16b2-Am-0003_Drawings_01.pdf

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 A193 GRADE B16 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 GRADE B5 STAINLESS STEEL TYPE 316 HEX HEAD

BOLTS WITH 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 AND MISC STEEL NOT

EXPOSED TO WEATHER SHALL BE PRIMED PER SPEC SECTION 09 97 13.27. ALL

BOLTS, NUTS AND WASHERS TO BE TYPE 316 STAINLESS STEEL.

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 A193 GRADE B16,

STAINLESS STEEL TYPE 316 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 Ω = 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.

R E G

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S SOUTH

SCHED SCHEDULE

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

X

X

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)

X

X

X

X

A.

A.

B.

C.

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T E

D R

A W

IN

G

N U

M B

E R

L O

C A

T

IO

N C

O D

E

S O

L

IC

IT

C

O N

T R

A C

T N

O

R E

V

IS

IO

N

F

IL

E N

A M

E

M A

R K

D E

S C

R

IP

T

IO

N D

A T

E A

P P

R

M A

R K

D E

S C

R

IP

T

IO

N D

A T

E A

P P

R

U .S

A

R M

Y C

O R

P S

O F

E N

G

IN

E E

R S

H O

N O

L U

L U

D

IS

T R

IC

T

F T

S H

A F

T E

R H

A W

A

II

SHEET

IDENTIFICATION

SHEET

/0

/1

W

A -0

-D

-0

-0

R T

A S

U B

M

IT

T A

L

MOHAMED S.

ALAM

No. S 3648

Exp. 03-31-16

O N

-S H

O R

E

P

IE

R B

U

IL

D

IN

G

K W

A J -E

C H

O -P

IE

R

O

S

S

C E

N T

R A

L

2"

'-0

A

M -0

/1

3/

S-014

S P

E C

IA

L I N

S P

E C

T

IO

N S

K

N G

U Y

E N

M

R A

M

IR

E Z

S

A

LA

M

1-

-0

S

A

LA

M

A F

S-211

S-211

1 2 3

B

D

A

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 8, 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

TYP

4' - 0"

C

12' - 0"

CJ

CJ

CJ

CJ

CJ

C J

C J

(S L A

B C

J

E Q

U A

L S

P A

C E

S

S-211

CONTROL JOINT

TOP OF FOOTING = -1' - 0"

S-211

C4 S-513

C4 S-511

TYP @

INT WALL

6" THICK SLAB ON GRADE

W/ #4 @ 16" OC EACH WAY

AT CENTER OF SLAB

UNDERLAIN BY 4" OF ASTM

D448, No 67 SIZE

AGGREGATE, COVERED W/

MIN 15 MIL VAPOR BARRIER

PER NOTE 8, AT SHOP AREA.

INDICATES 8" CMU SHEAR WALL.

LEGEND:

INDICATES NON-BEARING CMU WALL.

R E G

IS

T E R E

D

PR

OFESS IONAL

E N G

IN

E E R

S T A

T E

O F CA L I F

OR

N I A

C T U R A

L

URT

S

OF

D E

S

IG

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

S B

T O

W E

R B

IS

H

O P

S T

R E

E T

S

U

IT

E

H O

N O

L U

L U

H

A W

A

II

/1 /2

F

Y

M

C A

P N

E C

H O

P

IE

R R

E S

T O

R A

T

IO

N U

S A

R M

Y K

W A

J A

L E

IN

A

T O

L L

U S

A K

A

A

B

C

D

2 3 4 5

P L

O T

S C

A L E

S U

B M

IT

T

E D

B Y

D R

A W

N B

Y

S

IZ

E

A N

S I D

P L

O T

D A

T E

C H

E C

K E

D B

Y

D A

T E

D R

A W

IN

G

N U

M B

E R

L O

C A

T

IO

N C

O D

E

S O

L

IC

IT

C

O N

T R

A C

T N

O

R E

V

IS

IO

N

F

IL

E N

A M

E

M A

R K

D E

S C

R

IP

T

IO

N D

A T

E A

P P

R

M A

R K

D E

S C

R

IP

T

IO

N D

A T

E A

P P

R

U .S

A

R M

Y C

O R

P S

O F

E N

G

IN

E E

R S

H O

N O

L U

L U

D

IS

T R

IC

T

F T

S H

A F

T E

R H

A W

A

II

SHEET

IDENTIFICATION

SHEET

/0

/1

W

A -0

-D

-0

-0

R T

A S

U B

M

IT

T A

L

MOHAMED S.

