HomeMy WebLinkAbout01-Gordon Road Fire Station Stormwater Comment ResponseJuly 8, 2024
Timmons Group
William Altman, PE
5410 Trinity Road, Suite 102
Raleigh, NC 27607
RE: Gordon Road Fire Station – Request for Additional Information
Dear Will Altman:
We have reviewed the permit application and submittal package for the above referenced project and offer comments
requesting additional information that can be found in the summary of markups report from Bluebeam attached below.
Please provide comment responses to each mark up in PDF with the resubmission. Please send, as individual PDF files,
the comment responses, consolidated plans and narrative report from native PDF digitally with the resubmission.
Please note, comments indicate as recommended or suggested are intended for the designer’s consideration and will
have no bearing on the issuance of the stormwater permit.
Please be advised, the area of disturbance will need a separate Sedimentation & Erosion Control Permit and a
stormwater permit issued by the NC Department of Environmental Quality will also be required.
If you have any questions regarding the foregoing information, please contact our office.
Sincerely,
Galen M Jamison, PE
Chief Project Engineer
New Hanover County
Gordon Road Fire Station Plans 6-21-24_v1.pdf Markup Summary
Subject: Text Box
Page Label: [1] C0.0 COVERSHEET
Author: gjamison
Date: 7/5/2024 11:28:18 AM
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Section 2.4.2 - missing certifications
gjamison (17)
Subject: Callout
Page Label: [1] C1.0 EXISTING CONDITIONS
Author: gjamison
Date: 7/5/2024 11:32:02 AM
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Table 2-4, item 4. are wetlands present?
Indicate if not or add delineation to to
plans.
Subject: Callout
Page Label: [1] C3.0 SITE PLAN
Author: gjamison
Date: 7/5/2024 11:34:44 AM
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R series plans missing from set. include
with resubmission
Subject: Callout
Page Label: [1] C3.0 SITE PLAN
Author: gjamison
Date: 7/5/2024 12:07:03 PM
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doesn't match C4.3, please clarify
Subject: Callout
Page Label: [1] C4.0 GRADING PLAN
Author: gjamison
Date: 7/5/2024 11:41:19 AM
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Suggestion: Roof drain connections to the
storm sewer system results in a change
of flow direction greater than 90 degrees.
Reconfiguration of the roof/storm system
is recommended to avoid this situation.
Subject: Callout
Page Label: [1] C4.0 GRADING PLAN
Author: gjamison
Date: 7/5/2024 11:54:42 AM
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end treatments in ROW shall be NCDOT
std parallel or cross pipe end sections.
PROTECTED OR IF RELOCATION IS NEEDED IT WILL BE THE RESPONSIBILITY
THE DEVELOPER TO RELOCATE IT WITH SURVEY ACCURACY.ALL NEW UTILITY LINES (POWER, CABLE, ETC.) MUST BE UNDERGROUND
Section 2.4.2 - missing certifications
W
UNDERGROUND OR OVERHEAD CONTAIN THAT MAY AFFECT THE USE OR DEVELO
7.THE EXISTENCE OR NONEXISTENCE OF
PROPERTY HAS NOT BEEN DETERMINED 8.SUBJECT TO TALL EASEMENTS, RIGHT O ENCUMBRANCES THAT MAY EFFECT THI
D 8
3
Table 2-4, item 4. are
wetlands present?Indicate if not or add
delineation to toplans.
