HomeMy WebLinkAboutCSU LAKE AND PROSPECT PARKING LOT - FDP190018 - SUBMITTAL DOCUMENTS - ROUND 1 - UTILITY PLANSC000
COVER SHEET
LAKE STREET PARKING LOT
FORT COLLINS, COLORADO
VICINITY MAP
SITE LOCATION
#
811
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215
303.431.6100 MARTINMARTIN.COM
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215
303.431.6100 MARTINMARTIN.COM
LAKE STREET PARKING LOT
07/10/19
C001
NOTES
----
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215
303.431.6100 MARTINMARTIN.COM
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215
303.431.6100 MARTINMARTIN.COM
LAKE STREET PARKING LOT
“ ”
“ ”
“
"
06/17/19
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215
303.431.6100 MARTINMARTIN.COM
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215
303.431.6100 MARTINMARTIN.COM
LAKE STREET PARKING LOT
811
C100
EXISTING SITE AND DEMOLITION
PLAN
06/17/19
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215
303.431.6100 MARTINMARTIN.COM
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215
303.431.6100 MARTINMARTIN.COM
LAKE STREET PARKING LOT
811
C150
SITE LAYOUT
06/17/19
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215
303.431.6100 MARTINMARTIN.COM
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215
303.431.6100 MARTINMARTIN.COM
LAKE STREET PARKING LOT
C200
GRADING EROSION CONTROL AND
DRAINAGE PLAN
“ "
“
”
811
07/10/19
STORM CLEAN OUT
STORM CLEAN OUT
STORM CLEAN OUT
STORM CLEAN OUT
24" PERFORATED PIPE
WITH WATERTIGHT CAP
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215
303.431.6100 MARTINMARTIN.COM
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215
303.431.6100 MARTINMARTIN.COM
LAKE STREET PARKING LOT
C250
DRAINAGE DETAILS
06/17/19
C251
EROSION CONTROL DETAILS
----
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215
303.431.6100 MARTINMARTIN.COM
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215
303.431.6100 MARTINMARTIN.COM
LAKE STREET PARKING LOT
ELECTRICAL
COVERSHEET
SCALE:
2 POLE BASE DETAIL
E0.01 N.T.S.
SCALE:
1 METER / PEDESTAL CABINET DETAIL
E0.01 N.T.S. E0.01
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215
303.431.6100 MARTINMARTIN.COM
NOT FOR CONSTRUCTION
LAKE STREET PARKING LOT
AEDESIGN
Integrated Lighting and Electrical Solutions
1900 Wazee Street #205 Denver, CO 80202 303.296.3034
aedesign-inc.com Project #:4370.00
Know what'sbelow.
Call before you dig.
R
SCALE:
3 CONDUIT TRENCH DETAIL - UNDER PAVEMENT
E0.01 N.T.S.
SCALE:
4 CONDUIT TRENCH DETAIL - UNDER LANDSCAPING
E0.01 N.T.S.
06/07/2019
WEST PROSPECT ROAD
WEST LAKE STREET
EA1
EA1
EA1
EA1
EA1
EA1
WEST PROSPECT ROAD
WEST LAKE STREET
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
SCALE:
1 LAKE STREET PEDESTAL ONE-LINE DIAGRAM
E6.01 N.T.S.
SCALE:
2 EA1
E6.01 NONE
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215
303.431.6100 MARTINMARTIN.COM
NOT FOR CONSTRUCTION
LAKE STREET PARKING LOT
AEDESIGN
Integrated Lighting and Electrical Solutions
1900 Wazee Street #205 Denver, CO 80202 303.296.3034
aedesign-inc.com Project #:4370.00
Know what'sbelow.
Call before you dig.
R
ELECTRICAL ONELINE AND
SCHEDULES
E6.01
06/07/2019
1
QTY. SYMBOL BOTANIC NAME COMMON NAME SIZE
TREES
11 ACER TATARICUM HOT WINGS TATARIAN MAPLE 8' CLUMP
'HOT WINGS'
9 CRATAEGUS CRUS-GALLI THORNLESS COCKSPUR 2" CAL.
INERMIS HAWTHORN
5 FAGUS SYLVATICA FASTIGATE EUROPEAN BEECH 2" CAL.
'FASTIGIATA'
6 GYMNOCALDUS DIOICA ESPRESSO KENTUCKY 2.5" CAL.
'ESPRESSO' COFFEE TREE
8 QUERCUS MACDANIELLI HERITAGE OAK 2.5" CAL.
'CLEMONS'
8 ULMUS DAVIDIIANA CHOICE CITY ELM 2.5" CAL.
' CHOICE CITY'
QTY. SYMBOL BOTANIC NAME COMMON NAME SIZE HT. SPREAD
SHRUBS
34 CORNUS SERICEA 'CARDINAL' CARDINAL DOGWOOD 5 GAL 6-8' 6-8'
47 EUONYMUS ALATUS DWARF BURNING BUSH 5 GAL 6-8' 6-8'
' COMPACTUS'
39 JUNIPERUS SABINA SCANDIA JUNIPER 5 GAL 2' 5'
'SCANDIA'
26 PRUNUS BESSEYI PAWNEE BUTTES 5 GAL. 30" 5'
'PAWNEE BUTTES' SAND CHERRY
5 PINUS MUGO 'MOPS' MINIATURE MUGO PINE 5 GAL 3' 3'
9 RHUS AROMATICA DWARF FRAGRANT SUMAC 5 GAL. 24" 6'
'GRO LOW'
33 RIBES ALPINUM GREEN MOUND CURRANT 5 GAL 3' 3'
'GREEN MOUND'
28 SPIREA JAPONICA DAPHNE SPIREA 5 GAL 18" 3'
'ALPINA'
48 VIBURNUM PLICATUM DWARF DOUBLEFILE 5 GAL. 5' 7'
'WATANABEI' VIBURNUM
ORNAMENTAL GRASSES
46 CALAMAGROSTIS ACUTIFLORA VARIEGATED FEATHER 1 GAL 4' 24"
'AVALANCHE' REED GRASS
69 PANICUM VIRGATUM HEAVY METAL 1 GAL. 3' 24"
'DALLAS BLUES' SWITCH GRASS
46 PHALARIS ARUNDINACEA RIBBON GRASS 1 GAL. 3' 24"
'PICTA'
50 SCHIZACHYRIUM SCOPARIUM LITTLE BLUESTEM 1 GAL. 3' 24"
'THE BLUES'
40 SPOROBOLUS HETEROLEPIS PRAIRIE DROP SEED 1 GAL. 2-3' 24"
RIPARIAN PLANTS
120 CAREX NEBRASCENSIS NEBRASKA SEDGE CONE 36" O.C.
60 JUNCUS TORREYI TORREY'S RUSH CONE 36" O.C.
3-TYPE BLEND BLUEGRASS SOD
DRY STREAM BED
SEE DETAIL 4/ L300
DRYLAND SEED MIX
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215
303.431.6100 MARTINMARTIN.COM
NOT FOR CONSTRUCTION
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215
303.431.6100 MARTINMARTIN.COM
NOT FOR CONSTRUCTION
1
1
QTY. SYMBOL BOTANIC NAME COMMON NAME SIZE HT. SPREAD
SHRUBS
34 CORNUS SERICEA 'CARDINAL' CARDINAL DOGWOOD 5 GAL 6-8' 6-8'
47 EUONYMUS ALATUS DWARF BURNING BUSH 5 GAL 6-8' 6-8'
' COMPACTUS'
39 JUNIPERUS SABINA SCANDIA JUNIPER 5 GAL 2' 5'
'SCANDIA'
26 PRUNUS BESSEYI PAWNEE BUTTES 5 GAL. 30" 5'
'PAWNEE BUTTES' SAND CHERRY
5 PINUS MUGO 'MOPS' MINIATURE MUGO PINE 5 GAL 3' 3'
9 RHUS AROMATICA DWARF FRAGRANT SUMAC 5 GAL. 24" 6'
'GRO LOW'
33 RIBES ALPINUM GREEN MOUND CURRANT 5 GAL 3' 3'
'GREEN MOUND'
28 SPIREA JAPONICA DAPHNE SPIREA 5 GAL 18" 3'
'ALPINA'
48 VIBURNUM PLICATUM DWARF DOUBLEFILE 5 GAL. 5' 7'
'WATANABEI' VIBURNUM
QTY. SYMBOL BOTANIC NAME COMMON NAME SIZE HT. SPREAD
ORNAMENTAL GRASSES
46 CALAMAGROSTIS ACUTIFLORA VARIEGATED FEATHER 1 GAL 4' 24"
'AVALANCHE' REED GRASS
69 PANICUM VIRGATUM HEAVY METAL 1 GAL. 3' 24"
'DALLAS BLUES' SWITCH GRASS
46 PHALARIS ARUNDINACEA RIBBON GRASS 1 GAL. 3' 24"
'PICTA'
50 SCHIZACHYRIUM SCOPARIUM LITTLE BLUESTEM 1 GAL. 3' 24"
'THE BLUES'
40 SPOROBOLUS HETEROLEPIS PRAIRIE DROP SEED 1 GAL. 2-3' 24"
RIPARIAN PLANTS
120 CAREX NEBRASCENSIS NEBRASKA SEDGE CONE 36" O.C.
60 JUNCUS TORREYI TORREY'S RUSH CONE 36" O.C.
DRYLAND SEED MIX
SIDEOATS GRAMA 20%
BLUE GRAMA 25%
BUFFALOGRASS 10%
GREEN NEEDLEGRASS 20%
WESTERN WHEAT 25%
3-TYPE BLEND BLUEGRASS SOD
DRY STREAM BED
SEE DETAIL 4/ L300
DRYLAND SEED MIX
QTY. SYMBOL BOTANIC NAME COMMON NAME SIZE
TREES
11 ACER TATARICUM HOT WINGS TATARIAN MAPLE 8' CLUMP
'HOT WINGS'
9 CRATAEGUS CRUS-GALLI THORNLESS COCKSPUR 2" CAL.
INERMIS HAWTHORN
5 FAGUS SYLVATICA FASTIGATE EUROPEAN BEECH 2" CAL.
'FASTIGIATA'
6 GYMNOCALDUS DIOICA ESPRESSO KENTUCKY 2.5" CAL.
'ESPRESSO' COFFEE TREE
8 QUERCUS MACDANIELLI HERITAGE OAK 2.5" CAL.
'CLEMONS'
8 ULMUS DAVIDIIANA CHOICE CITY ELM 2.5" CAL.
' CHOICE CITY'
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
23'-0"
23'-0"
7'-0"
7'-0"
2
L400
1
L400
1
L400
BEGINNING OF 6' FENCE
BEGINNING OF 4' FENCE
BEGINNING OF 6' FENCE
BEGINNING OF 4' FENCE
1
L400
TERMINATE FENCE INTO NEW ADJACENT CEDAR FENCE
40'-0"
1
PERIMETER FENCE - HEIGHT VARIES
1
DOUBLE SWING GATE
2
1
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215
303.431.6100 MARTINMARTIN.COM
NOT FOR CONSTRUCTION
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215
303.431.6100 MARTINMARTIN.COM
NOT FOR CONSTRUCTION
LAKE STREET PARKING LOT
L400
FENCING PLAN & DETAILS
FENCING PLAN
SYMBOL MANUFACTURER/MODEL/DESCRIPTION PSI
RAIN BIRD RD-06-S-P30 15 STRIP SERIES 30
TURF SPRAY, 6.0" POP-UP, WITH 30 PSI IN-STEM
PRESSURE REGULATION, AND SEAL-A-MATIC CHECK
VALVE. 1/2" NPT FEMALE THREADED INLET.
RAIN BIRD RD-06-S-P30 5 SERIES MPR 30
TURF SPRAY, 6.0" POP-UP, WITH 30 PSI IN-STEM
PRESSURE REGULATION, AND SEAL-A-MATIC CHECK
VALVE. 1/2" NPT FEMALE THREADED INLET.
