14012 - vamc bldg 360 - central elorenz -...

3"3"---FOOTINGS

2"1

1

2

"

3

4

"WALLS

2"1

1

2

"1

1

2

" ---

---

3"

TABLE 2: CONCRETE PROTECTION

TYPE OF

STRUCTURE

NOT EXPOSED

TO EARTH OR

WEATHER IN

SERVICE

EXPOSED TO EARTH OR

WEATHER IN SERVICE

EARTH

FORMED

#5 OR

SMALLER

#6 OR

LARGER

SLABS

3

4

" 1

1

2

" 2" 3"

CONSTRUCTION SHALL COMPLY WITH, AND DESIGN HAS BEEN PERFORMED IN

ACCORDANCE WITH, THE PROJECT SPECIFICATIONS AND THE NOTES BELOW. IF THERE

ARE ANY PERCEIVED CONFLICTS BETWEEN THE SPECIFICATIONS AND THE NOTES OR THE

DRAWINGS, THE CONTRACTOR SHALL SUBMIT A WRITTEN REQUEST FOR CLARIFICATION TO

THE COTR. SEE THE CONTRACT SPECIFICATIONS FOR QUALITY ASSURANCE

REQUIREMENTS.

A. CODES, STANDARDS, AND REFERENCES

1. BUILDING CODE: INTERNATIONAL BUILDING CODE (IBC)-2012.

2. CONCRETE CODES: SPECIFICATIONS FOR STRUCTURAL CONCRETE ( ACI 301-10)

AND BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE ( ACI 318-11).

REINFORCING DETAILS SHALL CONFORM TO THE ACI DETAILING MANUAL AND CRSI

STANDARDS.

3. STEEL CODES: SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS (ANSI/AISC

360-10). STRUCTURAL WELDING CODE - STEEL (AWS D1.1-2010).

4. MASONRY CODE: BUILDING CODE REQUIREMENTS AND SPECIFICATIONS FOR

MASONRY STRUCTURES ACI 530/530.1-11.

C. FLOOR LIVE LOADS

1. LIGHT STORAGE: 125 PSF.

2. HEAVY STORAGE: 250 PSF.

D. ROOF LIVE LOAD

1. FLAT ROOF: 20 PSF.

F. SNOW LOADS

1. GROUND SNOW LOAD (P

g

): 25 PSF.

2. FLAT ROOF SNOW LOAD (P

f

): 20 PSF.

3. SNOW IMPORTANCE FACTOR (I

S

): 1.0.

4. SNOW EXPOSURE FACTOR (C

e

): 0.9.

5. SNOW LOAD THERMAL FACTOR (C

T

): 1.0.

6. IN ADDITION TO THE UNIFORM ROOF SNOW LOAD STATED ABOVE, DRIFTING SNOW

HAS BEEN EVALUATED. WHERE DRIFTING SNOW GOVERNS OVER THE FLAT ROOF

LIVE LOAD STATED ABOVE, MAXIMUM DRIFT LOAD IS 94 PSF AND TAPERS TO THE

FLAT ROOF SNOW LOAD AT A DISTANCE OF 18'-2".

G. WIND LOADS

1. ULTIMATE DESIGN/BASIC WIND SPEED (3 SECOND GUST) (V

ult

/V

3s

): 115 MPH.

2. NOMINAL DESIGN WIND SPEED (V

asd

): 89 MPH.

3. WIND EXPOSURE CATEGORY: C.

4. WIND INTERNAL PRESSURE COEFFICIENTS (GC

pi

): +/- 0.18.

5. COMPONENTS AND CLADDING WIND PRESSURES ARE 32.5 PSF (PRESSURE) AND

43.5 PSF (SUCTION). NOTE: THESE PRESSURES ARE BASED ON AN EFFECTIVE

WIND AREA OF 10 SQUARE FEET. COMPONENTS AND CLADDING DESIGN

PRESSURES MAY BE REDUCED IN ACCORDANCE WITH THE BUILDING CODE.

J. GEOTECHNICAL CRITERIA

1. THE GEOTECHNICAL CRITERIA LISTED BELOW IS IN ACCORDANCE WITH THE

GEOTECHNICAL REPORT PREPARED BY SCHNABEL ENGINEERING AND DATED MAY

15, 2015.

2. GEOTECHNICAL REPORT RECOMMENDS THE INSTALLATION OF STONE COLUMNS

FOR GROUND IMPROVEMENT TO ACHIEVE THE DESIGN SOIL BEARING PRESSURE.

SEE SPECIFICATION SECTION 31 32 00.

3. DESIGN SOIL BEARING PRESSURE: 3000 PSF.

4. STATIC ACTIVE LATERAL EARTH PRESSURE FOR RETAINING WALLS: 45 PSF/FT.

5. PASSIVE EARTH PRESSURE: 330 PSF/FT.

6. HORIZONTAL SURCHARGE PRESSURE COEFFICIENT: 0.36.

7. FRICTION COEFFICIENT: 0.34.

H. SEISMIC CRITERIA

1. SITE CLASS IS: D.

2. SEISMIC IMPORTANCE FACTOR (I

E

): 1.0.

3. MAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS (S

S

): 0.164.

4. MAPPED SPECTRAL RESPONSE ACCELERATION AT 1-SECOND PERIOD (S

1

): 0.055.

5. DESIGN SPECTRAL ACCELERATION PARAMETER AT SHORT PERIODS (S

DS

): 0.175.

6. DESIGN SPECTRAL ACCELERATION PARAMETER AT 1-SECOND PERIOD (S

D1

): 0.088.

7. SEISMIC DESIGN CATEGORY: B.

8. BASIC SEISMIC FORCE RESISTING SYSTEM IS STEEL ORDINARY CONCENTRICALLY

BRACED FRAMES.

9. SYSTEM OVERSTRENGTH FACTOR (Ω

0

): 2.0.

10. DEFLECTION AMPLIFICATION FACTOR (C

d

): 3.25.

11. SEISMIC RESPONSE COEFFICIENT (C

s

): 0.054.

12. RESPONSE MODIFICATION COEFFICIENT (R): 3.25.

13. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE.

14. DESIGN BASE SHEAR (LOW ROOF): 4.8 KIPS.

15. DESIGN BASE SHEAR (HIGH ROOF): 24.8 KIPS.

B. OCCUPANCY

1. RISK CATEGORY: II.

K. MATERIALS AND PHYSICAL PROPERTIES

1. "(___)" INDICATES ASTM STANDARD FOR WHICH MATERIAL SHALL CONFORM.

2. CONCRETE PROPERTIES SHALL CONFORM TO THE CRITERIA SPECIFIED IN TABLE 1

BELOW.

3. CONCRETE REINFORCEMENT (A615, GRADE 60)................................. Fy=60,000 psi

4. MASONRY.................................................................................................... f'm=1,500 psi

5. CONCRETE BLOCK FOR REINFORCED CONSTRUCTION SHALL BE TWO CELL UNITS

CONFORMING TO (C90, TYPE I), MEDIUM-WEIGHT CONCRETE.

6. MORTAR SHALL BE PORTLAND CEMENT/LIME.

7. MORTAR (C270), TYPE S............................................................................ f'c=1800 psi

8. GROUT (C476)............................................................................................. f'c=5000 psi

9. STRUCTURAL STEEL

a. W-SHAPES (A992)................................................................................. Fy=50,000 psi

b. ANGLES AND PLATES (A36)................................................................ Fy=36,000 psi

10. WELDING ELECTRODES: PER TABLE 3.1 OF AWS D1.1 FOR THE SMAW PROCESS OR

ANY OTHER PREQUALIFIED WELDING PROCEDURES SPECIFICATIONS (WPS).

11. STEEL BOLTS AND THREADED RODS

a. HIGH STRENGTH BOLTS (A325) 0.5"Ø TO 1"Ø (INCL)...................... Fu=120,000 psi

b. THREADED STEEL RODS (A36).................................... Fy=36,000 psi, Fu=58,000 psi

c. ANCHOR RODS (F1554, GRADE 36)............................. Fy=36,000 psi, Fu=58,000 psi

12. ROOF DECK, AND ACCESSORIES (A653)................................................ Fy=33,000 psi

L. FOOTINGS

1. FOOTING ELEVATIONS SHOWN ON THE PLANS ARE AT TOP OF FOOTINGS.

2. LOCATION OF FOOTING STEPS SHOWN ON THE FOUNDATION PLAN ARE

APPROXIMATE AND INTENDED FOR USE BY THE CONTRACTOR IN BIDDING. EXACT

LOCATION SHALL BE DETERMINED IN THE FIELD BY THE GENERAL CONTRACTOR

USING THE SITE PLAN AND THE GEOTECHNICAL REPORT.

3. THE BOTTOM ELEVATION OF NEW FOOTINGS ADJACENT TO EXISTING FOOTINGS

MUST MATCH THE BOTTOM ELEVATION OF THE EXISTING FOOTINGS UNLESS

OTHERWISE DETAILED ON THE DRAWINGS.

4. ELEVATIONS OF THE TOP OF EXISTING FOOTINGS THAT ARE SHOWN ON THE

DRAWINGS ARE BASED UPON EXISTING BUILDING DRAWING 360-S1, DATED

OCTOBER 10, 1984. CONTRACTOR MUST FIELD VERIFY EXISTING CONDITIONS AND

ADJUST THE NEW FOOTING ELEVATIONS AS REQUIRED TO MATCH THE ELEVATION

OF THE EXISTING BOTTOM OF FOOTING.

5. BOTTOMS OF ALL FOOTINGS SHALL EXTEND 1'-0" MINIMUM INTO UNDISTURBED

SOIL AND, WHERE SUBJECT TO FROST ACTION, AT LEAST 2'-6" FEET BELOW

FINISHED GRADE.

6. IF THE DESIGN SOIL BEARING PRESSURE NOTED IN THE STRUCTURAL NOTES

SECTION "GEOTECHNICAL CRITERIA" CANNOT BE ACHIEVED AT THE FOOTING

ELEVATIONS INDICATED ON THE FOUNDATION PLAN, THE COTR SHALL BE NOTIFIED

IN WRITING FOR GUIDANCE.

7. FOOTING SUBGRADE SHALL BE APPROVED BY THE COTR PRIOR TO PLACEMENT OF

THE FOOTINGS.

8. UNLESS NOTED OTHERWISE, WHERE UTILITIES ENTER THE BUILDING 4 FEET OR

LESS BELOW THE BOTTOM OF FOOTING ELEVATION, THE FOOTING SHALL BE

STEPPED DOWN TO ALLOW THE UTILITIES TO PASS THROUGH THE FOUNDATION

WALL AND THE WALL PENETRATION SHALL BE SLEEVED AND PATCHED, SEE DETAIL

3/S501. WHERE UTILITIES ENTER THE BUILDING MORE THAN 4 FEET BELOW THE

BOTTOM OF FOOTING ELEVATION, THE UTILITIES SHALL PASS UNDER THE

FOOTING, PER DETAIL 4/S501. COORDINATE WITH MEP DRAWINGS.

M. BACKFILL PLACEMENT AND COMPACTION

1. BACKFILLING AGAINST WALLS WILL NOT BE PERMITTED UNTIL STRUCTURAL

BRACING ELEMENTS ARE OR FLOOR CONSTRUCTION IS IN PLACE. BRACING

ARRANGEMENTS SHALL BE APPROVED BY THE COTR PRIOR TO BACKFILLING.

2. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO BRACE

FOUNDATION AND BASEMENT WALLS WHEN BACKFILLING AND WHEN THERE IS A

POSSIBILITY OF DAMAGE BY EXCESS WATER. BACKFILLING AGAINST SUCH WALLS

SHALL BE DONE IN A MANNER THAT WILL NOT DAMAGE WALLS. ALL PRECAUTIONS

SHOULD BE TAKEN FOR ADEQUATE DRAINAGE PRIOR TO AND AFTER SUCH

BACKFILLING.

3. ALL FILL MATERIAL SHALL BE PLACED IN MAXIMUM LOOSE LIFTS OF 8" AND SHALL

BE COMPACTED TO DRY DENSITIES OF AT LEAST 95 PERCENT OF THE STANDARD

PROCTOR MAXIMUM DRY DENSITY (ASTM D-698).

N. CAST-IN-PLACE CONCRETE CONSTRUCTION

1. CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI 318, ACI 301,

AND THE ACI DETAILING MANUAL, EXCEPT AS MODIFIED BY THE CONTRACT

SPECIFICATIONS AND SUPPLEMENTAL REQUIREMENTS BELOW.

2. SEE STRUCTURAL NOTES SECTION "MATERIALS AND PHYSICAL PROPERTIES" FOR

CONCRETE STRENGTHS AND PROPERTIES.

3. PROVIDE VERTICAL CONTROL JOINTS IN REINFORCED CONCRETE WALLS WHERE

INDICATED ON PLAN, BUT AT NOT MORE THAN 25 FEET ON CENTER. STOP ALL

HORIZONTAL BARS IN EXPOSED FACE AT JOINTS (SEE SHEET S505 FOR TYPICAL

DETAIL).

4. PROVIDE CONTINUOUS INTENTIONALLY ROUGHENED JOINT (1/4" MIN AMPLITUDE)

AT INTERFACE WHERE CONCRETE WALLS ARE SUPPORTED ON FOOTINGS AND

WHERE CONCRETE SLABS ARE SUPPORTED ON CONCRETE WALLS.

5. ADD HIGH-RANGE WATER REDUCING ADMIXTURE (SUPER PLASTICIZER) TO

CONCRETE MIX FOR PUMPED CONCRETE AND WHERE REQUIRED FOR

WORKABILITY. LIMIT SLUMP IN CONCRETE TO 8" AFTER ADDITION OF HIGH-RANGE

WATER REDUCER TO CONCRETE VERIFIED TO HAVE A 2"-4" SLUMP.

6. CONCRETE TEST CYLINDERS SHALL BE TAKEN IN ACCORDANCE WITH THE

REQUIREMENTS OF ACI 318, CHAPTER 5 AND THE CONTRACT SPECIFICATIONS.

7. SEE CONTRACT SPECIFICATIONS, SECTION 033000 "CAST-IN-PLACE CONCRETE"

FOR ADMIXTURE REQUIREMENTS. ADMIXTURE DOSAGE, ADDITION TIMES,

COMPATIBILITY WITH OTHER ADMIXTURES, AND COMPATIBILITY WITH OTHER MIX

CONSTITUENTS SHALL BE THE RESPONSIBILITY OF THE MANUFACTURER.

P. CONCRETE REINFORCEMENT


CONCRETE REINFORCEMENT STRENGTH.

2. DETAILS OF STEEL REINFORCEMENT SHALL CONFORM TO ACI 318 AND CRSI

STANDARDS.

3. FOR ADDITIONAL CONCRETE REINFORCING INFORMATION REGARDING

SLABS-ON-GRADE, REFER TO THE CORRESPONDING STRUCTURAL NOTES SECTION

AND THE DRAWINGS.

4. CONCRETE PROTECTION FOR STEEL REINFORCEMENT OF CAST-IN-PLACE

CONCRETE SHALL BE AS SPECIFIED IN TABLE 2 ON THIS SHEET, UNLESS NOTED

OTHERWISE.

5. UNLESS NOTED OTHERWISE, FOOTING DOWELS FOR CANTILEVERED "RETAINING"

WALLS SHALL PROJECT INTO WALL AS SHOWN ON RETAINING WALL SECTION(S).

6. UNLESS NOTED OTHERWISE, FOOTING DOWELS FOR BUILDING WALLS AND PIERS

SHALL PROJECT ABOVE THE FOOTING AS REQUIRED TO LAP SPLICE WITH THE

VERTICAL WALL/PIER REINFORCEMENT.

7. UNLESS NOTED OTHERWISE, ALL SPLICES FOR REINFORCING SHALL BE CLASS B

LAP SPLICES. WELDED SPLICES SHALL NOT BE USED.

8. WHEN REINFORCING STEEL IS NOTED AS CONTINUOUS IN WALLS, WALL FOOTINGS,

AND SLABS, SPLICE CONTINUOUS REINFORCING STEEL ONLY WHEN UNAVOIDABLE

DUE TO STOCK LENGTHS. STAGGER ALL SPLICES A MINIMUM OF 8'-0". ADJACENT

BAR SPLICES ARE NOT ACCEPTABLE. FOR REINFORCING SPLICES IN SLABS,

LOCATE THE TOP BAR SPLICES WITHIN THE MIDDLE HALF OF THE SPAN AND

LOCATE THE BOTTOM BAR SPLICES AT SUPPORTS , UNLESS NOTED OTHERWISE ON

THE PLANS, DETAILS, OR SCHEDULES.

9. FIBER REINFORCEMENT SHALL BE MONOFILAMENT MICRO-FIBERS. FIBER

REINFORCEMENT SHALL BE USED WHERE INDICATED AND APPLIED IN STRICT

ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATION AS TO FIBER

LENGTH AND QUANTITY. THE FIBER MANUFACTURER OR APPROVED DISTRIBUTOR

SHALL PROVIDE THE SERVICES OF A QUALIFIED REPRESENTATIVE FOR A

PRE-CONSTRUCTION JOB MEETING.

10. UNLESS NOTED OTHERWISE FIBER-REINFORCED CONCRETE SHALL HAVE A

DOSAGE RATE OF 1.5 LB/CY.

Q. SLABS-ON-GRADE

1. UNLESS NOTED OTHERWISE, SLABS-ON-GRADE SHALL BE 6 INCH THICK POURED

CONCRETE AND REINFORCED WITH FIBER REINFORCEMENT AS SPECIFIED IN THE

STRUCTURAL NOTES SECTION "CONCRETE REINFORCEMENT" AND PER 1/S503.

2. UNLESS NOTED OTHERWISE, PROVIDE A VAPOR BARRIER WITH A MINIMUM

THICKNESS OF 10 MILS, AS LOCATED ON THE DETAILS.

3. FILL UNDER SLABS-ON-GRADE SHALL BE MADE WITH MATERIAL APPROVED BY THE

COTR AND SHALL BE COMPACTED IN A MANNER THAT WILL NOT DAMAGE

FOUNDATION WALLS. IT SHALL BE WELL TAMPED IN 8" LAYERS IN ROUGH

THICKNESS, TO 95% MAXIMUM DRY DENSITY PER ASTM D-698 (STANDARD

PROCTOR).

4. PROVIDE A CONTINUOUS MANUFACTURED, SAW CUT, OR TOOLED CRACK

CONTROL JOINT IN THE TOP OF THE SLAB WHERE INDICATED ON PLAN BUT AT

SPACING NOT TO EXCEED 18 FEET. CONTROL JOINTS SHALL BE LOCATED ON

COLUMN CENTERLINES AND LOCATED BETWEEN COLUMN CENTERLINES AS

REQUIRED. LAY OUT CONTROL JOINTS TO FORM AS NEARLY SQUARE PANELS AS

PRACTICAL. IN RECTANGULAR PANELS, THE LONG SIDE SHALL NOT BE LONGER

THAN 1

1

2

TIMES THE DIMENSION OF THE SHORT SIDE.

5. PROVIDE AN ISOLATION JOINT AROUND COLUMNS AS SHOWN ON THE DRAWINGS

AND AT THE PERIMETER OF THE SLAB UNLESS NOTED OTHERWISE

R. MASONRY


MASONRY BLOCK, GROUT, AND MORTAR PROPERTIES AND STRENGTHS.

2. UNLESS NOTED OTHERWISE, PROVIDE 1 COURSE OF 100% SOLID (NOT FILLED)

BLOCK OR 2 COURSES OF GROUTED BLOCK UNDER ALL CONCRETE SLABS

BEARING ON THE MASONRY WALLS.

3. UNLESS NOTED OTHERWISE, PROVIDE HORIZONTAL JOINT REINFORCING IN

ACCORDANCE WITH THE CONTRACT SPECIFICATIONS AT 16" ON CENTER MAX

VERTICALLY IN ALL MASONRY WALLS.

4. HIGH-LIFT GROUTING SHALL NOT BE PERMITTED.

5. LOCATE CONTROL JOINTS IN MASONRY CONSTRUCTION IN ACCORDANCE WITH

THE ARCHITECTURAL DRAWINGS.

6. SPECIAL INSPECTION AND TESTING ARE REQUIRED FOR THIS PROJECT. SEE

QUALITY ASSURANCE NOTES ON SHEET S003.

7. TESTING AND INSPECTION SHALL BE PERFORMED BY AN INDEPENDENT

INSPECTION AGENCY, HIRED BY THE CONTRACTOR.

8. AT A MINIMUM, FIELD INSPECTION AND TESTING SHALL BE PERFORMED ON ALL

BEARING WALLS . FIELD INSPECTION OF BEARING WALLS SHALL OCCUR AT THE

FOLLOWING INTERVALS: A) CONSTRUCTION START-UP; B) ONE-QUARTER

COMPLETION OF CONSTRUCTION; C) TWO-THIRDS COMPLETION OF

CONSTRUCTION; AND D) 95% COMPLETION OF CONSTRUCTION.

9. AT A MINIMUM, FIELD INSPECTION OF GROUTED MASONRY SHALL INCLUDE, BUT

NOT BE LIMITED TO, REVIEW OF HOLLOW CELLS PRIOR TO GROUTING,

MONITORING OF GROUT PLACEMENT, AND REVIEW PRIOR TO IMPOSING LOADS.

10. TEST MATERIALS AS REQUIRED BY THE PROJECT SPECIFICATIONS IN

ACCORDANCE WITH THE UNIT STRENGTH METHOD FOR DETERMINATION OF

MASONRY COMPRESSIVE STRENGTH PER ACI 530.1, SECTION 1.6. IN ADDITION,

TEST MORTAR AND GROUT FOR COMPLIANCE TO ASTM C270 AND ASTM C476,

RESPECTIVELY, PER THE REQUIREMENTS OF THE PROJECT SPECIFICATIONS.

FIELD INSPECTION AND TESTING SHALL BE PERFORMED BY AN APPROVED

INDEPENDENT INSPECTION AGENCY. INSPECTION AND TEST RESULTS SHALL BE

FURNISHED TO THE COTR FOR REVIEW.

U. STRUCTURAL STEEL


THE STRENGTHS OF STRUCTURAL STEEL, BOLTS, THREADED RODS, ANCHOR

RODS, AND WELDS.

2. UNLESS NOTED OTHERWISE, FRAMED BEAM CONNECTIONS SHALL BE DESIGNED

BY THE FABRICATOR FOR A VERTICAL REACTION AS LISTED ON THE CONTRACT

DRAWINGS.

3. FOR BEAMS WITH NO REACTIONS LISTED, FRAMED BEAM CONNECTIONS SHALL BE

DESIGNED FOR A VERTICAL REACTION EQUAL TO ONE-HALF THE MAXIMUM TOTAL

UNIFORM LOADS (LRFD) (MINIMUM OF 6 KIPS) PRESENTED IN TABLE 3-6 OF THE

AISC "MANUAL OF STEEL CONSTRUCTION, 14TH EDITION.

