HomeMy WebLinkAbout4 DP Pebble Creek Ph 9D 05-05DRAINAGE REPORT
FOR
PEBBLE CREEK SUBDIVISION
PHASES 9D & 9F
February 2005
(Revised May 2005)
MBESI No. 10650007
Pebble Creek Subdivision, Phases 9D & 9F
Revised Drainage Report
MBESI #10650007
CERTIFICATION
Date
SUMMARY
This Revised Drainage Report for Pebble Creek Subdivision, Phase 9D and 9F was prepared in coajunction
with a modified drainage system design for Phases 9E and 9D . The previous design for Phase 9E carried water to
an existing system in Phase 9B, but the developer chose this alternate design to avoid working in an established
neighborhood . The new system makes use of a small detention pond in Phase 9E whose purpose is to minimize the
pipe sizes that are necessary for the outfall in Phase 9D . Most of the general information in this revised report is
the same as previously submitted, but the computations for the storm drain system in Phase 9D have changed .
The drainage system of Pebble Creek Subdivision, Phase 9D and 9F meets all requirements of the City of
College Station's Drainage Policy and Design Standards . It will effectively control the stormwater runoff from the
site with no significant adverse impacts to the surrounding or downstream properties . The information that follows
shows the parameters under which the design was prepared . Specific details are included in the applicable exhibits
at the end of the report .
GENERAL INFORMATION
Area encompassed by this phase :
Anticipated land use:
Anticipated number of lots :
Notes on surrounding deve lopment:
FLOOD HAZARD INFORMATION
FEMAFIRMMap #: 48041C0205 D
36.4 acres
Single famil y residential
79 lots
The area surrounding the site is partially developed with existing phases of
Pebble Creek to the north, undeveloped phases of Pebble Creek to the
west, undeveloped property owned by Animate Habitat to the south, and
property owned by the City of College Station (Lick Creek Park) to the
east.
Effective Date: February 9 , 2000
Co mments : No portion of the site is shown to be within the 100-year floodplain, so it is not currently
regulated under the National Flood Insurance Program.
Applicable Exhibits : A -Excerpt of FEMA FIRM
DESCRIPTION OF DRAINAGE SYSTEMS
Primary System : The majority of the site is wooded with dense undergrowth except along the south property
line where much of the underbrush and trees have been previously cleared . The
topography slopes gently southward toward Alum Creek. The primary drainage channel
for the area is Alum Creek.
Secondary System: Runoff from most residential lots will flow into the streets where it will be captured by
inlets and conveyed through underground pipes to two outfalls into Alum Creek.
Residential lots along on the southern property line of the two phases will sheet flow
directly into Alum Creek.
Applicable Exhibits : B-1 -Drainage Area Map (Proposed Conditions)
SECONDARY STORM DRAIN DESIGN
Design Storm :
Design Methodology
Hydrology :
Software Model:
10-yr Return Period
Time of Concentration:
Rational Formula
Excel Spreadsheet
10 min.
Runoff Coefficients :
Hydraulics :
Software Model:
Manning's N :
0 .40 -Undeveloped area
0 .55 -Residential areas
0 .90 -Paved areas
Manning's Equation
Excel Spreadsheet
0.014 (concrete pipe and HDPE pipe*)
* Note: HDPE pipe is being proposed as an alternate design in the plans for pipes 36" diameter or less .
Applicable Exhibits: C-1 Rational Formula Drainage Area Calculations
Inlet Computations C-2
C-3
C-4
C-5
D-1
Pipe Size Calculations
Hydraulic Grade Line Calculations (10 yr.)
Hydraulic Grade Line Calculations (100 yr .)
Hydraulic Grade Line Schematic
DETENTION REQUIREMENTS
General Note: Previous studies have been conducted on the entire Pebble Creek Subdivision to
demonstrate that the peak flow from the development will pass through the primary
drainage system before the peak flow from the remainder of the drainage basin reaches the
Pebble Creek outfall. Consequently, there is no increase in water surface elevations
downstream of the subdivision. For this reason, the City of College Station has not
required detention in any previous phases of the development. The development of Phases
9D and 9F will not alter that existing drainage pattern.
EROSION AND SEDIMENTATION CONTROLS
Control Measures :
SWPPP :
Silt fence
Hydromulch seeding
Inlet protection
Construction entrance/exit
The contractor shall be responsible for establishing and maintaining the SWPPP in
accordance with TCEQ requirements .
ZONEX
NTS
EXHIBIT A
Flood Insurance Rate Map Excerpt
Brazos County, Texas
and Incorporated Areas
Map Numbers: 48041C0205D
Effective Date: February 9, 2000
< ~ w c 0 D:: w _. _. < < IL < LL w w 0 j::: ... c (!) D:: _. z < z < w z w 0 ~ ::c < w z _. ~~ c ::E _. D:: ... ~ w < ~ iii w (!) > ... >z 0 z D:: w < 0 o~ c ... ::::> < D:: IL ... NO. AC. 0.41 0.55 0.9 ft. 9C 13.05 4.57 0.00 8.48 9.46 25.0 9C1 1.56 0.00 1.56 0.00 0.86 1.0 9C2 1.25 1.25 0.00 0.00 0.50 1.0 Pond 0.59 0.59 0.00 0.00 0.24 1.0 Pond2 0.98 0.98 0.00 0.00 0.39 1.0 1 1.07 0.00 1.07 0.00 0.59 1.0 2 1.34 0.00 1.34 0.00 0.74 1.0 3 1.35 0.00 1.35 0.00 0.74 1.0 4 0.67 0.00 0.67 0.00 0.37 1.0 5 1.01 0.00 1.01 0.00 0.56 1.0 6 0.86 0.00 0.86 0.00 0.47 1.0 7 0.93 0.00 0.93 0.00 0.51 1.0 8 0.75 0.00 0.75 0.00 0.41 1.0 8.1 0.00 0.00 0.00 0.00 0.00 1.0 9 0.74 0.00 0.74 0.00 0.41 1.0 9.1 0.00 0.00 0.00 0.00 0.00 1.0 9.2 0.00 0.00 0.00 0.00 0.00 2.0 10 1.19 0.00 1.19 0.00 0.65 1.0 10.1 0.00 0.00 0.00 0.00 0.00 1.0 11 0.99 0.00 0.99 0.00 0.54 1.0 12 0.99 0.00 0.99 0.00 0.54 1.0 12.1 0.00 0.00 0.00 0.00 0.00 1.0 13 0.65 0.00 0.65 0.00 0.36 1.0 14 0.63 0.00 0.63 0.00 0.35 1.0 14.1 0.00 0.00 0.00 0.00 0.00 1.0 15 1.04 0.00 1.04 0.00 0.57 1.0 16 0.73 0.00 0.73 0.00 0.40 1.0 16.1 0.00 0.00 0.00 0.00 0.00 1.0 17 0.73 0.00 0.73 0.00 0.40 1.0 17.1 0.00 0.00 0.00 0.00 0.00 1.0 18 0.95 0.00 0.95 0.00 0.52 1.0 19A 1.01 0.00 1.01 0.00 0.56 1.0 198 0.67 0.00 0.67 0.00 0.37 1.0 20 0.89 0.00 0.89 0.00 0.49 1.0 21 0.99 0.00 0.99 0.00 0.54 1.0 22 0.93 0.00 0.93 0.00 0.51 1.0 23A 0.65 0.00 0.65 0.00 0.36 1.0 238 1.12 0.00 1.12 0.00 0.62 1.0 24 0.98 0.00 0.98 0.00 0.54 1.0 25 1.06 0.00 1.06 0.00 0.58 1.0 EXHIBIT C-1 Rational Formula Drainage Area Calculations Pebble Creek Phase 9C, 90 & 9F ~ 0 ~ ~ _. LL 0 0 r c _. _. z LL LL ~ < D:: ::c D:: 0 u _. w ... w ... u D:: _. I: (!) I: _. 0 ... u w _. ::::> z ::::> _. _. w >< (!) ~ (!) ~ \~ . ii !/) a .,, 0 LL 0 ::::> ~ !!? a ft. ft. ft. ft/s~ min min In/Hr cfs In/Hr cfs 1.0 1250.0 6.0 1.4 15.5 15.5 5.11 48.3 6.3 59.4 1.0 1.0 1.0 10.4 0.0 10.0 6.33 5.4 7.7 6.6 1.0 1.0 1.0 10.4 0.0 10.0 6.33 3.2 7.7 3.8 1.0 1.0 1.0 10.4 0.0 10.0 6.33 1.5 7.7 1.8 11.0 1.0 1.0 21.5 0.0 10.0 6.33 2.5 7.7 3.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 3.7 7.7 4.5 1.0 1.0 1.0 10.4 0.0 10.0 6.33 4.7 7.7 5.7 1.0 1.0 1.0 10.4 0.0 10.0 6.33 4.7 7.7 5.7 1.0 1.0 1.0 10.4 0.0 10.0 6.33 2.3 7.7 2.8 1.0 1.0 1.0 10.4 0.0 10.0 6.33 3.5 7.7 4.3 1.0 1.0 1.0 10.4 0.0 10.0 6.33 3.0 7.7 3.6 1.0 1.0 1.0 10.4 0.0 10.0 6.33 3.2 7.7 3.9 1.0 1.0 1.0 10.4 0.0 10.0 6.33 2.6 7.7 3.2 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 2.6 7.7 3.1 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 2.0 2.0 2.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 4.1 7.7 5.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 3.4 7.7 4.2 1.0 1.0 1.0 10.4 0.0 10.0 6.33 3.4 7.7 4.2 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 2.3 7.7 2.8 1.0 1.0 1.0 10.4 0.0 10.0 6.33 2.2 7.7 2.7 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 3.6 7.7 4.4 1.0 1.0 1.0 10.4 0.0 10.0 6.33 2.5 7.7 3.1 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 2.5 7.7 3.1 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 3.3 7.7 4.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 3.5 7.7 4.3 1.0 1.0 1.0 10.4 0.0 10.0 6.33 2.3 7.7 2.8 1.0 1.0 1.0 10.4 0.0 10.0 6.33 3.1 7.7 3.8 1.0 1.0 1.0 10.4 0.0 10.0 6.33 3.4 7.7 4.2 1.0 1.0 1.0 10.4 0.0 10.0 6.33 3.2 7.7 3.9 1.0 1.0 1.0 10.4 0.0 10.0 6.33 2.3 7.7 2.8 1.0 1.0 1.0 10.4 0.0 10.0 6.33 3.9 7.7 4.7 1.0 1.0 1.0 10.4 0.0 10.0 6.33 3.4 7.7 4.1 1.0 1.0 1.0 10.4 0.0 10.0 6.33 3.7 7.7 4.5 0 .,, 0 .... .,, N !: a ~ a In/Hr cfs In/Hr cfs 7.1 67.0 8.1 76.7 8.6 7.4 9.9 8.5 8.6 4.3 9.9 4.9 8.6 2.0 9.9 2.3 8.6 3.4 9.9 3.9 8.6 5.1 9.9 5.8 8.6 6.4 9.9 7.3 8.6 6.4 9.9 7.3 8.6 3.2 9.9 3.6 8.6 4.8 9.9 5.5 8.6 4.1 9.9 4.7 8.6 4.4 9.9 5.0 8.6 3.6 9.9 4.1 8.6 0.0 9.9 0.0 8.6 3.5 9.9 4.0 8.6 0.0 9.9 0.0 8.6 0.0 9.9 0.0 8.6 5.7 9.9 6.5 8.6 0.0 9.9 0.0 8.6 4.7 9.9 5.4 8.6 4.7 9.9 5.4 8.6 0.0 9.9 0.0 8.6 3.1 9.9 3.5 8.6 3.0 9.9 3.4 8.6 0.0 9.9 0.0 8.6 4.9 9.9 5.6 8.6 3.5 9.9 4.0 8.6 0.0 9.9 0.0 8.6 3.5 9.9 4.0 8.6 0.0 9.9 0.0 8.6 4.5 9.9 5.2 8.6 4.8 9.9 5.5 8.6 3.2 9.9 3.6 8.6 4.2 9.9 4.8 8.6 4.7 9.9 5.4 8.6 4.4 9.9 5.0 8.6 3.1 9.9 3.5 8.6 5.3 9.9 6.1 8.6 4.7 9.9 5.3 8.6 5.0 9.9 5.7 ~ In/Hr 9.2 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 0 ~ 0 0 0 .... a !: a cfs In/Hr cfs 86.9 10.4 98.0 9.6 12.5 10.7 5.6 12.5 6.3 2.6 12.5 3.0 4.4 12.5 4.9 6.6 12.5 7.4 8.2 12.5 9.2 8.3 12.5 9.3 4.1 12.5 4.6 6.2 12.5 7.0 5.3 12.5 5.9 5.7 12.5 6.4 4.6 12.5 5.2 0.0 12.5 0.0 4.5 12.5 5.1 0.0 12.5 0.0 0.0 12.5 0.0 7.3 12.5 8.2 0.0 12.5 0.0 6.1 12.5 6.8 6.1 12.5 6.8 0.0 12.5 0.0 4.0 12.5 4.5 3.9 12.5 4.3 0.0 12.5 0.0 6.4 12.5 7.2 4.5 12.5 5.0 0.0 12.5 0.0 4.5 12.5 5.0 0.0 12.5 0.0 5.8 12.5 6.5 6.2 12.5 7.0 4.1 12.5 4.6 5.5 12.5 6.1 6.1 12.5 6.8 5.7 12.5 6.4 4.0 12.5 4.5 6.9 12.5 7.7 6.0 12.5 6.8 6.5 12.5 7.3 4/28/2005 10650007-pond sizing.xis Exhibit C-1 \ " ..
c( 3': w c 0 0:: w ...I ...I c( ~ 0. c( LL 0 I-c w 0:: i== z c( z (!) ...I c( w z w 0 c( ::c c( w ...I > ::E ...I ...I I-z c( ~~ c w c( 0:: (!) ~ u; I-~ I-Wz 0 ~~ w 0 >w c I-0:: 0. I-0 ...I NO. AC. 0.4 0.55 0.9 ft. 26A 0.96 0.00 0.96 0.00 0.53 1.0 268 0.95 0.00 0.95 0.00 0.52 1.0 26 0.00 0.00 0.00 0.00 0.00 1.0 Pond Out 8.00 2.00 3.00 3.00 5.15 300.0 1E 1.24 0.00 1.24 0.00 0.68 100.0 2E 0.98 0.00 0.98 0.00 0.54 150.0 3E 0.96 0.00 0.96 0.00 0.53 200.0 4E 1.08 0.00 1.08 0.00 0.59 200.0 5E 1.19 0.00 1.19 0.00 0.65 150.0 6E 0.68 0.00 0.68 0.00 0.37 150.0 7E 0.72 0.00 0.72 0.00 0.40 160.0 6E.1 0.00 0.00 0.00 0.00 0.00 1.0 EXHIBIT C-1 Rational Formula Drainage Area Calculations Pebble Creek Phase 9C, 90 & 9F 3': 0 3': 3': !{ ...I LL 0 0 c ...I ...I z LL LL c( 0:: ::c ~ ..... ( 0 u ...I w I-I-u 0:: ...I I= (!) 0 I-.; w ...I :::> z :::> ...I ...I w > c( ~ ii !/) a .., 0 LL (!) ~ (!)~ 0 :::> £! !!! a ft. ft. ft. ft/s min min In/Hr cfs In/Hr cfs 1.0 1.0 1.0 10.4 0.0 10.0 6.33 3.3 7.7 4.1 1.0 1.0 1.0 10.4 0.0 10.0 6.33 3.3 7.7 4.0 1.0 1.0 1.0 10.4 0.0 1n.o 6.33 0.0 7.7 0.0 2.0 1600.0 4.0 0.9 35.6 !.'35.f,i II' 3.10 16.0 3.9 20.0 1.0 200.0 1.2 1.1 4.5 10.0 6.33 4.3 7.7 5.2 1.0 50.0 0.5 0.7 4.8 10.0 6.33 3.4 7.7 4.1 2.0 160.0 1.0 0.9 6.4 10.0 6.33 3.3 7.7 4.1 2.0 160.0 1.0 0.9 6.4 10.0 6.33 3.8 7.7 4.6 1.5 100.0 0.6 0.9 4.6 10.0 6.33 4.1 7.7 5.0 1.5 115.0 0.8 0.9 4.7 10.0 6.33 2.4 7.7 2.9 1.0 80.0 0.5 0.7 5.6 10.0 6.33 2.5 7.7 3.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 l ,; Cl It) Cl ... It) N !: a £! a In/Hr cfs In/Hr cfs 8.6 4.6 9.9 5.2 8.6 4.5 9.9 5.2 8.6 0.0 9.9 0.0 4.5 22.9 5.1 26.4 8.6 5.9 9.9 6.7 8.6 4.7 9.9 5.3 8.6 4.6 9.9 5.2 8.6 5.1 9.9 5.9 8.6 5.7 9.9 6.5 8.6 3.2 9.9 3.7 8.6 3.4 9.9 3.9 8.6 0.0 9.9 0.0 ~ In/Hr 11.1 11.1 11.1 5.8 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 Cl 5! Cl Cl Cl ... a !: a cfs In/Hr cfs 5.9 12.5 6.6 5.8 12.5 6.5 0.0 12.5 0.0 30.1 6.6 34.1 7.6 12.5 8.5 6.0 12.5 6.8 5.9 12.5 6.6 6.6 12.5 7.4 7.3 12.5 8.2 4.2 12.5 4.7 4.4 12.5 5.0 0.0 12.5 0.0 4/28/2005 10650007-pond sizing.xis Exhibit C-1 \ ~ ,• •
E 0 < E--1 u 0 z ~ -~ ~ 00
E--1 < Q ~ .... E--1 ~ ·~ z 0 0 ~ QJ .... E--1 E--1 E--1 ~
# # Ac. min yr
1 2 0 .6 10.0 10
2 3 1.3 10.2 10
3 s 2 .1 10.3 10
4 s 0.4 10 .0 10
s 7 3 .0 11 .6 10
6 7 O.S 10 .0 10
7 8 4 .0 12.S 10
8 8 .1 4.4 12 .9 100
8 .1 17 .1 4 .4 13.4 100
9 10 .1 0 .4 10.0 10
9 .2 10.1 8 .9 36 .2 10
10 10 .1 0 .7 10 .0 10
10.1 12.1 10 .0 36 .3 10
11 12 .1 O.S 10 .0 10
12 12.1 O.S 10 .0 10
12 .1 14.1 11.1 37 .2 10
13 14 .1 0.4 10.0 10
14 14 .1 0 .3 10.0 10
14.1 16.1 11 .8 38 .1 10
1S 16.1 0 .6 10 .0 10
16 16.1 0.4 10 .0 10
16.1 17 12 .7 39.0 10
17 17.1 13.1 39 .8 100
17 .1 HW17 17.S 40.0 100
18 198 O.S 10 .0 10
19A 198 0 .6 10.0 10
198 21 1.4 10.8 10
20 21 O.S 10 .0 10
21 22 2.S 11 .6 10
22 238 3 .0 12 .1 10
23A 238 0.4 10.0 10
238 26 .1 4 .0 12.4 100
24 2S O.S 10.0 10
25 268 1.1 10.2 10
26A 268 O.S 10.0 10
268 26 .1 2 .2 10.7 100
26 .1 HW26 6 .1 13.2 100
Pond0u1 9 .2 S.2 3S .6 10
1E 2E 0 .7 10.0 10
2E SE 1.2 10 .2 10
3E 4E O.S 10.0 10
4E SE 1.1 10 .2 10
SE 7E 3 .0 11 .0 100
6E 7E 0.4 10.0 100
7E 6E .1 3 .8 11 .6 100
6E .1 9 .2 3 .8 12 .0 100
EXHIBIT C-3
PIPE SIZE CALCULATIONS
Pebble Creek Phase 9C, 90 & 9F
Q 't
·~ Q « Q
QJ «
~ ·~ QJ QJ
QJ "'
