W9128F-18-R-0079_Plans.PDF

I. DESIGN LOADS

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

1) SECOND FLOOR = 60 PSF (47 PSF SLAB + 13 PSF COMPONENTS)

2) ROOF = 15 PSF (ALL ROOF TRUSSES SHALL BE DESIGNED BY FABRICATOR TO

SUPPORT TO 15 PSF DEAD LOAD ON TOP CHORD AND 5 PSF DEAD LOAD ON

BOTTOM CHORD.

B. LIVE LOAD (ASCE 7-10)

1) ROOF CONSTRUCTION LIVE LOAD = 20 PSF

2) ROOF LIVE LOAD = 20 PSF (ALL ROOF TRUSSES SHALL BE DESIGNED BY

FABRICATOR TO SUPPORT TO 20 PSF LIVE LOAD ON TOP CHORD AND 5 PSF

LIVE LOAD ON BOTTOM CHORD).

3) SEE SNOW LOAD FOR ADD'L LOAD

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

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

6) SLAB-ON-GRADE = 100 PSF

C. WIND LOAD (ASCE7-10)

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

2) EXPOSURE CATEGORY = C

3) IMPORTANCE FACTOR = 1.0

4) INTERNAL PRESSURE COEFFICIENTS, GCpi: +/- 0.18

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

D. SNOW LOAD (ASCE7-10)

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 = 0.9

7) FLAT ROOF Pf = 23 PSF < 30 PSF (PIKES PEAK REGIONAL CODE)

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

9) 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 (Pf) OF 30 PSF.

E. SEISMIC LOAD (ASCE7-10)

1) SEISMIC DESIGN CATEGORY B

2) RISK CATEGORY: II

3) Ss = 0.18

4) S1 = 0.06

5) SITE CLASS D

6) IMPORTANCE FACTOR = 1.0

7) SDS = 0.92

8) SD1 = 0.096

9) BASIC SEISMIC FORCE RESISTING SYSTEMS:

a) ORDINARY PRECAST SHEAR WALLS.

10) DESIGN BASE SHEARS:

a) BUILDING: 94.5 KIPS

11) SEISMIC RESPONSE COEFFICIENTS;

a) BUILDING Cs = 0.064

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 GEOTECHNICAL REPORT FROM ARMY CORPS OF ENGINEERS

OMAHA DISTRICT

A. FOUNDATIONS WILL BE DESIGNED IN ACCORDANCE WITH REQUIREMENTS SET FORTH IN THE

FINAL FOUNDATION ANALYSIS FOR THE BATTLEFIELD WEATHER SUPPORT FACILITY PROJECT AT

FORT CARSON, COLORADO.

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 2,000 PSF FOR SPREAD AND CONTINUOUS WALL FOOTINGS PER THE GEOTECHNICAL REPORT.

C. MINIMUM THICKNESS OF 2.0 FEET OF NON-EXPANISVE SELECT FILL REFER TO THE GEOTECHNICAL REPORT/CIVIL SPECIFICATION FOR PLACEMENT OF FILL UNDER FOUNDATIONS, ADDITION FILL

PRECONSOLIDATION REQUIREMENTS, AND FILL REQUIRED PROPERTIES.

A 6" THICK CAPILLARY WATER BREAK CONSISTING OF GRANULAR MATERIAL SHALL BE PLACED

UNDER ALL INTERIOR CONCRETE SLABS-ON-GRADE IN ADDITION OF 18 INCHES OF NON-EXPANSIVE

SELECT FILL. A 15 MIL VAPOR BARRIER SHALL BE PLACED DIRECTLY UNDER ALL INTERIOR

CONCRETE SLABS-ON-GRADE.

D. 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.

F. INSTANCES OF COLLAPSE-SUSCEPTIBLE SOIL, REFER TO THE GEOTECHNICAL REPORT FOR MITIGATION.

IV. REINFORCED CONCRETE

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

B. MATERIAL STRENGTHS:

1-A) 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

THICKNESSES 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 318-08/318R-08 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

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

HANDBOOK - PRECAST AND PRESTRESSED CONCRETE, 6TH EDITION (2004). 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.

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. 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

BASEPLATES 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 BASEPLATES. 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.

D. DEFERRED SUBMITTALS:

1) PER IBC SECTION 107.3.4.1 DRAWINGS AND CALCULATIONS FOR THE DESIGN AND

FABRICATION OF TTEMS THT ARE DESIGNED BY OTHERS SHALL BEAR THE SEAL AND

SIGNATURE OF THE REGISTERED PROFESSIONAL ENGINEER WHO IS RESPONSIBLE

FOR THE DESIGN AND SHALL BE SUBMITTALS INCLUDE BUT ARE NOT LIMITED

THE FOLLOWING:

PREMANUFACTURED TRUSSES AND JOISTS

EXTERIOR CLADDING SYSTEMS

PRE-ENGINEERED STEEL STAIRS

EQUIPMENT ANCHORAGE

SEISMIC DESIGN OF NONSTRUCTURAL COMPONENTS

VII. STEEL JOISTS

A. STEEL JOISTS SHALL CONFORM TO THE 2010 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 & LIGHTGAUGE STEEL TRUSS NOTES

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.

C. LIGHTGAUAGE STEEL TRUSS:

1. ALL MEMBER DESIGN, SIZES AND NOMENCLATURE, ETC. WHERE SHOWN ON DRAWINGS ARE BASED ON STEEL STUD MANUFACTURERS ASSOCIATION'S (SSMA) PRODUCT TECHNICAL INFORMATION UTILIZING AISI (LATEST EDITION) COLD FORMED STEEL DESIGN MANUAL. ANY VARIATION FROM SSMA INFORMATION

REQUIRES AN APPROVAL WITH COMPLETE TECHNICAL DATA, INCLUDING PROFILES, DESIGN

CALCULATIONS, ETC. STAMPED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE WHERE THE

BUILDING IS TO BE CONSTRUCTED.

2. TRUSS CONFIGURATION SHOWN ON ARCHITECTURAL OR STRUCTURAL DRAWINGS MAY BE ALTERED AS

REQUIRED BY THE TRUSS SUPPLIERS ENGINEER, UNLESS NOTED OTHERWISE.

3. THE TOP CHORD MEMBER OF THE TRUSS SHALL BE 20 GAGE THICKNESS, MINIMUM.

4. ALL SWAY FRAMES, LATERAL BRACING, TEMPORARY BRACING, STRUTS AND BRIDGING SHALL BE

DESIGNED BY THE TRUSS SUPPLIER'S ENGINEER.

5. TRUSS LAYOUT, INCLUDING BUT NOT LIMITED TO MEMBER SIZES, CONNECTIONS, BRACES, SWAY FRAMES, CONNECTIONS OF BRACES AND SWAY FRAMES SHALL BE SEALED AND SIGNED BY A PROFESSIONAL

ENGINEER REGISTERED IN THE STATE WHERE THE BUILDING IS TO BE CONSTRUCTED..

6. ALL TRUSS MEMBERS SHALL HAVE A MINIMUM YIELD STRESS OF 33,000 PSI.

7. ALL TRUSS MEMBERS SHALL BE GALVANIZED.

8. REFER TO LOADS IN PROJECT DESIGN CRITERIA ON DRAWING S-001.

9. DEFLECTIONS SHALL NOT EXCEED L/240 FOR LIVE LOAD OR SNOW LOADS.

10. THE TRUSS DESIGNER SHALL HIRE A BLAST CONSULTANT EXPERIENCED IN THE STRUCTURAL DESIGN OF

LIGHT GAGE STEEL TRUSSES SUBJECT TO BLAST LOADS.

11. THE LIGHT GAGE TRUSSES SHALL BE DESIGNED FOR ALL APPLIED LOADS AS REQUIRED BY THE

APPLICABLE BUILDING CODES AND BLAST LOADS AS REQUIRED BY UFC 4-010-01.

XII. SPECIAL INSPECTION

A. PROVIDE SPECIAL INSPECTIONS IN ACCORDANCE WITH CHAPTER 17, SECTIONS 1704 & 1705

OF THE 2012 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.

ITEM

INTERIOR SLAB-ON-GRADE (UNO),

FOOTINGS, ELEVATED

SLABS, AND ARMS VAULTS

ALL OTHER CONCRETE

f'c

FREEZE THAW

EXPOSURE

CLASS

SULFATE

EXPOSURE

CLASS

PERMEABILITY

CORROSION

PROTECTION

4.0 KSI

4.5 KSI

FO

FO

SO

SO

PO

PO

C1

C1

C1

C1

WINDOW/GLAZING SHALL BE DESIGNED BY WINDOW MANUFACTURE/SUPPLIER 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.

SUBMIT CALCULATION FOR REVIEW.

