HomeMy WebLinkAboutPLANS - 20-00929 - Flood Plain - Baseball Quad Concession Building, Fields, and LightsSTATE OF IDAHO
BRENT A. McFARLAND AR-2561
STATE OF IDAHO
BRENT A. McFARLAND AR-2561
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Job Number:
Date:
Drawn By:
STRUCTURAL ENGINEERING
Frost Structural Engineering
1020 Lincoln Road
Idaho Falls, ID 83401
Tel: (208) 227-8404
Fax: (208) 227-8405
Checked By:
Plot Date:
Consultants:
Drawing Number:
File:
Revisions:
Pr
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MECHANICAL ENGINEERING
Engineered Systems Assoc.
1335 East Center Street
Pocetello, Idaho 83204
Tel: (208) 233-0501
Fax: (208) 233-0529
ELECTRICAL ENGINEERING
Payne Engineering INC.
1832 East Center Street
Pocetello, Idaho 83201
Tel: (208) 232-4439
Fax: (208) 232-1435
OF
10/16/2019 3:03:44 PM
S:\Drawings\788-City of Rexburg Baseball
Quad\BIM\Architectural\CITY OF REXBURG
BALL FIELDS CONCESSIONS.rvtG1.1
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JULY '19
M.A.L
B.A.M.
JULY '19
1
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ID
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REXBURG,IDAHO
CITY OF REXBURG BALL FIELDS
CONCESSIONS
DRAWING INDEX
DRAWING No. SHEET NAME
GENERAL
G1.1 COVER SHEET & INDEX TO DRAWINGS
ARCHITECTURAL
A1.1 FLOOR PLANS
A1.2 RELFECTED CEILING FLOOR PLANS
A1.3 ROOF PLAN
A2.1 EXTERIOR ELEVATIONS
A3.1 BUILDING SECTIONS
A3.2 WALL SECTIONS
A3.3 WALL TYPES / MISC. DETAILS
A4.1 INTERIOR ELEVATIONS
A4.2 INTERIOR ELEVATIONS
A6.1 SCHEDULES, TYPES, AND DETAILS
STRUCTURAL
S1.0 GENERAL STRUCTURAL NOTES
S1.1 GENERAL STRUCTURAL NOTES
S1.2 TYPICAL DETAILS
S1.3 TYPICAL DETAILS
S2.0 FOUNDATION PLAN
S2.1 FLOOR FRAMING PLAN
S2.2 ROOF FRAMING PLAN
S3.0 FOUNDATION DETAILS
S4.0 FRAMING DETAILS
ELECTRICAL
E0.0 ELECTRICAL SYMBOLS & DETAILS
E1.0 LIGHTING PLAN
E2.0 POWER/DATA PLAN
STATE OF IDAHO
BRENT A. McFARLAND AR-2561
WH
UP
DN
5'
-
4
"
1
A3.1
16' - 0"12' - 0"4' - 0"
32' - 0"
38
'
-
0
"
8' - 7"
8'
-
4
"
13' - 4"18' - 8"
4'
-
6
"
7'
-
6
"
11' - 8"
A4.1
A4.1
3
4
5
6
14' - 6 3/8"
5' - 7 3/8"8' - 7"
6' - 4 3/8"MA
I
N
E
P
3' - 6"
13' - 4"
4' - 5"
BREEZEWAY
101
WOMEN'S
102
MEN'S
108
STORAGE
103
CONCESSIONS
104
STORAGE
107
STAIR
106
UTILITY
105
101A
102A
101B 108A
103A
104A
2
A3.1
56" MIN.
N.C MICROHOT DOG
ROLLER
COKE AND
ICE MACH.ICEE
FRIDGE
A4.2 2
1
3
4
2' - 4"
9' - 2"2' - 4"4' - 6"
107A
CHEST
FREEZER
107B
Co2
Co2
SODA
SYRUP
11' - 6"
K3
K6K4
K8
K7
K1 K2
104C
104B
20' - 0"
31
'
-
1
1
/
2
"
1
A3.1
0' - 5 1/2"0' - 5 1/2"
PT
A
C
PT
A
C
SOUND
RACK
10
'
-
7
3
/
4
"
4'
-
1
1
"
4'
-
1
1
"
10
'
-
7
3
/
4
"
5' - 1"4' - 11"4' - 11"5' - 1"
BROADCAST
201
A
B
A
ABA
A
B
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A B A
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A3.1
7'
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1
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WALL (BELOW)8'
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"
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Job Number:
Date:
Drawn By:
STRUCTURAL ENGINEERING
Frost Structural Engineering
1020 Lincoln Road
Idaho Falls, ID 83401
Tel: (208) 227-8404
Fax: (208) 227-8405
MECHANICAL ENGINEERING
Engineered Systems Assoc.
1335 East Center Street
Pocetello, Idaho 83204
Tel:(208) 233-0501
Fax:(208) 233-0529
ELECTRICAL ENGINEERING
Payne Engineering INC.
1832 East Center Street
Pocetello, Idaho 83201
Tel: (208) 232-4439
Fax: (208) 232-1435
Checked By:
Plot Date:
Consultants:
Drawing Number:
File:
Revisions:
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10/16/2019 3:06:11
PM
S:\Drawings\788-City of Rexburg Baseball
Quad\BIM\Architectural\CITY OF REXBURG
BALL FIELDS CONCESSIONS.rvt
A1.1
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JULY '19
MAL
BAM
JULY '19
1 10
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B
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,
ID
A
H
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1/4" = 1'-0"
FIRST FLOOR
1/4" = 1'-0"
SECOND FLOOR
NORTH NORTH
CONCESSIONS EQUIPMENT LEGEND
LABEL ITEM WATTS AMP VOLTS QTY. WATER WASTE
K1 NACHO CHEESE
WARMER
200 120 1 - -
K2 Microwave GE 1200 120 2 -
K3 HOT DOG ROLLER 1535 120 - -
K4 Soda Machine 2 - 115 1 - -
K5 SODA ICE MAKER 830 13.5 115 1 3/8" C 3/4" INDIRECT
K6 ICEE MACHINE - 20 240 1 1/2" C W/ BALL
VALVE
1-1/2"
K7 CHEST FREEZER - 5 115 1 - -
K8 REACH-IN FRIDGE - 15 125 1 - -
STATE OF IDAHO
BRENT A. McFARLAND AR-2561
WOMEN'S
102
UTILITY
105
STAIR
106
STORAGE
107
MEN'S
108
BREEZEWAY
101
STORAGE
103
CONCESSIONS
104
1/2" GYPSUM BOARD CEILING (TYP)
PERFORATED
METAL SOFFIT
SOFFIT BOX
BROADCAST
201
1/2" GYPSUM BOARD CEILING (TYP)
PERFORATED
METAL SOFFIT
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Job Number:
Date:
Drawn By:
STRUCTURAL ENGINEERING
Frost Structural Engineering
1020 Lincoln Road
Idaho Falls, ID 83401
Tel: (208) 227-8404
Fax: (208) 227-8405
MECHANICAL ENGINEERING
Engineered Systems Assoc.
1335 East Center Street
Pocetello, Idaho 83204
Tel:(208) 233-0501
Fax:(208) 233-0529
ELECTRICAL ENGINEERING
Payne Engineering INC.
1832 East Center Street
Pocetello, Idaho 83201
Tel: (208) 232-4439
Fax: (208) 232-1435
Checked By:
Plot Date:
Consultants:
Drawing Number:
File:
Revisions:
Pr
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Dr
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10/16/2019 3:03:38
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S:\Drawings\788-City of Rexburg Baseball
Quad\BIM\Architectural\CITY OF REXBURG
BALL FIELDS CONCESSIONS.rvt
A1.2
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JULY '19
MAL
BAM
JULY '19
2 10
RE
X
B
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G
,
ID
A
H
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1/4" = 1'-0"
FIRST FLOOR
1/4" = 1'-0"
SECOND FLOOR
NORTH NORTH
STATE OF IDAHO
BRENT A. McFARLAND AR-2561
4"
/
1
'
-
0
"
4" / 1'-0"4" / 1'-0"
4"
/
1
'
-
0
"
3" / 1'-0"
4"
/
1
'
-
0
"
3" / 1'-0"
4"
/
1
'
-
0
"
2X6 STUD WALLS (BELOW)
CONTINUOUS RIDGE VENT
ICE AND WATER SHEILD BITUMEN FELT SHEET
STANDING SEAM ROOF
ON 30# ASPHALT FELT
STANDING SEAM ROOF
ON 30# ASPHALT FELT
11
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Job Number:
Date:
Drawn By:
STRUCTURAL ENGINEERING
Frost Structural Engineering
1020 Lincoln Road
Idaho Falls, ID 83401
Tel: (208) 227-8404
Fax: (208) 227-8405
MECHANICAL ENGINEERING
Engineered Systems Assoc.
1335 East Center Street
Pocetello, Idaho 83204
Tel:(208) 233-0501
Fax:(208) 233-0529
ELECTRICAL ENGINEERING
Payne Engineering INC.
1832 East Center Street
Pocetello, Idaho 83201
Tel: (208) 232-4439
Fax: (208) 232-1435
Checked By:
Plot Date:
Consultants:
Drawing Number:
File:
Revisions:
Pr
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Dr
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10/16/2019 3:03:38
PM
S:\Drawings\788-City of Rexburg Baseball
Quad\BIM\Architectural\CITY OF REXBURG
BALL FIELDS CONCESSIONS.rvt
A1.3
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JULY '19
MAL
BAM
JULY '19
3 10
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B
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ID
A
H
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3/8" = 1'-0"
Roof
NORTH
STATE OF IDAHO
BRENT A. McFARLAND AR-2561
FIRST FLOOR
0' -0"
Roof
17' -10 1/2"
T.O. Footing
-3' -6"
B.O. Footing
-4' -4"
SECOND FLOOR
9' -9 1/2"
1
A3.1
ABA
HE
A
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H
T
8'
-
0
"
MA
X
.
36
"
H
E
I
G
H
T
FIRST FLOOR
0' -0"
Roof
17' -10 1/2"
T.O. Footing
-3' -6"
B.O. Footing
-4' -4"
SECOND FLOOR
9' -9 1/2"
1
A3.1
A B A
HE
A
D
H
E
I
G
H
T
7'
-
0
"
FIRST FLOOR
0' -0"
Roof
17' -10 1/2"
T.O. Footing
-3' -6"
B.O. Footing
-4' -4"
SECOND FLOOR
9' -9 1/2"
2
A3.1
B AA
HE
A
D
H
E
I
G
H
T
(
T
Y
P
)
7'
-
4
1
/
2
"
4'
-
0
"
3'
-
2
"
7'
-
2
"
9"
M
I
N
.
FIRST FLOOR
0' -0"
Roof
17' -10 1/2"
T.O. Footing
-3' -6"
B.O. Footing
-4' -4"
SECOND FLOOR
9' -9 1/2"
2
A3.1
A B A
ST
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A
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E
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A
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8'
-
0
"
11
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Job Number:
Date:
Drawn By:
STRUCTURAL ENGINEERING
Frost Structural Engineering
1020 Lincoln Road
Idaho Falls, ID 83401
Tel: (208) 227-8404
Fax: (208) 227-8405
MECHANICAL ENGINEERING
Engineered Systems Assoc.
1335 East Center Street
Pocetello, Idaho 83204
Tel:(208) 233-0501
Fax:(208) 233-0529
ELECTRICAL ENGINEERING
Payne Engineering INC.
1832 East Center Street
Pocetello, Idaho 83201
Tel: (208) 232-4439
Fax: (208) 232-1435
Checked By:
Plot Date:
Consultants:
Drawing Number:
File:
Revisions:
Pr
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j
e
c
t
:
Dr
a
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i
n
g
T
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:
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OF
10/16/2019 3:03:39
PM
S:\Drawings\788-City of Rexburg Baseball
Quad\BIM\Architectural\CITY OF REXBURG
BALL FIELDS CONCESSIONS.rvt
A2.1
EX
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A
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S
788
CI
T
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F
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B
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B
A
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F
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CO
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S
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S
JULY '19
MAL
BAM
JULY '19
4 10
RE
X
B
U
R
G
,
ID
A
H
O
1/4" = 1'-0"A2.1
1 FRONT
1/4" = 1'-0"A2.1
2 BACK
1/4" = 1'-0"A2.1
3 RIGHT
1/4" = 1'-0"A2.1
4 LEFT
STANDING SEAM METAL
ROOF
VINYL SIDING
STANDING SEAM METAL ROOF
STANDING SEAM METAL
ROOF
VINYL SIDING
STANDING SEAM METAL ROOF
INTEGRAL COLOR CONCRETE
MASONRY UNIT, GROUND FACE. TYP.
INTEGRAL COLOR CONCRETE
MASONRY UNIT, GROUND FACE. TYP.
STATE OF IDAHO
BRENT A. McFARLAND AR-2561
FIRST FLOOR
0' -0"
Roof
17' -10 1/2"
T.O. Footing
-3' -6"
B.O. Footing
-4' -4"
SECOND FLOOR
9' -9 1/2"
A B A
3'
-
6
"
2'
-
6
"
2' - 1"
HE
A
D
H
E
I
G
H
T
(
T
Y
P
)
7'
-
2
"
CONCESSIONS
104
STAIR
106
BREEZEWAY
101
BROADCAST
201
2
A3.1
A3.2
1A3.2
2
A3.2
3
A3.2
4
A3.3
1
A3.3
2
SOUND
RACK
PTAC
A6.1
5
4' - 0"
4 " / 1 '-0 "4" / 1'-0"
4 " / 1 '-0 "4" / 1'-0"
A3.3
3
A6.1
2
FIRST FLOOR
0' -0"
Roof
17' -10 1/2"
T.O. Footing
-3' -6"
B.O. Footing
-4' -4"
SECOND FLOOR
9' -9 1/2"
1
A3.1
A B A
WOMEN'S
102
UTILITY
105
STAIR
106
STORAGE
107
MEN'S
108
BROADCAST
201
HE
A
D
H
E
I
G
H
T
(
T
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P
)
7'
-
4
1
/
2
"
2'
-
6
"
A4.1
7
11
5
2
B
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3
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3
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Job Number:
Date:
Drawn By:
STRUCTURAL ENGINEERING
Frost Structural Engineering
1020 Lincoln Road
Idaho Falls, ID 83401
Tel: (208) 227-8404
Fax: (208) 227-8405
MECHANICAL ENGINEERING
Engineered Systems Assoc.
1335 East Center Street
Pocetello, Idaho 83204
Tel:(208) 233-0501
Fax:(208) 233-0529
ELECTRICAL ENGINEERING
Payne Engineering INC.
1832 East Center Street
Pocetello, Idaho 83201
Tel: (208) 232-4439
Fax: (208) 232-1435
Checked By:
Plot Date:
Consultants:
Drawing Number:
File:
Revisions:
Pr
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OF
10/16/2019 3:03:40
PM
S:\Drawings\788-City of Rexburg Baseball
Quad\BIM\Architectural\CITY OF REXBURG
BALL FIELDS CONCESSIONS.rvt
A3.1
BU
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L
D
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S
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C
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I
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S
788
CI
T
Y
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F
R
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B
U
R
G
B
A
L
L
F
I
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L
D
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CO
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C
E
S
S
I
O
N
S
JULY '19
MAL
BAM
JULY '19
5 10
RE
X
B
U
R
G
,
ID
A
H
O
3/8" = 1'-0"A3.1
1 Section 1
3/8" = 1'-0"A3.1
2 Section 2
STATE OF IDAHO
BRENT A. McFARLAND AR-2561
FIRST FLOOR
0' -0"
T.O. Footing
-3' -6"
B.O. Footing
-4' -4"
SECOND FLOOR
9' -9 1/2"
4" CONCRETE SIDEWALK ON 4" AGGREGATE BASE
FIRST FLOOR
0' -0"
T.O. Footing
-3' -6"
B.O. Footing
-4' -4"
SECOND FLOOR
9' -9 1/2"
FOOTING AND FOUNDATION -
SEE STRUCTURAL FOR REBAR
SIZE AND LOCATION
A6.1
4
PRE-FAB ROOF
TRUSSES
A6.1
6
11
5
2
B
O
N
D
A
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8
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4
4
0
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(
2
0
8
)
3
5
9
-
2
3
0
9
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(
2
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8
)
3
5
9
-
2
2
7
1
WW
W
.
J
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W
A
.
C
O
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Job Number:
Date:
Drawn By:
STRUCTURAL ENGINEERING
Frost Structural Engineering
1020 Lincoln Road
Idaho Falls, ID 83401
Tel: (208) 227-8404
Fax: (208) 227-8405
MECHANICAL ENGINEERING
Engineered Systems Assoc.
1335 East Center Street
Pocetello, Idaho 83204
Tel:(208) 233-0501
Fax:(208) 233-0529
ELECTRICAL ENGINEERING
Payne Engineering INC.
1832 East Center Street
Pocetello, Idaho 83201
Tel: (208) 232-4439
Fax: (208) 232-1435
Checked By:
Plot Date:
Consultants:
Drawing Number:
File:
Revisions:
Pr
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c
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:
Dr
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i
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T
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OF
10/16/2019 3:03:41
PM
S:\Drawings\788-City of Rexburg Baseball
Quad\BIM\Architectural\CITY OF REXBURG
BALL FIELDS CONCESSIONS.rvt
A3.2
WA
L
L
S
E
C
T
I
O
N
S
788
CI
T
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F
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B
U
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G
B
A
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L
F
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D
S
CO
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S
S
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S
JULY '19
MAL
BAM
JULY '19
6 10
RE
X
B
U
R
G
,
ID
A
H
O
1" = 1'-0"A3.2
1 WALL SECTION 1
1" = 1'-0"A3.2
2 WALL SECTION 2
1" = 1'-0"A3.2
3 WALL SECTION 3
1" = 1'-0"A3.2
4 WALL SECTION 4
6" THICKENED SLAB EDGE WITH WWM
8" CONCRETE FOUNDATION
24"X10" FOOTING -
SEE STRUCTURAL
INTREGAL COLOR CONCRETE
MASONRY UNIT, GROUND
FACE. TYP.
SOFFIT ON 2X4 STRUCTURE
5/8" ROOF SHEATHING
PRE-MANUFACTURED ROOF TRUSSES
STANDING SEAM METAL ROOF ON 30# ASPHALT FELT
1/2" GYPSUM CEILING
TRUSS BLOCK -
SEE STRUCTURAL
2" RIDGED INSULATION
4" AGGREGATE BASE
5/8" ROOF SHEATHING
PRE-MANUFACTURED ROOF TRUSSES
STANDING SEAM METAL ROOF ON 30# ASPHALT FELT
1/2" SHEATHING
PERFORATED METAL SOFFIT
2X6 HEADERS
2 1/2" RIDGED INSULATION
VINYL SIDING
R-38 INSULATION
CUT BLOCKS
AROUND BEAM
STEEL BEAM -
SEE STRUCTURAL1/2" ANCHOR BOLT
2X6 STUDS @ 16" O.C.
