HomeMy WebLinkAbout22079-HPH-RIFLE PERMIT SET-2024.04.09FOUNDATION 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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9
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
R
D
I
A
'
S
6"
M
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N
.
TYPICAL REBAR OFFSET
6
1 MAX.
D
6 B
A
R
D
I
A
'
S
4" M
I
N
.
6
B
A
R
D
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S
4"
M
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D
135
D
135
6 BAR DIA'S
4" MIN.
6 B
A
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D
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S
4" M
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.
135135
D
6 B
A
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4"
M
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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
O
T
S
C
A
L
E
:
HI
G
H
P
E
R
F
O
R
M
A
N
C
E
H
A
N
G
A
R
S
,
L
L
C
A
6
5
4
3
2
1
DE
S
C
R
I
P
T
I
O
N
DA
T
E
SY
M
B
O
L
AP
P
R
.
DE
S
I
G
N
E
D
B
Y
:
O
T
H
E
R
S
DA
T
E
:
0
3
/
0
5
/
2
0
2
4
RE
V
.
DW
N
B
Y
:
L
L
H
CK
D
B
Y
:
L
L
H
__
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
RE
V
I
E
W
E
D
B
Y
:
L
L
H
FI
L
E
N
A
M
E
:
PL
O
T
D
A
T
E
:
0
4
/
0
9
/
2
0
2
4
SU
B
M
I
T
T
E
D
B
Y
:
O
T
H
E
R
S
__
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
__
_
_
_
_
_
_
_
_
__
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
__
_
_
_
_
_
_
_
_
_
_
_
PA
R
C
E
L
S
A
-
8
A
N
D
A
-
9
,
G
A
R
F
I
E
L
D
C
O
U
N
T
Y
A
I
R
P
O
R
T
B C D E F G H
CO
R
D
3
5
2
,
R
I
F
L
E
,
G
A
R
F
I
E
L
D
C
O
U
N
T
Y
,
C
O
L
O
R
A
D
O
HA
N
G
A
R
F
O
U
N
D
A
T
I
O
N
PR
O
J
E
C
T
:
2
2
0
7
9
S3.1
STRUCTURAL
DETAILS