ALL EXTERIOR GLAZING SHALL BE NO LESS THAN 1/4" (6MM) NOMINAL POLYCARBONATE

OR LAMINATED GLASS. THE 1/4" (6MM) LAMINATED GLASS CONSISTS OF TWO NOMINAL

1/8-INCH (3MM) GLASS PANES BONDED TOGETHER WITH A MINIMUM OF A 0.030-INCH

(0.75MM) INTERLAYER OF A MATERIAL DESIGNED AND TESTED FOR BOMB BLAST

RESISTANCE. FOR IGU, USE THE POLYCARBONATE OR LAMINATED GLASS FOR THE

INNERMOST PANE AS MINIMUM.

FOR LAMINATED GLASS PROVIDE A LAZING FRAME BITE IN ACCORDANCE WITH ASTM

F2248. FOR POLYCARBONATE PROVIDE A GLAZING FRAME BITE OF NO LES THAN 1.5

TIMES THE POLYCARBONATE THICKNESS.

E.

F.

G.

XIII. APPLICABLE CODES

A. ACI 310-11, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

B. AISC STEEL CONSTRUCTION MANUAL, 14TH EDITION

C. AISI, NORTH AMERICAN SPECIFICATION OFOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL

MEMBERS, MOST CURRENT EDITION

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

E. 2012 INTERNATIONAL BUILDING CODE (IBC 2012)

F. AWS D1.S STRUCTURAL WELDING CODE, STEEL, EDITION COMPATIBLE WITH IBC 2012

G. UFC 4-010-01, DOD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS

MAX W/C MAX W/C

NON-AIR

ENTRAINED

NON-AIR

ENTRAINED

0.48 0.40

0.44 0.35

1-B) ALL CONCRETE EXPOSED TO WEATHER SHALL CONTAIN 5 1/2"% +/- 1/2 % AIR ENTRAINMENT.

US Army Corps of Engineers ®

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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

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

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

HORIZ. BRIDGING

TYP

1/8FIX FOR BRIDGING

OPENING IN ROOF/RTU SUPPORT FRAMES

/2

" M

IN

.4"

4"

/4

L

/4

1" MIN. k (M

INI

MU

M)

(SE

E N

OT

E 1

(1)-L4x4x3/8

NOTES:

SUPPORTING

MEMBER

"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" A325-N BOLTS.

FINAL SHEAR CONNECTION DESIGN SHALL BE PERFORMED BY THE FABRICATOR.

18"

6" 9" 12" 15"

8.2 16.3 26.1 36.3

69.5

24.5 37.0 48.5 59.0

7.

8.

6.

(SEE NOTE 2)

(3/4" DIA A325 BOLTS

IN SINGLE SHEAR.)L (INCHES)

1/4" E70XX

ALLOWABLE BOLT

CAPACITY (KIPS)

TO

CO

PE

MINIMUM WEB

THICKNESS

k (M

INI

MU

M)

ALLOWABLE WELD

CAPACITY (KIPS)

(1/4" FILLET WELD)

(SE

E N

OT

E 1

5.

4.

n R

OW

S O F

BO

LT

S @ 3"

3.

2.

1.SINGLE L CONN. OR SHEAR TAB

46.3 7 21" 56.4 79.0

6 ROWS

6 ROWS

4 ROWS

5 ROWS

5 ROWS

4 ROWS

3 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

4 ROWS

W12

W8 TO W10

W14

STAND. ROWS.

3 ROWS

3 ROWS

2 ROWS

9 ROWS

10 ROWS

7 ROWS

7 ROWS

8 ROWS

5 ROWS

4 ROWS

6 ROWS

MAX. ROWS.

3 ROWS

3 ROWS

2 ROWS

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

2"

EQ EQ

EQ

EQ

1'-2" SQ.

CLR. (TYP.)(4) 1" DIA. A.B.'s TYPICAL BPL 1" w/

FOR HSS6x6 (UNO)

STEEL TUBE

TYP

5/16

COLUMN

TYPICAL BASE PLATE FOR HSS10x10 OR SMALLER (UNO)

36/5 PATTERN

36/4 PATTERN

2ND FLOOR DECK:

1.5B 22ga. DECK W/ #12 SCREW AT SUPPORT; 36/5 PATTERN

AND (5) #10 TEK SCREWS EQ. SP. AT SIDELAPS.

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

AT DECK PERIMETER:

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

DECK SHALL BE 1.5B 22ga. BY VULCRAFT OR EQUAL.

FRAMING PLAN SEE SHEET S100 SERIES

3.

DECK NOTES:

1.

2.

AND (4) #10 TEK SCREWS EQ. SP. AT SIDELAPS.

1.5B 22ga. DECK w/ #12 SCREW AT SUPPORT; 36/4 PATTERN

IF NOT OTHERWISE SPECIFIED.

AND (2) #10 TEK SCREWS EQ. SP. AT SIDELAPS.

0.6C 26ga. DECK w/ #12 SCREW AT SUPPORT; 30/4 PATTERN

DECK ATTACHMENT PLAN (MAIN BUILDING)

DECK ATTACHMENT PLAN (CANOPY)

TOS

(SEE PLAN)

3/8 " THRU PLATE w/

MAX # OF 3/4 " DIA

BOTLS (TYP.) SEE

CONN TABLE AT SHEET

S-002

2'-0" MIN.

3' -0

3' -0

2'

-0

TYPICAL SOIL OVER EXCAVATION AND REPLACEMENT DETAIL

SATISFACTORY

MATERIAL/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 WITH EXCAVATIONS EXTENDING AT LEAST 2 FEET

LATERALLY BEYOND THE EDGE OF THE FOOTINGS.

(TYP.)

M

IN

.(T

YP

US Army Corps of Engineers ®

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NOT TO SCALES-002

1 COLUMN ANCHOR BOLT DETAIL

NOT TO SCALES-002

6 CONCENTRATED LOAD ON JOIST

NOT TO SCALES-002

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

NOT TO SCALES-002

4 FIX FOR MISSING BRIDGING

NOT TO SCALES-002

5 OPENING IN ROOF & RTU SUPPORT FRAMES

1 1/2" = 1'-0"S-002 2 BASE PLATE FOR HSS10x10 OR SMALLER (UNO)

NOT TO SCALES-002

3 DECK ATTACHMENT PLAN

M

AR

K D

ES

C

R

IP

TI

O

N D

AT

E

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

9 COLUMN & BEAM CONNECTION

NOT TO SCALES-002

10 TYPICAL SOIL OVER EXCAVATION

CORNER ZONE EDGE ZONE

ED

G

E

ZO

N E

CORNER ZONE EDGE ZONE

REMAINDER 34.7 -

WIDTH (a) 50 - 100 REMARKS

PRESSURE (PSF)

WIND UPLIFT SCHEDULE ROOF

EFFECTIVE WIND AREA (SQUARE FEET)

AREA

36.5

20 - 50

30.2

0 - 20

6'-5" 56.0 --61.266.6

6'-5" 84.3 --91.398.4

34.7

> 100

48.9

77.2

ED

G

E

ZO

N E

CORNER ZONE

CORNER ZONE

ROOF UP LIFT DIAGRAM (COMPONENTS & CLADDING)

WIDTH "a"

58' +/-

93' +/-

WIDTH "a"

41.5 -

50 - 100 REMARKS

PRESSURE (PSF)

COMPONENTS AND CLADDING VERTICAL SURFACE

EFFECTIVE WIND AREA (SQUARE FEET)

ZONE

43.5

20 - 50

45.3

0 - 20

47.1 --52.466.6 --

38.2

> 100

43.5

(INTERIOR)

(CORNER WIDTH "a" = 6'-5")

W

ID

TH

"a

W

ID

TH

"a

WIDTH "a"

(4) 1"

(4) 1"

PF400 4'-0" x 4'-0" x 1'-4" (5) #6 EW BOTTOM ONLY SEE PLAN 12" / 6"

MARK

SIZE (L x W x T) REINFORCING

TOP / FTG.

ELEVATION

REMARKS

FOOTING SIZE & REINF.

FOUNDATION (PF--PAD FOOTING) SCHEDULE

ANCHOR BOLTS

EMBED. LENGTH

& PROJECTION

QUANTITY

AND SIZE

MAT801 8'-0" x 8'-0" x 1'-4" SEE PLAN 12" / 6"(12) #6 EW (TOP & BOT.)

(4) 1"PF600 6'-0" x 6'-0" x 1'-4" SEE PLAN 12" / 6"(8) #6 EW BOTTOM ONLY

(4) 1"PF401 4'-0" x 4'-0" x 1'-4" (5) #6 EW (TOP & BOT.) SEE PLAN 12" / 6"

INTEGRATE w/ ADJ FND.

HIP JACK TRUSS H1

2.121

TRUSS T1 & T2A, T2B, T2C

T2C

T2A

T2B

INSULATED

PRECAST PANEL

PER ARCH.

INSULATED

PRECAST

PANEL

PER ARCH.

