WWYK263009_65 Drawings_Volume 1_Part4.pdf
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- W912BV25S0014
About this file
This file appears to be architectural/engineering drawings (Volume 1, Part 4) related to the Bomber Agile Common Hangar (BACH) project at Tinker Air Force Base. The drawings are supplementary documentation to a Special Notice announcing a Virtual Industry Forum for a 4-dock hangar construction project.
The drawings support a construction project with an estimated price range of $250-500 million for an 18,302 SM (197,003 sf) hangar with 39,052 SM (420,352 sf) of apron paving. The facility includes a single-story structural steel framed hangar bay with full span trusses, a single-story shop area, and two-story administration space. Special deep foundations with piers and driven piles are required, along with utilities, site demolition, earthwork, and an expanded airfield pavement tow-way connecting across S Douglas Blvd to the existing airfield.
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209+50.00
0 25 50 75 100 125 150 175 2000-25-50-75-100-125-150-175-200
210+00.00
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210+50.00
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211+00.00
0 25 50 75 100 125 150 175 2000-25-50-75-100-125-150-175-200
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6" - SEPARATION LAYER (32 11 20)
5" - DRAINAGE LAYER (32 11 23.23)
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8" - LIME-TREATED SUBGRADE (32 11 13.13)
211+50.00
0 25 50 75 100 125 150 175 2000-25-50-75-100-125-150-175-200
212+00.00
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212+50.00
0 25 50 75 100 125 150 175 2000-25-50-75-100-125-150-175-200
213+00.00
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8" - LIME-TREATED SUBGRADE (32 11 13.13)
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5" - DRAINAGE LAYER (32 11 23.23)
12.5" - PCC PAVEMENT (32 13 14.13)
8" - LIME-TREATED SUBGRADE (32 11 13.13)
HANGAR WALL -
REFER TO
STRUCTURAL PLANS
213+50.00
0 25 50 75 100 125 150 175 2000-25-50-75-100-125-150-175-200
214+00.00
0 25 50 75 100 125 150 175 2000-25-50-75-100-125-150-175-200
214+50.00
0 25 50 75 100 125 150 175 2000-25-50-75-100-125-150-175-200
215+00.00
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22" - PCC PAVEMENT (32 13 14.13)
8" - LIME-TREATED SUBGRADE (32 11 13.13)
HANGAR WALL -
215+50.00
0 25 50 75 100 125 150 175 2000-25-50-75-100-125-150-175-200
216+00.00
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CX317
7" - SEPARATION LAYER (32 11 20)
5" - DRAINAGE LAYER (32 11 23.23)
22" - PCC PAVEMENT (32 13 14.13)
8" - LIME-TREATED SUBGRADE (32 11 13.13)
MATCH EXISTING
GRADE
6" - GRADED CRUSHED AGGREGATE BASE COURSE (32 11 23)
3.5" - HMA PAVEMENT (32 12 15.13)
1.5" INTERMEDIATE COURSE - GRADATION 2, 2" SURFACE COURSE - GRADATION 2
SEEDING (32 92 19)
LANDSCAPE ESTABLISHMENT (32 05 33)
8" - LIME-TREATED SUBGRADE (32 11 13.13)
7" - SEPARATION LAYER (32 11 20)
5" - DRAINAGE LAYER (32 11 23.23)
22" - PCC PAVEMENT (32 13 14.13)
8" - LIME-TREATED SUBGRADE (32 11 13.13)
6" - SEPARATION LAYER (32 11 20)
5" - DRAINAGE LAYER (32 11 23.23)
12.5" - PCC PAVEMENT (32 13 14.13)
8" - LIME-TREATED SUBGRADE (32 11 13.13)
6" - GRADED CRUSHED AGGREGATE BASE COURSE (32 11 23)
3.5" - HMA PAVEMENT (32 12 15.13)
1.5" INTERMEDIATE COURSE - GRADATION 2, 2" SURFACE COURSE - GRADATION 2
8" - LIME-TREATED SUBGRADE (32 11 13.13)
HANGAR WALL -
308+00.00
0 25 50 75 100 125 150 175 2000-25-50-75-100-125-150-175-200
308+50.00
0 25 50 75 100 125 150 175 2000-25-50-75-100-125-150-175-200
309+00.00
0 25 50 75 100 125 150 175 2000-25-50-75-100-125-150-175-200
309+50.00
0 25 50 75 100 125 150 175 2000-25-50-75-100-125-150-175-200
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AN
RP
M
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N G
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NOT FOR
CONSTRUCTION
US Army Corps of Engineers
SHEET OF
SHEET ID
U S
A R
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Mead and Hunt, Inc.
2440 Deming Way
Middleton, WI 53562 phone: 608-273-6380 meadhunt.com
D
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CX318
SEEDING (32 92 19)
LANDSCAPE ESTABLISHMENT (32 05 33)
MATCH EXISTING
GRADE
8" - LIME-TREATED SUBGRADE (32 11 13.13)
310+00.00
0 25 50 75 100 125 150 175 2000-25-50-75-100-125-150-175-200
310+50.00
0 25 50 75 100 125 150 175 2000-25-50-75-100-125-150-175-200
311+00.00
0 25 50 75 100 125 150 175 2000-25-50-75-100-125-150-175-200
311+50.00
0 25 50 75 100 125 150 175 2000-25-50-75-100-125-150-175-200
O
FF
: 0 .0
EL
EV
: 1
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O
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: 5 6.
EL
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: 1
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O
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: 5
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EL
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: 1
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O
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: 9 3.
EL
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: 1
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O
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: 0 .0
EL
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: 1
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O
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.5
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: 1
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O
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.0
EL
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: 1
4.
O
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: 1
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EL
EV
: 1
2.
OFF: 179.99
ELEV: 1283.29
OFF: 188.72
ELEV: 1281.10
O
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: 1
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EL
EV
: 1
9.
OFF: 174.99
ELEV: 1283.25
-0.80%-0.80% -0.29%-0.29%
0.52%0.52% 0.90%0.90%
-4.00% 0.73%
-25.00%
-7.52% 24 .9
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O
FF
: 0 .0
EL
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: 1
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O
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: 5 6.
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: 1
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O
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: 5
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EL
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: 1
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O
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: 9 3.
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: 1
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O
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: 0 .0
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: 1
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O
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O
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.0
EL
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: 1
4.
O
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: 1
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EL
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: 1
1.
OFF: 179.99
ELEV: 1282.52
OFF: 188.20
ELEV: 1280.47
O
FF
: 1
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EL
EV
: 1
8.
OFF: 174.99
ELEV: 1282.49
-1.23%-1.23% 0.01%0.01%
1.02%1.02%
1.19%1.19%
-4.00% 0.57%
-25.00%
-7.79% 24 .9
3%
O
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: 0 .0
EL
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: 1
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O
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: 5 6.
EL
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: 1
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O
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: 5
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EL
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: 1
2.
O
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: 9 3.
EL
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: 1
2.
O
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: 0 .0
EL
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: 1
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O
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.5
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: 1
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.5
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: 1
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O
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.0
EL
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: 1
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O
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.0
EL
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: 1
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O
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2.
EL
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: 1
4.
O
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: 1
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EL
EV
: 1
1.
OFF: 180.00
ELEV: 1281.75
O
FF
: 1
.2
EL
EV
: 1
8.
OFF: 160.00
ELEV: 1278.00
OFF: 175.00
ELEV: 1281.73
O
FF
2.
EL
EV
: 1
4.
O
FF
0.
EL
EV
: 1
5.
-1.22%-1.22% 0.20%0.20%
1.14%1.14%
1.48%1.48%
0.91%0.91%
-4.00% 0.42%
-25.00%
-8.89%
.8
7%
1.12%1.12%
O
FF
: 0 .0
EL
EV
: 1
3.
O
FF
: 5 6.
EL
EV
: 1
2.
O
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: 5
6.
EL
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: 1
2.
O
FF
: 9 3.
EL
EV
: 1
2.
O
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: 0 .0
EL
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: 1
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O
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.5
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: 1
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.5
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: 1
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O
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.0
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: 1
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O
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: 1
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O
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2.
EL
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: 1
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O
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: 1
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EL
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: 1
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OFF: 180.00
ELEV: 1280.99
O
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: 1
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EL
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: 1
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OFF: 160.00
ELEV: 1277.25
O
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: 1
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: 1
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O
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: 1
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O
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-0.90%-0.90% 0.58%0.58%
1.17%1.17%
1.48%1.48%
1.65%1.65%
-4.00%
0.26%
-25.00%
-10.93%
.8
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2.18%2.18%
AN
RP
M
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N G
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I
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NOT FOR
CONSTRUCTION
US Army Corps of Engineers
SHEET OF
SHEET ID
U S
A R
M Y
C O
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PS
O F
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R S
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Mead and Hunt, Inc.