ALAM

No. S 3648

Exp. 03-31-16

O N

-S H

O R

E B

U

IL

D

IN

G

K W

A J -E

C H

O -P

IE

R

O

S

S

C E

N T

R A

L

/8

'-0

A

M -0

/1

3/

S-111

F O

U N

D A

T

IO

N P

L A

N

K

N G

U Y

E N

M

R A

M

IR

E Z

S

A

LA

M

1-

-0

S

A

LA

M

A F

0 8' 16' 24'2' 4'

SCALE: 1/8" = 1'-0"

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).

9. SEE CIVIL SITE PLAN ON CS104 FOR BUILDING LOCATION.

PLAN NOTES

N

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 P

O

IN

T

L O

W R

O O

F P

O

IN

T

L O

W R

O O

F P

O

IN

T

L x x /4

A N

G L E

L E

D G

E R

T

Y P

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 X

W X

W X

W X

W X

W X

W12X14

W12X14

W18X60 C=1/2"

E

Q U

A L S

P A

C E

S E

Q U

A L S

P A

C E

S

W12X14

E

Q U

A L S

P A

C E

S S

P A

C E

S

E

Q U

A L S

P A

C E

S

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.

ALL METAL DECK SHALL BE GALVANIZED PER

SPEC SECTION 05 30 00. DECK UNDERSIDE TO BE

FIELD PRIMED AND PAINTED PER SPEC SECTION 09 97 13.27.

INDICATES NON-BEARING WALLS BELOW.

R E G

IS

T E R E

D

PR

OFESS IONAL

E N G

IN

E E R

S T A

T E

O F CA L I F

OR

N I A

C T U R A

L

URT

S

OF

D E

S

IG

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

S B

T O

W E

R B

IS

H

O P

S T

R E

E T

S

U

IT

E

H O

N O

L U

L U

H

A W

A

II

/1 /2

F

Y

M

C A

P N

E C

H O

P

IE

R R

E S

T O

R A

T

IO

N U

S A

R M

Y K

W A

J A

L E

IN

A

T O

L L

U S

A K

A

A

B

C

D

2 3 4 5

P L

O T

S C

A L E

S U

B M

IT

T

E D

B Y

D R

A W

N B

Y

S

IZ

E

A N

S I D

P L

O T

D A

T E

C H

E C

K E

D B

Y

D A

T E

D R

A W

IN

G

N U

M B

E R

L O

C A

T

IO

N C

O D

E

S O

L

IC

IT

C

O N

T R

A C

T N

O

R E

V

IS

IO

N

F

IL

E N

A M

E

M A

R K

D E

S C

R

IP

T

IO

N D

A T

E A

P P

R

M A

R K

D E

S C

R

IP

T

IO

N D

A T

E A

P P

R

U .S

A

R M

Y C

O R

P S

O F

E N

G

IN

E E

R S

H O

N O

L U

L U

D

IS

T R

IC

T

F T

S H

A F

T E

R H

A W

A

II

SHEET

IDENTIFICATION

SHEET

/0

/1

W

A -0

-D

-0

-0

R T

A S

U B

M

IT

T A

L

MOHAMED S.

ALAM

No. S 3648

Exp. 03-31-16

O N

-S H

O R

E B

U

IL

D

IN

G

K W

A J -E

C H

O -P

IE

R

O

S

S

C E

N T

R A

L

/8

'-0

A

M -0

/1

3/

S-112

R O

O F

F R

A M

IN

G

P L A

N

K

N G

U Y

E N

M

R A

M

IR

E Z

S

A

LA

M

1-

-0

S

A

LA

M

A F

0 8' 16' 24'2' 4'

SCALE: 1/8" = 1'-0"

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.

