HomeMy WebLinkAboutSWP272201 2-YEAR DESIGN STORM
• STORM SEWER TABULATION
ATA FILE: 91407.ST3
RAINFALL FILE: CHART6 .RN3
PRINTED: 04-16-1992
2 YEAR DESIGN STORM Q = CIA I = 0.000/ ( Tc. + 0. 100 ) " 0
LINE; INC IRNOFFI INC I SUM I TIME �RNFALITOTAL FLOW ;PIPE ;SIZE! PIPE ;PIPE
No. ; AREA 1COEFFI C*A ; C*A CONC 1INT IIQ=CA*I , AdQlCAP IHT/W! LEN ; SLOPE
( AC ) ; (C ) ; ; ; (MIN ) 1 ( IPH ) : ( CFS ) 1 (CFS )HIN )l (FT ) 1 ( % )
I 1 i 1
1 I 1 I
1 � �
it 1 0.0 10.00 1 0.0 ; 0.0: 0.0 1 0.001 0.77 I 9.51 21 1 443 1 0.36
1 1 ; 1 1 0.00 0.81 1 21 1
1 , ,
I
,I , i
l , �
10 ; 0.0 10.00 ! 0.0 1 0.01 2 .5 0.001 36 .77 110.21 21 1 233 1 0.41
1 1 1 1 1 1 1 0.00 36.01 1 21 1 1
9 1 0.0 10.00 1 0.0 1 0.01 3.8 1 0.001 36 .77 1 13.61 24 1 300 ; 0.36
1 1 1 1 i 1 0.00 0.01 1 24 1 1
1 , 1 1,1,I 1 1 I i
1 1 i 1 � 1
8 ; 0.0 10.00 1 0.0 1 0.01 5.4 ; 0.001 36.77 1 13.21 30 1 617 1 0. 10
1 1 1 1 1 1 0.00 0.01 1 30 1 1
1 1 ,1 i 1 i,i
,1 I 1 I i
1 , ,
7 ; 0.0 10.00 1 0.0 1 0.01 8.9 1 0.001 36.77 1 76.61 36 1 233 1 1 .31
• ; 1 1 1 1 1 0.00 0.01 ; 36 1 1
1 1 1
,1 i 1
i i 1 I
1
6 1 0.0 10.00 1 0.0 1 0.01 10. 1 1 0.001 38 .77 1 0.01 36 1 126 1 -1 .68
1 1 ; 1 1 1 1 0.00 0.01 1 36 1 1
1 1 i I 1 I i I 1 1
, , , 1 , 1 1 1 1 1 ,
5 1 0.0 10.00 1 0.0 1 0.01 10.8 1 0.001 36.77 1 19.31 48 1 170 1 0.01
1 1 1 ; 1 1 1 0.00 0.01 1 48 1
, I i , i , , I i 1
1 i 1 , 1 , 1 1 , , 1
4 1 0.0 10.00 1 0.0 1 0.01 11 .8 1 0.001 37.97 1 20. 11 36 11414 1 0.09
1 1 1 ! 1 1 0.00 1 .21 1 36 1 1
3 1 0.0 10.00 1 0.0 1 0.01 19.6 1 0.001 44.68 1 SS.61 60 1 395 . 1 0.04
1 1 1 1 1 1 1 0.00 0.71 1 60 1 1
1 1 i 1 1 1 1 1 i 1 1
2 1 0.0 10.00 1 0.0 1 0.01 21 .8 1 0.001 4S.S4 1 55.51 60 1 375 1 0.04
1 1 1 1 1 1 1 0.00 0.91 ; 60 1 1
I 1 , I 1 i I I I i
1 , l , � , 1 , 1 1 I
1 I 0.0 10.00 1 0.0 1 0.01 23.9 1 0.001 45.54 1 56.21 60 1 43 1 0.04
1 1 1 1 1 1 1 0.00 0.01 60 1 1
19 1 0.0 10.00 1 0.0 1 0.01 0.0 1 0.001 0.34 1 4. 11 12 380 1 1 .35
1 1 I 1 1 1 1 0.00 0.31 1 12 1
I i I 1 I
, 1 1 , i 1 1 i 1 � 1
18 1 0.0 10.00 1 0.0 1 0.01 2 . 1 1 0.001 0.34 1 3.91 1S 1 222 1 0.36
1 1 ! I 1 1 ! 0.00 0.01 1 15 1 1
17 1 0.0 :0.00 1 0.0 1 0.01 3.3 ; 0.001 3.07 1 21 .21 36 1 139 1 0. 10
1 i 1 ; 1 ; 1 0.00 2.71 i 36 ;
1 i i 1 i 1
STORM SEWER TABULATION (continued )
• DATA FILE: 91407.ST3
RAINFALL FILE: CHART6.RN3
PRINTED: 04-16-1992
YEAR DESIGN STORM Q = CIA I = 0.000/ ( Tc + 0. 100 ) " 0
LINE! INC !RNOFFI INC ; SUM 1 TIME !RNFALI'TOTAL FLOW !PIPE !SIZE; PIPE !PIPE
No. 1 AREA lCOEFF1 C*A 1 C*A 1 CONC 1INT IIQ=CA*I , DFQICAP lHT/Wl LEN !SLOPE
! (AC ) 1 (C ) I l 1 (MIN )I ( IPH ) 1 (CFS ) 1 (CFS )I ( IN)l (FT )
16 1 0.0 10.00 1 0.0 1 0.01 4. 1 1 0.001 3.07 1 35.41 48 1 330 ; 0.06
1 I 1 I 1 I 1 0.00 0.0! 1 48 1 ;
IS I 0.0 10.00 1 0.0 1 0.01 6.0 1 0.001 3.07 1 45.71 54 1 500 1 0.05
1 1 I 1 I 1 0.00 0.01 1 54 1 l
14 1 0.0 10.00 1 0.0 ; 0.01 9.7 1 0.001 3.07 1 55.91 60 1 500 1 0.04
1 I I ; 1 1 0.00 0.01 ! 60 1 1
,
13 l 0.0 10.00 I 0.0 1 0.01 11 .5 1 0.00! 6 .01 1 55.91 60 1 SOO ; 0.04
1 0.00 2.9I 1 60 1 ;
i i
12 1 0.0 10.00 ; 0.0 ; 0.01 14.3 1 0.001 6.01 1 56 .31 60 1 150 1 0.04
I l 1 1 ; 1 1 0.00 0.0; 1 60 1 !
•
Z Y�
LINE Qact Qcap HT WID HGDN HGUP DNLN INV DN INV UP
• ( cfs) ( cfs) ( in) ( in) ( ft ) ( ft ) ( ft) ( ft )
1 45.5 56.2 60 60 11 .58 11 .59 End 5.49 5.51
2 45.5 55.5 60 60 11 .68 11 .79 1 5.51 5.68
3 44.7 55.6 60 60 11 .87 11 .99 2 5.68 5.86
4 38.0 20. 1 36 36 iZ.07 16.66 3 5.86 7. 15
5 36.8 19. 3 48 48 18.00 18. 11 4 7. 15 7. 18
6 36.8 0.0 36 36 18.Z4 18.63 5 7. 18 5.08
7 36.8 76.6 36 36 19.05 19.78 6 5.08 8. 15
8 36.8 13.2 30 30 20. 18 Z5. 14 7 8.40 9.04
9 36.8 13.6 Z4 Z4 Z6.88 34.81 8 9.48 10.57
10 36.8 10.2 21 21 39.07 51 .62 9 10.39 11 .36
11 0.8 9.5 21 21 55.Z5 55.27 10 11 .63 13.23
12 6.0 56.3 60 60 12.07 1Z.07 3 5.86 5.93
13 6.0 55.9 60 60 1Z.07 1Z.08 12 5.93 6. 16
14 3. 1 55.9 60 60 1Z.08 1Z.08 13 6. 16 6.39
15 3. 1 45.7 54 54 1Z.08 1Z.08 14 6.39 6.66
16 3. 1 35.4 48 48 1Z.08 1Z.08 15 6.66 6.86
Calc Option = 1 Surcharge Box Circular
Graphics mode = EGA
1 ) Screen 2 ) Printer 3) Screen plot [PgUpl [PgDnl [Escl Menu
•
Z Y��
STORM SEWER DESIGN / ANALYSIS
Return Period = 2 Yrs Run ❑ate: 04-16- 199Z
Rainfall file: CHARTS File: 91407.ST3
LINE 1 / Q = 45.54 / HT = 60 / WID = F0 / N = .013 / L = 43 / JLC = i
------------------------------------------------------------------------
1 / Outfall
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 11 .58 60.00 5.49 Z.3Z 11 .66 0.00 N/A 19.63
UPSTRM 11 .59 60.00 5.51 Z.3Z 11 .68 0.00 5.48 19.63
Drainage area (ac) = 0.00 Slope of invert (%) = 0.0465
Runoff coefficient = 0.00 Slope energy grade line ( %) = 0.0306
Time of conc (min) = 23.9Z Critical depth ( in) = ZZ.59
Inlet time (min) = 0.00 Natural ground elev. (ft) 16.00
Intensity ( in/hr) = 0.00 Upstream surcharge ( ft) = 1 .08
Cumulative C*A = 0.00 Additional Q (cfs) = 0.00
Q = CA * I (cfs) = 0.00 Line capacity (cfs) = 56. 17
--------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length ( ft) = 0.00
Q carryover (cfs) = 0.00 Gutter slope (ft/ft) = 0.0000
Q captured (cfs) = 0.00 Cross slope (ft/ft) = 0.0000
Q bypassed (cfs) = 0.00 Ponding width ( ft) N/A
• ------------------------------------------------------------------------
LINE 2 / Q = 45.54 / HT = 60 / WID = 60 / N = .013 / L = 375 / JLC = 1
------------------------------------------------------------------------
2 / DNLN = 1
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 11 .68 60.00 5.51 2.3Z 11 .76 0.00 5.48 19.63
UPSTRM 11 .79 80.00 5.68 2.3Z 11 .87 0.00 5.5 19.63
Drainage area (ac) = 0.00 Slope of invert (%) - 0.0453
Runoff coefficient = 0.00 Slope energy grade line ( %) = 0.0306
Time of conc (min) = 21 .84 Critical depth ( in) = ZZ.59
Inlet time (min) = 0.00 Natural ground elev. ( ft) 16. 18
Intensity ( in/hr) = 0.00 Upstream surcharge ( ft) = 1 . 11
Cumulative C*A 0.00 Additional Q (cfs) = 0.86
Q = CA * I (cfs) = 0.00 Line capacity (cfs) 55.46
--------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length ( ft ) 0.00
Q carryover (cfs) = 0.00 Gutter slope ( ft/ft ) = 0.0000
Q captured (cfs) = 0.00 Cross slope ( ft/ft) = 0.0000
Q bypassed (cfs) 0.00 Ponding width ( ft) = N/A
------------------------------------------------------------------------
•
z y/z
LINE 3 / Q = 44.68 / HT = 60 / WID = 60 / N = .013 / L = 395 / JLC = 1
• ------------------•------------------------------------------------------
3 / DNLN = Z
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 11 .87 60.00 5.68 Z.ZB 11 .96 0.00 5.5 19.63
UPSTRM 11 .99 60.00 5.88 Z.Z8 12.07 0.00 4.63 19.63
Drainage area (ac) = 0.00 Slope of invert ( X) = 0.0456
Runoff coefficient = 0.00 Slope energy grade line ( %) = 0.0294
Time of conc (Min) = 19.64 Critical depth ( in) = ZZ.38
Inlet time (min) = 0.00 Natural ground elev. ( ft ) 15.50
Intensity ( in/hr) = 0.00 Upstream surcharge ( ft ) = 1 . 13
Cumulative C*A = 0.00 Additional Q ( cfs) = 0.70
Q = CA * I (cfs) = 0.00 Line capacity ( cfs) = 55.60
--------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length ( ft ) 0.00
Q carryover ( cfs) = 0.00 Gutter slope (ft/ft) = 0.0000
Q captured (cfs) = 0.00 Cross slope ( ft/ft) = 0.0000
Q bypassed (cfs) = 0.00 Ponding width ( ft) = N/A
------------------------------------------------------------------------
. LINE 4 / Q = 37.97 / HT = 36 / WID = 36 / N = .013 / L = 1414 / JLC = 3
------------------------------------------------------------------------
4 / DNLN = 3
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 12.07 36.00 5.86 5.37 12.5Z 0.00 6.63 7.07
UPSTRM 16.66 36.00 7. 15 5.37 17. 10 0.00 5.84 7.07
Drainage area (ac) = 0.00 Slope of invert ( %) = 0.0912
Runoff coefficient = 0.00 Slope energy grade line (%) = 0. 3Z4Z
Time of conc (min) = 11 .79 Critical depth ( in) = 23.56
Inlet time (min) = 0.00 Natural ground elev. (ft) = 16.00
Intensity ( in/hr) = 0.00 Upstream surcharge ( ft) 6.51
Cumulative C*A 0.00 Additional Q ( cfs) = 1 .20
Q = CA * 1 (cfs) = 0.00 Line capacity (cfs) Z0. 14
--------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length ( ft ) = 0.00
Q carryover (cfs) = 0.00 Gutter slope (ft/ft ) = 0.0000
Q captured (cfs) 0.00 Cross slope ( ft/ft) = 0.0000
Q bypassed (cfs) 0.00 Ponding width ( ft) = N/A
------------------------------------------------------------------------
z y�
LINE 5 / Q = 36.77 / HT = 48 / WID = 48 / N = .013 / L = 170 / JLC = 1
-----------------------------------------------------------------------------
5 / DNLN = 4
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 18.00 48.00 7. 15 Z.93 18. 13 0.00 4.84 12.56
UPSTRM 18. 11 48.00 7. 18 2.93 18.24 0.00 6.41 1Z.57
Drainage area (ac) = 0.00 Slope of invert ( X) = 0.0180
Runoff coefficient = 0.00 Slope energy grade line ( X) = 0.0855
Time of conc ( Min) = 10.84 Critical depth ( in) = 21 .52
Inlet time (min) = 0.00 Natural ground elev. (ft ) = 17.60
Intensity ( in/hr) = 0.00 Upstream surcharge ( ft) = 6.93
Cumulative C*A = 0.00 Additional Q (cfs) = 0.00
Q = CA * I (cfs) = 0.00 Line capacity (cfs) = 19.Z7
--------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length ( ft ) 0.00
Q carryover (cfs) = 0.00 Gutter slope ( ft/ft ) = 0.0000
Q captured (cfs) = 0.00 Cross slope (ft/ft) = 0.0000
Q bypassed (cfs) = 0.00 Ponding Width (ft) = N/A
------------------------------------------------------------------------
LINE 6 / Q = 36.77 / HT = 36 / WID = 36 / N = .013 / L = 1Z6 / JLC = 1
------------------------------------------------------------------------
6 / DNLN = 5
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 18.Z4 36.00 7. 18 5.Z0 18.66 0.00 7.41 7.07
UPSTRM 18.63 36.00 5.08 5.Z0 19.05 0.00 9.4Z 7.07
Drainage area (ac) = 0.00 Slope of invert ( %) =-1 .6671
Runoff coefficient = 0.00 Slope energy grade line ( X) = 0.3040
Time of conc (min) = 10. 14 Critical depth ( in) = Z3. 19
Inlet time (min) = 0.00 Natural ground elev. (ft) = 17.50
Intensity ( in/hr) = 0.00 Upstream surcharge ( ft ) = 10.55
Cumulative C*A = 0.00 Additional Q (cfs) = 0.00
Q = CA * I (cfs) - 0.00 Line capacity (cfs) 0.00
--------------------------- ------------------------------------
Q catchment ( cfs) = 0.00 Inlet length ( ft ) = 0.00
Q carryover (cfs) = 0.00 Gutter slope (ft/ft ) = 0.0000
Q captured (cfs) = 0.00 Cross slope (ft/ft) = 0.0000
Q bypassed (cfs) = 0.00 Ponding Width ( ft) = N/A
------------------------------------------------------------------------
z yrz
LINE 7 / Q = 36.77 / HT = 36 / WID = 36 / N = .013 / L = Z33 / JLC = 1
7 / DNLN = 6
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTHM 19.05 36.00 5.08 5.20 19.47 0.00 9.42 7.07
UPSTRM 19.76 36.00 8. 15 5.20 ZO. 18 0.00 6. 35 7.07
Drainage area (ac) = 0.00 Slope of invert ( %) = 1 . 3176
Runoff coefficient = 0.00 Slope energy grade line ( %) = 0. 3040
Time of conc (min) = 8.85 Critical depth ( in) = 23. 19
Inlet time (min) 0.00 Natural ground elev. ( ft ) 17.50
Intensity ( in/hr) = 0.00 Upstream surcharge ( ft ) = 8.61
Cumulative C*A = 0.00 Additional Q (cfs) 0.00
Q = CA * I (cfs) = 0.00 Line capacity (cfs) 76.56
---------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length (ft ) = 0.00
Q carryover (cfs) = 0.00 Gutter slope ( ft/ft ) = 0.0000
Q captured (cfs) - 0.00 Cross slope ( ft/ft) = 0.0000
Q bypassed (cfs) = 0.00 Ponding width (ft) = N/A
------------------------------------------------------------------------
• LINE 8 / Q = 36.77 / HT = 30 / WID = 30 / N = .013 / L = 617 / JLC = Z
------------------------------------------------------------------------
8 / DNLN = 7
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM ZO. 18 30.00 8.40 7.49 Z1 .0S 0.00 6.6 4.91
UPSTRM ZS. 14 30.00 9.04 7.49 Z6.01 0.00 7. 16 4.91
Drainage area (ac) = 0.00 Slope of invert (%) = 0. 1037
Runoff coefficient = 0.00 Slope energy grade line ( %) = 0.8040
Time of conc (min) = 5.4Z Critical depth ( in) 24.31
Inlet time (min) = 0.00 Natural ground elev. ( ft ) 18.70
Intensity ( in/hr) 0.00 Upstream surcharge (ft) - 13.60
Cumulative C*A 0.00 Additional Q (cfs) 0.00
Q = CA * I (cfs) 0.00 Line capacity (cfs) 13.21
--------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length ( ft ) = 0.00
Q carryover (cfs) = 0.00 Gutter slope ( ft/ft ) = 0.0000
Q captured (cfs) = 0.00 Cross slope ( ft/ft ) = 0.0000
Q bypassed (cfs) = 0.00 Ponding width ( ft ) N/A
------------------------------------------------------------------------
z Y/Z-
LINE 9 / W = 36.77 / HT = Z4 / WID = 74 / N = .013 / L = 300 / JLC = Z
9 / DNLN = 8
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM Z6.88 Z4.00 9.48 11 .71 29.01 0.00 7.ZZ 3. 14
UPSTRM 34.81 Z4.00 10.57 11 .70 36.94 0.00 8.93 3. 14
Drainage area ( ac) = 0.00 Slope of invert ( %) = 0. 3633
Runoff coefficient = 0.00 Slope energy grade line ( %) = 2.6435
Time of conc (min) = 3.76 Critical depth ( in) = Z3.49
Inlet time (min) = 0.00 Natural ground elev. ( ft ) = 19.50
Intensity ( in/hr) - 0.00 Upstream surcharge ( ft ) = ZZ.24
Cumulative C*A 0.00 Additional Q (cfs) = 0.00
Q = CA * I (cfs) - 0.00 Line capacity ( cfs) = 13.63
--------------------------- ------------------------------------
Q catchment ( cfs) = 0.00 Inlet length ( ft) = 0.00
Q carryover (cfs) = 0.00 Gutter slope ( ft/ft ) = 0.0000
Q captured (cfs) = 0.00 Cross slope (ft/ft) = 0.0000
Q bypassed (cfs) = 0.00 Ponding width ( ft) = N/A
------------------------------------------------------------------------
• LINE 10 / Q - 36.77 / HT - Z1 / WID = 21 / N = .013 / L = Z33 / JLC = 1
------------------------------------------------------------------------
10 / DNLN = 9
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 39.07 Z1 .00 10.39 15.29 42.70 0.00 7.35 Z.40
UPSTRM 51 .6Z Z1 .00 11 .36 15.29 55.Z5 0.00 6.49 2.41
Drainage area (ac) = 0.00 Slope of invert (%) = 0.4163
Runoff coefficient = 0.00 Slope energy grade line ( %) = 5.3890
Time of conc (min) = Z.46 Critical depth ( in) = Z0.89
Inlet time (min) 0.00 Natural ground elev. ( ft) = 19.60
Intensity ( in/hr) 0.00 Upstream surcharge (ft) 38.51
Cumulative C*A 0.00 Additional Q (cfs) = 36.00
Q = CA * I (cfs) = 0.00 Line capacity (cfs) = 10.22
--------------------------- ------------------------------------
Q catchment (cfs) 0.00 Inlet length ( ft ) = 0.00
Q carryover (cfs) = 0.00 Gutter slope ( ft/ft) = 0.0000
Q captured (cfs) 0.00 Cross slope ( ft/ft) = 0.0000
Q bypassed (cfs) 0.00 Ponding width ( ft) = N/A
-------------------------------------------------------------------------
Z Y�
LINE 11 / Q = 0.77 / HT = Z 1 / WID = Z 1 / N = .01 3 / L = 443 / JLC = 3
• --------------------- -----------------------------------------------------
11 / DNLN = 10
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 55.25 Z1 .00 11 .63 0. 3Z 55.Z5 0.00 6.ZZ Z.40
UPSTRM 55.Z7 Z1 .00 13.Z3 0. 3Z 55.27 0.00 4.72 2.41
Drainage area ( ac) = 0.00 Slope of invert ( %) = 0. 361Z
Runoff coefficient = 0.00 Slope energy grade line ( %) = 0.0034
Time of cone (Min) = 0.00 Critical depth ( in) = 3.86
Inlet time (min) - 0.00 Natural ground elev. (ft ) = 19.70
Intensity ( in/hr) = 0.00 Upstream surcharge ( ft ) = 40.Z9
Cumulative C*A - 0.00 Additional Q (cfs) - 0.77
Q = CA * I ( cfs) = 0.00 Line capacity ( cfs) = 9.52
--------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length (ft ) = 0.00
Q carryover (cfs) = 0.00 Gutter slope ( ft/ft ) = 0.0000
Q captured (cfs) = 0.00 Cross slope (ft/ft) = 0.0000
Q bypassed (cfs) 0.00 Ponding width (ft) N/A
------------------------------------------------------------------------
• LINE 12 / Q = 6.01 / HT = 60 / WID = 60 / N = .013 / L = 150 / JLC = i
------------------------------------------------------------------------
1 Z / DNLN = 3
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 12.07 60.00 5.86 0.31 1Z.07 0.00 4.63 19.63
UPSTRM 12.07 60.00 5.93 0.31 12.07 0.00 5.86 19.63
Drainage area (ac) = 0.00 Slope of invert (%) = 0.0467
Runoff coefficient = 0.00 Slope energy grade line (%) = 0.0005
Time of conc (min) = 14.Z8 Critical depth ( in) 8.21
Inlet time (min) = 0.00 Natural ground elev. ( ft) 16.80
Intensity ( in/hr) = 0.00 Upstream surcharge ( ft) = 1 . 14
Cumulative C*A = 0.00 Additional Q (cfs) = 0.00
Q = CA * I (cfs) = 0.00 Line capacity (cfs) 56.27
--------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length (ft) = 0.00
Q carryover (cfs) = 0.00 Gutter slope (ft/ft) = 0.0000
Q captured (cfs) - 0.00 Cross slope (ft/ft) = 0.0000
Q bypassed (cfs) - 0.00 Ponding width ( ft ) = N/A
-------------------------------------------------------------------------
•
Z Y/2
LINE 13 / Q = 6.01 / HT = 60 / WID = 60 / N = .013 / L 500 / .TLC = 1
• -------------------------------- _------------------------------------------
13 / DNLN = 1Z
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 1Z.07 60.00 5. 93 0. 31 12 .08 0.00 5.86 19.63
LIPSTRM 12.08 60.00 6. 16 0. 31 17 .08 0.00 4.94 19.63
Drainage area (ac) = 0.00 Slope of invert ( %) = 0.0460
Runoff coefficient = 0.00 Slope energy grade line ( X) = 0.0005
Time of conc ( min) = 11 .51 Critical depth ( in) = 8.Z1
Inlet time (min) 0.00 Natural ground elev. ( ft ) 16. 10
Intensity ( in/hr) = 0.00 Upstream surcharge ( ft ) - 0.92
Cumulative C*A 0.00 Additional Q ( cfs) = Z.94
Q = CA * I ( cfs) = 0.00 Line capacity ( cfs) = 55.86
--------------------------- -----------------------------------
Q catchment ( cfs) = 0.00 Inlet length ( ft ) = 0.00
Q carryover ( cfs) = 0.00 Gutter slope ( ft/ft ) = 0.0000
Q captured (cfs) = 0.00 Cross slope ( ft/ft ) = 0.0000
Q bypassed (cfs) = 0.00 Ponding width ( ft ) = N/A
------------------------------------------------------------------------
• LINE 14 / Q = 3.07 / HT = 60 / WID = 60 / N = .013 / L = 500 / JLC = 1
------------------------------------------------------------------------
14 / DNLN = 13
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 12.08 60.00 6. 16 0. 16 1Z.08 0.00 4.94 19.63
UPSTRM 1Z.08 60.00 6.39 0. 16 12.08 0.00 5.21 19.63
Drainage area ( ac) = 0.00 Slope of invert ( %) = 0.0460
Runoff coefficient = 0.00 Slope energy grade line ( X) = 0.0001
Time of conc ( min) = 8.73 Critical depth ( in) 5.87
Inlet time (min) = 0.00 Natural ground elev. ( ft ) = 16.60
Intensity ( in/hr) = 0.00 Upstream surcharge ( ft ) = 0.69
Cumulative C*A - 0.00 Additional Q (cfs) = 0.00
Q = CA * I (cfs) = 0.00 Line capacity (cfs) = 55.86
--------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length ( ft ) = 0.00
Q carryover (cfs) = 0.00 Gutter slope ( ft/ft ) = 0.0000
Q captured (cfs) 0.00 Cross slope ( ft/ft ) = 0.0000
Q bypassed (cfs) = 0.00 Ponding width ( ft ) - N/A
------------------------------------------------------------------------
•
Z Y/2,
LINE 15 / Q = 3.07 / HT = 54 / WID = 54 / N = .013 / L = SOO / JLC 1
------------------------------------------.------------------------------------
15 / ONLN = 14
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTHM 1Z.08 54.00 6. 39 0. 19 1Z.08 0.00 5.71 15.90
UPSTRM 12.08 54.00 6.G6 0. 19 12.08 0.00 5.44 1S. 90
Drainage area ( ac) = 0.00 Slope of invert ( %) = 0.0540
Runoff coefficient = 0.00 Slope energy grade line ( %) = 0.0002
Time of conc ( min) = 5.95 Critical depth ( in) - 6.03
Inlet time (min) = 0.00 Natural ground elev. ( ft ) = 16.60
Intensity ( in/hr) = 0.00 Upstream surcharge ( ft ) - 0.92
Cumulative C*A = 0.00 Additional Q ( cfs) - 0.00
Q = CA * I ( cfs) = 0.00 Line capacity ( cfs) = 45.70
--------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length ( ft ) = 0.00
Q carryover (cfs) = 0.00 Gutter slope ( ft/ft ) = 0.0000
Q captured (cfs) = 0.00 Cross slope ( ft/ft ) = 0.0000
Q bypassed (cfs ) = 0.00 Ponding width ( ft ) = N/A
------------------------------------------------------------------------
• LINE 16 / Q = 3.07 / HT = 48 / WID = 48 / N = .013 / L = 330 / JLC = 1
------------------------------------------------------------------------
16 / DNLN = 15
HGL DEPTH INVERT VEL EGL T WID COVER AREA
ONSTRM 12.08 48.00 6.66 0.24 1Z.08 0.00 5.94 1Z.56
UPSTRM 12.08 48.00 6.86 0.Z4 1Z.08 0.00 5.74 1Z.57
Drainage area ( ac) = 0.00 Slope of invert ( %) = 0.0606
Runoff coefficient = 0.00 Slope energy grade line ( %) = 0.0005
Time of conc (min) = 4. 12 Critical depth ( in) = G.ZZ
Inlet time (min) 0.00 Natural ground elev. ( ft ) = 18.60
Intensity ( in/hr) = 0.00 Upstream surcharge ( ft) = 1 .22
Cumulative C*A = 0.00 Additional Q (cfs) = 0.00
Q = CA * I (cfs) = 0.00 Line capacity (cfs) = 35.36
--------------------------- -----------------------------•-------
Q catchment ( cfs) = 0.00 Inlet length ( ft ) = 0.00
Q carryover ( cfs ) = 0.00 Gutter slope ( ft/ft ) = 0.0000
Q captured (cfs) = 0.00 Cross slope ( ft/ft ) = 0.0000
Q bypassed (cfs) = 0.00 Ponding width ( ft ) = N/A
-------------------------------------------------------------------------
•
Z Yid
LINE 17 / Q = 3.07 / HT = 36 / WID = 36 / N = .013 / L = 139 / JI-C = 1
------------ ------------------------------------------------------------
17 / DNLN = 16
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 1Z.08 36.00 6.86 0.43 12.09 0.00 6.74 7.07
UPSTRM 1Z.09 36.00 7.00 0.43 12.09 0.00 6.5 7.07
Drainage area (ac) = 0.00 Slope of invert (%) = 0. 1007
Runoff coefficient = 0.00 Slope energy grade line ( %) = 0.00Z1
Time of conc ( min) = 3. 34 Critical depth ( in) = 6.70
Inlet time (min) = 0.00 Natural ground elev. ( ft) 16.50
Intensity ( in/hr) = 0.00 Upstream surcharge ( ft ) - Z.09
Cumulative C*A = 0.00 Additional Q (cfs) Z.73
Q = CA * I ( cfs) = 0.00 Line capacity ( cfs) = 21 . 17
--------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length (ft) = 0.00
Q carryover (cfs) = 0.00 Gutter slope (ft/ft ) = 0.0000
Q captured ( cfs) = 0.00 Cross slope ( ft/ft) = 0.0000
Q bypassed (cfs) 0.00 Ponding width (ft ) = N/A
------------------------------------------------------------------------
LINE 18 / Q = 0.34 / HT = 15 / WID = 15 / N = .013 / L = ZZZ / JLC - 1
------------------------------------------------------------------------
18 / DNLN = 17
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 1Z.09 15.00 7.00 @.Z8 1Z.09 0.00 8.25 1 .23
UPSTRM 12. 10 15.00 7.80 @.Z8 1Z. 10 0.00 7.05 1 .23
Drainage area (ac) = 0.00 Slope of invert (%) = 0. 3604
Runoff coefficient = 0.00 Slope energy grade line ( %) = 0.00Z8
Time of conc (min) = 2. 11 Critical depth ( in) 2.80
Inlet time (min) 0.00 Natural ground elev. (ft) = 16. 10
Intensity ( in/hr) = 0.00 Upstream surcharge ( ft ) = 3.05
Cumulative C*A 0.00 Additional Q (cfs) 0.00
Q = CA * I (cfs) = 0.00 Line capacity (cfs) 3.88
--------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length ( ft ) = 0.00
Q carryover (cfs) = 0.00 Gutter slope (ft/ft) = 0.0000
Q captured (cfs) = 0.00 Cross slope (ft/ft) = 0.0000
Q bypassed (cfs) = 0.00 Ponding width ( ft ) N/A
------------------------------------------------------------------------
•
LYE
LINE 19 / Q = 0.34 / HT = 12 / WID = 17 / N = .013 / L = 380 / JLC = i
• -------------------------------------------------------------------------
19 / DNLN = 18
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 1Z. 10 12.00 7.80 0.43 12. 10 0.00 7.3 0.79
UPSTRM 13.ZG Z.97 1Z.93 Z.Z5 13.33 10.35 3.67 0. 15
Drainage area (ac) = 0.00 Slope of invert ( %) = 1 . 3500
Runoff coefficient = 0.00 Slope energy grade line ( X) = 0. 3043
Time of conc (min) = 0.00 Critical depth ( in) = Z.97
Inlet time (min) = 0.00 Natural ground elev. ( ft ) 17.60
Intensity ( in/hr) = 0.00 Upstream surcharge ( ft ) = 0.00
Cumulative C*A = 0.00 Additional Q (cfs) = 0. 34
Q = CA * I (cfs) = 0.00 Line capacity (cfs) 4. 14
--------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length (ft ) = 0.00
Q carryover ( cfs) = 0.00 Gutter slope ( ft/ft) = 0.0000
Q captured (cfs) - 0.00 Cross slope ( ft/ft) = 0.0000
Q bypassed (cfs) = 0.00 Ponding width ( ft) = N/A
------------------------------------------------------------------------
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---------------------------------
----- : :
I D H
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: . .
10-YEAR DESIGN STORM
•
Sim SEDER IRBULATION
• BOTH FILE: 9110?.ST3
RRINFRLL FILE: CN8RT6.RN3
PRINIED: 01-16-1992
10 YERR DESIGN STORN Q - CIO I = 5.6101 ( IC + O.IDO) " 0.198 PAGE 1 OF 2
LINE; INC 1RNOFF: INC ; SUN : IIME ;RNFAl1TOTAL FLOU ;PIPE 1SI2E1 PIPE ;PIPE 1HYD GM UEL :HYO GRD : INUERT :COMMENTS/
No. ; ARER :COEFF: Cofl ; C*R : CONC 1INi I:Q=Cfl*i, AdQ;CRP W/U; LEN :SLOPE ; SLOPE :UP/DN:UP/DOUN :UP/ODUN :DOUNSIRERM LINE Y
: (RC) 1 (C) : : : (MIN)1(IPH)1 (CFS) 1(CFS)1(IN)1 (FT) ; M : (X) ;(FPS); (FI) ; (Fi) :
i i i
11 1 0.0 10.00 1 0.0 : 0.0: 0.0 1 0.001 2.01 1 9.5: 21 1 443 1 0.3611 0.023 : 0.81: 71.90 ; 13.23 :11
: 1 1 0.00 2.01 1 21 1 : : 1 0.84: 74.80 1 11.63 1 10
10 1 0.0 :0.00 ; 0.0 : 0.01 2.5 1 0.001 43.01 1 10.2: 21 1 233 1 0.416: 7.371 11 AI 69.83 1 11.36 110
1 1 : 0.00 41.0: 1 21 1 : : :17.881 SZ.6S : 10.39 1 9
9 1 0.0 10.00 : 0.0 1 0.01 3.8 1 0.001 13.01 1 13.6: 24 1 300 1 0.3631 3.617 :13.69: 16.83 1 10.57 :9
: 1 1 0.00 0.01 1 24 1 : 1 :13.691 35.98 1 9.48 1 8
8 : 0.0 :0.00 1 0.0 1 0.01 5.4 : 0.001 43.01 1 13.21 30 1 617 : 0.1041 1.100 1 8.76: 33.60 1 9.04 18
1 1 1 1 1 1 1 0.00 0.01 1 30 1 1 1 1 8.761 26.81 1 8.40 1 7
7 1 0.0 10.00 : 0.0 1 0.01 8.9 1 0.001 43.01 1 76.6: 36 1 233 1 1.3181 0.416 1 6.081 26.23 1 8.15 17
1 1 1 1 1 1 1 0.00 0.01 1 36 1 1 1 1 6.091 25.261 5.08 1 6
• 6 1 0.0 10.00 1 0.0 1 0.01 10.1 1 0.001 43.01 1 0.01 36 1 126 1-1.6671 0.416 1 6.081 24.69 1 5.08 16
1 1 1 1 1 1 1 0.00 0.01 1 36 1 1 1 1 6.09: Z4.16 1 7.18 1 5
S 1 0.010.001 0.01 0.01 10.8 1 0.001 13.01 119.3: 481170 1 0.0181 0.090 3.0 23.991 7.1815
1 1 1 1 1 1 1 0.00 0.01 : 48 1 1 1 1 3.421 23.83 1 7.151 4
4 1 0.0 10.00 1 0.0 1 0.0: 11.9 1 0.001 46.14 1 20.11 36 11414 1 0.0911 0.4?9 1 6.531 9 21.81 : 7.15 14
1 1 1 1 1 1 0.00 3.11 1 36 1 1 : 1 6.531 1 S.08 1 5.86 1 3
3 1 0.0 10.00 : 0.0 1 0.01 19.6 1 0.001 63.61 1 55.6: 60 1 395 1 0.046: 0.060 1 3.211 11.91 : 5.86 13
1 1 1 0.00 1.81 1 60 1 1 1 1 3.24: 14.68 1 5.68 1 2
2 1 0.0 :0.00 1 0.0 : 0.0: 21.8 1 0.001 65.85 1 55.51 60 : 375 1 0.0451 0.064 1 3.35: 14.SO 1 5.68 12
: 1 1 0.00 2.2: 1 60 1 1 : 1 3.35: 14.26 : 5.51 1 1
1 : 0.0 :0.00 1 0.0 1 0.0: 23.9 1 0,001 65.95 : 56.2: 60 1 43 1 0.0471 0.061 1 MS: 14.09 : S.51 11
1 : 1 : 1 : 1 0.00 0.0! : 60 : : 1 3.35: 14.061 5.9910UTFALI
19 1 0.0 :0.00 1 0.0 1 0.01 0.0 1 0.001 0.89 1 1.11 12 1 300 1 1.350: 0.068 1 1.131 15.50 1 12.93 :19
1 : 1 0.00 0.91 1 12 : : : 1 1.131 15.21 : 7.80 1 18
18 1 0.0 :0.00 ; 0.0 1 0.01 2.1 1 0.00: 0.99 : 3.91 IS : 222 0.360: 0.019 1 0.73: 1 S.24 1 7.80 118
; : 0.00 CA: : is 1 : 1 0.731 15.19 : 7.001 17
17 1 0.0 10.00 1 0.0 1 0.01 3.3 ; 0.00: 8.00 ; 21.2; 36 1 139 1 0.1011 0.014 1 1.13: 15.17 1 7.00 117
0.00 7.1: 1 36 : 1 1 1 1.13; 15.15 : 6.86 : 16
/O Y�
• STORN SEUER IRWIIOH (continued)
ORIA FILE: 9197.ST3
RAINFALL FILE: C016.03
PRINTEO: 01-16-1991
10 YERR DESIGN STORK 0 = CIA I = 5.610/ ( Tc + 0.100) ' 0.198 PHGE 2 OF 1
LINE! INC :RNOFF: INC : SUM ! TIME !RNFAL:IOIRL FLOU (PIPE :SIZE! PIPE :PIPE :HYO GRO: UEL :HYO GRO 1 INUERT :COMMENTS/
No. 1 ARER !COEFFI C*R 1 C*R 1 CONC :INT I:0=CR*I, OFOlCRP !HT/U: LEN :SLOPE ! SLOPE !UP/DNIUP/00UN :UP/DOUN 10OUNSIRERM LINE t
! (RC) : (C) ! ! ! (MIN)1(IPH): US) :(CFS):(IN)! (FI) : (1) ! (1) !(FPS): (FT) : (FT) !
