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HomeMy WebLinkAbout12 Development Permit 245 Springbrook Cypress Meadow Ph.2fr66 J ~c 3N!7.f' )f 00CJg[)Jv7(:f dS' ~O.:i (03SI/L3~) . . ~ .A 01'115'\ 39 V,tv'l~CJ'O l ·V!v'f_f . S!N HlCION -/766 I '8Z 3Nfl!' II .A10{[V:ffJV SS:ffYd.A:J .A1. 0770H N:ff {[{[/H 3"AOCIO)[V0 .A1 O{[V:ffJV S'S':ffCI d.A:J XOOCIB"ONJC!dS C/O~ N ( OJSI"13CJ) 0t AOf71S 3CJVNIVC:/O 7VN}) r CERTIFICATION I, Michael R. McClure, Registered Professional Engineer No. 32740, State of Texas, certify that this report for the drainage design of the SPRINGBROOK area, was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof. TABLE OF CONTENTS DESCRIPTION CERTIFICATION INTRODUCTION GENERAL LOCATION AND DESCRIPTION PRIMARY DRAINAGE BASIN DESCRIPTION SECONDARY DRAINAGE BASIN DESCRIPTION DRAINAGE CONCEPT FOR SUBDIVISION DRAINAGE DESIGN CRITERIA CONCLUSION EXHIBIT DESCRIPTION 100-YEAR FLOOD HAZARD AREA FLOOD INSURANCE RATE MAP REFERENCE INLET PIPE COMPUTATIONS RUNOFF COMPUTATIONS INLET COMPUTATIONS PIPE SIZE COMPUTATIONS OPEN CHANNEL COMPUTATIONS HECl -DATA OVERALL SUMMARY OVERALL DRAINAGE AREA MAP HYDROGRAPHS AT STUDY PT. 11 E 11 (S.H . 6) HEC 1 COMPUTER INPUT/OUTPUT HEC2 COMPUTER INPUT/OUTPUT (INCLUDES STRUCTURE AT LONGMIRE FLOOD PROFILES PAGE NO. 1 1 2 3 4 5 7 II A II llB II 11 C-l 11 11 C-2" 11 C-3 II 11 C-4 II 11 D-l 11 11 D-2 II "D-4" 11 D-5" 11 E-1" 11 E-2" FINAL DRAINAGE ANALYSIS SPRINGBROOK SUBDIVISION OAKGROVE, HIDDEN HOLLOW AND CYPRESS MEADOW AREAS INTRODUCTION: This drainage report documents the design parameters for the SPRINGBROOK SUBDIVISION, including the previously developed areas. All calculations from the earlier reports have been updated where necessary and reprinted in this report to provide a current documentation of the currently developing areas. GENERAL LOCATION AND DESCRIPTION: The subject eighty-six (86) acre site is located in the southern portion of College Station. Barron Road extends along the southeast property line and the west frontage road of State Highway 6 forms the northeastern edge. Originally, there were no existing streets within the site, although the improvements with CYPRESS MEADOW (PHASE ONE), and OAKGROVE are complete as of this date. The south fork of Lick Creek flows through the site, entering the property on its western corner and meandering across the property to the eastern corner where it crosses State Highway 6 in a triple lOxlO-foot box culvert. All property immediately adjacent to the site is currently undeveloped, but Shenandoah Phase I is approximately 1,000 feet to the south, although not in this drainage area. The eighty-six (86) acre site is gently rolling with average slopes of 2%. The areas nearest the South Fork of Lick Creek are wooded, with sparse growth farther away from the main channel. The most southern portion of the site is covered with very small secondary growth of oaks and elms. Offsite drainage flows onto the site in existing unimproved natural waterways, which carry the water to the South Fork of Lick Creek. The site will be developed as single-family home sites. PRIMARY DRAINAGE BASIN DESCRIPTION: The South Fork of Lick Creek, which flows through the site, is part of the primary drainage basin as outlined in the City of College Station Stormwater Management Plan. Furthermore, a portion of the site is designated as Zone "A" on the FEMA Flood Insurance Rate Maps for Brazos County and Incorporated Areas, Map No. 48041C0205 C , effective July 2, 1992, (see Exhibit "B"). Lick Creek is unimproved through this site. The Stormwater Management Plan identifies existing base flood elevations for the entire length of the site. This report compares the results of the said Stormwater Management Plan with our own more conservative modeling. In this report, our study is simply entitled the "SPRINGBROOK STUDY". See Exhibit "A" for a schematic presentation of the reported data. This development will not effect the flood carrying capacity of the Creek. -2- SECONDARY DRAINAGE BASIN DESCRIPTION: Exhibit A shows the Drainage Area Map. Sheet flows crossing the site will be intercepted in the proposed streets and conveyed to storm drainage inlets. Exhibit "C-1" shows the computation of flows. From the inlets the storm drain system will convey the flows to the South Fork of Lick Creek. Exhibits "C-2" & "C-3" show the computation of inlet and pipe capacities. Water crossing Barron Road near the existing Dove Trail through an existing corrugated metal pipe culvert will be routed through a 27" RCP in SPRINGBROOK -OAKGROVE to the South Fork of Lick Creek. This pipe has the capacity to convey the 25-year peak discharge under pressure flow conditions, and higher storm events will pass within the Dove Trail right-of-way into the South Fork of Lick Creek drainageway. A pipe culvert has been constructed in the north ditch line of the Barron Road right-of-way to convey the existing storm flows along the roadway. Existing open ditches along Barron Road have been reshaped to convey the collected flows to the designated outfall points. With the addition of SPRINGBROOK -CYPRESS MEADOW, PHASE II, offsite water from the northwest will sheet flow into a concrete flume designed along the SPRINGBROOK property line. The flows intercepted in the flume will be conveyed to the creek and to a storm drain system (see Exhibits "A" and "C-4"). The inlets and storm drain pipes are designed to convey the 10 year flows for the existing conditions offsite and the proposed improvements onsi te. The 100 year storm event will be -3- contained within the proposed rights-of-way and easements. This condition will require that development upstream must detain enough stormwater that the developed peak flow is equal to or less than the existing peak flow, at a time of concentration equal to or greater than the existing time of concentration. The extension of Longmire Drive across the South Fork of Lick Creek requires a triple 10' x 8' reinforced concrete box culvert. The location of this culvert on the meandering channel requires grading of a new channel which improves the hydraulic efficiency. Based on our HEC-2 calculations, this culvert will not effect the flood profile of the creek. This culvert is designed within the City of College Station guide lines requiring 1 foot of freeboard during the 25 year ultimate design storm. This storm is simulated using a lag time equal to one half of the existing time of concentration and a curve number equal to the undeveloped curve number. DRAINAGE CONCEPT FOR THE SUBDIVISION: Because the site is located (see Exhibit "D-2") along the primary drainage basin, no detention is proposed. Exhibit "D-1" indicates an overall summary comparison for the peak discharges of the various storm events studied. The accompanying Exhibits "D-4" & "D-5" indicate updated hydrograph calculations for the entire SPRINGBROOK Development. By altering the time of concentration for this 86 acre development, the peak discharge for the South Fork of Lick Creek at S. H. No. 6 is -4- reduced. A graphical representation of the existing and proposed 100- year storm hydrographs is shown in Exhibit "D-4". The SPRINGBROOK STUDY utilizes topographic information from actual on-the-ground surveyed cross sections and a HEC-2 routing (see Exhibit "E-1"). These calculations indicate higher (more conservative) base flood elevations than the data presented in the College Station Stormwater Management Plan (see Exhibit "A"). The more conservative base flood elevations plus a minimum of three (3) feet was used to determine the minimum slab elevations shown on the final plats for each lot which adjacent to the floodplain. These elevations equate to 4.7' and 3. 8' above the base flood elevations shown in the Stormwater Management plan. (Note, that this is a more restrictive condition than adding 0.5' to the ultimate development flood profile identified in the Stormwater Management Plan.) DRAINAGE DESIGN CRITERIA: All drainage design is in accordance with the City Drainage Policy and Design Standards. The design storm for inlets and storm drains is the 10-year event (see Exhibit "C"). Flow calculations for all dra i nage areas less than 50 Acres are based on the rational method. For larger areas, the Soil Conservation Service "Technical Release No. 55" and the U.S. Army Corps of Engineers HEC-1 Computer program (see Exhibit "D-5") are utilized. -5- The input for the HEC 1 routing is generated in accordance with the following table: Return Period Ra inf all Depth Undeveloped "CN" Developed "CN" 10-year 7. 4 11 75 84 25-year 8. 8 11 75 84 50-year 9. 8 11 75 84 100-year 11.0 11 75 84 The lag times used to generate the hydrographs presented in the SPRINGBROOK STUDY are shorter than those used in the City of College Station Stormwater Management Plan. This factor contributes to the explanation of why the peak flows generated in the SPRINGBROOK STUDY are higher than the flows indicated in the City of College Station Stormwater Management Plan. The HEC-2 program (see Exhibit "E-1") has been utilized to compute the 100-year flood profile (see Exhibit "E-2"). The Mannings "n's" chosen are equal to those used by the city of College Station in the Stormwater Management Plan. The special bridge technique is used to model the flow through the existing culvert located at S.H . No. 6 and the proposed 3 -10' X 8' box culvert at Longmire Drive . Storm drain capacities were computed using Dodson and Associates Hydrocalc package. Inlet computations are based on City of College Station Standard Recessed Inlet details. Extreme flood flows in excess of the capacity of the storm drainage system (25, 50, and 100-year event flows) will be accommodated within -6- the proposed street right-of-ways and drainage easements until they outfall into the South Fork of Lick Creek drainage corridor. In this manner, the potential for damage to future residential property in the subdivision is minimized. CONCLUSION: Precautions have been taken to regulate the minimum slab elevations for all structures to be built on the lots along the South Fork of Lick Creek, but it is essential that the entire watershed be monitored for strict compliance with the provisions of the D.P.D.S. Additionally, the existing 3 -10' x 10' culvert at State Highway Six is currently 45% clogged with silt and is in need of maintenance. This subdivision meets the requirements as stated in the City of College Station Drainage Policy and Design Standards (D.P.D.S.) -7 - -------· z 'f Cret: - EXHIBITS C-1 THROUGH C-4 RUNOFF COMPUTATIONS INLET COMPUTATIONS PIPE COMPUTATIONS OPEN CHANNEL COMPUTATIONS "C-1" "C-2" "C-3" "C-4" Di!lli.GE ARK! IO. A B 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 23 26 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 EYRTRIT C-1 PROPOSED DR!IJIAGE <X>llPOT!TIOHS !CRF.S DR!llKD IJif-llE! DEVELOPED llSIDEllTI!L PAVEJIElft' TOTAL (!CRF.S) 0.40 0.55 0.90 CA 26.80 26.80 0.00 0.00 10.72 6.50 6.18 0.00 0.32 2.76 0.75 0.00 0.67 0.08 0.44 0.75 0.00 0.67 0.08 0.44 0.40 0.00 0.28 0.12 0.26 1.30 0.97 0.00 0.33 0.69 0.80 0.00 0.58 0.22 0.52 1.70 0.00 1.70 0.00 0.94 1.90 0.00 1.90 0.00 1.05 2.00 0.00 1.74 0.26 1.19 2.60 0.00 2.20 0.40 1.57 1.28 0.00 1.28 0.00 0.70 0.30 0.00 0.00 0.30 0.27 1.65 0.00 1.65 0.00 0.91 0.01 0.01 o.oo 0.00 0.00 4.37 0.00 3.94 0.43 2.55 0.34 0.01 0.00 0.33 0.30 13.09 13.09 0.00 0.00 5.24 0.23 0.00 0.10 0.13 0.17 0.69 0.00 0.25 0.44 0.53 2.39 0.00 2.21 0.18 1.38 2.02 0.00 1.85 0.17 1.17 0.33 0.00 0.00 0.33 0.30 0.88 0.00 0.80 0.08 0.51 1.83 0.00 1.52 0.31 1.12 0.96 0.00 0.96 0.00 0.53 1.65 0.00 1.65 0.00 0.91 13.49 13.49 0.00 0.00 5.40 0.18 0.00 0.18 0.00 0.10 0.30 0.00 0.30 0.00 0.17 0.47 0.00 0.47 0.00 0.26 0.36 o.oo 0.36 0.00 0.20 1.68 0.00 1.68 0.00 0.92 0.78 0.00 0.78 0.00 0.43 16.23 16.23 o.oo 0.00 6.49 1.24 0.00 1.24 0.00 0.68 0.52 0.00 0.52 0.00 0.29 0.53 0.00 0.53 0.00 0.29 2.14 0.00 2.14 0.00 1.18 0.96 0.00 0.96 0.00 0.53 1.62 0.00 1.62 0.00 0.89 2.06 0.00 2.06 0.00 1.13 0.94 0.00 0.94 0.00 0.52 0.85 0.00 0.85 0.00 0.47 0.64 o.oo 0.64 0.00 0.35 4.19 4.19 0.00 o.oo 1.68 1.34 1.34 0.00 0.00 0.54 1.32 1.32 0.00 0.00 0.53 EIBDU% C-1 Pi0ro51ID Di!IIAGE OOllPOT!TIOIS Di!IX!GE ACRES DillllID ill! OVEiLAlID rulW GOTTER rulW USE lk). TOTAL LElf<Ml VEi'l' LElfGTH vm VEL calc Tc Tc CA FEET FEET FEET FEET FT/SF£ I.in I.in A 10.72 2400 1.0 40.0 40.0 B 2.76 1500 1.0 25.0 25.0 1 0.44 360 1.2 5.0 5.0 2 0.44 360 1.2 5.0 5.0 3 0.26 260 1.2 3.6 5.0 4 0.69 360 1.2 5.0 5.0 5 0.52 320 1.2 4.4 5.0 6 0.94 500 1.2 6.9 6.9 7 1.05 500 1.0 8.3 8.3 8 1.19 500 1.2 6.9 6.9 9 1.57 700 1.2 9.7 9.7 10 0.70 160 2.0 170 0.9 1.0 5.3 5.3 11 0.27 1 1.0 170 0.9 1.4 2.0 5.0 12 0.91 1 1.0 1200 6.0 1.4 14.3 14.3 14 2.55 600 10.0 1.1 9.1 9.1 15 0.30 300 5.0 1.4 3.6 5.0 16 5.24 750 21.0 0.9 13.9 13.9 17 0.17 250 5.0 1.5 2.8 5.0 18 0.53 750 15.0 1.5 8.3 8.3 19 1.38 600 6.0 1.0 10.0 10.0 20 1.17 420 10.0 1.4 5.0 5.0 21 0.30 550 5.0 1.3 7.1 7.1 23 0.51 610 17.0 1.2 8.5 8.5 24 1.66 700 18.0 1.2 9.7 9.7 26 1.12 420 7.0 1.1 6.4 6.4 30 0.53 1 0.1 700 3.5 1.4 8.3 8.3 31 0.91 80 0.8 500 2.5 1.2 7.8 7.8 32 5.40 1770 17.0 1 0.1 0.7 42.6 42.6 33 0.10 50 0.5 150 0.8 1.1 2.9 5.0 34 0.17 60 0.6 120 0.6 1.1 2.8 5.0 35 0.26 80 0.8 160 0.8 1.1 3.8 5.0 36 0.20 60 0.6 200 1.0 1.1 3.8 5.0 37 0.92 160 1.6 350 1.8 1.1 7.9 7.9 38 0.43 60 0.6 420 2.1 1.2 6.4 6.4 39 6.49 1600 16.0 1 0.1 0.7 37.7 37.7 40 0.68 100 1.0 200 1.4 1.1 4.4 5.0 41 0.29 50 0.5 270 1.4 1.2 4.3 5.0 42 0.29 50 0.5 270 1.4 1.2 4.3 5.0 43 1.18 80 0.8 600 3.0 1.3 9.0 9.0 44 0.53 70 0.7 570 2.8 1.3 8.5 8.5 45 0.89 110 1.1 570 2.8 1.2 9.4 9.4 46 1.13 200 2.0 550 2.8 1.1 11.2 11.2 47 0.52 50 0.5 550 2.8 1.3 7.7 7.7 48 0.47 120 1.2 270 1.4 1.1 6.0 6.0 49 0.35 50 0.5 400 2.0 1.3 5.9 5.9 50 1.68 1100 11.Q 1 0.1 0.7 25.9 25.9 51 0.54 40 0.4 600 7.0 1.9 5.6 5.6 52 0.53 40 0.4 600 7.0 1.9 5.6 5.6 EXHIBIT C-1 PROroSED DRAIIIAGE <X>KPU'l'ATlOKS DRAIIAGE ARE! USE HO. 'l'OTAL Tc 15 Q5 no QlO 125 Q25 noo QlOO CA Jin InfHr cf s InfHr cf s InfHr cf s In/Hr cfs A 10.72 40.0 3.61 38.70 4.14 44.37 4.77 51.11 6.18 66.25 B 2.76 25.0 4.83 13.32 5.49 15.15 6.30 17.39 8.11 22.37 1 0.44 5.0 9.85 4.34 10.98 4.84 12.51 5.5115.78 6.95 2 0.44 5.0 9.85 4.34 10.98 4.84 12.51 5.51 15.78 6.95 3 0.26 5.0 9.85 2.58 10.98 2.88 12.51 3.28 15.78 4.13 4 0.69 5.0 9.85 6.75 10.98 7.52 12 .51 8.57 15.78 10.81 5 0.52 5.0 9.85 5.09 10.98 5.68 12.51 6.47 15.78 8.16 6 0.94 6.9 8.86 8.29 9.91 9.27 11.30 10.56 14.30 13.37 7 1.05 8.3 8.28 8.66 9.28 9.70 10.59 11.07 13.42 14.03 8 1.19 6.9 8.86 10.56 9.91 11.80 11.30 13 .46 14.30 17.03 9 1.57 9.7 7.78 12.22 8.73 13.71 9.97 15.66 12.67 19 .89 10 0.70 5.3 9.66 6.80 10.77 7.58 12.27 8.64 15.49 10.91 11 0.27 5.0 9.85 2.66 10 .98 2.96 12.51 3.38 15.78 4.26 12 0.91 14.3 6.53 5.93 7.36 6.68 8.43 7.65 10.75 9.76 14 2.55 9.1 8.00 20.44 8.97 22.92 10.24 26.16 13.00 33.20 15 0.30 5.0 9.85 2.97 10.98 3.3112.51 3.76 15.78 4.75 16 5.24 13.9 6.62 34.68 7.46 39.09 8.54 44.72 10.89 57 .03 17 0.17 5.0 9.85 1.69 10.98 1.89 12.51 2.15 15.78 2.71 18 0.53 8.3 8.28 4.42 9.28 4.95 10.59 5.65 13.42 7.16 19 1.38 10.0 7.69 10.60 8.63 11.89 9.86 13.58 12.53 17.25 20 1.17 5.0 9.85 11.53 10.98 12.85 12 .51 14.64 15 .78 18 .47 21 0.30 7.1 8.82 2.62 9.86 2.93 11.24 3.34 14.23 4.23 23 0.51 8.5 8.23 4.21 9.22 4.72 10.52 5.39 13.34 6.83 24 1.66 9.7 7.78 12.89 8.73 14.46 9.97 16.5112.67 20.97 26 1.12 6.4 9.13 10.19 10.20 11.38 11.63 12.97 14.7116.40 30 0.53 8.3 8.28 4.37 9.28 4.90 10.59 5.59 13.42 7.09 31 0.91 7.8 8.48 7.70 9.49 8.6110.83 9.83 13 .72 12.45 32 5.40 42.6 3.47 18.70 3.98 21.46 4.58 24 .74 5.95 32.10 33 0.10 5.0 9.85 0.98 10.98 1.09 12.51 1.24 15.78 1.56 34 0.17 5.0 9.85 1.63 10.98 1.8112.51 2.06 15.78 2.60 35 0.26 5.0 9.85 2.55 10.98 2.84 12.51 3.23 15.78 4.08 36 0.20 5.0 9.85 1.95 10.98 2.17 12.51 2.48 15.78 3.12 37 0.92 7.9 8.46 7.82 9.47 8.75 10.81 9.99 13.69 12.65 38 0.43 6.4 9.11 3.91 10.18 4.37 11.60 4.98 14.67 6.29 39 6.49 37.7 3.75 24.33 4.29 27.87 4.94 32.09 6.40 41.55 40 0.68 5.0 9.85 6.72 10.98 7.49 12.51 8.53 15.78 10.76 41 0.29 5.0 9.85 2.82 10.98 3.14 12.51 3.58 15.78 4.51 42 0.29 5.0 9.85 2.87 10.98 3.20 12.51 3.65 15.78 4.60 43 1.18 9.0 8.03 9.45 9.00 10.59 10.27 12.09 13.03 15.34 44 0.53 8.5 8.22 4.34 9.21 4.86 10.51 5.55 13.33 7.04 45 0.89 9.4 7.88 7.02 8.84 7.88 10.09 8.99 12.8111.42 46 1.13 11.2 7.32 8.29 8.23 9.32 9.40 10.65 11.96 13.55 47 0.52 7.7 8.55 4.42 9.57 4.95 10.92 5.64 13.83 7.15 48 0.47 6.0 9.32 4.36 10.41 4.86 11.86 5.54 14.99 7.01 49 0.35 5.9 9.34 3.29 10.43 3.67 11.89 4.18 15.02 5.29 50 1.68 25.9 4.72 7.91 5.37 9.01 6.17 10.34 7.94 13.31 51 0.54 5.6 9.51 5.10 10.61 5.69 12.09 6.48 15.27 8.18 52 0.53 5.6 9.51 5.02 10.61 5.60 12 .09 6.38 15.27 8.06 EXmmu ~-2 IlfLET SIZilfG IILET TOTAL TOTAL DESCllPTIOI CAP. L L IO CA Qa PER L.F. REQD. cf s ft ft 1 0.4 4. 8 RECESSED INLET ON GRADE 2 2.4 5 2 0.4 4.8 RECESSED lliLE'l' OK GRADE 2 2.4 5 3 0.3 2.9 RECESSED lliLET OK GRADE 2 1.4 5 4 0.7 7.5 LOW POIN'l' INLET 2 3.8 10 5 0.5 5.7 LOW POIKT IKLET 2 2.8 10 6 0.9 9.3 RECESSED lliLET OK GRADE 2 4.6 5 7 1.0 9.7 RECESSED INLET OK GRADE 2 4.8 5 8 1.2 11.8 WW POIHT IKLE'l' 2 5.9 10 9 1.6 13.7 WW POIHT IKLE'l' 2 6.9 10 10 0.7 7.6 WW POIN'l' INLET 2 3.8 5 11 0.3 3.0 WW POIN'l' INLET 2 1.5 5 14 2.6 22.9 WW POIN'l' INLET 2 11.5 15 15 0.3 3.3 WW POIN'l' IKLET 2 1. 7 5 19 1.4 11.9 LOW POIHT INLET 2 5.9 10 20 1.2 12.9 LOW POIHT IlfLET 2 6.4 10 21 0.3 2.9 LOW POINT lliLE'l' 2 1.5 5 23 0.5 4.7 RECESSED INLET OK GRADE 2 2.4 5 24 1.7 14.5 RECESSED INLET ON GRADE 2 7.2 10 26 1.1 11.4 LOW POIN'l' INLET 2 5.7 10 31 0.9 8.6 WW PO IN'l' IKLE'l' 2 4.3 5 33 0.1 1. 