250172_ATT11_Drawings.pdf
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- Solicitation number
- FA813726R0016
About this file
This document is a set of 35% design construction drawings for a federal military construction project at Tinker Air Force Base, Oklahoma.
The project, designated WWYK250172, involves replacing the walls of the Iszard Pool House (Building B5730). The scope of work includes demolishing and removing existing 6-inch concrete masonry unit (CMU) privacy fencing at 8 feet tall and wood privacy fencing (1x6 wood slats at 8 feet tall), then replacing both with new 8-foot-tall metal shadow-style privacy fencing in Patrician Bronze color. The project also requires replacing a 9-foot-wide double utility gate with a new double 8-foot-tall metal panel gate, removing and replacing downspouts and gutters with appropriate drainage to storm drains or splash blocks, repairing and repainting interior and exterior CMU walls, patching cracked brick veneer at building corners, providing new concrete sidewalks and pads to egress gates, installing new "egress only" gates with metal panels, and replacing the roof system with an 80-mil white PVC membrane meeting ASTM and ASHRAE reflectivity standards. The electrical work includes removing and installing new lighting poles, LED fixtures, GFCI receptacles, panelboards, conduits, and related equipment. The construction drawings were prepared by the 72nd Air Base Wing Civil Engineer Directorate and include site plans, utilities, structural plans and details, architectural demolition and new work plans, roof demolition and new work details, and electrical demolition and new work plans. The design is at 35% completion as of February 2, 2026.
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REVIEWED BY:
REVIEWED BY:
USING AGENCY:
ASBESTOS EVALUATION:
SAFETY:
DATE:
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INDUSTRIAL HYGIENE:
DATE:
PROJECT DRAWING INDEX SIGNATURES
CORROSION ENGINEER: (CECE)
CE OPERATIONS: (CECO)
COMMUNICATIONS: (COMM)
CHIEF ENGINEER DIR: (CECE)
CHIEF DESIGN BRANCH: (CECE)
DESIGN MANAGER: (CECE)
ZONE MANAGER:
CONSTRUCTION MANAGEMENT: (CECE)
ENVIRONMENTAL:
BASE CIVIL ENGINEER: (CE)
FIRE DEPARTMENT
GENERAL1. BRAND NAMES: REFERENCE TO SPECIFIC BRAND NAMES
OR COMPANIES IS FOR THE PURPOSE OF ESTABLISHING
MINIMUM QUALITY STANDARDS, IDENTIFICATION AND
GUIDANCE AND IS NOT INTENDED TO LIMIT SELECTION OF
OTHER MANUFACTURERS THAT ARE EQUAL OR EXCEED
THE SPECIFIED ITEMS IN TERMS OF PHYSICAL
PROPERTIES, INCLUDING, COLOR RANGE, FINISH,
DURABILITY, APPEARANCE, PERFORMANCE
CHARACTERISTICS, AND OTHER FACTORS. OTHER
PRODUCTS, MATERIALS, COLORS AND SYSTEMS, MAY BE
SUBMITTED FOR EVALUATION AND
APPROVAL/DISAPPROVAL BY THE CONTRACTING OFFICER.
2. THIS SET OF CONSTRUCTION DOCUMENTS SHALL BE
CONSIDERED AS A WHOLE IN THAT THE GENERAL
CONTRACTOR AND ALL THE SUB-CONTRACTORS ARE
RESPONSIBLE FOR THE INFORMATION PRESENTED ON ALL
SHEETS ON THE SET OF DRAWINGS AND ALL SECTIONS OF
THE SPECIFICATIONS.
3. THE CONTRACTOR IS RESPONSIBLE FOR ERECTING ALL
CONSTRUCTION FENCING AND BARRICADES AS REQUIRED
TO PROTECT CONSTRUCTION MATERIAL AND TO PREVENT
ANY UNAUTHORIZED PERSONNEL FROM ENTERING THE
CONSTRUCTION SITE.
4. ANY DAMAGE TO THE EXISTING GROUNDS OR FACILITIES
CAUSED BY CONSTRUCTION TRAFFIC OR ANY
CONSTRUCTION OPERATION SHALL BE REPAIRED OR
REPLACED BY THE CONTRACTOR TO MATCH OR EXCEED
EXISTING CONDITIONS AT NO ADDITIONAL COST TO THE
GOVERNMENT.
5. ALL WORK NOTED & LOCATED IN THESE DOCS SHALL BE
UNDERSTOOD BY THE CONTRACTOR TO REQUIRE ALL NEW
LABOR & MATERIALS UNLESS SPECIFICALLY NOTED TO BE
"EXISTING" OR "BY OTHERS".
WWYK250172
REPLACE WALLS OF THE
ISZARD POOL HOUSE,
B5730
KEY PLAN:
GENERAL NOTES:
DISCIPLINE
PROJECT
LOCATION
1 G-101 GENERAL NOTES & VICINITY MAP
SHT.SEQ. SHEET TITLE
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SHEET
SHEET NUMBER
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AIR FORCE MATERIEL COMMAND
72 ABW CIVIL ENGINEER DIRECTORATE
TINKER AFB, OK
35%
DESIGN
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AP
01 16
SITE PLAN AND UTILITIESC-101
3 GENERAL NOTESS-001
4 GENERAL NOTESS-002
5 STRUCTURAL GENERAL NOTESS-003
6 S-004 7 S-101 8 S-501
9 ARCHITECTURAL DEMOLITIONAD-101
10 ARCHITECTURAL NEW WORKA-101
STRUCTURAL DETAILS
SPECIAL INSPECTIONS
STRUCTURAL PLAN AND DETAILS
ROOF DEMOLITION
ROOF NEW WORK
ROOF DETAILS
RD-101
R-101 R-501
ARCHITECTURAL NEW WORKA-102
ELECTRICAL DEMOLITION PLAN
ELECTRICAL NEW WORK PLAN
ED-101
E-101
57025703
M cN ar ne y Av e.
TWINING DR.
R U
N W
AY
8/
RUNWAY 13/31
TA
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TAXIW
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TAXIWAY B
TAXIWAY C
TAXIWAY M
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TAXIWAY A
TAXIW
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TAXIWAY C
TAXIWAY D
TAXIWAY EE
TAXIWAY F
Elm C reek
Crutcho Creek
Kuhlman Creek
Soldier Creek
Kuhlman Creek
Elm C reek
East Crutcho Creek
Elm Creek
El m
C re ek
Elm Creek
Elm C reek
Elm CreekElm C reek
Ku hlm an C re ek
Ea st
C ru tc ho
C re ek
Elm C ree k
West Crutcho Creek
W es t C ru tc ho
C re ek
Elm Creek
Soldier Creek
Elm C reek
Soldier CreekSoldier Creek
Ea st
C ru tc ho
C re ek
Elm Creek
Ea st
C ru tc ho
C re ek
East C rutcho C reek
Soldier Creek
So ld ie r C re ek
East C rutch o Creek
Soldier C reek
Soldier C reek
So ld ie r C re ek
East Crutcho Creek
416506
21222121
59475946
11401128
62540
61089
838837
62509
62528
62523
62501X
43774
62512
62516
62525
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62543
32101
71086
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930G
948-E
911-E
948-W
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33001
35913
62501
65672
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45134
43609
42116
62517
62515
62526
62527
62503
62513
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15908
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15904
15908
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62514
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61018
71089
45134
96022
43120
41157
44045
45815
40592
43610
62522
41163
15930
15930
11824
Arnold St.
Ea st
D r.
SE 74th St
SE 59th St.
Ai r D ep ot
Patrol Rd.
St af f D r.
Reserve Rd.
5th Ave
"A " A ve
M un iti on s R d.
W ar eh ou se R d.
"B " A ve
7th St.
"H " A ve
M cN ar ne y Av e.
Mitchell Ave
Al er t R d.
Co ok
A ve
W es t D r.
"E "A ve
Extender Dr.
Sentry Rd.
34th St.
Twining Dr.
5th Ave.
Jo ne s
Globemaster Dr.
To w er R d.
Vanaman Rd.
In du st ria l B lv d.
So ut h St
1st St.
Do ol itt le
A ve
Pi cn ic R d.
Ja m es D r.
W ol fe D r.
Ai r D ep ot
Ai r D ep ot
"D " A ve
Perimeter Rd.
Rapcon Rd.
Reserve Rd
"L " A ve
Mercury Rd.
1st St.
Br ow n Dr
Po nd
R d.
O ld
A ir
De po t
Airey Dr.
Bradley Dr.
Entrance Road "C"
Entrance Road "A"
"C " A ve
"C " A ve
Vandenberg Dr.
Hi llt op R d.
Do rm ito ry
R d.
Dormitory Rd.
"M " A ve
Chennault Dr.
M itc he ll A ve
Spaatz Dr.
Co m m od ity D r.
Doolittle Ave
W hi te D r.
3rd Ave.
"D " D riv e
Ba ll
Pa rk
R d.
Joint STARS Dr.
Ai r D ep ot
B lv d
Turbine Dr. Turbine Dr.
Central Plant Dr.
6th St.6th St.
Falco n Dr.
Blackb ird
Dr.
W ey la nd
L oo p
Pegasus Dr.
Thunderbolt D r.
Munitions Rd. Ext.
Codding Rd.
Starlifter Dr.
Chidlaw Ct.
Co rs ai r D r.
Ra pt or Ct
N ig ht H aw k
Ct
Ph an to m
D r.
Fr an kl in
Po w er ho us e
Dr
Sk ym as te r D r.
Spaatz Ct.
La w re nc e
M un de ll
Nabors Dr.
In tr ud er
D r.
M cN ic kl e
M ill er D r.
Ta il
Fe at he r D r.
Holden Dr.
Ai re y C ir.
Smith Ct.
Ra ve n Ct
Air Dep ot Ai r D ep ot
Vanaman Rd.
1st St.
1st St.
TAXIWAY F
Ra w li ng s A ve
Mitc he ll A ve
Mercury Rd.
Ra ily ar d
Rd
He rc ul es
R d.
"F " A ve
Pr op ul sio n Dr
Stratofortress Dr.
96021
Arnold St.
62501W 62501E
TWINING DR.
