Appendix A — City of Redmond Standard Details
APPENDIX A – CITY OF REDMOND STANDARD DETAILS TABLE OF CONTENTS City of Redmond Section 2 – Construction and Right of Way 201 Typical Trench Detail City of Redmond Section 3 – Roadway Construction 302 Pavement Planing Details 302A Pavement Repair Details 303 Curb & Sidewalk Joints 303A Sidewalk Jointing/Scoring in City Center 304 Typical Curb & Gutter Details 304A Extruded and Barrier Curb Sections 311B Crosswalk & Stop Bar, Downtown & Overlake 312 Channelization Line Types 320A Bicycle Detector Pavement Marking 321 Typical Pedestrian Railing City of Redmond Section 4 – Traffic / Transportation 408 Sight Distance Triangle 409 Standard Intersection Head Numbers & Phasing 417 Mast Arm Street Name Signs 419 Lane-Use Pavement Markings 420 Luminaire Pole (Concrete Square) 420A Typical Luminare Locations 421 Uniform Luminaire Wiring 426B Street Light Pole Mounting Sign 426C Sign and Post in Concrete/Asphalt 426D Sign and Post in Ground 429 Bulletnose and C-Curb Detail 453 Pedestrian Push Button Orientation 454A Loop Detector Spacing 455 Loop Detector Sawcut 456 Sawcut and Conduit Under Curb 457 Loop Detector Splice and Wire Labeling 458 Loop Terminal Strip 459A Cabinet Foundation 460 Controller and Service Cabinet Footprint 461 Service Cabinet 462 Interconnect Junction Boxes 464 Junction Box on Grade or Landscaped Areas 466 Trench Restoration for 1 or 2 Conduits 467A Junction Box Details (1 of 2) 467B Junction Box Details (2 of 2) 468A Fiber Splice and Storage (1 of 3) 468B Fiber Splice and Storage (2 of 3) 468C Fiber Splice and Storage (3 of 3)
APPENDIX A – CITY OF REDMOND STANDARD DETAILS TABLE OF CONTENTS (continued) City of Redmond Section 5 – Clearing, Grading & Temporary Erosion Control 503 Stabilized Construction Entrance City of Redmond Section 6 – Stormwater 609A Typ. Orientation of Type 2 Catch Basin in City Street 609B Typical Catch Basin in Placement 621 Lot Drain Trench 622 Stenciling Detail City of Redmond Section 7 – Water 701B Gate Valve Service Connections 702 ¾” to 2” Meter Setter Details 703 Standard Meter Locations ¾” to 2” Meters 706 Combination Air Release and Vacuum Valve Assembly 712 Fire Hydrant and Standpipe Location 713 Fire Hydrant Assembly 714 Fire Sprinkler System Back Flow Preventor 716 Meter Box and Hydrant Locations Within Planting Area 718 Valve Box Detail City of Redmond Section 9 – Miscellaneous 920 Maxicom Control Panel 922 Trench 923 Thrust Block 925 System Gate Valve 926 Control Valve 927 Quick Coupler 928 Rainbird 3500/5000/6500 Series Head and Swing Joint 929 Rainbird 1800 Series Head and Swing Joint 930 Valve Box Installation 7 ½” x 72” Wheel Stop
Appendix B — WSDOT Standard Plans
APPENDIX B – WSDOT STANDARD PLANS TABLE OF CONTENTS WSDOT Section B – Drainage Structures and Hydraulics B-05.20-01 Catch Basin Type 1 B-10.20-00 Catch Basin Type 2 b-15.20-00 Manhole Type 3 B-30.10-00 Rectangular Frame (Reversible) B-30.20-01 Rectangular Solid Metal Cover B-30.30-00 Rectangular Vaned Grate B-30.90-01 Miscellaneous Details for Drainage Structures B-55.20-00 Pipe Zone Bedding and Backfill B-70.20-00 Beveled End Sections WSDOT Section F – Curbs, Sidewalks and Driveways F-10.12-01 Cement Concrete Curbs F-10.42-00 Extruded Curb F-40.15-01 Perpendicular Curb Ramps F-40.16-01 Single Direction Curb Ramps F-45.10-00 Detectable Warning Surface WSDOT Section I – Site Preservation & Erosion Control I-10.10-01 High Visibility Fence I-30.30-00 Wattle Installation on Slope I-40.20-00 Storm Drain Inlet Protection WSDOT Section J – Illumination, Signals, and ITS IS-1 Pedestrian Push Button Post and Foundation (replaces J-20.10-00) J-21.10-02 Type PS, Type 1 RM and FB Signal Standard Foundation Details J-26.10-01 Signal Standard Foundation Plan J-26.15-00 Signal Standard Foundation Placements J-40.10-02 Locking Lid Standard Junction Box Types 1 & 2 J-40.30-02 Locking Lid Standard Duty Junction Box Type 8 J-60.05-00 Typical Grounding Details J-75.10-01 Signal Head Mounting Details Pole and Post Top Mountings J-75.20-00 Signal Head Mounting Details Mast Arm and Span Wire Mountings J-75.30-01 Miscellaneous Signal Details
DRAW N BY: LI SA CYFORD
NOTES
PIPE ALLOWANCES 1. As acceptable alternatives to the rebar shown in thePRECAST BASE SECTION, fibers (placed according to the Standard Specifications), or MAXIMUM
wire mesh having a minimum area of 0.12 square inches per foot shall
INSIDE
be used with the minimum required rebar shown in the ALTERNATIVE
PIPE MATERIAL
DIAMETER
PRECAST BASE SECTION. Wire mesh shall not be placed in the knockouts.
REINFORCED OR PLAIN CONCRETE
12"
2. The knockout diameter shall not be greater than 20". Knockouts shall have a wall thickness of 2" minimum to 2.5" maximum. Provide a 1.5"
FRAME AND VANED GRATE 15"
ALL METAL PIPE
minimum gap between the knockout wall and the outside of the pipe. After the pipe is installed, fill the gap with joint mortar in accordance withStandard Specification 9-04.3.
CPSSP (STD. SPEC. 9-05.20)
*
12"
3. The maximum depth from the finished grade to the lowest pipe invert 30 "
" 34
SOLID WALL PVC (STD. SPEC. 9-05.12(1))
20 "
" 24
shall be 5’.
15"
4. The frame and grate may be installed with the flange down, or integrally PROFILE WALL PVC (STD. SPEC. 9-05.12(2))
5"
5"
cast into the adjustment section with flange up.
15"
5. The Precast Base Section may have a rounded floor, and the walls may
CORRUGATED POLYETHYLENE
*
be sloped at a rate of 1:24 or steeper.
STORM SEWER PIPE
6. The opening shall be measured at the top of the Precast Base Section.
2", 4", 6", 12", OR 24"
7. All pickup holes shall be grouted full after the basin has been placed.
ONE #3 BAR FOR 6" HEIGHT INCREMENT (SPACED EQUALLY)
PORTATI ON. A COPY M AY BE OBTAI NED UPON REQUEST.
FI LE AT THE W ASHI NGTON STATE DEPARTM ENT OF TRANS-
DOCUM ENT
21"M I N.
18" MIN.
44535
THE ENGI NEER AND APPROVED FOR PUBLI CATI ON,I S KEPT ON
NE ER
44"
D
T A
3"
N TO
F PRO
R
G
ES EGISTERE I G SI ONAL EN
#3 BAR EACH CORNER
#3 BAR EACH CORNER
TE
NOTE: THI S PLAN I S NOT A LEGAL ENGI NEERI NG
M.KR EY OFWASHINAM
ER
) P. TY ( . N MI 4"
6)
CA S S
( SE E 22" NO TE
6) " 26 TE O N E SE (
BUT AN ELECTRONI C DUPLI CATE. THE ORI GI NAL,SI GNED BY
RECTANGULAR ADJUSTMENT SECTION
CATCH BASIN TYPE 1 #3 BAR HOOP EACH SIDE
#3 BAR HOOP
STANDARD PLAN B-5.20-01 SHEET 1 OF 1 SHEET
4"
APPROVED FOR PUBLICATION
#3 BAR EACH WAY
Pasco Bakotich III (SEE NOTE 1)
PRECAST BASE SECTION
ALTERNATIVE PRECAST BASE SECTION
STATE DESIGN ENGINEER
06-16-11 DATE
Washington State Department of Transportation
15’ - 0" MAX. (FOR MAINTENANCE)
4" MIN.
16" MAX.
28" MAX.
DRAWN BY: ADAM COCHRAN
NOTES 1.
No steps are required when height is 4’ or less.
2.
The bottom of the precast catch basin may be sloped to facilitate cleaning.
CATCH BASIN FRAME AND VANED GRATE OR MANHOLE RING AND COVER
3.
The rectangular frame and grate may be installed with the flange up or down. The frame may be cast into the adjustment section.
HANDHOLD
4.
Knockouts shall have a wall thickness of 2" minimum to 2.5" maximum. Provide a 1.5" minimum gap between the knockout wall and the outside of the pipe. After the pipe is installed, fill the gap with joint mortar in accordance with Standard Specification 9-04.3.
RECTANGULAR ADJUSTMENT SECTION OR CIRCULAR ADJUSTMENT SECTION
FLAT SLAB TOP
CATCH BASIN DIMENSIONS CATCH BASIN DIAMETER
WALL
MAXIMUM
BASE
THICKNESS THICKNESS
KNOCKOUT SIZE
MINIMUM
BASE REINFORCING STEEL
DISTANCE
in2/ft. IN EACH DIRECTION
BETWEEN KNOCKOUTS
SEPARATE BASE
INTEGRAL BASE
48", 54", 60", 72", 84" OR 96"
48"
4"
6"
36"
8"
0.23
0.15
54"
4.5"
8"
42"
8"
0.19
0.19
60"
5"
8"
48"
8"
0.25
0.25
72"
6"
8"
60"
12"
0.35
0.24
84"
8"
12"
72"
12"
0.39
0.29
96"
8"
12"
84"
12"
0.39
0.29
MORTAR (TYP.)
12"
(TYP.)
STEPS OR LADDER
54"
30"
36"
30"
27"
36"
60"
36"
42"
36"
36"
42"
72"
42"
54"
42"
36"
48"
84"
54"
60"
54"
36"
48"
96"
60"
72"
60"
36"
48"
"O" RING 12"
.W EW J T TH OFWASHINI TE
R
G
ES EGISTERE I G SI ONAL EN 15588
EXPIRES JULY 1, 2007
GRAVEL BACKFILL FOR PIPE ZONE BEDDING
6"
1
Corrugated Polyethylene Storm Sewer Pipe (Std. Spec. 9-05.20)
2
(Std. Spec. 9-05.12(1))
3
(Std. Spec. 9-05.12(2))
A COPY MAY BE OBTAINED UPON REQUEST.
30"
PORTATION.
27"
FILE AT THE WASHINGTON STATE DEPARTMENT OF TRANS-
24"
THIS PLAN IS NOT A LEGAL ENGINEERING DOCUMENT
PRECAST WITH RISER
30"
THE ENGINEER AND APPROVED FOR PUBLICATION, IS KEPT ON
CAST-IN-PLACE
24"
NOTE:
INTEGRAL BASE
48"
F PRO
SEPARATE BASE
PROFILE WALL PVC 3
TO
6"
1
SOLID WALL PVC 2
KI ECN
6"
CPSSP
NE ER
12"
ALL METAL
D
DIAMETER
GRAVEL BACKFILL FOR PIPE ZONE BEDDING
CONCRETE
S T A
BASIN REINFORCING STEEL (TYP.)
BUT AN ELECTRONIC DUPLICATE. THE ORIGINAL, SIGNED BY
PIPE MATERIAL WITH MAXIMUM INSIDE DIAMETER
MA T
CATCH 12" MAX.
2.5" MAX.
MORTAR FILLET
1" MIN.
24" MIN.
PIPE ALLOWANCES
CATCH BASIN TYPE 2
SEPARATE BASE PRECAST
STANDARD PLAN B-10.20-00 SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION
Harold J. Peterfeso STATE DESIGN ENGINEER
06-01-06 DATE
Washington State Department of Transportation
DRAWN BY: ADAM COCHRAN
NOTE Knockouts shall have a wall thickness of 2" minimum to 2.5" maximum.
MANHOLE RING AND COVER
28" MAX.
CIRCULAR ADJUSTMENT SECTION 16" MAX. 4" MIN.
FLAT SLAB TOP
MANHOLE DIMENSION TABLE 48", 54", 60", 72", 84" OR 96"
DIAM.
25’ - 0" MAX.
STEPS OR LADDER
WALL
BASE
THICKNESS
THICKNESS
MAXIMUM KNOCKOUT SIZE
MINIMUM
BASE REINFORCING STEEL
DISTANCE
in2/ft. IN EACH DIRECTION
BETWEEN KNOCKOUTS
SEPARATE BASE
INTEGRAL BASE
48"
4"
6"
36"
8"
0.23
0.15
54"
4.5"
8"
42"
8"
0.19
0.19
60"
5"
8"
48"
8"
0.25
0.25
72"
6"
8"
60"
12"
0.35
0.24
84"
8"
12"
72"
12"
0.39
0.29
96"
8"
12"
84"
12"
0.39
0.29
PRECAST RISER SECTIONS 12" (TYP.)
24:1 SLOPE
12" MAX. . .
.
.
.
. .
. .
.
. .
.
.
.
.
.
.
. .
.
.
.
.
.
. .
.
.
.
.
. .
GRAVEL BACKFILL FOR PIPE ZONE BEDDING
.
1" MIN.
6"
SEPARATE BASE
INTEGRAL BASE
CAST-IN-PLACE
PRECAST WITH RISER
F PRO
6"
2.5" MAX.
12"
.W EW J T TH OFWASHINI TE
R
G
TO
.
REINFORCING STEEL (TYP.) .
KI ECN
.
.
.
.
. . . .. .. . ....
.
.
.
.
. .
.
.
.
ES EGISTERE I G SI ONAL EN 15588
EXPIRES JULY 1, 2007
A COPY MAY BE OBTAINED UPON REQUEST.
. . .
.
. .
PORTATION.
. .
..
.
.
.
.
.
FILE AT THE WASHINGTON STATE DEPARTMENT OF TRANS-
. .
.
.
THIS PLAN IS NOT A LEGAL ENGINEERING DOCUMENT
. .
MORTAR FILLET
.
. .
.
.
.
.
THE ENGINEER AND APPROVED FOR PUBLICATION, IS KEPT ON
.
.
BUT AN ELECTRONIC DUPLICATE. THE ORIGINAL, SIGNED BY
.
. .
.
.
CHANNEL AND SHELF
. .
NOTE:
.
.
NE ER
.
.
. .
D
.
.
S T A
.
.
. .
MA T
. .
"O" RING 12"
MANHOLE TYPE 3 GRAVEL BACKFILL FOR PIPE ZONE BEDDING
6"
STANDARD PLAN B-15.60-00 SEPARATE BASE PRECAST
SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION
Harold J. Peterfeso STATE DESIGN ENGINEER
06-01-06 DATE
Washington State Department of Transportation
29 1/4" DRAWN BY: MARK SUJKA
NOTES 1.
This frame is designed to accommodate 20" 24" grates or covers as shown on Standard Plans B-30.20, B-30.30, B-30.40 and B-30.50.
2.
When bolt-down grates or covers are specified in the Contract, provide two holes in the frame that are vertically aligned with the grate or cover slots. Tap each hole to accept a 5/8" - 11 NC 2" allen head cap screw. Location of bolt down holes varies among different manufacturers.
3.
Refer to Standard Specification 9-05.15(2) for additional requirements.
RECESSED ALLEN HEAD CAP SCREW 5/8" - 11 NC x 2"
BOLT-DOWN HOLE (TYP.) ~ 5/8" - 11 NC, SEE DETAIL & NOTE 2
7/8"
1/8"
25 1/4"
3/4"
GRATE
1 1/4"
4 1/2"
A
1 5/8"
3/4"
1 5/8"
FRAME
2 1/2"
SECTION
BOLT-DOWN DETAIL DETAIL
B
SEE NOTE 2
A COPY MAY BE OBTAINED UPON REQUEST. PORTATION.
EXPIRES JULY 1, 2007
FILE AT THE WASHINGTON STATE DEPARTMENT OF TRANS-
THIS PLAN IS NOT A LEGAL ENGINEERING DOCUMENT
B
15588
NOTE:
ES EGISTERE I G SI ONAL EN
THE ENGINEER AND APPROVED FOR PUBLICATION, IS KEPT ON
R
G
NE ER
S T A
F PRO
24 1/4"
TE
TO
MA T
.W EW J T TH OFWASHINI
KI ECN
FRAME CAST INTO PRECAST ADJUSTMENT SECTION ~ SEE STANDARD PLAN B-30.90 FOR ADJUSTMENT SECTION DETAILS
D
FLANGE UPWARD
BUT AN ELECTRONIC DUPLICATE. THE ORIGINAL, SIGNED BY
TOP
RECTANGULAR FRAME (REVERSIBLE) STANDARD PLAN B-30.10-00 SHEET 1 OF 1 SHEET
SECTION
A
APPROVED FOR PUBLICATION
Harold J. Peterfeso STATE DESIGN ENGINEER
ISOMETRIC VIEW SHOWING THE VARIATIONS
06-08-06 DATE
Washington State Department of Transportation
NOTES
26" R ~ SEE NOTE 2
3"
DRAWN BY: MARK SUJKA
24"
BOLT-DOWN SLOT ~ SEE DETAIL AND NOTE 1
1.
When bolt-down covers are specified in the Contract, provide two slots in the cover that are vertically aligned with the holes in the frame. Location of bolt-down slots varies among different manufacturers.
2.
Alternative reinforcing designs are acceptable in lieu of the rib design.
3.
Refer to Standard Specification 9-05.15(2) for additional requirements.
4.
For frame details, see Standard Plan B-30.10.
C
20"
2 1/2" DIAM. HOLE
5" 1 1/2"
A
1/2"
3 1/2"
3/4"
3/4"
4"
5/8" 1 1/4" 3/4" DIAM. HOLE 1 1/2"
5/8"
1/2" DIAM. HANDLE
SECTION
C
B
TOP
SECTION
B
BOLT-DOWN SLOT DETAIL
A COPY MAY BE OBTAINED UPON REQUEST. PORTATION.
EXPIRES JULY 1, 2007
SECTION
FILE AT THE WASHINGTON STATE DEPARTMENT OF TRANS-
39" R ~ SEE NOTE 2
THE ENGINEER AND APPROVED FOR PUBLICATION, IS KEPT ON
15588
NOTE:
ES EGISTERE I G SI ONAL EN
THIS PLAN IS NOT A LEGAL ENGINEERING DOCUMENT
NE ER
F PRO
R
G
BUT AN ELECTRONIC DUPLICATE. THE ORIGINAL, SIGNED BY
TE
D
S T A
.W EW J T TH OFWASHINI TO
MA T
1 1/2"
3"
4 3/4"
KI ECN
1 5/8" MAX.
SEE NOTE 1
A
RECTANGULAR SOLID METAL COVER
STANDARD PLAN B-30.20-01 SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION
Kevin J. Dayton ISOMETRIC
STATE DESIGN ENGINEER
11-21-06 DATE
Washington State Department of Transportation
1"
DRAWN BY: MARK SUJKA
NOTES 1.
When bolt-down grates are specified in the Contract, provide two slots in the grate that are vertically aligned with the holes in the frame. Location of bolt-down slots varies among different manufacturers.
2.
Refer to Standard Specification 9-05.15(2) for additional requirements.
3.
For Frame details, see Standard Plan B-30.10.
5"
3"
FLOW 5"
DI
SLOT ~ SEE DETAIL AND NOTE 1
1/2" 5"
FOUNDRY NAME
5"
20"
5"
A
3/4"
5/8"
3"
5"
1 1/4"
FLOW
B
TOP
SECTION
B
BOLT-DOWN SLOT DETAIL
SECTION
A COPY MAY BE OBTAINED UPON REQUEST. PORTATION.
EXPIRES JULY 1, 2007
FILE AT THE WASHINGTON STATE DEPARTMENT OF TRANS-
15588
NOTE:
ES EGISTERE I G SI ONAL EN
THIS PLAN IS NOT A LEGAL ENGINEERING DOCUMENT
R
D
DIRECTION OF FLOW
THE ENGINEER AND APPROVED FOR PUBLICATION, IS KEPT ON
G
NE ER
S T A
TE
TO
MA T
.W EW J T TH OFWASHINI
KI ECN
7 OR 8 EQUAL SPACES
F PRO
1 5/8" MAX.
24"
BUT AN ELECTRONIC DUPLICATE. THE ORIGINAL, SIGNED BY
SEE NOTE 1
A
RECTANGULAR VANED GRATE
STANDARD PLAN B-30.30-00 SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION
Harold J. Peterfeso ISOMETRIC
STATE DESIGN ENGINEER
06-01-06 DATE
Washington State Department of Transportation
NOTE Ladder rungs for manholes and catch basins shall meet the requirements of AASHTO M 199.
#6 BARS @ 7" SPACING
12" MIN.
STEP
24
2" (TYP.)
48" MAX.
20" x 24", 24" DIAM., 48" DIAM. OR 54" DIAM. HOLE
MIN.
9 1/2"
6"
12" (TYP.)
" . IN M
12" 6" 1" MIN. 2 1/2" MAX. 9"
84" or 96" FLAT SLAB TOP
12" 30
"
34
"
2
TYPICAL ORIENTATION
"
20
4"
PREFABRICATED LADDER
FOR ACCESS AND STEPS 5"
#5 BARS @ 6" SPACING 5"
6" OR 12"
24" MIN.
20" x 24", 24" DIAM., 48" DIAM. OR 54" DIAM. HOLE 2" (TYP.)
NOTE:
ECCENTRIC CONE SECTION EXPIRES JULY 1, 2009
A COPY MAY BE OBTAINED UPON REQUEST. PORTATION.
34"
15588
FILE AT THE WASHINGTON STATE DEPARTMENT OF TRANS-
#4 BARS @ 6" SPACING
THIS PLAN IS NOT A LEGAL ENGINEERING DOCUMENT
ES EGISTERE I G SI ONAL EN
THE ENGINEER AND APPROVED FOR PUBLICATION, IS KEPT ON
R
G
NE ER
F PRO
48" MIN.
TE
D
S T A
As an acceptable alternative to rebar, wire mesh having a minimum area of 0.12 square inches per foot may be used for adjustment sections.
.W EW J T TH OFWASHINI TO
1
MA T
RECTANGULAR ADJUSTMENT SECTION
BUT AN ELECTRONIC DUPLICATE. THE ORIGINAL, SIGNED BY
1
KI ECN
72" FLAT SLAB TOP
18" MIN.
1" MIN. 2 1/2" MAX.
42" MAX.
8"
ONE #3 BAR HOOP FOR 6" TWO #3 BAR HOOPS FOR 12"
MISCELLANEOUS DETAILS FOR DRAINAGE STRUCTURES
20" x 24" OR 24" DIAM. HOLE
STANDARD PLAN B-30.90-01
2" (TYP.)
SHEET 1 OF 1 SHEET 1 ONE #3 BAR HOOP
APPROVED FOR PUBLICATION
8"
4" 1" MIN. 2 1/2" MAX.
5"
Pasco Bakotich III STATE DESIGN ENGINEER
48", 54", or 60" FLAT SLAB TOP
CIRCULAR ADJUSTMENT SECTION
09-20-07 DATE
Washington State Department of Transportation
TRENCH WIDTH
NOTES
PIPE ZONE BACKFILL (SEE NOTE 1)
GRAVEL BACKFILL FOR PIPE ZONE BEDDING (SEE NOTE 2)
85% O.D. (SEE NOTE 4)
PIPE ZONE
6"
(SEE NOTE 3)
1.
See Standard Specifications Section 7-08.3(3) for Pipe Zone Backfill.
2.
See Standard Specifications Section 9-03.12(3) for Gravel Backfill for Pipe Zone Bedding.
3.
See Standard Specifications Section 2-09.4 for Measurement of Trench Width.
4.
For sanitary sewer installation, concrete pipe shall be bedded to spring line.
6"
15% O.D. FOUNDATION LEVEL
TRENCH WIDTH
CONCRETE AND DUCTILE IRON PIPE
6"
(SEE NOTE 3)
TRENCH WIDTH (SEE NOTE 3) GRAVEL BACKFILL FOR PIPE ZONE BEDDING (SEE NOTE 2) 6"
GRAVEL BACKFILL FOR PIPE ZONE BEDDING (SEE NOTE 2)
PIPE ZONE
85% RISE
PIPE ZONE BACKFILL (SEE NOTE 1)
6"
15% RISE
PIPE ARCHES
FOUNDATION LEVEL
O.D. O.D.
PIPE ZONE
50% 6"
GRAVEL BACKFILL FOR PIPE ZONE BEDDING (SEE NOTE 2)
50%
(DIAMETER)
102" to 180"
48"
18" to 36"
12"
PIPE ARCH (SPAN) METAL ONLY
43" to 142"
SPAN /3
148" to 200"
48"
S T A
EXPIRES JULY 1, 2007
PIPE ZONE BEDDING AND BACKFILL
STANDARD PLAN B-55.20-00 SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION
Harold J. Peterfeso STATE DESIGN ENGINEER
06-01-06 DATE
Washington State Department of Transportation
METAL PIPE
A COPY MAY BE OBTAINED UPON REQUEST.
DIAM. /2
PORTATION.
30" to 96"
THIS PLAN IS NOT A LEGAL ENGINEERING DOCUMENT
12"
NE ER
12" to 24"
15588
FILE AT THE WASHINGTON STATE DEPARTMENT OF TRANS-
6"
CIRCULAR PIPE
ES EGISTERE I G SI ONAL EN
NOTE:
PIPE ZONE BACKFILL (SEE NOTE 1)
R
G
D
SIZE
(SEE NOTE 3)
F PRO
PIPE
TRENCH WIDTH
MINIMUM DISTANCE BETWEEN BARRELS
TE
TO
FOR MULTIPLE INSTALLATIONS
.W EW J T TH OFWASHINI
KI ECN
CLEARANCE BETWEEN PIPES
MA T
THERMOPLASTIC PIPE
THE ENGINEER AND APPROVED FOR PUBLICATION, IS KEPT ON
FOUNDATION LEVEL
BUT AN ELECTRONIC DUPLICATE. THE ORIGINAL, SIGNED BY
6"
O.D.
PIPE ZONE
FOUNDATION LEVEL
NOTES END SECTION LENGTH SHALL BE AT LEAST SIX TIMES THE DIAMETER OF THE PIPE (SEE STD. SPEC. 7-02.3(1))
4H:
1V
OR
STE
EPE
R
1.
The culvert ends shall be beveled to match the embankment or ditch slope and shall not be beveled flatter than 4H:1V. When slopes are between 4H:1V and 6H:1V, shape the slope in the vicintiy of the culvert end to ensure that no part of the culvert protrudes more than 4" above the ground line.
2.
Field cutting of culvert ends is permitted when approved by the Engineer. All field-cut culvert pipe shall be treated with treatment as shown in the Standard Specifications or General Special Provisions.
4" MAX.
THERMOPLASTIC PIPE
4H:
1V
OR
STE
EPE
R
4H:
1V
OR
STE
EPE
A COPY MAY BE OBTAINED UPON REQUEST. PORTATION.
THIS PLAN IS NOT A LEGAL ENGINEERING DOCUMENT
FILE AT THE WASHINGTON STATE DEPARTMENT OF TRANS-
EXPIRES JULY 1, 2007
THE ENGINEER AND APPROVED FOR PUBLICATION, IS KEPT ON
15588
NOTE:
ES EGISTERE I G SI ONAL EN
BUT AN ELECTRONIC DUPLICATE. THE ORIGINAL, SIGNED BY
R
G
NE ER
F PRO
END SECTION LENGTH SHALL BE AT LEAST SIX TIMES THE DIAMETER OF THE PIPE (SEE STD. SPEC. 7-02.3(1))
TE
TO
S T A
.W EW J T TH OFWASHINI
KI ECN
MA T
CONCRETE PIPE
D
4" MAX.
FOR CULVERTS 30" DIAMETER OR LESS
BEVELED END SECTIONS
R
STANDARD PLAN B-70.20-00 SHEET 1 OF 1 SHEET
4" MAX.
APPROVED FOR PUBLICATION
Harold J. Peterfeso STATE DESIGN ENGINEER
METAL PIPE
06-01-06 DATE
Washington State Department of Transportation
VARIES 12" TO 24" VARIES 10" TO 22"
6 1/2" 5 1/2"
VARIES FROM 6" TO 0", MAINTAIN 1H : 6V SLOPE ON SIDE OF CURB
1" R.
VARIES 1" R.
MATCH ROADWAY SLOPE
MATCH ROADWAY SLOPE
1/2" R. 6"
ROADWAY
6"
6"
1"
1" R.
1" R.
1/2" R.
6 1/2"
1"
(SEE CONTRACT) MATCH ROADWAY SLOPE
FACE OF CURB
1/2" R.
1/2" R.
ROADWAY
6"
6"
6"
12"
ROADWAY
11 1/2"
1’ - 6"
11 1/2"
MATCH ROADWAY SLOPE
1/2" R.
1/2" R.
1’ - 6"
1
DUAL-FACED CEMENT CONCRETE
CEMENT CONCRETE
TRAFFIC CURB AND GUTTER
TRAFFIC CURB AND GUTTER
ROADWAY
2.0%
6"
1"
FACE OF CURB
FACE OF CURB
VARIES FROM 12" TO 6"
FACE OF CURB
DEPRESSED CURB SECTION AT CURB RAMPS AND DRIVEWAY ENTRANCES
6" 1" R. 6"
CEMENT CONCRETE OR ASPHALT CONCRETE SIDEWALK OR PATH
6"
1/2" R.
1/2" R. 1" R.
1’ - 0"
VARIES FROM 6" TO 0"
CEMENT CONCRETE CURB RAMP, LANDING, OR DRIVEWAY ENTRANCE
NOTE 1.
See Standard Plan F-30.10 for Curb Expansion and Contraction Joint spacing.
6" 1
3/8" PREMOLDED JOINT FILLER (WHEN ADJACENT TO CEMENT CONCRETE SIDEWALK)
3/8" PREMOLDED JOINT FILLER
CEMENT CONCRETE PEDESTRIAN CURB
FLUSH WITH GUTTER PAN AT CURB RAMP ENTRANCE ~ 1/2" VERTICAL LIP AT DRIVEWAY ENTRANCE
CEMENT CONCRETE PEDESTRIAN CURB AT CURB RAMPS, LANDINGS,
1’ - 4"
A COPY MAY BE OBTAINED UPON REQUEST. PORTATION.
ROADWAY
FILE AT THE WASHINGTON STATE DEPARTMENT OF TRANS-
ROADWAY
32350
THIS PLAN IS NOT A LEGAL ENGINEERING DOCUMENT
1/2" R.
THE ENGINEER AND APPROVED FOR PUBLICATION, IS KEPT ON
ES EGISTERE I G SI ONAL EN
NOTE:
6"
ROADWAY
R
NE ER
1 1/2" R. 1" R.
1/2" R.
1’ - 4"
6"
ROADWAY
1" R.
6"
1" R.
4"
1"
6"
5 1/2"
D
3"
(SEE CONTRACT)
BUT AN ELECTRONIC DUPLICATE. THE ORIGINAL, SIGNED BY
T 7 1/4" 6 1/2"
1"
4"
VARIES 10" TO 22"
T
FACE OF CURB
1’ - 4"
1"
S T A
FACE OF CURB
TO
FACE OF CURB VARIES 12" TO 24"
BER RY L. EREOFWASHING E
S NDN
FACE OF CURB
F PRO
DRAWN BY: FERN LIDDELL
AND DRIVEWAY ENTRANCES
CEMENT CONCRETE CURBS
STANDARD PLAN F-10.12-02 1 3/4"
1 3/4"
8 1/4"
8 1/4"
SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION
Pasco Bakotich III STATE DESIGN ENGINEER
DUAL-FACED CEMENT
CEMENT CONCRETE
MOUNTABLE CEMENT
CONCRETE TRAFFIC CURB
TRAFFIC CURB
CONCRETE TRAFFIC CURB
06-16-11 DATE
Washington State Department of Transportation
1"
2"
6"
1"
. 1" R
1"
2"
1" R .
3"
3"
. 1" R
. R
. R
1/
2"
2" 1/
2" 1/
1
6"
1/
1
1" R .
1"
R .
1"
1
6"
R .
1"
8"
1
DRAWN BY: BILL BERENS
8"
12"
TYPE 1
# 3 BAR
10’ - 0"
12"
BETWEE
N JOINTS (TYP.)
(HOT MIX ASPHALT)
12"
12"
TYPE 4 (CEMENT CONCRETE)
1" MIN. (TYP.)
CEMENT CONCRETE EXTRUDED CURB
8" 1"
8"
6"
1"
1"
# 3 BARS (TYP.)
6"
1"
SPACING OF ANCHOR BARS
. 2"
JOINTS MAY BE FORMED DURING INSTALLATION USING A RIGID DIVIDER OR SAWCUT AFTER CONCRETE CURES TO MINIMUM STRENGTH.
1/ 1
6"
2"
4"
. 1" R
2"
4" 2"
NOTE
R
R 1
1" R .
.
.
. 1" R
R
R
1/
2"
2"
2"
1/
1/ 1" R .
1
1
.
(FOR TYPES 4, 5, AND 6)
TYPE 2
# 3 BAR
(HOT MIX ASPHALT)
TYPE 5
A COPY MAY BE OBTAINED UPON REQUEST. PORTATION.
FILE AT THE WASHINGTON STATE DEPARTMENT OF TRANS-
6"
EXPIRES AUGUST 26, 2007
6"
THIS PLAN IS NOT A LEGAL ENGINEERING DOCUMENT NOTE:
R 2" 1/
31805
1
.
.
1
R
R
1/
2"
2"
2"
1/
1/
R
1
1
F PRO
R
ES EGISTERE I G SI ONAL EN
THE ENGINEER AND APPROVED FOR PUBLICATION, IS KEPT ON
2 1/2"
NE ER
5"
G
D
2 1/2"
.
2 1/2"
.
5"
TE
BUT AN ELECTRONIC DUPLICATE. THE ORIGINAL, SIGNED BY
S T A
10"
LEROY S MI AS FW HI O N TO
2 1/2"
N
THN
10"
KE
(CEMENT CONCRETE)
EXTRUDED CURB 1" R .
1" R .
6"
1"
. 1" R
1"
2"
. 1" R
STANDARD PLAN F-10.42-00 SHEET 1 OF 1 SHEET
TYPE 3
# 3 BAR
APPROVED FOR PUBLICATION
(HOT MIX ASPHALT)
Ken L. Smith TYPE 6 (CEMENT CONCRETE)
STATE DESIGN ENGINEER
01-23-07 DATE
Washington State Department of Transportation
DRAWN BY: LISA CYFORD
SPACING VARIES (TYP.) ~ SEE WATTLE SPACING TABLE
NOTES 1.
Wattles shall be in accordance with Standard Specification 9-14.5(5). Install Wattles along contours. Installation shall be in accordance with Standard Specification 8-01.3(10).
2.
Securely knot each end of Wattle. Abut adjacent Wattles tightly, end to end, without overlapping the ends.
3.
Pilot holes may be driven through the Wattles and into the soil when soil conditions require.
4.
Live stakes may be used for permanent installation and shall be in accordance with Standard Specification 9-14.5(6).
5.
Wattles shall be inspected regularly, and immediately after a rainfall produces runoff, to ensure they remain thoroughly entrenched and in contact with the soil.
6.
Perform maintenance in accordance with Standard Specification 8-01.3(15).
A
3" MIN.
V
A
R IE
S
WATTLE
4" MAX.
22 3’ - 0" WOODEN STAKE
2" MIN. 1’ - 0" MIN.
22 3’ - 0" WOODEN STAKE SPACED EVERY 4’ - 0" O.C. (TYP.)
5" MAX.
L
E
N
G
T
H
TRENCH ~ SEE NOTE 1
STAGGER JOINTS (TYP.) ~ SEE NOTE 2
TYPICAL SECTION
PLAN VIEW WATTLE DETAIL
SEDIMENT TRAPPING AREA (TYP.)
SPACING VARIES (TYP.)
STATE OF
~ SEE WATTLE SPACING TABLE
WASHINGTON REGISTERED LANDSCAPE ARCHITECT
MARK W. MAURER CERTIFICATE NO. 000598
WATTLE SPACING TABLE
NOTE:
THIS PLAN IS NOT A LEGAL ENGINEERING DOCU-
MENT BUT AN ELECTRONIC DUPLICATE. THE ORIGINAL, SIGNED BY THE ENGINEER AND APPROVED FOR PUBLICATION, IS KEPT ON FILE AT THE WASHINGTON STATE DEPART-
WATTLE ~ SEE DETAIL
SLOPE
MAXIMUM SPACING
1:1
10’ - 0"
2:1
20’ - 0"
3:1
30’ - 0"
4:1
40’ - 0"
MENT OF TRANSPORTATION.
A COPY MAY BE OBTAINED UPON REQUEST.
WATTLE INSTALLATION ON SLOPE STANDARD PLAN I-30.30-00 SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION
SECTION
A
Pasco Bakotich III STATE DESIGN ENGINEER
09-20-07 DATE
Washington State Department of Transportation
DRAWN BY: LISA CYFORD
NOTES 1.
Size the Below Inlet Grate Device (BIGD) for the storm water structure it will service.
2.
The BIGD shall have a built-in high-flow relief system (overflow bypass).
3.
The retrieval system must allow removal of the BIGD without spilling the collected material.
4.
Perform maintenance in accordance with Standard Specification 8-01.3(15).
5" MAX.
DRAINAGE GRATE
TRIM
GRATE FRAME
DRAINAGE GRATE ~ RECTANGULAR GRATE SHOWN
RETRIEVAL SYSTEM (TYP.)
SEDIMENT AND DEBRIS OVERFLOW BYPASS
BELOW INLET GRATE DEVICE
FILTERED WATER
BELOW INLET GRATE DEVICE
OVERFLOW BYPASS (TYP.)
STATE OF WASHINGTON REGISTERED LANDSCAPE ARCHITECT
MARK W. MAURER SECTION VIEW
CERTIFICATE NO. 000598
ISOMETRIC VIEW NOTE:
NOT TO SCALE
THIS PLAN IS NOT A LEGAL ENGINEERING DOCU-
MENT BUT AN ELECTRONIC DUPLICATE. THE ORIGINAL, SIGNED BY THE ENGINEER AND APPROVED FOR PUBLICATION, IS KEPT ON FILE AT THE WASHINGTON STATE DEPARTMENT OF TRANSPORTATION.
A COPY MAY BE OBTAINED UPON REQUEST.
STORM DRAIN INLET PROTECTION STANDARD PLAN I-40.20-00 SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION
Pasco Bakotich III STATE DESIGN ENGINEER
09-20-07 DATE
Washington State Department of Transportation
PIPE CAP
TOP OF
PIPE CAP
POLE 4 3/ 4"
NOTES
3/4" 4" LONG S.S. BOLT WITH (2) 1" FLAT WASHER (TYP.)
1. SeeStandard Plan J-20.26for Pedestrian PushButton details.
PEDESTRIAN PUSH BUTTON ~ SEE NOTE 1
6 7/ 8"
SIGN
PUSH
FLAT BACK HUB PLATE ~ 1 1/2" DIAM. NPS ALUMINUM
BUTTON FOR
PEDESTRIAN PUSH BUTTON
CURVED HUB PLATE WITH CABLE GUIDE ~
~ SEE NOTE 1
1 1/2" DIAM., NPS ALUMINUM
STAINLESS STEEL STRAP (TYP.)
EXTENSION ARM ~ 1 1/2" DIAM. STEEL
18" MAX.
APPROX.3’-6"
4’-6"
SEESTANDARD SPECIFICATION 9-29.6(1)
APPROX.3’-6"
FACE OF CURB
TOP OF SIDEWALK
PEDESTRIAN CURB
1"M AX.
1"M AX.
OR SHOULDER
TOP OF SIDEWALK
1/4" PREMOLDED
1/4" PREMOLDED
JOINT FILLER
JOINT FILLER
ISOMETRIC VIEW
FILE NAME
ELEVATION
WITHOUT LANDING
WITH LANDING
PEDESTRIAN PUSH BUTTON POST
S:\Design R P& S\4-Standards\2-Plan Sheet Library\06-Illum & Signal (IS)\(IS-1) Pedestrian Push Button Post\IS-1.dgn
TIME
4:26:02 PM
DATE
10/19/2010
PLOTTED BY
ELEVATION
REGION
STATE
NO.
FED.AID PROJ.NO.
IS-1 10
Cyfordl
WASH
JOB NUMBER
DESIGNED BY
Washington State Department of Transportation
ENTERED BY CONTRACT NO.
CHECKED BY
LOCATION NO.
PROJ. ENGR. REGIONAL ADM.
DATE
REVISION
DATE
BY
P.E. STAMP BOX
DATE P.E. STAMP BOX
SHEET
1 OF
PEDESTRIAN PUSH BUTTON POST (PPB) AND FOUNDATION
2 SHEETS
FOR 3/8" BOLT FIELD DRILL AND TAP FOR
PEDESTRIAN PUSH BUTTON POST ~ 2 1/2" DIAM. SCHEDULE 40 STEEL PIPE
ANGLE ~ 6063 ALUMINUM PLATE
2. 50" 2. 40"
4" 4" 3/8" 2-WAY MOUNTING
BOLT HOLE
.875" DIAM. HOLE
3/4" R (TYP.)
7. 75"
FOR CHASE NIPPLE
CHASE NIPPLE (TYP.) ~ 1/2" DIAM. 3" WITH 7/8" PEDESTRIAN PUSH BUTTON
HEX HEAD, 1/2" PIPE THREAD
ASSEMBLY (TYP.) ~ SEE NOTE 1
.375"
3/4" R.
1/2" CHASE NIPPLE 4.00" 2 1/ 2"
3/8" - 16 3" STAINLESS STEEL BOLT WITH WASHER (TYP.)
0.391" DIAM.
2. 85"
FIELD DRILL AND TAP
2.1875"
(OR 1 13/16") 1’-7 1/ 4"( WI TH LANDI NG)
BUTTON POST
1 .8125"
2 1/2" PIPE CAP 1’-1 1/ 4"( WI THOUT LANDI NG)
1"
PEDESTRIAN PUSH
THREAD
TOP OF POST
(TYP.)
2-WAY PEDESTRIAN PUSH BUTTON DETAIL
2-WAY MOUNTING ANGLE DETAIL
5"
MIRROR IMAGE FOR RIGHT SIDE .375" THICK, 6063 ALUMINUM PLATE
2 1/2"
POST DETAIL 5/8" DIAM. HOLE (TYP.)
1/8
2 1/2" DIAM. SCHEDULE 40 STEEL PIPE
3/16
4 1/2" DIAM. 5"
PEDESTRIAN PUSH BUTTON POST ~
BOLT CIRCLE
1/2" STEEL BASE PLATE
2 1/ 2"
1/2" DIAM. STEEL HEX NUT, WITH 1 1/2" FLAT WASHER, 2 EACH REQ’D PER ANCHOR BOLT ~ MINIMUM OF 2
GROUT PAD ~ INSTALL AFTER
THREADS ABOVE TOP OF NUT OR 5/8" MAX (TYP.)
PLUMBING STANDARD
PEDESTRIAN PUSH BUTTON POST
CONDUIT COUPLING ~ INSTALL 1/8
FLUSH WITH TOP OF FOUNDATION
1/2" STEEL PLATE
3/16
2 1/ 2"
1"-2"
3/4" CHAMFER (TYP.)
TOP OF FOUNDATION
BASE PLATE DETAIL
1/4" PREMOLDED JOINT FILLER
ANCHOR BOLT (TYP.) ~ 1/2" 12" FULL THREAD, ASTM F1554, GRADE S.S. 1’-6"
NUTS, AASHTO M291, GRADE A, 1 1/2" DIAM. HOLE
1" DIAM.
WASHERS, ASTM F884 OR ASTM F436
2’-0"
HOLE (TYP.)
COMMERCIAL CONCRETE
1 1/2" ANCHOR BOLT TEMPLATE (TYP.) 1/4" STEEL
4 1/2" DIAM.
1/2" HEX NUTS, STEEL, 4 REQ’D. ~ PER ANCHOR BOLT
PLATE
BOLT CIRCLE
FLAT WASHERS, 4 REQ’D. ~ PER ANCHOR BOLT 1" DIAM. ELECTRICAL CONDUIT
6"
ANCHOR BOLT TEMPLATE
2’ - 0" DIAM. (FOR ROUND FOUNDATION)
ISOMETRIC VIEW
1’ - 6" (FOR SQUARE FOUNDATION)
OPTIONAL 2-WAY PEDESTRIAN PUSH BUTTON POST
FOUNDATION DETAIL FILE NAME
S:\Design R P& S\4-Standards\2-Plan Sheet Library\06-Illum & Signal (IS)\(IS-1) Pedestrian Push Button Post\IS-1.dgn
TIME
3:51:03 PM
DATE
10/19/2010
PLOTTED BY
REGION
STATE
NO.
FED.AID PROJ.NO.
IS-1 10
Cyfordl
WASH
JOB NUMBER
DESIGNED BY
Washington State Department of Transportation
ENTERED BY CONTRACT NO.
CHECKED BY
LOCATION NO.
PROJ. ENGR. REGIONAL ADM.
DATE
REVISION
DATE
BY
P.E. STAMP BOX
DATE P.E. STAMP BOX
SHEET
2 OF
PEDESTRIAN PUSH BUTTON POST (PPB) AND FOUNDATION
2 SHEETS
2’-3"
POLE
1. Steel Shaft shall be tapered either round or dodecagon (12-sided), 11-gauge, 4 1/2" O.D. at slipfitter weld. Taper shall be 0.14 inches per foot.
" 2 / 1 2 ) P. TY (
2. Hand Holes shall include a removable, rain-tight cover and gasket, fastened with two stainless steel screws (ASTM F 593).
2 1/2" CLR. 2’-0"
# 3 4 (TYP.)
NOTES
TOP OF
SLIPFITTER
4"
1 # 4
DI AM .
(TYP.)
ELECTRICAL
1/8
3. Clamping Bolts shall be tightened to 50 ft-lbs max. torque. After state inspection, burr threads to prevent nut rotation. DO NOT OVERTIGHTEN.
ELECTRICAL
CONDUIT
CONDUIT
4. The final height of the Anchor Bolts must be below the top of the Slip Plate Assembly to ensure proper function of the Slip Base.
ANCHOR BOLT ANCHOR BOLT
TEMPLATE
TEMPLATE
3# 4
SECTION
SECTION
A
5. All Poles shall be hot dip galvanized per AASHTO M111.
(TYP.)
B
TAPERED STEEL SHAFT
6. Grounding Conductor shall be non-insulated #4 AWG stranded copper, provide 3’ - 0" min. slack. Clamp to steel reinforcing bar with connector suitable for use embedded in concrete.
~ SEE NOTE 1
REINFORCING STEEL BENDING DIAGRAM
9"
1" DIAM. HOLE (TYP.)
3/16 HEI GHT OF STANDARD
SEE STD. SPEC. 9-07.1(2)FOR BENDING DIAM.
TAPERED
1’ - 7"
STEEL SHAFT 9"
~ SEE NOTE 1
135^ 9" DIAM. BOLT
(TYP.)
1’ - 10"
1
CIRCLE
# 4
1/8 2
~ SEE NOTE 2 GROUNDING NUT (2) WITH FLAT WASHERS (TYP.)
~ SEE NOTE 6
2 FULL THREADS MIN.
1/8
5/8" MAX.
3/16
TOP OF FOUNDATION 1/2" STEEL BASE PLATE ~ SEE DETAIL
3/16
= POLE BASE + 1/6"
(2) 3/4" DIAM. STEEL HEX NUT,
GROUNDING CONDUCTOR
1/2" STEEL PLATE W/HOLE
# 4
4" 6" HAND HOLE
~ SEE NOTE 1
PAVED SURFACE 3/8" PRE-
GROUT PAD ~ INSTALL AFTER
MOULDED
PLUMBING STANDARD
BASE PLATE DETAIL 2"
JOINT FILLER
UNPAVED SURFACE SEE DETAILS ABOVE MATCHLINE ON
USE DETAILS ABOVE MATCHLINE FOR
SQUARE CONCRETE FOUNDATION
1"TO
DIMENSIONS ARE OUT TO OUT
LEVELING NUT (TYP.)
3/8" I.D. DRAIN TUBE IN GROUT PAD
ROUND CONCRETE FOUNDATION MATCHLINE
MATCHLINE 3/4" 2’ - 6" ANCHOR BOLT (TYP.) ~
6" DIAM. HOLLOW IN GROUNDING NUT
CONDUIT COUPLING ~ INSTALL FLUSH
~ SEE NOTE 2
8"
3/4" CHAMFER (TYP.)
BASE PLATE
C
M AX.
8"
C
M AX.
3/4" CHAMFER (TYP.)
TOP OF
TOP OF BASE PLATE ELECTRICAL CONDUIT ~ SEE
CONTRACT PLAN FOR DIAM.
3’-0"
1’-8"
( TYP. )
ELECTRICAL CONDUIT ~ SEE
1" DIAM. HOLE (TYP.)
1/4" STEEL PLATE
(TYP.) 3/4" HEX NUTS, STEEL, 4 REQ’D. PER ANCHOR BOLT
2 1/2" CLR. (TYP.)
( TYP. )
ANCHOR BOLT TEMPLATE
2"CLR.
(TYP.)
( TYP. )
2 1/2" CLR.
4 REQ’D. PER ANCHOR BOLT
2"CLR.
(TYP.)
FLAT WASHERS, 4 REQ’D. PER ANCHOR BOLT
2’ - 3" ROUND
FLAT WASHERS, 4 REQ’D. PER ANCHOR BOLT
ELEVATION
BR I
TE
R
G
ES EGISTERE I G SI ONAL EN 36103
1 1/2"
ANCHOR BOLT TEMPLATE
3/4" HEX NUTS, STEEL,
C
S T A
4"
2 1/ 2" MI N.
3’-0"
2’-0"
1# 4 (TYP.)
3# 4 (TYP.)
1’-3 1/ 2"
CONTRACT PLAN FOR DIAM.
1’-8"
4"
ELECTRICAL CONDUIT ~ SEE
( TYP. )
1’-3 1/ 2"
MI N.
2# 4 (TYP.)
# 4 3 (TYP.)
DETAIL
F PRO
2’-0"
B
T
2 1/ 2"
A
H LSON
. W J AN OFWASHIN A
CONTRACT PLANS FOR DIAM.
2’ - 0" SQUARE
ELEVATION
9" BOLT CIRCLE
TYPE PS, TYPE 1, RM & FB SIGNAL STANDARD FOUNDATION DETAILS
STANDARD PLAN J-21.10-02 ANCHOR BOLT TEMPLATE SHEET 1 OF 2 SHEETS APPROVED FOR PUBLICATION
Pasco Bakotich III STATE DESIGN ENGINEER
ROUND CONCRETE FOUNDATION DETAIL
SQUARE CONCRETE FOUNDATION DETAIL
FIXED BASE
PORTATI ON. A COPY M AY BE OBTAI NED UPON REQUEST.
WITH TOP OF FOUNDATION
STEEL REINFORCING BAR
FI LE AT THE W ASHI NGTON STATE DEPARTM ENT OF TRANS-
~ SEE NOTE 6
DOCUM ENT
GROUNDING CONDUCTOR
~ SEE NOTE 2
~ SEE NOTE 6
THE ENGI NEER AND APPROVED FOR PUBLI CATI ON,I S KEPT ON
GROUNDING CONDUCTOR
ASTM F 1554 GR 55 (SEE NOTE 4)
HAND HOLE
BUT AN ELECTRONI C DUPLI CATE. THE ORI GI NAL,SI GNED BY
HAND HOLE
CENTER OF GROUT PAD
NOTE: THI S PLAN I S NOT A LEGAL ENGI NEERI NG
GROUNDING NUT
NE ER
1’-7"
HOOK
TAPERED STEEL SHAFT
D
SA CYFORD DRAW N BY: LI
2’ - 0" 2 # 4
06-27-11 DATE
Washington State Department of Transportation
1’ - 3" DIAM.
HOLE DIAM. =
(TYP.)
~ SEE STANDARD PLAN J-28.42
~ SEE NOTE 1
BASE PLATE DETAIL
GROUNDING NUT 3/16
KEEPER PLATE DETAIL
SLIP AND ANCHOR PLATES DETAIL
H
TAPERED STEEL SHAFT
FOR DIMENSIONS NOT SHOWN, SEE SLIP AND ANCHOR PLATES DETAIL
SEE BASE PLATE DETAIL
SECTION
G
8 1/2"
6"
(28 GAGE SHEET METAL) SLIP PLATE ON TOP OF MIDDLE WASHERS
ANCHOR PLATE
SECTION
PLACE BETWEEN POLE BASE PLATE AND FOR DIMENSIONS NOT SHOWN,
3/8
1/ 2"
H
KEEPER PLATE
8 1/2"
6"
8 1/2"
9"
1/8
ASTM A36
ANCHOR PLATE ~ ASTM A572 GR. 50 OR ASTM A588
6"
6"
BASE PLATE
3/16
3/8
BASE PLATE ~
HOLE 5/8" R.
1/8
(TYP.)
6" DIAM. HOLE
7" DIAM. HOLE
6" DIAM.
SHAFT WALL
4"( TYP. )
G
TAPERED STEEL
POLE BASE + 1/16"
) TYP. 120^ (
4"
BOLT CIRCLE
SLIP PLATE
7/16" R.
( TYP. )
1’ - 3" DIAM. 120^ ( TYP. )
( TYP. )
(T YP . )
BOLT CIRCLE
60 ^
3 7/ 16"
OR ASTM A588
1’ - 3" DIAM. BOLT CIRCLE
1 3/ 8"
^ 5 3 ) YP. T (
7/8" DIAM. HOLE (TYP.)
1" DIAM. HOLE (TYP.)
1 1/ 4"
SLIP PLATE ~ ASTM A572 GR. 50
4" 6" HAND HOLE
GROUNDING CONDUCTOR
~ SEE NOTE 2
~ SEE NOTE 6 2’ - 0" 3 # 4 (TYP.)
HARDENED ROUND WASHER (TYP.) 2"M AX.
1 1/4" ANCHOR PLATE STRAP TEMPLATE
3# 4 3/8" I.D. DRAIN TUBE
(TYP.)
IN GROUT PAD 2’-0"
28 GAUGE KEEPER PLATE
2 3/4" LONG STEEL BAR
3/ 4"
FOUNDATION
1/ 8"
CONCRETE
4"
2 1/2" CLR. (TYP.)
1/2" THICK 2" WIDE
PLATE WASHER (TYP.)
1 3/8" SLIP PLATE TOP OF
MI N.
ELECTRICAL CONDUIT
M AX.
2’-3"
" 2 / 1 . R CL
ELECTRICAL CONDUIT
1/2" BASE PLATE
CHAMFERED EDGES
DI AM .
GROUT PAD ~ INSTALL AFTER PLUMBING STANDARD
2 # 4
LEVELING NUT (TYP.) 3" DIAM. GROUT
PLATE WASHER DETAIL
~ 3/4" HEAVY HEX NUT
WELL (TYP.)
~ SEE CONTRACT PLANS FOR DIAM.
STEEL REINFORCING BAR TOP OF BASE PLATE
ELECTRICAL CONDUIT
4 REQ’D. PER ANCHOR BOLT
(TYP.) ~ 1/4" STEEL BARS, 3 REQ’D. ~ 2 PLACES 3/4" HEX NUTS, STEEL, 4 REQ’D. PER ANCHOR BOLT FLAT WASHERS,
ROUND
2 1/2" CLR. (TYP.)
BR I 3’-0"
1’-8" ( TYP. )
( TYP. )
2’ - 3"
FLAT WASHERS, 4 REQ’D. PER ANCHOR BOLT
ALL OVERLAPPING
~ 2" WIDE 1’ - 3" LONG 2"CLR.
(TYP.)
2"CLR.
2 1/2" CLR.
3 REQ’D. ~ 2 PLACES 3/4" HEX NUTS, STEEL,
TACK WELD ~ AT
1/4" STEEL BAR (TYP.)
