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1. ALL CONSTRUCTION WORK SHALL BE DONE IN ACCORDANCE WITH THE CURRENT VERSION OF THE IDAHO STANDARDS FOR PUBLIC WORKS CONSTRUCTION (ISPWC), THE
CITY OF MERIDIAN SUPPLEMENTAL SPECIFICATIONS TO THE ISPWC (AND ANY ADDENDUMS), MERIDIAN DESIGN STANDARDS, THE REQUIREMENTS OF THE ADA COUNTY
HIGHWAY DISTRICT (ACHD), AND/OR THE REQUIREMENTS OF THE IDAHO TRANSPORTATION DEPARTMENT (ITD). THE MORE STRINGENT OF ANY OF THESE STANDARDS SHALL
BE THE CONTROLLING STANDARDS OR SPECIFICATIONS.
2. THE CONTRACTOR SHALL HAVE A COPY OF THE LATEST CITY OF MERIDIAN STANDARD SPECIFICATIONS AND DRAWINGS ON SITE OR READILY ACCESSIBLE AT ALL TIMES
DURING CONSTRUCTION (AVAILABLE ON THE WEBSITE). FAILURE TO HAVE ACCESS TO A CURRENT COPY OF THE STANDARD SPECIFICATIONS ON SITE COULD BE GROUNDS
FOR A STOP WORK ORDER UNTIL THE SITUATION IS RESOLVED.
3. THE CONTRACTOR SHALL HAVE PLANS STAMPED "APPROVED FOR CONSTRUCTION" BY THE CITY OF MERIDIAN ON SITE AT ALL TIMES.
4. ALL CONTRACTORS, SUBCONTRACTORS, AND UTILITY CONTRACTORS SHALL ATTEND A PRE -CONSTRUCTION CONFERENCE PRIOR TO START OF WORK.
5. CONTRACTORS SHALL NOTIFY THE APPROPRIATE AGENCY WHEN MATERIALS ARE ON SITE OR INSPECTION OF THE WORK IS REQUIRED. NO WORK MAY BEGIN ON ANY
PROJECT WITHOUT TWENTY FOUR (24) HOUR PRIOR NOTICE.
6. CONTACTOR SHALL NOTIFY THE PUBLIC WORKS INSPECTOR 48 HOURS PRIOR TO THE REQUIRED TESTING. THE CONTRACTOR MAY NOT OPEN OR CLOSE WATER VALVES.
7. ALL MATERIAL FURNISHED ON, OR FOR THE PROJECT MUST MEET THE MINIMUM REQUIREMENTS OF THE APPROVING AGENCIES. AT THE REQUEST OF THE APPROVING
AGENCY OR THE DESIGN ENGINEER, CONTRACTORS SHALL FURNISH PROOF THAT ALL MATERIALS INSTALLED ON THIS PROJECT MEET THE SPECIFICATION REQUIREMENTS
SET FORTH IN GENERAL CONSTRUCTION NOTE NO. 1.
8. WORK SUBJECT TO APPROVAL BY ANY GOVERNMENTAL AGENCY MUST BE APPROVED PRIOR TO (A) BACKFILLING TRENCHES FOR PIPE; (B) PLACING OF AGGREGATE BASE;
(C) PLACING OF CONCRETE; (D) PLACING OF ASPHALT PAVING.
9. INSPECTION, APPROVAL AND FINAL ACCEPTANCE OF ALL WATER AND SEWER CONSTRUCTION SHALL BE BY THE PUBLIC WORKS DEPARTMENT, AND THEIR DECISION SHALL
BE FINAL. SUCH INSPECTIONS SHALL NOT RELIEVE THE CONTRACTOR FROM THE RESPONSIBILITY OF PERFORMING THE WORK IN AN ACCEPTABLE MANNER IN ACCORDANCE
WITH THE DEQ/QLPE APPROVED CONSTRUCTION PLANS.
10. ANY DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS MUST HAVE THE APPLICABLE AGENCY APPROVAL IN WRITING PRIOR TO CONSTRUCTION.
11. PRIOR TO BEGINNING INSTALLATION OF STREET LIGHTS, THE ELECTRICAL CONTRACTOR SHALL OBTAIN AN ELECTRICAL PERMIT FROM THE BUILDING DIVISION OF THE
MERIDIAN PUBLIC WORKS DEPARTMENT. ANY DEVIATION IN STREET LIGHT LOCATIONS FROM THE APPROVED PLANS MUST BE APPROVED IN WRITING FROM THE CITY
ENGINEER.
WATER
1. CONSTRUCTION OF THE WATER SYSTEM SHALL CONFORM TO THE STANDARDS IN THE "IDAHO RULES FOR PUBLIC DRINKING WATER SYSTEMS (IDAPA 58.01.08)" AS
WELL AS THE STANDARDS AND SPECIFICATIONS REFERRED TO IN GENERAL CONSTRUCTION NOTE NO. 1.
2. THE HORIZONTAL SEPARATION OF POTABLE WATER MAINS AND NON -POTABLE WATER MAINS (SANITARY SEWER, STORM DRAIN, AND IRRIGATION) SHALL BE A MINIMUM OF
TEN (10) FEET. WHERE IT IS NECESSARY FOR A POTABLE WATER MAIN AND NON -POTABLE WATER MAIN TO CROSS WITH LESS THAN EIGHTEEN (18) INCHES OF
VERTICAL SEPARATION, THE CROSSING SHALL BE CONSTRUCTED IN ACCORDANCE WITH SECTION 542.07 OF THE IDAHO RULES FOR PUBLIC DRINKING WATER SYSTEMS
(IDAPA 58.01.08) AND SECTION 430.02 OF THEWASTEWATER RULES (IDAPA 58.01.16).
3. THE HORIZONTAL SEPARATION OF NON -POTABLE SERVICES AND POTABLE WATER SERVICES OR POTABLE WATER MAINS SHALL BE A MINIMUM OF SIX (6) FEET. WHERE
IT IS NECESSARY FOR A POTABLE WATER MAIN AND NON -POTABLE WATER MAIN TO CROSS WITH LESS THAN EIGHTEEN (18) INCHES OF VERTICAL SEPARATION, THE
CROSSING SHALL BE CONSTRUCTED IN ACCORDANCE WITH SECTION 542.07 OF THE IDAHO RULES FOR PUBLIC DRINKING WATER SYSTEMS (IDAPA 58.01.08) AND
SECTION 430.02 OF THEWASTEWATER RULES (IDAPA 58.01.16).
4. PLACE WATER SERVICE LINES IN A TWO (2) INCH DIAMETER PIPE SLEEVE WHEREVER THE SERVICE LINE CROSSES A STORM WATER TREATMENT FACILITY (I.E. SEEPAGE
BEDS, DRAINAGE SWALES).
5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING CONTINUOUS WATER SERVICE TO ALL EXISTING WATER USERS AFFECTED BY CONSTRUCTION. IF WATER
SERVICE MUST BE INTERRUPTED, THE CONTRACTOR SHALL COORDINATE WITH THE PUBLIC WORKS INSPECTOR.
1. CONSTRUCTION OF THE SEWER SYSTEM SHALL CONFORM TO THE STANDARDS IN THE WASTEWATER RULES (IDAPA 58.01.16) AS WELL AS
THE STANDARDS AND SPECIFICATIONS REFERRED TO IN GENERAL CONSTRUCTION NOTE NO. 1.
2. THE HORIZONTAL SEPARATION OF POTABLE WATER MAINS AND NON -POTABLE WATER MAINS (SANITARY SEWER, STORM DRAIN, AND
IRRIGATION) SHALL BE A MINIMUM OF TEN (10) FEET. WHERE IT IS NECESSARY FOR A POTABLE WATER MAIN AND NON -POTABLE WATER
MAIN TO CROSS WITH LESS THAN EIGHTEEN (18) INCHES OF VERTICAL SEPARATION, THE CROSSING SHALL BE CONSTRUCTED IN
ACCORDANCE WITH SECTION 542.07 OF THE IDAHO RULES FOR PUBLIC DRINKING WATER SYSTEMS (IDAPA 58.01.08) AND SECTION
430.02 OF THEWASTEWATER RULES (IDAPA 58.01.16).
3. THE HORIZONTAL SEPARATION OF NON -POTABLE SERVICES AND POTABLE WATER SERVICES OR POTABLE WATER MAINS SHALL BE A
MINIMUM OF SIX (6) FEET. WHERE IT IS NECESSARY FOR A POTABLE WATER MAIN AND NON -POTABLE WATER MAIN TO CROSS WITH
LESS THAN EIGHTEEN (18) INCHES OF VERTICAL SEPARATION, THE CROSSING SHALL BE CONSTRUCTED IN ACCORDANCE WITH SECTION
542.07 OF THE IDAHO RULES FOR PUBLIC DRINKING WATER SYSTEMS (IDAPA 58.01.08) AND SECTION 430.02 OF THEWASTEWATER
RULES (IDAPA 58.01.16).
4. PLACE SEWER SERVICE LINES IN A SIX (6) INCH DIAMETER WATER CLASS PIPE SLEEVE WHEREVER THE SERVICE LINE CROSSES A
STORM WATER TREATMENT FACILITY (I.E., SEEPAGE BEDS, DRAINAGE SWALES).
PAVEMENT WIDENING OR PAVEMENT REPAIR FROM UTILITY WORK
1. ACTUAL FIELD CONDITIONS DURING TRENCHING MAY REQUIRE ADDITIONAL PAVEMENT REPAIR BEYOND THE LIMITS SHOWN ON THE PLAN.
THE FOLLOWING CONDITIONS ARE LISTED IN SECTION 6000 HIGHWAY CUTS; OF ACHD POLICY MANUAL.
2. ALL ASPHALT MATCH LINES FOR PAVEMENT REPAIR SHALL BE PARALLEL TO THE CENTERLINE OF THE STREET AND INCLUDE ANY AREA
DAMAGED BY EQUIPMENT DURING TRENCHING OPERATIONS.
3. IF THE CUMULATIVE DAMAGED PAVEMENT EXCEEDS 50% OF THE TOTAL ROAD SURFACE THE CONTRACTOR SHALL REPLACE THE ENTIRE
ROADWAY SURFACE.
4. CONTRACTOR SHALL REPLACE THE PAVEMENT SURFACE TO ENSURE MATCH LINE DOES NOT FALL WITHIN THE WHEEL PATH OF A LANE.
MATCH LINE SHALL ONLY FALL IN THE CENTER OR EDGE OF A TRAVEL LANE.
5. FLOWABLE FILL OR IMPORTED MATERIAL MAY BE REQUIRED IF THE NATIVE TRENCH MATERIAL IS DEEMED UNSUITABLE BY ACHD
INSPECTOR, DOES NOT MEET COMPACTION STANDARDS OR TIME IS CRITICAL FACTOR.
6. ANY EXCEPTIONS TO THESE RULES SHALL BE PRE -APPROVED IN WRITING BY DISTRICT STAFF BEFORE CONSTRUCTION BEGINS.
ACHD STANDARD REQUIREMENTS
1. THE ENGINEER OF RECORD CERTIFIES THAT THE PLANS ARE PREPARED INSUBSTANTIAL CONFORMANCE WITH THE ACHD POLICY AND
STANDARDS IN EFFECT AT THE TIME OF PREPARATION. THE ENGINEER ACKNOWLEDGES THAT ACHD ASSUMES NO LIABILITY FOR ERRORS
OR DEFICIENCIES IN THE DESIGN. ALL VARIANCES FROM ACHD POLICY SHALL BE APPROVED IN WRITING. THE FOLLOWING VARIANCES,
LISTED BY DATE AND SHORT, DESCRIPTION, WERE APPROVED FOR THE PROJECT: NONE
PRESSURE IRRIGATION
1. THE PRESSURIZED IRRIGATION SYSTEM MUST BE BUILT TO THE STANDARDS OF THE IRRIGATION DISTRICT IN WHICH IT IS
BEING CONSTRUCTED.
2. INSTALL A REDUCED PRESSURE BACKFLOW PREVENTER IN ANY CONNECTION BETWEEN THE POTABLE WATER SYSTEM AND THE
PRESSURE IRRIGATION SYSTEM. THE DEVICE MUST BE APPROVED BY THE IDAHO DEPARTMENT OF ENVIRONMENTAL QUALITY
(DEQ) AND THE CITY OF MERIDIAN WATER DEPARTMENT.
ROADWAY (CITY OF MERIDIAN)
1. ALL CONTRACTORS WORKING WITHIN THE PUBLIC ROAD RIGHT-OF-WAY ARE REQUIRED TO SECURE A RIGHT-OF-WAY
CONSTRUCTION PERMIT FROM ACHD OR ITD AT LEAST TWENTY-FOUR (24) HOURS PRIOR TO ANY CONSTRUCTION.
2. ACHD OR ITD WILL INSPECT ALL WORK WITHIN THE PUBLIC RIGHTS -OF -WAY TO INCLUDE UTILITY TRENCHES ABOVE THE PIPE
ZONE.