1 RECESSED INLET OK GRADE 2 0.5 5 34 0.2 1.8 RECESSED INLET OK GRADE 2 0.9 5 35 0.3 2.8 RECESSED INLET OK GRADE 2 1.4 5 36 0.2 2.2 RECESSED INLET OK GRADE 2 1.1 5 37 0.9 8.8 LOW POINT INLET 2 4.4 5 38 0.4 4.4 LOW POIHT IKLE'l' 2 2.2 5 39 6.5 27.9 HEADWALL 40 0.7 7.5 WW POIN'l' INLET 2 3.7 5 41 0.3 3.1 RECESSED IKLE'l' OK GRADE 2 1.6 5 42 0.3 3.2 RECESSED IBLET Olf GRADE 2 1.6 5 43 1.2 10.6 RECESSED INLET OH GiADE 2 5.3 10 44 0.5 4.9 RECESSED INLET Olf GRADE 2 2.4 5 45 0.9 7.9 RECESSED INLET Olf GRADE 2 3.9 5 46 1.1 9.3 RECESSED IKLET OK GRADE 2 4.7 5 47 0.5 4.9 RECESSED lliLET OH GRADE 2 2.5 5 48 0.5 4.9 RECESSED INLET OK GRADE 2 2.4 5 49 0.4 3.7 RECESSED INLET OH GRADE 2 1.8 5 51 0.5 5.7 WW POINT lliLET 52 0.5 5.6 WW POIN'l' INLET EXHIBIT C-J PIPE SIZE a>llPOTATIOIS FiOll TO I= 0.014 IILET IHLET TOTAL Tc TOTAL SWPE SIZE VEIDCIC!PACIT BUJIBKi IUIBRR CA Q \ II fps cf s B HW 2.76 25.0 15.1 0.52 24 4.8 15.1 1 2 0.44 5.0 4.8 0.24 18 2.7 4.8 2 3 0.88 5.2 9.6 0.96 18 5.4 9.6 3 5 1.14 5.6 12.2 0.68 21 5.1 12.2 4 5 11.41 40.0 47.2 0.58 36 6.7 47.2 5 HW 13.07 40.1 54.0 0.33 42 5.6 54.0 6 7 0.94 6.9 9.3 0.90 18 5.2 9.3 7 8 1.98 8.3 18.4 0.76 24 5.8 18.4 8 HW 3.17 8.5 29.2 1.02 27 7.3 29.2 9 HW 1.57 9.7 13.7 1.96 18 7.8 13.7 10 11 0.70 5.3 7.6 0.41 21 3.9 9.5 11 HW 0.97 5.5 10.4 0.78 21 5.4 13.0 12 HW 1.44 14.3 .12.1 0.52 24 4.8 15.1 13 19 5.95 14.0 50.6 1. 76 30 10.3 50.6 14 15 2.55 9.1 22.9 2.41 21 9.5 22.9 15 HW 2.86 9.1 25.6 3.00 21 10.6 25.5 16 13 5.24 13.9 44.7 1.37 30 9.1 44.7 17 13 0.17 5.0 1.9 0.10 15 1.5 1.9 18 13 0.53 8.3 5.0 0.68 15 4.0 4.9 19 21 8.49 14.8 61.5 0.98 36 8.7 61.5 20 19 1.17 5.0 12.9 1. 73 18 7.3 12.8 21 HW 10.96 14.8 90.8 0.94 42 9.4 90.7 23 24 0.51 8.5 4.7 0.62 15 3.8 4.7 24 25 2.17 9.7 18.9 0.81 24 6.0 18.9 25 21 2.17 9.8 18.9 0.80 24 6.0 18.9 26 HW 1.12 6.4 11.4 0.59 21 4.7 11.4 30 12 0.53 8.3 4.9 1.04 15 5.0 6.1 31 HW 0.91 7.8 8.6 0.53 21 4.5 10.8 32 34 5.40 42.6 21.5 0.55 27 5.4 21.4 33 34 0.10 5.0 1.1 0.05 15 1.1 1.4 34 35 5.66 43.2 22.3 0.60 27 5.6 22.3 35 36 5.92 43.5 23.2 0.37 30 4.7 23.2 36 37 6.12 43.7 23.9 0.39 30 4.9 23.9 37 38 7.04 44.6 27.2 0.51 30 5.5 27.2 38 HW 7.47 44.7 28.8. 0.57 30 5.9 28.8 39 JBl 6.49 37.7 27.9 0.53 30 5.7 27.8 40 JBl 0.68 5.0 7.5 0.40 21 3.9 9.4 41 42 0.29 5.0 3.1 0.43 15 3.2 3.9 42 43 7.75 38.9 32.7 0.44 33 5.5 32.7 43 48 8.93 39.2 37.4 0.58 33 6.3 37.4 44 45 0.53 8.5 4.9 0.39 18 3.4 6.1 45 46 1.42 9.4 12.5 0.55 24 5.0 15.7 46 47 2.55 11.2 21.0 0.53 27 5.3 21.0 47 JB2 3.07 11.3 25.1 0.76 27 6.3 25.1 48 JB2 9.75 40.0 40.3 0.42 36 5.7 40.3 49 48 0.35 5.9 3.7 0.58 15 3.7 4.6 50 HW 1.68 25.9 9.0 0.29 24 3.6 11.2 JBl 42 7.17 38.5 30.4 0.38 33 5.1 30.4 JB2 HW 12.82 40.2 52.9 0.72 36 7.5 52.8 EXHIBIT C-4 TRAPEZOIDAL CHAlfXEL ANALYSIS HORHAL DEPI'H COMPUTATION ==================================================================== PROGRAM INPUT DATA: DESCRIPrION Flow Rate (cubic feet per second) ••••••••••••••••••••.•• Channel Botto1 Slope (feet per foot) ••••••.••••••••••..• Kanninq's Rouqhness Coefficient (n-value) ••••••••••••.•• Channel Side Slope -Left Side (horizontal/vertical) •••• Channel Side Slope -Right Side (horizontal/vertical) ••• Channel Botto1 Width (feet) ............................ . VALUE 24.7 0.0050 0.0250 4.00 4.00 0.0 ==================================================================== PROGRAM RESULTS: DESCRIPl'IOlf VALUE Hor1al I>epth (feet). . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1. 38 Flow Velocity (feet per second)......................... 3.22 Froude lfu.ber (Flow is Sub-critical).................... 0.681 Velocity Bead (feet).................................... 0.16 Energy Head (feet)...................................... 1.54 cross-sectional Area of Flow (square feet).............. 7.68 Top W1atli of---Plov (feet)................................ 11.08 ==================================================================== ==================================================================== PROGRAM IlfPUT DATA: DESCRIPTION Flow Rate (cubic feet per second) ••••••••••••••.••.••••• Channel Botto• Slope (feet per foot) •••••••••••••••••.•• Kanning's Roughness Coefficient (n-value) ••••••••••••••• Channel Side Slope -Left Side (horizontal/vertical) •••• Channel Side Slope -Right Side (horizontal/vertical) ••• Channel Botto• Width (feet) ••••••••••••••••••••.•••.•••• VALUE 32.l 0.0050 0.0250 4.00 4.00 o.o ==================================================================== PROGRAM RESULTS: DESCRIPTION VALUE lfoml Depth (feet) • . • • • • • . • • • • • • • . • • • • • • • . • . • . . • . • • • • • • 1. 53 Flow Velocity (feet per second)......................... 3.44 Froude lfulber (Flow is Sub-critical).................... 0.695 Velocity Head (feet).................................... 0.18 Energy Head (feet) • . . . . • • . • • • . • . • . • • • . • • • • • . • • . • • . . • . • • . 1. 71 cross-Sectional Area of Flow (square feet).............. 9.32 fop Wiatli of Flow (fee J......... .... ... .. .... . ... .. . .. . f2.2 DRAINAGE AREA TRAPEZOIDAL CHANNEL ANALYSIS NORMAL DEPTH COMPUTATION June 26, 1994 25 YEAR F ~ ==================================================================== PROGRAM IKPOT DAT!: DESCRIPTION Flow Rate (cubic feet per second) ••..•.••.•••..•...•.••• Channel Botto1 Slope (feet per foot) •.•••.•••.•..•..••.. Kanning\s Roughness Coefficient (n-value) .•...•..•..•••• Channel Side Slope -Left Side (horizontal/vertical) •.•. Channel Side Slope -Right Side (horizontal/vertical) ••• Channel Botto1 Width (feet) ••.•.••••.•.•••....••..•••••• VALUE 32.l 0.0050 0.0250 4.00 4.00 0.0 ==================================================================== PROGRAM RESULTS: DF.SCRIPTIOH VALUE Nona! Depth (feet) • • • • • • • . • • • . • • • • • . . • . . . . • • • • • • . . . • . • . 1. 53 Flow Velocity (feet per second)......................... 3.44 Froude NUlber (Flow is SUb-Critical).................... 0.695 Velocity Head (feet).................................... 0.18 Energy Head (feet)...................................... 1.71 cross-Sectional Area of Flow (square feet).............. 9.32 Top Width of 12.21 DRAINAGE !REA: 3 100 YEAR F ==================================================================== PROGRAM INPUT DAT!: DESCRIPTION Flow Rate (cubic feet per second) •.•••...•••••........•• Channel Botto1 Slope (feet per foot) ..•..•••.•.....•..•. Xanning\s Roughness Coefficient (n-value) •••••••..•.••.• Channel Side Slope -Left Side (horizontal/vertical) •.•• Channel Side Slope -Right Side (horizontal/vertical) ••• Channel Botto1 Width (feet) .•••••••••.•.•...••••••.••••• VALUE 41.5 0.0050 0.0250 4.00 4.00 o.o ==================================================================== PROGRAM RESULTS: DF.SCRIPTION VALUE Nona! Depth (feet)..................................... 1.68 Flow Velocity (feet per second)......................... 3.67 Froude JfUlber (Flow is Sub-critical).................... 0.706 Velocity Head (feet).................................... 0.21 Energy Head (feet)...................................... 1.89 cross-Sectional Area of Flow (square feet).............. 11.31 T~ Widtli of F ow-feet)................................ 13_.4 DRAINAGE AREA TRAPEZOIDAL CHANNEL ANALYSIS NORKAL DEPTH COMPUTATION June 26, 1994 25 rm==-=rww~ ==================================================================== PROGRAM INPUT DATA: DESCRIPI'IOlf VALUE Flow Rate (cubic feet per second)....................... 0.3 Channel Botto1 Slope (feet per foot).................... 0.0050 Manning's Roughness Coefficient (n-value)............... 0.0250 Channel Side Slope -Left Side (horizontal/vertical).... 4.00 Channel Side Slope -Right Side (horizontal/vertical)... 4.00 Channel Botto1 Width (feet)............................. o.o ==================================================================== PROGRAM RESULTS: DESCRIPI'IOlf VALUE Ho rial Depth (feet). • • • • . • . . . • • . • • • • . • • • • • • • • • • • • • • • • • • • 1. 00 Flow Velocity (feet per second)......................... 2.59 Froude Hullber (Flow is Sub-Critical).................... 0.647 Velocity Head (feet).................................... 0.10 Energy Head (feet)...................................... 1.10 Cross-Sectional Area of Flow (s<J'!are feet).............. 3.98 Top W1dtti of Flow (feet}............ 8 DRAIHAGE AREA SO lOO TEAi lWW ==================================================================== PROGRAM INPUT DATA: DESCRIPI'IOlf Flow Rate (cubic feet per second) .••.•••••••••••.••••••• Channel Botto• Slope (feet per foot) .••.•••••••••••••••• Manning's Rouqhness Coefficient (n-value) •••••••••••.••• Channel Side Slope -Left Side (horizontal/vertical) •••• Channel Side Slope -Right Side (horizontal/vertical) ••• Channel Botto1 Width (feet) ........................... .. VALUE 13. 0.0050 0.0250 4.00 4.00 o.o ==================================================================== PROGRAM RESULTS: DESCRIPI'IO!f VALUE Honal Depth (feet)..................................... 1.10 Flow Velocity (feet per second)......................... 2.76 Froude Hulber (Flow is Sub-Critical).................... 0.658 Velocity Head (feet).................................... 0.12 Energy Head (feet)...................................... 1.21 Cross-Sectional Area of Flow (square feet).............. 4.81 fop Width of Flow (feet •••.•••••••••••••••••••••••••••• 8.78 ==================================================================== TRAPEZOIDAL CHAlfHEL ANALYSIS COKPOTER PROGRAM, Version 1.3 (c) 1986 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 (713) 895-8322. A manual with equations & flow chart is available. EXHIBITS D-1 THROUGH D-5 HECl -DATA OVERALL SUMMARY OVERALL DRAINAGE AREA MAP HYDROGRAPHS AT STUDY PT. 11 E 11 (S.H. 6) HEC 1 COMPUTER INPUT/OUTPUT 11 D-l 11 11 D-2 II 11 D-4 11 11 D-5 II EXHIBIT "D-1" OVERALL SUMMARY Flows shown are for PT. "E" (at S.H . No. 6)(see Exhibit "D-2", Sheets 1- 18) THE SPRINGBROOK STUDY PER McCLURE ENGINEERING. INC. PER CITY STORMWATER MANAGEMENT PLAN EVENT EXISTING PROPOSED EXISTING ULTIMATE 100-YR 1,922 1,775 1,207 2,619 50-YR 1,632 1,518 1,032 2,323 25-YR 1,403 1,301 887 2,076 10-YR 1,083 1,015 688 1,729 (~ 1 ,, I I i -( L , ' ' ' .. 1' .\ ·r\ \ J ' '·' ) .' l / I ,. \ ( I ! I /,' I I I I I ' I I ·--1 . '· I , I I I I I "' .... J I I Cl) ....., 0 0::: 3: 0 LL 20 00 1 600 1 2 00 800 400 0.0 STA RTI NG AT 1 4JAN 9 2 11 :00 : . 0.5 1 .0 I · ·· ··· ... PROPOSED HYDROGRAPH EXISTING HYDROGRAPH 19 2 8 CFS PRO POSED P K 0100 = 17 7 CFS rri ........ x .. .. I . m . -. . -I .. .. 0 I ~ .. .. HYDROGRAPHS AT POINT "E" (STATE HIGHWAY 6) 1 .5 2.0 2.5 3 .0 3.5 4 .0 4 .5 Time (hours) 1 t t tt t t tt t t t t t * * * ** * ** * t t t * * * ** t * * * * * ** * * * * FLOOD HY DROGRAPH PACKAGE (HEC-1) * MAY 1991 VERSION 4. 0. lE Lahey F77L-El!/32 ver sion 5.01 Dods on & Associat es, Inc. * RUN DATE 05/23/94 TIME 14:25:30 * ***************************************** EXHIBIT D-5 x x xxxxxxx 'IJ.J..XX x x x x x x x x x xxxxxxx xxxx x x x x x x x x x x x x xxxxxxx 'IJ.J..XX *************************************** * * * U.S. ARMY CORPS OF ENGINEERS t HYDROLO;IC ENGINEERING CENTER 609 SECOND STREET t DAVIS, CAL IFORNIA 95616 (916) 551-1748 *************************************** x xx x 'IJ.J..XX x x x xxx IBIS PROGRAM REP LAC ES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73) I HEClGS I HEClDB I AND HEClKW. THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM TH OSE USED WITH THE 1973-STYLE INPUT STRUCTURE. IBE DEFINITION OF -AMSKK-ON RM-cARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOii SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:iiRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL WSS RATE:GREEN AND AMPT INFI LTRATION KINE!!ATIC WAVE: NEii FINITE DIFFERENCE ALGORITHM HEC-1 INPUT PAGE 1 LINE ID •..•••• 1. ...... 2 •••.•. .3 ....... 4 ••.•••• 5 .•••••• 6 ••.•... 7 .•••..• 8 .•.••.. 9 ...••• 10 1 ID SPRINGBROOK PROPOSED CONDITI ONS 2 IT 2 01MAR93 0000 720 3 IO 5 0 4 JP 3 5 JR PREC 11 9.8 8.8 7.4 6.2 4.5 6 KK AREAl 3 27 ACRES 7 KM EXISTING CONDTI ON 8 BA .5113 9 PB 1 10 IN 30 01MAR93 0000 11 PC .0053 .0108 .0164 .0223 .0284 .0347 .0414 .0483 .0555 .0632 12 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .14 67 .1625 .1808 13 PC . 2042 . 2351 .2833 .6632 .7351 . 7724 .7989 .8197 .8380 .8538 14 PC .8676 .8801 .8914 .9019 .9115 • 9206 .9291 .9371 .9446 .9519 15 PC .9588 . 9653 .9717 .9777 . 9836 .9892 . 9947 1.000 16 LS 0 75 0 17 UD 1.59 18 KM ULTIMATE CONDITION 19 KP 3 20 LS 0 75 0 21 UD .8 22 KK ARFJ.2 111 ACRES (UNDEVELOPED) 23 BA .1734 24 LS 0 75 0 25 UD .93 26 KP 3 27 LS 0 75 0 28 UD .47 29 KK PT A COMBINE 1 & 2 30 HC 2 31 KK RT AB OF FWi 00! PT A ro PT B 32 RS 60 M -1 33 RC .06 .03 .06 1800 .004 34 RX 730 1090 1153.5 1158 1158.5 1165 1174 1261 35 RY 280.28 274.97 274.52 271.28 271.28 274.56 275.51 281.16 36 KK AREAJ 126 acres (UNDEVELOPED) 37 BA .197 38 LS 0 75 0 39 UD .84 40 KP 3 41 LS 0 75 0 42 UD .42 43 KK AREA4 27.4 ACRES 44 BA .04281 45 LS 0 75 0 46 UD .38 47 KP 3 48 LS 0 75 0 49 UD .2 1 !IBM IKPU'I' PAGE 2 LINE ID ••••••• 1 .•..... 2 ••••••• 3 ••••••• 4 .... ' .. 5 ••••••• 6 •• 1 t ••• 7 ••••••• 8 .•••••• 9 .•.... 10 50 KK PT B 51 HC 3 52 KK RT BC OF M FRCll PT B ro PT c 53 RS 60 FJJM -1 54 RC .06 .03 .06 900 .004 55 RX 730 1090 1153.5 1158 1158.5 1165 1174 1261 56 RY 280.28 274.97 274.52 271.28 271.28 274.56 275.51 281.16 57 KK AREAS 20.53 ACRES 58 BA .0321 59 LS 0 75 0 60 UD .49 61 KP 3 62 LS 0 75 0 63 UD .25 64 KK AREA6 32.72 ACRES 65 BA .0512 66 LS 0 75 0 67 UD .52 68 Kl( PROPOSID COHDITIOH 69 KP 2 70 LS 0 84 0 71 llD .23 72 KP 3 73 LS 0 84 0 74 UD .23 75 KK AREA7 41 ACRES 76 BA .064 77 LS 0 75 0 78 UD .93 79 KP 3 80 LS 0 75 0 81 UD .42 82 KK PT C COOINE HYDmAPHS 83 HC 4 84 KK RT CD OF FWli FROM PT c 'ID PT D 85 RS 60 M -1 86 RC .06 .03 .06 1100 .004 87 RX 730 1090 1153.5 1158 1158.5 1165 1174 1261 88 RY 280. 28 274.97 274.52 271.28 271.28 274 .56 275. 51 281.16 89 KK AREA9 37.6 ACRES 90 BA .059 91 LS 0 75 0 92 UD .57 93 KP 2 94 LS 0 84 0 95 UD .24 96 KP 3 1 IIBC-1 IHPUT PAGE 3 LIME ID ....... 1. ...... 2 ....... 3 •.•••.• 4 ....... 5 •.••..• 6 •.•••.• 7 ....... 8 ••.••.. 9 ...... 10 97 LS 0 84 0 98 UD .24 99 KK AREAS 41 ACRES 100 BA .064 101 LS 0 75 0 102 OD 1.08 103 KP 3 104 LS 0 75 0 105 OD .52 106 KK PT D COMBINE HYDROGRAPHS 107 HC 3 108 KK RT DE OF FWW FROM PT D TO PT E 109 RS 60 FWW -1 110 RC .06 .03 .06 900 .004 111 RX 1000 1200 1330 1332 1340 1343 1527 1784 112 RY 276.8 275.5 269.35 265.44 265.25 269.56 272.46 278.7 113 KK AREAll 38.24 ACRES 114 BA .06 115 LS 0 75 0 116 OD .69 117 KP 2 118 LS 0 84 0 119 OD .27 120 KP 3 121 LS 0 84 0 122 OD .27 123 KK AREA12 27.3 ACRES 124 BA .042 125 LS 0 75 0 126 OD .85 127 KP 3 128 LS 0 75 0 129 OD .41 130 KK AREA13 24.65 ACRES 131 BA .039 132 LS 0 80 0 133 OD .69 134 KP 3 135 LS 0 80 0 136 OD .32 137 KK AREAlO 45.18 ACRES 138 BA .071 139 LS 0 80 0 140 OD .23 HEc-1 INPUT PAGE 4 LINE ID ....... 1 ...•. '.2 ..•.... 3 ...•... 4 ....... 5. I It ••• 6 ..... I .7 .. t •••• 8. It' ••• 9 ... ' I .10 141 KK PT E COOlINE HYDROGRAPHS AT CULVERT 142 KO 21 143 HC 5 144 zz ,; • ~ t. • •• .• . ' . r i. J., ... ttttttttttttttttttttttttttttttttttttttttt t * * FUlOD HYDROGRAPH PACKAGE (HEC·l) * t MAY 1991 t * VERSION 4.0.lE t * Lahey F77L-EM/32 version 5.01 t t Dodson & Associates, Inc. * * RUN DATE 05/23/94 TIME 14:25:30 t ***************************************** SPRINGBROOK PROPOSED CONDITIONS 3 IO OUTPUT CONTROL VARIABLES IT IPRNT 5 PRINT CONTROL IPUlT 0 PUlT CONTROL QSCAL 0. HYDROGRAPH PUlT SCALE HYDROGRAPH TOO: DATA m!IN 2 1MAR93 0000 720 1MAR93 2358 19 ID ATE I TIME NQ ND DATE NDTIHE I CENT l!INUTES IN COMPUTATION INTERVAL STARTING DATE STARTING TIME NUMBER OF HYDR!XiRAPH ORDINATES ENDING DATE ENDING TIME CEN'roRY MARK COMPUTATION INTERVAL 0.03 HOURS TOTAL TDIE BASE 23. 97 HOURS ENGLISH UNITS DRAINAGE ARF.A PRECIPITATION DEPTH LENG'IH I ELEVATION FLOil STORAGE VOWllE SURFACE AREA TEMPERATURE SQUARE !!ILES INCHES FEET CUBIC FEET PER SECOND ACRE· FEET ACRES DEGREES FAHRENHEIT JP MULTI-PLAN OPTION NPLAN 3 !IUllBER OF PLANS JR MULTI-RATIO OPTION RATIOS OF PRECIPITATION 11.00 9.80 8.80 7.40 6.20 4.50 *************************************** * t t U.S. ARMY CORPS OF F.l!GINEERS * t HYDROLCX;IC ENGINEERING CENTER t * 609 SECOND STREET t t DAVIS, CALIFORNIA 95616 t t (916) 551-1748 * t * *************************************** *** *** *** *** *** *** *** ttt *** *** ttt ttt ttt ttt *** ttt *** *** ttt *** *** *** *** ttt *** ttt *** *** *** *** *** *** *** tttttttttttttt t t 141 KK * * PT E * * ************** COMBINE HYDROGRAPHS AT CULVERT • U•-. ' ' i . . ti• ... ' u . . -• •c ' ... -/,_, '· J . "' i .. .. ~ ... ~ f ' y ' .!lvi:~!:" -: .· -; . ''"~ • tt t•• ~~ ~· '• ... II' , ... ' .... " . ..,.., "' '1'' . ~ .. r.·· ' • .... ~ t L ~ "· . .. .,, '!I ' ·' 'I· "· . ' ... 4 .. ~ ,, ~ •' , .. ' ... , t. . .;;y l"''I'( ,, 1!' _. -. _. ): ~ J .. ··~·:"'·.t.M ~ ~, •' •, ~~ •' .0:rJ ' ,-; .. I ,J . ,q i ,. ·.1 . ~ •1' .. ' ' . .. :--.. '1 I -~ 1 ... -\~ " ' ,~~ i; • I •..• 1, ' u. ·~~.r. ~· v . ' .... ~· r" :" ~·"' ... . J': !•• 'iitr: " h •t ... ·• ... yl ~h -' . *' ''· ' .. . , t.~ , .. •t' ' .. y; ••• • 2 . • .... ...,..,, -· I 'I ;-T + ' • • ... ttttttttttttttttttttttttttttttttttttttttt t t t FLOOD HYDRCGRAPI! PACKAGE (HEC-1) * MAY 1991 t t VERSION 4.0.lE * * Lahey F77L-Ell/32 version 5.01 * t Dodson & Associates, Inc. t t RUH DATE 05/23/94 TIME 14:25:30 t ttttttttttttttttttttttttttttttttttttttttt SPRIHGBROOK 3 IO OOTPUT COHTROL VARIABLF.S PROPOSED CONDITIONS IPRNT 5 PRINT CONTROL IPWI' 0 PW!' CONTROL QSCAL 0. HYDR<X;RAPH PW!' SCALE IT HYDR<X;RAPH TiliE DATA NlfiN 2 1MAR93 0000 720 1MAR93 2358 19 !DATE ITiliE lllMU'1'ES IN COOUTATION INTERVAL STARTING DATE NQ NDDATE NDTIHE ICEllT STARTIIG TOO NUMBER OF HYDR{X;RAPH ORDINATES ENDING DATE ENDING TOO CFJmJRY WK COOUTATION INTERVAL 0. 03 HOURS 'roI'AL TINE BASE 2 3 • 9 7 HOURS ENGLISH UNITS DRAINAGE ARJl.A PRECIPITATION DEPTH LEllG'IB I ELEVATI OH M STORAGE VOLUKE SURFACE ARF.A 'l'PJ!PERA'roRE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHREllHEIT JP J(IJLTI-PWI OPTION MPWI 3 HUllBER OF PWS JR J(IJLTI-RATIO OPTION RATIOS OF PRF.CIPITATION 11.00 9.80 8.80 7.40 6.20 4.50 ttttttttttttttttttttttttttttttttttttttt t t t U.S. ARMY CORPS OF ENGINEERS t t HYDROID;IC ENGIHEERING CENTER t t 609 SECOHD STREET t t DAVIS, CALIFORNIA 95616 t t (916) 551-1748 t t t ttttttttttttttttttttttttttttttttttttttt ttt ttt ttt ttt ttt ttt ttt *** *** ttt *** ttt ttt *** ttt ttt ttt ttt *** ttt ttt *** ttt ttt *** ttt ttt *** ttt ttt ttt ttt ttt tttttttttttttt t t 141 KK t PT E * t t tttttttttttttt HYDROOlAPHS AT CULVERT 142 KO OOTPUT COllTROL VARIABLES IPRNT 5 PRINT CONTROL mer 0 PWl' CONTROL QSCAL 0. HYDRO'.rl<APH PWl' SCALE IPMCll 0 PUNCH COMPUTED HYDRO'.rl<APH IDUr 21 SA VE HYDRO'.rl<APH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 720 LAST ORDIMATE PUNCHED OR SAVED TIMIMT 0.033 mE INTERVAL IN HOURS 1 PFAK M AND STAGE (~-OF-PERIOO) SUMllARY FOR MULTIPLE PIAN-RATIO mooc COO'll'l'ATIOllS FU:llfS IN CUBIC FEET PER SECOND, AREA IN SQUARE JULES TIME ro PEAK IM HOURS RATIOS APPLIED TO PRECIPITATION OPERATION STATION AREA PLAN RATIO 1 RATIO 2 RATIO 3 RATIO 4 RATIO 5 RATIO 6 11.00 9.80 8.80 7 .40 6.20 4.50 HYDRCGRAPH AT + ARFAl 0.51 1 M 695. 