W912QR24R0034_KC-46A_Plans-0005.pdf
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- Solicitation number
- W912QR24R0034
About this file
This file is a comprehensive set of structural, architectural, and engineering drawings for a KC-46A Two-Bay Maintenance Hangar to be constructed at March Air Reserve Base in California. The project involves a detailed set of design plans covering multiple aspects of the facility, including structural framing, electrical systems, communication infrastructure, grounding plans, life safety considerations, and interior finishes. The drawings specify a complex facility with areas for maintenance, equipment storage, administrative spaces, and hangar bays capable of accommodating KC-46A aircraft.
The drawings include extensive technical specifications for construction, covering elements such as concrete slabs, steel framing, roof systems, electrical and communication infrastructure, and interior architectural details. The project appears to be a large-scale construction effort, with an estimated cost between $100 million and $250 million. It is a full and open procurement with a HUBZone 10% price evaluation requirement, to be awarded using a Best Value/Tradeoff method. The project is being managed by the US Army Corps of Engineers Louisville District, with technical specifications and plans prepared by Burns and McDonnell, and is scheduled for certification and final design submission in April and March 2024.
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9.
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28.00'
12.00'
12.00'
7.00'1.00' 2.00'
R10.00'
R5.00'
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6.00'
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N: 2268779.40 E: 6258724.07
N: 2268810.48 E: 6258693.48
N: 2268737.81 E: 6258664.06
N: 2268987.30 E: 6258493.72
N: 2268941.38 E: 6258538.29
N: 2268980.22 E: 6258512.26
N: 2268796.05 E: 6258693.32
N: 2268752.17 E: 6258650.13
N: 2268745.49 E: 6258671.96
N: 2268779.68 E: 6258709.21
N: 2268987.39 E: 6258505.30
N: 2268977.97 E: 6258502.77
N: 2268977.87 E: 6258509.84
N: 2268885.27 E: 6258388.59
N: 2268875.94 E: 6258397.65
N: 2268868.87 E: 6258397.54
N: 2268872.46 E: 6258394.06
N: 2268981.46 E: 6258506.36 N: 2268950.71
E: 6258529.24
N: 2268957.78 E: 6258529.34
N: 2268954.19 E: 6258532.82
N: 2268960.36 E: 6258532.01
N: 2268960.20 E: 6258546.10
N: 2268953.19 E: 6258538.97
N: 2268908.87 E: 6258513.42
N: 2268904.69 E: 6258509.11
N: 2268887.47 E: 6258525.83
N: 2268866.15 E: 6258469.40 N: 2268861.28 E: 6258464.38
N: 2268812.03 E: 6258413.64
N: 2268829.25 E: 6258396.93
N: 2268848.67 E: 6258424.11
N: 2268841.46 E: 6258409.50
N: 2268786.88 E: 6258350.40
N: 2268807.69 E: 6258330.21
N: 2268771.36 E: 6258380.35
N: 2268778.13 E: 6258387.33
N: 2268794.61 E: 6258404.31
N: 2268806.32 E: 6258442.21
N: 2268937.07 E: 6258542.47
N: 2268783.30 E: 6258353.89
N: 2268769.05 E: 6258360.75
N: 2268793.79 E: 6258357.52
N: 2268720.30 E: 6258310.51
N: 2268731.06 E: 6258300.07
N: 2268731.17 E: 6258293.00
N: 2268727.58 E: 6258296.48
N: 2268712.98 E: 6258274.26
N: 2268709.40 E: 6258277.75
N: 2268705.91 E: 6258274.16
N: 2268804.11 E: 6258333.69
N: 2268804.21 E: 6258326.62
N: 2268814.98 E: 6258316.17
N: 2268766.22 E: 6258265.94
N: 2268755.46 E: 6258276.39 N: 2268751.98 E: 6258272.80
N: 2268748.39 E: 6258276.28
N: 2268730.21 E: 6258257.55 N: 2268733.79 E: 6258254.07 N: 2268730.31 E: 6258250.48
N: 2268763.18 E: 6258201.86
N: 2268806.99 E: 6258188.55
N: 2268798.00 E: 6258237.74
N: 2268661.05 E: 6258171.17
N: 2268802.85 E: 6258412.80
N: 2268810.78 E: 6258340.79
E: 6258500.00
N: 2
.00
N: 2
.00
N: 2
.00
N: 2
.00
E: 6258000.00
E: 6258500.00
E: 6258000.00
E: 6258500.00
MATCH
N: 2269021.76 E: 6258519.03
N: 2268550.89 E: 6258326.95
N: 2268487.07 E: 6258390.42
N: 2268542.09 E: 6258447.10
N: 2268925.36 E: 6258419.85
N: 2268721.84 E: 6258152.49
N: 2268709.43 E: 6258220.37
N: 2268557.56 E: 6258340.29
STOP BAR
N: 2268586.35 E: 6258356.77
N: 2268839.34 E: 6258433.17
N: 2268848.78 E: 6258417.04
MATCH
N: 2268923.02 E: 6258164.82
MATCH
N: 2268929.41 E: 6258176.89
MATCH
N: 2268930.12 E: 6258177.60
MATCH
N: 2268930.82 E: 6258178.31
MATCH
N: 2268935.71 E: 6258183.28
MATCH
N: 2268944.83 E: 6258191.97
MATCH
N: 2268949.23 E: 6258204.98
MATCH
N: 2269004.98 E: 6258502.01
LIGHT POLE
N: 2268811.18 E: 6258305.91
FENCE
N: 2268878.79 E: 6258371.87
LIGHT POLE
N: 2268776.36 E: 6258270.03
LIGHT POLE
N: 2268889.89 E: 6258386.89
LIGHT POLE
N: 2268936.90 E: 6258435.33
LIGHT POLE
N: 2268985.62 E: 6258485.52
N: 2268824.38 E: 6258391.90
N: 2268520.32 E: 6258310.01
N: 2268520.57 E: 6258370.87
N: 2268640.10 E: 6258356.62
N: 2268774.78 E: 6258540.85
LEGEND
A19
CS501ASPHALT PAVEMENT
AIRFIELD CONCRETE PAVEMENT
CURB AND GUTTER A4
CS501
L19
CS501
SIDEWALK
Q4
PROPOSED BUILDING
SEEDING AREA
STORM DRAIN INLET
FIRE HYDRANT
MANHOLE
WROUGHT IRON
PICKET FENCE
X
GSE SITE SUPPORT CONCRETE
Q20
CG501
F19
CS501
CB
S
FUT PROJECT LIMITS
STORM WATER BIORETENTION AREA
Q20
CS503
S14
CS504
A7
CP503
A17
CP503
LANDSCAPING ROCK F12
CS501
STOP BAR
TIE-DOWN
STATIC GROUND
CONTRACTOR WORK LIMITS
CS501
US Army Corps of Engineers ®
SHEET ID
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Pl ot
D at e:
2 4 6 8 10 12 14 16 18
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MATCHLINE - SEE SHEET CS103 FOR CONTINUATION
A1 ENLARGED SITE PLAN - 1
SCALE: 1"=20'
KEY PLAN
NTS
KC
A
KC
5R
KC
A
KC
5R
KC
A
KC
5R
KC
A
KC
5R
KC
A
KC
5R
KC
A
KC
5R
KC
A
KC
5R KC
A
KC
5R
TOW ONLY
TOW ONLY
TO
W ONLY
TO
W
ON
LY
TOW ONLY
TOW ONLY
1 2
3 4
8 8
GENERAL SHEET NOTES:
1. SEE SHEET GC001 FOR GENERAL SITE NOTES.
2. SEE SHEETS CP101-CP102 FOR JOINTING PLANS.
3. SEE STRUCTURAL SHEET S-502 FOR ADDITIONAL INFORMATION ON DOOR
STOOPS.
4. PROVIDE SPLASHBLOCKS AT ALL DOWNSPOUTS THAT DO NOT DIRECTLY
DISCHARGE TO PAVEMENT SEE DETAIL A1 ON CS503.
TOWWAY
CENTERLINE
MARKINGRELOCATED FLIGHTLINE ROAD
PLAN
NORTH
ACCESSIBLE
PARKING SPACES
HAZMAT STORAGE
LOCATION
4" WHITE STRIPE
FLIGHTLINE FENCE
GOV PARKING
APRON EDGE MARKING
RESTRICTED BOUNDARY MARKING
BLDG 1210
GRAEBER ST
BLD
G
GRAEBER ST
PARKING
DI
MATCH GUTTER
LINE
ASPHALT SHOULDER
RAMP
CONTROL
BOX PIN
PAD
24.00' GATE
4.00' PERSONNEL GATE
BASIN
EXISTING FH
EXISTING
FENCE
LOOP
DETECTOR
TRANSFORMER BY CLP
INCLUDING BOLLARDS
CURB TAPER
BOTH SIDES
4" SOLID WHITE
MARKING (TYP)
STOP BAR AND
SIGN AT
INTERSECTION
A5
A21
CS504
F21
CS504
G19
CS502
A1
CS505
Q11
CS503
P1
CS502
M21
CS504
CS504
J11
CS505
L4
CS501
STOP BAR/STOP SIGN
R .B
AR
U
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S.
LU
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L.
PI
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LA
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S
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PL
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CS101
G20
CS503
CURB
TAPER
L4
CS501
BOLLARD (TYP)
CORE EXISTING
CONCRETE
P7
CS502
SPLASH BLOCK AT ALL
DOWNSPOUTS IN
UNPAVED AREAS (TYP)
A1
CS503
WATER METER
BFP
GENERATOR EQUIPMENT
FOUNDATION WITH
BOLLARDS AT 4 CORNERS
CURB
TAPER
L4
CS501
A1
CS502
AM
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D M
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2Q R
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-4 6A
_P la ns -0
ARIMS: 200A Disposition: Maintain for 15yrs after construction.
9'-0"
VAN SPACE 9'-0"
NOTES:
1. PROVIDE ONE ACCESSIBLE PARKING SIGN PER ACCESSIBLE SPACE.
PROVIDE ONE VAN ACCESSIBLE PARKING SIGN. SEE DETAIL J12, THIS SHEET.
2. SIGN POST SHALL BE MIN. 2'-0" CLEAR FROM EDGE OF PAVEMENT OR AT
BACK OF SIDEWALK.