RIES FORLANS
R30'
STO
R series plans
missing from set.include withresubmission
SITE DATA TABLE
PID:R04300-008-346-000
TOTAL SITE AREA:2.77 AC
DISTURBED AREA 5.85 AC
ZONING:R-15 RESIDENTIAL DIST WATERSHED:SMITH CREEK
RIVER BASIN CAPE FEAR
PROPOSED IMPERVIOUS ONSITE: 1.22 ACDRIVEWAY TO SITE: 0.5
MAXIMUM BUILDING HEIGHT:40'
PROPOSED BUILDING HEIGHT 39' 11"
MINIMUM BUILDING SETBACK
FRONT: 25'SIDE (STREET): 15SIDE (INTERIOR): 10REAR: 20'
PROVIDED BUILDING SETBACK FRONT: 25'SIDE: 20'REAR: 20'MINIMUM LANDSCAPEBUFFERS 10'
TOTAL BUILDING FOOTPRINTAREA 14,461 SQFT
PARKING REQUIREMENTS
20' SETBACK
7.NO SIGHT OBSTRUCTING OR PARTIALLY OBST FENCE, FOLIAGE, BERM, SIGN, PARKED VEHIC OBJECTS BETWEEN THE HEIGHTS OF TWO FE FEET ABOVE THE CURB LINE ELEVATION (OR T PAVEMENT IF NO CURB EXISTS) SHALL BE PLA SIGHT DISTANCE TRIANGLE.8.LOCATION OF STREET TREES & STREET LIGHT FIELD COORDINATED TO ELIMINATE CONFLICT
doesn't match C4.3,please clarify
WWW
CB 1
484548
46
Suggestion: Roof drain connections to the stormsewer system results in a change of flow directiongreater than 90 degrees. Reconfiguration of theroof/storm system is recommended to avoid thissituation.
REFER TO R-SERIES FORDRIVEWAY PLANS
WW
W
W
40
41
43
46
4443 4244
47
REFER TO R-SERIES FORDRIVEWAY PLANS
RIP RAP(RR-3)
end treatments in ROW shall beNCDOT std parallel or cross pipe
end sections.
Subject: Text Box
Page Label: [1] C4.0 GRADING PLAN
Author: gjamison
Date: 7/5/2024 11:56:30 AM
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It is recommended additional spot
elevations be added to the grading plan to
indicate changes in grade, transition from
catch to spill curb and edge of hard
surfaces (parking lots, dumpster pads,
along ADA complaint paths, between
buildings, etc) to assist the grading
contractor with ensuring all impervious
areas are directed to the ponds.
Subject: Area Measurement
Page Label: [1] C4.0 GRADING PLAN
Author: gjamison
Date: 7/5/2024 1:42:48 PM
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5,926.31 sf
Subject: Callout
Page Label: [1] C4.0 GRADING PLAN
Author: gjamison
Date: 7/5/2024 2:05:18 PM
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NCDOT min, RR-3 and 4 details indicate
12". Verify with DOT min pipe size.
Subject: Callout
Page Label: [1] C4.0 GRADING PLAN
Author: gjamison
Date: 7/5/2024 2:06:40 PM
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pipe missing
Subject: Callout
Page Label: [1] C4.2 SCM DETAILS
Author: gjamison
Date: 7/5/2024 1:19:08 PM
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Section 4.4.2, min pipe size is 15"
Subject: Callout
Page Label: [1] C4.2 SCM DETAILS
Author: gjamison
Date: 7/5/2024 1:46:37 PM
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provide planting plan or specify sod type
BY THE EROSION CONTROL INSPECTOR OR THE ENGINEER.16.THE GRADING CONTRACTOR SHALL BE RESPONSIBLE FOR OFF-SITE DISPOSAL OF A CLEARING AND GRADING WASTE MATERIALS GENERATED DURING CONSTRUCTION OBTAINING ALL APPLICABLE PERMITS FOR OFF-SITE STOCKPILES AND/OR WASTE A 17.ALL CATCH BASINS MUST BE MARKED "DUMP NO WASTE DRAINS TO STREAM" OREQUIVALENT.
It is recommended additional spot elevations be added to thegrading plan to indicate changes in grade, transition fromcatch to spill curb and edge of hard surfaces (parking lots,dumpster pads, along ADA complaint paths, betweenbuildings, etc) to assist the grading contractor with ensuring allimpervious areas are directed to the ponds.
