CivilPlans_PW24-016_PW24-017Counter Complete
MAR 13 2024
GRAPHIC SCALE
0 200 400
1 INCH = 200 FEET (22"x34")
1 INCH = 400 FEET (11"x17)
APPLICANT
GREG KRABBE
McCORMICK COMMUNITIES LLC
805 KIRKLAND AVE, SUITE 200
KIRKLAND, WA 98033
ENGINEER/SURVEYOR
JEREMY HAUG/ STEVE WOODS
CONTOUR ENGINEERING LLC
P.O. BOX 949 GIG HARBOR, WA 98335
(253) 857-5454
GEOTECHNICAL ENGINEER
RILEY GROUP
17522 BOTHELL WAY NE,
BOTHELL, WA 98011
(425) 415-0551
WETLAND BIOLOGIST
SOUNDVIEW CONSULTANTS
2907 HARBORVIEW DR., SUITE D
GIG HARBOR, WA 98335
(253) 514-8952
SITE DATA
TOTAL NORTH PHASE III AREA: 115.74 ACRES
PARCEL NUMBER(S): 052301-4-013-2000, 052301-4-029-2002,
AND 052301-3-011-2005
AREA OF MODIFICATION PARCELS: 51.04 ACRES
ZONING:
R3 - RESIDENTIAL 3
CMU - COMMERCIAL MIXED USE
DRAWING
INDEX
#
SHEET
DESCRIPTION
1
C1
COVER SHEET
2
C2
EXISTING CONDITIONS
3
C3
EXISTING CONDITIONS
4
C4
EXISTING CONDITIONS
5
C5
HORIZONTAL CONTROL PLAN
6
C6
HORIZONTAL CONTROL PLAN
7
C7
HORIZONTAL CONTROL PLAN
8
C8
TESC PLAN
9
C9
TESC PLAN
10
C10
TESC PLAN
11
C11
TESC PLAN
12
C12
TESC PLAN
13
C13
TESC NOTES AND DETAILS
14
C14
OVERALL GRADING AND UTILITY PLAN
15
C15
OVERALL GRADING AND UTILITY PLAN
16
C16
OVERALL GRADING AND UTILTIY PLAN
17
C17
STORM PLAN AND PROFILE
18
C18
STORM PLAN AND PROFILE
19
C19
STORM PLAN AND PROFILE
20
C20
STORM PLAN AND PROFILE
21
C21
STORM PLAN AND PROFILE
22
C22
STORM PLAN AND PROFILE
23
C23
STORM PLAN AND PROFILE
24
C24
STORM PLAN AND PROFILE
25
C25
STORM PLAN AND PROFILE
26
C26
STORM PLAN AND PROFILE
27
C27
DETENTION POND PLAN
28
C28
DETENTION POND PROFILE
29
C29
DETENTION POND DETAILS
30
C30
TEMPORARY SEDIMENT TRAPS
31
C31
TEMPORARY SEDIMENT TRAPS
32
C32
TEMPORARY SEDIMENT TRAPS
33
C33
NOTES AND DETAILS
34
C34
NOTES AND DETAILS
35
C35
NOTES AND DETAILS
36
C36
NOTES AND DETAILS
PROPERTY LINES AND LOT LINES SHOWN HERE PER PLAT MAJOR
MODIFICATION LU21-PLAT MAJOR MOD-01 CURRENTLY UNDER REVIE"
VERIFICATION NOTE
ALL EXISTING UTILITIES IN THE CONSTRUCTION AREA SHALL BE
IDENTIFIED AND VERIFIED FOR DEPTH AND LOCATION PRIOR TO ANY
CONSTRUCTION ACTIVITIES SO TO IDENTIFY ANY POTENTIAL CONFLICTS
WITH PROPOSED CONSTRUCTION. CONTACT PROJECT ENGINEER
IMMEDIATELY IF ANY CONFLICTS ARE IDENTIFIED.
PRIOR TO ANY CONSTRUCTION ACTIVITIES, VERIFY EXISTING
TOPOGRAPHY IS CONSISTENT WITH WHAT IS SHOWN ON PLANS AND IF
THERE ARE ANY POTENTIAL CONFLICTS WITH PROPOSED CONSTRUCTION
ACTIVITIES. CONTACT PROJECT ENGINEER IMMEDIATELY IF ANY
CONFLICTS ARE IDENTIFIED.
M C C O R M I C K WEST, DIVISION 15 City of Port Orchard
Community Development
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Date: 2024.03.12
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12 March 2024
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ENGINEER:
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DRAWN:
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R01E WM
DATE: 12 March 2024
REVISED:
PROJECT:
23-121
DWG NAME:
23-121-C
SHEET
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1 OF 36
PW24-016 / PW24-017
GRAPHIC SCALE
0 60 120
1 INCH = 60 FEET (22"x34")
1 INCH =120 FEET (11"x17")
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WITH PROPOSED CONSTRUCTION. CONTACT PROJECT ENGINEER
IMMEDIATELY IF ANY CONFLICTS ARE IDENTIFIED.
PRIOR TO ANY CONSTRUCTION ACTIVITIES, VERIFY EXISTING
TOPOGRAPHY IS CONSISTENT WITH WHAT IS SHOWN ON PLANS AND IF
THERE ARE ANY POTENTIAL CONFLICTS WITH PROPOSED CONSTRUCTION
ACTIVITIES. CONTACT PROJECT ENGINEER IMMEDIATELY IF ANY
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ENGINEER:
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DRAWN:
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S8 T23 N
R01E WM
DATE: 12 March 2024
REVISED:
PROJECT: 23-121
DWG NAME:
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IDENTIFIED AND VERIFIED FOR DEPTH AND LOCATION PRIOR TO ANY
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WITH PROPOSED CONSTRUCTION. CONTACT PROJECT ENGINEER
IMMEDIATELY IF ANY CONFLICTS ARE IDENTIFIED.
PRIOR TO ANY CONSTRUCTION ACTIVITIES, VERIFY EXISTING
TOPOGRAPHY IS CONSISTENT WITH WHAT IS SHOWN ON PLANS AND IF
THERE ARE ANY POTENTIAL CONFLICTS WITH PROPOSED CONSTRUCTION
ACTIVITIES. CONTACT PROJECT ENGINEER IMMEDIATELY IF ANY
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DESIGNER:
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ENGINEER:
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DRAWN:
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S8 T23 N
R01E WM
DATE: 12 March 2024
REVISED:
PROJECT: 23-121
DWG NAME:
23-121-C
SHEET
REV.
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GRAPHIC SCALE
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ALL EXISTING UTILITIES IN THE CONSTRUCTION AREA SHALL BE
IDENTIFIED AND VERIFIED FOR DEPTH AND LOCATION PRIOR TO ANY
CONSTRUCTION ACTIVITIES SO TO IDENTIFY ANY POTENTIAL CONFLICTS
WITH PROPOSED CONSTRUCTION. CONTACT PROJECT ENGINEER
IMMEDIATELY IF ANY CONFLICTS ARE IDENTIFIED.
PRIOR TO ANY CONSTRUCTION ACTIVITIES, VERIFY EXISTING
TOPOGRAPHY IS CONSISTENT WITH WHAT IS SHOWN ON PLANS AND IF
THERE ARE ANY POTENTIAL CONFLICTS WITH PROPOSED CONSTRUCTION
ACTIVITIES. CONTACT PROJECT ENGINEER IMMEDIATELY IF ANY
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CALL 811 AT LEAST 48
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DESIGNER:
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ENGINEER:
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DRAWN.
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S8 T23 N
R01E WM
DATE: 12 March 2024
REVISED:
PROJECT: 23-121
DWG NAME:
23-121-C
SHEET
REV.
C4
4 OF 36
GRAPHIC SCALE
0 60 120
1 INCH = 60 FEET (22"x34")
1 INCH = 120 FEET (11"x17")
MCCORMICK WEST, DIVISION 15
A PORTION OF SECTION 8, TOWNSHIP 23N, RANGE 01 E, W.M.,
CITY OF PORT ORCHARD, KITSAP COUNTY, WASHINGTON
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BASIS OF BEARING
GRID NORTH. BASED UPON GLOBAL POSITIONING SYSTEM
(GPS) LAMBERT GRID WASHINGTON STATE NORTH ZONE
COORDINATES. THE NORTH AMERICAN DATUM OF
1983/2011 (NAD 83/2011 EPOCH 2O10.00) GRID
COORDINATES WERE FOUND TO BE 189899.60 /
1177628.83 AT A BRASS DISK IN CONCRETE, INCASED AT
THE NORTH QUARTER CORNER OF SECTION 08,
TOWNSHIP 21 NORTH, RANGE 1 EAST, W.M.. THE INVERSE
OF BOTH THE SEA LEVEL CORRECTION FACTOR OF
0.9999808534 AND THE GRID SCALE FACTOR OF
0.9999990407 WAS APPLIED TO THE GRID COORDINATES
FOR SHOWN GROUND DISTANCES.
SURVEYOR'S NOTES
1) THE MONUMENT CONTROL SHOWN FOR THIS SITE WAS
ACCOMPLISHED BY FIELD TRAVERSE UTILIZING A TWO
(2) SECOND THEODOLITE WITH INTEGRAL ELECTRONIC
DISTANCE MEASURING METER (TRIMBLE S-3) AND REAL
TIME KINEMATIC (RTK) / STATIC GLOBAL POSITIONING
SYSTEM (TRIMBLE R-8). LINEAR AND ANGULAR
CLOSURE OF THE TRAVERSES MEET THE STANDARDS
OF WAC 332-130-090.
2) UTILITIES OTHER THAN THOSE SHOWN MAY EXIST ON
THIS SITE. ONLY THOSE WHICH ARE VISIBLE OR
HAVING VISIBLE EVIDENCE OF THEIR INSTALLATION
ARE SHOWN HEREON.
3) THIS SURVEY REPRESENTS PHYSICAL IMPROVEMENT
CONDITIONS AS THEY EXISTED JANUARY 03, 2024 THE
DATE OF THIS FIELD SURVEY.
4) LEGAL DESCRIPTION NOT PROVIDED. NO ADDITIONAL
RESEARCH HAS BEEN ATTEMPTED.
5) OFFSET DIMENSIONS SHOWN HEREON ARE MEASURED
PERPENDICULAR TO PROPERTY LINES.
6) IT IS NOT THE INTENT OF THIS SURVEY TO SHOW
EASEMENTS OR RESERVATIONS WHICH MAY EFFECT
THIS SITE.
VERTICAL DATUM
BASE: COUNTY CORS STATION "PRDY"
ELEVATION= 345.462' (NAVD 88)
LEGAL DESCRIPTIONS
PARCEL: 5696-000-134-0007
TRACT 1A (FUTURE DEVELOPMENT), MCCORMICK WEST
DIVISION 11, ACCORDING TO THE PLAT RECORDED IN
VOLUME 35 OF PLATS, PAGES 234-244, AN AMENDMENT
OF VOLUME 35, PAGE(S) 214-223, INCLUSIVE, RECORDS
OF KITSAP COUNTY, WASHINGTON; SITUATE IN KITSAP
COUNTY, WASHINGTON.
PARCEL: 5706-000-275-0004
TRACT 12-2-15 (FUTURE DEVELOPMENT), MCCORMICK
WEST DIVISION 12, PHASE 2, ACCORDING TO THE PLAT
RECORDED IN VOLUME 36 OF PLATS, PAGE(S) 61-71,
INCLUSIVE, RECORDS OF KITSAP COUNTY, WASHINGTON;
SITUATE IN KITSAP COUNTY, WASHINGTON.
PARCEL: 5706-000-276-0003
TRACT 12-2-16 (FUTURE DEVELOPMENT), MCCORMICK
WEST DIVISION 12, PHASE 2, ACCORDING TO THE PLAT
RECORDED IN VOLUME 36 OF PLATS, PAGE(S) 61-71,
INCLUSIVE, RECORDS OF KITSAP COUNTY, WASHINGTON;
SITUATE IN KITSAP COUNTY, WASHINGTON.
PARCEL: 5706-000-283-0004
TRACT 12-2-23 (FUTURE DEVELOPMENT), MCCORMICK
WEST DIVISION 12, PHASE 2, ACCORDING TO THE PLAT
RECORDED IN VOLUME 36 OF PLATS, PAGE(S) 61-71,
INCLUSIVE, RECORDS OF KITSAP COUNTY, WASHINGTON;
SITUATE IN KITSAP COUNTY, WASHINGTON.
PARCEL: 5696-000-150-0006
TRACT 1S (FUTURE DEVELOPMENT), MCCORMICK WEST
DIVISION 11, ACCORDING TO THE PLAT RECORDED IN
VOLUME 35 OF PLATS, PAGE(S) 234-244, INCLUSIVE,
RECORDS OF KITSAP COUNTY, WASHINGTON; SITUATE IN
KITSAP COUNTY, WASHINGTON.
PARCEL: 5696-000-143-0006
TRACT 1K (OPEN SPACE), MCCORMICK WEST DIVISION
11, ACCORDING TO THE PLAT RECORDED IN VOLUME 35
OF PLATS, PAGE(S) 234-244. INCLUSIVE, RECORDS OF
KITSAP COUNTY, WASHINGTON, SITUATE IN KITSAP
COUNTY, WASHINGTON.
PARCEL: 5706-000-281-0006
TRACT 12-2-21 (FUTURE DEVELOPMENT), MCCORMICK
WEST DIVISION 12, PHASE 2, ACCORDING TO THE PLAT
RECORDED IN VOLUME 36 OF PLATS. PAGE(S) 61-71,
INCLUSIVE, RECORDS OF KITSAP COUNTY, WASHINGTON,
SITUATE IN KITSAP COUNTY, WASHINGTON.
VERIFICATION NOTE
ALL EXISTING UTILITIES IN THE CONSTRUCTION AREA SHALL BE
IDENTIFIED AND VERIFIED FOR DEPTH AND LOCATION PRIOR TO ANY
CONSTRUCTION ACTIVITIES SO TO IDENTIFY ANY POTENTIAL CONFLICTS
WITH PROPOSED CONSTRUCTION. CONTACT PROJECT ENGINEER
IMMEDIATELY IF ANY CONFLICTS ARE IDENTIFIED.
PRIOR TO ANY CONSTRUCTION ACTIVITIES, VERIFY EXISTING
TOPOGRAPHY IS CONSISTENT WITH WHAT IS SHOWN ON PLANS AND IF
THERE ARE ANY POTENTIAL CONFLICTS WITH PROPOSED CONSTRUCTION
ACTIVITIES. CONTACT PROJECT ENGINEER IMMEDIATELY IF ANY
CONFLICTS ARE IDENTIFIED.
CALL 811 AT LEAST 48
HOURS BEFORE YOU DIG
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ENGINEER:
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DRAWN:
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S8 T23 N
R01E WM
DATE: 12 March 2024
REVISED:
PROJECT: 23-121
DWG NAME:
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SHEET
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5 OF 36
GRAPHIC SCALE MCCORMICK WEST, DIVISION 15
0 60 120 A PORTION OF SECTION 8, TOWNSHIP 23N, RANGE 01 E, W.M.,
1 INCH = 60 FEET(22"x34") CITY OF PORT ORCHARD, KITSAP COUNTY, WASHINGTON
1 INCH = 120 FEET (11"x17")
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VERIFICATION NOTE
ALL EXISTING UTILITIES IN THE CONSTRUCTION AREA SHALL BE
IDENTIFIED AND VERIFIED FOR DEPTH AND LOCATION PRIOR TO ANY
CONSTRUCTION ACTIVITIES SO TO IDENTIFY ANY POTENTIAL CONFLICTS
WITH PROPOSED CONSTRUCTION. CONTACT PROJECT ENGINEER
IMMEDIATELY IF ANY CONFLICTS ARE IDENTIFIED.
PRIOR TO ANY CONSTRUCTION ACTIVITIES, VERIFY EXISTING
TOPOGRAPHY IS CONSISTENT WITH WHAT IS SHOWN ON PLANS AND IF
THERE ARE ANY POTENTIAL CONFLICTS WITH PROPOSED CONSTRUCTION
ACTIVITIES. CONTACT PROJECT ENGINEER IMMEDIATELY IF ANY
CONFLICTS ARE IDENTIFIED.
CALL 811 AT LEAST 48
HOURS BEFORE YOU DIG
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ENGINEER:
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DRAWN:
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S8 T23 N
R01E WM
DATE: 12 March 2024
REVISED:
PROJECT: 23-121
DWG NAME:
23-121-C
SHEET
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GRAPHIC SCALE
0 60 120
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A PORTION OF SECTION 8, TOWNSHIP 23N, RANGE 01 E, W.M.,
CITY OF PORT ORCHARD, KITSAP COUNTY, WASHINGTON
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IDENTIFIED AND VERIFIED FOR DEPTH AND LOCATION PRIOR TO ANY
CONSTRUCTION ACTIVITIES SO TO IDENTIFY ANY POTENTIAL CONFLICTS
WITH PROPOSED CONSTRUCTION. CONTACT PROJECT ENGINEER
IMMEDIATELY IF ANY CONFLICTS ARE IDENTIFIED.