3. MARKINGS SHALL BE PER SPECIFICATION 32 17 23.
EDGE OF
PAVEMENT/FACE
OF CURB
SINGLE BLUE 4" STRIPE
(FED-STD-595: COLOR 15080)
SEE NOTE 1
(TYP)
ACCESSIBLE PARKING SPACESG19
9'-0"
SIDEWALK
NOTES:
1. PARKING SIGNS SHALL CONFORM TO THE CURRENT
EDITION OF THE "MANUAL ON UNIFORM TRAFFIC
CONTROL DEVICES", OR PER LOCAL STANDARD.
2. THE BACK OF THE SIGNS AND POSTS SHALL BE
BROWN IN COLOR MATCHING FED STD 595B, 20122.
NOTES:
1. SIGN PANELS SHALL BE SINGLE SHEET ALUMINUM,
0.080" MINIMUM THICKNESS.
2. SIGN PANELS SHALL BE FASTENED DIRECTLY TO THE
POST. FASTEN TO SQUARE TUBE POSTS WITH TWO 1/4"
DIA. - 20 UNC STOVE BOLTS.
3. A FIBER WASHER SHALL BE PLACED BETWEEN THE
BOLT HEAD AND THE FACE OF THE SIGN PANEL.
4. STEEL POSTS SHALL BE 12-GAUGE PERFORATED
STEEL TUBING. HOLES SHALL BE APPROXIMATELY
7/16" DIAMETER SPACED APPROXIMATELY 1" ON
CENTERS.
2 1/2"
1/
2"
SIGN PANEL
RESERVED
PARKING
12"
5' -3
3'
-0 M
IN
VAN
ACCESSIBLE
12"
6"
SIGN PANEL ATTACHMENTA13SQUARE TUBE POST SECTIONA7
ACCESSIBLE PARKING STALL SIGNG7
NOTE:
1. SEE DETAILS A7 AND A13 ON THIS SHEET FOR
TUBE POST SECTION AND SIGN PANEL
ATTACHMENT.
NOTES:
1. A MINIMUM OF 2 SHIMS ARE REQUIRED PER
INSTALLATION TO FILL GAP BETWEEN SIGN POST
AND ANCHOR.
2. INSERT BOLT HEAD FROM OPPOSITE SIDE OF
EXPECTED IMPACT. INSERT DRIVE RIVET INTO
OPPOSITE SIDE FOR ADDITIONAL STABILITY.
IN
SE
R T
SI
G
N P
O
ST
1' -6
" I N
TO
A
N C
H O
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2" M
AX
N O
N -P
ER
FO
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AT
ED
AN
C H
O R
SIGN POST ANCHORG13 SCALE: NTSSCALE: NTS
SCALE: NTSSCALE: NTS
SCALE: NTS
NO PARKING STRIPING
FIBER WASHER
1/4" DIA. - 20 UNC
STOVE BOLT
NUT LOCK
WASHER
SQUARE
STEEL
TUBE
POST
PERFORATED
SQUARE STEEL
POST
1/4" DIA. - 20 UNC
STOVE BOLT
SIGN PLAQUE
1/4" DIA. - 20 UNC
STOVE BOLT
R7-8 SIGN
FINISHED GRADE
R7-8 SIGN
VAN ACCESSIBLE
(WHERE DESIGNATED
ON SITE PLAN)
CONCRETE
SHIMS
SINGLE HEAVY-DUTY 3"
SQUARE NON-PERFORATED
BREAKAWAY ANCHOR
FASTEN POST INTO ANCHOR
WITH 5/16" CORNER BOLT
1-1/2" ABOVE GROUND LEVEL
2-1/2" PERFORATED
SQUARE TUBING
(12 GAUGE)
6" M
AX
8' -0
TY
P)
4'-0" (TYP)2'-0" TO FRONT
OF CURB
CROSSWALKP13 SCALE: NTS
2.00'
CENTER TO CENTER
45° TO TRAFFIC
AND PARKING
4" WHITE STRIPE
(FED-STD-595:COLOR 37925)
SCALE NTS
NO PARKING STRIPINGA19
3'-0"
3 1/2" 5"
2" 7" 14 1/4"
2" (TYP)
19"
73°
2"
3"
3" 10"R
14"
3'-0"
NOTE:
1. SYMBOL SHALL BE PAINTED BLUE AT THE END
OF THE PARKING STALL.
ACCESSIBLE PARKING STALL MARKINGP19
ACCESSIBLE
PARKING STALL
MARKING
CS502
P19
NOTES:
1. STEEL PIPE FOR PIPE BOLLARDS SHALL CONFORM TO ASTM A53, SCHEDULE 40.
2. THIS PIPE BOLLARD FOR SITE ELEMENTS SUCH AS UTILITY STRUCTURES, EQUIPMENT,
ETC. SHALL BE PAINTED FEDERAL YELLOW WITH 6" WIDE REFLECTIVE BAND.
3. STANDARD BOLLARD COLOR IS DARK BRONZE. STANDARD BOLLARD FINISH IS
POWDER COAT.
4. BOLLARDS TO BE LOCATED 18" OFF THE CORNER OF EQUIPMENT FOUNDATIONS.
5. BOLLARDS AT FIRE HYDRANTS TO BE LOCATED 36" OFF CENTER TO THE SIDE OF FIRE
HYDRANTS WHERE INDICATED ON PLANS. COORDINATE WITH WMWD AND FIRE
DEPARTMENT.
6" 3'
-0
1'-6"
BOLLARDP7
3/4"4%
SIDEWALK RAMP PLAN VIEWA1
DETECTABLE
WARNING
6'-0" MIN
TRANSITION
SLOPE VARIES
4'-0"
(MIN)
FULL
CURB
BACK
DROP
6'-0" MIN
TRANSITION
SLOPE VARIES
(M
AX
8.
(MAX)
8.33%
(MAX)
8.33%
SCALE: NTS
SCALE: NTS
CONCRETE
PAVEMENT
EXPANSION
JOINT
CONCRETE
SLOPE TOP OF
FOOTING AWAY FROM
PIPE AS SHOWN
6" DIA. SCHEDULE
40 STEEL PIPE
ROUND TOP
FILL PIPE WITH
CONCRETE
U19
CS501
G1
CS502
(TYP) L4
CS501
NOTE:
1. SEE SITE PLANS FOR LOCATIONS.
B14
12:1
SIDEWALK RAMP SECTIONG1 SCALE: NTS
S19
CS501
3' -0
5"
12" SOLID WHITE STRIPE
BORDER AND CROSS
STRIPE
C ROADL
YELLOW DASHED STRIPING
ROADWAY CENTERLINE AND EDGE STRIPEU19 SCALE: NTS
10'-0" (TYP) 30'-0" (TYP)
4"
'-0
'-0
4" WHITE EDGE STRIPE BOTH SIDES WHERE
THERE IS NO CURB/GUTTER UNLESS
INDICATED OTHERWISE ON PLANS
STOP BAR (ROADS)
P1 SCALE: NTS
12.00'
SOLID
WHITE
DETECTABLE
WARNING
U19
CS501
S19
CS501A1
CS502
PARKING BLOCKA11
CS503
3.00' (TYP)
3.
TY
P)
3.00' (TYP)
6" S
TR
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AN
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AP
TAXIWAY STRIPE
MARKING SHALL BE 6" YELLOW (FED-STD-595: COLOR
33538) REFLECTORIZED PAINT WITH 6" WIDE BLACK
(FED-STD-595: COLOR 37038) NON REFLECTIVE BETWEEN
0'
T O
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TAXIWAY HOLD LINE MARKINGU1 SCALE: NTS
SCALE: NTS
A19
CS502
6" WIDE CONTINUOUS WHITE
(FEED-STD-595: COLOR
37925) REFLECTORIZED
PAINT WITH 6" WIDE BLACK
(FED-STD-595:COLOR 37038)
OUTLINE NONREFLECTIVE
US Army Corps of Engineers ®
SHEET ID
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1. THESE NOTES, AND OTHER DRAWING NOTES CONTAINED WITHIN, ARE PROVIDED TO MEET SPECIFIC REQUIREMENTS AND TO SUPPLEMENT CONTRACT SPECIFICATIONS. THESE NOTES NEITHER REPLACE
NOR OVERRIDE PROVISIONS AND REQUIREMENTS OF CONTRACT SPECIFICATIONS.
2. COORDINATE STRUCTURAL WORK WITH WORK SHOWN ON OTHER DISCIPLINE DRAWINGS.
3. VERIFY DIMENSIONS OF EXISTING CONSTRUCTION AND REPORT ANY DISCREPANCIES FROM
CONTRACT DRAWINGS TO CONTRACTING OFFICER'S REPRESENTATIVE PRIOR TO COMMENCING WITH
WORK. SCALING OF WORKING DIMENSIONS FROM STRUCTURAL DRAWINGS IS PROHIBITED.
4. CONTRACT DOCUMENTS REPRESENT FINISHED STRUCTURE. CONTRACTOR IS RESPONSIBLE FOR
MEANS AND METHODS OF CONSTRUCTION, INCLUDING BUT NOT LIMITED TO SHORING AND
TEMPORARY BRACING IN ACCORDANCE WITH ASCE 37, DESIGN LOADS ON STRUCTURES DURING
CONSTRUCTION. UNDERTAKE MEASURES TO ENSURE SAFETY OF PERSONS AND STRUCTURES AT
SITE AND ADJACENT TO SITE. VISITS TO SITE BY CONTRACTING OFFICER'S REPRESENTATIVE DO NOT
RELIEVE CONTRACTOR OF SUCH RESPONSIBILITY.
5. IF CERTAIN FEATURES ARE NOT FULLY SHOWN OR CALLED FOR IN CONTRACT DOCUMENTS, PROVIDE CONSTRUCTION OF SAME CHARACTER AS FOR SIMILAR CONDITIONS THAT ARE SHOWN OR CALLED
FOR, WITH APPROVAL OF CONTRACTING OFFICER'S REPRESENTATIVE. WHERE SECTIONS VARY,
PROVIDE FOR SMOOTH TRANSITIONS BETWEEN THEM, UNLESS NOTED OTHERWISE.