2440 Deming Way
Middleton, WI 53562 phone: 608-273-6380 meadhunt.com
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CX319
SEEDING (32 92 19)
LANDSCAPE ESTABLISHMENT (32 05 33) 7" - SEPARATION LAYER (32 11 20)
5" - DRAINAGE LAYER (32 11 23.23)
22" - PCC PAVEMENT (32 13 14.13)
8" - LIME-TREATED SUBGRADE (32 11 13.13)
SEEDING (32 92 19)
LANDSCAPE ESTABLISHMENT (32 05 33)
MATCH EXISTING
GRADE
7" - SEPARATION LAYER (32 11 20)
5" - DRAINAGE LAYER (32 11 23.23)
22" - PCC PAVEMENT (32 13 14.13)
8" - LIME-TREATED SUBGRADE (32 11 13.13)
SEEDING (32 92 19)
LANDSCAPE ESTABLISHMENT (32 05 33)
MATCH EXISTING
GRADE
6" - SEPARATION LAYER (32 11 20)
5" - DRAINAGE LAYER (32 11 23.23)
12.5" - PCC PAVEMENT (32 13 14.13)
8" - LIME-TREATED SUBGRADE (32 11 13.13)
HANGAR WALL -
312+00.00
0 25 50 75 100 125 150 175 200 2250-25-50-75-100-125-150-175
312+50.00
0 25 50 75 100 125 150 175 200 2250-25-50-75-100-125-150-175
313+00.00
0 25 50 75 100 125 150 175 200 2250-25-50-75-100-125-150
313+50.00
0 25 50 75 100 125 150 175 200 2250-25-50-75-100-125-150
O
FF
: 7 5.
EL
EV
: 1
2.
O
FF
: 9 3.
EL
EV
: 1
2.
O
FF
: 0 .0
EL
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: 1
3.
O
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: 5 6.
EL
EV
: 1
2.
O
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: 0 .0
EL
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: 1
3.
O
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0.
EL
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: 1
5.
O
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: 5 6.
EL
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: 1
2.
O
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: 7 5.
EL
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: 1
2.
O
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: 1
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EL
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: 1
1.
OFF: 180.00
ELEV: 1280.22
O
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: 2
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EL
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: 1
4.
OFF: 160.00
ELEV: 1276.50
O
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: 1
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EL
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: 1
0.
2.35%2.35% -1.93%-1.93%
1.27%1.27%
0.00%0.00% -4.00%
0.11%
-25.00%
-11.67%
.7
6%
O
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: 7 5.
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: 1
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O
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: 9 3.
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: 1
2.
O
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: 0 .0
EL
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: 1
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O
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: 5 6.
EL
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: 1
2.
O
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: 0 .0
EL
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: 1
3.
O
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0.
EL
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: 1
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O
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: 5 6.
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: 1
2.
O
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: 7 5.
EL
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: 1
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O
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: 1
.7
EL
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: 1
1.
OFF: 180.00
ELEV: 1279.46
O
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: 1
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EL
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: 1
5.
OFF: 160.00
ELEV: 1275.75
O
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: 1
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EL
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: 1
9.
461.56%1.56%
-1.42%-1.42%
1.28%1.28%
0.30%0.30% -4.00%
-0.05%
-25.00%
-13.94%
.7
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O
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: 7 5.
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: 1
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O
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: 9 3.
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: 1
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O
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: 0 .0
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: 1
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O
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: 5 6.
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: 1
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O
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: 0 .0
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: 1
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O
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0.
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: 1
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O
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: 5 6.
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: 1
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O
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: 7 5.
EL
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: 1
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O
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: 1
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EL
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: 1
1.
OFF: 180.00
ELEV: 1278.69
O
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: 2
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: 1
3.
OFF: 160.00
ELEV: 1275.00
O
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: 1
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: 1
8.
0.95%0.95% -1.17%-1.17%
1.29%1.29%
0.38%0.38% -4.00%
-0.21%
-25.00%
-15.82%
.6
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O
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: 7 5.
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: 1
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O
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: 9 3.
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: 1
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O
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: 0 .0
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: 1
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O
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: 5 6.
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: 1
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O
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: 0 .0
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: 1
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O
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: 5 6.
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: 1
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O
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: 7 5.
EL
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: 1
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O
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: 1
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: 1
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OFF: 180.00
ELEV: 1277.92
OFF: 202.07
ELEV: 1272.41
OFF: 160.00
ELEV: 1274.25
O
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: 1
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: 1
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1.54%1.54% -1.59%-1.59%
1.30%1.30%
0.00%0.00% -4.00%
-0.36%
-25.00%
-17.13%
.6
0%
AN
RP
M
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N G
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I
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NOT FOR
CONSTRUCTION
US Army Corps of Engineers
SHEET OF
SHEET ID
U S
A R
M Y
C O
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R S
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Mead and Hunt, Inc.
2440 Deming Way
Middleton, WI 53562 phone: 608-273-6380 meadhunt.com
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7" - SEPARATION LAYER (32 11 20)
5" - DRAINAGE LAYER (32 11 23.23)
22" - PCC PAVEMENT (32 13 14.13)
8" - LIME-TREATED SUBGRADE (32 11 13.13)
SEEDING (32 92 19)
LANDSCAPE ESTABLISHMENT (32 05 33)
MATCH EXISTING
GRADE
HANGAR WALL -
314+00.00
0 25 50 75 100 125 150 175 200 2250-25-50-75-100-125-150
314+50.00
0 25 50 75 100 125 150 175 200 2250-25-50-75-100-125-150
315+00.00
0 25 50 75 100 125 150 175 200 2250-25-50-75-100-125-150
315+50.00
0 25 50 75 100 125 150 175 200 2250-25-50-75-100-125-150 O
FF
: 7
5.
EL
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: 1
2.
O
FF
: 9 3.
EL
EV
: 1
2.
O
FF
: 0 .0
EL
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: 1
3.
O
FF
: 5 6.
EL
EV
: 1
2.
O
FF
: 0 .0
EL
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: 1
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O
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0.
EL
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: 1
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O
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: 5 6.
EL
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: 1
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O
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: 7 5.
EL
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: 1
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O
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: 1
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O
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O
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1.21%1.21% -1.14%-1.14%
1.31%1.31%
0.23%0.23% -4.00%
-5.37%
-14.78%
-14.44%
1.78%
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O
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: 9 3.
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: 1
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O
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: 0 .0
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: 5 6.
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O
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: 0 .0
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LANDSCAPE ESTABLISHMENT (32 05 33)
HANGAR WALL -
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SEEDING (32 92 19)
LANDSCAPE ESTABLISHMENT (32 05 33)
GENERAL
A. THESE GENERAL NOTES PRESENT AND/OR SUMMARIZE KEY PROJECT INFORMATION
FOR THE READER'S CONVENIENCE. SEE ALSO INDIVIDUAL PLAN NOTES AND
PROJECT SPECIFICATIONS FOR FURTHER DETAILS AND REQUIREMENTS.
B. ALL REFERENCES TO REFERENCE STANDARDS HEREIN ARE TO MOST RECENT IN
EFFECT AS OF THE DATE OF THESE DOCUMENTS, UNLESS NOTED OTHERWISE IN
PROJECT SPECIFICATIONS OR ON THE PLANS.
C. ELEVATIONS. ALL ELEVATIONS ARE REFERENCED TO FINISHED FLOOR ELEVATION
100'-0". ALL ELEVATIONS SHOWN ON PLANS ARE REFERENCED TO THE SITE
ELEVATION DATUM SHOWN ON FOUNDATION PLANS UNLESS NOTED OTHERWISE.
D. SUBMIT SHOP DRAWINGS, PROJECT DATA AND SAMPLES AS SPECIFIED IN PROJECT
SPECIFICATIONS SECTION 01 33 00
1. IDENTIFY PROMINENTLY ON DRAWINGS EACH AND ALL RESUBMITTALS BY
NUMBER.
2. IDENTIFY ANY CHANGES WHICH HAVE BEEN MADE OTHER THAN THOSE
REQUESTED BY THE CONTRACTING OFFICER.
3. SUBMITTALS FAILING TO CONFORM TO THE ABOVE WILL BE RETURNED
FOR RESUBMITTAL.
E. CONTRACTOR SHALL VERIFY ALL DIMENSIONS BEFORE BEGINNING WORK OR
FABRICATION AND THE CONTRACTING OFFICER SHALL BE NOTIFIED IMMEDIATELY ON
ANY DISCREPENCIES.
F. CONTRACTOR SHALL PROVIDE AND MAINTAIN ADEQUATE SHORING AND BRACING TO
PROTECT UNFINISHED NEW CONSTRUCTION.
DESIGN CRITERIA
A. BUILDING CODES
2021 INTERNATIONAL BUILDING CODE.
ASCE 7-16, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES.
