A.1.9_-_SOF_TEMF_RTA_Drawings_Volume_2.pdf
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- Attached to
- SOF (TEMF) Tactical Equipment Maintenance Complex W912HV-19-B-0003 Federal contract opportunity
- Solicitation number
- W912HV-19-B-0003
About this file
SOF TEMF Drawings - Volume 2
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Other files for this federal contract opportunity
| File | Type | Posted |
|---|---|---|
| B.1.1_SOF_TEMF_Abstract_KO_signed.pdf | ||
| B.1.1_SOF_TEMF_Abstract_KO_signed.pdf | ||
| A.2.11.3.1_As-builts_(FIO).pdf | ||
| A.2.11.3.1_Existing_Wire_and_Cable_Component_(FIO).pdf | ||
| A.2.11.3.1_Amendment_0002_Drawings.pdf | ||
| A.2.11.3.1_AMD-0002_Specifications.pdf | ||
| A.2.11.3.1_AMD-0002_SF30.pdf | ||
| A.2.11.3.1_-_AM-0001,_W912HV19B0003_Extend_RFI_submital_period.pdf | ||
| Pre-Bid_Conf__Site_Visit_08NOV18_SOF_TEMF_Draftv2.PPTX | PPTX presentation | |
| Pre-Bid_Conf__Site_Visit_Attendence_Sheet_SOF_TEMF.PPTX.pdf | ||
| A.1.9_-_SOF_TEMF_RTA_Drawings_Volume_3.pdf | ||
| A.1.9_-_SOF_TEMF_RTA_Drawings_Volume_1.pdf | ||
| SOF_TEMF_RTA_Specifications_10-30-18.pdf | ||
| A.2.11.3_IFB_Solicitation_W912HV-19-B-0003.pdf |
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U S
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F F
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A P
O
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P
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CP103
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SCALE: 1:250
JOINT PLAN
A1
0 10m5
R **REINFORCED SLAB (SEE CS502)
EJ EXPANSION JOINT (SEE CS502)
GRASS
PCC PAVEMENT
TEJ THICKENED EDGE EXPANSION JOINT (SEE CS502)
CTJ CONTRACTION JOINT (SEE CS502)
DSJ DOWELED CONSTRUCTION JOINT (SEE CS503)
NOTES:
1. ALL SLABS ARE 4 M BY 4 M UNLESS OTHERWISE
DIMENSIONED EXCEPT FOR SLABS THAT PARALLEL
RUTZ DRIVE.
2. ALL SLABS THAT EXCEED THE 1.25 LENGTH TO WIDTH
RATIO SHALL BE REINFORCED.
3. SLABS THAT ABUT 3 M OR LARGER DOOR OPENINGS
SHALL BE THICKENED EDGE EXPANSION JOINTS.
4. ALL SLABS THAT HAVE A PENETRATION SHALL BE
REINFORCED.
5. ALL SLABS THAT ABUT THE TRENCH DRAIN SHALL BE
REINFORCED THICKENED EDGE EXPANSION JOINTS.
AutoCAD SHX Text S
AutoCAD SHX Text T
AutoCAD SHX Text O
AutoCAD SHX Text P
AutoCAD SHX Text N j2eodrti Rectangle j2eodrti
24.055
23.802
24.101
23.669
23.455
23.987
24.003
24.019
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23.955
23.939
23.923
23.907
23.891
23.876
23.863
24.029
24.006
23.967 23.929 23.85223.890 23.814
23.996
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23.921
23.981
23.944
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23.751
23.736
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23.659
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23.541
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23.863
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23.826
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24.022
24.005
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24.119 24.119 24.119 24.108 24.100 24.097 24.091
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23.792 23.769 23.821 23.864 23.864 23.837 23.812 23.787 23.762 23.738 23.713 23.631 23.476 23.321
23.813 23.836 23.890 23.939 23.959 23.940 23.915 23.890 23.865 23.841 23.834 23.747 23.580 23.409
23.853 23.913 23.978 24.023 24.039 24.039 24.018 23.993 23.969 23.966 23.960 23.865 23.689 23.508
23.896 23.967 24.040 24.101 24.119 24.119 24.119 24.100 24.099 24.097 24.089 23.980 23.793 23.594
23.000
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23.933
24.150
24.150 24.150 24.150 24.150 24.150 24.150
24.150 24.150 24.150 24.150 24.150 24.150 24.150
23.924
23.814
24.223
24.034
24.078
23.916
24.199
24.018
24.295
24.120
24.329
24.306
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24.024
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23.623
24.048
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24.033
24.033
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24.023
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24.125
24.125
24.125
24.125
24.094
24.094
24.094
24.094
24.094
24.094
24.063
24.063
24.063
24.063
24.063
24.063
24.033
24.033
24.033
24.033
24.033
24.033
24.000
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24.100
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23.976
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23.957
23.994
24.012
24.030
24.051
24.073
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24.118
24.140
24.150
23.977
24.012
24.028
24.047
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24.085
24.105
24.126
24.140
24.150
23.997
24.030
24.045
24.061
24.080
24.098
24.118
24.120
24.12324.017
24.048
24.059
24.075
24.091
24.109
24.095
24.090
24.09324.037
24.068
24.079
24.090
24.101
24.090
24.073
24.060
24.06324.057
24.094
24.109
24.123
24.138
24.093
24.059
24.036
24.03224.077
24.116
24.136
24.155
24.175
24.129
24.083
24.037
24.000
24.097
24.142
24.167
24.190
24.213
24.165
24.118
24.093
24.07924.117
24.125
24.125
24.125
24.094
24.094
24.094
24.063
24.063
24.063
24.033
24.033
24.033
24.000
24.000
24.000
24.078
24.078
24.078
23.886
23.964
24.014
23.927
24.187
24.100
24.189
24.274
24.024
24.106
24.000
24.000
24.000
24.000
24.000
24.000
24.000
24.000
23.433
23.467
23.299
23.332
23.231
23.265
US Army Corps of Engineers
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THIS WORK WAS
PREPARED BY ME OR
UNDER MY SUPERVISION
SHEET
IDENTIFICATION
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0 10m5
NOTES:
1. SEE GRADING PLANS FOR ADDITIONAL
INFORMATION.