PROPOSED BUILDING14,461 SF
WW
W
W
W
W
W
WW
SAN
CB 2
DI 1
CB 1
CB 4 CB 5
DI 2
FFE: 49.50
DOWNSPOUT NOTES1.TIE ALL DOWNSPOUTS UNDERGROUND WITH BOOTAND CLEANOUT 2' BELOW FFE2.ALL ROOF DRAINS SHALL BE 6" PVC PIPE @ 1.04%MIN SLOPE UNLESS OTHERWISE SPECIFIED3.CLEANOUTS TO BE ADDED EVERY 100' ON ALL ROOFDRAINS4.REFER TO PLUMBING PLANS. TIE ALL ROOF DRAINS,FLOOR DRAINS, AND DOWNSPOUTS TO CLOSESTOUTLET
5 46 4748
48 48
47
43
46
45
44
43
44
45
46
48
4848
48
49
49
49
48
48
49
48
47
46
45
44
4341
4347
44
BIO-RETENTION
(3) 6" PERFORATEDUNDER DRAINS(REFER TO BIORETENTION DETAIL)
RISER
RIP RAP(RR-2)
RIP RAP (RR-1)
TOP OF DAM46.50
GENERAL NOTE
9.A PRE-CONSTRUCTION MEETING MUST BE SCHEDUL INSTALLATION OF EROSION CONTROL MEASURES.10.ALL HANDICAP PARKING SPACES AND STRIPED ACCE MORE THAN A 1:50 (2.0%) SLOPE IN ALL DIRECTIONS. THAN A 1:20 (5.0%) SLOPE FOR THE LENGTH OF THE S (2.0%) SLOPE FOR THE WIDTH OF THE SIDEWALK.11.CONTRACTOR TO IDENTIFY ALL NECESSARY SPILL C TO ENSURE POSITIVE DRAINAGE TO STORM STRUCT 12.IF CONTRACTOR NOTICES ANY DISCREPANCIES IN AN IS THE CONTRACTOR'S RESPONSIBILITY TO CONTAC CONCRETE SO THAT A SOLUTION CAN BE FOUND.13.SPOT ELEVATIONS ARE GIVEN AT THE MAJORITY OF SHOULD NOT BE ASSUMED THAT ALL NECESSARY SP SPACE LIMITATIONS, THERE MAY BE OTHER CRITICA TAKEN INTO CONSIDERATION. THE CONTRACTOR SH DETAIL AND SHALL ENSURE THAT ALL CRITICAL GRAD TO PROVIDE POSITIVE DRAINAGE.14.EXISTING VEGETATION WITHIN TREE PROTECTIVE AR UNLESS NOTED OTHERWISE. ANY AND ALL LANDSCA TO REMAIN WHICH ARE DAMAGED DURING DEMOLITI REPLACED BY THE CONTRACTOR USING A LICENSED ADDITIONAL COST TO THE OWNER.15.THE GRADING CONTRACTOR SHALL COMPLY WITH A EROSION CONTROL MEASURES BOTH ON AND OFF-S MAINTAIN ALL EROSION CONTROL DEVICES AFTER E BY THE EROSION CONTROL INSPECTOR OR THE ENG 16.THE GRADING CONTRACTOR SHALL BE RESPONSIBL CLEARING AND GRADING WASTE MATERIALS GENER OBTAINING ALL APPLICABLE PERMITS FOR OFF-SITE 17.ALL CATCH BASINS MUST BE MARKED "DUMP NO WA EQUIVALENT.
5,926.3 sf
REFER TO R-SERIES FORDRIVEWAY PLANS
WW
WWW
DI 1
CB 1
4041
43
46
44434244
47
REFER TO R-SERIES FORDRIVEWAY PLANS
RIP RAP(RR-3)
NCDOT min, RR-3and 4 details indicate12". Verify with DOTmin pipe size.
