FCCI_ADVERTISEMENT_VOL._2.PDF

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Attached to: Tactical Equipment Maintenance Facility Federal contract opportunity
Solicitation number: W9128F19R0002
Issued by: Department of the Army Corps of Engineers Engineering District Omaha

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Am-0008_W9128F-19-R-0002_Drawings.pdf	PDF	May 17, 2019
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SHEET ID

DS: AEC_Screen.dscriptPD: AEC_pdf.pltcfg9:16:25 AM 3/26/2019

...\FC\FCCI\40000 Design Products\CAD_BIM\_Sheets\INDEX 2

®of Engineers

US Army Corps

U .S

A R

M Y C

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SHEET SEQUENCE NUMBER

w/ Level 2 Designator

DISCIPLINE DESIGNATOR

M - 2 0 1

2. DISCIPLINE DESIGNATORS:1. SHEET IDENTIFICATION NUMBERS:

RESOURCE

TELECOMMUNICATIONS

ELECTRICAL

MECHANICAL

PROCESS

PLUMBING

FIRE PROTECTION

EQUIPMENT

INTERIORS

ARCHITECTURAL

STRUCTURAL

LANDSCAPE

CIVIL

GEOTECHNICAL

SURVEY / MAPPING

HAZARDOUS MATERIALS

GENERAL

Designator)

RELEASE 3.0 for Level 2

(see A/E/C CADD STANDARD

INDEX LEGEND:

SHEET TYPE DESIGNATOR

3. SHEET TYPE DESIGNATORS:

3D REPRESENTATIONS

USER DEFINED

SCHEDULES & DIAGRAMS

DETAILS

LARGE-SCALE VIEWS

SECTIONS

ELEVATIONS

PLANS

GENERAL

INDEX

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L .B .C

G-002

L .B .C

G-002

L .B .C

A N

S I

D A

N S I

T A

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A L E

Q U

M E

N T M

T E

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E F

A C

S T

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A L E

Q U

M E

N T M

T E

N A

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S /2

F -4

-0

F -4

-0

F C

-0

B .d g n

F C

-0

B .d g n

E X V

O L

U M

E X V

O L

U M

W F -1

-R -0

W F -1

-R -0

I. DESIGN CRITERIA AND DESIGN LOADS

A. DEAD LOAD (IN ADDITION TO FRAMING SELF WEIGHT)

1) SECOND FLOOR = 60 PSF (43 PSF SLAB + 17 PSF COMPONENTS)

2) ROOF = 20 PSF (ALL ROOF JOISTS SHALL BE DESIGNED BY FABRICATOR TO

SUPPORT TO 20 PSF DEAD LOAD ON TOP CHORD AND 5 PSF DEAD LOAD ON

BOTTOM CHORD.

B. LIVE LOAD (ASCE 7-14)

1) ROOF CONSTRUCTION LIVE LOAD = 20 PSF

2) ROOF LIVE LOAD = 20 PSF

3) SECOND FLOOR OFFICE = 50 PSF (REDUCIBLE) + 15 PSF PARTITION

4) STAIRS = 100 PSF (300 LB POINT LOAD)

5) LOBBIES/CORRIDORS = 100 PSF

6) SLAB-ON-GRADE = 100 PSF EXCEPT MAXIUM AXLE LOAD = 43 KIPS IN

REPAIR/MAINTENANCE AREAS

C. WIND LOAD (ASCE 7-14)

1) BASIC WIND SPEED = 127 MPH ( 3 SECOND GUST)

2) EXPOSURE CATEGORY = C

3) IMPORTANCE FACTOR = 1.0

4) INTERNAL PRESSURE COEFFICIENTS, GCpi: +/- 0.55

5) ROOF AND WALL COMPONENTS AND CLADDING: SEE WIND LOAD DIAGRAMS

D. SNOW LOAD (ASCE 7-14)

1) GROUND SNOW = 30 PSF

2) IMPORTANCE FACTOR = 1.0

3) EXPOSURE FACTOR = 1.0

4) THERMAL FACTOR = 1.1, 1.2 AT ROOF OVERHANGS AND CANOPIES

5) SNOW DENSITY, GAMMA = 16 PSF

6) SLOPE FACTOR = 1.0

7) FLAT ROOF LOAD Pf = 23 PSF

7) UNBALANCED, SLIDING, AND DRIFT: SEE SNOW LOAD DIAGRAMS

8) BASED ON LOCAL PRACTICE, DESIGN ROOF SNOW LOADS SHALL NOT BE LESS

THAN THOSE BASED ON PIKES PEAK REGIONAL BUILDING CODE (PPRBC);

PPRBC REQUIRES A MINIMUM FLAT ROOF SNOW LOAD OF 30 PSF.

E. SEISMIC LOAD (ASCE 7-14)

1) SEISMIC DESIGN CATEGORY B

2) RISK CATEGORY: II

3) Ss = 0.195

4) S1 = 0.058

5) SITE CLASS D

6) IMPORTANCE FACTOR = 1.0

7) SDS = 0.21

8) SD1 = 0.09

9) BASIC SEISMIC FORCE RESISTING SYSTEMS:

a) ORDINARY PRECAST SHEAR WALLS.

10) DESIGN BASE SHEARS:

a) BUILDING: 488.36 KIPS

11) SEISMIC RESPONSE COEFFICIENTS;

a) BUILDING Cs = 0.069

12) RESPONSE MODIFICATION COEFFICIENTS:

a) BUILDING R = 3.0

II. GENERAL NOTES

A. REFERENCE ELEVATION 100'-0" = TOP OF FIRST FLOOR FINISHED SLAB FOR ALL

STRUCTURES, SEE CIVIL SHEETS FOR MEAN SEA LEVEL ELEVATION.

B. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND COORDINATE LOCATIONS

OF ALL EMBEDDED ITEMS, CONDUITS, PIPES, AND OPENINGS. REFER TO

ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS FOR ITEMS NOT

INDICATED ON STRUCTURAL DRAWINGS. THE CONTRACTING OFFICER SHALL

BE NOTIFIED IMMEDIATELY OF ANY DISCREPANCY.

C. THE CONTRACTOR SHALL PROVIDE AND MAINTAIN ADEQUATE BRACING AND

SHORING FOR STEEL AND PRECAST CONCRETE WORK AT ALL TIMES DURING

CONSTRUCTION.

D. THE CONTRACTOR SHALL BE RESPONSIBLE FOR FIRESTOPPING ALL GAPS BETWEEN

WALLS AND OVERLYING FLOORS, DECKING, AND STRUCTURE AS WELL AS OTHER

PENETRATIONS AS REQUIRED BY ARCHITECTURAL, MECHANICAL, AND ELECTRICAL

SHEETS, AND BY THE CONTRACT SPECIFICATIONS.

III. FOUNDATIONS & SOIL DATA (PER FINAL GEOTECHNICAL REPORT FOR TACTICAL EQUIPMENT

MAINTENANCE FACILITY FORT CARSON, CO DATED JULY 2018)

A. FOUNDATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH REQUIREMENTS SET FORTH IN THE

FINAL FOUNDATION ANALYSIS FOR THE TEMF FT. CARSON.

B. THE FOUNDATION SYSTEM CONSISTS OF CONTINUOUS WALL FOOTINGS, AND SPREAD FOOTINGS.

THE MINIMUM DEPTH TO THE BOTTOM OF THE FOOTINGS IS 36" BELOW ADJACENT FINISH GRADE

EXTERIOR FOOTINGS, UNLESS NOTED OTHERWISE. THE NET ALLOWABLE BEARING CAPACITY

IS 2,500 PSF FOR SPREAD AND CONTINUOUS WALL FOOTINGS.

C. ISOLATED SPREAD AND CONTINUOUS FOOTINGS ARE TO BE UNDERLINE BY A MINIMUM OF 3 FEET OF

NON-EXPANSIVE ENGINEERED FILL. THE LIMITS OF THE OVER-EXCAVATION AND REPLACEMENT

WITH ENGINEERED FILL ARE TO BE NOT LESS THAN 3 FEET BEYOND THE OUTSIDE EDGE OF THE FOOTING, WITH EXCAVATION WALLS IN ACCORDANCE TO EM 385-1-1. SEE DETAIL 7/S-501.

D. STRUCTURAL FILL SHALL BE COMPACTED TO 95% MODIFIED PROCTOR, +- 2% OPTIMAL

MOISTURE CONTENT.

LIFT THICKNESS FOR EITHER FINE OR COARSE MATERIALS SHOULD NOT EXCEED 8 INCHES

IN ANY CIRCUMSTANCE.

ALL COMPACTED FILL INSTALLATION SHALL BE INSPECTED AND APPROVED BY A REGISTERED

GEOTECHNICAL ENGINEER. A REGISTERED GEOTECHNICAL ENGINEER SHALL INSPECT AND

APPROVE BEARING MATERIALS PRIOR TO THE PLACEMENT OF CONCRETE.

E. BACKFILL AROUND FOUNDATION WALLS SHALL BE PLACED ON EACH SIDE OF THE WALL IN

EQUAL LIFTS.

IV. REINFORCED CONCRETE

A. DESIGN CODES: BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI-318)

B. MATERIAL STRENGTHS:

1) CONCRETE COMPRESSIVE STRENGTH (f'c) AT 28 DAYS NORMAL WEIGHT:

2) REINFORCING STEEL:

BARS (NOT WELDED) ASTM A615, GR. 60 KSI

BARS (WELDED) ASTM A706, GR. 60 KSI

TIES ASTM A615, GR. 60 KSI

WELDED WIRE REINFORCEMENT ASTM A185

C. NOTES

1) ALL CONCRETE OPERATIONS AND REINFORCEMENT SHALL BE IN ACCORDANCE

WITH THE LATEST ACI AND CRSI STANDARDS.

2) REFER TO THE ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS FOR

ADDITIONAL EMBEDDED ITEMS AND ACCESSORIES. NO CALCIUM CHLORIDE OR

OTHER DELETERIOUS SALTS ARE PERMITTED IN CONCRETE. NO ALUMINUM

EMBEDMENTS ARE PERMITTED. PROVIDE 3/4" CHAMFER AT ALL EXPOSED CORNERS.