SCALE: 1:250
JOINT PLAN
A1
AutoCAD SHX Text N j2eodrti Rectangle j2eodrti
24.055
24.101
24.250
24.468
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23.889
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23.736
23.693
23.637
23.896 23.967 24.040 24.101 24.119 24.119 24.119 24.100 24.099 24.097 24.089 23.980 23.793 23.594
23.000
23.492
23.538
23.500
23.525
23.558
23.592
23.625
23.659
23.692
23.726
23.766
23.799
23.832
23.866
23.902
23.933
24.150
24.150 24.150 24.150 24.150 24.150 24.150
24.150 24.150 24.150 24.150 24.150 24.150 24.150
24.344
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23.843
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23.934
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23.975
23.892
24.035
24.101
24.185
24.100
24.016
23.932
24.061
24.145
24.228
24.143
24.057
23.972
24.125
24.125
24.125
24.125
24.125
24.115
24.094
24.094
24.094
24.094
24.094
24.084
24.063
24.063
24.063
24.063
24.063
24.053
24.033
24.033
24.033
24.033
24.033
24.023
24.125
24.125
24.125
24.125
24.125
24.125
24.094
24.094
24.094
24.094
24.094
24.094
24.063
24.063
24.063
24.063
24.063
24.063
24.033
24.033
24.033
24.033
24.033
24.033
24.000
24.000
24.000
24.144
24.229
24.314
24.227
24.139
24.051
24.078
24.078
24.078
24.078
24.078
24.083
24.078
24.078
24.078
24.078
24.078
24.078
24.100
23.960
23.857
23.909
23.942
23.974
24.002
24.028
24.060
24.093
24.125
24.150
23.877
23.929
23.962
23.990
24.012
24.034
24.061
24.093
24.126
24.150
23.897
23.949
23.978
24.000
24.022
24.043
24.068
24.095
24.126
24.150
23.917
23.966
23.988
24.010
24.031
24.053
24.076
24.102
24.129
24.150
23.937
23.976
23.997
24.019
24.041
24.063
24.085
24.110
24.136
24.150
23.957
23.994
24.012
24.030
24.051
24.073
24.094
24.118
24.140
24.150
23.977
24.012
24.028
24.047
24.065
24.085
24.105
24.126
24.140
24.150
23.997
24.030
24.045
24.061
24.080
24.098
24.118
24.120
24.12324.017
24.048
24.059
24.075
24.091
24.109
24.095
24.090
24.09324.037
24.068
24.079
24.090
24.101
24.090
24.073
24.060
24.06324.057
24.094
24.109
24.123
24.138
24.093
24.059
24.036
24.03224.077
24.116
24.136
24.155
24.175
24.129
24.083
24.037
24.000
24.097
24.142
24.167
24.190
24.213
24.165
24.118
24.093
24.07924.117
24.125
24.125
24.125
24.094
24.094
24.094
24.063
24.063
24.063
24.033
24.033
24.033
24.000
24.000
24.000
24.078
24.078
24.078
23.886
23.964
24.210
24.272
24.358
24.269
24.180
24.092
24.177
24.177
24.177
24.177
24.177
24.177
24.177
24.177
24.177
24.177
24.177
24.17724.165
24.193
24.222
24.250
24.229
24.208
24.186
24.17924.137 24.177
24.177
24.177 24.003
24.303
24.338
24.401
24.310
24.220
24.130
24.275
24.275
24.275
24.275
24.275
24.275
24.275
24.275
24.275
24.275
24.275
24.27524.185
24.214
24.250
24.285
24.323
24.301
24.280
24.27824.157 24.275
24.275
24.275 24.040
24.395
24.430
24.444
24.352
24.261
24.169
24.374
24.374
24.374
24.374
24.374
24.374
24.374
24.374
24.374
24.374
24.374
24.37424.208
24.243
24.278
24.316
24.355
24.395
24.380
24.37624.177 24.374
24.374
24.374 24.077
24.487
24.488
24.487
24.394
24.301
24.20724.232
24.267
24.306
24.342
24.384
24.421
24.468
24.197 24.114
23.966
24.000
24.033
24.066
24.100
24.133
24.167
24.200
24.221
24.410
24.322
24.235
24.147
24.416
24.337
24.257
24.178
24.424
24.350
24.275
24.203
24.437
24.368
24.298
24.238
24.437
24.378 24.260
24.31924.500
24.500
24.500
24.500
24.500
24.500
24.50024.50024.500
24.472
24.472
24.472
24.50024.500
24.472
24.472
24.472
24.50024.500
24.472
24.472
24.472
24.50024.500
24.472
24.472
24.472
24.50024.500
24.472
24.472
24.472
24.50024.500 24.50024.50024.50024.50024.500
24.500
24.475
24.500
24.500
24.500
24.500
24.500
24.500
24.253
24.290
24.329
24.365
24.400
24.436
24.471
24.217
24.273
24.309
24.344
24.380
24.416
24.452
24.485
24.237
24.293
24.329
24.364
24.400
24.430
24.455
24.483
24.257
24.345
24.375
24.405
24.425
24.453
24.483
24.277
24.350 24.395
24.423
24.453
24.483
24.297
24.393
24.423
24.453
24.483
24.34924.32924.309
24.707
24.720
25.057
25.031
24.639
25.003
24.485 24.500
24.380
24.380
24.698
25.094 25.083
24.696
24.014
23.927
24.187
24.100
24.189
24.274
24.024
24.106
24.000
24.000
24.000
24.000
24.000
24.000
24.000
24.000
23.433
23.467
US Army Corps of Engineers
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CP105
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0 10m5
NOTES:
1. SEE GRADING PLANS FOR ADDITIONAL
INFORMATION.
SCALE: 1:250
JOINT PLAN
A1
AutoCAD SHX Text P
AutoCAD SHX Text P
AutoCAD SHX Text N j2eodrti Rectangle j2eodrti
M-40 BASE - COMPACT TO 100%
OF MAXIMUM DENSITY
200 mm
200 mm
FOR JOINT LAYOUT AND
DETAILS SEE NOTE 3
SCARIFY & COMPACT TOP 300 mm
SUBGRADE; SEE NOTE 4
1. SEE GRADING PLAN SHEETS FOR FINAL GRADE AND SLOPE.
2. SEE SITE PLAN SHEETS FOR LENGTH AND WIDTH OF SECTIONS.
3. JOINT IN ACCORDANCE WITH JOINT PLAN SHEETS AND APPLICABLE
DETAILS ON PAVEMENT DETAIL SHEETS.
4. 90% COMPACTION FOR COHESIVE SOILS, 95% COMPACTION FOR
NON-COHESIVE SOILS. ADJUST THE MOISTURE CONTENT OF THE
MATERIAL TO WITHIN +/-2% OF OPTIMUM MOISTURE FOR
COHESIONLESS MATERIAL AND -1% TO +3% OF OPTIMUM MOISTURE
FOR COHESIVE MATERIAL.
NOTES:
US Army Corps of Engineers
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D E
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UNDER MY SUPERVISION
SHEET
IDENTIFICATION
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PCC PAVEMENT
B2 j2eodrti Rectangle j2eodrti
3 mm
4 mm ±1.5 mm
BACKER ROD,
NOTE 2
200 mm
40 mm
INITIAL SAWCUT (AT
CONTRACTION JOINT ONLY)
13 mm
NOTE: A DOWELED CONSTRUCTION JOINT (DSJ) MAY HAVE TO BE
USED IN LIEU OF A CONTRACTION JOINT IF LANE WIDTHS ARE LIMITED
BY THE PAVER SIZE.
19 mm Minimum
BACKER ROD,
NOTE 2
PREFORMED EXPANSION JOINT
MATERIAL, NOTE 3
SEE NOTE 1
55 mm
REINFORCE WITH D10 STEEL
BARS AT 300 MM ON CENTER
EACH WAY
SEE DETAILS B1 CP502 FOR CONTRACTION
JOINTS (CTJ) AND B2 CP503 FOR
CONSTRUCTION JOINTS (DSJ)
1. LONGITUDINAL AND TRANSVERSE PCC REINFORCEMENT SHALL BE D10 (10 MM)
STEEL BARS GRADE 60 OR GRADE 420 MEETING ASTM A615, A616 OR A617, OR
JIS EQUIVALANT STANDARD SPECIFICATION FOR UNCOATED STEEL BARS TO
REINFORCE PCC IN BOTH DIRECTIONS.
2. POSITION STEEL BARS WITH 300 MM CENTERS EACH WAY (LONGITUDINAL AND
TRANSVERSE). TIES SHALL BE PROVIDED SUCH THAT PLACING CONCRETE
DOES NOT MOVE REINFORCEMENT.
3. PLACE ENOUGH 125 MM CHAIRS OR CONTINUOUS FABRICATED ZIGZAG
SUPPORTS THROUGHOUT SO THAT THE REINFORCEMENT MAT IS SUPPORTED
BY A CHAIR OR SIDE FORM ON A MAXIMUM 1200 MM GRID SUCH THAT PLACING
CONCRETE DOES NOT MOVE REINFORCEMENT. KEEPING THE BOTTOM OF THE
LOWER BAR AT 125 MM ABOVE GRADE.
