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REMARKS
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COPY TO
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LE CREEK BUS~~~SS CE
PEB
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M[~-STER DEVELOP1VfENT PLAN
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~ Prepared for
~
The Ci of Colle a Station
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January 15,1993
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_~, Revised: January 28,1993
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Schrickel Rolluis and Associates, c.
~l~ 1161 Co orate Drive Nest, Suite 200
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.~ Arlin ton, Texas 76006
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J 817 640-8212 / (817) 649-7645 FAX
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. '.
SECTION 1
Introduction
~~V~
t-W_J
r
r~
i~ _ ...
KYPIPE COMPUTE
R ANALY
SIS
~__~
~
i~ FLOWRATE IS EXPRESSED IN GPM 'AND PRESSURE IN PSIG
A SUMMARY:OF THE ORIGINAL DATA FOLLOWS:
r_~ PIPE NO. .NODE NOS. LENGTH DIAMETER ROUGHNESS MINQR LOS
S K FIXED GRADE
,~ '(FEET) ~
(INCHES
~~ 1
2 1 0 85, 0
' 2410 loo. o
.30 512.00
2 1
1582.0 24.0 I00.
0 .30
f~ 3 3 2 2257.0 24.0 100.0 ,
.30
4 3 4
717.0 18.0 100.0 .30-
~.~ 40 ,4 40 326.0 18.0 100.0 30
42
40
42 1120.E
18.0
10
0.0 ,
.30
r,~l 43 42 43 $52.0 18..0 100.0 ,30
'~ 44 43 44 330.0 18.0 100.0 30
~ 45 43 45 915.0 12'.0 150.0 ,
.30
46 45 46
1480.0 8.0 150.0 30
802 44 802 940.0 18..0 100.0 ,
30
i+
i~ 803 802 .803 400.0 18.0 10p,0 .
.30
804 80.3 8
44 634..0. 18.0 ..0
100 .30
805 80.4 805 750.0 18:0 .
100.0 30
~.:~ 80.6 805 806 300.0 18.0 100.0 30
I 808 44 807 1150.0 8.0 150.0 .
.30
809 - 807 g08 1
400.0
8.0
150.0
30
810 8:08 `802 1400.:0 8.0 150.0 .
30
~ ~? 811 804 809 1200.0 8,p 150.0 _ .
.30
'812 809 810 1000.0 8.0 150,0
30
813 810 805 1200.0 8.0 150,0 .
30 _
814 803 46 900.0 8.Q 150.0 ,
.30
~~~
~ JUNCTION NUMBER D
EMAND ELEVATION
CONNECTING
PIPES
i 1 .00 - 319.00 1 2
2 .00 267.50 2 3
~~ ~ 3 15.40 290.40 3 4
~, 4 (1500 ) 22.11.00 291.21 4 40
~.J 40 . 23.50 _ 300...00 40 42
42 (2.,00 } 457.00 282.40 -42 43
43 (500 ) 1127,00 275.07 43 44 45
E 44
43.:90
278.00
44 s02
a0s
~...~i 45 15.00 281.50 45 46
46 34.00 284.00 46 814
,~.~
' 802 38.00 269.00 802 803 810'
' 803 12.70 269..00 `803 50
4
814
~ 804 44.20 270.00 804- 805 811
;805 47.60 _ 275,00 805 806 $13
~~
.806
.00
270.00:
806
...807 32.00 28:2.00. 808 809
i
~.~~
808
2;7.80
2 60.00
809 810
809 17.30 260.00 811 812
~_.~
~, 810 18.90 248.00 812 813
..:OUTPUT ;SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD
(~~~
,~ `5 VALUES ARE OUTPUT FOR MAXIMUM AND
- MINIMUM PRESSU
RES
- ( )Number
The fig shown
ure a in arenthesis
p
re
o is t '
he Eire
Flow in gallons
per minute.
c
nsistent with the "Or r Stud .~~
Y
_
_
~.~ _ -
s~-~
~~ - 1
~... ~
i
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.~.~
l
'I
THIS .SYSTEM HAS 22
PIPES WLTH
19 JUNCTIONS,_3 LOOPS AND 1 FGNS
U
THE RESULTS ARE..:OBTAINED-AFTER 6 TRIALS WITH AN-ACCURACY = 00056
PEBBLE CREEK'BUSINE SS CENTRE
iW
AVG.DAY + FIRE
r~' JAN 1993
PIPE NO . NODE NOS . FLOWR,ATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL
00
/10
n 1 1 0 ' -4164.90 -.17 .00 _
.04 _
2.95 .
-1
98
~1
~ 2
3 2
3 1
2 -4164.90 -3.13
~ .00 -.04 -2.95 ..
-1
. 98
~~ , -4164.90 -4.47 , 40 _ 0
4 _
2.95 -
1
98
4
40 3
4 4 4149.90 6,:.20:.. .00 .13 5.23 .
7.98
42
40 40 1938.90 .64 .00- .03 2:44 1.95
42 1915,4 2.:.1.4: .00
.03
2.41
1
91
..~~~ 43 42 43 : 1458.40 .9
8 .00 .02 1.84 .
1
15
44 43 44 :280.44 .02 .00 00 ,35 .
