HomeMy WebLinkAboutPlansFOUNDATION PLAN
SCALE: 1/4" = 1'-0"
2 3 4 51
A
B
C
D
2 3 4 51
A
B
C
D
6
6
7
7
WEST BLDG
EAST BLDG
PIER SCHEDULE
FOOTING SCHEDULE
30
STEEL
(CONTINUOUS)
WIDTH
12
18
P
SYMBOL
18"
12"12"
12"
DEPTH
12"36"
51"
102"102
51
69
42
18"
69"
42"
30"
12"
12"
12"
12"
(3) #4's
(2) #4's
(2) #4's TOP & BTM
(11) #5's
(8) #4's
(6) #4's
(5) #4's
(4) #4's
STEEL
FOUNDATION
(each side)
24 24"12"
WIDTHSYMBOL DEPTH
(3) #4's
(each way)
5 1/2"20'-10"21'-2"21'-2"21'-2"21'-2"20'-10"5 1/2"
127'-3"
9'
-
1
1
/
2
"
11
'
-
8
"
20
'
-
8
"
20
'
-
9
1
/
2
"
62
'
-
3
"
20
'
-
9
1
/
2
"
5 1/2"1'-8"60'-0"1'-6"1'-6"60'-0"1'-8"5 1/2"
20'-10"21'-2"21'-2"21'-2"21'-2"20'-10"5 1/2"5 1/2"
127'-3"
BOTTOM OF ALL PIERS TO BE AT 36" (MIN.) BELOW FINAL GRADE
CENTER OF PIERS TO BE LOCATED BENEATH CENTER OF BOLT GROUPS
24 24
30
30
42 42
69 69
69 69 69 6951
102
OK TO NOTCH TOP OF PILASTERS 1-1/2" x 1-1/2" FOR PERIMETER SHEETING
#4 VERT @ 48" o.c.
12P 1812 12 12
(TYP.)
BOTTOM OF PERIMETER FOOTING TO BE AT 36" (MIN.) BELOW FINAL GRADE
OK TO NOTCH TOP OF PERIMETER FOOTING 1-1/2" x 1-1/2" FOR SHEETING
8
S3.1
(TYP.)
4
S3.1
(TYP.)6
S3.1
(TYP.)
7
S3.1
(TYP.)
5
S3.1
(TYP.)
NOTES:
-PREPARE SUBGRADE PER GEOTECHNICAL INVESTIGATION REPORT BY
KUMAR & ASSOCIATES, INC. DATED AUGUST 17, 2022. "A MINIMUM 6-INCH
LAYER OF RELATIVELY WELL-GRADED SAND AND GRAVEL SHOULD BE
PLACED BENEATH FLOOR SLABS FOR SUPPORT. THIS MATERIAL
SHOULD CONSIST OF MINUS 2-INCH AGGREGATE WITH AT LEAST 50%
RETAINED ON THE NO. 4 SIEVE AND LESS THAN 12% PASSING THE NO.
200 SIEVE."
-VERIFY ALL DIMENSIONS WITH B & C STEEL PRIOR TO FOUNDATION
LAYOUT.
-A307 ANCHOR BOLT DIAMETER TO BE SPECIFIED BY B & C STEEL WITH
EMBEDMENT DEPTH PER DETAILS ON SHEET S3.1. ANCHOR BOLTS
SHALL EXTEND TO REBAR GRID IN PIERS OR PERIMETER GRADE BEAM.
-PROVIDE 6" CONCRETE SLAB ON GRADE PER PLAN WITH CONTROL
JOINTS AT 10-FT o.c. EACH WAY.
-SEE SHEET S3.1 FOR STANDARD DETAILS PER APPLICATION.
6" CONCRETE SLAB ON GRADE SLAB w/
4,000 PSI CONCRETE
#5 CONTINUOUS REBAR @ 16" o.c., EACH WAY, TOP AND BOTTOM
3" CLEAR COVER ON REBAR
APRON CONCRETE SLAB ON GRADE CONSTRUCTION:
SLOPE APRON TO DRAIN SLOPE APRON TO DRAIN
(6) #5 VERTICAL &
#3 TIES @ 12" o.c.
(TYPICAL OF 8)
12" x 12" PILASTER w/
(4) #5 VERTICAL &
#3 TIES @ 12" o.c.
(TYPICAL OF 5)
18" x 12" PILASTER w/
(6) #5 VERTICAL &
#3 TIES @ 12" o.c.
(TYPICAL OF 1)
18" x 18" PILASTER w/
C
18
12
12
12 12
12
12
18C
C C C C C C
C
PILASTERS
TYPICAL SLAB ON GRADE CONSTRUCTION:
6" CONCRETE SLAB ON GRADE w/ 4,000 PSI CONCRETE
#5 REBAR @ 24" o.c. BOTH WAYS @ CENTERLINE
o/ VAPOR BARRIER
o/ MIN. 6" AGGREGATE BASE COURSE (ABC) PER GEOTECH
FINISH SURFACE TO BE EPOXY PER OWNER
TYPICAL SLAB ON GRADE CONSTRUCTION:
6" CONCRETE SLAB ON GRADE w/ 4,000 PSI CONCRETE
#5 REBAR @ 24" o.c. BOTH WAYS @ CENTERLINE
o/ VAPOR BARRIER
o/ MIN. 6" AGGREGATE BASE COURSE (ABC) PER GEOTECH
FINISH SURFACE TO BE EPOXY PER OWNER
6
S3.1
(TYP.)
P
(TYP.)
4
S3.1
(TYP.)
8
S3.1
(TYP.)
7
S3.1
(TYP.)
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S1.0
FOUNDATION
PLAN
DESIGN CRITERIA
Design Wind Speed: MPH (Vult)
DESIGN LOADS
Roof Loading:
DESIGN PARAMETERS
Ground Snow Load: PSF
Site Elevation: Ft.5,550
40 Exposure:C
Concentrated Load = LBS.
(Based upon sq. ft. area shown in calcs)
10,000
Seismic Design Category:115 B
Roof Dead Load =
Roof Snow Load =PSF40
Per B & C Steel
Snow Load Contribution to Seismic Dead Load: 1/5
Soil Bearing Pressure = 2,000 PSF Per Geotechnical Report Provided By: Kumar & Associates, Inc.
GENERAL CONSTRUCTION NOTES:
1. GENERAL
a) All work shall conform to the 2015 IBC and applicable local codes.
b) Where applicable, allowable stresses have been increased for timber 15% (except where prohibited) for snow and 60% for wind and
seismic.
c) All codes and standards shall be the most current edition as of the date of the calculations.
d) The Engineer is responsible for the structural items in the plans only. Should any changes be made from the design as detailed in these
calculations without written approval from the Engineer then the Engineer assumes no responsibility for the entire structure or any portion
thereof.
e) These calculations are based upon a completed structure. Should an unfinished structure be subjected to loads, the Engineer should be
consulted for an interim design or if not, will assume no responsibility.
f) The details shown on the drawings are typical. Similar details apply to similar conditions.
2. SITE WORK
a) Assumed soil bearing pressure shall be determined in accordance with IBC Table 1804.2 or if a Geotechnical Report is provided, the
Report shall supercede these specifications.
b) Building sites are assumed to be drained and free of clay or expansive soil. These calculations assume stable, undisturbed soils and level
or stepped footings. Any other conditions should be reported to this Engineer.
c) Foundations shall bear on non-expansive native soil or compacted structural fill. Any loose soil in the bottom of the footing excavations
shall be compacted to at least 90% relative compaction or removed to expose firm, unyielding material.
d) All footings shall bear on undisturbed soil with a footing depth below frostline (36" as per local requirements).
e) All finished grade shall slope a minimum of 5% away from foundation for a minimum of 10 ft.
f) This Engineer has not made a geotechnical review of the building site and is not responsible for general site stability or soil suitability for
the proposed project.
g) Foundation design is based on minimum footing dimensions and bearing capacities set forth in Tables 1804.2 and 1805.4.2 of Chapter 18
of the IBC or the Geotechnical Report, if available. If no Geotechnical Report is available, assume Class 4 soil with allowable soil bearing
pressure as per local policy, uno, with a constant expansion index less than 20.
3. FILL & BACKFILL (GEOTECHNICAL REPORT, IF AVAILABLE, SHALL SUPERCEDE THESE SPECIFICATIONS)
a) Fill material shall be free from debris, vegetation, and other foreign substances.
b) Backfill trenches shall be compacted to 90% density per ASTM D1557 to within 12" of finished grade. The top 12" shall be landscape fill.
c) Backfill at pipe trenches shall be compacted on both sides of pipe in 6" lifts.
d) Waterproof exterior faces of all foundation walls adjacent to usable spaces.
e) Backfill at foundation walls shall be compacted to 90% relative density, uno.
f) Use 4" diameter PVC, uno, perforated pipe sub-drain behind all retaining walls. Slope pipe to drain to daylight and/or drywell.
4. CONCRETE / MASONRY
a) Concrete shall have a minimum 28 day compressive strength of 3,500 psi, uno and 4,000 psi for all slabs on grade, uno.
b) Concrete exposed to freezing & thawing or deicing chemicals shall be air entrained per ACI 318, Section 4.2.1.
c) All slabs on grade shall be placed over 4" minimum of free draining aggregate base compacted to a minimum of 95% relative compaction.