Q. Q.
'C ~ QJ ~ 0
QJ (;j -'C Q. i.. "' QJ ~ QJ = = -=--0 . ..., "'« 'O 'C it: ·-~ .:, it: it: t ~ 0 N =-'C 0 c 0 ·c: .... ;;;J Iii;; <~ z ~ Iii;; 00
~
~
~
cfs cfs # cfs O/o " fps
S.1 6.6 1 6.6 0 .46 18 3 .7
11.4 14 .8 1 14.8 0 .49 24 4.7
t ff& =_">!7 .6 1 17.6 0 .21 f 30 3 .6
3 .2 4 .1 1 4 .1 0 .47 1S 3.4
C:24'!2 -24 .~ 1 24.2 0.40 '-30 4 .9
4 .1 S.3 1 S.3 0 .78 1S 4 .3
... ,.2 1 31 .2 0 .2S £38 4 .4
.. . ., 1 49.4 0 .28 <..42' S.1
•8.6 1 48.6 0 .27 C42 ~ S.O
3 .S 4 .6 1 4 .6 O.S8 1S 3 .7 --.. ~ 1 39.3 0.40 (Jj1 S.6
S.7 7 .3 1 7 .3 1.49 1S 6 .0
C:4a.9 --43.Q 1 43.9 0 .22 @ 4 .6
4.1 6 .1 1 6 .1 1.03 1S S.O
4 .7 6.1 1 6 .1 1.03 1S S.O , ~1 .'! 1 47 .9 (0 .2~ (4~ S.O ·-
3 .1 4.0 1 4 .0 0 .44 1S 3 .3
3 .0 3 .9 1 3 .9 0.42 1S 3 .2 .__ 50.~ 1 S0 .2 ~.zg C-42 S.2
4 .9 6.4 1 6.4 1.14 1S S.2
3 .S 4 .S 1 4 .S O.S6 1S 3 .7
·--~ 53:6 !>1 S3 .6 (0~3 1 Y"l S.6
a:1 .& 1 81 .6 \.()76 > G i 8 .S
'tOlt!S ~1oe-:-3 1 108 .3 0 .66 A8 8 .6
4 .S S.9 1 S.9 0 .36 1 8 3 .3
4 .8 6 .2 1 6 .2 2 .30 13 6 .8
12.1 1S .7 1 1S .7 O.S6 24 S.O
4 .2 S.S 1 S.S 0 .32 18 3 .1
20 .1 26 .1 1 26 .1 1.54 24 8 .3
~=8 ·-23.8 1 23 .8 0 .68 t 2H 6 .0
3 .1 4 .0 1 4.0 0 .9S 13 4.4
-~ ;::--48..5 ~1 4S .S 0 .54 l 36l 6.4
4 .7 6 .1 1 6 .1 0 .38 18 3 .4
9 .6 12.S 1 12 .S 1.64 18 7 .1
4 .6 S.9 1 S.9 2 .08 13 6 .4
26 .S 34.4 1 34.4 2.67 24 10 .9
6 8 .4 68 .4 1 68.4 0 .6S box 8 .6
•V ~'9' '"'1 22 .9 0 .36 C:30 ~ 4 .7
S.9 7 .7 1 7 .7 0 .27 21 3 .2
10.S 13.6 1 13 .6 0.42 24 4 .3 -4.6 S.9 1 S.9 0 .16 21 2 .S
-·n·~ 9.6' 1 9.6 0 .11 (27 2 .4
~~!). 36.2 ~1 36.2 0 .34 C:36 S.1
-4 .7 6 .1 1 6 .1 1.02 1S s.o
i4A~ -44.3 1 44 .3 O.S1 (3i 6 .3
43:'8 -43.8 1 43 .8 o.so C36 6 .2
*Includes 33 % Flow Increase for pipe sizes <27" dia.
•-:See Pian & PrOfi le for pipe slope used (Pipe s fO pe >or= Friction slope)
QJ
.5 = 'C
E--1 = E--1 E--1 = es \!) 'ii ~ E--1 @ z ~ ~ ....
~ i.. ~ ~ ~ E--1 E--1
' min min ' '
41
31
292
31
2S6
31
10S
149
224
.3-1
\.33
26S
266
31
291
ri 266'1
JS
322
266
"3"'1
110
1,266'1)
1«
40
1S8
13
247
37
23S
107
13
309
31
239
13
44
154
1SS
30
210
30
S9
210
30
129
130
0 .18 10.18
0 .11 10.29
1.36 11 .6S
0 .1S 10.1S
0 .87 12.S1
0 .12 10 .12
0.40 12 .91
0.48 13.40
0 .74 14.14
0 .14 10 .14
0 .10 36 .2S
0 .74 10 .74
0 .97 37 .22
0 .10 10.10
0 .98 10.98
0 .89 38.11
0 .18 10.18
1.70 11 .70
0 .8S 38.96
0 .10 10.10
O.SO 10.SO
0 .79 39.7S
0.28 40.04
0.08 40.12
0 .79 10.79
0 .03 10.03
0 .82 11 .62
0 .20 10 .20
0.47 12 .09
0 .30 12 .38
O.OS 10.0S
0 .80 13 .19
0 .1S 10.1S
O.S6 10.71
0.03 10.03
0 .07 10 .78
0 .30 13.48 4 2
O.SS 36 .1S
0 .16 10.16
0 .81 10.97
0 .20 10.20
0.41 10.61
0 .68 11 .6S
0 .10 10.10
0 .34 11 .99
0 .3S 12 .34
4/28/200S
106S0007-pond sizing .xis
Exhibit C-3
l
HB
' I I
McCLURE & BROWNE ENGINEERING/SURVEYING, INC.
July 6 , 2005
1008 Woodcreek Drive, Suite 103 •College Station, Texas 77845
(979) 693-3838 • Fax (979) 693-2554 • Email: rncclure@tca .net
Bridgette George
Development Coordinator
Planning and Development Services, City of College Station
College Station , TX 77840
Re .: Pebble Creek Phase 9D & 9F Construction Documents
MBESI Proj No.: 1065-0007
Dear Ms . George:
Below is the summary of the revisions made per the staffs comments .
COMMENT #1 :
j ACTION:
COMMENT#2:
J ACTION:
COMMENT#3:
}ACTION :
COMMENT#4:
ACTION :
-~---_/_ ··-~:
COMM T#6:
ACTION :
COMMENT#?:
ACTION :
Off-site easement for water line through Phase For blanket easement
will be required prior to construction plan approval.
Duly noted.
Add s idewalk to Cascades Court and to the PAE between Lots 48 and
49 as noted on Preliminary Plat.
A 4 ' sidewalk has been added to Cascades Court and through the
Public Access Easement between Lots 48 & 49 .
Show conflict with storm sewer (Sht 13, WA-3).
The plans have been revised to address this comment.
Show conflict with water line (SHT 7, both profiles)
The only place the)Nater line crosses the storm drain is in the Storm
Drain -N profileY The water line location has been added to that
profile.
Show conflict with sanitary sewer (SHT 8).
The plans have been revised to address this comment.
The construction plans will be approved for Phase 9D only.
Duly noted. /
Plans show previous storm sewer sizes for conflicts (SHT 12, 14).
The plans have been revised to address this comment.
~S·~~ L\~
---i -l ·<JS L\~S5~
COMM T#8:
ACTION :
COMMENT#9 :
~TION :
COMMENT #10 :
~ION:
A portion of the 42-inch storm sewer on Sheet 7 is mislabeled HOPE.. /
The label has been adjusted to show RCP.
The layout of the storm sewer at the end of Olympic Court in the
construction documents does not match the drainage report .
The Hydraulic Grade Lines and the pipe connections in the Phase 9E
drainage report have been updated to match the plans.
Drainage Report -A note is provided that indicates flow is increased
33% for pipes in excess of 27 inch diameter, however , the numbers
don't appear to reflect that in comparing the unadjusted with adjusted
flows columns .
The note at the bottom of Exhibit C-3 states the flows are increased
by 33% for all pipes under 27". This is done to accomplish a similar
result as reducing the cross section of all pipes under 27" by 25%.
The adjusted flow column reflects this change.
COMMENT #11 : Drainage Report -Many of the pipe lengths in Exhibit C do not match
4 the lengths indicated on the plans. VD ACTION : \ The lengths shown in the Drainage Report were found to match the
6 plans.
COMM T#12 : Drainage Report -What do inlets 19A, 198, 26A, and 268 represent?
ACTION : Inlets 19 and 26 are low point inlets that accept street flow from two
directions. The "A " and "B " drainage area represent the flow to the
inlet from the two different directions.
COMMENT #13 :
~TION :
COMM§NT #14 :
V ACTION :
COMMENT #15 :
Z TION :
Sincerely ,
Drainage Report -Drainage area calculations for Pond Out are not
the same as those provided in the drainage report for Phase 9E.
Verify.
The drainage area calculations have been adjusted in both Phase 9E
and 9D to match the outflow from the pond shown in Exhibit E of the
Phase 9E Drainage Report.
Provide detention pond design information .
This information has been added to the Drainage Report for Phase 9E
in Exhibit E.
If oversize participation is requested , it has to be considered by
Council before DP can be issued .
Duly noted.
~R:~t.tE M~~LURE & BROWNE ENGINEERING/SURVEYING , INC.
WATER & SEWER SYSTEM ANALYSIS
FOR
PEBBLE CREEK SUBDIVISION
PHASES 9D & 9F
February 2005
MBESI No. 10650007
WATER AND SEWER SYSTEM ANALYSIS
PEBBLE CREEK, PHASES 9D & 9F
Area encompassed by this phase:
Anticipated land use:
Anticipated number of lots :
Notes on surrounding development:
Primary water supply lin e:
Secondary water supply lin es:
Software model:
Average daily flow:
Peaking factor:
Estimated peak domestic demand:
Estimated fire demand:
Pipe material:
Most Hydraulically R emote Point:
General Information
36.4 acres
Single family residential
79 lots
The area surrounding the site is partially developed with
existing phases of Pebble Creek to the north,
undeveloped phases of Pebble Creek to the west,
undeveloped property owned by Animate Habitat to the
south, and property owned by the City of College Station
(Lick Creek Park) to the east.
Water System Analysis
Existing 12" line on Pebble Creek Pkwy
Existing 8" line on Cascades Dr. & 6" line on Quaker
Ridge
PIPE2000 (Kentucky Pipe Network Model)
267 gpd (0.185 gpm) per residential lot
4.0
0.75 gpm per residential lot
1000 gpm
PVC (C909)
Node #9Dl (This point was determined by calculating
the lo west pressure under static conditions. -See
Exhibits A & D)
Table of Results
R egu lated Items
, I As I R . ,
D . d ! equi rement : Notes esi e ! :
_ _t.vfin. Pr~~~~r.~J~_D_____ 96.58~· 20 i Fire flow conditions _____ _
-~fax. V~g~i!2'. {fps) ------------~~~~:--ft i Fire flow conditio~s
_M_axJ;~~p-~~~I?:g!h -x:_Cf!) 370 _J 500 _l;-------
_ _Max . P~p~-~~1?:g!h-6" (ft) 466 -1--SOO-· ! Dead-end line
Max. Pipe Length -6" (ft) 820 1500 i With connections on both ends
Conclusion: The proposed water system exceeds the requirements of TCEQ and the
Cities of Bryan and College Station
Applicable Exhibits:
Exhibit A Schematic Water System Layout
Exhibit B City of College Station Fire Flow Test Report 1
Exhibit C City of College Station Fire Flow Test Report 2
Exhibit D PIPE2000 Model Output for Pebble Creek 9D & 9F (static)
Exhibit E PIPE2000 Model Output for Pebble Creek 9D & 9F (fire flow)
Pebble Creek, Pha ses 90 & 9F Pa ge l of2 MBESI #10650007
General Note:
Primary outfall lin e:
Software model:
Average daily flow :
P eaking factor :
Pipe Material:
Manning 's N valu e:
Spreadsh eet Notes:
Conclusion:
Applicable Ex hibits:
Sewer System Analysis
This sewer system is the same one that was submitted
with Phase 9E . The lots in that phase accounted for only
a portion of the capacity for the entire system. It was
designed to accommodate Phases 9D, 9E , 9F and future
phase 9C.
Existing 16 " near the southern property line of Phase 9D
Microsoft EXCEL Spreadsheet based on Manning's
Equation
267 gpd per residential lot
4.0
PVC (D3034 and D2241)
0.013
The spreadsheet in Exhibit H computes the minimum slope of the lines
needed to carry water at 2 .5 feet per second or faster . If that slope is less
than the minimum slope required by the Cities of Bryan and College
Station, the calculated slope value appears in red and indicates that the
line has adequate capacity even when laid on the minimum slope
All of the lines in the spreadsheet on Exhibit H have computed slopes
shown in red that are less than the minimum required by the Cities
of Bryan and College Station. Therefore, we conclude that the lines
are adequately sized and will easily carry the sewage flows that are
expected to pass through them.
Exhibit F Schematic Sewer System Layout
Exhibit G Sewer Model Spreadsheet
Exhibit H Copy of Letter to TCEQ
Pebbl e Creek , Ph ases 9 0 & 9F Page 2 of2 MBESI #10650007
DEVELOPMENT PERMIT
PERMIT NO. 05-05
CITY OF COLLEGE STATION
Planning & Developmem &rvicts
FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA
RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
Pebble Creek Subdivision
Phase 9D
All Lots
DATE OF ISSUE: 07/18/05
OWNER:
Pebble Creek Development Co -Davis Young
4500 Pebbel Creek Parkway
SITE ADDRESS:
Congressional and Pebble Creek Parkway
DRAINAGE BASIN:
Alum Creek
VALID FOR 9 MONTHS
CONTRACTOR:
College Station , Texas 77845
TYPE OF DEVELOPMENT: Full Development Permit
SPECIAL CONDITIONS:
All construction must be in compliance with the approved construction plans
All trees required to be protected as part of the landscape plan must be completely barricaded in accordance with Section
7.5.E., Landscape/Streetscape Plan Requirements of the City's Unified Development Ordinance , prior to any operations of
this permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and
requ ired to rema in is strictly prohibited . The disposal of any waste material such as , but not limited to , paint, oil, solvents,
asphalt, concrete, mortar, or other harmful liquids or materials within the drip line of any tree required to remain is also
prohibited .
****TCEQ PHASE II RULES IN EFFECT****
The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immed iate construct ion site
in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design
Criteria . If it is determined the prescribed erosion control measures are ineffective to retain all sediment onsite, it is the
contractors responsibility to implement measures that will meet City, State and Federal requirements . The Owner and/or
Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any
silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any
disturbed vegetat ion be returned to its original condition, placement and state . The Owner and/or Contractor shall be
responsible for any damage to adjacent properties , city streets or infrastructure due to heavy machinery and/or equipment
as well as erosion, siltation or sedimentation resulting from the permitted work.
In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure
that debris from construction, erosion, and sedimentation shall not be deposited in city streets , or existing drainage
facilities.
I hereby grant this permit for development of an area outside the special flood hazard area. All development shall be in
accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit
application for the above named project and all of the codes and ordinances of the City of College Station that apply.
D'7-LB--o £
Date
••
Pebble Creek, P ha se 9D & 9F
R evised Engineer's Estimate
July 14, 20 05
Item Description Unit Quantity Unit Price Total
Pavement Construction
1 Clearing and Grubbing Acre 6 .8 3,000.00 20 ,400
2 Excavation C .Y. 11 ,776 3.75 44 ,160
3 1.5" HMAC Surface Course S.Y. 16 ,420 5 .75 94 ,415
4 6" Lime Stabilized Subgrade S.Y. 21 ,171 3.50 74 ,099
5 Extra Lime Ton 115 100 .00 11 ,500
6 6" Crushed Limestone Base S.Y. 16 ,420 7 .25 119 ,045
7 All Types Curb and Gutter L.F. 9,217 8.50 78 ,345
8 Concrete Apron and Knuckle S.Y. 1,447 33.00 47 ,751
9 4" Sidewalk S.F . 23 ,408 3 .00 70,224
10 Sidewalk Ramps S.F. 874 8 .00 6,992
11 Type ill Barricade EACH 8 500.00 4,000
Paving Subtotal 570 ,930
Drainage System Construction
12 15" Reinf. Concrete Pipe, Str. Backfill L.F. 167 39 .00 6 ,513
13 18" Reinf. Concrete Pipe, Str. Backfill L.F. 506 43 .00 21 ,758
14 18" IIDPE Pipe, Non Str. Backfill L.F. 134 35 .00 4,690
15 21 " Reinf. Concrete Pipe, Str. Backfill L.F. 288 50 .00 14 ,400
16 24" Reinf. Concrete Pipe, Str. Backfill L.F. 517 54.00 27 ,918
17 24 " Reinf. Concrete Pipe, Non Str. Backfill L .F . 44 50 .00 2,200
18 27" Reinf. Concrete Pipe, Str. Backfill L.F . 460 60 .00 27 ,600
19 30" Reinf. Concrete Pipe, Str. Backfill L.F. 64 67.00 4,288
20 30" Reinf. Concrete Pipe, Non Str. Backfill L.F. 296 63.00 18 ,648
21 36" Reinf. Concrete Pipe, Str. Backfill L.F. 489 90 .00 44 ,010
22 36" Reinf. Concrete Pipe, Non Str. Backfill L.F. 533 85 .00 45 ,305
23 42" Reinf. Concrete Pipe, Str. Backfill L.F. 985 115 .00 113 ,275
24 42" Reinf. Concrete Pipe, Non Str. Backfill L.F. 144 105 .00 15 ,120
25 48" Reinf. Concrete Pipe, Non Str. Backfill L.F. 22 125 .00 2,750
25 4'x 2' Reinf. Cone . Box Culvert, Non Str. Backfill L.F. 154 200 .00 30 ,800
26 4' Wide Flume L.F . 155 25 .00 3,875
27 10' Curb inlet EACH 12 3 ,000 .00 36 ,000
28 5' Curb inlet EACH 14 2,300 .00 32 ,200
29 Standard junction box EACH 3 2,500 .00 7,500
30 Storm Drain Manhole (0-8' depth) EACH 2 2 ,200 .00 4,400
31 Storm Drain Manhole (8'-10" depth) EACH 3 2 ,500.00 7,500
32 45 degree Bend for 27" RCP EACH 1 1,000 .00 1,000
33 45 degree bend for 4'x 2' RCBC EACH 1 2,500 .00 2,500
34 Sloped headwall for 4'x 2' RCBC EACH 1 3,000 .00 3,000
35 Sloped headwall for 48" RCP EACH 1 1,800 .00 1,800
36 Sloped headwall for 18" IIDPE EACH 2 500 .00 1,000
Page 1 of 3 MBESI 10650007
Item
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
Pebble Creek, Phase 9D & 9F
Revised Engineer's Estimate
July 14, 2005
Description Unit Quantity
Inlet Protection EACH 26
Dry Rip Rap S .F . 1,935
Fibermulch Seeding S .Y. 10 ,980
Silt Fence L.F. 2,335
Construction Exit EACH 2
Stormwater Pollution Prevention Plan (SWPPP) Lump Sum
Unit Price
75 .00
5 .50
0 .50
2 .00
1,500 .00
4,000 .00
Drainage System Subtotal
Water System Construction
3" PVC, D2241 Water Line, Str. Backfill L.F. 804 15 .00
3" PVC, D2241 Water Line, Non-Str. Backfill L .F . 520 10.00
6" PVC, C909 Water Line, Str. Backfill L.F. 1,797 24 .00
6" PVC, C909 Water Line, Non-Str. Backfill L.F. 510 20 .00
8" PVC, C909 Water Line, Str. Backfill L.F. 906 28 .00
8" PVC, C909 Water Line, Non-Str. Backfill L.F. 1,007 22 .00
Fire Hydrant Assembly EACH 6 2,600 .00
8" Gate Valve EACH 8 800 .00
6" Gate Valve EACH 5 650 .00
2" Blow-Off Assembly EACH 7 600 .00
8" x 13" Anchor Coupling EACH 9 225 .00
6" x 13" Anchor Coupling EACH 8 150 .00
8"x 8" Cross EACH 1 700 .00
8 "x 6" Cross EACH 1 600 .00
6 "x 3" Reducer EACH 4 200 .00
8 " x6" Tee EACH 2 400 .00
8" x 1.5" Tapped Tee EACH 5 200 .00
6" x 1.5'' Tapped Tee EACH 1 150 .00
3" x 2" Tapped Tee w/reducer EACH 1 125 .00
6" x 45 degree bend EACH 4 300 .00
1.5" Water service (long) EACH 12 1,000 .00
1.5" Water service (short) EACH 17 500 .00
l" Water service (long) EACH 11 850 .00
l " Water service (short) EACH 11 400 .00
Water System Construction
Sewer System Construction
6" PVC, D-3034, Str. Backfill 5'-8' cut L.F. 514 34 .00
6 " PVC, D-3034, Str. Backfill 8'-10' cut L.F. 302 36.00
6" PVC, D-3034, Str. Backfill 10'-12' cut L.F. 80 38.00
6" PVC, D-3034 , Non-Str. Backfill 0-5' cut L.F. 42 17 .00
6" PVC, D-3034, Non-Str . Backfill 5'-8' cut L.F. 1,2 15 18 .00
Page 2 of3
Total
1,950
10 ,643
5,490
4,670
3,000
4,000
509 ,803
12 ,060
5,200
43 ,128
10 ,200
25 ,368
22 ,154
15 ,600
6 ,400
3,250
4,200
2,025
1,200
700
600
800
800
1,000
150
125
1,200
12 ,000
8 ,500
9,3 50
4,400
190 ,410
17 ,476
10 ,872
3,040
714
21 ,870
MBESI 10650007
' .