TINKER AFB, OK
VICINITY MAP
BASE
OPERATIONS
B240
CONTRACTING
B3
GOTT
GATE
TINKER GATE
PASS & ID B6611
HRUSKOCY
GATE
EAKER GATE
FIRE DEPARTMENT
B117
VANCE
GATE
LIBERATOR GATE
HOPE
GATE
LEGEND
CONTRACTOR
HAUL ROUTE
LANCER
GATE
TRUCK GATE
PIAZZA GATE
BASE CIVIL
ENGINEER
B400
PROJECT
LOCATION
(FUTURE
HAUL ROUTE)
(F
UT
UR
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HA
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FUTURE
TRUCK GATE
FUTURE
HAUL ROUTE
OF
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AIR FORCE MATERIEL COMMAND
TINKER AFB, OK
AIR FORCE MATERIEL COMMAND
72 ABW CIVIL ENGINEER DIRECTORATEGENERAL NOTES
KEYED NOTES
1. THE DRAWING WAS PREPARED FROM EXISTING DRAWINGS AND LIMITED ACCESS
FOR FIELD OBSERVATIONS. CONTRACTOR SHALL FIELD VERIFY EXISTING
CONDITIONS FOR ACCURACY.
DEMOLISH AND REMOVE MASONRY PRIVACY FENCE (6" CMU AT 8 FEET TALL).
REPLACE WITH 8'-0" TALL SHADOW STYLE PRIVACY FENCE.
DEMOLISH AND REMOVE WOOD PRIVACY FENCE (1x6 WOOD SLATS AT 8 FEET
TALL) REPLACE WITH 8'-0" TALL SHADOW STYLE PRIVACY FENCE.
REMOVE AND REPLACE WOOD UTILITY GATE W/ CONCRETE PAD. REFER DETAIL
2/C-101 & 3/C-101
PROVIDE EGRESS GATE, TO MATCH SHADOW STYLE PRIVACY FENCE. PROVIDE
CONCRETE SIDEWALK FROM GATE TO EXISTING SIDEWALK. REFER DETAIL 2/C-101
METAL MAN GATE, EXISTING TO REMAIN
LOW ORNAMENTAL PICKET METAL POOL FENCE, EXISTING TO REMAIN
BATH HOUSE ENTRY SIDEWALK LEADING TO MCNARNEY AVE, EXISTING TO
REMAIN.
SIDEWALK LEADING TO NORTH DRIVE, EXISTING TO REMAIN.
PARKING SPACES AT NORTH DRIVE, EXISTING TO REMAIN.
SIDEWALK LEADING TO TWINING DR CROSSWALK & CHILDREN'S CENTER, B5510,
EXISTING TO REMAIN.
C-101
SITE PLAN AND UTILITIES
NTS
35%
DESIGN
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C-101
SIDEWALK DETAIL
NTS
C-101
SLOPED SLAB BASE DETAIL
3/4"=1'-0"
122'-8"
'-8
6 6
1. ALL MATERIALS, EQUIPMENT AND CONSTRUCTION SHALL MEET THE REQUIREMENTS OF THE
OKLAHOMA DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS FOR HIGHWAY
CONSTRUCTION.
2. SUBGRADE SHALL BE COMPACTED TO 98% MODIFIED PROCTOR DENSITY.
3. BASE SHALL BE COMPACTED TO 98% MODIFIED PROCTOR DENSITY.
4. SIDEWALK WIDTH SHALL BE AS SPECIFIED IN THE WORK ORDER. MINIMUM = 5' - 0", MAXIMUM = 10' - 0".
5. TOOLED OR SAWED JOINTS SHALL BE SPACED AT THE WIDTH DIMENSION.
6. EXPANSION JOINTS SHALL BE PLACED EVERY 10TH JOINT OR 50', WHICHEVER IS LESS.
7. CROSS SLOPE ALL SIDEWALKS 1/8" PER FOOT IN THE DIRECTION OF NATURAL DRAINAGE. IF DRAINAGE
IS AWAY FROM SIDEWALK IN BOTH DIRECTIONS, THEN THE SIDEWALK SHALL BE CROWNED.
5" PCC
4" Compacted Aggregate Base 4" Scarified & Compacted Subgrade
1'-6"
10"
SLOPED CONCRETE PAVING
COMPACTED AGGREGATE BASE
COMPACTED SUBGRADE
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SHEET
SHEET NUMBER
SH
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AIR FORCE MATERIEL COMMAND
72 ABW CIVIL ENGINEER DIRECTORATE
TINKER AFB, OK
35%
DESIGN
W W
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03 16
& AND
@ AT
AB ANCHOR BOLT
ABV ABOVE
ADDL ADDITIONAL
ALT ALTERNATE
ARCH ARCHITECT(URAL)
ATR ALL THREAD ROD
B/ BOTTOM OF
BF BRACED FRAME
BLDG BUILDING
BLKD BLOCKED
BLKG BLOCK(ING)
BLW BELOW
BM BEAM
BN BOUNDARY NAILING
BRG BEARING
BTM BOTTOM
BP BASE PLATE
C= CAMBER
CFS COLD-FORMED STEEL
CIP CAST IN PLACE
CJ CONTROL JOINT
CL CENTER LINE
CLG CEILING
CLR CLEAR(ANCE)
CMU CONCRETE MASONRY
UNIT
CNTR CENTER(ED)
COL COLUMN
CONC CONCRETE
CONST CONSTRUCT(ION)
CONST JT CONSTRUCTION JOINT
CONT CONTINUOUS
CSK COUNTERSINK
d PENNY(NAILS)
DBL DOUBLE
DIA, Ø DIAMETER
DO DITTO
DWG DRAWING(S)
DWL DOWEL(S)
(E) EXISTING
EA EACH
EF EACH FACE
EJ EXPANSION JOINT
EL ELEVATION
ELEC ELECTRICAL
EMBED EMBED(ED)(MENT)
EN EDGE NAILING
EQ EQUAL
EQUIP EQUIPMENT
ESR EVALUATION SERVICE
REPORT
ES EACH SIDE
EW EACH WAY
EXT EXTERIOR
FDN FOUNDATION
FF FINISHED FLOOR
FG FINISH GRADE
FLR FLOOR
FN FIELD NAILING
FO FACE OF
FOC FACE OF CONCRETE
FOM FACE OF MASONRY
FOS FACE OF STUD
FP FULL PENETRATION
FRMG FRAMING
FS FAR SIDE
FT FOOT(FEET)
FTG FOOTING
GA GAUGE(GAGE)
GALV GALVANIZE(D)
GL GLUE LAMINATE
GLB GLUE LAMINATED
BEAM
GR GRADE
GYP GYPSUM
H HORIZONTAL
HD HOLDOWN
HDG HOT DIPPED
GALVANIZED
HDR HEADER
HGR HANGER
HK HOOK
HSS HOLLOW STRUCTURAL
SECTION
HT HEIGHT
IAPMO INTERNATIONAL
ASSOCIATION OF
PLUMBING AND
MECHANICAL
OFFICIALS
ID INSIDE DIAMETER
IJ ISOLATION JOINT
IN INCH(ES)
INT INTERIOR
JST JOIST
JT JOINT
L LONG (LENGTH)
LB POUND(S)
LLH LONG LEG
HORIZONTAL
LLV LONG LEG VERTICAL
LONG LONGITUDINAL
LW LIGHTWEIGHT
MAX MAXIMUM
MECH MECHANICAL
MEZZ MEZZANINE
MFR MANUFACTURER
MIN MINIMUM
MISC MISCELLANEOUS
MTL METAL
(N) NEW
N/A NOT APPLICABLE
NIC NOT IN CONTRACT
NS NEAR SIDE
NTS NOT TO SCALE
OC ON CENTER
OD OUTSIDE DIAMETER
OH OPPOSITE HAND
OPNG OPENING
OPP OPPOSITE
P/C PRECAST
PEMB PREENGINEERED
METAL BUILDING
PLATE
PLY PLYWOOD
PLF POUNDS PER LINEAR
FOOT
PNL PANEL
P/S PRESTRESS(ED)
PSF POUNDS PER SQUARE
FOOT
PSI POUNDS PER SQUARE
INCH
PT PRESSURE TREATED
R RADIUS
RBS REDUCED BEAM
SECTION
RCP REINF CONC PIPE
REF REFERENCE
REINF REINFORCE(ING)(MENT
REQD REQUIRED
RF ROOF
RO ROUGH OPENING
RTU ROOF TOP UNIT
SC SLIP CRITICAL
SCHED SCHEDULE
SHTG SHEATHING
SIM SIMILAR
SMS SHEET METAL SCREW
SOG SLAB ON GRADE
SPEC SPECIFICATION(S)
SQ SQUARE
STD STANDARD
STGR STAGGER(ED)
STIFF STIFFEN(ER)
STL STEEL
STRUCT STRUCTURAL
SYMM SYMMETRICAL
SW SHEAR WALL
T&B TOP & BOTTOM
T&G TONGUE & GROOVE
THK THICK(NESS)
THRD THREAD(ED)
TN TOE NAIL(ING)
T/CONC TOP OF CONCRETE
T/PARAPET TOP OF PARAPET
T/STEEL TOP OF STEEL
TOW TOP OF WALL
TOF TOP OF FTG/FDN
T/ TOP OF
TRANS TRANSVERSE
TYP TYPICAL
UNBLKD UNBLOCKED
UNO UNLESS NOTED
OTHERWISE
V VERTICAL
VIF VERIFY IN FIELD
W WIDTH (WIDE)
W/ WITH
WD WOOD
W/O WITHOUT
WP WORK POINT
WT WEIGHT
WWF WELDED WIRE FABRIC
X-STG EXTRA STRONG
XX-STG DOUBLE EXTRA
STRONG
YD YARD
ABBREVIATIONSGENERAL NOTES
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
18.
19.
20.
21.
22.
23.
ALL MATERIALS AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH LOCAL
STANDARDS AND APPLICABLE PROVISIONS OF THE UFC 3-301-01 (IBC 2024).
ANY DEVIATION FROM THE APPROVED CONTRACT STRUCTURAL DRAWINGS
SHALL ONLY BE MADE AFTER WRITTEN APPROVAL BY THE ENGINEER OF
RECORD.
ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE
WORKING DRAWINGS SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF
THE ENGINEER OF RECORD AND WORK SHALL NOT PROCEED UNTIL WRITTEN
DIRECTION IS PROVIDED BY THE ENGINEER OF RECORD.
PROJECT SPECIFICATIONS ARE PART OF THE CONSTRUCTION DOCUMENTS AND
ARE TO BE USED IN CONJUNCTION WITH THE PROJECT DRAWINGS.