596. 514. 400. 304. 176. TIME 12.97 12.97 13.00 13.00 13.03 13.07 2 M 695. 596. 514. 400. 304. 176. TIME 13.07 13.07 13.07 13.07 13.07 13.07 3 M 1129. 969. 835. 651. 496. 287. TIME 12.13 12.13 12.13 12.13 12.17 12.17 HYDRO'.rl<APH AT + AREA2 0.17 1 M 346. 296. 255. 199. 152. 88. TIME 12.27 12 .27 12.27 12.30 12.30 12. 33 2 M 346. 296. 255. 199. 152. 88. TIME 12.33 12.33 12 .33 12.33 12. 33 12.33 M 533. 457. 395. 308. 235. 137. Tm 11.77 11.80 11.80 11.80 11.80 11.80 2 CctmINED AT + PT A 0.68 1 M 944. 808. 696. 541. 412. 238. Tm 12.67 12.67 12.67 12. 70 12.73 12.77 2 M 944. 808. 696 . 541. 412. 238. TIME 12.67 12.67 12.67 12. 70 12. 73 12. 77 M 1531. 1312. 1132. 881. 671. 389. 'l'IXE 12.00 12.00 12.00 12.00 12.00 12.03 ROUI'ED TO + RTAB 0.68 1 M 943 . 808. 696. 541. 412. 238. Tm 12.83 12.83 12.87 12.90 12.90 12.97 M 943. 808. 696. 541. 412. 238. TIME 12.83 12.83 12.87 12.90 12.90 12.97 M 1531. 1311. 1130. 881. 671. 389. TIME 12.13 12.17 12.17 12.17 12.20 12.23 ** PFAK STAGES IM FEE'!' ** 1 STAGE 276.96 276.75 276.58 276.29 276.02 275.50 TIME 12. 83 12.83 12.87 12.90 12.90 12.97 2 STAGE 276. 96 276.75 276.58 276.29 276.02 275.50 TIME 12.83 12 .83 12.87 12. 90 12.9 0 12.97 STAGE 277.63 277. 40 277 .19 276.87 276.54 275.97 TIME 12.13 12.17 12.17 12.17 12 .20 12.23 HYDRtX;RAPH AT + ARF.!3 0.20 M 421. 361. 311. 243. 185. 107. TIME 12.17 12.17 12.17 12.20 12.20 12.23 2 M 421. 361. 311. 243. 185. 107. TIME 12.23 12.23 12.23 12.23 12.23 12.23 M 643. 552. 476. 372. 284. 165. TIME 11. 73 11. 73 11. 73 11. 73 11. 73 11. 77 HYDRC@.PH AT + ARF.!4 0.04 1 M 147. 126. 109. 85. 65. 38. TIME 11. 70 11.70 11. 70 11.70 11.70 11. 73 M 147. 126. 109. 85. 65. 38. TIME 11. 73 11. 73 11. 73 11. 73 11.73 11.73 3 M 182. 157. 136. 107. 82. 49. TIME 11.57 11.57 11.57 11.57 11.57 11.57 3 COMBINED AT + PrB 0.92 1 M 1266. 1084. 935. 722. 549. 315. TIME 12.57 12.57 12.57 12.60 12 .67 12.70 2 FWW 1266. 1084. 935. 722. 549. 315. TIME 12.57 12.57 12.57 12.60 12.67 12.70 FWii 1988. 1693. 1461. 1129. 860. 489. TIME 12.00 12.00 12.00 12.03 12.07 12.13 RW1'Ell TO + R'I' BC 0.92 1 M 1266. 1084. 935. 722. 549. 315. TIME 12.63 12.63 12.67 12. 70 12 . 77 12.83 2 M 1266. 1084. 935. 722. 549 . 315. TIME 12.63 12.63 12.67 12. 70 12.77 12.83 M 1987. 1694. 1463. 1130. 859. 489. TIME 12.07 12.10 12.07 12.13 12.17 12.23 ** PFAK STAGES Ill FEET tt 1 STAGE 277.35 277 .14 276.95 276.62 276.31 275.74 TIME 12.63 12.63 12.67 12. 70 12.77 12.83 2 STAGE 277.35 277.14 276.95 276.62 276.31 275.74 TIME 12.63 12.63 12.67 12. 70 12.77 12.83 STAGE 278.05 277 .78 277.57 277 .19 276.83 276.18 TIME 12.07 12.10 12.07 12.13 12.17 12. 23 HYDRtX;RAPH AT + !RF.AS 0.03 M 96. 83. 71. 56. 42. 25. TIME 11.80 11.80 11.80 11.80 11.83 11.83 M 96. 83. 71. 56. 42. 25. TIME 11.83 11.83 11.83 11.83 11.83 11.83 M 129. 111. 96. 75. 58. 34. TIME 11.60 11.60 11.60 11.60 11.60 11.60 HYDROOUJ>H AT + ARF.A6 0.05 1 M 149. 128. 110. 86. 65. 38. TIME 11.83 11.83 11.83 11.83 11.83 11.87 ruli 235. 206. 182. 148. 118. 77. Til!E 11.57 11.57 11.57 11.57 11.57 11.57 M 235. 206. 182. 148. 118. 77. TIME 11.57 11.57 11.57 11.57 11.57 11.57 HYDRo:;RAPH AT + AREA? 0.06 1 M 128. 109. 94. 73. 56. 32. TIME 12.27 12.27 12.27 12.30 12.30 12.33 2 FI.CM 128 . 109. 94. 73. 56. 32. TIME 12.33 12.33 12.33 12.33 12.33 12.33 3 FI.CM 209. 179. 155. 121. 92. 54. TIME 11.73 11. 73 11. 73 11. 73 11. 73 11. 77 4 COl!BlllRD AT + PT C 1.07 1 FI.CM 1466. 1257. 1074. 834. 628. 359. Til!E 12.50 12.47 12.60 12.57 12 .63 12.80 2 M 1436. 1231. 1057. 820. 618. 355. TIME 12.57 12.57 12.63 12.57 12.67 12.80 M 2231. 1912. 1648. 1270. 957. 547. TIME 12.03 12.00 12.03 12.00 12.10 12.17 ROUTED 'ro + Rl'CD 1.07 1 M 1467. 1258. 1074. 834. 628. 358. TIME 12.60 12.60 12.67 12. 70 12.73 12.90 FI.CM 1437. 1231. 1057. 820 . 618. 355. Til!E 12.60 12.60 12.73 12.70 12. 77 12.93 M 2227. 1917. 1647. 1273. 959. 546. TIME 12.13 12.10 12.13 12.13 12.23 12.30 ** PF.AK STAGES IK FEET tt 1 STAGE 277.57 277. 34 277.12 276.79 276.48 275.88 Til!E 12.60 12.60 12.67 12.70 12.73 12. 90 2 STAGE 277. 54 277.31 277 .10 276.77 276.46 275.87 TOO 12.60 12.60 12.73 12.70 12. 77 12.90 3 STAGE 278. 24 277.99 277.74 277. 36 276.99 276. 30 TOO 12.13 12.10 12.13 12.13 12.23 12.30 HYDRo:;RAPH AT + AREA9 0.06 1 FI.CM 162. 139. 120. 94. 71. 41. TOO 11.90 11.90 11.90 11.90 11.90 11.93 2 FI.CM 268. 235. 207. 168. 134. 88. Til!E 11.57 11.57 11.57 11.57 11.57 11.60 FI.CM 268. 235. 207. 168. 134. 88. Til!E 11.57 11.57 11.57 11.57 11.57 11.60 HYDRo:;RAPH AT + ARY.AS 0.06 1 FI.CM 115. 99. 85. 66. 50. 29. Til!E 12.43 12' 43 12.43 12.47 12.47 12.50 2 FI.CM 115. 99. 85. 66. 50. 29. Til!E 12.50 12.50 12.50 12.50 12.50 12.50 FI.CM 186. 159. 138. 107. 82. 47. TIME 11.83 11.83 11.83 11.83 11.83 11.87 3 COMBINED AT + PT D 1.19 1 M 1650. 1415. 1206. 938. 704. 400. TIME 12 .57 12 .57 12.53 12.57 12 .6 3 12.73 2 FUJII 1581. 1356. 1159 . 901. 680. 389 . TIME 12.60 12 .60 12.63 12.70 12.70 12.80 M 2461. 210 8. 180 4. 14 01. 1051. 598. TIME 12.03 12.07 12.13 12 .10 12.10 12.17 ROl1l'Ell TO + R'l' DE 1.19 1 M 1650 . 1414. 1206. 939. 70 4. 400. TOO: 12.53 12.63 12.63 12 .67 12.7 0 12.83 2 M 1581. 1356. 1159. 901. 680 . 389. TIME 12.67 12.67 12.73 12.70 12.83 12.90 M 2464. 2105. 1800. 14 00. 1051. 598. TIME 12.10 12.17 12.20 12. 20 12.2 0 12.27 tt PEAK STAGF.s IN FEET tt 1 STAGE 272.62 272 . 38 272.10 271. 71 271.24 270 .34 TIME 12.53 12.63 12.63 12.67 12 .70 12.83 STAGE 272.55 272.32 272.03 271.66 271.1 9 270.30 TIME 12.67 12 .67 12. 73 12 . 70 12 .8 3 12.90 STAGE 273 .35 273 .07 272. 77 272.37 271.87 271.01 TIME 12.10 12.17 12.2 0 12.20 12.2 0 12.27 HYDROGRAPH AT + AREAll 0.06 1 FLOW 146. 125. 108. 84. 64. 37. TIME 12.00 12.00 12.03 12.03 12 .0 3 12.07 Fim 263. 231. 203. 165. 13 2. 86. TIME 11.60 11.60 11.60 11.60 11.60 11.60 FUJII 263. 231. 203. 165. 132. 86. TIME 11.60 11.60 11.60 11.60 11.60 11.60 HYDROGRAPH AT + AREAl.2 0.04 1 FLOW 89. 76. 66. 51. 39. 23 . TIME 12.17 12.20 12.2 0 12.20 12 .20 12.23 FLOW 89. 76. 66. 51. 39. 23. TIME 12.23 12.23 12.23 12.23 12.23 12.23 FLOW 139. 119. 103. 80. 61. 36. TIME 11. 73 11. 73 11.73 11.73 11. 73 11. 77 HYDROGRAPH AT + AREA13 0.04 1 M 102. 89. 77. 62. 48. 30. TIME 12.00 12.00 12.0 0 12.00 12 .0 3 12.03 2 M 102. 89. 77. 62. 48. 30. TIME 12.03 12 .0 3 12 .03 12.03 12.03 12.03 M 154. 134. 117. 93. 73. 46. TIME 11.63 11.63 11.63 11.63 11.67 11.67 HYDROGRAPH AT + AREA!O 0.07 1 FLOW 312. 272 . 238. 190. 150. 94. TOO: 11.57 11.57 11.57 11.57 11.57 11.60 FUJII 312. 272. 238. 190. 150. 94. TIME 11.60 11.60 11 .60 11.60 11.6 0 11.60 FUJII 312. 272. 238. 190. 150. 94. TIME 11.60 11.60 11.60 11.60 11.60 11 .60 5 COOil!ED AT + PT E 1.41 1 M 1922. 1632. 1403. 1083. 815. 461. TIME 12.50 12.53 12.43 12.60 12.57 12.43 2 M 1775. 1518. 1301. 1015. 764. 442. TIME 12.57 12.63 12.63 12.63 12. 70 11. 70 M 2816. 2384. 2042. 1570. 1178. 676. TIXE 11.93 12.03 11.97 12.10 12.17 11.90 ttt HORl!AL END OF HEC-1 ttt EXHIBITS E-1 & E-2 HEC2 COMPUTER INPUT/OUTPUT (INCLUDES STRUCTURE AT LONGMIRE) FLOOD PROFILES "E-1" "E-2" EXHIBIT E-1 tttttttttttttttttttttttttttttttttttttttttttttttttttttt t WATER SURFACE PROFILES t t DEVEWPED BY THE COE t VF.RSIOll OF SEPTOO!ER 1988 t t t RUN DATE 5/23/94 TOO: 14:10:24 t t tttttttttttttttttttttttttttttttttttttttttttttttttttttt x x xxxxm xxxxx x x x x x x x x x xxxxm xxxx x x x x x x x x x x x x xxxxm xxxxx ERO OF BANHER xxxxx x x x xxxxx xxxxx x x xxxxxxx ttttttttttttttttttttttttttttttttttttttt t OOOSON AND ASSOCIATES, INC. t t HYDRoux;rsT AND CIVIL ENGINEERS t t 7015 W TIDWELL SUITE 107 t t HOUSTON I TEXAS 77092 t t (713) 895-8322 ttttttttttttttttttttttttttttttttttttttt 5/23/94 14:10:24 PAGE THIS RUN EXECm'Ell 5/23/94 14:10:24 tttttttttttttttttttttttttttttttttttttttttttttttttt HEC2 RELF.ASE DATED SEPT 88 tttttttttttttttttttttttttttttttttttttttttttttttttt Tl HEC 2 FOR SPRillGBROOK, 100 YEAR PROPOSED FLOOD T2 COLLEGE STATION DRAINAGE SYSTEM ANALYSIS Q= 1773 T3 SPRillGBROOK FLOOD ELEVATIOKS Jl I CHECK I!IQ HIRV IDIR STRT KETRIC HVIKS Q liSEL FQ 0 2 0 0 0 0 1 0 272 0 J2 NPROF IP LOT PRFVS XSECV XSECI! FN ALI.OC IBW CHlfI! I TRACE 1 0 0 0 0 0 0 0 J3 VARIABLE CODES FOR SUMllARY PRIK'roUT 38 1 8 43 26 46 NC .080 .080 .05 .1 .3 QT 6 1773 1517 1300 1015 2042 2816 X1 100 9 mo 1152 0 0 0 0 0 0 GR 274 850 272 1000 267 1110 263.13 l118 262.65 1141 GR 267.09 1152 268.55 1188 270 1258 274 1500 NC .03 .03 .014 .3 .5 X1 260 14 1240 1272 160 160 160 0 0 0 X3 10 275.41 275.41 GR 275.41 1000 275.41 1240 260.94 1240 260.94 1250 275.41 1250 GR 275.U 1251 260.94 1251 260. 94 1261 275.41 1261 275.41 1262 GR 260.94 1262 260. 94 1272 275.41 1272 275.41 1500 SB 1.25 1.88 3.0 0 32 2 300 0 267.78 260. 94 X1 590 0 302 302 302 0 .2 0 X2 0 0 271. 7 275.41 0 0 0 0 0 X3 10 275.41 275.41 BT -4 1100 276 276 1240 275.41 271.7 1272 275.41 271. 7 BT 1400 277 277 NC .08 .08 .05 .1 .3 X1 610 10 1469 1493 50 50 50 0 0 0 GR 277 .12 1000 274.15 1206 272 .16 1390 268.87 1469 264.15 1475 GR 263. 78 1484 268.97 1493 269.48 1560 271.38 1660 274.14 1740 5/23/94 14:10:24 PAGE 2 t]r 6 1580 1355 1159 901 1804 2461 Xl 930 12 1330 1343 350 350 350 GR 276.8 1000 276.3 1100 275.5 1200 272.75 1300 269.35 1330 GR 265.44 1332 264. 95 1336 265. 51 1340 269. 56 1343 272. 46 1527 GR 274.2 1627 278. 7 1784 Xl 1250 10 725 759 330 330 330 GR 277. 72 500 m.75 659 273 .84 685 273.18 705 271.50 725 GR 265.63 745 265.63 756 271.17 759 273. 34 840 280.17 1078 X1 1460 10 1510 1525 210 210 210 GR 279.53 1000 277.54 1246 273.45 1371 272.78 1431 271.47 1510 GR 266.68 1518 266. 68 1521 271.29 1525 274.97 1561 284.57 1870 Xl 1517 7 1050 1105 57 57 57 GR 276 1000 274.5 1050 267 1081 267 1091 269 1092 GR 272.1 1105 276 1200 !IC .025 .025 .018 .3 .5 Xl 1570 6 1043 1105 50 50 50 GR 276 1000 274 1043 267.07 1070 267.07 1080 273 1105 GR 276 1200 NC .025 .025 .014 .3 .5 Xl 1588 7 2383.5 2415.5 18 18 18 X3 10 276.92 276. 92 GR 277.96 2200 276.5 2383 .5 267.1 2395 267.1 2405 267.1 2415.5 GR 276.5 2415.5 278 2600 SB 1.25 1.33 3 0 31.333 1.333 240 0 267.3 267.1 Xl 1646 0 61 61 61 .20 X2 1 275.3 276.92 0 X3 10 276. 92 276.92 BT -6 2200 278 278 2383 .5 276.92 275.3 2395 276.92 275.3 BT 2405 276.92 275.3 2415.5 276.92 275.3 2600 278 278 MC .025 .025 .018 .3 .5 Xl 1660 6 1075 1137 14 14 14 GR 276 1000 274 1075 267.5 1100 267.5 1112 273 1137 GR 277 1300 X1 1715 8 1086 1101 30 80 55 GR 277 970 276 1000 272.5 1086 268.7 1087 268. 7 1100 GR 272 1101 276 1245 278 1300 NC .07 .07 .05 .1 .3 X1 1910 13 1120 1145 150 150 150 GR 280.8 600 276.85 1000 275 1048 272.98 1068 273.3 1111 GR 272.25 1120 268.93 1130 268.93 1141 272.98 1145 275.13 1175 GR 275.75 1203 278 .37 1275 278.37 1320 5/23/94 14:10:24 PAGE QT 6 1436 1231 1057 820 1648 2231 Xl 2360 11 1153.5 1165 450 450 450 GR 280.3 730 277. 9 1000 275. 95 1030 274.97 1090 274.52 1153.5 GR 271.28 1158.5 274.54 1165 275.51 1174 277.51 1183 278.96 1198 GR 281.16 1261 X1 2630 8 735 750 170 270 340 GR 277.81 500 276.42 668 276. 24 735 271.5 739 271.5 m GR 275. 72 750 278 830 280.2 933 Xl 2860 10 1242 1258 300 200 100 GR 283 900 280. 78 1145 279.59 1221 274.96 1242 271.81 1246 GR 271.91 1251 276.07 1258 276.05 1316 276 1466 284 1666 QT 6 1266 1084 935 722 1461 1988 X1 3100 10 525 535 200 150 100 GR 285 450 278.31 500 276.22 . 525 273.8 527 273 .37 533 GR 278.07 535 277. 82 560 278.11 613 279.10 668 281.10 712 KC .08 .08 .08 X1 3250 8 1295 1377 200 150 100 GR 282.5 1000 280.42 1196 277.31 1295 272. 93 1328 279. 93 1377 GR 281 1445 278.53 1513 285. 24 1659 5/23/94 14:10:24 PAGE 44 THIS RUN EXEC1Jl'ED 5/23/94 14:10:33 tttttttttttttttttttttttttttttttttttttttttttttttttt llF.C2 RELF.ASE DATED SEPT 88 tttttttttttttttttttttttttttttttttttttttttttttttttt NOTE-ASTERISK ( t) AT LEFT OF CROSS-SF.c'l'ION NU!IBER INDICATES MESSAGE IN Stoo!ARY OF ERRORS LIST IllGBROOK FLOOD ELEVATION SlOOIARY PRmWl' SECNO CWSEL DEP'IB Q VCH ~IR 100.000 272.00 9.35 1773.00 3.15 .00 100.000 272.00 9.35 1517.00 2.69 .oo 100. 000 272.00 9.35 1300.00 2.31 .00 100.000 272.00 9.35 1015.00 1.80 .00 100.000 272.00 9.35 2042.00 3.62 .oo 100.000 272.00 9.35 2816.00 5.00 .oo 260.000 271. 92 10.98 1773.00 5.38 .00 260.000 271. 94 11.00 1517.00 4.60 .00 260.000 271.96 11.02 1300.00 3.93 .00 260.000 271. 97 11.03 1015.00 3.07 .oo 260.000 271.89 10.95 2042.00 6.21 .00 260.000 271. 79 10.85 2816.00 8.65 .00 590.000 272.52 11.38 1773.00 5.19 .oo 590.000 272.37 11.23 1517 .00 4.50 .00 590.000 272.27 11.13 1300.00 3.89 .oo 590.000 272.16 11.02 1015.00 3.07 .oo 590.000 272. 71 11.57 2042.00 5.88 .00 590.000 273.46 12.32 2816.00 7.62 .00 610.000 272.88 9.10 1773.00 4.16 .00 610.000 272.62 8.84 1517.00 3.93 .00 t 610.000 272.H 8.66 1300.00 3.62 .00 610.000 272.25 8.47 1015.00 3.05 .00 t 610.000 273. 20 9.42 2042.00 4.25 .oo 610.000 274.40 10.62 2816.00 3.89 .00 t 930.000 273.59 8.64 1580.00 5.12 .00 t 930.000 273 .30 8.35 1355.00 5.02 .00 930.000 273. 05 8.10 1159.00 4.87 .oo t 930.000 272. 72 7.77 901.00 4.53 .00 930.000 273. 89 8.94 1804.00 5.08 .00 t 930.000 274.88 9.93 2461.00 4.63 .oo 5/23/94 14:10:24 PAGE 45 SECNO CliSEL DEPTH Q VCR QWEIR 1250.000 274.42 8.79 1580.00 5.16 .00 1250.000 m.12 8.49 1355.00 4.85 .00 1250.000 273.85 8.22 1159.00 4.52 .oo 1250.000 273.44 7.81 901. 00 3.99 .00 1250.000 274.69 9.06 1804.00 5.43 .oo 1250.000 275.49 9.86 2461.00 5.85 .00 1460.000 275. 21 8.53 1580.00 5.65 .00 1460.000 274.86 8.18 1355.00 5.65 .00 1460.000 274.53 7.85 1159.00 5.67 .00 t 1460.000 274.03 7.35 901.00 5. 70 .00 1460.000 275.51 8.83 1804.00 5.68 .00 1460.000 276.30 9.62 2461.00 5. 76 .00 1517.000 275.33 8.33 1580.00 4.75 .00 1517.000 275.02 8.02 1355.00 4.41 .00 1517.000 274. 73 7.73 1159.00 4.08 .00 t 1517.000 274.31 7.31 901.00 3.54 .00 1517.000 275.61 8.61 1804.00 5.05 .00 1517.000 276. 33 9.33 2461.00 5.71 .oo t 1570.000 275.44 8.37 1580.00 4.15 .00 t 1570.000 275.12 8.05 1355.00 3.85 .00 t 1570.000 274.82 7.75 1159.00 3.56 .00 t 1570. 000 274. 39 7.32 901.00 3.08 .00 t 1570.000 275.73 8.66 1804.00 4.42 .oo t 1570.000 276.49 9.42 2461. 00 4.96 .00 t 1588.000 275.11 8.01 1580.00 7.77 .00 t 1588. 000 274.87 7. 77 1355.00 6.91 .00 1588.000 274.63 7.53 1159.00 6.13 .oo 1588.000 274.27 7.17 901.00 5.05 .00 t 1588.000 275.30 8.20 1804.00 8.61 .00 t 1588.000 275. 71 8.61 2461.00 11.10 .00 1646.000 275.29 7.99 1580 .00 7.79 .oo 1646. 000 274.99 7.69 1355.00 6.99 .oo 1646.000 274. 71 7.41 1159.00 6.24 .00 1646.000 274.32 7.02 901.00 5.18 .00 1646.000 275.55 8.25 1804.00 8.55 .oo 1646.000 275.40 8.10 2461. 00 11.95 186.58 t 1660 .000 276.35 8.85 1580.00 3.21 .00 t 1660.000 275.80 8.30 1355.00 3.21 .00 t 1660.000 275.32 7.82 1159 .00 3.13 .00 t 1660.000 274.70 7.20 901. 00 2.89 .00 t 1660.000 276.88 9.38 1804.00 3.17 .00 t 1660.000 278.15 10.65 2461.00 3.09 .00 5/23/94 14:10:24 PAGE 46 SECNO t'liSEL DEPTH Q VCR OOIR t 1715.000 276.34 7 .64 1580.00 4.98 .00 t 1715.000 275.76 7 .06 1355.00 5.59 .00 t 1715.000 275.26 6.56 1159.00 6.01 .00 t 1715.000 274.57 5.87 901.00 6.50 .00 t 1715.000 276.88 8.18 1804.00 4.45 .00 1715.000 278.18 9.48 2461. 00 3.78 .00 t 1910.000 276.40 7.47 1580.00 5.23 .00 t 1910.000 275.89 6.96 1355.00 5.38 .00 t 1910.000 275.45 6.52 1159.00 5.42 .00 t 1910.000 274. 95 6.02 901.00 5.13 .00 t 1910.000 276 '91 7 .98 1804 .00 5.02 .oo t 1910.000 278.19 9.26 2461.00 4.51 .oo 2360.000 278.01 6.73 1436.00 5.09 .00 2360.000 277. 71 6.43 1231.00 4.96 .00 2360.000 277.44 6.16 1057.00 4.84 .oo 2360.000 277 .02 5.74 820.00 4.73 .00 2360.000 278.30 7 .02 1648.00 5.16 .00 t 2360.000 279.12 7.84 2231.00 5.07 .00 2630.000 278.79 7.29 1436.00 4.37 .oo 2630.000 278. 54 7.04 1231.00 Ul .00 2630.000 278.30 6.80 1057.00 4.46 .00 2630.000 277.96 6.46 820. 00 4.49 .oo 2630.000 279.04 7.54 1648.00 4.35 .00 2630.000 279. 72 8.22 2231.00 4.21 .00 t 2860.000 279.19 7 .38 1436.00 2.96 .00 t 2860.000 278. 94 7.13 1231.00 2.81 .00 t 2860.000 278. 72 6.91 1057 .00 2.67 .00 t 2860.000 278.39 6.58 820.00 2.43 .oo t 2860 .000 279.43 7 .62 1648.00 3.09 .00 2860.000 280.07 8.26 2231.00 3.35 .oo t 3100.000 279.44 6.07 1266.00 9.14 .oo t 3100.000 279. 33 5.96 1084.00 8.51 .00 t 3100.000 279.18 5.81 935.00 8.20 .oo t 3100.000 278. 89 5.52 722.00 7.98 .00 t 3100.000 279.58 6.21 1461.00 9.57 .00 t 3100.000 280.10 6. 73 1988.00 9.38 .00 t 3250.000 280.65 7. 72 1266 .00 2.40 .oo t 3250.000 280.42 7 .49 1084.00 2.26 .00 t 3250.000 280.23 7.30 935.00 2.10 .00 t 3250.000 279.91 6.98 722.00 1.83 .oo t 3250.000 280.87 7.94 1461.00 2.54 .oo t 3250.000 281. 33 8.40 1988.00 2.85 .oo 2 81 SPRINGBROOK 280 ./~ PROPOS :D ....... .... /"/"y ~ ~ ·V LONGMif E --.-/ ---i.--. DRIVE ~ --~~---------·-TOP OF ROAD 2 7 6 .93 --... .. ··~ --,.. ------ ~ ~--:::::-lo-,,,,,--• ..-r --t:: ..-.......--...... STATE 1IGHWAY 6 .....,_ .. 6 / .// ...-T( )p OF R AD = ~ 75.4 i.-..-...-. ,,,........,_ / ,L __ -· -!//:' /~ _,,-->-.· . . ' .. .. I ~I v-= V'/;r-v/ ~ ~ V .. v .. / .... ----l.---~ , II' \ ·-- 27 9 27 8 277 2 7 6 27 5 27 4 I ~ -~\ . ~. ~ ~ -·::-, ___ -/ . ...-/ --· -~ -----· ~ /,,,,-._ __ -. -· ... :----·--;I ·,~ / :r: -. -/ . ;;...- I bl ---l--" r11 riri EXI ::iTING TF IPLE ~-" ~ 1---(") >< 1 10 x 10 BOX CULV0 // PROP( DSED / I 25 I J:l()'x' I 111 \/ / I ~ 3-10' x 8' / 0100 Noa L~ / ~ --·-050 ........ -- - - -025 -o --i ' ,,,,,,---·-·-·-010 ;u I / ...... 025 ULT . .. .. ' .... 0 riri -----FLOW LINE ----LT . BANK ~I -··-··-RT. BANK / r "J ~ -------r11 :: v---(/) ~ 27 3 272 27 270 26 9 268 267 26 6 265 __,..,. ·--26 4 ,,....