DLA_RRAD_GPW_RTA_Drawings_2017-10-05_Part2.pdf

MIN MINIMUM

STR

T/FLR

T/SLAB

NS

NTS

o/c

OPNG

OH

PSI

PSF

PVC

R

REPL

REQD

SCHD

SIM

SPEC

STD

SQ

THK

THD

TD

TSF

TYP

T&B

T/FTG

T/STL

T/WALL

UNO

VIF

W/

WP

WS

NIC

ELEVATION TARGET

SECTION NUMBER

SHEET NUMBER

SIMPLE SHEAR CONNECTION

FULL MOMENT CONNECTION

AT

AND

PERCENT

POUND, NUMBER

NEAR SIDE

NOT TO SCALE

ON CENTER(S)

OPENING

OPPOSITE HAND

POUNDS PER SQUARE INCH

POUNDS PER SQUARE FOOT

POLYVINYL CHLORIDE

RADIUS

REPLACE, REPLACEMENT

REQUIRED

SCHEDULE(D)

SIMILAR

SPECIFICATIONS

STANDARD

STRUCTURE, STRUCTURAL

SQUARE

THICK

THREAD

TRENCH DRAIN

TONS PER SQUARE FOOT

TYPICAL

TOP AND BOTTOM

TOP OF FLOOR

TOP OF FOOTING

TOP OF STEEL

TOP OF SLAB

TOP OF WALL

UNLESS NOTED OTHERWISE

VERIFY IN FIELD

WITH

WORKING POINT

WATER STOP

NOT IN CONTRACT

C/C OR CC

ABBREVIATIONS & SYMBOLS

CONT

MECH

MEP

MFR

DET

DIA

D N

DWG

DWL

EA

EF

ELEV

EQUIP

EW

EXIST, (E)

EXP

EXT

FDFD

N

FBO

FIN

FLR

FS

FTFT

G

GC

HEX

HORIZ

HP

HS

ID

IN

INFO

INV

JT

K

KSI

LOC

LP

LTWT

MAX

ADJ

ADDL

AFF

B/E

BLDG

BOT

BS

BSMT

CANT

CL

COL

CONC

CONN

CONST

CONTINUOUS

MECHANICAL

MECHANICAL,

ELECTRICAL & PLUMBING

MANUFACTURER

DETAIL

DIAMETER

DOWN

DRAWING(S)

DOWEL

EACH

EACH FACE

ELEVATION

EQUIPMENT

EACH WAY

EXISTING

EXPANSION

EXTERIOR

FLOOR DRAIN

FOUNDATION

FURNISHED BY OTHERS

FINISHED

FLOOR

FAR SIDE

FOOT OR FEET

FOOTING

GENRAL CONTRACTOR

HEXAGONAL

HORIZONTAL

HIGH POINT

HIGH STRENGTH

INSIDE DIAMETER

INCH OR INCHES

INFORMATION

INVERT

JOINT

KIP (ONE THOUSAND POUNDS)

KIPS PER SQUARE INCH

LOCATION

LOW POINT

LIGHT WEIGHT

MAXIMUM

ADJACENT

ADDITIONAL

ABOVE FINISHED FLOOR

BETWEEN

BUILDING

BOTTOM

BOTH SIDES

BASEMENT

CANTILEVER

CENTER TO CENTER

CENTER LINE

COLUMN

CONCRETE

CONNECTION

CONSTRUCTION

ANCHOR BOLT

( ) DESIGNATES NUMBER OF SHEAR CONNECTORS

[ ] DESIGNATES CONNECTION REACTION

< > DESIGNATES CAMBER

S100

BOD BOTTOM OF DECK

EOD EDGE OF DECK

L ANGLE

CLR CLEAR

PJF PREMOLDED JOINT FILLER

N/A NOT APPLICABLE

T/BM TOP OF BEAM

B/FTG BOTTOM OF FOOTING

EOS EDGE OF SLAB

B/BM BOTTOM OF BEAM

TG TRANSFER GIRDER

PT POST-TENSION(ED)

SOG SLAB-ON-GRADE

T/COL TOP OF BEAM

DIP DUCTILE IRON PIPE

GEN GENERAL

PVMT PAVEMENT

PCC PORTLAND CEMENT CONCRETE

RD ROOF DRAIN

REINF REINFORCING

RET RETAINING

TEMP TEMPORARY

SPA SPACING

HCA HEADED CONCRETE ANCHOR

ARC

H ARCHITECTURAL

EL ELEVATION

LWC LIGHTWEIGHT CONCRETE

ELEVATION NUMBER

SHEET NUMBERS100

DBA DEFORMED BAR ANCHOR

GALV GALVANIZED

KSF KIPS PER SQUARE FOOT

STL STEEL

BM BEAM

LNG LONGITUDINAL

REM REMOVAL

SS STAINLESS STEEL

AR ANCHOR ROD

CJ CONSTRUCTION JOINT

EJ EXPANSION JOINT

OF OUTSIDE FACE

OPP OPPOSITE

PL PLATE

PROP PROPOSED

WWF WELDED WIRE FABRIC

W/O WITHOUT

COORD COORDINATE

HDPE HIGH DENSITY POLYETHYLENE

VERT VERTICAL

NWC NORMAL WEIGHT CONCRETE

BAL BALANCE

CMU CONCRETE MASONRY UNIT

CP COMPLETE PENETRATION

AB US Army Corps of Engineers ®

SHEET ID

U S

A R

M Y

C O

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S O

F E

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IN

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D R

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D B

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C H

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T R

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T H

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A S

A U

R B

A N

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A U

R B

A N

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C B

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K S

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R L O

C K

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M M

S .r v t

D L A

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R A

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, I L w w w .e x p

F e d e ra l.c o m p ro j.

n o C

H I- -A

S-001

S T

R U

C T

U R

A L N

O T

E S

O

C T

READY TO ADVERTISE

DESIGN CODE SUMMARY TABLE

IBC 2015 ICC INTERNATIONAL BUILDING CODE, 2015

ASCE 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, 2010

AISC 325-11 STEEL CONSTRUCTION MANUAL, 14th EDITION

AISC 360-10 SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS, 2010

AISC 327-12 SEISMIC DESIGN MANUAL, 2nd EDITION (FOR R > 3.0)

AISC 341-10 SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS (FOR R > 3.0)

AISC 303-10 CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, 2010

ACI 318-14 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, 2014

ACI 301-16 SPECIFICATIONS FOR STRUCTURAL CONCRETE, 2016

ACI SP-066(04) ACI DETAILING MANUAL (ACI 315-99, ACI 315R-04), 2004

TMS MSJC-13 BUILDING CODE REQUIREMENTS & SPECIFICATIONS FOR MASONRY STRUCTURES (ACI 530/530.1), 2013

AWS AMERICAN WELDING SOCIETY, STRUCTURAL WELDING CODE, LATEST EDITION

SDI C-11 / RD-10 STANDARD FOR COMPOSITE STEEL FLOOR DECK, 2011 / STANDARD FOR STEEL ROOF DECK, 2010

AISI S100-12 SPECIFICATIONS FOR DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS, 2012

UFC 3-301-01 UNIFIED FACILITIES CRITERIA - STRUCTURAL ENGINEERING (2016)

UFC 3-310-04 UNIFIED FACILITIES CRITERIA - SEISMIC DESIGN FOR BUILDINGS (2016)

UFC 4-010-01 DoD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS (2013)

UFC 3-320-06A CONCRETE FLOOR SLABS ON GRADE SUBJECTED TO HEAVY LOADS (2005)

UFC 4-440-01 WAREHOUSE AND STORAGE FACILITIES (2014)

SWD-AEIM SOUTHWESTERN DIVISION ARCHITECTURAL AND ENGINEERING INSTRUCTIONS MANUAL (2003)

ICC-500 STANDARD FOR THE DESIGN AND CONSTRUCTION OF STORM SHELTERS, ICC/NSSA, 2014

FEMA P-361 SAFE ROOMS FOR TORNADOES AND HURRICANES, FEMA, 3rd EDITION, 2015

MINIMUM ENVIRONMENTAL LOADS

ROOF SNOW LOADS

GROUND SNOW, Pg = 5 PSF

SNOW DRIFT AT ELEVATION CHANGES (PER ASCE-7, Ch. 7.7) SEE DIAGRAMS

MINIMUM FLAT SNOW LOAD (Pg*I for Pg<20, 20*I for Pg>20) 5 PSF

IMPORTANCE FACTOR (RISK CATEGORY II), Is = 1.0

EXPOSURE FACTOR, Ce = 1.1

THERMAL FACTOR, Ct = 1.0

WIND LOADS:

BASIC WIND SPEED, v = 115 mph

EXPOSURE CATEGORY C

TOPOGRAPHIC FACTOR, Kzt 1.0

DIRECTIONALITY FACTOR, Kd .85

IMPORTANCE FACTOR (RISK CATEGORY II), Iw 1.0

ENCLOSURE CLASSIFICATION: ENCLOSED, GCpi +/- 0.18

EARTHQUAKE LOADS

Ss (Sds) 0.138 (0.148) g

S1 (Sd1) 0.076 (0.122) g

SOIL SITE CLASSIFICATION D

SEISMIC DESIGN CATEGORY, SDC B (R=3)

IMPORTANCE FACTOR (RISK CATEGORY II), Ie 1.00

SFRS: B.9 - ORDINARY PRECAST SHEAR WALLS R = 4.0, Cd = 4

SEISMIC ANALYSIS PROCEDURE EQ. LAT FORCE

DRIFT

WIND DRIFT BLDG HEIGHT "H" LIMIT H/500

ALLOWABLE SEISMIC STORY "h" DRIFT (ASCE 7 TABLE 12.12-1) 0.020 h(sx)

COMPONENTS &

CLADDING

WIND LOADS - C&C PER ASCE 7-10, CHAPTER 26 -

SEISMIC LOADS - C&C PER ASCE 7-10, CHAPTER 13 -

TORNADO SAFE ROOM

BASIC WIND SPEED, v = 250 mph

EXPOSURE CATEGORY C

TOPOGRAPHIC FACTOR, Kzt 1.00

DIRECTIONALITY FACTOR, Kd 1.00

ROOF LIVE LOAD (UN-REDUCIBLE) 100 PSF

15-LB 2x4 LUMBER MISSILE SPEED (VERTICAL/HORIZONTAL

SURFACES)