95 mm
200 mm
75 mm
75 mm
300 mm
NOTES:
1. JOINT PREPARATION PER SPECIFICATION 32 01 19. USE DOW CORNING 890-SL
SELF LEVELING OR 888 TOOLING GRADE SILICONE SEALANTS OR EQUIVALENT
MEETING ASTM D5893. NO SUBSTITUTIONS ARE ALLOWED. DEPTH OF SEALANT
SHALL BE PER MANUFACTURER RECOMMENDATION.
2. PROVIDE BACKER ROD CONFORMING TO ASTM D5249 PER SPECIFICATION
32 01 19.
NOTES:
1. JOINT PREPARATION PER SPECIFICATION 32 01 19. USE DOW CORNING 890-SL
SELF LEVELING OR 888 TOOLING GRADE SILICONE SEALANTS OR EQUIVALENT
MEETING ASTM D5893. NO SUBSTITUTIONS ARE ALLOWED. DEPTH OF SEALANT
SHALL BE PER MANUFACTURE RECOMMENDATION.
2. PROVIDE BACKER ROD CONFORMING TO ASTM D5249 PER SPECIFICATION
32 01 19.
3. PROVIDE A PREFORMED MATERIAL CONFORMING TO ASTM D1751 OR ASTM
D1752 PER SPECIFICATION 32 13 11 AS AN EXPANSION JOINT FILLER.
NOTES:
50 mm
SEE NOTE 1
200 mm
1500 mm
200 mm
250 mm
1500 mm
THICKENED EDGE TRANSITION, SEE
JOINT LAYOUT SHEETS
NOTE: PROVIDE A PREFORMED MATERIAL CONFORMING TO ASTM
D1751 OR ASTM D1752 PER SPECIFICATION 32 13 11 AS AN EXPANSION
JOINT FILLER.
PCC
PCC
4 mm ±1.5 mm
US Army Corps of Engineers
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PREPARED BY ME OR
UNDER MY SUPERVISION
SHEET
IDENTIFICATION
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THICKENED EDGE EXPANSION JOIN DETAIL (TEJ)
D1
SCALE: NTS
PCC REINFORCED SLAB DETAIL (R)
D4
SCALE: NTS
PCC CONTRACTION JOINT DETAIL (CTJ)
C3
SCALE: NTS
PCC CONTRACTION JOINT SEAL DETAIL (CTJ)
B1
SCALE: NTS
EXPANSION JOINT SEAL DETAIL (TEJ) AND (EJ)
B4
CP502
B4
CP502
B1 j2eodrti Rectangle j2eodrti
DOWELS: OIL 1/2 OF DOWEL
200 mm
7 mm ±1.5 mm
BACKER ROD,
NOTE 2
38 mm
13-16 mm
1. SEE DOWEL BAR LAYOUT DETAIL THIS PAGE.
2. TRANSVERSE CONSTRUCTION JOINTS WILL BE INSTALLED WHEN IT IS
NECESSARY TO STOP PCC PLACEMENT WITH A PAVING LANE FOR A
LENGTH OF TIME THAT ALLOWS THE CONCRETE TO START THE CURING
PROCESS. TRANSVERSE CONSTRUCTION JOINTS SHALL BE LOCATED IN
PLACE OF REGULARLY SPACED TRANSVERSE CONTRACTION JOINTS TO
AVOID RECTANGULAR SLABS AND SHALL BE CONSTRUCTED IN
ACCORDANCE WITH THE CONSTRUCTION JOINT DETAIL (DSJ).
3. CARE SHOULD BE TAKEN THAT DOWELS DO NOT INTERFERE WITH REBAR,
MAINTAIN 150MM MINIMUM CLEARANCE.
NOTES:
1. JOINT PREPARATION PER SPECIFICATION 32 01 19. USE DOW CORNING 890-SL
SELF LEVELING OR 888 TOOLING GRADE SILICONE SEALANTS OR EQUIVALENT
MEETING ASTM D5893. NO SUBSTITUTIONS ARE ALLOWED. DEPTH OF SEALANT
SHALL BE PER MANUFACTURER RECOMMENDATION.
2. PROVIDE BACKER ROD CONFORMING TO ASTM D5249 PER SPECIFICATION
32 01 19.
NOTES:
SEE NOTE 1
DOWEL BAR LAYOUT
AND INSTALLATION
DRILL AND EPOXY
110 mm
300 mm (TYP)300 mm
550 mm
550 mm
600 mm (TYP)
TYPICAL DOWEL BAR LAYOUT
FOR LONGITUDINAL
CONSTRUCTION JOINTS
20 MM x 400 MM DOWELS @
300 MM ON CENTER -
TYPICAL ALL CONSTRUCTION
JOINTS: SEE PCC DOWELED
CONSTRUCTION JOINT
DETAIL (DSJ) THIS PAGE.
1. DOWEL INSERTERS SHALL NOT BE USED.
2. DRILLING METHOD SHALL MAINTAIN DRILL HOLES PARALLEL TO CONCRETE
SURFACE AND NORMAL TO JOINT LINE. THE ERROR IN ALIGNMENT OF ANY
DOWEL FROM ITS REQUIRED HORIZONTAL AND VERTICAL POSITION SHALL NOT
BE GREATER THAN 3 MM PER 300 MM. USE GANG DRILL WITH 3 OR MORE
DRILLS. HOLE DIAMETER TO BE APPROXIMATELY 3 MM LARGER THAN DOWEL.
FOLLOW SECTION 32 13 11 FOR CURE TIME TO DRILL DOWELS.
3. AFTER DRILLING IS COMPLETE, AND PRIOR TO INSTALLATION OF DOWELS,
THOROUGHLY CLEAN HOLES BY FLUSHING, ALLOW TO DRY, AIR BLOW TO
REMOVE DRILLING DUST, CONCRETE CHIPS, AND ANY MATERIAL DETRIMENTAL
TO DEVELOPING BOND.
4. INSERT EPOXY INTO BACK OF DOWEL HOLE BY INJECTION NOZZLE WITH
SUFFICIENT EPOXY PLACED SO A SLIGHT AMOUNT IS FORCED OUT WHEN
DOWEL IS INSERTED AND TAPPED INTO CORRECT POSITION. EPOXY SHALL BE
SOLID AROUND BARS WITH NO VOIDS. INSTALL PLASTIC DOWEL RINGS TO
RETAIN EPOXY. SUBMIT PROPOSED EPOXY INFORMATION FOR APPROVAL
PRIOR TO STARTING WORK.
5. THE HORIZONTAL ALIGNMENT SHALL BE CHECKED WITH A FRAMING SQUARE.
DOWELS SHALL NOT BE PLACED CLOSER THAN 300 MM TO THE PLANNED JOINT
LINE. DOWEL INTERFERENCE AT A TRANSVERSE JOINT-LONGITUDINAL JOINT
INTERSECTION SHALL BE RESOLVED BY DELETING THE CLOSEST TRANSVERSE
DOWEL AS DEPICTED IN THE "DOWEL BAR LAYOUT" SHOWN ON THIS SHEET.
TYPICAL DOWEL BAR
LAYOUT FOR TRANSVERSE
CONSTRUCTION JOINTS
NOTES:
US Army Corps of Engineers
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B
C
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1 2 3 4 5
M A
R K
D E
S C
R I P
T I O
N D
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P P
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SIGNED
THIS WORK WAS
PREPARED BY ME OR
UNDER MY SUPERVISION
SHEET
IDENTIFICATION
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SCALE: NTS
PCC DOWELED CONSTRUCTION JOINT SEAL DETAIL (DSJ)
B2
SCALE: NTS
DOWEL BAR LAYOUT
C1
SCALE: NTS
PCC DOWELED CONSTRUCTION JOINT DETAIL (DSJ)
C2
CP503
C1
CP502
B1 j2eodrti Rectangle j2eodrti
STRUCTURAL STEEL:
CONCRETE:
GENERAL NOTES:
METAL DECKING:
1. ALL STRUCTURAL STEEL WIDE FLANGE SHAPES SHALL CONFORM TO JIS G3136 GRADE SN490B WITH MINIMUM YIELD STRENGTH OF 325 MPa. ALL PLATES, CHANNELS AND ANGLES SHALL CONFORM TO JIS G3101 GRADE SS400 WITH MINIMUM YIELD STRENGTH OF 235 MPa.