UFC 4-010-01, DoD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS, 30 JULY
2022; OCCUPANCY LEVEL: INHABITED
B. SUPERIMPOSED DESIGN LOADS
1. DEAD LOADS MAX. DL MIN. DL COLLATERAL DL
HANGAR ROOF DEAD LOAD 40 psf 28 psf 5 psf ADMIN / SHOP ROOF DEAD LOAD 25 psf 8 psf 5 psf
2. LIVE LOADS
LOW ROOF LIVE LOAD - 20 psf HIGH ROOF LIVE LOAD - 20 psf SHOP ROOMS - 200 psf STAIRS - 100 psf CATWALKS - 40 psf OFFICES - 100 psf CORRIDORS - 100 psf STORM SHELTER ROOF - 100 psf HANGAR TRUSS BOTTOM CHORDS - 40 psf + CRANE LOADING
3. SNOW: GROUND SNOW LOAD = 10 psf A. EXPOSURE FACTOR, Ce = 1.0 (EXPOSURE C, PARTIALLY EXPOSED) B. SLOPE FACTOR, Cs = 1.0 C. THERMAL FACTOR, Ct = 1.0
D. IMPORTANCE FACTOR = 1.0 (RISK CATEGORY III)
E. FLAT ROOF SNOW LOAD, Pf = 7.7 psf F. SLOPED ROOF SNOW LOAD = 7.7 psf
4. WIND
A. RISK CATEGORY III
B. ULTIMATE WIND SPEED = 116 MPH
C. NOMINAL WIND SPEED = 90 MPH
D. EXPOSURE CATEGORY - C
E. ENCLOSURE CLASSIFICATION
HANGAR - PARTIALLY ENCLOSED, SHOP / ADMIN - ENCLOSED
F. INTERNAL PRESSURE COEF., GCpi = +/-0.18 FOR ADMIN AND SHOP SPACE, +/- 0.55 FOR HANGAR BAY.
G. STORM SHELTER DESIGN WIND SPEED Vt = 250 MPH
5. SEISMIC
A. RISK CATEGORY III, IMPORTANCE FACTOR =1.25
B. MAPPED SPECTRAL RESPONSE ACCELERATIONS
SS = 0.299g S1 = 0.081g
C. SITE CLASSIFICATION - D
D. DESIGN SPECTRAL RESPONSE ACCELERATIONS
SDS = 0.311g SD1 = 0.130g
E. SEISMIC DESIGN CATEGORY - B
F. SEISMIC FORCE RESISTING SYSTEM:
R = 3.0, Ω0 = 3.0, Cd = 3.0
G. SEISMIC RESPONSE COEFF., CS = 0.12
H. DESIGN SEISMIC BASE SHEAR
a. HANGAR BAY = 391 Kips
b. ADMIN BAY = 528 Kips
c. SHOP BAY = 172 Kips
I. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE
6. FUTURE EXPANSION: NO PROVISION FOR FUTURE EXPANSION HAS BEEN MADE
THAT WILL IMPACT DESIGN PROVISIONS OF STRUCTURES AND FOUNDATIONS
UNDER THIS CONTRACT.
C. FOUNDATIONS
1. ALLOWABLE DRILLED PIER CAPACITY - XX KIP
2. FOUNDATIONS HAVE BEEN DESIGNED BASED ON THE RECOMMENDATIONS OF THE
SUBSURFACE EXPLORATION AND GEOTECHNICAL REPORT PREPARED BY A&M
ENGINEERING AND ENVIRONMENTAL SERVICES, INC., DATED MAY 3, 2024.
TESTING AND INSPECTION
A. FOUNDATIONS AND EARTHWORK. GEOTECHNICAL ENGINEER/TESTING LABORATORY
SHALL BE ENGAGED FOR QUALITY CONTROL AND VERIFICATION. SEE SPECS. ALL
OPEN FOUNDATION EXCAVATIONS SHALL BE INSPECTED AND APPROVED BY A
LICENSED GEOTECHNICAL ENGINEER PRIOR TO CONCRETE PLACEMENT.
B. MATERIALS AND PROCEDURES. TESTING LABORATORY TO BE ENGAGED FOR
MATERIAL TESTING. SEE SPECS.
C. SPECIAL INSPECTOR. A SPECIAL INSPECTOR SHALL BE ENGAGED BY THE
CONTRACTOR TO INSPECT ELEMENTS AS REQUIRED. PERIODIC STRUCTURAL
OBSERVATIONS SHALL BE PERFORMED BY THE STRUCTURAL ENGINEER OF RECORD
OR A DESIGNATED REPRESENATIVE IN ADDITION TO SPECIAL INSPECTIONS. REFER
TO SPECIFICATION SECTION 01 45 35 FOR REQUIREMENTS.
EARTHWORK
A. SITE PREPARATION
1. WITHIN BUILDING AREA, COMPACT TOP 6" OF CUT AREA SUB-GRADE TO MINIMUM
DENSITY 95% ASTM D1557.
2. FOUNDATION EXCAVATIONS, REFER TO SPECIFICATIONS.
3. DRAINAGE AND DEWATERING: ALL EXCAVATIONS SHALL BE PERFORMED SO THAT
THE SITE AND THE AREA IMMEDIATELY SURROUNDING THE SITE WHICH AFFECTS
CONSTRUCTION OPERATIONS WILL BE CONTINUALLY AND EFFECTIVELY DRAINED.
THE CONTRACTOR SHALL PROVIDE DRAINAGE AND DEWATERING AS REQUIRED TO
ENSURE THAT ALL FOOTING EXCAVATIONS ARE ACCOMPLISHED WITH THE
SUBGRADE SOILS REMAINING DRY AND FIRM UNTIL AFTER FOOTINGS ARE PLACED
AND BACKFILLED. REMOVAL OF SURFACE WATER, GROUNDWATER, AND ANY
PERCHED WATER CONDITIONS WHICH MIGHT BE ENCOUNTERED DURING
EXCAVATIONS, SHALL BE ACCOMPLISHED BY APPROVED MEANS. REFER TO
SPECIFICATION SECTION 31 00 00 EARTHWORK FOR ADDITIONAL EXCAVATION
REQUIREMENTS.
B. STRUCTURAL FILLS. FILL MATERIAL COMPACTED IN 6" LIFTS FOR HEAVY EQUIPMENT
COMPACTORS, 4" LIFTS FOR HAND-OPERATED EQUIPMENT. SEE SPECIFICATIONS
FOR ACCEPTABLE FILL MATERIAL.
1. TOP 24" OF SUBGRADE UNDER BUILDING FOUNDATIONS AND SLABS-ON-GRADE:
MINIMUM DENSITY 95% ASTM D1557.
2. SUBGRADE UNDER BUILDING FOUNDATIONS AND SLABS-ON-GRADE EXCEPT TOP
24", TO 10 FEET BEYOND BUILDING AND STRUCTURE LINE: MINIMUM DENSITY 92%
ASTM D1557.
3. GRANULAR SUBBASE UNDER SLAB-ON-GRADE: VAPOR RETARDER ON OPEN
GRADED CAPILLARY WATER BARRIER.
CAST-IN-PLACE REINFORCED CONCRETE
A. DESIGN CODE. ACI 318-19 - STRENGTH DESIGN. REFERENCE STANDARD: ACI 301.
CONTRACTOR TO MAINTAIN COPY AT JOB SITE.
B. MIX DESIGN SHALL BE DOCUMENTED IN ACCORDANCE WITH SECTION 03 30 00 OF
THE PROJECT SPECS AND ACI 301, CHAPTER 3 "PROPORTIONING". MIX DESIGNS
WHICH ARE SUBMITTED WITHOUT THE REQUIRED DOCUMENTATION WILL BE
REJECTED. FIELD SLUMPS RECORDED AT JOB SITE SHALL NOT EXCEED THE SLUMP
ESTABLISHED FOR THE MIX DESIGN.
C. CONCRETE. REFER TO SPECS.
1. ALL CONCRETE EXCEPT GRADE BEAMS SHALL HAVE A COMPRESSIVE STRENGTH
OF 4000 psi AT 28 DAYS. GRADE BEAMS SHALL HAVE A COMPRESSIVE STRENGTH OF 5000 psi AT 28 DAYS.
2. ALL CONCRETE, EXCEPT INTERIOR FLOOR SLABS INCLUDING SLABS-ON-DECK,
SHALL BE AIR-ENTRAINED, SEE SPECS.
D. FORMWORK
1. SEE SPECS.
2. KEYS INDICATED ARE TO BE 2" x 4" NOMINAL CONTINUOUS, UNO.
3. RUSTICATION STRIPS, CHAMFERS, DRIPS, MISC. EMBEDS, ETC. SEE PLANS
AND/OR ARCHITECTURAL DRAWINGS.
4. OPENINGS FOR MP&E TRADES. ALL HOLES FOR OTHER TRADES WHICH MUST BE
CUT OR FORMED AND WHICH ARE NOT SHOWN ON THE STRUCTURAL DESIGN(S)
DRAWINGS SHALL BE SUBMITTED TO THE CONTRACTING OFFICER FOR REVIEW
AND APPROVAL.
E. REINFORCEMENT
1. REINFORCING BARS. DEFORMED, GRADE 60, ASTM A615. ASTM A706 WHERE
SPECIFIED AND FOR WELDING APPLICATIONS.
A. FABRICATION: ACI SP-66 (2004) "ACI DETAILING MANUAL"
2. WELDED SMOOTH WIRE FABRIC - ASTM A1064. FLAT SHEETS.
3. WELDING - ACI 301, SECTION 3.2.2.2.
4. CORNER BARS. PROVIDE CORNER BARS SAME SIZE AND SPACING AS
HORIZONTAL REINFORCEMENT AT INTERSECTIONS OF ALL WALLS AND WALL
FOUNDATIONS.
