A.2.11.3_ECHO_PIER_PLANS_RTA_6.pdf
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CONC. STRUCTURE TYPE STRENGTH (PSI) DENSITY (PCF) W/C RATIO
ALL CONCRETE FOOTINGS,
TIE BEAMS, SLAB ON GRADE,
STRUCTURAL SLABS,
COLUMNS AND BEAMS.
4000 150 0.45
NON-STRUCTURAL CONCRETE
SLABS AND STAIRS ON GRADE,
CURBS, AND OTHER
NON-STRUCTURAL CONCRETE
3000 150 0.45
5. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND OBTAIN APPROVAL
PRIOR TO FABRICATION.
6. ALL REBAR SHALL BE EPOXY-COATED FOR CORROSION RESISTANCE, UNO.
FABRICATION, HANDRAILING AND REPAIR OF EPOXY-COATED REINFORCING
BARS SHALL COMPLY WITH THE REQUIREMENTS OF ASTM D3963 AND
ASTM A934.
7. U.N.O. ON STRUCTURAL DRAWINGS, PROVIDE MINIMUM CONCRETE
PROTECTION FOR REINFORCING AS FOLLOWS:
CAST AGAINST EARTH 3"
EXPOSED TO EARTH OR WEATHER:
#5 AND SMALLER BARS AND W.W.F. 1-1/2" (U.N.O.)
#6 AND LARGER BARS 2"
NOT EXPOSED TO EARTH OR WEATHER:
SLABS AND WALLS:
#6 AND LARGER BARS AND W.W.F. 3/4"
#7 AND #8 BARS 1"
#9 AND LARGER BARS 1-1/2"
BEAMS AND COLUMNS 1-1/2"
SLABS SUBJECT TO VEHICULAR TRAFFIC:
FRAMED SLABS TOP COVER 2"
BOTTOM COVER 3/4"
8. WHERE CONSTRUCTION JOINTS ARE PROVIDED, THE REINFORCEMENT
SHALL PASS CONTINUOUSLY THROUGH THE JOINT.
9. ALL WELDING OF REINFORCING TO BE DONE WITH E90XX ELECTRODES IN
ACCORDANCE WITH A.W.S. SPECIFICATIONS D1.4 (LATEST EDITION).
REINFORCING STEEL, CONT:
1. 2012 INTERNATIONAL BUILDING CODE
2. ACI 318-11
3. ACI 530-11
4. AWS D1.1, D1.3, D1.4
5. ASTM CURRENT EDITION
6. ASCE 7-10
7. AISC 341-10
8. AISC 360-10
9. UFC 3-301-01
10. UFC 3-301-04
11. STEEL DECK INSTITUTE DESIGN MANUAL FOR COMPOSITE DECK,
FORM DECK AND ROOF DECK.
MAJOR CODES AND STANDARDS:
1. ALL REINFORCING STEEL INCLUDING STIRRUPS AND TIES,
SHALL BE HIGH STRENGTH, CONFORMING TO ASTM A615 GRADE 60 (FY =
60,000PSI). ALL REINFORCING TO BE WELDED SHALL CONFORM TO ASTM
A706 GRADE 60. ALL REINFORCING BARS SHALL BE EPOXY COATED FOR
BOTH ON-SHORE AND PIER BUILDINGS UNO. SEE NOTE 6.
2. ALL REINFORCING SHALL BE DETAILED, FABRICATED, AND PLACED IN
ACCORDANCE WITH ACI-SP-66 ACI DETAILING MANUAL (LATEST EDITION),
SEE SPEC SECTION 03 20 00.00 10.
3. REINFORCING BARS SHALL BE SPLICED AS SHOWN ON DRAWINGS. ANY
ADDITIONAL SPLICING SHALL REQUIRE PRIOR APPROVAL FROM THE
STRUCTURAL ENGINEER. WHERE SPLICE LENGTHS ARE NOT EXPLICITLY
CALLED OUT ON DETAILS, THE MINIMUM SPLICE (IN COMPRESSION) IS 45
DIAMETERS IN CONCRETE; AND IN TENSION (FOR CONCRETE) AS NOTED ON
DETAILS. EMBEDMENT AND HOOK LENGTHS SHALL BE PER ACI 318-08.
4. ALL BARS SHALL BE CLEAN OF RUST, GREASE AND OTHER MATERIALS
LIKELY TO IMPAIR BOND. ALL BENDS SHALL BE MADE COLD.
REINFORCING STEEL:
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1. THE STRUCTURAL DESIGN IS BASED ON THE STRUCTURE IN ITS
COMPLETED STATE. THE CONTRACTOR AND HIS SUBS SHALL BE
RESPONSIBLE FOR PROVIDING TEMPORARY BRACING AND SHORING,
AS REQUIRED, TO ENSURE VERTICAL AND LATERAL STABILITY OF THE
ENTIRE STRUCTURE OR PORTION THEREOF DURING CONSTRUCTION.
2. STRUCTURAL DRAWINGS SHALL BE READ IN CONJUNCTION WITH
SPECIFICATIONS AND ALL OTHER DRAWINGS RELATING TO THE WORK.
3. LOCATION AND SIZES OF OPENINGS IN FLOORS, ROOFS AND WALLS
SHALL BE VERIFIED WITH ARCHITECTURAL, MECHANICAL, PLUMBING,
FIRE PROTECTION AND ELECTRICAL DRAWINGS.
4. NO PIPES, CONDUITS OR DUCTS SHALL BE PLACED IN SLABS, BEAMS,
FOOTINGS OR WALLS, UNLESS SPECIFICALLY DETAILED ON
STRUCTURAL DRAWINGS FOR THAT PURPOSE.
5. LOCATION AND SIZE OF EQUIPMENT SHALL BE VERIFIED WITH
PLUMBING, FIRE PROTECTION, MECHANICAL, ELECTRICAL &
MANUFACTURER'S DRAWINGS.
6. SEE PLUMBING, FIRE PROTECTION, MECHANICAL, ELECTRICAL AND
MANUFACTURER'S DRAWINGS FOR SIZE, LOCATION AND ANCHOR BOLT
REQUIREMENTS OF ALL EQUIPMENT. THE CONTRACTOR SHALL
OBTAIN MANUFACTURER'S TEMPLATES SHOWING ANCHOR BOLT
LOCATION FOR ALL EQUIPMENT.
7. SEE ARCHITECTURAL PLANS FOR LOCATION OF ALL NON-BEARING
PARTITIONS, CONCRETE CURBS, FLOOR AND ROOF SLOPES, DRAINS
AND LOCATION AND DETAILS FOR ALL MISCELLANEOUS HANDRAILS,
LADDERS HANGERS & STEEL GRATINGS. FOR LOCATION AND DETAIL
OF MISCELLANEOUS YARD WORK INCLUDING WALKS, CURBS &
DRIVEWAYS, SEE CIVIL DRAWINGS.
8. FOR UNDERGROUND UTILITIES, SEE CIVIL DRAWINGS.
9. SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER
GENERAL NOTES AND TYPICAL DETAILS. DO NOT SCALE DRAWINGS.
10. THE CONTRACTOR SHALL MEASURE AND PROVIDE ALL EXISTING FIELD
DIMENSIONS, ELEVATIONS AND CONDITIONS AT THE JOB SITE PRIOR
TO CONSTRUCTION AND THE SUBMISSION OF SHOP DRAWINGS AND
SHALL NOTIFY THE CONTRACTING OFFICER IMMEDIATELY OF ANY
DISCREPANCIES. VERIFICATION AND NOTIFICATION SHALL PROCEED
PRIOR TO THE START OF THE WORK SO THAT ANY NECESSARY
CHANGES CAN BE MADE WITHOUT DELAYING THE PROJECT
SCHEDULE.
11. THE CONTRACTOR SHALL REVIEW AND COORDINATE DIMENSIONS
PROVIDED IN THE CONTRACT DOCUMENTS LAYOUT OF BUILDING
FOUNDATIONS AND OTHER STRUCTURAL MEMBERS SHALL BE BASED
ON THE FULL SET OF CONTRACT DOCUMENTS, INCLUDING BUT NOT
LIMITED TO THE ARCHITECTURAL, CIVIL AND STRUCTURAL DRAWINGS
AND THE PROJECT SPECIFICATIONS, INCONSISTENCIES OR OMISSIONS
IN DIMENSIONS SHALL BE FORWARDED TO THE CONTRACTING
OFFICER FOR REVIEW AND RESOLUTION.
12. DETAILS, SECTIONS AND NOTES SHOWN ON THESE DRAWINGS ARE
INTENDED TO BE TYPICAL AND SHALL APPLY TO SIMILAR CONDITIONS
ELSEWHERE UNLESS OTHERWISE SHOWN OR NOTED.
13. ALL WALLS ARE DESIGNED AS LATERALLY BRACED BY THE FLOOR AND
ROOF SYSTEMS. CONTRACTOR SHALL ENSURE THAT WALLS ARE
ADEQUATELY BRACED DURING CONSTRUCTION.
14. TEMPORARY BRACING SHALL BE PROVIDED FOR ALL WALLS SUBJECT
TO UNBALANCE BACKFILL. BRACE WALL PLUMB UNTIL STABILIZING
ELEMENT ABOVE IS IN PLACE.
15. ANY REQUIRED TEMPORARY SHEETING AND SHORING SHALL BE IN
CONFORMANCE WITH OSHA REGULATIONS UNBRACED EXCAVATIONS
SHALL BE SLOPED NOT GREATER THAN (1.5) HORIZONTAL TO (1)
VERTICAL.