2. ALL WELDS SHALL CONFORM TO THE JIS Z3801 AND "STANDARD CODE FOR ARC AND GAS WELDING" OF
THE AMERICAN WELDING SOCIETY AND BE DONE BY CERTIFIED WELDERS.
3. UNLESS NOTED OTHERWISE, ALL BOLTED CONNECTIONS SHALL BE HOT-DIP GALVANIZED AND CONFORM TO JIS B1180 (ASTM A307) FOR MACHINE BOLTS AND JIS B1186, F8T (ASTM A325X) FOR HIGH STRENGTH
BOLTS.
4. ALL STEEL BEAMS, TUBES, PLATES, BOLTS, ANCHORS, INSERTS, ETC. - THAT ARE EXPOSED TO WEATHER
SHALL BE GALVANIZED. GALVANIZING SHALL BE IN ACCORDANCE WITH SPECIFICATIONS.
5. HOLLOW STRUCTURAL STEEL SECTIONS SHALL CONFORM TO JIS G3466 (ASTM A500) WITH MINIMUM YIELD STRENGTH OF 325 MPa.
6. PIPE SECTIONS SHALL CONFORM TO JIS G3475 WITH MINIMUM YIELD STRENGTH OF 245 MPa.
7. ALL ANCHOR BOLTS SHALL CONFORM TO ASTM F1554, Fy = 379 MPa, OR JIS SN490B, Fy = 325 MPa. ALL
ANCHOR BOLTS SHALL BE HOT-DIP GALVANIZED.
1. DECKING SHALL BE 50 DEEP, TYPE W2 GALVANIZED, 1.2mm MIN THICKNESS.
2. DECKING AND ALL ACCESSORIES SHALL BE FORMED FROM STEEL SHEETS HAVING MINIMUM YIELD STRENGTH OF 230 MPa AND CONFORMING TO ASTM A653M, JIS G3552-SDP2G, Z27 (MINIMUM 275 G/M2).
3. MINIMUM BEARING OF METAL DECKING ON SUPPORTS SHALL BE 50MM.
AMERICAN CONCRETE INSTITUTE
A.B.
ACI
ANCHOR BOLT
AT
ABBREVIATIONS
ADDITIONALADD'L
ABOVE FINISH FLOORA.F.F.
ALTERNATE OR ALTERNATINGALT.
ARCHITECT OR ARCHITECTURALARCH.
AMERICAN SOCIETY OF TESTING MATERIALSASTM
APPROXIMATEAPPROX.
AMERICAN WELDING SOCIETYAWS
APPROXIMATEAPPROX.
BAL.
B.O.D.
BOT., BOTT.
BOTTOM OF DECK
BOTTOM
BALANCE
BM. BEAM
CONTRACTION JOINT IN SLAB ON GRADE OR
CLR.
COL.
CONT.
CONN.
CONC.
CONNECTION
CONTINUOUS
COLUMN
CLEAR
CONCRETE
C.J.
C.I.P.
C CENTER LINE
CAST IN PLACE
COMPLETE JOINT PENETRATIONC.J.P.
CMU CONCRETE MASONRY UNIT
DIAG.
DET.
DIA. OR ø
DETAIL
DIAGONAL
DIAMETER
DBA DOWEL BAR ANCHOR
DL DEAD LOAD
DWG DRAWING
EA.
E.F.
E.J.
EACH FACE
EXPANSION/ISOLATION JOINT
EACH
EL. ELEVATOR
(E) EXISTING
ELEV. ELEVATION
EXP.
EXT.
E.W.
EQ.
EACH WAY
EXTERIOR
EXPANSION
EQUAL
HIGH STRENGTH BOLT
HORIZ., (H)
HSB
INT.
JT JOINT
INTERIOR
HORIZONTAL
FOOT OR FEET
GB
FT.
FTG. FOOTING
GRADE BEAM
F.F.E. FINISH FLOOR ELEVATION
FLOORFLR.
GALV. GALVANIZE
GA. GAUGE
HOLLOW STRUCTURAL SECTIONHSS
I.F. INSIDE FACE
LL LIVE LOAD
LW LONG WAY
LLH LONG LEG HORIZONTAL
LLV LONG LEG VERTICAL
LONG., LONGIT. LONGITUDINAL
JIS JAPAN INDUSTRIAL STANDARD
MIN.
MECH.
M.B.
MECHANICAL
MACHINE BOLT
MINIMUM
MAX. MAXIMUM
MISC. MISCELLANEOUS
N.T.S. NOT TO SCALE
NO.
O.C. ON CENTER
NUMBER
(N) NEW
N.I.C. NOT IN CONTRACT
SPACE OR SPACES
T.O.F.
T.O.C.
T.O.W.
T.O.S.
SP.
SQ.
SIM.
T&B
THK.
STD.
TOP OF WALL
TOP OF SLAB
TOP OF FOOTING
TOP OF CONCRETE
TOP AND BOTTOM
STANDARD
SQUARE
SIMILAR
THICK
R.F. OR
P
REQ'D.
REINF.
SHT.
REINFORCEMENT
REINFORCED OR
SHEET
REQUIRED
PLATE
W/
W.F.
W/O
TRANS.
TYP.
VERT., (V)
WIDE FLANGE
WITH OUT
WITH
TRANSVERSE
TYPICAL
VERTICAL
OPP. OPPOSITE
PHC PRETENSION SPUN HIGH
STRENGTH CONCRETE PILES
O.F. OUTSIDE FACE
O.H. OPPOSITE HAND
OPNG. OPENING
R OR RAD RADIUS
SECT. SECTION
SCHED. SCHEDULE
SLAB ON GRADES.O.G.
SPECIFICATIONSSPECS.
STIFF. STIFFENER
THRU THROUGH
R.D. ROOF DRAIN
STRUC. STRUCTURAL
TEMP. TEMPERATURE STEEL REINFORCEMENT
U.N.O. UNLESS NOTED OTHERWISE
U.O.N. UNLESS OTHERWISE NOTED
W.J. WALL JOINT
W.P. WORK POINT
1. THE CONTRACTOR SHALL VERIFY ALL FIELD DIMENSIONS AND CONDITIONS PRIOR TO
STARTING WORK. ALL DISCREPANCIES SHALL BE PROMPTLY REPORTED TO THE
CONTRACTING OFFICER.
2. ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING
DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE
CONTRACTING OFFICER BEFORE PROCEEDING WITH ANY WORK SO INVOLVED.
3. ALL WORK SHALL CONFORM TO THE IBC 2015 AND PROJECT SPECIFICATIONS.
4. UNLESS SPECIFICALLY DETAILED ELSEWHERE, CONTRACTOR SHALL FOLLOW TYPICAL
DETAILS ON SHEETS S-003 THROUGH S-010.
5. DETAILS SHOWN ON DRAWINGS SHALL BE TYPICAL FOR ALL SIMILAR CONDITIONS. MODIFY
DETAILS FOR SPECIAL CONDITIONS AS DIRECTED BY THE CONTRACTING OFFICER.
6. STRUCTURAL DRAWINGS WHERE INDICATED HAVE BEEN DRAWN TO APPROXIMATE SCALE.
UNLESS DRAWING SPECIFICALLY PROVIDES A DIMENSION, THE CONTRACTOR SHALL NOT
USE OR SCALE STRUCTURAL DRAWINGS TO DETERMINE DIMENSIONS.
7. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SHORING. THE CONTRACTOR SHALL
PROVIDE TEMPORARY ERECTION BRACING AND SHORING FOR ALL STRUCTURAL MEMBERS
AS REQUIRED FOR STRUCTURAL STABILITY OF THE STRUCTURE DURING ALL PHASES OF
CONSTRUCTION.
1. UNLESS OTHERWISE INDICATED ON PLANS AND/OR SCHEDULE, ALL REINFORCING STEEL
SHALL BE HIGH STRENGTH GRADE DEFORMED BARS WHICH SHALL CONFORM TO THE
STANDARD SPECIFICATION OF JIS G3112, GRADE SD295 FOR BAR SIZE D10, GRADE SD345
FOR BAR SIZES D13 THROUGH D22, AND GRADE SD390 FOR BAR SIZES D25 AND LARGER.
ALL REINFORCING TO BE WELDED SHALL CONFORM TO ASTM A706, GRADE 60 OR JIS
EQUIVALENT.
2. ALL REINFORCING STEEL RESISTING EARTHQUAKE INDUCED FLEXURAL AND AXIAL LOADS
IN MOMENT FRAMES, STRUCTURAL WALLS, DRAG STRUTS, AND COUPLING BEAMS SHALL
COMPLY WITH THE FOLLOWING:
a. THE ACTUAL YIELD STRENGTH BASED ON MILL TESTS DOES NOT EXCEED f'y BY MORE THAN 124 MPa;
b. AND THE RATIO OF THE ACTUAL TENSILE STRENGTH TO THE ACTUAL YIELD STRENGTH
IS NOT LESS THAN 1.25. IF THESE CONDITIONS CANNOT BE MET OR AT THE
CONTRACTOR'S OPTION, DEFORMED REINFORCEMENT COMPLYING WITH ASTM A706
OR JIS EQUIVALENT SHALL BE USED.
3. LOW HYDROGEN WELDING RODS SHALL BE USED FOR ALL WELDING TO REINFORCING
BARS.
4. REINFORCING SHALL BE SPLICED ONLY AS SHOWN OR NOTED.
SEE DETAILS FOR "LAP SPLICES".
5. BARS NOTED AS "CONT." VERTICAL AND HORIZONTAL WALL REINFORCING AND COLUMN
REINFORCING SHALL HAVE A MINIMUM SPLICE EQUAL TO 50 BAR DIAMETERS BUT NOT LESS
THAN 600 MM.
6. PROVIDE DOWELS IN FOOTINGS THE SAME SIZE AND NUMBER AND IN THE SAME LOCATION
AS VERTICAL REINFORCING. DOWELS SHALL HAVE A MINIMUM PROJECTION EQUAL TO 50
BAR DIAMETERS BUT NOT LESS THAN 600 MM.
7. ALL REINFORCING STEEL, ANCHOR BOLTS AND OTHER INSERTS SHALL BE SECURED IN
POSITION PRIOR TO PLACING CONCRETE.
8. MINIMUM CONCRETE PROTECTION FOR REINFORCING STEEL UNLESS OTHERWISE SHOWN:
CONCRETE CAST AGAINST EARTH (EXCEPT SLAB ON GRADE) 75
FORMED CONCRETE SURFACE EXPOSED TO EARTH OR WEATHER:
D16 AND SMALLER BARS 40
D19 AND LARGER BARS (ALL BARS AT ARCHITECTURAL REVEALS) 50
CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:
SLABS 20
WALLS 20
BEAMS AND COLUMNS 40
TOLERANCES FOR CONCRETE COVER SHALL FOLLOW ACI 117 "STANDARD SPECIFICATIONS
FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS".
REINFORCING STEEL:
1. ADHESIVE SHALL BE AN INJECTABLE TWO-COMPONENT EPOXY SUCH AS HILTI HIT RE-500 SD OR
APPROVED EQUAL.
2. INSTALLATION OF EPOXIED ANCHORS SHALL FOLLOW ALL MANUFACTURER'S RECOMMENDATIONS.
3. THREADED ANCHOR RODS SHALL BE HOT DIP GALVANIZED AND CONFORM TO ASTM A-193, GRADE B7.
THREADED ANCHOR RODS SHALL BE UNC FULLY THREADED, CLEAN, STRAIGHT AND FREE OF
INDENTATIONS OR OTHER DEFECTS ALONG THEIR LENGTH.
4. HOLES SHALL BE DRILLED WITH A CARBIDE-TIPPED DRILL BIT. IF HOLES ARE CORE DRILLED WITH DIAMOND-CORE BITS, EPOXY ADHESIVE SELECTED FOR USE BY THE CONTRACTOR SHALL BE SUITABLE FOR THIS APPLICATION WITH NO REDUCTION IN PUBLISHED ALLOWABLE SHEAR AND TENSION LOADS.
5. DIAMETER OF HOLES SHALL BE EQUAL TO THREADED ROD DIAMETER +3.
6. ANCHORS SHALL BE INSTALLED IN CONCRETE/CMU THAT HAS REACHED ITS FULL DESIGN
COMPRESSIVE STRENGTH.
7. INSTALLATION OF EPOXIED ANCHORS SHALL BE PERFORMED UNDER THE SUPERVISION OF A SPECIAL
INSPECTOR IN ACCORDANCE WITH SECTIONS 1704.4 AND 1704.13 OF THE IBC. THE SPECIAL
INSPECTOR MUST BE ON THE JOBSITE TO VERIFY ANCHOR TYPE, ANCHOR DIMENSIONS, CONCRETE TYPE, CONCRETE/CMU COMPRESSIVE STRENGTH, HOLE DIMENSIONS, HOLE CLEANING PROCEDURES, ANCHOR SPACING, EDGE DISTANCES, ANCHOR EMBEDMENT, AND TIGHTENING TORQUE.
EPOXIED ANCHORS:
SMRF SPECIAL MOMENT RESISTING FRAME
1. ALL CONCRETE WORK SHALL CONFORM TO ACI 318 AND SPECIFICATION SECTION 03 30 00.00 10.
2. SLEEVES EXCEEDING ONE-THIRD THE SLAB OR WALL THICKNESS SHALL NOT BE PLACED IN
STRUCTURAL CONCRETE UNLESS SPECIFICALLY DETAILED. PIPE MAY PASS THROUGH
STRUCTURAL CONCRETE IN SLEEVES BUT SHALL NOT BE EMBEDDED THEREIN.
3. SECURE ALL BOLTS, ANCHORS, INSERTS, ETC. AND VERIFY ALL GROOVES, SLOTS, AND
FINISHES PRIOR TO PLACING CONCRETE.
4. VERIFY LOCATIONS AND DIMENSIONS OF SLOTS, ANCHORS, DUCTS, ETC., RELATING TO
MECHANICAL, ELECTRICAL AND ARCHITECTURAL WORK BEFORE POURING CONCRETE.
5. ALL CONCRETE WORK SHALL BE THOROUGHLY CONSOLIDATED DURING PLACEMENT USING
A MECHANICAL VIBRATOR AND SHALL BE CURED FOR A PERIOD OF NOT LESS THAN 7 DAYS.
6. LOCATIONS OF ALL CONSTRUCTION OR COLD JOINTS SHALL BE COORDINATED WITH AND
APPROVED BY THE CONTRACTING OFFICER. IN GENERAL ALL BEAMS, GIRDERS, SLABS 0R
TOPPING SHALL BE POURED MONOLITHICALLY.
7. THE CONTRACTOR SHALL NOTIFY THE CONTRACTING OFFICER AT LEAST 48 HOURS PRIOR
TO ANY CONCRETE POUR (OR AS AGREED UPON) SO AN INSPECTION CAN BE MADE OF ALL
FORMS AND REINFORCING STEEL.