NOTES AND DETAILS ON THE DRAWINGS SHALL TAKE PRECEDENCE OVER THESE
GENERAL NOTES AND TYPICAL DETAILS IN CASE OF CONFLICT.
DETAILS LABELED "TYPICAL" APPLY TO SITUATIONS OCCURRING THAT ARE THE
SAME OR SIMILAR TO THOSE SPECIFICALLY SHOWN. SUCH DETAILS APPLY
WHEREVER THEY OCCUR, EVEN WHEN NOT SPECIFICALLY REFERENCED ON THE
DRAWINGS.
WHERE NO CONSTRUCTION DETAILS ARE SHOWN, NOTED, AND DON'T APPEAR
TO ALIGN WITH TYPICAL DETAILS, CONTACT THE STRUCTURAL ENGINEER OF
RECORD.
IN NO CASE SHALL WORKING DIMENSIONS BE SCALED FROM PLANS, SECTIONS
OR DETAILS ON THESE STRUCTURAL DRAWINGS.
ELEVATIONS GIVEN ON THE STRUCTURAL DRAWINGS ARE REFERENCED FROM
FINISHED FLOOR, UNLESS OTHERWISE NOTED.
THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE
FINISHED STRUCTURE, UNLESS OTHERWISE NOTED. THEY DO NOT INDICATE THE
MEANS OR METHODS OF CONSTRUCTION. THE CONTRACTOR SHALL PERFORM
ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE, WORKMEN, AND
OTHER PERSONS DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE,
BUT ARE NOT LIMITED TO THE DESIGN, ERECTION, AND REMOVAL OF
TEMPORARY BRACING, SHORING, FALSEWORK, ETC. THE CONTRACTOR SHALL
SUPERVISE AND DIRECT THE WORK AND BE SOLELY RESPONSIBLE FOR ALL
CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, AND
PROCEDURES. OBSERVATION VISITS BY THE ENGINEER OF RECORD OR THEIR
DELEGATE DO NOT CONSTITUTE INSPECTION OR APPROVAL OF THE ABOVE
ITEMS.
VERIFICATION: THE DETAILING AND DIMENSIONS OF EXISTING STRUCTURES DO
NOT NECESSARILY REPRESENT THE AS-CONSTRUCTED CONDITIONS. THE
CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, AND SITE
CONDITIONS BEFORE STARTING WORK. NOTIFY THE ENGINEER OF RECORD
IMMEDIATELY OF ANY DISCREPANCIES. IN INSTANCES WHERE DISCREPANCIES
ARE IDENTIFIED, WORK SHALL NOT PROCEED UNTIL WRITTEN DIRECTION IS
PROVIDED BY THE ENGINEER OF RECORD.
THE CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF DETAILS,
DIMENSIONS AND SITE CONDITIONS TO AVOID THE INTERFERENCE OF
MATERIALS EMBEDDED IN CONCRETE OR MASONRY INCLUDING BUT NOT LIMITED
TO REINFORCING STEEL, PRESTRESSING STEEL AND HARDWARE,
MISCELLANEOUS STEEL AND CONDUITS.
PRIOR TO BEGINNING EXCAVATION, THE CONTRACTOR SHALL LOCATE AND
PROTECT UNDERGROUND OR CONCEALED UTILITIES WHERE NEW WORK IS
BEING PERFORMED. THE CONTRACTOR IS RESPONSIBLE FOR PROTECTING
EXISTING UTILITIES IN THE WORK AREA AND SHALL REPAIR ANY DAMAGE
CAUSED BY THEIR OPERATIONS AT THEIR COST.
CONSTRUCTION MATERIALS SHALL BE EVENLY DISTRIBUTED IF PLACED ON
FLOORS OR ROOFS DURING CONSTRUCTION. LOADS SHALL NOT EXCEED THE
DESIGN LIVE LOAD PER SQUARE FOOT. PROVIDE ADEQUATE SHORING AND/OR
BRACING WHERE STRUCTURE HAS NOT ATTAINED DESIGN STRENGTH.
CONCRETE SLAB ON GRADE IS TO HAVE REACHED IT'S FULL 28-DAY
COMPRESSIVE STRENGTH BEFORE LOADING.
PROVIDE A LIST OF ALL PROPOSED SUBSTITUTIONS AND MANUFACTURER'S ICC
ES REPORTS TO THE ENGINEER OF RECORD FOR REVIEW AND APPROVAL
BEFORE FABRICATION OR INSTALLATION.
OPENINGS, POCKETS, SLEEVES, BLOCK-OUTS, ETC. SHALL NOT BE PLACED IN
SLABS, FOUNDATIONS, ETC. UNLESS SPECIFICALLY DETAILED ON THESE
STRUCTURAL DRAWINGS. THE ENGINEER OF RECORD SHALL BE NOTIFIED WHEN
OTHER DRAWINGS SHOW OPENINGS, POCKETS, SLEEVES, BLOCK-OUTS, ETC.
THAT ARE NOT SHOWN ON THESE STRUCTURAL DRAWINGS.
NO STRUCTURAL MEMBER SHALL BE CUT OR MODIFIED FOR PIPES, DUCTS, ETC.,
UNLESS SPECIFICALLY SHOWN ON THESE STRUCTURAL DRAWINGS.
THESE STRUCTURAL DRAWINGS ILLUSTRATE THE NEW STRUCTURAL MEMBERS.
REFER TO ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR
NON-STRUCTURAL ITEMS WHICH REQUIRE SPECIAL PROVISIONS DURING
CONSTRUCTION OF THE STRUCTURAL MEMBERS.
REFER TO ARCHITECTURAL DRAWINGS FOR FLOOR DEPRESSIONS, SLOPES,
DRAINS, CURBS, PADS, EMBEDDED ITEMS, NON-BEARING PARTITIONS, AND
LOCATION AND DETAILS FOR ALL MISCELLANEOUS HANDRAILS, LADDERS,
HANGERS AND STEEL GRATINGS. REFER TO MECHANICAL AND ELECTRICAL
DRAWINGS FOR SLEEVES AND HANGARS FOR PIPES, DUCTS, AND EQUIPMENT.
SEE PLUMBING, FIRE PROTECTION, MECHANICAL, ELECTRICAL AND
MANUFACTURER'S DRAWINGS FOR TYPE, SIZE, LOCATION, ANCHORAGE
REQUIREMENTS AND PADS FOR ALL EQUIPMENT. MANUFACTURER'S TEMPLATES
SHOWING ANCHOR BOLT LOCATIONS SHALL BE OBTAINED FOR ALL EQUIPMENT.
COORDINATE WITH THE EQUIPMENT SUPPLIER PRIOR TO PLACING SLABS, WALLS
AND FOUNDATIONS.
THESE STRUCTURAL DRAWINGS INDICATE ONLY THE APPROXIMATE LOCATION
OF MECHANICAL, ELECTRICAL AND OTHER EQUIPMENT AS WELL AS THEIR
RELATED AUXILIARY FRAMING NECESSARY TO SUPPORT THE EQUIPMENT. THE
FINAL POSITIONING OF THESE ITEMS IS DEPENDENT UPON THE EQUIPMENT
PROVIDED. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING WORK
BETWEEN SUBCONTRACTORS IN THIS REGARD AND PROVIDING NECESSARY
INFORMATION AND DIMENSIONS IN A TIMELY MANNER TO ALL PARTIES INVOLVED.
OBSERVATION VISITS TO THE SITE BY THE ENGINEER OF RECORD OR THEIR
DELEGATE SHALL NOT CONSTITUTE REQUIRED SPECIAL INSPECTIONS NOTED
HEREIN.
THE CONCRETE SLABS ON GRADE HAVE NOT BEEN DESIGNED TO SUPPORT
CONSTRUCTION EQUIPMENT. THE CONTRACTOR IS RESPONSIBLE FOR THE
DESIGN OF THE SLAB WHERE CONSTRUCTION EQUIPMENT IS TO BE PLACED
THAT EXCEED THE DESIGN FLOOR LIVE LOAD. ANY DAMAGE TO THE CONCRETE
SLAB AS A RESULT OF CONSTRUCTION EQUIPMENT IS THE RESPONSIBILITY OF
THE CONTRACTOR AND SHALL BE REPAIRED AT THEIR COST. CONCRETE SLAB
ON GRADE IS TO HAVE REACHED IT'S FULL 28-DAY COMPRESSIVE STRENGTH
BEFORE LOADING.
-26 -35 -35
-16
DESIGN CRITERIA
1.
A.
B.
C.
2.
A.
B.
C.
A.
B.
C.
D.
E.
F.
G.
A.
B.
C.
D.
E.
F.
G.
H.
A.
B.
C.
D.
E.
F.
G.
H.
I.
J.
K.
L.
M.
N.
O.
THE DESIGN CRITERIA SHALL CONFORM TO THE PROVISIONS OF THE UFC 3-301-01, AND STANDARDS REFERENCED
THEREIN.
INTERNATIONAL BUILDING CODE (IBC) - 2024 EDITION
MINIMUM DESIGN LOADS FOR BUILDING AND OTHER STRUCTURES - ASCE 7-22
RISK CATEGORY OF BUILDING II
DESIGN LOADS:
ROOF DEAD LOAD
ROOF LIVE LOAD
FLOOR LIVE LOAD
3. SNOW DESIGN CRITERIA:
RISK CATEGORY
GROUND SNOW LOAD, p g MINIMUM ROOF SNOW LOAD, p s SNOW EXPOSURE FACTOR, C e SNOW LOAD IMPORTANCE FACTOR, I s THERMAL FACTOR, C t SLOPE FACTOR, C s
4. WIND DESIGN CRITERIA (IBC 1603.1.4):
RISK CATEGORY
DESIGN WIND SPEED (V ULT)
DESIGN WIND SPEED (V ASD)
EXPOSURE CATEGORY
TOPOGRAPHIC FACTOR (K zt) GCpi
GUST EFFECT FACTOR (G)
WIND BASE SHEAR (V W)
CORNER EDGE DISTANCE a = 4'-0" POSITIVE AND NEGATIVE VALUES SIGNIFY PRESSURES ACTING TOWARD AND AWAY FROM SURFACES, RESPECTIVELY.