16. IT IS THE CONTRACTOR'S RESPONSIBILITY TO RETAIN THE SERVICES
OF A REGISTERED CIVIL ENGINEER TO DETERMINE THE ALLOWABLE
TEMPORARY CONSTRUCTION LOADS AND TO PROVIDE A DESIGN FOR
ALL FALSE WORK, FORMWORK, STAGING'S, BRACING, SHEETING AND
SHORING WHENEVER THE LOADING FROM THE CONTRACTOR'S WORK
EXCEEDS THE ALLOWABLE LOAD CAPACITIES OF THE EXISTING
STRUCTURE.
17. CONTRACTOR SHALL LOCATE ALL UNDERGROUND UTILITIES IN THE
VICINITY OF FOUNDATIONS AND DETERMINE IF A CONFLICT EXISTS.
PROVIDE INFORMATION ON LOCATION SIZE AND ELEVATIONS OF
UTILITIES PRIOR TO START OF WORK SO THAT ANY NECESSARY
CHANGES CAN BE MADE WITHOUT DELAYING THE PROJECT
SCHEDULE.
18. THE DEVELOPMENT AND IMPLEMENTATION OF JOB SITE SAFETY AND
CONSTRUCTION PROCEDURES ARE THE SOLE RESPONSIBILITY OF THE
GENERAL CONTRACTOR.
19. OPENINGS, POCKETS, ETC. SHALL NOT BE PLACED IN STRUCTURAL
MEMBERS UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL
DRAWINGS. NOTIFY THE CONTRACTING OFFICER WHEN DRAWINGS BY
OTHERS INDICATE OPENINGS, POCKETS, ETC., NOT INDICATED ON THE
STRUCTURAL DRAWINGS, BUT WHICH ARE LOCATED IN STRUCTURAL
MEMBERS.
20. STRUCTURAL OBSERVATIONS PERFORMED BY GOVERNMENT DURING
CONSTRUCTION ARE NOT THE CONTINUOUS AND SPECIAL INSPECTION
SERVICES AND DO NOT WAIVE THE RESPONSIBILITY FOR THE
INSPECTIONS REQUIRED AS PART OF THE QUALITY CONTROL BY THE
CONTRACTOR. OBSERVATIONS ALSO DO NOT GUARANTEE
CONTRACTOR'S PERFORMANCE AND SHALL NOT BE CONSIDERED AS
SUPERVISION OF CONSTRUCTION.
21. DO NOT SPLICE STRUCTURAL MEMBERS UNLESS SPECIFICALLY
DETAILED AND INDICATED IN THIS SET OF DRAWINGS.
22. FOR FIREPROOFING REQUIREMENTS, SEE SPECIFICATIONS.
23. CONTINUOUS SPECIAL INSPECTION AND TESTING ON AS002, AS003
REQUIRED TO BE PERFORMED BY THE GOVERNMENT. CONTRACTOR
TO PROVIDE MINIMUM OF 2 WEEKS NOTICE IN ADVANCE TO SCHEDULE
INSPECTION REQUIRING GOVERNMENT ACTION.
GENERAL
1. ALL CONCRETE SHALL BE CONTROLLED CONCRETE, NORMAL WEIGHT (UNLESS
OTHERWISE NOTED) AND SHALL BE SUBMITTED TO THE CONTRACTOR BEFORE
USE, WITH COMPRESSIVE STRENGTH AS FOLLOWS:
2. ALL CONCRETE MIXES SHALL BE DESIGNED BY A VALIDATED TESTING
LABORATORY, AND STAMPED SEALED BY A LICENSED CIVIL ENGINEER AND
SUBMITTED TO THE CONTRACTING OFFICER FOR REVIEW PRIOR TO PLACING
CONCRETE. MIX DESIGNS FOR CAST-IN-PLACE CONCRETE SHALL BE PER THE
PROCEDURE SPECIFIED IN SPEC SECTION 03 30 00, PARAGRAPH 2.3.1.2
PROPORTIONING STUDIES NORMAL WEIGHT CONCRETE. CONCRETE
SPECIFICATIONS SECTION 03 30 00 TO BE USED FOR BOTH ON-SHORE AND PIER
BUILDINGS.
3. CALCIUM CHLORIDE SHALL NOT BE PERMITTED IN CONCRETE IN ANY FORM.
4. ALL CONCRETE SHALL INCLUDE MIGRATORY CORROSION INHIBITOR
ADMIXTURES.
5. CURING COMPOUND MUST BE APPLIED IMMEDIATELY FOLLOWING FINAL
FINISHING.
6. CONCRETE SHALL NOT BE DROPPED THROUGH REINFORCING STEEL SO AS TO
CAUSE SEGREGATION OF AGGREGATES. HOPPERS, VERTICAL CHUTES, OR
TRUNKS SHALL BE USED IN SUFFICIENT NUMBERS SO THAT THE FREE
UNCONFINED FALL OF CONCRETE SHALL NOT EXCEED SIX FEET AND TO ENSURE
THAT THE CONCRETE IS KEPT LEVEL AT ALL TIMES.
7. POWER WASH CONCRETE BEFORE FRESH CONCRETE IS POURED AGAINST
CONCRETE IN PLACE, THE CONTACT SURFACES OF CONCRETE IN-PLACE SHALL
BE THOROUGLY CLEANED. ALL LAITANCE SHALL BE REMOVED AND THE
CONTACT SURFACES SHALL BE THOROUGLY SLOSHED WITH GROUT CONSISTING
OF ONE PART SAND TO ONE PART CEMENT WITH MINIMUM AMOUNT OF WATER.
8. ALL KEYS SHALL BE 2" X 4" (NOMINAL) UNLESS OTHERWISE SHOWN ON THE
DRAWINGS.
9. ALL PLUMBING SLOTS AROUND SLEEVES SHALL BE FILLED WITH FIRE RATED
MATERIAL WITH AN EQUIVALENT RATING OF THE ADJACENT FLOOR
CONSTRUCTION.
10. ALUMINUM CONDUITS ARE NOT PERMITTED IN CONCRETE ELEMENTS.
11. ALL REINFORCING BARS, ANCHOR BOLTS AND OTHER CONCRETE INSERTS
SHALL BEWELL SECURED IN POSITION PRIOR TO PLACING CONCRETE AND
INSPECTION.
12. REFER TO ARCHITECTURAL DRAWINGS FOR MOLDS, GROOVES, ORNAMENTS,
CLIPS OR GROUNDS REQUIRED TO BE CAST INTO THE CONCRETE AND FOR
EXTENT OF DEPRESSIONS, RAMPS, ETC.
13. SLEEVE PLUMBING OPENINGS IN CONCRETE WALLS AND SLABS BEFORE
PLACING CONCRETE AND BEND REINFORCING AROUND SLEEVES. CORING IS
NOT PERMITTED IN FLOOR, ROOF, SLABS, COLUMNS AND WALLS UNLESS
APPROVED IN ADVANCE.
14. EXPOSED PROJECTION CORNERS OF SLABS, BEAMS, WALLS, COLUMNS, ETC.
SHALL BE FORMED WITH A 3/4" CHAMFER, UNLESS SHOWN OR NOTED
OTHERWISE.
15. CURING COMPOUNDS USED ON CONCRETE THAT IS TO RECEIVE FINISHES SHALL
BE COMPATIBLE WITH FINISH PAINT.
16. ALL TESTING AND INSPECTION OF CONCRETE SHALL CONFORM WITH THE
REQUIREMENTS OF SPEC SECTION 03 30 00. ALL CONCRETE MATERIALS, AND
THE MIXING AND PLACEMENT OF CONCRETE SHALL CONFORM WITH THE
REQUIREMENTS OF SPEC SECTION 03 30 00.
17. LOCATION OF ALL CONSTRUCTION JOINTS SHALL BE REVIEWED BY THE
CONTRACTING OFFICER.
18. ROUGHEN ALL CONSTRUCTION JOINTS TO A MINIMUM 1/4" AMPLITUDE, EXPOSING
AGGREGATE FIRMLY EMBEDDED IN THE CEMENT.
19. CONDUIT OR PIPE SIZE (O.D.) SHALL NOT EXCEED ONE THIRD OF SLAB
THICKNESS AND SHALL BE PLACED BETWEEN THE TOP AND BOTTOM
REINFORCING, UNLESS SPECIFICALLY DETAILED OTHERWISE. CONCENTRATIONS
OF CONDUITS OR PIPES SHALL BE AVOIDED EXCEPT WHERE DETAILED OPENINGS
ARE PROVIDED. PLACEMENT OF CONDUIT AND PIPES WITHIN WHERE DETAILED
OPENINGS ARE PROVIDED. PLACEMENT OF CONDUIT AND PIPES WITHIN SLABS
SUBJECT TO REVIEW AND ACCEPTANCE BY THE CONTRACTING OFFICER.
20. CONDUITS HAVING OUTSIDE DIAMETER LARGER THAN ONE THIRD OF THE SLAB
THICKNESS SHALL NOT BE PERMITTED. CONDUITS THAT CROSS EACH OTHER IN
SLAB SHALL NOT CONSUME AT POINT OF INTERSECTION MORE THAN ONE THIRD
OF THE SLAB THICKNESS.
CONCRETE:
STRUCTURAL STEEL & MISC METALS:
1. MATERIAL AND WORK SHALL CONFORM TO AISC "SPECIFICATION FOR
STRUCTURAL STEEL BUILDINGS", LATEST EDITION.