4. THE LENGTH OF CONNECTION ANGLE(S) OR PLATE(S) SHALL NOT BE LESS THAN

HALF OF THE "T" DISTANCE OF THE BEAM WEB.

5. UNLESS NOTED OTHERWISE, BEAM CONNECTIONS FOR BEAMS ALONG BRACED

FRAMES SHALL BE DESIGNED BY THE FABRICATOR FOR THE AXIAL LOADS LISTED

ON THE BEAM AXIAL DESIGN LOAD SCHEDULE, 3/S506.

6. UNLESS NOTED OTHERWISE, HIGH STRENGTH BOLTS SHALL BE TIGHTENED TO A

SNUG TIGHT CONDITION AS DEFINED BY THE RCSC "SPECIFICATION FOR

STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS" (2009 EDITION).

7. WELDS SHALL BE INSTALLED BY WELDERS QUALIFIED IN ACCORDANCE WITH AWS

PROCEDURES FOR WELDER QUALIFICATION.

8. STRUCTURAL STEEL BELOW GRADE SHALL HAVE A MINIMUM OF 3" CONCRETE

COVER OR 4" SOLID MASONRY COVER.

9. UNLESS NOTED OTHERWISE, ALL STRUCTURAL STEEL MEMBERS SHALL BE

PAINTED WITH ONE COAT OF FABRICATORS STANDARD PRIMER PAINT, TWO MILS

DRY FILM THICKNESS.

10. WELDING INSPECTION SHALL BE MADE IN ACCORDANCE WITH THE INSPECTION

CHAPTER OF AWS D1.1 (2010).

11. TESTING AND INSPECTION SHALL BE IN ACCORDANCE WITH THE STRUCTURAL

NOTES FOR QUALITY ASSURANCE AND SPECIAL INSPECTION ON SHEET S003.

V. STEEL JOISTS

1. MATERIAL, FABRICATION, ACCESSORIES, BRIDGING, AND ERECTION SHALL

CONFORM TO THE SJI STANDARD SPECIFICATIONS FOR OPEN WEB STEEL JOISTS,

K-SERIES.

2. STANDARD STEEL JOISTS SHALL BE DESIGNED FOR THE LOADS SHOWN IN THE

STRUCTURAL NOTES SECTIONS "ROOF LIVE LOADS", "ROOF DEAD LOADS", AND

"SNOW LOADS". STEEL JOISTS DESIGNATED ON THE PLANS AS SP# SHALL BE

DESIGNED FOR THE LOADS SHOWN IN THE SPECIAL JOIST LOAD SCHEDULE ON

SHEET S507.

3. ALL STEEL ROOF JOISTS SHALL BE DESIGNED AND BRACED TO RESIST A

SUPERIMPOSED NET UPLIFT PRESSURE OF 35 PSF (LRFD LOAD COMBINATION

0.9D+1.0W PER ASCE 7-10).

4. CONCENTRATED LOADS IN EXCESS OF 50 POUNDS SHALL NOT BE APPLIED

BETWEEN PANELS POINTS, UNLESS AN ADDED WEB MEMBER IS PROVIDED FOR THE

POINT OF APPLICATION OF THE LOAD ON THE CHORD TO THE NEAREST PANEL

JOINT ON THE OPPOSITE CHORDS. SEE DETAILS ON SHEET S507 FOR ADDITIONAL

INFORMATION.

5. BRIDGING SHALL BE WELDED TO BEAMS SPANNING PARALLEL TO STEEL JOISTS.

6. INSPECTION AND TESTING OF STEEL JOIST CONSTRUCTION SHALL BE IN

ACCORDANCE WITH THE STRUCTURAL NOTES FOR QUALITY ASSURANCE AND

SPECIAL INSPECTION ON SHEET S003.

STRUCTURAL NOTES

6%0.663000

f'

c

(MINIMUM

ULTIMATE

COMPRESSIVE

STRENGTH

AT 28 DAYS (PSI)

MAXIMUM

WATER/

CEMENTITIOUS

MATERIALS

RATIO

ENTRAINED

AIR CONTENT

(%)

TABLE 1: CONCRETE PROPERTIES

FOUNDATIONS

STRUCTURE

TYPE

EXT. WALLS, PIERS,

AND ELEV.'D SLABS

3000 0.58 6%

INTERIOR SLABS W/

FOOT OR VEHICLE

TRAFFIC

3500 0.59 UP TO 2%

UNIT

WEIGHT

NW

NOTE: NW DESIGNATES NORMAL WEIGHT CONCRETE.

NW

NW

PIERS

T. ANCHORS

1. PROPOSED ANCHORS SHALL BE SUBMITTED TO THE COTR FOR REVIEW AND

APPROVAL PRIOR TO FIELD OPERATIONS.

2. ALL ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH THE

RECOMMENDATIONS OF THE MANUFACTURER.

3. ADHESIVE ANCHORS (CONCRETE AND SOLID/GROUTED MASONRY)

a. SHALL BE HILTI HIT-HY 200 ANCHORING SYSTEM OR AN APPROVED EQUIVALENT

WITH ACCOMPANYING ICC EVALUATION REPORT;

b. SHALL USE INJECTABLE ADHESIVE;

c. SHALL USE THREADED RODS MEETING ONE OF THE FOLLOWING STANDARDS:

i. ASTM A 193 B7.

4. MASONRY ADHESIVE ANCHORS (UNREINFORCED, HOLLOW MASONRY)

a. SHALL BE HILTI HIT-HY 70 MANUFACTURED BY HILTI FASTENING SYSTEMS OR AN

APPROVED EQUIVALENT WITH ACCOMPANYING ICC EVALUATION REPORT;

b. SHALL USE INJECTABLE ADHESIVE;

c. RODS SHALL BE MANUFACTURED WITH CHAMFERED ENDS (EACH END) AND

MEET ONE OF THE FOLLOWING STANDARDS:

i. ASTM A3.

5. IF MINIMUM REQUIREMENTS (EMBEDMENT, SPACING, AND EDGE DISTANCE) FOR

ANCHORS CANNOT BE ACHIEVED DUE TO FIELD CONDITIONS, NOTIFY THE COTR

FOR GUIDANCE PRIOR TO DRILLING HOLES FOR ANCHORS.

6. HOLES FOR ANCHORS TO BE INSTALLED IN MASONRY SHALL BE DRILLED WITH A

ROTARY DRILL ONLY, NOT A ROTARY-HAMMER DRILL.

7. A FIELD TECHNICIAN EMPLOYED BY THE ANCHOR MANUFACTURER SHALL BE ON

SITE DURING ALL DRILLING AND INSTALLATION PROCESSES FOR EACH TYPE OF

ANCHOR INSTALLED.

8. CURING TIME FOR ADHESIVE AND EPOXY ADHESIVE ANCHOR SYSTEM SHALL BE A

MINIMUM OF 48 HOURS OR AS RECOMMENDED BY THE ANCHOR MANUFACTURER,

WHICHEVER IS MORE STRINGENT.

E. ROOF DEAD LOAD

1. FLAT ROOF: 21 PSF.

ANGLE SIZE

PRECAST CONCRETE

SIZE & REINFORCING

TABLE 3: LINTELS

TO 3'-0"

OPENING WIDTH

L3

1

2

x3x

5

16

4"x8" PCC W/ #3 T&B

4"x8" PCC W/ #3 T&BL3

1

2

x3

1

2

x

5

16

3'-1" TO 4'-0"

5'-1" TO 6'-0" L5x3

1

2

x

5

16

4"x8" PCC W/ #4 T&B

4"x8" PCC W/ #4 T&BL4x3

1

2

x

5

16

4'-1" TO 5'-0"

S. LINTELS

1. PROVIDE PRECAST OR STEEL LINTELS FOR OPENINGS IN MASONRY PARTITIONS AS

SPECIFIED IN TABLE 3 ON THIS SHEET. PROVIDE (1) LINTEL FOR EACH 4" OF WALL

THICKNESS WITH A MINIMUM BEARING LENGTH OF 6" AT EACH END.

2. STEEL ANGLE LINTELS SHALL BE INSTALLED WITH THE VERTICAL LEGS INSIDE THE

WALL AND THE HORIZONTAL LEGS POINTING TO THE OUTSIDE FACES OF THE

WALLS. VERTICAL LEGS OF STEEL ANGLES MAY NOT BE EXPOSED AT THE FACES

OF THE WALLS.

4'ON

E EI

GHTH

INCH

= O

NE F

OOT

( 1/8"

= 1'

-0" )

08'

16'

04'

8'4'

04'

02'

6"0

02'

6"0

1'6"

6"ON

E QU

ATER

INCH

= O

NE F

OOT

( 1/4"

= 1'

-0" )

THRE

E EI

GHTH

S IN

CH =

ONE

FOO

T ( 3

/8" =

1'-0

" )ON

E HA

LF IN

CH =

ONE

FOO

T ( 1

/2" =

1'-0

" )TH

REE

QUAT

ERS

INCH

= O

NE F

OOT

( 3/4"

= 1'

-0" )

ONE

INCH

= O

NE F

OOT

( 1" =

1'-0

" )ON

E AN

D ON

E HA

LF IN

CHES

= O

NE F

OOT

( 1 1/

2" =

1'-0

" )TH

REE

INCH

ES =

ONE

FOO

T ( 3

" = 1'

-0" )

OKKS Studios, Inc.2 Wisconsin Circle / Suite 820Chevy Chase, MD 20815-7003Tel: (301) 718-0080Fax: (301) 718-9520www.okksstudios.com

Nobis Engineering, Inc.20410 Century Boulevard, Suite 230

Germantown, MD 20874Tel: (301) 528 2010

Woods Peacock Engineering Consultants5250 Cherokee Avenue, Suite 420

Alexandria, VA 22312-2052Tel: (703) 658-4400

Fax: (703) 658-4404

Henry Adams ConsultingEngineers, LLC600 Baltimore Avenue, 4th FloorBaltimore, MD 21204Tel: (410) 296-6500Fax: (410) 296-6501

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Tel: (443) 708-4096Fax:

SCHEMATIC DESIGN (30%) SUBMISSION09/11/15DESIGN DEVELOPMENT (60%) SUBMISSION11/23/15CONSTRUCTION DOCUMENTS (90% SUBMISSION)

03/17/16

TMP CAD

PERRY POINT, MD

WAREHOUSE RENOVATION& EXPANSION

03/17/16BID DOCUMENTS SUBMISSION

03/25/15

Professional Certification. I hereby certify that these documentswere prepared or approved by me, and that I am a duly licensedprofessional engineer under the laws of the State of Maryland,License No. 14484, Expiration Date: June 27, 2017.

STRUCTURAL NOTES

S001

W. STEEL ROOF DECK

1. STEEL ROOF DECK SHALL BE MANUFACTURED IN ACCORDANCE WITH THE

RECOMMENDATIONS OF THE STEEL DECK INSTITUTE AND INSTALLED IN

ACCORDANCE WITH THE RECOMMENDATIONS OF THE MANUFACTURER AND THE

STEEL DECK INSTITUTE.

2. STEEL ROOF DECK SHALL BE THE DEPTH AND THICKNESS SHOWN ON THE

DRAWINGS, WITH NESTABLE SIDE LAP.

3. STEEL ROOF DECK SHALL BE GALVANIZED.

4. SEE SPECIFICATION SECTION 05 31 00 FOR FASTENING REQUIREMENTS OF ROOF

DECK.

X. ROOF OPENINGS

1. SEE ARCHITECTURAL AND MEP DRAWINGS FOR THE EXACT SIZE AND LOCATION OF

ROOF OPENINGS. IF OPENING DIMENSIONS SHOWN ON THE ARCHITECTURAL AND

MEP DRAWINGS CONFLICT WITH STRUCTURAL MEMBERS, THE COTR SHALL BE

NOTIFIED, IN WRITING, PRIOR TO PROCEEDING WITH FABRICATION AND

CONSTRUCTION OF THE OPENING.

2. ROOF DECK SHALL BE SUPPORTED AROUND OPENINGS BY STRUCTURAL STEEL

FRAMING PER "TYPICAL METAL ROOF DECK FRAMING AT OPENING" DETAIL ON

SHEET S507.

Y. GENERAL CONTRACTOR

1. STRUCTURAL DRAWINGS SHALL BE USED ONLY IN CONJUNCTION WITH THE

ARCHITECTURAL, CIVIL, AND MEP DRAWINGS, WHICH SHALL BE PROVIDED TO ALL

SUBCONTRACTORS RESPONSIBLE FOR STRUCTURAL CONSTRUCTION.

2. SHOP DRAWINGS FOR ALL STRUCTURAL ITEMS ARE PART OF THE STRUCTURAL

DESIGN AND SHALL BE SUBMITTED TO THE COTR FOR REVIEW AND APPROVAL

PRIOR TO FABRICATION AND CONSTRUCTION.

3. ALL STRUCTURAL ELEMENTS SHALL BE TEMPORARILY SHORED AND BRACED AS

REQUIRED TO RESIST THE LOADS TO WHICH THEY MAY BE SUBJECT DURING

CONSTRUCTION.

4. ALL TEMPORARY SHORING AND BRACING SHALL BE DESIGNED BY A REGISTERED

PROFESSIONAL ENGINEER RETAINED BY THE CONTRACTOR AND SHALL REMAIN

IN-PLACE UNTIL THE STRUCTURE IS CAPABLE OF SUPPORTING THE LOADS TO

WHICH IT MAY BE SUBJECT. DETERMINATION OF WHEN TEMPORARY SHORING AND

BRACING CAN BE REMOVED IS THE RESPONSIBILITY OF THE SHORING ENGINEER.

5. THE DESIGN OF ALL TEMPORARY SHORING AND BRACING WILL BE THE

RESPONSIBILITY OF THE CONTRACTOR. SIGNED AND SEALED SHOP DRAWINGS

FOR TEMPORARY SHORING AND BRACING SHALL BE SUBMITTED PRIOR TO

CONSTRUCTION.

6. IMPOSED CONSTRUCTION LOADS INCLUDING CRANE LOADS, IN EXCESS OF THE

STATED DESIGN LOADS MUST BE APPROVED BY THE COTR PRIOR TO THE

IMPOSITION OF SUCH LOADS.

7. THE DESIGN AND CONSTRUCTION OF SHORING REQUIRED TO MAINTAIN THE

STABILITY OF EXCAVATIONS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.

ALL EXCAVATIONS SHALL COMPLY WITH OSHA REGULATIONS.

8. PROVIDE CONTINUOUS DRAINAGE SYSTEM BEHIND WALLS BELOW GRADE IN

ACCORDANCE WITH THE DETAILS ON SHEET S501.

Z. EXISTING STRUCTURE

1. INFORMATION SHOWN ON THE STRUCTURAL DRAWINGS REGARDING THE EXISTING

STRUCTURE IS BASED ON THE EXISTING DRAWINGS DATED OCTOBER 10, 1984.

WOODS PEACOCK ASSUMES NO RESPONSIBILITY FOR THEIR ACCURACY.

2. DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE STRUCTURAL

DRAWINGS ARE APPROXIMATE AND SHALL BE FIELD VERIFIED BY THE

CONTRACTOR PRIOR TO BEGINNING CONSTRUCTION.

3. IF DEVIATIONS ARE FOUND BETWEEN THE EXISTING INFORMATION SHOWN ON THE

STRUCTURAL DRAWINGS AND ACTUAL CONDITIONS WHICH WILL NOT PERMIT NEW

STRUCTURAL WORK TO BE PERFORMED AS SPECIFIED, THE COTR SHALL BE

NOTIFIED IN WRITING FOR GUIDANCE PRIOR TO THE START OF THE WORK IN

QUESTION.

4. CONTRACTOR SHALL SUBMIT METHODS AND SEQUENCING FOR THE REMOVAL OF

THE EXISTING STRUCTURE, AS WELL AS TYPES OF TOOLS AND EQUIPMENT TO BE

USED, TO THE COTR FOR REVIEW AND APPROVAL PRIOR TO COMMENCING ANY

DEMOLITION OR ALTERATIONS. EXTREME CARE SHALL BE TAKEN TO PROTECT

THE INTEGRITY OF ADJACENT EXISTING STRUCTURE AT ALL TIMES. THE

CONTRACTOR SHALL BEAR THE COST OF REPAIRS OR REPLACEMENT FOR

DAMAGE TO ANY PART OF EXISTING STRUCTURES OR ADJOINING PROPERTY.

5. WHERE UNDERPINNING AND/OR SHORING IS REQUIRED AT ADJACENT EXISTING

STRUCTURES, THE METHOD AND SEQUENCE SHALL BE SUBMITTED TO THE COTR

FOR APPROVAL PRIOR TO STARTING FIELD OPERATIONS.

6. WHERE ARCHITECTURAL DRAWINGS INDICATE NEW OPENINGS IN EXISTING

MASONRY PARTITIONS, PROVIDE LINTELS AS INDICATED IN THE STRUCTURAL

NOTES SECTION "LINTELS".

LIST OF ABBREVIATIONS

& AND

@ AT

℄ CENTERLINE

Ø DIAMETER

(E), EXIST EXISTING

(H) HIGH

(L) LOW

#, NO. NUMBER

% PERCENT

ABV ABOVE

ACI AMERICAN CONCRETE

INSTITUTE

ADDL ADDITIONAL

AHU AIR HANDLING UNIT

AISC AMERICAN INSTITUTE OF

STEEL CONSTRUCTION

AISI AMERICAN IRON AND STEEL

INSTITUTE

ANSI AMERICAN NATIONAL

STANDARDS INSTITUTE

APPROX APPROXIMATE

ARCH ARCHITECTURAL

ASCE AMERICAN SOCIETY OF CIVIL

ENGINEERS

ASTM AMERICAN SOCIETY FOR

TESTING AND MATERIALS

AWS AMERICAN WELDING SOCIETY

BLDG BUILDING

B.O. BOTTOM OF

BRG BEARING

C.J. CONTROL JOINT

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONT CONTINUOUS

COORD COORDINATE

CRSI CONCRETE REINFORCING

STEEL INSTITUTE

DEMO DEMOLISH, DEMOLITION

DIA DIAMETER

DIV DIVISION

DL DEAD LOAD

DWG(S) DRAWING(S)

E.J. EXPANSION JOINT

E.F. EACH FACE

EL, ELEV ELEVATION

ELEV'D ELEVATED

EMBED EMBEDMENT

EQ EQUAL

EQUIP EQUIPMENT

EQUIV EQUIVALENT

E.W. EACH WAY

FDN FOUNDATION

F.S. FOOTING STEP

FT FOOT OR FEET

FTG FOOTING

HORIZ HORIZONTAL

IBC INTERNATIONAL BUILDING

CODE

ICC INTERNATIONAL CODE

COUNCIL

I.D. INSIDE DIAMETER

IN INCH

ISO INTERNATIONAL

STANDARDIZATION

ORGANIZATION

JST JOIST

K KIP(S)

KSF KIPS PER SQUARE FOOT

KSI KIPS PER SQUARE INCH

LB, # POUNDS

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LRFD LOAD AND RESISTANCE

FACTOR DESIGN

MAS MASONRY

MAX MAXIMUM

MEP MECHANICAL, ELECTRICAL &

PLUMBING

MTL METAL

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

MPH MILES PER HOUR

NTS NOT TO SCALE

O.C. ON CENTER

O.D. OUTSIDE DIAMETER

OPP OPPOSITE

PL PLATE

PLF POUNDS PER LINEAR FOOT

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

RCSC RESEARCH COUNCIL ON

STRUCTURAL CONNECTIONS

REINF REINFORCING,

REINFORCEMENT

REQD REQUIRED

SIM SIMILAR

SJI STEEL JOIST INSTITUTE

(SL) SLOPED

SOG SLAB ON GRADE

SPA SPACES (SPACING)

SPECS SPECIFICATIONS

STD STANDARD

T&B TOP AND BOTTOM

TEMP TEMPORARY

THRU THROUGH

T.O. TOP OF

T&S TEMPERATURE AND

SHRINKAGE

TYP TYPICAL

U.N.O. UNLESS NOTED OTHERWISE

VERT VERTICAL

WL WIND LOAD

W.P. WORKING POINT

W/ WITH

W/O WITHOUT

4'ON

E EI

GHTH

INCH

= O

NE F

OOT

( 1/8"

= 1'

-0" )

08'

16'

04'

8'4'

04'

02'

6"0

02'

6"0

1'6"

6"ON

E QU

ATER

INCH

= O

NE F

OOT

( 1/4"

= 1'

-0" )

THRE

E EI

GHTH

S IN

CH =

ONE

FOO

T ( 3

/8" =

1'-0

" )ON

E HA

LF IN

CH =

ONE

FOO

T ( 1

/2" =

1'-0

" )TH

REE

QUAT

ERS

INCH

= O

NE F

OOT

( 3/4"

= 1'

-0" )

ONE

INCH

= O

NE F

OOT

( 1" =

1'-0

" )ON

E AN

D ON

E HA

LF IN

CHES

= O

NE F

OOT

( 1 1/

2" =

1'-0

" )TH

REE

INCH

ES =

ONE

FOO

T ( 3

" = 1'

-0" )






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Tel: (443) 708-4096Fax:


03/17/16

TMP CAD

PERRY POINT, MD



03/25/15


STRUCTURAL NOTES

S002

A. SPECIAL INSPECTIONS GENERAL

THE CONTRACTOR SHALL RETAIN THIRD-PARTY QUALITY ASSURANCE AGENCIES TO CONDUCT THE

SPECIAL INSPECTIONS REQUIRED BY THE IBC 2012. THE QUALIFIED SPECIAL INSPECTOR SHALL IMPLEMENT

THE SPECIAL INSPECTIONS PROGRAM AND TO PERFORM INSPECTIONS DURING CONSTRUCTION ON THE

TYPES OF WORK LISTED UNDER SECTION 1704 OF IBC 2012. FOR REFERENCE, A SUMMARY OF SPECIAL

INSPECTIONS HAS BEEN PROVIDE BELOW. THESE INSPECTIONS ARE IN ADDITION TO THE INSPECTIONS

IDENTIFIED IN SECTION 110 OF IBC 2012. THE INSPECTING AGENCY SHALL PROVIDE REPORTS OF THE

SPECIAL INSPECTIONS DIRECTLY TO THE COTR.

REFERENCE THE SPECIFICATIONS FOR ADDITIONAL SPECIAL INSPECTION REQUIREMENTS FOR THE

PROJECT. THE SPECIAL INSPECTION REQUIREMENTS SHALL BE STATED IN THE STATEMENT OF SPECIAL

INSPECTIONS, SCHEDULE OF INSPECTION AND TESTING AGENCIES, QUALITY ASSURANCE PLANS, AND

QUALIFICATIONS OF INSPECTORS AND TESTING AGENCIES, AND THE SCHEDULE OF SPECIAL INSPECTIONS

LISTED BELOW. IF THERE ARE ANY PERCEIVED CONFLICTS BETWEEN THE SPECIFICATIONS AND THE

NOTES OR THE DRAWINGS, THE CONTRACTOR SHALL SUBMIT A WRITTEN REQUEST FOR CLARIFICATION TO

THE COTR.