100/67 mph

ATFP (ANNEX ONLY)

LEVEL OF PROTECTION VERY LOW (VLOP)

STANDOFF DISTANCE - LOADBEARING CONCRETE WALL

CONSTRUCTION

16 FT

OCCUPANCY INHABITED

APPLICABLE EXPLOSIVE WEIGHT II

CONCENTRATED LOAD ANY DIRECTION (WHICHEVER IS GREATER) 200 LBS

SIMULTANEOUS VERTICAL & HORIZONTAL THRUST TOP OF RAILING 50 PLF

GUARDRAIL/HANDRAIL

FORKLIFT, MAX LOADED WHEEL / AXLE 8.38k/16.75k

RACK AREAS (3,000 LBS PALLET, 2 PER SHELF, 5 SHELF PER RACK) 1,000 PSF

WAREHOUSE FLOOR (NON-SPECIFIED) 200 PSF

LOADING DOCK & RAMPS 500 PSF

MECHANICAL AREAS (NON-REDUCIBLE) 150 PSF

LOBBIES, VESTIBULES, CORRIDORS & STAIRWAYS (NON-REDUCIBLE) 100 PSF

BATTERY ROOM 75 PSF

OFFICE 75 PSF

RESTROOMS 75 PSF

BREAK ROOMS 80 PSF

FLOOR

MINIMUM LIVE LOAD, Lr (UNREDUCIBLE) 20 PSF

ROOF

LIVE LOADS

STEEL FRAMING, GUARDRAIL, HANDRAIL, CONCRETE FILLED PANS 40 PSF

STEEL FRAMING, GUARDRAIL, HANDRAIL, THREADS 15 PSF

STAIRS

BRICK VENEER WITH STEEL STUD BACK-UP 50 PSF

PRECAST PANEL, INSULATION (PER INCH THICKNESS) 1.5 PSF

PRECAST PANEL, CONCRETE (PER INCH THICKNESS) 12.5 PSF

CURTAIN WALLS 15 PSF

EXTERIOR WALLS

VERTICAL SCREEN ALLOWANCE (PER FOOT OF HEIGHT) 15 PSF

HOUSEKEEPING CONCRETE PADS (PER INCH THICKNESS) 12.5 PSF

MECHANICAL

STRUTCTURAL FRAMING DEAD LOADS SEE PLANS

CEILING ALLOWANCE (ANNEX ONLY) 5 PSF

LIGHTING / ELECTRICAL ALLOWANCE 1 PSF

SPRINKLER ALLOWANCE (MAX PIPE 6" DIA) 4 PSF

HVAC ALLOWANCE 1 PSF

RIGID INSULATION (1.5 PSF PER INCH) 3 PSF

ROOF BOARD (MECHANICALLY ATTACHED) 1 PSF

TPO SINGLE PLY ROOF (FULLY ADHERED OR FASTENED) 2 PSF

ROOF

SUPERIMPOSED DEAD LOADS

MINIMUM GRAVITY LOADS

15. IN ADDITION TO PROVISIONS OUTLINED IN THE STANDARD TERMS AND GENERAL CONDITIONS FOR SUBMITTALS, ALL RE-SUBMITTALS SHALL INCORPORATE COMMENTS MADE BY A/E ON PREVIOUS REVIEW(S). ANY CHANGES MADE FROM PREVIOUS SUBMITTAL MUST BE BUBBLED AND/OR CLEARLY IDENTIFIED. NON-COMPLIANT SUBMITTALS MAY BE REJECTED

AT DISCRETION OF CONTRACTING OFFICER AND/OR GOVERNMENT.

14. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON STRUCTURAL FRAME SUCH THAT THE LOADING DOES NOT EXCEED THE DESIGN LIVE LOADS. PROVIDE SHORING AND BRACING WHERE DESIGN STRENGTH HAS NOT BEEN

ATTAINED OR STRUCTURE IS NOT COMPLETE.

13. CONTRACTOR SHALL DETERMINE THE LOCATION OF UTILITY SERVICES IN AREAS TO BE EXCAVATED BEFORE BEGINNING EXCAVATION. EXERCISE CAUTION IN EXCAVATING AND TRENCHING. ANY DAMAGE TO THE EXISTING UTILITIES CAUSED BY CONTRACTOR SHALL BE REPAIRED BY THE CONTRACTOR TO THE SATISFACTION OF THE CONTRACTING OFFICE AND AT NO

COST TO THE GOVERNMENT.

12. SHALL INVESTIGATE THE SITE DURING CLEARING AND EXCAVATION FOR UNSUITABLE CONDITIONS, UNCONSOLIDATED AND UNDOCUMENTED FILLS, BURIED STRUCTURES, UTILITIES, ETC. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE CONTRACTING OFFICER OF ANY SITE CONDITIONS NOT REFLECTED ON THE DRAWINGS OR DIFFERENT FROM MAXIMUM OR MINIMUM DIMENSIONS INDICATED, INCLUDING CONFLICT IN GRADES, ADVERSE SOIL CONDITIONS, GROUND WATER

PRESENT, DEEPENED FOOTINGS, UNCOVERED AND UNEXPECTED UTILITY LINES, ETC.

11. CONTRACTOR SHALL INVESTIGATE THE SITE DURING CLEARING AND EXCAVATION FOR UNSUITABLE CONDITIONS, UNCONSOLIDATED AND UNDOCUMENTED FILLS, BURIED STRUCTURES, UTILITIES, ETC. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE CONTRACTING OFFICER OF ANY SITE CONDITIONS NOT REFLECTED ON THE DRAWINGS OR DIFFERENT FROM MAXIMUM OR MINIMUM DIMENSIONS INDICATED, INCLUDING CONFLICT IN GRADES, ADVERSE SOIL CONDITIONS, GROUND WATER PRESENT, DEEPENED FOOTINGS, UNCOVERED AND UNEXPECTED UTILITY LINES, ETC.

10. ASTM REFERENCES ARE FOR LATEST REVISIONS AND ISSUE, UNLESS NOTED OTHERWISE.

9. IN CASES WHERE MECHANICAL OR ELECTRICAL EQUIPMENT LOADING LISTED ON THE MANUFACTURER'S PRODUCT DATA SHEET EXCEEDS DESIGN LOADS INDICATED ON THE PLANS, CONTRACTOR SHALL NOTIFY THE CONTRACTING OFFICER

PRIOR TO PROCEEDING WITH WORK.

8. JOIST MANUFACTURER TO COORDINATE EXACT WEIGHT, WEIGHT DISTRIBUTION, SIZE AND LOCATION OF ROOF MECHANICAL UNITS/DUCTS AND VERIFY SIZE OF OPEN-WEB STEEL JOIST SHOWN ON THE DRAWINGS AT NO ADDITIONAL COST TO THE GOVERNMENT. OPEN WEB JOIST & JOIST GIRDER SIZES SHOWN SHALL BE CONSIDERED MINIMUM SIZES

REQUIRED.

6. EXCEPT AS NOTED HEREIN, REFER TO MEP DRAWINGS FOR THE FOLLOWING, BUT NOT LIMITED TO:

A) PIPE RUNS, SLEEVES, HANGERS, EQUIPMENT, SLAB OPENINGS, NOT SHOWN OR NOTED HEREIN.

B) ELECTRICAL CONDUIT, BOXES, OUTLETS.

C) CONCRETE INSERTS FOR ELECTRICAL, MECHANICAL, AND PLUMBING FIXTURES.

D) SIZE AND LOCATION OF MACHINE AND EQUIPMENT BASES. CONTRACTOR'S ENGINEER SHALL DESIGN SEISMIC

ANCHORAGE FOR MECHANICAL AND ELECTRICAL EQUIPMENT PER SPECIFICATIONS.

5. EXCEPT AS NOTED HEREIN, REFER TO ARCHITECTURAL DRAWINGS FOR THE FOLLOWING, BUT NOT LIMITED TO:

A) SIZE AND LOCATION OF DOOR AND WINDOW OPENINGS

B) SIZE AND LOCATION OF INTERIOR AND EXTERIOR NONBEARING PARTITIONS

C) SIZE AND LOCATION OF CURBS, FLOOR DRAINS, SLOPES, DEPRESSED AREAS, CHANGES IN LEVEL, RAMPS, CHAMFERS

GROOVES, INSERTS, ETC.

D) SIZE AND LOCATION OF FLOOR AND ROOF OPENINGS IF NOT DIMENSIONED HEREIN.

E) FLOOR AND ROOF FINISHES

F) STAIR FRAMING AND DETAILS.

G) DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS.

4. NO PIPES OR DUCTS SHALL BE PLACED IN OR PENETRATE STRUCTURAL MEMBERS UNLESS SPECIFICALLY DESIGNED AND

DETAILED.

3. ALL WORK NOT DETAILED OR NOTED SHALL BE CONSTRUCTED IN ACCORDANCE WITH OTHER SIMILAR WORK SHOWN ON THE DRAWINGS AND TYPICAL DETAILS. DIMENSIONS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL

DETAILS. DRAWINGS SHALL NOT BE SCALED FOR CONSTRUCTION PURPOSES.

2. THE DRAWINGS AND SPECIFICATIONS REPRESENT THE COMPLETED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES AND MEANS NECESSARY TO PROTECT PERSONS AND STRUCTURES DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO BRACING, SHORING, ETC. THE CONTRACTOR SHALL RETAIN A LICENSED PROFESSIONAL ENGINEER TO DESIGN THE LATERAL SUPPORT SYSTEM REQUIRED TO RESIST THE LATERAL LOADS AND FOR ALL STABILITY OF THE STRUCTURE UNTIL COMPLETION. THE CONTRACTOR SHALL FURNISH AND PROVIDE THE NECESSARY BRACING AND SUPPORTS DURING CONSTRUCTION AND IS RESPONSIBLE FOR THE OVERALL STABILITY OF THE STRUCTURE UNTIL COMPLETION. OBSERVATION BY THE A/E OR

CONTRACTING OFFICER DOES NOT INCLUDE REVIEW OF THESE MEASURES.