PRIOR TO ANY CONSTRUCTION ACTIVITIES, VERIFY EXISTING
TOPOGRAPHY IS CONSISTENT WITH WHAT IS SHOWN ON PLANS AND IF
THERE ARE ANY POTENTIAL CONFLICTS WITH PROPOSED CONSTRUCTION
ACTIVITIES. CONTACT PROJECT ENGINEER IMMEDIATELY IF ANY
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DESIGNER:
M. GOULARTE
ENGINEER:
J. HAUG
DRAWN:
V. KRAL
S8 T23 N
R01E WM
DATE: 12 March 2024
REVISED:
PROJECT: 23-121
DWG NAME:
23-121-C
SHEET
REV.
C7
7 OF 36
GRAPHIC SCALE
0 40 80
1 INCH = 40 FEET (22"x34")
1 INCH = 80 FEET (11"x17)
MCCORMICK WEST, DIVISION 15
A PORTION OF SECTION 8, TOWNSHIP 23N, RANGE 01 E, W.M.,
CITY OF PORT ORCHARD, KITSAP COUNTY, WASHINGTON
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MU MULCHING NOTE
X FF FILTER FABRIC FENCE
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CL CLEARING LIMITS
(31.284 ACRES)
CE CONSTRUCTION
ENTRANCE C13
BMP C234 VEGETATED STRIP
VS SEE WSDOE WESTERN
WASHINGTON 2019 STORMWATER
DESIGN MANUAL.
OP OUTFALL PROTECTION
PER BMP C2094
C13
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WITH CHECK DAMS 5 6
PER BMP C201 C13 c13
PER BMP C207
/ \ \ WL- 61
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CONSTRUCTION SEOUENCE
1. HOLD A PRE -CONSTRUCTION MEETING WITH THE CITY AND OBTAIN
REQUIRED PERMITS.
2. FIELD LOCATE AND VERIFY ALL EXISTING SERVICES AND UTILITIES
WITHIN THE PROJECT AREA. SEE VERIFICATION NOTE. FIELD VERIFY
HORIZONTAL AND VERTICAL LOCATIONS OF UTILITIES AND UTILITY
CONNECTIONS, AND PROVIDE INFORMATION TO PROJECT ENGINEER.
3. ESTABLISH CLEARING AND GRADING LIMITS.
4. CONSTRUCT PERIMETER SILT FENCES, TREE PROTECTION FENCES,
SEDIMENT POND, AND OTHER EROSION CONTROL MEASURES AS
NEEDED.
5. INSTALL PERMANENT STORM SYSTEM FOR UTILIZATION OF
CONSTRUCTION RUNOFF TO TESC POND.
6. SCHEDULE CLEARING LIMITS, TREE PROTECTION AND EROSION
CONTROL INSPECTIONS WITH THE CITY.
7. POTHOLE ALL EXISTING UTILITIES WITHIN CONSTRUCTION AREA.
SEE VERIFICATION NOTE, THIS SHEET
8. CONSTRUCT IMPROVEMENTS PER PLANS.
9. STABILIZE ALL EXPOSED SOILS.
10. CONTRACTOR SHALL CLEAN SEDIMENT POND AS NEEDED DURING
CONSTRUCTION.
11.ARRANGE FINAL INSPECTION WITH THE CITY.
12. ON -SITE SILTATION FENCE TO REMAIN UNTIL THE SITE IS
STABILIZED TO THE APPROVAL OF THE INSPECTOR.
13.REMOVE TESC MEASURES WHEN ALLOWED BY THE CITY INSPECTOR.
VERIFICATION NOTE
ALL EXISTING UTILITIES IN THE CONSTRUCTION AREA SHALL BE
IDENTIFIED AND VERIFIED FOR DEPTH AND LOCATION PRIOR TO ANY
CONSTRUCTION ACTIVITIES SO TO IDENTIFY ANY POTENTIAL CONFLICTS
WITH PROPOSED CONSTRUCTION. CONTACT PROJECT ENGINEER
IMMEDIATELY IF ANY CONFLICTS ARE IDENTIFIED.
PRIOR TO ANY CONSTRUCTION ACTIVITIES, VERIFY EXISTING
TOPOGRAPHY IS CONSISTENT WITH WHAT IS SHOWN ON PLANS AND IF
THERE ARE ANY POTENTIAL CONFLICTS WITH PROPOSED CONSTRUCTION
ACTIVITIES. CONTACT PROJECT ENGINEER IMMEDIATELY IF ANY
CONFLICTS ARE IDENTIFIED.
CALL 811 AT LEAST 48
HOURS BEFORE YOU DIG
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DESIGNER:
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ENGINEER:
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DRAWN:
V. KRAL
S8 T23 N
R01E WM
DATE: 12 March 2024
REVISED:
PROJECT: 23-121
DWG NAME:
23-121-C
SHEET
REV.
C8
8 OF 36
GRAPHIC SCALE
0 40 80
1 INCH = 40 FEET (22"x34")
1 INCH = 80 FEET (11"x17)
MCCORMICK WEST, DIVISION 15
A PORTION OF SECTION 8, TOWNSHIP 23N, RANGE 01 E, W.M.,
CITY OF PORT ORCHARD, KITSAP COUNTY, WASHINGTON
DEPARTMENT OF ECOLOGY BMP T5.13: POST
ASS — — — SS — SS —CONSTRUCTION SOIL QUALITY AND DEPTH
518— _-516— —514— -512 — 512`' P
_ —512 — — 510 c —508— �o�/ SOIL RETENTION. RETAIN, IN AN UNDISTURBED STATE, THE DUFF LAYER AND NATIVE
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- TOPSOIL TO THE MAXIMUM EXTENT PRACTICABLE. IN ANY AREAS REQUIRING GRADING,
��REMOVE AND STOCKPILE THE DUFF LAYER AND TOPSOIL ON SITE IN A DESIGNATED,
/ - CONTROLLED AREA, NOT ADJACENT TO PUBLIC RESOURCES AND CRITICAL AREAS, TO BE
REAPPLIED TO OTHER PORTIONS OF THE SITE WHERE FEASIBLE.
SOIL QUALITY. ALL AREAS SUBJECT TO CLEARING AND GRADING THAT HAVE NOT BEEN
_ COVERED BY IMPERVIOUS SURFACE, INCORPORATED INTO A DRAINAGE FACILITY OR
I — —ENGINEERED AS STRUCTURAL FILL OR SLOPE SHALL, AT PROJECT COMPLETION,
DEMONSTRATE THE FOLLOWING:
A TOPSOIL LAYER WITH A MINIMUM ORGANIC MATTER CONTENT OF 10% DRY WEIGHT
IN PLANTING BEDS, AND 5% ORGANIC MATTER CONTENT IN TURF AREAS, AND A PH
FROM 6.0 TO 8.0 OR MATCHING THE PH OF THE UNDISTURBED SOIL. THE TOPSOIL
LAYER SHALL HAVE A MINIMUM DEPTH OF EIGHT INCHES EXCEPT WHERE TREE ROOTS
CL LIMIT THE DEPTH OF INCORPORATION OF AMENDMENTS NEEDED TO MEET THE
CRITERIA. SUBSOILS BELOW THE TOPSOIL LAYER SHOULD BE SCARIFIED AT LEAST 4
INCHES WITH SOME INCORPORATION OF THE UPPER MATERIAL TO AVOID STRATIFIED
LAYERS, WHERE FEASIBLE.
MULCH PLANTING BEDS WITH 2 INCHES OF ORGANIC MATERIAL
USE COMPOST AND OTHER MATERIALS THAT MEET THESE ORGANIC CONTENT
REQUIREMENTS:
THE ORGANIC CONTENT FOR "PRE -APPROVED" AMENDMENT RATES CAN BE MET ONLY
USING COMPOST MEETING THE COMPOST SPECIFICATION FOR BMP T7.30:
BIORETENTION, WITH THE EXCEPTION THAT THE COMPOST MAY HAVE UP TO 35%
BIOSOLIDS OR MANURE.
THE COMPOST MUST ALSO HAVE AN ORGANIC MATTER CONTENT OF 40% TO 65%, AND
A CARBON TO NITROGEN RATIO BELOW 25:1.
THE CARBON TO NITROGEN RATIO MAY BE AS HIGH AS 35:1 FOR PLANTINGS COMPOSED
ENTIRELY OF PLANTS NATIVE TO THE PUGET SOUND LOWLANDS REGION.
CALCULATED AMENDMENT RATES MAY BE MET THROUGH USE OF COMPOSTED MATERIAL
MEETING (A.) ABOVE; OR OTHER ORGANIC MATERIALS AMENDED TO MEET THE CARBON
TO NITROGEN RATIO REQUIREMENTS, AND NOT EXCEEDING THE CONTAMINANT LIMITS
IDENTIFIED IN TABLE 220-B, TESTING PARAMETERS, IN WAC 173-350-220.
THE RESULTING SOIL SHOULD BE CONDUCIVE TO THE TYPE OF VEGETATION TO BE
ESTABLISHED.
IMPLEMENTATION OPTIONS: THE SOIL QUALITY DESIGN GUIDELINES
LISTED ABOVE CAN BE MET BY USING ONE OF THE METHODS LISTED BELOW:
LEAVE UNDISTURBED NATIVE VEGETATION AND SOIL, AND PROTECT FROM COMPACTION
DURING CONSTRUCTION.
AMEND EXISTING SITE TOPSOIL OR SUBSOIL EITHER AT DEFAULT "PRE -APPROVED"
RATES, OR AT CUSTOM CALCULATED RATES BASED ON TESTS OF THE SOIL AND
AMENDMENT.
STOCKPILE EXISTING TOPSOIL DURING GRADING, AND REPLACE IT PRIOR TO PLANTING.
STOCKPILED TOPSOIL MUST ALSO BE AMENDED IF NEEDED TO MEET THE ORGANIC
MATTER OR DEPTH REQUIREMENTS, EITHER AT A DEFAULT -PRE -APPROVED" RATE OR
AT A CUSTOM CALCULATED RATE.
IMPORT TOPSOIL MIX OF SUFFICIENT ORGANIC CONTENT AND DEPTH TO MEET THE
REQUIREMENTS.
MORE THAN ONE METHOD MAY BE USED ON DIFFERENT PORTIONS OF THE SAME SITE.
SOIL THAT ALREADY MEETS THE DEPTH AND ORGANIC MATTER QUALITY STANDARDS,
AND IS NOT COMPACTED, DOES NOT NEED TO BE AMENDED.
MULCH LAYER
LOOSE SOIL WITHVISIBLE
DARK ORGANIC
MATTER
///////////////// 4"LOOSE OR
FRACTURED
SUBSOIL
PLANTING BED CROSS SECTION
AMENDED SOILS BMP T5.13 DETAI
NOT TO SCALE
VERIFICATION NOTE
ALL EXISTING UTILITIES IN THE CONSTRUCTION AREA SHALL BE
IDENTIFIED AND VERIFIED FOR DEPTH AND LOCATION PRIOR TO ANY
CONSTRUCTION ACTIVITIES SO TO IDENTIFY ANY POTENTIAL CONFLICTS
WITH PROPOSED CONSTRUCTION. CONTACT PROJECT ENGINEER
IMMEDIATELY IF ANY CONFLICTS ARE IDENTIFIED.
PRIOR TO ANY CONSTRUCTION ACTIVITIES, VERIFY EXISTING
TOPOGRAPHY IS CONSISTENT WITH WHAT IS SHOWN ON PLANS AND IF
THERE ARE ANY POTENTIAL CONFLICTS WITH PROPOSED CONSTRUCTION
ACTIVITIES. CONTACT PROJECT ENGINEER IMMEDIATELY IF ANY
CONFLICTS ARE IDENTIFIED.
CALL 811 AT LEAST 48
HOURS BEFORE YOU DIG
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ENGINEER:
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DRAWN:
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S8 T23 N
R01E WM
DATE: 12 March 2024
REVISED:
PROJECT: 23-121
DWG NAME:
23-121-C
SHEET
REV.
C9
9 OF 36
GRAPHIC SCALE
0 40 80
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1 INCH = 80 FEET (11"x17")
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A PORTION OF SECTION 8, TOWNSHIP 23N, RANGE 01 E, W.M.,
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WITH PROPOSED CONSTRUCTION. CONTACT PROJECT ENGINEER
IMMEDIATELY IF ANY CONFLICTS ARE IDENTIFIED.
PRIOR TO ANY CONSTRUCTION ACTIVITIES, VERIFY EXISTING
TOPOGRAPHY IS CONSISTENT WITH WHAT IS SHOWN ON PLANS AND IF
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DESIGNER:
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ENGINEER:
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DRAWN:
V. KRAL
S8 T23 N
R01E WM
DATE: 12 March 2024
REVISED:
PROJECT: 23-121
DWG NAME:
23-121-C
SHEET
REV.
C10
10 OF 36
GRAPHIC SCALE
0 40 80
1 INCH = 40 FEET (22"x34")
1 INCH = 80 FEET (11"x17")
BMP C107 NOTE
1. ON AREAS THAT WILL RECEIVE ASPHALT AS PART OF THE PROJECT, INSTALL THE FIRST
LIFT AS SOON AS POSSIBLE.
2. A 6-INCH DEPTH OF 2- TO 4-INCH CRUSHED ROCK, GRAVEL BASE, OR CRUSHED
SURFACING BASE COURSE SHALL BE APPLIED IMMEDIATELY AFTER GRADING OR UTILITY
INSTALLATION. A 4-INCH COURSE OF ASPHALT TREATED BASE (ATB) MAY ALSO BE USED,
OR THE ROAD/PARKING AREA MAY BE PAVED. IT MAY ALSO BE POSSIBLE TO USE CEMENT
OR CALCIUM CHLORIDE FOR SOIL STABILIZATION. IF CEMENT OR CEMENT KILN DUST IS
USED FOR ROADBASE STABILIZATION, pH MONITORING AND BMPS (BMP C252: TREATING
AND DISPOSING OF HIGH pH WATER) ARE NECESSARY TO EVALUATE AND MINIMIZE THE
EFFECTS ON STORMWATER. IF THE AREA WILL NOT BE USED FOR PERMANENT ROADS,
PARKING AREAS, OR STRUCTURES, A 6-INCH DEPTH OF HOG FUEL MAY ALSO BE USED, BUT
THIS IS LIKELY TO REQUIRE MORE MAINTENANCE. WHENEVER POSSIBLE, CONSTRUCTION
ROADS AND PARKING AREAS SHALL BE PLACED ON A FIRM, COMPACTED SUBGRADE.
3. TEMPORARY ROAD GRADIENTS SHALL NOT EXCEED 15 PERCENT. ROADWAYS SHALL BE
CAREFULLY GRADED TO DRAIN. DRAINAGE DITCHES SHALL BE PROVIDED ON EACH SIDE
OF THE ROADWAY IN THE CASE OF A CROWNED SECTION, OR ON ONE SIDE IN THE CASE
OR A SUPER -ELEVATED SECTION. DRAINAGE DITCHES SHALL BE DIRECTED TO A SEDIMENT
CONTROL BMP.
4. RATHER THAN RELYING ON DITCHES, IT MAY ALSO BE POSSIBLE TO GRADE THE ROAD SO
THAT RUNOFF SHEET -FLOWS INTO A HEAVILY VEGETATED AREA WITH A WELL -DEVELOPED
TOPSOIL. LANDSCAPED AREAS ARE NOT ADEQUATE. IF THIS AREA HAS AT LEAST 50 FEET
OF VEGETATION THAT WATER CAN FLOW THROUGH, THEN IT IS GENERALLY PREFERABLE
TO USE THE VEGETATION TO TREAT RUNOFF, RATHER THAN USE A SEDIMENT POND OR
TRAP. THE 50 FEET SHALL NOT INCLUDE WETLANDS OR THEIR BUFFERS. IF RUNOFF IS
ALLOWED TO SHEETFLOW THROUGH ADJACENT VEGETATED AREAS, IT IS VITAL TO
DESIGN THE ROADWAYS AND PARKING AREAS SO THAT NO CONCENTRATED RUNOFF IS
CREATED.
5. STORM DRAIN INLETS SHALL BE PROTECTED TO PREVENT SEDIMENT -LADEN WATER
ENTERING THE STORM DRAIN SYSTEM (SEE BMP C220: INLET PROTECTION).
