20160905 Ver 1_Bridge 600061 Mitchell Stream Relocation Plan_20160921

� . . • ' � ' ' � i' � � •
. . � . • . : ' � � � `' ' : : �' ' : ' • � ' ' : �
••� : � ' � 'i ii ' ` � '' ` • � ' s' ' ' ' ! ' •
, � . ..i'• � � • !'� � ! ' � ' i � , �, . . �
� ' • � • � ' • � ! • : •' �' �' i
� , . . • � � � ' � "�• `�
. � i ) , � ' � • i � • � � � .
� �
i � � � i � T �
. • , . • ` �'� � i ' i � .
� . � . S . . . . 1 . .. i . , . , � � ' ' ' ! � ' � '
♦ 1 � � • i � �� � �
'`.� �i � ♦ �� � � i �..•� � : '
�
PR4JECT REFERENCE NO.
l7BPol3aRol44
RrW SHEET NO.
ROADWAY DESIGN
ENGINEER
:.
�
SPECIAL STILLING BASIN.
Descri ption
This work cansists of furnishing, p(acing, ond removing specia(
stilling basin(s} c�s directed. The speciat s3iNing basin sF�all be
used #o filter pumped water during canstructian of driiled piers,
foating excavation, channei relaca#ion, and�or culvert consfruction.
The special stilling basin shall alsa be used for sediment starage at
the oufilet of temporary slape drain pipe(s).
Materials
(�efer ta Division 10
ltem Section
Filter Fabric for Drainage, Type 2 1056
Sediment Contral Stone 1005
The filter fabric and sediment cantroE stane sfial) be clean and shall
not �ontain debris.
SHEEf NO.
REU-2
HYDRAULICS
ENGiNEER
The special stitling basin shall be a wnter permeable fabric bag that
traps sand, silt, and fines as sedimen#-laden water is pumped into
it, or as runo{f flows into i# through the temparary slape drain
p�Pets)•
The special stitling basin shall be a bag constructed to a minimum
size of 70* x 1Q* made from a nonwoven fabric. It shall have a
sewn-in 8"
(maximum} spout for receiving pump discharge. The bag seams shal{ be
sewn with a double needie machine using a high strength thread. The
seams shall have a minimum wide width strength as faHows:
Test Method Minimum Specifications
ASTM D-4884 60 Ib�in
The fabric used to construct the bag shal) be stabilized to provide
resistance io ultra violet degradatian and meet the follawing
specifications for flow ra#es, strsngth, and permeability:
Prapet`ty
Weight
Grab tensile
Puncture
Flow rafie
Permitfivity
UY Resistance
Test Method
ASTM D-377b
ASTM D-4632
ASTM D-4833
ASTM D-4491
ASTM D-4491
ASTM D-4355
Canstrucfion Methods
Minimum Specifications
$,0 orJ�rd
20Q.0 Ib
130.0 Ib
80.0 gaVmin/sf
7.2 Vsec
70.0°l0
The Contractar shall install the special stilling basin(s), fil#er
fabric, and stone in accordance with Standard Drawing No.1b30.06 and
at locations on the ptans and as directed.
The specia) stilling basin(sj shail be constrUcted such that it is
portabte and can be used adjacent to each drilted pier, footing,
stream relocafiian, andior cuivert. Temparary slope drain pipe(sj
shal{ 6e attached to the special stilling basin(s) so that the runoff
in the slope drain pipe(s) flows directly inta the special stilling
basin(sj, The special stilling basin(sj shal) be placed so #he
incaming water flaws into and through the bag without cc�using
erosion. The neck or spout of fihe bag shal) be tied of# tight�y to
s#op the wa#er from flowing out of the bag withaut going through fihe
walls. tf appiicable, the neck ar spout of the sitt bag shal) be cut
to atlow #or a slope drain pipe to be inserted into the specia!
s#illing basin, and tied off #ightly to stap the water from flawing
aut af the bag,
The specia) sfiilting basin(s} shall be replaced and disposed of when
it is * fuil of sediment or when it is impractical for the bag to
fil#er the sediment oufi at a reasonab(e flow rate. Priar apprava)
frorn the Engineer shati be received before removal and reptacement.