1. THE CONTRACTOR SHALL EXAMINE THE STRUCTURAL DRAWINGS AND SHALL NOTIFY THE CONTRACTING OFFICER OF ANY

DISCEPANCIES BEFORE PROCEEDING WITH ANY WORK.

GENERAL NOTES

M A

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D E

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T

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10/05/2017

REINFORCING BAR DEVELOPMENT AND

SPLICE LENGTH (f'c = 4 ksi & fy = 60 ksi)

BAR

SIZE

TENSION

DEVELOPMENT

& CLASS "A"

SPLICE

CLASS "B"

SPLICE

ACI STD 90

DEG HOOK

COMPRESSION

BARS

TOP

BAR

(Ldt)

OTHER

BA

(Ldo)

TOP

BAR

(Lst)

OTHER

BAR

(Lso)

EMBED-

MENT

(Ldh)

LENGTH

(Lh)

DEVELOP-

MENT

(Ldc)

SPLICE

#4

#5

#6

#7

#8

#9

#10

#11

15 12 20 16 10 8 1510

19 15 24 19 12 10 12 19

23 18 29 23 15 12 15 23

37 29 48 37 17 14 17 27

47 36 61 47 19 16 19 30

57 44 75 57 22 19 22 34

70 54 91 70 25 22 25 39

84 65 109 84 27 24 27 43

NOTES:

1. STRAIGHT DEVELOPMENT AND CLASS "B" SPLICE LENGTH SHOWN IN ABOVE

TABLE ARE BASED ON UNCOATED BARS ASSUMING BAR SPACING = 12"

WITHOUT TIES OR STIRRUPS, BAR CLEAR COVER = 1.5". NORMAL WEIGHT

CONCRETE W/ NO TRANSVERSE REINFORCEMENT AND NO EXCESS

REINFORCING IS ASSUMED.

2. STANDARD 90 DEG HOOK EMBEDMENT LENGTH IS BASED ON BAR SIDE AND

END COVER = 2.5" WITHOUT TIES AROUND HOOK.

3. FOR ALL TOP EPOXY-COATED BARS IN TENSION (SPLICED OR DEVELOPED

WITH OR WITHOUT HOOK) INCREASE VALUES IN THIS TABLE BY 30%.

4. WHEN BARS OF DIFFERENT SIZES ARE LAP SPLICED IN TENSION, SPLICE

LENGTH SHALL BE THE LARGER OF DEVELOPMENT LENGTH OF LARGER BAR

AND TENSION LAP SPLICE LENGTH OF SMALLEST BAR.

5. ALL SPLICES SHOWN ON DRAWINGS SHALL BE CLASS "B" UNO.

6. TOP BARS ARE DEFINED AS HORIZONTAL BARS WITH MORE THAN 12 INCHES

OF FRESH CONCRETE CAST BELOW THE DEVELOPMENT LENGTH ON SPLICE.

SPLICE OR DEVELOPMENT LENGTH OF

REBARS IN TENSION OR COMPRESSION

FOR CONCRETE MASONRY

SPLICE OR DEVELOPMENT LENGTH OF REBAR, IN

BAR

SIZE BAR LOCATED IN CENTER OF CMU WALL MINIMUM COVER

6" 8" 10" 12" 1 1/2" 2"

BAR SPACING 8" OR MORE

#4

#5

#6

#7

21 21 21 21 34 26

32 26 26 26 45 40

61 43 40 40 54 54

- 60 46 46 63 63

NOTES:

1. DEVELOPMENT LENGTH OF BAR IN TENSION OR

COMPRESSION DETERMINED PER ACI 530 FOR SPECIFIED

COMPRESSIVE STRENGTH OF MASONRY, f'm= 1,500 PSI.

2. IF CONCRETE COVER OR BAR SPACING DIFFERS FROM THE

TABLE, DEVELOPMENT LENGTH SHALL BE DETERMINED

INDIVIDUALLY.

3. PROVIDE LAP SPLICES OF VERTICAL REINFORCEMENT AT

SLABS.

4. FOR f'm= 2,000 PSI THE LENGTHS SHOWN IN THE TABLE MAY

BE REDUCED BY 13%.

A. SATISFACTORY MATERIALS INCLUDE SOILS CLASSIFIED PER ASTM

D 2487 AS GW, GM, GC, GP, SW, SP, SM, SC, CL, AND CH AND SHALL

BE FREE OF TRASH, DEBRIS, ROOTS OR OTHER ORGANIC MATTER,

OR STONES LARGER THAN 3”.

B. UNSATISFACTORY MATERIALS INCLUDE SOILS CLASSIFIED PER

ASTM D 2487 AS PT, OH, OL, ML, MH AND ANY OTHER MATERIALS

NOT DEFINED AS SATISFACTORY.

C. NON-EXPANSIVE SOILS SHOULD MEET THE REQUIREMENTS OF

TxDOT STANDARD SPECIFICATION FOR BASE COURSE, ITEM 247, TYPE A, GRADE 1 OR 2, WITH PLASTICITY INDEX (PI) OF 4<PI<12

WHEN TESTED IN ACCORDANCE WITH ASTM D 4318.

D. SELECT SOILS ARE SATISFACTORY MATERIAL HAVING A LIQUID

LIMIT LL < 35% OR LESS AND 8<PI<18 WHEN TESTED IN

ACCORDANCE WITH ASTM D 4318.

E. SELECT CLAY BACKFILL SHALL BE A SATISFACTORY MATERIAL

HAVING LL < 35% OR LESS AND 8<PI<20 WHEN TESTED IN

ACCORDANCE WITH ASTM D 4318 AND CLASSIFYING AS A CL IN

ACCORDANCE WITH ASTM D 2487.

F. COHESIONLESS MATERIALS INCLUDE MATERIALS CLASSIFIED IN

ASTM D 2487 AS GW, GP, SW, AND SP. COHESIVE MATERIALS

INCLUDE MATERIALS CLASSIFIED AS GC, SC, ML, CL, MH, AND CH.

MATERIALS CLASSIFIED AS GM AND SM WILL BE IDENTIFIED AS

COHESIONLESS ONLY WHEN THE FINES ARE NON-PLASTIC.

G. CAPILLARY WATER BARRIER SHALL CONSIST OF CLEAN,

CRUSHED, NONPOROUS ROCK, CRUSHED GRAVEL, OR

UNCRUSHED GRAVEL. THE MAXIMUM PARTICLE SIZE SHALL BE 1-

1/2” AND NO MORE THAN 2% BY WEIGHT SHALL PASS THE 3/16”

SIZE (NO. 4) SIEVE.

H. NON-SHRINK SELECT FILL USED IN AREAS DESIGNATED FOR NON-

EXPANSIVE FILL PLACED BENEATH FLOOR SLABS SHALL CONSIST

OF SATISFACTORY MATERIALS HAVING 4<PI<12 WHEN TESTED IN

ACCORDANCE WITH ASTM D 4318. ML SOILS ARE NOT APPROVED

FOR USE AS NON-SHRINK SELECT FILL.

US Army Corps of Engineers ®

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S-002

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READY TO ADVERTISE

FOUNDATION NOTES

1. BASIS OF FOUNDATION DESIGN PER FY17 DLA GENERAL PURPOSE WAREHOUSE AND OPEN STORAGE

AREAS FOUNDATION AND PAVEMENT DESIGN ANALYSIS, DATED JUNE 2017, PREPARED BY USACE

FORTH WORTH DISTRICT ENGINEERING AND CONSTRUCTION DIVISION, GEOTECHNICAL BRANCH

(CESWF-EC-G).

2. DESIGN OF FOUNDATIONS IS BASED ON ALLOWABLE SERVICE LOAD BEARING PRESSURE OF 2,000 PSF.

3. EXCAVATIONS SHALL CONFORM TO THE DIMENSIONS AND ELEVATION OF EACH STRUCTURE.

4. EXCAVATIONS SHALL INCLUDE TRENCHING FOR UTILITY AND FOUNDATION DRAINAGE SYSTEMS TO A

POINT 5 FT BEYOND THE BUILDING LINE.

5. EXCAVATIONS SHALL EXTEND SUFFICIENT DISTANCE FROM WALLS AND FOOTINGS TO ALLOW FOR

PLACING AND REMOVING FORMS.

6. EXCAVATION BELOW INDICATED DEPTHS SHALL NOT BE PERMITTED EXCEPT TO REMOVE

UNSATISFACTORY MATERIAL.

7. UNSATISFACTORY MATERIAL REMOVED BELOW DEPTHS INDICATED SHALL BE REPLACED WITH

SATISFACTORY MATERIAL AT NO ADDITIONAL COST TO THE GOVERNMENT. THE THICKNESS OF

CONCRETE FOOTINGS SHALL BE INCREASED IN THICKNESS TO THE BOTTOM OF THE OVER-DEPTH

EXCAVATIONS AND OVER-BREAK IN ROCK EXCAVATIONS.

8. EXCAVATION SHALL BE PERFORMED SO THAT THE AREA WILL BE CONTINUALLY AND EFFECTIVELY DEWATERED TO ELIMINATE ANY GROUND WATER IN THE EXCAVATION AS WELL AS SURFACE DRAINED

TO ELIMINATE ANY SURFACE WATER. WATER FROM ANY SOURCE SHALL NOT BE PERMITTED TO

ACCUMULATE IN CRAWL SPACE AREAS AND IN THE EXCAVATION. THE EXCAVATION SHALL BE DRAINED

BY PUMPING OR OTHER SATISFACTORY METHODS TO PREVENT SOFTENING OF THE FOUNDATION

BOTTOM, UNDERCUTTING OF FOOTINGS, OR OTHER ACTIONS DETRIMENTAL TO PROPER

CONSTRUCTION.

9. SHORING INCLUDING SHEET PILING SHALL BE FURNISHED AND INSTALLED AS NECESSARY TO

PROTECT WORKMEN, BANKS, ADJACENT PAVING, STRUCTURES, AND UTILITIES.