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A PORTION OF SECTION 8, TOWNSHIP 23N, RANGE 01 E, W.M.,
CITY OF PORT ORCHARD, KITSAP COUNTY, WASHINGTON
TEMPORARY SEDIMENT POND NOTE
TRAP FLOW LENGTH -TO -WIDTH RATIO = 3:1
TEMP POND SIZING
TRAP BASIN AREA = 1,163,095 SF (26.70 AC)
Q (10-YEAR) = 18.68 CFS
MINIMUM TRAP SURFACE AREA:
2 * 18.68/0.00096 = 38,917 SF
SURFACE AREA PROVIDED PER PLAN = 85,205 SF
MINIMUM SEDIMENT POND DEPTH = 3.5'
ORIFICE SIZE: 11.85"
ELEVATIONS: TOP OF POND = 470.00'
BOTTOM OF POND = 457.75'
IE = 457.75'
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TEMP SEDIMENT POND RISER
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CITY OF PORT ORCHARD
STANDARD EROSION AND
SEDIMENT CONTROL NOTES
APPROVAL OF THESE TEMPORARY EROSION AND SEDIMENT
CONTROL (TESC) PLANS DOES NOT CONSTITUTE AN APPROVAL OF
PERMANENT ROAD OR DRAINAGE DESIGN (E.G., SIZE AND LOCATION
OF ROADS, PIPES, RESTRICTORS, CHANNELS, RETENTION FACILITIES,
UTILITIES, ETC.).
THE IMPLEMENTATION OF THESE TESC PLANS AND THE
CONSTRUCTION, MAINTENANCE, REPLACEMENT, AND
UPGRADING OF THESE TESC FACILITIES IS THE RESPONSIBILITY
OF THE APPLICANT/CESCL UNTIL ALL CONSTRUCTION IS
APPROVED.
THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THESE PLANS
SHALL BE CLEARLY FLAGGED BY A CONTINUOUS LENGTH OF SURVEY
TAPE (OR FENCING, IF REQUIRED) PRIOR TO CONSTRUCTION. DURING
THE CONSTRUCTION PERIOD, NO DISTURBANCE BEYOND THE
CLEARING LIMITS SHALL BE PERMITTED, THE CLEARING LIMITS SHALL
BE MAINTAINED BY THE APPLICANT/CESCL FOR THE DURATION OF
CONSTRUCTION.
STABILIZED CONSTRUCTION ENTRANCES, IN ACCORDANCE WITH
STANDARD DETAILS SHALL BE INSTALLED AT THE BEGINNING OF
CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE
PROJECT. ADDITIONAL MEASURES, SUCH AS CONSTRUCTED WHEEL
WASH SYSTEMS OR WASH PADS, MAY BE REQUIRED TO ENSURE
THAT ALL PAVED AREAS ARE KEPT CLEAN AND TRACK -OUT TO
STREET RIGHT -OF- WAY DOES NOT OCCUR FOR THE DURATION OF
THE PROJECT.
THE TESC FACILITIES SHOWN ON THESE PLANS MUST BE
CONSTRUCTED PRIOR TO ALL CLEARING AND GRADING TO ENSURE
THAT THE TRANSPORT OF SEDIMENT TO SURFACE WATERS,
DRAINAGE SYSTEMS, AND ADJACENT PROPERTIES IS REDUCED TO
REQUIRED LEVELS,
THE TESC FACILITIES SHOWN ON THESE PLANS ARE THE MINIMUM
REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS. DURING THE
CONSTRUCTION PERIOD, THESE TESC FACILITIES SHALL BE UPGRADED
AS NEEDED FOR UNEXPECTED STORM EVENTS AND MODIFIED TO
ACCOUNT FOR CHANGING SITE CONDITIONS (E.G., ADDITIONAL COVER
MEASURES, ADDITIONAL SUMP PUMPS, RELOCATION OF DITCHES AND
SILT FENCES, ADDITIONAL PERIMETER PROTECTION, ETC.), AS DIRECTED
BY THE CITY ENGINEER.
THE TESC FACILITIES SHALL BE INSPECTED DAILY BY THE
APPLICANT/CESCL AND MAINTAINED TO ENSURE CONTINUED PROPER
FUNCTIONING. WRITTEN RECORDS SHALL BE KEPT OF WEEKLY REVIEWS
OF THE TESC FACILITIES AND OF SAMPLES TAKEN DURING THE WET
SEASON (OCTOBER 1 TO APRIL 30) AND OF MONTHLY REVIEWS DURING
THE DRY SEASON (MAY 1 TO SEPTEMBER 30).
ANY AREAS OF EXPOSED SOILS, INCLUDING ROADWAY
EMBANKMENTS, THAT WILL NOT BE DISTURBED FOR TWO DAYS
DURING THE WET SEASON OR SEVEN DAYS DURING THE DRY SEASON
SHALL BE IMMEDIATELY STABILIZED WITH THE APPROVED TESC
METHODS (E.G., SEEDING, MULCHING, PLASTIC COVERING, ETC.).
ANY AREA NEEDING TESC MEASURES NOT REQUIRING IMMEDIATE
ATTENTION SHALL BE ADDRESSED WITHIN SEVEN (7) DAYS.
THE TESC FACILITIES ON INACTIVE SITES SHALL BE INSPECTED AND
MAINTAINED A MINIMUM OF ONCE A MONTH OR WITHIN
TWENTY-FOUR (24) HOURS FOLLOWING A STORM EVENT.
AT NO TIME SHALL MORE THAN ONE (1) FOOT OF SEDIMENT BE
ALLOWED TO ACCUMULATE WITHIN A CATCH BASIN. ALL CATCH
BASINS AND CONVEYANCE LINES SHALL BE CLEANED PRIOR TO FINAL
INSPECTION. THE CLEANING OPERATION SHALL NOT FLUSH
SEDIMENT -LADEN WATER INTO A DOWNSTREAM SYSTEM.
ANY PERMANENT FLOW CONTROL FACILITY USED AS A TEMPORARY
SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY EROSION
CONTROL MEASURES AND SHALL PROVIDE ADEQUATE STORAGE
CAPACITY. IF THE FACILITY IS TO FUNCTION ULTIMATELY AS AN
INFILTRATION SYSTEM, THE TEMPORARY FACILITY MUST BE GRADED
SO THAT THE BOTTOM AND SIDES ARE AT LEAST THREE (3) FEET ABOVE
THE FINAL GRADE OF THE PERMANENT FACILITY,
WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS
REQUIRED, IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF 2 TO
3 INCHES.
PRIOR TO THE BEGINNING OF THE WET SEASON (OCTOBER 1), ALL
DISTURBED AREAS SHALL BE REVIEWED TO IDENTIFY WHICH AREAS
CAN BE SEEDED IN PREPARATION FOR THE WINTER RAINS. DISTURBED
AREAS SHALL BE SEEDED WITHIN ONE WEEK OF THE BEGINNING OF
THE WET SEASON.
A SKETCH MAP OF THOSE AREAS TO BE SEEDED AND THOSE AREAS TO
REMAIN UNCOVERED SHALL BE SUBMITTED TO THE CITY OF PORT
ORCHARD CITY ENGINEER. THE INSPECTOR CAN REQUIRE SEEDING OF
ADDITIONAL AREAS IN ORDER TO PROTECT SURFACE WATERS,
ADJACENT PROPERTIES, OR DRAINAGE FACILITIES.
VERIFICATION NOTE
ALL EXISTING UTILITIES IN THE CONSTRUCTION AREA SHALL BE
IDENTIFIED AND VERIFIED FOR DEPTH AND LOCATION PRIOR TO ANY
CONSTRUCTION ACTIVITIES SO TO IDENTIFY ANY POTENTIAL CONFLICTS
WITH PROPOSED CONSTRUCTION. CONTACT PROJECT ENGINEER
IMMEDIATELY IF ANY CONFLICTS ARE IDENTIFIED.
PRIOR TO ANY CONSTRUCTION ACTIVITIES, VERIFY EXISTING
TOPOGRAPHY IS CONSISTENT WITH WHAT IS SHOWN ON PLANS AND IF
THERE ARE ANY POTENTIAL CONFLICTS WITH PROPOSED CONSTRUCTION
ACTIVITIES. CONTACT PROJECT ENGINEER IMMEDIATELY IF ANY
CONFLICTS ARE IDENTIFIED.
CALL 811 AT LEAST 48
HOURS BEFORE YOU DIG
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DESIGNER:
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ENGINEER:
J. HAUG
DRAWN:
V. KRAL
S8 T23 N
R01E WM
DATE: 12 March 2024
REVISED:
PROJECT: 23-121
DWG NAME:
23-121-C
SHEET
REV.
C11
11 OF 36
GRAPHIC SCALE
0 40 80
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MCCORMICK WEST, DIVISION 15
A PORTION OF SECTION 8, TOWNSHIP 23N, RANGE 01 E, W.M.,
CITY OF PORT ORCHARD, KITSAP COUNTY, WASHINGTON
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PLASTIC COVERING NOTES SEEDING NOTES MULCHING NOTES
1. PLASTIC SHEETING SHALL HAVE A MINIMUM THICKNESS OF 6 MILS AND 1. SEED MIXTURE SHALL BE AS BELOW OR AS APPROVED BY THE CITY AND 1. ALL MULCHING SHALL BE IN ACCORDANCE WITH BMP C121. STRAW SHALL
SHALL MEET THE REQUIREMENTS OF THE STATE STANDARD SHALL BE APPLIED AT THE RATE RECOMMENDED BY THE SUPPLIER NOT BE USES AS A MULCHING OPTION. CONTRACTOR MAY CHOOSE ANY
SPECIFICATIONS SECTION 9-14.5. OTHER MULCHING OPTION PER TABLE II-3.6 OF THE DEPARTMENT OF
2. COVERING SHALL BE INSTALLED AND MAINTAINED TIGHTLY IN PLACE BY GERMINATION REDTOP (AGROSTIS ALBA) 10% ECOLOGY SWMMWW.
USING SANDBAGS OR TIRES ON ROPES WITH A MAXIMUM 10-FOOT GRID ANNUAL RYE (LOLIUM MULTIFLORUM} 40% 2. MULCHES SHALL BE APPLIED IN ALL AREAS WITH EXPOSED SLOPES
SPACING IN ALL DIRECTIONS. ALL SEAMS SHALL BE TAPED OR WEIGHTED CHEWING FESCUE (FESTUCA RUBRA COMMUTATA} 40% GREATER THAN 3: 1.
DOWN FULL LENGTH AND THERE SHALL BE A LEAST A 12 INCH OVERLAP WHITE DUTCH CLOVER (TRIFOLIUM REPENS) 10% 3. MULCHING SHALL BE USED IMMEDIATELY AFTER SEEDING OR IN AREAS
OF ALL SEAMS. WHICH CANNOT BE SEEDED BECAUSE OF THE SEASON.
3. CLEAR PLASTIC COVERING SHALL BE INSTALLED IMMEDIATELY ON AREAS SEED BEDS PLANTED BETWEEN MAY 1 AND OCTOBER 31 WILL REQUIRE 4. ALL AREAS NEEDING MULCH SHALL BE COVERED BY NOVEMBER 1.
SEEDED BETWEEN NOVEMBER 1 AND MARCH 31 AND REMAIN UNTIL IRRIGATION AND OTHER MAINTENANCE AS NECESSARY TO FOSTER AND
VEGETATION IS FIRMLY ESTABLISHED. PROTECT THE ROOT STRUCTURE.
4. WHEN THE COVERING IS USED ON UN -SEEDED SLOPES, IT SHALL BE KEPT 2. FOR SEED BEDS PLANTED BETWEEN OCTOBER 31 AND APRIL 30,
IN PLACE UNTIL THE NEXT SEEDING PERIOD. ARMORING OF THE SEED BED WILL BE NECESSARY. (E.G., GEOTEXTILES,
5. PLASTIC COVERING SHEETS SHALL BE BURIED TWO FEET AT THE TOP OF JUTE MAT, CLEAR PLASTIC COVERING).
SLOPES IN ORDER TO PREVENT SURFACE WATER FLOW BENEATH SHEETS 3• BEFORE SEEDING, INSTALL NEEDED SURFACE RUNOFF CONTROL
6. PROPER MAINTENANCE INCLUDES REGULAR CHECKS FOR RIPS AND MEASURES SUCH AS GRADIENT TERRACES, INTERCEPTOR DIKES, SWALES,
DISLODGED ENDS. LEVEL SPREADERS AND SEDIMENT BASINS.
4. THE SEEDBED SHALL BE FIRM WITH A FAIRLY FINE SURFACE, FOLLOWING
INLET PROTECTION NOTE SURFACE ROUGHENING. PERFORM ALL OPERATIONS ACROSS OR AT RIGHT
ANGLES TO THE SLOPE.
INLET PROTECTION SHALL BE INSTALLED IN ALL EXISTING INLETS 5. FERTILIZERS ARE TO BE USED ACCORDING TO SUPPLIER'S
DOWNSTREAM AND WITHIN 500 FEET OF SITE DISTURBED AREAS. ALL NEW RECOMMENDATIONS. AMOUNTS USED SHOULD BE MINIMIZED, ESPECIALLY
INLETS, BOTH ON SITE AND OFF SITE INLETS (IF ANY) SHALL HAVE INLET ADJACENT TO WATER BODIES AND WETLANDS.
PROTECTION AS WELL.
GRADING AND TESC NOTES
1. ON SITE INSPECTIONS ARE REQUIRED AT THE FOLLOWING CONSTRUCTION STAGES:
• INSPECTION NO. 1: INSTALLATION OF EROSION CONTROL FACILITIES PRIOR TO CLEARING
• INSPECTION NO. 2: COMPLETION OF CLEARING
• INSPECTION NO. 3: UPON COMPLETION OF EXCAVATION, FILLING, AND EARTHWORK
• INSPECTION NO. 4: COMPLETION OF PROJECT
• INSPECTION NO. 5: AS NEEDED TO DETERMINE COMPLIANCE WITH APPROVED PLANS AND/OR
SPECIFICATIONS
2. ALL LIMITS OF CLEARING AND AREAS OF VEGETATION PRESERVATION AS PRESCRIBED ON THE PLANS SHALL BE
CLEARLY FLAGGED IN THE FIELD AND OBSERVED DURING CONSTRUCTION.
3. ALL TEMPORARY SEDIMENTATION AND EROSION CONTROL MEASURES, AND PROTECTIVE MEASURES FOR CRITICAL
AREAS AND SIGNIFICANT TREES SHALL BE INSTALLED PRIOR TO INITIATING ANY CONSTRUCTION ACTIVITIES.
4. ALL REQUIRED SEDIMENTATION AND EROSION CONTROL FACILITIES MUST BE CONSTRUCTED AND IN OPERATION
PRIOR TO ANY LAND CLEARING AND/OR OTHER CONSTRUCTION TO ENSURE THAT SEDIMENT LADEN WATER DOES
NOT ENTER ANY EXISTING DRAINAGE SYSTEM. THE CONTRACTOR SHALL SCHEDULE AN INSPECTION OF THE
EROSION CONTROL FACILITIES PRIOR TO ANY LAND CLEARING AND/OR OTHER CONSTRUCTION. ALL EROSION AND
SEDIMENT FACILITIES SHALL BE MAINTAINED IN A SATISFACTORY CONDITION AS DETERMINED BY THE CITY, UNTIL
SUCH TIME THAT CLEARING AND/OR CONSTRUCTION IS COMPLETED AND THE POTENTIAL FOR ON -SITE EROSION
HAS PASSED. THE IMPLEMENTATION, MAINTENANCE, REPLACEMENT, AND ADDITIONS TO THE EROSION AND
SEDIMENTATION CONTROL SYSTEMS SHALL BE THE RESPONSIBILITY OF THE PERMITTEE.
5. THE EROSION AND SEDIMENTATION CONTROL SYSTEM FACILITIES DEPICTED ON THESE PLANS ARE INTENDED TO
BE MINIMUM REQUIREMENTS TO MEET ANTICIPATED SITE CONDITIONS. AS CONSTRUCTION PROGRESSES AND
UNEXPECTED OR SEASONAL CONDITIONS DICTATE, FACILITIES WILL BE NECESSARY TO ENSURE COMPLETE
SILTATION CONTROL ON THE SITE. DURING THE COURSE OF CONSTRUCTION, IT SHALL BE THE OBLIGATION AND
RESPONSIBILITY OF THE PERMITTEE TO ADDRESS ANY NEW CONDITIONS THAT MAY BE CREATED BY HIS
ACTIVITIES AND TO PROVIDE ADDITIONAL FACILITIES, OVER AND ABOVE THE MINIMUM REQUIREMENTS, AS MAY BE
NEEDED TO PROTECT ADJACENT PROPERTIES, SENSITIVE AREAS, NATURAL WATER COURSES, AND/OR STORM
DRAINAGE SYSTEMS.