(TYP.) ~ 1/4" STEEL BARS,
(TYP.)
LOCATIONS (TYP.)
STRAP TEMPLATE ASSEMBLY STRAP TEMPLATE ASSEMBLY
2’ - 0"
SQUARE CONCRETE FOUNDATION DETAIL
SLIP BASE
36103
STRAP TEMPLATE DETAIL
TYPE PS, TYPE 1, RM & FB SIGNAL STANDARD FOUNDATION DETAILS
STANDARD PLAN J-21.10-02 SHEET 2 OF 2 SHEETS APPROVED FOR PUBLICATION
Pasco Bakotich III ELEVATION
ROUND CONCRETE FOUNDATION DETAIL
R
ES EGISTERE I G SI ONAL EN
SQUARE
4 REQ’D. PER ANCHOR BOLT
ELEVATION
G
( TYP. )
1’-3 1/ 2"
(TYP.)
~ SEE CONTRACT PLANS FOR DIAM.
FOR DIAM.
S T A
4"
3 7/ 8"
1 3/ 8" MI N.
3# 4
3’-0"
1’-8" ( TYP. )
1’-3 1/ 2"
ELECTRICAL CONDUIT ~ SEE CONTRACT PLANS
2’-0"
4"
1 3/ 8" MI N.
# 4 3 (TYP.)
1# 4 (TYP.)
TE
T
2# 4 (TYP.)
1 3/16" DIAM.
) P. TY ( " -1 1’
F PRO
2’-0"
E
. W J AN OFWASHIN A
F
H LSON
D
3 7/ 8"
DETAIL
PORTATI ON. A COPY M AY BE OBTAI NED UPON REQUEST.
F
8"
3/4" CHAMFER (TYP.)
M AX.
8"
M AX.
TOP OF BASE PLATE
ELECTRICAL CONDUIT
CENTER OF GROUT PAD
~ SEE NOTE 2
FI LE AT THE W ASHI NGTON STATE DEPARTM ENT OF TRANS-
GROUNDING NUT
~ SEE NOTE 2
F
GLUE PVC STUBOUT)
6" DIAM. HOLLOW IN
HAND HOLE
HAND HOLE
3/4" CHAMFER (TYP.)
WITH TOP OF FOUNDATION (DO NOT
MATCHLINE
MATCHLINE
GROUNDING NUT
CONDUIT COUPLING ~ INSTALL FLUSH
3/4" 2’ - 6" ANCHOR BOLT (TYP.) ~ ASTM F 1554 GR 55 (SEE NOTE 4)
FOUNDATION, SHEET 1
FOUNDATION, SHEET 1
DOCUM ENT
SEE DETAILS ABOVE MATCHLINE ~ FIXED BASE SQUARE CONCRETE
THE ENGI NEER AND APPROVED FOR PUBLI CATI ON,I S KEPT ON
SEE DETAILS ABOVE MATCHLINE ~ FIXED BASE SQUARE CONCRETE
AND HARDENED WASHER
E
BUT AN ELECTRONI C DUPLI CATE. THE ORI GI NAL,SI GNED BY
SECTION
NOTE: THI S PLAN I S NOT A LEGAL ENGI NEERI NG
D
NE ER
SECTION
D
SA CYFORD DRAW N BY: LI
2
3/16
1# 4
HOLE W/ SMOOTH STRAP TEMPLATE
1/8
3/4" CLAMPING BOLT (TYP.)~ SEE NOTE 3
TOWARD ROADWAY 7/8" DIAM.
TOWARD ROADWAY
STATE DESIGN ENGINEER
06-27-11 DATE
Washington State Department of Transportation
TOP OF FOUNDATION LEVEL W/ GROUNDING CONDUCTOR NON-INSULATED
SIDEWALK OR ABOVE SOIL SURFACE
~ SEE PLACEMENT DETAILS
#4 AWG STRANDED COPPER ~ PROVIDE
~ SEE PLACEMENT DETAILS
1 MAX.
ANCHOR PLATE
GROUND SLOPE
SUPPLIED BY CLAMP CONDUCTOR TO STEEL REINFORCING WITH LISTED CONNECTOR SUITABLE FOR USE EMBEDDED IN CONCRETE 8 - #8 BARS EVENLY SPACED 3" CLR. (TYP.)
7"
1 MAX.
CLAMP CONDUCTOR TO
GROUND SLOPE
STEEL REINFORCING WITH LISTED CONNECTOR
ANCHOR BOLTS &
SUITABLE FOR USE
ANCHOR PLATE
EMBEDDED IN CONCRETE
SUPPLIED BY SIGNAL POLE MANUFACTURER
LIMITS OF EXCAVATION (TYP.)
8 - #8 BARS
#4 HOOPS @ 1’ - 0" CENTERS
3" CLR.
EVENLY SPACED
(TYP.)
SHORING OR EXTRA EXCAVATION (TYP.) CORRUGATED METAL PIPE
WITH CONTROLLED-DENSITY FILL (CDF) OR WITH
EARTH
M AX.
1’-6"
1’-6"
EXISTING GRADE
SOIL IN ACCORDANCE WITHSTD. SPEC. 8-20.3(2)
FOUNDATION REINFORCEMENT DETAIL
1’ - 0" 3’ - 0" OR 4’ - 0"
UNDISTURBED EARTH
MIN. (TYP.)
(TYP.)
ROUND
2
CONCRETE CAST WITHIN A CORRUGATED METAL PIPE STAY-IN-PLACE FORM
ALTERNATE # 1
4. Foundations not within the parameters of this standard require Special Design. Contact the WSDOT Bridge and Structures Office through the Engineer for Special Foundation Designs. 5. Foundations constructed within Ecology Embankments shall be increased in depth by the depth of the Ecology Embankment. 6. The top 2 feet of the foundation shall use a smooth form (such as paper or cardboard). After the concrete has cured, this entire form shall be removed.
FOUNDATION REINFORCEMENT AND BACKFILL DETAIL
CONCRETE CAST DIRECTLY AGAINST UNDISTURBED EARTH, DRILLED SHAFT
3. Foundations are designed for Single Mast Arm Standards and Double Mast Arm Standards with 90 between arms. Special foundation design is required for Double Arm Standards where the angle between mast arms is other than 90. For Double Mast Arm Standards with 90 between arms, use larger XYZ value for foundation depth selection.
7. For design parameters between the values listed in Table, depth requirements may be interpolated between the values provided.
ALTERNATE # 2 CONDUIT SIZE AND QUANTITY
ALTERNATE #2 - CONSTRUCTION METHOD
AS SHOWN IN THE CONTRACT;
METAL (SUBSURFACE) FORM REQUIRED
CAP BOTH ENDS PAPER OR CARDBOARD FORM SHALL NOT BE USED
OF THE ANCHOR BOLT ASSEMBLY SECURELY IN THE PROPER
BENEATH THE GROUND
POSITION DURING THE FOUNDATION INSTALLATION
SURFACE
When the existing soil will not retain a vertical face, over-excavate the foundation area and install a 36" or 48" diameter corrugated metal (pipe) form. The top of the corrugated metal form shall terminate 1 foot below final grade. Continue forming to full height using paper or cardboard form to achieve a smooth finish on final exposed cement concrete. Support the form as necessary to remain plumb.
FOUNDATION DEPTH "D" TABLE ALTERNATE #1 - DRILLED SHAFT-TYPE CONSTRUCTION
Place the concrete foundation.
GROUND SLOPE = GREATER THAN 3H : 1V TO 2H : 1V
3’ - 0" SQUARE
8’ - 0"
8’ - 0"
9’ - 0"
9’ - 0" 10’ - 0" 11’ - 0" 12’ - 0" 12’ - 0"
4’ - 0" ROUND
8’ - 0"
8’ - 0"
9’ - 0"
9’ - 0" 10’ - 0" 11’ - 0" 12’ - 0" 12’ - 0"
4’ - 0" ROUND
SPECIAL FOUNDATION DESIGN
3’ - 0" ROUND
8’ - 0"
8’ - 0"
9’ - 0" 11’ - 0" 13’ - 0" 15’ - 0" 18’ - 0" 18’ - 0"
3’ - 0" ROUND
11’ - 0" 11’ - 0" 12’ - 0" 14’ - 0" 16’ - 0" 18’ - 0" 21’ - 0" 21’ - 0"
3’ - 0" SQUARE
7’ - 0"
7’ - 0"
7’ - 0"
8’ - 0"
8’ - 0"
9’ - 0" 10’ - 0" 10’ - 0"
3’ - 0" SQUARE
10’ - 0" 10’ - 0" 10’ - 0" 11’ - 0" 11’ - 0" 12’ - 0" 13’ - 0" 13’ - 0"
4’ - 0" ROUND
7’ - 0"
7’ - 0"
7’ - 0"
8’ - 0"
8’ - 0"
9’ - 0" 10’ - 0" 10’ - 0"
4’ - 0" ROUND
10’ - 0" 10’ - 0" 10’ - 0" 11’ - 0" 11’ - 0" 12’ - 0" 13’ - 0" 13’ - 0"
3’ - 0" ROUND
6’ - 0"
6’ - 0"
7’ - 0"
8’ - 0"
9’ - 0" 11’ - 0" 15’ - 0" 15’ - 0"
3’ - 0" ROUND
9’ - 0"
9’ - 0" 10’ - 0" 12’ - 0" 12’ - 0" 14’ - 0" 18’ - 0" 18’ - 0"
3’ - 0" SQUARE
6’ - 0"
6’ - 0"
6’ - 0"
6’ - 0"
7’ - 0"
7’ - 0"
8’ - 0"
8’ - 0"
3’ - 0" SQUARE
9’ - 0"
9’ - 0"
9’ - 0"
9’ - 0" 10’ - 0" 10’ - 0" 11’ - 0" 11’ - 0"
4’ - 0" ROUND
6’ - 0"
6’ - 0"
6’ - 0"
6’ - 0"
7’ - 0"
7’ - 0"
8’ - 0"
8’ - 0"
4’ - 0" ROUND
9’ - 0"
9’ - 0"
9’ - 0"
9’ - 0" 10’ - 0" 10’ - 0" 11’ - 0" 11’ - 0"
3’ - 0" ROUND
1500 PSF
2500 PSF OR GREATER
900
1350
1500
1900
2300
2600
3000
ALLOWABLE LATERAL
FOUNDATION
BEARING PRESSURE
TYPE 3’ - 0" ROUND
SPECIAL FOUNDATION DESIGN
1000 PSF
3’ - 0" SQUARE
SPECIAL FOUNDATION DESIGN
10’ - 0" 10’ - 0" 11’ - 0" 11’ - 0" 15’ - 0" 18’ - 0" 20’ - 0" 20’ - 0"
1500 PSF
2500 PSF OR GREATER
XYZ (FT‡) 700
900
1350
1500
1900
2300
2600
3000
Backfill with controlled-density fill or compacted borrow in accordance withStandard Specification 8-20.3(2).
ALTERNATE #2 - CORRUGATED METAL PIPE TYPE CONSTRUCTION FOR LATERAL BEARING PRESSURE = 2500 PSF &
FOUNDATION
BEARING PRESSURE
TYPE 3’ - 0" ROUND
900
1350
1500
1900
2300
2600
3000
ALLOWABLE LATERAL
FOUNDATION
BEARING PRESSURE
TYPE
10’ - 0" 10’ - 0" 11’ - 0" 15’ - 0" 20’ - 0" 25’ - 0" 28’ - 0" 28’ - 0"
1000 PSF
XYZ (FT‡) 700
3’ - 0" ROUND
900
1350
1500
1900
2600
3000
SPECIAL FOUNDATION DESIGN
4’ - 0" ROUND
8’ - 0"
8’ - 0"
9’ - 0" 12’ - 0" 13’ - 0" 14’ - 0" 15’ - 0" 15’ - 0"
4’ - 0" ROUND
SPECIAL FOUNDATION DESIGN
3’ - 0" ROUND
8’ - 0"
8’ - 0" 11’ - 0" 15’ - 0" 18’ - 0" 21’ - 0" 25’ - 0" 25’ - 0"
3’ - 0" ROUND
11’ - 0" 11’ - 0" 14’ - 0" 18’ - 0" 21’ - 0" 24’ - 0" 28’ - 0" 28’ - 0"
4’ - 0" ROUND
7’ - 0"
7’ - 0"
7’ - 0"
4’ - 0" ROUND
10’ - 0" 10’ - 0" 10’ - 0" 11’ - 0" 13’ - 0" 16’ - 0" 18’ - 0" 18’ - 0"
3’ - 0" ROUND
6’ - 0"
6’ - 0"
7’ - 0" 11’ - 0" 13’ - 0" 18’ - 0" 20’ - 0" 20’ - 0"
4’ - 0" ROUND
6’ - 0"
6’ - 0"
6’ - 0"
1500 PSF 8’ - 0" 10’ - 0" 13’ - 0" 15’ - 0" 15’ - 0"
6’ - 0"
25470
STANDARD PLAN J-26.10-01 2300
1000 PSF
1500 PSF 2500 PSF OR GREATER
N ES TURAL ENGI GI SI ONAL EN
GROUND SLOPE = GREATER THAN 3H : 1V TO 2H : 1V
XYZ (FT‡) 700
UC
G
SIGNAL STANDARD FOUNDATION PLAN
= 23 , 1500 PSF & = 18 , 1000 PSF & = 17
GROUND SLOPE = 3H : 1V OR FLATTER
ALLOWABLE LATERAL
TE
N TO
1000 PSF
XYZ (FT‡) 700
T S RU
TYPE
E .Z P L D RD OFWASHIN EN
TR S
FOUNDATION
BEARING PRESSURE
F PRO
ALLOWABLE LATERAL
After concrete has cured, remove the entire paper or cardboard form portion.
S T A
GROUND SLOPE = 3H : 1V OR FLATTER
RI CH A
FOR LATERAL BEARING PRESSURE = 2500 PSF & = 34, 1500 PSF & = 28 , 1000 PSF & = 26
PORTATI ON. A COPY M AY BE OBTAI NED UPON REQUEST.
A TEMPORARY TEMPLATE SHALL BE USED TO HOLD THE TOP
FI LE AT THE W ASHI NGTON STATE DEPARTM ENT OF TRANS-
2
DOCUM ENT
ASSEMBLY NOTE
THE ENGI NEER AND APPROVED FOR PUBLI CATI ON,I S KEPT ON
1
BUT AN ELECTRONI C DUPLI CATE. THE ORI GI NAL,SI GNED BY
OR ROUND OR 4’ - 0" ROUND
PLACEMENT DETAILS
2
OVER-EXCAVATED AREA SHALL BE BACKFILLED
UNDISTURBED
AS REQUIRED ~ SEE
NOTE: THI S PLAN I S NOT A LEGAL ENGI NEERI NG
CLR.
1’ - 0" CENTERS
EARTH EMBANKMENT
2. Foundations are designed for Type II, III, and SD Signal Standards with a maximum mast arm length of 65’.
EE R
#4 HOOPS @
GLUE PVC STUBOUT) GROUT
1. This structure has been designed according to the Fifth Edition 2009 AASHTO Standard Specifications for Structural Supports for Highway Signs, Luminaires and Traffic Signals. Basic wind velocity is 90 mph, Design Life/Recurrence Interval 50 years, and Fatigue Category III.
NE ER
SIGNAL POLE MANUFACTURER
WITH TOP OF FOUNDATION (DO NOT
CLR.
2 ANCHOR BOLTS &
CONDUIT COUPLING ~ INSTALL FLUSH 1
3"
EXISTING GRADE
FORM ( CLASS 4000P) 2
PLACEMENT DETAILS
M ETAL PI PE STAYI NPLACE
AS REQUIRED ~ SEE
SEE TABLE FOR FOUNDATI ON DEPTH " D"
EARTH EMBANKMENT
CONCRETE CAST W I THI N A CORRUGATED
7"
M AX.
M AX.
CLR.
1 1/ 2"
MI N.
1’-6"
GLUE PVC STUBOUT)
GROUT
3"
3’ MIN. SLACK (ROUTE CONDUCTOR TO
MI N.
WITH TOP OF FOUNDATION (DO NOT
1 1/ 2"CLR.
2 1/ 2"M AX.
CONDUIT COUPLING ~ INSTALL FLUSH
1
1’-6"
SIGNAL POLE
GROUNDING STUD)
GROUNDING STUD)
NOTES
#4 AWG STRANDED COPPER ~ PROVIDE
3’ MIN. SLACK (ROUTE CONDUCTOR TO
3’ - 0" SQUARE DRAW N BY: LI SA CYFORD
GROUNDING CONDUCTOR NON-INSULATED
‘
M AX.
‘ SIGNAL POLE
2 1/ 2"M AX. DRI LLED SHAFT ( CLASS 4000P)
CONCRETE CAST DI RECTLY
AGAI NST UNDI STURBED EARTH,
SEE TABLE FOR FOUNDATI ON DEPTH " D"
TOP OF FOUNDATION LEVEL W/
SIDEWALK OR ABOVE SOIL SURFACE
7’ - 0"
9’ - 0"
9’ - 0"
9’ - 0"
2500 PSF OR GREATER
3’ - 0" ROUND
9’ - 0"
9’ - 0" 10’ - 0" 14’ - 0" 16’ - 0" 21’ - 0" 23’ - 0" 23’ - 0"
4’ - 0" ROUND
9’ - 0"
9’ - 0"
9’ - 0"
9’ - 0" 10’ - 0" 12’ - 0" 12’ - 0" 12’ - 0"
SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION
Pasco Bakotich III STATE DESIGN ENGINEER
06-27-11 DATE
Washington State Department of Transportation
DRAW N BY: LI SA CYFORD
12
8 10
12
9
40
4
5 14 1
11
14
33
4
4
NOTES 14
11
40
8
1. If parallel circuits of different sizes are contained in one conduit, the size of the grounding conductor shall be determined on the basis of the largest conductor. Only one grounding conductor is required for each conduit, regardless of the number of circuits contained.
34 8 RAI LROAD 12
SOURCE
ROADW AY 26 OR 27
TO POWER
( SEE CONTRACT)
8
8
10
10
12
4
40
12
40
14
4
14
10
45
FRONT
13 23
13
41
28
22
4
39
8
9
4
14
14
14
11
11
11
13
11
23 4
41
28
22
8
7
23 8
41
28
22
11
24
15
8 13 23
RAI LROAD 12
13
( SEE CONTRACT)
8
ROADW AY 26 OR 27
CONTINUED ON SHEET 2
41
28
22
13
9
8
41
23
28
22
8
13
9
41
23
28
22
8
9
42
2
13
6 43 FRONT
COMBINED GALVANIZED STEEL RIGID METAL CONDUIT (RMC) AND RIGID PVC CONDUIT (PVC) APPLICATION
3 5 15
19 23
28
41
22
11
23
41
28
22
11
23
13
41
28
22
11
13
13
39
11
13 CONTINUED ON SHEET 2 15
8 13
3. Equipment grounding conductors and grounding electrode conductors shall be sized in accordance with the National Electric Code (No. 8 minimum).
2
42
6
8
8
2. Service ground per serving utility requirement. If the utility uses aluminum service conductors, an approved Al-Cu pressuretype ground connector shall be used to secure the service neutral to the copper neutral bar in the service enclosure. Except for the above, all grounding conductors shall be copper.
8
8 43
9
6
13
13
40
40
13
9
40
9
FRONT
9
13
3
43
23
10
41
28
22
11
8
10
8
28
22
15
11 13
40
8
8 34
RIGID PVC CONDUIT (PVC) APPLICATION RAI LROAD 12
23
ROADW AY 12
42
( SEE CONTRACT)
8
41
13
FRONT 10
5 25
45
10 8
33 8
23
41
28
23
11
22
41
28
22
23
11
12
41
28
22
9 13
11
12
12
4
11
12
39
CONTINUED ON SHEET 2
4 43
40
9
12
10
3
8
FRONT
8
GALVANIZED STEEL RIGID METAL CONDUIT (RMC) APPLICATION
2
23
41
28
22
15
11
12
12
40
8
20
8
(LUMINAIRE POLE AND TRAFFIC SIGNAL POLE)
21
15
RMC
PVC
11
COPPER SOLDERLESS CRIMP CONNECTOR
12
GALVANIZED STEEL RIGID METAL CONDUIT (RMC)
1
SERVICE NEUTRAL
2
SERVICE GROUND
3 4
BONDING JUMPER
5
GROUNDING BUSHING (TYP. ALL RMC CONDUIT TERMINATIONS)
6
GROUNDED NEUTRAL BUS (COPPER)
7
SERVICE ENCLOSURE
8
EQUIPMENT GROUNDING CONDUCTOR
9
JUNCTION BOX
4
4
TO GROUNDING TERMINAL OR CONNECTION TO EQUIPMENT GROUNDING SYSTEM
COUPLING NUT
34
CABINET GROUNDING BUSS (COPPER)
BONDING JUMPER ATTACHED TO BOX LID(S)
35
RIGID PVC OUTERDUCT WITH PVC OR PE INNERDUCT
- APPROVED ADAPTER FITTING
GROUND STUD. # 8 AWG (MIN.) 4’ TINNED
36
GALVANIZED STEEL RIGID METAL CONDUIT OUTERDUCT WITH
- GROUNDING BUSHING
BRAIDED COPPER.
13
RIGID PVC CONDUIT (PVC) OPTION A - 10’ RMC WITH FIELD BEND
OPTION B - 10’ RMC
22
23
24
- GS COUPLING - GROUNDING BUSHING
15
GROUND ROD
16
EDGE OF FOUNDATION, POLE OR SERVICE SUPPORT
17
CLAMP
18
JUNCTION BOX OR 8" DRAIN TILE WITH APPROVED COVER CODE SIZE RMC
BONDING JUMPER ATTACHED TO BOX WALL
END BELL BUSHING (TYP. ALL NON-METALLIC CONDUIT TERMINATIONS)
- GS FACTORY ELBOWS - APPROVED ADAPTER FITTING
19
33
TRAFFIC SIGNAL CABINET
14
GROUNDING ELECTRODE CONDUCTOR
4
33
APPLICATION APPLICATION
KEY
10
8 TO SERVICE NEUTRAL BUS
12
9
PVC OR PE INNERDUCT
37
LOCATE WIRE. COIL 10’ INSIDE CABINET, CABLE VAULT, OR PULL BOX
38
DETECTABLE UNDERGROUND WARNING TAPE. COIL 2’ INSIDE
25
CODE SIZED PVC
26
HIGH-DENSITY POLYETHYLENE CONDUIT (HDPE)
39
TRANSFORMER CABINET
27
NON-METALLIC CONDUIT (PVC) SCHEDULE 80
40
GROUNDING CONDUCTOR NON-INSULATED (FROM REINFORCING CAGE)
28
BOX LID(S) GROUND STUD
41
BOX FRAME BONDING ATTACHMENT POINT
29
CABLE VAULT
42
GROUND LUG WELDED TO CABINET WALL (W/ TINNED COPPER BUSS)
30
PULL BOX
43
CABINET MAIN BONDING JUMPER
CABINET, CABLE VAULT, OR PULL BOX
F PRO
ELECTRICAL LOAD SUPPORT
G
34
GROUND DETAILS 10
TE
N TO
8
.NI C S HN OFWASHIN BE
T
10
5 19
45
25
19
FRONT
9
R
ES EGISTERE I G SI ONAL EN 29115
TYPICAL GROUNDING DETAILS
STANDARD PLAN J-60.05-00 SHEET 1 OF 4 SHEETS APPROVED FOR PUBLICATION
Pasco Bakotich III STATE DESIGN ENGINEER
31
ITS CABINET
44
ITS CAMERA, RAMP METER, TRAFFIC DATA STATION, HIGHWAY ADVISORY RADIO
32
EDGE OF FOUNDATION
45
UNGROUNDED CABINET NEUTRAL BUSS (COPPER)
D
10
15
12
9
40
NE ER
12 40
J O
12
S T A
9
PORTATI ON. A COPY M AY BE OBTAI NED UPON REQUEST.
4
4
2
FI LE AT THE W ASHI NGTON STATE DEPARTM ENT OF TRANS-
4
4
42
6
DOCUM ENT
4
4
15
8
8
THE ENGI NEER AND APPROVED FOR PUBLI CATI ON,I S KEPT ON
4
8
BUT AN ELECTRONI C DUPLI CATE. THE ORI GI NAL,SI GNED BY
8
3
5
3
8
NOTE: THI S PLAN I S NOT A LEGAL ENGI NEERI NG
12
06-16-11 DATE
Washington State Department of Transportation
28
22
11
14
23
22
28
TOP OF PAVEMENT
14
8
38
44
13
4
OR EXISTING 38
GROUND
37
4
9
C
E
4
11
GROUND
37 8
36
4
B
TOP OF PAVEMENT
OR EXISTING
8
4
13
9
11
40
44 8
41
8
40
30 OR 29
4
11
30 OR 29
SECTION
29
12"
41
12"
DRAW N BY: LI SA CYFORD
23
36
SECTION
A
B
14 14
13
14
14
4
11
14
14
14
4
11
11
4
39
14
CONTINUED FROM SHEET 1
FROM DIFFERENT SERVICE
8
13
13
13
FRONT
34
23
41
28
22
8
14
29
41
15
8
8
13
13
13
45
2 TOP OF PAVEMENT
45
6
13
OR EXISTING 38
28
41
28
41
23
28
22
34
8
FRONT
GROUND
43
COMBINED GALVANIZED STEEL RIGID METAL CONDUIT (RMC) AND RIGID PVC CONDUIT (PVC) APPLICATION
31
45
ITS - COMBINED GALVANIZED STEEL RIGID METAL CONDUIT (RMC) AND RIGID PVC CONDUIT (PVC) APPLICATION
31 3 5 ITS - COMBINED GALVANIZED STEEL RIGID METAL CONDUIT (RMC) AND RIGID PVC CONDUIT (PVC) APPLICATION
ITS - COMBINED GALVANIZED STEEL RIGID METAL CONDUIT (RMC)AND RIGID PVC CONDUIT (PVC) APPLICATION. FIBER OPTIC CABLE ONLY, NO METALLIC CONDUCTORS
15
19
35
12"
FRONT
37
OR 13 SHOWN 26 OR 27 POSSIBLE
C
D 23 13
41
28
22
23
30 OR 29 13
13
13
11
SECTION 30 OR 29
11
41
28
22
C
13
13
13
11
11
13
39
FROM DIFFERENT SERVICE
CONTINUED FROM SHEET 1
TOP OF PAVEMENT OR EXISTING 38
8
~ SEE CONTRACT PLANS
11
8
15
8
8
34
45
GROUND
2
42
6
FRONT 28
41
41
29
28
37
FRONT 31
8
3 15
25
26 OR 27 POSSIBLE TOP OF PAVEMENT
9
8
OR EXISTING
40
38
40
GROUND
41
28
22
11
OR
4
41
28
22
11
30 OR 29
12
30 OR 29 12
12
41
28 22
12
12
S T A
E
11
12
4
11
4
12
39
FROM DIFFERENT SERVICE
8 4
FRONT
34 31
GALVANIZED STEEL RIGID METAL CONDUIT (RMC) APPLICATION
34
8
4
4
29
45
41
15
3
ITS - GALVANIZED STEEL RIGID METAL CONDUIT (RMC) APPLICATION
4
9
8
2
42
5 19
9 4
6
29115
FRONT
ITS - GALVANIZED STEEL RIGID METAL CONDUIT (RMC) APPLICATION FIBER OPTIC CABLE ONLY - NO METALLIC CONDUCTORS
8
8 45
R
ES EGISTERE I G SI ONAL EN
43
FRONT
4
29
28
8
31
ITS - GALVANIZED STEEL RIGID METAL CONDUIT (RMC) APPLICATION
4
28
41
G
11
CONTINUED FROM SHEET 1
8
TE
N TO
11
23
F PRO
23 12
SECTION
E
B
.NI C S HN OFWASHIN BE
15
TYPICAL GROUNDING DETAILS
STANDARD PLAN J-60.05-00 SHEET 2 OF 4 SHEETS
4 40
40
APPROVED FOR PUBLICATION
Pasco Bakotich III 44
T
12 OR 14
DOCUM ENT
23
BUT AN ELECTRONI C DUPLI CATE. THE ORI GI NAL,SI GNED BY
11
NOTE: THI S PLAN I S NOT A LEGAL ENGI NEERI NG
22
J O
28
37
10
NE ER
36 41
~ SEE CONTRACT PLANS
8
10 23
D
12"
8
SECTION
44
8
8
STATE DESIGN ENGINEER
06-16-11 DATE
Washington State Department of Transportation
23
41
28
22
11
23
41
PORTATI ON. A COPY M AY BE OBTAI NED UPON REQUEST.
9
8
13 SHOWN
ITS - RIGID PVC CONDUIT (PVC) APPLICATION
FI LE AT THE W ASHI NGTON STATE DEPARTM ENT OF TRANS-
ITS - RIGID PVC CONDUIT (PVC) APPLICATION FIBER OPTIC CABLE ONLY - NO METALLIC CONDUCTORS
ITS - RIGID PVC CONDUIT (PVC) APPLICATION
RIGID PVC CONDUIT (PVC) APPLICATION
THE ENGI NEER AND APPROVED FOR PUBLI CATI ON,I S KEPT ON
45
D
31
43
FRONT 29
12"
8 34
28
22
11
1"
SUPPLEMENTAL GROUND
1
SERVICE GROUND
SERVICE GROUND
2
SEE STANDARD
TYPE D
32
16
PLAN J-10.10
SERVICE CABINET
18
8
2
3
3
24
20
18
3
A
B
6
21
17
17
17
6’ - 0" MIN.
15
25 1’ - 0"
6" MIN.
NOM.
(TYP.)
3
1
3
25
15
DETAIL
15
A
SERVICE GROUND
8 5
20
3
C
D
17
18
17 5 4
4
15
S T A
Required to supplement equipment
4
4
grounding for luminaire standards with direct burial aerial feeds, or where 6
required in the plans 2
SEE STANDARD
6
PLAN J-3b
D
F PRO
1
DETAIL
C
SEE STANDARD PLAN J-3b
G
N TO
DETAIL
TE
R
T
GALVANIZED STEEL RIGID METAL CONDUIT (RMC) APPLICATION
.NI C S HN OFWASHIN BE
ES EGISTERE I G SI ONAL EN 29115
Required at all service and separately derived systems
3
Type D service cabinet shown. Use this
B
A
concept for Type E cabinet or transformer.
D
C
PORTATI ON. A COPY M AY BE OBTAI NED UPON REQUEST.
3
19
15
3
FI LE AT THE W ASHI NGTON STATE DEPARTM ENT OF TRANS-
(TYP.)
15
DOCUM ENT
NOM.
19
6’ - 0" MIN.
15
J O
1’ - 0"
6" MIN.
THE ENGI NEER AND APPROVED FOR PUBLI CATI ON,I S KEPT ON
19
15
18
5
BUT AN ELECTRONI C DUPLI CATE. THE ORI GI NAL,SI GNED BY
4
3
6
21 17
PLAN J-10.10
SERVICE CABINET
3
2
SEE STANDARD
TYPE D 18
B
SERVICE GROUND
2
32
16
DETAIL
RIGID PVC CONDUIT (PVC) APPLICATION
SEE KEY ON SHEET 1 FOR PARTS
NOTE: THI S PLAN I S NOT A LEGAL ENGI NEERI NG
SUPPLEMENTAL GROUND
25
15
D
15
1"
24
24
NE ER
DRAW N BY: LI SA CYFORD
18
TYPICAL GROUNDING DETAILS
Type D service cabinet shall be installed on lower surface of foundation only. Type B service cabinet and transformer
STANDARD PLAN J-60.05-00
cabinet shall be installed on raised surface of foundation only.
SHEET 3 OF 4 SHEETS 4
Type B modified service cabinet
5
Grounding electrode conductor and equipment grounding conductor shall not be routed through
APPROVED FOR PUBLICATION
15
6’ - 0" MIN. 15
lug on grounding bushing.
15
6’ - 0" MIN. 15
Pasco Bakotich III STATE DESIGN ENGINEER
06-16-11 DATE
Washington State Department of Transportation
RIGID PVC CONDUIT (PVC) APPLICATION
GALVANIZED STEEL RIGID METAL CONDUIT (RMC) APPLICATION
DRAW N BY: LI SA CYFORD
2
EDGE OF LID SUPPORT FRAME
3"–
3" –
2"
6"
3/8" 2" 2" Frame Bonding Stud Plate with 1/4NC 1" Stainless Steel Bonding Stud. Weld Bonding Stud to Frame Bonding Plate. Weld to lid support frame. 1/4" weld ~ 3 sides. Grind lid bearing surface flat after welding. All corners rounded. Corners along exposed sheared or cut edges shall be broken by light grinding to achieve an approximate 1/16" (inch) chamfer or rounding. Protect conductors with fireproof cloth prior to welding. Omit Frame Bonding Stud Plate if the Frame Bonding point already exists.
23
2"
1
LID BONDING STUD
Weld all around lid bonding stud ~ 1/4 NC 1" stainless steel ~ liberally coat entire assembly w/ anti-seize compound. FRAME BONDING
1/8
1
BOND TINNED BRAIDED COPPER
STAINLESS STEEL
BOLT 22
BONDING JUMPER ~ #8 MINIMUM
FLAT WASHER
4’ TO FRAME BONDING STUD
~ FENDER
FILLET WELD AND
LOCATION
1/8
EDGE WELD (TYP.)
2"
23 LID SUPPORT DEPTH
ATTACH TO FRAME 2
BONDING BOLT
LID SUPPORT ~ FRAME VARIES AMONG MANUFACTURERS’ (FIELD VARIFY) 1
1/4"
PLAN
STAINLESS STEEL FLAT WASHER
STAINLESS STEEL FLAT WASHER ~ FENDER
MIN.
22 TO EQUIPMENT 3" –
GROUNDING CONDUCTOR WITH FULL CIRCLE CONNECTOR
STAINLESS STEEL NUT ~ 2 EACH
BONDING JUMPER ~ #8 MINIMUM 4’ TINNED BRAIDED COPPER (BOND JUMPER TO EQUIPMENT
23 ROUTE LID BONDING JUMPER
GROUNDING CONDUCTOR)
TO LID BONDING STUD WITH FULL CIRCLE CONNECTOR
LID BONDING DETAIL
STAINLESS STEEL FLAT
B
WASHER FRAME BONDING STUD ~
B
LID TO FRAME
COPPER SOLDERLESS
BONDING JUMPER
CRIMP CONNECTOR
29115
A
BONDING JUMPER ~
PORTATI ON. A COPY M AY BE OBTAI NED UPON REQUEST.
DOCUM ENT
ES EGISTERE I G SI ONAL EN
22
FI LE AT THE W ASHI NGTON STATE DEPARTM ENT OF TRANS-
D
R
G
N TO
F PRO
4
TE
T
8
FRAME BONDING DETAIL
.NI C S HN OFWASHIN BE
NE ER
ANTI-SEIZE COMPOUND
NOTE: THI S PLAN I S NOT A LEGAL ENGI NEERI NG
COAT THIS ASSEMBLY WITH
THE ENGI NEER AND APPROVED FOR PUBLI CATI ON,I S KEPT ON
STUD PLATE ~ LIBERALLY
BUT AN ELECTRONI C DUPLI CATE. THE ORI GI NAL,SI GNED BY
WELD TO FRAME BONDING
J O
ADJUSTING NUTS
A
1/4" NC 1" STAINLESS STEEL
S T A
STAINLESS STEEL
TYPICAL GROUNDING DETAILS
FRAME TO EQUIPMENT BONDING CONDUCTOR 8 EQUIPMENT GROUNDING
STANDARD PLAN J-60.05-00
PVC
CONDUCTOR
SHEET 4 OF 4 SHEETS APPROVED FOR PUBLICATION
ELEVATION
Pasco Bakotich III
GRS 8
STATE DESIGN ENGINEER
06-16-11 DATE
Washington State Department of Transportation
Appendix C — WSDOT Traffic Control Plans
APPENDIX C – WSDOT TRAFFIC CONTROL PLANS TABLE OF CONTENTS WSDOT Section K – Work Zone Traffic Control K-10.20-01 Road Closure with Diversion K-10.40-00 Road Closure with Off Site Detour K-20.20-01 Lane Closure without Flaggers ~ Low Volume Road K-20.40-00 Lane Closure with Flagger Control K-20.60-00 Lane Closure with Pilot Car K-22.20-01 Lane Shift onto Passing Lane K-24.20-00 Single Lane Closure with Encroachment K-24.40-01 Double Lane Closure on Multilane Roadway K-24.60-00 Single Lane Closure on Multilane Roadway K-24.80-01 Single Lane Closure with Temporary Concrete Barrier K-26.20-00 Lane Shift onto Two-Way Left Turn Lane K-26.40-01 Left and Center Lane Closure – Two-Way Left Turn Lane K-30.20-00 Intersection – Lane Shift on Three Lane – Two-Way Left Turn Lane K-30.40-01 Intersection – Lane Shift on Five Lane – Two-Way Left Turn Lane K-32.20-00 Intersection – Right Lane Closure Far Side K-32.40-00 Intersection – Left Lane Closure Far Side K-32.60-00 Intersection – Multiple Lane Closure K-32.80-00 Intersection – Half Road Closure with Lane Shift K-34.20-00 Intersection – Pedestrian Detour K-36.20-00 Intersection – Shoulder Work K-40.20-00 Shoulder Closure – High Sopped Roadway (45 mph or Higher) K-40.40-00 Shoulder Closure – Low Sopped Roadway (45 mph or Less) K-40.60-00 Shoulder Closure – Short Duration K-40.80-00 Work Beyond the Shoulder K-55.20-00 Emergency – Passable Hazard K-60.20-01 Speed Zone Supplemental Signing – Chip Seal Project K-60.40-00 Motorcycle Supplemental Signing K-70.20-00 Temporary Channelization K-80.10-00 Class A Construction Signing Installation K-80.20-00 Type 3 Barricade K-80.30-00 Alternative Temporary Conc. Barrier (F-Shape) K-80.35-00 Temporary Conc. Barrier Anchoring K-80.37-00 Temporary Conc. Barrier Anchoring – Narrow
Appendix D — Prevailing Minimum Hourly Wage Rates
Page 1 of 17
State of Washington Department of Labor & Industries Prevailing Wage Section - Telephone 360-902-5335 PO Box 44540, Olympia, WA 98504-4540
Washington State Prevailing Wage The PREVAILING WAGES listed here include both the hourly wage rate and the hourly rate of fringe benefits. On public works projects, worker's wage and benefit rates must add to not less than this total. A brief description of overtime calculation requirements are provided on the Benefit Code Key.
Journey Level Prevailing Wage Rates for the Effective Date: 7/19/2012 County
Trade
Job Classification
King
Asbestos Abatement Workers
Journey Level
King
Boilermakers
King
Brick Mason
King
Wage Holiday Overtime Note $40.03
5D
Journey Level
$60.24
5N
1C
Brick And Block Finisher
$41.41
5A
1M
Brick Mason
Journey Level
$48.27
5A
1M
King
Brick Mason
Pointer-Caulker-Cleaner
$48.27
5A
1M
King
Building Service Employees
Janitor
$19.52
5S
2F
King
Building Service Employees
Traveling Waxer/shampooer
$19.93
5S
2F
King
Building Service Employees
Window Cleaner (Scaffold)
$23.94
5S
2F
King
Building Service Employees
Window Cleaner(non-scaffold)
$23.08
5S
2F
King
Cabinet Makers (In Shop)
Journey Level
$22.74
King
Carpenters
Acoustical Worker
$48.63
5D
1M
King
Carpenters
Bridge, Dock And Wharf Carpenters
$48.47
5A
1M
King
Carpenters
Carpenter
$48.47
5D
1M
King
Carpenters
Creosoted Material
$48.57
5D
1M
King
Carpenters
Floor Finisher
$48.60
5D
1M
King
Carpenters
Floor Layer
$48.60
5D
1M
King
Carpenters
Floor Sander
$48.60
5D
1M
King
Carpenters
Sawfiler
$48.60
5D
1M
King
Carpenters
Shingler
$48.60
5D
1M
King
Carpenters
Stationary Power Saw Operator
$48.60
5D
1M
King
Carpenters
Stationary Woodworking Tools
$48.60
5D
1M
King
Cement Masons
Journey Level
$49.15
7A
1M
King
Divers & Tenders
Diver
$100.28
5D
1M
King
Divers & Tenders
Diver On Standby
$56.68
5D
1M
King
Divers & Tenders
Diver Tender
$52.23
5D
1M
King
Divers & Tenders
Surface Rcv & Rov Operator
$52.23
5D
1M
King
Divers & Tenders
Surface Rcv & Rov Operator
$48.67
5A
1B
https://fortress.wa.gov/lni/wagelookup/prvWagelookup.aspx
1H
1
8A
7/19/2012
Page 2 of 17
Tender King
Dredge Workers
Assistant Engineer
$49.57
5D
1T
8L
King
Dredge Workers
Assistant Mate(deckhand)
$49.06
5D
1T
8L
King
Dredge Workers
Engineer Welder
$49.62
5D
1T
8L
King
Dredge Workers
Leverman, Hydraulic
$51.19
5D
1T
8L
King
Dredge Workers
Maintenance
$49.06
5D
1T
8L
King
Dredge Workers
Mates And Boatmen
$49.57
5D
1T
8L
King
Dredge Workers
Oiler
$49.19
5D
1T
8L
King
Drywall Applicator
Journey Level
$48.47
5D
1M
King
Drywall Tapers
Journey Level
$48.79
5P
1E
King
Electrical Fixture Maintenance Journey Level Workers
$25.34
5L
1E
King
Electricians - Inside
Cable Splicer
$61.93
7C
2W
King
Electricians - Inside
Cable Splicer (tunnel)
$66.55
7C
2W
King
Electricians - Inside
Certified Welder
$59.83
7C
2W
King
Electricians - Inside
Certified Welder (tunnel)
$64.23
7C
2W
King
Electricians - Inside
Construction Stock Person
$31.83
7C
2W
King
Electricians - Inside
Journey Level
$57.72
7C
2W
King
Electricians - Inside
Journey Level (tunnel)
$61.93
7C
2W
King
Electricians - Motor Shop
Craftsman
$15.37
1
King
Electricians - Motor Shop
Journey Level
$14.69
1
King
Electricians - Powerline Construction
Cable Splicer
$64.95
5A
4A
King
Electricians - Powerline Construction
Certified Line Welder
$59.37
5A
4A
King
Electricians - Powerline Construction
Groundperson
$42.16
5A
4A
King
Electricians - Powerline Construction
Head Groundperson
$44.50
5A
4A
King
Electricians - Powerline Construction
Heavy Line Equipment Operator
$59.37
5A
4A
King
Electricians - Powerline Construction
Jackhammer Operator
$44.50
5A
4A
King
Electricians - Powerline Construction
Journey Level Lineperson
$59.37
5A
4A
King
Electricians - Powerline Construction
Line Equipment Operator
$49.95
5A
4A
King
Electricians - Powerline Construction
Pole Sprayer
$59.37
5A
4A
King
Electricians - Powerline Construction
Powderperson
$44.50
5A
4A
King
Electronic Technicians
Journey Level
$31.00
King
Elevator Constructors
Mechanic
$75.24
7D
4A
King
Elevator Constructors
Mechanic In Charge
$82.00
7D
4A
King
Fabricated Precast Concrete Products
All Classifications - In-Factory Work Only
$14.15
5B
2K
King
Fence Erectors
Fence Erector
$15.18
https://fortress.wa.gov/lni/wagelookup/prvWagelookup.aspx
1
1
7/19/2012
Page 3 of 17
King
Flaggers
Journey Level
$33.93
7A
2Y
King
Glaziers
Journey Level
$50.91
7L
1Y
King
Heat & Frost Insulators And Asbestos Workers
Journeyman
$55.68
5J
1S
King
Heating Equipment Mechanics
Journey Level
$67.82
7F
1E
King
Hod Carriers & Mason Tenders
Journey Level
$41.28
7A
2Y
King
Industrial Engine And Machine Mechanics
Journey Level
$15.65
1
King
Industrial Power Vacuum Cleaner
Journey Level
$9.24
1
King
Inland Boatmen
Boat Operator
$51.95
King
Inland Boatmen
Cook
King
Inland Boatmen
Deckhand
King
Inland Boatmen
Deckhand Engineer
King
Inland Boatmen
King
Inland Boatmen
King
Inspection/Cleaning/Sealing Of Cleaner Operator, Foamer Operator Sewer & Water Systems By Remote Control
$31.49
1
King
Inspection/Cleaning/Sealing Of Grout Truck Operator Sewer & Water Systems By Remote Control
$11.48
1
King
Inspection/Cleaning/Sealing Of Head Operator Sewer & Water Systems By Remote Control
$24.91
1
King
Inspection/Cleaning/Sealing Of Technician Sewer & Water Systems By Remote Control
$19.33
1
King
Inspection/Cleaning/Sealing Of Tv Truck Operator Sewer & Water Systems By Remote Control
$20.45
1
King
Insulation Applicators
Journey Level
$48.47
5D
1M
King
Ironworkers
Journeyman
$58.27
7N
1O
King
Laborers
Air, Gas Or Electric Vibrating Screed
$40.03
7A
2Y
King
Laborers
Airtrac Drill Operator
$41.28
7A
2Y
King
Laborers
Ballast Regular Machine
$40.03
7A
2Y
King
Laborers
Batch Weighman
$33.93
7A
2Y
King
Laborers
Brick Pavers
$40.03
7A
2Y
King
Laborers
Brush Cutter
$40.03
7A
2Y
King
Laborers
Brush Hog Feeder
$40.03
7A
2Y
King
Laborers
Burner
$40.03
7A
2Y
King
Laborers
Caisson Worker
$41.28
7A
2Y
King
Laborers
Carpenter Tender
$40.03
7A
2Y
King
Laborers
Caulker
$40.03
7A
2Y
King
Laborers
Cement Dumper-paving
$40.77
7A
2Y
King
Laborers
Cement Finisher Tender
$40.03
7A
2Y
5B
1K
$48.62
5B
1K
$48.62
5B
1K
$49.60
5B
1K
Launch Operator
$50.80
5B
1K
Mate
$50.80
5B
1K
https://fortress.wa.gov/lni/wagelookup/prvWagelookup.aspx
7/19/2012
Page 4 of 17
King
Laborers
Change House Or Dry Shack
$40.03
7A
2Y
King
Laborers
Chipping Gun (under 30 Lbs.)
$40.03
7A
2Y
King
Laborers
Chipping Gun(30 Lbs. And Over)
$40.77
7A
2Y
King
Laborers
Choker Setter
$40.03
7A
2Y
King
Laborers
Chuck Tender
$40.03
7A
2Y
King
Laborers
Clary Power Spreader
$40.77
7A
2Y
King
Laborers
Clean-up Laborer
$40.03
7A
2Y
King
Laborers
Concrete Dumper/chute Operator
$40.77
7A
2Y
King
Laborers
Concrete Form Stripper
$40.03
7A
2Y
King
Laborers
Concrete Placement Crew
$40.77
7A
2Y
King
Laborers
Concrete Saw Operator/core Driller
$40.77
7A
2Y
King
Laborers
Crusher Feeder
$33.93
7A
2Y
King
Laborers
Curing Laborer
$40.03
7A
2Y
King
Laborers
Demolition: Wrecking & Moving (incl. Charred Material)
$40.03
7A
2Y
King
Laborers
Ditch Digger
$40.03
7A
2Y
King
Laborers
Diver
$41.28
7A
2Y
King
Laborers
Drill Operator (hydraulic,diamond)
$40.77
7A
2Y
King
Laborers
Dry Stack Walls
$40.03
7A
2Y
King
Laborers
Dump Person
$40.03
7A
2Y
King
Laborers
Epoxy Technician
$40.03
7A
2Y
King
Laborers
Erosion Control Worker
$40.03
7A
2Y
King
Laborers
Faller & Bucker Chain Saw
$40.77
7A
2Y
King
Laborers
Fine Graders
$40.03
7A
2Y
King
Laborers
Firewatch
$33.93
7A
2Y
King
Laborers
Form Setter
$40.03
7A
2Y
King
Laborers
Gabian Basket Builders
$40.03
7A
2Y
King
Laborers
General Laborer
$40.03
7A
2Y
King
Laborers
Grade Checker & Transit Person
$41.28
7A
2Y
King
Laborers
Grinders
$40.03
7A
2Y
King
Laborers
Grout Machine Tender
$40.03
7A
2Y
King
Laborers
Groutmen (pressure)including Post Tension Beams
$40.77
7A
2Y
King
Laborers
Guardrail Erector
$40.03
7A
2Y
King
Laborers
Hazardous Waste Worker (level A)
$41.28
7A
2Y
King
Laborers
Hazardous Waste Worker (level B)
$40.77
7A
2Y
King
Laborers
Hazardous Waste Worker (level C)
$40.03
7A
2Y
King
Laborers
High Scaler
$41.28
7A
2Y
https://fortress.wa.gov/lni/wagelookup/prvWagelookup.aspx
7/19/2012
Page 5 of 17
King
Laborers
Jackhammer
$40.77
7A
2Y
King
Laborers
Laserbeam Operator
$40.77
7A
2Y
King
Laborers
Maintenance Person
$40.03
7A
2Y
King
Laborers
Manhole Builder-mudman
$40.77
7A
2Y
King
Laborers
Material Yard Person
$40.03
7A
2Y
King
Laborers
Motorman-dinky Locomotive
$40.77
7A
2Y
King
Laborers
Nozzleman (concrete Pump, Green Cutter When Using Combination Of High Pressure Air & Water On Concrete & Rock, Sandblast, Gunite, Shotcrete, Water Bla
$40.77
7A
2Y
King
Laborers
Pavement Breaker
$40.77
7A
2Y
King
Laborers
Pilot Car
$33.93
7A
2Y
King
Laborers
Pipe Layer Lead
$41.28
7A
2Y
King
Laborers
Pipe Layer/tailor
$40.77
7A
2Y
King
Laborers
Pipe Pot Tender
$40.77
7A
2Y
King
Laborers
Pipe Reliner
$40.77
7A
2Y
King
Laborers
Pipe Wrapper
$40.77
7A
2Y
King
Laborers
Pot Tender
$40.03
7A
2Y
King
Laborers
Powderman
$41.28
7A
2Y
King
Laborers
Powderman's Helper
$40.03
7A
2Y
King
Laborers
Power Jacks
$40.77
7A
2Y
King
Laborers
Railroad Spike Puller - Power
$40.77
7A
2Y
King
Laborers
Raker - Asphalt
$41.28
7A
2Y
King
Laborers
Re-timberman
$41.28
7A
2Y
King
Laborers
Remote Equipment Operator
$40.77
7A
2Y
King
Laborers
Rigger/signal Person
$40.77
7A
2Y
King
Laborers
Rip Rap Person
$40.03
7A
2Y
King
Laborers
Rivet Buster
$40.77
7A
2Y
King
Laborers
Rodder
$40.77
7A
2Y
King
Laborers
Scaffold Erector
$40.03
7A
2Y
King
Laborers
Scale Person
$40.03
7A
2Y
King
Laborers
Sloper (over 20")
$40.77
7A
2Y
King
Laborers
Sloper Sprayer
$40.03
7A
2Y
King
Laborers
Spreader (concrete)
$40.77
7A
2Y
King
Laborers
Stake Hopper
$40.03
7A
2Y
King
Laborers
Stock Piler
$40.03
7A
2Y
King
Laborers
Tamper & Similar Electric, Air & Gas Operated Tools
$40.77
7A
2Y
King
Laborers
Tamper (multiple & Selfpropelled)
$40.77
7A
2Y
King
Laborers
Timber Person - Sewer (lagger, Shorer & Cribber)
$40.77
7A
2Y
King
Laborers
Toolroom Person (at Jobsite)
$40.03
7A
2Y
King
Laborers
Topper
$40.03
7A
2Y
https://fortress.wa.gov/lni/wagelookup/prvWagelookup.aspx
7/19/2012
Page 6 of 17
King
Laborers
Track Laborer
$40.03
7A
2Y
King
Laborers
Track Liner (power)
$40.77
7A
2Y
King
Laborers
Truck Spotter
$40.03
7A
2Y
King
Laborers
Tugger Operator
$40.77
7A
2Y
King
Laborers
Tunnel Work-Compressed Air Worker 0-30 psi
$52.08
7A
2Y
8Q
King
Laborers
Tunnel Work-Compressed Air Worker 30.01-44.00 psi
$57.08
7A
2Y
8Q
King
Laborers
Tunnel Work-Compressed Air Worker 44.01-54.00 psi
$60.76
7A
2Y
8Q
King
Laborers
Tunnel Work-Compressed Air Worker 54.01-60.00 psi
$66.46
7A
2Y
8Q
King
Laborers
Tunnel Work-Compressed Air Worker 60.01-64.00 psi
$68.58
7A
2Y
8Q
King
Laborers
Tunnel Work-Compressed Air Worker 64.01-68.00 psi
$73.68
7A
2Y
8Q
King
Laborers
Tunnel Work-Compressed Air Worker 68.01-70.00 psi
$75.58
7A
2Y
8Q
King
Laborers
Tunnel Work-Guage and Lock Tender
$41.38
7A
2Y
8Q
King
Laborers
Tunnel Work-Miner
$41.38
7A
2Y
8Q
King
Laborers
Vibrator
$40.77
7A
2Y
King
Laborers
Vinyl Seamer
$40.03
7A
2Y
King
Laborers
Watchman
$30.84
7A
2Y
King
Laborers
Welder
$40.77
7A
2Y
King
Laborers
Well Point Laborer
$40.77
7A
2Y
King
Laborers
Window Washer/cleaner
$30.84
7A
2Y
King
Laborers - Underground Sewer General Laborer & Topman & Water
$40.03
7A
2Y
King
Laborers - Underground Sewer Pipe Layer & Water
$40.77
7A
2Y
King
Landscape Construction
Irrigation Or Lawn Sprinkler Installers
$13.56
1
King
Landscape Construction
Landscape Equipment Operators Or Truck Drivers
$28.17
1
King
Landscape Construction
Landscaping or Planting Laborers
$17.87
1
King
Lathers
Journey Level
$48.74
5D
1H
King
Marble Setters
Journey Level
$48.27
5A
1M
King
Metal Fabrication (In Shop)
Fitter
$15.86
King
Metal Fabrication (In Shop)
Laborer
$9.78
1
King
Metal Fabrication (In Shop)
Machine Operator
$13.04
1
King
Metal Fabrication (In Shop)
Painter
$11.10
1
King
Metal Fabrication (In Shop)
Welder
$15.48
1
King
Millwright
Journey Level
$49.47
King
Modular Buildings
Cabinet Assembly
$11.56
1
King
Modular Buildings
Electrician
$11.56
1
https://fortress.wa.gov/lni/wagelookup/prvWagelookup.aspx
1
5D
1M
7/19/2012
Page 7 of 17
King
Modular Buildings
Equipment Maintenance
$11.56
1
King
Modular Buildings
Plumber
$11.56
1
King
Modular Buildings
Production Worker
$9.40
1
King
Modular Buildings
Tool Maintenance
$11.56
1
King
Modular Buildings
Utility Person
$11.56
1
King
Modular Buildings
Welder
$11.56
1
King
Painters
Journey Level
$35.72
6Z
2B
King
Pile Driver
Journey Level
$48.67
5A
1M
King
Plasterers
Journey Level
$46.88
7Q
1R
King
Playground & Park Equipment Installers
Journey Level
$9.04
King
Plumbers & Pipefitters
Journey Level
$70.84
6Z
1G
King
Power Equipment Operators
Asphalt Plant Operators
$50.39
7A
1T
8P
King
Power Equipment Operators
Assistant Engineer
$47.12
7A
1T
8P
King
Power Equipment Operators
Barrier Machine (zipper)
$49.90
7A
1T
8P
King
Power Equipment Operators
Batch Plant Operator, Concrete
$49.90
7A
1T
8P
King
Power Equipment Operators
Bobcat
$47.12
7A
1T
8P
King
Power Equipment Operators
Brokk - Remote Demolition Equipment
$47.12
7A
1T
8P
King
Power Equipment Operators
Brooms
$47.12
7A
1T
8P
King
Power Equipment Operators
Bump Cutter
$49.90
7A
1T
8P
King
Power Equipment Operators
Cableways
$50.39
7A
1T
8P
King
Power Equipment Operators
Chipper
$49.90
7A
1T
8P
King
Power Equipment Operators
Compressor
$47.12
7A
1T
8P
King
Power Equipment Operators
Concrete Pump: Truck Mount $50.39 With Boom Attachment Over 42 M
7A
1T
8P
King
Power Equipment Operators
Concrete Finish Machine -laser Screed
$47.12
7A
1T
8P
King
Power Equipment Operators
Concrete Pump - Mounted Or Trailer High Pressure Line Pump, Pump High Pressure.