Provide 2" dry granular material above and below a 10 mil. (min.) vapor barrier at all living areas and areas requiring moisture protection. The
granular layer above the vapor barrier shall be dry at the time of concrete placement. Placement of interior vapor barrier, granular layer, and
concrete shall occur after the roof is installed and water-tight. In cases where it is desired to have the concrete slab placed directly in contact with
the vapor barrier, it shall be the responsibility of the contractor to ensure the use of high-quality concrete with a low water content and
water-cement ratio and proper finishing techniques, including wet curing of the top of slab, allowing sufficient stiffening time before floating, and
appropriate use of control joints. Additional measures to minimize dominant joints, delaminations, blistering, crusting, plastic shrinkage cracking,
bar shadowing and subsidence cracking longitudinally over reinforcement, reduction in surface flatness, and finishing time will likely be required
and are the responsibility of the contractor.
d) All slab on grade subgrade (upper six inches) shall be scarified, moisture conditioned to within 2% of optimum, and uniformly compacted
to at least 90% of maximum dry density as determined by ASTM D1557 and IBC Chapter 18. This will not be required if slabs are to be placed
directly on undisturbed compacted structural fill.
e) Waterproofing of foundations and retaining walls is the responsibility of the client.
f) Reinforcement shall be grade 60 as per ASTM A615 uno.
g) Reinforcement cover in cast-in-place concrete shall be as follows:
3" - Concrete cast against and permanently exposed to earth.
1 1/2" - Concrete exposed to earth or weather with #5 bars or smaller.
3/4" - Concrete not exposed to weather or in contact with ground, #11 bars and smaller.
1 1/2" - Beams, columns, and pilasters, cover over ties.
1 1/2" - clear to top for reinforcement in slabs on grade. Per ACI 318, Section 7.7.1.
h) Provide slab control joints (saw cut or plastic inserts) at incremental spacing each way. Joint depth to be 1/4 of slab depth. Maximum
recommended distance between joints is 12'.
i) Reinforced concrete shall conform to applicable requirements of IBC and ACI Standard 318.
j) Aggregate shall conform to ASTM C33 for stone aggregate.
k) Use normal weight concrete (145 pcf) for all concrete, uno. Use Type II cement, uno. Use Type V cement if soil contains sulfate
concentrations of 0.2% or more.
l) Weather protection:
1) In hot weather, follow "Hot Weather Requirements", per IBC Section 1905.13, ACI 318, Section 5.13.
2) In cold weather, follow "Cold Weather Requirements", per IBC Section 1905.12, ACI 318, Section 5.12.
m) All reinforcing steel and anchor bolts shall be accurately located and adequately secured in position before and during placement of
concrete.
n) All details of fabrication and installation of reinforcing steel shall be in accordance with the ACI Manual of Standard Practice.
o) Client shall level completed foundation before commencing framing and record any variations in the foundation of 1/2" or greater.
5. HARDWARE / STRUCTURAL STEEL
a) All anchor bolts specified must meet ASTM A307. Anchor bolt diameter to be specified by B & C Steel.
6. DESIGN LOADS
a) All floor and roof systems shall be designed per the IBC Chapter 16. Use floor design loads as set forth in Table 1607.1 of the IBC. Use
roof design loads as set forth in Section 1607.11 of the IBC.
b) Snow loading as per Figure 1608.2 and Section 1608 of the IBC, and ASCE 7 and local amendments.
c) Where snow loads occur that are in excess of the design conditions, the structural systems shall be designed for such loads as
determined by the local building official.
d) Every building or structure and every portion thereof shall be designed to resist wind effects in accordance with IBC Section 1609 and
ASCE 7.
e) Every building or structure and every portion thereof shall be designed to resist the effects of seismic ground motions in accordance with
IBC Section 1613 and ASCE 7.
f) Design snow loads of 30 psf or less need not be combined with seismic loads. Where design snow loads exceed 30 psf the design snow
load shall be included with seismic loads, but may be reduced up to 80%. Some jurisdictions use lesser reductions, see seismic calculations.
Each End
Each
Edge Nailing
Each Side
Existing
Equal
Exterior
Floor
Embedment
Field Nail / Face Nail
Both Sides
Concrete Masonry Unit
Continuous
Detail
Dead Load
Diameter
Double
Drawing
Douglas Fir, North
Concrete
Blocking
Cantilever
Centerline
Column
Boundary Nailing
Beam
Anchor Bolt
Additional
Bearing
At
SPEC Specification
HDR Header
BLKG
Unless Noted Otherwise
Under
Pounds Per Square Foot
Pounds Per Square Inch
Pressure Treated or
Preservative Treated
F.N.
EXT
FLR PSI
Parallel Strand Lumber
Not Applicable
Number / Pounds
Laminated Veneer Lumber
New
DBL
(E)
DWG
E.N.
EMBED
EE
EQ
ES
EA
DF
DIA.
One Side
Plywood
Plate
Over / On
On Center
Not to Scale
B.N.
B/S
D.L.
DET/DTL
COL
CONC
CONT
CMU
CANT
CL
Manufacturer
Maximum
Machine Bolt
Live Load
Joist
Horizontal
Interior
Hem-Fir
(N)
o/s
PL
P.W. or PLY
PSF
PSL
o.c.
#
N/A
NTS
Welded Wire Mesh
With
Verify In Field
Welded Wire Fabric
Vertical
LVL
MFR/MFGR
MAX
L.L.
M.B.
JST
INT
HORIZ
HF
Tongue & Groove
Top Of
Typical
Toe Nail
Square Footage
Standard
Threaded
Steel
Square
u/
WWM
w/
VERT
WWF
UNO
VIF
THR'D
T.O.
TYP
T&G
T.N.
STD
STL
SQ
SF
Glued Laminated Beam
Gypsum Board
ABBREVIATIONS
BM
ADD'L
A.B.
BRG
@
Hanger
Footing
Foundation
GLB
GYP BD
HGR
FTG
FDN/FND
Schedule
Similar
Shear Wall
Redwood
Required
SCHED
SIM
SW
RWD
REQ'D
StaggeredSTAGG
StructuralSTRUC
PT
HoldownHD
AboveABV
BelowBLW
Engineered Wood BeamEWB
Engineered Wood ColumnEWC
HSS Tube Steel
MinimumMIN
o/
Floor Loading:
Floor Dead Load =
Floor Live Load =
Total Floor Load =
PSF60
125
185
PSF
PSF
S = 0.318DS
Dated June 13, 2022 and Updated August 17, 2022
S3.0
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STRUCTURAL
NOTES
6 75
1 2 3 4
8
STD-001 SCALE: 3/4" = 1'-0"
REBAR CONFIGURATION AND LAPS
TYPICAL HOOKED REBAR
TYPICAL TIES & STIRRUPS
D=6 BAR DIA'S FOR #3 TO #8 REBAR
D=8 BAR DIA'S FOR #9 TO #11 REBAR
D
4 BAR DIA'S
4" MIN.
D
12
B
A
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D
I
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S
6"
M
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TYPICAL REBAR OFFSET
6
1 MAX.
D
6 B
A
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D
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S
4" M
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.
6
B
A
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4"
M
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D
135
D
135
6 BAR DIA'S
4" MIN.
6 B
A
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S
4" M
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135135
D
6 B
A
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D
NOTE 1: USE FOR SINGLE CURTAIN
OR DBL. CURTAIN REINFORCEMENT
WITH SPLICES STAGGERED 24".
NOTE 2: USE FOR (2) OR MORE
BARS SPACED 3" OR CLOSER
TOGETHER. IF SPLICES ARE
STAGGERED USE SINGLE CURTAIN
90
909090
90
#3
21"
MINIMUM LAP LENGTHS @ REBAR SPLICES (f'c=3000 PSI MIN.)
SIZE OF REINFORCEMENT
15"
23"
20"
#4
30"
20"
30"
26"
#5
46"
25"
38"
33"
#6
65"
30"
45"
39"
#7
89"
35"
53"
46'
#8
117"
40"
60"
52'
#9
148"
-
-
-
#10
188"
-
-
-
CONCRETE
CMU-SINGLE CURTAIN OF REINFORCEMENT (SEE NOTE 1)
TYPICAL
w/ SPLICE @ MIDHEIGHT OR SPAN
CMU-DOUBLE CURTAIN OF REINFORCEMENT (SEE NOTE 2)
TYPICAL
w/ SPLICE @ MIDHEIGHT OR SPAN 30"39"50"59"69"78"--LAP LENGTHS.
STD-002 SCALE: 1/2" = 1'-0"
LAPS IN CONCRETE FOOTINGS
TYPICAL REINFORCEMENT
*NOTE:
24" (TYP.)
24
"
(
T
Y
P
.
)
12"
12
"
24" (TYP.)24" (TYP.)