PLAN NOTES

N

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

T Y

P

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.

R E G

IS

T E R E

D

PR

OFESS IONAL

E N G

IN

E E R

S T A

T E

O F CA L I F

OR

N I A

C T U R A

L

URT

S

OF

D E

S

IG

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

S B

T O

W E

R B

IS

H

O P

S T

R E

E T

S

U

IT

E

H O

N O

L U

L U

H

A W

A

II

/2 /2

F

Y

M

C A

P N

E C

H O

P

IE

R R

E S

T O

R A

T

IO

N U

S A

R M

Y K

W A

J A

L E

IN

A

T O

L L

U S

A K

A

A

B

C

D

2 3 4 5

P L

O T

S C

A L E

S U

B M

IT

T

E D

B Y

D R

A W

N B

Y

S

IZ

E

A N

S I D

P L

O T

D A

T E

C H

E C

K E

D B

Y

D A

T E

D R

A W

IN

G

N U

M B

E R

L O

C A

T

IO

N C

O D

E

S O

L

IC

IT

C

O N

T R

A C

T N

O

R E

V

IS

IO

N

F

IL

E N

A M

E

M A

R K

D E

S C

R

IP

T

IO

N D

A T

E A

P P

R

M A

R K

D E

S C

R

IP

T

IO

N D

A T

E A

P P

R

U .S

A

R M

Y C

O R

P S

O F

E N

G

IN

E E

R S

H O

N O

L U

L U

D

IS

T R

IC

T

F T

S H

A F

T E

R H

A W

A

II

SHEET

IDENTIFICATION

SHEET

/0

/1

W

A -0

-D

-0

-0

R T

A S

U B

M

IT

T A

L

MOHAMED S.

ALAM

No. S 3648

Exp. 03-31-16

P

IE

R B

U

IL

D

IN

G

K W

A J -E

C H

O -P

IE

R

P

B S

C

E N

T R

A L

/8

'-0

A

M -0

/1

3/

S-113

F O

U N

D A

T

IO

N P

L A

N

K

N G

U Y

E N

M

R A

M

IR

E Z

S

A

LA

M

1-

-0

S

A

LA

M

A F

0 8' 16' 24'2' 4'

SCALE: 1/8" = 1'-0"

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.

8. SEE CIVIL SITE PLAN ON CS101 FOR BUILDING LOCATION.

PLAN NOTES

N

S-212

S-212

S-212

S-212

A

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

1 1/2" - 18GA B DECK

HIGH

ROOF POINT

LOW

ROOF POINT

W X

W X

A2 S-511

A2 S-511

A2 S-511

A1 S-511

TYP

SIM

B

A4 S-511

B2 S-511

T Y

P

N O

N

B E

A R

IN

G

C M

U W

A L L

W12X16

W12X16

W12X16

W12X16

EF4

WT=150#

SF4

WT=150#

W X

W X

6' - 8" 10 EQUAL SPACES 2 SPACES @ 7' - 6" 7 EQUAL SPACES

C

L 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.

ALL METAL DECK SHALL BE GALVANIZED PER

SPEC SECTION 05 30 00. DECK UNDERSIDE TO BE

FIELD PRIMED AND PAINTED PER SPEC SECTION 09 97 13.27.

INDICATES NON-BEARING WALLS BELOW.