R-19 BATT INSULATION
PRE-FAB TRUSS
(3) 1 3/4" X 16" LVL BEAMS
2X8 TOP PLATE
R-38 INSULATION
STATE OF IDAHO
BRENT A. McFARLAND AR-2561
ROOF FLASHING
METAL FASCIA WRAP
PERFORATED METAL SOFFIT
2X6 FASCIA
STANDING SEAM METAL ROOF ON 30# ASPHALT FELT
5/8" ROOF SHEATHING
PREMANUFACTURED ROOF TRUSSES
4' - 0"
2X2 SUPPORTS 2X6 LEDGER BOARD
RECESSED SOFFIT LIGHT -
SEE ELECTRICAL
4' - 0"
PERFORATED METAL SOFFIT
STANDING SEAM METAL ROOF ON 30# ASPHALT FELT
5/8" ROOF SHEATHING
PREMANUFACTURED ROOF TRUSSES
2X8 FASCIA BOARD
METAL ROOF FLASHING
METAL FASCIA WRAP
LVL BEAM -SEE STRUCTURAL
RECESSED SOFFIT LIGHTS -
SEE ELECTRICAL.
1' - 4"
R-38 INSULATION. TYP..
A B C
VINYL SIDING
1/2" SHEATHING
1/2" GYPSUM
BOARD
2X6 STUD @
16" O.C.
1/2" GYPSUM BOARD
2X4 STUDS @ 16" O.C.
8X8 CMU BLOCKS
MORTAR
R-19 BATT
INSULATION
TYP.
0' - 11"
TY
P
.
0'
-
6
2
9
/
3
2
"
HE
A
D
H
E
I
G
H
T
8'
-
1
2
3
/
3
2
"
TOTAL RUN
14' - 8"
1" NOSING. (TYP.)
2
'
-
6
"
14' - 8"
2X4 CLEAT SECURED WITH
POWDER-ACCUATED NAILS
(2) 1 3/4" X 11 7/8" LVL
3/4" PLYWOOD FOR
TREADS AND RISERS
3 X 12 STRINGERS
1 3/4" X 11 7/8" RIM BOARD
4" CONCRETE SLAB
4" AGGREGATE BASE
TO
T
A
L
R
I
S
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9'
-
9
1
/
2
"
11
5
2
B
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A
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A
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B
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,
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A
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8
3
4
4
0
VO
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(
2
0
8
)
3
5
9
-
2
3
0
9
F
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(
2
0
8
)
3
5
9
-
2
2
7
1
WW
W
.
J
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W
A
.
C
O
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Job Number:
Date:
Drawn By:
STRUCTURAL ENGINEERING
Frost Structural Engineering
1020 Lincoln Road
Idaho Falls, ID 83401
Tel: (208) 227-8404
Fax: (208) 227-8405
MECHANICAL ENGINEERING
Engineered Systems Assoc.
1335 East Center Street
Pocetello, Idaho 83204
Tel:(208) 233-0501
Fax:(208) 233-0529
ELECTRICAL ENGINEERING
Payne Engineering INC.
1832 East Center Street
Pocetello, Idaho 83201
Tel: (208) 232-4439
Fax: (208) 232-1435
Checked By:
Plot Date:
Consultants:
Drawing Number:
File:
Revisions:
Pr
o
j
e
c
t
:
Dr
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T
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:
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10/16/2019 3:03:41
PM
S:\Drawings\788-City of Rexburg Baseball
Quad\BIM\Architectural\CITY OF REXBURG
BALL FIELDS CONCESSIONS.rvt
A3.3
WA
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788
CI
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F
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B
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B
A
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F
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S
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S
JULY '19
MAL
BAM
JULY '19
7 10
RE
X
B
U
R
G
,
ID
A
H
O
3" = 1'-0"A3.3
1 TOP ROOF OVERHANG
3" = 1'-0"A3.3
2 BOTTOM ROOF OVERHANG
1 1/2" = 1'-0"
WALL TYPE
1" = 1'-0"A3.3
3 STAIR DETAIL
STATE OF IDAHO
BRENT A. McFARLAND AR-2561
2'
-
6
"
A B A A B A
PTAC
SOUND
RACK
(T
Y
P
)
2'
-
6
"
2' - 1"
1'
-
6
"
1' - 7"
1'
-
0
"
7'
-
0
"
3' - 0"
1' - 6"
5' - 7"3' - 8 3/8"2' - 9"2' - 9"
3'
-
0
"
0' - 6"3' - 6"
3'
-
0
"
1' - 6"
4'
-
6
"
1' - 6"
5' - 7"
3'
-
0
"
3' - 1"4' - 6 3/16"
0' - 6"3' - 6"
1' - 5 11/16"
4' - 7"
1'
-
0
"
7'
-
0
"
3' - 0"
SECOND FLOOR
9' -9 1/2"
FLOOR JOIST -
SEE STRUCTURAL
3/4" OSB T&G
FLOOR SHEATHING
BEAM -SEE STRUCTURAL
1/2" SHEATHING
PRE-FAB TRUSS TOP PLATE & ANCHOR BOLT
2X4 SOFFIT FRAMING1' - 4"
PERFORATED METAL SOFFIT
METAL FLASHING
METAL FASCIA WRAP
2X8 FASCIA
1X4 LIGHT -
SEE ELECTRICAL
RECESSED SOFFIT LIGHT -
SEE ELECTRICAL
4' - 0"
R-38 INSULATION.
TYP.
11
5
2
B
O
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D
A
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B
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8
3
4
4
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(
2
0
8
)
3
5
9
-
2
3
0
9
F
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(
2
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8
)
3
5
9
-
2
2
7
1
WW
W
.
J
R
W
A
.
C
O
M
Job Number:
Date:
Drawn By:
STRUCTURAL ENGINEERING
Frost Structural Engineering
1020 Lincoln Road
Idaho Falls, ID 83401
Tel: (208) 227-8404
Fax: (208) 227-8405
MECHANICAL ENGINEERING
Engineered Systems Assoc.
1335 East Center Street
Pocetello, Idaho 83204
Tel:(208) 233-0501
Fax:(208) 233-0529
ELECTRICAL ENGINEERING
Payne Engineering INC.
1832 East Center Street
Pocetello, Idaho 83201
Tel: (208) 232-4439
Fax: (208) 232-1435
Checked By:
Plot Date:
Consultants:
Drawing Number:
File:
Revisions:
Pr
o
j
e
c
t
:
Dr
a
w
i
n
g
T
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t
l
e
:
®
J
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OF
10/16/2019 3:03:42
PM
S:\Drawings\788-City of Rexburg Baseball
Quad\BIM\Architectural\CITY OF REXBURG
BALL FIELDS CONCESSIONS.rvt
A4.1
IN
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788
CI
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B
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JULY '19
MAL
BAM
JULY '19
8 10
RE
X
B
U
R
G
,
ID
A
H
O
1/2" = 1'-0"A4.1
1 BROADCAST SOUTH
1/2" = 1'-0"A4.1
2 BROADCAST WEST
1/2" = 1'-0"A4.1
5 MEN'S NORTH
1/2" = 1'-0"A4.1
6 MEN'S WEST
1/2" = 1'-0"A4.1
4 WOMEN'S EAST
1/2" = 1'-0"A4.1
3 WOMEN'S NORTH
LAMINATE COUNTERTOP
METAL BRACKETS FOR COUNTERTOPS
FLOOR MOUNTED
WATER CLOSET
MIRROR
PAPER TOWEL DISPENCER
SOAP DISOENCER
CEILING MOLDING
FLOOR MOUNTED
WATER CLOSET
MIRRIOR
PAPER TOWEL
DISPENCER
SOAP DISPENCER
BATHRROM
STALL PARTITION
BATHRROM
STALL PARTITION
CEILING MOLDING
CEILING MOLDING
1 1/2" = 1'-0"A4.1
7 DETAIL
LIGHT FIXTURES -
SEE ELECTRICAL
WALL MOUNTED SINK
WALL MOUNTED
SINK
4" TALL BACK SPLASH 4" TALL BACK SPLASH
STATE OF IDAHO
BRENT A. McFARLAND AR-2561
K1
K3
K4
K6
K5
5' - 9"
K6
K4
K5
K8
K7
1'
-
3
"
1'
-
3
"
0'
-
6
"
2' - 0"
K3
K1
K2
11
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Job Number:
Date:
Drawn By:
STRUCTURAL ENGINEERING
Frost Structural Engineering
1020 Lincoln Road
Idaho Falls, ID 83401
Tel: (208) 227-8404
Fax: (208) 227-8405
MECHANICAL ENGINEERING
Engineered Systems Assoc.
1335 East Center Street
Pocetello, Idaho 83204
Tel:(208) 233-0501
Fax:(208) 233-0529
ELECTRICAL ENGINEERING
Payne Engineering INC.
1832 East Center Street
Pocetello, Idaho 83201
Tel: (208) 232-4439
Fax: (208) 232-1435
Checked By:
Plot Date:
Consultants:
Drawing Number:
File:
Revisions:
Pr
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OF
10/16/2019 3:03:43
PM
S:\Drawings\788-City of Rexburg Baseball
Quad\BIM\Architectural\CITY OF REXBURG
BALL FIELDS CONCESSIONS.rvt
A4.2
IN
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788
CI
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JULY '19
MAL
BAM
JULY '19
9 10
RE
X
B
U
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G
,
ID
A
H
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1/2" = 1'-0"A4.2
2 CONCESSIONS EAST
1/2" = 1'-0"A4.2
3 CONCESSIONS SOUTH
1/2" = 1'-0"A4.2
4 CONCESSIONS WEST
1/2" = 1'-0"A4.2
1 CONCESSIONS NORTH
STATE OF IDAHO
BRENT A. McFARLAND AR-2561
8'
-
0
"
7'
-
0
"
16' - 0"
3' - 0"
BA C
8'
-
0
"
8' - 8"
4'
-
0
"
4'
-
0
"
6' - 0"4' - 0"
D E
3'
-
2
"
SOILID COILING DOOR SLATS SOILID COILING
DOOR SLATS
EXPOSED HOOD
WHERE OCCURS
SOILID COILING
DOOR SLATS
EXPOSED HOOD
WHERE OCCURS
2'
-
1
1
"
4'
-
5
1
/
2
"
4' - 8"4' - 8"
2'
-
1
1
"
4'
-
5
1
/
2
"
BA
0' - 2"
0'
-
4
"
A
FRAME ANCHOR
SEALANT -EACH SIDE
STEEL FRAME,
GROUT SOLID
DOOR -SEE SCHEDULE
HEADER -SEE
STRUCT.
STEEL FRAME,
GROUT SOLID
0' - 0 1/2"
0'
-
4
"
DOOR -SEE SCHEDULE
SEALANT -EACH SIDE
0' - 2"
S E E W A L L T Y P E S
V A R I E S
1 /2 " M A X
MATCH JAMB WIDTH
METAL
THRESHOLD SET
IN SEALANT
DOOR
EXTERIOR
CONC.
SLAB FLOORING
INTERIOR
CONC.
SLAB
EXPANSION
JOINT
CONC.
FOUNDATION
WALL -SEE
STRUCT.
#3 DOWL AT
18" 0.C. 12"
EMBEDED
EXTERIOR
CONC.
SLAB
1 /2 " M A X
1/4" PLATE, BENT,
PAINT & CONT.
CAULK BOTH SIDES
DOOR
SLOPE FLOOR FROM
INSIDE EDGE OF
WALL OUT
FLOORING
#3 DOWL AT
18" O.C. 12"
EMBEDED
CONC.
FOUNDATION
WALL -SEE
STRUCT.
INTERIOR
CONC.
SLAB
HEADER -SEE
STRUCTURAL
2X6 DOUBLE
TOP PLATE
1/2" GYPSUM
BOARD
1/2" SHEATHING
2" RIGID
INSULATION
GYP. BOARD
RETURN
SILL TRIM
WINDOW FLASHING
WINDOW
STOOL
R-19 BATT
INSULATION
1/2" GYPSUM
BOARD
VINYL SIDING
STANDING SEAM METAL
ROOF ON 30# ASPHALT
FELT
1/2" SHEATHING
COILING DOOR
"L" 1/4" BENT
PLATE, PAINT
CONT. CAULK,
BOTH SIDES
NOTE:
GRIND CMU AS
REQUIRED TO
ACCOMODATE
OVERHEAD DOOR
AND JAMB
INSTALLATION.
BOTTOM OF
HOUSING
+/-6" ABOVE
JAMB
EXPANSION
BOLTS
BY COILING
DOOR
MANUFATURER
INTERIOR
BOTTOM OF
CMU
VARIES
OVERHEAD COILING
DOOR & JAMB GUIDE
3/8" DIA. X5" WELDED
STUDS @ 16" O.C.
STAGGERED
PAINT JAMB GUIDE,
BOLTS AND TRACK
CONT. CAULK,
BOTH SIDE, TYP.
3/16" BENT PLATE
JAMB
8" CMU, GRIND
SMOOTH AS REQ'D
FOR JAMB AND TRACK
0' - 4"
OVERHEAD COILING
DOOR
DOOR BOTTOM PER
OVERHEAD COILING
DOOR MFR.
3/4" MARINE GRADE
PLYWOOD, (2) LAYERS
2X3 EDGE
WRAP SS -ALL EDGES
CONT. SEALANT
CMU WALL,
SEE WALL TYPES
STAINLESS STEEL
COUNTERTOP, SEE PLAN
HARDWOOD SHIM
AS REQUIRED
CONCESSIONS
COUNTERTOP
11
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Job Number:
Date:
Drawn By:
STRUCTURAL ENGINEERING
Frost Structural Engineering
1020 Lincoln Road
Idaho Falls, ID 83401
Tel: (208) 227-8404
Fax: (208) 227-8405
MECHANICAL ENGINEERING
Engineered Systems Assoc.
1335 East Center Street
Pocetello, Idaho 83204
Tel:(208) 233-0501
Fax:(208) 233-0529
ELECTRICAL ENGINEERING
Payne Engineering INC.
1832 East Center Street
Pocetello, Idaho 83201
Tel: (208) 232-4439
Fax: (208) 232-1435
Checked By:
Plot Date:
Consultants:
Drawing Number:
File:
Revisions:
Pr
o
j
e
c
t
:
Dr
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i
n
g
T
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:
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OF
10/16/2019 3:03:44
PM
S:\Drawings\788-City of Rexburg Baseball
Quad\BIM\Architectural\CITY OF REXBURG
BALL FIELDS CONCESSIONS.rvt
A6.1
SC
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788
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JULY '19
MAL
BAM
JULY '19
10 10
RE
X
B
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ID
A
H
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D O O R S C H E D U L E
MA
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D O O R F R A M E D E T A I L S
U.
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REMARKS
SIZE
TH
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K
N
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S
S
MA
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FI
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H
GL
A
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FR
A
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FI
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A
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B
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101A B 16' - 0" 8' - 0" 0' - 3" ALUM POWDER CT - 7/A6.1 8/A6.1 4/A6.1 - C,E POWER, SEE ELECTRICAL
101B A 3' - 0" 7' - 0" 0' - 1 3/4" HMI PT - A HMI PT 2/A6.1 1/A6.01 3/A6.1 - A,C,D,E,F -
102A A 3' - 0" 7' - 0" 0' - 1 3/4" HMI PT - A HMI PT 2/A6.1 1/A6.01 3/A6.1 - A,B,C,D -
103A C 8' - 8" 8' - 0" 0' - 3" ALUM POWDER CT - 7/A6.1 8/A6.1 4/A6.1 - C,E POWER, SEE ELECTRICAL
104A A 3' - 0" 7' - 0" 0' - 1 3/4" HMI PT - A HMI PT 2/A6.1 1/A6.01 3/A6.1 - A,B,C,D -
104B D 4' - 0" 4' - 0" ALUM POWDER CT 7/A6.1 8/A6.1 9/A6.1 C,E POWER, SEE ELECTRICAL
104C E 6' - 0" 4' - 0" ALUM POWDER CT 7/A6.1 8/A6.1 9/A6.1 C,E POWER, SEE ELECTRICAL
107A A 3' - 0" 7' - 0" 0' - 1 3/4" HMI PT - A HMI PT 2/A6.1 1/A6.01 3/A6.1 - A,B,C,D -
107B A 2' - 6" 7' - 0" 0' - 1 3/4" HMI PT - A HMI PT 2/A6.1 1/A6.01 3/A6.1 - C,G -
108A A 3' - 0" 7' - 0" 0' - 1 3/4" HMI PT - A HMI PT 2/A6.1 1/A6.01 3/A6.1 - A,B,C,D -
W I N D O W S C H E D U L E
MARK
SIZE FRAME
J H S OP
E
R
GL
A
Z
'
G
BL
I
N
D
S
REMARKSWIDTH HEIGHT MAT. FIN.
A 4' - 8" 4' - 5 1/2" ALUM FF 5/A6.1 SIM 5/A6.1 6/A6.1 YES 1 No
B 4' - 8" 4' - 5 1/2" ALUM FF 5/A6.1 SIM 5/A6.1 6/A6.1 NO 1 No
Grand total: 12
F I N I S H S C H E D U L E
RO
O
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N
U
M
B
E
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ROOM NAME FL
O
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BA
S
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W A L L S
CE
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MATERIAL KEY NOTESNO
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101 BREEZEWAY SC RB P P P P GYP 8' - 8 5/8" SC - SEALED CONCRETE
102 WOMEN'S SC RB EP EP EP EP GYP 8' - 8 5/8" RS - RESILIANT SHEET
103 STORAGE SC RB P P P P GYP 8' - 8 5/8" RB - 4" RESILIANT/RUBBER BASE
104 CONCESSIONS RS RB EP EP EP EP GYP 8' - 8 5/8" P - PAINT
105 UTILITY SC RB P P P P GYP 8' - 8 5/8" EP - EPOXY PAINT
106 STAIR SC RB P P P P GYP 8' - 8 5/8" GYP - GYPSUM BOARD
107 STORAGE SC RB P P P P GYP 8' - 8 5/8"
108 MEN'S SC RB EP EP EP EP GYP 8' - 8 5/8"
201 BROADCAST RS RB P P P P GYP 8' - 0 1/2"
1/4" = 1'-0"
DOOR TYPES
1/2" = 1'-0"
WINDOW TYPES
1/4" = 1'-0"
FRAME TYPE
3" = 1'-0"A6.1
1 METAL DOOR JAMB
3" = 1'-0"A6.1
2 METAL DOOR HEADER
3" = 1'-0"
TYP. FRAME PROFILE
3" = 1'-0"A6.1
3 METAL DOOR THRESHOLD
3" = 1'-0"A6.1
4 ROLLING DOOR THRESHOLD
3" = 1'-0"A6.1
5 WINDOW HEADER
3" = 1'-0"A6.1
6 WINDOW FLASHING
3" = 1'-0"A6.1
7 ROLLING WINDOW HEADER
3" = 1'-0"A6.1
8 ROLLING WINDOW JAMB
HARDWARE
A. CLOSER
B. LEVER LOCKSET
C. WEATHER STRIP
D. THRESHOLD
E. CYL. LOCK
F. FIXED PULL/PUSH PLATE
G. PASSAGE SET
GLAZING
1. 1" INSUOL. -
LOW-E
3" = 1'-0"A6.1
9 THRESHOLD
STRUCTURAL ENGINEERING
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PROJECT MANAGER:CAD OPERATOR:JOB NO.:
Structural Engineering
This drawing is the property of FROST Structural Engineering, Inc. Legally, the drawing can NOT be copied in whole or in pieces. It is only to be used for the project and site
specifically identified hereon and is not to be used on any other project. Contractor shall carefully review all dimensions, details, and conditions and report at once any error,
inconsistency or omission discovered before construction. The contractor assumes full liability for deviations from the intent of these plans.
fax: 208.227.8405
1020 E. Lincoln Road
Idaho Falls, ID 83401
phone: 208.227.8404
contact@frost-structural.com
CBDBPIF19-201 S1.0
7/3/2019
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GENERAL STRUCTURAL NOTES
(APPLY UNLESS NOTED OTHERWISE ON PLANS/DETAILS)
GENERAL REQUIREMENTS:
1.THE STRUCTURAL SYSTEMS AND MEMBERS DEPICTED HEREIN HAVE BEEN DESIGNED
PRIMARILY TO SAFEGUARD AGAINST MAJOR STRUCTURAL DAMAGE AND LOSS OF
LIFE, NOT TO LIMIT DAMAGE OR MAINTAIN FUNCTION (IBC SECTION 101.3).