.05
~__~ 45 43 45 50.96
_ .O1 .00 .00 .14 O1
46 45 46 35.96 .04 .00 .00 .23 .
03
~_~i 802 44 802 197.49 .03 .00 .00 , 25 .
.03
803 802 803 138'.74 .O1 .00- .00 .17 01
,._ ..
~-
804
803
804-
128.00
.O1
.00
:00
:16 .
.01
~
~ 80.5 804 805 64.39 .00 .00 .00
.08
00
-~ 806 805 806 .00 .00 oo .oo .oo- .
oo
808 44: 80? 39.05 ,04 .00 ` 00
25 .
03
~.. ~ 80.9 807 8.08 7,:05
_ .00 00 .00 .04 .
00
810 808 802 -20.75 -.01 .00 .00 -.13 .
-
01
l~ 811 804 809 19.41 01 ,00 .00
.12 ,
O1
8l2 809 810 2.11 .00 .00 .00 ,O1 .
00
813 810 805 -16.79 -.01 .00 .00 -11 .
-
O1
j 814 803 46 --1.96 .00 .00 ,0
4
.O1 .
.00
JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE
1 .00 511`.79 319:.00 83.54
2 .00 508.62 267
.50
104.48
~_ 3 15.00 504.11 290.`40 92.61
4 2211.00 497.78 291,21 89.51:
40 23.50 497,11 300.00 85.42
42 ` 457:00 494.95
282.00
92.28
43 1127,`00 -493:96 275.07 94.85
44 =43.90 _ 493,94 `278.40 93.57
~ 45 15..00 493.95 281.50 92.06
~
~ 46 34.00 493.90
284.00
90,96
~~~
~ 802 38,00 493.91 269.00 97.46
803 - 12.70 :493,90 269.OD '97.46
J_f~i 804_ 44.20 493.90 270.00 97.02
, 805
47.60
493.89
275-. 00
94.85
c~:a -806
.00
493.89
270.
00
97.02
807 32.00 493.90 .
282...00 91.82
~ ...808 27.80 493.89 260.00 101.35
~ 809
17.30
493.88
260.00
.35.....
101
~~ 810 18.90 493.88
:248.00 ~ .
106.55
~~ MAXIMUM PRESSURES
~, 510 18.9.0 493.88 248.00 106.55
~.~.J
2
-. 00
508.62
267.50
104.48
808 27.80 493.89 260.00 101.35
f`~l' 809 17.30 493.88 260.00 101:35
~
~i
i 802 38.00 49
3.91
269.00
97.46
~~ 2
~~
ii
1~..~
~~-~~
'~ MINIMUM PRESSURES
{.~ 1 .00 511.79 319.0
0
83
54
.
40 23.50 497.11 '304.00 .
85.42
r~-~ 4 2211.00 497.78 ~ 291.21
46 89.51
3 34.00 493.90 284.00 90
96
80.7 32.00 4
93.9 282.00 .
91.82
~, THE NET SYSTEM DEMAND - 4164.90
l.~ SUMfMARY 4F INFLOWS + AND OUTF -
~ LOWS( ~ FROM.FIXED GRADE.
NODES
~~
PIPE: NUMBER FLOWRATE
1 4164.90
~.~~
THE NET FLOW INTO THE SYSTEM FROM FIXED .:GRADE NODES =
4164.90
~T~
~
THE
} NET FLOW QUT OF THE SYSTEM INTO FIXED GRADE NODES: _
~~
~~ ~ -
-~
~~~
~._ .,
~__
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`~..J
A SUMMARY OF CONDITIONS SPECIFIED FOR THE 'NEXT SIMULATION FOLLOWS
n
'I THE DEMANDS ARE CHANGED FROM ORIGINAL VALUES BY A FACTOR = 4.00
THE FOLLOWING SPECI FIC DEMAND CHANGES ARE MADE;
~~ JUNCTION NUM BER. DEMAND
4 4344.:00 These numbers are set so that the
42 1228.00 Fire Flow is not : increased.
43 2858.00
~1
~~;~
-_- THE RESULTS ARE OBTAINED AFTER 2 TRIALS W -
ITH AN ACCURACY - .00002
PEBBLE: CREEK BUSINE5S CENTRE
1
~
~; MAX HOUR' + FIRE
JAN 1993
,~~
,
,
~~
j
PIPE N0. NODE NOS,
FLOWRATE
HEAD LOSS
PUMP HEAD MI
NOR LOSS VELOCITY
HL/1000
1 1
2 0 -9909.60 -
.84: .00 -.23 -7.03 -9.86
2 1 -9909.60 -15.60 .00 -23 _7,03
9
86
~.~
~~ 3 3 2 -9909.60 -22.25 ,00 _,
23 -
7..43 .
-
9
86
4 3 4 9849.60 30,75 .00 .72 12.42 .
39
57
40 4 40 5505.60 4.39' _.00 .22 6.94 .
13
48
42 40 42 54
11.60_ 14.62 .00 .22 6.82 .
13
05
....~
43 42
43
418.60
6.90'
00
.13
5,
27 ..
.
8.10
~~ 44
43
44
1121.58
.23
.00
.O1
1.41
71
45 43 45 204.02 09 00 ;00
58 .