2
44
43
46
48
4848
45
44
43 41
4347
BIO-RETENTION
RISER
RIP RAP(RR-2)
TOP OF DAM46.50
pipe missing
10" Ø O-RING RCP
FLOW
INV. SEE PROFILE SHEET
5.0' W X 5.0' L X 2.00' HCONCRETE ANTI-FLOTATION BALLAST
WRAP OUTSIDE OF PIPE JOINTS WITHDOUBLE LAYER OF NON-WOVENGEOTEXTILE FILTER, COVER 2 FT. OFPIPE CENTERED ON JOINT.
PVC TEE WITH WATER-TIGHTSCREW-ON CAP
Section 4.4.2, min
pipe size is 15"
30" OF BIORETENTION MEDIASEE SPECIFICATION
DO NOT DRIVE HEAVY EQUIPMENT OVERBIORETENTION. DO NOT MECHANICALLYCOMPACT THE BIORETENTION MEDIA. DONOT WATER OR WALK ON THE MEDIA AS ITIS PLACED.
WATER-TIGHT CLEANOUT WITHWATER-TIGHT SCREW-ON CAPELEVATED 27" MIN. ABOVE GRADE
ETENTION MEDIA ELEV = 43.00
100 YEAR WSE = 45.88
RADE
provide planting planor specify sod type
Subject: Callout
Page Label: [1] C4.3 SW COMPLIANCE PLAN
Author: gjamison
Date: 7/5/2024 12:06:51 PM
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doesn't match C3.0, please clarify
Subject: Callout
Page Label: [1] C5.6 NOTES AND DETAILS
Author: gjamison
Date: 7/5/2024 12:01:19 PM
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air gap recommended
Subject: Callout
Page Label: [1] C5.7 NOTES AND DETAILS
Author: gjamison
Date: 7/5/2024 12:02:34 PM
Status:
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please clarify
Subject: Callout
Page Label: [1] C5.10 NOTES AND DETAILS
Author: gjamison
Date: 7/5/2024 2:04:35 PM
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min pipe size is 15"
Subject: Callout
Page Label: [1] L1.0 PLANTING PLAN
Author: gjamison
Date: 7/5/2024 11:27:09 AM
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inlet within trip line isn't recommended
PRE DEVELOPMENT ONSITE IMPERVIOUS SURFACES = 0.00 ACRES
POST DEVELOPMENT ONSITE IMPERVIOUS SURFACES = 1.28 ACRES
POST DEVELOPMENT OFFSITE IMPERVIOUS SURFACES = 0.50 ACRES
POST DEVELOPMENT FUTURE OFFSITE IMPERVIOUS SURFACES = 0.18 ACRE
IMPERVIOUS AREA BEING TREATED BY BIORETENTION CELL = 1.19 ACRES
STORMWATER QUALITY CALCULATIONS
ANALYSIS POINT A DRAINAGEAREA(Acres)(CN)
PRE-DEVELOPMENT 1.11
Q1
66
POST-DEVELOPMENTA1 (BIO RETENTION)1.93 84POST-DEVELOPMENTA2 (BYPASS)POST-DEVELOPMENTA (COMBINED)
0.85 69
2.78
Q2 Q10 Q25 Q100
1.85
7.23
0.23
0.23
2.84
9.49
0.43
0.43
6.39
16.71
1.23
5.14
9.22
21.86
1.88
6.17
14.88
31.68
3.26
18.24
doesn't match C3.0,please clarify
air gap recommended
I.E., TREATMENT WITH
ONCRETE, ETC.) MAY BE IN THE
SCM'S
STAN
TOP OF RISER EL. = 237.75
5 12" SIDE RECTANGULAR WEIR (WEST) = 237.25
6" SIDE RECTANGULAR WEIR (EAST) = 237.25
please clarify
FOUNDATION.4. MAINTAIN ENERGY DISSIPATERS INSTALLEDDURING EARLY SITE WORK THROUGHOUT THECONSTRUCTION AREA.SECTION 'A-A'FILTERFABRIC
ERGY DISSIPATER SCHEDULE
PIPE SIZEW1 (FT)W2 (FT)LENGTH(FT)THICKNESS(IN). (d)STONECLASSD50 SIZE(IN.)