3) FURNISH THE FOLLOWING CONCRETE COVER ON REINFORCING BARS UNO:

SLAB ON GRADE 1.5" COVER AT TOP

SLABS ON METAL FORMS CENTER MESH IN PORTION

OF SLAB ABOVE METAL FORMS

COLUMN PEDESTALS 2" COVER ON TIES

FOUNDATIONS 3" COVER ON BOTTOM AND SIDES

WALLS 2" UNO

4) PROVIDE THE FOLLOWING CONCRETE FINISHES UNO:

WALLS PER SPECIFICATIONS

FOUNDATIONS PER SPECIFICATIONS

SLABS TO BE EXPOSED PER ARCH

STAIRS AND RAMPS, EXTERIOR PER ARCH

STAIRS AND RAMPS, INTERIOR PER ARCH

5) LONGITUDINAL REINFORCING IN THE FOUNDATION SHALL BE PLACED CONTINUOUS

AT CORNERS AND INTERSECTIONS. MATCHING CORNER BARS SHALL BE USED PER

THE TYPICAL CONCRETE REINFORCEMENT DETAILS ON THE CONTRACT DRAWINGS.

6) ALL CONCRETE IS REINFORCED UNLESS SPECIFICALLY CALLED OUT AS UNREINFORCED.

REINFORCE ALL CONCRETE NOT OTHERWISE SHOWN WITH SAME STEEL AS IN SIMILAR

SECTIONS OR AREAS.

7) ALL ADJOINING SURFACES NOT CAST MONOLITHICALLY SHALL BE INTENTIONALLY

ROUGHENED TO 1/4" AMPLITUDE AT EXISTING CONCRETE SURFACE FOR THE ENTIRE

INTERSECTING SURFACE. APPLY BONDING AGENT TO EXISTING CONCRETE PRIOR

TO PLACING NEW CONCRETE.

8) CONTRACTOR SHALL COORDINATE LOCATIONS OF ALL FLOOR DRAINS, FLOOR FINISHES,

CURBS, CONCRETE PADS, AND SLAB DEPRESSIONS WITH ARCHITECTURAL AND

MECHANICAL DRAWINGS.

9) CONTRACTOR SHALL FIELD VERIFY DIMENSIONS AND LOCATIONS OF ALL OPENINGS, PIPE

SLEEVES, CURBS, ETC. AS REQUIRED WITH OTHER TRADES PRIOR TO PLACING CONCRETE.

10) CONTRACTOR SHALL COORDINATE LOCATIONS OF INSERTS, WELDED PLATES, AND OTHER

ITEMS EMBEDDED IN CONCRETE WITH ARCHITECTURAL DRAWINGS, MECHANICAL DRAWINGS,

AND OTHER TRADES.

11) ALL SLABS SHALL BE FLAT AND LEVEL PER SPECIFICATIONS. CONTRACTOR SHALL INCLUDE

IN THE BID ANY EXCESS CONCRETE REQUIRED DUE TO SUPPORT MEMBER DEFLECTION TO

ACHIEVE FLAT AND LEVEL SLABS. THE CONCRETE PLACING PROCEDURE SHALL BE

CONTROLLED TO MINIMIZE MEMBER DEFLECTION.

12) ALL REINFORCING BARS SHALL BE LAPPED AS SPECIFICALLY DETAILED ON THE DRAWINGS.

REFERENCE SPLICE AND EMBEDMENT SCHEDULE PER THE TYPICAL CONCRETE DETAILS.

WHERE NOT SPECIFICALLY DETAILED ON THE DRAWINGS, ALL REINFORCING BARS SHALL

BE LAPPED USING THE TENSION LAPPED SPLICE LENGTHS IN THE LAP SPLICE SCHEDULE.

TERMINATE BARS AT DISCONTINUOUS ENDS WITH STANDARD HOOKS, UNLESS NOTED

OTHERWISE.

V. PRECAST CONCRETE WALL PANELS

A. PRECAST CONCRETE WALL PANELS SHALL BE INSULATED STRUCTURAL PANELS OF THE

THICKNESS SHOWN ON THE DRAWINGS. ANY CHANGES IN THICKNESS SHALL BE REVIEWED

AND APPROVED BY THE DOR.

B. THE PRECAST WALL PANELS SHALL BE DESIGNED FOR THE LOADS INDICATED ON THE

CONTRACT DRAWINGS.

C. THE PRECAST PANEL SUPPLIER SHALL BE RESPONSIBLE FOR THE DESIGN AND DETAILING OF

ALL EMBED PLATES, CONNECTIONS BETWEEN PRECAST PANELS, AND ANCHORAGE TO THE

FOUNDATION IN ACCORDANCE WITH THE APPLICABLE PROVISIONS OF THE AMERICAN CONCRETE

INSTITUTE ACI 318-11/318R-11 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

AND COMMENTARY AND/OR THE PRECAST/PRESTRESSED CONCRETE INSTITUTE (PCI) DESIGN

HANDBOOK - PRECAST AND PRESTRESSED CONCRETE, 6TH EDITION (2017). THE PRECAST WALL

PANEL SUPPLIER SHALL COORDINATE WITH THE STRUCTURAL STEEL SUPPLIER FOR MOMENTS

DUE TO BEAM CONNECTION ECCENTRICITY AND OTHER ECCENTRIC LOADS TO BE CONSIDERED

FOR DESIGN OF THE EMBEDDED PLATES IN THE WALL PANELS.

D. THE LOCATION AND INSTALLATION OF PRECAST PANEL ANCHORAGES AND ERECTION BRACING

SHALL BE COORDINATED WITH OTHER TRADES SUCH AS JOIST MANUFACTURE.

E. PRECAST PANELS SHALL BE BRACED UNTIL ROOF AND FLOOR DECKS ARE IN PLACE AND SECURED.

THE CONTRACTOR SHALL COORDINATE TEMPORARY BRACE LOCATIONS SO AS NOT TO INTERFERE

WITH OTHER TRADES.

F. CONCRETE FOR PRECAST WALL PANELS SHALL BE NORMAL WEIGHT CONCRETE WITH A MINIMUM

28-DAY COMPRESSIVE STRENGTH OF 5000 PSI.

G. PRECAST PANELS SHALL BE REINFORCED, EITHER PRESTRESSED OR NON-PRESTRESSED.

H. PRECAST SUPPLIER SHALL COORDINATE ALL PRECAST EMBEDMENT PLATES FOR ARCHITECTURAL FEATURES

SUCH AS AWINGING OR LIGHT FIXTURES

H. THE PRECAST CONCRETE WALL PANELS AND THEIR CONNECTIONS SHALL BE DESIGNED PER

UFC 04-010-01 AND 04-010-02 TO PROVIDE A LOW LEVEL OF PROTECTION FOR AT/FP. REFER TO

THE CIVIC DRAWINGS FOR STAND OFF DISTANCE TO BE CONSIDERED.

I. SEE SPECIFICATION SECTION 03 45 33; PRECAST AND PRECAST/PRESTRESSED STRUCTURAL

CONCRETE FOR ADDITIONAL INFORMATION.

VI. STRUCTURAL STEEL

A. DESIGN CODE: SPECIFICATIONS FOR THE DESIGN, FABRICATION, AND ERECTION OF

STRUCTURAL STEEL FOR BUILDINGS (AISC).

B. MATERIAL STRENGTHS:

STRUCTURAL STEEL ROLLED W-SHAPES ASTM A992, (FY = 50 KSI)

CHANNELS, ANGLES, AND OTHER HOT ROLLED SHAPES ASTM A36

BASE PLATES AND ALL OTHER MISC. PLATES & BARS ASTM A36

STRUCTURAL STEEL TUBING ASTM A500, GR. B (FY = 46 KSI)

STRUCTURAL PIPE ASTM A53, GR. B

CONNECTION BOLTS ASTM A325

ANCHOR RODS ASTM F1554, GR. 36

WELDING ELECTRODES E70

C. NOTES:

1) UNLESS INDICATED OTHERWISE, ALL BOLTED CONNECTIONS SHALL BE 3/4 INCH

DIAMETER A325N. ALL BOLT SPACING SHALL BE 3" AND ALL BOLT EDGE DISTANCES

SHALL BE 1 1/4" MINIMUM UNLESS OTHERWISE INDICATED ON THE CONTRACT

DRAWINGS.

2) ALL STRUCTURAL STEEL AND THEIR CONNECTIONS SHALL BE DETAILED, FABRICATED,

AND ERECTED ACCORDING TO THE LATEST VERSION OF THE AMERICAN INSTITUTE OF

STEEL CONSTRUCTION (AISC) MANUAL OF STEEL CONSTRUCTION.

3) EXPANSION ANCHORS FOR INSTALLATION INTO CONCRETE SHALL BE HILTI TZ OR

APPROVED EQUAL.

4) STRUCTURAL STEEL TO BE PAINTED OR GALVANIZED PER SPECIFICATIONS.

5) ALL WELDING TO BE DONE BY AMERICAN WELDING SOCIETY (AWS) CERTIFIED

WELDERS.

6) COLUMN ANCHOR RODS SHALL BE POSITIVELY LOCATED USING 1/8" SHEET METAL

TEMPLATES FOR ALL COLUMN BASE PLATES. PROVISION SHALL BE MADE FOR ALL

ANCHOR RODS TO BE RIGIDLY HELD IN POSITION TO PREVENT MOVEMENT DURING

CONCRETE PLACEMENT. ANCHOR RODS SHALL NOT BE TIGHTENED PRIOR TO 14

DAYS FOLLOWING CONCRETE PLACEMENT.

7) PORTIONS OF THE STRUCTURE ARE NOT SELF SUPPORTING DURING ERECTION; FOR

GRAVITY AS WELL AS LATERAL LOADS. PROVIDE ANY TEMPORARY BRACING OR GUYS

TO PROVIDE A LATERAL SUPPORT OF THE BUILDING AND INDIVIDUAL ELEMENTS UNTIL

PERMANENT FRAME AND DECK ARE COMPLETELY INSTALLED. ALL LATERAL LOAD

RESISTANCE AND STABILITY OF THE BUILDING IN THE COMPLETED STRUCTURE IS

PROVIDED EXCLUSIVELY BY STEEL BRACED FRAMES. THE COMPOSITE METAL DECK,

CONCRETE FLOORS AND ROOF DECK SERVE AS HORIZONTAL DIAPHRAGMS THAT

DISTRIBUTE THE LATERAL WIND AND SEISMIC FORCES HORIZONTALLY TO THE STEEL

BRACED FRAMES. BRACED FRAMES CARRY THE APPLIED LATERAL LOADS TO THE

BUILDING FOUNDATION.

