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39 Development Permit 485 Kasper Office Park
LOOK IN CONFIDENTIAL BINDER FOR OTHER SUPPORTING MATERIAL Project Name: ·-p,a, I MLie ~ k"'/O<;f!;Y di au wk Review Date: t1JJ' /'f79 Reviewer: __!.,_M Drainage Reports Location JJI-0 Primary drainage system identified M 0 Surrounding developments shown /1 Local streets, drainage systems shown Description f5. Acreage of project 121 Land cover described ,eI Primary/sccondal)' systems within property shown if General description .IA Drainage Basins f'lli 0 R.cfcrcnc:cs to FIRMs if applicable )'.!' Secondal)' system flow patterns and impact of development on existing system /IA 0 Proposed pathways to Primary system shown or described Design Criteria /Jo 0 Ally deviation from standards being requested? 1, Discussion of site constraints and capacities (streets, existing structures, etc .) fl Discussion of any applicable previous drainage studies and how this plan will affect it Hydrologic Criteria fe. Rainfall/runoff' calculation method described and calculations provided ¢: Detention discharge I storage calculation method I calculations ¢' Storm rccurre.occ intervals used J)).. 0 Discussion of other drainage facility design criteria used if not referenced in Standards Hydaulic Criteria ft ldcD1ify capacity of systems used Ji Specify velocities at critical points in system .t1' Identify detention I retention outlet and routing .tA 0 Di.scuWon of other drainage facility design criteria used not referenced in Standards Drainage 'Facility Dqign Jd D~ drainage pattcma / flo'M (pre w . post) /Ji 0 Mc they draining water onto another property ownert -if so, is it where the water flowed before? and is it not more than what flowed there before? and oo faster than it flowed before? tM 0 i:>iscuss erosion control measures employed ,i Discuss detention pond design (sideslope, low flow channels, outlet works, freeboard, emergency spillway) AJA 0 Discuss maintenance aa:ess and responsibilities Conclusions J!' Verify compliance with DPDS (signed and sealed certification) ¢ Explain effectiveness of improvements with regard to controlling discharges of S -100 year storm by a) Detaining b) Accommodating runoff in existing I proposed easements or ROW discharging into prinwy system c) Combination of a & b o :\Qcw_~doc 3fl5199 9ol12 Drainage Reports(cont.) Aopendices ;1 R.cfcrcnccs (all criteria and technical infonnation used) ff Hydrologic computations jf_ Land use assumptions for adjacent property y1'_ Minor/major storm runoff at specific points ;a' Historiclfully developed runoff specific points ;! Hydrographs at critical points % Hydraulic computations Jl: Culvert capacities (headwater and tailwater assumptions) l Storm sewer capacities ~ Street capacities {f Storm inlet capacities (inlet control rating) iP 0 Open channel design )1 Detention area I volume capacity I outlet capacity Attached Drawings )1 Location map with drainage patterns AA o Floodplain map if any Ji Drainage plan with topo (existing and proposed with arrows if needed) Ji Details of outlet structures 10 ofl2 • DRAINAGE COMPUTATIONS For Kapser Office Park 1.16 Acres College S tation, Brazos County, Texas Prepared for Bill Scarmardo, AIA, TAID 2402 Broadmoo r, P.O . Box 3652 Bry an , Texas 77805-3652 Telephone : (409) 776 -6373 Prepared b y: Garrett Engineering 4444 Carter Creek Parkway -Suite 108 Bryan , Texas 7780 2 Te lephone : (409) 846 -2 688 Garrett Engineering -4444 Carter Creek Parkway Suite 108 -Bryan, Texas nS02 -TeJephone : (409} 846-2688 -Fax: (409) 846-3094 -Page 1 - Engineer's Certification I hereby certify that this report for the modifications of the original drainage report and grading associated with the Kaiser Office Park were performed under my direct supervision in accordance with the provisions of the City of College Station Drainage Policy ~ esigq Standards for the owners thereof. ~ c:: O F ' . -,, ~~··· .. '· 1, .. . · .. ·. ' lJ..L,,,,. DRAINAGE COMPUTATIONS for Kapser Office Park College Station, Brazos County, Texas * September, 19 99 * SUMMARY The purpose of this report is to evaluate the existing detention pond facility located within the rear parking area and provide modification recommendations that will allow the existing front parking area and front half of the existing building to drain unmetered to Univ ersity Drive (current condition). The original design for the detention pond facility was prepared by Galindo Engineers and Planners. This same design incorporated two (2) detention ponds of identical geometry. The front building was supposed to have been provided with roof drains and down spouts which directed the roof run-off from same front building to the rear detention pond area . Run-off front half of the existing building (from the ridge row) was to have been intercepted by roof drains and conveyed to the rear detention facility , but instead of directing the roof nm-off to the rear detention area as proposed the down spouts were directed to the front parking area which currently "free flows" to University Drive without being metered. The detention facility as currently constructed incorporates two (2) separate ponds of identical geometry . The two (2) ponds are located within the rear parking area as aforementioned. Both ponds have the same out-flow elevations (top of grates are set at elevation 336 .80). Both ponds currently have the same volume contained between elevation 33 6 .80 and elevation 337.50 (2375 cubic feet each). The two (2 ) ponds each have a grate inlet (Neenah R2525E) utilized as an outlet metering device . The two (2) grates are tied together by via a 12" diameter reinforced concrete pipe at 0 .90 % grade . Said grate inlets are constructed in the top of existing inlet boxes which also function as junction boxes . The aforesaid 12" diameter reinforced pipe drains into an existing 15" diameter reinforced concrete pipe which directs metered storm water nm-off to an existing concrete flume which directs said storm water run-off to University Drive . As per the original design report prepared by Galindo Engineers and Planners it was previously determined that the existing 12" and 15" diameter reinforced concrete pipes do not restrict flow . The original design utilized tl1e existing grate inlets as metering devices . The revisions as proposed (stipulated by the findings of this report) suggest that removing the existing Neenah grates and substituting revised grates (Detail enclosed at the rear of this report) fabricated of l" thick plate steel with 20 square inches of opening (each grate) will restrict outflow to desired limits . For analyses purposes the two detention ponds were combined to acquire a total supplied volume and the two outlet grates were sized based on total outlet area (square feet) Additional storm water storage volume was determined to be necessary (due to roof drain revisions) and was achieved by the proposed installation of a speed bump within the access drive near the rear of the existing front building. (Detail of speed bump is enclosed at the rear of this report). The proposed speed bump is to be two-tenths (0 .20) of a foot high, and provides for an additional 0 .20 feet of storage depth . This 0 .20 feet of storage depth translates to an additional 3120 cubic feet of storage capacity. The proposed revised total storage capacity is then 7870 cubic feet between elevation 33 6 .80 and elevation 337.70 , however, the 100-year storm event simulation indicates that the achieved water surface only rises to one (1) inch of the 0.20 ' speed bump. P ~o-P 1.1 The total area of the subject site is 1.16 acres . 0 .28 acres are proposed (currently constructed) drainage to University drive unmetered ("free flow"). The remaining 0 .88 acres drain to the detention pond at the rear of the subject site (currently constructed). Computations presented on page 2 present the estimated pre-development peak discharge rates generated by the 2, 5, IO , 25 , 50 and IOO-year storm events . The pre-development run-off coefficient was assumed to be 0 .35 based on a total tributary drainage basin area of 1.16 acres of which no development is assumed acres are currently undeveloped (C = 0 .3 5). A IO-minute time of concentration (T/c) was estimated based on "as-built" survey and field reconnaissance . The Rational Method was employed exclusively throughout this document to compute the estimated peak storm water discharge rates . The equation that represents the Rational Method is as follows : Q = CIA, where ; "Q" is the peak discharge rate in cubic feet per second, "C" is the run-off coefficient, assumed to be 0 .35 in the pre-development condition, "I" is the storm intensity in inches per hour, and "A" is the area of the tributary drainage basin in acres. A 30-minute total storm event duration was utilized exclusively throughout this report . From the computations on page 3, based on the total project area of 1.16 acres, the post-development weighted run-off coefficient being assumed at 0 .85 , and a minimum time of concentration of IO minutes, the relative post-development peak discharge rates ("Q") were determined and presented in tabular form . The Rational Method was again utilized to compute the estimated peak post-development discharge rates . Computations depicted on page 3 assume no detention . Pages 14 -16 depict pre-development and post- development hydrographs for the 2, 5, 10 , 25 , 50 and IOO-year storm events with no detentions considered. A comparison between the peak pre-development discharge rates and post-development discharge rates is included to aid in establishing a preliminary "target" for the volume requirements for the proposed detention facility . This preliminary estimate is computed by detennining the volume generated from the difference of the pre-development and post-development hydrographs . Please note that the post- development hydrograph shown on these same graphs assumes no detention at this point in the computational process . Page 4 provides computations that determine the post-development storm water run-off which is allowed to flow from the subject site unmetered and page 5 provides computations that detennine the post- development run-off that is routed through the proposed detention facility . The "free-flow " run-off computations presented on page 4 are based on a time of concentration of IO minutes (minimum), the run- off routed through the proposed detention facility as presented on page 5 is calculated based on a time of concentration of IO minutes . Pages 6-7 and pages 8-9 are tabulations of the pre-development hydrographs and the post-development hydrographs respectively, based on the computations performed on pages 2 & 3 . The post-development hydrograph assumes no detention to facilitate direct comparison in the pre-and post-development conditions. Pages I0-11 and pages 12-13 are tabulations of the post- development hydrograph for "free-flow" storm water run-off and storm water run-off directed through the detention facili ty respectively. Having derived the preliminary volume requirements as presented on page 3 and "allowable peak" discharge rate as present on page 2 it is now possible to design the final detention facility and outlet control structure. Page 17 presents a tabulation and deptl1 versus volume graph of the detention facility as proposed. The maximum pond volume necessary to provide sufficient storage for the IOO-year storm condition was estimated to be approximately 6076 cubic feet (page 3). The proposed design for the detention pond (Revised) supplies 7870 cubic feet between elevation of 3 36.80 (Top Of Outlet Grates) and elevation 337 .70 (Top of Speed Bwnp). - Page 18 presents a tabulation and rating curve for the proposed outlet control structure . An orifice was modeled due to the existing grate inlet configuration . Page 19 presents a tabulation of the relationship between discharge from the detention and the dimensionless quantity 2S/t-O. Also included is tlte Storage Indication Curve for the proposed detention facili ty based on tlte aforementioned physical characteristics of the detention pond, storage volume, inflow hydrographs , and rating curve for tlie outlet structure . The storage indication curv e as shown on page 19 is a graphical solution to the equation presented as follo ws : 2s 1 (I 1 + 12) + (---------------01) dt 2s2 (-----------------+ 02) dt Pages 20-22 , 2 3-25 , 26-28 , 29-3 1, 32-34 , and 35-37 present simulations for the 2, 5, 10 , 25 , 50 and 100- year storm events . The first and second pages of each storm frequency simulation represents tlie tabulated data for the storm event. The third page of each storm simulation represents the pre-development hydrograph , the post-development hydrograph (with no detention), the post-development hydrograph as routed through the detention pond and the post-development "free-flow" hydrograph for each storm event. Pages 38 - 43 provide total inflow/outflow hydrographs for the 2, 5, 10 , 25 , 50 and 100-year pre- dev elopment and post-development stom1 events . It can be determined from these sanie hydrographs that the post-development peak discharge rates have actually been slightly reduced from those peak pre- development discharge rates due to tlie incorporation of the proposed detention facili ty . Page 44 is a graph that summates the depths , volumes, and percent of "utilized" storage volumes for the 2, 5, 10 , 25 , 50 and 100-year stom1 ev ents . The inclusion of the proposed detention facility revisions 'viii minimize the effects of development on downstream property owners and University Drive and will actually decrease the peak discharge rates for the range of storm events of interest within this report. - Determine Total Pre-Development Peak Storm Water Discharge Rates Tributary Area ("A "): 1.16 Acres Run-Off Coefficient ("Cwt"): 0 .35 Time Of Concentration ("T/c"): Woodlands: Low Elevation : High Elevation : Distance (Feet): Slope(% Grade): Velocity ("Vw"): Time : Pastures: Low Elevation : High Elevation : Distance (Feet): Slope (% Grade): Velocity ("Vp "): Time : Pavements: Low Elevation : High Elevation : Distance (Feet): Slope(% Grade): Velocity ("Vpave"): Time : Total Travel Time: Hourly Intensity Rates ("I "): 2-Year: 6.33 5-Year: 7 .69 10-Year: 8 .63 25-Year: 9 .86 50-Year: 11 .15 100-Year: 11 .64 Peak Discharge Rate ("Q "): 2-Year: 2 .57 5-Year: 3.12 10-Year: 3 .51 25-Year: 4.00 50-Year: 4 .53 100-Year: 4 .73 0.00 0.00 0 .00 0 .00 0.00 Feet I Second 0 .00 Minutes 0 .00 0 .00 0.00 0 .00 0 .00 Feet I Second 0 .00 Minutes 0.00 0.00 0.00 0 .00 0.00 Feet I Second 0 .00 Minutes 10.00 Minutes Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Garrett Engineeri ng -4444 Carter Creek Parkway Slite 108 -Bryan , Texas 77802-Telephone: (409) 846-2688 -Fax: (409) 846-309<t -Page 2 • Determine Post-development Peak Storm Water Discharge (No Detention) Tributary Area ("A"): 1.16 Acres Run-Off Coefficient ("Cwt"): 0 .8S Time Of Concentration ("Tic"): 1 O Minutes Hourly Intensity Rates ("I"): 2-Year: 6.33 Inches I Hour S-Year: 7 .69 Inches I Hour 10-Year: 8 .63 Inches I Hour 2S-Year: 9 .86 Inches I Hour SO-Year: 11.1 S Inches I Hour 100-Year: 11.64 Inches I Hour Peak Discharge Rate ("Q"): 2-Year: 6.24 Cubic Feet I Second S-Year: 7.S9 Cubic Feet I Second 10-Year: 8.S1 Cubic Feet I Second 2S-Year: 9 .72 Cubic Feet I Second SO-Year: 10 .99 Cubic Feet I Second 100-Year: 11 .48 Cubic Feet I Second Comparison Of Predevelopment And Post-development Peak Discharge Rates Predevelopment 2-Year: 2.S7 Ft31sec S-Year: 3 .12 Ft31sec 10-Year: 3 .S1 Ft31sec 2S-Year: 4 .00 Ft31sec SO-Year: 4 .S3 