Item
72
73
74
75
76
77 ·
78
79
80
81
82
83
84
85
86
87
Pebble Creek, Phase 9D & 9F
Revised Engineer's Estimate
July 14, 2005
Description Unit Quantity
6" PVC, D-3034 , Non-Str. Backfill 8-10' cut L.F. 1,236
6" PVC, D-3034, Non-Str . Backfill 10'-12" cut L.F. 161
6" PVC, D-3034, Non-Str. Backfill 12'-14" cut L.F. 374
6" PVC, D-2241 , Str. Backfill 5-8' cut L.F. 20
6" PVC, D-2241 , Str. Backfill 8-10' cut L.F. 40
Standard Manhole, 6-8 ft deep EACH 5
Standard Manhole, 8-10 ft deep EACH 3
Standard Manhole, 10-12 ft deep EACH 1
Standard Manhole, 12-14 ft deep EACH 1
Drop Manhole 14'-16' (single incoming drop) EACH 2
Drop Manhole 18'-20' (dual incoming drops) EACH 1
Drop Manhole 20'-22' (dual incoming drops) EACH 1
Standard Clean Out EACH 4
4" Sewer Service (long) EACH 25
4" Sewer Service (short) EACH 16
Trench Safety (sewer) L.F. 2,829
Unit Price
21.00
24 .00
27 .00
20 .00
22.00
2,6 00 .00
2,800 .00
3,000 .00
3,300.00
4,500 .00
5,800 .00
6,500 .00
500 .00
1,3 00 .00
600 .00
2 .00
Sewer System Subtotal
Total Estimated Cost
Page 3 of3
Total
25,956
3,864
10 ,098
400
880
13 ,000
8,400
3,000
3,300
9,000
5,800
6 ,500
2,000
32,500
9,600
5,658
193 ,928
I s1,46s,011
MBESI 10650007
From:
To:
Date:
Subject:
Jeff,
Alan Gibbs
Robertson, Jeff
5/5/2005 1 :34 :48 PM
Fwd : Pebble Creek 90 , 9E , & 9F
Additionally, with regard to participation , a few things must be demonstrated :
1. The City is requiring a design that is an oversizing of infrastructure over what is generally acceptable
and needed for the development. So, both designs and associated engineer's estimates need to be
submitted ; and
2. A quantified request for OP also needs to be submitted . With regard to drainage , the City will only
consider OP for a maximum 30% of all drainage pipe or box costs (satisfying the item above) for sizes in
excess of 24-inches in diameter, not including inlets , flumes, pavement, etc.
Thanks ,
Alan
»>Alan Gibbs 5/5/2005 10 :50 :08 AM»>
Jeff,
I have reviewed the drainage calculations and I have a few comments , primarily on Exhibit C-3 :
1. A note is provided that indicates flow is increased 33% for pipes in excess of 27 inch diameter,
however the numbers don't appear to reflect that in comparing the Unadjusted and adjusted flows
columns .
2. Some of the friction slopes appear too small in comparison with the plans , i.e . reaches : 12 .1 -14.1 ,
14 .1-16.1 ,16 .1 -17 , and 17 -17 .1.
3. Some of the pipe lengths do not match the plans , i.e . reaches : 9.2 -10 .1, 12.1 -14 .1, 14 .1 -16 .1, and
16.1 -17 .
I haven't fully reviewed the plans , however , I did have two additional questions :
4. A descrepency in labeling a storm sewer as HOPE in profile on sheet 7. Similarly , please verify the
only HOPE proposed is the temporary culvert at the end of St. Andrews Drive .
5. Have easements been acquired from Animate Habitat in the vicinity of Riviera Ct. and Ballybunion Ct.?
Contact me by phone or email to discuss further.
Thanks ,
Alan
CC: Smith , Mark
From:
To:
Date:
Subject:
Alan Gibbs
Sm ith , Mark
51512005 11 :00 :56 AM
Fwd : Pebble Creek 90 , 9E , & 9F
Mark, additionally , their cover letter s imply asks , "Ou r client is interested in knowing the amount the C ity is
willing to participate in the proposed storm drain system ." The submitted engineer's estimates are
summarized as follows :
Phase 90 -this is the phase adjacent to Animate Habitat the reroute would go through
pavement $334 ,097
drainage $357,76 1
water $150 , 985
sewer $106 . 174
total $949 ,017
Phase 9E
pavement $111,421
drainage $103 ,786
water $50 ,560
sewer $60,908
total $326 ,675
»> Alan Gibbs 5/5/2005 10:50 :08 AM »>
Jeff,
I have rev iewed the drainage calculations and I have a few comments , primarily on Exhibit C-3 :
1. A note is provided that indicates flow is increased 33% for p ipes in excess of 27 inch d iameter,
however the numbers don 't appear to reflect that in comparing the Unadjusted and ad j usted flows
columns .
2 . Some of the friction slopes appear too small in comparison with the plans , i.e. reaches : 12 .1 -14 .1,
14 .1-16.1,16.1 -17 , and 17 -17.1.
3. Some of the pipe lengths do not match the plans , i.e . reaches : 9 .2 -10.1, 12 .1 -14.1, 14 .1 -16 .1, and
16 .1 -1 7.
I haven 't fully reviewed the plans , however, I did have two add itional questions :
4 . A descrepency in labeling a storm sewer as HOPE in profile on sheet 7 . Similarly , please verify the
only HOPE proposed is the temporary culvert at the end of St. Andrews Drive .
5. Have easements been acquired from Animate Habitat in the vicinity of Riviera Ct. and Ballybunion Ct.?
Contact me by phone or email to d iscuss further.
Thanks ,
Alan
4-d-9 --0
3:sa-
McCLURE & BROWNE ENGINEERING/SURVEYING, INC. ~
1008 Woodcreek Drive, Suite 103 • College Station, Texas 77845
(979) 693-3838 •Fax (979) 693-2554 •Email: mcclurebrowne@verizon.net
TO:
TRANSMITTAL LETTER
Alan Gibbs, PE
Assistant City Engineer
City of College Station
DATE: April 28 , 2005
RE: Pebble Creek Phase 9D , 9E,
& 9F
Phone: 764-3570
Fax: 764-3496
PRJT No.: 1065-0006
ATTACH . DESCRIPTION
1 . Cover Letter
2. Revised Set of Phase 9E Plans
3. Revised Set of Phase 9D & 9F Plans
4 . Drainage Calculations for New Storm Drain System
5. Revised Cost Estimate
THESE ARE BEING SENT :
o At your request
o For your signature
o For your approva l
oFor _________ _
REMARKS:
o For your i nformation
o For further action as noted
181 For rev iew and comment
o At request of ______ _
If you have any questions or need any additional info rmation , pie
F:\1065 -Davis Young\0006 -Pebble Creek -Pha se 9E\Correspondence\COCS -Gibbs01 -Tletter.wpd
o Per our conversation
o Per contract
o For your use
o Original will follow by mail
McCLURE & BROWNE
ENGINEERING/SURVEYING, INC.
1008 Woodcreek Drive, Suite 103 • College Station, Texas 77845
(979) 693-3838 • Fax (979) 693-2554 • Email: mcclurebrowne2 @verizon.net
April 28 , 2005
Alan Gibbs, PE
Development Engineer
Planning and Development Services , City of College Station
College Station , TX 77840
Re.: Pebble Creek Subdivision , Revised Phase 9D & 9E Construction Plans
Dear Mr. Gibbs :
Attached to this letter please find a copy of the revised construction plans for
Pebble Creek, Phases 9D & 9E. The revised plans show how the storm drain originally
designed to be placed in Durban Court has been re-aligned . The new alignment will
convey the stormwater from Phase 9E to the south through Phase 9D and to Alum Creek .
A copy of the new drainage calculations and cost estimate are included with the plans .
Our client is interested in knowing the amount the City is willing to participate in the
proposed storm drain system. Please review the attached documents and let us know any
comments that you have .
Sincerely,
~lf/f;y E tdt 1
URE & BROWNE ENGINEERING/SURVEYING, INC.
Item
1
2
3
4
5
6
7
8
9
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3 1
32
33
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35
36
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39
Pebble Creek, Phase 9D
Revised Engineer's Estimate
April 28, 2005
Description Unit Quantity Unit Price
Pavement Construction
Clearing and Grubbing Acre 5 .5 3,000 .00
Excavation C.Y. 7 ,229 3 .75
1.5" HMAC Surface Course S.Y. 9 ,667 5.50
6 " Lime Stabilized Subgrade S.Y. 12 ,622 3.50
Extra Lime Ton 70 100.00
7" Crushed Limestone Base S.Y. 2,505 8 .50
6" Crushed Limestone Base S.Y. 7 ,162 7 .25
All Types Curb and Gutter L.F . 5,430 8 .50
Concrete Apron and Knuckle S.Y. 940 33 .00
4" Sidewalk S .F . 10 ,257 3 .00
Sidewalk Ramps S.F. 435 8 .00
Type III Barricade EACH 3 500.00
Paving Subtotal
Drainage System Construction
15 " Reinf. Concrete Pipe, Str. Backfill L.F. 167 35 .00
18" Reinf. Concrete Pipe, Str. Backfill L.F . 41 42 .00
18" HDPE Pipe, Non Str. Backfill L .F . 134 33 .00
21" Reinf. Concrete Pipe, Str. Backfill L.F . 0 45 .00
24" Reinf. Concrete Pipe, Str. Backfill L.F. 323 58 .00
27" Reinf. Concrete Pipe, Str. Backfill L.F . 361 60 .00
30" Reinf. Concrete Pipe, Str. Backfill L.F . 64 70 .00
30" Reinf. Concrete Pipe, Non Str. Backfill L.F. 296 60 .00
36" Reinf. Concrete Pipe, Str. Backfill L.F. 489 95 .00
36" Reinf. Concrete Pipe, Non Str. Backfill L .F. 224 85 .00
42" Reinf. Concrete Pipe, Str. Backfill L.F. 984 115.00
42 " Reinf. Concrete Pipe, Non Str. Backfill L.F. 144 105 .00
48" Reinf. Concrete Pipe, Non Str. Backfill L.F. 22 125 .00
4' Wide Flume L.F. 145 10.00
1 O' Curb inlet EACH 6 3,000 .00
5' Curb inlet EACH 11 2,600 .00
Standard junction box EACH 2 2,500 .00
Storm Drain Manhole (0-8 feet depth) EACH 2 2 ,200 .00
Storm Drain Manhole (8-10 feet depth) EACH 3 2 ,500 .00
Sloped headwall for 48" RCP EACH 1 2 ,000.00
Sloped headwall for 18" HDPE EACH 2 750 .00
Inlet Protection EACH 17 75 .00
Dry Rip Rap S .F . 1,800 5 .00
Fibermulch Seeding S.Y. 3,355 0 .50
Silt Fence L.F . 1,3 55 2 .00
Construction Exit EACH 1 1,500 .00
Stormwater Pollution Prevention Plan (SWPPP) Lump Sum 1 2,000 .00
Drainage System Subtotal
Page 1 of3
Total
16 ,500
27 ,109
53 ,169
44 ,177
7 ,000
21 ,293
51 ,925
46 ,155
31 ,020
30 ,771
3,480
1,500
334 ,097
5,845
1,722
4 ,422
0
18 ,734
21 ,660
4,480
17 ,760
46 ,455
19 ,040
113 ,160
15 ,120
2,750
1,450
18 ,000
28 ,600
5,000
4,400
7,500
2 ,000
1,500
1,275
9,000
1,678
2,710
1,500
2,000
357,761
MBESI l 0650007
.J
Item
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
Pebble Creek, Phase 9D
Revised Engineer's Estimate
April 28, 2005
Description Unit Quantity Unit Price
Water System Construction
3" PVC, D2241 Water Line, Str. Backfill L.F. 614 15 .00
6" PVC, C909 Water Line, Str. Backfill L.F . 1,644 24 .00
6" PVC, C909 Water Line, Non-Str. Backfill L.F . 127 20 .00
8" PVC, C909 Water Line, Str. Backfill L.F. 906 28 .00
8" PVC, C909 Water Line, Non-Str. Backfill L.F. 1,007 23.00
Fire Hydrant Assembly EACH 4 2,600 .00
811 Gate Valve EACH 8 850 .00
6tl Gate Valve EACH 3 650.00
2tl Blow-Off Assembly EACH 3 650 .00
l ti Blow-Off Assembly EACH 1 450 .00
8" x 13" Anchor Coupling EACH 8 225 .00
6 ti x 13 ti Anchor Coupling EACH 5 150 .00
8tlx 8tl Cross EACH 1 700 .00
8tlx 6tl Cross EACH 1 600 .00
6 "x 3 ti Reducer EACH 2 200 .00
8tl x 6" Tee EACH 2 400 .00
8" x 1.5" Tapped Tee EACH 5 200.00
6" x 45 degree bend EACH 4 300 .00
1.5'' Water service (long) EACH 8 1,000.00
1.5'' Water service (short) EACH 14 500 .00
1" Water service (long) EACH 5 850 .00
l" Water service (short) EACH 8 400 .00
Water System Construction
Page 2 of3
Total
9,210
39,456
2,540
25 ,368
23 ,161
10 ,400
6 ,800
1,950
1,950
450
1,800
750
700
600
400
800
1,000
1,200
8,000
7 ,000
4 ,250
3 ,200
150 ,985
MBESI 106 50007
Item
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
77
78
79
80
81
82
Pebble Creek, Phase 9D
Revised Engineer's Estimate
April 28, 2005
Description Un it Quantity Unit Pri ce
Sewer System Construction
6" PVC, D-3034, Str. Backfill 5'-8' cut L.F. 42 30 .00
6" PVC, D-3034, Str. Backfill 10'-12' cut L.F. 64 40 .00
6" PVC, D-3034, Non-Str. Backfill 5'-8' cut L .F. 173 25 .00
6" PVC, D-3034 , Non-Str. Backfill 8-10' cut L.F. 690 27 .00
6" PVC, D-3034 , Non-Str. Backfill 10'-12" cut L.F. 24 30 .00
6" PVC, D-2241 , Str. Backfill 8-10' cut L.F. 20 32 .00
8" PVC , D-3034 , Str. Backfill 5'-8' cut L.F. 74 32 .00
8" PVC, D-3034, Non-Str. Backfill 5'-8' cut L.F. 506 30.00
8" PVC, D-2241 , Non-Str. Backfill 5-8' cut L.F. 20 30 .00
8" PVC , D-3034, Str. Backfill 8-10' cut L.F. 57 42 .00
8" PVC, D-3034, Non-Str. Backfill 8-10' cut L.F. 97 29 .00
8" PVC, D-3034, Str. Backfill 10-12' cut L.F. 81 50 .00
8" PVC, D-3034, Non-Str. Backfill 12-14' cut L.F. 360 42 .00
Standard Manhole, 5-8 ft deep EACH 2 2,800 .00
Standard Manhole, 8-10 ft deep EACH 2 3,000 .00
Standard Manhole, 10-12 ft deep EACH 1 3,200 .00
Double Drop Manhole 18-20 feet deep EACH 1 5,000 .00
Standard Clean Out EACH 1 500 .00
4" Sewer Service (long) EACH 6 1,300 .00
4" Sewer Service (short) EACH 5 600 .00
Trench Safety (sewer) L.F. 2,208 2 .00
Sewer System Subtotal
Total Estimated Cost
Page 3 of 3
Total
1,260
2,560
4,3 25
18 ,630
720
640
2,366
15 ,180
600
2,394
2,813
4,050
15 ,120
5,600
6 ,000
3,200
5,000
500
7,800
3,000
4,416
106 ,174
$949,017
MBESI 10650007
Item
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
Pebble Creek, Phase 9E
Revised Engineer's Estimate
April 28, 2005
Description Unit Quantity Unit Price
Pavement Construction
Clearing and Grubbing Acre 1.01 3,000 .00
Excavation C.Y. 2,234 3 .75
1.5" HMAC Surface Course S.Y. 3,120 5.50
6" Lime Stabilized Subgrade S.Y. 4 ,063 3 .50
Extra Lime Ton 50 100 .00
6" Crushed Limestone Base S .Y. 3,120 7 .25
All Types Curb and Gutter L.F. 1,933 8 .50
Concrete Apron and Knuckle S.Y. 249 33 .00
4" Sidewalk S .F. 4,601 3.00
Sidewalk Ramps S.F. 195 8 .00
Type ill Barricade EACH 2 500.00
Paving Subtotal
Drainage System Construction
15" Reinf. Concrete Pipe, Str. Backfill L.F. 31 39 .00
21" Reinf. Concrete Pipe, Str. Backfill L.F. 62 45 .00
21" Reinf. Concrete Pipe, Non Str. Backfill L.F. 175 42 .00
24" Reinf. Concrete Pipe, Str. Backfill L.F. 109 58 .00
24" Reinf. Concrete Pipe, Non Str. Backfill L.F. 101 55.00
27" Reinf. Concrete Pipe, Str. Backfill L.F. 59 60.00
27" Reinf. Concrete Pipe, Non Str. Backfill L.F. 20 57 .00
30" Reinf. Concrete Pipe, Non Str. Backfill L.F. 93 60 .00
36" Reinf. Concrete Pipe, Str. Backfill L .F . 155 95.00
36" Reinf. Concrete Pipe, Non Str. Backfill L.F. 175 85.00
10' Curb inlet EACH 1 3,000 .00
5' Curb inlet EACH 7 2,600 .00
Standard Junction Box EACH 1 2,200.00
Storm Drain Manhole (0-8 feet depth) EACH 2 2 ,200 .00
Storm Drain Manhole (8-10 feet depth) EACH 1 2,500 .00
Sloped HW for 27" RCP EACH 1 1,200 .00
Inlet Protection EACH 8 75 .00
Fibermulch Seeding S.Y. 7 ,200 0 .50
Silt Fence L.F. 750 2 .00
Construction Exit EACH 1 1,500 .00
Stormwater Pollution Prevention Plan (SWPPP) Lump Sum 1 2 ,000 .00
Drainage System Subtotal
Page 1 of2
Total
3,030
8,378
17 ,162
14 ,221
5,000
22 ,620
16,431
8,217
13 ,803
1,560
1,000
111 ,421
1,209
2,790
7 ,350
6 ,322
5,555
3,540
1,140
5,580
14 ,725
14 ,875
3,000
18 ,200
2,200
4 ,400
2 ,500
1,200
600
3 ,600
1,500
1,500
2 ,000
103 ,786
Pebble Creek, Phase 9E
Revised Engineer's Estimate
April 28, 2005
Item Description Unit Quantity Unit Pri ce
Water System Construction
33 3" PVC, D2241 Water Line, Str. Backfill L.F. 309 15 .00
34 6" PVC, C909 Water Line, Str. Backfill L.F. 160 24 .00
35 8" PVC, C909 Water Line, Str. Backfill L.F . 715 28 .00
36 8" DIP , Cl 350 Water Line, Str. Backfill L.F . 20 32.00
37 Fire Hydrant Assembly EACH 1 2,600.00
38 8" Gate Valve EACH 3 850 .00
39 6" Gate Valve EACH 2 650 .00
40 2" Blow-Off Assembly EACH 2 650 .00
41 1" Blow-Off Assembly EACH 1 450 .00
42 8" x 13" Anchor Coupling EACH 3 225 .00
43 6" x 13" Anchor Coupling EACH 5 150 .00
44 8"x 6" Reducer EACH 1 250 .00
45 6"x 3" Reducer EACH 1 200.00
46 8" x 6" Tee EACH 3 400 .00
47 6" x 45 degree bend EACH 2 300 .00
48 1.5" Water service > 20 ft. (avg .= 49 ft.) EACH 4 1,000 .00
49 1.5" Water service S 20 ft. (avg.= 3 ft.) EACH 2 500 .00
50 1" Water service > 20 ft. (avg.= 44 ft.) EACH 5 400 .00
51 l" Water service S 20 ft. (avg.= 3 ft.) EACH 3 850 .00
Water System Construction
Sewer System Construction
52 8" PVC, D-3034 , Str. Backfill 5'-8' cut L.F .