5. SEISMIC DESIGN CRITERIA (IBC 1603.1.5):
RISK CATEGORY
IMPORTANCE FACTOR, I e
SITE CLASS
Ss
SMS
SDS
S1
SM1
SD1
SEISMIC DESIGN CATEGORY (SDC)
SEISMIC RESISTING SYSTEM
SEISMIC BASE SHEAR
RESPONSE COEFFICIENT (Cs)
RESPONSE MODIFICATION COEFF (R)
ANALYSIS PROCEDURE
6. FLOOD DESIGN DATA: NOT REQUIRED, NOT IN FLOOD ZONE.
7. SPECIAL LOADS: NO SPECIAL LOADS
8. ROOF DRAIN LOAD DATA:
A. 15 MINUTE RAIN INTENSITY
B. 60 MINUTE RAIN INTENSITY
10PSF+PEMB SELF WEIGHT
20 PSF (NON-REDUCIBLE)
150 PSF (CONCRETE SLAB ON GRADE)
II
18 PSF
13 PSF
1.0 1.0 1.0 1.0
II
109 MPH
85 MPH
C 0.85 +/- 0.18 0.85
4.2 KIPS PER FENCE POST
II
1.00 D 0.32g 0.36g 0.24g 0.081g 0.17g 0.11g B
STEEL SYSTEMS NOT SPECIFICALLY DESIGNED FOR
SEISMIC RESISTANCE (BUILDING), GROUND SUPPORTED
CANTILEVER FENCES (FENCE).
32.0 KIPS (BUILDING), 0.192*W (FENCE)
0.08 (BUILDING) 0.192 (FENCE)
3.0 (BUILDING) 1.25 (FENCE)
EQUIVALENT LATERAL FORCE
7.8 IN/HR
3.94 IN/HR
BUILDING COMPONENTS AND CLADDING
GROSS WIND PRESSURES (1.0W)
ZONE DESCRIPTION
EFFECTIVE AREA (FT
10 100 500
EFFECTIVE AREA (FT )
10 100 1000
16 161'
ROOF INT
ROOF EDGE
ROOF CORNER
WALL CORNER
-55 -35
-28 -22 -35 -22
1 ROOF MID -42 -26
-74 -35 26 20 26 20
-24 -24 16 16 16 16 16 16
4 WALL INTERIOR
POSITIVE PRESSURES (PSF) NEGATIVE PRESSURES (PSF)
) 22
SOILS AND FOUNDATIONS
1.
2.
3.
4.
5.
6.
7.
8.
9.
A.
B.
C.
D.
E.
F.
G.
H.
I.
J.
GEOTECHNICAL DESIGN CRITERIA
STRUCTURAL ENGINEER IS NOT RESPONSIBLE FOR ANY
GEOTECHNICAL ASPECT OF THIS PROJECT.
OWNER SHALL EMPLOY A GEOTECHNICAL ENGINEER LICENSED IN THE STATE OF
JURISDICTION TO PERFORM NECESSARY TESTING AND INSPECTIONS FOR
QUALITY CONTROL AND TO ENSURE THAT THE REQUIREMENTS OF THE
GEOTECHNICAL REPORT ARE COMPLIED WITH. TEST REPORTS SHALL BE
SUBMITTED DIRECTLY TO THE ARCHITECT AND ENGINEER FROM THE
GEOTECHNICAL ENGINEER, WITH A COPY TO THE CONTRACTOR.
FILLED EXCAVATIONS OR BURIED STRUCTURES SUCH AS CESSPOOLS, CISTERNS,
EXISTING FOUNDATIONS, ETC., OR ANY UNUSUAL SOILS CONDITIONS
ENCOUNTERED DURING SITE CLEARING OR EXCAVATION SHALL BE BROUGHT TO
THE ATTENTION OF THE ARCHITECT IMMEDIATELY. DO NOT PROCEED UNTIL
WRITTEN INSTRUCTIONS TO REMEDY ARE RECEIVED. ABANDONED FOOTINGS,
NEW OR EXISTING UTILITIES, ETC., THAT INTERFERE WITH NEW CONSTRUCTION
SHALL BE REROUTED OR REMOVED AS DIRECTED BY THE ARCHITECT.
SLOPE ALL EXTERIOR FINISHED GRADES AWAY FROM THE BUILDING TO ENSURE
NO PONDING OF WATER OCCURS AROUND BUILDINGS.
INSTALL ALL UNDERSLAB PIPING AND ELECTRICAL WORK AND RECOMPACT ANY
DISTURBED COMPACTED MATERIAL BEFORE PLACEMENT OF CONCRETE SLAB ON
GRADE.
CONTRACTOR IS RESPONSIBLE FOR ALL SHORING, CRIBBING, SHEET PILING, ETC.
AS REQUIRED TO SAFELY RETAIN EXCAVATIONS AND TRENCHES DURING
CONSTRUCTION. CONTRACTOR SHALL RETAIN A PROFESSIONAL ENGINEER
LICENSED IN THE STATE OF JURISDICTION TO DESIGN ALL SHORING, TIE BACKS,
ETC. WHERE SHORING IS TO BE PERMANENT, THE DESIGN MUST MEET ALL
REQUIREMENTS OF THE BUILDING CODE.
EXCAVATION DEPTH AND SIDEWALL INCLINATION SHALL NOT EXCEED THOSE
SPECIFIED IN LOCAL, STATE OR FEDERAL REGULATIONS INCLUDING THOSE
DEFINED IN SUBPART P OF CHAPTER 27, 29 CFR PART 1926 (OF FEDERAL
REGISTER). EXCAVATIONS MAY NEED TO BE WIDENED AND SLOPED, OR
TEMPORARILY BRACED TO MAINTAIN OR DEVELOP A SAFE WORK ENVIRONMENT.
CONTRACTOR IS SOLELY RESPONSIBLE FOR ASSESSING STABILITY UNDER
"MEANS AND METHODS."
REFER TO THE ARCHITECTURAL PLANS FOR PERIMETER INSULATION
REQUIREMENTS.
SOIL DESIGN PARAMETERS (SHALLOW FOUNDATIONS):
MINIMUM DEPTH OF BOTTOM OF FOOTINGS = 2'-0" BELOW LOWEST ADJACENT
GRADE
MINIMUM WIDTH OF COLUMN FOOTINGS = 2'-0"
MINIMUM WIDTH OF CONTINUOUS FOOTINGS = 1'-6"
FROST DEPTH = 2'-0"
ALLOWABLE NET VERTICAL BEARING PRESSURE FOR ISOLATED/PAD
FOOTINGS = 1500 PSF
ALLOWABLE NET VERTICAL BEARING PRESSURE FOR CONTINUOUS
FOOTINGS = 1500 PSF
COEFFICIENT OF FRICTION BETWEEN SOIL AND CONCRETE = 0.25 (ULTIMATE
VALUE)
PASSIVE EARTH PRESSURE = 150 PCF (SANDY CLAY)
UNIT WEIGHT = 120 PCF (SANDY CLAY)
SOIL SITE CLASS = D
THE FOUNDATION DESIGN IS BASED UPON THE IBC PRESUMPTIVE LOAD-BEARING VALUES.
SHOP DRAWINGS AND PRODUCT DATA
1.
2.
3.
4.
5.
6.
7.
8.
THE REVIEW OF SHOP DRAWINGS AND OTHER SUBMITTALS IS ONLY FOR REVIEW
OF GENERAL COMPLIANCE WITH THE DESIGN CONCEPT OF THE PROJECT AND
THE INFORMATION PROVIDED IN THE CONTRACT DOCUMENTS. IT IS THE
GENERAL CONTRACTOR'S RESPONSIBILITY TO REVIEW THE SHOP DRAWINGS
PRIOR TO SUBMITTING TO THE ARCHITECT. THE GENERAL CONTRACTOR IS
RESPONSIBLE FOR CONFIRMING AND CORRELATING ALL QUANTITIES AND
DIMENSIONS, SELECTING FABRICATION PROCESSES AND TECHNIQUES OF
CONSTRUCTION; COORDINATING THE WORK WITH THAT OF ALL OTHER TRADES;
AND PERFORMING THE WORK IN A SAFE AND SATISFACTORY MANNER.
SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL ITEMS IN
ADDITION TO ANY ITEMS REQUIRED BY THE SPECIFICATIONS. THE SUBMITTALS,
TESTING & INSPECTION MATRIX IS PROVIDED AS A GUIDE ONLY, AND MAY NOT BE
ALL-INCLUSIVE. CONSTRUCTION DOCUMENTS SHALL NOT BE REPRODUCED FOR
USE AS SHOP DRAWINGS.
THE GENERAL CONTRACTOR SHALL REVIEW AND STAMP ALL SHOP DRAWINGS
AND PRODUCT DATA FOR CONFORMANCE WITH THE CONSTRUCTION
DOCUMENTS PRIOR TO SUBMITTAL. ANY SHOP DRAWINGS OR PRODUCT DATA
NOT REVIEWED AND STAMPED BY THE GENERAL CONTRACTOR WILL BE
RETURNED WITHOUT REVIEW. THE CONTRACTOR SHALL CLOUD OR FLAG ALL
ITEMS NOT IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.
ANY CHANGES, SUBSTITUTIONS, OR DEVIATIONS FROM THE ORIGINAL CONTRACT
DRAWINGS SHALL BE CLOUDED BY THE MANUFACTURER OR FABRICATOR. THE
STRUCTURAL ENGINEER RESERVES THE RIGHT TO ALLOW OR NOT ALLOW ANY
CHANGES TO THE ORIGINAL CONTRACT DRAWINGS AT ANY TIME BEFORE OR
AFTER SHOP DRAWING REVIEW.
THE SHOP DRAWINGS DO NOT REPLACE THE ORIGINAL CONTRACT DRAWINGS.
ITEMS OMITTED OR SHOWN INCORRECTLY AND WHICH ARE NOT NOTED AS
ALLOWED BY THE STRUCTURAL ENGINEER OR ARCHITECT ARE NOT TO BE
CONSIDERED CHANGES TO THE ORIGINAL CONTRACT DRAWINGS.
SHOP DRAWINGS WILL BE RETURNED FOR RESUBMITTAL IF MAJOR ERRORS OR
OMISSIONS ARE FOUND DURING REVIEW.
SUBMIT NOT MORE THAN FIVE (5) SETS FOR ANY ONE SUBMITTAL. ONE COPY
WILL BE RETAINED BY THE STRUCTURAL ENGINEER AND THE BALANCE
RETURNED.