8) STRUCTURAL STEEL SHALL NOT BE RELEASED FOR FABRICATION UNTIL THE PRECAST

CONCRETE WALL PANEL SHOP DRAWINGS HAVE BEEN APPROVED AND THE FINAL WALL

PANEL THICKNESS VERIFIED.

VII. STEEL JOISTS

A. STEEL JOISTS SHALL CONFORM TO THE 2015 STANDARD SPECIFICATIONS OF THE STEEL

JOIST INSTITUTE (SJI).

B. JOIST BRIDGING SIZE, SPACING, AND LOCATIONS SHALL BE DETERMINED BY THE JOIST

SUPPLIER.

C. CONCENTRATED LOADS FROM MECHANICAL AND ELECTRICAL EQUIPMENT, AS WELL AS

FROM ARCHITECTURAL COMPONENTS SHALL, SHALL BE LOCATED AT JOIST PANEL POINTS

WHERE PRACTICAL. WHERE NOT PRACTICAL, EXTRA JOIST WEB MEMBERS SHALL BE FIELD

LOCATED AND INSTALLED AT LOCATIONS WHERE CONCENTRATED LOADS FROM MECHANICAL

AND ELECTRICAL EQUIPMENT, AS WELL AS FROM ARCHITECTURAL COMPONENTS, EXCEED 50

POUNDS. COORDINATE PROCUREMENT, LOCATIONS, AND INSTALLATION OF EXTRA JOIST WEB

MEMBERS WITH JOIST SUPPLIER.

D. JOISTS LOCATED ADJACENT ON BOTH SIDES OF STEEL COLUMNS THAT ARE NOT FRAMED

WITH STRUCTURAL STEEL MEMBERS RUNNING PARALLEL TO THE JOISTS SHALL BE FIELD

BOLTED AT JOIST BEARINGS.

E. LOCATIONS AND DETAILS OF JOIST BRIDGING CONNECTIONS TO PRECAST CONCRETE PANELS

SHALL BE COORDINATED WITH PRECAST SUPPLIER TO AVOID INTERFERENCE WITH PRECAST

PANEL TENDONS AND REINFORCEMENT.

F. CONTRACTOR SHALL COORDINATE WITH MECHANICAL AND ELECTRICAL CONTRACTORS

AND PROVIDE JOIST SUPPLIER THE WEIGHTS AND LOCATIONS OF ANY COMPONENTS

OR EQUIPMENT SUPPORTED FROM THE JOISTS OF 50 POUNDS OR LARGER.

G. STEEL JOISTS SHALL NOT BE RELEASED FOR FABRICATION UNTIL THE PRECAST CONCRETE

WALL PANEL SHOP DRAWINGS HAVE BEEN APPROVED AND THE FINAL WALL PANEL THICKNESS

VERIFIED.

VIII. STEEL ROOF DECK AND COMPOSITE FLOOR DECK:

A. DESIGN CODE: STEEL DECK INSTITUTE DESIGN MANUAL FOR ROOF DECKS AND FLOOR

DECKS (SDI)

B. MATERIAL STRENGTHS: PER SDI SPECIFICATIONS

C. NOTES:

1) STEEL ROOF DECK AND COMPOSITE FLOOR DECK SHALL BE DESIGNED, FABRICATED,

AND ERECTED ACCORDING TO SPECIFICATIONS OF THE STEEL DECK INSTITUTE (SDI).

2) PROVIDE ALL RIDGE AND VALLEY PLATES, SUMP PANS, CLOSURE PLATES, POUR STOPS,

AND ALL OTHER ACCESSORIES REQUIRED FOR COMPLETE INSTALLATION.

3) ALLOWABLE STRESS BASED ON SDI AND AISI.

4) MAXIMUM DEFLECTION DUE TO SUPERIMPOSED LOADS SHALL BE LIMITED TO L/240.

5) STEEL ROOF DECK AND COMPOSITE FLOOR DECK TO BE GALVANIZED PER CONTRACT

DOCUMENTS.

6) PROVIDE ROOF DECK CONSTRUCTION THAT IS LISTED AND CONFORMS TO THE UL FIRE

RESISTANCE DIRECTORY AND BUILDING MATERIALS DIRECTORY. DECK ATTACHMENT

SHALL MEET A CLASS 1-90 UPLIFT RATING.

7) ALL METAL DECK SHALL BE FABRICATED AND INSTALLED FOR A MINIMUM TWO SPAN

CONDITION, UNO. TEMPORARY SHORING OF METAL DECK SHALL NOT BE USED UNLESS

APPROVED BY THE CONTRACTING OFFICER.

8) DECKING CONTRACTOR SHALL COORDINATE DECK OPENING SIZES AND LOCATIONS

WITH ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS AND SHALL PROVIDE

HEADER MEMBERS AND REINFORCEMENT AS REQUIRED PER TYPICAL DETAILS.

9) REFERENCE THE CONTRACT DRAWINGS FOR DECK TYPE, GAUGE, AND FASTENER SPACING.

10) COMPOSITE METAL FLOOR DECK HANGER TAB LOADS SHALL NOT EXTEND 60 LBS PER

HANGER TAB. LOADS SHALL BE DISTRIBUTED SUCH THAT THE TRIBUTARY LOAD SHALL

NOT EXCEED 5 PSF. MECHANICAL EQUIPMENT SHALL NOT BE HUNG FROM METAL DECK.

HANGING LOADS FROM ROOF DECK IS PROHIBITED.

IX. COLD FORMED STEEL FRAMING

A. COLD FORMED STRUCTURAL STEEL FRAMING SHALL CONFORM TO THE MOST CURRENT ADOPTED EDITION OF THE AMERICAN IRON AND STEEL INSTITUTE (AISI) "DESIGN OF COLD FORMED STEEL

STRUCTURAL MEMBERS".

B. REFER TO SPECIFICATION SECTION 05 40 00 FOR REQUIREMENTS.

XII. SPECIAL INSPECTION (IBC 2015)

A. PROVIDE SPECIAL INSPECTIONS IN ACCORDANCE WITH CHAPTER 17, SECTIONS 1704 &

OF THE 2015 INTERNATIONAL BUILDING CODE FOR THE FOLLOWING AREAS:

1) STEEL CONSTRUCTION - SECTION 1705.2

2) CONCRETE CONSTRUCTION - SECTION 1705.3

3) SOILS - SECTION 1705.6

4) SPECIAL INSPECTIONS FOR WIND RESISTANCE - SECTION 1705.10

5) MASONRY CONSTRUCTION - SECTION 1705.4

B. INCLUDE SPECIAL INSPECTION REQUIREMENTS IN CONTRACTOR'S QUALITY CONTROL

(CQC) PLAN.

C. A SPECIAL INSPECTOR IS A QUALIFIED PERSON. EXCLUSIVE OF PERSONNEL INCLUDED

UNDER THE

CQC STAFF, WHO HAS DEMONSTRATED COMPETENCE TO THE CONTRACTING OFFICER'S

SATISFACTION

ITEM

INTERIOR SLAB-ON-GRADE (UNO),

INTERIOR FOOTINGS, ELEVATED

SLABS, AND ARMS VAULTS

INTERIOR SLAB-ON-GRADE

ALL OTHER CONCRETE

f'c

FREEZE THAW

EXPOSURE

CLASS

SULFATE

EXPOSURE

CLASS

PERMEABILITY

CORROSION

PROTECTION

4.0 KSI

5.0 KSI

4.5 KSI

XIII. UFC 4-010-01 STANDARD 10 & 12 - WINDOWS/SKYLIGHTS AND EXTERIOR DOORS

1) FACILITY WITHIN A CONTROLLED PERIMETER

2) PRIMARY GATHERING BUILDING

3) LEVEL OF PROTECTION = LOW

4) STANDOFF DISTANCES = PER SITE PLAN

5) EXPLOSIVE WEIGHT = II

6) WALL TYPE = REINFORCED CONCRETE (PRECAST PANEL)

7) MINIMUM INTERLAYER GLAZING = LAMINATED GLASS WITH 0.030 INCH (0.75MM) PVB

8) ACTUAL GLAZING SHALL BE DESIGNED PER ASTM E1300 GREATER OR EQ TO

THE 3- SECOND DURATION EQUIVALENT DESIGN LOAD DETERMINED FROM ASTM F

9) WINDOW FRAMES AND CONNECTIONS SHALL USE THE GLAZING RESISTANCE "NOT"

THE 3-SECOND DURATION EQUIVALENT DESIGN LOAD

10) ADDITIONAL DESIGN REQUIREMENT SHALL FOLLOW UFC 4-010-01 STANDARD 10

US Army Corps of Engineers ®

SHEET ID

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B M

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N O

L I

N N

N U

1 2 3 4 5

S-001

U C

A L N

O T E

S, D

A B

E V

O N

T C

N , C

C T I

E Q

T M

S N

O R

T H B

G O

M A H

A D

T R

E O

M A H

A, N

E 6 8

W .B

W . B

F-

-R

-0

-4 0-

S S -

K D

N D

239'-0" 99'-5" 132'-7"

338'-5"

53'-10"

'-0

239'-0" 99'-5" 132'-7"

338'-5"

53'-10"

'-0

36/7 PATTERN

36/4 PATTERN

MEZZANINE PLAN ROOF FRAMING PLAN

HIGH ROOF HIGH ROOF LOW ROOFMEZZANINE

3 1 1 2

FASTEN DECK PER PATTERNS SPECIFIED AND NOT LESS THAN 12" O.C.

AT DECK PERIMETER IF NOT OTHERWISE SPECIFIED.

FASTEN DECK TO RTU SUPPORT FRAMES AT 12" O.C. MAX.

DECK SHALL BE BY VULCRAFT OR EQUAL.

FRAMING PLAN SEE SHEET S300 SERIES

DECK NOTES:

1.5B 20ga. DECK w/ 5/8" PUDDLE WELDS AT SUPPORT; 36/7 PATTERN

AND (9) WELDS EQ. SP. AT SIDELAPS. ( ALLOWABLE DIAPH 916 PLF)

AND (8) #10 TEK SCREWS EQ. SP. AT SIDELAPS. (ALLOWABLE DIAPH 499 PLF)

1.5B 22ga. DECK w/ #12 TEK SCREWS AT SUPPORT; 36/7 PATTERN

(ALLOWABLE DIAPH 1959 PLF)

AT SUPPORT; 36/4 PATTERN AND (7) WELD SIDELAP FASTENERS PER SPAN.

