Sunriver PSB South Apron_Civil_2026.05.12.pdf
PDF 7 MB Posted
- Attached to
- Sunriver Drywell Project
- Solicitation number
- S-Q10042-00017229
- Issued by
- Oregon
About this file
This is a civil engineering site plan document prepared by Harper Houf Peterson Righellis Inc. for the Sunriver Service District's South Apron Project located in Sunriver, Oregon. The project involves the removal of existing asphalt pavement and construction of new pavement covering 4,815 square feet, installation of stormwater infrastructure including one catch basin, one sedimentation manhole, one drywell with 95 cubic yard storage capacity, and approximately 47 linear feet of 8-inch diameter PVC storm pipe at a 2.00 percent slope. The project also includes construction of 93 linear feet of high-strength mountable concrete curb and an alternate bid option for removing and reconstructing 27.5 linear feet of existing vertical curb. The design incorporates stormwater management calculations based on the NRCS curve number method for a 25-year, 24-hour design storm, with an assumed infiltration rate of 5.95 inches per hour. The drywell shall be excavated to a minimum depth of 13 feet below the finish rim elevation with an additional 10 feet of rock fracturing below the excavation bottom, requiring a minimum bottom excavation footprint of 325 square feet.
The project specifications require the contractor to conduct comprehensive infiltration testing of the drywell prior to subgrade and asphalt completion, including a one-hour flow test to accept the entire required storage volume of 847 cubic feet without overflow and a 72-hour drainage verification test. The contractor must provide all tools, equipment, water, and labor for full-scale drywell testing in accordance with City of Redmond standards and specifications, with mandatory notification to the engineer of record and authority having jurisdiction at least 48 hours prior to placement of drain rock or fabric. Asphalt pavement specifications call for ODOT Level 3 dense asphalt concrete pavement 3 inches thick, compacted to 92 percent ASTM D2041 over a 13.5-inch aggregate base course compacted to 95 percent ASTM D1557, with all specifications referenced to a geotechnical report prepared by Evren Northwest Inc. The project also includes removal and reconstruction of a concrete fire hydrant pad at 6 inches thick and protection of an existing water main in place.
View the file
Other files
| File | Type | Posted |
|---|---|---|
| AS 1.10_SITE PLAN.pdf | ||
| FINAL Invitation to Bid.pdf |
On GovTribe
Work with this file
- Download the original file
- Contacts named in this file
- Similar government files
- Ask GovTribe AI about this file
Text version
W W
W M
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W W
W W
4186.50 TW
4186.00 FG
4186.12 TC
4185.79 G (LP)
4187.64 TC
4187.31 G
4186.38 TC
4186.05 G
MATCH
4186.1 EG ±
3 4
4186.05 RIM
4186.73 RIM
AB
BO
T
DR
IV
E
EXISTING BUILDING (FIRE STATION)
FINISH FLOOR (TRUCK BAY) = 4187.01'
APPROX. DRYWELL
GALLERY LIMITS
MATCH
4186.8 EG ±
MATCH
4188.3 EG ±
MATCH
4186.5 EG ±
MATCH
4186.3 EG ±
MATCH
4186.6 EG ±
MATCH
4186.4 EG ±
LIMIT OF NEW PAVING
LIMIT OF
NEW PAVING
41854183
0.6%
3.4%
5.0%
MATCH
4187.0 EG ±
MATCH
4186.9 EG ±
MATCH
4186.9 EG ±
4186.95 FG
MATCH
4186.9 EG ±
INSTALL 2.0' BENCH
BEHIND NEW CURB, TYP
0.6%
4186.38 TC
4185.88 GREGRADE AT
3:1 MAX SLOPE
MATCH
4187.4 EG ±
MATCH
4188.0 EG ±
MATCH
4188.7 EG ±
MATCH
4189.2 EG ±
MATCH
4189.2 EG ±
MATCH
4188.9 EG ±
MATCH
4188.3 EG ±
ADD ALTERNATE
MATCH
4189.2 EG ±
SCALE: 1" = '
5 10 20
PR
EL
IM
IN
AR
Y
SI
TE
P
LA
N
C1.0
P:
\03
-B en d\S
SV
(S un riv er
S er vic es
D ist ric t)\
SS
V-
(P
SB
S ou th
Ap ro
n) \S
SV
-D W
GS
\S he ets
\ S
SV
C1
CI
VI
L S
IT
E
PL
AN
.dw g
DR
AW
N:
DE
SI
GN
ED
CH
EC
KE
D:
DA
TE
R
E
V
I
S
O
N
DE
SC
RI
PT
IO
N
DA
TE
N O
JOB NO.
SHEET NO.
N W
F an kl in
A ve ui te
B en d, ph on e:
.3
.1 w w w .h hp r.c om fa x:
.3
.1
H ar pe r
H ou f P et er so n R ig he lli s I nc
E N
G I
N E
E
P L
A N
N E
R S
LA
N
D
SC
AP
E
AR
C
H
IT
EC
TS
S U
R
VE
YO
R
S
SU
NR
IV
ER
P
SB
SO
UT
H
AP
RO
N
SU
NR
IV
ER
, O
R
SSV-01
SS
M
SS
M
N
GS
/0
5/
STORM SEWER NOTES:
1 INSTALL 1 - STANDARD CATCH BASIN PER DETAIL ON SHEET C2.0.
RIM = 4185.79
8" IE OUT (N) = 4182.12
CONSTRUCT 7.3 LF 8" D3034 PVC STORM PIPE @ S=2.00%;
CONNECT TO SEDIMENTATION MANHOLE. SEE NOTE 3.