Ft31sec 100-Year: 4.73 Ft31sec Preliminary Determination Of Detention Pond Volume Post-Development 6.24 Ft31sec 7 .S9 Ft31sec 8.S1 Ft31sec 9 .72 Ft31sec 10.99 Ft31sec 11 .48 Ft31sec Increase 3 .67 Ft31sec 4 .46 Ft31sec S.01 Ft31sec S.72 Ft31sec 6 .47 Ft31sec 6 .7S Ft31sec 2-Year: 3 .67 Ft31sec x (30 Min. x 60 Sec. I 2 ) = 3 ,302 Cubic Feet S-Year: 4 .46 Ft31sec x (30 Min . x 60 Sec. I 2 ) = 4 ,016 Cubic Feet 10-Year: S.01 Ft31sec x (30 Min . x 60 Sec. I 2 ) = 4 ,S07 Cubic Feet 2S-Year: S.72 Ft31sec x (30 Min. x 60 Sec. I 2 ) = S,148 Cubic Feet SO-Year: 6.47 Ft31sec x (30 Min . x 60 Sec. I 2 ) = S,819 Cubic Feet 100-Year: 6.7S Ft31sec x (30 Min . x 60 Sec. I 2 ) = 6 ,076 Cubic Feet Time Base (Tb)= 3 .00 x Tic And Time Of Concentration (Tic) Of 10 Minutes . Garrett Engineering · 4444 Carter Creek Par1<way S<ile 108 • Bryan, Texas 77802 ·Telephone: (409) 846-2688 -Fax: (409) 846-3094 -Page 3 • Determine Post-Development "Free-Flow" Peak Storm Water Discharge Tributary Area ("A "): 0.28 Acres Run -Off Coefficient ("Cwt"): 0 .85 Time Of Concentration \'T/c"): 1 O Minutes (Min .) Hourly Intensity Rates ("I"): 2-Year: 6 .33 Inches I Hour 5-Year: 7.69 Inches I Hour 10-Year: 8 .63 Inches I Hour 25-Year: 9 .86 Inches I Hour 50-Year: 11.15 Inches I Hour 100-Year: 11 .64 Inches I Hour Peak Discharge Rate ("Q "): 2-Year: 1.51 Cubic Feet I Second 5-Year: 1.83 Cubic Feet I Second 10-Year: 2.06 Cubic Feet I Second 25-Year: 2.35 Cubic Feet I Second 50-Year: 2.65 Cubic Feet I Second 100-Year: 2 .77 Cubic Feet I Second Garrett Engineering -4444 Carter Creek Pali<way SUite 108 -Bryan, Texas 77802 -Tefephone : (409) 846-2688 -Fax: (409) 846-3094 -Page 4 • Detennine Post-Development Flow Into Detention Pond Tributary Area ("A"): 0.88 Acres Run-Off Coefficient ("Cwt"): 0.8S Time Of Concentration ("T/c"): 10 Minutes Hourly Intensity Rates ("I"): 2-Year: 6.33 S-Year: 7.69 10-Year: 8.63 2S-Year: 9.86 SO-Year: 11 .1 S 100-Year: 11 .64 Peak Discharge Rate ("Q"): 2-Year: 4 .73 S-Year: S.7S 10-Year: 6 .46 2S-Year: 7.38 SO-Year : 8.34 100-Year: 8.71 Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Garrett Engineering· 4444 Carte< Creek Pal1<way SUie 108-Bryan, Texas 77802 -Telephone: (409) 846-2688 -Fax: (409) 846-3094 -Page 5 Pre-Development Inflow Hydrograph Ordinates (Cubic Feet per Second) Time 2-Year 5-Year 10-Year 25-Year SO-Year 100-Year (Minutes) Storm Storm Storm Storm Storm Storm 0 0.00 0.00 0.00 0.00 0.00 0.00 1 0.26 0.31 0.35 0.40 0.45 0.47 2 0.51 0.62 0.70 0.80 0.91 0.95 3 0.77 0.94 1.05 1.20 1.36 1.42 4 1.03 1.25 1.40 1.60 1.81 1.89 5 1.28 1.56 1.75 2.00 2.26 2.36 6 1.54 1.87 2.10 2.40 2.72 2.84 7 1.80 2.19 2.45 2.80 3.17 3.31 8 2.05 2.50 2.80 3.20 3.62 3.78 9 2.31 2.81 3.16 3.60 4.07 4.25 --~~8~,%f$faJ!1.-C~--:ll§l$$f~······· W%ffa ~,@/~ ~~ iwv,w~ it'~,,.; ~ , ~ ~ 11 2.44 2.97 3.33 3.80 4.30 4.49 12 2.31 2.81 3.16 3.60 4.07 4.25 13 2.18 2.65 2.98 3.40 3.85 4.02 14 2.05 2.50 2.80 3.20 3.62 3.78 15 1.93 2.34 2.63 3.00 3.39 3.54 16 1.80 2.19 2.45 2.80 3.17 3.31 17 1.67 2.03 2.28 2.60 2.94 3.07 18 1.54 1.87 2.10 2.40 2.72 2.84 19 1.41 1.72 1.93 2.20 2.49 2.60 20 1.28 1.56 1.75 2.00 2.26 2.36 21 1.16 1.41 1.58 1.80 2.04 2.13 22 1.03 1.25 1.40 1.60 1.81 1.89 23 0.90 1.09 1.23 1.40 1.58 1.65 24 0.77 0.94 1.05 1.20 1.36 1.42 25 0.64 0.78 0.88 1.00 1.13 1.18 26 0.51 0.62 0.70 0.80 0.91 0.95 27 0.39 0.47 0.53 0.60 0.68 0.71 28 0.26 0.31 0.35 0.40 0.45 0.47 29 0.13 0.16 0.18 0.20 0.23 0.24 30 0.00 0.00 0.00 0.00 0.00 0.00 31 0.00 0.00 0.00 0.00 0.00 0.00 32 0.00 0.00 0.00 0.00 0.00 0.00 33 0.00 0.00 0.00 0.00 0.00 0.00 34 0.00 0.00 0.00 0.00 0.00 0.00 35 0.00 0.00 0.00 0.00 0.00 0.00 36 0.00 0.00 0.00 0.00 0.00 0.00 37 0.00 0.00 0.00 0.00 0.00 0.00 38 0.00 0.00 0.00 0.00 0.00 0.00 39 0.00 0.00 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 0.00 0.00 0.00 41 0.00 0.00 0.00 0.00 0.00 0.00 42 0.00 0.00 0.00 0.00 0.00 0.00 43 0.00 0.00 0.00 0.00 0.00 0.00 44 0.00 0.00 0.00 0.00 0.00 0.00 45 0.00 0.00 0.00 0.00 0.00 0.00 Garrett Engineering· 4444 Carter Creek Par1<way SUie 108-Bryan. Texas 77802 -Telephone: (409) 846-2688 -Fax: (409) 846-3094 -Page 6 • • 46 0.00 0.00 0.00 0.00 0.00 0.00 47 0.00 0.00 0.00 0.00 0.00 0.00 48 0.00 0.00 0.00 0.00 0.00 0.00 49 0.00 0.00 0.00 0.00 0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 51 0.00 0.00 0.00 0.00 0.00 0.00 52 0.00 0.00 0.00 0.00 0.00 0.00 53 0.00 0.00 0.00 0.00 0.00 0.00 54 0.00 0.00 0.00 0.00 0.00 0.00 55 0.00 0.00 0.00 0.00 0.00 0.00 56 0.00 0.00 0.00 0.00 0.00 0.00 57 0.00 0.00 0.00 0.00 0.00 0.00 58 0.00 0.00 0.00 0.00 0.00 0.00 59 0.00 0.00 0.00 0.00 0.00 0.00 60 0.00 0.00 0.00 0.00 0.00 0.00 Garrett Engineering· 4444 Carter Creek Pari<way SUie 108 ·Bryan. Texas 77802 ·Telephone: (409) 846-2688 ·Fax: (409) 846-3094 • Page 7 ,.. Post-Development Inflow Hydrograph Ordinates (Cubic Feet per Second) Time 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year (Minutes) Storm Storm Storm Storm Storm Storm 0 0.00 0.00 0.00 0.00 0.00 0.00 1 0.62 0.76 0.85 0.97 1.10 1.15 2 1.25 1.52 1.70 1.94 2.20 2.30 3 1.87 2.28 2.55 2.92 3.30 3.44 4 2.50 3.03 3.41 3.89 4.40 4.59 5 3.12 3.79 4.26 4.86 5.50 5.74 6 3.74 4.55 5.11 5.83 6.59 6.89 7 4.37 5.31 5.96 6.81 7.69 8.03 8 4.99 6.07 6.81 7.78 8.79 9.18 9 5.61 6.83 7.66 8.75 9.89 10.33 .-~~~~~~lll 11 5.93 7.21 8.09 9.24 10.44 10.90 12 5.61 6.83 7.66 8.75 9.89 10.33 13 5.30 6.45 7.24 8.26 9.34 9.75 14 4.99 6.07 6.81 7.78 8.79 9.18 15 4.68 5.69 6.39 7.29 8.24 8.61 16 4.37 5.31 5.96 6.81 7.69 8.03 17 4.05 4.93 5.53 6.32 7.14 7.46 18 3.74 4.55 5.11 5.83 6.59 6.89 19 3.43 4.17 4.68 5.35 6.05 6.31 20 3.12 3.79 4.26 4.86 5.50 5.74 21 2.81 3.41 3.83 4.38 4.95 5.16 22 2.50 3.03 3.41 3.89 4.40 4.59 23 2.18 2.65 2.98 3.40 3.85 4.02 24 1.87 2.28 2.55 2.92 3.30 3.44 25 1.56 1.90 2.13 2.43 2.75 2.87 26 1.25 1.52 1.70 1.94 2.20 2.30 27 0.94 1.14 1.28 1.46 1.65 1.72 28 0.62 0.76 0.85 0.97 1.10 1.15 29 0.31 0.38 0.43 0.49 0.55 0.57 30 0.00 0.00 0.00 0.00 0.00 0.00 31 0.00 0.00 0.00 0.00 0.00 0.00 32 0.00 0.00 0.00 0.00 0.00 0.00 33 0.00 0.00 0.00 0.00 0.00 0.00 34 0.00 0.00 0.00 0.00 0.00 0.00 35 0.00 0.00 0.00 0.00 0.00 0.00 36 0.00 0.00 0.00 0.00 0.00 0.00 37 0.00 0.00 0.00 0.00 0.00 0.00 38 0.00 0.00 0.00 0.00 0.00 0.00 39 0.00 0.00 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 0.00 0.00 0.00 41 0.00 0.00 0.00 0.00 0.00 0.00 42 0.00 0.00 0.00 0.00 0.00 0.00 43 0.00 0.00 0.00 0.00 0.00 0.00 44 0.00 0.00 0.00 0.00 0.00 0.00 45 0.00 0.00 0.00 0.00 0.00 0.00 Garrett Engineering-4444 Carter Creek Par1<way &.ite 108-Bryan. Texas 77802-Telephone: (409) 646-2688 -Fax: (409) 646-3094 -Page 6 • - 46 0.00 0.00 0.00 0.00 0.00 0.00 47 0.00 0.00 0.00 0.00 0.00 0.00 48 0.00 0.00 0.00 0.00 0.00 0.00 49 0.00 0.00 0.00 0.00 0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 51 0.00 0.00 0.00 0.00 0.00 0.00 52 0.00 0.00 0.00 0.00 0.00 0.00 53 0.00 0.00 0.00 0.00 0.00 0.00 54 0.00 0.00 0.00 0.00 0.00 0.00 55 0.00 0.00 0.00 0.00 0.00 0.00 56 0.00 0.00 0.00 0.00 0.00 0.00 57 0.00 0.00 0.00 0.00 0.00 0.00 58 0.00 0.00 0.00 0.00 0.00 0.00 59 0.00 0.00 0.00 0.00 0.00 0.00 60 0.00 0.00 0.00 0.00 0.00 0.00 Garrett Engineering-4444 Carter Creel< Pall!way Suite 108-Bryan, Texas 77802 -Telephone: (409) 846-2688 -Fax: (409) 846-3094 -Page 9 • 46 0.00 0.00 0.00 0.00 0.00 0.00 47 0.00 0.00 0.00 0.00 0.00 0.00 48 0.00 0.00 0.00 0.00 0.00 0.00 49 0.00 0.00 0.00 0.00 0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 51 0.00 0.00 0.00 0.00 0.00 0.00 52 0.00 0.00 0.00 0.00 0.00 0.00 53 0.00 0.00 0.00 0.00 0.00 0.00 54 0.00 0.00 0.00 0.00 0.00 0.00 55 0.00 0.00 0.00 0.00 0.00 0.00 56 0.00 0.00 0.00 0.00 0.00 0.00 57 0.00 0.00 0.00 0.00 0.00 0.00 58 0.00 0.00 0.00 0.00 0.00 0.00 59 0.00 0.00 0.00 0.00 0.00 0.00 60 0.00 0.00 0.00 0.00 0.00 0.00 Garrett Engineering -4444 Carter Creek Par1<way SUie 108 -Bryan, Texas nao2-Telephone: (409) 846-2688 -Fax: (409) 846-3094 -Page 11 • Post-Development Flow Routed Through Detention Pond Inflow Hydrograph Ordinates (Cubic Feet per Second) Time 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year (Minutes) Storm Storm Storm Storm Storm Storm 0 0.00 0.00 0.00 0.00 0.00 0.00 1 0.47 0.58 0.65 0.74 0.83 0.87 2 0.95 1.15 1.29 1.48 1.67 1.74 3 1.42 1.73 1.94 2.21 2.50 2.61 4 1.89 2.30 2.58 2.95 3.34 3.48 5 2.37 2.88 3.23 3.69 4.17 4.35 6 2.84 3.45 3.88 4.43 5.00 5.22 7 3.31 4.03 4.52 5.16 5.84 6.09 8 3.79 4.60 5.17 5.90 6.67 6.96 9 4.26 5.18 5.81 6.64 7.50 7.84 m'~~~:~JWl~_,,,,4fla 11 4.50 5.47 6.14 7.01 7.92 8.27 12 4.26 5.18 5.81 6.64 7.50 7.84 13 4.02 4.89 5.49 6.27 7.09 7.40 14 3.79 4.60 5.17 5.90 6.67 6.96 15 3.55 4.32 4.84 5.53 6.25 6.53 16 3.31 4.03 4.52 5.16 5.84 6.09 17 3.08 3.74 4.20 4.79 5.42 5.66 18 2.84 3.45 3.88 4.43 5.00 5.22 19 2.60 3.16 3.55 4.06 4.59 4.79 20 2.37 2.88 3.23 3.69 4.17 4.35 21 2.13 2.59 2.91 3.32 3.75 3.92 22 1.89 2.30 2.58 2.95 3.34 3.48 23 1.66 2.01 2.26 2.58 2.92 3.05 24 1.42 1.73 1.94 2.21 2.50 2.61 25 1.18 1.44 1.61 1.84 2.08 2.18 26 0.95 1.15 1.29 1.48 1.67 1.74 27 0.71 0.86 0.97 1.11 1.25 1.31 28 0.47 0.58 0.65 0.74 0.83 0.87 29 0.24 0.29 0.32 0.37 0.42 0.44 30 0.00 0.00 0.00 0.00 0.00 0.00 31 0.00 0.00 0.00 0.00 0.00 0.00 32 0.00 0.00 0.00 0.00 0.00 0.00 33 0.00 0.00 0.00 0.00 0.00 0.00 34 0.00 0.00 0.00 0.00 0.00 0.00 35 0.00 0.00 0.00 0.00 0.00 0.00 36 0.00 0.00 0.00 0.00 0.00 0.00 37 0.00 0.00 0.00 0.00 0.00 0.00 38 0.00 0.00 0.00 0.00 0.00 0.00 39 0.00 0.00 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 0.00 0.00 0.00 Garrett Engineering -4444 Carter Creek Parl<way Suite 108 -Bryan, Texas 77802 -Telephone: (409) 846-2688 -Fax: (409) 846-3094 -Page 12 ,., 41 0.00 0.00 0.00 0.00 0.00 0.00 42 0.00 0.00 0.00 0.00 0.00 0.00 43 0.00 0.00 0.00 0.00 0.00 0.00 44 0.00 0.00 0.00 0.00 0.00 0.00 45 0.00 0.00 0.00 0.00 0.00 0.00 46 0.00 0.00 0.00 0.00 0.00 0.00 47 0.00 0.00 0.00 0.00 0.00 0.00 48 0.00 0.00 0.00 0.00 0.00 0.00 49 0.00 0.00 0.00 0.00 0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 51 0.00 0.00 0.00 0.00 0.00 0.00 52 0.00 0.00 0.00 0.00 0.00 0.00 53 0.00 0.00 0.00 0.00 0.00 0.00 54 0.00 0.00 0.00 0.00 0.00 0.00 55 0.00 0.00 0.00 0.00 0.00 0.00 56 0.00 0.00 0.00 0.00 0.00 0.00 57 0.00 0.00 0.00 0.00 0.00 0.00 58 0.00 0.00 0.00 0.00 0.00 0.00 59 0.00 0.00 0.00 0.00 0.00 0.00 60 0.00 0.00 0.00 0.00 0.00 0.00 Garrett Engineering-4444 Carte< Creek Parl<way Suite 108-Bryan, Texas 77802-Telephone: (409) 846-2688 -Fax: (409) 846-3094 -Page 13 • • ... Q) 0. .... Q) Q) Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 2-Year Storm Event LL u-:c -g 4.00 ---------11----~-+-----+-----+-------t-------; :::::s 0 u u -; ~ 3 .00 ~ cu .c u en 0 0 10 20 30 40 50 Time (Minutes) ---Pre-Development Hydrograph ---Total Post-Development Hyd rograph ... ~ 7.00 Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 5-Year Storm Event m 6 .oo---------<,___,l--___,,.-----t-------+-----+------+-----1 LL .~ :c-5.00 ..c c: c.3 8 4 .00 ----1-----<f-----~------+-----+------+-----1 -Q) & "' 3 .00 ----.11----""l~----+~----+-----+-------t-------; ... ~ 2 .oo....--1----,~---1f---~~--t--~.---+-----+------t------j u en 0 1 .00+-1-F---+-----+--.3oo~~--+-----+--------1f-------j 0.00 -1'-----+---~i-------..... ----+----f-----t 0 10 20 ---Pre-Development Hydrograph 30 40 50 Time (Minutes) ---Post-Development Outflow Hydrograph Without Detent ion Garrett Engineering-4444 Carter Creek Parkway Suite 108-Bryan, Texas 77802 -Telephone: (409) 84&-2688 -Fax: (409) 84&-3094 -Page 14 60 60 • Total Pre-Deve l opment Vs. Total Post-Development (No Detention) Peak Discharge Rate s 10-Year Storm Event ~ 8 .00 ------l-~-----+-----+------1---------1t------l Q. -Q) ~ 6 .00 -----l---t------41.~--+-----+------i---------1t------l u -~ ~ 5 .0 0 -----,11---1----~.-+-----+------i---------1t------l :;:, 0 0 u -Q) 4 .00 ___ _,__ __ t------~----+------1---------1t------l Q) "' e> 3.00 +----,j,__--F-f--~---+--'~---+------l---------1f------l cu ~ 2 .oo ----~~·~-1----~....-r------+------1----~t------; Cll i:5 ... Q) Q. -Q) Q) u. u- ·-'t:I .c c: :;:, 0 0 u -Q) Q) "' C7I ... cu .c: u Cll i:5 0 .00 +-----+-----1------...... -----1----+-----1 0 10 20 30 40 50 Time (Minutes) ---Pre-Deve lopment Hydrograph ---Post-Development Outflow Hydrograp h W ith out Detention 10 .00 9 .00 8.00 7.00 6 .00 5 .00 4 .00 3 .00 2 .00 1.0 0 0.00 Total Pre -Development Vs. Total Post-Development (No Detention) Pe ak Discharge Rates 25 -Year Storm Even t '\. I '\. I '\. I '\. I '\. I \. I / ~ '\. I/ "' '\. I / ~ '\. v ~ 0 10 20 30 40 50 T i me (Minutes) ---Pre-Deve lopment Hydrograph ---Post-Development Outflow Hydrograp h Witho ut Detention Garrett Engineering . 4444 Carter Creek Parl<way SUte 108 -Blyan, Tens 77802 -Telephone: (409) 846-2688 -Fax: (409) 846-3094 • Page 15 60 60 .... Cl) a.. -Cl) Cl) LL u- ·-"O ..Q c: ::::s 0 0 u -Cl) Cl) "' Cl .... Ill .c u en c .... Cl) a.. -Cl) Cl) LL u- ·-"O ..Q c: ::::s 0 0 u -CP Cl) "' Cl .... Ill .c u en c • 12.00 10 .00 8.00 6 .00 4 .00 2 .00 0 .00 0 Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 50-Year Storm Event 10 20 30 40 50 Time (Minutes) ---Pre-Development Hydrograph ---Post-Development Outflow Hydrograph Without Detention 12.00 10 .00 8.00 6 .00 4.00 2 .00 0 .00 0 Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 100-Year Storm Event 10 20 30 40 50 Time (Minutes) ---Pre-Development Hydrograph ---Post-Development Outflow Hydrograph Without Detention Garrett Engineering -4444 Carter Creek Parl<way SUie 108 -Bryan, Texas 77802 -Telepllone: (409) 846-2688 ·Fax: (409) 846-3094 -Page 16 60 60 I Detention Pond Depth Vs. Volume Elevation Depth Volume (Feet) (Ft3) 336 .80 0.00 0 337 .00 0.20 186 337 .20 0.40 1,240 337 .50 0 .70 4 ,750 337 .60 0.80 6 ,310 337 .70 0.90 7,870 Detention Pond Depth Vs. Volume -~ 0.50 !::. .s::: -c.. g 0.40 0.90 / / v , _,., / / / v / v I 0.80 0.70 0.60 J I 0.30 0.20 0.10 0.00 0 1,000 2 ,000 3,000 4,000 5,000 6 ,000 7 ,000 8,000 Detention Pond Volume (Cubic Feet) Garrett Engineering -4444 Carter Creek Parkway Suite 108 -Bryan, Texas 77802 -TeJephone : (409) 846-2688 -Fax: (409) 846-3094 -Page 17 Rating Curve For Outlet Control Structure Orifice 40 Square Inches De th Vs. Volume 0 .28 Square Feet -.. 0.90 0.80 0.70 0 .60 gi 0.50 LL. -.r; '5. Q) 0.40 c 0.30 0.20 0.10 0.00 Elevation Depth Discharge (Feet) Ft3/Sec 336 .80 0.00 0.00 337 .00 0.20 0 .70 337 .20 0.40 0.99 337.50 0.70 1.31 337 .60 0.80 1.40 337 .70 0.90 1.48 Rating Curve For Outlet Control Structure Depth Vs. Volume I / I I I ~ / / ,, v ~ ~ / v 0.00 0.20 0.40 0 .60 0.80 1.00 1.20 1.40 Discharge (Cubic Feet Per Second) Garrett Engineering -4444 Carter Creek Parkway Suite 108 -Bryan, Texas 77802-Telephone: (409) 846-2688 -Fax: (409) 846-3094 -Page 18 1.60 I Storage Indication Curve Depth Storage Discharge 2s/t 2s/t+O (Feet) (Ft3) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) 0.00 0 0 .00 0 .00 0 .00 0 .20 186 0 .70 6 .20 6 .90 0 .40 1,240 0 .99 41 .33 42 .32 0 .70 4 ,7 50 1.31 158.33 159.64 0 .80 6 ,310 1.40 210 .33 211.73 0.90 7 ,870 1.48 262 .33 263 .81 Storage Indication Curve 1.60 1.20 -"C c: 0 u Cl) en 1.00 ~ Cl) a.. -Cl) Q) u. 0 .80 .!:! .Q :I ------- ~ ~ ,........ / v v I I 1.40 ~ Q) E' 0 .60 ca r: u Cl) c 0.40 0.20 0.00 0.00 50 .00 100.00 150 .00 200 .00 250 .00 300 .00 2s/t+O (Cubic Feet Per Second) Garrett Engineering -4444 Carter Creek Parkway Suite 108 -Bryan, Texas 77802-Tetephone: (409) 846-2688 -Fax: (409} 846-3094 -Page 19 Inflow I Outflow Simulation 2-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) 0 0.00 0.00 0.00 0.00 0.00 0.00 336.80 1 0.47 0.47 0.38 0.47 0.05 0.01 336.81 2 0.95 1.42 1.43 1.80 0.18 0.05 336.85 3 1.42 2.37 3.03 3.80 0.38 0.11 336.91 4 1.89 3.31 5.06 6.34 0.64 0.18 336.98 5 2.37 4.26 7.88 9.32 0.72 0.21 337.01 6 2.84 5.21 11.59 13.09 0.75 0.23 337.03 7 3.31 6.15 16.17 17.74 0.79 0.26 337.06 8 3.79 7.10 21.61 23.27 0.83 0.29 337.09 9 4.26 8.04 27.88 29.65 0.88 0.33 337.13 10 4.73 8.99 34.99 36.88 0.94 0.37 337.17 11 4.50 9.23 42.23 44.22 0.99 0.40 337.20 12 4.26 8.75 48.97 50.99 1.01 0.42 337.22 13 4.02 8.28 55.20 57.25 1.03 0.44 337.24 14 3.79 7.81 60.92 63.00 1.04 0.45 337.25 15 3.55 7.33 66.14 68.25 1.06 0.47 337.27 16 3.31 6.86 70.86 73.00 1.07 0.48 337.28 17 3.08 6.39 75.08 77.25 1.08 0.49 337.29 18 2.84 5.92 78.82 81.00 1.09 0.50 337.30 19 2.60 5.44 82.06 84.26 1.10 0.51 337.31 20 2.37 4.97 84.81 87.02 1.11 0.51 337.31 21 2.13 4.50 87.07 89.30 1.11 0.52 337.32 22 1.89 4.02 88.86 91.10 1.12 0.52 337.32 23 1.66 3.55 90.16 92.41 1.12 0.53 337.33 24 1.42 3.08 90.99 93.24 1.13 0.53 337.33 25 1.18 2.60 91.34 93.59 1.13 0.53 337.33 26 0.95 2.13 91.22 93.47 1.13 0.53 337.33 27 0.71 1.66 90.62 92.87 1.12 0.53 337.33 28 0.47 1.18 89.56 91.81 1.12 0.53 337.33 29 0.24 0.71 88.04 90.27 1.12 0.52 337.32 30 0.00 0.24 86.05 88.28 1.11 0.52 337.32 31 0.00 0.00 83.84 86.05 1.11 0.51 337.31 32 0.00 0.00 81.64 83.84 1.10 0.51 337.31 33 0.00 0.00 79.45 81.64 1.09 0.50 337.30 34 0.00 0.00 77.28 79.45 1.09 0.49 337.29 35 0.00 0.00 75.12 77.28 1.08 0.49 337.29 36 0.00 0.00 72.96 75.12 1.08 0.48 337.28 37 0.00 0.00 70.82 72.96 1.07 0.48 337.28 38 0.00 0.00 68.69 70.82 1.06 0.47 337.27 39 0.00 0.00 66.58 68.69 1.06 0.47 337.27 40 0.00 0.00 64.47 66.58 1.05 0.46 337.26 41 0.00 0.00 62.38 64.47 1.05 0.46 337.26 42 0.00 0.00 60.30 62.38 1.04 0.45 337.25 43 0.00 0.00 58.22 60.30 1.04 0.45 337.25 44 0.00 0.00 56.16 58.22 1.03 0.44 337.24 45 0.00 0.00 54.11 56.16 1.02 0.44 337.24 Garrett Engineering-4444 Carter Creek Parkway Suite 108 • Bryan, Texas 77802 -Telephone: (409) 846-2688 -Fax: (409) 846-3094 -Page 20 • ,, 46 0.00 0.00 52.08 54.11 1.02 0.43 337.23 47 0.00 0.00 50.05 52.08 1.01 0.42 337.22 48 0.00 0.00 48.03 50.05 1.01 0.42 337.22 49 0.00 0.00 46.03 48.03 1.00 0.41 337.21 50 0.00 0.00 44.04 46.03 1.00 0.41 337.21 51 0.00 0.00 42.05 44.04 0.99 0.40 337.20 52 0.00 0.00 40.08 42.05 0.98 0.40 337.20 53 0.00 0.00 38.15 40.08 0.97 0.39 337.19 54 0.00 o_oo 36.24 38.15 0.95 0.38 337.18 55 0.00 0.00 34.37 36.24 0.94 0.37 337.17 56 0.00 0.00 32.52 34.37 0.92 0.36 337.16 57 0.00 0.00 30_71 32.52 0.91 0.34 337.14 58 0.00 0.00 28.92 30.71 0.89 0.33 337.13 59 0.00 0.00 27.17 28.92 0.88 0.32 337.12 60 0.00 0.00 25.44 27.17 0.86 0.31 337.11 Garrett Engineering-4444 Cart..-Creek Parl!way SUie 108-Bryan, Texas 77802-Telephone: (409) 846-2638 -Fax: (409) 846-3094 -Page 21 -"C c: 0 u Q) rn ... Q) a.. -Q) Q) u. u :.c ::J 0 -3:: 0 5 ::J 0 Infl ow/Outflow Simulation 2-Year Storm Event 7 .00 6 .00 '"' $ ~ I 'l I ' I ' l. I 5 .00 ' . ' I \ I \ ' ~ ' \ 4.00 l • l \ I t ' ~ r \ .. 1 3 .00 . • \ '!. 2 .00 I I ""' .. f I z ~ • ,\ . :' /_, \ l. ' ' \. "' I •/ ·, . ' .... 1 .00 r ~ ' '·~ - 0 .00 0 10 ----Pre- Development Hydrograph . . ' . ~ ' ·~\ 20 30 40 Time (Minutes) • Post- Development Outflow Hydrograph Without Detention ---•Post- Development Outflow With Detention 50 ---- -Post- Development "Free-Flow'' Garrett Engineering -4444 Carter Creek Parl<way Suite 108 ·Bryan, Texas 77802 -Telephone: (409) 846-2688 -Fax: (409) 846-3094 -Page 22 60 Inflow I Outflow Simulation 5-Year Storm Event Time Inflow 11+ 12 2s /t-O 2s/t+O Outflow Depth Elevation (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) 0 0 .00 0 .00 0 .00 0.00 0.00 0 .00 336 .80 1 0 .58 0 .58 0 .46 0 .58 0 .06 0.02 336.82 2 1.15 1.73 1.74 2 .19 0.22 0.06 336 .86 3 1.73 2 .88 3 .69 4 .62 0 .47 0 .13 336 .93 4 2 .30 4 .03 6.30 7 .71 0.70 0 .20 337 .00 5 2 .88 5 .18 10 .01 11 .48 0 .74 0 .23 337 .03 6 3 .45 6 .33 14 .79 16 .34 0 .77 0 .25 337 .05 7 4.03 7.48 20 .63 22 .27 0 .82 0 .29 337 .09 8 4 .60 8.63 27 .50 29 .26 0.88 0.33 337 .13 9 5.18 9.78 35.39 37 .28 0 .95 0 .37 337 .17 10 5 .75 10 .93 44 .33 46.32 1.00 0.41 337 .21 11 5 .47 11 .22 53 .50 55 .55 1.02 0 .43 337 .23 12 5 .1 8 10 .65 62.05 64 .15 1.05 0 .46 337 .26 13 4 .89 10 .07 69 .99 72 .12 1.07 0 .48 337 .28 14 4 .60 9 .49 77 .31 79.48 1.09 0 .50 337 .30 15 4 .32 8 .92 84.01 86 .23 1.11 0 .51 337 .31 16 4 .03 8.34 90 .11 92.36 1.12 0.53 337 .33 17 3 .74 7.77 95 .60 97 .88 1.14 0 .54 337.34 18 3 .45 7 .19 100 .49 102.80 1.15 0 .55 337 .35 19 3.16 6 .62 104 .79 107 .11 1.16 0.57 337 .37 20 2 .88 6 .04 108 .48 110.83 1.17 0 .58 337 .38 2 1 2 .59 5.47 111 .59 113.95 1.18 0 .58 337 .38 22 2.30 4 .89 114.10 116.48 1.19 0 .59 337.39 23 2 .01 4 .32 116 .03 118.42 1.19 0.59 337 .39 24 1.73 3 .74 117.37 119 .77 1.20 0 .60 337 .40 25 1.44 3 .16 118.14 120.54 1.20 0 .60 337 .40 26 1.15 2 .59 118.33 120.73 1.20 0 .60 337 .40 27 0 .86 2 .01 117.95 120.34 1.20 0.60 337.40 28 0 .58 1.44 116.99 119 .38 1.20 0.60 337.40 29 0 .29 0.86 115 .47 117.86 1.19 0.59 337 .39 30 0 .00 0 .29 113 .39 115.76 1.19 0.59 337.39 31 0 .00 0 .00 111 .03 113.39 1.18 0.58 337 .38 32 0 .00 0 .00 108.68 111 .03 1.17 0 .58 337 .38 33 0 .00 0 .00 106.35 108.68 1.17 0 .57 337 .37 34 0 .00 0 .00 104 .02 106.35 1.16 0.56 337 .36 35 0 .00 0 .00 101 .71 104.02 1.15 0 .56 337 .36 36 0 .00 0 .00 99 .42 101 .71 1.15 0 .55 337.35 37 0 .00 0 .00 97 .13 99 .42 1.14 0 .55 337 .35 38 0 .00 0 .00 94 .86 97 .13 1.14 0.54 337 .34 39 0.00 0.00 92.60 94 .86 1.13 0.53 337 .33 40 0 .00 0.00 90 .36 92 .60 1.12 0 .53 337.33 41 0 .00 0 .00 88 .12 90 .36 1.12 0 .52 337 .32 42 0 .00 0 .00 85 .90 88 .12 1.11 0 .52 337 .32 43 0.00 0 .00 83 .69 85 .90 1.11 0 .51 337.31 44 0 .00 0 .00 81 .49 83 .69 1.10 0 .51 337 .31 45 0.00 0 .00 79 .30 81 .49 1.09 0 .50 337 .30 Garrett Engineering-4444 Carter Creek Port<way S<ite 108 -Bryan. Texas 77802-Telephone: (409) 846-2688 -Fax: (409) 846-3094 -Page 23 46 0.00 0.00 77.13 79.30 1.09 0.49 337.29 47 0.00 0.00 74.97 77.13 1.08 0.49 337.29 48 0.00 0.00 72.82 74.97 1.08 0.48 337.28 49 0.00 0.00 70.68 72.82 1.07 0.48 337.28 50 0.00 0.00 68.55 70.68 1.06 0.47 337.27 51 0.00 0.00 66.43 68.55 1.06 0.47 337.27 52 0.00 0.00 64.33 66.43 1.05 0.46 337.26 53 0.00 0.00 62.23 64.33 1.05 0.46 337.26 54 0.00 0.00 60.15 62.23 1.04 0.45 337.25 55 0.00 0.00 58.08 60.15 1.04 0.45 337.25 56 0.00 0.00 56.02 58.08 1.03 0.44 337.24 57 0.00 0.00 53.97 56.02 1.02 0.44 337.24 58 0.00 0.00 51.94 53.97 1.02 0.43 337.23 59 0.00 0.00 49.91 51.94 1.01 0.42 337.22 60 0.00 0.00 47.90 49.91 1.01 0.42 337.22 Garrett Engineering-4444 Carter Creek Parkway SUte 108-Bryan, Texas 77802-Telephone: (409) 846-2688 -Fax: (409) 846-3094 -Page 24 ,., • -"C r: 0 8 .00 7 .00 6 .00 ~ 5 .00 "' ... Q) a.. -Q) ~ 4 .00 (J :.c :::J ~ ~ 3 .00 s :::J 0 2 .00 1 .00 0 .00 Inflow/Outflow Simulation 5-Year Sto rm Ev en t '\ I « • . f \ , \ \ J \ f . , \ f 1 f l • \ I . ' \ f i I 1 I l. . \ • I I \ I l ' r I\. \ -I \ .,. I \ I \ l \ I \ :; .: \ • ' ' \ ' . . ' I\ "' I : ' \ ' r : ' . ' r ··· .. ~ '' \ ...... ti . '\ 0 10 20 30 40 50 60 Ti me (Minu tes) Pre-• Post-Post-• • • • • • • Post- Development Development Development Development Hydrograph Outflow O utflow W ith "Free-Flow" Hydrog ra ph Detention Without Detention Garrett Engineering . 4444 Carter Creek Parkway SUte 108 -Bryan , Texas 77802-Telephone: (409) 846-2688 -Fax: (409) 846-3094 -Page 25 45 0.00 0.00 96.76 99.04 1.14 0.55 337.35 46 0.00 0.00 94.49 96.76 1.13 0.54 337.34 47 0.00 0.00 92.23 94.49 1.13 0.53 337.33 48 0.00 0.00 89.98 92.23 1.12 0.53 337.33 49 0.00 0.00 87.75 89.98 1.12 0.52 337.32 50 0.00 0.00 85.53 87.75 1.11 0.52 337.32 51 0.00 0.00 83.32 85.53 1.10 0.51 337.31 52 0.00 0.00 81.13 83.32 1.10 0.50 337.30 53 0.00 0.00 78.94 81.13 1.09 0.50 337.30 54 0.00 0.00 76.77 78.94 1.09 0.49 337.29 55 0.00 0.00 74.61 76.77 1.08 0.49 337.29 56 0.00 0.00 72.46 74.61 1.07 0.48 337.28 57 0.00 0.00 70.32 72.46 1.07 0.48 337.28 58 0.00 0.00 68.20 70.32 1.06 0.47 337.27 59 0.00 0.00 66.08 68.20 1.06 0.47 337.27 60 0.00 0.00 63.98 66.08 1.05 0.46 337.26 Garrett Engineering-4444 Carter Creek Parkway &ite 108-Bryan, Texas n802-Te~e: (409) 846-2688 -Fax: (409) 846-3094 -Page 27 ,., Inflow/Outfl ow Simu lation 10-Y ear Storm Eve nt 9 .00 8 .00 7.00 --g 6.00 0 u CV (/) ~ CV a.. 5 .00 <a; CV LL u :.c :::J 4 .00 0 - j \ f ~ f J f f ' I , ' • , ' I . ' I I l f I \ \ l .. • \ \ \ \ \ \ l \ > l. \ \ • \ :: 0 5 5 3.00 J f J I\ ~ • f I J J f /: . . r : I • r 2 .00 1.00 0 .00 0 10 ----Pre- Deve lopment Hydrograph ' \ \ . \ • ' ' ' ' ' \ l I\ • \ '\. ' -' ····\ '' \ '. \ 20 30 40 50 Ti me (Mi nutes) • Post- Development Outflow Hydrograph Without Detention ----Post-• • • • • • · Post- Development Development Outflow With "Free-Flow" Detenti on Garrett Engineering · 4444 Carte< Creek Partcway Slite 108 • Bryan. Texas 77802 ·Telephone: (409) 846-2688 -Fax: (409) 846-3094 -Page 28 60 46 0 .00 0 .00 117.20 119.59 1 .20 0 .60 337.40 47 0 .00 0 .00 114.82 117.20 1.19 0.59 337.39 48 0 .00 0 .00 112.45 114.82 1 .18 0 .59 337 .39 49 0 .00 0 .00 110.10 112.45 1 .18 0.58 337.38 50 0 .00 0 .00 107.75 110.10 1.17 0.57 337.37 51 0 .00 0 .00 105.43 107 .75 1 .16 0 .57 337 .37 52 0 .00 0.00 103 .11 105 .43 1.16 0 .56 337.36 53 0 .00 0 .00 100 .81 103.11 1.15 0 .56 337.36 54 0 .00 0 .00 98 .51 100.81 1.15 0 .55 337 .35 55 0 .00 0 .00 96 .23 98 .51 1.14 0.54 337.34 56 0 .00 0.00 93 .97 96 .23 1.13 0 .54 337 .34 57 0 .00 0 .00 91 .71 93 .97 1.13 0.53 337 .33 58 0.00 0.00 89 .47 91 .71 1 .12 0 .53 337 .33 59 0 .00 0 .00 87.24 89 .47 1.11 0 .52 337 .32 60 0 .00 0 .00 85.02 87.24 1.11 0.51 337 .31 Garrett Engineering -4444 Carter Creek Parkway Suite 108 -Bryan, Texas 77802 -Telephone: (409) 846-2688 -Fax: (409) 846-3094 -Page 30 "C c: 0 u Q) "' ... Q) a. -Q) Q) u. u :c ::::s 0 -~ 0 5 ::::s 0 Infl ow/Outfl ow Si m ulati on 25-Yea r St o r m Event 10.00 l' ' t 9 .00 . • • \ ' \ I \ 8 .00 I . J \ ' \ \ 7.00 J . f \ f \ I ' 6 .00 J : . \ ' t R ' 5 .00 . I ~ I \ I \ . 4 .00 3.0 0 . I \ I \ J \ \ J . . I I I , ' f ' ' 2.00 I : ' . 1 .00 '/ : I , -- 0 .00 r 0 10 ----Pre- Deve lopment Hydrograph ' \ \ \ \ \ ' ' \ \ \ ' ' \. \ ····\ ' ' '' \ 20 30 40 50 Time (Minutes) • Post- Deve lo pment Outflow Hydrograph Without Detention ---· Post- --• • • -• Post- Deve lopment Development Outflow With "Free-Flow'' Detention Garrett Engineering -4444 Carter Creek Parkway Suite 108 -Bryan, Texas 77802 -Telephone: (409) 846-2688 -Fax: (409) 846-3094 -Page 31 60 Inflow I Outflow Simulation SO-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) 0 0 .00 0 .00 0 .00 0.00 0 .00 0.00 336.80 1 0 .83 0 .83 0 .67 0.83 0 .08 0 .02 336.82 2 1 .67 2 .50 2.53 3 .17 0 .32 0 .09 336.89 3 2 .50 4 .17 5.34 6 .70 0 .68 0.19 336.99 4 3.34 5.84 9 .71 11.18 0 .73 0.22 337.02 5 4.17 7 .50 15.65 17 .22 0 .78 0.26 337 .06 6 5 .00 9.17 23 .14 24 .82 0 .84 0 .30 337 .10 7 5 .84 10.84 32.14 33 .98 0 .92 0 .35 337.15 8 6 .67 12 .51 42 .66 44 .65 0 .99 0.41 337.21 9 7 .50 14 .18 54.78 56 .84 1.03 0 .44 337.24 10 8 .34 15.84 68.50 70.63 1 .06 0.47 337 .27 11 7 .92 16 .26 82 .55 84 .76 1 .10 0 .51 337 .31 12 7 .50 15 .43 95.70 97 .98 1 .14 0 .54 337.34 13 7 .09 14 .59 107.95 110.30 1.17 0 .57 337.37 14 6 .67 13.76 119.31 121 .71 1.20 0 .60 337.40 15 6 .25 12 .92 129.77 132 .23 1.23 0 .63 337 .43 16 5 .84 12 .09 139.35 141.86 1 .26 0 .65 337 .45 17 5 .42 11 .26 148 .04 150.60 1 .28 0 .68 337 .48 18 5 .00 10 .42 155 .86 158.46 1 .30 0 .70 337.50 19 4 .59 9.59 162.82 165 .45 1.32 0.71 337.51 20 4 .17 8 .76 168.92 171 .57 1 .33 0 .72 337 .52 21 3 .75 7 .92 174.17 176.84 1.34 0 .73 337 .53 22 3.34 7 .09 178 .57 181 .26 1 .34 0 .74 337.54 23 2 .92 6 .25 182 .13 184 .83 1 .35 0 .75 337.55 24 2.50 5 .42 184.84 187.55 1 .35 0.75 337.55 25 2.08 4 .59 186.71 189 .43 1 .36 0 .76 337 .56 26 1.67 3.75 187.75 190.46 1.36 0 .76 337.56 27 1 .25 2 .92 187.95 190.67 1 .36 0 .76 337.56 28 0 .83 2 .08 187.32 190.03 1 .36 0 .76 337.56 29 0 .42 1 .25 185.85 188.57 1 .36 0 .76 337.56 30 0.00 0 .42 183.57 186.27 1 .35 0 .75 337.55 31 0 .00 0.00 180 .87 183.57 1.35 0 .75 337 .55 32 0 .00 0 .00 178 .19 180 .87 1 .34 0 .74 337 .54 33 0 .00 0 .00 175 .51 178 .19 1.34 0 .74 337 .54 34 0 .00 0.00 172 .85 175.51 1.33 0 .73 337 .53 35 0 .00 0 .00 170 .19 172.85 1 .33 0 .73 337.53 36 0.00 0 .00 167.54 170.19 1 .32 0 .72 337.52 37 0 .00 0 .00 164.91 167 .54 1 .32 0 .72 337.52 38 0 .00 0 .00 162.28 164.91 1 .31 0 .71 337 .51 39 0 .00 0 .00 159.66 162 .28 1.31 0 .71 337 .51 40 0 .00 0.00 157.05 159 .66 1 .31 0 .70 337.50 41 0 .00 0 .00 154 .45 157 .05 1 .30 0 .69 337.49 42 0 .00 0 .00 151 .87 154.45 1 .29 0 .69 337.49 43 0.00 0 .00 149.30 151.87 1 .28 0.68 337 .48 44 0 .00 0 .00 146.74 149.30 1.28 0.67 337.47 45 0 .00 0 .00 144.20 146 .74 1 .27 0 .67 337 .47 Garrett Ens.lneering-4444 Carter Creek Parkway Suite 108 -Bryan , Texas 77802 -Telephone : (409) 846-2688 -Fax: (409) 846-3094 -Page 32 46 0 .00 0 .00 141.67 144 .20 1 .26 0 .66 337.46 47 0 .00 0.00 139.16 141.67 1.26 0 .65 337.45 48 0 .00 0.00 136 .66 139 .16 1.25 0 .65 337.45 49 0 .00 0 .00 134.17 136.66 1 .24 0 .64 337.44 50 0 .00 0 .00 131 .70 134.17 1 .24 0 .63 337 .43 51 0 .00 0 .00 129 .24 131 .70 1.23 0 .63 337.43 52 0 .00 0 .00 126.80 129.24 1 .22 0 .62 337 .42 53 0 .00 0 .00 124.36 126.80 1.22 0 .62 337.42 54 0 .00 0 .00 121 .94 124 .36 1.21 0 .61 337.41 55 0 .00 0 .00 119.54 121 .94 1 .20 0 .60 337.40 56 0.00 0 .00 117 .14 119 .54 1 .20 0 .60 337 .40 57 0 .00 0 .00 114.76 117 .14 1 .19 0 .59 337 .39 58 0 .00 0 .00 112 .40 114 .76 1 .18 0 .59 337.39 59 0 .00 0 .00 110.04 112.40 1.18 0.58 337.38 60 0 .00 0 .00 107.70 110 .04 1.17 0 .57 337.37 Garrett Engineering· 4444 Carter Creek Parl<way Slate 108 ·Bryan, Texas 77802 ·Telephone: (409) 846-2688 ·Fax: (409) 846-309'4 · Page 33 • -~ c: 0 u Cl> "' ... Cl> 0.. -Cl> Cl> lL. .~ .c :::J ~ 3: 0 s :::J 0 - Inflow/Outflow Si mu lation 50 -Year Storm Even t 12 .00 l \ I l 10.00 I . ' \ I \ r • ' \ I \ I \ 8 .00 -r I .. \ I . I \ I • I \ 6 .00 . : I I I ~ I 'l I \ I f\ \ I J \ 4 .00 I ',,\ t \ I I ~ ' I ~ , \ , I 2 .00 !/r - 0 .00 0 10 ----Pre- Development Hydrograph ' ~ • "' '\ ' ' .. '---\~ ', l ''' ' 20 30 40 50 Ti me (Minutes) • Post- Developm ent Outflow Hydrograp h Without Detention ----Post-- -- -- - -Post- Development Development Outflow With "Free-Flow" Detention Garrett Engineeri ng -4444 Carter Creek Parkway SUte 108-Bryan, Texas n802.