B. QUALIFICATIONS OF SPECIAL INSPECTORS

THE MINIMUM QUALIFICATIONS OF PERSONNEL PERFORMING SPECIAL INSPECTIONS ARE STATED IN THE

STATEMENT OF SPECIAL INSPECTIONS INCLUDED IN THE SPECIFICATIONS FOR THE PROJECT. THE

SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE COMPETENCE, TO THE

SATISFACTION OF THE COTR, FOR THE INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR

OPERATION REQUIRING SPECIAL INSPECTION. THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE

CHARGE AND ENGINEERS OF RECORD INVOLVED IN THE DESIGN OF THE PROJECT ARE PERMITTED TO ACT

AS THE APPROVED AGENCY AND THEIR PERSONNEL ARE PERMITTED TO ACT AS THE SPECIAL INSPECTOR

FOR THE WORK DESIGNATED TO THEM, PROVIDED THOSE PERSONNEL MEET THE QUALIFICATION

REQUIREMENTS STATED ABOVE TO THE SATISFACTION OF THE COTR. THE SPECIAL INSPECTOR SHALL

PROVIDE WRITTEN DOCUMENTATION TO THE COTR DEMONSTRATING HIS OR HER COMPETENCE AND

RELEVANT EXPERIENCE OR TRAINING. EXPERIENCE OR TRAINING SHALL BE CONSIDERED RELEVANT

WHEN THE DOCUMENTED EXPERIENCE OR TRAINING IS RELATED IN COMPLEXITY TO THE SAME TYPE OF

SPECIAL INSPECTION ACTIVITIES FOR PROJECTS OF SIMILAR COMPLEXITY AND MATERIAL QUALITIES.

THESE QUALIFICATIONS ARE IN ADDITION TO QUALIFICATIONS SPECIFIED IN OTHER SECTIONS OF THE IBC

2012 AND THE SPECIFICATIONS.

C. REPORT REQUIREMENTS

SPECIAL INSPECTORS SHALL KEEP RECORDS OF INSPECTIONS. THE SPECIAL INSPECTOR SHALL FURNISH

INSPECTION REPORTS TO THE COTR, AND TO THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE

CHARGE. REPORTS SHALL INDICATE THAT WORK INSPECTED WAS OR WAS NOT COMPLETED IN

CONFORMANCE TO APPROVED CONSTRUCTION DOCUMENTS. DISCREPANCIES SHALL BE BROUGHT TO

THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION. IF THEY ARE NOT CORRECTED, THE

DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE COTR AND TO THE REGISTERED DESIGN

PROFESSIONAL IN RESPONSIBLE CHARGE PRIOR TO THE COMPLETION OF THAT PHASE OF THE WORK. A

FINAL REPORT DOCUMENTING REQUIRED SPECIAL INSPECTIONS AND CORRECTION OF ANY

DISCREPANCIES NOTED IN THE INSPECTIONS SHALL BE SUBMITTED AT A POINT IN TIME AGREED UPON AT

THE PRECONSTRUCTION MEETING.

THE FOLLOWING SAMPLE FORMS ARE AVAILABLE UPON REQUEST:

1. STATEMENT OF SPECIAL INSPECTIONS.

2. FINAL REPORT OF SPECIAL INSPECTIONS.

3. CONTRACTOR'S STATEMENT OF RESPONSIBILITY.

4. FABRICATOR'S CERTIFICATE OF COMPLIANCE.

THE FORMS LISTED ABOVE SHALL BE FURNISHED BY THE COTR.

F. MINIMUM INSPECTION REQUIREMENTS:

THE REQUIREMENTS IN THE FOLLOWING TABLES, FOR EACH TRADE, REPRESENT THE MINIMUM SPECIAL

INSPECTION REQUIREMENTS DICTATED BY THE CODE FOR THIS PROJECT. ADDITIONAL INSPECTIONS FOR

SPECIAL CASES MAY BE REQUIRED, AT THE DISCRETION OF THE COTR, AS STATED IN SECTION 1705.1.1 OF

IBC 2012 AND AS FOLLOWS:

1. CONSTRUCTION MATERIALS AND SYSTEMS THAT ARE ALTERNATIVES TO MATERIALS AND

SYSTEMS PRESCRIBED BY THE IBC 2012.

2. UNUSUAL DESIGN APPLICATIONS OF MATERIALS DESCRIBED IN THE IBC 2012.

3. MATERIALS AND SYSTEMS REQUIRED TO BE INSTALLED IN ACCORDANCE WITH ADDITIONAL

MANUFACTURER'S INSTRUCTIONS THAT PRESCRIBE REQUIREMENTS NOT CONTAINED IN THE IBC

2012 OR IN STANDARDS REFERENCED BY THE IBC 2012.

THE MINIMUM SPECIAL INSPECTION REQUIREMENTS IN THE FOLLOWING TABLES ARE PART OF THE

CONTRACT DOCUMENTS FOR THIS PROJECT. THE INSPECTIONS STATED BELOW MUST BE PERFORMED

FOR THE WORK SHOWN ON THESE DRAWINGS AND CANNOT BE WAIVED. INSPECTIONS SHALL FULFILL THE

REQUIREMENTS OF BOTH THE CONTRACT DOCUMENTS AND THE SPECIAL INSPECTIONS PROGRAM.

CONTINUOUS SPECIAL INSPECTION IS THE FULL-TIME OBSERVATION OF THE WORK, REQUIRING SPECIAL

INSPECTION, BY AN APPROVED SPECIAL INSPECTOR WHO IS PRESENT IN THE WORK AREA WHENEVER

WORK IS BEING PERFORMED.

PERIODIC SPECIAL INSPECTION IS THE PART-TIME OR INTERMITTENT OBSERVATION OF THE WORK,

REQUIRING SPECIAL INSPECTION, BY AN APPROVED SPECIAL INSPECTOR WHO IS PRESENT IN THE WORK

AREA WHILE WORK IS BEING PERFORMED. THE PART-TIME OR INTERMITTENT OBSERVATION PERIODS

SHALL BE AT THE COMMENCEMENT AND COMPLETION OF THE WORK, AT TIMES OF SIGNIFICANT WORK,

SHALL OCCUR OVER THE COMPLETE WORK PERIOD, AND TOTAL AT LEAST 25 PERCENT OF THE TOTAL

WORK TIME.

L. SUMMARY OF SPECIAL INSPECTIONS

1. TABLES SHOWN ON SHEETS S003 THROUGH S005 ARE TAKEN DIRECTLY FROM THE IBC 2012 OR OTHER

REFERENCE STANDARDS AS REFERENCE BY THE IBC 2012. VERIFICATION AND INSPECTION ITEMS NOT

REQUIRED ARE LISTED AS NOT APPLICABLE. ADDITIONAL INSPECTION REQUIREMENTS ARE LISTED IN

TABLES LABELED SUPPLEMENTAL INSPECTION REQUIREMENTS.

2. REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION, SEE TABLE 1705.3 ON

SHEET S004 OR IN THE IBC 2012.

3. REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION SHALL BE IN ACCORDANCE WITH

THE QUALITY ASSURANCE INSPECTION REQUIREMENTS OF ANSI/AISC 360-10.

A. ANSI/AISC 360-10 "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS": SEE CHAPTER N. QUALITY

CONTROL AND QUALITY ASSURANCE FOR MINIMUM REQUIREMENTS FOR QUALITY CONTROL,

QUALITY ASSURANCE AND NONDESTRUCTIVE TESTING FOR STRUCTURAL STEEL SYSTEMS AND

STEEL ELEMENTS OF COMPOSITE MEMBERS FOR BUILDINGS AND OTHER STRUCTURES.

B. AISC 303-10 "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES": SEE SECTION

8. QUALITY CONTROL FOR ADDITIONAL QUALITY CONTROL REQUIREMENTS.

4. FOR MINIMUM REQUIRED INSPECTION OF STRUCTURAL STEEL BUILDINGS, SEE TABLES N5.4-1, N5.4-2,

N5.4-3, N5.6-1, N5.6-2, AND N5.6-3 ON SHEET S003 OR IN THE ANSI/AISC 360-10.

A. INSPECTION TASKS ARE AS FOLLOWS FOR TABLES N5.4-1, N5.4-2 AND N5.4-3:

O - OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED PENDING

THESE INSPECTIONS.

P - PERFORM THESE TASKS FOR EACH WELDED JOINT OR MEMBER.

B. INSPECTION TASKS ARE AS FOLLOWS FOR TABLES N5.6-1, N5.6-2 AND N5.6-3:

O - OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED PENDING

THESE INSPECTIONS.

P - PERFORM THESE TASKS FOR EACH BOLTED CONNECTION.

5. REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION OTHER THAN STRUCTURAL

STEEL SHALL BE IN ACCORDANCE WITH THE TABEL 1705.2.2 ON SHEET S004 ON IN THE IBC 2012.

6. REQUIRED VERIFICATION AND INSPECTION OF MASONRY CONSTRUCTION SHALL BE IN ACCORDANCE

WITH THE TMS 402/ACI530/ASCE 5 AND TMS 602/ACI 530.1/ASCE 6 QUALITY ASSURANCE PROGRAM

REQUIREMENTS.

7. FOR MINIMUM REQUIRED QUALITY ASSURANCE PROGRAM FOR MASONRY CONSTRUCTION, SEE TABLE

1.19.2 - LEVEL B QUALITY ASSURANCE ON SHEET S005 OR IN THE TMS 402/ACI 530/ASCE 5.

8. REQUIRED VERIFICATION AND INSPECTION OF SOILS, SEE TABLE 1705.6 ON SHEET S005 OR IN THE IBC

2012.

I. STATEMENT OF SPECIAL INSPECTIONS: SEISMIC RESISTANCE

1. SEISMIC DESIGN CATEGORY: B.

2. DESCRIPTION OF THE DESIGNATED SEISMIC SYSTEMS AND SEISMIC FORCE-RESISTING SYSTEMS THAT

ARE SUBJECT TO SPECIAL INSPECTIONS PER SECTION 1705.11 OR 1705.12 OF IBC 2012:

a. SEISMIC-FORCE-RESISTING SYSTEM PER ASCE 7-10, TABLE 12.2-1: STEEL ORDINARY

CONCENTRICALLY BRACED FRAMES.

G. STATEMENT OF SPECIAL INSPECTIONS: WIND RESISTANCE

1. BASIC WIND SPEED (3 SECOND GUST): 115 MPH.

2. WIND EXPOSURE CATEGORY: C.

3. DESCRIPTION OF MAIN WINDFORCE-RESISTING SYSTEMS AND WIND-RESISTING COMPONENTS

SUBJECT TO SPECIAL INSPECTION PER SECTION 1705.10 OF IBC 2012:

a. MAIN WIND-FORCE-RESISTING SYSTEM: STEEL ORDINARY CONCENTRICALLY BRACED FRAMES.

D. STATEMENT OF CONTRACTOR RESPONSIBILITY

EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A MAIN WIND- OR

SEISMIC-FORCE-RESISTING SYSTEM, DESIGNATED SEISMIC SYSTEM OR A WIND- OR SEISMIC-RESISTING

COMPONENT LISTED IN THE STATEMENT OF SPECIAL INSPECTIONS SHALL SUBMIT A WRITTEN STATEMENT

OF RESPONSIBILITY TO THE COTR AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON THE

SYSTEM OR COMPONENT. THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL CONTAIN

ACKNOWLEDGMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED IN THE STATEMENT OF

SPECIAL INSPECTION.

J. SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE

1. IBC 2012, SECTION 1705.11.1 STRUCTURAL STEEL: SPECIAL INSPECTION FOR STRUCTURAL STEEL

SHALL BE IN ACCORDANCE WITH THE QUALITY ASSURANCE PLAN REQUIREMENTS OF AISC 341.

K. TESTING AND QUALIFICATION FOR SEISMIC RESISTANCE

1. IBC 2012, SECTION 1705.12.2 STRUCTURAL STEEL: TESTING FOR STRUCTURAL STEEL SHALL BE IN

ACCORDANCE WITH THE QUALITY ASSURANCE PLAN REQUIREMENTS OF AISC 341.

2. IBC 2012, SECTION 1705.12.3 SEISMIC CERTIFICATION OF NONSTRUCTURAL COMPONENTS: THE

REGISTERED DESIGN PROFESSIONAL SHALL SPECIFY ON THE CONSTRUCTION DOCUMENTS THE

REQUIREMENTS FOR CERTIFICATION BY ANALYSIS, TESTING OR EXPERIENCE DATA FOR

NONSTRUCTURAL COMPONENTS AND DESIGNATED SEISMIC SYSTEMS IN ACCORDANCE WITH SECTION

13.2 OF ASCE 7, WHERE SUCH CERTIFICATION IS REQUIRED BY SECTION 1705.12.

H. SPECIAL INSPECTIONS FOR WIND REQUIREMENTS

1. IBC 2012, SECTION 1705.10.3 WIND-RESISTING COMPONENTS: PERIODIC SPECIAL INSPECTION IS

REQUIRED FOR THE FOLLOWING SYSTEMS AND COMPONENTS:

a. ROOF CLADDING.

b. WALL CLADDING.

E. FABRICATOR APPROVAL

WHERE FABRICATION OF STRUCTURAL LOAD-BEARING MEMBERS AND ASSEMBLIES IS BEING PERFORMED

ON THE PREMISES OF A FABRICATOR'S SHOP, THE SPECIAL INSPECTOR SHALL VERIFY THAT THE

FABRICATOR MAINTAINS DETAILED FABRICATION AND QUALITY CONTROL PROCEDURES THAT PROVIDE A

BASIS FOR INSPECTION CONTROL OF THE WORKMANSHIP AND THE FABRICATOR'S ABILITY TO CONFORM

TO APPROVED CONSTRUCTION DOCUMENTS AND REFERENCED STANDARDS. THE SPECIAL INSPECTOR

SHALL REVIEW THE PROCEDURES FOR COMPLETENESS AND ADEQUACY RELATIVE TO THE CODE

REQUIREMENTS FOR THE FABRICATOR'S SCOPE OF WORK.

SPECIAL INSPECTIONS REQUIRED BY SECTION 1704 OF IBC 2012 ARE NOT REQUIRED WHERE THE WORK IS

DONE ON THE PREMISES OF A FABRICATOR REGISTERED AND APPROVED TO PERFORM SUCH WORK

WITHOUT SPECIAL INSPECTION. APPROVAL SHALL BE BASED UPON REVIEW OF THE FABRICATOR'S

WRITTEN PROCEDURAL AND QUALITY CONTROL MANUALS AND PERIODIC AUDITING OF FABRICATION

PRACTICES BY AN APPROVED SPECIAL INSPECTION AGENCY. AT COMPLETION OF FABRICATION, THE

APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE COTR STATING THAT THE

WORK WAS PERFORMED IN ACCORDANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS.

TABLE N5.4-1

INSPECTION TASKS PRIOR TO WELDING

INSPECTION TASKS PRIOR TO WELDING

QUALITY

CONTROL

(QC)

QUALITY

ASSURANCE

(QA)

NOT

APPLICABLE

WELDING PROCEDURE SPECIFICATION (WPSs)

AVAILABLE

P P ---

MANUFACTURER CERTIFICATIONS FOR WELDING

CONSUMABLES AVAILABLE

P P ---

MATERIAL IDENTIFICATION (TYPE/GRADE)

O O ---

WELDER IDENTIFICATION SYSTEM

1

O O ---

FIT-UP OF GROOVE WELDS (INCLUDING JOINT

GEOMETRY)

- JOINT PREPARATION

- DIMENSIONS (ALIGNMENT, ROOT OPENING,

ROOT FACE, BEVEL

- CLEANLINESS (CONDITION OF STEEL SURFACE)

- TACKING (TACK WELD QUALITY AND LOCATION)

- BACKING TYPE AND FIT (IF APPLICABLE)

--- --- N/A

CONFIGURATION AND FINISH OF ACCESS HOLES --- --- N/A

FIT-UP OF FILLET WELDS

- DIMENSIONS (ALIGNMENT, GAPS AT ROOT)

- CLEANLINESS (CONDITION OF STEEL

SURFACES)

- TACKING (TACK WELD QUALITY AND LOCATION)

O O ---

CHECK WELDING EQUIPMENT O --- ---

1

THE FABRICATOR OR ERECTOR, AS APPLICABLE, SHALL MAINTAIN A SYSTEM BY WHICH A WELDER

WHO HAS WELDED A JOINT OR MEMBER CAN BE IDENTIFIED. STAMPS, IF USED, SHALL BE THE

LOW-STRESS TYPE.

TABLE N5.4-2

INSPECTION TASKS DURING WELDING

INSPECTION TASKS DURING WELDING

QUALITY

CONTROL

(QC)

QUALITY

ASSURANCE

(QA)

NOT

APPLICABLE

USE OF QUALIFIED WELDERS O O ---

CONTROL AND HANDLING OF WELDING

CONSUMABLES

- PACKAGING

- EXPOSURE CONTROL

O O ---

NO WELDING OVER CRACKED TACK WELDS O O ---

ENVIRONMENTAL CONDITIONS

- WIND SPEED WITHIN LIMITS

- PRECIPITATION AND TEMPERATURE

O O ---

WPS FOLLOWED

- SETTINGS ON WELDING EQUIPMENT

- TRAVEL SPEED

- SELECTED WELDING MATERIALS

- SHIELDING GAS TYPE/FLOW RATE

- PREHEAT APPLIED

- INTERPASS TEMPERATURE MAINTAINED

(MIN/MAX)

- PROPER POSITION (F, V, H, OH)

O O ---

WELDING TECHNIQUES

- INTERPASS AND FINAL CLEANING

- EACH PASS WITHIN PROFILE LIMITATIONS

- EACH PASS MEETS QUALITY REQUIREMENTS

O O ---

TABLE N5.4-3

INSPECTION TASKS AFTER WELDING

INSPECTION TASKS AFTER WELDING

QUALITY

CONTROL

(QC)

QUALITY

ASSURANCE

(QA)

NOT

APPLICABLE

WELDS CLEANED O O ---

SIZE, LENGTH AND LOCATION OF WELDSP P ---

WELDS MEET VISUAL ACCEPTANCE CRITERIA

- CRACK PROHIBITION

- WELD/BASE-METAL FUSION

- CRATER CROSS SECTION

- WELD PROFILES

- WELD SIZE

- UNDERCUT

- POROSITY

P P ---

ARC STRIKES P P ---

k-AREA

1

P P ---

BACKING REMOVED AND WELD TABS REMOVED

(IF REQUIRED)

--- --- N/A

REPAIR ACTIVITIES P P ---

DOCUMENT ACCEPTANCE OR REJECTION OF

WELDED JOINT OR MEMBER

P P ---

1

WHEN WELDING OF DOUBLER PLATES, CONTINUITY PLATES OR STIFFENERS HAS BEEN

PERFORMED IN THE k-AREA, VISUALLY INSPECT THE WEB k-AREA FOR CRACKS WITHIN 3 IN (75 mm)

OF THE WELD.

TABLE N5.6-1

INSPECTION TASKS PRIOR TO BOLTING

INSPECTION TASKS PRIOR TO BOLTING

QUALITY

CONTROL

(QC)

QUALITY

ASSURANCE

(QA)

NOT

APPLICABLE

MANUFACTURER'S CERTIFICATIONS AVAILABLE

FOR FASTENER MATERIAL

O P ---

FASTENERS MARKED IN ACCORDANCE WITH

ASTM REQUIREMENTS

O O ---

PROPER FASTENERS SELECTED FOR THE JOINT

DETAIL (GRADE, TYPE, BOLT LENGTH IF

THREADS ARE TO BE EXCLUDED FROM SHEAR

PLANE)

O O ---

PROPER BOLTING PROCEDURE SELECTED FOR

JOINT DETAIL

O O ---

CONNECTING ELEMENTS, INCLUDING THE

APPROPRIATE FAYING SURFACE CONDITION

AND HOLE PREPARATION, IF SPECIFIED, MEET

APPLICABLE REQUIREMENTS

O O ---

PRE-INSTALLATION VERIFICATION TESTING BY

INSTALLATION PERSONNEL OBSERVED AND

DOCUMENTED FOR FASTENER ASSEMBLIES AND

METHODS USED

P O ---

PROPER STORAGE PROVIDED FOR BOLTS, NUTS,

WASHERS AND OTHER FASTENER

COMPONENETS

O O ---

TABLE N5.6-2

INSPECTION TASKS DURING BOLTING

INSPECTION TASKS DURING BOLTING

QUALITY

CONTROL

(QC)

QUALITY

ASSURANCE

(QA)

NOT

APPLICABLE

FASTENER ASSEMBLIES, OF SUITABLE

CONDITION, PLACED IN ALL HOLES AND

WASHERS (IF REQUIRED) ARE POSITIONED AS

REQUIRED

O O ---

JOINT BROUGHT TO THE SNUG-TIGHT

CONDITION PRIOR TO THE PRETENSIONING

OPERATION

O O ---

FASTENER COMPONENT NOT TURNED BY THE

WRENCH PREVENTED FROM ROTATING

O O ---

FASTENERS ARE PRETENSIONED IN

ACCORDANCE WITH THE RCSC SPECIFICATION,

PROGRESSING SYSTEMATICALLY FROM THE

MOST RIGID POINT TOWARD THE FREE EDGES

--- --- N/A

TABLE N5.6-3

INSPECTION TASKS AFTER BOLTING

INSPECTION TASKS AFTER BOLTING

QUALITY

CONTROL

(QC)

QUALITY

ASSURANCE

(QA)

NOT

APPLICABLE

DOCUMENT ACCEPTANCE OR REJECTION OF

BOLTED CONNECTIONS

P P ---

STRUCTURAL NOTES FOR QUALITY

ASSURANCE PLAN AND SPECIAL INSPECTION

4'ON

E EI

GHTH

INCH

= O

NE F

OOT

( 1/8"

= 1'

-0" )

08'

16'

04'

8'4'

04'

02'

6"0

02'

6"0

1'6"

6"ON

E QU

ATER

INCH

= O

NE F

OOT

( 1/4"

= 1'

-0" )

THRE

E EI

GHTH

S IN

CH =

ONE

FOO

T ( 3

/8" =

1'-0

" )ON

E HA

LF IN

CH =

ONE

FOO

T ( 1

/2" =

1'-0

" )TH

REE

QUAT

ERS

INCH

= O

NE F

OOT

( 3/4"

= 1'

-0" )

ONE

INCH

= O

NE F

OOT

( 1" =

1'-0

" )ON

E AN

D ON

E HA

LF IN

CHES

= O

NE F

OOT

( 1 1/

2" =

1'-0

" )TH

REE

INCH

ES =

ONE

FOO

T ( 3

" = 1'

-0" )






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SPECIAL INSPECTION NOTES

S003

IBC 2012 - TABLE 1705.3

REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION

VERIFICATION AND INSPECTION CONTINUOUS PERIODIC

NOT

APPLICABLE

REFERENCED

STANDARD

a

IBC

REFERENCE

1. INSPECTION OF REINFORCING

STEEL, INCLUDING PRESTRESSING

TENDONS, AND PLACEMENT.