5. SPLICES. CONTINUOUS REINF. BARS INCLUDING CORNER BARS SHALL BE LAPPED
THE LENGTH SHOWN IN THE DEVELOPMENT / LAP SPLICE TABLE SHOWN ON THE
DESIGN DRAWINGS, AND IN ACCORDANCE WITH ACI 318.
6. MINIMUM COVER FOR PROTECTION TYPICAL, UNO.
A. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH - 3"
B. FORMED SURFACE EXPOSED TO EARTH OR WEATHER
#6 THROUGH #18 BARS - 2"
#5 AND SMALLER - 1 3/4"
C. STRUCTURAL SLABS AND WALLS NOT EXPOSED TO WEATHER OR IN CONTACT
WITH GROUND - 3/4"
D. BEAMS AND COLUMNS: PRIMARY REINFORCEMENT, TIES, STIRRUPS, AND
SPIRALS NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND - 1 1/2"
7. HOOKS INDICATED ARE ACI/CRSI STANDARD 90 DEG. OR 180 DEG. HOOKS. BAR
LENGTHS SHOWN ARE OUT-TO-OUT AND DO NOT INCLUDE HOOK LENGTH.
F. ELECTRICAL TRADES. FIELD REQUIREMENTS NOT SHOWN ON STRUCTURAL PLANS
MUST BE APPROVED BY THE CONTRACTING OFFICER. ANY STRENGTHENING OR
ADDITIONAL REINFORCEMENT REQUIRED SHALL BE FURNISHED BY THE
CONTRACTOR WITHOUT ADDITIONAL COST TO THE GOVERNMENT. PLUMBING SLOTS
ARE TO BE FILLED WITH CONCRETE TO SAME THICKNESS AS SLAB OR WALL AFTER
PIPING HAS BEEN INSTALLED. SEE TYPICAL SLAB PENETRATION DETAILS FOR
REQUIREMENTS.
G. EMBEDDED PIPES OR CONDUIT. MAXIMUM DIAMETER - 1/3 x SLAB OR WALL
THICKNESS, SPACED MINIMUM OF 3 DIAMETERS ON CENTER.
H. GROUT. HIGH STRENGTH, NON-SHRINK STRUCTURAL GROUT. SEE SPECS.
I. CONCRETE FINISHES. SEE SPECS.
1. FORMED SURFACES:
A. PAINTED OR EXPOSED TO VIEW: RUBBED, UNO. ON PLANS
B. COVERED OR AS NOTED ON PLANS: AS-CAST
2. FLATWORK SURFACES:
A. EXPOSED TO VIEW: TROWELED WITH SURFACE TREATMENT
B. TILED OR CARPETED: TROWELED
C. STAIRS OR RAMPS: BROOMED
D. SIDEWALKS, DRIVEWAYS: BROOMED OR BELTED
J. CURING AND PROTECTION. SEE SPECS.
K. SLABS ON GRADE
1. STRIP CAST WITH CONTROL/CONSTRUCTION JOINTS TO ALIGN WITH COLUMN
CENTERLINES. CONTROL JOINTS SHALL BE PLACED AS SHOWN ON PLANS.
2. CONTRACTOR SHALL SUBMIT A CONTROL/CONSTRUCTION JOINT LAYOUT PLAN
WITH JOINT CONSTRUCTION DETAILS AND POUR SEQUENCE FOR REVIEW.
3. SEE CONTROL JOINT AND CONSTRUCTION JOINT DETAILS. CONTROL JOINT
MAXIMUM SPACING IS 18'-0".
CONCRETE MASONRY
A. DESIGN CRITERIA. ACI 530
B. CONCRETE MASONRY UNITS:
1. HOLLOW UNITS: ASTM C90, NORMAL WEIGHT.
2. SOLID UNITS: ASTM C145, GRADE N.
C. DESIGN F'm = 2,000 psi
D. MORTAR. ASTM C270, TYPE S (1800 psi). MASONRY CEMENT SHALL NOT
BE USED FOR REINFORCED CONCRETE MASONRY CONSTRUCTION.
E. GROUT. ASTM C476 (2000 psi). SEE SPECS FOR GROUTING POUR
HEIGHT, CLEAR CELL DIMENSIONS, AND CLEANOUT REQUIREMENTS.
F. REINFORCEMENT.
1. HORIZONTAL JOINTS: LADDER TYPE JOINT REINFORCING SHALL BE USED. SEE
SPECS.
2. VERTICAL AND HORIZONTAL REINFORCEMENT: ASTM A615, GRADE 60.
3. HORIZONTAL BOND BEAM REINFORCEMENT: (2) #4 BARS FOR WALLS WITH 1
VERTICAL BAR; (1) #5 FOR WALLS WITH 2 VERTICAL BARS.
G. SPECIAL INSPECTION. REFER TO SPECIFICATIONS.
ADHESIVE AND EXPANSION ANCHORS
A. ADHESIVE ANCHORS SHALL CONSIST OF AN EQUAL TWO-COMPONENT STRUCTURAL
GRADE EPOXY INJECTION MATERIAL CONFORMING TO ASTM C881. ROD MATERIAL
SHALL MEET MIN. MATERIAL SPECIFICATIONS OF ASTM A193, GRADE B7 OR
APPROVED EQUAL.
B. REINFORCING BAR ANCHORS SHALL BE DEFORMED, GRADE 60, ASTM A615.
C. ADHESIVE ANCHORS SHALL MEET THE MINIMUM MATERIAL SPECIFICATIONS OF ASTM
A193, GRADE B7 OR APPROVED EQUAL. EXPANSION ANCHORS SHALL BE
GALVANIZED, CARBON STEEL.
D. ANCHORAGE SYSTEMS SHALL BE APPROVED BY THE CONTRACTING OFFICER.
E. INSTALLATION SHALL BE IN CONFORMANCE WITH MANUFACTURER'S PRINTED
LITERATURE AND SHALL INCLUDE THE BRUSHING AND CLEANING OF DRILLED HOLES
WITH COMPRESSED AIR. INSTALLERS SHALL BE TRAINED BY THE MANUFACTURER'S
REPRESENTATIVE. EMBEDMENT DEPTH SHALL BE AS INDICATED ON THE
STRUCTURAL DRAWINGS.
STRUCTURAL STEEL
A. DESIGN, FABRICATION, AND ERECTION. AISC SPECIFICATION FOR STRUCTURAL
STEEL BUILDINGS, 2016.
B. GRADE STEEL. WIDE FLANGE SHAPES - ASTM A992 CHANNELS, ANGLES, AND MISC.
SHAPES - ASTM A36, UNLESS OTHERWISE INDICATED AS ASTM A572 GR50, TUBE
(HSS) SHAPES - ASTM A500, GRADE C (50 ksi MIN. YIELD STRENGTH).
C. CONNECTIONS. AISC MANUAL STANDARD CONNECTIONS UNLESS NOTED.
1. HIGH-STRENGTH BOLTS: ASTM F3125 GRADE A325 BEARING TYPE, UNLESS
OTHERWISE INDICATED AS A490 SLIP-CRITICAL, INSTALLED IN CONFORMANCE
WITH "SPECIFICATIONS FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS",
RESEARCH COUNCIL ON RIVETED AND BOLTED STRUCTURAL JOINTS. UNO,
STANDARD AISC "USUAL GAGE" DIMENSIONS SHALL BE USED FOR LOCATING
HOLES FOR BOLTS, EXPANSION ANCHORS, ETC. IN ALL ANGLES, BEAM FLANGES,
ETC.
2. WELDS: AWS D1.1, SERIES E70XX. ALL WELDS SHALL BE SUBJECT TO INSPECTION
AND NONDESTRUCTIVE EXAMINATION AS REQUIRED IN SPECIFICATIONS. WHERE
WELD SIZE IS NOT INDICATED ON THE DRAWINGS, USE MINIMUM SIZE FOR
PREQUALIFIED JOINTS PER AWS D1.1.
3. ANCHOR RODS: ANCHOR RODS SHALL CONFORM TO ASTM F1554, GRADE 36,
UNLESS NOTED OTHERWISE.
4. SIMPLE SHEAR CONNECTIONS: STEEL FABRICATOR SHALL DESIGN NON-
COMPOSITE BEAM CONNECTIONS FOR 50% OF THE FULL CAPACITY OF THE BEAM,
AND 75% FOR COMPOSITE BEAM CONNECTIONS.
D. TOLERANCES. AISC CODE OF STANDARD PRACTICE 2016, SECTION 6.4, 7.12, AND
7.13. FOR STEEL INDICATED TO MEET ARCHITECTURALLY EXPOSED STRUCTURAL
STEEL (AESS) TOLERANCES, SECTION 10.
E. CAMBER. PROVIDE POSITIVE CAMBER AS NOTED ON PLANS. WHERE NO CAMBER IS
NOTED, RESIDUAL MILL CAMBER IS TO BE UPWARDS.