The Contractor shall be responsible for providing a suffi�ient
quan#ity of bags #o contain siifi from pumped effluent during
cansfiruction of drilled piers, footing excavation, ancYor cvlvert
construction. A sufFicient quantity of speciai stiliing basins shall
be provided to contain sedimen# from temporary slope drain cuno{f.

�
0
cn
w
�
P00�
F Q
Z Z
H �
O m
a
Q �
''' a
�
PO�L � � ` G�IDE
FLOW
POOL - T8 - POOL (�
RIFFLE
RIFFI.E
SLO_'_--�'�--a-
W
�
�
�
�
m
�
0
J
H
tQ-
RUN
J
a
0
a
�
0
�
z
r�+
z
z
N
W
m
TYPICAL PLAN
F 0
Z z
N w
d �
G.
n �
'"' o
g
,
P�OL
�
0
0
a
�
0
G
Z
w
GLIDE I RIFFLE
W
�
W
�
H
�
W
a
0
W
x
H o
Z z
H �
O �
a
o �
M 0
�
FLOW
POOL I GI.IDE
�
I
L_ _ � � _ � _ _ _ _ _ _ _ _ _ _ _ _ _ _ � _ _ � _ _ _ _. � ..,. ._ _. _ _ _ �. __. ._ _ _. ._. ._. ._ � s _ _ w � _ _ �. d _. � a _ w __ _
W
�J
�
�
M
�
W
O
G
Q
W
�
POOL - TO - POOL (L
�
RTFFLE
SLO'____ _PE_-�.•.-
W
J
ti.
�
H
a
�
O
J
N
¢
t—
' i ; ' : �T��l�
r',lI,`!
�
0
�
a.
tL
�
c�
z
F-i
Z
z
�
t9
W
�
t- ,o
Z z
t-i W
O m
o.
� ti
N �
�
�
P00�
�
O
0
a
t�.
O
G
2
W
GLIDE i RIFFLE
�
• � • • S , • � • i • .1 � �
IU
J
17.
�
M
�
�
O
Q
Q
w
x
VANE ARM ON INSIDE
BEND (1�AY BE SHORTEI
AND STEEPER
CHANNEL TYPICAL DETAIL
N4T TO SCALE
BANKFULL
TIE TQ—
EXISTING
GROUND
GROSS VANE CQNSTRUCTI�N
IN MEANDER-BEND
PLAN VIEW
— Wbkf TIE TQ
BANKFU�L—y �EXISTING
nnnn��n
2; r � �,�ti�
�� ��� �max 4� F�.Q'
r�.�� 2 ,�
Wb
TYPICAL RIFFLE
wbkf
TIE TO
EXISTING
GROUND
�//��/.� /.� /�� � /,
'�= � 4 Q
�� F� r dmax y ��;4
%�.R � � ��`
Wb
TYPICA� POOL
Wfipa
—Wbkf
�—BANKFULL �
?.�, � ,�t�4
�
�9 � �max F�'P
<,qr�F9 Z � �¢
Wb
TYPICAL RIFFl.E WITH
BANKFULL BENCH
2��
wfp�
--- Wbkfi �
SANKFULL
i ? Q�
�t9��`F9 2, y � o Q `�'yP��`
9 �� �1�41`� �max y ��.�' �
�A �.4v�
Wb
TYPICAL POOL INITH
BANKFULL BENCH
TIE TO
EXISTTNG
GROUND
Wbk� - BANKFULL WIDTH ''
�max - MAXIMUM DEPTH '',
Wb = BOTTOM WiD7H
W.�p� = FLOOD PRONE AREA WIDTH '
CROSS-SEGTI4N DINIENSIQNS
RIFFI.E POOL
REACH Wbkf Dmax Wb Wfpa Wbkf �max wb Wfpa �idRatio�#�
Sta. 10t16 - Sta. 11+�8 7 1 2 20 '7 1.5 2 2a 9
Sta. - Sta.
Sta. - Sta.