4" TOTAL SLAB w/ 1.5B 22ga. GALV DECK w/ 5/8" PUDDLE WELD

BASE SHEAR

239'-0" 99'-5"

132'-7"

338'-5"

'-0

239'-0" 99'-5"

132'-7"

EQx=110.00 kips

WX=22.55

EQx=111.15 kips WX=17.33 kips

.2 ki ps W y=

k ip s

EQx=23.29 kips WX=8.41 kips

EQx=60.67 kips Wx=16.68 kips

EQx=58.64 kips Wx=16.39 kips

EQx=60.94 kips Wx=16.68 kips

.5 ki ps W y=

.2 ki ps

.2 ki ps W x=

.8 ki ps

.5 ki ps W x=

.4 ki ps

.8 ki ps W x=

.7 ki ps

EQx=45.29 kips WX=15.41 kips

.5 ki ps W y=

.2 ki ps

HIDDEN LINE = PRECAST

WALLS STOP BELOW MEZZ.

(TYP.)

EQx=23.29 kips WX=8.41 kips

CONC WALLS

SEE FRAMING PLANS FOR BEAM AND JOIST REACTIONS ON PRECAST PANELS.

LOADS POSTED ARE ENVELOPE OF UNFACTORED LOADS

NOTES:

"EQ" = "SEISMIC"; "Wx OR Wy" = WIND3.

US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

A W N

B Y:

B M

D B

C H

E C

D B

S I

E D

E :

C O

N O

L I

N N

N U

1 2 3 4 5

S-002

S T R

U C

T U R

T C

N , C

C T I

E Q

T M

S N

O R

T H B

G O

M A H

A D

T R

E O

M A H

A, N

E 6 8

W .B

W . B

F-

-R

-0

-4 0-

S S -

3/4" = 1'-0"S-002

3 DECK ATTACHMENT PLAN

3/4" = 1'-0"S-002

1 PRECAST BASE SHEAR LOADS

K D

N D

1 2

9.4

C H

E M

H L

C H

E M

H L

471' - 0"

239' - 0" 99' - 5" 132' - 7"

45' - 7"

TRENCH DRAIN SEE

SHEET 102, 103 & 104 FOR

ADD'L DETAILS (TYPICAL)

TRENCH DRAIN SEE

SHEET 102, 103 & 104 FOR

ADD'L DETAILS (TYPICAL)

TRENCH DRAIN SEE

SHEET 102, 103 & 104 FOR

ADD'L DETAILS (TYPICAL)

SEE SHEET 102, 103 & 104

FOR ADD'L DETAILS

(TYPICAL)

SEE SHEET 102, 103

& 104 FOR ADD'L

DETAILS (TYPICAL)

SEE SHEET 102, 103 &

104 FOR ADD'L

DETAILS (TYPICAL)

SEE SHEET 102, 103 & 104

FOR ADD'L DETAILS

(TYPICAL)

D.4D.4

B.3B.3 B.5B.5

KEY PLAN

A B C US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

A W N

B Y:

B M

D B

C H

E C

D B

S I

E D

E :

C O

N O

L I

N N

N U

1 2 3 4 5

S-101

C O

F O

U N

T C

N , C

C T I

E Q

T M

S N

O R

T H B

G O

M A H

A D

T R

E O

M A H

A, N

E 6 8

W .B

W . B

F-

-R

-0

-4 0-

S S -

3/64" = 1'-0"S-101

1 COMPOSITE FOUNDATION PLAN

0 10' 20' 40'

PLAN NORTH

K D

N D

KEY PLAN

A B C

1 2

S-511

SLAB CROWN EL= 100'-1 1/4"

34' - 6" 33' - 0" 66' - 0" 33' - 0"

S-511

TRENCH DRAIN

T.O. GRATE

EL.= 99'-11"

WF350 (T.O.F.= 98'-0")

-0

F.F. = VARIES

10" CONC. SLAB ON

GRADE; REINF. w/# 4 @ 12" O.C.E.W.

F.F.= 99'-10"

TRENCH @ 99'-11"

F.F.= 100'-0"

TRENCH @ 99'-11"

F.F.= 100'-0"

WF350 (T.O.F.= 98'-0" )

SLAB CROWN

F.F.= 100'-1 1/4"

S-511

EQ EQ

S.C.J. OR C.J. (TYP.)

.J . O

R C

S.C.J. OR C.J. (TYP.)

.J . O

R C

S.C.J. OR C.J. (TYP.)

EQ EQ

.J . O

R C

.J . O

R C

.J . O

R C

.J . O

R C

.J . O

R C

.J . O

R C

S.C.J. OR C.J. (TYP.)

.J . O

R C

.J . O

R C

F.F.= 100'-1 1/4"

2-#4x2'-6" DWL's EA

CORNER OF

TRENCH (TYP.)PRECAST PILASTER

TYPICAL EACH SIDE

OF OVERHEAD DOOR

1" 1'

BOLLARD SEE

2/S-513 (TYP.)

BOLLARD SEE

2/S-513 (TYP.)

1" 1'

S-511

STOOP SEE

6/S-511 (TYP.)

STOOP SEE

6/S-511 (TYP.)

S-501

BOLLARD SEE

2/S-513 (TYP.)

BOLLARD SEE

2/S-513 (TYP.)

S-533

4' - 6"

9' - 0"

24' - 0"

9" 4'

S-533 4W

PF12

(TYP FOR P.C

PILA

STER)

PF1200

(TYP FOR P.C.

PILASTER)

PF1200

PF900

PF1200 .

TYP. TYP.TYP.

P.SIM.

S-511

W F3

.O .F

- 8

CANTI. WALL

TOW=105'-4"

CENT FTG w/ P .C. C

CENT FTG w/ P.C. COL

9' - 0"

4' - 4"

CENTER FOOTING

US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

A W N

B Y:

B M

D B

C H

E C

D B

S I

E D

E :

C O

N O

L I

N N

N U

1 2 3 4 5

S-102

N D

N P

A R

T C

N , C

C T I

E Q

T M

S N

O R

T H B

G O

M A H

A D

T R

E O

M A H

A, N

E 6 8

W .B

W . B

F-

-R

-0

-4 0-

S S -

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

1 FOUNDATION AREA "A"

PLAN NORTH

8'0 4' 16'

NOTES:

1. FOOTING SCHEDULE SEE SHEET S-503

K D

N D

129.4 10

SLAB CROWN EL= 100'-1 1/4"

S-511

33' - 0" 39' - 6" 45' - 7"

F.F.= 100'-0"

WF350 (T.O.F.= 98'-0")

F.F. = 100'-0"

6" CONC. SLAB ON

GRADE;

REINF. w/ #4 @ 12" O.C.E.W.

F.F. = 100'-0"

10" CONC. SLAB ON GRADE;

REINF. w/ #4 @ 12" O.C.E.W.

F.F. = 100'-0"

6" CONC. SLAB ON

GRADE;

REINF. w/ #4 @ 12" O.C.E.W.

WF600 ( T.O.F. = 98'- 8")

W F3

.O .F

- 8

WF600 (T.O.F.

= 98'- 8")

W F8

.O .F

- 8

(T .O

-0

F.F. = 99'- 10"

F.F. = 100'- 0"

F.F. = 99'- 10"

F.F. = 100'- 0"

WF600 (T.O.F.= 98'-0")

S-511

W F8

.O .F

8' -8

CONCRETE

VAULT

CONCRETE VAULT

S-512

.J . O

R C

.J . O

R C

EQ EQ

S.C.J. OR C.J. (TYP.)

S.C.J. OR C.J. (TYP.)S.C.J. OR C.J. (TYP.) S.

.J . O

R C

.J . O

R C

.J . O

R C

.J . O

R C

.J . O

R C

C .J

C.J. (TYP.) C.J. (TYP.)

C.J. (TYP.)

C .J

2-#4x2'-6" DWL's EA

CORNER OF

TRENCH (TYP.)

PRECAST PILASTER

TYPICAL EACH SIDE

OF OVERHEAD DOOR

BOLLARD SEE

2/S-513 (TYP.)

BOLLARD SEE

2/S-513 (TYP.)

TRENCH DRAIN

T.O. GRATE

EL.= 99'-11"

1" 1'

STOOP SEE

6/S-511 (TYP.) STOOP SEE

6/S-511 (TYP.)

STOOP SEE

6/S-511

(TYP.)

STOOP SEE

6/S-511 (TYP.)

S-501

BOLLARD SEE

2/S-513 (TYP.)

BOLLARD SEE

2/S-513 (TYP.)

S-502

1/2"

1/ 2"

D.4

B.3

B.5

S-511

4" 8'

45' - 7" 9' - 9 1/4" 8' - 0" 13' - 11 3/8"

15' - 2 3/4" 28' - 10"

22' - 1 3/8"

21' - 2 3/8"

FLUSH

INSIDE FACE

OF WALLS)

S-533

4' - 6"

9' - 0"

24' - 0"

TYP.

S-512

SIM.

STEP FTG.

(TYP.)

PF1200

(TYP FOR P.C.

PILASTER)

PF1200

(TYP FOR P.C.

PILASTER)

WF350

W F6

- 8

W F6

- 8

WF600 ( T.O.F. = 98'- 8")

WF600 (T.O.F.= 98'-0")

W F6

.O .F

8' -0

W F3

.O .F

W F3

.O .F

W F3

.O .F

WF350 (T.O.F.

= 98'- 8")

WF350 (T.O.F.

= 98'- 8")

W F8

.O .F

8' -8

WF500 (T.O.F. =

98'- 8")

WF600 ( T.O.F. = 98'- 8")

MAT1600 .

T.O. PIT=95'-6"

ELEV PIT

PF1200 .

PF1200

BOLLARD SEE

2/S-513 (TYP.)

S-5112

S-511

FTG STEPS

FTG

STEPS

EXT FTG

FOR

BOLLARD

(2/S-513)

(TYP.)

EXT FTG FOR

BOLLARD

(SEE 2/S-531)

(TYP.)

COL FOR

LANDING

PER

STAIR

SUPPLIER

(TYP.)

WF600 (T.O.F.= 98'-0")

6' - 8 5/8"

9' - 9 1/4"

9' - 5 1/4"

US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

A W N

B Y:

B M

D B

C H

E C

D B

S I

E D

E :

C O

N O

L I

N N

N U

1 2 3 4 5

S-103

N D

N P

A R

T C

N , C

C T I

E Q

T M

S N

O R

T H B

G O

M A H

A D

T R

E O

M A H

A, N

E 6 8

W .B

W . B

F-

-R

-0

-4 0-

S S -

1/8" = 1'-0"S-103

1 FOUNDATION AREA "B" PLAN NORTH

8'0 4' 16'NOTES:

1. FOOTING SCHEDULE SEE SHEET S-503

K D

N D

S-511

W F3

.O .F

- 8

WF600 (T.O.F.