--- X ---ACI 318: 3.5, 7.1-7.7

1910.4

2. INSPECTION OF REINFORCING

STEEL WELDING IN ACCORDANCE

WITH TABLE 1705.2.2 (IBC 2012), ITEM

2b.

--- --- X

AWS D1.4

ACI 318: 3.5.2

---

3. INSPECTION OF ANCHORS CAST IN

CONCRETE WHERE ALLOWABLE

LOADS HAVE BEEN INCREASED OR

WHERE STRENGTH DESIGN IS USED.

--- X ---ACI 318: 8.1.3, 21.2.8 1908.5, 1909.1

4. INSPECTION OF ANCHORS

POST-INSTALLED IN HARDENED

CONCRETE MEMBERS

b

.

--- --- X

ACI 318: 3.8.6, 8.1.3,

21.2.8

1909.1

5. VERIFYING USE OF REQUIRED MIX

DESIGN.

--- X ---

ACI 318: CHAPTER 4,

5.2-5.4

1904.2, 1910.2,

1910.3

6. AT THE TIME FRESH CONCRETE IS

SAMPLED TO FABRICATE SPECIMENS

FOR STRENGTH TESTS, PERFORM

SLUMP AND AIR CONTENT TESTS,

AND DETERMINE THE TEMPERATURE

OF THE CONCRETE.

X --- ---

ASTM C 172

ASTM C 31

ACI 318: 5.6, 5.8

1910.10

7. INSPECTION OF CONCRETE AND

SHOTCRETE PLACEMENT FOR

PROPER APPLICATION TECHNIQUES.

X --- ---ACI 318: 5.9, 5.10

1910.6, 1910.7,

1910.8

8. INSPECTION FOR MAINTENANCE

OF SPECIFIED CURING

TEMPERATURE AND TECHNIQUES.

--- X --- ACI 318: 5.11-5.13 1910.9

9. INSPECTION OF PRESTRESSED CONCRETE:

a. APPLICATION OF

PRESTRESSING FORCES.

--- --- X ACI 318: 18.20 ---

b. GROUTING OF BONDED

PRESTRESSING TENDONS IN

THE

SEISMIC-FORCE-RESISTING

SYSTEM.

--- --- X ACI 318: 18.18.4 ---

10. ERECTION OF PRECAST

CONCRETE MEMBERS.

--- --- X

ACI 318: CHAPTER

16

---

11. VERIFICATION OF IN-SITU

CONCRETE STRENGTH, PRIOR TO

STRESSING OF TENDONS IN

POSTTENSIONED CONCRETE AND

PRIOR TO REMOVAL OF SHORES AND

FORMS FROM BEAMS AND

STRUCTURAL SLABS.

--- --- X ACI 318: 6.2 ---

12. INSPECT FORMWORK FOR

SHAPE, LOCATION AND DIMENSIONS

OF THE CONCRETE MEMBER BEING

FORMED.

--- X --- ACI 318: 6.1.1 ---

a

WHERE APPLICABLE, SEE ALSO SECTION 1705.11 (IBC 2012), SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE.

b

SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTION SHALL BE INCLUDED IN THE RESEARCH REPORT FOR THE ANCHOR ISSUED

BY AN APPROVED SOURCE IN ACCORDANCE WITH ACI 355.2 OR OTHER QUALIFICATION PROCEDURES. WHERE SPECIFIC

REQUIREMENTS ARE NOT PROVIDED, SPECIAL INSPECTION REQUIREMENTS SHALL BE SPECIFIED BY THE REGISTERED DESIGN

PROFESSIONAL AND SHALL BE APPROVED BY THE BUILDING OFFICIAL PRIOR TO COMMENCEMENT OF THE WORK.

SUPPLEMENTAL INSPECTION REQUIRED

OF CONCRETE CONSTRUCTION


NOT

APPLICABLE

S1. MIX DESIGN

a. REVIEW CONCRETE BATCH TICKETS AND

VERIFY COMPLIANCE WITH APPROVED MIX

DESIGN. VERIFY THAT WATER ADDED AT THE

SITE DOES NOT EXCEED THAT ALLOWED BY THE

MIX DESIGN.

--- X ---

S2. REINFORCEMENT INSTALLATION

a. INSPECT SIZE, SPACING, COVER,

POSITIONING AND GRADE OF REINFORCING

STEEL. VERIFY THAT REINFORCING BARS ARE

FREE OF FORM OIL OR OTHER DELETERIOUS

MATERIALS. INSPECT BAR LAPS AND

MECHANICAL SPLICES. VERIFY THAT BARS ARE

ADEQUATELY TIED AND SUPPORTED ON CHAIRS

OR BOLSTERS.

--- X ---

S3. POST-TENSIONING OPERATIONS

a. INSPECT PLACEMENT, STRESSING, GROUTING

AND PROTECTION OF POST-TENSIONING

TENDONS. VERIFY THAT TENDONS ARE

CORRECTLY POSITIONED, SUPPORTED, TIED

AND WRAPPED. RECORD TENDON

ELONGATIONS.

--- --- X

S4. WELDING OF REINFORCING

a. VISUALLY INSPECT ALL REINFORCING STEEL

WELDS. INSPECT PREHEATING OF STEEL WHEN

REQUIRED.

--- --- X

S5. CONCRETE PLACEMENT

a. VERIFY THAT CONCRETE CONVEYANCE AND

DEPOSITING AVOIDS SEGREGATION OR

CONTAMINATION. VERIFY THAT CONCRETE IS

PROPERLY CONSOLIDATED.

--- X ---

S6. SAMPLING AND TESTING OF CONCRETE

a. TEST CONCRETE COMPRESSIVE STRENGTH

(ASTM C31 & C39), SLUMP (ASTM C143),

AIR-CONTENT (ASTM C231 OR C173) AND

TEMPERATURE (ASTM C1064)

--- X ---

IBC 2012 - TABLE 1705.2.2

REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION

OTHER THAN STRUCTURAL STEEL


NOT

APPLICABLE

REFERENCED

STANDARD

a

1. MATERIAL VERIFICATION OF COLD-FORMED STEEL DECK:

a. IDENTIFICATION MARKINGS

TO CONFORM TO ASTM

STANDARDS SPECIFIED IN THE

APPROVED CONSTRUCTION

DOCUMENTS.

--- X ---

APPLICABLE ASTM

MATERIAL

STANDARDS

b. MANUFACTURER'S

CERTIFIED TEST REPORTS.

--- X --- ---

2. INSPECTION OF WELDING:

a. COLD-FORMED STEEL DECK:

1) FLOOR AND ROOF

DECK WELDS.

--- X --- AWS D1.3

b. REINFORCING STEEL:

1) VERIFICATION OF

WELDABILITY OF

REINFORCING STEEL

OTHER THAN ASTM A 706.

--- --- X

AWS D1.4

ACI 318: SECTION

3.5.2

2) REINFORCING STEEL

RESISTING FLEXURAL

AND AXIAL FORCES IN

INTERMEDIATE AND

SPECIAL MOMENT

FRAMES, AND BOUNDARY

ELEMENTS OF SPECIAL

STRUCTURAL WALLS OF

CONCRETE AND SHEAR

REINFORCEMENT.

--- --- X

3) SHEAR

REINFORCEMENT.

X --- ---

4) OTHER REINFORCING

STEEL.

--- X ---

3. INSPECTION OF STEEL FRAME JOINT DETAILS FOR COMPLIANCE:

a. DETAILS SUCH AS BRACING

AND STIFFENING.

--- X ---

---

b. MEMBER LOCATIONS. --- X ---

c. APPLICATION OF JOINT

DETAILS AT EACH

CONNECTION.

--- X ---

a

WHERE APPLICABLE, SEE ALSO SECTION 1705.11, SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE.


OF STEEL CONSTRUCTION


NOT

APPLICABLE

S1. FABRICATOR CERTIFICATION / QUALITY CONTROL PROCEDURES

a. REVIEW SHOP FABRICATION AND QUALITY

CONTROL PROCEDURES.

--- X ---

S2. WELDING

a. VISUALLY INSPECT ALL WELDS. --- X ---

b. INSPECT PRE-HEAT, POST-HEAT AND

SURFACE PREPARATION BETWEEN PASSES.

--- X ---

c. VERIFY SIZE AND LENGTH OF FILLET WELDS. --- X ---

d. ULTRASONIC TESTING OF ALL

FULL-PENETRATION WELDS.

--- --- X

S3. SHEAR CONNECTORS

a. INSPECT SIZE, NUMBER, POSITIONING AND

WELDING OF SHEAR CONNECTORS. INSPECT

STUDS FOR FULL 360 DEGREE FLASH. RING

TEST ALL SHEAR CONNECTORS WITH A 3 LB

HAMMER. BEND TEST ALL QUESTIONABLE

STUDS TO 15 DEGREES.

--- --- X

S4. STRUCTURAL DETAILS

a. INSPECT STEEL FRAME FOR COMPLIANCE

WITH STRUCTURAL DRAWINGS, INCLUDING

BRACING, MEMBER CONFIGURATION AND

CONNECTION DETAILS.

--- X ---

4'ON

E EI

GHTH

INCH

= O

NE F

OOT

( 1/8"

= 1'

-0" )

08'

16'

04'

8'4'

04'

02'

6"0

02'

6"0

1'6"

6"ON

E QU

ATER

INCH

= O

NE F

OOT

( 1/4"

= 1'

-0" )

THRE

E EI

GHTH

S IN

CH =

ONE

FOO

T ( 3

/8" =

1'-0

" )ON

E HA

LF IN

CH =

ONE

FOO

T ( 1

/2" =

1'-0

" )TH

REE

QUAT

ERS

INCH

= O

NE F

OOT

( 3/4"

= 1'

-0" )

ONE

INCH

= O

NE F

OOT

( 1" =

1'-0

" )ON

E AN

D ON

E HA

LF IN

CHES

= O

NE F

OOT

( 1 1/

2" =

1'-0

" )TH

REE

INCH

ES =

ONE

FOO

T ( 3

" = 1'

-0" )






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S004

IBC 2012 - TABLE 1705.6

REQUIRED VERIFICATION AND INSPECTION OF SOILS

VERIFICATION AND INSPECTION

CONTINUOUS

DURING TASK

LISTED

PERIODICALLY

DURING TASK

LISTED

NOT

APPLICABLE

1. VERIFY MATERIALS BELOW SHALLOW

FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE

DESIGN BEARING CAPACITY.

--- X ---

2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER

DEPTH AND HAVE REACHED PROPER MATERIAL.

--- X ---

3. PERFORM CLASSIFICATION AND TESTING OF

COMPACTED FILL MATERIALS.

--- X ---

4. VERIFY USE OF PROPER MATERIALS, DENSITIES

AND LIFT THICKNESSES DURING PLACEMENT AND

COMPACTION OF COMPACTED FILL.

X --- ---

5. PRIOR TO PLACEMENT OF COMPACTED FILL,

OBSERVE SUBGRADE AND VERIFY THAT SITE HAS

BEEN PREPARED PROPERLY.

--- X ---


OF SOILS AND FOUNDATIONS

VERIFICATION AND INSPECTION

CONTINUOUS

DURING TASK

LISTED

PERIODICALLY

DURING TASK

LISTED

NOT

APPLICABLE

S1. SHALLOW FOUNDATIONS

a. INSPECT REMOVAL OF UNSUITABLE MATERIAL

AND PREPARATION OF SUBGRAGE PRIOR TO

PLACEMENT OF CONTROLLED FILL.

--- X ---

S2. CONTROLLED STRUCTURAL FILL

a. PERFORM SIEVE TESTS (ASTM D422 & D1140)

AND MODIFIED PROCTOR TESTS (ASTM D1557)

OF EACH SOURCE OF FILL MATERIAL.

--- X ---

b. TEST DENSITY OF EACH LIFT OF FILL BY

NUCLEAR METHODS (ASTM D2922).

--- X ---

c. VERIFY EXTENT AND SLOPE OF FILL

PLACEMENT.

--- X ---

TABLE 1.19.2

LEVEL B QUALITY ASSURANCE

MINIMUM TESTS

VERIFICATION OF SLUMP FLOW AND VISUAL STABILITY INDEX (VSI) AS DELIVERED TO THE PROJECT SITE IN

ACCORDANCE WITH SPECIFICATION ARTICLE 1.5.B.1.b.3 FOR SELF-CONSOLIDATING GROUT

VERIFICATION OF f'm AND f'AAC IN ACCORDANCE WITH SPECIFICATION ARTICLE 1.4 B PRIOR TO CONSTRUCTION,

EXCEPT WHERE SPECIFICALLY EXEMPTED BY THIS CODE

MINIMUM INSPECTION

INSPECTION TASK

FREQUENCY

(a)

REFERENCE FOR CRITERIA

CONTINUOUS PERIODIC

NOT

APPLICABLE

TMS 402/ACI

530/ASCE 5

TMS 602/ACI

530.1/ASCE 6

1. VERIFY COMPLIANCE WITH THE

APPROVED SUBMITTALS

--- X --- --- ART. 1.5

2. AS MASONRY CONSTRUCTION BEGINS, VERIFY THAT THE FOLLOWING ARE IN COMPLIANCE:

a. PROPORTIONS OF

SITE-PREPARED MORTAR.

--- X --- ---

ART. 2.1,

2.6 A

b. CONSTRUCTION OF

MORTAR JOINTS.

--- X --- --- ART. 3.3 B

c. GRADE AND SIZE OF

PRESTRESSING TENDONS

AND ANCHORAGES

--- --- X ---

ART. 2.4 B,

2.4 H

d. LOCATION OF

REINFORCEMENT,

CONNECTORS, AND


AND ANCHORAGES.

--- --- X ---

ART. 3.4,

3.6A

e. PRESTRESSING

TECHNIQUE.

--- --- X --- ART. 3.6 B

f. PROPERTIES OF THIN-BED

MORTAR FOR AAC MASONRY

--- --- X --- ART. 2.1 C

3. PRIOR TO GROUTING, THE FOLLOWING SHALL BE VERIFIED TO ENSURE COMPLIANCE:

a. GROUT SPACE --- X --- ---

ART. 3.2 D,

3.2 F

b. GRADE, TYPE, AND SIZE

OF REINFORCEMENT AND

ANCHOR BOLTS, AND


AND ANCHORAGES

--- X --- SEC. 1.16ART. 2.4, 3.4

c. PLACEMENT OF

REINFORCEMENT AND

CONNECTORS, AND


AND ANCHORAGES

--- X --- SEC. 1.16

ART. 3.2 E,

3.4, 3.6 A

d. PROPORTIONS OF

SITE-PREPARED GROUT AND

PRESTRESSING GROUT FOR

BONDED TENDONS

--- X --- ---

ART. 2.6 B,

2.4 G.1.b

e. CONSTRUCTION OF

MORTAR JOINTS

--- X --- --- ART. 3.3 B


OF MASONRY CONSTRUCTION


NOT

APPLICABLE

S1. EVALUATION OF MASONRY STRENGTH

a. TEST COMPRESSIVE STRENGTH OF MORTAR

AND GROUT CUBE SAMPLES (ASTM C780).

--- X ---

b. TEST COMPRESSIVE STRENGTH OF MASONRY

PRISMS (ASTM C1314).

--- X ---

TABLE 1.19.2

LEVEL B QUALITY ASSURANCE (CONTINUED)

4. VERIFY DURING CONSTRUCTION:

a. SIZE AND LOCATION OF

STRUCTURAL ELEMENTS

--- X --- --- ART. 3.3 F

b. TYPE, SIZE AND

LOCATION OF ANCHORS,

INCLUDING OTHER DETAILS

OF ANCHORAGE OF

MASONRY TO STRUCTURAL

MEMBERS, FRAMES OR

OTHER CONSTRUCTION

--- X ---

SEC. 1.16.4.3,

1.17.1

---

c. WELDING OF

REINFORCEMENT

--- --- X

SEC.

2.1.7.7.2,

3.3.3.4 (c),

8.3.3.4 (b)

---

d. PREPARATION,

CONSTRUCTION AND

PROTECTION OF MASONRY

DURING COLD WEATHER

(TEMPERATURE BELOW 40°F

(4.4°C)) OR HOT WEATHER

(TEMPERATURE ABOVE 90°F

(32.2°C))

--- X --- ---

ART. 1.8 C,

1.8 D

e. APPLICATION OF

MEASUREMENT OF

PRESTRESSING FORCE

--- --- X --- ART. 3.6 B

f. PLACEMENT OF GROUT

AND PRESTRESSING GROUT

FOR BONDED TENDONS IS IN

COMPLIANCE

X --- --- ---

ART. 3.5,

3.6 C

g. PLACEMENT OF AAC

MASONRY UNITS AND

CONSTRUCTION OF

THIN-BED MORTAR JOINTS

--- --- X --- ART. 3.3 B.8

5. OBSERVE PREPARATION OF

GROUT SPECIMENS, MORTAR

SPECIMENS, AND/OR PRISMS

--- X --- ---

ART.

1.4 B.2.a.3,

1.4 B.2.b.3,

1.4 B.2.c.3,

1.4 B.3,

1.4 B.4

(a) FREQUENCY REFERS TO THE FREQUENCY OF INSPECTION, WHICH MAY BE CONTINUOUS DURING THE TASK

LISTED OR PERIODICALLY DURING THE LISTED TASK, AS DEFINED IN THE TABLE.

(b) REQUIRED FOR THE FIRST 5000 SQUARE FEET (465 SQUARE METERS) OF AAC MASONRY.

(c) REQUIRE AFTER THE FIRST 5000 SQUARE FEET (465 SQUARE METERS) OF AAC MASONRY.

4'ON

E EI

GHTH

INCH

= O

NE F

OOT

( 1/8"

= 1'

-0" )

08'

16'

04'

8'4'

04'

02'

6"0

02'

6"0

1'6"

6"ON

E QU

ATER

INCH

= O

NE F

OOT

( 1/4"

= 1'

-0" )

THRE

E EI

GHTH

S IN

CH =

ONE

FOO

T ( 3

/8" =

1'-0

" )ON

E HA

LF IN

CH =

ONE

FOO

T ( 1

/2" =

1'-0

" )TH

REE

QUAT

ERS

INCH

= O

NE F

OOT

( 3/4"

= 1'

-0" )

ONE

INCH

= O

NE F

OOT

( 1" =

1'-0

" )ON

E AN

D ON

E HA

LF IN

CHES

= O

NE F

OOT

( 1 1/

2" =

1'-0

" )TH

REE

INCH

ES =

ONE

FOO

T ( 3

" = 1'

-0" )






Fax: (703) 658-4404



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03/25/15



S005

27'-4"

28'-0"

28'-0"

27'-4"

2'-0"

23'-10"±

21'-0"±

21'-0"±

21'-0"±

21'-0"±

21'-0"±

21'-0"±

20'-6"± 20'-6"± 30'-0"± 30'-0"± 32'-0"± 32'-0"± 24'-0"± 33'-0"± 21'-0"±

21'-0"±

31'-10"±

28'-8"±

28'-8"±

26'-8"±

13'-0"±

21'-0"±

9'-6"±

26'-10"

26'-6"

21'-0"21'-0"21'-0"21'-0"21'-0"21'-0"21'-0" 24'-0"± 27'-3"

2'-0" 5'-0"

1

S101 S121

1

S101 S111

4'ON

E EI

GHTH

INCH

= O

NE F

OOT

( 1/8"

= 1'

-0" )

08'

16'

04'

8'4'

04'

02'

6"0

02'

6"0

1'6"

6"ON

E QU

ATER

INCH

= O

NE F

OOT

( 1/4"

= 1'

-0" )

THRE

E EI

GHTH

S IN

CH =

ONE

FOO

T ( 3

/8" =

1'-0

" )ON

E HA

LF IN

CH =

ONE

FOO

T ( 1

/2" =

1'-0

" )TH

REE

QUAT

ERS

INCH

= O

NE F

OOT

( 3/4"

= 1'

-0" )

ONE

INCH

= O

NE F

OOT

( 1" =

1'-0

" )ON

E AN

D ON

E HA

LF IN

CHES

= O

NE F

OOT

( 1 1/

2" =

1'-0

" )TH

REE

INCH

ES =

ONE

FOO

T ( 3

" = 1'

-0" )






Fax: (703) 658-4404



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03/17/16

TMP CAD

PERRY POINT, MD



03/25/15


1

S101 S101

FOUNDATION/SLAB PLAN

1/16" = 1'-0"

FOUNDATION/SLAB PLAN

S101

GRAPHIC SCALE

0 8' 16' 32'

1/16" = 1'-0"

CAUTION: IF THIS DRAWING

IS A REDUCTION, GRAPHIC

SCALES MUST BE USED.