53 8" PVC, D-3034 , Non-Str. Backfill 5'-8' cut
54 8" PVC , D-2241 , Non-Str. Backfill 5-8' cut
55 8" PVC, D-3034 , Non-Str . Backfill 8-10' cut
56 8" PVC, D-3034, Non-Str. Backfill 10'-12" cut
57 Standard Manhole, 5-8 ft deep
58 Standard Manhole, 8-10 ft deep
59 Standard Clean Out
60 4" Sewer Service> 20 ft. (avg. = 48 ft.)
61 4" Sewer Service S 20 ft. (avg. = 7 ft.)
62 Trench Safety (sewer)
L.F .
L.F .
L .F .
L.F .
EACH
EACH
EACH
EACH
E ACH
L.F .
138 32 .00
666 30 .00
20 32 .00
156 29 .00
108 34 .00
4 2,800 .00
1 3,000 .00
1 500.00
5 600.00
6 1,3 00 .00
1,088 2 .00
Sewer System Subtotal
Total Estimated Cost
Page 2 of2
To tal
4,635
3,840
20 ,020
640
2,600
2,550
1,300
1,300
450
675
750
250
200
1,200
600
4,000
1,000
2,000
2,550
50 ,560
4,416
19 ,980
640
4,524
3,672
11 ,200
3,000
500
3,000
7,800
2,176
60 ,908
$326,675
Exhibit B
Pebble Creek Phases 9D & 9F
City of College Station Fire Flow Test
Report 1
Flow Test Report
Date: ~-3-oL/ Time: 0 °I.' Lf(}
Test made by: L ?;-:; ~£:
Location: .~t211 &y:.r&/ ~L&?J
Purpose of test: Flow Test
Representative: City of College Station
Witness: A !rA/~.5 , L (!.;/
7
Flow Hydrant #: /L-c; f?/ Nozzle size: 2 .S-
Pitot reading: _ _,_7-=S-___ G.P.M.: It/~~
Static Hydrant#: tl-o~~
Static PSI: /0 t" Residual PSI: /(} h
Comments: ---------------------
Date: ~ .3-oc/
Exhibit C
Pebble Creek Phases 9D & 9F
City of College Station Fire Flow Test
Report 2
Flow Test Report
Time: O 9-' .2 s;-
Test made by: __ f~_,c_/,~..L./..LJ:;-.a"k~..!:....A--=----------'----
Location: ~ /ltclse di ~t:rS.sJCl/Vt/
Purpose of test: Flow Test
Representative: City of College Station
Witness: A3. k0 / h."9#<s.5
Flow Hydrant#: LL -/C/2-Nozzle size: 2 , S-
Pitot reading: ~ff't"'---'-0~--G.P.M.: /S-LJO
Static Hyckant #: L/-I ${3
Static PSI: /I A Residual PSI: --4-9__,..,6~--
* * * * * * * * * * K Y P I P E 4 * * * * * * * * * *
*
*
*
*
*
*
University of Kentucky Network Modeling Software
Copyrighted by KPFS 1998
Version 2.000 -04/24/2003
*
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*
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*
* * * * * * * * * * * * * * * * * * * * * * * * * * * * *
Date & Time: Thu Feb 03 08:54:13 2005
INPUT DATA FILENAME --------------F:\1065-D-1\0006-P-l\Design\KyPipe\Pebble\Pebblle .DT2
TABULATED OUTPUT FILENAME--------F:\1065-D-l\0006-P-l\Design\KyPipe\Pebble\Pebblle-.OT2
POSTPROCESSOR RESULTS FILENAME ---F:\1065-D-l\0006-P-l\Design\KyPipe\Pebble\Pebblle=.RS2
************************************************
S U M M A R Y 0 F 0 R I G I N A L DAT A
************************************************
U N I T S S P E C I F I E D
FLOWRATE ........... .
HEAD (HGL ) ......... .
PRESSURE ........... .
p I p E L I N E D AT A
STATUS CODE: xx -CLOSED
p I p E NODE
N A M E #1
gallons/minute
feet
psig
PIPE CV -CHECK VALVE
NAMES LENGTH DIAMETER
#2 (ft) (in)
ROUGHNESS
COEFF.
MINOR
LOSS COEFF.
-------------------------------------------------------------------------------
P-1 FH (U-041) J-1 375.00 6.07 119. 4518 2.70
P-2 J-9E3 J-9Dl 250.00 8.07 119. 4518 2.10
P-4 J-9D7 J-9Fl0 315.00 8.07 119. 4518 2.20
P-5 J-9Fl0 J-9Fl3 285.00 8.07 119.4518 2.20
P-6 J-9Fl3 J-9Fl6 275.00 8.07 119. 4518 2.60
P-7 J-9Fl6 J-9Fl7 185.00 8.07 119. 4518 3.20
P-10 J-9D4 J-9D5 385.00 6.07 119.4518 2.10
P-11 J-9D7 J-9D8 275.00 6.07 119. 4518 2.10
P-12 J-9F10 J-9Fll 240.00 6.07 119.4518 2.10
P-13 J-9Dl J-9D4 830.00 6.07 119. 4518 4.10
P-14 J-9D4 J-9D7 315.00 8.07 119. 4518 2.60
P-15 J-9F13 J-9F14 250.00 6.07 119. 4518 2.10
P-16 J-9El J-9E2 215.00 8.07 119. 4518 2.10
P-17 J-9D5 J-9D6 345.00 3.07 119. 4518 0.70
P-18 FH (U-14) J-3 390.00 6.07 119. 4518 3.30
P-19 J-9E3 J-9E4 320.00 3 .07 119. 4518 2 .20
P-20 J-9D4 J-9D3 155.00 8.07 119.4518 2.20
P-25 J-1 J-2 310.00 6.07 119.4518 2.60
P-3 J-9Dl J-9D7 570.00 1. 05 120.0000 1. 80
P-30 J-9D8 J-9D9 400.00 3.07 119. 4518 0.70
P-31 J-9Fll J-9F12 370.00 3.07 119. 4518 0.70
P-32 J-9F14 J -9F15 355.00 3.07 119.4518 0.70
P-33 J-2 J-3 875.00 6.07 119. 4518 2.40 ~ P-35 J-9E2 J-9E3 205.00 8.07 119. 4518 2.10 ~
P-8 J-9F17 FH (U-14) 785.00 6.07 119.4518 2.60 .....
~
P-9 J-3 J-9El 220.00 6 .07 119.4518 3.20 "'I
00 «
rlJ .....
~
= P U M P/L 0 S S E L E M E N T DA TA ~~
THERE IS A DEVICE AT NODE FH (U-14) DESCRIBED BY THE FOLLOWING DATA: (ID= 1) ~ e: ... 'a'
rlJ ...
HEAD FLOWRATE EFFICIENCY ....
(ft) (gpm) (%) 00 ~ .....
~ 264.46 0 .00 75.00 ..... ...
255.23 750.00 75 .00 r')
Cl 227.54 1500.00 75.00 0 = Q. ... -THERE IS A DEVICE AT NODE FH (U-041) DESCRIBED BY THE FOLLOWING DATA: (ID= 2) 5·
= rlJ
HEAD FLOWRATE EFFICIENCY
(ft) (gpm) (%)
249.23 0.00 75 .00
245.77 727.50 75.00
235.38 1455.00 75.00
E N D N 0 D E DAT A
FH
NODE
NAME
(U -14)
FH(U-041)
J-1
J-2
J-3
J-9Dl
J-9D3
J-9D4
J-9D5
J-9D6
J-9D7
J-9D8
J-9D9
J-9El
J-9E2
J-9E3
J-9E4
J-9F10
J-9Fll
J-9F12
J-9F13
J-9F14
J-9F15
J-9F16
J-9Fl 7
0 u T P U T
NODE
TITLE
0 p T I 0 N
EXTERNAL
DEMAND
(gpm)
0.00
0.00
0.00
2.25
0.00
10.50
4.50
5.25
8.25
3.00
6.00
4.50
0.00
0.00
6.00
2.25
3.00
5.25
2.25
3.00
6.00
0.00
16.50
DAT A
JUNCTION
ELEVATION
(ft)
253.0 0
260.00
255.00
262.00
254.00
255.00
250.00
252.00
240.00
240.00
248.00
244.00
244.00
253.00
253.00
253.00
251.00
247.00
240.00
240.00
253.00
238.00
238.00
247.00
250.00
EXTERNAL
GRADE
(ft)
253.00
260.00
OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT
s y s T E M c 0 N F I G U RAT I 0 N
NUMBER OF PIPES ••...•••••••••••••. (p) 26
NUMBER OF END NODES .......•....... ( j) 23
NUMBER OF PRIMARY LOOPS ..•.•.•••.. (1) 2
NUMBER OF SUPPLY NODES •••.•••••••• (f) 2
NUMBER OF SUPPLY ZONES •••••••••••• ( z) 1
================================================================================
~
~ -~
"'I
00
'-< ~ -~
= > trj = ~ ~ -'-< .... ~ O" ~· .... .....
00 0 -~ -;:;·
~
¢ = c. -· -cs· = ~
Case: 0 RESULTS OBTAINED AFTER 10 TRIALS: ACCURACY 0.00095 S I M U L A T I 0 N D E S C R I P T I 0 N (L A B E L) P I P E L I N E R E S U L T S STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE ~ ~ .... P I P E NODE NUMBERS FLOWRATE HEAD MINOR LINE HL/ ('D ., NAME #1 #2 LOSS LOSS VELO. 1000 00 (gpm) (ft) (ft) (ft/s) (ft/ft) "< {ll .... -------------------------------------------------------------------------------('D P-1 FH (U-041) J-1 0.00 0.00 0.00 0.00 0.00 a P-2 J-9E3 J-9Dl 29.73 0.01 0.00 0.19 0.03 ~~ P-4 J-9D7 J-9F10 -10.02 0.00 0.00 0.06 0.00 e:. So P-5 J-9F10 J-9F13 -20.52 0.00 0.00 0.13 0.02 ~ ... P-6 J-9F13 J-9F16 -31.77 0.01 0.00 0.20 0.04 -· O"' {ll ... I .... P-7 J-9F16 J-9Fl 7 -31.77 0.01 0.00 0.20 0.05 00 ~ P-10 J-9D4 J-9D5 9.75 0.01 0.00 0.11 0.02 .... ~ P-11 J-9D7 J-9D8 9.00 0.00 0.00 0.10 0.01 .... ;::;· P-12 J-9F10 J-9Fll 8.25 0.00 0.00 0.09 0.01 (j P-13 J-9Dl J-9D4 27.14 0.09 0.01 0.30 0 .11 Q P-14 J-9D4 J-9D7 6.89 0.00 0.00 0.04 0.00 = Q. P-15 J-9F13 J-9F14 9.00 0.00 0.00 0.10 0.01 -· .... P-16 J-9El J-9E2 35.73 0.01 0.00 0.22 0.05 s· = P-17 J-9D5 J-9D6 5.25 0.05 0.00 0.23 0.14 {ll P-18 FH (U-14) J-3 40.23 0.08 0.01 0.45 0.24 P-19 J-9E3 J-9E4 6.00 0.06 0.00 0.26 0.18 P-20 J-9D4 J-9D3 0.00 0.00 0.00 0.00 0.00 P-25 J-1 J-2 0.00 0.00 0.00 0.00 0.00 P-3 J-9Dl J-9D7 0.34 0.09 0.00 0.13 0.16 P-30 J-9D8 J-9D9 6.00 0.07 0.00 0.26 0.18 P-31 J-9Fll J-9F12 5.25 0.05 0.00 0.23 0.14 P-32 J-9F14 J-9Fl5 6.00 0.06 0.00 0.26 0.18 P-33 J-2 J-3 0.00 0.00 0.00 0.00 0.00 P-35 J-9E2 J-9E3 35.73 0.01 0.00 0.22 0.05 P-8 J-9Fl 7 FH (U-14) -48.27 0.24 0.01 0.54 0.32 P-9 J-3 J-9El 40.23 0.05 0.01 0.45 0. 26
P U M P/L 0 S S E L E M E N T R E S U L T S
INLET OUTLET PUMP EFFIC-USEFUL INCREMTL TOTAL #PUMPS #PUMPS NPSH
NAME FLOW RATE HEAD HEAD HEAD ENCY POWER COST COST PARALLEL SERIES Avail.
(gpm) (ft) (ft) (ft) (%) (Hp) ($) ($) (ft)
--------------------------------------------------------------------------------------------------------
FH (U-14) 88.50 0.00 264.33 264.3 ** ** 33.2
Device "FH(U-041)" is closed
EN D N 0 D E R E S U L T s ~
~
NODE NODE EXTERNAL HYDRAULIC NODE PRESSURE NODE ....
~ .,
NAME TITLE DEMAND GRADE ELEVATION HEAD PRESSURE 00
(gpm) (ft) (ft) (ft) (psi) «
(I'> .... ------------------------------------------------------------------------------~
FH (U-14) 517.33 253.00 264 .33 114. 54 8
FH (U-041) 517.24 260.00 257.24 111.47 > ~ = J-1 0.00 517.24 255.00 262.24 113. 64 ~
=-J-2 0.00 517.24 262.00 255.24 110. 60 «"' -· (I'> O" J-3 0.00 517.24 254.00 263.24 114. 07 -· (I'> -· J-9Dl 2.25 517.15 255.00 262 .15 113.60 * Lowest pressure in .....
00 ~ J-9D3 0.00 517.06 250.00 267.06 115. 73 Phases 9D or 9F ....
~
J-9D4 10.50 517.06 252.00 265.06 114.86 ....
J-9D5 4.50 517.05 240.00 277.05 120.06
;·
(.)
J-9D6 5.25 517.01 240.00 277.01 120.04 = J-9D7 8.25 517. 06 248.00 269.06 116. 59 = Q.
J-9D8 3.00 517. 06 244.00 273.06 118.32 -· ....
J-9D9 6.00 516.99 244.00 272. 99 118. 29 s· = J-9El 4.50 517.18 253.00 264.18 114. 48 (I'>
J-9E2 0.00 517.17 253.00 264.17 114. 4 7
J-9E3 0.00 517.16 253.00 264.16 114. 4 7
J-9E4 6.00 517.10 251.00 266.10 115. 31
J-9F10 2.25 517. 06 247.00 270.06 117. 03
J-9Fll 3.00 517. 06 240.00 277.06 120.06
J-9F12 5.25 517.01 240.00 277.01 120.04
J-9F13 2.25 517.07 253.00 264.07 114. 43
J-9F14 3.00 517.06 238.00 279.06 120.93
J-9F15 6.00 517.00 238.00 279.00 120.90
J-9F16 0.00 517.08 247.00 270.08 117. 03
J-9F17 16.50 517.09 250.00 267.09 115. 7 4
s u MM AR y 0 F I N F L 0 W s A N D 0 U T
(+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES
(-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES
NODE FLOWRATE NODE
NAME (gpm) TITLE
--------------------------------------------
FH (U-14)
NET SYSTEM INFLOW
NET SYSTEM OUTFLOW
NET SYSTEM DEMAND
88.50
88.50
0.00
88.50
***** HYDRAULIC ANALYSIS COMPLETED *****
F L 0 W s
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* * * * * * * * * * K Y P I P E 4 * * * * * * * * * *
* *
*
*
*
*
*
University of Kentucky Network Modeling Softwa re
Copyrighted by KPFS 1998
Version 2 .000 -04/24/2003
*
*
*
*
*
* * * * * * * * * * * * * * * * * * * * * * * * * * * * *
Date & Time : Thu Feb 03 09:15:53 2005
INPUT DATA FILENAME --------------F :\1065-D-1\0006-P-1\Design\KyPipe\Pebble\Pebblle .DT2
TABULATED OUTPUT FILENAME--------F :\1065 -D-l\0006-P-1\Design\KyPipe\Pebble\Pebblle-.OT2
POSTPROCESSOR RESULTS FILENAME ---F:\1065-D-l\0006 -P-1\Design\KyPipe\Pebble\Pebblle=.RS2
************************************************
S U M M A R Y 0 F 0 R I G I N A L DAT A
************************************************
U N I T S S P E C I F I E D
FLOWRATE ........... .
HEAD (HGL) ......... .
PRESSURE
p I p E L I N E DA TA
STATUS CODE: xx -CLOSED
p I p E NODE
N A M E #1
gallons/minute
feet
psig
PIPE CV -CHECK VALVE
NAMES LENGTH DIAMETER
#2 (ft) (in)
ROUGHNESS
COEFF.
MINOR
LOSS COEFF.
-------------------------------------------------------------------------------
P-1 FH (U-041) J-1 375 .00 6.07 119 . 4518 2 .70
P-2 J-9E3 J-9Dl 250.00 8.07 119 . 4518 2.10
P-4 J-9D7 J-9F10 315.00 8 .0 7 119. 4518 2.20
P-5 J-9F10 J-9F13 285 .00 8.07 119. 4518 2.20
P-6 J-9Fl3 J-9F16 275 .00 8 .07 119 . 4518 2.60
P-7 J-9F16 J -9F17 185 .00 8.07 119 . 4518 3 .20
P-10 J-9D4 J-9D5 385.00 6 .07 119. 4518 2 .10
~
~ ....
~
"'l
rJ1
'< {'-I ....
~
9
> = ~ trj «"" e: {'-I ;;;·
O"'
~
.... ...... ::;· trj ~
~
0
~
~
0 = Q. -· .... o·
= {'-I
P-11 J-9D7 J-9D8 275 .00 6.07 119. 4518 2 .10
P-12 J-9F10 J-9Fll 240.00 6.07 119. 4518 2.10
P -13 J-9Dl J -9D4 830.00 6 .07 119 . 4518 4.10
P-14 J -9D4 J -9D7 315.00 8.07 119 .4518 2.60
P-15 J-9F13 J-9F14 250 .00 6.07 119.4518 2 .10
P-16 J-9El J-9E2 215 .00 8.07 119. 4518 2 .10
P-17 J-9D5 J -9D6 345 .00 3 .07 119 . 4518 0 .70
P -18 FH (U-14) J-3 390 .00 6 .07 11 9. 4 5 18 3.30
P -19 J-9E3 J-9E4 320 .00 3.07 119. 4518 2.20
P-20 J-9D4 J-9D3 155.00 8 .07 119. 4518 2.20
P-25 J -1 J-2 310.00 6.07 119 . 4518 2.60
P-3 J -9Dl J -9D7 570.00 1. 05 120 .0000 1. 80
P-30 J-9D8 J -9D9 400.00 3.07 119. 4518 0.70
P-31 J-9Fll J-9F12 370.00 3.07 119. 4518 0.70 ~
P-32 J-9F14 J-9Fl5 355.00 3.07 119 . 4518 0.70 ~ -P-33 J -2 J-3 875.00 6 .07 119 . 4518 2 .40 ~
"'I
P -35 J -9E2 J -9E3 205 .00 8 .07 119 . 4518 2 .10 IJ.J «
P-8 J-9Fl 7 FH (U-14) 785.00 6 .07 119. 4518 2.60 ('1 -P-9 J-3 J-9El 220.00 6.07 119. 4518 3.20 ~
8
> = ~ trj -P/L 0 S S « So P U M E L E M E N T DAT A ('1
~· ....