F. FLOOR AND ROOF OPENINGS. VERIFY SIZE AND LOCATION OF REQUIRED OPENINGS
WITH MECHANICAL, PLUMBING, OR OTHER TRADES AS NECESSARY TO ASSURE
CORRECT FRAMING AND SUBMIT ON SHOP DRAWINGS. PROVIDE SUB-SUPPORT AS
REQUIRED FOR DECK CLOSURES TYPICAL, INCLUDING AT COLUMNS. COORDINATE
WITH DECK SUPPLIER.
G. PLACEMENT OF STUDS ON COMPOSITE BEAMS.
CASE 1 - DECK PERP. TO SUPPORTS, FEWER STUDS THAN DECK VALLEYS:
PLACE STUDS IN FLUTES FOR ENTIRE LENGTH OF BEAM AT EQUAL
SPACING. PLACE REMAINING STUDS IN FLUTES NOT ALREADY HAVING
A STUD, STARTING NEAR BEAM ENDS, CONTINUING TOWARD BEAM
CENTER WHILE ALTERNATING ENDS.
CASE 2 - DECK PERP. TO SUPPORTS, MORE STUDS THAN DECK VALLEYS: PLACE
A STUD IN ALL AVAILABLE FLUTES, IF STUDS REMAIN, PLACE A SECOND
STUD IN EACH FLUTE, STARTING NEAR BEAM ENDS, CONTINUING
TOWARD BEAM CENTER WHILE ALTERNATING ENDS.
CASE 3 - DECK PARALLEL TO SUPPORTS, LOAD BEARING GIRDER:
DESIGNATION, EX: [10,3,10], INDICATES THE NUMBER OF STUDS ALONG
THE GIRDER IN EACH SPACE BETWEEN THE BEAMS FRAMING INTO THE
GIRDER. PLACE A SINGLE ROW OF STUDS AT EQUAL SPACING IN EACH
SPACE BETWEEN INFILL BEAMS, IF SPACING IS LESS THAN 4 1/2", USE
DOUBLE ROW AS REQUIRED. SPACING SHALL NOT EXCEED 36" OC,
PLACE ADDITIONAL STUDS IF REQUIRED.
CASE 4 - DECK PARALLEL TO SUPPORTS, EXCEPT CASE 3 AS SHOWN ABOVE:
PLACE A SINGLE ROW OF STUDS ALONG GIRDER AT EQUAL SPACING.
IF SPACING IS LESS THAN 4 1/2", USE DOUBLE ROW AS REQUIRED.
H. SHOP DRAWINGS. SUBMIT ERECTION AND FABRICATION SHOP DRAWINGS, STAMPED
AND SEALED BY A REGISTERED ENGINEER. SEE SPECS.
METAL ROOF DECK
A. DESIGN, FABRICATION, & ERECTION. STEEL DECK INSTITUTE (SDI) MANUAL OF
CONSTRUCTION WITH STEEL DECK
B. MATERIAL. ASTM A653 TYPE SS (50 ksi MIN. YIELD STRENGTH)
C. METAL ROOF DECK
1 1/2" DEEP, 0.0295" THICK (22 GAGE) TYPE B WIDE RIB WITH THE FOLLOWING
MINIMUM SECTION PROPERTIES:
Ix = 0.155 in4/ft; S(+) = 0.186 in3/ft; S(-) = 0.183 in3/ft
3" DEEP, 0.0295" THICK (22 GAGE) TYPE N WIDE RIB WITH THE FOLLOWING
MINIMUM SECTION PROPERTIES:
Ix = 0.659 in4/ft; S(+) = 0.382 in3/ft; S(-) = 0.433 in3/ft
D. INSTALLATION.
1. WHERE POSSIBLE, EXTEND OVER 3 OR MORE SUPPORTS. DECK ATTACHMENTS
SHALL BE IN ACCORDANCE WITH SDI SPECS AND SHALL BE ADEQUATELY SHOWN
ON DECK SHOP DRAWINGS FOR FIELD INSTALLATION. ANCHOR TO RESIST THE NET
UPLIFT PRESSURE AS SHOWN ON THE PLANS.
2. DECK ATTACHMENT FOR 1.5B22 DECK SHALL BE WITH 5/8" PUDDLE WELDS ON 36/4
PATTERN WITH #10 TEK SCREW SIDELAP FASTENERS AT 24" OC MAX.
3. DECK ATTACHMENT FOR 3.0N22 DECK SHALL BE WITH 5/8" PUDDLE WELDS ON 24/4
PATTERN WITH #10 TEK SCREW SIDELAP FASTENERS AT 24" OC MAX.
4. OTHER MECHANICAL FASTENERS OR WELDS ON A PATTERN PRODUCING
STRENGTH AND STIFFNESS AT LEAST EQUAL TO THE ATTACHMENT SHOWN MAY
BE SUBMITTED FOR APPROVAL. WELDED SIDELAPS NOT PERMITTED.
E. ACCESSORIES. RIDGE, HIP, AND VALLEY PLATES ATTACHED DIRECTLY TO STEEL
DECK INCLUDED. GAGE TO MATCH ROOF DECK.
F. FINISH. G90 GALVANIZED
G. SHOP DRAWINGS. SUBMIT SHOP DRAWINGS.
H. SPECIAL INSPECTION. REFER TO SPECIFICATIONS
STEEL FLOOR DECK (COMPOSITE)
A. DESIGN. SDI, SPECIFICATIONS AND COMMENTARY FOR COMPOSITE STEEL FLOOR
DECK.
B. MATERIAL. ASTM A653 TYPE SS (40 KSI MIN. YIELD STR.)
C. COMPOSITE FLOOR DECK SHALL BE 2" DEEP, 0.0295" THICK (22 GAGE) WITH THE
FOLLOWING MINIMUM SECTION PROPERTIES:
Ip = 0.314 in4/ft; ln = 0.314 in4/ft; S(+) = 0.244 in3/ft; S(-) = 0.254 in3/ft
D. PROTECTIVE COATING. G60 GALVANIZED
E. INSTALLATION. SDI SPECIFICATIONS SECTION 4 (SEE SPECS). EXTEND OVER 3
SUPPORTS MINIMUM. FLOOR DECK ATTACHMENT SHALL BE 5/8" WELDS ON A 36/4
PATTERN WITH SIDELAPS WELDED AT 1'-6" OC, OR WITH MECHANICAL FASTENERS
ON A PATTERN PRODUCING STRENGTH AT LEAST EQUAL TO THE WELDED
ATTACHMENT. SUBSTITUTION REQUESTS FOR MECHANICAL FASTENERS SHALL BE
SUBMITTED TO CONTRACTING OFFICER.
F. CONCRETE. CONFORM TO SPECIFICATIONS. ADMIXTURES CONTAINING CHLORIDE
SALTS SHALL NOT BE USED.
G. DECK SUPPLIER TO PROVIDE ALL CLOSURES ETC. NECESSARY TO RETAIN
CONCRETE. COORDINATE SUB-SUPPORT WITH STEEL FABRICATOR.
H. SHOP DRAWINGS. SUBMIT SHOP DRAWINGS.
I. REINFORCEMENT - 6x6 - W2.9xW2.9 WWR
METAL STAIRS
A. FRAMING FOR METAL STAIRS, INCLUDING STRINGERS, HEADERS, PAN SUPPORTS,
ETC. SHALL BE SUPPORTED FROM THE PRIMARY STRUCTURE AT EACH FLOOR
LEVEL. INTERMEDIATE LANDINGS SHALL BE SUPPORTED BY CMU ENCLOSURE AT
INTERMEDIATE LANDING ELEVATION. PROVIDE BEARING PLATES AND ANCHORAGES
AS NECESSARY. GROUT CMU SOLID 16" BELOW BEARING.
B. STAIR FRAMING SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER EXPERIENCED
IN THE DESIGN AND DETAILING OF METAL STAIR SYSTEMS. SUBMIT CALCULATIONS
WITH SHOP DRAWINGS.
OPEN-WEB STEEL JOISTS
A. ALL STEEL JOISTS SHALL COMPLY WITH THE STEEL JOIST INSTITUTE (SJI) "STANDARD
SPECIFICATIONS, LOAD TABLES AND WEIGHT TABLES FOR STEEL JOISTS AND JOIST
GIRDERS" DATED 2020.
B. JOISTS TO BE WELDED OR BOLTED TO SUPPORTS. REFER TO SECTIONS AND DETAILS
FOR JOIST SEAT DEPTHS. EXTEND BOTTOM CHORD OF JOIST TO COLUMN ON
COLUMN LINES. PROVIDE VERTICAL STABILIZER PLATE TO RECEIVE BOTTOM CHORD.
PAINT.
C. PRIME AND PAINT IN ACCORDANCE WITH SPECS.
D. CONCENTRATED LOADS. ATTACH IN SUCH A MANNER OR AT SUCH A LOCATION (I.E.
PANEL POINTS) SO THAT LOCAL BENDING IS NOT INDUCED IN THE CHORDS EXCEPT
AS INDICATED. FOR ALL CONCENTRATED LOADS EXCEEDING 100 LBS BUT NO MORE
THAN 400 LBS NOT OCCURRING AT JOIST PANEL POINTS, AN EXTRA WEB MEMBER
MUST BE FIELD APPLIED.