16 1 0.0 10.00 1 0.0 : 0.01 4.1 1 0.00! 8.00 1 3S.41 48 1 330 ! 0.061: 0.003 ! 0.64! 15.15 : 6.86 :16
0.00 0.0! : 48 : : ! ! 0.64! 1 S.14 I 6.66 ! 15
15 : 0.0 :0.00 ! 0.0 1 0.01 6.0 1 0,001 8.00 1 45.7: 54 ! 500 1 0.0511 0.002 ! 0.S01 15.13 1 6.66 :15
: ! 0.00 0.01 ! 54 ! : : ! 0.50! 15.13 : 6.39 1 14
14 1 0.0 10.00 1 0.0 1 0.0: 8.7 1 0.0 8.00 1 55.91 60 : 500 ! 0.016: 0.001 1 0.411 15.12 1 6.39 114
: 1 : : ! : 1 0.00 0.0I 1 60 I 1 : ! 0.41I 15.12 1 6.16 1 13
13 1 0.0 MITI) 1 0.0 I CA 11.5 1 0.00: 15.65 : 55.91 60 1 S00 1 0.046! 0.001 1 0.80: 15.11 1 6.16 113
0.00 7.71 : 60 : : 1 : 0.80! 15.09 : 5.93 1 12
12 : 0.0 10.00 : 0.0 1 0.01 14.3 1 0.001 15.65 1 56.31 60 1 150 1 0,0471 DAM 1 0.801 15.08 : 5.93 112
1 0.00 OX 1 60 1 1 1 1 0.80: ISM 1 S.86 : 3
/O y/?
LINE Qact Qcap HT WIG HGON HGUP ONLN INV ON INV UP
(cfs ) (cfs ) ( in ) ( in ) ( ft ) ( ft ) ( ft ) ( ft )
1 65.8 56. 60 60 14.0E 14.09 End 5.49 5.51
65.8 55.5 60 60 14.26 14.50 1 5.51 5.68
3 63.6 55.6 60 60 14.68 14. 91 5.68 5.86
4 46. 1 20. 1 36 36 15.08 21 .84 3 5.86 7. 15
5 43.0 19.3 48 48 23.83 23. 98 4 7. 15 7. 18
6 43.0 0.0 36 36 24. 16 24.69 5 7. 18 5.08
7 43.0 76 .6 36 36 25.26 26.23 6 5.08 8. 15
8 43.0 13.2 30 30 26.81 33.60 7 9.40 9.04
9 43.0 13.6 24 24 35.98 46.83 8 9.48 10.57
10 43.0 10.2 21 21 52.65 89.83 9 10.39 11 .36
11 2.0 9.5 21 21 74.80 74. 90 10 11 .63 13.23
12 15.6 56 .3 60 60 15.08 15.08 3 5.86 5.93
13 15.6 55.9 60 60 15.09 15. 11 12 5.93 6. 16
14 8.0 55.9 60 60 15. 12 15. 12 13 6. 16 6 .39
15 8.0 45.7 54 54 15. 13 15. 13 14 6.39 6.66
16 8.0 35.4 48 48 15. 14 15. 15 15 6.66 6.88
Calc Option 1 Surcharge Box Circular
Graphics mode = EGA
• 1 ) Screen 2 ) Printer 3 ) Screen plot [PgUp] [PgOn) [Esc] Menu
•
/0 y/2
STORM SEWER DESIGN / ANALYSIS
Return Period = 10 Yrs Run Date: 04-16-1992
Rainfall file: CHART6 File: 91407.ST3
LINE 1 / Q = 65.85 / HT = 60 / WID 60 / N = .013 / L = 43 / .TLC - i
-----------------------------------------------------------------------------
1 / Out f al l
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 14.06 60.00 5.49 3. 35 14.Z3 0.00 N/A 19.63
UPSTRM 14.09 60.00 5.51 3.35 14.26 0.00 5.48 19.63
Drainage area (ac) = 0.00 Slope of invert (%) = 0.0465
Runoff coefficient = 0.00 Slope energy grade line ( %) = 0.0639
Time of conc (min) = Z3.9Z Critical depth ( in) = 27. 17
Inlet time (min) - 0.00 Natural ground elev. ( ft ) = 16.00
Intensity ( in/hr) = 0.00 Upstream surcharge ( ft ) = 3.58
Cumulative C*A - 0.00 Additional Q (cfs) = 0.00
Q = CA * I (cfs) = 0.00 Line capacity (cfs) 56. 17
--------------------------- -------------------------------------
Q catchment (cfs) = 0.00 Inlet length ( ft ) = 0.00
Q carryover (cfs) - 0.00 Gutter slope (ft/ft) = 0.0000
Q captured (cfs) 0.00 Cross slope (ft/ft) = 0.0000
Q bypassed (cfs) 0.00 Ponding width (ft) = N/A
• ------------------------------------------------------------------------
LINE 2 / Q = 65.85 / HT = 60 / WID = 60 / N = .013 / L - 375 / .TLC = 1
------------------------------------------------------------------------
Z / DNLN = 1
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 14.Z6 60.00 5.51 3.35 14.44 0.00 5.48 19.63
UPSTRM 14.50 60.00 5.88 3.35 14.68 0.00 5.5 19.63
Drainage area (ac) = 0.00 Slope of invert (%) = 0.0453
Runoff coefficient = 0.00 Slope energy grade line (%) = 0.0639
Time of conc (min) = 21 .84 Critical depth ( in) = 27. 17
Inlet time (min) = 0.00 Natural ground elev. (ft) = 18. 18
Intensity ( in/hr) 0.00 Upstream surcharge (ft ) = 3.8Z
Cumulative C;A 0.00 Additional Q (cfs) 2.24
Q = CA * I (cfs) = 0.00 Line capacity (cfs) = 55.46
--------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length ( ft ) = 0.00
Q carryover (cfs) = 0.00 Gutter slope ( ft/ft ) = 0.0000
Q captured (cfs) 0.00 Cross slope (ft/ft) = 0.0000
Q bypassed (cfs) 0.00 Ponding width ( ft) = N/A
------------------------------------------------------------------------
/o ?/Z,
LINE 3 / Q °= 63.81 / HT = 60 / WID = 60 / N = .013 / L = 395 / JLC = i
------------------------------------------------------------------------
3 / DNLN = Z
HGL DEPTH INVERT VEL E_GL r WID COVER AREA
DNSTRM 14.68 60.00 5.68 3.Z4 14.84 0.00 5.5 19.63
UPSTRM 14.91 60.00 5.86 3.Z4 15.08 0.00 4.63 19.63
Drainage area (ac) = 0.00 Slope of invert (%) = 0.0456
Runoff coefficient = 0.00 Slope energy grade line ( %) = 0.0597
Time of cone (min) = 19.64 Critical depth ( in) = Z6.70
Inlet time (min) - 0.00 Natural ground elev. (ft ) - 15.50
Intensity ( in/hr) = 0.00 Upstream surcharge ( ft ) = 4.05
Cumulative C*A 0.00 Additional Q ( cfs) = 1 .8Z
Q = CA * I (cfs) = 0.00 Line capacity ( cfs) = 55.60
--------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length ( ft ) = 0.00
Q carryover (cfs) - 0.00 Gutter slope ( ft/ft) = 0.0000
Q captured (cfs) = 0.00 Cross slope ( ft/ft) = 0.0000
Q bypassed (cfs) 0.00 Ponding width (ft ) = N/A
------------------------------------------------------------------------
LINE 4 / Q - 46. 14 / HT = 36 / WID = 36 / N = .013 / L = 1414 / JLC = 3
------------------------------------------------------------------------
4 / DNLN = 3
HGL DEPTH INVERT VEL EGL T WID COVER AREA
ONSTRM 15.08 36.00 5.86 6.53 15.74 0.00 6.63 7.07
UPSTRM 21 .84 38.00 7. 15 6.53 ZZ.51 0.00 5.84 7.07
Drainage area (ac) = 0.00 Slope of invert (%) = 0.0912
Runoff coefficient = 0.00 Slope energy grade line ( %) = 0.4787
Time of cone (min) - 11 .79 Critical depth ( in) = Z5.97
Inlet time (min) = 0.00 Natural ground elev. ( ft) 16.00
Intensity ( in/hr) = 0.00 Upstream surcharge (ft ) = 11 .69
Cumulative C*A 0.00 Additional Q (cfs) = 3. 13
Q = CA * I (cfs) = 0.00 Line capacity ( cfs) = ZO. 14
--------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length ( ft ) 0.00
Q carryover (cfs) - 0.00 Gutter slope ( ft/ft ) = 0.0000
Q captured (cfs) 0.00 Cross slope ( ft/ft) = 0.0000
Q bypassed (cfs) 0.00 Ponding width ( ft) = N/A
------------------------------------------------------------------------
�o yiz
LINE 5 / Q = 43.01 / HT = 48 / WID - 48 / N = .013 / L = 170 / JLC = 1
---------------------------------------------------------------------------
5 / DNLN = 4
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM Z3.83 48.00 7. 15 3.4Z Z4.O1 0.00 4.84 1Z.56
UPSTRM Z3.98 48.00 7. 18 3.4Z Z4. 16 0.00 6.41 12.57
Drainage area (ac) = 0.00 Slope of invert (%) = 0.0180
Runoff coefficient = 0.00 Slope energy grade line ( %) = 0.0897
Time of conc (min) = 10.84 Critical depth ( in) _ Z3.Z7
Inlet time (min) = 0.00 Natural ground elev. ( ft ) 17.60
Intensity ( in/hr) = 0.00 Upstream surcharge (ft ) = 1Z.8O
Cumulative C*A - 0.00 Additional Q (cfs) = 0.00
Q = CA * I (cfs) = 0.00 Line capacity ( cfs) = 19.27
--------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length ( ft) = 0.00
Q carryover (cfs) = 0.00 Gutter slope (ft/ft) = 0.0000
Q captured (cfs) = 0.00 Cross slope (ft/ft) = 0.0000
Q bypassed (cfs) 0.00 Ponding width ( ft ) = N/A
------------------------------------------------------------------------
• LINE 6 / Q = 43.01 / HT = 36 / WID = 36 / N = .013 / L - 1 Z6 / JLC = 1
------------------------------------------------------------------------
6 / DNLN = S
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM Z4. 16 36.00 7. 18 6.09 Z4.74 0.00 7.41 7.07
UPSTRM Z4.69 36.00 5.08 6.08 Z5.Z6 0.00 9.4Z 7.07
Drainage area (ac) = 0.00 Slope of invert (%) =-1 .6671
Runoff coefficient = 0.00 Slope energy grade line (%) = 0.4160
Time of conc (min) = 10. 14 Critical depth ( in) = 25.08
Inlet time (min) 0.00 Natural ground elev. ( ft) 17.50
Intensity ( in/hr) 0.00 Upstream surcharge (ft ) 16.61
Cumulative C*A = 0.00 Additional Q (cfs) = 0.00
Q = CA * I (cfs) = 0.00 Line capacity (cfs) = 0.00
--------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length ( ft ) = 0.00
Q carryover (cfs) = 0.00 Gutter slope (ft/ft) = 0.0000
Q captured (cfs) = 0.00 Cross slope ( ft/ft) = 0.0000
Q bypassed (cfs) 0.00 Ponding width (ft) = N/A
------------------------------------------------------------------------
i v yrL
LINE 7 / Q = 43.01 / Hf = 36 / WID = 36 / N = .013 / L = Z33 / JLC = I
-------------------------------------------------------------------------
7 / DNLN = 6
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM Z5.ZG 36.00 5.08 6.09 Z5.84 0.00 9.4Z 7.07
UPSTRM Z6.Z3 36.00 8. 15 6.08 ZG.81 0.00 6. 35 7.07
Drainage area (ac) = 0.00 Slope of invert ( X) = 1 . 3176
Runoff coefficient = 0.00 Slope energy grade line ( %) = 0.4160
Time of conc (min) = 8.85 Critical depth ( in) = 25.08
Inlet time (min) - 0.00 Natural ground elev. ( ft ) 17.50
Intensity ( in/hr) = 0.00 Upstream surcharge ( ft ) 15.08
Cumulative C*A - 0.00 Additional Q (cfs) 0.00
Q = CA * I (cfs) - 0.00 Line capacity ( cfs) 76.56
--------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length ( ft) 0.00
Q carryover (cfs) = 0.00 Gutter slope ( ft/ft ) = 0.0000
Q captured (cfs) = 0.00 Cross slope ( ft/ft) = 0.0000
Q bypassed (cfs) = 0.00 Ponding Width ( ft ) = N/A
------------------------------------------------------------------------
• LINE 8 / Q = 43.01 / HT = 30 / WID = 30 / N = .013 / L = 617 / JLC = 2
------------------------------------------------------------------------
8 / OWN = 7
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 26.81 30.00 8.40 8.76 28.00 0.00 6.6 4.91
UPSTRM 33.60 30.00 9.04 8.76 34.79 0.00 7. 16 4.91
Drainage area (ac) = 0.00 Slope of invert (%) = 0. 1037
Runoff coefficient = 0.00 Slope energy grade line (%) = 1 . 1000
Time of conc (min) = 5.4Z Critical depth ( in) 26.55
Inlet time (min) 0.00 Natural ground elev. (ft) 18.70
Intensity ( in/hr) = 0.00 Upstream surcharge ( ft) 22.06
Cumulative C*A = 0.00 Additional Q (cfs) = 0.00
Q = CA * I (cfs) = 0.00 Line capacity (cfs) = 13.Z1
--------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length ( ft) 0.00
Q carryover (cfs) = 0.00 Gutter slope (ft/ft ) = 0.0000
Q captured (cfs) = 0.00 Cross slope (ft/ft) = 0.0000
Q bypassed (cfs) = 0.00 Ponding Width ( ft) - N/A
------------------------------------------------------------------------
iv y�
LINE 9 / Q = 43.01 / HT = Z4 / WID = Z4 / N = .013 / L = 300 / JLC = Z
------------------------------------------------------------------------
9 / DNLN = 8
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 35.98 Z4.00 9.48 13.69 38.89 0.00 7.ZZ 3. 14
UPSTRM 46.83 Z4.00 10.57 13.89 49.74 0.00 6.93 3. 14
Drainage area (ac) = 0.00 Slope of invert ( %) = 0. 3633
Runoff coefficient = 0.00 Slope energy grade line ( %) - 3.6168
Time of conc (Min) = 3.76 Critical depth ( in) = 23.65
Inlet time (min) = 0.00 Natural ground elev. ( ft ) = 19.50
Intensity ( in/hr) = 0.00 Upstream surcharge ( ft) 34.Z6
Cumulative C*A = 0.00 Additional Q (cfs) 0.00
Q = CA * I (cfs) = 0.00 Line capacity ( cfs) = 13.63
--------------------------- -------------------------------------
Q catchment (cfs) = 0.00 Inlet length ( ft ) = 0.00
Q carryover (cfs) = 0.00 Gutter slope ( ft/ft) = 0.0000
Q captured (cfs) = 0.00 Cross slope ( ft/ft) = 0.0000
Q bypassed (cfs) 0.00 Ponding width ( ft ) = N/A
------------------------------------------------------------------------
• LINE 10 / Q = 43.01 / HT = Z1 / WID = 21 / N - .013 / L = Z33 / JLC = 1
------------------------------------------------------------------------
10 / DNLN = 9
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 5Z.65 Z1 .00 10.39 17.88 57.6Z 0.00 7.35 Z.40
UPSTRM 69.83 Z1 .00 11 .36 17.88 74.80 0.00 6.49 Z.41
Drainage area (ac) = 0.00 Slope of invert (%) = 0.4163
Runoff coefficient = 0.00 Slope energy grade line ( %) = 7.373Z
Time of conc (min) = Z.46 Critical depth ( in) = ZO.96
Inlet time (min) = 0.00 Natural ground elev. (ft ) s 19.60
Intensity ( in/hr) = 0.00 Upstream surcharge (ft) = 56.7Z
Cumulative C*A 0.00 Additional Q (cfs) = 41 .00
Q = CA * I (cfs) = 0.00 Line capacity (cfs) = 10.22
--------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length ( ft ) = 0.00
Q carryover (cfs) = 0.00 Gutter slope ( ft/ft) = 0.0000
Q captured (cfs) 0.00 Cross slope ( ft/ft) = 0.0000
Q bypassed (cfs) = 0.00 Ponding width ( ft) = N/A
------------------------------------------------------------------------
� iv y�
LINE 11 / Q = Z_.01 / HT = Z1 / WID = Z1 / N = .013 / L = 443 / JLC = 3
----------------------------------------------------------------------- -
11 / DNLN = 10
HGL DEPTH INVERT VEL EGL. T WID COVER AREA
DNSTRM 74.80 Z1 .00 11 .63 0.84 74.81 0.00 6.ZZ Z.40
UPSTRM 74.90 21 .00 13.23 0.84 74.91 0.00 4.72 2.41
Drainage area ( ac) = 0.00 Slope of invert ( X) = 0. 3617
Runoff coefficient = 0.00 Slope energy grade line ( X) - 0.0Z34
Time of conc ( min) = 0.00 Critical depth ( in) - 6.Z4
Inlet time ( min) = 0.00 Natural ground elev. ( ft ) 19.70
Intensity ( in/hr) = 0.00 Upstream surcharge ( ft ) = 59.9Z
Cumulative C*A = 0.00 Additional Q ( cfs) = Z.01
Q = CA * I (cfs) = 0.00 Line capacity ( cfs) = 9.5Z_
--------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length ( ft) - 0.00
q carryover ( cfs) = 0.00 Gutter slope ( ft/ft ) = 0.0000
Q captured (cfs) = 0.00 Cross slope (ft/ft) = 0.0000
Q bypassed (cfs) = 0.00 Ponding width ( ft) = N/A
------------------------------------------------------------------------
• LINE 12 / Q = 15.65 / HT = 60 / WID = 60 / N = .013 / L = 150 / JLC = 1
------------------------------------------------------------------------
12 / DNLN = 3
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 15.08 60.00 5.86 0.80 15.09 0.00 4.63 19.63
UPSTRM 15.08 60.00 5.93 0.80 15.09 0.00 5.86 19.63
Drainage area ( ac) = 0.00 Slope of invert ( %) = 0.0467
Runoff coefficient = 0.00 Slope energy grade line ( X) = 0.0036
Time of conc ( min) = 14.28 Critical depth ( in) = 13.25
Inlet time (min) 0.00 Natural ground elev. ( ft ) = 16.80
Intensity ( in/hr) = 0.00 Upstream surcharge ( ft ) = 4. 15
Cumulative C*A - 0.00 Additional Q ( cfs) = 0.00
Q = CA * I (cfs) = 0.00 Line capacity (cfs) = 56.Z7
--------------------------- -------------------------------------
Q catchment (cfs) = 0.00 Inlet length ( ft ) = 0.00
Q carryover (cfs) = 0.00 Gutter slope ( ft/ft ) = 0.0000
Q captured (cfs) = 0.00 Cross slope ( ft/ft ) = 0.0000
Q bypassed (cfs) = 0.00 Ponding width ( ft ) N/A
------------------------------------------------------------------------
LINE 13 / Q = 15.65 / HT = 60 / WID = 60 / N = .013 / L = 500 / JLC = 1
------------------------------------------------------------------------
• 1 .3 / DNLN = 12
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 15.09 60.00 5.93 0.80 15. 10 0.00 5.86 19.63
UPSTRM 15. 11 60.00 6. 16 0.80 15. 1Z 0.00 4.94 19.63
Drainage area ( ac) = 0.00 Slope of invert ( %) = 0.0460
Runoff coefficient = 0.00 Slope energy grade line ( %) = 0.0036
Time of conc (Min) = 11 .51 Critical depth ( in) = 13.Z5
Inlet time (min) = 0.00 Natural ground elev. ( ft ) = 16. 10
Intensity ( in/hr) = 0.00 Upstream surcharge ( ft) = 3.95
Cumulative C*A = 0.00 Additional Q (cfs) = 7.85
Q = CA * I (cfs) = 0.00 Line capacity ( cfs) = 55.86
--------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length ( ft ) = 0.00
Q carryover (cfs) = 0.00 Gutter slope ( ft/ft ) = 0.0000
Q captured (cfs) 0.00 Cross slope (ft/ft) = 0.0000
Q bypassed (cfs) = 0.00 Ponding width ( ft ) = N/A
------------------------------------------------------------------------
LINE 14 / Q = 8.00 / HT = 60 / WID = 60 / N = .013 / L = 500 / JLC = 1
------------------------------------------------------------------------
14 / DNLN = 13
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 15. 1z 60.00 6. 16 0.41 15. 1Z 0.00 4.94 19.63
UPSTRM 15. 12 60.00 6.39 0.41 15. 13 0.00 5.21 19.63
Drainage area (ac) = 0.00 Slope of invert (X) = 0.0460
Runoff coefficient = 0.00 Slope energy grade line ( X) = 0.0009
Time of cone (min) = 8.73 Critical depth ( in) 9.47
Inlet time (min) = 0.00 Natural ground elev. (ft ) 16.60
Intensity ( in/hr) 0.00 Upstream surcharge (ft) 3.73
Cumulative C*A = 0.00 Additional Q (cfs) 0.00
Q = CA * I (cfs) = 0.00 Line capacity (cfs) = 55.86
--------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length ( ft) = 0.00
Q carryover (cfs) = 0.00 Gutter slope (ft/ft ) = 0.0000
Q captured (cfs) = 0.00 Cross slope (ft/ft) = 0.0000
Q bypassed (cfs) = 0.00 Ponding width (ft) N/A
------------------------------------------------------------------------
io yiZ
LINE 15 / Q = 8.00 / HT = 54 / WID = 54 / N = .013 / L = 500 / TLC = 1
-----------------------------------------------------------------------
• 15 / DNLN = 14
HGL DEPTH INVERT VEL EGL ( WID COVER AREA
DNSTRM 15. 13 54.00 6. 39 0.50 15. 13 0.00 5.71 15.90
UPSIRM 15. 13 54.00 6.66 0.50 15. 14 0.00 5.44 15.90
Drainage area ( ac) = 0.00 Slope of invert ( %) = 0.0540
Runoff coefficient = 0.00 Slope energy grade line ( C) = 0.0017
Time of conc ( min) = 5.95 Critical depth ( in) = 9.73
Inlet time (min) = 0.00 Natural ground elev. ( ft ) = 16.60
Intensity ( in/hr) = 0.00 Upstream surcharge ( ft) = 3.97
Cumulative C*A - 0.00 Additional Q ( cfs) = 0.00
Q = CA * I ( cfs) = 0.00 Line capacity ( cfs) = 45.70
Q catchment (cfs) = 0.00 Inlet length ( ft ) = 0.00
Q carryover (cfs) = 0.00 Gutter slope ( ft/ft ) = 0.0000
Q captured (cfs) = 0.00 Cross slope ( ft/ft) = 0.0000
Q bypassed (cfs) = 0.00 Ponding width ( ft) = N/A
------------------------------------------------------------------------
• LINE 16 / Q = 8.00 / HT = 48 / WID = 48 / N = .013 / L = 330 / JLC = 1
------------------------------------------------------------------------
16 / DNLN = 15
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 15. 14 48.00 6.66 0.64 15. 14 0.00 5.94 12.56
UPSTRM 15. 15 48.00 6.86 0.64 15. 15 0.00 5.74 1Z.57
Drainage area ( ac) = 0.00 Slope of invert ( %) = 0.0606
Runoff coefficient = 0.00 Slope energy grade line ( %) = 0.0031
Time of conc (min) = 4. 12 Critical depth ( in) = 10.04
Inlet time (min) 0.00 Natural ground elev. ( ft ) = 16.60
Intensity ( in/hr) = 0.00 Upstream surcharge ( ft) = 4.Z9
Cumulative C*A 0.00 Additional Q ( cfs) 0.00
Q = CA * I (cfs) = 0.00 Line capacity (cfs) = 35. 36
--------------------------- ------------------------------------
Q catchment ( cfs) = 0.00 Inlet length ( ft ) - 0.00
Q carryover (cfs) = 0.00 Gutter slope ( ft/ft) = 0.0000
Q captured (cfs) = 0.00 Cross slope ( ft/ft) = 0.0000
Q bypassed (cfs) = 0.00 Ponding width (ft ) = N/A
------------------------------------------------------------------------
/ O yi2
LINE 17 / Q = 8.00 / HT = 36 / WID = 36 / N = .013 / 1. = 139 / JLC = 1
--------------------------------- -----------------------------------------
17 / DNLN = 16
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 15. 15 36.00 6.86 1 . 13 15. 17 0.00 6.74 7.07
UPSTRM 15. 17 36.00 7.00 1 . 13 15. 19 0.00 6.5 7.07
Drainage area (ac) = 0.00 Slope of invert ( X) = 0. 1007
Runoff coefficient = 0.00 Slope energy grade line ( X) = 0.0144
Time of cone (min) = 3. 34 Critical depth ( in) = 10.82
Inlet time (min) - 0.00 Natural ground elev. ( ft ) = 16.50
Intensity ( in/hr) = 0.00 Upstream surcharge (ft) = 5. 17
Cumulative C*A = 0.00 Additional Q (cfs) 7. 11
Q = CA * I (cfs) = 0.00 Line capacity (cfs) - Z1 . 17
--------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length ( ft) 0.00
Q carryover (cfs) = 0.00 Gutter slope ( ft/ft ) = 0.0000
Q captured (cfs) = 0.00 Cross slope ( ft/ft) = 0.0000
Q bypassed (cfs) = 0.00 Ponding width ( ft ) = N/A
------------------------------------------------------------------------
• LINE 18 / Q = 0.89 / HT = 15 / WID = 15 / N = .013 / L = 22Z / JLC = 1
------------------------------------------------------------------------
18 / DNLN = 17
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 15. 19 15.00 7.00 0.73 15.20 0.00 8.Z5 1 .23
UPSTRM 15.24 15.00 7.80 0.73 15.Z4 0.00 7.05 1 .Z3
Drainage area (ac) = 0.00 Slope of invert (%) = 0.3604
Runoff coefficient = 0.00 Slope energy grade line (%) = 0.0190
Time of conc (min) = Z. 11 Critical depth ( in) = 4.53
Inlet time (min) = 0.00 Natural ground elev. (ft) = 16. 10
Intensity ( in/hr) = 0.00 Upstream surcharge ( ft ) 6. 19
Cumulative C*A = 0.00 Additional Q (cfs) = 0.00
Q = CA * I (cfs) = 0.00 Line capacity (cfs) = 3.88
--------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length ( ft ) m 0.00
Q carryover (cfs) = 0.00 Gutter slope (ft/ft) = 0.0000
Q captured (cfs) = 0.00 Cross slope ( ft/ft) = 0.0000
Q bypassed (cfs) = 0.00 Ponding width ( ft) N/A
------------------------------------------------------------------------
Y/_7
•
LINE 19 / Q = 0.89 / HT = 12 / WID = 1Z / N = .013 / L = 380 / JLC = 1
----------------------------------------------------------------------- -
• 19 / DNLN = 18
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 15.24 1Z.00 7.80 1 . 13 15.26 0.00 7. 3 0.79
UPSTRM 1S.50 12.00 12.93 1 . 13 15.5Z 0.00 3.67 0.79
Drainage area (ac) = 0.00 Slope of invert ( %) = 1 . 3500
Runoff coefficient = 0.00 Slope energy grade line ( X) = 0.0625
Time of conc (min) = 0.00 Critical depth ( in) = 4.80
Inlet time (min) 0.00 Natural ground elev. ( ft) = 17.60
Intensity ( in/hr) = 0.00 Upstream surcharge ( ft ) = i .S7
Cumulative C*A = 0.00 Additional Q (cfs) 0.89
Q = CA * I (cfs) = 0.00 Line capacity ( cfs) = 4. 14
--------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length ( ft ) = 0.00
Q carryover (cfs) = 0.00 Gutter slope ( ft/ft ) = 0.0000
Q captured (cfs) = 0.00 Cross slope ( ft/ft) = 0.0000
Q bypassed (cfs) 0.00 Ponding Width ( ft ) = N/A
------------------------------------------------------------------------
•
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100-YEAR DESIGN STORM
i
•
STORM SEWER TABULATION
ATA FILE: 91407.ST3
RAINFALL FILE: CHART6.RN3
PRINTED: 04-16-1992
100 YEAR DESIGN STORM Q = CIA I = 7.863/ ( Tc + 0. 100 ) " 0
LINE INC IRNOFF! INC 1 SUM ! TIME 1RNFAL! TOTAL FLOW !PIPE !SIZE! PIPE !PIPE
No. 1 AREA ICOEFF! C*A 1 C*A 1 CONC TINT IIQ=CA*I , AdQICAP !HT/Wl LEN ! SLOPE
! ( AC ) ! (C ) l I 1 (MINH ( IPH ) l (CFS ) 1 ( CFS )l ( IN)! (FT ) 1 (Y )
1 1 I I I I 1 I 1 I
1 I I 1 1 1 I 1 1 1
11 1 0.0 10.00 1 0.0 1 0.01 0.0 1 0.001 3.71 l 9.S1 21 l 443 1 0.36
! l ! I 1 1 1 0.00 3.71 l 21 ! !
I 1 I 1 1 I I I 1 I I
1 I I 1 1 1 1 1 1 I I
10 1 0.0 10.00 1 0.0 1 0.01 2.S 1 0.001 44.71 l 10.21 21 1 233 1 0.41
l 1 1 l l 1 1 0.00 41 .01 l 21 1 !
1 1 1 I I I I I I I 1
1 1 I 1 1 1 1 1 1 1 1
9 1 0.0 10.00 1 0.0 1 0.01 3.8 l 0.00! 44.71 1 13.61 24 1 300 1 0.36
! 1 1 1 1 1 ! 0.00 0.01 1 24 1 1
1 1 1 1 1 1 1
1 1 1 I I 1 1
1 1 I 1 1 1 1 1
8 1 0.0 l0.00 1 0.0 1 0.0! 5.4 1 0.001 44.71 1 13.21 30 1 617 1 0. 10
1 ! 1 1 1 ! 1 0.00 0.01 1 30 ! 1
I 1 1 I I 1 I 1 I 1 1
1 1 1 1 1 1 1 I I 1
7 1 0.0 10.00 1 0.0 1 0.01 8.9 1 0.001 44.71 1 76.61 36 1 233 1 1 .31
1 1 1 1 ! 1 1 0.00 0.0! 1 36 1 1
1 I I 1 1 1 1 I I 1 1
I 1 I 1 1 1 1 1 1 1 1
6 1 0.0 10.00 1 0.0 1 0.01 10. 1 1 0.00! 44.71 ! 0.0! 36 1 126 1-1 .66
1 ! 1 1 l ! 1 0.00 0.0! 1 36 1 1
1 1 I 1 I I 1 1 1 1 I
1 i i 1 I 1 { I I 1 1
5 1 0.0 l0.00 1 0.0 1 0.01 10.8 1 0.001 44.71 1 19.31 48 1 170 1 0.01
1 1 1 l 1 1 ! 0.00 0.01 1 48 1 1
1 1 1 1 1 I 1
1 I 1 1 1 1 I I
1 1 1 1 1 1 1
4 1 0.0 10.00 l 0.0 1 0.01 11 .8 1 0.001 50.49 1 20. 11 36 11414 1 0.09
1 ! ! 1 1 1 1 0.00 5.81 1 36 1 !
1 1 1 I i I I 1 1 1 I
1 I I 1 1 1 1 1 I 1 1
3 1 0.0 10.00 1 0.0 ! 0.01 19.6 1 0.001 82.72 1 55.61 60 1 395 1 0.04
! l 1 l ! ! 1 0.00 3.31 ! 60 1 1
1 1 i 1 1 I I I I 1 I
1 1 1 1 1 1 1 1 1 1 1
2 ! 0.0 10.00 ! 0.0 1 0.01 21 .8 1 0.001 86.8S 1 55.S1 60 1 375 1 0.04
1 1 1 1 ! 1 1 0.00 4. 11 1 60 1 1
I I 1 1 I 1 1 1 I I 1
1 1 1 1 1 1 1 1 1 1 1
1 1 0.0 10.00 l 0.0 1 0.01 23.9 1 0.001 86.8S ! S6.2! 60 l 43 1 0.04
l l 1 l l ! l 0.00 0.0! 1 60 1 1
- 1 I 1 1 I I I I I I 1
--- 1 1 1 1 1 1 1 I 1 1 1
19 1 0.0 l0.00 1 0.0 1 0.01 0.0 1 0.001 1 .65 1 4. 1 ! 12 l 380 ! 1 .3S
l 1 ! ! ! l ! 0.00 1 .61 1 12 1 1
1 1 1
1
1 I 1 I 1 1 1 1 1 1
1 1 1 1 1 1 I I
18 l 0.0 10.00 l 0.0 l 0.01 2 . 1 1 0.001 1 .65 l 3.91 15 l 222 1 0.36
1 1 1 1 I i 1 0.00 0.01 1 15 l 1
1 1 I 1 1 1 1 1 1 1 I I 1 I 1 1
1 1 1 1 1 I
17 1 0.0 10.00 1 0.0 l 0.0! 3.3 l 0.001 14.76 1 21 .21 36 1 139 1 0. 10
l l 1 ! l l l 0.00 1 3. 1 1 ! 36 l !
I 1 1 I I 1 i
1 1 I I
1 1 1 I 1 1 1 1 I
STORM SEWER TABULATION ( continued )
• DATA FILE: 91407.ST3
RAINFALL FILE: CHART6.RN3
PRINTED: 04-16-1992
100 YEAR DESIGN STORM Q = CIA I = 7.863/ ( Tc + 0. 100 ) 0
LINE : INC !RNOFF! INC ! SUM 1 'TIME ! RNFAL: TOTAL FLOW PIPE :SIZE: PIPE !PIPE
No. 1 AREA 1COEFF! C*A : C*A : CONC : INT IIQ=CA*I , DFQICAP :HT/W: LEN :SLOPE
: ( AC ) : (C ) I 1 1 (MIN ) ! ( IPH ) 1 (CFS ) 1 ( CFS ) : ( IN )1 ( FT ) 1 ( % )
a
16 1 0.0 :0.00 : 0.0 1 0.01 4. 1 : 0.001 14.76 1 35.41 48 : 330 1 0.06
1 : 1 : : 1 1 0.00 0.0: : 48 : :
1S 1 0.0 :0.00 : 0.0 1 0.0: 6 .0 : 0.001 14.76 : 45.7: S4 : SOO 1 0.OS
0.00 0.0: 1 54 1 !
14 1 0.0 :0.00 1 0.0 1 0.01 8.7 1 0.00: 14.76 1 SS. 91 60 : 500 1 0.04
1 1 ! ! : 1 : 0.00 0.0: : 60 : :
13 1 0.0 10.00 : 0.0 ! 0.01 11 .S 1 0.00: 28.88 : 55.91 60 1 500 1 0.04
1 ! : 1 ! ! : 0.00 14. 11 1 60 ! !
12 1 0.0 10.00 1 0.0 1 0.01 14.3 1 0.00: 28.88 1 56.31 60 1 150 1 0.04
1 : ! : : ! : 0.00 0.0! 1 60 ! !