10
46 45 46 `144.02 .57 ;00 .00 .92 .
39
r~ 802 44 802 ?89.78 .35 .00 .00 ,
1.00 .
37
~I 803 802
804
803 803 '
804 -554.78
512.00 .08
.10 `.00
. .00 .70 .
.19
' .
805 804
805
257.81
.03 40
-
00 .00
.00
.65
.33
.17
05
~ 806
805 8.06 .00 .00 -_.00 .00 .00 .
00
~~
` 808 44
809 .807 807
808 15b.19
28.19 .52
03 .00 .00 1.00 .
.45
810 808
802
-83.01
-.20 .00
.00 .00
:00 .18
-.53 .42
-
14
81l 804 809 77.39 15 .00 ,00 .49 .
12
812
809
810
8.19
.00
.00
.00
.05- .
Op
'- 813 810 805 -67.41 -.11 ,00 00
•
.43 .
-
09
814 803 46 -8.02 .00 .00 00 _
.05 .
.00
;~
,,
~~
~~ JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSU
~
1 .00 510.:.93 319.00 83.1?
2
.OQ
495.11
267.50
98,63
`~ 3 60.00 472.62 290.40 78.96
~~
I~ 4 4344.00 441.16: 291,
21
64
98
40 94.0.0 436.54 3:00.00 ..
59.17
42 1228.00 421.70 - 262.00 60.54
h
~ 43 2858.00 414.67 275.07 60,49
~
~~ 44
-
_ 175.60 414.43 278..00
5 9.12
_ 45 60.00: 414.57 281.50 57
67
46 136.00 414.00 284.00 .
56.33
~'
~ 02 152.OQ 414.07 269.00 62
87
~~ 803 50.80 414.00
269.00 .
62
83
_~ 804 17fi.80: 413.89 _270.00 .
62.35
805 190.40 413.85 :275.00 60,1?
~? 8..06 .00 413.85 270.00 62.34
~ 807 12:8.:00. 413.90 282.00
57
16
808 111.20 413.88 260.0.0 .
66.68
8a9 69.20 413.74 2fi0.00 66.6
2
810 75.60 413.74 248.00 _
-71.82
~_. ,
,,
4
~,
,,
_~
'__,..1
r
I
,
~ MAXIMUM PRESSURES
'~:~ 2 .00 495.11 267.50
98
63
1 00 510.93 319.00 .
83,17
~, 3 60.00 472.6:2 290.40 78.9b
~ ~, 810 75.60 413.7:4 248..00 71.82
t~..~
808
111..20
413.88
'2b0.00
:66.68
~--~ MINIMUM PRESSURES
~
46
1.36..:00 ~~
414.00
284.00
56.33
,
~,
80.7
128.00
413.90
282.00 `
57.16
45 60.00 414.57 281.50 ~: 57,b7
~~ 44 175.60 414.43 278.00 59.12
~~
,,:
~` 40 94.00 4
36.54
300.00
59.17
~_..~
THE NET SYSTEM DEMAND = 9909 .60
~~~ :SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM. FIXED GRADE NODES
~:;
PIPE NUMBER FLOWRATE
1 9909.60
1
!
~._
THE NET FLOW INTO THE
SYSTEM FROM FIXED GRADE NODES = .
9909.60
THE NET FLOW OUT OF THE SYSTEM' INTO FIXED GRADE NODES = .00
~~
.
F
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~~_W, A SUMMARY OF CONDIT IONS SPECIFIED FOR THE NEXT SIMULAT ION
FOLLOWS
THE DEMANDS ARE CHANGED FROM ORIGINAL VALUES..BY A FACTOR= 4.00
~ THE FOLLOWING SPECIFIC DEMAND CHANGES
ARE •
..MADE .
`- JUNCTION NUMBER DEMAND
4 2844.00 :These ..:demands
are set to
42
43 :1028.00
:2308.00 remove the .
fire flows.
rte, THE RESULTS ARE OBTAINED AFTER 2 TRIALS WITH AN ACCURACY = .00000
.
~I PEBBLE CREEK BUSINESS CENTRE ,
MAX HOUR
~.}
JAN 19.93
-ry PIPE N0. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCIT
Y
HL/1000
,
~
1
' 0
-7659.60
-52
.00
-14
-5.43
-6
12
i! 2 2 1 -7659.60 -9.68 .00 -14 -5.43 .
-
6
12
3 3 2 -7659.60 -13..,81 00 - 14 -
5.43 .
_
6
12
~- 4 3
40- 4 7599.60 19.02 .00 .43 9.58 .
24.48
~
'~~ 4 40 4755.6
0 3..35 .00 .17 6.00 10.27
~
~ 42 40 42 4661.60 11.09 .00
16
5.88
9
90
. 43 42
43
3633..0
5.32 -
.00
.10
4.58 .
6
2'4.
_.. 44 43 44 1121.58 23 .
00
.01
1.41 .
71
r
I 45 43 45 204:02 .09 00
00
.58 .
10
'~~~-~ 46 45
802 44 46
802 144.02
789.78 57
35 .~0
00 00 .9
2 ,
.39
803 802 803 554.78 .
,08. .