2.THESE DRAWINGS, AND THEIR ASSOCIATED STRUCTURAL CALCULATIONS, HAVE
BEEN PERFORMED USING STANDARDS OF PROFESSIONAL CARE AND
COMPLETENESS NORMALLY EXERCISED UNDER SIMILAR CIRCUMSTANCES BY
REPUTABLE STRUCTURAL ENGINEER'S IN THIS OR SIMILAR LOCALITIES. THEY
NECESSARILY ASSUME THAT THE WORK DEPICTED WILL BE PERFORMED BY AN
EXPERIENCED CONTRACTOR AND/OR WORKMEN WHO HAVE A WORKING
KNOWLEDGE OF THE INTERNATIONAL BUILDING CODE CONVENTIONAL FRAMING
REQUIREMENTS AND OF INDUSTRY ACCEPTED STANDARD GOOD PRACTICE. AS NOT
EVERY CONDITION OR FRAMING ELEMENT IS (OR CAN BE) EXPLICITLY SHOWN ON
THESE DRAWINGS, IT IS UNDERSTOOD THAT THE CONTRACTOR WILL USE INDUSTRY
ACCEPTED STANDARD GOOD PRACTICE FOR ALL MISCELLANEOUS WORK NOT
EXPLICITLY SHOWN.
3.THESE DRAWINGS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE
THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL BE SOLELY
RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES
AND PROCEDURES. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED
ON FRAMED CONSTRUCTION SUCH THAT DESIGN LIVE LOAD PER SQUARE FOOT AS
STATED HEREIN IS NOT EXCEEDED. OPTIONS ARE FOR CONTRACTOR'S
CONVENIENCE. IF AN OPTION IS USED, THE CONTRACTOR SHALL BE RESPONSIBLE
FOR ALL NECESSARY CHANGES, AND SHALL COORDINATE ALL DETAILS.
4.WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL STRUCTURAL
NOTES AND SPECIFICATIONS, THE GREATER REQUIREMENTS SHALL GOVERN.
TYPICAL DETAILS AND NOTES ARE NOT NECESSARILY INDICATED ON THE PLANS, BUT
SHALL APPLY NONE-THE-LESS. WHERE NO DETAILS ARE SHOWN, CONSTRUCTION
SHALL CONFORM TO SIMILAR WORK ON THE PROJECT. DETAILS MAY SHOW ONLY
ONE SIDE OF CONNECTION OR MAY OMIT INFORMATION FOR CLARITY.
5.ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR ARCHITECTURAL,
MECHANICAL, PLUMBING AND ELECTRICAL WITH APPROPRIATE TRADES, DRAWINGS
AND SUBCONTRACTORS PRIOR TO CONSTRUCTION. CONTRACTOR SHALL BE
RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS WITH ARCHITECTURAL
DRAWINGS PRIOR TO START OF CONSTRUCTION. RESOLVE ANY DISCREPANCY WITH
THE ARCHITECT AND STRUCTURAL ENGINEER.
6.ANY INSPECTIONS, SPECIAL (IBC CHAPTER 17) OR OTHERWISE THAT ARE REQUIRED
BY THE BUILDING CODES, LOCAL BUILDING DEPARTMENTS, OR BY THESE PLANS
SHALL BE DONE BY AN INDEPENDENT INSPECTION COMPANY OR THE BUILDING
DEPARTMENT, SITE VISITS BY THE STRUCTURAL ENGINEER DO NOT CONSTITUTE AN
OFFICIAL INSPECTION, UNLESS SPECIFICALLY CONTRACTED FOR.
7.SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL ITEMS IN ADDITION TO
ITEMS REQUIRED BY ARCHITECTURAL SPECIFICATIONS, THE CONTRACTOR SHALL
REVIEW ALL SHOP DRAWINGS PRIOR TO SUBMITTAL. ITEMS NOT IN ACCORDANCE
WITH CONTRACT DRAWINGS SHALL BE FLAGGED UPON HIS REVIEW. VERIFY ALL
DIMENSIONS WITH ARCHITECT. ANY CHANGES, SUBSTITUTIONS, OR DEVIATIONS
FROM ORIGINAL CONTRACT DRAWINGS SHALL BE CLOUDED. ANY OF THE
AFOREMENTIONED WHICH ARE NOT CLOUDED OR FLAGGED BY SUBMITTING PARTIES,
SHALL NOT BE CONSIDERED APPROVED AFTER THE STRUCTURAL ENGINEER'S
REVIEW, UNLESS NOTED ACCORDINGLY. ANY ENGINEERING PROVIDED BY OTHERS
AND SUBMITTED FOR REVIEW, SHALL BEAR THE SEAL OF A STRUCTURAL ENGINEER
REGISTERED IN THE APPROPRIATE STATE. THE SHOP DRAWINGS DO NOT REPLACE
THE ORIGINAL CONTRACT DRAWINGS. ITEMS OMITTED OR SHOWN INCORRECTLY
AND ARE NOT FLAGGED BY THE STRUCTURAL ENGINEER ARE NOT TO BE
CONSIDERED CHANGES TO ORIGINAL DRAWINGS. THE ADEQUACY OF ENGINEERING
DESIGNS AND LAYOUT PERFORMED BY THE OTHERS RESTS WITH THE DESIGNING OR
SUBMITTING AUTHORITY. REVIEWING IS INTENDED ONLY AS AN AID TO THE
CONTRACTOR IN OBTAINING CORRECT SHOP DRAWINGS. RESPONSIBILITY FOR
CORRECTNESS SHALL REST WITH THE CONTRACTOR. ALLOW (5) WORKING DAYS FOR
THE STRUCTURAL ENGINEER'S REVIEW. ONE COPY OF EACH SUBMITTAL WILL BE
RETAINED FOR THE STRUCTURAL ENGINEER'S RECORDS.
BASIS FOR DESIGN:
1.BUILDING CODE: 2015 EDITION OF THE IBC WITH CITY/COUNTY AMENDMENTS.
RISK CATEGORY = II
4. SEISMIC DESIGN PARAMETERS:
ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE PROCEDURE
IMPORTANCE FACTOR Ie = 1.00
SITE CLASS D
SEISMIC DESIGN CATEGORY C
MAPPED SPECTRAL RESPONSE
ACCELERATIONS S1 = 0.158, SS = 0.448
DESIGN SPECTRAL RESPONSE
ACCELERATIONS SD1 = 0.228, SDS = 0.431
PERCENT SNOW INCLUDED WITH
SEISMIC LOADS 20
VERTICAL SHEAR TRANSFER ELEMENTS:
INTERMEDIATE MASONRY
SHEARWALL(S)R = 3.5, CS = 0.123
5. WIND DESIGN PARAMETERS (STRENGTH):
ULTIMATE WIND SPEED 115 MPH (3 SECOND GUST)
WIND EXPOSURE C
IMPORTANCE FACTOR Iw = 1.00
INTERNAL PRESSURE COEFFICIENT -0.18
COMPONENT AND CLADDING PRESSURE 37.5 PSF
NET UPLIFT ON ROOF 25.4 PSF
2. VERTICAL LOADS:
LOCATION LIVE / SNOW
LOAD DEAD LOAD
ROOF 30 PSF 15 PSF
FLOOR 50 PSF 20 PSF
3. DEFLECTION LIMITS:
ELEMENTS LIVE LOAD TOTAL LOAD
ROOF TRUSSES/JOISTS L/360 L/240
FLOOR TRUSSES/JOISTS L/480 L/240
BEAMS L/360 L/240
FOUNDATION NOTES:
1.IN LIEU OF A GEOTECHNICAL REPORT: THE FOUNDATION HAS BEEN DESIGNED
ACCORDING TO THE RECOMMENDATIONS OF CHAPTER 18 OF THE IBC.
2.THE SOIL DESIGN VALUES LISTED BELOW HAVE BEEN APPROVED BY THE
CITY/COUNTY BUILDING DEPARTMENT, CONTINGENT THAT THE SOIL ON THE SITE
PREDOMINATELY CONSISTS OF SAND AND/OR GRAVEL.
SPECIFIC SOIL CLASSIFICATIONS SHOULD BE ONE OF THE FOLLOWING: SANDY
GRAVEL OR GRAVEL(GW OR GP), SAND(SW AND SP), SILTY SAND(SM), CLAYEY
SAND(SC), SILTY GRAVEL(GM), OR CLAYEY GRAVEL(GC). THESE SOIL
CLASSIFICATIONS CAN BE FOUND IN TABLE 1806.2 OF CHAPTER 18 OF THE IBC.
VERIFICATION OF SOIL CLASSIFICATION IS THE RESPONSIBILITY OF THE
CONTRACTOR.
3.A ONE-THIRD INCREASE IN BEARING PRESSURES IS ALLOWED WITH SEISMIC OR
WIND LOAD COMBINATIONS. LATERAL BEARING AND LATERAL SLIDING RESISTANCE
MAY BE COMBINED.
4.ALL FOUNDATIONS SHALL BEAR ON COMPACTED ENGINEERED FILL OR COMPETENT
NATIVE SOIL SUBBASE COMPACTED TO 95% DRY DENSITY (STANDARD PROCTOR).
GRADE IS DEFINED AS LOWEST ADJACENT GRADE WITHIN 5 FEET OF THE BUILDING
FOR PERIMETER FOOTINGS. WHERE EXTERIOR PAVING OR CONCRETE IS DIRECTLY
ADJACENT TO BUILDING, GRADE IS DEFINED AS TOP OF EXTERIOR PAVING AT LEAST
5 FEET FROM BUILDING. CONCRETE FOOTING EXCAVATIONS SHALL BE CLEAN AND
FREE OF LOOSE DEBRIS OR UN-COMPACTED MATERIAL AT TIME OF CONCRETE
PLACEMENT.
5.CONCRETE SLABS ON GRADE SHALL BE SUPPORTED ON A 4 INCH (MIN) LAYER OF
FREE-DRAINING GRANULAR MAT (DRAINAGE FILL COURSE). THE MAT SHOULD
CONSIST OF A WELL GRADED SAND AND GRAVEL MIXTURE WITH MAXIMUM 3/4-INCH
CRUSHED AGGREGATE. THE GRANULAR MAT SHOULD BE COMPACTED TO NO LESS
THAN 95% OF THE MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D1557.
6.BACKFILL AGAINST RESTRAINED WALLS SHALL NOT BE PLACED UNTIL AFTER THE
WALLS ARE SUPPORTED BY THE COMPLETION OF INTERIOR FLOOR SYSTEMS AND
CONCRETE OR GROUT STRENGTH HAS REACHED THE 28 DAY STRENGTH LISTED
BELOW.
THE SOIL DESIGN VALUES FOR THE FOUNDATION ARE:
ALLOWABLE BEARING PRESSURE 1500 PSF
ALLOWABLE LATERAL BEARING PRESSURE 150 PSF/FT
ALLOWABLE LATERAL SLIDING COEFFICIENT 0.25
FOUNDATION BEARING DEPTH
36" BELOW FINISHED GRADE
CONCRETE:
2.ALL NORMAL WEIGHT CONCRETE SHALL BE REGULAR WEIGHT OF 150 POUNDS PER
CUBIC FOOT USING HARD-ROCK AGGREGATES. AGGREGATE USED IN CONCRETE
SHALL CONFORM TO ASTM C33.
3.LAP SPLICES FOR BEAMS AND FLOOR SLABS SLABS SHALL BE ACCORDING TO
CHAPTER 12 OF ACI 318 OR LAP SCHEDULE ON THESE DRAWINGS.
STAGGER SPLICES A MINIMUM OF ONE LAP LENGTH. NO TACK WELDING OF
REINFORCING BARS ALLOWED WITHOUT PRIOR REVIEW OF PROCEDURE WITH THE
STRUCTURAL ENGINEER. LATEST ACI CODE AND DETAILING MANUAL APPLY. PROVIDE
BENT CORNER BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT ALL CORNERS
AND INTERSECTIONS PER TYPICAL DETAILS. VERTICAL WALL BARS SHALL BE
SPLICED AT OR NEAR FLOOR LINES.
4.ALL DIMENSIONS SHOWING THE LOCATION OF REINFORCING STEEL NOT NOTED AS
"CLEAR" OR "CLR" ARE TO CENTER OF STEEL. MINIMUM COVER FOR
NON-PRESTRESSED CONCRETE REINFORCING SHALL BE AS FOLLOWS:
5.MAXIMUM SLUMP FOR ALL CONCRETE SHALL BE 6". PORTLAND CEMENT SHALL
CONFORM TO ASTM C150. TYPE V CEMENT SHALL BE USED FOR CONCRETE IN
CONTACT WITH ALKALINE SOIL, AND TYPE II ELSEWHERE.
6.NO MORE THAN 90 MINUTES SHALL ELAPSE BETWEEN CONCRETE BATCHING AND
CONCRETE PLACEMENT UNLESS APPROVED BY THE TESTING AGENCY.
7.CONCRETE PLACEMENT AND QUALITY SHALL BE PER RECOMMENDATIONS IN ACI 614,
ACI 301 AND ACI 318. MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED,
EXCEPT THAT SLABS ON GRADE NEED BE VIBRATED ONLY AROUND AND UNDER
FLOOR DUCTS, ETC. CAST CLOSURE POUR, WHERE SHOWN ON PLANS AROUND
COLUMNS AFTER COLUMN DEAD LOAD IS APPLIED. REMOVE ALL DEBRIS FROM
FORMS BEFORE PLACING CONCRETE.
ALL ITEMS TO BE CAST IN CONCRETE SUCH AS REINFORCING, DOWELS, BOLTS,
ANCHORS, PIPES, SLEEVES, ETC., SHALL BE SECURELY POSITIONED IN THE FORMS
BEFORE PLACING THE CONCRETE.
8.ALL CONCRETE SLABS ON GRADE SHALL BE DIVIDED INTO AREAS BY CONTROL
JOINTS (KEYED OR SAW CUT) SUCH THAT ONE SLAB AREA DOES NOT EXCEED A
MAXIMUM LENGTH OF 24 TIMES THE SLAB THICKNESS IN BOTH DIRECTIONS
(EXAMPLE: 4" SLAB = 8'-0" LENGTH). SQUARE LAYOUTS ARE PREFERRED, BUT THE
SLAB GEOMETRY MAY DICTATE OTHERWISE. THE RATIO OF THE LONG TO SHORT
DISTANCE SHALL NOT EXCEED 1.3. IT IS RECOMMENDED THAT SAW CUTS BE MADE
WITHIN 16 HOURS OF CONCRETE BATCHING.
KEYED CONTROL JOINTS NEED ONLY OCCUR AT EXPOSED EDGES DURING POURING,
ALL OTHER JOINTS MAY BE SAW CUT.
9.HORIZONTAL PIPES AND ELECTRICAL CONDUITS SHALL NOT BE EMBEDDED IN
STRUCTURAL CONCRETE AND SLABS ON GRADE EXCEPT WHERE SPECIFICALLY
APPROVED OR NOTED BY THE STRUCTURAL ENGINEER. PIPES AND CONDUITS SHALL
NOT IMPAIR THE STRENGTH OF THE WORK.
10.FLY ASH MAY BE USED ONLY IF PERMITTED BY ARCHITECTURAL SPECIFICATIONS
AND SHALL BE LIMITED TO 18 PERCENT OF CEMENTITIOUS MATERIALS AND SHALL
HAVE A REPLACEMENT FACTOR OF 1.2 RELATIVE TO CEMENT REPLACED. NO FLY ASH
ADDITIVES SHALL BE USED IN FLATWORK OR ARCHITECTURALLY EXPOSED
CONCRETE.
11.COLD/HOT WEATHER CONCRETE CONSTRUCTION: PROTECT CONCRETE FROM
DAMAGE OR REDUCED STRENGTH IN COMPLIANCE WITH ACI 305 AND 306.
12.CONCRETE MIXES SHALL BE DESIGNED BY A CERTIFIED LABORATORY AND
APPROVED BY THE STRUCTURAL ENGINEER.
13.LIMIT ALKALI-SILICA REACTION (ASR) TO 0.1% EXPANSION AT 28 DAYS IN CONCRETE
MIX AT ALL EXTERIOR CONCRETE AND INTERIOR CONCRETE EXPOSED TO MOISTURE.
LOCATION:MINIMUM
COVER TOLERANCE
CAST AGAINST EARTH (FOOTINGS)3"± 3/8"
SLABS ON GRADE 11/2"± 1/4"
EXPOSED TO EARTH OR WEATHER - #5 AND SMALLER 11/2"± 3/8"
EXPOSED TO EARTH OR WEATHER - #6 AND LARGER 2"± 3/8"
NOT EXPOSED TO WEATHER OR IN CONTACT WITH THE
GROUND ROOF SLAB 1"1/8"
STRUCTURAL SLABS AND WALLS 3/4"1/8"
BEAMS AND COLUMNS (PRIMARY) REINFORCEMENT,
TIES, STIRRUPS AND SPIRALS 11/2"3/8"
1. MINIMUM 28 DAY CONCRETE STRENGTH SHALL BE AS FOLLOWS:
USE:CONCRETE
STRENGTH:
MAX W/C
RATIO
AIR
ENTRAINMENT
FOOTINGS 3500 PSI 0.50 5.5% ± 1%
FOUNDATION WALLS 4500 PSI 0.45 5.5% ± 1%
INTERIOR CONCRETE
SLABS ON GRADE 3500 PSI 0.45 N/A
REINFORCING STEEL:
1.ASTM A615 GRADE 60 (FY = 60 KSI) DEFORMED BARS FOR ALL BARS #4 AND LARGER.