S /ov
• LINE Qact Qcap HT WID HGON HGUP DNLN INV ON INV UP
( cfs ) (cfs ) ( in ) ( in ) ( ft ) ( f t ) ( f t ) ( f t )
1 86.8 56 .2 60 60 15.45 15.50 End S.49 S.51
86.9 55.5 60 60 15.90 16 .22 1 5.51 5.68
3 92.7 55.6 60 60 16 .S2 16. 92 5.68 5.86
4 50.5 20. 1 36 36 17.20 25.30 3 5.86 7. 15
5 44.7 19.3 48 48 27.68 27.84 4 7. 15 7. 18
6 44.'7 0.0 36 36 29.04 28.61 5 ?. 19 5.08
7 44.7 76.6 36 36 29.23 30.2'8 6 5.08 8. 15
8 44.7 13.2 30 30 30.90 38.23 7 8.40 9.04
9 44.7 13.6 24 24 40.81 52.53 8 9.48 10.57
10 44.7 10.2 21 21 58.83 77.39 9 10.39 11 .36
11 3.7 9.5 21 21 82.76 83. 11 10 11 .63 13.23
12 28.9 56.3 60 60 17.20 17.22 3 5.86 S.93
13 28.9 55. 9 60 60 17.25 17.31 12 5.93 6. 16
14 14.8 55. 9 60 60 17.34 17.36 13 6. 16 6.39
15 14.8 4S.7 54 S4 17.37 17.40 14 6 .39 6.66
16 14.9 35.4 48 49 17.41 17.45 15 6.66 6.86
Calc Option = 1 Surcharge Box Circular
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STORM SEWER DESIGN / ANALYSIS
Return Period = 100 Yrs Run Date: 04-16- 1992
Rainfall file: CHARTG File: 91407.ST3
LINE 1 / Q = 86.85 / HT = 60 / WID = 60 / N = .013 / L = 43 / JLC = i
------------------------------------------------------------------------
1 / Outfall
HGL DEPTH INVERT VEL. EGL T WID COVER AREA
DNSTRM 1S.45 60.00 5.49 4.4Z 15.75 0.00 N/A 19.63
UPSTRM 15.50 60.00 5.51 4.4Z 15.80 0.00 5.48 19.63
Drainage area ( ac) = 0.00 Slope of invert ( X) = 0.0465
Runoff coefficient = 0.00 Slope energy grade line ( X) = 0. 111Z
Time of conc (min) = Z3.9Z Critical depth ( in) = 31 .Z0
Inlet time (min) = 0.00 Natural ground elev. ( ft ) = 16.00
Intensity ( in/hr) = 0.00 Upstream surcharge ( ft ) = 4.99
Cumulative C*A = 0.00 Additional Q ( cfs) = 0.00
Q = CA * I (cfs) - 0.00 Line capacity ( cfs) = 56. 17
--------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length ( ft ) = 0.00
Q carryover (cfs) = 0.00 Gutter slope ( ft/ft) = 0.0000
Q captured (cfs) 0.00 Cross slope ( ft/ft) = 0.0000
Q bypassed (cfs) = 0.00 Ponding width ( ft) = N/A
------------------------------------------------------------------------
LINE Z / Q = 86.85 / HT = 60 / WID = 60 / N = .013 / L = 375 / JLC = 1
------------------------------------------------------------------------
2 / DNLN = 1
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 15.80 60.00 5.51 4.42 16. 11 0.00 5.48 19.63
UPSTRM 16.ZZ 60.00 5.68 4.42 16.S2 0.00 S.5 19.63
Drainage area (ac) = 0.00 Slope of invert ( %) = 0.0453
Runoff coefficient = 0.00 Slope energy grade line ( %) = 0. 111Z
Time of conc (min) = Z1 .84 Critical depth ( in) = 31 .20
Inlet time (min) = 0.00 Natural ground elev. ( ft ) = 16. 18
Intensity ( in/hr) = 0.00 Upstream surcharge ( ft ) = S.54
Cumulative C*A 0.00 Additional Q (cfs) = 4. 13
Q = CA * I (cfs) = 0.00 Line capacity ( cfs) = 55.46
---------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length ( ft ) 0.00
Q carryover ( cfs) = 0.00 Gutter slope ( ft/ft ) = 0.0000
Q captured (cfs) = 0.00 Cross slope ( ft/ft ) - 0.0000
Q bypassed (cfs) - 0,.00 Ponding width ( ft ) = N/A
-------------------------------------------------------------------------
/�o yr`
• LINE 3 / Q = 8Z.72 / HT = 60 / WID = 60 / N = .013 / L = 395 / JLC = i
--------------------------------------------------------------------------
3 / DNLN =1 Z
HGL DEPTH INVERT VEL EGL r WID COVER AREA
DNSTRM 16.52 60.00 5.68 4.Z1 16.80 0.00 5.5 19.63
UPSTRM 16.9Z 60.00 5.86 4.Z1 17.20 0.00 4.63 19.63
Drainage area (ac) = 0.00 Slope of invert ( %) = 0.0456
Runoff coefficient = 0.00 Slope energy grade line ( %) = 0. 1009
Time of conc ( min) = 19.64 Critical depth ( in) = 30.45
Inlet time (min) = 0.00 Natural ground elev. ( ft) = 15.50
Intensity ( in/hr) = 0.00 Upstream surcharge ( ft ) = 6.OG
Cumulative C*A = 0.00 Additional Q (cfs) = 3. 35
Q = CA * I ( cfs) = 0.00 Line capacity ( cfs) = 55.60
--------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length ( ft ) - 0.00
Q carryover (cfs) = 0.00 Gutter slope ( ft/ft ) = 0.0000
Q captured (cfs) = 0.00 Cross slope ( ft/ft ) = 0.0000
Q bypassed (cfs) = 0.00 Ponding width ( ft ) = N/A
------------------------------------------------------------------------
• LINE 4 / Q = 50.49 / HT = 36 / WID - 36 / N = .013 / L = 1414 / JLC = 3
------------------------------------------------------------------------
4 / DNLN = 3
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 17.20 36.00 5.86 7. 14 17.99 0.00 6.63 7.07
UPSTRM Z5.30 36.00 7. 15 7. 14 26.09 0.00 5.84 7.07
Drainage area ( ac) = 0.00 Slope of invert ( %) = 0.0912
Runoff coefficient = 0.00 Slope energy grade line ( %) = 0.573Z
Time of conc ( min) = 11 .79 Critical depth ( in) = Z7. 17
Inlet time (min) 0.00 Natural ground elev. ( ft ) = 16.00
Intensity ( in/hr) 0.00 Upstream surcharge ( ft ) = 15. 15
Cumulative C*A 0.00 Additional Q (cfs) = 5.78
Q = CA * I (cfs) = 0.00 Line capacity (cfs) Z0. 14
--------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length ( ft ) 0.00
Q carryover (C.fs) = 0.00 Gutter slope ( ft/ft ) = 0.0000
Q captured (cfs) 0.00 Cross slope ( ft/ft ) = 0.0000
Q bypassed (cfs) 0.00 Ponding width ( ft ) - N/A
-------------------------------------------------------------------------
LINE 5 / Q =-44.71 / HT = 48 / WID = 48 / N = .W 3 / L = 170 / JLC = 1
5 / DNLN = 4
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTHM Z7.68 48.00 7. 15 3.56 27.88 0.00 4.84 1Z .56
UPSTRM Z7.84 48.00 7. 18 3.56 Z8.04 0.00 6.41 IZ.57
Drainage area (ac) = 0.00 Slope of invert ( %) = 0.0180
Runoff coefficient = 0.00 Slope energy grade line ( %) = 0.0969
Time of conc (min) = 10.84 Critical depth ( in) = Z3.7Z
Inlet time ( min) = 0.00 Natural ground elev. ( ft ) = 17.60
Intensity ( in/hr) = 0.00 Upstream surcharge ( ft ) = 16.66
Cumulative C*A = 0.00 Additional Q (cfs) - 0.00
Q = CA * I (cfs) = 0.00 Line capacity ( cfs) = 19.Z7
--------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length ( ft ) = 0.00
Q carryover ( cfs) = 0.00 Gutter slope ( ft/ft ) = 0.0000
Q captured (cfs) - 0.00 Cross slope ( ft/ft) = 0.0000
Q bypassed ( cfs) = 0.00 Ponding width ( ft ) - N/A
------------------------------------------------------------------------
• LINE 6 / Q = 44.71 / HT = 36 / WID = 36 / N = .013 / L = 126 / JLC = 1
------------------------------------------------------------------------
6 / DNLN = 5
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM Z8.04 36.00 7. 18 6.33 Z8.66 0.00 7.41 7.07
UPSTRM Z8.61 36.00 5.08 6. 33 Z9.Z3 0.00 9.4Z 7.07
Drainage area (ac) = 0.00 Slope of invert (%) =-1 .6671
Runoff coefficient = 0.00 Slope energy grade line ( %) = 0.4495
Time of conc ( min) = 10. 14 Critical depth ( in) = 25.57
Inlet time (min) = 0.00 Natural ground elev. (ft ) - 17.50
Intensity ( in/hr) = 0.00 Upstream surcharge ( ft ) 20.53
Cumulative C*A - 0.00 Additional Q (cfs) = 0.00
Q = CA * I (cfs) 0.00 Line capacity (cfs) - 0.00
--------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length ( ft) = 0.00
Q carryover ( cfs) = 0.00 Gutter slope ( ft/ft ) = 0.0000
Q captured (cfs) = 0.00 Cross slope (ft/ft ) = 0.0000
Q bypassed (cfs) = 0.00 Ponding width ( ft ) = N/A
------------------------------------------------------------------------
• LINE 7 / Q = 44.71 / HT = 36 / WID = 36 / N = .013 / L = Z33 / JLC = 1
7 / DNLN = 5
HGL DEPTH INVERT VEL EGL r WID COVER AREA
DNSTRM Z9.Z3 36.00 5.08 6. 33 Z9.85 0.00 9.42 7.07
UPSTRM 30.Z8 36.00 8. 15 6. 33 30.90 0.00 6. 35 7.07
Drainage area ( ac) = 0.00 Slope of invert ( %) = 1 . 3176
Runoff coefficient = 0.00 Slope energy grade line ( %) = 0.4495
Time of conc ( min) = 8. 85 Critical depth ( in) = Z5.57
Inlet time (min) = 0.00 Natural ground elev. ( ft ) = 17.50
Intensity ( in/hr) 0.00 Upstream surcharge (ft ) - 19. 13
Cumulative C*A - 0.00 Additional Q ( cfs) = 0.00
Q = CA * I ( cfs) = 0.00 Line capacity ( cfs) = 76.56
--------------------------- ------------------------------------
Q catchment ( cfs) = 0.00 Inlet length ( ft ) = 0.00
Q carryover (cfs) = 0.00 Gutter slope ( ft/ft ) = 0.0000
Q captured (cfs) = 0.00 Cross slope (ft/ft) = 0.0000
Q bypassed (cfs) = 0.00 Ponding width ( ft ) = N/A
------------------------------------------------------------------------
LINE 8 / Q = 44.71 / HT = 30 / WID = 30 / N = .013 / L = 617 / JLC = Z
------------------------------------------------------------------------
8 / DNLN = 7
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 30.90 30.00 8.40 9. 11 3Z. 19 0.00 6.6 4.91
UPSTRM 38.23 30.00 9.04 9. 11 39.5Z 0.00 7. 16 4.91
Drainage area (ac) = 0.00 Slope of invert ( %) = 0. 1037
Runoff coefficient = 0.00 Slope energy grade line ( %) = 1 . 1887
Time of conc (min) = 5.4Z Critical depth ( in) = Z7.O2
Inlet time (min) - 0.00 Natural ground elev. ( ft ) 18.70
Intensity ( in/hr) = 0.00 Upstream surcharge ( ft ) = ZG.69
Cumulative C*A = 0.00 Additional Q ( cfs) = 0.00
Q = CA * I ( cfs) 0.00 Line capacity (cfs) = 13.21
--------------------------- ------------------------------------
Q catchment ( cfs) = 0.00 Inlet length (ft ) = 0.00
Q carryover (cfs ) = 0.00 Gutter slope ( ft/ft ) = 0.0000
Q captured (cfs) = 0.00 Cross slope ( ft/ft) = 0.0000
Q bypassed (cfs) = 0.00 Ponding width ( ft ) = N/A
--------------------------------------- ---------------------------------
LINE 9 / Q = 44.71 / HT = Z4 / WID = Z4 / N = .013 / L = 300 / JLC = Z
--------------------------------------------------------------------------------
9 / DNLN = 8
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 40.81 Z4.00 9.48 14.Z3 43.95 0.00 7.ZZ 3. 14
UPSTRM 5Z.53 Z4.00 10.57 14.Z3 55.68 0.00 6.93 3. 14
Drainage area (ac) = 0.00 Slope of invert ( X) = 0. 3633
Runoff coefficient = 0.00 Slope energy grade line ( X) = 3.9084
Time of conc ( min) = 3.76 Critical depth ( in) = Z3.78
Inlet time ( min) - 0.00 Natural ground elev. ( ft ) = 19.50
Intensity ( in/hr ) = 0.00 Upstream surcharge ( ft ) = 39.96
Cumulative C*A = 0.00 Additional Q ( cfs) 0.00
Q = CA * I ( cfs) = 0.00 Line capacity ( cfs) = 13.63
--------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length ( ft ) = 0.00
Q carryover ( cfs) = 0.00 Gutter slope ( ft/ft ) = 0.0000
Q captured ( cfs) = 0.00 Cross slope ( ft/ft) = 0.0000
Q bypassed ( cfs) = 0.00 Ponding width ( ft ) = N/A
------------------------------------------------------------------------
LINE 10 / Q = 44.71 / HT = Z 1 / WID = Z 1 / N = .013 / L = Z33 / JLC = 1
------------------------------------------------------------------------
10 / DNLN = 9
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 58.83 21 .00 10. 39 18.59 64. 19 0.00 7.35 Z.40
UPSTRM 77.39 21 .00 11 . 36 18.59 8Z.76 0.00 6.49 Z.41
Drainage area (ac) = 0.00 Slope of invert (X) = 0.4163
Runoff coefficient = 0.00 Slope energy grade line ( %) = 7.9676
Time of conc (min) = 2.46 Critical depth ( in) = 20.96
Inlet time (min) = 0.00 Natural ground elev. ( ft) = 19.60
Intensity ( in/hr) = 0.00 Upstream surcharge (ft ) = 64.Z8
Cumulative C*A = 0.00 Additional Q (cfs) = 41 .00
Q = CA * I (cfs) 0.00 Line capacity (cfs) = 10.22
---------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length ( ft ) = 0.00
Q carryover (cfs) = 0.00 Gutter slope ( ft/ft) = 0.0000
Q captured ( cfs) 0.00 Cross slope ( ft/ft ) = 0.0000
Q bypassed (cfs) 0.00 Ponding width ( ft) = N/A
-------------------------------------------------------------------------
/oo VAL
LINE 11 / Q = 3.71 / HT = Z1 / WID = 21 / N = .013 / L = 443 / JLC = 3
------------------------------------------------------------------------
11 / DNLN = 10
HGL DEPTH INVERT VEL EGL T WID COVER AREA
ONSTRM 8Z.76 Z1 .00 11 .63 1 .54 8Z.79 0.00 6.ZZ Z .40
UPSTRM 83. 11 Z1 .00 13.23 1 .54 83. 15 0.00 4.7Z Z.41
Drainage area (ac) = 0.00 Slope of invert ( %) = 0. 361Z
Runoff coefficient = 0.00 Slope energy grade line ( %) = 0.0799
Time of conc (min) - 0.00 Critical depth ( in) - 8.47
Inlet time (min) = 0.00 Natural ground elev. ( ft ) = 19.70
Intensity ( in/hr) 0.00 Upstream surcharge (ft) = 68. 13
Cumulative C*A - 0.00 Additional Q (cfs) 3.71
Q = CA * I (cfs) 0.00 Line capacity (cfs) = 9.5Z
--------------------------- ------------------------------------
Q catchment ( cfs) = 0.00 Inlet length ( ft ) = 0.00
Q carryover (cfs) = 0.00 Gutter slope (ft/ft ) = 0.0000
Q captured (cfs) = 0.00 Cross slope ( ft/ft) = 0.0000
Q bypassed (cfs) - 0.00 Ponding width (ft) = N/A
------------------------------------------------------------------------
LINE 1Z / Q - Z8.88 / HT = 60 / WID - 60 / N = .013 / L = 150 / JLC = 1
------------------------------------------------------------------------
1Z / OWN = 3
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 17.ZO 60.00 5.86 1 .47 17.Z3 0.00 4.63 19.63
UPSTRM 17.ZZ 60.00 5.93 1 .47 17.Z5 0.00 5.86 19.63
Drainage area (ac) = 0.00 Slope of invert (%) = 0.0467
Runoff coefficient = 0.00 Slope energy grade line ( %) = 0.01Z3
Time of conc (min) = 14.Z8 Critical depth ( in) = 17.99
Inlet time (min) 0.00 Natural ground elev. (ft) 16.80
Intensity ( in/hr) 0.00 Upstream surcharge (ft) 6.Z9
Cumulative C*A = 0.00 Additional Q (cfs) 0.00
Q = CA * I (cfs) 0.00 Line ,capacity (cfs) 56.Z7
--------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length ( ft) 0.00
Q carryover (cfs) - 0.00 Gutter slope (ft/ft) = 0.0000
Q captured (cfs) = 0.00 Cross slope ( ft/ft) = 0.0000
Q bypassed (cfs) = 0.00 Ponding width ( ft ) = N/A
------------------------------------------------------------------------
LINE 13 / Q = 28.88 / HT = 60 / WID = 60 / N = .013 / L = 500
le -----------------------------------------------------
13 / DNLN = 1Z
HGL DEPTH INVERT VEL EGL- T WID COVER AREA
DNSTRM 17. 25 60.00 5.93 1 .47 17.Z8 0.00 5.86 19.G3
UPSTRM 17.31 G0.00 6. 16 1 .47 17. 34 0.00 4.94 19.63
Drainage area ( ac) = 0.00 Slope of invert ( %) = 0.0450
Runoff coefficient = 0.00 Slope energy grade line ( %) = 0.01Z3
Time of conc ( min) = 11 .51 Critical depth ( in) = 17.99
Inlet time (min) = 0.00 Natural ground elev. ( ft ) - 16. 10
Intensity ( in/hr ) - 0.00 Upstream surcharge ( ft ) = 6. 15
Cumulative C*A - 0.00 Additional Q ( cfs) = 14. 12
Q = CA * I (cfs) = 0.00 Line capacity (cfs) - 55.8G
--------------------------- ------------------------------------
Q catchment ( cfs) = 0.00 Inlet length ( ft ) = 0.00
Q carryover ( cfs) = 0.00 Gutter slope ( ft/ft ) = 0.0000
Q captured (cfs) 0.00 Cross slope ( ft/ft) = 0.0000
Q bypassed (cfs) = 0.00 Ponding width ( ft ) = N/A
------------------------------------------------------------------------
0 LINE 14 / Q = 14.76 / HT = 60 / WID = 60 / N = .013 / L = 500 / JLC = 1
------------------------------------------------------------------------
14 / DNLN = 13
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 17. 34 60.00 6. 16 0.75 17.35 0.00 4.94 19.63
UPSTRM 17.36 60.00 6. 39 0.75 17. 37 0.00 5.21 19.63
Drainage area (ac) = 0.00 Slope of invert (%) = 0.0460
Runoff coefficient = 0.00 Slope energy grade line ( %) = 0.003Z
Time of conc (min) = 8.73 Critical depth ( in) = 12.86
Inlet time (min) 0.00 Natural ground elev. ( ft ) = 16.60
Intensity ( in/hr) 0.00 Upstream surcharge ( ft ) = 5.97
Cumulative C*A - 0.00 Additional Q (cfs) = 0.00
Q = CA * I (cfs) = 0.00 Line capacity ( cfs) = 55.86
--------------------------- ------------------------------------
Q catchment (cfs ) = 0.00 Inlet length ( ft ) - 0.00
Q carryover ( cfs) = 0.00 Gutter slope ( ft/ft ) = 0.0000
Q captured (cfs) - 0.00 Cross slope ( ft/ft) = 0.0000
Q bypassed (cfs) = 0.00 Ponding width ( ft ) = N/A
-----------------------------------------------------------------------
/o o yr�
LINE 15 / Q = 14.76 / HT = 54 / WID - 54 / N = .013 / L = 500 / JLC = 1
15 1 DNLN 14
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTHM 17. 37 54.00 6. 39 0.93 17. 38 0.00 5.71 15.90
UPSTRM 17.40 54.00 6.66 0.93 17.41 0.00 5.44 15.90
Drainage area ( ac) = 0.00 Slope of invert ( %) = 0.0540
Runoff coefficient = 0.00 Slope energy grade line ( %) = 0.0056
Time of cone ( min) = 5.95 Critical depth ( in) = 13.ZZ
Inlet time (min) = 0.00 Natural ground elev. ( ft ) - 16.60
Intensity ( in/hr) = 0.00 Upstream surcharge ( ft ) = 6.Z4
Cumulative C*A = 0.00 Additional Q ( cfs) = 0.00
Q = CA * I ( cfs) = 0.00 Line capacity (cfs) = 45.70
--------------------------- ------•------------------------------
Q catchment ( cfs) = 0.00 Inlet length ( ft ) - 0.00
Q carryover ( cfs) = 0.00 Gutter slope ( ft/ft ) = 0.0000
Q captured (cfs) = 0.00 Cross slope ( ft/ft ) = 0.0000
Q bypassed (cfs) = 0.00 Ponding width ( ft) = N/A
------------------------------------------------------------------------
LINE 16 / Q = 14.76 / HT = 48 / WID = 48 / N - .013 / L = 330 / JLC = 1
------------------------------------------------------------------------
16 / DNLN = 15
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 17.41 48.00 6.66 1 . 17 17.43 0.00 5.94 12.56
UPSTRM 17.45 48.00 6.86 1 . 17 17.47 0.00 5.74 12.57
Drainage area (ac) = 0.00 Slope of invert ( X) = 0.0606
Runoff coefficient = 0.00 Slope energy grade line ( X) = 0.0106
Time of conc (min) = 4. 12 Critical depth ( in) = 13.63
Inlet time (min) = 0.00 Natural ground elev. (ft ) 18.80
Intensity ( in/hr) = 0.00 Upstream surcharge ( ft ) = 6.59
Cumulative C*A 0.00 Additional Q ( cfs) = 0.00
Q = CA * I (cfs) 0.00 Line capacity (cfs) = 35.36
--------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length ( ft ) = 0.00
Q carryover (cfs) = 0.00 Gutter slope ( ft/ft ) = 0.0000
Q captured (cfs) s 0.00 Cross slope ( ft/ft ) = 0.0000
Q bypassed (cfs) = 0.00 Ponding width ( ft ) = N/A
------------------------------------------------------------------------
LINE 17 / Q = 14.76 / HT = 36 / WID = 36 / N = .0131 L = 139 / JLC = 1
• -------------------------------------------------------------------------- -
17 / ❑NLN 16
HGL DEPTH INVERT VEL EGL r WID COVER AREA
DNSTHM 17.47 36.00 6.86 Z.09 17.53 0.00 6.74 7.07
UPSTRM 17.53 36.00 7.00 2.09 17.60 0.00 6.5 7.07
Drainage area (ac) = 0.00 Slope of invert ( %) = 0. 1007
Runoff coefficient = 0.00 Slope energy grade line ( %) = 0.0490
Time of conc ( min) = 3. 34 Critical depth ( in) - 14.69
Inlet time (min) - 0.00 Natural ground elev. ( ft ) = 18.50
Intensity ( in/hr) = 0.00 Upstream surcharge ( ft ) = 7.53
Cumulative C*A = 0.00 Additional Q (cfs) - 13. 11
Q = CA * I ( cfs) = 0.00 Line capacity ( cfs) = Z1 . 17
--------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length ( ft ) = 0.00
Q carryover (cfs) = 0.00 Gutter slope ( ft/ft) = 0.0000
Q captured (cfs) = 0.00 Cross slope ( ft/ft ) = 0.0000
Q bypassed (cfs) = 0.00 Ponding Width ( ft) = N/A
------------------------------------------------------------------------
LINE 18 / Q = 1 .65 / HT = 15 / WID = 15 / N = .013 / L = ZZZ / JLC = 1
------------------------------------------------------------------------
18 / DNLN = 17
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 17.60 15.00 7.00 1 .34 17.63 0.00 8.Z5 1 .Z3
UPSTRM 17.75 15.00 7.80 1 .34 17.78 0.00 7.05 1 .Z3
Drainage area (ac) = 0.00 Slope of invert (X) = 0.3604
Runoff coefficient = 0.00 Slope energy grade line ( %) = 0.0653
Time of conc (min) = 2. 11 Critical depth ( in) = 6. 17
Inlet time (min) = 0.00 Natural ground elev. (ft ) = 16. 10
Intensity ( in/hr) = 0.00 Upstream surcharge ( ft ) 8.70
Cumulative C*A 0.00 Additional Q (cfs) = 0.00
Q = CA * I (cfs) = 0.00 Line capacity (cfs) = 3.88
--------------------------- ------------------------------------
Q catchment ( cfs) = 0.00 Inlet length (ft) 0.00
Q carryover (cfs) = 0.00 Gutter slope ( ft/ft) = 0.0000
Q captured (cfs) = 0.00 Cross slope ( ft/ft) = 0.0000
Q bypassed (cfs) = 0.00 Ponding Width ( ft) N/A
------------------------------------------------------------------------
/D D yip
LINE 19 / Q 1 .65 / HT = 1 Z / WID = 1 Z / N = .013 / L = 380 / JLC = i
• ------------------------------------------------------------------------
19 / DNLN = 18
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 17.78 1Z.00 7.80 Z. 10 17.84 0.00 7.3 0.79
UPSTRM 18.66 1Z.00 1Z.93 2. 10 18.73 0.00 3.67 0.79
Drainage area ( ac) = 0.00 Slope of invert ( %) = 1 . 3500
Runoff coefficient = 0.00 Slope energy grade line ( %) = 0.Z147
Time of conc ( Min) = 0.00 Critical depth ( in) 6.54
Inlet time (min) 0.00 Natural ground elev. ( ft ) = 17.60
Intensity ( in/hr) 0.00 Upstream surcharge ( ft) 4.73
Cumulative C*A - 0.00 Additional Q (cfs) = 1 .65
Q = CA * I (cfs) 0.00 Line capacity (cfs) = 4. 14
--------------------------- ------------------------------------
Q catchment (cfs) = 0.00 Inlet length ( ft ) = 0.00
Q carryover (cfs) = 0.00 Gutter slope (ft/ft ) = 0.0000
Q captured (cfs) = 0.00 Cross slope ( ft/ft) = 0.0000
Q bypassed (cfs) 0.00 Ponding Width (ft) N/A
------------------------------------------------------------------------
S iov yr
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
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•
HYDRAULIC REPORT
for
TYPE III ANALYSIS OF EAST VALLEY AND LIND
BETWEEN 34TH &43RD
RENTON, WASHINGTON
for
POWELL DEVELOPMENT
1 by
i�
I BUSH, ROED & HITCHINGS, INC.
2009 MINOR AVENUE EAST
SEAT-ME, WA 98102
(206)323-4144
BRH JOB NO. 91407.06
APRIL 17, 1992
5 d
NALG
EXPIRES
•
Hydraulic Analysis:
An off-site hydraulic analysis for the 229.4 acre basin (see attached map) has been re-
quested by the City of Renton as part of the requirements to evaluate the proposed Pace
and Homeclub projects which are located between Lind Avenue Southwest and East
Valle Road (east-west) and Southwest 34th Street and Southwest 41st Street (north-
south�. The existing basin/storm drainage system consisted of the trunk lines located in
the following streets:
1. East Valley Road from Southwest 41st Street to Southwest 34th Street.
2. Lind Avenue Southwest from Southwest 43rd Street to Southwest 34th Street.
3. Southwest 34th Street from Lind Avenue Southwest to Spring Brook Creek.
The following parameters were agreed upon with Ron Straka of the City of Renton prior
to the analysis.
1. The base flows from Panther Creek would be:
2yr = 36 cfs
10yr = 41 cfs
100yr = 41 cfs
2. A flow rate for the entire 229.4 acre basin would be obtained for the 2, 10 and 100
year storm events using the Santa Barbara Urban Hydrograph Method. An unde-
veloped run-off coefficient would be used for the entire basin.
3. The flow rates for the 2, 10 and 100 year events for the sub-basins 1 through 7
would be proportional to the percentage of land area to the overall basin.
• 4. Not every storm line and catch basin is required to be reviewed . The discharge
from the sub-basins could be routed to the most realistic single point of discharge.
5. The tail water elevations at Spring Brook Creek are:
Event Elevation
2yr 11.58
l0yr 14.06
100yr 15.45
Results:
Given the parameters used the drainage from the Panther Creek basin, the existing East
Valley Road system cannot convey the drainage for the 2 year event without overtopping
at the storm drainage structures. The existing system within Lind Avenue Southwest can
convey the 2 and 10 year storm events without overtopping at the catch basins. The storm
drainage from the 100 year event had a maximum energy grade line of 1.2 feet higher than
the existing gutter grade.
Elevations of the hydraulic grade line at the discharge point for the future PACE and
Homeclub developments are:
Event Elevation
2yr 12.08
l0yr 15.11
100yr 17.31
These elevations may possibly be lower if the Panther Creek basins drainage could be
diverted as planned by the City in the future.
91407.06/ENG.39B
----------------------------------- --------------------
SUB-BASIN FLOW RATES
(PROPORTION OF BASIN FLOW)
BASIN AREA % OF 2YR/24HR 10YR/24HR 100YR/24HR
(ACRES) BASIN (CFS) (CFS) (CFS)
1 20. 7 9 . 0 0.86 2 . 24 4 . 13
2 16. 7 7. 3 0.70 1. 82 3 . 35
3 28.9 12 . 6 1. 20 3 . 13 5. 78
4 70.7 30.8 2 .94 7 . 65 14 . 12
5 65. 6 28. 6 2 . 73 7 . 11 13 . 11
6 18. 6 8. 1 0. 77 2 . 01 3 . 71
7 8. 2 3 . 6 0. 34 0. 89 1. 65
TOTAL 229. 4 ACRES 9.54 24.85 45.85
TOTAL BASIN FLOW RATE
•
• File Basi.n Hydrograph Storage Discharge Level pool
J INPUT , MODIFY OR BROWSE DATA
BASIN ID B3H SBUH HYDROGRAPH
DESCRIPTION EXIST. 100 YR BASIN
AREA ( acres ) 229.400 RAINFALL. CHOICES
RAIN PRFCIP ( in ) 3. 90 1 . TYPE IA
TIME INTERVAL( min ): 10.00 2 . TYPE I
TIME OF CONC (min ): 89.30 3. TYPE II
RAINFALL. SELECTION: 6 4 . TYPE IIA
ABSTRACT COEFF 0.20 S. TYPE 3
BASE FLOW (cfs ) 0.000 6. USER i
STORM DUR (hrs ) 24.000 7. KC 7 DAY
8. CUSTOM
PERVIOUS PARCEL IMPERVIOUS PARCEL
AREA: 229.400 acres AREA: 0.000 acres
CN 81 .00 CN 98.00
SUMMARY DATA
PEAK HYDROGRAPH TIME: 8.33 hrs
PEAK HYDROGRAPH FLOW: 45.8486 cfs Ioy ye
TOTAL HYDROGRAPH VOL: 38. 9539 ac-ft
HOME END F1 :Find F2:New F3:Get F4:Tc-Calc FS:Delete
Pgup Pgdn F6:Compute F7: F8:Method F9:Template F10:Exit
•
•
• File Basin Hydrograph Storage Discharge Level pool
3
INPUT , MODIFY OR BROWSE DATA
BASIN ID B1H SBUH HYDROGRAPH
,DESCRIPTION EXIST. 2 YR. BASIN
AREA (acres ) 229.400 RAINFALL CHOICES
RAIN PRECIP ( in ) 2.00 1 . TYPE IA
TIME INTERVAL( min ): 10.00 2 . TYPE I
TIME OF CONC (min ): 89.30 3. TYPE II
RAINFALL SELECTION: 6 4. TYPE IIA
ABSTRACT COEFF 0.20 5. TYPE 3
BASE FLOW (cfs ) 0.000 G. USER 1
STORM DUR (hrs ) 24.000 7. KC 7 DAY
8. CUSTOM
PERVIOUS PARCEL IMPERVIOUS PARCEL
AREA: 229.400 acres AREA: 0.000 acres
CN 81 .00 CN 98.00
SUMMARY DATA
PEAK HYDROGRAPH TIME: 10.67 hrs
PEAK HYDROGRAPH FLOW: 9.5442 cfs
TOTAL HYDROGRAPH VOL: 11 .5569 ac-ft 2/ATE
HOME END F1 :Find F2:New F3:Get F4:Tc-Calc FS:Delete
Pgup Pgdn FG:Compute F7: F8:Method F9:Template F10:Ex,it
File Basin Hydrograph Storage Discharge Level pool
3
INPUT , MODIFY OR BROWSE DATA
BASIN ID 82H SBUH HYDROGRAPH
DESCRIPTION EXIST. 10 YR. BASIN
AREA (acres ) 229.400 RAINFALL CHOICES
RAIN PRECIP ( in ) 2.90 1 . TYPE IA
TIME INTERVAL(min ): 10.00 2. TYPE I
TIME OF CONC (min ): 89.30 3. TYPE II
RAINFALL SELECTION: 6 4. TYPE IIA
ABSTRACT COEFF 0.20 5. TYPE 3
BASE FLOW (cfs ) 0.000 6. USER 1
STORM DUR (hrs ) 24.000 7. KC 7 DAY
8. CUSTOM
PERVIOUS PARCEL IMPERVIOUS PARCEL
AREA: 229.400 acres AREA: 0.000 acres
CN 81 .00 CN 98.00
SUMMARY DATA
PEAK HYDROGRAPH TIME: 8.67 hr-s
PEAK HYDROGRAPH FLOW: 24 .8480 c f s . �O Y� I�Ei�I`- �i�O c�J
TOTAL HYDROGRAPH VOL: 23.6493 ac-ft ATE
HOME END F1 :Find F2:New F3:Get F4:Tc-Calc F5:Oelete
Pgup Pgdn FG:Compute F7: F8:Method F9:Template F10:Exit
J F''It 931n Hydrograph Storage Discharge Level pool
5
SHEET FLOW CALCULATOR - INITIAL 300 FEET
DES Mannings Sheet Flow. . . . . : 0. 1700
hRE Flow Length ( ft. ) . . . . . . . . : 300.00 HOICES
RAT 2 yr 24 hr rainfall ( in ): 2 .00
TIM Land Slope ( ft/ft ) . . . . . . : 0.0050
TIM COMPUTED TRAVEL TIME ( min ) : 57.44
RAI TYPICAL MANNINGS VALUES FOR INITIAL SOO FT rrC A
ABS
BAS Smooth Surfaces . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.011
STO Fallow Fields of Loose Soil Surface. . . . . . . . . . . . . . : O.OS Y
Cultivated Soil with residue cover 400.2 ft/ft ): 0.06
PER Cultivated Soil with residue cover ( 50.2 ft/ft ) . : 0. 17
ARE Short prairie grass and lawns. . . . . . . . . . . . . . . . . . . . 0. 15
CNDense grasses. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.24
Bermudagrass. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.41
Range ( natural ) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0. 13
PEA Woods or forest with light underbrush. . . . . . . . . . . . : 0.40
PEA Woods or forest with dense underbrush. . . . . . . . . . . . : 0.80
TOT
F10Key: QUIT F5Key: CLEAR ete
Pg it
File Basin Hydrograph Storage Discharge Level pool
3 5
CHANNEL FLOW CALCULATOR
DES Flow Length ( ft ). . . : 580.00
ARE Land Slope ( ft/ft ) . : 0.0050
RAI Kc , Velocity Factor: 17.0
TIM COMPUTED TRAVEL TIME (min ): 8.04
TIM TYPICAL VELOCITY FACTOR VALUES qm= 3
RAI
ABS Intermittent Flow - R=0.2
BAS Forested Swale w/ heavy ground litter (n=0. 10 ). . . . . . . . . . . . . . . . . : 5
STO Forested drainage course/ravine w/ defined channel bed (n=0.50 ): 10
Rock:-lined ( n=0.03S ) . . . : 15 Grassed (n=0.030 ). . . : 17
PER Earth-lined ( n=0.025 ) . . : 20 CMP pipe ( n=0.024 ). . : 21
ARE Concrete pipe 0=0.012 ): 42 other. . . . . . . . . . : 0.508/n
CN Continous Flow - R=0.4
Meandering stream w/ some pools (n=0.040 ). . . . . . . . . . . . . . . . . . . . . . 20
Rock.-lined stream ( n=0.03S ). . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23
PEA Grassed-lined stream ( n=0.030 ). . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27
PEA Other streams , man-made channels and pipe. . . . . . . . . . . . . . . . . : 0.807/n
TOT
F10N.ey: QUIT F5Key: CLEAR
Pg
Tic CAS • --
•
IpI�E ROW 11 HE Z 3.j 7-
To-M. Tc TIRE --r 89 .*0
.....................................................................................................................................................................................................................................................................................................I..................
