" (16) 0.80 36.68 v , 1 ,2 3 13 16.40 19.94 22.38 25.56 28.90 30.17 / 30" {15) 0 .80 36.68 II 'I / 2 ,3 ,13 14 .54 17.68 19.84 22.66 25 .62 26.75 24" (14) 0.80 20 .23 (Y / 3,13 8.82 10.73 12.04 13.75 15 .55 16.23 V" 36" {19) 0 .50 47.16 v':. 4 5,6 22.41 27 .25 30.59 34.94 39 .49 41.24 / 30" (18) 0.50 29.00 ... 5,6 14.58 17.73 19.90 22 .73 25.69 26 .82 v 30" {17) 0.50 29.00 v' 6 8.43 10 .25 11.51 13.14 14 .86 15.51 ,,/" , 18" {6) 0.80 9.39 ~ , 7 2.76 3 .36 3 .77 4.30 4.87 5.08 v"' 18" (7) 0.80 9 .39 .. / 78 4.18 5.09 5 .71 6.52 7.37 7.69 A 24" {8) 0 .80 20.23 "'1/ 7,8,9 ,ROOF 1 13.13 15 .97 17 .92 20 .47 23.14 1 ~~16 ]~ 24" {9) 0.80 20 .23 v 7 A Q ~l"'\l"'\F 1 2 16 .24 19.75 22.16 25.31 28 .61 ~ 42" (10) 0 .80 89 .98 p/ .14.3.7 ,8 ,9 ,ROO f 1,2,3--......, 35.25 42.86 48 .11 54.95 62.12 /64.85' ~o 42" {11) 0 .80 89.98 I /1 2 ,3,7,8,9 ,ROOF 1 ,2,3,4 ~5.36 55 .16 61 .91 70.71 79 .93 / 83 .46 48 " (12) 0 .80 128.47 ii !\ 1-9, ROOF 1 -4 1 /67 .78 82.42 92 .51 105 .65 119.4l 124..>6' 18" (13) 0 .80 9.39 v ~ 13 ~ 4.24 5.15 5.78 6 .60 7 .47 7.79 ,J 'lJWJvlO? ~l ~ l ~'1 ~\~~ <\tW. AU . c I \"b Q lfaJ ( I HYDRAULIC CALCULATIONS -GRATE AND STORM SEWER DESIGN PIPE # 19 18 17 11 10 9 8 7 R 16 15 14 13 TW DIA L A Wp (ft) (ft) (ft) (ft) (ft) 268.53 3.00 131 .75 7 .07 9.42 270 .00 2 .50 145 .00 4.91 7 .85 271 ?Q 2 50 205 .05 4.91 7.85 268.53 3 .50 198.57 9.62 10 .99 271 .53 3.50 108 .93 9 .62 10 .99 272 .97 2 .50 60 .78 4.91 7.85 274.09 2.50 65.00 4 .91 7.85 274 .85 1 .50 144 .18 1.77 4.71 ?7R n~ 1 '\n 1 ?'\ A? 1 77 4 .71 272 .97 2.50 47 .00 4.91 7 .85 274 .60 2.50 80 .00 4.91 7.85 275.88 2.00 145.00 3 .14 6 .28 277 .20 1 .50 205 .25 1.77 4.71 where : hLoss Mann. = (1 .4 + 29n 2 UR413 ) V2/2g Orifice = (Q/CA)2/2g V= Q/A R 0MANN (ft) (ft) 0 .75 41 .24 0.63 26.82 0 .63 21.31 0.88 83 .46 0 .88 64.85 0.63 29 .88 0.63 24 .16 0.38 7.69 0 38 5 .08 0.63 30.17 0 .63 26 .75 0 .50 16.23 0 .38 2 .00 h1oss OoRIFICE v V2/2g Mann. Orifice HW *ELEV. h (ft) (ft) (ft) (ft) (ft) (ft) 41 .24 5 .84 0 .53 1 .24 1.47 270 .00 270.76 -0 .76 26 .82 5.47 0 .46 1 .27 1 .29 271 .29 270.76 0 .53 21.31 4 .34 0.29 0 .96 0 .81 272 .25 271 .70 0 .55 64 .85 8 .68 1 .17 3.00 1.96 271.53 275 .00 ·-3.47 52 .25 6 .74 0 .71 1.44 1.27 272 .97 275 .00 -2.03 24 .16 6 .09 0.58 1.13 1.05 274.09 275.50 -1.41 20 .26 4 .92 0 .38 0 .75 0 .74 274 .85 275 .50 -0 .65 7 .69 4 .36 0 .29 1.18 0 .82 276 .03 275.50 0.53 5 .08 2 .88 0.13 0.47 0.36 2 76.50 2 75 .00 1.50 . 30.17 6.15 0.59 1 .08 1 .63 274 .60 275 .51 -0.91 26 .75 5.45 0 .46 0 .98 1 .28 275.88 276 .51 -0 .63 16.23 5.17 0.41 1.32 1.15 277.20 276 .71 0.49 2 .00 1 .13 0 .02 0.10 0 .06 277.31 276 .52 0 .79 GRATE DESIGN GRATE Q25 REQ.AREA NEENAH AREA 0100 (cfs) (sf) GRATE (sf) (cfs) 1 2.90 0.91 R-4660 (18X18) -TYPE C 1.1 3.42 2 8.91 2.80 R-4884-A (36X36) -TYPE C 3.3 10.51 3 7.15 2.25 R-4884-A (36X36) -TYPE C 3.3 8.44 4 12.21 3.84 R-1878-810G (30X48) -TYPE C 4 .9 14.41 5 9.59 3.01 R-4884-A (36X36) -TYPE C 3.3 11 .31 6 13.14 4.13 R-1878-810G (30X48) -TYPE C 4.9 15 .51 7 4 .30 1.35 R-4660 (18X18) -TYPE C 1.1 5.08 8 2.21 0.70 R-4660 (18X18) -TYPE C 1.1 2.61 9 2.81 0.88 R-4660 (18X18) -TYPE C 1.1 3.31 10 0.27 0.08 R-4660 (18X18) -TYPE C 1.1 0.31 11 0.41 0.13 R-4660 (18X18) -TYPE C 1.1 0.48 12 --R-1878-A4L (20X20) -TYPE C -- 13 6.60 2.08 R-4884-A (36X36) -TYPE C 3.3 7.79 14 0 .56 0.18 R-4660 (18X18) -TYPE C 1.1 0.66 where : Req . Area = QI (0 .8 CA (2gh)0 ·5) *the 0.8 is equivalent to increasing flow to the grate by 25% hLOSS = (Q/CA)2/2g [. \.)!:>E. D \~ -:. \-\C.'N ·n~E.. \.\E.f\t) \"2. h.\ .:.s.:. uiu.~ ·J s.~ -\, s\.-uu \"'~ ~ v-<:.l\~'r-c.rl -\'~ \)°'6-S *'c. \"--ruv~\.... \.\....e. ~re.\.-\; c..._ • HYDRAULIC CALCULATIONS -GRATE AND STORM SEWER DESIGN hLOSS (ft) 0.31 0.32 0.21 0.27 0.37 0.32 ~ 0.68 0.18 0.29 0.00 0.01 - 0.18 0.01 Project Descri ption Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Diameter Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope Flow is supercritical. Apr 13, 1998 18:21 :20 e :\flw_mstr\ucs.fm2 UCS -45" RCP @ 0.454% SLOPE Circular Channel Manning's Formula Channel Depth 0.013 0 .004540 ft/ft 3.75 ft 5.98 ft3/s 0.69 ft 1.39 ft2 3.32 ft 2.90 ft 0.72 ft 18 .34 % 0.003739 ft/ft 4.31 ft/s 0.29 ft 0.98 ft 1.10 87 .65 ft3/s 81.48 ft3/s 0.000024 ft/ft Kling Engineering & Surveying Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v4.1 c Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Diameter Dischar~e Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope Flow is sueercritical. Apr 13, 1998 18:21 :51 UCS -45" RCP e:\flw_mstr\ucs.fm2 ~ UCS -45" RCP@ 0.7 Circular Channel Manni ng's Formula Cha nnel Deeth 0.013 0.007470 ft/ft 3.75 ft , 15.52 ft3/s 0.98 ft 2.29 ft2 4.02 ft 3.29 ft 1.18 ft 26.04 % 0.003615 ft/ft 6.79 ft/s 0.72 ft 1.69 ft 1.44 112.43 ft3/s 104.52 ft3/s 0.000165 ft/ft Kling Engineering & Surveying Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 ~ FlowMaster v4.1 c Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Diameter Results Depth Discharge Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope e:\flw_mstr\ucs.fm2 UCS -36" RCP @ 0.800% SLOPE Circular Channel Man nin g's Form ul a Full Flow Capacity 0.013 0.008000 tuft 3.00 ft 3.00 ft 59.65 ft3/s 7.07 ft2 9.42 ft 0.00 ft 2.50 ft 100.00 % 0.007797 tuft 8.44 tus 1.11 ft FULL ft FULL 64.17 ft3/s 59.65 ft3/s 0.008000 tuft Kling Engineering & Surveying Feb 5, 1998 08:06:55 H aestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v4.1 c Page 1of1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Diameter Results Depth Discharge Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope e:\flw_mstr\ucs.fm2 UCS -18" RCP @ 0.500% Circular Channel Manning's Formula Full Flow Capacity 0.013 0.005000 ft/ft 1.50 ft 1.50 ft 7.43 f1:3/s 1 77 ft2 ... .r1 ft 0.00 ft 1.06 ft 100.00 % 0.007032 ft/ft 4.20 ft/s 0.27 ft FULL ft FULL 7.99 f1:3/s 7.43 f1:3/s 0.005000 ft/ft Kling Engineering & Surveying Feb 5,1998 08:00:27 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v4.1 c Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Diameter Results Depth Discharge Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope Feb 5, 1998 08:01 :33 e:\flw_mstr\ucs.fm2 UCS -24" RCP @ 0.500% SLOPE Circular Channel Manni ng's Formula Full Flow Capacity 0.013 0.005000 ft/ft 2.00 ft 2.00 ft 16.00 ft3/s 3.14 ft2 6.28 ft 0.00 ft 1.44 ft 100.00 % 0. 006612 ft/ft 5.09 ft/s 0.40 ft FULL ft FULL 17 .21 ft3/s 16.00 ft3/s 0.005000 ft/ft Kl ing Engineering & Surveying Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v4.1 c Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Diameter Results Depth Discharge Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope e:\flw_mstr\ucs.fm2 UCS -30" RC P @ 0.500% SLOPE Circular Chan ne l Manning's Form ul a Full Flow Capacity 0.013 0.005000 ft/ft 2.50 ft ~ 2.50 ft 29 .00 ft3/s 4.91 ft2 7.85 ft 0.00 ft 1.84 ft 100 .00 % 0.006318 ft/ft 5.91 ft/s 0.54 ft FULL ft FULL 31.20 ft3/s 29.00 ft3/s 0.005000 ft/ft Kling Engineering & Surveying Feb 5 , 1998 08:0 3 :43 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v4.1 c Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Diameter Results Depth Discharge Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope Feb 5 , 1998 08:04:14 36" RC @ 0.500% SLOP (Vt n '~o\/,- Worksh elf or Circular C nnel ~VIP',. ()~ e :\flw _ mstr\ucs.fm2 UCS -36" RCP @ 0.500% SLOPE Circular Channel Manning's Formula Full Flow Capacity 0.013 0.005000 tuft 3.00 ft 3.00 ft 47.16 ft3/s 7.07 ft2 9.42 ft 0.00 ft 2.24 ft 100.00 % 0.006095 tuft 6.67 tus 0.69 ft FULL ft FULL 50.73 ft3/s 47.16 ft3/s 0.005000 tuft v Kl ing Engineering & Surveying Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v4.1 c Page 1 of 1 Type ..•• Pond Routing Sl.lmlary Name •..• DP1 Tag: 2 YR ile .••. 1:\HAESTAD\PPK6\SAMPLE\UCS.PPK Title ... DETENTION POND FOR DA 4 -PHASE LEVEL POOL ROUTING SUMMARY HYG Dir = I:\HAESTAD\PPK6\SAMPLE\ Inflow HYG file= UCS-PH1.HYG -PH1 Outflow HYG file= NONE STORED -DP1 Pond Node Data = DP1 Pond Volume Data = DPT Pond Outlet Data = SQUARE No Infiltration INITIAL CONDITIONS Starting YS Elev 257 .00 ft Starting Volume = .000 ac -ft Starting Outflow .00 cfs Starting Infiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = 2.00 min NFLOY/OUTFLOY HYDROGRAPH SUMMARY ================================ ==================== Peak Inflow Peak Outflow Peak Elevation Peak Storage = 17.10 cfs) /at 4.68 cfs V at 260.76 ft 2.636 ac-ft 10.00 min 154.00 min ===================================================== MASS BALANCE (ac-ft) + Initial Vol = + HYG Vol IN = -Infiltration= -HYG Vol OUT = -Retained Vol .000 3.486 .000 3.486 .000 Page 3.03 Unrouted Vol -.000 ac-ft (.OOOX of Inflow Volume) S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 COfl1lUte Time: 19:11:15 Date: 04-07-1998 Type .••. Outlet Input Data ame ..•• PHASE II . File ..•. l:\HAESTAD\PPK6\SAMPLE\UCS.PPK REQUESTED POND WS ELEVATIONS: Min. Elev.= Increment = Max. Elev.= 257.00 ft .25 ft 264.00 ft ********************************************** OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only CUpStream to DnStream) <---Reverse Flow Only CDnStream to Upstream) <---> Forward and Reverse Both Allowed Structure No. Outfall E1, ft Page 1.01 E2, ft -----------------·----------------- Weir-Vnotch ---> TW 261. 750 264.000 Orifice-Area ---> TW 257.000 264.000 TW SETUP, OS Channel S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~te Time: 20:58:58 Date: 04-09-1998 Type ..