ROADWAY(ACHD)
1. ALL CONSTRUCTION IN THE PUBLIC RIGHT-OF-WAY SHALL CONFORM TO THE LATEST EDITION OF THE ISPWC AND THE ACHD
SUPPLEMENTAL SPECIFICATIONS. NO EXCEPTIONS TO DISTRICT POLICY, STANDARDS, AND THE ISPWC WILL BE ALLOWED UNLESS
SPECIFICALLY AND PREVIOUSLY APPROVED IN WRITING BY THE DISTRICT.
2. WHEN DISCREPANCIES OCCUR BETWEEN PLANS AND SPECIFICATIONS, THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ENGINEER.
UNTIMELY NOTIFICATION SHALL NEGATE ANY CONTRACTORS CLAIM FOR ADDITIONAL COMPENSATION.
3. INSPECTION OF WORK WITHIN THE RIGHT-OF-WAYS SHALL BE BY THE ADA COUNTY HIGHWAY DISTRICT INSPECTION SERVICES
(208-387-6284). CONTACT ACHD A MINIMUM 24 HOURS PRIOR TO INSPECTION REQUEST.
4. ALL TOPS OF VALVE BOXES AND SEWER MANHOLES SHALL BE SET FLUSH WITH THE SLOPE OF THE FINISHED STREET GRADES. THE
ROADWAY CONTRACTOR SHALL INSTALL AND ADJUST ALL SPACERS, GRADE RINGS, MANHOLE RINGS AND LIDS.
5. EXISTING A.C. PAVEMENT SHALL BE CUT TO A NEAT STRAIGHT LINE PARALLEL OR PERPENDICULAR TO THE STREET CENTERLINE AND
THE EXPOSED EDGE SHALL BE TACKED WITH EMULSION PRIOR TO PAVING.
6. ALL COSTS OF RETESTING FOR PREVIOUSLY FAILED TESTS SHALL BE BACKCHARGED TO THE CONTRACTOR BY THE OWNER.
7. ALL COSTS TO THE CONTRACTOR INCURRED IN CORRECTING DEFICIENT WORK SHALL BE TO THE CONTRACTORS ACCOUNT. FAILURE
TO CORRECT SUCH WORK WILL BE CAUSE FOR A STOP WORK ORDER AND POSSIBLE TERMINATION.
8. ALL STORM DRAINAGE APPURTENANCES SHALL BE INSPECTED AND CERTIFIED BY ADA COUNTY HIGHWAY DISTRICT.
9. ALL WATER VALVES WILL BE PLACED SO AS NOT TO CONFLICT WITH ANY CONCRETE CURB, GUTTER, VALLEY GUTTER, AND SIDEWALK
IMPROVEMENTS.
10. ALL WATER METERS ARE TO BE LOCATED OUTSIDE THE ROAD RIGHT-OF-WAY. ALL FIRE HYDRANTS ARE TO BE LOCATED WITHIN THE
ROAD RIGHT-OF-WAY. THERE MUST BE AT LEAST A ONE (1) FOOT SEPARATION BETWEEN BACK OF SIDEWALK (OR CURB IF NO
SIDEWALK) AND THE LEADING EDGE OF ANY FIRE HYDRANT.
11. OVER EXCAVATION AND ADDITIONAL GRANULAR BACKFILL MAY BE REQUIRED IN HIGH GROUNDWATER AREAS WHICH ARE TO BE
DETERMINED BY THE FIELD INSPECTOR.
12. ALL MATERIAL PLACED AS FILL OR BACKFILL SHALL BE PLACED AND COMPACTED IN ACCORDANCE WITH SECTION 306 OF THE
LATEST EDITION OF I.S.P.W.0 AND THE ADA COUNTY HIGHWAY DISTRICT SUPPLEMENTAL STANDARD SPECIFICATIONS.
13. ROADWAY CONSTRUCTION WILL MEET SPECIFIC DETAILS AND REQUIREMENTS OF THE FOLLOWING IDAHO STANDARDS FOR PUBLIC
WORKS CONSTRUCTION STANDARD DRAWINGS: (LATEST EDITION)
14. CONTACT ADA COUNTY HIGHWAY DISTRICT AT LEAST 24 HOURS PRIOR TO COMMENCEMENT OF WORK FOR INSPECTIONS. CONTACT
ACHD INSPECTION SERVICES AT 208-387-6284.
15. PRIOR TO PLACEMENT OF ANY PAVEMENT MARKINGS CONTACT ACHD INSPECTION SERVICES FOR VERIFICATION OF COMPLIANCE WITH
POLICY AND EXISTING PAVEMENT MARKINGS.
STREET LIGHTING
1. ALL STREET LIGHT CONSTRUCTION SHALL BE DONE IN ACCORDANCE WITH THE CURRENT VERSION OF THE ISPWC, THE
MERIDIAN SUPPLEMENTAL SPECIFICATIONS TO THE ISPWC, AND THE NATIONAL ELECTRIC CODE.
2. A STREET LIGHTING ELECTRICAL PERMIT SHALL BE OPENED PRIOR TO STARTING WORK. USE THE ONLINE CITIZEN PORTAL AT
NTTPS://CMZENPORTALMERIDIANCRY.ORG/CMZENACCESS/ TO OPEN A PERMIT AND REQUEST INSPECTIONS.
3. INSTALLATION WILL REQUIRE INSPECTIONS FOR THE CONCRETE BASE REINFORCING, BEDDING, BACKFILL, AND FOR THE POLE
AND ASSOCIATED WIRING.
4. STREET LIGHT BASES SHALL BE LOCATED 10' MIN. FROM TREES, 5' MIN. FROM FIRE HYDRANTS AND 2' MIN. FROM WATER
METERS.
5. KEEP ACCURATE NOTES OF CONDUIT, JUNCTION BOX LOCATIONS. ATTACH A REDLINED AS BUILT DRAWING OF THIS PLAN
SHEET TO THE STREET LIGHTING ELECTRICAL PERMIT, OR SUBMIT A HARD COPY TO THE MERIDIAN PUBLIC WORKS
DEPARTMENT PRIOR TO REQUESTING FINAL INSPECTION.
6. CONTACT THE CITY TRANSPORTATION AND UTILITY COORDINATOR (208) 898-5500 FOR QUESTIONS REGARDING UTILITY
CONFLICTS, OR TO ACCESS LOCKED METER PEDESTALS.
�l_7�\I\I�rl1J
1. FOR ANY DRAINAGE FACILITIES WITHIN A PUBLIC RIGHT OF WAY, ACHD OR ITD SHALL BE RESPONSIBLE FOR INSPECTION.
FOR ANY PRIVATE DRAINAGE FACILITIES THE PROJECT ENGINEER OR ARCHITECT SHALL BE RESPONSIBLE FOR INSPECTION AND
CERTIFICATION OF DRAINAGE FACILITIES; HOWEVER ANY ROOF DRAINAGE AND PIPING TO THE DRAINAGE FACILITIES WILL BE
INSPECTED BY THE MERIDIAN PLUMBING OFFICIAL UNDER THE APPROPRIATE PERMIT.
SURVEYOR
IDAHO SURVEY GROUP
GREG CARTER P.L.S.
1450 E. WATERTOWER
MERIDIAN, ID 83642
208-846-8570
- SHEET INDEX -
C1.0 COVER SHEET, GENERAL NOTES & VICINITY MAP
C2.0 HORIZONTAL CONTROL PLAN
C2.1 HORIZONTAL CONTROL DETAILS
C3.0 OVERALL SITE GRADING PLAN AND TURN RADII
C3.1 SITE GRADING PLAN
C3.2 SITE GRADING PLAN
C3.3 SITE GRADING PLAN
C3.4 SITE GRADING PLAN
C3.5 STORM DRAIN AND CONCRETE DETAIL SHEET
C3.6 POOL DECK GRADING AND DRAIN SECTIONS
C4.0 OVERALL SITE UITILITY/WATER PLAN
C4.1 SEWER PLAN AND PROFILE.
C4.2 FRANKLIN STREET LIGHT PLAN
- BENCH MARKS -
NAVD 88 DATUM
BEFORE DIGGING, CALL
DIGLINE AT 1-800-342-1585
0 TBM#1 ELEV 2583.78'
CHISELED 'X' IN BACK OF SIDEWALK
WEST SIDE OF WAYFINDER.
N 706549.78'. E 2444761.54'
ENGINEER
CK-ENGINEERING
SHADOW JUNGENBERG
1300 E. STATE ST, SUITE 102
EAGLE, ID 83616
208-639-1992
SHADOW®CK-ENGI NEERS. COM
APPLICANT / DEVELOPER
BRIGHTON DEVELOPMENT
ZAC MEYERS
2929 W. NAVIGATOR DR. STE:400
MERIDIAN, ID 83642
208-378-4000
zmeyers@brightoncorp.com
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(83.9pSW)� -- --' 19 12 I
82.62EP
17
` Ir8292EP_I 2
5 --1__
j / 81.84EP
82.20EP
(84.001W)��-7 i 8292EP -
3
6 BUILDING A 1/ 8268FG 82.25EP 81.86EP I
FF
r
u 5
21
7 �1 2
8292EP 8292EP
i r
(83.7 SW)-/ 82.67EP 8267EP 8267EP
146% I/r 144
6"x4" SDR-35 _ P 182.62EP
TEE 4 6 - 82.67EP82 63EP 82.67EP
83.62SW - 82.80EP83.SOSW.79EP4" BUILDING ROOF I 2 � 2
(83.33SW)�, 5.65%83.75SW 82292EDRAIN STUB .��N83.SOSW 150SW NM 83.00EP
22---83.SOSW
FF: 2584.00' 3 10 f 9 8.50SW
6" CLEANOUT AND I ---
90' BEND 83.62SW 83.62SW� g -a 83.75SWJ
183.90SW
8400SW � 83.75SW
(82.�35W)� 23 �q
I 9.907
I
1 84.00SW 83.92SW
I84.00SW
_ 8400SW 84.00SW 6" BUILDING ROOF
(82.6pSW) �� 11'91% DRAIN STUB
8400SW 83.92SW 83.00SW'
FF: 2584.00'
(82.16SW)--
1-------------------------
8400SW �
I 24 83.75SW -----
(81.95SN) _ 82.SOSW_---
82.75SW - - 83.75SW 24
83.20SW 83.75SW-\ 83.75SW
4.25% 4.967
27 82.61SW 8p66SW /-83.615W ,-83.61sw 83.61SW� 83.61SW
(81.731W) -�
80.98FG 80.45FG f ^ Ec 78.25FG_ Ec 77.61FG-
79.88FG 79.11 FG-
(81.72t) -
pp 80.88FG 80.16FG 79.58FG _78.83FG- E - EG
(81.59SW) 77.97FG 77.33FG-
79.49FG 78.58FG �� 77.67FG-
26 �(S1.00TOB) 28 ------------- ---25------------
�(75.99EG) 1 (75.67EG) 28
(76.08EG) 28 (74.97T06)J
I26 (74.62TOB)
x\ 83.50SW �8.62SW
83.
84.00SW
FF: 2584.00'
7
65SW
83.75SW
F ❑ "OE
.,��
83.65SW
'2585-_----
83.62SW
84.00`.
n n
i-83.SOSW -o® -- --- -- -- - - -- -
II�. O O
SD
81.90EP 8216EP-� - - -
i II 82.23EP
1 112.2OEP
I1
I ,
I
82.62EP
as ,82.65EP �82.68EP
P
_______
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---
2
r�-
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V j
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I8292EP
83.35SW
83.50SW
I
I
�83.50SW
SD
I
-
83.62SW}
83.62SSDW
83.62SW -
83.62SW I
I
I
'
8A -111
I
I I I
I
FF: 258
BUILDING B
I
I
-84.00SW
84.00FG
84.00FG
84.00FG
84.00FG
84.00FG
\�
83.90FG
84.00FG II
1
I
/
i
I
_
8TOOFG
SEE SHEET C3.6
FOR POOL DECK
25B4
I
0 83.80FG
1^ �
1
_ 84.00SW
2583 83.60FG-,,,,
I
I
83.80FG-/" 83.935W
!� r14
0 84.00FG
2582 83.60FG sD sD
uA�9 83.60FG--`
82.1 OSW /o
0
NMID
- - - - -
82.O5SW TEN MILE CREEK
EASEMENT
- °- - - - - - - - - - - - - o
83.00SW 82.00SW------_-_--
83.75SW g3.O5SW 82.OSSW 81.14SW 80.89SW----_-_ 81.52SW
-----
3.537 4.78% 4.337
83.61S11 82.91SW 82.S6SW 81.86SW 81.O0SW -80.75SW 2578 �81.385W
27
27 78.35FG- EG 78.99FG E81.91SW s 79.96FG 80.60FG El
6-
78.06FG o 80.32FG
EG - EG EG EG
77.i8FG 78.70FG 79.68FG
78.46FG 25 79.92FG
74.96FG F 76.43FG
\-(74.68TOB) �4
Vc�) 1 (74.72TOB)-1 t
(74.35TOB) � (75.02TOB)
EXISTING TEN
MILE CREEK TOB
TEN MILE CREEK CENTERLINE
EG
80.33GRA
�79.60FG Ec -
28
'78.93FG (76.87TOB)JI
84.00SW--" �, �aµ.uuaw o
83.75SW
I M
I 83.85SW U
tu-
6W W_
N
83.90SW- W
W
W
83.81 SW-
83.93SW 83.85SW
- 83.OSSW-
83.60FG�`
�^ 83.00SW-
82.14SW-
-------- --- 82.00SW-
- EG E�_81.25FG 2s) EG EG 81. 3FG.
d S�9
81.00GRA 81.48GRA�
- EG E� EG - EG
1 0 25 to
(78.96TOB)
(77.24TOB)J
0 20' 40'
SCALE 1" = 20'
KEYNOTES:
Lo
co
V�� 1--E CV
s M
1
INSTALL SIDEWALK PER ISPWC STANDARD DRAWINGS SD 709 SEE
Ol ARCHITECT PLANS FOR WIDTHS SIDEWALK TO BE 6' THICK
CROSSING PARKING AREAS AND IN FRONT OF TRASH ENCLOSURES.