6. INSTALL PRODUCTS IN ACCORDANCE WITH MANUFACTURERS' WRITTEN INSTRUCTIONS AND
RECOMMENDATIONS, UNLESS NOTED OTHERWISE.
7. ELEVATION 100'-0" CORRESPONDS TO FINISH FLOOR ELEVATION AS INDICATED ON CIVIL DRAWINGS.
1. PRINCIPAL CODE OF RECORD: INTERNATIONAL BUILDING CODE 2021 AS MODIFIED BY THE FOLLOWING
UNIFIED FACILITIES CRITERIA.
A. UFC 1-200-01, DOD BUILDING CODE, 1 OCTOBER 2020.
B. UFC 3-301-01, STRUCTURAL ENGINEERING, 4 FEBRUARY 2022.
C. UFC 3-260-02, PAVEMENT DESIGN FOR AIRFIELDS, 30 JUNE 2001
D. UFC 4-010-01, DOD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS, 30 JULY 2022.
E. UFC 4-211-01, AIRCRAFT MAINTENANCE HANGARS, CHANGE 1, NOV 2017.
2. ASCE/SEI 7, MINIMUM DESIGN LOADS AND ASSOCIATED CRITERIA FOR BUILDINGS AND OTHER
STRUCTURES, 2016.
3. ACI 318, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, 2019.
4. TMS 402, BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES, 2016.
5. AISC 325, STEEL CONSTRUCTION MANUAL, 15TH EDITION, 2017.
6. AISC 360, SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, 2016.
7. AISC 341, SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS, 2016.
8. AISI COLD-FORMED STEEL DESIGN MANUAL, 2017.
9. MARCH AIR RESERVE BASE INSTALLATION FACILITIES STANDARDS (IFS), 2021
1. RISK CATEGORY: III.
2. ROOF DEAD LOAD: 10 PSF.
3. COLLATERAL LOAD ON ROOF FRAMING TO ACCOUNT FOR SUSPENDED CEILINGS, DUCTWORK, PIPING
INCLUDING FIRE PROTECTION, LIGHTING, AND ELECTRICAL
A. TYPICAL: 10 PSF
B. MECHANICAL, ELECTRICAL, AND PLUMBING AREAS: 20 PSF
4. LIVE LOADS
A. FLOOR LIVE LOAD
1. OFFICE: 100 PSF AND A NON-CONCURRENT CONCENTRATED LOAD OF 2,000 POUNDS
UNIFORMLY DISTRIBUTED OVER AN AREA 2.5 FEET SQUARE.
2. SHOP AREAS: 250 PSF
3. ELEVATED MECHANICAL, ELECTRICAL, AND PLUMBING AREAS: 125 PSF
4. CATWALKS: 40 PSF
B. ROOF LIVE LOAD: 20 PSF NONREDUCIBLE AND A NON-CONCURRENT CONCENTRATED LOAD OF 300
POUNDS UNIFORMLY DISTRIBUTED OVER AN AREA 2.5 FEET SQUARE.
5. EQUIPMENT LOADS
A. AS INDICATED FOR EQUIPMENT WEIGHING IN EXCESS OF 1000 POUNDS. FRAMING AND
FOUNDATIONS ARE DESIGNED FOR EQUIPMENT THAT CONFORMS TO CONTRACT DOCUMENTS.
B. IF EQUIPMENT FURNISHED IS HEAVIER THAN WEIGHTS INDICATED OR REQUIRES STRUCTURAL
CHANGES FOR ANY OTHER REASON, PROVIDE ENGINEERING DESIGN CALCULATIONS AND
ADDITIONAL WORK NECESSARY TO SUPPORT LOADS IN ACCORDANCE WITH DESIGN STANDARDS
SPECIFIED ABOVE, AT NO ADDITIONAL COST TO GOVERNMENT AND WITH NO INCREASE IN
CONTRACT TIME.
C. PROVIDE MOUNTINGS FOR OVERHEAD ARCHITECTURAL FEATURES, UTILITIES, AND OTHER FIXTURES WEIGHING 31 LBS OR MORE, EXCLUDING DISTRIBUTED SYSTEMS SUCH AS SUSPENDED CEILINGS OR PIPING NETWORKS THAT COLLECTIVELY EXCEED THAT WEIGHT, THAT ARE DESIGNED TO RESIST
THE FOLLOWING FORCES.
1. DOWNWARD: 1.5 TIMES THE COMPONENT WEIGHT.
2. IN ANY HORIZONTAL DIRECTION: 0.5 TIMES THE COMPONENT WEIGHT.
6. WHEEL LOADS
A. HANGAR
1. MEDIUM LOAD TYPE C TRAFFIC AREA
2. MODEL MB-2 TOW TRACTOR
3. 3 TON FORKLIFT
7. CRANE LOADS
A. AIRCRAFT BODY TANK STORAGE & REPAIR ROOM
1. LIFT CAPACITY: 2 TONS.
8. RAIN LOAD
A. RAIN INTENSITY: 1.4" PER HOUR (60 MINUTE DURATION WITH 100 YEAR RETURN PERIOD).
9. SNOW LOADS
A. GROUND SNOW LOAD: 0 PSF.
10. WIND LOADS
A. BASIC DESIGN WIND SPEED: 103 MPH 3-SECOND GUST.
B. ALLOWABLE STRESS DESIGN WIND SPEED: 80 MPH 3-SECOND GUST.
C. EXPOSURE: C
D. BUILDING CONDITION: PARTIALLY ENCLOSED, GCpi = ±0.55.
E. TOPOGRAPHIC FACTOR: 1.0.
F. DESIGN WIND PRESSURES FOR EXTERIOR COMPONENTS AND CLADDING ARE INDICATED ON S-003.
11. EARTHQUAKE LOADS
A. MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETERS Ss = 1.50, S1 = 0.60.
B. SITE CLASS: C.
C. DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS Sds = 1.122, Sd1 = 0.579.
D. SEISMIC DESIGN CATEGORY: D.
E. IMPORTANCE FACTOR: 1.25.
F. ANALYSIS PROCEDURE: MODAL RESPONSE SPECTRUM ANALYSIS.
G. BASIC SEISMIC FORCE-RESISTING SYSTEM
1. HANGAR: MULTI TIER BUCKLING RESTRAINED BRACES.
2. SHOPS/ADMIN AREAS: SPECIAL REINFORCED MASONRY SHEAR WALLS.
H. RESPONSE MODIFICATION COEFFICIENT
1. HANGAR: R = 8.
2. SHOPS/ADMIN AREAS: R = 5.
I. SEISMIC RESPONSE COEFFICIENT:
1. HANGAR: Cs = 0.096.
2. SHOPS/ADMIN AREAS: Cs = 0.281.
J. DESIGN BASE SHEAR:
1. HANGAR:
a. 890 KIPS.
2. SHOPS/ADMIN AREAS:
a. 585 KIPS (ADMIN/SHOPS AREA A PLAN SOUTH OF GRID F).
b. 770 KIPS (ADMIN/SHOPS AREA A/B PLAN NORTH OF GRID F AND PLAN EAST OF GRID 5).
c. 1141 KIPS (ADMIN/SHOPS AREA B/C/D PLAN EAST OF GRID 5 AND PLAN WEST OF GRID 19).
d. 612 KIPS (ADMIN/SHOPS AREA D/E PLAN EAST OF GRID 19 AND PLAN NORTH OF GRID F.7).
e. 411 KIPS (ADMIN/SHOPS AREA E PLAN SOUTH OF GRID F.7).
K. DESIGNATED SEISMIC FORCE RESISTING SYSTEM
1. THE FOLLOWING COMPONENTS ARE PART OF THE DESIGNATED SEISMIC FORCE RESISTING
SYSTEM:
a. COLUMNS A2, A3, A21, A22, B2, B3, B21, B22, C12, D12, E3, E12, E21, F3, F12, F21, G3, G21, H3, H21, L9, L10, L11, L13, L14, L15.
b. HORIZONTAL STRUTS BETWEEN GRIDS A2 AND A3, A21 AND A22, A2 AND B2, A22 AND B22, B2 AND B3, B22 AND B23, C12 AND F12, E3 AND H3, E21 AND H21, L9 AND L11, L13 AND L15.
c. MULTI TIER BUCKLING RESTRAINED BRACES LABELED (MT-BRB-#).
d. HORIZONTAL TRUSS DIAPHRAGM COMPONENTS ALONG THE BOTTOM CHORD.
e. ALL STRUCTURAL MASONRY WALLS.
f. JOISTS ARE DESIGNED TO BRACE WALLS PARALLEL TO THE DECK SPAN AND ACT AS
TIES TO TRANSFER FORCES INTO THE DIAPHRAGM. WALL STRUTS ARE DESIGNED TO
BRACE WALLS PERPENDICULAR TO THE DECK SPAN AND TRANSFER FORCES INTO THE
DIAPHRAGM.
g. BEAMS AND JOISTS DESIGNED AS COLLECTORS THAT ARE PART OF THE LATERAL FORCE
RESISTING SYSTEM ARE NOTED ON PLAN.
h. ROOF DECK DIAPHRAGM AND ITS ATTACHMENTS AT THE SHOP/ADMIN AREAS.
L. STRUCTURAL SEPARATION
1. STRUCTURAL SEISMIC SEPARATION JOINTS ARE LOCATED AT THE FOLLOWING LOCATIONS:
a. ±6 3/4" MINIMUM SEPARATION BETWEEN THE STEEL HANGAR STRUCTURE AND THE
REINFORCED MASONRY SHOPS/ADMIN STRUCTURES.
b. ±4 1/4" MINIMUM SEPARATION BETWEEN THE REINFORCED MASONRY SHOPS/ADMIN
STRUCTURES.
2. COMPONENTS CROSSING THESE JOINTS MUST ACCOMMODATE THIS MOVEMENT.
M. FALL PROTECTION SYSTEM
1. CAPACITY: 4 USERS AT FUSELAGE AND PRIMARY WINGS, 2 USERS AT EACH HORIZONTAL
STABILIZER.