-Telephone: (409) 846-2688 -Fax: (409) 846-3094 -Page 34 60 Inflow I Outflow Simulation 100-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) 0 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 336 .80 1 0 .87 0 .87 0 .69 0 .87 0 .09 0.03 336 .83 2 1.74 2 .61 2 .64 3 .31 0 .33 0 .10 336 .90 3 2 .6 1 4.35 5 .59 6 .99 0 .70 0 .20 337 .00 4 3 .48 6 .09 10.21 11 .69 0 .74 0 .23 337 .03 5 4 .35 7 .84 16 .47 18 .05 0 .79 0 .26 337 .06 6 5 .22 9 .58 24 .34 26 .05 0 .85 0.31 337 .11 7 6 .09 11 .32 33 .79 35.66 0 .93 0 .36 337 .16 8 6 .96 13.06 44 .85 46 .85 1 .00 0 .41 337.21 9 7 .84 14 .80 57.59 59.65 1 .03 0 .44 337.24 10 8 .71 16.54 71 .98 74 .13 1 .07 0.48 337.28 11 8 .27 16 .98 86 .73 88 .96 1 .11 0 .52 337 .32 12 7 .84 16 .11 100.53 102 .84 1 .15 0 .55 337 .35 13 7 .40 15.24 113 .40 115 .77 1 .19 0 .59 337.39 14 6 .96 14 .37 125.32 127 .76 1.22 0.62 337 .42 15 6 .53 13 .49 136 .32 138 .82 1.25 0 .65 337.45 16 6 .09 12.62 146.39 148.95 1.28 0.67 337.47 17 5 .66 11 .75 155 .54 158 .15 1 .30 0 .70 337 .50 18 5 .22 10 .88 163.79 166.43 1 .32 0 .71 337 .51 19 4 .79 10.01 171 .14 173 .80 1 .33 0 .73 337 .53 20 4 .35 9 .14 177.60 180.28 1.34 0.74 337 .54 2 1 3.92 8 .27 183 .1 7 185 .87 1 .35 0.75 337.55 22 3 .48 7.40 187 .85 190.57 1.36 0 .76 337.56 23 3 .05 6 .53 191 .65 194 .38 1 .37 0 .77 337.57 24 2 .61 5 .66 194 .57 197 .31 1 .37 0 .77 337.57 25 2 .18 4.79 196 .61 199 .36 1.37 0 .78 337.58 26 1.74 3 .92 197.77 200 .53 1.38 0 .78 337 .58 2 7 1 .31 3 .05 198 .07 200 .82 1 .38 0 .78 337.58 28 0 .87 2.18 197 .49 200 .24 1.38 0 .78 337.58 29 0 .44 1.31 196 .05 198.80 1 .37 0 .78 337 .58 30 0 .00 0.44 193 .75 196 .49 1 .37 0 .77 337 .57 31 0 .00 0 .00 191 .02 193 .75 1 .36 0 .77 337 .57 32 0.00 0.00 188.30 191 .02 1 .36 0.76 337.56 33 0 .00 0 .00 185 .59 188.30 1 .36 0.76 337.56 34 0 .00 0 .00 182 .89 185.59 1.35 0 .75 337 .55 35 0 .00 0 .00 180 .20 182.89 1.35 0 .74 337 .54 36 0 .00 0 .00 177.51 180.20 1 .34 0.74 337 .54 37 0 .00 0 .00 174 .84 177 .51 1.34 0 .73 337 .53 38 0 .00 0 .00 172.18 174.84 1.33 0 .73 337 .53 39 0 .00 0.00 169.52 172.18 1.33 0.72 337.52 40 0 .00 0 .00 166.88 169.52 1.32 0 .72 337 .52 41 0 .00 0 .00 164 .24 166 .88 1 .32 0 .71 337 .51 42 0 .00 0 .00 161.61 164 .24 1 .31 0 .71 337 .51 43 0 .00 0 .00 159 .00 161 .61 1 .31 0 .70 337 .50 44 0 .00 0 .00 156 .39 159.00 1.30 0 .70 337.50 45 0 .00 0 .00 153.80 156.39 1.30 0 .69 337 .49 Garrett Engineering · 4444 Carter Creek Par1<way SUie 108 • Bryan, Texas 77802 ·Telephone: (409) 846-2688 -Fax: (409) 846-3094 • Page 35 • 46 0.00 0 .00 151.22 153.80 1 .29 0 .69 337.49 47 0 .00 0 .00 148.65 151.22 1.28 0 .68 337.48 48 0 .00 0 .00 146 .10 148 .65 1 .28 0 .67 337.47 49 0 .00 0.00 143.56 146 .10 1.27 0 .67 337.47 50 0.00 0.00 141.04 143 .56 1 .26 0.66 337.46 51 0 .00 0 .00 138.53 141 .04 1.26 0 .65 337.45 52 0 .00 0 .00 136 .03 138.53 1.25 0 .65 337.45 53 0 .00 0.00 133 .55 136.03 1.24 0 .64 337 .44 54 0 .00 0 .00 131 .08 133 .55 1 .23 0 .63 337 .43 55 0 .00 0 .00 128.62 131 .08 1 .23 0 .63 337.43 56 0 .00 0.00 126 .18 128.62 1.22 0 .62 337.42 57 0.00 0.00 123.75 126.18 1.21 0 .61 337 .41 58 0 .00 0.00 121 .34 123.75 1.21 0 .61 337.41 59 0 .00 0 .00 118 .93 121 .34 1 .20 0 .60 337 .40 60 0.00 0 .00 116 .54 118.93 1.19 0 .60 337.40 Garrett Engineering -4444 Carter Creek Pari<way Suite 108 -Bryan, Texas n802 -Telephone : (409) 846-2688 -Fax: (409) 846-3094 -Page 38 -,, c: 0 (,) Q) en ... Q) Q. -Q) Q) LL (,) :c ::s 2. ~ 0 5 ::s 0 • In fl ow/Outflow Simulati on 100-Year St orm Event 12.00 j • ' • f \ f \ 10 .00 ' \ I ' r ~ . . • \ I . I l 8.00 • I \ t I \ f • f \ f \ 6.00 . I 'l. f ~ I \ • J I\ \ I \ 4.00 I · ... \ • • ' \ ' \ l . \ I . . \ \ f . . 2 .00 > . I . f . , ' . ............. . . # ' , 0 .00 0 10 ----Pre- Development Hydrograph ' " ~ \ ' ' \ ' .. ~ ', t '' ' '' \ 20 30 40 Time (Minutes) • Post- Development Outflow Hydrograph Without Detention ----Post- Development Outflow With Detention 50 • • • • • • • Post- Development "F ree-Flow" Garrett Engineering·«« Cart..-Creek Pari<way SUie 108 ·Bryan, Texa s 77802 -Telephone: (409) 846-2688 -Fax: (409) 846-3094 -Page 37 .. .. 60 3 .00 2 .50 ~ 2 .00 c: 0 CJ ell "' ... ell a. d:i if 1.50 CJ .c :::I ~ ~ 0 ~ :::I 0 1 .00 0 .50 0 .00 Inflow/Outflow Simulation 2-Year Storm Event 0 10 20 30 40 50 60 Time (Minutes) ---Pre-Development Hydrograph ---•Total Post-Development Hydrograph Garrett Engineering -4444 Carter Creek Par1<way &lite 108 -Bryan, Texas n002 -Telephone: (409) 846-2688 -Fax: (409) 846-3094 -Page 38 Inflow/Outflow Simulation 5-Year Storm Event 3 .50 3.00 2.50 -"C c: 0 (,) Q) "' .... 2.00 Q) a.. -Q) Q) LL (,) :g ::I ~ 1.50 ;: 0 5 ::I 0 1.00 0.50 0 .00 0 10 20 30 40 50 60 Time (Minutes) ---Pre-Development Hydrograph ----Total Post-Development Hydrograph Garrett Engineering -4444 Cart ... Creek Part<way SUie 108 -Bryan, Texas 778()2 -Telephone: (409) 84&-2688 -Fax: (409) 84&-3094 -Page 39 4 .00 3 .50 3.00 -"C c 8 2.50 41 Cl) ~ 41 ll. ti : 2.00 u .c :I u -3= 0 5 1 .50 :I 0 1.00 0 .50 0.00 Inflow/Outflow Simulation 10-Year Storm Event 0 10 20 30 40 50 60 Time (Minutes) ---Pre-Development Hydrograph ---Total Post-Development Hydrograph Garrett Engineering -"'4« Carter Cl'eek Part<way &.ite 108 -Bryan. Texas 77802 -Telephone: (409) 846-2688 -Fax: (409) 846-3094 -Page 40 Inflow/Outflow Simulation 25-Year Storm Event 4 .50 4 .00 3 .50 -3 .00 "C c: 0 u GI "' ... GI 2 .50 fl. -GI GI LL u :c :I 2 .00 ~ ~ 0 5 :I 0 1.50 1 .00 0 .50 0.00 0 10 20 30 40 50 60 Time (Minutes) ---Pre-Development Hydrograph ---•Total Post-Development Hydrograph GarTett Engineering -44« Carte< Creel< Partcway Suite 108 -B<yan , Texas 77&l2 -Telepllone: (409) 846-2688 -Fax: (409) 846-3094 -Page 41 • S' c: 0 u 5.00 4.50 4 .00 3.50 ~ 3 .00 ... Cl> a. -Cl> ~ 2.50 u .c ::I ~ ~ 2 .00 5 ::I 0 1 .50 1.00 0 .50 0 .00 Inflow/Outflow Simulation 50-Year Storm Event 0 10 20 30 40 50 60 Time (Minutes) ---Pre-Development Hydrograph ---•Total Post-Development Hydrograph Garrett Engineering· 4444 Carter Creek Par1<way Suite 108-Bryan, Texas 77802 -Tetephone: (409) 846-2688 -Fax: (409) 846-3094 -Page 42 Inflow/Outflow Simulation 100-Year Storm Event 5.00 3.50 -"C c: 0 CJ QI 3 .00 "' ... QI Q. -QI QI 2.50 u. .!::! .c :::i ~ ;: 2.00 0 5 :::i 0 1.50 j\ I\ IJ \\ I ' \ I ~ \ ·,\ \\ \ ' \ \ 4 .50 4 .00 1.00 0.50 0.00 0 10 20 30 40 50 60 Time (Minutes) Pre-Development Hydrograph ---Total Post-Development Hydrograph Garrett Engineering-4444 Carter Creel< Parlcway Sl>te 108-Bryan. Texas 77002-Telephone: (409) 846-2688 -Fax: (409) 846-3094 -Page 43 100% 90% 80% 70% Q) E :I 0 60% > E :I E ';:( "' SO% :?! .... 0 -40% c Q) c.J ... Q) Q. 30% -- 2 0% -- 10% -...-- 0% Detention Pond Storage V olumes as Percent of Maximu m Volume - -- --- - --- - -- -- -- - -- ----- I I I I I I I I I I - - - - - - - 2-year S-year 10-year 2S-year SO-year 100-year Desig n St onn Sto nn Simu lat io n Syno psis 2-year S-year 10-year 2S-year SO-year 100-year Storm Depth O.S3 0 .60 0 .6S 0 .71 0 .76 0 .78 Storm Elevation 337 .33 337.40 337.4 S 337 .S1 337 .S6 337 .S8 Storm Volume 2774 3S86 41S1 4890 S679 S983 Maximum Capacity 7870 7870 7870 7870 787 0 7870 Pe rcent of Capacity 3S% 46% S3% 6 2 % 72% 76% Garrett Engineering -4444 Carter Creek Parkway Suite 108 -llfyan, Texas 77802 -Telephone: (409) 846-2688 -Fax: (409) 846-3094 -Page 44 I ..L._ I ------, /~ I 1 1 ~·~ I c.-r<P) . I -------\ \ ' ~ I =~f-f---4'-+--+-.4'--'"""'"'-~::...+-------l.--A°LL of'C:U\ vt.& t1uS.T BE:'· '1la.JE'" ~ i I Rl-eD '~oO""i1-l A f'JO c;:;a v A tZ...e \/oue.£ Pl? Rz.\ HEe A.0.0 rL~"f" ~IC. PAtfl.JT (/l.J...'-~~Ce;S) G~ 'A2.c1..n '() e;S -Z.O -::av~c \ ~ <,;. OF ~~llV'°' 82-0 ~eo GQ..k~ 1b f2.eR-A:U5 \EE'l-JAt-l e-'Zt;.Zt? E ~ '. l ~-= <?'"' . s ',.l.;\"i 'V ~~ s t.\.tL ~~>r~"=\J\.Vd ..SU.~-~ ~o · _."":;:;-od5)(l Or r _s (.H;a2t 0-2 11 l ~ I (\ c -1 • LETTER OF COMPLETION CITY ENGINEER CITY OF COLLEGE STATION COLLEGE STATION, TEXAS Dear Sir: ~ ~ DATE: ~ (i,~ The purpose of our letter is to request that the following listed improvements be approved and accepted as being constructed under city inspection and completed according to plans and specifications as approved and required by the City of College Station. Texas. This approval and acceptance by the City is requested in order that we may finalize any sub-contracts and to affirm their warranty on the work. This approval and acceptance by the City of the improvements listed below does hereby void the letter of guarantee for the listed improvements on the above referenced project. . The one year warranty is hereby affirmed and agreed to by and by their sub-contractors as indicated by signatures below. WORK COMPLETED '~ 11 c\v u1 \ i\ s ·\-k., I l.cvt 1 o. (\ I DATE ; I 2.-<(; Address: ~~~NL\l.....J.::i)N€.-\l. <;'1<._ ~'5;..A <b~ Co "LL. 'ftLD (A\ Cz_cl-tl£-W s f-c1 n~ w ~ Signature: \~ '9WV:J~ Contractor: ,J A-tq 'j3 v tU-·H Address: ~'--~-=-;;_:_~..:........:::.....:......:~ JUN-04-99 FRI 12:32 GALINDO ENGINEERS 4098468868 GALINDO ENGINEERS AND PLANNERS, INC. 3033 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 Mrs. Veronica Morgan, P.E. Assistant city Engineer College Stat ion , TX 77840 Fax:: 764-3496 June 4, 1999 Subject: Stormwater Drainage Analysis Kapser Office Park University Park East College Station, TX Dear Veronica : P.01 Upon review of your comments to my drainage analysis of May 25, 1999 and upon further consideration by Bill Scarmardo, AIA , I have been advised that all roof drains will be changed to conform with my design of July 30, 1997. Sincerely, GALINDO ENGINEERS AND PLANNERS, INC. ·~t:cfoL.J£ C~fStiarrA. Galindo, P.E., R.P.L.S. Pres ident cc : W. C . Scarmardo . AIA Jay Burch Ludwig Kapser / TO: FROM: RE: DATE: CITY OF COLLEGE STATION LEGAL DEPARTMENT POST OFFICE BOX 9960 1101 TEX AS AVENUE COLLEGE STATION , TEXAS 77842-9960 (409) 764 -3507 MEMORANDUM Steve Homeyer, Project Manager/Engineering Department Jan Schwartz, Legal Assistant ~ Ludwig Kapser U September 9, 1997 Attached hereto for your file is a copy of the executed Utility Easement on the Ludwig Kapser property on University Drive . The original easement is in the process of being recorded . :JS Attachment -· p 2277/1997 UTILITY EASEMENT Uu ~ o?~I /Cft'f7 LUDWIG KAPSER DATE: GRANTOR: GRANTOR'S MAILING ADDRESS: Neptune Apotheke Waldtruderingerstr 67 81827 Munchen, Germany GRANTEE: CITY OF COLLEGE STATION, TEXAS GRANTEE'S MAILING ADDRESS: 1101 Texas Avenue Brazos County College Station, Texas 77842 CONSIDERATION: Ten Dollars ($10 .00) and other good and valuable consideration. PROPERTY: Being all that certain lot, tract or parcel of land lying and being situated in Brazos County, Texas, and being all of Tract Number 2, as shown on the replat of part of Block G, College Heights Addition and part of Lot Twenty-two (22), D .A. Smith Subdivision, an addition to the City of College Station, Brazos County, Texas, according to a replat recorded in Volume 843, Page 451 of the Official Records of Brazos County, Texas; provided, however, that this conveyance shall grant the rights herein specified only as to that portion of the above-described property more particularly described on the attached Exhibits "A", "B", and "C", known as the "easement areas," and any additional area outside the easement areas necessary to install and attach equipment, guy wires, and anchors necessary and incident to the uses of the easement area to erect, construct, install, and thereafter use, operate, inspect, repair, maintain, reconstruct, modify and remove the following : Water lines , connecting lines, access facilities, and related equipment; and a fire hydrant; upon, over, and across the said PROPERTY as described and any ways, streets, roads, or alleys abutting same; and to cut, trim, and control the growth of trees and other vegetation on and in the easement area or on adjoining property of GRANTOR, which might interfere with or threaten the operation and maintenance of any public utility equipment, accessories, or operations. It being understood and agreed that any and all equipment and facilities placed upon said property shall remain the property of GRANTEE. GRANTOR expressly subordinates all ri!!hts of surface use in c iciP.nt to thP. minP.rnl P.d~tP tn thP ', -, •\:I ; ,' ('• t -·· - URNr. P 2 '2 7 7 / 1 9 9 7 I, the undersigned assessor, Ulrich F . GropengieBer of Munich, Federal Republic of Germany, hereby certi- fy the authenticity of the forestanding true signatu- re recognized as executed by Mr. Ludwig K a p s e r , born March 29~ 1943 , , residing in D-85622 Feldkirchen, Hohenlindner Str aBe 35 a, identified by his Identity Card . Munich, the 25 t h day of August 1997 -~.Ne . p 2277/1997 nb ~ecnnti.g t§ 154 Ke>M . O.) ~fts;'19rt : .... £,c;;;(X;>.. ;::·:. Ot~ §£ 141 , 32 . ., ................ 6 ::::.DM ····~-~--~.S ........ , ...... -2 .... 4.···· • §§ se. 59 ........................ ·-···· • §.§ 1-50 ................ , .......... ·-···· • §§ 146 ····················~··········"' ,; : §§ 147 .................................. . ~~~ausl . ~ 136 ................ ;........ • ............................ ./,· ........ ····~· ......... . en§§ 137, 1S2 ............. -... -• ··. s~r r.tagte ~ost e n ........ 1Qt:-~ ... DM ........... 3;,: .. ,DM ..................... .'PM amtlich bestellter Vertreter des Notars Josef Polsterl - GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 PUE# 1 15'-ft WIDE WATER LINE EASEMENT PART OF TRACT No. 2 REPLAT OF PART OF BLOCK G, COLLEGE HEIGHTS ADDITION & PART OF LOT 22, D. A. SMITH SUBDIVISION V. 843, P. 451 OFFICIAL RECORDS BRAZOS COUNTY, TEXAS 6-9701 Being a 15-ft wide strip of land lying and being a part of Tract No. 2, Replat of Part of Block G, College Heights Addition & Part of Lot 22, D. A. Smith Subdivision, an addition to the City of college Station, Texas, recorded in Volume 843, Page 451, Official Records, Brazos County, Texas, and being more particularly described as follows: Commencing at a 1/2" iron rod found marking the northernmost corner of Tract 2, of the referenced Replat, said rod also being located on the southeasterly right of way line of University Drive (F. M. 60 Road); THENCE S 41"29'14" W, along said right of way line for a distance of 66.01' to a 1/2" iron rod found; THENCE S 27"27'14" W, continuing along said right of way line, for a distance of 22.53' to the POINT OF BEGINNING; THENCE S 48°08'50" E, through said Tract No. 2, for a distance of 250.28'; THENCE S 41°51'1 o· W, through said Tract No. 2, for a distance of 15.00'; THENCE N 48°08'50" W, through said Tract No. 2, for a distance of 246.43' to the southeasterly right of way line of University Drive; THENCE N 27°27'14" E, along said southeasterly right of way line, for a distance of 15.49' to the POINT OF BEGINNING containing 3,725 sq. ft. of land more or less. Christian A. Galindo, P.E. # 53425, R.P.LS. # 4473 July 31, 1997 Note: Bearings are based on the Texas Plane Coordinate System. Benchmark is City of College Station Monument No. 122. --EXHIBIT A - GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 ( 409) 846-8868 PUE# 2 15'-ft WIDE WATER LINE EASEMENT UNDERGROUND AND SURFACE ONLY PART OF TRACT No. 2 REPLAT OF PART OF BLOCK G, COLLEGE HEIGHTS ADDITION & PART OF LOT 22, D. A. SMITH SUBDIVISION V. 843, P. 451 OFFICIAL RECORDS BRAZOS COUNTY, TEXAS 6-9702 Being a 15-ft wide strip of land lying and being a part of Tract No. 2, Replat of Part of Block G, College Heights Addition & Part of Lot 22, D. A. Smith Subdivision , an addition to the City of college Station , Texas , recorded in Volume 843, Page 451 , Official Records , Brazos County, Texas , its center line be ing more particularly described as follows : Commencing at a 1/2" iron rod found marking the northernmost corne r of Tract 2 , of the referenced Replat , said rod also being located on the southeasterly right of way line of University Drive (F . M. 60 Road); THENCE S 41"29'14" W, along said right of way line for a distance of 66 .01 ' to a 1/2" iron rod found ; THENCE S 27"27'14" W, continuing along said right of way line, for a distance of 22 .53"; THENCE S 48°08'50" E, through said Tract No . 2, for a distance of 250.28' to the POINT OF BEGINNING; THENCE S 48°08'50" E, through said Tract No . 2, for a distance of 56 .00'; THENCE S 41°51 '1 O" W , through said Tract No. 2, for a distance of 15.00'; THENCE N 48°08'50" W, through said Tract No. 2 , for a distance of 56.00 '; THENCE N 41°51'10" E, through said Tract No. 2, for a distance of 15.00 ' to the POINT OF BEGINNING containing 840 sq. ft. of land more or less . n o, P.E. # 53425, R.P.LS. # 4473 July 31, 1997 Note: Bearings are based on the Texas Plane Coordinate System . Benchmark is City of College Station Monument No. 122 . -EXHIBIT B - GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 PUE# 3 15'-ft WIDE WATER LINE EASEMENT PART OF TRACT No. 2 REPLAT OF PART OF BLOCK G, COLLEGE HEIGHTS ADDITION & PART OF LOT 22, D. A. SMITH SUBDIVISION V. 843, P. 451 OFFICIAL RECORDS BRAZOS COUNTY, TEXAS Being a 15-ft wide strip of land lying and being a part of Tract No. 2, Replat of Part of Block G, College Heights Addition & Part of Lot 22, D. A. Smith Subdivision, an addition to the City of college Station, Texas, recorded in Volume 843, Page 451, Official Records , Brazos County, Texas, its center line being more particularly described as follows: Commencing at a 1/2" iron rod found marking the northernmost corner of Tract 2 , of the referenced Replat, said rod also being located on the southeasterly right of way line of University Drive (F. M. 60 Road); THENCE S 41"29'14" W, along said right of way line for a distance of 66.01' to a 1/2" iron rod found; THENCE S 27"27'14" W, continuing along said right of way line, for a distance of 22.53"; THENCE S 48°08'50" E, through said Tract No. 2, for a distance of 306.28' to the POINT OF BEGINNING; THENCE S 48°08'50" E, through said Tract No . 