$49.48
7A
1T
8P
King
Power Equipment Operators
Concrete Pump: Truck Mount With Boom Attachment Up To 42m
$49.90
7A
1T
8P
King
Power Equipment Operators
Conveyors
$49.48
7A
1T
8P
King
Power Equipment Operators
Cranes: 20 Tons Through 44 Tons With Attachments Overhead, Bridge Type Crane: 20 Tons Through 44 Tons
$49.90
7A
1T
8P
King
Power Equipment Operators
Cranes: 100 Tons Through 199 $50.94 Tons, or 150' of boom (including jib with attachments); Overhead, bridge type, 100 tons and over; Tower crane up to 175' in height, base to boom.
7A
1T
8P
https://fortress.wa.gov/lni/wagelookup/prvWagelookup.aspx
1
7/19/2012
Page 8 of 17
King
Power Equipment Operators
Cranes: 200 Tons To 300 Tons, Or 250' Of Boom (including Jib With Attachments)
$51.51
7A
1T
8P
King
Power Equipment Operators
Cranes: 45 Tons Through 99 Tons, Under 150' Of Boom (including Jib With Attachments)
$50.39
7A
1T
8P
King
Power Equipment Operators
Cranes: A-frame - 10 Tons And Under
$47.12
7A
1T
8P
King
Power Equipment Operators
Cranes: Friction 100 Tons Through 199 Tons
$51.51
7A
1T
8P
King
Power Equipment Operators
Cranes: Friction Over 200 Tons
$52.07
7A
1T
8P
King
Power Equipment Operators
Cranes: Over 300 Tons Or 300' Of Boom (including Jib With Attachments)
$52.07
7A
1T
8P
King
Power Equipment Operators
Cranes: Through 19 Tons With Attachments A-frame Over 10 Tons
$49.48
7A
1T
8P
King
Power Equipment Operators
Crusher
$49.90
7A
1T
8P
King
Power Equipment Operators
Deck Engineer/deck Winches (power)
$49.90
7A
1T
8P
King
Power Equipment Operators
Derricks, On Building Work
$50.39
7A
1T
8P
King
Power Equipment Operators
Dozer Quad 9, HD 41, D10 and Over
$50.39
7A
1T
8P
King
Power Equipment Operators
Dozers D-9 & Under
$49.48
7A
1T
8P
King
Power Equipment Operators
Drill Oilers: Auger Type, Truck Or Crane Mount
$49.48
7A
1T
8P
King
Power Equipment Operators
Drilling Machine
$49.90
7A
1T
8P
King
Power Equipment Operators
Elevator And Man-lift: Permanent And Shaft Type
$47.12
7A
1T
8P
King
Power Equipment Operators
Finishing Machine, Bidwell And Gamaco & Similar Equipment
$49.90
7A
1T
8P
King
Power Equipment Operators
Forklift: 3000 Lbs And Over With Attachments
$49.48
7A
1T
8P
King
Power Equipment Operators
Forklifts: Under 3000 Lbs. With Attachments
$47.12
7A
1T
8P
King
Power Equipment Operators
Grade Engineer: Using Blue Prints, Cut Sheets, Etc
$49.90
7A
1T
8P
King
Power Equipment Operators
Gradechecker/stakeman
$47.12
7A
1T
8P
King
Power Equipment Operators
Guardrail Punch/Auger
$49.90
7A
1T
8P
King
Power Equipment Operators
Hard Tail End Dump Articulating Off- Road Equipment 45 Yards. & Over
$50.39
7A
1T
8P
King
Power Equipment Operators
Hard Tail End Dump Articulating Off-road Equipment Under 45 Yards
$49.90
7A
1T
8P
King
Power Equipment Operators
Horizontal/directional Drill Locator
$49.48
7A
1T
8P
King
Power Equipment Operators
Horizontal/directional Drill Operator
$49.90
7A
1T
8P
https://fortress.wa.gov/lni/wagelookup/prvWagelookup.aspx
7/19/2012
Page 9 of 17
King
Power Equipment Operators
Hydralifts/boom Trucks Over 10 Tons
$49.48
7A
1T
8P
King
Power Equipment Operators
Hydralifts/boom Trucks, 10 Tons And Under
$47.12
7A
1T
8P
King
Power Equipment Operators
Loader, Overhead 8 Yards. & Over
$50.94
7A
1T
8P
King
Power Equipment Operators
Loader, Overhead, 6 Yards. But $50.39 Not Including 8 Yards
7A
1T
8P
King
Power Equipment Operators
Loaders, Overhead Under 6 Yards
$49.90
7A
1T
8P
King
Power Equipment Operators
Loaders, Plant Feed
$49.90
7A
1T
8P
King
Power Equipment Operators
Loaders: Elevating Type Belt
$49.48
7A
1T
8P
King
Power Equipment Operators
Locomotives, All
$49.90
7A
1T
8P
King
Power Equipment Operators
Material Transfer Device
$49.90
7A
1T
8P
King
Power Equipment Operators
Mechanics, All (leadmen $0.50 Per Hour Over Mechanic)
$50.94
7A
1T
8P
King
Power Equipment Operators
Mixers: Asphalt Plant
$49.90
7A
1T
8P
King
Power Equipment Operators
Motor Patrol Grader - Nonfinishing
$49.48
7A
1T
8P
King
Power Equipment Operators
Motor Patrol Graders, Finishing
$50.39
7A
1T
8P
King
Power Equipment Operators
Mucking Machine, Mole, Tunnel Drill, Boring, Road Header And/or Shield
$50.39
7A
1T
8P
King
Power Equipment Operators
Oil Distributors, Blower Distribution & Mulch Seeding Operator
$47.12
7A
1T
8P
King
Power Equipment Operators
Outside Hoists (elevators And Manlifts), Air Tuggers,strato
$49.48
7A
1T
8P
King
Power Equipment Operators
Overhead, Bridge Type: 45 Tons Through 99 Tons
$50.39
7A
1T
8P
King
Power Equipment Operators
Pavement Breaker
$47.12
7A
1T
8P
King
Power Equipment Operators
Pile Driver (other Than Crane Mount)
$49.90
7A
1T
8P
King
Power Equipment Operators
Plant Oiler - Asphalt, Crusher
$49.48
7A
1T
8P
King
Power Equipment Operators
Posthole Digger, Mechanical
$47.12
7A
1T
8P
King
Power Equipment Operators
Power Plant
$47.12
7A
1T
8P
King
Power Equipment Operators
Pumps - Water
$47.12
7A
1T
8P
King
Power Equipment Operators
Quick Tower - No Cab, Under 100 Feet In Height Based To Boom
$47.12
7A
1T
8P
King
Power Equipment Operators
Remote Control Operator On Rubber Tired Earth Moving Equipment
$50.39
7A
1T
8P
King
Power Equipment Operators
Rigger And Bellman
$47.12
7A
1T
8P
King
Power Equipment Operators
Rollagon
$50.39
7A
1T
8P
King
Power Equipment Operators
Roller, Other Than Plant Mix
$47.12
7A
1T
8P
King
Power Equipment Operators
Roller, Plant Mix Or Multi-lift Materials
$49.48
7A
1T
8P
https://fortress.wa.gov/lni/wagelookup/prvWagelookup.aspx
7/19/2012
Page 10 of 17
King
Power Equipment Operators
Roto-mill, Roto-grinder
$49.90
7A
1T
8P
King
Power Equipment Operators
Saws - Concrete
$49.48
7A
1T
8P
King
Power Equipment Operators
Scraper, Self Propelled Under 45 Yards
$49.90
7A
1T
8P
King
Power Equipment Operators
Scrapers - Concrete & Carry All
$49.48
7A
1T
8P
King
Power Equipment Operators
Scrapers, Self-propelled: 45 Yards And Over
$50.39
7A
1T
8P
King
Power Equipment Operators
Service Engineers - Equipment
$49.48
7A
1T
8P
King
Power Equipment Operators
Shotcrete/gunite Equipment
$47.12
7A
1T
8P
King
Power Equipment Operators
Shovel , Excavator, Backhoe, Tractors Under 15 Metric Tons.
$49.48
7A
1T
8P
King
Power Equipment Operators
Shovel, Excavator, Backhoe: Over 30 Metric Tons To 50 Metric Tons
$50.39
7A
1T
8P
King
Power Equipment Operators
Shovel, Excavator, Backhoes, Tractors: 15 To 30 Metric Tons
$49.90
7A
1T
8P
King
Power Equipment Operators
Shovel, Excavator, Backhoes: Over 50 Metric Tons To 90 Metric Tons
$50.94
7A
1T
8P
King
Power Equipment Operators
Shovel, Excavator, Backhoes: Over 90 Metric Tons
$51.51
7A
1T
8P
King
Power Equipment Operators
Slipform Pavers
$50.39
7A
1T
8P
King
Power Equipment Operators
Spreader, Topsider & Screedman
$50.39
7A
1T
8P
King
Power Equipment Operators
Subgrader Trimmer
$49.90
7A
1T
8P
King
Power Equipment Operators
Tower Bucket Elevators
$49.48
7A
1T
8P
King
Power Equipment Operators
Tower Crane Over 175'in Height, Base To Boom
$51.51
7A
1T
8P
King
Power Equipment Operators
Tower Crane Up To 175' In Height Base To Boom
$50.94
7A
1T
8P
King
Power Equipment Operators
Transporters, All Track Or Truck Type
$50.39
7A
1T
8P
King
Power Equipment Operators
Trenching Machines
$49.48
7A
1T
8P
King
Power Equipment Operators
Truck Crane Oiler/driver - 100 Tons And Over
$49.90
7A
1T
8P
King
Power Equipment Operators
Truck Crane Oiler/driver Under $49.48 100 Tons
7A
1T
8P
King
Power Equipment Operators
Truck Mount Portable Conveyor $49.90
7A
1T
8P
King
Power Equipment Operators
Welder
$50.39
7A
1T
8P
King
Power Equipment Operators
Wheel Tractors, Farmall Type
$47.12
7A
1T
8P
King
Power Equipment Operators
Yo Yo Pay Dozer
$49.90
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Asphalt Plant Operators
$50.39
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Assistant Engineer
$47.12
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Barrier Machine (zipper)
$49.90
7A
1T
8P
King
Power Equipment Operators-
Batch Plant Operator,
$49.90
7A
1T
8P
https://fortress.wa.gov/lni/wagelookup/prvWagelookup.aspx
7/19/2012
Page 11 of 17
Underground Sewer & Water
Concrete
King
Power Equipment OperatorsUnderground Sewer & Water
Bobcat
$47.12
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Brokk - Remote Demolition Equipment
$47.12
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Brooms
$47.12
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Bump Cutter
$49.90
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Cableways
$50.39
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Chipper
$49.90
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Compressor
$47.12
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Concrete Pump: Truck Mount $50.39 With Boom Attachment Over 42 M
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Concrete Finish Machine -laser Screed
$47.12
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Concrete Pump - Mounted Or Trailer High Pressure Line Pump, Pump High Pressure.
$49.48
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Concrete Pump: Truck Mount With Boom Attachment Up To 42m
$49.90
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Conveyors
$49.48
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Cranes: 20 Tons Through 44 Tons With Attachments Overhead, Bridge Type Crane: 20 Tons Through 44 Tons
$49.90
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Cranes: 200 Tons To 300 Tons, Or 250' Of Boom (including Jib With Attachments)
$51.51
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Cranes: 45 Tons Through 99 Tons, Under 150' Of Boom (including Jib With Attachments)
$50.39
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Cranes: A-frame - 10 Tons And Under
$47.12
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Cranes: Friction 100 Tons Through 199 Tons
$51.51
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Cranes: Friction Over 200 Tons
$52.07
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Cranes: Over 300 Tons Or 300' Of Boom (including Jib With Attachments)
$52.07
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Cranes: Through 19 Tons With Attachments A-frame Over 10 Tons
$49.48
7A
1T
8P
https://fortress.wa.gov/lni/wagelookup/prvWagelookup.aspx
7/19/2012
Page 12 of 17
King
Power Equipment OperatorsUnderground Sewer & Water
Crusher
$49.90
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Deck Engineer/deck Winches (power)
$49.90
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Derricks, On Building Work
$50.39
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Dozer Quad 9, HD 41, D10 and Over
$50.39
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Dozers D-9 & Under
$49.48
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Drill Oilers: Auger Type, Truck Or Crane Mount
$49.48
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Drilling Machine
$49.90
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Elevator And Man-lift: Permanent And Shaft Type
$47.12
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Finishing Machine, Bidwell And Gamaco & Similar Equipment
$49.90
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Forklift: 3000 Lbs And Over With Attachments
$49.48
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Forklifts: Under 3000 Lbs. With Attachments
$47.12
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Grade Engineer: Using Blue Prints, Cut Sheets, Etc
$49.90
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Gradechecker/stakeman
$47.12
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Guardrail Punch/Auger
$49.90
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Hard Tail End Dump Articulating Off- Road Equipment 45 Yards. & Over
$50.39
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Hard Tail End Dump Articulating Off-road Equipment Under 45 Yards
$49.90
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Horizontal/directional Drill Locator
$49.48
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Horizontal/directional Drill Operator
$49.90
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Hydralifts/boom Trucks Over 10 Tons
$49.48
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Hydralifts/boom Trucks, 10 Tons And Under
$47.12
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Loader, Overhead 8 Yards. & Over
$50.94
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Loader, Overhead, 6 Yards. But $50.39 Not Including 8 Yards
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Loaders, Overhead Under 6 Yards
$49.90
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Loaders, Plant Feed
$49.90
7A
1T
8P
https://fortress.wa.gov/lni/wagelookup/prvWagelookup.aspx
7/19/2012
Page 13 of 17
King
Power Equipment OperatorsUnderground Sewer & Water
Loaders: Elevating Type Belt
$49.48
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Locomotives, All
$49.90
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Material Transfer Device
$49.90
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Mechanics, All (leadmen $0.50 Per Hour Over Mechanic)
$50.94
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Mixers: Asphalt Plant
$49.90
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Motor Patrol Grader - Nonfinishing
$49.48
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Motor Patrol Graders, Finishing
$50.39
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Mucking Machine, Mole, Tunnel Drill, Boring, Road Header And/or Shield
$50.39
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Oil Distributors, Blower Distribution & Mulch Seeding Operator
$47.12
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Outside Hoists (elevators And Manlifts), Air Tuggers,strato
$49.48
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Overhead, Bridge Type: 45 Tons Through 99 Tons
$50.39
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Pavement Breaker
$47.12
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Pile Driver (other Than Crane Mount)
$49.90
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Plant Oiler - Asphalt, Crusher
$49.48
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Posthole Digger, Mechanical
$47.12
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Power Plant
$47.12
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Pumps - Water
$47.12
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Quick Tower - No Cab, Under 100 Feet In Height Based To Boom
$47.12
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Remote Control Operator On Rubber Tired Earth Moving Equipment
$50.39
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Rigger And Bellman
$47.12
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Rollagon
$50.39
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Roller, Other Than Plant Mix
$47.12
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Roller, Plant Mix Or Multi-lift Materials
$49.48
7A
1T
8P
https://fortress.wa.gov/lni/wagelookup/prvWagelookup.aspx
7/19/2012
Page 14 of 17
King
Power Equipment OperatorsUnderground Sewer & Water
Roto-mill, Roto-grinder
$49.90
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Saws - Concrete
$49.48
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Scraper, Self Propelled Under 45 Yards
$49.90
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Scrapers - Concrete & Carry All
$49.48
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Scrapers, Self-propelled: 45 Yards And Over
$50.39
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Service Engineers - Equipment
$49.48
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Shotcrete/gunite Equipment
$47.12
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Shovel , Excavator, Backhoe, Tractors Under 15 Metric Tons.
$49.48
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Shovel, Excavator, Backhoe: Over 30 Metric Tons To 50 Metric Tons
$50.39
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Shovel, Excavator, Backhoes, Tractors: 15 To 30 Metric Tons
$49.90
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Shovel, Excavator, Backhoes: Over 50 Metric Tons To 90 Metric Tons
$50.94
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Shovel, Excavator, Backhoes: Over 90 Metric Tons
$51.51
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Slipform Pavers
$50.39
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Spreader, Topsider & Screedman
$50.39
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Subgrader Trimmer
$49.90
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Tower Bucket Elevators
$49.48
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Tower Crane Over 175'in Height, Base To Boom
$51.51
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Tower Crane Up To 175' In Height Base To Boom
$50.94
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Transporters, All Track Or Truck Type
$50.39
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Trenching Machines
$49.48
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Truck Crane Oiler/driver - 100 Tons And Over
$49.90
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Truck Crane Oiler/driver Under $49.48 100 Tons
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Truck Mount Portable Conveyor $49.90
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Welder
7A
1T
8P
https://fortress.wa.gov/lni/wagelookup/prvWagelookup.aspx
$50.39
7/19/2012
Page 15 of 17
King
Power Equipment OperatorsUnderground Sewer & Water
Wheel Tractors, Farmall Type
$47.12
7A
1T
8P
King
Power Equipment OperatorsUnderground Sewer & Water
Yo Yo Pay Dozer
$49.90
7A
1T
8P
King
Power Line Clearance Tree Trimmers
Journey Level In Charge
$42.91
5A
4A
King
Power Line Clearance Tree Trimmers
Spray Person
$40.73
5A
4A
King
Power Line Clearance Tree Trimmers
Tree Equipment Operator
$41.29
5A
4A
King
Power Line Clearance Tree Trimmers
Tree Trimmer
$38.38
5A
4A
King
Power Line Clearance Tree Trimmers
Tree Trimmer Groundperson
$28.95
5A
4A
King
Refrigeration & Air Conditioning Mechanics
Journey Level
$69.96
6Z
1G
King
Residential Brick Mason
Journey Level
$48.27
5A
1M
King
Residential Carpenters
Journey Level
$28.20
1
King
Residential Cement Masons
Journey Level
$22.64
1
King
Residential Drywall Applicators Journey Level
$38.08
5D
1M
King
Residential Drywall Tapers
Journey Level
$48.79
5P
1E
King
Residential Electricians
JOURNEY LEVEL
$30.44
King
Residential Glaziers
Journey Level
$34.60
King
Residential Insulation Applicators
Journey Level
$26.28
1
King
Residential Laborers
Journey Level
$23.03
1
King
Residential Marble Setters
Journey Level
$24.09
1
King
Residential Painters
Journey Level
$24.46
1
King
Residential Plumbers & Pipefitters
Journey Level
$34.69
1
King
Residential Refrigeration & Air Journey Level Conditioning Mechanics
$69.96
6Z
1G
King
Residential Sheet Metal Workers
Journey Level (Field or Shop)
$40.04
7F
1R
King
Residential Soft Floor Layers
Journey Level
$41.95
5A
2Z
King
Residential Sprinkler Fitters (Fire Protection)
Journey Level
$41.31
5C
2R
King
Residential Stone Masons
Journey Level
$48.27
5A
1M
King
Residential Terrazzo Workers
Journey Level
$43.93
5A
1M
King
Residential Terrazzo/Tile Finishers
Journey Level
$21.46
1
King
Residential Tile Setters
Journey Level
$25.17
1
King
Roofers
Journey Level
$43.65
5A
1R
King
Roofers
Using Irritable Bituminous Materials
$46.65
5A
1R
King
Sheet Metal Workers
Journey Level (Field or Shop)
$67.82
7F
1E
King
Shipbuilding & Ship Repair
Boilermaker
$35.83
7M
1H
King
Shipbuilding & Ship Repair
Carpenter
$36.62
7O
3B
https://fortress.wa.gov/lni/wagelookup/prvWagelookup.aspx
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Page 16 of 17
King
Shipbuilding & Ship Repair
Electrician
$36.23
7O
3B
King
Shipbuilding & Ship Repair
Heat & Frost Insulator
$55.68
5J
1S
King
Shipbuilding & Ship Repair
Laborer
$34.82
7O
3B
King
Shipbuilding & Ship Repair
Machinist
$36.19
7O
3B
King
Shipbuilding & Ship Repair
Operator
$38.58
7O
3B
King
Shipbuilding & Ship Repair
Painter
$36.21
7O
3B
King
Shipbuilding & Ship Repair
Pipefitter
$36.16
7O
3B
King
Shipbuilding & Ship Repair
Rigger
$36.16
7O
3B
King
Shipbuilding & Ship Repair
Sandblaster
$35.17
7O
3B
King
Shipbuilding & Ship Repair
Sheet Metal
$36.14
7O
3B
King
Shipbuilding & Ship Repair
Shipfitter
$36.16
7O
3B
King
Shipbuilding & Ship Repair
Trucker
$36.00
7O
3B
King
Shipbuilding & Ship Repair
Warehouse
$36.06
7O
3B
King
Shipbuilding & Ship Repair
Welder/Burner
$36.16
7O
3B
King
Sign Makers & Installers (Electrical)
Sign Installer
$22.92
1
King
Sign Makers & Installers (Electrical)
Sign Maker
$21.36
1
King
Sign Makers & Installers (NonElectrical)
Sign Installer
$27.28
1
King
Sign Makers & Installers (NonElectrical)
Sign Maker
$33.25
1
King
Soft Floor Layers
Journey Level
$41.95
King
Solar Controls For Windows
Journey Level
$12.44
King
Sprinkler Fitters (Fire Protection)
Journey Level
$68.79
King
Stage Rigging Mechanics (Non Structural)
Journey Level
$13.23
King
Stone Masons
Journey Level
$48.27
King
Street And Parking Lot Sweeper Workers
Journey Level
$19.09
King
Surveyors
Assistant Construction Site Surveyor
$49.48
7A
1T
8P
King
Surveyors
Chainman
$48.96
7A
1T
8P
King
Surveyors
Construction Site Surveyor
$50.39
7A
1T
8P
King
Telecommunication Technicians
Journey Level
$22.76
King
Telephone Line Construction Outside
Cable Splicer
$34.20
5A
2B
King
Telephone Line Construction Outside
Hole Digger/Ground Person
$18.72
5A
2B
King
Telephone Line Construction Outside
Installer (Repairer)
$32.78
5A
2B
King
Telephone Line Construction Outside
Special Aparatus Installer I
$34.20
5A
2B
King
Telephone Line Construction Outside
Special Apparatus Installer II
$33.51
5A
2B
https://fortress.wa.gov/lni/wagelookup/prvWagelookup.aspx
5A
2Z
5C
1X
1
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7/19/2012
Page 17 of 17
King
Telephone Line Construction Outside
Telephone Equipment Operator $34.21 (Heavy)
5A
2B
King
Telephone Line Construction Outside
Telephone Equipment Operator $31.81 (Light)
5A
2B
King
Telephone Line Construction Outside
Telephone Lineperson
$31.81
5A
2B
King
Telephone Line Construction Outside
Television Groundperson
$18.16
5A
2B
King
Telephone Line Construction Outside
Television Lineperson/Installer
$24.09
5A
2B
King
Telephone Line Construction Outside
Television System Technician
$28.72
5A
2B
King
Telephone Line Construction Outside
Television Technician
$25.81
5A
2B
King
Telephone Line Construction Outside
Tree Trimmer
$31.82
5A
2B
King
Terrazzo Workers
Journey Level
$43.93
5A
1M
King
Tile Setters
Journey Level
$21.65
King
Tile, Marble & Terrazzo Finishers
Finisher
$37.76
King
Traffic Control Stripers
Journey Level
$40.73
7A
1K
King
Truck Drivers
Asphalt Mix Over 16 Yards (W. WA-Joint Council 28)
$46.97
5D
3A
8L
King
Truck Drivers
Asphalt Mix To 16 Yards (W. WA-Joint Council 28)
$46.13
5D
3A
8L
King
Truck Drivers
Dump Truck & Trailer
$46.97
5D
3A
8L
King
Truck Drivers
Dump Truck (W. WA-Joint Council 28)
$46.13
5D
3A
8L
King
Truck Drivers
Other Trucks (W. WA-Joint Council 28)
$46.97
5D
3A
8L
King
Truck Drivers
Transit Mixer
$23.45
1
King
Well Drillers & Irrigation Pump Irrigation Pump Installer Installers
$17.71
1
King
Well Drillers & Irrigation Pump Oiler Installers
$12.97
1
King
Well Drillers & Irrigation Pump Well Driller Installers
$18.00
1
https://fortress.wa.gov/lni/wagelookup/prvWagelookup.aspx
1 5A
1B
7/19/2012
Washington State Department of Labor and Industries Policy Statement (Regarding the Production of "Standard" or "Non-standard" Items) Below is the department's (State L&I's) list of criteria to be used in determining whether a prefabricated item is "standard" or "non-standard". For items not appearing on WSDOT's predetermined list, these criteria shall be used by the Contractor (and the Contractor's subcontractors, agents to subcontractors, suppliers, manufacturers, and fabricators) to determine coverage under RCW 39.12. The production, in the State of Washington, of non-standard items is covered by RCW 39.12, and the production of standard items is not. The production of any item outside the State of Washington is not covered by RCW 39.12. 1. Is the item fabricated for a public works project? If not, it is not subject to RCW 39.12. If it is, go to question 2. 2. Is the item fabricated on the public works jobsite? If it is, the work is covered under RCW 39.12. If not, go to question 3. 3. Is the item fabricated in an assembly/fabrication plant set up for, and dedicated primarily to, the public works project? If it is, the work is covered by RCW 39.12. If not, go to question 4. 4. Does the item require any assembly, cutting, modification or other fabrication by the supplier? If not, the work is not covered by RCW 39.12. If yes, go to question 5. 5. Is the prefabricated item intended for the public works project typically an inventory item which could reasonably be sold on the general market? If not, the work is covered by RCW 39.12. If yes, go to question 6. 6. Does the specific prefabricated item, generally defined as standard, have any unusual characteristics such as shape, type of material, strength requirements, finish, etc? If yes, the work is covered under RCW 39.12. Any firm with questions regarding the policy, WSDOT's Predetermined List, or for determinations of covered and non-covered workers shall be directed to State L&I at (360) 902-5330.
Supplemental to Wage Rates 03/02/2012 Edition, Published February, 2012
1
WSDOT's Predetermined List for Suppliers - Manufactures - Fabricator Below is a list of potentially prefabricated items, originally furnished by WSDOT to Washington State Department of Labor and Industries, that may be considered nonstandard and therefore covered by the prevailing wage law, RCW 39.12. Items marked with an X in the "YES" column should be considered to be non-standard and therefore covered by RCW 39.12. Items marked with an X in the "NO" column should be considered to be standard and therefore not covered. Of course, exceptions to this general list may occur, and in that case shall be evaluated according to the criteria described in State and L&I's policy statement.
ITEM DESCRIPTION 1. Metal rectangular frames, solid metal covers, herringbone grates, and bi-directional vaned grates for Catch Basin Types 1, 1L, 1P, and 2 and Concrete Inlets. See Std. Plans 2. Metal circular frames (rings) and covers, circular grates, and prefabricated ladders for Manhole Types 1, 2, and 3, Drywell Types 1, 2, and 3 and Catch Basin Type 2. See Std. Plans 3. Prefabricated steel grate supports and welded grates, metal frames and dual vaned grates, and Type 1, 2, and 3 structural tubing grates for Drop Inlets. See Std. Plans.
YES
NO
X X X
4. Concrete Pipe - Plain Concrete pipe and reinforced concrete pipe Class 2 to 5 sizes smaller than 60 inch diameter.
X
5. Concrete Pipe - Plain Concrete pipe and reinforced concrete pipe Class 2 to 5 sizes larger than 60 inch diameter.
X
6. Corrugated Steel Pipe - Steel lock seam corrugated pipe for culverts and storm sewers, sizes 30 inch to 120 inches in diameter. May also be treated, 1 thru 5.
X
7. Corrugated Aluminum Pipe - Aluminum lock seam corrugated pipe for culverts and storm sewers, sizes 30 inch to 120 inches in diameter. May also be treated, #5.
X
Supplemental to Wage Rates 03/02/2012 Edition, Published February, 2012
2
WSDOT's Predetermined List for Suppliers - Manufactures - Fabricator
ITEM DESCRIPTION
YES
8. Anchor Bolts & Nuts - Anchor Bolts and Nuts, for mounting sign structures, luminaries and other items, shall be made from commercial bolt stock. See Contract Plans and Std. Plans for size and material type. 9. Aluminum Pedestrian Handrail - Pedestrian handrail conforming to the type and material specifications set forth in the contract plans. Welding of aluminum shall be in accordance with Section 9-28.14(3). 10. Major Structural Steel Fabrication - Fabrication of major steel items such as trusses, beams, girders, etc., for bridges. 11. Minor Structural Steel Fabrication - Fabrication of minor steel Items such as special hangers, brackets, access doors for structures, access ladders for irrigation boxes, bridge expansion joint systems, etc., involving welding, cutting, punching and/or boring of holes. See Contact Plans for item description and shop drawings.
X
X
X
X
12. Aluminum Bridge Railing Type BP - Metal bridge railing conforming to the type and material specifications set forth in the Contract Plans. Welding of aluminum shall be in accordance with Section 9-28.14(3). 13. Concrete Piling--Precast-Prestressed concrete piling for use as 55 and 70 ton concrete piling. Concrete to conform to Section 9-19.1 of Std. Spec.. 14. Precast Manhole Types 1, 2, and 3 with cones, adjustment sections and flat top slabs. See Std. Plans.
NO
X
X X
15. Precast Drywell Types 1, 2, and with cones and adjustment Sections. See Std. Plans.
X
16. Precast Catch Basin - Catch Basin type 1, 1L, 1P, and 2 With adjustment sections. See Std. Plans.
X
Supplemental to Wage Rates 03/02/2012 Edition, Published February, 2012
3
WSDOT's Predetermined List for Suppliers - Manufactures - Fabricator
ITEM DESCRIPTION
YES
NO
17. Precast Concrete Inlet - with adjustment sections, See Std. Plans
X
18. Precast Drop Inlet Type 1 and 2 with metal grate supports. See Std. Plans.
X
19. Precast Grate Inlet Type 2 with extension and top units. See Std. Plans
X
20. Metal frames, vaned grates, and hoods for Combination Inlets. See Std. Plans
X
21. Precast Concrete Utility Vaults - Precast Concrete utility vaults of various sizes. Used for in ground storage of utility facilities and controls. See Contract Plans for size and construction requirements. Shop drawings are to be provided for approval prior to casting
X
22. Vault Risers - For use with Valve Vaults and Utilities Vaults.
X
X
23. Valve Vault - For use with underground utilities. See Contract Plans for details. 24. Precast Concrete Barrier - Precast Concrete Barrier for use as new barrier or may also be used as Temporary Concrete Barrier. Only new state approved barrier may be used as permanent barrier. 25. Reinforced Earth Wall Panels – Reinforced Earth Wall Panels in size and shape as shown in the Plans. Fabrication plant has annual approval for methods and materials to be used. See Shop Drawing. Fabrication at other locations may be approved, after facilities inspection, contact HQ. Lab. 26. Precast Concrete Walls - Precast Concrete Walls - tilt-up wall panel in size and shape as shown in Plans. Fabrication plant has annual approval for methods and materials to be used
Supplemental to Wage Rates 03/02/2012 Edition, Published February, 2012
X X
X
X
4
WSDOT's Predetermined List for Suppliers - Manufactures - Fabricator
ITEM DESCRIPTION 27. Precast Railroad Crossings - Concrete Crossing Structure Slabs. 28. 12, 18 and 26 inch Standard Precast Prestressed Girder – Standard Precast Prestressed Girder for use in structures. Fabricator plant has annual approval of methods and materials to be used. Shop Drawing to be provided for approval prior to casting girders. See Std. Spec. Section 6-02.3(25)A 29. Prestressed Concrete Girder Series 4-14 - Prestressed Concrete Girders for use in structures. Fabricator plant has annual approval of methods and materials to be used. Shop Drawing to be provided for approval prior to casting girders. See Std. Spec. Section 6-02.3(25)A . 30. Prestressed Tri-Beam Girder - Prestressed Tri-Beam Girders for use in structures. Fabricator plant has annual approval of methods and materials to be used. Shop Drawing to be provided for approval prior to casting girders. See Std. Spec. Section 6-02.3(25)A 31. Prestressed Precast Hollow-Core Slab – Precast Prestressed Hollow-core slab for use in structures. Fabricator plant has annual approval of methods and materials to be used. Shop Drawing to be provided for approval prior to casting girders. See Std. Spec. Section 6-02.3(25)A. 32. Prestressed-Bulb Tee Girder - Bulb Tee Prestressed Girder for use in structures. Fabricator plant has annual approval of methods and materials to be used. Shop Drawing to be provided for approval prior to casting girders. See Std. Spec. Section 6-02.3(25)A 33. Monument Case and Cover See Std. Plan.
Supplemental to Wage Rates 03/02/2012 Edition, Published February, 2012
YES
NO
X
X
X
X
X
X
X
5
WSDOT's Predetermined List for Suppliers - Manufactures - Fabricator
ITEM DESCRIPTION 34. Cantilever Sign Structure - Cantilever Sign Structure fabricated from steel tubing meeting AASHTO-M-183. See Std. Plans, and Contract Plans for details. The steel structure shall be galvanized after fabrication in accordance with AASHTO-M-111. 35. Mono-tube Sign Structures - Mono-tube Sign Bridge fabricated to details shown in the Plans. Shop drawings for approval are required prior to fabrication. 36. Steel Sign Bridges - Steel Sign Bridges fabricated from steel tubing meeting AASHTO-M-138 for Aluminum Alloys. See Std. Plans, and Contract Plans for details. The steel structure shall be galvanized after fabrication in accordance with AASHTO-M-111. 37. Steel Sign Post - Fabricated Steel Sign Posts as detailed in Std Plans. Shop drawings for approval are to be provided prior to fabrication 38. Light Standard-Prestressed - Spun, prestressed, hollow concrete poles. 39. Light Standards - Lighting Standards for use on highway illumination systems, poles to be fabricated to conform with methods and materials as specified on Std. Plans. See Specia Provisions for pre-approved drawings. 40. Traffic Signal Standards - Traffic Signal Standards for use on highway and/or street signal systems. Standards to be fabricated to conform with methods and material as specified on Std. Plans. See Special Provisions for pre-approved drawings 41. Precast Concrete Sloped Mountable Curb (Single and DualFaced) See Std. Plans.
Supplemental to Wage Rates 03/02/2012 Edition, Published February, 2012
YES
NO
X
X
X
X X
X
X X
6
WSDOT's Predetermined List for Suppliers - Manufactures - Fabricator
ITEM DESCRIPTION 42. Traffic Signs - Prior to approval of a Fabricator of Traffic Signs, the sources of the following materials must be submitted and approved for reflective sheeting, legend material, and aluminum sheeting. NOTE: *** Fabrication inspection required. Only signs tagged "Fabrication Approved" by WSDOT Sign Fabrication Inspector to be installed
YES
NO
X
X
Custom Message
Std Signing Message
43. Cutting & bending reinforcing steel 44. Guardrail components
X X
X
Custom End Sec
Standard Sec
45. Aggregates/Concrete mixes
Covered by WAC 296-127-018
46. Asphalt
Covered by WAC 296-127-018
47. Fiber fabrics
X
48. Electrical wiring/components
X
49. treated or untreated timber pile
X
50. Girder pads (elastomeric bearing)
X
51. Standard Dimension lumber
X
52. Irrigation components
X
Supplemental to Wage Rates 03/02/2012 Edition, Published February, 2012
7
WSDOT's Predetermined List for Suppliers - Manufactures - Fabricator
ITEM DESCRIPTION
YES
NO
53. Fencing materials
X
54. Guide Posts
X
55. Traffic Buttons
X
56. Epoxy
X
57. Cribbing
X
58. Water distribution materials
X
59. Steel "H" piles
X
60. Steel pipe for concrete pile casings
X
61. Steel pile tips, standard
X
62. Steel pile tips, custom
Supplemental to Wage Rates 03/02/2012 Edition, Published February, 2012
X
8
State of Washington Department of Labor and Industries Prevailing Wage Section - Telephone (360) 902PO Box 44540, Olympia, WA 98504-4540 Washington State Prevailing Wage The PREVAILING WAGES listed here include both the hourly wage rate and the hourly rate of fringe benefits. On public works projects, workers' wage and benefit rates must add to not less than this total. A brief description of overtime calculation requirements is provided on the Benefit Code Key.
METAL FABRICATION (IN SHOP) EFFECTIVE 03/02/2012 **************************************************************************************************** (See Benefit Code Key)
Prevailing Wage
Classification Code
FITTER LABORER MACHINE OPERATOR PAINTER
Counties Covered: ADAMS $12.76 $9.04 $12.66 $10.20
Overtime Code
Holiday Code
1 1 1 1
Counties Covered: ASOTIN, COLUMBIA, DOUGLAS, FERRY, FRANKLIN, GARFIELD, KITTITAS LINCOLN, OKANOGAN, PEND ORIELLE, STEVENS, WALLA WALLA AND WHITMAN
FITTER LABORER MACHINE OPERATOR PAINTER WELDER
$12.76 $9.04 $12.66 $10.20 $12.76
1 1 1 1 1
Counties Covered: BENTON MACHINE OPERATOR PAINTER WELDER
$10.53 $9.76 $16.70
1 1 1 1
Counties Covered: CHELAN FITTER LABORER MACHINE OPERATOR PAINTER WELDER
Supplemental to Wage Rates 03/02/2012 Edition, Published February, 2012
$15.04 $9.54 $9.71 $9.93 $12.24
1 1 1 1 1
9
METAL FABRICATION (IN SHOP) EFFECTIVE 03/02/2012 **************************************************************************************************** (See Benefit Code Key)
Prevailing Wage
Classification Code
Overtime Code
Holiday Code
Counties Covered: CLALLAM, GRAYS HARBOR, ISLAND, JEFFERSON, LEWIS, MASON, PACIFIC SAN JUAN AND SKAGIT FITTER/WELDER LABORER MACHINE OPERATOR PAINTER
$15.16 $11.13 $10.66 $11.41
1 1 1 1
Counties Covered: CLARK FITTER LABORER LAYEROUT MACHINE OPERATOR PAINTER WELDER
$31.77 $21.91 $31.47 $31.47 $28.01 $29.59
1E 1E 1E 1E 1E 1E
6H 6H 6H 6H 6H 6H
1B 1B 1B
2S 2S 2S
Counties Covered: COWLITZ MACHINE OPERATOR FITTER WELDER
$25.33 $25.33 $25.33
Counties Covered: GRANT FITTER/WELDER PAINTER
$10.79 $9.04
1 1
Counties Covered: KING FITTER LABORER MACHINE OPERATOR PAINTER WELDER
Supplemental to Wage Rates 03/02/2012 Edition, Published February, 2012
$15.86 $9.78 $13.04 $11.10 $15.48
1 1 1 1
10
METAL FABRICATION (IN SHOP) EFFECTIVE 03/02/2012 **************************************************************************************************** (See Benefit Code Key)
Prevailing Wage
Classification Code
FITTER LABORER MACHINE OPERATOR WELDER
Counties Covered: KITSAP $26.96 $8.67 $13.83 $13.83
Overtime Code
Holiday Code
1 1 1 1
Counties Covered: KLICKITAT, SKAMANIA, WAHKIAKUM FITTER LABORER MACHINE OPERATOR PAINTER WELDER
$16.99 $10.44 $17.21 $17.03 $16.99
1 1 1 1 1
Counties Covered: PIERCE FITTER LABORER MACHINE OPERATOR WELDER
$15.25 $10.32 $13.98 $13.98
1 1 1 1
Counties Covered: SNOHOMISH FITTER/WELDER LABORER MACHINE OPERATOR PAINTER
$15.38 $9.79 $9.04 $9.98
1 1 1 1
Counties Covered: SPOKANE FITTER LABORER MACHINE OPERATOR PAINTER WELDER
Supplemental to Wage Rates 03/02/2012 Edition, Published February, 2012
$12.59 $9.04 $13.26 $10.27 $10.80
1 1 1 1 1
11
METAL FABRICATION (IN SHOP) EFFECTIVE 03/02/2012 **************************************************************************************************** (See Benefit Code Key)
Prevailing Wage
Classification Code
Overtime Code
Holiday Code
Counties Covered: THURSTON FITTER LABORER LAYEROUT MACHINE OPERATOR WELDER
$27.10 $16.91 $30.63 $20.86 $24.74
2U 2U 2U 2U 2U
6T 6T 6T 6T 6T
Counties Covered: WHATCOM FITTER/WELDER LABORER MACHINE OPERATOR
$13.81 $9.04 $13.81
1 1 1
Counties Covered: YAKIMA FITTER LABORER MACHINE OPERATOR PAINTER WELDER
Supplemental to Wage Rates 03/02/2012 Edition, Published February, 2012
$12.00 $10.31 $11.32 $12.00 $11.32
1 1 1 1 1
12
FABRICATED PRECAST CONCRETE PRODUCTS EFFECTIVE 03/02/2012 **************************************************************************************************** (See Benefit Code Key)
Prevailing Wage
Classification Code
Overtime Code
Holiday Code
Counties Covered: ADAMS, ASOTIN, BENTON, COLUMBIA, DOUGLAS, FERRY, GARFIELD, GRANT, LINCOLN, OKANOGAN, PEND OREILLE, STEVENS, WALLA WALLA AND WHITMAN
JOURNEY LEVEL
$9.96
1
Counties Covered: CHELAN, KITTITAS, KLICKITAT AND SKAMANIA JOURNEY LEVEL
$9.04
1
Counties Covered: CLALLAM, CLARK, COWLITZ, GRAYS HARBOR, ISLAND, JEFFERSON, KITSAP,LEWIS, MASON, PACIFIC, SAN JUAN, SKAGIT, SNOHOMISH, THURSTON AND WAHKIAKUM JOURNEY LEVEL
$13.50
1
Counties Covered: FRANKLIN JOURNEY LEVEL
$11.50
1
Counties Covered: KING ALL CLASSIFICATIONS
$13.85
2K
5B
Counties Covered: PIERCE JOURNEY LEVEL
$9.28
1
Counties Covered: SPOKANE JOURNEY LEVEL
$20.23
1
Counties Covered: WHATCOM JOURNEY LEVEL
$13.67
1
Counties Covered: YAKIMA CRAFTSMAN JOURNEY LEVEL
Supplemental to Wage Rates 03/02/2012 Edition, Published February, 2012
$9.04 $9.04
1 1
13
WSDOT's List of State Occupations not applicable to Heavy and Highway Construction Projects This project is subject to the state hourly minimum rates for wages and fringe benefits in the contract provisions, as provided by the state Department of Labor and Industries. The following list of occupations, is comprised of those occupations that are not normally used in the construction of heavy and highway projects. When considering job classifications for use and / or payment when bidding on, or building heavy and highway construction projects for, or administered by WSDOT, these Occupations will be excepted from the included "Washington State Prevailing Wage Rates For Public Work Contracts" documents.
Electrical Fixture Maintenance Workers Electricians - Motor Shop Heating Equipment Mechanics Industrial Engine and Machine Mechanics Industrial Power Vacuum Cleaners Inspection, Cleaning, Sealing of Water Systems by Remote Control Laborers - Underground Sewer & Water Machinists (Hydroelectric Site Work) Modular Buildings Playground & Park Equipment Installers Power Equipment Operators - Underground Sewer & Water Residential *** ALL ASSOCIATED RATES *** Sign Makers and Installers (Non-Electrical) Sign Makers and Installers (Electrical) Stage Rigging Mechanics (Non Structural)
The following occupations may be used only as outlined in the preceding text concerning "WSDOT's list for Suppliers - Manufacturers - Fabricators"
Fabricated Precast Concrete Products Metal Fabrication (In Shop)
Definitions for the Scope of Work for prevailing wages may be found at the Washington State Department of Labor and Industries web site and in WAC Chapter 296-127.
Supplemental to Wage Rates 03/02/2012 Edition, Published February, 2012
14
Washington State Department of Labor and Industries Policy Statements (Regarding Production and Delivery of Gravel, Concrete, Asphalt, etc.)
WAC 296-127-018 Agency filings affecting this section Coverage and exemptions of workers involved in the production and delivery of gravel, concrete, asphalt, or similar materials. (1) The materials covered under this section include but are not limited to: Sand, gravel, crushed rock, concrete, asphalt, or other similar materials. (2) All workers, regardless of by whom employed, are subject to the provisions of chapter 39.12 RCW when they perform any or all of the following functions: (a) They deliver or discharge any of the above-listed materials to a public works project site: (i) At one or more point(s) directly upon the location where the material will be incorporated into the project; or (ii) At multiple points at the project; or (iii) Adjacent to the location and coordinated with the incorporation of those materials. (b) They wait at or near a public works project site to perform any tasks subject to this section of the rule. (c) They remove any materials from a public works construction site pursuant to contract requirements or specifications (e.g., excavated materials, materials from demolished structures, clean-up materials, etc.). (d) They work in a materials production facility (e.g., batch plant, borrow pit, rock quarry, etc.,) which is established for a public works project for the specific, but not necessarily exclusive, purpose of supplying materials for the project. (e) They deliver concrete to a public works site regardless of the method of incorporation. (f) They assist or participate in the incorporation of any materials into the public works project.
Supplemental to Wage Rates 03/02/2012 Edition, Published February, 2012
15
(3) All travel time that relates to the work covered under subsection (2) of this section requires the payment of prevailing wages. Travel time includes time spent waiting to load, loading, transporting, waiting to unload, and delivering materials. Travel time would include all time spent in travel in support of a public works project whether the vehicle is empty or full. For example, travel time spent returning to a supply source to obtain another load of material for use on a public works site or returning to the public works site to obtain another load of excavated material is time spent in travel that is subject to prevailing wage. Travel to a supply source, including travel from a public works site, to obtain materials for use on a private project would not be travel subject to the prevailing wage. (4) Workers are not subject to the provisions of chapter 39.12 RCW when they deliver materials to a stockpile. (a) A "stockpile" is defined as materials delivered to a pile located away from the site of incorporation such that the stockpiled materials must be physically moved from the stockpile and transported to another location on the project site in order to be incorporated into the project. (b) A stockpile does not include any of the functions described in subsection (2)(a) through (f) of this section; nor does a stockpile include materials delivered or distributed to multiple locations upon the project site; nor does a stockpile include materials dumped at the place of incorporation, or adjacent to the location and coordinated with the incorporation. (5) The applicable prevailing wage rate shall be determined by the locality in which the work is performed. Workers subject to subsection (2)(d) of this section, who produce such materials at an off-site facility shall be paid the applicable prevailing wage rates for the county in which the off-site facility is located. Workers subject to subsection (2) of this section, who deliver such materials to a public works project site shall be paid the applicable prevailing wage rates for the county in which the public works project is located.
[Statutory Authority: Chapter 39.12 RCW, RCW 43.22.051 and 43.22.270. 08-24-101, ยง 296-127-018, filed 12/2/08, effective 1/2/09. Statutory Authority: Chapters 39.04 and 39.12 RCW and RCW 43.22.270. 92-01-104 and 92-08-101, ยง 296-127-018, filed 12/18/91 and 4/1/92, effective 8/31/92.]
Supplemental to Wage Rates 03/02/2012 Edition, Published February, 2012
16
BENEFIT CODE KEY - EFFECTIVE 03-02-2012 THRU 08-30-2012 ************************************************************************************************************************ OVERTIME CODES OVERTIME CALCULATIONS ARE BASED ON THE HOURLY RATE ACTUALLY PAID TO THE WORKER. ON PUBLIC WORKS PROJECTS, THE HOURLY RATE MUST BE NOT LESS THAN THE PREVAILING RATE OF WAGE MINUS THE HOURLY RATE OF THE COST OF FRINGE BENEFITS ACTUALLY PROVIDED FOR THE WORKER. 1.
ALL HOURS WORKED IN EXCESS OF EIGHT (8) HOURS PER DAY OR FORTY (40) HOURS PER WEEK SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE.
B.
ALL HOURS WORKED ON SATURDAYS SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE.
C.
THE FIRST TWO (2) HOURS AFTER EIGHT (8) REGULAR HOURS MONDAY THROUGH FRIDAY AND THE FIRST TEN (10) HOURS ON SATURDAY SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL OTHER OVERTIME HOURS AND ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE.
D.
THE FIRST TWO (2) HOURS BEFORE OR AFTER A FIVE - EIGHT (8) HOUR WORKWEEK DAY OR A FOUR - TEN (10) HOUR WORKWEEK DAY AND THE FIRST EIGHT (8) HOURS WORKED THE NEXT DAY AFTER EITHER WORKWEEK SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL ADDITIONAL HOURS WORKED AND ALL WORKED ON SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE.
E.
THE FIRST TWO (2) HOURS AFTER EIGHT (8) REGULAR HOURS MONDAY THROUGH FRIDAY AND THE FIRST EIGHT (8) HOURS ON SATURDAY SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL OTHER HOURS WORKED MONDAY THROUGH SATURDAY, AND ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE.
F.
THE FIRST TWO (2) HOURS AFTER EIGHT (8) REGULAR HOURS MONDAY THROUGH FRIDAY AND THE FIRST TEN (10) HOURS ON SATURDAY SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL OTHER OVERTIME HOURS WORKED, EXCEPT LABOR DAY, SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON LABOR DAY SHALL BE PAID AT THREE TIMES THE HOURLY RATE OF WAGE.
G.
THE FIRST TEN (10) HOURS WORKED ON SATURDAYS AND THE FIRST TEN (10) HOURS WORKED ON A FIFTH CALENDAR WEEKDAY IN A FOUR - TEN HOUR SCHEDULE, SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED IN EXCESS OF TEN (10) HOURS PER DAY MONDAY THROUGH SATURDAY AND ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE.
H.
ALL HOURS WORKED ON SATURDAYS (EXCEPT MAKEUP DAYS IF WORK IS LOST DUE TO INCLEMENT WEATHER CONDITIONS OR EQUIPMENT BREAKDOWN) SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED MONDAY THROUGH SATURDAY OVER TWELVE (12) HOURS AND ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE.
I.
ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS SHALL ALSO BE PAID AT ONE AND DOUBLE THE HOURLY RATE OF WAGE.
J.
THE FIRST TWO (2) HOURS AFTER EIGHT (8) REGULAR HOURS MONDAY THROUGH FRIDAY AND THE FIRST TEN (10) HOURS ON SATURDAY SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED OVER TEN (10) HOURS MONDAY THROUGH SATURDAY, SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE.
K.
ALL HOURS WORKED ON SATURDAYS AND SUNDAYS SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE.
L.
ALL HOURS WORKED IN EXCESS OF TEN (10) HOURS PER DAY MONDAY THROUGH SATURDAY AND ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE.
M.
ALL HOURS WORKED ON SATURDAYS (EXCEPT MAKEUP DAYS IF WORK IS LOST DUE TO INCLEMENT WEATHER CONDITIONS) SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE.
N.
ALL HOURS WORKED ON SATURDAYS (EXCEPT MAKEUP DAYS) SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE.
BENEFIT CODE KEY - EFFECTIVE 03-02-2012 THRU 08-30-2012 -2-
1.
O.
THE FIRST TEN (10) HOURS WORKED ON SATURDAY SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON SUNDAYS, HOLIDAYS AND AFTER TWELVE (12) HOURS, MONDAY THROUGH FRIDAY, AND AFTER TEN (10) HOURS ON SATURDAY SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE.
P.
ALL HOURS WORKED ON SATURDAYS (EXCEPT MAKEUP DAYS IF CIRCUMSTANCES WARRANT) AND SUNDAYS SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE.
Q.
THE FIRST TWO (2) HOURS AFTER EIGHT (8) REGULAR HOURS MONDAY THROUGH FRIDAY AND UP TO TEN (10) HOURS WORKED ON SATURDAYS SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED IN EXCESS OF TEN (10) HOURS PER DAY MONDAY THROUGH SATURDAY AND ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS (EXCEPT CHRISTMAS DAY) SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON CHRISTMAS DAY SHALL BE PAID AT TWO AND ONEHALF TIMES THE HOURLY RATE OF WAGE.
R.
ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS SHALL BE PAID AT TWO TIMES THE HOURLY RATE OF WAGE.
S.
THE FIRST TWO (2) HOURS AFTER EIGHT (8) REGULAR HOURS MONDAY THROUGH FRIDAY AND THE FIRST EIGHT (8) HOURS ON SATURDAY SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON HOLIDAYS AND ALL OTHER OVERTIME HOURS WORKED, EXCEPT LABOR DAY, SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON LABOR DAY SHALL BE PAID AT THREE TIMES THE HOURLY RATE OF WAGE.
T.
WORK PERFORMED IN EXCESS OF EIGHT (8) HOURS OF STRAIGHT TIME PER DAY, OR TEN (10) HOURS OF STRAIGHT TIME PER DAY WHEN FOUR TEN (10) HOUR SHIFTS ARE ESTABLISHED, OR FORTY (40) HOURS OF STRAIGHT TIME PER WEEK, MONDAY THROUGH FRIDAY, OR OUTSIDE THE NORMAL SHIFT, AND ALL WORK ON SATURDAYS SHALL BE PAID AT TIME AND ONE-HALF THE STRAIGHT TIME RATE. HOURS WORKED OVER TWELVE HOURS (12) IN A SINGLE SHIFT AND ALL WORK PERFORMED AFTER 6:00 PM SATURDAY TO 6:00 AM MONDAY AND HOLIDAYS SHALL BE PAID AT DOUBLE THE STRAIGHT TIME RATE OF PAY. THE EMPLOYER SHALL HAVE THE SOLE DISCRETION TO ASSIGN OVERTIME WORK TO EMPLOYEES. PRIMARY CONSIDERATION FOR OVERTIME WORK SHALL BE GIVEN TO EMPLOYEES REGULARLY ASSIGNED TO THE WORK TO BE PERFORMED ON OVERTIME SITUATIONS. AFTER AN EMPLOYEE HAS WORKED EIGHT (8) HOURS AT AN APPLICABLE OVERTIME RATE, ALL ADDITIONAL HOURS SHALL BE AT THE APPLICABLE OVERTIME RATE UNTIL SUCH TIME AS THE EMPLOYEE HAS HAD A BREAK OF EIGHT (8) HOURS OR MORE.
U.
ALL HOURS WORKED ON SATURDAYS SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS (EXCEPT LABOR DAY) SHALL BE PAID AT TWO TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON LABOR DAY SHALL BE PAID AT THREE TIMES THE HOURLY RATE OF WAGE.
V.
ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS (EXCEPT THANKSGIVING DAY AND CHRISTMAS DAY) SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON THANKSGIVING DAY AND CHRISTMAS DAY SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE.
W.
ALL HOURS WORKED ON SATURDAYS AND SUNDAYS (EXCEPT MAKE-UP DAYS DUE TO CONDITIONS BEYOND THE CONTROL OF THE EMPLOYER)) SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE.
X.
THE FIRST FOUR (4) HOURS AFTER EIGHT (8) REGULAR HOURS MONDAY THROUGH FRIDAY AND THE FIRST TWELVE (12) HOURS ON SATURDAY SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED OVER TWELVE (12) HOURS MONDAY THROUGH SATURDAY, SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. WHEN HOLIDAY FALLS ON SATURDAY OR SUNDAY, THE DAY BEFORE SATURDAY, FRIDAY, AND THE DAY AFTER SUNDAY, MONDAY, SHALL BE CONSIDERED THE HOLIDAY AND ALL WORK PERFORMED SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE.
Y.