2. ALL STRUCTURAL STEEL CONNECTIONS SHALL BE MADE WITH HIGH STRENGTH
TYPE BOLTS CONFORMING TO ASTM A325N UNO.
3. ALL BOLTED CONNECTIONS SHALL HAVE A MINIMUM OF TWO (2) BOLTS, UNO.
4. MINIMUM EDGE DISTANCE (DISTANCE FROM CENTER OF BOLT TO NEAREST
EDGE OF PLATE OR STRUCTURAL ELEMENT) SHALL BE 2 BOLT DIAMETERS OR
1-1/2", WHICHEVER IS GREATER, UNLESS NOTED OTHERWISE.
5. ANCHOR BOLTS SHALL BE A307 HEX HEAD BOLTS WITH FLAT WASHERS OR F1554
THREADED RODS GR55 WITH NUTS AND FLAT WASHERS UNO ON DWGS. ALL
EXPOSED ANCHORS SHALL BE TYPE 316 STAINLESS STEEL.
6. ALL WELDING SHALL CONFORM TO STANDARDS OF AISC, AWS D1.1 & D1.3 USING
E70 LOW-HYDROGEN ELECTRODES AND SHALL BE PERFORMED BY WELDERS
CERTIFIED PER AWS REQUIREMENTS.
7. ALL STRUCTURAL STEEL AND MISCELLANEOUS STEEL EXPOSED TO WEATHER
SHALL BE TYPE 316 STAINLESS STEEL. ALL STRUCTURAL STEEL IN
AIR-CONDITIONED SPACES SHALL BE HOT-DIPPED GALVANIZED OR PRIMED
WITH SSPC PAINT 25. ALL STRUCTURAL STEEL IN NON-AIR-CONDITIONED
SPACES SHALL BE PRIMED W/ INORGANIC ZINC CONFORMING TO MS
DOD-P-23236A, AND COATED W/ EPOXY-POLYAMIDE INTERMEDIATE COAT
CONFORMING TO MS MIL-P-2441 FORMULA 50 AND A URETHANE TOP COAT
CONFORMING TO MS MIL-C-83286.
8. AUTOMATICALLY END WELD SHEAR CONNECTORS (HEADED STUDS) THROUGH
DECK TO SUPPORTING STRUCTURAL MEMBERS IN FIELD, ACCORIDNG TO
MANUFACTURER'S RECOMMENDATIONS AND AWS D1.1. REMOVE CERAMIC
FERRULES FROM CONNECTOR AND DECK BEFORE PLACING CONCRETE.
9. AUTOMATICALLY END WELD ALL DEFORMED BAR ANCHORS (DBA). USE SAME
TESTING AND INSPECTION REQUIREMENTS AS FOR SHEAR CONNECTORS.
10. ALL TESTING AND INSPECTION OF STRUCTURAL STEEL SHALL CONFORM WITH
THE REQUIREMENTS OF SPEC SECTION 05 12 00.
11. ALL STRUCTURAL STEEL WIDE FLANGE MEMBERS SHALL CONFORM TO ASTM
SPECIFICATIONS A-992 GRADE 50 KSI U.N.O. PLATES, ANGLES, CHANNELS AND
BARS SHALL BE ASTM A-36. SEE NOTE 7 FOR COATING REQUIREMENTS.
12. TUBES TO CONFORM TO ASTM A-500 GRADE B. PIPES TO CONFORM TO ASTM
A-53 TYPE E OR S GRADE B. SEE NOTE 7 FOR COATING REQUIREMENTS.
13. HIGH STRENGTH STEEL BOLTS TO CONFORM TO ASTM A-325 OR A-490. ANCHOR
RODS TO CONFORM TO ASTM F1554 GR. 55 UNLESS OTHERWISE NOTED.
14. ALL BUTT WELDS SHALL BE FULL PENETRATION BUTT WELDS.
15. SPLICING OF STRUCTURAL STEEL MEMBERS WHERE NOT DETAILED IS
PROHIBITED WITHOUT PRIOR APPROVAL.
16. THE MINIMUM PLATE THICKNESS SHALL BE 3/8" (U.N.O.) THE MINIMUM BOLT
DIAMETER SHALL BE 3/4" (U.N.O.) THE MINIMUM WELD THROAT SHALL BE 3/16"
(U.N.O.)
17. THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND OBTAIN APPROVAL
PRIOR TO FABRICATION.
18. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE CONTROL OF ALL
ERECTION PROCEDURES AND SEQUENCES.
1. REQUIRED DESIGN STRENGTH F'm = 2500 PSI; PROVIDE CONCRETE
MASONY UNITS W/ MIN. COMPRESSIVE STRENGTH OF 3750 PSI.
2. USE OPEN END UNITS, BOND BEAM UNITS AT HORIZONTAL
REINFORCING.UNITS SHALL BE PLACED IN RUNNING BOND PATTERN.
3. REINFORCING BARS IN MASONY SHALL CONFORM TO THE
REQUIREMENTS OF ASTM A615, GRADE 60 AND EPOXY COATED PER
USAKA IDG. LAP SPLICES IN HORIZONTAL REINFORCING SHALL BE 48
DIAMETERS & 2'-0" MINIMUM TYPICAL UNLESS OTHERWISE NOTED ON
PLAN. VERTICAL REINFORCING TO BE ONE PIECE, NO SPLICE, UNLESS
OTHERWISE NOTED ON PLANS.
4. ALL REINFORCING SHALL HAVE A MINIMUM COVERAGE OF 1/2" GROUT,
PROVIDE A MINIMUM GROUT COVER EQUAL TO 1 1/2" NOT LESS THAN
2.5db AROUND MASONRY DOWELS.
5. LOW LIFT CONSTRUCTION, MAXIMUM GROUT POUR HEIGHT IS 4 FEET.
HIGH LIFT GROUTED CONSTRUCTION MUST BE USED IN
CONFORMANCE WITH THE ACI 530-08.
6. ALL CELLS IN CONCRETE BLOCKS SHALL BE FILLED SOLID WITH
GROUT U.N.O.
7. CELLS SHALL BE IN VERTICAL ALIGNMENT. DOWELS SHALL BE SET TO
ALIGN WITH CORES CONTAINING REINFORCING STEEL.
8. ALL ISOLATED BOLTS EMBEDDED IN MASONRY SHALL BE GROUTED
SOLIDLY IN PLACE WITH NOT LESS THAN 1" OF GROUT SUROUNDING
THE BOLT & SHALL BE SET W/ TEMPLATES.
9. REFER TO ARCHITECTURAL DRAWINGS FOR SURFACE AND HEIGHTS
OF UNIT, LAYING PATTERN AND JOINT TYP.
10. PROVIDE SHORING AND BRACING AS REQUIRED FOR MASONRY WALL
CONSTRUCTION WORK.
11. TESTING OF CMU MUST CONFORM TO ASTM C140-02a & ASTM C426-99.
12. MORTAR SHALL BE TYPE 'S' PER ACI 530-08.
13. COMPRESSIVE STRENGTH OF MORTAR SHALL BE 2500 PSI AND GROUT
SHALL BE 2500 PSI.
REINFORCED CONCRETE MASONRY UNIT (CMU):
STEEL DECK:
1. STEEL DECKING SHALL REST TIGHTLY UPON THE TOP FLANGE OF THE
SUPPORTING MEMBERS.
2. STEEL DECK MATERIAL AND INSTALLATION SHALL MEET THE REQUIREMENTS OF
THE STEEL DECK INSTITUTE'S DESIGN MANUAL.
3. ALL DECKING MATERIAL AND THE FLANGES OF SUPPORTING MEMBERS SHALL
BE FREE OF DIRT, SAND, AND OTHER FOREIGN MATERIALS.
4. WATER ON THE DECK OR BETWEEN THE DECK AND SUPPORTING MEMBERS
SHALL BE REMOVED BEFORE WELDING.
5. ALL STEEL DECK SHALL BE CONTINUOUS OVER 3 OR MORE SPANS UNLESS
NOTED OTHERWISE SHORE DECK FOR WET CONCRETE WEIGHT AS REQUIRED
BY THE DECK MANUFACTURER.
6. DECK MANUFACTURER TO IDENTIFY SHORING REQUIREMENTS. PROVIDE
SHORING DETAILS ON SHOP DRAWINGS.
7. MATERIAL FOR STEEL DECK SHALL HAVE A MIN. YIELD STRENGTH OF 33,000 PSI
AND CONFORM TO ASTM A653 SQ, GRADE 33 WITH G90 COATING.
8. THE STEEL DECK SUPPLIER SHALL INCLUDE BUT MAY NOT BE LIMITED TO THE
FOLLOWING:
A. SUPPORTS FOR DECK AROUND DISCONTINUITIES.
9. INSTALL DECK BY WELDING PER TYPICAL DETAIL.
10. DECK WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS IN
ACCORDANCE WITH AWS D1.3 WITH CONTINUOUS INSPECTION.
11. NO LOADS SHALL BE HUNG FROM DECK WITHOUT APPROVAL.
12. STEEL DECK SHALL HAVE A 2.5" MINIMUM BEARING ON SUPPORT STEEL.
13. DECK SHALL BE LAID OUT SO THAT A RIB FALLS ON EACH PARALLEL SUPPORT.
14. END LAPS OF STEEL DECK SHALL BE A MINIMUM OF 4" AND SHALL OCCUR OVER
SUPPORTS.