E. BRIDGING AND/OR DIAGONAL BRACING TO BE COLLINEAR WHERE EXPOSED TO VIEW.
ANY BRIDGING SHOWN ON PLANS IS A MINIMUM REQUIREMENT. ACTUAL BRIDGING
REQUIREMENTS SHALL BE DETERMINED BY THE JOIST SUPPLIER AS RECOMMENDED
BY THE SJI.
F. SUBMIT SHOP DRAWINGS INCLUDING UPLIFT DESIGN CALCULATIONS. SEE SPECS.
GENERAL STRUCTURAL NOTES
COLD-FORMED STEEL FRAMING
1. DESIGN COLD-FORMED STEEL TO CONFORM TO THE INTERNATIONAL BUILDING
CODE, THE LATEST EDITIONS OF THE "SPECIFICATION FOR THE DESIGN OF COLD-
FORMED STEEL STRUCTURAL MEMBERS" BY THE AMERICAN IRON AND STEEL
INSTITUTE (AISI), UFC 1-200-01, AND ANY OTHER CODES, OR REGULATIONS HAVING
JURISDICTION.
2. THE COLD FORMED STEEL SHOWN IS THE APPROXIMATE RELATIONSHIP BETWEEN
THE FRAMING AND ADJACENT SUPPORTING OR SUPPORTED COMPONENTS.
DETERMINE THE FINAL APPROPRIATE CONFIGURATION TO SUPPORT THE REQUIRED
LOADS.
3. DESIGN FRAMING TO RESIST LOADS AS REQUIRED BY ASCE 7-16, UFC, IBC 2021,
THESE CONTRACT DOCUMENTS, AND ANY OTHER CODES, OR REGULATIONS HAVING
JURISDICTION BY A PROFESSIONAL ENGINEER.
4. FRAMING MEMBERS MUST BE CHANNEL-TYPE SECTIONS ROLL-FORMED FROM
CORROSION-RESISTANT STEEL MEETING ASTM A653, AND MEETING THE FOLLOWING
CRITERIA:
STUDS
MAXIMUM DEPTH: AS SHOWN
MINIMUM FLANGE WIDTH: AS REQUIRED BY DESIGN
MINIMUM THICKNESS: 54 MILS
MINIMUM YIELD STRENGTH: 50 KSI
DRIFT LIMITS:
SEISMIC 2% OF THE TOTAL HEIGHT
WIND L/400
MAXIMUM SPACING: 16 INCHES
BLOCKING & BRACING: AS REQUIRED BY DESIGN
5. DESIGN STRUCTURAL TRACKS TO BE THE SAME GAGE AS THE WALL STUDS, UNLESS
NOTED OTHERWISE.
6. DESIGN STUDS TO BE FULL HEIGHT OF WALL. SPLICES ARE NOT PERMITTED, UNLESS
NOTED OTHERWISE.
7. BRIDGING AT WALL STUDS TO BE PROVIDED AS REQUIRED BY THE COLD-FORMED
DESIGN, BUT SHALL BE SPACED NO MORE THAN 5 FT ON CENTER.
8. DESIGN COLD-FORMED STRAP BRACING TO BE PROVIDED TIGHTLY AND
COORDINATED WITH WALL PLUMBING OR MECHANICAL PIPING. SPLICES IN THE
BRACING OR MODIFICATIONS TO THE BRACING ARE NOT PERMITTED UNLESS
APPROVED BY THE CONTRACTING OFFICER.
9. DESIGN WELDING TO BE IN ACCORDANCE WITH AWS D1.3 "STRUCTURAL WELDING
CODE - SHEET STEEL", AND AS FOLLOWS:
1. SHIELDED METAL ARC (STICK) WELDING FOR 18 GA. AND HEAVIER.
2. GAS METAL ARC (MIG) WELDING FOR 20 GA.
10. JACK STUDS OR CRIPPLES MUST BE PROVIDED BELOW WINDOW SILLS, ABOVE
WINDOW AND DOOR HEADS, AND ELSEWHERE TO PROVIDE SUPPORTS AND MUST BE
SECURELY ATTACHED TO SUPPORTING MEMBERS.
11. WALLS STUDS MUST HAVE FULL BEARING AGAINST INSIDE TRACK WEB PRIOR TO
STUD AND TRACK ATTACHMENT. STUDS MUST BE CUT SO THAT THERE ARE NO
HOLES IN THE WEBS WITHIN 6 INCHES OF THE END OF THE STUDS.
12. THE FINAL DESIGN OF THE COLD-FORMED METAL FRAMING SYSTEM MUST BE THE
RESPONSIBILITY OF THE QUALIFIED PROFESSIONAL SPECIALTY ENGINEER HIRED BY
THE CONTRACTOR. SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR REVIEW BY
ENGINEER OF RECORD AND APPROVED BY THE CONTRACTING OFFICER PRIOR TO
FABRICATION AND PROCUREMENT OF MATERIALS. SHOP DRAWINGS MUST BE
SIGNED AND SEALED BY A PROFESSIONAL ENGINEER. THE SHOP DRAWINGS MUST
INCLUDE FRAMING PLANS WITH DIMENSIONAL LOCATIONS, AS WELL AS REQUIRED
DETAILS. THE CALCULATIONS MUST INCLUDE INPUT LOADS, DEAD AND LIVE LOAD
DEFLECTIONS, REACTIONS, MEMBER FORCES, MEMBER SIZES, AND REQUIRED
MEMBER BRACING.
PRECAST CONCRETE WALL PANELS
A. DESIGN, FABRICATION, AND ERECTION. PRECAST CONCRETE INSTITUTE (PCI)
DESIGN MANUAL.
B. DESIGN FOR THE LOADS AS INDICATED ON THE DRAWINGS AND AS REQUIRED IN
THE SPECIFICATIONS.
C. ALL PRECAST CONCRETE SHALL HAVE A COMPRESSIVE STRENGTH OF 5000 psi AT 28
DAYS, UNO ON PLANS OR SPECIFICATIONS.
D. PRECAST MANUFACTURER IS RESPONSIBLE FOR FINAL LAYOUT, DIMENSIONS AND
JOINTING OF WALL PANELS. PANEL THICKNESSES SHOWN ARE MINIMUMS.
E. PRECAST MANUFACTURER IS RESPONSIBLE FOR ALL CONNECTIONS BETWEEN
PANELS, AND ANCHORAGE TO THE FOUNDATION.
F. PRECAST MANUFACTURER SHALL COORDINATE WALL OPENINGS/PENETRATIONS
WITH OTHER TRADES. PROVIDE ADDITIONAL REINFORCEMENT AS REQUIRED.
G. REINFORCEMENT, DEFORMED, GRADE 60, ASTM A615. ASTM A706 FOR WELDING
APPLICATIONS.
H. MINIMUM REINFORCEMENT RATIO - 0.0018
I. SUBMIT SHOP DRAWINGS.
ADHESIVE AND EXPANSION ANCHORS CONTINUED
F. CONTRACTOR SHALL TAKE PRECAUTIONS NECESSARY DURING THE DRILLING
PROCESS TO AVOID DAMAGING EXISTING REINFORCEMENT. ABANDON HOLES THAT
INTERFERE WITH REINFORCEMENT, HAVE INCORRECT DIAMETER OR SPALLING
DAMAGE, AND FILL WITH GROUT. DRILL HOLES AS REQUIRED.
G. SPECIAL INSPECTION. REFER TO SPECIFICATIONS.
EARTHWORK CONTINUED
C. THE CONTRACTOR SHALL RETAIN AN INDEPENDENT, QUALIFIED GEOTECHNICAL
ENGINEERING FIRM/TESTING AGENCY TO IDENTIFY AREAS OF POOR SOILS, TO
MONITOR PROPER SUBGRADE PREPARATIONS AND TO OVERSEE AND TEST THE
PLACEMENT OF COMPACTED FILL MATERIAL. ALL FOUNDATION AND SLAB-ON-GRADE
EXCAVATIONS AND SUBGRADES SHALL BE INSPECTED AND APPROVED BY THE
GENERAL CONTRACTOR'S GEOTECHNICAL ENGINEER.