•• Pond Routing Sl.lmlary Name •.•• DP2 Tag: 2 YR le ..•• 1:\HAESTAD\PPK6\SAMPLE\UCS.PPK LEVEL POOL ROUTING SUMMARY HYG Dir = l:\HAESTAD\PPK6\SAMPLE\ Inflow HYG file= UCS-PH2.HYG -PH-2 Outflow HYG file= NONE STORED -DP2 Pond Node Data = DP1 Pond Volume Data = DPT Pond Outlet Data = SQUARE No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume Starting Outflow = Starting Infiltr. = Starting Total Qout= Time Increment = 257.00 ft .000 ac-ft .00 cfs .00 cfs .00 cfs 2.00 min INFLOW/OUTFLOW HYDROGRAPH SUMMARY 2 YR OUT 2 YR =======================~====== -7:-== ================ . eak Inflow = ~ at 10.00 min Peak Outflow = 4.90 cfs at 186.00 min Peak Elevation Peak Storage = = 261. 11 ft 3.335 ac-ft ===================================================== MASS BALANCE (ac-ft) + Initial Vol = + HYG Vol IN = -Infiltration= -HYG Vol OUT = -Retained Vol = .000 4.412 .000 4.412 .000 Page 3.D3 Unrouted Vol = -.000 ac-ft (.000% of Inflow Volume) ~tN: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~te Time: 19:19:54 Date: 04-07-1998 4103 Texas Avenue, Suite 212 Bryan, Texas 77802 TO AT T ENTION WE TRANSMIT : D Under Separate Cover D Enclosed VIA : D Ma il ~Messenger D Federal Express D Express Mail D Special Courier D Picked Up By Your Office NO . \ \ \ KLING ENGINEERING AND SURVEYING Tel. (409) 846-6212 s P.O . Box 4234 Bryan , Texas 77805 Fax (409) 846-8252 THE FOLLOWING : D Pr ints D Copies D Originals D Plat D Field Notes )(Plans )'(Report D Estimate D Cut Sheets PROJECT N AME REFERENC E ~ D Computer Printout D File D Contract D DE SCRIPTION FOR : ~Your Review & Approval D Your Review & Comment D Your Rev iew & Distribution D Your Review, Revision & Return D Your Signature & Return D Your File and /or Use D As Requested By : D Please Acknowledge Receipt of Enclosures D Please Return Enclosures To Us D Copies Of This Letter Of Transmittal Sent To : If Enclosures Are Not As Noted , Please Notify Us At Once. Signed : ~ ~\~ SHEET 1 Universal Computer Services Redlines for Waterline Plans V l) Please place valves approximately 500' spacing . O .K., see plans . / 2) I don't believe we have seen fire flow analysis on this. Please provide one . O.K., see attached sheets . SHEET2 J 3) Can you bring the 8" W .L. above the 36" R.C .P . and still maintain minimum cover of 3'? We would rather shallow up the line for future maintenance . Yes, see plans . ~ 4) Can you pull this hydrant away from the 36" R .C .P .? Yes, see plans . / 5) Could this hydrant be located away from drainage swale? The hydrant is not as near to the swale as it appears on the plans . The hydrant is 18' away from the main line near the curb where the swale is just beginning . t/" 6) Fire Hydrant -See detail? The fire hydrant is approx . 18' from the proposed ground shown on plans . The proposed ground elevation@ the fire hydrant is approx . 278 .70' placing the hydrant less than 4" above the ground . KLING ENGINEERING & SURVEYING 4103 Texas Avenue, Suite 212 Bryan, Texas 77802 B.J . Kling, P.E., R.P.LS. S.M. Kling, R.P.L.S. June 24, 1998 TO: Paul Kasper Consulting Engineers • L1md Surveyors Telephone 409/8466212 Fax 409/846-8252 Development Engineer -City of College Station FROM: Stacy King Kling Engineering & Surveying RE: Universal Computer Services -Fire Flow Analysis Post Offi~e Box 4234 Bryan, Texas 77805 The following memo is to satisfy the Fire Flow Analysis required for the waterline that is to be installed on the Universal Computer Services site . This memo includes assumptions made in the analysis, a sketch of the waterline and the results from a CYBERNET analysis . (The CYBERNET program is by Haestad Methods and uses the same methodology as KYPIPE). ASSUMPTIONS It was assumed that there would be no domestic water demands during a fire . The required flow to put out a fire for this building was calculated to be 4500 gal/min (see following pages for calculations). This figure was split between the three fire hydrants on site giving a demand at each hydrant of 1500 gal/min . The sprinkler system requires 1000 gal/min . This demand was split between two fire hydrants on site adding 500 gal/min to the demand at the two fire hydrants . The measured pressure in the fire hydrant labeled U-054 was 100 psi . 100 psi was converted to ft and added to the flow line elevation to obtain the hydraulic grade for use in analysis (see following pages for calculations). RESULTS The velocity in the line ranges from 0 .39 to 22 . 73 ft/s. The highest velocity occurs in the first section of proposed line , P8-1 , with 22 . 73 ft/s . The next highest velocity occurs in the existing line, E8-l , and the proposed line, P8-7, with 12 .37 ft/s. All other velocities were below 10 ft/s . The pressure in the line ranges from 68 psi to 97 psi . (See the following pages for sketch showing location of pipes and computations). :c ...(. 0 0 "° 0 ~ -'() .. -- !'-' "' (" c ~ II 7" y ~ 0 _J -I 0 -h 0 ~ ~ ?r-'~ -I- cP_ cf\_ rf'. cJ'. ~~~~ ~ v-' -P (_}) f'1 t> c!' _J 0 dJ 0 lfl ~ ~ -; :; Q ...... , .:o <)J ~ ~ _J o_ ~ ~ (jJ -..f> .J> " -0 -f> J> ~ -- ~ '.),.> ~ dJ tJ1 r ~ cJl cl' cJl cJl 0 ~ ~ o~ . 0 0 0 0-0 ('.l 0 0 -1 ..._,,/ ~ -: fr ,, ~ ct"" ~r. ...P vi ~ ,, ~ 0 ..p. ? f'.J i - rv ~ ~ . _J _J ..r? ~ +National"Brand CJ -O' ...... ~ _) fO cJl _J r1 0 r ~ Ci-: ,.... 0 ~ j 0 ,. cJ1 Ir ~ II 0 cJJ G _, ~ (j) cJl -<> ~ ~ (0 -r'") ~--0 ~ -'J 0 ""\ (/\ -v J · ) -;: ~ "' ~ en. ~ ~ n 7l!2 ~.ix 1 :;1u 1 1:1 1u11 ll !•:;(J\JAl ll 4?·39 1 t.o Sll[El~jLYI ·IA.SI .,. !)~;{)U/\11[ 42-3H2 100 Si lt[l S rv1 -r As1• 5 SOUAHE 42-389 200 SllFF If: !"YI -f J\~F· ~} SOUAllE 4~<t!l2 lflOlll f:'l'Cl.1.1) Wllll1 ~,~;QUAllC:. •t:!-:J!YI ?<XllU C tCl.Lll Wlllll b S<Jl JARE -Y' J7 (> cf) (l 0 ;,,i 11 rl y 11 ['J 0 <? __J ' c)1~(j) l)l I" uJ ,, ~~f __J <Y {'J rf' ' _J "f\ I 0 s ~ ~ ~ ~ --------- ~ ffi -~ (j) ~ ~ 0 Yo (' -r1 -0 ~ (/I -1 (1 ~ c .., (b -<' c 9 ""\ -E ~ r -~ g -~ ~ (p Node Elevation Demand Demand Demand Calculated Label (ft) Type (gpm) Pattern Demand (gpm) J-2 265.50 Demand 2,000.00 Fixed 2 ,000.00 J-3 265.50 Demand 0 .00 Fixed 0 .00 J-4 265.50 Demand 0.00 Fixed 0 .00 J-5 270.50 Demand 1 ,500.00 Fixed 1,500.00 J-6 271 .00 Demand 0 .00 Fixed 0 .00 J-7 272.00 Demand 2 ,000.00 Fixed 2,000.00 J-8 278.00 Demand 0 .00 Fixed 0 .00 J-9 270.00 Demand 0 .00 Fixed 0.00 J-1 261 .50 Demand 0 .00 Fixed 0 .00 Title: UNIVERSAL COMPUTER SERVICES WATERLINE ANALYSIS h:\stacy\ucs.wcd 06/25/98 07:48 :09 AM © Haestad Methods, Inc. Scenario: FIRE Steady State Analysis Junction Report Calculated Pressure Hydraulic (psi) Grade (ft) 454.86 81 .88 450.88 80.16 447.48 78.69 430.79 69.31 430.77 69.09 430.75 68.65 445.56 72.46 484.99 92.97 485.98 97.07 Kling Engineering & Surveying 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: KLING ENGINEERING & SURVEYING Cybernet v3 .1 [071] (203) 755-1666 Page 1 of 1 Link Start End Materia l Diameter Length Minor Loss Label Node Node (in) (ft) P8-2 J-2 J-3 PVC 8 107.00 0.35 P8-3 J-3 J-4 PVC 8 89.00 0 .35 P8-4 J-4 J-5 PVC 8 425.98 1 .94 P8-5 J-5 J-6 PVC 8 202.37 0 .35 P8-6 J-6 J-7 PVC 8 219.00 0 .74 P8-7 J-7 J-8 PVC 8 200.00 2.19 E8-1 J-8 J-9 Ductile Iron 8 571.00 1 .56 E18-2 J-9 J-1 Ductile Iron 18 728.50 1 .24 E18-1 J-1 U-054 Ductile Iron 18 252.00 1 .24 P8-1 J-1 J-2 PVC 8 51 .00 2.94 Title: UNIVERSAL COMPUTER SERVICES WATERLINE ANALYSIS h :lstac y\ucs .wcd 06/25/98 07 :47:50 AM © Haestad M ethods , Inc. Scenario: FIRE Steady State Analysis Pipeline Report Current Head loss D ischarge Status (ft) (gpm) Open 3 .98 1 ,561 .20 Open 3 .40 1 ,561.20 Open 16.69 1 ,561 .20 Open 0 .02 61.20 Open 0 .02 61 .20 Open 14.81 -1,938 .80 Open 39.43 -1 ,938.80 Open 0 .99 -1,938.80 Open 3 .02 -5,500.00 Open 31 .12 3 ,561 .20 Kling Engineering & Surveying Velocity (ft/s) 9 .96 9 .96 9 .96 0.39 0 .39 12.37 12.37 2 .44 6 .93 22.73 37 Brookside R oad Waterbury, CT 06708 USA Start Pressure (psi) 81 .88 80.16 78.69 69 .31 69.09 68.65 72.46 92.97 97.07 97.07 End Pressure (psi) 80.16 78.69 69.31 69.09 68.65 72.46 92.97 97.07 81.88 Project Engineer: KLING ENGINEERING & SURVEYING Cybernet v3.1 (071) (203) 755-1666 Page 1 of 1 J-9 E 1 8 -2 J-1 p 8 -1 Title: UNIVERSAL COMPUTER SERVICES WATERLINE ANALYSIS h :\stacy\ucs.wcd 06124198 06:06 :12 PM © Haestad Methods, Inc. Scenario: FIRE E 8 -1 J-8 p 8-7 J-7 p 8-5 J-5 J-2 p 8-2 J-3 p 8-3 J-4 p 8-4 Project Engineer: KLING ENGINEERING & SURVEYING Kling Engineering & Surveying Cybernet v3.1 [071) 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 4103 Texas Avenue, Suite 212 Bryan, Tex~s 77f302 \.VE TRANSMIT: Cl Under Separate Cover DEnclosed VIA: OMail 'Sr'Messenger "D Federal Express D Express Mai'I D Special Courier D Picked Up By Your Office NO. KLING ENGINEERING AND SURVEYING c 5cl-J ~Ue,S !Y Consulting Engineers • Land Surveyors Tel. (409) 846-6212 Fax (409) 846-8252 THE FOLLOWING: D Prints DCopies DOriginals OPlat D Field Notes DPlans ~Report DEstimate DCut Sheets PROJECT NO. PROJECT NAME REFERENCE D Computer Printout OFile DContract D DESCRIPTION FOR : P.O. Box 4234 Bryan, Texas n805 ~our Review & Approval D Your Review & Comment D Your Review & Distribution D Your Review, Revision & Return D Your Signature & Return DYour File and/or Use D As Requested By : D Please Acknowledge Receipt of Enclosures D Please Return Enclosures To Us D Copies Of This Letter Of Transmittal Sent To : If Enclosures Are Not As Noted , Please Notify Us At Once. Signed : Veronica Morgan -Re: Unive rs al Compute r Systems waterline From: To : Date: Subject: Bill Riley VMORGAN@CITY OF COLLEGE STATION .CITY HALL 7/29/98 10 :31AM Re : Universal Computer Systems waterline I have no problem accepting Marks recommendation on this issue. I think it is best that if there are no real major issues that would keep Kling from sealing t his design then we should accept. Thanks »>Veronica Morgan 07/28/98 10 :58AM >>> bill, kling eng ineering has designed the waterline for the above project in the business center. approx. 