3 12

GRIDER TRUSS T3

T3

INSULATED

PRECAST PANEL

PER ARCH.

INSULATED

PRECAST PANEL

PER ARCH.

3 12

LOAD FROM

HIP TRUSS (H1)

LOAD FROM

JACK TRUSS

ALL TRUSS TO TRUSS CONNECTIONS SHALL

BE DESIGNED BY MFR.

INSULATED PRECAST PANEL

PER ARCH. (CORNER)

TRUSS END

PROFILE

SEE 2/S-503

(TYP.)

TRUSS END

PROFILE

SEE 2/S-503

(TYP.)

SUPPORTED BY

GRIDER TRUSS (T3)

JACK TRUSS

SUPPORTED BY

HIP TRUSS

TRUSS BRIDGING & BRCING

(SHALL BE DESIGNED &

PROVIDED BY TRUSS MFR.)

(TYPICAL)

TRUSS BRIDGING & BRCING (SHALL BE DESIGNED &

PROVIDED BY TRUSS MFR.) (TYPICAL)

ALL TRUSS TO TRUSS CONNECTIONS SHALL

BE DESIGNED BY MFR.

TRUSS BRIDGING & BRCING (SHALL BE DESIGNED &

PROVIDED BY TRUSS MFR.) (TYPICAL) ALL TRUSS TO TRUSS CONNECTIONS SHALL

BE DESIGNED BY MFR.

TRUSS BRIDGING & BRCING (SHALL BE DESIGNED &

PROVIDED BY TRUSS MFR.) (TYPICAL)

INSULATED

PRECAST PANEL

PER ARCH.

(CORNER)

TRUSS END

PROFILE SEE

1/S-503 (TYP.)

3.536

3.536

JACK TRUSS (CANOPY)

SUPPORTED BY

HIP TRUSS

LOAD FROM

HIP TRUSS

MAIN HIP TRUSS (CANOPY)

STL

COL

STL

COL

3.536

HALF HIP TRUSS (CANOPY)

STL

COL

SUPPORTED BY

MAIN HIP TRUSS

SEE PLAN

TRUSS MFR SHALL

PROVIDE MISC RAFTERS

FOR ROOF OPENING

(TYPICAL)

RIDGE BLOCKING

PER TRUSS MFR

(TYP.)

RAFTER

ROOF VENT

CURB

MISC. RAFTERS

BASE SHEAR (UNFACTOR) LOADS:

SEISMIC Sx= 34.30 kips Sy= 2.90 kips WIND Wx= 31.68 kips Wy= 1.31 kips .

X

Y

BASE SHEAR (UNFACTOR)

LOADS:

SEISMIC Sx= 6.33 kips Sy= 31.39 kips WIND Wx= 3.29 kips Wy= 17.07 kips .

BASE SHEAR (UNFACTOR)

LOADS:

SEISMIC Sx= 6.33 kips Sy= 37.63 kips WIND Wx= 3.29 kips Wy= 21.29 kips .

BASE SHEAR (UNFACTOR)

LOADS: SEISMIC Sx= 34.75 kips Sy= 2.90 kips WIND Wx= 35.78 kips Wy= 1.31 kips .

BASE SHEAR (UNFACTOR) LOADS: PRECAST

MFR SHALL DESIGN SHEAR WALL AND THE

CONNECTIONS PER LOADS LISTED

STANDARD 10 - WINDOWS AND SKYLIGHTS

UFC 4-010-01

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 2248

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 ®

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NOT TO SCALES-003

B1 ROOF UP LIFT DIAGRAM (COMPONENTS & CLADDING)

NOT TO SCALES-003

1 FOOTING SCHEDULE

NOT TO SCALES-003

3 PRECAST SHEAR LOADS

1 1/2" = 1'-0"S-003

4 AT/FP - UFC 4-010-01

M

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US Army Corps of Engineers ®

SHEET ID

U S

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A W N

B Y:

D

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B

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SU

B M

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D B

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SI

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C H

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D B

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AN

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A L A

BB

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ABBREVIATIONS

NS NEAR SIDE

OC ON CENTER

OD OUTSIDE DIAMETER

OH OPPOSITE HAND, OVERHEAD

OWSJ OPEN WEB STEEL JOIST

PAR PARALLEL

PCC PRECAST CONCRETE

PCF POUNDS PER CUBIC FOOT

PEN PENETRATION

PFJ PERIMETER FELT JOINT

PL PLATE

PLYWD PLYWOOD

PNL PANEL

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PT PRESSURE TREATED, POINT,

PRETENSIONED

REINF REINFORCING, REINFORCED

REQ REQUIRED

RET RETURN, RETAINING

REV REVISION, REVISED

RF ROOF

RFT RAFTERS

RPM REVOLUTIONS PR MINUTE

RS ROUGH SAWN

RT ROOF TRUSS

S SECTION MODULUS

SC SLIP CRITICAL

SCHED SCHEDULE

SDI STEEL DECK INSTITUTE

SECT SECTION

SEIS SEISMIC

SEP SEPARATION

SHT SHEET

SIM SIMILAR

SJI STEEL JOIST INSTITUTE

SMS SHEET METAL SCREW

SPEC(S) SPECIFICATION(S)