288
1 2
40
14
is
10
16
174,
ia
is
4�
............................................................................................................................................................................................................................................................................................................................
I*- t --, 43 Move [Space] Label's [Home] Reset
1PUUp3 Enlarge [PgDn] Reduce [Esc! Exit
ITCHINGS,
BUSH, ROED & Hand Surveyors
INC. L[ETTEEM O[F �QQ�]S� MR&
Civil Engineers/Land Surveyors
2009 Minor Avenue East
SEATTLE, WASHINGTON 98102
DATE(206) 323-4144 FAX (206) 323.7135 ATTENTION 7��Z� '°8�7��� ��
TO C, 1 Tl-/ C/ !/ �.�/V / RE: //
> WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via 1��-'Zi !1�'L'/ the following items:
❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications
❑ Copy of letter ❑ Change order tzC dPoP-T
COPIES DATE NO. DESCRIPTION
THESE ARE TRANSMITTED as checked below:
❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval
For your use ❑ Approved as noted ❑ Submit copies for distribution
> �As requested ❑ Returned for corrections ❑ Return corrected prints
❑ For review and comment ❑
❑ FOR BIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US
REMARKS Lzo�-j1
�Ie'w <S0 Ot:/� i91411_1 G�✓�rJ �
COPY TO f""lG—�
SIGNED:
PRODUCT 240-3 ees Inc.,Cron,Mass.01771. If enclosures are not as noted, kindly notif us at once.
MEMORANDUM
DATE: December 22, 1995
TO: Dave Christensen
Ron Straka
FROM: Clinton Morgan
SUBJECT: Home Base/E. Valley Rd.
Attached please find the closeout documents for the above referenced project.
95CM145
(' FCAG#
rt Plat (SHPL# )
REQUEST FOR PROJECT # im. Plat (PP# )
To: Technical Services Date WO# Green#
r
From: Plan Review/Project Manager �/y��� Mo r cp ah
V
Project Name 0�- l e-
(70 characters max)
Description of Project:
Circle Size of Waterline: 8" 10" 12" 1 n P6
Circle One: Ne.v or Extenst n
Circle Size of Sewerline: 10" 12" Circle One: ew or
Circle Size of Stormline: 12" 15" 18" 24" Circle One: or Mansion
Address or Street Name(s) C� 5 f y a v
�4F �
Dvlpr/Contractor/Owner/Cnslt: � � P PDT T d.y� fl j� �r
(70 characters max)
Check each discipline involved in Project Ltr Drwg # of sheets per discipline
l3la�s� liver �51� �/
Trans-Storm To y ',,"-D"'"'7 _ ✓ :g)-- S k e'�S
(Roadway/Drainage) (Off site improvcmcntsXin ude basin name)
�{ � (include TESC sheets)
J�1 Transportation (Signs lization, el;zap /I igjiG„ _ _ 2
Wastewater
(Sanitary Sewer Main)(include basin name)
Water (MaiiLs,Valves,Hydrants)
-� (Include composite&Horizontal Ctrl Sheets)
TS Use Only � �- 14 Q- �o
o - u0 - 0-�-oI �` y
-a0o
Sop - �o -moo� L��
Approved by TSM Date:
rorms/miscf92-090.DOC/CD/bh — —
WHEN RECORDED RETURN TO:
Office of the City Clerk
Renton Municipal Building
200 Mi11 Avenue South
Renton, Washington 96055
Pom& 94s,
(Space Above This Line For Recorder's Use)
GRANT OF EASEMENTS
THIS INSTRUMENT, made this day of� H, 19�5, 6y and between HCWA
V1 REALTY CORP., a Washington corporation, hereinafter called "Grantor," and the CITY OF
M RENTON, a municipal corporation of King County, Washington, hereinafter called "Grantee."
X
0 That said Grantor, for good and valuable consideration, receipt of which is hereby
INacknowledged, does by these presents, grant, bargain, sell, convey and warrant unto the said
T-4 Grantee, its successors and assigns the following easements over certain portions of that certain
l4 real property located in King County, Washington and described in Exhibit "A" attached hereto
V) (the "Property"):
1. An easement for public utilities (including water, wastewater and surface
water) with necessary appurtenances over, under, through, across and upon that certain portion of
the Property described in Exhibit "B" attached hereto, for the purpose of constructing,
reconstructing, installing repairing, replacing, enlarging, operating and maintaining utilities and
utility pipelines, including, but not limited to, water, sewer and storm drainage lines, together with
g the right of ingress and egress thereto. Following the initial construction of its facilities, Grantee
may from time to time construct such additional facilities as it may require. This easement is
granted subject to the following terms and conditions:
(a) The Grantee shall, upon completion of any work within the
8 property covered by the easement, restore the surface of the easement, and any private
improvements disturbed or destroyed during execution of the work, as nearly as
practicable to the condition they were in immediately before commencement of the work
}
or entry by the Grantee.
(b) Grantor shall retain the right to use the surface of the easement as
long as such use does not interfere with the easement rights granted to the Grantee.
Grantor shall not, however, have the right to:
8
(i) Erect or maintain any buildings or structures within the
easement;
9507202D.00l/MLM/W8870-083/10-23-95/meg
(ii) Plant trees, shrubs or vegetation having deep root patterns
which may cause damage to or interfere with the utilities to be placed within the
easement by the Grantee,
(iii) Develop, landscape or beautify the easement area in any
way which would unreasonably increase the costs to the Grantee of restoring the
easement area and any private improvements therein;
(iv) Dig, tunnel or perform other forms of construction activities
on the property which would disturb the compaction or unearth Grantee's facilities
on the right-of-way, or endanger the lateral support facilities; or
(v) Blast within fifteen (15) feet of the right-of-way.
2. An easement for pedestrian access, ingress and egress over and across the
driveways and roadways over the Property as the same may exist and be revised and relocated by
Grantor from time to time to inspect the wetlands area located in the northwesterly portion of the
Property described in Exhibit "C" attached hereto. Grantee shall restore any improvements which
are disturbed or destroyed as a result of or in connection with Grantee entering upon the Property
to to monitor the above-described wetlands area.
M
GO These easements shall run with the land described herein, and shall be binding upon
d the parties hereto, their heirs, successors-in-interest and assigns. Grantor covenants that it is the
Cal
lawful owner of the above property and that it has good and lawful right to execute this
r4 'agreement.
HCWA REALTY CORP.,
a Washing on corporation
By:
Na . '—Herbert J Zarkin
Title: Pre t
By:
Name: ward J. Weis, er er
Title: Senior Vice President
-2-
9507202D.00 I iNEM/W8870-083/10-23-95/meg
Commonwealth of Massachusetts )
SS:
COUNTY OF Middlesex )
Herbert J Zarkin•j
I certify that I know or have satisfactory evidence that Edward J. Weisberger
signed this instrument, on oath stated that he was.a tmrized to execute the instrument and
acknowledged it as thePr@Sid nt e pres� e of HCWA Realty Corp. to be the free and
voluntary act of such party for e uses and purposes mentioned in the instrument.
Dated: 11 Q Jc Laos
Notary Public in for the Commonwealth;of ,Mass. residing
(Y1aschv `
at K
Notary: -
My appointment expires: _
- .......••
ll�
0�
O
O
ftt;
-3-
9507202 D.00 1/NEM/W 8870-O83/10-23-95/meg
LEGAL DESCRIPTION OF PROPERTY
LOTS 2 AND 3 OF BURLINGTON NORTHERN, A BINDING SITE PLAN,
ACCORDING TO THE CITY OF RENTON BINDING SITE PLAN RECORDED
UNDER KING COUNTY RECORDING NO. 9206302696, IN VOLUME 161 OF
PLATS, PAGES 8 THROUGH 11, RECORDS OF KING COUNTY;
SITUATE IN THE CITY OF RENTON, COUNTY OF KING, STATE OF WASHINGTON.
tl�
GO
O
O
V;
0�
EXHIBIT "A"
9507202D.00 I fMLM/W 8870-083/10-24-95/meg
LEGAL DESCRIPTION OF UTILITIES EASEMENT
THAT PORTION OF SECTION 30, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M.,
BEING ALSO A PORTION OF LOTS 2 AND 3, -BURLINGTON NORTHERN BINDING
SITE PLAN" PER MAP RECORDED IN VOLUME 161 OF PLATS, PAGES 8 THROUGH
11 INCLUSIVE, UNDER RECORDING NO. 9206302696, RECORDS OF KING COUNTY,
WASHINGTON, BEING A STRIP OF LAND 15.00 FEET IN WIDTH, HAVING 7.50 FEET
OF SAID WIDTH ON EACH SIDE OF THE FOLLOWING DESCRIBED CENTERLINE:
COMMENCING AT THE NORTHEAST CORNER OF SAID LOT 2; THENCE
SOUTH 01 050'09"WEST ALONG THE EAST LINE THEREOF (WEST MARGIN OF
EAST VALLEY HIGHWAY), 27.50 FEET TO THE POINT OF BEGINNING;
THENCE NORTH 87°50'47" WEST 371.62 FEET TO POINT "A"; THENCE
CONTINUING NORTH 87050'47" WEST 376.19 FEET TO POINT "B THENCE
SOUTH 01"50'09" WEST 266.00 FEET TO POINT 'C"; THENCE CONTINUING
SOUTH 01°50'09" WEST 261.59 FEET TO POINT "D";THENCE SOUTH 88°0951"
EAST 398.94 FEET TO POINT "E"; THENCE CONTINUING SOUTH 88°09'51"
in
Cn EAST 348.85 FEET TO A POINT ON THE EAST LINE OF SAID LOT 3 (WEST
m MARGIN OF EAST VALLEY HIGHWAY), AND THE TERMINUS OF THIS LINE
G DESCRIPTION. SAID POINT OF TERMINUS BEING SOUTH 01"50'09" WEST
O 36.30 FEET FROM THE SOUTHEAST CORNER OF SAID LOT 2. ALSO
N BEGINNING AT SAID POINT "A THENCE SOUTH 02°09'13" WEST 50.00 FEET
T-4 TO THE TERMINUS OF THIS LINE DESCRIPTION. ALSO BEGINNING AT SAID
In POINT B"; THENCE NORTH 87050'47" WEST ALONG THE CENTERLINE OF AN
EASEMENT STRIP, HAVING 7.50 FEET IN WIDTH TO THE NORTH AND 20.50
FEET IN WIDTH TO THE SOUTH FOR A DISTANCE OF 25.00 FEET TO THE
TERMINUS OF THIS LINE DESCRIPTION. ALSO BEGINNING AT SAID POINT
"C"; THENCE NORTH 88°09'51" WEST 25.50 FEET TO THE TERMINUS OF THIS
LINE DESCRIPTION. ALSO BEGINNING AT SAID POINT "D"; THENCE NORTH
88"09'51" WEST 25.50 FEET TO THE TERMINUS OF THIS LINE DESCRIPTION.
ALSO BEGINNING AT SAID POINT "E"; THENCE NORTH 01°50'09" EAST 39.50
FEET TO THE TERMINUS OF THIS LINE DESCRIPTION. THE SIDELINES OF
SAID 15.00 FOOT WIDE STRIP TO LENGTHEN OR SHORTEN AS NECESSARY
TO TERMINATE AT RIGHT ANGLES FROM SAID POINTS OF TERMINUS OR
ON STATED ADJOINING CALLS AS APPROPRIATE.
� ITQT!
�9
E�'fRE9 9/26/
eV.
EXHIBIT"B"
9507202D.00 I/MLM/W8870-083/10-23-95/meg
� LOT B
PARCEL A BSP-014-92
SP J78-79
SEE O a - IOz5'27-
>R - 605,87' ��~ LOT l
DETAIL 'A' --... 10' RAILROAD L - 11a2J' (9! BSP-014-92
_CAS£wEN r aA ,- 2 to, u nu rY d p
30 - O EASEU£N1 �.ti
N 7S0'�7"w / Ne7'SO.rw 2 N87�0'�)'}y
- -- eJ.JB_----- -- -- '- .---'=---------577Se'.--
-- 16$.00'
------------ ---------------
OCA-- l-- -- :-o2-os'u' eal "(1
-to X, I I L w/� Ia.00- I 1 ] Ts' r1 'OQ - 7 1+) �o.odJ V Y I I TV O
a.o.NT'ROI X Jam! 2 I I 3701 '
INa ' ' ;a
CAP 94�,, o t Lo r 2 0 rS L,.NoSC.Pf
jri: =tltl I I dr U17L/TY ESm7-••-�
'�' •y �l o I e86.190 SO. FT. , I
1a��hF pit 2 - 1 11.16/ ACRES a
C.. AFTER CONL•FYANCE' to
r
'err O
:s.sa z
DETAIL 'A• I r
TIES T0iRt7fT0N MET"OR[ CONTROL S
(NOT TO SCALE)
1 O
O
rXisi'o 20' unurY rsu,T � )Ne6ti9' a o S
Paop7SEO FOR vAQA nav I sr'w
z e n R" ORIOWAL
- J03,56'--- _ _
BOUNDARY LINE C
c- -- ; I I- '- 1-- - - - N8B'09'51"w 2 g 1
LOT 7 o MeasaO•w I ► ; - -- 19B 00' -- 6
A'SP-01 d-92 us0� - -- -- - - - -- -- - - - - J71.96%
LEGE'�p on' 12S -- —NeeT)9'S1'M- —__-- —___-- —
110' -- - _ — �`
• SET " REDAR A- CAP 1•QA
_ to SEE NOTE (D
O Y /ACCEPTED RED-A A CAP ^i CONvEYANC£ AREA SEE MOTE t
AT TO LOT CORNER 'O NEW BOUNDARY LINE O
Lor J To Loi 2
A9 to/ztn�. AREA = 47.017 SO. FT. TO BE CREATED BY
- 0 9�1 ACRES R£COROINC OF THIS PR7vATE
(') - K,j�T DATA /eVRLwOTON PERYANE7IT 40' '
N fl1E1B+ SW0WC 537E PLAN Oocuu£NT. CWwON Nacm � �1
(R) d Or RENTON SURv[Y i/ ORAOECAE ., UTILITY.
' to
O TtUPO OE AND ' _7
TRa Nt�►loa7c 2 TE►MOItARr CRAOINc' Q
N ,.un, ,c1 � ,o' unurY 3751 IS RE � �u
"� �� EASC.UENT UPON RECOROR+C ;
LOT 3 nes DOCUUEMT
5J5.094 so. FT.
f2.264 ACRES ;
O�w AFTER CONV£7'ANCE k• 'LAN APE TY C
wl
j.
O g O N CONO&NA77ON OF ACCESS TO STA-TE p b o
,�, C h 20' u nC/TY C)C h4CNWAY NO. 5 (C. vALLEY Hwy.) k C Y"
L1F UCHT. NEw'k AIR TO THE STwTF£AS£AI£Nr p:n OF WASH. PER XWC COUNTY S.CC. z
J9f.2T=== _ ?, 2 I rOOunUTY ESw•r NO. 57090.1
--
2 '
SEC. Jo N89 -2S-w
1w SEC. Jo
24' BUILDING S£T$ACK SEC. jr -
Pf}4 REC. No. 97OSO-0070 i '�. ct 0 o SEC. JI
wAC 332-130-100 o L---- 166.67'---___
EOUIPWI1 .HT USED, TOPCON GTS-3C, S" THEODOLITE/EDM O 10' �: r-- 2 ----�-- 166.67'---_-_�
N468'J7'07"w 1 N88:J7'07-11' 1 O
*AC 332-130-090 1
' 1s.eT --� I �- 10' UAL/TY
SURVEY PERFORMED BY FIELD TRAVERSE
AS PER wAG 332-130-090, PART C. Ili � 1W, i}+ W EASEMENT
a- b o
l00 0 0 100 200 300 ; c l �p o� ap `� p
11 Q Q nb 47n Q, , 45'
N
SCALE IN FEET OO Q/ Ii
�Q 2 ~ I
SCALE: I" - 100' , 1, ACCESS NO 0� I N6Q'49"�5'f
1 ,, UTILITY Su'r
1
uC+AN; Pflt DWLWCTON NQA 7N(ftN MNONG ATE PW/ ' I I 166.67' 166.67' i_.41 IS STREET 66•�W. 105.67- '
No ,
s r6.
sa/troA+t+cs. .s show AwE eAsco uvoN TN( S. _ Nee JT07"7v g
ev CTTom NORTHERN Sw+O-C SATE PLAN ASRECORDED - - -
N 1e1 Or PI-AM ►ACES a rKNOUON It �RELEASf OF ACCESS TO NC�+ vE, uNOCR AECDR0ING -0. 920e)026f6. REOOROS
a t�..t �cwTr. •n"KTO"' STA rs Or WASH. PER REC. NO.
B-2 800.50e0581,
WETLAND AREA DESCRIPTION
Being a portion of Lots 2 and 3 of Burlington.Northern Binding Site Plan (BSP-014-92)
as recorded in Volume 161 of Plats, pages 8 through 11 inclusive, under Recording
Number 9206302696, Records of King County, Washington and being more
particularly described as follows:
The West 115.00 feet of said Lot 2 and the North 120.00 feet of the West
115.00 feet of said Lot 3, Except the North 25.00 feet of said Lot 2.
Ln
n
EXHIBIT"C"
9507202D.00 1/MLM/W8870-083/10-23-95/meg
RECORDING REQUESTED BY
AND WHEN RECORDED MAIL TO: as Bill orsale
Office of The City Clerk Project File a
Str:
Renton Municipal Building Grarrtor(s)name: d�drd e�sberger
200 Mill Avenue South STREET INTERSECTION or
NAME OF PROTECT Horn. B a.s e-
Renton, Washington 98055 a lle ,, Rom•
Attention:
(Space Above For Recorder's Use)
BILL OF SALE
KNOW ALL MEN BY THESE PRESENTS: That HCWA REALTY, a
Washington corporation, the party of the first part, for and in consideration of the sum of Ten and
00/100 Dollars (S 10.00) lawful money of the United States of America, to it in hand paid by the
CITY OF RENTON, a municipal corporation of King County, Washington, the party of the
p second part, the receipt whereof is hereby acknowledged, does by these presents grant, bargain,
O sell and deliver unto the said party of the second part, the personal property described in
Exhibit "A", a portion of which is located within the property described in the Exhibit "B"
attached hereto and by reference made a part hereof.
1�
Q? TO HAVE AND TO HOLD the same to the said party of the second part, its
heirs, executors, administrators and assigns forever. And said party of the first part, covenant and
agree to and with the said party of the second part, its executors, administrators and assigns, that
said party of the first part is the owner of the said property, goods and chattels and has good right
and full authority to sell the same, and that HCWA Realty Corp. will warrant and defend the sale
8 hereby made unto the said party of the second part, its executors, administrators and assigns,
against all and every person or persons, whomsoever, lawfully claiming or to claim the same.
IN WI S WHE OF, the said party of the first part has caused this Bill of
.. Sale to be executed this day of tnid,( _, 1995.
HCWA REALTY CORP.,
a Washin on corporation
Lj
By. � er e
NaqqJ Zarkin
Title:
$ By:
Name: E-dWard J. Weisbdraer
Title: Serlior Vice Presiclient
+� 95296014.0Cl/MLM/W8870-132/10-24-95/meg
1
Commonwealth of Massachusetts ) SS:
COUNTY OF Middlesex
Herbert J Zarkin 9A-A
I certify that I know or have satisfactory evidence that
Edward J. Weisberger
signed this instrument, on oath $tat that he ��#Athorized to execute the instrument and
acknowledged it as thFresi enI krO%Ice pCe of HCWA Realty Corp. to be the free and
voluntary act of such party or the uses and purposes mentioned in the instrument.
Dated: 1019s Lao c; 2
Notary Public in for the CommonvveaYth of Massi�'zesiding
at
Notary: • %�- _
My appointment expires: LAUK �I!EY, NoLry Public
y ommiss,:m,,, oiffs Dpcember 30, 1M
Ca
O)
t�
O
O
e�
its
-2-
9:2960 14.00 I/N>I.M/W 8870-132/10-24-95/meg
PERSONAL PROPERTY
Item Approx.
No. Description Unit Quantity
jEAST VALLEY HIGHWAY CONSTRUCTION
1phalt
concrete paving, Class B, SY 750
treated base
2 Cement concrete walk SY 325
6-wide, Y-thick
3 Replace existing C.B. grates with solid lids EA 3
4 Catch basin, Type I
EA 4
� 5 12 Diameter concrete pipe
LF 243
CAI 6 3" Conduit for future signal wiring LF
'600
�
7 Barrier curb and gutter LF 515
WATERMAINS AND APPURTENANCES
1 12" Diameter Ductile Iron Pipe, CL. 52 LF 2,716
2 6" Diameter Ductile Iron Pipe, CL. 52 LF 40
3 12" Gate Valves EA 7
4 5" M.V.O. Fire Hydrant Assemblies Eft 6
5 6" Double Check Valve Assembly with EA 1
Vault
6 1-1/2" Water Meter EA 1
7 2" Water Meter EA 1
LIND AVENUE STORM SEWER CROSSING
1 12" Diameter Concrete Pipe LF 55
EXHIBIT"A"
95296014.00 1/NILM/W8870-132/10-24-95/meg
LEGAL DESCRIPTION OF PROPERTY
LOT 2 OF BURLINGTON NORTHERN, A BINDING SITE PLAN, ACCORDING TO
THE CITY OF RENTON BINDING SITE PLAN RECORDED UNDER KING
COUNTY RECORDING NO. 9206302696, IN VOLUME 161 OF PLATS, PAGES 8
THROUGH 11, RECORDS OF KING COUNTY;
SITUATE IN THE CITY OF RENTON, COUNTY OF KING, STATE OF WASHINGTON.
CO
O
O
e�
EXHIBIT"B"
95296014.00 1/MLM/W 8870-132/10-24-95/meg
CITY OF
W Planning/Building/Publi
Earl Clymer, Mayor Gregg Zimmerm
s.
November 28, 1995
3
Roger Jones 3
Project Manager
(Home Base - Renton)
1 519 W. Valley Hiway #103
Auburn, WA. 98001
Dear Mr. Jones:
SUBJECT: Temporary Certificate of Occupancy - Permit # B940767
Home Base Store - 3701 East Valley Rd. - Renton, WA.
The Temporary Ninety Day Certificate of Occupancy issued to Home Bas
1995, is about to expire. The wetlands mitigation has not yet been res
am extending the TCO until February 28, 1996.
Be advised this is the only extension I am able to grant. The process to
extension, would be an appeal to the Board of Public Works. You would
the Board secretary, Cindy Kartes at 277-6194. She would be able to g
the process.
I have enclosed a new TCO with the correct expiration date. Please post
you have any questions, I can be reached at 277-6180. Thank you.
Sincerely
Jim Chandler
Building Official
JAC:mjk
95-679
pc: Cindy Kartes
Corey Thomas g
Bob Arthur a
Randy Martin
Rick Kokko
Clint Morgan
Lon Stephenson
c/o Home Base
3345 Michelson Drive
Irvine, CA. 92715
I
a
i
1
1
200 Mill Avenue South - Renton, Washington 98055
3
Y NINETY DAY CERTIFICATE
EXTENSION
tPIRES: February 28, 1996
TIFICATE OF OCCUPANCY
CITY OF RENTON
BUILDING DIVISION
This suant to the requirements of Section 307 of the Uniform
Build that at the time of issuance this structure was in
comp ous ordinances of the City regulating building construction
or us
Addres Road Owner/Tenant: Home Base
80ildin 68 Type Construction: VN Use2one: CA
Occu an Areas or Floors: ALL
November 28, 1995
;uiding 0 Date:
ST IN A CONSPICUOUS PLACE
CITY OF RENTON Construction Permit
Permit Number C940285
Permission is hereby given to do the following described work,
according to the conditions hereon and according to the approved
plans and specifications pertaining thereto, subject to compliance
with the Ordinances of the City of Renton.
Work Description
INSTALL WATER, SEWER, STORM, STREET IMPROVEMENTS
Job Address
3701 EAST VALLEY RD
Owner:
. ..... ..
HOMEBASE WAREHOUSE
3345 MICHELSON DRIVE
IRVINE
CA 92715
Contractor
_ > _
�G C G ti S7 2 CJc T 10 �1 Contractor's License
SI L..J ✓ /�ALL a Nc i y I 13 Contractor's Phone S -
V 6 UP ti , w 0 1 S 0 0/ City License y�j
Contact MERCIL, BRYANT HD&ASSOCIATES Contact's Phone
Other Information
Date Issued 05/04/1995 Work Order 87567
Date of Expiration 10/31/1995 Parcel Number 125360-0020
Date Finaled Inspector's Name
Inspector's Phone
It is understood that the City of Renton shall be held harmless of any and all liability, damage or injury
arising from the performance of the work described above. You will be billed time and material for any work
done by City staff to repair damages. Any work performed within the right-of-way must be done by a
licensed, bonded contractor. Call 277-5570 one working day in advance for inspections.
Locate utilities before excavating.
Call before you dig - 48 Hour Locators 1-800-424-5555
I hereby certify that no work is to be done except Subject to compliance with the Ordinances of the
as described above and in approved plans, and that City of Renton and information filed herewith this
all work is to conform to Renton codes and permit is granted.
ordinances.
Applicant ' Pu is Works ep
THIS PERMIT MUST BE POSTED AT THE JOB SITE AT ALL TIMES.
BD3203e 08/94 iif
lG�**�*JC C JC*JG JC�lC JC*JC�lC Ji JC C lC JC Ji��**JC it C�F JC� C�JC Ji�JC��JC F C*�* C lG*JC C�JC JC���JC�JC
City of Renton WA Receipt
Receipt Number: R9502037 Amount: 9 138 .27 05/04/�5 10. 06
Paym�nt Method: CHECK Notation: 288310H6MEBASE Init: DB
----------------------------------------------------------------
Pemit: C940285 Type: ENG ENG Construction Per
Par l
cel No: 125360-0020
Site Address: 3701 EAST VALLEY RD
Total Fees: 168 , 993 . 33
This Payment 9, 138 .27 Total ALL Pmts: 168 , 993 . 33
Balanc : . 00
Account Code Descziption Amount
4000. 343 . 20. 00. 0000 Public Works 0143 . 90. 0 . 000 SeerwInstipp � ol 3 ' 4 . 0ection 1, 252 . 69
. 3 0 2 w ppcbnAFpry 118 401. 322 . 10. 00. 0015 Sewer Permit 80. 00
401. 343 . 90. 00. 0001 W4Lter Inspection A ppvovl 2 , 796. 47
401. 388 . 10. 00. 0013 Misc Water Installation 960. 00
401. 322 . 10. 00 . 0020 Storm Water Permits 50. 00
----------------------------------------------------------------
AUTHORIZATION OF SPECIAL BILLING
DATE:
PROJECT NAME: ®
PROJECT NUMBER: C 946 2 v S
WORK ORDER No.: 7"�'6T
It is the intent of this letter to authorize the City of Renton to bill the undersigned for all
costs incurred relative to the referenced project, by the City of Renton for the following
work:
TIME AND MATERIALS FURNISHED BY CITY OF RENTON WATER
DEPARTMENT TO PERFORM CONNECTIONS TO EXISTING WATER
MAINS, WATER PURITY SAMPLES, AND RELATED WORK.
TIME AND MATERIALS FOR ANY AND ALL ROAD CLEANUP EFFORTS
PERFORMED BY CITY FORCES OR CITY CONTRACT.
ALL OVERTIME FOR INSPECTION AND RELATED ACTIVITIES, BILLABLE
AT A RATE OF FIFTY DOLLARS (S50.00) AN HOUR
TIME AND MATERIAL FOR ANY WORK DONE BY CITY STAFF TO REPAIR
DAMAGES.
BILLING TO BE SENT TO:
Name: �06�12 JoNS
Company: uc—,r(c)
Address: � . (CO
Phone: goo/�33^ 24CO
f
Ow er)Develm r or Authorized Agent
MTEETLNG ATTENDANCE RECORD
1V1fl Y 4-1
PROJECT: 11,��Iw,5 I-Wa Sri DATE:
N,-'jTOR:
LOCATION: 4— COORDL
INAMLICOMPANY ADDRESSICITYMP PHONE
Ile ru-t- JA 9kuvs-
3,2
we
a,,,u
7-a-e�4 I�L genzirnz 15—�"v`ge E�:�Lxi\JiAtw
PLEASE NOTE:If you wish to r---c--ivc the minutes of:his me-cang.your full add:cas mu-,a be listed.
- flu, 4-95 THU 11 :44 P. 02
CITY OF RENTON
PLANNING/BUILDING/PUBLIC WORKS
PERMIT BOND
Home Base #49
Bond Number
5829929 3701 E . Valley Rd ,
KNOW ALL MEN BY THESE PRESENTS: That we POE CONSTRUCTION, INC.
of Auburn, Washington as Principal, and SAFECO INSURANCE COMPANY OF A=
a corporation, as Surety, are held and firmly bound unto the City of Renton, a municipal
corporation of the State of Washington, in the penal sum of
$44,687.00 lawful money of the United States of America, for the
payment of which, will and truly to be made, we firmly bind ourselves, and each of our
heirs, executors, administrators and assigns, jointly and severally by these presents,
Sealed with our seals and dated this 4t:1 day of May , 19 95
THE CONDITION OF THE FOREGOING OBLIGATION IS SUCH, that, WHEREAS, the above
named Principal has applied for a permit, pursuant to the provisions of Ordinance No. 3205,
to do certain work on a City of Renton roadway, street, alley, avenue, or other public place,
during a period ending May 4, 1996
NOW THEREFORE, if the above named Principal shall indemnify and save harmless the City
of Renton, from all claims, actions or damages of every kind and description which may
accrue as a result of opening and/or working upon a roadway, street, alley, avenue, or other
public place, by him or those in his employ, in installing or making connections with any
public or private sewer or water system, or any other purpose or object whatever, and that
he will replace and restore such roadway, street, avenue, alley or other public place to as
good a state or condition as at the time of the commencement of said work, and maintain
the same in good order to the decided satisfaction of the City of Renton, and that he will
comply with all the provisions of his or their franchise of our permit and all resolutions or
instruments relating thereto, this obligation to be void: otherwise to remain in full force and
effect.
The liability under this bond is for a period of one year from May 4, 1995 to
may 4, 1996 and may be extended by the surety issuing a Continuation
Certificate.
POE I iTC 10N, INC.
By: ( . U-1-0-, T1_
Applicant's Signature
Charles Po•e, Vice President
SAFECO INSURANCE COMPANY OF AMERICA
Signature of Bonding Agent
Delene M. Losch, Attorney—in—Fact
® POWER SAFECO INSURANCE COMPANY OF AMERICA
GENERAL INSURANCE COMPANY OF AMERICA
OF ATTORNEY HOME OFFICE: SAFECO PLAZA
SAFEM(D SEATTLE. WASHINGTON 98185
� No. 0634
KNOW ALL BY THESE PRESENTS:
That SAFECO INSURANCE COMPANY OF AMERICA and GENERAL INSURANCE COMPANY OF AMERICA, each a Washington
corporation, does each hereby appoint
• JACK P. SUTTON; STEPHEN FELTUS; RANDOLPH J. CARR; DELENE M. LOSCH; PETER J. COMFORT; ROBERT
E. HEILESEN; KAREN SWANSON; GEORGE C. HULBERT; DAVID McCALLLM; KATHY M. MELLICK; JAMES H.
SPRENGER; SUSAN K. HIATT; MARIE TURNER; CHARLENE ZVARA; ERIC ZI MERMAN, Tacoma , Washington■■■■■
its true and lawful attorneys)-in-fact, with full authority to execute on its behalf fidelity and surety bonds or undertakings and other
documents of a similar character issued in the course of its business. and to bind the respective company thereby.
IN WITNESS WHEREOF, SAFECO INSURANCE COMPANY OF AMERICA and GENERAL INSURANCE COMPANY OF AMERICA have each
executed and attested these presents
INS 30 t h day of January 19 95
CERTIFICATE
Extract from the By-Laws of SAFECO INSURANCE COMPANY OF AMERICA
and of GENERAL INSURANCE COMPANY OF AMERICA:
"Article V. Section 13. - FIDELITY AND SURETY BONDS . . . the President, any Vice President, the Secretary, and any Assistant Vice
President appointed for that purpose by The officer in charge of surety operations. shall each have authority to appoint individuals as
attorneys-in-fact or under other appropriate titles with authority to execute on behalf of the company fidelity and surety bonds and
other documents of similar Character issued by the company in the course of its business . . . On any instrument making or evidencing
such appointment, the signatures may be affixed by facsimile. On any instrument conferring such authority or on any bond or undertaking
Of The company, the seal, or a facsimile thereof, may be impressed Or affixed or in any other manner reproduced: provided, however.
That the seal shall not be necessary to the validity of any such instrument or undertaking."
Extract from a Resolution of the Board of Directors of SAFECO INSURANCE COMPANY OF AMERICA
and of GENERAL INSURANCE COMPANY OF AMERICA adopted July 28, 1970.
"On any certificate executed by the Secretary or an assistant secretary of the Company setting out,
(i) The provisions of Article V. Section 13 of the By-Laws, and
(ii) A copy Of the power-of-attorney appointment, executed pursuant thereto. and
(iii) Certifying that said power-of-attorney appointment is in full force and effect.
the signature of the certifying officer may be by facsimile. and the seal of the Company may be a facsimile thereof."
I. R. A. Pierson, Secretary of SAFECO INSURANCE COMPANY OF AMERICA and of GENERAL INSURANCE COMPANY OF AMERICA,
do hereby certify that the foregoing extracts of the By-Laws and of a Resolution of the Board of Directors of these corporations. and
of a Power of Attorney issued pursuant thereto. are true and correct. and that both the By-Laws. the Resolution and the Power of
Attorney are still in full force and effect.
IN WITNESS WHEREOF, I have hereunto set my hand and affixed the facsimile seal of said corporation
this 4th day of May 19 95
S-974/EP 1/93 (D RegiStered tradamark of SAFECO Corporation.
lop
o ~ CITY OF RENTON Construction Permit
Permit Number C94 02 8 5
Permission is hereby given to do the following described work,
according to the conditions hereon and according to the approved
plans and specifications pertaining thereto, subject to compliance
with the Ordinances of the City of Renton.
fork Description,:.. . .
INSTALL WATER, SEWER, STORM, STREET IMPROVEMENTS
JoAre .. .s
3701 EAST VALLEY RD
Owner.. .....:... ..:............. ................... :>. .... ... .... ..... ...... . . ..... ..........
HOMEBASE WAREHOUSE
3345 MICHELSON DRIVE
IRVINE
CA 92715
Contractor
P(D L C o ti STCU C7/O , .............. .
Contractors License
/519 U V aLLC 4 H"�I kl -ht- JO� Contractor's Phone g 3 3 — 2�/c D
A U 6 U re_N / �n1 4 ct S-0 D I City License 3�/�/
Contact MERCIL, BRYANT HD&ASSOCIATES Contact's Phone
Other Informatio. n.... . ";.. .
Date Issued 05/04/1995 Work Order 87567
Date of Expiratio 1 /31/19 9 5 Parcel Number 11u�6 0-0 0 2 0
Date Finaled g�-Z Inspector's Name C ry�
Inspector's Phone Tql-0f
It is understood that the City of Renton shall be held harmless of any and all liability, damage or injury
arising from the performance of the work described above. You will be billed time and material for any work
done by City staff to repair damages. Any work performed within the right-of-way must be done by a
licensed, bonded contractor. Call 277-5570 one working day in advance for inspections.
Locate utilities before excavating.
Call before you dig - 48 Hour Locators 1-800-424-5555
I hereby certify that no work is to be done except Subject to compliance with the Ordinances of the
as described above and in approved plans, and that City of Renton and information filed herewith this
all work is to conform to Renton codes and permit is granted.
ordinances.
x
Applicant Public Works Rep
THIS PERMIT MUST BE POSTED AT THE JOB SITE AT ALL TIMES.
BD3203e 08/94 iif
�'OR
CITY OF RENTON
Plat Inspection Record
Permit Number C940285
Address: 3701 EAST VALLEY RD
Date Issued: 05/04/1995
Date Expired 10/31/1995
Work Order: 87567
Work Description:
INSTALL WATER, SEWER, STORM, STREET IMPROVEMENTS
Contractor:
WATER: SANITARY SEWER:
Pressure Test: Pressure Test:
Chlorination: MH Channeled:
Purity Test: (u R MH Sealed:
Tie-In by City: (s Side Sewer -l.: /L-
OK for Meters: Pressure Test (SS) : 7 q
Valve Chambers to Grade: Maintenance Walk-thru:
Maintenance Walk-thru
STORM SEWER: RIGHT OF WAY:
MH Sealed: Curb & Gutter, ;Driveway or
Sidewalk:
MH Ladders Sight Preparation:
Visual Final: 12,a Final Visual: 2
Maintenance Walk-thru: Maintenance Walk- hru: 1
ROADWAY: STREET LIGHT OR SIGNALS:
Compaction Test: 2v ,Q Foundations:
Final Lift or Patch: Concrete Pads:
Maintenance Walk-thru: Wiring:
Controller Cabinet:
Overhead Inspection:
Final Visual: o
NOTES:
ASSIGNED INSPECTOR: DATE OF FINAL ACCEPTANCE: �lS
bd3242a 03/94 drt
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• PRELIMINARY
• DRAINAGE CALCULATIONS
• FOR
•
• HOME BASE
• CITY OF RENTON, WASHINGTON
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• October 11, 1994
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• HORTON DENNIS & ASSOCIATES, INC.