Sta. - Sta.
Sta. - Sta.
Sta. - Sta.
Sta. - Sta.
Sta. - Sta.
IOTES'
1. THE GOORDINATES FOR EACH CENTER OF RADIUS (EX. "R1"�rrR,Z'r
AND EACH HEAD OF RIFfLE {EX. "HR1", "HR2") ARE INDZGATED
ON TNE PLAN SNEETS.
PROJECT REFERENCE NO.
l7BPa13oF�'a144
EWV SHEET NO.
RQADWAY DESiGN
ENGINEER
�,�� ,,
.,� x ��•+ 4 i �� t'� ��f�r�.
*;;Ys. }� e� *�*"�'.,-� ��.t�"�a�'�
,y�' �,�• �: � �u :a
u� ��� � ��� �� �
` . _ � �.
SHEET NO.
REU —3
HYDRAUL(CS
ENGiNEER

c/�
a
c1>
>
W
�
C
L5t
�
s
�
�
i
�
N
L
CD
�
�
�
CD
/
C
O
-;
�
—E}-
O
N
�
�
�
N
L
�
CI)
/
C
C5t
�
N
Q
/
,-,
�
-N
�
N
�
C
0
L
>
C
�
/
CO
��
Qr
N
tn�
t �
O�
tS')�
.',
1/3 1/3 'i/3
BANKFULL BANKFULL BANKFULL
WTDTH � WID7H � WIDTH
FLOW ,I,
�Y
A
'-`� �--- � POOL
HEADER
ROCK
FOOTER
e 80CK A
KEY IN VANE TO BANK
MINIMUM OF AT AN
ELEVATION 6QUAL TQ
BANKFULL OR SLIGHTLY
LOWER
0 TO -'
30° Y
z
� m
HEADER RdGK , TYP r
SEE PROFILE FOR
F`Qw ELEYATION
� �
�\���\�%'�\'���U'�\�/�\�/�\�/� ;:; :: `�:: '.:;`,;;'::'�:: :
_._ �
O �t
BACKFILl, TYP. - ��C
#57 S7QNE, TYP.
SET HEADER ROCK BACK
A MINIMUM QF 1!3 WIDTH
OF THE FOOTER ROCK
�
2' (U.6m) �—FOOTER ROCK, TYP.
OCKS IN VANE A8M SHOULD
NOT BE GAPPED OR HAVE ANY
EXCAVATED TRENCH SIGNIFICANT SPACES
' ST4NE FOR ROCIC CROSS VANE FILTER FABRZC, TYP.
CONSTRUCTION
FILiER FABRIC �7ECT J.ON A� A
POOL EXCAVATED PER
DIRECTION OF ENGINEER
. � �
� :r e r i
� �� '
_�=�—
__--
--_—
---_
DIREGTION
OF FLOW
-�.-
EXTEND M
T4 NWSEL
BANKFULL-
.� FLOW
�
BACKFI�L;
TYP.
#57 STONE —
TIE VANE ARM INTO-
BANKFUL� ELEYA7ION
- HEADER
ROCKS
4% TO 20 o SLOPE
POOL
�`'°-- FILTER FABRIC � FOOTER `—BED
ROCKS
2' (0.6m) ROCKS iN VANE ARM SHOULD
MINIMUM NOT BE GAPPED OR HAVE ANY
SIGNIFICANT SPACES
SECTION B-B
RC�CK GROSS VANE QETAI L
NOT TO SGACE
PAATTSNG ANGHOR TRENCH
IN TRENCH QN 1' (0,3m} CENTERS
ANCHOR OVER�AP
4N 1' (0.3m) C�NTEF
. . . . . . . . . . . . . . . . . . . . .
COIR FIBER
MATTING
ANCNORS ON_
3' (lm}
CENTERS
�
STREAM
� � 6" (150mm)
OVERi.AY{MIN}
PLAN ViEW
�t8" {450mm
(TYP)
BACKFILL-,
NOTES:
1. DEEPEST PART OF POOL TO BE IN LINE WITH WHERE
VANE ARPA TIES INTO BANKFULL.