6. ANY DISTURBED AREA WHICH HAS BEEN STRIPPED OF VEGETATION AND WHERE NO FURTHER WORK IS
ANTICIPATED FOR A PERIOD OF 7 DAYS OR MORE DURING THE DRY SEASON (MAY 1 - SEPT 30) OR 2 DAYS OR MORE
IN THE WET SEASON (OCT 1 - APR 30), SHALL BE IMMEDIATELY STABILIZED WITH MULCHING, GRASS PLANTING, OR
OTHER APPROVED EROSION CONTROL TREATMENT APPLICABLE TO THE TIME OF YEAR IN QUESTION. GRASS
SEEDING ALONE WILL BE ACCEPTABLE ONLY DURING THE MONTHS OF MAY THROUGH SEPTEMBER INCLUSIVE.
SEEDING MAY PROCEED OUTSIDE THE SPECIFIED TIME PERIOD WHENEVER IT IS IN THE INTEREST OF THE
PERMITTEE BUT SHALL BE AUGMENTED WITH MULCHING, NETTING, OR OTHER TREATMENT APPROVED BY THE CITY.
7. IN CASE EROSION OR SEDIMENTATION OCCURS TO ADJACENT PROPERTIES, ALL CONSTRUCTION WORK WITHIN THE
DEVELOPMENT THAT WILL FURTHER AGGRAVATE THE SITUATION MUST CEASE, AND THE OWNER/CONTRACTOR
SHALL IMMEDIATELY COMMENCE RESTORATION METHODS. RESTORATION ACTIVITY WILL CONTINUE UNTIL SUCH
TIME AS THE AFFECTED PROPERTY OWNER IS SATISFIED.
8. NO TEMPORARY OR PERMANENT STOCKPILING OF MATERIALS OR EQUIPMENT SHALL OCCUR WITHIN CRITICAL
AREAS OR ASSOCIATED BUFFERS, OR THE CRITICAL ROOT ZONE FOR VEGETATION PROPOSED FOR RETENTION.
VERIFICATION NOTE
ALL EXISTING UTILITIES IN THE CONSTRUCTION AREA SHALL BE
IDENTIFIED AND VERIFIED FOR DEPTH AND LOCATION PRIOR TO ANY
CONSTRUCTION ACTIVITIES SO TO IDENTIFY ANY POTENTIAL CONFLICTS
WITH PROPOSED CONSTRUCTION. CONTACT PROJECT ENGINEER
IMMEDIATELY IF ANY CONFLICTS ARE IDENTIFIED.
PRIOR TO ANY CONSTRUCTION ACTIVITIES, VERIFY EXISTING
TOPOGRAPHY IS CONSISTENT WITH WHAT IS SHOWN ON PLANS AND IF
THERE ARE ANY POTENTIAL CONFLICTS WITH PROPOSED CONSTRUCTION
ACTIVITIES. CONTACT PROJECT ENGINEER IMMEDIATELY IF ANY
CONFLICTS ARE IDENTIFIED.
CALL 811 AT LEAST 48
HOURS BEFORE YOU DIG
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DESIGNER:
M. GOULARTE
ENGINEER:
J. HAUG
DRAWN:
V. KRAL
S8 T23 N
R01E WM
DATE: 12 March 2024
REVISED:
PROJECT: 23-121
DWG NAME:
23-121-C
SHEET
REV.
C12
12 OF 36
FILTER FABRIC MATERIAL IN CONTINUOUS ROLLS
USE STAPLES OR WIRE RINGS TO ATTACH FABRIC
TO WIRE
WIRE MESH SUPPORT FENCE
FOR FILTER FABRIC
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�--- 2" x 2" WOOD POSTS. STANDARD
OR BETTER OR EQUIVALENT
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MCCORMICK WEST, DIVISION 15
A PORTION OF SECTION 8, TOWNSHIP 23N, RANGE 01 E, W.M.,
CITY OF PORT ORCHARD, KITSAP COUNTY, WASHINGTON
WIRE MESH SUPPORT FENCE
(TO BE LOCATED ON THE
DOWNHILL SIDE OF THE
FILTER FABRIC)
FILTER FABRIC
MATERIAL
WASHED GRAVEL BACKFILL,
%° - 3" IN TRENCH AND
ON BOTH SIDES OF FILTER
FENCE FABRIC
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LINE FILTER MATERIAL
1N 8" x 12" TRENCH AND 1 8"
LEAVE MIN. 2" EXPOSED H-~
FILTER FABRIC FENCE
NOT TO SCALE
FILTER FABRIC NOTES
1. FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL AND CUT TO THE LENGTH OF THE BARRIER TO
AVOID USE OF JOINTS. WHEN JOINTS ARE NECESSARY, FILTER CLOTH SHALL BE SPLICED TOGETHER ONLY AT
A SUPPORT POST, WITH A MINIMUM 6-INCH OVERLAP, AND SECURELY FASTENED AT BOTH ENDS TO POSTS.
2. POSTS SHALL BE SPACED A MAXIMUM OF 6 FEET APART AND DRIVEN SECURELY INTO THE GROUND (MINIMUM
OF 30 INCHES).
3. A TRENCH SHALL BE EXCAVATED APPROXIMATELY 8 INCHES WIDE AND 12 INCHES DEEP ALONG THE LINE OF
POSTS AND UPSLOPE FROM THE BARRIER. THIS TRENCH SHALL BE BACKFILLED WITH WASHED GRAVEL.
4. WHEN STANDARD STRENGTH FILTER FABRIC IS USED, A WIRE MESH SUPPORT FENCE SHALL BE FASTENED
SECURELY TO THE UPSLOPE SIDE OF THE POSTS USING HEAVY-DUTY WIRE STAPLES AT LEAST 1 INCH LONG,
TIE WIRES OR HOG RINGS. THE WIRE SHALL EXTEND INTO THE TRENCH A MINIMUM OF 4 INCHES AND SHALL
NOT EXTEND MORE THAN 24 INCHES ABOVE THE ORIGINAL GROUND SURFACE.
5. THE STANDARD STRENGTH FILTER FABRIC SHALL BE STAPLED OR WIRED TO THE FENCE, AND 20 INCHES OF
THE FABRIC SHALL BE EXTENDED INTO THE TRENCH. THE FABRIC SHALL NOT EXTEND MORE THAN 24 INCHES
ABOVE THE ORIGINAL GROUND SURFACE. FILTER FABRIC SHALL NOT BE STAPLED TO EXISTING TREES.
6. WHEN EXTRA -STRENGTH FILTER FABRIC AND CLOSER POST SPACING IS USED, THE WIRE MESH SUPPORT
FENCE MAY BE ELIMINATED. IN SUCH A CASE, THE FILTER FABRIC IS STAPLED OR WIRED DIRECTLY TO THE
POSTS WITH ALL OTHER PROVISIONS OF ABOVE NOTES APPLYING.
7. FILTER FABRIC FENCES SHALL NOT BE REMOVED BEFORE THE UPSLOPE AREA HAS BEEN PERMANENTLY
STABILIZED.
8. FILTER FABRIC FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY
DURING PROLONGED RAINFALL. ANY REQUIRED REPAIRS SHALL BE MADE IMMEDIATELY.
9. SILT FENCES WILL BE INSTALLED PARALLEL TO ANY SLOPE CONTOURS.
10. CONTRIBUTING LENGTH TO FENCE WILL NOT BE GREATER THAN 100 FEET.
11. DO NOT INSTALL BELOW AN OUTLET PIPE OR WEIR.
12. INSTALL DOWNSLOPE OF EXPOSED AREAS.
13. DO NOT DRIVE OVER OR FILL OVER SILT FENCES.
L=DIAMETER X 1.5 z
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PLACE FILTER
FABRIC AT BASE OF
RIPRAP
12' OR 4 X DIAMETER,
WHICHEVER IS GREATER
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OUTLET SECTION
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RIPRAP, SEE
SPEC BELOW
RIPRAP SPEC OUTLET PLAN
MAXIMUM STONE SIZE = 24"
MEDIAN STONE SIZE = 16"
MINIMUM STONE SIZE = 4"
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PLACE FILTER
FABRIC AT BASE OF
QUARRY SPALLS
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INLET PROTECTION NOTES
1. PLACE CONCRETE BLOCKS LENGTHWISE ON THEIR SIDES IN
A SINGLE ROW AROUND THE PERIMETER OF THE INLET, SO
THAT THE OPEN ENDS FACE OUTWARD, NOT UPWARD. THE
ENDS OF ADJACENT BLOCKS SHALL ABUT. THE HEIGHT OF
THE BARRIER CAN BE VARIED, DEPENDING ON DESIGN
NEEDS, BY STACKING COMBINATIONS OF BLOCKS THAT ARE
4 INCHES, AND 12 INCHES WIDE. THE ROW OF BLOCKS
SHALL BE AT LEAST 12 INCHES BUT NO GREATER THAN 24
INCHES.
2. PLACE WIRE MESH OVER THE OUTSIDE VERTICAL FACE
(OPEN END) OF THE CONCRETE BLOCKS TO PREVENT STONE
FROM BEING WASHED THROUGH THE BLOCKS. USE
HARDWARE CLOTH OR COMPARABLE WIRE MESH WITH
-INCH OPENINGS.
3. PILE STONE AGAINST THE WIRE MESH TO THE TOP OF THE
BLOCKS. USE 3/4 TO 3 INCH GRAVEL.
4. PLACE WIRE MESH OVER THE DROP INLET SO THAT THE
WIRE EXTENDS A MINIMUM OF 1 FOOT BEYOND EACH SIDE
OF THE INLET STRUCTURE. USE HARDWARE CLOTH OR
COMPARABLE WIRE MESH WITH 1/2-INCH OPENINGS. IF
MORE THAN ONE STRIP OF MESH IS NECESSARY, OVERLAP
THE STRIPS. PLACE FILTER FABRIC OVER WIRE MESH.
5. PLACE Y4 INCH GRAVEL OVER WIRE MESH. THE DEPTH OF
STONE SHALL BE AT AT LEAST 12 INCHES OVER THE ENTIRE
INLET OPENING. EXTEND THE STONE BEYOND THE INLET
OPENING AT LEAST 18 INCHES ON ALL SIDES.
6. IF THE STONE FILTER BECOMES CLOGGED WITH SEDIMENT,
THE STONES MUST BE PULLED AWAY FORM THE INLET AND
CLEANED OR REPLACED.
12" MIN
INLET PLAN
INLET/OUTLET PROTECTION DETAIL
NOT TO SCALE
INLET SECTION
TRASH
RACK
TOE OF
SLOPE
FLOW,-,
QUARRY SPALLS
PER WSDOT
9-13.6
NOT�s:
1. PERFORM MAINTENANCE IN ACCORDANCE WITH STANDARD SPECIFICATION 8-01.3(15).
2. SIZE THE BELOW GRATE INLET DEVICE (8GID) FOR THE STORM WATER STRUCTURE IT
WILL SERVICE.
3, THE BGID SHALL HAVE A BUILT-IN HIGH -FLOW RELIEF SYSTEM (OVERFLOW BYPASS).
4. THE RETRIEVAL SYSTEM MUST ALLOW REMOVAL OF THE BGID WITHOUT SPILLING THE
COLLECTED MATERIAL.
4
S
1. INSERT SHALL BE INSTALLED PRIOR TO CLEARING AND GRADING ACTIVITY,
OR UPON PLACEMENT OF A NEW CATCH BASIN.
2. SEDIMENT SHALL BE REMOVED FROM THE UNIT WHEN IT BECOMES HALF FULL.
3. SEDIMENT REMOVAL SHALL BE ACCOMPLISHED BY REMOVING THE INSERT,
EMPTYING AND RE-INSERTING IT INTO THE CATCH BASIN.
INLET PROTECTION
NOT TO SCALE
FILL SPECIFICATION
FILL MATERIAL SHALL NOT CONTAIN PETROLEUM
PRODUCTS, OR SUBSTANCES WHICH ARE HAZARDOUS,
DANGEROUS, TOXIC, OR WHICH OTHERWISE VIOLATE
ANY STATE, FEDERAL, OR LOCAL LAW ORDINANCE,
CODE, REGULATION, RULE, ORDER, OR STANDARD.
ONLY EARTH MATERIAL SHALL BE PLACED IN FILLS.
TRENCH NOTES
IF WORKERS ENTER ANY TRENCH OR OTHER
EXCAVATION FOUR OR MORE FEET IN DEPTH THAT
DOES NOT MEET THE OPEN PIT REQUIREMENTS OF
WSDOT SECTION 2-09.3(3)B, IT SHALL BE SHORED
AND CRIBBED. THE CONTRACTOR IS ALONE
RESPONSIBLE FOR WORKER SAFETY. ALL TRENCH
SAFETY SYSTEMS SHALL MEET THE REQUIREMENTS
OF THE WASHINGTON INDUSTRIAL SAFETY AND
HEALTH ACT, CHAPTER 49.17 RCW.
3.0' 3.0'
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INTERCEPTOR DITCH NOTES
2.0 2.0'
QUARRY SPALLS z
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1. MULCH -SEEDED OR GRASS LINED DITCHES SHALL HAVE SLOPES LESS THAN 5%
AND MAXIMUM FLOW VELOCITY OF 5 FPS
2. ROCK CHECK DAMS SHALL BE USED IN MULCH -SEEDED OR GRASS LINED DITCHES
FOR SLOPES GREATER THAN 3%
3. ROCK LINED DITCHES SHALL BE USED WHEN SLOPES EXCEED 5% OR FOR FLOW
VELOCITY GREATER THAN 5 FPS.
TEMPORARY INTERCEPTOR DITCH DETAIL
NOT TO SCALE
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0"0' cepry
R = 26 MIN.
12" MIN. DEPTH
(6- MIN. FOR RESIDENTIAL,
SINGLE FAMILY LOTS) -
4" TO 8" QUARRY SPALLS
(4" TO 6" FOR RESIDENTIAL
SINGLE FAMILY LOTS) ---
- PROVIDE FULL WIDTH OF
INGRESS/EGRESS AREA
CONSTRUCTION ENTRANCE NOTES
1. MATERIAL SHALL BE 4" TO 8" QUARRY SPALLS ( 4 TO 6 INCH FOR RESIDENTIAL SINGLE FAMILY LOTS) AND
MAY BE TOP -DRESSED WITH 1 TO 3 INCH ROCK.
2. THE ROCK PAD SHALL BE AT LEAST 12" THICK AND 100' LONG (REDUCED TO 20 FEET FOR SITES LESS THAN
1 ACRE OF DISTURBED SOIL) WIDTH SHALL BE FULL WIDTH OF INGRESS AND EGRESS AREA. SMALLER PADS
MAY BE APPROVED FOR SINGLE-FAMILY RESIDENTIAL AND COMMERCIAL SITES .
3. ADDITIONAL ROCK SHALL BE ADDED PERIODICALLY TO MAINTAIN FUNCTION OF THE PAD.
4. IF THE PAD DOES NOT ADEQUATELY REMOVE MUD FROM THE VEHICLE WHEELS, THE WHEELS SHALL BE
HOSED OFF BEFORE THE VEHICLE ENTERS A PAVED STREET.THE WASHING SHALL BE DONE ON AN AREA
COVERED WITH CRUSHED ROCK AND WASH WATER SHALL DRAIN TO A SEDIMENT RETENTION FACILITY OR
THROUGH A SILT FENCE.
5. CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT PROPOSED ROAD LOCATION AFTER UTILITY
INSTALLATION DURING THE DRY SEASON AND AFTER GRADING IF UTILITIES ARE NOT COMPLETED PRIOR
TO THE WET SEASON.
3 ��TRUCTION ENTRANCENOT TO
View Looking Upstream
A
(150mm)
Note:
Key stone into channel banks and extend it
beyond the abutments a minimum of 18"
(0.5m) 10 prevent flow around dam. A
Section A -A
- Ql 24" (0.6m)
8' (2.4m)
Spacing Between Check Dams
'L' = the distance such that points
'A' and 'B' are of equal elevation.
ROCK CHECK DAM
NOT TO SCALE
{Q.fim)
NOT TO SCALE
2019 SWMMWW
VERIFICATION NOTE
ALL EXISTING UTILITIES IN THE CONSTRUCTION AREA SHALL BE
IDENTIFIED AND VERIFIED FOR DEPTH AND LOCATION PRIOR TO ANY
CONSTRUCTION ACTIVITIES SO TO IDENTIFY ANY POTENTIAL CONFLICTS
WITH PROPOSED CONSTRUCTION. CONTACT PROJECT ENGINEER
IMMEDIATELY IF ANY CONFLICTS ARE IDENTIFIED.
PRIOR TO ANY CONSTRUCTION ACTIVITIES, VERIFY EXISTING
TOPOGRAPHY IS CONSISTENT WITH WHAT IS SHOWN ON PLANS AND IF
THERE ARE ANY POTENTIAL CONFLICTS WITH PROPOSED CONSTRUCTION
ACTIVITIES. CONTACT PROJECT ENGINEER IMMEDIATELY IF ANY
CONFLICTS ARE IDENTIFIED.