• Consulting Engineers, Planners & Surveyors
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• PRELIMINARY
• DRAINAGE CALCULATIONS
• FOR
• HOMEBASE
•
• CITY OF RENTON, WASHINGTON
•
•
•
•
•
• Prepared By: Bryant O. Mercil, P.E.
•
•
• HORTON DENNIS & ASSOCIATES, INC.
• Consulting Engineers, Planners & Surveyors
320 Second Avenue South
• Kirkland, WA 98033-6687 NZ 0.
• Phone: (206) 822-2525 ®�o� wok
Fax: (206) 822-8758
• HDA File No. 9398.00 00
27991
• �a1S7E�k�
October 11, 1994 NA1 1011211q4
• _
•
•
TABLE OF CONTENTS
Introduction: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
Summary of Results: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
Storm Routings
2 Year Storm: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
10 Year Storm: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
100 Year Storm: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
• Detention Basin Design Data: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9
Drainage Area Map: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12
INTRODUCTION
The following computations present the preliminary design of a stormwater detention system for
the proposed Home Base retail facility. The proposed 11.65 acre development, comprised of a
134,676 square foot home improvement retail and garden facility, is located on the west side of
East Valley Highway, north of SW 41 st Sheet in the City of Renton.
EXISTING DRAINAGE CONDITIONS
0 The project site is presently a vacant parcel (Lot 2 and part of Lot 3 of the Northern Railroad
Binding Site Plan No. 014 - 92). The parcel was filled approximately 18 years ago. The existing
ground cover consists mainly of grasses in poor condition over the fill material. The western
portion of the parcel has several low areas identified during early project review as wetland areas
• with low functional values. The site generally drains from east to west to the wetland areas at
an average slope of 0.25 percent.
PROPOSED DRAINAGE CONDITIONS
• Runoff from the parking area in front of the proposed building will be conveyed in storm drain
pipe system to a small water quality detention basin adjacent to the north property line. The
. basin provides approximately 6,000 cubic feet of storage volume. The bottom of the basin has
been designed with a flat slope to promote water quality through the ponding of storm water
runoff. The basin outfalls into a pipe system, which in turn discharges into a long swale in the
proposed wetland buffer area at the rear of the building. The swale has also been designed with
a flat slope to promote water quality through ponding prior to discharge into the wetland areas.
• This swale will outfall into a shallow excavated depression to be constructed as part of the
wetland mitigation plan. This shallow area is intended to provide frequent ponding of storm
water during storm events as a means of maintaining the hydrology of the existing and proposed
wetland areas. The depression is connected to a 2.5 foot deep excavated settlement area in front
of the detention system control structure located in the northwest corner of the wetland mitigation
area.
The control structure has been designed to provide controlled release of excess storm water
runoff from the project site. This structure will consist of a 3 inch diameter orifice and 3 foot
wide rectangular weir- set in a steel plate between concrete endwalls in the northwest corner of
the site. The control structure will discharge to a catch basin with a 12" storm drain pipe. The
storm drain pipe will extend approximately 400 feet west to a connection with an existing 60
• inch storm drain pipe on the west side of Lind Avenue. The storm drain pipe continues
approximately 600 feet north, then 1,000 feet east to an outfall in Springbrook Creek. The
proposed catch basin grate has been set at an elevation of 14.25, approximately 3.35 feet above
the crown of the existing 60 inch storm drain pipe.
� 1
The proposed detention basin has been designed to maximize the volume available for storage
of excess storm water runoff. Due to the disturbed condition of the vacant parcel, no calculation
• of the peak discharge fi-om the undeveloped project site was undertaken. The effectiveness of
the proposed detention facility has instead been evaluated by determination of the peak flow rate
in cfs / acre fiom the developed project site with detention storage. As seen in the summary of
results, the proposed facility provides a significant reduction in peak discharges from
development of the project site. The peak outflows fi•om the proposed detention facility range
from 0.04 cfs/ acre during a 2 year storm event to 0.12 cfs / acre during a 100 year storm event.
These flows are well within acceptable limits.
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SUMMARY OF RESULTS
•
• PROPOSED DETENTION SYSTEM
• Total Area of Project Site: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11.65 Acres
• Less Bypass Area: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.77 Acres
Total Site Area Tributary to Detention Basin: . . . . . . . . . . . . . . . . . . . . . . . . 10.88 Acres
• Plus Offsite Wetland Mitigation Area: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.76 Acres
• Total Area Tributary to Detention Basin: . . . . . . . . . . . . . . . . . . . . . . . . . . . 11.64 Acres
• 2 YEAR STORM
•
Peak Inflow to Basin: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5.06 cfs
• Proposed Release Rate: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.45 cfs
• Proposed Release Rate: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.04 cfs / acre
Design Water Surface Elevation: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16.28
Approximate Volume of Storage Provided: . . . . . . . . . . . . . . . . . . . . . . . . . . . 57,500 cf
s
• 10 YEAR STORM
• Peak Inflow to Basin: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7.52 cfs
Proposed Release Rate: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.91 cfs
• Proposed Release Rate: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.08 cfs / acre
Design Water Surface Elevation: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16.37
• Volume of Storage Provided: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 63,000 cf
•
• 100 YEAR STORM
• Peak Inflow to Basin: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10.22 cfs
• Proposed Release Rate: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.41 cfs
Proposed Release Rate: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.12 cfs / acre
• Design Water Surface Elevation: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16.48
Volume of Storage Provided: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 71,000 cf
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• ******************80-80 LIST OF INPUT DATA FOR TR-20 HYDROLOGY******************
JOB TR-20 NOPLOTS
• TITLE HOME BASE / RENTON STORMWATER MANAGEMENT STUDY
TITLE POST DEVELOPED CONDITIONS (W1698D4.DAT)
• 3 STRUCT O1
8 14.50 0.0000 0.0000
8 15.00 0.1726 0.2296
• 8 16.25 0.3229 1.1134
8 16.50 1.5077 1.9341
8 17.00 9.3285 2.7548
• 9 ENDTBL -
6 RUNOFF 1 01 1 0.01819 98.0 0.25 0 1 0 0 0 0
• 6 RESVOR 2 01 1 2 14.50 0 1 1 0 0 0
ENDATA
7 INCREM 6 0.25
• 7 COMPUT 7 01 01 0.0 2.00 1.0 3 2 1 1
ENDCMP 1
7 COMPUT 7 01 01 0.0 2.90 1.0 3 2 1 2
• ENDCMP 1
7 COMPUT 7 01 01 0.0 3.90 1.0 3 2 1 3
• ENDCMP 1
ENDJOB 2
p*******************************END OF 80-80 LIST**x*****************************
• EXECUTIVE CONTROL OPERATION INCREM MAIN TIME INCREMENT = .25 HOURS RECORD ID
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• EXECUTIVE CONTROL OPERATION COMPUT FROM STRUCTURE 1 TO STRUCTURE 1 RECORD ID
STARTING TIME = 0.00 RAIN DEPTH = 2.00 RAIN DURATION = 1.00 RAIN TABLE NO. = 3 ANT. MOIST. COND = 2
• ALTERNATE NO. = 1 STORM NO. = 1 MAIN TIME INCREMENT = 0.25 HOURS
OPERATION RUNOFF STRUCTURE 1 2 YEAR STORM
•
TIME(HRS) FIRST HYDROGRAPH POINT = 0.00 HOURS TIME INCREMENT = 0.25 HOURS DRAINAGE AREA = 0.01819 SQ.MI.
• 00 DISCHG .00 .00 .00 .00 .00 .04 .11 .18 .25 .31
2.50 DISCHG .36 .40 .44 .47 .49 .54 .57 .64 .68 .75
• 5.00 DISCHG .79 .86 .90 .98 1.01 1.15 1.20 1.41 1.49 1.73
7.50 DISCHG 1.82 4.25 5.06 3.15 2.54 1.99 1.83 1.48 1.38 1.27
• 10.00 DISCHG 1.24 1.13 1.10 1.03 1.01 .98 .97 .93 .92 .89
12.50 DISCHG .88 .84 .83 .83 .83 .80 .79 .79 .79 .75
15.00 DISCHG .74 .74 .74 .71 .70 .69 .69 .69 .69 .66
. 17.50 DISCHG .65 .65 .65 .61 .60 .60 .60 .57 .56 .56
20.00 DISCHG .56 .56 .56 .56 .56 .56 .56 .56 .56 .52
22.50 DISCHG .51 .51 .51 .51 .51 .51 .51 .13 .01 .00
• OPERATION RESVOR STRUCTURE 1
• TIME(HRS) FIRST HYDROGRAPH POINT = 0.00 HOURS TIME INCREMENT = 0.25 HOURS DRAINAGE AREA = 0.01819 SQ.MI.
• .00 DISCHG .00 .00 .00 .00 .00 .00 .00 .00 .01 .01
.00 ELEV 14.50 14.50 14.50 14.50 14.50 14.50 14.50 14.50 14.52 14.53
2.50 DISCHG .02 .02 .03 .03 .04 .05 .06 .07 .07 .08
• 2.50 ELEV 14.55 14.56 14.58 14.60 14.62 14.64 14.66 14.69 14.71 14.74
5.00 DISCHG .09 .11 .12 .13 .14 .16 .17 .18 .18 .19
• 5.00 ELEV 14.77 14.81 14.84 14.88 14.92 14.96 15.00 15.04 15.07 15.11
7.50 DISCHG .19 .20 .22 .23 .24 .25 .25 .26 .26 .27
7.50 ELEV 15.16 15.24 15.37 15.49 15.56 15.62 15.67 15.71 15.75 15.78
• 10.00 DISCHG 27 .27 .28 .28 .28 .28 .29 .29 .29 .29
10.00 ELEV 15.81 15.83 15.86 15.88 15.90 15.92 15.94 15.96 15.98 16.00
12.50 DISCHG .29 .30 .30 .30 .30 .30 .31 .31 .31 .31
• 12.50 ELEV 16.02 16.03 16.05 16.06 16.08 16.09 16.11 16.12 16.14 16.15
15.00 DISCHG .31 .31 .32 .32 .32 .32 .32 .32 .33 .34
• 15.00 ELEV 16.16 16.17 16.19 16.20 16.21 16.22 16.23 16.24 16.25 16.25
17.50 DISCHG .35 .36 .36 .37 .38 .39 .39 .40 .40 .41
17.50 ELEV 16.25 16.26 16.26 16.26 16.26 16.26 16.26 16.27 16.27 16.27
• 20.00 DISCHG 41 .42 .42 .42 .43 .43 .44 .44 .44 .45
20.00 ELEV 16.27 16.27 16.27 16.27 16.27 16.27 16.27 16.27 16.28 16.28
22.50 DISCHG .45 .45 .45 .45 .45 .46 .46 .45 .44 .43
• 22.50 ELEV 16.28 16.28 16.28 16.28 16.28 16.28 16.28 16.28 16.28 16.27
25.00 DISCHG .42 .40 .39 .38 .37 .36 .35 .34 .33 .32
• 25.00 ELEV 16.27 16.27 16.26 16.26 16.26 16.26 16.26 16.25 16.25 16.25
27.50 DISCHG .32 .32 .32 .32 .32 .32 .31 .31 .31 .31
27.50 ELEV 16.24 16.23 16.22 16.21 16.20 16.19 16.18 16.17 16.16 16.15
30.00 DISCHG .31 .31 .31 .31 .31 .30 .30 .30 .30 .30
30.00 ELEV 16.14 16.14 16.13 16.12 16.11 16.10 16.09 16.08 16.07 16.06
32.50 DISCHG .30 .30 .30 .30 .30 .29 .29 .29 .29 .29
• 32.50 ELEV 16.06 16.05 16.04 16.03 16.02 16.01 16.00 15.99 15.99 15.98
35.00 DISCHG .29 .29 .29 .29 .29 .28 .28 .28 .28 .28
• 35.00 ELEV 15.97 15.96 15.95 15.94 15.94 15.93 15.92 15.91 15.90 15.89
37.50 DISCHG .28 .28 .28 .28 .28 .27 .27 .27 .27 .27
37.50 ELEV 15.89 15.88 15.87 15.86 15.85 15.85 15.84 15.83 15.82 15.81
• 40.00 DISCHG 27 .27 .27 .27 .27 .26 .26 .26 .26 .26
40.00 ELEV 15.81 15.80 15.79 15.78 15.77 15.77 15.76 15.75 15.74 15.74
42.50 DISCHG .26 .26 .26 .26 .26 .26 .25 .25 .25 .25
• 42.50 ELEV 15.73 15.72 15.71 15.71 15.70 15.69 15.68 15.68 15.67 15.66
45.00 DISCHG .25 .25 .25 .25 .25 .25 .25 .25 .24 .24
• 45.00 ELEV 15.65 15.65 15.64 15.63 15.62 15.62 15.61 15.60 15.60 15.59
47.50 DISCHG .24 .24 .24 .24 .24 .24 .24 .24 .24 .24
47.50 ELEV 15.58 15.57 15.57 15.56 15.55 15.55 15.54 15.53 15.53 15.52
• 50.00 DISCHG .23 .23 .23 .23 .23 .23 .23 .23 .23 .23
50.00 ELEV 15.51 15.51 15.50 15.49 15.48 15.48 15.47 15.46 15.46 15.45
• 52.50 DISCHG .23 .23 .22 .22 .22 .22 .22 .22 .22 .22
52.50 ELEV 15.44 15.44 15.43 15.43 15.42 15.41 15.41 15.40 15.39 15.39
• EXECUTIVE CONTROL OPERATION ENDCMP COMPUTATIONS COMPLETED FOR PASS 1 RECORD ID
6
• EXECUTIVE CONTROL OPERATION COMPUT FROM STRUCTURE 1 TO STRUCTURE 1 RECORD ID
STARTING TIME = 0.00 RAIN DEPTH = 2.90 RAIN DURATION = 1.00 RAIN TABLE NO. = 3 ANT. MOIST. COND = 2
• ALTERNATE NO. = 1 STORM NO. = 2 MAIN TIME INCREMENT = 0.25 HOURS
OPERATION RUNOFF STRUCTURE 1 10 YEAR STORM
•
TIME(HRS) FIRST HYDROGRAPH POINT = 0.00 HOURS TIME INCREMENT = 0.25 HOURS DRAINAGE AREA = 0.01819 SQ.MI.
• 00 DISCHG .00 .00 .00 .00 .07 .21 .32 .44 .53 .62
2.50 DISCHG .69 .74 .78 .82 .85 .91 .95 1.05 1.10 1.21
• 5.00 DISCHG 1.26 1.37 1.41 1.52 1.56 1.77 1.84 2.15 2.25 2.61
7.50 DISCHG 2.73 6.35 7.52 4.66 3.75 2.93 2.70 2.18 2.03 1.86
• 10.00 DISCHG 1.82 1.66 1.62 1.51 1.48 1.43 1.42 1.36 1.35 1.30
12.50 DISCHG 1.28 1.23 1.22 1.21 1.21 1.16 1.15 1.15 1.15 1.10
15.00 DISCHG 1.08 1.08 1.08 1.03 1.01 1.01 1.01 1.01 1.01 .96
• 17.50 DISCHG .95 .95 .95 .90 .88 .88 .88 .83 .81 .81
20.00 DISCHG .81 .81 .81 .81 .81 .81 .81 .81 .81 .76
22.50 DISCHG .75 .74 .74 .74 .74 .74 .74 .19 .02 .00
• OPERATION RESVOR STRUCTURE 1
. TIME(HRS) FIRST HYDROGRAPH POINT = .00 HOURS TIME INCREMENT = .25 HOURS DRAINAGE AREA = .02 SQ.MI.
.00 DISCHG .00 .00 .00 .00 .00 .00 .01 .01 .02 .03
• .00 ELEV 14.50 14.50 14.50 14.50 14.50 14.50 14.52 14.54 14.56 14.58
2.50 DISCHG .04 .05 .06 .07 .08 .09 .11 .12 .14 .15
2.50 ELEV 14.61 14.64 14.67 14.71 14.74 14.77 14.81 14.85 14.89 14.94
• 5.00 DISCHG .17 .18 .18 .18 .19 .19 .20 .21 .21 .22
5.00 ELEV 14.99 15.03 15.06 15.10 15.14 15.18 15.23 15.28 15.34 15.40
• 7.50 DISCHG 23 .24 .27 .29 .30 .31 .32 .38 .43 .47
7.50 ELEV 15.47 15.60 15.80 15.97 16.08 16.17 16.24 16.26 16.27 16.28
10.00 DISCHG .51 .55 .58 .61 .64 .66 .68 .70 .72 .74
• 10.00 ELEV 16.29 16.30 16.30 16.31 16.32 16.32 16.33 16.33 16.33 16.34
12.50 DISCHG .76 .77 .78 .80 .81 .82 .83 .84 .85 .86
12.50 ELEV 16.34 16.34 16.35 16.35 16.35 16.35 16.36 16.36 16.36 16.36
• 15.00 DISCHG .86 .87 .88 .88 .89 .89 .89 .90 .90 .90
15.00 ELEV 16.36 16.37 16.37 16.37 16.37 16.37 16.37 16.37 16.37 16.37
• 17.50 DISCHG .90 .91 .91 .91 .91 .91 .90 .90 .90 .90
17.50 ELEV 16.37 16.37 16.37 16.37 16.37 16.37 16.37 16.37 16.37 16.37
20.00 DISCHG .90 .89 .89 .89 .89 .88 .88 .88 .88 .88
• 20.00 ELEV 16.37 16.37 16.37 16.37 16.37 16.37 16.37 16.37 16.37 16.37
22.50 DISCHG .87 .87 .86 .86 .86 .85 .85 .84 .82 .79
22.50 ELEV 16.37 16.37 16.36 16.36 16.36 16.36 16.36 16.36 16.35 16.35
• 25.00 DISCHG .77 .75 .73 .70 .68 .66 .64 .63 .61 .59
25.00 ELEV 16.34 16.34 16.34 16.33 16.33 16.32 16.32 16.31 16.31 16.31
. 27.50 DISCHG .57 .56 .54 .52 .51 .49 .48 .46 .45 .44
27.50 ELEV 16.30 16.30 16.30 16.29 16.29 16.29 16.28 16.28 16.28 16.27
30.00 DISCHG .42 .41 .40 .39 .38 .37 .35 .34 .33 .32
• 30.00 ELEV 16.27 16.27 16.27 16.26 16.26 16.26 16.26 16.25 16.25 16.25
32.50 DISCHG .32 .32 .32 .32 .32 .32 .32 .31 .31 .31
32.50 ELEV 16.24 16.23 16.22 16.21 16.20 16.20 16.19 16.18 16.17 16.16
• 35.00 DISCHG .31 .31 .31 .31 .31 .31 .30 .30 .30 .30
35.00 ELEV 16.15 16.14 16.13 16.12 16.11 16.10 16.10 16.09 16.08 16.07
• 37.50 DISCHG .30 .30 .30 .30 .30 .29 .29 .29 .29 .29
37.50 ELEV 16.06 16.05 16.04 16.03 16.03 16.02 16.01 16.00 15.99 15.98
40.00 DISCHG .29 .29 .29 .29 .29 .28 .28 .28 .28 .28
• 40.00 ELEV 15.97 15.97 15.96 15.95 15.94 15.93 15.92 15.92 15.91 15.90
42.50 DISCHG .28 .28 .28 .28 .28 .27 .27 .27 .27 .27
42.50 ELEV 15.89 15.88 15.87 15.87 15.86 15.85 15.84 15.83 15.83 15.82
• 45.00 DISCHG .27 .27 .27 .27 .27 .27 .26 .26 .26 .26
45.00 ELEV 15.81 15.80 15.80 15.79 15.78 15.77 15.76 15.76 15.75 15.74
47.50 DISCHG .26 .26 .26 .26 .26 .26 .26 .25 .25 .25
47.50 ELEV 15.73 15.73 15.72 15.71 15.70 15.70 15.69 15.68 15.67 15.67
50.00 DISCHG .25 .25 .25 .25 .25 .25 .25 .25 .24 .24
• 50.00 ELEV 15.66 15.65 15.64 15.64 15.63 15.62 15.61 15.61 15.60 15.59
52.50 DISCHG .24 .24 .24 .24 .24 .24 .24 .24 .24 .24
52.50 ELEV 15.59 15.58 15.57 15.56 15.56 15.55 15.54 15.54 15.53 15.52
•
EXECUTIVE CONTROL OPERATION ENDCMP COMPUTATIONS COMPLETED FOR PASS 2 RECORD ID
•
• 7
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• EXECUTIVE CONTROL OPERATION COMPUT FROM STRUCTURE 1 TO STRUCTURE 1 RECORD ID
STARTING TIME = 0.00 RAIN DEPTH = 3.90 RAIN DURATION = 1.00 RAIN TABLE NO. = 3 ANT. MOIST. COND = 2
• ALTERNATE NO. = 1 STORM NO. = 3 MAIN TIME INCREMENT = 0.25 HOURS
OPERATION RUNOFF STRUCTURE 1 100 YEAR STORM
•
TIME(HRS) FIRST HYDROGRAPH POINT = 0.00 HOURS TIME INCREMENT = 0.25 HOURS DRAINAGE AREA = 0.01819 SQ.MI.
• 00 DISCHG .00 .00 .00 .06 .23 .44 .61 .76 .87 1.00
2.50 DISCHG 1.08 1.13 1.18 1.21 1.24 1.33 1.37 1.51 1.57 1.71
• 5.00 DISCHG 1.77 1.92 1.97 2.12 2.17 2.45 2.54 2.96 3.09 3.58
7.50 DISCHG 3.74 8.66 10.22 6.33 5.09 3.97 3.65 2.95 2.74 2.52
• 10.00 DISCHG 2.46 2.25 2.19 2.05 2.00 1.93 1.91 1.84 1.82 1.75
12.50 DISCHG 1.73 1.66 1.64 1.64 1.64 1.57 1.55 1.55 1.55 1.48
15.00 DISCHG 1.46 1.46 1.46 1.39 1.37 1.37 1.37 1.37 1.37 1.30
• 17.50 DISCHG 1.28 1.28 1.28 1.21 1.19 1.19 1.19 1.12 1.10 1.09
20.00 DISCHG 1.09 1.09 1.09 1.09 1.09 1.09 1.09 1.09 1.09 1.03
22.50 DISCHG 1.01 1.00 1.00 1.00 1.00 1.00 1.00 .25 .02 .00
• OPERATION RESVOR STRUCTURE 1
• TIME(HRS) FIRST HYDROGRAPH POINT = 0.00 HOURS TIME INCREMENT = 0.25 HOURS DRAINAGE AREA = 0.01819 SQ.MI.
• .00 DISCHG .00 .00 .00 .00 .00 .01 .02 .03 .04 .05
.00 ELEV 14.50 14.50 14.50 14.50 14.50 14.52 14.55 14.58 14.61 14.65
2.50 DISCHG .07 .08 .10 .12 .13 .15 .17 .18 .18 .19
• 2.50 ELEV 14.70 14.74 14.79 14.84 14.89 14.94 14.99 15.03 15.07 15.11
5.00 DISCHG .19 .20 .20 .21 .22 .22 .23 .24 .25 .26
• 5.00 ELEV 15.16 15.21 15.26 15.31 15.37 15.43 15.50 15.57 15.65 15.74
7.50 DISCHG .27 .29 .35 .59 .74 .85 .93 1.00 1.06 1.10
7.50 ELEV 15.84 16.01 16.26 16.31 16.34 16.36 16.38 16.39 16.41 16.41
• 10.00 DISCHG 1.15 1.18 1.21 1.24 1.26 1.28 1.30 1.32 1.33 1.35
10.00 ELEV 16.42 16.43 16.44 16.44 16.45 16.45 16.46 16.46 16.46 16.47
12.50 DISCHG 1.36 1.37 1.38 1.38 1.39 1.40 1.40 1.41 1.41 1.41
• 12.50 ELEV 16.47 16.47 16.47 16.47 16.48 16.48 16.48 16.48 16.48 16.48
15.00 DISCHG 1.42 1.42 1.42 1.42 1.42 1.42 1.41 1.41 1.41 1.41
. 15.00 ELEV 16.48 16.48 16.48 16.48 16.48 16.48 16.48 16.48 16.48 16.48
17.50 DISCHG 1.41 1.40 1.40 1.39 1.39 1.38 1.38 1.37 1.36 1.35
17.50 ELEV 16.48 16.48 16.48 16.48 16.47 16.47 16.47 16.47 16.47 16.47
• 20.00 DISCHG 1.35 1.34 1.33 1.32 1.32 1.31 1.31 1.30 1.29 1.29
20.00 ELEV 16.47 16.46 16.46 16.46 16.46 16.46 16.46 16.46 16.45 16.45
22.50 DISCHG 1.28 1.27 1.26 1.25 1.25 1.24 1.23 1.22 1.18 1.15
• 22.50 ELEV 16.45 16.45 16.45 16.45 16.45 16.44 16.44 16.44 16.43 16.42
25.00 DISCHG 1.12 1.08 1.05 1.02 .99 .96 .93 .91 .88 .85
• 25.00 ELEV 16.42 16.41 16.40 16.40 16.39 16.38 16.38 16.37 16.37 16.36
27.50 DISCHG .83 .80 .78 .76 .73 .71 .69 .67 .65 .63
27.50 ELEV 16.36 16.35 16.35 16.34 16.34 16.33 16.33 16.32 16.32 16.32
• 30.00 DISCHG .61 .60 .58 .56 .55 .53 .51 .50 .48 .47
30.00 ELEV 16.31 16.31 16.30 16.30 16.30 16.29 16.29 16.29 16.28 16.28
32.50 DISCHG .46 .44 .43 .42 .40 .39 .38 .37 .36 .35
• 32.50 ELEV 16.28 16.28 16.27 16.27 16.27 16.26 16.26 16.26 16.26 16.26
35.00 DISCHG .34 .33 .32 .32 .32 .32 .32 .32 .32 .31
• 35.00 ELEV 16.25 16.25 16.25 16.24 16.23 16.22 16.21 16.20 16.19 16.18
37.50 DISCHG .31 .31 .31 .31 .31 .31 .31 .31 .30 .30
37.50 ELEV 16.17 16.16 16.15 16.14 16.14 16.13 16.12 16.11 16.10 16.09
• 40.00 DISCHG 30 .30 .30 .30 .30 .30 .30 .30 .29 .29
40.00 ELEV 16.08 16.07 16.06 16.06 16.05 16.04 16.03 16.02 16.01 16.00
42.50 DISCHG .29 .29 .29 .29 .29 .29 .29 .29 .28 .28
• 42.50 ELEV 15.99 15.99 15.98 15.97 15.96 15.95 15.94 15.94 15.93 15.92
45.00 DISCHG .28 .28 .28 .28 .28 .28 .28 .28 .27 .27
. 45.00 ELEV 15.91 15.90 15.89 15.89 15.88 15.87 15.86 15.85 15.85 15.84
47.50 DISCHG .27 .27 .27 .27 .27 .27 .27 .27 .26 .26
47.50 ELEV 15.83 15.82 15.81 15.81 15.80 15.79 15.78 15.77 15.77 15.76
• 50.00 DISCHG 26 .26 .26 .26 .26 .26 .26 .26 .26 .25
50.00 ELEV 15.75 15.74 15.74 15.73 15.72 15.71 15.71 15.70 15.69 15.68
52.50 DISCHG .25 .25 .25 .25 .25 .25 .25 .25 .25 .25
• 52.50 ELEV 15.68 15.67 15.66 15.65 15.65 15.64 15.63 15.62 15.62 15.61
• EXECUTIVE CONTROL OPERATION ENDCMP COMPUTATIONS COMPLETED FOR PASS 2 RECORD ID
EXECUTIVE CONTROL OPERATION ENDJOB END OF 1 JOB IN THIS RUN RECORD ID
g
•
•
Q
F
Q
A
z
Q
z
0
z
w
w
0
• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •
STAGE / STORAGE TABULATION
Water Surface Area Average Area Depth Volume Total Volume Total
Surface (Square Feet) (Square Feet) (Feet) (Cubic Feet) (Cubic Feet) Volume
Elevation (Acre Feet)
14.50 14,000.00 0.00 0.0000
20,000.00 0.50 10,000.00
15.00 26,000.00 10,000.00 0.2296
38,500.00 1.00 38,500.00
16.00 51,000.00 48,500.00 1.1134
71,500.00 1.00 71,500.00
17.00 92,000.00 120,000.00 2.7548
10
STAGE DISCHARGE TABULATION
Water 3" Orifice 3' - 0" Weir 6' - 0" Weir Basin
Surface Flor Qor Hw Qw Hw Qw Outflow
Elevation (Feet) (cfs) (Feet) (cfs) (Feet) (cfs) (cfs)
14.50 0.00 0.0000 ---- ------ ---- ------ 0.0000
15.00 0.50 0.1726 ---- ------ ---- ------ 0.1726
16.25 1.75 0.3229 0.00 0.0000 ---- ------ 0.3229
16.50 2.00 0.3452 0.25 1.1625 0.00 0.0000 1.5077
17.00 2.50 0.3860 0.75 6.0405 0.50 3.2880 9.3285
Flow Through 3" Orifice: Q, = 0.62 x A"r x (2g H"r)0'0 A, = 0.0341 sf Hai = W.S. Elev. - 14.50
Flow Through 3' - 0" Weir: QW = 3.10 x Lam, x Hw150 LW = 3.000 ft H,,, = W.S. Elev. - 16.25
Flow Through 6' - 0" Weir: QW = 3.10 x L,,, x H,,,1-51 L,,, = 6.000 ft HW = W.S. Elev. - 16.50
11
a
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cG
C7
Q
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Q
x
A
N
•
STUDY POINT NO. 1
• TOTAL, AREA TO CONTROL STRUCTURE, = I L(A ACRES
151 IN%SIIRR:IDNI 1 �l•r S, WIFALL P.anPOytD LONG RtTAINIH4 WAIL 4
CI If SII , O INTR 6B5 c5 TYrf I G, I Es,IPt 1 INTAKE / • nn LOT l DRAINAGE DIVIDE .
45 •15
• CRk S1 116 O WLRf DSO TOP'610 fOP 19.E_ 12•IL IS 5II \\\
IT'1f 14 q1 17'IE Net \\\\\\ / TIfIPIE 9E,2p0 =aoA4_o EARTH ntR.A OUTFACE
\1 OUT FA LL
• - -1YrR O---n Rv SWALE
... -- - - - - ---- - -
1A r'
- -__ _- ---�• j111 w >:T_. ._ Y3sE `. uw u
Cl7S] 1l] jI 111 I I 1 1 ltl 1-111 1 1 i l 17:I-I _1-S 1.17.7 111� -
r 1
• - h -- - _ - -- _-g�
-dI \ nes-.• � ,�:� . 4 1e:5 ge*moo n.To,L TCtaBr ieriE.s t
Y:
Si6d E•eg �,
-� -a — -_ 71e Ieum mo it2,- I oQ
It
I I
- .,_
p- 1 eoc DeIWERY PO0 CB TYR I t ....
ROOF .. +-.__-.. .___TOf 19 t5
t
1 DRAI .. m.BT 12.11 1540 - - - J ,. .
II 1p NURSERY TOP IB.95 m ttrE 1�
10
• I' t�
_ rIE 15 95 rrt1la��s ,•, ! I
IIII ,y1t0 23,026 SF I TOP nso
�N I8.00 IB�+ / \\/� •'\ -12'It 16.eD-
1
• I� _ �:" i.S ♦ _'�+2015 21.15 ' C 1 OTD z _ I I
rFFx +n 60 l zero
1 1
I S :Lts — 9 mso
b �1 1
PROPOSED
• EARTH BERM _ -
OR OF BERM.1150 I - -�
GERM EI RHT. It U al.lD 2040+ ✓D
I.s'•
£1p.t5 Ir I
• _ - 70.W YI. 'V CB TYPE 1 CD P 19 1 �Q
E' E%ISTNG WETLAND AREAS TO BE ENHANCED WITH EXCAVATION FOP OPEN WAIER TOP 1l.SO R•[1i %I I
CONDITIONS DIVERSITY OF WETLAND PLANT IRER PREL.1 WETLAND.1TIGATgN +p1.7S-- / Tl•It IiAS ••,�
PLAN)
u
1'000f OMIH '
• L......_- II - �' . � HOME BASE
II - "T mlo Z1 w+ 111,640 SF
21.80 y -
If; U 21.10• -
C TYPE 1-----fop
r 2o 0D \ `` •---- � � ,
i
• 21 so+ _ 21
1 1
1
20
II - II I tl 7O
J-r ;IIII I ,'ROOF OItA1N 1
,1 ,� CB TYP!I cB tvr[i 71.B0
• I,II IIII ' p TOP Is Is - TOP lsls *It' 1695 17'I[174 20.10
4 _ 5 P
�21.!0 M TYPE 1 tIBO 111 ' I 1
• - -- - - T0P 20 20
R'lE Il l0 11 1
1I I
III I � II, _111p't1SfD 25 WEfLAM>IRIF,IR r0 - "�
. n" CB TYRE !
• I ? I 1
nas re n. tie ID
PROPOSFO EASEMENT FOR WETLAND PROTECTION +2TR LOD 1n+ + L
.. - A F NO 9206,02 02 IIoHBIT F7 LI 75^ II 2140 ZO.eO �- EI.w,
4•.RDOP
20
a TOP 20 7BP 1 Y y Cb tYPf I
• ..i ': ! \ �I R'I[R4S 45 -
F12'If 17.95
tMo
;216 ZIfA/ ;
• y j ���. -.`� '�.y 4��• �. 1��� 1�EJ PROPOSED LOT ENE' -- ,s 1 e.60,1 I I i
r••.I I 1 .�,ryx�,,; >Ytlo. Q'P '� zt so an i z2w
[ 4•f7 G TPQ f.: ' +�� SL• 58'/. SOI 22 q 1 e
—r_ + 18.60+
ca
TYrE t Cb TYrECb rYRE I 4
BERM TO BE REMOVED IfRON : LB TYPE CB TTPE I 'SL/9JECT TO RECOAAA CB TYPE I
I : OPE 11 86 1 217 B51 BOUNDARY ' 12 E 1.45
• DEYELOP6ENT OF LOT]_ 0 20 : TaFE20 b 12 AD.AJSi61ENT it•IE 18i25
T TION OF A
Y LINE
PROPOSED EASEMENT FORW WE7LANO PigTECTgN DRAINAGE DIVIDE
BEAM TO BE E%TENDED lJPll11 LF NO 9206302102(Ex111B1T 21 _
'�I C��STE1�� WF�TSAN _CO WPACT$
• WETLAND IMPACTS' ':• r I THE PRELIMINARY WETLAND MITIGATION PLAN FOR HOME CLUB AND PACE DEVELOPMENTS
LED2
^--� (LOTS 2 AND 3) AS APPROVED BY THE HEARND E%A14NER ALLOWED FOR A TOTAL
TOTAL WETUNO AREA TO BE COIN
TOTAL WETLAND AREA TO BE FONVE FOR SITE DEVELOPMENT ... 41 585$F 1 r,' WETLAND REMOVAL OF 82.7W SQUARE FEET(1 90 ACRES). DEVELOPMENT OF THIS ,
CONVERTED i0 B1IFFER-. 9335 ..,,.� V PROJECT(LOT 2 AND PART OF LOT 9)WILL RESULT IN REMAINING ALLOWABLE W'ETLANO
~ REMOVAL OF 31644 SOl1ARE FEET(82.764-50.920)
• TOTAL WETtANO MPACT$ ..... 50920 SF
WETLAND MITIGATION CREDITS
• ® C DTT FOR ENHANCEMENT OF EXISTING WETLAND AREA.......... 31.Oee SF
(0,67.46 A00 SF)
CREDIT FOR CREATION OF NEW WETLAND AREA ... 270
TOTAL MITIGATION CREDITS _ 64358 SF DRAINAGE AREA MAP
•
• HOME BASE / RENTON
• SCALE: 1 ' = 100'
•
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• DRAINAGE CALCULATIONS
• FOR
•
• HOME BASE
• CITY OF RENTON, WASHINGTON
•
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0
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• November 8, 1994
•
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• HORTON DENNIS & ASSOCIATES, INC.
• Consulting Engineers, Planners & Surveyors
•
• J,
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• DRAINAGE CALCULATIONS
FOR
• HOMEBASE
•
CITY OF RENTON, WASHINGTON
•
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Prepared By: Bryant O. Mercil, P.E.