.00. .00
.00 1..00
.70 .37
19
~ 804 803 804 512.00 .10 .00 ,00
.65 .
17
~~
%
J 805 804 805 257,81 .03 .00 .00 .33 .
05
.~, 806 $05
.808 44
.806
8.07
.00
156.19
.00
52
.00
00
.00-
-
_.00 .
.00
!
809 807
. 808
.28:.:19 .
.03 .
.00 .00
.00 1.00
.18 .45
02
810 808
811 804 802
- 809 -83.01 -.20
.00
.00
.53 .
-.14
812
:,.809.
. 810 77.-
39
$ .19 .15
.00 .00
00 .00
00 .49 .12
~--~ 813 810 805 -67.41 _, `
11 - .
.00
.00 .05
-.43 .00
-
09
~ 814 803 46 -8.02 .00 00 -,`00
.05 .
.00
~ JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESS
URE
~
~ 1 .00 511.34 319.00 83,5
i
~~ 2 .00 '501.52 267.50 0
1 1
41
3 60.00 487.58 2.90.40 .
85.44
_,^ 4 2844..00- `468.13 291.21 76.66
~
} 40 94.00 464.61 300..00 71.33
, 42 ; 102.8.00 453.36 282.0
0
7 4.2 6
,M.... 43 2308.00 4:47.94
275.07
74
91
~ 44 175.60 447,70 '278.00 ..
73.-54
!
~ 45 60.00 447.85 281.50 '72.08
a
`~
46
136.00
447.27
2:84.00
70.75
.~ .802 152.00 447.35 269.00 77.28
.803 50.80 447.27 `269.0 77.25
~~
804
176.. a0
447.16
'270.00
76
77
`
~
~ 805 190.40 447.13 275.00 _
.
74.59
`~ 806
.00
447..13
270.00
76
76
807 128.00 447.18 282.00 .
71
58
' 808 111.20 447.15 260.00 .
.
81
10
a
~' S09 69.20 447.2 260.00 .
.
81
.04
.~
.__~ $10
7.5..60
447.-01
248.`00 .
86.24
I
~a ,:
6
r..
i
.
l~1
I.._ ~
~ MAXIMUM PRESSURES
~w~ 2 00
• 501.52 267.
50
101.41
8:1.0
_ 75.60 447.41 248.00 86.24
3 b0.`00 48.7.58 290.40 85.44
4
~ 1 00
51
1.34 319.00
83.35
~._ 808 111.20 447.15 260.
40
81.10
~~~ MINIMUM PRES-SURFS
`
~ 46 136.00 447.27 :284. Q0 70.75
~-~_ 40 94.00 464.fi1e 300.00
71
.33
8.07 128,00 447.18 282,00 .
`71,58
~ 45 60,00 447.85 281.50 72.08
~' 44 175.60 447.70 278.00 73.5'4 '
~!
THE NET SYSTEM DEMAND = 7659 .60
._
SUMMARY OF INFLOWS+) AND OUTFLOWS-~ FROM FIXED GRADE NODES
~~~
PIPE NUMBER FLOWRATE
~~ 1 7b5960
t
'~'
THE NET
FLOW .INTO THE
SYSTEM FROM FIXED GRADE NODES =
7659.60
_~
~i THE NET .FLOW OUT OF THE SYSTEM.. INTO FIXED GRADE-NODES = .00
~_:J
~ --;
E~~__ea
.~
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7
_
~~,.~
~~:._~
(~T}
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t~._~1
A SUMMARY OF
CONDIT
IONS SPECIFIED FOR THE
NEXT SIMULATION FOLLOWS
THE DEMANDS ARE CHANGED FROM `ORIGINAL VALUES BY A FACTOR _ 2.00
THE FOLLOWING SPECIFIC DEMAND CHANGES ARE MADE:
L~ ..
JUNCTION NUMBER
_::DEMAND
4 1422.00
~~~ 42
4
3 514'00
• These demands are set to remove the fire
~i 1154.00 flows used in the "Orr Study" and to add
807 3064.`00 a 3000 GPM fire at Node 807.
~--
!~: THE RE SULTS ARE :OBTAINED AFTER 3 TRIALS WITH AN ACCURACY = .00073
PEBBLE CREEK BUSINESS CENTRE
--- MAX D AY + FIREtON-SITE 3000GPM}
~
,
,,
~ ~
~._..~ JAN 1993
~-~~' PIPE N0: NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCIT
Y
HL/1000
1
2
1
0
-6829.80-
-.42
.00
-.11 -4,84 .
-
4.95
-4~
3 2 1 -6829.80 -7.83 .00 -.11 -4.84
-4'95
4 3 2 -6829.80 -11.17 00 -, 11 - -4.84 -4..95
~--~
40 3 4 6799.80 15..48 .00 .34 8.57 19...92
4 40 5377.80 4...21 .00 .21 6.78 12
90
<<._~ 42 40 42 5330.80 14.22 .00 .21 6.72 ,
12
69
43
44 42 43 4816'.80 8.96 .00 .17 6.07 ,
1'0.52
r_.~
_
43
44
3357.07
1.
78
,00
.08 4.23
5
39
45 43 45 305.73 .20 00 .00 ,
87 .