ASTM A615 GRADE 40 (FY = 40 KSI) DEFORMED BARS FOR ALL BARS #3 AND SMALLER.
GRADE 60 DEFORMED BARS SHALL BE USED FOR CONCRETE WALLS, BEAMS,
ELEVATED SLABS AND COLUMN REINFORCING.
2.WELDING OF REINFORCING BARS SHALL BE MADE ONLY TO ASTM A706 GRADE 60
BARS AND ONLY USING E90 SERIES RODS. WELDING OF REINFORCING BARS SHALL
BE MADE ONLY AT LOCATIONS SHOWN ON PLANS OR DETAILS.
3.REINFORCING BAR SPACING GIVEN ARE MAXIMUM ON CENTERS. ALL BARS PER CRSI
SPECIFICATIONS AND HANDBOOK. DOWEL ALL VERTICAL REINFORCING TO
FOUNDATION. SECURELY TIE ALL BARS IN LOCATION BEFORE PLACING CONCRETE.
WOOD:
1.GENERAL: DO NOT NOTCH OR DRILL JOISTS, BEAMS, OR LOAD BEARING STUDS
WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER THROUGH THE
ARCHITECT. DOUBLE UP JOISTS AND BLOCKING UNDER PARTITIONS. PROVIDE 2"
(NOMINAL) SOLID BLOCKING AT SUPPORTS OF ALL JOISTS. UNLESS NOTED
OTHERWISE ON PLANS/DETAILS PROVIDE 2x SOLID BLOCKING AT MID-HEIGHT OF
BEARING STUD WALLS. ALL NAILING NOT NOTED SHALL BE ACCORDING TO IBC TABLE
2304.10.1. JOIST HANGERS AND OTHER MISC. FRAMING ANCHORS SHALL BE SIMPSON
STRONG-TIE COMPANY, INC. OR OTHER MANUFACTURER WITH CURRENT ICC-ES
APPROVAL.
2.SAWN LUMBER: FRAMING LUMBER SHALL COMPLY WITH THE LATEST EDITION OF THE
GRADING RULES OF THE WESTERN WOOD PRODUCTS ASSOCIATION (WWPA) OR THE
WEST COAST LUMBER INSPECTION BUREAU (WCLIB). ALL SAWN LUMBER SHALL BE
STAMPED WITH THE GRADE MARK OF AN APPROVED LUMBER GRADING AGENCY.
SAWN LUMBER SHALL HAVE THE FOLLOWING MINIMUM GRADE UNLESS NOTED
OTHERWISE IN SCHEDULES:
USE:MATERIAL:
2x4 STUDS DOUGLAS-FIR NO. 2, MINIMUM (U.N.O.)
2x6 STUDS DOUGLAS-FIR NO. 2, MINIMUM (U.N.O.)
JOISTS, TOP PLATES AND ALL OTHER
SAWN LUMBER DOUGLAS-FIR NO. 2, MINIMUM (U.N.O.)
BEAMS AND POSTS DOUGLAS-FIR NO. 2, MINIMUM (U.N.O.)
LOCATION:NOMINAL
THICKNESS:
SPAN
INDEX
RATING:
EDGE
ATTACHMENT:
FIELD
ATTACHMENT:
WALL 7/16" OR 1/2"24/16 8d AT 6" O.C.8d AT 12" O.C.
ROOF 7/16" OR 1/2"24/16 8d AT 6" O.C.8d AT 12" O.C.
ROOF 15/32" OR 1/2"32/16 8d AT 6" O.C.8d AT 12" O.C.
ROOF 19/32" OR 5/8"40/20 10d AT 6" O.C.10d AT 12" O.C.
ROOF 23/32" OR 3/4"48/24 10d AT 6" O.C.10d AT 12" O.C.
ROOF 7/8"60/32 10d AT 6" O.C.10d AT 12" O.C.
FLOOR 3/4" T&G 48/24 10d AT 6" O.C. OR
#8 SCREWS AT 6" O.C.
10d AT 6" O.C. OR
#8 SCREWS AT 12" O.C.
FLOOR 7/8" T&G 60/32 10d AT 6" O.C. OR
#8 SCREWS AT 6" O.C.
10d AT 6" O.C. OR
#8 SCREWS AT 12" O.C.
FLOOR 11/8" T&G 60/48 10d AT 6" O.C. OR
#8 SCREWS AT 6" O.C.
10d AT 6" O.C. OR
#8 SCREWS AT 12" O.C.
3.PLYWOOD: ALL PLYWOOD SHALL BE C-D OR C-C SHEATHING CONFORMING TO
STANDARD PS 1-95. LAY UP PLYWOOD WITH FACE GRAIN IN PERPENDICULAR TO
SUPPORTS (ON ROOFS WHERE PLYWOOD IS LAID UP WITH FACE GRAIN PARALLEL TO
SUPPORTS, USE A MINIMUM OF 5-PLY PLYWOOD, STAGGER JOINTS). ALL NAILING,
COMMON NAILS. BLOCKING AT PANEL EDGES WHERE INDICATED ON PLANS. ALL
PLYWOOD SHALL BE OF THE FOLLOWING NOMINAL THICKNESS, SPAN/INDEX RATING
AND SHALL BE NAILED AS FOLLOWS UNLESS NOTED OTHERWISE ON THE PLANS:
DEFERRED SUBMITTAL ITEMS:
PREFABRICATED WOOD ROOF TRUSSES
SHEET INDEX
SHEET DESCRIPTION DETAILS
S1.0 GENERAL STRUCTURAL NOTES ---
S1.1 GENERAL STRUCTURAL NOTES ---
S1.2 TYPICAL DETAILS T - SERIES
S1.3 TYPICAL DETAILS T - SERIES
S2.0 FOUNDATION PLAN ---
S2.1 LOWER ROOF & FLOOR FRAMING
PLAN ---
S2.2 UPPER ROOF FRAMING PLAN ---
S3.0 FOUNDATION DETAILS 100 - SERIES
S4.0 FRAMING DETAILS 200 - SERIES
CAST IN PLACE
CENTERLINE
CENTERLINE OF BEAM
CENTERLINE OF COLUMN
CENTERLINE OF WALLCLEAR
CONCRETE
CONCRETE CONTROL JOINT
CONCRETE SAWCUT JOINT
CONCRETE MASONRY UNIT
CONNECTION
CONTINUOUS
DEAD LOAD
DOWNDRAWING(S)
EQUAL
EQUIPMENT
EXPANSION JOINT
EACH WAY
FINISHED FLOOR
FACE OF STEELFACE OF WALL
GAUGE
GALVANIZED
GENERAL STRUCTURAL NOTES
CENTERLINE OF FOOTING
FACE OF MEMBER
EXPANSION BOLT
EDGE OF SLAB
DIAMETER
GALV
GSN
DN.DWG(S)
EQ
EQUIP
EXP. JT (E.J.)
E.W.
F.F.
F.O.S.
F.O.W.
GA
F.O.M.
EXP. BOLT
E.O.S.
Ø OR DIA.
C.I.P.
C L
C.L.B.
C.L.C.
C.L.W.CLR
CONC
C.C.J.
C.S.J.
C.M.U.
CONN.
CONT
D L
C.L.F.
W/WITH
W/O WITHOUT
T.O.P.
U.N.O.
W.W.F.
TYP
VERT
T.O.S.
T.O.W.
T.O.D.
T.O.F.
T.O.L.T.O.M.
STD
T.O.B.
T L
SLH
SLV
SIM
SQ
PSF
PSI
REINF
PREFAB
OPPP.C.PLF
N.T.S.
O.C.
O.F.W.
TOP OF FOOTING
UNLESS NOTED OTHERWISE
WELDED WIRE FABRIC
TOP OF MASONRYTOP OF PLATE
TOP OF STEEL
TOP OF WALL
TYPICAL
VERTICAL
STANDARD
TOP OF BEAM
TOP OF DECK
TOP OF LEDGER
TOTAL LOAD
OUTSIDE FACE OF WALL
PRECAST CONCRETEPOUNDS PER LINEAR FOOT
POUNDS PER SQUARE INCH
SHORT LEG VERTICAL
SHORT LEG HORIZONTALREINFORCING
SIMILAR
SQUARE
NOT TO SCALE
ON CENTER
OPPOSITE
PREFABRICATED
AGGREGATE BASE COURSE
AIR CONDITIONER
ABOVE FINISHED FLOOR
ALTERNATE
ANCHOR BOLT
AT (MEASUREMENT)
BEAM
BOTTOM OF BEAM
BOTTOM OF DECK
BEARING
BELOW FINISHED FLOOR
BOTTOM OF FOOTING
A.B.C.
A/C
A.F.F.
ALT
A.B.
@
BM
B.O.B.
B.O.D.
BRG
B.F.F
B.O.F.
ABBREVIATIONS
LBS (#)
MFR('S)
M.C.J.
MECH
N/A
LLV
LLH
HORIZ
K(KIP)
L L
LONG LEG VERTICAL
MANUFACTURER('S)
MASONRY CONTROL JOINT
NOT APPLICABLE
LONG LEG HORIZONTAL
POUNDS
MECHANICAL
HORIZONTAL
1000 POUNDS
LIVE LOAD
EXISTING(E)
MIN MINIMUM
MAX MAXIMUM
POUNDS PER SQUARE FOOT
GLUED-LAMINATED BEAMGLB
PFT PREFAB FLOOR TRUSSES
PRT PREFAB ROOF TRUSSES
I.F.W.INSIDE FACE OF WALL
PT PRESSURE TREATED
CONCRETE COLUMNC.C.
SCREWS AT FLOOR SHEATHING SHALL BE #8 SCREWS AND SHALL PENETRATE AT
LEAST 11/2" INTO THE SUPPORTING MEMBER. ALL FLOOR SHEATHING SHALL BE GLUED
TO SUPPORTING MEMBERS WITH AN APA AFG-01 QUALIFIED GLUE.
PLYWOOD ALTERNATE: AMERICAN PLYWOOD ASSOCIATION PERFORMANCE RATED
SHEATHING MAY BE USED AS AN ALTERNATE TO PLYWOOD WITH PRIOR APPROVAL
OF OWNER, ARCHITECT AND ROOFER. IT MAY NOT BE USED ON ROOFS WHERE
BUILT-UP ROOF SYSTEM IS TO BE GUARANTEED BY ROOFER. RATED SHEATHING
SHALL COMPLY WITH CURRENT ICC-ES REPORTS AND SHALL HAVE A SPAN RATING
EQUIVALENT TO OR BETTER THAN THE PLYWOOD IT REPLACES. ATTACHMENT AND
THICKNESS (WITHIN 1/32") SHALL BE THE SAME AS THE PLYWOOD IT REPLACES.
INSTALL PER MANUFACTURER'S RECOMMENDATIONS.
4.NOMINAL 2x AND 3x DECKING. TONGUE AND GROOVE TYPE. MINIMUM Fb = 1,600 PSI,
MINIMUM E = 1,300,000 PSI. INSTALL WITH TONGUES UP SLOPE ON PITCHED ROOFS,
AND OUTWARD IN THE DIRECTION OF LAYING ON FLAT ROOFS. NAIL EACH PLANK
WITH 16d TOENAIL (THRU THE TONGUE) AND 16d FACE NAIL AT EACH SUPPORT. DECK
SHALL BE INSTALLED AS SIMPLE SPAN WITH ALL PLANKS BEARING ON TWO
SUPPORTS. FOR REFERENCE AND/OR ADDITIONAL INFORMATION SEE AITC 117-2010.
5.GLUED-LAMINATED BEAMS (GLB): GLUED-LAMINATED BEAMS SHALL BE DOUGLAS FIR
COMBINATION AT 24F-V4 AT SIMPLE SPAN BEAMS AND 24F-V8 AT MULTI-SPAN AND
CANTILEVERED BEAMS WITH THE FOLLOWING MINIMUM PROPERTIES: FB = 2,400 PSI,
FV = 190 PSI, FC (PERPENDICULAR) = 650 PSI, E =1,800 KSI. ALL BEAMS SHALL BE
FABRICATED USING WATERPROOF GLUE. FABRICATION AND HANDLING PER LATEST
AITC AND WCLA STANDARDS. BEAMS TO BEAR GRADE STAMP AND AITC STAMP AND
CERTIFICATE. CAMBER AS SHOWN ON DRAWINGS. STANDARD CAMBER IS BASED ON
A RADIUS OF CURVATURE OF 2000 FEET.
6.GLUED-LAMINATED COLUMNS: GLUED-LAMINATED COLUMNS SHALL BE DOUGLAS FIR
COMBINATION 3 WITH THE FOLLOWING MINIMUM PROPERTIES: FBY = 2,100 PSI, FBY =
2000 PSI, FVY = 230 PSI, FVX = 265 PSI, FC (PERPENDICULAR) = 650 PSI, E =1,900 KSI.
ALL COLUMNS SHALL BE FABRICATED USING WATERPROOF GLUE. FABRICATION AND
HANDLING PER LATEST AITC AND WCLA STANDARDS. COLUMNS TO BEAR GRADE
STAMP AND AITC STAMP AND CERTIFICATE.
7.LAMINATED VENEER LUMBER (LVL): DESIGN, FABRICATION AND ERECTION IN
ACCORDANCE WITH THE LATEST ICC-ES REPORT. MINIMUM PROPERTIES FOR LVLs
SHALL BE: FB = 2,600 PSI, FV = 285 PSI, E = 2,000 KSI.
8.PARALLEL STRAND LUMBER (PSL): DESIGN, FABRICATION AND ERECTION IN
ACCORDANCE WITH THE LATEST ICC-ES REPORT. MINIMUM PROPERTIES FOR PSLs
SHALL BE: FB = 2,900 PSI, FV = 290 PSI, E = 2,000 KSI.
9.LAMINATED STRAND LUMBER (LSL): DESIGN, FABRICATION AND ERECTION IN
ACCORDANCE WITH THE LATEST ICC-ES REPORT. MINIMUM PROPERTIES FOR LSLs
SHALL BE: FB = 2,325 PSI, FV = 310 PSI, E = 1,550 KSI.
10.SILL PLATES RESTING ON CONCRETE OR MASONRY SHALL BE OF TREATED FIR.
SHEAR WALLS AND EXTERIOR WALL SILLS AT CONCRETE SLAB SHALL HAVE A
MINIMUM OF (2) ANCHOR BOLTS PER PIECE. PROVIDE ANCHOR BOLT AT 9" MAXIMUM,
4" MINIMUM FROM THE END OF EACH PIECE AT SPLICE OR END OF WALL. MAXIMUM
ANCHOR BOLT SPACING SHALL BE 72" ON CENTER UNLESS NOTED OTHERWISE ON
PLANS OR DETAILS. ALL ANCHOR BOLTS (OTHER THAN BOLTS FOR HOLDOWNS)
SHALL EMBED 7" INTO CONCRETE. ANCHOR BOLTS FOR HOLDOWNS SHALL NOT BE
CONSIDERED AS PART OF REQUIRED ANCHOR BOLTS ON SHEAR WALLS. ALL
EXTERIOR WALLS SHALL BE SECURED WITH MINIMUM ANCHOR BOLTS. INTERIOR
WALLS MAY BE SECURED TO CONCRETE WITH EITHER ANCHOR BOLTS OR POWER
DRIVEN SHOT PINS UNLESS NOTED OTHERWISE ON PLANS.
11.BOLTING: ALL BOLTS IN WOOD CONNECTIONS SHALL CONFORM TO ASTM A307.
BOLTS SHALL BE INSTALLED IN HOLES BORED WITH A BIT 1/16" LARGER THAN THE Ø
(DIAMETER) OF THE BOLT. BOLTS AND NUTS SEATING ON WOOD SHALL HAVE CUT
STEEL WASHERS UNDER HEADS AND NUTS. NICK THREADS TO PREVENT LOOSENING.
12.PREFABRICATED WOOD TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE
DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD
LOADS. WHERE ATTIC SPACE CAN BE USED FOR STORAGE, A 40 PSF LIVE LOAD ON
THE BOTTOM CHORD SHALL BE INCLUDED IN THE ANALYSIS. BRIDGING SIZE AND
SPACING BY TRUSS MANUFACTURER UNLESS NOTED OTHERWISE. CONTRACTOR
SHALL SUBMIT SHOP DRAWINGS WITH DESIGN CALCULATIONS SEALED BY A
REGISTERED ENGINEER FOR REVIEW PRIOR TO MANUFACTURE FOR BOTH ROOF
AND FLOOR TRUSSES WHEN USED.
SHOP DRAWINGS SHALL SHOW ANY SPECIAL DETAILS REQUIRED AT BEARING
POINTS. ALL CONNECTORS SHALL HAVE CURRENT ICC-ES APPROVAL. ADDITIONAL
TRUSSES SHALL BE SUPPLIED AS REQUIRED TO SUPPORT MECHANICAL EQUIPMENT.
PER IBC SECTION 2303.4 AND TPI-1: EACH TRUSS SHALL BE LEGIBLY BRANDED,
MARKED OR OTHERWISE HAVE PERMANENTLY AFFIXED THERETO THE IDENTITY OF
THE COMPANY MANUFACTURING THE TRUSS, THE DESIGN LOADS, AND THE TRUSS
SPACING - WITHIN TWO FEET OF THE CENTER OF THE SPAN ON THE FACE OF THE
BOTTOM CHORD.
PREFABRICATED WOOD/STEEL WEB JOIST/PURLINS (TJI/TJL SERIES OR EQUAL):
DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST EDITION
ICC-ES REPORT. CONNECTIONS AND BEARING MATERIAL TO BE DESIGNED AND
FURNISHED BY JOIST FABRICATOR. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS
WITH DESIGN CALCULATIONS SEALED BY A REGISTERED STRUCTURAL ENGINEER
FOR REVIEW PRIOR TO MANUFACTURE. ADDITIONAL JOISTS SHALL BE SUPPLIED AS
REQUIRED TO SUPPORT MECHANICAL EQUIPMENT.
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PROJECT MANAGER:CAD OPERATOR:JOB NO.:
Structural Engineering
This drawing is the property of FROST Structural Engineering, Inc. Legally, the drawing can NOT be copied in whole or in pieces. It is only to be used for the project and site
specifically identified hereon and is not to be used on any other project. Contractor shall carefully review all dimensions, details, and conditions and report at once any error,
inconsistency or omission discovered before construction. The contractor assumes full liability for deviations from the intent of these plans.
fax: 208.227.8405
1020 E. Lincoln Road
Idaho Falls, ID 83401
phone: 208.227.8404
contact@frost-structural.com
CBDBPIF19-201 S1.1
7/3/2019
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MASONRY (CONCRETE BLOCK):
MINIMUM 28 DAY MASONRY STRENGTH SHALL BE 1500 PSI.