2 , for a distance of 13 .33' to the northwesterly boundary of an existing 15' public utility easement shown on the referenced replat; THENCE S 48°07'22" W, along said northwesterly boundary, for a distance of 15.09'; THENCE N 48°08'50" W, through said Tract No. 2, for a distance of 11 .68'; THENCE N 41°51'10" E, through said Tract No. 2, for a distance of 15.00' to the POINT OF BEGINNING containing 188 sq. ft. of land more or less. Christian A. allndo, P.E. # 53425, R.P.LS. # 4473 July 31, 1997 Note: Bearings are based on the Texas Plane Coordinate System . Benchmark is City of College Station Monument No. 122. -EXHIBIT C . , ... GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 AUDIO VIDEO PUE # 1 AREA: PUE # 2 .. ' ' • -ST._. ::0 .. ___ .CTl ~ · .. -o )· . . , . , r .. -:•. ' ·" ; .. t-7 P. . I REPLA·T OF PART OF BLOCK G, COLLEGE HEIGHTS ADDITION & PART OF LOT 22, D. A. SMITH SUBDIVISION COLLEGE ST A TION, TEXAS OWNED BY• -·--.. ----9Weiiti, .... ,.,.. v. 843 P. 4$1 SCALE = 1''=60' PREPARED BY• EAST UNIVERSITY>. DRIVE ·FM NO. ·60 ·. ~ .· ..... DEVELOPMENT PERMIT PERMIT NO. 485-A KAP SER OFFICE PARK FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Tract 2, Lot 22 , Block G, College Heights Addition OWNER: Ludwig Kapser Hohenlindner Str. 35 a 85622 Feldkirchen, Germany 011-49-89-903-1775 DRAINAGE BASIN: Burton Creek Basin TYPE OF DEVELOPMENT: SITE ADDRESS: 524 University Drive East This permit is valid for site development as shown upon 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 · e Ci of lege Station that apply. Owner/ Agent Date Contractor Date ·- •• , GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 LUDWIG KAPSER College Station , Texas DRAINAGE REPORT KAPSER OFFICE PARK College Station , Texas July 30 , 1997 ROVEDFO /~97 CONSTR& .·-_ .. -,. ' . - t. '. l . GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 1. TRACT DESCRIPTION KAPSER OFFICE PARK DRAINAGE REPORT The Kapser Office Park is lo c at ed on the south .side of Un ivers ity Park East , College Station , TX, behind the existing Audio Video and David Gardner bu ildings and the parking lot in the rear of them. It encompasses 1.16 acres of land .. Exhibit 1 shows the location and the existing topography of the tract. Surrounding natural ground is lower than this site. The adopted Flood Insurance Study does not identify the existence of a 100-flood plain affecting this tract (Map # 48041 C 0144 C, July 2 , 1992). 2. STORMWATER RUNOFF Exhibit 1 also shows the two drainage areas into which the Office Park has been d ivided. Stormwater runoff is calculated in Exhibit 2 for 5, 10 , 25, 50 and 100-yr frequencies . The total runoff for the 100-yr frequency, for the total 1.16 acres, prior to development reaches 4.73 cfs . No offs ite runoff will enter this site. Currently the 4.73 cfs from this undeveloped tract drains towards Univers ity Dr ive through a swale into an existing 12" PVC located as shown in Exhibit 1. This pipe is capable of handl ing Q-100 (before) flowing at a 62% capacity (9.24 cfs) and thus it does not act as a flow metering device. See Exhibit 3. The proposed parking lot areas have been selected as the stormwater detention location . Please see the Stormwater Design drawing , 24"x36 ", attached to this report. 3. DETENTION POND Post development runoff will be detained in two ponds created in the two proposed parking lots. Runoff rates from these ponds will not exceed 4.73 cfs . Ponding will take place in the two parking lots as separate detention facilities. Each identical pond will drain through a grate inlet acting as weir into stormwater pipes . The two proposed buildings will drain through downspouts into these parking lots . Q-1 00 for each pond is taken as one half of 4.73 cfs, or 2.365 cfs . The orifice formula O=CAv gh , for C =0.7 , 0 =2 .36 and h =0.7 g ives A=0.71 s.f., or a weir opening of 1 O"x10 " ------page 1 Exhibit 4 provides the estimated ponding volume for each pond which is calculated at 2 ,375 cu. ft, or a total of 4,750 cu. ft . for the two ponds. Exhibit 5 (in three pages) shows that the size of the orifice to operate under the given dynamic conditions should be 0.56 s.f., or a square 9"x9 ", for each pond. Exhibits 6, 7, 8 9 and 10 (each in four pages) show the computations for 5 , 10 , 25 , 50 and 100-yr frequencies for each of the two ponds. The results for the 100-yr period are as follows : Peak Inflow Peak Outflow Peak Elevation 4. STORMWATER SYSTEM 4.41 cfs 2.47 cfs 337.43 ft The ponds will drain through an RCP system as depicted in the Stormwater Design drawing. Pond 2 will drain through a Grate Inlet 2 and a 12 " RCP connecting with Grate Inlet 1. An analysis of this pipe is shown in Exhibit 11. Flow velocity is estimated at 4.95 fps . The combined flow from Inlets 1 and 2 will be conveyed through a 15 " RCP to Junction Box 2. Exhibit 12 shows the computations for this pipe. ·Velocity of low is estimated at 5.80 fps. Exhibit 13 shows the computations for the 15" RCP conveying the flow from Junction Box 2 to Junction Box built at the entrance of the existing 12" PVC culvert. Flow velocity is estimated at 5.52 fps . Exhibit 14 (in two pages) shows the selected Neenah grate inlet to be used as the weir device for the two ponds. page 2 I I GALINDO ENGINEERS AND PIANNERS 3833 South Texas Av e., Suite 280 JrAllfJR L WRIGHT nEP\AT Of PN« Of' COUBll: HEllHT -"lOITlON '41/2'13 N I s SCALE 1" -75' LIONS PAAK ( CITY PARK ) Bryan, Texas 77802 (409) 846-886 8 NOTES : 1. All LINEAR Oll.4ENSIONS ARE IN FEET UNUSS OTHERWISE NOTED. 2. ALL CALLS ARE 1.4EA.SU RED CALLS. J. TOTAL AREA • 2.1 23~ ACR. - 4. BEARING ~SE IS TEXAS STATE PlANE SYSTEl.4 . S. BASE LINE IS NOTED WITH • •. 6 . PRll.4ARY BENC H l.4ARK IS CITY OF COLLEGE STATION l.40NUl.4ENT No . 122 Y-COORD = 10,216.576.955 (NAO 83) X-COORD • 3,555,62~.-422 (NAO 83} Z-COORD • 329.57' (NGVD 29) 7. SITE BENCHMARK, TOP OF FIRE HYDRANT ELEvATION • J2Q .57' (NGV!) 29) EXHIBIT 1 ~ IR • IRON ROO fl • IRON PPE OJ • (X;)HCftaf IUJU(U{ MOC ·~OH~ S/F • SET OR nlV>C> Fl' -ft)jC[ POST Ft: -ft)jC[ CORl<ER RCW -RICHT OF WAY PRAIRIE \.1EW HIJGKr.; ,IOOITION 88 -8'oCI( TO 8'oCI( OF CURS 120/616 BL -9tJl.lllNC UN£ ARTHUR L y,m<;KT PART Of LOT 2 1 D. A. SMITH SUBOIVtSIOH 4'1/106 SLOCK .:I P\JE -PUBLIC l/flJTY £ASUT, EE -ELECTRIOL EASEU ENT OE: -~Hl'CE EASEi.Oil >E. -JrCC£SS EASE"'°'T PIE -P""KINC/..CCESS [ASWT. EM -El.£CTRIC WETER ET -El£CTRtC TIWISF'OmJER E/P/L -ELECTRIOL/l'Ol[/\JCHT 1<H • UANHOlE CO • Cl.UH OUT ~ • WATER METER W/V • \Jri!A.TER/'-IALVE SS • S/oH1'11'1 :!OloER FH • nRE H"l'ORANT CM • ~ t.IETER T/8 • TELEPHONE PEOE:wi. C/N • O.BLE "N JC. • AJR CONOO'IONER H OH • OVER!W<C ( ~ ) " u=Uft!D ( n ) • ~tCOl!OfD ~ OR F'ORMERLY: J.D. & tTHEL WAC McCURREN Job: 6-97 AUDIO VIDEO EXPANSION Date : 07/03/97 RUNOFF CALCULATIONS RATIONAL METHOD (Count y: Brazos) Tc : 10 .0 when calc. value < 10 .0 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Section Soil A c Type Acres Veloc. fps Length T cone . in Q ft Ca le. Used 5yrs Q Q 10 yr s 25 yrs Q 50yrs Q 100yrs ::::::::::::::::::::::::::::::::::::::::::::: ~ I 5 vrs 10 yrs 25 yrs SOyr s 100 yrs ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Pre-development Conditions 1 Grass 0.58 0 0.3 50 1.000 2 Grass 0.580 0.350 1.000 Tota l 1.160 Max~mum Development 1 Com m. 0.580 0.850 5.000 2 Com m. 0.580 0.850 5.000 -·------- Total 1.1 60 260 260 300 300 4.3 4.3 1. 0 1. 0 10. 0 10.0 10 . 0 10.0 1. 56 1. 56 3. 12 3.79 3.79 1.7 5 1.75 3.51 4.26 4.26 2.00 2.00 4.00 4.86 4.86 2.26 2.26 4.53 5.50 5.50 2.36 2.36 4. 7 3 5. 74 5. 74 --------------------------------------------- 7.59 8. 51 9.72 10.99 County : Brazos Constants for use in formula: l=b/(t+d)'e 2-yr 5-yr 10-yr 25 -yr 50-yr 100-yr e d 65 .000 76 .000 0.806 0.785 8.ooo I 9,500 80 .000 0. 763 8.500 89 .000 0.75 4 8.500 98.00 0 0.745 8.500 96 .000 0. 730 8.000 11. 48 7 .693 8.635 9.861 11. 148 11.639 7.693 8.635 9.861 11. 148 11 .639 7. 693 8.635 9.861 11. 148 11. 639 7. 693 8.635 9.861 11. 148 11.639 Circular Channel Analysis & Desi gn So lved with Manni n g 's Equa ti on Open Channel -Uniform flow Worksheet Name: KAPSER OFFICE PARK Corrrnent: EXISTING 31' -12" PVC aJLVERT Solve For Actual Depth Given Input Data: Diameter ......... . Slope ............ . Manning's n ...... . Discharge ........ . Computed Results: Depth ............ . Velocity ......... . Flow Area ........ . Critical Depth ... . Critical Slope ... . Percent Full ..... . Full Capacity .... . (:MAX @.94D ....... . Froude Number .... . 1.00 ft 0.0253 ft/ft O.Oll 4.73 cfs 0.62 ft 9.24 fps 0.51 sf 0.90 ft O.Olll ft/ft 62.02 % . 6. 70 cfs 7.20 cfs 2 .24 (flow is Supercritical) Open Channe l Flow Module, Version 3 .21 (c) 1990 EXH IBIT 3 Haes t ad Methods, Inc. * 37 Brookside Rd* Waterbury, Ct 06708 _POND-2 Vers ion : 5 .17 S/N: EXHIBIT 4 KaJ:lS e r Office Park CALCULATED 07 -09-1997 17:29:16 DISK FILE: a:\6-97pnd\6-97 .VOL Planirr~t e r scal e : 1 inch = 1 ft. Elevation (ft) 336 .80 337.00 337.20 337.50 Pl animeter (sq. in.) 0 .00 1.400 .00 4.100.00 .., .800.00 I Area (sq.ft) 0 l.400 4 .100 7 .800 Al+A2+sqr( Al *A2) (sq.fti (', v 1.400 ; .8'.)6 17 .555 * Volume (c u1:.ic-£t) 0 .. , _,_, i:: 1.-: _,,_v i ~ c-. c:: ..1.. / ._/.._) Volume Sum (cubi c --'!: t ) ,.. v r, t -'·-' s ~o -. '2-: ::'" L ' • .JI J * Incremental volume computed bv the Conic Method for Reservoir Vol ~l'~s . Volume= (1/3) * (EL2-EL1) *(Areal+ Area2 + s o.rt.(Areal*Area2)) where: ELl. EL2 Areal,Area2 Volume = Lower and upper elevations of the i ncrement =Areas computed for ELl. EL2. r eso ect ive l y = Incremental volume between ELl and EL2 Outl et Structure Fil e : S-97 .STR POND-2 Version: 5.17 Date Executed: S/N: Time Executed: *************r**** Kap~cr Office Park ****************** Outlet Structure File: a:\6-97pnd\6-97 .STR Pl animeter Input File : a:\6-97pnd\6-97 .VOL Rating Table Output File: a:\6-97 pnd \6-97 .PND EXHIBIT 5 Min. El ev .(f t.) = 33 6 .8 Ma x . El ev .(ft ) = 337 .5 Iner . ( ft) = . 1 Additional elevations (ft) to be included in tab l e: * * * * * * * * * * * * * * * * * * * * * * * * * * ********************************************** SYSTEM CONNECTIVITY ********************************************** St ructur e No. 0 Tab l e O Tabl . ORIFIC'E 1 -> l Outflow rati ng table surmary was stored in file: a:\6-97pnd\6-97 .PND outlet Structure File: 6-97 .STR S/N : POND-2 Version: 5.17 Date Executed: Time Executed: ****************** Kap$er Off ice Park ****************** >>>>>> Structure No. 1 <<<<<< ( Inout Data ) OR1F I CE Ori fi c 2 -Based on 7\r ea Li'i'!e< Du.t urn E::e v ati o~, El elev.(ft)? E2 elev.(ft)? Orifice coeff.? Invert elev.(ft)? Datum elev .(ft)? Orifice area (sq ft)? 3 36.8 337 .501 0 .7 33 6 .8 336.8 0 .56 Outlet Structure File: 6-97 POND -2 Version: 5.17 Date Executed: .STR S/N: Time Executed: ****************** Kapsar Office Park ****************** **** · cc.M.PC S~TE ouTFLa..;i smt-1J.»RY ->-**"- 336.80 33 6.90 337.00 337 .10 337.20 337.30 337.40 337.50 0 (c ~s) 0.0 1.0 1.4 1. 7 2.0 2 .2 2 .4 2 .6 1 , .._ 1 1 1 1 1 1 ·PQND -2 Version: 5Al7 S/N: EXEClJTED: 07 -09-1~97 17:10:10 STORM# 1 Page 1 Return Freq: 5 years ************************ * * * KAPSER OFFICE PARK * * * * * * * * * ************************ Inflow Hydrograph: a:\6-97pnd\5 IN .HYD Rating Table fil e: a:\6-97pnd\6-97 .PND ----INITIAL CONDITIONS---- Elevation = 336.80 ft Outf l ow = 0 .00 cfs Storage = 0 cu-ft I NTERMED I ATE ROUTING GIVEN POND DATA CX:MPUTATIONS :ELEVATION: OUTFLCW I STORAGE I 2S/t I 2S/t + 0 I I I I (f t) I (cfs) I (cu-ft) I (cfs) I -(cfs) ' ' ' I I ' '---------'---------'----------' '------------'-------------' I I I I I I I 336.80 I 0 .0 I o: I 0.0 I 0.0 I I I I I I 336.90 1.0 I 12: I 0.4 I 1. 4 I I I I I 337.00 1. 4 I 93: 3.1 I 4.5 ' I 337.10 1. 7 I 289: 9.6 I 11.3 I I 337.20 2.0 I 619: 20.6 22.6 I 337 .30 2.2 I 1,084: 36.1 38.3 I 33 7. 40 2.4 ' 1, 664: 55.5 57.9 ' 33 7 .50 2.6 2,375: 79.2 81.8 Time increment (t) = 1.0 min. EXHIBIT 6 POND-2 Version: 5.17 S/N: EXEa.JTED: 07-09-1 997 17:10:10 STORM # 1 Pond File: a:\6-97ond\6-97 .PND Inflow Hydrograph: a:\6-97pnd\5 IN .HYD outflow Hydroaraph: a:\6-97pnd\5 OUT .HYD Paae 2 Return Freq: 5 vears INFLCW HYDROGRAPH ROUTING cx:l-iPUTATIONS TIME (min ) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0 16.0 17.0 1 8 .0 1 9.0 20.0 21.0 22.0 23.0 24.0 25.0 26.0 27.0 INFLCW : ( cfs) : ---------' I o.oo: o.3o: o.59: 0.89: 1.19: 1.48' 1. 78 2.08 2.37 2 . 67 2.97 2.97 2.97 2. 97 2 .97. 2.97 2 .97 2.97 2.67 2.37 2.08 1. 78 1.48 1.19 0.89 0.59 0.30 0.00 Il+I2 ( cfs) 2S/t -0 ( cfs) ! _________ ! ___________ _ I I I I I ' 0.3 0.9 1.5 2.1 2.7 3.3 3.9 4.5 5.0 I 5.6 5.9 5.9 5.9 5.9 I 5.9 5 .9 5.9 5 .6 5.0 4.5 3.9 3 .3 2 .7 2 .1 1.5 0.9 0.3 0 .0 -0.1 -0.3 -0.5 -0.5 -0.0 0.8 1.8 I 3.3 5.2 7.5 9.9 12.2 14.4 16.5 18.4 20 .3 22.2 23.7 24.6 24.8 24.5 23.7 22.3 20.3 : 17.8 14.9 11.6 2S /t + 0 ( cfs ) 0 .0 0 .3 0 .8 1.1. 1. 6 2.2 3.3 4.6 6 .3 8 .4 10.9 1 1 3 .4 15.9 18.2 20.3 22.4 24.4 26.3 27 .8 28 .7 , 29.o: 28.7: 27 .8: 26.3: 24.3: 21.8: 18.7 : 15.2: OUTFLCW ELEVATION (cfs) (ft) 0.00 0.22 0.55 0.83 1.02 1.10 1.24 1. 41 1.48 I 1.57 1. 68 1. 76 1.82 1.88 1. 94 1. 99 2.02 2.05 2 .07 2 .08 2 .0 8 2 .08 2 .07 2 .05 2.02 1. 98 1. 90 1.80 336.80 336 .82 336 .85 336 .88 336 .91 336 .93 336 .96 337 .00 33 7.0 3 33 7.0 6 337 .0 9 33 7 .12 337 .1 4 33 7 .1 6 33 7 .1 8 33 7.20 33 7.21 33 7.22 33 7 .23 337 .24 33 7 .24 33 7.24 337 .23 33 7.22 337 .21 337.19 33 7.17 337 .13 POND-2 Version: 5.17 S/N: Paq e 3 EXECUTED: 07-09-1997 17:10:10 STORM # 1 Retu rn Freq: 5 years ****************** SUMMARY OF ROUTING cel!..PUTATIONS ****************** Pond Fil e : a :\G-97ond\6-97 .PND Inflow Hydrograoh: a: \6-97ond\5 IN .HYD outflow Hydroqraph: a:\6 -97 ond\5 OUT .HYD Starting Pond W.S. Elevation= 336.80 ft ***** Sumnary of Peak outflow and Peak Elevation ***** Peak Inflow = Peak Outflow = Peak Elevation = 2. 97 cfs 2 .08 cfs 33 7 .24 ft ***** Sumnary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Tot al St oraae i n Pond = 0 cu-ft 808 cu-ft 808 cu-ft 3.1 4.1 5.1 6.1 7.1 8.2 9.2 10.2 11.2 12.2 13.3 14.3 15.3 16.3 17.3 18.4 19.4 20.4 21.4 x * POND-2 Ve r sion: 5 .17 S/N: Pond File: Inf low Hydrograph: OUtf low Hydrograph: Peak Inf low = Peak outflow = Peak Elevation = STORM# 1 a:\6-97pnd\6-97 .PND a:\6-97pnd\5 IN .HYD a :\6 -97pnd\5 OUT .HYD 2 . 97 cfs 2 .08 cfs 337.24 ft 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 Paa e 4 Retur n Freq : 5 ·1e ars EXECUTED: 07 -0 9-19 97 17 :10:10 Flow (cfs) 4.0 4.5 5.0 5.5 ------'-----'-----'-----'-----'-----'-----'-----'-----'-----'-----'-I I I I I I I I I I I I I _, x* I x * x * x * x * x * x * x * x * x * x * x * x * x * -x * x * -}: * x * -x * x * -x * I x * I x * I I x I * -I x * I I x * I _, x * I I x I * _, x * x * -x * x * -x * * -*x * x I -' * x I * x TIME (min ) File: a:\6-97pnd\5 IN .HYD Qnax = 2.1 cfs File: a:\6-97pnd\5 OUT .HYD Qnax = 3 .0 cfs PGND-2 Version: 5.17 S/N: EXECUTED: 07 -09-1997 17:10:10 STORM# 2 Page 1 Return Freq: 10 years ************************ * * * KAPSER OFFICE PARK * * * * * * * * * ************************ Inflow Hydroqraph: a: \6-97pnd\10 IN .HYD Rating Tabl e file: a:\6-97pnd\6-97 .PND ----INITIAL CONDITIONS ---- Elevation = 336.80 ft outflow = 0.00 cfs Storage = 0 cu-ft GI VEN POND DATA INTERMEDIATE ROUT ING CCMPUTATIONS :ELEVATION: OUTFLCW : STORAGE : : (ft) (cfs) : (cu-ft) : 2S/t (cfs ) 2S/t + 0 ( cfs) 1 _________ 1 _________ 1 __________ 1 I I I I ------------,------------- 336.80 0.0 o: 0 .0 0.0 336.90 1.0 12: 0 .4 l. 4 337 .00 1.4 93 : 3 .1 4 .5 337.10 1.7 289: I , 9 .6 11 .3 I 337.20 2.0 619: 20 .6 22.6 337.30 2.2 l,084: 36 .l 38 .3 337.40 2.4 1,664: 55.5 57 .9 337.50 2.6 2,375: 79.2 81. 