•
•
• HORTON DENNIS & ASSOCIATES, INC.
Consulting Engineers, Planners & Surveyors
320 Second Avenue South
• Kirkland, WA 98033-6687
• Phone: (206) 822-2525 i
Fax: (206) 822-8758
HDA File No. 9398.00 27991islif
�o w
• NAt
November 8, 1994 , I 6
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TABLE OF CONTENTS
• Introduction: 1
Summary of Results: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
Storm Routings
2 Year Storm: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
10 Year Storm: 7
• 100 Year Storm: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
• Detention Basin Design Data: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9
Drainage Area Map: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12
• r • i • • • • • • • • • • • • • • • • • • • • • • • • • • • •
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INTRODUCTION
The following computations present the preliminary design of a stormwater detention system for
the proposed Home Base retail facility. The proposed 11.65 acre development, comprised of a
134,676 square foot home improvement retail and garden facility, is located on the west side of
East Valley Highway, north of SW 41 st Street in the City of Renton.
EXISTING DRAINAGE CONDITIONS
The project site is presently a vacant parcel (Lot 2 and part of Lot 3 of the Northern Railroad
Binding Site Plan No. 014 - 92). The parcel was filled approximately 18 years ago. The existing
ground cover consists mainly of grasses in poor condition over the fill material. The western
portion of the parcel has several low areas identified during early project review as wetland areas
• with low functional values. The site generally drains from east to west to the wetland areas at
an average slope of 0.25 percent.
PROPOSED DRAINAGE CONDITIONS
Runoff from the parking area in front of the proposed building will be conveyed in storm drain
pipe system to a small water quality detention basin adjacent to the north property line. The
• basin provides approximately 6,000 cubic feet of storage volume. The bottom of the basin has
been designed with a flat slope to promote water quality through the ponding of storm water
runoff. The basin outfalls into a pipe system, which in turn discharges into a long swale in the
proposed wetland buffer area at the rear of the building. The swale has also been designed with
a flat slope to promote water quality through ponding prior to discharge into the wetland areas.
• This swale will outfall into a shallow excavated depression to be constructed as part of the
wetland mitigation plan. This shallow area is intended to provide frequent ponding of storm
water during storm events as a means of maintaining the hydrology of the existing and proposed
wetland areas. The depression is connected to a 2.5 foot deep excavated settlement area in front
of the detention system control structure located in the northwest corner of the wetland mitigation
area.
• The control structure has been designed to provide controlled release of excess storm water
runoff from the project site. This structure will consist of a 3 inch diameter orifice set in an 18
inch diameter restrictor inside of a 54 inch diameter CB manhole in the northwest corner of the
site. The control structure will discharge to a 12" storm drain pipe. The storm drain pipe will
extend approximately 400 feet west to a connection with an existing 60 inch storm drain pipe on
• the west side of Lind Avenue. The 60 inch storm drain pipe continues approximately 600 feet
north, then 1,000 feet east to an outfall in Springbrook Creek.
� 1
•
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•
The proposed detention basin has been designed to maximize the volume available for storage
• of excess storm water runoff. Due to the disturbed condition of the vacant parcel, no calculation
• of the peak discharge from the elo ed project site was undertaken. The effectiveness of
the proposed detention facility has instead been evaluated- etermination of the peak flow rate
----------
• in cfs / acre from the developed 2p e,t site with detention storage. As seen in the summary of
results, the propos acility prove e�gnificant re.auction in peak discharges from
• development of the project site. The peak outflows from the proposed detention facility range
from 0.04 cfs/ acre during a 2 year storm event to 0.12 cfs / acre during a 100 year storm event.
• These flows are well within acceptable limits.
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SUMMARY OF RESULTS
PROPOSED DETENTION SYSTEM
Total Area of Project Site: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11.65 Acres
Less Bypass Area: 0.77 Acres
• Total Site Area Tributary to Detention Basin: . . . . . . . . . . . . . . . . . . . . . . . . 10.88 Acres
Plus Offsite Wetland Mitigation Area: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.76 Acres
Total Area Tributary to Detention Basin: . . . . . . . . . . . . . . . . . . . . . . . . . . . 11.64 Acres
2 YEAR STORM
Peak Inflow to Basin: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5.06 cfs
Proposed Release Rate: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.42 cfs
Proposed Release Rate: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.04 cfs / acre
Design Water Surface Elevation: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15.81
Approximate Volume of Storage Provided: . . . . . . . . . . . . . . . . . . . . . . . . . . . 46,500 cf
10 YEAR STORM
a Peak Inflow to Basin: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7.52 cfs
Proposed Release Rate: 0.78 cfs
Proposed Release Rate: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.07 cfs / acre
Design Water Surface Elevation: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16.33
Volume of Storage Provided: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 72,000 cf
100 YEAR STORM
Peak Inflow to Basin: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10.22 cfs
Proposed Release Rate: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.43 cfs
Proposed Release Rate: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.12 cfs / acre
Design Water Surface Elevation: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16.47
• Volume of Storage Provided: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 82,000 cf
3
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• 0 0 0 0 0 0 0 0 0 0 0 0 9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
• ******************80-80 LIST OF INPUT DATA FOR TR-20 HYDROLOGY******************
JOB TR-20 NOPLOTS
• TITLE HOME BASE / RENTON STORMWATER MANAGEMENT STUDY
TITLE POST DEVELOPED CONDITIONS (W1698D5.DAT)
• 3 STRUCT O1
8 14.50 0.0000 0.0000
8 15.00 0.3621 0.2296
• 8 16.25 0.4534 1.5238
8 16.50 1.5352 1.9341
8 17.00 7.6875 2.7548
• 9 ENDTBL
6 RUNOFF 1 01 1 0.01819 98.0 0.25 0 1 0 0 0 0
• 6 RESVOR 2 01 1 2 14.50 0 1 1 0 0 0
ENDATA
7 INCREM 6 0.25
• 7 COMPUT 7 01 01 0.0 2.00 1.0 3 2 1 1
ENDCMP 1
7 COMPUT 7 01 01 0.0 2.90 1.0 3 2 1 2
• ENDCMP 1
7 COMPUT 7 01 01 0.0 3.90 1.0 3 2 1 3
ENDCMP 1
ENDJOB 2
0*******************************END OF 80-80 LISTx*******************x***********
• EXECUTIVE CONTROL OPERATION INCREM MAIN TIME INCREMENT = 0.25 HOURS RECORD ID
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• EXECUTIVE CONTROL OPERATION COMPUT FROM STRUCTURE 1 TO STRUCTURE 1 RECORD ID
STARTING TIME = 0.00 RAIN DEPTH = 2.00 RAIN DURATION = 1.00R RAIN TABLE NO. = 3 ANT. MOIST. COND = 2
• ALTERNATE NO. = 1 STORM NO. = 1 MAIN TIME INCREMENT = 0.25 HOURS
. OPERATION RUNOFF STRUCTURE 1 2 YEAR STORM
TIME(HRS) FIRST HYDROGRAPH POINT = 0.00 HOURS TIME INCREMENT = 0.25 HOURS DRAINAGE AREA = 01819 SQ.MI.
• 00 DISCHG .00 .00 .00 .00 .00 .04 .11 .18 .25 .31
2.50 DISCHG .36 .40 .44 .47 .49 .54 .57 .64 .68 .75
• 5.00 DISCHG .79 .86 .90 .98 1.01 1.15 1.20 1.41 1.49 1.73
7.50 DISCHG 1.82 4.25 5.06 3.15 2.54 1.99 1.83 1.48 1.38 1.27
• 10.00 DISCHG 1.24 1.13 1.10 1.03 1.01 .98 .97 .93 .92 .89
12.50 DISCHG .88 .84 .83 .83 .83 .80 .79 .79 .79 .75
15.00 DISCHG .74 .74 .74 .71 .70 .69 .69 .69 .69 .66
17.50 DISCHG .65 .65 .65 .61 .60 .60 .60 .57 .56 .56
20.00 DISCHG .56 .56 .56 .56 .56 .56 .56 .56 .56 .52
22.50 DISCHG .51 .51 .51 .51 .51 .51 .51 .13 .01 .00
•
OPERATION RESVOR STRUCTURE 1
• TIME(HRS) FIRST HYDROGRAPH POINT = 0.00 HOURS TIME INCREMENT = 0.25 HOURS DRAINAGE AREA = 01819 SQ.MI.
• .00 DISCHG .00 .00 .00 .00 .00 .00 .00 .01 .01 .02
.00 ELEV 14.50 14.50 14.50 14.50 14.50 14.50 14.50 14.51 14.52 14.53
2.50 DISCHG .03 .04 .06 .07 .08 .10 .11 .13 .14 .16
• 2.50 ELEV 14.55 14.56 14.58 14.60 14.61 14.63 14.65 14.67 14.70 14.72
5.00 DISCHG .18 .20 .22 .25 .27 .30 .33 .36 .36 .37
• 5.00 ELEV 14.75 14.78 14.81 14.84 14.87 14.91 14.95 14.99 15.02 15.04
7.50 DISCHG .37 .37 .38 .38 .39 .39 .39 .39 .39 .40
7.50 ELEV 15.07 15.12 15.21 15.28 15.33 15.37 15.40 15.43 15.45 15.47
• 10.00 DISCHG .40 .40 .40 .40 .40 .40 .40 .40 .40 .41
10.00 ELEV 15.48 15.50 15.51 15.53 15.54 15.55 15.56 15.57 15.58 15.59
12.50 DISCHG .41 .41 .41 .41 .41 .41 .41 .41 .41 .41
• 12.50 ELEV 15.60 15.61 15.62 15.63 15.64 15.64 15.65 15.66 15.67 15.67
15.00 DISCHG .41 .41 .41 .41 .41 .41 .41 .41 .42 .42
• 15.00 ELEV 15.68 15.69 15.69 15.70 15.71 15.71 15.72 15.72 15.73 15.73
17.50 DISCHG .42 .42 .42 .42 .42 .42 .42 .42 .42 .42
17.50 ELEV 15.74 15.74 15.75 15.75 15.76 15.76 15.76 15.77 15.77 15.77
• 20.00 DISCHG 42 .42 .42 .42 .42 .42 .42 .42 .42 .42
20.00 ELEV 15.78 15.78 15.78 15.78 15.79 15.79 15.79 15.79 15.80 15.80
22.50 DISCHG .42 .42 .42 .42 .42 .42 .42 .42 .42 .42
• 22.50 ELEV 15.80 15.80 15.81 15.81 15.81 15.81 15.81 15.81 15.80 15.80
25.00 DISCHG .42 .42 .42 .42 .42 .42 .42 .42 .41 .41
25.00 ELEV 15.79 15.78 15.77 15.76 15.75 15.75 15.74 15.73 15.72 15.71
27.50 DISCHG .41 .41 .41 .41 .41 .41 .41 .41 .41 .41
27.50 ELEV 15.70 15.70 15.69 15.68 15.67 15.66 15.65 15.65 15.64 15.63
• 30.00 DISCHG .41 .41 .41 .41 .41 .40 .40 .40 .40 .40
30.00 ELEV 15.62 15.61 15.61 15.60 15.59 15.58 15.57 15.57 15.56 15.55
32.50 DISCHG .40 .40 .40 .40 .40 .40 .40 .40 .40 .40
• 32.50 ELEV 15.54 15.53 15.52 15.52 15.51 15.50 15.49 15.49 15.48 15.47
35.00 DISCHG .40 .40 .39 .39 .39 .39 .39 .39 .39 .39
• 35.00 ELEV 15.46 15.45 15.45 15.44 15.43 15.42 15.41 15.41 15.40 15.39
37.50 DISCHG .39 .39 .39 .39 .39 .39 .39 .39 .39 .38
37.50 ELEV 15.38 15.38 15.37 15.36 15.35 15.34 15.34 15.33 15.32 15.31
• 40.00 DISCHG .38 .38 .38 .38 .38 .38 .38 .38 .38 .38
40.00 ELEV 15.31 15.30 15.29 15.28 15.28 15.27 15.26 15.25 15.24 15.24
• 42.50 DISCHG 38 .38 .38 .36 .38 .38 .38 .38 .37 .37
42.50 ELEV 15.23 15.22 15.21 15.21 15.20 15.19 15.18 15.18 15.17 15.16
45.00 DISCHG .37 .37 .37 .37 .37 .37 .37 .37 .37 .37
• 45.00 ELEV 15.15 15.15 15.14 15.13 15.12 15.12 15.11 15.10 15.10 15.09
47.50 DISCHG .37 .37 .37 .37 .37 .37 .36 .36 .36 .36
47.50 ELEV 15.08 15.07 15.07 15.06 15.05 15.04 15.04 15.03 15.02 15.01
50.00 DISCHG .36 .36 .35 .34 .33 .32 .31 .30 .29 .28
50.00 ELEV 15.01 15.00 14.98 14.97 14.95 14.94 14.93 14.91 14.90 14.89
• 52.50 DISCHG .27 .26 .25 .25 .24 .23 .22 .22 .21 .20
52.50 ELEV 14.87 14.86 14.85 14.84 14.83 14.82 14.81 14.80 14.79 14.78
• EXECUTIVE CONTROL OPERATION ENDCMP COMPUTATIONS COMPLETED FOR PASS 1 RECORD ID
6
• EXECUTIVE CONTROL OPERATION COMPUT FROM STRUCTURE 1 TO STRUCTURE 1 RECORD ID
STARTING TIME = 0.00 RAIN DEPTH = 2.90 RAIN DURATION = 1.00R RAIN TABLE NO. = 3 ANT. MOIST. COND = 2
• ALTERNATE NO. = 1 STORM NO. = 2 MAIN TIME INCREMENT = 0.25 HOURS
• OPERATION RUNOFF STRUCTURE 1 10 YEAR STORM
TIME(HRS) FIRST HYDROGRAPH POINT = 0.00 HOURS TIME INCREMENT = 0.25 HOURS DRAINAGE AREA = 01819 SQ.MI.
• .00 DISCHG .00 .00 .00 .00 .07 .21 .32 .44 .53 .62
2.50 DISCHG .69 .74 .78 .82 .85 .91 .95 1.05 1.10 1.21
• 5.00 DISCHG 1.26 1.37 1.41 1.52 1.56 1.77 1.84 2.15 2.25 2.61
7.50 DISCHG 2.73 6.35 7.52 4.66 3.75 2.93 2.70 2.18 2.03 1.86
• 10.00 DISCHG 1.82 1.66 1.62 1.51 1.48 1.43 1.42 1.36 1.35 1.30
12.50 DISCHG 1.28 1.23 1.22 1.21 1.21 1.16 1.15 1.15 1.15 1.10
15.00 DISCHG 1.08 1.08 1.08 1.03 1.01 1.01 1.01 1.01 1.01 .96
• 17.50 DISCHG .95 .95 .95 .90 .88 .88 .88 .83 .81 .81
20.00 DISCHG .81 .81 .81 .81 .81 .81 .81 .81 .81 .76
22.50 DISCHG .75 .74 .74 .74 .74 .74 .74 .19 .02 .00
OPERATION RESVOR STRUCTURE 1
• TIME(HRS) FIRST HYDROGRAPH POINT = 0.00 HOURS TIME INCREMENT = 0.25 HOURS DRAINAGE AREA = 01819 SQ.MZ.
• .00 DISCHG .00 .00 .00 .00 .00 .01 .01 .03 .04 .06
.00 ELEV 14.50 14.50 14.50 14.50 14.50 14.51 14.52 14.54 14.56 14.58
2.50 DISCHG .08 .10 .12 .14 .16 .19 .21 .23 .26 .29
• 2.50 ELEV 14.61 14.63 14.66 14.69 14.72 14.76 14.79 14.82 14.86 14.90
5.00 DISCHG .32 .35 .36 .36 .37 .37 .37 .37 .38 .38
• 5.00 ELEV 14.94 14.99 15.01 15.04 15.06 15.09 15.11 15.15 15.18 15.22
7.50 DISCHG .38 .39 .40 .41 .41 .42 .42 .42 .42 .43
7.50 ELEV 15.27 15.35 15.48 15.60 15.67 15.73 15.78 15.82 15.85 15.88
• 10.00 DISCHG .43 .43 .43 .43 .44 .44 .44 .44 .44 .44
10.00 ELEV 15.91 15.94 15.96 15.98 16.01 16.03 16.05 16.06 16.08 16.10
12.50 DISCHG .44 .44 .45 .45 .45 .45 .45 .45 .45 .45
• 12.50 ELEV 16.12 16.13 16.15 16.16 16.18 16.19 16.21 16.22 16.24 16.25
15.00 DISCHG .49 .52 .55 .57 .60 .62 .64 .66 .68 .70
• 15.00 ELEV 16.26 16.26 16.27 16.28 16.28 16.29 16.29 16.30 16.30 16.31
17.50 DISCHG .71 .72 .73 .74 .75 .76 .77 .77 .77 .77
17.50 ELEV 16.31 16.31 16.31 16.32 16.32 16.32 16.32 16.32 16.32 16.32
• 20.00 DISCHG 78 .78 .78 .78 .78 .79 .79 .79 .79 .79
20.00 ELEV 16.32 16.33 16.33 16.33 16.33 16.33 16.33 16.33 16.33 16.33
22.50 DISCHG .79 .79 .78 .78 .78 .78 .78 .76 .72 .69
. 22.50 ELEV 16.33 16.33 16.33 16.33 16.33 16.32 16.32 16.32 16.31 16.30
25.00 DISCHG .65 .62 .58 .55 .52 .49 .47 .45 .45 .45
• 25.00 ELEV 16.30 16.29 16.28 16.27 16.27 16.26 16.25 16.25 16.24 16.23
27.50 DISCHG .45 .45 .45 .45 .45 .45 .45 .45 .45 .45
27.50 ELEV 16.22 16.21 16.20 16.19 16.18 16.17 16.17 16.16 16.15 16.14
• 30.00 DISCHG .44 .44 .44 .44 .44 .44 .44 .44 .44 .44
30.00 ELEV 16.13 16.12 16.11 16.10 16.09 16.09 16.08 16.07 16.06 16.05
32.50 DISCHG .44 .44 .44 .44 .44 .44 .43 .43 .43 .43
• 32.50 ELEV 16.04 16.03 16.02 16.02 16.01 16.00 15.99 15.98 15.97 15.96
35.00 DISCHG .43 .43 .43 .43 .43 .43 .43 .43 .43 .43
• 35.00 ELEV 15.96 15.95 15.94 15.93 15.92 15.91 15.90 15.90 15.89 15.88
37.50 DISCHG .43 .42 .42 .42 .42 .42 .42 .42 .42 .42
37.50 ELEV 15.87 15.86 15.85 15.84 15.84 15.83 15.82 15.81 15.80 15.79
• 40.00 DISCHG .42 .42 .42 .42 .42 .42 .42 .42 .41 .41
40.00 ELEV 15.79 15.78 15.77 15.76 15.75 15.74 15.74 15.73 15.72 15.71
• 42.50 DISCHG .41 .41 .41 .41 .41 .41 .41 .41 .41 .41
42.50 ELEV 15.70 15.69 15.69 15.68 15.67 15.66 15.65 15.64 15.64 15.63
45.00 DISCHG .41 .41 .41 .41 .41 .40 .40 .40 .40 .40
• 45.00 ELEV 15.62 15.61 15.60 15.60 15.59 15.58 15.57 15.56 15.56 15.55
47.50 DISCHG .40 .40 .40 .40 .40 .40 .40 .40 .40 .40
47.50 ELEV 15.54 15.53 15.52 15.52 15.51 15.50 15.49 15.48 15.48 15.47
• 50.00 DISCHG .40 .40 .39 .39 .39 .39 .39 .39 .39 .39
50.00 ELEV 15.46 15.45 15.44 15.44 15.43 15.42 15.41 15.40 15.40 15.39
. 52.50 DISCHG 39 .39 .39 .39 .39 .39 .39 .39 .39 .38
52.50 ELEV 15.38 15.37 15.37 15.36 15.35 15.34 15.34 15.33 15.32 15.31
• EXECUTIVE CONTROL OPERATION ENDCMP COMPUTATIONS COMPLETED FOR PASS 2 RECORD ID
• 7
•
•
• EXECUTIVE CONTROL OPERATION COMPUT FROM STRUCTURE 1 TO STRUCTURE 1 RECORD ID
STARTING TIME = 0.00 RAIN DEPTH = 3.90 RAIN DURATION = 1.00R RAIN TABLE NO. = 3 ANT. MOIST. COND = 2
• ALTERNATE NO. = 1 STORM NO. = 3 MAIN TIME INCREMENT = 0.25 HOURS
• OPERATION RUNOFF STRUCTURE 1 100 YEAR STORM
TIME(HRS) FIRST HYDROGRAPH POINT = 0.00 HOURS TIME INCREMENT = 0.25 HOURS DRAINAGE AREA = 01819 SQ.MI.
• 00 DISCHG .00 .00 .00 .06 .23 .44 .61 .76 .87 1.00
2.50 DISCHG 1.08 1.13 1.18 1.21 1.24 1.33 1.37 1.51 1.57 1.71
• 5.00 DISCHG 1.77 1.92 1.97 2.12 2.17 2.45 2.54 2.96 3.09 3.58
7.50 DISCHG 3.74 8.66 10.22 6.33 5.09 3.97 3.65 2.95 2.74 2.52
• 10.00 DISCHG 2.46 2.25 2.19 2.05 2.00 1.93 1.91 1.84 1.82 1.75
12.50 DISCHG 1.73 1.66 1.64 1.64 1.64 1.57 1.55 1.55 1.55 1.48
15.00 DISCHG 1.46 1.46 1.46 1.39 1.37 1.37 1.37 1.37 1.37 1.30
• 17.50 DISCHG 1.28 1.28 1.28 1.21 1.19 1.19 1.19 1.12 1.10 1.09
20.00 DISCHG 1.09 1.09 1.09 1.09 1.09 1.09 1.09 1.09 1.09 1.03
22.50 DISCHG 1.01 1.00 1.00 1.00 1.00 1.00 1.00 .25 .02 .00
OPERATION RESVOR STRUCTURE 1
• TIME(HRS) FIRST HYDROGRAPH POINT = 0.00 HOURS TIME INCREMENT = 0.25 HOURS DRAINAGE AREA = 01819 SQ.MI.
• .00 DISCHG 00 .00 .00 .00 .01 .02 .03 .05 .08 .11
.00 ELEV 14.50 14.50 14.50 14.50 14.51 14.52 14.54 14.57 14.61 14.65
2.50 DISCHG .14 .17 .20 .23 .26 .29 .33 .36 .36 .37
• 2.50 ELEV 14.69 14.73 14.77 14.82 14.86 14.91 14.95 15.00 15.02 15.05
5.00 DISCHG .37 .37 .37 .37 .38 .38 .38 .39 .39 .39
• 5.00 ELEV 15.08 15.11 15.14 15.17 15.21 15.25 15.29 15.34 15.39 15.45
7.50 DISCHG .40 .41 .42 .43 .44 .45 .45 .52 .64 .75
7.50 ELEV 15.51 15.63 15.81 15.96 16.07 16.15 16.22 16.27 16.29 16.32
• 10.00 DISCHG .84 .92 .99 1.05 1.10 1.15 1.19 1.22 1.26 1.28
10.00 ELEV 16.34 16.36 16.37 16.39 16.40 16.41 16.42 16.43 16.44 16.44
12.50 DISCHG 1.31 1.33 1.35 1.36 1.38 1.39 1.40 1.41 1.41 1.42
• 12.50 ELEV 16.45 16.45 16.46 16.46 16.46 16.47 16.47 16.47 16.47 16.47
15.00 DISCHG 1.42 1.42 1.43 1.43 1.42 1.42 1.42 1.41 1.41 1.41
• 15.00 ELEV 16.47 16.47 16.47 16.47 16.47 16.47 16.47 16.47 16.47 16.47
17.50 DISCHG 1.40 1.39 1.39 1.38 1.37 1.36 1.35 1.34 1.33 1.32
17.50 ELEV 16.47 16.47 16.47 16.46 16.46 16.46 16.46 16.46 16.45 16.45
• 20.00 DISCHG 1.30 1.29 1.28 1.27 1.26 1.25 1.25 1.24 1.23 1.22
20.00 ELEV 16.45 16.44 16.44 16.44 16.44 16.44 16.43 16.43 16.43 16.43
22.50 DISCHG 1.21 1.20 1.19 1.18 1.17 1.16 1.15 1.13 1.07 1.02
• 22.50 ELEV 16.42 16.42 16.42 16.42 16.42 16.41 16.41 16.41 16.39 16.38
25.00 DISCHG .96 .91 .86 .82 .77 .73 .69 .66 .62 .59
• 25.00 ELEV 16.37 16.36 16.34 16.33 16.32 16.31 16.31 16.30 16.29 16.28
27.50 DISCHG .56 .53 .50 .47 .45 .45 .45 .45 .45 .45
27.50 ELEV 16.27 16.27 16.26 16.25 16.25 16.24 16.23 16.22 16.21 16.20
• 30.00 DISCHG .45 .45 .45 .45 .45 .45 .45 .44 .44 .44
30.00 ELEV 16.19 16.19 16.18 16.17 16.16 16.15 16.14 16.13 16.12 16.11
32.50 DISCHG .44 .44 .44 .44 .44 .44 .44 .44 .44 .44
• 32.50 ELEV 16.11 16.10 16.09 16.08 16.07 16.06 16.05 16.04 16.03 16.03
35.00 DISCHG .44 .44 .44 .43 .43 .43 .43 .43 .43 .43
• 35.00 ELEV 16.02 16.01 16.00 15.99 15.98 15.97 15.97 15.96 15.95 15.94
37.50 DISCHG .43 .43 .43 .43 .43 .43 .43 .43 .43 .42
37.50 ELEV 15.93 15.92 15.91 15.91 15.90 15.89 15.88 15.87 15.86 15.85
• 40.00 DISCHG .42 .42 .42 .42 .42 .42 .42 .42 .42 .42
40.00 ELEV 15.85 15.84 15.83 15.82 15.81 15.80 15.80 15.79 15.78 15.77
• 42.50 DISCHG .42 .42 .42 .42 .42 .41 .41 .41 .41 .41
42.50 ELEV 15.76 15.75 15.75 15.74 15.73 15.72 15.71 15.70 15.70 15.69
45.00 DISCHG .41 .41 .41 .41 .41 .41 .41 .41 .41 .41
• 45.00 ELEV 15.68 15.67 15.66 15.65 15.65 15.64 15.63 15.62 15.61 15.61
47.50 DISCHG .41 .41 .40 .40 .40 .40 .40 .40 .40 .40
47.50 ELEV 15.60 15.59 15.58 15.57 15.57 15.56 15.55 15.54 15.53 15.53
• 50.00 DISCHG .40 .40 .40 .40 .40 .40 .40 .40 .40 .39
50.00 ELEV 15.52 15.51 15.50 15.49 15.49 15.48 15.47 15.46 15.45 15.45
• 52.50 DISCHG .39 .39 .39 .39 .39 .39 .39 .39 .39 .39
52.50 ELEV 15.44 15.43 15.42 15.41 15.41 15.40 15.39 15.38 15.38 15.37
• EXECUTIVE CONTROL OPERATION ENDCMP COMPUTATIONS COMPLETED FOR PASS 3 RECORD ID
EXECUTIVE CONTROL OPERATION ENDJOB END OF 1 JOB IN THIS RUN RECORD ID
• o
• O
•
d
H
d
A
d
A
z
0
H
z
w
H
w
A
o�
STAGE / STORAGE TABULATION
Water Surface Area Average Area Depth Volume Total Volume Total
Surface (Square Feet) (Square Feet) (Feet) (Cubic Feet) (Cubic Feet) Volume
Elevation (Acre Feet)
14.50 14,000.00 0.00 0.0000
20,000.00 0.50 10,000.00
15.00 26,000.00 10,000.00 0.2296
38,500.00 1.00 38,500.00
16.00 51,000.00 48,500.00 1.1134
71,500.00 1.00 71,500.00
17.00 92,000.00 1 120,000.00 2.7548
J T
10
STAGE DISCHARGE TABULATION
Water 3" Orifice 2' - 9" Weir 18" Restrictor Basin
Surface Hor Qor Hw Qw Hw Qv, Outflow
Elevation (Feet) (cfs) (Feet) (cfs)
(cfs) (Feet) (cfs)
14.50 0.00 0.0000 ---- ------ ---- ------ 0.0000
15.00 2.20 0.1726 ---- ------ ---- ------ 0.3621
16.25 3.45 0.3229 0.00 0.0000 ---- ------ 0.4534
16.50 3.70 0.3452 0.25 1.0656 0.00 0.0000 1.5352
17.00 ---- ------ 0.75 5.5371 0.50 2.1504 7.6875
Flow Through 3" Orifice: Q., = 0.62 x A, x (2g Hj-" Ao, = 0.0491 sf Ho, = W.S. Elev. - 12.80
Flow Through 2' - 9" Weir: QW = 3.10 x LW x H,,,1-50 L,, = 2.750 ft H,, = W.S. Elev. - 16.25
Flow Through 6' - 0" Weir: QW = 3.10 x LW x H.,,1-" LW = 1.962 ft H,,, = W.S. Elev. - 16.50
11
Wd
a
d
W
C7
d
A
N
,--�
• STUDY POINT NO. L
• TOTAL. AREA TO CONTROL. STRUCTURE = 11.64 ACRES L P AL
pU,FALL HD E
Y«. X:1 11i 11«%$IIIUI;IUAU J 7 � ,TM, PRxD FLrK RE TA NaIH4 w ,
> 9M0..1 INTAKE 1 DRAINAGE DIVIDE 45 15
CIE51 G T 9 wl• K25 CB TYPI t I CB l 1 / CB rYn.1 LOT•
cwSl9A' 0WTII A50 T&EAt49l R`rcIMF 12'1T 55p ,` \ TDP 1M25
• - e. •1`1 / .2 1E aI i. rt woA4 D i�PT•H IeewA UI A L YI I i
N , MWA
PR _ WAIIn ply SWALE
• -•- --" -- ---- M4!�.
Y15FR G
_ - _ --- -- �� r
--- C l]] jl I II1I11 TTl l.il I 1 111 - - - - -- -- --
_K-_-_. _______ __ _ `:
n.70�
' I - -„------------9 t 6EiTPE t .Cte<'4n I
---- --- a, - --- `� -- -- -�i__ _ � � --�-'-- �� �
P.J_o `---_-.�� ___.- ?,-�A)�______.t„ 1 'la 1e.255________--------------- IYIW `4. , �•�,
't awasr •u oa i
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-tmoo IL
COMIC OELNPJC'(F00 co _PF i K.-------
f
n 19»
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•
.... 61 DRAT te.ei K•IE 154e'"
TOP1 S 95 i0P I!95 m TYPE I I I t
} NURSERY
' II z•1[Ic 4s Tur 19.30 /J
is Do IB' - 23,026 SF ! /y\\ -J2•E Ic.80
\d♦M.IS 2L15 20.10
E.9% •1l bD 92.OD 2200IF 21160
A.
f- ills
Y
PROPOSED
EARTH BERM V•. O_
• OP OF BERM•O 50 9' :I
eF0.M EIUHT• 1 •� 20/0
� { 2.�u21. 1 I Cb 7'(PE I CD TYPE I p
II `` E%I$TII4G WETLAND AREA$TO BE ENIIAHCEO WITH EXCAVq LION FOR OPEN WATER TOP n_W Ta 19.4$
CONDITIONS DIVERSITY OF WERAND RANT(PER-ELIMNAR♦WETLAND MITIGATION •+2175�� / R 1E•rc Ions ,•\ /12•R 169S x •• '.
a.
kf PLANT • O `• 0 �;•
I� 4.0D(1F DRAIN HOME BASE - `\
P `
• _ I1 ZOb 21 sA4 111,640 SF I 21.19 mso _ 21 -+rt tDiOa J
•
i11 TOP 20.
�I 00
I?-IE K.5L
pl 111
�OV 2 ; an TII
1 uI
I � • � iL50
I �-r y ;; I J '
III I III 4•ROOF DRAIN �'
P co TYPE I , CB TYPE I ELeO• I p
t Is 4s - i lop TOP 19 95 1
p l l --
14 •! - • ? t0.2A 12•I[K91 aB,O 12'rc IT45 �•201D CD TYPEI 2
1e0
l s HY ti a°rc z0
o 1�
• �� 411 _ _. _ PA IS 81 F D 25'WE ILANI1111111 r__ A o - I�,1 • 1
C/ tLeO
TYPE
CB I j
p 271E I110
.25
AF O9F W'2frAF RY/ETIAEA p10DTECTION f21.2 +TOM 1
AF NO 9106'91220[IT'7') - •- tl is itb .� 20.e0 ZI.e0
4`RCOF MAIN
• 20CB
TYPf t -TYPE I G
TOP ZO-DO TOP 19 95 CB TYPf I `� e
• I 12'IE • •I•. - 2'I[17 as TOP 20.43 21.20 21.E0 (�
�.I 12'IE 1T.95 4 n,
a
PROPOSED LOT LINE- h4S
is Me�
• ,+i _ F ri YI SO iLSD 217s 1 �` _ / 2260 -_ I
(' i 1' s•0.91/. P2`Fr +21a0 Sl•b.5g•� +- p ��+
si BERM 70 eE REMOVED IIP'OF4 CB TYPE I CB TYPE I CB TYPE 1 ®TYPE S IELECT TO RECORDATION OF A Cro!8Tu
DEVELOPMENT OF LOT 3
. TOP 10.'A 12 IE Il BB 17rc A.OS BOUFmAR AD3LISTMENT 1 I 12 lE7.
I CB TYPE I
P 20.30 1 20.35 Y LINE 7OP 5
RW IS.NI f ❑•IE 17.10
• .45
e.. PROPOSED EASEMENT FUIi WETLAND PROTECTION
•.I- BERM TO BE EXTENDED UPON A.F.NO 9206302702(EXHOrf - 'l.I"NOTE W__T$TEI_ETIANO WPACT5 D RA 11\AGE DIVIDE
DEVHOPMENF OF LOT 3 `:
THEWOUA PRELY WETLAND E CLUB AND PLAN FOR FKA CL AND PACE DEVELOPMENTS
V IMPACTS J (LOTS 2 AN0 3).AS APPROVED BY TIIE HEAAM EXAMINER ALLOWED FOR TOTAL
• I TOTAL WETLAND AREA TO BE FILED FOR SATE DEVELOPMENT. ..... 41%S SF L,07
J`r WETLAND REMOVAL OF E2.764 SQUARE FEET(1 90 ACRES). DEVELOPMENT OF THIS ,
TOTAL WETLAND AREA TO BE CONVERTED TO SUFFER' 9,335 SF • PROJECT MOT,2 AND PART OF LOT 3)WLL RESULT INA REMAINING ALLOWABLE WETLAND
• REMOVAL OF 31 B44 SQUARE FEET(82,1G 51),920).
TOTAL WETUND IMPACTS ..... 50.920 SF ,
WE,
® CREDN FOR ENHANCEMENT OF EXISTING WETLAND AREA: 31.M SF
® CREDIT FOR CREATION OF NEW WETLAND AREA .... ..... 33 2T
TOTAL MITIGATION CAE01T5 - - 64.35e SF DRAINAGE AREA M A P
HOME BASE / RENTON
'� SCALE: 111 = 100'
1
_ ............ _..... .......... __..
...
..
1 _ ... .........
r
1 GEOTECHNICAL ENGINEERING STUDY
Home Base Retail Store
East Valley Road and SW 41 st Street
Renton, Washington
1
Project No. T-2303
1
1
... .:: .:......:::::::::::::.::.......:.....
Terra Associates Inc.
Prepared for:
Qom,
' Home Base, Inc.
Fullerton, California
1 �
April 9, 1993
1
1
.. _ ._ .
� � Q
TERRA ASSOCIATES, Inc.
- Consultants in Geotechnical Engineering, Geology
and
Environmental Earth Sciences
April 9, 1993
Project No.T-2303
Mr. Doug Houser
Home Base, Inc.
140 Orange Fair Mall, Suite 100
Fullerton, California 92632
Subject: Geotechnical Engineering Study
Home Base Retail Store
East Valley Road and SW 41st Street
Renton, Washington
Dear Mr. Houser:
We have completed the geotechnical engineering study you requested for the site of the proposed Home
Base retail store in Renton, Washington. The purpose of our study was to explore the subsurface soil and
groundwater conditions and, based on information obtained, develop recommendations for site
preparation, foundation design, and earthwork construction procedures.
In general, the site is underlain by five to six feet of dense granular fill over several feet of organic silt and
peat. The organic silt and peat are underlain by medium dense to dense alluvial sands. To reduce post-
construction settlements to what may be considered tolerable levels, we recommend that the building area
be preloaded with a surcharge fill. Following successful completion of the surcharge program, the
proposed retail store may be constructed using conventional spread footings placed on the existing fill or on
new structural fill, as required. If estimated post construction settlements of one to two inches cannot be
tolerated by the construction, deep foundation support or removal of the organic consolidating layer should
be planned.