RAIN BIRD RD-06-S-P30 8 SERIES MPR 30
TURF SPRAY, 6.0" POP-UP, WITH 30 PSI IN-STEM
PRESSURE REGULATION, AND SEAL-A-MATIC CHECK
VALVE. 1/2" NPT FEMALE THREADED INLET.
RAIN BIRD RD-06-S-P30 10 SERIES MPR 30
TURF SPRAY, 6.0" POP-UP, WITH 30 PSI IN-STEM
PRESSURE REGULATION, AND SEAL-A-MATIC CHECK
VALVE. 1/2" NPT FEMALE THREADED INLET.
RAIN BIRD RD-06-S-P30 12 SERIES MPR 30
TURF SPRAY, 6.0" POP-UP, WITH 30 PSI IN-STEM
PRESSURE REGULATION, AND SEAL-A-MATIC CHECK
VALVE. 1/2" NPT FEMALE THREADED INLET.
RAIN BIRD RD-06-S-P30 15 SERIES MPR 30
TURF SPRAY, 6.0" POP-UP, WITH 30 PSI IN-STEM
PRESSURE REGULATION, AND SEAL-A-MATIC CHECK
VALVE. 1/2" NPT FEMALE THREADED INLET.
RAIN BIRD RD-12-S-P30 15 STRIP SERIES 30
SHRUB SPRAY, 12.0" POP-UP, WITH 30 PSI IN-STEM
PRESSURE REGULATION, AND SEAL-A-MATIC CHECK
VALVE. 1/2" NPT FEMALE THREADED INLET.
RAIN BIRD RD-12-S-P30 10 SERIES MPR 30
SHRUB SPRAY, 12.0" POP-UP, WITH 30 PSI IN-STEM
PRESSURE REGULATION, AND SEAL-A-MATIC CHECK
VALVE. 1/2" NPT FEMALE THREADED INLET.
RAIN BIRD RD-12-S-P30 12 SERIES MPR 30
SHRUB SPRAY, 12.0" POP-UP, WITH 30 PSI IN-STEM
PRESSURE REGULATION, AND SEAL-A-MATIC CHECK
VALVE. 1/2" NPT FEMALE THREADED INLET.
RAIN BIRD RD-12-S-P30 15 SERIES MPR 30
SHRUB SPRAY, 12.0" POP-UP, WITH 30 PSI IN-STEM
PRESSURE REGULATION, AND SEAL-A-MATIC CHECK
VALVE. 1/2" NPT FEMALE THREADED INLET.
SYMBOL MANUFACTURER/MODEL/DESCRIPTION PSI GPM RADIUS
RAIN BIRD 5006-PL-PC, FC-SAM 45 8.03 47'
TURF ROTOR, 6.0" POP-UP, PLASTIC RISER. ADJUSTABLE
AND FULL CIRCLE. STANDARD ANGLE NOZZLE AND FLOW
SHUT-OFF DEVICE. WITH SEAL-A-MATIC CHECK VALVE.
SYMBOL MANUFACTURER/MODEL/DESCRIPTION
REMOTE CONTROL VALVE ASSEMBLY
HUNTER ICV-G-FS: 1", 1-1/2", 2", AND 3" PLASTIC
ELECTRIC REMOTE CONTROL VALVES, GLOBE
CONFIGURATION, WITH NPT THREADED INLET/OUTLET, FOR
COMMERCIAL/MUNICIPAL USE. WITH FILTER SENTRY.
QUICK COUPLING VALVE ASSEMBLY
HUNTER HQ-5LRC: QUICK COUPLER VALVE, YELLOW
LOCKING RUBBER COVER, RED BRASS AND STAINLESS
STEEL, WITH 1" NPT INLET, 1-PIECE BODY.
ISOLTATION GATE VALVE
LEEMCO LMV SERIES GATE VALVE, SIZED TO MATCH
MAINLINE
PEDESTAL MOUNT CONTROLLER
1
2
A
A1
1" 14
3
APROX. 50'
A2
11 50
2"
A10
11 41
2"
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215
303.431.6100 MARTINMARTIN.COM
NOT FOR CONSTRUCTION
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215
303.431.6100 MARTINMARTIN.COM
NOT FOR CONSTRUCTION
LAKE STREET PARKING LOT
0" 10'-0" 20'-0" 30'-0" IR200
IRRIGATION PLAN
P.O. BOX 345
Windsor, CO 80550
970.402.3047
Michelle@MPiDesignsllc.com
MPi Designs, LLC
A3
11 27
2"
A4
1" 9
A5
11 50
2"
A7
11 34
2"
A9
11 48
2"
A6
1" 7
A8
11 31
2"
A11
1" 32N
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215
303.431.6100 MARTINMARTIN.COM
NOT FOR CONSTRUCTION
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215
303.431.6100 MARTINMARTIN.COM
NOT FOR CONSTRUCTION
LAKE STREET PARKING LOT
0" 10'-0" 20'-0" 30'-0" IR300
IRRIGATION PLAN
P.O. BOX 345
Windsor, CO 80550
970.402.3047
Michelle@MPiDesignsllc.com
MPi Designs, LLC
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215
303.431.6100 MARTINMARTIN.COM
NOT FOR CONSTRUCTION
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215
303.431.6100 MARTINMARTIN.COM
NOT FOR CONSTRUCTION
LAKE STREET PARKING LOT
IR400
IRRIGATION DETAILS
P.O. BOX 345
Windsor, CO 80550
970.402.3047
Michelle@MPiDesignsllc.com
MPi Designs, LLC
RP BACKFLOW W/ ENCLOSURE MASTER VALVE/FLOW SENSOR ASSEMBLY
NOT USED
COLORADO STATE UNIVERSITY
LAKE STREET PARKING LOT
PRELIMINARY DRAINAGE REPORT
CITY OF FORT COLLINS, COLORADO
April 29, 2019
M/M PROJECT NO. 18.0988
PREPARED BY:
12499 WEST COLFAX AVENUE
LAKEWOOD, CO 80215
(303) 431-6100
WWW.MARTINMARTIN.COM
PREPARED FOR:
FORT COLLINS, COLORADO
PRINCIPAL-IN-CHARGE: ANDRÉ SCHLAPPE, P.E.
PROJECT MANAGER: JOHN EDDY, P.E.
ENGINEER: ROB ORBAN, E.I.T.
1
A. GENERAL LOCATION AND DESCRIPTION ................................................... 3
A1. LOCATION ................................................................................................................. 3
A2. DESCRIPTION OF PROPERTY .................................................................................... 4
A3. PROPOSED DEVELOPMENT ...................................................................................... 5
A4. FLOODPLAIN ............................................................................................................. 5
B. EXISTING BASINS AND SUB-BASINS .......................................................... 5
B1. EXISTING MAJOR BASIN DESCRIPTIONS .................................................................. 5
B2. EXISTING SUB-BASIN DESCRIPTIONS ....................................................................... 6
C. DRAINAGE DESIGN CRITERIA ..................................................................... 6
C1. REGULATIONS ........................................................................................................... 6
C2. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS..................................... 7
C3. HYDROLOGICAL CRITERIA ........................................................................................ 7
C4. HYDRAULIC CRITERIA ............................................................................................... 7
C5. FLOODPLAIN REGULATIONS COMPLIANCE ............................................................. 7
C6. MODIFICATIONS OF CRITERIA .................................................................................. 7
D. DRAINAGE FACILITY DESIGN ..................................................................... 8
D1. GENERAL CONCEPT .................................................................................................. 8
D2. PROPOSED SUB-BASIN DESCRIPTIONS .................................................................... 8
D3. DETENTION AND WATER QUALITY ....................................................................... 10
E. CONCLUSIONS ........................................................................................... 11
E1. COMPLIANCE WITH STANDARDS ........................................................................... 11
E2. DRAINAGE CONCEPT .............................................................................................. 11
F. REFERENCES .............................................................................................. 12
APPENDICES: ................................................................................................. 13
2
ENGINEER CERTIFICATION OF DRAINAGE REPORT
“I hereby certify that this report for the final drainage design of the Colorado State
University Lake Street Parking Lot was prepared by me or under my direct supervision in
accordance with the provisions of Colorado State University Master Drainage Plan
Update, Dated April 2003 and the City of Fort Collins Storm Drainage Design Criteria for
the responsible parties thereof.”
Date
André Schlappe, P.E.
Registered Professional Engineer
State of Colorado No. 34765
(Affix Seal)
DEVELOPER CERTIFICATION OF DRAINAGE FACILITIES
The Colorado State University hereby certifies that the drainage facilities for the Colorado
State University Lake Street Parking Lot shall be constructed according to the design
presented in this report.
Attest: __________________________________________
(Name of Responsible Party)
______________________________ __________________________________
Notary Public Authorized Signature
3
A. GENERAL LOCATION AND DESCRIPTION
A1. LOCATION
The proposed development is located in the southwest quarter of Section 14, Township
7 North, Range 69 West of the Sixth Principal Meridian, County of Larimer, State of
Colorado. The proposed Lake Street Parking Lot is located within the Colorado State
University (CSU) Main Campus. The disturbed area for the project site is approximately
1.42 acres and is bordered to the north by West Lake Street, to the east by residential
housing, to the south by West Prospect Road, and to the west by residential housing
and Christian Challenge CSU. See Figure 1 for the Vicinity Map below.
Figure 1. Vicinity Map
4
A2. DESCRIPTION OF PROPERTY
The existing site is a vacant lot, owned by Colorado State University. Formerly, two
residential structures, deciduous trees and landscaping occupied the site. Those
structures have since been demolished and any remaining foundations have been
backfilled. Concrete driveways for these structures remain, surrounded by sod grass.
The existing site generally slopes from northwest to southeast at gentle grades near or
less than 0.5%.
According to “Geotechnical Subsurface Exploration Program Colorado State University
Lake Street Parking Lot South of Canvas Stadium Fort Collins, Colorado” prepared by
Ground Engineering and dated January 14, 2019, there is a layer of man-made fill
material observed in the areas of the previously backfilled foundations from the
structures formerly on-site. The subgrade below the fill layer consists of mostly red
sandy clay to sandy silt materials. According to a USDA web soil survey of the area, the
predominant surface soil type for the area is classified as Altvan-Satanta loams falling
under Hydrologic Soil Group B. Type B soils have a moderate susceptibility to erosion.
This soil survey, however, gives a good snapshot of the soil characteristics near the
surface, not the entire depth throughout the site. Additional logs for test holes were
provided from Ground Engineering dated March 22, 2019. These test holes document
the red sandy clay layer from approximately three feet below the surface extending to
the 20-foot boring limit. Groundwater was not encountered during drilling.
Groundwater levels are expected to fluctuate seasonally.
Stormwater runoff from the northerly portion of the site generally travels overland into
Lake Street, where it enters the CSU storm system. Stormwater from the southerly
portion of the site travels overland into Prospect Road where it enters the City of Fort
Collins storm system.
5
A3. PROPOSED DEVELOPMENT
The Lake Street Parking Lot is a 115-stall asphalt pavement parking lot. The parking lot
will be primarily accessed from Lake Street, but there will also be a gated emergency
access on Prospect Road. On-site stormwater improvements include forebays at curb
cuts, a grass-lined water quality swale and a detention pond with approximately 140
linear feet of 6-inch slotted PVC underdrain conveying stormwater to a dry-well, which
is a 24-inch perforated Nyloplast pipe. The pipe is intended to extend to a depth of a
well-draining sand layer in the soil (approximately 20 to 30 feet beneath existing grade).
The exact depth is to be determined by the geotechnical engineer at the time of
installation.
A4. FLOODPLAIN
The Flood Insurance Rate Map (FIRM) Number 08069C0979H, dated May 2, 2012 shows
that the proposed development is not located within the 100-year floodway area. The
extents of the project site are within FEMA unshaded Zone X. Unshaded Zone X is
defined as areas determined to be outside of the 0.2% annual chance (500-year)
floodplain.