CALL 811 AT LEAST 48
HOURS BEFORE YOU DIG
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DESIGNER:
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ENGINEER:
J. HAUG
DRAWN:
V. KRAL
S8 T23 N
R01E WM
DATE: 12 March 2024
REVISED:
PROJECT: 23-121
DWG NAME:
23-121-C
SHEET
REV.
C13
A
13 OF 36
GRAPHIC SCALE
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1 INCH = 60 FEET (22"x34")
1 INCH = 120 FEET (11"x17")
MCCORMICK WEST, DIVISION 15
A PORTION OF SECTION 8, TOWNSHIP 23N, RANGE 01 E, W.M.,
CITY OF PORT ORCHARD, KITSAP COUNTY, WASHINGTON
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IDENTIFIED AND VERIFIED FOR DEPTH AND LOCATION PRIOR TO ANY
CONSTRUCTION ACTIVITIES SO TO IDENTIFY ANY POTENTIAL CONFLICTS
WITH PROPOSED CONSTRUCTION. CONTACT PROJECT ENGINEER
IMMEDIATELY IF ANY CONFLICTS ARE IDENTIFIED.
PRIOR TO ANY CONSTRUCTION ACTIVITIES, VERIFY EXISTING
TOPOGRAPHY IS CONSISTENT WITH WHAT IS SHOWN ON PLANS AND IF
THERE ARE ANY POTENTIAL CONFLICTS WITH PROPOSED CONSTRUCTION
ACTIVITIES. CONTACT PROJECT ENGINEER IMMEDIATELY IF ANY
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CALL 811 AT LEAST 48
HOURS BEFORE YOU DIG
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DESIGNER:
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ENGINEER:
J. HAUG
DRAWN:
V. KRAL
S8 T23 N
R01E WM
DATE: 12 March 2024
REVISED:
PROJECT: 23-121
DWG NAME:
23-121-C
SHEET
REV.
C14
14 OF 36
GRAPHIC SCALE
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CONSTRUCTION ACTIVITIES SO TO IDENTIFY ANY POTENTIAL CONFLICTS
WITH PROPOSED CONSTRUCTION. CONTACT PROJECT ENGINEER
IMMEDIATELY IF ANY CONFLICTS ARE IDENTIFIED.
PRIOR TO ANY CONSTRUCTION ACTIVITIES, VERIFY EXISTING
TOPOGRAPHY IS CONSISTENT WITH WHAT IS SHOWN ON PLANS AND IF
THERE ARE ANY POTENTIAL CONFLICTS WITH PROPOSED CONSTRUCTION
ACTIVITIES. CONTACT PROJECT ENGINEER IMMEDIATELY IF ANY
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CALL 811 AT LEAST 48
HOURS BEFORE YOU DIG
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S8 T23 N
R01E WM
DATE: 12 March 2024
REVISED:
PROJECT: 23-121
DWG NAME:
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SHEET
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15 OF 36
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MCCORMICK WEST, DIVISION 15
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DRAWN:
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S8 T23 N
R01E WM
DATE: 12 March 2024
REVISED:
PROJECT: 23-121
DWG NAME:
23-121-C
SHEET
REV.
C16
16 OF 36
GRAPHIC SCALE
0 20 40
1 INCH = 20 FEET (22"x34")
1 INCH = 40 FEET (11"x17)
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MCCORMICK WEST, DIVISION 15
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CITY OF PORT ORCHARD, KITSAP COUNTY, WASHINGTON
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DATE: 12 March 2024
REVISED:
PROJECT: 23-121
DWG NAME:
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SHEET
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ALL EXISTING UTILITIES IN THE CONSTRUCTION AREA SHALL BE
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ENGINEER:
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DRAWN:
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S8 T23 N
R01E WM
DATE: 12 March 2024
REVISED:
PROJECT: 23-121
DWG NAME:
23-121-C
SHEET
REV.
C18
18 OF 36
GRAPHIC SCALE
0 20 40
1 INCH = 20 FEET (22"x34")
1 INCH = 40 FEET (11"x17")
MCCORMICK WEST, DIVISION 15
A PORTION OF SECTION 8, TOWNSHIP 23N, RANGE 01 E, W.M.,
CITY OF PORT ORCHARD, KITSAP COUNTY, WASHINGTON
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DATE: 12 March 2024
REVISED:
PROJECT: 23-121
DWG NAME:
23-121-C
SHEET
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C21
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GRAPHIC SCALE
0 20 40
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ALL EXISTING UTILITIES IN THE CONSTRUCTION AREA SHALL BE
IDENTIFIED AND VERIFIED FOR DEPTH AND LOCATION PRIOR TO ANY
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WITH PROPOSED CONSTRUCTION. CONTACT PROJECT ENGINEER
IMMEDIATELY IF ANY CONFLICTS ARE IDENTIFIED.
PRIOR TO ANY CONSTRUCTION ACTIVITIES, VERIFY EXISTING
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DATE: 12 March 2024
REVISED:
PROJECT: 23-121
DWG NAME:
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SHEET
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C22
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DATE: 12 March 2024
REVISED:
PROJECT: 23-121
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GRAPHIC SCALE
0 20 40
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DATE: 12 March 2024
REVISED:
PROJECT: 23-121
DWG NAME:
23-121-C
SHEET
REV.
C24
24 OF 36
GRAPHIC SCALE
0 20 40
1 INCH = 20 FEET (22"x34")
1 INCH = 40 FEET (11"x17")
MCCORMICK WEST, DIVISION 15
A PORTION OF SECTION 8, TOWNSHIP 23N, RANGE 01 E, W.M.,
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WITH PROPOSED CONSTRUCTION. CONTACT PR03ECT ENGINEER
IMMEDIATELY IF ANY CONFLICTS ARE IDENTIFIED.
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DESIGNER:
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ENGINEER:
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DRAWN:
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S8 T23 N
R01E WM
DATE: 12 March 2024
REVISED:
PROJECT: 23-121
DWG NAME:
23-121-C
SHEET
REV.
C25
25 OF 36
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VERTICAL SCALE: 1"=5'
VERIFICATION NOTE
ALL EXISTING UTILITIES IN THE CONSTRUCTION AREA SHALL BE
IDENTIFIED AND VERIFIED FOR DEPTH AND LOCATION PRIOR TO ANY
CONSTRUCTION ACTIVITIES SO TO IDENTIFY ANY POTENTIAL CONFLICTS
WITH PROPOSED CONSTRUCTION. CONTACT PROJECT ENGINEER
IMMEDIATELY IF ANY CONFLICTS ARE IDENTIFIED.
PRIOR TO ANY CONSTRUCTION ACTIVITIES, VERIFY EXISTING
TOPOGRAPHY IS CONSISTENT WITH WHAT IS SHOWN ON PLANS AND IF
THERE ARE ANY POTENTIAL CONFLICTS WITH PROPOSED CONSTRUCTION
ACTIVITIES. CONTACT PROJECT ENGINEER IMMEDIATELY IF ANY
CONFLICTS ARE IDENTIFIED.
CALL 811 AT LEAST 48
HOURS BEFORE YOU DIG
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DESIGNER:
M. GOULARTE
ENGINEER:
J. HAUG
DRAWN:
V. KRAL
S8 T23 N
R01E WM
DATE: 12 March 2024
REVISED:
PROJECT: 23-121
DWG NAME:
23-121-C
SHEET
REV.
C26
26 OF 36
GRAPHIC SCALE
0 40 80
1 INCH = 40 FEET (22"x34")
1 INCH = 80 FEET (11"x17")
STRUCTURAL FILL
GRADATION
U.S. SIEVE
SIZE
PERCENT
PASSING
4"
90-100
NO. 4
70-100
NO 200
20* MIN
8 OZ/SY NON -WOVEN GEOTEXTILE
70ADS OR SMALLER (ALL SIDES)
Ill�ii
MCCORMICK VILLAGE WEST DIVISION 15
A PORTION OF SECTION 8, TOWNSHIP 23N, RANGE 01 E, W.M.,
CITY OF PORT ORCHARD, KITSAP COUNTY, WASHINGTON
WELL GRADED SAND
OPENING SIZE
PERCENT
PASSING
1-1/4"
100
1"
90 MIN
NO 30
15 MIN
ENO 200
5 MAX
WELL GRADED SAND. SEE
SPECIFICATION THIS SHEET
2.0' MIN
GEOTEXTILE WRAPPED
j 4" PERFORATED
CHIMNEY DRAIN SCH 40 PVC DRAIN PIPE
NOT TO SCALE
POND EMBANKMENT NOTE
CONTRACTOR SHALL COORDINATE THE CONSTRUCTION OF ALL POND EMBANKMENTS/BERMS WITH THE
PROJECT GEOTECHNICAL ENGINEER.
THE POND BERMS MUST BE CONSTRUCTED BY EXCAVATING A KEY (CUTOFF TRENCH) INTO THE
UNWEATHERED NATIVE TILL SOILS. THE KEY IS TO BE A MINIMUM 12 INCHES DEEP AND EQUAL TO 50
PERCENT OF THE BERM EMBANKMENT CROSS SECTIONAL WIDTH.
THE SOIL USED FOR THE CONSTRUCTION OF THE BERM SHALL MEET THE STRUCTURAL FILL GRADATION FOR
POND BERM, SEE STRUCTURAL FILL GRADATION TABLE, THIS SHEET.
THE BERM EMBANKMENT SHALL BE CONSTRUCTED OF SOIL PLACED IN 6-INCH LIFTS COMPACTED TO AT
LEAST 95 PERCENT OF THE MAXIMUM DRY DENSITY, WITHIN 2 PERCENTACE POINTS OF THE OPTIMUM
MOISTURE CONTENT, MODIFIED PROCTOR METHOD ASTM D1557. DENSITY TESTS SHALL BE PERFORMED FOR
EACH LIFT TO CONFIRM COMPLIANCE WITH THE SPECIFICATION.
THE SOILS EXCAVATED FROM THE POND OR OTHER AREAS ONSITE THAT MEET THE GRADATION MAY BE
USED FOR THE CONSTRUCTION OF THE POND BERM. THE POND BERM SLOPES SHOULD ALSO BE OVERBUILT
AND CUT TO THE FINAL GRADES AND EROSION CONTROL MEASURES INSTALLED UPON COMPLETION. THE
TYPE OF EROSION CONTROL WILL BE DEPENDENT ON THE TIME OF YEAR AND WEATHER CONDITIONS.
BERM EMBANKMENT SHALL BE CONSTRUCTED OF SOIL PLACED IN 6-INCH LIFTS COMPACTED TO AT LEAST 95
PERCENT OF THE MAXIMUM DRY DENSITY, WITHIN 2 PERCENTAGE POINTS OF THE OPTIMUM MOISTURE
CONTENT, MODIFIED PROCTOR METHOD ASTM D1557. DENSITY TESTS SHALL BE PERFORMED FOR EACH LIFT
TO CONFIRM COMPLIANCE WITH THIS SPECIFICATION. ALL TEST RESULTS SHALL BE PROVIDED TO THE
GEOTECHNICAL ENGINEER OF RECORD.
4" WIDE STAFF GA
(0 TO 7 FT INCREMEI
AFFIX TO POST OR]
FACE LANDW
1-1/2" DIAMETER POST*
-ER AND SUITABLE FOR
JOUS WATER SUBMERSION
DIAMETER SOLID WALL
PE PIP CONCRETE FILLED
STAFF GAUGE DETAIL
NOT TO SCALE
SDCB#10/ 1Z2—
-- _ STA 16TYPE 2�CIB 27.60"o �— 36 Hp STORM — _ 890�o
00 SOLID LID 6+00
RIM=474.22 7+ 0 _
IE 36" 0 = 465.20 (E)
�— IE 36"0 = 465.20 (W)
J
a \ —464
e
1
�
I (
APPROX. LOCATION FOR TRANSITION FROM
\ 5.0' CUT BENCH TO 13.0' FILL BENCH
FILL BERM SHALL BE CONSTRUCTED TO
MEET DAM SAFETY REQUIREMENTS. BERM
�30
\ DESIGN BY GEOTECHNICAL ENGINEER.
;ATE TYPE
CONTRACTOR SHALL COORDINATE BERM
CONSTRUCTION DETAILS WITH GEOTECH
FRUCTION
PRIOR TO STARTING CONSTRUCTION.
SEE ADDITIONAL NOTES THIS SHEET.
i
GABION MATTRESS
—464--
I YF't L ub bU" 0 p 4"0 PVC PERF. PIPE AND /
W/ BIRDCAGE CHIMNEY DRAIN (TYP.) /
RIM=467.00 i
'0 = 457.75 (SE) 3
5 = 457.75 (NW) o HMA SECTION C27
1
o00
I I
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1
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0 56 LF 36" 0 HP STORM @ 0.50% I
6"0 PVC SDR 35 CHIMNEY DRAIN OUTFALL I
IE=457.47 C27
GABION MATTRESS I
co GABION BASKETS 3 /
/ 48" TALL ABOVE GRADE Cz8
RIPRAP PROTECTION PER SECTION
V-1.4.3 OF THE SWMMWW /
SEE RIPRAP NOTE
SDCB#9
STA 17+75.60, 28.00 L f
TYPE 2 CB 60" 0 \
\SOLID LID
\RIM=471.52 —470
IE 36"0 = 458.50 (W)
�IE 36"0 = 458.50 (E)
\STA 18+39.04, 69.84 L \
TYPE 2 CB 60" 0 �
SOLID LID —
RIM=466.53
IE 36" 0 = 452.07 (W) \ \
IE 36" 0 = 452.07 (NW) 4581 1\
LF 36" 0 HP STORM @ 8.00%
1 I
I
l
3" HOT MIX ASPHALT
COMPACTED MINIMUM DEPTH
4" GRAVEL BASE
COMPACTED MINIMUM DEPTH
-I I -I I I -I I -I I-_,
�-
NATIVE SOIL COMPACTED TO 95%
H MA POND ACCESSS ROAD SECTION
NOT TO SCALE
II I I III III III III III III III
II I I-1 I I-1 I 1E I 1-1 I I-1
I II I Il 1 I II I=1 I, � � 1 � � � � 1 ��� � �-
8" GRAVEL BASE
COMPACTED MINIMUM DEPTH
'-NATIVE SOIL COMPACTED TO 95%
GRAVEL POND ACCESSS ROAD SECTION
NOT TO SCALE
POND VOLUME
DETENTION POND VOLUME PROVIDED = 21.089 AC -FT
DETENTION POND VOLUME REQUIRED = 17.679 AC -FT
WETPOND VOLUME PROVIDED = 8.860 AC -FT
WETPOND VOLUME REQUIRED = 7.705 AC -FT
AS -BUILT POND NOTE
1. A DECLARATION FROM THE PROJECTS GEOTECHNICAL ENGINEER STATING THAT THE
PROJECT'S POND WAS CONSTRUCTED IN ACCORDANCE WITH THE APPROVED PLANS AND
SPECIFICATIONS, AND CONSTRUCTION CHANGE ORDERS (IF ANY). THIS SUBMITTAL
SHALL TAKE PLACE WITHIN 30 DAYS FOLLOWING SUBSTANTIAL COMPLETION OF
CONSTRUCTION OF THE POND. A DECLARATION OF DAM CONSTRUCTION COMPLETION
FORM IS INCLUDED IN THE DAM SAFETY GUIDELINES PART II.
2.A CONSTRUCTION REPORT
SHALL BE SUBMITTED TO THE ECOLOGY DAM SAFETY OFFICE WITHIN 120 DAYS
FOLLOWING COMPLETION OF CONSTRUCTION ACTIVITIES. THIS REPORT SUMMARIZES
THE RESULTS OF FIELD TESTING (I.E., COMPACTION RESULTS, GEOMEMBRANE TESTING,
ETC.), DISCUSSES ANY SIGNIFICANT ACTIVITIES OF THE CONSTRUCTION WORK, AND
INCLUDES A COPY OF THE AS -BUILT PLANS.
RIPRAP NOTE
RIPRAP TO BE 4" MINIMUM AND 24" MAXIMUM
24" MINIMUM THICKNESS
CONSTRUCTION INSPECTION PLAN
THE PROPOSED DAM SIZE CLASSIFICATION IS INTERMEDIATE. AS SUCH, THE PROJECT
SHALL BE REQUIRED TO COMPLY WITH THE FOLLOWING CONSTRUCTION INSPECTION
PRACTICES, PER DAM SAFETY GUIDELINES PART II, SECTION 4.1:
1. ON -SITE INSPECTIONS SHALL BE CONDUCTED FREQUENTLY ON A, SEVERAL TIMES A
WEEK, BASIS. SITE INSPECTIONS SHALL ALSO BE CONDUCTED DURING CONSTRUCTION OF
CRITICAL ELEMENTS, AS DETERMINED BY THE PROJECTS GEOTECHNICAL ENGINEER.