15"8.8SKIMMER 3.8 7.5 12 3 A
RIPRAP OUTLET PROTECTIONNO SCALE
18"10.5RR-1 4.5 9.0 12 3 A18"10.5RR-2 4.5 9.0 12 3 A
12"7.0RR-4 3.0 6.0 12 3 A12"7.0RR-3 3.0 6.0 12 3 A
ALL NOTES APPLY TO ALL DRAWINGS AND ALL TRADES. IT IS THE RESPONSIBILITY OF ALL CONTRACTORS A TRADES TO COORDINATE THE INSTALLATION OF THEIR WORK WITH THE INSTALLATION OF WORK BY ALL OTH CONTRACTORS AND TRADES. THE REQUIREMENTS OF THE DRAWINGS, GENERAL REQUIREMENTS AND ALL I OF THE CONTRACT DOCUMENTS ARE EQUALLY BINDING ON ALL CONTRACTORS AND TRADES. EACHCONTRACTOR IS REQUIRED TO MAINTAIN FULL SETS OF THE CONTRACT DOCUMENTS FOR HIS EMPLOYEES ON THE PROJECT TO ASSURE THAT ALL WORK IS PROPERLY COORDINATED AND INSTALLED WITH THE WOR
GENERAL NOTE
min pipe size is 15"
48
49
48
47
inlet within trip lineisn't recommended
NARR & CALCS 6-21-24_v1.pdf Markup Summary
Subject: Callout
Page Label: 3
Author: gjamison
Date: 7/5/2024 1:22:31 PM
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indicate in plan view and how will this
impact future development?
gjamison (23)
Subject: Callout
Page Label: 3
Author: gjamison
Date: 7/5/2024 1:23:47 PM
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C3.0 indicates otherwise
Subject: Arrow
Page Label: 3
Author: gjamison
Date: 7/5/2024 1:23:44 PM
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Subject: Callout
Page Label: 3
Author: gjamison
Date: 7/5/2024 1:24:28 PM
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2 year
Subject: Text Box
Page Label: 3
Author: gjamison
Date: 7/5/2024 1:26:26 PM
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Table 2-5, item 11 and 12 are missing
from the narrative
Subject: Callout
Page Label: 3
Author: gjamison
Date: 7/5/2024 1:52:16 PM
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NRCS Unit hydrograph method used in
calcs, please clarify
Gordon Road Fire Station Wilmington, NC Project Number: 56398
and Narrative
dentification Number: R04300-008-346-000 River Basin: Cape Fear s on-site and off-site: 0.00 Acres Impervious (Onsite): 1.28 Acres
Impervious (Offsite): 0.50 Acres vious (Future offsite): 0.18 Acres Disturbance (onsite): 2.77 Acres Disturbance (offsite): 3.08 Acres
of Gordon Road and Harris Road in New Hanover County, NC. It contains hat are undeveloped and has no existing impervious surfaces. A driveway is rdon Road. The proposed features include a fire station and associated parking ous areas will be treated with a bioretention cell while the rest will be bypassed.
sity area and two low density areas, one of which is offsite. Most of the high-density oretention cell that meets the relevant MDC set forth in rules .1050 through .1062. which 1.19 acres is impervious. The 0.29 acres of drainage area A (0.07 acres of ed by the bioretention cell is bypassed. The low-density drainage area B is 0.44 ous. Low-density drainage area C (offsite) is 3.37 acres, of which 0.5 acres are o be another 0.18 acres of impervious area from the 3.37 acres for future road below the maximum density threshold set forth in the stormwater Rules .1017, .1019, The flow is dispersed using vegetative conveyances and culverts.
indicate in plan viewand how will thisimpact futuredevelopment?