B. EXISTING BASINS AND SUB-BASINS
B1. EXISTING MAJOR BASIN DESCRIPTIONS
The site is located within the Lake Street Basin as defined by the Master Drainage
Report, “Colorado State University Master Drainage Plan Update”, dated April 2003,
prepared by Ayres Associates. Refer to Appendix D for an exhibit illustrating the CSU
100-Year Flood Inundation Map. Runoff on the northerly section of the site is routed via
overland flow north and eventually into the CSU 42-inch storm sewer line. Site runoff
from the southerly section of the site overland flows south into the Prospect Road right
of way, where it proceeds via curb and gutter into the City of Fort Collins 36-inch storm
sewer.
6
B2. EXISTING SUB-BASIN DESCRIPTIONS
Sub-Basin EX1, located in the northerly one-third of the Lake Street lot, is composed of
compacted man-made fill materials from past site work, as well as some gravel
driveways and sod grass remaining from previous land-use. Storm runoff is conveyed
through Sub-Basin EX1 by overland flow north to Lake Street, where it flows east until it
enters the CSU storm sewer system through an inlet roughly 450 feet east of the lot.
Sub-Basin EX-2, located in the southerly two-thirds of the site is composed of
compacted man-made fill materials from prior site work, as well as some concrete
driveways remaining from previous land-use. Storm runoff is conveyed southerly by
overland flow to Prospect Road, where it is routed via curb and gutter to the City of Fort
Collins storm sewer through a storm inlet approximately 450 feet east of the site.
Table 1. Existing Drainage Summary
Existing Drainage
Basin Area (ac) % Imp. Q2 (cfs) Q100 (cfs)
EX1 1.15 17.0% 0.24 4.98
EX2 0.27 35.0% 0.12 1.41
TOTAL SITE 1.42 20.6% 0.36 6.39
C. DRAINAGE DESIGN CRITERIA
C1. REGULATIONS
The drainage design of the project site is in compliance with the following criteria:
i) Fort Collins Stormwater Criteria Manual, City of Fort Collins Municipal Code,
latest revision (CRITERIA).
ii) “Urban Storm Drainage and Flood Control District Manual” latest revision
(MANUAL).
7
C2. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS
The “Colorado State University Master Drainage Plan Update” (MASTER) prepared by
Ayres Associates, dated April 2003 is the development criteria for the proposed site
improvements. Additionally, the “Colorado State University 2008 Floodplain analysis”
prepared by Ayres Associates dated November 2008 and the “Colorado State University
Flood Risk Study and 100-year Flood Inundation Map Update” are the referenced
floodplain studies.
C3. HYDROLOGICAL CRITERIA
Design runoff is calculated for the 2-year minor and 100-year major design storms using
the Rational Method as established in the MANUAL. The 2-year, one-hour point rainfall
data is 0.82 inches and the 100-year, one-hour point rainfall data is 2.86 inches per the
CRITERIA.
C4. HYDRAULIC CRITERIA
Final water surface profiles were analyzed using the Bentley FlowMaster hydraulic
modeling software. Proposed swales will accommodate flows analyzed for the 100-year
design storm condition.
C5. FLOODPLAIN REGULATIONS COMPLIANCE
No variances from the CRITERIA are requested at this time.
C6. MODIFICATIONS OF CRITERIA
No modifications of the CRITERIA are requested at this time.
8
D. DRAINAGE FACILITY DESIGN
D1. GENERAL CONCEPT
Stormwater infrastructure improvements for the Lake Street Parking Lot will support
proposed development and minimize impacts of stormwater runoff from the developed
condition. A majority of on-site stormwater flows tributary to the detention pond in the
southeast corner of the property will be captured by the proposed curb and gutter,
routed to the curb cuts and be routed through the forebay structures, through the
swale (where applicable) and then into the pond for treatment. Once the stormwater
has reached the pond, it will infiltrate through the growing media and the filter material,
before entering the slotted perforated underdrain, which leads directly to the drywell. If
the drywell gets clogged or if a storm that is greater than the design intensity occurs and
inundates the detention pond, the back of walk will act as an overflow weir that directs
stormwater into Prospect Road. Stormwater runoff at site accesses will run directly
offsite into Lake Street and Prospect Road consistent with the historical conveyance. A
proposed drainage map is provided in Appendix E.
D2. PROPOSED SUB-BASIN DESCRIPTIONS
The project site is comprised of three Sub-Basins, an area of approximately 1.42 acres.
Basin A1 is tributary to the detention pond. Basin A2 flows off-site and enters the City of
Fort Collins storm sewer along Prospect Road. Basin A3 flows off-site and enters the CSU
storm sewer along Lake Street.
Developed flow rates were calculated using composite imperviousness coefficients from
the MANUAL. Rational spreadsheets and composite imperviousness calculations for
individual Sub-Basins are provided in Appendix B.
Basin A
Sub-Basin A1 (1.10 acres total) is comprised of approximately 0.75 acres of asphalt
pavement and sidewalk along with 0.35 acres of landscaping. This sub-basin sheet flows
9
across the parking lot from the northeast to southwest and is routed via curb and gutter
to curb cuts, where small forebays are designed to trap sediment and allow water to
overtop the 2-inch curb head and flow into the water quality swale and route to the
detention pond. In the detention pond it will infiltrate through a filter material before
entering the underdrain system and flowing into the drywell. The drywell is a 24-inch
vertical Nyloplast pipe filled with washed road base that reaches the depth of a well-
draining sand layer to be determined on site during installation for infiltration.
Sub-Basin A2 (0.17 acres total) is comprised of approximately 0.10 acres of asphalt
pavement and sidewalk in addition to 0.07 acres of landscaping. Stormwater runoff
from this basin will overland flow into Prospect Road where it flows east until it enters
the City of Fort Collins storm sewer system through an inlet roughly 450 feet east of the
lot.
Sub-Basin A3 (0.15 acres total) is comprised of approximately 0.11 acres of asphalt
pavement and sidewalk along with 0.04 acres of landscaping. Stormwater runoff from
this basin will overland flow into Lake Street where it flows east until it enters the CSU
storm sewer system through an inlet roughly 450 feet east of the lot.
Table 2. Proposed Drainage Summary
Proposed Drainage
Basin Area (ac) % Imp. Q2 (cfs) Q100 (cfs)
A1 1.10 68.8% 1.43 6.94
A2 0.17 59.6% 0.21 1.09
A3 0.15 73.9% 0.25 1.16
TOTAL SITE 1.42 68.2% 1.89 9.19
A comparison between the existing and proposed drainage conditions is summarized in
Table 3 below.
Table 3. Existing and Proposed Drainage Comparison
Area (AC) Imperviousness Q2 (cfs) Q100 (cfs)
10
Existing 1.42 20.6% 0.36 4.94
Proposed 1.42 68.2% 1.89 9.19
Difference - +47.6% +1.53 +4.25
D3. DETENTION AND WATER QUALITY
According to the “CSU Technical Standards, Division 33”, at least 50 percent of the
project’s impervious area needs to be treated using Low Impact Development (LID)
mechanisms (e.g. WQ Ponds, swales, etc.). The proposed LID mechanisms used for this
project includes a grass-lined swale and a detention pond that will provide water
quality. These features are implemented to mitigate the amount of sediment that enters
the proposed storm sewer and discharges to downstream waterways. The water quality
swale is designed to filter, slow, and infiltrate stormwater runoff from smaller, more
frequent storms. Portions of sub-basin A1 will be routed through the grass-lined water
quality swale, leading into the detention pond, while the rest is designed to enter the
pond directly through curb cuts with forebays. LID treatment mechanisms and the Sub-
Basins they serve have been summarized in Table 8 below.
Table 8. LID Treatment Mechanisms
LID Mechanism Sub-Basins Treated Impervious
Area Treated
(Ac)
% Impervious Area
Treated
Detention Pond A1 0.75
77%
Grass-Lined Swale A1 0.41 42%
Total 0.75 77%
11
Per the City of Fort Collins Stormwater Manual, the project must also detain the
volumetric difference between the 100-year developed inflow rate and the 2-year
historic release rate. The pond details are shown in Table 9 below.
Table 9. Detention Pond Details
Emergency Spillway Elev. 5015.35
100-Yr Flow Ponding Depth Elev. 5015.00
Top of Pond 5016.35
Freeboard Provided 1.35-FT
E. CONCLUSIONS
E1. COMPLIANCE WITH STANDARDS
The Preliminary Drainage Report for the Lake Street Parking Lot located on the Colorado
State University Main Campus has been prepared in compliance with the MASTER,
CRITERIA, and MANUAL. The proposed drainage design will accommodate the 100-year
design storm and release flows into existing stormwater infrastructure without
adversely affecting adjacent properties or the existing conditions and downstream
waterways.
E2. DRAINAGE CONCEPT
Developed runoff will be collected and conveyed by a system of curb and gutter,
overland flow, a grass line swale, a detention pond and existing storm sewer. The
proposed detention pond and grass-lined swale will provide water-quality treatment for
the site to minimize solids and sediment from entering existing storm sewer and
downstream waterways. The proposed development is not anticipated to adversely
impact downstream properties or drainage facilities.
12
F. REFERENCES
1. “City of Fort Collins Municipal Code”, latest revision.
2. “City of Fort Collins Stormwater Criteria”, latest revision.
3. Flood Insurance Rate Map No. 08069C0979H.
4. “Colorado State University 2008 Floodplain Analysis”, prepared by Ayres
Associates, dated November 2008.
5. “Geotechnical Subsurface Exploration Program, Colorado State University, Lake
Street Surface Parking Lot, South of Canvas Stadium, Fort Collins, Colorado”,
prepared by Ground Engineering Consultants, dated March 22, 2019.
6. “Percolation Test Results”, prepared by Ground Engineering Consultants, dated
January 14, 2019.
7. “Urban Drainage and Flood Control District Drainage Criteria Manual Vol. 1, 2
and 3”, Wright-McLauglin Engineers, latest version.
8. “Web Soil Survey – Larimer County Area”, Natural Resources Conservation
Service, United States Department of Agriculture, accessed January 28, 2019.
9. “COLORADO STATE UNIVERSITY NEW MULTIPURPOSE STADIUM ON MAIN
CAMPUS FINAL DRAINAGE REPORT”, Martin/Martin, Inc., Revision July 14, 2015
10. “CSU Technical Standards, Division 33”, Building Construction Standards
Manual, Colorado State University, Revision March 03, 2017.
13
G. APPENDICES
CANVAS
STADIUM
GIFFORD
BUILDING
VISUAL
ARTS
W. LAKE ST.
W. PROSPECT RD.
S. WHITCOMB ST.
AGGIE
VILLAGE
APTS
SITE LOCATION
USGS The National Map: Orthoimagery. Data refreshed October, 2017.
National Flood Hazard Layer FIRMette
0 250 500 1,000 1,500 2,000 Feet
Ü
105°5'36.43"W
40°34'17.96"N
105°4'58.97"W
40°33'50.63"N
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
HAZARD SPECIAL AREAS FLOOD
Without Zone A, V, Base A99 Flood Elevation (BFE)
With BFE or Depth Zone AE, AO, AH, VE, AR
Regulatory Floodway
0.of 2% 1% Annual annual Chance chance Flood flood with Hazard, average Areas
depth areasdrainage of less less than than one one foot square or with mile
Zone X
Future ChanceAnnual Conditions Flood Hazard 1%
Zone X
Area Levee.to with See Reduced Notes. Flood Risk due
Zone X
Area with Flood Risk due to LeveeZone D
NO SCREEN Area of Minimal Flood Hazard Zone X
Area of Undetermined Flood Hazard Zone D
Channel, Culvert, or Storm Sewer
Levee, Dike, or Floodwall
Cross Sections with 1% Annual Chance
17.5 Water Surface Elevation
Coastal Transect
Coastal Transect Baseline
Profile Baseline
Hydrographic Feature
Base Flood Elevation Line (BFE)
Effective LOMRs
Limit of Study
Jurisdiction Boundary
Digital Data Available
No Digital Data Available
Unmapped
This digital map flood complies maps if with it is FEMA's not void standards as described for the below. use of
The accuracy basemap standards shown complies with FEMA's basemap
The authoritative flood hazard NFHL information web services is derived provided directly by FEMA. from This the map
was reflectnot exported changes on or 4/amendments 5/2019 at 5:06:subsequent 59 PM and to this does date and
time. becomeor The superseded NFHL and effective by new data information over time. may change
This elementsmap map image do not is appear: void if basemap the one or imagery, more of flood the following zone labels,
legend, FIRM panel scale number, bar, map and creation FIRM effective date, community date. Map identifiers,images for
unmapped regulatoryfor purposes. and unmodernized areas cannot be used
Legend
OTHER FLOOD AREAS HAZARD OF
OTHER AREAS
STRGUECNTUERREASL
FEATURES OTHER
MAP PANELS
8
1:6,000
B 20.2
The point pin selected displayed by the on the user map and is does an approximate not represent
an authoritative property location.