12
"
FOOTING INTERSECTION
12"
12"
SIZE AND REINFORCEMENT
SEE PLANS FOR FOOTING
FOOTING CORNER
FOOTING END
STD-003 SCALE: 1-1/2" = 1'-0"
TYPICAL CONCRETE SLAB JOINTS
TYPICAL CONTROL JOINT
TYPICAL ISOLATION JOINT
TYPICAL DOWEL JOINT
t
t
t
2"
1/8" JOINT - SAWCUT JOINT WITHIN 24 HOURS OF POURING
CONCRETE AND USE JOINT SEALING COMPOUND OPTION:
"BURKE" PLASTIC ZIP STRIP JOINT FORMER.
CUT ALTERNATE WWF OR DELETE ALTERNATE REBAR
3/8" FULL DEPTH JOINT WITH JOINT CAP
AND JOINT SEALING COMPOUND.
SEALED JOINT WITH REMOVABLE JOINT CAP
AND JOINT SEALING COMPOUND.
5/8" DIA x 18" SMOOTH GREASED DOWELS @ 12" o.c.
"BURKE" KEYED COLD JOINT, APPROVED EQUAL,
OR PRECAST CONCRETE SCREED RAIL
*NOTE:
PLACE SLAB ON GRADE IN MONOLITHIC
POURS IN LARGEST AREAS FEASABLE. USE
DOWEL JOINTS WHERE COLD JOINTS OCCUR.
t/
4
t/
4
xxx SCALE: 3/16" = 1'-0"
TYPICAL PIER @ TIE BEAM
xxx SCALE: 3/16" = 1'-0"
TYPICAL TIE BEAM
005-100 SCALE: 3/16" = 1'-0"
TYPICAL PERIMETER FOOTING
TY
P
.
3"
3'
-
0
"
1'-0"
EXTERIOR FINISHED GRADE INTERIOR TOP OF SLAB
005-100 SCALE: 3/16" = 1'-0"
PERIM. FOOTING AT HANGAR DOOR
xxx SCALE: 3/16" = 1'-0"
TYPICAL PIER
12" W x 36" (MIN) TO 44" (MAX) D PERIMETER FOOTING
w/ (2) #4 CONTINUOUS REBAR TOP & BOTTOM AND
#4 VERTICAL REBAR @ 48" o.c.
6" CONCRETE SLAB ON GRADE (4,000 psi)
w/ #5 REBAR @ 24" o.c. BOTH WAYS @
CENTERLINE o/ VAPOR BARRIER o/
MIN. 6" AGGREGATE BASE COURSE (ABC)
PER GEOTECH
TY
P
.
3"
3'
-
0
"
1'-0"
INTERIOR TOP OF SLAB
12" W x 36" (MIN) TO 44" (MAX) D PERIMETER FOOTING
w/ (2) #4 CONTINUOUS REBAR TOP & BOTTOM AND
#4 VERTICAL REBAR @ 48" o.c.
6" CONCRETE SLAB ON GRADE (4,000 psi)
w/ #5 REBAR @ 24" o.c. BOTH WAYS @
CENTERLINE o/ VAPOR BARRIER o/
MIN. 6" AGGREGATE BASE COURSE (ABC)
PER GEOTECH
WF COLUMN BY OTHERS
1'
-
0
"
36" MIN. BAR OVERLAP4'-3"
INTERIOR TOP OF SLAB
REBAR GRID PER PLAN
#3 SHEAR TIES @ 12 " o.c.
(4) #5 VERTICALS
ANCHOR BOLTS BY OTHERS
BASE PLATE &
(EXTEND TO REBAR GRID)
METAL WALL SHEETS
BY OTHERS
TIE REINFORCEMENT
AROUND ANCHORS
TIE BEAM & REINFORCEMENT
PER PLAN
12" x 12" PILASTER w/ (4) #5
3" TYP.
(3) #4 CONTINUOUS
1'-6"
1'
-
0
"
6"
INTERIOR TOP OF SLAB
#3 TIE
ANCHOR BOLT
2" M
I
N
.
36
"
M
I
N
.
O
V
E
R
L
A
P
#4 TIES
TYP. SHEAR TIE
TYP. TIE BEAM REINFORCEMENT
ANCHOR BOLT
VERTICALS & #3 TIES @ 12" o.c.
(T
Y
P
.
)
3"
(4) #5 VERTICAL &
#3 TIES @ 12" o.c.
(TYPICAL OF 5)
12" x 12" PILASTER w/
CONCRETE PIER PER PLAN
TY
P
.
3"
6" CONCRETE SLAB ON GRADE (4,000 psi)
w/ #5 REBAR @ 24" o.c. BOTH WAYS @
CENTERLINE o/ VAPOR BARRIER o/
MIN. 6" AGGREGATE BASE COURSE (ABC)
PER GEOTECH
3'
-
0
"
EXTERIOR FINISHED GRADE
1'
-
0
"
WF COLUMN BY OTHERS
3'-6"
INTERIOR TOP OF SLAB
REBAR GRID PER PLAN
#3 SHEAR TIES @ 12 " o.c.
(4) #5 VERTICALS
ANCHOR BOLTS BY OTHERS
BASE PLATE &
(EXTEND TO REBAR GRID)
METAL WALL SHEETS
BY OTHERS
12" x 12" PILASTER w/ (4) #5
3" TYP.
#3 TIE
ANCHOR BOLT
2" M
I
N
.
TYP. SHEAR TIEVERTICALS & #3 TIES @ 12" o.c.
(T
Y
P
.
)
3"
CONCRETE PIER PER PLAN
3'
-
0
"
EXTERIOR FINISHED GRADE
1'
-
0
"
6" CONCRETE SLAB ON GRADE (4,000 psi)
w/ #5 REBAR @ 24" o.c. BOTH WAYS @
CENTERLINE o/ VAPOR BARRIER o/
MIN. 6" AGGREGATE BASE COURSE (ABC)
PER GEOTECH
2" INSULATION TO 24" BELOW GRADE
2" INSULATION TO 24" BELOW GRADE
2" INSULATION TO 24" BELOW GRADE
1-1/2" x 1-1/2" NOTCH
OMIT AT DOORS
(4) #5 VERTICAL &
#3 TIES @ 12" o.c.
(TYPICAL OF 5)
12" x 12" PILASTER w/
2" INSULATION TO 24" BELOW GRADE
6" CONCRETE SLAB ON GRADE (4,000 psi)
w/ #5 REBAR @ 24" o.c. BOTH WAYS @
CENTERLINE o/ VAPOR BARRIER o/
MIN. 6" AGGREGATE BASE COURSE (ABC)
PER GEOTECH
6" CONCRETE SLAB ON GRADE (4,000 psi)
w/ #5 REBAR @ 24" o.c. BOTH WAYS @
CENTERLINE o/ VAPOR BARRIER o/
MIN. 6" AGGREGATE BASE COURSE (ABC)
PER GEOTECH
OK TO POUR MONOLITHICALLY
EXPANSION JOINT
TYP. AROUND PILASTERS
EXPANSION JOINT
TYP. AROUND PILASTERS
6"6"
OK TO POUR MONOLITHICALLY
PL
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7
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S3.1
STRUCTURAL
DETAILS
X X X X X
X
X
X
X
<
<
<
<
<
<
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<
<
<<
<
<
<
<<
<
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Hangar 1
Hangar 2
Valley Pan
Drainage Swale
Phase 2
Not Included In This
Permit Package
Betty Clark Way
Taxilane B-4
Airport Boundary
Holy Cross Energy
Electric Easement
Asphalt
Access Drive
RCP CulvertExist. RCP Culvert
Existing Fence
Hangar 3
Hangar 4
Lease Boundary
Lease Boundary
Design Notes
1.The design is based on the best available information. This includes but is not limited to site conditions, features and
structures, and topographical information. Crystal River Civil is assuming no responsibility for the accuracy of site information.
2.If any discrepancies or inaccurate information is found within Crystal River Civils' documents, the affected work should be
temporarily put on hold. Contact CRC to verify a solution and hold all work until the necessary alterations have been made.
3.No field changes are to occur without written approval of the engineer. If changes are requested and approved, Crystal River
Civil will review the change and respond accordingly.
Construction Notes
1.All work completed on this project must meet standards set by the project's jurisdictions. This includes but is not limited to
HOA standards, city/town standards, county standards, and/or state standards.
2.The contractor is required to have a copy of current and approved construction plans. Any standards and specifications
necessary for the work must be on site for the duration of the project as well.
3.All work must be completed to horizontal and vertical information shown on the plans. If any changes have occurred, Crystal
River Civil must verify the alterations prior to receiving approval of completion.
4.Construction staking of horizontal and vertical layout is the responsibility of the Contractor. If additional documents, site visits
for verification, or alterations are necessary, Crystal River Civil can be hired for construction administration for additional
services.
5.Property lines, monuments, benchmarks, survey control, and additional historic survey information cannot be removed and
cannot be removed for construction. Disturbed survey items are the responsibility of the contractor and must be restored by a
state of Colorado licensed land surveyor.
6.Work and storage areas must be maintained only onsite. Project construction in Right-Of-Ways, public space, and private
property must be approved in writing by the necessary jurisdiction or individual.
7.Limits of disturbance, tree protection, and slope protection defined within the plans must be met. Disturbances outside of these
extents may require alterations to the design and has implications that are the responsibility of the contractor. If damage shall
occur outside of these areas, the site conditions shall be restored to their original state.