R E G

IS

T E R E

D

PR

OFESS IONAL

E N G

IN

E E R

S T A

T E

O F CA L I F

OR

N I A

C T U R A

L

URT

S

OF

D E

S

IG

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

S B

T O

W E

R B

IS

H

O P

S T

R E

E T

S

U

IT

E

H O

N O

L U

L U

H

A W

A

II

/2 /2

F

Y

M

C A

P N

E C

H O

P

IE

R R

E S

T O

R A

T

IO

N U

S A

R M

Y K

W A

J A

L E

IN

A

T O

L L

U S

A K

A

A

B

C

D

2 3 4 5

P L

O T

S C

A L E

S U

B M

IT

T

E D

B Y

D R

A W

N B

Y

S

IZ

E

A N

S I D

P L

O T

D A

T E

C H

E C

K E

D B

Y

D A

T E

D R

A W

IN

G

N U

M B

E R

L O

C A

T

IO

N C

O D

E

S O

L

IC

IT

C

O N

T R

A C

T N

O

R E

V

IS

IO

N

F

IL

E N

A M

E

M A

R K

D E

S C

R

IP

T

IO

N D

A T

E A

P P

R

M A

R K

D E

S C

R

IP

T

IO

N D

A T

E A

P P

R

U .S

A

R M

Y C

O R

P S

O F

E N

G

IN

E E

R S

H O

N O

L U

L U

D

IS

T R

IC

T

F T

S H

A F

T E

R H

A W

A

II

SHEET

IDENTIFICATION

SHEET

/0

/1

W

A -0

-D

-0

-0

R T

A S

U B

M

IT

T A

L

MOHAMED S.

ALAM

No. S 3648

Exp. 03-31-16

P

IE

R B

U

IL

D

IN

G

K W

A J -E

C H

O -P

IE

R

P

B S

C

E N

T R

A L

/8

'-0

A

M -0

/1

3/

S-114

R O

O F

F R

A M

IN

G

P L A

N

K

N G

U Y

E N

M

R A

M

IR

E Z

S

A

LA

M

1-

-0

S

A

LA

M

A F

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

10"

TYP

1 1/2"

2- 5/8" DIA A307 W/

HEAVY HEX HEADS

& 5" EMBEDMENT

3/4" BEARING

PLATE

5/16 3

5/16 3

ROOF DECK

PER PLAN

W BEAM

PER PLAN

W BEAM

PER PLAN

BEAM POCKET

(FILL W/ NON-

SHRINK GROUT

3000 PSI MIN.

AFTER BEAM

PLACEMENT)

A307 BOLTS W/ HEAVY

HEX HEADS

(2)- #3 BARS

3'-0" LONG, AT

EA BM POCKET

(2)-#5 BARS

1"

1 1/2" MIN

GROUT

FILL POCKET

SOLID W/

NON-SHRINK

GROUT

SECTION A-A

SECTION B-B

BEARING PLATE

#3 BARS

3"

(2) #6 CHORD

BARS

(2) #7

CONT

BARS

(2) #7

BARS

(2) #7

BARS

ADDED (2) #5 VERT

ADDED (2) #7

VERTICAL

1/2" CONT PL x 5" WIDE

7/8"ø x 2'-6" LONG DEFORMED BAR

ANCHORS @ 16" OC INTO CMU WALL

METAL DECK

SEE PLAN

FOR ORIENTATION

CMU WALL PER PLAN

DECK TO PLATE

WELDS PER

DETAIL /C3 S-514

5/16

METAL DECK, SEE PLAN

FOR ORIENTATION

CONTINUOUS

L3x3x1/4 EA SIDE

CMU WALL PER PLAN

BOTTOM OF METAL DECK

1/4" PL CONT

BOTTOM

OF BEAM

TOP OF

CMU

WALL PARALLEL TO DECKING SPAN

NOTE: SLOT CMU AROUND BEAM DO

NOT CONNECT BEAM TO CMU WALL

C L E

A R

A L L

A R

O U

N D

B M

S

3/16 3-12

TYP 3

SIDES TO

1/4" PL

1/2"

MIN TYP

1/2"

MIN TYP

1/8 2-6

1/8 2-6

CMU WALL

3/4"Ø ANCHOR BOLTS @ 16" OC

W/ 5" EMBEDMENT

LEDGER, SEE PLAN

FOR DECK DIRECTION,

SEE PLAN

METAL DECK PER PLAN

1/2" 2"

T Y

P

/2

T Y

P

/2

E Q

E Q

E Q

/2

5'-0" LAP LENGTH

3/16

EA BAR

6"