SPRT SUPPORT

SQ SQUARE

SS STAINLESS STEEL

ST SNUG TIGHT

STD STANDARD

STIF/STIFF STIFFENER

STL STEEL

STRUCT STRUCTURAL, STRUCTURE

SUSP SUSPENDED

SYM SYMMETRICAL

T&B TOP AND BOTTOM

T&G TONGUE AND GROOVE

T/ TOP OF

TGB TOP OF GRADE BEAM

THK THICK, THICKNESS

TL TOTAL LOAD

TN TOE NAIL

TOB TOP OF BEAM

TOC TOP OF CONCRETE

TOF TOP OF FOOTING

TOS TOP OF STEEL

TOW TOP OF WALL

TYP TYPICAL

UFC UNIFIED FACILITES CRITERIA

UNO UNLESS NOTED OTHERWISE

UON UNLESS OTHERWISE NOTED

VB VERTICAL BRACE

VERT VERTICAL

W WIDTH, WEST, WIDE FLANGE

w/ WITH

WF WIDE FLANGE

WPT WORKING POINT

WWF WELDED WIRE FABRIC

WWM WELDED WIRE MESH

x BY, TIMES

ABBREVIATIONS

EN EDGE NAIL

EQUIP EQUIPMENT

ES EACH SIDE

EW EACH WAY

EXIST EXISTING

EXT EXTERNAL, EXTERIOR

FF FAR FACE

FFE FINISH FLOOR ELEVATION

FG FINISH GRADE

FJ FLOOR JOIST

FMG FRAMING

FN FIELD NAIL

FND FOUNDATION

FOC FACE OF CONCRETE

FOM FACE OF MASONRY

FOS FACE OF STUD

FS FAR SIDE

FT, ' FOOT

FTG FOOTING

Fy YIELD STRESS

GA GAUGE

GLB GLUED LAMINATED BEAM

GT GIRDER TRUSS

GUSS GUSSET

GYP BD GYPSUM BOARD

HD HOLD DOWN

HDR HEADER

HGR HANGER

HK HOOK

HORIZ HORIZONTAL

HP HIGH POINT

HSS HOLLOW STRUCTURAL SECTION

HT HEIGHT

HVAC HEATNG/ VENTILATING/ AIR

CONDITIONING

I MOMENT OF INERTIA

IBC INTERNATIONAL BUILDING CODE

ICF INSULATED CONCRETE FORM

ID INSIDE DIAMETER

INFO INFORMATION

INS INSULATED, INSULATION

JST JOIST

K, KIPS THOUSAND POUNDS

KN KILONEWTON

KPA KILOPASCAL

LB POUND

LG LONG

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LOC LOCATE, LOCATION

LONG LONGITUDINAL

LP LOW POINT

LW LIGHT WEIGHT

M METER

MB MACHINE BOLT

MBR MEMBER

MECH MECHANICAL

MED MEDIUM

MEZZ MEZZANINE

MF MOMENT FRAME

MFG MANUFACTURING

MIN MINIMUM

MM MILLIMETER

MOD MODIFY, MODIFIED

MPA MEGAPASCAL

MRF MANUFACTURER

NF NEAR FACE

NOM NOMINAL

ABBREVIATIONS

# NUMBER

& AND

= EQUAL, EQUALS

@ AT

A/C AIR CONDITIONING

AB ANCHOR BOLT

ACI AMERICAN CONCRETE INSTITUTE

ADDL ADDITIONAL

ADJ ADJACENT

AFF ABOVE FINISEHD FLOOR

AH, AHU AIR HANDLING UNIT

AISC AMERICAN INSTITUTE OF STEEL

CONSTRUCTION

ALT ALTERNATE

APA AMERICAN PLYWOOD

ASSOCIATION

APPROX APPROXIMATELY

ARCH ARCHITECTURAL

ASTM AMERICAN SOCIETY FOR TESTING

AND MATERIALS

AT/FP ANTI-TERRORISM/ FORCE

PROTECTION

AWS AMERICAN WELDING SOCIETY

BET BETWEEN

BLW BELOW

BM BEAM

BN BOUNDARY NAIL

BOF BOTTOM OF FOOTING

BOT BOTTOM

BRG BEARING

C CHANNEL

CANT CANTILEVER

CENT CENTERED

CFMF COLD-FORMED METAL FRAMING

CFS COLD-FORMED STEEL

CIP CAST IN PLACE

CJ CONTROL JOINT/CEILING JOIST

CJP COMPLETE JOINT PENETRATION

CL CENTERLINE

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

COND CONDITION

CONN CONNECT, CONNECTION

CONST CONSTRUCTION

CONT CONTINUOUS

CONTR CONTRACTOR

COORD COORDINATE

COR CORNER

CWB CAPILLARY WATERBARRIER

D DEEP, DEPTH

DEG DEGREE

DEM DEMOLISH, DEMOLITION

DEP DEPRESSED

DET DETAIL

DIA DIAMETER

DIAG DIAGONAL

DL DEADLOAD

DO DITTO

DT DRAG TRUSS

DWG(S) DRAWINGS

DWL DOWEL

EA EACH

EF EACHFACE

EJ EXPANSION JOINT

ELEC ELECTRICAL

ELEV ELEVATION

M

AR

K D

ES

C

R

IP

TI

O

N D

1 3

A

H

0"

9'

7" 7'

5"

S-500

S-500

S-500

S-500

S-500

S-500

S-501

S-501

2' - 8"

"B

C

D

E

F

G

1.8 2.1

25' - 7" 8' - 0" 23' - 9"

57' - 4"

B.1

TYP @

DOOR

6" CONCRETE

HOUSEKEEPING PAD

w/ #3 @ 12" O.C.

EACH WAY;

COORD LOCATION w/

MEP

2-#5 X4'-0"

DWL'S (AS

SHOWN)

C.J.

C .J

C.J.

C .J

C.J.

C .J

C.J.

C .J

C.J.

C .J

C.J.

C .J

C.J.

C .J

C.J.

C .J

C.J.

C .J

C .J

C

.J

C .J

C

.J

C .J

C.J.

C.J.

C.J.

C.J.

C.J.

T.O.F. = -2'-0" T.O.F. = -3'-0" T.O.F. = -4'-0"

T.O.F. = -3'-0"

T.O.F. = -2'-0"

T.

O

.F

-2 '-0

T.

O

.F

-2 '-0

T.O.F. = -2'-0"

T.

O

.F

-2 '-0

S-500

S-500

S-500

S-501

C.J.

C .J

C.J.

PF60

PF600

P

F400

MAT

MAT80

M

AT80

M

AT80

MAT

HSS6x 6x

1/4

HSS6x 6x

1/4

HSS6x6x1/4

T.O.F. = -0'-8"

HSS6x 6x

3/8

HSS6x 6x

3/8

T.O .F. =

-0 '-8

HSS6x 6x

3/8

T.O .F. =

-0 '-8

HSS6x 6x

3/8

T.O .F. =

-0 '-8

HSS6x6x3/8

T.O.F. = -2'-0"

1/S-501

HSS6x 6x

3/8

(TYP. A

T 4

LO

CATIO

NS)

HSS6x 6x

3/8

HSS6x 6x

3/8

8" CONCRETE

VAULT SLAB #4 @

9" O.C. EACH WAY

(T

YP

5'

0"

1' - 10" 1' - 10"

C.J.

2'

5"

28' - 3" 29' - 1"

3"

3" 3"

22' - 11"

T.O .F. =

-4 '-0

T.O .F. =

-4 '-0

T.O .F. =

-4 '-0

S-501

S-500

STEP

ELEV

PIT

ACTUAL PRECAST

PANEL LAYOUT

SEE ARCH (TYP.)

S-501

T.

O

.F

-2 '-0

T.

O

.F

-2 '-0

8'

0" 7'

0"

7' - 7"

3'

0"

4'

3"

2'

0"

7' - 0"

COORDINATE STAIR

FRAMING; COLUMN

LOCATIONS WITH

ARCH & STEEL FAB

(TYP.)

S-501

(VERIFY)

22' - 11"

(V

ER

IF

Y)

3'x3'BOOT

WASH SEE

7/S501, COORD

W/ MEP

SUMP PUMP

COORD. w/ MEP

4" CONCRETE SLAB w/ 6x6-W2.9xW2.9

W.W.F. ON 6 MIL. VAPOR RETARTER

OVER 4" DRAINAGE FILL & SELECTED

FILL PER SOIL REPORT (TYP.) (U.N.O.)

C.J. DETAIL SEE 3/S-500

F.F. = 100'-0"

5'

0"

4' - 6"

S-500

US Army Corps of Engineers ®

SHEET ID

U S

AR

M

Y C

O R

PS

O

F

EN

G

IN

EE

R

S

D R

A W N

B Y:

D

ES

IG

N

ED

B

Y:

SU

B M

IT

TE

D B

Y:

SI

ZE

C H

E C

KE

D B

Y:

AN

S I

'D

FI

LE

N

AM

E:

IS

SU

E D

AT

E :

C O

N

TR

AC

T

N O

SO

L I

C

IT

AT

IO

N N

O

FI

LE

N U

M

BE

R

1 2 3 4 5

D

C

B

A

S-100

FO

U

N D

AT

IO

N P

LA

N

FO

R

T C

AR

SO

N , C

O

LO

R

AD

O O

M A H

A D

IS

T R

IC

T

C

AP

IT

O

L

AV

E O

M A H

A, N

E 6 8

D es ig ne r

KC

H

AN

W

BO

EC

K

W

BO

EC

K

/1

6/

W

F-

-R

-0

F1

-1 5-

BA

TT

LE

FI

EL

D

W

EA

TH

ER

F

AC

IL

IT

Y P N

8 3

1/8" = 1'-0"S-100

1 FOUNDATION PLAN

8'0 4' 16' N

PLAN NORTH

M

AR

K D

ES

C

R

IP

TI

O

N D

AT

E

A

B

KEYPLAN - NOT TO SCALE

FLOOR PLAN ORIENTATION NOTE:

SITE PLAN DRAWINGS AND BUILDING PLAN DRAWINGS SHOW DIFFERENT BUILDING

ORIENTATIONS. SITE PLAN DRAWINGS ARE ORIENTED TRUE NORTH. BUILDING

PLAN DRAWINGS ARE ORIENTED WITH A PLAN NORTH 180 DEGREES DIFFERENT

FROM TRUE NORTH. CONTRACTOR SHALL TAKE CARE TO COORDINATE WORK

ACCOUNTING FOR DIFFERENCE IN SITE PLAN AND BUILDING PLAN ORIENTATIONS.

+1

'-9

/2

J.

B.

E.

+1

'-9

/2

J.

B.

E.

+1

'-9

/2

J.

B.

E.

1 3

A

H

K5

K5

W18x35 (+ 2 1/2")

20K4

20K4

W18x35 (+ 2 1/2")

10K1

10K1

W12x19 (+ 2 1/2")

W16x26 (CANT.) (+ 2 1/2")

W x2

W x2

W x2

(C

AN

T.

W x3

W x3

W x3

W x3

W x3

W x2

K7

K6

W16x31 (+ 2 1/2")

W16x31 (+2 1/2")W x1

K6

7'

5" 9'

7"

0"

18K4

2'

1/

8" 2'

1/

4"

2'

4"

JO

IS

T

BR

ID

G

IN

G

P

ER

J O

IS

T

M

FR

TY

P.

JO

IS

T

BR

ID

G

IN

G

P

ER

J O

IS

T

M

FR

TY

P.

12' - 5"

VERIFY w/ ARCH.

15' - 4"

2' - 8" 5' - 4" 8' - 5"

B

C

D

E

F

G

1.8 2.1

57' - 4"

4" TOTAL - CONCRETE w/ STEEL DECK (f'c=4,000 PSI;

0.6C26 STL. DECK & 6x6- W2.9xW2.9 REINF.) DETAIL

SEE GENERAL NOTES

F.F. = +113'-4"

H

SS

x8 x5 /1

H

SS

x8 x5 /1

HSS20x8x5/16

H

SS

x8 x5 /1

6 HSS20x8x5/16

H

SS

x8 x5 /1

1.5B22 STEEL DECK

(G90) GALVANIZED

(TYP.) FOR EXT

ROOF (U.N.O.)