8. THE 28-DAY COMPRESSIVE STRENGTH, MAXIMUM AGGREGATE SIZE, AND MAXIMUM
WATER/CEMENT RATIO OF CONCRETE SHALL BE AS FOLLOWS:
STRENGTH MAX. AGGREGATE MAX W/C RATIO
27 MPa .45
9. CONCRETE SLABS ON GRADE WITH THICKNESS GREATER THAN 150MM SHALL HAVE 28-DAY
FLEXURAL STRENGTH OF 4.5 MPa.
KG KILOGRAM
MM MILLIMETERS
D.O.D. DEPARTMENT OF DEFENSE
GL GRIDLINE
MFR. MANUFACTURER
CONSTRUCTION JOINT IN WALLS AND BEAMS
L ANGLE
L DOUBLE ANGLEL
C-S CEMENT-SOIL
INSERTS, FASTENING DEVICES AND CONDUITS:
SPECIAL INSPECTION:
1. THE CONTRACTOR SHALL EMPLOY A SPECIAL INSPECTOR FOR WORK REQUIRING SPECIAL INSPECTION
PER CHAPTER 17 OF THE IBC.
2. THE CONTRACTOR SHALL COORDINATE HIS WORK WITH THE SPECIAL INSPECTOR TO ENSURE THAT
ALL ELEMENTS REQUIRING SPECIAL INSPECTION ARE INSPECTED.
3. SPECIAL INSPECTION IS REQUIRED FOR THE FOLLOWING TYPES OF WORK:
A. CONCRETE:
OBSERVE THE TAKING OF TEST SPECIMENS AND THE PLACING OF CONCRETE FOR ALL ELEMENTS.
B. REINFORCING STEEL:
OBSERVE THE PLACEMENT OF ALL REINFORCING. THE SPECIAL INSPECTOR NEED NOT BE PRESENT CONTINUOUSLY DURING THE PLACING OF REINFORCING STEEL, PROVIDED HE HAS INSPECTED FOR CONFORMANCE WITH THE APPROVED PLANS PRIOR TO THE CLOSING OF FORMS FOR THE DELIVERY
OF CONCRETE TO THE JOBSITE.
C. STRUCTURAL STEEL - WELDING AND HIGH STRENGTH BOLTING
D. ANCHOR BOLTS FOR STEEL COLUMNS AND POSTS
E. POST INSTALLED ANCHORS - EXPANSION BOLTS AND EPOXIED ANCHORS
1. INSTALL INSERTS, REGLET STRIPS, HANGERS, METAL TIES, ANCHORS, BOLTS, NAILING STRIPS, BLOCKING, GROUNDS, AND OTHER FASTENING DEVICES AS REQUIRED FOR ATTACHMENT OF OTHER WORK. PROPERLY LOCATE ALL EMBEDDED ITEMS IN COOPERATION WITH OTHER TRADES AND SECURE
IN POSITION BEFORE CONCRETE IS PLACED.
2. ALL ELECTRICAL AND MECHANICAL CONDUITS AND FITTINGS SHALL BE LOCATED SUCH THAT THEY DO NOT IMPAIR THE STRENGTH OF THE CONCRETE MEMBER AND SHALL BE SUBJECT TO ACCEPTANCE BY THE CONTRACTING OFFICER. CONDUITS REFERRED TO IN THE ITEMS BELOW INCLUDES PIPES, DUCTS, AND ELECTRICAL CONDUITS. CONDUITS AND FITTINGS SHALL CONFORM TO THE FOLLOWING, UNLESS
SHOWN ON STRUCTURAL DRAWINGS:
CONCRETE COLUMNS:
A. ELECTRICAL CONDUITS AND OTHER PIPES AND FITTINGS MAY NOT BE EMBEDDED IN A COLUMN
IF THEY WILL DISPLACE MORE THAN 4% OF THE CROSS-SECTIONAL AREA OF THE COLUMN.
B. CONDUITS IN COLUMNS SHALL NOT BE LARGER IN OUTSIDE DIAMETER THAN 1/3 THE LEAST
DIMENSION OF THE COLUMN.
CONCRETE WALLS:
A. CONDUITS LARGER THAN 30 MM OUTSIDE DIAMETER SHALL NOT BE EMBEDDED VERTICALLY IN ANY
WALL. CONDUITS SHALL BE SPACED A MINIMUM OF 10 TIMES OUTSIDE DIAMETER AND SHALL BE
PLACED IN THE MIDDLE OF THE WALL THICKNESS.
B. NO CONDUITS SHALL BE EMBEDDED HORIZONTALLY IN ANY WALL LENGTHWISE.
C. CONDUITS PASSING THROUGH WALLS SHALL NOT IMPAIR THE STRENGTH OF THE WALL AND SHALL BE
PROVIDED WITH SCHEDULE 40 GALVANIZED STEEL PIPE (ASTM A53) SLEEVE.
CONCRETE BEAMS:
A. CONDUITS LARGER THAN 40 MM OUTSIDE DIAMETER SHALL NOT BE EMBEDDED VERTICALLY IN ANY
BEAM. CONDUITS EMBEDDED VERTICALLY SHALL BE SPACED A MINIMUM OF 10 TIMES OUTSIDE
DIAMETER AND SHALL BE PLACED IN THE MIDDLE THIRD OF THE BEAM WIDTH.
B. NO CONDUITS SHALL BE EMBEDDED HORIZONTALLY IN ANY BEAM LENGTHWISE.
C. CONDUITS PASSING THROUGH BEAMS SHALL NOT IMPAIR THE STRENGTH OF THE BEAM AND SHALL
BE PROVIDED WITH SCHEDULE 40 GALVANIZED STEEL PIPE (ASTM A53) SLEEVE.
SUSPENDED CONCRETE SLABS AND TOPPINGS:
A. NO CONDUITS SHALL BE EMBEDDED IN ANY CONCRETE TOPPING. CONDUITS LARGER THAN 25 MM
OUTSIDE DIAMETER SHALL NOT BE EMBEDDED IN CONCRETE SLAB AND ARE NOT ALLOWED TO
CROSS EACH OTHER (I.E. THERE SHOULD NEVER BE A DOUBLE LAYER OF CONDUITS AT ANY
SECTION OF SLAB). CONDUITS SHALL BE SPACED A MINIMUM OFF 20 TIMES OUTSIDE DIAMETER
AND SHALL BE PLACED IN THE MIDDLE THIRD OF THE SLAB THICKNESS.
B. CONDUITS PASSING THROUGH SLABS SHALL NOT IMPAIR THE STRENGTH OF THE SLAB AND SHALL BE
PROVIDED WITH SCHEDULE 40 GALVANIZED STEEL PIPE (ASTM A53) SLEEVE.
CONCRETE SLABS ON GRADE:
A. CONDUITS SHALL NOT BE EMBEDDED WITHIN THE THICKNESS OF ANY CONCRETE SLAB ON GRADE.
B. CONDUITS MAY BE PLACED IN THE SUBGRADE BELOW THE BOTTOM SURFACE OF SLABS ON GRADE.
INSERTS, FASTENING DEVICES AND CONDUITS (CONTINUED):
3. WHERE A NUMBER OF PIPES ARE INTENDED TO PENETRATE A STRUCTURAL MEMBER AT A LOCATION
WHICH MAY UNDULY IMPAIR THE STRENGTH OF THE MEMBER, SUCH AS NEAR THE FACE OF A
COLUMN, THE CONTRACTING OFFICER SHALL BE INFORMED AND HIS APPROVAL MUST BE OBTAINED
BEFORE CONCRETE IS PLACED.