O INSTALL REVERSE LIP VERTICAL CURB AND GUTTER PER ISPWC
STANDARD DRAWING SD-701 MODIFIED TO HAVE REVERSE LIP GUTTER.
INSTALL 7' WIDE SIDEWALK PER ISPWC STANDARD DRAWING SD-709.
O POURED BEHIND REVERSE LIP VERTICAL CURB AND GUTTER PER ISPWC
SD-701 MODIFIED WITH REVERSE LIP GUTTER. TYPICAL IN FRONT OF
PARKING STALLS.
O4 INSTALL 4' VALLEY GUTTER PER ISPWC STANDARD DRAWING SD-708.
O INSTALL NEW VERTICAL CURB AND STANDARD CATCH GUTTER PER
ISPWC STANDARD DRAWING SD-701.
O ENTRANCE TO BE REMOVED IN WITH WAYFINDER IMPROVMENTS PLAN
SET. SEE THOSE PLANS FOR NEW WAYFINDER LAYOUT.
O7 INSTALL LAYDOWN PEDESTRIAN CURB RAMP. SEE DETAIL ON SHEET C3.5.
O INSTALL PEDESTRIAN RAMPS PER ISPWC AND ACHD SUPPLEMENTAL
DRAWINGS SD-712 AND SD-712A.
INSTALL CONCRETE SLAB FOR TRASH ENCLOSURE. SEE SHEET C3.5
O FOR SLAB SECTION. NOTE THAT TRASH ENCLOSURE DOORS MUST
OPEN TO 20- PAST 180- (160- FROM OPEN DOOR). ENSURE
EXTRUDED CURB IS INSTALLED ACCORDINGLY.
INSTALL CONCRETE RAMP FOR BUILDING TRASH ENCLOSURE ENTRANCE.
0 SEE SHEET C3.5 FOR SLAB SECTION. CONCRETE SIDEWALK BEHIND
RAMP TO BE 6" THICK.
1 1 INSTALL 1500 GAL SAND AND GREASE TRAP #1 WITH GRATED
LID. SEE SHEET C3.5 FOR DETAILS.
2 INSTALL SEEPAGE BED #1 18'Wx9'Dx122'L. SEE SHEET C3.5 FOR
DETAILS.
13 INSTALL MONITORING WELL PER ISPWC AND ACHD SUPPLEMENTAL
DRAWINGS SD-627.
14 NSTALL t43LF 12" SDR-35 1.00%. INV AT S/G TRAP 2579.00'.
INVERT AT MANHOLE #1 2579.43.
INSTALL 30" MANHOLE #1 PER ISPWC STANDARD DRAWING SD-612.
RIM ±2582.35'
1 5 12" INV. IN = 2579.53'-S
12" INV. OUT = 2579.43-E
NO SUMP
INSTALL t24LF 12" SDR-35 ® 0.50%. INVERT MANHOLE #1
1 6 2579.53'. INVERT MANHOLE #2 = 2579.65'.
INSTALL 30" MANHOLE #2 PER ISPWC STANDARD DRAWING SD-612.
RIM ±2582.35'
17 12" INV. IN = 2579.75'-W
12" INV. OUT = 2579.65'-N
NO SUMP
1 8 INSTALL ±50LF 12" C-900 ® 1.00%. INVERT MANHOLE #2
2579.75'. INVERT MANHOLE #3 2580.25'
INSTALL 30" MANHOLE #3 PER ISPWC STANDARD DRAWING SD-612.
RIM ±2583.90'
19 4" INV. IN = 2580.90'-N
6" INV. IN = 2580.75'-S
12" INV. OUT = 2580.25-E
NO SUMP
20 INSTALL t35LF 4" SDR-35 @ 0.40%. INVERT MANHOLE #3
2580.90'. INVERT AT 4" BUILDING PICKUP 2581.04'
21 INSTALL t83LF 6" SDR-35 ® 0.40%. INVERT MANHOLE #3
2580.75'. �NVERTAT 6'.x4" BUILDING PICKUP 2581.08'
INSTALL t3LF 6" SDR-35 @ 0.46%. INVERT AT 6%4" BUILDING
PICKUP 2581.08'. INVERT AT CLEANOUT AND 99 BEND 2581.14
23 INSTALL ±371LF 6" SDR-35 ® 0.40%. INVERT AT CLEANOUT AND
99 BEND 2581.14. INVERT AT 6" BUILDING PICKUP 2581.29'.
24 INSTALL 8' CONCRETE PATHWAY PER ISPWC STANDARD DRAWING
SD-709. SEE PLAN FOR GRADES. SEE DETAIL SHEET C3.6.
INSTALL 8' GRAVEL ACCESS ROAD WITH 4 FT SHOULDERS.
25 SECTION TO BE 3" 3/4" GRAVEL OVER 8" OF 6" MINUS PITRUN
ON 95% COMPACTED SUBGRADE. SEE DETAILS SHEET C3.6.
15' WIDE GRASSCRETE STRIP IS TO BE INSTALLED FPR FIRST 60
26 FT OF ACCESS ROAD IN ORDER TO PROVIDE GREEN SPACE. SEE
DETAILS SHEET C3.6.
27 INSTALL RETAINING WALL ALONG TEN MILE CREEK ACCESS. SEE
WALL STRUCTURAL PLANS AND DETAIL SHEET C3.6.
CONTINUE EXISTING ROCK RETAINING WALL ALONG TEN MILE
CREEK TOP OF BANK. EXISTING WALL MAY NEED TO BE RAISED IN
28 AREAS TO ACCOUNT FOR NEW GRADES. WALL RANGES FROM 2
FT IN HEIGHT TO 3.5 FT IN HEIGHT. SEE PLAN FOR ELEVATIONS.
SEE WALL STRUCTURAL PLANS AND DETAIL SHEET C3.6.
0
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NOTE: 1
1. ALL PEDESTRIAN FACILITIES SHALL HAVE A MAXIMUM CROSS SLOPE OF LESS THAN 2%
WITHOUT DEVIATION. ALL PEDESTRIAN RAMPS SHALL HAVE TRUNCATED DOMES PER ACHD
SUPPLEMENTAL STANDARD DRAWING SD-712. DOMES SHALL BE RIGID INSERTS WET -SET INTO
THE CONCRETE (CONCRETE STAMP AND ADHESIVE MATS NOT ALLOWED) AND SHALL BE
COLORED 'TRAFFIC YELLOW'
2. ANY ABANDONED BUILDINGS, TEST PITS, TEMPORARY STORM DRAIN PONDS AND WATERWAYS
LOCATED WITHIN CURRENT OR FUTURE RIGHT-OF-WAY SHALL BE REEXCAVATED TO NATIVE
SOIL AND BACKFILLED WITH STRUCTURAL FILL PER ISPWC SPECIFICATIONS. PROVIDE SOIL DATA
SPECIFICATIONS.
VERIFY NATIVE MATERIAL MEETS THE REQUIREMENTS FOR ENGINEERED FILL PER ISPWC
NATIVE MATERIAL MEETS THE REQUIREMENTS FOR ENGINEERED FILL PER ISPWCC
SPECIFICATION AND A COPY OF THE COMPACTION TESTS.
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4/12/22
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SHEET
C3.1
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4
81.O6EP
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16
82.00EP
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Ld
Ld
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0 20' 40'
W E
SCALE 1" = 20'
S
KEYNOTES:
OARCHITECT
INSTALL SIDEWALK PER ISPWC STANDARD DRAWINGS SD-709. SEE
PLANS FOR WIDTHS. SIDEWALK TO BE 6" THICK
CROSSING PARKING AREAS AND IN FRONT OF TRASH ENCLOSURES.
O
INSTALL REVERSE LIP VERTICAL CURB AND GUTTER PER ISPWC
STANDARD DRAWING SD-701 MODIFIED TO HAVE REVERSE LIP GUTTER.
INSTALL 7' WIDE SIDEWALK PER ISPWC STANDARD DRAWING SD-709.
O
POURED BEHIND REVERSE LIP VERTICAL CURB AND GUTTER PER ISPWC
SD-701 MODIFIED WITH REVERSE LIP GUTTER. TYPICAL IN FRONT OF
PARKING STALLS.
OINSTALL
4' VALLEY GUTTER PER ISPWC STANDARD DRAWING SD-708.
INSTALL NEW VERTICAL CURB AND STANDARD CATCH GUTTER PER
O
ISPWC STANDARD DRAWING SD-701.
O
TRANSITION GUTTER FROM STANDARD CATCH GUTTER TO REVERSE
LIP CURB AND GUTTER.
0
INSTALL LAYDOWN PEDESTRIAN CURB RAMP. SEE DETAIL ON SHEET C3.5.
INSTALL PEDESTRIAN RAMPS PER ISPWC AND ACHD SUPPLEMENTAL
O
DRAWINGS SD-712 AND SD-712A.
INSTALL CONCRETE SLAB FOR TRASH ENCLOSURE. SEE SHEET C3.5
FOR SLAB SECTION. NOTE THAT TRASH ENCLOSURE DOORS MUST
g
OPEN TO 29 PAST 180' (160' FROM OPEN DOOR). ENSURE
EXTRUDED CURB IS INSTALLED ACCORDINGLY.
10
INSTALL CONCRETE RAMP FOR BUILDING TRASH ENCLOSURE ENTRANCE.
SEE SHEET C3.5 FOR SLAB SECTION. CONCRETE SIDEWALK BEHIND
RAMP TO BE 6" THICK.
INSTALL CATCH BASIN #1 PER ISPWC STANDARD DRAWING SD-601.
11
LIP 2581.05'. 12" INV IN/OUT 2578.50'. SUMP 2577.50'
INSTALL t9LF 12" SDR-35 1.00%. INV AT S/G TRAP 2578.40'.
12
INVERT AT CATCH BASIN #1 2578.50.
INSTALL 1500 GAL SAND AND GREASE TRAP #2 SEE SHEET C3.5
1 3
FOR DETAILS.
4
INSTALL SEEPAGE BED #2. 15'W x 9'D x 1241. SEE SHEET
C3.5 FOR DETAILS.
INSTALL MONITORING WELL PER ISPWC AND ACHD SUPPLEMENTAL
15
DRAWINGS SD-627.
INSTALL f62LF 12" C-900 1.00%. INV AT CATCH BASIN
1 6
2578.50'. INVERT AT MANHOLE #4 2579.12.
INSTALL 30" MANHOLE #4 PER ISPWC STANDARD DRAWING SD-612.
RIM ±2582.55'
17
2" INV. IN - 2579.22'-E
12" INV. OUT = 2579.12-N
NO SUMP
INSTALL f50LF 12" SDR-35 ® 0.40%. INVERT MANHOLE #4
18
2579.22'. INVERT MANHOLE #5 = 2579.42'.
INSTALL 30" MANHOLE #5 PER ISPWC STANDARD DRAWING SD-612.
RIM ±2582.60'
1 g
12" INV. IN = 2579.52'-S
12" INV. OUT = 2579.42'-W
NO SUMP
INSTALL f31.5LF 12" SDR-35 @ 0.40%. INVERT MANHOLE #5
20
2579.52'. INVERT MANHOLE #6 2579.65'
INSTALL 30" MANHOLE #6 PER ISPWC STANDARD DRAWING SD-612.
RIM ±2583.75'
3" INV. IN = 2580.40'-E
21
6" INV. IN = 2580.15-SE
6" INV. IN = 2580.15'-W
12" INV. OUT = 2579.65-N
NO SUMP
22
INSTALL t59LF 6" SDR-35 ® 0.40%. INVERT MANHOLE #6
2580.15'. INVERT AT 6%3" BUILDING PICKUP 2580.39'
INSTALL t85LF 6" SDR-35 @ 0.40%. INVERT AT 6"x3" BUILDING
23
PICKUP 2580.39'. INVERT AT 6" BUILDING PICKUP 2580.73'.