ALL HOURS WORKED OUTSIDE THE HOURS OF 5:00 AM AND 5:00 PM (OR SUCH OTHER HOURS AS MAY BE AGREED UPON BY ANY EMPLOYER AND THE EMPLOYEE) AND ALL HOURS WORKED IN EXCESS OF EIGHT (8) HOURS PER DAY (10 HOURS PER DAY FOR A 4 X 10 WORKWEEK) AND ON SATURDAYS AND HOLIDAYS (EXCEPT LABOR DAY) SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. (EXCEPT FOR EMPLOYEES WHO ARE ABSENT FROM WORK WITHOUT PRIOR APROVAL ON A SCHEDULED WORKDAY DURING THE WORKWEEK SHALL BE PAID AT THE STRAIGHT-TIME RATE UNTIL THEY HAVE WORKED 8 HOURS IN A DAY (10 IN A 4 X 10 WORKWEEK) OR 40 HOURS DURING THAT WORKWEEK.) ALL HOURS WORKED MONDAY THROUGH SATURDAY OVER TWELVE (12) HOURS AND ALL HOURS WORKED ON SUNDAYS AND LABOR DAY SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE.
BENEFIT CODE KEY - EFFECTIVE 03-02-2012 THRU 08-30-2012 -3-
1.
Z.
ALL HOURS WORKED ON SATURDAYS AND SUNDAYS SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON HOLIDAYS SHALL BE PAID THE STRAIGHT TIME RATE OF PAY IN ADDITION TO HOLIDAY PAY.
2.
ALL HOURS WORKED IN EXCESS OF EIGHT (8) HOURS PER DAY OR FORTY (40) HOURS PER WEEK SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE.
B.
ALL HOURS WORKED ON HOLIDAYS SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE.
C.
ALL HOURS WORKED ON SUNDAYS SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON HOLIDAYS SHALL BE PAID AT TWO TIMES THE HOURLY RATE OF WAGE.
F.
THE FIRST EIGHT (8) HOURS WORKED ON HOLIDAYS SHALL BE PAID AT THE STRAIGHT HOURLY RATE OF WAGE IN ADDITION TO THE HOLIDAY PAY. ALL HOURS WORKED IN EXCESS OF EIGHT (8) HOURS ON HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE.
G.
ALL HOURS WORKED ON SUNDAY SHALL BE PAID AT TWO TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON PAID HOLIDAYS SHALL BE PAID AT TWO AND ONE-HALF TIMES THE HOURLY RATE OF WAGE INCLUDING HOLIDAY PAY.
H.
ALL HOURS WORKED ON SUNDAY SHALL BE PAID AT TWO TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON HOLIDAYS SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE.
K.
ALL HOURS WORKED ON HOLIDAYS SHALL BE PAID AT TWO TIMES THE HOURLY RATE OF WAGE IN ADDITION TO THE HOLIDAY PAY.
O.
ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE.
R.
ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS AND ALL HOURS WORKED OVER SIXTY (60) IN ONE WEEK SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE.
U.
ALL HOURS WORKED ON SATURDAYS SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED OVER 12 HOURS IN A DAY, OR ON SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE.
W.
THE FIRST TWO (2) HOURS AFTER EIGHT (8) REGULAR HOURS MONDAY THROUGH FRIDAY AND THE FIRST EIGHT (8) HOURS ON SATURDAY SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL OTHER HOURS WORKED MONDAY THROUGH SATURDAY, AND ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. ON A FOUR-DAY, TEN-HOUR WEEKLY SCHEDULE, EITHER MONDAY THRU THURSDAY OR TUESDAY THRU FRIDAY SCHEDULE, ALL HOURS WORKED AFTER TEN SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. THE FIRST EIGHT (8) HOURS WORKED ON THE FIFTH DAY SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL OTHER HOURS WORKED ON THE FIFTH, SIXTH, AND SEVENTH DAYS AND ON HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE.
Y.
ALL HOURS WORKED ON SATURDAYS (EXCEPT FOR MAKE-UP DAYS) SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED MONDAY THROUGH SATURDAY OVER TWELVE (12) HOURS AND ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE.
Z.
ALL HOURS WORKED MONDAY THROUGH FRIDAY BETWEEN THE HOURS OF 6:00 P.M. AND 6:00 A.M. AND ALL HOURS WORKED ON SATURDAYS SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE, EXCEPT FOR COMMERCIAL, OCCUPIED BUILDINGS WHERE FLOOR COVERING WORK CANNOT BE PERFORMED IN THE REGULAR DAYTIME HOURS DUE TO OCCUPANCY. FOR SUCH OCCUPIED, COMMERCIAL BUILDINGS; THE EMPLOYEE MAY AGREE TO WORK BETWEEN THE HOURS OF 6:00 PM TO 6:00 AM MONDAY THROUGH SATURDAY MORNING AT 6:00 AM AT AN OVERTIME PAY RATE OF 10% OVER THE STRAIGHT TIME RATE. ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE.
BENEFIT CODE KEY - EFFECTIVE 03-02-2012 THRU 08-30-2012 -4-
3.
4.
ALL HOURS WORKED IN EXCESS OF EIGHT (8) HOURS PER DAY OR FORTY (40) HOURS PER WEEK SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE.
A.
WORK PERFORMED IN EXCESS OF EIGHT (8) HOURS OF STRAIGHT TIME PER DAY, OR TEN (10) HOURS OF STRAIGHT TIME PER DAY WHEN FOUR TEN (10) HOUR SHIFTS ARE ESTABLISHED, OR FORTY (40) HOURS OF STRAIGHT TIME PER WEEK, MONDAY THROUGH FRIDAY, OR OUTSIDE THE NORMAL SHIFT, AND ALL WORK ON SATURDAYS SHALL BE PAID AT TIME AND ONE-HALF THE STRAIGHT TIME RATE. HOURS WORKED OVER TWELVE HOURS (12) IN A SINGLE SHIFT AND ALL WORK PERFORMED AFTER 6:00 PM SATURDAY TO 6:00 AM MONDAY AND HOLIDAYS SHALL BE PAID AT DOUBLE THE STRAIGHT TIME RATE OF PAY. ANY SHIFT STARTING BETWEEN THE HOURS OF 6:00 PM AND MIDNIGHT SHALL RECEIVE AN ADDITIONAL ONE DOLLAR ($1.00) PER HOUR FOR ALL HOURS WORKED THAT SHIFT. THE EMPLOYER SHALL HAVE THE SOLE DISCRETION TO ASSIGN OVERTIME WORK TO EMPLOYEES. PRIMARY CONSIDERATION FOR OVERTIME WORK SHALL BE GIVEN TO EMPLOYEES REGULARLY ASSIGNED TO THE WORK TO BE PERFORMED ON OVERTIME SITUATIONS. AFTER AN EMPLOYEE HAS WORKED EIGHT (8) HOURS AT AN APPLICABLE OVERTIME RATE, ALL ADDITIONAL HOURS SHALL BE AT THE APPLICABLE OVERTIME RATE UNTIL SUCH TIME AS THE EMPLOYEE HAS HAD A BREAK OF EIGHT (8) HOURS OR MORE.
B.
THE FIRST FOUR (4) HOURS AFTER EIGHT (8) REGULAR HOURS MONDAY THROUGH FRIDAY AND THE FIRST TWELVE (12) HOURS ON SATURDAY SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED OVER TWELVE (12) HOURS MONDAY THROUGH SATURDAY, AND ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE.
ALL HOURS WORKED IN EXCESS OF EIGHT (8) HOURS PER DAY OR FORTY (40) HOURS PER WEEK SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE.
A.
ALL HOURS WORKED IN EXCESS OF EIGHT (8) HOURS PER DAY OR FORTY (40) HOURS PER WEEK SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON SATURDAYS, SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE.
B.
ALL HOURS WORKED ON SATURDAYS (EXCEPT MAKEUP DAYS IF WORK IS LOST DUE TO INCLEMENT WEATHER CONDITIONS) SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED MONDAY THROUGH SATURDAY OVER TWELVE (12) HOURS AND ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE.
HOLIDAY CODES 5.
A.
HOLIDAYS: NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, FRIDAY AFTER THANKSGIVING DAY, AND CHRISTMAS DAY (7).
B.
HOLIDAYS: NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, FRIDAY AFTER THANKSGIVING DAY, THE DAY BEFORE CHRISTMAS, AND CHRISTMAS DAY (8).
C.
HOLIDAYS: NEW YEAR'S DAY, PRESIDENTS’ DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, THE FRIDAY AFTER THANKSGIVING DAY, AND CHRISTMAS DAY (8).
D.
HOLIDAYS: NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, THE FRIDAY AND SATURDAY AFTER THANKSGIVING DAY, AND CHRISTMAS DAY (8).
H.
HOLIDAYS: NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, THANKSGIVING DAY, THE DAY AFTER THANKSGIVING DAY, AND CHRISTMAS (6).
I.
HOLIDAYS: NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, AND CHRISTMAS DAY (6).
J.
HOLIDAYS: NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, THANKSGIVING DAY, FRIDAY AFTER THANKSGIVING DAY, CHRISTMAS EVE DAY, AND CHRISTMAS DAY (7).
K.
HOLIDAYS: NEW YEAR’S DAY, PRESIDENTS’ DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, FRIDAY AFTER THANKSGIVING DAY, THE DAY BEFORE CHRISTMAS, AND CHRISTMAS DAY (9).
BENEFIT CODE KEY - EFFECTIVE 03-02-2012 THRU 08-30-2012 -5-
5.
6.
7.
L.
HOLIDAYS: NEW YEAR’S DAY, MARTIN LUTHER KING JR. DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, FRIDAY AFTER THANKSGIVING DAY, AND CHRISTMAS DAY (8)
N.
HOLIDAYS: NEW YEAR'S DAY, PRESIDENTS’ DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, VETERANS' DAY, THANKSGIVING DAY, THE FRIDAY AFTER THANKSGIVING DAY, AND CHRISTMAS DAY (9).
P.
HOLIDAYS: NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, FRIDAY AND SATURDAY AFTER THANKSGIVING DAY, THE DAY BEFORE CHRISTMAS, AND CHRISTMAS DAY (9). IF A HOLIDAY FALLS ON SUNDAY, THE FOLLOWING MONDAY SHALL BE CONSIDERED AS A HOLIDAY.
R.
PAID HOLIDAYS: NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, DAY AFTER THANKSGIVING DAY, ONE-HALF DAY BEFORE CHRISTMAS DAY, AND CHRISTMAS DAY. (7 1/2).
S.
PAID HOLIDAYS: NEW YEAR'S DAY, PRESIDENTS’ DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, AND CHRISTMAS DAY (7).
T.
PAID HOLIDAYS: NEW YEAR'S DAY, WASHINGTON’S BIRTHDAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, THE FRIDAY AFTER THANKSGIVING DAY, CHRISTMAS DAY, AND THE DAY BEFORE OR AFTER CHRISTMAS (9).
Z.
HOLIDAYS: NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, VETERANS DAY, THANKSGIVING DAY, THE FRIDAY AFTER THANKSGIVING DAY, AND CHRISTMAS DAY (8).
A.
PAID HOLIDAYS: NEW YEAR’S DAY, PRESIDENTS’ DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, THE FRIDAY AFTER THANKSGIVING DAY, AND CHRISTMAS DAY (8).
E.
PAID HOLIDAYS: NEW YEAR'S DAY, DAY BEFORE OR AFTER NEW YEAR'S DAY, PRESIDENTS DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, DAY AFTER THANKSGIVING DAY, CHRISTMAS DAY, AND A HALF-DAY ON CHRISTMAS EVE DAY. (9 1/2).
G.
PAID HOLIDAYS: NEW YEAR'S DAY, MARTIN LUTHER KING JR. DAY, PRESIDENTS’ DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, VETERANS' DAY, THANKSGIVING DAY, THE FRIDAY AFTER THANKSGIVING DAY, CHRISTMAS DAY, AND CHRISTMAS EVE DAY (11).
H.
PAID HOLIDAYS: NEW YEAR'S DAY, NEW YEAR’S EVE DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, FRIDAY AFTER THANKSGIVING DAY, CHRISTMAS DAY, THE DAY AFTER CHRISTMAS, AND A FLOATING HOLIDAY (10).
I.
PAID HOLIDAYS: NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, FRIDAY AFTER THANKSGIVING DAY, AND CHRISTMAS DAY (7).
Q.
PAID HOLIDAYS: NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, VETERANS DAY, THANKSGIVING DAY, THE DAY AFTER THANKSGIVING DAY AND CHRISTMAS DAY (8). UNPAID HOLIDAY: PRESIDENTS' DAY.
T.
PAID HOLIDAYS: NEW YEAR'S DAY, PRESIDENTS’ DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, THE FRIDAY AFTER THANKSGIVING DAY, THE LAST WORKING DAY BEFORE CHRISTMAS DAY, AND CHRISTMAS DAY (9).
Z.
HOLIDAYS: NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, FRIDAY AFTER THANKSGIVING DAY, AND CHRISTMAS DAY (7). IF A HOLIDAY FALLS ON SATURDAY, THE PRECEDING FRIDAY SHALL BE CONSIDERED AS THE HOLIDAY. IF A HOLIDAY FALLS ON SUNDAY, THE FOLLOWING MONDAY SHALL BE CONSIDERED AS THE HOLIDAY.
A.
HOLIDAYS: NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, THE FRIDAY AND SATURDAY AFTER THANKSGIVING DAY, AND CHRISTMAS DAY (8). ANY HOLIDAY WHICH FALLS ON A SUNDAY SHALL BE OBSERVED AS A HOLIDAY ON THE FOLLOWING MONDAY. IF ANY OF THE LISTED HOLIDAYS FALLS ON A SATURDAY, THE PRECEDING FRIDAY SHALL BE A REGULAR WORK DAY.
B.
HOLIDAYS: NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, THE FRIDAY AND SATURDAY AFTER THANKSGIVING DAY, AND CHRISTMAS DAY (8). ANY HOLIDAY WHICH FALLS ON A SUNDAY SHALL BE OBSERVED AS A HOLIDAY ON THE FOLLOWING MONDAY. ANY HOLIDAY WHICH FALLS ON A SATURDAY SHALL BE OBSERVED AS A HOLIDAY ON THE PRECEDING FRIDAY.
BENEFIT CODE KEY - EFFECTIVE 03-02-2012 THRU 08-30-2012 -6-
7.
C.
HOLIDAYS: NEW YEAR'S DAY, MARTIN LUTHER KING JR. DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, THE FRIDAY AFTER THANKSGIVING DAY, AND CHRISTMAS DAY (8). ANY HOLIDAY WHICH FALLS ON A SUNDAY SHALL BE OBSERVED AS A HOLIDAY ON THE FOLLOWING MONDAY. ANY HOLIDAY WHICH FALLS ON A SATURDAY SHALL BE OBSERVED AS A HOLIDAY ON THE PRECEDING FRIDAY.
D.
PAID HOLIDAYS: NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, VETERAN’S DAY, THANKSGIVING DAY, THE FRIDAY AFTER THANKSGIVING DAY, AND CHRISTMAS DAY (8). UNPAID HOLIDAYS: PRESIDENT’S DAY. ANY PAID HOLIDAY WHICH FALLS ON A SUNDAY SHALL BE OBSERVED AS A HOLIDAY ON THE FOLLOWING MONDAY. ANY PAID HOLIDAY WHICH FALLS ON A SATURDAY SHALL BE OBSERVED AS A HOLIDAY ON THE PRECEDING FRIDAY.
E.
HOLIDAYS: NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, THE FRIDAY AFTER THANKSGIVING DAY, AND CHRISTMAS DAY (7). ANY HOLIDAY WHICH FALLS ON A SUNDAY SHALL BE OBSERVED AS A HOLIDAY ON THE FOLLOWING MONDAY. ANY HOLIDAY WHICH FALLS ON A SATURDAY SHALL BE OBSERVED AS A HOLIDAY ON THE PRECEDING FRIDAY.
F.
HOLIDAYS: NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, THE FRIDAY AFTER THANKSGIVING DAY, THE LAST WORKING DAY BEFORE CHRISTMAS DAY AND CHRISTMAS DAY (8). ANY HOLIDAY WHICH FALLS ON A SUNDAY SHALL BE OBSERVED AS A HOLIDAY ON THE FOLLOWING MONDAY. ANY HOLIDAY WHICH FALLS ON A SATURDAY SHALL BE OBSERVED AS A HOLIDAY ON THE PRECEDING FRIDAY.
G.
HOLIDAYS: NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, AND CHRISTMAS DAY (6). ANY HOLIDAY WHICH FALLS ON A SUNDAY SHALL BE OBSERVED AS A HOLIDAY ON THE FOLLOWING MONDAY.
H.
HOLIDAYS: NEW YEAR'S DAY, MARTIN LUTHER KING JR. DAY, INDEPENDENCE DAY, MEMORIAL DAY, LABOR DAY, THANKSGIVING DAY, THE FRIDAY AFTER THANKSGIVING DAY, THE LAST WORKING DAY BEFORE CHRISTMAS DAY AND CHRISTMAS DAY (9). ANY HOLIDAY WHICH FALLS ON A SUNDAY SHALL BE OBSERVED AS A HOLIDAY ON THE FOLLOWING MONDAY. ANY HOLIDAY WHICH FALLS ON A SATURDAY SHALL BE OBSERVED AS A HOLIDAY ON THE PRECEDING FRIDAY.
I.
HOLIDAYS: NEW YEAR'S DAY, PRESIDENT’S DAY, INDEPENDENCE DAY, MEMORIAL DAY, LABOR DAY, THANKSGIVING DAY, THE FRIDAY AFTER THANKSGIVING DAY, THE DAY BEFORE CHRISTMAS DAY AND CHRISTMAS DAY (9). ANY HOLIDAY WHICH FALLS ON A SUNDAY SHALL BE OBSERVED AS A HOLIDAY ON THE FOLLOWING MONDAY. ANY HOLIDAY WHICH FALLS ON A SATURDAY SHALL BE OBSERVED AS A HOLIDAY ON THE PRECEDING FRIDAY.
J.
HOLIDAYS: NEW YEAR'S DAY, INDEPENDENCE DAY, MEMORIAL DAY, LABOR DAY, THANKSGIVING DAY AND CHRISTMAS DAY (6). ANY HOLIDAY WHICH FALLS ON A SUNDAY SHALL BE OBSERVED AS A HOLIDAY ON THE FOLLOWING MONDAY. ANY HOLIDAY WHICH FALLS ON A SATURDAY SHALL BE OBSERVED AS A HOLIDAY ON THE PRECEDING FRIDAY.
K.
HOLIDAYS: NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, THANKSGIVING DAY, THE FRIDAY AND SATURDAY AFTER THANKSGIVING DAY, AND CHRISTMAS DAY (8). ANY HOLIDAY WHICH FALLS ON A SUNDAY SHALL BE OBSERVED AS A HOLIDAY ON THE FOLLOWING MONDAY. ANY HOLIDAY WHICH FALLS ON A SATURDAY SHALL BE OBSERVED AS A HOLIDAY ON THE PRECEDING FRIDAY.
L.
HOLIDAYS: NEW YEAR'S DAY, MEMORIAL DAY, LABOR DAY, INDEPENDENCE DAY, THANKSGIVING DAY, THE LAST WORK DAY BEFORE CHRISTMAS DAY, AND CHRISTMAS DAY (7). ANY HOLIDAY WHICH FALLS ON A SUNDAY SHALL BE OBSERVED AS A HOLIDAY ON THE FOLLOWING MONDAY. ANY HOLIDAY WHICH FALLS ON A SATURDAY SHALL BE OBSERVED AS A HOLIDAY ON THE PRECEDING FRIDAY.
M.
PAID HOLIDAYS: NEW YEAR'S DAY, THE DAY AFTER OR BEFORE NEW YEAR’S DAY, PRESIDENT’S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, THE FRIDAY AFTER THANKSGIVING DAY, CHRISTMAS DAY, AND THE DAY AFTER OR BEFORE CHRISTMAS DAY. 10). ANY HOLIDAY WHICH FALLS ON A SUNDAY SHALL BE OBSERVED AS A HOLIDAY ON THE FOLLOWING MONDAY. ANY HOLIDAY WHICH FALLS ON A SATURDAY SHALL BE OBSERVED AS A HOLIDAY ON THE PRECEDING FRIDAY.
N.
HOLIDAYS: NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, THE FRIDAY AFTER THANKSGIVING DAY, AND CHRISTMAS DAY (7). ANY HOLIDAY WHICH FALLS ON A SUNDAY SHALL BE OBSERVED AS A HOLIDAY ON THE FOLLOWING MONDAY. WHEN CHRISTMAS FALLS ON A SATURDAY, THE PRECEDING FRIDAY SHALL BE OBSERVED AS A HOLIDAY.
BENEFIT CODE KEY - EFFECTIVE 03-02-2012 THRU 08-30-2012 -7-
7.
O.
PAID HOLIDAYS: NEW YEAR'S DAY, THE DAY AFTER OR BEFORE NEW YEAR’S DAY, PRESIDENT’S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, THE FRIDAY AFTER THANKSGIVING DAY, CHRISTMAS DAY, THE DAY AFTER OR BEFORE CHRISTMAS DAY, AND THE EMPLOYEES BIRTHDAY. 11). ANY HOLIDAY WHICH FALLS ON A SUNDAY SHALL BE OBSERVED AS A HOLIDAY ON THE FOLLOWING MONDAY. ANY HOLIDAY WHICH FALLS ON A SATURDAY SHALL BE OBSERVED AS A HOLIDAY ON THE PRECEDING FRIDAY.
P.
HOLIDAYS: NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, FRIDAY AFTER THANKSGIVING DAY, AND CHRISTMAS DAY (7). ANY HOLIDAY WHICH FALLS ON A SUNDAY SHALL BE OBSERVED AS A HOLIDAY ON THE FOLLOWING MONDAY.
Q.
HOLIDAYS: NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, THE FRIDAY AFTER THANKSGIVING DAY, THE LAST WORKING DAY BEFORE CHRISTMAS DAY AND CHRISTMAS DAY (8). ANY HOLIDAY WHICH FALLS ON A SUNDAY SHALL BE OBSERVED AS A HOLIDAY ON THE FOLLOWING MONDAY. IF ANY OF THE LISTED HOLIDAYS FALLS ON A SATURDAY, THE PRECEDING FRIDAY SHALL BE A REGULAR WORK DAY.
NOTE CODES 8.
A.
IN ADDITION TO THE HOURLY WAGE AND FRINGE BENEFITS, THE FOLLOWING DEPTH PREMIUMS APPLY TO DEPTHS OF FIFTY FEET OR MORE: OVER 50' TO 100' - $2.00 PER FOOT FOR EACH FOOT OVER 50 FEET OVER 100' TO 150' - $3.00 PER FOOT FOR EACH FOOT OVER 100 FEET OVER 150' TO 220' - $4.00 PER FOOT FOR EACH FOOT OVER 150 FEET OVER 220' - $5.00 PER FOOT FOR EACH FOOT OVER 220 FEET
C.
IN ADDITION TO THE HOURLY WAGE AND FRINGE BENEFITS, THE FOLLOWING DEPTH PREMIUMS APPLY TO DEPTHS OF FIFTY FEET OR MORE: OVER 50' TO 100' - $1.00 PER FOOT FOR EACH FOOT OVER 50 FEET OVER 100' TO 150' - $1.50 PER FOOT FOR EACH FOOT OVER 100 FEET OVER 150' TO 200' - $2.00 PER FOOT FOR EACH FOOT OVER 150 FEET OVER 200' - DIVERS MAY NAME THEIR OWN PRICE
D.
WORKERS WORKING WITH SUPPLIED AIR ON HAZMAT PROJECTS RECEIVE AN ADDITIONAL $1.00 PER HOUR.
L.
WORKERS ON HAZMAT PROJECTS RECEIVE ADDITIONAL HOURLY PREMIUMS AS FOLLOWS - LEVEL A: $0.75, LEVEL B: $0.50, AND LEVEL C: $0.25.
M.
WORKERS ON HAZMAT PROJECTS RECEIVE ADDITIONAL HOURLY PREMIUMS AS FOLLOWS: LEVELS A & B: $1.00, LEVELS C & D: $0.50.
N.
WORKERS ON HAZMAT PROJECTS RECEIVE ADDITIONAL HOURLY PREMIUMS AS FOLLOWS - LEVEL A: $1.00, LEVEL B: $0.75, LEVEL C: $0.50, AND LEVEL D: $0.25
P.
WORKERS ON HAZMAT PROJECTS RECEIVE ADDITIONAL HOURLY PREMIUMS AS FOLLOWS - CLASS A SUIT: $2.00, CLASS B SUIT: $1.50, CLASS C SUIT: $1.00, AND CLASS D SUIT $0.50.
Q.
THE HIGHEST PRESSURE REGISTERED ON THE GAUGE FOR AN ACCUMULATED TIME OF MORE THAN FIFTEEN (15) MINUTES DURING THE SHIFT SHALL BE USED IN DETERMINING THE SCALE PAID.
Appendix E — City of Redmond Technical Requirements for Landscape Maintenance
City of Redmond Park Operations Irrigation Standard Notes
Valves: All permanent valves shall be Brass Rainbird EFB-CB. Adjust valves with flow control to balance system. Valve designation number (i.e.: ‘6’ for valve 6) shall be clearly noted on each valve such that it can be visibly read when valve box lid is opened. Irrigation valves shall be located away from areas of potential tree roots. Irrigation valves shall be located at the maximum elevation within the site to allow for adequate drainage. An isolation valve shall be located at the primary mainline feeding all temporary irrigation. All irrigation boxes shall be supported by bricks to prevent box from sinking and/or resting on pipe. The double check valve shall be contained individually within one box. A 1” quick coupler valve shall be located just down stream of the double check valve (in its own box) for winterization purposes. Brass Isolation (ball) valves shall be installed upstream of each control valve. Schedule 80 unions shall be installed on both sides of control valves. Brass union shall be installed on both sides of double check valve Valves shall be installed no deeper than 8” below finish soil grade Contractor shall use Schedule 80 threaded nipples and fittings on all control valve assemblies. Control and quick coupling valves shall be located adjacent to pathways and clustered where possible. Valves shall run in consecutive order from one side of the project to the other. All valve boxes shall be large enough to fit the entire valve assembly including the isolation valve and unions. All valve or in-ground boxes shall have positive drainage (pea gravel)
Heads: Contractor shall only use Rainbird brand spray and rotor heads. (1800, 3500, 5000, and 6500 series). Adjust radii of rotors as required to obtain even coverage. Adjust spacing of heads as required to obtain head-to-head coverage. Pipes: Contractor shall use a plastic cement primer before gluing each joint and fitting. Contractor shall use a heavy bodied plastic pipe cement on all joints and fittings 2” and larger (IPS WELD-ON PVC 711 Grey or equivalent). Contractor shall use a medium bodied plastic pipe cement on joints and fittings under 2” (IPS WELD-ON 721 Blue or equivalent) The main and lateral lines shall be schedule 40 PVC pipe. Irrigation heads (rotors and pop-ups) and quick coupler valves shall be installed with triple swing joint assemblies. A Parks Department employee shall be a witness to a pressure test on the installed irrigation system (main line only). The use of galvanized pipe will not be accepted on any irrigation installation. Contractor shall bury (shade) all mainline and laterals in a sandy soil. Contractor shall use both Teflon tape and thread sealing compound on all threaded fittings on main line and valve assemblies. Pipe sleeves shall be provided for all irrigation passing under sidewalks, pathways, or roads. Sleeves which run under paths, roads, or sidewalks shall be clearly marked with saw cuts in hard surface. An Isolation valve shall be installed on all temporary main lines where the permanent and temporary main lines meet.
Wiring: A 12 gauge bare copper locator wire shall be installed on all main lines. All valve control wires shall be bundled and ran along side the main line and secured every 10 feet. Additional control wires (spares) shall be installed to each control valve (at least two spares per valve cluster). Connect control wires to owner’s automatic controller to be located in cabinet or control room. All wire splices shall be located in a junction or valve box with the proper waterproof splice connectors. Other:
Contractor shall make any and all required adjustments to the irrigation plan to assure complete and adequate coverage with minimal overspray. The system is winterized by use of compressed air injected at the 1” quick coupling valve at the cut-in assembly and at the 1” quick coupling valves located along the irrigation main line piping. Prior to planting, irrigation system shall be fully functional. Contractor shall provide irrigation as-builts when project is complete. Parks Department irrigation Lead or Technician shall be present for final testing of irrigation system. Three grounding rods shall be used for grounding irrigation controller. A working phone line and a 120V receptacle shall be installed in the irrigation control cabinet.
City of Redmond Parks Department Preferred Irrigation Parts List
Cabinet Enclosure Strongbox 24”x24”x48” Metered Enclosure (SB-24CR/120V) Cluster Control Unit Rain Bird CCU6 or CCU 28 Automatic Controller Rain Bird ESP SAT or ESP SITE Double Check Valve Wilkins 950XLT Pressure Regulating Valve Wilkins 600 Brass Control Valve Rain Bird EFB-CP-PRSD Isolation Valve Legend or Nibco Brass Ball Valve Resilient Seat Gate Valve Kennedy 4057 or 4561N or Waterous Quick Coupling Valve 1” Rain Bird 44 RC Quick Coupler Valve Key 44 K Unions Schedule 80 PVC Brass (double check assembly) Irrigation Pipe Schedule 40 PVC for laterals Schedule 40 PVC for mainline Schedule 80 PVC nipples for valve assemblies
Page 1 of 2
Pipe fittings (all) Schedule 40 PVC Triple Swing Joints Rainbird 1800 heads – Rainbird SA 12 50/50 (1/2”) Rainbird 3500 & 5000 heads – Rainbird TSJ 12075 (3/4”) Rainbird 6504 heads – Rainbird TSJ 12 (1”)
Sprinkler Heads Rain Bird 1800 Series Spray Heads (SAM PRS Series) Rain Bird 3500 Series Rotors Rain Bird 5000 Series Rotors (Plus Series - SS) Rain Bird 6504 Falcon Rotors (SS) Valve control wires Red (141-R) control Orange (141-O) spare Wire splice connectors 3M DBY (small) 3M DBR (big)
Valve and Wire Splice boxes Standard quick coupler and wire splice box - Carson 10” Round complete (910) Standard valve box – Carson Jumbo (1220) Standard double check valve box – Carson (1730)
Page 2 of 2
Appendix F — Construction Storm Water General Permit
NOTICE OF INTENT (NOI) APPLICATION FORM
Check if applicable: Change or Update Permit Information Modification of Permit Coverage Permit #WAR _________
Construction Stormwater General Permit
Please print or type all sections of this application. All fields are required unless otherwise marked. I. Operator/Permittee (Party with operational control over plans and specifications or day-to-day operational control of activities which ensure compliance with Stormwater Pollution Prevention Plan (SWPPP) and permit conditions. Ecology will send correspondence and permit fee invoices to the permittee on record.) Name: Michael Haley, P.E. Company: City of Redmond Business Phone: 425-556-2843 Cell Phone (Optional):
Ext. Fax (Optional):
Unified Business Identifier (UBI): none (UBI is a nine-digit number used to identify a business entity. Write “none” if you do not have a UBI number.)
E-mail:mhaley@redmond.gov Mailing Address: 15670 NE 85th Street
City: Redmond
State: WA
Zip + 4: 98052-3580
II. Property Owner (The party listed on the County Assessor’s records as owner and taxpayer of the parcel[s] for which permit coverage is requested. Ecology will not send correspondence and permit fee invoices to the Property Owner. The Property Owner information will be used for emergency contact purposes.) Name: Michael Haley, P.E. Business Phone: 425-556-2843 Cell Phone (Optional):
Ext.
Company (if applicable): City of Redmond Unified Business Identifier (UBI): none
Fax (Optional):
(UBI is a nine-digit number used to identify a business entity. Write “none” if you do not have a UBI number.)
E-mail:mhaley@redmond.gov Mailing Address: 15670 NE 85th Street
City: Redmond
State: WA
Zip + 4: 98052-3580
III. On-site Contact Person (Typically the Certified Erosion & Sediment Control Lead or Operator/Permittee) Name: Michael Haley, P.E. Company: City of Redmond Business Phone: 425-556-2843 Cell Phone (Optional)
Ext. Fax (Optional):
Mailing Address: 15670 NE 85th Street City: Redmond
State: WA
Zip + 4: 98052-3580
E-mail:mhaley@redmond.gov IV. WebDMR (Electronic Discharge Monitoring Reporting) You must submit monthly discharge monitoring reports using Ecology’s WebDMR system. To sign up for WebDMR, or to register a new site, go to www.ecy.wa.gov/stormwater, and click on the “Construction Stormwater” link. You will find information on WebDMR under the “WebDMR and PARIS” link on the right-hand side. If you are unable to submit your DMRs electronically, you may contact Ecology to request a waiver. Ecology will generally only grant waiver requests to those permittees without internet access. Only a permittee or representative, designated in writing, may request access to or a waiver from WebDMR. To have the ability to use the system immediately, you must submit the Electronic Signature Agreement with your application. If you have questions on this process, contact Ecology’s WebDMR staff at WAWebDMR-Stormwater@ecy.wa.gov or 360-407-7097.
ECY 020-85 (Rev. 03/12)
1
V. Site Information Site or Project Name Redmond Central Connector Street Address or Location Description (If the site lacks a street address, list its specific location. For example, Intersection of Highway 61 and 34.) Sammamish River Trail (west of intersection of Redmond Way & Bear Creek Parkway) to Bear Creek Trail (west of SR 520 and Redmond Way interchange) Parcel ID#:
Site Acreage Total size of your site/project (that you own/control): 14.06acres. Total area of soil disturbance (grading and/or excavating) for your site/project over the life of the project: 14.06acres. (Note: 1 acre = 43,560 ft2.) Concrete / Engineered Soils How many yards of concrete will be poured over the life of the project? 1,590 yd3 (estimate)
(Optional)
Type of Construction Activity (check all that apply): Residential Commercial Industrial Highway or Road (city ,county, state) Utilities (specify): . Other (specify):regional trail . City (or nearest city): Redmond Zip Code: 98052 County: King
How many yards of recycled concrete will be used over the life of the project? 0yd3 (estimate) Will any engineered soils be used? (For example: cement treated base, cement kiln dust, etc.) Yes No
Estimated project start-up date (mm/dd/yy): 10/07/12 Estimated project completion date (mm/dd/yy): 06/01/13
Record the latitude and longitude of the main entrance to the site or the approximate center of site. Latitude: 47 deg 40' 30"
°N
Longitude: -122 deg 7' 57"
°W
For assistance with latitude and longitude, refer to the following website: http://www.getlatlon.com. Convert all latitude and longitude coordinates into degrees, minutes, seconds format. For help with this process go to: http://transition.fcc.gov/mb/audio/bickel/DDDMMSS-decimal.html VI. Existing Site Conditions 1.
Are you aware of contaminated soils present on the site?
Yes
No
2.
Are you aware of groundwater contamination located within the site boundary?
3.
If you answered yes to questions 1 or 2, will any contaminated soils be disturbed or will any contaminated groundwater be discharged due to the proposed construction activity? Yes No
Yes
No
[“Contaminated” and “contamination” here mean containing any hazardous substance (as defined in WAC 173-340-200) that does not occur naturally or occurs at greater than natural background levels.] If you answered yes to Question 3, please explain below or on a separate paper in detail the locations, contaminants, and concentrations, and pollution prevention and/or treatment BMPs proposed to control the discharge of soil/groundwater contaminants. Ecology may request a copy of your SWPPP.
VII. Stormwater Pollution Prevention Plan (SWPPP) You must develop a SWPPP prior to starting construction. Do not submit your SWPPP with your application. The exception is that Ecology may request a copy of your SWPPP if you answered yes to the questions in Part VI. ECY 020-85 (Rev. 03/12)
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VIII. Best Management Practices (BMPs) You must use the BMPs listed in the Stormwater Management Manual for Western Washington or the Stormwater Management Manual for Eastern Washington or other manuals approved by Ecology. Alternatively, you may use demonstrably equivalent BMPs on the basis of permit condition S9.C.4. If you intend to use a BMP at your site that is not included in these manuals, but that you believe meets the definition of a demonstrably equivalent BMP, you must notify the appropriate regional office. (See Definitions in the Construction Stormwater General Permit).* http://www.ecy.wa.gov/programs/wq/stormwater/construction/contacts.html *Note that if you receive permit coverage without indicating the preference for a demonstrably equivalent BMP and later decide to use one, you must provide Ecology with notice of the selection of an equivalent BMP no less than 60 days before the intended use of the equivalent BMP.
IX. Discharge/Receiving Water Information Indicate whether your site’s stormwater and/or dewatering water could enter surface waters, directly and/or indirectly: Water will discharge directly or indirectly (through a storm drain system or roadside ditch) into one or more surface waterbodies (wetlands, creeks, lakes, and all other surface waters and water courses). If your discharge is to a storm sewer system, provide the name of the operator of the storm sewer system: (e.g., City of Tacoma): City of Redmond (NOTE: If your stormwater discharges to a storm sewer system operated by the City of Seattle, King County, Snohomish County, City of Tacoma, Pierce County, or Clark County, you must also submit a copy of this NOI to the appropriate jurisdiction.) Water will discharge to ground with 100% infiltration, with no potential to reach surface waters under any conditions. If your project includes dewatering, you must include dewatering plans and discharge locations in your site Stormwater Pollution Prevention Plan. Location of Discharge into Surface Waterbody Enter the waterbody name and latitude/longitude of the point(s) where the site has the potential to discharge into a waterbody (enter all locations). • Include the names and locations of both direct and indirect discharges to surface waterbodies, even if the risk of discharge is low or limited to periods of extreme weather. • Some large construction projects (for example, subdivisions, roads, or pipelines) may discharge into several waterbodies. • If the creek or tributary is unnamed, use a format such as “unnamed tributary to Deschutes River.” • Attach a separate list if necessary. Surface Waterbody Name
Latitude Decimal Degrees
Longitude Decimal Degrees
Sammamish River
47 deg 40' 25"° N
-122 deg 7' 56"° W
Bear Creek
47 deg 40' 10"° N
-122 deg 6' 37"° W
°N
°W
°N
°W
If your site discharges to a waterbody that is on the impaired waterbodies list (i.e., 303[d] list) for turbidity, fine sediment, high pH, or phosphorus, Ecology will require additional documentation before issuing permit coverage and these sites will be subject to additional sampling and numeric effluent limits (per Permit Condition S8). Ecology will notify you if any additional sampling requirements apply. Information on impaired waterbodies is available online at http://www.ecy.wa.gov/programs/wq/303d/2008/index.html.
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X. State Environmental Policy Act (SEPA) This Notice of Intent (NOI) is incomplete and cannot be approved until the applicable SEPA requirements under Chapter 197-11 WAC are met. Who is the SEPA lead agency on your site? City of Redmond . Has the SEPA lead agency issued a final decision on your checklist?
No
Yes
Exempt*
If No: The NOI is incomplete. Ecology will hold the application until a final SEPA decision is made or the Construction Stormwater NOI public comment period ends, whichever is later. You must notify Ecology once the lead agency has issued a determination. If Yes: Type of SEPA decision issued: Determination of Non-Significance (DNS) Determination of Significance (DS) Final Environmental Impact Statement (EIS) • • •
Mitigated DNS (MDNS) Other:
Date of final SEPA decision: . If a supplemental EIS, SEPA addendum, or some other type of additional SEPA review was required, please attach and submit with this form. Date when all SEPA-related comment & appeal periods are exhausted: .
*If Exempt: Attach written documentation, check type of exemption below, and proceed to Section VII. Watershed Restoration & Fish Habitat Enhancement Exemption (RCW 43.21C.0382). Infill Development Exemption (RCW 43.21C.229). Planned Action Exemption (RCW 43.21C.031). Categorical Exemption. Under what section of the SEPA Rule (WAC 197-11-800) is it exempt? example, WAC 197-11-800(1) Minor New Construction)
(for
More SEPA information is available at: http://www.ecy.wa.gov/programs/sea/sepa/e-review.html. XI. Public Notice You must publish a public notice at least once a week for two consecutive weeks with seven days between publications, in at least a single newspaper of general circulation in the county in which the construction is to take place. Ecology cannot grant permit coverage sooner than the end of the 30-day public comment period, which begins on the date of the second public notice. Mail or fax (360-407-6426) the NOI to Ecology on or before the first public notice date. If you fax the public notice to Ecology, you must also mail a hard copy. Failure to do so may delay the issuance of your permit. Provide the exact dates (mm/dd/yy) that the first and second public notices will appear in the newspaper(s): First notice: 08/08 /12 Second notice: 08/15 /12 (Begins 30-day public comment period.) For example: First notice: 01/01/10 Second notice: 01/08/10 Name of the newspaper(s) publishing the notices: Daily Journal of Commerce
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PUBLIC NOTICE TEMPLATE Complete this template using project-specific information and submit to a local newspaper with general circulation within the county where the project is located. The bold language is required by WAC 173-226-130 and must be included in its entirety. (Either use the fill-in template below or attach on a separate sheet of paper, if necessary.) City of Redmond, 15670 NE 85th Street, Redmond, WA 98052, is seeking coverage under the Washington State Department of Ecology’s Construction Stormwater NPDES and State Waste Discharge General Permit. The proposed project, Redmond Central Connector, is located at Sammamish River Trail (west of intersection of Redmond Way & Bear Creek Parkway) to Bear Creek Trail (west of SR 520 and Redmond Way interchange) in Redmond, in King County. This project involves 14.06 acres of soil disturbance for installing a regional trail with embankments, landforms, gravity block walls, bioretention planters, cement concrete curb, gutter, and sidewalks; asphalt paving; installing landscaping and irrigation; new traffic signal and Rapid Flash Beacon and other construction activities. Stormwater will be discharged to Sammamish River and Bear Creek. Any persons desiring to present their views to the Washington State Department of Ecology regarding this application, or interested in Ecology’s action on this application, may notify Ecology in writing no later than 30 days of the last date of publication of this notice. Ecology reviews public comments and considers whether discharges from this project would cause a measurable change in receiving water quality, and, if so, whether the project is necessary and in the overriding public interest according to Tier II antidegradation requirements under WAC 173-201A-320. Comments can be submitted to: Department of Ecology Attn: Water Quality Program, Construction Stormwater P.O. Box 47696, Olympia, WA 98504-7696
XII. Certification of Permittees “I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system or those directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations.” Michael Haley / City of Redmond Printed Name / Company (operator/permittee only)
Senior Project Manager Title
.
. Signature of Operator/Permittee*
Date
* Federal regulations require this application is signed by one of the following: A. For a corporation: By a principal executive officer of at least the level of vice president. B. For a partnership or sole proprietorship: By a general partner or the proprietor, respectively. C. For a municipality, state, federal, or other public facility: By either a principal executive officer or ranking elected official. Please sign and return this document to the following address: Washington Department of Ecology - Stormwater P.O. Box 47696 Olympia, WA 98504-7696
ECY 020-85 (Rev. 03/11)
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DO NOT SUBMIT THIS PAGE WITH YOUR APPLICATION If you have questions about this form, contact the following Ecology staff: Location
Contact Name
Phone
City of Seattle, and Kitsap, Pierce, and Thurston counties
Josh Klimek
360-407-7451
josh.klimek@ecy.wa.gov
Island, King, and San Juan counties
Clay Keown
360-407-6048
clay.keown@ecy.wa.gov
Adams, Asotin, Columbia, Ferry, Franklin, Garfield, Grant, Lincoln, Pend Oreille, Skagit, Snohomish, Spokane, Stevens, Walla, Whatcom, and Whitman counties.
Shawn Hopkins
360-407-6442
shawn.hopkins@ecy.wa.gov
Benton, Chelan, Clallam, Clark, Cowlitz, Douglas, Grays Harbor, Jefferson, Kittitas, Klickitat, Lewis, Mason, Okanogan, Pacific, Skamania, Wahkiakum, and Yakima counties.
Joyce Smith
360-407-6858
joyce.smith@ecy.wa.gov
If you have questions about WebDMR, contact the following Ecology staff: Permittees must submit discharge monitoring reports (DMRs) each month using Ecology’s secure online system, WebDMR. To have the ability to use the system immediately, you must submit the Electronic Signature Agreement with your application. If you have questions on this process, contact Ecology’s WebDMR staff at WAWebDMR-Stormwater@ecy.wa.gov or 360-407-7097. More information is available at: http://www.ecy.wa.gov/programs/wq/stormwater/construction/. If you need this document in a version for the visually impaired, call the Water Quality Program at 360-407-6401. Persons with hearing loss, call 711 for Washington Relay Service. Persons with a speech disability, call 877-833-6341.
ECY 020-85 (Rev. 03/11)
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Appendix G — Geotechnical Engineering Services
Geotechnical Engineering Services Redmond Central Connector Redmond, Washington for
City of Redmond and The Berger Partnership PS March 13, 2012
Earth Science + Technology
Geotechnical Engineering Services Redmond Central Connector Redmond, Washington for City of Redmond and The Berger Partnership PS March 13, 2012
8410 154th Avenue NE Redmond, Washington 98052 425.861.6000
Table of Contents INTRODUCTION ..............................................................................................................................................1
Project Description................................................................................................................................. 2 FIELD EXPLORATIONS AND LABORATORY TESTING .................................................................................2
Field Explorations ................................................................................................................................... 2 Laboratory Testing ................................................................................................................................. 3 Additional Geotechnical Data ................................................................................................................ 3 SITE CONDITIONS ..........................................................................................................................................3
Site Geology and Sensitive Area Designations..................................................................................... 3 Surface Conditions................................................................................................................................. 4 Subsurface Conditions .......................................................................................................................... 4 Soil ............................................................................................................................................ 4 Groundwater Conditions ................................................................................................................. 5 CONCLUSIONS AND RECOMMENDATIONS ................................................................................................6
Summary of Geotechnical Considerations ........................................................................................... 6 Earthquake Engineering ........................................................................................................................ 7 2009 IBC Seismic Design Information........................................................................................... 7 Seismic Hazards .............................................................................................................................. 7 Surface Fault Rupture ..................................................................................................................... 7 Earthwork ............................................................................................................................................... 8 General ............................................................................................................................................ 8 Clearing and Grubbing .................................................................................................................... 8 Erosion and Sedimentation Control ............................................................................................... 8 Subgrade Preparation ..................................................................................................................... 9 Structural Fill Materials................................................................................................................... 9 Temporary Slopes ......................................................................................................................... 11 Permanent Slopes ......................................................................................................................... 11 Infiltration Evaluation........................................................................................................................... 12 Rain Garden Site Preparation ............................................................................................................. 14 Connecting Trail to Sammamish River Trail ....................................................................................... 15 Trail Embankment ......................................................................................................................... 15 170th Avenue NE Widened Sidewalk .................................................................................................. 15 Retaining Wall Design Considerations ................................................................................................ 15 Mechanically Stabilized Earth Walls ............................................................................................ 16 Wall Settlement ............................................................................................................................. 18 Wall Drainage ................................................................................................................................ 18 Construction Considerations ........................................................................................................ 19 Traffic Signal and Luminaire Foundations.......................................................................................... 19 Design Considerations .................................................................................................................. 19 Construction Considerations ........................................................................................................ 19 Additional Geotechnical Services........................................................................................................ 20 LIMITATIONS ............................................................................................................................................... 20 REFERENCES .............................................................................................................................................. 21
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Table of Contents (continued) LIST OF FIGURES
Figure 1. Vicinity Map Figures 2 and 3. Site Plans APPENDICES
Appendix A. Field Explorations Figure A-1 – Key to Exploration Logs Figures A-2 through A-5 – Log of Borings Figures A-6 and A-7 – Log of Hand-Augered Borings Appendix B. Laboratory Testing Figure B-1 – Sieve Analysis Results Figures B-2 and B-3 –Atterberg Limits Test Results Appendix C. Other Geotechnical Data Appendix D. Report Limitations and Guidelines for Use
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REDMOND CENTRAL CONNECTOR Redmond, Washington
INTRODUCTION This report presents results of our geotechnical engineering services for the Redmond Central Connector (RCC) project in Redmond, Washington. The site is shown relative to surrounding physical features on the Vicinity Map, Figure 1, and the Site Plans, Figures 2 and 3. The purpose of this study was to complete subsurface explorations at the project site and to provide geotechnical engineering conclusions and recommendations for the design and construction of the proposed improvements. GeoEngineers is concurrently providing permitting services for this same site as a separate project. We issued this report in draft form on November 23, 2011 and the report was updated and reissued on February 17, 2012. This final report incorporates project team comments from review of the draft and updated reports as well as additional information developed during additional evaluations completed subsequently. Therefore, this final report supersedes all prior reports. Our geotechnical engineering services were completed in general accordance with the Subconsultant Agreement between GeoEngineers, Inc. (GeoEngineers) and The Berger Partnership PS (TBP) dated July 21, 2011. We also provide supplemental services and a contract amendment for those services is being processed currently. Our scope of work includes:
■ Reviewing background data including geologic maps, topographical maps, and geotechnical engineering studies of the site and vicinity, as available and appropriate;
■ Completing a reconnaissance and explorations (borings) along the Burlington Northern Santa Fe (BNSF) embankment to characterize the subsurface conditions along the project alignment (initial agreement);
■ Completing a reconnaissance and explorations (hand-augered borings and probes) adjacent to the 170th Avenue NE sidewalk that will be widened to characterize the subsurface conditions (supplemental services);
■ Completing laboratory testing on selected soil samples obtained from the explorations (initial agreement and supplemental services);
■ Evaluating pertinent physical and engineering characteristics of the soils based on the results of the field exploration, laboratory testing and our experience, and provide conclusions and geotechnical recommendations for the following:
Recommendations for completion of the trail that will descend from the BNSF railroad embankment to the existing Sammamish River Trail (SRT). These include various retaining wall and fill options.
Recommendations for a new retaining wall and fill to accommodate the widened sidewalk at 170th Avenue NE (supplemental services).
Earthwork and site preparation. This includes an evaluation of site soils for use as structural fill and gradation criteria for imported fill, as appropriate. This also includes an evaluation of the effects of weather and/or construction equipment on site soils and mitigation of unsuitable soil conditions.
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REDMOND CENTRAL CONNECTOR Redmond, Washington
Estimates of soil infiltration rates based on the sample sieve analyses and published correlations. We also evaluated likely soil infiltration rates along the RCC corridor based on existing nearby explorations completed by GeoEngineers and others for past projects (supplemental services).
Earthquake engineering considerations including seismic design parameters pursuant to the 2009 International Building Code (IBC).
Considerations related to groundwater conditions including anticipated seasonal fluctuations.
Guideline recommendations for sedimentation and erosion control during and following construction, and permanent site drainage.
Comment on any anticipated construction difficulties identified from the results of our site studies and from our experience on projects at similar sites.
■ Prepare this report presenting our design conclusions and recommendations together with detailed boring logs, site plans and other supporting information.
Project Description Our understanding of the project is based on discussions with and information provided by the TBP project team, the City of Redmond, and our experience with similar projects. We understand that the project will construct a regional trail that ties the north and south sides of Downtown within the heart of the City. The trial corridor runs along the former Redmond Spur of the Woodinville Subdivision of the BNSF Rail Corridor, which extends approximately 3.9 miles from the junction of SR-520 and Redmond Way in Southeast Redmond to the intersection of Willows Road and NE 124th Street in the Sammamish Valley neighborhood. The first phase of construction will include a 1.1 mile regional trail and park amenities covering nearly 12 acres of Downtown Redmond. The focus of this geotechnical engineering study is the intersection of RCC and SRT where new infrastructure improvements will include an approximately 500-foot-long ramp descending from the RCC, connecting the two trails. This will entail regrading of the existing embankment and construction of new fill and retaining walls along the connecting trail. We were also subsequently asked to estimate likely soil infiltration rates at the various rain gardens and infiltration pipes that are scattered throughout the entire length of the downtown trail segment. Subsequently, we were asked to evaluate site and subsurface conditions to help complete a new retaining wall and fill to accommodate widening of the sidewalk along a segment of 170 th Avenue NE that will become part of the trail. Note all elevations in this report are NAVD 88.
FIELD EXPLORATIONS AND LABORATORY TESTING Field Explorations The subsurface soil and groundwater conditions at the site were evaluated by drilling four borings, B-1 through B-4, and completing a series of hand-augered borings and hand probes, HA-1, HA-2, P-1, and P-2. These borings were completed using track-mounted, continuous-flight, hollow-stem
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REDMOND CENTRAL CONNECTOR Redmond, Washington
auger drilling equipment. The hand-augered borings were completed using a manually operated sampling auger, and the hand probes were completed using a ½-inch-diameter steel probe rod. The approximate locations of the explorations completed for this project are presented on the Site Plans, Figures 2 and 3. Details of the field exploration program and logs of the explorations are presented in Appendix A.
Laboratory Testing Soil samples were collected during the explorations and taken to GeoEngineers’ laboratory for further evaluation. Selected samples were tested for the determination of moisture content, grain size distribution (sieve analysis), and plasticity characteristics (Atterberg limits). A description of the laboratory testing and the test results are presented in Appendix B.
Additional Geotechnical Data Subsurface soil and groundwater information from past projects completed by GeoEngineers and others is attached as Appendix C. This additional information includes the site plans, exploration logs, and laboratory data from the following reports: GeoEngineers, Inc., Geotechnical Engineering Services Report, Redmond Way Stormwater Trunk, Redmond Washington, File No. 0500-149-02, March 11, 2011. GeoEngineers, Inc., Geotechnical Engineering Services Report, 164th Avenue NE Extension, Redmond Washington, File No. 0500-176-02, January 16, 2012.
SITE CONDITIONS Site Geology and Sensitive Area Designations The project alignment is within the floor of the Sammamish River Valley, a broad, north-south trending valley. The Sammamish Valley is the result of glacial scouring during several glacial episodes in the Puget Sound region. The valley was subsequently filled with recessional glacial outwash deposits and post glacial deposits. Recessional outwash deposits primarily include sand, gravel and cobbles with varying amounts of silt. Portions of the valley, including the RCC alignment, have also been filled with alluvial deposits consisting of peat, silt, sand and gravel (surficial soil deposits in the vicinity of the RCC alignment are mapped as such). The ground is disturbed and/or fill has been placed in portions of the valley as a result of past agricultural and construction activities. Sensitive areas maps produced by the City of Redmond indicate that the project area is within a Seismic Hazard Area and Aquifer Recharge Area with High Significance (Wellhead Protection Zone). The seismic hazard is due to the presence of moderately dense sandy alluvium below groundwater that could liquefy if these soils were subjected to strong, earthquake-induced ground shaking. The aquifer recharge sensitive classification is because the upper sand and gravel formation (aquifer) is in direct continuity with the ground surface and is therefore at risk of degradation of water quality from surface spills of contaminants. The City of Redmond water wells are established in this upper sand and gravel aquifer.
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Much of the area around the Sammamish River is within the 100-year flood plain delineation and the mapped floodplain encroaches upon portions of the RCC alignment.
Surface Conditions The RCC corridor runs along the former BNSF Rail Corridor. In the Connecting Trail to SRT project area, the RCC is on top of an embankment reaching heights of up to 20 feet in relation to the surrounding grade. The embankment top is ballast covered (Railroad tracks were removed previously) and the side slopes, inclined about 1½H:1V (horizontal to vertical), are vegetated with weeds and brush. The embankment terminates to the west where an existing trestle maintains connectivity from the embankment over at the SRT and Sammamish River. Surface conditions along the remainder of the downtown trail corridor are essentially level ground that is mostly gravel surfaced except where the corridor is crossed by paved roads. Adjacent to 170th Avenue NE the trail crosses through a low drainage area that is crossed by a low railroad trestle. The surrounding developments are consistent with Downtown Redmond core, which is generally developed with low-rise commercial, and/or residential buildings, paved roadways and parking lots, and landscaped areas. The property immediately north of the BNSF embankment within the study area is currently undeveloped. We understand that an extensive buried drainage system is constructed in this vacant lot, which, based on discussion with City utility staff, drains the shopping center to the north of the site.