2. QUALITY ASSURANCE TESTING PROCEDURES SHALL INCLUDE THE FOLLOWING:
a. FIELD MEMORANDUM AND INSPECTION NOTES
b. PERIODIC COMPACTION CONTROL.
c. GRADATIONS OF REPRESENTATIVE SAMPLES OF EMBANKMENT MATERIALS.
d. CONCRETE CYLINDERS FOR ALL STRUCTURAL CONCRETE.
e. PHOTO RECORD OF ALL CRITICAL ELEMENTS AND CONSTRUCTION CHRONOLOGY.
3. THE FOLLOWING DOCUMENTATION SHALL BE SUBMITTED TO DSO
a. CHANGE ORDER DOCUMENTATION
b. SUMMARY OF FIELD DENSITY TEST RESULTS.
c. SUMMARY OF GRADATION TEST RESULTS.
d. SUMMARY OF CONCRETE TEST RESULTS.
4. INSPECTION REPORTS SHALL BE SUBMITTED AT A FREQUENCY NOTED BELOW:
a. PROVIDE INITIAL MATERIAL GRADATION AND COMPACTION CONTROL RESULTS AS
DEVELOPED TO CONFIRM COMPLIANCE WITH SPECIFICATIONS AND ADEQUACY OF
TEST PROCEDURES.
b. PROVIDE CONSTRUCTION SUMMARY REPORT AT COMPLETION OF PROJECT
INCLUDE REPRESENTATIVE PHOTO CHRONOLOGY.
VERIFICATION NOTE
ALL EXISTING UTILITIES IN THE CONSTRUCTION AREA SHALL BE
IDENTIFIED AND VERIFIED FOR DEPTH AND LOCATION PRIOR TO ANY
CONSTRUCTION ACTIVITIES SO TO IDENTIFY ANY POTENTIAL CONFLICTS
WITH PROPOSED CONSTRUCTION. CONTACT PROJECT ENGINEER
IMMEDIATELY IF ANY CONFLICTS ARE IDENTIFIED.
PRIOR TO ANY CONSTRUCTION ACTIVITIES, VERIFY EXISTING
TOPOGRAPHY IS CONSISTENT WITH WHAT IS SHOWN ON PLANS AND IF
THERE ARE ANY POTENTIAL CONFLICTS WITH PROPOSED CONSTRUCTION
ACTIVITIES. CONTACT PROJECT ENGINEER IMMEDIATELY IF ANY
CONFLICTS ARE IDENTIFIED.
CALL 811 AT LEAST 48
HOURS BEFORE YOU DIG
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DESIGNER:
M. GOULARTE
ENGINEER:
J. HAUG
DRAWN:
V. KRAL
S8 T23N
R01E WM
DATE: 2024.03.12
REVISED:
PROJECT: 23-121
DWG NAME:
23-121 POND
SHEET
REV.
C27
0
27 OF 36
MCCORMICK VILLAGE WEST DIVISION 15
A PORTION OF SECTION 8, TOWNSHIP 23N, RANGE 01 E, W.M.,
CITY OF PORT ORCHARD, KITSAP COUNTY, WASHINGTON
490
PROPOSED GRADE EROSION
480
PROTECTION REQUIRED PER
480
PROJECT GEOTECHNICAL
ENGINEER'S RECOMMENDATION
EXISTING GRADE
TOP
OF POND ELEV=470.00
TOP OF POND ELEV=470.00
470
470
_
MAX DESIGN WATER SURFACE ELEV=466.50
_
- - -
-
-
- - - - -
174
-
-
-
/
460
460
BOTTOM OF
LIVE STORAGE ELEV=457.75
WATER QUALITY WATER SURFACE ELEV=357.75
CONSTRUCT KEYED
BERMS PER DAM SAFETY
DESIGN REQUIREMENTS
450
BOTTOM OF WETPOND ELEV=949.75
450
BOTTOM OF WETPOND ELEV=449.75
BOTTOM OF SEDIMENT STORAGE=448.75
440
440
430
430
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1 POND X-SECTION HORIZONTAL:
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490 , 490
480
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SDCB#9
TYPE 2 CB 60"0
SOLID LID
-STA 17+75.60, 28.00 L
RIM=471.52
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IE 36"0 = 458.50 (E)
480
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RIM=474.22
IE 36"0 = 465.20 (E)
IE 36 = 465.20 (W)
SDCB#305
TYPE 2 CB 60"0
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RIM=466.53
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470
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RIPRAP OUTFALL PROTECTION
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450
450
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HORIZONTAL: 1"=40'
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203+00
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470
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460
\
_
460
VERTICAL GABION BASKETS
- �'
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450
450
pCONCRETE ENCASEMENT
12 LF 36"0 HP STORM @ 0.00%
440
440
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VERTICAL: 1"=10'
110+00 111+00 111+50
RIPRAP NOTE
RIPRAP TO BE 4" MINIMUM AND 24" MAXIMUM
24" MINIMUM THICKNESS
VERIFICATION NOTE
ALL EXISTING UTILITIES IN THE CONSTRUCTION AREA SHALL BE
IDENTIFIED AND VERIFIED FOR DEPTH AND LOCATION PRIOR TO ANY
CONSTRUCTION ACTIVITIES SO TO IDENTIFY ANY POTENTIAL CONFLICTS
WITH PROPOSED CONSTRUCTION. CONTACT PROJECT ENGINEER
IMMEDIATELY IF ANY CONFLICTS ARE IDENTIFIED.
PRIOR TO ANY CONSTRUCTION ACTIVITIES, VERIFY EXISTING
TOPOGRAPHY IS CONSISTENT WITH WHAT IS SHOWN ON PLANS AND IF
THERE ARE ANY POTENTIAL CONFLICTS WITH PROPOSED CONSTRUCTION
ACTIVITIES. CONTACT PROJECT ENGINEER IMMEDIATELY IF ANY
CONFLICTS ARE IDENTIFIED.
CALL 811 AT LEAST 48
HOURS BEFORE YOU DIG
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DESIGNER:
M. GOULARTE
ENGINEER:
J. HAUG
DRAWN.
V. KRAL
S8 T23N
R01E WM
DATE: 2024.03.12
REVISED:
PROJECT:
23-121
DWG NAME:
23-121 POND
SHEET
REV.
C28
A
28 OF 36
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MCCORMICK VILLAGE WEST DIVISION 15
A PORTION OF SECTION 8, TOWNSHIP 23N, RANGE 01 E, W.M.,
TOP OF POND Q CITY OF PORT ORCHARD, KITSAP COUNTY, WASHINGTON
2 FLOW
C28 ANTI -SEEP COLLAR EMERGENCY OVERFLOW SURFACE
1f 1CJU 466.50
9" MIN GABION
MATTRESS
466.50
GN80 8 OZ NON -WOVEN
GEOTEXTILE FILTER FABRIC
MUST COVER ALL EXPOSED
SOIL SURFACES ADJACENT TO
THE GABIONS, BOTH VERTICAL
AND HORIZONTAL SURFACES.
1' min.
removable under pavement
watertight 6., It
coupling or max. -
flange 2" min.,
IMPERMEABLE
GEOTEXTILE FABRIC
EXTENDING TO
GABION ANCHOR
I elevation
16" max. I
W fi" min. I 16" min.
, -
plate welded to elbow elbow restrictor
see detail
with orifice as specified "'Supports
Elbow Restrictor Detail seenote6 1.5xD
�T min.
D I outlet
1 pipe
see notes 1 &5
invert and elevation
per plans
1' section of pipe
attached by gasketed
band to allow removal
restrictor plate with
orifice diameter as
Isometric specified (not needed
if for spill control only)
Notes:
1. Use a minimum of a 54" diameter type 2 catch basin.
2. Outlet Capacity: 100-yr developed peak flow.
3. Metal Parts: Corrosion resistant. Non -Galvanized parts
preferred. Galvanized pipe parts to have asphalt
treatment 1. A 4. Frame and ladder or steps offset so: L
A. Cleanout gate is visible from top.
B. Climb -down space Is clear of riser and cleanout gate.
C. Frame is clear of curb.
5. If metal outlet pipe connects to cement concrete pipe:
outlet pipe to have smooth O.D. equal to concrete pipe
I.D. less %4"
6. Provide at least one 3" x 0.90 inches support bracket
anchored to concrete wall. (maximum 3'-0" vertical
spacing)
7. Locate elbow restrictor(s) as necessary to provide
minimum clearance as shown.
8. Locate additional ladder rungs in structures used as
access to tanks or vaults to allow access when catch
basin is filled with water.
9" MIN GABION
MATTRESS
N
��\\\ 3MIN GABION BASKET ANCHOR
TO BE PLACED AT THE TOP
OF SLOPE EXTENDING THE 41 a °
Q FULL TOP WIDTH OF OF
THE SPILLWAY CHANNEL AT \\���
A MINIMUM DEPTH OF 24" \ \ \ \
GN80 8 NON WOVEN
GEOTEXTILE
LE FILTER FABRIC
MUSTT COVER ALL EXPOSED SOIL \ \\ \\ \\ \\ \\
SURFACES ADJACENT TO THE \ \ \ \ \ \
GABIONS, BOTH VERTICAL AND
HORIZONTAL SURFACES.
470.00 TOP OF BERM POND
t N a
- L=22.0' MIN - I °
_467.75 _ FINAL CONFIGURATION OF GABION
Da Da ° Da Da a Da Da BLOCKS AND MATTRESS TO BE
DESIGNED BY OTHER CONTRACTOR TO
a o SUBMIT DESIGN AND CUT SHEET TO
24" MIN GABION PROJECT ENGINEER PRIOR TO
ANCHOR ICONSTRUCTION
GABION BASKET ANCHOR
SECTION A -A
EMERGENCY OVERFLOW SPILLWAY SECTION A -A
NOT TO SCALE
frame, grate, & solid
cover marked "DRAIN"
with locking bolts
s see note 3
vertical bar
grate for
design W.S.o secondary
inlet
handholds, steps,
or ladder
I 2' min.
inlet
pipe
c
E shear gate with
12' control rod for
12"� cleanout/drain
E
N 12"
Section
A -A'
2' min. clearance
to any portion
of frop-T including elbows
u\
A
\
angle as
necesssary
2' mi
see note 7
additional ladder
--- '
rungs (in sets) to
elbow
allow access to
restrictor
tanks or vaults
see detail
when catch is
filled with water.
Plan
View
NOT TO SCALE
Flow Restrictor (TEE)
Revised June 2016
DEPARTMENT OF
ECOLOGYPlease see http://Www.ecy.wa.govlcopyright.htmi for copyright notice including permissions,
State of Washington limitation of liability, and disclaimer.
FLOW CONTROL STRUCTURE
NOT TO SCALE
CONTROL STRUCTURE INFO.
RIM = 467.00'
INLET EL.= 457.88'
OUTLET EL.= 457.88'
RISER 0= 3611
TOP OF RISER= 466.50'
ORIFICE INFORMATION
ORIFICE NO.
ORIFICE
DIA.(IN.)
ORIFICE EL.
(FT.)
1
6.23
457.60
2
11.56
464.63
3
7.01
465.01
ELEV=467.75
TOP OF OVERFLOW SURFACE
IMPERMEABLE GEOTEXTILE FABRIC
SHALL BE WRAPPED AROUND THE NOTE:
ANTI -SEEP COLLAR. AVOID CONTRACTOR SHALL INSTALL
SEEMS/OVERLAP WITHIN P OF THE ANTI -SEEP COLLAR OR APPROVED
COLLAR. EQUIVALENT IMPERMEABLE DEVICE.
rj CONCRETE ANTI -SEEP COLLAR
\� EXTEND GABION MAT 12' MIN, \` \\j\\j\\j\\j \ L NOT TO SCALE
/\/ N OVER EXISTING G R\UN \/
GABION BASKET ANCHOR TO BE PLACED AT
/. THE TOE OF SLOPE EXTENDING THE FULL
3' MIN TOP WIDTH OF OF THE SPILLWAY CHANNEL
AT A MINIMUM DEPTH OF 24"
f 1 II M1 l IA111 MTn1 \A/TTl 1 `'�NCRETE*
LET PIPE
OR #4
)P @ 36" MAX
1 REBAR
EACH CORNER
DESIRED PERFORMANCE OF COMPLETED WORK
1. PIPELINE ACTS STRUCTURALLY AS A UNIT. NO DEFLECTION IN PIPE, JOINTS OR CONNECTIONS DUE TO FUTURE DIFFERENTIAL
SETTLEMENT OF OVERLAYING EMBANKMENT MATERIAL.
2. INTERFACE OF PIPE AND/OR CONCRETE WITH EARTHEN MATERIAL IS NOT CONDUCIVE TO SEEPAGE ALONG THE PIPELINE.
INTERFACE WITH EARTHEN MATERIAL FORMS A TIGHT SEAL ON ALL SIDES.
MATERIALS
1. CONCRETE: 5 SACK MINIMUM (5 SACKS CEMENT / YARD OF CONCRETE)
2. REBAR: CORNERS #4 REBAR; HOOPS #3 OR #4 REBAR @36" MAX
CONSTRUCTION
1. TRENCH CONDITIONS. POUR CONCRETE AGAINST FIRM NATIVE SOIL OR COMPACTED EMBANKMENT MATERIAL. REMOVE ALL
LOOSE MATERIAL FROM TRENCH. NO GRAVEL PIPE BEDDING IN TRENCH. (COMMENT: THIS PROVISION APPLIES TO ALL
CONCRETE STRUCTURES WITHIN THE FOOTPRINT OF THE DAM.) SIDES OF CONCRETE MUST BE VERTICAL OR SLOPED
OUTWARD (TOP TO BOTTOM) TO ALLOW GOOD COMPACTION OF EARTHEN MATERIAL AGAINST THESE SURFACES.
2. CONCRETE THICKNESS. SURROUND PIPE WITH CONCRETE 6" MINIMUM THICKNESS ALL SIDES. COVER REBAR WITH CONCRETE
2" MINIMUM THICKNESS.
3. TOP SURFACE OF CONCRETE. TOP SURFACE OF FINISHED CONCRETE MUST BE RELATIVELY SMOOTH TO ALLOW GOOD SEAL OF
OVERLYING EARTHEN MATERIAL AGAINST THE CONCRETE. ELIMINATE VOIDS OR ROUGHNESS IN THE CONCRETE AND FLATTEN
THE TOP SURFACE.
4. EXTENT OF ENCASEMENT. ENCASEMENT MUST EXTEND TO UPSTREAM TOE AND DOWNSTREAM TOE OF THE DAM TO THE POINT
WHERE THE THICKNESS OF EARTHEN MATERIAL IS LESS THAN ONE FOOT OVERLYING THE TOP OF THE FINISHED CONCRETE.
NOTE: REFERENCE: DAM SAFETY GUIDELINES, PART IV, DAM DESIGN AND CONSTRUCTION, JULY 1993.
* CONCRETE: SPECIFY 5 SACK MINIMUM SEE SECTION 4.1, LOW LEVEL OUTLET CONDUITS, PAGES 4-1 TO 4-10. SEE ALSO SECTION 3.313, CONDUIT SEEPAGE CONTROL -
FILTER DIAPHRAGMS, PAGES 3-27 TO 3-30.
CONCRETE ENCASEMENT FOR OUTLET PIPE
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NOT TO SCALE
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WA DOE WATER RESOURCES PROGRAM
DAM SAFETY GUIDELINES PART IV
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ALL EXISTING UTILITIES IN THE CONSTRUCTION AREA SHALL BE
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WITH PROPOSED CONSTRUCTION. CONTACT PROJECT ENGINEER
IMMEDIATELY IF ANY CONFLICTS ARE IDENTIFIED.
PRIOR TO ANY CONSTRUCTION ACTIVITIES, VERIFY EXISTING
TOPOGRAPHY IS CONSISTENT WITH WHAT IS SHOWN ON PLANS AND IF
THERE ARE ANY POTENTIAL CONFLICTS WITH PROPOSED CONSTRUCTION
ACTIVITIES. CONTACT PROJECT ENGINEER IMMEDIATELY IF ANY
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GRAPHIC SCALE MCCORMICK WEST, DIVISION 15
0 20 40 A PORTION OF SECTION 8, TOWNSHIP 23N, RANGE 01 E, W.M.,
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WITH PROPOSED CONSTRUCTION. CONTACT PROJECT ENGINEER
IMMEDIATELY IF ANY CONFLICTS ARE IDENTIFIED.