24
INSTALL f72LF 3" SDR-35 ® 0.40%. INVERT MANHOLE #6
2580.40'. INVERT AT 3" BUILDING PICKUP 2580.69
CONNECT 6" BUILDING ROOF DRAIN STUB TO STORM DRAIN
25 MANHOLE #6.
NORTHERN EDGE OF GARAGE FOUNDATION TO HAVE 2 FT STEM WALL
2 6 INSTALLED IN ORDER TO ALLOW FORWARD DRAINAGE OF LANDSCAPING
NORTH OF GARAGES.
NOTE: \
1. ALL PEDESTRIAN FACILITIES SHALL HAVE A MAXIMUM CROSS SLOPE OF LESS THAN 2%
WITHOUT DEVIATION. ALL PEDESTRIAN RAMPS SHALL HAVE TRUNCATED DOMES PER ACHD
SUPPLEMENTAL STANDARD DRAWING SD-712. DOMES SHALL BE RIGID INSERTS WET -SET INTO
THE CONCRETE (CONCRETE STAMP AND ADHESIVE MATS NOT ALLOWED) AND SHALL BE
COLORED 'TRAFFIC YELLOW'
2. ANY ABANDONED BUILDINGS, TEST PITS, TEMPORARY STORM DRAIN PONDS AND WATERWAYS
LOCATED WITHIN CURRENT OR FUTURE RIGHT-OF-WAY SHALL BE REEXCAVATED TO NATIVE
SOIL AND BACKFILLED WITH STRUCTURAL FILL PER ISPWC SPECIFICATIONS. PROVIDE SOIL DATA
TO VERIFY NATIVE MATERIAL MEETS THE REQUIREMENTS FOR ENGINEERED FILL PER ISPWC /
SPECIFICATION AND A COPY OF THE COMPACTION TESTS. /
L0
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4/12/22
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SHEET
C3.2
i
i
5
SI (82.45EP)
W (82.45EP)
�84.15STEM IN
6
848.
5
82.25EP
6 8
EP
o ' -
f
82.DOER i ti
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81.98EP
m
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.OSEP 61.05EP �� 81.69EP-\
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81.94EP
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81.90EP 8216EP�i --
OOEP
82.2OEP
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SEE PRIVATE
ROAD PLAN SET,-���,�.�.�-.��,��,�,�=,e
{3.27TBC) �(83.71TBC)
�(84.15TBC)
r(83.71TBC)
1
(63.27TBC)�
5
N 1
1
$
8
14
.
83.OSSW
(82.
I
.61 SW
14
83s1sw
14 14
84.15STEM
84.i5STEM
83.00TBC 84.i5STEM
83�OTBC
g4.i5STEM
84.15STEM
82.15FF 82.15FF
82.i5FF
82.15FF
82 15FF
8215FF
6
GARAGE UNITS I
`61.92EP -71 v�«
------------81-92EP- M 81.92EP
81.92EP
N
13 - - - - - - - - - - - - - - - - - - - -
,,-81.62EP
\\ 0.427 81.15Ef
\ �81.17EP�
5
/-------81.90EP�
-B2.23EP
_r_ _._-_.l j_
82.67EP_
i 82.67EP�� 82.69EP
8267EP V I-
cq
�1
8292EP P,8292EP 8292EP
83.35S83.50SW
W 7 f
83.SOSW 83.50SW
i 83.50SW 83.625W
SD 3
- SD SD
83.62SW ^� 83.62SW 83.62SW
83.625W N i 8:
83.7
84.00SW
i
V 84.01
i
FF: 2584.00'
BUILDING B ��
\
\
\
\
\ f
__-84.00SW
84.00FG 84.ODFG \\
\
84.00FG
84.DOFG 84.00FG \\
_lam 83.90FG
84.00FG
83.25Fc
i
84.00FG
?5g3
to GARAGE UNITS
�- - - - - - -
II �
81'13EP 0.43%
81.00EP1�2.170EP
5
81.90EP-
�S
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0 82.62EP "!7
82.67EP�
s.}}
�I
83.50SW�
83.63FG
83.50SW-
\ I
I 8,
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83.75FG-\�
r�I 9 8:
83.75SW
I
83.75SW
83.75SWJ 83.75SW
I
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8200EP
81
81.67EP-,\
43%
81.36EP 0.
5
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82.2IEP
82.00EP
r! - �
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mi
82.72FG
82.
82.67EP
82 62EP
7
1
GRADE BREAK
1
I 82.92EP
7 I I
I
83.50SW�
n J '
2 �; 82.62EP J
�
83.62SW 83.62SW
82.63EP
- �
83.75FG�
83.7
84.00SW 83 75SW-\
12%
.,.. �28292EP
�I I
FF: 2584.00' 3
I I �
1 �
I I i
II
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BUILDING C
3 I/
�I II I
�82.92EP �1
2
III eo mro I I
10
0
82.48SW
.75EP
-81.80EP
-82.33EP
0
82.70EP
GRP
-82.55E
162.45E
SEE SHEET C3.4
0 20' 40'
SCALE 1" = 20'
KEYNOTES:
0ARCHITECT
INSTALL SIDEWALK PER ISPWC STANDARD DRAWINGS SD-709. SEE
PLANS FOR WIDTHS. SIDEWALK TO BE 6" THICK
CROSSING PARKING AREAS AND IN FRONT OF TRASH ENCLOSURES.
O
INSTALL REVERSE LIP VERTICAL CURB AND GUTTER PER ISPWC
STANDARD DRAWING SD-701 MODIFIED TO HAVE REVERSE LIP GUTTER.
INSTALL 7' WIDE SIDEWALK PER ISPWC STANDARD DRAWING SD-709.
O
POURED BEHIND REVERSE LIP VERTICAL CURB AND GUTTER PER ISPWC
SD-701 MODIFIED WITH REVERSE LIP GUTTER. TYPICAL IN FRONT OF
PARKING STALLS.
O4
INSTALL 4FT VALLEY GUTTER PER ISPWC STANDARD DRAWING SD-708.
INSTALL NEW VERTICAL CURB AND STANDARD CATCH GUTTER PER
O
ISPWC STANDARD DRAWING SD-701.
O
TRANSITION FROM STANDARD CATCH GUTTER TO REVERSE LIP
GUTTER.
O7
INSTALL LAYDOWN PEDESTRIAN CURB RAMP. SEE DETAIL ON SHEET
INSTALL PEDESTRIAN RAMPS PER ISPWC AND ACHD SUPPLEMENTAL
O
DRAWINGS SD-712 AND SD-712A.
INSTALL CONCRETE SLAB FOR TRASH ENCLOSURE. SEE SHEET C3.5
FOR SLAB SECTION. NOTE THAT TRASH ENCLOSURE DOORS MUST
9
OPEN TO 29 PAST 180' (160- FROM OPEN DOOR). ENSURE
EXTRUDED CURB IS INSTALLED ACCORDINGLY.
10
INSTALL CONCRETE RAMP FOR BUILDING TRASH ENCLOSURE ENTRANCE.
SEE SHEET C3.5 FOR SLAB SECTION. CONCRETE SIDEWALK BEHIND
RAMP TO BE 6" THICK.
INSTALL 1500 GAL SAND AND GREASE TRAP #3 WITH GRATED
1 1
LID. SEE SHEET C3.5 FOR DETAILS.
12
INSTALL SEEPAGE BED #3. 15'W x 9'D x 1341. SEE SHEET
C3.5 FOR DETAILS.
INSTALL MONITORING WELL PER ISPWC AND ACED SUPPLEMENTAL
1 3
DRAWINGS SD-627.
NORTHERN EDGE OF GARAGE FOUNDATION TO HAVE 2 FT STEM WALL
1 4
INSTALLED IN ORDER TO ALLOW FORWARD DRAINAGE OF LANDSCAPING
NORTH OF GARAGES.
15
INSTALL EXTRUDED CURB. SEE DETAIL ON SHEET C3.5.
NOTE:
1. ALL PEDESTRIAN FACILITIES SHALL HAVE A MAXIMUM CROSS SLOPE OF LESS THAN 2%
WITHOUT DEVIATION. ALL PEDESTRIAN RAMPS SHALL HAVE TRUNCATED DOMES PER ACHD
SUPPLEMENTAL STANDARD DRAWING SD-712. DOMES SHALL BE RIGID INSERTS WET -SE? IN
THE CONCRETE (CONCRETE STAMP AND ADHESIVE MATS NOT ALLOWED) AND SHALL BE
COLORED 'TRAFFIC YELLOW'
2. ANY ABANDONED BUILDINGS, TEST PITS, TEMPORARY STORM DRAIN PONDS AND WATERWAYS
LOCATED WITHIN CURRENT OR FUTURE RIGHT-OF-WAY SHALL BE REEXCAVATED TO NATIVE
SOIL AND BACKFILLED WITH STRUCTURAL FILL PER ISPWC SPECIFICATIONS. PROVIDE SOIL DATA
�T0 VERIFY NATIVE MATERIAL MEETS THE REQUIREMENTS FOR ENGINEERED FILL PER ISPWC
SPECIFICATION AND A COPY OF THE COMPACTION TESTS.
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EP i I J 81.90EP� SEE SHEET C3.3
82.25EP 5 \\
- - 81.90EP 82.16EP�....�.__� - - -\ - /- - - - - - / - - \�4r\(y LOOEP 8220EP 82.23EP 8200EP 5 "I -82.30EP i10FF 82.33EP
82.8
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82.62EP 82.62EPN asj82 65EP 82.68EP 8266FG 82.62EP 82.62EP 82.72FG 1 �
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W --- f ��8267EP- _ ------ GRADE BREAK867EP�82.69EP 8267EPN 'k ,-�82.67EP�-----_ 8292E82.92EP 83.50SW2EP
\J 83.35SW ._.�, \_> f." j 83.50sw 83.50SW-
83.50SW I 83.1O11W 83.63FG 83.63FG
I 83.SOSW 83.62SW
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j 83.75FG
83.75SW 83.75FG
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83.75SW
83.75SW
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! 84.00SW
FF: 2584.00'
BUILDING B
84.00SW
83.75SN
84.00SW
84.00FG 84.00FG
84.00FG
84.00FG 84.00FG \�
�- 83.90FG
84.00FG �\
83.25FG
/
84.00FG `--
�---_ _ 83.75SW
- 2583
84.00FGa
El
84.00SW 84.00SW
84.00SW 83.93SW 83.75SW 83.75SW 1 x\ 83.75SW-
84.00FG ---- --�
0
-- -
83.50FG -�
SEE SHE
FOR POOLT DECK L
1 )- 1'-84.00SW
a4.uuaW `I 84.00SW J I 83.90SW-�
83.81Sw FF: 2584.00'
84.00FG 83.93SW 1 93SW-83.93SW 83.85SW
u
83.05SW
- 5D �V 83.60FG--,`
2
j82.62EP �7 82.48SW '
GRADE BREAK ~�8255EP
82.70EP
- �82.45EP
j 8262EP 82.40EP 2
i--� 8263EP 82.40EP 82
�83.SOSW 10 82.35EP-
83.50SW� 82.67EP 1=4%
6.02% \ /L\\� - - __� h
1 sip II 8262EP
�' 82.92EP _ 2
81.25EP
81 �.
/V 13
1.837 r 2. 2%
/ \
4 I 81.85EP-
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x�81.30EP I
2.1 1 % Ili 1
I I 8210EP --- 2. C rS
I81.11 EP82.00EP 1.40EP
I I 2 I II I 81.
II 81.65EP-
'�!
2.51%
I II
--�L __82.92EP \ /
/� 81.OEP
2.26% I A /i 4 j I 81
„i82.62EP
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1 II I i � � illy
- / 81.°
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3 -7 '81.SOEP 81.40EP II 2
-- 1 81.25FG I 81.40EP �� _--
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�T83.62SW I 2 �I 2
V I 8267EP ro it
82 92EP
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6° SDR_ TEE 17 �1 479 .� 82.68EP �82.45EP '
82.17EP
83.62SW 8242EP ��
16
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83.00SW� -_--__
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83.
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� 8267EP�7y 2
'ml 82.92EP
M� _-82.92EP "--- 1 7 82.92EP ^�!