1.5B22 STEEL

DECK G90

C6x8.2

EQ EQ EQ EQ EQ EQ

B.1

S-503

S-503

1"

EQ

EQ

EQ 9'

EQ

EQ

EQ

EQ

K5

EQ

S

PA

C

ES

EQ

S

PA

C

ES

EQ

S

PA

C

ES

EQ

S

PA

C

ES

(U .N

.O

EQ

S

PA

C

ES

7'

7/

8"

EQ

S

PA

C

ES

EQ

S

PA

C

ES

18' - 4"

3'

8"

6 EQ. SPACES

6'

8"

9' - 4" 14' - 10"

S-502

S-502

____________________________________________________ 2 S-502

S-502

S-502

S-502

S-502

S-503

S-503

S-503

S-503

SL

O

PE

3" TOTAL CONCRETE

(0.6C26 STL. DECK w/ 6x6-W2.1xW2.1 REINF.)

DETAIL SEE GENERAL

NOTES

F.F. = +113'-4"

& 106'-8" LANDING

TYPICAL STAIR

FRAMING:

C12x20.7

STRINGER; C5X6.7

JOISTS @ 2'-0"

O.C. MAX.

2'

9" 2'

9"

28' - 3" 29' - 1"

S-502

TYP.

S-502

TYP.

DL/LL=

11/9 k

DL/LL=

28/24 k

S-002

A-160

US Army Corps of Engineers ®

SHEET ID

U S

AR

M

Y C

O R

PS

O

F

EN

G

IN

EE

R

S

D R

A W N

B Y:

D

ES

IG

N

ED

B

Y:

SU

B M

IT

TE

D B

Y:

SI

ZE

C H

E C

KE

D B

Y:

AN

S I

'D

FI

LE

N

AM

E:

IS

SU

E D

AT

E :

C O

N

TR

AC

T

N O

SO

L I

C

IT

AT

IO

N N

O

FI

LE

N U

M

BE

R

1 2 3 4 5

D

C

B

A

S-101

2N D

F

LO

O R

F R

A M

IN

G P

LA

N

FO

R

T C

AR

SO

N , C

O

LO

R

AD

O O

M A H

A D

IS

T R

IC

T

C

AP

IT

O

L

AV

E O

M A H

A, N

E 6 8

D es ig ne r

KC

H

AN

W

BO

EC

K

BO

EC

K

/1

6/

W

F-

-R

-0

F1

-1 5-

BA

TT

LE

FI

EL

D

W

EA

TH

ER

F

AC

IL

IT

Y P N

8 3

1/8" = 1'-0"S-101

1 2ND FLOOR FRAMING PLAN

N

PLAN NORTH

8'0 4' 16'

M

AR

K D

ES

C

R

IP

TI

O

N D

AT

E

A

B

KEYPLAN - NOT TO SCALE

FLOOR PLAN ORIENTATION NOTE:

SITE PLAN DRAWINGS AND BUILDING PLAN DRAWINGS SHOW DIFFERENT BUILDING

ORIENTATIONS. SITE PLAN DRAWINGS ARE ORIENTED TRUE NORTH. BUILDING

PLAN DRAWINGS ARE ORIENTED WITH A PLAN NORTH 180 DEGREES DIFFERENT

+1

'-0

T.

B.

E.

+1

'-0

T.

B.

E.

1 3

A

H

3'

0"

63' - 4"

3' - 0" 28' - 8" 28' - 8" 3' - 0"

S-503

S-503

S-503

EQ

S

PA

C E S

"B

C

D

E

F

G

1.8 2.1

1.5B22 STL. DECK (5'-0"

MAX SPAN) DETAIL SEE

GENERAL NOTES

B.1

S-503

R

ID

G E

L

IN

E (B

LO

C

KI

N

G B

ET

W

EE

N

3/12 SLOPE 3/12 SLOPE

3/

S

LO

PE

3/

S

LO

PE

BLOCKING FOR

ROOF VENT

GRIDER TRUSS T3

STEP TRUSS T2B

TR

U

SS

T

STEP TRUSS T2A

STEP TRUSS T2B

BLOCKING (TYP.)

JACK TRUSSES

JA

CK TRUSSES JACK

TRUSSES

HIP TRUSS H

HIP TRUSS H1

HIP TRUSS H1

HIP TRUSS H

JACK TRUSSES

JA

CK TRUSSESJACK

TRUSSES

S-503

10' - 0"

7 3/8"

8'

3/

8"

BL

K

GRIDER TRUSS T3

HEADER TRUSS

STUD WALL BELOW

(SEE ARCH)

S-503

57' - 4"

STEP TRUSS T2A

STEP TRUSS T2C

STEP TRUSS T2C

EQ

S

PA

C

ES

3'

0"

ROOF

VENT

1. TRUSS PROFILES SEE SHEET S-003

2. ACTUAL TRUSS LAYOUT PER TRUSS MFR. (TYP.)

3. ACTUAL TRUSS SPACINGS PER TRUSS MFR.

WHICH SHALL LESS THAN THE MAX DECK SPAN.

CORNER

RAFTERS (TYP.)

D

EC

K

SP

AN

9'

0" 9'

0"

@ ELEVATOR

W8X18 (HOIST)

(3) VERT STUDS

FOR BRG.

R

FT

US Army Corps of Engineers ®

SHEET ID

U S

AR

M

Y C

O R

PS

O

F

EN

G

IN

EE

R

S

D R

A W N

B Y:

D

ES

IG

N

ED

B

Y:

SU

B M

IT

TE

D B

Y:

SI

ZE

C H

E C

KE

D B

Y:

AN

S I

'D

FI

LE

N

AM

E:

IS

SU

E D

AT

E :

C O

N

TR

AC

T

N O

SO

L I

C

IT

AT

IO

N N

O

FI

LE

N U

M

BE

R

1 2 3 4 5

D

C

B

A

S-102

R O

O F

F R

AM

IN

G

P

LA

N

FO

R

T C

AR

SO

N , C

O

LO

R

AD

O O

M A H

A D

IS

T R

IC

T

C

AP

IT

O

L

AV

E O

M A H

A, N

E 6 8

D es ig ne r

Au th or

W

BO

EC

K

C he ck er

/1

6/

W

F-

-R

-0

F1

-1 5-

BA

TT

LE

FI

EL

D

W

EA

TH

ER

F

AC

IL

IT

Y P N

8 3

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

1 ROOF FRAMING

N

PLAN NORTH

8'0 4' 16'

M

AR

K D

ES

C

R

IP

TI

O

N D

AT

E

A

B

KEYPLAN - NOT TO SCALE

FLOOR PLAN ORIENTATION NOTE:

SITE PLAN DRAWINGS AND BUILDING PLAN DRAWINGS SHOW DIFFERENT BUILDING

ORIENTATIONS. SITE PLAN DRAWINGS ARE ORIENTED TRUE NORTH. BUILDING

PLAN DRAWINGS ARE ORIENTED WITH A PLAN NORTH 180 DEGREES DIFFERENT

T.O.S.

+111'-3" (TYP.)

A.8

A.9

A.10

A.11

S-501

9' - 2"

9'

2"

F401

HSS6x6x3/8

HSS6x6x3/8

HSS6x6x3/8

HSS6x6x3/8

A.8

A.9

A.10

A.11

W x2

W x2

W14x22

W14x22

S-503

S-503

9'

2"

9' - 2"

SLOPE SLOPE

SL

O

PE

SL

O

PE

5/12

5/

TRUSS PROFILE SEE SHEET S-003

CANOPY TRUSSES SHALL BE

DESIGNED FOR 34.7 PSF UPLIFT

US Army Corps of Engineers ®

SHEET ID

U S

AR

M

Y C

O R

PS

O

F

EN

G

IN

EE

R

S

D R

A W N

B Y:

D

ES

IG

N

ED

B

Y:

SU

B M

IT

TE

D B

Y:

SI

ZE

C H

E C

KE

D B

Y:

AN

S I

'D

FI

LE

N

AM

E:

IS

SU

E D

AT

E :

C O

N

TR

AC

T

N O

SO

L I

C

IT

AT

IO

N N

O

FI

LE

N U

M

BE

R

1 2 3 4 5

D

C

B

A

S-103

C

AN

O

PY

F O

U N

D A T

IO

N

F

R A M

IN

G

P

LA

N S

FO

R

T C

AR

SO

N , C

O

LO

R

AD

O O

M A H

A D

IS

T R

IC

T

C

AP

IT

O

L

AV

E O

M A H

A, N

E 6 8

KC

H

AN

KC

H

AN

W

BO

EC

K

W

BO

EC

K

/1

6/

W

F-

-R

-0

F1

-1 5-

BA

TT

LE

FI

EL

D

W

EA

TH

ER

F

AC

IL

IT

Y P N

8 3

1/4" = 1'-0"S-103

1 FOUNDATION PLAN

1/4" = 1'-0"S-103

2 CANOPY FRAMING

M

AR

K D

ES

C

R

IP

TI

O

N D

AT

E

FLOOR PLAN ORIENTATION NOTE:

SITE PLAN DRAWINGS AND BUILDING PLAN DRAWINGS SHOW DIFFERENT BUILDING

ORIENTATIONS. SITE PLAN DRAWINGS ARE ORIENTED TRUE NORTH. BUILDING

PLAN DRAWINGS ARE ORIENTED WITH A PLAN NORTH 180 DEGREES DIFFERENT

FROM TRUE NORTH. CONTRACTOR SHALL TAKE CARE TO COORDINATE WORK

ACCOUNTING FOR DIFFERENCE IN SITE PLAN AND BUILDING PLAN ORIENTATIONS.