4. THE CONTRACTOR SHALL COORDINATE THE INSTALLATION OF ALL EMBEDDED ITEMS AND
PENETRATIONS. COST OF ANY ADDED REINFORCEMENT REQUIRED AT PIPE AND CONDUITS
PENETRATION AND EMBEDMENT SHALL BE BORNE BY THE CONTRACTOR.
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j2eodrti Rectangle j2eodrti
FOUNDATION SUMMARY TABLE
TACTICAL EQUQIPMENT
MAINTENANCE FACILITY
(TEMF)
II 1.00 366 KM/H
(227 MPH)
BEARING WALL SYSTEM -
SPECIAL REINFORCED
CONCRETE SHEAR WALLS
5.0 E
ORGNIZATIONAL STORAGE
BUILDING (OSB) II 1.00 366 KM/H
(227 MPH)
BEARING WALL SYSTEM -
SPECIAL REINFORCED
CONCRETE SHEAR WALLS
5.0 E
TRANSFORMER BUILDING II 1.00 366 KM/H
(227 MPH)
BEARING WALL SYSTEM -
SPECIAL REINFORCED
CONCRETE SHEAR WALLS
5.0 E
OVEREXCAVATION:
(PREPARATION
AT EXISTING GRADE ELEVATION PRIOR
TO PLACEMENT OF STRUCTURAL FILL)
REMOVE 1.5M OF FAT CLAY SOILS AND
REPLACE WITH IMPORTED GRANULAR
STRUCTURAL FILL AND COMPACT TO 95%
RELATIVE COMPACTION.
REMOVE 1.5M OF FAT CLAY SOILS AND
REPLACE WITH IMPORTED GRANULAR
STRUCTURAL FILL AND COMPACT TO 95%
RELATIVE COMPACTION
REMOVE 1.5M OF FAT CLAY SOILS AND
REPLACE WITH IMPORTED GRANULAR
STRUCTURAL FILL AND COMPACT TO
95% RELATIVE COMPACTION.
SUBGRADE:
(STRUCTURAL FILL)
OFF-SITE SOIL BORROW: GRANULAR
STRUCTURAL FILL AND COMPACT TO 95%
RELATIVE COMPACTION.
OFF-SITE SOIL BORROW: GRANULAR
STRUCTURAL FILL AND COMPACT TO 95%
RELATIVE COMPACTION.
OFF-SITE SOIL BORROW: GRANULAR
STRUCTURAL FILL AND COMPACT TO
95% RELATIVE COMPACTION.
FOUNDATIONS
CEMENT-SOIL COLUMNS AT SPREAD AND
WALL
FOOTINGS (200 kPa ALLOWABLE BEARING
PRESSURE)
CEMENT-SOIL COLUMNS AT SPREAD AND WALL
FOOTINGS (200 kPa ALLOWABLE BEARING
PRESSURE)
SPREAD AND WALL
FOOTINGS (77 kPa ALLOWABLE
BEARING PRESSURE)
GROUND FLOOR SLAB
150 MM THICK CONCRETE SLAB ON GRADE
TYP. AND 200 MM THICK CONCRETE SLAB
ON GRADE AT AREAS SUBJECT TO
FORKLIFT AND VEHICULAR LOADING,
UNDERLAIN WITH 100 MM OF S20 CUSHION
FILL AND 200 MM OF M40 AND COMPACT
TO 95% RELATIVE COMPACTION.
150 MM THICK CONCRETE SLAB ON GRADE
TYP. AND 200 MM THICK CONCRETE SLAB
ON GRADE AT AREAS SUBJECT TO
FORKLIFT AND VEHICULAR LOADING,
UNDERLAIN WITH 100 MM OF S20 CUSHION
FILL AND 200 MM OF M40 AND COMPACT
TO 95% RELATIVE COMPACTION.
150 MM THICK CONCRETE SLAB ON
GRADE TYP. UNDERLAIN WITH 100 MM
OF S20 CUSHION FILL AND 200 MM OF
M40 AND COMPACT TO 95% RELATIVE
COMPACTION.
BUILDING RISK
CATEGORY
SEISMIC
IMPORTANCE
FACTOR
WIND
SPEED
LATERAL FORCE
RESISTING SYSTEM
RESPONSE
MODIFICATION
FACTOR
SEISMIC
DESIGN
CATEGORY
DESCRIPTION OF
EARTHWORK AND
FOUNDATIONS
BUILDING A
(TEMF)
BUILDING B
(OSB)
BUILDING C
(TRANSFORMER)
DESIGN CRITERIA:
1. THE STRUCTURAL DESIGN IS IN ACCORDANCE WITH THE PROVISIONS OF THE
INTERNATIONAL BUILDING CODE (IBC) , 2015 EDITION.
2. THE STRUCTURAL DESIGN AND CONSTRUCTION SHALL COMPLY WITH THE
FOLLOWING GOVERNMENT STANDARDS:
• UFC 1-200-01, "DESIGN, GENERAL BUILDING REQUIREMENTS"
• UFC 3-301-01, "STRUCTURAL ENGINEERING"
• UFC 3-010 -04, "SEISMIC DESIGN OF BUILDINGS"
• UFC 4-010-01, "D.O.D. MINIMUM ANTITERRORISM STANDARDS FOR
BUILDINGS"
3. DESIGN LOADS:
A. LIVE LOADS:
1. ROOF (2:10 MAX.) 1.0 kPa (20 PSF)
2. OFFICE 2.4 kPa (50 PSF) + 0.75 kPa (15 PSF)
3. CORRIDORS - 1ST FLOOR 4.8 kPa (100 PSF) 2ND FLOOR 3.8 kPa (80 PSF)
4. STAIRS AND EXITS 4.8 kPa (100 PSF)
5. MECHANICAL ROOM 6.0 kPa (125 PSF)
6. STORAGE 6.0 kPa (125 PSF)
7. SHOPS 6.0 kPa (125 PSF)
8. GENERATOR ROOM 9.6 kPa (200 PSF)
9. VEHICULAR AND FORKLIFT ACCESS 12.0 kPa (250 PSF)
B. WIND:
1. DESIGN WIND SPEED; SEE TABLE
2. EXPOSURE C
3. Kzt = 1.0
4. INTERNAL PRESSURE COEFFICIENT = ± 0.18
PROTECTION OF OPENINGS IS PROVIDED BY IMPACT RESISTANT
GLAZING OR COVERING IN CONFORMANCE WITH IBC 1609.1.2
5. RISK CATEGORY; SEE TABLE
C. SEISMIC:
1. MCE SPECTRAL RESPONSE ACCELERATIONS: Ss = 1.73 g, S1 = 0.93 g
2. SITE CLASS D
3. SEISMIC DESIGN CATEGORY; SEE TABLE
4. RISK CATEGORY; SEE TABLE
5. IMPORTANCE FACTOR Ie; SEE TABLE
6. LATERAL FORCE RESISTING SYSTEM; SEE TABLE
NOTE: RADON MITIGATION GAS PERMEABLE LAYER SHALL BE S-20 (CLEAN GRAVEL) AROUND PERFORATED PIPES. COORDINATE LOCATION AND EXTENT OF S-20 GAS PERMEABLE LAYER WITH PLUMBING DRAWINGS.
FOUNDATION NOTES:
1. THE NOTES STATED BELOW ARE THOSE RELATED TO THE BUILDINGS AND SITE STRUCTURES. OTHER REQUIREMENTS, RELATED TO PAVEMENT DESIGN, UTILITY TRENCHES, ETC. HAVE NOT BEEN INCLUDED BELOW.