-- --------_------- --------
83.50SW 3 83.50SW 83.505W_/
83.62SW�62SW 83.62SW 83.62SW
83.M
83.75FG
84.00SW 83.62SW
83.75SW
84.00SW
84.00SW 83.75SW
1.87% 83.50SW
I
I
84.00SW 83.62SW
FF: 2584.00'
4" BUILDING ROOF
DRAIN STUB
BUILDING C
4" BUILDING ROOF
DRAIN STUB
FF: 2584.00'
{�
84.00SW
6%4" SDR-35 J
)SW s
TEE AND 6"x4"
REDUCER
83.96SW
19
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84.00SW
--- 83.75SW
6° BUILDING ROOF��
1 iLI'
-I
DRAIN STUB 1.63%
--
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NMID
182.14SW
- --
15
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-----
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8L52SW EASEMENT
-----
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83.14SW �`Sd 1^
----2585-___
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8 B3.33SW
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U r81.38SW
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/-B3.00SW
83.00SW
83.33SW
I 83.20SW ��
2?66
83.20SW
------
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= E 81.25FG 2s� EG
E �,
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--- -
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__ 82.75FG
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(80.40TOB)
(80.81 TOB)
EXISTING TEN
MILE CREEK TOB
- - - - - - TEN MILE CREEK CENTERLINE
1.57%
22
-82.85EP
2
�82.95EP
B�9
83.41FG�
83.65FG
GRADE BREAK
84.00EP-
06
83.75EP-
83.45EP
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83.35EP
31EP
-82.25EP
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(81.36TOB) (81.60TOB) o
(81.16TOB)i i
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0 20' 40' 1
't
scaLF 1" = 20' M
5 0
0
KEYNOTES:
OARCHITECT
INSTALL SIDEWALK PER ISPWC STANDARD DRAWINGS SD-709. SEE
PLANS FOR WIDTHS. SIDEWALK TO BE 6" THICK
CROSSING PARKING AREAS AND IN FRONT OF TRASH ENCLOSURES.
O
INSTALL REVERSE LIP VERTICAL CURB AND GUTTER PER ISPWC
STANDARD DRAWING SD-701 MODIFIED TO HAVE REVERSE LIP GUTTER.
INSTALL 7' WIDE SIDEWALK PER ISPWC STANDARD DRAWING SD-709.
O
POURED BEHIND REVERSE LIP VERTICAL CURB AND GUTTER PER ISPWC
SD-701 MODIFIED WITH REVERSE LIP GUTTER. TYPICAL IN FRONT OF
PARKING STALLS.
O4
INSTALL 4' VALLEY GUTTER PER ISPWC STANDARD DRAWING SD-708.
INSTALL NEW VERTICAL CURB AND STANDARD CATCH GUTTER PER
O
ISPWC STANDARD DRAWING SD-701.
OINSTALL
REVERSE LIP VERTICAL CURB AND GUTTER
O7
INSTALL LAYDOWN PEDESTRIAN CURB RAMP. SEE DETAIL ON SHEET C3.5.
O
INSTALL 8' CONCRETE PATHWAY PER ISPWC STANDARD DRAWING
SD-709. SEE PLAN FOR GRADES. SEE DETAIL SHEET C3.6.
INSTALL CONCRETE SLAB FOR TRASH ENCLOSURE. SEE SHEET C3.5
FOR SLAB SECTION. NOTE THAT TRASH ENCLOSURE DOORS MUST
O
OPEN TO 29 PAST 180- (160- FROM OPEN DOOR). ENSURE
EXTRUDED CURB IS INSTALLED ACCORDINGLY.
10
INSTALL CONCRETE RAMP FOR BUILDING TRASH ENCLOSURE ENTRANCE.
SEE SHEET C3.5 FOR SLAB SECTION. CONCRETE SIDEWALK BEHIND
RAMP TO BE 6" THICK.
INSTALL 1500 GAL SAND AND GREASE TRAP #4 WITH GRATED
1 1
LID. SEE SHEET C3.5 FOR DETAILS.
12
INSTALL SEEPAGE BED #4 15'Wx9'Dx115L. SEE SHEET C3.5 FOR
DETAILS.
INSTALL MONITORING WELL PER ISPWC AND ACHD SUPPLEMENTAL
1 3
DRAWINGS SD-627.
INSTALL 40 LF OF 12" CORRUGATED ALUMINUM PIPE O 1.87% TO
EXTEND TO DRAIN FOR DISCHARGE OF ROOF RUNOFF. LET PIPE HANG
4
OVER DRAIN TO DISCHARGE AT CENTER OF DRAIN. 12" INVERT AT
DRAIN IS 2577.25'. INVERT NORTH AT SAND AND GREASE TRAP
2578.00' COORDINATE DISCHARGE PIPE INSTALLATION WITH
NAMPA-MERIDIAN IRRIGATION DISTRICT.
15
INSTALL 1000 GAL SAND AND GREASE TRAP #5 FOR BUILDING C
ROOF RUNOFF PRIOR TO DISCHARGE TO TEN MILE CREEK. SEE
SHEET C3.5 FOR DETAILS.
INSTALL f3OLF 12" SDR-35 ® 0.40%. INVERT MANHOLE #7
1 6
2579.12'. INVERT AT SAND AND GREASE TRAP #5 2579.00'
INSTALL 30" MANHOLE #7 PER ISPWC STANDARD DRAWING SD-612.
RIM ±2583.90'
1
6" INV. IN = 2579.62'-N
12" INV. OUT = 2579.12-5
NO SUMP
INSTALL f3.5LF 6" SDR-35 ® 0.57%. INVERT MANHOLE #7
18
2579.62'. INVERT AT 6" TEE BUILDING PICKUP 2579.64
INSTALL t69LF 6" SDR-35 @) 0.40%. INVERT AT 6" TEE
1 g
BUILDING PICKUP 2579.64. INVERT AT 6%4" TEE AND REDUCER
2579.92
INSTALL t92LF 4" SDR-35 0 0.41%. INVERT AT 6"x4" TEE AND
20
REDUCER 2579.92. INVERT AT 4" BUILDING PICKUP 2580.30'.
INSTALL 8' GRAVEL ACCESS ROAD. SECTION TO BE 4" 3/4"
21
GRAVEL OVER 95% COMPACTED SUBGRADE. SEE DETAIL SHEET
C3.6.
22
INSTALL EXTRUDED CURB. SEE DETAIL ON SHEET C3.5.
NOTE:
1. ALL PEDESTRIAN FACILITIES SHALL HAVE A MAXIMUM CROSS SLOPE OF LESS THAN 2%
WITHOUT DEVIATION. ALL PEDESTRIAN RAMPS SHALL HAVE TRUNCATED DOMES PER ACHD
SUPPLEMENTAL STANDARD DRAWING SD-712. DOMES SHALL BE RIGID INSERTS WET -SET INTO
THE CONCRETE CONCRETE STAMP AND ADHESIVE MATS NOT ALLOWED AND SHALL BE
COLORED 'TRAFFIC YELLOW' )
2. ANY ABANDONED BUILDINGS, TEST PITS, TEMPORARY STORM DRAIN PONDS AND WATERWAYS
LOCATED WITHIN CURRENT OR FUTURE RIGHT-OF-WAY SHALL BE REEXCAVATED TO NATIVE
SOIL AND BACKFILLED WITH STRUCTURAL FILL PER ISPWC SPECIFICATIONS. PROVIDE SOIL DATA
�T0 VERIFY NATIVE MATERIAL MEETS THE REQUIREMENTS FOR ENGINEERED FILL PER ISPWC
SPECIFICATION AND A COPY OF THE COMPACTION TESTS.
00
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SHEET
C3.4
SEE TRENCH DATA TABLE - THIS SHEET
TO ACT AS MARKER
MONITOR WELL
PER ISPWC AND
O MONITORING ACHD SD-627
5.00' 5.00'
WELL "B"
18" SDR-35 PERFORATED PIPE.
10 LF OF SEE DETAIL 1 THIS SHEET.
18" SOLID WALL SDR-35. INSTALL SOLID CAP AT END OF
PLAN VIEW PERFORATED PIPE
SDMH LID TO BE
FLUSH WITH FINISH MONITORING WELL
GRADE TOP OF TRENCH TO BE A MINIMUM
OF 2 FOOT BELOW FINISHED GROUND, PER ISPWC AND ACHD SD-627
TOP OF SIDEWALK AND CURB. (TYP)
NATIVE BACKFILL TOP OF TRENCH
DRAIN ROCK SLOPE-0.00% MIN.
MAY BE OVER PIPE " o
°°°°°°°°
EXTEND NON -PERFORATED PIPE
MIN. OF 5INTO SEEPAGE BED 2" FRACTURED ROCK
SEE TRENCH ELEVATION TABLE FOR TOP/BOTTOM
OF BED AND BOTTOM OF SAND ELEVATIONS
IF GROUNDWATER IS ENCOUNTERED THE CONTRACTOR
SHALL NOTIFY THE ENGINEER AS SOON AS POSSIBLE
FOR REDESIGN OF THE SEEPAGE BEDS TO PROVIDE
THE 3'-0" MIN. CLEARANCE BETWEEN GROUNDWATER
AND THE BOTTOM OF THE SEEPAGE BED.
TYPICAL END FED SEEPAGE TRENCH DETAIL
SCALE: NTS
DRAINAGE GEOTEXTILE
TYPE 1 (ISPWC SECTION
2050). OVERLAP MINIMUM
OF 12" ON TOP AND
SIDES.
ASTM C-33 FILTER SAND I
IF ROCK IS ENCOUNTERED, CONTRACTOR TO HAVE PERCOLATION TESTS PERFORMED
BY SOILS ENGINEER AFTER SEEPAGE TRENCH IS FULLY EXCAVATED.
IF THE PERCOLATION IS LESS THAN SPECIFIED BY THE SOILS REPORT AND ENGINEER,
CONTRACTOR WILL NEED TO BLAST TO CREATE CRACKS IN ROCK FOR DRAINAGE TO
OCCUR OR REDESIGN THE SYSTEM TO ACHIEVE THE REQUIRED CRITERIA.
PER THE SOILS REPORT BY ATLAS TECHNICAL CONSULTANTS DATED NOVEMBER 10,
2020. GROUND WATER WAS NOT FOUND IN ANY TEST PITS. MTI RECOMMENDS
THAT BASED ON SURROUNDING KNOWLEDGE OF THE AREA, GROUNDWATER CAN BE
ASSUMED TO BE BELOW 13FT YEAR ROUND. PERCOLATION RATES VERY ACROSS
THE SITE. PITS WERE DUG AT EACH BED LOCATION AND TESTS WERE DONE ON
EACH BED. SEE DATA TABLE (THIS DETAIL) FOR PERCOLATION RATES PER BED
SEEPAGE TRENCH DATA TABLE
SEEPAGE BED #
DIMENSIONS WXDXL
LOWEST FINISHED
GROUND
ELEVATION
TOP OF ROCK
ELEVATION
TOP OF SAND
ELEVATION
BOOM OF SAND
ELEVATION
APPROXIMATE
GROUND WATER
ELEV
100 YEAR DESIGN
VOLUME
FOUND
INFILTRATION RATE
(IN/HR)
2
15'Wx9'Dx124'L
2581.31
2579.25
2570.25
2568.75
N/A
5897
2.5
4
15'Wx9'Dx1151
2580.75
2578.75
2569.75
2568.25
N/A
5442
1.75
5
15'Wx9'Dx37'L
2583.25
2581.25
2572.25
2570.75
N/A
1717
1
1. A PERCOLATION TEST WILL BE REQUIRED AT EACH SEEPAGE BED LOCATION. REPORT PERCOLATION TESTING
INFORMATION BACK TO THE ENGINEER OF RECORD. SEEPAGE BEDS MAY NEED TO BE REDESIGNED BASED ON
ACTUAL PERCOLATION TESTING RESULT.
18" SDR-35 OUTr
TO SEEPAGE BED 1
GRATED LID INLET
�o
II II
12" SDR-35 IN
FROM ROOF DRAINS
GRATED LID TO BE FLUSH WITH
FINISHED SURFACE
FG ±2581.56
12" SDR-35 IN
FROM ROOF DRAINS
2578.90 TOP
OF CONC.
20"
2579.00
12 INV IN
6" MIN.
2578.00'
18' SDR-35 INV
OUT TO SEEPAGE BED 1
1500 GAL. SAND/GREASE TRAP #1
- NTS -
SEE TRENCH DATA TABLE - THIS SHEET
MONITOR WELL ____-(�)
MONITOR WELL
PER ISPWC AND
PER ISPWC AND
ACHD SD-627
MONITORING ACHD SD-627
18" SDR-35 TEE WITH CLEANOUT
"B"
In
WELL
o
° °
°
18" SDR-35 PERFORATEDPIPE.°
18" SDR-35 PERFORATED PIPE. 0
SEE DETAIL 1 THIS SHEET. }
SEE DETAIL 1 THIS SHEET.
aw
INSTALL SOLID CAP AT END OF
VIEW
PERFORATED PIPE (TYP.)-
L -PLAN
-
18" SOLID WALL SDR-35.
Fo_O1
TOP OF TRENCH TO BE A MINIMUM
OF 2 FOOT BELOW FINISHED GROUND,
TOP OF SIDEWALK AND CURB. (TYP)
MONITORING WELL PER ISPWC AND
ACHD SD-627 (TYP.)
TOP OF TRENCH
NATIVE BACKFILL
DRAIN ROCK /VA/
MAY BE OVER
SLOPE=0.00% MIN.
SLOPE=0.00% MIN.