3 INSTALL 1 - SEDIMENTATION MANHOLE PER DETAIL ON SHEET C2.0.
RIM = 4186.05
8" IE IN (W) = 4181.92
8" IE IN (S) = 4181.97
8" IE OUT (E) = 4181.72
CONSTRUCT 25.0 LF 8" D3034 PVC STORM PIPE @ S=2.00%;
CONNECT TO STANDARD DRYWELL. SEE NOTE 3.
4 INSTALL 1 - STANDARD DRYWELL PER DETAIL ON SHEET C2.0
RIM = 4186.73
8" IE IN (W) = 4181.22
MINIMUM BOTTOM EXCAVATION FOOTPRINT OF 321 SF FOR 95-CY STORAGE DRYWELL
REMOVE EXISTING PAVEMENT, AND CONSTRUCT NEW ASPHALT PAVEMENT SECTION
PER DETAIL ON SHEET C2.0, 4,815 SF ±.
CONSTRUCTION NOTES:
CONSTRUCT HIGH STRENGTH MOUNTABLE CURB WITH HIGH STRENGTH
CONCRETE, MINIMUM 5,000 PSI, 93 LF ±. SEE SHEET C2.0 FOR DETAILS.2
LEGEND
(P) SLOPE ARROW
(P) STORM DRAIN PIPESTM
(P) DRYWELL
(P) SEDIMENTATION MANHOLE
(P) CATCH BASIN
(E) CONTOUR
(P) CONTOUR MINOR4181
(P) CONTOUR MAJOR4180
(P) ASPHALT PAVEMENT
PROTECT EXISTING WATER MAIN IN PLACE.3
2 INSTALL 1 - STANDARD CATCH BASIN PER DETAIL ON SHEET C2.0.
RIM = 4185.88
8" IE OUT (E) = 4182.21
CONSTRUCT 14.7 LF 8" D3034 PVC STORM PIPE @ S=2.00%;
CONNECT TO SEDIMENTATION MANHOLE. SEE NOTE 3.
INSTALL MINIMUM 8" THICK ROCK SLOPE PROTECTION. MINIMUM 6' WIDTH,
APPROX. 20' LENGTH, 120 SF ±.4
ADD ALTERNATE BID OPTION ITEM -
REMOVE 27.5 LF ± EXISTING VERTICAL CURB BY CUTTING THE CURB HEIGHT
DOWN TO THE EXISTING CONCRETE DRIVEWAY GRADE. RECONSTRUCT 27.5 LF ±
8" WIDE VERTICAL CURB TO MATCH EXISTING WIDTH. COORDINATE
CONSTRUCTION DETAILS WITH CONTRACTOR. UTILIZE REBAR DOWELS, BONDING
ADHESIVE, CLEANING/ROUGHENING SURFACE, ETC. AS NEEDED. UTILIZE HIGH
STRENGTH, MINIMUM 5,000 PSI CONCRETE.
TRANSITION FROM VERTICAL CURB TO MOUNTABLE CURB5
NOTES:
1. STORMWATER RUNOFF VOLUME CALCULATIONS WERE ESTIMATED USING THE NRCS CURVE NUMBER METHOD FOR A TYPE I, 24-HR, 25-YR DESIGN STORM PER CENTRAL OREGON STORMWATER MANUAL (COSM).
2. ASSUMED INFILTRATION RATE OF 5.95 IN/HR.
DRYWELL BASIN
BASIN
AREA
BASIN
AREA
CURVE NUMBER
RUNOFF PEAK RUNOFF FLOW RATE STORAGE VOL. REQUIRED VOLUME STORAGE VOL. PROVIDED MIN. TESTING VOLUME
(AC) (SF) (CF) (GAL) (CFS) (GPM) (CF) (GAL)
(CY) (VOID RATIO:
0.35) (CF) (GAL) (CF) (GAL)
DW-5 E 0.26 11,200 98 2,273 17,100 0.501 225 847 6,340 95 898 6,715 847 6,340
STORMWATER SUMMARY:
DRYWELL SHALL BE CONSTRUCTED WITH:
- MINIMUM EXCAVATION DEPTH: 13-FEET BELOW FINISH RIM ELEVATION (DRILL A MINIMUM OF 10 ADDITIONAL FEET BELOW BOTTOM OF DRYWELL EXCAVATION AND BLAST TO ENSURE ROCK FRACTURING.
- MINIMUM BOTTOM OF EXCAVATION FOOTPRINT AREA: 325 SF FOR 95-CY DRYWELL.