10. THE CONTRACTOR'S TESTING LABORATORY APPROVED BY THE GOVERNMENT SHALL INSPECT THE

SOIL SUBGRADE FOR ALL SLABS IMMEDIATELY PRIOR TO PLACING CONCRETE.

11. NO SLABS, FOOTINGS OR GRADE BEAMS SHALL BE PLACED ONTO OR AGAINST SUBGRADE

CONTAINING FREE WATER, FROST OR ICE. SHOULD WATER, FROST, OR ICE ENTER A FOOTING OR SLAB

EXCAVATION AFTER SUBGRADE APPROVAL, THE SUBGRADE SHALL BE RE-INSPECTED BY THE

CONTRACTOR'S TESTING LABORATORY APPROVED BY THE GOVERNMENT.

12. BACKFILL SHALL BE PLACED SIMULTANEOUSLY ON BOTH SIDES OF FOUNDATION WALLS.

13. THE CONTRACTOR SHALL PROVIDE ALL NECESSARY MEASURES TO PREVENT ANY FROST OR ICE FROM PENETRATING ANY FOOTING OR SLAB SUBGRADE AFTER PLACING OF CONCRETE UNTIL SUCH

SUBGRADE IS FULLY PROTECTED BY THE PERMANENT BUILDING STRUCTURE.

14. NON-EXPANSIVE FILL MATERIALS WITHIN THE BUILDING FOOTPRINT SHALL BE COMPACTED TO AT

LEAST 95% OF LABORATORY MAXIMUM DENSITIES PER ASTM STANDARD D 1557 AND PLACED IN

CONTROLLED LIFTS NOT EXCEEDING 8 INCHES IN LOOSE THICKNESS.

15. MATERIALS SHALL BE MOISTENED OR AERATED AS NECESSARY TO PROVIDE PROPER WATER

CONTENT THAT WILL READILY FACILITATE OBTAINING THE SPECIFIED COMPACTION WITH EQUIPMENT

USED.

16. COMPACTION SHALL BE ACCOMPLISHED BY SHEEPSFOOT ROLLERS, PNEUMATIC-TIRED ROLLERS, STEEL-WHEELED ROLLERS, OR OTHER APPROVED EQUIPMENT WELL SUITED TO THE SOIL BEING

PREPARED.

17. WHEN SUBGRADE SURFACES ARE LESS THAN THE SPECIFIED DENSITY, THE SURFACE SHALL BE BROKEN UP TO A MINIMUM DEPTH OF 6 INCHES, PULVERIZED AND COMPACTED TO THE SPECIFIED

DENSITY.

18. THE EXCAVATED SURFACE SHALL BE SCARIFIED TO A DEPTH OF 6 INCHES BEFORE FILL PLACEMENT.

19. SUBGRADE PREPARATION UNDER MAT FOUNDATION SHALL CONSIST OF REMOVAL OF A MINIMUM OF

5.0 FEET OF EXISTING SOILS WITHIN THE BUILDING/STRUCTURE FOOTPRINT AND REPLACEMENT WITH

COMPACTED NON-EXPANSIVE BACKFILL, AND THAT A MINIMUM OF 2.5 FEET OF COMPACTED

NON-EXPANSIVE FILL IS PLACED IMMEDIATELY BENEATH THE MAT SLAB, WHICHEVER IS GREATER.

20. EXCAVATED AREAS BEYOND THE LIMITS OF THE BUILDING FOOTPRINT SHALL BE BACKFILLED WITH SELECT CLAY BACKFILL MATERIAL. THIS SELECT CLAY CAP SHALL BE A MINIMUM OF 2 FEET IN THICKNESS AND SHALL EXTEND FROM THE BUILDING PERIMETER TO THE LIMITS IF THE EXCAVATION AND COMPACTED TO AT LEAST 92% OF LABORATORY MAXIMUM DENSITY IN ACCORDANCE PER ASTM D 1557.

21. FILL MATERIALS SHALL BE AS FOLLOWS:

CONCRETE NOTES

1. CONCRETE WORK SHALL CONFORM WITH ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL

CONCRETE" AND IBC "CHAPTER 19 - CONCRETE." REFER TO SHEET S-001 FOR DESIGN CODE SUMMARY TABLE

FOR APPLICABLE CODE YEAR EDITIONS.

2. ALL CONCRETE PERMANENTLY EXPOSED TO WEATHER SHALL CONTAIN AN APPROVED AIR ENTRAINING

ADMIXTURE.

3. NO CALCIUM CHLORIDE SHALL BE USED IN ANY CONCRETE.

4. CONTRACTOR SHALL SUBMIT CONCRETE MIX DESIGNS ACCOMPANIED WITH RECENT FIELD TEST REPORT DATA OR TRIAL BATCH LAB REPORTS FOR ALL PROPOSED CONCRETE MIXES FOR APPROVAL PRIOR TO FIRST

POUR.

5. VERTICAL WALL CONSTRUCTION JOINTS SHALL BE FORMED WITH VERTICAL BULKHEADS AND KEYWAYS. WALL REINFORCING SHALL BE CONTINUOUS THROUGH THE JOINT OR SHALL BE DOWELED WITH AN EQUIVALENT

AREA OF REINFORCEMENT.

6. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE LOCATION AND PLACEMENT OF INSERTS, EMBEDDED PLATES, MASONRY ANCHORS, REGLETS, SLEEVES, DUCTWORK, PADS AND ANCHOR RODS. THE INSERTS, EMBEDDED PLATES, ETC. SHALL NOT INTERFERE WITH CONCRETE REINFORCEMENT LOCATION. THE GENERAL CONTRACTOR SHALL VERIFY ALL OPENINGS THROUGH WALLS WITH SHOP DRAWINGS, SHOWING OPENINGS IN THE SLABS INCLUDING, BUT NOT LIMITED TO, SLEEVE SIZES AND

LOCATIONS, DUCT SIZE AND LOCATION, ETC.

7. NO OPENING SHALL BE MADE IN ANY STRUCTURAL MEMBER WITHOUT THE WRITTEN APPROVAL OF THE

CONTRACTING OFFICER.

8. CONSTRUCTION JOINTS SHALL BE SUBMITTED TO THE CONTRACTING OFFICER FOR APPROVAL. LOCATIONS SHALL BE COORDINATED WITH THE RACK LAYOUT SUCH THAT NO LONGITUDINAL CONSTRUCTION JOINTS (ALONG DIRECTION OF TRAFFIC) ARE PLACED WITHIN RACK AISLES. CONSTRUCTION JOINTS TRANSVERSE TO

THE RACK AISLES SHALL BE ALLOWED.

9. DEPRESSED SLABS SHALL MAINTAIN FULL THICKNESS UNLESS NOTED OTHERWISE.

10. BASIS OF DESIGN FOR CHEMICAL ANCHORS SHALL BE "HIT-RE 500 V3" OR "HIT-HY 200" AND EXPANSION ANCHORS SHALL BE "KWIK BOLT 3" AS MANUFACTURED BY HILTI OR EQUAL. ANY SUBSTITUTED PRODUCT MUST MEET ALL OF THE DESIGN VALUES OF HILTI AND BE APPROVED BY THE CONTRACTING OFFICER.

ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATION. USE OF POST-INSTALLED ANCHORS IN LIEU OF CAST-IN-PLACE ANCHORS OR ANY OTHER VARIATION FROM THE CONTRACT DRAWINGS IS NOT PERMITTED WITHOUT PRIOR APPROVAL FROM THE CONTRACTING OFFICE.

11. PITCH CONCRETE SLABS TO FLOOR DRAINS, IF REQUIRED, WHILE MAINTAINING THE SLAB THICKNESS. SEE ARCHITECTURAL DRAWINGS FOR TYPE AND LOCATION OF ALL FLOOR FINISHES, FLOOR DEPRESSIONS, AND

CURBS.

12. ALL STRUCTURAL CONCRETE AND CONCRETE FILL SHALL BE THOROUGHLY CONSOLIDATED WITH

MECHANICAL VIBRATORS.

13. THE CONTRACTOR'S TESTING LABORATORY APPROVED BY THE GOVERNMENT SHALL INSPECT THE

PLACEMENT OF ALL CONCRETE, REINFORCEMENT, AND FORMWORK.

14. PROVIDE 3/4" CHAMFER ON ALL CORNERS OF EXPOSED CONCRETE, UNLESS NOTED OTHERWISE IN THE

ARCHITECT'S DRAWINGS.

15. REFERENCE SPECIFICATION: SECTION 03 30 00 - CAST-IN-PLACE CONCRETE.

16. ALL CAST-IN-PLACE CONCRETE SHALL BE OF THE TYPE I OR III AND HAVING MINIMUM COMPRESSIVE

STRENGTH AS INDICATED IN THE TABLE BELOW:

STRUCTURAL ELEMENT f'c AT 28 DAYS AGGREGATE REMARKS

FOOTINGS, EXPOSED RET WALLS 4,000 PSI 145 PCF STONE AIR ENTRAINED AS REQD. BY ACI 318, F1S0P0C1

FLAT MAT 4,500 PSI 145 PCF STONE F0S0P0C0 DURABILITY PER ACI 318,

MINIMUM TENSILE STREGTH 600 PSI

CAST IN PLACE, OTHER 4,000 PSI 145 PCF STONE F0S0P0C0 DURABILITY PER ACI 318

REINFORCEMENT NOTES

1. ALL CONCRETE REINFORCEMENT SHALL BE DETAILED, FABRICATED, LABELED, SUPPORTED, SPACED IN

FORMS, AND SECURED IN PLACE IN ACCORDANCE WITH THE PROCEDURES AND REQUIREMENTS PER ACI 318 AND ACI DETAILING MANUAL SP-66(04). REFER TO SHEET S-001 FOR DESIGN CODE SUMMARY TABLE

FOR APPLICABLE CODE YEAR EDITIONS.

2. UNLESS NOTED OTHERWISE, DEFORMED BAR REINFORCEMENT SHALL CONFORM TO ASTM SPECIFICATION

A615, GRADE 60 AND ASTM A706, GRADE 60 FOR WELDED DEFORMED BAR REINFORCEMENT.