This report describes our explorations and explains our recommendations in greater detail. We trust this
information is sufficient for your present needs. Please call if you have any questions or need additional
information.
Sincerely yours,
TERRA AS OCIATES,INC.
Theodore J. Sche per, P.
Principal Engineer rxp;AEs 6;19/93
�. TJS:tm
cc: Mr. Barton G.Treece,Jr., David Evans and Associates
Mr. George N. Minniear,SGA Corporation
12525 Willows Road, Suite 101, Kirkland, Washington 98034 • Phone (206) 821-7777
TABLE OF CONTENTS
Page
1.0 Project Description 1
2.0 Scope of Work 2
3.0 Site Conditions 2
3.1 Surface 2
3.2 Subsurface 3
3.3 Groundwater 3
4.0 Discussion and Recommendations 3
4.1 General 3
4.2 Site Preparation and Grading 4
4.3 Surcharge Program 5
5.0 Foundations 7
5.1 Spread Footings 7
5.2 Excavate and Refill 7
5.3 Timber Piling 8
5.4 Augercast Piling 8
5.5 Floor Slab Construction 9
5.6 Excavations 10
5.7 Utilities 10
5.8 Liquefaction Potential 10
5.9 Detention Pond Construction 11
5.10 Pavements 11
5.11 Drainage 12
6.0 Additional Services 13
7.0 Limitations 13
Figures
Vicinity Map Figure 1
Exploration Location Plan Figure 2
Soil Classification System Figure 3
Boring Logs Figures 4 through 8
Consolidation Test Data Figure 9
Appendices
Field Exploration and Laboratory Testing Appendix A
t
Geotechnical Engineering Study
Home Base Retail Store
East Valley Road and SW 41 st Street
Renton, Washington
1.0 PROJECT DESCRIPTION
The site is located on the northwest corner of East Valley Road and SW 41st Street in Renton,
Washington. The project location is shown on Figure 1. Based on the site plan provided to us,we
understand that a new Home Base hardware and lumber store is to be constructed in the western
half of the site. The enclosed portion of the building will cover 101,000 square feet. A loading
dock is planned for the northwest corner of the building. An attached garden center and a drive-
through lumber yard will cover another 20,000 and 41,325 square feet, respectively. The eastern
half of the site will be used for parking.
As we understand, the structure will be of single story design with perimeter wall heights in the
range of 25 to 30 feet. Construction will either consist of precast concrete tilt-up wall panels or
concrete masonry units. Roof loading will be carried by the perimeter walls and a series of isolated
interior columns with spacing of 40 to 50 feet. Wall loads are expected to be in the range of 3 to 5
kips per lineal foot with interior column loads in the range of 80 to 100 kips.
We also understand that floor slabs will be constructed at grade at an elevation of about 20. To
achieve desired construction grades, about two to three feet of fill will be required over the entire
building site as well as in the parking and lumber yard areas. Building floor slab loads are expected
to be in the range of 200 to 300 psf(pounds per square foot).
We also understand that storm drainage facilities will include the construction of a detention pond
west of the southwest portion of the structure. This pond will have a base elevation of 7 and, based
on current site grades, will require excavations of approximately 10 feet. Pond side slopes will be
laid back at a gradient of 3:1 (Horizontal:Vertical).
The recommendations contained in the following sections of this report are based upon the above
design features as we understand them. Should actual features vary from those listed or if changes
are made, we should be informed and allowed to review these changes. If necessary,we can modify
our recommendations accordingly. In any event, we should be provided the opportunity to review
' final plans and specifications in order to verify that our recommendations have been properly
interpreted and incorporated into the design.
Project No.T-2303
April 9, 1993
2.0 SCOPE OF WORK
On March 17 and 18, 1993, we drilled five test borings to depths of thirty-four to thirty-nine feet
below existing surface grades. Using this soil information along with previous information obtained
at the site by others,we performed an analysis to develop geotechnical recommendations for design
and construction. Specifically, this report addresses the following:
o Soil and groundwater conditions
o Suitability of on-site soils for use as fill, with recommendations for import fill
' material
o Site grading and preparation
o Foundation support alternatives
o Slab-on-grade support
o Pavements
o Utilities
o Detention Pond
3.0 SITE CONDITIONS
' 3.1 Surface
The property consists of an irregular shaped parcel covering approximately thirteen acres. The
property has about eight hundred feet of frontage on East Valley Road and is bounded to the west
by wetlands and Lind Avenue. Immediately south of the proposed building site is an existing Trick
and Murray warehouse. A railroad spur which terminates at the northeast corner of the warehouse,
extends westward to Lind Avenue and beyond. Abutting the north property boundary there are
additional large undeveloped parcels very similar in appearance to the subject property.
The project site and surrounding areas have been filled and graded. Topographically, the site is
generally level, having been raised several feet from the original grade. Vegetation consists
1 generally of sparse, low-lying groundcover and scattered saplings. Standing water in ruts and
shallow depressions was visible during our study. In the past, prior to filling, the area had been used
for farming.
Page No.2
Project No.T-2303
April 9, 1993
3.2 Subsurface
Three major geologic units were encountered during our exploration. These are artificial fill,
alluvium, and estuarine deposits. All are common to the Duwamish River valley floor.
The upper five to six feet of soil across the site is fill consisting of medium dense,silty,gravelly sand.
The fill is relatively recent, having been placed within the past several years. Alluvial soils underlie
the fill to a depth of about thirty-two feet. The upper portion of the alluvium deposit, to a depth of
nine to ten feet below existing grade, is soft organic silt and peat. The organic silt includes partially
decomposed organic matter (peat) in varying amounts. In several of the test borings, fibrous peat
was found as a separate soil unit either within or immediately below the organic silt. The organic
silt and/or peat are underlain by medium dense to very dense, gray to black alluvial sand.
Occasional silt layers were encountered within the sand unit. The alluvial soils are underlain by
estuarine deposits which typically vary in composition from clayey silt to sand and gravel. Shells are
' typical within these deposits. Gray silt with shell fragments was found in four of the borings
underlying the black sand.
3.3 Groundwater
Groundwater was encountered in all of the test borings at a depth of about ten feet. Wet fill soils
and wet organic soils were also observed above this level. It should be noted that groundwater
levels can vary seasonally with rainfall and other factors.
4.0 DISCUSSION AND RECOMMENDATIONS
4.1 General
The primary geotechnical concern for construction at this site is the presence of the two to four
foot organic silt depths at a depth of five to six feet below the existing surface grade. With these
conditions, in order to support the facility using standard spread footing construction a surcharge
program will need to be completed. The purpose of the surcharge is to consolidate the
compressible soil layer in a manner to limit post construction settlements to an amount which could
be tolerated by the structure. For this procedure,we recommend placing surcharge fill for a height
of four feet above the structural fill required to achieve desired construction grade. Estimated total
settlement under the fill weight falls in the range of four inches, and the time for primary
settlements to be completed is approximately six weeks. Once field measurements have verified
that the anticipated settlements have occurred, the surcharge material may be removed. If the
surcharge material is of suitable quality, it may be used to grade the parking and lumberyard areas.
Page No. 3
Project No.T-2303
April 9, 1993
Post primary foundation settlements after surcharging are estimated in the range of three-quarters
to one inch. Post floor slab settlements (assuming a 200 psf floor slab loading) in the range of one-
quarter inch and less would be expected. However, as the consolidating layer is organic in nature,
secondary settlements from continued compression of the organic soil mass should be expected.
Analysis indicates that over a 50 year span an additional one and one half inches of settlement
could be expected, of which 50 percent would occur in the first year and approximately 70 percent
would occur within five years of construction.
In our opinion,settlements of the above magnitude could be tolerated by tilt up concrete wall panel
construction. However, cracking of masonry block walls would be expected with movements of this
nature. If the settlements cannot be tolerated by the facility, other foundation alternatives will
need to be considered. These alternatives could consist of.
1. Overexcavation and removal of the organic soils and replacement with a structural
engineered fill for foundation support.
2. Piling support using either timber or augercast piling systems.
Under these alternatives, floor slabs would still be constructed at grade. Following allowance for
settlements under the fill required to raise grade, post floor slab settlements, if the area is not
surcharged, in the range of one inch would be expected. If the area was surcharged with two feet of
fill, post floor slab movements as described previously would be anticipated.
In the following sections, detailed recommendations pertaining to the above design considerations
as well as other geotechnical aspects of the project are provided. These recommendations should
be incorporated into the final design and construction specifications.
4.2 Site Preparation and Grading
Building and pavement areas should be stripped of vegetation and any other deleterious material.
The stripping depth to remove vegetation is expected to be limited, in the range of two to six
' inches. Following clearing, proofrolling of the fill surface should be conducted with heavy
construction equipment prior to placement of additional fill. Soft, yielding areas should be
overexcavated to firm bearing and replaced with a structural fill. Where excavations to achieve firm
conditions are excessive, the use of a geotextile fabric such as Mirafi 500X in conjunction with
limited overexcavation and replacement with a structural fill can be considered. Typically, eighteen
inches of clean granular structural fill over the fabric will achieve a stable subgrade.
Page No.4
Project No.T-2303
April 9, 1993
Existing fill soils excavated on the site, excluding those containing excessive vegetation debris and
organic matter, could be used as structural fill. However, the ability to use these soils as structural
fill will be dependent upon their moisture content and the prevailing weather conditions at the time
of construction. It will be difficult to achieve proper compaction of these soils when their moisture
content exceeds optimum moisture conditions. When the moisture is excessive, the soil can be
dried back by aeration to a moisture content which will allow for proper compaction. Alternatively,
an additive such as lime or cement can be used to accelerate the drying process to provide a more
stable and workable soil.
As a general structural fill to raise building and site grades to desired construction elevations, we
recommend using an inorganic granular soil which meets the following grading requirements:
Maximum aggregate size 6 inches
Percent retained on the No. 4 sieve 25 percent minimum
Percent passing the No.200 sieve 25 percent maximum
based on the 3/4 inch fraction
The above recommendation for structural fill assumes that grading activities will take lace during
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the drier summer months and that the completed subgrades would not be exposed to prolonged
periods of precipitation prior to final paving or floor slab construction. If final building subgrades
will be exposed to winter weather conditions, the structural fill to achieve desired construction
grades within the top 18 inches should be modified to allow for only five percent passing the No.
200 sieve, based on the 3/4 inch fraction. If grading operations take place during the winter
months, the entire depth of structural fill should consist of this cleaner material. Similar
considerations will need to be given for backfilling of utility trenches.
Structural fill for support of building and pavements should be placed in uniform loose lifts not
exceeding 12 inches and compacted to a minimum of 95 percent of the soils maximum dry density as
determined by the standard proctor ASTM D-698. To facilitate proper compaction, the moisture
content of the fill prior to compaction should be within two percent of the optimum moisture
content as determined by this same method.
4.3 Surcharge Program
Because of the presence of two to four feet of compressible organic soils, in order to use standard
spread footing foundations for support of the facility we recommend that the building area be
surcharged prior to construction. For this procedure, following placement of building fills required
to achieve desired construction grade an additional four feet of fill material should be placed. The
surcharge should extend laterally at least five feet beyond the building perimeters.
Page No. 5
Project No.T-2303
April 9, 1993
The soil used for the surcharge has no structural requirements other than it should be placed in a
uniform manner with a final unit weight in place of no less than 120 pcf (pounds per cubic foot).
For planning purposes, it would be advisable to use a soil which meets the requirements of a
structural fill so that when the surcharge program is completed, it can be used in other areas of the
site such as parking areas to establish subgrade elevations.
Using the results of laboratory testing, analysis indicates that a total of approximately four inches of
total primary settlement could be expected under the weight of the surcharge and building fill. For
planning purposes, it is estimated that this primary settlement will take place in approximately six
weeks. However, it will be necessary to monitor settlement progress in the field in order to verify
the degree of settlement and the time rate of movement. For this purpose, we recommend the
installation of at least 14 settlement markers prior to placement of the buildings and surcharge fill.
The settlements should be monitored on a daily basis during placement of the fill and then on a
weekly basis thereafter. The settlement readings should be based on measurements taken from an
established bench mark well away from the building area. The markers should be clearly flagged
and protected from potential damage by equipment during grading work and placement of the
surcharge fill. It is imperative that the earthwork contractor recognize the importance of the
settlement markers and that all efforts are taken to prevent them from disturbance and damage. It
is extremely difficult to evaluate the settlement progress with markers that have been hit and
displaced or completely destroyed during grading activities.
Once field monitoringhas established the completion of the surcharge program, the soil can be
P g P g
removed and if of suitable quality, used to raise grades over the remaining portion of the building
site. It is anticipated that two to three feet of fill will be necessary to establish desired parking
subgrade elevations. Estimated settlements in the parking areas as a result of this fill placement fall
in the range of one and one half to two inches. It would be advisable to allow these anticipated
settlements to take place prior to the utility installations or pavement construction.
The surcharge program is designed to minimize expected post primary consolidation settlements.
As described earlier, the organic consolidating layer will also exhibit a degree of secondary
compression which cannot effectively be reduced by the surcharge program. Estimated post
primary consolidation settlement using spread footing foundation construction, designed as
described in the following section, falls in the range of three-quarters to one inch of which 50
percent could be differential in nature. These settlements would be expected to occur within one
to two months following the application of building loads. Additional settlements in the form of
secondary compression approaching one to two inches may be expected in a 50 year time span.
Approximately 50 percent of this settlement would be expected in the first year following
construction, with about 70 percent occurring within approximately five years following
construction.
Page No. 6
Project No.T-2303
April 9, 1993
5.0 FOUNDATIONS
5.1 Spread Footings
With site preparation and grading completed as described and following successful completion of
the surcharge program, suitable support for spread footing foundation construction should be
provided. Foundation elements can obtain bearing within either the newly placed structural fill
soils or existing fills. However, there should be a minimum distance of four feet between the base
' of the footing and the top of the organic consolidating layer. Where foundation elements will be
exposed to frost action, they should obtain bearing at a minimum depth of 18 inches below final
exterior grades.
Spread footing foundations obtaining support as described can be dimensioned for an allowable
bearing capacity of 3,000 psf. A one-third increase in this capacity can be used when considering
' short term transitory loading such as wind or seismic. For resisting lateral loading, a base friction
co-efficient of.4 can be used. In addition, passive resistance developing in the opposite direction of
the lateral thrust on the sides of the footing and foundation stem wall can be considered. We
recommend computing the passive resistance using an equivalent fluid weight of 350 pcf. This
value assumes that the foundation will be constructed neat against the excavation or backfilled with
a structural fill.
Estimated building settlements using spread footing construction were discussed in the preceding
section. If the amount of anticipated settlement cannot be tolerated then one of the following
means for obtaining foundation support should be considered.
5.2 Excavate and Refill
For this procedure the consolidating soil layer would be excavated and removed from below the
foundation elements with grades then restored to the desired construction elevation using a
structural fill. Based on information obtained, excavations of nine to ten feet below existing surface
grades would be necessary. The excavation would also need to be oversized to allow for placing
structural fill a distance laterally from the edge of the foundation equal to one half the depth of the
fill below the foundation. Once removed, grades can be restored using a structural fill placed and
compacted in accordance with recommendations presented in the site grading and preparation
section of this report. The excavation to remove the organic silt layer will expose loose to medium
dense sands in a water bearing condition. Therefore, it will probably be necessary to place an initial
12 to 18 inch layer of quarry rock or railroad ballast in order to establish a firm base on which to
place the remaining portion of the structural fill.
Page No. 7
Project No.T-2303
April 9, 1993
For this method of obtaining support, spread footing foundations can be designed as discussed in
the preceding section. Foundation settlements should be negligible with less than one half inch in
total anticipated. This settlement would also be of an immediate nature occurring as building loads
are applied.
5.3 Timber Piline
Transferring structural loading below the consolidating layer by the use of timber piling can be
considered. We estimate that timber piling having a minimum tip diameter of 8 inches would
achieve an allowable axial load of 25 tons when driven to minimum tip elevations of 20 to 25 feet
below existing surface grades. This allowable axial load takes into account potential negative
loading caused by downdrag on the pile due to consolidation of the organic layer under building fill
and floor slab loading. Full axial capacity can be used provided the piles are spaced at a minimum
of three pile diameters. Closer spacing in pile groups will require a reduction in the single pile
capacity. This reduction will be dependent upon the number of piles in the pile group and the
spacing employed. For resistance to lateral loading a lateral pile capacity of six tons can be used.
Estimated pile settlements fall in the range of one half inch and less.
In order to successful) install timber piling at the site, it will probably be necessary to predrill the
Y P g P Y rY
upper five to six feet of existing fill soils. The pile driving hammer used to install the piles should
have sufficient energy to drive the piling to the estimated tip elevation without damage to the pile.
For this purpose we recommend that the pile driving equipment have a minimum rated energy of
15,000 foot pounds with an efficiency factor of at least 70 percent. We also recommend that prior
to ordering production piles and their installation, that a minimum of three test piles be driven at
the site to verify anticipated tip elevations and establish driving criteria for use in evaluating
production pile capacities. The test piles should be driven with the same equipment that will be
used in the production pile installations.
5.4 Augercast Piling
Augercast piling can be considered as an alternative to timber piling in transferring foundation
loading below the consolidating organic silt layer. For 16 inch diameter pilings having minimum tip
elevations of 20 feet below existing surface grades, an allowable axial load of 30 tons, would be
available for design. This loading takes into account the potential negative loading effects due to
downdrag. Full pile capacity can be used provided the pile spacing is equivalent to three pile
diameters. Closer spacing in pile groups will require a reduction in the single pile capacity and will
be dependent upon the number of piles and spacing used. For resistance to lateral loads, an
allowable lateral pile capacity of 9 tons would be available. Estimated pile settlement falls in the
range of one inch and less.
Page No.8
Project No.T-2303
April 9, 1993
Augercast piles are formed by the pressure injection of grout through a hollow stem auger which is
slowly retracted from the ground after advancement to the recommended tip elevation. The grout
pressure used will compress the soils within the immediate vicinity of the pile thereby increasing to
some extent the pile diameter and therefore the amount of grout required to construct the pile.
For planning purposes, we suggest a 30 percent increase in the amount of grout necessary to form
the pile be considered.
In construction of augercast piling, a higher than normal reliance on quality workmanship is
required for successful installations. It is extremely important that the grout pressure be consistent
and uniform during the installation and that the retraction of the auger occurs at a slow uniform
pace beneath a sufficient head of grout in the pile column. The contractor should have adequate
means for verifying grout pressure and estimating the volume of grout used in the construction of
the piles. Because of the compression effects and the possible influence on adjacent pile
construction, the installation sequence should be based on a minimum pile spacing of five pile
diameters. Once the grout column has achieved its initial 24 hour set, pile construction in between
these spacings can be completed.
5.5 Floor Slab Construction
With site preparation completed as described in the site preparation and grading section of this
report, new structural fills and or existing fill soils should be suitable for supporting slab-on-grade
construction. Immediately below the floor slabs we recommend that an allowance be made for
placing a six inch layer of clean free-draining sand or gravel which has less than five percent passing
the No. 200 sieve. This capillary break will guard against wetting of the floor slab due to the
underlying soil conditions. Where moisture via vapor transmission is not desired, a polyethylene
vapor barrier should also be installed. We suggest that this vapor barrier be placed on an initial
four inch lift of the capillary break material and then covered with the final two inches to help
protect it during construction and to aid in uniform curing of the concrete floor slab. For slab
thickness design with respect to floor deflection due to traffic and point loadings, a subgrade
modulus of 500 pci (pounds per cubic inch)can be used.
We anticipate floor slab loadings from product storage will be about 200 psf. If the surcharge
option with standard spread footing foundations is selected, estimated floor slab settlements of less
than one half inch would be expected due to post primary consolidation. If one of the other
foundation support alternatives is selected and the building site is not surcharged, post floor slab
movements of approximately one inch may be expected. This movement assumes that settlements
due to required building fills would be allowed to occur prior to floor slab construction. The floor
movements would be entirely differential with respect to the foundation construction. This
settlement can be reduced to estimated levels of one half inch and less by employing a surcharge
program as described previously but limiting the depth of surcharge to two feet above that required
to achieve desired construction grades.
Page No.9
Project No.T-2303
April 9, 1993
5.6 Excavations
Excavations greater than four feet in depth will need to be completed in accordance with local,
state or federal regulations. In accordance with the Occupational Safety and Health
Administration (OSHA), soil conditions encountered at the site would be classified as Group C
soils. Accordingly,excavations of greater than four feet in depth but not exceeding 20 feet in depth
will need to be laid back with side slope gradients of 1.5:1 (H:V). Optionally, the use of a trench
shoring box to support the sides of the excavations throughout the lower depth may be used with
the upper portion of the excavation which is not supported by the trench box sloped back to these
requirements. Dewatering of the excavation will need to be considered where excavation depths
exceed ten feet below existing site grade.
5.7 Utilities
We recommend that all site utilities be bedded and backfilled in accordance with applicable APWA
specifications. For site utilities within city right-of-way,bedding and backfill should be completed in
accordance with City of Renton specifications. At a minimum, utility trench backfill should be
placed and compacted in accordance with recommendations presented in the site preparation and
grading section of this report. Where utilities will occur below unimproved areas, the degree of
compaction can be reduced to a minimum of 90 percent of the soils maximum density as determined
by the referenced ASTM standard. Because of the potential for long-term settlements, utility pipe
joints and connections should be of flexible nature allowing for up to one inch of differential
movement.
5.8 Liquefaction Potential
Liquefaction is a phenomenon where there is a reduction or complete loss of soil strength due to an
increase in water pressure induced by vibrations. It is a phenomenon which mainly affects
geologically recent deposits of fine grain sands and silty sands which are below the groundwater
table. Soils of this nature derive their strength from intergranular friction. The generated water
pressure or pore pressure essentially separates the soil grains and eliminates this intergranular
friction, thus eliminating the soil's strength. Coarser grain deposits of sands and gravels are
normally not affected because their hydraulic conductivity allows for drainage or dissipation of
these excess pore pressures. Similarly, silts and clays are normally not affected because of the
cohesive component of their shear strength. The vibration source typically considered in
liquefaction analysis is a seismic event or earthquake. Structural damage to a structure due to
liquefaction can occur in one of three forms: excessive settlements, complete foundation bearing
capacity failure, or surface rupturing due to lateral spreading.
Page No. 10
Project No.T-2303
' April 9, 1993
Based on information obtained, and considering the additional confirming stresses from the
building and fill weight, it is our opinion that the risk of liquefaction-related impacts to the structure
are minimal. However, the potential for liquefaction during a seismic event could have an impact
on the detention pond construction. This is discussed in the following section.
5.9 Detention Pond Construction
As we understand, detention pond construction is proposed west of the southwest portion of the
structure. The excavation level for the detention pond will be approximately 10 feet below existing
surface grades. The detention pond side slopes will be laid back at a gradient of 3:1 (H:V).
Based on information obtained, the soil conditions in the pond area should consist of an initial five
to six feet of a silty sand with gravel fill followed by organic silt with peat stringers. The base of the
excavation is expected to be found in loose to medium dense sands at the water table level. A
cursory analysis indicates that, with side slope gradients as proposed, the stability of the detention
pond excavation would be satisfactory. However, because of the removal of confining stresses by
excavation when considering seismic activity, liquefaction of the water bearing sands is possible. As
a result, the stability of the detention pond embankment falls in jeopardy with an indicated factor of
safety of less than one. If the owner is not willing to accept the risk of an embankment failure
during a seismic event, modifications to improve the conditions of the water bearing sands to offset
the potential adverse effects of seismic activity would need to be considered. Such a modification
could consist of overexcavation of the sands for a depth of approximately two feet below the base of
the pond and replacing them with a free-draining course aggregate such as one and a half inch
minus washed rock. This washed rock would then in turn be placed on a geotextile fabric to provide
separation and prevent intrusion of the fines up into the drainage aggregate. Further details of this
possible design along with others to mitigate the potential seismic hazard can be provided if
requested.
5.10 Pavements
With subgrade soils as prepared as described in the site preparation and grading section of this
report, suitable support for pavement construction should be provided. However, regardless of the
compaction results obtained subgrades must be in a stable non-yeilding condition prior to paving.
Immediately prior to paving, the area of the subgrade should be proofrolled with heavy
construction equipment to verify this condition.
Page No. 11
Project No. T-2303
April 9, 1993
The required pavement thickness is not only dependent upon the supporting capability of the
subgrade soils but also on the traffic loading conditions which will be applied. For light commercial
vehicles and typical passenger vehicle traffic the following pavement sections are recommended:
1. 2 inches of AC(Asphalt Concrete)over four inches of CRB (Crushed Rock Base).
2. 2 inches of AC over 2 inches of ATB (Asphalt Treated Base).
For heavy truck traffic areas the following pavement sections are recommended:
1. 3 inches of AC over six inches of CRB.
2. 3 inches of AC over three inches of ATB.
If there is any potential for pavement construction to be delayed until the wet winter months
subgrade soils must consist of a clean granular material as described in a site preparation and
grading section of this report. In addition, we strongly suggest that the subgrade be further
protected by placing a layer of ATB on which construction traffic could access the project without
excessively disturbing the subgrade soils. The ATB thickness for this purpose should be on the
order of three to four inches. Repair of failed ATB areas should be anticipated prior to final
paving. However, the overall integrity of the subgrade soils will be considerably less impacted with
this protection provided.
Because of secondary compression of the organic silt layer some degree of post construction
settlement within the pavement structure should be anticipated. This settlement will probably
result in some longitudinal and transverse cracking of the pavement. Cracks in the pavement
' should be sealed in a timely fashion to prevent excessive surface water infiltration into the
subgrade soils.
5.11 Drainaie
Final exterior grades at the site should be completed in a manner which will provide free and
positive drainage away from the structure at all times. Water must not be allowed to pond or
collect adjacent to the building foundations nor within the immediate building area. Provided there
is a positive drainage gradient away from the structure at all times we do not believe it will be
necessary to install foundation drains at the perimeter of the structure. However, if grades are
relatively flat adjacent to the structure and do not promote positive drainage away from the facility,
foundation drains should be installed. If installed, foundation drains should be taken to a point of
controlled discharge. All roof downspout drain lines should be separately tightlined and not tied to
the foundation drains.
rPage No. 12
Project No.T-2303
April 9, 1993
6.0 ADDITIONAL SERVICES
We recommend that Terra Associates, Inc. be provided the opportunity to review the final design
and earthwork specifications in order to verify that our recommendations have been properly
interpreted and implemented in the project design.
To observe compliance with the design concepts, specifications and recommendations, and to allow
expedient design changes in the event subsurface conditions differ from those anticipated, we also
recommend that Terra Associates, Inc. be retained to provide geotechnical services during
construction. These services should include:
1) observing earthwork operations and the placement and compaction of any
1 structural fill that may be required;
2) reviewing settlement monitoring data to determine completion of surcharge;
3) observing all footing and slab areas prior to forming and concrete placement;
4) observing piling installations, either timber or augercast;
5) performing field density tests on compacted structural fills and backfills;
5) observing and testing the subgrade under pavement, and observing final proofroll
prior to paving.
7.0 LIMITATIONS
' The analyses and recommendations submitted herein are based on data from test borings.
However, actual subsurface conditions may differ from those observed in the test borings. The
nature and extent of any such variations may not become evident until construction.
If variations are observed during construction, Terra Associates, Inc. should be requested to
evaluate the actual site conditions and review the recommendations in this report prior to
proceeding with construction.
This report has been prepared specifically for this project. It is the property of Terra Associates
and is intended for the exclusive use of Home Base, Inc. and its representatives. We do not
guarantee project performance in any respect, only that our work meets normal standards of
professional care. No other warranty,expressed or implied, is provided.
Page No. 13
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LEGEND
+ B-rJ ORNE TtM UAMER YARD
• B-2
a, • • B-1 APPROXIMATE TEST BORING LOCATION
-r I
MY
I i
B-3
HomeBase• {
i
B-4CURER
I
i Kfl
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[FL:RETAL WI
�-
^I 4 If:
FUTURE NEUL - - - - --. -
100 0 100 200
-
- scale feet
C CL -
Based on a Site Plan by LPA,Inc.
i Li_11.111Lu_� lilL L.111-�.�. '
— EXPLORATION LOCATION PLAN
- --- -- -- ------ - - -:_: TERRA
HOME BASE
EAST VALLEY HIGHWAY A S S O C I A T E S RENTON WASHINGTON
,eotechnicai (:onsuitam,; Prol. No. 2303 Date 3/93 Figure 2
MAJOR DIVISIONS LETTER GRAPH TYPICAL DESCRIPTION
' SYMBOL SYMBOL
GRAVELS Clean GW P: O •' Well-graded gravels, gravel-sand mixtures, little
a�
Gravels �.�•p• or no fines.
U (less than • • • • • • Poorly-graded gravels, gravel-sand mixtures, little
ca N More than 5% fines) GP • ; ; . . ; or no fines.
N N 50% of coarse
fraction is GM Silty gravels, gravel-sand-silt mixtures, non-
a) > larger than No. Gravels • •• •n • plastic fines.
Za•N 4 sieve. with fines
_ � GC � Clayey gravels, gravel-sand-clay mixtures, plastic
• fines.
Q \O •
L N SANDS Clean SW Well graded sands, gravelly sands, little or
W o Sands no fines.
ZZ More than (less than Poorly-graded sands or gravelly sands, little
Q 50% of coarse 5% fines) SP or no fines.
O fraction is
V ° smaller than SM Silty sands, sand-silt mixtures, non-plastic fines.
No. 4 sieve. Sands
with fines
SC Clayey sands, sand-clay mixtures, plastic fines.
N ML Inorganic silts and very fine sands, rock flour, silty or
.N
SILTS AND CLAYS clayey fine sands or clayey silts with slight plasticity.
O fQ
N y > Inorganic clays of low to medium plasticity, gravelly
('y Liquid limit is less than 50% CL clays, sandy clays, silty clays, lean clays.
G Eo
Zo N OL Organic silts and organic clays of low plasticity.
jr a Z SILTS AND CLAYS MH Inorganic silts, micaceous or diatomaceous fine
O sandy or silty soils, elastic.
Co
W
Z = iu Liquid limit is greater than 50% CH Inorganic clays of high plasticity, fat clays.
M
N OH 1 i i i i i i i ; Organic clays of medium to high plasticity,
organic silts.
HIGHLY ORGANIC SOILS PT Peat and other highly organic soils.
DEFINITION OF TERMS AND SYMBOLS
Standard Penetration
W 2" OUTSIDE DIAMETER SPLIT
Density Resistance in Blows/Foot T SPOON SAMPLER
Very loose 0-4 2.4" INSIDE DIAMETER RING SAMPLER
Loose 4-10 OR SHELBY TUBE SAMPLER
° Medium dense 10-30 P SAMPLER PUSHED
G Dense 30 50 * SAMPLE NOT RECOVERED
NVery dense >50 Q WATER LEVEL (DATE)
[I WATER OBSERVATION STANDPIPE
Standard Penetration C TORVANE READINGS, tsf
>. Density Resistance in Blows/Foot qu PENETROMETER READING, tsf
V Very soft 0-2 W MOISTURE, percent of dry weight
a Soft 2-4 pcf DRY DENSITY, pounds per cubic foot
J stiff Medium stiff 4-8 LL LIQUID LIMIT, percent
N Very stiff 16-32 PI PLASTIC INDEX
Hard >32 N STANDARD PENETRATION, blows per foot
SOIL CLASSIFICATION SYSTEM
TERRA HOME BASE
ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants
Proj. No. T-2303 TDate 3/93 Figure 3
Boring No. B-1
Logged by: DBG
Dated: 3-17-93
(D
Graph/' a (N) Water
USCS Soil Description Consistency �eftpjh a Blows Content
cn (ft) N
27 13
RLL-Gray-brown, gravelly Medium dense
SAND with silt, wet. to dense 35 13
5 = 3 15
Brown organic SILT with Soft
root fibrils.
13 111
10
5 27
Gray-black, fine SAND with Loose to = 12 36
silt, wet. 2-inch thick layer Medium dense 1j
kTP of peat at 11 feet,water
bearing.
' = 20 40
sP
M 20
S --
57 26
Dense to 2cJ Very dense
50/6" 24
30
ML Gray SILT,with shell fragments,wet. Stiff T 10 36
Boring terminated at 34 feet.
Groundwater encountered at 10 feet.
i
1
1
1
Boring Log
TERRA HOME BASE
ASSOCIATES RENTON, WASHINGTON
. . .��
Geotechnical Consultants
Proj. No. T-2303 I Date 3/93 Figure 4
Boring No. B-2
Logged by: DBG
Dated: 3-17-93
Graph/ Depth (N) Water
LISCS Soil Description Consistency I E Blows Content
(ft.) U
Cn N
30 11
FILL- Brown-gray, gravelly SAND with silt, wet. Dense = 47 9
5 2 65
4
Brown, organic SILT with peat -
seams and layers. — 10
- 18 30
22
24
Medium dense
— 15
20 42
Gray black, fine to medium
SAND with some silt and silt —20
SP interbeds,waterbearing.
19 26
25
50/5" 26
............
—30 Very dense
Gray SILT,wet. Soft - 7 39
—35
ML
2 36
Boring terminated at 39 feet. I I T 1 1
Groundwater encountered at 10 feet.
Boring Log
TERM HOME BASE
ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants
Proj. No. T-2303 Date 3/93 A gu re 5
Boring No. B-3
Logged by: DBG
Dated: 3-17-93
Dry
Graph/ Depth °- (N) Water Unit
USCS Soil Description Consistency (ft ) E Blows Content Wt
Cn (pcf)
' 29 13
FILL-Brown-gray,gravelly
SAND with silt, wet. Medium dense = 30 10
5 10 63
oL ^ Brown, organic SILT and^ PEAT,wet. Soft P 126 36.4*
PT
^ 10
31 25
;> Gray-black, fine SAND with silt,waterbearing. Medium dense
�f 11
35 22
SID Dense to 20
SM Very dense
Z
62 24
25
50/4" 25
30
ML Gray SILT, wet. Soft T 2 39
Boring terminated at 34 feet.
Groundwater encountered at 10 feet.
* See Attached Consolidation Curve, Figure 9.
Boring Log
' TERRA HOME BASE
.::::.:......... .
ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants
Proj. No. T-2303 I Date 3/93 Figure 6
Boring No. B-4
Logged by: DBG
Dated: 3-17-93
a) Dry
Graph/ Depth E 0- (N) Water Unit
LISCS Soil Description Consistency Blows Content
(ft.) 0
0 (ft) (Pcf)
24 16
RILL-Brown-gray, gravelly Medium dense
SAND with silt,wet. to dense 45 10
5 ]T 9 61.5 58.3
OL T Brown, organic SILT with peat,wet. Soft
13 28
— 10 = 10 32
Gray-black, fine SAND with
Medium dense
silt, waterbearing.
15 34
— 15
' = 17
35
SP
—20
41
-X X. 31
Dense to
Very dense 25
...........
...........
...........
. .........
...........
...........
50/5' 25
X;X
...........
...........
...... ....
—30
ML Gray SILT, wet. Soft
T , 1 49
Boring terminated at 34 feet.
Groundwater encountered at 10 feet.
Boring Log
' "' TERRA HOME BASE
ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants Proj. No. T-2303 Date 3/93 Figure 7
' Boring No. B-5
Logged by: DBG
' Dated: 3-18-93
a� Dry
Graph/ Depth E (N) Water Unit
USCS Soil Description Consistency Blows Content Wt.
(ft.) can (ft) N (Pcf)
28 11
FILL-Brown-gray, gravelly Medium dense
SAND with silt, wet. = 25 14
' :OL Brown,organic SILT with peat 5 P 71.8 53.2
FT ^ seams and la ers wet. Soft
P 102.5 40.9
rr .. 10 20 32
Gray to black, fine SAND
with silt and silt interbeds, Medium dense = 12 31
waterbearing.
15
' = 36 20
Black, medium to coarse Dense
sP `' SAND,waterbearing. 20
sM:
i = 30 22
25
* No Recovery Very dense
50/3-
30
42 26
Boring terminated at 34 feet.
Groundwater encountered at 10 feet.
Boring Log
' TERRA HOME BASE
ASSOCIATES RENTON, WASHINGTON
. .
Geotechnical Consultants Proj. No. T-2303 I Date 3/93 Figure 8
3 . 0
2 . 8
2 . 6
v 2 . 4
o
ro 2 . 2
a
Q
2 . 0
' 1 . 8
1 . 6
1 . 4
. 1 . 5 1 5 10 100
' Pressure (tsf)
' Boring Dept c eh Moisture Dry
Key No. (ft) USCS Soil Description Cr Co Content. W% Density
Before After (pcf)
' 3 8'-9' OL Organic Silt .22 1 .36 2.77 126.0 109.2 36.4
Cr = Recompression Index
Cc = Virgin Compression Index
' eo = Inplace Void Ratio
CONSOLIDATION TEST DATA
TERRA HOME BASE-
' - ASSOCIATES RENTON, WASHINGTON
- Geotechnical Consultants Proj. NO-2303 Date 3/93 Tigure 9
APPENDIX A
FIELD EXPLORATION AND LABORATORY TESTING
' Home Base Retail Store
Renton,Washington
The field exploration was conducted by a geotechnical engineer from our firm who classified the
soil conditions encountered, maintained a log of each test boring, obtained representative soil
samples and observed pertinent site features. All soil samples were visually classified in accordance
with the Unified Soil Classification system described on Figure 3.