Section 1: Site Analysis and Narrative
Project Data Parcel Identification Number: R04300-008-34 River Basin: Cape Fear Ex. Impervious on-site and off-site: 0.00 Acres Post Project Impervious (Onsite): 1.28 Acres
Post Project Impervious (Offsite): 0.50 Acres
Post Project Impervious (Future offsite): 0.18 Acres
Area of Land Disturbance (onsite): 2.77 Acres Area of Land Disturbance (offsite): 3.08 Acres
C3.0 indicatesotherwise
Analysis and Narrative
Parcel Identification Number: R04300-008-346-00 River Basin: Cape Fear Ex. Impervious on-site and off-site: 0.00 Acres Post Project Impervious (Onsite): 1.28 Acres
Post Project Impervious (Offsite): 0.50 Acres
Project Impervious (Future offsite): 0.18 Acres
ate that the site is not in any flood zones.
software, which utilizes Modified Rational
of concentration was calculated using TR-55 pment and post-development conditions for the 10-year, 25-year, and 100-year 24-hour
mately 1.93 acres, of which 1.19 acres are to the bioretention pond with the assistance of intain similar flow patterns as before with the
-development and post-development quantity
2 year
pond onsite that captures and treats approximately 1.93 acres, of wh in a way to direct most of the water onsite into the bioretention pond e site and all the offsite work attempts to maintain similar flow patter e bioretention cell is utilized to meet the pre-development and post-d nd state, minimizing flow.
Table 2-5, item 11 and 12 are missing
from the narrative
Calculation Method The hydraulic grade line (HGL) model was performed using Stor methodology. Rainfall data was input based on NOAA’s rainfall d segmented. The rational method was utilized for calculations of including the routing of the bioretention pond. Calculations were storm event.
Summary of Results There will be one bioretention pond onsite that captures and trea impervious. The site is graded in a way to direct most of the wat storm pipes while the rest of the site and all the offsite work atte use of ditches and culverts. The bioretention cell is utilized to me requirements for both county and state, minimizing flow.
NRCS Unithydrograph method
used in calcs, pleaseclarify
Subject: Callout
Page Label: 4
Author: gjamison
Date: 7/5/2024 1:25:34 PM
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not shown on C4.3. Please clarify.
Subject: Text Box
Page Label: 17
Author: gjamison
Date: 7/8/2024 7:53:26 AM
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provide schematic of subcatchment areas
with reaches and reservoir
Subject: Callout
Page Label: 18
Author: gjamison
Date: 7/5/2024 1:55:01 PM
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Section 3.6.3, use Type III rainfall
disturbtion
Subject: Callout
Page Label: 26
Author: gjamison
Date: 7/5/2024 1:37:57 PM
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provide documentation to support this
infiltration rate a 2' separation to SHWT
provided.
Subject: Callout
Page Label: 26
Author: gjamison
Date: 7/8/2024 7:53:53 AM
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DEQ recommended 1 CO/1000 SF, but
only 2 shown in section. Please clarify
and add locations to plan view
Subject: Callout
Page Label: 57
Author: gjamison
Date: 7/5/2024 1:34:23 PM
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Section 5.3.2, 0.5' freeboard not provided
to emergency spillway. Please submit a
variance request or re-design
B ost-Development B 0.75 1.30 3.04
re-Development C 7.77 11.14 22.90 ost-Development C 10.07 13.81 26.22
not shown on C4.3.
Please clarify.
000 2 894 0 3 43.92
229 2 718 547 4, 8 ------
provide schematic of
subcatchment areas with
reaches and reservoir
nt A
= SCS Runoff Peak discharge = 1.849 cfs= 1 yrs Time to peak = 718 min= 2 min Hyd. volume = 3,768 cuft= 1.110 ac Curve number = 66*
= 0.0 % Hydraulic length = 0 ft
= User Time of conc. (Tc) = 5.00 min= 3.85 in Distribution = Type II= 24 hrs Shape factor = 484
[(0.820 x 77) + (0.290 x 36)] / 1.110
2.00
Q (cf
Pre Analysis Point A
Hyd. No. 1 -- 1 Year
Section 3.6.3, useType III rainfalldisturbtion
[A] [B] [C] [D]
ft)= 16.00 20.00 0.00 0.00
)= 44.50 45.50 0.00 0.00
= 3.33 2.60 3.33 3.33
= 1 Broad --- ---
= Yes No No No
= 2.000 (by Contour)
t)= 0.00
d outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Wr A Wr B Wr C Wr D Exfil User Total
cfs cfs cfs cfs cfs cfs cfs
0.00 0.00 --- --- 0.000 --- 0.0000.00 0.00 --- --- 0.044 ---0.0440.00 0.00 --- --- 0.088 --- 0.0880.00 0.00 --- --- 0.132 --- 0.1320.00 0.00 --- --- 0.176 --- 0.1760.00 0.00 --- --- 0.220 --- 0.220
providedocumentation to
support this infiltrationrate a 2' separation to
SHWT provided.