27'-4"

28'-0"

28'-0"

27'-4"

2'-0"

23'-10"±

21'-0"±

21'-0"±

21'-0"±

21'-0"±

21'-0"±

21'-0"±

20'-6"± 20'-6"± 30'-0"± 30'-0"± 32'-0"± 32'-0"± 24'-0"± 33'-0"± 21'-0"±

21'-0"±

31'-10"±

28'-8"±

28'-8"±

26'-8"±

13'-0"±

21'-0"±

9'-6"±

26'-10"

26'-6"

21'-0"21'-0"21'-0"21'-0"21'-0"21'-0"21'-0" 24'-0"± 27'-3"

2'-0" 5'-0"

1

S102 S112

1

S102 S122

4'ON

E EI

GHTH

INCH

= O

NE F

OOT

( 1/8"

= 1'

-0" )

08'

16'

04'

8'4'

04'

02'

6"0

02'

6"0

1'6"

6"ON

E QU

ATER

INCH

= O

NE F

OOT

( 1/4"

= 1'

-0" )

THRE

E EI

GHTH

S IN

CH =

ONE

FOO

T ( 3

/8" =

1'-0

" )ON

E HA

LF IN

CH =

ONE

FOO

T ( 1

/2" =

1'-0

" )TH

REE

QUAT

ERS

INCH

= O

NE F

OOT

( 3/4"

= 1'

-0" )

ONE

INCH

= O

NE F

OOT

( 1" =

1'-0

" )ON

E AN

D ON

E HA

LF IN

CHES

= O

NE F

OOT

( 1 1/

2" =

1'-0

" )TH

REE

INCH

ES =

ONE

FOO

T ( 3

" = 1'

-0" )






Fax: (703) 658-4404



Tel: (443) 708-4096Fax:


03/17/16

TMP CAD

PERRY POINT, MD



03/25/15


1

S102 S102

LOW ROOF FRAMING PLAN

1/16" = 1'-0"

LOW ROOF FRAMING PLAN

S102

GRAPHIC SCALE

0 8' 16' 32'

1/16" = 1'-0"




27'-4"

28'-0"

28'-0"

27'-4"

2'-0"

23'-10"±

21'-0"±

21'-0"±

21'-0"±

21'-0"±

21'-0"±

21'-0"±

20'-6"± 20'-6"± 30'-0"± 30'-0"± 32'-0"± 32'-0"± 24'-0"± 33'-0"± 21'-0"±

21'-0"±

31'-10"±

28'-8"±

28'-8"±

26'-8"±

13'-0"±

21'-0"±

9'-6"±

26'-10"

26'-6"

21'-0"21'-0"21'-0"21'-0"21'-0"21'-0"21'-0" 24'-0"± 27'-3"

2'-0" 5'-0"

1

S103 S123

1

S103 S113

4'ON

E EI

GHTH

INCH

= O

NE F

OOT

( 1/8"

= 1'

-0" )

08'

16'

04'

8'4'

04'

02'

6"0

02'

6"0

1'6"

6"ON

E QU

ATER

INCH

= O

NE F

OOT

( 1/4"

= 1'

-0" )

THRE

E EI

GHTH

S IN

CH =

ONE

FOO

T ( 3

/8" =

1'-0

" )ON

E HA

LF IN

CH =

ONE

FOO

T ( 1

/2" =

1'-0

" )TH

REE

QUAT

ERS

INCH

= O

NE F

OOT

( 3/4"

= 1'

-0" )

ONE

INCH

= O

NE F

OOT

( 1" =

1'-0

" )ON

E AN

D ON

E HA

LF IN

CHES

= O

NE F

OOT

( 1 1/

2" =

1'-0

" )TH

REE

INCH

ES =

ONE

FOO

T ( 3

" = 1'

-0" )






Fax: (703) 658-4404



Tel: (443) 708-4096Fax:


03/17/16

TMP CAD

PERRY POINT, MD



03/25/15


1

S103 S103

HIGH ROOF FRAMING PLAN

1/16" = 1'-0"

HIGH ROOF FRAMING PLAN

S103

GRAPHIC SCALE

0 8' 16' 32'

1/16" = 1'-0"




32'-0"±32'-0"±

32'-0"±

32'-0"±

32'-0"±

32'-0"±

32'-0"±

32'-0"±

32'-0"±

32'-0"±

32'-0"± 32'-0"±

32'-0"±

32'-0"±

32'-0"±

32'-0"±

32'-0"±

32'-0"±

32'-0"± 32'-0"±

33'-0"±

33'-0"±

33'-0"±33'-0"±

33'-0"± 33'-0"±

33'-0"±33'-0"±

33'-0"±33'-0"±

33'-0"±

33'-0"± 33'-0"± 33'-0"±

33'-0"±

33'-0"±

33'-0"±

33'-0"±

33'-0"±

33'-0"±

33'-0"±

33'-0"±

33'-0"±

33'-0"±

33'-0"±

33'-0"±

33'-0"±

33'-0"±

33'-0"±

31'-0"±

31'-0"±31'-0"±

34'-0"±34'-0"±

34'-0"±

31'-0"±

31'-0"±

30'-0"±

28'-6"±

32'-0"±

27'-6"±

33'-0"±32'-0"±

31'-0"±

32'-0"±

33'-0"±

29'-6"±

31'-0"±

29'-6"±

30'-0"±

27'-6"±

29'-6"±

31'-6"±

33'-0"±

30'-6"±

28'-6"±28'-6"±

27'-6"±

31'-0"±

30'-0"±

30'-0"±31'-0"±

32'-0"±

33'-0"±

31'-0"±

31'-0"±

33'-0"±

34'-0"±

32'-0"±

34'-0"±

32'-0"±

33-0"±

2'-0"

23'-10"±

21'-0"±

21'-0"±

21'-0"±

21'-0"±

21'-0"±

21'-0"±

20'-6"± 20'-6"± 30'-0"± 30'-0"± 32'-0"± 32'-0"± 24'-0"± 33'-0"± 21'-0"±

21'-0"±

31'-10"±

28'-8"±

28'-8"±

26'-8"±

13'-0"±

T.O. SOG

ELEV = 33'-6"±

(E) TRENCH DRAIN

INFILL, TYP OF 2

(E) 6" CONCRETE

PAD

(E) MASONRY

PARTITION WALL,

TYP

T.O. (E) SOG

ELEV = 33'-6"±

1

S111 S401

CMU INFILL, NOTE 3

CMU INFILL, NOTE 3

CMU INFILL,

NOTE 3

CMU INFILL,

NOTE 3

2'-6"

NO

TE

4

5'-0 1/2"

NO

TE

4

5'-0 1/2"

NOTE 4

10'-0"

NOTE 4

CMU INFILL,

NOTE 3

W8x10 LINTEL

ABOVE DOOR

4

S111 S504

METAL STAIR AND LANDING,

PER SPEC SECTION 05 51 00,

NOTE 5

6'-8" 6'-8"

4'-4"

6

S111 S504

6

S111 S504

33'-0"±

6'-8"±

19'-4"±

7

S111 S504

8

S111 S504

(E) CONC CURB AND

SLAB DEMO AND INFILL

4"±

1'-6"±1'-6"±

87'-8"±

4'ON

E EI

GHTH

INCH

= O

NE F

OOT

( 1/8"

= 1'

-0" )

08'

16'

04'

8'4'

04'

02'

6"0

02'

6"0

1'6"

6"ON

E QU

ATER

INCH

= O

NE F

OOT

( 1/4"

= 1'

-0" )

THRE

E EI

GHTH

S IN

CH =

ONE

FOO

T ( 3

/8" =

1'-0

" )ON

E HA

LF IN

CH =

ONE

FOO

T ( 1

/2" =

1'-0

" )TH

REE

QUAT

ERS

INCH

= O

NE F

OOT

( 3/4"

= 1'

-0" )

ONE

INCH

= O

NE F

OOT

( 1" =

1'-0

" )ON

E AN

D ON

E HA

LF IN

CHES

= O

NE F

OOT

( 1 1/

2" =

1'-0

" )TH

REE

INCH

ES =

ONE

FOO

T ( 3

" = 1'

-0" )






Fax: (703) 658-4404



Tel: (443) 708-4096Fax:


03/17/16

TMP CAD

PERRY POINT, MD



03/25/15


1

S101 S111

PARTIAL PLAN - EXISTING BUILDING FOUNDATION/SLAB

1/8" = 1'-0"

NOTES:

1. XX'-XX"± DENOTES EXISTING TOP OF FOOTING ELEVATION.

2. EXISTING TOP OF SLAB-ON-GRADE ELEVATION = 37'-6"±, UNLESS NOTED OTHERWISE.

3. SEE TYPICAL MASONRY WALL BOND ANGLE SECTION, 3/S504, FOR CMU INFILL CONNECTION TO EXISTING MASONRY WALL.

4. COORDINATE RECESSED FLOOR SCALE SIZE AND LOCATION WITH ARCHITECTURAL DRAWINGS.

5. SEE ARCHITECTURAL DRAWINGS FOR SIZES AND QUANTITY OF STAIR TREADS AND RISERS.

PARTIAL PLAN - EXISTING BUILDINGFOUNDATION/SLAB

S111

GRAPHIC SCALE

1/8" = 1'-0"

0 4' 8' 16'




2'-0"

23'-10"±

21'-0"±

21'-0"±

21'-0"±

21'-0"±

21'-0"±

21'-0"±

20'-6"± 20'-6"± 30'-0"± 30'-0"± 32'-0"± 32'-0"± 24'-0"± 33'-0"± 21'-0"±

21'-0"±

31'-10"±

28'-8"±

28'-8"±

26'-8"±

13'-0"±

(E

) W

12x19

(E

) W

12x19

(E

) W

12x19

(E

) W

18x35

(E) W16x26 (26)

(E) W16x26 (26)

(E

) W

16x26 (14)

(E

) W

16x26 (14)

(E

) W

16x26 (14)

(E) W16x26 (26)

(E) W21x68 (48)

(E

) W

16x26 (14)

(E) W21x44 (38) (E) W27x84 (48)

(E

) W

16x26

(E) W14x22

(E) W14x22

(E) W12x14

(E) W12x14

(E) W12x14

(E) W12x14

(E) W12x14

(E) W12x14

(E) W12x14

(E) W12x14

(E) W12x14

(E) W21x83 (48)(E) W21x50 (38)(E) W21x44 (32)(E) W21x44 (30)(E) W18x40 (30)

(E) W21x62 (30)

(E) W12x14(E) W12x14

(E) W21x68 (48)(E) W21x44 (38)

(E) W21x44(E) W21x50(E) W18x40(E) W18x40(E) W14x22(E) W14x22

(E) W12x14(E) W12x14

(E) W12x14(E) W12x14

(E) W12x14(E) W12x14

(E) W12x14(E) W12x14

(E) W12x14(E) W12x14

(E) W12x14(E) W12x14

(E) W12x14(E) W12x14

(E) W12x14(E) W12x14

(E) W12x14(E) W12x14

(E) W12x14(E) W12x14

(E) W12x14(E) W12x14

(E) W12x14(E) W12x14

(E) W12x14(E) W12x14

(E) W12x14(E) W12x14

(E) W12x14(E) W12x14

(E) W12x14(E) W12x14

(E) W12x14(E) W12x14

(E) W12x14(E) W12x14

(E) W12x14(E) W12x14

(E) W12x14(E) W12x14

(E) W12x14(E) W12x14

(E) W12x14(E) W12x14

(E) W18x35 (40)

(E) W18x35 (40)

(E) W18x35 (40)

(E) W18x35 (40)

(E) W18x35 (40)

(E) W18x35 (40)

(E) W18x35 (40)

(E) W18x35 (40)

(E) W18x35 (40)

(E) W18x35 (40)

(E) W18x35 (40)

(E) W18x35 (40)

(E) W18x35 (40)

(E) W18x35 (40)

(E) W16x26 (26)

(E) W21x68 (40)

(E) W21x68 (40)

(E) W16x26 (26)

(E

) W

14x22

(E

) W

14x22

(E

) W

14x22

(E

) W

14x22

(E

) W

14x22

(E

) W

14x22

(E

) W

16x26

(E

) W

16x26

(E

) W

16x26

(E

) W

16x26

(E

) W

16x26

(E

) W

16x26

(E

) W

14x22

(E

) W

21x57 (32)

(E

) W

21x57 (32)

(E

) W

21x57 (32)

(E

) W

21x57 (32)

(E

) W

24x62 (32)

(E

) W

18x50 (36)

(E

) W

24x62

(E

) W

24x62

(E

) W

24x62

(E

) W

24x62

(E

) W

24x62

(E

) W

24x62

(E

) W

14x22 (22)

(E

) W

14x22 (22)

(E

) W

14x22 (22)

(E

) W

14x22 (22)

(E

) W

14x30 (22)

(E

) W

14x30 (22)

(E

) W

14x30 (22)

(E

) W

14x30 (22)

(E

) W

14x30 (22)

(E

) W

14x30 (22)

(E

) W

14x22

(E

) W

21x44

(E

) W

21x44 (32)

(E

) W

12x14

(E

) W

12x14

(E

) W

12x14

(E

) W

12x14

(E

) W

12x14

(E

) W

12x14

(E

) W

12x14

(E

) W

12x14

(E

) W

12x14

(E

) W

12x14

(E

) W

12x14

(E

) W

12x14

(E

) W

12x14

(E

) W

12x14

(E

) W

12x14

(E

) W

12x14

(E

) W

12x14

(E

) W

12x14

(E

) W

12x14

(E

) W

12x14

(E

) W

12x14

EDGE OF (E) ROOF

DECK, TYP

T.O. STEEL BEAM ELEV = 51'-0"

T.O

. S

TE

EL B

EA

M E

LE

V =

50'-6 3/4"

T.O. STEEL BEAM ELEV = 50'-6 3/4"

T.O

. S

TE

EL B

EA

M E

LE

V =

48'-0 3/4"

(E) KNEE BRACE, TYP

4'ON

E EI

GHTH

INCH

= O

NE F

OOT

( 1/8"

= 1'

-0" )

08'

16'

04'

8'4'

04'

02'

6"0

02'

6"0

1'6"

6"ON

E QU

ATER

INCH

= O

NE F

OOT

( 1/4"

= 1'

-0" )

THRE

E EI

GHTH

S IN

CH =

ONE

FOO

T ( 3

/8" =

1'-0

" )ON

E HA

LF IN

CH =

ONE

FOO

T ( 1

/2" =

1'-0

" )TH

REE

QUAT

ERS

INCH

= O

NE F

OOT

( 3/4"

= 1'

-0" )

ONE

INCH

= O

NE F

OOT

( 1" =

1'-0

" )ON

E AN

D ON

E HA

LF IN

CHES

= O

NE F

OOT

( 1 1/

2" =

1'-0

" )TH

REE

INCH

ES =

ONE

FOO

T ( 3

" = 1'

-0" )






Fax: (703) 658-4404



Tel: (443) 708-4096Fax:


03/17/16

TMP CAD

PERRY POINT, MD



03/25/15


1

S102 S112

PARTIAL PLAN - EXISTING BUILDING LOW ROOF FRAMING

1/8" = 1'-0"

NOTES:

1. EXISTING TOP OF STEEL BEAM ELEVATION = 50'-10"±, UNLESS NOTED OTHERWISE.

PARTIAL PLAN - EXISTING BUILDINGLOW ROOF FRAMING

S112

GRAPHIC SCALE

1/8" = 1'-0"

0 4' 8' 16'




2'-0"

23'-10"±

21'-0"±

21'-0"±

21'-0"±

21'-0"±

21'-0"±

21'-0"±

20'-6"± 20'-6"± 30'-0"± 30'-0"± 32'-0"± 32'-0"± 24'-0"± 33'-0"± 21'-0"±

21'-0"±

31'-10"±

28'-8"±

28'-8"±

26'-8"±

13'-0"±

(E) W14x30

(E

) W

16x31

(E

) W

16x31

(E

) W

16x31

(E

) W

18x35

(E

) W

18x35

(E

) W

18x35

(E) W14x30 (E) W14x30 (E) W14x30

(E) W14x30 (E) W16x36

(E

) W

16x31

(E

) W

24x57

(E

) W

21x50

(E

) W

21x50

(E

) W

21x44

(E

) W

16x26

(E

) W

16x26

(E

) W

24x55

(E

) W

24x62

(E

) W

24x62

(E

) W

24x68

(E

) W

18x40

(E

) W

16x26

(E

) W

24x55

(E

) W

24x62

(E

) W

24x62

(E

) W

24x68

(E

) W

16x31

(E

) W

18x40

(E

) W

18x40

(E

) W

18x40

(E

) W

18x40

(E

) W

18x40

(E

) W

21x50

(E

) W

18x40

(E

) W

21x50

(E

) W

18x40

(E

) W

21x50

(E

) W

30x108

(E

) W

30x108

(E

) W

30x108

(E

) W

30x108


(E) W16x31

(E) W16x31

(E) W16x31

(E) W16x31

(E) W16x31

(E) W14x22

(E) W14x22

(E) W14x22

(E) W14x22

(E) W14x22

(E) W14x22

(E) W14x22

(E) W14x22

(E) W14x22

(E) W14x22

(E) W14x22

(E) W14x22

(E) W14x22

(E) W14x22

(E) W14x22

(E) W14x22

(E) W14x22

(E) W14x22

(E) W14x22

(E) W14x22

(E) W14x22

(E) W18x35

(E) W18x35

(E) W18x35

(E) W18x35

(E) W18x35

(E) W16x26

(E) W16x26

(E) W16x26

(E) W16x26

(E) W16x26

(E) W16x26

(E) W16x26

(E) W16x26

(E) W16x26

(E) W16x26(E) W16x26(E) W16x26(E) W16x26

(E) W16x26(E) W16x26(E) W16x26

(E) W16x26(E) W16x26(E) W16x26

(E) W16x26

(E) W16x26

(E) W16x26

(E) W16x26(E) W16x26(E) W16x26 (E) W16x26

(E) W16x26(E) W16x26(E) W16x26 (E) W16x26

(E) W16x26(E) W16x26(E) W16x26 (E) W16x26

(E) W16x26(E) W16x26(E) W16x26 (E) W16x26

(E) W16x26(E) W16x26(E) W16x26 (E) W16x26

(E) W16x26(E) W16x26 (E) W16x26

(E) W16x26(E) W16x26 (E) W16x26

(E) W16x26(E) W16x26 (E) W16x26

(E) W16x26(E) W16x26 (E) W16x26

(E) W16x26(E) W16x26 (E) W16x26

(E) W16x26(E) W16x26(E) W16x26 (E) W16x26

(E) W16x26(E) W16x26(E) W16x26 (E) W16x26

(E) W16x26(E) W16x26(E) W16x26 (E) W16x26

(E) W16x26(E) W16x26(E) W16x26 (E) W16x26

(E) W16x26(E) W16x26(E) W16x26 (E) W16x26

(E) W16x31

(E) W16x31

(E) W16x31

(E) W16x31

(E) W16x31

(E) W16x31

(E) W16x31

EDGE OF (E) ROOF

BELOW, TYP

EDGE OF (E) ROOF

DECK, TYP

(E) KNEE BRACE, TYP

4'ON

E EI

GHTH

INCH

= O

NE F

OOT

( 1/8"

= 1'

-0" )

08'

16'

04'

8'4'

04'

02'

6"0

02'

6"0

1'6"

6"ON

E QU

ATER

INCH

= O

NE F

OOT

( 1/4"

= 1'

-0" )

THRE

E EI

GHTH

S IN

CH =

ONE

FOO

T ( 3

/8" =

1'-0

" )ON

E HA

LF IN

CH =

ONE

FOO

T ( 1

/2" =

1'-0

" )TH

REE

QUAT

ERS

INCH

= O

NE F

OOT

( 3/4"

= 1'

-0" )

ONE

INCH

= O

NE F

OOT

( 1" =

1'-0

" )ON

E AN

D ON

E HA

LF IN

CHES

= O

NE F

OOT

( 1 1/

2" =

1'-0

" )TH

REE

INCH

ES =

ONE

FOO

T ( 3

" = 1'

-0" )






Fax: (703) 658-4404



Tel: (443) 708-4096Fax:


03/17/16

TMP CAD

PERRY POINT, MD



03/25/15


1

S103 S113

PARTIAL PLAN - EXISTING BUILDING HIGH ROOF FRAMING

1/8" = 1'-0"

NOTES:


PARTIAL PLAN - EXISTING BUILDINGHIGH ROOF FRAMING

S113

GRAPHIC SCALE

1/8" = 1'-0"

0 4' 8' 16'




32'-0"±

32'-0"± 32'-0"±

33'-0"±

33'-0"±

33'-0"±

33'-0"±

32'-0"±

33'-0"±

32'-0"

33'-0"

32'-0"

33'-0"

32'-0"

32'-0"

32'-0"

32'-0"

32'-0"

32'-0"±

32'-0" 32'-0" 32'-0" 32'-0" 32'-0" 32'-0" 32'-0"

32'-0"

32'-0"

32'-0"

32'-0"

32'-0"

32'-0"

32'-0"

32'-0"

32'-0"

32'-0"

32'-0"

32'-0"

32'-0"

32'-0"

32'-0"

32'-0"

32'-0"

32'-0"

32'-0"

32'-0"

32'-0"

32'-0"

32'-0"

32'-0"

33'-0"33'-0"33'-0"33'-0"

33'-0"

33'-0"

21'-0"21'-0"21'-0"21'-0"21'-0"21'-0"21'-0"

27'-4"

28'-0"

28'-0"

27'-4"

24'-0"± 27'-3"

2'-0"

2'-0"

21'-0"±

9'-6"±

26'-10"

26'-6"

5'-0"

ABUT (E) FOOTING

AND MATCH B.O.

FOOTING ELEV

ABUT (E) FOOTING

AND MATCH B.O.

FOOTING ELEV

COLUMN ON CONC

PIER, PER COLUMN

SCHEDULE, TYP

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

SG1

SG1

C.J

.

CONC FOOTING, PER

COLUMN SCHEDULE,

TYP

1'-0"

TYP

6"

TYP

6"

TYP

1'-0"

TY

P

2'-0"

TY

P

3'-6"

TY

P

6"

TYP

6"

TYP

1'-0"

TY

P

6"

TY

P

6"

TY

P

1'-0"

TYP

6"

TYP

6"

TYP

1'-0"

TY

P

6"

TY

P

6"

TY

P

C.J.

C.J.

C.J.

C.J.

ABUT (E) FOOTING

AND MATCH B.O.

FOOTING ELEV

T.O. WALL

ELEV = 40'-6"

T.O. WALL

ELEV = 40'-6"

T.O. WALL

ELEV = 45'-2"

1'-0"

TYP

T.O. WALL

ELEV = 45'-2"

T.O. WALL

ELEV = 45'-2"

1

S121 S502

2

S121 S502

3

S121 S502

6

S121 S505

7

S121 S505

TYP

OF 7

5'-5"

NO

TE

5

12'-0"

NO

TE

5

5'-10"

NO

TE

5

3'-4"

NO

TE

5

3'-4"

NO

TE

5

1'-10"

NO

TE

5

1'-11"

NO

TE

5

6'-4"

NO

TE

5

12'-9 1/4"

NOTE 5

6'-8 1/2"

NOTE 5

8

S121 S501

TYP

OF 19

3'-4"

NOTE 5

4'-1"

NOTE 5

33'-0"

6

S121 S505

1'-0"

TYP

2'-0"

TYP

3'-6"

TYP

7

S121 S501

T.O. WALL

ELEV = 45'-2"

7

S121 S501

7

S121 S501

7

S121 S501

7

S121 S501

4

S121 S505

TYP OF 17

4'ON

E EI

GHTH

INCH

= O

NE F

OOT

( 1/8"

= 1'

-0" )

08'

16'

04'

8'4'

04'

02'

6"0

02'

6"0

1'6"

6"ON

E QU

ATER

INCH

= O

NE F

OOT

( 1/4"

= 1'

-0" )

THRE

E EI

GHTH

S IN

CH =

ONE

FOO

T ( 3

/8" =

1'-0

" )ON

E HA

LF IN

CH =

ONE

FOO

T ( 1

/2" =

1'-0

" )TH

REE

QUAT

ERS

INCH

= O

NE F

OOT

( 3/4"

= 1'

-0" )

ONE

INCH

= O

NE F

OOT

( 1" =

1'-0

" )ON

E AN

D ON

E HA

LF IN

CHES

= O

NE F

OOT

( 1 1/

2" =

1'-0

" )TH

REE

INCH

ES =

ONE

FOO

T ( 3

" = 1'

-0" )






Fax: (703) 658-4404



Tel: (443) 708-4096Fax:


03/17/16

TMP CAD

PERRY POINT, MD



03/25/15


1

S101 S121

PARTIAL PLAN - ADDITION FOUNDATION/SLAB

1/8" = 1'-0"

NOTES:

1. XX'-XX" DENOTES TOP OF FOOTING ELEVATION. BOTTOM OF FOOTING ELEVATION FOR FOOTINGS ADJACENT TO EXISTING BUILDING SHALL MATCH BOTTOM OF EXISTING FOUNDATIONS.