2. SEE SPECIFICATION SECTION 11 01 50.
12. THERMAL LOADS
A. DESIGN TEMPERATURE CHANGE
1. HANGAR: 26.4 DEGREES FAHRENHEIT.
2. SHOPS/ADMIN AREAS: 20.7 DEGREES FAHRENHEIT.
1. SEE CONTRACT SPECIFICATIONS FOR COMPLETE REQUIREMENTS. COMPLY WITH THE MORE
STRINGENT REQUIREMENTS OF USACE EM 385-1-1, SAFETY AND HEALTH REQUIREMENTS,
APPLICABLE OSHA REGULATIONS, AND THE CONTRACTING OFFICER'S REPRESENTATIVE.
STRUCTURAL GENERAL NOTES:
1. SEE SPECIFICATIONS SECTION 01 45 35 WITH ATTACHMENTS.
3. SOIL CHARACTERISTICS
A. UNIT WEIGHT: FILL: 120 PCF; ALLUVIUM 125 PCF.
B. FROST PENETRATION: 0"
C. WATER TABLE DEPTH: ENVIRONMENTAL AND SEASONAL VARIATION IS EXPECTED. ASSUME AT
SURFACE FOR LATERAL EARTH PRESSURE AND BUOYANCY EFFECTS.
4. LATERAL EARTH PRESSURE, EQUIVALENT FLUID
A. ACTIVE CONDITION, Ka: 40 PCF.
B. PASSIVE CONDITION, Kp: 300 PCF.
5. SLAB, MAT, AND FOOTING DESIGN PARAMETERS
A. MODULUS OF SUBGRADE REACTION:
a. ON-SITE MATERIALS: 125 PCI
b. 2 FT OF CALTRANS CLASS 2 AGGREGATE BASE OR SELECT FILL: 300 PCI.
B. ALLOWABLE GROSS BEARING CAPACITIES
1. GRAVITY LOADS: 3,000 PSF.
2. TRANSIENT LOADS: 4,000 PSF.
C. MINIMUM BEARING DEPTH: 18".
D. CONCRETE-SOIL COEFFICIENT OF FRICTION: 0.4.
E. ALLOWABLE LATERAL RESISTANCE MAY INCLUDE FRICTION RESISTANCE AND PASSIVE
RESISTANCE, PROVIDED PASSIVE RESISTANCE DOES NOT EXCEED 2/3 OF TOTAL RESISTANCE.
6. DRILLED SHAFTS
A. PROVIDE IN ACCORDANCE WITH CONTRACT DRAWINGS AND SPECIFICATIONS.
B. CONFORM TO ACI 336.1 AND ACI 336.3, UNLESS NOTED OTHERWISE.
1. SPECIFICATIONS SECTION 05 05 20
2. PROVIDE ANCHORS OF INDICATED TYPE WITH CAPACITIES ADEQUATE FOR INDICATED SHEAR AND
TENSION LOADS ACTING SIMULTANEOUSLY BASED ON ACTUAL SUBSTRATE MATERIAL, EMBEDMENT LENGTH, EDGE DISTANCE, AND SPACING. SUBMIT PRODUCT DATA AND CALCULATIONS NOT LESS
THAN 30 DAYS PRIOR TO INSTALLATION.
3. PROVIDE ANCHORS INTO CONCRETE THAT ARE APPROVED AND DESIGNED FOR INSTALLATION IN
CRACKED CONCRETE, UNLESS NOTED OTHERWISE.
4. MECHANICAL ANCHORS
A. GALVANIZED STEEL MANUALLY EXPANDED WEDGE TYPE, UNLESS NOTED OTHERWISE.
B. PROVIDE ANCHORS THAT HAVE BEEN TESTED AND ASSESSED IN ACCORDANCE WITH LATEST
EDITION OF APPLICABLE ACCEPTANCE CRITERIA AS DOCUMENTED BY EVALUATION SERVICE
REPORTS.
1. MECHANICAL ANCHORS IN CONCRETE: ICC-ES AC193.
2. EXPANSION ANCHORS IN MASONRY: ICC-ES AC01.
3. PREDRILLED FASTENERS (SCREW ANCHORS) IN MASONRY: ICC-ES AC106.
5. ADHESIVE ANCHORS
A. GALVANIZED STEEL THREADED ROD WITH EPOXY OR HYBRID RESIN ADHESIVE, UNLESS NOTED
OTHERWISE.
B. DO NOT USE BULK-MIXED ADHESIVES. PROVIDE THREADED ROD COMPATIBLE WITH ADHESIVE
AND ACCEPTABLE TO MANUFACTURER.
C. PROVIDE ANCHORS AS ENTIRE SYSTEM INCLUDING, BUT NOT LIMITED TO, MANUFACTURER'S
PRINTED INSTRUCTIONS AS FURNISHED WITH ADHESIVE, ADHESIVE CARTRIDGE, MIXING
NOZZLE, EXTENSION TUBE, DISPENSER, AND ALL REQUIRED EQUIPMENT FOR PROPERLY
CLEANING DRILLED HOLE.
D. PROVIDE ANCHOR SYSTEMS THAT HAVE BEEN TESTED AND ASSESSED IN ACCORDANCE WITH
LATEST EDITION OF APPLICABLE ACCEPTANCE CRITERIA AS DOCUMENTED BY EVALUATION
SERVICE REPORTS.
1. ADHESIVE ANCHORS IN CONCRETE: ICC-ES AC308.
2. ADHESIVE ANCHORS IN MASONRY: ICC-ES AC58.
3. ANCHORS IN UNREINFORCED MASONRY: ICC-ES AC60.
6. LOCATE ANCHORS IN EXISTING CONCRETE OR MASONRY TO AVOID EXISTING REINFORCEMENT, AND
ARRANGE REINFORCEMENT IN NEW CONCRETE OR MASONRY TO AVOID ANCHOR LOCATIONS. DO
NOT DAMAGE REINFORCEMENT WITHOUT APPROVAL OF CONTRACTING OFFICER'S
REPRESENTATIVE.
7. IF GROUT, FLOOR TOPPING, OR CONSTRUCTION JOINT IS PRESENT WITHIN EMBEDMENT LENGTH OF
ANCHOR IN CONCRETE, PROVIDE FULL EMBEDMENT LENGTH BEYOND INTERFACE.
1. SPECIFICATIONS SECTION 05 30 00
2. FABRICATE AND INSTALL STEEL DECK, ATTACHMENTS, AND ACCESSORIES IN ACCORDANCE WITH AISI
COLD-FORMED STEEL DESIGN MANUAL AND APPLICABLE SDI MANUALS AS MODIFIED BY CONTRACT
DOCUMENTS.
3. ROOF DECK:
A. HANGAR: 1 1/2", 18 GAGE, WIDE RIB DECK WITH MINIMUM Fy = 50 KSI, GALVANIZED G90.
B. SHOPS/ADMIN AREAS: 1 1/2", 18 GAGE, WIDE RIB DECK WITH MINIMUM Fy = 50 KSI, GALVANIZED
G90.
C. ENTRANCE CANOPY: 1 1/2", 18 GAGE, WIDE RIB DECK WITH MINIMUM Fy = 50 KSI, GALVANIZED
G90.
4. SPECIFIED ROOF DECK AND ATTACHMENTS ARE CAPABLE OF RESISTING THE FOLLOWING DIAPHRAGM
SHEAR FORCES:
A. HANGAR:
1. WIND: 200 PLF AT ULTIMATE LEVEL, 1.0W, SIMULTANEOUS WITH UPLIFT LOADS INDICATED
ON CONTRACT DRAWINGS.
2. EARTHQUAKE: 200 PLF AT ULTIMATE LEVEL, 1.0E.
B. SHOPS/ADMIN AREAS:
1. WIND: 570 PLF AT ULTIMATE LEVEL, 1.0W, SIMULTANEOUS WITH UPLIFT LOADS INDICATED
ON CONTRACT DRAWINGS.
2. EARTHQUAKE: 1830 PLF AT ULTIMATE LEVEL, 1.0E.
C. ENTRANCE CANOPY:
1. WIND: 183 PLF AT ULTIMATE LEVEL, 1.0W, SIMULTANEOUS WITH UPLIFT LOADS INDICATED
ON CONTRACT DRAWINGS.
2. EARTHQUAKE: 895 PLF AT ULTIMATE LEVEL, 1.0E.
D. INSTALL DECK TO CROSS A MINIMUM OF TWO SPANS. PROVIDE 2" MINIMUM LENGTH OF END
LAPS FOR ROOF DECK AND BEARING AT ALL SUPPORTS.
5. SUPPORT DECK AT EDGES OF OPENINGS AND AROUND COLUMNS. PROVIDE ADDITIONAL FRAMING AS
REQUIRED, INCLUDING 3/8" WELDED CAP PLATES AT TOP OF COLUMNS WHERE NOT OTHERWISE
INDICATED. CUT MINOR OPENINGS AFTER DECK INSTALLATION AND NOT UNTIL NEEDED BY OTHER
TRADES.
6. PROVIDE MINIMUM DECK ATTACHMENT AS FOLLOWS.
A. HANGAR:
1. ROOF DECK: FASTEN AT EACH END AND AT INTERMEDIATE SUPPORTS BY 5/8" DIAMETER
PUDDLE WELDS, 36/4 PATTERN, AND MAKE SIDELAP CONNECTIONS AT SEAMS USING #10
SCREWS, 7 PER SPAN.
2. MAKE CONNECTIONS ALONG SIDE BOUNDARIES, RIDGE PLATES, AND ROOF SUB FRAMING
AT 12" ON CENTER MAXIMUM.
3. DO NOT SUBSTITUTE SCREWS OR POWER-ACTUATED FASTENERS WHERE WELDS ARE
SPECIFIED.
B. SHOPS/ADMIN AREAS:
1. ROOF DECK: FASTEN AT EACH END AND AT INTERMEDIATE SUPPORTS BY 3/4" DIAMETER
PUDDLE WELDS, 36/7 PATTERN, AND MAKE SIDELAP CONNECTIONS AT SEAMS USING #10
SCREWS, 7 PER SPAN.
2. MAKE CONNECTIONS ALONG SIDE BOUNDARIES, RIDGE PLATES, AND ROOF SUB FRAMING
AT 12" ON CENTER MAXIMUM.
3. DO NOT SUBSTITUTE SCREWS OR POWER-ACTUATED FASTENERS WHERE WELDS ARE
SPECIFIED.