ALLOW A MINIMUM OF FIVE WORKING DAYS FOR REVIEW OF SHOP DRAWINGS BY
THE STRUCTURAL ENGINEER.
CONTINUOUS WALL
OR PAD FOUNDATION
(N) STEEL COLUMN
F 2.0
(-1'-4") FOOTING TAG
SHEAR WALL
FOOTING STEP
CMU WALL
CONCRETE WALL
HEADERH-X
MOMENT CONNECTION
CANTILEAVER CONNECTION
STEP IN SLAB
DECK SPAN DIRECTION
S
SYMBOLS
WOOD/STEEL WALL
GIRDER
(E) STEEL COLUMN
JOIST
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SHEET
SHEET NUMBER
SH
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AIR FORCE MATERIEL COMMAND
72 ABW CIVIL ENGINEER DIRECTORATE
TINKER AFB, OK
35%
DESIGN
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04 16
CAST IN PLACE CONCRETE
1.
2.
A.
B.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI 301,
"SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS" AND ACI 318,
"BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE", EXCEPT AS
MODIFIED BY THE CONTRACT DOCUMENTS.
CONCRETE SHALL BE READY MIXED CONCRETE IN ACCORDANCE WITH ASTM C94.
MINIMUM 28 DAY COMPRESSIVE STRENGTH SHALL BE 4000 PSI EXCEPT AS FOLLOWS:
FOUNDATIONS 3,000 PSI
CONCRETE EXPOSED TO FREEZE/THAW CYCLE 4,500 PSI
CEMENT SHALL CONFORM TO ASTM C150, TYPE I, TYPE II,
CONCRETE EXPOSED TO SOIL SHALL HAVE TYPE II CEMENT AND A MAXIMUM W/C
RATIO OF 0.5. AGGREGATE PER ASTM C33. MAXIMUM 4" SLUMP FOR ALL
CONCRETE. DO NOT TAMP SLABS (USE ROLLER BUG, VIBRATING SCREED OR BULL
FLOAT ONLY). CONCRETE CONTAINING SUPERPLASTICIZING ADMIXTURE SHALL HAVE
FIELD-VERIFIED 3" MAXIMUM SLUMP PRIOR TO ADDING ADMIXTURE AND 8" MAXIMUM
SLUMP AT PLACEMENT. MIX DESIGNS SHALL BE DESIGNED BY THE CONCRETE
PRODUCTION FACILITY IN ACCORDANCE WITH ACI 301 AND APPROVED BY THE
STRUCTURAL ENGINEER PRIOR TO CONSTRUCTION. PROVIDE AIR-ENTRAINING
ADMIXTURE AT ALL CONCRETE EXPOSED TO FREEZE/THAW CYCLES AT A RATE
ADEQUATE TO PROVIDE 6.0% AIR AT POINT OF PLACEMENT. DO NOT ALLOW AIR
CONTENT OF INTERIOR TROWEL FINISHED SLABS TO EXCEED 3.0%.
CONCRETE SHALL BE FREE OF CALCIUM CHLORIDE. NO FLY ASH ADDITIVES SHALL BE
PERMITTED IN CONCRETE FLATWORK OR ARCHITECTURALLY EXPOSED CONCRETE.
WHEN USED, FLY ASH SHALL CONFORM TO ASTM C618, CLASS F OR C. FLY ASH SHALL
NOT REPLACE MORE THAN 25% OF CEMENT BY WEIGHT.
CONTINUOUS SPECIAL INSPECTION: REQUIRED FOR DESIGN STRENGTHS EXCEEDING
2500 PSI.
PROVIDE SLEEVES FOR UTILITY OPENINGS IN CONCRETE BEFORE PLACING
CONCRETE. DO NOT CUT ANY CONFLICTING REINFORCING.
NO CONSTRUCTION JOINTS OTHER THAN THOSE SHOWN ON THE DRAWINGS SHALL
BE INSTALLED WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER. PROVIDE 3/4"
CHAMFER AT ALL EXTERIOR CORNERS AND EDGES OF PERMANENTLY EXPOSED
CONCRETE.
DO NOT SUBJECT CONCRETE TO ANY PROCEDURE THAT WILL CAUSE SEGREGATION.
DEPOSIT CONCRETE AS NEAR AS PRACTICABLE TO THE FINAL POSITION TO AVOID
SEGREGATION.
CONCRETE FOOTINGS AND PADS MAY BE POURED AGAINST NEAT EXCAVATIONS
PROVIDED THE REQUIRED CONCRETE COVERAGE FOR REINFORCING IS MAINTAINED.
MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED, EXCEPT THAT SLABS ON
GRADE NEED BE VIBRATED ONLY AROUND EMBEDDED ITEMS AND UNDERFLOOR
DUCTS, ETC. MECHANICALLY VIBRATE ONLY THE TOP 5 FEET OF DRILLED PIER
CONCRETE. REVIBRATE TOP OF DRILLED PIER 15 MINUTES AFTER PLACING
CONCRETE.
MIXING AND DELIVERY AS MEASURED FROM BATCH TIME TO COMPLETION OF
DISCHARGE FROM TRUCK SHALL NOT EXCEED 90 MINUTES. WHEN AIR TEMPERATURE
IS ABOVE 90 DEG F (32 DEG C), REDUCE MIXING, DELIVERY TIME AND DISCHARGE TO
60 MINUTES.
CURE EXPOSED CONCRETE FOR A MINIMUM OF 7 DAYS IN ACCORDANCE WITH ACI
308.1 PROCEDURES IN ORDER TO PREVENT CRACKING. CURE WITH CURING AND
SEALING COMPOUND, MOIST CURING, MOISTURE-RETAINING COVER CURING, OR
COMBINATIONS THEREOF. IF CURING COMPOUND IS USED, APPLY AT A RATE
SPECIFIED BY THE MANUFACTURER. CONCRETE SHALL BE MAINTAINED ABOVE 50
DEGREES F AND IN A MOIST CONDITION FOR A MINIMUM OF 7 DAYS AFTER
PLACEMENT.ALL CONCRETE SHALL BE TESTED BY AN INDEPENDENT TESTING AGENCY
AND RESULTS REPORTED TO THE ARCHITECT.
FOR PLACEMENT OF CONCRETE IN EITHER HOT OR COLD WEATHER CONDITIONS
FOLLOW THE ACI STANDARD PROCEDURES.
REINFORCING BARS, ANCHOR BOLTS, REBAR DOWELS, AND OTHER CONCRETE
INSERTS SHALL BE WELL SECURED IN POSITION PRIOR TO PLACEMENT OF CONCRETE
AND STABBING INTO WET CONCRETE IS NOT ALLOWED.
CHAMFER: 3/4 INCH ON EXPOSED CORNERS.15.
REINFORCING
1.
2.
3.
4.
5.
6.
REINFORCING AND ACCESSORIES SHALL BE DETAILED, FABRICATED AND
INSTALLED PER ACI 315, ACI 318 AND CRSI "MANUAL OF STANDARD PRACTICE
FOR REINFORCED CONCRETE CONSTRUCTION.
REINFORCING BARS SHALL BE MADE USING NEW BILLET STEEL IN
ACCORDANCE WITH ASTM A615 GRADE 60 f y = 60 KSI. WELDED WIRE FABRIC PER
ASTM A185, WIRE PER ASTM A82, FABRICATED IN FLAT SHEETS (NOT ROLLED)
WELDING OF REINFORCING IS NOT PERMITTED UNLESS SPECIFICALLY
DETAILED. WELDED SHALL BE ACCORDING TO AWS D1.4.
ALL REINFORCING SHALL BE COLD BENT.
PROVIDE CLASS B SPLICES IN REINFORCING FOR CONTINUOUS REINFORCING.
PROVIDE STANDARD 90 DEGREE HOOKS IN ACCORDANCE WITH ACI 318 UNLESS
SPECIFICALLY DETAILED. REFER TO TYPICAL DETAIL FOR REQUIRED LAP
LENGTHS.
MAINTAIN THE FOLLOWING REINFORCEMENT COVERAGE FOR REINFORCING
STEEL UNLESS NOTED OTHERWISE.
CAST AGAINST OR PERMANENTY
EXPOSED TO SOIL: 3 INCHES
EXPOSED TO SOIL OR WEATHER:
NO. 6 AND LARGER: 2 INCHES
NO. 5 AND SMALLER: 1-1/2 INCHES
NOT EXPOSED TO SOIL OR WEATHER
NO. 11 AND SMALLER 1" WALL, 1-1/2" SLAB
COLUMNS (TO TIES) 1 1/2"
BEAMS (TO STIRRUPS) 1 1/2"
SUSPENDED SLABS 3/4"
ALL OTHER PER LATEST EDITION OF ACI 318
BAR SIZE:
TOP OTHER
#3
#4
#5
#6
#7
#8
#9
#10
#11
BAR SPLICES
CONCRETE f' c
3 KSI
27" 21"
36" 28"
47" 36"
56" 43"
81" 62"
92" 71"
105" 81"
117" 90"
129" 100"
TOP OTHER
4 KSI
25" 19"
33" 25"
39" 30"
48" 37"
70" 54"
81" 62"
91" 71"
100" 77"
112" 87"
TOP OTHER
5 KSI
23" 18"
30" 23"
36" 28"
43" 33"
53" 49"
73" 56"
81" 63"
90" 69"
100" 78"
ONE
LAYER
TWO
LAYERS
15" 15"
21" 23"
30" 35"
43" 66"
58" 90"
87" 135"
111" 171"
140" 217"
173" 268"
MASONRY
9. STAGGER ALTERNATE SPLICES A MINIMUM OF ONE LAP LENGTH. LAP
WELDED WIRE FABRIC SO THAT THE OVERLAP BETWEEN OUTERMOST
CROSS WIRES OF EACH SHEET IS NOT LESS THAN THE CROSS WIRE SPACING
BUT NOT LESS THAN 6 INCHES. ALL SPLICE LOCATIONS SUBJECT TO
APPROVAL AND SHALL BE MADE IN ACCORDANCE WITH THE DRAWINGS.
EXTEND ALL HORIZONTAL REINFORCING CONTINUOUS AROUND CORNERS
AND INTERSECTIONS OR PROVIDE BENT CORNER BARS TO MATCH AND LAP
WITH HORIZONTAL BARS AT CORNERS AND INTERSECTIONS OF FOOTINGS
AND WALLS.