2. TOP OF SLAB-ON-GRADE ELEVATION = 37'-6"±. TOP OF SLAB-ON-GRADE ELEVATION SHALL MATCH ADJACENT EXISTING TOP OF SLAB-ON-GRADE ELEVATION.

3. SLAB-ON-GRADE MARKED 'SG1' SHALL BE A 6" CONCRETE SLAB PER 1/S503.

4. SEE SHEET S601 FOR COLUMN SCHEDULE AND CONCRETE PIER AND COLUMN FOOTING INFORMATION.

5. COORDINATE DOOR OPENING SIZES AND LOCATIONS WITH ARCHITECTURAL DRAWINGS.

6. SEE ARCHITECTURAL DRAWINGS FOR SIZES AND QUANTITY OF STAIR TREADS AND RISERS.

PARTIAL PLAN - ADDITIONFOUNDATION/SLAB

S121

GRAPHIC SCALE

1/8" = 1'-0"

0 4' 8' 16'




21'-0"21'-0"21'-0"21'-0"21'-0"21'-0"21'-0"

27'-4"

28'-0"

28'-0"

27'-4"

24'-0"± 27'-3"

2'-0"

2'-0"

21'-0"±

9'-6"±

26'-10"

26'-6"

5'-0"

(E

) W

12x19

(E

) W

12x19

(E

) W

12x19

(E

) W

18x35

(E

) W

16x26

(E

) W

16x26

(E

) W

16x26

(E

) W

16x26

(E

) W

16x26

(E

) W

16x26

(E

) W

16x26 (14)

(E

) W

16x26 (14)

(E

) W

16x26 (14)

(E

) W

16x26 (14)

(E) W21x44 (38) (E) W27x84 (48)

(E

) W

16x26

(E) W24x55

(E) W16x31

(E) W18x35 (40)

EDGE OF ROOF

DECK, TYP

EDGE OF (E) ROOF

DECK, TYP

COLUMN, PER COLUMN

SCHEDULE, TYP OF 7

COLUMN, PER COLUMN

SCHEDULE, TYP OF 40

W18x76

W18x46

W16x50

W16x50W18x46

W16x50 (S

L)

W16x50 (S

L)

W16x31

W16x31 (S

L)

W16x50 (S

L)

W16x31 (S

L)

(2) L3x3x1/2 KNEE

BRACE, TYP OF 8,

SEE 2/S506

4 EQ SPACES = 16'-0"

1'-0"

4'-0"6 EQ SPACES = 27'-3"

16K

3 (S

L)

16K

3 (S

L)

16K

3 (S

L)

16K

3 (S

L)

18" JS

T

SP

1 (S

L)

16K

3 (S

L)

16K

3 (S

L)

16K

3 (S

L)

16K

3 (S

L)

16K

3 (S

L)

16K

3 (S

L)

16K

3

16" JS

T S

P2

16" JS

T S

P1

16K

3 (S

L)

4'-6" 4'-6"

16K

3 (S

L)

2" EXPANSION

JOINT

SLO

PE

SLO

PE

T.O. STEEL

ELEV = 48'-6"

T.O. STEEL

ELEV = 47'-11"

T.O. STEEL

ELEV = 48'-6"±

34k 23k 35k 13k

25k

25k

45k

67k

8k

8k

6k

6k

39k 28k

8k

8k

6k

6k

6k

7k

6k

6k

BRIDGING, TYP

18" JS

T

SP

2 (S

L)

18" JS

T

SP

3 (S

L)

18" JS

T

SP

4 (S

L)

18" JS

T

SP

1 (S

L)

18" JS

T

SP

2 (S

L)

18" JS

T

SP

3 (S

L)

18" JS

T

SP

4 (S

L)

16" JS

T S

P3

16" JS

T S

P4

6

S122 S507

7

S122 S507

8

S122 S507

6

S122 S507

1'-0"

1'-0"

10"

EDGE OF ROOF DECK

END OF JOIST EXTENSION

AHU, PER MEP DWGS,

NOTES 12, 13, & 14

16" JS

T

SP

5 (S

L)

16" JS

T

SP

5 (S

L)

16" JS

T

SP

5 (S

L)

NOTE 14

4'ON

E EI

GHTH

INCH

= O

NE F

OOT

( 1/8"

= 1'

-0" )

08'

16'

04'

8'4'

04'

02'

6"0

02'

6"0

1'6"

6"ON

E QU

ATER

INCH

= O

NE F

OOT

( 1/4"

= 1'

-0" )

THRE

E EI

GHTH

S IN

CH =

ONE

FOO

T ( 3

/8" =

1'-0

" )ON

E HA

LF IN

CH =

ONE

FOO

T ( 1

/2" =

1'-0

" )TH

REE

QUAT

ERS

INCH

= O

NE F

OOT

( 3/4"

= 1'

-0" )

ONE

INCH

= O

NE F

OOT

( 1" =

1'-0

" )ON

E AN

D ON

E HA

LF IN

CHES

= O

NE F

OOT

( 1 1/

2" =

1'-0

" )TH

REE

INCH

ES =

ONE

FOO

T ( 3

" = 1'

-0" )






Fax: (703) 658-4404



Tel: (443) 708-4096Fax:


03/17/16

TMP CAD

PERRY POINT, MD



03/25/15


1

S102 S122

PARTIAL PLAN - ADDITION LOW ROOF FRAMING

1/8" = 1'-0"

NOTES:


2. TOP OF STEEL ELEVATIONS SHALL BE AS NOTED. SLOPE STEEL FRAMING AS REQUIRED BETWEEN TOP OF STEEL ELEVATIONS NOTED.

3. WHERE STEEL FRAMING IS ADJACENT TO EXISTING STEEL FRAMING, TOP OF STEEL JOIST AND TOP OF STEEL BEAM ELEVATIONS SHALL MATCH TOP OF STEEL BEAM ELEVATION OF ADJACENT EXISTING STRUCTURE.

4. FOR BEAMS SUPPORTING STEEL JOISTS, TOP OF STEEL BEAM ELEVATION = -2 1/2" FROM TOP OF STEEL JOIST ELEVATION.

5. ROOF DECK MARKED 'D1' SHALL BE 1 1/2" - 20 GAGE WIDE RIB ROOF DECK.

6. SEE SHEET S601 FOR COLUMN SCHEDULE.

7. LOCATIONS OF BRIDGING, UPLIFT BRIDGING, AND CROSS BRIDGING IS SHOWN SCHEMATICALLY. JOIST MANUFACTURER SHALL DETERMINE FINAL LAYOUT AND INDICATE ON JOIST SHOP DRAWINGS.

8. COORDINATE WITH OTHER DISCIPLINES AND TRADES FOR LOCATIONS AND DIMENSIONS OF OPENINGS, RECESSES, SLEEVES, CONDUITS, AND PIPING. AT LOCATIONS WHERE A LOAD GREATER THAN 50 POUNDS IS

APPLIED TO THE TOP OR BOTTOM CHORD OF A JOIST, PROVIDE JOIST REINFORCING AS NECESSARY PER DETAIL 4/S507.

9. STEEL JOISTS DESIGNATED ON THE PLANS AS SP# SHALL BE DESIGNED FOR THE DEAD, SNOW, AND AHU LOADS SHOWN IN THE SPECIAL JOIST LOAD SCHEDULE, 1/S507. FOR SPECIAL JOISTS WITH A DEPTH

PRECEDING THE DESIGNATION, A JOIST MUST BE PROVIDED WITH THAT DEPTH.

10. VERTICAL REACTIONS SPECIFIED AT BEAM ENDS ARE NOTED #k, ARE FACTORED PER LRFD, IBC 2012, AND ARE IN UNITS OF KIPS. FOR BEAM ENDS WHERE REACTIONS ARE NOT PROVIDED, SEE STRUCTURAL NOTE U3.

11. SEE THE BEAM AXIAL DESIGN LOAD SCHEDULE, 3/S506, FOR BEAM AXIAL DESIGN FORCES FOR BEAMS ALONG BRACED FRAMES.

12. AHU BASIS OF DESIGN OPERATING WEIGHT = 3500 LB. IF ACTUAL WEIGHT IS GREATER, NOTIFY THE COTR IN WRITING FOR GUIDANCE PRIOR TO PROCEEDING.

13. BASIS OF DESIGN AHU CURBS WILL BE CAPABLE OF SUPPORTING THE AHU OPERATING WEIGHT BY SPANNING BETWEEN ROOF JOISTS. IF AHU CURBS ARE NOT CAPABLE OF SPANNING BETWEEN JOISTS, NOTIFY THE

COTR IN WRITING FOR GUIDANCE PRIOR TO PROCEEDING.

14. SEE 5/S507 FOR ADDITIONAL ROOF FRAMING AT ROOF OPENINGS AND BENEATH AHU CURBS. COORDINATE LOCATIONS OF FRAMING AROUND DUCT PENETRATIONS WITH UNIT SPECIFICATIONS, CURB

CONFIGURATIONS, AND THE MECHANICAL DRAWINGS.

PARTIAL PLAN - ADDITIONLOW ROOF FRAMING

S122

GRAPHIC SCALE

1/8" = 1'-0"

0 4' 8' 16'




21'-0"21'-0"21'-0"21'-0"21'-0"21'-0"21'-0"

27'-4"

28'-0"

28'-0"

27'-4"

24'-0"± 27'-3"

2'-0"

2'-0"

21'-0"±

9'-6"±

26'-10"

26'-6"

5'-0"

4 EQ SPACES = 21'-0" 4 EQ SPACES = 21'-0" 4 EQ SPACES = 21'-0" 4 EQ SPACES = 21'-0" 4 EQ SPACES = 21'-0" 4 EQ SPACES = 21'-0" 4 EQ SPACES = 21'-0"

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

16K

4 (S

L)

(E

) W

16x26

(E

) W

16x26

(E

) W

16x26


(E) W16x26(E) W16x26(E) W16x26 (E) W16x26

EDGE OF ROOF

DECK, TYP

EDGE OF ROOF

BELOW

EDGE OF (E) ROOF

BELOW

EDGE OF (E) ROOF

DECK, TYP

W16x31

W16x50

W16x31

W16x50

W16x31

W16x50

W16x31

W16x50

W16x31

W16x50

W16x31

W16x50

W16x31

W16x50

W16x50W16x50 W16x50 W16x50 W16x50 W16x50 W16x50

W16x31W16x31 W16x31 W16x31 W16x31 W16x31 W16x31

W16x31 W16x31 W16x31 W16x31 W16x31 W16x31 W16x31

W18x76 (S

L)

W16x31 (S

L)

W18x76 (S

L)

W16x31(S

L)

W16x31 (S

L)

W18x76 (S

L)

W16x31 (S

L)

W18x76(S

L)

W16x31 (S

L)

W18x76 (S

L)

W16x31 (S

L)

W18x76 (S

L)

W16x31 (S

L)

W16x31 (S

L)

COLUMN, PER COLUMN

SCHEDULE TYP OF 40

2" E

XP

AN

SIO

N

JO

IN

T

(2) L3x3x3/8 KNEE

BRACE, TYP OF 48,

SEE 2/S506

T.O. STEEL

ELEV = 63'-11"

T.O. STEEL

ELEV = 63'-4"

T.O. STEEL

ELEV = 63'-11"

T.O. STEEL

ELEV = 63'-4"

T.O. STEEL

ELEV = 63'-11"±

SLO

PE

SLO

PE

8k8k 8k

8k 8k

8k 8k

8k 8k

8k 8k

8k 8k

8k 8k

8k 8k

8k 8k

8k 8k

8k 8k

8k 8k

8k 8k

8k 8k

12k

9k

8k

8k

8k

8k

9k

12k

6k

6k

6k

6k

6k

6k

6k

6k

22k

18k

15k

16k

16k

15k

18k

22k

6k

6k

6k

6k

6k

6k

6k

6k

6k

6k

6k

6k

6k

6k

6k

6k

22k

18k

15k

16k

16k

15k

18k

22k

6k

6k

6k

6k

6k

6k

6k

6k

12k

9k

8k

8k

8k

8k

9k

12k

33k 15k

15k 15k

33k 15k

15k 33k

15k 15k

15k 33k

25k 15k

15k 15k

25k 15k

36 36k

15k 15k

36k 36k

15k 25k

15k 15k

15k 25k

33k 15k

15k 15k

33k 15k

15k 33k

15k 15k

33k15k

BRIDGING, TYP

9

S123 S507

1'-0"

EDGE OF ROOF DECK


EDGE OF ROOF DECK


1'-0"

1'-0"1'-0"

SLO

PE

SLO

PE

W18x76 (S

L)

W16x31 (S

L)

W18x76 (S

L)

W18x76 (S

L)

W16x31 (S

L)

W18x76 (S

L)

W18x76 (S

L)

W16x31 (S

L)

W18x76 (S

L)

W16x31(S

L)

W18x76 (S

L)

W16x31 (S

L)

W18x76 (S

L)

W16x31(S

L)

W18x76 (S

L)

W16x31 (S

L)

W18x76 (S

L)

W16x31(S

L)

4'ON

E EI

GHTH

INCH

= O

NE F

OOT

( 1/8"

= 1'

-0" )

08'

16'

04'

8'4'

04'

02'

6"0

02'

6"0

1'6"

6"ON

E QU

ATER

INCH

= O

NE F

OOT

( 1/4"

= 1'

-0" )

THRE

E EI

GHTH

S IN

CH =

ONE

FOO

T ( 3

/8" =

1'-0

" )ON

E HA

LF IN

CH =

ONE

FOO

T ( 1

/2" =

1'-0

" )TH

REE

QUAT

ERS

INCH

= O

NE F

OOT

( 3/4"

= 1'

-0" )

ONE

INCH

= O

NE F

OOT

( 1" =

1'-0

" )ON

E AN

D ON

E HA

LF IN

CHES

= O

NE F

OOT

( 1 1/

2" =

1'-0

" )TH

REE

INCH

ES =

ONE

FOO

T ( 3

" = 1'

-0" )






Fax: (703) 658-4404



Tel: (443) 708-4096Fax:


03/17/16

TMP CAD

PERRY POINT, MD



03/25/15


1

S103 S123

PARTIAL PLAN - ADDITION HIGH ROOF FRAMING

1/8" = 1'-0"

NOTES:


2. TOP OF STEEL ELEVATIONS SHALL BE AS NOTED. SLOPE STEEL FRAMING AS REQUIRED BETWEEN TOP OF STEEL ELEVATIONS NOTED.

3. WHERE STEEL FRAMING IS ADJACENT TO EXISTING STEEL FRAMING, TOP OF STEEL JOIST AND TOP OF STEEL BEAM ELEVATIONS SHALL MATCH TOP OF STEEL BEAM ELEVATION OF ADJACENT

EXISTING STRUCTURE.

4. FOR BEAMS SUPPORTING STEEL JOISTS, TOP OF STEEL BEAM ELEVATION = -2 1/2" FROM TOP OF STEEL JOIST ELEVATION.

5. ROOF DECK MARKED 'D1' SHALL BE 1 1/2" - 20 GAGE WIDE RIB ROOF DECK.

6. SEE SHEET S601 FOR COLUMN SCHEDULE.

7. LOCATIONS OF BRIDGING, UPLIFT BRIDGING, AND CROSS BRIDGING IS SHOWN SCHEMATICALLY. JOIST MANUFACTURER SHALL DETERMINE FINAL LAYOUT AND INDICATE ON JOIST SHOP

DRAWINGS.

8. COORDINATE WITH OTHER DISCIPLINES AND TRADES FOR LOCATIONS AND DIMENSIONS OF OPENINGS, RECESSES, SLEEVES, CONDUITS, AND PIPING. AT LOCATIONS WHERE A LOAD GREATER

THAN 50 POUNDS IS APPLIED TO THE TOP OR BOTTOM CHORD OF A JOIST, PROVIDE JOIST REINFORCING AS NECESSARY PER DETAIL 4/S507.

9. VERTICAL REACTIONS SPECIFIED AT BEAM ENDS ARE NOTED #k, ARE FACTORED PER LRFD, IBC 2012, AND ARE IN UNITS OF KIPS. FOR BEAM ENDS WHERE REACTIONS ARE NOT PROVIDED, SEE

STRUCTURAL NOTE U3.

10. SEE THE BEAM AXIAL DESIGN LOAD SCHEDULE, 3/S506, FOR BEAM AXIAL DESIGN FORCES FOR BEAMS ALONG BRACED FRAMES.

PARTIAL PLAN - ADDITIONHIGH ROOF FRAMING

S123

GRAPHIC SCALE

1/8" = 1'-0"

0 4' 8' 16'




4'ON

E EI

GHTH

INCH

= O

NE F

OOT

( 1/8"

= 1'

-0" )

08'

16'

04'

8'4'

04'

02'

6"0

02'

6"0

1'6"

6"ON

E QU

ATER

INCH

= O

NE F

OOT

( 1/4"

= 1'

-0" )

THRE

E EI

GHTH

S IN

CH =

ONE

FOO

T ( 3

/8" =

1'-0

" )ON

E HA

LF IN

CH =

ONE

FOO

T ( 1

/2" =

1'-0

" )TH

REE

QUAT

ERS

INCH

= O

NE F

OOT

( 3/4"

= 1'

-0" )

ONE

INCH

= O

NE F

OOT

( 1" =

1'-0

" )ON

E AN

D ON

E HA

LF IN

CHES

= O

NE F

OOT

( 1 1/

2" =

1'-0

" )TH

REE

INCH

ES =

ONE

FOO

T ( 3

" = 1'

-0" )






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03/17/16

TMP CAD

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PARTIAL FRAMING PLANS

S401

T.O. (E) SOG

ELEV = 33'-6"±

(E) 12" CONC

WALL

12" CONC WALL BELOW

21'-0"±

1

S401 S504

2

S401 S504

8" CMU WALL BELOW

8" CMU WALL BELOW

8" CMU WALL BELOW

(E) 12" CONC WALL BELOW

T.O. SLAB

ELEV = 37'-6"±

NOTE 1

(E) 8" CMU WALL

(E) CONC FOOTING,

TYP

(E) STEEL COLUMN,

TYP OF 4

NOTES:

1. T.O. SLAB SHALL MATCH TOP OF SLAB ELEVATION OF ADJACENT EXISTING STRUCTURE.

2. SLAB MARKED 'S1' SHALL BE A 6" CONCRETE SLAB. SEE SHEET S504 FOR REINFORCING.

1

S111 S401

RAISED SLAB PARTIAL FRAMING PLAN

SCALE: 1/4" = 1'-0"

GRAPHIC SCALE

1/4" = 1'-0"

0 2' 4' 8'




4'ON

E EI

GHTH

INCH

= O

NE F

OOT

( 1/8"

= 1'

-0" )

08'

16'

04'

8'4'

04'

02'

6"0

02'

6"0

1'6"

6"ON

E QU

ATER

INCH

= O

NE F

OOT

( 1/4"

= 1'

-0" )

THRE

E EI

GHTH

S IN

CH =

ONE

FOO

T ( 3

/8" =

1'-0

" )ON

E HA

LF IN

CH =

ONE

FOO

T ( 1

/2" =

1'-0

" )TH

REE

QUAT

ERS

INCH

= O

NE F

OOT

( 3/4"

= 1'

-0" )

ONE

INCH

= O

NE F

OOT

( 1" =

1'-0

" )ON

E AN

D ON

E HA

LF IN

CHES

= O

NE F

OOT

( 1 1/

2" =

1'-0

" )TH

REE

INCH

ES =

ONE

FOO

T ( 3

" = 1'

-0" )






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SECTIONS AND DETAILS

S501

3"

CLR

2"

CLR

PER COLUMN SCHEDULE

DOWELS, WITH STANDARD

HOOK, TO MATCH

PIER VERTICAL

REINFORCING

1" NON-SHRINK GROUT

SEE PLAN/SCHEDULE FOR

PIER SIZE AND REINFORCING

C

L

COLUMN, PER SCHEDULE

REINFORCING, PER

COLUMN SCHEDULE

NOTE:

1. SEE DETAIL 6/S503 FOR SLAB ISOLATION JOINT PLAN.

1

4

" ISOLATION JOINT

MATERIAL, PER SPECS

3"

CLR

BASE PLATE AND ANCHOR

BOLTS, PER COLUMN SCHEDULE

8

S501 S501

TYPICAL INTERIOR COLUMN FOOTING

NOT TO SCALE

1

S501 S506

FTG WIDTH

SEE PLAN

WALL FOOTING

CORNER DETAIL

LONGITUDINAL REINF

TRANSVERSE REINF

LAP SPLICE

TYP

WALL FOOTING

INTERSECTION DETAIL

WALL FOOTING,

PER PLAN

WALL, PER

PLAN

LONGITUDINAL REINF

3"

CLR

1

S501 S501

TYPICAL WALL FOOTING REINFORCEMENT DETAIL

NOT TO SCALE

"2D", 2'-0" MIN

TRANSVERSE REINF

LONGITUDINAL REINF

WITH STANDARD

HOOK

6" MIN

FTG THICKNESS

(1'-0" MIN)

PROFILE

F.S. F.S.

PLAN DETAIL

WALL FOOTING,

PER PLAN

WALL,

PER PLAN

2"

CLR

1'-0"

MIN

NOTE:

1. FOOTING STEP LOCATIONS AS SHOWN ON FOUNDATION PLAN ARE FOR BIDDING PURPOSES ONLY. FINAL STEP LOCATION IS

TO BE DETERMINED IN FIELD BY CONTRACTOR USING THE FOUNDATION PLAN, SPECIFICATIONS AND FIELD CONDITIONS.

2

S501 S501

TYPICAL STEPPED FOOTING DETAIL

NOT TO SCALE

PIPE SLEEVE,

NOTE 3

NOTE:

1. SEE PLUMBING, MECHANICAL, OR ELECTRICAL DRAWINGS FOR UTILITY LOCATIONS AND

ELEVATIONS.

2. COORDINATE SLOPE WITH OSHA REGULATIONS AND GEOTECH REPORT.

3. THE INNER DIAMETER OF THE PIPE SLEEVE SHALL BE A MINIMUM OF 2" GREATER THAN THE OUTER

DIAMETER OF THE UTILITY, ALL AROUND.

WALL FOOTING,

PER PLAN

FOR H ≤ 4'

CONCRETE FOOTING, SEE

TYPICAL STEPPED WALL

FOOTING DETAIL

1'-0"

MIN

WALL BEYOND, PER

PLAN

NOTE 2

3

S501 S501

TYPICAL SITE UTILITY LESS THAN 4' DEEP

NOT TO SCALE

LEAN CONCRETE

FILL OR #57 STONE

PIPE SLEEVE, NOTE 3

NOTE:

1. SEE PLUMBING, MECHANICAL, OR ELECTRICAL DRAWINGS FOR UTILITY LOCATIONS AND

ELEVATIONS.