Subsurface Conditions The subsurface conditions in the Connecting Trail to SRT project area were evaluated by completing four explorations, borings B-1 through B-4. The subsurface conditions in the widened sidewalk at 170th Avenue NE project area were evaluated by completing a series of hand-augered borings and hand probes, HA-1, HA-2, P-1, and P-2. The logs of the explorations are presented in Appendix A. We also reviewed exploration data from available source, which we incorporated into our recommendations for the project. The reviewed data included numerous studies for commercial developments; data from numerous City of Redmond capital improvement projects including roads, utilities and municipal buildings; data from public and private soil and groundwater contamination and remediation studies; and approximately 80 groundwater monitoring wells used by the City of Redmond as part of their wellhead protection monitoring program. Logs of prior explorations are included in Appendix C. Soil
Soil conditions encountered in the borings (Connecting Trail to SRT project area) indicate that soils below the zone of man-made disturbance and fill consist of alluvial deposits of sand, silt, clay and peat underlain by relatively clean sand and gravel alluvium and recessional outwash that extends to the depths explored. The fine-grained silt, clay and peat alluvial deposits are located near the Sammamish River (borings B-1 through B-3) and likely near Bear Creek, as well. The very soft to very stiff silts, clays and organics are found to depths of 13 to 17 feet (Elevation 18 to 21 feet) in these three borings. These borings also encountered several feet of diatomaceous earth directly
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below the turf zone. It should be noted that it has been standard City of Redmond practice to remove diatomaceous earth for roadway projects. The fill soils within the BNSF embankment, as encountered in B-4, consists of silty sand with gravel that is generally in a very loose to loose condition. A void measuring about 1 to 1½ feet was encountered in the embankment at about 3 feet below the ground surface (bgs) in boring B-4. Fill soils occasionally contain some building debris. The native soils below the fill and the fine grained alluvium (below Elevation 18 to 21 feet in the borings), generally consist of coarse-grained alluvium and outwash (medium dense to very dense sand and gravel with variable silt content). Previous experience in the area suggests that there may be abundant oversized material in the coarse-grained alluvium and outwash. Excavations in the area have encountered abundant cobbles and occasional boulders. The soils below the trail corridor east of the BNSF embankment consist of fill and native deposits. The soils below the zone of man-made disturbance consist of relatively clean sand and gravel alluvium and recessional outwash that extend to depths more than 30 or 40 feet. The soils in the zone of man-made disturbance are generally in a loose to medium dense condition and range up to several feet in thickness. Fill soils occasionally contain some building debris. It should be noted that the corridor east of the embankment has recently been disturbed during the installation of a large diameter stormwater pipe that extended to depths in excess of 15 feet. The soils within the pipe zone should now be classified as fill to the full depth of the pipe zone. The hand explorations completed in the vicinity of the widened sidewalk at 170 th Avenue NE encountered silty sand with gravel and occasional cobbles, interpreted as fill, to about Elevation 35½ feet underlain by silt with sand and trace organic matter to about Elevation 31 feet. Below about Elevation 31 feet, the hand explorations were terminated due to practical refusal conditions on a dense soil, assumed to be the sand and gravel aquifer present below the City’s core. Groundwater Conditions
Alluvium and outwash deposits form an extensive and prolific aquifer that extends beneath the City of Redmond. The aquifer is fed from the east by recharge and aquifer through flow generated in Bear Creek and Evans Creek valleys. Groundwater typically flows from east to west through the downtown Redmond area and is in hydraulic continuity with the Sammamish River, the stage of which strongly controls groundwater levels in the aquifer. Groundwater is relatively shallow and fluctuates seasonally and also in response to flood events with both direct infiltration as well as in response to the water level in the Sammamish River and in Bear Creek. As part of the City’s wellhead protection program, a numerous array of wells distributed throughout the city have been read regularly over the past several years affording a database of groundwater levels throughout the city and subsequently around the project area. Groundwater data indicate that the seasonal low and high levels at the study area (RCC near the SRT) range between approximately Elevation 23 and 28 feet. Groundwater rises to the east and is typically about 5 feet higher in the eastern end area of the RCC corridor for both seasonal highs and lows.
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Groundwater levels were observed at the time of drilling at around Elevation 20 to 22½ feet (borings completed near the Connecting Trail to SRT project area) and perched water was encountered around Elevation 38 feet in the hand explorations completed in the vicinity of the widened sidewalk at 170th Avenue NE. The observed levels are in general agreement with the expected range of the available historical data. However, the depths to groundwater noted at the time of drilling represent conditions observed during the exploration and may not represent the true static groundwater level because it can take hours or even days for the groundwater level observed in a boring to reach equilibrium. All projected groundwater elevations given in this section are estimates provided for general guidance only. Groundwater conditions to be encountered in excavations for construction will depend on the time of year, amount of recent and previous rainfall, stage of the Sammamish River and other indeterminate factors.
CONCLUSIONS AND RECOMMENDATIONS Summary of Geotechnical Considerations We conclude that the planned improvements can be successfully completed from a geotechnical perspective, provided the considerations presented in this report are incorporated into the project planning and design. A summary of the primary geotechnical considerations is provided below. The summary is presented for introductory purposes only and should be used in conjunction with the complete recommendations presented in this report.
■ Within the BNSF embankment study area (within about 500 feet southeast of the SRT), the near surface native soils that surround and underlie the railroad embankment fill consist of compressible silt, clay and organic rich deposits, including diatomaceous earth.
These soils are generally not suitable for concentrated load foundation support.
These soils are highly moisture sensitive.
■ The fill soils within the railroad embankment are suitable for reuse as structural fill; albeit only during dry weather grading. Because the embankment fill contains a significant amount of silt, we recommend that they not be used for structural fill during the wet season.
■ The soils near the Sammamish River are only suitable for slow stormwater infiltration. Accordingly, we recommend that consideration be given to incorporating an underdrain into the rain gardens near the Sammamish River.
■ The soils below the remainder of the downtown trail segment are suitable for moderate stormwater infiltration for shallow facilities. High infiltration rate soils are present in a few of the borings in downtown; however, they are not pervasive or continuous.
■ The groundwater level was encountered in the borings at the BNSF embankment at about 13 to 15 feet below the current site grade. Groundwater data in this area indicate that the seasonal low and high levels at the study area range between approximately Elevation 23 and 28 feet. Groundwater rises to the east across downtown Redmond up to a seasonal high level near Bear Creek of 34 feet (NAVD 88). These groundwater levels need to be considered for designing the depths of stormwater infiltration facilities.
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■ Various alternatives for accomplishing the trail down the railroad embankment to the SRT have been discussed by the project team that included a pile supported elevated structure and several embankment supported trail alternatives with and without retaining walls. We previously provided recommendations for pile support of the elevated structure; however, that alternative was not selected because of the associated high costs. Therefore, we have deleted from this report the sections that pertained to the elevated structure. This report contains recommendations and considerations that pertain to the embankment supported trail alternative with retaining walls. These and other geotechnical considerations are discussed further, and recommendations pertaining to the geotechnical aspects of the project are presented in the following sections of this report.
Earthquake Engineering 2009 IBC Seismic Design Information
For this site, we recommend the following 2009 IBC parameters for Site Class, short period spectral response acceleration (SS), 1-second period spectral response acceleration (S1), and Seismic Coefficients Fa and Fv. The values presented below in Table 1 are based on the 2002 USGS National Seismic Hazards Mapping project for determining a peak ground (bedrock) acceleration coefficient for design. TABLE 1. 2009 IBC SEISMIC DESIGN PARAMETERS 2009 IBC Parameter Site Class Short Period Spectral Response Acceleration, SS (percent g)
Recommended Value E 122.2
1-Second Period Spectral Response Acceleration, S1 (percent g)
41.4
Seismic Coefficient, Fa
0.9
Seismic Coefficient, Fv
2.4
Seismic Hazards
We evaluated the site conditions for seismic hazards including liquefaction, lateral spreading, and seismically induced landsliding. Our evaluation indicates the site has moderate risk of liquefaction because of the presence moderately dense relatively clean sands below the groundwater level. Because there is a moderate risk of liquefaction, the site has a moderate risk of liquefaction-induced ground disturbance. There is also a low potential for seismically induced landsliding and/or lateral spreading resulting from liquefaction. Surface Fault Rupture
Based on USGS maps of active faults in the Puget Sound region, the site is located approximately 6½ miles north of the Seattle Fault Zone. Because the thickness of Quaternary sediments below the site, which are commonly more than 1,000 feet thick, and lack of fault displacement evidence in the area, the potential for surface fault rupture is considered very remote.
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REDMOND CENTRAL CONNECTOR Redmond, Washington
Earthwork General
Fill and alluvial deposits underlain by relatively clean sand and gravel alluvium and recessional outwash were observed in the explorations. We anticipate that these soils observed in the explorations can be excavated with conventional grading equipment, such as track excavators or dozers. The contractor should be prepared to deal with oversize material (cobbles and boulders) in the native soils and perhaps rubble within the BNSF embankment fill. It may be possible to bury some of the cobbles and boulders, if encountered, in the deeper portions of the new connector trail ramp. Rubble cannot be placed in fill and should be removed and properly disposed of. Clearing and Grubbing
Significant clearing and grubbing is not expected with the current improvements as planned, and these activities are expected to be limited to the removal of existing vegetation. The work area should be cleared of all surface and subsurface deleterious matter, including debris, trees, shrubs and associated stumps and root wads, and should be stripped of any sod and organic soil. The woody debris should be removed from the project site for disposal. Removal and demolition of existing structures should include removal of below-grade elements. Existing voids or new depressions created during site preparation should be cleaned of loose soil or debris and backfilled with structural fill. Erosion and Sedimentation Control
Potential sources or causes of erosion and sedimentation depend upon construction methods, slope length and gradient, amount of soil exposed and/or disturbed, soil type, construction sequencing and weather. The project’s impact on erosion-prone areas can be reduced by implementing an erosion and sedimentation control plan. The plan should be designed in accordance with applicable City and/or county standards. The plan should incorporate basic planning principles including:
■ Scheduling grading and construction to reduce soil exposure; ■ Retaining existing vegetation whenever feasible; ■ Revegetating or mulching denuded areas; ■ Directing runoff away from denuded areas; ■ Minimizing the length and steepness of slopes with exposed soils; ■ Decreasing runoff velocities; ■ Confining sediment to the project site; ■ Inspecting and maintaining control measures frequently; ■ Covering soil stockpiles; and ■ Implementing proper erosion control BMPs. Page 8 | March 13, 2012 | GeoEngineers, Inc. File No. 0500-172-01
REDMOND CENTRAL CONNECTOR ď Ž Redmond, Washington
Temporary erosion protection should be used and maintained in areas with exposed or disturbed soils to help reduce the potential for erosion and reduce transport of sediment to adjacent areas. Temporary erosion protection should include the construction of a silt fence around the perimeter of the work area prior to the commencement of grading activities. Permanent erosion protection should be provided by reestablishing vegetation using hydroseeding and/or landscape planting. Until the permanent erosion protection is established and the site is stabilized, site monitoring should be performed by qualified personnel to evaluate the effectiveness of the erosion control measures and repair and/or modify them as appropriate. Provisions for modifications to the erosion control system based on monitoring observations should be included in the erosion and sedimentation control plan. Subgrade Preparation
Prior to the placement of new fill, subgrade areas should be proof-rolled to locate areas of loose, soft or pumping soils. Proof-rolling can be completed using a piece of heavy tire-mounted equipment or a loaded dump truck. If soft or pumping soils are observed, such unsuitable subgrade soils should be recompacted or overexcavated and replaced. The depth of overexcavation should be determined by the Geotechnical Engineer. If deep pockets of soft or pumping soils are encountered, it may be possible to limit the depth of overexcavation by placing a construction geotextile for separation/soil stabilization (Washington State Department of Transportation [WSDOT] Standard Specification 9-33) on the overexcavated subgrade and covering the geotextile with structural fill. The geotextile will provide additional support by bridging over the soft material, and will help reduce fines contamination into the structural fill. The need for geotextile fabric and overexcavation should be evaluated by the Geotechnical Engineer. The Geotechnical Engineer should monitor the subgrade preparation operations to help determine the depth of removal of soft or pumping soils, and to evaluate whether subgrade disturbance or progressive deterioration is occurring. Subgrade disturbance or deterioration could occur if the subgrade is wet and cannot be dried. If the subgrade deteriorates during proof-rolling or compaction, it may become necessary to modify the proof-rolling or compaction criteria or methods. Structural Fill Materials
Materials used to construct roadways and embankments, backfill utility trenches, vaults or other structures are classified as structural fill for the purpose of this report. Structural fill material quality varies depending upon its use, as described below: 1. As a minimum, structural fill placed to construct embankments and roadways and to backfill utility trenches, vaults or other structures should meet the criteria for common borrow, WSDOT 9-03.14(3). Common borrow will be suitable for use as structural fill during dry weather conditions only. The existing railroad embankment fill generally qualifies as common borrow. 2. If structural fill is placed during wet weather, the structural fill should consist of gravel borrow, WSDOT 9-03.14(1).
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REDMOND CENTRAL CONNECTOR Redmond, Washington
3. Pipe bedding placed to surround utility pipe should meet the criteria for gravel backfill for pipe zone bedding, WSDOT Standard Specifications Section 9-03.12(3). 4. Structural fill placed as crushed surfacing base course below pavements should conform to WSDOT 9-03.9(3). ON-SITE SOILS
The near surface native on-site soils adjacent to the BNSF embankment and 170th Avenue sidewalk widening generally contain a high percentage of fines (silt and clay) and/or organic matter and are highly moisture sensitive and not suitable for reuse as structural fill. These materials are capable of supporting the new connecting trail fill. The railroad embankment fill generally qualifies as common borrow and can be used for structural fill; however, only during dry weather conditions. We recommend against using the embankment fill for structural fill during wet weather conditions. FILL PLACEMENT AND COMPACTION CRITERIA
Structural fill should be mechanically compacted to a firm, non-yielding condition. Structural fill should be placed in loose lifts not exceeding 1 foot in thickness. Each lift should be conditioned to the proper moisture content and compacted to the specified density before placing subsequent lifts. Structural fill should be compacted to the following criteria: 1. Structural fill in embankment and new pavement areas, including utility trench backfill, should be compacted to 90 percent of the maximum dry density (MDD) determined in general accordance with the American Society for Testing and Materials [ASTM] D 1557 test method), except that the upper 2 feet of fill below final subgrade should be compacted to 95 percent of the MDD (ASTM D 1557). 2. Structural fill placed to support foundations/structures should be compacted to 95 percent of the MDD (ASTM D 1557). 3. Crushed surfacing base course below pavements should be compacted to 95 percent of the MDD (ASTM D 1557). We recommend that monitoring of the placement of backfill be provided to observe that the required compaction criteria are being met, the proper materials are used for structural backfill and that the contractor is placing the material in appropriate lifts for the compaction equipment being employed. The near surface native on-site soils adjacent to the BNSF embankment and 170th Avenue sidewalk widening generally contain a high percentage of fines (silt and clay) and/or organic matter and are highly moisture sensitive. Disturbance of exposed soils should be expected if earthwork is completed during periods of wet weather. For wet weather construction, we recommend that:
■ The ground surface in and around the work area should be sloped so that surface water is directed away from the work area.
■ Slopes with exposed soils should be covered with plastic sheeting or similar means of protection.
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REDMOND CENTRAL CONNECTOR Redmond, Washington
■ The contractor should take necessary measures to prevent fill soils from becoming wet or unstable. These measures may include the use of plastic sheeting, sumps with pumps, and grading. Construction activities should be scheduled so that the length of time that soils are left exposed to moisture is reduced to the extent practical. The contractor must make sure that temporary erosion and sedimentation measures also meet all requirements of the City of Redmond, and all other permitting agencies. Temporary Slopes
We recommend that temporary unsupported cut slopes higher than 4 feet be inclined no steeper than 1½H:1V. This recommendation applies to the native soils and the embankment fill. This recommendation applies to fully dewatered conditions. Flatter slopes may be necessary if seepage is present on the cut face. Temporary cut slopes should encroach no closer than 5 feet laterally from roadways, pavements, structures or other improvements. Some sloughing and raveling of the cut slopes should be expected. Temporary covering, such as heavy plastic sheeting, should be used to protect these slopes during periods of rainfall. Surface water runoff from above cut slopes must be prevented from flowing over the slope face by using curbs, berms, drainage ditches, swales or other appropriate methods. If temporary cut slopes experience excessive sloughing or raveling during construction, it may become necessary to modify the cut slopes to maintain safe working conditions and protect adjacent facilities or structures. Slopes experiencing excessive sloughing or raveling can be flattened or can be regraded to add intermediate slope benches, or additional dewatering can be provided if the poor slope performance is related to groundwater seepage. Permanent Slopes
We recommend that permanent unreinforced cut and fill slopes be constructed no steeper than 2H:1V. Steeper permanent fill slope inclinations can be achieved by reinforcing the fill with geogrids. If the geogrids extend only to the face of the slope, the slope can be inclined at a maximum steepness of 1½H:1V. Steeper fill slope face inclinations can be achieved by wrapping the geogrid around the outer face of the fill lifts (burrito wrap) or by introducing a facing element at the outer face of the fill lifts. Considerations related to reinforced earth slopes are discussed in greater detail in the subsequent “Trail Embankment” section of this report. To achieve uniform compaction, we recommend that unreinforced fill slopes be overbuilt slightly (1 foot) and subsequently cut back to expose properly compacted fill. We recommend that the finished slope faces be compacted by track walking with the equipment running perpendicular to the slope contours so that the track grouser marks help provide an erosion-resistant slope texture. Reinforced fill slopes without facing wraps or facing elements should also be track walked if feasible; however, care should be exercised to avoid damaging the reinforcement material. To reduce erosion, newly constructed slopes should be planted or hydroseeded shortly after completion of grading. Until the vegetation is established, some sloughing and raveling of the slopes should be expected. This may require localized repairs and reseeding. Temporary covering,
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such as clear heavy plastic sheeting, jute fabric, loose straw, or excelsior or straw/coconut matting should be used to protect the slopes during periods of rainfall.
Infiltration Evaluation We understand the Low Impact Design (LID) improvements that will be incorporated into the project will consist of rain gardens (bioretention), infiltration pipes. and trenches for stormwater management. Pursuant to the 2005 Department of Ecology (DOE) Stormwater Management Manual for Western Washington (SMMWW), design infiltration rates shall be determined using one of the three methods outlined in Volume III, Chapter 3 and Appendix C of the DOE Manual (SMMWW); USDA Textural Classification, ASTM Gradation, or In-Situ Infiltration Measurements. It should be noted that Ecology is in the process of drafting an updated SMMWW that is slated for final issuance in 2012, the guidelines of which may not concur with the current 2005 issue and the recommendations herein for selection of design infiltration parameters for LID improvements. Two methods were used to evaluate an appropriate design infiltration rate for the various soils encountered at the site in the current explorations. The methods consist of correlations based on United States Department of Agriculture (USDA) soil textural classification and ASTM gradation testing, as discussed in Section 3.3.6 of the SMMWW (Ecology, 2005). Table 2 presents a summary of the estimated infiltration rates at two of the recent borings based on the two methods: (1) USDA textural class and (2) ASTM laboratory gradation testing. Groundwater conditions at the site are summarized in the “Subsurface Conditions” section of this report. TABLE 2. INFILTRATION DATA
Exploration
Sample Depth (feet)
USCS Classification
USDA Textural Class
Estimate of Short-Term Infiltration Rate Based on USDA Method (inches/hour)
Estimate of Long-Term (design) Infiltration Rate Based on ASTM Gradation (inches/hour)
B-2
5
MH
Silt Loam
n/a1
< 0.5
B-3
2½
MH
Silt Loam
n/a1
< 0.5
Notes: 1 SMMWW does not provide guidance for Silt Loam. Estimated value < 0.5 inches/hour.
We were subsequently asked to help evaluate stormwater infiltration rates for the various rain gardens, infiltration pipes, and trenches that are planned for the remainder of the downtown trail segment. This evaluation is to be based on the existing available subsurface information that is nearest to the various facilities. We reviewed the available boring data at or nearest to the proposed infiltration locations to estimate the likely infiltration rates for shallow stormwater infiltration. We preface this information by noting that much of the area along the RCC corridor has been highly disturbed by past activity
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including the original railroad line construction, construction of the roads and utilities that cross the corridor, site remediation activities at the old King County Shops site west of Leary Way, and, most recently, by the installation of the Downtown Redmond Stormwater Collection Pipeline. Because of this past disturbance, subsurface conditions in the borings may not accurately represent the current subsurface conditions at the proposed infiltration facilities. The design infiltration rate for an individual facility will depend on the type of facility. Long Term Design Infiltration Rates for infiltration pipes and trenches must incorporate a correction factor to account for site variability, maintenance to prevent siltation and bio clogging, etc. As discussed in greater detail below, Long Term Infiltration Rates for rain gardens that incorporate an amended soil (bioretention soil) layer must be the lower of the long-term rate of the amended soil or the initial (Short Term) infiltration rate of the underlying (native) soil. Correction factors need not be applied to the Short Term Infiltration Rate of the native soil. Based on the boring data, the surficial soils along the majority of the RCC corridor likely have an uncorrected, Short Term Infiltration Rate of 8 inches per hour, in our opinion. Sandy gravel is locally present below the site; however, it is not pervasive or continuous. If an infiltration pipe is completed in a sandy gravel deposit, the design long-term infiltration rate can be raised to 10 inches per hour. Based on discussions with the design team, we understand that the project infiltration pipes are intended to be sited in the sandy gravel and that they will be designed using a long-term infiltration rate of 10 inches per hour. We also understand that the subsurface conditions at each pipe will be explored prior to construction to verify the presence of sandy gravel soils and that infiltration tests will be performed to verify the design infiltration rate. We concur with this approach. For bioretention areas (rain gardens), Section 7.7 of Appendix C of the 2005 Ecology Manual, Subsection 7.7.4 Infiltration Rate Determinations, states that the assumed infiltration rate for the bioretention area must be the lower of the long-term rate of the imported soil (amended soil) or the initial (short-term) infiltration rate of the underlying (native) soil. This section also states that the underlying native soil does not need a (infiltration rate) correction factor because the overlying imported soil protects it. Accordingly, we propose that LID improvements which incorporate an amended soil layer be designed using the lower of the amended soil long-term infiltration rate or the short-term infiltration rate of the native soil based on values determined using the USDA soil textural classification. We recommend that the Long Term Design Infiltration Rate for the majority of the rain gardens be assumed to be 2½ inches per hour; this corresponds to our estimated infiltration rate for a typical amended/bioretention soil. The soils near the rain garden at Station 13+46 consist of silt that has an estimated Long Term Design Infiltration Rate of less than ½ inches per hour. The nearest boring to the rain garden at Station 57+77 is about 175 feet to the east. The soils in that boring suggest a Short Term Infiltration rate of 2 inches per hour. Because this rate is lower than the estimated infiltration rate of the amended/bioretention soil, it should be considered the design infiltration rate for this rain garden.
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The City of Redmond Clearing, Grading and Stormwater Management Technical Notebook, dated January 1, 2007 with Addendum dated August 18, 2010, supplement the 2005 Ecology SMMWW and defines how the Ecology Manual is to be applied in Redmond. The August 18, 2010 Appendix contains the following provisions that pertain to stormwater infiltration:
■ Section 2.9.3 revises Volume III of the Ecology Manual in the following ways:
Sub-Section 3.3 – Infiltration Facilities for Flow Control and Treatment. Infiltration of stormwater is limited in Wellhead Protection Zones.
Sub-Section 3.3.5 – Site Characterization Criteria. Infiltration is unacceptable if the design infiltration rate is less than 1 inch per hour and the rate cannot be greater than 20 inches per hour.
Sub-Section 3.3.9 – General Design, Maintenance and Construction Criteria for Infiltration Facilities. Construction plans shall include a note to require field verification during construction of the facility, of soil conditions, and infiltration rates by an engineer with experience in stormwater management and licensed in the State of Washington. The engineer shall provide a written statement to the City of Redmond related to the field verification of the design parameters.
■ Section 2.9.5 revises Volume V of the Ecology Manual in the following ways:
Sub-Section 2.9.5.7 – Chapter 7 – Infiltration and Bio-Infiltration Facilities. This provision stipulates that infiltration for treatment is not allowed in Wellhead Protection Zones 1, 2 or 3.
We recommend that the construction plans for this project include a statement that is consistent with the Redmond August 18, 2010 Appendix revision of Sub-section 3.3.9 of the Volume III Ecology Manual.
Rain Garden Site Preparation In addition to the recommendations presented above under Earthwork Considerations, we recommend the following site preparation recommendations for rain gardens and other LID facilities. Rain gardens should be excavated to final depth and configuration using equipment that operates outside the footprint of the rain garden. Under no circumstances should equipment be allowed with the footprint of the rain garden; otherwise the native soil subgrade could be compacted by the weight of the equipment and possibly reduce the infiltration performance of the soil. Consideration should be given to hand raking the final subgrade to help scarify the subgrade. Depending on the type of native soil below the rain garden, consideration should be given to placing a non-woven geotextile (Mirafi 140N, or sim.) on the native soil subgrade prior to placing the retention zone gravel (if used) or amended soil in the rain garden. A geotextile should also be placed between the retention zone gravel (if used) and the amended soil. Stormwater runoff should not be allowed to enter the rain garden until the vegetation is established. This is particularly critical during the construction phase when stormwater runoff can be very silty.
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REDMOND CENTRAL CONNECTOR Redmond, Washington
Connecting Trail to Sammamish River Trail The project team discussed several alternatives for the trail down from the railroad embankment to the SRT. We understand that the preferred alternative is to complete the trail on a new widened embankment with retaining walls. The following sections present recommendations for this alternative. Trail Embankment
We understand that the widened embankment is intended to be constructed against to the north face of the BNSF embankment. We recommend that the widened embankment be constructed in accordance with the recommendations presented in the “Earthwork” section of this report. The proximity to the adjacent property boundary may prevent the new trail embankment from being completed with a finished face of 2H:1V necessitating a structure at the base of the slope to truncate the fill. Recommendations for design of retaining walls are presented subsequently. Alternatively, the face of the fill can be oversteepened by incorporating geogrids (reinforced earth) in the fill prism that effectively strengthens the fill. The face of the fill can be completed at a steepness of 1½H:1V with geogrids placed at every 2 feet vertically within the fill. The length of the grids will be a function of the overall height of the reinforced fill embankment and the type of soil used to construct the embankment. We recommend assuming that the grids lengths equal 70 percent of the height of the reinforced slope. We recommend using a grid with a strength of 1200 pounds per foot in the cross direction (roll width direction) such as Tensar BX1300 (or similar strength material). The grids should be located immediately behind the face of the slope. A steeper embankment can be achieved by incorporating facing elements that are connected to the geogrids to create a Mechanically Stabilized Earth (MSE) wall. Geotechnical parameters for design of MSE walls are also presented subsequently.
170th Avenue NE Widened Sidewalk We understand that a relatively short retaining wall is planned to accommodate the planned sidewalk widening where the trail intersects east side of 170 th Avenue NE. We recommend that the retaining wall be design in accordance with the “Earthwork” and “Retaining Wall Design Considerations” sections of this report.
Retaining Wall Design Considerations Retaining walls for this project can consist of gravity block walls or concrete cantilever walls. For these walls we recommend using an equivalent fluid density of 33 pounds per cubic foot (pcf) to calculate active earth pressures acting on the wall. This value of active earth pressure assumes a level back-slope. We recommend a rectangular seismic pressure acting over the height of the wall equal to 6H psf, where H is the height of the wall in feet. If the walls will be subjected to the influence of surcharge loading (for example, traffic loading) within a horizontal distance equal to the height of the wall, the walls should be designed for the additional horizontal pressure using an appropriate design method. A common practice is to assume a surcharge loading equivalent to 2 feet of additional fill to simulate traffic loading; we consider this method appropriate for typical situations. Where large surcharge loads such as from
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heavy trucks, cranes, or other construction equipment are anticipated in close proximity to the retaining walls, the walls should also be designed to accommodate the additional lateral pressures resulting from these concentrated loads. Retaining walls should be supported on medium dense or denser granular fill soils. If the foundation subgrade is determined to be soft, the subgrade should be overexcavated to a depth of two feet and replaced with crushed gravel. It will also help to place a woven geotextile fabric on the subgrade at the base of the overexcavation to help bridge over the soft soil. A geotextile similar to TenCate Mirafi 500X should be used in this situation. Retaining wall footings should be embedded slightly below the adjacent ground surface. Gravity block walls should be embedded at least 1 foot below grade. Concrete retaining walls should be embedded 2 feet below grade. These wall footings may be designed using an allowable average soil bearing value of 3,000 psf, with a maximum toe bearing pressure of 4,500 psf. These allowable soil bearing values apply to the total of dead and long-term live loads and may be increased by up to one-third for seismic loads. Lateral wall loads can be resisted by a combination of friction between the footing and the supporting soil. If the wall footing is embedded deeper than 2 feet below grade it can also be evaluated using the passive lateral resistance of the soil surrounding the embedded portions of the footings. A coefficient of friction between concrete and soil of 0.45 and a passive lateral of 250 pcf can be used for design. We recommend that the upper 2 feet of passive resistance be ignored. The friction coefficient and passive lateral resistance are allowable values and include a factor of safety of 1.5. If soils adjacent to footings are disturbed during construction, the disturbed soils must be recompacted; otherwise the lateral passive resistance value must be reduced. Recommendations for wall drainage are given in the section below titled “Wall Drainage.” Mechanically Stabilized Earth Walls
MSE retaining walls are often a cost-effective method for support of fill embankments, provided sufficient space is available for the back-cut required for placement of the reinforcing materials. Design of such a wall system must be based on site-specific conditions and geotechnical parameters. Pre-cast concrete members (panels or blocks) are widely used as facing elements. Principal advantages of MSE walls include relatively low unit cost and tolerance of relatively large differential settlements. MSE walls consist of alternating layers of backfill soil and reinforcing material with facing elements. Commonly used reinforcing elements include steel strips and various geosynthetic products such as geogrid and geotextile sheets. The vertical spacing of the reinforcing elements is typically on the order of 1 to 3 feet. For MSE walls designed using the IBC level seismicity, the reinforcing material lengths are typically on the order of 80 percent of the wall height, which includes the embedment depth in addition to the exposed height of the wall. The actual reinforcing material spacing and length will be determined by the wall designer and will depend on the reinforcing material specified
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REDMOND CENTRAL CONNECTOR Redmond, Washington
and other parameters. If geosynthetic products are selected, long term creep characteristics should be taken into consideration in product selection. Many MSE proprietary wall systems are available. The design procedures and wall details of several proprietary wall systems have been evaluated by WSDOT, which has resulted in a pre-approved status for certain walls. An agreement between WSDOT and the proprietary wall manufacturers exists for pre-approved systems, which allows the proprietary wall manufacture to competitively bid a particular project without having to provide a detailed wall design in the contract plans. Pre-approved proprietary wall systems with specific requirements and details are available in the Appendix of Chapter 15 of the WSDOT Geotechnical Design Manual (GDM). WSDOT should be contacted for a current list of the pre-approved proprietary systems prior to choosing the system. We recommend that proprietary wall system designs be reviewed by the Geotechnical Engineer to confirm that valid assumptions were made relative to material properties, site conditions and other factors. DESIGN PARAMETERS
We recommend the design parameters summarized in Table 3 for use in design of MSE walls. The values shown below assume the backfill soil is compacted as recommended in the “Earthwork” section of this report. TABLE 3. RECOMMENDED DESIGN PARAMETERS FOR MSE WALLS Reinforced Zone Soil
Retained Soil
Foundation Bearing Soil
Embankment Soils/Common Borrow WSDOT 9-03.14(3)
Native Soils/Common Borrow WSDOT 9-03.14(3)
Native Soils
Unit Weight (pcf)
125
125
125
Friction Angle (degrees)
34
34
34
Cohesion (psf)
0
0
0
N/A
N/A
3,000
N/A
N/A
4,000
Soil Properties
Allowable Bearing Capacity (psf) – AASHTO Group I Allowable Bearing Capacity (psf) – AASHTO Group VII
The MSE walls should be designed for seismic loading as discussed in the “Earthquake Engineering” section of this report. In accordance with the GDM, MSE walls that are free to translate or move during a seismic event should be designed with a reduced coefficient of horizontal acceleration (kh) of approximately half of the peak ground acceleration (PGA) for the site. For the project site, half of the PGA equates to 0.15g. Alternatively, the value of the horizontal coefficient of acceleration can be calculated using the Mononobe-Okabe method specified in Article 11.6.5 of the AASHTO LRFD Bridge Design Specifications. The vertical coefficient of acceleration (kv) shall be set to 0 for the analysis.
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The minimum embedment depth of the MSE retaining walls will be a function of the height of the wall and the slope in front of the wall. We recommend that the permanent cut slopes in front of and above the MSE wall be inclined no steeper than 1½H:1V. Temporary cut slopes to install the MSE walls should be inclined no steeper than 1½H:1V. The minimum embedment depth for walls founded on sloping ground should be provided as described in Table 4 but should not be less than 2 feet. In addition, the minimum embedment depth should be provided below a theoretical 4-foot-wide horizontal bench that extends from the face of the wall and intersects the sloping ground in front of the wall. TABLE 4. MINIMUM EMBEDMENT DEPTHS FOR MSE WALLS Slope in Front of Wall
Minimum Embedment Depth (feet)
Horizontal
2
1-1/2H:1V
4
If the MSE walls will be subjected to the influence of surcharge loading (for example, traffic loading) within a horizontal distance equal to the height of the wall, the walls should be designed for the additional horizontal pressure using an appropriate design method. A common practice is to assume a surcharge loading equivalent to 2 feet of additional fill to simulate traffic loading; we consider this method appropriate for typical situations. Where large surcharge loads such as from heavy trucks, cranes, or other construction equipment are anticipated in close proximity to the retaining walls, the walls should also be designed to accommodate the additional lateral pressures resulting from these concentrated loads. The foundation subgrade for the MSE walls should be prepared in accordance with the recommendations provided in the “Earthwork” section of this report. We recommend that the condition of all MSE wall foundation excavations be observed by the Geotechnical Engineer to evaluate if the work is completed in accordance with our recommendations and that the subsurface conditions are as expected. Recommendations for wall drainage are given in the section titled “Wall Drainage.” Wall Settlement
Provided all loose soil is removed and the subgrade is prepared as recommended under Construction Considerations below, we estimate the total settlement of wall foundations will be on the order of 1 to 1½ inches. The settlements will occur rapidly, essentially as loads are applied. Differential settlements over 100 feet of wall length are expected to be on the order of half the total settlement. GeoEngineers can provide more accurate settlement estimates once the wall alignment, foundation elevation, and wall heights are established. Wall Drainage
Positive drainage should be provided behind concrete, gravity block, and MSE walls. For concrete and gravity block walls, drainage should be provided by placing a 2-foot-wide zone of gravel backfill for walls (WSDOT 9-03.12(2)) against the rear face of the wall and draining the gravel with a 4-inch-diameter perforated pipe or through weepholes. The perforated pipe should be sloped slightly and lead to a discharge point at the end of the wall or though the face of the wall.
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We recommend using either heavy-wall pipe (SDR-35 PVC) or rigid corrugated polyethylene pipe (ADS N-12, or equal) for the collector pipe. We recommend against using flexible tubing for wall drain pipe. The pipe installations should include cleanouts to allow for future maintenance. Weepholes should be in accordance with the WSDOT Standard Plans and Section 6-02.3(21) of the WSDOT Standard Specifications. MSE walls constructed using common borrow in the reinforced zone can be drained by placing a 4-inch minimum diameter perforated drain pipe at the back of the footing/reinforced zone enveloped within a minimum thickness of 6 inches of gravel backfill for walls (WSDOT 9-03.12(2)). Construction Considerations
If soft or loose areas are present at the foundation subgrade elevation, they should be removed and replaced with lean mix concrete or structural fill at the direction of the Geotechnical Engineer. In such instances, the zone of structural fill should extend laterally beyond the footing edges a horizontal distance at least equal to the thickness of the fill. The condition of all subgrade areas must be observed by the Geotechnical Engineer to evaluate if the work is completed in accordance with our recommendations and that the subsurface conditions are as anticipated.
Traffic Signal and Luminaire Foundations We understand that new traffic signals and luminaires are planned for the project. Pole foundation dimensions and loading have not been finalized; however, we anticipate that all project poles and foundations will comply with WSDOT preapproved signal pole and foundation designs. The following recommendations are based on the WSDOT Geotechnical Design Manual. Design Considerations
Drilled shaft foundations designed in accordance with the 2011 WSDOT Design Manual and 2011 WSDOT GDM, require a lateral-bearing pressure to determine the shaft depth required. The WSDOT design method to estimate lateral-bearing pressures is based on empirical correlations with blow count data and the angle of internal friction of the soil. Pole foundation may be designed using a soil unit weight of 125 pcf, a soil friction angle of 30 degrees, and an allowable lateral bearing pressure of 1,500 psf. These recommendations assume that new pole foundations are founded in medium dense or denser native sand and gravel soils or properly compacted structural fill. Traffic signal pole foundations can be sized in accordance with the criteria presented on WSDOT Standard Plan J-26.10-00. Luminaire pole foundations can be sized in accordance with the criteria presented on WSDOT Standard Plan J-28.30-01. Construction Considerations
We recommend that drilled shaft foundations for the poles be installed using the WSDOT procedure. Concrete should be cast near against excavation sides. The use of temporary casing, drilling mud or other types of procedures should be used, as necessary, to control sloughing of
March 13, 2012 | Page 19 File No. 0500-172-01
REDMOND CENTRAL CONNECTOR Redmond, Washington
sidewalls. However, any casing should be removed while the concrete is still fluid so that proper soil/cement contact is achieved. Sonotube casings should not be used. Slough should be removed from the bottom of the excavation prior to placement of concrete, as loose or disturbed soil in the excavation base could result in increased settlement. Structures that require relatively short shafts (less than 9 feet deep) may be formed and constructed in an open excavation. Following the removal of the concrete forms (the forms may be left in place ONLY if corrugated metal pipe is used), compacted backfill should be placed around the shaft to provide containment. The backfill placed around the foundation in the excavation must be compacted to at least 95 percent of the MDD (ASTM D1557) and as described in the “Earthwork” section of this report using high quality soil backfill. Controlled density fill may be used as an alternative for structural backfill. We recommend that the Geotechnical Engineer be present during foundation excavation and/or drilling. Geotechnical Engineer should evaluate and confirm the adequacy of the subgrade soils with respect to the anticipated conditions based on the borings and foundation design recommendations presented in this report.
Additional Geotechnical Services Throughout this report, recommendations are provided where we consider additional geotechnical services to be appropriate. These additional services are summarized below:
■ We recommend completing additional explorations (test pits) at the infiltration pipe facility locations. The purpose of this is to evaluate the presence and depth of gravel that could accommodate an infiltration rate of 10 inches per hour.
■ During construction, the Geotechnical Engineer should observe and evaluate the excavations, the suitability of subgrade soils, the suitability and the compaction of the backfill, and the installation of deep foundation elements. The purposes of the Geotechnical Engineers’ construction phase services are to confirm that the subsurface conditions are consistent with those observed in the explorations and other reasons described in Appendix D, Report Limitations and Guidelines for Use.
LIMITATIONS We have prepared this report for the exclusive use of the City of Redmond, TBP and other project team members for the RCC project in Redmond, Washington. The data should be provided to prospective contractors for their bidding or estimating purposes, but our report and interpretations should not be construed as a warranty of the subsurface conditions. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in the field of geotechnical engineering in this area at the time this report was prepared. No warranty or other conditions, express or implied, should be understood.
Page 20 | March 13, 2012 | GeoEngineers, Inc. File No. 0500-172-01
REDMOND CENTRAL CONNECTOR Redmond, Washington
Any electronic form, facsimile or hard copy of the original document (email, text, table, and/or figure), if provided, and any attachments are only a copy of the original document. The original document is stored by GeoEngineers, Inc. and will serve as the official document of record. Please refer to Appendix D titled “Report Limitations and Guidelines for Use” for additional information pertaining to use of this report.
REFERENCES Booth, D.B., Troost, K.A., and Wisher A.P., Pacific Northwest Center for Geologic Mapping Studies, “Geologic Map of King County, Washington.” Available at http://geomapnw.ess.washington.edu/services/publications/map/data/KingCo_composit e.pdf), 2007. GeoEngineers, Inc., Geotechnical Engineering Services Report, Redmond Way Stormwater Trunk, Redmond Washington, File No. 0500-149-02, March 11, 2011. GeoEngineers, Inc., Geotechnical Engineering Services Report, 164th Avenue NE Extension, Redmond Washington, File No. 0500-176-02, January 16, 2012. GeoEngineers, Inc., City of Redmond Wellhead Protection Program, Redmond, Washington, File No. 0500-147-xx, ongoing studies. International Code Council, “International Building Code,” 2009. Redmond, City of, “Sensitive Areas Maps,” 2005. Redmond, City of, “Standard Specifications and Details,” 2011. United States Geological Survey, “Java Ground Motion Parameter Calculator,” software version 5.1.0. United States Geological Survey Website, Seattle fault zone, in Quaternary fault and fold database of the United States, http://earthquakes.usgs.gov/regional/qfaults. WAC (Washington Administrative Code) Title 296, Part N, “Excavation, Trenching and Shoring.” Washington State Department of Transportation, “Standard Specifications for Road, Bridge and Municipal Construction,” 2010.
March 13, 2012 | Page 21 File No. 0500-172-01
184Th Ave NE
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171St Ave NE
169Th Pl NE
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Bear Bear Creek Creek Park Park NE 74Th St
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Marymoor Park Rd NE 65Th St
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Marymoor Marymoor Park Park
Bridle Bridle Crest Crest Trail Trail Westside Westside Park Park NE 57Th St
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Spiritbrook Spiritbrook Park Park
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184Th Ct NE
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NE 79Th St
164Th Ave NE
W ay y ar N E
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151St Ave NE
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148Th Ave NE
145Th Ave NE
152Nd Ave NE
149Th Ave NE
150Th Ave NE
143R d Ave NE 144Th Ave NE
0T Project Location hC
NE 57Th St
Kitsap
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St
Bear Creek Pky
NE 7
NE 60Th St
104
18 2
Anderson Anderson Park Park
NE 72Nd St
NE 61St St
V U
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90 ¦ ¨ §
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167
Notes: 1. The locations of all features shown are approximate. 2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication. 3. It is unlawful to copy or reproduce all or any part thereof, whether for personal use or resale, without permission. Data Sources: ESRI Data & Maps, Street Maps 2005 Transverse Mercator, Zone 10 N North, North American Datum 1983 North arrow oriented to grid north
NE 67Th Ct
143Rd Ave NE
167Th Ave NE
NE 83Rd St
NE
NE 81St St
St
161St Ave NE
160Th Ave NE
158Th Ave NE
EL
Sam Sammam mamish ish Rive Riverr
NE 85Th St
90
180Th Ave NE
W Lake Sammamish Pky NE
NE 87Th St
Coho Ln
Quinalt Way
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Map Revised: November 21, 2011
NE 88Th St
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Path: W:\Redmond\Projects\0\0500172\GIS\050017201_F1.mxd
NE 89Th St
T 154
Office: Port Orchard
NE 92Nd St
Th
Pl NE
Grass Grass Lawn Lawn Park Park
NE 98Th Ct
Nike Nike Park Park NE
NE 87Th St
Way
88
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NE 74Th St
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NE 90Th St
NE 81St St
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172Nd Ave NE
161St Ave NE 161St Pl NE N 162
NE 91St St
01S
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NE 92Nd St
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Ct NE 98Th
NE 95Th Ct
NE 95Th St
NE 104Th St
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96Th Way NE
Ct NE
Ct NE 101St
NE 98Th St NE 96Th Pl
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Johnathan Johnathan Hartman Hartman Park Park
NE 99Th St
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NE 105Th St
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Vicinity Map Redmond Central Connector Redmond, Washington Figure 1
IL TRA ER RIV MM AM ISH SA
B-1
B-2 LIM
IT O
FW ORK
B-3
CEN TRA LC
ONN ECT OR LIM TRA IT O FW IL O RK
B-4 LIM
Notes
Reference: Base CAD file "RCC-Base-TBP_60.dwg provided by Berger Partnership via ftp site on 1-31-12.
FW ORK
Legend N
1. The locations of all features shown are approximate. 2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. can not guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.
IT O
B-1
Boring by GeoEngineers
W
Site Plan E
S
40
0 FEET
40
Redmond Central Connector Redmond, Washington Figure 2
E NU EN VE TH A 170 LIM
IT O
FW
ORK
\\ \\ \ \\ \\ \ LIM
\\ \ \ \\ \\
NE 76T HS TRE ET
IT O
HA-2 HA-1
FW
ORK
P-1 (8') P-2 (8') PROPOSED RETAINING WALL
\ \ \ \ \ \ \ \
\ \ \ \ \
\\ \ \ \\ \\ \ \ \\ \\ ORK
\
FW
\
IT O
\
LIM
N
Legend HA-1 P-1 (8')
W
Hand-Augered Boring by GeoEngineers
E S
Probe Location by GeoEngineers Depth to Bottom of Soft Soil (feet)
Notes 1. The locations of all features shown are approximate. 2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. can not guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication. Reference: Base CAD file "RCC-Base-TBP_60.dwg provided by Berger Partnership via ftp site on 1-31-12.
40
0
40
FEET
Site Plan Redmond Central Connector Redmond, Washington Figure 3
APPENDIX A Field Explorations
REDMOND CENTRAL CONNECTOR Redmond, Washington
APPENDIX A FIELD EXPLORATIONS General Subsurface conditions at the site were explored by drilling four borings, B-1 through B-4, and completing a series of hand-augered borings and hand probes, HA-1, HA-2, P-1, and P-2. The borings were completed to depths between about 26½ and 39 feet below the existing ground surface. The drilling was performed by Geologic Drill, Inc. under subcontract to GeoEngineers on October 25, 2011. The hand explorations were completed using a manually operated sampling auger, and the hand probes were completed using a ½-inch-diameter steel probe rod on February 15, 2012. The locations and elevations of the explorations were estimated by taping/pacing from existing site features. The approximate locations of the explorations are shown on the Site Plans, Figures 2 and 3.
Borings The borings were completed using track-mounted, continuous-flight, hollow-stem auger drilling equipment. The borings were continuously monitored by geologist from our firm who examined and classified the soils encountered, obtained representative soil samples, observed groundwater conditions and prepared a detailed log of each exploration. The soils encountered in the borings were sampled at 2½- or 5-foot vertical intervals with a 2-inch outside diameter split-barrel standard penetration test (SPT) sampler. The samples were obtained by driving the sampler 18 inches into the soil with a 140-pound hammer free-falling 30 inches. The number of blows required for each 6 inches of penetration was recorded. The blow count (“N-value”) of the soil was calculated as the number of blows required for the final 12 inches of penetration. This resistance, or N-value, provides a measure of the relative density of granular soils and the relative consistency of cohesive soils. Where very dense soil conditions precluded driving the full 18 inches, the penetration resistance for the partial penetration was entered on the logs. The blow counts are shown on the boring logs at the respective sample depths. Soils encountered in the borings were visually classified in general accordance with the classification system described in Figure A-1. A key to the boring log symbols is also presented in Figure A-1. The logs of the borings are presented in Figures A-2 through A-5. The boring logs are based on our interpretation of the field and laboratory data and indicate the various types of soils encountered. The logs also indicate the depths at which these soils or their characteristics change, although the change may actually be gradual. If the change occurred between samples, it was interpreted. The densities noted on the boring logs are based on the blow count data obtained in the borings and judgment based on the conditions encountered. Observations of groundwater conditions were made during drilling, and these observations represent a short-term condition and may or may not be representative of the long-term groundwater conditions at the site.
March 13, 2012 | Page A-1 File No. 0500-172-01
REDMOND CENTRAL CONNECTOR Redmond, Washington
Hand Explorations The hand explorations (hand-augered borings and hand probes) were completed by a representative from our firm who examined and classified the soils encountered, obtained representative soil samples, observed groundwater conditions, and prepared a summary log of each hand exploration. The subsurface conditions encountered in the hand explorations are summarized in the “Subsurface Conditions” section of this report. The locations of the hand explorations are shown on the Site Plan, Figure 3. Hand-augered borings
The hand-augered borings were completed using a manually operated sampling auger. The auger bucket is approximately 3 inches in diameter and 12 inches long and is extended into the ground using a series of extendable rods. The auger was advanced into the soil by hand. The logs of the hand-augered borings are presented in Figures A-6 and A-7. Hand Probes
The hand probe explorations were completed using a ½-inch-diameter steel probe rod. The probe rod was pushed downward through the soil until a hard or dense layer was encountered that precluded advancement of the probe.
Page A-2 | March 13, 2012 | GeoEngineers, Inc. File No. 0500-172-01
SOIL CLASSIFICATION CHART MAJOR DIVISIONS
GRAVEL AND GRAVELLY SOILS COARSE GRAINED SOILS
MORE THAN 50% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE
SYMBOLS GRAPH LETTER
WELL-GRADED GRAVELS, GRAVEL SAND MIXTURES
GP
POORLY-GRADED GRAVELS, GRAVEL - SAND MIXTURES
GRAVELS WITH FINES
GM
SILTY GRAVELS, GRAVEL - SAND SILT MIXTURES
(APPRECIABLE AMOUNT OF FINES)
GC
CLAYEY GRAVELS, GRAVEL - SAND CLAY MIXTURES
(LITTLE OR NO FINES)
SW
WELL-GRADED SANDS, GRAVELLY SANDS
SP
POORLY-GRADED SANDS, GRAVELLY SAND
SANDS WITH FINES
SM
SILTY SANDS, SAND - SILT MIXTURES
(APPRECIABLE AMOUNT OF FINES)
SC
CLAYEY SANDS, SAND - CLAY MIXTURES
ML
INORGANIC SILTS, ROCK FLOUR, CLAYEY SILTS WITH SLIGHT PLASTICITY
CL
INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS
OL
ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY
MH
INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS SILTY SOILS
CH
INORGANIC CLAYS OF HIGH PLASTICITY
OH
ORGANIC CLAYS AND SILTS OF MEDIUM TO HIGH PLASTICITY
PT
PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS
CLEAN SANDS MORE THAN 50% RETAINED ON NO. 200 SIEVE
SAND AND SANDY SOILS
SILTS AND CLAYS
LIQUID LIMIT LESS THAN 50
MORE THAN 50% PASSING NO. 200 SIEVE
SILTS AND CLAYS
TYPICAL DESCRIPTIONS
CC
Cement Concrete
AC
Asphalt Concrete
CR
Crushed Rock/ Quarry Spalls
TS
Topsoil/ Forest Duff/Sod
(LITTLE OR NO FINES)
MORE THAN 50% OF COARSE FRACTION PASSING NO. 4 SIEVE
FINE GRAINED SOILS
SYMBOLS GRAPH LETTER
TYPICAL DESCRIPTIONS
GW
CLEAN GRAVELS
ADDITIONAL MATERIAL SYMBOLS
LIQUID LIMIT GREATER THAN 50
HIGHLY ORGANIC SOILS
Measured groundwater level in exploration, well, or piezometer Groundwater observed at time of exploration Perched water observed at time of exploration Measured free product in well or piezometer
Graphic Log Contact Distinct contact between soil strata or geologic units Approximate location of soil strata change within a geologic soil unit
Material Description Contact Distinct contact between soil strata or geologic units Approximate location of soil strata change within a geologic soil unit
NOTE: Multiple symbols are used to indicate borderline or dual soil classifications
Sampler Symbol Descriptions 2.4-inch I.D. split barrel Standard Penetration Test (SPT) Shelby tube Piston Sonic Core Bulk or grab
Blowcount is recorded for driven samplers as the number of blows required to advance sampler 12 inches (or distance noted). See exploration log for hammer weight and drop. A "P" indicates sampler pushed using the weight of the drill rig.
Laboratory / Field Tests %F AL CA CP CS DS HA MC MD OC PM PP SA TX UC VS
Percent fines Atterberg limits Chemical analysis Laboratory compaction test Consolidation test Direct shear Hydrometer analysis Moisture content Moisture content and dry density Organic content Permeability or hydraulic conductivity Pocket penetrometer Sieve analysis Triaxial compression Unconfined compression Vane shear
Sheen Classification NS SS MS HS NT
No Visible Sheen Slight Sheen Moderate Sheen Heavy Sheen Not Tested
NOTE: The reader must refer to the discussion in the report text and the logs of explorations for a proper understanding of subsurface conditions. Descriptions on the logs apply only at the specific exploration locations and at the time the explorations were made; they are not warranted to be representative of subsurface conditions at other locations or times.
KEY TO EXPLORATION LOGS
FIGURE A-1
Start Drilled 10/25/2011
End 10/25/2011
Total Depth (ft)
Logged By TT Checked By CMK
31.5
35.5 NAVD88
Surface Elevation (ft) Vertical Datum
Auto 140 (lbs) / 30 (in) Drop
Hammer Data
Easting (X) Northing (Y)
Drilling Hollow Stem Auger Method
Driller Geologic Drill, Inc.
Track Mounted Diedrich D-50
Drilling Equipment Groundwater
System Datum
Notes: Auger Data: 3 1/4 inch I.D.
Date Measured
Depth to Water (ft)
Elevation (ft)
10/25/2011
13.0
22.5
25 20 15 10
5
10
15
20
25
14
18
1
18
11
2 AL
16
6
3A 3B
18
4
4A AL 4B
TS
Topsoil / duff
MH
Light gray elastic silt (stiff to very stiff, moist) (diatomaceous earth)
REMARKS
Dry Density, (pcf)
MATERIAL DESCRIPTION
Moisture Content, %
Group Classification
Graphic Log
Water Level
Sample Name Testing
Collected Sample
Blows/foot
Recovered (in)
Interval
Depth (feet) 0
30 5
Redmond: Date:11/23/11 Path:W:\REDMOND\PROJECTS\0\0500172\01\GINT\REDMOND CENTRAL CONNECTOR BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARD
30
35
Elevation (feet)
FIELD DATA
79
OH
Brown organic silt with trace fine sand (soft to medium stiff, moist) 96
SP-SM
Gray fine to medium sand with silt (loose, moist to wet)
14
9
5
18
P
6
CL
Gray lean clay with trace sand (very soft, wet)
18
12
7
GP
Gray gravel with coarse sand (medium dense, wet)
18
22
8
SP
Gray-brown coarse sand with gravel (medium dense to very dense, wet)
0
30
9
6
63
10
8 inches of heave at 20 feet Begin drilling with water head
No recovery due to sampler not fitted with catcher
Note: See Figure A-1 for explanation of symbols.
Log of Boring B-1 Redmond Central Connector Project: Project Location: Redmond, Washington Project Number: 0500-172-01
Figure A-2 Sheet 1 of 1
Start Drilled
End
10/25/2011
10/25/2011
Total Depth (ft)
Logged By TT Checked By CMK
26.5
35.0 NAVD88
Surface Elevation (ft) Vertical Datum
Auto 140 (lbs) / 30 (in) Drop
Hammer Data
Drilling Equipment Groundwater
System Datum
Easting (X) Northing (Y)
Drilling Hollow Stem Auger Method
Driller Geologic Drill, Inc.
Notes: Auger Data: 3 1/4 inch I.D.
Track Mounted Diedrich D-50
Date Measured
Depth to Water (ft)
Elevation (ft)
10/25/2011
15.0
20.0
10
15
15
20
5
20
10
Redmond: Date:3/13/12 Path:C:\USERS\TNASH\DESKTOP\REDMOND CENTRAL CONNECTOR BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARD
25
30
0
25
18
11
1
18
6
2 SA
18
3
3
15
5
4
16
25
5A AL 5B
10
14
6
4
28
7
TS
Topsoil / duff
MH
Light gray elastic silt (medium stiff to stiff, moist) (diatomaceous earth)
OL
Dark gray-brown organic silt and fine sand interbeds (soft to medium stiff, moist)
CL
Gray sandy lean clay (medium stiff, moist to wet)
SP-SM
Gray fine to coarse sand with silt and gravel (medium dense, wet)
GM
Gray gravel with organic silt lenses (medium dense, wet)
Dry Density, (pcf)
MATERIAL DESCRIPTION
Moisture Content, %
Group Classification
Graphic Log
Water Level
Sample Name Testing
Collected Sample
Blows/foot
Recovered (in)
Interval
Depth (feet)
Elevation (feet)
FIELD DATA
REMARKS
54
%F = 94
31
Gravel at 15 feet
Begin drilling with water head
Note: See Figure A-1 for explanation of symbols.