1.VERTICAL REINFORCING: #5 AT 16 INCHES ON CENTER FULL HEIGHT OF WALL,
CENTERED IN GROUTED CELL AND AT ALL WALL INTERSECTIONS, CORNERS, WALL
ENDS, JAMBS, OVER LINTELS, AND EACH SIDE OF CONTROL JOINTS (MINIMUM
UNLESS NOTED OTHERWISE ON PLANS/DETAILS). TIE AT 8'-0" VERTICALLY, WITH
SINGLE WIRE LOOP TIE OR EQUIVALENT. DOWEL ALL REINFORCING TO FOUNDATION
WITH DOWELS TO MATCH AND LAP VERTICAL WALL OR COLUMN REINFORCING.
2.CONTROL JOINTS: UNLESS NOTED OTHERWISE ON THE PLANS, PLACE CONTROL
JOINTS IN MASONRY WALLS SUCH THAT NO STRAIGHT RUN OF WALL EXCEEDS 24'-0".
CONTROL JOINTS SHALL NOT OCCUR AT WALL CORNERS, INTERSECTIONS, ENDS,
WITHIN 24" OF CONCENTRATED POINTS OF BEARING OR JAMBS, OR OVER OPENINGS
UNLESS SPECIFICALLY SHOWN ON THE STRUCTURAL DRAWINGS.
3.HORIZONTAL REINFORCING: (MINIMUM UNLESS NOTED OTHERWISE ON
PLANS/DETAILS) ONE #5 BAR IN CENTER OF 16 INCH DEEP MINIMUM CONTINUOUS
GROUTED BOND BEAM AT ELEVATED FLOOR AND ROOF LINES. FOR 8 INCH THICK
WALLS, ONE #5 BAR IN CENTER OF 8 INCH DEEP CONTINUOUS GROUTED BOND BEAM
AT INTERVALS NOT TO EXCEED 48 INCHES ON CENTER AND AT TOP OF PARAPET OR
FREE STANDING WALLS.
FOR 12 INCH THICK WALLS, TWO #5 BARS IN CENTER OF 8 INCH DEEP CONTINUOUS
GROUTED BOND BEAM AT INTERVALS NOT TO EXCEED 48 INCHES ON CENTER AND
AT TOP OF PARAPET OR FREE STANDING WALLS.
HORIZONTAL BARS AT TOP OF PARAPET OR FREE STANDING WALLS SHALL BE
PLACED 8 INCHES DOWN FROM THE TOP IN AN UPSIDE DOWN BOND BEAM BLOCK.
PLACE HORIZONTAL BARS CONTINUOUS THROUGH CONTROL JOINTS. PROVIDE BENT
BARS PER TYPICAL DETAILS, TO MATCH HORIZONTAL BOND BEAM REINFORCING, AT
CORNERS AND WALL INTERSECTION TO MAINTAIN BOND BEAM CONTINUITY.
4.TENSION LAP SPLICES OF REINFORCING STEEL IN MASONRY SHALL BE AS FOLLOWS:
REBAR SIZE STANDARD LAP RETAINING WALLS
(AT FACE OF WALL)
#4 24"30"
#5 30"46"
#6 43"55"
#7 60"64"
#8 72"72"
5.REINFORCING PLACEMENT TOLERANCES: ALL DIMENSIONS SHOWING THE LOCATION
OF REINFORCING STEEL NOT NOTED AS "CLEAR" OR "CLR" ARE TO CENTER OF
STEEL. TOLERANCES FOR PLACEMENT OF VERTICAL REINFORCING SHALL BE (±) 1/2"
PERPENDICULAR TO WALL AND (±) 2" ALONG THE LENGTH OF THE WALL. PROVIDE 1/2"
CLEARANCE BETWEEN MASONRY UNITS AND REINFORCING, AND REINFORCING
RUNNING IN THE SAME DIRECTION. LAPS MAY BE BESIDE OR OVER THE REINFORCING
BEING SPLICED.
6.BLOCK QUALITY: CONCRETE BLOCK SHALL BE LIGHTWEIGHT LOAD-BEARING
CONCRETE MASONRY UNITS CONFORMING TO ASTM 90 WITH A MINIMUM
COMPRESSIVE STRENGTH OF 2000 PSI. USE BOND BEAM UNITS AT HORIZONTAL
REINFORCING.
7.MORTAR: MORTAR MIX SHALL CONFORM TO REQUIREMENTS OF THE ASTM C270 AND
ASTM C780 STANDARDS, TYPE M OR S. MORTAR SHALL HAVE A MINIMUM
COMPRESSIVE STRENGTH OF 2000 PSI AT 28 DAYS.
8.GROUT: GROUT SHALL CONFORM TO REQUIREMENTS OF ASTM C476. USE
SUFFICIENT WATER FOR GROUT TO FLOW INTO ALL JOINTS OF THE MASONRY
WITHOUT SEGREGATION. GROUT SHALL ATTAIN A MINIMUM COMPRESSIVE
STRENGTH OF 2500 PSI AT 28 DAYS. ALL CELLS IN CONCRETE BLOCKS CONTAINING
REINFORCING SHALL BE FILLED SOLID WITH GROUT. ALL MASONRY BELOW FINISHED
FLOOR OR GRADE SHALL BE GROUTED SOLID. ALL GROUT SHALL BE MECHANICALLY
VIBRATED.
GROUT LIFTS OF 5 FEET OR LESS IS RECOMMENDED. FOR HIGHER GROUT LIFTS,
CLEANOUTS (3"x3") AT THE BOTTOM OF ALL VERTICALLY REINFORCED CELLS SHALL
BE PROVIDED. IN ADDITION, MECHANICAL DEVICES SHALL BE USED TO POSITION AND
SECURE REINFORCING WHEN GROUT LIFTS EXCEED 5 FEET IN HEIGHT. IN SOLID
GROUTED MASONRY, CLEANOUTS SHALL NOT BE SPACED MORE THAN 32" O.C.
9.BLOCK CONSTRUCTION: ALL BLOCKS SHALL BE PLACED IN RUNNING BOND
CONSTRUCTION (UNLESS OTHERWISE NOTED) WITH ALL VERTICAL CELLS IN
ALIGNMENT.
10.MISCELLANEOUS LINTELS:
FOR MISCELLANEOUS OPENINGS (4'-8" OR LESS) NOT SHOWN ON PLANS OR
IN A SCHEDULE, BUT REQUIRED BY OTHER DISCIPLINES (MECHANICAL,
ELECTRICAL, PLUMBING, ETC.) THE FOLLOWING OPTIONS MAY BE USED IN
8" MASONRY WALLS.
OPTION #1: GROUTED REINFORCED MASONRY LINTEL: REINFORCE WITH (2)
#4 HORIZONTAL BARS IN BOTTOM OF BOND BEAM OR LINTEL BLOCK AND
SHALL BE GROUTED SOLID TO A MINIMUM DEPTH OF 12 INCHES. ALL LINTEL
REINFORCING AND GROUT SHALL EXTEND 16 INCHES PAST JAMBS.
OPTION #2: DOUBLE ANGLE LINTELS: USE (2) L31/2X31/2X1/4 BACK-TO-BACK.
PROVIDE 12" MINIMUM OF GROUT OVER LINTELS. BEARING FOR STEEL
ANGLE LINTELS SHALL BE 4" (±) 1" AT EACH JAMB.
OPTION #3: POWERS STEEL LINTEL: PS8-8. GROUT LINTEL 8" DEEP. BEARING
FOR POWERS STEEL LINTELS SHALL BE 4" (±) 1" AT EACH JAMB.
THESE LINTELS, OR THE OPENING THEY SPAN, SHALL NOT BE PLACED SO
AS TO INTERFERE WITH THE REQUIREMENTS OF OTHER STRUCTURAL
ELEMENTS (I.E. BOND BEAMS, LINTELS, CONTROL JOINTS, CONCENTRATED
POINTS OF BEARING, ETC.) WITHOUT THE PRIOR APPROVAL OF THE
STRUCTURAL ENGINEER.
SOLID GROUT SHALL BE PROVIDED BETWEEN WEBS AND MASONRY FACE
SHELLS FOR FULL LENGTH OF ALL STEEL LINTELS. MORTAR MAY BE USED
FOR GROUT FOR THIS PURPOSE ONLY. FACE UNITS, SOAPS, ROMANS, ETC.,
SHALL BE LAID WITH FULL HEAD AND BED JOINTS.
FOR ADDITIONAL INFORMATION AT OPENINGS IN MASONRY WALLS, SEE
TYPICAL DETAILS.
SPECIAL INSPECTION ITEMS:
1.THE OWNER OR THE OWNER'S AUTHORIZED AGENT, OTHER THAN THE
CONTRACTOR, SHALL EMPLOY ONE OR MORE APPROVED AGENCIES TO PROVIDE
SPECIAL INSPECTIONS AND TESTS DURING CONSTRUCTION ON THE TYPES OF
WORK SPECIFIED PER IBC SECTION 1705 AND IDENTIFY THE APPROVED AGENCIES
TO THE BUILDING OFFICIAL. SPECIAL INSPECTIONS ARE REQUIRED AS FOLLOWS:
2.QUALITY ASSURANCE PROGRAM:
A.THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED TO BE
CERTAIN IT CONFORMS WITH THE APPROVED DESIGN DRAWINGS AND
SPECIFICATIONS.
B.THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE
BUILDING OFFICIAL, AND TO THE STRUCTURAL ENGINEER OF RECORD. ALL
DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE
CONTRACTOR FOR CORRECTION, THEN, IF UNCORRECTED, TO THE DESIGN
AUTHORITY AND THE BUILDING OFFICIAL.
MASONRY - LEVEL B (TMS 402/ACI 530/ASCE 5 TABLE 3.1.2)
VERIFICATION AND INSPECTION
CONTINUOUS
SPECIAL
INSPECTION
PERIODIC
SPECIAL
INSPECTION
1. VERIFY COMPLIANCE WITH THE APPROVED SUBMITTALS -X
2. AS MASONRY CONSTRUCTION BEGINS, VERIFY THAT THE
FOLLOWING ARE IN COMPLIANCE:
A. PROPORTIONS OF SITE-PREPARED MORTAR X
B. CONSTRUCTION OF MORTAR JOINTS X
C. GRADE AND SIZE OF PRESTRESSING TENDONS AND
ANCHORAGES X
D. LOCATION OF REINFORCEMENT, CONNECTORS, AND
PRESTRESSING TENDONS AND ANCHORAGES X
E. PRESTRESSING TECHNIQUE X
F. PROPERTIES OF THIN-BED MORTAR FOR AAC MASONRY X X
3. PRIOR TO GROUTING, VERIFY THAT THE FOLLOWING ARE IN
COMPLIANCE:
A. GROUT SPACE X
B. GRADE, TYPE, AND SIZE OF REINFORCEMENT AND ANCHOR
BOLTS, AND PRESTRESSING TENDONS AND ANCHORAGES X
C. PLACEMENT OF REINFORCEMENT, CONNECTORS, AND
PRESTRESSING TENDONS AND ANCHORAGES X
D. PROPORTIONS OF SITE-PREPARED GROUT AND
PRESTRESSING GROUT FOR BONDED TENDONS X
E. CONSTRUCTION OF MORTAR JOINTS X
4. VERIFY DURING CONSTRUCTION:
A. SIZE AND LOCATION OF STRUCTURAL ELEMENTS X
B. TYPE, SIZE, AND LOCATION OF ANCHORS, INCLUDING OTHER
DETAILS OF ANCHORAGE OF MASONRY TO STRUCTURAL
MEMBERS, FRAMES, OR OTHER CONSTRUCTION
X
C. WELDING OF REINFORCEMENT X
D. PREPARATION, CONSTRUCTION, AND PROTECTION OF
MASONRY DURING COLD WEATHER (TEMPERATURE BELOW
40°F) OR HOT WEATHER (TEMPERATURE ABOVE 90°F)
X
E. APPLICATION AND MEASUREMENT OF PRESTRESSING FORCE X
F. PLACEMENT OF GROUT AND PRESTRESSING GROUT FOR
BONDED TENDONS IS IN COMPLIANCE X
G. PLACEMENT OF ACC MASONRY UNITS AND CONSTRUCTION
OF THIN-BED MORTAR JOINTS X X
5. OBSERVE PREPARATION OF GROUT SPECIMENS, MORTAR
SPECIMENS, AND/OR PRISMS X
SOILS (IBC TABLE 1705.6)
VERIFICATION AND INSPECTION
CONTINUOUS
SPECIAL
INSPECTION
PERIODIC
SPECIAL
INSPECTION
1. VERIFY THAT THE IN-PLACE DRY DENSITY OF THE
COMPACTED FILL IS NOT LESS THAN 90 PERCENT OF
THE MAXIMUM DRY DENSITY AT OPTIMUM MOISTURE
CONTENT DETERMINED IN ACCORDANCE WITH ASTM D
1557.
-X
2. VERIFY THAT THE COMPACTED FILL ALLOWABLE
BEARING PRESSURE IS NOT LESS THAN 1500 PSF.-X
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PROJECT MANAGER:CAD OPERATOR:JOB NO.:
Structural Engineering
This drawing is the property of FROST Structural Engineering, Inc. Legally, the drawing can NOT be copied in whole or in pieces. It is only to be used for the project and site
specifically identified hereon and is not to be used on any other project. Contractor shall carefully review all dimensions, details, and conditions and report at once any error,
inconsistency or omission discovered before construction. The contractor assumes full liability for deviations from the intent of these plans.
fax: 208.227.8405
1020 E. Lincoln Road
Idaho Falls, ID 83401
phone: 208.227.8404
contact@frost-structural.com
CBDBPIF19-201 S1.2
7/3/2019
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KEYNOTES:
1.FINISHED GRADE WHERE OCCURS
2.DO NOT EXCAVATE A TRENCH CLOSER
THAN A 45 DEGREE ANGLE TO BELOW
BOTTOM FOOTING OR FOUNDATION
3.BOTTOM OF CONCRETE FOOTING
4.BOTTOM OF TRENCH
NOTE:
A.DO NOT UNDERCUT EXISTING FOOTINGS
B.NO PIPE OR OTHER UTILITIES SHALL PASS
THRU WALL FOOTINGS OR UNDER
COLUMN FOOTINGS
FOR CONSTRUCTION ABOVE
FOOTING, SEE DETAILS.
T1 TRENCH PARALLEL TO CONTINUOUS STRAP FOOTING
TD01 NO SCALE
1
1
4
3
2
1
KEYNOTES:
1.CONCRETE FOOTING
2.SLEEVE - PROVIDE 1/2" MINIMUMCLEARANCE AROUND PIPE OR CONDUIT
3.PIPE OR CONDUIT
4.CONCRETE FILL TO BE PLACED BEFORE
FOOTING IS POURED - FORM SAME AS
FOOTING AND POUR FULL WIDTH OF PIPE
TRENCH
5.STEM WALL
NOTE:
A.NO PIPE SHALL PASS THRU FOOTING OR
UNDER COLUMN FOOTINGS. FOR
TRENCHES GREATER THAN 3'-6" BELOW
BOTTOM OF FOOTING, SEE PIPE PASSING
BELOW WALL FOOTING DETAIL.
T2 PIPE PASSING UNDER WALL FOOTING IN SHALLOW TRENCH
TD02 NO SCALE
6 "
MI
N
8 "
MI
N
3 '-0 "
MA
X
8" MIN
A
SECTIONA
5
1
2
3
4
5
1
2
3
4
KEYNOTES:
1.STEM WALL
2.CONCRETE FOOTING
3.1'-6" MAXIMUM - WHERE TRENCH EXCEEDS
1'-6" NOTIFY STRUCTURAL ENGINEER
PRIOR TO PLACEMENT OF FOOTINGS
4.BACKFILL AND RECOMPACT TRENCH PER
SOILS REPORT AND SPECIFICATIONS
5.BOTTOM OF TRENCH
NOTE:
A.DO NOT UNDERCUT EXISTING FOOTINGS
B.NO PIPES OR OTHER UTILITIES SHALL
PASS THRU WALL FOOTINGS OR UNDER
COLUMN FOOTINGS
3 '-1 "
OR
GR
E
A
T
E
R
FOR CONSTRUCTION ABOVE
FOOTING, SEE DETAILS.
T3 PIPE PASSING BELOW FOOTING IN DEEP TRENCH
TD03 NO SCALE
5
3
2
1
44
1
KEYNOTES:
1.SLOPED FINISH GRADE
2.MINIMUM FOOTING DEPTH PER G.S.N. - 12"
MINIMUM
3.DEEPEN FOOTING AS REQUIRED TO
ACCOUNT FOR SLOPED GRADE
4.CONCRETE FOOTING
NOTE:
A.FOR ADDITIONAL INFORMATION, SEE
PLANS AND DETAILS
5'-0"
T4 TYPICAL DETAIL FOR FOUNDATION EMBEDMENT
TD04 NO SCALE
1
2
3
4
KEYNOTES:
1.CORNER DOWELS TO MATCH HORIZONTAL
REINFORCEMENT
2.CONCRETE WALL WITH REINFORCEMENT
18" MIN LAP
SPLICE (TYP)
T5 TYPICAL CONCRETE CORNER
TD05 NO SCALE
2
1
KEYNOTES:
1.CONCRETE SLAB ON GRADE
2.CONT KEYED JOINT
3.SAWCUT 1/8" WIDE x 1/4 SLAB THICKNESS IN
DEPTH - CUT SHALL BE MADE SOON
ENOUGH TO PREVENT SHRINKAGE
CRACKING, BUT NOT SO SOON AS TO
CAUSE SPALLING OF THE CONCRETE
WHILE SAWING. WORK MUST BE
COMPLETE WITHIN 16 HOURS OF
CONCRETE PLACEMENT.
NOTE:
A.KEYED JOINTS NEED ONLY OCCUR AT
EXPOSED EDGES DURING PLACEMENT
UNLESS SPECIFICALLY NOTED ON THE
PLANS.
B."TOOL WET JOINT", "ZIP STRIP", ETC SHALL
MATCH SAWCUT REQUIREMENTS
12"6"6"12"
SAWCUT JOINT
KEYED JOINT
T6 CONTROL JOINTS IN CONCRETE SLAB ON GRADE
TD07 NO SCALE
1 3
1 2
6 MIN
BAR OFFSET
BAR CLEARANCE SPLICE DETAIL
BEND & HOOK DETAILS
COLUMN TIES BEAM STIRRUPS
"d"
45°
"d"
"d"
1
8 8
KEYNOTES:
1.LAP - SEE G.S.N.
2.MAXIMUM 1/5 LAP BUT NOT MORE THAN 6"
3.WIRE TIES
4.1d (1" MINIMUM)
5.RADIUS = 3d FOR BARS NOT OVER #8; 4d
FOR #9, #10, AND #1 BARS; 5d FOR #14 AND
#18 BARS, 5d FOR ALL GRADE 40 BARS
WITH 180 DEGREE HOOK
6.4D (4" MINIMUM)
7.12d (90 DEGREE HOOK)
8.6d (4" MINIMUM)
9.135 DEGREE BEND
10.BEND AROUND 11/2" PIN FOR #3 BARS.