C. ENTRANCE CANOPY:
1. ROOF DECK: FASTEN AT EACH END AND AT INTERMEDIATE SUPPORTS BY #12 SCREWS,
36/7 PATTERN, AND MAKE SIDELAP CONNECTIONS AT SEAMS USING #10 SCREWS, 4 PER
SPAN. FASTEN DECK TO L4X4 SUPPORT ALONG GRID M WITH A 36/14 PATTERN.
2. MAKE CONNECTIONS ALONG SIDE BOUNDARIES, RIDGE PLATES, AND ROOF SUB FRAMING
AT 6" ON CENTER MAXIMUM.
7. DRAFT CURTAIN: 3", 20 GAGE, DEEP RIB WITH Fy = 33 KSI, GALVANIZED G90. REFER TO DETAILS FOR
DRAFT CURTAIN ATTACHMENT.
8. DO NOT SUSPEND ANYTHING DIRECTLY FROM ROOF DECK, FLOOR DECK, OR CONCRETE SLAB ON FLOOR DECK. INSTEAD, PROVIDE ADDITIONAL FRAMING BETWEEN ROOF OR FLOOR MEMBERS WHERE
REQUIRED.
GENERAL:
DESIGN STANDARDS:
SPECIAL INSPECTIONS:
DESIGN LOADS:
GEOTECHNICAL INFORMATION (CONTINUED):
SAFETY AND HEALTH:
1. SPECIFICATIONS SECTION 03 30 00
2. PREPARE AND PLACE REINFORCED CONCRETE IN ACCORDANCE WITH ACI MANUAL OF CONCRETE
PRACTICE AS MODIFIED BY CONTRACT DOCUMENTS.
3. CONCRETE
A. UNLESS NOTED OTHERWISE: MINIMUM 28-DAY COMPRESSIVE STRENGTH
f'c = 4,500 PSI, NORMALWEIGHT.
B. SLABS ON GRADE: MINIMUM 28-DAY COMPRESSIVE STRENGTH f'c = 5,000 PSI, NORMALWEIGHT
WITH A MINIMUM 28-DAY FLEXURAL STRENGTH OF 650 PSI.
C. DO NOT AIR-ENTRAIN CONCRETE FOR INTERIOR SLABS WITH TROWEL FINISH.
4. FORMWORK
A. CONTRACTOR IS RESPONSIBLE FOR DESIGN, ENGINEERING, STRUCTURAL ADEQUACY, AND
CONSTRUCTION OF CONCRETE FORMWORK IN ACCORDANCE WITH CONTRACT
SPECIFICATIONS.
B. COORDINATE CONCRETE WORK WITH PLACEMENT OF PIPING, INSERTS, FLOOR DRAINS, AND
OTHER EMBEDDED ITEMS INDICATED IN CONTRACT DOCUMENTS.
C. SLEEVE NEW OR EXISTING PIPING OR UTILITIES PASSING THROUGH NEW CONCRETE, UNLESS
NOTED OTHERWISE. SEE OTHER DISCIPLINE DRAWINGS FOR SLEEVE DETAILS. PROVIDE
MEASURES TO ENSURE THAT SLEEVES REMAIN FREE OF DEBRIS AND WATER DURING
CONSTRUCTION.
D. PROVIDE 3/4" CHAMFER STRIPS ON EDGES OF EXPOSED CONCRETE, UNLESS NOTED
OTHERWISE.
5. REINFORCING STEEL
A. BARS: ASTM A615 GRADE 60 EXCEPT PROVIDE ASTM A706 GRADE 60 FOR WELDING.
B. REINFORCE ALL CONCRETE UNLESS SPECIFICALLY MARKED "NOT REINFORCED" OR
"UNREINFORCED".
C. DETAIL AND PLACE REINFORCEMENT IN ACCORDANCE WITH MNL-66, ACI 301, ACI 318, AND CRSI
MANUAL OF STANDARD PRACTICE. DO NOT INSERT REINFORCEMENT INTO FRESH OR
PARTIALLY HARDENED CONCRETE.
D. PROVIDE MINIMUM CONCRETE CLEAR COVER OVER REINFORCEMENT AS FOLLOWS, UNLESS
NOTED OTHERWISE:
1. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3".
2. CONCRETE EXPOSED TO EARTH OR WEATHER: #6 AND LARGER BARS - 2"; OTHER
REINFORCEMENT - 1 1/2".
3. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND: SLABS AND
WALLS - 3/4"; OTHER MEMBERS - 1 1/2".
E. CONFORM EMBEDMENT AND LAP SPLICE LENGTHS TO TABLES AND DETAILS ON CONTRACT
DRAWINGS, UNLESS NOTED OTHERWISE.
F. PROVIDE ADDITIONAL REINFORCEMENT AT OPENINGS AND CORNER BARS AT INTERSECTING
GRADE BEAMS, WALLS, AND CURBS IN ACCORDANCE WITH TYPICAL DETAILS ON CONTRACT
DRAWINGS, UNLESS NOTED OTHERWISE.
G. EPOXY GROUT: ASTM C881, TYPE IV, GRADE 2 OR 3, WITH EMBEDMENT TO DEVELOP YIELD
STRENGTH OF BAR, UNLESS NOTED OTHERWISE.
6. JOINTS
A. LOCATE JOINTS AS INDICATED OR SPECIFIED, OR AS OTHERWISE APPROVED BY CONTRACTING
OFFICER'S REPRESENTATIVE.
B. CLEAN SURFACES OF HORIZONTAL AND VERTICAL CONSTRUCTION JOINTS OF LAITANCE TO
EXPOSE CLEAN COARSE AGGREGATE SOLIDLY EMBEDDED IN MORTAR MIX. JUST PRIOR TO
DEPOSITING CONCRETE, THOROUGHLY CLEAN AND WET SURFACE OF CONSTRUCTION JOINT.
C. WHERE ROUGHENED JOINT IS INDICATED, PROVIDE MECHANICALLY ROUGHENED CONCRETE
SURFACE WITH MINIMUM 1/4" AMPLITUDE.
D. IN ADDITION, WHEN NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE, ADEQUATELY
PREPARE SURFACE BY APPLYING BONDING AGENT.
E. PROVIDE JET-FUEL-RESISTANT WATERSTOPS AT CONCRETE JOINTS WHERE INDICATED.
7. MASS CONCRETE
A. SEE SPECIFICATION 03 30 00 FOR MASS CONCRETE REQUIREMENTS AT FOUNDATIONS.
REINFORCED CONCRETE:
1. SPECIFICATIONS SECTION 04 20 00
2. GENERAL
A. CONSTRUCT REINFORCED MASONRY IN ACCORDANCE WITH TMS 602 AS MODIFIED BY
CONTRACT DOCUMENTS.
B. UNITS: ASTM C90, MEDIUM WEIGHT, MINIMUM COMPRESSIVE STRENGTH = 2,000 PSI.
1. OPEN END UNITS MAY BE USED TO FACILITATE WALL CONSTRUCTION.
2. DOUBLE OPEN END UNITS MAY BE USED WHEN WALL IS SOLID GROUTED.
3. USE U-SHAPED BOND BEAMS AT OPENING HEAD LOCATIONS AND KNOCK-
OUT BOND BEAMS ELSEWHERE.
4. DO NOT FIELD-MODIFY UNITS UNLESS INTENDED TO BE MODIFIED.
C. MORTAR: ASTM C270 TYPE S, PROPORTION METHOD.
D. ASSEMBLY: MINIMUM COMPRESSIVE STRENGTH f'm = 2,000 PSI.
3. REINFORCING STEEL
A. BARS: ASTM A615 GRADE 60 EXCEPT PROVIDE ASTM A706 GRADE 60 FOR WELDING.
B. MINIMUM CLEAR DISTANCE TO ANY FACE OF MASONRY UNIT OR FORMED SURFACE: 3/4" FOR
GREATER THAN #5 BAR OR IF EXPOSED TO WEATHER, 1/2" OTHERWISE.
C. USE FULL CONTACT LAP SPLICES FOR REINFORCING STEEL IN WALLS WITH THE FOLLOWING
MINIMUM LAP LENGTHS:
1. CENTERED IN CELL: 13" FOR #4, 20" FOR #5, 38" FOR #6.
2. EACH FACE AND BOND BEAMS: 25" FOR #4, 40" FOR #5, 54" FOR #6.
D. USE VERTICALLY STAGGERED THREADED MECHANICAL COUPLERS IN LIEU OF FULL CONTACT
LAP SPLICES WHERE TWO OR MORE VERTICAL REINFORCING BARS ARE REQUIRED IN ONE
CMU CELL. STAGGER COUPLERS TO FIT IN CELLS.
4. GROUT
A. ASTM C476, MINIMUM COMPRESSIVE STRENGTH = 2,000 PSI.
B. FULLY GROUT ALL CELLS.
C. PROVIDE UNITS WITH MINIMUM SPACE IN CELLS TO RECEIVE GROUT OF 3"X3" AND ALIGN TO
PROVIDE UNOBSTRUCTED OPENINGS.
D. PLACE GROUT WITHIN 1 1/2 HOURS AFTER ADDING MIX-DESIGNED WATER AND PRIOR TO
INITIAL SET. GROUT CONTINUOUSLY USING POUR HEIGHTS NOT EXCEEDING 12 FEET AND LIFTS
NOT EXCEEDING 5 FEET, WITH NO INTERRUPTIONS EXCEEDING 1 HOUR.
E. CONVENTIONAL: 8" TO 11" SLUMP: CONSOLIDATE GROUT IN ASSEMBLED WALLS BY
MECHANICAL VIBRATION AT TIME OF PLACEMENT. RECONSOLIDATE GROUT BY MECHANICAL
VIBRATION AFTER INITIAL WATER LOSS AND SETTLEMENT HAS OCCURRED.
F. SELF-CONSOLIDATING: 24" TO 30" SLUMP FLOW AND 1.0 MAXIMUM VISUAL STABILITY INDEX. DO
NOT MECHANICALLY CONSOLIDATE.
5. CONSTRUCTION
A. USE RUNNING BOND PATTERN, UNLESS INDICATED OTHERWISE.
B. EMPLOY FULL MORTAR BEDDING FOR PARTIALLY GROUTED WALLS.
C. ARCHITECTURAL COMPONENTS SUCH AS SEALANT, FLASHING, ETC, ARE NOT ILLUSTRATED IN
STRUCTURAL DETAILS. SEE ARCHITECTURAL DRAWINGS FOR THESE COMPONENTS.