I C"'
THERE IS A DEVICE AT NODE FH (U-14) DESCRIBED BY THE FOLLOWING DATA: (ID= 1) ~
.... -:;· trj
~
HEAD FLOW RATE EFFICIENCY ~ (ft) (gpm) (%) 0
264. 46 0.00 75.00 ~
255 .23 750.00 75.00 ('"'.)
0
227.54 1500 .00 75.00 = Q. -· -=·
THERE I S A DEVICE AT NODE FH (U-041) DESCRIBED BY THE FOLLOWING DATA : (ID= 2) = ('1
HEAD FLOWRATE EFFICIENCY
(ft) (gpm) (%)
249 .23 0.00 75 .00
245.77 727.50 75.00
235 .38 1455 .00 75.00
EN D N 0 D E DAT A
FH
NODE
NAME
(U -14)
FH (U-041)
J-1
J-2
J-3
J-9Dl
J-9D3
J-9D4
J -9D5
J-9D6
J -9D7
J-9D8
J -9D9
J -9El
J-9E2
J-:9E3
J -9E4
J -9Fl0
J-9Fll
J-9Fl2
J-9Fl3
J-9Fl4
J-9Fl5
J-9Fl6
J -9Fl 7
0 U T P U T
NODE
TITLE
0 P T I 0 N
EXTERNAL
DEMAND
(gpm)
0 .00
0.00
0 .00
1002 .25
0 .00
10 .50
4.50
5.25
8 .25
3 .00
6.00
4.50
0 .00
0 .00
6.00
2 .25
3.00
5 .25
2 .25
3 .00
6.00
0.00
16.50
DAT A
JUNCT I ON
ELEVATION
(ft)
2 5 3.00
260.00
255 .00
262.00
254.00
2 5 5 .00
2 5 0 .00
252 .00
240 .00
2 4 0 .00
248.00
244.00
244 .00
2 5 3 .00
253 .00
253 .00
2 5 1 .00
247.00
2 4 0 .00
240.00
253.00
238 .00
2 3 8 .00
247 .00
250 .00
EXTERNAL
GRADE
(ft)
253.00
260 .00
OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULAT ED OUTP UT
s y s T EM c 0 N F I G U R A T I 0 N
NUMBER OF PIPES ...••••.•.••.••..•• (p ) 26
NUMBER OF END NODES ....•.....•.... ( j) 23
NUMBER OF PRIMARY LOOPS ••.••.••.•. (1) 2
NUMBER OF SUPPLY NODES .••••.••.••. (f ) 2
NUMBER OF SUPPLY ZONES •••••••••••• ( z) 1
================================================================================
~
~
~
~
"I
rJ:J
"< ~
~
~
9
> = ~ trj -"< s. ~
(;;' ...
~
~
... ....
:;· trj ~
~
0
~
~
0 = e:
~ Q.
= ~
Case: 0 RESULTS OBTAINED AFTER 5 TRIALS: ACCURACY 0.00257 S I M U L A T I 0 N D E S C R I P T I 0 N (L A B E L) P I P E L I N E R E S U L T S STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE ~ ~ ..... P I P E NODE NUMBERS FLOWRATE HEAD MINOR LINE HL/ ~ ., NAME #1 #2 LOSS LOSS VELO. 1000 r;n '-< (gpm) (ft) (ft) (ft/s) (ft/ft) ~ ..... ~ -------------------------------------------------------------------------------= P-1 FH (U-041) J-1 250.52 2.38 0.32 2.78 7.20 > P-2 J-9E3 J-9Dl 671.18 2.45 0.58 4.21 12.09 = P-4 J-9D7 J-9F10 -368.57 1. 02 0.18 2.31 3.80 !. t:r1 P-5 J-9F10 J-9F13 -379.07 0.97 0.19 2.38 4.07 ~. ~ P-6 J-9F13 J-9F16 -390.32 0.99 0.24 2.45 4.46 ~ .... I O'" P-7 J-9F16 J-9F17 -390.32 0.66 0.30 2.45 5.19 .... ~ ..... P-10 J-9D4 J-9D5 9.75 0.01 0.00 0.11 0.02 :;· t:r1 ~ P-11 J-9D7 J-9D8 9.00 0.00 0.00 0.10 0.01 ~ P-12 J-9F10 J-9Fll 8.25 0.00 0.00 0.09 0.01 ~ P-13 J-9Dl J-9D4 -325.59 8.55 0.83 3.62 11. 30 ~ P-14 J-9D4 J-9D7 -345.84 0.90 0.19 2.17 3.47 () ~ P-15 J-9F13 J-9F14 9.00 0.00 0.00 0.10 0.01 = P-16 J-9El J-9E2 677.18 2 .14 0.59 4.25 12.68 Q. -· ..... P-17 J-9D5 J-9D6 5.25 0.05 0.00 0.23 0.14 s· P-18 FH (U-14) J-3 431.16 6. 76 1.17 4.79 20.34 = ~ P-19 J-9E3 J-9E4 6.00 0.06 0.00 0.26 0.18 P-20 J-9D4 J-9D3 0.00 0.00 0.00 0.00 0.00 P-25 J-1 J-2 250.52 1. 97 0.31 2.78 7.35 P-3 J-9Dl J-9D7 -5.49 15.56 0.12 2.04 27.50 P-30 J-9D8 J-9D9 6.00 0.07 0.00 0.26 0.18 P-31 J-9Fll J-9F12 5.25 0.05 0.00 0.23 0.14 P-32 J-9F14 J-9F15 6.00 0.06 0.00 0.26 0.18 P-33 J-2 J-3 250.52 5.55 0.29 2.78 6.67 P-35 J-9E2 J-9E3 677.18 2.04 0.59 4.25 12.81 P-8 J-9Fl7 FH (U-14) -406.82 12.22 0.82 4.52 * 16.61 P-9 J-3 J-9El 681. 68 8.90 2.85 7.57 53.42 * Highest Velocity in Phases 90 or 9F
P U M P/L 0 S S E L E M E N T R E S U L T S
INLET OUTLET PUMP EFFIC-USEFUL INCREMTL TOTAL #PUMPS #PUMPS NPSH
NAME FLOWRATE HEAD HEAD HEAD ENCY POWER COST COST PARALLEL SERIES Avail.
(gpm) (ft) (f t) (f t) (%) (Hp) ($) ( $) (ft)
--------------------------------------------------------------------------------------------------------
FH (U-14 ) 837.98 0.00 252 .94 252.9 ** ** 33 .2
FH (U-041) 250.52 0 .00 248 .82 248 .8 ** ** 33.2
~
E N D N 0 D E R E s u L T s ~ .....
('D
""I
NODE NODE EXTERNAL HYDRAULIC NODE PRESSURE NODE 00
'< NAME TITLE DEMAND GRADE ELEVATION HEAD PRESSURE {'-I .....
(gpm) (ft) (ft) (ft) (p s i) ('D a ------------------------------------------------------------------------------> FH (U-14) 505.94 253 .00 252.94 109 .61 =
FH(U-041) 508 .82 260 .00 248 .82 107.82 ~ ~ «" ~ J-1 0 .00 506.12 255.00 251.12 108 .82 ~
J-2 0.00 503 .84 262.00 241.84 104.80
i;;· ...
I O"
J -3 0.00 498 .01 254.00 244 .01 105 .74 ...
~ .....
J-9Dl 1002 .25 477.88 255.00 222 .88 96 .58 ** Lowest Pressure in ::;· ~ ('D
J-9D3 0 .00 487 .26 250.00 237 .26 102.81 Phases 9D o r 9 F ~ J-9D4 10.50 487 .26 252.00 235.26 101. 95 0
J-9D5 4 .50 487.25 240.00 247.25 107.14 ~
J-9D6 5 .25 487 .21 240 .00 247 .21 107.12 ~
0
J-9D7 8 .25 488 .35 248 .00 240.35 104 .15 =
J-9D8 3.00 488.35 244.00 244.35 105 .88
Q. -· .....
J-9D9 6 .00 488.28 244.00 244 .28 105 .85 c;·
J-9El 4 .50 486 .25 253 .00 233.25 101.08 = ~
J-9E2 0 .00 483 .53 253 .00 230.53 99 .90
J-9E3 0.00 480 .90 253.00 227.90 98 .76
J-9E4 6.00 480 .84 251.00 229 .84 99 .60
J-9F10 2 .25 489 .55 247.00 242.55 105 .11
J-9Fll 3.00 489.55 240.00 249.55 108 .14
J-9F12 5.25 489.50 240.00 249.50 108 .11
J-9F13 2.25 490.71 253.00 237 . 71 103.01
J-9F14 3 .00 490.71 238 .00 252 .71 109 .51
J-9F15 6 .00 490 .64 238.00 252.64 109.48
J-9F16 0.00 491.94 247.00 244.94 106 .14
J-9F17 16 .50 492.90 250.00 242 .90 105.26
S U M M A R Y 0 F I N F L 0 W S AND
(+) INFLOWS INTO THE SYSTEM FROM SUP P LY NODES
(-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES
NET
NET
NET
NODE
NAME
FH (U-14)
FH (U-041)
SYSTEM INFLOW
SYSTEM OUTFLOW
SYSTEM DEMAND
FLOWRATE
(gpm)
837.98
250.52
1088 .50
0 .00
1088.50
NODE
T I T LE
0 U T F L 0 W S
***** HYDRAULIC ANALYSIS COMPLETED *****
~
~ -~ .,
00
'< Cl.I -~
= > = ~ M -'< ~ Cl.I (;;. ....
"O"
~
.... ......
:;· M ~
~
Q
~
~
Q = Q. -· -~· = Cl.I
Exhibit G Sewer Analysis for Pebble Creek Phase 9D and 9F (analyzed in conjunction with Phase 9E and with allowances for future Phases 9C) Outfall #1 (Ex 16" SIL) -Serves Phase 9D, 9E, 9F and future Phase 9C Line Area of Contributing Land Uses Flow Calculations Proposed Sewer System l~ ~ l ~ Type ]g ·~ !::: 2=3034 Cale. Min. From To ~ ~ i Average Daily Infiltration Peaking Peak Flows Size PVC, Material Inside Slope Slope Peak Flow :3 ~ Flows(ADF) (10%ADF) Factor Type Diameter Peak Peak Velocity ..... ~ 3=2241 Flows Flows ..... ~ 0 ~ ~ PVC MH# MH# Ac. Ac. Lots GPD GPD CFS CFS CFS GPM MGD (in.) Inches % % fps 1 2 0 0 so 13,350 0.02 0.00 4.00 0.08 38 0.055 g 2 D3034 7.754 0.01 0.40 1.45 2 4 0 0 8 13,350 15,486 0.02 0.00 4.00 0.10 44 0.063 8 3 D2241 7.961 0.01 0.40 1.47 3 4 0 0 6 . 1,602 0.00 0.00 4.00 O.Dl s 0.007 8 2 D3034 7.754 0.00 0.40 0.74 4 s 0 0 26 17,088 24,030 0.04 0.00 4.00 0.15 68 0.099 8 2 D3034 7.754 0.02 0.40 1.70 6 7 0 0 13 . 3,471 O.Dl 0.00 4.00 0.02 10 0.014 6 2 D3034 5.793 0.00 0.80 1.26 7 8 0 0 13 3,471 6,942 0.Dl 0.00 4.00 0.04 20 0.028 6 2 D3034 5.793 0.01 0.80 1.55 9 10 0 0 14 . 3,738 O.Dl 0.00 4.00 0.02 11 O.DIS 6 2 D3034 5.793 0.00 0.80 1.30 11 12 0 0 16 . 4,272 O.Dl 0.00 4.00 0.03 12 0.018 6 2 D3034 5.793 0.00 0.80 1.34 Cale. Min. Ave. Daily Slope Slope Flow ADF ADF Velocity % % fus 0.00 0.40 0.96 0.00 0.40 0.98 0.00 0.40 0.45 O.Ql 0.40 1.15 0.00 0.80 0.86 0.00 0.80 1.06 0.00 0.80 0.86 0.00 0.80 0.91 Ave. Daily Flow Depth Inches 0.78 0.80 0.00 1.16 0.00 0.58 0.00 0.29 if, ~ ~ ""l t1'j ~ e: ~ O" 8 :=.: >~ = ~ ~ ~-"'
Mil McCLURE & BROWNE ENGINEERING/SURVEYING, INC.
I .
February 11 , 2005
1008 Woodcreek Drive, Suite 103 •Coll ege Station, Texas 77845
(979) 693 -38 38 •Fax (979) 693 -2554 •Email : mcclurebrnwne@verizon.net
Exhibit H
Mr. Louis C. Herrin, ill, P .E .
TCEQ-MC 148
Copy of Letter to TCEQ
P .O . Box 13087
Austin, TX 78711-3087
Re: Chapter 317 Summary Transmittal Letter
Permittee: City of College Station
Permit Number: TPDES 10024-003
Project Name: Pebble Creek Subdivision, Phase 9D & 9F
County: Brazos
MBESI #10650007
Dear Mr. Herrin:
The purpose of this letter is to provide the TCEQ with the information necessary to comply with the
requirements of §317 .1 (a )(3 )(D) of the TCEQ' s rules titled, Design Criteria for Sewerage Systems .
The necessary information includes:
1. &gineering Firm : McClure & Browne Engineering/Surveying, Inc.
1008 Woodcreek Dr., Suite 103
College Station, Texas 77845
2 . Design Engineer: Michael R McClure, P .E . No. 32740
3 . Facility Owner : City of College Station, Brazos County, Texas
4 . The plans and specifications which describe the project identified in this letter are in
substantial compliance with all requirements of Chapter 317.
5. Project Description: The wastewater improvements that are detailed within this project are
located within the City of College Station in Brazos County, Texas, and are designed to
connect to the existing wastewater collection system. The project involves the extension of
a sewer line into a new phase of this residential subdivision located near the intersection of
SH 6 and Greens Prairie Road. The project consists of two new gravity wastewater line and
their associated appurtenances. Wastewater from this subdivision will flow to the Lick Creek
Wastewater Treatment Plant. This is the same system described in my January 14, 2005 letter
for Phase 9E of the subdivision. The system was designed to accommodate the additional lots
in Phases 9D & 9F. The following is a general description of the new collection system :
Mr. Louis C . Herrin, ill, P .E.
February 11, 2005
Page2
Gravity Wastewater Lines :
Number of Services : Residential -79
Amountffype of Wastewater Pipe to be Installed:
Pipe Size Material inear Feet L
(in .)
8 AS1M D3034, SDR 26 PVC 1,922
8 AS1M D2241, SDR 26 PVC 362
Number of Manholes: 9
Distance between manholes range from 106 LF t o 393 LF.
Grade(%)
Min. Max.
0.40 3 .12
0.40 0.40
The plans will be reviewed by the City of College Station and they will also provide
construction inspection. If you have any questions regarding this project, please contact me at 979-
693-3838 .
Sincerely,
/~!
Kent Laz.a, P.E. r-
Project Administrator
cc: TCEQ Region 9 Office, Wastewater Program
City of College Station, Development Services Department
FOR OFFICE USE ONLY
P&Z CASE NO.: V ~ -?Q
DATE SUBMITTED: oa-
CITY OF COLLEGE STATION
Plann ing & Development Services
FINAL PLAT APPLICATION
(Check one) 0 Minor
($300.00)
D Amending
($300.00)
~ Final
($400.00)
0 Vacating
($400.00)
D Replat
($600.00)"
'*Includes public hearing fee
The following items must be submitted by an established filing deadline date for P&Z Commission consideration .
MINIMUM SUBMITTAL REQUIREMENTS:
181 Filing Fee (see above) NOTE: Multiple Sheets -$55 .00 per additional sheet
NIA Variance Request to Subdivision Regulations -$100 (if applicable)
181 Development Permit Application Fee of $200.00 (if applicable).
181 Infrastructure Inspection Fee of $600.00 (applicable if any public infrastructure is being constructed)
181 Application completed in full.
NIA Copy of original deed restrictions/covenants for replats (if applicable).
181 Thirteen (13) folded copies of plat. (A signed mylar original must be submitted after staff review.)
NIA One (1) copy of the approved Preliminary Plat and/or one (1) Master Plan (if applicable).
181 Paid tax certificates from City of College Station, Brazos County and College Station l.S.D.
181 A copy of the attached checklist with all items checked off or a brief explanation as to why they are not.
181 Two (2) copies of public infrastructure plans associated with this plat (if applicable).
NIA Parkland Dedication requirement approved by the Parks & Recreation Board, please provide proof of
approval (if applicable).
Date of Preapplication Conference: ________________________ _
NAME OF SUBDIVISION __ ..:....P-=eb=b=le:<....=C.!...:re=e..:..:.k-=S=u=bd=iv.!."'-is=io=n-'-'--'-P....:..:h=as=e"-'9=0:__ _______________ _
SPECIFIED LOCATION OF PROPOSED SUBDIVISION (Lot & Block)---------------
APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Contact for the Project):
Name Pebble Creek Country Club. Inc .
Street Address ___ 4_,_,5=0=0_,_P_,,e=b=bl=e-=C:..:..;re=e=k'-'-P-"'a""'rk=w=a::..J.y __ City College Station
State TX Zip Code 77845 E-Mail Address -------------
Phone Number _---""'(9"-'7-=-9.,_) 6=9=0___,-0=9=9=-2 ____ _ Fax Number (979) 690-6081
PROPERTY OWNER'S INFORMATION :
Name (Same as above)
Street Address ------------------City -----------
State _____ Zip Code _____ _ E-Mail Address ____________ _
Phone Number -----------Fax Number _____________ _
ARCHITECT OR ENGINEER'S INFORMATION:
Name McClure & Browne Engineering/Surveying. Inc.
Street Address __ 1'-"0=0=8 _,_W,__,o=o=d=cr=e=ek"-=D!..!..riv,_,,e,...... =S=ui=te,,_1,,_,,0=3'--------City College Station
State TX Zip Code --"'"-77'-'8~4-=-5 __ E-Mail Address _ ___,_,_m=ik=e..:..:.m=@;:;..:m..:..:.c=c=lu::..:...re=b::..:...ro=w=n=e=.c=o~m"--
Phone Number (979) 693-3838 Fax Number ___ ~(9~7=9.,_) 6=9=3~-2=5=5~4 _____ _
6/13/03 1 of5
1~/30 /20 0 6 14 :24 19798 232659
I
LETTER OF COMPLETION
I
CITY ENGINEER • J'
CITY OF COLLEGE STATION
COLLEGE STATION, TEXAS
Dear Sir:
BRA ZOS PAVI NG PAGE 02/02
O\? OS-D~
DATE: lO' (2<P /of.,e
RE: COMPLETION OF 3?~bb\,
<:kt:~k ~-~b
The purpose of our letter is to request t hat the following listed improvements be
approved and aooepted as being constructed under City inspection and completed
according to plans and specifications as approved and required by the City of College
Station , Texas. This approval and acceptance by the City is requested in order that we
.may .finalize any suboontracts. and to affirm their warranty on the work . This approval
and acceptance by the City of the improvements listed below does hereby void the letter
of guarantee for the listed improvements on the above referenced project.
The one~year warranty is hereby affirmed and agreed to by if'a.r. \~( f#<k b"=·"~lse1~,.,-t-
and by their subcontractors as ind icated by signatures below. ·
WORK COMPLETED
'5/llNi ~¥ ~~n'.
~41?E'ET"'~ ~ .6JJ>~Wf\-l/<s
Owner: r~»~k Cru~ ~Jup_J.