= 98'- 8")

132' - 7"

S-511

S-512

F.F.= 100'-0"

F.F.= 99'-10"

T.O.CURB

EL.= 100'-4"

WF600 (T.O.F.= 98'-8")

WF600 (T.O.F.= 98'-8") (TYP.)

WF500 (T.O.F.= 98'-0")

F.F.= 100'-0"

6" CONC. SLAB ON

GRADE

REINF. w/ #4 @ 12" O.C..E.W.

F.F.= 100'-0"

6" CONC. SLAB ON

GRADE

REINF. w/ #4 @ 12" O.C..E.W.

F.F.= 100'-0"

10" CONC. SLAB ON

GRADE

REINF. w/ #4 @ 12" O.C..E.W.

WF500 (T.O.F.= 98'-0")

W F9

.O .F

8' -0

W F8

.O .F

8' -8

(CONC. VAULT)

F.F.= 100'-0"

8" CONC. SLAB

ON GRADE

REINF. w/ #4 @ 12" O.C..E.W.

CONCRETE

VAULT

CONCRETE VAULT

C.J. (TYP.)

C.J. (TYP.) C.J. (TYP.)

C .J

2-#4x2'-6" DWL's EA

CORNER OF

TRENCH (TYP.)

PRECAST PILASTER

TYPICAL EACH SIDE

OF OVERHEAD DOOR

BOLLARD SEE

2/S-513 (TYP.)

STOOP SEE

6/S-511

(TYP.)

STOOP SEE

6/S-511 (TYP.)

STOOP SEE

6/S-511 (TYP.)

STOOP SEE

6/S-511 (TYP.)

S-511

S-501

S-502

1/2"

1/ 2"

D.4

B.3

B.5 9

S-511

13' - 11 3/8"

" 18

28' - 10"

22' - 1 3/8"

21' - 2 3/8"

S-533

WF600 (T.O.F.= 98'-0")

W F6

.O .F

8' -0

W F3

.O .F

(T .O

WF350 (T.O.F.

= 98'- 8")

WF350 (T.O.F.

= 98'- 8")

W F8

.O .F

8' -8

WF500 (T.O.F. =

98'- 8")

WF600 ( T.O.F. = 98'- 8")

COORIDINATE PIT

LOCATION AND

SIZE w/ MEP (TYP.)

WF600 (T.O.F.= 98'-8")

W F3

.O .F

S-512

R= 2' - 11"

ADD'L NOTES

SEE OPPS.

BOLLARD SEE

2/S-513 (TYP.)

14' - 5"

0' - 8"

WORK PT.

S-5112

S-511

FTG STEPS

FTG

STEPS

F900.

CENT FTG w/ P.C. COL

F900.

CENT FTG w/ P.C. COL

EXT FTG

FOR

BOLLARD

(2/S-513)

(TYP.)

COL FOR

LANDING

PER

STAIR

SUPPLIER

(TYP.)

4' - 6" 4' - 6"

40' - 0"

5" 4'

4' - 4"

4' - 0"

FLUID SUMP PIT

SEE 4/S-513

WF600 (T.O.F.= 98'-0")

6' - 4 1/8"

WALLCL

WALL

6' - 8 5/8"

US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

A W N

B Y:

B M

D B

C H

E C

D B

S I

E D

E :

C O

N O

L I

N N

N U

1 2 3 4 5

S-104

N D

N P

A R

T C

N , C

C T I

E Q

T M

S N

O R

T H B

G O

M A H

A D

T R

E O

M A H

A, N

E 6 8

W .B

W . B

F-

-R

-0

-4 0-

S S -

1/8" = 1'-0"S-104

1 FOUNDATION AREA "C"

PLAN NORTH

8'0 4' 16'

NOTES:

1. FOOTING SCHEDULE SEE SHEET S-503

K D

N D

8 9

9.4

C H

E M

H L

239' - 0" 45' - 7"

53' - 10"

132' - 7"

99' - 5"

471' - 0"

D.4D.4

B.3B.3 B.5B.5

9' - 9 1/4" 8' - 0" 36' - 0 3/4"

0" 9'

1/ 4"

.1 6'

-1

KEY PLAN

A B C US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

A W N

B Y:

B M

D B

C H

E C

D B

S I

E D

E :

C O

N O

L I

N N

N U

1 2 3 4 5

S-201

C O

A M

T C

N , C

C T I

E Q

T M

S N

O R

T H B

G O

M A H

A D

T R

E O

M A H

A, N

E 6 8

W .B

W . B

F-

-R

-0

-4 0-

S S -

3/64" = 1'-0"S-201

1 COMPOSITE MEZZANINE FRAMING

PLAN NORTHPLAN NORTH

0 10' 20' 40'

K D

N D

8 9 12

9.4

S-522

26K7

22K9

26K7

12K1

26K7

55' - 4 1/4" 8' - 0"

36' - 0 3/4"

S-521

S-522

S-521

S-522

W x4

S-521

F.F.= 116'-4"

4" TOTAL SLAB

w/1.5VLx22 GALV.

DECK

w/ 6x6-W1.4xW1.4

SLAB REINF.

(TYP.)

BRIDGING

PER MFR. (TYP.)

SIM.

22K9

12K1

26K7

W x2

W24x55 (TOS=116'-0")

S-521

CONCRETE VAULT

WALL STOP BELOW

MEZZ. FLOOR (F.F.=

110'-10")

(SEE 7/S-511)

S-521

SIM.

S-521

SIM.

S-521

D.4

B.3B.3

B.5

SIM.

S-521

0' - 10"

26K8

20K4

12K1

45' - 7" 9' - 9 1/4"

3 EQ SPCS

8' - 0" 13' - 11 3/8" 22' - 1 3/8"

CL OF

WALL

14 EQ. SPCS = 42' - 0" 2' - 9"

3' - 0"

3 EQ. SPCS

9' - 6 1/4"

11 EQ SPCS

33' - 0" 1' - 3 3/4"

1' - 9"

S-532

CANOPY

(TYP.)CANOPY

(TYP.)

S-532

CANOPY

(TYP.)

S-532

CANOPY

(TYP.)

ACTUAL LANDING

FRAMING PER

STAIR SUPPLIER

(TYP.)

ACTUAL LANDING

FRAMING PER

STAIR SUPPLIER

(TYP.)

ACTUAL LANDING

FRAMING PER STAIR

SUPPLIER (TYP.)

C6x8.2

W16x26

EMBED @

PRECAST (TYP.)

DL/LL=6.0/8.0K

EMBED @

PRECAST (TYP.)

DL/LL=6.0/8.0K

EMBED @

PRECAST (TYP.)

DL/LL=6.0/10.0K

S-521

W16x26

S-531

W16x26

15' - 6 3/4"

DL/LL=(8.0/12.0K)

DL/LL=13/26K

DL/LL=13/26KEMBED @

PRECAST (TYP.)

DL/LL=6.0/8.0K

S-521SIM.

21' - 2"

KEY PLAN

A B C US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

A W N

B Y:

B M

D B

C H

E C

D B

S I

E D

E :

C O

N O

L I

N N

N U

1 2 3 4 5

S-202

A M

T C

N , C

C T I

E Q

T M

S N

O R

T H B

G O

M A H

A D

T R

E O

M A H

A, N

E 6 8

W .B

W . B

F-

-R

-0

-4 0-

S S -

1/8" = 1'-0"S-202

1 MEZZANINE FRAMING ENLARGE PLAN

PLAN NORTH

8'0 4' 16'NOTES:

1. DECK FASTENERS FOR DIAPHRAGM SEE SHEET S-002

K D

N D

9.4

34' - 6" 33' - 0" 33' - 0" 33' - 0" 33' - 0" 33' - 0" 39' - 6" 45' - 7" 9' - 9 1/4" 8' - 0"

13' - 11 3/8"

22' - 1 3/8" 116' - 9" 15' - 10"

C H

239' - 0" 99' - 5" 132' - 7"

471' - 0"

53' - 10"

D.4

B.3 B.5

RTU SEE

MEP. FOR

LOCATION

AND WT.

(TYP.)

KEY PLAN

A B C US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

A W N

B Y:

B M

D B

C H

E C

D B

S I

E D

E :

C O

N O

L I

N N

N U

1 2 3 4 5

S-301

C O

S I

R O

O F

F R

I N G

P L A

T C

N , C

C T I

E Q

T M

S N

O R

T H B

G O

M A H

A D

T R

E O

M A H

A, N

E 6 8

W .B

W . B

F-

-R

-0

-4 0-

S- 3 0

3/64" = 1'-0"S-301

1 COMPOSITE ROOF FRAMING

8'0 4' 16'0 10' 20' 40'

PLAN NORTH

1. COORDINATE ALL ROOF PENETRATION SUCH AS SOLOR TUBES w/ MEP SHEETS

K D

N D

2 3 4 5 6

C H

72DLH-SP1 w/ 6" SEAT (TOP CHORD DOUBLE PITCHED UNDERSLUNG)

3' - 8" 14' - 4" 16' - 6" 33' - 0" 33' - 0" 33' - 0" 33' - 0"

11' - 0"

3' - 0"4' - 0" 4' - 0"

18' - 0"

S-531

(RIDGE) (RIDGE)

F T

1 1/2"x20 GA. "B" DECK

(TYP.)

J.B.E.

131'-8"

J.B.E.

131'-8"

TYP @ GRID 2 TO 7

3' - 0" 3' - 0" 4' - 0" 4' - 4"

1' - 6"

5' - 6" 5' - 6" 5' - 6" 5' - 6" 5' - 6" 5' - 6"

TYP @ GRID 2 TO 7

JOIST SPACINGS SEE

GRID BETWEEN "2" & "3"

JOIST SPACINGS SEE

GRID BETWEEN "2" & "3"

JOIST SPACINGS SEE

GRID BETWEEN "2" & "3"

S-531

-S

P- R

-S

P- R

-S

P2RTU 7,400LB

RTU 7,400LB

0" 7'

7/ 8"

8" 6'

(U.O.N.)