Our field exploration consisted of five test borings. These test borings were performed on March
17 and 18, 1993, with a truck-mounted drill owned and operated by GeoBoring, Inc. of Puyallup,
' Washington. Continuous hollow-stem augers were used to advance and support the borehole. The
locations of the borings were approximately determined by measurements from staked property
corners and site features. Test boring locations are shown on Figure 2. Logs of the test borings are
presented on Figures 4 through 8.
' Representative soil samples obtained from the borings were placed in closed containers and taken
to our laboratory for further examination and testing. The testing program included the following
testing:
' 1. Moisture content
' 2. Unit weight
3. Consolidation
' All test results have been tabulated and are included on the attached boring logs opposite the
samples on which they were performed. The results of the consolidation tests are plotted
graphically and summarized on Figure 9.
Project No. T-2303
•
•
•
•
•
•
•
•
•
•
•
• DRAINAGE CALCULATIONS
• FOR
•
•
HOME BASE
• CITY OF RENTON, WASHINGTON
•
•
•
•
•
•
•
• November 8, 1994
•
•
•
• HORTON DENNIS & ASSOCIATES, INC.
• Consulting Engineers, Planners & Surveyors
LL•
•
•
•
•
•
•
•
•
•
•
• DRAINAGE CALCULATIONS
• FOR
• HOMEBASE
•
CITY OF RENTON, WASHINGTON
•
•
•
•
•
Prepared By: Bryant O. Mercil, P.E.
•
•
• HORTON DENNIS & ASSOCIATES, INC.
Consulting Engineers, Planners & Surveyors
320 Second Avenue South
• Kirkland, WA 98033-6687
• Phone: (206) 822-2525 c
Fax: (206) 822-8758 Z
• HDA File No. 9398.00 9 `"
�PEDIStEgt; �.�.
• ti�� II �(�
November 8, 1994 NAt
• ==. s U127 R6
•
•
•
TABLE OF CONTENTS
Introduction: 1
Summary of Results: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
Storm Routings
2 Year Storm: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
10 Year Storm: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
• 100 Year Storm: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
Detention Basin Design Data: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9
Drainage Area Map: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12
•
•
•
INTRODUCTION
•
• The following computations present the preliminary design of a stormwater detention system for
• the proposed Home Base retail facility. The proposed 11.65 acre development, comprised of a
134,676 square foot home improvement retail and garden facility, is located on the west side of
• East Valley Highway, north of SW 41st Street in the City of Renton.
• EXISTING DRAINAGE CONDITIONS
• The project site is presently a vacant parcel (Lot 2 and part of Lot 3 of the Northern Railroad
• Binding Site Plan No. 014 - 92). The parcel was filled approximately 18 years ago. The existing
ground cover consists mainly of grasses in poor condition over the fill material. The western
• portion of the parcel has several low areas identified during early project review as wetland areas
• with low functional values. The site generally drains from east to west to the wetland areas at
an average slope of 0.25 percent.
• PROPOSED DRAINAGE CONDITIONS
•
Runoff from the parking area in front of the proposed building will be conveyed in storm drain
• pipe system to a small water quality detention basin adjacent to the north property line. The
• basin provides approximately 6,000 cubic feet of storage volume. The bottom of the basin has
been designed with a flat slope to promote water quality through the ponding of storm water
• runoff. The basin outfalls into a pipe system, which in turn discharges into a long swale in the
proposed wetland buffer area at the rear of the building. The swale has also been designed with
• a flat„slope to promote water quality through ponding prior to discharge into the wetland areas.
• This swale will outfall into a shallow excavated depression to be constructed as part of the
wetland mitigation plan. This shallow area is intended to provide frequent ponding of storm
water during storm events as a means of maintaining the hydrology of the existing and proposed
wetland areas. The depression is connected to a 2.5 foot deep excavated settlement area in front
• of the detention system control structure located in the northwest corner of the wetland mitigation
area.
•
• The control structure has been designed to provide controlled release of excess storm water
runoff from the project site. This structure will consist of a 3 inch diameter orifice set in an 18
• inch diameter restrictor inside of a 54 inch diameter CB manhole in the northwest corner of the
site. The control structure will discharge to a 12" storm drain pipe. The storm drain pipe will
• extend approximately 400 feet west to a connection with an existing 60 inch storm drain pipe on
• the west side of Lind Avenue. The 60 inch storm drain pipe continues approximately 600 feet
north, then 1,000 feet east to an outfall in Springbrook Creek.
• -�v; 5-tv,;ik
" p;
2" �
• y . S lam-`16 � OK
• i +r�e,t f � Cf') an Pig✓�w
The proposed detention basin has been designed to maximize the volume available for storage
of excess storm water runoff. Due to the disturbed condition of the vacant parcel, no calculation
• of the peak discharge from the undeveloped project site was undertaken. The effectiveness of
the proposed detention facility has instead been evaluated by determination of the peak flow rate
in cfs / acre from the developed project site with detention storage. As seen in the summary of
results, the proposed facility provides a significant reduction in peak discharges from
development of the project site. The peak outflows from the proposed detention facility range
• from 0.04 cfs/ acre during a 2 year storm event to 0.12 cfs / acre during a 100 year storm event.
These flows are well within acceptable limits.
2
• SUMMARY OF RESULTS
PROPOSED DETENTION SYSTEM
Total Area of Project Site: 11.65 Acres
Less Bypass Area: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.77 Acres
• Total Site Area Tributary to Detention Basin: . . . . . . . . . . . . . . . . . . . . . . . . 10.88 Acres
Plus Offsite Wetland Mitigation Area: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.76 Acres
Total Area Tributary to Detention Basin: . . . . . . . . . . . . . . . . . . . . . . . . . . . 11.64 Acres
2 YEAR STORM
Peak Inflow to Basin: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5.06 cfs
Proposed Release Rate: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.42 cfs
Proposed Release Rate: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.04 cfs / acre
Design Water Surface Elevation: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15.81
Approximate Volume of Storage Provided: . . . . . . . . . . . . . . . . . . . . . . . . . . . 46,500 cf
10 YEAR STORM
Peak Inflow to Basin: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7.52 cfs
Proposed Release Rate: 0.78 cfs
Proposed Release Rate: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.07 cfs / acre
Design Water Surface Elevation: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16.33
Volume of Storage Provided: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 72,000 cf
100 YEAR STORM
Peak Inflow to Basin: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10.22 cfs
Proposed Release Rate: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.43 cfs
Proposed Release Rate: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.12 cfs / acre
Design Water Surface Elevation: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16.47
• Volume of Storage Provided: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 82,000 cf
3
F+
O
O
v
• • • • • • • • • • • • • • • • • • • •
• ******************80-80 LIST OF INPUT DATA FOR TR-20 HYDROLOGY******************
JOB TR-20 NOPLOTS
• TITLE HOME BASE / RENTON STORMWATER MANAGEMENT STUDY
TITLE POST DEVELOPED CONDITIONS (W1698D5.DAT)
• 3 STRUCT O1
8 14.50 0.0000 0.0000
8 15.00 0.3621 0.2296
• 8 16.25 0.4534 1.5238
8 16.50 1.5352 1.9341
8 17.00 7.6875 2.7548
• 9 ENDTBL
6 RUNOFF 1 01 1 0.01819 98.0 0.25 0 1 0 0 0 0
• 6 RESVOR 2 01 1 2 14.50 0 1 1 0 0 0
ENDATA
7 INCREM 6 0.25
• 7 COMPUT 7 01 01 0.0 2.00 1.0 3 2 1 1
ENDCMP 1
7 COMPUT 7 01 01 0.0 2.90 1.0 3 2 1 2
• ENDCMP 1
7 COMPUT 7 01 01 0.0 3.90 1.0 3 2 1 3
• ENDCMP 1
ENDJOB 2
pxxxxxxxxxxxxxxxxxxxxxx xxxxxxxx*END OF 80-80 LIST******************xxxxxxxxxxxxxx
• EXECUTIVE CONTROL OPERATION INCREM MAIN TIME INCREMENT = 0.25 HOURS RECORD ID
•
•
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•
•
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•
•
• J
•
• EXECUTIVE CONTROL OPERATION COMPUT FROM STRUCTURE 1 TO STRUCTURE 1 RECORD ID
STARTING TIME = 0.00 RAIN DEPTH = 2.00 RAIN DURATION = 1.00R RAIN TABLE NO. = 3 ANT. MOIST. COND = 2
• ALTERNATE NO. = 1 STORM NO. = 1 MAIN TIME INCREMENT = 0.25 HOURS
• OPERATION RUNOFF STRUCTURE 1 2 YEAR STORM
TIME(HRS) FIRST HYDROGRAPH POINT = 0.00 HOURS TIME INCREMENT = 0.25 HOURS DRAINAGE AREA = 01819 SQ.MI.
• 00 DISCHG .00 .00 .00 .00 .00 .04 .11 .18 .25 .31
2.50 DISCHG .36 .40 .44 .47 .49 .54 .57 .64 .68 .75
• 5.00 DISCHG .79 .86 .90 .98 1.01 1.15 1.20 1.41 1.49 1.73
7.50 DISCHG 1.82 4.25 5.06 3.15 2.54 1.99 1.83 1.48 1.38 1.27
• 10.00 DISCHG 1.24 1.13 1.10 1.03 1.01 .98 .97 .93 .92 .89
12.50 DISCHG .88 .84 .83 .83 .83 .80 .79 .79 .79 .75
15.00 DISCHG .74 .74 .74 .71 .70 .69 .69 .69 .69 .66
• 17.50 DISCHG .65 .65 .65 .61 .60 .60 .60 .57 .56 .56
20.00 DISCHG .56 .56 .56 .56 .56 .56 .56 .56 .56 .52
22.50 DISCHG .51 .51 .51 .51 .51 .51 .51 .13 .01 .00
•
OPERATION RESVOR STRUCTURE 1
• TIME(HRS) FIRST HYDROGRAPH POINT = 0.00 HOURS TIME INCREMENT = 0.25 HOURS DRAINAGE AREA = 01819 SQ.MI.
• .00 DISCHG .00 .00 .00 .00 .00 .00 .00 .01 .01 .02
.00 ELEV 14.50 14.50 14.50 14.50 14.50 14.50 14.50 14.51 14.52 14.53
2.50 DISCHG .03 .04 .06 .07 .08 .10 .11 .13 .14 .16
• 2.50 ELEV 14.55 14.56 14.58 14.60 14.61 14.63 14.65 14.67 14.70 14.72
5.00 DISCHG .18 .20 .22 .25 .27 .30 .33 .36 .36 .37
• 5.00 ELEV 14.75 14.78 14.81 14.84 14.87 14.91 14.95 14.99 15.02 15.04
7.50 DISCHG .37 .37 .38 .38 .39 .39 .39 .39 .39 .40
7.50 ELEV 15.07 15.12 15.21 15.28 15.33 15.37 15.40 15.43 15.45 15.47
• 10.00 DISCHG .40 .40 .40 .40 .40 .40 .40 .40 .40 .41
10.00 ELEV 15.48 15.50 15.51 15.53 15.54 15.55 15.56 15.57 15.58 15.59
12.50 DISCHG .41 .41 .41 .41 .41 .41 .41 .41 .41 .41
• 12.50 ELEV 15.60 15.61 15.62 15.63 15.64 15.64 15.65 15.66 15.67 15.67
15.00 DISCHG .41 .41 .41 .41 .41 .41 .41 .41 .42 .42
• 15.00 ELEV 15.68 15.69 15.69 15.70 15.71 15.71 15.72 15.72 15.73 15.73
17.50 DISCHG .42 .42 .42 .42 .42 .42 .42 .42 .42 .42
17.50 ELEV 15.74 15.74 15.75 15.75 15.76 15.76 15.76 15.77 15.77 15.77
• 20.00 DISCHG 42 .42 .42 .42 .42 .42 .42 .42 .42 .42
20.00 ELEV 15.78 15.78 15.78 15.78 15.79 15.79 15.79 15.79 15.80 15.80
22.50 DISCHG .42 .42 .42 .42 .42 .42 .42 .42 .42 .42
• 22.50 ELEV 15.80 15.80 15.81 15.81 15.81 15.81 15.81 15.81 15.80 15.80
25.00 DISCHG .42 .42 .42 .42 .42 .42 .42 .42 .41 .41
25.00 ELEV 15.79 15.78 15.77 15.76 15.75 15.75 15.74 15.73 15.72 15.71
27.50 DISCHG .41 .41 .41 .41 .41 .41 .41 .41 .41 .41
27.50 ELEV 15.70 15.70 15.69 15.68 15.67 15.66 15.65 15.65 15.64 15.63
. 30.00 DISCHG .41 .41 .41 .41 .41 .40 .40 .40 .40 .40
30.00 ELEV 15.62 15.61 15.61 15.60 15.59 15.58 15.57 15.57 15.56 15.55
32.50 DISCHG .40 .40 .40 .40 .40 .40 .40 .40 .40 .40
• 32.50 ELEV 15.54 15.53 15.52 15.52 15.51 15.50 15.49 15.49 15.48 15.47
35.00 DISCHG .40 .40 .39 .39 .39 .39 .39 .39 .39 .39
. 35.00 ELEV 15.46 15.45 15.45 15.44 15.43 15.42 15.41 15.41 15.40 15.39
37.50 DISCHG .39 .39 .39 .39 .39 .39 .39 .39 .39 .38
37.50 ELEV 15.38 15.38 15.37 15.36 15.35 15.34 15.34 15.33 15.32 15.31
• 40.00 DISCHG .38 .38 .38 .38 .38 .38 .38 .38 .38 .38
40.00 ELEV 15.31 15.30 15.29 15.28 15.28 15.27 15.26 15.25 15.24 15.24
42.50 DISCHG 38 .38 .38 .38 .38 .38 .38 .38 .37 .37
• 42.50 ELEV 15.23 15.22 15.21 15.21 15.20 15.19 15.18 15.18 15.17 15.16
45.00 DISCHG .37 .37 .37 .37 .37 .37 .37 .37 .37 .37
• 45.00 ELEV 15.15 15.15 15.14 15.13 15.12 15.12 15.11 15.10 15.10 15.09
47.50 DISCHG .37 .37 .37 .37 .37 .37 .36 .36 .36 .36
47.50 ELEV 15.08 15.07 15.07 15.06 15.05 15.04 15.04 15.03 15.02 15.01
• 50.00 DISCHG .36 .36 .35 .34 .33 .32 .31 .30 .29 .28
50.00 ELEV 15.01 15.00 14.98 14.97 14.95 14.94 14.93 14.91 14.90 14.89
• 52.50 DISCHG 27 .26 .25 .25 .24 .23 .22 .22 .21 .20
52.50 ELEV 14.87 14.86 14.85 14.84 14.83 14.82 14.81 14.80 14.79 14.78
• EXECUTIVE CONTROL OPERATION ENDCMP COMPUTATIONS COMPLETED FOR PASS 1 RECORD ID
6
• EXECUTIVE CONTROL OPERATION COMPUT FROM STRUCTURE 1 TO STRUCTURE 1 RECORD ID
STARTING TIME = 0.00 RAIN DEPTH = 2.90 RAIN DURATION = 1.00R RAIN TABLE NO. = 3 ANT. MOIST. COND = 2
• ALTERNATE NO. = 1 STORM NO. = 2 MAIN TIME INCREMENT = 0.25 HOURS
• OPERATION RUNOFF STRUCTURE 1 10 YEAR STORM
TIME(HRS) FIRST HYDROGRAPH POINT = 0.00 HOURS TIME INCREMENT = 0.25 HOURS DRAINAGE AREA = 01819 SQ.MI.
• 00 DISCHG .00 .00 .00 .00 .07 .21 .32 .44 .53 .62
2.50 DISCHG .69 .74 .78 .82 .85 .91 .95 1.05 1.10 1.21
• 5.00 DISCHG 1.26 1.37 1.41 1.52 1.56 1.77 1.84 2.15 2.25 2.61
7.50 DISCHG 2.73 6.35 7.52 4.66 3.75 2.93 2.70 2.18 2.03 1.86
• 10.00 DISCHG 1.82 1.66 1.62 1.51 1.48 1.43 1.42 1.36 1.35 1.30
12.50 DISCHG 1.28 1.23 1.22 1.21 1.21 1.16 1.15 1.15 1.15 1.10
15.00 DISCHG 1.08 1.08 1.08 1.03 1.01 1.01 1.01 1.01 1.01 .96
• 17.50 DISCHG .95 .95 .95 .90 .88 .88 .88 .83 .81 .81
20.00 DISCHG .81 .81 .81 .81 .81 .81 .81 .81 .81 .76
22.50 DISCHG .75 .74 .74 .74 .74 .74 .74 .19 .02 .00
OPERATION RESVOR STRUCTURE 1
• TIME(HRS) FIRST HYDROGRAPH POINT = 0.00 HOURS TIME INCREMENT = 0.25 HOURS DRAINAGE AREA = 01819 SQ.MI.
• .00 DISCHG .00 .00 .00 .00 .00 .01 .01 .03 .04 .06
.00 ELEV 14.50 14.50 14.50 14.50 14.50 14.51 14.52 14.54 14.56 14.58
2.50 DISCHG .08 .10 .12 .14 .16 .19 .21 .23 .26 .29
• 2.50 ELEV 14.61 14.63 14.66 14.69 14.72 14.76 14.79 14.82 14.86 14.90
5.00 DISCHG .32 .35 .36 .36 .37 .37 .37 .37 .38 .38
• 5.00 ELEV 14.94 14.99 15.01 15.04 15.06 15.09 15.11 15.15 15.18 15.22
7.50 DISCHG .38 .39 .40 .41 .41 .42 .42 .42 .42 .43
7.50 ELEV 15.27 15.35 15.48 15.60 15.67 15.73 15.78 15.82 15.85 15.88
• 10.00 DISCHG .43 .43 .43 .43 .44 .44 .44 .44 .44 .44
10.00 ELEV 15.91 15.94 15.96 15.98 16.01 16.03 16.05 16.06 16.08 16.10
12.50 DISCHG .44 .44 .45 .45 .45 .45 .45 .45 .45 .45
• 12.50 ELEV 16.12 16.13 16.15 16.16 16.18 16.19 16.21 16.22 16.24 16.25
15.00 DISCHG .49 .52 .55 .57 .60 .62 .64 .66 .68 .70
• 15.00 ELEV 16.26 16.26 16.27 16.28 16.28 16.29 16.29 16.30 16.30 16.31
17.50 DISCHG .71 .72 .73 .74 .75 .76 .77 .77 .77 .77
17.50 ELEV 16.31 16.31 16.31 16.32 16.32 16.32 16.32 16.32 16.32 16.32
• 20.00 DISCHG .78 .78 .78 .78 .78 .79 .79 .79 .79 .79
20.00 ELEV 16.32 16.33 16.33 16.33 16.33 16.33 16.33 16.33 16.33 16.33
22.50 DISCHG .79 .79 .78 .78 .78 .78 .78 .76 .72 .69
• 22.50 ELEV 16.33 16.33 16.33 16.33 16.33 16.32 16.32 16.32 16.31 16.30
25.00 DISCHG .65 .62 .58 .55 .52 .49 .47 .45 .45 .45
• 25.00 ELEV 16.30 16.29 16.28 16.27 16.27 16.26 16.25 16.25 16.24 16.23
27.50 DISCHG .45 .45 .45 .45 .45 .45 .45 .45 .45 .45
27.50 ELEV 16.22 16.21 16.20 16.19 16.18 16.17 16.17 16.16 16.15 16.14
. 30.00 DISCHG .44 .44 .44 .44 .44 .44 .44 .44 .44 .44
30.00 ELEV 16.13 16.12 16.11 16.10 16.09 16.09 16.08 16.07 16.06 16.05
32.50 DISCHG .44 .44 .44 .44 .44 .44 .43 .43 .43 .43
• 32.50 ELEV 16.04 16.03 16.02 16.02 16.01 16.00 15.99 15.98 15.97 15.96
35.00 DISCHG .43 .43 .43 .43 .43 .43 .43 .43 .43 .43
. 35.00 ELEV 15.96 15.95 15.94 15.93 15.92 15.91 15.90 15.90 15.89 15.88
37.50 DISCHG .43 .42 .42 .42 .42 .42 .42 .42 .42 .42
37.50 ELEV 15.87 15.86 15.85 15.84 15.84 15.83 15.82 15.81 15.80 15.79
• 40.00 DISCHG .42 .42 .42 .42 .42 .42 .42 .42 .41 .41
40.00 ELEV 15.79 15.78 15.77 15.76 15.75 15.74 15.74 15.73 15.72 15.71
• 42.50 DISCHG 41 .41 .41 .41 .41 .41 .41 .41 .41 .41
42.50 ELEV 15.70 15.69 15.69 15.68 15.67 15.66 15.65 15.64 15.64 15.63
45.00 DISCHG .41 .41 .41 .41 .41 .40 .40 .40 .40 .40
• 45.00 ELEV 15.62 15.61 15.60 15.60 15.59 15.58 15.57 15.56 15.56 15.55
47.50 DISCHG .40 .40 .40 .40 .40 .40 .40 .40 .40 .40
47.50 ELEV 15.54 15.53 15.52 15.52 15.51 15.50 15.49 15.48 15.48 15.47
• 50.00 DISCHG .40 .40 .39 .39 .39 .39 .39 .39 .39 .39
50.00 ELEV 15.46 15.45 15.44 15.44 15.43 15.42 15.41 15.40 15.40 15.39
• 52.50 DISCHG .39 .39 .39 .39 .39 .39 .39 .39 .39 .38
52.50 ELEV 15.38 15.37 15.37 15.36 15.35 15.34 15.34 15.33 15.32 15.31
• EXECUTIVE CONTROL OPERATION ENDCMP COMPUTATIONS COMPLETED FOR PASS 2 RECORD ID
•
•
• EXECUTIVE CONTROL OPERATION COMPUT FROM STRUCTURE 1 TO STRUCTURE 1 RECORD ID
STARTING TIME = 0.00 RAIN DEPTH = 3.90 RAIN DURATION = 1.00R RAIN TABLE NO. = 3 ANT. MOIST. COND = 2
• ALTERNATE NO. = 1 STORM NO. = 3 MAIN TIME INCREMENT = 0.25 HOURS
• OPERATION RUNOFF STRUCTURE 1 100 YEAR STORM
TIME(HRS) FIRST HYDROGRAPH POINT = 0.00 HOURS TIME INCREMENT = 0.25 HOURS DRAINAGE AREA = 01819 SQ.MI.
• 00 DISCHG .00 .00 .00 .06 .23 .44 .61 .76 .87 1.00
2.50 DISCHG 1.08 1.13 1.18 1.21 1.24 1.33 1.37 1.51 1.57 1.71
• 5.00 DISCHG 1.77 1.92 1.97 2.12 2.17 2.45 2.54 2.96 3.09 3.58
7.50 DISCHG 3.74 8.66 10.22 6.33 5.09 3.97 3.65 2.95 2.74 2.52
• 10.00 DISCHG 2.46 2.25 2.19 2.05 2.00 1.93 1.91 1.84 1.82 1.75
12.50 DISCHG 1.73 1.66 1.64 1.64 1.64 1.57 1.55 1.55 1.55 1.48
15.00 DISCHG 1.46 1.46 1.46 1.39 1.37 1.37 1.37 1.37 1.37 1.30
• 17.50 DISCHG 1.28 1.28 1.28 1.21 1.19 1.19 1.19 1.12 1.10 1.09
20.00 DISCHG 1.09 1.09 1.09 1.09 1.09 1.09 1.09 1.09 1.09 1.03
22.50 DISCHG 1.01 1.00 1.00 1.00 1.00 1.00 1.00 .25 .02 .00
•
OPERATION RESVOR STRUCTURE 1
• TIME(HRS) FIRST HYDROGRAPH POINT = 0.00 HOURS TIME INCREMENT = 0.25 HOURS DRAINAGE AREA = 01819 SQ.MI.
• .00 DISCHG .00 .00 .00 .00 .01 .02 .03 .05 .08 .11
.00 ELEV 14.50 14.50 14.50 14.50 14.51 14.52 14.54 14.57 14.61 14.65
2.50 DISCHG .14 .17 .20 .23 .26 .29 .33 .36 .36 .37
• 2.50 ELEV 14.69 14.73 14.77 14.82 14.86 14.91 14.95 15.00 15.02 15.05
5.00 DISCHG .37 .37 .37 .37 .38 .38 .38 .39 .39 .39
• 5.00 ELEV 15.08 15.11 15.14 15.17 15.21 15.25 15.29 15.34 15.39 15.45
7.50 DISCHG .40 .41 .42 .43 .44 .45 .45 .52 .64 .75
7.50 ELEV 15.51 15.63 15.81 15.96 16.07 16.15 16.22 16.27 16.29 16.32
• 10.00 DISCHG .84 .92 .99 1.05 1.10 1.15 1.19 1.22 1.26 1.28
10.00 ELEV 16.34 16.36 16.37 16.39 16.40 16.41 16.42 16.43 16.44 16.44
12.50 DISCHG 1.31 1.33 1.35 1.36 1.38 1.39 1.40 1.41 1.41 1.42
• 12.50 ELEV 16.45 16.45 16.46 16.46 16.46 16.47 16.47 16.47 16.47 16.47
15.00 DISCHG 1.42 1.42 1.43 1.43 1.42 1.42 1.42 1.41 1.41 1.41
• 15.00 ELEV 16.47 16.47 16.47 16.47 16.47 16.47 16.47 16.47 16.47 16.47
17.50 DISCHG 1.40 1.39 1.39 1.38 1.37 1.36 1.35 1.34 1.33 1.32
17.50 ELEV 16.47 16.47 16.47 16.46 16.46 16.46 16.46 16.46 16.45 16.45
• 20.00 DISCHG 1.30 1.29 1.28 1.27 1.26 1.25 1.25 1.24 1.23 1.22
20.00 ELEV 16.45 16.44 16.44 16.44 16.44 16.44 16.43 16.43 16.43 16.43
22.50 DISCHG 1.21 1.20 1.19 1.18 1.17 1.16 1.15 1.13 1.07 1.02
• 22.50 ELEV 16.42 16.42 16.42 16.42 16.42 16.41 16.41 16.41 16.39 16.38
25.00 DISCHG .96 .91 .86 .82 .77 .73 .69 .66 .62 .59
• 25.00 ELEV 16.37 16.36 16.34 16.33 16.32 16.31 16.31 16.30 16.29 16.28
27.50 DISCHG .56 .53 .50 .47 .45 .45 .45 .45 .45 .45
27.50 ELEV 16.27 16.27 16.26 16.25 16.25 16.24 16.23 16.22 16.21 16.20
. 30.00 DISCHG 45 .45 .45 .45 .45 .45 .45 .44 .44 .44
30.00 ELEV 16.19 16.19 16.18 16.17 16.16 16.15 16.14 16.13 16.12 16.11
32.50 DISCHG .44 .44 .44 .44 .44 .44 .44 .44 .44 .44
• 32.50 ELEV 16.11 16.10 16.09 16.08 16.07 16.06 16.05 16.04 16.03 16.03
35.00 DISCHG .44 .44 .44 .43 .43 .43 .43 .43 .43 .43
• 35.00 ELEV 16.02 16.01 16.00 15.99 15.98 15.97 15.97 15.96 15.95 15.94
37.50 DISCHG .43 .43 .43 .43 .43 .43 .43 .43 .43 .42
37.50 ELEV 15.93 15.92 15.91 15.91 15.90 15.89 15.88 15.87 15.86 15.85
• 40.00 DISCHG .42 .42 .42 .42 .42 .42 .42 .42 .42 .42
40.00 ELEV 15.85 15.84 15.83 15.82 15.81 15.80 15.80 15.79 15.78 15.77
• 42.50 DISCHG 42 .42 .42 .42 .42 .41 .41 .41 .41 .41
42.50 ELEV 15.76 15.75 15.75 15.74 15.73 15.72 15.71 15.70 15.70 15.69
45.00 DISCHG .41 .41 .41 .41 .41 .41 .41 .41 .41 .41
• 45.00 ELEV 15.68 15.67 15.66 15.65 15.65 15.64 15.63 15.62 15.61 15.61
47.50 DISCHG .41 .41 .40 .40 .40 .40 .40 .40 .40 .40
47.50 ELEV 15.60 15.59 15.58 15.57 15.57 15.56 15.55 15.54 15.53 15.53
• 50.00 DISCHG .40 .40 .40 .40 .40 .40 .40 .40 .40 .39
50.00 ELEV 15.52 15.51 15.50 15.49 15.49 15.48 15.47 15.46 15.45 15.45
• 52.50 DISCHG .39 .39 .39 .39 .39 .39 .39 .39 .39 .39
52.50 ELEV 15.44 15.43 15.42 15.41 15.41 15.40 15.39 15.38 15.38 15.37
• EXECUTIVE CONTROL OPERATION ENDCMP COMPUTATIONS COMPLETED FOR PASS 3 RECORD ID
EXECUTIVE CONTROL OPERATION ENDJOB END OF 1 JOB IN THIS RUN RECORD ID
• p
O
•
d
F
d
A
d
A
z
0
F
z
w
F
w
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o
• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •
STAGE / STORAGE TABULATION
Water Surface Area Average Area Depth Volume Total Volume Total
Surface (Square Feet) (Square Feet) (Feet) (Cubic Feet) (Cubic Feet) Volume
Elevation (Acre Feet)
14.50 14,000.00 0.00 0.0000
20,000.00 0.50 10,000.00
15.00 26,000.00 10,000.00 0.2296
38,500.00 1.00 38,500.00
16.00 51,000.00 48,500.00 1.1134
71,500.00 1.00 71,500.00
17.00 92,000.00 120,000.00 1 2.7548
10
STAGE DISCHARGE TABULATION
Water 3" Orifice 2' - 9" Weir 18" Restrictor Basin
Surface Hor Qor Hw Qw Hw Qw Outflow
Elevation cfs
(Feet) (cfs) (Feet) (cfs) (Feet) (cfs) (cfs)
14.50 0.00 0.0000 ---- ------ ---- ------ 0.0000
15.00 2.20 0.1726 ---- ------ ---- ------ 0.3621
16.25 3.45 0.3229 0.00 0.0000 ---- ------ 0.4534
16.50 3.70 0.3452 0.25 1.0656 0.00 0.0000 1.5352
17.00 ---- ------ 0.75 5.5371 0.50 2.1504 7.6875
Flow Through 3" Orifice: Qor = 0.62 x Aor x (2g H JO-51 Aar = 0.0491 sf Hor = W.S. Elev. - 12.80
Flow Through 2' - 9" Weir: QW = 3.10 x Lµ, x Hw'-'o LW = 2.750 ft H, = W.S. Elev. - 16.25
Flow Through 6' - 0" Weir: QW = 3.10 x LW x HW1.50 LW = 1.962 ft Ham, = W.S. Elev. - 16.50
11
a
Q
w
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N
.--�
. STUDY POINT NO. 1
TOTAI, AREA TO CONTROL STRUCTURE = 11.64 ACRES
• 1Y Ix'I LtiIN I'INIIIx�y1U-L"A* �fl'r -1 OUIFALL ry.0ypxp OpK.R[TP IN INS• WEII
HV IN
I
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O V + z I �..
INTAKE
CIILSI II 1"Y Wl xi 1625 cb TYfF 1 C9 IIPI 1 LOT- {5 I -IS
D'RI, nC o-WIN.II59 _- i2'If 5 \\ / B ', 1 Jr 1 DRAINAGE DIVIDE 1 I
. - .I. IOPtl'4 ql / IYmlw e2 ., .--- \\\\\\\ / `m2 1e oo --�do ti o cAR,H Rcnu 001FALL
\` \\ IYFDI+DSFD WANIR GNALItY SWALE I?•IE 16 W E I FL
- -- -
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--- EE DITCH -- --- ----- - - - r-------- - --- ------- -------
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R
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'tp to.n _� - 'zoSO >�-�. _ _ - .I°
11 -..GONG RLIVEk(PaD --- ce T'Pr 1 -..- ". -" ._.." _
ROOF .. }to.57--_____Tori4{5 ,
N '
B DRAt ..........
E
- 1 •
N 1oTOP c5 Tm 1 I I I
NURSERY i - `\�(, I s ss 12-M 6.45
IF n woo IB+ 23,026 SF
I �=O"IS 21.15. 20.10
II R'W 11.C4 1 ._ .• 19.
I l•Y:D'M +IT bo' Y2W 22OD Ills
f ' _
.21.T5
PROPOSED
EARTH DER. .I
OP OF BERM
BE HEIGHT. It _ - _ __-
A.
7D.F0 V21. (� 7•�t C6 TYPE 1 •�
• I'T: E%ISTM WERAND AREAS TO BE EMMACED WIN EXCAVATION FDA OPEN WATER 7OP If.tO 12. Ir 95
CONDITIONS DIVERSITY OF WEILAND PLANT(PER PRELIM RY WETLAND MITIGATION 4=I.TS / I='N%N, / A
PIANI \
O
�r A'RDOF GRAIN
11 HOME BASE
i4t ZOlO nso' 111,640 SF 21.19 Z0.so - 22D
TYPE t ..�, zl.io z1.00 f.
• I / -....•� TOP 20.00 \ ,
III )TIE K 5G .di
h zi.sD+ N
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III 9'ROOF DRAIN
'� � C6 TYPE 1 - 21.00
2KIr• INII uMIII
° _z0P9 p120.10
tt45
I 2O CID t 1180
12EO1
• i�1I
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• p I I I T
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h 11.50+ -- LB TFPE 1 i
• y rov 19 To o \ 1 1 I
I' � n I a•lE n25
PROPOSED EASEMENT FORWETLANINPIKAECTION t2LR
.. � AF N09]USM2T02141DI6)T fT - D.1S^ N,2035 +21{o d1 F20.50 21.00
oPOOP URAR4- �/ �•. B
• � - .� - -. 20 CB TYPE[
TOP 17 95 C9 TYPE t i ; 1
• I ! K IE �' ¢•1e n{s my 20.49 21.20 2LE0 i�'I
I1 12'IE 11.95
Ex15T1NG LOT LINE__- _ --
s 1. LL .
1 , � I
10.fd ....:.. •�� kFt �.\. `. •'- 21� w /PROPOSED LOT LINE' Z2M nT5 1l.Yd
-- -
LAa 2Z 3 _ I I
-'--
,) I •. r 9d�*.: :: tt1 1 21.50 2260
`, ! 'z< :. f s•o.9TG m sL- A,ate*
-:.: •�...:�....._: �.: '�- -- - -I°------ --------- --- ----- �TVPE---------- -- ----- CB TYPCI
-r 10 II
BERM TO BE REMOVED UPpI ($TYPE 1 CB TYPE I CB TYPE I t RECO/IGI17'gN OF A CB TYPE I 4
; :" 10.70 Tp•io.35 $U81ECT TO ror 20.T5 I I
DEVBOPMENT OF LOT] TO 20 TOP=0.'A 12'lE IT 55 )TIE IT 09 80111/OAIIY LPIE AD•EISTFk1Ff IL'IE IB Z9 TOI 20 fS
......_. ............ 2'IE 15.b1 R'IE I7.10
�T
BEEN TO BE EXTE710ED LMON AF 9�2702(E%IIBBIT WETLANDPROTECTION DRAINAGE DIVIDE
OEVBOPIIERT OF LOT 3 NOTE.WETLAHO MPACT$
t * _
• l '" WETLAND IMPACT$' 1 ITREr PAELMWAAY WETIND YTIGATgN PLAN FOR HOME ALLOW PACE ED FOR DEVELOPMENTS
' F(�^�7��J)1J))jjf ', J M1 AND 31 AS APPROVED BY THE HEARING EXAMINER
fl!!!!ll!!!!!!Q TOTAL WETLAND AREA TO BE FILLED FOR SITE DEVELOPMENT ,1 555 5< I J-� .J WETLAND REMOVAL OF W.764 SQUARE FEET 1190 ACRES). DEVELOPMENT OF THIS
TOTAL WEILAND AREA TO BE CONVERTED TO BLIFFER 9 335 SF ..... PROJECT)LOT 2 AND PART OF LOT 3)WILL RESULT W A REMAWx1G ALLOWABLE WETLAND
REMOVAL OF 31 M4 SQUARE FEET(02.]51-50.9201
• TOTAL WETLAND IMPACTS 50.920 SF
WETLAND MITIGATION CREDITS
® CREDIT FOR EN LANQEMENT OF EZISTWG WETIND AREA - 31 W SF
N 6T X® W SF)CREDIT FOR CREATION OF NEW WERMND AREA 1�1214 SF
TOTAL MITIGATION CREDITS _ U.358 SE DRAINAGE AREA M A P
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HOME BASE / RENTON
SCALE: 111 = 100'