2. COORDINATE SLOPE WITH OSHA REGULATIONS AND GEOTECH REPORT.

3. THE INNER DIAMETER OF THE PIPE SLEEVE SHALL BE A MINIMUM OF 2" GREATER THAN THE

OUTER DIAMETER OF THE UTILITY, ALL AROUND.

WALL FOOTING, PER

PLAN

FOR H > 4'

1'-0" 1'-0"

WALL BEYOND, PER

PLAN

4

S501 S501

TYPICAL SITE UTILITY GREATER THAN 4' DEEP

NOT TO SCALE

WALL, PER PLAN

(2) ADDED #4 X EXCAVATION

WIDTH PLUS 10'-0" LOCATE 2"

CLEAR FROM TOP OF FOOTING

AND CENTERED ON THE

EXCAVATION

CONCRETE FOOTING,

PER PLAN

PIPE SLEEVE

UTILITY PIPE

LEAN CONCRETE FILL OR #57 STONE

NOTE:

1. LINE PIPE SLEEVE WITH 1" MIN COMPRESSIBLE MATERIAL

5

S501 S501

TYPICAL SECTION

AT UTILITY BELOW FOOTING WALL

NOT TO SCALE

WATERPROOFING AND

DRAINAGE BOARD PER

ARCH DWGS

SUBDRAINAGE

PIPE, NOTE 3

GRANULAR FILL, PER

STRUCTURAL NOTE Q3

SLAB-ON-GRADE,

PER PLAN

VAPOR BARRIER

CONCRETE WALL,

PER PLAN

PERMEABLE

GEOTEXTILE

FABRIC,

NOTE 2

FILTER MATERIAL,

NOTE 1

NOTES:

1. FILTER MATERIAL SHALL CONFORM TO THE GRADATION REQUIREMENTS FOR AASHTO

M-43, NO. 7.

2. PERMEABLE FABRIC SHALL HAVE EQUIVALENT OPENING SIZE NOT LARGER THAN NO.

70 U.S. STANDARD SIEVE SIZE.

3. SUBDRAINAGE PIPING SHALL BE 4" DIAMETER SLOTTED CORRUGATED POLYETHYLENE

(PE) TUBING ACCORDING TO ASTM F-405 WITH MAXIMUM

1

8

" SLOT WIDTH. PIPE SHALL

EXTEND TO A STORM SEWER OR SUITABLE GRAVITY OUTLET.

BACKFILL

CONCRETE FOUNDATION,

PER PLAN

6

S501 S501

FOUNDATION DRAIN DETAIL

NOT TO SCALE

#4@12"O.C.,

E.W., E.F.

#4@12"O.C., T&B

(3)#4 CONT, T&B

EQ EQ

3" CLR

TYP

2'-0"

1'-0"

7

S121 S501

TYPICAL WALL SECTION

SCALE: 3/4" = 1'-0"

SLAB-ON-GRADE,

PER PLAN

DOWELS TO MATCH

WALL REINF

1/4" ISOLATION JOINT

MATERIAL, PER SPECS

METAL WALL PANEL,

PER ARCH DWGS

GRAPHIC SCALE

3/4" = 1'-0"

0 2' 3'1'




4'ON

E EI

GHTH

INCH

= O

NE F

OOT

( 1/8"

= 1'

-0" )

08'

16'

04'

8'4'

04'

02'

6"0

02'

6"0

1'6"

6"ON

E QU

ATER

INCH

= O

NE F

OOT

( 1/4"

= 1'

-0" )

THRE

E EI

GHTH

S IN

CH =

ONE

FOO

T ( 3

/8" =

1'-0

" )ON

E HA

LF IN

CH =

ONE

FOO

T ( 1

/2" =

1'-0

" )TH

REE

QUAT

ERS

INCH

= O

NE F

OOT

( 3/4"

= 1'

-0" )

ONE

INCH

= O

NE F

OOT

( 1" =

1'-0

" )ON

E AN

D ON

E HA

LF IN

CHES

= O

NE F

OOT

( 1 1/

2" =

1'-0

" )TH

REE

INCH

ES =

ONE

FOO

T ( 3

" = 1'

-0" )






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03/17/16

TMP CAD

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S502

1

S121 S502

COMBINED COLUMN FOOTING DETAIL

SCALE: 3/4" = 1'-0"

2'-0"2'-0" 2'-6"

6'-6"

(6) #6 BOTTOM

BARS, E.W.

CONC PIER, TYP OF 2

CONC WALL, TYP

3" CLR

TYP

NOTES:

1. SEE COLUMN SCHEDULE ON SHEET S601 FOR SIZES OF CONCRETE PIERS.

TRANSVERSE WALL

FOOTING REINF, PER

7/S501, TYP

LONGITUDINAL WALL FOOTING

REINF, PER 7/S501, TYP.

CONTINUE REINF THROUGH

COMBINED FOOTING.

3

S121 S502


SCALE: 3/4" = 1'-0"

2'-0"2'-0" 2'-6"

6'-6"

(5) #6 BOTTOM

BARS, E.W.

CONC PIER, TYP OF 2

CONC WALL, TYP

3" CLR

TYP

NOTES:


TRANSVERSE WALL

FOOTING REINF, PER

7/S501, TYP




COMBINED FOOTING.

2

S121 S502


SCALE: 3/4" = 1'-0"

2'-0"2'-6" 3'-6"

8'-0"

(9) #6 BOTTOM

BARS, E.W.

CONC PIER, TYP OF 2

CONC WALL, TYP

3" CLR

TYP

NOTES:


TRANSVERSE WALL

FOOTING REINF, PER

7/S501, TYP




COMBINED FOOTING.

GRAPHIC SCALE

3/4" = 1'-0"

0 2' 3'1'




4'ON

E EI

GHTH

INCH

= O

NE F

OOT

( 1/8"

= 1'

-0" )

08'

16'

04'

8'4'

04'

02'

6"0

02'

6"0

1'6"

6"ON

E QU

ATER

INCH

= O

NE F

OOT

( 1/4"

= 1'

-0" )

THRE

E EI

GHTH

S IN

CH =

ONE

FOO

T ( 3

/8" =

1'-0

" )ON

E HA

LF IN

CH =

ONE

FOO

T ( 1

/2" =

1'-0

" )TH

REE

QUAT

ERS

INCH

= O

NE F

OOT

( 3/4"

= 1'

-0" )

ONE

INCH

= O

NE F

OOT

( 1" =

1'-0

" )ON

E AN

D ON

E HA

LF IN

CHES

= O

NE F

OOT

( 1 1/

2" =

1'-0

" )TH

REE

INCH

ES =

ONE

FOO

T ( 3

" = 1'

-0" )






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03/17/16

TMP CAD

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03/25/15



S503

10

S503 S503

PEDESTRIAN BOLLARD DETAIL

NOT TO SCALE

NOTES:

1. PROVIDE DECORATIVE BOLLARD COVER PER

ARCHITECTURAL DRAWINGS.

2'-0"Ø

PIPE 6 STD., CONCRETE

FILLED

(E) 6"± CONC SOG

CONCRETE FOUNDATION

REINFORCED W/ (6) #5 VERT

AND 3# TIES @ 12" O.C.

SLAB-ON-GRADE

SECTIONSLAB MARK REINFORCING DESCRIPTION

4" CONCRETE SLAB-ON-GRADE,

REINFORCED AS INDICATED, OVER 4"

GRANULAR FILL

#4 @ 12"

O.C., E.W.

SG1

VAPOR BARRIER

1

S503 S503

SLAB-ON-GRADE SECTION

NOT TO SCALE

2

S503 S503

SLAB-ON-GRADE CONTRACTION/CONTROL

JOINT DETAIL

NOT TO SCALE

3"

CLR

3"

CLR

NOTES:

1. SEE SLAB-ON-GRADE SECTION 1/S503 FOR SLAB

REINFORCING AND INFORMATION NOT SHOWN.

SAW CUT JOINT, SEE

DETAIL 4/S503

VAPOR BARRIER

INTERRUPT BARS AT

JOINT LOCATIONS

SLAB-ON-GRADE,

PER PLAN

3

S503 S503

SLAB-ON-GRADE DOWELED

CONSTRUCTION JOINT DETAIL

NOT TO SCALE

3"

MAX

3"

MAX

VAPOR BARRIER

NOTE:

1. SEE SLAB-ON-GRADE SECTION 1/S503 FOR SLAB

REINFORCING AND INFORMATION NOT SHOWN.

INTERRUPT BARS AT

JOINT LOCATIONS

DOWELS, PER

SLAB-ON-GRADE DOWEL

SCHEDULE, 5/S503

SLAB-ON-GRADE,

PER PLAN

4

S503 S503

SAW CUT JOINT DETAIL

NOT TO SCALE

1

8

" MAX FOR SEMI-RIGID JOINT SEALANT

1

4

" FOR ELASTOMERIC JOINT SEALANT

JOINT SEALER AND

BACKER ROD,

PER SPECIFICATIONS

NOTE:

1. SAW CUT SHALL BE MADE WITH AN ULTRA EARLY ENTRY SAW AND CUT

WITHIN 2 HOURS AFTER FINISHING AND PRIOR TO FINAL SET.

7

S503 S503

EDGE OF SLAB ISOLATION JOINT DETAIL

NOT TO SCALE

CONCRETE WALL,

PER PLAN

1

4

" ISOLATION JOINT

MATERIAL, PER SPECS

#4 CONT W/ CORNER DOWELS

#4 DOWELS AT 12" O.C.

2'-0"

SLAB-ON-GRADE,

PER PLAN

FINISHED GRADE

OR PAVEMENT,

PER CIVIL DWGS

#4 @ 12" O.C.,

E.W., E.F.

EQ

SLAB-ON-GRADE,

PER PLAN

CONCRETE FOOTING,

PER PLAN

#4 VERTICAL DOWEL,

W/STANDARD HOOK,

@ 12" O.C., TYP OF 2

PER PLAN

AT THRESHOLD, ADD #4 BARS

@ 12" O.C., 3'-0" LONG,

CENTERED IN DOOR OPENING

8

S503 S503

TYPICAL SECTION AT EDGE OF SLAB

NOT TO SCALE

9

S503 S503

TYPICAL HOUSEKEEPING PAD

NOT TO SCALE

#4 @ 12" O.C.

NOTE 2 NOTE 2

SLAB-ON-GRADE,

PER PLAN

#4 DOWELS @

12" O.C.

DRILL AND EPOXY

#4 DOWELS INTO

SLAB AT 12" O.C., 4"

EMBEDMENT

ROUGHEN SURFACE

AND APPLY EPOXY

BONDING AGENT

NOTES:

1. COORDINATE HOUSEKEEPING PAD SIZE AND LOCATION WITH APPROVED MECHANICAL

SHOP DRAWINGS.

2. PROVIDE A MINIMUM 6" CLEAR DISTANCE BETWEEN EQUIPMENT AND EDGE OF CURB.

MEP EQUIPMENT

NOTE 1

6

S503 S503

TYPICAL ISOLATION JOINT AT COLUMN

NOT TO SCALE

90°

ISOLATION JOINT,

TYP

CONTROL JOINT

PER PLAN, TYP

INTERIOR COLUMN

EXTERIOR

COLUMN

ISOLATION JOINT,

TYP

5

S503 S503

SLAB-ON-GRADE DOWEL SCHEDULE

NOT TO SCALE

DOWEL SIZE AND SPACING FOR

ROUND, SQUARE, AND

RECTANGULAR DOWELS

DOWEL DIMENSIONS AND SPACING

SLAB

DEPTH

5" TO 6"

ROUND SQUARE RECTANGULAR

3

4

" x 14"

@ 12" O.C.

3

4

" x 14"

@ 14" O.C.

3

8

" x 2" x 12"

@ 19" O.C.

7" TO 8"

1" x 16"

@ 12" O.C.

1

2

" x 2

1

2

" x 12"

@ 18" O.C.

1" x 16"

@ 14" O.C.

DOWEL SIZE AND SPACING FOR

DIAMOND-SHAPED LOAD PLATES

DIAMOND LOAD PLATE

DIMENSIONS AND SPACING

SLAB

DEPTH

5" TO 6"

1

4

" x 4

1

2

" x 4

1

2

" @ 18" O.C.

7" TO 8"

3

8

" x 4

1

2

" x 4

1

2

" @ 18" O.C.

NOTES:

1. LIGHTLY GREASE ONE END OF DOWEL PROVIDE COMPRESSIBLE MATERIAL ON VERTICAL FACES OF SQUARE AND

RECTANGULAR BARS.

2. DO NOT LOCATE GREASED DOWELS, DOWELS WRAPPED IN COMPRESSIBLE MATERIAL, OR DIAMOND PLATES

WITHIN 12" OF SLAB JOINT INTERSECTION.

3. DOWELS AND PLATES SHALL BE EITHER ASTM A615 OR ASTM A36 STEEL.

4'ON

E EI

GHTH

INCH

= O

NE F

OOT

( 1/8"

= 1'

-0" )

08'

16'

04'

8'4'

04'

02'

6"0

02'

6"0

1'6"

6"ON

E QU

ATER

INCH

= O

NE F

OOT

( 1/4"

= 1'

-0" )

THRE

E EI

GHTH

S IN

CH =

ONE

FOO

T ( 3

/8" =

1'-0

" )ON

E HA

LF IN

CH =

ONE

FOO

T ( 1

/2" =

1'-0

" )TH

REE

QUAT

ERS

INCH

= O

NE F

OOT

( 3/4"

= 1'

-0" )

ONE

INCH

= O

NE F

OOT

( 1" =

1'-0

" )ON

E AN

D ON

E HA

LF IN

CHES

= O

NE F

OOT

( 1 1/

2" =

1'-0

" )TH

REE

INCH

ES =

ONE

FOO

T ( 3

" = 1'

-0" )






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TMP CAD

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03/25/15



S504

20'-4"

(E) 8" CMU WALL

CONT L3-1/2x3-1/2x1/4 W/ 1/2"Ø

ADHESIVE ANCHORS @ 18"

O.C., EACH SIDE OF SLAB

2

S401 S504

RAISED SLAB SECTION

SCALE: 3/8" = 1'-0"

NOTES:


T.O. SLAB

ELEV = 37'-6"±

NOTE 1

T.O. (E) SOG

ELEV = 33'-6"±

1

S401 S504

RAISED SLAB SECTION

SCALE: 3/8" = 1'-0"

20'-4"±

DEMOLISH TOP 6" OF (E)

CONC WALL TO ALLOW

CONC SLAB TO SIT ON TOP

OF WALL

#4 @ 12" O.C., E.W.

#4 @ 12" O.C., E.W.

4'-11"±4'-11" 5'-3"5'-3"

T.O. SLAB

ELEV = 37'-6"±

NOTE 1

T.O. (E) SOG

ELEV = 33'-6"±

NOTES:


2. DOWEL VERTICAL WALL REINFORCING AND DOWELS INTO EXISTING CONCRETE WALL WITH ADHESIVE OR GROUT.

C

L

WALLC

L

WALLC

L

WALL

1'-0"

1 1/2" CLR

TYP

(E) 12" CONC WALL

#4 DOWELS @ 12" O.C.

3'-6"

3'-9"


3'-6"

9"

GRAPHIC SCALE

0 4' 6'

3/8" = 1'-0"

2'




3

S504 S504

TYPICAL MASONRY WALL

BOND ANGLE PLAN OR DETAIL

NOT TO SCALE

MASONRY INFILL,

PER PLAN

(E) MASONRY

WALL

L4x3x1/4" CONT WITH 3/4"Ø

MASONRY ADHESIVE

ANCHORS AT 24" O.C.

EMBEDDED 4 1/4" INTO SOLID

MASONRY ONLY, NOTE 2

NOTES

1. THIS DETAIL APPLIES AT ALL WALL INFILL AND ALL CMU

WALLS THAT ABUT EXISTING, AND AT EACH SIDE (TOP,

SIDES, AND BOTTOM) OF PENETRATION TO BE INFILLED.

2. WHERE EXISTING STEEL LINTELS ARE ENCOUNTERED AT

TOP OF PENETRATION, WELD ANGLE TO LINTEL WITH 3/16"

FILLET WELDS, 2" LONG @ 12" O.C., BOTH SIDES OF ANGLE.

4

S111 S504

ROLL-UP DOOR LINTEL SECTION

NOT TO SCALE

NOTES:

1. PROVIDE BEARING PLATE WIDTH TO MATCH WALL

THICKNESS.

2. VERTICAL PLATES SHALL BE 3/16" PLATES AT 16" ON

CENTER, MAXIMUM.

3. HUNG PLATE SHALL BE CONTINUOUS 3/8" PLATES WITH

WIDTHS = WALL WIDTH - 1/2".

4. SEE DETAIL 5/S504 FOR MASONRY LINTEL BEARING

DETAIL.

LINTEL, PER PLAN

SOLID MASONRY

INFILL

VERTICAL ⅊,NOTE 2

3/8" BEARING

⅊, NOTE 1

(E) MASONRY WALL,

PER PLAN

HUNG ⅊, NOTE 3

8" BRG,

MIN

2'-8"

NOTE 1

SOLID MASONRY

INFILL

DOOR OR WALL

OPENING, PER PLAN

VERTICAL AND HUNG

⅊, PER 4/S504

8"x6"x1/2"

BEARING ⅊

LINTEL, PER PLAN

(2) L2x2x1/4 x 0'-4"

LONG MASONRY

WEB ANGLES

NOTES:

1. IF WALL DIMENSIONS DO NOT ALLOW 2'-8" GROUT

CONDITION, GROUT SOLID VERTICALLY TO FLOOR LEVEL.

GROUT MASONRY

CELLS SOLID

(E) MASONRY WALL,

PER PLAN

3 SIDES

5

S504 S504

MASONRY LINTEL BEARING DETAIL

NOT TO SCALE

X X XX X X

6

S111 S504

RECESSED FLOOR SCALE SLAB SECTION

SCALE: 1" = 1'-0"

NOTES:

1. SAW CUT AND REMOVE PORTION OF EXISTING CONCRETE SLAB-ON-GRADE.

2. COORDINATE DIMENSIONS WITH FLOOR SCALE MANUFACTURER.

5'-0 1/2"

NOTE 2

6" 4'-0 1/2" CLR

BETWEEN ANGLES, NOTE 2

6"

(E) CONC SLAB-ON-GRADE,

NOTE 1

T.O. SLAB

ELEV = 37'-6"±

#4 U-SHAPED BARS

@ 12" O.C., E.W.

#4 CONT AROUND PERIMETER,

W/ CORNER BARS

ANGLE AND HEADED

STUD PER FLOOR SCALE

MANUFACTURER, TYP


DOWEL INTO (E) SLAB W/

ADHESIVE OR GROUT, TYP

4" 6"

8

S111 S504

(E) TRENCH DRAIN INFILL SECTION

SCALE: 1" = 1'-0"

NOTES:

1. PROVIDE CONTROL JOINTS PER 2/S503 TO MATCH EXISTING SLAB-ON-GRADE CONTROL JOINT LOCATIONS.

1'-6"±

4"±

1'-6"±

T.O. SLAB

ELEV = 37'-6"±

1'-0"±1'-0"± 2'-0"±

(E) CONC TRENCH

DRAIN STRUCTURE

CONC TRENCH INFILL W/

(6)#4 CONT, TYP OF 2

X X X

7

S111 S504

(E) CURB AND SLAB DEMO AND INFILL SECTION

SCALE: 1" = 1'-0"

NOTES:

1. SAW CUT AND REMOVE EXISTING CONCRETE SLAB-ON-GRADE AND CURB TO THE EXTENT SHOWN ON PLAN.

(E) CONC WALL

T.O. SLAB

ELEV = 37'-6"±

#4 U-SHAPED BARS

@ 12" O.C., E.W.

(E) SLAB SUBGRADE


AROUND PERIMETER OF INFILL

SLAB. DOWEL INTO (E) SLAB W/

ADHESIVE OR GROUT, TYP

6" 1'-0"

(E) CONC SLAB-ON-

GRADE, NOTE 1

6'-8"±

1/4" ISLOATION JOINT

MATERIAL, PER SPECS

9

S504 S504

TYPICAL HOUSEKEEPING PAD - ELEVATED SLAB

NOT TO SCALE

#4 @ 12" O.C.

NOTE 2 NOTE 2

(E) CONC ON

MTL DECK

#4 DOWELS @

12" O.C.

DRILL AND EPOXY

#4 DOWELS INTO

SLAB AT 12" O.C., 2"

EMBEDMENT

ROUGHEN SURFACE

AND APPLY EPOXY

BONDING AGENT

NOTES:

1. COORDINATE HOUSEKEEPING PAD SIZE AND LOCATION WITH APPROVED MEP SHOP

DRAWINGS.

2. PROVIDE A MINIMUM 6" CLEAR DISTANCE BETWEEN EQUIPMENT AND EDGE OF CURB.

X X X X X X X X X X X X X X

MEP EQUIPMENT

NOTE 1

4'ON

E EI

GHTH

INCH

= O

NE F

OOT

( 1/8"

= 1'

-0" )

08'

16'

04'

8'4'

04'

02'

6"0

02'

6"0

1'6"

6"ON

E QU

ATER

INCH

= O

NE F

OOT

( 1/4"

= 1'

-0" )

THRE

E EI

GHTH

S IN

CH =

ONE

FOO

T ( 3

/8" =

1'-0

" )ON

E HA

LF IN

CH =

ONE

FOO

T ( 1

/2" =

1'-0

" )TH

REE

QUAT

ERS

INCH

= O

NE F

OOT

( 3/4"

= 1'

-0" )

ONE

INCH

= O

NE F

OOT

( 1" =

1'-0

" )ON

E AN

D ON

E HA

LF IN

CHES

= O

NE F

OOT

( 1 1/

2" =

1'-0

" )TH

REE

INCH

ES =

ONE

FOO

T ( 3

" = 1'

-0" )






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03/17/16

TMP CAD

PERRY POINT, MD



03/25/15



S505

6

S121 S505

RETAINING WALL SECTION

NOT TO SCALE

3" CLR

TYP

6'-6"

2" CLR

TYP

1'-0"

2'-0"

DOWEL TO MATCH

WALL REINF

#6@12" O.C.

VERT REINF

#4@12" O.C.

HORIZ REINF

3'-6"

SLAB-ON-GRADE,

PER PLAN

#6@12" O.C.