10. REINFORCING BAR SPACINGS GIVEN ARE MAXIMUM ON CENTERS. DOWEL ALL
VERTICAL REINFORCING TO FOUNDATION. SKEW HOOKS AS REQUIRED FOR
CONCRETE COVER. SECURELY TIE ALL BARS IN POSITION BEFORE PLACING
CONCRETE. "WET STICKING" OF DOWELS IS NOT PERMITTED.
11. SPLICED BARS SHALL BE PLACED AT THE SAME EFFECTIVE DEPTH UNLESS
NOTED OTHERWISE. REINFORCING BARS NOTED "CONTINUOUS" OR WITH
LENGTH NOT SHOWN SHALL BE FULLY CONTINUOUS AND SPLICED ONLY AS
SHOWN, OR WHERE APPROVED BY THE ENGINEER.
12. REINFORCING BAR HOOKS SHALL BE STANDARD ACI HOOKS UNLESS NOTED
OTHERWISE.
NOTES:
- #14 AND #18 BARS CANNOT BE LAP SPLICED.
- FOR LIGHTWEIGHT CONCRETE MULTIPLY SPLICE LENGTH BY 1.3.
- FOR EPOXY-COATED REINFORCEMENT, MULTIPLY SPLICE LENGTH
BY 1.5.
- FOR CLEAR SPACING BETWEEN SPLICES OF LESS THAN 2 BAR
DIAMETERS, OR CLEAR COVER OVER BARS BEING SPLICED
LESS THAN 1 BAR DIAMETER, MULTIPLY SPLICE LENGTH BY 1.5.
- SPLICE LENGTHS SHOWN OR CALCULATED ARE MINIMUMS. ROUND
UP AS REQUIRED TO ACHIEVE MINIMUM SPLICE LENGTH.
- TOP BARS ARE DEFINED AS ANY HORIZONTAL REINFORCEMENT
PLACES SUCH THAT MORE THAN 12" OF FRESH CONCRETE IS
CAST BELOW THE BARS BEING PLACED.
7.
8.
PROVIDE CONTINUOUS HORIZONTAL WALL AND CONTINUOUS FOOTING
REINFORCEMENT WITH 90 DEGREE BENDS AT CORNERS AND
INTERSECTIONS AS SHOWN ON TYPICAL DETAILS.
ALL CONCRETE SLAB ON GRADE, RAISED CONCRETE SLAB, AND MAT
REINFORCING IS TO BE SUPPORTED ON BOLSTERS AND CHAIRS SPACED
NO FURTHER THAN 4 FEET ON CENTER. REINFORCING SHALL BE
LOCATED 1 1/2" INCHES MINIMUM CLEAR FROM TOP OF SLAB.
REINFORCED MASONRY (CMU)
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
13.
14.
15.
16.
17.
18.
19.
IBC.
A.
B.
MASONRY WORK SHALL CONFORM TO ALL REQUIREMENTS OF THE IBC
CHAPTER 21, ACI 530/ASCE5/TMS 402 "BUILDING CODE REQUIREMENTS FOR
MASONRY STRUCTURES".
HOLLOW CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90, NET
COMPRESSIVE STRENGTH OF 2000 PSI PER ASTM C140. F'M USED IN DESIGN =
2,000 PSI.
MORTAR SHALL CONFORM TO ASTM C270, TYPE S WITH 28 DAY COMPRESSIVE
STRENGTH OF 1800 PSI, TESTED PER ASTM C780. ALL MASONRY BELOW GRADE
SHALL HAVE MORTAR CONFORMING TO TYPE M, WITH 28 DAY COMPRESSIVE
STRENGTH OF 2,500 PSI. MASONRY CEMENT, PRE-MIXED MORTAR AND
RETARDANT ADDITIVES SHALL NOT BE USED.
GROUT SHALL CONFORM TO ASTM C476, FINE OR COARSE GROUT, WITH 28 DAY
COMPRESSIVE STRENGTH OF 2,500 PSI WITH A MAXIMUM AGGREGATE SIZE OF
3/8". GROUT SHALL BE FREE OF FLY ASH AND CHLORIDE.
GROUTING SHALL BE STOPPED 1-½ INCHES BELOW THE TOP OF A COURSE
FORMING A KEY AT POUR JOINTS.
REMOVE OVERHANGING MORTAR AND OTHER OBSTRUCTIONS AND DEBRIS
FROM THE INSIDES OF THE CELL WALLS.
CONCRETE MASONRY UNITS SHALL BE LAID IN RUNNING BOND UNLESS
OTHERWISE NOTED. SEE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR
INFORMATION REGARDING MASONRY FINISHES, COLORS, SEALANTS, ETC.
ALL CELLS AND COURSES WITH REINFORCING AND ADDITIONAL GROUT SPACES
AS REQUIRED BY THE DRAWINGS SHALL BE FILLED SOLID WITH GROUT. LIMIT
MAXIMUM GROUT LIFT TO 5'-0" FOR LOW LIFT GROUTING PROCEDURES AND
12'-8" FOR HIGH LIFT GROUTING PROCEDURES. EACH GROUT POUR STOPPING 1
~8 INCHES BELOW THE TOP COURSE OF LIFT. PLACE GROUT CONTINUOUSLY.
DO NOT INTERRUPT GROUTING FOR MORE THAN ONE HOUR. MECHANICALLY
VIBRATE GROUT IN VERTICAL SPACES IMMEDIATELY AFTER POURING AND AGAIN
ABOUT 5 MINUTES LATER. RODDING OF GROUT IS NOT ACCEPTABLE.UNLESS
NOTED OTHERWISE ON THE DRAWINGS, PROVIDE VERTICAL MASONRY
CONTROL JOINTS SUCH THAT NO STRAIGHT RUN OF WALL EXCEEDS 20'-0".
COORDINATE LOCATIONS WITH ARCHITECT.
FOR COLD WEATHER AND HOT WEATHER CONSTRUCTION AND PROTECTION
REQUIREMENTS COMPLY WITH ALL REQUIREMENTS OF ACI 530.1/ ASCE 6/ TMS
602 "SPECIFICATIONS FOR MASONRY STRUCTURES".
PERFORM TESTS AND INSPECTIONS AND PREPARE REPORTS. ALLOW
INSPECTORS ACCESS TO SCAFFOLDING AND WORK AREAS, AS NEEDED TO
PERFORM TESTS AND INSPECTIONS. RETESTING OF MATERIALS THAT FAIL TO
MEET SPECIFIED REQUIREMENTS SHALL BE DONE AT CONTRACTORS EXPENSE.
INSPECTIONS: [LEVEL 1 / LEVEL II] SPECIAL INSPECTIONS ACCORDING TO THE
BEGIN MASONRY CONSTRUCTION ONLY AFTER INSPECTORS HAVE
VERIFIED PROPORTIONS OF SITE PREPARED MORTAR.
PLACE GROUT ONLY AFTER INSPECTORS HAVE VERIFIED COMPLIANCE
OF GROUT SPACES AND OF GRADES, SIZES, AND LOCATIONS OF
REINFORCING.
PRIOR TO CONSTRUCTION PERFORM 1 SET OF MORTAR, GROUT, AND PRISM
TESTS.
TEST 1 ADDITIONAL SET OF MORTAR, GROUT, AND PRISM TESTS FOR EACH 5,000
SQ. FT. OF WALL AREA OR PORTION THERE OF.
MORTAR TEST: (PROPERTY SPECIFICATION): FOR EACH MIX PROVIDED,
ACCORDING TO ASTM C780. TEST MORTAR FOR COMPRESSIVE STRENGTH.
GROUT TEST: (COMPRESSIVE STRENGTH): FOR EACH MIX PROVIDED,
ACCORDING TO ASTM C1019.
PRISM TEST: FOR EACH TYPE OF CONSTRUCTION PROVIDED, ACCORDING TO
ASTM C1314 AT 28 DAYS.
POST-INSTALLED ANCHORS SHALL BE INSTALLED ACCORDING TO TYPICAL
DETAILS AND MANUFACTURER REQUIREMENTS.
TESTING AND INSPECTION: OWNER WILL ENGAGE SPECIAL INSPECTORS TO
1.
2.
3.
4.
5.
A.
B.
C.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
STRUCTURAL STEEL SHALL BE DETAILED, DESIGNED, FABRICATED AND ERECTED
IN ACCORDANCE WITH THE REQUIREMENTS OF AISC SPECIFICATION FOR THE
DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL BUILDINGS, AISC
MANUAL OF STEEL CONSTRUCTION (ALLOWABLE STRESS DESIGN), AISC CODE OF
STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, AND THE AWS
STRUCTURAL WELDING CODE. ALL CODES AND MANUALS SHALL BE THE LATEST
ADOPTED EDITIONS.
STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING ASTM DESIGNATIONS:
WIDE FLANGE SHAPES: A992 (FY = 50 KSI)
CHANNELS AND ANGLES: A36 (FY = 36 KSI)
PLATES: A572 GR 50 (FY = 50 KSI)
HOLLOW STRUCTURAL SECTIONS: A500 GRADE C (FY = 50 KSI)
ANCHOR RODS: F1554 (GRADE PER DETAILS)
BOLTS: F3125 GRADE A325-TC OR GRADE F1852-TC
WELDING ELECTRODES: E70XX
ANCHOR BOLTS AND PLAIN THREADED RODS AND ANCHORS SHALL BE ASTM A36
OR A307, GRADE A.BOLTS, ANCHOR BOLTS, EXPANSION BOLTS, ETC., SHALL BE
INSTALLED WITH STEEL WASHERS.
WHERE CONNECTIONS ARE NOT FULLY DETAILED IN DRAWINGS INCLUDE ALL
STEEL-TO-STEEL CONNECTIONS AND STEEL-TO-STEEL PORTION OF ALL
CONNECTIONS TO OTHER MATERIALS. DESIGN CONNECTIONS FOR SPECIFIC
FORCES WHERE SHOWN ON THE DRAWINGS. WHERE SPECIFIC FORCES ARE NOT
SHOWN, DESIGN SHALL BE FOR MAXIMUM CONDITIONS BASED ON CAPACITIES OF
CONNECTING MEMBERS
CONNECTION MATERIALS FOR STRUCTURAL STEEL SHALL CONFORM TO THE
FOLLOWING DESIGNATIONS:
BEAM OR COLUMN STIFFENER PLATES SHALL BE OF THE SAME YIELD STRESS,
FY OF STEEL AS THE STRUCTURAL ELEMENT.