.22
~_' 46 45 46 275.73 1.91 .00 .O1 1.76
1
29
802 44 802 1353.02 ,94 00 .01 1.71 .
1
00
_~, 803
8
04 8.02
803 803
80 73.67 ;00 - .00 , 00: ,
09 .
.00
: 4 256.00 03 .00 .00 .32 05
a05 S04 S05 128,91 .01 .00 00 .16 .
01
~ 806
.....808 805
44 80b
807 .00
1916.25 .00
53.75 ,00
.00 .00 .00
7 .
.00
'
~
809
8:07
808
-1147.75
25.33
.00 .
0 12.23
-.25 -7.33 46..74
-18
09
I_) 810
811 8~8
804 802
809 -1203...35 -27.64 .00 -.27 -7.68 .
-19.75
8l2
809
8..10 38.69
~ 4
.
.09 .04
00 .00
00 .00 _ 25 ,0
3
~ ~~
813
810
805
_ .
.
-33.71 .
--
. 03
00 .00 ,03
.00 -.22 .00
-
03
~_~ 814 803 46 -207.73 -.69 .00 -,
01 -1..33 .
-.76
}
JUNCTION NUM
BER..
DEMAND
GRADE LINE
ELEVATION
PRESSU
~._.~~ 1 .00 511.47 319.00 83.40
2 .00 503.53
267.50
102.28
(~~~ 3 30.00 492.25 290.40 87.47
i
~~
4
1422.00
47.6:.43
291,21
80.26
1:..~ 40 47.00 - .:472.01 300.00 74.54
42 514.00 457.58 2$2.00 76.09
~~ _ 43 1,1:54.00 448.45 275.07 75.13
!~
~ 44
87..80
446.59
278.00
73.05
~ 45 30.00 448.25 `` 28.1.50
72.26
46 68.00 446.32 284.00 70
34
~.._.~ 802. 76.00 445.63` 269.00 ...
76
54
803 25.`40 445.63-' 269.00 .
76.54:
.~~ 804 88.:40 445.60
270...00
76
09
805 95.20 445.59 275.00 .
73
92
r--~ 806 .DO 445.59 270.00 .
76
09
807 3064.00 :392.14 282.00 .
47.73
~.~~ 808 55.60 417.71 260.00 _ 68.34
;;
8
~~~
Ir
m: _
~.~~.)
fly _ ~
~ 809 34.60 445 .:56 260, 00
80
41
,
~.~~
810
37.80
445.56
24
8.00
.
85.61
MAXIMUM. PRESSURES::.
r~ 2 .00 503.53 267.50
102.28
~J 3 30'.40 492.25 290.40 87.4T
810 37.80 445.56 248.00 85fi1
~~~ 1
809 .00 511.47 319.00 83.40
34.60 445.56 260.00 8p
.41-
~_.r'~
:MINIMUM PRESSURES
^ 8Q7 3064.00 3:92.14 282.04 _ 47,
73
f
~
$08
55.60
417.71
260.00
68,34
~ 46 68.00 ~ 446.32 :284.00 70
34
45 30.00
448.2.5
281.50 .
72
26
44 87.80 446..:59 '278.00 ...
73
05
f ~1 .
~J THE NET SYSTEM DEMAND = :68.29 .80
Ei SUMMARY OF INFLOWS+} AND OUTFLOWS-} FROM FIXED GRADE NODE
S
I'
PIPE NUM
$ER FLOWRATE
1 6829.80
~_~ THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = 6$
29
80
~~_..a
i. , THE NET FLOW .-'OUT OF THE'SYSTEM:- INTO FIXED
GRADE: NODES,. =- .
.00
;,
~..~
.
.._,
~
~~..
_~
~1
_.~
~__~
~,
i^
L~.~..
C -~
r. ~
9
r,..~
,;
Iki
u
~r.l
4
~_:}
.
~~~1
~. A.SUMMARY OF CONDITIONS SPECIFIED FOR THE NEXT SIMULATION
FOLLOW
S
~~ . .
THE DEMANDS ARE CHANGED FROM ORIGINAL VALUES BY A FACTOR = 2.00.
~~
`~
THE FOLLOWING SPECI
FIC DEMAND
CHANGES ARE
MADE:
JUNCTION NUMBER DEMAND
~.._~
4
1422,00
' ~ 42
43 514.00 These demands are , set to
remove th+e fire
809 1154.00 flows used in he "Orr :Study" and ~o add
810 1534. ,60 2-1500 GPM fires at nodes 809 and X10.
ii - 1587.80
THE RESULTS ARE .OBTAINED AFTER 4 TRIALS W ITH AN ACCURACY = .0
0288
'_
J
~ PEBBLE CREEK `BUSINESS .CENTRE
. ~. MAX DAY + FIRE~ON-SITE 2@1500GPM)
~~
~~, -JAN 19 93
~-~, PIPE
1 N0. NODE NOS. : FLOWRATE HEAD LOSS PUMP HEAD- MINOR LOS -
S VELOCITY.
HL/1000
,~
~
2
1
2
0
-6879.80
-.43
00
-.11 -4.88 .
-5.0
2
.