PL 3/4" W/ (2) #7 REBARS

3" SPACING x 2'-0" LONG

Wx BM PER PLAN

5/8" THK PLATE

1/2" THK PLATE

(1) VERT ROWS

(4)#7 EMBED

REBARS

METAL DECK

PER PLAN

CMU WALL

PER PLAN

5/8" THK x 6"

WIDE PLATE 4'-0" 4"

SEE SCHED A2/S-514 FOR

SHEAR PLATE BOLTS

STD HOLE, TYP

2"

1/4

3/16

3/16

C L R

P E

R A

/A

S

S P

L

IC

E T

Y P

8" CMU BLOCK

WALL W/ TYP REINF

PER PLAN

CONC MAT

SEE PLAN

#5 CONT TOP &

BOTTOM

DOWELS TO MATCH

VERT REINF

P L A

N

S E

E

BOTT OF MAT

ELEVATION

PROPERLY

COMPACTED

SELECT

GRANULAR

MATERIAL

M

IN

TOP OF SLAB

SEE PLAN

C L R

P E

R A

/S

-5

L A

P S

P L

IC

E

SEE PLAN

BOTT OF FTG

ELEVATION

3"

8" CMU BLOCK

WALL W/ TYP REINF

PER PLAN

CONC SLAB SEE PLAN

#5 CONT TOP & BOTT

DOWELS TO MATCH

VERT REINF

#6@12" OC

3-#5

PROPERLY

COMPACTED

SELECT

GRANULAR

MATERIAL

4" MINIMUM

CAPILLARY

WATER

BARRIER

M

IN

VAPOR BARRIER

PER PLAN, TYP

R E G

IS

T E R E

D

PR

OFESS IONAL

E N G

IN

E E R

S T A

T E

O F CA L I F

OR

N I A

C T U R A

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URT

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OF

D E

S

IG

N E

D B

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US Army Corps of Engineers Honolulu District

A E

C O

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T O

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SHEET

IDENTIFICATION

SHEET

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MOHAMED S.

ALAM

No. S 3648

Exp. 03-31-16

O N

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SCALE: 1 1/2" = 1'-0"S-511 REF: S-112

A1

CMU BEAM

POCKET DETAIL

, S114SCALE: N.T.S.S-511 REF: S-112

A2

METAL DECK BEARING ON

CMU WALL

SCALE: N.T.S.S-511 REF: S-112

B2

TYP NON-BEARING CMU WALL

SUPPORT

, S114

SCALE: N.T.S.S-511 REF: S-112

C2 LEDGER AT CMU WALL

, S114

S-511 SCALE: 1" = 1'-0"

A4 TYP BEAM DRAG CONNECTION TO CMU SHEAR WALL

RE: S-114

SCALE: N.T.S.S-511

C3

8" INTERIOR MASONRY WALL

AT MAT FOUNDATION

REF: S-113SCALE: N.T.S.S-511 REF: S-111

C4

TYPICAL 8" INTERIOR

MASONRY WALL FOOTING

DEPRESSED SLAB B

FINISHED GRADE

TOOLED EDGE

ASLAB EDGE

(2) #4 CONT

SLAB REINF

#4 CONT AS SHOWN

DEPRESSED SLAB

SEE ARCH MAX = 3"

2 MIN

S E

E P

L A

N

MIN

8"

M

IN

S E

E P

L A

N

MIN

8"

#4 @ 18" OC

DOWELS AT CURB

OPTIONAL POUR JOINT

CURB WHERE OCCURS

(1) #4 CONT

T

T /4

SAWCUT SLAB

PROVIDE JOINT

SEALANT, SEE

SPECS

M

IN

SHRINKAGE JOINT

SLAB REINFORCING

SEE PLAN

P L A

N

DETAIL A-A

DETAIL A-A

1/4" MAX

1/8" MIN

FINISH

FLOOR

S E

E

T

SOG

PER PLAN

S E

E P

L A

N

CONSTRUCTION

JOINT

CONSTRUCTION JOINT

DISCONTINUE

REINFORCING

AT JOINT

M

IN

/2

T

8" 8"

FIN FLR

SOG PER

PLAN

#4 X 1'-8" LONG DOWEL @

12" OC. PROVIDE A SLEEVE

AT BAR DOWELS. EXTEND

1/2" PAST END OF OF

DOWEL AND SEAL END.