8.If applicable and a tree removal plan has been developed for the project, it is the responsibility of the contractor to meet the
proposed conditions by the approved document. The contractor must not damage, trim, or remove trees and or bushes that
are not approved for modification by the tree removal plan. Approval for proceeding with additional tree removal must be
approved by Crystal River Civil, the landscape architect, the owner, and/or any stakeholders.
9.The Contractor is responsible for removal of waste created onsite from construction. Waste material that does not meet the
requirements for cannot be used for backfilling on the project and must be exported from the site.
10.All materials requiring compaction must meet CDOT and/or ASTM Standards.
11.If traffic control is needed for the project, it is the responsibility of the contractor to obtain and implement an approved traffic
control plan. Street access must be provided to the public within the Right-Of-Way - Any obstruction to general traffic flow
must be mitigated for. Pedestrian access must be always provided, and traffic entering and leaving the project site is to be
observed by the contractor.
12.Dust mitigation must be provided by the contractor as necessary. Water shall be used as a dust palliative where and when
required. Sweeping and cleaning streets and sidewalks during the construction will be directed by the affected jurisdictions and
performed as necessary by the contractor.
Utility Notes
1.Utilities shown on these plans have been located and documented by the surveyor.
2.Existing utilities must be verified on the site prior to construction. The contractor must protect and maintain these existing
utilities throughout construction. If any damages occur to existing utility lines, it is the responsibility of the contractor to
coordinate with the utility provider replace and repair the utilities as necessary.
3.The contractor must notify the utility providers a minimum of 3 days prior to any work completed. Coordination with the utility
providers is the responsibility of the contractor.
4.All utility work completed by the contractor must be installed as per the utility providers' standards and requirements.
Inspections must be performed by utility providers as deemed necessary by the corresponding standards. It is the
responsibility of the contractor to organize these inspections.
5.If any shallow utilities, including communication and telephone services and lines, are exposed, and temporarily altered for
construction, the reinstallation of these utilities must conform with the utility providers standards.
6.Uncovered gas lines must be temporarily contained with 18 inches backfill to minimize exposure.
7.Stormwater infrastructure must pe protected by the contractor as shown in the Erosion Control Plan. During construction,
additional stormwater management may be necessary during specific construction procedures and is the responsibility of the
contractor.
XC XC C C C
XFO XFO FO FO
<<
FD FD
XG XG G G G
XSS XSS SS SS
XUE XUE UE UE
XOE XOE OE OE
XT XT T T T
XW XW W W W
XWS XWS WS WS
Abbreviations:
ASTM American Society of Testing and Materials
Avg Average
Bldg Building
BM Benchmark
BMP Best Management Practices
BOW Bottom of Wall
Con Concrete
Demo Demolition
Dia or Ø Diameter
Dim Dimension
El or Elev Elevation
Ex Existing
FFE Finished Floor Elevation
FL Flow Line
Ft Foot or Feet
Gal Gallons
Horiz Horizontal
Hp High Point
Inv Invert
LF Linear Feet
LP Low Point
Max Maximum
Min Minimum
NTS Not To Scale
Off Offset
PC Point of Horizontal Tangency
PCC Point of Compound Curve
Perf Perforated
PI Point of Horizontal Tangency
Prop Proposed
PVC Polyvinyl Chloride Pipe
Q Flow Rate
RCP Reinforced Concrete Pipe
ROW Right-Of-Way
SF Square Feet
Sta Station
SY Square Yard
TD Trench Drain
Legend
Existing
Communications Line
Proposed
Easement Line
Edge of Pavement
Edge of Gravel
Edge of Water
Fiber Optic Line
Flow Line
Foundation Drain
Gas Line
Gutter Flow Line / Break Line
Major Contour Line
Minor Contour Line
Property Line
Sanitary Sewer Line
Storm Drain Line
Concrete / Sidewalk / Patio
Underground Electric Line
Overhead Electric Line
Telephone Line
Water Line
Water Service Line
TOW Top of Wall
XRW XRW RW RWRaw Water Line
Of 11 Pages
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1101 Village Road, Unit UL-3C
Carbondale, CO 81623
(970) 510 - 5312
JK
E
Re
v
i
e
w
e
d
B
y
For Construction
Job #: 24.10
02
Co
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Drawing Scale
Units (Feet) 1" = 40'
0 40 80
N
S
W E
C.001
Title
Garfield County Airport Hangars
Rifle - Garfield County Airport (RIL)
Rifle, Colorado 81650
Vicinity Map
Not To Scale
Site
Sheet List Table
Sheet Number Sheet Title
C.001 Title
C.002 Overall Site Plan
C.003 Basins
C.004 Grading Plan
C.005 Utility Plan
C.006 Sanitary Sewer Plan And Profile
C.007 Access Plan And Profile
C.008 Firetruck Turnaround Analysis
C.009 Erosion Control Plan
C.010 Construction Details
C.011 Water Details
X X X X X X X X X
X
X
X
X
X
X
X
X
X
XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW XW XW XW XW XW
XW
XW
XW
XW
XW
XW
X
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X
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X
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XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
W
XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW
XW
XW
XW
XW XW XW XW XW XW
XT
XT
XT
XT
XT
XT
XT
XT
XT
XT
XT
XT
XT
XT
XT
XT
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XT
XT
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XTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXT
XT XT XT XT XT XT XT XT XT XT XT XT XT XT XT XT XT XT
<
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<<<<
UE
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UE
UE
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UE
UE
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UE
UE
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UEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUE
<<
T T T T T T T T T T T T T T T T T T T T T T T T T T T T T
T
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W
W
W W W W W W W W W W W W W W W W W W W W W W W W W W
W
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SS
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SS
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W W W W
W
Hangar 1 Hangar 3
Betty Clark Way
(Asphalt)
Neighboring Hangar
Develpment
Asphalt Access Drive
Valley Pan
Flowline
60' of 30" RCP Culvert
Existing Fence
Exist.
Hydrant
Taxilane B-4
(Asphalt)
Airport Boundary
Swale Flowline (Typ.)
Exist. 30" RCP Culvert
4' Wide Conc.
Valley Pan
4' Wide Conc.
Valley Pan
5557
555
5
55
5
5
5550
5545
55
4
0
5540
5543
5545
5550
Taxilane B-4
Centerline
Betty Clark Way
Centerline
Exist. Hydrant
55.00 31.00
39
.
5
0
55' Clear Space Line From
Centerline Of Exist. Road
39.50' Clear Space Line From
Centerline Of Exist. Road
Exist. Overhead
Electric Pole
20' Holy Cross
Electric EasementExist. Fence
Phase 2 To Be Submitted
On A Separate Permit
79.00 62.2562.25
19.50 40.01 19.51
12
7
.
2
5
5' Rip Rap Band Along Edge Of
Structure To Prevent Erosion
5' Rip Rap Band Along Edge Of
Structure To Prevent Erosion
555
5
30" RCP Flared
End Section
30" RCP Flared
End Section
12
7
.
2
5
5542
5542
5543
5543
55
4
2
5
5
4
2
5541
55
4
0
55
4
2
55
4
0
5540
5538
5540
5542
5540
5542
5540
5542
55
4
6
55
4
4
55
4
2
55
4
2
55
4
8
55
5
0
5542
5542
5543
Hangar 2 Hangar 4
55
4
1
Holy Cross Energy Electric
Transfomer. Pad Elev = 5541.25'
Concrete
Apron
Concrete
Apron
Refer To Structural For
Concrete Apron Section Detail
Refer To Structural For
Concrete Apron Section Detail
28
.
5
0
13
.
0
0
28
.
5
0
13
.
0
0
21
.
0
0
19.50
5' Conc. Sidewalk
5' Conc. Sidewalk
6' Conc. Sidewalk5' Conc. Sidewalk
Farm Hydrant
Farm Hydrant
Standard 9' x 20'
Parking Stall
Standard 9' x 20'
Parking Stall
Standard 9' x 20'
Parking Stall
ADA Van Accessible
11' x 19.5' Parking Stall
Standard 9' x 20'
Parking Stall
5' ADA
Compliant Aisle
5' ADA
Compliant Aisle
Exist. Sanitary
Sewer Manhole
Prop. Sanitary
Sewer Manhole
Fire Hydrant
No Parking Sign
Fire Truck
Turnaround Area
17
.
4
0
34.00
Lease Boundary
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1101 Village Road, Unit UL-3C
Carbondale, CO 81623
(970) 510 - 5312
JK
E
Re
v
i
e
w
e
d
B
y
For Construction
Job #: 24.10
02
Co
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Drawing Scale
Units (Feet) 1" = 20'
0 20 40
N
S
W E
C.002
Overall Site Plan
X X X X X X X X X
X
X
X
X
X
X
X
X
X
<
<
<
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<
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<
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5557
555
5
55
5
5
5550
5545
55
4
0
5540
5543
5545
5550
555
5
Exist. 30" RCP Culvert
P.O.C. Basin 1
Proposed 30" RCP Culvert
Drainage Swale
Flowline (Typ.)
Conc. Valley Pan
Flowline (Typ.)
