DRAFT_Drawing 03 MABH-Structural.pdf

010000 - GENERAL REQUIREMENTS AND DESIGN CRITERIA

1. APPLICABLE BUILDING CODE AND SELECT REFERENCING STANDARDS

INTERNATIONAL BUILDING CODE, 2015.

INTERNATIONAL EXISTING BUILDING CODE, 2015.

ACI 318-14 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

ACI 530-14 BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES

AISC 341-10 SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS, INCLUDING SUPPLEMENT NO. 1 DATED AISC 358-10 PREQUALIFIED CONNECTIONS FOR SPECIAL AND INTERMEDIATE STEEL MOMENT FRAMES FOR

SEISMIC APPLICATIONS, INCLUDING SUPPLEMENT NO. 1 DATED 2011

AISC 360-10 SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS

ASCE 7-10 MINIMUM DESIGN LOADS FOR BUILDING AND OTHER STRUCTURES INCLUDING SUPPLEMENT NO. 1

AND 2, EXCLUDING CHAPTER 14 AND APPENDIX 11A

AWS D1.1-15 STRUCTURAL WELDING CODE - STEEL

AWS D1.4-11 STRUCTURAL WELDING CODE - REINFORCING STEEL

AWS D1.8-09 STRUCTURAL WELDING CODE - SEISMIC SUPPLEMENT

UFC 1-200-01, GENERAL BUILDING REQUIREMENTS WITH CHANGE 2, 11-01-2018

UFC 3-301-01, STRUCTURAL ENGINEERING WITH CHANGE 4, 11-01-2018

UFC 3-310-04, SEISMIC DESIGN FOR BUILDINGS 1 JUNE 2013 WITH CHANGE 1, 06-20-2016

UFC 4-010-01, DOD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS DATED 12-12-2018

AISC 303-10 CODE OF STANDARD PRACTICE FOR STRUCTURAL STEEL BUILDING AND BRIDGES

ACI 301-10 CODE OF STANDARD PRACTICE FOR REINFORCED CONCRETE BUILDINGS

OTHER SELECT REFERENCED STANDARDS MAY BE INDICATED ELSEWHERE IN THE CONTRACT DOCUMENTS, AS

APPLICABLE.

THE PROVISIONS OF THE REFERENCED BUILDING CODE AND ALL REFERENCED STANDARDS THEREIN SHALL APPLY TO THIS PROJECT. WHERE THERE IS A CONFLICT BETWEEN A GENERAL REQUIREMENT AND A SPECIFIC REQUIREMENT, THE SPECIFIC REQUIREMENT SHALL BE APPLICABLE. TYPICALLY, THE LATEST EDITION OF CONSTRUCTION STANDARDS SHALL BE UTILIZED, AS APPROVED BY THE AUTHORITY HAVING JURISDICTION.

2. INTERPRETATION OF CONFLICTS

SHOULD CONFLICTS OCCUR IN THE CONTRACT DOCUMENTS, THE CONTRACTOR SHALL REQUEST

INTERPRETATION BEFORE PROCEEDING WITH THE ASSOCIATED WORK. ALL SUCH REQUESTS SHALL FIRST BE PRECEDED BY A DILIGENT INVESTIGATION INTO THE CONTRACT DOCUMENTS. EVIDENCE OF SUCH

INVESTIGATION SHALL BE CONTAINED IN ALL REQUESTS FOR INTERPRETATION SUBMITTED.

IF THE CONTRACTOR FAILS TO MAKE SUCH A REQUEST, THE CONTRACTOR IS EXPECTED TO COMPLETE THE WORK AS INDICATED IN THE CONTRACT DOCUMENTS. SHOULD CONFLICTS OCCUR IN OR BETWEEN DRAWINGS AND SPECIFICATIONS, THE CONTRACTOR SHALL ESTIMATE THE COST OF THE WORK BASED ON THE MORE EXPENSIVE WAY OF DOING THE WORK UNLESS HAVING ASKED FOR, AND OBTAINED, WRITTEN DECISION

BEFORE SUBMISSION OF PROPOSAL AS TO WHICH METHOD OR MATERIALS WILL BE REQUIRED.

3. STRUCTURAL SYSTEMS HAVE BEEN DESIGNED TO RESIST THE FOLLOWINGS DESIGN LOADS:

A. FLOOR LIVE LOADS

THE "TYPICAL MINIMUM LIVE LOAD USED FOR DESIGN" INDICATED BELOW WAS USED FOR ALL OCCUPANCY OR USE TYPES, EXCEPT THOSE WHERE THE "CODE-SPECIFIED MINIMUM LIVE LOADS" ARE GREATER, IN WHICH CASE THE ASSOCIATED LIVE LOAD INDICATED IN THE TABLE WAS USED FOR DESIGN. SEE

ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS FOR THE DEFINITION OF SPACES.

TYPICAL MINIMUM LIVE LOAD USED FOR DESIGN = 0.95 KPa, 4.45 KN CONCENTRATED LOAD

* UNLESS OTHERWISE INDICATED, THE CONCENTRATED LOAD INDICATED WAS DISTRIBUTED OVER AN AREA OF 762mm BY 762mm, AND LOCATED AS TO PROVIDE THE MAXIMUM LOAD EFFECTS IN THE

STRUCTURAL MEMBERS.

** PROVISIONS FOR MOVEABLE PARTITIONS APPLIED PER BUILDING CODE USING 0.718 KPa IN ADDITION TO

LIVE LOAD INDICATED.

B. ROOF LIVE LOADS

0.96 KPa MINIMUM ROOF LIVE LOAD

C. LIVE LOAD REDUCTIONS APPLIED AS PER BUILDING CODE.

D. ROOF SNOW LOADS, APPLIED IN ACCORDANCE WITH THE BUILDING CODE INDICATED HEREIN.

GROUND SNOW LOAD, Pg = 2.8 KPa FLAT ROOF SNOW LOAD, Pf = 2.4 KPa SNOW EXPOSURE FACTOR, Ce = 1.0

SNOW IMPORTANCE FACTOR, I = 1.20

THERMAL FACTOR, Ct = 1.0

DRIFT SNOW LOADING HAS BEEN APPLIED FOR DESIGNS

SNOW LOADS ARE NOT REDUCIBLE.

E. INTERIOR WALLS

0.24 KPa LATERAL LOAD IN THE ABSENCE OF ANY WIND LOAD EFFECTS

F. WIND LOADS. APPLIED IN ACCORDANCE WITH THE BUILDING CODE INDICATED HEREIN.

BASIC WIND SPEED, Vult = 220 KM/H -Vasd = 170 KM/H -Vdrift = 140 KM/H (10 - YR MRI WIND)

WIND IMPORTANCE FACTOR, I = 1.00

RISK CATEGORY = IV

WIND EXPOSURE = B

INTERNAL PRESSURE COEFFICIENT, GPi = +-0.18

G. COMPONENTS AND CLADDING WIND LOADS:

* PRESSURES SHOWN ARE APPLIED NORMAL TOWARDS AND AWAY TO THE SURFACE.

** SEE ASCE 7 FOR DEFINITION. FOR EFFECTIVE WIND AREAS BETWEEN THOSE GIVEN, VALUES MAY BE LINEARLY INTERPOLATED, OTHERWISE USE VALUES ASSOCIATED WITH THE LOWER EFFECTIVE WIND

AREA.

H. SEISMIC LOADS. APPLIED IN ACCORDANCE WITH THE BUILDING CODE INDICATED HEREIN.

SEISMIC IMPORTANCE FACTOR, Ie = 1.5

RISK CATEGORY = IV

MAPPED SPECTRAL RESPONSE ACCELERATIONS

-SHORT PERIOD, Ss = 1.3

-ONE-SECOND PERIOD, S1 = 0.69

SPECTRAL RESPONSE COEFFICIENTS

-SHORT PERIOD, Sds = 0.79 -ONE-SECOND PERIOD, Sd1 = 1.11

SEISMIC DESIGN CATEGORY, SDC = D

BASIC SEISMIC-FORCE-RESISTING SYSTEM (E-W DIRECTION) = SPECIAL REINFORCED CONCRETE SHEAR

WALLS

BASIC SEISMIC-FORCE-RESISTING SYSTEM (N-S DIRECTION) = SPECIAL REINFORCED CONCRETE SHEAR

WALL & STEEL ORDINARY CONCENTRICALLY BRACED FRAME

DESIGN BASE SHEAR, V = 694 kN SEISMIC RESPONSE COEFFICIENT(S), Cs = 0.365

CONTROLING RESPONSE MODIFICATION FACTOR, R = 3.25

LONG-PERIOD TRANSITION = 12 SEC PERIOD, TL

ANALYSIS PROCEDURE USED : EQUIVALENT LATERAL FORCE

SITE CLASS: E

ALL NON-STRUCTURAL COMPONENTS REQUIRED FOR CONTINUED OPERATION AND/OR LIFE-SAFETY SHALL BE SEISMICALLY BRACED (DELEGATED DESIGN) PER CHAPTER 13 OF ASCE 7, AND THE PROJECT

REQUIREMENTS.

