Attachment100_DLA_OPS_PH II_S-002 - GENERAL NOTES.pdf

US Army Corps of Engineers ®

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1909 CYPRESS AVENUE

VIRGINIA BEACH, VA

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(757) 417 - 0140

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01/10/2020

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S-002

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SHALLOW FOUNDATION NOTES:

1. SHALLOW FOUNDATIONS FOR THIS STRUCTURE HAVE BEEN DESIGNED IN ACCORDANCE

WITH THE RECOMMENDATIONS IN THE GEOTECHNICAL EXPLORATION REPORT, PREPARED

BY GEO-ENVIRONMENTAL SECTION OF THE U.S. ARMY CORPS OF ENGINEERS, NORFOLK

DISTRICT AND DATED JULY 2019.

2. PERFORM ALL EARTHWORK IN ACCORDANCE WITH THE RECOMMENDATIONS IN THE

GEOTECHNICAL ENGINEERING REPORT.

3. THE ONE STORY STRUCTURE WHERE INDICATED MUST BE FOUNDED ON VERY WELL

COMPACTED STRUCTURAL FILL OR UNDISTURBED SOIL WITH A DESIGN BEARING

PRESSURE OF 2,000 PSF

4. PRIOR TO PLACING FOUNDATION CONCRETE, ALL FOUNDATION EXCAVATIONS MUST BE

INSPECTED BY THE GEOTECHNICAL ENGINEER TO VERIFY THE EXTENT OF ANY LOOSE,

SOFT, OR UNSATISFACTORY SOIL AND TO VERIFY THE DESIGN BEARING PRESSURE. THE

GEOTECHNICAL ENGINEER WILL PROVIDE DIRECTION FOR CORRECTIVE ACTION WHERE

REQUIRED.

5. DO NOT INSTALL FOUNDATION WORK UNTIL IT HAS BEEN COORDINATED WITH ADJACENT

UNDERGROUND UTILITIES. FOOTINGS MUST BE SLEEVED OR LOWERED WHERE REQUIRED.

DO NOT INSTALL UTILITIES UNDER ISOLATED COLUMN FOOTINGS OR UNDERMINE

INSTALLED FOUNDATIONS. INSTALL UTILITIES PERPENDICULAR TO WALL FOOTINGS.

6. DO NOT PUT IN UNBALANCED BACKFILL AGAINST FOUNDATION WALLS UNLESS WALLS ARE

SECURELY BRACED AGAINST OVERTURNING.

7. BOTTOM OF EXTERIOR FOUNDATIONS MUST BEAR A MINIMUM OF 18” BELOW FINAL GRADE.

LOWER FOOTINGS AS REQUIRED TO MAINTAIN COVERAGE.

DEEP FOUNDATION - DRILLED PIER NOTES:

1. DRILLED PIER CONSTRUCTION MUST CONFORM TO THE REQUIREMENTS OF SECTIONS 1808

AND 1810 OF THE 2015 INTERNATIONAL BUILDING CODE.

2. DRILLED PIERS FOR THIS STRUCTURE HAVE BEEN DESIGNED IN ACCORDANCE WITH THE

RECOMMENDATIONS IN THE GEOTECHNICAL REPORT, PREPARED BY GEO-ENVIRONMENTAL

SECTION OF THE U.S. ARMY CORPS OF ENGINEERS, NORFOLK DISTRICT, AND DATED JULY

2019. REFER TO GEOTECHNICAL REPORT FOR PILE INSTALLATION PROCEDURES AND

OTHER DETAILS.

3. THE CONCRETE 28 DAY GROUT COMPRESSIVE STRENGTH MUST BE 5,000 PSI AND MUST

CONFORM TO THE REQUIREMENTS OF ACI-318.

4. REINFORCING MATERIALS MUST CONFORM TO ASTM A615, GRADE 60, DEFORMED.

5. DRILLED PIER DESIGN (30" AND 36" DIAMETER) IS BASED UPON THE ALLOWABLE

COMPRESSION CAPACITIES HAVING A FACTOR OF SAFETY OF 2.0.

6. DRILLED PIERS MUST HAVE A MINIMUM DIAMETER OF 30" AND 36" INCHES AND MUST

EXTEND BELOW GRADE AT INDICATED. REFER TO “TYPICAL DRILLED PIER DETAILS” FOR

ADDITIONAL INFORMATION.