15. PROVIDE SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION.
1. WELD LENGTHS SHOWN ARE EFFECTIVE LENGTH PER CODE. WHERE LENGTHS
ARE NOT SHOWN, THE WELD SHALL BE FULL LENGTH OF JOINT.
2. ALL WELDING REQUIREMENTS SHOWN OR INDICATED ON THE DRAWINGS MAY BE
FIELD OR SHOP WELDED AS REQUIRED FOR EFFICIENT ERECTION, SUBJECT TO
THE CONTRACTING OFFICER'S APPROVAL.
3. ALL WELDING, OF STRUCTURAL STEEL, SHALL BE PER LATEST EDITION OF AWS
D1.1.
4. CONTINUOUS INSPECTION IS REQUIRED FOR ALL FIELD WELDING AND SHALL BE
PERFORMED BY THE CONTRACTOR QUALITY CONTROL PROGRAM.
5. ALL WELDERS SHALL BE CERTIFIED PER AWS REQUIREMENTS. SUBMIT WELDER
CERTIFICATIONS USE BY WELDING INSPECTOR.
WELDING (STRUCTURAL STEEL):
1. FOUNDATION DESIGN IS BASED ON FINAL REPORT AND ADDENDUM,
GEOTECHNICAL CONSULTATION, FY14 MCA PN 059779, ECHO PIER
RESTORATION BY PACIFIC GEOTECHNICAL ENGINEERS, INC. DATED 10/23/2013.
2. FOUNDATION INFORMATION:
ON SHORE BUILDING:
- ALLOWABLE BEARING PRESSURE: 2,500 PSF
1/3 INCREASE IS ALLOWED FOR WIND AND SEISMIC LOADS.
PIER BUILDING:
- MAT FOUNDATION SUBGRADE MODULUS: 150 PSI/IN
- ALLOWABLE BEARING PRESSURE: 1,500 PSF
- FRICTION COEFFICIENT: 0.35
3. VERIFY ALL EXISTING FIELD CONDITIONS THAT MAY AFFECT THE
INSTALLATION OF THE FOUNDATION SYSTEM PRIOR TO STARTING WORK.
LOCATE AND PROTECT ALL UTILITIES WHICH MAY BE AFFECTED BY THE
CONSTRUCTION PROCESS.
4. FOUNDATION SUBGRADE CAPACITY AND FINAL ELEVATIONS SHALL BE
INSPECTED BY THE CQC GEOTECHNICAL SPECIALIST PRIOR TO PLACING
CONCRETE.
5. DO NOT PLACE UTILITY LINES THROUGH OR BELOW FOUNDATIONS WITHOUT
REVIEW BY CONTRACTING OFFICER.
6. SEE ARCH'L FOR ALL WATERPROOFING AND DAMP PROOFING DETAILS.
7. DEWATERING CONTRACTOR SHALL DESIGN A DEWATERING SYSTEM FOR
GOVERNMENT APPROVAL THAT PERMITS DRAW DOWN OF THE
GROUNDWATER TABLE MAINTAINING ATLEAST 2'-0" BELOW WORKING LEVEL,
MSL DURING THE EXCAVATION AND FOUNDATION PLACEMENT.
FOUNDATION:
1. DEAD LOADS: ACTUAL CALCULATED WEIGHTS OF PERMANENT
STRUCTURES AND ITEMS PERMANENTLY ATTACHED TO THE STRUCTURE.
2. LIVE LOADS
ROOF __ __ __ __ __ __ __ __ __ __ __ __ __ ___ __
FLOOR LIVE LOAD __ __ __ __ __ __ __ __ __ ___ __
3. LATERAL LOADS:
WIND & SEISMIC DESIGN CRITERIA
SEISMIC
SEISMIC LOADS PER GEOTECHNICAL RECOMMENDATIONS
ON SHORE BUILDING:
PEAK GROUND ACCELERATION: 0.48g*
Sds=1.2**
PIER BUILDING:
PEAK GROUND ACCELERATION: 0.43g*
Sds=1.075**
IMPORTANCE FACTOR __ __ __ __ __ __ __ __ __ __
SITE CLASS:
ON SHORE BUILDING __ __ __ __ __ __ __ __
PIER BUILDING __ __ __ __ __ __ __ __ __ __
SEISMIC DESIGN CATEGORY __ __ __ __ __ __ __ __
RISK CATEGORY __ __ __ __ __ __ __ __ __ __ __ __
* THE SPECTRAL ACCELERATION PARAMETERS WERE DETERMINED WITH
A SITE-SPECIFIC PROBABLISTIC SEISMIC HAZARD ASSESSMENT
PERFORMED BY PACIFIC GEOTECHNICAL ENGINEERS, INC.
** DESIGN EARTHQUAKE SPECTRAL RESPONSE ACCELERATION PARAMETER
Sds = PGA x 2.5 PER GEOTECHNICAL RECOMMENDATION.
BASIC STRUCTURAL SYSTEM
BEARING WALL SYSTEM - SPECIAL REINFORCED MASONRY SHEARWALLS
ANALYSIS PROCEDURE - EQUIVALENT LATERAL FORCE
RESPONSE MODIFICATION COEFFICIENT__ __
SYSTEM OVER-STRENGTH FACTOR__ __ __ __
DEFLECTION AMPLIFICATION FACTOR__ __ __
WIND
WIND CRITERIA PER UFC 3-301-01
ULT WIND SPEED V__ __ __ __ __ __ __ __ __ __ __
WIND EXPOSURE __ __ __ __ __ __ __ __ __ __ __ __
RISK CATEGORY __ __ __ __ __ __ __ __ __ __ __ __
DESIGN LOADS:
20 PSF (REDUCIBLE)
250 PSF (WAREHOUSE
STORAGE LOADS)
1.0
D E
D
II
R = 5 = 2.5
Cd = 3.5
133 MPH
D
II
1. STRUCTURAL OBSERVATION AS INDICATED IN THE INTERNATIONAL BUILDING
CODE SECTION 1710. ALL SPECIAL INSPECTIONS TO BE CONDUCTED BY A
CERTIFIED INSPECTOR CONTRACTED BY THE GENERAL CONTRACTOR.
2. SEE PROJECT SPECIFICATIONS AND DRAWINGS FOR ADDITIONAL OBSERVATION
REQUIREMENTS AND ALSO FOR OBSERVATION AND INSPECTION
REQUIREMENTS BY OTHER SPECIALISTS.
3. STRUCTURAL OBSERVATION SHALL BE AT THE FOLLOWING STAGES:
3.1 AFTER REINFORCING AND FORMS HAVE BEEN SET FOR ALL
FOUNDATIONS, PEDESTALS AND RETAINING WALLS AND 72 HOURS
(3 WORKING DAYS) IN ADVANCE OF CONCRETE PLACEMENT.
3.2 AFTER PLACING OF REINFORCEMENTS IN ALL MASONRY SHEARWALLS AND
PRIOR TO GROUTING.
3.3 AFTER ERECTION OF THE ROOF FRAMING AND PLACEMENT OF METAL DECK.
STRUCTURAL OBSERVATION:
* DESIGN VALUES LISTED ARE 80 PERCENT OF ICC VALUES FOR CARBON
STEEL ANCHORS ONLY.
1. ANCHOR DIAMETER REFERS TO THE THREAD SIZE.
2. APPLY PROOF TEST LOAD TO WEDGE ANCHORS WITHOUT REMOVING THE
NUT IF POSSIBLE. IF NOT, REMOVE NUT AND INSTALL A THREADED
COUPLER TO THE SAME TIGHTNESS AS THE ORIGINAL NUT USING A TORQUE
WRENCH & APPLY LOAD. TESTING TO BE CONDUCTED BY AN
INDEPENDENTLY CERTIFIED TESTING LAB.
3. REACTION LOADS FROM TEST FIXTURES MAY BE APPLIED CLOSE TO THE
ANCHOR BEING TESTED, PROVIDED THE ANCHOR IS NOT RESTRAINED FROM
WITHDRAWING BY THE FIXTURE(S).
4. TESTING OF EXPANSION BOLTS SHALL BE IN ACCORDANCE WITH THE 2012
IBC SECTIONS 1909 AND APPENDIX D OF ACI 318-11.
5. TEST EQUIPMENT IS TO BE CALIBRATED BY AN APPROVED TESTING
LABORATORY IN ACCORDANCE WITH STANDARD RECOGNIZED PROCEDURES.
6. THE FOLLOWING CRITERIA APPLY FOR THE ACCEPTANCE OF INSTALLED
ANCHORS: HYDRAULIC RAM METHOD: THE ANCHOR SHOULD HAVE NO
OBSERVABLE MOVEMENT AT THE APPLICABLE TEST LOAD. FOR WEDGE
AND SLEEVE TYPE ANCHORS, A PRACTICAL WAY TO DETERMINE
OBSERVABLE MOVEMENT IS THAT THE WASHER UNDER THE NUT BECOMES
LOOSE.
7. TESTING SHOULD OCCUR 24 HOURS MINIMUM AFTER INSTALLATION OF THE
SUBJECT ANCHORS. CONCRETE SHALL HAVE OBTAINED PRESCRIBED
COMPRESSIVE STRENGTH PRIOR TO INSTALLATION & TESTING UNLESS
SPECIFIED, APPROVED OTHERWISE.