50 feet of 8" waterline was installed a month or so ago to set a fire hydrant on so they could bring combustibles onsite . in order to expedite this business center project they have installed things prior to plan approvals with the understanding it was at "their risk". we now have the fire flow analysis and remainder of the design for the internal waterline loop on the project. the fire flow analysis shows the velocities in this 50 feet of 8" that is already installed (because of the amount of fire flow necessary for this size building and type of construction) to be 23 fps . mark has talked to stuart kling and steve rianes (with SAFE) and said if kling engineering w ill seal the fire flow analysis and drawings given this velocity and the water dept is comfortable with this velocity, the city would approve it. will you be ok with this? please let me know as soon as you can. if i can answer any questions call me. thanks a million. v Page 1 R. L. Payne and Associates Architecture, Planning, Interior Design & Graphics PROJECTi U "I l'\/£QSAL.. c.::>/t-..PlJ-n::-R, SER.VI~~ (name, address) COU..c.c::.:.-E 'b i"Ail ON 1 l~x'.A ~ ARCHITECT'S PROJECT NO: 4&. l':I kl D If enclosures are not as noted, please inform us immediately. If checked below, please: ATIN : I-"~ · f»AUL-5 \V0~.-0~ L .J ( ) Acknowledge receipt of enclosures. ( ) Return enclosures to us. WE TRANSMJY. ( .-1" herewith ( ) under separate cover via --------------------- ( ) in accordance with your request FOR YOUR : ------------.,......-----------~ ( .-1" approval ( ) distribution to parties ) information ( ) record ( vf"review & comment ( ) use ( >--------------------------~ THE FOLLOWING: COPIES 2> f> ( ) Drawings ( ) Specifications ( ) Change Order DATE REV. NO . 7/~1/'1'b ~ 7/'?l/4.'b ?t7 ( .A"shop Drawing Prints ( } Samples ( ) Shop Drawing Reproducibles ( ) ( ) Product literature DESCRIPTION r:<~c::::.. t.JrJO~R.n 1tJo \V"fR. /A TIZ_ \/,A.ill ;r A Ct> '6.&:: A -..I .'-i' ~ Pl PE , \=I TT1~6c;. Ai'-.i " V A.:i -1./ I=' , ACTION CODE At'nON A. Action lndlated on Item transmitted D. for signature and forwarding a below under REMAllKS CODE I. No action required E. See REMARKS f!:o C..f•••llN'N" ••• uwm oo oJ>b offko RE.\/\ . \;. ~ / REMARKS _______ • c _,.......· O:~~+f"'\+-"':s~:~~:- COPIES TO: (with ·endosures) 0 0 0 a· 0 BY: Robert L. Payne Jr. AIA 1.509 Emerald Parkway Suite 104\ College Station, Texas 77845 · ( 409)776-8956 . AL\ DOCUMENT Gl10 • TRANSMITTAl UJTEll ~ APIUl 1VO EDITION • AIAf, • COeYl!CiHT C! 1970 THE AMEIUcAN INSTITUT.E OF ARCHITECTS. 'i7Ss MASSACHUSETTS AVENUE. N.W .. WASHINGTON, O.C. 20036 ·oNE· PAGE1 KLING ENGINEERING & SURVEYING Consulting Engineers • LanJ Surveyors 4103 Texas Avenue , Suite 212 Bryan, Texas 77802 Telephone 409/846-6212 Fax 409/~8252 B.J. Kling, P.E., R .P.L.S. S.M. Kling , R.P.L.S . August 26, 1998 TO: FROM: RE: Robert L. Payne R. L. Payne & Assoc. S.M.Kli S.M. Universal Computer Services Post Office Box 4234 Bryan, Texas 77805 I have reviewed and approved the above referenced submittal with the comment that this design/layout should be submitted to the City of College Station - Inspection/water department for their review and approval. C.JI. Jordan Commercial, LP 1509 Emerald Parkwav Suite 105 Phone: 409-696-0500 College Station, Texas 77845 Fax: 409-696-0601 PROJECT: Universal Computer Systems TO: City of College Station PO Box 9960 College Station, State 77842 ATIN: Paul Kasper 0 Shop Drawings 0 Approval D wier (ill' YourUse D Prints (ill' As Requfllted TRANSMITTAL p i; 41 No. 00075 . DATE:S/1/98 ~) ~ REF: Universal Computer Svcs ~ 0 Approved as Submitted 0 Approved as Noted 0 Returned After Loan 0 Change Order 0 Review and Comment 0 Resubmit D Plans 0 Submit 0 Samples 0 Specifications !ill' Attadted 0 Returned for Corrections D Other: 0 Sqiarate Cover Via : 0 Bids Due: 1 l 5/1/98 SPK Pier Logs Remarks: These are the Pier Logs as you requested for Universal Computer Services. CC: VerotJiCA 1 -;:: fhl T1 t fJ...e_ ~-lN~ prob A), ~ Jri/er.)J .J.:, be 5~1+ 1o y o-v r- A-i=knffo,J, Le+ m e_ *-'1c --v /f yo J,071 •-/-wA-n/-~,. ·t '. . ' ' ·' -'lo I~ • KW Brown Environmental Science & Engineering 501 Graham Road/College Station , TX n845/Tel.: 4091690-9280 C.F. Jordan Convnerclal, LP. 1509 Emerald Parkway, Suite 105 College Station, Texas n845 Attn : Mr. Ron Vernon PROJECT: Universal Computer Services Dally Report: April 13 , 1998 Date : 4113198 Project No .: 98002 Report No .: 53 KO. Lovell of KW Brown arrived on site at 7:30 a.m. as requested by Mr. Jim Kennedy to conduct pier observations. ·Mr. Lovell observed the drilling and underreamlng for piers at Unlveraal Computer Setvlces. The results of the pier observations are presented below. In addition , Mr. Lovell cast two aeta of three concrete test cylinder&. The results of the concrete observations are presented In reports 54 & 55 . PIER DOCUMENTATION REPORT Shaft/Bell Reinforcing Steel Top of Pier Pier Bottom of Pier Hand Location Size In Amount Size Elevation ft Lenath . ft Elevation ft Bearina Material Pen .. tsf Pier No . 161 26/50 6 6 276.31 1Z 4" 263 .98 Brown & Tan Clayey Sand 4.0 Pier No . 172 26142 6 6 276 .31 1Z7" 263 .73 Brown & Tan Clayey Sand 4.5+ Pier No .187 26/50 6 6 276 .31 1Z 4" 263 .98 Brown & Tan Clayey Sand 4.5+ Pier No . 198 26142 6 6 276.31 1Z 1" 264 .23 Brown & Tan Clayey Sand 4.5+ Pier No. 212 26/50 6 6 276 .31 11 · 11· 264 .40 Brown & Tan Clayey Sand 4.0 Pier No . 223 26/50 6 6 276 .31 1 O' 9" 265 .56 Brown & Tan Clayey Sand 4.0 Pier No . 234 26/50 6 6 276 .31 10' 6" 265 .81 Brown & Tan Clayey Sand 4.0 Pier No . 245 26142 6 6 276 .31 1 O' 9" 265.56 Brown & Tan Clayey Sand 4.0 Pier No . 251 26/50 6 6 276 .31 10' 3" 266.06 Brown & Tan Clayey Sand 4.0 Pier No . 160 26/50 6 6 276 .31 1Z 1" 263 .73 Brown & Tan Clayey Sand 4.0 Pier No . 173 26142 6 6 276 .31 1Z 10" 263 .48 Brown & Tan Clayey Sand 4.0 Pier No . 186 26/50 6 6 276 .31 1Z6" 263 .81 Brown & Tan Clayey Sand 4.5+ Pier No . 199 26142 6 6 276 .31 1Z O" 264 .31 Brown & Tan Clayey Sand 4.5+ Pier No . 211 26/50 6 6 276 .31 11' 4• 264 .98 Brown & Tan Clayey Sand 4.0 Pier No . 224 26/50 6 6 276 .31 11' 3" 265.06 Tan Clayey Sand 4.5+ Pier No . 250 26/50 6 6 276 .31 9' 8" 266 .65 Brown & Tan Clayey Sand 4.0 Pier No . 159 26/50 6 6 276 .31 1Z 4" 263 .98 Brown & Tan Clayey Sand 4.0 Pier No . 174 26142 6 6 276 .31 1Z 4" 263 .98 Brown & Tan Clayey Sand 4.5+ t<:-N Brown Environmental Science & Engineering 501 Graham Road/College Station , TX n8451Tel.: 409/690-9280 C.F . Jordan Commercial, LP. 1509 Emerald Parkway, Suite 105 College Station, Texas n845 Attn : Mr. Ron Vernon PROJECT: Universal Computer Services PIER DOCUMENTATION REPORT Shaft/Bell Reinforcing Steel Location Size In Amount Size Pier No . 185 26l50 6 6 Pier No . 200 26142 6 t) Pier No . 210 26l50 6 6 Pier No . 225 26l50 6 6 Pier No . 232 26l50 6 6 Pier No. 247 26142 6 6 Pier No . 249 26l50 6 6 Pier No . 158 26l50 6 6 Pier No . 175 26142 6 6 Pier No . 184 26l50 6 6 Pier No . 201 26142 6 6 Pier No . 209 26l50 6 6 Pier No . 226 26l50 6 6 Pier No . 231 26l50 6 6 Pier No . 247 26142 6 6 Pier No . 157 26l50 6 6 Pier No . 176 26142 6 6 Time Charge : 8.0 Hours Copies To : TEXCON , Attn : Mr. Gary Arnold R.L Payne and Associates Top of Pier Pier Elevation ft Length , ft 276.31 1ZZ' 276.31 11' Z' 276.31 11' S' 276.31 10' 4" 276.31 9' 8" 276.31 9' S' 276.31 9' 3" 276.31 10' 11· 276.31 11' 7" 276.31 11' 7" 276.31 10' 11· 276.31 10' S' 276.31 9' 1· 276.31 9' S' 276.31 9' 4" 276.31 10' O" 276.31 10' 7" Date : 4113198 Project No .: 98002 Report No .: 53 Continued Bottom of Pier .. Hand Elevation ft Bearing Material Pen . tsf 264.15 Brown & Tan Clayey Sand 4 .5+ 265.15 Brown & Tan Clayey Sand 4 .5+ 264.90 Brown & Tan Clayey Sand 4.0 265.98 Brown & Tan Clayey Sand 4.0 266.65 Brown & Tan Clayey Sand 4 .0 266.90 Brown & Tan Clayey Sand 4 .0 267.06 Brown & Tan Clayey Sand 4 .5+ 265.40 Brown & Tan Clayey Sand 4 .0 264.73 Brown & Tan Clayey Sand 4 .0 264.73 Brown & Tan Clayey Sand 4 .0 265.40 Brown & Tan Clayey Sand 4 .0 265.90 Brown & Tan Clayey Sand 4.5+ 267.23 Brown & Tan Clayey Sand 4 .0 266.90 Brown & Tan Clayey Sand 4 .5+ 266.98 Brown & Tan Clayey Sand 4 .5+ 266.31 Brown & Tan Clayey Sand 4 .0 265.73 Brown & Tan Clayey Sand 4 .5+ t<:-N Brown Environmental Science & Engineering KW Brown Environmental Science & Engineering 501 Graham Road/College Station, TX 77845fTel.: 409/690-9280 C.F. Jordan Commercial, L.P . 