D. COORDINATE MEP ROUTING TO AVOID PENETRATING REINFORCED MASONRY CELLS.
6. VERTICAL REINFORCEMENT
A. UNLESS NOTED OTHERWISE, PROVIDE THE FOLLOWING:
1. NON-STRUCTURAL 8" CMU: 19'-0" TO 25'-0" TALL, #6@24" OC
2. NON-STRUCTURAL 8" CMU: < 19'-0" TALL, #6@40" OC
3. NON-STRUCTURAL CANTILEVERED 12" CMU: ≤ 10'-4" TALL, #6@16" OC
4. NON-STRUCTURAL 12" CMU: ≤ 12'-0" TALL, #6@48" OC
5. STRUCTURAL SHEAR WALL 8" CMU: ≤ 15'-0" TALL, #6@48" OC
6. STRUCTURAL SHEAR WALL 12" CMU: ≤ 26'-0" TALL, #6@24" OC
7. STRUCTURAL SHEAR WALL 12" CMU: > 26'-0" TALL, #6@8" OC
B. PROVIDE ADDITIONAL VERTICAL REINFORCEMENT AT INTERSECTION OF WALLS, BELOW AND
AT EACH SIDE OF EACH BEAM SUPPORTED BY THE WALL, AND AT EACH SIDE OF EACH
OPENING GREATER THAN 12" IN WIDTH.
C. PROVIDE FOUNDATION DOWEL OF SAME SIZE AND AT SAME LOCATION AS EACH VERTICAL BAR
IN WALL ABOVE.
1. WHERE BEARING ON FOUNDATION, CAST INTO SUPPORTING CONCRETE WITH REQUIRED
HOOK EMBEDMENT LENGTH.
2. WHERE BEARING ON THICKENED SLAB, FIELD DRILL AND ADHESIVE ANCHOR INTO
SUPPORTING CONCRETE WITH 6" MINIMUM EMBEDMENT.
3. EXTEND ABOVE SURFACE OF SUPPORTING CONCRETE A MINIMUM OF 2" GREATER THAN
REQUIRED LAP SPLICE LENGTH.
D. EXTEND ALL VERTICAL BARS FULL HEIGHT FROM BOTTOM COURSE THROUGH TOP BOND BEAM.
7. HORIZONTAL REINFORCEMENT
A. CONSTRUCT BOND BEAMS USING TWO #5 HORIZONTAL BARS.
B. PROVIDE CONTINUOUS BOND BEAMS AT BOTTOM COURSE, WHERE INDICATED ON
STRUCTURAL OR ARCHITECTURAL DRAWINGS, AND AT A MAXIMUM VERTICAL SPACING OF 24"
FOR 12" CMU AND 40" FOR 8" CMU.
C. WHERE TOP OF WALL IS FLAT, PROVIDE 2 COURSE BOND BEAM AT TOP-MOST OR AT SECOND
FROM TOP-MOST COURSE AS PRACTICABLE TO MAINTAIN CONTINUITY.
D. WHERE TOP OF WALL IS SLOPED, PROVIDE SLOPING BOND BEAM PER TYPICAL DETAIL ON
CONTRACT DRAWINGS, UNLESS NOTED OTHERWISE.
E. PROVIDE BOND BEAM BELOW EACH OPENING AND EXTEND 25" MINIMUM BEYOND EACH SIDE
OF OPENING.
REINFORCED MASONRY:
POST-INSTALLED ANCHORS:
1. SPECIFICATIONS SECTION 05 12 00
2. FABRICATE AND ERECT STRUCTURAL STEEL IN ACCORDANCE WITH AISC 325 INCLUDING AISC 303, CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, AS MODIFIED BY CONTRACT
DOCUMENTS.
3. DESIGN AND PROVIDE TEMPORARY ERECTION BRACING AS REQUIRED, AND DO NOT REMOVE IT UNTIL ALL PERMANENT LATERAL-LOAD-RESISTING ELEMENTS AND CONNECTIONS ARE COMPLETELY
INSTALLED.
4. WIDE FLANGE SHAPES, WT-SHAPES, AND CHANNELS 8" OR GREATER: ASTM A992, Fy = 50 KSI.
5. CHANNELS LESS THAN 8": ASTM A36, Fy = 36 KSI.
6. ANGLES, OTHER SHAPES, AND PLATES: ASTM A572 GRADE 50, Fy = 50 KSI.
7. HOLLOW STRUCTURAL SECTIONS
A. SQUARE AND RECTANGULAR: ASTM A1085, Fy = 50 KSI.
B. ROUND: ASTM A500 GRADE C, Fy = 46 KSI.
C. PROVIDE 3/16" THICK CAP PLATE AT OPEN ENDS AND SEAL WELD ALL-AROUND, UNLESS NOTED
OTHERWISE.
8. THREADED RODS: ASTM A572 GRADE 50, UNLESS NOTED OTHERWISE.
9. PIPE: ASTM A53 TYPE E OR S, GRADE B, Fy = 35 KSI.
10. BOLTS
A. 3/4" DIAMETER ASTM F3125 GRADE A325 WITH ASTM F959 DIRECT TENSION INDICATOR
WASHERS OR ASTM F3125 GRADE F1852 TENSION CONTROL BOLTS, UNLESS NOTED
OTHERWISE.
B. FRAMING CONNECTIONS: PRETENSIONED JOINTS WITH STANDARD HOLES AND CLASS A
FAYING SURFACES, UNLESS NOTED OTHERWISE.
C. BRACING CONNECTIONS: PRETENSIONED JOINTS WITH STANDARD HOLES AND CLASS A
FAYING SURFACES, UNLESS NOTED OTHERWISE.
D. FOR SLIP CRITICAL JOINTS, PROVIDE CLASS A FAYING SURFACES WITH SLIP CHECKED AT THE
SERVICE LOAD LEVEL.
E. ON ONE SIDE OF EACH DOUBLE ANGLE CONNECTION OF BEAMS TO COLUMN WEB OR GIRDER
WEB DIRECTLY OVER COLUMN, PROVIDE TEMPORARY SEAT ANGLE ATTACHED TO COLUMN OR
GIRDER WEB AND TO BOTTOM FLANGE OF BEAM, MINIMUM L4X3X3/8 LLH WITH TWO BOLTS
EACH LEG. SINGLE AND DOUBLE STAGGERED CONNECTIONS ARE PROHIBITED WITHOUT
EXPLICIT PRIOR APPROVAL IN WRITING FROM STRUCTURAL ENGINEER OF RECORD.
11. WELDING: AWS D1.1 AND D1.8 USING E70 ELECTRODE, WITH LOW HYDROGEN WHERE REQUIRED.
A. REMOVE AND BACKGOUGE ALL WELD TABS AND BACKING TO SOUND METAL. BACKGOUGED
JOINTS MUST BE FILLED WITH WELD METAL, AS NECESSARY, TO ACHIEVE AT LEAST A FLUSH
CONDITION.
B. REMOVE STEEL BACKING AND BACKGOUGE BY AIR CARBON ARC GOUGING (CAG), PLASMA ARC
GOUGING (PAG), GRINDING, CHIPPING, OR OTHER THERMAL CUTTING PROCESSES. THE
PROCESS MUST BE CONTROLLED TO MINIMIZE ERRANT GOUGING.
C. NONMETALLIC BACKING IS THE PREFERRED BACKING MATERIAL.
D. PERFORM ULTRASONIC TESTING ON 100% OF COMPLETE JOINT PENETRATION GROOVE WELDS
FOR MATERIALS GREATER THAN 5/16" THICK.
12. PROVIDE SPACER PLATES FOR DOUBLE ANGLE MEMBERS TO COMPLY WITH AISC 360 PARAGRAPH
E6.2.
A. THICKNESS: MATCH END GUSSET PLATES.
B. MINIMUM ATTACHMENT: CONNECT TO HEEL AND TOE OF EACH ANGLE USING 3/16" X 1" LONG
FILLET WELDS.
13. HEADED STUDS
A. ASTM A29 GRADES 1010 THROUGH 1020 AND AWS D1.1 TYPE B.
B. FIELD INSTALL ALL STUDS LOCATED SUCH THAT THEY WOULD OTHERWISE OBSTRUCT
WALKING SURFACES OF BEAMS OR JOISTS.
14. ANCHOR RODS
A. ASTM F1554 GRADE 55 WITH S1 SUPPLEMENT UNLESS SPECIFICALLY NOTED AS GRADE 105.
B. LOCATE ANCHOR RODS ACCURATELY, SET WITH TEMPLATES, AND SECURELY HOLD IN
POSITION WHILE PLACING CONCRETE. PROTECT IN-PLACE ANCHOR RODS FROM
CONSTRUCTION ACTIVITY.
C. THE FOLLOWING ARE PROHIBITED WITHOUT EXPLICIT PRIOR APPROVAL IN WRITING FROM
STRUCTURAL ENGINEER OF RECORD:
1. INSERTING ANCHOR RODS INTO FRESH OR PARTIALLY HARDENED CONCRETE.
2. SUBSTITUTING POST-INSTALLED ANCHORS WHERE EMBEDDED ANCHOR RODS ARE
INDICATED.
3. REPAIRING, REPLACING, OR MODIFYING INSTALLED ANCHOR RODS.
15. DEMAND CRITICAL WELDS: COMPLY WITH REQUIREMENTS OF AISC 341-16.
A. WELDS DESIGNATED AS DEMAND CRITICAL MUST BE MADE WITH FILLER METALS MEETING THE
REQUIREMENTS SPECIFIED IN AWS D1.8.
B. THE FOLLOWING ARE INDICATED TO BE DEMAND CRITICAL WELDS:
1. GROOVE WELDS AT COLUMN SPLICES.
2. WELDS AT THE COLUMN TO BASE PLATE CONNECTIONS.
3. WELDS AT BEAM TO COLUMN CONNECTIONS THAT ARE PART OF THE SEISMIC FORCE
RESISTING SYSTEM.