Proposed 30" RCP Flared End SectionProposed 30" RCP Flared End Section
5542
5542
5543
5543
55
4
2
5
5
4
2
5541
55
4
0
55
4
2
55
4
0
5540
5538
5540
5542
5540
5542
5540
5542
55
4
6
55
4
4
55
4
2
55
4
2
55
4
8
55
5
0
5542
5542
5543
Hangar 1
Hangar 2
Drainage Basin
Delineation Line
Phase 2 To Be Submitted
On Separate Permit
Betty Clark Way
Taxilane B-4
55
4
1
Hangar 3
Hangar 4
Airport
Boundary
Lease Boundary
Existing Fence
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1101 Village Road, Unit UL-3C
Carbondale, CO 81623
(970) 510 - 5312
JK
E
Re
v
i
e
w
e
d
B
y
For Construction
Job #: 24.10
02
Co
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Drawing Scale
Units (Feet) 1" = 20'
0 20 40
N
S
W E
C.003
Basins
Note: Drainage Calculations Take Into Account Phase 2 Impervious Areas To Ensure Storm System Conveyance Capacity.
X X X X X X X X X
X
X
X
X
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X
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X
XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW
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XW
XW
XW
XW
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XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW XW XW XW XW XW
XW
XW
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XW
XW
XW
X
O
E
X
O
E
X
O
E
X
O
E
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
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XOE
XOE
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XOE
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XOE
XOE
XOE
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W
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XTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXT
XT XT XT XT XT XT XT XT XT XT XT XT XT XT XT XT XT XT
<
<
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UEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUE
<<
T T T T T T T T T T T T T T T T T T T T T T T T T T T T T
T
T
T
W
W
W W W W W W W W W W W W W W W W W W W W W W W W W W
W
W
W
W
WSWSWSWSWSWSWSWSWSWSWSWSWSWSWSWSWSWSWS
W
S
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WS
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UE
UE
UE
<<<
<
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WS
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S
W W W W
W
5557
555
5
55
5
5
5550
5545
55
4
0
5540
5543
5545
5550
FL:41.48
42.50
42.19
FL:42.15
42.18 42.18
42.18FL:42.14
42.50
43.0043.00
42.50
42.50
42.26
FL:42.22
42.26 42.26
FL:42.22 42.26 42.50
42.50
42.5042.50
41.62
FL:41.58
41.6241.62
FL:41.58
41.62
42.5042.50FL:39.22
39.22
FL:37.71
Inv. Out:37.96
41.92
Inv. In:38.26
42.12
EG:42.68EG:42.24
FL:40.01
FL:40.22
41.45
FL:40.87
FL:40.56
Inv. In:37.41
FL:37.41
2.0%
0.5%
5.5%
2.0%2.0%
1.
0
%
1.
0
%
1.
0
%
0.
5
%
0.
5
%
0.
5
%
2.0%
0.5%
5.5%
2.1
%
3.
2
%
2.0%2.0%
1.0%
0.
7
%
2.5:1
2.5:1
5.
5
:
1
2.9:
1
9.
0
:
1
2.
5
:
1
5.0
:
1
3.
0
:
1
Hangar 1
FFE = 5542.50'
Asphalt Access Drive
4' Wide Conc.
Valley Pan
555
5
4' Wide Conc.
Valley Pan
Hangar 2
FFE = 5542.50'
Phase 2 To Be Submitted
On A Separate Permit
42.02
Swale Flowline
(Typ.)
Taxilane B-4
(Asphalt)
Betty Clark Way
(Asphalt)
Culvert 1
30" RCP Culvert
See Design Profile On This Sheet
Exist. 30" RCP Culvert
Proposed 30" RCP
Flared End Section
Proposed 30" RCP
Flared End Section
Concrete
Apron
Concrete
Apron
5542
5542
5543
5543
55
4
2
5
5
4
2
5541
55
4
0
55
4
2
55
4
0
5540
5538
5540
5542
5540
5542
5540
5542
55
4
6
55
4
4
55
4
2
55
4
2
55
4
8
55
5
0
5542
5542
5543
55
4
1
Hangar 3
FFE = 5542.50'
Hangar 4
FFE = 5542.50'
42.38 42.38
42.40
42.30
42.50
42.40
42.2242.1242.40
42.50
3.
0
:
1
42.21 42.11
42.50
42.40
42.13
5' Sidewalk
6' ADA Sidewalk
5' Sidewalk5' Sidewalk
Holy Cross Energey Electric
Transformer Pad Elev = 5541.25'
Refer To Structural For
Concrete Apron Section Detail
Refer To Structural For
Concrete Apron Section Detail
Grade BreakGrade Break
42.5042.42
FL:42.38
42.4242.42
FL:42.38
42.42
0.
5
%
42.08
41.85
41.76
FL:42.03
FL:41.39
41.45
FL:41.39
FL:41.28
FL:41.27
6.0
:
1
2.0%
2.0%
42.00
42.68
42.50
1.
5
%
43.59 43.59
Existing Fence
Lease Boundary
Airport Boundary
1' Drop At Edge Of
Sidewalk
41.40 2.
0
:
1
Lease Boundary
Culvert 1 Profile
Horizontal Scale: 1"=20'
Vertical Scale: 1"=20'
5530
5540
5550
5560
5530
5540
5550
5560
10+20
EG
5
5
4
0
.
6
F
G
5
5
4
1
.
9
2
10+40
EG
5
5
4
0
.
8
F
G
5
5
4
2
.
2
2
10+60
EG
5
5
4
1
.
1
F
G
5
5
4
2
.
1
2
Culvert 1
60.00' Of 30" RCP @ 0.50%
1.141.13
Install 30" RCP
Flared End Section
Sta:10+70.00
Inv. In Elev:5538.26
Install 30" RCP
Flared End Section
Sta:10+10.00
Inv. Out Elev:5537.97
Of 11 Pages
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0
1101 Village Road, Unit UL-3C
Carbondale, CO 81623
(970) 510 - 5312
JK
E
Re
v
i
e
w
e
d
B
y
For Construction
Job #: 24.10
02
Co
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s
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Drawing Scale
Units (Feet) 1" = 20'
0 20 40
N
S
W E
C.004
Grading Plan
X X X X X X X X X
X
X
X
X
X
X
X
X
X
XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW XW XW XW XW XW
XW
XW
XW
XW
XW
XW
X
O
E
X
O
E
X
O
E
X
O
E
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
W
XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW
XW
XW
XW
XW XW XW XW XW XW
XT
XT
XT
XT
XT
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XT
XT
XT
XT
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XT
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XT
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XT
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XT
XTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXT
XT XT XT XT XT XT XT XT XT XT XT XT XT XT XT XT XT XT XT
<
<
<
<
<
<
<
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<<
<
<
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UE
UE
UE
UE
UE
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UE
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UE
UE
UE
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UEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUE
<<
T T T T T T T T T T T T T T T T T T T T T T T T T T T T T
T
T
T
W
W
W W W W W W W W W W W W W W W W W W W W W W W W W W
W
W
W
W
WSWSWSWSWSWSWSWSWSWSWSWSWSWSWSWSWSWSWS
W
S
WS
WS
SS
S
S
SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS
W SO
UE UE UE UE UE UE UE UE UE UE UE UE UE UE UE UE UE UE
UE
UE
UE
<<<
<
<
<
<
<
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<<
WS
WS
S
SWSWS
SS
SS
SS
SS
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SS
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SS
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W W W W
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5557
555
5
55
5
5
5550
5545
55
4
0
5540
5543
5545
5550
555
5
5542
5542
5543
5543
55
4
2
5
5
4
2
5541
55
4
0
55
4
2
5
5
4
0
5540
5538
5540
5542
5540
5542
5540
5542
55
4
6
55
4
4
55
4
2
55
4
2
55
4
8
55
5
0
5542
5542
5543
Asphalt
Access DriveHangar 2
Hangar 1
Taxilane B-4
Betty Clark Way
Exist. Hydrant
Exist. Sanitary Sewer Manhole
Exist. Hydrant
Exist. Telephone Pedestal
Exist. Water Manhole
Proposed 30" RCP Culvert
With Flared End Sections
Exist. 30" RCP Culvert
Airport Boundary
Phase 2 To Be Submitted
Under A Separate Permit
Exist. Holy Cross Energy
Overhead Electric Pole
Approx. 495 L.F. Of 4" Sch-40 PVC And 6" Sch-40
PVC Conduit For Primary Electric Extension To
Development From Upstream Splice Vault
Proposed Holy Cross Energy
Splice Vault For Primary Electric
Extension
150 L.F. Of (2) 4" Sch-40 PVC
Conduit Lines From Splice Vault
To Transformer For Primary
Electric Service Extension
Proposed 150 KVA Three-Phase Holy
Cross Energy Electric Transformer To
Service Proposed Development
Begin Telephone Conduit
Realignment
322 L.F. Of Telephone Line Realignment.
Contractor To Match Existing Conduit Size
And Quanity Once Verified In Field.
End Telephone
Conduit Realignment
Existing Fence
Begin Water Line Realignment. Sawcut At
Water Line And Install Solid Sleeve With
Mega Lugs And Thrust Block.