2. DO NOT EXCAVATE POQL T00 CLOSE TO FQaTER BOULDERS.
3. CLASS "A" STONE CAN BE IfSED TO REDUCE VOIDS
BETWEEN HEADERS AND FOOTERS.
4. CQMPAGT BANKFULL TO EXTENT POSSIBLE OR AT THE
DIRECTION flF THE ENGINEER,
5. PQOL DEPTH SHOULD BE 2 TO 3 TIMES BANKFULL DEPTH.
ANGHORS ON
S` ('im) CENTERS
ANGHORS
FLOODPLAINJ
EXTSTING
GROUND
� �— 6" (i50mm) PAIN
ANCHORS ON
1' (0.3m) CENTERS
IN TRENCH
MATTiNG SHALL BE
PLACED IN TRENCH
AND BACKFII.LED
TYPICAL GR�SS SECTION
CQIR FIBER MATTING DETAIL
N4T TO SCALE
MIN. OF BEYOND LIMITS
OF EXISTING CHANNEL
RLAN VIEW
2'r X 2" {nominal)
{5pmm x 50romj
WOODEN STAKE
1" (25mm)
2�� {50mm)
�'{50mm)
(600 m)`
#10 STEEL
REINFORCEMENT BAR
4" �lOOmm
IAMETER BEND
4`
{100mm)
24"(6QOm�)
1" (25mm) (naminal)
STAPLE
1" (25mm)
� t300mm)
� � • � • �
NOTES:
'1. IN AREAS TO BE MA7TED, AL� SEEQING, SOTL
AMENDMENTS� AND SOIL PREPARATION MUST BE
COMPLETED IN ACCORDANCE WITH TNE PROJECT
SPECIFICATIONS PRIOR TO PLACEMENT OF COIR
FIBER MATTING.
2. RESAR OR STAPLES MAY 8E tlSED IN PLACE OF
WOODEN STAKES AS D2RECTED BY THE ENGINEER.
NEYV STREAMBANK SHALL v��vvmrnv�r..r(
BE TREATED AS S' Min. ����ZLL
S�ECIFiED TN PLANS (y,�m)` 10` (3.Om)
EXTENd GHANNEL BL.00K
IHIN. QF BEYOND INVERT
OF EXISTING CNANNEL �
, �`° ���� �S�`G� i��G� i�����i
..,,��°����°���lG�(���lj��f°���������
.:,L<\"�G,c\\������c���:�1%��<\��y��Gc\��c�l� �/.i
r �
� ' .
I�IN .
'_ENGTH
BACKFILL �_�.
COMPACTED
BACKFILL
SEGTION B-B
STREAM PLUG
N07 TO SCALE
NOTES:
1. CHANNEL BLOCK SNALL BE INSTALL.ED IN ACCORDANCE WITH THE
PROJEGT SPECIFICATIONS.
2. BLOCK SHOULD BE INSTAtLED AT THE INTERFACE BETWEEN EXIS7ING
CHANNEL AND PROPOSED CNANNEL.
3. BOTTOM OF BLOGK SHOOLD BE A MINiMUM 8F 1' BEI.OW THE INVERT
OF TNE EXISTiNG CHANNEL. �
4. BLOCK SHOULD EXTEND A MTNIMUM OF 10' 86YOND TNE LIMITS OF THE
EXISTING STREAM GHANNEL.
5. INSTALL EROSION CONTROL MATTING AND SEED IN ACCORDANCE WITH
THE PROJECT SPECIFICATIONS iM�AEDIATELY AFTER GRADING.
6. COMPACT BACKPILL T8 EXTENT POSSIBLE OR AT THE DIRECTION OF
THE ENGINEER.