16. BUCKLING RESTRAINED BRACES
A. BUCKLING RESTRAINED BRACES MUST COMPLY WITH AISC 314-16.
B. BUCKLING RESTRAINED BRACE SUPPLIER MUST HAVE A MINIMUM OF 5 YEARS OF EXPERIENCE
WITH AT LEAST 15 PROJECTS OF EQUAL OR GREATER COMPLEXITY. IN ADDITION, THE
BUCKLING RESTRAINED BRACE SUPPLIER MUST MEET THE DESIGN, TESTING, AND
CERTIFICATION REQUIREMENTS PROVIDED ON THE DRAWINGS AND SPECIFICATION SECTION
05 12 00.
C. BUCKLING RESTRAINED BRACES MUST BE SUBMITTED AS PART OF SPECIFICATION 05 12 00.
17. CHARPY V NOTCH TOUGHNESS
A. HOT ROLLED SHAPES WITH FLANGE THICKNESS EQUAL TO OR GREATER THAN 1 1/2" MUST
HAVE A MINIMUM CHARPY V NOTCH (CVN) TOUGHNESS OF 20 FT-LB AT 70 DEGREES
FAHRENHEIT, TESTED IN THE ALTERNATE CORE LOCATION AS DESCRIBED IN ASTM A6
SUPPLEMENTARY REQUIREMENT S30. PLATES WITH THICKNESS EQUAL TO OR GREATER THAN
2" MUST HAVE A MINIMUM CHARPY V NOTCH TOUGHNESS OF 20 FT-LB AT 70 DEGREES
FAHRENHEIT MEASURED AT ANY LOCATION PERMITTED BY ASTM A673, FREQUENCY P, WHERE
THE PLATE IS USED FOR THE FOLLOWING: MEMBERS BUILT UP FROM PLATE, CONNECTION
PLATES WHERE INELASTIC STRAIN UNDER SEISMIC LOADING IS EXPECTED, AND THE STEEL
CORE OF BUCKLING RESTRAINED BRACES.
18. PROTECTED ZONES
A. THE FOLLOWING ARE CONSIDERED PROTECTED ZONES OF THE DESIGNATED SEISMIC FORCE
RESISTING SYSTEM:
1. THE STEEL CORE OF BRACES AND ELEMENTS THAT CONNECT THE STEEL CORE TO THE
BEAMS AND COLUMNS.
B. PROTECTED ZONES MUST COMPLY WITH THE FOLLOWING REQUIREMENTS:
1. WITHIN THE PROTECTED ZONE, HOLES, TACK WELDS, ERECTION AIDS, AIR ARC GOUGING,
AND UNSPECIFIED THERMAL CUTTING FROM FABRICATION OR ERECTION OPERATIONS
MUST BE REPAIRED AS REQUIRED BY THE ENGINEER OF RECORD.
2. ARC SPOT WELDS AS REQUIRED TO ATTACH DECKING ARE PERMITTED.
3. DECKING ATTACHMENTS THAT PENETRATE THE BEAM FLANGE ARE NOT TO BE PLACED
ON BEAM FLANGES WITHIN THE PROTECTED ZONE, EXCEPT POWER ACTUATED
FASTENERS UP TO 0.18" DIAMETER ARE PERMITTED.
4. WELDED, BOLTED, OR SCREWED ATTACHMENTS OR POWER ACTUATED FASTENERS FOR
PERIMETER EDGE ANGLES, EXTERIOR FACADES, PARTITIONS, DUCT WORK, PIPING, OR
OTHER CONSTRUCTION ARE NOT BE PLACED WITHIN THE PROTECTED ZONE.
5. SEE S-601 FOR ADDITIONAL PROTECTED ZONE INFORMATION.
STRUCTURAL STEEL:
1. SPECIFICATIONS SECTION 05 21 00
2. DESIGN, FABRICATE, AND ERECT STEEL JOISTS, BRIDGING, CONNECTIONS, AND ACCESSORIES IN
ACCORDANCE WITH SJI SPECIFICATIONS AS MODIFIED BY CONTRACT DOCUMENTS.
3. JOISTS CALLED OUT ON CONTRACT DRAWINGS ARE SIZED FOR EQUIVALENT UNIFORM GRAVITY
LOADS ONLY. FURTHER DESIGN AND MODIFY JOISTS AS REQUIRED FOR ADDITIONAL DISTRIBUTED
AND CONCENTRATED DEAD, LIVE, WIND INCLUDING UPLIFT, AND OTHER LOADS INDICATED ON
CONTRACT DRAWINGS, REQUIRED TO SUPPORT PIPING OR OTHER UTILITIES, OR SUPPLIED BY
EQUIPMENT VENDORS.
4. ATTACH JOISTS TO SUPPORTING STRUCTURAL MEMBERS OR BEARING PLATES USING MINIMUM 1/8" X 3" LONG FIELD FILLET WELD ON EACH SIDE OF SEAT, UNLESS NOTED OTHERWISE. USE 1/2"-DIAMETER
BOLTS MINIMUM FOR NON-PANELIZED JOISTS OF 40 FT OR GREATER SPAN. WELD JOIST TO
SUPPORTING MEMBER OR BEARING PLATE AT LOCATIONS WHERE 1/2" DIAMETER BOLTS ARE USED
FOR ERECTION PURPOSES.
5. INSTALL JOISTS SUPPORTING STEEL DECK TO PROVIDE FLAT PLANE FOR DECK ATTACHMENT.
PROVIDE JOIST MODIFICATIONS AND SHIMS WHERE REQUIRED.
6. PROVIDE ADDITIONAL BRIDGING AT ROOF JOISTS AS REQUIRED FOR UPLIFT LOADS INDICATED ON
CONTRACT DRAWINGS.
7. THE FOLLOWING ARE PROHIBITED WITHOUT EXPLICIT PRIOR APPROVAL IN WRITING FROM
STRUCTURAL ENGINEER OF RECORD:
A. CHANGE OF JOIST DEPTH FROM THAT INDICATED.
B. USE OF BOLTS LARGER THAN INDICATED FOR JOIST ATTACHMENT.
C. ANY MODIFICATION OF JOISTS NOT DISCUSSED ABOVE.
8. WHERE JOISTS ARE ADJACENT TO PARALLEL LOAD-BEARING WALLS, REDUCE CAMBER TO 25% OF SJI
STANDARD VALUE AT FIRST JOIST, 50% AT SECOND JOIST, AND 75% AT THIRD JOIST.
9. BEARING DEPTH IS MEASURED AT THE END OF THE BEARING SEAT. BEARING DEPTHS ASSUME 3" BEARING SEAT LENGTH FOR K SERIES JOISTS. CONTRACTOR TO COORDINATE BEARING DEPTHS WITH
JOIST MANUFACTURER REQUIREMENTS, ED DETAILS AND DETAILS ON S-506.
10. JOIST DEFLECTION MUST NOT EXCEED 1/240 OF THE SPAN DUE TO TOTAL LOAD NOR 1/360 OF THE
SPAN DUE TO LIVE LOAD.
11. PROVIDE SKEWED AND SLOPED JOIST SEATS WHERE APPLICABLE.
STEEL JOISTS:
STEEL DECK:
1. SPECIFICATIONS SECTION 05 40 00
2. DESIGN, FABRICATE, AND ERECT COLD-FORMED STEEL FRAMING IN ACCORDANCE WITH AISI COLD-
FORMED STEEL DESIGN MANUAL AND APPLICABLE SSMA PUBLICATIONS AS MODIFIED BY CONTRACT
DOCUMENTS.
3. SHAPE DESIGNATIONS FOR STUDS, JOISTS, TRACK, CHANNELS, AND FURRING CHANNELS: PER SSMA
PRODUCT TECHNICAL INFORMATION, INDICATING MEMBER DEPTH, STYLE, FLANGE WIDTH, AND
MATERIAL THICKNESS.
4. FRAMING MEMBERS
A. ASTM A653 GRADE 33, Fy = 33 KSI, UNLESS NOTED OTHERWISE.
B. ASTM A653 GRADE 50, Fy = 50 KSI, FOR MATERIAL THICKNESS 54 MILS OR GREATER AND WHERE
INDICATED AS "(50)".
5. FINISH: HOT-DIP GALVANIZE TO PROVIDE COATING CLASS G90.
6. MECHANICAL FASTENERS: CORROSION-RESISTANT-COATED, SELF-DRILLING, SELF-THREADING STEEL
DRILL SCREWS WITH LOW PROFILE HEADS BENEATH SHEATHING AND MANUFACTURER'S STANDARD
HEADS ELSEWHERE.
7. BOLTS: ASTM F3125, GRADE A325.
8. WELDING: IN ACCORDANCE WITH AWS D1.1 OR D1.3, AS APPLICABLE.
9. POWER-ACTUATED FASTENERS: TESTED AND ASSESSED IN ACCORDANCE WITH LATEST EDITION OF
ICC-ES AC70. SUBMIT CORRESPONDING ICC EVALUATION SERVICE REPORT.
1. SPECIFICATIONS SECTION 05 50 13
2. FABRICATE AND INSTALL STEEL BAR GRATING IN ACCORDANCE WITH NAAMM MANUALS AS MODIFIED
BY CONTRACT DOCUMENTS.
3. MATERIAL: ASTM A1011, GALVANIZED.
4. CONSTRUCTION: WELDED.
5. MAIN BEARING BARS: 3/16"X1 1/4" AT 1 3/16" CENTERS UNLESS NOTED OTHERWISE.
6. CROSS BARS: AT 4" CENTERS.
7. SURFACE: PLAIN.
8. FABRICATE GRATING IN SECTIONS NOT GREATER THAN 5 FEET WIDE.
COLD-FORMED STEEL FRAMING:
STEEL GRATING:
8. CONTROL JOINTS
A. NOT PERMITTED IN STRUCTURAL MASONRY WALLS. INSTEAD, PROVIDE CONTINUOUS
HORIZONTAL REINFORCEMENT AS STATED ABOVE TO COMPLY WITH NCMA TEK 10-3, CONTROL
JOINTS FOR CONCRETE MASONRY WALLS - ALTERNATIVE ENGINEERED METHOD.
B. PROVIDE 1" GAP AT INTERFACES BETWEEN NON-STRUCTURAL MASONRY PARTITIONS AND
STRUCTURAL MASONRY WALLS, WITH CONTINUOUS COMPRESSIBLE FILLER OR FIRE SAFING
INSULATION WHERE REQUIRED FOR FULL WIDTH AND LENGTH OF JOINT.