POINT LOAD=

570LB

POINT LOAD=

770LB POINT LOAD=

570LB

POINT LOAD=

570LB

POINT LOAD=

770LB

POINT LOAD=

570LB

-S

P- R

-S

P- R

-S

P- R

KEY PLAN

A B C US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

A W N

B Y:

B M

D B

C H

E C

D B

S I

E D

E :

C O

N O

L I

N N

N U

1 2 3 4 5

S-302

R O

O F

A M

A R

T C

N , C

C T I

E Q

T M

S N

O R

T H B

G O

M A H

A D

T R

E O

M A H

A, N

E 6 8

W .B

W . B

F-

-R

-0

-4 0-

S S -

1/8" = 1'-0"S-302

1 ROOF FRAMING PLAN AREA "A"

PLAN NORTH

8'0 4' 16'

NOTES:

1. DECK FASTENERS FOR DIAPHRAGM SEE SHEET S-002

2. WIND UPLIFT SCHEDULE SEE SHEET S-503

3. COORDINATE ALL ROOF PENETRATIONS SUCH AS SOLOR TUBES w/ MEP SHEETS

K D

N D

A B C6 7 8 9 12

9.4

C H

39' - 6" 45' - 7"33' - 0"

2' - 8"

72DLH-SP1 w/ 6" SEAT (TOP CHORD DOUBLE PITCHED UNDERSLUNG)

72DLH-SP-R2 w/ 6" SEAT (TOP

CHORD DOUBLE PITCHED

UNDERSLUNG)

(RIDGE)

J.B.E.

131'-8"

J.B.E.

131'-8"

F T

S-531

1 1/2"x20 GA. "B"

DECK (TYP.)

W18x50 (DL/LL=10.0/20.0K)

FTW8x10

HOIST

J.B.E.

131'-2 3/4"

4' - 6" 5' - 9" 5' - 9" 5' - 6" 5' - 6" 5' - 6" 5' - 3" 5' - 0" 4' - 3" 3' - 0"

26' - 7"

S-522

S-531

53' - 10"

S-531

12K2 w/ 6" SEAT

S-532

D.4

B.3

B.5

JOIST SPACINGS SEE

GRID BETWEEN "2" & "3"

1' - 6"4' - 0" 5' - 6" 5' - 6" 5' - 6" 5' - 6" 4' - 0" 3' - 0" 2' - 8" 1' - 6"

0' - 10"

12' - 0" 12' - 10"

5 EQ SPACS

27' - 6" 3' - 0" 2' - 8"

0' - 10"

1' - 8"

2' - 6" 3' - 6" 4' - 4"

1' - 8" 1' - 9"

S-531

SIM.

R O

O F

T S-

R O

O F

T S-

S-531

-S

LOWER P.C.

FOR JOIST

S-521

TYP.

S-521

RTU7,400LB

RTU 7,400LB

8" 6'

0" 7'

7/ 8"

POINT

LOAD=

570LB

POINT

LOAD=

770LB

POINT

LOAD=

570LB

POINT

LOAD=

570LB

POINT LOAD=

770LB

POINT

LOAD=

570LB

-S

P- R

-S

P- R

-S

P- R

-S

P- R

S-532

PRECAST EMBED

FOR (DL/LL=5.0/10.0K)

15' - 2 3/4"

S-531

TOS 129'-8"

S-521

RTU SEE

MEP

SHEETS

(TYP.)

US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

A W N

B Y:

B M

D B

C H

E C

D B

S I

E D

E :

C O

N O

L I

N N

N U

1 2 3 4 5

S-303

R O

O F

A M

A R

T C

N , C

C T I

E Q

T M

S N

O R

T H B

G O

M A H

A D

T R

E O

M A H

A, N

E 6 8

W .B

W . B

F-

-R

-0

-4 0-

S S -

1/8" = 1'-0"S-303

1 ROOF FRAMING PLAN AREA "B"

PLAN NORTH

8'0 4' 16'NOTES:

1. DECK FASTENERS FOR DIAPHRAGM SEE SHEET S-002

2. WIND UPLIFT SCHEDULE SEE SHEET S-503

3. COORDINATE ALL ROOF PENETRATIONS SUCH AS SOLOR TUBES w/ MEP SHEETS

K D

N D

2' - 1"

24KSP2 24KSP1 24KSP1

24KSP-R1

24K4 24K7

24KSP2

24KSP1 24KSP1

W x4

HI ROOF

SEE S303

HI ROOF

SEE S303

S-522

1 1/2"x 22 GA. "B"

GALV. DECK (TYP.)

w/ 3 1/2" SEAT (TYP.)

S-531 w/ 3 1/2" SEAT (TYP.)

132' - 7"

J.B.E.

120'- 7"

J.B.E.

122'- 0"

J.B.E.

123'- 4"

J.B.E.

124'- 8 1/2"

S-522

S-531

S-532

D.4

B.3

B.5

RTU SUPPORT

SEE 3/S-502

S-531

72DLH-SP1 w/ 6" SEAT (TOP

CHORD DOUBLE PITCHED

UNDERSLUNG)

S-531

21' - 1"

4' - 8" 4' - 0" 3' - 0" 3' - 0" 3' - 0" 3' - 10"5'-0" x 18 SPACES = 90' - 0"2' - 1"

2' - 0"

3' - 0" 3' - 0" 3' - 0" 4' - 0" 4' - 0"

21' - 6"

RTU

7,400LB RTU

7,400LB

24K4 w/ 3 1/2" SEAT (TYP.)

-R

POINT LOAD=

570LB

POINT LOAD=

770LB

POINT LOAD=

770LB

POINT LOAD=

570LB 6'

3/ 8"

0" 5'

1' - 0" 1' - 0"

POINT LOAD=

570LB

POINT LOAD=

770LB

POINT LOAD=

570LB

J.B.E.

123'- 5 1/4"

22' - 1 3/8" 116' - 9" 15' - 10"

RTU SEE MEP

SHEETS (TYP.)

RTU SEE MEP

SHEETS (TYP.)

S-532

S-521 w/ 3 1/2" SEAT (TYP.)

w/ 3 1/2" SEAT (TYP.)

KEY PLAN

A B C US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

A W N

B Y:

B M

D B

C H

E C

D B

S I

E D

E :

C O

N O

L I

N N

N U

1 2 3 4 5

S-304

R O

O F

A M

A R

T C

N , C

C T I

E Q

T M

S N

O R

T H B

G O

M A H

A D

T R

E O

M A H

A, N

E 6 8

W .B

W . B

F-

-R

-0

-4 0-

S S -

1/8" = 1'-0"S-304

1 LOW ROOF FRAMING PLAN

PLAN NORTH

8'0 4' 16'NOTES:

1. DECK FASTENERS FOR DIAPHRAGM SEE SHEET S-002

2. WIND UPLIFT SCHEDULE SEE SHEET S-503

3. COORDINATE ALL ROOF PENETRATIONS SUCH AS SOLOR TUBES w/ MEP SHEETS

K D

N D

2 3 4 5

S-533

34' - 6" 33' - 0" 33' - 0" 33' - 0"

O N

S C

R E

10 TONS CRANE RAIL DESIGN AND SUPPLY

BY CRANE MANUFACTURE

10 TONS CRANE RAIL DESIGN AND SUPPLY

BY CRANE MANUFACTURE

S-533

OPPS.

OVERHEAD DOOR

JAM SEE 4/S-533

(TYP.)

OVERHEAD DOOR

JAM SEE 4/S-533

(TYP.)

OVERHEAD DOOR

JAM SEE 4/S-533

(TYP.)

S-533

Sim . .

S-533

Sim. .

KEY PLAN

A B C US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

A W N

B Y:

B M

D B

C H

E C

D B

S I

E D

E :

C O

N O

L I

N N

N U

1 2 3 4 5

S-305

C R

R T

F R

I N G

A R

T C

N , C

C T I

E Q

T M

S N

O R

T H B

G O

M A H

A D

T R

E O

M A H

A, N

E 6 8

W .B

W . B

F-

-R

-0

-4 0-

S- 3 0

5- 1/8" = 1'-0"S-305

1 CRANE RAIL SUPPORT FRAMING AREA "A"

PLAN NORTH

8'0 4' 16'

K D

N D

6 7 8

S-533

D.4

B.3

B.5

33' - 0" 39' - 6"

O N

S C

R E

10 TONS CRANE RAIL DESIGN AND SUPPLY

BY CRANE MANUFACTURE

10 TONS CRANE RAIL DESIGN AND SUPPLY

BY CRANE MANUFACTURE 5

S-533

OPPS.

OVERHEAD DOOR

JAM SEE 4/S-533

(TYP.)

OVERHEAD DOOR

JAM SEE 4/S-533

(TYP.)

S-533

Sim . .

KEY PLAN

A B C US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

A W N

B Y:

B M

D B

C H

E C

D B

S I

E D

E :

C O

N O

L I

N N

N U

1 2 3 4 5

S-306

C R

R T

F R

I N G

A R

T C

N , C

C T I

E Q

T M

S N

O R

T H B

G O

M A H

A D

T R

E O

M A H

A, N

E 6 8

W .B

W . B

F-

-R

-0

-4 0-

S- 3 0

1/8" = 1'-0"S-306

1 CRANE RAIL SUPPORT FRAMING AREA "B"

PLAN NORTH

8'0 4' 16'

K D

N D

2" N

O N

-S H

K G

R O

U T

(F1554-36 ANCHOR RODS)

TACK

FIN. FLR.

T.O.F.

6" MIN. (UNO)

12" MIN. (TYPICAL) (UNO)

BOLT EMBEDMENT

HEAVY HEX NUT OR

OTHER APPROVED

MECHANICAL ANCHOR.

DIA. PER SCHEDULE

SEE PLAN

BOLT PROJECTION

COLUMN ANCHOR BOLT DETAIL

13_ 4" 1

3_ 4"

VARIES

STEEL TUBE

TYP

5/16

COLUMN

CLR. (TYP.)

(4) 1" DIA. A.B.'s TYPICAL

BPL 1" w/

FOR HSS4x4 OR HSS6x6 (UNO)

TYPICAL BASE PLATE FOR HSS10x10 OR SMALLER (UNO)

2 TIMES STEP

SPLICE BARS TO

BE SAME SIZE AS

FOOTING REINF.

LAP 24" MIN.