PIPE j
_
1
DCLEANOUT
WITH
2" FRACTURED ROCK
DRAINAGE GEOTEXTILE
TYPE 1 (ISPWC S ECTION
2050). OVERLAP MINIMUM
SEE TRENCH ELEVATION TABLE FOR TOP/BOTTOM
OF 12" ON TOP AND
OF BED AND BOTTOM OF SAND ELEVATIONS
SIDES.
LIF GROUNDWATER IS ENCOUNTERED THE CONTRACTOR ASTM C-33 FILTER C-33 FILTER SAND
SHALL NOTIFY THE ENGINEER AS SOON AS POSSIBLE
FOR REDESIGN OF THE SEEPAGE BEDS TO PROVIDE IF ROCK IS ENCOUNTERED, CONTRACTOR TO HAVE PERCOLATION TESTS PERFORMED
THE 3'-0" MIN. CLEARANCE BETWEEN GROUNDWATER BY SOILS ENGINEER AFTER SEEPAGE TRENCH IS FULLY EXCAVATED.
AND THE BOTTOM OF THE SEEPAGE BED, IF THE PERCOLATION IS LESS THAN SPECIFIED BY THE SOILS REPORT AND ENGINEER,
CONTRACTOR WILL NEED TO BLAST TO CREATE CRACKS IN ROCK FOR DRAINAGE TO
OCCUR OR REDESIGN THE SYSTEM TO ACHIEVE THE REQUIRED CRITERIA.
PER THE SOILS REPORT BY ATLAS TECHNICAL CONSULTANTS DATED NOVEMBER 10,
2020. GROUND WATER WAS NOT FOUND IN ANY TEST PITS. MTI RECOMMENDS
THAT BASED ON SURROUNDING KNOWLEDGE OF THE AREA, GROUNDWATER CAN BE
TYPICAL SIDE FED SEEPAGE TRENCH DETAIL ASSUMED TO BE BELOW 13FT YEAR ROUND. PERCOLATION RATES VERY ACROSS
SCALE: NTS THE SITE. PITS WERE DUG AT EACH BED LOCATION AND TESTS WERE DONE ON
EACH BED. SEE DATA TABLE (THIS DETAIL) FOR PERCOLATION RATES PER BED.
SEEPAGE TRENCH DATA TABLE
SEEPAGE BED #
DIMENSIONS
LOWEST FINISHED
GROUND
TOP OF ROCK
TOP OF SAND
BOTTOM OF SAND
APPROXIMATE
GROUND WATER
100 YEAR DESIGN
FOUND
INFILTRATION RATE
WXDXL
ELEVATION
ELEVATION
ELEVATION
ELEVATION
ELEV
VOLUME
(IN/HR)
1
1B'Wx9'Dx1221
2581.95
2579.75
2570.75
2569.25
N/A
6856
1
3
15'x9'Dx1341
2581.30
2579.25
2570.25
2568.75
N/A
6879
8
1. A PERCOLATION TEST WILL BE REQUIRED AT EACH SEEPAGE BED LOCATION. REPORT PERCOLATION TESTING
INFORMATION BACK TO THE ENGINEER OF RECORD. SEEPAGE BEDS MAY NEED TO BE REDESIGNED BASED ON
ACTUAL PERCOLATION TESTING RESULT.
18" SDR-35 OUT
TO SEEPAGE BED 2
�O
12" SDR-35 IN
FROM CATCH BASIN
LID
TO BE FLUSH WITH
FINISHED SURFACE
FG ±2581.50
TOP 2578.30
OF CONC.
20"
2577.50' /
6" MIN.
18 SDR-35 INV
17
2578.40
OUT TO SEEPAGE BED 2
I
i
12 INV IN
1500 GAL. SAND/GREASE TRAP #2
-NTS-
18" SDR-35 OUT
ar.
TO SEEPAGE BED 3 ep,
GRATED LID INLET -r
GRATED LID TO BE FLUSH WITH
FINISHED SURFACE
FG ±2580.91
2578.25 TOP
OF GONG.
20"
Li
6" MIN.'j
2677.25'
18' SDR-35 INV
OUT TO SEEPAGE BED 3
GAL. SAND/GREASE TRAP #3
-NTS-
�'�l0
N5 �_4S
III
3/8" PERFORATIONS IN VALLEY
OF CORRUGATED PIPE. 5 EACH
ON 18" PIPE.
18" ADS N-12
18" PIPE PERFORATION SCHEDULE
- NTS -
6" OF PORTLAND
CEMENT CONCRETE
6" OF COMPACTED
CRUSHED AGGREGATE
BASE
COMPACT SUBGRADE
TO 95%
CONCRETE PAVING SECTION
-NTS-
f 2.5" OF ASPHALT PAVEMENT
4" OF 3/4"
CRUSHED AGGREGATE
BASE
-----_8" OF 6" MINUS PIT
RUN
ASPHALT PAVING SECTION
-NTS-
1" RAD. 1/2" PAID.
ASPHALT AND
BASE
BASE
REFERENCE PAVEMENT SECTIONS FOR SUB BASE REQUIREMENTS
EXTRUDED CURB j
-NTS-
18" SDR-35 OUT aYr
TO SEEPAGE BED 4
9p,
GRATED LID
INLET
III III I/ -�
GRATED LID TO BE FLUSH WITH
rSURFACE
2580.65
2577.75 TOP
OF CONC.
6MIN / I 2576.75'
18" SDR-35 INV
OUT TO SEEPAGE BED 4
1500 GAL. SAND/GREASE TRAP #4
- NTS -
12"SDR-35 IN
�o•
FROM BUILDING
FROM
C ROOF DRAINS
� J
1
1�
12" CORRUGATED
ALUMINUM OUT TO
TEN MILE CREEK
LID TO BE FLUSH WITH
HED SURFACE
FG ±2583.40
2578.90 TOP
OF CONC.
C2679.00'
200"
MIN.
2678.00'
12 SD
12 C.A. INV
OUT
OUT TO DRAIN
1000 GAL.
SAND/GREASE TRAP #5
- NTS -
L0
M
N
M
1
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412
�N4)S
SHEET
C3.5
N
W-, *--E
'
±24 LF 3"
SCHEDULE 40
5
SLOPE PIPE AS
REQUIRED TO MAKE
CONNECTION TO 6"
MAIN LINE
6" CLEANOUT
6" INV = 79.50'
f2 A
DS-N12
/
6" 45' ELBOW
6" INV = 79.20'
±22 LF 6"
ADS-N12
® 1.00%
t15 LF 3"
SCHEDULE 40
SLOPE PIPE AS
REQUIRED TO MAKE
CONNECTION
±85 LF 8"
ADS-N12
O 0.40%
8" CLEANOUT
8" INV - 79.24'
POOL DECK PIPING DETAIL
±20 LF 3"
SCHEDULE 40
SLOPE PIPE AS
REQUIRED TO MAKE
CONNECTION
±20 LF 3"
SCHEDULE 40
SLOPE PIPE AS
REQUIRED TO MAKE
CONNECTION
±20 LF 3" -
SCHEDULE 40
SLOPE PIPE AS
REQUIRED TO MAKE
CONNECTION
0 20' 40'
SCALE 1" = 20'
8" CLEANOUT TEE
8" INV = 80.30'
3" INV = 80.50'
±50 LF 8"
ADS-N12
® 0.40%
a
4
±20 LF 8"
ADS-N12
® 0.40%
8" CLEANOUT TEE
8" INV
= 80.22'
3" INV
= 80.42'
±23 LF 8"
ADS-N12
N
® 0.40%
8" CLEANOUT TEI
8" INV = 80.12'
3" INV = 80.32'
±30 LF 8"
ADS-N12
® 0.40%
f9 LF 8"
ADS-N12
® 0.40%
2
8" TEE
t40 LF 3"
INV = 80.00'
SCHEDULE 40
5
SLOPE PIPE AS
REQUIRED TO MAKE
N
CONNECTION
j
6
6
%
-----
±50 LF 8"
ADS-N12
8" CLEANOUT T
® 0.40%
8" TEE
8" INV = 79.55
±57 LF 8"
8" INV = 79.39'
3" INV = 79.75
�ADS-N12
6" INV = 79.47'
0 0.40%
s}ID
SD
±38 LF 8"
±24 LF 8"
8" CLEANOUT
ADS-N12
±14 LF 8"
ADS-N12
8" INV = 79.80'
0.40%
ADS-N12
p 0.40%
® 0.40%
8" TEE
8" INV = 79.45'
6" INV = 79.53'
INSTALL 20 LF 3" PVC SCHEDULE 40 AT 0.40%
O
MIN SLOPE. PIPE TO BE 1" DEEP AT BEGINNING
OF RUN AND 2" DEEP AT END OF RUN. SLOPE
ARROWS SHOW SLOPE DIRECTION. SEE PLAN. SEE
DETAIL THIS SHEET FOR DRAIN INSTRUCTIONS.
INSTALL 14 LF 3" PVC SCHEDULE 40 AT 0.40%
O
MIN SLOPE. PIPE TO BE 1" DEEP AT BEGINNING
OF RUN AND 2" DEEP AT END OF RUN. SLOPE
ARROWS SHOW SLOPE DIRECTION. SEE PLAN. SEE
DETAIL THIS SHEET FOR DRAIN INSTRUCTIONS.
INSTALL 16 LF 3" PVC SCHEDULE 40 AT 0.40%
O
MIN SLOPE. PIPE TO BE 1" DEEP AT BEGINNING
OF RUN AND 2" DEEP AT END OF RUN. SLOPE
ARROWS SHOW SLOPE DIRECTION, SEE PLAN. SEE
DETAIL THIS SHEET FOR DRAIN INSTRUCTIONS.
MIN 1" DEEP--�
MAX 2" DEEP
ON DRAIN PORTION
OF PIPE
3" SCHEDULE 40 PIPE
KEYNOTES:
INSTALL 18"x18" NDS (OR APPROVED EQUAL)
CATCH BASIN. RIM 2583.25'. 8" INVERT 2580.50'
O COORDINATE WITH LANDSCAPER TO ENSURE
OPEN SPACE DRAINS TO CATCH BASIN. ADJUST
RIM AS NECESSARY
INSTALL 18"08" NDS (OR APPROVED EQUAL)
CATCH BASIN. RIM 2583.50'. 8" INVERT 2580.05'
O COORDINATE WITH LANDSCAPER TO ENSURE
OPEN SPACE DRAINS TO CATCH BASIN. ADJUST
RIM AS NECESSARY
POOL DRAIN SECTION DETAIL
MIN 1" DEEP 1/4 " GAP + SAW CUT
MAX 2" DEEP
ON DRAIN PORTION
OF PIPE SEE PLAN LOPE TO DRAIN
3" SCHEDULE 40 PIPE ��-
POOL DRAIN PROFILE DETAIL
1, - LENGTH AND SLOPE VARIES - SEE PLAN } I
UTILIZE ELBOWS AND REDUCERS AS NECESSARY TO CONNECT 3" LINE TO 8" CLEANOUT TEE
INSTALL 12"x12" NDS (OR APPROVED EQUAL)
CATCH BASIN FOR UNDER WOOD SLATS DRAIN.
COORDINATE WITH STRUCTURAL AND
O
ARCHITECTURAL PLANS FOR ELEVATIONS OF RIM
AND 6" INVERT. INSTALL ±20 LF 6" ADS-1,12
FROM CATCH BASIN TO 8" MAIN.
O
INSTALL 1000 GAL SAND AND GREASE TRAP #6.
SEE DETAIL THIS SHEET.
O
INSTALL SEEPAGE BED #5. SEE DETAIL SHEET
C3.5.
INSTALL MONITORING WELL PER ISPWC AND
O
ACHD SUPPLEMENTAL DRAWINGS SD-627.
INSTALL 3" ELBOWS AS REQUIRED
TO MAKE CONNECTION TO MAIN
r 8" CLEAN OUT TEE
8" MAIN
N
W E
S
POOL DECK GRADING DETAIL
0 20' 40
SCALE 1" = 20'
NOTE:
1. ALL PEDESTRIAN FACILITIES SHALL HAVE A MAXIMUM CROSS SLOPE OF LESS THAN 2%
WITHOUT DEVIATION.
2. ANY ABANDONED BUILDINGS, TEST PITS, TEMPORARY STORM DRAIN PONDS AND WATERWAYS
LOCATED WITHIN CURRENT OR FUTURE RIGHT-OF-WAY SHALL BE REEXCAVATED TO NATIVE
SOIL AND BACKFILLED WITH STRUCTURAL FILL PER ISPWC SPECIFICATIONS. PROVIDE SOIL DATA
TO VERIFY NATIVE MATERIAL MEETS THE REQUIREMENTS FOR ENGINEERED FILL PER ISPWC
SPECIFICATION AND A COPY OF THE COMPACTION TESTS.
1.47% "' `
�1
n m II
82.3
82.50F1
1
84.00F
1.347
84.00F
1
1
1.37%
SD
84.00FG
84.00FG 83.85FG
1.38%
1.16% P.
GRADE BfffN(
1.57%
84.00FG 8
6'
84.00FG
R D BREAM
n
p 8'
1.177
3.85oFG
m
4.00FG r?