T&B

CONT #4@12"

O.C. T&B

1/4" ISOLATION JOINT

MATERIAL, PER SPECS

METAL WALL PANEL,

PER ARCH DWGS

LAP

SPLICE

STANDARD

HOOK

STANDARD

HOOK

PER

PLAN

PER

PLAN

STANDARD HOOK 'd',

SEE WALL HOOK

SCHEDULE

CORNER REINF

MATCH HORIZ REINF

PER PLAN AND

WALL SCHEDULE

T-INTERSECTIONOUTSIDE CORNER

0"

LAP

SPLICE

U-BARS SIZE & SPACING

TO MATCH HORIZONTAL

REINFORCING

1

S505 S505

TYPICAL CONCRETE DOUBLE

REINFORCED WALL PLAN DETAILS

NOT TO SCALE

#4 x 4'-0" LONG DOWELS

CENTERED IN WALL, SPACING TO

MATCH HORIZONTAL

REINFORCING

CONTROL JOINT

CONSTRUCTION JOINT

WALL REINFORCING

CHAMFER

WALL REINFORCING,

DISCONTINUOUS AT

JOINT

KEY 0.1tx0.2t, MIN

MAXIMUM JOINT SPACING IS 25'-0"

NOTE:

1. PLACEMENT OF CONCRETE BETWEEN ADJACENT SECTIONS OF WALL

SHALL BE SEPARATED BY 48 HOURS MINIMUM.

2"

2"

EARTH SIDE/ EXTERIOR FACE

INSIDE / INTERIOR FACE

EARTH SIDE/ EXTERIOR FACE

INSIDE / INTERIOR FACE

WATERSTOP, PER

SPECIFICATIONS

0.1t

2

S505 S505

TYPICAL WALL JOINT DETAILS

NOT TO SCALE

2"

FOOTING DOWEL SCHEDULE

b

(in)

a

(in)

BAR NO.

#3 18 6

#4 24 8

#5 30 10

#6 36 12

a

#7 42 14

#8 48 16

3

S505 S505

FOOTING

DOWEL SCHEDULE

NOT TO SCALE

3" CLR

TYP

FOOTING REINF, PER

COLUMN SCHEDULE

WALL REINF

TIES, PER COLUMN

SCHEDULE

PIER REINFORCING, PER

COLUMN SCHEDULE

DOWELS TO MATCH

VERTICAL WALL

REINF

DOWELS TO MATCH

PIER REINF

1

4

" ISOLATION JOINT

MATERIAL, PER SPECS

SLAB-ON-GRADE,

PER PLAN

WALL REINF, CONTINUE

THROUGH PIER

FTG SIZE AND REINF

PER COL SCHEDULE

T.O. SLAB

SEE PLAN

5

S505 S505

4

S121 S505

WALL/PIER SECTION

SCALE: 3/4" = 1'-0"

COLUMN, PER SCHEDULE

BASE PLATE AND

ANCHOR BOLTS, PER

COLUMN SCHEDULE

1" NON-SHRINK GROUT

1

S505 S506

WALL FOOTING

REINF, CONTINUE

THROUGH PIER

FILL WITH MASTIC

CAULKING OR

RUBBER STRIP

STOP HORIZONTAL

REINFORCING @

CONTROL JOINT

t/4

t

PER PLAN

VERTICAL REINF, PER

COLUMN SCHEDULE

TIES AND CROSS TIES

PER COLUMN

SCHEDULE,

ALTERNATE CROSS

TIES, CENTER

REINFORCING ON

GRIDLINE

INTERSECTION

WALL REINF, CONTINUE

THROUGH PIER

AT CONTROL JOINT

BETWEEN CONTROL

JOINTS

t

PER PLAN

5

S505 S505

WALL/PIER INTERFACE DETAIL

SCALE: 3/4" = 1'-0"

GRAPHIC SCALE

3/4" = 1'-0"

0 2' 3'1'




7

S121 S505

WALL/PIER SECTION AT EXISTING BUILDING

NOT TO SCALE

4'-0"

SQUARE

2'-6"±

(E) CONC WALL

(E) CONC WALL FTG

NOTES:

1. SEE 4/S505 FOR INFORMATION NOT SHOWN

DOWELS TO MATCH

VERTICAL WALL

REINF

(4) #6

(2) #6

(3) #6

DOWELS TO MATCH

PIER REINF

4'ON

E EI

GHTH

INCH

= O

NE F

OOT

( 1/8"

= 1'

-0" )

08'

16'

04'

8'4'

04'

02'

6"0

02'

6"0

1'6"

6"ON

E QU

ATER

INCH

= O

NE F

OOT

( 1/4"

= 1'

-0" )

THRE

E EI

GHTH

S IN

CH =

ONE

FOO

T ( 3

/8" =

1'-0

" )ON

E HA

LF IN

CH =

ONE

FOO

T ( 1

/2" =

1'-0

" )TH

REE

QUAT

ERS

INCH

= O

NE F

OOT

( 3/4"

= 1'

-0" )

ONE

INCH

= O

NE F

OOT

( 1" =

1'-0

" )ON

E AN

D ON

E HA

LF IN

CHES

= O

NE F

OOT

( 1 1/

2" =

1'-0

" )TH

REE

INCH

ES =

ONE

FOO

T ( 3

" = 1'

-0" )






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03/17/16

TMP CAD

PERRY POINT, MD



03/25/15



S506

1

S501 S506

BASEPLATE PLAN DETAIL

S505

NOT TO SCALE

(4) HEADED ANCHOR

BOLTS, PER COLUMN

SCHEDULE

COLUMN, PER

COLUMN SCHEDULE

B

PER SCHEDULE

1 1/2" 1 1/2"

BASEPLATE, PER

COLUMN SCHEDULE

GRAPHIC SCALE

0

1" = 1'-0"

1' 2'1/2'




BEAM, PER PLAN

ROOF DECK, PER PLAN

T.O. STEEL

PER PLAN

3'-0"

COLUMN, PER

COLUMN

SCHEDULE

W.P.

W.P.

KNEE BRACE,

PER PLAN

NOTES:

1. OTHER BEAMS AND KNEE BRACES NOT SHOWN, WHERE APPLICABLE,

FOR CLARITY. SEE PLAN FOR FRAMING LOCATIONS AND QUANTITIES.

2

S506 S506

ROOF KNEE BRACE

CONNECTION DETAIL

SCALE: 1" = 1'-0"

SHEAR CONNECTION

TO BE DESIGNED BY

STEEL FABRICATOR

L6x3x3/8 x

10" LONG

3

S506 S506

BEAM AXIAL DESIGN LOAD SCHEDULE

NOT TO SCALE

BRACED FRAME

GRID

BEAM AXIAL DESIGN LOAD SCHEDULE

7

9a

d'

c

NOTES:

1. DESIGN BEAM TO COLUMN CONNECTIONS

ALONG THE SPECIFIED GRIDLINES FOR

THE AXIAL TENSION AND COMPRESSION

FORCES PROVIDED.

2. LOADS PROVIDED ARE FACTORED PER

LRFD, IBC 2012, AND ARE IN UNITS OF

KIPS.

3. SEE PLANS FOR VERTICAL REACTIONS.

1', 8'

COMPRESSION

(k)

19

TENSION (k)

14

8

7

24

50

8

2

8

8

3', 6'

b, d3647

26 37

4'ON

E EI

GHTH

INCH

= O

NE F

OOT

( 1/8"

= 1'

-0" )

08'

16'

04'

8'4'

04'

02'

6"0

02'

6"0

1'6"

6"ON

E QU

ATER

INCH

= O

NE F

OOT

( 1/4"

= 1'

-0" )

THRE

E EI

GHTH

S IN

CH =

ONE

FOO

T ( 3

/8" =

1'-0

" )ON

E HA

LF IN

CH =

ONE

FOO

T ( 1

/2" =

1'-0

" )TH

REE

QUAT

ERS

INCH

= O

NE F

OOT

( 3/4"

= 1'

-0" )

ONE

INCH

= O

NE F

OOT

( 1" =

1'-0

" )ON

E AN

D ON

E HA

LF IN

CHES

= O

NE F

OOT

( 1 1/

2" =

1'-0

" )TH

REE

INCH

ES =

ONE

FOO

T ( 3

" = 1'

-0" )






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03/17/16

TMP CAD

PERRY POINT, MD



03/25/15



S507

4

S507 S507

JOIST REINFORCING

ELEVATION DETAIL

NOT TO SCALE

NOTE 1

STEEL JOIST, PER

PLAN

ADDITIONAL (2)

L1

1

2

x1

1

2

x

1

4

" BRACE

AS REQUIRED

PER NOTE 1

NOTE 1

ADDITIONAL (2)

L1

1

2

x1

1

2

x

1

4

" BRACE AS

REQUIRED PER NOTE 1

NOTES:

1. ANGLE BRACE MUST BE ADDED TO JOIST WHEN A CONCENTRATED LOAD GREATER THAN 50

POUNDS IS PLACED, OR HUNG, ON THE JOIST MORE THAN 6" AWAY FROM A PANEL POINT.

2. LIMIT THE CONCENTRATED LOAD TO 250 POUNDS.

3. ROOF SUPPORT ANGLE AND ANGLE SUPPORT BRACKET NOT SHOWN FOR CLARITY. SEE

DETAIL 5/S507.

4. ATTACHMENTS MUST BE CONCENTRIC TO THE CHORD.

TYP

3

16

ROOF DECK,

PER PLAN

1

S507 S507

SPECIAL JOIST LOAD SCHEDULE

NOT TO SCALE

MARK

DEAD LOAD

(PLF)

SNOW LOAD

(PLF)

SPECIAL JOIST LOAD SCHEDULE

SP1 95 290

DEAD LOAD

SNOW LOAD

SP2

SP4

SEE PLAN

SP3

95 221

95 152

95 90

NOTES:

1. SNOW LOADS LISTED INCLUDE SNOW DRIFT LOADING. SNOW LOADS

PROVIDED ARE GREATER THAN CODE REQUIRED ROOF LIVE LOAD AND

THEREFORE CONTROL DESIGN.

2. SEE STRUCTURAL NOTES FOR WIND UPLIFT LOADING REQUIREMENTS.

3. LOADS PROVIDED ARE UNFACTORED & CALCULATED IN ACCORDANCE

WITH IBC, REFERENCED IN THE STRUCTURAL NOTES.

4. WEB CONFIGURATION SHOWN IS SCHEMATIC. ACTUAL CONFIGUATION

MAY VARY FROM THAT SHOWN.

5. DIMENSIONS DENOTED WITH AN * SHALL BE COORDINATED WITH THE

AHU SELECTED AND SHALL BE ADJUSTED AS NECESSARY.SP5 101 90

AHU LOAD 1

L1 (LB)

-

-

600

AHU CRUB 1

C1

15'-1" * 6'-1" *

-

-

-

-

-

-

-

-

-

-

AHU CURB 1

C1

AHU CURB 2

C2

GRID 2

c

GRID 1

d'

-

-

-

-

-

-

-

-

AHU LOAD 2

L2 (LB)

AHU CRUB 2

C2

-

-

600

-

-

AHU LOAD 2 (L2)AHU LOAD 1 (L1)

2

S507 S507

K SERIES JOIST

BEARING ON BEAM DETAIL

NOT TO SCALE

1

2

" CLR

MIN

2

1

2

"

MIN

2

1

2

"

MIN

BEAM, PER PLAN

FOR "bf" > 5

1

2

"

ALIGN JOISTS

FOR "bf" < 5

1

2

"

STAGGER JOISTS

NOTES:

1. COORDINATE WITH PLANS, SECTIONS, AND DETAILS FOR JOIST SIZE AND

END CONDITIONS

2. PROVIDE TWO KICKERS PER BEAM, ONE EACH SIDE, LOCATED AT THE

MID-SPAN OF THE BEAM. WHERE A JOIST DOES NOT OCCUR AT

MID-SPAN, PLACE KICKERS AT NEAREST JOIST TO MID-SPAN.

3. STEEL DECK NOT SHOWN FOR CLARITY, SEE PLAN FOR SIZE AND TYPE.

STEEL JOIST,

PER PLAN

STEEL JOIST, PER PLAN

L2x2x

3

16

KICKER,

SEE NOTE 2

PLACE AS CLOSE TO PANEL

POINT AS POSSIBLE. FASTEN

TO BEAM AND JOIST W/

3

16

"

FILLET WELDS.

3

S507 S507

K SERIES JOIST TO

COLUMN CONNECTION DETAIL

NOT TO SCALE

COLUMN, PER

COLUMN

SCHEDULE

2

1

2

"

MIN

1/2" THICK

STEEL PLATE

STEEL JOIST,

PER PLAN

1

2

"

1

2

"

NOTES:

1. STEEL DECK NOT SHOWN FOR CLARITY, SEE PLAN FOR SIZE AND

TYPE.

2. PROVIDE 2

1

2

" MINIMUM JOIST BEARING ON STEEL CAP PLATE.

3. PROVIDE JOIST ANCHORAGE TO CAP PLATE PER SJI.

5

S507 S507

TYPICAL METAL ROOF DECK

FRAMING AT OPENING

NOT TO SCALE

'B'

NOTES:

1. COORDINATE OPENING LOCATION AND QUANTITY W/ ARCHITECTURAL AND

MECHANICAL DRAWINGS.

2. ANGLE SIZE BASED ON LARGER OF 'A' OR 'B'.

3. IF OPENING FRAMING IS NOT SUPPORTED DIRECTLY AT A STEEL JOIST

PANEL POINT, REINFORCE STEEL JOISTS PER DETAIL 4/S507.

L3x3x

1

4

FOR OPENINGS 2'-0" OR

SMALLER

L4x4x

1

4

FOR OPENINGS 2'-1"

THRU 4'-0" MAX

L6x4x

5

16

(LLV) FOR OPENINGS

4'-1" THRU 6'-0" MAX

C6x10.5 FOR OPENINGS 6'-1"

THRU 8'-0" MAX

C8x11.5 FOR OPENINGS 8'-1"

THRU 10'-0" MAX

STEEL

BEAM OR

JOIST

STEEL

BEAM OR

JOIST

5A

S507 S507

SECTION

NOT TO SCALE

6

S122 S507

ROOF JOINT AT (E) LOW ROOF

SCALE: 1-1/2" = 1'-0"


1'-0"

OVERLAP

ROOF DECK, PER PLAN

L8x6x3/4 x 0'-6" LONG, LLH(E) STEEL BEAM

(E) ROOF DECK

2 1/2"

MIN

7

S122 S507

ROOF JOINT AT (E) LOW ROOF

SCALE: 1-1/2" = 1'-0"

1'-0"

OVERLAP

(E) ROOF DECK

(E) STEEL BEAM

ROOF DECK, PER PLAN

8

S122 S507

EXPANSION JOINT AT LOW ROOF

SCALE: 1-1/2" = 1'-0"

2" EXPANSION

JOINT

ROOF DECK, PER PLAN

BEAM, PER PLAN

WALL PANEL, PER ARCH DWGS

GRAPHIC SCALE




0

1-1/2" = 1'-0"

1' 1 1/2'1/2'

9

S123 S507

EXPANSION JOINT AT HIGH ROOF

SCALE: 1-1/2" = 1'-0"

1'-0"

OVERLAP

2" EXPANSION

JOINT


ROOF DECK, PER PLAN

BEAM, PER PLAN

ROOF DECK TO MATCH

(E) ROOF DECK PROFILE

IF NEEDED TO FILL GAP

(E) STEEL BEAM

(E) ROOF DECK

SEE PLAN

4'ON

E EI

GHTH

INCH

= O

NE F

OOT

( 1/8"

= 1'

-0" )

08'

16'

04'

8'4'

04'

02'

6"0

02'

6"0

1'6"

6"ON

E QU

ATER

INCH

= O

NE F

OOT

( 1/4"

= 1'

-0" )

THRE

E EI

GHTH

S IN

CH =

ONE

FOO

T ( 3

/8" =

1'-0

" )ON

E HA

LF IN

CH =

ONE

FOO

T ( 1

/2" =

1'-0

" )TH

REE

QUAT

ERS

INCH

= O

NE F

OOT

( 3/4"

= 1'

-0" )

ONE

INCH

= O

NE F

OOT

( 1" =

1'-0

" )ON

E AN

D ON

E HA

LF IN

CHES

= O

NE F

OOT

( 1 1/

2" =

1'-0

" )TH

REE

INCH

ES =

ONE

FOO

T ( 3

" = 1'

-0" )






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03/17/16

TMP CAD

PERRY POINT, MD



03/25/15


COLUMN SCHEDULE

S601

COLUMN SCHEDULE

14"x13"x3/4"

(8) #8

24"x24"

37'-0"

SIZE

TOP ELEVATION

VERTICAL STEEL

PIER TIES

SIZE

REINFORCING

(BOT. E.W. - U.N.O.)

BASE PLATE

SIZE (N x B x tp)

FOOTING LOAD (KIPS)

ELEV = 32'-0"

FOUNDATION

ELEV = 37'-6"

GROUND FLOOR

ELEV = 48'-6", U.N.O.

LOW ROOF

ELEV = 63'-11", U.N.O.

HIGH ROOF

MARK A-7

#3@12 O.C.

ANCHORS 3/4"Ø

1

S601 S601

COLUMN SCHEDULE

NOT TO SCALE

a-1' a-3' a-6'b-1', d-1'

c-7 c-8a c-9a c-1' d'-7 d'-8a d'-9a

49 15 26 26 25 4651 50 82

ELEV = 63'-4"

b-3', b-6',

d-3', d-6'

ELEV = 63'-4"

b-2', b-7',

d-2', d-7'

ELEV = 63'-4"

b-4', d-4'

ELEV = 63'-4"

ELEV = 47'-11"

69

ELEV = 47'-11"

33

ELEV = 47'-11"

25 44

c-2', c-4', c-7'

40

c-3', c-6'

42 45 16

20"x16"x1/2" 21"x21"x1/2" 21"x21"x1/2" 20"x16"x1/2" 21"x21"x1/2"20"x16"x1/2" 20"x16"x1/2" 14"x13"x3/4" 14"x13"x3/4" 14"x13"x3/4" 20"x16"x1/2" 21"x21"x1/2"16"x14"x1/2" 14"x13"x3/4" 14"x13"x3/4" 14"x13"x3/4"

24"x24"

45'-2"

24"x24"

45'-2"

24"x24"

37'-0"

24"x24"

45'-2"

24"x24"

37'-0"

24"x24"

37'-0"

24"x24"

37'-0"

24"x24"

37'-0"

24"x24"

37'-0"

24"x24"

40'-6"

24"x24"

45'-2"

24"x24"

37'-0"

24"x24"

37'-0"

24"x24"

40'-6"

24"x24"

40'-6"

24"x24"

40'-6"

c-8'

25

20"x16"x1/2"

24"x24"

37'-0"

d-8'

25

ELEV = 63'-4"

20"x16"x1/2"

24"x24"

45'-2"

b-8'

25

ELEV = 63'-4"

20"x16"x1/2"

24"x24"

37'-0"

COMBINED

FOOTING

PER DETAIL

1/S502

COMBINED

FOOTING

PER DETAIL

2/S502

COMBINED

FOOTING

PER DETAIL

3/S502

COMBINED

FOOTING

PER DETAIL

1/S502

COMBINED

FOOTING

PER DETAIL

2/S502

COMBINED

FOOTING

PER DETAIL

3/S502

4'-0"x4'-0"

x1'-0"

(4) #6 E.W.

4'-0"x4'-0"

x1'-0"

(4) #6 E.W.

4'-0"x4'-0"

x1'-0"

(4) #6 E.W.

5'-0"x5'-0"

x1'-0"

(4) #6 E.W.

5'-0"x5'-0"

x1'-0"

(4) #6 E.W.

5'-0"x5'-0"

x1'-0"

(4) #6 E.W.

5'-0"x5'-0"

x1'-0"

(4) #6 E.W.

6'-0"x6'-0"

x1'-0"

(5) #6 E.W.

5'-0"x5'-0"

x1'-0"

(4) #6 E.W.

6'-0"x6'-0"

x1'-0"

(5) #6 E.W.

6'-0"x6'-0"

x1'-0"

(5) #6 E.W.

a-8'

15

20"x16"x1/2"

24"x24"

37'-0"

a-2'

21

16"x14"x1/2"

24"x24"

45'-2"

a-4', a-5', a-7'

21

16"x14"x1/2"

24"x24"

37'-0"

4'-0"x4'-0"

x1'-0"

(4) #6 E.W.

e-1', e-8'

e-2', e-4',

e-5', e-7'

15 21

20"x16"x1/2" 16"x14"x1/2"

24"x24"

45'-2"

24"x24"

45'-2"

4'-0"x4'-0"

x1'-0"

(4) #6 E.W.

e-3', e-6'

26

21"x21"x1/2"

24"x24"

45'-2"

4'-0"x4'-0"

x1'-0"

(4) #6 E.W.

SEE DETAIL

7/S505

SEE DETAIL

7/S505

SEE DETAIL

7/S505

SEE DETAIL

7/S505

SEE DETAIL

7/S505

SEE DETAIL

7/S505

3/4"Ø 3/4"Ø 3/4"Ø 3/4"Ø 3/4"Ø 3/4"Ø 3/4"Ø 3/4"Ø3/4"Ø 3/4"Ø 3/4"Ø 3/4"Ø 3/4"Ø 3/4"Ø 3/4"Ø 3/4"Ø3/4"Ø 3/4"Ø 3/4"Ø 3/4"Ø 3/4"Ø 3/4"Ø 3/4"Ø 3/4"Ø3/4"Ø

(8) #8

#3@12 O.C.

(8) #8

#3@12 O.C.

(8) #8

#3@12 O.C.

(8) #8

#3@12 O.C.

(8) #8

#3@12 O.C.

(8) #8

#3@12 O.C.

(8) #8

#3@12 O.C.

(8) #8

#3@12 O.C.

(8) #8

#3@12 O.C.

(8) #8

#3@12 O.C.

(8) #8

#3@12 O.C.

(8) #8

#3@12 O.C.

(8) #8

#3@12 O.C.

(8) #8

#3@12 O.C.

(8) #8

#3@12 O.C.

(8) #8

#3@12 O.C.

(8) #8

#3@12 O.C.

(8) #8

#3@12 O.C.

(8) #8

#3@12 O.C.

(8) #8

#3@12 O.C.

(8) #8

#3@12 O.C.

(8) #8

#3@12 O.C.

(8) #8

#3@12 O.C.

(8) #8

#3@12 O.C.

(8) #8

#3@12 O.C.

PER COL

SCHEDULE

1 1/2"

CLR

TIES, PER COLUMN

SCHEDULE

VERTICAL REINF,

SEE COLUMN SCHEDULE

NOTE:

1. CONSECUTIVE CROSS TIES MUST HAVE HOOKS ON

ALTERNATE SIDES

2. VERTICAL SPACING OF CROSSTIES SHALL MATCH

THE TIE SPACING SHOWN IN THE COLUMN SCHEDULE.

CROSSTIE,

NOTE 1

2

S601 S601

CONCRETE PIER

TYPICAL 8 BAR PLAN DETAIL

NOT TO SCALE

14012 - vamc bldg 360 - central elorenz -...

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