"B" "Ld"

,0

P

S I

NOTE:

1. TOP BARS ARE HORIZONTAL REINFORCING BARS (EXCEPT

WALL HORIZ BARS) SO PLACED THAT MORE THAN 12" OF

FRESH CONCRETE IS CAST IN THE MEMBER BELOW THE BAR.

2. LAP LENGTH SHALL BE THAT OF THE SMALLER DIAMETER BAR

IN THE SPLICE.

"B"

"B"

"Ld" *

"B"

,0

P

S I

"Ld" *

,0

P

S I

"Ld" *

8'-9"7'-9"4'-8" 6'-9"2'-4" 3'-2" 3'-11" 9'-10" 10'-11"

7'-7"

5'-10"

6'-9"

5'-3"

5'-2"

6'-0"

6'-9"

2'-7"

3'-0"

3'-1"

3'-8"

4'-1"3'-5" 5'-11"

4'-6"

5'-3"

2'-1"

2'-5"

1'-7"

1'-10"

2'-1" 2'-9"

4'-8"2'-4" 2'-10" 4'-1"1'-11"1'-5"

9'-6"

7'-3"

8'-6"

6'-6"

6'-7"

7'-8"

8'-6"

5'-11"

6'-9"6'-0"3'-7" 5'-3"1'-10" 2'-5" 3'-0" 8'-5"7'-7"

LENGTH

SIZE

"B"

"B"

"Ld" *

,0

P

S I

"B"

"Ld" *

,0

P

S I

BAR

BAR

LENGTH

SIZE

,0

P

S I

"Ld" *

4'-6"

5'-3"

5'-10"

5'-2"

6'-9"

#9

BASIC

5'-2"

4'-7"

6'-0"

3'-1"

3'-7"

2'-9"

4'-6"

4'-0"

5'-3"

4'-0"

4'-8"

2'-5"

2'-10"

3'-6"

4'-1"

1'-7"

1'-10"

1'-5" 1'-10"

2'-1"

2'-5"

1'-3"

1'-5" 1'-11"

1'-7"

2'-7"

2'-0"

2'-4"

2'-4"

3'-0"

#8#5 #6 #7#4#3

6'-6"

5'-7"

#11

6'-7"

5'-10"

7'-7"

5'-1"

5'-11"

#10

7'-3"

8'-5"

6'-6"

#9#8#5

TOP BARS

#6 #7#4#3 #11#10

4'-0"3'-7"2'-2" 3'-2"1'-1" 1'-5" 1'-10" 5'-0"4'-6"

DEVELOPMENT

LENGTH

LAP SPLICE

SPLICE

= 3,000 PSI, 4,000 PSI, 5,000 PSI cf'NOTE:

fy = 60,000 PSI

* Ld TO BE INCREASED BY 120% FOR ALL EPOXY-COATED

REINFORCEMENT.

STANDARD HOOKS AND BENDS

3" M

IN

db

O R db

O R

ALTERNATE CORNERS

TIES TO BE PLACED AT

SPLICES FOR SUCCESSIVE

3" M

IN

COLUMN TIES

WALL BARS SHALL BE

TIED TOGETHER

4 db

2 1/2" MIN

BEAM STIRRUPS

6 db OR3" M

IN

TYP

135° BEND,

SUPPLEMENTARY CROSSTIES

ENDS ON CONSECUTIVE

(ALTERNATE 90° AND 135°

CROSSTIES)

D = FINISHED INSIDE BEND DIA

db = BAR DIAMETER

D = 10db FOR #14 & #18 D = 8db FOR #9, #10 & #11 D = 6db FOR #3 THRU #8

DD D

BEND DIAMETER SCHED

db

D d b

M

IN

M

IN

d b O

R

6 d b O

R

3" M

IN

9"

TYP

M

IN

M

IN

M A

X

M

IN

1'-6"

MIN

CONCRETE FILL SHALL BE PLACED

PRIOR TO POURING FOOTINGS

NO PIPES PERMITTED IN OR THROUGH FOOTING PROPER.