4. ANTI-TERRORISM AND FORCE PROTECTION

A. BUILDING CATEGORY AND LOCATION = PRIMARY GATHERING BUILDING WITHIN A CONTROLLED PERIMETER

(APPLICABLE LEVEL OF PROTECTION: LOW)

B. DESIGN THREAT LEVEL = PER UFC 4-010-01

C. APPLICABLE EXPLOSIVE WEIGHT = [II]

D. MINIMUM STANDOFF DISTANCE = (UFC 4-010-01 STANDARD 1) = 6 M (IS SATISFIED BY THE SITE PLAN) E. ALL EXTERIOR DOORS EXCEPT FOR SLIDING AND REVOLVING, SHALL OPEN OUTWARD PER STANDARD 12

OF UFC 4-010-01.

F. ALL WINDOWS (INCLUDING GLAZINGS, FRAMES, AND ALL ASSOCIATED CONNECTIONS) SHALL BE IN

ACCORDANCE WITH CRITERIA AS ESTABLISHED BY STANDARD 10 OF UFC 4-010-01.

5. DESIGN ITEMS DELEGATED TO THE CONTRACTOR

THE CONTRACTOR IS RESPONSIBLE FOR THE DESIGN OF THE FOLLOWING ITEMS. DESIGNS SHALL SATISFY

THE REQUIREMENTS OF THE CONTRACT DOCUMENTS.

A. COLD-FORMED STEEL JOIST/STUD/TRUSS FRAMING AND PRE-FABRICATED COMPONENTS

B. SEISMIC BRACING OF NON-STRUCTURAL COMPONENTS

C. ATFP/PHYSICAL SECURITY:

a. NON-STRUCTURAL COMPONENT AT/FP RESTRAINTS PER STANDARDS 15 AND 19 UFC 4-010-01

ALL ITEMS LISTED AS DELEGATED DESIGN ITEMS SHALL BE PERFORMED AND STAMPED BY A LICENSED STRUCTURAL ENGINEER. STAMPED ENGINEERING CALCULATIONS SHALL BE SUBMITTED FOR REVIEW AT

THE SAME TIME THAT RELATED SHOP DRAWINGS ARE SUBMITTED FOR REVIEW.

D. METAL PANEL AWNING AND ITS ATTATCHMENT TO THE STRUCTURE.

6. CONTRACTOR RESPONSIBILITIES

A. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS (INCLUDING FIELD VERIFICATIONS OF EXISTING

CONDITIONS AND DIMENSIONS) BEFORE STARTING WORK OR FABRICATING ANY REINFORCING STEEL, STRUCTURAL STEEL, COLD-FORMED STEEL ELEMENTS, OR PRECAST ELEMENTS. THE ARCHITECT SHALL

BE NOTIFIED OF ANY DISCREPANCIES FOUND.

C. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE ADEQUATE SHORING AND BRACING OF THE STRUCTURE (NEW AND/OR EXISTING) FOR ALL LOADS THAT MAY BE IMPOSED DURING CONSTRUCTION.

D. THE DIAPHRAGM PROVIDED BY (THE METAL ROOF DECK) AND (THE CONCRETE-FILLED METAL FLOOR DECK) IS REQUIRED TO BRACE THE COLUMNS AND COMPLETE THE LATERAL LOAD RESISTING SYSTEM OF

THE STRUCTURE. THE CONTRACTOR SHALL PROVIDE LATERAL BRACING AS REQUIRED DURING

CONSTRUCTION UNTIL (THE METAL ROOF DECK) AND (CONCRETE-FILLED METAL FLOOR DECK) HAVE BEEN

CONSTRUCTED.

E. WHEN CUTTING A NEW OPENING IN EXISTING CONCRETE OR MASONRY, THE CONTRACTOR SHALL NOT OVER CUT AT CORNERS. CORE-DRILL, CHIP AND GRIND AS REQUIRED AT CORNERS. A LAYOUT OF ALL PROPOSED OPENINGS SHALL BE REVIEWED BY THE STRUCTURAL ENGINEER PRIOR TO SAWCUTTING.

F. ALL COLUMNS SHALL BE CENTERED ON GRID LINES UNLESS NOTED OTHERWISE.

G. ALL COLUMN FOOTINGS SHALL BE CENTERED ON COLUMNS UNLESS NOTED OTHERWISE.

H. ALL WALL FOOTINGS SHALL BE CENTERED ON WALLS UNLESS NOTED OTHERWISE.

I. CONTRACTOR SHALL ENSURE NO STRUCTURAL MEMBERS OR ELEMENTS ARE DAMAGED OR ALTERED

UNLESS SO INDICATED BY THE STRUCTURAL ENGINEER. ANY SUCH DAMAGE THAT DOES OCCUR SHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER AND SHALL BE THE RESPONSIBILITY OF

THE CONTRACTOR.

7. PROVISIONS FOR FUTURE EXPANSION

A. NO PROVISIONS FOR FUTURE EXPANSION HAVE BEEN MADE IN THE STRUCTURAL SYSTEMS.

B. SEE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR SIZE AND LOCATION OF WALL, ROOF, AND FLOOR OPENINGS AND SLEEVES, AND CONCRETE PADS UNDER EQUIPMENT. THE

CONTRACTOR SHALL VERIFY EXACT SIZE AND LOCATION WITH EQUIPMENT FURNISHED. OPENINGS IN

STRUCTURE TO BE HANDLED AS DETAILED.

014000 - QUALITY REQUIREMENTS

1. SPECIAL INSPECTIONS AND STRUCTURAL TESTING AND STRUCTURAL OBSERVATIONS SHALL BE PERFORMED PER CHAPTER 17 OF IBC, SECTION 2-17 OF UFC 1-200-01, THE CONTRACT DOCUMENTS, AND THE STATEMENT

OF SPECIAL INSPECTIONS WHICH IS INCLUDED IN THE CONTRACT DOCUMENTS.

033000 - CAST-IN-PLACE CONCRETE (REINFORCED)

1. ALL STRUCTURAL CONCRETE SHALL BE DESIGNED FOR A 28-DAY COMPRESSIVE STRENGTH OF:

f'c EQUALS 24 MPa (NORMAL WEIGHT) [SLAB-ON-GRADE, SLAB-ON-DECK] f'c EQUALS 33 MPa (NORMAL WEIGHT) [FOUNDATIONS, STOOPS, WALLS]

2. ALL REINFORCING STEEL SHALL BE DEFORMED, NEW, AND CONFORM TO JIS G3112 SD2951 (295 MPa) FOR D16 AND SMALLER, JIS G3112 SD345 (345 MPa) FOR D19 THROUGH D25, AND JIS G3112 SD390 (390 MPa) FOR D29 AND

LARGER BARS.

3. CONCRETE PROTECTIVE COVERING FOR REINFORCEMENT AT SURFACES NOT EXPOSED DIRECTLY TO EARTH OR WEATHER SHALL BE 20mm FOR SLABS, JOISTS, AND WALLS AND 40mm FOR BEAM STIRRUPS AND COLUMN

TIES OR SPIRALS, UNLESS DETAILED OTHERWISE.

4. CONCRETE PROTECTIVE COVERING FOR REINFORCEMENT AT SURFACES WHICH WILL BE EXPOSED TO THE WEATHER OR BE IN CONTACT WITH EARTH (BUT NOT CAST AGAINST) SHALL BE 75mm, PROVIDE 75mm COVER FOR REINFORCEMENT CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH, UNLESS DETAILED OTHERWISE.

5. SLABS-ON-GRADE, UNLESS NOTED OTHERWISE, SHALL BE 125mm THICK WITH D13 @ 450mm EACH WAY OVER

EPS FOAM SUBBASE. REINFORCING SHALL BE LAPPED AS PER TABLE BELOW.

6. CONTRACTION JOINTS IN SLABS ON GRADE SHALL BE PLACED AT COLUMN LINE INTERSECTIONS AND AS NECESSARY TO NOT EXCEED A SPACING OF 36 TIMES THE SLAB THICKNESS OR 4.5M. WHICHEVER IS LESS.

MAXIMUM ASPECT RATIO SHALL BE 1.5 TO 1.0 UNLESS NOTED OTHERWISE.

7. PROVIDE 20mm CHAMFER ON ALL EXPOSED CONCRETE CORNERS EXCEPT WHERE MASONRY WALLS ARE LAID

FLUSH WITH COLUMN OR BEAM FACE.

8. PROVIDE EXTERIOR CORNER BARS SAME SIZE AND SPACING AS HORIZONTAL REINFORCING AT ALL CONCRETE

WALLS AND FOOTINGS - LAP AS PER TABLE BELOW

9. PROVIDE LAP SPLICES IN CONFORMANCE WITH TABLE 033000-1, UNLESS OTHERWISE INDICATED. FOLLOW RESTRICTIONS ON LOCATIONS OF SPLICES AS INDICATED IN DETAILS, NOTES, OR SPECIFICATIONS.