45° Bend With Mega Lugs
And Thrust Block
45° Bend With Mega Lugs
And Thrust Block
34 L.F. Of Water Line (Size And Material
To Be Confirmed With Airport Engineer)
8 L.F. Of Water Line (Size And
Material To Be Confirmed
With Airport Engineer)
250 L.F. Of Water Line (Size And Material
To Be Confirmed With Airport Engineer)
Estimated 25 L.F. Of Water Line (Size And
Material To Be Confirmed With Airport Engineer)
Tie Into Existing Water Line. Sawcut And Install 45°
Bend At Connection With Mega Lugs And Thrust
Block. Verify Connection Point And Remaining
Underground Water Line Location And Alignment To
The West Prior To Installation.
45° Bend With Mega Lugs
And Thrust Block
Secondary Junction Box
235 L.F. Of 3/4" Pure Core Water Service
To Hangar 1 and 2. Maintain Min. 6' Bury
Depth Over Water Service Line.
Electric Service To Hangar 1 and 2
30 L.F. Of 4" Sch-40 PVC Conduit
Hangar 1 and 2 Sanitary Sewer
Service Inv. Out = 5537.00'. Install
2-Way Cleanout Within 5' Of The
Structure.
Hangar 1 and 2 Water
Service Connection
Hangar 3 and 4 Water
Service Connection
Hangar 3 and 4 Sanitary Sewer Service
Inv. Out = 5537.00'. Install 2-Way
Cleanout Within 5' Of The Structure.
23 L.F. Of 3/4" Pure Core Water Service
To Hangar 3 and 4. Maintain Min. 6' Bury
Depth Over Water Service Line.
Install Curb Stop
Install Water Service Tap For Phase 1 At Water
Line As Per City of Rifle Water Department
Rules And Regulations. Verify Location Of
Water Line Prior To Installation.
201 L.F. Of 4" SDR-26 PVC Sanitary Sewer
Service To Hangar 1 and 2. Maintain Min. 5'
Bury Depth Over Service Line Sloped At Min.
2.00% To Wye At Sanitary Sewer Main.
Install Wye For Phase 1 As Per City of Rifle Wastewater
Department Rules And Regulations.
Electric Service To Hangar 3 and 4
210 L.F. Of 4" Sch-40 PVC Conduit
55
4
1
Hangar 4
Hangar 3
19 L.F. Of 4" SDR-26 PVC Sanitary Sewer
Service To Hangar 3 and 4. Maintain Min. 5'
Bury Depth Over Service Line Sloped At Min.
2.00% To Wye At Sanitary Sewer Main.
Frost-Proof Farm Hydrant
Frost-Proof Farm Hydrant
15
.
0
0
Sanitary Sewer Line Extension. See Sanitary
Sewer Plan And Profile For Design.
Install 8"x6" MJ Tee With
Thrust Block and Megalugs
Install 6" Gate Valve And
Valve Box
47 L.F Of 6" C-900 PVC Pipe
6" 3-Way Fire Hydrant As Approved By
Colorado River Fire Protection District.
See Detail For Installation.
City of Rifle Water Department
Approved Water Meter Pit. See Detail.
Lease Boundary
Of 11 Pages
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Ri
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8
1
6
5
0
1101 Village Road, Unit UL-3C
Carbondale, CO 81623
(970) 510 - 5312
JK
E
Re
v
i
e
w
e
d
B
y
For Construction
Job #: 24.10
02
Co
n
s
t
r
u
c
t
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o
n
D
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a
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VJ
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Drawing Scale
Units (Feet) 1" = 20'
0 20 40
N
S
W E
C.005
Utility Plan
X X X X X X X X X X X X
XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW
X
W
XW
X
W
X
W
XW
X
W
X
W
X
W
X
W
X
W
XW XW
X
S
S
X
S
S
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XWXWXWXW
XW XW XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXT
XT
XT
XT
XT
XT
XT
XT
XT
XT
XT
XT
XT
<<<<<<<<<
WS
WS
WS
WS
WS
WS
WS
WS
WS
WS
WS
WS
WS
WS
WS SS
SS
SS
SS
SS
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UE
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WSWSWSWSWS
SS
SS
SS
WSWS
SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS
W
W
W
W
W
W
W
W
W
W
55
5
5
5
5
5
0
5
5
4
5
55
4
0
55
4
2
55
4
0
55
4
2
5546
5544
5542
5542
5548
5550
55
4
2
5
5
4
2
5
5
4
3
EX1-MH
Exist. Sanitary Sewer Manhole
Contractor To Confirm Exist.
Pipe Inverts Prior To Construction
Sta:22+21.34, Off:0.00
Rim:5543.72'
Sump (Estimated):5529.72'
SS1-Pipe Inv In (Estimated): 5529.72'
SS1-MH
4' Dia. Pre Cast Conc. Manhole
See Detail
Sta:20+09.96, Off:0.00
Rim:5541.74'
Sump:5533.95'
SS1-Pipe Inv Out: 5533.95'
SS1-Pipe
211.38' Of 6" SDR-35 @ 2.00%
Hangar 3Hangar 4
20
00
21
00
22
00
22
31
Start Sanitary Sewer CL
STA:20+00.00
N:7588.86
E:38423.88
End Sanitary Sewer CL
STA:22+31.34
N:7819.93
E:38435.02
N2° 45' 38.04"E
231.34'
Phase 2 To Be Submitted
Under A Separate Permit Be
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Existing Fence
Lease Boundary
Sanitary Sewer CL Profile
Horizontal Scale: 1"=10'
Vertical Scale: 1"=10'
5520
5530
5540
5550
5520
5530
5540
5550
20+20
EG
5
5
4
6
.
3
F
G
5
5
4
1
.
5
5
20+40
EG
5
5
4
6
.
2
F
G
5
5
4
1
.
2
8
20+60
EG
5
5
4
6
.
0
F
G
5
5
4
1
.
3
1
20+80
EG
5
5
4
5
.
7
F
G
5
5
4
1
.
1
8
21+00
EG
5
5
4
5
.
4
F
G
5
5
4
1
.
0
5
21+20
EG
5
5
4
5
.
3
F
G
5
5
4
0
.
9
2
21+40
EG
5
5
4
5
.
1
F
G
5
5
4
0
.
7
8
21+60
EG
5
5
4
4
.
6
F
G
5
5
4
0
.
6
5
21+80
EG
5
5
4
4
.
3
F
G
5
5
4
0
.
5
3
22+00
EG
5
5
4
2
.
5
F
G
5
5
4
2
.
2
9
22+20
EG
5
5
4
3
.
7
F
G
SS1-Pipe
211.42' Of 6" SDR-26 @ 2.00%
SS1-MH
4' Dia. Pre Cast Conc. Manhole
See Detail
Rim:5541.74'
Sump:5533.95'
SS1-Pipe Inv Out: 5533.95'
EX1-MH
Exist. Sanitary Sewer Manhole
Rim:5543.72'
Sump:5529.72'
SS1-Pipe Inv In: 5529.72'
Exist. Grade
Finish. Grade
7.32
9.31
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1101 Village Road, Unit UL-3C
Carbondale, CO 81623
(970) 510 - 5312
JK
E
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For Construction
Job #: 24.10
02
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Drawing Scale
Units (Feet) 1" = 10'
0 10 20
NS
W
E
C.006
Sanitary Sewer Plan And Profile
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
<
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WS
WS
WS
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WS
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WS
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WS
WS
WS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
UE
UE
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UE
UE
UE
UE
UE
UE
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UE
UE
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UE
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UE
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UE
UE
UE
UE
UE
UE
UE
UE
UE
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<
<
<
<
<
10
00
11
00
12
00
Start Access Alignment
STA:10+00.00
N:7826.90
E:38324.92
Start Access Drive
Tie Into Exist. Edge Of Pavement
Sta:10+20.00
Off:0.00'
Elev:5542.46
Sta:10+20.00
Off:20.00'L
Elev:5542.68
Sta:10+20.00
Off:20.00'R
Elev:5542.24
Sta:10+48.50
Off:0.00'
Elev:5542.02
Sta:10+48.50
Off:20.00'R
Elev:5541.62
Sta:10+48.50
Off:20.00'L
Elev:5541.62
Sta:10+48.50
Off:22.00'L
FL Elev:5541.58
Sta:10+48.50
Off:24.00'L
Elev:5541.62
Sta:10+48.50
Off:39.50'L
Elev:5542.50
Sta:10+35.13
Off:30.00'L
Inv. In Elev:5538.26
Sta:10+34.71
Off:30.00'R
Inv. Out Elev:5537.96
Sta:10+48.50
Off:22.00'R
FL Elev:5541.58
Sta:10+48.50
Off:24.00'R
Elev:5541.62
Sta:10+48.50
Off:39.50'R
Elev:5542.50
Sta:11+12.12
Off:22.00'R
FL Elev:5542.21
Sta:11+12.13
Off:20.00'R
Elev:5542.25
Sta:11+12.13
Off:24.00'R
Elev:5542.25
Sta:11+75.75
Off:39.50'R
Elev:5542.50
Sta:11+12.13
Off:39.50'R
Elev:5542.50
Sta:11+75.75
Off:20.00'R
Elev:5542.18
Sta:11+75.75
Off:22.00'R
FL Elev:5542.15
Sta:11+75.75
Off:24.00'R
Elev:5542.19
Sta:11+75.75
Off:0.00'
Elev:5542.58
Sta:11+75.75
Off:20.00'L
Elev:5542.19
Sta:11+75.75
Off:22.00'L
FL Elev:5542.14
Sta:11+75.75
Off:24.00'L
Elev:5542.18
Sta:12+28.00
Off:20.00'L
Elev:5542.99
End Access Drive (Phase 1)
Sta:12+67.45
Off:0.00'R
Elev:5543.99
Sta:12+28.00
Off:20.00'R
Elev:5542.99
Swale
Sta:12+02.42
Off:30.00'R
FL Elev:5541.48
Swale
Sta:11+98.75
Off:59.00'L
FL Elev:5541.39
Sta:11+75.75
Off:39.50'L
Elev:5542.50
Sta:11+12.12
Off:20.00'L
Elev:5542.25
Sta:11+12.12
Off:22.00'L
FL Elev:5542.21
Sta:11+12.12
Off:24.00'L
Elev:5542.25
Sta:11+12.13
Off:39.50'L
Elev:5542.50
Culvert 1
60.00' Of 30" RCP @ 0.50%
S2° 45' 38.04"W
375.17'
4' Wide Conc. Valley Pan
5.