83.80FG
1.187 1.177
j
83.SOFG I
�84.00FG �}
84.00FG 84.00FG 84.00FG
I
---_ 84.00FG
84.00FG FG
84.00FG 84.
SD! --
FI`-LrIijIJ�I
--
,,,,
12" SDR-35 OUT
TO SEEPAGE BED 1
�
1
9p,
EF
LID TO BE FLUSH WITH
FINISHED SURFACE
FIG ±2583.9
11&112578.90'
2578.98'
6" ADS-N12 INV (N)
TOP 2578.80
OF CONC.
20"
2579.10'
3" SCHEDULE 40 INV (E)
8" ADS-N12 INV (S)
2578.00'
6" MIN.
12" SDR-35 INV
OUT TO SEEPAGE BED 1
I
1000 GAL. SAND/GREASE TRAP #6
- NTS -
50.00'
VARIES - SEE PLAN I VARIES - SEE PLAN
CONTINUED EXISTING ROCK RETAINING WALL ALONG TEN
MILE CREEK TOP OF BANK. WALL RANGES FROM 2 IFT IN
HEIGHT TO 3.5 IFT IN HEIGHT. SEE PLAN FOR ELEVATIONS.
SEE WALL STRUCTURAL PLANS AND DETAIL SHEET C3.6.
II 3�i
EASE HAND RAIL
8'_0„
0.6�
8 FT WIDE CONCRETE
i6' PATHWAY
REDI ROCK XL
0.5' SHOULDER BLOCK WALL.
SEE STRUCTURAL
PLANS. WALL
DESIGNED BY
OTHERS
15' WIDE NMID GRASSCRETE ACCESS ROAD
NEW SLOPE FROM EXISTING TOG FOR FIRST 60' OF ROAD.
NOT TO EXCEED 3:1 SLOPE.
EXISTING TOG TEN MILE CREEK
TEN MILE CREEK GRASSCRETE ACCESS ROAD SECTION WITH RETAINING WALL �
NOT TO SCALE /J
50.00'
VARIES - SEE PLAN + VARIES - SEE PLAN T 4.00'
CONTINUED EXISTING ROCK RETAINING WALL ALONG TEN
MILE CREEK TOP OF BANK. WALL RANGES FROM 2 IIFTO IN
S
HEIGHT WALL
TR FT R HEIGHT. SEE DETAIL
FOR ELEVATIONS.
SEE WALL STRUCTURAL PLANS AND DETAIL SHEET C3.6.�
3�
VARIES - SEE PLAN
8.00'
4 FT SHOULDER
-NEW SLOPE FROM EXISTING TOD
NOT TO EXCEED 3:1 SLOPE.
EXISTING TOG TEN MILE CREEK
EASE HAND RAIL
III
8'-0"
D.67
�{ 8 FT WIDE CONCRETE
4.00 PATHWAY
REDI ROCK XL
BLOCK WALL.
SEE STRUCTURAL
PLANS. WALL
DESIGNED BY
OTHERS
�3" OF 3/4" MINUS CRUSHED GRAVEL
PER ISPWC SECTION 802. COMPACT TO 95%
B" OF 6" MINUS PIT RUN PER ISPWC
SECTION 801. COMPACT TO 95%.
COMPACT SUBGRADE TO 95%.
TEN MILE CREEK ACCESS ROAD SECTION WITH RETAINING WALL
NOT TO SCALE
50.00'
EASE
VARIES - SEE PLAN 8.00' 4.00'
E E T-------I 8 FT WIDE CONCRETE
PATHWAY
4FT SHOULDER
3" OF 3/4" MINUS' CRUSHED GRAVEL
NEW SLOPE FROM EXISTING TOG PER ISPWC SECTION 802. COMPACT TO 95%
NOT TO EXCEED 3:1 SLOPE.
8" OF 6" MINUS PIT RUN PER ISPWC
EXISTING TOP TEN MILE CREEK SECTION 801. COMPACT TO 95%.
COMPACT SUBGRADE TO 95%.
TEN MILE CREEK ACCESS ROAD SECTION NO WALL
NOT TO SCALE
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SHEET
C3.6
N
I
ABANDON STUBS
WATER MAIN F
CITY OF MERID
STANDARI
IF NEEDED, CONTRACTOR TO
INSTALL f28 LF
6" PI MAIN
E
SEWER KEYNOTES
OEXISTING SEWER SERVICE. CONTRACTOR TO FIELD VERIFY LOCATION AND ABANDON EXISTING SERVICE
PER CITY OF MERIDIAN STANDARDS. COORDINATE ABANDONMENT WITH THE CITY OF MERIDIAN.
CONTRACTOR TO BE AWARE OF EXISTING JOINT TRENCH AND GAS MAIN INSTALLED ALONG EASTERN
OEDGE OF WAYFINDER. CONTRACTOR TO USE CARE WHEN INSTALLING NEW SEWER LINES ALONG
WAYFINDER. PROTECT IN PLACE OR RELOCATE AS NECESSARY. JOINT TRENCH UTILITIES AND GAS
MAIN.
CONNECT TO EXISTING 8" SEWER STUB AND INSTALL 60" DROP MANHOLE (RELINER/DURAN INC
SYSTEM) PER ISPWC STANDARD SD-504. MANHOLE MUST BE COATED ON ALL EXPOSED CONCRETE
AND HAVE SEALED LID. THE MANHOLE RIM MUST HAVE CONCRETE 6'x6' PAD POURED AROUND IT
O3 FOR MAINTENANCE PURPOSES. RIM ±2583.90'. EXISTING 8" INVERT AT POINT OF CONNECTION
CALCULATED AT 2565.85'. CONTRACTOR TO FIELD VERIFY LOCATION AND ELEVATION OF EXISTING 8"
SEWER ELEVATION PRIOR TO CONSTRUCTION. IF DISCREPANCIES OCCUR CONTACT ENGINEER OF
RECORD. SEE LINE "C" PROFILE, SHEET C4.1.
PRESSURE IRRIGATION KEYNOTES:
PI SYSTEM TO BE OWNED AND NTAINED BY HOME OWNERS ASSOCIATION. SECONDARY
SOURCE FOR THIMN
S "N IS PRE-EXISTING AND IS BACKED UP BY AN EXISTING WELL )
❑REMOVE EXISTING 6" PI MAIN RUNNING NORTH TO SOUTH BETWEEN FRANKLIN
1 AND THE TEN MILE CREEK. PI MAIN TO EXTEND EAST ALONG FRANKLIN ROW
AND THE TEN MILE CREEK.
❑2 CONNECT TO AND EXTEND EXISTING 6" PI MAIN EAST.
❑3 CAP 6" PI MAIN AND MARK TO SURFACE FOR FUTURE CONNECTION.
ESTIMATED LOCATION OF EXISTING 6" PI MAIN. CONTRACTOR TO FIELD VERIFY
❑LOCATION OF PI MAIN BEFORE CONSTRUCTION. IF PI MAIN IS LOCATED IN
4 THIS LOCATION AND COMES INTO CONFLICT WITH BUILDING, CONTRACTOR TO
CUT EXISTING PI MAIN AND INSTALL 45' BEND IN ORDER TO MOVE PI
OUTSIDE OF BUILDING FOUNDATION.
CONTRACTOR MAY NEED TO INSTALL 90° BEND IN THIS LOCATION IF PI MAIN
IS IN CONFLICT WITH BUILDING A.
IF PI MAIN IS RELOCATED, CONTRACTOR TO REMOVE EXISTING 45° BEND AND
CONNECT TO EXISTING 6" MAIN,
WATER METER LEGEND
1.5' SINGLE METER SERVICE WITH 1.5" SERVICE LINE.
�I (PER CITY OF MERIDIAN STANDARD DRAWING W-4)
NOTE:
1. CENTER OF WATER METER TO BE 2' BEHIND BACK OF SIDEWALK,
2. THE CITY OF MERIDIAN REQUIRES THAT ALL WATER METERS AND
WATERWORKS BRASS BE ANSI/NSF 61 CERTIFIED.
J. ALL WATER MAIN LINES TO BE INSTALLED WITH MIN 4' OF COVER.
UTILITY NOTES:
1. CONTRACTOR IS RESPONSIBLE FOR MEETING THE CITY OF MERIDIAN SPECIFICATIONS
FOR CORRECT LOCATION/PLACEMENT OF FIRE HYDRANTS AND WATER METERS.
LOCATIONS SHOWN ON PLAN ARE FOR REFERENCE PURPOSES ONLY AND SHALL
NOT BE USED FOR EXACT LOCATIONS OF METERS OR FIRE HYDRANTS.
2. AT ALL VALVES, TEES, ELBOWS, REDUCERS, PLUGS AND ALL OTHER LOCATIONS
THAT UNBALANCED FORCES EXIST REQUIRE THRUST BLOCKS PER ISPWC
STANDARD DRAWING SD-403.
-W' E
S
0 40' 80'
SCALE 1" = 40'
�., I 1
ILF 8"
�O WATER MAIN i i I I WATER MAIN
f75E 8" I F I
° t30LF 8' I WATER MAIN
WATER
SEE SHEET
MAIN I C4 1 f65LF 8"' WATER LMAIN 1 -i
f8LF 8" I f317LF 8" WATER MAIN 119. 9'
WATER MAIN 5 3 15 WATER MAIN 4CITY 7 7 2 S MERIDIAN
�.::: ,.,/ �— ----- ------ L-.. ----- ----- --- ---- --- — — — — — —
—J I EASEMENT
f51LF 8":...�./" —w w w o
WATER MAIN
/ 14 LINE B o
0 2 4 1 I� 15 S 6 t30LF 8"
i 5 / 5 — — — —I — — . _.._. 1 _. I l m WATER MAIN 11
/ — — — — — — — — — — — — -
---
4 - t10LF 8" 15 m I I 4 12...
t25LF 8'" cl ..._ _. I--� m ... .,. _ WATER t88LF 6'" Im m 0� 0 ..._. y
6 WATER MAIN ....... �` _.H t. 7
❑ FIRE LINE
f53LF 6 I I
N _� FIRE LIME
rl}
CITY OF MERIDIAN 1 2 .00' I I I
SEWER AND WATER
EASEMENT I I
I f145LF 8"
WATER MAIN
3 I \mac
4
15
_�-1 I f40LF 8"
WATER MAIN
I I
I I 4
n I
CITY OF MERIDIAN
SEWER AND WATER
EASEMENT
s
,
.� I t40LF 6' �
FIRE LINE 11
1 ❑ ❑ � 1
s r
q17....�.....-f57LF 6"
FIRE LINE
a
IF NEEDED, CONTRACTOR TO
— INSTALL f28 LF — — —
6" PI MAIN TEN MILE CREEK
a
FIRE LINE NEW 6" PI MAIN TO BE
E��/ INSTALLED PER NAMPA-MERIDIAN
' ' �2i IRRIGATION DISTRICT STANDARDS
PIR
— EG
— EG
EG
EG
EG
EG
EG EC
EG EC
I
f24LF 6"
FIRE LINE
I
INSTALL f554 LF
6" PI MAIN
I CITY OF MERIDIAN
SEWER -MD WATER
EASgMLNT
I I
I I
I I I
I I
I II
II
I �
I i
I I.
I ,
i
I
I f230LF 8"
WATER MAIN
I
I
I
I
I � J
L--_
EG ' EG EG EG EG
EG EG EG EG EG
TEN MILE CREEK— — — — —
WATER KEYNOTES
Ol REMOVE EXISTING 2" BLOWOFF ASSEMBLY & CONNECT TO EXISTING 8" WATER MAIN.
INSTALL:
O1 - 8" TEE (ALL FLG)
2 - 8" GATE VALVE (FLGxMJ)
1 - 8" FLGxMJ ADAPTOR
INSTALL:
O1 - 8"x6" TEE (MJxFLG)
1 - 6" GATE VALVE (FLGxMJ)
±27 LF 6" WATER MAIN TO FIRE HYDRANT.
O4 INSTALL FIRE HYDRANT ASSEMBLY PER CITY OF MERIDIAN STANDARD DRAWING W8.
OINSTALL:
1 - 8" 45° BEND
INSTALL:
O1 - 8"x6" TEE (MJxFLG)
1 - 6" GATE VALVE (FLGxMJ)
f13 LF 6" WATER MAIN TO FIRE HYDRANT.
INSTALL FIRE STUB:
O7 1 - 8" x 6" REDUCING TEE (ALL FLG)
1 - 6" GATE VALVE (FLGxMJ) FOR JURISDICTIONAL SEPARATION.
OINSTALL:
1 - 6" 90° BEND
INSTALL:
1 - 8"x6" TEE (ALL FLG)
1 6' GATE VALVE (FLGxMJ) TOWARD FIRE HYDRANT
O1 8' GATE VALVE (FLGxMJ ADAPTOR) FOR FIRE JURISDICTIONAL SEPARATION
1 8" FLGxMJ ADAPTOR
1 - 8"x6' REDUCER TO FIRE LINE
1 6' 45° BEND FOR FIRE LINE
f27 LF 6" WATER MAIN TO FIRE HYDRANT.