- 26 3 262 "" ' 2 6 1 ~ - 260 200 .0 400 .0 600.0 800 .0 1 oc 0 .0 1200.0 1400.0 1600.0 18( 0 .0 20( 0 .0 22( 0 .0 24( o.o 26( 0 .0 28C 0 .0 30( 0.0 3 2 0( DISTANCE l ( Buchanan/Soll Mechanics, Inc. Consulting Engineers Bryan, Texas 206 North Sims, 77803/P.O. Box 672, 77806/(409) 822-3767/Fax (409) 822-7604 Spencer J . Buchanan, P .E. (1903 -1982) Philip N. Buchanan, Ph.D .. P .E . April 27 , 1995 Mr. Jerry Jones CITY OF COLLEGE ST A TI ON Post Office Box 9960 College Station, Texas 77842-0960 Reference: Cypress Meadows Phase II Purple Martin Cove Cul-de-sac B/SMI Project No. 950032 Dear Mr. Jones: Edsel J . Burkhart, P.E. Four Core Borings were drilled at the Purple Martin Cove Cul-de-sac in order to obtain data on the material beneath the pavements. Each of the four boring were drilled to 6 ft depth and the locations are shown on the attached Location Plan. Core Boring CB-1 indicated 4 -in. road base and 8-in. lime-stabilized soil underlain by a brown clay which became tan clay with depth. The pocket penetrometer readings indicate a higher strength in the compacted material, which is what should be expected. In boring CB-2 a similar condition existed with 8-in. of road base and 12-in . of lime-stabilized soil. Beneath the lime- stabilized soil was a plastic tan clay, again exhibiting a higher strength in the compacted roadway than in the subbase material which is normal. In boring CB-3 there was 4-in. road base and 8-in. dark gray clay which did not appear to be lime-stabilized. It is our understanding that this area was reworked to some degree and select fill was brought in where lime-stabilization had been the initial treatment. In all the above cases, the material exhibits low strengths but nothing to cause great alarm. In boring CB-4 , from surface to 3 ft depth was a very soft black to dark gray clay which is probably a remnant of the stock pond which was in this site prior to development. These observation are reinforced by the summary of laboratory test data sheet which indicates fairly high strength near the surface with decreasing strength in natural ground with the exception of boring CB-4 where there was virtually no strength to approximately 6 ft depth and low strength to 6 ft depth. Cypress Meadows Phase II Purple Martin Cove Cul-de-sac B/SMI Project No. 950032 Page 2 In order to remedy the situation, we recommend that the area in the vicinity of boring CB-4 be excavated in order to remove the black to dark gray material and replace it with compacted common fill with the last 12-in. being either select fill or lime-stabilized material. This material should be compacted to a density of at least 95 % of the maximum dry density as determined by ASTM D 698 at a moisture content between optimum and 4% wet of optimum. If this is achieved , this should provide an adequate base for the pavement for the Purple Martin Cove Cul-de-sac. We appreciate the opportunity to be of service to you in this matter. If you have any question, please let us know. Sincerely, BUCHANAN/SOIL MECHANICS, INC. /re BORING LOCATION PLAN CB-4 + CB-2 + CB-1 + w > D u z 1-- 0:'.'. <I L: w _J Q_ O:'.'. ~ Q_ CB-3 v Cypress Meadows, Phase II Purple Martin Cove Cul-de-sac CITY OF COLLEGE ST A TION B/SMI Project No . 950032 April 21, 1995 BUCHANAN/SOIL MECHANICS, INC. PROJECT: CLIENT: DATE: DRILLER: Cypress Meadows, Phase II, Purple Martin Cove Cul-de-sac CITY OF COLLEGE STATION April 21, 1905 T. Barbosa BORING LOG PROJECT NO: 950032 SOIL TECHNICIAN: L. Heath BORING NO: CB· 1 LOCATION: As shown on Location Plan BORING TYPE: 4 11 Auger GRl1M> ELEV: Depth in Feet Sarrple Pen. B/F 11-shelby Tube Sarrple X-Penetration Sarrple J-Jar /-No Recovery ._ 2.5 ._ 5 - ~ 7.5 10 - Type Ctsf) & No. 666 4+ 667 1.5 668 1.0 669 1.5 767 1.5 \-Disturbed sarrple from cuttings V-~ater encountered while drilling T-Open-hole water level B/F -Blows per foot, ASTM D 1586 Penetration Test Pen.(tsf)-Field estimate of compressive strength DESCRIPTION OF STRAn.. 1<oaa oase Lime treated subgrade Stiff brown and gray sandy clay Stiff brown clay with small gravel Stiff brown and gray sandy Clay Stiff tan clay Stiff tan clay Bottom at 6 1 BUCHANAN/SOIL MECHANICS, INC. BRYAN, TEXAS 4" 12 11 PROJECT: CLIENT: DATE: DRILLER: Cyp r e s s Meadow s , Phase 11, Purple Martin ·Cove Cul-de-sac CITY OF COLLEGE STATION April 21, 1905 T. Barbosa BORING LOG PROJECT llO: 950032 SOIL TECHNICIAN: L. Heath BORING llO: CB-2 LOCATION: As shown on Location Plan BORING TYPE: 4 11 Auger GRCUID ELEV: Depth in Feet Sarrple Pen . B/F 1-shelby Tube Sal!l>l e X-Penetration Sarrple J -Jar /-No Recovery I-2 .5 ~ 7 .5 10 - Type Ctsf) & No. 768 1 .0 769 1.0 770 2.5 771 2.0 \-Disturbed s al!l>le from cuttings V -~ater encountered while drilling '1'-0pen -hole wate r level B/F -Blow s per foot, ASTM D 1586 Penetration Te s t Pen.(tsf)-Field est i mate of COl!l>ressive strength DESCRIPTION OF STRATI.JI Road base Lime treated s ubg r ade Plastic tan clay wi th i ron sta i ns Plast i c tan c lay with road ba s e mixture Stiff tan clay Stiff tan clay Bottom at 6' !l" 1. 7 1 BUCHANAN/SOIL MECHANICS, INC . BRYAN, TEXAS ~--~~-------~--- PROJECT: CLIENT: DATE: DRILLER: Cypress Meadows, Phase II, Purple Martin Cove Cul-de -sac CITY OF COLLEGE STATION April 21, 1905 T. Barbosa BORING LOG PROJECT NO: 950032 SOIL TECHNICIAN: L. Heath BORING NO: CB -3 LOCATION: As shown on Location Plan BORING TYPE: 411 Auger GRClJllD ELEV: Depth in Feet Sllflllle Pen. B/F 1-shelby Tube Sa111Jle X-Penetration Sa111Jle J -Jar /-No Recovery ~ 2.5 .._ 5 - ~ 7.5 10 - Type (tsf) & No. 772 3.0 m 1 .0 774 2.0 775 1.5 776 3.0 \-Disturbed sa111Jle from cuttings V-~ater encountered while drilling T-Open-hole water level B/F -Blow s per foot, ASTM D 1586 Penetration Test Pen_(tsf)-Fie ld estimate of c~ressive strength DESCRIPTION Of STRATlJ4 1<oaa oase Dark gray clay with gas odor Stiff brown sandy clay Plastic gray and brown sandy clay Stiff brown clay Stiff brown clay Very stiff gray clay Bottom at 6' BUCHANAN/SOIL MECHANICS, INC. BRYAN, TEXAS 4" 12 11 BORING LOG PROJECT: BORI NG NO: CB-4 CLIENT: Cypress Meadows, Phase 11, Purple Hartin Cove Cul-de-sac CITY OF COLLEGE STATION LOCATI ON : As shown on Location Plan DATE: April 21, 1905 DRILLER: T. Barbosa Depth in Feet '-2.5 ~5- ~ 7.5 10 - Sa1T4>le Pen. Type (tsf) & No. 0 0 0 777 1.0 778 779 0.5 780 1.5 781 B/F PROJECT NO: 950032 SOIL TECHNICIAN: L. Heath BORING TYPE: 4 11 Auger GR<XJND ELEV: 1-she l by Tube Sa1T4>le X-Penetration Sa1T4>le J-Jar /-No Recovery \-Disturbed sa"'1le from cuttings V-~ater encountered while drilling •-Open -hole water level B/F-Blows per foot, ASTH 0 1586 Penetration Test Pen.(tsf)-Field estimate of corrpressive strength DESCRIPTION OF STRAT\14 1Koaa case Very soft black to dark gray sand, silt and clay (pond bottom) Road base and soft gray and-brown sandy clay Brown sandy clay Very soft brown sandy clay with dark brown sand layer, very moist Plastic brown sandy clay Very soft brown sandy clay Bottom at 8' BUC HANAN /SOIL MEC HAN ICS, I NC. BRYAN, TEXAS ..... ~y OF LABORATORY TEST DATA • CLIENT: CITY OF COLLEGE STATION PROJECT: Cypress Meadows, Phase II, DATE: Apr il 21, 1995 Purple Martin Cove Cul ·de ·sac PROJECT NO.: 950032 CCl'PRESSION TEST BORING DEPTH SAMPLE TYPE OF MATERIAL MOISTURE DRY ATTERBERG LIMITS CCl'PRESSION STRAIN LATERAL TYPE OTHER TESTS NO. IN FEET NO. CONTENT DENSITY (tsf) x PRESSURE FAILURE x (pcf) LL PL PI (psi) 1 1 . 2 666 Brown and gray sandy clay 24 98 46 24 22 1.58 9.5 2.5 Bulge 3 . 4 668 Brown and gray sandy clay 25 96 48 23 25 1. 15 9.5 2.5 45· Shear 2 2 . 3 768 Tan clay with iron stains 33 87 66 33 33 0. 72 4.7 2 .5 45· Shear 3 1 . 2 772 Brown sandy clay 20 104 45 25 20 1.87 7.1 2.5 Bulge 2 . 3 773 Gray and brown sandy clay 25 98 39 21 18 0.87 6.1 2.5 45· Shear 4 3 . 4 777 Gray and brown sandy clay 23 93 37 21 16 5 . 6 779 Brown sandy clay 28 85 38 21 17 0.22 1.0 2.5 45'" Shear .BUCHANAN/SOIL MECHANICS, INC. BRYAN, TEXAS • McCLURE ENGINEERING, INC.------- September 8, 1994 Mrs. Veronica Morgan, P.E. Assistant City Engineer CITY OF COLLEGE STATION P.O. Box 9960 College Station, Texas 77842 RE: SPRINGBROOK -CYPRESS MEADOW, PHASE II SPRINGBROOK -HIDDEN HOLLOOW SUBDIVISION INSPECTIONS & DRAINAGE DEVELOPMENT PERMITS Dear Veronica: Attached please find a check in the amount of $800.00 for the Subdivision Inspection Fees and the Drainge Development Permit Fees on the above referenced phases of SPRINGBROOK. Also attached are the applications for the Development Permits. Should you have any questions concerning this submittal, please do not hesitate to call. Very truly s, ~ha~l R. McClure, P.E., R.P.L.S. MRM/mlm attachments RE E iEf) SEP Q 9 ~· 1722 Broadmoor , Suite 210 • Bryan, Texas 77802 • (409) 776-6700 • FAX (409) 776-6699 Figure XU Application Form Development Permit Inside/Outside Established Flood Hazard Areas City of College Station, Texas (re: Ordinance No. 1728) Si~~gaID~cri~~~--_s_P_R_I_N_G_B_R_o_o_K~-~c_Y_P_R_E_s_s_M_E_A_n_o_w_,_P_H_A_s_E_I_I_-____ ~~~~ Site Address: -~O::..::f:.;:;f~Barr~=.o::::n~R:.::oa::::::;:d::._ __________________________ _ Owner: FOUNTAINHEAD DEVELOPMENT CORPORATION, INC. Architect/ Michael R. -McClure, P.E., R.P.L.S. Engineer: McCLURE ENGINEERING, INC. Address: 2405 Texas Ave. s, Suite 308 Telephone No.: _7L7w.5J.=;J.9'..l.IO:..L1 .1.1.B _____ _ Address: 1722 Broadmoor, #21 0, Bryan, TX Telephone No.: _...1.7..J.7.loL6-::..:6""'7u.Ou.iO ____ _ Contractor: _____________________ Address:------------- Telephone No.:---------- Date Application Filed:----------------Approved:------------ Application is hereby made for the following specific waterway alterations: South Fork of Lick Creek Artached as part of this application: O Application Fee O Signed Certificate O Site and Construction Plans, \v i th suppbning documentation: iwo (2) copies of each O Other: ~--~----~-----~-~-~ ACKNOWLEDGEMENTS: I, __ oan __ Ben_s_llllO_· _n _______ ~ as owner, hereby acknowledge or affirm that:_ Th~ atxwe Drainage Plan and supporting documents complies wiht the requirements of Ordinance No. 1728, and - Contractor Date Page 1of2 / / I / . . .. ... Figure XII Continued CERTIFICATIONS : A I, . certify that any nonresidential structure on or proposed to be on this site as part of this application meets flood-proofing requirements as set out in Section of Ordinance No. 1728 Architect/Engineer Date B. I, certify that-.the finished floor level of the low.est floor, including any basement, of any residential structure as part of this application is or proposed to be at or above the base flood elevation as established in the latest Federal Insurance Administration flood hazard study and maps, as amended. Architect/Engineer Date C. I, . Michael R. McClure certify that the alterations or development covered by this permit shall not diminish the flood-carrying capacity of the adjoining wate~ay or crossing this permitted site and that such alterations or development are consistent with requ kemen~ concerning encroachments of floodways and of floodway fringes as illustrated .€' in tire la,tes '.~37:· =--<J~f_e~)_c;_¢.. __________ _ Ar~~ Date D . I, do certify that any alterations, addressed in Certification "D" do not raise the level of 100-year flood as referred to Certification "B 11 • Architect/Engineer Date· Floodplain Administrator Date APPROVAL: Special conditions or comments as part of approval: __________ _ Pac:e 2o f 2 'r' °""<Id po pp.doc J lJ<l l DEPARTMENT OF THE ARMY FORT WORTH DISTRICT , CORPS OF ENGINEERS P . 0 . BOX 17300 R E P LY TO ATT ENT I ON OF : Operations Division Regulatory Branch FORT WORTH, TEXAS 76102-0300 September 1, 1994 SUBJECT: Project Number 199400401 Mr. Joel J. Mitchell McClure Engineering, inc. 1722 Broadmoor, Suite 210 Bryan , Texas 77802 Dear Mr. Mitchell : Thank you for your letter of June 28, 1994 , concerning your proposal to realign approximately 300 feet of South Lick Creek and to construct a culvert crossing to extend Longmire Drive through Cypress Meadow Phase II , in the city of College Station , Brazos County , Texas. This project has been assigned Proj ect Number 199400401. Please include this number in all future correspondence concerning this project. Failure to refere nce the project number may result in a delay. We have reviewed this project in accordance with Section 404 of the Clean Water Act and Section 10 of the Rivers and Harbors Act of 1899. Under Section 404 , the U. S . Anny Corps of Engineers regulates the discharge of dredged and fill material into waters of the United States, including wetlands . Our responsibility under Section 10 is to regulate any work in , or affecting , navigable waters of the United States . Based on your description of the proposed work , and other information available to us, we have determined that this project will not involve activities subject to the requirements of Section 10. However , this project will involve activities subject to the requirements of Section 404 . Therefore , it will require Department of the Army authorization. We have determined that this project is authorized by nationwide permit 14 for Road Crossing . To u se this permit, the person responsible for the project must ens ure that the work is in compliance with the specifications and conditions listed o n the enclosure. Failure to comply with these specifications and conditions invalidates the authorization and may result in a violation of the Clean Water Act. Our verification for the construction of an activity under this nationwide pem1it is valid for a period of no more than two years from the date of this letter , or a lesser time upon expiration of the nationwide pennit on a regional or national basis . Continued confinnation .. -, ... •. -. -2- that an activity complies with the specifications and conditions and any changes to the nationwide permit is the responsibility of the permittee . This permit should not be considered as an approval of the design features of any activity authorized or an implication that such construction is considered adequate for the purpose intended. It does not authorize any damage to private property, invasion of private rights , or any infringement of federal , state , or local laws or regulations. Thank you for your interest in our nation's water resources. If you have any question s concerning our regulatory program , please contact Mr. Jim Herrington at the address above or telephone (817)334-2188. If you would like more information about our nationwid e permit program, please contact us and we will furnish you with a copy of the nationwide permit regulations. Enclosure Copy Furnished: Mr. Rollin MacRae Texas Parks and Wildlife Department 4200 Smith School Road Austin , Texas 78744 Sincerely, ~!?li/L hayneA. Lea Chief, Regulatory Branch NATIONYIDE PERMIT 14 ROAD CROSSING Fills for roads cros sing waters of the United States (including wetlands and other special aquatic sites ) provided: a. The width of the fill is limited to the minimum necessary for the actual crossing; b. The fill placed in waters of the United States is limited to a filled area of no more than 1/3 acre. Furthermore, no more than a total of 200 linear feet of the fill for the roadway can occur in special aquatic sites, including wetlands; c. The crossing is culverted, bridged or otherwise designed to prevent the restriction of, and to withstand, expected high flows and tidal flows, and to prevent the restriction of low flows and the movement of aquatic organisms; d. The crossing, including all attendant features, both temporary and permanent, is part of a single and complete project for crossing of a water of the United States; and, e. For fills in special aquatic sites, including wetlands, the permittee notifies the district engineer in accordance with the "Notification" general condition. The notification must also include a delineation of affected special aquatic sites, ·including wet lands. Some road fills may be eligible for an exemption from the need for a Section 404 permit altogether (see 33 CFR 323.4). Also, where local circumstances indicate the need, district engineers will define the term "expected high flows'' for the purpose of establishing applicability of this nationwide permit. (Sections 10 and 404) NATIONYIDE PERMIT CONDITIONS GENERAL CONDITIONS: The following general conditions must be followed in order for any authorization by a nationwide permit to be valid: 1. Navigation. No activity may cause more than a minimal adverse effect on navigation. 2. Proper maintenance. Any structure or fill authorized shall be properly maintained, including maintenance to ensure public safety. 3. Ero s ion and siltation controls. Appropriate erosion and siltation controls mu s t be us ed and maintained in effective operating condition during con s truction, and all exposed soil and other fills mu s t be permanently stabilized at the earlies t practicable date. 4. Aquatic life mov ement s . No activity may sub s tantially di s rupt the movement of th os e s pe cies of aquatic life indigenous to the waterbody, including tho s e species which normally migrate through the area, unless the activity's primary purpose i s to impound water. 5. Eouioment. Heavy equipment working in wetlands must be placed on mats or other mea s ure s mu s t be taken to minimize soil disturbance. 6. Regional and case-by-case conditions. The act1v1ty must comply with any regional conditions which may have been added by the division engineer (see 33 CFR 330.4(e)) and any case specific conditions added by the Corps. 7. Yild and Scenic Rivers. No activity may occur in a component of the National Yild and Scenic River System; or in a river officially designated by Congress as a "study river" for possible inclus ion in the system, while the river is in an official study status. Information on Yild and Scenic Rivers ma y be obtained from the National Park Servi c e and the U.S. Forest Service. 8. Tribal right s . No activity or its operati on may impair re s erved tribal right s , including, but not limited to, reserved water rights and t r eaty fi s hing and hunting rights. 9. Yater quality certific a ti on. In c e rtain s tates , an individua l s tate water quality c e rtifica ti on must be obtained or waived (s ee 33 CFR 330.4(c)). 10. Coa s tal zone man a gement. In c e rtain stat es , a n individua l state coastal zone ma nag ement consistency concurranc e mu s t be obtained or waived. (s ee 33 CFR 330 .4(d)). 