Log of Boring B-2 Redmond Central Connector Project: Project Location: Redmond, Washington Project Number: 0500-172-01
Figure A-3 Sheet 1 of 1
Start Drilled
End
10/25/2011
10/25/2011
Total Depth (ft)
Logged By TT Checked By CMK
26.5
34.0 NAVD88
Surface Elevation (ft) Vertical Datum
Auto 140 (lbs) / 30 (in) Drop
Hammer Data
Drilling Equipment Groundwater
System Datum
Easting (X) Northing (Y)
Drilling Hollow Stem Auger Method
Driller Geologic Drill, Inc.
Notes: Auger Data: 3 1/4 inch I.D.
Track Mounted Diedrich D-50
Date Measured
Depth to Water (ft)
Elevation (ft)
10/25/2011
14.0
20.0
0
10
1 SA
18
7
2
10
P
3
18
P
4
18
18
5A AL 5B
12
24
6
TS
Topsoil / duff
MH
Gray elastic silt (medium stiff to stiff, moist) (diatomaceous earth)
Dry Density, (pcf)
Moisture Content, %
MATERIAL DESCRIPTION
62
REMARKS
%F = 76
30
18
Group Classification
Graphic Log
Water Level
Sample Name Testing
Collected Sample
Blows/foot
Recovered (in)
Interval
Depth (feet)
Elevation (feet)
FIELD DATA
PT-OL
Dark brown peat / gray organic silt (very soft, moist)
CL
Gray lean clay with sand (soft to medium stiff, moist to wet) Gray fine to coarse sand with silt and gravel (medium dense, wet)
25
5
20 15
15
20
12
28
25
18
26
SP-SM
30
Gravel at 14 feet Begin drilling with water head
GM
Gray silty gravel with sand and trace organic matter (medium dense, wet)
SP-SM
Gray fine to coarse sand with silt and gravel (medium dense, wet)
7
10
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10
8
Note: See Figure A-1 for explanation of symbols.
Log of Boring B-3 Redmond Central Connector Project: Project Location: Redmond, Washington Project Number: 0500-172-01
Figure A-4 Sheet 1 of 1
Start Drilled 10/25/2011
End 10/25/2011
Total Depth (ft)
Logged By TT Checked By CMK
39
51.5 NAVD88
Surface Elevation (ft) Vertical Datum
Auto 140 (lbs) / 30 (in) Drop
Hammer Data
Easting (X) Northing (Y)
Drilling Hollow Stem Auger Method
Driller Geologic Drill, Inc. Drilling Equipment Groundwater
System Datum
Notes: Auger Data: 3 1/4 inch I.D.
Track Mounted Diedrich D-50
Date Measured
Depth to Water (ft)
Elevation (ft)
10/25/2011
31.0
20.5
GP
Railroad ballast (fill)
AIR
Void
SM
Brown silty fine to coarse sand with gravel (very loose to loose, moist)
Dry Density, (pcf)
Moisture Content, %
MATERIAL DESCRIPTION
REMARKS
50
0
Group Classification
Graphic Log
Water Level
Sample Name Testing
Collected Sample
Blows/foot
Recovered (in)
Interval
Depth (feet)
Elevation (feet)
FIELD DATA
0
1
1
4
2
0
0
3
7
2
4 SA
6
1
5
6
2
6
8
7
7 AL
18
4
8
13
%F = 27
40
10
35
15
30
20
(woody debris) Gray lean clay with sand, occasional gravel and trace organic matter (stiff, moist)
CL
Gray-blue lean clay (medium stiff, moist)
OH
Brown organic silt with organic matter (woody debris) (soft to medium stiff, moist) Gray-brown elastic silt with trace organic matter (medium stiff, moist)
MH
18
6
9
18
5
10 AL
18
6
11A 11B
OL/PT
18
6
12A 12B
ML
18
17
13A 13B
29
80
25
25
CL
SM
20
30
35
10
38
14
15
31
15
ML SM GM
Dark brown peat/organic silt (medium stiff, moist) Gray silty fine to coarse sand with occasional gravel (loose, wet) Gray sandy silt (medium stiff, wet) Brown silt with organic matter (medium stiff, wet) Gray silty fine to coarse sand with gravel (medium dense, wet) Gray silty gravel with sand (dense, wet)
Gravel at 32 feet Begin drilling with water head
15
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45
5
1
GP-GM
Gray gravel with silt and sand (dense, wet)
Note: See Figure A-1 for explanation of symbols.
Log of Boring B-4 Redmond Central Connector Project: Project Location: Redmond, Washington Project Number: 0500-172-01
Figure A-5 Sheet 1 of 1
Date Excavated: Equipment:
2/15/2012 Hand-Auger and Probe
SLG
Logged By:
9.0
Total Depth (ft)
MATERIAL DESCRIPTION
TS
Topsoil/organic matter
SM
Gray silty fine to medium sand with gravel and occasional cobbles (very loose to loose, moist to wet) (fill)
Moisture Content, %
Encountered Water
Group Classification
Graphic Log
Sample Name Testing
Testing Sample
Depth (feet)
Elevation (feet)
SAMPLE
REMARKS
Probe 9 feet
39
1
38
2
37
3
36
2 SA
31
%F = 32
4
35
5
34
6
33
ML
7
Gray silt with sand and trace organic matter (soft to medium stiff, moist to wet)
32
3 AL
8
31
Redmond: Date:3/13/12 Path:C:\USERS\TNASH\DESKTOP\REDMOND CENTRAL CONNECTOR BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_TESTPIT_1P_GEOTEC
1
9
40
Hand-augered boring completed at 9 feet. Groundwater seepage observed at 2 feet. Moderate caving observed below 2 feet. Disturbed soil samples obtained at 0.5, 3.5, and 7.5 feet.
Note: See Figure A-1 for explanation of symbols.
Log of Hand-Auguered Boring HA-1 Redmond Central Connector Project: Project Location: Redmond, Washington Project Number: 0500-172-01
Figure A-6 Sheet 1 of 1
Date Excavated: Equipment:
2/15/2012 Hand-Auger and Probe
SLG
Logged By:
3.5
Total Depth (ft)
TS
Redmond: Date:3/13/12 Path:C:\USERS\TNASH\DESKTOP\REDMOND CENTRAL CONNECTOR BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_TESTPIT_1P_GEOTEC
39
1
38
2
37
GW
3
MATERIAL DESCRIPTION
Moisture Content, %
Encountered Water
Group Classification
Graphic Log
Sample Name Testing
Testing Sample
Depth (feet)
Elevation (feet)
SAMPLE
Topsoil/organic matter Gray silty gravel with sand and occasional cobbles (loose, moist to wet) (fill)
REMARKS
Probe 7 feet
Could not advance hand-auger beyond 3.5 feet due to caving. Hand-augered boring completed at 3.5 feet. Groundwater seepage observed at 2 feet. Moderate to severe caving observed below 2 feet. No disturbed soil samples obtained.
Note: See Figure A-1 for explanation of symbols.
Log of Hand-Auguered Boring HA-2 Redmond Central Connector Project: Project Location: Redmond, Washington Project Number: 0500-172-01
Figure A-7 Sheet 1 of 1
APPENDIX B Laboratory Testing
REDMOND CENTRAL CONNECTOR Redmond, Washington
APPENDIX B LABORATORY TESTING General Soil samples obtained from the explorations were transported to our laboratory and examined to confirm or modify field classifications, as well as to evaluate index properties of the soil samples. Representative samples were selected for laboratory testing consisting of the determination of the moisture content, grain size distribution (sieve analyses), and plasticity characteristics (Atterberg limits). The tests were performed in general accordance with test methods of the American Society for Testing and Materials (ASTM) or other applicable procedures.
Moisture Content Testing Moisture content tests were completed in general accordance with ASTM D 2216 for representative samples obtained from the explorations. The results of these tests are presented on the exploration logs in Appendix A at the depths at which the samples were obtained.
Sieve Analyses Sieve analyses were performed on selected samples in general accordance with ASTM D 422 to determine the sample grain size distribution. The wet sieve analysis method was used to determine the percentage of soil greater than the U.S. No. 200 mesh sieve. The results of the sieve analyses were plotted, classified in general accordance with the Unified Soil Classification System (USCS), and are presented in Figure B-1. It should be noted that the sieve analyses were performed on soils obtained from samplers that have an opening size of 1½ inches so larger sized particles can’t be obtained by the samplers. Therefore, the sieve results do not account for soil particles that are larger than 1½ inches. Soils with larger sized materials are described in this report qualitatively based on visual observations and experience on projects where excavations were made into similar formations. Atterberg Limits
Atterberg Limit Tests were performed on selected samples in general accordance with ASTM Test Method D 4318 (includes organic determination). The test was used to classify the soil as well as to evaluate index properties. The liquid limit and the plastic limit were estimated through a procedure performed in general accordance with ASTM D 4318. The results of the Atterberg limits testing are summarized in Figures B-2 and B-3.
March 13, 2012 | Page B-1 File No. 0500-172-01
0500-172-01 T0100
CMK:SAS:SAS
03/08/2012
U.S. STANDARD SIEVE SIZE 3”
1.5”
3/4”
3/8”
#4
#10
#20
#40
#60 #100
#200
100
PERCENT PASSING BY WEIGHT .
90 80 70
60 50 40 30 20 10
FIGURE B-1
SIEVE ANALYSIS RESULTS
0 1000
100
10
1
0.1
0.01
GRAIN SIZE IN MILLIMETERS GRAVEL BOULDERS
SYMBOL
COBBLES
COARSE
SAND FINE
EXPLORATION NUMBER
DEPTH (ft)
B-2 B-3 B-4 HA-1
5 2½ 10 3½
COARSE
MEDIUM
FINE
SILT OR CLAY
SOIL CLASSIFICATION Light gray elastic silt (MH) Gray elastic silt (MH) Brown silty fine to coarse sand with gravel (SM) Gray silty fine to medium sand with gravel (SM)
0.001
0500-172-01 T0100
CMK:SAS:SAS
03/08/2012
PLASTICITY CHART 60
PLASTICITY INDEX
50
CH or OH
40
30 OH or MH 20
CL or OL
FIGURE B-2
ATTERBERG LIMITS TEST RESULTS
10 ML or OL
CL-ML 0 0
10
20
30
40
50
60
70
80
90
100
110
120
130
140
LIQUID LIMIT
SYMBOL
EXPLORATION NUMBER
SAMPLE DEPTH (ft)
MOISTURE CONTENT (%)
LIQUID LIMIT (%)
PLASTICITY INDEX (%)
SOIL DESCRIPTION
B-1
5
79
93
30
Light gray elastic silt (MH)
B-1
10
96
143
45
Brown organic silt with trace fine sand (OH)
B-2
15
31
31
11
Gray sandy lean clay (CL)
B-3
12½
30
36
16
Gray lean clay with sand (CL)
0500-172-01 T0100
CMK:SAS:SAS
03/08/2012
PLASTICITY CHART 60
PLASTICITY INDEX
50
40
CH or OH
30 OH or MH 20
CL or OL
FIGURE B-3
ATTERBERG LIMITS TEST RESULTS
10 CL-ML
ML or OL
0 0
10
20
30
40
50
60
70
80
90
100
110
LIQUID LIMIT
SYMBOL
EXPLORATION NUMBER
SAMPLE DEPTH (ft)
MOISTURE CONTENT (%)
LIQUID LIMIT (%)
PLASTICITY INDEX (%)
B-4
17½
30
42
20
Gray lean clay with sand, occasional gravel and trace organic matter (CL)
B-4
25
80
110
33
Gray-brown elastic silt with trace organic matter (MH)
HA-1
7½
40
46
12
Gray silt with sand and trace organic matter (ML)
SOIL DESCRIPTION
APPENDIX C Other Geotechnical Data
161St Pl NE
Th 17 7
Rd
h Pl
E ve N
St
Bear Bear Creek Creek Park Park
hA
166Th Ave NE
164Th Ave NE
W ay y
6T h
V U
NE 70Th St
520
NE 76Th St
NE 68Th St
NE 67Th Ct
NE
Spiritbrook Spiritbrook Park Park
65
Th
NE 63Rd Way
Marymoor Park Rd NE 65Th St
St
NE 65Th St
NE 62N d Ct NE 61St Ct
NE 62Nd Way
Ct
St
NE
S 51
NE
h 50T
µ
Jefferson
104
Snohomish
524
§5 ¦ ¨
¦ ¨ § 405
2,000
Seattle
0
2,000
Bellevue
V U
90 ¦ ¨ §
Feet
167
Notes: 1. The locations of all features shown are approximate. 2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication. 3. It is unlawful to copy or reproduce all or any part thereof, whether for personal use or resale, without permission. Data Sources: ESRI Data & Maps, Street Maps 2005 Transverse Mercator, Zone 10 N North, North American Datum 1983 North arrow oriented to grid north
Rd
St
Lake Lake Sammamish Sammamish
King
V U
NE
NE 53
St
Island
V V U U
58
Th
156Th Ave NE
NE 51St
d gR
520
o sk
V U
NE 50Th Pl
tP
NE
NE 51St Pl
l
Pl
NE 55Th St
Marymoor Marymoor Park Park
Bridle Bridle Crest Crest Trail Trail Westside Westside Park Park NE 57Th St
om Bl
154Th Ave NE
NE 60Th St
NE 57Th St
16
l Rd
185Th Ave NE
T NE 78
184Th Ct NE
nd ale Av o
NE yW ay Lea r
ion Hil NE U n
ekk Crreee rC BBeeaar
170 T
161St Ave NE Bro wn St
NE
167Th Ave NE
160Th Ave NE
158Th Ave NE
Crreeeekk E Evvaannss C
Anderson Anderson Park Park
ar N E hC t
East Rd
Pl
NE
172Nd Ave NE
167Th Ave NE
171St Ave NE
169Th Pl NE
Sam Sammam mamish ish Rive Riverr
Le
151St Ave NE
152Nd Ave NE
149Th Ave NE
150Th Ave NE
148Th Ave NE
145Th Ave NE
Pl
180Th Ave NE
W Lake Sammamish Pky NE
EL Map Revised: May 19, 2011
Th
Bear Creek Pky
0T
NE 68Th St
NE 61St St
Kitsap
85
Th
Path: W:\Redmond\Projects\0\0500176\GIS\050017600_F1_VicinityMap.mxd
NE 7
NE
8 15
Office: Redmond
NE 80Th St
Site
r
e NE h Av
NE 72Nd St
NE
NE 79Th St
NE 7
Av e
D sh
NE
NE 83Rd St
d
Pl
T 154
Pl
NE 85Th St
N
Th
Pl NE
Th
NE 87Th St
St
88
h 149T
15 9
NE 87Th St
Th
18 2
E N
NE 89Th St
90
mi
Nike Nike Park Park NE
NE 88Th St
NE 95Th St
ho
NE 92Nd St
NE 90Th St
NE 81St St
Grass Grass Lawn Lawn Park Park
E lN dP
NE 87Th St
Way
o Sn
N 162
NE Rd ws
NE 91St Way
NE 74Th St
NE 95Th St
h NE 99T
d West R
illo W NE 91St St
eekk C Crree BBeeaarr
NE 100Th St
Ct NE 98Th
Sammamish Sammamish River River Regional Regional Park Park
NE 92N d St
t Ct
NE
NE 98Th St
NE 95Th St
01S
Johnathan Park Johnathan Hartman Hartman Park 101St Ct NE 99Th St
NE 100Th Ct
NE 1
NE 102N d Pl
Vicinity Map 164th Avenue NE Extension Redmond, Washington Figure 1
Cle
vela
nd S
t
NE
77
th
St
Map Revised: June 6, 2011
AMM
164Th Ave NE
GEI-1
GEI-2
Office: RED
Path: W:\Redmond\Projects\0\0500176\GIS\050017600_F2_SitePlan.mxd
NE
76T
hS
t
Legend GEI-1
Boring by GeoEngineers (2011) 60
0
60
Feet
Data Source: Bing Maps Aerial Imagery, 2010 King County GIS Reference: NAD 1983 HARN Washington State Plane North, Feet Notes: 1. The locations of all features shown are approximate. 2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.
Site Plan 164th Avenue NE Extension Redmond, Washington Figure 2
Drilled
Start 5/4/2011
End 5/4/2011
Surface Elevation (ft) Vertical Datum
Total Depth (ft)
Logged By BHC Checked By CMK
26.5
Hammer Data
Undetermined
Easting (X) Northing (Y)
Drilling Method Hollow Stem Auger
Driller Geologic Drill, Inc.
Rope and Cathead 140 (lbs) / 30 (in) Drop
Drilling Equipment Groundwater
System Datum
Date Measured
5/4/2011
Notes: Auger Data: 3Ÿ-inch I.D.; 7½-inch O.D.
Trailer-mounted Deep Rock XL Depth to Water (ft)
Elevation (ft)
12.5
0
AC BC SM 6
21
Dry Density, (pcf)
Moisture Content, %
MATERIAL DESCRIPTION
Group Classification
Graphic Log
Water Level
Sample Name Testing
Collected Sample
Blows/foot
Recovered (in)
Interval
Depth (feet)
Elevation (feet)
FIELD DATA
1.5 inches asphalt concrete 5 inches base course Brown silty fine to coarse sand with gravel (medium dense to dense, moist) (fill)
1
Rough drilling from 3 to 5 feet
(cobbles)
5
REMARKS
GP-GM 4
32
2
6
44
3 SA
Brown gravel with silt and sand (dense, moist)
4
Very hard drilling at 7 feet %F = 10 Sieve analysis and moisture content on combined samples 3 and 4
10
12
28
4
Redmond: Date:10/14/11 Path:C:\USERS\CVOSS\DESKTOP\050017600_LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARD
GW-GM 6
15
Rough drilling at 11.5 feet
Brown/white/black/gray gravel with silt and sand (medium dense to dense, wet)
5 SA
0.4
%F = 6 Sieve analysis and moisture content on combined samples 5 and 6
15
12
36
6
12
22
7 SA
SW-SM
Brown/white/black/gray fine to coarse sand with silt and gravel (medium dense to dense, wet)
10
%F = 8 Begin drilling with bentonite mud slurry at 19 feet
20
3
20
8
Sieve analysis and moisture content on combined samples 7, 8 and 9 Rough drilling below 22 feet (gravel)
25
0
32
Sample obtained using California Sampler following no recovery from SPT
9
Notes: See Figure A-1 for explanation of symbols. All soil samples were screened in the field for evidence of contamination. Evidence of contamination was not observed during drilling and sampling.
Log of Boring GEI-1 164th Ave NE Extension Project: Project Location: Redmond, Washington Project Number: 0500-176-00
Figure A-2 Sheet 1 of 1
Drilled
Start 5/4/2011
End 5/4/2011
Surface Elevation (ft) Vertical Datum
Total Depth (ft)
Logged By BHC Checked By CMK
26.5
Hammer Data
Undetermined
Easting (X) Northing (Y)
Drilling Method Hollow Stem Auger
Driller Geologic Drill, Inc.
Rope and Cathead 140 (lbs) / 30 (in) Drop
Drilling Equipment Groundwater
System Datum
Date Measured
5/4/2011
Notes: Auger Data: 3Ÿ-inch I.D.; 7½-inch O.D.
Trailer-mounted Deep Rock XL Depth to Water (ft)
Elevation (ft)
12.5
5
3
5
1
0
19
2
GM
Dark brown-black silty fine to coarse gravel with sand (loose to medium dense, moist) (fill)
Redmond: Date:10/14/11 Path:C:\USERS\CVOSS\DESKTOP\050017600_LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARD
10
20
3 SA
6
37
4
6
71
5
REMARKS
Sample obtained using California Sampler following no recovery from SPT
GW-GM 6
Dry Density, (pcf)
MATERIAL DESCRIPTION
Moisture Content, %
Graphic Log
Group Classification
0
Water Level
Sample Name Testing
Collected Sample
Blows/foot
Recovered (in)
Interval
Depth (feet)
Elevation (feet)
FIELD DATA
Brown gravel with silt and sand (medium dense to very dense, moist)
5
Very rough/hard drilling at 6.5 feet Intermittently rough drilling from 7 to 10 feet %F = 9
Sieve analysis and moisture content on combined samples 3, 4 and 5
Very rough drilling at 12 feet
(cobbles)
Continued rough drilling at 14 feet 15
GP-GM 6
30
6 SA
Brown/white/black/gray fine to coarse gravel with silt and sand (medium dense to dense, wet)
9
%F = 5 Sieve analysis and moisture content on combined samples 6 and 7
12
20
21
7
SP 6
34
8 SA
Brown/white/black/gray fine to coarse sand with gravel and trace silt (medium dense to dense, wet)
11
Begin drilling with bentonite mud slurry at 19 feet %F = 4 Smoother drilling
Sieve analysis and moisture content on combined samples 8 and 9
25
6
18
9
Notes: See Figure A-1 for explanation of symbols. All soil samples were screened in the field for evidence of contamination. Evidence of contamination was not observed during drilling and sampling.
Log of Boring GEI-2 164th Ave NE Extension Project: Project Location: Redmond, Washington Project Number: 0500-176-00
Figure A-3 Sheet 1 of 1
0500-176-00 SAS: SAS 05-19-2011
U.S. STANDARD SIEVE SIZE 3”
1.5”
3/4”
3/8”
#4
#10
#20
#40
#60 #100
#200
100
PERCENT PASSING BY WEIGHT .
90 80 70
60 50 40 30 20 10
FIGURE B-1
SIEVE ANALYSIS RESULTS
0 1000
100
10
1
0.1
0.01
GRAIN SIZE IN MILLIMETERS GRAVEL BOULDERS
SYMBOL
COBBLES
COARSE
SAND FINE
EXPLORATION NUMBER
DEPTH (ft)
GEI-1 GEI-1 GEI-1
7½ – 11½ 12½ – 16½ 17½ – 26½
COARSE
MEDIUM
FINE
SILT OR CLAY
SOIL CLASSIFICATION Brown gravel with silt and sand (GP-GM) Brown/white/black/gray gravel with silt and sand (GW-GM) Brown/white/black/gray fine to coarse sand with silt and gravel (SW-SM)
0.001
0500-176-00 SAS: SAS 05-19-2011
U.S. STANDARD SIEVE SIZE 3”
1.5”
3/4”
3/8”
#4
#10
#20
#40
#60 #100
#200
100
PERCENT PASSING BY WEIGHT .
90 80 70
60 50 40 30 20 10
FIGURE B-2
SIEVE ANALYSIS RESULTS
0 1000
100
10
1
0.1
0.01
GRAIN SIZE IN MILLIMETERS GRAVEL BOULDERS
SYMBOL
COBBLES
COARSE
SAND FINE
EXPLORATION NUMBER
DEPTH (ft)
GEI-2 GEI-2 GEI-2
7½ – 14 15 – 19 20 – 26½
COARSE
MEDIUM
FINE
SILT OR CLAY
SOIL CLASSIFICATION Brown gravel with silt and sand (GW-GM) Brown/white/black/gray gravel with silt and sand (GP-GM) Brown/white/black/gray fine to coarse sand with gravel and trace silt (SP)
0.001
Crreeeekk E Evvaannss C
ion Hil
l Rd
Site h Pl
NE
NE 76Th St
hA ve
Bear Bear Creek Creek Park Park
NE 70Th St
NE 68Th St
NE 67Th Ct Marymoor Park Rd NE 65Th St
St
184Th Ct NE
U V
185Th Ave NE
170 T
St
520
Th
NE 65Th St
St
16
h 6T
NE Ct
St
159Th Ave NE
156Th Ave NE
0T h
Lake Lake Sammamish Sammamish
µ
Island Jefferson
Snohomish
V U 524
§ ¦ ¨ 405
Seattle
2,000
Bellevue
sko gR d
Rd
5 NE
Blo m
l
53
NE
51
P St
Marymoor Marymoor Park Park
NE
U V
N
t E 5 1S t S
520
0
2,000
King Kitsap
16 V U
V U
Wapato Dr
e al
nd
Pl
Bear Creek Pky
65
Be a arr C Crreeeekk
NE Rd
East Rd
Av o
Th
Pl
NE
171St Ave NE
167Th Ave NE
167Th Ave NE
NE yW ay
Lea r
160Th Ave NE
158Th Ave NE
Sam Sammam mamish ish Rive Riverr 155Th Pl NE
154Th Ave NE
148Th Ave NE
Bro wn St
151St Ave NE
152Nd Ave NE
149Th Ave NE
150Th Ave NE
143Rd Ave NE
17 7
161St Ave NE
W Lake Sammamish Pky NE
142Nd Ave NE
141St Ave NE
EL
r
140Th Ave NE
D sh mi
Map Revised: June 18, 2010
ho
Path: W:\Redmond\Projects\0\0500149\GIS\050014902_F1.mxd
o Sn
Office: Redmond
d West R
Pl
St
Bridle Bridle Crest Crest Trail Trail NE 57Th St Westside Westside Park Park
NE 51St Pl
§ ¦5 ¨
NE
NE 60Th St
NE 55Th St
3 V U
Th
Anderson Anderson Park Park 6T h
Av e
NE 62Nd Ct
NE 57Th St
104
85
T NE 78
4T h
d
NE U n
NE 80Th St
NE 7
N
St
NE 62Nd Way
NE 61St St
V U
h
NE 79Th St
NE 7
18 2
Th
NE 83Rd St
Bear Bear Creek Creek
NE
Spiritbrook Spiritbrook Park Park
Way
88
NE 68Th St
NE
NE 87Th St
NE 85Th St
0T
E N
NE 87Th St
Pl NE
NE 62Nd St
NE 88Th St
h 159T
Snyders Snyders Corner Corner Park Park
NE 89Th St
NE 72Nd St
Grass Grass Lawn Lawn Park Park
t NE hC
NE
Pl NE
NE 74Th St
t Ct
T 186
167Th Pl
h 149T
h St
01S
NE 99Th
N Nike Nike Park Park E 9
NE 90Th St
NE 81St St
NE 77 T
NE 95Th St
E lN dP
E dN
Westgate Property
NE 1
NE 98Th Ct
N 162
R ws illo W
140Th Ave NE
NE 87Th St
Welcome Welcome Park Park
NE 91St Way
NE 104Th St
NE 100Th St
202
NE 92Nd St
Ct NE
Johnathan Johnathan Hartman Hartman Park Park
NE 99Th St
U V
NE 95Th St
Th
184Th Ave NE
NE 105Th St
NE 98Th St NE 96Th Pl
17 6
172Nd Ave NE
05T
t hC
181St Ave NE
rr vee RRiiv sshh m mii maa mm SSaam
1 NE
Sammamish Sammamish River River Regional Regional Park Park
NE 100Th Ct
NE 107Th St
Meadow Meadow Park Park
90 § ¦ ¨
Feet
167
Notes: 1. The locations of all features shown are approximate. 2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication. 3. It is unlawful to copy or reproduce all or any part thereof, whether for personal use or resale, without permission. Data Sources: ESRI Data & Maps, Street Maps 2005 Transverse Mercator, Zone 10 N North, North American Datum 1983 North arrow oriented to grid north
Vicinity Map Downtown/Redmond Way Stormwater Trunk Redmond, Washington Figure 1
Notes 1. The locations of all features shown are approximate. 2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. can not guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication. Reference: Sheet G014 of the Downtown/Redmond Way Stornwater Trunk & Water Quality Treatment Facility Plans by RW Beck.
Figure Index
300
0 FEET
300
Downtown/Redmond Way Stormwater Trunk Redmond, Washington Figure 2
B-6 B-1 (OFFSET 20' NORTH)
B-1
Notes 1. The locations of all features shown are approximate. 2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. can not guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication. Reference: Sheet C041 and CO42 of the Downtown/Redmond Way Stornwater Trunk & Water Quality Treatment Facility Plans by HDR.
Legend B-1
Boring by GeoEngineers
B-6
Boring by Golder & Associates (2006)
Site Plan
40
0 FEET
40
Downtown/Redmond Way Stormwater Trunk Redmond, Washington Figure 3
B-5
Notes 1. The locations of all features shown are approximate. 2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. can not guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication. Reference: Sheet C043 and CO44 of the Downtown/Redmond Way Stornwater Trunk & Water Quality Treatment Facility Plans by HDR.
Legend B-1
Boring by GeoEngineers
B-5
Boring by Golder & Associates (2006)
Site Plan
40
0 FEET
40
Downtown/Redmond Way Stormwater Trunk Redmond, Washington Figure 4
MW-3A B-3 (MW-3)
B-6
MW-4A
B-4 (MW-4)
B-3
B-2 MW-5
B-2 (MW-2) MW-2A
Notes 1. The locations of all features shown are approximate. 2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. can not guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.
Legend B-1
Boring by GeoEngineers
B-6
Boring by Terra (2002) 40
MW-4A Reference: Sheet C045 and CO46 of the Downtown/Redmond Way Stornwater Trunk & Water Quality Treatment Facility Plans by HDR.
Site Plan
MW-5
Monitoring Well by GeoEngineers (2006) Monitoring Well by CDM (2001)
0 FEET
40
Downtown/Redmond Way Stormwater Trunk Redmond, Washington Figure 5
B-4
Notes 1. The locations of all features shown are approximate. 2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. can not guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication. Reference: Sheet C047 and CO48 of the Downtown/Redmond Way Stornwater Trunk & Water Quality Treatment Facility Plans by HDR.
Legend B-1
Site Plan
Boring by GeoEngineers
40
0 FEET
40
Downtown/Redmond Way Stormwater Trunk Redmond, Washington Figure 6
B-3
B-5
Notes 1. The locations of all features shown are approximate. 2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. can not guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication. Reference: Sheet C049 and CO50 of the Downtown/Redmond Way Stornwater Trunk & Water Quality Treatment Facility Plans by HDR.
Legend B-1
Boring by GeoEngineers
B-3
Boring by Hart-Crowser (1985)
Site Plan
40
0 FEET
40
Downtown/Redmond Way Stormwater Trunk Redmond, Washington Figure 7
B-6 B-2
B-7
Notes 1. The locations of all features shown are approximate. 2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. can not guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication. Reference: Sheet C051 and CO52 of the Downtown/Redmond Way Stornwater Trunk & Water Quality Treatment Facility Plans by HDR and RW Beck.
Legend B-1
Boring by GeoEngineers
B-2
Boring by Hart-Crowser (1985)
Site Plan
40
0 FEET
40
Downtown/Redmond Way Stormwater Trunk Redmond, Washington Figure 8
B-4
MW008
B-8
Notes 1. The locations of all features shown are approximate. 2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. can not guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication. Reference: Sheet C053 and CO54 of the Downtown/Redmond Way Stornwater Trunk & Water Quality Treatment Facility Plans by RW Beck.
Legend B-1 MW008
Site Plan
Boring by GeoEngineers Monitoring Well by GeoEngineers (2007)
40
0 FEET
40
Downtown/Redmond Way Stormwater Trunk Redmond, Washington Figure 9
B-9
Notes 1. The locations of all features shown are approximate. 2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. can not guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication. Reference: Sheet C053 of the Downtown/Redmond Way Stornwater Trunk & Water Quality Treatment Facility Plans by RW Beck.
Legend B-1
Site Plan
Boring by GeoEngineers
40
0 FEET
40
Downtown/Redmond Way Stormwater Trunk Redmond, Washington Figure 10
Start End Drilled 12/14/200912/14/2009
Total Depth (ft)
Logged By RBM Checked By CMK
36.5
50.6 NAVD88
Surface Elevation (ft) Vertical Datum
Hammer Data
Rope & Cathead 140 (lbs) / 30 (in) Drop
Drilling Equipment Groundwater
System Datum
Easting (X) Northing (Y)
Drilling Hollow-Stem Auger Method
Driller Boretec, Inc.
Notes: Auger Data: 3 1/4 inch ID; 7 5/8 inch OD
EC-55 Track Mounted
Date Measured
Depth to Water (ft)
Elevation (ft)
12/14/2009
28.0
22.6
50
0
45
5
35
15
30
20
17
1 MC
5
6
2 MC
3
5
3
10
13
4
8
31
5
12
20
6 SA
10
24
7
GP
Railroad ballast (fill)
SM
Brown silty fine to coarse sand with gravel (medium dense, moist)
Dry Density, (pcf)
Moisture Content, %
Group Classification
Graphic Log
MATERIAL DESCRIPTION
REMARKS
5
SP-SM
Brown fine to medium sand with silt and gravel (loose, moist)
SW-SM
Brown and black fine to coarse sand with silt and gravel (medium dense to dense, moist)
6
Increased resistance and rough drilling encountered at 12 feet bgs (gravel)
5
SP
%F=7
Grades to with trace silt Easier drilling at 24 feet bgs
25
25
30
20
Redmond: Date:3/7/11 Path:W:\REDMOND\PROJECTS\0\0500149\02\GINT\050014902.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARD
40
10
3
Water Level
Sample Name Testing
Collected Sample
Blows/foot
Recovered (in)
Interval
Depth (feet)
Elevation (feet)
FIELD DATA
14
14
8 SA
11
13
9
12
%F=5
35
Note: Please see Figure A-1 for explanation of symbols
Log of Boring B-1 Downtown/Redmond Way Stormwater Trunk Project: Project Location: Redmond, Washington Figure A-2 Project Number: 0500-149-02 Sheet 1 of 2
Redmond: Date:3/7/11 Path:W:\REDMOND\PROJECTS\0\0500149\02\GINT\050014902.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARD
Interval
Depth (feet)
Elevation (feet)
18 17
Group Classification
Graphic Log
Water Level
Sample Name Testing
Collected Sample
Blows/foot
35
Recovered (in)
15
MATERIAL DESCRIPTION
10 SA 19
Dry Density, (pcf)
Moisture Content, %
FIELD DATA
REMARKS
%F=3
Note: Please see Figure A-1 for explanation of symbols
Log of Boring B-1 (continued)
Downtown/Redmond Way Stormwater Trunk Project: Project Location: Redmond, Washington Figure A-2 Project Number: 0500-149-02 Sheet 2 of 2
Start End Drilled 12/14/200912/14/2009
Total Depth (ft)
Logged By RBM Checked By CMK
36.5
44.1 NAVD88
Surface Elevation (ft) Vertical Datum
Hammer Data
Rope & Cathead 140 (lbs) / 30 (in) Drop
Drilling Equipment
EC-55 Track Mounted
Groundwater
System Datum
Easting (X) Northing (Y)
Drilling Hollow-Stem Auger Method
Driller Boretec, Inc.
Notes: Auger Data: 3 1/4 inch ID; 7 5/8 inch OD
Date Measured
Depth to Water (ft)
Elevation (ft)
12/14/2009
18.0
26.1
0
SP-SM
15
1 SA
3
32
2
6
33
3
8
25
4 SA
8
63/9"
5
4
50/4"
6 SA
14
44
7
8
21
8 SA
18
16
9
18
18
10
Dry Density, (pcf)
REMARKS
Brown fine to coarse sand with silt and gravel (medium dense to dense, moist) (fill) 5
%F=12
40
9
MATERIAL DESCRIPTION
Moisture Content, %
Group Classification
Graphic Log
Water Level
Sample Name Testing
Collected Sample
Blows/foot
Recovered (in)
Interval
Depth (feet)
Elevation (feet)
FIELD DATA
Rock fragments in sampler shoe
GW-GM
Rough drilling at 7 feet bgs (gravel/cobbles)
Brownish gray fine to coarse gravel with silt and sand (medium dense to dense, moist)
35
5
3
%F=8
Rock fragments in sampler shoe
SW-SM
Brownish gray fine to coarse sand with silt and gravel (dense to very dense, wet)
9
%F=10
11
%F=4
25
15
SP
Brown and black fine to coarse sand with gravel and trace silt (medium dense, wet)
20
20
15
25
30
10
Redmond: Date:3/7/11 Path:W:\REDMOND\PROJECTS\0\0500149\02\GINT\050014902.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARD
30
10
35
Note: Please see Figure A-1 for explanation of symbols
Log of Boring B-2 Downtown/Redmond Way Stormwater Trunk Project: Project Location: Redmond, Washington Figure A-3 Project Number: 0500-149-02 Sheet 1 of 2
Redmond: Date:3/7/11 Path:W:\REDMOND\PROJECTS\0\0500149\02\GINT\050014902.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARD
5
Blows/foot
18 17
Group Classification
Graphic Log
Water Level
Sample Name Testing
Collected Sample
Recovered (in)
35
Interval
Depth (feet)
Elevation (feet)
MATERIAL DESCRIPTION Dry Density, (pcf)
Moisture Content, %
FIELD DATA
REMARKS
11
Note: Please see Figure A-1 for explanation of symbols
Log of Boring B-2 (continued)
Downtown/Redmond Way Stormwater Trunk Project: Project Location: Redmond, Washington Figure A-3 Project Number: 0500-149-02 Sheet 2 of 2
Start End Drilled 12/14/200912/14/2009
Total Depth (ft)
Logged By RBM Checked By CMK
36.5
44.6 NAVD88
Surface Elevation (ft) Vertical Datum
Hammer Data
Rope & Cathead 140 (lbs) / 30 (in) Drop
Drilling Equipment Groundwater
System Datum
Easting (X) Northing (Y)
Drilling Hollow-Stem Auger Method
Driller Boretec, Inc.
Notes: Auger Data: 3 1/4 inch ID; 7 5/8 inch OD
EC-55 Track Mounted
Date Measured
Depth to Water (ft)
Elevation (ft)
12/14/2009
18.0
26.6
0
GP SM
15
1 MC
3
36
2
Dry Density, (pcf)
REMARKS
5 inches railroad ballast Brown silty fine to medium sand with gravel (medium dense, moist) 8
40
3
MATERIAL DESCRIPTION
Moisture Content, %
Group Classification
Graphic Log
Water Level
Sample Name Testing
Collected Sample
Blows/foot
Recovered (in)
Interval
Depth (feet)
Elevation (feet)
FIELD DATA
5
GP
50/6"
3
2
18
4
5
34
5
1
50/6"
6
10
35
7 SA
8
24
8
10
14
9 SA
18
17
10
Rock fragments in sampler shoe
35
2
Brownish gray gravel with sand and trace silt (dense, moist)
Drilling becomes harder due to gravel encounter
25
15
Brown and black fine to coarse gravel with silt and sand (medium dense to dense, wet)
SP
Brown and black coarse sand with gravel and trace silt (medium dense, wet)
8
%F=7
17
%F=3
20
20
GW-GM
Grades to fine to coarse sand with gravel and trace silt
15
25
30
10
Redmond: Date:3/7/11 Path:W:\REDMOND\PROJECTS\0\0500149\02\GINT\050014902.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARD
30
10
35
Note: Please see Figure A-1 for explanation of symbols
Log of Boring B-3 Downtown/Redmond Way Stormwater Trunk Project: Project Location: Redmond, Washington Figure A-4 Project Number: 0500-149-02 Sheet 1 of 2
Redmond: Date:3/7/11 Path:W:\REDMOND\PROJECTS\0\0500149\02\GINT\050014902.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARD
5
Blows/foot
12 7
Group Classification
Graphic Log
Water Level
Sample Name Testing
Collected Sample
Recovered (in)
35
Interval
Depth (feet)
Elevation (feet)
11
MATERIAL DESCRIPTION Dry Density, (pcf)
Moisture Content, %
FIELD DATA
REMARKS
Grades to loose
Note: Please see Figure A-1 for explanation of symbols
Log of Boring B-3 (continued)
Downtown/Redmond Way Stormwater Trunk Project: Project Location: Redmond, Washington Figure A-4 Project Number: 0500-149-02 Sheet 2 of 2
Start End Drilled 12/14/200912/14/2009
Total Depth (ft)
Logged By RBM Checked By CMK
31.5
Rope & Cathead 140 (lbs) / 30 (in) Drop 42.3 Surface Elevation (ft) Vertical Datum NAVD88
Hammer Data
Drilling Equipment Top of Casing Elevation (ft)
1323650.3 247679.9
Easting (X) Northing (Y)
System Datum
Drilling Hollow-Stem Auger Method
Driller Boretec, Inc.
EC-55 Track Mounted 42.0
A 2 (in) well was installed on 12/14/2009 to a depth of 23.8 (ft).
Groundwater Date Measured
NAD83
1/8/2009
Elevation (ft)
12.1
30.18
Auger Data: 4 1/4 inch ID; 9 inch OD
Notes:
WELL LOG
TS
Brown fine to medium sand with gravel and trace organics (tree bark) Brown silty fine to medium sand with gravel (medium dense, moist)
40
SM 50/6"*
1
5
44*
2 SA
3
50/5"*
3
10
2
32
4
1.5
Steel surface monument Well ID: BBH 360
Concrete surface seal
Rock fragments in sampler shoe
GP-GM
35
5
3
Locking j-plug
Dry Density, (pcf)
MATERIAL DESCRIPTION
Water Content, %
Graphic Log
Group Classification
0
Water Level
Sample Name
Collected Sample
Blows/foot
Recovered (in)
Interval
Depth (feet)
FIELD DATA Elevation (feet)
Depth to Water (ft)
Cobble removed from auger at 5 feet bgs Brownish gray fine to coarse gravel with silt and sand (medium dense, moist) %F=11
Bentonite seal
2
2-inch Schedule 40 PVC well casing
30
11.0
24
5 MC
14.0 Colorado Silica sand backfill
7
25
3
Brown and black fine to coarse sand with trace silt and occasional gravel (medium dense, wet)
7
28
6
20
20
2-inch Schedule 40 PVC screen, 0.01-inch slot width
23.8 25
11
19
7
15
Redmond: Date:3/8/11 Path:W:\REDMOND\PROJECTS\0\0500149\02\GINT\050014902.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_WELL
SP 15
Cave-in material
30
17
18
%F=2
8 SA
16
*Blow count may be overstated
31.5
Note: Please see Figure A-1 for explanation of symbols
Log of Monitoring Well B-4 (500000MW341) Downtown/Redmond Way Stormwater Trunk Project: Project Location: Redmond, Washington Figure A-5 Project Number: 0500-149-02 Sheet 1 of 1
Start End Drilled 12/18/200912/18/2009
Total Depth (ft)
Logged By RBM Checked By CMK
26.5
Rope & Cathead 140 (lbs) / 30 (in) Drop 44.1 Surface Elevation (ft) Vertical Datum NAVD88
Hammer Data
Drilling Equipment Top of Casing Elevation (ft)
1324929.9 247181.2
Easting (X) Northing (Y)
System Datum
Drilling Hollow-Stem Auger Method
Driller Boretec, Inc.
EC-55 Track Mounted 43.9
A 2 (in) well was installed on 12/20/2009 to a depth of 22.7 (ft).
Groundwater Date Measured
NAD83
1/7/2009
Elevation (ft)
12.3
31.77
Auger Data: 4 1/4 inch ID; 9 inch OD
Notes:
WELL LOG
0
SM
Brownish gray silty fine to medium sand with occasional gravel (medium dense, moist) (fill)
1 MC
11
7
2 SA
SM
ML
3.0
40
5
Steel surface monument Well ID: BBH 362
Concrete surface seal
12
9
Locking j-plug
Dry Density, (pcf)
Water Content, %
MATERIAL DESCRIPTION
Group Classification
Graphic Log
Water Level
Sample Name
Collected Sample
Blows/foot
Recovered (in)
Interval
Depth (feet)
FIELD DATA Elevation (feet)
Depth to Water (ft)
11
10
3 AL
11
12
4
Brownish gray silty fine to medium sand with occasional gravel (loose, moist) %F=25 Brownish gray silt with trace sand (stiff, moist)
Bentonite seal
17
2-inch Schedule 40 PVC well casing
28
35
5
10
11.0
Brownish gray fine to medium sand with silt and occasional gravel (medium dense, moist) Drilling becomes harder at 11 feet bgs (gravel)
12.0 Colorado Silica sand backfill
15
6
47
Begin drilling with water head
5
Rock fragments in sampler shoe
25
SP-SM 20
4
14
2-inch Schedule 40 PVC screen, 0.01-inch slot width
Brownish gray fine to coarse sand with silt and gravel (medium dense, wet) 20
6 MC
22.7 20
Redmond: Date:3/8/11 Path:W:\REDMOND\PROJECTS\0\0500149\02\GINT\050014902.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_WELL
30
SP-SM
25
Cave-in material
6
6
%F=6
7 SA
12
Groundwater measured at 16 feet bgs (elevation 24 feet) at time of drilling
26.5
Note: Please see Figure A-1 for explanation of symbols
Log of Monitoring Well B-5 (500000MW342) Downtown/Redmond Way Stormwater Trunk Project: Project Location: Redmond, Washington Figure A-6 Project Number: 0500-149-02 Sheet 1 of 1
Start End Drilled 12/18/200912/18/2009
Total Depth (ft)
Logged By RBM Checked By CMK
21.5
48.1 NAVD88
Surface Elevation (ft) Vertical Datum
Hammer Data
Rope & Cathead 140 (lbs) / 30 (in) Drop
Drilling Equipment Groundwater
System Datum
Easting (X) Northing (Y)
Drilling Hollow-Stem Auger Method
Driller Boretec, Inc.
Notes: Auger Data: 3 1/4 inch ID; 7 5/8 inch OD
EC-55 Track Mounted
Date Measured
Depth to Water (ft)
Elevation (ft)
12/18/2009
19.0
29.1
0
AC
Dry Density, (pcf)
REMARKS
5 inches of asphalt concrete Brown fine to coarse gravel with cobbles, sand and silt (medium dense, moist) (fill)
45
GP-GM
MATERIAL DESCRIPTION
Moisture Content, %
Group Classification
Graphic Log
Water Level
Sample Name Testing
Collected Sample
Blows/foot
Recovered (in)
Interval
Depth (feet)
Elevation (feet)
FIELD DATA
Hole air knifed to 5.5 feet bgs
40
5
13
1 SA
5
14
2
SP-SM
Brownish gray fine to medium sand with silt and occasional gravel (medium dense, moist)
7
Drilling becomes harder at 7 feet bgs %F=11
35
10
10
15
4
41
Gray silty fine to coarse gravel with sand (medium dense, moist to wet)
3
Rock fragments in sampler
30
Redmond: Date:3/7/11 Path:W:\REDMOND\PROJECTS\0\0500149\02\GINT\050014902.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARD
GM
20
8
32
4 SA
9
Drilling becomes harder at 19 feet bgs (gravel) %F=12
Note: Please see Figure A-1 for explanation of symbols
Log of Boring B-6 Downtown/Redmond Way Stormwater Trunk Project: Project Location: Redmond, Washington Figure A-7 Project Number: 0500-149-02 Sheet 1 of 1
Start End Drilled 12/16/200912/16/2009
Total Depth (ft)
Logged By RBM Checked By CMK
21.5
48.6 NAVD88
Surface Elevation (ft) Vertical Datum
Hammer Data
Rope & Cathead 140 (lbs) / 30 (in) Drop
Drilling Equipment Groundwater
System Datum
Easting (X) Northing (Y)
Drilling Hollow-Stem Auger Method
Driller Boretec, Inc.
Notes: Auger Data: 3 1/4 inch ID; 7 5/8 inch OD
EC-55 Track Mounted
Date Measured
Depth to Water (ft)
Elevation (ft)
12/16/2009
17.0
31.6
0
TS SM
18
1 SA
8
14
2
45
10
5
3 SA
10
10
4
40
10
15
5
67
Brownish gray silty fine to medium sand with gravel (medium dense, moist)
%F=14
Dry Density, (pcf)
(Orange staining) Drilling becomes easier at 6 feet bgs
Brownish gray fine sand with silt (loose to medium dense, moist) 8
SM
Brownish gray with orange staining silty fine sand (medium dense, moist)
SM
Brownish gray silty fine to coarse sand with gravel (medium to very dense, moist to wet)
5 SA
Drilling becomes harder at 13 feet bgs
9
(Orange staining)
%F=10
%F=22 Drilling becomes easier at 17 feet bgs
30
Redmond: Date:3/7/11 Path:W:\REDMOND\PROJECTS\0\0500149\02\GINT\050014902.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARD
35
10
REMARKS
3 inches mulch Brown silty fine to coarse sand with gravel (medium dense, moist) (fill) 8
SM
SP-SM
10
MATERIAL DESCRIPTION
Moisture Content, %
Group Classification
Graphic Log
Water Level
Sample Name Testing
Collected Sample
Blows/foot
Recovered (in)
Interval
Depth (feet)
Elevation (feet)
FIELD DATA
20
16
28
6
Note: Please see Figure A-1 for explanation of symbols
Log of Boring B-7 Downtown/Redmond Way Stormwater Trunk Project: Project Location: Redmond, Washington Figure A-8 Project Number: 0500-149-02 Sheet 1 of 1
Start End Drilled 12/15/200912/15/2009
Total Depth (ft)
Logged By RBM Checked By CMK
21.5
46.6 NAVD88
Surface Elevation (ft) Vertical Datum
Hammer Data
Rope & Cathead 140 (lbs) / 30 (in) Drop
Drilling Equipment Groundwater
System Datum
Easting (X) Northing (Y)
Drilling Hollow-Stem Auger Method
Driller Boretec, Inc.
Notes: Auger Data: 3 1/4 inch ID; 7 5/8 inch OD
EC-55 Track Mounted
Date Measured
Depth to Water (ft)
Elevation (ft)
12/15/2009
18.5
28.1
0
AC
45
GP-GM
50/3"
1
1
21
2
2
12
3
7
27
4 SA
Dry Density, (pcf)
REMARKS
8 inches asphalt concrete Brown fine to coarse gravel with silt and sand (medium dense, moist) (base coarse) Rock fragments in sampler shoe (gravel)
GP-GM
Brown fine to coarse gravel with silt and sand (medium dense, moist) (fill)
SP-SM
Brownish gray fine to medium sand with silt and occasional gravel (medium dense, moist)
GP-GM
Brownish gray fine to coarse gravel with silt and sand (dense, moist to wet)
Drilling becomes easier at 4 feet bgs
40
5
1
MATERIAL DESCRIPTION
Moisture Content, %
Group Classification
Graphic Log
Water Level
Sample Name Testing
Collected Sample
Blows/foot
Recovered (in)
Interval
Depth (feet)
Elevation (feet)
FIELD DATA
4
%F=10
3
%F=11
15
8
34
5 SA
8
18
6
30
Redmond: Date:3/7/11 Path:W:\REDMOND\PROJECTS\0\0500149\02\GINT\050014902.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARD
35
10
20
SP
Brown and black medium to coarse sand with gravel and trace silt (medium dense, wet)
Note: Please see Figure A-1 for explanation of symbols
Log of Boring B-8 Downtown/Redmond Way Stormwater Trunk Project: Project Location: Redmond, Washington Figure A-9 Project Number: 0500-149-02 Sheet 1 of 1
Start End Drilled 12/15/200912/15/2009
Total Depth (ft)
Logged By RBM Checked By CMK
26.5
Rope & Cathead 140 (lbs) / 30 (in) Drop 47.5 Surface Elevation (ft) Vertical Datum NAVD88
Hammer Data
Drilling Equipment
1323671.5 248976.2
Easting (X) Northing (Y)
EC-55 Track Mounted
Top of Casing Elevation (ft)
Drilling Hollow-Stem Auger Method
Driller Boretec, Inc.
47.4
A 2 (in) well was installed on 12/15/2009 to a depth of 20.5 (ft).
Groundwater Date Measured
System Datum
NAD83
1/5/2010
29.62
WELL LOG
AC
4 inches asphalt concrete Brown silty fine to coarse sand with gravel (medium dense, moist) (fill) Brownish gray fine to medium sand with silt and occasional gravel (medium dense, moist)
45
SM
40
5
10
1
13
1
11
17
2 SA
7
26
3
3
28
4
SP-SM
%F=9
Locking j-plug
Dry Density, (pcf)
MATERIAL DESCRIPTION
Water Content, %
Graphic Log
Group Classification
0
Water Level
Sample Name
Collected Sample
Blows/foot
Recovered (in)
Interval
Depth (feet)
FIELD DATA Elevation (feet)
Elevation (ft)
17.9
Auger Data: 4 1/4 inch ID; 9 inch OD
Notes:
1.5
Steel surface monument Well ID: BBH 361
Concrete surface seal
Bentonite seal
2-inch Schedule 40 PVC well casing
7
8.0
Rock fragments in sampler shoe (gravel/cobbles)
10.0
35
Increased drilling resistance Colorado Silica sand backfill
Grades to very dense 15
6
50/6"*
Rock fragments in sampler shoe
5
Brown and black fine to coarse sand with silt and gravel (medium dense, wet)
30
SW-SM
2-inch Schedule 40 PVC screen, 0.01-inch slot width
20
6
11
%F=7
6 SA
8
20.5
25
Redmond: Date:3/8/11 Path:W:\REDMOND\PROJECTS\0\0500149\02\GINT\050014902.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_WELL
Depth to Water (ft)
GW 25
8
21
Brown and black fine to coarse gravel with sand and trace silt (dense, wet) 9 feet of heave measured after Sample No. 7 %F=3 *Blow count may be overstated Groundwater measured at 16 feet bgs (elevation 28 feet) at time of drilling
7 SA
Cave-in material
9 26.5
Note: Please see Figure A-1 for explanation of symbols
Log of Monitoring Well B-9 (550000MW340) Downtown/Redmond Way Stormwater Trunk Project: Project Location: Redmond, Washington Figure A-10 Project Number: 0500-149-02 Sheet 1 of 1
0500-149-02 CMK:rbm:nlu 01-11-2010 (Sieve.ppt)
U.S. STANDARD SIEVE SIZE 3”
1.5”
3/4”
3/8”
#4
#10
#20
#40
#60 #100 #200
PERCENT PASSING BY WEIGHT .