N

PLAN NORTH

4' 8'0 2'

A

B

KEYPLAN - NOT TO SCALE

2 TIMES STEP

SPLICE BARS TO

BE SAME SIZE AS

FOOTING REINF.

ST

EP

LAP 24" MIN.

TH

R

EA

D

S

& WASHEER

HEAVY HEX NUT

TACK

2"

HEAVY HEX NUT

AN

D

T H

R

EA

D S

4" P

R O

J.

T.O.C.

VAPOR BARRIER

DRAINAGE FILL

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

AT EXPOSED CONCRETE

PROVIDE JOINT SEALANT

ACTUAL SLAB

REINF SEE PLAN

2" C

LR

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

B

AR

D

IA

BAR DIRECTION.

TYPICAL FOR:

36 BAR DIA.

B

AR

D

IA

36 BAR DIA.

XX X X XX XX X X

TIES @ 18"o.c.

2-#4 CONT. w/ #3

STAIR STRINGER

L3 1/2x3 1/2x 1/4 w/

3/4" DIA. EXP. BOLT

1' -0

1'-0" 5'-0" x 5'-0" FTG. (PF500)

GRID

8" 't'

SE

E

SC

HE

DU

LE

EQ. EQ.

SEE SCHEDULE

FOR PAD REINF.

1" N.S. GROUT

BASE PLATE

w/ A. BOLTS

FILL BLOCKOUT

w/CONC.

F.F.

2' -0

TY

P.

U N

O

8"

10"

1' -4

3"

5'-4" (CONT.)

EQ. EQ.

TOF (SEE PLAN)

1-#3 CONT.

FINISH GRADE

SEE SITE PLAN

G.C.SHALL COORD w/ PRECAST

MFR. FOR ALL CONNECTION

DETAIL SUCH AS EMBEDMENT

PLATES, SIZES, & LOCATIONS

FTG./WALL

CENTER OF

1/2" RIGID

INSULATION w/

SEALANT CONT.

7-#6 CONT. w/ #6 DWL's @ 12" O.C.

(S

TE

P

AT

E

LE

V

PI

T)

(STEP AT ELEV PIT)

XX X X XX XX X X

TIES @ 18"o.c.

2-#4 CONT. w/ #3

STAIR SUPPLIER

1' -0

1'-0"

STAIR FRAMING PER

3' -4

8"

2' -0

8"

SEE CIVIL

GRID

EQ. EQ.

TOF

F.F.

#3 DWL

FINISH GRADE

SEE SITE PLAN

G.C.SHALL COORD w/ PRECAST

MFR. FOR ALL CONNECTION

DETAIL SUCH AS EMBEDMENT

PLATES, SIZES, & LOCATIONS

FTG./WALL

CENTER OF

ADD'L INFO.

SEE S-500

MIN.

#5's HORIZ

AS SHOWN;

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

#4 @ 12" O.C.

EACH WAYS

#4x3'-0" DWL's @

8" O.C. (MIN. OF 3)

WALL

OPENING

SEE ARCH.

1/2" RIGID INSULATION

w/ SEALANT CONT.

VAPOR

RETARDER OR

BARRIER SEE

SOIL REPORT

6"

M

IN

12" UNCOMPACTED

SELECT FILL

SELECT FILL

SLOPE 1_

8":12"

SEE 7/S-500 FOR

FTG REINF & SIZE

F.F.

2' -0

8"

8"

5'-4"

2'-8"

1' -4

8"

2'-8"

2" (VERIFY)

TOF

FINISH GRADE

SEE SITE PLAN

FTG./WALL

CENTER OF

SEE 7 & 11/S-500

CONCRETE VAULT

#4 BARS @ 9" O.C. STAGGER EACH

FACE TO FORM A PROJECTED

GRID OF 4 1/2" SQ.

CLASS A FINISH (SEE

INTERIOR FINISH

SCH FOR ADD'L

DETAILS)

#30 FELT (TYP.)

ADD'L NOTES

SEE 11/S500

VAULT SLAB SEE

FND PLAN

VAPOR

RETARDER OR

BARRIER SEE

SOIL REPORT

PRECAST CONN.

AT OUTSIDE FACE

3" MIN. CONCRETE

OVER CONN.

F.F.F.F.

+110'-10"

(VERIFY w/ ARCH.)

2' -0

3'-0"

EQ. EQ.

8"

SE

E

PL

AN

1' -4

8"

2'-0"

TOF

FTG./WALL

CENTER OF

#4 BARS @ 9" O.C. STAGGER

EACH FACE TO FORM A

PROJECTED GRID OF 4 1_

2"

SQ.

#4 DWL's @ 9" O.C.

STAGGER MATCH

VERT. REINF.

CONCRETE VAULT

CLASS A FINISH (SEE

INTERIOR FINISH

SCH FOR ADD'L

DETAILS)1/2" RIGID INSUL w/

SEALANT CONT (TYP.)

10"

4' -0

#4 DWL's @ 9" O.C.

12"

12" #4x2'-6" DWL's @ 9" O.C.

#5 BARS @ 9" O.C. STAGGER

EACH FACE TO FORM A

PROJECTED GRID OF 4 1_

2"

SQ.

3-#4 CONT.

4-#6 CONT. w/ #6 DWL's @ 12" O.C.

WALL OPENINGS

SEE ARCH SHEET

A-112

OPENING

(DOOR)

2-#5x 2'-6"

CORNER BARS

2-#5 AT 4 SIDES

EXT

OPENING REINF.

US Army Corps of Engineers ®

SHEET ID

U S

AR

M

Y C

O R

PS

O

F

EN

G

IN

EE

R

S

D R

A W N

B Y:

D

ES

IG

N

ED

B

Y:

SU

B M

IT

TE

D B

Y:

SI

ZE

C H

E C

KE

D B

Y:

AN

S I

'D

FI

LE

N

AM

E:

IS

SU

E D

AT

E :

C O

N

TR

AC

T

N O

SO

L I

C

IT

AT

IO

N N

O

FI

LE

N U

M

BE

R

1 2 3 4 5

D

C

B

A

S-500

FO

U

N D

A T

IO

N D

ET

AI

LS

FO

R

T C

AR

SO

N , C

O

LO

R

AD

O O

M A H

A D

IS

T R

IC

T

C

AP

IT

O

L

AV

E O

M A H

A, N

E 6 8

D es ig ne r

KC

H

AN

W

BO

EC

K

BO

EC

K

/1

6/

W

F-

-R

-0

F1

-1 5-

BA

TT

LE

FI

EL

D

W

EA

TH

ER

F

AC

IL

IT

Y P N

8 3

NOT TO SCALES-500

1 CONT. FOOTING STEP DETAIL

NOT TO SCALES-500

2 ANCHOR BOLT DETAIL

NOT TO SCALES-500

3 CONTROL JOINT DETAIL

NOT TO SCALES-500

4 TYPICAL CORNER BAR DETAIL

3/4" = 1'-0"S-500

5 STRINGER BEARING DETAIL

3/4" = 1'-0"S-500

6 INTERIOR COLUMN

3/4" = 1'-0"S-500

7 EXTERIOR WALL FOOTING

3/4" = 1'-0"S-500

8 INTERIOR FOOTING

3/4" = 1'-0"S-500

9 STOOP FOUNDATION

3/4" = 1'-0"S-500

10 FOUNDATION ALONG VAULT

3/4" = 1'-0"S-500

11 FOUNDATION ALONG VAULT

M

AR

K D

ES

C

R

IP

TI

O

N D

8"

VA

R

IE

S

2'-0"

SEE FND SCHEDULE

GRID

't'

SE

E

SC

HE

DU

LE

EQ. EQ.

SEE SCHEDULE

FOR PAD REINF.

1" N.S. GROUT

1" BASE PLATE

w/ 1" A. BOLTS

FILL BLOCKOUT

w/CONC.

SQUARE

8-#6 DWL's w/ #3 TIES

TOP (3) AT 3" O.C.

REMAINDER @10"o.c., TYP. UNO

T.O.F.

(SEE PLAN)

C L.

C O

L.

CL. COL.

2" 2"

5" 5"

2" 5" 5" 2"

6" 2'

-0

1' -4

2"

11/2" 5" 5"1 1/2"

1' -1

1'-2" DIA.