11. Endangered Species . No activity i s authoriz ed under any NYP which is likely to jeopard i ze the continued exi s tence of a threatened or endangered s pecies or a s pecies proposed for such des ignat io n, a s identified under the Federal Endang e red Species Act, or which is likely to destroy or adver s ely modify the critical hab i tat of s uch s pecies. Non-federal permittee s s hall notify the di s trict engine er if any li s t ed s pecies or critical habitat might be affect e d or i s in the vicinity of the project and shall no t be g i n wor k on the activity unti l no tif j ed by the di s trict enginee r that the r equir ement s of the Endangered Spec i es Ac t have been s atisfied and th a t the ac tivity i s auth or i zed. Inf ormati on on the lo c ati on of thr ea t ened an d / endange red species and their critical habitat can be obtai ned from th e U.S. Fi s h and Wildlif e Service and National Marine Fi s heries Service. (see 33 CFR 330 .4(f)) 12. Histor i c prope rti es. No activity which may aff e ct Hi storic properties l is t ed , or eligible for li s ting, in the Na t iona l Regi s t er of Hi s toric Pl aces is authorized, until the DE has compli ed with th e provi sions of 33 CF R 325, App endix C. The prospec tive permittee must notify the d!s~ri ct engineer if the authori zed act ivity may affect any hi s toric propert i es li s ted, determined to be el~gible, o'. whi ch th: . pros pe ctive permittee ha s rea son to believe may be eligible for listing on the National Regi ste r of Hi s t o ric Places . and s hall not begin the activity until notified by th e Di s trict En gineer th a t th e requiremen ts of the Na~ional Hi s tori c Preservation Ac t have been sa ti s fi e d and th a t the activity i s authoriz ed . Information on the loca tion and exis t ence of historic re source s can be obtained from the Sta t e Hi storic Preservation Off i ce and the Nati onal Regis t er of Hi s t or i c Places (see 33 CFR 330 .4 (g)). 13. Notification. (a) Wh e re requir ed by th e t erms of th e NWP, th e pro spec tive permittee mu s t no tify the Di stri ct Engineer as early as poss ible and s hall not be gin the act ivity: (1) Until notified by the District Engineer that the activity may proceed und er the NWP with a ny special cond itions imposed by the di str ict or divi s ion enginee r; or (2) If notified by the District or Divi sion engineer that an indiv idua l permit is required; or (3) Unl ess 30 days have pa ssed from th e Di st rict Eng inee r's receipt of the notifi cation and th e prospect ive permittee has not received not ice fr om the Di s tric t or Division Engineer. Subsequently, the permitt ee 's r i ght to proceed und e r the NWP may be modified, suspended , or revoked only in accordance with the procedure set forth in 33 CFR 330.5(d)(2). (b) Th e notification mu s t be in writing a nd include the following information and any required f ees : (1 ) Name, addre ss and telephone number of th e prospective permittee; (2) Location of the proposed project; (3) Br ief description of the proposed project; the proj e ct's purpose; d irec t and indirect adverse environmenta l effect s the project woul d c ause; any other NWP(s ), regional general pe rmit(s ) or individual permit (s ) used or intended to be used to authorize any part of the propo sed project or any related activity; (4) Where required by the terms of the NWP, a delineation of affec t ed specia l aquatic sites , including wetlands ; and (5) A sta teme nt t ha t the prospecti ve permittee has contacted: (i ) Th e USFWS/NMFS regarding the presence of any Federally Li sted (or proposed for Li s ting) end ange red or th reatened s pecies or critical habitat in the perm it area that may be affected by the proposed project; and a ny available information provided by those agencies . (The prospective permit tee may c ontact Corps Distr ic t Off ices for USFWS/NMFS agency contac ts and lists of critical habitat.) (ii ) The SHPO rega rding the presence o f any historic properties in t he permit area that may be affect ed by the propos ed project; and the available information, if a ny, provided by that agency. (c) The standard ind i vidual permit application form (Form ENG 4345) may by used as the notification but must cl earl y i ndicate that it is a PO N and mu s t inc lude all of the inf o rm a ti on required in (b)(1)-(5) of Genera l Condition 13. (d) In reviewing a n act 1v1ty und er the notification procedure, the District Engineer will first determine wh e th er the activity will result in more th a n minimal individual or cumu l ative ad verse environmental effects or wi ll be co ntrary to th e public interes t. The prospective permit tee may , at his option, submit a propo sed mitigation plan with the predischarge notification to · expedite the process and the Di s tr ict Engineer will consi der any optional mitigation th e app li can t has included in the proposal in determ ini ng wh e th er th e ne t adver se envi ronm e ntal effec ts of the proposed wor k are minimal. Th e Di s trict Engineer will co nsider any conme nts from Fede ral and State agencies concerning the proposed activi t y 's complia nc e with the terms a nd conditi ons of th e nat ionwid e permits a nd th e need for mitigation t o reduce the project 's adverse environmental effects to a minimal Lev e l. The di s trict engineer wi ll upon receipt of a notific ation provide inmedi a tely (e.g. fac si mile transmission, ov ernight mail or oth e r exped itious man ner) a copy to the appropr iate offices of the Fish and Wildlife Service , State na tu ral resource or wat er quality agency, EPA, and, if appropriate, the Na tional Marine Fi s her ies Service. With th e excep ti on of NWP 37, th ese ag encies will t hen have 5 calendar days from the date the material is trans mi tted to telephone the Di s trict Engineer if th ey intend to prov ide s ub s tantive, s it e-specific conments . If so contact ed by an agency, th e Di s trict Engin eer will wait an additional 10 ca l enda r days before making a decis ion on the notification. The Dist'.i ct Eng i neer will fully consider agency conments received wi t hin the spec ified time frame , but will provide no re s pon se to the resource agency . The Di s tri c t Engineer will indicate in the administrative record associated with each notification that th e re s ource agenci es ' concerns were considered. Applicants are encouraged to provide the Corps multiple copies of notifications to expedite agency notif ica ti on. If the Di s trict Engineer determines th at the act i vity complies with the terms and condi t ions of the NWP and that t he adverse effects are minimal , he will notify the permittee and include an y co nd itions he deems neces sary. If th e Di str ict Engin eer determines th at th e adverse effec ts of the proposed work are more than minima l , then he wil l notify th e applicant either : (1) that th e projec t does not qualify for authorization under the NWP and instruct the applicant on the procedures t o seek a uthorization unde r an individual permit; or (2) that the proj ect is authoriz ed under the nationwide permit subjec t to the applic ant 's submit t ing a mitigation proposal that would reduc e th e adve r se e ffects to the minimal l evel. Thi s mit igation proposa l 111..J St be approved by th e Di s tri ct Engineer prior to conmencing work. If the pr ospec tive permittee elects to submit a mitigation pl a n, the DE will expeditiously review the proposed mitig a t ion plan, but will not conmen ce a second 30-day notif ic ation procedure. I f th e net adver se effects of the project (with the mi tigation proposal) are det erm ined by the District Engin ee r t o be min im al , the District Engineer will provide a timely writ ten res pon se t o th e applicant in forming him that the pr ojec t ca n pr oceed under th e terms and condi tions of the nationwide permit. / (e) Wetlands Delineations : Wetland de lineations mu st be pr epared in accordance with th e current method required by the Corps. The permittee may ask the Corp s to d e lineate the special aquatic site. There may be some delay if the Corps does the delineation. Furthermore, the 30-day peri od will not sta rt until the wetland delinea tion ha s be en completed . (f) Mitigaton: Factors that the Di s trict Engineer will consider when determining the acceptability of appropriate and practicable mitigation include , but are not limi ted to: . (1) To be practicable the mitigation mu s t be available and capable of being done con s ide ring costs, exi s ting technology, and logistics in light of overall project purposes; (2) To the extent appropriate, permittees should consider mitigation banking and other forms of mitigation including contributions to wetland trus t fund s , wh ich contribute to the restoration, creation, replacement, enhancement, or preservation of wetlands. Furt hermor e , examples of mitigation that may be appropriate and practicable include but are not limit ed to: reducing the s ize of the project; establishing buffer zones to protect aquatic resource values ; and replacing the loss of aquatic re source values by creating, re s toring, and enhancing similar functions and values. In addition, mitigation must address impacts and cannot be used to off set the acreage of wetland losses that would occur in order to meet the acreage limits of some of the nationwide permits (e.g. S acres of wetlands cannot be created to change a 6 acre lo ss of wetlands to a 1 acre lo ss ; however, the S created acres can be used to reduce the impacts of the 6 acre loss ). SECTION 404 ONLY CONDITIONS: In addition to the Gen eral Conditions, the following conditions apply only to activities that involve the discharge of dredged or fill material and must be followed in order for authorization by the nationwide permits to be valid : 1. Water supply int akes . No di scharge of dredged or fill materia l may occur in the proximity of a public wat er sup ply intake except where the discharge is for repair of the public water supply intake structures or adjacent bank stabilization. 2. Shellfish production. No discharge of dredged or fill material may occur in areas of concentrated shellfish production, unless the discharge is directly related to a shellfish harves ting activity authorized by nationwide permit 4. 3. Suitable material. No discharge of dredged or fill material may consi st of unsuitable material (e.g., tras h, debris, car bodies, etc.) and material discharged must be free from toxic pollutants in toxic amounts (see section 307 of the Clean Water Act). 4. Mitigation. Discharges of dredged or fill material into waters of the United States must be minimized or avo ided to the maximum extent practicable at the project site (i.e . on-site), unles s the OE ha s approved a compen s ation mitigation plan for the specific regulated activity. 5. Spawning a reas . Discharges in spa wning areas during spawning seasons must be avoided to the maximum extent practicable. 6. Ob s tructi on of high flow s . To the maximum extent practicable, discharges mu s t not permanently restrict or impede the pa ssage of normal or expected high flows or cause the relocation of the water (unl ess the primary purpo se of the fill i s to imp ound waters ). 7. Adver se imp a cts from imp ou ndm ent s. If the di s charge cr ea tes an imp oundmen t of water, adverse impacts on the aquatic system cau sed by the accelerat ed passage of water and/or the restriction of it s flow shall be minimized to the maximum extent practicable. 8. Waterfowl breeding areas. Discharges into breeding areas for migratory waterfowl mu s t be avoided to the maximum extent practicable. 9. Removal of temporary fil ls. Any temporary fill s must be removed in their entirety and the affected areas returned to their preexisting elevation . NATIONWIDE PERMITS The follow i ng is a listing of the Na tionwide Pe rmits current l y in ef f e ct. 1. AIDS TO NAVIGATION 2. STRUCTURE S IN ARTIFICIAL CANALS 3 . MAIN TENANCE 4 . FISH ANO WILDLIFE HARVESTING, ENHAN CE MENT, ANO ATTR ACT ION DEVICES ANO ACTI VITI ES * 5. SCIENTIFIC MEASUREMENT DEV IC ES 6. SURVE Y ACTIVITIES * 7. OUTFALL STR UCTURES 8. OIL ANO GAS STRUCTURES 9. STRUCTURES IN FLEETING ANO ANCH OR AG E AREAS 10. MOORING BUOYS 11. TEMPORARY RECREATIONAL STRUCTU RES 12. UTILIT Y LINE BACKFILL ANO BEDDING *13. BANK STABIL IZATI ON *14. ROAD CROSSING / 15. U.S. COAST GUARD APPROVED BRIDGES 16. RETURN ~ATER FROM UPLAND CONTAINED DISPOSAL AREAS *17. HYDROPO~ER PROJECTS *18. MINOR DISCHARGES 19. 25 CUBIC YARD DREDGING 20. Oil SPILL CLEANUP *21. SURFACE MINING ACTIVITIES 22. ~EMOVAL OF VESSELS 23. APPROVED CATEGORICAL EXCLUSIONS 24. STATE ADMINISTERED SECTION 404 PROGRAMS 25. STRUCTURAL DISCHARGE *26. HEAD~ATERS AND ISOLATED ~ATERS DISCHARGES 27. ~ETLAND RESTORATION AC TIVITIES 28. MODIFICATIONS OF EXISTING MARINAS 29. RESERVED 30. RESERVED 31. RESERVED 32. COMPLETED ENFORCEMENT ACTIONS *33. TEMPORARY CONSTRUCTION ANO ACCESS *34. CRANBERRY PRODUCTION ACTIVITIES 35. MAINTENANCE DREDGING OF EXISTING BASINS 36. BOAT RAMPS *37. EMERGENCY ~ATERSHED PROTECTION *38. CLEANUP OF HAZARDOUS AND -TOXIC ~ASTE 39. RESERVED 40. FARM BUILDINGS * These Nationwide permits ma y require that notification be prov ided to the U S Army Corps of Engineers. DEVELOPMENT PERMIT PERMIT NO. 245 . ·~ . .. . ., FOR AREAS INSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Springbrook-Cypress Meadow, Phase II SITE ADDRESS: West corner of State Highway 6 and Barron Road OWNER: Fountainhead Development Corporation, Inc. DRAINAGE BASIN: Lick Creek TYPE OF DEVELOPMENT: This permit is valid for site construction as per approved plans for the Springbrook Cypress Meadow, Phase II areas as per approved site improvement 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. Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing of hay bales used for temporary erosion control. Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state. 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. This permit expires six months from the date of issuance. 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 ved by the City Engineer in the development permit application for the above named project II of the codes and ordinances of the City of College Station that apply. Date Date • McCLURE ENGINEERING, INC.------- April 12, 1995 RECEIVED APR 11 \ Mrs. Veronica Morgan, P.E. Assistant City Engineer CITY OF COLLEGE STATION P.O. Box 9960 College Station, Texas 77842 RE: SPRINGBROOK -CYPRESS MEADOW, PHASE II PROPOSED REVISION TO TYPICAL PAVEMENT SECTION Dear Veronica: During the pavement construction operations at the above referenced project, an isolated area of soft subgrade material similar to that found at the ELM CREST project has been discovered. The area is located in the culdesac portion of Purple Martin Cove. The remedial treatment that was installed in the ELM CREST project in 1993 has proven to be very effective. We, therefore, recommend that in lieu of the standard pavement section shown in the plans, this isolated area be constructed as follows: Geogrid Geotextile 8" of crushed limestone base 1~" of hot mix asphaltic concrete pavement (Type "D"). Your early review and approval of this field change is appreciated. Should you have any questions, please advise. Very -t~uly,1~rs, J.f}~~dau M:lchael R. McClure, P.E., R.P.L.S. • ~/mlm 1722 Broadmoor, Suite 21 O • Bryan , Texas 77802 • (409) 776-6700 • FAX (409) 776-6699 TE~L : ______ ~D~ec~lO~. 1-.0 _....o ... : 5_6_N_o ..... 00 ... 1_P_.0 ... 1 - (Y\S J~u<--~~ r;o 1 7 ~ r--.s v7 .b ,.,.. -) r-/o M }) J1 vJ ~~ Ctit)~ I fr1 0 tU tfe;i (~9 (j .. 2 /o'{ 2.. ?f1~f s (/ L i~ 14 s 2--I( z_ lJ 1 ~ t~.J r1 · w J) l. z-7-;-- u .S I<' i0 o w -·-r l! ~ KJ 1 c.s (Vo LU v0 . , (__ '"' ,_. / l v _) ;: ___ 7_. -~'JD.V '.-1 WO{ !'T'L \}'it( b~7f.,,tJ..) s I /{J ( "i.. fl) D 0 IJ L (_ i'f H) tZ f 4'1-0 I T APR 20 '95 14:34 DATE: TO: FROM: FAX NO.: CONTACT: SUBJECT : F AX CONTECH CONSTRUCTION PRODUCTS INC. (71:3) i:s~::.i-002s PAGE.001 14.SOS Torrey C:-iaso Blvd. Suite 108 Houston. TX 77014 (713) 893-6012. Fax I (713) 893~026 FAX NO.: ~JJ'2'f=34£l,b AP R 20 '95 14:3 4 P AGE.002 BASE REINFORCEMENT me geogrid shall be a regular grid structure formed by b i axially drawing a continuous sheet of select polypropylene material and Shall have aperture geometry and rib and junction cross-sections sufficient to permit significant mechanic:al intertock 'Witn me material being reinfo<eed . The geogrtd shall have high flexural rigidity and hign tensile strength at ribs and junCtiOOS of the grid structure. The geogtid shaJI maintain its reinforcement and inter1ock capabiUties under repeated dynamic loads while in service and shaJI alsO be resistant to ultraviolet degradadon. to damage undef' noona! construction practices, and to all forms of biological or chemical ~ normally encountered in the malerial being reinforced. Tile geogr1d shail also conform in aR respects to the property requirements fist~ below. PROPERTY TEST METHOD UNITS BCR1 . 8CR2 l!Jt!dock (Bxnoo) (6X.Y2DD) • aperture size 1 LO.~ -MO in 1.0 (nom) 1.0 (norn) -CMO in 1.3 (norn) 1 .3 (oom) •open area COE Mectiod3 % 70 (min) 70 (min) • thickneSS ASTM D 1777-&. -ribs in 0 .03 (nom) 0 .05.(nom} -junctions in 0.11 (nom) 0.16 (nom) • secant apenure Grid Aperture Test cm-kg/deg 3.20 6.50 stabi6'y modutus Uniwefsity of Alaska @20cm-kg' Fairbanks5 Retnforcement • 8exutal rigidity-MO ASTM 01388-&46 mg.cm 250,000 (min) 750,000 (min) • tensile modulus-MD GRI GG1~77 lb/ft 14,000 (min) 18,500 (min) • junctions GRJ GG2-878 -stroogth lb/ft 765 (min) 1080 (min) -efficieney GRI GG2-87' % 90 (min) 90 (min) Material • polypropylene ASTM D 4101 % 98 (min) 98 (min} Group 1 /Class 1 /Grade 2 • carbon b&ack ASTM 4218 % 0.5 (min) 0 .5 (min) Dimensions. • roll length ft 164 (min) 164 (min) • roft width ft 9 .8 & 13.1 9.8 & 13.1 • rol weight lb 71 & 95 102 & 135 Notee: 1. MO dimenSion is along roa length. CMD dimension is across roU width. 2. Maximum Inside dimension in each principal direaion measured by calipers.. 3. Peccanr open area ~ without magnification by Corps ot Engineers method as specified in CW 0221s CiY1I Works Construc:Uon .Guide. November 19n. · 4 . Secant apenure srabil'lly modulus value listed Is equal to the mean value tess approximately one standard dcMadan. . . 5. Grid Aperture Stability Test d8Y9loped by Or. T. Kinney at the University of Alaska. Fairbanks.. 6. ASTM 01388-64 modified to account for wide specimen testing. 7. Secant modulus ar 2" ek>ngation rMa.Wr8d by Geosynthetic Research Institute test method GG1~7 •Geogrfc! Tensfte Strength.• No offset allowances are made in calcufating secant modulus. 