100 90 80 70 60 50 40 30 20 10
FIGURE B-1
SIEVE ANALYSIS RESULTS
0 1000
100
10
1
0.1
0.01
GRAIN SIZE IN MILLIMETERS
GRAVEL COBBLES
SYMBOL
COARSE
SAND FINE
COARSE
MEDIUM
SILT OR CLAY FINE
EXPLORATION NUMBER
DEPTH (ft)
SOIL CLASSIFICATION
B-1 B-1 B-1
20 – 21½ 25 – 26½ 35 – 36½
Brown and black fine to coarse sand with silt and gravel (SW-SM) Brown and black brown fine to coarse sand with gravel and trace silt (SP) Brown and black brown fine to coarse sand with gravel and trace silt (SP)
0.001
0500-149-02 CMK:rbm:nlu 01-15-2010 (Sieve.ppt)
U.S. STANDARD SIEVE SIZE 3”
1.5”
3/4”
3/8”
#4
#10
#20
#40
#60 #100 #200
100
PERCENT PASSING BY WEIGHT
90 80 70 60 50 40 30 20 10
FIGURE B-2
SIEVE ANALYSIS RESULTS
0 1000
100
10
1
0.1
0.01
GRAIN SIZE IN MILLIMETERS
GRAVEL COBBLES
SYMBOL
COARSE
EXPLORATION NUMBER B-2 B-2 B-2 B-2
DEPTH (ft) 2½ – 4 10 – 11½ 15 – 16 20 – 21½
SAND FINE
COARSE
MEDIUM
SILT OR CLAY FINE
SOIL CLASSIFICATION Brown fine to coarse sand with silt and gravel (SP-SM) Brownish gray fine to coarse gravel with silt and sand (GW-GM) Brownish gray fine to coarse sand with silt and gravel (SW-SM) Brown and black fine to coarse sand with gravel and trace silt (SP)
0.001
0500-149-02 CMK:rbm:nlu 01-15-2010 (Sieve.ppt)
U.S. STANDARD SIEVE SIZE 3”
1.5”
3/4”
3/8”
#4
#10
#20
#40
#60 #100 #200
100
PERCENT PASSING BY WEIGHT
90 80 70 60 50 40 30 20 10
FIGURE B-3
SIEVE ANALYSIS RESULTS
0 1000
100
10
1
0.1
0.01
GRAIN SIZE IN MILLIMETERS
GRAVEL COBBLES
SYMBOL
COARSE
EXPLORATION NUMBER B-3 B-3 B-4 B-4
SAND FINE
DEPTH (ft) 17½ – 19 25 – 26½ 5–6½ 30 – 31½
COARSE
MEDIUM
SILT OR CLAY FINE
SOIL CLASSIFICATION Brown and black fine to coarse gravel with silt and sand (GW-GM) Brown and black fine to coarse sand with gravel and occasional silt (SP) Brownish gray gravel with silt and sand (GP-GM) Brown and black fine to coarse sand with trace silt and occasional gravel (SP)
0.001
0500-149-02 CMK:rbm:nlu 01-15-2010 (Sieve.ppt)
U.S. STANDARD SIEVE SIZE 3”
1.5”
3/4”
3/8”
#4
#10
#20
#40
#60 #100 #200
100
PERCENT PASSING BY WEIGHT
90 80 70 60 50 40 30 20 10
FIGURE B-4
SIEVE ANALYSIS RESULTS
0 1000
100
10
1
0.1
0.01
GRAIN SIZE IN MILLIMETERS
GRAVEL COBBLES
SYMBOL
COARSE
EXPLORATION NUMBER
DEPTH (ft)
B-5 B-5 B-6 B-6
5 – 6½ 25 – 26½ 7½ – 9 20 – 21½
SAND FINE
COARSE
MEDIUM
SILT OR CLAY FINE
SOIL CLASSIFICATION Brownish gray silty fine to medium sand with occasional gravel (SM) Brownish gray fine to coarse sand with silt and gravel (SP-SM) Brownish gray fine to medium sand with silt and occasional gravel (SP-SM) Gray silty fine to coarse gravel with sand (GM)
0.001
0500-149-02 CMK:rbm:nlu 01-15-2010 (Sieve.ppt)
U.S. STANDARD SIEVE SIZE 3”
1.5”
3/4”
3/8”
#4
#10
#20
#40
#60 #100 #200
100
PERCENT PASSING BY WEIGHT
90 80 70 60 50 40 30 20 10
FIGURE B-5
SIEVE ANALYSIS RESULTS
0 1000
100
10
1
0.1
0.01
GRAIN SIZE IN MILLIMETERS
GRAVEL COBBLES
SYMBOL
COARSE
EXPLORATION NUMBER
DEPTH (ft)
B-7 B-7 B-7
2½ – 4 7½ – 9 15 – 16½
SAND FINE
COARSE
MEDIUM
SILT OR CLAY FINE
SOIL CLASSIFICATION Brownish gray silty fine to medium sand with gravel (SM) Brownish gray fine sand with silt (SP-SM) Brownish gray fine to coarse sand with gravel (SM)
0.001
0500-149-02 CMK:rbm:nlu 01-15-2010 (Sieve.ppt)
U.S. STANDARD SIEVE SIZE 3”
1.5”
3/4”
3/8”
#4
#10
#20
#40
#60 #100 #200
100
PERCENT PASSING BY WEIGHT
90 80 70 60 50 40 30 20 10
FIGURE B-6
SIEVE ANALYSIS RESULTS
0 1000
100
10
1
0.1
0.01
GRAIN SIZE IN MILLIMETERS
GRAVEL COBBLES
SYMBOL
COARSE
EXPLORATION NUMBER
DEPTH (ft)
B-8 B-8
10 – 11½ 15 – 16½
SAND FINE
COARSE
MEDIUM
SILT OR CLAY FINE
SOIL CLASSIFICATION Brownish gray fine to medium sand with silt and occasional gravel (SP-SM) Brownish gray fine to coarse gravel with silt and sand (GP-GM)
0.001
0500-149-02 CMK:rbm:nlu 01-15-2010 (Sieve.ppt)
U.S. STANDARD SIEVE SIZE 3”
1.5”
3/4”
3/8”
#4
#10
#20
#40
#60 #100 #200
100
PERCENT PASSING BY WEIGHT
90 80 70 60 50 40 30 20 10
FIGURE B-7
SIEVE ANALYSIS RESULTS
0 1000
100
10
1
0.1
0.01
GRAIN SIZE IN MILLIMETERS
GRAVEL COBBLES
SYMBOL
COARSE
EXPLORATION NUMBER
DEPTH (ft)
B-9 B-9 B-9
5 – 6½ 20 – 21½ 25 – 26½
SAND FINE
COARSE
MEDIUM
SILT OR CLAY FINE
SOIL CLASSIFICATION Brownish gray fine to medium sand with silt and occasional gravel (SP-SM) Brown and black fine to coarse sand with silt and gravel (SW-SM) Brown and black fine to coarse gravel with sand and trace silt (GW)
0.001
0500-149-02 CMK:rbm:nlu 1-11-2010 (Atterbergs.ppt)
PLASTICITY CHART 60
50
PLASTICITY INDEX
CH or OH 40
30
OH or MH 20
CL or OL
FIGURE B-8
ATTERBERG LIMITS TEST RESULTS
10
ML or OL
CL-ML 0 0
10
20
30
40
50
60
70
80
90
100
LIQUID LIMIT
SYMBOL
EXPLORATION NUMBER
DEPTH (ft)
MOISTURE CONTENT (%)
B-5
7½-9
28
LIQUID LIMIT (%)
42
PLASTICITY INDEX (%)
13
SOIL CLASSIFICATION
Brownish gray silt with trace sand (ML)
ADDITIONAL MATERIAL SYMBOLS
SOIL CLASSIFICATION CHART MAJOR DIVISIONS
GRAVEL AND GRAVELLY SOILS COARSE GRAINED SOILS
MORE THAN 50% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE
SYMBOLS GRAPH LETTER
GW
WELL-GRADED GRAVELS, GRAVEL SAND MIXTURES
GP
POORLY-GRADED GRAVELS, GRAVEL - SAND MIXTURES
GRAVELS WITH FINES
GM
SILTY GRAVELS, GRAVEL - SAND SILT MIXTURES
(APPRECIABLE AMOUNT OF FINES)
GC
CLAYEY GRAVELS, GRAVEL - SAND CLAY MIXTURES
CLEAN GRAVELS (LITTLE OR NO FINES)
SW
WELL-GRADED SANDS, GRAVELLY SANDS
SP
POORLY-GRADED SANDS, GRAVELLY SAND
SANDS WITH FINES
SM
SILTY SANDS, SAND - SILT MIXTURES
(APPRECIABLE AMOUNT OF FINES)
SC
CLAYEY SANDS, SAND - CLAY MIXTURES
ML
INORGANIC SILTS, ROCK FLOUR, CLAYEY SILTS WITH SLIGHT PLASTICITY
CL
INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS
OL
ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY
MH
INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS SILTY SOILS
CH
INORGANIC CLAYS OF HIGH PLASTICITY
OH
ORGANIC CLAYS AND SILTS OF MEDIUM TO HIGH PLASTICITY
PT
PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS
CLEAN SANDS MORE THAN 50% RETAINED ON NO. 200 SIEVE
SAND AND SANDY SOILS
SILTS AND CLAYS
MORE THAN 50% PASSING NO. 200 SIEVE
SILTS AND CLAYS
SYMBOLS GRAPH LETTER
TYPICAL DESCRIPTIONS
CC
Cement Concrete
AC
Asphalt Concrete
CR
Crushed Rock/ Quarry Spalls
TS
Topsoil/ Forest Duff/Sod
(LITTLE OR NO FINES)
MORE THAN 50% OF COARSE FRACTION PASSING NO. 4 SIEVE
FINE GRAINED SOILS
TYPICAL DESCRIPTIONS
LIQUID LIMIT LESS THAN 50
LIQUID LIMIT GREATER THAN 50
HIGHLY ORGANIC SOILS
Measured groundwater level in exploration, well, or piezometer Groundwater observed at time of exploration Perched water observed at time of exploration Measured free product in well or piezometer
Stratigraphic Contact Distinct contact between soil strata or geologic units Gradual change between soil strata or geologic units Approximate location of soil strata change within a geologic soil unit
NOTE: Multiple symbols are used to indicate borderline or dual soil classifications
Sampler Symbol Descriptions 2.4-inch I.D. split barrel Standard Penetration Test (SPT) Shelby tube Piston Direct-Push Bulk or grab
Blowcount is recorded for driven samplers as the number of blows required to advance sampler 12 inches (or distance noted). See exploration log for hammer weight and drop. A "P" indicates sampler pushed using the weight of the drill rig.
Laboratory / Field Tests %F AL CA CP CS DS HA MC MD OC PM PP SA TX UC VS
Percent fines Atterberg limits Chemical analysis Laboratory compaction test Consolidation test Direct shear Hydrometer analysis Moisture content Moisture content and dry density Organic content Permeability or hydraulic conductivity Pocket penetrometer Sieve analysis Triaxial compression Unconfined compression Vane shear
Sheen Classification NS SS MS HS NT
No Visible Sheen Slight Sheen Moderate Sheen Heavy Sheen Not Tested
NOTE: The reader must refer to the discussion in the report text and the logs of explorations for a proper understanding of subsurface conditions. Descriptions on the logs apply only at the specific exploration locations and at the time the explorations were made; they are not warranted to be representative of subsurface conditions at other locations or times.
KEY TO EXPLORATION LOGS Figure A-1
Date(s) Drilled
02/07/06
Logged By
JAS
Checked By
PRC
Drilling Contractor
Holocene
Drilling Method
Hollow-stem Auger
Sampling Methods
Grab
Hammer Data
Total Exploration Depth (ft)
Ground Surface Elevation (ft)
25
Vertical Datum
Drilling Equipment
Approximately 40
Datum/ System
Groundwater Level (ft. bgs)
MATERIAL DESCRIPTION GP
Sheen
Group Symbol
Graphic Log
Testing
Sample Number
Sub-Sample
Blows/foot
Interval Recovered (in)
Depth feet
Elevation feet
SAMPLES
0
12
Easting(x): Northing(y):
Headspace Vapor TLV (ppm)
Auger Data
Black fine gravel with sand (loose, dry)
WELL CONSTRUCTION Flush-mount monument Steel surface monument
Concrete surface seal Bentonite seal 2-inch Schedule 40 PVC well casing
5
NS
1
0.0
10
2-inch Schedule 40 PVC screen, 20-inch slot width
V6_ENVWELL P:\12\12009001\00\FINALS\1200900100.GPJ GEIV6_1.GDT 1/4/07
15
Colorado sand backfill
20
25
Note: See Figure C-1 for explanation of symbols.
LOG OF MONITORING WELL MW-2A Project: Lowell DeYoung Project Location: Redmond, Washington Project Number: 12009-001-00
Figure C-2 Sheet 1 of 1
02/07/06 - 02/08/06
Logged By
JAS
Checked By
PRC
Holocene
Drilling Method
Hollow-stem Auger
Sampling Methods
Dames & Moore
Hammer Data
140 lb hammer/30 in drop
Drilling Contractor Auger Data Total Exploration Depth (ft)
Ground Surface Elevation (ft)
15
Vertical Datum
Approximately 28
Datum/ System
Drilling Equipment Groundwater Level (ft. bgs)
MATERIAL DESCRIPTION GP
Sheen
Group Symbol
Graphic Log
Testing
Sample Number
Sub-Sample
Blows/foot
Interval Recovered (in)
Depth feet
Elevation feet
SAMPLES
0
3.5
Easting(x): Northing(y):
Headspace Vapor TLV (ppm)
Date(s) Drilled
Brown fine gravel with silty fine to coarse sand (very dense, wet)
WELL CONSTRUCTION Above ground monument Steel surface monument
Concrete surface seal Bentonite seal
12
1
NS
0.0
8
2
NS
0.0
2-inch Schedule 40 PVC well casing
5
Brown fine gravel with medium to coarse sand (very dense, wet)
10
12
V6_ENVWELL P:\12\12009001\00\FINALS\1200900100.GPJ GEIV6_1.GDT 1/4/07
15
2-inch Schedule 40 PVC screen, 20-inch slot width
96
NS
3
0.0
Colorado sand backfill
Brown fine gravel with fine to coarse sand (very dense, wet)
20
25
Note: See Figure C-1 for explanation of symbols.
LOG OF MONITORING WELL MW-3A Project: Lowell DeYoung Project Location: Redmond, Washington Project Number: 12009-001-00
Figure C-3 Sheet 1 of 1
Date(s) Drilled
02/07/06
Logged By
JAS
Checked By
PRC
Drilling Contractor
Holocene
Drilling Method
Hollow-stem Auger
Sampling Methods
Dames & Moore
Hammer Data
140 lb hammer/30 in drop
Total Exploration Depth (ft)
Ground Surface Elevation (ft)
25
Vertical Datum
Approximately 39
Datum/ System
Drilling Equipment Groundwater Level (ft. bgs)
MATERIAL DESCRIPTION GW
Sheen
Group Symbol
Graphic Log
Testing
Sample Number
Sub-Sample
Blows/foot
Interval Recovered (in)
Depth feet
Elevation feet
SAMPLES
0
12.5
Easting(x): Northing(y):
Headspace Vapor TLV (ppm)
Auger Data
Brown fine to coarse gravel with silty fine to coarse sand (very dense, wet)
WELL CONSTRUCTION Flush-mount monument Steel surface monument
Concrete surface seal
Bentonite seal
2-inch Schedule 40 PVC well casing
5
V6_ENVWELL P:\12\12009001\00\FINALS\1200900100.GPJ GEIV6_1.GDT 1/4/07
10
15
8
54
1
20
0
43
2
NS
67
3
2-inch Schedule 40 PVC screen, 20-inch slot width
Colorado sand backfill
SM
6
0.0
Brown silty fine to medium sand with gravel (very dense, wet) (very dense, wet)
NS
0.0
25
Note: See Figure C-1 for explanation of symbols.
LOG OF MONITORING WELL MW-4A Project: Lowell DeYoung Project Location: Redmond, Washington Project Number: 12009-001-00
Figure C-4 Sheet 1 of 1
11/05/07
Logged By
MSL/RNM
Checked By
RNM
Cascade Drilling, Inc.
Drilling Method
CME 75
Sampling Methods
Dames & Moore
4Âź-inch I.D.
Hammer Data
300 lb hammer/30 in drop
Drilling Equipment
Truck-mounted
Drilling Contractor Auger Data Total Exploration Depth (ft)
Ground Surface Elevation (ft)
31
Vertical Datum
Datum/ System
NGVD 29
44.8
Groundwater Elevation (ft)
24.8
NAD 83
Easting(x): Northing(y):
1323668.5 248509.6
5
MATERIAL DESCRIPTION OL SM
Dark brown organic silt with fine to medium sand Brown silt and sand with fine to medium gravel
SP
Brown medium to coarse sand with occasional fine to coarse gravel
1
SP 10
12
47
Sheen
Group Symbol
Graphic Log
Testing
Sample Number
Sub-Sample
Blows/foot
0
Interval Recovered (in)
Depth feet
Elevation feet
SAMPLES
Headspace Vapor PID (ppm)
Date(s) Drilled
WELL CONSTRUCTION Locking J-plug
Steel surface monument
Concrete surface seal
SS
2.0
NS
0.0
Grayish brown fine to medium sand with gravel and trace silt (dense, moist)
2
Bentonite seal
15
14
54
3
CA
NS
0.0
NS
0.0
NS
0.0
Becomes very dense
GP 20
4
61
4
SP
V6_ENVWELL P:\0\0500147\00\FINALS\050014700.GPJ GEIV6_1.GDT 4/3/08
25
30
9
12
89/9"
79
Gray fine gravel with sand and trace silt (very dense, wet)
2-inch Schedule 40 PVC well casing
Gray medium to coarse sand with occasional fine gravel (very dense, wet)
5
NS
6
0.0
#2/12 silica sand backfill
2-inch Schedule 40 PVC screen, 0.020-inch slot width
35
Note: See Figure A-1 for explanation of symbols.
LOG OF MONITORING WELL 550000MW008 Project: City of Redmond Project Location: Redmond, Washington Project Number: 0500-147-00
Figure A-9 Sheet 1 of 1
APPENDIX D Report Limitations and Guidelines for Use
REDMOND CENTRAL CONNECTOR Redmond, Washington
APPENDIX D REPORT LIMITATIONS AND GUIDELINES FOR USE1 This appendix provides information to help you manage your risks with respect to the use of this report.
Geotechnical Services Are Performed for Specific Purposes, Persons and Projects This report has been prepared for the exclusive use of the City of Redmond, The Berger Partnership PS and other project team members for the Redmond Central Connector (RCC) project. This report is not intended for use by others, and the information contained herein is not applicable to other sites. GeoEngineers structures our services to meet the specific needs of our clients. For example, a geotechnical or geologic study conducted for a civil engineer or architect may not fulfill the needs of a construction contractor or even another civil engineer or architect that are involved in the same project. Because each geotechnical or geologic study is unique, each geotechnical engineering or geologic report is unique, prepared solely for the specific client and project site. Our report is prepared for the exclusive use of our Client. No other party may rely on the product of our services unless we agree in advance to such reliance in writing. This is to provide our firm with reasonable protection against open-ended liability claims by third parties with whom there would otherwise be no contractual limits to their actions. Within the limitations of scope, schedule and budget, our services have been executed in accordance with our Agreement with the Client and generally accepted geotechnical practices in this area at the time this report was prepared. This report should not be applied for any purpose or project except the one originally contemplated.
A Geotechnical Engineering or Geologic Report Is Based on a Unique Set of Projectspecific Factors This report has been prepared for the RCC project in Redmond, Washington. GeoEngineers considered a number of unique, project-specific factors when establishing the scope of services for this project and report. Unless GeoEngineers specifically indicates otherwise, do not rely on this report if it was:
■ not prepared for you; ■ not prepared for your project; ■ not prepared for the specific site explored; or ■ completed before important project changes were made.
1
Developed based on material provided by ASFE, Professional Firms Practicing in the Geosciences; www.asfe.org .
March 13, 2012 | Page D-1 File No. 0500-172-01
REDMOND CENTRAL CONNECTOR Redmond, Washington
For example, changes that can affect the applicability of this report include those that affect:
■ the function of the proposed structure; ■ elevation, configuration, location, orientation or weight of the proposed structure; ■ composition of the design team; or ■ project ownership. If important changes are made after the date of this report, GeoEngineers should be given the opportunity to review our interpretations and recommendations and provide written modifications or confirmation, as appropriate.
Subsurface Conditions Can Change This geotechnical or geologic report is based on conditions that existed at the time the study was performed. The findings and conclusions of this report may be affected by the passage of time, by manmade events such as construction on or adjacent to the site, or by natural events such as floods, earthquakes, slope instability or groundwater fluctuations. Always contact GeoEngineers before applying a report to determine if it remains applicable.
Most Geotechnical and Geologic Findings Are Professional Opinions Our interpretations of subsurface conditions are based on field observations from widely spaced sampling locations at the site. Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. GeoEngineers reviewed field and laboratory data and then applied our professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ, sometimes significantly, from those indicated in this report. Our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions.
Geotechnical Engineering Report Recommendations Are Not Final Do not over-rely on the preliminary construction recommendations included in this report. These recommendations are not final, because they were developed principally from GeoEngineers’ professional judgment and opinion. GeoEngineers’ recommendations can be finalized only by observing actual subsurface conditions revealed during construction. GeoEngineers cannot assume responsibility or liability for this report's recommendations if we do not perform construction observation. Sufficient monitoring, testing and consultation by GeoEngineers should be provided during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork activities are completed in accordance with our recommendations. Retaining GeoEngineers for construction observation for this project is the most effective method of managing the risks associated with unanticipated conditions.
Page D-2 | March 13, 2012 | GeoEngineers, Inc. File No. 0500-172-01
REDMOND CENTRAL CONNECTOR Redmond, Washington
A Geotechnical Engineering or Geologic Report Could Be Subject to Misinterpretation Misinterpretation of this report by other design team members can result in costly problems. You could lower that risk by having GeoEngineers confer with appropriate members of the design team after submitting the report. Also retain GeoEngineers to review pertinent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering or geologic report. Reduce that risk by having GeoEngineers participate in pre-bid and preconstruction conferences, and by providing construction observation.
Do Not Redraw the Exploration Logs Geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering or geologic report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk.
Give Contractors a Complete Report and Guidance Some owners and design professionals believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotechnical engineering or geologic report, but preface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with GeoEngineers and/or to conduct additional study to obtain the specific types of information they need or prefer. A pre-bid conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only then might an owner be in a position to give contractors the best information available, while requiring them to at least share the financial responsibilities stemming from unanticipated conditions. Further, a contingency for unanticipated conditions should be included in your project budget and schedule.
Contractors Are Responsible for Site Safety on Their Own Construction Projects Our geotechnical recommendations are not intended to direct the contractor’s procedures, methods, schedule or management of the work site. The contractor is solely responsible for job site safety and for managing construction operations to minimize risks to on-site personnel and to adjacent properties.
Read These Provisions Closely Some clients, design professionals and contractors may not recognize that the geoscience practices (geotechnical engineering or geology) are far less exact than other engineering and natural science disciplines. This lack of understanding can create unrealistic expectations that could lead to disappointments, claims and disputes. GeoEngineers includes these explanatory “limitations” provisions in our reports to help reduce such risks. Please confer with GeoEngineers if you are unclear how these “Report Limitations and Guidelines for Use” apply to your project or site.
March 13, 2012 | Page D-3 File No. 0500-172-01
REDMOND CENTRAL CONNECTOR Redmond, Washington
Geotechnical, Geologic and Environmental Reports Should Not Be Interchanged The equipment, techniques and personnel used to perform an environmental study differ significantly from those used to perform a geotechnical or geologic study and vice versa. For that reason, a geotechnical engineering or geologic report does not usually relate any environmental findings, conclusions or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Similarly, environmental reports are not used to address geotechnical or geologic concerns regarding a specific project.
Biological Pollutants GeoEngineers’ Scope of Work specifically excludes the investigation, detection, prevention or assessment of the presence of Biological Pollutants. Accordingly, this report does not include any interpretations, recommendations, findings, or conclusions regarding the detecting, assessing, preventing or abating of Biological Pollutants and no conclusions or inferences should be drawn regarding Biological Pollutants, as they may relate to this project. The term “Biological Pollutants” includes, but is not limited to, molds, fungi, spores, bacteria, and viruses, and/or any of their byproducts. If Client desires these specialized services, they should be obtained from a consultant who offers services in this specialized field.
Page D-4 | March 13, 2012 | GeoEngineers, Inc. File No. 0500-172-01
Appendix H â&#x20AC;&#x201D; Storm Water Prevention Pollution Plan
n
DRAFT Stormwater Pollution Prevention Plan For 161st Avenue NE Extension Sammamish River Trail to Bear Creek Trail Project No: 20021142.01.01.02 Prepared For Northwest Regional Office 3190 - 160th Avenue SE Bellevue, WA 98008-5452 425-649-7000
Owner
Developer
Operator/Contractor
City of Redmond
City of Redmond
(CONTRACTOR)
PO Box 97010
PO Box 97010
(CONTRACTOR)
Redmond, WA 98073-9710
Redmond, WA 98073-9710
(CONTRACTOR)
Project Site Location 161st Avenue NE from Bear Creek Parkway to Redmond Way, Redmond, WA 98052 Certified Erosion and Sediment Control Lead (CONTRACTOR) (CONTRACTOR) SWPPP Prepared By (CONTRACTOR) (CONTRACTOR) (CONTRACTOR) (CONTRACTOR) (CONTRACTOR), (CONTRACTOR)
(TO BE UPDATED BY THE CONTRACTOR BASED ON THE CONTRACTOR’S OPERATIONS PLAN) SWPPP Preparation Date (CONTRACTOR) Approximate Project Construction Dates (CONTRACTOR) (CONTRACTOR)
i
n
Contents 1.0 Introduction...............................................................................................................................1 2.0 Site Description ........................................................................................................................7 2.1 Existing Conditions ...........................................................................................................7 2.2 Proposed Construction Activities ......................................................................................8 3.0 Construction Stormwater BMPs .............................................................................................15 3.1 The 12 BMP Elements.....................................................................................................15 3.1.1 Element #1 – Mark Clearing Limits ..............................................................15 3.1.2 Element #2 – Establish Construction Access.................................................17 3.1.3 Element #3 – Control Flow Rates ..................................................................18 3.1.4 Element #4 – Install Sediment Controls ........................................................19 3.1.5 Element #5 – Stabilize Soils ..........................................................................21 3.1.6 Element #6 – Protect Slopes ..........................................................................23 3.1.7 Element #7 – Protect Drain Inlets ..................................................................23 3.1.8 Element #8 – Stabilize Channels and Outlets ................................................25 3.1.9 Element #9 – Control Pollutants ....................................................................26 3.1.10 Element #10 – Control Dewatering ...............................................................27 3.1.11 Element #11 – Maintain BMPs ......................................................................28 3.1.12 Element #12 – Manage the Project ................................................................29 3.2 Site Specific BMPs ..........................................................................................................31 3.3 Additional Advanced BMPs ............................................................................................31 4.0 Construction Phasing and BMP Implementation ...................................................................31 5.0 Pollution Prevention Team ......................................................................................................35 5.1 Roles and Responsibilities ...............................................................................................36 5.2 Team Members ................................................................................................................37 6.0 Site Inspections and Monitoring .............................................................................................39 6.1 Site Inspection .................................................................................................................39 6.1.1 Site Inspection Frequency ..............................................................................40 6.1.2 Site Inspection Documentation ......................................................................40 6.2 Stormwater Quality Monitoring ......................................................................................40 6.2.1 Turbidity ........................................................................................................40 6.2.2 pH...................................................................................................................48 7.0 Reporting and Recordkeeping ................................................................................................49 7.1 Recordkeeping .................................................................................................................49 7.1.1 Site Log Book ................................................................................................49 7.1.2 Records Retention ..........................................................................................50 7.1.3 Access to Plans and Records..........................................................................50 ii
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7.1.4 Updating the SWPPP .....................................................................................50 7.2 Reporting .........................................................................................................................50 7.2.1 Discharge Monitoring Reports .......................................................................50 7.2.2 Notification of Noncompliance......................................................................51 7.2.3 Permit Application and Changes ...................................................................51 Appendix A – Site Plans .........................................................................................................53 Appendix B – Construction BMPs .........................................................................................54 Appendix C – Alternative BMPs ............................................................................................56 Appendix D – General Permit ................................................................................................59 Appendix E – Site Inspection Forms (and Site Log) ..............................................................60 Appendix F – Engineering Calculations .................................................................................68 Appendix A Site plans Vicinity map (with all discharge points) Site plan with TESC measures Appendix B Construction BMPs TBD by Contractor. Appendix C Alternative Construction BMP list List of BMPs not selected, but can be referenced if needed in each of the 12 elements Appendix D General Permit Appendix E Site Log and Inspection Forms Appendix F Engineering Calculations TBD by Contractor
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Stormwater Pollution Prevention Plan
1.0 Introduction INSTRUCTIONS
The following introduction requires site-specific input. The format of the introduction is optional and can be edited freely. Please review the example provided since it provides a standard and accepted SWPPP introduction format.
The recommended text for the introduction section is in bold text in the example below. The example text is italicized. The example can be cut and paste into the required text box and edited to include the site-specific information. If the example is not used, the following information must be included in the introduction:
The project site name
Brief (summary) site description
Brief (summary) description of the proposed project (what/when)
Purpose/Objectives of the SWPPP (SWPPP objectives (1-3))
Reference to the Stormwater Management Manual for Eastern or Western Washington, as applicable
Organization of the SWPPP.
EXAMPLE TEXT This Stormwater Pollution Prevention Plan (SWPPP) has been prepared as part of the NPDES stormwater permit requirements for the Riverside Heights construction project in Yakima, Washington. The site is located on the north side of Yakima, southwest of the interchange for Interstate 82 (I-82) and State Route 12 (Hwy 12). The existing site is a 2.3-acre lot with a 10,000 square foot one-story apartment building. The proposed development consists of the construction of a new apartment building complex that will include 48 residential units, a swimming pool, underground parking lot, stormwater detention facility, and landscaping. Construction activities will include demolition, excavation, grading, relocation of onsite services/utilities, a poured concrete underground garage and indoor swimming pool complex, and construction of a three-story wood frame building. The purpose of this SWPPP is to describe the proposed construction activities and all temporary and permanent erosion and
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Stormwater Pollution Prevention Plan
sediment control (TESC) measures, pollution prevention measures, inspection/monitoring activities, and recordkeeping that will be implemented during the proposed construction project. The objectives of the SWPPP are to: 1.
Implement Best Management Practices (BMPs) to prevent erosion and sedimentation, and to identify, reduce, eliminate or prevent stormwater contamination and water pollution from construction activity.
2.
Prevent violations of surface water quality, ground water quality, or sediment management standards.
3.
Prevent, during the construction phase, adverse water quality impacts including impacts on beneficial uses of the receiving water by controlling peak flow rates and volumes of stormwater runoff at the Permittee’s outfalls and downstream of the outfalls.
This SWPPP was prepared using the Ecology SWPPP Template downloaded from the Ecology website on July 2, 2005. This SWPPP was prepared based on the requirements set forth in the Construction Stormwater General Permit, Stormwater Management Manual for Western Washington (SWMMWW 2005) and in the Stormwater Management Manual for Eastern Washington (SWMMEW 2004). The report is divided into seven main sections with several appendices that include stormwater related reference materials. The topics presented in the each of the main sections are:
Section 1 – INTRODUCTION. This section provides a summary description of the project, and the organization of the SWPPP document.
Section 2 – SITE DESCRIPTION. This section provides a detailed description of the existing site conditions, proposed construction activities, and calculated stormwater flow rates for existing conditions and post– construction conditions.
Section 3 – CONSTRUCTION BMPs. This section provides a detailed description of the BMPs to be implemented based on the 12 required elements of the SWPPP (SWMMEW 2004).
Section 4 – CONSTRUCTION PHASING AND BMP IMPLEMENTATION. This section provides a description of the timing of the BMP implementation in relation to the project schedule.
Section 5 – POLLUTION PREVENTION TEAM. This section identifies the appropriate contact names (emergency and non-emergency), monitoring personnel, and the onsite temporary erosion and sedimentation control inspector 2
Stormwater Pollution Prevention Plan
Section 6 – INSPECTION AND MONITORING. This section provides a description of the inspection and monitoring requirements such as the parameters of concern to be monitored, sample locations, sample frequencies, and sampling methods for all stormwater discharge locations from the site.
Section 7 – RECORDKEEPING. This section describes the requirements for documentation of the BMP implementation, site inspections, monitoring results, and changes to the implementation of certain BMPs due to site factors experienced during construction.
Supporting documentation and standard forms are provided in the following Appendices: Appendix A – Site plans Appendix B – Construction BMPs Appendix C – Alternative Construction BMP list Appendix D – General Permit Appendix E – Site Log and Inspection Forms Appendix F – Engineering Calculations REQUIRED TEXT This Stormwater Pollution Prevention Plan (SWPPP) has been prepared for the City of Redmond – Redmond Central Connector (RCC) Project located in the downtown district along the vacated BNSF right-of-way corridor from Sammamish River Trail to Bear Creek Trail, Redmond, WA 98052. The existing site is the abandoned BNSF rail corridor purchased from the City of Redmond to establish a linear park and multi-modal path across downtown Redmond. This corridor passes through a variety of zoning areas, from natural landscapes to residential and commercial retail. The site is generally flat with little vegetation due to construction of the Stormwater Trunkline. Although the majority of the site currently infiltrates, there are ditches located at the north side of NE 76th Street which connect to storm sewers and catch basins along NE 76th Street. The Central Connector will be located directly above the newly completed Downtown Stormwater Trunkline from Redmond Way to 170th Avenue NE. Proposed stormwater connection to the trunkline will be made at multiple locations along the corridor.
The proposed development consists of the first phase of the RCC, which is a 1.1 mile regional trail that runs through downtown Redmond connecting the Sammamish River Trail to the Bear Creek Trail. See Figure 1 Vicinity Map in Appendix A. This corridor will be designed as a multi-modal trail for shared used by both cyclists and pedestrians. This initial phase of the trail will pass through five roadway intersections and is adjacent to various commercial, mixed-use
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Stormwater Pollution Prevention Plan
retail and residential land use zones, and natural wetlands near the connection to the existing Bear Creek Trail. Construction activities will include: • Installing a 12-foot asphalt and cement concrete multi-modal regional trail • Installing concrete landscape elements along the corridor • Excavating and constructing embankments and landforms • Installing gravity block walls • Installing bioretention planters • Installing cement concrete sidewalk, curb and gutter at four (4) intersections • Installing a Rectangular Rapid Flash Beacon (RRFB) at Leary Way • Installing 1 new traffic signal at NE 76th Street and 170th Avenue NE • Paving with hot mix asphalt • Planting trees and shrubs • Installing lawn • Installing irrigation between 161st Avenue NE and Leary Way • Adjusting surface utilities to grade The purpose of this SWPPP is to describe the proposed construction activities and all temporary and permanent erosion and sediment control (TESC) measures, pollution prevention measures, inspection/monitoring activities, and recordkeeping that will be implemented during the proposed construction project. The objectives of the SWPPP are to: 1.
Implement Best Management Practices (BMPs) to prevent erosion and sedimentation, and to identify, reduce, eliminate or prevent stormwater contamination and water pollution from construction activity.
2.
Prevent violations of surface water quality, ground water quality, or sediment management standards.
3.
Prevent, during the construction phase, adverse water quality impacts including impacts on beneficial uses of the receiving water by controlling peak flow rates and volumes of stormwater runoff at the Permittee’s outfalls and downstream of the outfalls.
This SWPPP was prepared using the Ecology SWPPP Template downloaded from the Ecology website. This SWPPP was prepared based on the requirements set forth in the Construction Stormwater General Permit. The report is divided into seven main sections with several appendices that include stormwater related reference materials. The topics presented in each of the main sections are:
Section 1 – INTRODUCTION. This section provides a summary description of the project, and the organization of the SWPPP document.
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Section 2 – SITE DESCRIPTION. This section provides a detailed description of the existing site conditions, proposed construction activities, and calculated stormwater flow rates for existing conditions and post–construction conditions.
Section 3 – CONSTRUCTION BMPs. This section provides a detailed description of the BMPs to be implemented based on the 12 required elements of the SWPPP (SWMMEW 2004).
Section 4 – CONSTRUCTION PHASING AND BMP IMPLEMENTATION. This section provides a description of the timing of the BMP implementation in relation to the project schedule.
Section 5 – POLLUTION PREVENTION TEAM. This section identifies the appropriate contact names (emergency and non-emergency), monitoring personnel, and the onsite temporary erosion and sedimentation control inspector
Section 6 – INSPECTION AND MONITORING. This section provides a description of the inspection and monitoring requirements such as the parameters of concern to be monitored, sample locations, sample frequencies, and sampling methods for all stormwater discharge locations from the site.
Section 7 – RECORDKEEPING. This section describes the requirements for documentation of the BMP implementation, site inspections, monitoring results, and changes to the implementation of certain BMPs due to site factors experienced during construction.
Supporting documentation and standard forms are provided in the following Appendices: Appendix A Appendix B Appendix C Appendix D Appendix E Appendix F Appendix G
Site Plans & TESC Plan Construction BMPs Alternative Construction BMP List Construction Stormwater General Permit & DOE Letter Site Log and Inspection Forms Engineering Calculations Spill Prevention, Control and Countermeasures Plan
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2.0 Site Description INSTRUCTIONS
2.1
The following section requires site specific information such as a description of the site area, topography, proposed construction activities and anticipated stormwater runoff flows from the site.
This section is not as automated as some of the other sections of this SWPPP template and will require significant text input from the applicant into the “Required Text” box. Example text is provided.
The example text provided below is specific to a different site and should not simply be copied and reused, but may be copied into the “Required Text” area and then edited as necessary.
The grey shaded text boxes require text inserts. Click the text box to highlight the ENTIRE grey area, then type in text.
Existing Conditions
INSTRUCTIONS
Read the example text, copy relevant text, and edit to suit the specific characteristics of the site.
The recommended format includes 3 paragraphs that cover the mandatory information as follows:
1.
Description of site (location, size, existing structures, topography, typical soil and groundwater characteristics).
2.
Description of drainage (onsite runoff conveyance and downstream receiving water bodies and drainage systems).
3.
Description of critical areas (high erosion risk areas, wetland/stream/shoreline areas, steep slope areas, and landslideprone areas)
The applicant may use their own format for this section, but must include all of the required information described above.
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EXAMPLE TEXT The proposed site is located just south of Interstate 5 (I-5) and west of Meridian Street in Bellingham, Washington. A site vicinity map and coordinates are provided in Appendix A. The site is 3.5 acres in size and includes a one-story industrial warehouse on the north side of the site, and large gravel parking lot on the south side of the site. The topography of the site and surrounding properties gently slopes to the northwest. Surficial soils consist of 3 feet of silty sandy loam underlain by a deep layer of sands and gravels. The site is well drained and groundwater lies approximately 15 feet below the surface. Runoff from the site generally drains from south to north to a series of catch basins. The catch basins convey runoff to a storm drain system that flows to the northwest corner of the site and discharges to a city owned storm drain system. The city system discharges to Squalicum Creek. At the point of discharge, Squalicum Creek is listed as a Category 5 polluted water of the state under the Stateâ&#x20AC;&#x2122;s Clean Water Act Section 303(d) list, due to zinc and fecal coliform bacteria contamination. There are no critical areas on the site such as high erosion risk areas, wetlands, streams, or steep slopes (potential landslide area). There is a wetland and stream approximately 400 feet north of the site (Squalicum Creek and surrounding riparian habitat). REQUIRED TEXT The first phase of the RCC focuses on the 1.1 mile regional trail that runs through downtown Redmond connecting the Sammamish River Trail to the Bear Creek Trail. See Figure 1 Vicinity Map. This corridor will be designed as a multi-modal trail for shared used by both cyclists and pedestrians. This initial phase of the trail will pass through five roadway intersections and is adjacent to various commercial, mixed-use retail and residential land use zones, and natural wetlands near the connection to the existing Bear Creek Trail. The RCC corridor runs through the abandoned BNSF right-of-way purchased by the City of Redmond. The typical corridor is generally between 50ft and 130ft wide with variations at the proposed plaza locations. The site is generally flat, with steeper slopes along the existing railroad embankement at the west end of the project. The soils are generally recessional outwash with relatively clean sand and gravel. Temporary erosion protection should be used and maintained in areas with exposed or disturbed soils to help reduce the potential for erosion and reduce transport of sediment to adjacent areas This RCC project is within the Cityâ&#x20AC;&#x2122;s Wellhead protection zones 1 and 2 as shown in the City Wellhead Zone map. Part of the City of Redmond potable water supply is pumped from the shallow aquifer beneath these areas of the City. To recharge the aquifer, the City encourages infiltration techniques for runoff from non-pollution generating surfaces (non-PGIS). The Stormwater Trunkline project, currently under construction through the RCC corridor, will serve as a high flow bypass for the City Center drainage basins and will serve as an overflow
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connection for the RCC or connected adjacent parcel rooftop runoff that is not completely infiltrated. The site predominately infiltrates but also contains an existing storm drain system that gravity flows to the City’s storm system on NE 76th Street, which drain to the Sammamish River located within ¼ mile of the site. At the point of discharge, the Sammamish River is listed as a Category 5 polluted water of the state under the State’s Clean Water Act Section 303(d) list, due to oxygen and a Category 2 due to temperature. On the east end of the project, between 170th Ave NE and the Bear Creek Trail connection, the trail passes through and existing wetland. The proposed trail will be constructed on top of the existing railroad embankment. There are no other critical areas on the site such as high erosion risk areas, streams, or steep slopes (potential landslide area).
2.2
Proposed Construction Activities
INSTRUCTIONS
Similar to the previous section, read the example text, copy relevant text, and edit to suit the specific characteristics of the site.
The recommended format includes the 4 paragraphs shown and the table format showing total site area, proposed area of disturbance, pervious areas, impervious areas, and anticipated runoff flows. The four paragraphs include the following mandatory information:
1.
Description of site development
2.
Description of construction activities (site preparation, demolition, excavation, etc…)
3.
Description of site drainage
4.
Description of final site soil stabilization, revegetation, etc…
The applicant may use their own format for this section, but must include all of the required information described above.
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EXAMPLE TEXT The proposed development includes the construction of a two-story commercial building that will be used as a storage and retail area for automotive parts and accessories. The proposed building will be centrally located on the site with a new asphalt paved parking lot on the front (north) and a paved loading dock area on the south. A combined stormwater detention and treatment vault will be constructed in the northwest corner (low drainage spot) of the site. New sanitary, electrical, gas, and storm drain utilities will also be constructed. Construction activities will include site preparation, TESC installation, demolition of the existing warehouse structure, excavation for the building foundations and pre-cast concrete stormwater vault, poured concrete foundations, concrete tilt-up building construction, site-wide grading, and asphalt paving. The schedule and phasing of BMPs during construction is provided in Section 4.0. INSTRUCTIONS
For stormwater design information for Western Washington, refer to the SWMMWW for hydraulic analysis and design. The web link is: http://www.ecy.wa.gov/biblio/0510031.html.
For stormwater design information for Eastern Washington, refer to the SWMMEW for hydraulic analysis and design: The web link is: http://www.ecy.wa.gov/biblio/0410076.html.
Stormwater runoff volumes were calculated using the Western Washington Hydrology Model (WWHM). The temporary sedimentation pond that will be used during construction was designed using the 2-year storm event since construction will not occur over a long time-frame (approximately one year). The combined detention and treatment vault was designed using WWHM where the treatment sump was sized using the 6-month treatment volume and the live storage detention volume was designed by matching pre and post construction flows and durations for 50 percent of the 2-year flow and the 50-year flow. After the building is constructed and all new utilities are installed, the site will be graded and paved. A landscape buffer area will be constructed on the north side of the site and the parking area will contain median lane divide planters. The following summarizes details regarding site areas:
Total site area:
Percent impervious area before construction:
70 %
Percent impervious area after construction:
80 %
3.5 acres
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Disturbed area during construction:
3.3 acres
Disturbed area that is characterized as impervious (i.e., access roads, staging, parking):
2.6 acres
2-year stormwater runoff peak flow prior to construction (existing):
0.52 cfs
10-year stormwater runoff peak flow prior to construction (existing):
0.72 cfs
2-year stormwater runoff peak flow during construction:
0.55 cfs
10-year stormwater runoff peak flow during construction:
0.75 cfs
2-year stormwater runoff peak flow after construction:
0.38 cfs
10-year stormwater runoff peak flow after construction:
0.58 cfs
All stormwater flow calculations are provided in Appendix F. INSTRUCTIONS
Insert text for this section below (with context as per the four paragraphs example above) in the required text box.
Check the Table below to make sure all entries are complete and correct.
REQUIRED TEXT The RCC is a 1.1 mile regional trail that runs through downtown Redmond connecting the Sammamish River Trail to the Bear Creek Trail. Construction activities will include: • Installing a 12-foot cement concrete multi-modal regional trail • Excavating and constructing embankments and landforms • Installing concrete landscape elements along the corridor • Installing gravity block walls • Installing bioretention planters • Installing cement concrete sidewalk, curb and gutter at four (4) intersections • Installing a Rectangular Rapid Flash Beacon (RRFB) at Leary Way • Installing 1 new traffic signal at NE 76th Street and 170th Avenue NE • Paving with hot mix asphalt • Planting trees and shrubs 11
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• • •
Installing lawn Installing irrigation between 161st Avenue NE and Leary Way Adjusting surface utilities to grade
The schedule and phasing of BMPs during construction is provided in Section 4.0. Stormwater runoff volumes were calculated using the Western Washington Hydrology Model (WWHM). The general goal for stormwater management within the RCC is to integrate the rainwater collection, transportation and infiltration within the corridor urban design features to the extent possible. Since the water collected through the onsite LID facilities would be limited to nonPGIS area, infiltration can be provided without additional treatment requirements. Any rain gardens that capture and treat runoff from PGIS areas will be lined facilities with all treated water connected to the downstream conveyance system. For the collected water from adjacent parcel rooftop areas, the water would flow from the rooftop downpipe either through shallow piped conveyance or through a decorative swale into the RCC corridor. The water from the adjacent rooftop could also be captured in a rainwater cistern or elevated water feature adjacent to or within the RCC right-of-way. The collected runoff could then flow through a visible art installation or flow to the nearest LID facility. The onsite runoff is collected to a integrated water feature or allows sheet flow to a LID facility. After the collection point, the water would be directed to one or more LID facilities. Overflow from any of the initial LID facilities will connect to the nearest infiltration pipe. Runoff that exceeds the capacity of the infiltration pipe connects to the regional bypass Stormwater Trunkline that runs through most the RCC corridor.
The following summarizes details regarding site areas:
Total site area:
Approximate percent impervious area before construction:
10 %
Approximate percent impervious area after construction:
30 %
Disturbed area during construction:
Disturbed area that is characterized as impervious (i.e., access roads, staging, parking):
14.06 acres
2-year stormwater runoff peak flow prior to construction (Basin D) (existing):
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14.06 acres
4.6 acres
0.36 cfs
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10-year stormwater runoff peak flow prior to construction (Basin D) (existing):
0.36 cfs
(Basin D) 2-year stormwater runoff peak flow during construction: 0.36 cfs
(Basin D) 10-year stormwater runoff peak flow during construction:0.49 cfs
(Basin D) 2-year stormwater runoff peak flow after construction: 0.36 cfs
(Basin D) 10-year stormwater runoff peak flow after construction: 0.49 cfs
Peak flows were not calculated for the existing condition since there is an ongoing construction project in the corridor for the City of Redmond Trunkline Project. All stormwater flow calculations for proposed conditions for Basins A through K are provided in Appendix F.
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3.0 Construction Stormwater BMPs INSTRUCTIONS
This section mostly consists of pre-programmed text inserted into the document based on input from the Wizard. Some required text such as a brief description of locations and scheduling of BMPs that were chosen in the SWPPP Wizard.
BMPs chosen in the Wizard will automatically appear in the SWPPP text.
Unselected BMPs will automatically be inserted into Appendix C as alternative BMPs that can be referenced at a later date if the selected BMPs are not performing as intended or if site conditions change, warranting implementation of different BMPs than included in the original SWPPP.
A list of BMPs selected in the Wizard is generated in Appendix B. The applicant should photocopy and place the corresponding Ecology fact sheets into Appendix B for each BMP. The Fact sheets can be found in the SWMMWW Volume II Chapter 4 Section 4.1 http://www.ecy.wa.gov/biblio/0510030.html, or the SWMMEW Chapter 7 Section 7.3.1 http://www.ecy.wa.gov/biblio/0410076.html. These fact sheets include specifications and installation requirements for each BMP. Each of the 12 elements described below must be included in the SWPPP, unless it can be justified that a particular element does not apply for the project site, in which case a brief narrative providing the justification must be written and included in the SWPPP. Depending on the site, multiple BMPs for each element may be needed.
The SWPPP preparer should be thoroughly familiar with BMP C160: Certified Erosion and Sediment Control Lead and BMP C161: Payment of Erosion Control Work before completing this section of the SWPPP, because those BMPs are referenced throughout the discussion of BMP selection in this section.
3.1
The 12 BMP Elements
3.1.1
Element #1 â&#x20AC;&#x201C; Mark Clearing Limits
To protect adjacent properties and to reduce the area of soil exposed to construction, the limits of construction will be clearly marked before land-disturbing activities begin. Trees that are to be preserved, as well as all sensitive areas and their buffers, shall be clearly delineated, both in the 15
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field and on the plans. In general, natural vegetation and native topsoil shall be retained in an undisturbed state to the maximum extent possible. The BMPs relevant to marking the clearing limits that will be applied for this project include: Preserving Natural Vegetation (BMP C101) Buffer Zones (BMP C102) High Visibility Plastic or Metal Fence (BMP C103) Stake and Wire Fence (BMP C104) Alternative BMP not included in the SWMMWW (2005) or SWMMEW (2004) INSTRUCTIONS
Provide a detailed description of the alternative BMP in the required text box below. Describe where, when, and how it will be applied to the site. If applicable, provide a drawing of the BMP in Appendix C. Start the text as â&#x20AC;&#x153;An alternative BMP includes . . . . . . .â&#x20AC;?
REQUIRED TEXT
INSTRUCTIONS
Provide a detailed description for each selected BMP where and when the BMP will be implemented.
REQUIRED TEXT
Alternate BMPs for marking clearing limits are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing.
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3.1.2
Element #2 – Establish Construction Access
Construction access or activities occurring on unpaved areas shall be minimized, yet where necessary, access points shall be stabilized to minimize the tracking of sediment onto public roads, and wheel washing, street sweeping, and street cleaning shall be employed to prevent sediment from entering state waters. All wash wastewater shall be controlled on site. The specific BMPs related to establishing construction access that will be used on this project include: Stabilized Construction Entrance (BMP C105) Wheel Wash (BMP C106) Construction Road/Parking Area Stabilization (BMP C107) Water Bars (BMP C203) may also be applicable. Alternative BMP not included in the SWMMWW (2005) or SWMMEW (2004) INSTRUCTIONS
Provide a detailed description of the alternative BMP in the required text box below. Describe where, when, and how it will be applied to the site. If applicable, provide a drawing of the BMP in Appendix C. Start the text as “An alternative BMP includes . . . . . . .”
REQUIRED TEXT
INSTRUCTIONS
Provide a detailed description for each selected BMP where and when the BMP will be implemented.
REQUIRED TEXT
Alternate construction access BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix
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D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. 3.1.3
Element #3 – Control Flow Rates
In order to protect the properties and waterways downstream of the project site, stormwater discharges from the site will be controlled. The specific BMPs for flow control that shall be used on this project include: Sediment Trap (BMP C240) Infiltration Trench Alternative BMP not included in the SWMMWW (2005) or SWMMEW (2004) INSTRUCTIONS
Provide a detailed description of the alternative BMP in the required text box below. Describe where, when, and how it will be applied to the site. If applicable, provide a drawing of the BMP in Appendix C. Start the text as “An alternative BMP includes . . . . . . .”
REQUIRED TEXT The proposed infiltration trenches for the project shall be projected from sedimenation and not used as erosion control infiltration trenches. INSTRUCTIONS
Provide a detailed description for each selected BMP where and when the BMP will be implemented.
REQUIRED TEXT
Alternate flow control BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the
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NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. The project site is located west of the Cascade Mountain Crest. As such, the project must comply with Minimum Requirement 7 (Ecology 2005). In general, discharge rates of stormwater from the site will be controlled where increases in impervious area or soil compaction during construction could lead to downstream erosion, or where necessary to meet local agency stormwater discharge requirements (e.g. discharge to combined sewer systems). 3.1.4
Element #4 – Install Sediment Controls
All stormwater runoff from disturbed areas shall pass through an appropriate sediment removal BMP before leaving the construction site or prior to being discharged to an infiltration facility. The specific BMPs to be used for controlling sediment on this project include: •
Straw Bale Barrier (BMP C230)
•
Silt Fence (BMP C233)
•
Straw Wattles (BMP C235)
•
Storm Drain Inlet Protection (BMP C220)
INSTRUCTIONS
Provide a detailed description for each selected BMP where and when the BMP will be implemented.
REQUIRED TEXT
Alternate sediment control BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the 19
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NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. In addition, sediment will be removed from paved areas in and adjacent to construction work areas manually or using mechanical sweepers, as needed, to minimize tracking of sediments on vehicle tires away from the site and to minimize washoff of sediments from adjacent streets in runoff. Whenever possible, sediment laden water shall be discharged into onsite, relatively level, vegetated areas (BMP C240 paragraph 5, page 4-102). In some cases, sediment discharge in concentrated runoff can be controlled using permanent stormwater BMPs (e.g., infiltration swales, ponds, trenches). Sediment loads can limit the effectiveness of some permanent stormwater BMPs, such as those used for infiltration or biofiltration; however, those BMPs designed to remove solids by settling (wet ponds or detention ponds) can be used during the construction phase. When permanent stormwater BMPs will be used to control sediment discharge during construction, the structure will be protected from excessive sedimentation with adequate erosion and sediment control BMPs. Any accumulated sediment shall be removed after construction is complete and the permanent stormwater BMP will be restabilized with vegetation per applicable design requirements once the remainder of the site has been stabilized. INSTRUCTIONS
The following text includes more complex sediment control/treatment BMPs. These BMPs should be used if sediment controls are not (or not anticipated to be) adequate for the site-specific construction activities. These BMPs are primarily used on:
Larger sites (i.e. greater than 5 acres), or,
Sites that have continual soil disturbance and are difficult to temporarily stabilize, or,
Sites at higher risk of erosion (i.e. slopes), or,
Sites where the downstream environment is particularly sensitive and more stringent discharge controls are required.
On larger, more complex sites, it is recommended to have these BMPs as possible contingencies if turbidity is determined to be an issue during construction. The order of the BMPs presented is from least to most
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Stormwater Pollution Prevention Plan
complex and involved. A typical approach to these BMPs is to use the sediment pond approach first, then move to filtration or chemical treatment. This approach can be added to the text provided below if applicable.
It is recommended that these BMPs are considered, or sequentially implemented, in the order shown below in the event that more stringent sediment controls are deemed necessary based on either anticipated sediment control issues or onsite monitoring/inspection. Implementation of BMP C250 is complex. Chemical Treatment requires written approval from Ecology prior to implementation (see BMP C250 fact sheet in the SWMMWW (2005)) and needs to be specifically written into the permit.
The following BMPs will be implemented as end-of-pipe sediment controls as required to meet permitted turbidity limits in the site discharge(s). Prior to the implementation of these technologies, sediment sources and erosion control and soil stabilization BMP efforts will be maximized to reduce the need for end-of-pipe sedimentation controls.
3.1.5
Temporary Sediment Pond (BMP C241)
Construction Stormwater Filtration (BMP C251)
Construction Stormwater Chemical Treatment (BMP C 250) (implemented only with prior written approval from Ecology).
Element #5 â&#x20AC;&#x201C; Stabilize Soils
Exposed and unworked soils shall be stabilized with the application of effective BMPs to prevent erosion throughout the life of the project. The specific BMPs for soil stabilization that shall be used on this project include: Temporary and Permanent Seeding (BMP C120) Mulching (BMP C121) Plastic Covering (BMP C123) Topsoiling (BMP C125) Dust Control (BMP C140) Early application of gravel base on areas to be paved Alternative BMP not included in the SWMMWW (2005) or SWMMEW (2004)
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INSTRUCTIONS
Provide a detailed description of the alternative BMP in the required text box below. Describe where, when, and how it will be applied to the site. If applicable, provide a drawing of the BMP in Appendix C. Start the text as â&#x20AC;&#x153;An alternative BMP includes . . . . . . .â&#x20AC;?
REQUIRED TEXT
INSTRUCTIONS
Provide a detailed description for each selected BMP where and when the BMP will be implemented.
REQUIRED TEXT
Alternate soil stabilization BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. The project site is located west of the Cascade Mountain Crest. As such, no soils shall remain exposed and unworked for more than 7 days during the dry season (May 1 to September 30) and 2 days during the wet season (October 1 to April 30). Regardless of the time of year, all soils shall be stabilized at the end of the shift before a holiday or weekend if needed based on weather forecasts. In general, cut and fill slopes will be stabilized as soon as possible and soil stockpiles will be temporarily covered with plastic sheeting. All stockpiled soils shall be stabilized from erosion, protected with sediment trapping measures, and where possible, be located away from storm drain inlets, waterways, and drainage channels.
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3.1.6
Element #6 – Protect Slopes
All cut and fill slopes will be designed, constructed, and protected in a manner than minimizes erosion. The following specific BMPs will be used to protect slopes for this project: Temporary and Permanent Seeding (BMP C120) Surface Roughening (BMP C130)) Interceptor Dike and Swale (BMP C200) Grass-Lined Channels (BMP C201) Level Spreader (BMP C206) Straw Wattles (BMP C235) •
INSTRUCTIONS
Provide a detailed description for each selected BMP where and when the BMP will be implemented.
REQUIRED TEXT
Alternate slope protection BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. 3.1.7
Element #7 – Protect Drain Inlets
All storm drain inlets and culverts made operable during construction shall be protected to prevent unfiltered or untreated water from entering the drainage conveyance system. However,
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Stormwater Pollution Prevention Plan
the first priority is to keep all access roads clean of sediment and keep street wash water separate from entering storm drains until treatment can be provided. Storm Drain Inlet Protection (COR Standard Plan I-40.20-00) will be implemented for all drainage inlets and culverts that could potentially be impacted by sediment-laden runoff on and near the project site. The following inlet protection measures will be applied on this project: Drop Inlet Protection •
Excavated Drop Inlet Protection
•
Block and Gravel Drop Inlet Protection
•
Gravel and Wire Drop Inlet Protection
•
Catch Basin Filters (COR Standard Plan I-40.20-00)
•
Alternative BMP not included in the SWMMWW (2005) or SWMMEW (2004)
INSTRUCTIONS
Provide a detailed description of the alternative BMP in the required text box below. Describe where, when, and how it will be applied to the site. If applicable, provide a drawing of the BMP in Appendix C. Start the text as “An alternative BMP includes . . . . . . .”