10. WHERE REINFORCING STEEL IN TENSION IS REQUIRED TO BE MECHANICALLY SPLICED, MECHANICAL SPLICE SHALL BE DESIGNED FOR 125% OF THE SPECIFIED YIELD STRENGTH OF THE LARGER BAR BEING SPLICED.

11. NO PENETRATIONS (SUCH AS PIPE SLEEVES, ELECTRICAL CONDUITS, ETC.) THROUGH ANY STRUCTURAL

MEMBER, SHALL BE MADE WITHOUT APPROVAL BY THE STRUCTURAL ENGINEER.

051200 - STRUCTURAL STEEL FRAMING

1. ALL STRUCTURAL STEEL H SHAPES SHALL BE ASTM A992 OR JIS G3136 SN490 (325 MPa)

(UNLESS NOTED OTHERWISE).

STRUCTURAL STEEL FOR CHANNELS, ANGLES AND PLATES SHALL BE ASTM A36 OR JIS G3101 SS400 (235 MPa)

(UNLESS NOTED OTHERWISE).

2. STRUCTURAL STEEL HAS BEEN DESIGNED IN ACCORDANCE WITH "AISC 360-10, SPECIFICATION FOR

STRUCTURAL STEEL BUILDINGS, 2010". ALLOWABLE STRENGTH DESIGN METHOD.

3. ALL FIELD CONNECTIONS SHALL BE MADE WITH ASTM A325/F1852 OR M20 JIS B1186 HIGH STRENGTH TENSION- CONTROLLED BOLTS (BEARING TYPE CONNECTION), UNLESS NOTED OTHERWISE. BOLTS SHALL BE TIGHTENED IN CONFORMANCE WITH "SPECIFICATIONS FOR STRUCTURAL JOINTS USING JIS B1186 BOLTS"

RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS OF THE ENGINEERING FOUNDATION.

4. STRUCTURAL TUBING SHALL CONFORM TO ASTM A500, GRADE C WITH A YIELD STRENGTH OF 50,000 PSI.

5. ALL ANCHOR RODS SHALL BE ASTM F1554, GRADE 55 OR JIS G 3138, SNR400B UNLESS NOTED OTHERWISE.

6. BASE PLATE HOLE AND WASHER SIZES FOR ANCHOR RODS:

7. ALL WELDING SHALL BE DONE WITH E70XX ELECTRODES IN CONFORMANCE WITH THE AMERICAN WELDING

SOCIETY (AWS) "STRUCTURAL WELDING CODE" AWS D1.1 - LATEST EDITION.

8. ALL RE-ENTRANT CORNERS OF BEAM COPES AND PLATE CUTS MUST BE SHAPED NOTCH-FREE PER AWS D1.1 TO A RADIUS. AN APPROXIMATE MINIMUM RADIUS TO WHICH THIS CORNER MUST BE SHAPED IS 1/2 INCH.

9. BEARING SURFACES OF COLUMNS SHALL BE FINISHED TO PROVIDE FULL BEARING CONTACT WITH BASE PLATE (AND CAP PLATE IF REQUIRED BY LOAD TRANSFER). BASE PLATES AND CAP PLATES SHALL BE FINISHED IN

ACCORDANCE WITH SECTION M2.8 OF THE AISC SPECIFICATION.

053100 - STEEL DECKING

1. DESIGN AND CONSTRUCTION OF STEEL ROOF DECK SHALL CONFORM TO ANSI/SDI-RD1.0.

2. DESIGN AND CONSTRUCTION OF NON-COMPOSITE STEEL FLOOR DECK SHALL CONFORM TO ANSI/SDI-NC1.0.

3. STEEL DECKING SHALL BE DESIGNED FOR THE FOLLOWING MINIMUM YIELD STRENGTHS:

Fy = 230 MPa (STEEL ROOF DECK)

4. ALL METAL DECKING SHALL BE GALVANIZED PER THE SPECIFICATIONS.

6. METAL DECK SHALL BE CONTINUOUS OVER A MINIMUM OF 3 SPANS, UNO.

7. STEEL ROOF DECK SHALL BE ANCHORED TO ROOF TO RESIST A GROSS UPLIFT LOAD AS INDICATED IN

SECTION 010000 ON SHEET S-001.

8. PROVIDE ADDITIONAL ANGLES TO SUPPORT DECKING AT AREAS WHERE DECK IS CUT FOR COLUMNS OR

OTHER PENETRATIONS TO PREVENT WEAKENED AREAS IN DECKING.

9. PROVIDE ALL NECESSARY DETAILS INCLUDING RIDGE AND VALLEY PLATES, CLOSURE PLATES AND ANY OTHER

ACCESSORIES REQUIRED FOR A FINISHED SURFACE FOR FLOOR OR ROOF INSTALLATION.

5. STEEL ROOF DECK SHALL BE 38mm, 18 GAUGE METAL ROOF DECK HAVING THE FOLLOWING MINIMUM SECTION

PROPERTIES:

Ip = 394,553 mm^4/M In = 402,745 mm^4/M Sp = 17,092 mm^3/M Sn = 17,576 mm^3/M p = FOR POSITIVE BENDING n = FOR NEGATIVE BENDING ATTACH DECK USING THE FOLLOWING FASTENER PATTERN TO ACHIEVE AN ALLOWABLE DIAPHRAGM CAPACITY OF 16.1 kN/M: 36/7 AT ENDS AND INTERMEDIATE SUPPORTS (19mm WELD), 9 SIDELAP FASTENERS

EQUALLY SPACED PER SPAN (WELDED)

312323 - EXPANDED POLYSTRENE (EPS) FILL

1. EPS FILL MATERIAL SHALL COMPLY WITH ASTM 6817, TYPE EPS22 WITH A MINIMUM DESITY OF 20.8 Kg/M^3 AND A MINIMUM COMPRESSIVE RESISTANCE (1% DEFORMATION) OF 50.3 KPa.

2. EPS BLOCK TO BE TERMITE TREATED (3 YEAR MINIMUM EXPOSURE).

3. EPS FILL TO BE SUPPLIED WITH A 10-YEAR PHYSICAL PROPERTY WARRANTY.

4. SUPPLY EPS FILL IN THE LARGEST SIZE BLOCKS PRACTICAL.

5. STAGGER JOINTS BETWEEN ADJACENT BLOCKS.

6. ADJACENT BLOCKS TO BE JOINED WITH GALAVANIZED CONNECTOR PLATES. USE AT LEAST 2 PLATES 1.22

Mx2.44 M BLOCK.

316000 - GENERAL FOUNDATIONS

1. FOUNDATION INVESTIGATION WAS MADE BY OYO CORPORATION, PACIFIC DATED FEB 4, 2019.

2. BACKFILLING AGAINST WALLS AND GRADE BEAMS SHALL NOT BE DONE UNTIL CONCRETE HAS ATTAINED SUFFICIENT STRENGTH AND WALLS ARE PROPERLY SHORED OR BRACED. WHERE BACKFILL IS REQUIRED ON

BOTH SIDES OF WALLS, BACKFILL BOTH SIDES SIMULTANEOUSLY.

3. WHERE WALLS ARE SUPPORTED BY CONCRETE SLABS, SLABS SHALL HAVE CURED A MINIMUM 7 DAYS BEFORE

BACKFILLING.

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EST. 1915

IF SHEET MEASURES LESS THAN 594 X 841 mm. IT IS A

REDUCED SIZE PRINT. REDUCE SCALE ACCORDINGLY

A/E INFO

SEAL

FA8903-15-D-0004 TO: 18-F-0072

APPROVED BY

23 DECEMBER 2019

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TABLE 010000-1 - CODE-SPECIFIED MINIMUM FLOOR LIVE LOADS

OCCUPANCY

UNIFORMLY

DISTRIBUTED

LOAD (KPa)

CONCENTRATED

LOAD * (KN)

OFFICES 2.4 8.9

CORRIDORS, LOBBIES 4.8 --

MECHANICAL 7.2 4.45

RESTROOMS 2.4 4.45

TABLE 033000-1 - LAP SPLICE LENGTHS (SD295A/SD345/SD390, NORMAL

WEIGHT CONCRETE, mm)

BAR

SIZE

f'c=24 MPa f'c=33MPa

TOP BARS OTHER BARS TOP BARS OTHER BARS

D10 470 362 401 309

D13 626 481 533 411

D16 783 602 667 514

D19 1091 840 931 717

D22 1592 1225 1358 1044

D25 1819 1399 1551 1194

D29 2318 1784 1978 1521

D32 2611 2009 2226 1713

D35 2898 2230 2472 1901

033000 - LAP SPLICE LENGTHS NOTES

1. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 300mm OF CONCRETE CAST BELOW BARS.