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A/E ARCHITECT/ENGINEER
AB ANCHOR BOLT
ACI AMERICAN CONCRETE INSTITUTE
ADDL ADDITIONAL
ADH ADHESIVE
AFF ABOVE FINISH FLOOR
AHU AIR HANDLING UNIT
AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION
ALT ALTERNATE
ALUM ALUMINUM
APPROX APPROXIMATE
ARCH ARCHITECT, ARCHITECTURAL
ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS
ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS
B/B BACK TO BACK
BB BOND BEAM
BE BOUNDARY ELEMENT
BLDG BUILDING
BLK BLOCK
BLKG BLOCKING
BLW BELOW
BM BEAM
BO BOTTOM OF
BOS BOTTOM OF STEEL
BOT BOTTOM
BP BASE PLATE
BRDG BRIDGING
BRG BEARING
BS BOTH SIDES
BTWN BETWEEN
C/C CENTER TO CENTER
CANT CANTILEVER
CFS COLD-FORMED STEEL
CIP CAST IN PLACE
CJ CONTROL JOINT
CJP COMPLETE JOINT PENETRATION
CL CENTERLINE
CLR CLEAR
CMU CONCRETE MASONRY UNIT
COL COLUMN
CONC CONCRETE
CONN CONNECTION
CONST CONSTRUCTION
CONT CONTINUOUS
CONTR CONTRACTOR
COORD COORDINATE
COR CONTRACTING OFFICER
CTR CENTER
D DEPTH
db BAR DIAMETER
DEMO DEMOLITION
DEPR DEPRESSION
DIA, Ø DIAMETER
DIAG DIAGONAL
DIM DIMENSION
DIR DIRECTION
DL DEAD LOAD
DN DOWN
DO DITTO
DTL DETAIL
DWG DRAWING
DWL DOWEL
EA EACH
EE EACH END
EF EACH FACE
EJ EXPANSION JOINT
EL ELEVATION
ELEC ELECTRICAL
EMBED EMBEDMENT
ENG ENGINEER
EOD EDGE OF DECK
EOS EDGE OF SLAB
EPX EPOXY
EQ EQUAL
EQUIP EQUIPMENT
EQUIV EQUIVALENT
ES EACH SIDE
EW EACH WAY
EXP EXPANSION
EXST EXISTING
EXT EXTERIOR
FD FLOOR DRAIN
FDN FOUNDATION
FF FINISH FLOOR
FIN FINISH(ED)
FLR FLOOR
FO FACE OF
FS FAR SIDE
FTG FOOTING
GA GAGE
GALV GALVANIZED
GC GENERAL CONTRACTOR
GR GRADE
GR BM GRADE BEAM
HC HOLLOW CORE
HD HEADED
HK HOOK
HLDN HOLD DOWN
HORIZ HORIZONTAL
HP HIGH POINT
HS HIGH STRENGTH
HT HEIGHT
HVAC HEATING-VENTILATING-AIR CONDITIONING
IBC INTERNATIONAL BUILDING CODE
ID INSIDE DIAMETER
INCL INCLUDE(ED)(ING)
INFO INFORMATION
INT INTERIOR
JST JOIST
JT JOINT
KB KNEE BRACE
KWY KEYWAY
L LENGTH
Ld DEVELOPMENT LENGTH
LL LIVE LOAD
LLBB LONG LEG BACK TO BACK
LLH LONG LEG HORIZONTAL
LLV LONG LEG VERTICAL
LT WT LIGHTWEIGHT
LVL LAMINATED VENEER LUMBER
LW LONG WAY
MATL MATERIAL
MAX MAXIMUM
MBM METAL BUILDING MANUFACTURER
MCJ MASONRY CONTROL JOINT
MECH MECHANICAL
MEZZ MEZZANINE
MFR MANUFACTURER
MID MIDDLE
MIN MINIMUM
MISC MISCELLANEOUS
MO MASONRY OPENING
MOV MOVABLE
MTL METAL
NA NOT APPLICABLE
NF NEAR FACE
NIC NOT IN CONTRACT
NO, # NUMBER
NOM NOMINAL
NORM WT NORMAL WEIGHT
NS NEAR SIDE
NTS NOT TO SCALE
OC ON CENTER
OD OUTSIDE DIAMETER
OH OVERHEAD
OPH OPPOSITE HAND
OPNG OPENING
OPP OPPOSITE
OSL OUTSTANDING LEG
PAF POWDER ACTUATED FASTENERS
PC PRECAST
PE PROFESSIONAL ENGINEER
PERP PERPENDICULAR
PL PLATE
PLB PLUMBING
PLYWD PLYWOOD
POJ PLANE OF JOIST
PROJ PROJECT
PVG PAVING
PVMT PAVEMENT
QTY QUANTITY
QUAL QUALITY
R RADIUS
RD ROOF DRAIN
REC RECESSED
RECT RECTANGLE
REF REFERENCE
REINF REINFORCING
REQD REQUIRED
REV REVISE, REVISION
RO ROUGH OPENING
SCHED SCHEDULE
SECT SECTION
SHT SHEET
SIM SIMILAR
SOG SLAB ON GRADE
SPEC SPECIFICATION
SQ SQUARE
STD STANDARD
STIF STIFFENER
STL STEEL
STRUC STRUCTURE(AL)
SW SHEAR WALL
SYMM SYMMETRICAL
T&B TOP AND BOTTOM
THK THICKNESS
TO TOP OF
TOC TOP OF CONCRETE
TOF TOP OF FOOTING
TOP TOP OF PARAPET
TOS TOP OF STEEL
TOSL TOP OF SLAB
TOW TOP OF WALL
TRTD TREATED
TYP TYPICAL
UNO UNLESS NOTED OTHERWISE
VB VAPOR BARRIER
VERT VERTICAL
VIF VERIFY IN FIELD
W WIDTH
w/ WITH w/o WITHOUT
WCJ WALL CONTROL JOINT
WD WOOD
WL WIND LOAD
WP WORKING POINT
WT WEIGHT
WWR WELDED WIRE REINFORCEMENT
STRUCTURAL ABBREVIATIONS
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R.5
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3.92.9
28' - 1 1/4" 5' - 9"
4' - 0" 3' - 8"
9' - 7"
3' - 3" 2' - 2 3/4" 1' - 3 1/4"
11' - 10" 11' - 0"
3' - 0"
364' - 0" 18' - 10" 5' - 10" 21' - 2"
M.3
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S
D R
A W
N B
Y
D E
S
IG
N E
D B
Y
S U
B M
IT
T
E D
B Y
S
IZ
E
C H
E C
K E
D B
Y
X
IS
S
U E
D A
T E
C O
N T
R A
C T
N O
S O
L
IC
IT
A
T
IO
N N
O
M A
R K
D E
S C
R
IP
T
IO
N
D A
T E
D A
T E
M A
R K
D E
S C
R
IP
T
IO
N
A
B
C
D
E
F
G
H
J
2 3 4 5 6 7 8 9 10 11 12
300 West Vine Street Suite 1500 Lexington, KY 40507
(859) 252-9980
Mason and Hanger
8'-0" 16'-0" 32'-0"
1/16" = 1'-0"
KEYPLAN
S N
A L L
W B
V -2
-D
-0
W B
V -2
-D
-0
S-100
P
IE
R P
L A
N
C O
M P
O S
IT
E
T
IN
K E
R A
IR
F
O R
C E
B A
S E
O
K
T U
L S
A D
IS
T
R
IC
T
E
S
T S
T R
E E
T
T U
L S
A O
K
-4
E N
G
IN
E E
R
IN
G
C O
N S
T R
U C
T
IO
N D
IV
IS
IO
N
E N
G
IN
E E
R
IN
G B
R A
N C
H
Z B
R O
W N
B R
E N
N E
R
C C
U N
N
IN
G H
A M
N O
V E
M B
E R
D E
S
IG
N
B O
M B
E R
A G
IL
E
C O
M M
O N
H A
N G
A R
W W
Y K
SCALE: 1/16" = 1'-0"
PIER PLAN - COMPOSITE
A1
D E
S
IG
N
/2
J
K
L
M
N
P
R
421.5
P.3
N.3
L.5
K.2
2.3
S
T
L.3
2.6
J.9
1.6
R.3
M.4
28' - 1 1/4" 5' - 9" 4' - 0" 3' - 8" 9' - 7" 6' - 9" 25' - 10"
A1/S-103 A1/S-103
A /S
-1
A /S
-1
A /S
-1
A /S
-1
P3 (95'-0") [53'-0"]
P3 (95'-0") [53'-0"]
P3 (95'-0") [53'-0"]
P3 (95'-0") [53'-0"]
P3 (95'-0") [53'-0"]
P1 (95'-0") [55'-0"]
P4 (95'-0") [55'-0"]
P4 (95'-0") [55'-0"]
P4 (95'-0") [55'-0"]
P4 (95'-0") [55'-0"]
P4 (95'-0") [55'-0"]
P3 (95'-0") [53'-0"]
P3 (95'-0") [53'-0"]
P3 (95'-0") [53'-0"]
P4 (95'-0") [55'-0"]
P3 (95'-0") [55'-0"]
P3 (95'-0") [55'-0"]
P4 (95'-0") [55'-0"]
P4 (95'-0") [55'-0"]
P4 (95'-0") [55'-0"]
P2 (95'-0") [53'-0"]
P2 (95'-0") [53'-0"]
P2 (95'-0") [55'-0"]
P3 (95'-0") [55'-0"]
P3 (95'-0") [55'-0"]
P3 (95'-0") [55'-0"]
P4 (95'-0") [55'-0"]
P3 (95'-0") [55'-0"]
P4 (95'-0") [55'-0"]
P7 (95'-0") [50'-0"]
P7 (95'-0") [50'-0"]
P7 (95'-0") [50'-0"]
P7 (95'-0") [50'-0"]
P8 (95'-0") [45'-0"]
P7 (95'-0") [50'-0"]
P8 (95'-0") [45'-0"]
P3 (95'-0") [55'-0"]
P3 (95'-0") [53'-0"]
P8 (95'-0") [50'-0"]
P5 (95'-0") [55'-0"]
P8 (95'-0") [50'-0"]
P5 (95'-0") [55'-0"]
P8 (95'-0") [50'-0"]
P8 (95'-0") [50'-0"]
/2
/2
14' - 9"
10' - 9"
M.3
S-503
A1
PIER TYPE - SEE SHEET S-601
(TOP OF PIER EL)
[BOTTOM OF PIER EL]
LEGEND
C
A B
D
AN
R P
M
E L
I
I R Y
N G
E S
I
D
NOT FOR
CONSTRUCTION
N
PLAN
NORTH
SCALE:
US Army Corps of Engineers
SHEET OF
SHEET ID
U S
A R
M Y
C O
R P
S O
F E
N G
IN
E
E R
S
D R
A W
N B
Y
D E
S
IG
N E
D B
Y
S U
B M
IT
T
E D
B Y
S
IZ
E
C H
E C
K E
D B
Y
X
IS
S
U E
D A
T E
C O
N T
R A
C T
N O
S O
L
IC
IT
A
T
IO
N N
O
M A
R K
D E
S C
R
IP
T
IO
N
D A
T E
D A
T E
M A
R K
D E
S C
R
IP
T
IO
N
A
B
C
D
E
F
G
H
J
2 3 4 5 6 7 8 9 10 11 12
300 West Vine Street Suite 1500 Lexington, KY 40507
(859) 252-9980
Mason and Hanger
4'-0" 8'-0" 16'-0"
1/8" = 1'-0"
KEYPLAN
S N
A L L
W B
V -2
-D
-0
W B
V -2
-D
-0
S-101
P
IE
R P
L A
N
A R
E A
A
T
IN
K E
R A
IR
F
O R
C E
B A
S E
O
K
T U
L S
A D
IS
T
R
IC
T E
S
T S
T R
E E
T T
U L S
A O
K
-4
E N
G
IN
E E
R
IN
G
C O
N S
T R
U C
T
IO
N D
IV
IS
IO
N
E N
G
IN
E E
R
IN
G B
R A
N C
H
Z B
R O
W N
B R
E N
N E
R
C C
U N
N
IN
G H
A M
N O
V E
M B
E R
D E
S
IG
N
B O
M B
E R
A G
IL
E
C O
M M
O N
H A
N G
A R
W W
Y K
SCALE: 1/8" = 1'-0"
PIER PLAN - AREA A
A1
GENERAL SHEET NOTES
1 REFER TO S-001 AND S-002 FOR GENERAL
NOTES, DESIGN CRITERIA AND
ABBREVIATIONS.