SITE LOCATION
&'(&'(
5
!"#$ %
HYDROLOGICAL CALCULATIONS - EXISTING
PROJECT INFORMATION
PROJECT NAME:
PROJECT NO:
DESIGN BY:
REVIEWED BY:
JURISDICTION:
REPORT TYPE:
DATE:
C2 C5 C10 C100 % IMPERV
0.01 0.01 0.07 0.44 2%
0.74 0.76 0.78 0.84 90%
0.84 0.86 0.86 0.89 100%
0.74 0.76 0.78 0.84 90%
1.42 0.13 0.16 0.23 0.53 20.6%
AREA
(ACRES) C2 C5 C10 C100
0.20 0.74 0.76 0.78 0.84 90%
0.95 0.01 0.01 0.07 0.44 2%
1.15 0.11 0.13 0.20 0.51 17.3%
AREA
(ACRES) C2 C5 C10 C100
0.10 0.74 0.76 0.78 0.84 90%
0.17 0.01 0.01 0.07 0.44 2%
0.27 0.24 0.27 0.34 0.59 34.6%
1.42 0.13 0.16 0.23 0.53 20.6%
SUB-BASIN COMPOSITE
TOTAL SITE COMPOSITE
SUB-BASIN SURFACE CHARACTERISTICS
COMPOSITE RUNOFF COEFFICIENTS PERCENT
IMPERVIOUSNESS
EX2
ROOF
LANDSCAPE
SUB-BASIN COMPOSITE
PERCENT
IMPERVIOUSNESS
EX1
COMPOSITE RUNOFF COEFFICIENTS
LANDSCAPE
SUB-BASIN SURFACE CHARACTERISTICS
ROOF
TOTAL SITE COMPOSITE
DRIVES AND WALKS
CSU Lake St Lot-Existing
18.0988
R.ORBAN
D.ALVARADO
PAVED
JURISDICTIONAL STANDARD
ROOF
LANDSCAPE
CITY OF FORT COLLINS
2019.04.29
4/29/2019 5:10 PM
COMPOSITE_C-VALUES
G:\SCHLAPPE\18.0988-CSU As-Needed Civil Engineering Services\ENG\DRAINAGE\Lake St Parking Lot\Historical Runoff (UDFCD).xlsm
CALCULATED BY:
CHECKED BY:
DATE:
Is Project Urban? Yes
AREA LENGTH SLOPE ti
LENGTH SLOPE VEL. tt
COMP. TOT. LENGTH SLOPE IMP tc tc
ac ft ft/ft min ft ft/ft fps min tc
ft ft/ft % First DP min
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17)
EX1 1 0.13 1.15 20 0.0200 6.2 80 0.0120 7 0.77 1.7 7.9 100.0 0.01 17.0% 24.6 7.9
EX2 2 0.27 0.27 20 0.0200 5.3 80 0.0120 7 0.77 1.7 7.0 100.0 0.01 35.0% 21.2 7.0
*Velocity (V) = Cv
Sw
0.5
TABLE 6-2
*Table 6-2, UDFCD (V.1), Chapter 6, Page 6-5
in which: Cv = Conveyance Coefficient (See Table Above)
Sw = Watercourse Slope (ft/ft)
BASIN
DESIGN
POINT
C5
Cv
DATA
SUB-BASIN
TIME (ti
) (tt
)
Paved Areas and Shallow Paved Swales 20
Heavy Meadow 2.5
Tillage / Field
Nearly Bare Ground 10
Grassed Waterway 15
5
Short Pasture and Lawns 7
Type of Land Surface Conveyance Coefficient, Cv
REMARKS
18.0988
CSU Lake St Lot-Existing
STANDARD FORM SF-2
(RATIONAL METHOD PROCEDURE)
tc
CHECK (URBANIZED BASINS)
R.ORBAN
D.ALVARADO
2019.04.29
INITIAL/OVERLAND
TIME OF CONCENTRATION SUMMARY
TRAVEL TIME
TOC
4/29/2019 5:10 PM
G:\SCHLAPPE\18.0988-CSU As-Needed Civil Engineering Services\ENG\DRAINAGE\Lake St Parking Lot\Historical Runoff (UDFCD).xlsm
CALCULATED BY: R.ORBAN JOB NO: 18.0988
CHECKED BY: D.ALVARADO PROJECT: CSU Lake St Lot-Existing
DATE: 2019.04.29 DESIGN STORM: 2-YEAR
ONE-HR PRECIP: 0.82
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13)
EX1 1 1.15 0.11 7.9 0.13 2.42 0.31
EX2 2 0.27 0.24 7.0 0.06 2.52 0.15
I. One-Hr Precipitation Values from Fort Collins Stormwater Criteria Manual
Return Period: 2-YEAR 5-YEAR 10-YEAR 100-YEAR
Depth In Inches: 0.82 0.00 1.40 2.86
*Equation 5-1, UDFCD (V.1), Chapter 5, Page 5-9
*Rainfall Intensity: In Which: I = Rainfall Intensity (Inches Per Hour)
P1 = 1-Hour Point Rainfall Depth (Inches)
tc = Time Of Concentration (Minutes)
AREA REMARKS
(AC)
RUNOFF
COEFF
tc
(MIN)
BASIN DESIGN POINT
DIRECT RUNOFF TOTAL RUNOFF
tc
(MIN)
S(CxA)
(AC)
I
(IN/HR)
Q
(CFS)
STANDARD FORM SF-3
STORM DRAINAGE SYSTEM DESIGN
(RATIONAL METHOD PROCEDURE)
CxA
(AC)
I
(IN/HR)
Q
(CFS)
2-YEAR
4/29/2019 5:10 PM
G:\SCHLAPPE\18.0988-CSU As-Needed Civil Engineering Services\ENG\DRAINAGE\Lake St Parking Lot\Historical Runoff (UDFCD).xlsm
CALCULATED BY: R.ORBAN JOB NO: 18.0988
CHECKED BY: D.ALVARADO PROJECT: CSU Lake St Lot-Existing
DATE: 2019.04.29 DESIGN STORM: 10-YEAR
ONE-HR PRECIP: 1.4
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13)
EX1 1 1.15 0.20 7.9 0.23 4.13 0.95
EX2 2 0.27 0.34 7.0 0.09 4.30 0.39
I. 0
Return Period: 2-YEAR 5-YEAR 10-YEAR 100-YEAR
Depth In Inches: 0.82 0.00 1.40 2.86
*Equation 5-1, UDFCD (V.1), Chapter 5, Page 5-9
*Rainfall Intensity: In Which: I = Rainfall Intensity (Inches Per Hour)
P1 = 1-Hour Point Rainfall Depth (Inches)
tc = Time Of Concentration (Minutes)
AREA REMARKS
(AC)
RUNOFF
COEFF
tc
(MIN)
BASIN DESIGN POINT
DIRECT RUNOFF TOTAL RUNOFF
tc
(MIN)
S(CxA)
(AC)
I
(IN/HR)
Q
(CFS)
STANDARD FORM SF-3
STORM DRAINAGE SYSTEM DESIGN
(RATIONAL METHOD PROCEDURE)
CxA
(AC)
I
(IN/HR)
Q
(CFS)
10-YEAR
4/29/2019 5:10 PM
G:\SCHLAPPE\18.0988-CSU As-Needed Civil Engineering Services\ENG\DRAINAGE\Lake St Parking Lot\Historical Runoff (UDFCD).xlsm
CALCULATED BY: R.ORBAN JOB NO: 18.0988
CHECKED BY: D.ALVARADO PROJECT: CSU Lake St Lot-Existing
DATE: 2019.04.29 DESIGN STORM: 100-YEAR
ONE-HR PRECIP: 2.86
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13)
EX1 1 1.15 0.51 7.9 0.59 8.44 4.98
EX2 2 0.27 0.59 7.0 0.16 8.79 1.41
I. 0
Return Period: 2-YEAR 5-YEAR 10-YEAR 100-YEAR
Depth In Inches: 0.82 0.00 1.40 2.86
*Equation 5-1, UDFCD (V.1), Chapter 5, Page 5-9
*Rainfall Intensity: In Which: I = Rainfall Intensity (Inches Per Hour)
P1 = 1-Hour Point Rainfall Depth (Inches)
tc = Time Of Concentration (Minutes)
AREA REMARKS
(AC)
RUNOFF
COEFF
tc
(MIN)
STANDARD FORM SF-3
STORM DRAINAGE SYSTEM DESIGN
(RATIONAL METHOD PROCEDURE)
CxA
(AC)
I
(IN/HR)
Q
(CFS)
BASIN DESIGN POINT
DIRECT RUNOFF TOTAL RUNOFF
tc
(MIN)
S(CxA)
(AC)
I
(IN/HR)
Q
(CFS)
100-YEAR
4/29/2019 5:10 PM
G:\SCHLAPPE\18.0988-CSU As-Needed Civil Engineering Services\ENG\DRAINAGE\Lake St Parking Lot\Historical Runoff (UDFCD).xlsm
PROJECT:
JOB NO: 18.0988
DATE: 2019.04.29
DESIGN AREA % Q2 Q100
POINT (ACRES) IMP. (CFS) (CFS)
EX1 1 1.15 17.0% 0.11 0.51 0.31 4.98
EX2 2 0.27 35.0% 0.24 0.59 0.15 1.41
1.42 20.6% 0.16 0.53 0.46 6.39
CSU Lake St Lot-Existing
SITE COMPOSITE
BASIN
RUNOFF SUMMARY
C2 C100
RUNOFF_SUMMARY
4/29/2019 5:10 PM
G:\SCHLAPPE\18.0988-CSU As-Needed Civil Engineering Services\ENG\DRAINAGE\Lake St Parking Lot\Historical Runoff (UDFCD).xlsm
HYDROLOGICAL CALCULATIONS - PROPOSED
PROJECT INFORMATION
PROJECT NAME:
PROJECT #:
POND NAME:
DATE:
NRCS Hydrologic Soil Group: C & D
Max 5-Year Release Rate = 0.2 (cfs)
Max 10-Year Release Rate = 0.4 (cfs)
Max 100-Year Release Rate = 1.4 (cfs)
One-Hr Precipitation Values for the City of Fort Collins
Return Period: - 2 10 100
Depth In Inches: - 0.82 1.40 2.86
*Rainfall Intensity In Which: I = Rainfall Intensity (Inches Per Hour)
P1 = 1-Hour Point Rainfall Depth (Inches)
tc = Time Of Concentration (Minutes)
Site Composite Surface Characteristics:
Characteristic: Acres C2 C5 C10 C100 % Imp. tc
Values: 1.42 0.54 0.59 0.64 0.77 65.5% 9.5
2-Year Storage Volume = (ft³)
(ac-ft)
10-Year Storage Volume = (ft³)
(ac-ft)
100-Year Storage Volume = (ft³)
(ac-ft)
Lake St Parking Lot
18.0988
Lake ST Det Pond
2019.04.29
Maximum Unit Flow Release Rates (cfs/acre) from On-Site Detention Facilities
Design Return Period
(Years)
NRCS Hydrologic Soil Group
A B C & D
0.23 0.30
5 0.07 0.13 0.17
*Table SO-1, UDFCD (V.2) Chapter 10, Page SO-8
100 0.50 0.85 1.00
10 0.13
6480
0.149
1630
0.037
3096
0.071
7/19/2019 4:10 PM
Detention Volume
G:\SCHLAPPE\18.0988-CSU As-Needed Civil Engineering Services\ENG\DRAINAGE\Lake St Parking Lot\Lake St FAA.xls
Storm Duration, T Intensity-Duration Volume Inflow, Vi Outflow Adj. Avg. Outflow Rate Volume Outflow Req'd Storage Vol.