3. HEADED SHEAR STUD ASSEMBLIES SHALL CONFORM TO ASTM A1044 WITH MINIMUM Fy = 51 KSI.

4. ALL WELDED WIRE FABRIC SHALL CONFORM TO THE STANDARDS OF ASTM A1064.

5. THE CONTRACTOR SHALL SUBMIT CHECKED SHOP DRAWINGS SHOWING REINFORCING DETAILS INCLUDING STEEL SIZES, SPACING, PLACEMENT AND SUPPORT DETAILS TO THE CONTRACTING OFFICER FOR REVIEW

PRIOR TO FABRICATION.

6. PROVIDE ALL ACCESSORIES NECESSARY TO SUPPORT REINFORCEMENT AT THE POSITIONS INDICATED.

PLASTIC COATED OR STAINLESS STEEL ACCESSORIES SHALL BE USED IN ALL EXPOSED CONCRETE WORK.

7. ALL EMBEDMENT LENGTHS AND LAPS SHALL BE AS REQUIRED BY ACI 318. UNLESS NOTED OTHERWISE, MINIMUM LAP SHALL CLASS B SPLICE PER TABLE SHOWN ON THIS SHEET.

8. UNLESS NOTED OTHERWISE ON PLANS, ALL CONCRETE FORMED SLAB OR WALL OPENINGS SHALL BE REINFORCED AT EACH CORNER WITH MINIMUM 2 NO. 5 BARS, PLACED ONE IN EACH FACE AT 45 DEGREES

AND PROJECTING MINIMUM 2'-0" BEYOND CORNER.

9. WHERE REQUIRED, DOWELS SHALL MATCH THE SIZE AND QUANTITY OF MAIN REINFORCING, UNLESS

NOTED OTHERWISE

10. THE CONTRACTOR'S TESTING LABORATORY APPROVED BY THE GOVERNMENT SHALL INSPECT THE

PLACEMENT OF ALL REINFORCEMENT.

11. THE CONCRETE COVER PROVIDED FOR ALL REINFORCEMENT SHALL COMPLY WITH ACI 318, LATEST

EDITION. THE FOLLOWING CONCRETE COVER SHALL BE PROVIDED FOR REINFORCEMEN, UNO:

CONDITION OF CONCRETE CASTING REINF. BAR RANGE COVER

CONCRETE CAST AGAINST AND PERMANENTLY

EXPOSED TO EARTH

#3 THRU #18 BARS 3"

CONCRETE EXPOSED TO EARTH OR WEATHER #6 THRU #18 BARS 2"

#5 BAR & SMALLER 1 1/2"

CONCRETE NOT EXPOSED TO WEATHER OR IN

CONTACT WITH GROUND

- SLABS, WALLS, JOISTS #14 & #18 BARS 1 1/2"

#11 BARS & SMALLER 3/4"

- BEAM, COLUMNS #3 THRU #18 BARS 1 1/2"

MASONRY NOTES

1. DESIGN AND CONSTRUCTION OF MSASONRY SHALL BE IN ACCORDANCE WITH TMS MSJC-13. REFER TO

SHEET S-001 FOR DESIGN CODE SUMMARY TABLE FOR APPLICABLE CODE YEAR EDITIONS.

2. MASONRY UNIT MATERIALS SHALL BE CONCRETE MASONRY UNITS: MEDIUM WEIGHT, ASTM C-90 OR ASTM

C-55 WITH AVERAGE NET AREA COMPRESSIVE STRENGTH OF MASONRY UNITS:

a.) 2,800 PSI FOR 8", 10" & 12" WIDE CMU (TYPE "S" 1,800 PSI COMPRESSIVE STRENGTH MORTAR) b.) 1,900 PSI FOR 6" WIDE AND SMALLER CMU (TYPE "N" 750 PSI COMPRESSIVE STRENGTH MORTAR)

BRICK UNITS: ASTM C 216, AVERAGE NET AREA COMPRESSIVE STRENGTH 4,150 PSI

3. MORTAR FOR ALL MASONRY SHALL CONFORM TO ASTM C270 TYPE "S" (1,800 PSI COMPRESSIVE STRENGTH) FOR EXTERIOR CMU AND TYPE "N" (750 PSI COMPRESSIVE STRENGTH) FOR BRICK & INTERIOR CMU:

a.) NET AREA COMRESSIVE STRENGTH OF MASONRY f'm = 2,000 PSI FOR WALLS WITH 8", 10" & 12" CMU b.) NET AREA COMRESSIVE STRENGTH OF MASONRY f'm = 1,500 PSI FOR ALL OTHER WALLS

4. GROUT FOR MASONRY SHALL CONFORM TO ASTM C476 AND SHALL HAVE A MINIMUM COMPRESSIVE

STRENGTH OF 3,000 PSI.

5. REINFORCEMENT BARS FOR MASONRY SHALL CONFORM TO ASTM SPECIFICATION A615, GRADE 60.

6. PROVIDE REBAR POSITIONERS AT 4'-0" O.C. IN GROUTED CELLS TO ASSURE PROPER PLACEMENT OF

REBARS.

7. BRICK VENEER SHALL BE ANCHORED TO METAL STUD BACK-UP WALL WITH PINTLE ANCHORS.

8. VERTICAL CELLS TO BE FILLED WITH GROUT, AND VERTICAL CELLS TO BE REINFORCED AND FILLED WITH GROUT, SHALL BE ALIGNED TO PROVIDE A CONTINUOUS, UNOBSTRUCTED OPENING OF THE DIMENSIONS SHOWN ON THE PLANS, AND NOT LESS THAN 2" x 3".

9. GROUT FOR FILLING REINFORCED OR NON-REINFORCED CELLS SHALL BE PLACED IN MAXIMUM FIVE FEET FOUR INCHES (5'-4") LIFTS AND CONSOLIDATED IN PLACE BY VIBRATION OR OTHER METHODS WHICH INSURE COMPLETE FILLING OF THE CELLS. ALL CELLS CONTAINING REINFORCING BARS OR ANCHOR RODS

SHALL BE FULLY GROUTED.

10. HOLLOW UNITS SHALL BE LAID WITH FULL MORTAR COVERAGE ON HORIZONTAL AND VERTICAL FACE SHELLS. WEBS SHALL ALSO BE BEDDED, WHERE THEY ARE ADJACENT TO CELLS TO BE REINFORCED OR FILLED WITH GROUT, IN THE STARTING COURSE ON FOOTINGS AND SOLID FOUNDATION WALLS, AND IN NON-REINFORCED OR GROUTED PIERS, PILASTERS AND COLUMNS. SOLID MASONRY UNITS SHALL BE LAID

WITH FULL HEAD AND BED JOINTS.

11. BEARING ENDS OF LINTELS AND BEAMS SHALL BE ON TWO MINIMUM (2) COURSES OF SOLID MASONRY OR

TWO (2) COURSES OF HOLLOW MASONRY GROUTED SOLID.

12. THE MINIMUM CLEAR DISTANCE BETWEEN PARALLEL REINFORCING BARS, EXCEPT IN COLUMNS, SHALL BE

EQUAL TO THE NOMINAL DIAMETER OF THE BAR, OR 1", WHICHEVER IS GREATER.

13. WHERE REQUIRED VERTICAL REINFORCEMENT SHALL BE LAP SPLICED AS INDICATED IN THE TABLE

LOCATED ON THIS SHEET.

14. ALL REINFORCING BARS SHALL BE COMPLETELY EMBEDDED IN GROUT AND SHALL HAVE A COVERAGE OF

MASONRY NOT LESS THAN:

a.) BARS LARGER THAN #5: 2" b.) #5 BARS AND SMALLER: 2"

15. PROVIDE ADEQUATE TEMPORARY BRACING AS REQUIRED DURING CONSTRUCTION TO WITHSTAND

LATERAL LOADS AND THE PRESSURES OF FLUID GROUT.

16. ALL WALLS SHALL HAVE HORIZONTAL JOINT REINFORCING AT 16" ON CENTER - SEE ARCHITECTURAL

DRAWINGS.

17. VERTICAL REINFORCING SHALL BE CONTINUOUS THROUGH ALL CMU LINTELS.

18. ALL BOND BEAM REINFORCING SHALL BE DISCONTINUOUS AT ALL CONTROL JOINTS.

19. ALL CMU WALLS SHALL HAVE VERTICAL CONTROL JOINTS. FOR SPACING AND LOCATION OF CONTROL

JOINTS SEE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS.

20. NO CONTROL JOINTS IN CMU WALL SHALL BE LOCATED LESS THAN 24" FROM THE FACE OF A MASONRY

OPENING.

21. THE CONTRACTOR'S TESTING LABORATORY APPROVED BY THE GOVERNMENT SHALL INSPECT ALL

MASONRY WORK TO CONFORM TO TMS MSJC SPECIFICATIONS "LEVEL B QUALITY ASSURANCE."