ALL BOLTED CONNECTIONS ARE TO BE ERECTED WITH HIGH STRENGTH
TENSION CONTROL BOLTS.
HARDENED STEEL WASHERS ASTM F436 OR F959 AT TENSION CONTROL
CONNECTIONS.
BOLTS SHALL BE ASTM A325N. ALL HIGH-STRENGTH BOLTS SHALL BE TIGHTENED
TO THE SNUG-TIGHT CONDITION AS DEFINED BY AISC UNLESS NOTED OTHERWISE.
ALL STRUCTURAL STEEL AND ANY PORTION THEREOF EXPOSED TO WEATHER,
LOCATED IN NON-AIR-CONDITIONED SPACES, EXPOSED TO MOISTURE OUTSIDE
THE BUILDING ENVELOPE, LOCATED INSIDE EXTERIOR CFS STUD WALLS, AND
SPECIFIED AS GALVANIZED IN THE PLANS AND DETAILS SHALL BE HOT DIPPED
GALVANIZED. PROVIDE BOLTS, NUTS AND WASHERS THAT ARE HOT DIPPED
GALVANIZED ACCORDING TO ASTM A153, CLASS C. ALL NUTS, BOLTS, WASHERS,
AND OTHER CONNECTION HARDWARE USED IN THE CONNECTIONS OF HOT-
DIPPED GALVANIZED MEMBERS SHALL ALSO BE HOT-DIPPED GALVANIZED.
WELDING ELECTRODES SHALL CONFORM TO AWS D1.1, GRADE E70XX. E90 SERIES
ELECTRODES SHALL BE USED FOR ASTM A706 REINFORCING BARS. ALL WELDING
SHALL BE DONE BY WELDERS HOLDING VALID CERTIFICATES ISSUED BY AN
ACCEPTED TESTING AGENCY AND HAVING CURRENT EXPERIENCE IN TYPE OF
WELDS SHOWN ON THE DRAWINGS OR NOTES. ALL WELDING PER AMERICAN
WELDING SOCIETY STANDARDS. CONTRACTOR MAY SHOP WELD OR FIELD WELD
AT THEIR DISCRETION. SHOP WELDS OR FIELD WELDS SHALL BE SHOWN ON SHOP
DRAWINGS. FULL PENETRATION WELDS SHALL BE TESTED AND CERTIFIED BY AN
INDEPENDENT TESTING LABORATORY.
SPLICING OF STRUCTURAL STEEL MEMBERS IS NOT ALLOWED UNO.
STRUCTURAL STEEL SHALL BE CLEANED OF RUST, LOOSE MILL SCALE, AND
OTHER FOREIGN MATERIALS WHERE REQUIRED FOR FABRICATION, FITTING UP OR
WELDING. PROVIDE PAINT AS REQUIRED IN THE SPECIFICATIONS.
PROVIDE WASHERS FOR CONNECTIONS WITH STANDARD OVERSIZE AND SHORT-
SLOTTED HOLES. FOR LONG-SLOTTED HOLES PROVIDE WASHERS OR A
CONTINUOUS BAR OF SUFFICIENT SIZE TO COMPLETELY COVER THE SLOT. FOR
LONG-SLOTTED HOLES PROVIDE PLATE WASHERS OR BARS WITH A MINIMUM 5/16
INCH THICKNESS.
DO NOT FIELD CUT ANY STRUCTURAL STEEL MEMBERS IN CONFLICT WITH THE
WORK WITHOUT APPROVAL BY THE ENGINEER OR UNLESS SPECIFICALLY SHOWN
ON THE CONSTRUCTION DOCUMENTS.
PROVIDE STRUCTURAL STEEL SHOP DRAWINGS FOR ARCHITECTS AND
ENGINEERS REVIEW PRIOR TO FABRICATION.
WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS OR AT A SHOP
CERTIFIED TO DO SUCH WORK USING THE ELECTRIC ARC WELDING PROCESS AND
SHALL CONFORM TO AISC AND AWS STANDARDS.
ALL HOLES IN STEEL MEMBERS SHALL BE DRILLED OR PUNCHED. TORCH CUT
HOLES ARE NOT ALLOWED.
TEMPORARY BRACING DESIGNED BY OTHERS SHALL BE REQUIRED TO INSURE
THE ALIGNMENT AND STABILITY OF THE STRUCTURAL STEEL DURING ERECTION
AND SHALL REMAIN IN PLACE UNTIL PERMANENT CONDITIONS AS SHOWN ON THE
CONSTRUCTION DOCUMENTS ARE IN PLACE.
PROVIDE GROUT FOR BASE PLATES THAT IS NON-SHRINK, NON-METALIC GROUT
WITH A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 5000 PSI.
STRUCTURAL STEEL
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DESIGN
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05 16
STRUCTURAL GENERAL NOTES
ACI RAP-1 REPAIRS
SURFACE PREPARATION:
CLEAN THE SURFACE AREA 1/2 IN. WIDE ON EACH SIDE OF THE CRACK WITH WIRE
BRUSH. REMOVE CONTAMINANTS BY HIGH-PRESSURE WATER, “OIL-FREE”
COMPRESSED AIR, OR POWER VACUUMS. WHEN USING WATER TO CLEAN OUT THE
CRACK, BLOW OUT THE CRACK WITH OIL-FREE, COMPRESSED OR HEATED AIR TO
ACCELERATE DRYING. WHERE CONCRETE SURFACES ADJACENT TO THE CRACK ARE
DETERIORATED, “V”-GROOVE THE CRACK UNTIL SOUND CONCRETE IS REACHED. “V”
GROOVES CAN ALSO BE USED WHEN HIGH INJECTION PRESSURES REQUIRE A
STRONGER CAP SEAL.
REPAIR PROCEDURE:
PORT INSTALLATION:
INSTALL THE ENTRY PORTS ONLY AFTER PROPER SURFACE PREPARATION. TWO
TYPES OF ENTRY PORTS MAY BE USED FOR THE INJECTION PROCESS:
SURFACE-MOUNTED; OR SOCKET-MOUNTED. ENTRY PORTS CAN BE ANY TUBELIKE
DEVICE THAT PROVIDES FOR THE SUCCESSFUL TRANSFER OF THE EPOXY RESIN
UNDER PRESSURE INTO THE CRACK. PORT SPACING IS TYPICALLY 8 IN. ON CENTER,
WITH INCREASED SPACING AT WIDER CRACKS. PORT SPACING MAY ALSO BE
ADJUSTED BASED ON THE THICKNESS OF THE CONCRETE ELEMENT.
SURFACE-MOUNTED ENTRY PORTS ARE NORMALLY ADEQUATE FOR MOST CRACKS,
BUT SOCKET-MOUNTED PORTS ARE USED WHEN CRACKS ARE BLOCKED, SUCH AS
WHEN CALCIFIED CONCRETE IS ENCOUNTERED. ENTRY PORTS CAN ALSO BE
CONNECTED BY A MANIFOLD SYSTEM WHEN SIMULTANEOUS INJECTION OF MULTIPLE
PORT LOCATIONS IS ADVANTAGEOUS.
INSTALL THE CAP SEAL:
THE CAP SEAL CONTAINS THE EPOXY AS IT IS INJECTED UNDER PRESSURE INTO THE
CRACK. WHEN CRACKS PENETRATE COMPLETELY THROUGH A SECTION, CAP SEALS
PERFORM BEST WHEN INSTALLED ON BOTH SIDES OF THE CRACKED ELEMENT,
ENSURING CONTAINMENT OF THE EPOXY. CAP SEALS SHALL BE INSTALLED USING
EPOXIES, POLYESTERS, PARAFFIN WAX, OR SILICONE CAULK. THE SELECTION OF THE
CAP SEAL MATERIAL SHOULD CONSIDER THE FOLLOWING CRITERIA, SUBJECT TO THE
TYPE OF CRACK TO BE REPAIRED: NON-SAG CONSISTENCY (FOR VERTICAL OR
OVERHEAD); MOISTURE TOLERANCE; WORKING LIFE; AND RIGIDITY (MODULUS OF
ELASTICITY). CONCRETE TEMPERATURE CHANGES AFTER INSTALLATION OF THE CAP
SEAL BUT PRIOR TO INJECTION MAY CAUSE THE CAP SEAL TO IF THIS OCCURS, THE
CAP SEAL MUST BE REPAIRED PRIOR TO RESIN INJECTION. PRIOR TO PROCEEDING
WITH INSTALLATION OF THE CAP SEAL, MARK THE LOCATION OF THE WIDEST
PORTION OF THE CRACK AND PAY CLOSE ATTENTION TO THE FOLLOWING: USE ONLY
MATERIALS THAT HAVEN'T EXCEEDED THEIR SHELF LIFE; ACCURATE BATCHING OF
COMPONENTS; SMALL BATCHES TO KEEP MATERIAL FRESH, AND DISSIPATE HEAT;
PORT SPACING; AND CONSISTENT APPLICATION OF THE MATERIAL (1 IN. WIDE X
3/16IN. THICK) OVER THE LENGTH OF THE CRACK.
INJECT THE EPOXY:
FOR A SUCCESSFUL EPOXY INJECTION, START WITH THE PROPER BATCHING AND
MIXING OF THE EPOXY COMPONENTS IN STRICT ACCORDANCE WITH THE
MANUFACTURER'S REQUIREMENTS. PRIOR TO STARTING THE ACTUAL INJECTION, BE
SURE THAT THE CAP SEAL AND PORT ADAPTER ADHESIVE HAVE PROPERLY CURED
SO THEY CAN SUSTAIN THE INJECTION PRESSURES. START THE INJECTION AT THE
WIDEST SECTION OF A HORIZONTAL CRACK. (BE SURE TO LOCATE AND MARK THESE
AREAS BEFORE INSTALLING THE CAP SEAL.) VERTICAL CRACKS ARE TYPICALLY
INJECTED FROM THE BOTTOM UP. CONTINUE THE INJECTION UNTIL REFUSAL. IF AN
ADJACENT PORT STARTS BLEEDING, CAP THE PORT BEING INJECTED AND CONTINUE
INJECTION AT THE FURTHEST BLEEDING PORT. HAIRLINE CRACKS ARE SOMETIMES
NOT WELL SUITED TO “PUMPING TO REFUSAL.” IN THOSE CASES, TRY INJECTING THE
EPOXY AT INCREASED PRESSURE (APPROXIMATELY 200 PSI) FOR 5 MIN. CLOSER
PORT SPACING CAN ALSO BE CONSIDERED. WHEN INJECTION INTO A PORT IS
COMPLETE, CAP IT IMMEDIATELY. HIGHER PRESSURE CAN BE USED FOR INJECTING
VERY NARROW CRACKS OR INCREASING THE RATE OF INJECTION. USE OF HIGHER
PRESSURE SHOULD BE MANAGED WITH CARE TO PREVENT A BLOWOUT OF THE CAP
SEAL OR PORTS.