(Minutes) (Inches/Hour) (Cubic Feet) (Minutes/Minutes) (cfs) (Cubic Feet) (Cubic Feet)
0 13.34 0.00 0.00 0.00 0.00 0.00
5 9.70 3182.02 1.00 1.42 426.00 2756.02
10 7.74 5076.12 1.00 1.42 852.00 4224.12
15 6.49 6389.28 1.00 1.42 1278.00 5111.28
20 5.63 7381.66 1.00 1.42 1704.00 5677.66
25 4.98 8174.17 1.00 1.42 2130.00 6044.17
30 4.49 8831.68 1.00 1.42 2556.00 6275.68
35 4.09 9392.57 1.00 1.42 2982.00 6410.57
40 3.77 9881.22 1.00 1.42 3408.00 6473.22
45 3.49 10314.04 1.00 1.42 3834.00 6480.04
50 3.26 10702.48 1.00 1.42 4260.00 6442.48
55 3.06 11054.88 1.00 1.42 4686.00 6368.88
60 2.89 11377.46 1.00 1.42 5112.00 6265.46
65 2.74 11674.99 1.00 1.42 5538.00 6136.99
70 2.60 11951.17 1.00 1.42 5964.00 5987.17
75 2.48 12208.97 1.00 1.42 6390.00 5818.97
80 2.37 12450.78 1.00 1.42 6816.00 5634.78
85 2.27 12678.54 1.00 1.42 7242.00 5436.54
90 2.18 12893.88 1.00 1.42 7668.00 5225.88
95 2.10 13098.15 1.00 1.42 8094.00 5004.15
100 2.03 13292.50 1.00 1.42 8520.00 4772.50
105 1.96 13477.89 1.00 1.42 8946.00 4531.89
110 1.89 13655.18 1.00 1.42 9372.00 4283.18
115 1.83 13825.08 1.00 1.42 9798.00 4027.08
120 1.78 13988.24 1.00 1.42 10224.00 3764.24
125 1.72 14145.19 1.00 1.42 10650.00 3495.19
130 1.68 14296.44 1.00 1.42 11076.00 3220.44
135 1.63 14442.41 1.00 1.42 11502.00 2940.41
140 1.59 14583.49 1.00 1.42 11928.00 2655.49
145 1.55 14720.02 1.00 1.42 12354.00 2366.02
150 1.51 14852.32 1.00 1.42 12780.00 2072.32
155 1.47 14980.65 1.00 1.42 13206.00 1774.65
160 1.44 15105.26 1.00 1.42 13632.00 1473.26
165 1.41 15226.40 1.00 1.42 14058.00 1168.40
170 1.38 15344.26 1.00 1.42 14484.00 860.26
175 1.35 15459.03 1.00 1.42 14910.00 549.03
180 1.32 15570.89 1.00 1.42 15336.00 234.89
Required 100-Yr Detention Volume - FAA Method
7/19/2019 4:10 PM
Detention Volume
G:\SCHLAPPE\18.0988-CSU As-Needed Civil Engineering Services\ENG\DRAINAGE\Lake St Parking Lot\Lake St FAA.xls
Storm Duration, T Intensity-Duration Volume Inflow, Vi Outflow Adj. Avg. Outflow Rate Volume Outflow Req'd Storage Vol.
(Minutes) (Inches/Hour) (Cubic Feet) (Minutes/Minutes) (cfs) (Cubic Feet) (Cubic Feet)
0 6.53 0.00 0.00 0.00 0.00 0.00
5 4.75 1294.66 1.00 0.43 127.80 1166.86
10 3.79 2065.30 1.00 0.43 255.60 1809.70
15 3.18 2599.58 1.00 0.43 383.40 2216.18
20 2.75 3003.34 1.00 0.43 511.20 2492.14
25 2.44 3325.79 1.00 0.43 639.00 2686.79
30 2.20 3593.31 1.00 0.43 766.80 2826.51
35 2.00 3821.51 1.00 0.43 894.60 2926.91
40 1.84 4020.33 1.00 0.43 1022.40 2997.93
45 1.71 4196.43 1.00 0.43 1150.20 3046.23
50 1.60 4354.47 1.00 0.43 1278.00 3076.47
55 1.50 4497.85 1.00 0.43 1405.80 3092.05
60 1.41 4629.10 1.00 0.43 1533.60 3095.50
65 1.34 4750.15 1.00 0.43 1661.40 3088.75
70 1.27 4862.52 1.00 0.43 1789.20 3073.32
75 1.21 4967.42 1.00 0.43 1917.00 3050.42
80 1.16 5065.80 1.00 0.43 2044.80 3021.00
85 1.11 5158.47 1.00 0.43 2172.60 2985.87
90 1.07 5246.08 1.00 0.43 2300.40 2945.68
95 1.03 5329.19 1.00 0.43 2428.20 2900.99
100 0.99 5408.26 1.00 0.43 2556.00 2852.26
105 0.96 5483.69 1.00 0.43 2683.80 2799.89
110 0.93 5555.83 1.00 0.43 2811.60 2744.23
115 0.90 5624.95 1.00 0.43 2939.40 2685.55
120 0.87 5691.34 1.00 0.43 3067.20 2624.14
125 0.84 5755.20 1.00 0.43 3195.00 2560.20
130 0.82 5816.73 1.00 0.43 3322.80 2493.93
135 0.80 5876.12 1.00 0.43 3450.60 2425.52
140 0.78 5933.52 1.00 0.43 3578.40 2355.12
145 0.76 5989.08 1.00 0.43 3706.20 2282.88
150 0.74 6042.90 1.00 0.43 3834.00 2208.90
155 0.72 6095.11 1.00 0.43 3961.80 2133.31
160 0.70 6145.82 1.00 0.43 4089.60 2056.22
165 0.69 6195.10 1.00 0.43 4217.40 1977.70
170 0.67 6243.06 1.00 0.43 4345.20 1897.86
175 0.66 6289.75 1.00 0.43 4473.00 1816.75
180 0.65 6335.26 1.00 0.43 4600.80 1734.46
Required 10-Yr Detention Volume - FAA Method
7/19/2019 4:10 PM
Detention Volume
G:\SCHLAPPE\18.0988-CSU As-Needed Civil Engineering Services\ENG\DRAINAGE\Lake St Parking Lot\Lake St FAA.xls
Storm Duration, T Intensity-Duration Volume Inflow, Vi Outflow Adj. Avg. Outflow Rate Volume Outflow Req'd Storage Vol.
(Minutes) (Inches/Hour) (Cubic Feet) (Minutes/Minutes) (cfs) (Cubic Feet) (Cubic Feet)
0 3.83 0.00 0.00 0.00 0.00 0.00
10 2.22 1115.17 1.00 0.24 144.84 970.33
20 1.61 1621.67 1.00 0.24 289.68 1331.99
30 1.29 1940.23 1.00 0.24 434.52 1505.71
40 1.08 2170.80 1.00 0.24 579.36 1591.44
50 0.94 2351.22 1.00 0.24 724.20 1627.02
60 0.83 2499.51 1.00 0.24 869.04 1630.47
70 0.75 2625.55 1.00 0.24 1013.88 1611.67
80 0.68 2735.30 1.00 0.24 1158.72 1576.58
90 0.63 2832.65 1.00 0.24 1303.56 1529.09
100 0.58 2920.22 1.00 0.24 1448.40 1471.82
110 0.54 2999.90 1.00 0.24 1593.24 1406.66
120 0.51 3073.07 1.00 0.24 1738.08 1334.99
130 0.48 3140.78 1.00 0.24 1882.92 1257.86
140 0.46 3203.84 1.00 0.24 2027.76 1176.08
150 0.43 3262.90 1.00 0.24 2172.60 1090.30
160 0.41 3318.47 1.00 0.24 2317.44 1001.03
170 0.39 3370.97 1.00 0.24 2462.28 908.69
180 0.38 3420.76 1.00 0.24 2607.12 813.64
190 0.36 3468.12 1.00 0.24 2751.96 716.16
200 0.35 3513.31 1.00 0.24 2896.80 616.51
210 0.34 3556.52 1.00 0.24 3041.64 514.88
220 0.33 3597.95 1.00 0.24 3186.48 411.47
230 0.31 3637.74 1.00 0.24 3331.32 306.42
240 0.30 3676.04 1.00 0.24 3476.16 199.88
250 0.30 3712.97 1.00 0.24 3621.00 91.97
260 0.29 3748.62 1.00 0.24 3765.84 -17.22
270 0.28 3783.10 1.00 0.24 3910.68 -127.58
280 0.27 3816.48 1.00 0.24 4055.52 -239.04
290 0.26 3848.85 1.00 0.24 4200.36 -351.51
300 0.26 3880.26 1.00 0.24 4345.20 -464.94
310 0.25 3910.79 1.00 0.24 4490.04 -579.25
320 0.24 3940.47 1.00 0.24 4634.88 -694.41
330 0.24 3969.37 1.00 0.24 4779.72 -810.35
340 0.23 3997.53 1.00 0.24 4924.56 -927.03
350 0.23 4024.99 1.00 0.24 5069.40 -1044.41
360 0.22 4051.78 1.00 0.24 5214.24 -1162.46
Required 5-Yr Detention Volume - FAA Method
7/19/2019 4:10 PM
Detention Volume
G:\SCHLAPPE\18.0988-CSU As-Needed Civil Engineering Services\ENG\DRAINAGE\Lake St Parking Lot\Lake St FAA.xls
PROJECT INFORMATION
PROJECT NAME:
PROJECT NO:
DESIGN BY:
REVIEWED BY:
JURISDICTION:
REPORT TYPE:
DATE:
C2 C5 C10 C100 % IMPERV
0.01 0.05 0.15 0.49 2%
0.74 0.77 0.79 0.85 90%
0.83 0.85 0.87 0.89 100%
0.74 0.77 0.79 0.85 90%
1.42 0.54 0.59 0.64 0.77 68.2%
AREA
(ACRES) C2 C5 C10 C100
0.74 0.83 0.85 0.87 0.89 100%
0.36 0.01 0.05 0.15 0.49 2%
1.10 0.54 0.59 0.63 0.76 67.9%
AREA
(ACRES) C2 C5 C10 C100
0.11 0.83 0.85 0.87 0.89 100%
0.08 0.01 0.05 0.15 0.49 2%
0.19 0.46 0.51 0.56 0.72 58.7%
AREA
(ACRES) C2 C5 C10 C100
0.10 0.83 0.85 0.87 0.89 100%
0.04 0.01 0.05 0.15 0.49 2%
0.14 0.58 0.62 0.66 0.78 72.0%
1.42 0.54 0.59 0.64 0.77 68.2%
SUB-BASIN COMPOSITE
TOTAL SITE COMPOSITE
PERCENT
IMPERVIOUSNESS
A3
PAVED
LANDSCAPE
SUB-BASIN COMPOSITE