1/ 4"

2" M

1" C

O N

1/4"

JOINT SEALER SEE

SPEC. 07 92 00 INSTALL

IN ACCORDANCE w/ FRG

INSTRUCTIONS

3/8" BACKER ROD

NOTES:

1. REFER TO PLAN FOR SLAB THICKNESS AND REINFORCING.

2. CONTROL JOINTS TO BE SPACED AT 16'-0" MAX. EACH WAY. UNLESS NOTED

OTHERWISE. RATIO OF DISTANCE BETWEEN CONTROL JOINTS IN EACH

DIRECTION FOR A SLAB PANEL SHALL NOT EXCEED 1.5. CONSTRUCTION JOINTS

PER THIS DETAIL SHALL BE CONSIDERED AS CONTROL JOINTS FOR CONTROL

JOINT SPACING REQUIREMENTS.

SAW CUT 1/8" WIDE X 1" DEEP

CONTROL JOINT TO BE

FILLED w/ SEALANT

ACTUAL SLAB REINF

SEE PLAN

2" C

CUT EVERY OTHER REINF

BAR CROSSING CONTROL

JOINT PRIOR TO CONCRETE

POUR

CONTROL JOINT

CONSTRUCTION JOINT

3/4" x 18" LONG SMOOTH

DOWEL AT 16" O.C.

(CENTER) IN SLAB OVER

JOINT GREASE ON ONE

END; EQUIVALENT

DIAMOND DOWELS MAY

ALTERNATELY BE USED

INTERRUPT REINF. TERMINATE

REBAR 3" FROM JOINT

3/ 4"

2" C

O N

3/8"

SAWCUT WITHIN 12 HRS OF

FINISHING w/ JOINT SEALER

SEE SPEC. 07 92 00 INSTALL

IN ACCORDANCE w/ MFRG

INSTRUCTIONS

1/8" WIDE SAWCUT OR

HARDBOARD INSERT

NOTES:

1. REFER TO PLAN FOR SLAB THICKNESS AND REINFORCING.

2. CONTROL JOINTS TO BE SPACED AT 16'-0" MAX. EACH WAY. UNLESS NOTED

OTHERWISE. RATIO OF DISTANCE BETWEEN CONTROL JOINTS IN EACH

DIRECTION FOR A SLAB PANEL SHALL NOT EXCEED 1.5. CONSTRUCTION JOINTS

PER THIS DETAIL SHALL BE CONSIDERED AS CONTROL JOINTS FOR CONTROL

JOINT SPACING REQUIREMENTS.

3/4" x 18" LONG SMOOTH

DOWEL AT 16" O.C.

(CENTER) IN SLAB OVER

JOINT GREASE ON ONE

END; EQUIVALENT

DIAMOND DOWELS MAY

ALTERNATELY BE USED

ACTUAL SLAB

REINF SEE PLAN

INTERRUPT REINF. TERMINATE

REBAR 3" FROM JOINT

3' -0

EXISTING SOILS

EXCAVATED & REPLACED

WITH STRUCTURAL FILL

AS DEFINED IN SPEC

SECTION 31 00 00

MAXIMUM 1 ON 1 BACK

SLOPE, BUT NOT STEEPER

THAN REQUIRED BY THE

SAFETY REQUIREMENTS

FOOTING

NOTES:

1. ALL FOOTINGS SHALL BEAR ON A MINIMUM OF 3 FEET OF SELECT

GRANULAR FILL. REFER TO CIVIL SPECIFICATIONS FOR DEFINITION OF

SECLECT GRANULAR FILL.

2. SLAB ON GRADE FOUNDATIONS MUST BE FOUNDED ON A MINIMUM OF

TWO FEET OF NON-EXPANSIVE ENGINEERED FILL.

3. SELECT GRANULAR FILL SHALL EXTEND A MINIMUM DISTANCE OF 1 FOOT

BEYOND THE FOOTING EDGE FOR EACH VERTICAL FOOT OF OVER

EXCAVATION

4. ALL COMPACTED FILL INSTALLATION SHALL BE INSPECTED AND

APPROVED BY A REGISTERED GEOTECHNICAL ENGINEER. A

REGISTERED GEOTECHNICAL ENGINEER SHALL INSPECT AND APPROVE

BEARING MATERIALS PRIOR TO CONCRETE PLACEMENT.

1' -6

-0

1'-6"

PROVIDED PAD 10 INCHES LARGER

TAHN TRANSFORMER EQ ALL AROUND

COMPACTED

NON-EXPANSIVE

SUITABLE FILL

2 CONT BARS

(MATCH PAD

REINF.) w/

FINISH GRADE

PER SITE PLAN

#4 DWL's @ 12" O.C.

#4 DWL's @ 12" O.C. EACH WAY

6" 6" 6"

2'-3"2'-3" F.F.

VARIES

#5 @ 12" O.C.

EACH WAYELEV.

VARIES

TRENCH (SEE PLAN)

SLOPE

(SEE PLAN)

SLOPE

(SEE PLAN)

C.J.C.J.

L 1 1/2x 1 1/2 x 1/4 CONT (GALV) w/ 3/8" DIA x 4" LONG

HEADED STUDS @ 12" O.C.

(TYP.)

#5 HORIZ @ 12"

O.C. (MIN OF 3)

#3 TIES @ 12" O.C.

(U.N.O.) (U.N.O.)

CONCRETE

SLAB ON GRADE.

REFERENCE

FOUNDATION PLAN

INSTALL RADIANT HEAT

PIPING AT BOTTOM OF SLAB

REFER TO M-110 THRU M-112

& REFERENCE 4/M-504; MECH

SPECS FOR SPECIFIC

LOCATIONS, EXTENTS AND

OTHER REQUIREMENTS

2" THICK UNDERSLAB

INSULATION FOR AREAS

WITH RADIANT HEATING.

REFER TO SPEC 07 21 13

FOR REQUIREMENTS FOR

UNDERSLAB INSULATION

15 MIL VAPOR BARRIER

INSTALLED UNDER

INSULATION

REBAR REINF - REFERENCE

FOUNDATION PLAN

ALL CONCRETE SLABS ON

GRADE LESS THAN 8" THICK

REFERENCE FOUNDATION

PLAN

15 MIL VAPOR BARRIER

6" CAPILLARY WATER

BARRIER. RE: SPEC

31 00 00

18" THICK LAYER OF

ENGINEERED FILL

CONSISTING OF SELECT

GRANULAR MATERIAL.

RE: SPEC 31 00 00

NOTE:

G.C. SHALL KEEP THE THE

CAPILLARY DRY PRIOR THE

CONCRETE SLABS IN PLACE

BOLT PROJECTION

US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

A W N

B Y:

B M

D B

C H

E C

D B

S I

E D

E :

C O

N O

L I

N N

N U

1 2 3 4 5

S-501

C A L

U C

L S

T C

N , C

C T I

E Q

T M

S N

O R

T H B

G O

M A H

A D

T R

E O

M A H

A, N

E 6 8

W .B

W . B

F-

-R

-0

-4 0-

S S -

NOT TO SCALES-501

1 COLUMN ANCHOR BOLT DETAIL

NOT TO SCALES-501

2 TYPICAL BASE PLATE FOR HSS

NOT TO SCALES-501

3 CONT. FTG. STEP DETAIL

NOT TO SCALES-501

CONTROL JOINT DETAIL TYPICAL

NON VEHICLES AREAS

NOT TO SCALES-501

CONTROL JOINT DETAIL AT

VEHICLES SHOP BAYS

NOT TO SCALES-501

7 SOIL OVER EXCAVATION

NOT TO SCALES-501

8 EXTERIOR CONCRETE PAD

3/4" = 1'-0"S-501

9 TYPICAL TRENCH SECTION

NOT TO SCALES-501

6 TYPICAL SLAB ON GRADE

K D

N D

" M

k (M

U M

N O

"n"

REFER TO AISC - MANUAL OF STEEL CONSTRUCTION (SECTION 1).

ALLOWABLE WELD CAPACITY IS BASED UPON A BEAM WEB THICKNESS OF 3/8" FOR A36

MATERIAL. REDUCE THIS CAPACITY PROPORTIONALLY FOR A LESSER WEB THICKNESS.

FOR COPED BEAM CONNECTIONS, THE CAPACITY OF THE NET SHEAR AREA OF THE WEB

SHALL BE VERIFIED BY THE FABRICATOR.

THE CAPACITY OF THE CONNECTION SHALL BE THE LESSER VALUE OF THE ALLOWABLE

BOLT CAPACITY, ALLOWABLE WELD CAPACITY, SUPPORTING PLATE CAPACITY OR THE

WEB NET SHEAR CAPACITY.

THE MAX. & MIN. NUMBER OF ROWS OF BOLTS SHALL BE AS FOLLOWS:

CONNECTIONS TO HSS COLUMNS SHALL BE SINGLE PLATE (SHEAR TAB) OR THRU-PLATE

TYPE. SEE AISC MANUAL FOR TYPICAL DETAILS AND CONNECTION CAPACITIES.

TYP. SKEWED CONNECTION: USE 3/8" BENT PLATE (LENGTH = 'T' DIM MINUS 1") WITH

1/4" FILLET WELD BOTH SIDES. BOLT TO CONNECTING PART [A 3/4" DIA. A325-N BOLTS.

FINAL SHEAR CONNECTION DESIGN SHALL BE PERFORMED BY THE FABRICATOR.

18"

12"

15"

8.2

16.3

26.1

36.3

69.5

24.5

37.0

48.5

59.0

(SEE NOTE 2)

(3/4" DIA. A325 BOLTS

IN SINGLE SHEAR.)L (INCHES)

1/4"

E70XX

ALLOWABLE BOLT

CAPACITY (KIPS)

MINIMUM WEB

THICKNESS

(1)-L4x4x5/16

L k

ALLOWABLE WELD

CAPACITY (KIPS)

(1/4" FILLET WELD)

N O

/4 n

R O

W S

O F

NOTES:

SINGLE L CONN. OR SHEAR TAB

46.3

7 21" 56.4 79.0

SUPPORTING

1" MIN.

6 ROWS

4 ROWS

5 ROWS

4 ROWS

3 ROWS

MIN. ROWS.

2 ROWS

3 ROWS

2 ROWS

9 ROWSW33

W36 & GREATER 10 ROWS

W24

W30

W27

W21

W16

W18

6 ROWS

8 ROWS

7 ROWS

5 ROWS

4 ROWS

W12

W8 TO W10

W14

STAND. ROWS.

3 ROWS

2 ROWS

9 ROWS

10 ROWS

7 ROWS

8 ROWS

5 ROWS

4 ROWS

6 ROWS

MAX. ROWS.