Mailing Address :. _____ _
Revised 10!12/00
PATE
8(20/o<e
8 /20/0(o r I
8/20/o(o
Contractor: ]?1y(z.os ;Ffu,i,..cr J,..,c.
Address : ffi. 3:$::,x-714.
Bityw , :rn ~ 77$Cl<Q
Signature: J3:Jfr~
/fJ-·-ob
~0/30/2006 14:24 19798232659
LETTER OF COMPLETION
CITY ENGINEER
CITY OF COLLEGE STATION
COLLEGE STATION, TEXAS
Dear Sir:
BRAZOS PAVING PAGE 02/02
DATE: lO' (2-<t> /DCe
RE: COMPLETION OF 3?.-£}nb\r
f.kt:{k ~. <i b
The purpose of our letter is to request that the following listed improvements be
approved and accepted as being constructed under City inspection and oompleted
according to plans and specifications as approved and required by the City of College
Station, Texas. This approval and acceptance by the City is requested in order that we
.may .finalize any subcontracts and to affirm their warranty on the work . This approval
and a6ceptance by the City of the improvements listed below does hereby void the letter
of guarantee for the listed improvements on the above referenced project .
The one-year warranty is hereby affirmed and agreed to by ::f'aB \a.(gµ.k. D,-;.11t.IQf?1wtiu.+-
and by their subcontractors as indicated by signatures below. ·
WORK COMPLETED
'5~~i~¥ ~11..)~lf!_
~-h2.EET'~ .+. .fupewA-1/<s
Owner. r~»~k &tt~ ~~p_)
Mailing Address:. _____ _
Revised 10112/00
DATE
8(20/oee
g /20/o<c
) I
. Bf 20/ofa
Contractor: l? l't:ft"t.os .:fb,,:,..,r J rJc .
Address : ffi. 3'.?ox= 11'-I.
Bttyw , :@ ~ 7 7 $Q<C
Signature: SJfr~
/fJ -·-ob
*******i******************************************************************************************** * · . P. 01 * * TRANSACTION REPORT * * NOV-01-2006 WED 08:15 AM *
* * * DATE START RECEIVER TX TIME PAGES TYPE NOTE M~ DP *
* * * NOV-01 08: 14 AM 88232658 31 11 2 SEND OK 446 *
* * * * * TOTAL : 31S PAGES: 2 *
* * ****************************************************************************************************
Public Works
CITY OP COLLEGE STA'T'ION
al:_ ... _...... ...---..... -~-
o Admini stration
u Engineering
o Fncility Maintcn~mcc
u Plccl
o Sanitation
o Strccls/Dnlinagc
o Traffic Signals
(company name) J ...... n
This FA.Xis being sent to youfrom:_~b_~~---
This fax contains ~-f)(l~es inclu~ing the cover sheet, please call
if you didn't receive all the mfonnatwn.
Ac1ditional Comments:
CME Testing and Engineering, Inc.
1806 Welsh Avenue, Suite C
College Station, Texas 77840
(979)764-8700
BILL TO
Mr. Israel Koite
City of Co ll ege Station
P .O . Box 9960
College Station, Texas 77842
PROJECT NUMBER PROJECT
25131 Pebble Creek Subdi vision Phase 9D, 9E, 9F
ITEM DESCRIPTION CATEGORY
Tech . Labor Engi neering Technician Labor/Services Labor
Depth Check Depth Check of Cru shed Limestone Base Field Test
Material
ASTM C31 Castin g of(6" X 12") Concrete Test Cylinders Field Test
ASTM C 23 1 Air Content of Freshly Mixed Concrete Field Test
Pickup Charge Co ll ection of Co ncrete Test Cylinders from Jo b Pickup Charge
Site (9/15)
ASTM C39 Compression of (6 " X 12") Concrete Test La boratory Test
Cylinders
Tex-200-F Sieve Analysis of Fi ne and Coarse Aggregates Laboratory Test
Tex-236-F Asphalt Content by Ignition Method Laboratory Test
Tex-208-F Hveem Stability Laboratory Test
Tex-207-F Bulk Specific Gravity (Density) Laboratory Test
Tex-227-F Theoretical Maxim um Specific Gravity Laboratory Test
ASTM D 3549 Determination of thickness ofHMAC cores Labo ratory Test
ASTM D5 361 Samplin g Compacted Bituminous Mixtures fo r Field Test
Laboratory Testing (Core Drilling)
ol*-~
-y~
\ " ,·
' '--o?-'
":M
Invoice
DATE INVOICE#
10/13/2006 2092
BILLING PER IOD TERMS
911 -10/12 /06 Net 30
P .O. NUMBER
COR RE SPON DING REPORTS
102 -110
QTY/HR S RATE AMOUNT
14 32.00 448.00
16 10 .00 160.00
4 12 .00 48 .00
1 15.00 15 .00
1 40.00 40 .00
7 12.00 84 .00
1 40 .00 40.00
1 110.00 110.00
1 150 .00 150 .00
I 45 .00 45 .00
1 40 .00 40 .00
23 5.00 115.00
23 30.00 690.00
Total $1,985.00
City of College Station
Accounts Receivable
[IDaf1f1a~@ fru(g@QJJa®atra@oo
Date this reques t: \ \ I "O I ol!>
5end Invoice to:
Business : fbn:a.c~ Povi~
Attention : ___________ _
Address: P.o. enx -, lt..\
\OfyG.o , n 'J') ida
Telephone : 910, ~ °''Q, :i loDIQ
Customer ID : __________ _
Cu stome r Type: __________ _
Ch arge Date(s)
This information has been rev iewed and is hereby
recommended for billing as indicated:
t.ha1•=~) \\-~-Olp
Authoriz Sl9Mture Date Approved
Pub\ t' C. WDI 'LS
Department
~'508
Extension
Code Quantity Amount of Service Description of Services Rendered Gil Account Number
a 3''a .OO tra4-01 ~\e.1 d
l
l
l I
!
:>·
.,c_ ...... <...:
LU
~ zrs -· z -;....... ;;:
7::: ~)
0 o ·
G::
a:
(~
'>J
U ..
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I
I
I
Total $ 44 .Dn
FOR INTERDEPARTMENTAL USE ONLY
Please forward immediately to Accounts Receivable for
invo icing to customer and recording to proper accounts.
Special Billing Instructions:-----------
P..e \-ece,t oo\· 44lDl ·'$10 · L\14D
ACCOUNTING USE ONLY
Invoice Number ____ _ Period __ _
AJE/Posting Ref. ____ _
Other Ref erence ____ _
Prepared by ____ _ Date __ _
AIR Approval ____ _ D ate __ _
11/01/2006 14:29 9797646900
CME Testing and Engineering, Inc.
1806 Welsh Avenue, Suite C
College Station, Texas 77840
(979)764-8700
Bill TO
Mr. T~rael Koitc
City of College Station
P.O . Box 9960
College Srntion, Texas 77842
CMETESTING
[
PAGE 05/06
Invoice
DATE INVOICE#
7126/2006 2041
BILLING PERIOD TERMS
6/1-6130106 Net30
P.O. NUMBER
PROJECT NUMBER PROJECT CORRESPONDING REPORTS
25131 Pebble Creek Subdivision Phase 90, 9E , 9F 65-81
ITEM DESCRIPTION CATEGORY QTY/HRS RATE AM OU ITT
Tech. Labor Engineering Technicinn LaborlScrvices Labor 14.5 32.00 464 .00
ASTMD4.318 Liquid and PIMtic Limits Laboratory te." 7 22.00 154.00
ASTM D l 140 Amount of Material in Soils Finer Than No . 200 Labora.tory te:st 7 12.00 84 .00
Sieve
ASTM 0421 Dry Sieve Analysis ofSoiVT.ime Mixture (Percent Labor.otory test. 7 10.00 70 .00
Pa.ssing l 3/411 Sieve)
ASTM 0421 Dry Sieve Ant\lysiR of St>il/Limc Mixture (Percent Laboratory tt!:St 7 10.00 70 .00
Passing No . 4 Sieve)
ASTM 04972 PH of Soil~ (Method A) Laboratory test 7 15.00 105.00
A.STM 0698 Stnndard Effort Compiiction Curve Labomtory tCllt 7 I I0.00 770.00
Dcpfu Check !Xpt:h Check of Lime Trc:ltted Subgrade Depth check 17 10.00 170 .00
ASTMD2922 Field Mois1ure-Dcn~ity Ti:sts , min. 3 per trip , Field test 17 22.00 374.00
en.ch
ASThfD2922 Field Moisture.Density Tests, min. 3 per trip, Field test 61'7-o~. 2 22.00 44.00
each (retest) f;w'I ~ ASTMC31 Casti11g of (6" X 12") Concrci:e Test Cylinders Field t~t 8 12 .00 96.00
ASTM C39 Compre!sicin of(6" X 12") Concrete Test Uihoratory test I 12.00 l2.00
Cylinders
ASTM C231 Air Content ofFrc9hly Mi)(cd Concrete Field te$t 2 15.00 30.00
Pickup Charge Collection of Concrete Test Cylinder~ from Job Pickup charge 2 40 .00 80.00
Site (6124, 6128)
ASTMC 136 Sieve Analysis ofConr.;e Aggregates Laborntory test 4 40 .00 160 .00
Dl fr,~
A~~
I /-oJ--0 6
It i~ !l. plea.sure working with you! Please send pn.yment to the nbove address. Thank you!
Total $2,683 .00
City of College Station
Accounts Receivable
00011.11.aoo® OO[g@QJJa®a!fa@oo
Dat a thi s requ est: l \ -O -Dlo
5end Invoice to :
Business : ~fQ.~ fuv \~
Attention : ____________ _
Address : P.O . klo~ I l 4
~GO. n :n?.J)4o
Telephone : QJCt iaa:HoO<o
Customer ID : __________ _
Customer Type: __________ _
Charge Date(s)
This infonnation has been reviewed and is hereby
recommended for billing as indicated :
thn I 1~n Q \..ltlrt!\4] b,.)
Authoed Signature
f', bl i c.. u.:Jo-r \C. ~
Department
l 1-0 -CXp
Date Approved
'bSO%
Extension
Code Quantity Amount of Service Description of Services Rendered GIL Account Number
4 °'3'.00 '&-\-O(o t:\c..\d
I
l
I
!
I
:>·
z
~'I '"' LLl
~
(~ z -:-z
r ~J
0 o · <
I
(\
•.._/
lL
!
I
!
I
Total $ ~Koo
FOR INTERDEPARTMENTAL USE ONLY
Please forward immediately to Accounts Receivable for
invo icing to customer and recording to proper accounts.
~e.:\-e~+ OOl · 4ltl91 ·SI?. -Yl40
ACCOUNTING USE ONLY
Invoice Number ____ _ Period __ _
A.JE/Posting Ref. ____ _
Othe r Reference ____ _
Prepared by ____ _ Spe cial Billing In struction s:-----------Date __ _
AIR Approv al Date __ _
11/01/2006 14:29 9797646900 CMETESTING
•
CME Testing and Engineering , In c.
1806 Welsh Avenue , Suite C
College Station , Texas 77840
(979)764-8700
BILL TO
Mr. Israel Koitc
City of College Station
P .O. Box 9960
College Station, Tci111!1 77842
PR OJECT NUMBER PROJECT
2513 1 Pebble Crcclc. Subdivision Phase 90, 9E , 9f"
ITEM DESC RIPTION CATEGORY
Teeh . tnbor Engi neering Technician Labor/Service.ci Labor
ASTM D 1557 Modified Effort Compaction Cuivc Laboratory test
Tex-104-106 -E Liquid and PIMtic Limits Laboratory test
Tc11-l 07-E,r.2 Linear B11t Shrinkage Laboratory te.'!t
Tcx-116-E Wet Ball Mill Laboratory test
Tex-110-E Sieve Annlysis (Gr3dation) of B11sc Material Laboratory test
ASTM 02922 Field Moisture-Density Test s, min . 3 per trip , Field test
each
ASTM 02922 Field Moisturc-Oen!rity Tms, min, 3 per trip, F'ltild test
CftCh (retc5t)
ASTMC:31 Casti ng; of(6" X 12") Concrete Te:1t Cylinder' Field test
ASTMC39 Compression of (6" X I 2") Concrete Test Laboratory test
Cyli nder.i
ASTM C231 Air Content of Preshly Milled Concrete Field test
Pickup Charge Collection of Concrete Test Cy!inde!'9 from Job Pickup charge
Site (811 , 813, 8/5)
0 (_ d-vPr
5121 ~0~
( (-02-Cl
Tt is fl plcn.'l\lre worki ng with you I Plc11se ~nd payment to d'ie nbove nddre$~. Thank you !
PAGE 06/06
~lo I nvoice
DATE INVOICE#
911812006 2077
BILLING PERIO D TERMS
711-8131 106 Net30
P.O. NUMBER
COR RES PONDING RE PO RTS
82·101
QTY/HRS RATE AMOUNT
17 32.00 544.00
I 120.00 120.00
I 22 .00 22.00
1 20.00 20 .00
1 160.00 160.00
2 60.00 120.00
16 22.00 352 .00
4 22.00 88 .00
16 12.00 192.00
13 12 .00 156 .00
4 15 .00 60.00
3 40.00 120 .00
Total $1 ,9.54 .00
City of College Station
Accounts Receivable
®01111000@ rru ~@QJO ®OIJO@ OO
Date this requ est: ~ -:J-d!J
5end Invoice to:
Business : ----=e,"""'--'-fl~IJ--_______ _
Attent ion : ____________ _
Address : ____________ _
Telephon e: -------------
Customer ID : ___________ _
Cu stomer Type: ___________ _
Cha rg E Date(s)
This information has been rev iewed and is hereby
recommended for bill ing as indicated :
Authorized Signature Date Approved
Department Extension
Code Qu ant ity Amount of Service Description of Services Rendered GIL Account Number
~ a~.oo 1-a Ir°' \=\ c.\ d ("{\ d?>~ ~~1-i \t"St (:JDl-44 (p\-451 C>-414°
l \ \~.OD 1-~lD-D~ C..OOue.h \cs+ ~,·,M\e.cs OD\-4Ulol-'$1~ -L\ 1 40 I
l L\ L\O . 00 1-7-l--Oli LA Por °'---'oi\...\ Tc ~-\-OO\· 4 L\(pf -Slb-L\\41 ~
I
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0.
-~"''
't' "·' z -;..... z
1::. ~)
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a: n ·-/ ;i ..
l
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I
Total $ :l.\\.o
FOR INTERDEPARTMENTAL USE ONLY
Pleas e forw ard imm ediately to Accounts Rece ivable for
invoicing to customer and recording to proper accounts.
-Spe ci al Billing In st ruction s:-----------
ACCOUNTING USE ONLY
Invoice Number ____ _ Period
AJE!Po sting R ef. ____ _
Other Ref erence ____ _
Prepared by ____ _ Dat e __ _
AIR Approv al ____ _ Dat e __ _
CME Testing and Engineering, Inc.
1806 Welsh Avenue, Suite C
College Station , Texas 77840
(979)764-8700
BILL TO
Mr. Israel Koite
City of College Station
P .O. Box 9960
College Station , Texas 77842
Invoice
DATE INVOI CE#
7/26 /2006 2041
BILLING PERIOD TERMS
6/ 1-6/30/06 Net 30
P.O. NUMBER
PROJECT NUMBER PROJECT CORRESPONDING REPORTS
25131 Pebble Creek Subdivision Phase 9D , 9E, 9F 65-8 1
ITEM DESCRIPTION CATEGORY QTY/HRS RATE AMOUNT
Tech . Labor Engineering Technician Labor/Services Labor 14.5 32 .00 464 .00
ASTM D431 8 Liquid and Plastic Limits Laboratory test 7 22 .00 154.00
ASTM D 1140 Amount of Material in Soil s Finer Than No. 200 Laboratory test 7 12 .00 84.00
Sieve
ASTMD421 Dry Sieve Analysis of Soil/Lime Mixture (Percent Laboratory test 7 10.00 70.00
Passing I 3/4" Sieve)
ASTMD421 Dry Sieve Analysis of Soil/Lime Mixture (Percent Laboratory test 7 10.00 70.00
Passing No. 4 Sieve)
ASTM D4972 PH of Soil s (Method A) Laboratory test 7 15.00 105.00
ASTMD698 Standard Effort Comp action Curve Laboratory test 7 110.00 770.00
Depth Check Depth Check of Lime Treated Sub grade Depth check 17 10 .00 170.00
ASTMD2922 Field Moi sture-Density Tests, min . 3 per trip, Field test 17 22 .00 374.00
each
ASTMD2922 Field Moi sture-Density Tests, min . 3 per trip, Field test 2 22.00 44.00
each (retest)
ASTMC31 Casting of (6" X 12") Concrete Test Cylinders Field test 8 12.00 96.00
ASTMC39 Compression of(6" X 12") Concrete Test Laboratory test 1 12 .00 12 .00
Cylinders
ASTM C 231 Al~·Content of Freshly Mixed Concrete Field test 2 15 .00 30.00
Pickup Charge Collection of Concrete Test Cylind ers from Job Pickup charge 2 40.00 80.00
Site (6 /24, 6/28)
ASTMC 136 Sieve Analysis of Coarse Aggregates Laboratory test 4 40 .00 160 .00
~
C;'\Y P~Y
( ,f ' "') -~ 12c) ~\ C"'-'t. +l ' ~+ .._ -+P lf (/ -to (.P>i\-\-r,,<.. Tt .r
or~ rj-D p~
<~]) ~t.( \ . l~ r ·,t.-A.. v
b /" [.,,') -\ -C
0
It is a pleasure working with you! Please send payment to the above address. Th ank you!
Total $2,683.00
City of College Station
Accounts Receivable
IIDD 11.11.a 00@ rru ~@l!JJ D®DIJD@!M
Date this request: §? -=i-d.o
5end Invoice to:
Business: ---='°~P...1I..._____;::---"---__::_-"----'---'--'-
Attention: -----~~-~-1---~
Address: P .0 2)0{, 71 \ lt .
~<lo'·\\{ f)f'l'6Cl.I
\ I
Extension v
Amount Description of Services Rendered GA... Account Number
O:a .oo
\~.OD
\:°\ ~\ d ('(\ ~~ {X.r)i ~ Tt" st <.::>o\ · L\ 4 ~ \ · 45 -rc,·4 t4 °
~uili -re:<:>+ Ct..(t.mc\e.cs t?o\· lfU~l· '$•?, -L\ 1 4o
LA Por<A..~ Tc~-\-oo\· 4 L\<ol · S,b-4\4
Please f0rward immediately to 'Accounts 'Receivable fo r'
invoicing to customer and recording to proper accounts. Invoice Number -~-'--'--
AJE/Posting Ref. -~....::........C-
Other-Referance --~-
Prepared by --'---'-----"--
AIR Approval ---'-'-----
Date --'--'---
Date ---'-'---
,.
J
CME Testing and Engineering, Inc.
1806 Welsh Avenue, Suite C
College Station , Texas 77840
(979)764-8700
BILL TO
Mr. Israel Koite
City of College Station
P .0. Box 9960
College Station, Texas 77842
PROJECT NUMBER PROJECT
25131
ITEM
Tech . Labor
ASTM D4318
ASTM D 1140
ASTMD421
ASTMD421
ASTM D4972
ASTMD698
Depth Check
ASTMD2922
ASTMD2922
ASTMC31
ASTMC39
ASTM C231
Pickup Charge
Pebble Creek Subdivision Phase 90, 9E, 9F
DESCRIPTION
Engineering Technician Labor/Services
Liquid and Plastic Limits
Amount of Material in Soil s Finer Than No. 200
Sieve
Dry Sieve Analysis of Soil/Lime Mixture (Percent
Passing I 3/4" Sieve)
Dry Sieve Analysis of Soil/Lime Mixture (Percent
Passing No . 4 Sieve)
PH of Soil s (Method A)
Standard Effort Compaction Curve
Depth Check of Lime Treated Subgrade
Field Moi sture-Density Tests, min . 3 per trip,
each
Field Moi sture-Den sity Tests, min . 3 per trip,
each (retest)
Casting of(6" X 12") Concrete Test Cylinders
Compression of (6" X 12") Concrete Test
Cylinders
Atr Content of Freshly Mixed Concrete
Collection of Concrete Test Cylinders from Job
Site (6 /24 , 6/28)
Sieve Anal ysis of Coarse Aggregates
CATEGORY
Labor
Laboratory test
Laboratory test
Laboratory test
Laboratory tes t
Laboratory test
Laboratory test
Depth check
Field test
Field tes t
Field test
Laboratory test
Field test
Pickup charge
Laboratory test
It is a pleasure working with you! Please send payment to the above address. Thank you!