1509 Emerald Parkway, Suite 105 College Station, Texas 77845 Attn : Mr. Ron Vernon PROJECT : Universal Computer Services Daily Report Apri 10, 1998 Date : 4110/98 Project No .: 98002 Report No .: 50 D.H. Mosmeyer and KO. Lovell of KW Brown arrived on site at 7 :30 a.m . as requested by Mr. Jim Kennedy to conduct pier observations. Mr. Mosmeyer and Mr . Lovell observed the drilling and underreaming for piers at Universal Computer Services. The results of the pier obseMltiona are presented below. In addition, Mr. Lovell cast two lets Of three concrete test cylinders . The resulta of the concrete obseMltiona are presented in reports 51 & 52. PIER DOCUMENTATION REPORT Shaft/Bell Reinforcing Steel Top of Pier Pier Bottom of Pier Hand Location Size in Amount Size Elevation ft Lenath . ft Elevation ft Bearina Material Pen . !sf Pier No . 163 26!50 6 6 276.31 13'9" 262.56 Brown & Tan Clayey Sand 4.0 Pier No .170 26142 6 6 276.31 13' 9" 262.56 Brown & Tan Clayey Sand 4 .0 Pier No . 189 26!50 6 6 276.31 13'7" 262.73 Brown & Tan Clayey Sand 3 .5 Pier No . 196 26142 6 6 276.31 12' 9" 263.56 Brown & Tan Clayey Sand 4 .0 Pier No . 214 26!50 6 6 276.31 12'10" 263.48 Brown & Tan Clayey Sand 4 .0 Pier No . 221 26!50 6 6 276.31 12' 6" 263.81 Brown & Tan Clayey Sand 4 .5+ Pier No . 236 26!50 6 6 276.31 11'10" 264.48 Brown & Tan Clayey Sand 4 .0 Pier No . 243 26142 6 6 276.31 11' 11· 264.40 Brown & Tan Clayey Sand 4 .5+ Pier No . 253 26!50 6 6 276.31 11' 11· 264.40 Tan Clayey Sand 4 .0 Pier No . 164 26!50 6 6 276.31 14'7" 261 .73 Brown & Tan Clayey Sand 4 .5+ Pier No . 169 26142 6 6 276.31 13'3" 263.06 Tan Clayey Sand 4 .5+ Pier No . 190 26!50 6 6 276.31 12' 8" 263.65 Tan Clayey Sand 4 .5+ Pier No . 195 26142 6 6 276.31 13' 3" 263.06 Brown & Tan Clayey Sand 4 .0 Pier No . 215 26!50 6 6 276.31 13' 5" 262.90 Tan Clayey Sand 4 .0 Pier No . 220 26!50 6 6 276.31 12' 4• 263.98 Brown & Tan Clayey Sand 4 .0 Pier No . 237 26!50 6 6 276.31 12'..,. 263.73 Brown & Tan Clayey Sand 4 .5+ Pier No . 242 26142 6 6 276.31 12' 5" 263.90 Brown & Tan Clayey Sand 4 .0 Pier No . 254 26!50 6 6 276.31 12' 9" 263.56 Brown & Tan Clayey Sand 4 .0 KW Brown Environmental Science & Engineering 501 Graham Road/College Station, TX n845/Tel.: 409/690-9280 C .F. Jordan Commercial, LP. 1509 Emerald Parkway, Suite 105 College Station, Texas n845 Attn : Mr. Ron Vernon PROJECT: Universal Computer Services PIER DOCUMENTATION REPORT Shaft/Bell Reinforcing Steel Location Size In Amount Size Pier No . 255 26142 6 6 Pier No . 241 26142 6 6 Pier No . 238 26/50 6 6 Pier No . 219 26/50 6 6 Pier No . 216 26/50 6 6 Pier No . 194 26142 6 6 Pier No . 168 26142 6 6 Pier No . 165 26/50 6 6 Pier No . 166 26/50 6 6 Pier No . 167 26142 6 6 Pier No . 193 26142 6 6 Pier No . 217 26/50 6 6 Pier No . 218 26/50 6 6 Pier No. 239 26/50 6 6 Pier No . 240 26142 6 6 Pier No . 256 26/50 6 6 Time Charge : 11 .0 Hours Coples To : TEXCON , Attn : Mr. Gary Arnold R.L. Payne and Associates Top of Pier Pier Elevation ft Lenath. ft 276.31 1Z 6" 276.31 1Z 4• 276.31 13'T 276.31 1Z S- 276.31 1Z 6" 276.31 13' 4• 276.31 1Z 11· 276.31 1Z~ 276.31 13'~ 276.31 13' 6" 276.31 1Z 11· 276.31 1Z g- 276.31 1Z 11· 276 .31 13' O" 276.31 13' 6" 276 .31 1Z 11 · Date : 4110/98 Project No .: 98002 Report No .: 50 Continued Bottom of Pier ' Hand Elevation ft Bearina Material Pen. tat 263.81 Brown & Tan Clayey Sand 4.0 263.98 Brown & Tan Clayey Sand 4 .5 263.15 Tan Clayey Sand 4 .5+ 263.43 Tan Clayey Sand 4.0 263.81 Tan Clayey Sand 4.5+ 262.98 Tan Clayey Sand 4 .5+ 263.40 Tan Clayey Sand 4 .5+ 264.06 Tan Clayey Sand 4.5+ 263.06 Brown & Tan Clayey Sand 4.0 262.81 Brown & Tan Clayey Sand 4.0 263.40 Brown & Tan Clayey Sand 4.0 263.56 Brown & Tan Clayey Sand 4.5+ 263.40 Brown & Tan Clayey Sand 4.0 263.31 Brown & Tan Clayey Sand 4 .0 262.81 Brown & Tan Clayey Sand 4 .0 263.40 Brown & Tan Clayey Sand 4 .0 KW Brown Environmental Science & Engineering t<:N Brown Environmental Science & Engineering 501 Graham Road/College Station , TX n845/Tel.: 4091690-9280 C.F. Jordan Commercial, LP. 1509 Emerald Parkway, Suite 105 College Station, Texas n845 Attn : Mr. Ron Vernon PROJECT : Universal Computer Services Daily Report: April 9, 1998 Date : Project No .: 98002 Report No .: 46 D.H. Mosmeyer and KO . Lovell of t<:N Brown arrived on site at 7:30 a.m. as requested by Mr. Jim Kennedy to conduct pier observations. Mr. Mosmeyer and Mr. Lovell observed the drilling and underreaming for piers at Universal Computer Services. The results of the pier observations are presented below. In addition, Mr. Lovell cast two sets of three concrete test cylinders. The results of the concrete observations are presented in reports 47 & 48. Mr. Mosmeyer informed Mr. Kennedy that the following piers were out of centerline at the bottom of the shaft. Pier No. 107, 4" off center, Pier No . 109, 6" off center and Pier No . 123, 4" off center. The above mentioned piers were approved by Mr. Jim Kennedy . PIER DOCUMENTATION REPORT Shaft/Bell Reinforcing Steel Top of Pier Pier Bottom of Pier Hand Location Size in Amount Size Elevation ft Lenoth ft Elevation ft Bearina Material Pen . tsf Pier No .109 26l50 6 6 276 .31 11'8" 264 .65 Brown Clayey Sand 4.5+ Pier No .107 26l50 6 6 276 .31 9' 10" 266 .48 Brown & Tan Clayey Sand 4.0 Pier No . 106 26l50 6 6 276 .31 9'9" 266.56 Brown & Tan Clayey Sand 4.0 Pier No . 105 26l50 6 6 276 .31 9' 4• 266 .98 Brown & Tan Clayey Sand 4.5+ Pier No . 104 26l50 6 6 276 .31 8'10 267.47 Brown & Tan Clayey Sand 3.5 Pier No .103 26l50 6 6 276 .31 .,. 8" 268 .65 Brown & Tan Clayey Sand 4.5 Pier No . 102 26l50 6 6 276 .31 8'2" 268 .15 Brown & Tan Clayey Sand 4.0 PierNo .120 26142 6 6 276 .31 12' 9" 263 .56 Brown & Tan Clayey Sand 4.5+ Pier No . 122 26142 6 6 276 .31 11' 9" 264 .56 Brown & Tan Clayey Sand 4.5+ PierNo.123 26142 6 6 276 .31 10' 9" 265 .56 Tan Clayey Sand 4.0 Pier No .124 26142 6 6 276 .31 9'2" 267 .15 Brown & Tan Clayey Sand 4.5+ Pier No . 125 26142 6 6 276 .31 8'10" 267 .48 Tan Clayey Sand 4.5+ Pier No . 126 26142 6 6 276 .31 9' 1· 267.23 Gray Clayey Sand 4.5+ Pier No . 127 26l50 6 6 276 .31 8'7" 267.73 Brown Clayey Sand 4.0 Pier No.128 26l50 6 6 276 .31 9'9" 266 .56 Brown Clayey Sand 4.5+ Pier No . 129 26l50 6 6 276 .31 9'7" 266 .73 Brown Clayey Sand 4.0 Pier No . 130 26l50 6 6 276 .31 9' O" 267 .31 Brown & Tan Clayey Sand 4.5 Pier No . 131 26l50 6 6 276 .31 9'7" 266 .73 Brown & Tan Clayey Sand 4.5+ ~ Brown Environmental Science & Engineering 501 Graham Road/College Station, TX n845/Tet.: 409/690-9280 C.F . Jordan Convnerclal, LP. 1509 Emerald Parkway, Suite 105 College Station, Texas n845 Attn: Mr. Ron Vernon PROJECT: Universal Computer Services PIER DOCUMENTATION REPORT Shaft/Bea Reinforcing Steel Location Size In Amount Size Pier No. 132 26/50 6 6 Pier No.133 26/50 6 6 Pier No . 134 26/50 6 6 Pier No. 135 26/50 6 6 Pier No. 153 26142 6 6 Pier No. 152 26142 6 6 Pier No. 151 26142 6 6 Pier No . 150 26142 6 6 Pier No . 149 26142 6 6 Pier No . 146 26142 6 6 Pier No. 147 26142 6 6 Pier No . 146 26142 6 6 Pier No. 162 26/50 6 6 Pier No . 188 26/50 6 6 Pier No. 197 26142 6 6 Pier No. 193 26142 6 6 Pier No. 213 26/50 6 6 Pier No . 222 26/50 6 6 Pier No . 235 26/50 6 6 Pier No . 244 26142 6 6 Pier No. 252 26/50 6 6 Time Charge : 14.0 Hours Coples To : TEXCON, Attn: Mr. Gary Arnold R.L. Payne and Associates Top of Pier Pier Elevation ft Lenath . ft 276.31 11'3" 276 .31 12' 6" 276.31 11' 11" 276 .31 13' 4" 276 .31 8' 4" 276 .31 9' 4" 276.31 9' 8" 276 .31 9' 9" 276 .31 11'6" 276 .31 12' 6" 276 .31 12' 7" 276 .31 13' 5" 276 .31 13' 11" 276 .31 14' O" 276 .31 13' 8" 276 .31 13' 11" 276 .31 13' 7" 276 .31 13' O" 276.31 12' 5" 276.31 11' 7" 276.31 11' 3" Date : 4/09/98 Project No.: 98002 Report No .: 46 Continued Bottom of Pier Hand Elevation ft Bearina Material Pen . tsf 265.06 Brown Clayey Sand 4.0 263.81 Brown Clayey Sand 4 .0 264.40 Tan Clayey Sand 4.0 262 .98 Tan Clayey Sand 4.5+ 267 .97 Brown & Tan Clayey Sand 4.5+ 266.98 Brown & Tan Clayey Sand 4.5+ 266 .65 Brown & Tan Clayey Sand 4.5+ 266.55 Brown & Tan Clayey Sand 4.0 264.81 Tan Clayey Sand 4.0 263 .81 Tan Clayey Sand 4 .0 263 .73 Tan Clayey Sand 4.0 262.90 Brown & Tan Clayey Sand 4.5+ 262.40 Tan Clayey Sand 4 .5+ 262.31 Brown & Tan Clayey Sand 4 .0 262.65 Brown & Tan Clayey Sand 4.0 262 .40 Brown & Tan Clayey Sand 4.0 262.73 Tan Clayey Sand 4 .5+ 263 .31 Tan Clayey Sand 4.5+ 263.90 Brown & Tan Clayey Sand 4.0 264 .73 Tan Clayey Sand 4.0 265.06 Brown & Tan Clayey Sand 4.5+ ~ Brown Environmental Science & Engineering ~ Brown Environmental Science & Engineering 501 Graham Road/College Station , TX n8451Tel.: 409/690-9280 C.F. Jordan Commercial, l.P. 1509 Emerald Parkway, Suite 105 College Station, Texu n845 Attn : Mr. Ron Vernon PROJECT: Universal Computer Services Daily Report April 8, 1998 Date : Project No .: Report No .: 44 C.H. Mosmeyer or~ Brown arrived on site at 8:00 a.m. as requested by Mr. Ron Vernon to conduct pier observations. Mr. Mosmeyer obseMld the drilling and underreaming for piers at Universal Computer Services. The results or the pier observations are presented below. In addition, Mr. Mosmeyer cast one set or three concrete test cylinders. The results or the concrete observations are presented in report -45 . PIER DOCUMENTATION REPORT Shaft/Bell Reinforcing Steel Top or Pier Pier Bottom of Pier Hand Location Size in Amount Size Elevation ft Lenath . ft Elevation ft Bearino Material Pen . tsf Pier No .114 26"50 6 6 276 .31 11'10" 264 .48 Tan Clayey Sand 4.0 Pier No. 115 26142 6 6 276 .31 15'0" 261 .31 Tan Clayey Sand 4.5+ Pier No . 