REMOVE PORTS AND CAP SEAL:
UPON COMPLETION OF THE INJECTION PROCESS, REMOVE THE PORTS AND CAP
SEAL BY HEAT, CHIPPING, OR GRINDING. COMPLETE REMOVAL IS REQUIRED FOR A
SUBSEQUENT APPLICATION OF A COSMETIC COATING, PREPARE THE CONCRETE
SURFACE BY GRINDING.
QUALITY ASSURANCE:
TO ENSURE THAT THE INJECTION HAS BEEN SUCCESSFUL, QUALITY ASSURANCE
MEASURES INCLUDE TEST CORES OR NON-DESTRUCTIVE EVALUATION (NDE).
ACI RAP-1 REPAIRS CONTINUE
TEST CORES:
CORE LOCATIONS SHOULD BE CHOSEN TO AVOID CUTTING
REINFORCING STEEL, DRILLING CORES IN AREAS OF HIGH STRESS, OR
CREATING CORE HOLES BELOW THE WATERLINE. THE ENGINEER
SHOULD DETERMINE CORE LOCATIONS WHEN THESE TYPES OF
CONDITIONS EXIST; BE SURE THE EPOXY HAS SET BEFORE EXTRACTING
A CORE; TAKE CORES (NORMALLY 2 IN. DIAMETER) TO CHECK THAT THE
PENETRATION OF THE EPOXY IS ADEQUATE; INSPECT THE CORE
VISUALLY TO DETERMINE THE PENETRATION OF THE EPOXY INTO THE
CRACK; CORES CAN BE FURTHER TESTED FOR COMPRESSIVE AND
SPLIT TENSILE STRENGTH PER ASTM C 42; AND SUBSEQUENTLY, PATCH
THE REMOVED-CORE AREA (AFTER PROPER SURFACE PREPARATION)
WITH AN EXPANSIVE CEMENTITIOUS OR EPOXY GROUT COMPATIBLE
WITH THE EXISTING SUBSTRATE CONCRETE AND THE SURROUNDING
ENVIRONMENT.
METHODS FOR NONDESTRUCTIVE EVALUATION:
IMPACT ECHO (IE); ULTRASONIC PULSE VELOCITY (UPV); AND SPECTRAL
ANALYSIS OF SURFACE WAVES (SASW).
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06 16
INSPECT FORMWORK FOR SHAPE, LOCATION AND
DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED.
STATEMENT OF QUALITY ASSURANCE /
SPECIAL INSPECTIONS
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
QUALITY ASSURANCE / SPECIAL INSPECTION IS REQUIRED IN ACCORDANCE WITH THE
UFC 3-301-01 AS SUMMARIZED BELOW.
THE SPECIAL INSPECTORS MUST BE QUALIFIED TO PERFORM THE TYPES OF
INSPECTION SPECIFIED.
IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO INFORM THE SPECIAL INSPECTOR
OR INSPECTING AGENCY AT LEAST ONE WORKING DAY PRIOR TO PERFORMING ANY
WORK THAT REQUIRES SPECIAL INSPECTION. ALL WORK PERFORMED WITHOUT
SPECIAL INSPECTION IS SUBJECT TO REMOVAL.
THE SPECIAL INSPECTOR(S) SHALL OBSERVE THE INDICATED WORK FOR COMPLIANCE
WITH THE CONTRACT DOCUMENTS AND SUBMIT RECORDS OF INSPECTION TO THE
ARCHITECT, ENGINEER OF RECORD AND AUTHORITY HAVING JURISDICTION.
SPECIAL INSPECTIONS SHALL BE PERFORMED BY A CERTIFIED OR QUALIFIED SPECIAL
INSPECTOR(S), AS DETERMINED AND TO THE SATISFACTION OF THE ARCHITECT,
ENGINEER OF RECORD AND AUTHORITY HAVING JURISDICTION.
PERIODIC SPECIAL INSPECTION IS DEFINED AS THE PART-TIME OR INTERMITTENT
INSPECTION OF THE WORK BY AN APPROVED INSPECTOR WHO IS PRESENT IN THE
AREA WHERE THE WORK HAS BEEN OR IS BEING PERFORMED AND AT THE COMPLETION
OF WORK. CONTINUOUS SPECIAL INSPECTION IS DEFINED AS THE FULL-TIME
INSPECTION OF THE WORK BY AN APPROVED INSPECTOR WHO IS CONTINUOUSLY
PRESENT AND MONITORING THE WORK PERFORMED. IN ALL CASES, THE INSPECTION
SHALL BE COORDINATED AND PERFORMED SO THAT WORK CAN BE CORRECTED PRIOR
TO OTHER RELATED WORK PROCEEDING AND COVERING THE INSPECTED WORK.
ASSOCIATED TESTING SHALL BE PERFORMED AS INDICATED IN THE FOLLOWING TABLES
BY AN APPROVED AND ACCREDITED AGENCY AS DETERMINED AND TO THE
SATISFACTION OF THE ARCHITECT, ENGINEER OF RECORD AND AUTHORITY HAVING
JURISDICTION.
SPECIAL INSPECTION AND ASSOCIATED TESTING REPORTS SHALL BE SUBMITTED TO
THE ENGINEER OF RECORD, CONTRACTOR, AUTHORITY HAVING JURISDICTION, AND
ARCHITECT WITHIN ONE WEEK OF INSPECTION OR WITHIN ONE WEEK OF TEST
COMPLETION.
AT THE CONCLUSION OF CONSTRUCTION, A FINAL REPORT SHALL BE SUBMITTED BY
THE SPECIAL INSPECTOR(S) WHICH DOCUMENTS THE REQUIRED SPECIAL INSPECTIONS
AND CORRECTION OF PREVIOUSLY NOTED DISCREPANCIES. THE FINAL REPORT SHALL
BE SUBMITTED TO THE ENGINEER OF RECORD, CONTRACTOR, AUTHORITY HAVING
JURISDICTION AND ARCHITECT.
WORK REQUIRING SPECIAL INSPECTION THAT IS INSTALLED OR COVERED WITHOUT THE
APPROVAL OF THE SPECIAL INSPECTOR IS SUBJECT TO REMOVAL OR EXPOSURE.
REFER TO THE FOLLOWING TABLES AND SPECIFICATIONS FOR SPECIFIC
INSPECTION/TESTING REQUIREMENTS AND FREQUENCIES.
DEFINITION OF "PERIODIC" AND "CONTINUOUS" SPECIAL INSPECTIONS; CONTINUOUS
INSPECTION IS THE FULL-TIME OBSERVATION OF WORK REQUIRING SPECIAL
INSPECTION BY AN APPROVED SPECIAL INSPECTOR WHO IS PRESENT IN THE AREA
WHERE THE WORK IS BEING PERFORMED; PERIODIC INSPECTION IS THE PART-TIME OR
INTERMITTENT OBSERVATION OF WORK REQUIRING SPECIAL INSPECTION BY AN
APPROVED SPECIAL INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK HAS
BEEN OR IS BEING PERFORMED AND AT THE COMPLETION OF THE WORK. WHERE
"PERIODIC" SPECIAL INSPECTION IS REQUIRED, "PART-TIME" OR "INTERMITTENT" MEANS
THAT INSPECTION OF THE TASK NEEDS TO BE PERFORMED FROM TIME TO TIME DURING
THE PROGRESS OF THE TASK. THE PERIOD OF TIME BETWEEN INSPECTIONS VARIES
GREATLY FOR DIFFERENT TYPES OF WORK DEPENDING ON THE TYPE OF INSPECTION
DONE. THE PERIOD OF TIME BETWEEN INSPECTIONS ALSO DEPENDS ON THE PACE OF
THE CONSTRUCTION, THE NUMBER OF WORKERS, AND THE QUALITY OF THE
WORKMANSHIP, AND OTHER FACTORS. IT IS THE RESPONSIBILITY OF THE SPECIAL
INSPECTOR TO PROVIDE INSPECTIONS AT AN APPROPRIATE FREQUENCY AND AT
APPROPRIATE TIMES DURING CONSTRUCTION. THE INSPECTOR MUST HAVE ADEQUATE
EXPERIENCE AND EXHIBIT GOOD JUDGEMENT IN DETERMINING THE FREQUENCY AND
TIMING OF INSPECTIONS
1. INSPECTION OF REINFORCING STEEL,
INCLUDING PLACEMENT.
REQUIRED VERIFICATION AND INSPECTION
OF CONCRETE CONSTRUCTION
VERIFICATION AND INSPECTION
INSPECTION TASKS PRIOR TO WELDING
TABLE N5.4-1, AISC 360-16
INSPECTION TASKS PRIOR TO WELDING
WELDING PROCEDURES SPECIFICATIONS (WPSs) AVAILABLE
MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE
FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY)
- JOINT PREPARATION
- DIMENSIONS (ALIGNMENT, ROOT OPENING,
ROOT FACE, BEVEL)
- CLEANLINESS (CONDITION OF STEEL SURFACES)
- SHIELDING GAS TYPE/FLOW RATE
- TACKING (TACK WELD QUALITY AND LOCATION)
- BACKING TYPE AND FIT (IF APPLICABLE)
CONFIGURATION AND FINISH OF ACCESS HOLES
CHECK WELDING EQUIPMENT
THE FABRICATOR OR ERECTOR, AS APPLICABLE, SHALL MAINTAIN A SYSTEM BY
WHICH A WELDER WHO HAS WELDED A JOINT OR MEMBER CAN BE IDENTIFIED.
STAMPS, IF USED SHALL BE THE LOW-STRESS TYPE.
MATERIAL IDENTIFICATION (TYPE/GRADE)
WELDER IDENTIFICATION SYSTEM
FIT-UP OF FILLET WELDS
- DIMENSIONS (ALIGNMENT, GAPS, AT ROOT)
- CLEANLINESS (CONDITION OF STEEL SURFACES)
-…
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