odesk® Civil 3D® by Autodesk, Inc. v2023
onic method used for volume calculation. Begining Elevation = 43.00 ft
Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
7,767 0 09,523 8,629 8,62911,354 10,424 19,05313,243 12,285 31,33814,208 6,861 38,199
DEQ recommended 1
CO/1000 SF, but only
2 shown in section.
Please clarify and
add locations to plan
view
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 18 / 202
Hyd. No. 8
Bio
Hydrograph type = Reservoir Peak discharge = 4.359 cfsStorm frequency = 25 yrs Time to peak = 724 minTime interval = 2 min Hyd. volume = 16,767 cuftInflow hyd. No. = 3 - Post Analysis Point A - High DensityMax. Elevation = 45.27 ftReservoir name = Bio Retention Max. Storage = 22,332 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
41
Q (cfs)
20.00 20.0
24.00 24.0
Q (c BioHyd. No. 8 -- 25 Year
Section 5.3.2, 0.5' freeboard notprovided to emergency spillway.Please submit a variance request orre-design
Subject: Callout
Page Label: 77
Author: gjamison
Date: 7/5/2024 1:35:33 PM
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Section 5.3.2, 1' freeboard to top of dam
not provided. Submit variance request of
redesign.
Subject: Callout
Page Label: 78
Author: gjamison
Date: 7/5/2024 1:32:14 PM
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Table 2-10, item 6, infiltration not
functioning either
Subject: Callout
Page Label: 86
Author: gjamison
Date: 7/5/2024 1:50:51 PM
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Section 3.6.1, A/D and B/D soils should
be assumed to be D soils.
Subject: Text Box
Page Label: 90
Author: gjamison
Date: 7/5/2024 1:58:50 PM
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Table 2-6 item 3, Spead circulations at 4
in/hr not found.
Subject: Callout
Page Label: 141
Author: gjamison
Date: 7/5/2024 2:01:33 PM
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plans indicate 10"
Subject: Callout
Page Label: 141
Author: gjamison
Date: 7/5/2024 2:02:31 PM
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Space:
Flow should be 25 year from SCM
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 18 / 2
Hyd. No. 8
Bio
Hydrograph type = Reservoir Peak discharge = 18.35 cfsStorm frequency = 100 yrs Time to peak = 12.03 hrsTime interval = 2 min Hyd. volume = 22,250 cuftInflow hyd. No. = 3 - Post Analysis Point A - High DensityMax. Elevation = 46.00 ftReservoir name = Bio Retention Max. Storage = 31,331 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Q (cfs)
25.00 25
30.00 30
35.00 35
Q BioHyd. No. 8 -- 100 Year
Section 5.3.2, 1' freeboard totop of dam not provided.Submit variance request ofredesign.