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IBC 2015 SPECIAL INSPECTION REQUIREMENTS

STRUCTURAL STEEL: WELDING

STRUCTURAL STEEL: NON-DESTRUCTIVE TESTING OF WELDED JOINTS

STRUCTURAL STEEL: HIGH-STRENGTH BOLTING

STRUCTURAL STEEL: ANCHOR RODS, EMBEDS, FABRICATED STEEL FRAMES

STRUCTURAL STEEL: COMPOSITE CONSTRUCTION

COLD-FORMED STEEL FLOOR AND ROOF DECK, QUALIFICATIONS OF WELDING

SPECIAL INSPECTORS

OPEN WEB STEEL JOISTS & GIRDERS: INSTALLATION, END CONNECTIONS

BOLTED / WELDED, BRIDGING HORIZONTAL / DIAGONAL

WELDING OF REINFORCING BARS PER AWS D1.4:

WELDEABILITY OF BARS OTHER THAN A706, SINGLE PASS FILLETS < 5/16"

ALL OTHER WELDS

CONCRETE CONSTRUCTION: REINFORCING STEEL, PRE-STRESSING TENDONS,

PLACEMENT OF REINF STEEL; DESIGN MIX; POST-INSTALLED STEEL ANCHORS;

CURING TEMPERATURE & TECHNIQUES; IN-SITU CONCRETE STRENGTH;

FORMWORK

CONCRETE CONSTRUCTION: DURING SAMPLING FOR CONC STRENGTH TESTS,

PERFORM SLUMP & AIR CONTENT TESTS & DETERMINE CONC TEMP; CONC

PLACEMENT FOR PROPER APPLICATION TECHNIQUES; PRE-STRESSING FORCE

APPLICATION

MASONRY CONSTRUCTION: INSPECTED & VERIFIED PER TMS 402/ACI 530/ASCE

5 & TMS 602/ACI 530.1/ASCE 6, LEVEL B QUALITY ASSURANCE

SOILS: DESIGN BEARING CAPACITY OF MATERIALS BELOW SHALLOW FDNS;

DEPTH & PROPER MATERIAL AT BOTTOM OF EXCAVATIONS; CLASSIFICATION &

TESTING OF COMPACTED FILL; SUB-GRADE & SITE PREPARATION

SOILS: PROPER MATERIAL, DENSITY & LIFT THICKNESS DURING PLACEMENT &

COMPACTION OF COMPACTED FILL

CAST-IN-PLACE DEEP FOUNDATIONS: DRILLING OPERATIONS; LOCATION &

PLUMBNESS; SHAFT & BELL DIAMETERS; LENGTH; BEDROCK EMBEDMENT;

END-BEARING STRATA CAPACITY; GROUT & CONCRETE VOLUMES

COLD-FORMED LIGHT FRAME CONSTRUCTION: CONTINUOUS AND PERIODIC

INSPECTION AS APPLICABLE, SEE REMARK

FIRE-RESISTANT PENETRATIONS AND JOINTS

STRUCTURAL OBSERVATIONS: PROJECT DOES NOT REQUIRE STRUCTURAL

OBSERVATIONS FOR SEISMIC AND WIND RESISTANCE PER IBC UNLESS SUCH

OBSERVATION IS SPECIFICALLY REQUIRED BY AHJ.

STRUCTURAL ELEMENT CONTINUOUS PERIODIC REMARKS

- X

X

X

X

X

X

X

X

AISC 360-10

TABLES

N5.4-1,4-2,4-3

AISC 360-10

SECTION N.5.5

AISC 360-10

TABLES

N5.6-1,6-2,6-3

AISC 360-10

TABLE N5.7

AISC 360-10

TABLE N6.1

SDI QA/QC

IBC 1705.2.2

IBC TABLE

1705.2.3

IBC TABLE

1705.3

IBC TABLE

1705.3

IBC TABLE

1705.3

ACI 530-13

TABLE 3.1.2

IBC TABLE

1705.6

IBC TABLE

1705.6

IBC TABLE

1705.8

IBC SECTION

1705.11.3

IBC SECTION

1705.17

IBC SECTION

1704.6

X

1. THE ENGINEER IS DELEGATING THE DESIGN OF THE PRECAST CONCRETE SYSTEM TO THE PRECAST CONCRETE MANUFACTURER'S REPRESENTATIVE . THE PRECAST ENGINEER SHALL BE RESPONSIBLE FOR ALL PRECAST MEMBERS AND CONNECTION DESIGN FOR THE LOADS INDICATED ON THE DWGS.

2. ALL DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH ACI 318 (REFER TO SHEET S-001

FOR DESIGN CODE SUMMARY TABLE FOR THE APPLICABLE CODE YEAR EDITIONS), AND LATEST

EDITIONS OF THE PCI MNL-117, MNL-120 & PCI MNL-122.

3. REFER TO SPECIFICATIONS SECTION 034533 "PRECAST PRESTRESSED STRUCTURAL CONCRETE" FOR

DESIGN REQUIREMENTS FOR PRECAST MEMBERS AND ALL OTHER REQUIRED INFORMATION NOT

SPECIFIED HERE.

4. PRECAST CONCRETE SHALL BE NORMAL WEIGHT, AIR ENTRAINED, f'c=5, 000 PSI AT 28 DAYS, TOTAL AIR

CONTENT SHALL BE 6% +/- 1.5% USING PORTLAND CEMENT TYPE II OR III.

5. MILD REINFORCEMENT: AS SPECIFIED UNDER CONCRETE AND HEREIN. THE MINIMUM CONCRETE COVERPROTECTION SHALL BE PER ACI 318 EXCEPT AS REQUIRED FOR FIRE RATING NOTED ON THE

DRAWINGS.

6. PRESTRESSING TENDONS SHALL BE SEVEN-WIRE LOW RELAXATION TYPE STRAND PER ASTM A416, GRADE A, 270 KSI.

7. CONCRETE ACCESSORIES: COIL RODS TO BE HIGH STRENGTH, ELECTRO GALVANIZED ASTM B633. ALL

EXPOSED METAL CONNECTIONS SHALL BE HOT-DIP GALVANIZED.

8. BEARING STRIPS: PLANK- RANDOM ORIENTED FIBER REINFORCED OR MULTI-MONOMER PLASTIC

STRIPS.

9. CEMENT GROUT SHALL BE A MIXTURE OF NOT LESS THAN ONE PART PORTLAND CEMENT TO 2.5 PARTS FINE SAND. GROUT SHALL BE CAPABLE OF COMPLETELY FILLING JOINTS. MINIMUM 28-DAY GROUT

STRENGTH SHALL BE 5,000 PSI.

10. REFER TO ARCHITECTURAL DWGS FOR DOOR/WINDOW OPENINGS; LOCATION AND SIZE OF LOUVERS;

SURFACE FINISH; PARAPET AND COPING TYPES; LOCATION AND SIZE OF EMBEDS FOR CANOPIES;

INSULATION TYPE, THICKNESS AND R-VALUE FOR MULTI-WYTHE WALL PANELS; JOINT SIZE AND

LOCATION; CHAMFER AND REVEAL PROFILES.

11. GENERAL PRECAST CONCRETE:

a. GROUT ALL JOINTS AND KEYWAYS SOLID. PROVIDE KEYWAY REINFORCING.

b. PROVIDE WELD PLATES FOR ALL PLANKS THAT BEAR ON STEEL AND WELD TO SUPPORT.

c. HOLLOW CORE SLABS SHALL RECEIVE 2" COMPOSITE STRUCTURAL TOPPING, UNO.

d. ALL WELDS SHALL USE E70XX LOW HYDROGEN ELECTRODES, 1/4" MINIMUM.

e. HIGH STRENGTH BOLTS SHALL BE ASTM A325, HOT DIP GALVANIZED 3/4" DIA, UNO.

f. OPENINGS LESS THAN 10" ROUND SHALL BE LOCATED AND DRILLED BY THE TRADE REQUIRING

THEM AFTER ERECTION. ALL FIELD OPENINGS AND/OR CUTTING OF PRECAST MEMBERS SHALL

BE APPROVED BY THE CONTRACTING OFFICER AND PRECAST MANUFACTURER.

PRECAST CONCRETE NOTES

WALL

LOCATION

EXTERIOR

GPW - PERIMETER

NOTES:

1. MINIMIM THICKNESS BASED ON OTHER/NON-STRUCTURAL CRITERIA. PRECAST

SUBMITTAL TO INDICATE WYTHE THICKNESSES PER DELEGATED STRUCTURAL DESIGN.

2. WHERE ONLY EXTERIOR WYTHE IS INDICATED, WALL SHALL BE SOLID CONCRETE.

3. UNO, ALL INSULATED PANELS SHALL BE COMPOSITE OR PARTIALLY COMPOSITE

CONSTRUCTION DESIGNED TO RESIST THE LOADS INDICATED ON STRUC DWGS.

4. REFER TO ARCHITECTURAL DWGS FOR THE FOLLOWING REQUIREMENTS:

a.) FIRE RATING b.) INSULATION TYPE c.) WALL FINISHES

LOAD-BEARING

PRECAST CONCRETE PANEL MINIMUM WYTHE THICKNESS REQUIREMENTS

INSULATION INTERIOR

GPW - GRIDS F & G

ANNEX - PERIMETER

3 6 3

(IN) (R-value) (IN)

--7 --

6 213.5

NO

NO

YES

US Army Corps of Engineers ®

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S-003

S T

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A L N

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O

C T

READY TO ADVERTISE

STRUCTURAL STEEL NOTES

1. ALL DETAILING, FABRICATION AND ERECTION OF STRUCTURAL STEEL WORK SHALL CONFORM TO AISC

325 STEEL CONSTRUCTION MANUAL, AISC 360 SPECIFICATIONS AND AISC 303 CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS. REFER TO SHEET S-001 FOR DESIGN CODE SUMMARY TABLE FOR

APPLICABLE CODE YEAR EDITIONS.

2. STRUCTURAL STEEL WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992, UNLESS NOTED

OTHERWISE. STRUCTURAL STEEL PLATES, ANGLES, CHANNELS AND MISCELLANEOUS MATERIAL SHALL CONFORM TO ASTM A36. HOLLOW STRUCTURAL SECTIONS SHALL CONFORM TO ASTM A500, GRADE B.

STEEL PIPE SECTIONS SHALL CONFORM TO ASTM A53, GRADE B.

3. ANCHOR RODS SHALL BE ASTM F1554, GRADE 55 WITH WELDABILITY SUPPLEMENT S1 AND CARBON EQUIVALENT FORMULA PER ASTM F1554 SECTION S1.5.2.1 WITH DIAMETER AND LENGTH OF EMBEDMENT

AS INDICATED ON STRUCTURAL DRAWINGS.

4. HIGH STRENGTH BOLTING SHALL BE DONE IN ACCORDANCE WITH AISC "SPECIFICATION FOR

STRUCTURAL JOINTS USING ASTM A325 OR ASTM A490 BOLTS."

5. BOLTS, NUTS AND WASHERS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A325. BOLTS SHALL BE

0.75 INCH DIA. MINIMUM UNLESS OTHERWISE INDICATED.

6. WELDING SHALL BE DONE BY CERTIFIED WELDERS AND SHALL CONFORM TO AWS D1.1 STRUCTURAL

WELDING CODE - STEEL", LATEST EDITION. ALL WELDING ELECTRODES SHALL BE E70XX.