140 26"50 6 6 276 .31 12' 2" 264 .15 Tan Clayey Sand 4.5+ Pier No .141 26142 6 6 276 .31 12' 9" 263 .56 Tan Clayey Sand 4.0 Pier No . 113 26"50 6 6 276 .31 12' 5" 263 .90 Tan Clayey Sand 3.8 Pier No . 116 26142 6 6 276 .31 14'0" 262 .31 Gray & Tan Clayey Sand 3.8 Pier No . 139 26"50 6 6 276 .31 12' 8" 263 .65 Tan Clayey Sand 4.5+ Pier No . 142 26142 6 6 276 .31 12' 10" 263 .48 Tan Clayey Sand 4.5+ Pier No. 112 26"50 6 6 276 .31 13' 8" 262 .65 Tan & Gray Sandy Clay 3.8 Pier No . 117 26142 6 6 276 .31 13'0" 263 .31 Tan & Gray Sandy Clay 4 .5+ Pier No. 138 26"50 6 6 276 .31 13' 8" 262.65 Tan & Gray Sandy Clay 4.5+ Pier No .143 26142 6 6 276 .31 13' 7" 262.73 Tan Clayey Sand 4.5+ Pier No . 111 26"50 6 6 276 .31 12' 7" 263 .73 Gray Clayey Sand 4.5+ Pier No .118 26142 6 6 276 .31 13' 8" 262.65 Tan Clayey Sand 4.5+ Pier No .137 26"50 6 6 276 .31 13' 8" 262.65 Brown Clayey Sand 4.0 Pier No . 144 26142 6 6 276 .31 14' 5" 261 .90 Brown Clayey Sand 4.0 Pier No . 110 26"50 6 6 276 .31 12' 5" 263 .90 Brown Clayey Sand 4.5+ Pier No . 119 26142 6 6 276 .31 13' O" 263 .31 Brown Clayey Sand 4.0 KW Brown Environmental Science & Engineering 501 Graham Road/College Station, TX n8451Tel.: 409/690-9280 C .F. Jordan Commercial, LP. 1509 Emerald Parkway , Suite 105 College Station, Texas n845 Attn : Mr. Ron Vernon PROJECT: Universal Computer SeMces PIER DOCUMENTATION REPORT Location Pier No .136 Pier No.145 Shaft/BeO Size in 26l50 26148 Time Charge : 7 .0 Hours Reinforcing Steel Amount Size 6 6 6 6 Copies To : TEXCON, Attn : Mr. Gary Arnold R.L. Payne and Associates Top of Pier Elevation ft 276.31 276.31 Pier L h ft 13' 2" 14' O" Date : ~ Project No .: 98002 Report No .: 44 Continued Bottom of Pier Elevation ft Beari Material Hand Pen. tsf 263.15 Brown Clayey Sand 3.5 262.31 Brown Clayey Sand 4.0 KW Brown Environmental Science & Engineering KW Brown Environmental Science & Engineering 501 Graham Road/College Station, TX n8451Tel.: 409/690-9280 C.F . Jordan Commercial, LP. 1509 Emerald Parkway, Suite 105 College station, Texas n845 Attn: Mr. Ron Vernon PROJECT : Universal Computer Services Dally Report: April 15, 1998 Date: 4115198 Project No .: 98002 Report No .: 60 KO. loYell and D.H. Mosmeyer of KW Brown arrived on site at 7:30 a.m. as requested by Mr. Jim Kennedy to conduct pier observations. Mr. loYell and Mr. Mosmeyer observed drilling and underreamlng for piers at Universal Computer SeMces. The resuta of the pier observations are presented below. In addition , Mr. Lovell cast two sets of three concrete test cylinders. The results of the concrete observations are presented In reports 61 & 62. PIER DOCUMENTATION REPORT Shaft/Bell Reinforcing Steel Top of Pier Pier Bottom of Pier Hand Location Size In Amount Size Elevation ft Lenath . ft Elevation ft Bearina Material Pen . tsf Pier No . 281 26/50 6 6 276.31 TT 268 .73 Brown & Tan Clayey Sand 4.0 Pier No. 282 26/50 6 6 276 .31 T 11 " 268 .39 Brown & Tan Clayey Sand 4.0 Pier No . 283 26/50 6 6 276 .31 6' 11· 269 .39 Brown & Tan Clayey Sand 4.5+ Pier No . 284 26/50 6 6 276.31 T 10" 268 .48 Brown & Tan Clayey Sand 4 .0 Pier No . 285 26/50 6 6 276.31 9' 3" 267.06 Brown & Tan Clayey Sand 4.5+ Pier No . 286 26/50 6 6 276.31 8' 5" 267.89 Brown & Tan Clayey Sand 4 .5+ Pier No . 287 26/50 6 6 276.31 9'4" 266 .98 Brown & Tan Clayey Sand 4 .5+ Pier No . 288 26/50 6 6 276 .31 10' 3" 266 .06 Brown & Tan Clayey Sand 4 .5+ Pier No . 289 26/50 6 6 276.31 11 'T 264.73 Brown & Tan Clayey Sand 4.5+ Pier No . 290 26/50 6 6 276.31 11' 6" 264.61 Brown & Tan Clayey Sand 4.0 -Pier No . 291 26/50 6 6 276.31 6'T 269 .73 Tan Clayey Sand 4 .5+ Pier No . 292 26/50 6 6 276 .31 6' 9" 269.56 Brown & Tan Clayey Sand 4 .5+ Pier No . 293 26/50 6 6 276 .31 14' 2" 262.14 Brown & Tan Clayey Sand 4 .0 Pier No . 294 26/50 6 6 276 .31 14' 2" 262.14 Brown & Tan Clayey Sand 4.5+ Pier No . 270 26/50 6 6 276 .31 8' 5" 267.89 Brown & Tan Clayey Sand 4 .0 Pier No . 271 26/50 6 6 276 .31 8' O" 268 .31 Brown & Tan Clayey Sand 4 .5+ Pier No . 272 26/50 6 6 276 .31 8' 3" 268 .06 Brown & Tan Clayey Sand 4 .0 Pier No . 273 26/50 6 6 276 .31 6' 2" 268 .14 Brown & Tan Clayey Sand 4 .0 t<:N Brown Environmental Science & Engineering 501 Graham Road/College Station, TX n845/Tet .: 409l690-9280 C.F. Jordan Convnerclal, L.P . 1509 Emerald Parkway, Suite 105 College Station, Texas 77845 Attn: Mr. Ron Vernon PROJECT: Universal Computer Services PIER DOCUMENTATION REPORT Shaft/Bell Reinforcing Steel Top of Pier Pier Location Size In Amount Size Elevation ft Lenath ft Pier No. 309 · 26/50 6 6 276.31 13' 11· Pier No . 322 26/50 6 6 276.31 8' 5" Pier No . 326 26/50 6 6 276.31 8' 3" Pier No. 358 26/50 6 6 276.31 8' 6" Pier No . 357 30/54 6 6 276.15 8'7" Pier No. 354 26/50 6 6 276.31 8' 8" Pier No . 274 26/50 6 6 276.31 8' 6" Pier No . 275 26/50 6 6 276.31 9' 5" Pier No . 276 26/50 6 6 276.31 9' 3" Pier No . 2n 26/50 6 6 276.31 9' 8" Pier No. 278 26/50 6 6 276.31 9' O" Pier No . 297 26/50 6 6 276.31 9' 9" Pier No. 298 26/50 6 6 276.31 9' 9" Pier No . 299 26/50 6 6 276.31 9' 4" Pier No . 300 26/50 6 6 276.31 8' 6" Pier No . 301 26/50 6 6 276.31 9' 3" Pier No. 302 26/50 6 6 276.31 8'7" Pier No . 303 26/50 6 6 276.31 T 11" Pier No. 304 26/50 6 6 276.31 8' O" Pier No . 305 26/50 6 6 276.31 8' O" Pier No . 306 25/50 6 6 276.31 9' 2" Pier No . 307 26/50 6 6 276.31 T 11" Pier No . 308 26/50 6 6 276 .31 9' 2" Date : 4115198 Project No.: 98002 Report No .: 60 Continued Bottom of Pier Hand Elevation ft Bearina Material Pen . tsf 262.39 Brown & Tan Clayey Sand 4 .0 267.89 Brown & Tan Clayey Sand 4.0 268.06 Brown & Tan Clayey Sand 4.5+ 267.81 Brown & Tan Clayey Sand 4.5+ 267.57 Brown & Tan Clayey Sand 4 .5+ 267.64 Brown & Tan Clayey Sand 4.5+ 267.81 Brown & Tan Clayey Sand 4.0 266.89 Brown & Tan Clayey Sand 4.5+ 267.06 Brown & Tan Clayey Sand 4 .0 266.64 Brown & Tan Clayey Sand 4.0 267.31 Brown & Tan Clayey Sand 4.0 266.56 Brown & Tan Clayey Sand 4.5+ 266.56 Brown & Tan Clayey Sand 4.0 266.98 Brown & Tan Clayey Sand 4 .0 267.81 Brown & Tan Clayey Sand 4 .0 267.06 Brown & Tan Clayey Sand 4 .5+ 267.73 Brown & Tan Clayey Sand 4 .5+ 268.39 Brown & Tan Clayey Sand 4 .0 268.31 Brown & Tan Clayey Sand 4.0 268.31 Brown & Tan Clayey Sand 4 .5+ 267.14 Brown & Tan Clayey Sand 4.0 268.39 Brown & Tan Clayey Sand 4 .5+ 267.14 Brown & Tan Clayey Sand 4.5+ KW Brown Environmental Science & Engineering 501 Graham Road/College Station , TX n845/Tel.: 409/690-9280 C .F. Jordan Commercial, LP. 1509 Emerald Parkway, Suite 105 College Station, Texas n845 Attn: Mr. Ron Vernon PROJECT: Universal Computer Services PIER DOCUMENTATION REPORT Shaft/Bell Reinforcing Steel Location Size In Amount Size Pier No . 323 30J54 6 6 Pier No . 324 30J54 6 6 Pier No . 325 30J54 6 6 Pier No . 355 30J54 6 6 Pier No . 356 30J54 6 6 Pier No . 269 30J54 6 6 Pier No . 279 30J54 6 6 Pier No . 295 30J54 6 6 Time Charge : 15.0 Hours Copies To : TEXCON , Attn : Mr. Gary Arnold R.L. Payne and Associates Top of Pier Pier Elevation ft Lenath. ft 276 .15 9' ()" 276 .15 8' 4• 276 .15 9' 3• 276 .15 9' 3• 276 .15 B'r 276 .15 8' a- 276 .15 TS- 276 .15 1Z O" Date : 4115198 Project No .: 98002 Report No .: 60 Continued Bottom of Pier Hand Elevation ft Bearing Material Pen . tsf 267 .15 Tan Clayey Sand 4.5+ 267.82 Brown & Tan Clayey Sand 4.5+ 266.90 Brown & Tan Clayey Sand 4.5+ 266.90 Brown & Tan Clayey Sand 4.5+ 267 .57 Brown & Tan Clayey Sand 4.0 267 .48 Brown & Tan Clayey Sand 4.5+ 268.65 Brown & Tan Clayey Sand 4.0 264 .15 Tan Clayey Sand 4.5+ KW Brown Environmental Science & Engineering ~ Brown Envlronmental Science & Engineering 501 Graham Road/College Station, TX n845/Tel.: 409/690-9280 C.F . Jordan Commercial, LP. 1509 Emerald Par1<way, Suite 105 College Station, Texas n845 Attn : Mr . Ron Vernon PROJECT: Universal Computer SeMcea Dally Report : Aprll 14, 1998 Date : 4114198 Project No .: 98002 Report No .: 56 KO. Lovell and D.H. Mosmeyer of~ Brown arrived on site at 7:30 a.m. as requested by Mr. Jim Kennedy to conduct pier observations. Mr. Lovell and Mr. Mosmeyer observed drilling and underreamlng for piers at Universal Computer SeMcea. The results of the pier obseMtlona are presented below. In addition , Mr. Lovell cut two sets of three concrete test cylinders. The results of the concrete observations are presented In reports 57 & 58 . PIER DOCUMENTATION REPORT Shaft/Bell Reinforcing Steel Top of Pier Pier Bottom of Pier Hand Location Size In Amount Size Elevation ft Lenath ft Elevation ft Bearlna Material Pen . tsf Pier No . 183 26/50 6 6 276 .31 1 O' 7" 265 .73 Brown & Tan Clayey Sand 4.5+ Pier No. 202 26142 6 6 276.31 10' 1· 266 .23 Brown & Tan Clayey Sand 4.0 Pier No. 208 26/50 6 6 276.31 8' 11· 267.39 Brown & Tan Clayey Sand 4 .5+ Pier No . 227 26/50 6 6 276.31 9' 3" 267.06 Brown & Tan Clayey Sand 4 .5+ Pier No . 230 26/50 6 6 276.31 8' 10" 267.48 Brown & Tan Clayey Sand 4.0 Pier No . 156 26/50 6 6 276.31 8' 11 · 267 .39 Brown & Tan Clayey Sand 4.5+ Pier No . 1n 26142 6 6 276.31 9' 8" 266.64 Brown & Tan Clayey Sand 3 .5 Pier No . 182 26/50 6 6 276.31 10' O" 266.31 Brown & Tan Clayey Sand 4 .0 Pier No . 203 26142 6 6 276.31 9' 7" 266 .73 Brown & Tan Clayey Sand 4 .5+ Pier No . 207 26/50 6 6 276.31 9' 3" 267.06 Brown & Tan Clayey Sand 4 .5+ Pier No . 228 26/50 6 6 276 .31 8' 5" 267.89 Brown & Tan Clayey Sand 4.0 Pier No . 229 26/50 6 6 276 .31 8'7" 267 .73 Brown & Tan Clayey Sand 4 .0 Pier No . 