3
3
1
2
-6879.80
-7.::.93
00
-.11 -4.88
-5.02
~~
4
3
4 -6879.80
6
:` -11.32
_ ,Op -,1
1 4.88 _
5.02
~
~
40
4
40 849.
80 15.
69 .00 .35 8.64 20.
20
~.~ 42 40 42 5427.80
5380.80 4.28
-14.47 .00
, 00 ,22
6.84
13.13
43 42 43 4866.80 9.14
.00 .21 6.78
:18 6
14 12.92.
10
72
'~ 44
45 43
43 44
45 3235:29
477
51 1.66 .00 .
08 4.08 .
5.03
~~_~
46
45
46 .
447.51 .45
4.68 .00
,00 .O1 1.35
04 2
86 .49
802
803 44
802 802
803 2849,14
3,74
.00 .
.
.06 3.59 3.16
3.98
~~
804
803
804 2951.89
3306.00 1.70
3
30 .00
00 .06
3.72
4.25
i.._~
805.
804
805
1..644.85 .
1.08 .
,00 .08 4.17
,02 2
07
5.24
1
44
C 80.6
808 805
44 806
80
7 ,00
298.35 _ 00 _
1
72 .00 .
00 .04 .
.00
' 8
09
807 .
808
234.35 '
1..34 .00
.00 02 1.90
,01 1
50 1.49
95
~,_ 81
0
811
808
804
802
809
178.75
5
.81
00
' ..
.01 1.14 .
.58
~..~
_812
809
810 1
72.75
35.15 38.90
,03 .00
00 ,'
47 10.04
32.42
~
J
813
$14
810
0
805
-1549.65
-37
.85 .
.00 .00 ,
24
-.46 -9.89
,03
-31
54
V~ 8
3 46 -379.51 -2.10 .00 -.03 -
.42 .
_
2.33.
~~ JUNCTION NUMBER DEMAND GRADE `LINE ELEVATION
PRESSURE
1 .00 511.46 319.00 83
4
~ 2
3
.00
503.42
267.50 .
102.23
! '30.00 491.99 290.40 87,35
4 1422.00 475.95 291.
21
80
05
4~ 47.0.0 471.45
300.00 .
74
29
42` 514.00 456.77 282.00 .
5
73
-~ 43 1154.00 447_.46 275.07 .
74.70
~~
~
~ 44
87.80
:445.72
278.00
72.68..
~.. 45 30.00 447.00: 281.50 71
71
~_. 46
802 68.00 442.28 284,00 .
68.59
~
803 76.00 441.92 ` 269.00 74.93
~~
804 25.40 440.15 269.00 74,
17
88.40 ....43.6..77 270.00 72.27
~~
_
.
10
r~- _
,~
~~
T.. ~
JJ
~~J
_..
~!
~l
805
80
95.20
435.67
275.00
69.63
6 .00 435.67 270.00< 71.
79
8
47 64.00 443.99 282.00 :
70.
19
.
$08 5:5.60 442.73 260.00 79.18
8.09 1534.60 397.40 260,00 59
54
~' 810 1587.80 397.37 248.00 .
_:64.73
-,
MAXIMUM
PRESSURES
~ 2 .00 503.42 267.50 10
2
23
~__ 3 30.00 4.91.99 290:40 :
87.35
`1 .00 5:11.46 __319.00 ,
83.40
r~ 4 1422.00 475.95 291.21 80.'05
_ 8.48 55.60 442:73 260.00
79.
18
MINIMUM PRESSURES
~~---~ 809 1534.60 397.40 260.00 59
54
810 1587.80 397.37 248.00 .
64.73
46 68.00 442,28 284.00: 6
8
59
805
..:95....20
435. fi7
275.00 .
69.63
I~ 807 64.00 443.99 282.00 70.19
~;
~J
THE NET
SYSTEM DEMAND
= 6879
.80
j_'
~~ SUMMARY OF INFLOWS+) AND OUTFLOWS-} FROM FIXED GRADE. N
ODES
~~ FIFE NUMBER F
LOWRATE
1 6879.80 -
THE NET: FLOW INTO. THE SYSTEM FROM FIXED GRADE NODES- _
6879
80
_. THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES `= .
00
,
,I ,,
~~
,1
i~
~J
I- .~
~i
(: ~
I _
f^ _~
~:~J
,,...~
~~l
j;
4;
~
_
~I
~~;
~J
1
_~
~~.~~
~~~..`
I
~~
-~ SECfiION 5
__~
`Drama e
g
.__
~ .
~~ _~'
~z~
' ' ns:
Conda!t~o 'The 190 ± acre Pebble :Creek Business Centre les within the Lick
~ ~
._
reek watershed which is a tributary of the Navasota River. This site
C
~~---~ ' ' ' s to a small trbuta of the Alum Fork of L1ck Creek.
specifically .drain ry
a
t west of the intersection of Marsh .Boulevard and Spearman Drive
Jus
~y y~' _' ~ culvert 'which drains a roximatel 82 acres north
is a double b0 inch ~ pp Y
`~--~ Business Centre. Near the northwest corner: of the site is a b
of the
= b foot box culvert under State Hi hway No. 6, which has a
foot x g
~
~ ' ~~
~ drama a area of 62.5 acres.
g
~
' •
~loodplau~. ro osed o en s ace for the Business Centre site .lies
Most of he p p p p
~~ '
~ :within the 100 ear flood lain. The flood plain, as plotted. on .the
y _p
~._ Master Draina e Plan, is based: upon the current Flood Insurance Rate
~~ Ma s for Colle e Station July: 22,192). The.. 40 acres of flood plain
P g ~
will have trails, icnic areas, and recreation courts. The flood plain X11
P
also be used as a detention/retention -area, with several ponds serving
~; ~ ~ to control runoff and rovide visual enhancement to the: users.