C L.

C O

L.

CL. COL.

SEE FND SCHEDULE

EQUALEQUAL

1'-8" DIA. PED

PL1" w/

1" NS. GROUT

4-3/4" A. BOLT

F.F.

PAVING, SEE

SITE PLAN

SLOPE

COL.

TOP 3 @ 3"o.c., 8-#6 DWL's w/ #3 TIES

1/2"E.J.

MAT'L

REMAINDER @ 10" O.C.

GRID

(TYP) (UNO)

1' -4

3'-0" ALL AROUND FROM

STEM WALL

3"

8"

8"

2'-0" SQ.

2' -0

D

EE

P

8"

#6 @ 12" O.C. EA.

WAY (T & B)

#5 @ 12" O.C.

EA. WAY

SUMP PER

ELEVATOR MFR.

G.C. SHALL

COORDINATE

3/4" GAL

GRATING L4x3x1/4 LLV @ EA SIDE

OF SLUMP w/ 1/2" DIA.

EXP BOLTS @ 6" O.C. w/

3 1/4" MIN. EMBED

#4 @ 10" O.C. EA.

WAY (MIN OF 3)

C

LR

2"

#5 DWL. @ 12"o.c.

(V

ER

IF

Y w /E

LE

VA

TO

R

M

FR

8"

#4 DWL. @ 12"o.c.

4' -0

FF

3" C

LR

2' -0

"2'-0"

ELEV PIT

GRID

1' -4

2'-8"

FINISH GRADE

SEE SITE PLAN

STEP PANEL AS

REQ'D; COOR. w/

ARCH & PRECAST

MFR.

#6 @ 12" O.C. EA.

WAY (TOP & BOT.)

PRECAST CONN.

PER MFR. (TYP.)

FF

(V

ER

IF

Y w /E

LE

VA

TO

R

M

FR

2" C

LR

3" C

LR

SLOPE

TO SUMP

4' -0

FILTER

FABRIC

WASHED GRAVEL

CONT. PERFORATED

DRAIN (SEE ARCH.& CIVIL)

ELEV PIT SIZE (SEE PLAN)

GRID

1' -4

2'-0"

2"

8"4"

3" 9"

1'-2"

3'-0"

3"

C

LR

2"

SEE 3/S-501

PIT REINF

(V

ER

IF

Y w /E

LE

VA

TO

R

M

FR

8"

4' -0

FF

3" C

LR

GRID

GRID

EDGE OF SLAB

ED

G

E O

F

SL

AB

SQ.

8-#6 DWL's w/ #3 TIES

TOP (3) AT 3" O.C.

REMAINDER @10"o.c., TYP. UNO

1" B-PL w/ 1" AB's

1" N.S. GROUT (TYP.)

(UNO)

SQ.

24" SQ PED

CONC STEM

BEYOND

SEE 3/S-501

6" 2'

-0

1' -4

2"

SEE FND SCHEDULE

1'-8" DIA. PED

PL1" w/

1" NS. GROUT

4-3/4" A. BOLT

F.F.

PAVING, SEE

SITE PLAN

SLOPE

COL.

1/2"E.J.

MAT'L

GRID

(TYP) (UNO)

ADD'L NOTES SEE

2/S-501

2'-0"

MIN.

8"

1'-0"

8" 2'

-0

8"

#4 HORIZ. @ 12" O.C.

#4 DWL'S

@ 12" O.C. TYP.

2-#5 CONT.

L3x3x3/16 CONT.

w/ 3/4" DIA x8" H.S. @ 12" O.C.

#4 @ 12" O.C.

EA. WAY

1 1/2"x 3/16" BAR - GW 4"X 1

3/16" GRID GRATING SPAN

3'-0" MAX (3 SIDES)

SIDE WALK

SEE SITE

PLAN

BLDG FTG.

SLOPE

US Army Corps of Engineers ®

SHEET ID

U S

AR

M

Y C

O R

PS

O

F

EN

G

IN

EE

R

S

D R

A W N

B Y:

D

ES

IG

N

ED

B

Y:

SU

B M

IT

TE

D B

Y:

SI

ZE

C H

E C

KE

D B

Y:

AN

S I

'D

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LE

N

AM

E:

IS

SU

E D

AT

E :

C O

N

TR

AC

T

N O

SO

L I

C

IT

AT

IO

N N

O

FI

LE

N U

M

BE

R

1 2 3 4 5

D

C

B

A

S-501

FO

U

N D

A T

IO

N D

ET

AI

LS

FO

R

T C

AR

SO

N , C

O

LO

R

AD

O O

M A H

A D

IS

T R

IC

T

C

AP

IT

O

L

AV

E O

M A H

A, N

E 6 8

D es ig ne r

KC

H

AN

BO

EC

K

/1

6/

W

F-

-R

-0

F1

-1 5-

BA

TT

LE

FI

EL

D

W

EA

TH

ER

F

AC

IL

IT

Y P N

8 3

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

1 COLUMN FOOTING

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

2 EXTERIOR COLUMN

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

3 ELEVATOR PIT

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

4 ELEVATOR PIT

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

5 FOUNDATION SECTION

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

6 EXTERIOR COLUMN

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

7 BOOT WASH

M

AR

K D

ES

C

R

IP

TI

O

N D

/ 2

R (k ip s)

X X XX XX XX XXX XXX XX

TOS/J.B.E.

(SEE PLAN)

DECK FASTENER @ 12" O.C. MAX;

(DECK TO L) (TYP.) SEE 3/S-002 FOR ADD'L

1/4 5

L4x4x1/4 CONT.

ROOF DIAPHRAGM FASTENER

SEE SHEET S-002

FASTENER AT 12" O.C.

(DECK TO L) (TYP.)

1/4

MAX. BEAM REACTION

DL/LL=7.2/6.0 KIPS

WELD L TO EMBED.

3/16 4

GRID

INSULATED

PRECAST PANEL

PER ARCH.

6"x6"x3/8x0'-5" ANGLE w/ 1_

2"

STIFFENER (CL)

JOIST SEAT. NOTE:

USE 8" WIDE ANGLE

w/ (2) STIFFENERS 4"

O.C. @ PANEL

JOINTS

EMBED BY

PRECAST

MFR. (TYP.)

SEE PLAN

X X XX X X X XX X X

BY PRECAST MFR.

48" O.C. MAX.

(TYPICAL)

BRIDGING

PER S.J.I.

L2x2x 3/16 @ 4' 0"

O.C. (MAX.)

L4x4x 1/4 CONT.

EMBED PL AT

(DECK TO L) (TYP.)

DECK FASTENER SEE 3/S-002

TYP

3/16

TYP

3/16 2@12

TOS

(SEE PLAN)

GRID

INSULATED

PRECAST PANEL

PER ARCH

1/4"

21 _ 2"

X X XX X X X X X XX X X XX

DECK

SEE PLAN

TYP

1/4

TOS/JBE.

SEE PLAN

WF BEAM

(SEE PLAN)

E.B.C.

(ALL 1/3 PTS)

(JBE)

(SEE PLAN)

JOIST BRG ELEV

/ 2

X X XX XX XX

TOS/JBE.

SEE PLAN

WF BEAM

(SEE PLAN)

(JBE)

(SEE PLAN)

JOIST BRG ELEV

TOS

(SEE PLAN) EMBED CONN.

BY PRECAST MFR.

(TYPICAL)

DL/LL

REACTION (SEE PLAN);

PRECAST MFR SHALL DESIGN

CONNCECTION ACCORDINGLY

4"

SINGLE ANGLE CONN w/

MAX # OF 3/4 " DIA BOLTS

SEE GENERAL NOTES

S-002

GRID

INSULATED

PRECAST PANEL

PER ARCH.

TOS

(SEE PLAN)

EMBED CONN.

BY PRECAST MFR.

(TYPICAL)

DL/LL

REACTION (SEE PLAN);

PRECAST MFR SHALL DESIGN

CONNCECTION ACCORDINGLY

4"

SINGLE ANGLE CONN w/

MAX # OF 3/4 " DIA BOLTS

SEE GENERAL NOTES

S-002

GRID

L2 1/2x2 1/2x 1/4x6 LONG BRIDGING CLIP w/

(2) 3/8"x3 1/2" EXP BOLTS

& 2 1/2" EMBED. (TYP.)

BRIDGING PER S.J.I.

L4x4x 1/4 CONT.

PRECAST

3/16

TYP

PER ARCH. (TYP.)

DECK FASTENER SEE 3/S-002

(DECK TO L) (TYP.)

48" O.C. MAX.

EMBED PL AT

BY PRECAST MFR.

(TYPICAL)

GRID

X X X XX X X X

TYP

3/16 2@12

TOS

(SEE PLAN)

2"

TOS

F.F.

EMBED CONN.

BY PRECAST MFR.