8. Geogl1d junc::don strength and junafon efftciency measured by Geosynthetic Research Institute test mechod GG2~7 -Geogwid Junalon Strength.• n.. T-Coo)>Oimlon 1210 ~ Pwtn..y ~.QA 3Q290 1~&454453 MATEAW.. PAOPER'T'r °"TA SMEET SCR1BCR2 Nowemt>.r , 1, , 993 APR 20 '95 14:35 PRGE.003 The geogrid shall conform in all respects to the physical property values listed in the attached table. The listed property values are certifiable minimum average roll values unless otherwise noted, and are equal to the mean value less one standard deviation which reflect the desired 95 % confidence level. These values are subject to verification by an independent laboratory. AL TERNA TE MATERIAL Alternate geogrid materials will be considered. Such materials must be pre-approved in writing by the Engineer prior to bid date. Alternate material packages must be submitted to the Engineer a minimum of 15 days prior to bid date. Submittal packages must include the following as a minimum: 1. Full-scale laboratory testing and in-ground testing of pavement structures reinforced with the specific geogrid which illustrates significant structural contribution of the geogrid to the pavement structure. 2: Certified test results stating that the alternate geogrid has a secant aperture stability modulus at 20 cm-kg, when tested in accordance with the •Grid Aperture Stability by In-Plate Rotation" test of 3.2 or greater for Type 1 and 6.50 or greater for Type 2. (See attached.} 3. A design guideline illustrating flexible pavement design methods implementing the alternate geogrid. 4. A list of 10 comparable projects, in terms of size and application, in the United States, where the results of the s.pecific alternate geogrid .'s use can be verified after a minimum of 3 years of service life. 5. A sample of the geog rid and certified material property data sheets. 6. Recommended installation instructions. The burden of proof that the alternate material is equal to the specified material is the responsibility of the alternate geogrid material supplier. The Engineer will be the sole judge of the adequacy of the proposed alternate geogrid. APPLICATIQN GUIDELINES Type 1: Haul/Access Roads, Parking lots, Roadways/Highways, Subgrade Improvement, etc. Type 2: Aircraft, Taxiways, lntermodel Facilities, etc. Above applic~tion guidelines are recommendations only. Actual product/application selection should be based on design of the geogrid aggregate structure substantiating the structural contrib.ution of the geog rid. APR 20 '95 14:36 PRGE .004 STRUCTURAL GEOGRID PROPERTIES PROPERTY TEST METHOD UNITS TYPE 1 TYPE2 (Bx \\DO\ l\3 'X \ '?..00) Interlock 1.0. Calipered • Aperture Size in. 1.0 (nom) 1.0 (nom) • MO in. 1 .3 (nom) 1.3 (nom) • CMO COE Method % 70 {min) 70 (min) • Open Area ASTM 01777-64 • Thickness in. 0.03 (nom) 0.05 (nom) • Ribs in. 0. 11 (nom) 0.16 (nom) • Junctions • Secant Aperture Grid Aperture Test -cm-kg/deg 3.20 6.50 Stability Modulus@ University of Alaska, 20 cm-leg Fairbanks Reinforcement • Flexural Rigidity -MO ASTM 01388-64 mg-cm 250,000 (min) I 750,000 (min} • TeNile Modulus -MO GRI GG1-87 lb/ft 14,000 (min) 1 18,500 (min) • Junctions • Strength GRI GG2-87 lb/ft 765 (min) 1080 <min) • Efficiency GRl-GG2-87 % 90 (min) 90 <min) Material • Polypropylene ASTM 04101 % 98 (min) 98 (min) Group 1/Class1 /Grade 2 • Carbon B!ack ASTM 4218 % 0.5 {min) 0.5 (min) Dimensions • Roll L.ength ft. 164 (min) 164 {min) • Roll Width ft. 9.8&13.1 9.8&13.1 • Roll Weight lb. 71 & 95 102 & 135 • APR 20 '95 14:36 •' ~: .. · ..... ·: : ® ··.~-:;..\~·'::?:·::.~+APPUCATJON WORKSHEET , . ... SUBGRADE IMPROVEMENT PRGE .005 . ~;:.~~· .... _ --~·~:./t:f:.r.·::·.:::~ .. =· .. ~:. ,'. ;::/ !'~·: . ... . . .·.·~~t::> .. .. ·-:.'·.··:-. ,,,1,,, __ ~·~··0 TENSAff~;a~~~ID: ~~R SUBGRADE IMPROVEJ~Nif:;i ; . . . : ·· DESIGN(GUIDE~·AND ·COST COMPARISONS:t>:::.. . . ·: ... . >·":"':/>..:.'·:.·.'.;:·:· .. · ··::<··.\.. ,. =~":~·,::~:{.'.'.· .. <ji\·,:::i.~·:·:.~~~.:~, .. '\··•.--: . ._ ..... ~ .-.·. ·_.:. .. .-.. ··. . -.. · -:.· ·:·· . ·_ .. :~~~~~,;:>::~··''<~Aij;.,.::~~~";~ • .'·.1: :._,..-~:·::;_;: .:. ... • ·:''->JlieJ~urpose ... 6-fi. ~:~is . to .. pro\tide . design . engineers, owners and contractors with~ ~·:.Sim~· .-:'t/;'t· .. ·,-.:· · ·' ·' · '.;·:· ·,,._ ... :: ·::-·Step.by-step prOCedur~Jor..:deSigning TENSAR3 Geogrid reinforced fills to : support heavy wh8e!. loads '":::-::,:· · ·:·· .: · · · ·. such as · construction equipment during . site . development work "+;;~~· ·-~ · . ,,,.: •"., ,or '•' •• .. . . ..... ·: ' ...:, . :·' : : ., ,' . ' . " . ·. ':·.~ .. ::. ·. '. ...;;:,:..::~;.. . :: ::J>i>:. -'.-·.,/\,".:--. . ; :.-·-·· .. . '• ".,.: ... :·· -~i<;.~.f.~i~;::'.':lf.~;:l~ -_.; ... ., ~~.-~~.::~~.CONDlTl0.N$';,THATMERIT.THE USE.Off-::TENSAR ,,;~z;,~:~.~.-}~!ff -'~:%.~::;:. ·.-.·::..: .. __ ,,.·,~~;.:.~~:::\·.GEOGRIDS~FORiSUBGRADEIMPROVEMENT ·· '·.:'-;.: ..... ~~~t.~~i~'tz'#~?::~§.·~~· .'. ·~ .. . .. .~:.·;_f~i~-· :<-.::::, ·:::1..:~: .... :·. ® Registered Trademar1c © The Tensar Corporation. 1987 August, 1987 ...... RPR 20 '95 14:37 PRGE.006 DESIGN INPUT c.. ~ p =o psi, Shear Strength of subgrade (See Table for correla~ions) lb, Wheel load, single or dual · · · · · ·. · p = psr, tire inflation pressure · · · CALCULATE 1. Effective contact radius Rfi~ 2. Subgrade bearing capacity : ,' · . Unreinforced, ~ ""' 3.1 . :. ;: < ·~·:i ~ .. '.".Reinforced;·· q, ~ 6.2 ·3 ~-... R~~fr~ thic~~ of fill in. x c.. ~ .3.1 x x c.. ":' 6.2 x R ""' ____ .. -psi psi ......... ' .. :·:.'.Unreinforced,. z. )-(-1---q"'-1j_p)-0.'7-- -1 :A-, __ 1-,-=...-_-)D.57- , ....... ": .. ·:·· . .. ~. . . ~ '(.:"" . . . . ' . ' >2 .. ··: .. " •'•, " . , ... .. . " 2-4 ~. '' ' I ' ..... ,. ·' .. ........ 4-:S " : ........ tr-15 in. ' >.24 :- 2448 ." ' 48-96 . .. -.· 96-192: .. 192-384 >384 -1 . . ..... >0.4 ' 0.4-0.8.:.>. o.~1.e ~ ,, 1 .6-3.2 3.2~.4 >6.4 Very stiff (readily indented by thumb naiO . ::~: · Hard (indented with difficulty by thumb nail) • "#•' ., ~ ..... ,,. ,. '· ;~~/.; .. · ........ :': :. ; . ' .. AP R 20 '95 14:38 PAGE .007 '< .. ,,, ..... ·a· "''ii . '~ ,/; ,.; ·' .1 j• •l '',· . I ~ ... " .... t I ., I ! ••• ·:. :.': .. •"•. •' . :~ ·' ;,• ,., . . ~ .. " :::·. ·~( ... . .-........ · .... :,• •.' ~ . ... ... ,.. ···: .. ':-:' ......... : . .. ····: ESTIMATE FOR GRID INSTALLED COST Grid Cost ($/sy)1 ••••••••••••••••••.•••••••••••••••••••••••••••••••••••.•••• ----- Placement Cost ($/sy}2 •••••••••••.•.••••••••••••.•••••••••••••••••••••••• ----- Overlap & Excess Cost Overlap & Excess grid (ft) ..... : ..........•...... ·. -----.,.· .;. Specified Width (ft) .............................. ---- = o/o Extra Grid .•..•.................•.............. ----- x Grid Cost (Slsy) .................................. ----- Overlap & Excess Cost ($/sy)_ ~ •.... ; : ••........ : .. -----= Installed Cost of TENSAR " : : : :· ... . . .. · -. . Geogrids .•. ~ ~~ .... : -.':. :.: .. ·;:·;.: • ~; .·. ::· .... · · ·. · · · · · · · ;~: ::: · • _:. 7'·: · • ~ ·;, ;. · · · ----- Footnotes· 1 . Include tax ' . . 2. Placement at S0.05/sy plus con1tactor mark-up or contingeney/(approximately S0.10/sy). .,· .. ... ·,.· .. ::. ... •'. ;~.· ... .,,. '·:-..... ·-:.:·:•·.· ... ·;;' ... EQUIVALENT COST-GRID YS~'.FILL . ......... '· "' I '" · ..•• :.'·" ... 721 .: "· ... ·~ ··:"". ·.':'.:'' . .. ..... _ .. ';. . ; ... : ' ,. ...... ·· ·i~ .. I> i!i~~/ if~;;~:i~f"-g:~0.:~~1; -i:::-;~:-'.,,+t::;::-:;"1 .. ~:--t-:--l't-:-711-:-~-+++--t-."'11~-+..,+.~+.;.~~~ .': ...... ,. ~_; .. ~··· .... ::::r~··:> .. · i 2 .so-t~-+--+-+-+---i~_,..--+.l'-f---i:f--+--.4--..___.,....-+-~...,--1 ':'· .. ·. ~:· . ... · :·:· .... ··: .. ._ ... . Ii '. "· J?f 3 °'_'.:.:+-.. _··-+--+-#-+-1--4--l--+-P-ll-..... -+~'l--l--4--4--..+---''~ .. c . . ;, : : i 1JCH--11-H+-l-f-l+--c,...._...,,.._-17'--+--+--+-~<-+-+---+---I ... :-:_ .. :.:::".:~ '.·: .. ·I ::! 2 3 ' 5 • t . -US Cll CUll'f11 I-Tl!. ,._II\...:&" flU. COST 1• tl'T'Oll 1t1c:T>. 2.~0 C0911CT11D ~ ~T "' fl.~ .. ·~ l.a/C::U ,.,., • 10 11 13 U I& 1S EQUIVALENT FILL THICKNESS (in .) ··:·;, •,,, .... ::· :: .. . .. ·. ·.,: ::~·~ ) .. ·,•, . ·' ·•:, ...... "-:. ~~-~:{ ·, . ·~ ··" •. ~· . ··'."::'f: '• APR 20 '95 14:3 8 l.B .•.. . · ... ~·= . ... . .. .: ·: = .:-. II 0 " ,'• :~ .... . :: .. , . ": :~:· , ·~ '· . . ::"···.-·.~ ... ···,:·.:·'·.: ... ::1.:·.·~·:·'·:.···". · •. ·,·.:··_:"~·~:·, "'"'°"=.:....;;;.,;i.--,~;;.;.,.;.;;;:?;,,:~:;.:=.:i==:=:;:.......,..:::::F:,::;:;.;:~::.t· '. :'.?·:~:i::~,: ::~~:::~.\ ,:'.,i'. _.,' ~,. A,.. . ": .:· " : .. ' :. . '". :;;;,.: '•' :: .. ; :·~~· ' : "••,' '.j '. ... . ~~ . .. :.·, . ~ .. •. .'.~ : " ....... . •, ... .. ,'•. " .. ~~".: : .. "·.· ... , .. . •', ", ~· :-.. .. " ' ,; · ·:~'.i~~~2~;:{~~; .. ~;·,~1it;i~~~" ~1~11).:' ·. . :"; ..... ·; . .-:·7.',· .... . : ....... _.,, .:, .••••. , •. . . ... ': .. ·: . 'CllR· ' . • . •· i .• ". 100 . ·:-........ . -:::· .. : . ... •( .. • ' ··~ .. " .:·.• ' .~ ..... 70 .. ,' :' '' .. ' " ~ :~ . ... :·.··· . ~; ' . =~.. . . . ,: ' 10 • ' ... '~7 •• ~ OR·: 'I :.~· ', 0 ... ' ~;;.y.:~~:.~~·.~·<t ·:...~ . ..,; .. "I·: ).~ . : .. 0 PRGE.008 :". . ·~;·.:::.1~::·.~=.: .~ ::· .r·· . . ' .. '. '!. ~", ,:, .~ ·>~~:'., .. "'""' """"'. ___ .,,' H!GIOCllllOll ·'. ·25 ... ,. .... , .. " "··:.:·'"'•,··? "CON& ll'ENETl'lONIETt:K;·nmr :!!II .. 2 ' ... ' :-.... ~~ .. •: . . SH(AA STlllENCJ1H :I ........ , ... ~ ............... ,,.,~.: ..· t'6 :,,.,::': ... ~) C1t1t ·: .. :. . .. ,.,,. '7 CONE PlNE1llOlftT&ll .; < ::,'.'''I RP R 20 '95 14:3 9 . t£ -~~~E·DOtl .:.:.::.,:..:,:: :1.'~,;~,..~l s.. --f--:,.-'-j .·:/: .. '· :::~/;~ ..... . . "·' ,. , ... ,. ··:.:,:·>·.·: ...... ::·:::.: .:, ::\~ '{'~( ';;,i;':,~;;~f ~<~c;, ' '" , ... . .. ; ....... ..... .. ,.:., .. . ... ...: PRGE.009 ~1-~~--tJ~~~-+..., .... ~.,.,,,,..-.,..,,.,...,..+3~2PCX)==~ut-::-1 6011111 .. :- "°f----'t->"-b'~.----r-~--+--~-i,___---1 ............. ·:~:; ~ .. :. .. ~~~~~ ._ ___ __..._ ___ _,_._'·_._· _..,·.-,...··,..::·_. ·_._ ____ .._ ___ __, ·:.~: ...... a .. ·:oe I ·o • SMEAR STADIGTH I091l ----------.--------------..• 1.0 C811 u . ··.·;:.·.: .•... ,, • . •. . 0 .... ' .• (. _ .......... ·~~.:: .. ·.;: ~-::. ·.< .... ~. ,· ........ , , .',N.,~~,' ":.-· '·: ... \.?_ ." ·? .... :~.: ..... ' '~'!VI.,... ... 'i··· ·--.,.--~,. ~;.~~~:. :'(:<:/.·.:·:·.'. ':~;:~,~~~~~: :~ _..,' ;,Y,/' . ....... . ., .. ~--l,..,,..'--,j!'\-----~:-t-----,--,;+:.,..;;ui=-t-----1 ." ...... · 30 1-----·-;-·+------"~~.:.....;-:'0..~~_,,....,.."""'c-.,+-...,,.. .... ,.._--1 Wll'M TEllBAll -----1'~. SS1 QEOCI-·~;·. 2•1------+----:.......i....:::..;.__;....;:i"""---''---4-....:.,,:...:.......:...~ MOTE: nuc:xNEll&ES Q,..,..,. lM-" • -,~.~ u; · ;~::.·:>;.·~. :._r_:_~.-_-,;~_f:~_:_·.:_:_:_:.~.~-~-~_:_---.~_'._~---~:·~~ .:1-t_~.~-~~-~~.:.._-_:_;_~_..,,·-::_'.~-~-w_:;_::.~---·.:::'i_',_.r_:_.;_~.:~_:_::.:i~t.~.~.:_·'_:_. __ E_·_;;:;;.~J>'~·· __ :.:·~,:;:.:_~y:~>~:~;_i.~.;:_~_i.L .::· .; ~-, • •• ~·= =~S'f.;F! :~, ~x:; ':tc; ~h}f i , _:>_pti_·_ .. _:~~_ ...... 1 .--·-· --".-----.... ~;.: .;: ~-~~~, .· .. · . -~ :-. :.: .:::,~ -~ ;""_· .;.-:,> .:: .'\· L. ___ _,,_ __ ···_....,1-.:..,.·._·.:·.,.: . .,. . .,.·..,/'-:·;_:::+-----.!--. -. _ .... _,-,.:_-_;_·,._ ----rl._·_~.·-;·~.~--.:~.: .. ~_·.·_,. '•,_,_._._: .• _I_._[,t_~-~-~.:_·.~-~-~-'.t_C.·.i_:,~_,_l.l.: S'fftt*lTlf lpall .. · .. >:::;·.· ·)·.~;;:~:·:.: ... ~:-... :_:_.,.... ... -:-!:: •.. -,'.: .1:· 0 .... •:··,." .. -. ,. . ·-" . ·--~ • ,..... ___ ..,,. .... _aHUR __ ":" .. r:i .• ··c.:.:...· _a_E_!'G""···c.. T_M.,.,'=" .'-'_11_1 __ ._. ·-·-·-····''-.=-· -··~f:. . . ::·~ ··-· .:· . ·.-;'.(~-~;::t.t ·o.i .,.. C.8A"·• -t.o ··;'.' ·· • ...... ~~~--~~~...._..:=.:..;...~--~~~~~-- .i . C1i D G , .. .. Tl 1H .t'.,: ;,,: ···:· c.:.:,:··':':· r·:: ··: ..... ~ -.. j·~:;'.,~; . . • ':. .~ .".;, .. -~ i;~~.~~·(:'~ .. ~ ~. r1.;/~~t:;..= -.~/; . ··'. •' . ~: .. ' APR 20 I 95 14: 41 ~ ... -.. '• . ·.· ~-· 0 Q '•, COST COMPARISON UNREINFORCED FILL@ ~s ___ !sy/in.x in.FILL UNDERCUT@ $.__ __ /syftn.x __ in .UC .= GEOGRID@..,_$ __ /sy TOTAL COST ($/sy) ~ SAVINGS WITH GEOGRID REINFORCEMENT ($/sy) (TOTAL COST UNREIN& TOTAL COST REINF.} ALL COSTS .... ·: .• .111 ·,·· ,, .. ··.< ~: ·.· ~o· ~--'---1,__-.+--i-----1---~ ... t? ... 3'. _, ,J. ~ M,.,.:. 5 9 . ........... · . ·'. FILL INSTALLED COST 0 .028 x ($Icy) "" $/sy/in. 0.05 x ($/ton) "" $/sy/in. '.· . 't .OI PAGE .010 REINFORCED --in.FILL= in .UC.= ,.. . .~~ '• . . :,:··_3 ..:(.~::· :~~~. . " ~ ,. ', . ·.··":· 2 c ,..;.· ';":: .. ·.j_,. ~.tE:. ---- • I 'UNDERCUT COST ($Icy)·.:.~: 0 .028 x (S/cy) = $/sy/in ... · .... "= • AP R 2 0 '95 14: 4 1 PAGE 01 1 J: " . , . ~-'. "; .. . ' ·~. . •' . . ·~· .. f ·~. ~ .•. , . . '=" .. •',, '·-·· ~ . :! .. ~;;~· ·,· . '' . ::; . :.: . . ' . "-. .'.-:":"' . ~ .;:>,,· ' , .. ~ .. . . ' '··' .......... 7·;;" . :o.-S ~ : . .' . :· ,. ·:1 .::. ··=' :: ·.·;;;::t~K ·J:jp~:·~(f -~.~~!:~~ .... ;:: :, ... , . • ., . . ..... · ::; ~· ·"·'"·'-''·'~ .,,,.,,.,,.,~,.,,.,,,~ •:i "' .. _.AP, P LI CA Tl ON .WORKSHEET ') ~'t~t~;~t:i~~L j)}'.·<;";:(ii~!~IJ~~,,c~-: '···. ''FLEXIBLE PAVEME:T~ . ; •• ;D&itf~i~~ :r·.1J;~·.'.i~:;~::":?~)i~.}::}:1)~~~~:::~(0'.:.:.T~N~AR :.,_GE;OG.~.ID; .. FOR -.. BASE ..... ·:~;.;;;i~· .. ~~·­ ~~:;~·5~-.:~·::}~'.><:~~s;a·1:1·N·FORCEM .. ENTI IN · FLEXIBLE~·PAVEMEN.Jr ~-. ..... , .. )!·~ .... :<'. .. ~[{_DESIGN~ GUIDE.AND: COST coMPARIS0~~4i~il:i. ',.,.,,:~··.:~"~:~~~~!.~·~~~#(~< .. ' ' : .·~~·>,-;::~# ·. '.·~· ... :~, ·.:. }.~·:,_:~-.· .. · : ... ·y~·:' .... : :·: .. '.·.··· ."·:::: ... ':.:.' :·:~::.:-..·.;~<-:-.·~-'.·" :, ·':.·:.:.·~~t(~-~:' .;~J:::~'· ;,· .. y::~·:i'::_fi)/'' The purpose· of' this worksheet is to provide pavement design engineers, owners .·~ind ':c ·~r:l.~ ).:;;,;i; · ;t·: .. :: . ·::·tractors with a simple step-by-step procedure for designing TENSAR® Geog rid reih~c)"rced _ ~:t:· ;::.-..: >. :~; · . .' · pavemen.t alternat~v~s and carrying out an economic analysis to determine initial cost b~efit~.~ .. , ., li,f ,.. ,, :·•·;,;;;iy~·,'.1,1J~~~,;;,i\c., .. _-.;~i:,,;f l~~9,?N!~-~~-·-.. ·_ ····•·::; ··::,_~_-_ . , ·_ .. , .. ~ . ·-~· ~-~~ .. '. ·' ·:;/'· .. , ...... ,.: ... E,s~i ."?iat.ef.?.~G.~.i.d :.ln~_!all~~Cost _.: ..... ~ ............. ·.,.~_.:_.; ...•. 2 .)~: ~i~::~> ·:. : .. : ~~:ji~i:~~~f{Z,~~~r~/·E~~f~~t·~-~~-:·~~~:p~~~~}.~/::.f· :.:_·~.~ ~ ~: ./.:. ;,. .. ·::: ~· :::~~?/~.{k-~·~:,~::::_· .. ~1-~;: ~·~:;.,..~.:·:· .... ·.·· :1, .::·.: ~~.!<~,\· ,,_, .... Pa ement Cross~ect1ons .•• · •.•.............•..... ~-'• •. ., .• -., ... ~. ~ 3 "="""'· ~~ ....... _ ... ~ .. ··,,.· .::> ... ~:-"~,1;.~~·~.:...=r : ... : ·-·. ····::;.-· "~\ ·:·:· -~.:·~ .~·;.~:· .• :.,p· .. ~~·;· .. : ••• p. :.~ • • •• .. ~· •• , ··~ • ·' p ·:o~~': -~~{~·:·• .. ~:; .. :···. -~ -<~r.-":_:c~}:\·;~-~.·,_ ···:.,:. Equivalencr. Factors:.fbr)\ggregate Base, subba ·sa ·.·.;:~:.' ~-.--::: :· :· v .. .'. :';~ ;t:::~,~:{1:'.;;~i'~~l:Il~~~~~;:;~h:;.~~~::~;:,~;~ '~;~qi~ri ~;~~. : : : : : ::~::r:g:::: : : : : :::~ .· ....... , ..... · ... , .....• ~.,,., .. ,. 0 . ., Cost,Compar1son ...•.•..........••............•.......•. -··· ...... 4 . , .. , . .,.,. t!!!]i!l\!;;~~r~~i?ti~':{~::{-c --·?:;/::'.~::::.:: :.:::~'Jf :{~-~ '.::: · 1 · ·"l:0i ~--: .,,.\?r:{·f!:t·~·.,:,~~:~T.,.,,1 :~/-•:t:. . ..gg~.QJ,T(fQ.~~~RME~ll1, '°'.S~OF.TE .NSA~. GEOGRID.-.·:-·:-::·. ::': ·. :::~·~c .. :·.i·t ::~ft\'.~.:·.:.~~~!~ .~. \tfREJNfOReEMENT .IN <fl:EXIBLEPAVEMENTS~;:· ... ,,_,,.~- :' ... :c .:.~;,~'.: .. ·.::-:::~n~~:::.';:'C='~.~ ... -~~~&i~0~&1.7-i~~;·,:;:¥;i~$\~~:~~:t'.':'~;l"':-:~. ::<:~· :· :-.. ·: . . . . ... ·· ...... ~· , ... ,:;·. · ··' ...... ·; :'. :;.'. ·. '"-·i/\tt';Thick: aggregate. base. or'asphaltlayer . •" .~ .. ~· '' ~:;' .:~'.:{~:(~::f<~·::~:i :~~~~~~iy~.~g~~t~:k~~;:<:' ·'.{.,:~( '. ,' '•' ;;·. ·.·i::; ·.: .. / .. · .. :.··'•:.L'aw '.quality bcl.Se 'consti.Uciion··niaterial ~\~~ .... :.:':.f..:x·::.~:~::.(~;·'.·-~~ ... ··~~=-·:~ ,.:.~;: -~·7:·::'..<·.': ... ·.,~1v .; .. ;.-··;:·: .. ::-. ·;~·:_:~:-~·-~.· ·. :.:~ ·:: .• :' , ;,:· . ·. Weak or, vanable subgrade soils .. · . · . .. ~.·: . ·=··.:·7~ .. ·;·,: :~ .. _.·:·:···.· .. ~ .. -. .': .:::":"..-: : .. ·-~ ... ·· ·.;··~"· ... '.-. ... ·::'::" "r"",·:" '.'. ,' ''· •· Seasonally soft subgrade .:conditions • HeaV'y truck or equipment traffic • High intensity .of traffic ·.·:~/[.=:···> ·. :: '•, . , ~Registered Trademark CThe Tensar Corporation. 1986 :::. ~ .. .... c l - § u " ~ J c ~ ~ E c 8 :!! c c ~ ~ APR 20 '95 14:43 ESTIMATE FOR GRID INSTALLED COST Grid Cost ($/sy)l ••••••••••••••••••••••••••• Placement Cost ($/sy)2 •••••.•••••••••••••••• Overlap & Excess Cost Overlap & Excess grid (ft) •• ----- +Specified Width (ft) •••••••• ~~~~- = '1. Extra Grid •••••••••••••••• X Grid Cost ($/sy) •••••••••••• = Overlap & Excess Cost ($/sy) Installed Cost of TENSAi. -----= Geogrids •••••••••••••••••••••••••••••••••• Footnotes: 1. Include tax ----- 2. Placement at $0.05/sy plus contractor mark-up or contingency (approximately $0.10/sy). PRGE.012 • EQUIVALENT' COST -GRID vs. AGG.REGATE EQUIVALENT COST -GRID vs. ASPHALT OONCRETE • 2.$0 2 .!!C \,$ 1 ,0 0.1 I I 1 I mQ1ll I t . •U•MAI 09 CU•Yll J90tC&'tl. ,•-•\..Ct·J °"'!-'"ff.f-h~--1--::>""T-.,.....~ •O••t0•1't OD8't •• 'l t 'fOll •1C.,. I 1 ..... .,.... c ... ..cnD uwr •11•"' GI / &••t'tA'f"I: J'I U• \•tCU "· i ,., $ 7.21 . lH.5l &.00.,.----,----"'l""--¥--..P.~-~-r----,;:i~o!...__......., o.s , .o \. •UIUIEllS Olli CU•'WU UIDICATt ., .... ~A(;'"~ A•tt1AU (;OfT Ill ltTO• llt(;YJ , &, AlllllOED C0..ACT!l0 U•T WlllCUIT OF AP•A~T II 1&0 U/CU fT . 1.6 2 .0 a.$ 3.0 • •• AP R 2 0 '95 14:4 3 UNREJNFORCCO DESIGN <GIVEN X-SECTION > ACC '~ . ' ABC . •If ·' . SBC . PAVEMENT CROSS-SECTIONS EQUIVALENT UNREINFORCED SECTIONS (USE LAYER EQUIVALENCY FACTORS ) ACC 11, ' ABC N:.C I If ABC SSC '~ 0 er Mnlmum PAGE.0 1 3 sec _____ ..... ._Allowatllle Ttllcknna REDUCE ACC INCREASE ABC REDUCE SBC . INCAEASE ABC ·,, REINFORCED DESiGN . ( USE GRAPH BELOW I ACC I ACC J, ' ABC' ·ABC . ' sec I sec ....... . ~.~· . ··--::.:-;. .•,. ....... ". ',• .. . . , '• O or t.tnlmum Allo-a~e Th1Ckn99 '','"• . ...... ·~· : ~ .. : · ... . ·. ~ : . ~ ' • : · .. 'l": ~·. ... ; .. ·. :·. EQµlVALE.NCY FAGfORS ~··AGGREGATE/BAS~·:·, . ·. ~~s~f~~Jte-~~~~~~-;~~flf -... -...:~:.... . .·.:~·:.~·~. ::. · .. ·.· . ·:.:~·:;:. __ .. ·~.:··{.: .. =~ .. .:: .. :,~.~~~r: ... · ... ~ ... :... . . ''.