P
'~
1
.Retent~an. intent of the drama a lan for this ite is to, following ultimate
The g p
_
~ ~
~ velo merit release onl the amount of runoff currently being
de p ~ y
,, . .
enerated b the contributing .areas. The 352(+) acres draining to the
g. y
',
_r.-, .
Alum creek tributary .have a 104 year flow of apprflximately 975 cfs.
~
~ ~ ~ ' v ed condition the 140 ear flow increases to
In-the ultimate de elop y
I'~ ~ oximatel 1350 cfs. To control this runoff, a _series of b .to 8
aPpr y
I retention ponds will be constructed vv~thin the ..:flood plain. These ponds
, ~~
-
i
i
will have surface areas varying from 12,000 square feet: to 30,000 square
i feet. The design of these ponds shall be such that the difference
between existin and ultimate runoff will be detained during .the .100
g
,~ .
year storm ..event. The Pebble. Creek Business Centre: Drainage Report
rovided additional information such as .number of ponds :needed,
p
~~- ..
capacities of ponds, flow rates :generated from specific areas,
,I - construction sequencing, etc.
~~ ~ • `
Conclusions the - PebbY Creek Business Centre
Utlizin several retention onds
P
g
~ ...
~--~
,,
,, ,
_
can be develo ed without increasing storm runoff downstream.
p
~,
~- ,
1 ~.~
i
,j
~~
SECITON 6
Traffic Impact Analysis
~ ~~ ~ h~1'O~CtIOn.' The Pebble Creek Business Centre is a 190(±) acre development.. in the.,
southeast uadrant of the Greens Prairie Road Interchange on State
q
{ ~~`
1 ' hwa b: in south Colle a Station. The development :could serve ..such
Hag Y g
'~
land uses as manufacturing, warehousingJdistribution research and
develo meat, wholesale and other office services, general office use, as well
p
~ ~~~ ~ - as various other su ort uses such as child care, minor emergency clinics,
PP
~ convenience stores, and dn~e-ln banks...Because some of this site. will, be
~~~
~ utilized as a linear ark, onl 135 ± acres will be considered as de~elaped
_p Y ~ )
! ,~ ~ property.
~`~~~~ osed business center is bounded on three aides by the proposed
r
Th
_~ o
e
p p
Pebble Creek Subdivision, as well as by Highway. 6 on the south side. A
revious Traffic Im act Anal sis for the .Pebble Creek Subdivision has been
y
P - p
;` -
re aced b Dr. Thomas Urbanik II of College Station, fore Joe Orr
P P_ y
4: ~ Engineers, Inc., also of College Station.
'~
As the Pebble Creek .Subdivision bounds this.. proposed business center on
three 'sides it can be seen that the results of the Pebble Creek .Traffic
,
F~
~
.
Im act Anal sis directl affect the proposed Pebble Creek Business Centre
P y y
' ~---'
i as well. In his analysis, Dr.:Urbanik makes several suggestions ...and
recommendations for the future planning of this area of College Station and
~~~
~, Brazos Coun all of which are com atible with the traffic..operation iri and
tY~ p
~!-' around the Business Centre.
~; ' This anal sis is based on the fallowing procedure:
y
First ro'ected ro ortions of .:allowable land uses were applied to the
' p~ p p
i ~-~
'' entire area of saleable land in 'the Business Centre.
~~
;i
Then a com osite tri ...generation rate -was derived utilizing the
p_ p
~~~~' Institute of Transportation Engineers'Trip Generation .rates and the
~r _ ~ ro'ected land use ro or-bons. This.. composite .trip generation rate
p J p p
forthe entire Business Centre was. then used to :calculate peak hour.
~' traffic loadin s. The proposed roadways within the business center
g
~, ~ ..
were then evaluated on their ability to handle the protected ~rolumes.
;~
Funstion~l
•
Analysis. In the: Traffic. Im act Anal sis for the ro osed Pebble .Creek Subdivision,
p Y p P
` ~`~-~-~ Dr. Urbanik .described a street concept based on functional classification.
This street conce t wi l be com atible with the Business Centre's traffic
p p-
o eration refer to illustrations in Dr. Urbanik's report for :details). The
p
~ development. of the Business Centre, coupled v~nth the development of the
Pebble Creek Subdivision, amplifies Dr. Urbanik's transportation p arming
_
~
,,
~_._. concerns in .this area of College Station and. Brazos County.
-
,_..
~,r J
1
f_..
- ~ I
',
r-~-~
~-=~ .Q . _, < ~ _
he fronts a roads to Hi hwa bare in two-way operation.