8. WHEN INSTALLING DRILLED-IN ANCHORS AND / OR POWDER DRIVEN PINS IN
NON-PRESTRESSED REINFORCED CONCRETE, USE CARE AND CAUTION TO
AVOID CUTTING OR DAMAGING THE REINFORCING BARS.
9. THE TABULATED TENSION VALUES ARE ONLY APPLICABLE WHEN THE
ANCHORS ARE INSTALLED WITH SPECIAL INSPECTION AS SET FORTH IN
CHAPTER 17 OF 2012 IBC.
10. THE TABULATED TENSION VALUES ARE FOR ANCHORS INSTALLED WITH THE
ANCHOR SPACING AND EDGE DISTANCE RECOMMENDED BY THE ICC
REPORTS.
DESIGN AND TEST VALUES FOR DRILLED-IN CONCRETE ANCHORS:
EXPANSION
BOLT DIA
(INCHES)
EMBEDMENT
DEPTH
(INCHES)
3000 PSI NWC DESIGN
VALUES (POUNDS) *
SHEAR TENSION
TENSION
TEST
(POUNDS)
3/8"
1/2"
5/8"
3/4"
2" 2" 3 1/4" 3 1/8" 4" 3 3/4" 4 3/4"
2,400
3,400
1,824 2,640 2,340 3,415
1,160 1,868 3,820 3,648 5,280 4,680 6,830
SHELL
ANCHOR DIA
(INCHES)
EMBEDMENT
DEPTH
(INCHES)
3000 PSI NWC DESIGN
VALUES (POUNDS) *
SHEAR TENSION
TENSION
TEST
(POUNDS)
3/8"
1/2"
5/8"
3/4"
1 9/16"
2"
2 9/16"
3 3/16"
1,286
2,456
3,504
1,162
2,062
2,824
1,605
2,325
4,125
5,650
1. EXPANSION BOLTS NOTED IN DRAWINGS SHALL HAVE ICC REPORT OR
APPROVED EQUAL.
2. ADHESIVE ANCHORS NOTED IN DRAWINGS SHALL HAVE ICC REPORT OR
APPROVED EQUAL WITH A36 THREADED ROD.
3. MINIMUM EMBEDMENT DEPTHS AS FOLLOWS UNLESS NOTED OTHERWISE.
EXPANSION BOLTS, ADHESIVE & SHELL ANCHORS:
BOLT &
ANCHOR
DIA (INCHES)
EXPANSION BOLT
MINIMUM
EMBED (INCHES)
ADHESIVE AHR SHELL ANCHOR
MINIMUM
EMBED (INCHES)
MINIMUM
EMBED (INCHES)
3/8"
1/2" 5/8" 3/4" 1"
2" 2"
3 1/8" 3 3/4"
N/A
3 3/8" 4 1/2"
5 5/8" 6 3/4"
9"
1 9/16" 2"
2 9/16" 3 3/16"
4. DO NOT DAMAGE EXISTING REINFORCEMENT TO PLACE EXPANSION BOLTS
AND ADHESIVE/SHELL ANCHORS.
5. BRAND NAME ITEM IS TO SET A STANDARD OF QUALITY, AND IS NOT INTENDED
TO RESTRICT CONTRACTOR FROM OFFERING AN EQUAL ITEM FROM OTHER
SOURCE(S) OF SUPPLY.
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SDI STEEL DECK INSTITUTE
SEC SECURITY
SECT SECTION
SF SQUARE FOOT/FEET
SIM SIMILAR
SJ SHRINKAGE JOINT
SMS SHEET METAL SCREWS
SOG SLAB ON GRADE
SPCS SPACES
SPL SOLDIER PILE AND LAGGING
WALL
SQ SQUARE
STD STANDARD
STIFF STIFFENER
STIR STIRRUPS
STL STEEL
STR STRUCTURAL
SUPT SUPPORT
SW SHORT WAY
SYM SYMMETRICAL, SYMMETRY
T TOP
T&B TOP AND BOTTOM
T/, TO TOP OF
TEMP TEMPERATURE
THK THICK, THICKNESS
TJ TOOLED JOINT
TL TOTAL LOAD
TOC TOP OF CONCRETE
TOD TOP OF DECK
TOF TOP OF FOOTING
TOJ TOP OF JOIST
TOS TOP OF SLAB
TOS TOP OF STEEL
TOW TOP OF WALL
TPG TOPPING
TRANS TRANSVERSE
TS TUBULAR STEEL
TYP TYPICAL
ULT ULTIMATE
UNO UNLESS NOTED OTHERWISE
VAR VARIES
VERT VERTICAL
VIF VERIFY IN FIELD
W WIDTH, WIDE FLANGE
W/ WITH
W/O WITHOUT
WF WIDE FLANGE
WP WORK POINT
WT WEIGHT
WWF WELDED WIRE FABRIC
MATL MATERIAL
MAX MAXIMUM
MB MACHINE BOLT
MCJ MASONRY CONTROL JOINT
MECH MECHANICAL
MEZZ MEZZANINE
MFR MANUFACTURER
MID MIDDLE
MIN MINIMUM
MISC MISCELLANEOUS
MK MARK
MO MASONRY OPENING
MPH MILES PER HOUR
MS MIDDLE STRAP
MTL METAL
MU MECHANICAL UNIT
(N) NEW
N NORTH
NA NOT APPLICABLE
NF NEAR FACE
NIC NOT IN CONTRACT
NO NUMBER
NS NEAR SIDE
NTS NOT TO SCALE
NW NORMAL WEIGHT
NWC NORMAL WEIGHT CONCRETE
OC ON CENTER
OD OUTSIDE DIAMETER
OF OUTSIDE FACE
OFI OWNER FURNISHED AND
INSTALLED
OH OPPOSITE HAND
OPG OPENING
OPP OPPOSITE
ORIG ORIGINAL
OTR OWNER'S TECHNICAL
REPRESENTATIVE
OWJ OPEN WEB JOIST
P PLATE
PAR PARALLEL
PART PARTITION/PARTIAL
PC PRECAST
PCI PRECAST CONCRETE
INSTITUTE
PCS PIECES
PERP PERPENDICULAR
PJ POUR JOINT
PLCS PLACES
PLF POUNDS PER LINEAR FOOT
PNL PANEL
PROJ PROJECTION
PSF POUNDS PER SQUARE FOOT
PSI POUNDS PER SQUARE INCH
PT POINT
PVC POLYVINYL CHLORIDE
PVMT PAVEMENT
QTY QUANTITY
R RADIUS, RISER, REMAINDER
REF REFERENCE
REINF REINFORCING
REQ'D REQUIRED
RET RETAINING
REV REVISED / REVISION
RM ROOM
RO ROUGH OPENING
RT RIGHT
RTU ROOF TOP UNIT
EA EACH
EE EACH END
EF EACH FACE
EJ EXPANSION JOINT
EL,
ELEV
ELEVATION
ELEC ELECTRICAL
EMBED EMBEDMENT
ENGR ENGINEER
EOS EDGE OF SLAB
EQ, EQL EQUAL
EQUIP EQUIPMENT
ES EACH SIDE
ETC ET CETERA
EW EACH WAY
EXIST
(E)
EXISTING
EXP EXPANSION
EXT EXTERIOR, EXTERNAL
FDN FOUNDATION
FF FINISH FLOOR
FIN FINISH
FLG (S) FLANGE(S)
FLR FLOOR
FOS FACE OF STUD
FRMG FRAMING
FS FAR SIDE
FT FOOT/FEET
FTG FOOTING
GA GAUGE
GALV GALVANIZE(D)
GC GENERAL CONTRACTOR
GEN GENRAL
GOVT GOVERNMENT
HC HANGAR COLUMN
HDR HEADER
HOR/H HORIZONTAL
HP HIGH POINT
HS HEADED STUD
HSA HEADED STUD ANCHOR
HSB HIGH STRENGTH BOLTS
HT HEIGHT
HVAC HEATING, VENTILATION & AIR
CONDITIONING
ID INSIDE DIAMETER
IE INVERT ELEVATION
IF INSIDE FACE
IN INCH
INCL INCLUDING
INFO INFORMATION
INSP INSPECTION
INT INTERIOR
INTERM INTERMEDIATE
JT JOINT
K KIPS
KB KNEE BRACE
L LENGTH
LBS POUNDS
LF LINEAR FEET
LL LIVE LOAD
LLH LONG LEG HORIZONTAL
LLV LONG LEG VERTICAL
LOC LOCATION
LONGIT LONG LEG LONGITUDINAL
LP LOW POINT
LT LEFT
LVL LEVEL, LEVELING
LW LIGHT WEIGHT
LWC LIGHT WEIGHT CONCRETE
& AND
@ AT
AB ANCHOR BOLT
ABC AGGREGATE BASE COURSE
ABV ABOVE
ACI AMERICAN CONCRETE
INSTITUTE
ADD ADDITIONAL
ADJ ADJACENT
AE ARCHITECTURAL /
ENGINEERING FIRM
AGGR AGGREGATE
AHR ANCHOR
AHU AIR HANDLING UNIT
AISC AMERICAN INSTITUTE OF
STEEL CONSTRUCTION
AISI AMERICAN IRON & STEEL
INSTITUTE
ALT ALTERNATE/ING
ANCH ANCHOR
ANSI AMERICAN NATIONAL
STANDARDS INSTITUTE
APPROX APPROXIMATE
ARCH ARCHITECTURAL
ASTM AMERICAN SOCIETY FOR
TESTING MATERIALS
AWS AMERICAN WELDING SOCIETY
BB BOND BEAM
BLDG BUILDING
BLK BLOCK
BLKG BLOCKING
BLW BELOW
BM BEAM
BO BLOCK OUT
BOD BOTTOM OF DECK
BOF BOTTOM OF FOOTING
BOS BOTTOM OF STEEL
BOT BOTTOM
BP BASE PLATE
BRCG BRACING
BRG PL BEARING PLATE
BS BOTH SIDES
BTWN BETWEEN
C CENTER
CANT CANTILEVER
CCJ CRACK CONTROL JOINT
CIP CAST IN PLACE
CJ CONTROL JOINT
CL CENTER LINE
CLR CLEAR/CLEARANCE
CMU CONCRETE MASONRY UNIT
COL COLUMN
COMP COMPRESSIBLE
CONC CONCRETE
CONN CONNECTION
CONST CONSTRUCTION
CONST
JT
CONSTRUCTION JT
CONT CONTINUOUS/CONTINUATION
CONTR CONTRACTOR
COORD COORDINATE
COR CORNER
CP COMPLETE PENETRATION
CS COLUMN STRIP
DB DECK BEARING
DBA DEFORMED BAR ANCHOR
DBL DOUBLE
DEPR DEPRESSION
DET DETAIL
DIA DIAMETER
DIAG DIAGONAL
DIM DIMENSION
DL DEAD LOAD
DN DOWN
DN DITTO
DO DITTO
DT DOUBLE TEE
DWG DRAWING
DWL(S) DOWEL(S)
ABBREVIATIONS ABBREVIATIONS (CONT.)