DRYWELL TESTING:
i. CONFIRM THE STORAGE VOLUME BY TRACKING THE QUANTITY OF DRAIN ROCK USED WITH LOAD TICKETS AND MEASURE THE DIMENSIONS AND DEPTH OF THE DRYWELL. RECORD STORAGE VOLUME IN DRAIN ROCK AND MEASURED VOID RATIO.
ii. FILL DRYWELL WITH WATER FROM A METERED SOURCE. FILL DRYWELL WITH STORAGE VOLUME REQUIRED (GALLONS) WITHIN 1-HOUR (FLOW TEST VOLUME SHOWN ABOVE). THE DRYWELL IS REQUIRED TO TAKE THE ENTIRE VOLUME WITHIN THE 1-HOUR PERIOD WITHOUT OVERFLOWING INTO THE SEDIMENTATION MANHOLE OR CATCH BASINS.
iii. CHECK 72 HOURS AFTER STOPPING THE FLOW TO SEE IF THE DRYWELL HAS BEEN EMPTIED.
STORM FACILITY TESTING PROCEDURE:
1. THE CONTRACTOR SHALL BLAST, EXCAVATE, AND TEST DRYWELLS IN ACCORDANCE WITH THESE PLANS PRIOR TO THE INSTALLATION OF
ANY OTHER UTILITIES.
2. THE CONTRACTOR SHALL PROVIDE ALL TOOLS, EQUIPMENT, WATER, AND LABOR TO PERFORM A FULL SCALE DRYWELL TESTS IN ACCORDANCE WITH THE STORM FACILITY TESTING PROCEDURES DESCRIBED IN THE CITY OF REDMOND STANDARDS AND SPECIFICATIONS.
3. THE CONTRACTOR SHALL NOTIFY THE ENGINEER OF RECORD AND THE AHJ AT LEAST 48 HOURS PRIOR TO PLACEMENT OF ANY DRAIN ROCK, FABRIC, OR THE DRYWELL STRUCTURE TO OBSERVE, DOCUMENT, AND FLOW TEST THE DRYWELL EXCAVATIONS. THE SIZE OF THE DRYWELL MAY NEED TO BE ADJUSTED BASED UPON THE ENCOUNTERED CONDITIONS AND TESTING RESULTS.
INFILTRATION FACILITY CONSTRUCTION AND TESTING NOTES:
REMOVE EXISTING CONCRETE FIRE HYDRANT PAD. CONSTRUCT NEW 6" THICK
CONCRETE FIRE HYDRANT PAD AND WALKWAY.7
(P) CONCRETE PAVEMENT
TA
ILS
C2.0
P:
\03
-B en d\S
SV
(S un riv er
S er vic es
D ist ric t)\
SS
V-
(P
SB
S ou th
Ap ro
n) \S
SV
-D W
GS
\S he ets
\ S
SV
C1
CI
VI
L S
IT
E
PL
AN
.dw g
DR
AW
N:
DE
SI
GN
ED
CH
EC
KE
D:
DA
TE
E
V
N
SC
RI
PT
IO
N
DA
TE
N O
JOB NO.
SHEET NO.
N W
F an kl in
A ve ui te
B en d, ph on e:
.3
.1 w w w .h hp r.c om fa x:
.3
.1
H ar pe r
H ou f P et er so n R ig he lli s I nc
E N
G I
N E
E
P L
A N
N E
R S
LA
N
D
SC
AP
E
AR
C
H
IT
EC
TS
S U
R
VE
YO
R
S
SU
NR
IV
ER
P
SB
SO
UT
H
AP
RO
N
SU
NR
IV
ER
, O
R
SSV-01
SS
M
SS
M
N
GS
/0
5/
ODOT LEVEL 3, 12 " DENSE ACP, 3" THICK
COMPACTED TO 92% ASTM D2041
COMPACTED SUBGRADE PER
GEOTECHNICAL REPORT
3/4" - 0 ODOT AGGREGATE BASE,
13.5" THICK COMPACTED TO 95%
ASTM D1557 AGGREGATE BASE
NOTE:
REFERENCE THE GEOTECHNICAL REPORT PREPARED BY EVREN NORTHWEST,
INC. (ENW PROJECT NUMBER 711-22001-07) ADDENDUM NO 4, FOR ASPHALT,
BASE AND SUBGRADE SPECIFICATION, DATED SEPTEMBER 11, 2025
ASPHALT PAVEMENT SECTION
N.T.S.
MOUNTABLE CONCRETE CURB
NTS
R=3 4"
12" 8"
1" SURFACE OF PAVEMENT
12"
NOTE:
1. USE HIGH STRENGTH, MINIMUM 5,000 PSI CONCRETE.
2. PREPARE SUBGRADE PER GEOTECH REPORT.
3. INSTALL EXPANSION JOINTS AT POINTS OF CURVATURE.
4. TACK COAT IS TO BE APPLIED TO CURB FACE PRIOR TO PAVING.
3/4" - 0 ODOT AGGREGATE BASE,
4" THICK COMPACTED TO 95%
ASTM D1557 AGGREGATE BASE
4" MIN
COMPACTED SUBGRADE PER
GEOTECHNICAL REPORT
| Sheets and Views |
| C1.0 |
File details come from the government source that posted it. Updated .