-:, ~ ;:.:.:~=.' :•. • ... ,.._ ' , ' ', ·.:•; .. ' ,, : ·::I . . . . ' ·~~·;:(:·: : ... ;;.:;.;rm:~ ~AL~."~ .. {·.<> : .. ·.. . ~· i. .:·:"'. '; .,·\· . .. ~ i ., ;;t~ Fl~ Y~~~;·, j; ii;~ ' ' ',,,: ,, : -:: ' . . .. ·•\·L.~;~~~~W~?~I~~·· :; ct) ct) ... z lC Q i .... w ., .. ~ 10 a . Id 0 :t. .• 0 .. ... ".·J:;' ; .. :·:~:".~Gf!ID AT llitlDPOllft ', ..... ··.: .. ,• .. : .. " .. ;·-: '• :: .. ' ·, •:-... GAii) AT ·SOTT~ . '"!;:.·~·· :·•.:")::.. ...... . .. ' . lt . Q a:. !i: ... Ill ·. j < 5 "" .. -,-llfC>l--,,,-,N-..... -----.. -:,-.,,-...... ~~;~-~~-_£-:~!-~~·-::'~~~,;,~~I-.~-. _s_s_1-.G-E-OG~.-R-10 __ _. ,.. 8 5 ... •• " 1Q ....... ,.,15 . 20 . . UNflU-~~~··~~..,T~~ss (ll'l.) .... -·· ..... " - •/Y y "' O.Sx -2 .. y • 4 for~!. 7 .S for it < 7. S x = Unreinforced tn1elu2esa (in.} y. • ~einfor~ed thi~kneas (1D.) 2$ 30 Asphalt Concrete ·. . '..~. ·" ,.,.,, · ·:. ..,.::. ;' .. , · 7 · ~;:~~~~::.~~:.Jtt~~tl~j~~~'~: Coarse-graded.,..,(" " o ·.34 ;:.>-'!; .. --,: " 2.'63 " .: . .:::,:· Subbase Co ~~:H .. ).~~-;;:, ..... ·:-; .. '.,· ·.;··~-:~". );:§;~;~ ... :., .. ·"~-~:~.,>:.::.;;. Sandr' gravel ~:':·:· " o ·,'11 .. :,·,; ·: · 0 ~ 79 :-,." ..;: ;, · Sand .or_:aandy"clay O.OS-0.10 '<0.36-0;71 ~:. · : . ,,. '; . . ... .. .-.... ,... . -~" ~ ,,, "·: : lloce: .. nu~ .... al>o.;,..;~ s e ~c tural . : i~~;~·,,~o~ff i~:i~~~~: ar~ t}'p1eal values proposed ·by the . AA.SRO CC!ell1ttee ·on Des1gn, October 12; 1961.2 State or l oeal equivalency factors sould be used, vhere ava:Uab.lo . , .... * Iquivalency factor relative · to :· ABC · (erwihe.d· stone ) APR 20 '95 14:44 PAGE.0 1 4 • COST COMPARISON UNREINFORceD X-SECTION REDUCED ABC z w (/) < a:i ui ACC@ S tsylin X' ''ACC • -----+-"------- ASC <e· L_/sy/in X "ABC· 7 ""SBC• SBC@ S ___ lsy/ln X , GEOGFHO .L_tsy TOTAL COST S/syl ___ _ SAVINGS WITH GRIO REINFORC£M£NT \Stsyl CTotal Cost Utninf. -Total Cost Relnf . l I ""ACC - .. ABC• ~ ..... . ' -ssc. I ACC • Aspl'\alt Cement Conc:rete ABC".'. Aggregate 8.ase Course SSC -Sub base Course AGGREGATE COST 1.QQ ....... ---~---,..-------,;---"'7? < .2o-+~----'-.+--~---+-----+-----I ~ w a: (!) (!) < 5 10 215 20 s :ton 9 18 7 36 Stey AGG~EGATE BASE INSTALLED COST 0.028 x t$tc:yl -S/sytin. 0.05 x CS/tonl -S/sytin. c:: -> ., -.. I-r.n 0 <.) Q w ..J _.J < I-r.n z w I-w a: (..) ~ 0 <.) I- ..I < ::c Cl. i:n < 3.50 3.00 2.50 2 .00 1. 50 1.00 .50 REINFO~ceo X-SECTIONS RECUCEO ACC REDUCED SSC I, "ACC • j "ACC• I ~ "'ABC• ' "ABC• I "'SSC• "'S&C· I ASPHALT COST ' '/;.-;,'\ o<:' ~ ~°' .... '- c.' q 10 20 30 40 50 60 18.5 37 55.S 14 92.5 111 ASPHALT CONCRETE INSTALL.ED COST 0 .028 x !Stey> -S/sytln. 0 .052 x {$/ton> -$/5y/in, • Stton $/. 0 4 /1 2 /9 5 16 :3 6 z 409 776 6699 MCC LU RE E NGR INC p. 0 1 t1S McCLURE ENGINEERING, INC. ______ ____ April 12, 1995 Mrs. Veronica Morgan, P.E. Assistant City Engineer CITY OF COLLEGE STATION P.O. Box 9960 College Station, Texas 77842 RE: SPRINGBROOK -CYPRESS MEADOW, PHASE II PROPOSED REVISION TO TYPICAL PAVEMENT SECTION Dear Veronica: During the pavement construction operations at the above referenced project, an isolated area of soft subgrade material similar to that found at the ELM CREST project has been discovered. The area is located in the culdesac portion of Purple Martin Cove. The remedial treatment that was installed in the ELM CREST project in 1993 has proven to be very effective. We, therefore, recommend that in lieu of the standard pavement section shown in the plans, this isolated area be constructed as follows: Geogrid Geotextile 8 11 of crushed limestone base 1~" of hot mix asphal tic concrete pavement (Type "D"). Your early review and approval of this field change is appreciated. Should you have any questions, please advise. Very .t:uly.d/.)_:s, ¥)~dav M~hael R. McClure, P.E., R.P.L.S. •. ~ t ·I I ~ ~/mlm 1722 Broadmoor, Suite 210 • Bryan , Texas 77802 • (409) 776 -6700 • FAX (409) 776-6699 I FAX 1 409 694 2108 MYRAD R E INC FAX COVER SHEET TO: VERONICA MORGAN ASSISTANT CITY ENGINEER CITY or COLL~GE STATION FAX NO: 409-764-3496 FROM: MYRA BETH WHATLEY MYRAD REAL ESTATE, INC. PHONE: 409-694-2024 DATE: APRIL 12, 1995 RE: CYPRESS MEADOW SUBDIVISION PHASE II # PAGES: 2 \_ PO! 1 .,~ ... ~ ,, .-1 ·f '-"•n """"""' IPW'I iN '-4. -A.IJt ol...('>IJ FAX 1 409 694 2108 --~-. MYRAD R E INC APL il 12, 1995 Veronica Morgan Assititant City Engineer CITY 01'' COLL.t;G:C STATION P.O. Box 9~~0 College ~t~tion, ~exas 77842 RE: cul-de-sac on Purple Martin cove cypress Meade~ r1 uear Vei-onica: we are hnving probJAms gettiuq the e:oil on the cul-de-sac on Put·ple Martin Cnve t.o meet acceptab) P-st.andard:s. It is stiJ l pumping, atter weeks of working the sull to get it nried out. We consulted with Jerry Jones, City !nsp~ctor on this project, and r~~ched a mutual agreern~nt that this would h~ a good area to use th~ grid and eiryht inche~ of bace, as was used succezcfully in Elm Crest. Mike McClure r.oncurs ;,ml will be in t .ouch with you a.bout t .h is recotnlnendat.ion. We would like tn get. thls project finisheO., t;u o prompt respunse from you would be greatly apprAciated. If you would like to dist:llnS th.ii; with 1,1s, pl ease du not hosit~te tu call. Thank you, Q '/2;(1d-~-~~ Myra Beth Whatley "-{-:. MBWtjb (Morgon.wp) "'--·· '1A.ol\ • 40Y/694·20Zi •Fax; 409/69,,7.108 •Mobile : '909/203·5714 ·· ··· u,,.,.,.1n77 P0 2 CLIEN T: PROJECT : BUCHANAN/SOIL MECHANICS , INC. Consulting E n gi n eers 206 N. Sims 77803/P.O . Box 672 77806/Bryan, Texas (409)82.2-3767 OPTIMUM MOISTURE/DENSITY RELATIONSHIP CITY OF COLLEGE STATION Cypress Meadows, Phase 2 8/SMI PROJECT NO. 940032 DATE : October 14, 1994 MET H OD OF COMPACTION : ASTM D 698, Method A MA TE RIAL : Gray lean clay with sand OPTIMUM MOISTURE CONTENT: 19.2% MAX DRY DENSITY : 100.1 pcf PASSING NO. 200 SIEVE : 71.2% LL: 4 1 PL: 21 Pl : 20 REMARKS : Sample obtained by B/SMI October 13, 1994 36" storm sewer, Station 23+00 ...... t.L. ::J u -.D ......) en c v 0 c c:i · 11 0 .,--~~~~~~~~~~--.--~~~~~~~~~~~~---. 105 ~ ZERO AIR VOIDS OJRVE ~ ASSUMED S.G. -2.65 ··-··············------'--······-····················----r--··················-···········i-····--················-~·-··································· ; . . ·-------·····:······-···············---~---····-.......... --------------· 1 .J \, ,_· ..... ·95 ·-·-····················------······----················-·-·······························.;.·-·····-··················-··································-·· ... ·1~. r; . i• -' . . '. 90+---.~-,-~-,~-,---,.~-,.-, ~.,---,..~-;--~.----..-~-;-----,~---.-----1 12 15 18 21 24 27 Moisture Co nte n t,% Dry W tgb t d/ /; ,f 1 1 ff t). ... , 11-1v~4/~ , · - / BUCHANAN/SOIL MECHANICS, INC. Co ns ulting Engineers 206 N. Sims 77803/P .0. Box 672 77806/Bryan , Texas (409 )822-3767 OPTIMUM MOISTURE/DENSITY RELATIONSHIP CLIENT: CITY OF COLLEGE STATION PROJECT: Cypress Meadows, Phase II B/SMI PROJECT NO _ 940032 DA TE: December 1 , 1994 METHOD OF COMPACTION : ASTM D 698, Method A MATERIAL: Gray lean clay with sand OPTIMUM MOISTURE CONTENT : 16.9% LL: 42 PL: 18 Pl: 24 MAX DRY DENSITY : 102.5 pcf PASSING NO. 200 SIEVE: 75.7% REMARKS: Sample obtained by B/SMI November 30, 1994 6'.:»'ater li9£ ~I~ Martin Cove street cro9sirJ,Q O .. ..[) . .1 • _ &_. • f\ . f (.e)rWO,.,,, '-' JL-?e-. c ~ a...u9-1--r"-"""'-U>f<- 110 .....---~~~--,-~~~--,-~~~--,--~~~--.-~~~---,-~~~----. ZE~O AIR VOIDS OJRVE ASSUMED S.G. • 2.65 ~105 , +r+ ; : : .6 100 ............................... .; ............................. ; ......................... ·-·····~·······························+······· ................................................. . ·~ . ~ : : <1> Cl c Cl 95 ............................... .;. ............................... j .....•.••••..................... i ............. : ................. ~---·-························---i ---·······-··-·················· : I : i , 9()-t--.---,,---+--.-~,---+-~~~-+-~~~-+-~~~-r-~~~-l 7 10 13 16 19 22 25 Moisture Content, % Dry Weight BUCHANAN/SOIL MECHANICS, INC. Consu lting Engineers 206 N. Sims 77803/P .0 . Bo x 672 77806/Bryan , Texas (409 )822-3767 OPTIMUM MOISTURE /DENSITY REL.A TIONSHIP CLIENT: CITY OF COLLEGE STATION PRO JE CT: Cypress Meadows, Phase II 8/SMI PROJECT NO _ 940032 DATE : November 7, 1994 METHO D OF COMPACTION: ASTM D 698 , Method A MATER IAL: Brown sandy lean clay with topsoil OPTIMUM MOISTURE CONTENT : 13.1 % LL: 33 PL : 16 Pl: 17 MAX DRY DENSITY: 113.4 pct PASSING NO . 200 SIEVE: 59.3% REMA RKS: Sample obtained by B/SMI November 4, 1994. Inlet box No . 44, north side of Purple Martin Cove @~\~~~ 120 ,-~~~-,--~~~-,--~~~-,-~~--,..--:-~~~---,-~~~---. ZERO AJA ..P1os QJAVE "'""'o j" -200 ...... 115 ................................ r································································t·······························i················ ··············j·························-- µ.. :J () ...__ .0 _:i ~ 110 ······························-~·························· ···j························-·······1······························-t-······-···· ................. L .......... ···········- ~ ' ' ' 105 ' L -1 T ' -- 100 +--.--,~-t---,.-~..---t---,.-~,.-----i--.-~,.-----i--.-~~-+-~~~-l 3 6 9 12 15 18 21 ,-~.- ! ../ ,:__- BUCHANAN/SOIL MECHANICS, INC. Consulting Engineers Bryan, Texas 206 North Sims, 77803/P.O. Box 672, 77806/(409) 822-3767 IN-PLACE DENSITY TEST RESULTS CLIENT: CITY OF COLLEGE STATION B/SMI PROJECT NO. 950032 PROJECT: Cypress Meadows, Phase II MOISTURE DATE TEST LOCATION CONTENT (%) PurQle Martin Cove 03/20/95 Station 19+44, right 1/4 point, at 20.2 grade {RECHECK) 03/20/95 Station 17+00, centerline, at grade 15.5 (RECHECK) 03/20/95 Station 14+50, right 1/4 point, at 19.1 grade 03/20/95 Station 12+00, left 1/4 point, at 15.0 grade 03/20/95 Station 10+00, center of cul-de-sac, 20.4 at grade Eagle Avenue 03/20/95 Intersection of Lorikeet, center, 20.9 at grade (RECHECK) 03/20/95 Station 18+00, centerline, at grade 22.3 (RECHECK) 03/20/95 Intersection of Longmire, center, 21.8 at grade (RECHECK) COMPACTION EFFORT ASTM D 698 OPTIMUM MOISTURE CONTENT 18.6% MAXIMUM DRY DENSITY .. 1.01.1 pcf '~"~' ~~. ,.. . ·ri~· :r; NOTE: 6" depth tested ' "~· DRY DENSITY PERCENT MATERIAL (PCF) COMPACTION TYPE 96.8 95.7 A 101.0 99.9 A 103.2 100+ A 108.0 100+ A 88.8 87.8 A 96.9 95.8 A 97.0 95.9 A 94.3 93.3 A MATERIAL TYPE (A) Lime treated subgrade BUCHANAN/SOIL MECHANICS, INC. Consulting Engineers Bryan, Texas 206 North Sims, 77803/P.O. Box 672 , 77806/(409) 822-3767 IN-PLACE DENSITY TEST RESULTS CLIENT: CITY OF COLLEGE STATION B/SMI PROJECT NO. 950032 PROJECT: Cypress Meadows, Phase II MOISTURE DATE TEST LOCATION CONTENT (%) 03/22/95 Purple Martin Cove, Station 10+00, 23.1 center of cul-de-sac (RECHECK) 03/22/95 Lorikeet , Station 10+50 20.2 R~~F: . -./\fEo ACCOUNTING OPTIMUM COMPACTION EFFORT MOISTURE CONTENT ASTM D 698 18.6% NOTE: 6" depth teste d MAXIMUM DRY DENSITY 101.1 pcf DRY DENSITY PERCENT MATERIAL ( PCF) COMPACTION TYPE 93.5 92.5 A 93.9 92.9 A MATERIAL TYPE {A) Lime treated subgrade TESTING ENGINEER: ~ 11:= BUCHANAN/SOIL MECHANICS, INC. Consulting Engineers 206 N. Sims 77803/P .O . Bo x 672 77806/Bryan, Texas (409)822-3767 OPTIMUM MOISTURE/DENSITY RELATIONSHIP CLIENT: CITY OF COLLEGE STATION PROJECT: Cypress Meadows, Phase II B/SMI PROJECT NO. 950032 DATE: February 28, 1995 METHOD OF COMPACTION: ASTM D 698, Method A MATERIAL: Lime treated subgrade (pH = 12.59) OPTIMUM MOISTURE CONTENT: 18.6% LL: PL: Pl: MAX DRY DENSITY: 101.1 pcf PASSING 1 3/4" SIEVE: 100% PASSING 3/4" SIEVE: 98.3% REMARKS: Sample obtained by B/SMI February 27, 1995. Pui:gle Ma~in Cove, Station 18+00 , {)fl,.~ ~~f'e~ ZERO AIR VOIDS QJRVE ASSUMED S.G. -2.66 ..... u... ::I i i i i ~ l l l ~ l l l 6 i i : ·~ I I I 0 i i l i::' 95 ·····································+····································+···································+·························· ·········t ······································ 0 : : : : 1 i ~ i i l I I 90-+---.~~~~! ~...--~~~!~--,----.~~!~-,-~...----+-!~--,----.~~ ll B IB ~ 24 27 Moisture Content, % Dry Weight St.MWtY OF LABORATORY TEST DATA PROJECT: CITY OF COLLEGE STATION Cypress Meadows, Phase II DATE: November 18, 1994 PROJECT NO: 940032 C<Jtl>RESSION TEST BORING DEPTH SAMPLE TYPE OF MATERIAL MOISTURE DRY ATTERBERG LIMITS ~RESS ION STRAIN LATERAL TYPE OTHER TESTS NO. IN IN. NO. CONTENT DENSITY (tsf) x PRESSURE FAILURE x Cpcf) LL PL Pl (psi) BULK SAMPLE Gray fat clay 57 22 35 pH = 6.49 Gray fat clay with 4X lime added in lab 50 31 19 pH = 12 .43 Gray fat clay with 5X lime added in lab 49 37 12 pH = 12.50 Gray fat clay with 6X lime added in lab 46 38 8 pH = 12.53 NOTE: Sample obtained by B/SMI November 17, 1994. Longmire Drive, Station 18+00 BUCHANAN/SOIL MECHANICS, INC. BRYAN, TEXAS SlMMARY OF LABORATORY TEST DATA PROJECT: CITY OF COLLEGE STATION Cypress Meadows, Phase II DATE: November 18, 1994 PROJECT NO: 940032 CTJ4PRESSION TEST BORING DEPTH SAMPLE TYPE OF MATERIAL MOISTURE DRY ATTERBERG LIMITS ca.PRESS I ON STRAIN LATERAL TYPE OTHER TESTS NO. IN IN. NO. CONTENT DENSITY (tsf) x PRESSURE FAILURE x Cpcf) LL Pl PI (psi) BULK SAMPLE Gray fat clay 57 22 35 pH = 6.49 Gray fat clay with 4X lime added in lab 50 31 19 pH = 12.43 Gray fat clay with 5X l fme added in lab 49 37 12 pH = 12.50 Gray fat clay with 6X lime added in lab 46 38 8 pH = 12.53 NOTE: Sample obtained by B/SMI November 17, 1994. Longmire Drive, Station 18+00 BUCHANAN/SOIL MECHANICS, INC. BRYAN, TEXAS sui.MARY OF LABORATORY TEST DATA PROJECT: CITY OF COLLEGE STATION Cypress Meadows, Phase II DATE: November 18, 1994 PROJECT NO: 940032 cntPRESSION TEST BORING DEPTH SAMPLE TYPE OF MATERIAL MOISTURE DRY ATTERBERG LIMITS CCJfPRESSION STRAIN LATERAL TYPE OTHER TESTS NO. IN IN. NO. CONTENT DENSITY (tsf) x PRESSURE FAILURE x Cpcf) LL PL Pl (psi) BULK SAMPLE Gray fat clay 57 22 35 pH = 6.49 Gray fat clay with 4% lime added in lab 50 31 19 pH = 12.43 Gray fat clay with 5% lime added in lab 49 37 12 pH = 12 .50 Gray fat clay with 6% lime added in lab 46 38 8 pH = 12.53 NOTE: Sample obtained by 8/SMI November 17, 1994. Longmire Drive, Station 18+00 BUCHANAN/SOIL MECHANICS, INC. BRYAN, TEXAS Coruerwrion is a slate of hannony between men and land. -Aldo Leopold Veronica Morgan Assistant City Engineer CITY OF COLLEGE STATION P.O. Bo x 9960 April 12, 1995 College Station, Texas 77842 RE: Cul-de-sac en Purple Martin Cove Cypress Meadow II Dear Veronica: i'\ . \ j \99S RECE\\JED APR We are having problems getting the soil on the cul-de-sac on Purple Martin Cove to meet acceptable standards. It is still pumping, after week s of working the soil to get it dried out. We consulted with Jerry Jones, City Inspector on this project, and reached a mutu a l agreement that this would be a good area to use the grid and eight inches of base, as was used successfully in Elm Crest. Mike McClure concurs and will be in touch with you about this recommendation. We would like to get this project finished, so a prompt response from you would be greatly appreciated. If you would like to discuss this with us, please do not hesitate to call. MB Wtjb (Morgan.wp) College Station: 2405 Texa s Avenue South , Suite 308, College Station, Texas 77840 • 409/694-2024 • Fax : 409 / 694-2108 • Mobile : 409 / 268-5714 Austin Office : 5810 Tom Wooten Drive, Austin, Texas 78731 • 512/472-2333 •Fax: 512/33 8-1225 •Mobile : 512/217-3072 I I I I I I I i i . . L_ ,f ,. l REC EIVED MAY 1 0 199't Mr. Ray H ens Electric ansmission & Distribu ion Superintendent City of College Station P .. Box 9960 College Station, Texas 77842 McCORD ENGINEERING, INC. May 9, 1994 RE: Springbrook (Cypress Meadows) Phase II -Electric Distribution/Service & Street Lighting Layout. Project Cost Estimate, and Bill of Material Dear Ray: In accordance with your request , we have prepared and are enclosing herewith for your review and use, five (5) copies of an Electric Distribution /Service & Street Lighting Layout , Bill of Material, and Project Cost Estimate for the proposed Springbrook (Cypress Meadows ) Phase II Development. A diskette is al so enclosed to illustrate the proposed electric and street lighting layout in electronic form for your City's use. Shown on the enclosed electric layout map for this subd i vision are proposed electri c distribution system and service additions to provide electric service to the 72 lots included in this single-family residential development. An underground electric service layout has been proposed to supply electric service to this development, in accordance with the ordinance requirements of your City. Street light pole installations to provide the maximum 300 ' spacing dictated by your current City policy and lighting at all street intersections and cul-de-sacs have been specified . Additional easements required to provi de services to supply the designated street light installa- tions are also shown on the street light ing plan shown on the enclosed electric layout drawing. In accordance with the new policy of your City, the Developer is responsible for reimbursing your City for 20% of the total estimated cost of electric service installation , including labor, materials, and the standard fee percentages for engineering and overhead cost. We compute that the 20% cost contribution required for the Springbrook (Cypress Meadows) Phase II Subdivision amounts to $13, 772.20. This cost was calculated based on a total electric service cost estimate of $68,861.00. The total electric service cost estimate developed for this project includes on standard allowance of 30% to cover your City's labor related overhead costs, 7% for material handling costs, and 8.5 % to cover your City's administrative and engineering costs. ------------------------ City of College Station May 9, 1994 Page 2 I trust you will find herewith all the information required. If not , or if questions arise , please do not hesitate to advise . JDM/mw Enclosures cc: r Da"dd Pulle Mr. Bob Pohl Yours very truly, McCORD ENGINEERING, INC. JimmJ. M=~· ~ c~ President McCord Engineering, Inc. CS-TSD-6-S.6 M A T E R I A L CODE ITEM NO. ---------- 29 Ufz 33 29 Uf z 34 28 Ul 50 27 bu 64 25 ai 150 25 aj 156 27 Uhp 230 28 Uhb 276 Uhb 278 28 Uan 400 27 Uhv 523 28 an 780 28 Uan 822 CITY OF COLLEGE STATION SPRINGBROOK (CYPRESS MEADOWS) PHASE II B I L L 0 F M A T E R I A L CATALOG MATERIAL DESCRIPTION REF. NO. ------------------------------------ UTILCO BARE TERMINATOR 28500800006 UTILCO INSULATED CONN. 28500800007 UG EQUIPMENT LOCK 832040 1/0 H-TAP COPPER CONN 28502200003 8' COPPERWELD GROUND ROD 28503800001 5/811 GROUND ROD CLAMP 28504700025 1/0 LOADBREAK ELBOW 28508200001 URD BUSHING INSERT 28509500006 2 BUSHING INSERT 28509500008 25 KVA PADMOUNT 120/240 28508600031 1/0 URD AL. PRIMARY 28008000001 TRANSFORMER GROUND LUG 28502200026 CONCRETE TRANSFORMER PAD 21001700001 April 22,1994 WORK ORDER NO. ---- TOTAL UNIT TOTAL QTY. COST $ COST $ ----------------------- 28 15.54 435 .12 56 25 . 