2. RELATIVE COMPACTION, IN THESE NOTES, SHALL REFER TO THE IN-PLACE DRY DENSITY OF SOIL EXPRESSED AS A PERCENTAGE OF THE MAXIMUM DRY DENSITY OF THE SAME SOIL ESTABLISHED IN ACCORDANCE WITH ASTM D1557. OPTIMUM MOISTURE IS THE WATER CONTENT (PERCENTAGE OF DRY WEIGHT) CORRESPONDING TO THE MAXIMUM DRY DENSITY. ADJUST THE MOISTURE CONTENT OF THE MATERIAL TO WITHIN +/-2% OF OPTIMUM MOISTURE FOR COHESIONLESS MATERIAL AND -1% to +3% OF OPTIMUM MOISTURE FOR COHESIVE MATERIAL.
3. THE AREA WITHIN THE CONTRACT GRADING LIMITS SHALL BE THOROUGHLY CLEARED. VEGETATION, DEBRIS, DELETERIOUS MATERIAL, AND OTHER UNSUITABLE MATERIAL AND ITEMS IDENTIFIED TO BE DEMOLISHED SHALL BE REMOVED AND
DISPOSED PROPERLY OFF-SITE.
4. WITHIN THE BUILDING FOOTPRINT AREA THAT IS GRADED TO RECEIVE FILL AND WHERE SHALLOW FOOTINGS AND SLABS-ON-GRADE OCCUR, THE SURFACE YELLOWISH BROWN (SOFT,MOIST) SILTY CLAY AND BROWN FAT CLAY SHALL BE COMPLETELY REMOVED DOWN TO A DEPTH OF 1.5M BELOW EXISTING GRADE OR TO THE UNDERLYING STIFF DECOMPOSED CORAL LIMESTONE LAYER, WHICHEVER IS SHALLOWER AND BACKFILLED WITH IMPORTED GRANULAR STRUCTURAL FILL.
IN ADDITION, THE UPPER 300 MM OF THE GRANULAR FILL BELOW ALL SLABS-ON-GRADE SHALL CONSIST OF 100MM S20 CUSHION FILL OVER 200MM M40 GRANUALR FILL. THE 300 MM THICK LAYER OF FILL SHALL EXTEND 300 MM PAST THE EDGE OF
SLABS-ON-GRADE.
THE EXCAVATED SOFT SOILS SHALL BE DISPOSED PROPERLY OFF-SITE AND IS NOT TO BE REUSED IN STRUCTURAL FILLS AND BACKFILLS.
5. THE UPPER 100 MM OF GRANULAR, CUSHION FILL LAYER BELOW SLABS-ON-GRADE SHALL CONSIST OF ASTM C33, NO. 67 CLEAN GRAVEL OR CRUSHED STONE S20 JAPANESE GRADATION OR JIS EQUIVALENT. THIS UPPER 100 MM CUSHION FILL LAYER SHALL BE CONSIDERED PART OF THE 300 MM GRANULAR FILL REQUIRED BELOW SLABS ON GRADE AND SHALL BE COMPACTED TO A LEVEL SURFACE USING A VIBRATORY COMPACTOR.
6. IN AREAS REQUIRING FILL PLACEMENT, THE EXPOSED SUBGRADE SHALL BE SCARIFIED TO A MINIMUM DEPTH OF 300 MM OF TOP FILL SOILS, MOISTURE CONDITIONED TO 2 PERCENT ABOVE OPTIMUM MOISTURE CONTENT, AND COMPACTED TO
BETWEEN 90 AND 95 PERCENT COMPACTION AS DETERMINED BY ASTM D1557.
7. IMPORTED GRANULAR STRUCTURAL FILL SHALL BE WELL-GRADED, NON-EXPANSIVE GRANULAR MATERIAL (SOILS WITH USCS CLASSIFICATIONS OF GW, GW-GM, GM, SW, AND SM). IMPORTED GRANULAR STRUCTURAL FILL SHALL HAVE A MAXIMUM PARTICLE SIZE OF 75 MM, AND BETWEEN 8 AND 20 PERCENT OF SOIL BY WEIGHT SHALL PASS THE #200 SIEVE. THE PLASTICITY INDEX (P.I.) OF THE SOIL PASSING THE #40 SIEVE SHALL NOT BE GREATER THAN 10. THE FILL MATERIAL SHALL HAVE MINIMUM CBR VALUE OF 15 AND A CBR EXPANSION POTENTIAL NO GREATER THAN 1.0 PERCENT WHEN TESTED IN ACCORDANCE WITH ASTM D1883. CRUSHED STONE C40 JAPANESE GRADATION OR JIS EQUIVALENT IS ACCEPTABLE FOR USE AS
IMPORTED GRANULAR STRUCTURAL FILL.
8. STRUCTURAL FILL AND BACKFILL SHALL BE PLACED IN 200 MM HORIZONTAL LIFTS IN LOOSE THICKNESS AND COMPACTED TO A MINIMUM 95 PERCENT COMPACTION AS DETERMINED BY ASTM D1557. FILL PLACED IN AREAS WITH SLOPE STEEPER
THAN 5H:1V SHALL BE CONTINUALLY BENCHED AS THE FILL IS BROUGHT UP IN LIFTS.
9. TOP OF FOOTINGS SHALL BE EMBEDDED A MINIMUM 300 MM BELOW FINISH ADJACENT GRADE. THE BOTTOM OF FOOTING EXCAVATIONS SHALL BE CLEANED OF LOOSE OR DELETERIOUS MATERIAL AND 50 MM THICK LEAN CONCRETE PLACED PRIOR TO PLACEMENT OF REINFORCING STEEL AND CONCRETE. FOOTINGS CONSTRUCTED NEAR TOPS OF SLOPES OR ON SLOPING GROUND CONDITIONS SHALL BE EMBEDDED DEEP ENOUGH TO PROVIDE A MINIMUM HORIZONTAL SETBACK DISTANCE OF 1.5M MEASURED FROM THE OUTSIDE EDGE OF THE BOTTOM OF FOOTING TO THE FACE OF THE SLOPE. FOOTING ADJACENT TO PLANNED RETAINING WALLS SHALL BE EMBEDDED DEEP ENOUGH TO AVOID SURCHARGING THE RETAINING WALL FOUNDATIONS, OR THE PLANNED RETAINING WALLS SHALL BE DESIGNED TO RESIST THE ADDITIONAL STRUCTURAL LOADS.
10.FOUNDATIONS LOCATED NEXT TO UTILITY TRENCHES OR EASEMENTS SHALL BE EMBEDDED BELOW A 45-DEGREE IMAGINARY PLANE EXTENDING UPWARD FROM THE BOTTOM EDGE OF THE UTILITY TRENCH OR THE FOOTING SHALL BE EMBEDDED
TO A DEPTH AS DEEP AS THE INVERT OF THE UTILITY LINES.
11.SOIL DESIGN VALUES :
ALLOWABLE BEARING PRESSURE WITHOUT C-S COLUMNS - 75 kPa (1500 PSF) ALLOWABLE BEARING PRESSURE WITH C-S COLUMNS - 200 kPa (4000 PSF)
FRICTION FACTOR - 0.45
PASSIVE PRESSURE - 40 kN/m ³ (300 PCF)
SOIL PROFILE TYPE - SITE CLASS D
12.SEE FOUNDATION SUMMARY TABLE, THIS SHEET.
SEISMIC SUMMARY TABLE
CEMENT-SOIL COLUMN (SOIL MIXING) NOTES:
1. SEE FOUNDATION NOTES AND PROJECT SPECIFICATIONS FOR ADDITIONAL INFORMTION.
2. THE CONTRACTOR SHALL CONSULT WITH A JAPANESE MANUFACTURER AND IMPLIMENT THE WET CEMENT SOIL MIXING SYSTEMUTALIZING THE SHINSO
KONGOSHORI KOUHOU CONSTRUCTION METHOD AND CRITERIATO ENSURE THAT THE SPECIFIED…
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