SUB-BASIN SURFACE CHARACTERISTICS
COMPOSITE RUNOFF COEFFICIENTS
SUB-BASIN SURFACE CHARACTERISTICS
COMPOSITE RUNOFF COEFFICIENTS PERCENT
IMPERVIOUSNESS
A2
PAVED
LANDSCAPE
CSU Lake St Lot Proposed
18.0988
R.ORBAN
D.ALVARADO
PAVED
JURISDICTIONAL STANDARD
ROOF
LANDSCAPE
CITY OF FORT COLLINS
2019.04.04
TOTAL SITE COMPOSITE
DRIVES AND WALKS
SUB-BASIN COMPOSITE
PERCENT
CALCULATED BY:
CHECKED BY:
DATE:
Is Project Urban? Yes
AREA LENGTH SLOPE ti
LENGTH SLOPE VEL. tt
COMP. TOT. LENGTH SLOPE IMP tc tc
ac ft ft/ft min ft ft/ft fps min tc
ft ft/ft % First DP min
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17)
A1 1 0.59 1.10 75 0.0200 6.3 300 0.0100 20 2.00 2.5 8.8 375.0 0.01 68.0% 17.1 8.8
A2 2 0.51 0.19 50 0.0200 6.0 50 0.0100 20 2.00 0.4 6.4 100.0 0.02 59.0% 16.5 6.4
A3 3 0.62 0.14 50 0.0200 4.9 50 0.0100 20 2.00 0.4 5.3 100.0 0.02 72.0% 14.2 5.3
*Velocity (V) = Cv
Sw
0.5
TABLE 6-2
*Table 6-2, UDFCD (V.1), Chapter 6, Page 6-5
in which: Cv = Conveyance Coefficient (See Table Above)
Sw = Watercourse Slope (ft/ft)
R.ORBAN
D.ALVARADO
2019.04.04
INITIAL/OVERLAND
TIME OF CONCENTRATION SUMMARY
TRAVEL TIME
18.0988
CSU Lake St Lot Proposed
STANDARD FORM SF-2
(RATIONAL METHOD PROCEDURE)
tc
CHECK (URBANIZED BASINS)
REMARKS
Type of Land Surface Conveyance Coefficient, Cv
Nearly Bare Ground 10
Grassed Waterway 15
5
Short Pasture and Lawns 7
Paved Areas and Shallow Paved Swales 20
Heavy Meadow 2.5
Tillage / Field
BASIN
DESIGN
POINT
C5
Cv
DATA
SUB-BASIN
TIME (ti
) (tt
)
TOC
7/19/2019 3:42 PM
G:\SCHLAPPE\18.0988-CSU As-Needed Civil Engineering Services\ENG\DRAINAGE\Lake St Parking Lot\Proposed Runoff (UDFCD).xlsm
CALCULATED BY: R.ORBAN JOB NO: 18.0988
CHECKED BY: D.ALVARADO PROJECT: CSU Lake St Lot Proposed
DATE: 2019.04.04 DESIGN STORM: 2-YEAR
ONE-HR PRECIP: 0.82
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13)
A1 1 1.10 0.54 8.8 0.59 2.33 1.37
A2 2 0.19 0.46 6.4 0.09 2.59 0.23
A3 3 0.14 0.58 5.3 0.08 2.74 0.22
I. One-Hr Precipitation Values from NOAA Atlas 14 PFDS
Return Period: 2-YEAR 5-YEAR 10-YEAR 100-YEAR
Depth In Inches: 0.82 N/A 1.40 2.86
*Equation 5-1, UDFCD (V.1), Chapter 5, Page 5-9
*Rainfall Intensity: In Which: I = Rainfall Intensity (Inches Per Hour)
P1 = 1-Hour Point Rainfall Depth (Inches)
tc = Time Of Concentration (Minutes)
STANDARD FORM SF-3
STORM DRAINAGE SYSTEM DESIGN
(RATIONAL METHOD PROCEDURE)
CxA
(AC)
I
(IN/HR)
Q
(CFS)
AREA REMARKS
(AC)
RUNOFF
COEFF
tc
(MIN)
BASIN DESIGN POINT
DIRECT RUNOFF TOTAL RUNOFF
tc
(MIN)
S(CxA)
(AC)
I
(IN/HR)
Q
(CFS)
2-YEAR
7/19/2019 3:42 PM
G:\SCHLAPPE\18.0988-CSU As-Needed Civil Engineering Services\ENG\DRAINAGE\Lake St Parking Lot\Proposed Runoff (UDFCD).xlsm
CALCULATED BY: R.ORBAN JOB NO: 18.0988
CHECKED BY: D.ALVARADO PROJECT: CSU Lake St Lot Proposed
DATE: 2019.04.04 DESIGN STORM: 10-YEAR
ONE-HR PRECIP: 1.4
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13)
A1 1 1.10 0.63 8.8 0.69 3.98 2.75
A2 2 0.19 0.56 6.4 0.11 4.43 0.49
A3 3 0.14 0.66 5.3 0.09 4.68 0.42
I. One-Hr Precipitation Values from NOAA Atlas 14 PFDS
Return Period: 2-YEAR 5-YEAR 10-YEAR 100-YEAR
Depth In Inches: 0.82 N/A 1.40 2.86
*Equation 5-1, UDFCD (V.1), Chapter 5, Page 5-9
*Rainfall Intensity: In Which: I = Rainfall Intensity (Inches Per Hour)
P1 = 1-Hour Point Rainfall Depth (Inches)
tc = Time Of Concentration (Minutes)
STANDARD FORM SF-3
STORM DRAINAGE SYSTEM DESIGN
(RATIONAL METHOD PROCEDURE)
CxA
(AC)
I
(IN/HR)
Q
(CFS)
AREA REMARKS
(AC)
RUNOFF
COEFF
tc
(MIN)
BASIN DESIGN POINT
DIRECT RUNOFF TOTAL RUNOFF
tc
(MIN)
S(CxA)
(AC)
I
(IN/HR)
Q
(CFS)
10-YEAR
7/19/2019 3:42 PM
G:\SCHLAPPE\18.0988-CSU As-Needed Civil Engineering Services\ENG\DRAINAGE\Lake St Parking Lot\Proposed Runoff (UDFCD).xlsm
CALCULATED BY: R.ORBAN JOB NO: 18.0988
CHECKED BY: D.ALVARADO PROJECT: CSU Lake St Lot Proposed
DATE: 2019.04.04 DESIGN STORM: 100-YEAR
ONE-HR PRECIP: 2.86
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13)
A1 1 1.10 0.76 8.8 0.84 8.12 6.82
A2 2 0.19 0.72 6.4 0.14 9.04 1.27
A3 3 0.14 0.78 5.3 0.11 9.55 1.05
I. One-Hr Precipitation Values from NOAA Atlas 14 PFDS
Return Period: 2-YEAR 5-YEAR 10-YEAR 100-YEAR
Depth In Inches: 0.82 N/A 1.40 2.86
*Equation 5-1, UDFCD (V.1), Chapter 5, Page 5-9
*Rainfall Intensity: In Which: I = Rainfall Intensity (Inches Per Hour)
P1 = 1-Hour Point Rainfall Depth (Inches)
tc = Time Of Concentration (Minutes)
BASIN DESIGN POINT
DIRECT RUNOFF TOTAL RUNOFF
tc
(MIN)
S(CxA)
(AC)
I
(IN/HR)
Q
(CFS)
AREA REMARKS
(AC)
RUNOFF
COEFF
tc
(MIN)
STANDARD FORM SF-3
STORM DRAINAGE SYSTEM DESIGN
(RATIONAL METHOD PROCEDURE)
CxA
(AC)
I
(IN/HR)
Q
(CFS)
100-YEAR
7/19/2019 3:42 PM
G:\SCHLAPPE\18.0988-CSU As-Needed Civil Engineering Services\ENG\DRAINAGE\Lake St Parking Lot\Proposed Runoff (UDFCD).xlsm
PROJECT:
JOB NO: 01/18/00
DATE: 2019.04.04
DESIGN AREA % Q2 Q100
POINT (ACRES) IMP. (CFS) (CFS)
A1 1 1.10 68.0% 0.54 0.76 1.37 6.82
A2 2 0.19 59.0% 0.46 0.72 0.23 1.27
A3 3 0.14 72.0% 0.58 0.78 0.22 1.05
1.42 68.2% 0.59 0.77 1.82 9.14
CSU Lake St Lot Proposed
SITE COMPOSITE
BASIN
RUNOFF SUMMARY
C2 C100
RUNOFF_SUMMARY
7/19/2019 3:42 PM
G:\SCHLAPPE\18.0988-CSU As-Needed Civil Engineering Services\ENG\DRAINAGE\Lake St Parking Lot\Proposed Runoff
(UDFCD).xlsm
HYDRAULIC CALCULATIONS
Stormwater Facility Name:
Facility Location & Jurisdiction:
User Input: Watershed Characteristics User Defined User Defined User Defined User Defined
Watershed Slope = 0.020 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs]
Watershed Length = 375 ft 0.00 3 0.00 0.00
Watershed Area = 1.10 acres 0.10 33 0.10 0.06
Watershed Imperviousness = 69.0% percent 0.20 97 0.20 0.06
Percentage Hydrologic Soil Group A = 0.0% percent 0.40 553 0.40 0.06
Percentage Hydrologic Soil Group B = 100.0% percent 0.60 1,271 0.60 0.06
Percentage Hydrologic Soil Groups C/D = 0.0% percent 0.70 1,545 0.70 0.06
0.80 1,762 0.80 0.06
User Input 17 0.90 1,948 0.90 0.06
1.00 2,124 1.00 0.06
1.10 2,290 1.10 0.06
1.20 2,449 1.20 0.06
WQCV Treatment Method = hours 1.30 2,597 1.30 0.06
1.40 2,736 1.40 0.06
1.50 2,872 1.50 0.06
1.60 3,003 1.60 0.06
1.70 3,126 1.70 0.06
1.80 3,245 1.80 0.06
1.90 3,367 1.90 0.06
2.00 3,494 2.00 0.06
2.10 3,626 2.10 0.06
2.20 3,764 2.20 0.06
2.30 3,907 2.30 0.06
2.40 4,055 2.40 0.06
2.50 4,213 2.50 0.06
2.60 4,385 2.60 0.06
2.70 4,579 2.70 0.06
2.80 4,792 2.80 1.19
2.90 4,792 2.90 1.19
After completing and printing this worksheet to a pdf, go to:
https://maperture.digitaldataservices.com/gvh/?viewer=cswdif
create a new stormwater facility, and
attach the pdf of this worksheet to that record.