5
%
1.0%0.5%
0.5%1.0%
5.
5
%
1.
6
%
2.
0
%
2.
0
%
2.
0
%
2.
0
%
2.
0
%
2.
0
%
2.
0
%
0.5%0.5%1.0%
Sta:11+12.67
Off:0.00'
Elev:5542.66
2.
0
%
Hangar 1
FFE = 5542.50'Hangar 2
FFE = 5542.50'
1.
6
%
15
.
5
0
4.
0
0
20
.
0
0
20
.
0
0
4.
0
0
15
.
5
0
20
.
0
0
20
.
0
0
67.74
27.
0
0
3.0:
1
2.0:1
2.0:1
3.0:1
2.
0
%
1.
1
%
3.0:1
55
4
2
5
5
4
2
55
4
3
5
5
4
3
55
4
2
5542
55
4
0
55
3
8
5
5
4
0
5
5
4
2
55
4
0
55
4
2
55
4
0
55
4
2
55
4
2
5
5
4
2
5
5
4
3
Concrete Apron
(Refer To Structural For
Concrete Apron Section Detail)
Access Drive
(Aspahlt)
Betty Clark Way
(Asphalt)
Betty Clark
Way Centerline
Drainage Swale
(Typ.)
2.
0
%
Phase 2 To Be Submitted
Under A Separate Permit
Sta:11+81.75
Off:45.50'L
Elev:5542.38
0.
4
%
0.5%
6' Concrete
Sidewalk
5' Concrete
Sidewalk
Sta:10+48.50
Off:34.50'L
Elev:5542.21
Sta:10+43.50
Off:34.50'L
Elev:5542.11
Sta:10+43.50
Off:54.50'L
Elev:5542.40
Sta:10+48.50
Off:54.50'L
Elev:5542.50
Sta:10+48.50
Off:34.50'R
Elev:5542.22
Sta:10+43.50
Off:34.50'R
Elev:5542.12
Sta:10+48.50
Off:54.50'R
Elev:5542.50
Sta:10+43.50
Off:54.50'R
Elev:5542.40
5' Concrete
Sidewalk
Sta:11+75.75
Off:34.50'R
Elev:5542.40
Sta:11+80.75
Off:34.50'R
Elev:5542.30
Sta:11+80.75
Off:54.50'R
Elev:5542.40
Sta:11+75.75
Off:54.50'R
Elev:5542.50
5' Concrete
Sidewalk
Hangar 3
FFE = 5542.50'
Hangar 4
FFE = 5542.50'
Asphalt Sheet Step At Existing
Pavement Connection. See Detail.
Concrete Apron
(Refer To Structural For
Concrete Apron Section Detail)
Sta:11+96.75
Off:45.50'L
Elev:5541.76
Sta:11+96.75
Off:39.50'L
Elev:5541.85
Sta:11+96.75
Off:20.00'L
Elev:5542.08
3
.
6
%
Sta:11+98.75
Off:22.00'L
FL Elev:5542.03
0.
5
%
Standard Parking Stall
Van Accessible
ADA Parking Stall
Standard Parking Stall
Standard Parking Stall
Standard Parking Stall
Sta:11+96.75
Off:24.00'L
Elev:5542.08
Sta:11+28.69
Off:39.50'L
Elev:5542.50
Sta:11+28.69
Off:20.00'L
Elev:5542.42
Sta:11+28.61
Off:22.00'L
FL Elev:5542.38
Sta:11+28.69
Off:24.00'L
Elev:5542.42
Sta:11+28.69
Off:22.00'R
FL Elev:5542.38
Sta:11+28.69
Off:20.00'R
Elev:5542.42
Sta:11+28.69
Off:24.00'R
Elev:5542.42
Sta:11+28.69
Off:39.50'R
Elev:5542.50
0.
5
%
Sta:12+28.00
Off:0.00'
Elev:5543.39
Sta:11+96.75
Off:54.00'L
Elev:5541.45
Sta:12+00.75
Off:54.00'L
Elev:5541.45
Sta:12+18.15
Off:54.00'L
Elev:5542.00
Sta:12+18.15
Off:20.00'L
Elev:5542.68
No Parking Sign
Sta:12+08.39
Off:55.50'L
Elev:5541.69
Sta:11+98.75
Off:54.00'L
FL Elev:5541.39
Lease
Boundary
Access Alignment Profile
Horizontal Scale: 1"=10'
Vertical Scale: 1"=10'
5530
5540
5550
5560
5530
5540
5550
5560
10+20
EG
5
5
4
2
.
5
F
G
5
5
4
2
.
4
7
10+40
EG
5
5
4
1
.
8
F
G
5
5
4
2
.
1
5
10+60
EG
5
5
4
3
.
4
F
G
5
5
4
2
.
1
3
10+80
EG
5
5
4
3
.
7
F
G
5
5
4
2
.
3
3
11+00
EG
5
5
4
3
.
8
F
G
5
5
4
2
.
5
3
11+20
EG
5
5
4
4
.
0
F
G
5
5
4
2
.
7
3
11+40
EG
5
5
4
4
.
1
F
G
5
5
4
2
.
7
6
11+60
EG
5
5
4
4
.
3
F
G
5
5
4
2
.
6
6
11+80
EG
5
5
4
4
.
6
F
G
5
5
4
2
.
5
6
12+00
EG
5
5
4
4
.
8
F
G
5
5
4
2
.
5
1
12+20
EG
5
5
4
5
.
0
F
G
5
5
4
3
.
1
4
12+40
EG
5
5
4
5
.
2
F
G
5
5
4
3
.
5
7
12+60
EG
5
5
4
5
.
4
F
G
5
5
4
3
.
8
7
-1.57%1.00%-0.50%3.16%1.50%1.50%
Start Access Drive CL Profile
STA = 10+20.00
ELEV = 5542.465
GRADE BREAK STA = 10+48.50
ELEV = 5542.018
GRADE BREAK STA = 11+28.69
ELEV = 5542.820
GRADE BREAK STA = 11+98.75
ELEV = 5542.470
GRADE BREAK STA = 12+28.00
ELEV = 5543.394
End Phase 1 Access Drive Limits
STA = 12+67.45
ELEV = 5543.986
Culvert 1
Sta:10+34.92
Inv. Elev:5538.11
1.33
Exist. Grade
Finish. Grade Phase 2 Access
Driveway To Be
Submitted On A
Separate Permit
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1101 Village Road, Unit UL-3C
Carbondale, CO 81623
(970) 510 - 5312
JK
E
Re
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B
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For Construction
Job #: 24.10
02
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Drawing Scale
Units (Feet) 1" = 10'
0 10 20
N S
W
E
C.007
Access Plan And Profile
X X X X X X X X X
X
X
X
X
X
X
X
X
X
XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW
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XW
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XW
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XW
XW
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XW
XW
XW
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XW
XW
XW
XW XW XW XW XW XW
XW
XW
XW
XW
XW
X
O
E
X
O
E
X
O
E
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O
E
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
XOE
W
XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW XW
XW
XW
XW
XW XW XW XW XW XW
XT
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XT
XT
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XT
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XT
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XT
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XT
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XT
XT
XTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXTXT
XT XT XT XT XT
<
<
<
<
<
<
<
<
<<<
<<
<
<
<
<
<
<
<
<<<<
<
<
<
<
<
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<
<<<<
UE
UE
UE
UE
UE
UE
UE
UE
UE
UE
UE
UE
UE
UE
UEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUE
<<
T T T T T T T T T T T T T T T T T T T T T T T T T T T T T
T
T
T
W
W
W W W W W W W W W W W W W W W W W W W W W W W W W W
W
W
W
W
WSWSWSWSWSWSWSWSWSWSWSWSWSWSWSWSWSWSWS
W
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WS
WS
SS
S
S
SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS
W SO
UE UE UE UE UE UE UE UE UE UE UE UE UE UE UE UE UE UE
UE
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<<<
<
<
<
<
<
<
<
<
<<
WS
WS
S
S
WS WS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
S
W W W W
W
Colorado River Fire Protection
District Approved Fire Truck
T-Turn Turnaround
12
0
.