8 Time increment (t) = 1.0 min. EXHIBIT 7 POND-2 Version: 5 .17 S/rJ: EXECUTED: 07 -·0 9-1997 17 :10 :10 STORM # 2 Pond Fil e : a :\6 -97ond\C.-97 .PND Inflow Hydroaraph: a: \6-97pr,d\1 0 IN .HYD Outflow Hydrograph: a:\6 -97pnd\10 OUT .HYD Paae 2 Re7t:.;:n f 1:eo : 1 0 v e a r s INFLCW HYDROGRAPH ROUTING ca1.PUTATIONS TIME : INFLCW : , (min) : (cfs) ·--------·---------· I I I : 0.0 : o.oo: : 1.0 : 0.34: : 2.0 : 0.67: : 3.0 1.01: 4.0 1. 34: 5 .0 1. 68: 6.0 2.01: 7.0 2.35: 8.0 2.68: 9.0 3.02 10.0 3.35 11.0 3.35 12.0 3.35 13.0 3.35 14.0 3.35 15.0 3.35 16.0 3.35 17.0 3.35 18.0 3.02 19.0 2 .68: 20.0 2.35: 21.0 I 2.01: 22 .0 1. 68: 23.0 1.34: 24.0 i.01: 25.0 0.67: 26.0 0.34: 27.0 o.oo: Il+I2 (cfs) 2S/t -0 ·( cfs) 2S/t + 0 ( cfs) ---------------------:----------- 0.3 1.0 1. 7 2.4 3.0 3.7 4 .4 5.0 5.7 6 .4 6.7 6 .7 6 .7 6 .7 6 .7 6 .7 6.7 6 .4 5.7 5.0 4.4 3.7 3.0 2.4 1. 7 1.0 0.3 0.0 -0.1 -0.4 -0.6 -0.3 0.4 1. 4 2 .8 4 .8 7.1 10.0 13 .0 15.9 18.6 21. 2 23 ,8 I 26.3 28 .7 30 .8 32.1 3 2.8 32.8 32.1 30.8 28.9 2 6 .4 23.2 19.6 0.0 0.3 0.9 1. 3 1.8 2 .7 4.1 5 .7 7 .9 10.5 13 .5: 1 6 .7: 1 9 .7 : 22 .6 : 25 .3 ~:.9 30.5 33 .0 35.l 36.5 37.1 37.1 36.4 35.1 33 .l 30 .6 27. 4: 23.6: OUTFLCW ( cfs) 0.00 0.24 0.62 0.94 1.05 1.17 1.34 1. 45 1.55 1. 66 1. 76 1.84 1. 92 2 .00 2.0 3 2 .0 7 2.10 2.13 2.1 6 2.18 2.18 2.18 2.1 8 2.16 2.13 2.10 2 .o c 2.01 ELEVATION: (ft) 336 .80 336.82 336 .86 33 6 .89 336 .91 336.94 336 .99 337.0 2 33 7.05 337.09 337 .1 2 337 .15 33 7 .17 33 7 .20 ??.7 ...,,.., ...J V I • L. L... 337 .2 5 ')')"'7 ...,.., ._1.J I • L.. I ') j / ")Q ._J._,J I • L..V 33 7.29 33 7 .2 9 33 7.2 9 337 .2 9 337.28 337 .2 7 33 7 .2 5 33 7.23 337.21 POND-2 Version: 5 .17 S/N : EXECUTED: 07 -09-19 97 17 :10 :10 STORM # 2 Pace 3 Return Fr eq : 10 ·:ea rs ****************** SUMMARY OF ROUTING CXMPUTATIONS ****************** Pond File: a:\6-97pnd\6-97 .PND Inflow Hydrograph: a:\6-97pnd\10 IN .HYD Outflow Hydrograph: a:\6-97pnd\10 OUT .HYD Starting Pond W.S . Elevation = 336.80 f t ***** Sumna rv of Pe a k OUtfl ow and Peak Inf l ow = Pe ak Outfl ow = Pe a k El e vat i on 3.35 cfs 2 .13 c fs Pe a k El evation = 33 7 .29 -F ' .. t. ***** Sumna r y of Approxirrate Pe .3.k Storaqe ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = 0 cu-ft 1.049 cu-ft 1,049 cu-ft ***** 3.1 4.1 5.1 6.1 7.1 8.2 9.2 10.2 ~11. 2 12.2 13.3 14.3 15.3 16.3 17.3 18.4 POND-2 Version: 5.17 S/N : Pond File: Inf low Hydrograph: Outflow Hydrograph: Peak Inf low = Peak outflow = Peak Elevation = STORM # 2 a:\6-97pnd\6-97 .PND a:\6-97pnd\10 IN .I-IYD a:\6-97Pnd\10 OUT .HYD 3.35 cfs 2.18 cfs 337 .2 9 ft 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 Page 4 Re turn Freq: 10 year s EXECJTED: 07 -09-19 97 17:10:10 4.0 Flow (cfs ) 4.5 5 .0 5 .5 ------!-----!-----:-----!-----:-----:-----:-----:-----:-----:-----!- x* x * x * x * x * x * x * x * x * x * x * x * x * x * -x * x j,· x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * 19.4 -x * ~* * 20.4 -' I *x I 21.4 -' * x I I I * x I I TIME (min ) x File: a:\6-97pnd\10 IN .HYD Qmax = 2.2 cf s * File: a:\6-97pnd\10 OUT .HYD Qrnax = 3.3 cfs · POND-2 Version: 5 .17 S/N : EXECUTED : 07 -09-1 99 7 17:10:10 STORM # 3 ************************ * * * KAPSER OFFICE PARK * * * * * * * * * ************************ Inflow Hydroqraph: a :\6-97pnd\25 IN .HYD Rating Table file: a :\6-97pnd\6-97 .PND ----INITIAL CONDITIONS ---- Elevation = outflow = Storaoe = 336.80 ft 0 .00 cfs 0 cu-ft Pao e 1 Return Freq : 25 vears iNTERM.EDIATZ ROUTI ~K: GI VEN POND DATA ----------------------------- 'ELEVATION OUTFLCW I STORAGE I (ft ) (cfs) I (cu-ft) I ------------------'----------I 336 .80 0 .0 0 336 .90 1.0 12 337.00 1. 4 93 337.10 1. 7 289 33 7.20 2 .0 61 9 337 .30 2.2 1,084 , 337.40 2.4 1. 664: 337.50 2.6 2 ,375: COJ'.~FUTAT IONS 2S/t ( cfs) 0 .0 0.4 3 .1 9.6 20.6 36.1 55.5 79.2 2S/t + 0 ( cfs ) 0.0 1. 4 4.5 11.3 22 .6 38.3 57.9 81.8 Time increment (t) = 1 .0 min. EXHIBIT 8 POND-2 Version: 5.17 S/N: EXEa.JTED: 07-09-1997 17:10:10 Pond File: a:\6-97pnd\6-97 Inflow Hydrograph: a: \6-97Pnd\25 IN Outflow HydrooraPh: a:\6-97pnd\25 OUT STORM # 3 .PND .HYD .HYD Paoe 2 Return Freq: 25 vears INFLCW HYDR03RAPH ROUTING CG·1PUTATIONS TIME (min) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21.0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 INFLCW ( cfs) 0.00 0.37 0. 75 1.12 I 1.49: 1.86: 2.24: 2.61: 2.98: 3.36: 3.73: 3.73: 3.73: 3.73: 3.73 3.73 3.73 3.73 3.73 3.36 2.93 2.61 2.24 1.86, 1. 49: 1.12: 0.75: 0.37: o.oo: Il+I2 ( cfs) 2S/t -0 ( cfs I 2S/t + 0 : CUTFLu·~ ; ELEVATION: (cfs~ : (cfs) : (ft) ---------'------------'---------·----·-- -. -· -I ---.. --- --0.4 1.1 1. 9 2.6 3.4 I 4.1 4.9 5.6 6.3 7.1 7.5 7.5 7.5 7.5 7,5 I 7.5 7.5 7.5 7.1 6.3 5.6 4.9 4.1 3.4 2.6 1.9 1.1 0.4 0.0 -0.2 -0.4 -0.6 -0.l 0.8 2.0 3.9 6.2 9.1 12.5 16.1 19.6 22.9 26.2 29.4 32.5 35.5 38.4 41.0 42.7 43.7 44.0 43 . .S 42.2 40.3 ".l/ I ...Ji., 34.4 30.5 ' 0 .-. .v 0.4 1.0 , c: ..1. • _, 2. Cl 3.2' 4. ') l~. 9 9.5 12.6 16.2 20.0 23.6 27.0, 30.4: 33.6: 36.8: 39.9' A') i"\ "'TL.. J 45.5 47. 3 48.3 43.6 48.1 46.8 44.9, A'°' ..., I ""t L. • L. I '11'"'1 n 1 ><'.~!·XI . .),.,\...!I 0.00 0.27 0. f,'.) 1.01 1.08 1.24 1. 42 1.50 1.62 I 1. 73 1.83 1. 93 2.01 2.06 -2.10 2.14 2.18 ') ')"' L•LL 2.25 2.27 ') ') C\ L. • L. J 2.30 2.30 2.30 2.29 ') "'..., L • L. t '"' ""' -~ LoL.""'r .., ")1 2:it 336.80 33f..33 336.87 336.90 336.92 336.96 337.01 ':l").., ("\.., ...JJI .v...J ..,.,..,. r'\'7 .._).._) I • \) I 337.11 337.14 337.18 337.21 337.23 337.25 J37.27 337.29 337.31 337.32 337.34 337.35 337.35 237.35 337.35 337.34 ") ".)., ') '? .._J.._J , • ....J.J ""'i'ji .,""' ...J...JI • JL ,,.., <.n ~";i.L,. 'i~ ..)J' • L.\...) ------------------------~-----------------------·------- POND-2 Version: 5.17 S/N: Pa c e 3 EXEaJTED: 07-0 9-1997 17:10 :10 STORM # 3 Ret urr1 Freq : :' 5 ve ars ****************** SUMMARY OF ROUTING CCMPUTATI ONS ****************** Pond File: a :\6-97 pnd\6-97 .PND Inflow Hydroqraph: a:\6-97pnd\25 IN .HYD outflow Hydrograph: a:\6-97pnd\25 OUT .HYD Starting Pond W.S. El e va ti on = 336 .80 ft ***** Sunmar y of Peak Outflow and Peak Elevation ***** Peak Inflow = Peak Outflow = Peak Elevation = 3 .73 c fs 2. 30 cfs 337.35 ft ***** Surrmarv of Aoproxirrat e Peak Storaoe ***** Initial Storage = Peak Storag e From Storm = Total St oraae in Pond = 0 c u ·-ft 1.388 c u-ft l.388 c u -~t 3.1 4.1 5.1 6.1 -7 .1 8.2 9.2 10.2 11.2 12.2 13.3 14.3 15.3 16.3 17.3 -18.4 19.4 20.4 21.4 x * POND-2 Version: 5.17 S/N: Pond File: Inf low Hydrograph: OUtf low Hydrograph: Peak In fl ow = Peak OUtf low = Peak Elevation = STORM # 3 a:\6-97pnd\6-97 .PND a:\6-97pnd\25 IN .HYD a:\6 -97pnd\25 OUT .HYD 3. 73 cfs 2.30 cfs 337.35 ft 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3 .S -Page 4 Return Freq: 25 ye ars EXECUTED: 07-0 9-1997 17:10:10 4 .C Fl ow (cfs) 4.5 5 .0 5.5 ------'-----'-----'-----'-----'-----'-----'-----'·-----'-----'-----'-! I I I I I I I I l I x * x ·)( -' x * I x * x * x * x * x * x * x * x * x * x * x * -x * x * -x * x * -x * x * -x * x * -x * x •k -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x* *x TIME (min) File: a:\6-97pnd\25 IN .HYD Qnax = 2.3 c f s File: a:\6-97ond\25 OUT .HYD Qinax = 3 .7 c f s P01\1D -2 Versi on : 5 .17 S/N: Pa a e :;_ EXECUTED: 07 -09-1 997 17:10:10 STORM # 4 Rct.1.Arn Freq: ::;;:; ve a rs ************************ * ... * KAPSER OFFICE PARK * * * * * * * * 4 • ************************ Inflow Hydroaraoh: a: 6-97Pnd \50 IN .HYD Rating Table file: a :\6-97pnd\6-97 .PND ----INITIAL CONDITIONS ---- Elevation = 336.80 ft outflow = 0 .00 cfs Storage = 0 cu-ft GIVEN POND DATA INTERMEDIATE ROUTING CCMPUTATIONS :ELEVAT ION: OUTFLC:W (ft) (cfs) STORAGE (cu-ft) 2S/t ( cfs) 2S/t + 0 (cfs) 1 _________ 1 ________ _ _ ___________ I ____________ _ I I I 336 .80 0.0 0 0 .0 0 .0 336 .90 l. 0 12 0.4 l. 4 337.00 l. 4 93. 3.1 4 .5 337 .10 1. 7 289: 9 .6 1 1 ., .J...-L • .,.,J 337.20 ~ ('\ L .v 619 : "(' r.: ,.,~. .~ '-v • '·' L...:... '·' 337.30 ..... ; 1 .084: ,_ . ,_ 3S .l 30 ; v . _, 337.40 2 ·! 1.664: .... r: c ~ 57 .'J ....,1 • ...,1 • .J 337.SC ~ ·=-2 .375: L. • '-' '" " 81 .8 ' _, • L. Time increment (t) = 1 .0 min. EXHIBIT 9 POND -2 Version: 5 .17 S/N: EXECUTED: 07 -0 9-1 99 7 17:10 :10 Pond File: a:\6-97pnd\6-97 Inflow Hydrograph: a:\6-97pnd\50 IN Outflow Hydroqraph: a:\6-97pnd\50 OUT STORM # 4 .PND .HYD .HYD Paa e 2 Return Fr ea: 50 vea r s INFLCW HYDROGRAPH ROUTING COMPUTATION S TIME INFLCW : (min) : (cfs ) Il+I2 ( cfs ) 2S/t -0 ( cfs ) 2S /t + 0 ( cfs) CUT FL CW :E LEVATION: (cfs ) (f t) ________ 1 ________ _ I ---------------------:--------------------:--------- 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9 .0 10 .0 I 11.0 12 .0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21.0 22.0 23.0 24.0 25.0 26 .0 27.0 28 .0 o.oo : 0.42 1 0.85 1. 27 1. 69 2.11 2.54 2.96 3 .38 : 3 .81: 4.2 3 : 4.2 3 : 4 .23: 4 .23: 4.23: 4.23 : 4.23: 4 .2 3 : 4 .23: 3 .81: 3 .38: 2.96 : ') C:: A I L • .J"T I 2 .11: 1. 69: 1.27: 0.85: 0.42 : o.oo : 0.4 1.3 2 .1 3,0 I 3.8 4.7 5.5 6 .3 7.2 8.0 8.5 8 .5 8 .5 8.5 3 .5 8 .5 8 .5 8 .5 8 .0 6 .3 5 .5 4 .7 3 .8 3 .0 2.1 1.3 0.4 0.0 -0.2 -0 .5 -0.4 0 .2 1. 4 3.1 5 .4 8.3 11. 9 1 6 .1 20.5 24.8 29 .0 33 .1 37 .1 41.0 4 4.8 48 .6 51. 8 54 .2 55 .7 5 6 .3 56 .l 55.l 53.3 50 .6 47.2 43 .1 0.0 0.4 1.1 l. 6 : 2.5: 4.0: 6.o: 8 .6 : 1 1 Q I .J....L o U I 1 5 .s : l S. '.): 24.5 : 29 .o: 33 .3 : 37.4: 41.5: 45 .5: 49 .4: 5 3 .3 : 5 6 .6 : 59 .o: Go.s : 61.2 : 61.0: 59 .9 : 58.1: 55.4: 51 .9 : 47. 6: 0 .00 0.30 0.78 1.03 1.1 5 1.34 1. 47 1. 58 l .71 1.81 l. 9 3 2 .02 2.0 8 2.14 2 .1 9 2 .23 2.27 2 .31 .., •') t: L • .._)J 2 .3 9 2.41 2 .42 2.43 2.43 2.42 2.40 2.37 2.34 2.30 336 .80 3 36 .83 33€..38 336 .91 336 .94 3%.99 3 37 .0 2 3:-;7 .0 6 ,,,, 1 (\ . .J -..J r • .J..V J "? "i 1 A ...,I-.) I • .J.. "'T "') .,, , 0 ..J ..J I o -LU 33 7.21 337.24 ".(?'7 '>'7 ..J ..J I o '-I 33 7.2 9 337 .3 2 33 7 .34 ') ?'7 ') c vv ' •.JV 32 7 .38 33 7.39 33 7 .40 33 7 .41 337 .41 337 .41 337 .41 33 7.40 337 .39 337 .37 33 7.35 POND-2 Version: 5.17 S/N: EXECUTED: 07 -09 -1997 17 :10:10 STORM # 4 Paoe 3 Re tuL71 Freq : 5C ·,·0ars ****************** SUMMARY OF ROUTING COMPTJTATIONS *************~:-!<·"'** Pond File: a:\6-97pnd\6 -97 Inflow Hydrograoh: a:\6-97ond\50 IN outflow Hvdrooraph: a :\6-97 ond\50 OUT .PND .HYD . .HYD Starting Pond W.S. Elevation = 33 6 .80 ft ***** Surrmary of Peak Outflow and Peak El evation Peak Inflow = 4 .23 c f s Pe ak Out flow = 2 .43 cf s Peak Elevation = 337.41 ft ***** Surrmary of Approximat e Peak Storaoe ***** Initial Storaae = Pe ak Storaae From Storm = Total Storaae i n Pond = 0 cu-f t l , 7 6 3 Cll-f ~ -: I C '.J .-, , _ ~..;... ....t • IV•~' V \.1. J.._ I.,.. ***** . 3.1 4.1 5.1 6 .1 7.1 8.2 9.2 10.2 11.2 12.2 13.3 -14.3 15.3 16.3 17.3 18.4 19.4 20.4 21.4 x * POND-2 Version: 5 .17 S/N: STORM# 4 Pond Fil e : a:\6-97pnd \6-97 .PND Inflow Hydrooraph: a: ,6-97Pnd\50 IN .HYD OUtfl ow Hydr oar·aph: a:\ 6-97pnd\ 50 OU T . HYD Peak Inf low = Peak out fl ow = Peak Elevation = 0.0 0.5 1.0 4. 23 cfs 2 . 43 cfs 337.41 ft 1.5 2.0 2.5 3.0 3 .5 Pace 4 Re turn Freq: 50 vears EXECUTED : 07-09--1..9')7 1 7 :10 :10 4.0 Flow (cfa) 4 .5 5.0 $.S ______ 1 _____ 1 _____ 1 _____ 1 _____ 1 _____ 1 _____ 1 _____ 1 _____ 1 _____ 1 _____ 1_ I I I I I I t I I I I x * x * x * x * x * x * x * x * x * x * x * x * x * '·' * " -x * :;.: -x * x * -x * x * -x * x * x * x * -x * x * -x * x * -x -i.· x * -x * x * -x * x * -x * x * -x * ., * r.. TIME (min) File: a:\6-97pnd\50 IN .HYD <;max = 2.4 cf s File: a:\6-97pnd\50 OUT .HYD c:rnax = 4.2 cfs - POND-2 Version: 5 .17 S/N: Paae 1 Return F rea: 100 vears EXEcuTED: 07-09-1997 17:10:10 STORM # 5 ************************ * * * KAPSER OFFICE PARK * * * * * * * * * ************************ Inflow Hydrograph: a:\6-97pnd\100 IN .HYD Ratinq Table fil e : a :\6-97ond\6-97 .PND ----INITIAL CONDITIONS ---- Elevation = 33 6 .80 ft out f l ow = 0.00 cfs Storage -0 cu-ft GIVEN POND DATA ----------------------------- INTERMEDIATE ROUTING CCMPUTATIONS :ELEVATION: OUTFLCW STORAGE I ' 2S/t (cfs) 2S /t + 0 ( cf s ) I (ft) I (cfs) (cu-ft) I I I ' '---------'-------------------------------'-------------I I ' 336.80 I 0.0 0 I 0.0 0 .0 336.90 I 1.0 12 ' 0.4 I 1 .4 337.00 1. 4 93 3.1 4 .5 337.10 1. 7 289 9 .6 11 .3 337 .20 2.0 619 20.6 22 .6 337 .30 2.2 l,084 36.1 38 .3 337.40 2.4 1,664: 55.5 57.9 337.50 2.6 2.375: 79.2 81.8 Time increment (t) = 1.0 r.in. EXHIBIT 10 POND-2 Version: 5.l7 EXECUTED: 07-09-1~97 Pond File: Inf low Hvdroaraph: Outflow Hydroaraph: INFLC:W HYDROGRAPH TIME (min) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21.0 '"\..., " L'-.V 23.0 24.0 25.0 26.0 27.0 28.0 INFLCW I ( cfs) 0.00 0.44 0.88 1.32 1. 77 2.21 2.65 3.09 3.53 3. 97 4.41, 4.41: A A 1 I 'i-I ""T...L I 4.41: 4.41! 4.41: 4.41: 4.41 4.41 3.97 3.53 3.09 2.65 2.21 1. 77 1.32: o.ss: 0.44: o.oo: S/iJ: , .., . , I". , r. .J... I • -LV • ...Ll...J a:\6-97Pnd\6-97 a:\6-97pnd\100 IN a:\6-97Pnd\100 OUT STORM: # __, .PND .HYD .HYD ("''UC,:. ~ ~.:-.;tL~~·;J Free: ~8C -r·~::ar:; ROUTING COMPUTATIONS Il+I2 ( cfs) 2S/t -0 ( cfs) 2S/t + 0 ( cfs) 1 _________ 1 ____________ 1 __________ _ I 0.4 l.3 2.2 3.1 4.0 4.9 5.7 6.6 7.5 8.4 0 0 V•'-' 0 0 v. v Q G v.v 8.8 0 0 v.v 0 0 v.v 8.8 3.8 8.4 7.5 6.6 5.7 4.9 4.0 3.1 2.2 1.3 0.4 0.0 -0.2 -0.5 -0.4 0.4 1. 6 3.5 6.0 9.2 13.0 i I II ..J.. , • ""t "'"\ " LL•L -..c Q L'-'•V 31. 3 35.6 39.9 44.1 48.3 52.3 55.8 58.4 60.1 60.9 60. 9 59.9 58.1 55.5 52.0 47.8 0.0 0.4 1.1 1. 7 ..., 7 ,_ . ' 4.4 6.5. ']. 2: 1 ~. CI ...LL, VT 16. 7: ..., , ~ : L..J..' ""t I ~"'IC 'i I L(.i •LI ') l ·"l I .._l.J.._ •VI ~ r. .-I J..J • '..I I 40.1: 44.5: 48.7: c::-; /"\ ! Jv.v 1 57.1: 60.7~ 63.3: 6.:,. l: 65.9: cs.s: 64.8: 63.o: 60. 3: 56.8: s2.5: OUTFLCW : ELEVATION : (cfs) : (ft) ---------'---------0.00 0.32 0.81 1.04 1.17 1. 38 1. 49 1. 61 , .., "./ .J... i..J l.8-'i 1 ("."""'! J... J, i .c:. 2.11 2.17 2.22 .., '"\ c: L • L. '-' ..., ., , L • ..J..1. 2.35 2.39 2.42 2.45 2.46 ..., t17 L • -:r.' 2.47 2.46 2.44 2.42 2.39 2.34 ! : 336.80 336.83 336.88 336.91 336.94 337.00 237.03 337.07 .., ., "'7 , l ..J·.lf • ....L....L 337.15 ; "")...., , t) ._1,_1 I • ..J..J ...., ') 'i """''"\ .._~.._, I • I_/_ '? ~'i "'L ....,l._J f • !._._I :;::,; . ~8 .337.3l ..,..,..., ")') ._1.,11 ,-...)._,1 ")-, "i ") i:: ._,._,,,. -..>J 327.37 327.40 337.41 337.42 337. 4~~ 337.43 337.4~ 337.43 337.42 337.41 337.39 337.37 -------------------------------------~----------------- POND-2 Version: 5.17 S/N : EXECUTED: 07-09-1997 17:10:10 STORM# 5 Paae 3 Return Freq: 100 vea rs ****************** SUMMARY OF ROUTING CCMPUTATIONS ****************** Pond File: a:\6-97ond\6-97 .PND Inflow Hvdrooraph: a :\6-97pnd\100 IN .Ifi~ OUtflow Hvdrooraoh: a:\6 -97Pnd\100 OUT .HYD Startinq Pond i~. S. El e vation = 33 6 .80 f t ***** 81.tmTar~,.,. of Pe ak Outfl ow and Peak Inflow = Peak Ou tfl o;.; = Peak El e vatior. 4 . 41 cf s 2 .47 cfs Peak Elevation = 33 7.43 ft ***** Surrrnary of Approxirrate Peak Storage ***** Initial Storage = Peak Storaqe From Storm = Total Storage in Pond = 0 cu-ft 1.903 cu-ft ------------------ L 903 c u -ft ** ... ** ---- ---____________ _...... 3.1 4.1 5.1 6.1 7.1 8.2 9.2 10.2 11.2 12 .2 13.3 14.3 15.3 16.3 17.3 18.4 19.4 20.4 21. 