2. FOR GRADE 75 BARS (IF APPLICABLE), MULTIPLY LENGTH BY 1.25.

3. TABULATED VALUES ARE FOR UNCOATED OR ZINC-COATED (GALVANIZED) BARS. FOR EPOXY

COATED BARS, MULTIPLY BY 1.5.

4. IF CONCRETE COVER IS LESS THAN 1.0 x db OR C-C SPACING IS LESS THAN 3.0 x db, MULTIPLY LENGTH BY 1.5. (db = BAR DIAMETER)

TABLE 010000-2B - WIND LOADS *(KPa) FOR COMPONENTS AND CLADDING

SURFACE AREA

EFFECTIVE WIND AREA **

AEFF < 0.9 m2 0.9 m2 ≤ AEFF < 46.5 m2 AEFF > 46.5 m2

WALLS INTERIOR

ZONES

TYPICAL, U.N.O. 1.55 LINEAR INTERPOLATION 1.19

WALLS END ZONES WITHIN [4m] OF

EDGES

1.92 LINEAR INTERPOLATION 1.19

TABLE 010000-2A - ULTIMATE WIND LOADS *(KPa) FOR COMPONENTS AND CLADDING

SURFACE AREA

EFFECTIVE WIND AREA **

AEFF < 0.9 m2 0.9m2 ≤ AEFF < 9.3m2 AEFF > 9.3m2

ROOF INTERIOR

ZONES

TYPICAL, UNO 1.43 LINEAR INTERPOLATION

PERMITTED

1.31

ROOF END ZONES WITHIN [4m] OF

EDGES

2.40 LINEAR INTERPOLATION

PERMITTED

1.55

ROOF CORNER

ZONES

WITHIN [4m] OF

EDGES

3.61 LINEAR INTERPOLATION 1.55

TABLE 051200-1 - STRUCTURAL STEEL FRAMING ANCHOR ROD SCHEDULE

ANCHOR ROD

SIZE

BASE PLATE HOLE

DIAMETER

MIN. WASHER

DIAMETER MIN. WASHER THICKNESS

19 33.3 50.8 6.35

S Y

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D A

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U T S R Q P N M L K J H G F E D C B A

EXISTING FLOOR

CONSTRUCTION

SB102

A1

NEW ADDITION

9000 9000 9000 9000 9000 9000 9000 9000 9000 9000 9000 9000 9000 9000 9000 90009000 9000

N

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E N G I N E E R I N G

I N T E R I O R S

EST. 1915

IF SHEET MEASURES LESS THAN 594 X 841 mm. IT IS A

REDUCED SIZE PRINT. REDUCE SCALE ACCORDINGLY

A/E INFO

SEAL

FA8903-15-D-0004 TO: 18-F-0072

APPROVED BY

23 DECEMBER 2019

L E

G A

C Y

P R

O J

E C

T

Q K

K A

O

P P

O R

T U

N

IT

Y

1 : 250

/1

/2

:3 :4

P

M C

U se rs ct d em o ss

D o cu m en ts

A u to d es k\ R ev it

P ro je ct s\

M A

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-S tr u ct u ra l_ C

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.r vt

SB101

F R

A M

IN

G

P

LA

N G

R O

U N

D L

E V

E L

O V

E R

A

LL

P

H A

S E

F Y

H

O S

P

IT

A L M

O D

E R

N

IZ

A T

IO

N

M

IS

A W

A A

IR

B

A S

E

J A

P A

N

IS

S

U E

D F

O R

C O

N S

T R

U C

T

IO

N

RBC CTD QTL

8600 Indian Hills Drive

Omaha, NE 68114-4039

Tel 402.391.8111 Fax

402.391.8564

L A

D P ro je c t N o -1

-0

SCALE: 1 : 250

A1

FRAMING PLAN GROUND LEVEL OVERALL - PHASE 1

2.5m

SCALE: 1:250

0 10m5m2.5m

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

P

S R Q P

B4

SB501

R.9

9000 8200 800 9000

B4

SB501

STOOPS (TYP.)

-SEE

125mm

SLAB-ON-EPS

FOAM

EXIST.

CONC

COLUMNS

C1

SB501

EXISTING CONCRETE

GIRDERS

EXISTING CONCRETE

COLUMNS (BELOW)

EXISTING 2-WAY CONCRETE

SLAB (SLOPING)

A4

SB501

C1

SB502

C3

SB501

HOUSEKEEPING

PADS -SEE

HOUSEKEEPING

W254x203x49

W305x305x97

EXISTING

MECHANICAL

LOUVERS

A1

SB502

TOP O

F F

OOTIN

G E

L:

1900 3180

1860 1340

STOOPS (TYP.)

-SEE

A3

SB501

A3

SB501

50mm SLAB DEPRESSION

-SEE ARCH FOR PLAN DIMENSIONING

C3

SB502

50mm SLAB DEPRESSION

REINFORCED

CONCRETE WALL

(250 mm)

C1

SF502

BRACE FRAME

-SEE ELEVATION

SB502

B4

SB502

B3

W305x305x97

C2

SB502

PLAN NOTES:

1. FOR STRUCTURAL GENERAL NOTES - SEE SHEET S001

2. ELEVATION 6600 = 40.68M ON CIVIL PLANS.

PLAN NOTES:

1. FOR STRUCTURAL GENERAL NOTES - SEE SHEET S001

2. TOP OF STEEL ELEVATION = SLOPING AND AS INDICATED ON PLANS THUS: (EL.=11820)

3. INDICATES 38mm METAL ROOF DECK

R Q P

R.9

8200 800 9000

W

7x

9x

W

7x

2x

W

7x

2x

TOP OF WALL EL= 12200

C5

SF501

C1

SF501

W356x127x39

W356x127x39

W356x127x39

W356x127x39

W356x127x39

W356x127x39

W356x127x39

W356x127x39

W356x127x39

W356x127x39

W356x127x39

SB501

C4

EXISTING ROOF

CONSTRUCTION

SLOPING STRUCTURE

TYP. AT WALL

CORNERS

C3

SF501

TYP.

TYP.

EXISTING

MECHANICAL

LOUVERS

A3

SF501

CONCRETE CANOPY

-SEE ARCH

E L

E L

E L

A1

SF501

REINFORCED

CONCRETE

WALL (250 mm)

C1

SF502

TOP OF WALL

EL= 12200

TOP OF WALL

EL= 12200

METAL PANEL

AWNING -SEE ARCH.

100mm EXPANSION

JOINT, TYP.

BRACE FRAME

-SEE ELEVATION

B1

SF502

B4

SF501

WHERE THIS SYMBOL

OCCURS, PROVIDE

STANDARD HOLES IN

BEAM TO COLUMN

DOUBLE ANGLE

CONNECTION, (TYP)

ALONG GRID 'R.9'

PROVIDE EXTENDED SHEAR TAB

w/ STANDARD HOLES FOR THIS

BEAM, THIS END. SEE

WHERE THIS SYMBOL

OCCURS, PROVIDE

STANDARD HOLES IN

SHEAR TAB (TYP.)

ALONG GRID 'R'

B4

SF501

100mm EXPANSION

JOINT, TYP.

B2

SF502

A1

SF502

40004220

A1

SF501

CONCRETE CANOPY,

-SEE ARCH

100 EXP JT

100 EXP JT

B2

SB501

N

TRUE

NORTH

EPROJECT NO.:

CONSTR. CONTR. NO.

DRAWING NO.

SCALE:

SHEET

D E

P A

R T

M E

N T

O F

T H

E A

IR

F

O R

C E

A F

M S

A H

E A

L T

H F

A C

IL

IT

IE

S

D

IV

IS

IO

N

A

IR

F O

R C

E C

IV

IL

E N

G

IN

E E

R C

E N

T E

R

P A

C

IF

IC

A

IR

F O

R C

E C

IV

IL

E N

G

IN

E E

R C

E N

T E

R

DES

SUBMITTAL DATE

DRW CHK

ACTIVITY

FOR COMMANDER AFCEC

APPROVED

D D

C

B

A

54321

A

C

1 2 3 4 5

B

DRAWFORM

REVISION:

P L A N N I N G

A R C H I T E C T U R E

E N G I N E E R I N G

I N T E R I O R S

EST. 1915

IF SHEET MEASURES LESS THAN 594 X 841 mm. IT IS A

REDUCED SIZE PRINT. REDUCE SCALE ACCORDINGLY

A/E INFO

SEAL

FA8903-15-D-0004 TO: 18-F-0072

APPROVED BY

23 DECEMBER 2019

L E

G A

C Y

P R

O J

E C

T

Q K

K A

O

P P

O R

T U

N

IT

Y

As indicated

/1

/2

:3 :4

P

M C

U se rs ct d em o ss

D o cu m en ts

A u to d es k\ R ev it

P ro je ct s\

M A

B H

-S tr u ct u ra l_ C

T D em o ss

.r vt

SB102

F R

A M

IN

G

P

LA

N G

R O

U N

D A

N D

R O

O F

L E

V E

L A

R E

A A

P

H A

S E

F Y

H

O S

P

IT

A L M

O D

E R

N

IZ

A T

IO

N

M

IS

A W

A A

IR

B

A S

E

J A

P A

N

IS

S

U E

D F

O R

C O

N S

T R

U C

T

IO

N

RBC CTD QTL

8600 Indian Hills Drive

Omaha, NE 68114-4039

Tel 402.391.8111 Fax

402.391.8564

L A

D P ro je c t N o -1

-0

SCALE: 1 : 100

A1

FRAMING PLAN GROUND LEVEL AREA A - PHASE 1

SCALE: 1 : 100

A3

FRAMING PLAN ROOF LEVEL AREA A - PHASE 1

1m

SCALE: 1:100

0 4m2m1m

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

P

"T

"T

"T

"T

"T

(K.C.J.) KEYED CONSTRUCTION JOINT

A

(C.J.) CONTRACTION JOINT (I.J.) ISOLATION JOINT

PAINT FIRST POUR

WITH BOND

BREAKER

REINFORCING -

SEE STRUCTURAL

GENERAL NOTES

25 x 50 NOMINAL KEY

EPS

VAPOR BARRIER

JOINT WITH SEALER

"T

M

IN

REINFORCING - SEE

STRUCTURAL GENERAL NOTES

(CUT EVERY OTHER

WIRE IF W.W.F. IS USED)

VAPOR

BARRIER

EPS

JOINT FILLER

STRIPS

FACE OF WALL, COLUMN,

FOUNDATION OR OTHER

STRUCTURES

NOTES:

1. SEE PLANS AND/OR SPECIFICATIONS.

FOR LOCATION OF CONTROL JOINTS

2. SEE FOUNDATION PLAN

FOR SLAB THICKNESS "T"

B C

TOP OF S.O.G.

EL.=VARIES

(SEE PLANS)

EXISTING CONCRETE

REINFORCING -

SEE STRUCTURAL

GENERAL NOTES

T Y

P m m C

LR

O R

A S

N O

T E

D

SEE NOTE BELOW

MIN.

20 MIN. CLR.

C

LR

CHAMFER

ALL SIDES

SEISMIC DROP-IN ANCHORS OR

REBAR (PROVIDE BY MECH.

CONTRACTOR)

D13 @ 300mm c/c

EACH WAY

SLAB REINF. NOT SHOWN

NOTE:

COORDINATE SIZE AND LOCATION OF PADS

WITH MECH. AND ELEC. CONTACTORS.

PAD CONFIGURATION, SIZE AND LOCATION

OF ANCHORS AND SLEEVES SHALL

CONFORM TO MFR'S. REQUIREMENTS

ROUGHEN

SURFACE PRIOR

TO POUR

ANCHOR BY

MECHANICAL

CONTRACTOR

EPS

CORNER

BARS

SINGLE LAYER WALL REINFORCING

CORNER

BARS

DOUBLE LAYER WALL REINFORCING

NOTE:

CORNER BARS ARE TO BE THE SAME SIZE AND

SPACING AS HORIZ. WALL BARS.

PROVIDE CORNER BARS AT "T" INTERSECTION

OF WALLS

* LAP AS PER

STRUCTURAL

GENERAL NOTES

2-#D16 @ EACH SIDE OF OPNG.

(1-#D19 WHERE REINF. IS

IN ONE LAYER)

OPENING

50 CLR.

LENGTH

EMBED

LE

N

G T

H

E M

B E

D

CAST-IN-PLACE

WALL

2-#D13x1530 LONG

CENTERED AT EACH

CORNER

RECTANGLE OPENINGS WITH

LONGER DIMENSION GREATER THAN 300

OPENING

LENGTH

EM

BED

LE

NGTH

EM

BED

CLR

(2)-#D16 @ EACH SIDE OF

OPENING UNLESS NOTED

OTHERWISE IN DETAILS

CIRCULAR OPENINGS WITH

DIAMETER GREATER THAN 300

NOTES:

1. DETAILS ARE APPLICABLE FOR ALL OPENINGS, UNLESS INDICATED OTHERWISE.

BARS SHOWN ARE IN ADDITION TO THOSE SHOWN ON OTHER DETAILS, EXCEPT THOSE SPECIFICALLY

FOR OPENINGS.

2. ADJACENT OPENINGS MUST BE SPACED AT LEAST THE LARGEST OPENING DIMENSION EDGE-TO-EDGE.

3. WHEN EDGE OF WALL IS CLOSER THAN STRAIGHT BAR EMBED LENGTH, USE STANDARD 90 DEGREE

HOOKS DEVELOPED PER TABLE ON STRUCTURAL GENERAL NOTES BEYOND EDGE OF OPENING.

T O

T O

P O

F W

A

LL

M

IN

WALL (TYP.)

TO EDGE OF

T O

T O

P O

F W

A

LL

M

IN

WALL (TYP.)

EMBED LENGTH

TO EDGE OF

U .N

.O

M

IN

ISOLATION JT

(I.J.)

40 MIN. GROUT SLAB ON GRADE

EL - SEE PLAN

THREADED ANCHOR ROD

w/NUT WELDED TO END (TYP.)

PLAN AT COLUMN ENCASEMENT

CONC. C

OVER

M

IN

SEE NOTE

KEYED CONSTRUCTION JOINT

(K.C.J.) OR CONTRACTION JOINT (C.J.)

NOTE:

WHERE COLUMN AND BASE PLATE EXTEND 600 OR

LESS BELOW SLAB ON GRADE, COVER COLUMN AND

BASE PLATE WITH EPOXY PAINT OR BITUMINOUS

PAINT AND ENCASE WITH 75 MIN. COVER OF CONCRETE.

ISOLATION JOINT (I.J.)

TOP OF FDN.

EL - SEE PLAN

DO NOT WELD AT

COLUMN RADIUS

BASE PLATE

W COLUMN - MILL END

FOR BEARING

EA. DIRECTION

B1

SB502

(VIF)

EXISTING GIRDER

EXISTING 250 mm

SLAB (SLOPING)

6mm

EXP. JT.

EPS

125mm

SLAB-ON-EPS

(5) D13xCONT.

D13 HOOK AT 400mm c/c

DRILL AND EPOXY

INTO EXIST SLAB USE

USE HILTI HIT-RE

500 V3 ADHESIVE WITH

152mm EMBED

TOP OF FOOTING

D16 @ 150 mm MAX SPACING

VERTICAL EACH FACE AND D13 @

300 mm MAX SPACING HORIZONTAL

EACH FACE (LAP DOWEL BARS PER

STRUCTURAL GENERAL NOTES)

EXISTING SLAB REINFORCEMENT

INDICATED AS D16 @ 200mm c/c TOP AND

BOTTOM EACH WAY (SCAN FOR

REINFORCEMENT PRIOR TO DRILLING

HOLES TO AVOID DAMAGING REBAR)

GRADE

DOWEL BARS

(MATCH VERTICAL

WALL REINFORCING)

R

TOP OF FOOTING

EXISTING 250 mm

SLAB (SLOPING)

6mm

EXP. JT.

125mm

SLAB-ON-EPS

D13 HOOK AT 400mm c/c

DRILL AND EPOXY INTO

EXIST SLAB USE HILTI HIT-RE

500 V3 ADHESIVE WITH 152mm EMBED

D16 @ 300 mm MAX SPACING

VERTICAL EACH WAY, EACH FACE

AND D13 @ 300 mm MAX SPACING

HORIZONTAL EACH FACE (LAP

DOWEL BARS PER STRUCTURAL

GENERAL NOTES)

EPS

(VIF)

EXISTING GIRDER

EXISTING SLAB REINFORCEMENT

INDICATED AS D16 @ 200mm c/c TOP AND

BOTTOM EACH WAY (SCAN FOR

REINFORCEMENT PRIOR TO DRILLING

HOLES TO AVOID DAMAGING REBAR)

DOWEL BARS

(MATCH VERTICAL

WALL REINFORCING)

(5) D13xCONT.

GROUND LEVEL OVERALL

TOP OF FOOTING

STOOP SLAB

SLAB-ON-EPS

FOOTING AT

GIRDER

B4

SB501

m m

9mm JOINT (LOCATE

UNDER DOOR

THRESHOLD)

SIDEWALK

1800 UNLESS NOTED OTHERWISE

EXIST. SLAB

AND GIRDER

#4 x 900 mm @ 300 mm c/c (EPOXY BAR)

50 180 180 50

BEAM (SEE PLANS)

PL - 20mm

230 230

(8) 20mm Ø HEADED STUDS (150mm EMBED)

CONC. BEYOND

SHEAR TAB CONN.

C1

SF501

EPROJECT NO.:

CONSTR. CONTR. NO.

DRAWING NO.