15 1408.40 28 6.00 168.00 28 1. 74 48.72 28 8.33 233.24 28 • 72 20.16 62 45.00 2790.00 56 17.99 1007.44 2 82.35 164.70 28 826.77 23149.56 5 1189.00 5945.00 28 1.30 36.40 28 59.27 1659.56 ---------37066.30 • • McCord Engineering, Inc. CS-TSD-6-S.6 April 22,1994 WORK ORDER NO. CITY OF COLLEGE STATION SPRINGBROOK (CYPRESS MEADOWS) PHASE II PROJECT COST ESTIMATE COST ($) PER 1 ASSEMBLY LETTER -------------------------TOTAL CODE ASSEMBLY DESCRIPTION QTY LABOR MAT. TOTAL COST $ -------------------------------------------------------------------------- UD#1/0 URD 1/0 PRIMARY URD CABLE 5 1050.00 1189.00 2239.00 11195.00 UG?-25 UG 25 KVA 1 PHASE LOOP FEED 28 256.00 871.79 1127.79 31578. 12 UJ2-6-B BARE SECONDARY CONNECTOR BLOCK 28 15.00 15.54 30.54 855. 12 UJ2-6-I INSULATED SECONDARY CONNECTOR BL 56 15.00 25 .15 . 40.15 2248.40 UM1-5C CONCRETE TRANSFORMER PAD 28 10.00 59.27 69.27 1939.56 UM6-1 LOAD BREAK ELBOW 62 65.00 45.00 110.00 6820.00 UM6-5 FEED THROUGH LOAD BREAK INSERT 2 50.00 82.35 132.35 264.70 UM6-6 GROUND ROD ASSEMBLY 28 8.00 9.05 17.05 477.40 --------- 55378.30 TOTAL LABOR = 18312.00 TOTAL MATERIAL = 37066.30 --------- TOTAL = 55378.30 LABOR OVERHEAD 30% = 5493.60 MATERIAL HANDLING 7% = 2594.64 ----------TOTAL 63466.54 ENGINEERING & OVERHEAD 8.5% = 5394.66 ----------GRAND TOTAL 68861. 20 ROUNDED TO $68, 861. 00 ---------- DEVELOPERS CONTRIBUTION 20% = $13,772.20 * DENOTES HOT WORK ~I \ :\ :t I j hf .: i ................ r ~·········· LYNX ENTERPRISES UE SUITE 308 2405 TEXAES SATVAE~ON TX 77840 COLLEG ' ··············· 1049 88-2301113 1-1 ACCOUNT NO·--------------------3 23991 CITY OF COLLEGE STATION $ 8oo. QO -----,,....,----,------=tf'-=---.L---. 19 ?t \'1 RECEIVED OF ___ ~__:_:____,.;.~~~--.!::~~~!!:::'.'.!:::~~-.c--------,C..--- fl ;oo Cl 3 oo FOR __ -'--_ _;__.:__:_-+--=--~---=--~:....L..-L...IL~L..>.<....-+'=--=-------+--'---~ :a: Pa id by_ Check _/_O_~ THANK YOU --- • McCLURE ENGINEERING, INC. -------h''---->r-----.. June 30, 1994 Mrs. Veronica Morgan Development Services Department CITY OF COLLEGE STATION P.O. Box 9960 College Station, Texas 77842 Re: PRC Report for Springbrook -Cypress Meadow Phase Two & PRC Report for Springbrook -Common Areas Plat Dear Mrs. Morgan: This letter is to verify that the concerns of the City of College Station Staff raised on June 15, 1994 at the Plan Review Committee (PRC) on the above referenced projects are addressed. The PRC reviewed the two plats referenced on that day and these plats shall .be addressed in sequence. Springbrook -Cypress Meadow Phase Two Plat: Conditions of Approval: Access to Lot 33 Block 7 and Lot 1 Block 9 is restricted to Purple Martin Cove. -After discussion with the developer Dan Bensimon of Fountainhead Development Corporation, the committee decided not to approve this item, leaving the item to be reviewed at the time of the building permit. "Verify that all public utility easements (PUE) match up with the proposed utilities." All public utilities built will be built within an easement or dedicated right of way. "Provide a 15' public utility easement between lots 7 & 8 Block 9.11 The PUE is now shown on the plat. "The PUE along the rear of blocks 7 & 10 needs to be a Drainage Easement as well". The Public Utility Easement & Drainage Easement (DE) is now shown on the plat. "Verify that lots 21 and 22 Block 7 are at least 50' across the front at the 25' setback line." We have confirmed that these lots are 50.98' (arc length) at the setback line. '1 n .) 1722 Broadmoor, Suite 210 • Bryan, Texas 77802 • (409) 776-6700 • FAX (409) 776-6699 ,.., f l SPRINGBROOK PRC RESPONSE "Include the Lorikeet Lane". Comments/Concerns: street The name of street the name cul-de-sac has been PAGE 2 extension of added.Other "Sanitation trucks will pickup the residential dumpsters from Purple Martin Cove and on the cul-de-sac portion of Lorikeet Lane only. No public service will be provided from Eagle Avenue." We understand this comment to mean that garbage pickup will not be performed along Eagle Avenue. We assume that this comment does not preclude garbage pickup on Starling Drive. Springbrook -Common Area Plat: Conditions of Approval: "As per the Development Agreement, the filing of both the Springbrook-Cypress Meadow II and Springbrook Common Area is conditioned on drainage and sanitary sewer improvements in the common area and on the extension of Longmire Drive." The developer Dan Bensimon understood this condition. "Add a general Note that states that the maintenance of the common area will be performed by the Home Owners Association. 11 The note is now shown on the plat. "Provide a 15' DE to cover the pipe and headwall near Purple Martin Cove." The large DE shown on the plat has been removed in favor of a 15' wide easement long enough to cover the hard improvements (Pipe, Headwall, and Rip Rap) only. "Provide a DE to cover the lip of headwall near Oriole Court. 11 The large DE show on the plat has been removed in favor of a 15' wide easement long enough to cover the hard improvements (Pipe, Headwall, and Rip Rap) only. "Verify that the 15' PUE at the top left corner covers the proposed sanitary sewer main." All sewer mains built will be built within an easement. "Provide a 15' Utility Easement along the west property line of the common area for future extension of electrical system." The new easement is now shown on the plat. "Clarify the scale title block and the near the north arrow". The scale shown in the title block has been corrected to show the correct plat scale, 1 11 = 100'. SPRINGBROOK PRC RESPONSE PAGE 3 We believe that we have addressed all of the items mentioned on the PRESUBMISSION CONFERENCE REPORT dated 6-21-94. Should you find otherwise, please contact me so that I may fully comply with the finding of the committee. Sincerely, - - ----------------" Consemirion is a suue of harmon y "'"''"n men ll!1d land. -Aldo Leopo ld Mr. Kent Laza City Engineer City of College Station P .O. Box 9960 College Station, Texas 77842-0960 May 19 , 1995 Re: Purple Martin Cove cul de sac, SpringBrook-Cypress Meadow II Dear Kent: This letter is written to confirm our telephone conversation that we hereby authorize the City to hold $50 ,000 , currently held on deposit by the City for the purpose of guaranteeing the construction of the box culvert on Longmire Drive, and our remaining portion of oversize participation on SpringBrook-Cypress Meadow II until one of the following occurs: 1) The density tests in the sub grade of the cul de sac meet the City's specifications . or 2) We provide the City with a street design issued by a reputable geotech engineer, experienced in substandard soil conditions, including an estimate for the cost of implementing the recommended street design . At such time one of the above requirements are met , the City will reduce the amount of guarantee held to an amount sufficient to complete construction of the cul de sac . Sincerely, ~tM Myra Beth Whatley MBW/tj b Co ll ege Statio n: 2405 Texa s Avenue South, Sui te 308, Co ll ege Statio n, Texas 77840 • 409/69 4-20 24 •Fax: 409/694 -2108 •Mobile : 409/268 -5714 Austi n Office : 5810 Tom Woo ten Drive , Austin , Texas 78731 • 512/472-2333 •Fax: 512/338 -1225 •Mobile : 512/217 -3072 .-al .--~ CITY OF COLLEGE STATION Post O ffice B o x 9 9 60 1 10 1 Texas A ven u e May 9, 1995 M y rad Real Estate 2405 Texas Ave. S, Ste 308 College Station, TX 77840 C o llege Station, Texas 7 7842-9960 ( 40 9 ) 764-3 500 RE: Purple Martin Cove, Cypress Meadow II Dear Dan and Beth, We are in receipt of your letter dated May 1, 1995 regarding Purple Martin Cove in Cypress Meadows Phase II . It is our understanding that you wish to defer constrnction of Purple Martin Cove cul-de-sac until summer 1995 , in hopes of allowing the poor soils in th a t area to "dry-out" In order to file a final plat for record, our subdivision regulations allow a developer to either constrnct or financially guarantee the infrastrncture associated with a plat. In the past, we have allowed developers to combine these two options , if they so desire. In this case , we will file the plat once all infrastrncture, save Purple Martin Cove cul-de-sac, is complete and accepted by the City and a financial guarantee is posted for Purple Martin Cove . Because of the difficulty being experienced on Purple Martin Cove and th e unknowns as to whether the soil can "dry-out", the City will use a worst case scenario in establishing the amount of the financial guarantee. We will place holds on all building pem1its on Purple Martin Cove until it is in and accepted. All other building permits in the Cypress Meadows II may be issued once the plat is fil ed for record . If you have any questions or need clarification please do not hesitate to call. i cerely , !{ • I ' 'J j,6 J Veronica J .B . orga l , .E . Asst . City Engineer cc : Kent Laza, City Engineer David Moore, Building Official Brett McCully, Project Manager Jerry Jones , Inspector Mike McClure Phil Buchanan Home of Texas A &M University ECE VED r f ·3 i5 Coruerwlion is a sraie of harmon y be1.,,.en men and land. -Aldo Leopold May 1, 1995 Ms . Veronica Morgan Assistant City Engineer CITY OF COLLEGE STATION P .O . Box 9960 College Station, Texas 77842-9960 Re : Purple Martin Cove, Cypress Meadow II Dear Veronica: Due to the fact that we have been unable to satisfy 95% density requirements (soil tested at 92 .9% ), and because of the reluctance of the City and other professionals involved to rely on geo-grid even with 10 inches of base, we have decided to leave this cul-de-sac alone for now . We feel it best to wait until summer when the hot , dry weather will aid in the compaction. We are preparing to prime and asphalt the rest of the subdivision immediately so that builders may begin building as soon as we receive sign-off from the City on all the streets excluding the Purple Martin Cove cul-de-sac . We will not request building permits on lots around this cul-de-sac which include Lots 20 through 25. BJo ck 7 ,, .... +:1 +t.. -' / ticular :)~L cul-de-sac is completed and accepted by the C :ss for emergency vehicles and city maintenance ve l ) -: -{l)T / . . ms m obtaining building permits on these lots as we h ~ / .\ ~ S )l (_> ) viates the city's concern for this problem area and ex p f:::(_G \... \ v t. . ,,_ \./OU (CLlL/) ? MBW/tj b ("C"/CMIJMorg.sa m) cc : Kent Laza, City Engineer Brett Mccully, Assistant City Jerry Jones, City Inspector En ~ If-tlSf · )J 'lc\ur TH f) , L , ;L O· J LJ/Ulfi1U ( V ) .;,_,-<:.. \ Xc._e.,'+ \) r ~ ·' o. ;;:::/ O\;c/3' Philip Buchanan, PhD, Buchanan/Soil Mechanics, Inc . Mike McClure , P .E ., RP.LS ., McClure Engineering, Inc . Co ll ege Sta ti on: 2405 Texas Ave nu e So uth, Suite 308, Co ll ege Statio n, Texas 77 840 • 409/69 4-20 24 • Fax : 409 /694-2108 • Mobil e: 409 / 268 -57 14 Austin Offi ce : 58 10Tom Wooten Dri ve , Au stin, Texas 78731 • 51 2/4 72-2333 •Fax: 51 2/338 -1225 •Mobile : 512/2 17-3072 7 ";" ~ N "" (1_ SPRJNG6ROOK -CYPRESS MEADOW PHASE TWO CONSTRUCTION COST Cfl'Y/DEVELOPER PARTIOPA llON October 18, 1994 u z ~ OTYCOST MYRADCOST ~ Item I Description Units Q uanrty Unit Price Total % Amount 'Yo Amount (!) z w w STREET CONSTRUCTION ~ ::) ...J u 1 Stormwater Pollution Prevention Is 8 .023.00 8 ,023.00 00/v $0.00 l 00".4 8.023.00 u :>::: 2 aearing & Grubbing (Street R.O.W.) Ac. 4 .47 400.00 1 .78S.OO O"lo 0 .00 100% 1 .788.00 3 Excavation C .Y . 7464 3 .00 22.392.00 00/v 0 .00 100% 22.392.00 4 Cellulose Seedi ng S.Y. 9000 0 .73 6 .57QOO 00/v 0 .00 100°/o 6 ,570.00 5 6" Lime Stab. Subgrade (5% Lime) S .Y . 19578 2 .38 46.595.64 0".4 0 .00 100"/o 46.595.64 I 6 Extra Lime Ton 132 72.13 9 ,521.16 00/o 0 .00 100% 9.521 .16 (]'> 7 6" Flex. Base (Crushed Stone) S.Y. 8 .425 5 .02 42.293.50 00.4 0 .00 100".4 42.293 .50 (]'> ..., 8 r Flex. Base (Crushed Stone) S.Y . 7 .578 5 .88 44.558.64 00/v 0 .00 100-lo 44.558.64 ..., '" 9 l ~· Hoe Mix Asphaltie Concrete (Ty. 0) S .Y . 16.003 3 .26 ..... 52.169.78 O".lo 0.00 100"..4 52.169.78 ..... 10 Reconstruct Existing Base S .Y . 380 4 .00 1 .520.00 00/o 0 .00 100".4 1 .520.00 (]'> 11 Reinf. Cone. Valley Gutter S .F . 4741 2 .38 11 .28358 00..4 0 .00 100".4 , 1 .283.58 ~ v 12 Reinf. Cone. Curb & Gutter LF 8616 5 .50 47,38800 0% 0 .00 100"/o 47 .388.00 ~ 13 Reinf. Cone. Sidewalk S .F . 27600 1 .98 54.648.00 0% 0.00 100"/o 54.648 .00 14 Striping and Signing LS. , 7 ,947.00 7 ,947.00 0% 0 .00 100"/0 7 .947.00 ~ SUBTOTAL $356,698 .30 $.156.698.30 ""' DRAINAGE CONSTRUCTION .. ..., - v 15 Reinf. Cone. Headwall (21 "O) Ea , 900.00 90000 33% 297.00 67% 603.00 (]'> 16 Reinf. Cone. Headwall (30"0) Ea , 900.00 90000 33% 297.00 67% 603.00 ' -17 S' Rec. Inlet Ea 15 1.450.00 21 .75000 33°.4 11n .so 67% 14.572 .50 "" ' 18 1 O' Rec. Inlet Ea 2 2.500.00 5 .00000 33°/v 1650.00 67% 3 ,350.00 - 19 Reinf. Cone. June. Box. Ea 3 1.350.00 4 .05000 33% 1336.50 67% 2 ,713 .50 20 Special Inlets Ea 2 1 .450.00 2 ,90000 100% 2900.00 00.4 0 .00 21 is• RCP LF 126 19.00 2.39400 33% 790.02 67% 1 ,603 .98 22 16"RCP LF 31 22.00 682.00 33% 225.06 67% 456 .94 23 21•RCP LF _, 156 24 .00 3.744.00 33% 1235.52 67% 2 .508.48 24 24" RCP l.F 34 28.50 969.00 334'/o 319.n 67% 649.23 Page 1 .. . . .,, "" CL CfTYOOST MYRADOJST Item I Description Units Quanity Unit Price Total % Amount % Amount 25 2r Ra=> LF 474 29.00 13.746.00 33°/o 4536.18 67% 9 .209 .82 u 26 30• RCP LF 757 31 .50 23.845.50 33% 7869.02 67% 15.976.49 :z: ~ 27 33" Ra=> LF 535 34.50 18.457.50 33% 6090.98 67% 12.366.53 a:: 28 36" RCP LF 314 38.00 11.932.00 33% 3937.56 67% 7.994.44 (!) :z: 29 4' Cone. Flu mes SF 4956 3 .30 16.354.80 100% 16354.80 0% 0 .00 w w 30 Dry Riprap Olannel Lining (12" Depth) SF 525 4 .00 2 .100.00 33°/o 693.00 67% 1.407.00 a:: ::i 31 3 • 10' x 8' Reinf. Cone. Culvert l.S. 1 70.800 .00 70.800.00 90% 63720.00 10% 7.080.00 ...J u 32 Trench Safety (Storm Drain) LF 932 1.00 932.00 33% 307.56 67% 624.44 u E SUBTOTAL $201.456.80 $119.737.46 $81,719.34 SEWERLINEOONSTRUCTION (1\ 33 Std. 5' Manhole Ea 11 2.500.00 27.500.00 ~lo 12.650.00 54.00°.4 14.850.00 (1\ ,., 34 Std . 4' Manhole Ea 9 1,350.00 12.150.00 11.11% 1,349.87 88.89°.lo 10.800.14 ,., ,., 35 18" PVC (C-905.DR-25)(8' to 10'depth) LF 918 37.25 34.195.50 54.40% 18.602.35 45.60% 15.593.15 ... ... 36 1a· PVC (C-905.DR-25)(10' to 12' depth) lF an 37.85 33,194.45 52.40% 17,393.89 47.60°.4 15.800.56 (1\ 37 18" D .l.P. (C. 52) (10' Depth) LF. 87 51 .00 4 ,437.00 58.80% 2.608.96 41.20% 1.828.04 (S) v 38 a· Pl/C (SDR-26.03034)(8' to 1 O' depth) lF 369 17.00 6.273.00 42.76% 2.682.33 57.24% 3.590.67 (<l 39 6" PVC (SDR-26.03034)(6' to 8' depth) lF 104 12.00 1.248.00 0% 0.00 100°.lo 1 .248.00 40 6" Pl/C (SDR-26.03034)(8' to 1 O' depth) lF 280 12.60 3 ,528.00 00/o 0 .00 100°.4 3.528.00 41 6" Pl/C (SDR--26.03034)(10' to 12' depth) lF 870 13.50 11 .745.00 0% 0.00 100% 11 .745.00 -42 4• P\ICService (Ty. I, 31' Avg. Length) Ea 16 550.00 8 .800.00 00/o 0 .00 100°/o 8.800.00 "" 43 4• PVC Se.vice (Ty. II . 22' Avg . Length) Ea 21 320.00 6 .720.00 0-/o 0.00 100°/o 6 .720.00 .. ,., 44 Trendl Safety (Sewer Lines) -LF 3505 1 .00 3.505.00 0% 0 .00 100°/o 3 .505.00 v 45 Machine Bore (1 a· Diameter) LF 72 54 .00 3.888.00 00/o 0.00 100°.lo 3.888.00 (1\ ' -SUBTOTAL $157.183.95 $55,287.40 $101 .896.55 (S) ' - WATERUNEOONSTRUCTION 46 12" ?.JC (C900, C1 .200) LF. 549 23.00 12,627.00 43.50"/o 5492.75 56.50% 7 .1 34.26 47 1? ?.JC(C900. Cl.200) W/Ret Glands L.F . 131 45.00 5 .895.00 43 .~/o 2564.33 56.50% 3.330.68 48 a· P\IC (C900. Cl .200) L.F. ,,. 381 13.00 4 ,953.00 0% 0 .00 100% 4 .953.00 49 s• PVC (C900. Cl .200) L.F. 2632 10.40 27.372.80 00/o 0 .00 100% 27.372.80 Page2 ..,. CS) a. CITY COST MYRADCOST Item I Description Units Quanity Unit Price Total % Amount % Amount SO 12" 0.1.P. (0. 52) LF. 18 30.00 540.00 30°.!. 162.00 700/o 378.00 (.) 51 f!J' 0.1.P. (Cl. 52) L.F. 18 21.00 378.00 00.4 0.00 100% 378.00 z ~ 52 fr' 0.1.P. (Cl. 52} LF. 36 13.75 495.00 0-.!. 0.00 100% 495.00 a:: 53 C.onned to E.x. 8. Line LS. , 200.00 200.00 0% 0.00 100% 200.00 C!J :z: 54 C.onnect to E.x. 1 2" Line LS. 1 275.00 w 275.00 00.!. 0.00 100°.!. : 275.00 w 55 Std. Fire Hydrant Assembly (Ty. I) Ea 5 1.515.00 7,575.00 0-/. 0.00 100% 7.575.00 a:: 56 12" M.J. Gate Valve Ea 2 800.00 1.600.00 0-/o 0.00 100°/. 1.600.00 ::::l ...J (.) 57 a• M.J. Gale Valve w/anchor coupling Ea 4 550.00 2.200.00 00/o 0.00 100% 2.200.00 (.) :i:: 58 6" M.J. Gale Valve w/anchor coupling Ea 3 410.00 1.230.00 0% 0.00 100°.4 1.230.00 59 fl' M.J. Gate Valve Ea. 3 325.00 975.00 00.4 0.00 100% 975.00 60 s· x 8" x a· M.J. Tee Ea 1 250.00 250.00 00.!. 0.00 100°!. 250.00 61 s·xs·x6" M.J. Tee Ea 1 230.00 230.00 0-/o 0.00 100°/o 230.00 62 6"X6"xs· M.J. Tee Ea 1 280.00 280.00 00/. 0.00 100% 280.00 "' 63 S'X6"X6" M.J. Tee Ea 1 170.00 170.00 0-/o 0.00 100°.4 170.00 "' OJ) 64 12" x 8" M.J. Cross Ea , 365.00 365.00 0-/o 0.00 100°/o 365.00 'J) 'J) 65 11Y...X12" M.J. Bend Ea 2 230.00 460.00 00/o 0.00 1000.4 460.00 r--r--66 22.S X 6" M.J. Bend Ea 1 140.00 140.00 00/o 0.00 100°.4 140.00 "' 67 2" Blow Off Assembly (12" Line) Ea 1 350.00 350.00 08.!. 0.00 1000/o 350.00 CS) ..,. 68 2" Blow Off Assembly (6" Line) Ea , 275.00 275.00 08.4 0.00 100°.4 275.00 tel 69 s· x 6" M.J. Reducer Ea 2 150.00 300.00 08/o 0.00 100% 300.00 70 1 ~·Copper Services (Avg. Length =46'} Ea 17 670.00 11.390.00 00.!. 0.00 1000/. 11.390.00 71 1 •Copper Se.vices (Avg. l.eng1h = 44') Ea. , 370.00 370.00 0-.4 0.00 100°.4 370.00 ,,., 72 Trench Safety (Waler Lines) LF 1975 1.00 1.975.00 00.4 0.00 10000°.4 1.975.00 CS) .. 'J) -SUBTOTAL $82,870.80 $8,219.07 $74.651.73 ..,. "' TOTALS $798,209.85 $183.243.93 $614.965.92 ' -CS) ' -" Page3