4 x * POND-2 Version: 5 .17 S/N: STORM # 5 Pond Fil e : a:\6-97Pnd \6-97 .P~m Inflow Hvdroaraoh: a:\6-97Pnd\100 IN .HYD Outflow Hvdrograpt: a:\6-97pnd\100 OUT .HYD Peak In fl ow = Peak Outflow = Peak Elevation = 0.0 0.5 1.0 l 4.41 cfs 2 .47 cfs 33 7.43 ft c: .L ..... 2 .0 2.5 3.0 3 .5 Re turn Fi:ca : 100 v e ar-3 EXECUTED : 07-09 -1 997 17:10 :10 Fl ow ( cfs I 4 .0 4 .5 5.0 5.5 -----------I -----I _____ : _____ , _____ , _____ , _____ , _____ , _____ , _____ -I I I I ' I I I I x * x * x * x * x * x * x * ,,.. * x * x * x * x * x * ,{\ -A· -x ·I< .rt. * -·!· " h * -x * x * -x * x * -x * x * -x * x * -x * x * _, x * I I x I * -x * x * -x * x * -x * x * -x * x * TIME (min) File: a:\6-97pnd\100 IN .HYD Qrnax = '") c: c:fs L. ..... File: a:\6-97Pnd\100 OUT .HYD Omax = A A cf s "T. "T Circular Channel Analysis & Design Solved with Mannina's Equation Open Channel -Uniform flow Worksheet Name: KAPSER OFFICE PARK Cmment: 1o_a• -12" RCP FRCM INLE'T l 'T'O IN LET 2 Solve For Actual Depth Given Input Data: Diamet er ......... . Slope ............ . Manning 's n ...... . Discharge ........ . Ccrnputed Results: Depth ............ . Velocity ......... . Flow Area ........ . Critical Depth ... . Critical Slope ... . Percent Full ..... . Full Capacity .... . g.1AX @.94D ....... . Froude Number .... . 1.00 ft 0.0090 ft/f t 0 .012 2.36 cf s 0.58 ft 4.95 fps 0.48 sf 0.66 ft 0.0063 ft/ft 58.4], % 3.66 cfs 3.94 cfs 1.26 (flow is Supercritical ) Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd* Waterbury , Ct 06708 EXHIBIT 11 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel -Uniform flow Worksheet Name: KAPSER OFFICE PARK Ccmnent: 148 ' -15" RCP FRCM J-1 TO J-2 Solve For Actual Depth Given Input Data: Diameter ......... . Slope ............ . Manning's n ...... . Discharge ........ . Canputed Results: Depth ............ . Velocity ......... . Flow Area ........ . Critical Depth ... . Critical Slope ... . Percent Full ..... . Full Capacity .... . ~ @.94D ....... . Froude Number .... . 1. 25 ft 0.0087 f t/ft 0.012 4. 73 cfs 0. 79 ft 5.80 fps 0.82 sf 0.88 ft 0.0064 ft/ft 63.10 % 6. 53 cfs 7.02 cfs 1.24 (flow is Supercritical) Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 EXHIB IT 12 Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd* Waterbury, Ct 06708 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel -Uniform flow Worksheet Name: KAPSER OFFICE PARK Cooment: 62' -15" RCP FROM J-2 TO INLET 1 Solve For Actual Depth Given Input Data: Diameter ......... . Slope ............ . Manning's n ...... . Discharge ........ . Canputed Results: Depth ............ . Velocity ......... . Flow Area ........ . Critical Depth ... . Critical Slope ... . Percent Full ..... . Full capacity .... . (MAX @. 94D ....... ·. Froude Number .... . 1. 25 ft 0.0077 ft/ft 0.012 4.73 cfs 0.82 ft 5.52 fps 0.86 sf 0.88 ft 0.0064 ft/ft 65.84 % 6.14 cfs 6.61 cfs 1.14 (flow is Supercritical ) Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods , Inc. * 37 Brookside Rd * Waterburv, Ct 06708 EXHIBIT 13 . ) R-2525 Series Small Catch Basin Frames and Grates Medium Duty Specify: l . Catalog number . Catalog Dimensions in inches No . A B c D E F G H R-2525-A 12 1 11 l2 1h 19 4 l l R-2525-C 15 3/; Hi 15 15 21 4 l/, 31, l R-2525-D 15 3/; 1~ 15 15 23 4 l/, l/, l R-2525-E · 18 1 1.7 19 25 4 1h l 1/s 11/• R-2525-F 20V2 S/s 18 21 30 5 l l R-2525-G 19 1h 11h 18 21 1h 29 5'h lj, 3/, R-2533 Catch Basin Frame, Grate Heavy Duty Total Weight 310 Pounds Also available with Type B or Type C grate . Furnished standard with ground bearing surface. Also available with machined or non-rocking bearing surfaces . Specify: l. Alternate grate type if required . 2. Ground, machin e d or non -rocking bearing surfaces . R-2535 Catch Basin Frame, Grate Medium Duty Total Weight 200 Pounds If required in 9" heigh t, see R-2533 above . I R-2535-A . Medium Duty I Same as R-2535 except frame is 4" high . Total Weight 185 Pounds R-2540 Catch Basin Frame, Grate Heavy Duty Furnished standard with grated lid. Also ovoiloble with solid lid if specified. If required in 7" height, see R-2077, page 77. Des c ri tion Dimensions Diameter of base 36 " Diameter of base opening 24 'h" Diameter of grate . . . . . . 22 1h" Height ~veroll . . . . . . . . 6 " Total weight : . . . . . . . . . 320 pounds 80 Wt. Lbs . 70 120 125 125 170 210 All castings asphalt-coated. EXHIBIT 14 -~ Ge/.eCTE.D Ft:?.R r#IS PR t:?v'E c:-r .' R-2525-£ .... t L ... -· ~ L.. [ --\ f '-- r-- 1 L ..... •• • SECTION 2 ~~~~~~~ CATAJ: .. OG NO . TYPE SQ. FT. OPEN CATALOG NO. TYPE SQ. R-25 03-E G l. 3 R-2580-B G R-2503-F G l. 3 R-2580-Bl c R-2504 G l. 3 R-2580 -C G R-2505 D 0.9 R-2580 -D G R-25 1 0 c l. 3 R-2580-El G R-2510-A c 1.1 R-2586-A E R-2525-A E 0~2 R-2586-B G R-2525-C G 0.4 R-2586-C E ~R r#IS R-2525-0 G 0.4 R-2586-0 G ... R-2525-E E 0.6 R,-2586-E G PR.~Ecr R-2525-F G 0.8 R-2586-F G R-2525-G G 0.8 R-2586-G G R-2533 A 1.1 R-2586-H E R-2535 c 1.1 R-2586-K G R-2540 0 1.1 R-2586-M G R-2545 K 0.4 R-2586-N G R-2546 K 0.4 R-2586-0 G R-2547 K 0.6 R-25 86 -P G R-2552 K 0.8 R-2586-Q G R-2552-A K 0.8 R-2588-A G R-2552-B K 0.8 R-2588-B G R-2565-A G 0.9 R-2588-C G R-2565-C G l. 2 R-25 95 0 R-2565 -E G l. 8 R-2600 K R-2565-F G 1.8 R-2650 G R-2565-G G l. 7 R-2668 c R-2565-H G .l. 2 R-2680 G R-2565-J G 1.8 R-2700 -A G R-2569 A 0 .6 R-2700-B G R-2570 G 0.8 R-2700-C G R-2571-A F 0.9 R-2700-0 G R-2571-B F 1.1 R-2571-C F 0.9 R-25 71-0 F 0.7 R-25 71-01 F l. 2 R-2571-D2 F l. 2 R-2571-03 F l. 2 R-2571-04 F l. 2 R-2571-E F 1.2 R-2572 F 1.3 R-2573 F l. 3 R-2574 B 0.9 R-2576 B 0.6 R-2577 B 1.0 R-2578 c 1.0 R-2579 B l. 3 R-2580-Al c 1.1 R-2580-A G l. 9 4 © 1981 Neenah Foundry Company DEVELOPMENT PERMIT PERMIT NO . 485 KAPSER OFFICE PARK FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Tract 2, Lot 22 , Block G, College Heights Addition OWNER: Ludwig Kapser Hohenlindner Str. 35 a 85622 Feldkirchen, Germany 011-49-89-903-1775 DRAINAGE BASIN: Burton Creek Basin TYPE OF DEVELOPMENT: SITE ADDRESS: 524 University Drive East This permit is valid for site clearing and rough grading only. 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 application for the above named project and all of the codes and ordinances 0 e c · of lie e .•• that apply. J_t> / ;;.o ltz Date ~ 7 &;A~ Co actor Date Date L 1111-411) S 48"20'46" E SWALE J( 1t~7;1J'-o .... 1 ACCOUNT NO . ~~~~~~~~~ 3993U8 RECEIVED OF r\n~-r~~~-L~.-------' 19 a I FOR~--;~~~::::::~:=~=~~~:1.......-.::t:'.1!.~..__~Al_~l:zrt;__ ______ -=:====== LSP-hap?P?: a:Q:\ce W:cc Df ff Ltt.Y 77834-0202 ~ ,~ -~~~:.::::.c::>..::==.=,;-,-~-~=-:.___:______.:::~· $"i· hp'&: ·µd;.y; 11 : ._Yf 4 -~L4t±J I> ••• October 14, 1997 -... -~. Figure XII Development Permit City of College Station, Texas \ Site Legal Description : ..5 .2 (, ~; v t'rS 1/}L Or Ive } r'ot/17'( .5 f4f/p~ ?} Site Owner: /., «Ltu ,·? Atfl'.SeC Address : ~ol e.,J1~& 35<t., f-~b?o- Telephone: r 6-c-r'~ Ar chitec t/ En g inee r : W c.. f; /lrc/;. Con tractor: C!ht;#el/ fo,.,.>frve/Ow Date Application Filed : (Opoh7 Address : :7.. /.tJ;). dJ r-otJ hi CJ(!}r tf'-1 I()~ Telepho ne No: 7 Zf ~ b 3 ;:;?3 Addres s : £ t> , IJ' Y Goi /Jr e11 A~,, 15< Telephone No : hor-~ 3~ -78.2 3 Appl ication is hereby made for the following development specific waterway alterations : Appl ication Fee Signed Certifications Drainage and erosion control plan, with supporting Drainage Report two (2) copies each . Site and Construction Plans, with supporting Drainage Report two (2) copies each. Other: ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~- AC KNOWLEDGMENTS : I, (j?«/' ,f/ nflej c ~q rS , d esig n ~;1 e 1 )Jt?reby acknowledge or affirm that : Th e information and conclusions contain ed in the above plans and supporting documents comply with the current require ments of the City of College Station, Texas City Code, Chapter 13 and its asso ciated Prainage Po licy and Design St andards . As a condition of approval of this permit application, I agree to construct the imp ;ovements proposed in this application according to these documents and the requirements of Chapter 13 of the College Station City Code. ~ ~ Property Owner(s) Cont tor Figure XH Continued CERTCFICA TCONS : (for proposed alterations within designated flood hazard areas.) A. I, certify that any nonresidential structure on or proposed to be on this site as part of this application is designated to prevent damage to the structure or its contents as a result of flooding from the 100 year stonn . Engineer Date B . l, certify that the finished floor elevation of the lowest floor, including any basement, of any residential structure, proposed as part of this application is at or above the base flood elevation established in the latest Federal Insurance Administration Flood Hazard Study and maps, as amended . Engineer Date C I, certify that the alterations or development covered by this permit shall not diminish the flood-carrying capacity of the waterway adjoining or crossing this permitted site and that such alterations or development are consistent with requirements of the City of College Station City Code, Chapter 13 concerning encroachments of flood ways and of floodway fringes . Engineer Date I, do certify that the proposed alterations do not raise the level _) of the 100 year flood above elevation established in the latest Federal Insurance Administration Flood Hazard Study. Engineer Date Conditions or comments as part of approval : ------------------- In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to in~ure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . -· [ hereby grant this permit for development. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply . 0612019i 14:58 '5'409 764 3496 DEVELOPMENT SV CS ~001 EASEMENT INFORMATION SHEET (Ta be Nt~d in and subm/11111 wn11 COll$rt'llction µUm$ •nd specilfcalions for pre5m!nary rc via w) REOUES1I~ ~y, p;;;;UE/k";,d;RTMENTINFORMATION .. : . ' El<T~ii J7 0 ·,:-_ ·: ·:·~·'-.--: ,: .:.=.----. "" · :.' _. . " ... (city ~iP.a~nt arid Namt '?,f P.~i'SO!" to CP~Rnt:~~~~:.: N~_--:_~_0.~~---,~'-~.:~~~-~~~~~[~:l:'f:r _ ----. ------ -~~:-~8Y~!:~o;:· -.·: :.:(F::~rd .. d~g ;;;,~;~,,~~P~;~i~: ~t~.) ... :···· . : ::·~: . . -'.~'-~~:~:hr'.:' :rYPE Ot=.EAS_EMENT: <·;::;,::;,~\}:;:.,. ¥:·~~~:~;;,:1,~~t'u1 :nti•S ··~.· Gf !~~~i~i;~ ". :. __ . _. PJ,lblic utilities .: ... : •. = .... ;:,~1d~V11t1WFire Hydrant ;· · ., · i........:,Terriporary-81anket Electric Lines (pnor lo budding permit) ·· --~~ ; ·· ..... · "'''::~;:~7~:~~:'-:;::;_· . . SP~CIAL !NS\RUCT!ONS: -------------- .... ·REVIEW AND APPROVAL REQUIRED/GIVEN BY THE FOLLOWING DEPARTMENTS::; · ._.,,_: __ ~;:.:::·. ·Approval ReQuired By: ___ EleClric __ WaterNVW __ City Engineer Approval Given By: _._.Electric -. (p/ea:<e initis;~ __ . WaterfWW -· __ City Engineer .-;-aee1 !SANT IN~~R~~j1&~ PROPERrf OWNCR(S): {Names 1t1ust IJe rucUy as they appear on the dee ADDRESS: NEPT"UNE APor,tlr!i'KE PHONE NUMBER: WAt.iJ77ZU.tJER/NGE.t:!57R. 67 1U!!2,7 MVNC/-IEA/ -GERMAN y , ALL LENDERS : _________________ _ (N.1me s ~n o Address'!~) C'Jll-49-f!Cf-4~..3-4-81.5 :::-..... •---:-· IF OWNER IS A CORPORATION. PARTNERSHIP, OR JOINT VENTURE:: 1. Steil~ of lncorporat io ntRegistrntioo 2. Partners' Names (i f applicable) __ ... ---------·----------------- 3. Person AUthorizM to Sign---------...,,-,---~,......--------- (N;,111., ;;r.d nu~) .. _ '>: ·:'~E~~-L·D_EP~~TMENT~ B_E PROVID.ED .WJTH'-THE :FOll~~!~;;;~:~~;i;~~\:;;~:~·J :.:':: . .' :~;:.''.·.'. ·:.:: .: 1 ,~ · F.or 1.h'\pfalte~d ' pfof.>.eny :-~ s_ign~d~ sealed Md ::dated ~netP.s and · bo~ffrct-~TCl~~Q"dP.W~.hi.~i-i'.cf;'a· \ti lag ram oft.he' prop!;!cty '.shoWing :the :location :of the . ea 'rcmcnt .. .:': :, . ;.;.. . .;,,_ . ~~:::;::;:~.:d:E!:::;::;~~!l.;::::~;;;;i1•:;;;;,, i4*:fi::. 2:.·;:f fo.r~pl.atte:q~p~!JP~.~Y.~ a·\o PY'. of :ine plat :;tlOV.-i('IQ ·the ' ic'it.~'btq9k\·~~-~~j~j~(cifiii~IY.d,Kif.~rii}~&: . ~nrormationr ~==~::;,: .. :·~:!~:-::: ... :. · .. : ..... :··.A~ .. ·~' .. ~·~:·.: 1· .. : .:::: ::t:·:· . . · · ....... ~.~~~;/ ;::;:;;~~.~;:pw.;~~~'.::±1:~~~~-:fu:?:., -~;i[!;riri?fi:·:3 ;.:~rot~~~g~~l:~~~-em .~.o,~~·c~.crpv· or a .rece 11(\f i:·ed .. or 'tit1 e "~omm.iin.i~Rrfs~~~n9lifh~[~-~Tu~~: 10.f.'the -·granto('Slowne.rs~:and ·a :des«;:fiptipn --of.:the · propcrty:r.~·;The Legar:oepai:tm.!!:oEiS.'"°'reqliii'eo '.to.:<>.btaio . ~ittfer·a title rep1Jft:_oqi,tre :·eqmmlt~ent ·on -~u other eas'em~nts~:.,_;_ ·. ·::· :::~:·:·~·-~:sr~:=::~hhl;._;-;-;-;:;;.~':~';;i:~ 7;,'?:~r-7.-·: 4 :"~;.CIJrP;Qr:;ile ~:-P({>a·rtner-Shf p~·own·e-r$·:m ust :r umish /'a .· copy'::of ;;3·s-c0rpqr_~l¢~f~·saluti.b"O:~~~i".!I:ithe_r ;p~oof of autho.ritr.ila 'sigrf·on·~behalf:Of lhe •corporatlon;-partn~rship: orjcii_nt 'v,en(u_r~ff.§?.:~~·;:._,;~'iF~~:qli~£~1:.~;:;-. : · · .. · · -.s .. -Nsme'i':''atldress · 'and ' pho.ne number of person ·'who is to-•recei•/.e.~ffie:t"~aseme~t:!ll)9 '~bc ;responsible . for getting it exscute(j .,. -· · · · : · ·-. · .·. -... · ... --;;.~r-~~~i ,;.~•'-~:;~:.;:;,::.;.;;;;r.; ' . .. ".··: ~· : :.. . .. . . . . .. . . .. . ... . : .;·.: .. :;;:·:~~.::::..~ .:.. . .:..~ ......... _...~; .. .:.,..;;;~ . .;.~·.~~·>: '._~ .. --o-- js/::/li"nr.<ltnln .~(.<; 1on1/?G .:: i ;.·c~: .. .; . .,.. . . .·. o. '. • ., • •• • • • •• ·.~ ~... • • .: '--f.·:::!!::.:!.:it•:,,::;:.,;;;~ ... ~~. ··; .' ..... ..,.. · ..... ,,. ·· Any land acquisition resulting from Capital Improvement Projects requires a meeting between t/1e City Attorney and the Project Manager. - ~--~--~-------------------------~-------------------------------------------------------------------------- "'2:--- ---------------~ GALINDO ENGINEERS Af.ln PLANNERS 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 PUE# 1 15'-ft WIDE WATER LINE EASEMENT PART OF TRACT No. 2 REPLAT OF PART OF BLOCK G, COLLEGE HEIGHTS ADDITION & PART OF LOT 22, D. A. SMITH SUBDIVISION V. 843, P. 451 OFFICIAL RECORDS BRAZOS COUNTY, TEXAS 6-9701 Being a 15-ft wide strip of land lying and being a part of Tract No. 2, Replat of Part of Block G, College Heights Addition & Part of Lot 22, D. A. Smith Subdivision, an addition to the City of college Station, Texas, recorded in Volume 843, Page 451, Official Records, Brazos County, Texas, and being more particularly described as follows: Commencing at a 1/2" iron rod found marking the northernmost corner of Tract 2, of the referenced Replat ; said rod also being located on the southeasterly right of way line of University Drive (F. M. 60 Road); · THENCE S 41 °29'14" W, along said right of way line for a distance of 66.01' to a 1/2" iron rod found; THENCE S 27°27'14" W, continuing along said right of way line, for a distance of 22.53' to the POINT OF BEGINNING; THENCE S 48°08'50" E, through said Tract No. 2, for a distance of 250.28'; THENCE S 41°51 '10" W, through said Tract No. 2, for a distance of 15.00'; --. - THENCE N 48°08'50" W, through said Tract No. 2, for a distance of 246.43' to the southeasterly right of way line of University Drive; THENCE N 27°27'14" E, along said southeasterly right of way line, for a distance of 15.49 ' to the POINT OF BEGINNING containing 3,725 sq. ft. of land more or less. Christian A. Galindo, P.E. # 53425, R.P.LS. # 4473 July 31, 1997 Note: Bearings are based on the Texas Plane Coordinate System. Benchmark is City of College Station Monument No. 122. · ..... GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 PUE#2 15'-ft WIDE WATER LINE EASEMENT _ UNDERGROUND AND SURFACE ONLY PART OF TRACT No. 2 REPLAT OF PART OF BLOCK G, COLLEGE HEIGHTS ADDITION & PART OF LOT 22, D. A. SMITH SUBDIVISION V. 843, P. 451 OFFICIAL RECORDS BRAZOS COUNTY, TEXAS 6-9702 Being a 15-ft wide strip of land lying and being a part of Tract No. 2 , Replat of Part of Block G, College Heights Addition & Part of Lot 22 , D. A. Smith Subdivision, an addition to the City of college Station , Texas, recorded in Volume 843, Page 451, Official Records , Brazos County, Texas, its center line being more particularly described as follows : Commencing at a 1/2" iron rod found marking the northernmost corner of Tract 2, of the referenced Replat, said rod also being located on the southeasterly right of way line of University Dr ive (F. M. 60 Road); THENCE S 41°29 '14" W, along said right of way line for a distance of 66.01 ' to a 1/2" iron rod found; THENCE S 27°27'14" W, continuing along said right of way li ne , for a distance of 22 .53 "; THENCE S 48°08'50" E, through said Tract No. 2 , for a distance of 250 .28 ' to the POINT OF BEGINNING; THENCE S 48°08'50" 'E, through said Tract No . 