Routed Hydrograph Results
Design Storm Return Period = WQCV 2 Year 5 Year 10 Year 50 Year 100 Year
One-Hour Rainfall Depth = 0.53 0.88 1.16 1.46 2.91 3.06 in
Calculated Runoff Volume = 0.051 0.071 0.098 0.222 0.245 acre-ft
OPTIONAL Override Runoff Volume = acre-ft
Inflow Hydrograph Volume = 0.050 0.071 0.098 0.222 0.245 acre-ft
Time to Drain 97% of Inflow Volume = 10.3 14.4 19.7 32.7 32.6 hours
Time to Drain 99% of Inflow Volume = 10.5 14.7 20.1 33.6 33.5 hours
Maximum Ponding Depth = 1.33 1.64 1.99 2.81 2.89 ft
Maximum Ponded Area = 0.06 0.07 0.08 0.11 0.11 acres
Maximum Volume Stored = 0.040 0.060 0.086 0.163 0.172 acre-ft
Stormwater Detention and Infiltration Design Data Sheet
Lake Street Pond
Fort Collins, CO
Location for 1-hr Rainfall Depths (use dropdown):
Workbook Protected Worksheet Protected
Lake St Pond Infiltration.xlsm, Design Data 4/8/2019, 7:39 AM
WQCV_Trigger = 1
RunOnce= 1
CountA= 1
Draintime Coeff= 1.0
0 1 2 3
#N/A
#N/A
0 1 2 3
#N/A
#N/A
Check Data Set 1 Check Data Set 1
Stormwater Detention and Infiltration Design Data Sheet
Area
Discharge
0
0.5
1
1.5
2
2.5
3
3.5
4
0.1 1 10
FLOW [cfs]
TIME [hr]
100YR IN
100YR OUT
50YR IN
50YR OUT
10YR IN
10YR OUT
5YR IN
5YR OUT
2YR IN
2YR OUT
WQCV IN
WQCV OUT
0
0.5
1
1.5
2
2.5
3
3.5
0.1 1 10 100
PONDING DEPTH [ft]
DRAIN TIME [hr]
100YR
50YR
10YR
5YR
2YR
WQCV
Lake St Pond Infiltration.xlsm, Design Data 4/8/2019, 7:39 AM
Project Description
Solve For Discharge
Input Data
Headwater Elevation 5015.40 ft
Crest Elevation 5015.35 ft
Tailwater Elevation 5015.00 ft
Crest Surface Type Paved
Crest Breadth 10.00 ft
Crest Length 36.50 ft
Results
Discharge 1.19 ft³/s
Headwater Height Above Crest 0.05 ft
Tailwater Height Above Crest -0.35 ft
Weir Coefficient 2.92 US
Submergence Factor 1.00
Adjusted Weir Coefficient 2.92 US
Flow Area 1.82 ft²
Velocity 0.65 ft/s
Wetted Perimeter 36.60 ft
Top Width 36.50 ft
Worksheet for Broad Crested Weir - 1
4/29/2019 5:40:06 PM
Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1
Project Description
Friction Method Manning Formula
Solve For Discharge
Input Data
Roughness Coefficient 0.030
Channel Slope 0.01000 ft/ft
Normal Depth 1.00 ft
Left Side Slope 4.00 ft/ft (H:V)
Right Side Slope 4.00 ft/ft (H:V)
Bottom Width 1.00 ft
Results
Discharge 16.44 ft³/s
Flow Area 5.00 ft²
Wetted Perimeter 9.25 ft
Hydraulic Radius 0.54 ft
Top Width 9.00 ft
Critical Depth 0.89 ft
Critical Slope 0.01710 ft/ft
Velocity 3.29 ft/s
Velocity Head 0.17 ft
Specific Energy 1.17 ft
Froude Number 0.78
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.00 ft
Critical Depth 0.89 ft
Channel Slope 0.01000 ft/ft
Worksheet for Trapezoidal Channel - 1
4/29/2019 5:41:53 PM
Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2
Worksheet for Trapezoidal Channel - 1
GVF Output Data
Critical Slope 0.01710 ft/ft
4/29/2019 5:41:53 PM
Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2
1
2
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215
303.431.6100 MARTINMARTIN.COM
NOT FOR CONSTRUCTION
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215
303.431.6100 MARTINMARTIN.COM
NOT FOR CONSTRUCTION
LAKE STREET PARKING LOT
D1
EXISTING DRAINAGE MAP
811
1
SANITARY MANHOLE
RIM EL=5015.44
INVERTS NOT OBTAINED
SEE NOTE 6
40131
5015.56
GAS MARKER
1
3
2
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215
303.431.6100 MARTINMARTIN.COM
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215
303.431.6100 MARTINMARTIN.COM
LAKE STREET PARKING LOT
D2
PROPOSED DRAINAGE MAP
811
1
IMPERVIOUSNESS
A1
COMPOSITE RUNOFF COEFFICIENTS
LANDSCAPE
SUB-BASIN SURFACE CHARACTERISTICS
PAVED
7/19/2019 3:42 PM
COMPOSITE_C-VALUES
G:\SCHLAPPE\18.0988-CSU As-Needed Civil Engineering Services\ENG\DRAINAGE\Lake St Parking Lot\Proposed Runoff (UDFCD).xlsm
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:^GA
MOTOROAL IRRINET M-24 PEDESTAL CONTROLLER (CM-R@A-RU-SS):
PURCHASED BY CSU, INSTALLED BY CONTRACTOR.
COORDINATE WITH RON ROBBINS, CSU IRRIGATION STAFF
IRRIGATION LATERAL LINE: PVC CLASS 200 SDR 21
PVC CLASS 200 IRRIGATION PIPE. ONLY LATERAL
TRANSITION PIPE SIZES 1 1/4" AND ABOVE ARE INDICATED
ON THE PLAN, WITH ALL OTHERS BEING 1" IN SIZE.
IRRIGATION MAINLINE: PVC CLASS 200 SDR 21
2-INCH UNLESS OTHERWISE NOTED.
IRRIGATION MAINLINE: HDPE SDR 11, 2.5-INCH SIZE
IRRIGATION MAINLINE CANVAS STADIUM: EXISTING MAINLINE TO REMAIN
PIPE SLEEVE: PVC SCHEDULE 40
INSTALL AS SHOWN ON DESIGN OR TWICE THE SIZE OF
THE PIPE OR WIRE RUNNING THRU IT. NO TWO PIPES OR
WIRE BUNDLES SHALL SHARE THE SAME SLEEVE.
A
IRRIGATION_SCHEDULE INSTALLATION GENERAL NOTES
1. DESIGN ASSUMES A MINIMUM DYNAMIC PRESSURE FOR THE IRRIGATION
SYSTEM (NOT OBTAINED) OF 65 PSI, AT A MAXIMUM FLOW OF 10 GPM AT THE
3/4-INCH POINT-OF-CONNECTION (POC). VERIFY PRESSURE AND FLOW ON SITE PRIOR
TO CONSTRUCTION. CONTACT GENERAL CONTRACTOR OR OWNER'S REPRESENTATIVE
IMMEDIATELY IF FLOW OR PRESSURE ARE LOWER THAN LISTED ABOVE.
2. CONTRACTOR SHALL BECOME FAMILIAR WITH THE SPECIFICATIONS AND
INSTALLATION DETAILS FOR THIS AND RELATED WORK PRIOR TO CONSTRUCTION. FOR
CLARIFICATION, CONTACT IRRIGATION DESIGNER PRIOR TO CONSTRUCTION.
2.1.UPON FINAL ACCEPTANCE, CONTRACTOR SHALL TURN OVER REQUIRED
ADJUSTMENT KEYS INCLUDING BUT NOT LIMITED TO CONTROLLER ENCLOSURE
AND BACKFLOW ENCLOSURE KEY, LOCKING VALVE BOX KEYS, QUICK COUPLER
KEYS, GATE VALVE KEY, SPRINKLER HEAD AND NOZZLE ADJUSTMENT KEYS.
2.2. UPON FINAL ACCEPTANCE, CONTRACTOR SHALL TURN OVER SPARE PARTS
PERTAINING TO INSTALLED SYSTEM: BACKFLOW WINTERIZATION INSERT, TWO OF
EVERY HEAD AND NOZZLE (ROTOR NOZZLE TREE INCLUDED), ONE RCV DIAPHRAGM,
ETC.
3. COORDINATE UTILITY LOCATES OF UNDERGROUND UTILITIES PRIOR TO
CONSTRUCTION ("811-CALL BEFORE YOU DIG") .
4. IF DISCREPANCIES ARE NOTED IN THE FIELD BETWEEN SITE CONDITIONS AND
PROVIDED DESIGNS, CONTRACTOR SHALL NOTIFY OWNER'S REPRESENTATIVE OR
GENERAL CONTRACTOR IMMEDIATELY. DO NOT PROCEED WITH THE INSTALLATION OF
THE IRRIGATION SYSTEM IF SUCH DISCREPANCIES IN THE FIELD AFFECT THE PROVIDED
DESIGN, DETAILS, OR SPECIFICATIONS.
5. ALL IRRIGATION COMPONENTS (MAINLINE, WIRES, LATERAL LINES, ETC.) SHALL BE
INSTALLED IN LANDSCAPED AREAS WHENEVER POSSIBLE, EVEN THOUGH SAID
IRRIGATION COMPONENTS MAY BE SHOWN OUTSIDE PLANTING AREAS FOR CLARITY.
6. AVOID CONFLICTS BETWEEN THE IRRIGATION SYSTEM, PLANTING MATERIALS,
AND ARCHITECTURAL FEATURES WHENEVER POSSIBLE. COORDINATE POTENTIAL
RELOCATION OF BOULDERS AND TREES IN TURF AREAS WITH LANDSCAPE ARCHITECT
PRIOR TO SPRINKLER LAYOUT. IF LANDSCAPE MATERIAL CANNOT BE
REOLOCATED,ADDITIONAL SPRINKLERS MAY BE REQUIRED.
7. CROSS FITTINGS ARE NOT ALLOWED, ONLY STANDARD TEES AND ELBOWS.
8. CONTRACTOR SHALL INSTALL NOZZLES PER PLAN, UNLESS IRRIGATED AREA
CHANGED IN SIZE OR PLANT MATERIAL TYPE CHANGES. IF NOZZLE CHANGES ARE
REQUIRED AND ARE SIGNIFICANT IN SIZE, CONTRACTOR SHALL CONTACT IRRIGATION
DESIGNER FOR APPROVAL.
9. CONTRACTOR SHALL FIELD LOCATE ANY EXISTING SLEEVES ON SITE PRIOR TO
CONSTRUCTION WITH THE AID OF THE GENERAL CONTRACTOR. MISSING SLEEVES
SHALL BE REPORTED IMMEDIATELY. NEW SLEEVES SHOWN ON PLANS ARE REQUIRED
FOR BOTH PIPING AND ELECTRICAL WIRING AT EACH HARDSCAPE CROSSING.
COORDINATE INSTALLATION OF SLEEVING WITH OTHER TRADES. ANY PIPE OR WIRE
WHICH PASSES BENEATH EXISTING HARDSCAPE WHERE SLEEVING WAS NOT INSTALLED
WILL REQUIRE HORIZONTAL BORING BY THE IRRIGATION CONTRACTOR.
10. INSTALL ALL ELECTRICAL POWER TO THE IRRIGATION CONTROL SYSTEM IN
ACCORDANCE WITH THE NATIONAL ELECTRIC CODE AND ALL APPLICABLE LOCAL
ELECTRIC UTILITY CODES.
11. THE FOLLOWING SHOULD BE NOTED REGARDING PIPE SIZING: IF A SECTION OF
UNSIZED PIPE IS LOCATED BETWEEN THE IDENTICALLY SIZED SECTIONS, THE UNSIZED
PIPE IS THE SAME NOMINAL SIZE AS THE TWO SIZED SECTIONS. THE UNSIZED PIPE
SHOULD NOT BE CONFUSED WITH THE DEFAULT PIPE SIZE NOTED IN THE LEGEND.
11.1. MAINLINE PIPE SIZES MAY VARY THROUGHOUT PROJECT. EACH MAINLINE
LEG IS SIZED TO ACCOMMODATE LARGEST VALVE ON THAT LEG. STATED SIZE IN
LEGEND MAY NOT BE THE LARGEST SIZE ON PLANS.
12. INSTALL THREE (3) #14 AWG CONTROL WIRES FROM CONTROLLER LOCATION TO
EACH DEAD-END OF MAINLINE FOR USE AS SPARES INCASE OF CONTROL WIRE
FAILURE. COIL 3 FEET OF WIRE IN VALVE BOX.
13. TREES IN TURF ARE NOT IRRIGATED BY DRIP SYSTEM. DRIP LATERAL ROUTED
NEAR TREES IN TURF ARE NOT TO RECEIVE DRIP IRRIGATION.
14. NO IRRIGATION EQUIPMENT, INCLUDING BUT NOT LIMITED TO, MAINLINE, VALVES,
AND SPRINKLERS, SHALL BE INSTALLED WITHIN 3' OF NEW BUILDING FOUNDATION.
SYMBOL DESCRIPTION
THE IRRIGATION SYSTEM POINT-OF-CONNECTION (POC) SHALL BE
CONNECTED TO CSU`S NON-POTABLE IRRIGATION MAINLINE NEAR
CAMPUS STADIUM AT THE APPROXIMATE LOCATION SHOWN.
INSTALL ISOLATION GATE VALVE AS INDICATED. VERIFY EXACT
LOCATION OF POC WITH OWNER`S REPRESENTATIVE. VERIFY
PRESSURE AND FLOW ON SITE PRIOR TO CONSTRUCTION.
PEDESTAL MOUNT THE IRRIGATION CONTROLLER AT THE
APPROXIMATE LOCATION SHOWN. COORDINATE ELECTRICAL
POWER TO THE CONTROLLER WITH THE OWNER`S
REPRESENTATIVE. CARE SHOULD BE TAKEN TO INSTALL THE
IRRIGATION CONTROLLER IN A LOCATION THAT IS ACCESSIBLE
FOR MAINTENANCE, AND SCREENED FROM VIEW EITHER BEHIND
ENTRY WALLS, NEXT TO BUILDINGS, OR BEHIND PLANT MATERIAL.