PRIOR TO ANY CONSTRUCTION ACTIVITIES, VERIFY EXISTING
TOPOGRAPHY IS CONSISTENT WITH WHAT IS SHOWN ON PLANS AND IF
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DATE: 12 March 2024
REVISED:
PROJECT: 23-121
DWG NAME:
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SHEET
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C30
30 OF 36
GRAPHIC SCALE
0 20 40
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ALL EXISTING UTILITIES IN THE CONSTRUCTION AREA SHALL BE
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WITH PROPOSED CONSTRUCTION. CONTACT PROJECT ENGINEER
IMMEDIATELY IF ANY CONFLICTS ARE IDENTIFIED.
PRIOR TO ANY CONSTRUCTION ACTIVITIES, VERIFY EXISTING
TOPOGRAPHY IS CONSISTENT WITH WHAT IS SHOWN ON PLANS AND IF
THERE ARE ANY POTENTIAL CONFLICTS WITH PROPOSED CONSTRUCTION
ACTIVITIES. CONTACT PROJECT ENGINEER IMMEDIATELY IF ANY
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HOURS BEFORE YOU DIG
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REVISED:
PROJECT: 23-121
DWG NAME:
23-121-C
SHEET
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C31
31 OF 36
GRAPHIC SCALE
0 20 40
1 INCH = 20 FEET (22"x34")
1 INCH = 40 FEET (11"x17")
MCCORMICK WEST, DIVISION 15
A PORTION OF SECTION 8, TOWNSHIP 23N, RANGE 01 E, W.M.,
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WITH PROPOSED CONSTRUCTION. CONTACT PROJECT ENGINEER
IMMEDIATELY IF ANY CONFLICTS ARE IDENTIFIED.
PRIOR TO ANY CONSTRUCTION ACTIVITIES, VERIFY EXISTING
TOPOGRAPHY IS CONSISTENT WITH WHAT IS SHOWN ON PLANS AND IF
THERE ARE ANY POTENTIAL CONFLICTS WITH PROPOSED CONSTRUCTION
ACTIVITIES. CONTACT PROJECT ENGINEER IMMEDIATELY IF ANY
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DESIGNER:
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ENGINEER:
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DRAWN:
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S8 T23 N
R01E WM
DATE: 12 March 2024
REVISED:
PROJECT: 23-121
DWG NAME:
23-121-C
SHEET
REV.
C32
32 OF 36
GENERAL NOTES:
1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH ALL CURRENTLY ADOPTED WSDOT AND APWA
SPECIFICATIONS AND PLANS, AND THE CITY OF PORT ORCHARD MUNICIPAL CODE, THE CURRENTLY ADOPTED
CITY OF PORT ORCHARD DEVELOPER'S HANDBOOK, THE CURRENTLY ADOPTED SURFACE WATER DESIGN
MANUAL AND THE CONDITIONS OF PRELIMINARY SUBDIVISION APPROVAL. IT SHALL BE THE SOLE
RESPONSIBILITY OF THE APPLICANT AND THE PROFESSIONAL CIVIL ENGINEER TO CORRECT ANY ERROR,
OMISSION, OR VARIATION FROM THE ABOVE REQUIREMENTS FOUND IN THESE PLANS. ALL CORRECTIONS
SHALL BE AT NO ADDITIONAL COST OR LIABILITY TO THE CITY OF PORT ORCHARD.
2. THE DESIGN ELEMENTS WITHIN THESE PLANS HAVE BEEN REVIEWED ACCORDING TO THE PORT ORCHARD
DESIGN STANDARDS. SOME ELEMENTS MAY HAVE BEEN OVERLOOKED OR MISSED BY THE CITY OF PORT
ORCHARD CITY ENGINEER. ANY DEVIATION FROM ADOPTED STANDARDS IS NOT ALLOWED UNLESS
SPECIFICALLY APPROVED BY THE CITY OF PORT ORCHARD CITY ENGINEER, PRIOR TO CONSTRUCTION.
3. APPROVAL OF THESE ENGINEERING PLANS SUCH AS FOR ROADS, GRADING, OR DRAINAGE DOES NOT
CONSTITUTE AN APPROVAL OF ANY OTHER DESIGN (E.G., WATER, SEWER, GAS, ELECTRICAL, ETC.).
4. BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY, A PRECONSTRUCTION MEETING MUST BE HELD
BETWEEN THE CITY OF PORT ORCHARD PUBLIC WORKS DEPARTMENT, THE APPLICANT AND THE APPLICANT'S
CONSTRUCTION REPRESENTATIVE.
5. PROOF OF LIABILITY INSURANCE SHALL BE SUBMITTED TO THE CITY OF PORT ORCHARD PRIOR TO THE
PRECONSTRUCTION MEETING.
6. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN
PROGRESS.
7. CONSTRUCTION NOISE SHALL COMPLY WITH THE CURRENT POMC SECTION 9.24.050.
8. IT SHALL BE THE APPLICANT /CONTRACTOR'S RESPONSIBILITY TO OBTAIN ALL RIGHT-OF-WAY PERMITS
AND CONSTRUCTION EASEMENTS NECESSARY BEFORE INITIATING OFF -SITE WORK WITHIN A CITY OF PORT
ORCHARD STREET RIGHT-OF-WAY.
9. FRANCHISED UTILITIES OR OTHER INSTALLATIONS THAT ARE NOT SHOWN ON THESE APPROVED PLANS
SHALL NOT BE CONSTRUCTED UNLESS AN APPROVED SET OF PLANS IS SUBMITTED TO THE CITY OF PORT
ORCHARD PRIOR TO CONSTRUCTION.
10. THE VERTICAL DATUM SHALL BE NAVD 1988 AND THE HORIZONTAL DATUM SHALL BE NAD 1983 HARN
STATE PLANE WASHINGTON NORTH FIPS 4601 FEET.
11. GROUNDWATER SYSTEM CONSTRUCTION SHALL BE WITHIN A RIGHT-OF-WAY OR APPROPRIATE DRAINAGE
EASEMENT, BUT NOT UNDERNEATH THE ROADWAY SECTION.
12. ALL UTILITY TRENCHES SHALL BE BACKFILLED AND COMPACTED IN ACCORDANCE WITH THE CITY OF
PORT ORCHARD STANDARDS.
13. ALL ROADWAY SUBGRADE SHALL BE BACKFILLED, COMPACTED TO 95% MAXIMUM DENSITY AND
PREPARED FOR SURFACING IN ACCORDANCE WITH WSDOT STANDARD SPECIFICATION 206.3.
14. OPEN CUTTING OF EXISTING ROADWAYS IS NOT ALLOWED UNLESS SPECIFICALLY APPROVED BY THE CITY
OF PORT ORCHARD CITY ENGINEER AND NOTED ON THESE APPROVED PLANS. ANY OPEN CUT SHALL BE
RESTORED IN ACCORDANCE WITH THE CITY OF PORT ORCHARD STANDARD SPECIFICATIONS.
15. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ADEQUATE SAFEGUARDS, SAFETY DEVICES,
PROTECTIVE EQUIPMENT, FLAGGERS, AND ANY OTHER NEEDED ACTIONS TO PROTECT THE LIFE, HEALTH,
AND SAFETY OF THE PUBLIC, AND TO PROTECT PROPERTY IN CONNECTION WITH THE PERFORMANCE OF
WORK COVERED BY THE CONTRACTOR. ANY WORK WITHIN THE TRAVELED RIGHTOF-WAY THAT MAY
INTERRUPT NORMAL TRAFFIC FLOW SHALL REQUIRE AT LEAST ONE FLAGGER FOR EACH LANE OF TRAFFIC
AFFECTED. REFER TO "TRAFFIC CONTROL," OF THE WSDOT STANDARD SPECIFICATIONS SHALL APPLY IN ITS
ENTIRETY. TRAFFIC CONTROL PLANS SHALL FOLLOW THE CURRENTLY ADOPTED MUTCD MANUAL AS
APPLICABLE. TO PROTECT SIGNIFICANT TREES FROM THE IMPACTS OF THE PROPOSED DEVELOPMENT, THE
APPLICANT SHALL PROVIDE THE BEST PROTECTION FOR SIGNIFICANT TREES PER THE REGULATIONS. AT A
MINIMUM, ANY SIGNIFICANT TREES TO BE RETAINED SHALL BE FENCED TWO FEET OUTWARD FROM THE
IDENTIFIED DRIP LINE. TREES THAT SUSTAIN DAMAGE DURING CONSTRUCTION SHALL BEREPLACED
PURSUANT TO POMC. A REPRESENTATIVE OF THE CITY OF PORT ORCHARD DCD STAFF SHALL VERIFY
PROTECTIVE FENCING PLACEMENT PER THIS CONDITION PRIOR TO ISSUANCE OF A NOTICE TO PROCEED FOR
GRADING AND CLEARING. THE CITY SHALL INSPECT FOR COMPLIANCE WITH THE TREE PLAN PRIOR TO A
FINAL INSPECTION. THE INSPECTION SHALL ALSO EVALUATE THE CONDITION OF RETAINED TREES AND ANY
AND ALL CORRECTIONS WILL BE REQUIRED TO BE COMPLETED PRIOR TO A FINAL INSPECTION AND RELEASE
OF ANY POST FINANCIAL GUARANTEES FOR THE SITE.
MCCORMICK WEST, DIVISION 15
A PORTION OF SECTION 8, TOWNSHIP 23N, RANGE 01 E, W.M.,
CITY OF PORT ORCHARD, KITSAP COUNTY, WASHINGTON
TOP MANHOLE
FRAME AND LID
GRADE RING'
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NOTES:
1. MATCH CROWNS OF SEWERS.
2. FOR CAST IN PLACE BASE, CONSTRUCT IN FIELD CHANNEL AND SHELF TO THE CROWN OF
THE PIPE.
3. FOR PRECAST BASE, USE GRAVEL BACKFILL, 6" MIN. COMPACTED DEPTH UNDER THE BASE.
4. ALL RIGID PIPE ENTERING OR LEAVING THE MANHOLE SHALL BE PROVIDED WITH FLEXIBLE JOINTS WITHIN 1 X PIPE
DIAMETERS OF THE MANHOLE STRUCTURE.
5. INSTALL DROP MANHOLE CONNECTION IF INVERT OF ANY INCOMING SEWER IS MORE THAN
2'-0" ABOVE THE TOP
OF THE MAIN SEWER.
6. IN UNIMPROVED AREAS AND EASEMENTS, MANHOLE SHALL EXTEND A MINIMUM OF 2" AND
A MAXIMUM OF 4"
ABOVE FINISHED GRADE.
7. MANHOLE RING AND COVER SHALL HAVE A CLEAR OPENING. WORDING ON COVER SHALL BE "SEWER" IN 3"
RAISED LETTERS.
8. ALL MANHOLE JOINTS SHALL USE A CONFINED ROUND RUBBER GASKET MEETING ASTM C-443
SPECIFICAITONS.
Est. 1890
ORCHARD
MANHOLES A
MANHOLE DETAIL48"
DRAWN BY
DATE
SCALE
IDS
113012019
NTS
DRAWING NUMBER
920
MANHOLE DETAIL 4811
NOT TO SCALE
CITY OF PORT ORCHARD
STD. DRAWING 920
SAW CUT
EX. A.C. PAVEMENT
SURFACE
TRENCH BACKFILL MATERIAL;
COMPACT TO 95% IN 6" LIFTS
CL52 DI WATER LINE OR
APPROVED EQUAL
PIPE BEDDING MATERIAL
COMPACT TO 95%
PLANE EX. ROADWAY AS NECESSARY
OVERLAY TO MAINTAIN EX. FREEBOARE
AT CURBS
2" GRIND AND OVERLAY
FYTFNTS PFR STANr1ARr1R
",L"I"
(36" MIN.)
SEE ROADWAY STANDARDS FOR
APPROPRIATE PAVEMENT SECTION
ING TAPE PER SPECIFICATIONS
FOUNDATION STABILIZATION
MATERIAL (AS REQUIRED)
NOTES:
1) BED THE ENTIRE WIDTH OF THE TRENCH PAVEMENT
2) RESTORATION SHALL BE PER THE APPROPRIATE SECTION IN CHAPTER 6 (PAVEMENT SURFACING).
3) INSTALL TRACER WIRE PER SPECIFICATIONS
Z PIPE ZONE BEDDING
SCALE
NOT TO CITY OF PORT ORCHARD
STD. DRAWING 801
MON
LID PLAN
NWIDE BEAD
T]e� r
1B•
FINISH GRADE y_1 2•
1
2• DIA. BRASS
COMPACTED NATIVE MATERIAL
1) FRAME AND COVER SHALL NOT REST
ON OR BE IN CONTACT WITH
_
s
CONCRETE MONUMENT.
a•
2) BRASS DISC SHALL BEAR THE LAND SURVEYORS
REGISTRATION NUMBER AND BE CLEARLY
PUNCHED
3) FRAME AND COVER:
SATHER MANUFACTURING COMPANY
No. 2022 W/CONCRETE MONUMENT OR
APPROVED EQUAL.
MONUMENT A
SURVEY CONTROL MONUMENT
SURVEY CONTROL MONUMENT
NOT TO SCALE
CITY OF PORT ORCHARD
STD. DRAWING 460
DRAWN BY I ID5
DATE 1131f201B
SCALE NTS
DRAWING NUMBER 460
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DESIGNER:
M. GOULARTE
ENGINEER:
J. HAUG
DRAWN:
V. KRAL
S8 T23 N
R01E WM
DATE: 12 March 2024
REVISED:
PROJECT: 23-121
DWG NAME:
23-121-C
SHEET
REV.
C33
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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.
3. THE RECTANGULAR FRAME AND GRATE MAY BE INSTALLED WITH
THE FLANGE UP OR DOWN. THE FRAME MAY BE CAST INTO THE
ADJUSTMENT SECTION.
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.
CATCH BASIN FRAME AND VANED GRATE
OR MANHOLE RING AND COVER
� [V
D °
• D O
D D °
RECTANGULAR ADJUSTMENT SECTION
OR CIRCULAR ADJUSTMENT SECTION
FLAT SLAB TOP
D
°D °D
D ° SEE TABLE
MORTAR (TYP.)
D
° D
D
D STEPS OR
LADDER
N
p .
D °p
D p
z X
D Z < X D
_ ¢ REINFORCING STEEL (TYP.)
N - n
GRAVEL BACKFILL FOR
p . PIPE ZONE BEDDING
"0" RING a
77,
0
�566
ooa° cn�oo oho °ED
SEPARATE BASE INTEGRAL BASE
PRECAST PRECAST WITH RISER
(48" - 72" ONLY)
29 114"
BOLT -DOWN HOLE (TYP.) -
5/8" (IN) - 11 NO (SEE
DETAIL 8 NOTE 2)
TOP
SECTION OA
TYPE 2 CATCH BASIN
NOT TO SCALE
0
WSDOT STD PLAN B-10.20-01
iv
e
r
r�±l
D7-
v
6
2 1 /2"
DETAIL BO
MCCORMICK WEST, DIVISION 15
A PORTION OF SECTION 8, TOWNSHIP 23N, RANGE 01 E, W.M.,
CITY OF PORT ORCHARD, KITSAP COUNTY, WASHINGTON
CATCH BASIN DIMENSIONS
CATCH
BASIN
DIAMETER
MIN.
WALL
THICKNESS
MIN.
BASE
THICKNESS
MAXIMUM
KNOCKOUT
SIZE
MINIMUM
DISTANCE
BETWEEN
KNOCKOUTS
4811
411
6"
3611
811
54"
4.5"
8"
42"
8"
60"
5"
81,
48"
81,
72"
6"
8"
60"
12"
8411
8"
12"
72"
12"
9611
81,
12"
8411
12"
120"
101,
12"
96"
12"
144"
12"
12"
108"
12"
PIPE ALLOWANCES
CATCH
BASIN
DIAMETER
PIPE MATERIAL WITH MAXIMUM INSIDE DIAMETER
CONCRETE
ALL
METAL
CPSSP
0
SOLID
WALL
PVC 0
PROFILE
WALL
PVC 0
48'
24'
30"
24"
30"
30"
54"
30"
36"
30"
36"
36"
60"
36"
42"
36"
42"
42"
72"
42"
54"
42"
48"
48"
84"
54"
60"
54"
48"
48"
96"
60"
72"
60"
48"
48"
120"
66"
84"
60"
48"
48"
144"
1 7811
1 96"
1 60"
1 48"
48"
Q Corrugated Polyethylene Storm Sewer Pipe (Standard Specification 9-05.20)
2O Standard Specification 9-05.12 1))
® Standard Specification 9-05.12 2))
NOTES
1. This frame is designed to accommodate 20" (in) x 24" (in) grates or covers
as shown on Standard Plans B-30.20, B-30.30, B-30.40, and B-30.50.
2• Bolt -down capability is required on all frames, grates, and covers, unless
specified otherwise in the Contract. Provide 2 holes in the frame that are
vertically aligned with the grate or cover slots. The frame shall accept the
304 Stainless Steel (S.S.) 5/8" (in) - 11 NC x 2" (in) alien head cap screw
by being tapped, or other approved mechanism. Location of bolt -down holes
varies by manufacturer.