10 COMBINE BOTH 1.5" POLY PIPE WATER SERVICE PIPES INTO 3" WATER PIPE FOR
CONNECTION TO BUILDING. SEE ARCHITECTURAL PLANS.
11 INSTALL:
1 - 8" 90° BEND
INSTALL:
8" x 6" REDUCING TEE (MJxFLG)
1 - 6" GATE VALVE (FLGxMJ)
±18 LF 6" WATER MAIN TO FIRE HYDRANT.
INSTALL:
1 8" 90' BEND
13 1 8"x6" REDUCER (FLGxFLG)
1 - 6" GATE VALVE (FLGxMJ)
±17 LF 6" WATER MAIN TO FIRE HYDRANT.
INSTALL JOINT RESTRAINT ON 8" MAIN LEADING UP TO HYDRANT.
14 ENSURE WATER MAIN IS BUILT WITH ENOUGH DEPTH TO CLEAR BENEATH STORM
DRAIN LINE.
15 POTABLE/NON-POTABLE CROSSING. SEE WATER NOTE 2 AND 3 ON COVER
SHEET C1.0.
i6 INSTALL:
1 - 6" 45' BEND
INSTALL:
17 1 - 1.5" SINGLE SERVICE FOR BUILDING CONNECTION. SEE
LEGEND THIS SHEET.
LO
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SEWER LEGEND
O EXISTING 48" DIAMETER SEWER MANHOLE
EXISTING 8" SEWER MAIN
• NEW 48" DIAMETER SEWER MANHOLE
PER ISPWC SD-501
- s NEW B" SEWER MAIN
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9412
4/12/22
SHEET
C4.0
Lo
UTILITY NOTES: Lo
co
W 1. CONTRACTOR IS RESPONSIBLE FOR MEETING THE CITY OF (V
0 30' 60' "_:;.,�;,;-' MERIDIAN SPECIFICATIONS FOR CORRECT LOCATION/PLACEMENT OF
FIRE HYDRANTS AND WATER METERS. LOCATIONS SHOWN ON PLAN M
E 0 30' 60' ''> �`° �'� E ARE FOR REFERENCE PURPOSES ONLY AND SHALL NOT BE USED
FOR EXACT LOCATIONS OF METERS OR FIRE HYDRANTS.
' SCALE 1" = 30' O
0 30' 60'
SEE THIS SHEET 5 2. AT ALL VALVES, TEES, ELBOWS, REDUCERS, PLUGS AND ALL
S SCALE 1" = 30' S i w
(„%� OTHER LOCATIONS THAT UNBALANCED FORCES EXIST REQUIRE
O �...', i i m THRUST BLOCKS PER ISPWC STANDARD DRAWING SD-403. � z
O
SCALE 1"= 30' 3 4 4 Q w
Jxl
SEE THIS SHEETS v w 1r
I ssMH 3 = SEWER KEYNOTES
I I 7 0 0�' 1+00 4 STA: 2+10.30 m Z
w s s
z LIJ 12 00'' 1 w ^� y m REMOVE EXISTING CLEANOUT & CONNECT TO EXISTING 8" J
w STA: 1S40.09 ^ 3 SEWER MAIN. INVERT 0 2568.69' CONTRACTOR TO FIELD rIj
:.�. ::::..� I ij.-.:._,., 3 O VERIFY ELEVATION IF DISCREPANCIES OCCUR CONTACT v
V- m ENGINEER OF RECORD FOR REDESIGN. Q
3 m SERVICE TO BUILDING B.
z 41 2 O END OF 8" SEWERS J
SSMH 1-DROP F 1ka w ---____- INVERT = 2576.30' J
4 STA: 0+64.29 I - - o ,� VNE LL_I -------- --- m .... ... .. -- O
rr r^� ° I m Jam- - , L J O END OF 8" SEWER SERVICE TO BUILDING C. Q
- - - o 7V 0+00 LINE A 1+00
SSEXIST - �3S' Z 5 3 INVERT = 2578.25
z U
STA: O+OD.00 - EXISTING MH 5
STA: 0+00.00 3 SSMH 2
5 ._.,\\ �� STA: 1+40.09 �I 2 8 CONNECT TO EXISTING 8" SEWER STUB AND INSTALL 60' "' W W
(` �l m V 8 DROP MANHOLE (RELINER/DURAN INC SYSTEM) PER ISPWC Z O
x e STANDARD SD-504. MANHOLE MUST BE COATED ON ALL rn
BUILDING A EXPOSED CONCRETE AND HAVE SEALED LID. THE MANHOLE V
LL I I BUILDING B
7_�
RIM MUST HAVE CONCRETE 6'x6' PAD POURED AROUND ITI'►LFOR MAINTENANCE PURPOSES. RIM ±2583.90'. EXISTING�.JBUILDING C 8" INVERT AT POINT OF CONNECTION CALCULATED AT QC4.0
'� 2565.85'. CONTRACTOR TO FELD VERIFY LOCATION AND EWSE SHEET C 4. O \ ELEVATION OF EXISTING 8" SEWER ELEVATION PRIOR TO W
CONSTRUCTION. IF DISCREPANCIES OCCUR CONTACT N Q W
ENGINEER OF RECORD. LL
O Q
INSTALL 8" 'T' TYPE SEWER CLEANOUT PER CITY OF U_
OMERIDIAN DRAWING 'Si' LU LJLI
8" INVERT 2579.05' m CD
LJ-I
LINE C PROFILE WATER KEYNOTES
0+00 0+73 LINE A PROFILE LINE B PROFILE REMm
2590 2590 0+00 1 +00 2+00 0+00 1 +00 2+00 2+75 O EXISOTNG EXISTINGVE 8" WATER MAIN.
ASSEMBLY &CONNECT TO
2590 2590 2590 2590
INSTALL; LWL
O1 - 8" TEE (ALL FLG)
3 - 8" GATE VALVE (FLGxMJ)
OPOTABLE/NON-POTABLE CROSSING. SEE WATER NOTE 2
AND 3 ON COVER SHEET C1.0.
INSTALL:
1 - 8"x6" TEE (MJxFLG)
2585 2585 2585 2585 4 - s" GATE VALVE (FLcxMJ)
2585 2585 SEE PLAN VIEW FOR 6" PIPE LENGTH.
O INSTALL FIRE HYDRANT ASSEMBLY PER CITY OF MERIDIAN LJ-I
I STANDARD DRAWING W8.
5 I OINSTALL: �j LL_
1- 6" 90° BEND C)
2580 2580 2580 2580 O ENSURE WATER MAIN IS BUILT WITH ENOUGH DEPTH TO
\\ 2580 2580 CLEAR BENEATH STORM DRAIN LINE.
`8" INVERT COMBINE BOTH 1.5' POLY PIPE WATER SERVICE PIPES L_LT
5 O INTO 3" WATER PIPE FOR CONNECTION TO BUILDING.
= 2579.05'
SEE ARCHITECTURAL PLANS. LJL
1 2 5
1 EL
257 2575 2575 2575
257 2575
INVERT = 2576.30'
1
1
25701 2570 (� N
25701 2570 2570 2570 Z
1 1 0+00 1 +00 2+00 2+75 m
uj
I
1
Nol
s
C7
I aJN
W wow
Z
O N
= Y
256L 2565 V
SSMH 1-DROP 2565 2565 V M
r
.29 LINE C-SWR m -
584.Ot z
1 WATER METER LEGEND
2579.00-SE � � w
1 T 2565.85-w SEWER LEGEND = Q J
1 0 o 0
1.5' SINGLE METER SERVICE WITH 1.5" SERVICE LINE. O EXISTING 48" DIAMETER SEWER MANHOLE
0l (PER CITY OF MERIDIAN STANDARD DRAWING W-4) �SXp Nq F�
NOTE:
EXISTING 8" SEWER MAIN
25601 2560 2560 2560 1. CENTER OF WATER METER TO BE 2' BEHIND BACK OF SIDEWALK.
L- 0+00 1 +00 2+00 2. THE CITY OF MERIDIAN REQUIRES THAT ALL WATER METERS AND NEW 48" DIAMETER SEWER MANHOLE 9412
NOTE: WATERWORKS BRASS BE ANSI/NSF 61 CERTIFIED. PER ISPWC SD-501 4/12/22
LENGTHS ARE FROM FACE sT �0
5 0 FACE OF MANHOLE. 3. ALL WATER MAIN LINES TO BE INSTALLED WITH MIN 4' OF COVER. s NEW 8" SEWER MAIN O q rE OF oP P
ES TO BE ECCENTRIC AND
INSTALLED WITH NO SUMPS.
SHEET
2555 2555
0+00 0+73 C4. 1
VERTICAL SCALE
0 3' 6'
SCALE 1" = 3'
EXISTING _GROUND
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FINISHED GROUND -
6.00 LF 8" SEWER ®0.80%
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RIM
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60"0 SSEXIST
1.) ALL SEWER PIPE
D+D0.00 LINE C-SWR
OF MANHOLE T
RIM 2583.Sf
8" IN 2559.46-E
2.) SEWER
EXISTING
GROUND �
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FINISHED �GROUND
12" STORM DRAIN
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43.38 LF 8"
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SEWER ®5.07%
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4 8"
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48"6 -SSMH 2
1+4009 LINE A-SWR
0 SF-
h1 �F
RIM 2582.4+
8" IN 2574.10-5
- 10X
8"' IN 2574.10-E
31.67 LF 8"
8"' OUT 2574.00-N
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VERTICAL SCALE
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0 3' 6'
48"0 SSEXISTING MH 5
-
SCALE 1." = 3'
0+00.00 LINE. A-SWR.
RIM 2582.9+
-
-
8" IN 2567.10-E
-
-
8" IN 2567.10-5
-
8" OUT 2567.00-W
-
NOTE:
-
1.) ALL SEWER PIPE LENGTHS ARE FROM FACE
-
OF MANHOLE TO FACE OF MANHOLE.
_
2.) SEWER MANHOLES TO BE ECCENTRIC AND
_
ARE TO BE INSTALLED WITH NO SUMPS.
VERTICAL SCALE
NOTE:
0 3' 6'
1.) ALL SEWER PIPE LENGTHS ARE FROM FACE
OF MANHOLE TO FACE OF MANHOLE.
2.) SEWER MANHOLES TO BE ECCENTRIC AND
SCALE 1" = 3'
ARE TO BE INSTALLED WITH NO SUMPS.
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EXISTING GROUND
FINISHED GROUND
43.52 LF 8"
SEWER ®4.02% 3
I 8"' WATER
MAIN
"SEWER
206.30 LF
2+10.30 LINE B-
WR
RIM 2582.4t
8" IN 2576.50-5
8" INVERT = 2578.25'
8" OUT 2576.40-
48"0 SSMH 2
1 +40.09 LINE A-SWR
,
RIM 2582.4t
8" IN 2574.10-5
8'" IN 2574.10-E
8" OUT 2574.00-N
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STREET LIGHT NOTES:
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(PER CITY OF MERIDIAN SUPPLEMENTAL STANDARDS) SCALE 1" = 30' (]
5 00
TYPE 1 DAVIT STREET LIGHTS SHALL BE r z
INSTALLED AT LOCATIONS SHOWN IN PLAN. O
TYPE ONE STREET LIGHTS TO BE METERED j
W
CL
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EXISTING STREET LIGHT
CALCULATED LOCATION EXISTING STREET LIGHT
CALCULATED LOCATION J
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INTERSECTION OF WAYFINDER ff nn O
AND FRANKLIN ROADWAY V O W
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0+ 0 1+00 2+�00 3+00 4+00 5+00 6+00 7+00 8+00 9+01 I I I I I I I I I I I I I lm � W
FRANKLIN ROAD ui Q W
EXISTING STREET LIGHT
CALCULATED LOCATION O
* LL W O
W } wLLI
pp O O
O L LL
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W
CONDUIT INSTALL CONDUIT INSTALL CONDUIT INSTALL
CALCULATED SIDEWALK TYPEE1 LIGHT: LOCATIONTED CURB STREET LIGHT: STREET LIGHT: m
LOCATION 55258C TYPE 1: TYPE 1:
55259C 55260C
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TEN MILE CREEK APARTMENTS
PHASE #3 PLATTED BOUNDARY
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NOTE
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APPROVED CITY OF MERIDIAN LED FIXTURES FOR 5 LANE ARTERIAL ROADS CONTRACTOR IS RESPONSIBLE FOR MEETINGTHE CITY OF MERIDIAN SPECIFICATION FOR
STREET WIDTH PED LEVEL MANUFACTURER MODEL NUMBERS WATTS MOUNTING HEIGHT STD MAST ARM CORRECT LOCATION/PLACEMENT OF STREET
LIGHTS. LOCATIONS SHOWN ON PLAN ARE
FOR REFERENCE PURPOSES ONLY AND
American Electric
ATBM D MVOLT R3 BK P7
95