9. TOP CLIP SUPPORTS
A. WHERE TOP OF WALL IS NOT OTHERWISE LATERALLY SUPPORTED, PROVIDE ANGLES, BENT
PLATES, OR DIAGONAL BRACING PER TYPICAL DETAILS ON CONTRACT DRAWINGS, UNLESS
NOTED OTHERWISE.
REINFORCED MASONRY (CONTINUED):
19. BUCKLING RESTRAINED BRACE CONFORMANCE DEMONSTRATION
A. THE DESIGN OF BRACES MUST BE BASED UPON RESULTS FROM QUALIFYING CYCLIC TESTS IN
ACCORDANCE WITH THE PROCEDURES AND ACCEPTANCE CRITERIA OF AISC 341 SECTION K3.
QUALIFYING TEST RESULTS MUST CONSIST OF AT LEAST TWO SUCCESSFUL CYCLIC TESTS; ONE
IS REQUIRED TO BE A TEST OF A BRACE SUBASSEMBLAGE THAT INCLUDES BRACE CONNECTION
ROTATIONAL DEMANDS COMPLYING WITH SECTION K3.2 AND THE OTHER MUST BE EITHER A
UNIAXIAL OR A SUBASSEMBLANGE TEST COMPLYING WITH SECTION K3.3. BOTH TEST TYPES
MUST BE BASED UPON ONE OF THE FOLLOWING:
1. TESTS REPORTED IN RESEARCH OR DOCUMENTED TESTS PERFORMED FOR OTHER
PROJECTS.
2. TESTS THAT ARE CONDUCTED SPECIFICALLY FOR THE PROJECT.
B. INTERPOLATION OR EXTRAPOLATION OF TEST RESULTS FOR DIFFERENT MEMBER SIZES MUST
BE JUSTIFIED BY RATIONAL ANALYSIS THAT DEMONSTRATES STRESS DISTRIBUTIONS AND
MAGNITUDES OF INTERNAL STRAINS CONSISTENT WITH OR LESS SEVERE THAN THE TESTED
ASSEMBLIES AND THAT ADDRESSES THE ADVERSE EFFECTS OF VARIATIONS IN MATERIAL
PROPERTIES. EXTRAPOLATION OF TEST RESULTS MUST BE BASED UPON SIMILAR
COMBINATIONS OF STEEL CORE AND BUCKLING RESTRAINING SYSTEM SIZES. TESTS ARE
PERMITTED TO QUALIFY A DESIGN WHEN THE PROVISIONS OF AISC 341 SECTION K3 ARE MET.
20. PROVIDE STANDARD WELD ACCESS HOLES PER AWS D1.1 AS REQUIRED AT WELD LOCATIONS.
21. SEE OTHER DISCIPLINE DRAWINGS FOR MISCELLANEOUS STEEL NOT SHOWN ON STRUCTURAL
DRAWINGS AND SUBMIT SEPARATE SHOP DRAWINGS FOR REVIEW AND APPROVAL
22. PROVIDE ADDITIONAL MISCELLANEOUS STEEL AS REQUIRED TO PROVIDE SUPPORT OR STABILIZATION
AROUND AND THROUGHOUT THE STRUCTURE. NOT EVERY DETAIL IS SHOWN.
STRUCTURAL STEEL (CONTINUED):
1. SOURCE: MARCH AIR RESERVE BASE 2-BAY KC46A HANGAR GEOTECHNICAL ENGINEERING REPORT
PREPARED BY TRINITY GEOTECHNICAL ENGINEERING, INC. DATED JULY 11, 2023
2. SITE PREPARATION
A. PROVIDE EXCAVATION, FILL, AND BACKFILL IN ACCORDANCE WITH CONTRACT DRAWINGS AND
SPECIFICATIONS DIVISION 31.
B. NOTIFY CONTRACTING OFFICER'S REPRESENTATIVE WHEN LOOSE OR SOFT SOILS ARE
EXPOSED WHERE SLABS, MATS, OR FOOTINGS ARE TO BE PLACED SO THAT A DETERMINATION
MAY BE MADE REGARDING IMPROVEMENT OF THIS POTENTIALLY UNDESIRABLE CONDITION.
C. IT IS ANTICIPATED GROUNDWATER WILL AFFECT CONSTRUCTION WITHIN THE BOUNDARIES OF
THE ALLUVIAL DEPOSITS.
GEOTECHNICAL INFORMATION:
US Army Corps of Engineers ®
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58'-0" 31'-8"
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TOC EL 99'-0"
TOC EL 99'-4"
TOC EL 99'-2"
TOC EL 99'-0"
TOC EL 99'-6"
TOC EL 99'-2"CTJ CTJ CTJ CTJ CTJ
CTJ CTJ CTJ CTJ CTJ
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TOC EL 99'-2"
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TOC EL 100'-0"
6" SLAB ON GRADE. SEE NOTES FOR
ADDITIONAL INFORMATION.
8" SLAB ON GRADE. SEE NOTES FOR
ADDITIONAL INFORMATION.
10" SLAB ON GRADE. SEE NOTES FOR
ADDITIONAL INFORMATION.
RAMP. SEE ARCHITECTURAL
DRAWING A-100 FOR LOCATION,
SLOPE, AND EDGE PROFILE.
RECESSED SLAB. SEE ARCHITECTURAL
DRAWINGS A-401 AND A-403 FOR
LOCATION.
TRENCH DRAIN. SEE S-510 AND
ARCHITECTURAL DRAWING A-720
FOR ADDITIONAL INFORMATION.
16" SLAB ON GRADE KEEL. SEE NOTES
FOR ADDITIONAL INFORMATION.
GENERAL SHEET NOTES
SHEET KEYNOTES
LEGEND
US Army Corps of Engineers ®
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R P
S O
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IN
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S
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A
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N N
O
N
3 5 7 9 11 13 15 17 19
L
J
G
E
C
A
D A
T E
M A
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D E
S C
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IP
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IO
N
2 4 6 8 10 12 14 16 18
M
K
H
F
D
B
P
Q
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S
T
U
V
W
X
20 21 22 23 24 25 26
C D
E
A
B
G
J
F
H
KEY PLAN
PLAN NORTH
HGR
M A
R C
H A
IR
R
E S
E R
V E
B A
S E
K C
-4 A
T W
O -B
A Y
M A
IN
T
E N
A N
C E
H A
N G
A R
P D
P G
C E
R T
IF
IE
D F
IN
A
L D
E S
IG
N
S U
B M
IT
T
A L
S-111
S L A
B J
O
IN
T
IN
G P
L A
N
A R
E A
A
L O
U
IS
V
IL
L E
D
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A P
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SCALE: 1/8" = 1'-0"
A1
SLAB JOINTING PLAN - AREA A
1. SEE S-110 FOR NOTES.
0 4' 8' 16'
1 HSS8X8X1/2 COLUMN WITH TYPE H BASEPLATE
PER S-596. SEE PLANS FOR LOCATION TO GRID
LINE.
2 LADDER PER ARCHITECTURAL DRAWING A-100.
LADDER SUPPORT PER A17/S-575.
C
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T
IF
IE
D
F
IN
A L D
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I G N
S U
B M
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T
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A
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IN
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W
2Q R
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L
M
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H
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3 4 5 6 7
MATCH LINE
A1 / S-111
M A
T C
H L
IN
E
A
S -1
M A
T C
H L
IN
E
A
S -1
MATCH LINE
A1 / S-116
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1 1
TYP
3 33
TYP
6" SLAB ON GRADE. SEE NOTES FOR
ADDITIONAL INFORMATION.
8" SLAB ON GRADE. SEE NOTES FOR
ADDITIONAL INFORMATION.
10" SLAB ON GRADE. SEE NOTES FOR
ADDITIONAL INFORMATION.
RAMP. SEE ARCHITECTURAL
DRAWING A-100 FOR LOCATION,
SLOPE, AND EDGE PROFILE.
RECESSED SLAB. SEE ARCHITECTURAL
DRAWINGS A-401 AND A-403 FOR
LOCATION.
TRENCH DRAIN. SEE S-510 AND
ARCHITECTURAL DRAWING A-720
FOR ADDITIONAL INFORMATION.
16" SLAB ON GRADE KEEL. SEE NOTES
FOR ADDITIONAL INFORMATION.
GENERAL SHEET NOTES
SHEET KEYNOTES
LEGEND
US Army Corps of Engineers ®
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
A N
S I E
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
N
3 5 7 9 11 13 15 17 19
L
J
G
E
C
A
D A
T E
M A
R K
D E
S C
R
IP
T
IO
N
2 4 6 8 10 12 14 16 18
M
K
H
F
D
B
P
Q
R
S
T
U
V
W
X
20 21 22 23 24 25 26
C D
E
A
B
G
J
F
H
KEY PLAN
PLAN NORTH
HGR
M A
R C
H A
IR
R
E S
E R
V E
B A
S E
K C
-4 A
T W
O -B
A Y
M A
IN
T
E N
A N
C E
H A
N G
A R
P D
P G
C E
R T
IF
IE
D F
IN
A
L D
E S
IG
N
S U
B M
IT
T
A L
S-112
S L A
B J
O
IN
T
IN
G P
L A
N
A R
E A
B
L O
U
IS
V
IL
L E
D
IS
T R
IC
T
D
R M
A R
T
IN
L U
T H
E R
K
IN
G J
R P
L
L O
U
IS
V
IL
L E
K
E N
T U
C K
Y
B U
R N
S A
N D
M c D
O N
N E
L L
W
A R
D P
A R
K W
A Y
K
A N
S A
S C
IT
Y
M
IS
S
O U
R I
B H
U M
P H
R E
Y
Z A
D A
M S
J K
L
IN
G
P M
A N
IS
A P
R
IL
SCALE: 1/8" = 1'-0"
A1
SLAB JOINTING PLAN - AREA B
0 4' 8' 16'
1. SEE S-110 FOR NOTES.
1 DUCTBANK PENETRATION. SEE R13/S-502 FOR
ADDITIONAL INFORMATION.
2 FLOOR DRAIN. SEE MECHANICAL DRAWINGS
P-101 THROUGH P-109 FOR ADDITIONAL
INFORMATION.
3 HSS8X8X1/2 COLUMN WITH TYPE H BASEPLATE
P…
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