Invoice
DATE INVOICE#
7/26/2006 204 1
BILLING PERIOD TERMS
6/ I -6/30/06 Net 30
P .O. NUMBER
CORRESPONDING REPORTS
65-8 1
QTY/HRS RATE AMOUNT
14 .5 32.00 464 .00
7 22 .00 154.00
7 12 .00 84.00
7 10 .00 70.00
7 10.00 70 .00
7 15 .00 105.00
7 110 .00 770.00
17 10.00 170.00
17 22 .00 374.00
2 22.00 44.00
8 12.00 96.00
I 12 .00 12.00
2 15 .00 30.00
2 40.00 80.00
4 40.00 160 .00
Total $2,683.00
CITY OF COLLEGE STAT ION
CITY INFRASTRUCTURE
INSPECTION NOTICE
Pla nning & Devel.opmen t Se rvices
Date: 07/18/05
To: L8J Bob Mosley ( 2 )
D Diane Broadhurst ( 0 )
From: Deborah Grace
RE : Pebble Creek Phase 9D
Location : Congressional and Pebble Creek Parkway
L8J Public Water Lines/Fire Hydrants
L8J Public Sanitary Sewer
L8J Public Storm Sewer
L8J Public Streets
D Public Detention Facility
D Driveway Connection to Public Street
D Private Construction within easement
D No Inspection Required
Comments :
p :\group\htltr\pzltr\prod\pz2005\p0011489 .doc
1:8:] Engineer's Estimates Attached
L8J Construction Plans Attached
D Site Plan Attached
o ____ _
DEVELOPMENT PERMIT
PERMIT NO. 05-05
CITY OF COLLEGE STATION
Pla.nn-it;g ~ ~/Qpmen.t &rvi~t!
FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA
RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
Pebble Creek Subdivision
Phase 9D
All Lots
DATE OF ISSUE: 07/18/05
OWNER:
Pebble Creek Development Co -Davis Young
4500 Pebbel Creek Parkway
SITE ADDRESS:
Congressional and Pebble Creek Parkway
DRAINAGE BASIN:
Alum Creek
VALID FOR 9 MONTHS
CONTRACTOR:
College Station, Texas 77845
TYPE OF DEVELOPMENT: Full Development Permit
SPECIAL CONDITIONS:
All construction must be in compliance with the approved construction plans
All trees required to be protected as part of the landscape plan must be completely barricaded in accordance with Section
7.5.E., Landscape/Streetscape Plan Requirements of the City's Unified Development Ordinance, prior to any operations of
this permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and
required to remain is strictly prohibited . The disposal of any waste material such as , but not limited to, paint, oil, solvents,
asphalt, concrete, mortar, or other harmful liquids or materials within the drip line of any tree required to remain is also
prohibited .
****TCEQ PHASE II RULES IN EFFECT****
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 . If it is determined the prescribed erosion control measures are ineffective to retain all sediment onsite, it is the
contractors responsibility to implement measures that will meet C ity, State and Federal requirements . The Owner and/or
Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any
silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any
disturbed vegetation be returned to its original condition, placement and state. The Owner and/or Contractor shall be
responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment
as well as erosion , siltation or sedimentation resulting from the permitted work.
In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure
that debris from construction, erosion, and sedimentation shall not be deposited in city streets , or existing drainage
facilities .
I hereby grant this permit for development of an area outside the special flood hazard area . All development shall be in
accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit
application for the above named project and all of the codes and ordinances of the City of College Station that apply.
Date
Owner/ AgenUContractor Date
Client: Mr. Israel Koite
City of College Station
P .O. Box 9960
CME Testing and Engineering, Inc.
1806 Welsh A venue, Suite C
College Station, Texas 77840
(979) 764-8700 Fax (979) 764-6900
Report Date:
Project No.:
Report No.:
9/15 /06
25131
106
College Station, Texas 77842 Technician:
Arrival Time :
Juan Vasquez
10 :30 AM
Time Charged:
Requested By:
1.5 Hours
Israel Koite
(City of C.S.)
PROJECT: PEBBLE CREEK SUBDIVISION PHASE 9D, 9E & 9F
~~~~~~~~~~~~~~~~~~
CONCRETE OBSERVATION REPORT
Date Sampled: September 14, 2006
No. of Sets Cast: 1 of 1
Sample Represents : Sidewalk for Ballybunion Lane at Station 81 +00 , Left of Centerline
Required Compressive Strength at 28 Days, (psi): 3,000
LABORATORY TEST DATA
Sample
Identification No.
Date
Tested
Age Cross-sectional Maximum Compressive
(Da s) Area (in2
.) Load (lbf.) Strength (psi.)
~~--~~~-----~--~__,....__....___._-t
PCS 45
PCS 46
PCS 47
PCS 48
09 121106
10 /12/06
10/12/06
7
28
28
Reserve
28.27
28.27
28.27
28.27
Note: Some information on this report provided by others . Testing and reporting was conducted in general accordance
with the following applicable ASTM methods: C 31 , C 39 , C 138 , C 143, C 231 , & C 1064 .
FIELD TEST DATA
Supplier:
Truck No.:
Ticket No .:
Mix No.:
Accumulated Yards:
Weather:
Remarks:
Field Contact:
Copies To:
Young Ready Mix
37
217207
30NGC30M
10
Partly Cloudy
Time Batched:
Time Sampled:
Concrete Temp , (°F):
Ambient Temp, (°F):
Slump (in.):
10:05 AM
11:02 AM
89
90
5.75
Air Content,(%):
Unit Weight, (pct):
Sample Type:
Sample Size :
Water Added on Site , (gal):
ND -Not Determined; NP -Not Provided; NA -Not Applicable
Mr. Jim Wade (Brazos Paving, Inc.) was informed of field test results.
Mr. Billy Prewitt, Brazos Paving, Inc.
Mr. Mike McClure, McClure & Browne Engineering/Surveying, Inc .
CME Testing and Engineering, Inc.
6.0
ND
Cylinder
6 in. dia.
0
Client: Mr. Israel Koite
City of College Station
P.O. Box 9960
CME Testing and Engineering, Inc.
1806 Welsh A venue, Suite C
College Station, Texas 77840
(979) 764-8700 Fax (979) 764-6900
Report Date:
Project No.:
Report No.:
9/21 /06
25131
107
College Station, Texas 77842 Technician: Juan Vasquez
PROJECT: PEBBLE CREEK SUBDMSION PHASE 9D, 9E & 9F
CONCRETE COMPRESSIVE STRENGTH TEST REPORT
Date Sampled:
No. of Sets Cast:
September 14, 2006
1of1
Sample Represents: Sidewalk for Ballybunion Lane at Station 81 +00, Left of Centerline
Required Compressive Strength at 28 Days, (psi): 3,000
LABORATORY TEST DATA
Sample Date Age Cross-sectional Maximum
Identification No. Tested (Days) Area (in2 .) Load (lbf.)
PCS 45 09/21/06 7 28 .27 70,670
PCS 46 10/12/06 28 28.27
PCS 47 10/12/06 28 28 .27
PCS 48 -----Reserve 28 .27
Compressive
Strength (psi.)
2,500
Note: Some information on this report provided by others . Testing and reporting was conducted in general accordance
with the following applicable ASTM methods: C 31 , C 39 , C 138, C 143, C 231, & C 1064.
FIELD TEST DATA
Supplier: Young Ready Mix Time Batched: 10:05 AM Air Content,(%):
Truck No.: 37 Time Sampled: 11:02 AM Unit Weight, (pct):
Ticket No.: 217207 Concrete Temp, (°F): 89 Sample Type:
Mix No.: 30NGC30M Ambient Temp, (°F): 90 Sample Size :
Accumulated Yards: 10 Slump (in.): 5 .75 Water Added on Site, (gal):
Weather: Partly Cloudy
Remarks: ND -Not Determined; NP -Not Provided; NA-Not Applicable
Field Contact: Mr. Jim Wade (Brazos Paving, Inc.) was informed of field test results.
Copies To: Mr. Billy Prewitt, Brazos Paving, Inc.
Mr. Mike McClure, McClure & Browne Engineering/Surveying, Inc.
CME Testing and Engineering, Inc.
6.0
ND
Cylinder
6 in. dia.
0
10/13/2006 14:35 9797646900
1806 Welsh Avenue, Suite C
College Station , Texas n840
Phone : 979.764 .8700
Fax 979.764.6900
To: Israel Koite
City of College Station
Fmo 979-764-3489
Phonr. 979-777-6871
CMETESTING
From: Paul Evans
Pages: 6 (Including Cover Sheet)
Datei 10/13/06
Pebble Creek Subdivision Phase 90, 9E &C~ Mr. Billy Prewitt, Brazos Paving, Inc.
9F
Project No. 25131
Report Nos. 108-109
D Urgant Ill For Review Cl Pleas• Comment D Please Reply
• C011H1•nts1e Call me at 764-8700 if you have any questions.
PAGE 01/0 6
10/13/2006 14:35 9797646900
Clie.ut: Mr. Israel Koite
City of College Station
P.O. Box 9960
College Station , Texas 7784i
CME TESTING
CME Testing and Engineering, lttc.
1806 Welsh Avenue, Suite C
College Station, Texas 77840
(979) 764-8700 Fax (979) 764 -6900
PROJECT: PEBBLE CREEK SUBDMSION PHASE 9D, 9E & 9F
T\le8day, September 26, 2006
Report Date :
Project No.:
Report No.:
PAGE 02 /06
9/26/06
2513 1
108
At the request of Mr. Israel Koite with City of College Station, Mr. Juan Vasquez and Mr . Eric Miller of CME Testing and
Engineering, Inc. traveled to the project site referred to as "Pebble Creek Subdivision Phase 9D , 9E & 9F" in College Station ,
Texas. Messrs. Vasquez and Miller arrived o.n site at 8:00 a.m . on Tuesday, September 26 , 2006 to obtain nin.eteen (19)
HMAC pavement cores from the constructed pavement sections of the Pebble Creek Subdivision Phase 9D & 9F. All of the
core locations were selected by Mr. Koitc . The HMAC cores were collected in general accordance with ASTM D 5361.
Each core sample was measured for thickness in accordance with ASTM D 3549 . The results of the thickness m.ea.surem.ents
arc presented in the accompanying Tablc: 1 of this report .
Time Charge : Juan Vasquez-3.0 Hours
Eric Miller-3.0 Hours
Copies To : Mr. Billy Prewitt , Brazos Paving, In c.
Mr. Mike McClure, McClure & Brown.e Engineering/Surveying, Inc .
CME Testing and Engineering, Inc.
-· _ _!0/13/2006 14: 35 9797646900 CMETESTING
.... .. .. .... .. . ...... Jilli.... . ........ J ... . . ..... L . ..... JJ ...... .Ji.. . dY ...
CME TESTING ANC> ENGINEERING INC.
Pebbfo Creek Subdivision Phase 90, 9E & 9F
Report No . l 08 -HMAC Core Te.~ting
September 26 , 2006
TABLE 1. RESULTS OF HM4C CORE THICKNESS MEASUREMENTS
CORE SJ;lECJMEN LOCATION AVG. SPECIMEN THICKNESS fin.) 1•2
Ballybunion Lane
Station 8o+50 , 6' Left of Centerline 2 .35
Station 82+50 , 4' Right of Center.line 2.15
Station 85+50, S' Left of Centerline 1.85
Station 87+50, 6' Right of Centerlin.e 2.15
Ballybunion Court
Station 89+50, 6' Left of Centerline 2.50
Station 91+50 , 7' Right of CenterHne 2.00
Station 93+50, 6' Left of Centerline 2.15
Station 94+50, 8' Right of Centerline 1.90
St. Andrews Drive
Station 55+50 , 10 ' Right of Centerline 2.35
Station 57+50 , 8 ' Left of Centerline l.35
Station 59+50 , 4' Right of Centerline 1.85
Station 61+50, 9' Left of Centerline 2.60
Cascades Drive
Station 18+75, 9' Left of Centerline 2.05
Station 2o+75, 10' Right of Centerline 2.30
Station 22+75 , 5' Left of Centerline 2.J.5
Station 24+75, 7' Right of Centerline 2.35
2
PAGE 03/06 ..
9797646900 CMETESTING PAGE 04 /06
.... .1.. .. .... J .... J . .. ... .!... t!M. . .. A . ............ .............. ...... ..:. .. ........ !... ....... .1.. ............. .
CME TESTING AND ENGINEERING INC.
Pebble Creek Subdivfaion Pba.~ 9D , 9E & 9F
Report No. l 08 -HMAC Core Testing
§evtember 26, 2006 "'
TABLE I. fCONTINUED> RESULTS OFHMAC CORE THICKNESSM)1ASUREMENTS
CORE SPEC1MEN LOCATION AVG. SPECIMEN TBICl{NESS <in.) t,z
Cascades Court
Station :2.6+75 , 6' Left of Centerline 2.00
Station 28+75 , 8' Right of Centerline l.65
Station 29+75 ) 2' Left of Centerline 1.75
Notes:
1. Average specimen thickness was detennined using calipers as specified in ASTM D 3549 .
2. Per project plans and specification m1nimum of 1.5 in.ches of HM.AC.
3
...... ..:
10/13/2006 14:35 9797646900
Client: Mr. Israel Koite
City of College Station
P.O. Box 9960
College Statiot1 , Texas 77842
CMETESTING
CME Testing and Engineering, l11c.
1806 Welsh Avenue, Suite C
College Station, Texas 77840
(979) 764-8700 Fax (979) 764-6900
PROJECT: PEBBLE CREEK SUBDMSION PHASE 9D, 9E & 9F
Wednesday, September 27, 2006
Report Date:
Project No .:
Report No.:
PAGE 05/06
9/27/06
25131
109
At the request of Mr. Israel :r<oitc with City of College Station, Mr. Juan Vasquez and Mr. Blake Disher of CME Testing and
Engineering, Inc. traveled to the project site refened to as "Pebble Creek Subdivision Phase 9D, 9E & 9F" in. College Station,
Texas. Messrs. Vasquez and Disher arrived on site at 3:30 p.m. 011 Wednesday, September 27, 2006 to obtain four (4) HMAC
pavement cores from the constructed pavement sections of the Pebble Creek Subdivision Phase 9D & 9F. All of the core
locations were selected by Mr. Koite. The HMAC cores were collected in general accordance with ASTM D 5361. Each
core sample was measured for thickness in accordance with ASTM D 3549 . The results of the thickness measurements are
presented in the accompanying Table 1 of this report .
Tim .c: Charge : .Tuan Vasquer.: -1.5 Hours
Blake Disher -1.5 Hours
Copies To: Mr. Billy Prewitt, Brazos Paving , Inc.
Mr. Mike McClure ., McClure & Browne Engineering/Surveying, Inc.
CME Testing and Engineering, Inc.
10 /13/2006 14:35 9797646900 CMETESTING
• ..... . ...... J.. . ...... ...4 ..... . ...... LL ......... J. ..... A . . ........ _L . L ..
CME TESTING AND ENGINEERING INC.
Pebble Creek Subdivision Phase 9D, 9.E & 9F
Report No. 109 -HMAC Core Testing
September 27, 2.006
TABLE I. RESULTS OF HMAC CQRE THIC](NESS MEAS.UR£MENTS
CQRE SPECIMEN LOCATION AyG. SPECIMEN TffiCJ<NESS Cfn,l t,z
St. Andrews Drive
Station 56+50 , 8' Left of Centerline 1.55
Station 57+50 , 8' Right of Centerline 1.75
Statlon 57+50, 3' Left of Centerline l.35
Station 58+5 0, 8' Left of Centerline 1.80
Notes:
1. Average specimen tbl.clo.1ess was detennined using calipers as specified in ASTM D 3549.
2. Per project plans and specification minimum of 1.5 inches of HMAC.
PAGE 06 /06
.......... J .JJI..
'06/27/2006 13:38 9797646900
1806 Welsh Avenue, Suite C
College Station , Texas n840
Phone: 979 . 764 .8700
Fax 979.764 .6900
To: Israe l Koite
City of College Station
CMETESTING PAGE 01/04
From = Pau l Evans
Fax: 979-764--3489 Pages: 4 (Including Cover Sheet)
Phonel 979-777-6871 Datr. 6127/06
Re: Pebble Creek SubdMsion Phase 90, 9E & cc:
9F
Project No. 25131
Report No . 78
0 U.,,ent 12!1 For Review D Pleas@ Comment 0 Plea•• R~
• ~ants: Call me at 76~700 if you have any questions.
D Please Recyde
\ 06/27/2006 13:38 9797646900
Client: Mr. Israel Koitc
Ci1y of College Station
P.O . Box 9960
College Station, Texas 77842
CMETESTING
CME Tesdng and Engi11eel'ing, Inc.
I 806 Welsh A venue , Suite C
College Stafon, Texas 77840
(979) 764~8700 Fax (979) 764-6900
PROJECT: PEBBLE CREEK SUBDMSION PHASE 9D, 9E & 9F
l\1onday,June26,2006
Report Date:
Project No .:
Report No.:
PAGE 02/04
6/27/06
25131
78
At the request of Mr. Israel Koite of the City of College Station , Mr. Juan Vasquez of CME Testing and Engineering, Inc .
(CME) obtained two bulk samples of coarse aggregates on Monday, June 26, 2006 for laboratory analysis . The aggregate
samples were obtained from stockpiles at Young Contractors ' material yard located off of Highway 21 in Bryan, Texas . A
sieve analysis was performed on each of the samples to evaluate compliance with ASTM C 33 gradation specification at the
request of Mr . Koitc. The samples were tested in general accordance with ASTM Method C 136 . The .results of the
laboratory analys is are presented on pages 2 and 3 .
Time Charge: Juan Vasquez -1.5 Hours
Copies To : Mr. Kent Dalsing, Brazos Paving, Inc.
Mr. Mike McClure , McClure & Browne Engineering/Surveying, lt1c .
CME Testing and Enginee1ing, Inc .
\ 06/2 7/2006 1 3:38 97 976 469 00 CMETE STI NG PA GE 03/04
·--·--•--.. •---········ .--lll. __ llll .... lll __ .111 .... 111 ..... 111 .... 111 .... 1111 ..... 111 .... 111 .. ••1!1!11 .. 11.1111!1 .....•..... l!l!l ..... 1!!1! .... 11!1. .... •. lmlll!I. __ !!!! .... 1!!1! ..... 1!!1! ..... lll!l ..... ~ .... ~ ..... l!llll! •... 11111!_ ... !l!l ..... !'!'l .... ll!I., ~ .. -1!11!!1!1!! ................... , ........... ·.· ... .44. ··-··· ......... .¥ ........................................ ,. ···················· ........... .
CME TESTING AN[) ENGINEERING INC .
Pebb le Creel< Subdivision Phase 9D , 9E & 9F
Report No. 78 -Lllboratory Test Results
June 27, 2006
Lab No.:
Mn terinl Description :
Material Source:
Material Locati on:
33 6
Coarse Aggregate "Hanson -Pea Gravel"
Young Contr8ctors Inc.'s Material Yard
Sto ckpile
Coarse Aggregate (Requirements for Coarse Aggregates , "Standard Spec ifications for Concrete Aggregates", ASTM C 33)
SIEVE SIZE
(U. S. Standard Size)
1/2 "
3/8"
No.4
No.8
No. 16
PERCENT
PASSING,%
100
100
84
3
COARSE AGGREGATE
SIZE NO. 8 REQUlREMENTS
PERCENT PASSING,%
100
85 to 100
10 to 30
Oto 10
0 to 5
2
COMMENT OR
OBSERVATION
Meets specification .