7. DRILLED PIERS INDICATED ON PLAN MUST BE LOAD TESTED IN ACCORDANCE WITH ASTM

D1143, THE INTERNATIONAL BUILDING CODE, AND THE GEOTECHNICAL REPORT. TEST THE

PILES UNDER THE DIRECTION OF THE GEOTECHNICAL ENGINEER.

8. THE GEOTECHNICAL ENGINEER MUST OBSERVE ALL DRILLED PIER EXCAVATIONS TO

VERIFY SUFFICIENT DEPTH, DIAMETER, BEARING CONDITIONS, REINFORCEMENT, AND

CONCRETE PLACEMENT.

9. MACHINE CLEAN ALL PIER EXCAVATIONS. MAKE ADDITIONAL PASSES WITH DRILL RIG, AS

REQUIRED, AT THE GEOTECHNICAL ENGINEER’S DISCRETION. NO LOOSE MATERIAL SHALL

BE LEFT IN PLACE AT THE BOTTOM OF THE SHAFT EXCAVATION.

10. WAIT AS LEAST 24 HOURS BEFORE PLACING A NEW PIER WITHIN 10 FEET OF A PREVIOUSLY

PLACED PIER.

11. VIBRATE THE UPPER FIVE FEET OF CONCRETE TO ALLOW PROPER CONCRETE

CONSOLIDATION.

12. PROVIDE AN AS-INSTALLED PIER LAYOUT WITH ANY PIER LOCATION DISCREPANCY NOTED.

13. THE CONTRACTOR MUST HAVE PROPER EQUIPMENT TO REMOVE ANY OBSTRUCTIONS

DURING PIER INSTALLATION.

CAST IN PLACE CONCRETE NOTES:

1. CAST IN PLACE CONCRETE MUST COMPLY WITH THE AMERICAN CONCRETE INSTITUTE

(ACI- 318-14), COMMENTARY, (ACI-318R-14), AND THE SPECIFICATIONS FOR STRUCTURAL

CONCRETE (ACI 301).

2. DETAILING OF ALL CONCRETE STEEL REINFORCEMENT MUST BE IN ACCORDANCE WITH

THE MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE

STRUCTURES (ACI-315).

3. ALL CONCRETE MUST BE NORMAL WEIGHT, UNLESS OTHERWISE NOTED, CONCRETE

HAVING A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS AS FOLLOWS:

A. SLAB ON GRADE 4,000 PSI

B. WALLS 4,000 PSI

C. GRADE BEAMS 3,500 PSI

D. LOADING DOCK WALLS AND SLAB 5,000 PSI

E. CONCRETE NOT OTHERWISE NOTED 3,500 PSI

F. CONCRETE EXPOSED TO WEATHER AND FREEZE THAW CYCLES (WALLS AND

GRADEBEAMS ABOVE THE FROST LINE AT BUILDING PERIMETER) MUST BE AIR

ENTRAINED.

4. CONCRETE IN ELEVATED FLOOR SLABS AND ROOF SLABS MUST BE LIGHT WEIGHT

CONCRETE HAVING A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI AT THE AGE OF 28

DAYS. LIGHTWEIGHT CONCRETE MUST HAVE AN AIR-DRY UNIT WEIGHT PER ASTM C567

NOT LESS THAN 110 PCF AND NOT MORE THAN 115 PCF.

5. ALL REINFORCING MUST BE AS FOLLOWS:

REINFORCING BARS - ASTM A-615, GRADE 60 (UNLESS OTHERWISE NOTED)

WELDED WIRE FABRIC - ASTM A-1064 FLAT SHEET TYPE, ROLL TYPE NOT ACCEPTABLE.

6. WELDED WIRE FABRIC MUST BE PROPERLY SUPPORTED PRIOR TO PLACING CONCRETE.

HOOKING OF FABRIC IS NOT PERMITTED.

7. UNLESS OTHERWISE NOTED, REINFORCING STEEL MARKED CONTINUOUS (CONT.) MUST

BE LAPPED PER THE REINFORCING LAP SCHEDULE ON S-601.

8. HOLD ALL REINFORCING STEEL SECURELY IN PLACE TO PREVENT DISLOCATION DURING

THE POURING OPERATION. SUPPORT SLAB REINFORCING BARS ON HIGH CHAIRS AND BAR

SPACERS OF SUITABLE DESIGN, OR CONCRETE BLOCKS HAVING THE SAME MINIMUM

COMPRESSIVE STRENGTH OF THE CONCRETE SLAB.