At this
time, g _ g Y
.
The ma'ori of trips to the Business Centre, other than those .from. the
J tY
north.
b from the
will be via State Highway
subdivision via S earman Drive
,,
-- ~ .
..
,
P .
As Ion as the north frontage road operates two-way, the :main entrance to
g
~~ - the Business Centre can be accessed easily from the Green's Prairie Road
~, ~~
interchange.
_~
~,
A otental problem arses,. however, ~f the frontage.. roads are converted to
p
~~', ~ one-wa o eration before a new grade .separation at the New East-West
y p
~
~ Arterial described in Dr. Urbanik's .report) ~s constructed.. and operational.
_ In this scenario virtuall all tri s entering the business center would be via
p
~ y
,~ , ,
Marsh Blvd off Green Prairie Road. This situation would, n fact, make the
'~ '
~~ ~~ Marsh Blvd at ~ S earman Drive intersection he main entrance,.
~ p
o erationall to the Business Center. The intersection of Marsh Blvd with
p y~
~-~
~ S earman Drive would robabl become congested. The planned main
p p _y
' -i entrance to the business center effectively would only serve as a mayor exit.
~~
Cleary.: the fronts a roads should not be converted to one-way operation
Y~ g
-~ unless.. adequate measures:. have been taken. to relieve traffic loadings at
~ Marsh Blvd and S earman Drive.
p
i ~.
:~
r -~ sis: The traffic anal is is based on projected trips.. which should be the
~raj~ic Analy ys
maximum.. traffic enerated by the Business Centre. As Dr. Urbanik ..noted
g
~,_~:~a in his: anal sis it is im oss ble to analyze the surrounding arterial streets
y ~ P
~--~ .
because the area ~s largely undeveloped at this time. This analysis vc~ll
examine whether the street s stem as planned for the business dark can
y
~~
'~, . .
accommodate the trafnc `generated when rt ~s fully developed.
~~ The following equation was used to calculate a composite trip generation
`wJ
{ rate for the business ark as a whole.
A
,,
i
~''~ ~'~
~Y_LL.~
n
trip generation rate... _ (proportion of area) x (trip generation rate)
~o
t~
1
c^--,
~- -' where n =the number of .land use groups included in the calculation of the composite
__..~
~P generation rate.
~
~~ w used in the calculation of the coin osite business
The. following values ere p
park trip generation rate.
~~.~
~~
~
~
,,
~__~
~`
_~
~_~
'~
1
i ~-
-,
1~
~_.,
'~'
_~~
-
f .','1;
~t_.: a
Land Use T Proms
YP Land Use Trip Eire Tripe
o~ Area o~ Rafe m
Business Centre Rate Business Cure
96~ ~ (tnps/~) ~P~~
Manufacturing 38.0 38.9 14.78
Warehouse / 17.9 56.0 ~ 10.02
`Distribution
Research & 5.4 66.2 3.57
Development
:Wholesale / 13.1 62.9 ,8.24
Services
General Office 20.1 195.6 39.32
Other 5.5 * 67.45...
Totals 100.0 n~a '~~'~ ~~~~~~~~:::::;:
:: .
~---~~
.,
'
Calculation of a trip generation rate for. this land use is as follows:
~ ~~.~
~-~
24-hr convenience market 577.5 trips/1000 ft2 gross
drive-in bank 192.0 trips/1000 ft2 gross
medical office _ 75.0 trips/1000 ft2 gross
average 281.5 -trips/1000 ft2 gross
~~
~~
~~ number of tri s for this :land use _
p
.
(131.8 ac)(55% area)(15% coverage) 281.5 to s 43-
~~ _~ 1(~0 ft2gross 1 acre
- 13,329 trips (total)
~~
assume 2/3 of 13,329 _ 8,890. trips are actual trips from outside the
Business Centre
_.~ _
then 1/3 of 1.3,329 = 4,439 trips are diverted from other land uses
within the Centre
.•. trip generation rate (for 'other' land use only)
~~ = 8,890 trips - ;131.8 acres
~`w~ = 67.45: trips/acre
~ ~~ It should be noted that the method of rojecting trips in this analysis is
p
~, based on land use: ro onions which are themselves .projections. This
p P
~~
i . .
v ' atons ' de endin ' on actual
duce ari
.will.. ro
f ro ections
din o
un g
o P
comp g p J p
~~~ develo meet. Also, the composite trip generation rate assumes that
P
~~
i ~ ~
~ .
_ _
different eland uses will be relatively evenly distributed throughout the
..~..
~', ~ Business `Centre. While small concentrations.. of ;high or love traffic
~ eneratin land ..uses ma not affect the overall picture as far as traffic
g ~ y
volumes are concerned, large disproportionate areas of specific land use in
close roxim to each other may distort the number of trips to and from
P tY
.~~ _
f~~
' s ecfic areas. within the Business Centre.
p
~I .
Based upon 131.8 acres of developed:., property, the Business entre is
~ ~-~ ro'ected to roduce 1$,897. tri s er day. The 'other' category of land use
p J p p P
~, ~ is ro'ected to` roduce 13,329 trips per day, :although 4,439 of these rips
pJ P
~~
__
r~~
~_~~~