Meets soecification .
Does not meet St>Ccification.
Does not meet specification .
Meets specification.
. \ 06 /2 7/2006 1 3 :38 97976469 00 CMETE STI NG PAGE 04/0 4
#P ... A ....... JI ................................................. 442... ..
CME TESTING AND ENGINEERING INC .
Pebble Creek Subdivision Pbase 9D , 9E & 9F
Report No . 78 -Laboratory Tc..'lt Re..<rults
June 27 , 2006
Lab No .:
Material. Description :
Material Source :
Material Location:
337
Coarse Aggregate "Scamardo • .Pen Grave l"
Young Contractors Inc .' s Material Yard
St.ockpile
Coarse Aggregate (Requirements for Coarse Aggregates , "Standard Specifications for Concrete Aggregates", ASTM C 33)
SIEVE SIZE PER CENT COA~SE AGGREGATE COMMENT OR
(U.S. Standard Size) PASSING,% SIZE NO. 8 REQ UIREMENTS OBSERVATION
PERCENT PASSING,%
1./2" 100 100 Meet s snec ifi cation.
3/8" 99 85 to 100 Meets soccification .
No.4 20 10 to 30 Meets suecifi.cation .
No . 8 3 Oto 10 Meets soecification.
No . 16 1 0 to 5 Meets snecification .
3
06/26/2006 14:05
'
9797646900
1806 Welsh Avenue , Suite C
College Station, Texas 77840
Phone: 979 .764.8700
Fax 979.764.6900
Israel Korte
City of College Station
CME TESTING PAGE 01/04
From: Paul Evans
FaJCI 979-764-3489 P .. er. 4 (Including Cover Sheet)
Date: 6/26/06
Re: Pebble Creek Subdivision Phase 90, SE: & CC:
9F
Project No. 25131
Report Nos. 76-n
c Urgent IE! For Review 0 Please Comment 0 Please Reply
• Comments: Call me at 764-8700 if you have any questions .
D Pleaso R9C:Jcle
06/26/2006 14:05 9797646900
\
Client: Mr . Israel Koite
City of College Station
P.O. Bo~ 9960
College StatJ.oll , Texas 77842
CMETESTING
CME Testing a11.d E11gineering, Inc.
1806 Welsh Avenue, Suite C
College Station, Texas 77840
(979) 764-8700 Fax (979) 764-6900
PROJECT: PEBBLE CREEK SUBDIVISION PHASE 9D, 9E & 9F
Friday, .June 23, 2006
Report Date:
Project No.:
Report No .:
PAGE 02/04
6/26/06
25131
76
At the request of Mr . Israel Koi.te of the City of College Station, Mr. Juan Vasquez of CME Testing and Engineering, Inc. traveled
to the site of the ~ject referred to as "Pebble Creek Subdivision. Phase 9D, 9E & 9F' in College Station, Texas. Mr. Vasquez
arrived at the project site at 10:.50 a.m . on Friday, June 23, 2003 to cast one set of four concrete test cylinders for laboratory
compressive strength determination . The results of the field observations relative to the concrete activities are presented. in Report
No . 77.
In addition to and at the request of Mr . Koite, Mr. Vasquez also transported a sample of the freshly mixed concrete to
GME's office for laboratory analysis. A sieve analysis of the fresh concrete was petfonned to evaluate compliance with
ASTM C 33 gradation specification at the reque..cit of Mr. Ko it.e . The sample was tested in general accordance with ASTM
Me th od C 136. The results of the laboratory analysis are pre sented on page 2.
Time Charge: Juan V a.squez -l .5 Holll'S
Copies To: Mr. Kent Dalsing, Brazos Paving, Inc.
Mr. Mike McClure , McClure & Browne Engineering/Surveying, Inc.
CME Testing and Engineering, Inc.
_b?/6.__j=---
06 /26/2006 14:05 979764690 0 CMETESTI NG PAGE 03 /04
\
.¢ ..... bl ' ................... "' ' ......................... ' ............... '" ' ....................... "' .............. ..!¥.'' a
CME TESTING AN[) ENGINEERING INC .
Pebble Creek Subdivi sion Pha~e 90, 9E & 9F
Rep ort No . 76-1.Miomtory Test Resu~
Jutte 26, 2006
Lab No.: 328
Material Description : Fresh Concrete Curb Mix No. 30C6140M
Sample Represents: Curb and Gutter fur Cascades Court at Station 27+-00 , Left ofCenterli.ne
Coarse Aggregate (Requirements for Coarse Aggregates , "StllD.dard Specifications for Concrete Aggregates '', ASTM C 33)
SIEVE SIZE PERCENT COARSE AGGREGATE COMMENT OR
(U. S. Stnnditrd Size) PASSING,% SlZE NO• 8 REQUIREMENTS OBSERVATION
PERCENT PASSING, %
1/2" lOO 100 Meets soecitic ation ..
3/8" 100 85 to JOO Meets soecification.
No.4 86 lOto 30 Does not meet snecification.
No .8 19 0 to 10 Does not .tJJ.eet snecification .
No.16 0 0 to 5 Meets snecification.
2
06/26/2006 14:05 9797646900 CMETESTING PAGE 04 /04
Client: Mr. Tsrael Kojte
City of College Station
P.O. Box 9960
CME Testing and Engineering, Inc.
1806 Welsh A venue, Suite C
College Station~ Texas 77840
(979) 764-8700 Fax (979) 764-6900
Report Date:
Project No.:
Report No.:
6/24/06
25131
77
College Station, Texas 77842 Technician: Juan Vasque?;
PROJECT: PEBBLE CREEK SUBDMSION PHASE 9D, 9E & 9F
CO~CRETE OBSERV ATIONREPORT
Date: Sampled:
No. of Sets Cast:
June 23 , 2006
1of1
Sample Represents: Curb and Gutt.er for Cascades Court at Station 27+00, Left of Centerline
Required Compressive Strength at 28 Days, (psi): 3,000
LABORATORY TEST DATA
Sample Date Age Cross~sectional Maximum Compressive
Arca (in2.) Identification No. Tested Load lbf. Stren h si.
PCS 21 06/30/06 7 28.27
PCS 22 07/21106 28 28.27
PCS 23 07/21/06 28 28.27
PCS 24 Reserve 28.27
Note: Some information on thi~ report provided by others . Testi.ng and reporting was conducted in general accordance
with the following applicable ASTM methods: C 31 , C 39, C 138 , C 143, C 231 , & C 1064.
FJELD TEST DAT A
Supplier:
Truck No.:
Ticket No.:
Mix No.:
Accumulated Yards:
Weather:
Remarks:
Field Contact:
Copies To:
Young Ready Mix
28
214842
30C6140M
50
Partly Cloudy
Time Batched:
Time Sampled:
Concrete Temp, (°F):
Ambient Temp, ("F):
Slump (in.):
9:55AM
11:20 AM
90
94
1.5
Air Content,(%):
Unit Weight, (pcf):
Sample Type:
Sample Size:
Water Added on Site, (gal):
ND -Not Detcnnined; NP-Not Provided; NA-Not Applicable
Mr. Israel Koite (City of College Station) was infonncd of field test .results.
Mr. Kent Dalsing, Brazos Paving, Inc.
Mr. Mike McClure, McClure & Browne Engineering/Surveying, Inc.
CME Testing and En~.ccring, Inc .
4.0
ND
Cylinder
6 in. dia.
8
:..
06/2 8/2006 09:42 9 79764690 0
To:
1806 Welsh Avenue, Su ite C
College Station , Texas 77840
Phone : 979. 764 .8700
Fax 979.764 .6900
Israel Kolte
City of College Station
Fax; 979-764-3489
Phone: 979-777-6871
CMETESTI NG PA GE 01/04
CME r~TIN ;r··.::im~~~g ~ INC.
18ll6WajqH·,,.. . •:,.Sut'l'EC • <.."OJ..tEGUTATIOi:i'~~7~1t ''·l 'l'l !I. 764.8700 • .\lAX 97 ~.7M.\\\IOO '~h/
From: Pa ul Evans
P89M= 4 (Including Cover Sheet)
Dale: 6/28106
Re: Pebble Creek Subdivision Phase 90, 9E & 9F CC:
Project No. 25131
Report Nos . 79--80
Cl Urgent im For Review D Please Comment D Please Reply
• Commaitts' Call me at 764-8700 if you have any questions .
0 Pl..-Recycle
06/28/2006 09:42 9797646900 CMETESTING PAGE 03/04
.................... XII! ................... . ..... !. ......... . .......................................... .!..
CME TESTING AND ENGINEERING INC .
Pebble Creek Subdivision Phase 9D , 9E & 9F
Report No. 79 -Laboratory Test Results
Juue 28 , 2006
Lab No.: 342
Material Description : Fresh Concrete Curb Mi.x No. 30C6140M
Sample Represents: Curb and Gutter for Ballybunion Court at St3.tion 91+00 , Right of Centerline
Coarse Aggregate (Requimncnts for Coarse AgiJ'egates, "Standard Specifications for Concrete Aggregates", ASTM C 33)
SIEVE SIZE PERCENT COARSE AGGREGATE COMMENT OR
(U. S. Standard Si7.e) PASSING, 0/n SIZE NO. 8 REQUIREMENTS OBSERVATION
PERCENT PASSING,%
1/2" 100 100 Meets soeci.:fication.
3/8" 100 85 to 100 Meets soecification.
No. 4 47 10 to 30 Does not meet .imecification.
No. 8 11 0 to lO Does not meet snecification.
No.16 l 0 to S Meets snccification.
2
06 /28/2006 09:42 9797646900 CMETE STI NG PAGE 04/04
( . ' ..
Client: Mr. Israel Koitc
City of College Stati.on
P.O. Box 9960
CME Testi.ng and Engineering, Inc.
1806 Wolsh Avenue , Suite C
College Station, Texas 77840
(979) 764-8700 Fax (979) 764-6900
Report Date:
Project No .:
Report No.:
6/28/06
25131
80
College Station, Texas 77842 Technician: Jimmy Ledford
PROJECT: PEBBLE CREEK SUBDMSION PHASE 9D, 9E & 9F
CON.CRETE OBSERVATION REPORT
Date Samp led:
No. of Sets Cast:
June 27, 2006
1 of 1
Sample Represents: Curb and Gutter for Ballybun.ion Court at Station 91 +oO, Right of Centerline
Required Compressive Strength at 28 Days, (psi): 3,000
LABORATORY TEST DATA
Sample Date Age Cross-sectional Maximum Compressive
Area (in2.) Identification No. Tested Load lbf. Strcn h si.
PCS 25 07 104106 7 28.27
PCS 26 07/25/06 28 28.2 7
PCS 27 07 /25/06 28 28.27
PCS 28 Reserve 28 .27
Not.e : Some infonnation on this report provided by others. Testing and repo.rti:n.g was conducted in general accordance
with the following applicable ASTM methods: C 31 , C 39, C 138 , C 143 , C 231 , & C 1064 .
FIELD TEST DATA
Supplier: Young Ready Mix Time Batched: Jl:31 AM Air Content ,(%):
Truck No.: 45 Time Sampled : 1:28 PM UnH Weight, {pcf):
Ticket No .: 215000 Concrete Temp , (°F): 91 Sample Type :
Mix No .: 30C6140M Ambient Temp , (°F): 94 Sample Size :
Accumulated Yards : 80 Slump (in.): 1.0 Water Added on Sii:c, (gal):
Weather : Clear
Remarks : ND -Not Detemtin.ed.; NP -Not Provided ; NA -Not Applicable
Field Contact : Mr. Ilias Castaneda (Brazos Paving, Inc .) was informed of fi eld test: resu lts .
Copies To : Mr. Kent Dalsing, Brazos Paving , Inc .
Mr. Mike McClure, McClure & Browne Engineering/Surveyin.g , Inc .
CME Tcstiug and Engineeri.n.g , Inc.
2 .6
ND
Cyli nder
6 .i.n . dia.
0
Client: Mr. Israel Koite
City of College Station
P.O. Box 9960
College Station, Texas 77842
CME Testing and Engineering, Inc.
1806 Welsh A venue, Suite C
College Station, Texas 77840
(979) 764-8700 Fax (979) 764-6900
PROJECT: PEBBLE CREEK SUBDIVISION PHASE 9D, 9E & 9F
Tuesday, September 26, 2006
Report Date:
Project No.:
Report No.:
9126106
25131
108
At the request of Mr. Israel Koite with City of College Station, Mr. Juan Vasquez and Mr. Eric Miller of CME Testing and
Engineering, Inc. traveled to the project site referred to as "Pebble Creek Subdivision Phase 9D, 9E & 9F" in College Station,
Texas. Messrs. Vasquez and Miller arrived on site at 8:00 a.m. on Tuesday, September 26, 2006 to obtain nineteen (19)
HMAC pavement cores from the constructed pavement sections of the Pebble Creek Subdivision Phase 9D & 9F. All of the
core locations were selected by Mr. Koite. The HMAC cores were collected in general accordance with ASTM D 5361.
Each core sample was measured for thickness in accordance with ASTM D 3549. The results of the thickness measurements
are presented in the accompanying Table 1 of this report.
Time Charge: Juan Vasquez -3.0 Hours
Eric Miller-3.0 Hours
Copies To: Mr. Billy Prewitt, Brazos Paving, Inc.
Mr. Mike McClure, McClure & Browne Engineering/Surveying, Inc.
CME Testing and Engineering, Inc.
CME TESTING AND ENGINEERING INC.
·----~ 5ST7KWI WE J $ CT --TE 3
•
Pebble Creek Subdivision Phase 9D, 9E & 9F
Report No. 108 -HMAC Core Testing
September 26 , 2006
·g T777
TABLE 1. RESULTS OF HMAC CORE THICKNESS MEASUREMENTS
r -r I F
CORE SPECIMEN LOCATION A VG. SPECIMEN TIDCKNESS (in.) 1•2
Ballybunion Lane
Station 80+50, 6' Left of Centerline 2.35
Station 82+50, 4' Right of Centerline 2.15
Station 85+50, 5 ' Left of Centerline 1.85
Station 87+50, 6' Right of Centerline 2.15
Ballybunion Court
Station 89+50, 6' Left of Centerline 2.50
Station 91+50, 7' Right of Centerline 2.00
Station 93+50, 6 ' Left of Centerline 2.15
Station 94+50, 8' Right of Centerline 1.90
St. Andrews Drive
Station 55+50 , 10' Right of Centerline 2.35
Station 57+50, 8' Left of Centerline 1.35
Station 59+50, 4 ' Right of Centerline 1.85
Station 61+50, 9' Left of Centerline 2.60
Cascades Drive
Station 18+75, 9' Left of Centerline 2 .05
Station 20+75 , 10' Right of Centerline 2.30
Station 22+75 , 5' Left of Centerline 2.15
Station 24+75, 7' Right of Centerline 2.35
2
WW
CME TESTING AND ENGINEERING INC.
Pebble Creek Subdivis ion Phase 9D , 9E & 9F
Report No . 108 -HMAC Core Testing
September 26 , 2006
3
TABLE 1. (CONTINUED) RESULTS OF HMAC CORE THICKNESS MEASUREMENTS
CORE SPECIMEN LOCATION AVG. SPECIMEN TIDCKNESS (in.) 1•2
Cascades Court
Station 26+75 , 6' Left of Centerline 2.00
Station 28+75 , 8' Right of Centerline 1.65
Station 29+75, 2 ' Left of Centerline 1.75
Notes:
1. Average specimen thickness was determined using calipers as specified in ASTM D 3549.
2. Per project plans and specification minimum of 1.5 inches ofHMAC.
3
rm
f ;
Client: Mr. Israel Koite
City of College Station
P.O. Box 9960
College Station, Texas 77842
CME Testing and Engineering, Inc.
1806 Welsh A venue, Suite C
College Station, Texas 77840
(979) 764-8700 Fax (979) 764-6900
PROJECT: PEBBLE CREEK SUBDIVISION PHASE 9D, 9E & 9F
Wednesday, September 27, 2006
Report Date:
Project No.:
Report No .:
9/27 /06
25131
109
At the request of Mr. Israel Koite with City of College Station, Mr. Juan Vasquez and Mr. Blake Disher of CME Testing and
Engineering, Inc. traveled to the project site referred to as "Pebble Creek Subdivision Phase 9D, 9E & 9F" in College Station,
Texas. Messrs . Vasquez and Disher arrived on site at 3:30 p.m. on Wednesday, September 27 , 2006 to obtain four (4) HMAC
pavement cores from the constructed pavement sections of the Pebble Creek Subdivision Phase 9D & 9F. All of the core
locations were selected by Mr. Koite . The HMAC cores were collected in general accordance with ASTM D 5361. Each
core sample was measured for thickness in accordance with ASTM D 3549. The results of the thickness measurements are
presented in the accompanying Table 1 ofthis report .
Time Charge: Juan Vasquez -1.5 Hours
Blake Disher -1.5 Hours
Copies To: Mr. Billy Prewitt, Brazos Paving, Inc.
Mr. Mike McClure, McClure & Browne Engineering/Surveying, Inc.
CME Testing and Engineering, Inc.
j CME TESTING AND ENGINEERING INC.
Pebble Creek Subdivision Phase 9D , 9E & 9F
Report No . 109 -HMAC Core Testing
September 27 , 2006
TABLE 1. RESULTS OF HMAC CORE THICKNESS MEASUREMENTS
CORE SPECIMEN LOCATION A VG. SPECIMEN TIDCKNESS (in.) 1•2
St. Andrews Drive
Station 56+50, 8' Left of Centerline 1.55
Station 57+50, 8' Right of Centerline 1.75
Station 57+50, 3' Left of Centerline 1.35
Station 58+50, 8' Left of Centerline 1.80
Notes:
1. Average specimen thickness was determined using calipers as specified in ASTM D 3549 .
2. Per project plans and specification minimum of 1.5 inches of HMAC.
2
Client: Mr. Israel Koite
City of College Station
P.O. Box 9960
CME Testing and Engineering, Inc.
1806 Welsh A venue, Suite C
College Station, Texas 77840
(979) 764-8700 Fax (979) 764-6900
Report Date:
Project No.:
Report No.:
10/12/06
25131
110
College Station, Texas 77842 Technician: Juan Vasquez
PROJECT: PEBBLE CREEK SUBDIVISION PHASE 9D, 9E & 9F
CONCRETE COMPRESSIVE STRENGTH TEST REPORT
Date Sampled:
No. of Sets Cast:
September 14 , 2006
1of1
Sample Represents: Sidewalk for Ballybunion Lane at Station 81 +00, Left of Centerline
Required Compressive Strength at 28 Days, (psi): 3,000
LABORATORY TEST DATA
Sample Date Age Cross-sectional Maximum Compressive
Identification No. Tested (Days) Area (in2 .) Load (lbf.) Strength (psi.)
PCS 45 09121106 7 28.27 70,670 2,500
PCS 46 10/12/06 28 28 .27 94,845 3,350
PCS 47 10/12/06 28 28.27 100,125 3,540
PCS 48 -----Reserve 28.27
Note: Some information on this report provided by others. Testing and reporting was conducted in general accordance
with the following applicable ASTM methods : C 31, C 39, C 138, C 143, C 231, & C 1064.
FIELD TEST DATA
Supplier: Young Ready Mix Time Batched: 10:05 AM Air Content,(%):
Truck No.: 37 Time Sampled: 11:02 AM Unit Weight, (pct):
Ticket No.: 217207 Concrete Temp, (°F): 89 Sample Type:
Mix No.: 30NGC30M Ambient Temp, (°F): 90 Sample Size:
Accumulated Yards: 10 Slump (in.): 5.75 Water Added on Site, (gal):
Weather: Partly Cloudy
Remarks: ND -Not Determined; NP -Not Provided; NA-Not Applicable
Field Contact: Mr. Jim Wade (Brazos Paving, Inc.) was· informed of field test results.
Copies To: Mr. Billy Prewitt, Brazos Paving, Inc.
Mr. Mike McClure, McClure & Browne Engineering/Surveying, Inc.
CME Testing and Engineering, Inc.
6.0
ND
Cylinder
6 in. dia.
0