[A] [B] [C] [D]
t)Inactive 20.00 0.00 0.00
= 44.50 45.50 0.00 0.00
= 3.33 2.60 3.33 3.33
= 1 Broad --- ---
= Yes No No No
= 2.000 (by Contour)
= 0.00
outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Wr A Wr B Wr C Wr D Exfil User Totalcfs cfs cfs cfs cfs cfs cfs
0.00 0.00 --- --- 0.000 --- 0.0000.00 0.00 --- --- 0.044 --- 0.044
Table 2-10, item 6,
infiltration not
functioning either
Curve Number Value - Pre-Development
CN Ai (Ac)CNi x Ai77.00 0.82 63.0336.00 0.29 10.5683.00 0.00 0.001.11 73.588499
∑ (CNi x Ai)∑ Ai
CN Ai (Ac)CNi x Ai77.00 0.00 0.0036.00 0.91 32.8783.00 0.75 62.021.66 94.886387
∑ (CNi x Ai)∑ Ai
CN Ai (Ac)CNi x Ai77.00 2.95 227.5036.00 0.42 15.0783.00 0.00 0.003.37 242.56683
∑ (CNi x Ai)∑ Ai
Woods (HSG D) - GoodWoods (HSG A) - FairWoods (HSG D) - Poor
CN = = 72
CN = = 57
Pre Development CCategory
Pre Development BCategoryWoods (HSG D) - GoodWoods (HSG A) - FairWoods (HSG D) - Poor
CN = = 66
Woods (HSG D) - Good
Pre Development ACategory
Woods (HSG A) - FairWoods (HSG D) - Poor
Section 3.6.1, A/Dand B/D soils shouldbe assumed to be Dsoils.
Table 2-6 item 3,
Spead circulations
at 4 in/hr not
found.
PROJECT NO
BY
AC
RR-SKIMMER
15.00 in
39.42
39.00
83.55 ft *Discharge from Storm Sewers0.50% Discharge: 0.00 cfsRCP
0.00 cfs Q25/Qfull =0
4.59 cfs V/Vfull = 0
6/19/2024
56398
plans indicate 10"
Sewers
0.00 cfs
5/Qfull =0.00
Vfull = 0.00
= 0.00 fps
Flow should be 25
year from SCM
Subject: Callout
Page Label: 143
Author: gjamison
Date: 7/5/2024 2:08:01 PM
Status:
Color:
Layer:
Space:
4.66 in pipe calcs
Subject: Callout
Page Label: 144
Author: gjamison
Date: 7/5/2024 2:08:37 PM
Status:
Color:
Layer:
Space:
how determined
Subject: Callout
Page Label: 148
Author: gjamison
Date: 7/5/2024 2:09:25 PM
Status:
Color:
Layer:
Space:
could not be found in the plans
Subject: Text Box
Page Label: 148
Author: gjamison
Date: 7/5/2024 2:10:34 PM
Status:
Color:
Layer:
Space:
Table 2-8, item 1 missing. Need calcs for
10, 100, overtopping and 500 year for
each cuilvert
Subject: Callout
Page Label: 149
Author: gjamison
Date: 7/5/2024 2:09:41 PM
Status:
Color:
Layer:
Space:
DOT min size
BY
AC
in
ft *Discharge from Storm Sewers
Discharge: 4.63 cfs
63 cfs Q25/Qfull =0
87 cfs V/Vfull = 1
76 fps V = 3
4.66 in pipe calcs
charge from Storm Sewers
harge: 1.43 cfs
how determined
todesk® Civil 3D® by Autodesk, Inc.
= 36.93= 64.00= 0.50= 37.25= 19.0= Elliptical= 30.0= 2= 0.012= Horizontal Ellipse Concrete= Square edge w/headwall (H)= 0.01, 2, 0.0398, 0.67, 0.5
CalculationsQmin (cfs) Qmax (cfs) Tailwater Elev (ft)
HighlightedQtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (ft/s) HGL Dn (ft)
could not be found inthe plans
Table 2-8, item 1 missing.
Need calcs for 10, 100,
overtopping and 500 year
for each cuilvert
desk® Civil 3D® by Autodesk, Inc.
= 39.83= 110.00
= 1.39
= 41.36
= 12.0
= Circular
= 12.0= 1= 0.012
Calculat Qmin (cfs
Qmax (cf
Tailwater
Highligh Qtotal (cf Qpipe (cf Qovertop
DOT min size