BEND AROUND 2" PIN FOR #4 BARS. BEND
AROUND 21/2" PIN FOR #5 BARS.
T7 TYPICAL REINFORCING DETAILS
TD10 NO SCALE
3
1 2
4
6
7
44
5
55
5
99
10 10
NOTES:
1. TOP BARS ARE ANY HORIZONTAL BARS PLACED SO THAT MORE THAN 12" OF FRESH CONCRETE IS CAST IN THE
MEMBER BELOW THE REINFORCEMENT.
2. UNLESS NOTED OTHERWISE, LAP SPLICES IN CONCRETE BEAMS, SLABS AND WALLS SHALL BE CLASS "B" TENSION LAP
SPLICES.
BAR
SIZE
CLASS B TENSION SPLICE LENGTHS
f'c = 3,000 PSI f'c = 4,000 PSI f'c = 5,000 PSI
HOIRZONTAL BARS
W/ >12" OF CONC.
BELOW
VERTICAL AND
BOTTOM
HORIZONTAL BARS
HOIRZONTAL BARS
W/ >12" OF CONC.
BELOW
VERTICAL AND
BOTTOM
HORIZONTAL BARS
HOIRZONTAL BARS
W/ >12" OF CONC.
BELOW
VERTICAL AND
BOTTOM
HORIZONTAL BARS
#3 12"12"12"12"12"12"
#4 19"15"17"13"15"12"
#5 29"23"26"20"23"18"
#6 32"25"28"21"25"19"
#7 54"41"47"36"42"32"
#8 70"54"61"47"54"42"
#9 89"68"77"59"69"53"
#10 112"87"97"75"87"67"
T8 STEEL REINFORCING LAP SPLICES IN CONCRETE
TD14 NO SCALE
T9 ELEVATION-TYPICAL 1-STORY SHEARWALL
TD19 NO SCALE
KEYNOTES:
1.SHEATHING MATERIAL
2.DOUBLE STUDS AT EACH END OF
SHEARWALL, EDGE NAIL ALONG DOUBLE
STUDS
3.FULL HEIGHT WOOD STUDS
4.BOTTOM PLATE ATTACHMENT
5.SIMPSON STHD TYPE HOLDOWN
6.MIDHEIGHT BLOCKING AND EDGE
NAILING REQUIRED
7.SIMPSON "PHD" TYPE HOLDOWN
8.FINISHED FLOOR
9.CONT 2x PT SOLE PLATE
1
3
6
8
7
4
5
2
9
KEYNOTES:
1.EDGE NAILING
2.PREFAB WOOD TRUSS, TRUSS
MANUFACTURER SHALL PROVIDE
VERTICAL WEB TO MATCH LOCATION OF
SHEAR PANEL
3.7/16" PLYWOOD SHEAR PANEL WITH 8d AT 6"
O.C. AT PANEL EDGES AND 8d AT 12" O.C.
AT INTERMEDIATE SUPPORTS
4.PLYWOOD SHEATHING AS OCCURS
5.2x4 AT 4-SIDES
6.TOP OF WOOD PLATE OR BEAM AS
OCCURS
7.PREFAB BLOCKING PER TRUSS
MANUFACTURER, IN-PLANE SHEAR
CAPACITY TO BE 200#
NOTE:
A.FOR CONSTRUCTION BELOW PANEL, SEE
PLAN AND DETAILS. BLOCKING IS
CONTINUOUS
B.INDIVIDUAL SHEAR PANEL BLOCKS MAY
BE PENETRATED OR OMITTED FOR
PASSAGE OF HVAC DUCTS
PLYWOOD SHEAR PANEL
ALTERNATE PREFAB BLOCKING
T10 ELEVATION - TYPICAL PLYWOOD SHEAR PANEL BLOCKING
TD23 NO SCALE
4 11
33
55
2
4 2 11
7
26
KEYNOTES:
1.NAILS BETWEEN SPLICE LOCATION PER
SCHEDULE - STAGGERED
2.DBL 2x TOP PLATE
3.WOOD STUD WALL, SEE PLAN
4.SPLICE OVER STUD
5.SIMPSON ST6224 OR MSTC40 STRAP AT
LOCATIONS WHERE PLATES CAN NOT BE
SPLICED
NOTE:
A.DO NOT SPLICE TOP PLATES WITHIN 6'-0"
OF ENDS OF PLYWOOD SHEARWALLS.
THIS DETAIL REQUIRED AT ALL EXTERIOR
WALLS AND OVER SHEARWALLS - NOT
REQUIRED AT INTERIOR
NON-SHEARWALLS.
(30) 16d
(24) 16dLESS THAN 20'
OVER 20'
4'-0"
6'-0"
LENGTH OF WALL
(BETWEEN CORNERS)SPLICE LENGTH
NAILS ALONGSPLICE LENGTH
MINIMUM
SPLICE LENGTH PER SCHEDULE
T11 ELEVATION - TYPICAL TOP PLATE SPLICE
TD24 NO SCALE
4
5
1
3 2
3 2
KEYNOTES:
1.WOOD STUD WALL, SEE PLAN
2.WOOD HEADER
3.KING STUD(S) PER PLAN
4.(2) 16d NAILS AT 2" O.C.
5.16d NAILS AT 12" O.C.
6.TRIMMER STUD(S) PER PLAN
2
6
3 1
5
4
5
T12 TYPICAL HEADER CONNECTION
TD25 NO SCALE
CONNECTION TYPE
JOIST OR TRUSS BEARING ON SILL OR GIRDER
BRIDGING TO JOIST
SOLE PLATE TO JOIST OR BLOCKING, FACE NAIL
TOP PLATE TO STUD
DOUBLE STUDS, FACE NAIL
DOUBLE TOP PLATES
CONTINUOUS HEADER TO STUD
CEILING JOISTS, LAPS OVER PARTITIONS
CEILING JOISTS TO PARALLEL RAFTERS, FACE NAIL
RAFTER OR TRUSS TO PLATE
BUILT-UP CORNER STUDS
TOENAIL
(4)-8d COMMON (2 1/2" x 0.131")
NAILING
(3)-8d COMMON (2 1/2" x 0.131")
(3)-3"x 0.131" NAILS (Gun Nail)
(3)-3"x 14 GAUGE STAPLES
TOENAIL EACH END(2)-3"x 0.131" NAILS (Gun Nail)
(2)-3"x 14 GAUGE STAPLES
16d (3 1/2"x 0.135") AT 16" O.C.
FACE NAIL
3"x 14 GAUGE STAPLES AT 12" O.C.
3"x 0.131" NAILS (Gun Nail) AT 8" O.C.
END NAIL
(2)-16d COMMON (3 1/2"x 0.162")
(3)-3"x 0.131" NAILS (Gun Nail)
(3)-3"x 14 GAUGE STAPLES
SOLE PLATE TO STUD
END NAIL
(2)-16d COMMON (3 1/2"x 0.162")
(3)-3"x 0.131" NAILS (Gun Nail)
(3)-3"x 14 GAUGE STAPLES
FACE NAIL
16d (3 1/2"x 0.135") AT 24" O.C.
3"x 14 GAUGE STAPLES AT 8" O.C.
3"x 0.131" NAILS (Gun Nail) AT 8" O.C.
FACE NAIL
16d (3 1/2"x 0.135") AT 16" O.C.
3"x 14 GAUGE STAPLES AT 12" O.C.
3"x 0.131" NAILS (Gun Nail) AT 12" O.C.
DOUBLE TOP PLATES -
FACE NAIL
(8)-16d COMMON (3 1/2"x 0.162")
(12)-3"x 0.131" NAILS (Gun Nail)
(12)-3"x 14 GAUGE STAPLES
LAP SPLICE
RIM JOIST TO TOP PLATE 8d (2 1/2"x 0.131") AT 6" O.C.
3"x 14 GAUGE STAPLES AT 6" O.C.
3"x 0.131" NAILS (Gun Nail) AT 6" O.C.
BLOCKING BETWEEN JOISTS OR RAFTERS
TOENAIL
(3)-8d COMMON (2 1/2"x 0.131")
(3)-3"x 0.131" NAILS (Gun Nail)
(3)-3"x 14 GAUGE STAPLES
AND TOP PLATE
TOENAIL
TOP PLATES, LAPS AND INTERSECTIONS
FACE NAIL
(2)-16d COMMON (3 1/2"x 0.162")
(3)-3"x 0.131" NAILS (Gun Nail)
(3)-3"x 14 GAUGE STAPLES
CONTINUOUS HEADER, TWO PIECES 16d COMMON (3 1/2"x 0.162")FACE NAIL AT 16"
O.C. ALONG EDGES
CEILING JOISTS TO PLATE
TOENAIL
(3)-8d COMMON (2 1/2"x 0.131")
(5)-3"x 0.131" NAILS (Gun Nail)
(5)-3"x 14 GAUGE STAPLES
FACE NAIL
(3)-16d COMMON (3 1/2"x 0.162)
(4)-3"x 0.131" NAILS (Gun Nail)
(4)-3"x 14 GAUGE STAPLES
(3)-16d COMMON (3 1/2"x 0.162)
(4)-3"x 0.131" NAILS (Gun Nail)
(4)-3"x 14 GAUGE STAPLES
FACE NAIL
(3)-8d COMMON (2 1/2"x 0.131")
(3)-3"x 0.131" NAILS (Gun Nail)
(3)-3"x 14 GAUGE STAPLES
TOENAIL
TOENAIL
16d COM.(3 1/2"x 0.162") AT 24" O.C.
3"x 14 GAUGE STAPLES AT 16" O.C.
3"x 0.131" NAILS (Gun Nail) AT 16" O.C.FACE NAIL
(2)-8d COMMON (2 1/2" x 0.131")
USE- SIMPSON A35 AT 48" O.C.-NA-
SIMPSON A35 AT EVERY OTHER BLOCK -NA-
NOTE:
A.MINIMUM NAILING SPECIFIED HEREIN
SHALL BE PROVIDED UNLESS NOTED
OTHERWISE ON PLANS, DETAILS OR
GENERAL STRUCTURAL NOTES
B.NAILING NOT NOTED ON THESE PLANS OR
DETAILS SHALL BE PER I.B.C. TABLE
2304.10.1
T13 MINIMUM NAILING SCHEDULE - UNLESS NOTED OTHERWISE
TD34 NO SCALE
KEYNOTES:
1.MASONRY WALL
2.BOND BEAM REINFORCING
3.CORNER BARS SAME SIZE AND SPACING
AS HORIZONTAL REINFORCING -
MINIMUM LAP PER G.S.N.
INTERSECTION
CORNER
1
332
2
1
2
11
2
3
T14 PLAN - CORNER REINFORCING IN MASONRY WALLS
TD45 NO SCALE
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PROJECT MANAGER:CAD OPERATOR:JOB NO.:
Structural Engineering
This drawing is the property of FROST Structural Engineering, Inc. Legally, the drawing can NOT be copied in whole or in pieces. It is only to be used for the project and site
specifically identified hereon and is not to be used on any other project. Contractor shall carefully review all dimensions, details, and conditions and report at once any error,
inconsistency or omission discovered before construction. The contractor assumes full liability for deviations from the intent of these plans.
fax: 208.227.8405
1020 E. Lincoln Road
Idaho Falls, ID 83401
phone: 208.227.8404
contact@frost-structural.com
CBDBPIF19-201 S1.3
7/3/2019
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0
T15 TYPICAL MASONRY LINTEL
TD48 NO SCALE
KEYNOTES:
1.CONTINUE STANDARD WALL
REINFORCING THROUGH THE MASONRY
LINTEL
2.SOLID GROUT ALL LINTELS AND 2'-0" MININTO ADJACENT WALLS
1
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P
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WA
L
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AB
O
V
E
WIDTH
NOTE:
A.SEE GSN FOR SPECIAL INSPECTION
REQUIREMENTS OF MASONRY LINTELS
B.ANY BAR SPLICES SHALL HAVE A MINIMUM
LENGTH OF 72 BAR DIA.
C.PROVIDE 90° STANDARD HOOK WHERE
HORIZONTAL REINFORCING DOES NOT
EXTEND 2'-0" BEYOND OPENING
2
KEYNOTES:
1.8" DEEP BOND BEAM W/ (1) #5
CONTINUOUS AT TOP OF PARAPET
2.ROOF OR FLOOR LINE, AS OCCURS
3.16" DEEP BOND BEAM W/ (2) #5
CONTINUOUS AT ROOF AND FLOOR
LINES4.PROVIDE 90° STANDARD HOOK WHERE
LINTEL REINFORCING EXTENDS LESS
THAN 24" BEYOND OPENING
5.TYPICAL CORNER OR JAMB VERTICAL
BARS
6.PROVIDE (1) #5 HORIZONTAL BAR
BELOW OPENINGS
7.TYPICAL MASONRY WALL, SEE PLAN
FOR REINFORCING
8.FOUNDATION VERTICAL DOWEL, MATCH
ALL VERTICAL WALL REINFORCING
9.LINTEL REINFORCING, SEE PLAN
10.FULL HEIGHT VERTICAL JAMB
REINFORCING, SEE PLAN
11.SEE TYPICAL MASONRY LINTEL DETAIL
12.SEE TYPICAL MASONRY JAMB DETAIL
NOTE:
A.GROUT ALL CELLS CONTAINING
REINFORCING. SEE PLAN FOR LOCATION
OF WALLS REQUIRING FULL GROUTING
B.SPECIAL INSPECTION REQUIRED, SEE GSN
C.SEE PLAN AND CORRESPONDING DETAILS
FOR LINTEL AND JAMB REINFORCING
REQUIREMENTS
OPEN
24"
MIN TYP
24"
MIN TYP
MI
N
LA
P
T16 TYPICAL MASONRY WALL REINFORCING AROUND OPENING
TD50 NO SCALE
1
10
4
6
2
5
8
12
11
9
T17 PLAN - TYPICAL MASONRY JAMB
TD51 NO SCALE
KEYNOTES:
1.VERTICAL BAR, SEE PLAN
2.TYPICAL HORIZONTAL BAR, SEE PLAN
3.JAMB LENGTH, SEE PLAN, SOLID GROUT
12
3
NOTES:
A.PROVIDE FOUNDATION VERTICAL
DOWEL TO MATCH AND LAP W/
VERTICAL JAMB REINFORCING
OPENING
KEYNOTES:
1.MASONRY WALL
2.CONTROL JOINT
3.CONTROL JOINT MATERIAL PER ARCHITECTURAL
DRAWINGS AND SPECIFICATIONS
4.(1) VERTICAL BAR EACH SIDE IN SOLID GROUTEDCELLS TO MATCH VERTICAL WALL REINFORCING
5.EXTERIOR GRADE SEALANT OVER BACKER ROD
6.TYPICAL HORIZONTAL BAR, SEE PLAN
NOTE:
A.BOND BEAM BARS AT FLOOR AND ROOF LINES
SHALL RUN CONTINUOUS THROUGH CONTROL
JOINT
6
4
4
6
6
A
PLANA
T18 CONTROL JOINT IN MASONRY WALL
TD52 NO SCALE
1
3
2
5
5
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PROJECT MANAGER:CAD OPERATOR:JOB NO.:
Structural Engineering
This drawing is the property of FROST Structural Engineering, Inc. Legally, the drawing can NOT be copied in whole or in pieces. It is only to be used for the project and site
specifically identified hereon and is not to be used on any other project. Contractor shall carefully review all dimensions, details, and conditions and report at once any error,
inconsistency or omission discovered before construction. The contractor assumes full liability for deviations from the intent of these plans.
fax: 208.227.8405
1020 E. Lincoln Road
Idaho Falls, ID 83401
phone: 208.227.8404
contact@frost-structural.com
CBDBPIF19-201 S2.0
7/3/2019
RE
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WF
24
/
W 1
WF24 / W1
WF
24
/
W 1
WF24 / W1
WF24 WF24
WF
24
WF24
WF
24
9'
-
6
"
CJCJ
J1
J1
J1
J1
J1
J1
J1
J1
J1J1
CONCRETE SLAB ON GRADE
4" CONCRETE SLAB ON GRADE W/
#3 AT 24" O.C. EACH WAY
CENTERED IN SLAB THICKNESS
OVER COMPACTED FILL.
(SEE GSN)
PROVIDE SLAB JOINTS PER
TYPICAL DETAIL WITHIN 16 HOURS
OF BATCH TIME
FINISH FLOOR = 100'-0"
38
'
-
0
"
4'
-
0
"
8'
-
8
"
25
'
-
4
"
8'-0"16'-0"8'-0"
32'-0"
23
'
-
0
"
6'
-
0
"
2'-
6
"
4'
-
0
"
2'-
6
"
18'-8"3'-4"10'-0"
11
'
-
3
"
13'-4"3'-6"14'-6 3/8"
5'-
8
5/
8
"
10
'
-
1
0
3/
4
"
102
102
101
104
103
102
101
101 102
102 101
103103
A. VERIFY ALL DIMENSIONS WITH ALL ARCHITECTURAL
DRAWINGS.
B. ALL SCHEDULED MARK DESIGNATIONS MAY NOT
NECESSARILY BE FOUND ON THIS PLAN. SCHEDULES ARE
TYPICAL TO THIS PROJECT.
C. THE DEPTH OF FOOTING DIMENSION INDICATED IN THE G.S.N.
IS A MINIMUM. FOUNDATION CONTRACTOR SHALL
COORDINATE WITH THE SOILS REPORT AND OTHER TRADES
TO INSURE THAT THESE MINIMUMS ARE SUFFICIENT FOR THE
WORK. SEE TYPICAL DETAILS FOR ADDITIONAL
REQUIREMENTS.
D. WALLS WITH SOLID LINES DESIGNATED
STRUCTURAL (BEARING) WALLS.
E. WALLS WITH DASHED LINES DESIGNATE
NON-STRUCTURAL (NON-BEARING) WALLS.
F. W1, W2, ETC. - AS SHOWN ON PLAN INDICATES CONCRETE OR
MASONRY WALLS. SEE WALL SCHEDULE FOR ADDITIONAL
INFORMATION.
G. WF18, WF24, ETC. - AS SHOWN ON PLAN INDICATES A
CONTINUOUS WALL FOOTING. SEE FOOTING SCHEDULE FOR
ADDITIONAL INFORMATION.
H. J1, J2, ETC. - AS SHOWN ON PLAN INDICATES A CONCRETE OR
MASONRY JAMB. SEE JAMB SCHEDULE FOR ADDITIONAL
INFORMATION.
I. CJ - AS SHOWN ON PLAN INDICATES A CONTROL JOINT IN A
MASONRY WALL. SEE TYPICAL DETAIL.
J. ALL EXTERIOR WALLS SHALL BE CONSTRUCTED WITH TYPE
"5" SHEARWALLS, UNO.
K. VERIFY EXACT SIZE AND LOCATION OF DEPRESSED AND/OR
RAISED SLABS WITH ARCHITECTURAL DRAWINGS.