D E
S
IG
N
/2
K
L
M
N
P
R
5 7
J.3
K.1
L.4
P.2
N.1
P.9
S
T
24' - 8" 21' - 2"
A1/S-104 A1/S-104
A /S
-1
A /S
-1
A /S
-1
A /S
-1
P8 (95'-0") [50'-0"]
P8 (95'-0") [50'-0"]
P1 (95'-0") [55'-0"]
P3 (95'-0") [53'-0"]
P1 (95'-0") [53'-0"]
P4 (95'-0") [55'-0"]
P6 (95'-0") [50'-0"]
P6 (95'-0") [50'-0"]
P1 (95'-0") [55'-0"]
P3 (95'-0") [53'-0"]
P8 (95'-0") [45'-0"]
P6 (95'-0") [50'-0"]
P8 (95'-0") [45'-0"]
P1 (95'-0") [55'-0"]
P1 (95'-0") [55'-0"]
P1 (95'-0") [55'-0"]
P6 (95'-0") [50'-0"]
P4 (95'-0") [55'-0"]
P3 (95'-0") [53'-0"]
P3 (95'-0") [53'-0"]
P3 (95'-0") [53'-0"]
P8 (95'-0") [50'-0"]
P5 (95'-0") [55'-0"]
P5 (95'-0") [55'-0"]
P8 (95'-0") [50'-0"]
P8 (95'-0") [50'-0"]
1' - 10"
1' - 10"
S-503
A6
1' - 10"
1' - 10"
1' - 10"
1' - 10"
1' - 10"
PIER TYPE - SEE SHEET S-601
(TOP OF PIER EL)
[BOTTOM OF PIER EL]
LEGEND
C
A B
D
AN
R P
M
E L
I
I R Y
N G
E S
I
D
NOT FOR
CONSTRUCTION
N
PLAN
NORTH
SCALE:
US Army Corps of Engineers
SHEET OF
SHEET ID
U S
A R
M Y
C O
R P
S O
F E
N G
IN
E
E R
S
D R
A W
N B
Y
D E
S
IG
N E
D B
Y
S U
B M
IT
T
E D
B Y
S
IZ
E
C H
E C
K E
D B
Y
X
IS
S
U E
D A
T E
C O
N T
R A
C T
N O
S O
L
IC
IT
A
T
IO
N N
O
M A
R K
D E
S C
R
IP
T
IO
N
D A
T E
D A
T E
M A
R K
D E
S C
R
IP
T
IO
N
A
B
C
D
E
F
G
H
J
2 3 4 5 6 7 8 9 10 11 12
300 West Vine Street Suite 1500 Lexington, KY 40507
(859) 252-9980
Mason and Hanger
4'-0" 8'-0" 16'-0"
1/8" = 1'-0"
KEYPLAN
S N
A L L
W B
V -2
-D
-0
W B
V -2
-D
-0
S-102
P
IE
R P
L A
N
A R
E A
B
T
IN
K E
R A
IR
F
O R
C E
B A
S E
O
K
T U
L S
A D
IS
T
R
IC
T E
S
T S
T R
E E
T T
U L S
A O
K
-4
E N
G
IN
E E
R
IN
G
C O
N S
T R
U C
T
IO
N D
IV
IS
IO
N
E N
G
IN
E E
R
IN
G B
R A
N C
H
Z B
R O
W N
B R
E N
N E
R
C C
U N
N
IN
G H
A M
N O
V E
M B
E R
D E
S
IG
N
B O
M B
E R
A G
IL
E
C O
M M
O N
H A
N G
A R
W W
Y K
SCALE: 1/8" = 1'-0"
PIER PLAN - AREA B
A1
GENERAL SHEET NOTES
1 REFER TO S-001 AND S-002 FOR GENERAL
NOTES, DESIGN CRITERIA AND
ABBREVIATIONS.
D E
S
IG
N
/2
C
D
E
F
G
H
J
42 3.52.8
G.9
F.8
E.7
C.6
D.6
A
16' - 6" 3' - 6" 11' - 10" 14' - 0"
A1/S-101 A1/S-101
A /S
-1
A /S
-1
A /S
-1
A /S
-1
P4 (95'-0") [55'-0"]
P3 (95'-0") [55'-0"]
P2 (95'-0") [55'-0"]
P2 (95'-0") [55'-0"]
P7 (95'-0") [50'-0"]
P1 (95'-0") [55'-0"]
P3 (95'-0") [53'-0"]
P4 (95'-0") [55'-0"]
P4 (95'-0") [55'-0"]
P4 (95'-0") [55'-0"]
P3 (95'-0") [55'-0"]
P3 (95'-0") [55'-0"]
P3 (95'-0") [53'-0"]
P3 (95'-0") [55'-0"]
P3 (95'-0") [55'-0"]
P8 (95'-0") [50'-0"]
P6 (95'-0") [50'-0"]
P7 (95'-0") [45'-0"]
P4 (95'-0") [55'-0"]
P1 (95'-0") [55'-0"]
P7 (95'-0") [45'-0"]
P4 (95'-0") [55'-0"]
P4 (95'-0") [55'-0"]
P4 (95'-0") [55'-0"]
P7 (95'-0") [50'-0"]
P7 (95'-0") [50'-0"]
P8 (95'-0") [50'-0"]
P5 (95'-0") [55'-0"]
P5 (95'-0") [55'-0"]
P8 (95'-0") [50'-0"]
P8 (95'-0") [50'-0"]
20' - 6"
8' - 8" 11' - 10"
11' - 10"
/2
/2
/4
/4
/4
/4
S-503
D4
11' - 10"
11' - 10"
11' - 10"
11' - 10"
11' - 10"
11' - 10"
11' - 10"
PIER TYPE - SEE SHEET S-601
(TOP OF PIER EL)
[BOTTOM OF PIER EL]
LEGEND
C
A B
D
AN
R P
M
E L
I
I R Y
N G
E S
I
D
NOT FOR
CONSTRUCTION
N
PLAN
NORTH
SCALE:
US Army Corps of Engineers
SHEET OF
SHEET ID
U S
A R
M Y
C O
R P
S O
F E
N G
IN
E
E R
S
D R
A W
N B
Y
D E
S
IG
N E
D B
Y
S U
B M
IT
T
E D
B Y
S
IZ
E
C H
E C
K E
D B
Y
X
IS
S
U E
D A
T E
C O
N T
R A
C T
N O
S O
L
IC
IT
A
T
IO
N N
O
M A
R K
D E
S C
R
IP
T
IO
N
D A
T E
D A
T E
M A
R K
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