1. PER SECTION 1704 OF IBC 2012, THE FOLLOWING ITEMS SHALL BE INSPECTED AND TESTED BY SPECIAL INSPECTOR
CONTRACTED BY GENERAL CONTRACTOR.
2. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED (LICENSED) PERSON WHO SHALL DEMONSTRATE COMPETENCE TO
THE SATISFACTION OF US ARMY CORPS OF ENGINEERS.
STRUCTURAL TESTS, INSPECTIONS, AND OBSERVATIONS:
LIST OF SPECIAL INSPECTION
FOUNDATION:
A. GRADING AND FILLING AND CUT OPERATION PER PLANS AND SPECIFICATIONS
FILL MATERIAL ACCEPTANCE TEST, COMPACTION CONTROL
BEARING CAPACITY OF COMPACTED FILL
YES NO N/A
X X X
CONCRETE:
DURING THE TAKING OF TEST SPECIMENS
PLACING OF REINFORCED CONCRETE
BOLT INSTALLED IN CONCRETE
X X X
REINFORCING STEEL
DURING PLACING OF REINFORCING
B.
C.
X
STRUCTURAL MASONRY:
A.
B.
DURING PREPARATION AND TAKING OF PRISM OR TEST SPECIMENS
PLACING OF ALL MASONRY UNITS, REINFORCEMENT, GROUTING AND MASONRY PRISM TEST
X X
A.
B.
MILL REPORTS AND IDENTIFICATION OF STEEL (AFADAVIT OF COMPLIANCE)
SAMPLING AND TESTING OF SPECIMEN
X X
STRUCTURAL STEEL:
WELDING:
A.
B.
C.
D.
ALL STRUCTURAL WELDING (INCLUDES DECKING AND WELDED STUDS)
ULTRASONIC TESTING OF FULL PENETRATION WELD CONNECTIONS AT MOMENT FRAMES, BRACED
FRAMES, BEAM SPLICES, AND FIELD WELDS
STRUCTURAL LIGHT GAGE METAL FRAME WELDING
REINFORCING STEEL WELDING PER IBC 1704.3
X
X
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BOLT:
A.
B.
C.
D.
HIGH STRENGTH BOLT A325SC & A490SC (TENSION VERIFICATION)
HIGH STRENGTH BOLT A325N & A490N (SNUG CONTACT OF PLYS)
EXPANSION / ADHESIVE ANCHORS IN CONCRETE OR MASONRY INSTALLATION AND TESTING
ANCHOR BOLTS AT CONCRETE WALLS AND BRACED FRAMES. (BOLT INSTALLATION AND
CONCRETE PLACEMENT)
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1 2 3
B
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2'
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63' - 4"
6" THICK SLAB ON GRADE
W/ #4 @ 16" OC EACH WAY
AT CENTER OF SLAB
UNDERLAIN BY 6" OF
COMPACTED AGGREGATE,
COVERED W/ MIN 15 MIL
VAPOR BARRIER PER
NOTE 7, TYP UNO.
8" CMU WALL
FULLY GROUTED W/
#7 @ 16" OC VERT &
#7 @ 24" OC HORIZ, TYP
AT CENTER OF WALL
F'm = 2,500 PSI
A5 S-513
AT NON-
BEARING
CMU WALL,
TYP
TYP @
EXT WALL
9'
8"
TYP
4' - 0"
C
12' - 0"
CJ
CJ
CJ
CJ
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C J
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(S
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TOP OF FOOTING = -1' - 0"
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C4 S-513
C4 S-511
TYP @
INT WALL
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AT CENTER OF SLAB
UNDERLAIN BY 4" OF ASTM
D448, No 67 SIZE
AGGREGATE, COVERED W/
MIN 15 MIL VAPOR BARRIER
PER NOTE 7, AT SHOP AREA.
INDICATES 8" CMU SHEAR WALL.
LEGEND:
INDICATES NON-BEARING CMU WALL.
OF
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L
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ALAM
No. S 3648
Exp. 03-31-16
O N
-S H
O R
E
BU
IL
D
IN
G
K W
AJ
-E
C H
O -P
IE
R
_O S
_S
_C
EN
TR
A
L
/8
'-0
S-111
FO
U
N D
A
TI
O N
P
LA
N
K.
N
GU
YE
N
M . R
AM
IR
EZ
S.
A
LA
M
1-
-0
S.
A
LA
M
0 8' 16' 24'2' 4'
SCALE: 1/8" = 1'-0"
N
SCALE: 1/8" = 1'-0"S-111 REF: S-211
1 FOUNDATION PLAN
1. FOR GENERAL NOTES AND ABBREVIATIONS, SEE SHEETS S-011 THROUGH S-012.
2. FOR TESTS AND SPECIAL INSPECTIONS, SEE SHEETS S-013 THROUGH S-014.
3. FOR TYPICAL DETAILS, SEE SHEETS S-511 THROUGH S-514.
4. VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS.
5. PROVIDE SLAB CONTROL JOINTS @ 20'-0" MAX EACH WAY PER DETAIL B1/S-512.
6. TOP OF SLAB ELEVATION = 0'-0"
7. SEE ARCHITECTURAL FINISH SCHEDULE FOR CONCRETE SLAB HARDENER.
8. VAPOR BARRIER SHALL BE CLASS A OR BETTER (ASTM E 1745-97) AND HAVE A
PERMEANCE RATING LESS THAN 0.01 PERMS (ASTM E 96-95 AND ASTM E 154-88).
PLAN NOTES
S-211
S-211
1 2 3
B
D
A
W18X60 C=1/2"
W18X60 C=1/2"
W18X60 C=1/2"
W18X60 C=1/2"
W18X60 C=1/2"
W18X60 C=1/2"
W18X60 C=1/2"
W18X60 C=1/2"
W18X60 C=1/2"
W18X60 C=1/2"
W18X60 C=1/2"
W18X60 C=1/2"
W18X60 C=1/2"
W18X60 C=1/2" W12X14
W12X14
W12X14
W12X14
W12X14
1 1/2" - 18GA B DECK
H
IG
H R
O O
F
PO
IN
T
LO
W
R O
O F
PO
IN
T
LO
W
R O
O F
PO
IN
T
L4 x4 x1 /4
A N
G
LE
L E
D G
E R
, T
YP
1 1/2" - 18GA B DECK
C2 S-511
A2 S-511
A2 S-511
A2 S-511
A1 S-511
A2 S-511
A2 S-511
C4 S-514
AT BEAM
EMBEDS @
LOW ROOF
BEAMS
AT ANGLE
LEDGER
@ LOW
ROOF
C
W12X14
W12X14
W12X14
W12X14
SIM
S-211
B2 S-511
TYP. @
NON-
BEARING
WALL
TYP. @
BEAM
POCKET IN
CMU WALL
S-211
SIM
SIM
A2 S-511
SIM
SF1
WT=500#
SF2
WT=100#
SF3
WT=150#
EF1
WT=500#
W
X1
W
X1
W
X1
W
X1
W
X1
W
X1
W12X14
W12X14
W18X60 C=1/2"
EQ
U
AL
S
PA
C
ES
EQ
U
AL
S
PA
C
ES
W12X14
4'
8" 4'
4"
EQ
U
AL
S
PA
C
ES
S
P A
C E
S
EQ
U
AL
S
PA
C
ES
S
P A
C E
S
S
P A
C E
S
" INDICATES SHEAR WALLS BELOW.
LEGEND:
INDICATES SPAN OF 1 1/2" 18 GA B METAL DECK,
TYP UNO, SEE DET C3/S-514.
INDICATES NON-BEARING WALLS BELOW.