L. FOR SIDEWALK AND LANDING LOCATIONS, SEE
ARCHITECTURAL DRAWINGS.
FOUNDATION PLAN NOTESFOOTING SCHEDULE
NOTES:
1. FOR CONSTRUCTION ABOVE FOOTING, SEE DETAILS.
2. FOR MINIMUM CLEARANCE (CLR) OF REINFORCING, SEE GENERAL STRUCTURAL NOTES (GSN).
MARK LENGTH WIDTH THICKN
ESS FOOTING REINFORCING REMARKS
WF24 CONT 24"10"(2) #4 CONT BOTTOM STRIP FOOTING
WALL (W) SCHEDULE
MARK THICKNESS
AND TYPE
VERTICAL
REINFORCING
HORIZONTAL
REINFORCING REMARKS
W1 8" CONCRETE #4 AT 18" O.C.#4 AT 12" O.C.---
W2 8" MASONRY #5 AT 48" O.C.#5 AT 48" O.C.---
JAMB (J) SCHEDULE
SEE TYPICAL JAMB DETAIL FOR ADDITIONAL INFORMATION
MARK REBAR AND
QUANTITIES TYPE LENGTH REMARKS
J1 (1) #5 A 16"REBAR CENTERED, SEE TYPICAL DETAIL
SCALE: 1/4" = 1'-0"
FOUNDATION PLAN
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PROJECT MANAGER:CAD OPERATOR:JOB NO.:
Structural Engineering
This drawing is the property of FROST Structural Engineering, Inc. Legally, the drawing can NOT be copied in whole or in pieces. It is only to be used for the project and site
specifically identified hereon and is not to be used on any other project. Contractor shall carefully review all dimensions, details, and conditions and report at once any error,
inconsistency or omission discovered before construction. The contractor assumes full liability for deviations from the intent of these plans.
fax: 208.227.8405
1020 E. Lincoln Road
Idaho Falls, ID 83401
phone: 208.227.8404
contact@frost-structural.com
CBDBPIF19-201 S2.1
7/3/2019
RE
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201
202
205
206
201
208
201
206
205
204
202
204
201 208
203
207 207
203
OPEN
PREFAB WOOD TRUSS AT 24" O.C.
PREFAB WOOD TRUSS AT 24" O.C.
3 4 34
22
2 1 2
4 343
4 4
1
5
5
5
5
6
6
6 6
A A A
A
AAA
A
7
77
7
7
7 7
7
4
W2W2
W 2
W2 W2
W 2
W2
W 2
W2
W 2
W2
P1
PR
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24
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O .C .
PR
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S
AT
24
"
O .C .
WJ
1
B 2
B 2
L 2
J1
J1
L1
J1
J1
L 1
J1
J1
L 1
J1
J1
L2
J1J1
L1
CJCJ
GT
GT GT
GT
TYPICAL FLOOR SHEATHING
3/4" APA RATED FLOOR SHEATHING W/
10d COMMON NAILS AT 6" O.C. AT PANEL
EDGES / BOUNDARY AND AT 12" O.C. IN
THE FIELD.
TYPICAL ROOF SHEATHING
15/32" APA RATED ROOF SHEATHING W/
8d COMMON NAILS AT 6" O.C. AT PANEL
EDGES / BOUNDARY AND AT 12" O.C. IN
THE FIELD.
B 4
(CO
N
T
)
B 4
(CO
N
T
)
B3
B3
BEAM (B) SCHEDULE
MARK SIZE
B1 (2) 13/4x51/2 LVL
B2 (2) 13/4x117/8 LVL
B3 (3) 13/4x16 LVL
B4 (3) 13/4x18 LVL
JAMB (J) SCHEDULE
SEE TYPICAL JAMB DETAIL FOR ADDITIONAL INFORMATION
MARK REBAR AND
QUANTITIES TYPE LENGTH REMARKS
J1 (1) #5 A 16"REBAR CENTERED, SEE TYPICAL DETAIL
LINTEL (L) SCHEDULE
MARK SIZE REINFORCING
L1 16" DEEP (1) #5 TOP AND BOTTOM
L2 ---W8x21 (SEE DETAIL)
WALL (W) SCHEDULE
MARK THICKNESS
AND TYPE
VERTICAL
REINFORCING
HORIZONTAL
REINFORCING REMARKS
W1 8" CONCRETE #4 AT 18" O.C.#4 AT 12" O.C.---
W2 8" MASONRY #5 AT 48" O.C.#5 AT 48" O.C.---
WOOD JOIST ( ) SCHEDULE
MARK JOIST FACE MOUNT HANGER TOP FLANGE HANGER
WJ1 117/8" TJI 110 AT 16" O.C.IUS2.06/11.88 ITS2.06/11.88
WJ FLOOR FRAMING PLAN NOTES
A. VERIFY ALL DIMENSIONS WITH ALL ARCHITECTURAL
DRAWINGS.
B. ALL SCHEDULED MARK DESIGNATIONS MAY NOT
NECESSARILY BE FOUND ON THIS PLAN. SCHEDULES ARE
TYPICAL TO THIS PROJECT.
C. IF DOUBLE TOP PLATE IS NOTCHED, STEPPED OR BROKEN,
PROVIDE A SIMPSON MSTC40 STRAP AT DISCONTINUITY.
D. TYPICAL WOOD BEARING WALL FRAMING SHALL BE 2x4
STUDS AT 16" O.C. UNO.
E. WALLS WITH SOLID LINES DESIGNATED
STRUCTURAL (BEARING) WALLS.
F. WALLS WITH DASHED LINES DESIGNATE
NON-STRUCTURAL (NON-BEARING) WALLS.
G. , , - AS SHOWN ON PLAN INDICATES A SHEARWALL
HOLDOWN. SEE HOLDOWN SCHEDULES AND DETAILS FOR
ADDITIONAL INFORMATION.
H. B1, B2, ETC. - AS SHOWN ON PLAN INDICATES A BEAM OR
HEADER. SEE BEAM SCHEDULE FOR ADDITIONAL
INFORMATION.
I. WJ1, WJ2, ETC. - AS SHOWN ON PLAN INDICATES A WOOD
JOIST. SEE WOOD JOIST SCHEDULE FOR ADDITIONAL
INFORMATION.
J. P1, P2, ETC. AS SHOWN ON PLAN INDICATES A WOOD POST.
SEE POST SCHEDULE FOR MORE INFORMATION.
K. W1, W2, ETC. - AS SHOWN ON PLAN INDICATES CONCRETE
OR MASONRY WALLS. SEE WALL SCHEDULE FOR
ADDITIONAL INFORMATION.
L. L1, L2, ETC. - AS SHOWN ON PLAN INDICATES A MASONRY
LINTEL. SEE LINTEL SCHEDULE FOR ADDITIONAL
INFORMATION.
M. J1, J2, ETC. - AS SHOWN ON PLAN INDICATES A MASONRY
JAMB. SEE JAMB SCHEDULE FOR MORE INFORMATION.
N. FOR CLARITY, DETAILS MAY SHOW ONLY ONE SIDE OF
FRAMING CONDITION.
A B
1.SIMPSON U410 HANGER
2.SIMPSON HGUS5.50/14 HANGER
3.ATTACH GIRDER TRUSS TO MASONRY WALL W/ HGA10
4.ATTACH BEAM TO MASONRY W/ HGA10
5.ROLL-UP DOOR, PROVIDE BLOCK-OUT IN TRUSSES AS
REQUIRED, SEE ARCH DRAWINGS FOR MORE INFORMATION
6.EXTEND STEEL BEAM 8" OVER MASONRY AND ATTACH TO
MASONRY JAMB W/ (1)34"Øx6" LONG TITEN HD
7.(2) 2x6 STRUCTURAL FASCIA, CONT FOR 10' MIN FROM CORNER
PLAN KEYNOTESX
POST (P) SCHEDULE
NOTES:
1. FOR CONNECTIONS AT EITHER END OF POST, SEE DETAILS.
2. UNO, SEE GENERAL STRUCTURAL NOTES (GSN) FOR LUMBER SPECIES AND GRADE.
MARK SIZE SPECIES AND GRADE CONNECTION
P1 (2) 2x4 DOUG FIR NO. 2 SEE TYPICAL DETAILS
P2 (2) 2x6 DOUG FIR NO. 2 SEE TYPICAL DETAILS
SCALE: 1/4" = 1'-0"
LOWER ROOF & FLOOR FRAMING PLAN
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PROJECT MANAGER:CAD OPERATOR:JOB NO.:
Structural Engineering
This drawing is the property of FROST Structural Engineering, Inc. Legally, the drawing can NOT be copied in whole or in pieces. It is only to be used for the project and site
specifically identified hereon and is not to be used on any other project. Contractor shall carefully review all dimensions, details, and conditions and report at once any error,
inconsistency or omission discovered before construction. The contractor assumes full liability for deviations from the intent of these plans.
fax: 208.227.8405
1020 E. Lincoln Road
Idaho Falls, ID 83401
phone: 208.227.8404
contact@frost-structural.com
CBDBPIF19-201 S2.2
7/3/2019
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209
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1
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5
5
7 7
5
5
7 7
P2 P2
P2P2
P2
P2P2
P2
P2P2
P2 P2
B1 (CONT)
(2) KS (2) KS
B1 (CONT)
(2) KS (2) KS
PREFAB WOOD TRUSSES AT 24" O.C.
PREFAB WOOD TRUSSES AT 24" O.C.
B 1
(CO
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(2) KS
(2) KS
B 1
(CO
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(2) KS
PR
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O .C .
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"
O .C .
(2) KS
GT
GT
GTG
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TYPICAL ROOF SHEATHING
15/32" APA RATED ROOF SHEATHING
W/ 8d COMMON NAILS AT 6" O.C. AT
PANEL EDGES / BOUNDARY AND AT 12"
O.C. IN THE FIELD.
ROOF FRAMING PLAN NOTES
A. VERIFY ALL DIMENSIONS WITH ALL ARCHITECTURAL
DRAWINGS.
B. ALL SCHEDULED MARK DESIGNATIONS MAY NOT NECESSARILY
BE FOUND ON THIS PLAN. SCHEDULES ARE TYPICAL TO THIS
PROJECT.
C. IF DOUBLE TOP PLATE IS NOTCHED, STEPPED OR BROKEN,
PROVIDE A SIMPSON MSTC40 STRAP AT DISCONTINUITY.
D. TYPICAL BEARING WALL FRAMING SHALL BE 2x6 STUDS AT 16"
O.C. UNO.
E. WALLS WITH SOLID LINES DESIGNATED
STRUCTURAL (BEARING) WALLS.
F. WALLS WITH DASHED LINES DESIGNATE
NON-STRUCTURAL (NON-BEARING) WALLS.
G. , , , -AS SHOWN ON PLAN INDICATES A
SHEARWALL; HATCHING IN WALL DESIGNATES SHEARWALL
LENGTH.
H. B1, B2, ETC. - AS SHOWN ON PLAN INDICATES A BEAM OR
HEADER. SEE BEAM SCHEDULE FOR ADDITIONAL
INFORMATION.
I. WJ1, WJ2, ETC. - AS SHOWN ON PLAN INDICATES A JOIST. SEE
JOIST SCHEDULE FOR ADDITIONAL INFORMATION.
J. P1, P2, ETC. AS SHOWN ON PLAN INDICATES A WOOD POST.
SEE POST SCHEDULE FOR MORE INFORMATION.
K. TIE EACH ROOF TRUSS AT BEARING LOCATIONS WITH (1) H2.5A
OR (1) H1 CLIP, AND EACH GIRDER TRUSS WITH (2) H2.5A CLIPS,
UNO.
L. PROVIDE BUILT-UP 2x POSTS BELOW EACH GIRDER TRUSS,
MATCH GIRDER TRUSS WIDTH, U.N.O.
M. ALL EXTERIOR WALLS SHALL BE CONSTRUCTED WITH TYPE "5"
SHEARWALLS, UNO.
5 6.7
BEAM (B) SCHEDULE
MARK SIZE
B1 (2) 13/4x51/2 LVL
B2 (2) 13/4x117/8 LVL
B3 (3) 13/4x16 LVL
B4 (3) 13/4x18 LVL
SHEARWALL TYPE SCHEDULE
NOTES:
1. SHEARWALL TYPES LISTED BELOW ARE NOT JOB SPECIFIC. SOME TYPES MAY NOT BE USED ON
THE PLANS.
2. FRAMING MEMBER SUPPORTING MATERIAL SHALL BE SPACED AT 16" ON CENTER (O.C.) MAXIMUM.
3. ANCHOR BOLTS TO FOUNDATION SHALL BE 10" LONG AND SHALL BE EMBED 7" INTO CONCRETE.
EXPANSION BOLTS OR SHOT PINS MAY BE USED AT INTERIOR WALLS (AWAY FROM EDGE OF SLAB OR
SLAB STEP-DOWN) PER SUPPLEMENTAL INSTRUCTIONS.
4. A MINIMUM OF (2) ANCHOR BOLTS SHALL BE USED ON EACH BASE PLATE PIECE. PROVIDE (1)
ANCHOR BOLT MINIMUM WITHIN 9" OF EACH END PIECE.
5. PROVIDE CONTINUOUS DOUBLE 2x TOP PLATE AT ALL SHEARWALLS AND EXTERIOR WALL. UNLESS
NOTED OTHERWISE (U.N.O.), LAP SPLICE TOP PLATE A MINIMUM 4'-0" WITH 16d NAILS STAGGERED AT 2"
ON CENTER (O.C.) ((24) 16d NAILS TOTAL BETWEEN SPLICE JOINTS.)
6. PROVIDE FULL HEIGHT DOUBLE STUDS AT ENDS OF SHEARWALLS UNLESS NOTED OTHERWISE ON
PLANS OR DETAILS.
7. BLOCK ALL PANEL EDGES. EDGE NAIL SHEATHING AT BLOCKED EDGES.
MARK SHEATHING MATERIAL EDGE NAILING FIELD NAILING BOTTOM PLATE ATTACHMENT
7/16" APA RATED
SHEATHING
(BLOCKED)
ONE SIDE OF WALL
8d COMMON
AT 6" O.C.
8d COMMON
AT 12" O.C.
CONCRETE: 1/2"Ø A.B. W/ 1/4"x3"x3"PLATE WASHERS AT 36" O.C.
CONCRETE: 5/8"Ø A.B. W/ 1/4"x3"x3"PLATE WASHERS AT 48" O.C.
WOOD: 16d STAGGERED AT 6" O.C.
7/16" APA RATED
SHEATHING
(BLOCKED) ONE SIDE
OF WALL
8d COMMON
AT 3" O.C.
8d COMMON
AT 12" O.C.
CONCRETE: 1/2"Ø A.B. W/ 1/4"x3"x3"PLATE WASHERS AT 18" O.C.
CONCRETE: 5/8"Ø A.B. W/ 1/4"x3"x3"PLATE WASHERS AT 26" O.C.
WOOD:16d STAGGERED AT 3" O.C.
5
7
POST (P) SCHEDULE
NOTES:
1. FOR CONNECTIONS AT EITHER END OF POST, SEE DETAILS.
2. UNO, SEE GENERAL STRUCTURAL NOTES (GSN) FOR LUMBER SPECIES AND GRADE.
MARK SIZE SPECIES AND GRADE CONNECTION
P1 (2) 2x4 DOUG FIR NO. 2 SEE TYPICAL DETAILS
P2 (2) 2x6 DOUG FIR NO. 2 SEE TYPICAL DETAILS
1.(2) 2x6 STRUCTURAL FASCIA, CONT FOR 10' MIN FROM CORNER
PLAN KEYNOTESX
SCALE: 1/4" = 1'-0"
UPPER ROOF FRAMING PLAN
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PROJECT MANAGER:CAD OPERATOR:JOB NO.:
Structural Engineering
This drawing is the property of FROST Structural Engineering, Inc. Legally, the drawing can NOT be copied in whole or in pieces. It is only to be used for the project and site
specifically identified hereon and is not to be used on any other project. Contractor shall carefully review all dimensions, details, and conditions and report at once any error,
inconsistency or omission discovered before construction. The contractor assumes full liability for deviations from the intent of these plans.
fax: 208.227.8405
1020 E. Lincoln Road
Idaho Falls, ID 83401
phone: 208.227.8404
contact@frost-structural.com
CBDBPIF19-201 S3.0
7/3/2019
RE
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83
4
4
0
101 MASONRY WALL AT FOUNDATION
CM_S101 NO SCALE
KEYNOTES:
1.MASONRY WALL, SEE PLAN
2.#5 DOWEL TO MATCH VERTICAL
WALL REINFORCING
3.CONCRETE SLAB ON GRADE, SEE
PLAN
4.CONCRETE WALL, SEE PLAN
5.CONCRETE FOOTING, SEE PLAN
6.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
7.MINIMUM FOOTING DEPTH, SEE GSN
8.SIDEWALK, PAVEMENT, OR FINISH
GRADE PER ARCH
3"CLR
3 "
CL
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LA
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P
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LA
P
MI
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8
7
6
8
1
2
5
4
3
KEYNOTES:
1.WALL BEYOND, SEE PLAN
2.#4 BENT DOWEL AT 18" O.C.
3.CONCRETE SLAB ON GRADE, SEEPLAN
4.CONCRETE WALL, SEE PLAN
5.CONCRETE FOOTING, SEE PLAN
6.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
7.MINIMUM FOOTING DEPTH, SEE GSN
8.SIDEWALK, PAVEMENT, OR FINISH
GRADE PER ARCH
3"
CLR
3 "
CL
R
18"
18"
8
7
6
8
5
4
3
1
2
102 CONCRETE SLAB AT FOUNDATION
CM_S103 NO SCALE
103 MASONRY WALL AT FOUNDATION
CM_S102 NO SCALE
3"
CLR
3 "
CL
R
2
1
4
3
5
6 "
MI
N
KEYNOTES:
1.MASONRY WALL, SEE PLAN
2.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
3.CONCRETE SLAB ON GRADE, SEE
PLAN
4.CONCRETE FOOTING, SEE PLAN
5.DOWEL TO MATCH VERTICAL
MASONRY WALL REINFORCING SIZE
AND SPACING, EPOXY DOWEL AT
FOOTING
LA
P
PE
R
TY
P
MA
S
O
N
R
Y
LA
P
SC
H
E
D
U
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104 WOOD STUD WALL AT FOUNDATION
CW_S129 NO SCALE
KEYNOTES:
1.WOOD STUD WALL, SEE PLAN
2.CONT 2x PT SOLE PLATE W/ 0.145"Ø
MIN SHOT PIN AT 16" O.C.