SCALE:

SHEET

D E

P A

R T

M E

N T

O F

T H

E A

IR

F

O R

C E

A F

M S

A H

E A

L T

H F

A C

IL

IT

IE

S

D

IV

IS

IO

N

A

IR

F O

R C

E C

IV

IL

E N

G

IN

E E

R C

E N

T E

R

P A

C

IF

IC

A

IR

F O

R C

E C

IV

IL

E N

G

IN

E E

R C

E N

T E

R

DES

SUBMITTAL DATE

DRW CHK

ACTIVITY

FOR COMMANDER AFCEC

APPROVED

D D

C

B

A

54321

A

C

1 2 3 4 5

B

DRAWFORM

REVISION:

P L A N N I N G

A R C H I T E C T U R E

E N G I N E E R I N G

I N T E R I O R S

EST. 1915

IF SHEET MEASURES LESS THAN 594 X 841 mm. IT IS A

REDUCED SIZE PRINT. REDUCE SCALE ACCORDINGLY

A/E INFO

SEAL

FA8903-15-D-0004 TO: 18-F-0072

APPROVED BY

23 DECEMBER 2019

L E

G A

C Y

P R

O J

E C

T

Q K

K A

O

P P

O R

T U

N

IT

Y

As indicated

/1

/2

:3 :4

P

M C

U se rs ct d em o ss

D o cu m en ts

A u to d es k\ R ev it

P ro je ct s\

M A

B H

-S tr u ct u ra l_ C

T D em o ss

.r vt

SB501

F O

U N

D A

T

IO

N D

E T

A

IL

S

F Y

H

O S

P

IT

A L M

O D

E R

N

IZ

A T

IO

N

M

IS

A W

A A

IR

B

A S

E

J A

P A

N

IS

S

U E

D F

O R

C O

N S

T R

U C

T

IO

N

RBC CTD QTL

8600 Indian Hills Drive

Omaha, NE 68114-4039

Tel 402.391.8111 Fax

402.391.8564

L A

D P ro je c t N o -1

-0

SCALE: NTS

C1

TYP SLAB ON GRADE JOINT DETAILS

SCALE: NTS

C3

HOUSEKEEPING EQUIPMENT PAD DETAIL

SCALE: NTS

C4

TYPICAL WALL CORNER REINFORCING

SCALE: NTS

B1

TYPICAL CONCRETE WALL OPENING

SCALE: NTS

A1

TYP. STEEL COLUMN BASE DETAIL

SCALE: 1 : 20

B4

TYPICAL WALL BEARING DETAIL

SCALE: 1 : 20

A4

WALL FOOTING AT GRIDER

SCALE: 1 : 20

A3

CONCRETE STOOP DETAIL

SCALE: 1 : 5

B2

ROOF BEAM CONNECTION EMBED PLATE

200mm

SCALE: 1:20

0 800mm400mm100mm

SCALE: 1:10

0 400mm200mm

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

P

GROUND LEVEL OVERALL

QR.9

FOR COLUMN AND

SLAB SEE -

A1

SB501

FOR COLUMN AND

SEE PLANS

SLAB-ON-EPS

EXIST. CONC.

COLUMN

CONC. PEDESTAL

UNDER COLUMN,

SIM. TO

CONC. PEDESTAL

A4

SB501

EXIST. CONC.

ROOF SLAB

EXISTING CONCRETE

GIRDER

C1

SB501

EXIST. CONC. SLAB

(3) D13 x CONT.

GROUND LEVEL OVERALL

R

TOP OF FOOTING

EXISTING ROOF

SLAB AND GIRDER

EXISTING

MECHANICAL

SHAFT WALLS

6mm EXP. JT.

SLAB-ON-EPS

CONCRETE AND

REINFORCEMENT

-SEE A4

SB501

C1

SB501

114 mm EMBED INTO

SIDE OF CONC. WALLS

AT DEPRESSION LESS THAN 200 AT DEPRESSION 200 to 600

SLAB REINF. -

SEE STRUCTURAL

GENERAL NOTES

EPS

VAPOR BARRIER

S E

E P

LA

N

S

S E

E P

LA

N

S S

E E

P

LA

N

S E

E P

LA

N

S

M

IN

S

E E

P

LA

N

S E

E P

LA

N

S

900 mm NTS

* KEYED CONSTRUCTION

JOINT (K.C.J.)

* AT CONTRACTOR'S OPTION:

OMIT K.C.J. AND RUN REINF. CONTINUOUS

ISOLATION

JOINT (I.J.)

#4 @ 12"OC

EACH WAY

2-#6 CONT.

SLAB REINF. -

SEE STRUCTURAL

GENERAL NOTES

W COLUMN - SEE SB102

BASE PLATE -

FOR SIZE

SEE

SCHEDULE

BELOW

W254x203 20x310x310

COLUMN BASE PL SIZE ROD DIA.

EMBEDMENT

4 - ASTM F1554 (GRADE 55)

THREADED ANCHOR RODS

w/NUT WELDED TO END w/155 mm PROJECTION -

SEE SCHEDULE BELOW

65 65

DO NOT WELD AT

COLUMN RADIUS

Q

R.9

W COL -

SEE PLAN

BASEPLATE -

SEE

CONCRETE

PEDESTAL BELOW

B2

SB502

VIF

D13 TIES, 2 SETS

IN TOP 127mm, THEN 150mm c/c

U-BARS -SEE

C2

SB502

EXISTING FACE OF

CONCRETE

EXISTING

CONCRETE COL

BRACE NOT SHOWN

FOR CLARITY

CONC. WALL

SEE SB102

BASEPLATE -

Q

R.9

W COL -

SEE PLAN

EXISTING

CONCRETE COL

BASEPLATE -

SEE

CONCRETE

PEDESTAL BELOW

C2

SB502

B2

SB502

EXISTING FACE OF

CONCRETE

VIF

D13 TIES, 2 SETS

IN TOP 127mm, THEN 150mm c/c

U-BARS -SEE

C2

SB502

BRACE NOT SHOWN

FOR CLARITY

W COLUMN -

SEE SB102

BASE PLATE - 38mm

8 - 23Ø ASTM F1554 (GRADE

55) THREADED ANCHOR

RODS (305 mm EMBED) w/NUT WELDED TO END w/155 mm PROJECTION

DO NOT WELD AT

COLUMN RADIUS

203 203

127 152 127

GUSSET PL - SEE

C2

SF502

(2) PL - 25 mm x 100 mm

8 100-300

TYP

R.9

PL - 25 mm x 100 mm (ONLY ON SIDE OF

COLUMN OPPOSITE GUSSET PLATE)

GROUND LEVEL OVERALL

QR.9

C1

SF502

FOR COLUMN AND

SLAB SEE -

FOR COLUMN AND

SLAB-ON-EPS

-SEE PLANS

EXIST. CONC.,

COLUMN

CONC. PEDESTAL

UNDER COLUMN,

SAME AS REINF.

CONC. PEDESTAL

EXIST. CONC.

ROOF SLAB

EXISTING CONCRETE

GIRDER

SEE PLANS

C1

SB501

A1

SB501

A4

SB501

EXIST. CONC. SLAB

STEEL BRACE

-SEE PLANS

EPROJECT NO.:

CONSTR. CONTR. NO.

DRAWING NO.

SCALE:

SHEET

D E

P A

R T

M E

N T

O F

T H

E A

IR

F

O R

C E

A F

M S

A H

E A

L T

H F

A C

IL

IT

IE

S

D

IV

IS

IO

N

A

IR

F O

R C

E C

IV

IL

E N

G

IN

E E

R C

E N

T E

R

P A

C

IF

IC

A

IR

F O

R C

E C

IV

IL

E N

G

IN

E E

R C

E N

T E

R

DES

SUBMITTAL DATE

DRW CHK

ACTIVITY

FOR COMMANDER AFCEC

APPROVED

D D

C

B

A

54321

A

C

1 2 3 4 5

B

DRAWFORM

REVISION:

P L A N N I N G

A R C H I T E C T U R E

E N G I N E E R I N G

I N T E R I O R S

EST. 1915

IF SHEET MEASURES LESS THAN 594 X 841 mm. IT IS A

REDUCED SIZE PRINT. REDUCE SCALE ACCORDINGLY

A/E INFO

SEAL

FA8903-15-D-0004 TO: 18-F-0072

APPROVED BY

23 DECEMBER 2019

L E

G A

C Y

P R

O J

E C

T

Q K

K A

O

P P

O R

T U

N

IT

Y

As indicated

/1

/2

:3 :4

P

M C

U se rs ct d em o ss

D o cu m en ts

A u to d es k\ R ev it

P ro je ct s\

M A

B H

-S tr u ct u ra l_ C

T D em o ss

.r vt

SB502

F O

U N

D A

T

IO

N D

E T

A

IL

S

F Y

H

O S

P

IT

A L M

O D

E R

N

IZ

A T

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A A

IR

B

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E

J A

P A

N

IS

S

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RBC CTD QTL

8600 Indian Hills Drive

Omaha, NE 68114-4039

Tel 402.391.8111 Fax

402.391.8564

L A

D P ro je c t N o -1

-0

SCALE: 1 : 20

C1

CONCRETE PEDESTAL AT STEEL COLUMN

SCALE: 1 : 20

A1

CONCRETE FOUNDATION TO MECHANICAL EXHAUST TOWER

SCALE: NTS

C3

TYPICAL DEPRESSED SLAB ON EPS DETAILS

SCALE: 1 : 8

B1

BASE PLATE DETAIL AT R.9-7

200mm

SCALE: 1:20

0 800mm400mm

SCALE: 1 : 20

B4

PEDESTAL DETAIL AT R.9-9

SCALE: 1 : 20

B3

PEDESTAL DETAIL AT R.9-8

SCALE: 1 : 8

B2

BASE PLATE DETAIL AT R.9-8 AND R.9-9

SCALE: 1 : 20

C2

CONCRETE PEDESTAL AT BRACE FRAME

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

P

SINGLE PLATE CONNECTION SCHEDULE

BEAM

SIZE

PLATE

LENGTH

"L"

PLATE

THICK

"T"

NUMBER OF

BOLTS "n"

BOLT SIZE AND TYPE

W203 152 2 19-ASTM F1852 OR M20 JIS B1186

W254 2

W305 229 3

W356 3

305 4

W457 305 4

W533 381 5

W610 457 6

WELD SCHEDULE

WELD SIZE "W"

BEAM SIZE W203 TO W610

7 FILLET

* BOTH SIDES

W406

NOTES:

1. DETAIL APPLIES TO ALL SIMPLY SUPPORTED BEAMS,

FRAMING INTO BEAMS, UNLESS SPECIFIC DETAILS

FOR AN ALTERNATE CONNECTION ARE PROVIDED.

2. "k" + 38mm OR 76mm MIN. - "k" = DISTANCE FROM OUTER FACE OF

FLANGE TO WEB TOE OF FILLET OF ROLLED SHAPE OR

EQUIVALENT DISTANCE ON WELDED SECTION, mm.

3. WELD SIZE AND TYPE VARIES WITH ANGLE OF FRAMING

- SEE SCHEDULE

ANGLE OF

FRAMING "Z"

90º TO 60º

CJP59.9º TO 30º

LESS THAN 30º

PLAN

"Z"

W S

H A

P E

W S

HAPE

64 38

LE

N

G T

H

6c /c

T Y

P

S P

A C

IN

G

S E

E N

O T

E

BOLTS - SEE SCHEDULE

PL "T" x 100 x "L"

N/A

64 38

S E

E N

O T

E

M

IN

SEE NOTE 3

"W"

SEE NOTE 3

19-ASTM F1852 OR M20 JIS B1186

19-ASTM F1852 OR M20 JIS B1186

19-ASTM F1852 OR M20 JIS B1186

19-ASTM F1852 OR M20 JIS B1186

19-ASTM F1852 OR M20 JIS B1186

19-ASTM F1852 OR M20 JIS B1186

19-ASTM F1852 OR M20 JIS B1186

NOTES:

1. DETAIL APPLIES TO ALL SIMPLY SUPPORTED BEAM FRAMING INTO COLUMNS UNLESS SPECIFIC

DETAILS FOR AN ALTERNATE CONNECTION ARE PROVIDED

2. WELD SIZE VARIES - SEE SCHEDULE

3. SCHEDULES ARE BASED ON ASD DESIGN METHODS.

4. AT CONNECTION TO COLUMN WEB, IF BEAM FLANGE WIDTH EXCEEDS COLUMN WIDTH, COPE OR

TRIM BEAM FLANGE.

5. "k" + 38mm OR 76mm MIN. - "k" = DISTANCE FROM OUTER FACE OF FLANGE TO WEB TOE OF FILLET OF ROLLED SHAPE OR EQUIVALENT DISTANCE ON WELDED SECTION, mm.

LE

N

G T

H c/ c T

Y P

S P

A C

IN

G

S E

E N

O T

E

SEE NOTE 4

BOLTS - SEE SCHEDULE

PL "T" x 4" x "L"

COLUMN WEB

(DETAIL IS SIMILAR FOR

CONNECTION TO COLUMN

FLANGE)

PLAN

W S

HAPE

"Z"

"W"

SEE NOTE 2

SINGLE PLATE CONNECTION SCHEDULE

BEAM

SIZE

PLATE

LENGTH

"L"

PLATE

THICK

"T"

NUMBER OF

BOLTS "n"

BOLT SIZE AND TYPE

W203 152 2 19-ASTM F1852 OR M20 JIS B1186

W254 2

W305 229 3

W356 3

305 4

W457 305 4

W533 381 5

W610 457 6

W406

19-ASTM F1852 OR M20 JIS B1186

19-ASTM F1852 OR M20 JIS B1186

19-ASTM F1852 OR M20 JIS B1186

19-ASTM F1852 OR M20 JIS B1186

19-ASTM F1852 OR M20 JIS B1186

19-ASTM F1852 OR M20 JIS B1186

19-ASTM F1852 OR M20 JIS B1186

WELD SCHEDULE

WELD SIZE "W"

BEAM SIZE W203 TO W610

7 FILLET

* BOTH SIDES

ANGLE OF

FRAMING "Z"

90º TO 60º

CJP59.9º TO 30º

LESS THAN 30º N/A

150 MIN. 300 MAX. 150 MIN.

M

IN

M

A X

M

IN

1.519mm SHEET

WELDED TO TOP OF

UNCUT FLUTES ALL

AROUND

ROOF OPENING

TYP.

50-200

TYP

ROOF DECK

- SEE PLANS

* NO REINFORCING PLATE REQUIRED FOR OPENING 6" MAX. DIMENSION OR LESS.

* CONTRACTORS OPTION:

4.82mm TEK SCREW IN

LIEU OF WELDS

SEE PLAN FOR SIZE AND LOC.

ROOF OPENING

CL STEEL JOIST

OR STEEL BEAM

METAL

ROOF DECK

* L102x102x6.4 FRAME

L102x102x6.2x102 (TYP.)

STEEL BEAM

* NO ANGLE REQUIRED WHEN EDGE

OF OPENING IS LESS THAN

150 FROM CL OF JOIST OR BEAM

DETAIL IS USED FOR ALL OPENINGS

OVER 330 IN ANY DIRECTION

UNLESS DETAILED OTHERWISE

TYP. AT ALL

FRAME WELDS

R

METAL ROOF DECK

-SEE PLANS

STEEL BEAM,

SEE PLANS

CONCRETE WALL

-SEE PLANS

B2

SB501

SEE EMBED CONNECTION

-SEE

C3

SF501

SHEAR TAB CONNECTION

-SEE

SEE EMBED CONNECTION

ARCH ROOF

R

METAL ROOF DECK

-SEE PLAN

CONCRETE WALL

-SEE PLANS

L152x102x8xCONT.

w/ 19Ø HAS-E B7 ROD w/ HIT-RE 500 ADHESIVE (171mm EMBED) AT 609 c/c MAX. SPACING

ARCH ROOF

DECK BEARING/

T.O. ANGLE

ELEV. =

ATTACH DECK TO ANGLE

PER. GEN. NOTES

METAL PANEL

AWNING

-SEE ARCH.

11304

EXISTING ROOF LEVEL

12200

QR.9

ARCH. ROOF

METAL DECK -

SEE PLANS

STEEL BEAM

- SEE PLANS

EXISTING CONCRETE GIRDER -

PER EXISTING DRAWINGS,

STIRRUPS AT 200mm c/c

10 mm BENT PLATE

8 75-300

V.I.F. 380FACE OF CONCRETE AT

EXISTING CANOPY DEMO

170 250

EXPANSION JOINT - SEE PLANS

B1

SF502

D19 @ 150mm c/c

D16 @ 200mm c/c

CONCRETE CANOPY

A1

SF502

OR

METAL ROOF DECK

-SEE PLAN

CONCRETE WALL

-SEE PLANS

L152x102x8xCONT.

w/ 19Ø HAS-E B7 ROD w/ HIT-RE 500 ADHESIVE (171mm EMBED) AT 609 c/c MAX. SPACING

ARCH ROOF

ATTACH DECK TO ANGLE

PER. GEN. NOTES

11433SLOPING

EPROJECT NO.:

CONSTR. CONTR. NO.

DRAWING NO.