OF
D E
SI
G
N E
D B
Y
US Army Corps of Engineers Honolulu District
A E
C O
M B
IS
H
O P
S Q
U A
R E
A
SB
T
O W
E R
B
IS
H O
P
ST
R E
E T, S U
IT
E
H O
N O
LU
LU
, H A
W A
II
/0
9/
FY
M C
A P
N
E
C H
O P
IE
R
R
ES
TO
R
AT
IO
N U
S A
R M
Y
KW
AJ
AL
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N
A
TO
LL
(U
SA
KA
A
B
C
D
2 3 4 5
P
LO
T S
C A
LE
S U
BM
IT
TE
D
B Y
D R
A W
N B
Y
S
IZ
E:
A
N S
I D
P
LO
T D
A
TE
C H
EC
KE
D B
Y
D
AT
E:
D R
A W
IN
G
N U
M
BE
R
LO
C
AT
IO
N C
O D
E
S O
LI
C
IT
./C
O N
TR
A
C T
N O
R E
V
IS
IO
N
FI
LE
N A
M E
M
A R
K D
E
SC
R
IP
TI
O
N D
A
TE
A
PP
R
M A
R K
D E
SC
R
IP
TI
O N
D A
TE
A
PP
R
U .S
. A R
M Y
C O
R
PS
O F
E N
G
IN
E
ER
S H
O N
O
LU
LU
D
IS
TR
IC
T
FT
S
H A
FT
E
R , H
AW
AI
I
SHEET
IDENTIFICATION
SHEET
/0
9/
W
A-
-D
-0
3-
R
TA
S U
BM
IT
TA
L
MOHAMED S.
ALAM
No. S 3648
Exp. 03-31-16
O N
-S H
O R
E
BU
IL
D
IN
G
K W
AJ
-E
C H
O -P
IE
R
_O S
_S
_C
EN
TR
A
L
/8
'-0
S-112
R O
O F
FR
AM
IN
G
P
LA
N
K.
N
GU
YE
N
M . R
AM
IR
EZ
S.
A
LA
M
1-
-0
S.
A
LA
M
0 8' 16' 24'2' 4'
SCALE: 1/8" = 1'-0"
N
SCALE: 1/8" = 1'-0"S-112
1 ROOF FRAMING PLAN
1. FOR GENERAL NOTES AND ABBREVIATIONS, SEE SHEETS S-011 THROUGH S-012.
2. FOR TESTS AND SPECIAL INSPECTIONS, SEE SHEETS S-013 THROUGH S-014.
3. FOR TYPICAL DETAILS, SEE SHEETS S-511 THROUGH S-514.
4. VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS.
5. CONTRACTOR TO COORDINATE WITH EQUIPMENT MANUFACTURER TO VERIFY AND
CONFIRM LOCATIONS OF ALL EQUIPMENT AND ASSOCIATED SECONDARY SUPPORT
BEAMS.
S-212
S-212
S-212
S-212
A
132' - 8"
51' - 4"81' - 4"
2'-0" THICK MAT FOUNDATION W/
#7 @ 8" OC TOP & BOTT, EA WAY
8" CMU WALL
FULLY GROUTED W/
#7 @ 16" OC VERT &
#7 @ 24" OC HORIZ, TYP
AT CENTER OF WALL
F'm = 2,500 PSI
TY
P
2'
0"
NON-BEARING
CMU WALL, TYP
SEE C3/S-511
B5 S-513
B
TYP
C3 S-511
INDICATES 8" CMU SHEAR WALL.
LEGEND:
INDICATES NON-BEARING CMU WALL.
OF
D E
SI
G
N E
D B
Y
US Army Corps of Engineers Honolulu District
A E
C O
M B
IS
H
O P
S Q
U A
R E
A
SB
T
O W
E R
B
IS
H O
P
ST
R E
E T, S U
IT
E
H O
N O
LU
LU
, H A
W A
II
/0
9/
FY
M C
A P
N
E
C H
O P
IE
R
R
ES
TO
R
AT
IO
N U
S A
R M
Y
KW
AJ
AL
EI
N
A
TO
LL
(U
SA
KA
A
B
C
D
2 3 4 5
P
LO
T S
C A
LE
S U
BM
IT
TE
D
B Y
D R
A W
N B
Y
S
IZ
E:
A
N S
I D
P
LO
T D
A
TE
C H
EC
KE
D B
Y
D
AT
E:
D R
A W
IN
G
N U
M
BE
R
LO
C
AT
IO
N C
O D
E
S O
LI
C
IT
./C
O N
TR
A
C T
N O
R E
V
IS
IO
N
FI
LE
N A
M E
M
A R
K D
E
SC
R
IP
TI
O
N D
A
TE
A
PP
R
M A
R K
D E
SC
R
IP
TI
O N
D A
TE
A
PP
R
U .S
. A R
M Y
C O
R
PS
O F
E N
G
IN
E
ER
S H
O N
O
LU
LU
D
IS
TR
IC
T
FT
S
H A
FT
E
R , H
AW
AI
I
SHEET
IDENTIFICATION
SHEET
/0
9/
W
A-
-D
-0
3-
R
TA
S U
BM
IT
TA
L
MOHAMED S.
ALAM
No. S 3648
Exp. 03-31-16
P
IE
R B
U
IL
D
IN
G
K W
AJ
-E
C H
O -P
IE
R
_P B
_S
_C
EN
TR
A
L
/8
'-0
S-113
FO
U
N D
A
TI
O N
P
LA
N
K.
N
GU
YE
N
M . R
AM
IR
EZ
S.
A
LA
M
1-
-0
S.
A
LA
M
0 8' 16' 24'2' 4'
SCALE: 1/8" = 1'-0"
N
SCALE: 1/8" = 1'-0"S-113 REF: S-212
1 FOUNDATION PLAN
1. FOR GENERAL NOTES AND ABBREVIATIONS, SEE SHEETS S-011 THROUGH S-012.
2. FOR TESTS AND SPECIAL INSPECTIONS, SEE SHEETS S-013 THROUGH S-014.
3. FOR TYPICAL DETAILS, SEE SHEETS S-511 THROUGH S-514.
4. VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS.
5. PROVIDE SLAB CONTROL JOINTS @ 20'-0" MAX EACH WAY PER DETAIL B1/S-512, SIM.
6. TOP OF SLAB ELEVATION = 0'-0"
7. SEE ARCHITECTURAL FINISH SCHEDULE FOR CONCRETE SLAB HARDENER.
S-212
S-212
S-212
S-212
A
W
X3
W
X3
W
X3
W
X3
W
X3
W
X3
W
X3
W
X3
W
X3
W
X3
W
X3
W
X3
W
X3
W
X3
W
X3
1 1/2" - 18GA B DECK
HIGH
ROOF POINT
LOW
ROOF POINT
W
X3
W
X3
A2 S-511
A2 S-511
A2 S-511
A1 S-511
TYP
SIM
B
A4 S-511
B2 S-511
TY
P
N
O N
B
EA
R
IN
G
C M
U W
AL
L
W12X16
W12X16
W12X16
W12X16EF4
WT=150#
SF4
WT=150#
W
X3
W
X3
6' - 8" 10 EQUAL SPACES 2 SPACES @ 7' - 6" 7 EQUAL SPACES
CL CMU WALL
W12X16
W12X16
INDICATES SHEAR WALLS BELOW.
LEGEND:
INDICATES SPAN OF 1 1/2" 18 GA B METAL DECK,
TYP UNO, SEE DET C3/S-514.
INDICATES NON-BEARING WALLS BELOW.
OF
D E
SI
G
N E
D B
Y
US Army Corps of Engineers Honolulu District
A E
C O
M B
IS
H
O P
S Q
U A
R E
A
SB
T
O W
E R
B
IS
H O
P
ST
R E
E T, S U
IT
E
H O
N O
LU
LU
, H A
W A
II
/0
9/
FY
M C
A P
N
E
C H
O P
IE
R
R
ES
TO
R
AT
IO
N U
S A
R M
Y
KW
AJ
AL
EI
N
A
TO
LL
(U
SA
KA
A
B
C
D
2 3 4 5
P
LO
T S
C A
LE
S U
BM
IT
TE
D
B Y
D R
A W
N B
Y
S
IZ
E:
A
N S
I D
P
LO
T D
A
TE
C H
EC
KE
D B
Y
D
AT
E:
D R
A W
IN
G
N U
M
BE
R
LO
C
AT
IO
N C
O D
E
S O
LI
C
IT
./C
O N
TR
A
C T
N O
R E
V
IS
IO
N
FI
LE
N A
M E
M
A R
K D
E
SC
R
IP
TI
O
N D
A
TE
A
PP
R
M A
R K
D E
SC
R
IP
TI
O N
D A
TE
A
PP
R
U .S
. A R
M Y
C O
R
PS
O F
E N
G
IN
E
ER
S H
O N
O
LU
LU
D
IS
TR
IC
T
FT
S
H A
FT
E
R , H
AW
AI
I
SHEET
IDENTIFICATION
SHEET
/0
9/
W
A-
-D
-0
3-
R
TA
S U
BM
IT
TA
L
MOHAMED S.
ALAM
No. S 3648
Exp. 03-31-16
P
IE
R B
U
IL
D
IN
G
K W
AJ
-E
C H
O -P
IE
R
_P B
_S
_C
EN
TR
A
L
/8
'-0
S-114
R O
O F
FR
AM
IN
G
P
LA
N
K.
N
GU
YE
N
M . R
AM
IR
EZ
S.
A
LA
M
1-
-0
S.