3. Refer to Standard Specification Section 9-05.15(2) for additional
requirements.
RECESSED ALLEN
HEAD CAP SCREW
304 S.S. 5/8" (IN) -11
NO x 2" (IN)
F-4p
GRATE
GRATE
SLOT
HOLE
BOLT -DOWN DETAILS
SEE NOTE 2
FLANGE UPWARD
FRAME
Q
SLOT -- SEE DETAIL
AND NOTE 1
J
TOP
24"
4 EQUALS ACES 4 EQUAL SPACES
T-
SECTION AO
RECTANGULAR
BI-DIRECTIONAL
VANED GRATE
SECTION
PIPE ZONE BACKFILL
(SEE NOTE 1)
W
GRAVEL BACKFILL FOR
85% O.D. ^�
PIPE ZONE BEDDING (SEE NOTE 4) a
(SEE NOTE 2) a
15%O.D.
FOUNDATION LEVEL -
CONCRETE AND DUCTILE IRON PIPE
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.
TRENCH BACKFILL SHALL CONSIST OF GRAVEL BACKFILL FOR WALLS OR
GRAVEL BORROW (WSDOT SPEC). B" LIFTS COMPACTED TO 95% BELOW
PAVEMENT, 90%OUTSIDE OF PAVED AREAS. NATIVE MATERIAL MAY BE
APPROVED BY THE CITY IF EVALUATED BY A LICENSED GEOTECHN]CAL CLEARANCE BETWEEN PIPES
ENGINEERAND FoulvDsuITABLE'gr///, FOR MULTIPLE INSTALLATIONS
TRENCH WIDTH
RECESSED ALLEN (s N E PIPE SIZE DISTANCE
_HEAD CAP SCREW BETWEEN
304 S.S. 5/8" (IN) - 11 GRPIPEZONeKeEo�INRG BARRELS
n (SEE NOTE 2) 12" to 24" 12"
NC X 2 (IN) z CIRCULAR PIPE 30" to 96" DIAM. /2
GRATE (DIAMETER)
N o � 102" to 180" 48"
3l/4 a PIPE ARCH 18" to 36" 12"
GRATE 1114" �0 {SPAN) 43" to 142" SPAN /3
FOUNDATION LEVEL METAL ONLY
148" to 200" 48"
IR I -FRAME
THERMOPLASTIC PIPE
SLOT
HOLE 3 PIPE ZONE BEDDING AND BACKFILL
BOLT -DOWN DETAILS
SEE NOTE 1
NOTES
1. BOLT -DOWN CAPABILITY IS REQUIRED ON ALL
FRAMES, GRATES, AND COVERS, UNLESS
SPECIFIED OTHERWISE IN THE CONTRACT.
PROVIDE 2 HOLES IN THE FRAME THAT ARE
VERTICALLY ALIGNED WITH THE GRATE OR COVER
SLOTS. THE FRAME SHALL ACCEPT THE 304
STAINLESS STEEL (S.S.) 5/8' (IN) - 11 NC X 2" (IN)
ALLEN HEAD CAP SCREW BY BEING TAPPED, OR
ISOMETRIC OTHER APPROVED MECHANISM LOCATION OF
RT_f1TD 1ZrTTr)NI A I \/A NI PF) ll';D OTI=
NOT TO SCALE
24"
2 1l2" DIAM.
WSDOT STD PLAN 330.40-3
BOLT -DOWN SLOT -
DETAIL AND NOTE 1
�4
A
4�4�4�4
B
TOP
SECTION O
25" R. - SEE NOTE 2
FRAME CAST INTO PRECAST
ADJUSTMENT SECTION - SEE
STANDARD PLAN B-30.90 FOR 5'
ADJUSTMENT SECTION DETAILS
3 1/2"
X 4 3/4" 1 112"
2
N 3/4"
J 5/8"
--1 3/� , f
1/2" DIAM.r
39" R. -SEE NOTE 2
ISOMETRIC VIEW
SHOWING THE VARIATIONS
RECTANGULAR FRAME (REVERSIBLE)
NOT TO SCALE
SHEET 1 OF 1 SHEET
01 /26/17
WSDOT STD PLAN B-30.10-02
SECTION O
SECTION CO
BOLT -DOWN HOLES VARIES BY MANUFACTURER.
2. REFER TO STANDARD SPECIFICATION SECTION
9-05.15, AND 9-05.15(2) FOR ADDITIONAL
REQUIREMENTS.
3. FOR FRAME DETAILS, SEE STANDARD PLAN
B-30.10.
NOTES
1. Bolt -down capability is required an all frames, grates, and covers, unless
specified otherwise in the Contract. Provide 2 holes in the frame that are
vertically aligned with the grate or cover slots. The frame shall accept the
304 Stainless Steel (S.S.) 5/8" (in) - 11 INC x 2" (in) Allen head cap screw
by being tapped, or other approved mechanism. Location of bolt -down
holes varies by manufacturer.
2. Alternative reinforcing designs are acceptable in lieu of the rib design.
3. Refer to Standard Specification Section 9-05.15(2) for additional
requirements.
4. For frame details, see Standard Plan B-30.10.
GRATE
3l4"
SLOT
RECTANGULAR SOLID METAL COVER
NOT TO SCALE
HOLE
BOLT -DOWN DETAILS
SEE NOTE 1
WSDOT STD PLAN B-30.10-02
RECESSED ALLEN
HEAD CAP SCREW
304 5.5- 5/8" (IN) - 11
NC x 2" (IN)
GRATE
FRAME
NOT TO SCALE
WSDOT STD PLAN B-55.20-02
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DESIGNER:
M. GOULARTE
ENGINEER:
J. HAUG
DRAWN:
V. KRAL
S8 T23 N
R01E WM
DATE: 12 March 2024
REVISED:
PROJECT: 23-121
DWG NAME:
23-121-C
SHEET
REV.
C34
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SECTION O
MCCORMICK WEST, DIVISION 15
A PORTION OF SECTION 8, TOWNSHIP 23N, RANGE 01 E, W.M.,
NOTES CI T Y OF POR T UMUr_IARD, KITSAP COUNTY, WASHINGTON
1. Bolt -down capability is required on all frames, grates, and covers, unless
specified otherwise in the Contract. Provide 2 holes in the frame that are J
vertically aligned with the grate or cover slots. The frame shall accept the o
304 Stainless Steel (S.S.) 5/8" (in) - 11 NC x 2" (in) allen head cap screw g
by being tapped, or other approved mechanism. Location of bolt -down Z
holes varies by manufacturer. W
2. Refer to Standard Specification Section 9-05.15 and 9-05.15(2) for }
additional requirements. m
3. For frame details, see Standard Plan B-30.10.
❑
RECESSED ALLEN
HEAD CAP SCREW
304 S.S. 518" (IN) - 11
NC x 2" (IN)
I
I
i GRATE
314" n
GRATE 1114"
W
III
i I
FRAME
I I
I
SLOT
HOLE
BOLT -DOWN DETAILS
SEE NOTE 1
ISOMETRIC
RECTANGULAR VANED GRATE
NOT TO SCALE
WSDOT B-30.30-03
RRIZ
pF WAVE,
�O � 4Lai9 w�
S T'0`0
ss70NAL
U Heilman, J lie
`
Pc620201812:54PM
RECTANGULAR
VANED GRATE
STANDARD PLAN B-30.30-03
SHEET 1 OF 1 SHEET
APPROVED FOR PUBLICATION
capraxgrrff
F6V20187.-58AM
STATE DESIGN ENGINEER
Amok
Washington Siafe Department of Transportation
#3 BAR EACH CORNER
NOTES
1. Bolt -down capability is required on all frames, grates, and covers, unless
specified otherwise in the Contract. Provide 2 holes in the frame that are 0
vertically aligned with the grate or cover slots. The frame shall accept the va,
304 Stainless Steel (S.S.) 518" (in) - 11 NC x 2" (in) allen head cap screw J
by being tapped, or other approved mechanism. Location of bolt -down m
holes varies by manufacturer.
2. Refer to Standard Specification section 9-05.15, and 9-05.15(2) o
for additional requirements.
3. For frame details, see Standard Plan B-30.10.
4. The thickness of the grate shall not exceed 1 5/8" (in).
SLOT - SEE DETAIL
AND NOTE 1 RECESSED ALLEN
HEAD CAP SCREW
304 S.S. 518" (IN) - 11
NC x 2" (IN)
I GRATE
1" (IN} OPENING -
(TYP.) 314"
GRATE 1114"
i
I �N i
i
i I FRAME
I I
i
SLOT
HOLE
BOLT -DOWN DETAILS
SEE NOTE 1
ISOMETRIC
RECTANGULAR HERRINGBONE GRATE
NOT TO SCALE
WSDOT B-30.50-03
of WAsy�o��
eof
ss70NAL
II , p Heiman. Julie
'I t��,%,�,sN Feb in20 2018 32:55 PM
RECTANGULAR
HERRINGBONE GRATE
STANDARD PLAN B-30.50-03
SHEET 1 OF 1 SHEET
APPROVED FOR PUBLICATION
F.b 27201Jeff
Feb 27 21118 7:59 AM
^d, STATEDESIGNENGINEER
Washington Vote Department of Transportation
43 BAR HOOP
#3 BAR EACH ."
FRAME AND VANED GRATE
s
2", 4", 6", 12", OR 24"
6" (IN) HEIGHT
INCREMENT(SPACED EQUALLY)
RECTANGULAR ADJUSTMENT SECTION
PRECAST BASE SECTION
FRAME AND VANED GRATE
1R (TYP.)
s
12", 4", 6", 12", OR 24"
EACH 6" (IN) HEIGHT
INCREMENT, SPACED EQUALLY
RECTANGULAR ADJUSTMENT SECTION
HOOPS
REDUCING SECTION
3AR
4ER
#3 BAR HOOP
PIPE ALLOWANCES
MAXIMUM
PIPE MATERIAL
INSIDE
DIAMETER
(INCHES)
REINFORCED OR
12"
PLAIN CONCRETE
ALL METAL PIPE
15"
CPSSP
(STD. SPEC. SECT. 9-05.20)
12"
SOLID WALL PVC
15"
(STD. SPEC. SECT. 9-05.12(1))
PROFILE WALL PVC
15"
(STD. SPEC. SECT. 9-05.12(2))
ale CORRUGATED POLYETHYLENE
STORM SEWER PIPE
#3 BAR EACH CORNEF
18" (IN) MIN
#3 BAR HOOP
(SEE NOTE 1)
ALTERNATIVE PRECAST BASE SECTION
CATCH BASIN TYPE 1
NOT TO SCALE
PIPE ALLOWANCES
MAXIMUM
PIPE MATERIAL
INSIDE
DIAMETER
(INCHES)
REINFORCED OR
18"
PLAIN CONCRETE
ALL METAL PIPE
21'
CPSSP *
(STD. SPEC. SECT. 9-05.20)
1s.
SOLID WALL PVC
21"
(STD. SPEC. SECT. 9-05.12(1))
PROFILE WALL PVC
21"
(STD. SPEC. SECT. 9-05.12(2))
CORRUGATED POLYETHYLENE
STORM SEWER PIPE
#3 BAR
(TYP.)
PRECAST BASE SECTION
CATCHBASIN TYPE 1L
NOT TO SCALE
NOTES
1. As acceptable alternatives to the rebar shown in the PRECAST BASE
SECTION, fibers (placed according to the Standard Specifications), or
wire mesh having a minimum area of 0.12 square inches per foot shall
be used with the minimum required rebar shown in the ALTERNATIVE
PRECAST BASE SECTION. Wire mesh shall not be placed in the
knockouts.
2. The knockout diameter shall not be greater than 20" (in). Knockouts shall
have a wall thickness of 2" (in) minimum to 2.5" (in) maximum. Provide
a 1.5" (in) 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 Section 9-04.3.
3. The maximum depth from the finished grade to the lowest pipe invert
shall be 5' (ft).
4. The frame and grate may be installed with the flange down, or integrally
cast into the adjustment section with flange up.
5. The Precast Base Section may have a rounded floor, and the walls may
be sloped at a rate of 1 : 24 or steeper.
6. The opening shall be measured at the top of the Precast Base Section.
7. All pickup holes shall be grouted full after the basin has been placed.
of WAsq��L
� �CISTER� ti�
�s�70NAL
Julie Heilman
2020.09.01 07s2s0 -oTOO'
CATCH BASIN TYPE 1
STANDARD PLAN B-5.20-03
SHEET 1 OF 1 SHEET
APPROVED FOR PUBLICATION
Digitally signed by Roark, Steve
oar ,Steve Date 2020 D9090945:23-07'00'
STATE DESIGN ENGINEER
AML
Washington Stale Department of Transportation
WSDOT B-5.20-03
NOTES
1. As acceptable alternatives to the rebar shown in the PRECAST BASE
SECTION, fibers (placed according to the Standard Specifications), or
wire mesh having a minimum area of 0,12 square inches per foot, shall
be used with the minimum required rebar shown in the ALTERNATIVE
PRECAST BASE SECTION. Wire mesh shall not be placed in the
knockouts.
2. The knockout shall not be greater than 26" (in), in any direction. Knockouts
shall have a wall thickness of 2" (in) minimum to 2.5" (in) maximum. Provide
a 1.5" (in) 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 Section 9-04.3.
3. The maximum depth from the finished grade to the lowest pipe invert
shall be 5' (ft).
4. The frame and grate may be installed with the flange down or integrally
cast into the adjustment section with flange up.
5. The Precast Base Section may have a rounded floor, and the walls may
be sloped at a rate of 1 : 24 or steeper.
6. The opening shall be measured at the top of the Precast Base Section.
7. All pickup holes shall be grouted full after the basin has been placed.
#3 BAR EACH CORNER
WSDOT B-5.40-02
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DESIGNER:
M. GOULARTE
ENGINEER:
J. HAUG
DRAWN:
V. KRAL
S8 T23 N
R01E WM
DATE: 12 March 2024
REVISED:
PROJECT: 23-121
DWG NAME:
23-121-C
SHEET
REV.
C35
35 OF 36
TOP MANHOLE
FRAME AND LI
GRADE RING'
PRECAST ECCENTRIC CON
(UNLESS OTHERWIS
SPECIFIEE
PRECAST RISER SECTIO
6" (MIN.)
GRAVEL BASE
(6" MIN.)
CAST IN PLACE BASE SECTION
48"
W N
RUBBER GASKETS l
BETWEEN PRECAST
SECTIONS
PRECAST BASE SECTION
NOTES:
1. MATCH CROWNS OF SEWERS.
2, FOR CAST IN PLACE BASE, CONSTRUCT IN FIELD CHANNEL AND SHELF TO THE CROWN OF
THE PIPE.
3. FOR PRECAST BASE, USE GRAVEL BACKFILL, 6" MIN. COMPACTED DEPTH UNDER THE BASE.
4. ALL RIGID PIPE ENTERING OR LEAVING THE MANHOLE SHALL BE PROVIDED WITH FLEXIBLE JOINTS WITHIN 1 )2 PIPE
DIAMETERS OF THE MANHOLE STRUCTURE.
5. INSTALL DROP MANHOLE CONNECTION IF INVERT OF ANY INCOMING SEWER IS MORE THAN
2'-0" ABOVE THE TOP
OF THE MAIN SEWER.
6. IN UNIMPROVED AREAS AND EASEMENTS, MANHOLE SHALL EXTEND A MINIMUM OF 2" AND
A MAXIMUM OF 4"
ABOVE FINISHED GRADE.
7. MANHOLE RING AND COVER SHALL HAVE A CLEAR OPENING. WORDING ON COVER SHALL
BE "SEWER" IN 3"
RAISED LETTERS.
8. ALL MANHOLE JOINTS SHALL USE A CONFINED ROUND RUBBER GASKET MEETING ASTM C-443
SPECIFICAITONS.
Est. 1890
ORCHARD
MANHOLES A
MANHOLE DETAIL 48"
DRAWN BY IDS
DATE 113012019
scAL
NTs
DRAWING NUMBER
920
11
MANHOLE DETAIL 4811
NOT TO SCALE
CITY OF PORT ORCHARD
STD. DRAWING 920
MCCORMICK WEST, DIVISION 15
A PORTION OF SECTION 8, TOWNSHIP 23N, RANGE 01 E, W.M.,
CITY OF PORT ORCHARD, KITSAP COUNTY, WASHINGTON
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DESIGNER:
M. GOULARTE
ENGINEER:
J. HAUG
DRAWN:
V. KRAL
S8 T23 N
R01E WM
DATE: 12 March 2024
REVISED:
PROJECT: 23-121
DWG NAME:
23-121-C
SHEET
REV.
C36
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