9. DO NOT PLACE CONCRETE UNTIL ALL EMBEDDED WORK HAS BEEN INSTALLED, TESTED

AND INSPECTED.

10. EXCEPT AS OTHERWISE SHOWN MINIMUM PROTECTION (CONCRETE COVER) FOR

REINFORCING STEEL MUST BE AS FOLLOWS:

CONCRETE SURFACES CAST AGAINST SOIL: 3"

CONCRETE SURFACES EXPOSED TO EARTH OR WEATHER 1 1/2" FOR #5 BARS AND

SMALLER; 2” FOR #6 BARS AND LARGER

INTERIOR CONCRETE SURFACES: 3/4" FOR SLABS; 1-1/2” FOR BEAMS & COLUMNS

11. PROVIDE CONSTRUCTION JOINTS IN ACCORDANCE WITH ACI-318 AND ACI 224.3. PLACE

VERTICAL CONSTRUCTION JOINTS TO PROVIDE A MAXIMUM 50 FT LENGTH OF CONCRETE

PLACEMENT. JOINTS MUST BE LOCATED AS FOLLOWS:

FOUNDATION WALLS: MINIMUM 8 FEET FROM ANY WALL INTERSECTION OR END OF

WALL.

GRADE BEAMS, BEAMS AND STRUCTURAL SLAB: LOCATE AT CENTERLINE BETWEEN

SUPPORTS

12. POROUS FILL UNDER SLAB SHALL CONSIST OF CRUSHED STONE MEETING THE

GRADATION REQUIREMENTS OF VDOT #57 AGGREGATE. THE POROUS FILL MUST BE

COMPACTED WITH A MINIMUM OF TWO PASSES OF A HAND-OPERATED PLATE-TYPE

VIBRATORY COMPACTOR.

CONCRETE MASONRY NOTES:

1. MASONRY CONSTRUCTION MUST COMPLY WITH THE AMERICAN CONCRETE INSTITUTE

“BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES (ACI 530-13) AND “BUILDING

CODE REQUIREMENTS AND SPECIFICATIONS FOR MASONRY STRUCTURES” (ACI 530.1-13).

2. CONCRETE MASONRY UNITS MUST CONFORM TO ASTM C90 AND BE MADE WITH

LIGHTWEIGHT AGGREGATE. THE COMPRESSIVE STRENGTH OF MASONRY, F’m, EXPRESSED AS FORCE PER UNIT OF NET CROSS-SECTIONAL AREA, MUST BE 2,000 PSI AT

28 DAYS.

3. MORTAR MUST CONFORM TO ASTM C270, TYPE S OR M. AGGREGATE FOR MORTAR MUST

COMPLY WITH ASTM C144. TYPE M BELOW GRADE AND TYPE S ABOVE GRADE.

4. GROUT MUST CONFORM TO ASTM C476 AND MUST HAVE A MINIMUM 28 DAY COMPRESSIVE

STRENGTH OF 2,500 PSI. SLUMP AT POINT OF PLACEMENT MUST BE BETWEEN 8 AND 11

INCHES.

5. ALL REINFORCING BARS MUST BE DEFORMED BARS CONFORMING TO ASTM A615, GRADE

60. SHOP FABRICATE BARS SHOWN TO BE BENT OR HOOKED. BARS MUST BE LAPPED AS

FOLLOWS: #4-20", #5-30", #6-54", #7-63", #8-72", #9-81".

6. REBAR DOWELS MUST BE THE SAME SIZE AND SPACING AS VERTICAL REINFORCING FROM

FOUNDATION. DOWELS MUST HAVE STANDARD ACI HOOKS.

7. PROVIDE BAR POSITIONERS FOR VERTICAL REINFORCING AT A MAXIMUM SPACING OF 200

BAR DIAMETERS, AT GROUT LIFT HEIGHTS, OR BAR SPLICE LOCATIONS, WHICHEVER IS

LESS.

8. GROUTING MUST BE STOPPED 1-1/2" BELOW THE TOP OF A COURSE SO AS TO FORM A KEY

AT THE POUR JOINT.

9. ALL BOLTS, ANCHORS, ETC. PLACED IN THE WALL, MUST BE GROUTED SOLID INTO

POSITION.