3 ROWS

2 ROWS

TYPICAL SINGLE ANGLE (OR SHEAR TAB) CONNECTION DETAIL AND NOTES

MEMBER

8" SCALE TXT HT 1"

BEAM

L4x4x5/16

OF OPENINGS w/ ARCH. & MECH.

VERIFY EXACT NUMBER, SIZE & LOCATIONNOTE:

SECTION

HEADER

PLAN

BEAM

L4x4x1/4 FRAME (TYP.)

1/2" MAX. OPENING

FRAME

HEADER

PANEL POINTS SHALL BE SUPPORTED AS SHOWN

LOADS OCCURING @ PLACES OTHER THAN JOIST

UNLESS OTHERWISE NOTED, CONCENTRATEDNOTE:

PANEL POINT

(LOAD)

PANEL POINT

JOIST, WELD TO TOP &

L2x2x1/4 ON EA. SIDE OF

BOT. CHORDS.

(LOAD) C6x11.5x6'-0" FOR CONCENTRATED

LOAD EXCEEDING 350# PER JOIST

OPENING IN ROOF/RTU SUPPORT FRAMES

CONCENTRATED LOAD ON JOIST

L11/2x11/2x3/16 (X-BRIDGING) ALIGN w/ HORIZ. BRIDGING

MISSING HORIZ.

BRIDGING

HORIZ. BRIDGING

L11/2x11/2x3/16 (X-BRIDGING) ALIGN w/ HORIZ. BRIDGING

HORIZ. BRIDGING

TYP

1/8FIX FOR BRIDGING

SLAB REINFORCEMENT

PER PLAN

"T /2

FILL W/ LEAN

CONCRETE

BEFORE OR

AT THE TIME

FOOTING IS

PLACED

NOTES:

1. PIPE SLEEVES SHALL BE PLACED BEFORE CONCRETE IS PLACED AND SHALL HAVE A

MINIMUM INSIDE DIAMETER OF 2.5" MORE THAN THE OUTSIDE DIAMETER OF THE PIPE.

2. EDGE OF PIPE SLEEVES PLACED THROUGH FOUNDATION WALLS SHALL BE 6" MIN FROM

THE TOP AND/OR BOTTOM OF THE FOUNDATION WALL WITH CONDUIT OR PIPE CENTERED

IN THE SLEEVE.

3. CORE DRILLING OF FOUNDATION IS NOT PERMITTED WITHOUT APPROVAL.

4. FOR NUMBER AND LOCATION OF CONDUITS OR PIPES, SEE ELECTRICAL AND MECHANICAL

DRAWINGS.

10" 10"

4"CLEAR

B/ FTG

T/ FTG

TYP WALL REINF

ADD (1)-#5 (D16)

DIAG

EACH CORNER

EACH LAYER

BEND DIAG REINF FOR

OPENING @ BASE OF

WALL

ADD (1)-#5 (D16)

DIAG

EACH CORNER

EACH LAYER

610MM (24")

MIN LAP TYP

M (2

610MM (24")

MIN LAP TYP

M (2

4" )M

CORNER INTERSECTION

CONCRETE WALLS, BEAMS, FOOTINGS, CONCRETE

FILLED BONDBEAMS, & THICKENED SLABS

REINF. OCCURS, ALTERNATE BENT

WHERE ONLY ONE FACE OF HORIZ.

CORNER BAR TO BE SAME SIZE

& NUMBER AS HORIZ. BARS.36

BAR DIRECTION.

TYPICAL FOR:

36 BAR DIA.

US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

A W N

B Y:

B M

D B

C H

E C

D B

S I

E D

E :

C O

N O

L I

N N

N U

1 2 3 4 5

S-502

C A L

U C

L S

T C

N , C

C T I

E Q

T M

S N

O R

T H B

G O

M A H

A D

T R

E O

M A H

A, N

E 6 8

W .B

W . B

F-

-R

-0

-4 0-

S S -

NOT TO SCALES-502

TYPICAL SINGLE ANGLE (OR

SHEAR TAB) CONNECTION

NOT TO SCALES-502

OPENING IN ROOF / RTU SUPORT

FRAMES/CONCENTRATED LOAD

ON JOIST

NOT TO SCALES-502

3 FIX FOR MISSING BRIDGING

NOT TO SCALES-502

6 DEPRESSED SLAB DETAIL

NOT TO SCALES-502

7 TYP PIPE OR CONDUIT AT FTG.

NOT TO SCALES-502

5 TYPICAL OPENING REINFORCING

NOT TO SCALES-502

4 TYPICAL CORNER BAR DETAIL

K D

N D

239'-0" 99'-5"

132'-7"

338'-5"

53'-10"

'-0

WIDTH "a"WIDTH "a"WIDTH "a"

CORNER ZONE

EDGE ZONE

N E

CORNER ZONEEDGE ZONE

REMAINDER 52.2 -

WIDTH (a) 50 - 100 REMARKS

PRESSURE (PSF)

WIND UPLIFT SCHEDULE FOR ROOF

EFFECTIVE WIND AREA (SQUARE FEET)

AREA

53.3

20 - 50

54.0

0 - 20

9'-8" 29.6 --74.981.8

9'-8" 40.0 --99.2116.6

50.4

> 100

57.4

N E

CORNER ZONE

ROOF UP LIFT DIAGRAM (COMPONENTS & CLADDING)

58' +/-

N E

CORNER ZONE EDGE ZONE

50.5 -

50 - 100 REMARKS

PRESSURE (PSF)

COMPONENTS AND CLADDING VERTICAL SURFACE

EFFECTIVE WIND AREA (SQUARE FEET)

ZONE

51.7

20 - 50

53.6

0 - 20

52.1 --59.963.0 --

49.0

> 100

44.2

(INTERIOR)

(CORNER WIDTH "a" = 9'-8")

MARK

SIZE (W x T) LONGITUDINAL REINFORCING

TOP / FTG.

ELEVATION

REMARKS

FOOTING SIZE & REINF.

WALL FOUNDATION SCHEDULE (WF-XX)

WF500 5'-0" x 1'-4" (6) #5 EW BOTTOM ONLY SEE PLAN

WF600 6'-0" x 1'-4" SEE PLAN

WF950 SEE PLAN9'-6" x 1'-4" SEE PLAN

SEE PLAN(12) #6 EW TOP/BOTTOM8'-0" x 1'-4"WF800

PF800 8'-0" x 8'-0" x 1'-6" (10) #5 EW BOTTOM ONLY SEE PLAN

MARK

SIZE (L x W x T) REINFORCING

TOP / FTG.

ELEVATION

REMARKS

FOOTING SIZE & REINF.

FOUNDATION SCHEDULE (PF--PAD FOOTING)

ANCHOR BOLTS

EMBED. LENGTH

& PROJECTION

QUANTITY

AND SIZE

SEE PLAN12'-0" x 12'-0" x 1'-6"PF1200 N/AN/A(8) #5 EW BOTTOM ONLY

WF350 3'-6" x 1'-4" (4) #5 EW BOTTOM ONLY SEE PLAN

WF450 4'-6" x 1'-4" (5) #5 EW BOTTOM ONLY SEE PLAN

(14) #6 EW TOP/BOTTOM

TIES

#4 TIES @ 12" O.C.

MAT1600 16'-0" x 16'-0" x 1'-4" SEE PLAN#6 @ 12" O.C. EW (BOT.)

(14) #6 EW (TOP & BOTT.)

PF960 9'-6" x 9'-6" x 1'-6" (12) #5 EW BOTTOM ONLY SEE PLAN

(4) 1" 12" / 6"

N/AN/A

PF900 9'-0" x 9'-0" x 1'-6" (12) #5 EW BOTTOM ONLY SEE PLAN N/AN/A

PRECAST PILASTER

ELEV PIT

PRECAST PILASTER

US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

A W N

B Y:

B M

D B

C H

E C

D B

S I

E D

E :

C O

N O

L I

N N

N U

1 2 3 4 5

S-503

C A L

U C

L S

T C

N , C

C T I

E Q

T M

S N

O R

T H B

G O

M A H

A D

T R

E O

M A H

A, N

E 6 8

W .B

W . B

F-

-R

-0

-4 0-

S S -

1 1/2" = 1'-0"S-503

1 ROOF UP LIFT DIAGRAM (C&C)

K D

N D

(PA

Pa (AXIAL)

GRID GRID

(PA

GRID GRID

Pa (AXIAL)

(PA

Wd W1

SEE PLAN

Ld1 Ld2

JOIST SIZE (SEE PLAN)

SEE PLAN

REMARK

CONCENTRATED

AXIAL

Pa kips

LOAD

P1 lbs

P2 lbs

Ld1

Ld2

LOCATION

Ld1 ft ft location see plan)

DESCRIPTION

L2 =

( zone of RTU RTU

N/A SNOW DRIFT25024KSP1 350 9'-6"

JOIST LOADING TABLE

W1 (plf)

UNIFORM

LOAD

total

MARK

DRIFT

LOAD

Wd plf

L1 ftlive

300 230

24KSP-R1 320 220 N/A N/A

300 9'-6"

SEE PLANSEE PLAN

2.8 ---- ---- --------

REMARK

CONCENTRATED

AXIAL

Pa kips

LOAD

P1 lbs

P2 lbs

Ld2

LOCATION

Ld1 ft ft

SNOW + CRANE

DESCRIPTION

---- ---- ---- -------- N/A275

72DLHSP1

382 9'-6"

DOUBLE PITCHED UNDERSLUNG DLH JOIST LOADING TABLE

W1 (plf)

UNIFORM

LOAD

total

MARK

DRIFT

LOAD

Wd plf

L1 ftlive

165 SNOW DRIFT

72DLHSP2

382 9'-6"165

---- SNOW + RTU275

72DLHSP-R1

382 9'-6"165

24KSP2 N/A SNOW DRIFT

AXIAL LOAD FROM

CRANE LATERAL

L2= (ZONE OF RTU

LOCATION SEE PLAN)

RTU LOAD

SEE PLAN

RTU LOAD

SEE PLAN

RTU LOCATION

SEE PLAN

RTU LOCATION

SEE PLAN

RTU LOAD

SEE PLAN

RTU LOCATION

SEE PLAN

RTU LOAD

SEE PLAN

RTU LOCATION

SEE PLAN

12'-0" +/-location see plan)---- L2 =

( zone of RTU RTU24KSP-R2

RTU LOAD

SEE PLAN

RTU LOCATION

SEE PLAN

RTU LOAD

SEE PLAN

RTU LOCATION

SEE PLAN250 150 N/A N/A

----…

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