155 26/50 6 6 276.31 8'9" 267 .56 Brown & Tan Clayey Sand 4.0 Pier No . 178 26142 6 6 276.31 9' O" 267 .31 Brown & Tan Clayey Sand 4.5+ Pier No . 204 26142 6 6 276.31 8' 8" 267.64 Brown & Tan Clayey Sand 4 .0 Pier No . 206 26/50 6 6 276 .31 8' 7" 267.73 Brown & Tan Clayey Sand 4 .5+ Pier No . 154 26/50 6 6 276 .31 8' 8" 267 .64 Brown & Tan Clayey Sand 4 .0 Pier No . 179 26142 6 6 276 .31 8' 4· 267.98 Brown & Tan Clayey Sand 4 .5+ KW Brown Environmental Science & Engineering 501 Graham Road/College Station, TX n845/Tel.: 4091690-9280 C.F. Jordan Commercial, LP. 1509 Emerald Parkway, Suite 105 College Station, Texas n845 Attn: Mr. Ron Vernon PROJECT: Universal Computer Services PIER DOCUMENTATION REPORT Shaft/Bell Reinforcing Steel Top of Pier Pier Location Size In Amount Size Elevation ft Lenath. ft Pier No . 205 26142 6 6 276.31 8' 5" Pier No . 310 30l54 6 7 276 .15 11' O" Pier No . 320 30l54 6 7 276.15 Tr Pier No . 332 18118 4 6 275 .00 8' O" Pier No . 333 18118 4 6 275 .00 T 10" Pier No . 334 18118 4 6 275 .00 8' 1· Pier No . 330 18118 4 6 275.00 go- Pier No . 331 18118 4 6 275.00 g 1· Pier No . 335 18118 4 6 275 .00 8' 9" Pier No . 329 18118 4 6 275 .00 g4" Pier No . 328 18118 4 6 275 .00 8'r Pier No . 336 18118 4 6 275 .00 g5" Pier No. 342 18118 4 6 275 .00 go- Pier No. 327 18118 4 6 275 .00 8' 5" Pier No . 341 18118 4 6 275.00 8' 9" Pier No . 340 18118 4 6 275 .00 8' 5" Pier No . 339 18118 4 6 275 .00 8' 8" Pier No . 192 30l54 6 7 276 .15 1Z 8" Pier No . 191 30l54 6 7 276 .15 13' O" Pier No . 246 30l54 6 7 276 .15 1 O' 5" Pier No . 233 30l54 6 7 276 .15 10'10" Pier No . 108 30l54 6 7 276 .15 11'5" Pier No . 121 30l54 6 7 276 .15 11' 4• Date : 4114198 Project No .: 98002 Report No .: 56 Continued Bottom of Pier Hand Elevation ft Bearina Material Pen . tsf 267.89 Brown & Tan Clayey Sand 4.0 265.15 Brown & Tan Clayey Sand 4.0 268.57 Brown & Tan Clayey Sand 4.5+ 267.00 Brown & Tan Clayey Sand 4.5+ 267.17 Brown & Tan Clayey Sand 4.5+ 266 .92 Brown & Tan Clayey Sand 4.5+ 266.00 Brown & Tan Clayey Sand 4.5+ 265.92 Brown & Tan Clayey Sand 4 .5+ 266 .25 Brown & Tan Clayey Sand 4.5+ 265.67 Brown & Tan Clayey Sand 4.5+ 266.42 Brown & Tan Clayey Sand 4.5+ 265.58 Brown & Tan Clayey Sand 4.5+ 266.00 Brown & Tan Clayey Sand 4.5+ 266.58 Brown & Tan Clayey Sand 4.5+ 266.25 Brown & Tan Clayey Sand 4.5+ 266 .58 Brown & Tan Clayey Sand 4.5+ 266 .33 Brown & Tan Clayey Sand 4.5+ 263 .48 Tan Clayey Sand 4.0 263 .15 Tan Clayey Sand 4.0 265 .73 Brown & Tan Clayey Sand 4.5+ 265 .32 Brown & Tan Clayey Sand 4.5+ 264.73 Brown & Tan Clayey Sand 4.5+ 264.82 Brown & Tan Clayey Sand 4.5+ .. KW Brown Environmental Science & Engineering 501 Graham Road/College Station, TX 77845.fTel.: 409/690-9280 C.F . JOl'dan Commercial, L.P . 1509 Emerald PariM'ay, Suite 105 College Station , Texas 77845 Attn : Mr. Ron Vernon PROJECT: Universal Computer Services PIER DOCUMENTATION REPORT Shaft/BeU RelnfOl'clng Steel Location Size In Amount Size Pier No . 181 30/54 6 7 Pier No. 180 30/54 6 7 Pier No . 312 26/50 6 6 Pier No . 313 26/50 6 6 Pier No . 314 26/50 6 6 Pier No . 315 26/50 6 6 Pier No . 316 26/50 6 6 Pier No . 317 26/50 6 6 Pier No . 318 26/50 6 6 Pier No . 319 26/50 6 6 Time Charge : 12.5 Hours Coples To : TEXCON, Attn : Mr. Gary Arnold R.L. Payne and Associates Top of Pier Pier Elevation ft Length ft 276.15 9' 1" 276.15 8' 9" 276 .31 T7" 276 .31 8'0" 276.31 9' 4" 276.31 9' 4" 276.31 9' 6" 276.31 9' 1" 276 .31 9' 6" 276 .31 9' 9" Date : 4114198 Project No .: 98002 Report No .: 56 Continued Bottom of Pier Hand Elevation ft Bearlna Material Pen . tsf 267.07 Brown & Tan Clayey Sand 4.5+ 267.40 Brown & Tan Clayey Sand 4 .5+ 268.73 Brown & Tan Clayey Sand 4 .5+ 268.31 Brown & Tan Clayey Sand 4 .5+ 266.98 Brown & Tan Clayey Sand 4.0 266.98 Brown & Tan Clayey Sand 4 .0 266.81 Brown & Tan Clayey Sand 4 .0 267.23 Brown & Tan Clayey Sand 4.0 266.81 Brown & Tan Clayey Sand 4 .0 266.56 Tan Clayey Sand 4 .5+ KW Brown Environmental Science & Engineering 05 /06 /98 20:49 '5'409 846 8252 KLI NG EN GR +·•-> COCS VOLK /MORG AN u~f ~ t:f C)Yr-i ~\.,~ . ) / u~~"' ;;')'- KLING ENGINEERING & SURVEYING TELECOPIER COVER SHEET CEF:fneover) DATE ~>.u ~u, \~~~ ~ I Please deliver the following pages to: Name:~~~~~5~\~t)S'~~~t~+~~r>...-..;SS\~c.~~~~(.)..5~3'\\.:..:.....:... _______________ ~ Firm: _ __.,..~;;::.· ~~u\...lft-l~~~~-=~'2.-~~~11e·~·-tID~-----------~ ~Q Fax Number: _______________________ _ From: ~» \~)'\b Kling Enginee~g & Sur~ying 4103 South Texas Ave., Suite 212 Bryan, Texas 77802 Phone: 1409)846-6212 Fax: (4091846·8252 We are transmitting 2.. page(s), including this cover letter from our fax number listed above. If any pages are missing or incomplete, please contact sender. Regarding: \Jl'S\>..n>S.J>JJ;) Cr~'\ ~"'\.>\)~ -~~\\ ~(~~~~~-\a ~001 05 /06 /98 . 20 : 49 'B409 846 8252 KLING ENGR ~~~ COCS VOLK /MOR GAN ~UUl KLING ENGINEERING & SURVEYING Consulting Engineers • L4nd Surveyors '4103 TCiu Avenue , Suite 212 Bryan, Tcxu 77802 B.J . Kling, P.E., R.P .LS. S.M. IOJng, R.P .L.S. May 7 , 1998 To : Veronica Morgan, P .E . From : Stacy King Telephone 409/846-6212 Fu 409/846-8252 Re: UCS -Releasing 10 yr Storm Event P05t Oftlcc Box 4234 Bryan, Tex.a.s 77805 Below is a chart of the allowable flow from the detention pond, the calculated outflow from the pond, DA 4 the flow coming to the detention pond , DA SC & SD the flow into the storm sewer system in addition to what is coming from the pond and the desired release rate from the pond based on the 1 O yr post-developed flow to the storm sewer system as determined by Shrickel, Rollins and Associates, Inc ., 52cfs , minus the flow coming from DA SC&SD . OUTFLOW Q2 Q5 QlO Q25 Q50 QlOO (cfs)· (cfs) (cfs) (cfs) (cfs) (cfs) ALLOWABLE 4.2 1 5.55 6 .67 7.83 9.09 9.54 CALCULATED 4 .68 4 .99 5 .65 6.92 8.55 9 .38 DA4 96 .68 117 .57 131.96 150 .71 170 .36 177.88 DA 5C&5D 3.24 3 .98 4 .49 5.14 5.82 6.08 Desired 48.76 48.02 47 .51 46 .86 46 .18 45 .92 I think this is the information you were requesting . My goal is to start the redesign of the pond on Monday . Please try and let me know by Monday whether or not we can release at the 10 yr post developed flow. Even if we could have permission to release at half the desired rate that would reduce the size of the pond . If you need any more information please call. Thank You , s~'-\ \ ~>3\\.C\ Stacy King ~ G DEVELOPMENT PERMIT PERMIT NO. 547-A UNIVERSAL COMPUTER SYSTEMS FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: College Station Business Center, Block 2, Lot 1 & 2 SITE ADDRESS: 200 Quality Circle OWNER: Universal Computer Systems Carlan Cooper 6700 Hollister Houston, Texas 77040 (713) 718-1800 DRAINAGE BASIN: Alum Creek Segment I TYPE OF DEVELOPMENT: This permit is valid for site construction as shown on the approved construction plans. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state. The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . I hereby grant this permit for development of an area outside the special flood hazard area. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that apply. Administrator/Representative Date Owner/ Agent Date Contractor Date ' J 05 /12 /98 08 :47 ~409 8 4 6 8252 KLING EN GR ->->-> CO CS VOLK /MOR GA KLING ENGINEERING & SURVEYING TELECOPIER COVER SHEET IEF :fuc:overl DATE -\\\u,,~ I \1.1 \"?~B ~ ' Please deliver the following pages to: Name: \\.o ~a 3\\c}.~W\\ Firm: G..~ 9\,~~ s~).C>S\ \S From: ~ D--·~ ~ Kling Engineer!~ & Surve~ng 4103 South Texas Ave., Suite 212 Bryan, Texas 77802 Phone: (409)846-6212 Fax: (409)846-8252 We are transmitting ~ page(s), including this cover letter from our fax number listed above. If any pages are missing or incomplete, please contact sender. Regarding: -\\.ILJ"'-SL )Jd ~ \Y'< --0so"''3 . ~001 .. ) 05 /1 2 /98 08 :47 'B409 846 8252 KLING ENGR ~~~ COCS VOLK /MORGAN -KLING ENGINEERING & SURVEYING TELECOPIER COVER SHEET IEF:fuc:over) DATE ~\\ ] \ \~~B Please deliver the following pages to: Name: ~C>be...Y-\ ?o.~e. Firm: R . \... '\?~ ne. ~ \\~~DC.:\ole~ 1 \'f\L . Fax Number: Co3 ~ -'&\\'\ From: ~\..o.e;..~ \(,""~ Kling Engin~ing &~ ying 4103 South Texas Ave ., Suite 212 Bryan, Texas 77802 Phone: (409)846-6212 Fax: (409)846-8252 We are transmitting 2. page(s), including this cover letter from our fax number listed above. If any pages are missing or incomplete, please contact sender. Regarding: ~c:>be..\ \ -"e. ~(}\\~~\~ \ f> D.. '\e.\~ c...'n4~-c ~ tD CL : RD\\ \le.rm\\~ (_.f. ~t)rtio.i\\ (Ls>Oj~ -D~()\J cc..: (;,D.'f'() ~rnc:>\~ ~ \e.)..c_~ ( (p~~ Dll2D1 J ~002 05 /12 /98 08 :47 'a409 846 8252 KLI NG ENGR FIELD CHANGE PROJECT: UCS -Storm Sewer Plans FOR Universal Computer Services College Station, Texas TO : R.L. Payne & Associates, Inc. College Station, Texas FAX (409) 696-8114 +-•-> COCS VOLK /MORG AN FIELD CHANGE No .. _1 _ Date : APRIL 7, 1998 This field change covers the contract modification hereunder described : Changes made to Storm Sewer Plans as follows : The proposed storm sewer pipe size listed in Key Notes 8 and 9 have been changed from 24" to 30". This is a approximately 126 linear feet of pipe . Changes Approved C .F . Jordan Texcon Kling Engineering & Surveying ~003 Federal Register / Vol. 57. No. 175 / Wednesday. September 9. 1992 I Notices Appendix C -NOi Form Instructions SM ReYerM for lnstruciloM Form~. OMaNe..~ ~ ........ ,...,,. ft EPA ..... -rm·~---·-• . WMhhgkln. DC ~ • ,.., Nota of lnt.m (NO() for Storm Water Dllciwg .. A180Clllt.d with Industrial · Acttvtty Under the NPOES General Permit , °' '* Nock:9 ol Hwc ~ nc6::a hf tw ~ ~., s.ctk:w\ I ol ,_ bm r.nda t> be aAhoriz:ed by a NPOES psmit-., b a10rm ::rc: MaCXJa-.d Ml'\~~., .. 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E:',§,fl 1S;f;A.;L t ,o,N, I I I I I I I I w~ BOOy: 1~L.U.M. c. f.&:11J:;· I I I I I I I I I I I I I I ~-·~· rm al9f Gen9c.i Permit ~: I I I I I I I I I I Nw n.... Ex~ [tz] Ouanb.fw Om (Ya N) ta tw F~ Reqund t> Submit M',)iR:)jilQ 7 (1 . 2. or 3) [l] ~llld Prmaty: ~I I 2nd: I I I I I I ode: I I I I 3cd : I I I 4#\: I I I "1?7'0 ~Mlrrt.ota~ n. (;cup Applicarion : I I I I I ,. °'* Exls"1g NPOES I I I I I I :nw PenM Nl.mbera : I I I I I I I I I I I I I I I I I I I I I I I I >NII hformdon Reqlhd b eor.tructon ktvtiM ~ ~· 1: 0.: ta,. Sb'm w~ ~ Prwei1b1 Ptan ~.Slf.51 1~13.l[1<=t, Ednmld Al'N '> t. I 131Q In Complra ~ SiaM rdA:lr Ux::li ITJ Dill.tied (In ,,,,,.. ): I I I s.dirnec ll rd Erosion ~7 (Y « N) odon: I oarlt)' uider perWlly ol • l\8l HI~ w 11 mzactments..,.. pepeted l6der mt diredlon tit tuperWb\ In a:x:ocda11ce .tlt'I a 9liQned '> _,. IWl quml6ed pei aa • • ~ Dd* w ....u. tw k lbmdon IUbmlD9d. e..d on mt~ ot tw P9l"IOn a ~ WC> ._ ___ ----------....... -.. -.-.. -..... •"' _........_...._ .. ~ .. "".._._ nwllntM4-d:•s-d~.tl.-. ' DEVELOPMENT PERMIT PERMIT NO. 547 _ --- UNIVERSAL COMPUTER SYSTEMS ..-- FOR AREAS OUTSIDE TIIB SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF TIIB COLLEGE ST A TION CITY CODE SITE LEGAL DESCRIPTION: College Station Business Center, Block 2, Lot 1 & 2 OWNER: Universal Computer Systems Carlan Cooper 6700 Hollister Houston, Texas 77040 (713) 718-1800 DRAINAGE BASIN: Alum Creek Segment I TYPE OF DEVELOPMENT: SITE ADDRESS: 200 Quality Circle --- This permit is valid for grading and lime stabilization of the parking lot and the placing of concrete in the parking lot as shown on the approved construction plans. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state . The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. This permit, being temporary, is valid only within sixty (60) days of the date shown below, and is not intended to allow the complete development of the site as proposed. Any work performed after the expiration of this permit is not covered, and is considered unauthorized. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . I hereby grant this permit for development of an area outside the special flood hazard area. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit applic ·on for the ve named project and all of the codes and ordinances of the City of College Station that appl 0. ~ ~~~ r3tk __ , ~b Dafu Date ............ , ..... -.. • u-u-1 .n.a "'I V V U :J U UOU l. <.;. 1' .• J U ~Ali__ Memo C. F. Jordan Commercial College Station To= Stewart Kling-Kling Engineering; via FAX 846-8252 From: Theo Rouse~ CC: Robert Payne-R.L Payne & Assoc., Ron Vemon ,CFJ Date= 03f23J98 R-= Construction Activities Next 30 days.UCS SITE Per ar conversation, tentative activities to occur on the UCS site are as follows: Storm Sewer Piers Casting Beds Casting of Panels lime Stabilization at Paving Paving Conaete •Page 1 418198 4115198 4/15198 1~ 5/1/98 @001 • r \ ~~W,;:__~ ~~u_R ~~~? ·-. . , . . I, '· , . -' ./ ,, J/o>~ //J ~er"~* -~ I frlote.-~b ,,i-(J//Jn $ b _sf~ __ ...._·Nd-~~) o-r>t:rJ r-r+ C ~ -.>e A-l c_~ -S'>eft-1 C3 -7eA--/ C'-J -$e.lt'~ 3~ ~{ -wHkr-+~~ ~~11 ~1 °" ~ r--.iJ ckJ-,;i I "' ti.. h.JJ ur"'· 1r ,,,?_ u?. -f~lci J '(\Ath) -1--h~ >-f~. oft~ !tr-+ ~-k 4 .svJ t-~~~ II 11 ! i I ' :I I -- I I I ------ I ------ I -- ,_, ~ - ~ I -- Ii' -.I -.---- 11. I ------ ,I• l l: . I ~~1 COLLEGE STATION March 6, 1998 Mr . Teddy Peinado C.F. Jordan, Inc. 1509 Emerald Parkway Suite 105 College Station, Texas 77845 P. 0 . Box 9960 1101 Tex as Avenue Tel : 409 764 3500 Re: Unauthorized work on Universal Computer Systems site Dear Mr. Peinado: College Station , TX 77842 This letter is to inform you that site work on the Universal Computer Systems site has exceeded the scope of the temporary development permit issued on this project on December 22, 1997. Upon a site inspection on March 6, 1998 it was noted that a considerable amount of grading work and filling of the site had already b ee n done. The development permit under which you are operating clearly states it is for site clearing and grubbing only . Construction must cease until we have approved grading and erosion control plans as well as an approved drainage report. Please contact me or Veronica Morgan at 409-764-35 70 upon receipt of this letter. W . Paul Kaspar Graduate Engineer xc: Jv eronica Morgan, Assistant City Engineer <./ Elrey Ash, Director of Economic Development Shirley Volk, Development Coordinator Jon Mies, Code Enforcement Home of Texas A&M University CARLAN COOPER i Vl~-PREBIDENT -HARDWARE SUPPORT ' 1 -UNNERSAL COMPUTER SERVICES. INC. l I IN-HOUSE DEALERSHIP SYSTEMS ; . . I I : ~ j . . (713) 718-1800 11700 HOLLISTl!lt · (7131 718-1••'1 (FAXI HOOSTOH. TEXAS 770•0 .. -. . . . .. .-o -•.• A -• .:: . ~ . -... :~~ . .· ::- . .. .. . . ; ,~· ": =·· ... ; ·. ..: ... ·-:,_,.: _: ':{~ .,,.· .: -~ ·=::··::. :· . .· :.~:". .& • A • • • :-. .. · . '-:·: .~ . ·, ·. ,_ .. • From: To: Date: Subject: Shirley Volk Lance Simms, Paul Kaspar, PLANNING, Tony Michal •.• 3/19/98 9:05am Universal Computer Systems Just ·had a call from Stewart Kling about the possibility of setting up a monthly meeting with him and Robert Payne to "discuss what they want to do during the next month, and what the City will require for them to do it". Right now they are interested in what they need in order to pour piers and build some parking lot -after the storm sewer system is in place. v, I guess. this is what you call "fast tracking-", because we've already told them if they will submit plans, we will review them as fast as is possible and get them back to them and once they have approved plans, they can begin. Then Paul told them at the meeting last week that storm sewer construction activities can begin on-site without submission of the design, but no hook-up will be allowed until the plans are approved. I'm not sure what else they want, but I DO know they'd like a meeting on Friday or Monday. I'm inclined to set it up for a predevelopment meeting on Monday and include Sabine, Paul, Tony, Lance and me. Does this sound like a plan to all concerned? Also, I'll include Jim just to get the ball rolling and perhaps help set the parameters in this first build-as-you-go project. Elrey, do you want to come, too? cc: Elrey Ash DEVELOPMENT PERMIT PERMIT NO. 98-400 UNIVERSAL COMPUTER SYSIBMS FOR AREAS OUTSIDE TIIB SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF TIIB COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: College Station Business Center. Block 2. Lot 1 & 2 OWNER: Universal Computer Systems ·Carlan Cooper 6700 Hollister Houston. Texas 77040 (713) 718-1800 DRAINAGE BASIN: Alum Creek Segment I TYPE OF DEVELOPMENT: SITE ADDRESS: 200 Quality Circle This permit is valid for clearing and grubbing ONLY!!! Clearing shall be limited to the area of the proposed structure footprint. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction · rdance with the approved erosion control plan as well as the City of College Station Drainage Policy and teria. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of ve occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner d/or Contractor shall also insure that any disturbed vegetation be returned to its original condition. placement and state. The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion. siltation or sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. This permit, being temporary, is valid only within sixty (60) days of the date shown below, and is not intended to allow the complete development of the site as proposed. Any work performed after the expiration of this permit is not covered, and is considered unauthorized. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station. measures shall be taken to insure that debris from construction. erosion. and sedimentation shall not be deposited in city streets, or existing drainage faciiities . I hereby grant this permit for development of an area outside the special flood hazard area. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that appl. / /__. I:?-' /?-d'-/% 7 Date 7 7 Date . DEVELOPMENT PERMIT PERMIT NO. 98-400-A UNIVERSAL COMPUIBR SYSIBMS FOR AREAS OUTSIDE TIIE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF TIIE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: College Station Business Center, Block 2, Lot 1 & 2 OWNER: Universal Computer Systems Carlan Cooper 6700 Hollister Houston, Texas 77040 (713) 718-1800 DRAINAGE BASIN: Alum Creek Segment I TYPE OF DEVELOPMENT: SITE ADDRESS: 200 Quality Circle This permit is valid for clearing and grubbing ONLY!!! Clearing shall be limited to the area of the proposed structure footprint and secured parking area. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state. The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. This permit, being temporary, is valid only within sixty (60) days of the date shown below, and is not intended to allow the complete development of the site as proposed. Any work performed after the expiration of this permit is not covered, and is considered unauthoriz.ed. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities. . I hereby grant this permit for development of an area outside the special flood haz.ard area. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that apply. ·-~ Date 7 Date Date -Jf ----'DHDRD CONSTRUCTION • CONSTRUCTION MllNllGEMENT -, __ ..., ___ ---..... --l---+----+---i~--+---~-Theo Rouse Vice President Operations 1509 Emerald Parkway. Suite 105 College ~tat!on. Texas 77 84 5 409/696-0500 Fax 409/696-0601 www.c(jordan.com colfegestation~c~ordan. com --~•I 1 ur LULLtGE STATIOH *** CUSTOMER RECEIPT *** OPER: LHAHKIHS CT DRAWER: 1 DATE: 12/23/97 00 RECEIPT: 0004797 DESCRIPTIOH QTY AMOUHT TP TM f.ISC EHGR CHARGE $100.00 30 CK C.F. JORDAH COMMERCIAL, L.P. DEVELOPi'lEHT PERMIT FEE .. .1.-9~ CK. 1066 l"Un.\~ct'6al ~~~-LH ~;;._'\._.\-~ THIE: 9:53:38 TOTAL PERSOHAL CHECK AMOUNT TENDERED THAHK YOU $100. 00 ~100.00 I I I' .L.-i ! I . r~r-· . .. ~.r.--.+-1-1-·--·1--· I . I 1,;1 -+-I -+--I I I I I .....___ -· r -t-! I I I -ft I I I I. -F , -+--+--H ll ,_:r I I I I I I I [_j +-+-L_C-T'"" -i ' I -r ---~ ·-~ -r .. _:_~ I 1 I . L . I ·-I . I--' I I I I I I I I--+---+-+-!-I I I -+-'-+-+ I I ! I I I I I I H Engineer's Estimate ITEM DESCRIPTION UNITS QTY. UNIT PRICE 1 2 3 4 5 6 7 8 9 10 11 18"x18"x18" Tapping Sleeve EA Thrust Blocking EA Fire Hydrant EA 8"x8"x6" Tee EA 8" Valve wNalve Box EA 8" 90° Bend EA 45° Bend w/Retaining Glands EA 8"x8"x8" Tapping Sleeve EA 8" SOR 14 CLASS 200 C900 PVC LF 6" SOR 14 CLASS 200 C900 PVC LF 6" Post l ndicatior Valve EA fMe cP~ ~)~+Iv b .P F!IV$ I {JC, s 1 6 3 3 4 1 4 1 1302 129 2 $1,000.00 $600 .00 $1,800 .00 $115 .00 $650.00 $95.00 $85.00 $450 .00 $24 .00 $22 .00 $500 .00 , ~kn -Litr~//f/ ~m1/t~fu~ EXTENSION $1 ,000 .00 $3 ,600.00 $5 ,400.00 $345 .00 $2,600 .00 $95 .00 $340.00 $450 .00 $31 ,248 .00 $2 ,838.00 $1 ,000.00 $48,916.00 • 4103 Texas Avenue, Suite 212 Bryan, Texas n802 TO (' ATTENTION WE TRANSMIT: 0 Under Separate Cover DEnclosed VIA : OMail ~essenger 0 Federal Express 0 Express Mail 0 Special Courier 0 Picked Up By Your Office NO. KLING ENGINEERING AND SURVEYING Consulting Engineers • Land Surveyors Tel. (409) 846-6212 Fax (409) 846-8252 THE FOLLOWING : 0 Prints ~Copies OOriginals OPlat 0 Field Notes OPlans OReport 0 Estimate OCut Sheets REFERENCE 0 Computer Printout OFile OContract 0 DESCRIPTION FOR : P.O. Box 4234 Bryan, Texas n805 0 Your Review & Approval 0 Your Review & Comment 0 Your Review & Distribution 0 Your Review, Revision & Return 0 Your Signature & Return )'lYour File and/or Use 0 As Requested By : 0 Please Acknowledge Receipt of Enclosures 0 Please Return Enclosures To Us 0 Copies Of This Letter Of Transmittal Sent To : \ ~"'~ ~ .<:.\ ' -.w.,,., ~ . .As .. :\ ~ .~~ 'N.."\SL., If Enclosures Are Not As Noted, Please Notify Us At Once. \l Signed : - ,,. ___ _ , I ,- 4103 Texas Avenue, Suite 212 Bryan , Texas 77802 TO WE TRANSMIT : 0 Under Separate Cover D Enclosed VIA : OMail ~Messenger 0 Federal Express 0 Express Mail 0 Special Courier 0 Picked Up By Your Office NO. \ KLING ENGINEERING AND SURVEYING Consulting Engineers • Land Surveyors Tel. (409) 846-6212 Fax (409) 846-8252 DATE REFERE NCE THE FOLLOWING : 0 Pr ints 'El Copies D Originals D Plat 0 Field Notes D Plans 0 Report 0 Estimate D Cut Sheets 0 Computer Printout OFile 0 Contract 0 DESCRIPTION FOR : P.O. Box 4234 Bryan, Texas 77805 ~Your Review & Approval 0 Your Review & Comment 0 Your Review & Distribution 0 Your Review, Revision & Return 0 Your Signature & Return ~Your File and/or Use D As Requested By : 0 Please Acknowledge Receipt of Enclosures 0 Please Return Enclosures To Us 0 Copies Of This Letter Of Transmittal Sent To : If Enclosures Are Not As Noted , Please Notify Us At Once. KLING ENGINEERING & SURVEYING 4103 Texas Avenue, Suite 212 Bryan, Texas 77802 B.J . Kling, P.E., R.P.LS. S.M. Kling, R.P.LS. C onsulting Engineers • Land Surveyors Telephone 409/8466212 Fax 4-09/846-8252 Post Office Box 4234 Bey.an , Tens 77805 ~~~r~ )po_~~ k'~ ~'J-~9,L~~·~-o• June 24, 19 9 8 ~ l,l>OA ~ ~ .h~~ P8-\ ~ O" TO: Paul Kasper ~ ~ ~a o.o ~ o D evelopm e nt Eng inee r -City o f Co ll ege Station JM...t-\C ~ ~ .~ ~ . 'j ~ v~c:JtO.o @ ~~~. u~~~G---~ Kling Engin ee rin g & Surveyin g ci.o~ J ~~ Universal Co mpu t er Services - Fir e Fl ow Analysis ~~ ~~-~ v~ FROM: Stacy King RE: T he fo llowing mem o is to satisfy the Fi re Flo w Analysis re quire d for the waterl ine that is to be inst alled o n the Universa l C omputer Serv ices site. This me mo in cludes assumpt ions made in the analysi s, a sketch of th e wat e rline and the res ults from a CYB ERNET analysis . (T he CYB E RNET program is by Haes tad Methods a nd uses the same met ho dology as KYPI PE). ASSUMPTIONS It was assumed that th e re would be no dom estic water dem a nds during a fire . The requ ired flow to put out a fire for this building was calculated to be 4500 gal/min (see follow ing pages for calculations). This figure was split between the three fire hydrants on site g iving a demand at each hydrant of 1500 gal/min . The s prinkler system requires 1000 gal/min. This demand was split between t w o fire hydrants on site adding 500 gal/min to the demand at the two fire hydrants . The measured pressure in the fir e hydrant labeled U -05 4 was I 00 psi . I 00 psi was converted to ft and added to the flow line elevation to obtain the hydraulic grade for use in analy sis (s ee following pages fo r calculation s). RESULTS Th e ve locity in the li ne ra ng es from 0 .39 to 22 .73 ft/s . Th e hig hest velocity o ccurs in the first secti o n o f proposed lin e, P8-l , with 22 . 7 3 ft/s , Th e next hi g hest ve locity occurs in the existing lin e, E 8-l, and the proposed line , P8-7 , with 12 .37 ft/s . All other velocities w ere below IO ft/s . The pressure in the line ranges from 68 psi to 97 psi . (See the following pages for sketch showing locat ion of pipes and computations). -;;: .-< (J 0 fO 0 ~ <!. '!:. rf'. cl' -0 c: 0 - r-J (/' (' ~ro-r; ~ ,,.. (j) ~yr ef ('. <J' -- ~ J:> <Y A' 0 (j) ~ ~ 11 11 II E cJ1 _, ..p (}J r-1 v _) 7 0 ~ :_i )' 0 ctJ cJl '? II ('.J 0 Yo (' _J 0 0 tJ1 _J I -~ ~ _J lJI cJ1 ~ ()) 0 , --0 ..h 0 . ~ -p 0 lfl r eJ ~ r ,, r;ii g; r .., -4-- r ..r ?,, ~ ~ _J ~ ~ -;. -: .: <5 G-: ~-2 ~ cJ1 c ..-r-J rf\ ' """ ~ (1J o_ 0 -/.. _J ~ (J.J tfl ., 0 i' I -,-. <? ~ fl -n .J> r t5 ~ J1 cJl cJl -f"" 0 c r-..f> -0 ---E 0 0 (fl r "'\ 9 ~ t' f ('.I 0 0 0 0--;;--e-- ~ ti 0 11' ~ - ..._/ ..., II ()'.J= f 'r § .... ~ -; -: cJJ ct- ,, ~ ~ i _I ~ r "f ~ cP ~ ~ -1'1 ,. - 0 C)l g ~ ' <> - ; ~ f'J '.:\ ~ 1' ~ (U {JI i ,, ,, ...n ~· ........ - 0 ~ I"' ~ ~ ..,.., 0 "'\ "' . _J _J -v )· ) ~ rt"" -;: c: "' ~ ~ ~ Node Elevation Demand Demand Demand Calculated Label (ft) Type (gpm) Pattern Demand (gpm) J-2 265.50 Demand 2 ,000.00 Fixed 2,000.00 J-3 265.50 Demand 0 .00 Fixed 0 .00 J-4 265.50 Demand 0 .00 Fixed 0 .00 J-5 270.50 Demand 1,500.00 Fixed 1,500.00 J-6 271.00 Demand 0 .00 Fixed 0 .00 J-7 272.00 Demand 2,000.00 Fixed 2,000.00 J-8 278.00 Demand 0 .00 Fixed 0 .00 J-9 270.00 Demand 0.00 Fix ed 0 .00 J-1 261 .50 Demand 0.00 Fixed 0 .00 Title: UNIVERSAL COMPUTER SERVICES WATERLINE ANALYSIS h :lstacy\ucs.wcd 06125/98 07 :48 :09 AM It> Haestad Methods, Inc. Scenario : FIRE Steady State Analysis Junction Report Calculated Pressure Hydraulic (psi) Grade (ft) 454.86 81 .88 450.88 80.16 447.48 78.69 430.79 69.31 430.77 69.09 430.75 68.65 445.56 72.46 484.99 92.97 485.98 97.07 Kllng Engineering & Surveying 37 Brookside Road Wa terbury , CT 06708 USA Project Engineer: KLING ENGINEERING & SURVEYING Cybemet v3.1 [071 I (203) 755-1666 Page 1of1 Link Start End Material Diameter Length Minor Loss Label Node Node (in) (ft) PS-2 J-2 J-3 PVC 8 107.00 0 .35 PS-3 J-3 J-4 PVC 8 89.00 0 .35 PB-4 J-4 J-5 PVC 8 425.98 1.94 PS-5 J-5 J-6 PVC 8 202.37 0.35 PB-6 J-6 J-7 PVC 8 219.00 0 .74 PS-7 J-7 J-8 PVC 8 200.00 2 .19 ES-1 J-8 J-9 Ductile Iron 8 571 .00 1.56 E18-2 J-9 J-1 Ductile Iron 18 728.50 1.24 E18-1 J-1 U-054 Ductile Iron 18 252.00 1 .24 P8-1 J-1 J-2 PVC 8 51 .00 2 .94 Tltle: UNIVERSAL COMPUTER SERVICES WATERLINE ANALYSIS h :'lstacylucs.wcd 06/25198 07:47:50 AM CC> Haestad Methods, Inc. Scenario : FIRE Steady State Analysis Pipeline Report Current Headloss Discharge Status (ft) (gpm) Open 3 .98 1,561 .20 Open 3 .40 1,561 .20 Open 16.69 1,561 .20 Open 0 .02 61 .20 Open 0 .02 G1 .20 Open 14.81 -1 ,938.80 Open 39.43 -1 ,938.80 Open 0 .99 -1,938 .80 Open 3.02 -5,500.00 Open 31 .12 3,561 .20 Kllng Engineering & Surveying Velocity (ft/s) 9 .96 9 .96 9 .96 0 .39 0 .39 12.37 12.37 2.44 6 .93 22 .73 37 Brookside Roed Waterbury, CT 06708 USA Start Pressure (psi) 81 .88 80 .16 78.69 69.31 69.09 68.65 72.46 92.97 97.07 97 .07 End Pressure (psi) 80.16 78.69 69.31 69.09 68.65 72.46 92.97 97.07 81 .88 Project Engineer: KLING ENGINEERING & SURVEYING Cybemet v3.1 (071 J (203) 755-1666 Page 1of1 J-9 E 1 8 -2 J-1 p 8 -1 Tltle : UNIVERSAL COMPUTER SERVICES WATERLINE ANALYSIS h :\stacy\ucs.wcd 06/24198 06:06:12 PM <ti Haestad Methods, Inc. Scenario: FIRE E 8·1 J-2 p 8 -2 J. 3 Kllng Engineering & Surveyi ng 37 Brookside R oad W aterbury, C T 0 6 708 USA J-8 p 8. 7 J-7 p 8 -3 J. 4 p 8 ·4 Project Engineer: KLING ENGINEERING & SURVEYING Cybemet v3.1 (071] (203) 7 55-1 6 66 Page 1 of 1