10. GROUT ALL CELLS SOLID BELOW FINISHED FIRST FLOOR.

11. INSTALL HORIZONTAL JOINT REINFORCEMENT IN ALL MASONRY. HORIZONTAL JOINT

REINFORCING MUST BE STANDARD 9 GAGE LADDER TYPE IN CMU WALLS AT 16” ON-

CENTER. JOINT REINFORCING MUST COMPLY WITH ASTM A951.

12. DISCONTINUE ALL HORIZONTAL REINFORCING AT CONTROL JOINTS EXCEPT FOR BOND

BEAMS AT JOIST BEARING ELEVATIONS. HORIZONTAL BOND BEAMS MUST HAVE

CONTINUOUS REINFORCING AS SHOWN IN THE SECTIONS AND DETAILS. REFER TO DETAIL

A1/S-602.

13. PROVIDE 1/4" PREMOLDED JOINT FILLER CONTINUOUS AT SLAB FACE ABUTTING CMU

FOUNDATIONS.

14. EXCEPT WHERE CALLED FOR ON SECTIONS AND DETAILS, PROVIDE CONTINUOUS

HORIZONTAL BOND BEAMS AT 8'-0" OC (SPACED VERTICALLY), REINFORCED WITH 2 - #5

CONT IN ALL CMU WALLS.

POST-INSTALLED ANCHOR NOTES:

1. POST-INSTALLED ANCHORS MUST COMPLY WITH THE AMERICAN CONCRETE INSTITUTE

(ACI- 318-14). SUBMIT CALCULATIONS DEMONSTRATING THAT THE PRODUCT IS

CAPABLE OF ACHIEVING THE PERFORMANCE VALUES INDICATED IN THE DRAWINGS.

PRODUCT MUST HAVE AN ICC ESR SHOWING COMPLIANCE WITH THE RELEVANT

BUILDING CODE.

2. PROVIDE ANCHORS WITH A MINIMUM ALLOWABLE CAPACITY AS INDICATED. THE

CAPACITIES ARE BASED ON COMBINED SHEAR AND TENSION LOADING:

3. ANCHOR CAPACITY IS DEPENDENT ON SPACING BETWEEN ADJACENT ANCHORS AND

EDGE DISTANCE. INSTALL ANCHORS IN ACCORDANCE WITH SPACING AND EDGE

DISTANCES INDICATED IN THE DRAWINGS.

4. INSTALL ANCHORS PER THE MANUFACTURER INSTRUCTIONS, AS INCLUDED IN THE

ANCHOR PACKAGING.

5. DRILL CORRECT HOLE SIZES FOR MECHANICAL ANCHORS WITH CARBIDE-TIPPED DRILL

BITS MEETING THE DIAMETER REQUIREMENTS OF ANSI B212.15.

6. DRILL HOLES WITH A HAMMER DRILL UNLESS OTHERWISE NOTED.

7. DO NOT DISTURB OR APPLY LOAD TO ADHESIVE ANCHORS PRIOR TO FULL CURE OF

THE ADHESIVE.

8. ADHESIVE ANCHOR SUBJECT TO SUSTAINED TENSION LOADS MUST BE INSTALLED BY A

PERSON CERTIFIED BY AN APPLICABLE CERTIFICATION PROGRAM. CERTIFICATION

MUST INCLUDE WRITTEN AND PERFORMANCE TESTS IN ACCORDANCE WITH ACI/CRSI

ADHESIVE ANCHOR INSTALLER CERTIFICATION PROGRAM. SUBMIT INSTALLER

CERTIFICATION PRIOR TO INSTALLATION.

9. ADHESIVE ANCHORS MUST BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21

DAYS AT TIME OF ANCHOR INSTALLATION.

10. FOR ADHESIVE ANCHOR WITH SUSTAINED TENSION LOADS, INSTALLATION MUST BE

CONTINUOUSLY INSPECTED BY A SPECIAL INSPECTOR SPECIALLY APPROVED FOR

THAT PURPOSE BY THE ACI/CRSI. SUBMIT INSPECTOR CERTIFICATION PRIOR TO

INSTALLATION. THE SPECIAL INSPECTOR MUST FURNISH A REPORT THAT THE WORK

COVERED IN THE REPORT HAS BEEN PERFORMED AND THAT THE MATERIALS USED

AND THE INSTALLATION PROCEDURES CONFORM TO THE APPROVED CONTRACT

DOCUMENTS AND THE MANUFACTURERS PRINTED INSTALLATIONS.

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