7. THE FABRICATOR/ERECTOR SHALL SUBMIT TO THE CONTRACTING OFFICER FOR REVIEW, ENGINEERED AND CHECKED SHOP DRAWINGS SHOWING FABRICATION DETAILS, FIELD ASSEMBLY DETAILS AND

ERECTION DIAGRAMS FOR ALL STRUCTURAL STEEL.

8. UNLESS NOTED OTHERWISE, ALL CONNECTIONS SHALL BE DESIGNED AND DETAILED BY THE

FABRICATOR, USING RATIONAL ENGINEERING DESIGN AND STANDARD PRACTICE IN ACCORDANCE WITH THE REQUIREMENTS OF THE CONTRACT DOCUMENTS. THE TYPICAL DETAILS SHOWN ON THE DRAWINGS ARE CONCEPTUAL ONLY AND, UNLESS SPECIFICALLY NOTED, DO NOT INDICATE THE REQUIRED NUMBER

OF BOLTS OR WELD SIZES.

9. THE FABRICATOR SHALL SUBMIT CALCULATIONS FOR EACH CONNECTION TYPE AND MEMBER SIZE WITH DETAILS AND COORDINATED SHOP DRAWINGS. CALCULATIONS SHALL BE STAMPED AND SIGNED BY A

STRUCTURAL ENGINEER LICENSED IN THE STATE OF TEXAS.

10. STEEL BEAM AND GIRDER CONNECTIONS SHALL BE DESIGNED USING THE LOAD AND RESISTANCE FACTOR DESIGN METHOD FOR FORCES INDICATED ON THE DRAWINGS. MINIMUM CONNECTION SHEAR FORCE IS 10 KIPS. REFERENCE AISC STEEL CONSTRUCTION MANUAL, FOURTEENTH EDITION TABLE 3 - 6

FOR UNIFORM LOAD (LRFD).

11. UNLESS NOTED OTHERWISE, CONNECTIONS SHALL BE EITHER AISC DOUBLE ANGLE OR SINGLE PLATE SIMPLE SHEAR CONNECTIONS PROVIDING ROTATIONAL DUCTILITY AS DEFINED BY AISC. ALL BOLTED COMPONENTS SHALL UTILIZE MINIMUM 2 BOLTS IN BEARING. CONNECTIONS SHALL EXTEND TO AT LEAST

ONE HALF OF THE BEAM DEPTH. WELDED CONNECTION MAY BE USED WITH THE SAME MINIMUM

EQUIVALENT CONNECTION CAPACITY AND DUCTILITY.

12. FIELD CONNECTIONS, EXCEPT WHERE SHOWN TO BE WELDED, SHALL BE BOLTED.

13. BEAMS AND GIRDERS SHALL BE FABRICATED WITH THE NATURAL CAMBER UP. PROVIDE CAMBERS AS

INDICATED ON THE DRAWINGS.

14. ALL STEEL SURFACES WHICH WILL BE PERMANENTLY EXPOSED TO ELEMENTS SHALL BE HOT-DIPPED GALVANIZED. DAMAGED AREAS AND/OR FIELD-WELDED AREAS SHALL BE TOUCHED UP WITH ZINC RICH

(65% TO 69% METALLIC ZINC BY WEIGHT) PAINT PER ASTM A-780.

15. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE CONTROL OF ALL ERECTION PROCEDURES AND

SEQUENCES WITH RELATION TO TEMPERATURE DIFFERENTIALS, ESPECIALLY WITH RESPECT TO

STRUCTURAL STEEL FRAMING INTO CONCRETE WALLS, BEAMS OR COLUMNS.

16. THERE SHALL BE NO FIELD CUTTING OF STRUCTURAL STEEL MEMBERS FOR THE WORK OF OTHER

TRADES WITHOUT THE PRIOR WRITTEN APPROVAL OF THE CONTRACTING OFFICER.

17. ERECT AND MAINTAIN TEMPORARY BRACING TO ENSURE THE ALIGNMENT AND STABILITY OF THE STRUCTURE DURING ERECTION UNTIL PERMANENT CONNECTIONS HAVE BEEN COMPLETED. LATERAL SYSTEM ELEMENTS FOR THIS PROJECT CONSIST OF (BUT ARE NOT NECESSARILY LIMITED TO) THE

FOLLOWING: STEEL BRACING, FLOOR & ROOF DIAPHRAGMS.

18. PROVIDE 0.25 INCH END PLATES SEAL WELDED TO ENDS OF ALL HSS MEMBERS U.N.O.

19. SHOP AND FIELD TESTING AND INSPECTION OF STRUCTURAL STEEL FABRICATION AND ERECTION SHALL BE PERFORMED BY THE CONTRACTOR'S TESTING LABORATORY APPROVED BY THE GOVERNMENT, AS

OUTLINED IN THE SPECIFICATIONS.

METAL DECK NOTES

1. METAL DECK SHALL BE FABRICATED, DETAILED, AND ERECTED IN ACCORDANCE WITH THE "STEEL DECK

INSTITUTE (SDI) SPECIFICATIONS" REFER TO SHEET S-001 FOR DESIGN CODE SUMMARY TABLE FOR

APPLICABLE CODE YEAR EDITIONS.

2. METAL DECK SECTION PROPERTIES SHALL BE COMPUTED IN ACCORDANCE WITH AISI "SPECIFICATION

FOR THE DESIGN OF COLD FORMED STEEL STRUCTURAL MEMBERS". METAL DECKING SHALL BE

FABRICATED FROM STEEL TYPE ASTM A653, STRUCTURAL QUALITY, HAVING A MINIMUM YIELD STRENGTH

OF 33 KSI.

3. GALVANIZING SHALL CONFORM TO ASTM A653 WITH MINIMUM COATING CLASS OF G60.

4. PROVIDE ENGINEERED AND CHECKED SHOP DRAWINGS INDICATING LOCATION, GAGE AND SIZE OF EACH PIECE OF DECKING AND RELATED DECKING ACCESSORY. THE SHOP DRAWINGS SHALL CLEARLY SHOW WELDING DETAILS TO STRUCTURAL FRAMING, SIDE LAP CONNECTION DETAILS, DECK OPENINGS, EDGE

CLOSURES, AND ANY REQUIRED SUPPLEMENTARY DECK REINFORCING.

5. STEEL ROOF DECK SHALL BE 3" DEEP WITH MINIMUM 20 GAGE, TYPE AS INDICATED ON PLANS.

6. THE METAL DECK SHALL BE DESIGNED TO BE CONTINUOUS OVER THREE (3) SPANS IN THE DIRECTION INDICATED. SINGLE AND DOUBLE SPANS, IF REQUIRED, SHALL SATISFY LOAD AND DEFLECTION

REQUIREMENTS.

7. ALL DECKING SHALL BE FASTENED TO STRUCTURAL SUPPORTS AS INDICATED ON THESE DRAWINGS.

8. PROVIDE CONTINUOUS SHEET METAL CLOSURES AT SLAB OPENINGS AND SLAB EDGES AND

CONTINUOUS DECK CLOSURE AT DECK ENDS. MINIMUM CLOSURE GAGE SHALL COMPLY WITH STEEL

DECK INSTITUTE RECOMMENDATIONS FOR THE SLAB DEPTH AND OVERHANG DISTANCE.

9. PROVIDE, AS REQUIRED, RIDGE AND VALLEY PLATES, COLUMN CLOSURES, CANT STRIPS, SUMP PLATES AT PIPING PENETRATIONS AND RECESSED SUMP PANS AT ROOF DRAINS. PROVIDE SUPPLEMENTAL

FRAMING AT OPENINGS AS REQUIRED FOR SUPPORT OF THE METAL DECK. OPENINGS SHALL BE

COORDINATED WITH ARCHITECTURAL AND MECHANICAL DRAWINGS.

10. ANY METAL DECK OPENING THAT IS 12-INCH DIAMETER OR LARGER OR ANY GROUP OF OPENINGS THAT PENETRATE MORE THAN ONE METAL DECK RIB SHALL BE FRAMED WITH SUPPLEMENTAL STEEL FRAMING

AS INDICATED ON THE DRAWINGS.

11. ALL HANGERS FOR HIGH PRESSURE DUCTWORK, CONDUIT RACKS, PIPES LARGER THAN 4" DIAMETER, ETC. SHALL BE HUNG DIRECTLY FROM STRUCTURAL STEEL FRAMING.

12. A 50 LB. MAXIMUM CONCENTRATED LOAD MAY BE HUNG DIRECTLY FROM THE COMPOSITE DECK PROVIDED NO OTHER DECK SUPPORTED HANGER IS WITHIN A 30" RADIUS. THIS NOTE SUPERSEDES ANY SIMILAR NOTES ON THE MEP/FP DOCUMENTS. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING AND

INSTALLING AN APPROPRIATE ANCHORING SYSTEM.

13. NO LOADS SHALL BE PERMITTED TO BE HUNG DIRECTLY FROM METAL ROOF DECK.

14. THE ASSUMED CONSTRUCTION LIVE LOAD IS 20 PSF. CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO ENSURE TEMPORARY CONSTRUCTION LOADINGS DO NOT EXCEED ALLOWABLE LOADING

FOR THE TYPE AND GAGE OF DECK.

STEEL JOISTS & JOIST GIRDERS NOTES

1. JOIST AND JOIST GIRDER MATERIALS, DESIGN & MANUFACTURE, HANDLING AND ERECTION SHALL BE PER

SJI STANDARD SPECIFICATIONS & SJI CODE OF STANDARD PRACTICE, LATEST EDITION.

2. MANUFACTURER SHALL BE A MEMBER OF THE STEEL JOIST INSTITUTE (SJI) FULLY CERTIFIED TO

ENGINEER AND MANUFACTURE K, LH, AND DLH-SERIES JOISTS AND JOIST GIRDERS.

3. PROVIDE ONE SHOP COAT OF PRIMER (TT-P-636) EXCEPT ITEMS TO RECEIVE SPRAY FIREPROOFING.

REFER TO ARCHITECTURAL DRAWINGS FOR FINISH.