(TYPICAL)

DL/LL

REACTION 2.0/3.0 KIPS

PRECAST MFR SHALL DESIGN

CONNCECTION ACCORDINGLY

CONC DECK (SEE PLAN)

C5 JOISTS w/ L7x4x3_

8 CLIP

C12 STRINGER

(3)-3/4" DIA w/ HORIZ

SLOTTED HOLE;

L4x4x3/8 CLIP

(SEE PLAN)

TYP.

1/4 L3x3x 3__

16 CLOSURE (TYP.)

GRID

US Army Corps of Engineers ®

SHEET ID

U S

AR

M

Y C

O R

PS

O

F

EN

G

IN

EE

R

S

D R

A W N

B Y:

D

ES

IG

N

ED

B

Y:

SU

B M

IT

TE

D B

Y:

SI

ZE

C H

E C

KE

D B

Y:

AN

S I

'D

FI

LE

N

AM

E:

IS

SU

E D

AT

E :

C O

N

TR

AC

T

N O

SO

L I

C

IT

AT

IO

N N

O

FI

LE

N U

M

BE

R

1 2 3 4 5

D

C

B

A

S-502

FR

AM

IN

G

D E T

AI

LS

FO

R

T C

AR

SO

N , C

O

LO

R

AD

O O

M A H

A D

IS

T R

IC

T

C

AP

IT

O

L

AV

E O

M A H

A, N

E 6 8

D es ig ne r

KC

H

AN

W

BO

EC

K

BO

EC

K

/1

6/

W

F-

-R

-0

F1

-1 5-

BA

TT

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D

W

EA

TH

ER

F

AC

IL

IT

Y P N

8 3

3/4" = 1'-0"S-502 2 2nd FLR. FRAMING SECTION

3/4" = 1'-0"S-502 4 2nd FLR. FRAMING SECTION

3/4" = 1'-0"S-502 5 2nd FLR. FRAMING SECTION

3/4" = 1'-0"S-502

6 FRAMING SECTION

3/4" = 1'-0"S-502

7 FRAMING SECTION

3/4" = 1'-0"S-502

8 FRAMING SECTION

3/4" = 1'-0"S-502 3 2nd FLR. FRAMING SECTION

3/4" = 1'-0"S-502 1 2nd FLR. FRAMING SECTION

3/4" = 1'-0"S-502

9 STAIR STRINGER CONN

M

AR

K D

ES

C

R

IP

TI

O

N D

21/2"41/2"

/ 2

PRE-ENGINEERED

MTL TRUSSES

(TYP.)

TRUSS BRG (SEE PLAN)

W.P.

ROOFING DTL'S

PER ARCH.

VERIFY W/ ARCH.

ELEV. (SEE ARCH.)

3"

/ 2

BLOCKING

IN BETWEEN

TRUSSES

(TYP.)

MAX # OF 3/4"

DIA BOLTS

TYP

3/16 2

1/4 3 SIDES

1/2" THRU PLATE (TYP.)

CONN AT COLUMN

PE

R

P.

C

2'-4"

1'-2"

PRE-ENGINEERED

MTL TRUSSES

(TYP.)

TRUSS BRG (SEE PLAN)

W.P.

ROOFING DTL'S

PER ARCH.

VERIFY W/ ARCH.

CEILING PER ARCH.

3'-0"

8"

8" BLOCKING IN BETWEEN

TRUSSES (TYP.) 2-#10

SCREWS TO TRUSS; 16GA

CLIP L TO THE PRECAST.

18GA CONT. BENT PL.

EAVE @ SPLICE

2-#10 TO TRUSS

FASTENERS TO DECK

(SEE DECK SCHEDULE)

UPLIFT CLIPS (BOTH SIDES OF CHORD)

TO CONCRETE BEARING PER TRUSS MFR.

Pu= (SEE WIND LOAD IN SHEET S-003), PRECAST

MFR. SHALL COORDINATE ACTUAL TRUSS SPACINGS

PRIOR FABRICATION.

EAVE CONT.

INSULATED

PRECAST PANEL

PER ARCH.

GRID

PRE-ENGINEERED

MTL TRUSSES

(TYP.)

B.O. TRUSS

VARIES

2-#10 TEK

SCREW (TYP)

@ 16' O.C. (FOR BRG. WALL)

6"x1 5/16x18 GA. STUD

@ 48" O.C. FOR ALL

1 1/2"x16 GA. U CHANNEL

BRG. WALL

PRE-ENGINEERED

MTL TRUSSES

(TYP.)

VARIES

B.O. TRUSS

EXTEND STUD TO

BOTTOM OF DECK

1'-4"

SEE PLAN

T.O.S.

(SEE PLAN)

EMBED PLATE @ 4'-0"

O.C. (MIN OF 3) PER

P.C. MFR. (TYP.)

Ry=0.8/0.8 KIPS (DL/LL)

HSS20X8

L7x4x3_ 8 w/

2-3/4"DIA BOLTS

(TYP.)

L3x2x1/4" (LLH)

CONT.

HSS4x4x1/4 L3x3x1/4"

CONT.

ROOFING

PER ARCH

T.O.S. (C6) +109'-6"

C6 (1_

4" SLOPE)C6 (SLOPE)

C

(1 _ 4"

SL

O

PE

C

(1 _ 4"

SL

O

PE

T.O.S. (C6) +109'-6"

NORTH ENTRANCE (PLAN)

SOUTH ENTRANCE (PLAN)

T.O.S. (C6) +109'-6"

T.O.S. (C6) +109'-4 3/8"

T.O.S. (C6) +109'-5"

SE

E

AR

C

H

3"

2"

6"

(SEE PLAN)

(SEE ARCH)

ELEV.

ELEV.

HSS20x8

HSS20x8

EMBED PLATE

BY P.C. MFR.

Ry=3.5/5.0 KIPS (DL/LL)

EMBED PLATE

BY P.C. MFR.

Rv=1.5/2.0 KIPS (DL/LL) Rh=3.0/4.0 KIPS (DL/LL)

5_ 8" DIA ROD w/

TURNBUCKLE &

CLEVISES

1_

2" PLATE SHOP

WELD TO HSS20x8

(TYP.)

(MITER CORNER)

L6x4

1_

4" CAP (SHOP

WELD TO HSS

1_

2" PLATE (SHOP

WELD TO CAP PL)

HSS20x8 L6x4x3_

8x1'-2"

1_

2" PLATE

EMBED PLATE

BY P.C. MFR.

(ENTRANCE SIDE)

INSULATED PRECAST

PER ARCH

1/4

1/4

1/4

2"

/ 2

T.O.S.

(SEE PLAN) HSS4x4

SHOP WELD TO

HSS20x8

HSS20X8

C6

L3x2x1/4" (LLH)

CONT.

HOIST BEAM

RAFTER PER

TRUSS MFR.

TRUSS CONN. PER

MFR. (TYP.)

STUD WALL (ELEVATOR PIT)

PER ARCH.

TRUSS (BEYOND)

ADD'L NOTES

SEE 2/S-503

G.C. PROVIDE 3 VERT STUDS

FOR HOIST BEAM BRG.

(TYP.)

TRUSS CONN.

DESIGN AND PROVIDED BY

TRUSS MFR. (TYP.)

TRUSS BRG (SEE PLAN)

ROOFING DTL'S

PER ARCH.

CEILING PER ARCH.

PRE-ENGINEERED

MTL HEADER TRUSS

ELEV. = TRUSS BRG. (SEE PLAN)

GRID

US Army Corps of Engineers ®

SHEET ID

U S

AR

M

Y C

O R

PS

O

F

EN

G

IN

EE

R

S

D R

A W N

B Y:

D

ES

IG

N

ED

B

Y:

SU

B M

IT

TE

D B

Y:

SI

ZE

C H

E C

KE

D B

Y:

AN

S I

'D

FI

LE

N

AM

E:

IS

SU

E D

AT

E :

C O

N

TR

AC

T

N O

SO

L I

C

IT

AT

IO

N N

O

FI

LE

N U

M

BE

R

1 2 3 4 5

D

C

B

A

S-503

FR

AM

IN

G

D E T

AI

LS

FO

R

T C

AR

SO

N , C

O

LO

R

AD

O O

M A H

A D

IS

T R

IC

T

C

AP

IT

O

L

AV

E O

M A H

A, N

E 6 8

D es ig ne r

KC

H

AN

W

BO

EC

K

W

BO

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K

/1

6/

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F-

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-0

F1

-1 5-

BA

TT

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FI

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D

W

EA

TH

ER

F

AC

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IT

Y P N

8 3

3/4" = 1'-0"S-503

1 FRAMING @ CANOPY

3/4" = 1'-0"S-503

2 FRAMING SECTION

3/4" = 1'-0"S-503

3 FRAMING SECTION

3/4" = 1'-0"S-503

4 FRAMING SECTION

3/4" = 1'-0"S-503

5 SECTION…