HOCK
VANE
!'� L'\lATTAiI �flT�iT
REACH
Wbkf (ft) (m) 7
Dmax {ft)(m) 1
ROCK" p LAN V I EW
HEAD OF BURY BOULDERS 6" BELOW BED
RIFFLE 12" NOM. THIGKNESS WEL� GRADED MIX
OF (20�) CLASS "A", {30�) CtJ►SS "B",
ANO (50�) N0. 57 STONE
G�I \/\�// o Rl�pt� ROCK CROSS
i,/i,./i�/i�/i� - �_ . .� YANE
3' {tm)
MINIMUM
OF
LE
NE
ER FABRIC
FILTER
FABRIC
SECTION A-A
COIR FISER
MATTING (TY�
CENTER BOULDER 2"-4 "
(50mm - 100mm) -
COIR FIBER—
MATTING (TYP}
C4NSTRUCTED RIFFLE DETAI�
NOT TO SCALE
ROOT WAD
ERS
. , �
1 ' ' i f i
LDERS
30T WAD
�
PLAN VIEW
TRENCHING METH4D
Dmax
1/3 Dmax
SECTION B-B
12" N01A. THICKNESS YYELI.
GRADED MIX OF 420�} CLASS °A",
(30�) Ct.ASS "B' , AND (50�)
N0. 57 S70NE
113 Dmau
70E
SECTION C��
NOTE:
1. BOULDERS 5HOULD BE NATIVE 570NES
OR SNOT ROCK, ANGULAR AND OBLONG,
WITH AN AXIS APPROX=b1ATELY
3' L x 2.5' W x 2' D
FLOOp PLAIN
0.5' (p.15m)
BERM - ----
ROOT WAD TO BE —��
INSTALLED AT A ,,
DOWNWARO ANGLE
ZNTO THE STREAM
BANK
ROOT WAD
- LONG,
> DIAMETER
COIR FIBER MATTENG
�
FOOTER B4ULDERS
BANKFUL� STAGE
TOP OF
NOTES:
ORIENT ROOT WADS SO TNAT THE STREAM F�OW MEETS TNE ROQT WAD
STRAIGNT ON, DEFLECTING THE WATER AWAY FROM THE BANK.
METHODS OF INSTALLATIQN:
DRIYE POINT METHOD:
SHARPEN THE END OF TNE LOG BEFORE "DRIVING" AT A DOWNWARD
ANGLE INTQ THE BANK. BOU�DER SHOULD BE PLACED ON EACH SIDE
QF THE ROOT WAD TO PIN IT IN PLACE. THE BOULDERS SHAL,L BE
APPROXIMATELY 3' X 2.5' X 2`. ONE-TMIRD OF THE ROOT
WAD SHOULD REMAIN BELOW NORMAE. BASE Fl.OW CONDI7'IONS.
TRENGHING METHOD:
IF THE ROOT WAD GANNOT BE DRIVEN =NTO THE BANK OR 3HE BANK NEEDS
TO BE EiECONSTBUCTED, THE TRENCHIN6 METHOD SHOULD BE USED. THiS
METHQD REQUIBES THAT A TRENCH BE EXCAYATED POR THE tOG PORTION
OF THE ROQi WAD. IN TNIS CASE, FOOTER B011DERS SHOULD BE INSTALLED '
UNDERNEATH THE ROOT WAD IN A TRENCH EXCAVATED PARALLEL 10 TNE '
BANK AND WE�L BELOW THE STREAM BED. BOULDERS SH0t1LD BE PLACED '
ON EACN SIDE OF TNE ROOTWAD TO PIN TT IN PE.ACE, TNE BOU�DERS
SHOU�D BE APPROXIMATELY 3' X 2.5' X 2'. ONE-THIRD OF THE ROOT '
WAD SHOULD REMAIN BELOW NORMAt, BASE FLOW CQNQITIONS. '
RC1QT WAD DETAIL
NOT TO SCALE
PROJECT REFERENCE NO.
l7BPol3oRoi44
R!W SHEET NO.
ROADWAY DESIGN
ENGINEER
�w���:�c�x��€;a y*. =`�a
�- , � �,�, ��s`�� "���r,� .
� �
�� �s �$���'��� p r� ,.
� �r�a+ ,t�, ,
t� �Pf ��,�«���r �� ��
:�' ��, „�.
�>
�
� ��.,�' � t � �
SHEET NO.
REU —4
HYDRAULICS
ENGINEER