4. REFER TO DETAILS FOR SPECIAL TREATMENT OF SUPPORTING CONCENTRATED LOADS.

5. JOISTS SHALL BE DESIGNED TO RESIST A NET UPLIFT AS SHOWN ON LOADING DIAGRAMS.

6. SUBMIT TO THE CONTRACTING OFFICER FOR REVIEW SHOP DRAWINGS OF JOISTS & JOIST GIRDERS FOR

FABRICATION AND ERECTION PRIOR TO FABRICATING JOISTS.

7. ALL JOISTS SHALL BE DESIGNED FOR A SINGLE CONCENTRATED TRAVELING PROVISIONAL LOAD OF 300 POUNDS ALONG THE TOP CHORD AND 100 POUNDS (300 LBS LBS FOR ANNEX) ALONG THE BOTTOM

CHORD APPLIED BETWEEN PANEL POINTS

8. VERTICAL SHEARS TO BE USED IN DESIGN OF WEB MEMBERS SHALL BE DETERMINED FROM FULL UNIFORM LOADING, BUT SUCH VERTICAL SHEARS SHALL BE NOT LESS THAN 25% OF END REACTION.

INTERIOR VERTICAL WEB MEMBERS USED IN MODIFIED WARREN TYPE WEB SYSTEMS SHALL BE

DESIGNED TO RESIST GRAVITY LOADS SUPPORTED BY MEMBER PLUS AN ADDITIONAL AXIAL LOAD OF 0.5% OF THE TOP CHORD AXIAL FORCE FOR K, LH, AND DLH-SERIES JOISTS. FOR JOIST GIRDERS, WEB SYSTEMS THAT DO NOT SUPPORT DIRECT LOADS THROUGH STEEL JOISTS SHALL BE DESIGNED TO RESIST AN AXIAL LOAD OF 2% OF TOP CHORD AXIAL FORCE AND TENSION MEMBERS SHALL BE DESIGNED

TO RESIST AT LEAST 25% OF THEIR AXIAL FORCE IN COMPRESSION.

9. JOIST SEATS SHALL HAVE THE CAPACITY TO RESIST A LATERAL LOAD APPLIED TO THE TOP CHORD, PERPENDICULAR TO THE SPAN (ROLLOVER). PROVIDE A MINIMUM ROLLOVER FORCE OF 2,000 POUNDS FOR SEATS UP TO 3 1/2 INCHES DEEP AND 1,200 POUNDS FOR SEAT OVER 3 1/2 INCHES DEEP

10. PROVIDE JOISTS CAPABLE OF WITHSTANDING DESIGN LOADS WITH DEFLECTIONS NO GREATER THAN L/240 FOR LIVE LOAD AND L/180 FOR DEAD + LIVE LOAD OF THE SPAN. REFER TO JOIST LOADING

SCHEDULES FOR ADDITIONAL REQUIREMENTS, WHERE APPLICABLE.

11. REFER TO GENERAL NOTES ON SHEET S-001 FOR ADDITIONAL COORDINATION REQUIREMENTS WITH

OTHER TRADES.

12. SIZES OF JOIST & JOIST GIRDERS INDICATED ON THE DRAWINGS SHALL BE MINIMUM REQUIRED. ANY

CHANGES SHALL BE MADE AT NO ADDITIONAL COST TO THE GOVERNMENT.

13. REFER TO STEEL JOIST FRAMING SPECIFICATION 05 21 00 FOR REQUIRED SUBMITTALS AND ADDITIONAL

REQUIREMENTS.

STRUCTURAL SHEET INDEX

No. SHEET NAME

S-133 ROOF FRAMING PLAN - AREA SE-B

S-134 ROOF FRAMING PLAN - AREA SE-C

S-135 ROOF FRAMING PLAN - AREA SE-D

S-200 SHEAR WALL ELEVATIONS

S-301 MAT FOUNDATION SECTIONS

S-302 MISCELLANEOUS FOUNDATION SECTIONS

S-303 INTERIOR SECTIONS

S-501 ROOF FRAMING DETAILS

S-502 ROOF FRAMING DETAILS

S-503 ROOF FRAMING DETAILS

S-504 PRECAST DETAILS

S-505 CMU DETAILS

S-506 CONCRETE DETAILS

S-601 COLUMN SCHEDULE

STRUCTURAL SHEET INDEX

No. SHEET NAME

S-001 STRUCTURAL NOTES

S-002 STRUCTURAL NOTES

S-003 STRUCTURAL NOTES

S-101 OVERALL MAT FOUNDATION PLAN

S-102 FOUNDATION PLAN - AREA NW-A

S-103 FOUNDATION PLAN - AREA NW-B

S-104 FOUNDATION PLAN - AREA NW-C

S-105 FOUNDATION PLAN - AREA NW-D

S-106 FOUNDATION PLAN - AREA NE-A

S-107 FOUNDATION PLAN - AREA NE-B

S-108 FOUNDATION PLAN - AREA NE-C

S-109 FOUNDATION PLAN - AREA NE-D

S-110 FOUNDATION PLAN - AREA SW-A

S-111 FOUNDATION PLAN - AREA SW-B

S-112 FOUNDATION PLAN - AREA SW-C

S-113 FOUNDATION PLAN - AREA SW-D

S-114 FOUNDATION PLAN - AREA SE-A

S-115 FOUNDATION PLAN - AREA SE-B

S-116 FOUNDATION PLAN - AREA SE-C

S-117 FOUNDATION PLAN - AREA SE-D

S-118 FOUNDATION & ROOF PLAN - ANNEX

S-119 ROOF FRAMING PLAN - OVERALL

S-120 ROOF FRAMING PLAN - AREA NW-A

S-121 ROOF FRAMING PLAN - AREA NW-B

S-122 ROOF FRAMING PLAN - AREA NW-C

S-123 ROOF FRAMING PLAN - AREA NW-D

S-124 ROOF FRAMING PLAN - AREA NE-A

S-125 ROOF FRAMING PLAN - AREA NE-B

S-126 ROOF FRAMING PLAN - AREA NE-C

S-127 ROOF FRAMING PLAN - AREA NE-D

S-128 ROOF FRAMING PLAN - AREA SW-A

S-129 ROOF FRAMING PLAN - AREA SW-B

S-130 ROOF FRAMING PLAN - AREA SW-C

S-131 ROOF FRAMING PLAN - AREA SW-D

S-132 ROOF FRAMING PLAN - AREA SE-A

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14 14

52'-3" 52'-3" 52'-3" 52'-3" 52'-3" 52'-3" 52'-3" 52'-3" 52'-3" 52'-3"

525'-4"

2'-10"

K.6 L.7

0.2

/2

54'-3"

S-301

_____________________2 S-301

S-301

S-301

S-301

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STAIR FTG

TYP

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FOOTING

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4 THUS

S-301

4 THUS

S-301

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S-302

SIM

S-302

SIM

S-302

SIM

S-301

S-302

SIM

S-302

SIM

S-301

BLDG

AREA

SPECIFIED OVERALL

GPW

ANNEX

NOTES:

1. REFER TO LATEST ACI 302.1R, GUIDE FOR CONCRETE FLOOR

AND SLAB CONSTRUCTION.

2. REFER TO DIVISION 03 SPECIFICATIONS FOR ADDITIONAL

REQUIREMENTS.

3. REFER TO ARCHITECTURAL DRAWINGS FOR FLOOR FINISHES.

FF LL

MINIMUM LOCAL

FF LL

ACI 302.1R FLOOR

CLASSIFICATION

35 25 21 15 5 (FLAT)

CONCRETE SURFACE

FINAL FINISHING

HARD STEEL TROWEL

20 15 12 9 2 (CONVENTIONAL) LIGHT STEEL TROWEL

FLOOR FLATNESS (FF) AND FLOOR LEVELNESS (FL) REQUIREMENTS

TRUE

US Army Corps of Engineers ®

SHEET ID

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REFER TO CIVIL DRAWINGS FOR SITE PLAN

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S-101

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READY TO ADVERTISE

1/32" = 1'-0"S-101

1 OVERALL FOUNDATION PLAN - FLAT MAT

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-- MATCHLINE -- -- MATCHLINE --S-104

S-301

S-301

FOOTING FOR STAIR

& LANDING, COORD w/

ARCH DWGS

S-302

SIM

S-302

SIM

S-301

S-301

S-302

_____________________ FOOTING FOR

RETAINING WALL

24" MAT

#7@12" T&B

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B

7'-1"COORD w/ ARCH DWGS

/4

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S-506

TYP

1. FOR COLUMN SCHEDULE, SEE SHEET S-601.

2. FOR FOUNDATION SECTIONS, SEE SHEETS S-301 AND

S-302.

3. FOR STAIRS,RAMPS AND LANDINGS, SEE ARCH FOR

DIMENSIONS, SEE , FOR TYPICAL

SECTIONS.

4. FOR CONCRETE FLOOR FINISH - SEE TABLE ON S-101

5. FOR OTHER NOTES, SEE SHEETS S-101 AND S-001

THROUGH S-003.

SHEET NOTES:

/1 S-302 /2 S-302

TRUE

US Army Corps of Engineers ®

SHEET ID

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A

GPW - KEY PLAN

NW NE

SW SE

A B

C D

A B

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C D

A B

C D

REFER TO CIVIL DRAWINGS FOR SITE PLAN

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ANNEX

S-102

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READY TO ADVERTISE

1/8" = 1'-0"S-102

1 FOUNDATION PLAN - NW-A

SCALE:

0 8' 16'

1/8" = 1' - 0"

8' 16'

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52'-3" 52'-3" 2'-10"

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-- MATCHLINE -- -- MATCHLINE --S-105

S-301

S-301 _____________________ 2

S-301

FOOTING FOR

STAIR & LANDING,

COORD w/ ARCH DWGS

S-301

S-301

_____________________ 4 S-301

S-302

SIM

S-302

SIM

S-302

SIM

S-302

SIM

FOOTING FOR

RETAINING

WALL

S-302

24" MAT

#7@12" T&B

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H S S9x9x5/16

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9x 5/

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9x 5/

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H S S9x

9x 1/

H S S9x

9x 1/

H S S9x

9x 1/