A
LA
M
SCALE: 1/8" = 1'-0"S-114 REF: S-212
1 ROOF FRAMING PLAN
1. FOR GENERAL NOTES AND ABBREVIATIONS, SEE SHEETS S-011 THROUGH S-012.
2. FOR TESTS AND SPECIAL INSPECTIONS, SEE SHEETS S-013 THROUGH S-014.
3. FOR TYPICAL DETAILS, SEE SHEETS S-511 THROUGH S-514.
4. VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS.
5. CONTRACTOR TO COORDINATE WITH EQUIPMENT MANUFACTURER TO VERIFY AND
CONFIRM LOCATIONS OF ALL EQUIPMENT AND ASSOCIATED SECONDARY SUPPORT
BEAMS.
PLAN NOTES
0 8' 16' 24'2' 4'
SCALE: 1/8" = 1'-0"
N
LEVEL 1 - FOUNDATION PLAN
0' - 0"
T.O. MASONRY (NORTH)
12' - 8"
R O
8'
8"
RO
7' - 4"
#8@8" OC VERT
2' - 8"
#8@8" OC VERT
2' - 0"
6' - 0"
RO
16' - 0"
RO
4' - 0" 21' - 4"
RO
3' - 4"
R O
R O
7'
4" 7'
4"
R O
2'
0"
#8@8" OC VERT
4' - 0"
22' - 0" C
J
4' - 0"
VERT
#8@8" OC
TYPICAL CMU REINF.
SEE PLAN TYP. UNO
T.O. MASONRY (SOUTH)
19' - 4"
SLOPE PER ARCH, TYP
4' - 0"
LEVEL 1 - FOUNDATION PLAN
0' - 0"
T.O. MASONRY (NORTH)
12' - 8"
1 2 3
RO
3' - 4"22' - 0" 26' - 0"
RO
3' - 4"
8"
R O
7'
4"
R O
7'
4"
C J
TYPICAL CMU
REINF. SEE PLAN
TYP. UNO
8' - 0"
T.O. MASONRY (SOUTH)
19' - 4"
SLOPE PER ARCH, TYP
LEVEL 1 - FOUNDATION PLAN
0' - 0"
T.O. MASONRY (NORTH)
12' - 8"
BD C
3' - 4"14' - 4"
R O
7'
4"
44' - 8" 43' - 4"
RO
6' - 8" 16' - 4"
RO
3' - 4" 4' - 0" 36' - 8"
RO
3' - 4"
R O
7'
4"
R O
2'
0"
RO
3' - 4" 12' - 0"
R O
7'
4"
TYPICAL CMU
REINF. SEE PLAN
TYP. UNO
9'
4"
9'
4" R
O 2'
0"
RO
3' - 4"10' - 0"
C J
6' - 8"
C J C J
C J
2' - 0"2' - 0" 2' - 0"
2' - 0"
LEVEL 1 - FOUNDATION PLAN
0' - 0"
BD AC
RO
8' - 0" -4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"
R O
2'
8"
C J
24' - 0"
C J
C J
24' - 0"
C J
TYPICAL CMU REINF.
SEE PLAN TYP. UNOVERT
#8@8" OC
VERT
#8@8" OC
VERT
#8@8" OC
VERT
#8@8" OC
VERT
#8@8" OC
VERT
#8@8" OC
RO
8' - 0"
16' - 8" 20'-0" 17'-4"
5'-4"
RO
8' - 0"
RO
8' - 0"
RO
8' - 0"
RO
8' - 0"
RO
8' - 0"4' - 0" -4' - 0"
RO
8' - 0"
VERT
#8@8" OC
4' - 8"
VERT
#8@8" OC
VERT
#8@8" OC
2#7 CONT.
@ TOP & BOT.
OF
D E
SI
G
N E
D B
Y
US Army Corps of Engineers Honolulu District
A E
C O
M B
IS
H
O P
S Q
U A
R E
A
SB
T
O W
E R
B
IS
H O
P
ST
R E
E T, S U
IT
E
H O
N O
LU
LU
, H A
W A
II
/0
9/
FY
M C
A P
N
E
C H
O P
IE
R
R
ES
TO
R
AT
IO
N U
S A
R M
Y
KW
AJ
AL
EI
N
A
TO
LL
(U
SA
KA
A
B
C
D
2 3 4 5
P
LO
T S
C A
LE
S U
BM
IT
TE
D
B Y
D R
A W
N B
Y
S
IZ
E:
A
N S
I D
P
LO
T D
A
TE
C H
EC
KE
D B
Y
D
AT
E:
D R
A W
IN
G
N U
M
BE
R
LO
C
AT
IO
N C
O D
E
S O
LI
C
IT
./C
O N
TR
A
C T
N O
R E
V
IS
IO
N
FI
LE
N A
M E
M
A R
K D
E
SC
R
IP
TI
O
N D
A
TE
A
PP
R
M A
R K
D E
SC
R
IP
TI
O N
D A
TE
A
PP
R
U .S
. A R
M Y
C O
R
PS
O F
E N
G
IN
E
ER
S H
O N
O
LU
LU
D
IS
TR
IC
T
FT
S
H A
FT
E
R , H
AW
AI
I
SHEET
IDENTIFICATION
SHEET
/0
9/
W
A-
-D
-0
3-
R
TA
S U
BM
IT
TA
L
MOHAMED S.
ALAM
No. S 3648
Exp. 03-31-16
O N
-S H
O R
E
BU
IL
D
IN
G
K W
AJ
-E
C H
O -P
IE
R
_O S
_S
_C
EN
TR
A
L
/8
'-0
S-211
W
AL
L
EL
EV
AT
IO
N
S
K.
N
GU
YE
N
M . R
AM
IR
EZ
S.
A
LA
M
1-
-0
S.
A
LA
M
0 8' 16' 24'2' 4'
SCALE: 1/8" = 1'-0"
SCALE: 1/8" = 1'-0"S-211 REF: S-111
2 WEST ELEVATION
SCALE: 1/8" = 1'-0"S-211 REF: S-111
3 EAST ELEVATION
NOTES:
1. ALL OPENING LOCATIONS AND DIMENSIONS TO BE
VERIFIED WITH ARCHITECTURAL DRAWINGS.
2. FOR TYPICAL REINFORCING AT OPENINGS SEE
DETAIL B3/S-513.
SCALE: 1/8" = 1'-0"S-211 REF: S-111
4 NORTH ELEVATION (LOW)
SCALE: 1/8" = 1'-0"S-211 REF: S-111
1 NORTH ELEVATION (HIGH)
LEVEL 1 - FOUNDATION PLAN
0' - 0"
T.O. MASONRY
19' - 4"
A
RO
12' - 0"
RO
3' - 4"
R O
R O
7'
4"
C J
RO
3' - 4"
6'
8" R
O 2'
0"
B
VERT
#8@8" OC
13' - 4"
13' - 4"
TYPICAL CMU
REINF. SEE PLAN
TYP. UNO
-2'-0"
4' - 0"
#3 CLOSED TIES @ 8" OC
FULL HEIGHT
SLOPE PER ARCH
2' - 0"
LEVEL 1 - FOUNDATION PLAN
0' - 0"
3 2 1
RO
3' - 4"3' - 4"
RO
8' - 0" 8' - 8"4' - 0"
RO
8' - 0"4' - 0"
RO
8' - 0"4' - 0"
RO
8' - 0"4' - 0"
RO
8' - 0"4' - 0"
RO
8' - 0"
R O
2'
8"
23' - 4"
C J
C J
C J
22' - 8"22' - 0"
C J
20' - 0"
C J
24' - 0" 20' - 8"
R O
7'
4"
TYPICAL CMU
REINF. SEE PLAN
TYP. UNO
VERT
#7@8" OC
4' - 8"
VERT
#7@8" OC
VERT
#7@8" OC
VERT
#7@8" OC
VERT
#7@8" OC
VERT
#7@8" OC
VERT
#7@8" OC
VERT
#7@8" OC
2#7 CONT.
TOP & BOT
LEVEL 1 - FOUNDATION PLAN
0' - 0"
T.O. MASONRY
19' - 4"
A
RO
3' - 4"
RO
10' - 0" 2' - 8"
R O
7'
4" R O
C J
16' - 0"
3'
4" R
O 4'
0"
6' - 8"
RO
4' - 0" 6' - 0"
2'
8" R
O 1'
4"
RO
1' - 4"
B
2' - 0"
12' - 8"
TYPICAL CMU
REINF. SEE PLAN
TYP. UNO
VERT
#8@8" OC
SLOPE PER ARCH
LEVEL 1 - FOUNDATION PLAN
0' - 0"
T.O. MASONRY
19' - 4"
RO
3' - 4" 25' - 4"
RO
6' - 8" 13' - 4"84' - 0"
R O
7'
4"
R O
7'
4"
23' - 4"
C J
C J
22' - 0"
C J
C J
C J
22' - 0"22' - 0"22' - 0"21' - 4"
TYPICAL CMU
REINF. SEE PLAN
TYP. UNO
3' - 4" 3' - 4"
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SCALE: 1/8" = 1'-0"S-212 REF: S-113
4 NORTH ELEVATION
SCALE: 1/8" = 1'-0"S-212 REF: S-113
1 EAST ELEVATION
NOTES:
1. ALL OPENING LOCATIONS AND DIMENSIONS TO BE
VERIFIED WITH ARCHITECTURAL DRAWINGS.
2. FOR TYPICAL REINFORCING AT OPENINGS SEE
DETAIL B3/S-513.
SCALE: 1/8" = 1'-0"S-212 REF: S-113
3 SOUTH ELEVATION
0 8' 16' 24'2' 4'
SCALE: 1/8" = 1'-0"
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