FINAL LOCATION TO BE APPROVED BY OWNER`S
REPRESENTATIVE. CONTROLLER TO BE INSTALLED PER NATIONAL
ELECTRIC CODE.
CONTRACTOR SHALL UTILIZE HDPE PIPE (AS DESIGNED) AS THE
MAINLINE ACROSS LAKE STREET. MAKE PVC TO HDPE
CONNECTIONS ON BOTH NORTH AND SOUTH SIDES OF STREET.
INSTALL WITH TRACER WIRE WITH HDPE MAINLINE. INSTALL 2-INCH
SLEEVE FOR FUTURE WIRE PATH PER CSU IRRIGATION
MAINTENANCE STAFF.
1
2
3
REFERENCE NOTES SCHEDULE
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215
303.431.6100 MARTINMARTIN.COM
NOT FOR CONSTRUCTION
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215
303.431.6100 MARTINMARTIN.COM
NOT FOR CONSTRUCTION
LAKE STREET PARKING LOT
0" 10'-0" 20'-0" 30'-0" IR100
IRRIGATION LEGEND AND NOTES
P.O. BOX 345
Windsor, CO 80550
970.402.3047
Michelle@MPiDesignsllc.com
MPi Designs, LLC
12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215
303.431.6100 MARTINMARTIN.COM
NOT FOR CONSTRUCTION
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215
303.431.6100 MARTINMARTIN.COM
NOT FOR CONSTRUCTION
LAKE STREET PARKING LOT
PLANTING PLAN
PLANT SCHEDULE: LANDSCAPE MATERIALS:
SEE L200
SEE L100
L200
PLANTING PLAN
LAKE STREET PARKING LOT
PLANTING NOTES:
1. ALL EXISTING DEBRIS, I.E. CONCRETE, STONE ETC, NEEDS TO BE CLEARED FROM THE
SITE PRIOR TO NEW SOIL PREPARATION AND PLANTING OF NEW MATERIAL.
2. ALL PLANT MATERIALS SHALL BE IN ACCORDANCE WITH AAN SPECIFICATIONS FOR
NUMBER ONE GRADE.
3. ALL PLANT AND LANDSCAPE MATERIAL IS SUBJECT TO APPROVAL BY THE CSU
CAMPUS LANDSCAPE ARCHITECT PRIOR TO INSTALLATION. PLEASE COORDINATE
MEETING TO SEE PLANT MATERIAL AT NURSERY FOR APPROVAL.
4. ANY SUBSTITUTION OR ALTERATION OF PLANT OR LANDSCAPE MATERIALS IN
LOCATION, SPECIES, TYPE, ETC. SHALL BE ALLOWED ONLY WITH APPROVAL OF THE CSU
CAMPUS LANDSCAPE ARCHITECT.
6. ALL PLANTING BEDS TO BE MULCHED TO A DEPTH OF 4" WITH HAGEMAN CHOICE
MULCH - NATURAL COLOR. SUGGESTED SOURCES: HAGEMAN'S EARTH CYCLE INC., FORT
COLLINS CO. (970) 221 7173.
6. CONTRACTOR IS RESPONSIBLE FOR REPLACEMENT OF ANY SITE IMPROVEMENTS
DISTURBED OR DAMAGED DUE TO THEIR OPERATIONS.
7. CONTRACTOR IS TO MAINTAIN ALL PLANTINGS AND ASSOCIATED IRRIGATION SYSTEM
INSTALLED UNDER THIS CONTRACT UNTIL FINAL ACCEPTANCE AND TURNOVER TO
OWNER. THIS MAINTENANCE SHALL INCLUDE PROPER WATERING OF ALL PLANTS.
8. ALL PLANT MATERIAL WILL BE COVERED BY A ONE (1) CALENDAR YEAR WARRANTY.
THE CONTRACTOR SHALL REPLACE DEAD. UNHEALTHY, OR OTHERWISE
UNSATISFACTORY MATERIAL THROUGHOUT THIS PERIOD. THE WARRANTY SHALL BEGIN
UPON FINAL ACCEPTANCE OF THE JOB.
9. SHOULD A DISCREPANCY EXIST IN THE PLANT COUNT BETWEEN THE PLAN AND THE
PLANT LIST, THE PLAN SHALL DICTATE.
10. NO EDGING IS DESIRED ON THIS PROJECT
11. SITE MUST BE CLEAN AND FREE OF ALL CONSTRUCTION DEBRIS BEFORE FINAL
ACCEPTANCE.
PLANTING PLAN
PLANT SCHEDULE:
LANDSCAPE MATERIALS:
SEE L200
SEE L100
L100
PLANTING PLAN
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1.1
1.6
1.5
1.1
1.3
1.1
1.4
1.7
1.5
1.4
1.5
2.2
3.1
2.6
2.6
2.7
2.7
2.5
2.5
3.0
1.9
1.1
0.6
0.4
0.2
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
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0.2
0.4
0.7
1.2
1.6
2.2
2.1
2.0
2.6
2.1
2.0
2.4
2.0
1.7
1.9
2.2
2.5
2.6
2.2
2.8
2.8
2.2
2.5
2.4
1.9
1.2
0.7
0.4
0.2
0.2
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
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0.2
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0.7
1.4
2.4
2.9
2.1
2.4
3.6
2.6
2.1
2.9
2.8
2.2
1.7
1.7
2.0
2.1
1.7
1.8
1.8
1.7
2.1
1.9
1.3
0.9
0.6
0.4
0.3
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.3
0.3
0.2
0.2
0.1
0.1
0.0
0.0
0.1
0.1
0.1
0.1
0.2
0.2
0.1
0.1
0.1
0.0
0.2
0.4
0.8
1.3
2.0
2.3
1.8
2.3
1.3
2.4
2.0
2.7
2.5
1.9
1.6
1.6
1.6
1.6
1.2
1.1
1.1
1.2
1.6
1.4
1.1
0.8
0.6
0.4
0.3
0.3
0.2
0.2
0.3
0.3
0.4
0.4
0.4
0.3
0.3
0.3
0.3
0.4
0.6
0.7
0.6
0.4
0.3
0.2
0.1
0.0
0.1
0.2
0.3
0.4
0.5
0.4
0.2
0.1
0.1
0.0
0.2
0.4
0.7
1.2
1.6
1.0
1.3
0.9
0.4
0.9
1.6
1.3
2.1
1.9
1.7
1.6
1.4
1.2
1.0
0.9
1.0
1.1
1.3
1.2
1.0
0.8
0.7
0.5
0.4
0.4
0.3
0.4
0.5
0.5
0.5
0.6
0.6
0.6
0.4
0.4
0.5
0.6
0.9
1.2
1.3
1.0
0.7
0.8
0.2
0.1
0.7
0.6
0.8
1.0
0.8
0.5
0.3
0.2
0.1
0.1
0.2
0.3
0.6
0.8
0.7
0.6
0.5
0.3
0.1
0.4
0.8
0.9
1.3
1.6
1.7
1.8
1.5
1.2
1.1
1.0
1.2
1.3
1.3
1.1
1.0
1.0
1.0
0.8
0.6
0.6
0.5
0.7
0.8
0.8
0.8
0.9
1.0
1.0
0.7
0.7
0.7
0.9
1.3
1.7
2.0
2.0
1.2
2.0
0.6
0.5
1.9
1.1
1.6
1.6
1.1
0.6
0.3
0.2
0.1
0.1
0.2
0.2
0.3
0.3
0.2
0.2
0.2
0.1
0.1
0.2
0.4
0.6
0.9
1.4
1.9
2.2
1.8
1.5
1.6
1.3
1.7
1.8
1.5
1.3
1.2
1.4
1.5
1.3
0.9
0.9
0.8
1.1
1.4
1.3
1.2
1.3
1.6
1.6
1.1
1.2
1.1
1.3
1.8
2.1
2.4
2.9
2.5
2.5
2.2
2.1
2.4
2.1
2.7
1.8
1.1
0.6
0.3
0.2
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.2
0.3
0.5
1.0
1.6
2.1
2.6
2.2
2.3
2.8
2.2
2.3
2.4
2.0
1.7
1.7
1.9
2.1
1.8
1.5
1.7
1.4
1.7
2.0
1.9
1.8
1.9
2.3
2.2
1.9
2.2
1.9
2.0
2.5
2.6
2.8
3.2
2.9
2.2
2.9
3.2
2.1
2.4
2.6
2.0
1.2
0.6
0.3
0.2
0.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.1
0.3
0.5
0.9
1.7
2.8
2.9
2.1
2.8
3.5
2.4
2.4
3.1
2.7
2.2
2.3
2.5
2.8
2.2
2.4
3.1
2.3
2.3
2.7
2.4
2.5
2.9
3.1
2.4
2.3
3.4
2.7
2.3
3.0
3.0
2.8
2.6
2.6
2.0
2.1
2.2
1.8
2.1
1.9
1.3
0.9
0.5
0.3
0.2
0.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.2
0.3
0.5
1.0
1.6
2.1
2.0
2.0
1.9
1.4
2.3
2.0
2.8
2.4
2.1
2.2
2.8
3.1
2.4
2.7
3.0
2.7
2.4
3.4
3.1
2.6
2.7
2.9
2.1
2.6
2.0
2.5
2.6
3.1
3.0
2.4
2.1
1.9
1.3
1.1
1.1
1.0
1.4
1.3
0.9
0.5
0.3
0.2
0.1
0.1
0.0
0.0
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0.1
0.1
0.3
0.5
0.9
1.3
1.4
0.9
1.5
0.3
0.4
1.5
1.2
1.6
2.1
2.0
2.1
2.3
1.6
2.2
1.6
1.0
2.2
2.2
2.5
2.6
2.5
2.4
1.6
1.6
1.5
0.6
1.1
2.1
1.6
2.2
2.0
1.6
1.3
0.9
0.7
0.6
0.6
0.8
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0.6
0.7
1.0
1.4
1.6
1.6
1.4
0.9
1.1
0.3
0.3
1.0
1.1
1.4
2.1
1.9
1.5
1.1
0.8
0.5
0.2
0.4
0.9
0.9
1.4
1.5
1.2
0.9
0.6
0.4
0.4
0.4
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0.5
0.4
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0.1
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0.4
0.7
0.9
0.9
0.6
0.5
0.4
0.2
0.1
0.4
0.5
0.8
1.0
1.1
0.8
0.5
0.4
0.2
0.1
0.2
0.3
0.4
0.6
0.8
0.8
0.6
0.4
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0.3
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0.1
0.1
0.2
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EA1
EA1
EA1
EA1
EA1
EA1
20'
20'
20'
20'
20'
20'
NORTH
SCALE:
1 ELECTRICAL SITE PLAN
E1.01 1" = 30'
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215
303.431.6100 MARTINMARTIN.COM
NOT FOR CONSTRUCTION
LAKE STREET PARKING LOT
AEDESIGN
Integrated Lighting and Electrical Solutions
1900 Wazee Street #205 Denver, CO 80202 303.296.3034
aedesign-inc.com Project #:4370.00
Know what'sbelow.
Call before you dig.
R
ELECTRICAL
SITE AND
PHOTOMETRIC
E1.PLAN 01
NORTH
SCALE:
2 SITE LIGHTING PHOTOMETRIC PLAN
E1.01 1" = 30'
Statistics
Description Symbol Avg Max Min Max/Min Avg/Min
20' FROM PROPERTY LINE 0.1 fc 0.1 fc 0.0 fc N/A N/A
PARKING LOT 1.7 fc 3.5 fc 0.2 fc 17.5:1 8.5:1
PROPERTY BOUNDARY
LINE 0.4 fc 1.3 fc 0.0 fc N/A N/A
SITE 0.4 fc 3.6 fc 0.0 fc N/A N/A
06/07/2019