CONCRETE FILL SHALL BE SAME WIDTH AS FOOTING PAD

AND FULL WIDTH OF PIPE TRENCH. FOOTING SHALL BE

STEPPED PER TYPICAL STEPPED FOOTING DETAIL SO THAT

CONCRETE FILL DOES NOT EXCEED 3'-0" ABOVE PIPE

INVERT.

PIPE TRENCHES SHALL

BE LOCATED SO THAT

FOOTINGS WILL NOT BE

UNDERMINED

NO PIPE SHALL PASS

THROUGH THIS PORTION OF

FOOTING, SEE PLAN FOR SIZE

PIPE SLEEVE

NO EXCAVATION

BELOW THIS LINE

2 MIN

PIPE SLEEVE

ELEV A-A

A

A

30 D

CONCRETE

TWO LAYERS OF REINFORCING

ONE LAYER OF REINFORCING

#3 ( ) TIES @ TYP

(2) #5 MIN

HORIZ REINF

#5 MIN HOOK BARS AT BEAMS

AND FOOTINGS (TYP)

(2) #5 MIN

(2) #5 MIN

CORNER BAR MAY BE USED W/ STRAIGHT BARS

IN LIEU OF HOOKED HORIZONTAL BARS

30 D

CONCRETE

30 D

CONCRETE

30 D

CONCRETE

30 D

CONCRETE

CORNER BAR MAY BE USED W/ STRAIGHT

BARS IN LIEU OF HOOKED HORIZONTAL

BARS

#5 MIN

P L A

N

S E

E

CLR

1 1/2"

C L R

DIMENSIONS

EQUIPMENT

SLAB REINF

SEE PLAN

#4 EA

CORNER &

@ 18" OC

MAX EA WAY

#4 @ 18" OC EW DRILL &

DOWEL W/ 4" EMBED

EPOXY ANCHORING

SYSTEM THAT SATISFY

PULL TEST REQUIREMENTS

ON SHEET S-012

ROUGHEN & CLEANOPTIONAL POUR JOINT

NOTE:

PAD DIM, AB SIZE & LOCATIONS, & OTHER EMBEDDED ITEMS

SHALL CONFORM TO EQUIPMENT MFG'S REQ'S. CONTRACTOR

SHALL COORDINATE WITH EQUIPMENT MFG ON EXACT DIM

BEFORE BUILDING THE EQUIPMENT PADS.

MIN

6"

MIN

6"

EQUIPMENT

ANCHORS BY

SUPPLIER

A4/S-512 ld PER

2" NON-SHRINK

METALLIC GROUT

BASE PL THICKNESS

STANDARD WASHER

M

IN

IM

U

M E

M B

E D

M E

N T

1 1/2" MIN

TYP

S E

E S

C H

E D

U L E

HEADED ANCHOR BOLT

BOLT DIAMETER "D"

SEE DETAILS

UNLESS SPECIFICALLY DETAILED.

MEASURED FROM TOP OF ADJACENT SLAB ON GRADE.

2. AT CONCRETE CURBS ANCHOR BOLT EMBEDMENT IS

NOTES: 1. USE MINIMUM EMBEDMENT FOR ALL ANCHOR BOLTS

BOLT

DIAMETER

D

EMBEDMENT

MINIMUM

2"1 1/4"1" 1 1/2"3/4" 7/8"1/2" 5/8"

16"8" 9" 12"8" 8"8" 8"

LEVELING

NUTS

R E G

IS

T E R E

D

PR

OFESS IONAL

E N G

IN

E E R

S T A

T E

O F CA L I F

OR

N I A

C T U R A

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S

OF

D E

S

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US Army Corps of Engineers Honolulu District

A E

C O

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T O

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SHEET

IDENTIFICATION

SHEET

/0

/1

W

A -0

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T A

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MOHAMED S.