0
0
46.00 28.00
R26
.
0
0
R2
6
.
0
0
20.00
20.00
20
.
0
0
20.00
15
.
0
0
37
.
2
5
Colorado River Fire
Protection District
Approved Fire Hydrant
"No Parking Any
Time" Sign
Hangar 1
Hangar 2
Hangar 3
Hangar 4
Betty Clark Way
Existing Fire Hydrant To Remain
Taxilane B-4
Existing Fence
Lease Boundary
Airport Boundary
Lease Boundary
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1101 Village Road, Unit UL-3C
Carbondale, CO 81623
(970) 510 - 5312
JK
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For Construction
Job #: 24.10
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C.008
Firetruck Turnaround AnalysisDrawing Scale
Units (Feet) 1" = 20'
0 20 40
N
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W E
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X
X
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X
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X
X
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5557
55
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5545
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0
5540
5543
5545
5550
555
5
5542
5542
5543
5543
55
4
2
5
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4
2
5541
55
4
0
55
4
2
55
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5540
5538
5540
5542
5540
5542
5540
5542
55
4
6
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4
4
55
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2
55
4
2
55
4
8
55
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5542
5542
5543
Vehicle Tracking Pad
Install Waddles Within
Swale Flowline (Typ.)
Hangar 1
Hangar 2
Asphalt
Access Drive
Phase 2 To Be Submitted
On A Separate Permit
Taxilane B-4
Betty Clark WayInstall Erosion Control
Blanket (ECB) On Slopes
Greater Than 3:1 (2,742 ft²)
Install Erosion Control
Blanket (ECB) On Slopes
Greater Than 3:1 (5,472 ft²)
55
4
1
Install 5' Rip Rap Band At Edge
Of Structure To Prevent Erosion
Install 5' Rip Rap Band At Edge
Of Structure To Prevent Erosion
Hangar 3
Hangar 4
Existing Fence
Lease Boundary
Airport Boundary
Installation Instructions:
1.Prepare soil before installing rolled erosion control products (RECPs),
including any necessary application of lime, fertilizer, and seed.
Ground surface must be free of debris, rocks, clay clods and raked
smooth sufficient to allow intimate contact of the RECP with the soil
over the entirety of the installation.
2.Begin at the top of the slope by anchoring the RECPs in a 6" deep X 6"
wide trench. Anchor the RECPs with a row of staples/stakes/pins
spaced as manufacturer recommendation apart in the bottom of the
trench. Backfill and compact the trench after stapling and fold the roll
over downslope. Secure RECPs over compacted soil with a row of
staples/stakes/pins spaced as per manufacturer recommendation apart
across the width of the RECPs.
3.Roll the RECPs down the slope. RECPs will unroll with appropriate
side against the soil surface. All RECPs must be securely fastened to
soil surface by placing staples/stakes/pins in appropriate locations as
shown on manufacturer installation recommendation guide.
4.Consecutive RECPs spliced down the slope must overlapped with the
upstream mat atop the downstream mat (shingle style). The overlap
should be 4" - 6".
5.At the terminal end, secure each mat across the width with a row of
staples/stakes/pins spaced at as recommended by manufacturer. If
exposed to flow, foot traffic, wind uplift or other disruption, trench the
terminal end in as shown in detail.
6.Fasteners should provide a minimum of twenty pounds of pullout
resistance. Six-inch X one-inch eleven gauge staples are typically
adequate. In loose soils, longer staples may be necessary, twist pins
can provide the greatest pullout resistance. In hard or rocky soils,
straight pins may by used where staples or twist pins are refused,
provided the minimum pullout requirements are met.
7.Refer to manufacturer installation recommendation on staple pattern
detail information.
4
2
5
1
3
4"- 6"
6"
12"
4"- 6"
6
12"
6"
6"
Erosion Control Blanket Detail
Not to Scale
Fl
o
w
A
Plan View
Erosion Log
A
Point A
Point A
Point
B
Point A
Overflow Point
Elevation View
Point B
Point A
Trench Logs
Into Grade 2"
Note: Points A Shall be A Min. 4" Higher Than Point B
Structure Or Road Elevation Shall
Be Higher Than Overflow Elevation
Note: The Tops Of All Stakes
Shall Not Extend More Thank 2"
Above The Tops Of Erosion Logs.
Stakes Approx.
90° To Each Other
(Typ.)
Trench Logs
Into Grade 2"
Section A - A
Notes:
1.Erosion Logs Shall Be Embedded 2" Into Soil
2.Erosion Logs Shall Be Tightly Abutted With No Gaps.
3.All Ditches Shall Be Parabolic Or Trapezoidal In Shape At Flowline.
Erosion Log Detail
Not to Scale
10'
10'
Plan View
Existing Grade
Geotextile Fabric Placed At Bottom Of
Aggregate
A
A
Vehicle Tracking Pad
Aggregate Base as Per
CDOT Subsection 208.02 (I)
Elevation Section
Section A-A
Existing Grade
Geotextile Fabric Placed At
Bottom Of Aggregate
Note: Material Shall Extend the Full Width of Ingress and Egress of the Construction
Entrance. Contractor is Responsible for Protection of Existing Curb And Gutter That
Crosses Construction Entrance From Any Damage Without Blocking Flow Of Water.
See Section
A-A Below Existing Access Pavement
Construction Site
or Driveway
Existing Access PavementConstruction Site
or Driveway
Vehicle Tracking Pad
Vehicle Tracking Pad
Vehicle Tracking Pad Detail
Not to Scale
70' Length Or As Site Allows
6" Minimum Depth
Width Of Driveway
Minimum of 12'
Entire Driveway Width
(12' Minimum)
6" Minimum Depth
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1101 Village Road, Unit UL-3C
Carbondale, CO 81623
(970) 510 - 5312
JK
E
Re
v
i
e
w
e
d
B
y
For Construction
Job #: 24.10
02
Co
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Drawing Scale
Units (Feet) 1" = 20'
0 20 40
N
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W E
C.009
Erosion Control Plan
24" Wide Trench
6" Depth Bedding Material
Below Utility Line
12" Depth Bedding Material
Above Utility Line
Residential Service Line
Electric: 4" PVC Conduit
Verify Size and Material with Utility Provider
Prior to Installation
Wrap Bedding Material
Within Geotextile Fabric
Bedding Material
3
4" Screened Rock, Class 6 ABC,
Or As Specified By Utility Provider
Hardscape Softscape
Class 6 ABC or
Approved Alternate
as per Geotech
Native Material as
Approved per Geotech
Compact to 95% ASTM
Standard Proctor
Layback as Necessary
to meet OSHA Requirements
For Specific Soil Type
Hardscaping
With Sub Base Material
See Detail
Minimum 6" of Top Soil
Revegetate
30" Minimum
72" Maximum
Bury Depth
Residential Secondary Electric Trenching Detail
Not to Scale
Storm Sewer Trenching Detail
24" Wide Trench
6" Depth Bedding Material
Below Utility Line
12" Depth Bedding Material
Above Utility Line
Service Line
Sizing and Material As Per Plan
Shown on Utility Sheet
Verify Size and Material with
Corresponding Utility Jurisdiction
Wrap Bedding Material
Within Geotextile Fabric
Bedding Material
3
4" Screened Rock, Class 6 ABC,
Or As Specified By Utility Provider
Hardscape Softscape
Class 6 ABC or
Approved Alternate
as per Geotech
Native Material as
Approved per Geotech
Compact to 95% ASTM
Standard Proctor
Layback as Necessary
to meet OSHA Requirements
For Specific Soil Type
Hardscaping
With Sub Base Material
See Detail
Minimum 6" of Top Soil
Revegetate
Bury Depth
Storm Sewer: As Per Plan
Not to Scale
Note: Water and Sanitary Sewer Service Lines
Require a Minimum 10' of Separation
Note: Gas and Secondary Electric Service Lines Require a Minimum 3' of
Separation. Communications and Secondary Electric Require a
Minimum 2' of Separation.
Asphalt Driveway Detail
Not to Scale
8" Of Class 6 Aggregate Base Course
Compact to 95% ASTM
Standard Proctor
2" Asphalt Top Lift.
CDOT SX Mix Design.
2" Asphalt Base Lift.
CDOT SX Mix Design.
Minimum 6" of Top Soil
Revegetate as Necessary
Scarify and Recompact Bottom of
Excavation To A Depth Of 8" To 95%
ASTM Standard Proctor. Remove Any
Organic Materials Present.
Sheer Step Asphalt Patch Detail
Not to Scale
Existing Pavement Section Proposed Pavement Section
Seal Joint With Hot
Crack Sealer 24" Min.
Sheer Step
Note: Refer To Structural Drawings For Concrete Pavement Detail.
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8
1
6
5
0
1101 Village Road, Unit UL-3C
Carbondale, CO 81623
(970) 510 - 5312
JK
E
Re
v
i
e
w
e
d
B
y
For Construction
Job #: 24.10
02
Co
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C.010
Construction Details
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1101 Village Road, Unit UL-3C
Carbondale, CO 81623
(970) 510 - 5312
JK
E
Re
v
i
e
w
e
d
B
y
For Construction
Job #: 24.10
02
Co
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C.011
Water Details