SCALE:

SHEET

D E

P A

R T

M E

N T

O F

T H

E A

IR

F

O R

C E

A F

M S

A H

E A

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H F

A C

IL

IT

IE

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D

IV

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A

IR

F O

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E C

IV

IL

E N

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IN

E E

R C

E N

T E

R

P A

C

IF

IC

A

IR

F O

R C

E C

IV

IL

E N

G

IN

E E

R C

E N

T E

R

DES

SUBMITTAL DATE

DRW CHK

ACTIVITY

FOR COMMANDER AFCEC

APPROVED

D D

C

B

A

54321

A

C

1 2 3 4 5

B

DRAWFORM

REVISION:

P L A N N I N G

A R C H I T E C T U R E

E N G I N E E R I N G

I N T E R I O R S

EST. 1915

IF SHEET MEASURES LESS THAN 594 X 841 mm. IT IS A

REDUCED SIZE PRINT. REDUCE SCALE ACCORDINGLY

A/E INFO

SEAL

FA8903-15-D-0004 TO: 18-F-0072

APPROVED BY

23 DECEMBER 2019

L E

G A

C Y

P R

O J

E C

T

Q K

K A

O

P P

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T U

N

IT

Y

As indicated

/1

/2

:3 :4

P

M C

U se rs ct d em o ss

D o cu m en ts

A u to d es k\ R ev it

P ro je ct s\

M A

B H

-S tr u ct u ra l_ C

T D em o ss

.r vt

SF501

F R

A M

IN

G

D E

T A

IL

S

F Y

H

O S

P

IT

A L M

O D

E R

N

IZ

A T

IO

N

M

IS

A W

A A

IR

B

A S

E

J A

P A

N

IS

S

U E

D F

O R

C O

N S

T R

U C

T

IO

N

RBC CTD QTL

8600 Indian Hills Drive

Omaha, NE 68114-4039

Tel 402.391.8111 Fax

402.391.8564

L A

D P ro je c t N o -1

-0

SCALE: NTS

C1

TYPICAL BEAM TO BEAM CONNECTION (SINGLE PLATE) AND SCHEDULE

SCALE: NTS

C3

SINGLE PLATE CONNECTION DETAIL AND SCHEDULE (BEAM TO COLUMN)

SCALE: NTS

B2

ROOF DECK OPENINGS

SCALE: 1 : 8

B1

TYPICAL ROOF OPENING SECTION

SCALE: 1 : 10

C5

BEAM TO WALL CONNECTION

SCALE: 1 : 10

B3

DECK TO WALL CONNECTION

SCALE: 1 : 10

A3

DECK TO EXISTING BUILDING

SCALE: 1 : 20

A1

SECTION AT CANOPY

200mm

SCALE: 1:20

0 800mm400mm100mm

SCALE: 1:10

0 400mm200mm

SCALE: 1 : 10

B4

DECK BEARING AT WALL

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

P

8 9

TOP OF FOOTING

HSS20

3x

3x

.7

HSS203x203x12.7

304EQ EQ

WORKPOINT

WORKPOINTWORKPOINT

EXISTING CONC.

FRAMING BEYOND

W457x279x128 W

5x

5x

W

5x

5x

SF502

C2

SF502

C4

SF502

C2

MIRROR

C2

SB502

A1

SF501

CONCRETE WALL

-SEE FOR REINFORCEMENT

D19 AT 150mm c/c

D16 AT 200mm c/c (3) D16 AT 200mm c/c

D13 AT

150mm c/c

(1) D16

B4

SB501

PROVIDE (2) ADDITIONAL

D16 EXTEND 600mm BEYOND

OPENING EXTENTS

0".

0".

V A

R

IE

S

PROVIDE CHAMFER PER SPECIFICATIONS

AT EXPOSED CONCRETE EDGES

TOP OF FOOTING

TYP25

WORKPOINT

HSS BRACE

8 200

NS & FS

6.5

12.7mm PL

REFERENCE LINE

40.77°

COLUMN CENTERLINE

W COLUMN

HSS CENTERLINE

BASEPLATE - SEE

B2

SB502

.2

3°

WORKPOINT

W BEAM

49.23°

HSS BRACE

HSS BRACE CENTERLINE

W BEAM CENTERLINE

TYP.25

TY

P20

8 200

NS & FS TYP.18

6.5

T Y

P

PL - 12.7mm

STIFFINER PL - 6.5mm

(NS & FS)4.8

3 SIDES TYP

R.9

W BEAM -

SEE PLANPROVIDE BOLTS AND

HOLE SPACING PER

W BEAM - SEE PLAN

C1

SF501

EXTENDED

SHEAR TAB

PL - 10mm

3 SIDES

PROVIDE

STANDARD HOLES

NOTES:

1. DETAIL APPLIES TO ALL BEAMS FRAMING INTO COLUMNS ALONG GRIDLINE R.9.

2. "k" + 38mm OR 76mm MIN. - "k" = DISTANCE FROM OUTER FACE OF FLANGE TO WEB TOE OF FILLET OF ROLLED SHAPE OR EQUIVALENT DISTANCE ON WELDED SECTION, mm.

LE

N

G T

H c/ c T

Y P

S P

A C

IN

G

S E

E N

O T

E

SEE NOTE 4

BOLTS - SEE SCHEDULE

ANGLE EA. SIDE - SEE SCHEDULE

COLUMN WEB

(DETAIL IS SIMILAR FOR

CONNECTION TO COLUMN

FLANGE)

DOUBLE ANGLE CONNECTION SCHEDULE

BEAM

SIZE

ANGLE

LENGTH

"L"

ANGLE

SIZE

NUMBER OF

BOLTS "n"

BOLT SIZE AND TYPE

W457 292 4(2)L101.6x89x9.5 25-ASTM F1852 OR M20 JIS B1186

D13 @ 150mm

CONCRETE WALL

-SEE FOR REINFORCEMENT

B4

SB501

(1) D16

D19 @ 150mm c/c m m

V A

R

IE

S

D16 @ 200mm c/c(3) D16 @ 200mm c/c

PROVIDE (2) ADDITIONAL

D16 EXTEND 600mm BEYOND

OPENING EXTENTS

PROVIDE (2) ADDITIONAL

D16 EXTEND 600mm BEYOND

OPENING EXTENTS

D13 STIRRUPS AT 150mm c/c

PROVIDE CHAMFER PER SPECIFICATIONS

AT EXPOSED CONCRETE EDGES

0".

0".

DOOR OPENING (BELOW)

LOUVER OPENING (ABOVE)

EPROJECT NO.:

CONSTR. CONTR. NO.

DRAWING NO.

SCALE:

SHEET

D E

P A

R T

M E

N T

O F

T H

E A

IR

F

O R

C E

A F

M S

A H

E A

L T

H F

A C

IL

IT

IE

S

D

IV

IS

IO

N

A

IR

F O

R C

E C

IV

IL

E N

G

IN

E E

R C

E N

T E

R

P A

C

IF

IC

A

IR

F O

R C

E C

IV

IL

E N

G

IN

E E

R C

E N

T E

R

DES

SUBMITTAL DATE

DRW CHK

ACTIVITY

FOR COMMANDER AFCEC

APPROVED

D D

C

B

A

54321

A

C

1 2 3 4 5

B

DRAWFORM

REVISION:

P L A N N I N G

A R C H I T E C T U R E

E N G I N E E R I N G

I N T E R I O R S

EST. 1915

IF SHEET MEASURES LESS THAN 594 X 841 mm. IT IS A

REDUCED SIZE PRINT. REDUCE SCALE ACCORDINGLY

A/E INFO

SEAL

FA8903-15-D-0004 TO: 18-F-0072

APPROVED BY

23 DECEMBER 2019

L E

G A

C Y

P R

O J

E C

T

Q K

K A

O

P P

O R

T U

N

IT

Y

As indicated

/1

/2

:3 :4

P

M C

U se rs ct d em o ss

D o cu m en ts

A u to d es k\ R ev it

P ro je ct s\

M A

B H

-S tr u ct u ra l_ C

T D em o ss

.r vt

SF502

F R

A M

IN

G

D E

T A

IL

S

F Y

H

O S

P

IT

A L M

O D

E R

N

IZ

A T

IO

N

M

IS

A W

A A

IR

B

A S

E

J A

P A

N

IS

S

U E

D F

O R

C O

N S

T R

U C

T

IO

N

RBC CTD QTL

8600 Indian Hills Drive

Omaha, NE 68114-4039

Tel 402.391.8111 Fax

402.391.8564

L A

D P ro je c t N o -1

-0

SCALE: 1 : 50

C1

BRACE ELEVATION

500mm

SCALE: 1:50

0 2000mm1000mm

SCALE: 1 : 10

B1

NORTH CANOPY SECTION

SCALE: 1 : 10

C2

BRACE TO COLUMN CONNECTION

SCALE: 1 : 10

C4

BRACE TO BEAM CONNECTION

SCALE: 1 : 5

B2

EXTENDED SHEAR TAB

SCALE: NONE

B4

DOUBLE ANGLE CONNECTION DETAIL AND SCHEDULE (BEAM TO COLUMN)

SCALE: 1 : 10

A1

SOUTH CANOPY SECTION

S Y

M D

E S

C R

IP

T

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N

D A

T E

A P

P