ALAM

No. S 3648

Exp. 03-31-16

O N

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A

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M

1-

-0

S

A

LA

M

A F

SCALE: N.T.S.S-512

C2 SLAB EDGE & DEPRESSED SLAB DETAIL

SCALE: N.T.S.S-512

B1 SLAB CONTROL JOINT (CJ)

SCALE: N.T.S.S-512

A1

SLAB CONSTRUCT

JOINT (CONST JT)

SCALE: N.T.S.S-512

A4

TYPICAL CONCRETE LAP

SPLICE / DEVELOPMENT

LENGTH

SCALE: N.T.S.S-512

C3

TYPICAL REINF. BAR BENDS

STIRRUPS AND TIES

SCALE: N.T.S.S-512

B3 TYPICAL PIPE AND TRENCH

SCALE: N.T.S.S-512

A3

TYP. BAR ENDS AND LAPS IN CONCRETE WALLS, FOOTING AND

BEAMS

SCALE: N.T.S.S-512

A5 INTERIOR EQUIPMENT PAD

SCALE: N.T.S.S-512

C4

TYPICAL ANCHOR BOLT

ASSEMBLY

"C

L R

#4 @ 16"

LINTEL REINF SEE SCHED

48 DIA OR

OPENINGS LESS THAN 5'-0"

OPENINGS 7'-1" TO 10'-0"

ADD #4 @ 16" W/ STD

HOOK WHEN

JAMB/LINTEL BAR IS

#6 OR LARGER

AND HOOK-TYP

WHERE EXTENSION IS NOT POSSIBLE

EXTEND BARS AS FAR AS POSSIBLE

# OF

REBAR

2-#6

2-#7

2-#8

SIZE OF OPENING

OPENINGS 5'-1" TO 7'-0"

MASONRY JAMB

8" BLOCK

MASONRY LINTEL

(SILLS SIMILAR)

8" BLOCK

LINTEL REINFORCING SCHEDULE

NOTE: EXTEND JAMB

BARS FLR TO FLR, OR TO

ROOF WHERE OPENINGS

EXCEED 4'-0" IN WIDTH

OTHERWISE EXTEND 48

DIA OR 2'-0" MIN PAST

FACE OF OPENING.

WHEN "L" 32" USE ONE PIECE

REINF W/ STD HOOK EACH END

STANDARD HOOK WHERE

MIN EMBEDMENT NOT

POSSIBLE

2-#5, TYP

FLOOR LINE

ELEVATION

MASONRY PIER

8" BLOCK

2'-0" MIN, TYP

HORIZONTAL WALL BARS IN MASONRY

SHOULD HAVE A 180 DEGREE HOOK

AT EACH END, TYP.

OPENINGS 10'-0" TO 16'-0"

4-#8

(2 LAYERS)

W H

IC

H

E V

E R

I S

L A

R G

E R

T

Y P

D

IA

O R

M

IN

ADD'L #4 @

16" PER JAMB

DETAIL

2' - 0"4"

LAP

* 48 DIA

L < 4'-0"

NOTE:

1.

SEE WALL REINFORCEMENT

INFO. ON PLAN

LAP CORNER UNITS IN

SUCCESSIVE COURSES

FOR CORNER BARS,

LAPS, SEE DETAIL A3

&A4/S-513

C M

U

CMU

8" ld

C M

U

NOTES:

3/8" x 1 PREMOLD JOINT

MATERIAL EA SIDE SEE

SPECS FOR SEALANT

T Y

P

LC

1. CONTINUOUS HORIZ STEEL. 25'-0" MAX SPACING OF JOINTS.

2. WHERE ELEMENTS SUCH AS BEAMS, JOISTS, BRIDGING OR

PILASTERS MEET AT A MASONRY WALL, JOINTS SHALL BE

MOVED BY 16" MINIMUM.

3. CONTROL JOINTS SHALL NOT BE LOCATED ANYWHERE

WITHIN OPENINGS.

NOTE:

FOR TYPICAL REINFORCING SEE

WALL ELEVATIONS. CONTROL JOINT

GROUT FULL

W=3/8"

(1 /4

M

IN

W /2

BACKER ROD &

SEALANT

PREMOLD JT

OR RAKE 3/4"

SEE…