REQUIRED TEXT
Curb Inlet Protection •
Curb Inlet Protection
Culvert Inlet Protection •
Culvert Inlet Sediment Trap
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Stormwater Pollution Prevention Plan
•
Alternative BMP not included in the SWMMWW (2005) or SWMMEW (2004)
If the BMP options listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D), or if no BMPs are listed above but deemed necessary during construction, the Certified Erosion and Sediment Control Lead shall implement one or more of the alternative BMP inlet protection options listed in Appendix C. 3.1.8
Element #8 – Stabilize Channels and Outlets
Where site runoff is to be conveyed in channels, or discharged to a stream or some other natural drainage point, efforts will be taken to prevent downstream erosion. The specific BMPs for channel and outlet stabilization that shall be used on this project include: Grass-Lined Channels (BMP C201) Triangular Silt Dike (Geotextile-Encased Check Dam - BMP C208) Outlet Protection (BMP C209) Alternative BMP not included in the SWMMWW (2005) or SWMMEW (2004) – Not Applicable. There are no channels, streams or natural drainage points that will directly convey the runoff. The runoff on site will be treated in accordance with Element #4 for water quality and sediment removal before entering the public drainage system.
INSTRUCTIONS
Provide a detailed description for each selected BMP where and when the BMP will be implemented.
REQUIRED TEXT
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Stormwater Pollution Prevention Plan
The project site is located east of the Cascade Mountain Crest. As such, all temporary on-site conveyance channels shall be designed, constructed, and stabilized to prevent erosion from the expected peak flow velocity of a 2-year, 24-hour recurrence interval storm for the developed condition. Stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent streambanks, slopes, and downstream reaches shall be provided at the outlets of all conveyance systems. 3.1.9 Element #9 â&#x20AC;&#x201C; Control Pollutants â&#x20AC;&#x201C; Spill Prevention, Control, and Countermeasure (SPCC) Plan (Appendix G) This section supplements the SPCC Plan in Appendix G. All pollutants, including waste materials and demolition debris, that occur onsite shall be handled and disposed of in a manner that does not cause contamination of stormwater. Good housekeeping and preventative measures will be taken to ensure that the site will be kept clean, well organized, and free of debris. If required, BMPs to be implemented to control specific sources of pollutants are discussed below. Vehicles, construction equipment, and/or petroleum product storage/dispensing:
All vehicles, equipment, and petroleum product storage/dispensing areas will be inspected regularly to detect any leaks or spills, and to identify maintenance needs to prevent leaks or spills.
On-site fueling tanks and petroleum product storage containers shall include secondary containment.
Spill prevention measures, such as drip pans, will be used when conducting maintenance and repair of vehicles or equipment.
In order to perform emergency repairs on site, temporary plastic will be placed beneath and, if raining, over the vehicle.
Contaminated surfaces shall be cleaned immediately following any discharge or spill incident.
Demolition:
Dust released from demolished sidewalks, buildings, or structures will be controlled using Dust Control measures (BMP C140) and contained. Non-hazardous runoff from dust control will be filtered using listed BMPâ&#x20AC;&#x2122;s to avoid getting into the storm system and infiltrating into unpaved areas.
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Stormwater Pollution Prevention Plan
Storm drain inlets vulnerable to stormwater discharge carrying dust, soil, or debris will be protected using Storm Drain Inlet Protection (BMP above for Element 7).
Process water and slurry resulting from sawcutting and surfacing operations will be prevented from entering the waters of the State by implementing Sawcutting and Surfacing Pollution Prevention measures (BMP C152).
Excavation and tunneling spoils dewatering waste:
Dewatering BMPs and BMPs specific to the excavation and tunneling (including handling of contaminated soils) are discussed under Element 10.
Concrete and grout:
Process water and slurry resulting from concrete work will be prevented from entering the waters of the State by implementing Concrete Handling measures (BMP C151).
Other BMPs will be administered as necessary to address any additional pollutant sources on site.
Other:
3.1.10 Element #10 â&#x20AC;&#x201C; Control Dewatering All dewatering water from open cut excavation, tunneling, foundation work, trench, or underground vaults shall be discharged into a controlled conveyance system prior to discharge to a sediment trap or sediment pond. Channels will be stabilized, per Element #8. Clean, nonturbid dewatering water will not be routed through stormwater sediment ponds, and will be discharged to systems tributary to the receiving waters of the State in a manner that does not cause erosion, flooding, or a violation of State water quality standards in the receiving water. Highly turbid dewatering water from soils known or suspected to be contaminated, or from use of construction equipment, will require additional monitoring and treatment as required for the specific pollutants based on the receiving waters into which the discharge is occurring. Such monitoring is the responsibility of the contractor. However, the dewatering of soils known to be free of contamination will trigger BMPs to trap sediment and reduce turbidity. At a minimum, geotextile fabric socks/bags/cells will be used to filter this material. Other BMPs to be used for sediment trapping and turbidity reduction include the following:
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Stormwater Pollution Prevention Plan
(2005) or SWMMEW (2004)
INSTRUCTIONS
Provide a detailed description of the alternative BMP in the required text box below. Describe where, when, and how it will be applied to the site. If applicable, provide a drawing of the BMP in Appendix C. Start the text as “An alternative BMP includes . . . . . . .”
REQUIRED TEXT
INSTRUCTIONS
Provide a detailed description for each selected BMP where and when the BMP will be implemented.
REQUIRED TEXT
Alternate dewatering control BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. 3.1.11 Element #11 – Maintain BMPs All temporary and permanent erosion and sediment control BMPs shall be maintained and repaired as needed to assure continued performance of their intended function. Maintenance and repair shall be conducted in accordance with each particular BMP’s specifications. Visual monitoring of the BMPs will be conducted at least once every calendar week and within 24 hours of any rainfall event that causes a discharge from the site. If the site becomes inactive, and is temporarily stabilized, the inspection frequency will be reduced to once every month.
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Stormwater Pollution Prevention Plan
All temporary erosion and sediment control BMPs shall be removed within 30 days after the final site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped sediment shall be removed or stabilized on site. Disturbed soil resulting from removal of BMPs or vegetation shall be permanently stabilized. 3.1.12 Element #12 â&#x20AC;&#x201C; Manage the Project Erosion and sediment control BMPs for this project have been designed based on the following principles:
Design the project to fit the existing topography, soils, and drainage patterns.
Emphasize erosion control rather than sediment control.
Minimize the extent and duration of the area exposed.
Keep runoff velocities low.
Retain sediment on site.
Thoroughly monitor site and maintain all ESC measures.
Schedule major earthwork during the dry season.
In addition, project management will incorporate the key components listed below: As this project site is located west of the Cascade Mountain Crest, the project will be managed according to the following key project components: Phasing of Construction
The construction project is being phased to the extent practicable in order to prevent soil erosion, and, to the maximum extent possible, the transport of sediment from the site during construction.
Revegetation of exposed areas and maintenance of that vegetation shall be an integral part of the clearing activities during each phase of construction, per the Scheduling BMP (C 162).
Seasonal Work Limitations
From October 1 through April 30, clearing, grading, and other soil disturbing activities shall only be permitted if shown to the satisfaction of
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Stormwater Pollution Prevention Plan
the local permitting authority that silt-laden runoff will be prevented from leaving the site through a combination of the following:
Site conditions including existing vegetative coverage, slope, soil type, and proximity to receiving waters; and
Limitations on activities and the extent of disturbed areas; and
Proposed erosion and sediment control measures.
Based on the information provided and/or local weather conditions, the local permitting authority may expand or restrict the seasonal limitation on site disturbance.
The following activities are exempt from the seasonal clearing and grading limitations:
Routine maintenance and necessary repair of erosion and sediment control BMPs;
Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil; and
Activities where there is 100 percent infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities.
Coordination with Utilities and Other Jurisdictions
Care has been taken to coordinate with utilities, other construction projects, and the local jurisdiction in preparing this SWPPP and scheduling the construction work.
Inspection and Monitoring
All BMPs shall be inspected, maintained, and repaired as needed to assure continued performance of their intended function. Site inspections shall be conducted by a person who is knowledgeable in the principles and practices of erosion and sediment control. This person has the necessary skills to:
Assess the site conditions and construction activities that could impact the quality of stormwater, and
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Stormwater Pollution Prevention Plan
Assess the effectiveness of erosion and sediment control measures used to control the quality of stormwater discharges.
A Certified Erosion and Sediment Control Lead shall be on-site or on-call at all times.
Whenever inspection and/or monitoring reveals that the BMPs identified in this SWPPP are inadequate, due to the actual discharge of or potential to discharge a significant amount of any pollutant, appropriate BMPs or design changes shall be implemented as soon as possible.
Maintaining an Updated Construction SWPPP
3.2
This SWPPP shall be retained on-site or within reasonable access to the site.
The SWPPP shall be modified whenever there is a change in the design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the state.
The SWPPP shall be modified if, during inspections or investigations conducted by the owner/operator, or the applicable local or state regulatory authority, it is determined that the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. The SWPPP shall be modified as necessary to include additional or modified BMPs designed to correct problems identified. Revisions to the SWPPP shall be completed within seven (7) days following the inspection.
Site Specific BMPs
Site specific BMPs are shown on the TESC Plan Sheets and Details in Appendix A. These site specific plan sheets will be updated annually.
3.3
Additional Advanced BMPs
implementation schedule listed below is keyed to proposed phases of the construction project, and reflects differences in BMP installations and inspections that relate to wet season construction. The project site is located west of the Cascade Mountain Crest. As such, the dry season is considered to be from May 1 to September 30 and the wet season is considered to be from October 1 to April 30. 31
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Begin clearing and grubbing: CONTRACTOR) (mm/dd/yy CONTRACTOR)
(mm/dd/yy
INSTRUCTIONS
The remaining schedule of BMP implementation must be written by the applicant. See the example text below for the entire schedule list completed for a hypothetical project.
REQUIRED TEXT • • • • • • • • • • • • • • • • • • • • • • • • • •
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â&#x20AC;˘ â&#x20AC;˘ EXAMPLE TEXT The BMP implementation schedule is driven by the construction schedule. The following provides a sequential list of the proposed construction schedule milestones and the corresponding BMP implementation schedule. The list contains key milestones such as wet season construction. BMP implementation schedule listed below is keyed to proposed phases of the construction project, and reflects differences in BMP installations and inspections that relate to wet season construction. The project site is located west of the Cascade Mountain Crest. As such, the dry season is considered to be from May 1 to September 30 and the wet season is considered to be from October 1 to April 30.
Estimate of Construction start date:
05 / 15 / 2005
Estimate of Construction finish date:
09 / 12 / 2006
Mobilize equipment on site:
05 / 15 / 2005
Mobilize and store all ESC and soil stabilization products (store materials on hand BMP C150): 05 / 15 / 2005
Install ESC measures:
05 / 17 / 2005
Install stabilized construction entrance:
05 / 19 / 2005
Begin clearing and grubbing:
05 / 20 / 2005
Demolish existing one-story building structure:
05 / 21 / 2005
Excavation for building foundations
05 / 26 / 2005
Soil stabilization on excavated sideslopes (in idle, no work areas as shown on ESC plans)
05 / 29 / 2005
Temporary erosion control measures (hydroseeding)
05 / 29 / 2005
Site inspections reduced to monthly:
06 / 08 / 2005
Begin concrete pour and implement BMP C151:
06 / 08 / 2005
Excavate and install new utilities and services (Phase 1):
06 / 15 / 2005
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Stormwater Pollution Prevention Plan
Begin building construction:
07 / 10 / 2005
Complete Phase 1 utility construction
08 / 28 / 2005
Begin implementing soil stabilization and sediment control BMPs throughout the site in preparation for wet season:
09 / 24 / 2005
Wet Season starts:
10 / 01 / 2005
Site inspections and monitoring conducted weekly and for applicable rain events as detailed in Section 6 of this SWPPP:
10 / 01 / 2005
Implement Element #12 BMPs and manage site to minimize soil disturbance during the wet season
10 / 01 / 2005
No site work such as grading or excavation planned:
Dry Season starts:
05 / 01 / 2005
Site grading begins:
07 / 20 / 2006
Excavate and install new utilities and services (Phase 2):
07 / 27 / 2005
Site grading ends:
08 / 20 / 2005
Building construction complete:
08 / 24 / 2005
Final landscaping and planting begins:
08 / 24 / 2005
Permanent erosion control measures (hydroseeding):
09 / 12 / 2005
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4.0 Construction Phasing and BMP Implementation The BMP implementation schedule will be driven by the construction schedule. The following provides a sequential list of the proposed construction schedule milestones and the corresponding BMP implementation schedule.
Mobilize and store all ESC and soil stabilization products: (BMP C150)
XXXX
Install ESC measures:
XXXX
Permanent Erosion Control Measures (hydroseeding)
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Stormwater Pollution Prevention Plan
5.0 Pollution Prevention Team INSTRUCTIONS
5.1
Each site is required to have a Pollution Prevention Team.
Ensure the table below is complete and correct based on inputs into the SWPPP Wizard such as the name and phone number of each member of the Pollution Prevention Team.
Each position on the Pollution Prevention Team must be assigned.
Roles and Responsibilities
The pollution prevention team consists of personnel responsible for implementation of the SWPPP, including the following:
Certified Erosion and Sediment Control Lead (CESCL) – primary contractor contact, responsible for site inspections (BMPs, visual monitoring, sampling, etc.); to be called upon in case of failure of any ESC measures.
Resident Engineer – For projects with engineered structures only (sediment ponds/traps, sand filters, etc.): site representative for the owner that is the project's supervising engineer responsible for inspections and issuing instructions and drawings to the contractor's site supervisor or representative
Emergency Ecology Contact – individual to be contacted at Ecology in case of emergency. Go to the following website to get the name and number for the Ecology contact information: http://www.ecy.wa.gov/org.html.
Emergency Owner Contact – individual that is the site owner or representative of the site owner to be contacted in the case of an emergency.
Non-Emergency Ecology Contact – individual that is the site owner or representative of the site owner than can be contacted if required.
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5.2
Monitoring Personnel â&#x20AC;&#x201C; personnel responsible for conducting water quality monitoring; for most sites this person is also the Certified Erosion and Sediment Control Lead.
Team Members
Names and contact information for those identified as members of the pollution prevention team are provided in the following table. Also reference DOE Directory â&#x20AC;&#x201C; Northwest Regional Office attached hereto. TITLE
NAME(S)
PHONE NUMBER
Certified Erosion and Sediment Control Lead (CESCL)
XXXXX
XXX-XXX-XXXX
Owner Inspector
Rich Halvorsen
425-556-2754
Owner Engineer non-emergency contact
Stephen Hitch
425-556-2891
Emergency Ecology Contact
Ecology Office
425-649-7000
Emergency Owner Contact
Police Dispatch
425-556-2500
Non-Emergency Ecology Contact
Kevin Fitzpatrick
425-649-7033
Monitoring Personnel
Matt Conner
360-395-8900
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6.0 Site Inspections and Monitoring INSTRUCTIONS
Monitoring requirements are based on thresholds for the size of the site and the amount of disturbance that will occur during construction. Below includes standard text and automatically inserted text based on your response to the questions in the Wizard.
For most of this section, there is no required text to be written or selected. The text will be inserted based on your responses to the questions in the SWPPP Wizard.
Make sure all questions were answered in the Wizard.
There may be some required text to be inserted if Ecology has instructed the applicant to perform special monitoring.
Monitoring includes visual inspection, monitoring for water quality parameters of concern, and documentation of the inspection and monitoring findings in a site log book. A site log book will be maintained for all on-site construction activities and will include:
A record of the implementation of the SWPPP and other permit requirements;
Site inspections; and,
Stormwater quality monitoring.
For convenience, the inspection form and water quality monitoring forms included in this SWPPP include the required information for the site log book. This SWPPP may function as the site log book if desired, or the forms may be separated and included in a separate site log book. However, if separated, the site log book but must be maintained on-site or within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction.
6.1
Site Inspection
All BMPs will be inspected, maintained, and repaired as needed to assure continued performance of their intended function. The inspector will be a Certified Erosion and Sediment Control Lead (CESCL) per BMP C160. The name and contact information for the CESCL is provided in Section 5 of this SWPPP.
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Stormwater Pollution Prevention Plan
Site inspection will occur in all areas disturbed by construction activities and at all stormwater discharge points. Stormwater will be examined for the presence of suspended sediment, turbidity, discoloration, and oily sheen. The site inspector will evaluate and document the effectiveness of the installed BMPs and determine if it is necessary to repair or replace any of the BMPs to improve the quality of stormwater discharges. All maintenance and repairs will be documented in the site log book or forms provided in this document. All new BMPs or design changes will be documented in the SWPPP as soon as possible. 6.1.1
Site Inspection Frequency
Site inspections will be conducted at least once a week and within 24 hours following any discharge from the site. For sites with temporary stabilization measures, the site inspection frequency can be reduced to once every month. 6.1.2
Site Inspection Documentation
The site inspector will record each site inspection using the site log inspection forms provided in Appendix E. The site inspection log forms may be separated from this SWPPP document, but will be maintained on-site or within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction.
6.2
Stormwater Quality Monitoring
6.2.1
Turbidity Sampling
Monitoring requirements for the proposed project will include either turbidity or water transparency sampling to monitor site discharges for water quality compliance with the 2005 Construction Stormwater General Permit and DOE Letter Dated May 25, 2010 (Appendix D). Sampling will be conducted at all discharge points at least once per calendar week. Turbidity or transparency monitoring will follow the analytical methodologies described in Section S4 of the 2005 Construction Stormwater General Permit (Appendix D). The key benchmark values that require action are 25 NTU for turbidity (equivalent to 32 cm transparency) and 250 NTU for turbidity (equivalent to 6 cm transparency). If the 25 NTU benchmark for turbidity (equivalent to 32 cm transparency) is exceeded, the following steps will be conducted: 1.
Ensure all BMPs specified in this SWPPP are installed and functioning as intended.
2.
Assess whether additional BMPs should be implemented, and document revisions to the SWPPP as necessary.
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Stormwater Pollution Prevention Plan
3.
Sample discharge location daily until the analysis results are less than 25 NTU (turbidity) or greater than 32 cm (transparency).
If the turbidity is greater than 25 NTU (or transparency is less than 32 cm) but less than 250 NTU (transparency greater than 6 cm) for more than 3 days, additional treatment BMPs will be implemented within 24 hours of the third consecutive sample that exceeded the benchmark value. Additional treatment BMPs to be considered will include, but are not limited to, off-site treatment, infiltration, filtration and chemical treatment. If the 250 NTU benchmark for turbidity (or less than 6 cm transparency) is exceeded at any time, the following steps will be conducted:
6.2.1
1.
Notify Ecology by phone within 24 hours of analysis (see Section 5.0 of this SWPPP for contact information).
2.
Continue daily sampling until the turbidity is less than 25 NTU (or transparency is greater than 32 cm).
3.
Initiate additional treatment BMPs such as off-site treatment, infiltration, filtration and chemical treatment within 24 hours of the first 250 NTU exceedance.
4.
Implement additional treatment BMPs as soon as possible, but within 7 days of the first 250 NTU exceedance.
5.
Describe inspection results and remedial actions taken in the site log book and in monthly discharge monitoring reports as described in Section 7.0 of this SWPPP.
Turbidity Sampling
Monitoring requirements for the proposed project will include either turbidity or water transparency sampling to monitor site discharges for water quality compliance with the 2005 Construction Stormwater General Permit (Appendix D). Sampling will be conducted at all discharge points at least once per calendar week. The primary monitoring requirements are summarized in Table 3 (below): Table 3. Summary of Monitoring Requirements1
1
Additional monitoring requirements may apply for: 1) discharges to 303( d) listed waterbodies and waterbodies with applicable TMDLs for turbidity, fine sediment, high pH, or phosphorus - see Condition S8; and 2) sites required to perform additional monitoring by Ecology order - see Condition G 13.
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Size of Soil Disturbance2
Weekly Site Inspections
Weekly Sampling w/turbidity Meter
Weekly Sampling w/Transparency Tube
Weekly pH Sampling3
Sites which disturb less than 1 acre
Required
Not Required
Not Required
Not Required
Sites which disturb 1 acre or more, but less than 5 acres
Required
Sampling Required â&#x20AC;&#x201C; either method4
Required
Sites which disturb 5 acres or more
Required
Required
Not Required5
Required
A. Site Log Book The Permittee shall maintain a site log book that contains a record of the implementation of the SWPPP and other permit requirements including the maintenance of BMPs, site inspections, and stormwater monitoring.
installation and
B. Site Inspections 1. Site inspections shall include all areas disturbed by construction activities, all BMPs, and all stormwater discharge points. Stormwater shall be visually examined for the presence of suspended sediment, turbidity, discoloration, and oil sheen. Inspectors shall evaluate the effectiveness of BMPs and determine if it is necessary to install, maintain, or repair BMPs to improve the quality of stormwater discharges. Based on the results of the inspection, the Permittee shall correct the problems identified as follows:
2
Soil disturbance is calculated by adding together all areas affected by construction activity. Construction Activity means clearing, grading, excavation, and any other activity which disturbs the surface of the land, including ingress/egress from the site. 3
Beginning October 1, 2006, if construction activity involves significant concrete work or the use of engineered soils, and stormwater from the affected area drains to a stormwater collection system or other surface water, the Permittee shall conduct pH sampling in accordance with Condition S4.D. 4
Beginning October I, 2008, sites with one or more acres, but less than 5 acres of soil disturbance, shall conduct turbidity or transparency sampling in accordance with Condition S4.C.
5
Beginning October 1, 2006, sites greater than or equal to 5 acres of soil disturbance shall conduct turbidity sampling using a turbidity meter in accordance with Condition S4.C.
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Stormwater Pollution Prevention Plan
a. Review the SWPPP for compliance with Condition S9 and make appropriate revisions within 7 days of the inspection; and b. Fully implement and maintain appropriate source control and/or treatment BMPs as soon as possible, but no later than 10 days of the inspection; and c. Document BMP implementation and maintenance in the site log book. 2.
The site inspections shall be conducted at least once every calendar week and within 24 hours of any discharge from the site. The inspection frequency for temporarily Stabilized, inactive sites may be reduced to once every calendar month.
3.
Site inspections shall be conducted by a person who is knowledgeable in the principles and practices of erosion and sediment control. The inspector shall have the skills to: a. Assess the site conditions and construction activities that could impact the quality of stormwater, and b. Assess the effectiveness of erosion and sediment control measures used to control the quality of stormwater discharges.
4.
Beginning October 1, 2006, construction sites one acre or larger that discharge stormwater to surface waters of the state, shall have site inspections conducted by a Certified Erosion and Sediment Control Lead (CESCL). The CESCL shall be Identified in the SWPPP and shall be present on-site or on-call at all times. Certification shall be obtained through an approved erosion and sediment control training program that meets the minimum training standards established by Ecology (see BMP C160 in the Manual).
5.
The inspector shall summarize the results of each inspection in an inspection report or checklist and be entered into, or attached to, the site log book. At a minimum, each inspection report or checklist shall include: a. Inspection date and time. b. Weather information; general conditions during inspection and approximate amount of precipitation since the last inspection, and within the last 24 hours. c. A summary or list of all BMPs which have been implemented, including observations of all erosion/sediment control structures or practices. d. The following shall be noted: i. locations of BMPs inspected, ii. locations of BMPs that need maintenance, iii. the reason maintenance is needed, iv. locations of BMPs that failed to operate as designed or intended, and
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Stormwater Pollution Prevention Plan
v. locations where additional or different BMPs are needed, and the reason(s) why. e. A description of stormwater discharged from the site. The inspector shall note the presence of suspended sediment, turbid water, discoloration, and/or oil sheen, as applicable. f. Any water quality monitoring performed during inspection. g. General comments and notes, including a brief description of any BMP repairs, maintenance or installations made as a result of the inspection. h. A statement that, in the judgment of the person conducting the site inspection, the site is either in compliance or out of compliance with the terms and conditions of the SWPPP and the permit. If the site inspection indicates that the site is out of compliance, the inspection report shall include a summary of the remedial actions required to bring the site back into compliance, as well as a schedule of implementation. i.
Name, title, and signature of the person conducting site inspection; and the following statement: "I certify that this report is true, accurate, and complete, to the best of my knowledge and belief'.
C. Turbidity/Transparency Sampling Requirements 1. Sampling Methods/Effective Dates a. Beginning October 1, 2006, if construction activity will involve the disturbance of 5 acres or more, the Permittee shall conduct turbidity sampling per Condition S4.C. b. Beginning October 1, 2008, if construction activity will involve greater equal to 1 acre, but less than 5 acres of soil disturbance, the Permittee shall transparency sampling or turbidity sampling per Condition S4.C. 2.
than or conduct
Sampling Frequency a. Sampling shall be conducted at least once every calendar week, when a discharge of stormwater (or authorized non-stormwater) from the site. shall be representative of the flow and characteristics of the discharge.
there is Samples
b. When there is no discharge during a calendar week, sampling is not required. c. Sampling is not required outside of normal working hours or during unsafe conditions. If a Permittee is unable to sample during a monitoring period, the Discharge Monitoring Report (DMR) shall include a brief explanation.
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Stormwater Pollution Prevention Plan
3.
Sampling Locations a. Sampling is required at all discharge points where stormwater (or authorized nonstormwater) is discharged off-site. b. All sampling point(s) shall be identified on the SWPPP site map and be clearly marked in the field with a flag, tape, stake or other visible marker.
4.
Sampling and Analysis Methods a. Turbidity analysis shall be performed with a calibrated turbidity meter (turbidimeter), either on-site or at an accredited lab. The results shall be recorded in the site log book in Nephelometric Turbidity Units (NTU). b. Transparency analysis shall be performed on-site with a 1 % inch diameter, 60 centimeter (cm) long Transparency Tube. The results shall be recorded in the site log book in centimeters (cm). Transparency Tubes are available from: http://watennonitoringequip.com/pages/stream.html
Parameter Turbidity
Units NTU
Transparency
CM
Analytical Method SM2130 or EPA 180.1 Manufacturer instructions, or Ecology Guidance
Sampling Frequency Weekly, if discharging Weekly, if discharging
Benchmark Value 25 NTU 31 cm
5. Turbidity/Transparency Benchmark Values The benchmark value for turbidity is 25 NTU (Nephelometric Turbidity Units); and the benchmark value for transparency is 31 cm. a. Turbidity 26 - 249 NTU, or Transparency 30 - 7 cm: If discharge turbidity is greater than 25 NTU, but less than 250 NTU; or if discharge transparency is less than 31 cm, but greater than 6 cm, the CESCL shall: i. Review the SWPPP for compliance with Condition S9 and make appropriate revisions within 7 days of the discharge that exceeded the benchmark; and
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Stormwater Pollution Prevention Plan
ii. Fully implement and maintain appropriate source control and/or treatment BMPs as soon as possible, but within 10 days of the discharge that exceeded the benchmark; and iii. log
Document BMP implementation and maintenance in the site book.
b. Turbidity 250 NTU or greater, or Transparency 6 cm or less: If discharge turbidity is greater than or equal to 250 NTU; or if discharge transparency is less than or equal to 6 cm, the CESCL shall: i. and
Notify Ecology by phone in accordance with Condition S5.A.;
ii. Review the SWPPP for compliance with Condition S9 and make appropriate revisions within 7 days of the discharge that exceeded the benchmark; and iii. Fully implement and maintain appropriate source control and/or treatment BMPs as soon as possible, but within 10 days of the discharge that exceeded the benchmark; iv. Document BMP implementation and maintenance in the site log book; and v.
Continue to sample discharges daily until: 1. turbidity is 25 NTU (or lower); or 2. transparency is 31 cm (or greater); or 3. the CESCL has demonstrated compliance with the water quality standard for turbidity: a. no more than 5 NTU over background turbidity, if background is less than 50 NTU, or b. no more than 10% over background turbidity, if background is 50NTU or greater; or 4. the discharge stops or is eliminated.
D. pH Monitoring: Sites with Significant Concrete Work or Engineered Soils
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Stormwater Pollution Prevention Plan
Beginning October I, 2006, if construction activity will result in the disturbance of 1 acre or more, and involves significant concrete work or the use of engineered soils, and storm water from the affected area drains to surface waters of the state or to a storm sewer system that drains to surface waters of the state, the Permittee shall conduct pH monitoring as set forth below: 1. For sites with significant concrete work, the pH monitoring period shall commence when the concrete is first exposed to precipitation and continue weekly until stormwater pH is 8.5 or less. a. "Significant concrete work" means greater than 1000 cubic yards poured concrete or recycled concrete. 2. For sites with engineered soils, the pH monitoring period shall commence when the soil amendments are first exposed to precipitation and shall continue until the area of engineered soils is fully stabilized. a. "Engineered soils" means soil amendments including, but not limited, to Portland cement treated base (CTB), cement kiln dust (CKD), or fly ash. 3. During the pH monitoring period, the Permittee shall obtain a representative sample of stormwater and conduct pH analysis at least once per week. 4. The Permittee shall monitor pH in the sediment trap/pond(s) or other locations that receive stormwater runoff from the area of significant concrete work or engineered soils prior to discharge to surface waters. 5. The benchmark value for pH is 8.5 standard units. Any time sampling indicates that pH is 8.5 or greater, the Permittee shall: a. Prevent the high pH water (8.5 or above) from entering storm sewer systems or surface waters; and b. If necessary, adjust or neutralize the high pH water using an appropriate treatment BMP such as CO2 sparging or dry ice. The Permittee shall obtain written approval from Ecology prior to using any form of chemical treatment other than C02 sparging or dry ice. 6. The Permittee shall perform pH analysis on-site with a calibrated pH meter, pH test kit, or wide range pH indicator paper. The Permittee shall record pH monitoring results in the site log book.
Turbidity or transparency monitoring will follow the analytical methodologies described in Section S4 of the 2005 Construction Stormwater General Permit (Appendix D). The key benchmark values that require action are 25 NTU for turbidity (equivalent to 32 cm transparency) and 250 NTU for turbidity (equivalent to 6 cm transparency). If the 25 NTU 47
Stormwater Pollution Prevention Plan
benchmark for turbidity (equivalent to 32 cm transparency) is exceeded, the following steps will be conducted: 1. Ensure all BMPs specified in this SWPPP are installed and functioning as intended. 2. Assess whether additional BMPs should be implemented, and document revisions to the SWPPP as necessary. 3. Sample discharge location daily until the analysis results are less than 25 NTU (turbidity) or greater than 32 cm (transparency). If the turbidity is greater than 25 NTU (or transparency is less than 32 cm) but less than 250 NTU (transparency greater than 6 cm) for more than 3 days, additional treatment BMPs will be implemented within 24 hours of the third consecutive sample that exceeded the benchmark value. Additional treatment BMPs to be considered will include, but are not limited to, off-site treatment, infiltration, filtration and chemical treatment. If the 250 NTU benchmark for turbidity (or less than 6 cm transparency) is exceeded at any time, the following steps will be conducted: 1. Notify Ecology by phone within 24 hours of analysis (see Section 5.0 of this SWPPP for contact information). 2. Continue daily sampling until the turbidity is less than 25 NTU (or transparency is greater than 32 cm). 3. Initiate additional treatment BMPs such as off-site treatment, infiltration, filtration and chemical treatment within 24 hours of the first 250 NTU exceedance. 4. Implement additional treatment BMPs as soon as possible, but within 7 days of the first 250 NTU exceedance. 5. Describe inspection results and remedial actions taken in the site log book and in monthly discharge monitoring reports as described in Section 7.0 of this SWPPP.
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Stormwater Pollution Prevention Plan
7.0 Reporting and Recordkeeping 7.1
Recordkeeping
7.1.1
Site Log Book
A site log book will be maintained for all on-site construction activities and will include:
A record of the implementation of the SWPPP and other permit requirements;
Site inspections; and,
Stormwater quality monitoring.
INSTRUCTIONS
This SWPPP may function as the site log book if the project has minimal monitoring requirements or construction duration is shorter than 2 to 3 months. The appendices can include multiple copies of the blank checklists and inspection forms as needed to supplement for the site log book. This is recommended for smaller, simple construction sites. This is the flexible and depends on the preference of the applicant. If the duration of the project is greater than 2 to 3 months or if there is significant monitoring requirements, it is recommended that a separate site log be maintained incorporating the example forms provided in this SWPPP Template document.
Provide a brief explanation in the â&#x20AC;&#x153;Required Textâ&#x20AC;? box below if the site log book is attached to the SWPPP or maintained in a separate site log book.
For convenience, the inspection form and water quality monitoring forms included in this SWPPP include the required information for the site log book.
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Stormwater Pollution Prevention Plan
REQUIRED TEXT
7.1.2
Records Retention
Records of all monitoring information (site log book, inspection reports/checklists, etc.), this Stormwater Pollution Prevention Plan, and any other documentation of compliance with permit requirements will be retained during the life of the construction project and for a minimum of three years following the termination of permit coverage in accordance with permit condition S5.C. 7.1.3
Access to Plans and Records
The SWPPP, General Permit, Notice of Authorization letter, and Site Log Book will be retained on site or within reasonable access to the site and will be made immediately available upon request to Ecology or the local jurisdiction. A copy of this SWPPP will be provided to Ecology within 14 days of receipt of a written request for the SWPPP from Ecology. Any other information requested by Ecology will be submitted within a reasonable time. A copy of the SWPPP or access to the SWPPP will be provided to the public when requested in writing in accordance with permit condition S5.G. 7.1.4
Updating the SWPPP
In accordance with Conditions S3, S4.B, and S9.B.3 of the General Permit, this SWPPP will be modified if the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site or there has been a change in design, construction, operation, or maintenance at the site that has a significant effect on the discharge, or potential for discharge, of pollutants to the waters of the State. The SWPPP will be modified within seven days of determination based on inspection(s) that additional or modified BMPs are necessary to correct problems identified, and an updated timeline for BMP implementation will be prepared.
7.2
Reporting
7.2.1
Discharge Monitoring Reports
Water quality sampling results will be submitted to Ecology monthly on Discharge Monitoring Report (DMR) forms in accordance with permit condition S5.B. If there was no discharge during a given monitoring period, the form will be submitted with the words â&#x20AC;&#x153;no dischargeâ&#x20AC;? entered in place of the monitoring results. If a benchmark was exceeded, a brief summary of inspection results and remedial actions taken will be included. If sampling could not be performed during a monitoring period, a DMR will be submitted with an explanation of why sampling could not be performed.
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Stormwater Pollution Prevention Plan
7.2.2
Notification of Noncompliance
If any of the terms and conditions of the permit are not met, and it causes a threat to human health or the environment, the following steps will be taken in accordance with permit section S5.F: 1.
Ecology will be immediately notified of the failure to comply.
2.
Immediate action will be taken to control the noncompliance issue and to correct the problem. If applicable, sampling and analysis of any noncompliance will be repeated immediately and the results submitted to Ecology within five (5) days of becoming aware of the violation.
3.
A detailed written report describing the noncompliance will be submitted to Ecology within five (5) days, unless requested earlier by Ecology.
Any time turbidity sampling indicates turbidity is 250 nephelometric turbidity units (NTU) or greater or water transparency is 6 centimeters or less, the Ecology regional office will be notified by phone within 24 hours of analysis as required by permit condition S5.A (see Section 5.0 of this SWPPP for contact information). In accordance with permit condition S4.F.6.b, the Ecology regional office will be notified if chemical treatment other than CO2 sparging is planned for adjustment of high pH water (see Section 5.0 of this SWPPP for contact information).
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Stormwater Pollution Prevention Plan
Appendix A – Site Plans
INSTRUCTIONS □ Prepare a vicinity map or general location map (e.g. USGS Quadrangle map, a portion of a county or city map, or other appropriate map) with enough detail to identify the location of the construction site and receiving waters within one mile of the site. □ Prepare a legible site map(s) or detailed site plan(s) and place into this appendix. The site plan or map should show the entire construction site with the following information:
the direction of north, property lines, and existing structures and roads; cut and fill slopes indicating the top and bottom of slope catch lines; approximate slopes, contours, and direction of stormwater flow before and after major grading activities; areas of soil disturbance and areas that will not be disturbed; locations of structural and nonstructural controls (BMPs) identified in the SWPPP; locations of off-site material, stockpiles, waste storage, borrow areas, and vehicle/equipment storage areas; locations of all surface water bodies, including wetlands; locations where stormwater or non-stormwater discharges off-site and/or to a surface water body, including wetlands; location of water quality sampling station(s), if sampling is required in the NPDES permit or by the local permitting authority; and areas where final stabilization has been accomplished and no further construction permit requirements apply.
53
DESIGNED BY: 15670 N.E. 85TH STREET P.O. BOX 97010 REDMOND, WA 98073-9710 PH. (425) 556-2701 NO.
DATE
BY
CKD.
REVISION
SECTION: 11 & 12
DRAWN BY:
TOWNSHIP: T25N
CHECKED BY:
RANGE:
DATE:
R5E
FILE:
X11030DRNPLAN.dwg
PROJECT NO.
SHEET
OF
DESIGNED BY: 15670 N.E. 85TH STREET P.O. BOX 97010 REDMOND, WA 98073-9710 PH. (425) 556-2701 NO.
DATE
BY
CKD.
REVISION
SECTION: 11 & 12
DRAWN BY:
TOWNSHIP: T25N
CHECKED BY:
RANGE:
DATE:
R5E
FILE:
X11030DRNPLAN.dwg
PROJECT NO.
SHEET
OF
DESIGNED BY: 15670 N.E. 85TH STREET P.O. BOX 97010 REDMOND, WA 98073-9710 PH. (425) 556-2701 NO.
DATE
BY
CKD.
REVISION
SECTION: 11 & 12
DRAWN BY:
TOWNSHIP: T25N
CHECKED BY:
RANGE:
DATE:
R5E
FILE:
X11030DRNPLAN.dwg
PROJECT NO.
SHEET
OF
DESIGNED BY: 15670 N.E. 85TH STREET P.O. BOX 97010 REDMOND, WA 98073-9710 PH. (425) 556-2701 NO.
DATE
BY
CKD.
REVISION
SECTION: 11 & 12
DRAWN BY:
TOWNSHIP: T25N
CHECKED BY:
RANGE:
DATE:
R5E
FILE:
X11030DRNPLAN.dwg
PROJECT NO.
SHEET
OF
NO.
DATE
BY
CKD.
REVISION
1721 8th Ave N Seattle, WA 98109
206 325 6877 bergerpartnership.com
15670 N.E. 85TH STREET P.O. BOX 97010 REDMOND, WA 98073-9710 PH. (425) 556-2701
FEDERAL AID #:
DESIGNED BY:
########
DRAWN BY:
SECTION: 11 & 12
CHECKED BY:
TOWNSHIP: T25N
DATE:
RANGE:
FILE:
R5E
NO.
DATE
BY
CKD.
REVISION
1721 8th Ave N Seattle, WA 98109
206 325 6877 bergerpartnership.com
15670 N.E. 85TH STREET P.O. BOX 97010 REDMOND, WA 98073-9710 PH. (425) 556-2701
FEDERAL AID #:
DESIGNED BY:
########
DRAWN BY:
SECTION: 11 & 12
CHECKED BY:
TOWNSHIP: T25N
DATE:
RANGE:
FILE:
R5E
DISCHARGE LOCATION
NO.
DATE
BY
CKD.
REVISION
1721 8th Ave N Seattle, WA 98109
206 325 6877 bergerpartnership.com
15670 N.E. 85TH STREET P.O. BOX 97010 REDMOND, WA 98073-9710 PH. (425) 556-2701
FEDERAL AID #:
DESIGNED BY:
########
DRAWN BY:
SECTION: 11 & 12
CHECKED BY:
TOWNSHIP: T25N
DATE:
RANGE:
FILE:
R5E
DISCHARGE LOCATION
NO.
DATE
BY
CKD.
REVISION
1721 8th Ave N Seattle, WA 98109
206 325 6877 bergerpartnership.com
15670 N.E. 85TH STREET P.O. BOX 97010 REDMOND, WA 98073-9710 PH. (425) 556-2701
FEDERAL AID #:
DESIGNED BY:
########
DRAWN BY:
SECTION: 11 & 12
CHECKED BY:
TOWNSHIP: T25N
DATE:
RANGE:
FILE:
R5E
DISCHARGE LOCATION DISCHARGE LOCATION
NO.
DATE
BY
CKD.
REVISION
1721 8th Ave N Seattle, WA 98109
206 325 6877 bergerpartnership.com
15670 N.E. 85TH STREET P.O. BOX 97010 REDMOND, WA 98073-9710 PH. (425) 556-2701
FEDERAL AID #:
DESIGNED BY:
########
DRAWN BY:
SECTION: 11 & 12
CHECKED BY:
TOWNSHIP: T25N
DATE:
RANGE:
FILE:
R5E
NO.
DATE
BY
CKD.
REVISION
1721 8th Ave N Seattle, WA 98109
206 325 6877 bergerpartnership.com
15670 N.E. 85TH STREET P.O. BOX 97010 REDMOND, WA 98073-9710 PH. (425) 556-2701
FEDERAL AID #:
DESIGNED BY:
########
DRAWN BY:
SECTION: 11 & 12
CHECKED BY:
TOWNSHIP: T25N
DATE:
RANGE:
FILE:
R5E
DISCHARGE LOCATION
NO.
DATE
BY
CKD.
REVISION
1721 8th Ave N Seattle, WA 98109
206 325 6877 bergerpartnership.com
15670 N.E. 85TH STREET P.O. BOX 97010 REDMOND, WA 98073-9710 PH. (425) 556-2701
FEDERAL AID #:
DESIGNED BY:
########
DRAWN BY:
SECTION: 11 & 12
CHECKED BY:
TOWNSHIP: T25N
DATE:
RANGE:
FILE:
R5E
DISCHARGE LOCATION
NO.
DATE
BY
CKD.
REVISION
1721 8th Ave N Seattle, WA 98109
206 325 6877 bergerpartnership.com
15670 N.E. 85TH STREET P.O. BOX 97010 REDMOND, WA 98073-9710 PH. (425) 556-2701
FEDERAL AID #:
DESIGNED BY:
########
DRAWN BY:
SECTION: 11 & 12
CHECKED BY:
TOWNSHIP: T25N
DATE:
RANGE:
FILE:
R5E
DISCHARGE LOCATION
DISCHARGE LOCATION
DISCHARGE LOCATION
NO.
DATE
BY
CKD.
REVISION
1721 8th Ave N Seattle, WA 98109
206 325 6877 bergerpartnership.com
15670 N.E. 85TH STREET P.O. BOX 97010 REDMOND, WA 98073-9710 PH. (425) 556-2701
FEDERAL AID #:
DESIGNED BY:
########
DRAWN BY:
SECTION: 11 & 12
CHECKED BY:
TOWNSHIP: T25N
DATE:
RANGE:
FILE:
R5E
DISCHARGE LOCATION
NO.
DATE
BY
CKD.
REVISION
1721 8th Ave N Seattle, WA 98109
206 325 6877 bergerpartnership.com
15670 N.E. 85TH STREET P.O. BOX 97010 REDMOND, WA 98073-9710 PH. (425) 556-2701
FEDERAL AID #:
DESIGNED BY:
########
DRAWN BY:
SECTION: 11 & 12
CHECKED BY:
TOWNSHIP: T25N
DATE:
RANGE:
FILE:
R5E
DISCHARGE LOCATION
DISCHARGE LOCATION
NO.
DATE
BY
CKD.
REVISION
1721 8th Ave N Seattle, WA 98109
206 325 6877 bergerpartnership.com
15670 N.E. 85TH STREET P.O. BOX 97010 REDMOND, WA 98073-9710 PH. (425) 556-2701
FEDERAL AID #:
DESIGNED BY:
########
DRAWN BY:
SECTION: 11 & 12
CHECKED BY:
TOWNSHIP: T25N
DATE:
RANGE:
FILE:
R5E
NO.
DATE
BY
CKD.
REVISION
1721 8th Ave N Seattle, WA 98109
206 325 6877 bergerpartnership.com
15670 N.E. 85TH STREET P.O. BOX 97010 REDMOND, WA 98073-9710 PH. (425) 556-2701
FEDERAL AID #:
DESIGNED BY:
########
DRAWN BY:
SECTION: 11 & 12
CHECKED BY:
TOWNSHIP: T25N
DATE:
RANGE:
FILE:
R5E
NO.
DATE
BY
CKD.
REVISION
1721 8th Ave N Seattle, WA 98109
206 325 6877 bergerpartnership.com
15670 N.E. 85TH STREET P.O. BOX 97010 REDMOND, WA 98073-9710 PH. (425) 556-2701
FEDERAL AID #:
DESIGNED BY:
########
DRAWN BY:
SECTION: 11 & 12
CHECKED BY:
TOWNSHIP: T25N
DATE:
RANGE:
FILE:
R5E
DISCHARGE LOCATION
NO.
DATE
BY
CKD.
REVISION
1721 8th Ave N Seattle, WA 98109
206 325 6877 bergerpartnership.com
15670 N.E. 85TH STREET P.O. BOX 97010 REDMOND, WA 98073-9710 PH. (425) 556-2701
FEDERAL AID #:
DESIGNED BY:
########
DRAWN BY:
SECTION: 11 & 12
CHECKED BY:
TOWNSHIP: T25N
DATE:
RANGE:
FILE:
R5E
Stormwater Pollution Prevention Plan
Appendix B – Construction BMPs
INSTRUCTIONS □ The following includes a list of the BMPs to be implemented on the site. Go to the applicable SWMM, photocopy the BMP fact sheets in Section ????, then insert a hardcopy of the fact sheets into this appendix. The facts sheets provide a descriptive narrative and construction/installation details for each BMP. . Preserving Natural Vegetation (BMP C101) Buffer Zones (BMP C102) High Visibility Plastic or Metal Fence (BMP C103) Stake and Wire Fence (BMP C104) Alternative BMP not included in the SWMMWW (2005) or SWMMEW (2004)Stabilized Construction Entrance (BMP C105) Wheel Wash (BMP C106) Construction Road/Parking Area Stabilization (BMP C107) Water Bars (BMP C203) may also be applicable. Alternative BMP not included in the SWMMWW (2005) or SWMMEW (2004)Sediment Trap (BMP C240) Infiltration Trench Alternative BMP not included in the SWMMWW (2005) or SWMMEW (2004)Straw Bale Barrier (BMP C230) Silt Fence (BMP C233) Straw Wattles (BMP C235) Storm Drain Inlet Protection (BMP C220) Temporary and Permanent Seeding (BMP C120)
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Stormwater Pollution Prevention Plan
Mulching (BMP C121) Plastic Covering (BMP C123) Topsoiling (BMP C125) Dust Control (BMP C140) Early application of gravel base on areas to be paved Alternative BMP not included in the SWMMWW (2005) or SWMMEW (2004)Temporary and Permanent Seeding (BMP C120) Surface Roughening (BMP C130)) Interceptor Dike and Swale (BMP C200) Grass-Lined Channels (BMP C201) Level Spreader (BMP C206) Straw Wattles (BMP C235) Grass-Lined Channels (BMP C201) Triangular Silt Dike (Geotextile-Encased Check Dam - BMP C208) Outlet Protection (BMP C209) Alternative BMP not included in the SWMMWW (2005) or SWMMEW (2004)
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Stormwater Pollution Prevention Plan
Appendix C â&#x20AC;&#x201C; Alternative BMPs The following includes a list of possible alternative BMPs for each of the 12 elements not described in the main SWPPP text. This list can be referenced in the event a BMP for a specific element is not functioning as designed and an alternative BMP needs to be implemented. Element #1 - Mark Clearing Limits
Element #2 - Establish Construction Access
Element #3 - Control Flow Rates
Element #4 - Install Sediment Controls
Advanced BMPs: Element #5 - Stabilize Soils
Element #6 - Protect Slopes
Element #8 - Stabilize Channels and Outlets
Element #10 - Control Dewatering
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Stormwater Pollution Prevention Plan
Additional Advanced BMPs to Control Dewatering:
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Stormwater Pollution Prevention Plan
Appendix D â&#x20AC;&#x201C; General Permit
INSTRUCTIONS â&#x2013;Ą Insert the completed general permit into this appendix.
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Stormwater Pollution Prevention Plan
Appendix E â&#x20AC;&#x201C; Site Inspection Forms (and Site Log) The results of each inspection shall be summarized in an inspection report or checklist that is entered into or attached to the site log book. It is suggested that the inspection report or checklist be included in this appendix to keep monitoring and inspection information in one document, but this is optional. However, it is mandatory that this SWPPP and the site inspection forms be kept onsite at all times during construction, and that inspections be performed and documented as outlined below. At a minimum, each inspection report or checklist shall include: a.
Inspection date/times
b.
Weather information: general conditions during inspection, approximate amount of precipitation since the last inspection, and approximate amount of precipitation within the last 24 hours.
c.
A summary or list of all BMPs that have been implemented, including observations of all erosion/sediment control structures or practices.
d.
The following shall be noted: i.
locations of BMPs inspected,
ii.
locations of BMPs that need maintenance,
iii.
the reason maintenance is needed,
iv. locations of BMPs that failed to operate as designed or intended, and v.
locations where additional or different BMPs are needed, and the reason(s) why
e.
A description of stormwater discharged from the site. The presence of suspended sediment, turbid water, discoloration, and/or oil sheen shall be noted, as applicable.
f.
A description of any water quality monitoring performed during inspection, and the results of that monitoring.
g.
General comments and notes, including a brief description of any BMP r repairs, maintenance or installations made as a result of the inspection.
h.
A statement that, in the judgment of the person conducting the site inspection, the site is either in compliance or out of compliance with the terms and conditions of the SWPPP and the NPDES 60
Stormwater Pollution Prevention Plan
permit. If the site inspection indicates that the site is out of compliance, the inspection report shall include a summary of the remedial actions required to bring the site back into compliance, as well as a schedule of implementation. i.
Name, title, and signature of person conducting the site inspection; and the following statement: â&#x20AC;&#x153;I certify under penalty of law that this report is true, accurate, and complete, to the best of my knowledge and beliefâ&#x20AC;?.
When the site inspection indicates that the site is not in compliance with any terms and conditions of the NPDES permit, the Permittee shall take immediate action(s) to: stop, contain, and clean up the unauthorized discharges, or otherwise stop the noncompliance; correct the problem(s); implement appropriate Best Management Practices (BMPs), and/or conduct maintenance of existing BMPs; and achieve compliance with all applicable standards and permit conditions. In addition, if the noncompliance causes a threat to human health or the environment, the Permittee shall comply with the Noncompliance Notification requirements in Special Condition S5.F of the permit. INSTRUCTIONS â&#x2013;Ą The following provides a basis for a site inspection form. This particular form is optional and not required. However, if this form or a similar form is not used, the site inspection information required under this SWPPP and General Permit must still be included in the site log book. This form may be edited, replicated, and placed in this Appendix to function as the site log book for inspection and monitoring requirements. This will keep all SWPPP and monitoring information for the construction site in the same location for easy reference.
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Site Inspection Form General Information Project Name: Inspector Name: Date: Inspection Type:
Title: CESCL # : Time: □ □ □ □
After a rain event Weekly Turbidity/transparency benchmark exceedance Other
Weather Precipitation Since last inspection Description of General Site Conditions:
In last 24 hours
Inspection of BMPs Element 1: Mark Clearing Limits BMP: Location
Inspected Y N
Functioning Y N NIP
Problem/Corrective Action
Functioning Y N NIP
Problem/Corrective Action
BMP: Location
Inspected Y N
Element 2: Establish Construction Access BMP: Inspected Functioning Location Y N Y N NIP
Problem/Corrective Action
BMP: Location
Inspected Y N
Functioning Y N NIP 62
Problem/Corrective Action
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Element 3: Control Flow Rates BMP: Inspected Location Y N
Functioning Y N NIP
Problem/Corrective Action
Functioning Y N NIP
Problem/Corrective Action
BMP: Location
Inspected Y N
Element 4: Install Sediment Controls BMP: Inspected Functioning Location Y N Y N NIP
Problem/Corrective Action
BMP: Location
Inspected Y N
Functioning Y N NIP
Problem/Corrective Action
Inspected Y N
Functioning Y N NIP
Problem/Corrective Action
Inspected Y N
Functioning Y N NIP
Problem/Corrective Action
Inspected Y N
Functioning Y N NIP
Problem/Corrective Action
BMP: Location
BMP: Location
BMP: Location
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Element 5: Stabilize Soils BMP: Inspected Location Y N
Functioning Y N NIP
Problem/Corrective Action
Inspected Y N
Functioning Y N NIP
Problem/Corrective Action
Inspected Y N
Functioning Y N NIP
Problem/Corrective Action
Inspected Y N
Functioning Y N NIP
Problem/Corrective Action
Element 6: Protect Slopes BMP: Inspected Location Y N
Functioning Y N NIP
Problem/Corrective Action
Inspected Y N
Functioning Y N NIP
Problem/Corrective Action
Inspected Y N
Functioning Y N NIP
Problem/Corrective Action
BMP: Location
BMP: Location
BMP: Location
BMP: Location
BMP: Location
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Element 7: Protect Drain Inlets BMP: Inspected Location Y N
Functioning Y N NIP
Problem/Corrective Action
Inspected Y N
Functioning Y N NIP
Problem/Corrective Action
Inspected Y N
Functioning Y N NIP
Problem/Corrective Action
BMP: Location
BMP: Location
Element 8: Stabilize Channels and Outlets BMP: Inspected Functioning Location Y N Y N NIP
Problem/Corrective Action
BMP: Location
Inspected Y N
Functioning Y N NIP
Problem/Corrective Action
Inspected Y N
Functioning Y N NIP
Problem/Corrective Action
Inspected
Functioning
Problem/Corrective Action
BMP: Location
BMP: Location
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Y N
Y N NIP
Element 9: Control Pollutants BMP: Inspected Location Y N
Functioning Y N NIP
Problem/Corrective Action
Functioning Y N NIP
Problem/Corrective Action
Functioning Y N NIP
Problem/Corrective Action
Inspected Y N
Functioning Y N NIP
Problem/Corrective Action
Inspected Y N
Functioning Y N NIP
Problem/Corrective Action
BMP: Location
Inspected Y N
Element 10: Control Dewatering BMP: Inspected Location Y N
BMP: Location
BMP: Location
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Stormwater Discharges From the Site Observed? Problem/Corrective Action Y N Location Turbidity Discoloration Sheen Location Turbidity Discoloration Sheen Water Quality Monitoring Was any water quality monitoring conducted? □ Yes If water quality monitoring was conducted, record results here:
□ No
If water quality monitoring indicated turbidity 250 NTU or greater; or transparency 6 cm or less, was Ecology notified by phone within 24 hrs? □ Yes □ No If Ecology was notified, indicate the date, time, contact name and phone number below: Date: Time: Contact Name: Phone #: General Comments and Notes Include BMP repairs, maintenance, or installations made as a result of the inspection. Were Photos Taken? □ Yes □ No If photos taken, describe photos below:
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Appendix F – Engineering Calculations
INSTRUCTIONS □ Insert hard copies of all engineering calculations.
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REDMOND CENTRAL CONNECTOR PEAK BASIN FLOWS
Basin Name Basin A Basin B Basin C Basin D** Basin E Basin F Basin G* Basin H Basin I* Basin I* Basin J* Basin K
2‐yr 0.282 0.232 0.225 0.36 0.068 0.151 NA 0.183 NA NA NA
Peak 15‐min Basin Flow without LID (cfs) 10‐yr 25‐yr 0.686 0.687 0.314 0.459 0.305 0.441 0.489 0.691 0.092 0.135 0.204 0.293 NA NA 0.249 0.366 NA NA NA NA NA NA
100‐yr 1.28 0.725 0.653 0.951 0.247 0.424 NA 0.638 NA NA NA
Flows based on KCRTS 15‐min Time Series *No improvements are proposed within these leased basins **Parking lot area from Basin D flows to Leary Way outfall
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Appendix I â&#x20AC;&#x201D; NE 76 Street Landscape & Irrigation Record Drawings