2, for a distance of 56.00 '; THENCE S 41°51 '1 o• W, through said Tract No. 2 , for a distance of 15 .00 '; THENCE N 48°08'50" W, through said Tract No. 2 , for a distance of 56 .00 '; - THENCE N 41°51'10" E, through said Tract No. 2, for a distance of 15.00' to the POINT -OF BEGINNING containing 840 sq. ft . of land more or less . n 0 1 P.E. # 53425, R.P.LS. # 4473 July 31, 1997 Note: Bearings are based on the Texas Plane Coordinate System . Benchmark is City of College Station Monument No . 122. -· .... :.,. GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 PUE# 3 15'-ft WIDE WATER LINE EASEMENT PART OF TRACT No. 2 REPLAT OF PART OF BLOCK G, COLLEGE HEIGHTS ADDITION & PART OF LOT 22, D. A. SMITH SUBDIVISION V. 843, P. 451 OFFICIAL RECORDS BRAZOS COUNTY, TEXAS 6-9703 . Being a 15-ft wide strip of land lying and being a part of Tract No. 2, Replat of Part of Block G, College Heights Addition & Part of Lot 22, D. A. Smith Subdivision, an addition to the City of college Station, Texas, recorded in Volume 843, Page 451, Official Records, Brazos County, Texas, its center line being more particularly described as follows: Commencing at a 1/2" iron rod found marking the northernmost corner of Tract 2, of the referenced Replat, said rod also being located on the southeasterly right of way line of University Drive (F. M. 60 Road); THENCE S 41"29'14" W, along said right of way line for a distance of 66.01' to a 1/2" iron rod faun~; THENCE S 27"27'14" W, continuing along said right of way line, for a distance of 22.53"; THENCE S 48°08'50" E, through said Tract No. 2, for a distance of 306.28' to the POINT OF BEGINNING; THENCE S 48°08'50" E, through said Tract No. 2, for a distance of 13.33' to the northwesterly boundary of an existing 15' public utility easement shown on the referenced replat; ·· THENCE S 48°07'22" W, along said northwesterly boundary, for a distance of 15.09'; THENCE N 48°08'50" W, through said Tract No. 2, for a distance of 11.68'; THENCE N 41°51'10" E, through said Tract No. 2, for a distance of 15.00' to the POINT .OF BEGINNING containing 188 sq. ft. of land more or less. ~ ChrisUan ~2.E. # 53425, R.P.LS. # 4473 July 31, 1997 Note: Bearings are based on the Texas Plane Coordinate System. Benchmark is City of College Station Monument No. 122. Memorandum DATE: July 7, 1997 FROM: Jeff Koska PaulKaspar ~~ Audio Video Phase II TO: RE: CC: Jeff, Please find enclosed the information that was sent to me concerning defining an easement for existing utilities on the property directly behind Audio Video. They are preparing for phase II of the development and are finally getting around to defining the easement. I am sending this to you because they are asking for a portion of the easement to be surface and underground only. They wish to leave the air space above the easement open so they can build a connection between the two buildings. (See attached renderings and site plan.) I'm not sure how to handle this . I assume you will need vertical clearance to access the easement, but I don't know how much. I think we should stipulate that a certain minimum clearance must be maintained at all times. I'm looking for some input from utilities. Legal has spoken to the developer and they are comfortable about it as long as engineering is comfortable. We are comfortable if you are comfortable. Let me know, Thanks. Give me a call we can discuss it. Paul extension 3756 ( v~ (,;~~ 1~/~ /'f}.,-1Y.' /h/)11~ ld-cvlk~~e. kNWlt~1~ GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 MEMORANDUM FROM : Christian A . Galindo, P.E. TO : Steve Homeyer SUBJECT : PUE in Tract No . 2 , Replat of Part of Block G, College Heights Addition & Part of Lot 22 , D. A. Smith Subdivision DATE: June 23, 1997 COPIES: Ludwig Kasper Bill Scarmardo Enclosed please find the EASEMENT INFORMATION SHEET for the referenced location. It appears that the blanket easement filed at the t i me the Audio Video project was implemented was not replaced with a defined easement. Now that the expansion of the so-called Audio Video project is about to take place, It is the Owner's desire to grant a defined easement broken down in three parts as shown in the attachments . PUE # 1 and PUE # 3 are to be regular public utility easements while PUE # 2 is to be a utility easement only for underground and surface utilities leaving uncompromised the air space above it. This will enable the construction of the canopy connecting both wings of the new build ing structure. Please see the attached architect's rendition . '0'-10 9 i 6 .l 3 .196 DHEL O P~IE :\T sn :s ~ 0 0 1 EASEMENT INl-ORMATION SHEET (To b~ fi ll ed in ~n d s v /:l m ilted with co n s!f'Jc~'on p!;in:s and s p ecification s for p r elimi'r.ary r'view) REQUESTING DEPARTMENT INFORMATION . R~O,U.E:~T,Eb BY : __ S;__t::...e;:..v..;..· .;;;.e_..;..H_o_m_· e ..... y._e_r __ .,....--..,.....--.,...------,,-. .,.,..,.. :..,-,,.,.::: .. : ..• 1:g>sr,·Z.~:.~'~.~ 5..7:.? .··:'' ·(C ity Department a nd ~Jame or P@rson tc C~~tact) ·: ·: ;.· ........ · .. :. :·;:~: ..... . ACCOUNT NO '. _..,,......_....,...-....-.....--.....-..--.,.....,..- <For ordering title mr!{, ::ippr.;i!'."!!1>, etc .) TYPE OF 'EASEMENT:· ,••,•,•······ .. .. : ... :•,, .... '•'•'•'••'••'• ·: .. '••'"• •'•. ,., ····!·•:·· .. ''•. :: · Public utilities ... Electric line ... . .. x Watbr u-n6 :· · .' x Sprinkler Vault/Fire Hydrant =Sanitary Sewer Line : . : ·. · = Ora1riag·e:. , ... '• :., :· ·:.'. :,._· _ .. Tempora 1-y Blanket Elec!J'ic Li nes _Temporary 131anket' Utilit ies ·'' : ~Access .::':.:· • : · ,••,' .. (prior to bu11dirig pem1itj ' · ... : · . .'-: <:.' : .•:: · SPECIAL INSTRUCTIONS: --------------------'"~"""'·'"""· """"'" "-""""....;..;..,..__.;,;.....;.. Ri::V iEWAND APPROVAL REQUIRED/GIVEN BY THE FOLLOWING DEPARTMENTS:' .. : .. . Appro v al Requ i red By: Electric W~terNVW ==:=City Eng i neer Appro v al G iven By: __ Electric • (pll:!l:!sl:! inili•i) __ WaterNvvv · __ City Engineer APPLICA NT INFO.RMATION PROPERTY OWNt;R(S): Ludwig Kapser ADDRESs .H©henlinaer Str:35a 85622 Feldkirchen, Germany PHONE NUMSER:Ol 1-49-89-903-1775 8J.J. LENDERS ; Not Applicable 1r: OWNER IS A CORPORATION, PARTNERSHIP , OR JOINT VENTURE : 1. Stat€ of Incorporation/Registration Not Applicable 2 . Partners' Nsmes (if appl icable) _N_o_t __ A_P_P_l_1_· _c_a_b_l_e ____________ _ 3. Pers on Authorized to Sign _w_i_1_1_i_a_m __ c_._s_c_a_r,...m_a_r_d_o_,.........,A_r_A ________ _ (Name <1'10 Titl e) : : .. > "" LEGAL DEPARTMENT MUST 'BE PROVIDED. WITH"THE FOL.LOWING~·:::::;:.'. . . . . . . , ... ·•.:. ;,:J, For unplatted prop~rty, a signed; scaled ai:ici ·da~ed ·metc's a~d bounds .id'.~~8riidtiori :~nd a diagram· of'tlH~ property showing the location of the easement..;·,;·:., · .:< .·.· .. · •' .· ·· .. :· . :,. ;'•:•;'1"-•f:;'L:'t.::::•::::•:;· ::.: . .::.' ... :•,·•: .. • .. :.::: ::.:;:,:::<2>.'.for·platle.d ·property. a copy of the ::plat· Sh Owing ·the · Jot>.;b)p~k .. ,subdiv,i~IO.!faii '~~·::r,~Cl)i'ding • in,fqrnt~tion;' ;:·: : : . : . · : .... '"::; .. ;:::' • .. : · · " · · .::;; . · · ·, · ·· ":. ·:, ·: , '<<·:':::;.;.: • •::: ';: ::::·::.: .. :,:n !:::i:!:::+<:~.'.t:::'•". :.,:. :•;;,;;~<,:>3 >+ For blankct¢a$.cmc•nts, ·a copy. Qf a ,r:Cc.ent •dccd .. :pr titlc.:;¢0Jntnitmcnt :::sn9Witii'.fJb.tf.i'(~l1'.les . .Of the : granters/owners · and a 'qescription · of :the property.:·: The · Legal :De~far:tmeht Js>f¢q'Ujr~dJo .. :0,btai.n' 'either 'a title report or title 'corrlmittnent on allolher easements· ··" · · " · ·"·'''""" '· " ,.,., .,,,, '·' ·""'"-'"''"'>,.,.,,,,.,.,,.,, ........ · ",. ' . >.:.{\::4; i ·corporate . of'partnership owners ·m ust ·:turn is h .,:~;::¢~p ·y ::.ot·;~•::t6r¢~t~t~1}!t~$~6'1Lltig:;i'•:•·6~·::·6th :~;: :proof ofauthority to ·sign on behalf of the corporation /partnership;· .orjoirit venture ·:•''"''''.t:)+••::'t'::•::•:.:·:r:::::·:•::•." :.,: ;.;,: ·: ·. : .. :. •S .. Name ; address :and pMne number · of. p~rson who ·is tO::rec~iv~ •th(ia·s.em ·enc:and ·be' responsible f9r getting it executed . .'. . . . . ... . . :· ·: : ;:1.:~~:~?1~,:;.~.;:~l::~~:~~~:.::.::.::·· .. j;/i;:.'f1,1111 1!>f i1 \fo.du ie l Or.?\/96 Any land acq;1isition resulting from Capital ,,:nprovement' Projec"t.S'... . .. requires a meeting between the City Attomey and the Project Manager. ,,, ·-- f f t) '! It!" _r ~ '..f) ' ~ ,, i;j " f j • " l• c_ .. .. ~ . ., ... " --> ., -.. . fl •! . 1 l 1 ~ ' • ~ J u 0 w (J.11 >I ..:1 ..... ,, I (I , 111 ) • 1 ~ l ( I 1- ( I tiJ -. (_) a:_ i'_ ( ~ r c 1 r ,. 11'· I ,; I~ I~ .. ... l ll! . > -( . ( • l l (Jl -" •o I) J , '-. -y _I n ' ~ ,, <II .. VI I ,- J ri -{i Ill 1;: '""\ ~~ ~u I ,:m ... J ' -1 -;C (, _ ... .0 ( J /: ·r c J (l ~ rL (.f) t ~1 i I I I J I I I f I I I I ! l 1 I l I i (/] ,,. () I .. I I I I I . I I r j I/) I-·-I< ' -' • <( <\ l ll ') ,., / I) t..I u: 1 I )-- •II L ) I I ,, -) ( u: 0 ( ; { 0 •• •• u .. ~... " .. I I) -L'> 4l l ........ lJ °"• ( I . ~> ~ .... ;.• ,-, ~: ..(L ..... '" .... L. Ii • .n r, "• ~~ f J -{.) _.,... l ll n ill .; ( -• ,. •• f' <l. )·· ' a • 1 I hi .h l . '} ; 'I ' L ~u fO l -. --. / l .. u ) l I" ltJ I {I' ~ :."' .} ' 1 • u l .l / t_u h (\ : L. I ~J <i 1 (. I J "2· t I ' . C"L !~ :t m ,_ ! ( 1.t z ( . l ff ,, 4 (1 I 0 (· I ..-.: ll n. CV I ! ; > t .. I lY I <{. l 0 I a .. I .:-r t ! •• ,, <{ I :IJ 0 " I .... , I 0 l . ' { Q I A ~ .c d I ;t I jl 1-; 011 G') .._ ) '1• ~,f w <! 2 ":J .._') ( . U1 t I. -L IY 0. . -.... n ~ ( 4: ( • ...J ' ,. ... J.._ , I> -f-.... c. r\- 01 t ' f II) "' '" o!l .. ·e I "' (""_ d o ' •.J ~- ,; -... + ', ~ ~· • (1 pP -n .. - " GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 PUE# 1 10'-ft WIDE WATER LINE EASEMENT PART OF TRACT No. 2 REPLAT OF PART OF BLOCK G, COLLEGE HEIGHTS ADDITION & PART OF LOT 22, D. A. SMITH SUBDIVISION V. 843, P. 451 OFFICIAL RECORDS BRAZOS COUNTY, TEXAS 6-9701 Being a 10-ft wide strip of land lying and being a part of Tract No . 2 , Replat of Part of Block G, College Heights Addition & Part of Lot 22, D. A. Smith Subdivision , an addition to the City of college Station , Texas, recorded in Volume 843, Page 451, Official Records , Brazos County, Texas , its center line being more particularly described as follows: Commencing at a 1/2" iron rod found marking the northernmost corner of Tract 2 , of the referenced Replat , said rod also being located on the southeasterly right of way line of University Drive (F. M. 60 Road); THENCE S 41°29'14" W, along said right of way line for a distance of 66 .01' to a 1 /2" iron rod found; THENCE S 27°27 '14" W, continuing along said right of way line, for a distance of 96.64' to the POINT OF BEGINNING OF THIS EASEMENT; THENCE S 48°09 ' E, through said Tract No. 2, for a distance of 249' to the END OF THIS EASEMENT . Christian A. Galindo, P.E. # 53425, R.P.L.S. # 4473 June 23, 1997 Note: Bearings are based on the Texas Plane Coordinate System. Benchmark is City of College Station Monument No. 122. GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 PUE# 2 10'-ft WIDE WATER LINE EASEMENT UNDERGROUND AND SURFACE ONLY PART OF TRACT No. 2 REPLAT OF PART OF BLOCK G, COLLEGE HEIGHTS ADDITION & PART OF LOT 22, D. A. SMITH SUBDIVISION V. 843, P. 451 OFFICIAL RECORDS BRAZOS COUNTY, TEXAS 6 -9702 Being a 10-ft wide strip of land lying and being a part of Tract No . 2 , Replat of Par t of Block G, College Heights Add ition & Part of Lot 22, D. A. Smith Subdivision , ·an addition to the City of college Station , Texas , recorded in Volume 843 , Page 451 , Official Records , Brazos County , Texas , its center line being more particularly described as follows: Commencing at a 1/2" iron rod found marking the northernmost corner of Tract 2 , of the refe renced Replat , said rod also being located on the southeasterly right of way line of Univers ity Drive (F . M. 60 Road); THENCE S 41 °29 '14" W, along said right of way line for a d istance of 66.01 ' to a 1 /2" iron rod found ; THENCE S 27°27'14" W, continuing along said right of way line , for a distance of 96.64'; THENCE S 48°09' E, through said Tract No . 2, for a distance of 249' to the POINT OF BEGINNING OF BEGINNING OF THIS EASEMENT; THENCE S 48°12' W, continuing through said Tract No . 2 , for a distance of 56' to the END OF THIS EASEMENT. Christian A. Galindo, P.E. # 53425, R.P.LS. # 4473 June 23 , 1997 Note: Bearings are based on the Texas Plane Coordinate System . Benchmark is City of College Station Monument No . 122. ~''''"''''' --""~ t O F r 'lo t -~ ~~ .............. ~~ .,,, -r-,•' •• •• A/.n ii~ """ -_, •• • u · .,.. -.· ·. * rJ. -• • 7. $ / ·.':.* l '9••11eo•eoee••••eeeeeeeeeeeeeeeee: •••••• 1: icHR!STIAN A. GALINool ~······················ .. ······················-#! ...... . 2 • , ~-0\ 534 5 /Q:-1' 'I -'P ··.1J <:> • • • '<; , ~ o ··.fo ·src"-~··· '<;.: 'IA <:' ., I ~ •' '~ - ""' \,_; ....... , •• •••••• (:,.' Cl9' II®~ .... <NAL t~ -~-~~~'\ ... ~~ ti',\:' ........ ~ ... ~ .... :; ·. :_ .... GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 PUE# 3 10'-ft WIDE WATER LINE EASEMENT PART OF TRACT No. 2 REPLAT OF PART OF BLOCK G, COLLEGE HEIGHTS ADDITION & PART OF LOT 22, D. A. SMITH SUBDIVISION V. 843, P. 451 OFFICIAL RECORDS BRAZOS COUNTY, TEXAS 6-9703 Being a 10-ft wide strip of land lying and being a part of Tract No. 2 , Replat of Part of Block G, College Heights Addition & Part of Lot 22, D. A. Smith Subdivision , an addition to the City of college Station , Texas, recorded in Volume 843, Page 451, Official Records , Brazos County, Texas , its center line being more particularly described as follows: Commencing at a 1/2" iron rod found marking the northernmost corner of Tract 2 , of the referenced Replat , said rod also being located on the southeasterly right of way line of University Drive (F. M. 60 Road); THENCE S 41°29'14" W, along said right of way line for a distance of 66.01' to a 1/2" iron rod found ; THENCE S 27°27'14" W, continuing along said right of way line, for a distance of 96 .64 '; THENCE S 48°09' E, through said Tract No. 2, for a distance of 305 ' to the POINT OF BEGINNING OF BEGINNING OF THIS EASEMENT; THENCE S 48°12' W, continuing through said Tract No. 2 ,. for a distance of 12.8' to the END OF THIS EASEMENT. Christian A. Galindo, P.E. # 53425, R.P.LS. # 4473 June 23 , 1997 Note: Bearings are based on the Texas Plane Coordinate System. Benchmark is City of College Station Monument No. 122. ...,,,,,,\\\\\\\ ~-.... ~ 0 F r ''Qt : ,( \',.. ~ .......... ~ J, f •~ -. 'r .. ... °'1.A v.~ 1J1P r--. ••• ••• -7.n '°' _..J .• •. v· 'A """ •' . •. J.. V.t :; •• .. ..,. e'~ ~*:" ':.*/; (J;l!•••••o•••••••••••••••••••••••-.••:••o •••~ ~CHRISTIA N A. GALINDO~ ~ , ~•••••••H•••••••••o••• .. •••••••••••••••••••oo••~ . .J ·~ ""' ~. 5 3 4 2 5 l t:J-:.J vb'. "P. ••• 1> ~ •• <;;,· f(J t11, o.A' ····.~G/ST'C..~~···· .:;:,, .zf 1 <:C'ss ........... _,c,' = G@~ 'ONAL t3~ """_..., ,- '"''"'~'" ":'··