3.CONCRETE SLAB ON GRADE, SEE
PLAN4.CONCRETE FOOTING, SEE PLAN
5.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
NOTE:
A.CONTINUOUS FOOTING CAN BE
POURED MONOLITHICALLY WITH
SLAB AT CONTRACTORS OPTION
3"
CLR
3 "
CL
R
5
1
2
4
3
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PROJECT MANAGER:CAD OPERATOR:JOB NO.:
Structural Engineering
This drawing is the property of FROST Structural Engineering, Inc. Legally, the drawing can NOT be copied in whole or in pieces. It is only to be used for the project and site
specifically identified hereon and is not to be used on any other project. Contractor shall carefully review all dimensions, details, and conditions and report at once any error,
inconsistency or omission discovered before construction. The contractor assumes full liability for deviations from the intent of these plans.
fax: 208.227.8405
1020 E. Lincoln Road
Idaho Falls, ID 83401
phone: 208.227.8404
contact@frost-structural.com
CBDBPIF19-201 S4.0
7/3/2019
RE
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ID
83
4
4
0
201 WOOD TRUSS AT MASONRY WALL
NO SCALE
KEYNOTES:
1.WOOD TRUSS W/ HGA10 KT CLIP
CENTERED W/ ANCHOR BOLT AT
EVERY OTHER TRUSS AND H2.5A
CLIP AT EACH TRUSS, SEE PLAN2.FULL HEIGHT TRUSS BLOCK W/ A35CLIP BETWEEN EACH TRUSS3.MASONRY WALL, SEE PLAN
4.CONT 2x PT PLATE W/ 5/8"Ø ANCHORBOLT AT 24" O.C. W/ 5" MINEMBEDMENT
5.BOUNDARY NAILING, SEE PLAN
6.ROOF SHEATHING, SEE PLAN
7.SUFFIT FRAMING, SEE ARCH
8.BLOCKOUT IN TRUSS FOR ROLL UP
DOOR, SEE PLAN AND ARCH
DRAWINGS
1
4
3
6
5
2
7
8
KEYNOTES:
1.WOOD JOIST W/ HANGER, SEE PLAN
2.WOOD BEAM, SEE PLAN
3.EDGE NAILING, SEE SHEARWALL
SCHEDULE
4.WOOD TRUSS W/ HANGER, SEE
PLAN
5.WALL SHEATHING AS OCCURS, SEE
PLAN
6.ROOF SHEATHING, SEE PLAN
7.2x BLOCKING W/ (3) 16d NAILS
BETWEEN EACH TRUSS
8.BOUNDARY NAILING, SEE PLAN
9.WOOD STUD WALL, SEE PLAN
10.CONT 2x BOTTOM PLATE W/
ATTACHMENT, SEE SHEARWALL
SCHEDULE
11.2x BLOCKING W/ (3) 16d NAILS
BETWEEN EACH JOIST
12.FLOOR SHEATHING, SEE PLAN
202 WOOD JOIST AT WOOD BEAM
WW_CBFJ211 NO SCALE
1
5
8
9
10
12
2
11
3
8
4
7
6
KEYNOTES:
1.WOOD JOIST, SEE PLAN
2.WOOD BEAM, SEE PLAN
3.EDGE NAILING, SEE SHEARWALL
SCHEDULE
4.WOOD TRUSS W/ HANGER, SEE
PLAN
5.WALL SHEATHING AS OCCURS, SEEPLAN
6.ROOF SHEATHING, SEE PLAN
7.2x BLOCKING W/ (3) 16d NAILS
BETWEEN EACH TRUSS
8.BOUNDARY NAILING, SEE PLAN
9.WOOD STUD WALL, SEE PLAN
10.CONT 2x BOTTOM PLATE W/
ATTACHMENT, SEE SHEARWALL
SCHEDULE
11.CONT 2x LEDGER W/ 16d NAILS AT 4"
O.C.
12.FLOOR SHEATHING, SEE PLAN
203 WOOD JOIST AT WOOD BEAM
WW_CBFJ212 NO SCALE
58
9
10
12
2
1
11
3
8
4
7
6
204 WOOD JOIST AT WOOD BEAM
NO SCALE
KEYNOTES:
1.FLOOR SHEATHING, SEE PLAN
2.BOUNDARY NAILING, SEE PLAN
3.WOOD JOIST W/ HANGER, SEE PLAN
4.WOOD BEAM, SEE PLAN
3 4
21
3
KEYNOTES:
1.WOOD JOIST W/ (2) 16d NAILS, SEEPLAN
2.CONT DBL 2x TOP PLATE W/ LAP
SPLICE, SEE TYPICAL DETAIL
3.WOOD STUD WALL, SEE PLAN
4.FLOOR SHEATHING, SEE PLAN
5.BOUNDARY NAILING, SEE PLAN
6.CONT RIM BOARD W/ A35 CLIPBETWEEN EACH JOIST
1
2
3
5
6
4
205 WOOD JOIST AT WOOD STUD WALL
NO SCALE
KEYNOTES:
1.WOOD JOIST W/ (2) 16d NAILS, SEEPLAN
2.CONT 2x PT PLATE W/ 5/8"Ø ANCHORBOLT AT 24" O.C. W/ 5" MINEMBEDMENT
3.MASONRY WALL, SEE PLAN
4.FLOOR SHEATHING, SEE PLAN
5.BOUNDARY NAILING, SEE PLAN
6.CONT RIM BOARD W/ A35 CLIP
BETWEEN EACH JOIST
1 2
5
6
4
206 WOOD JOIST AT MASONRY WALL
NO SCALE
3
207 WOOD TRUSS AT MASONRY WALL
NO SCALE
KEYNOTES:
1.WOOD JOIST, SEE PLAN
2.CONT 2x PT PLATE W/ 5/8"Ø ANCHORBOLT AT 24" O.C. W/ 5" MINEMBEDMENT
3.MASONRY WALL, SEE PLAN
4.BOUNDARY NAILING, SEE PLAN
5.ROOF SHEATHING, SEE PLAN
6.WOOD JOIST ALIGNED W/SHEARWALL W/ 10d NAILS AT 4" O.C.
7.(4) 10d NAILS IN EACH BLOCK
8.FULL HEIGHT I-JOIST BLOCKING W/
(4) 10d NAILS
1 2
6
1
5 4
3
8
7
A
SECTIONA
2
6 1
8
209 WOOD TRUSS AT WOOD STUD WALL
NO SCALE
NOTE:
A.COORDINATE ROOF VENTILATION
B.FASCIA PER ARCHITECTURAL
DETAILS
4
5
KEYNOTES:
1.WOOD TRUSS W/ CLIP, SEE PLAN
2.CONT DBL 2x TOP PLATE W/ LAP
SPLICE, SEE TYPICAL DETAIL
3.WOOD STUD WALL, SEE PLAN
4.WALL SHEATHING, SEE PLAN
5.EDGE NAILING, SEE SHEARWALLSCHEDULE
6.FULL-HEIGHT TRUSS BLOCKING W/
A35 CLIP BETWEEN EACH TRUSS
7.BOUNDARY NAILING, SEE PLAN
8.ROOF SHEATHING, SEE PLAN
8
2
3
1
7
6
208 WOOD TRUSS AT STEEL BEAM
NO SCALE
KEYNOTES:
1.WOOD TRUSS W/ HGA10 CLIP
CENTERED W/ ANCHOR BOLT AT
EVERY OTHER TRUSS AND H2.5A
CLIP AT EACH TRUSS, SEE PLAN2.FULL HEIGHT TRUSS BLOCK W/ A35CLIP BETWEEN EACH TRUSS3.MASONRY WALL, SEE PLAN
4.CONT 2x PT NAILER W/ 5/8"ØTHREADED STUD AT 24" O.C.
5.BOUNDARY NAILING, SEE PLAN
6.ROOF SHEATHING, SEE PLAN
7.SUFFIT FRAMING, SEE ARCH
8.BLOCKOUT IN TRUSS FOR ROLL UP
DOOR, SEE PLAN AND ARCH
DRAWINGS9.1/2"Ø HEADED STUD AT 16" O.C.
10.STEEL BEAM, SEE PLAN
1
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1/2" CW PEX (UNDERSLAB)DF -1 Engineered Systems Associates PHONE:1355 EAST CENTER POCATELLO, IDAHO 83201 ESA JOB NUMBER:FAX:(208) 233-0529(208) 233-0501 EMAIL:esa@engsystems.com 19041 OCT. 8, 2019GDAHW5762TAENAYWSDDTEOC.I S D UFSREPROFNESGIEERTAISONLEEEKSOIREEN1152 BOND AVENUE - Suite AREXBURG, IDAHO 83440 VOICE (208) 359-2309 FAX (208) 359-2271 WWW.JRWA.COM Job Number:Date:Drawn By:STRUCTURAL ENGINEERING Frost Structural Engineering 1020 Lincoln Road Idaho Falls, ID 83401 Tel: (208) 227 -8404 Fax: (208) 227 -8405 MECHANICAL ENGINEERING Engineered Systems Assoc.1335 East Center Street Pocetello, Idaho 83204 Tel:(208) 233 -0501 Fax:(208) 233 -0529 ELECTRICAL ENGINEERING Payne Engineering INC. 1832 East Center Street Pocetello, Idaho 83201 Tel: (208) 232 -4439 Fax: (208) 232 -1435 Checked By:Plot Date:Consultants:Drawing Number:File:Revisions:Project:Drawing Title:® JRW & ASSOCIATES, PLLC. DRAWINGS AND DESIGNS ARE PROTECTED BY COPYRIGHT AND THE ARCHITECT RETAINS TOTAL OWNERSHIP AND CONTROL. ANY UNAUTHORIZED USE OF DRAWINGS, DESIGNS OR IDEAS WITHOUT WRITTEN CONSENT OF THE ARCHITECT IS PROHIBITED 10/9/2019 9:03:49 AM C:\Users\Scott\Documents\CITY BALL FIELD M&P_srMRJM9.rvt P101PLUMBING FLOOR PLANS 788CITY OF REXBURG JR BALL FIELDS CONCESSIONS OCT. 2019SR DCS
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PLAN NOTES:SEE CIVIL SITE PLAN FOR CONTINUATION OF 4" SEWER MA IN.SEE CIVIL SITE PLAN FOR CONTINUATION OF 2" DOMESTIC CW MAIN.RISE 2" DOMESTIC CW MAIN UP THRU SLAB TO WATER PRESSURE REDUCING VALVE ASSEMBLY. SEE DETAIL ON SHEET P201.DROP 3/4" CW AND 1/2" HW DOWN IN WALL TO BELOW COUNTERTOP LEVEL. RUN PIPING UNDERCOUNTER TO SERVE FIXTURES AS REQUIRED.INSTALL 1/2" BACKFLOW PREVENTOR ON CW LINE SERVING PLUMBING FIXTURE. RUN 3/4" DRAIN FROM BACKFLOW PREVENTOR TO FLOOR SINK MOUNTED UNDER COUNTER AND TERMINATE WITH 90 DEGREE DOWNTURNED ELBOW. SEE DETAIL ON SHEET P201.INSTALL HOSE BIBB UNDER LAVATORY. SEE DETAIL ON SHEET P201.PROVIDE SCHRADER VALVE AT WATER PRESSURE REDUCING VALVE STATION FOR WINTER SYSTEM DRAIN DOWN.INSTALL STOP AND WASTE VALVE IN 2" DOMESTIC CW LINE . SEE DETAIL ON SHEET P20112
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Engineered Systems Associates PHONE:1355 EAST CENTER POCATELLO, IDAHO 83201 ESA JOB NUMBER:FAX:(208) 233-0529(208) 233-0501 EMAIL:esa@engsystems.com 19041 OCT. 8, 2019GDAHW5762TAENAYWSDDTEOC.I S D UFSREPROFNESGIEERTAISONLEEEKSOIREEN1152 BOND AVENUE - Suite AREXBURG, IDAHO 83440 VOICE (208) 359-2309 FAX (208) 359-2271 WWW.JRWA.COM Job Number:Date:Drawn By:STRUCTURAL ENGINEERING Frost Structural Engineering 1020 Lincoln Road Idaho Falls, ID 83401 Tel: (208) 227 -8404 Fax: (208) 227 -8405 MECHANICAL ENGINEERING Engineered Systems Assoc.1335 East Center Street Pocetello, Idaho 83204 Tel:(208) 233 -0501 Fax:(208) 233 -0529 ELECTRICAL ENGINEERING Payne Engineering INC. 1832 East Center Street Pocetello, Idaho 83201 Tel: (208) 232 -4439 Fax: (208) 232 -1435 Checked By:Plot Date:Consultants:Drawing Number:File:Revisions:Project:Drawing Title:® JRW & ASSOCIATES, PLLC. DRAWINGS AND DESIGNS ARE PROTECTED BY COPYRIGHT AND THE ARCHITECT RETAINS TOTAL OWNERSHIP AND CONTROL. ANY UNAUTHORIZED USE OF DRAWINGS, DESIGNS OR IDEAS WITHOUT WRITTEN CONSENT OF THE ARCHITECT IS PROHIBITED 10/9/2019 9:03:48 AM C:\Users\Scott\Documents\CITY BALL FIELD M&P_srMRJM9.rvt M201MECHANICAL DETAILS & SCHEDULES 788CITY OF REXBURG JR BALL FIELDS CONCESSIONS OCT. 2019SR DCS
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ELECTRICAL EQUIP. CLEARANCE ELECTRICAL EQUIPMENT NOTE #1 N O T E #4NOTE#3 NOTE#2 NOTES:1. THE MINIMUM HEADROOM OF WORKING SPACE SHALL BE 6 1/2FT.2. THE WIDTH OF THE WORKING SPACE SHALL BE THE WIDT H OF THE EQUIPMENT OR 30", WHICHEVER IS GREATER. THE PANEL DOOR SHALL OPEN AT LEAST 90 DEGR EES.3. ALL CIRCUIT BREAKERS, WHEN IN THIER HIGHEST POSI TION, SHALL NOT BE MORE THAN 6FT 7 IN. ABOVE THE FINISHED FLOOR.4. 3FT CLEARANCE IF 0-150V TO GROUND, 3.5FT CLEARAN CE IF 151-600V TO GROUND. 4FT IF EXPOSED LIVE PARTS ON BOTH SIDES OF THE WORKING SPACE.GENERAL NOTES:A. ALL WORKING SPACE CLEARANCES ARE FROM THE FACE O F THE EQUIPMENT.8270 S T AT E O F I D AHO T O D D P A Y N EREGISTEREDRPOFESSIONALENGINEER Engineering Inc.Consulting Engineers 1823 E. Center Pocatello, Idaho 83201 tel (208) 232 -4439 www.payneengineeringinc.com1152 BOND AVENUE - Suite AREXBURG, IDAHO 83440 VOICE (208) 359-2309 FAX (208) 359-2271 WWW.JRWA.COM Job Number:Date:Drawn By:Checked By:Plot Date:Consultants:Drawing Number:File:Revisions:Project:Drawing Title:® JRW & ASSOCIATES, PLLC. DRAWINGS AND DESIGNS ARE PROTECTED BY COPYRIGHT AND THE ARCHITECT RETAINS TOTAL OWNERSHIP AND CONTROL. ANY UNAUTHORIZED USE OF DRAWINGS, DESIGNS OR IDEAS WITHOUT WRITTEN CONSENT OF THE ARCHITECT IS PROHIBITED BRP TEP P.E. JOB #195210/21/19 10/21/2019 12:10:31 PM \\Peserver\Payne Engineering Data\2019\Rexburg Quad - 1958\10_Working Drawings\CITY OF REXBURG JR FIELDS CONCESSIONS_R19_BRP.rvt E0.0ELECTRICAL SYMBOLS & DETAILS 788CITY OF REXBURG JR BALL FIELDS CONCESSIONS OCT. 2019
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A. REFER TO SYMBOL SCHEDULES FOR GENERAL NOTES ASSOCIATED WITH THE INSTALLATION OF EACH SYSTEM; LI GHTING, POWER, FIRE ALARM, SPECIAL SYSTEMS, ETC.GENERAL NOTES:KEY NOTES:#1 CONTROL EXTERIOR LIGHTING PHOTOCELL ON TIME CLOCK OFF.8270 S T AT E O F I D AHO T O D D P A Y N EREGISTEREDRPOFESSIONALENGINEER Engineering Inc.Consulting Engineers 1823 E. Center Pocatello, Idaho 83201 tel (208) 232 -4439 www.payneengineeringinc.com1152 BOND AVENUE - Suite AREXBURG, IDAHO 83440 VOICE (208) 359-2309 FAX (208) 359-2271 WWW.JRWA.COM Job Number:Date:Drawn By:Checked By:Plot Date:Consultants:Drawing Number:File:Revisions:Project:Drawing Title:® JRW & ASSOCIATES, PLLC. DRAWINGS AND DESIGNS ARE PROTECTED BY COPYRIGHT AND THE ARCHITECT RETAINS TOTAL OWNERSHIP AND CONTROL. ANY UNAUTHORIZED USE OF DRAWINGS, DESIGNS OR IDEAS WITHOUT WRITTEN CONSENT OF THE ARCHITECT IS PROHIBITED BRP TEP P.E. JOB #195210/21/19 10/21/2019 12:10:32 PM \\Peserver\Payne Engineering Data\2019\Rexburg Quad - 1958\10_Working Drawings\CITY OF REXBURG JR FIELDS CONCESSIONS_R19_BRP.rvt E1.0LIGHTING PLAN 788CITY OF REXBURG JR BALL FIELDS CONCESSIONS OCT. 2019
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L I G H T I N G F I X T U R E S C H E D U L E
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C A T A L O G #
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1 X 4 S U R F A C E F I X T U R E
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M L H A 8 -4 8 -R -M W -P P -4 5 L -4 0 K -D C C -1 -1 2 0
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1 X 4 S U R F A C E F I X T U R E , W / E M E R G . B A T T E R Y
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A. COORDINATE LIGHT FIXTURE LOCATION WITH ARCHITECT URAL CEILING PLAN, MECHANICAL GRILLES, DIFFUSERS, SPEAKE RS, ETC. LOCATE ALL LIGHT FIXTURES IN MECHANICAL EQUIPMENT R OOMS AFTER ALL MECH. EQUIPMENT IS INSTALLED. ADJUST AS NECESSARY TO MISS PIPING, DUCTS, FILTER ACCESS PANE LS, ETC. PROVIDE FIXTURES WITH CHAIN SUSPENSION KITS AS REQU IRED TO SUSPEND BELOW DUCTS, IF REQUIRED.B. JUNCTION BOXES FOR LIGHTING CIRCUITING ARE NOT S HOWN FOR CLARITY. THE E.C. IS RESPONSIBLE FOR PROVIDING AND INSTALLING ALL JUNCTION BOXES REQUIRED FOR CIRCUITING OF ALL L IGHT FIXTURES THAT ARE NOT LISTED FOR "THROUGH-BRANCH CI RCUIT WIRING".C. IN GENERAL ALL SWITCH-LEG CONDUCTORS MAY NOT BE SHOWN ON DRAWINGS; E.C. SHALL PROVIDE AND INSTALL CONDUCT ORS AS REQUIRED TO ACHIEVE CONTROL SCHEMES INDICATED AND DESCRIBED ON DRAWINGS. INCLUDING ALL 0 -
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