S-001 STRUCTURAL GENERAL NOTES.pdf

GENERAL STRUCTURAL NOTES

I. APPLICABLE CODES:

A. ACI 301, SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS.

B. ASCE 7-16, MINIMUM DESIGN LOADS AND ASSOCIATED CRITERIA FOR BUILDINGS AND

OTHER STRUCTURES, WITH SUPPLEMENT NUMBER 1.

C. AWS D1.1 STRUCTURAL WELDING CODE, STEEL, 2020.

D. IBC, INTERNATIONAL BUILDING CODE, IBC 2021.

E. SP-66 (204), ACI DETAILING MANUAL.

F. ACI 318/318R-19, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE.

G. TMS 402-16 BUILDING CODE FOR MASONRY STRUCTURES.

H. AISC STEEL CONSTRUCTION MANUAL, 15TH EDITION AND AISC 360-16 SPECIFICATION FOR

STRUCTUAL STEEL BUILDINGS.

I. AISI S100-16 NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD FORMED STEEL

STRUCTURAL MEMBERS, WITH SUPPLEMENT NUMBER 2.

J. UFC 1-200-01, 04 FEBRUARY 2023, DOD BUILDING CODE (GENERAL BUILDING

REQUIREMENTS).

K. UFC 3-301-01, 11 APRIL 2023, STRUCTURAL ENGINEERING.

L. UFC 4-010-01, W/ CHANGE 2, 30 JULY 2022, DOD MINIMUM ANTI-TERRORISM STANDARDS

FOR BUILDINGS.

II. DESIGN LOADS

A. RISK CATEGORIES

1. RISK CATEGORY= II (UNO)

2. RISK CATEGORY FOR HANGAR (MAINTENANCE BAY , AIRCRAFT PARTS SUPPLY

ROOMS 152 & 152A AND ADMIN / SHOPS AREA) = III

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

1. ROOF DEAD LOAD (NOT INCLUDING COLLATERAL DEAD LOAD):

a. MAINTENANCE BAY (INCLUDING AIRCRAFT PARTS SUPPLY ROOMS 152 &

152A) = 10 PSF

b. ADMIN / SHOPS AREA = 10 PSF

c. GSE / ASIOE OPEN COVERED STORAGE = 5 PSF

d. HAZMAT / POL BUILDINGS = 10 PSF

e. FIRE PUMP BUILDING = 10 PSF

2. COLLATERAL DEAD LOAD APPLIED TO BEAM AND JOIST BOTTOM CHORDS (NOT

USED WITH ANY UPLIFT LOAD CASES):

a. ABOVE MEP ROOMS IN ADMIN / SHOPS AREA = 20 PSF

b. ABOVE MB AND AIRCRAFT PARTS SUPPLY ROOM = 20 PSF

c. ALL OTHER AREAS = 10 PSF

d. ALL MEP & FP EQUIPMENT LOADS GREATER THAN 100 LBS HAVE BEEN

CONSIDERED SEPARATE FROM THE COLLATERAL LOADS LISTED ABOVE

3. SECOND FLOOR OF ADMIN / SHOPS AREA (EXCLUDING MEP ROOMS) = 66 PSF,

WHICH INCLUDES 15 PSF CONCRETE OVERPOUR ALLOWANCE

4. SECOND FLOOR MEP ROOMS OF ADMIN / SHOPS AREA = 86 PSF, WHICH

INCLUDES 15 PSF CONCRETE OVERPOUR ALLOWANCE AND 20 PSF FOR

ALLOWANCE FOR 4” CONCRETE HOUSEKEEPING PADS

5. ARMS VAULTS 8” CONCRETE ROOFS IN ADMIN / SHOPS AREA = 115 PSF

C. LIVE LOAD (UNREDUCIBLE, UNO)

1. ROOF LIVE LOAD = 20 PSF (REDUCIBLE)

2. A 300 LB CONCENTRATED LOAD APPLIED TO OPEN WEB STEEL ROOF JOIST

BOTTOM CHORD PANEL POINTS (AT ALL PANEL POINTS, BUT NOT ACTING

CONCURRENTLY)

3. 10 TON CAPACITY OVERHEAD BRIDGE CRANES IN HANGAR MAINTENANCE BAY –

REFER TO S-131 FOR CRANE COVERAGE AREA

4. 2 TON CAPACITY OVERHEAD CRANE IN HANGAR ADMIN / SHOPS AREA – REFER TO

S-131 FOR SPECIFIC CRANE COVERAGE AREA

5. RADIO ANTENNA PLATFORM ON ROOF OF ADMIN / SHOPS AREA = 250 PSF

(UNREDUCIBLE)

6. MECHANICAL AND ELECTRICAL ROOMS AND PLATFORMS = 125 PSF

7. FIRST FLOORS = 125 PSF (UNO)

8. HANGAR MAINTENANCE BAY CONCRETE SLAB-ON GRADE: PER SECTION 6-4.1.1 OF

UFC 4-211-01 (UH-60).

9. ARMS ROOM FLOOR = 150 PSF

10. ARMS ROOM ROOF = 100 PSF

11. SECOND FLOOR OF ADMIN / SHOPS AREA = 80 PSF (UNO) - UNREDUCIBLE

12. ALSE SHOP AND STORAGE ROOMS (210 & 211) = 125 PSF

13. ELEVATOR LOBBIES = 100 PSF (UNREDUCIBLE)

14. STAIRS = 100 PSF (UNREDUCIBLE) AND A 300 LB POINT LOAD ACTING ON 4 SQUARE

INCHES

D. SNOW LOAD

1. GROUND SNOW, Pg = 20 PSF

2. IMPORTANCE FACTOR, Is = 1.0 (UNO)

3. IMPORTANCE FACTOR FOR HANGAR (MAINTENANCE BAY, AIRCRAFT PARTS

SUPPLY ROOMS 152 &152A AND ADMIN / SHOPS AREA), Is = 1.1

4. MINIMUM ROOF SNOW LOAD, Pm = 20 PSF (UNO)

5. MINIMUM ROOF SNOW LOAD FOR HANGAR (MAINTENANCE BAY, AIRCRAFT PARTS

SUPPLY ROOMS 152 & 152A AND ADMIN / SHOPS AREA), Pm = 22 PSF

6. THERMAL FACTOR, Ct = 1.0 (UNO); Ct = 1.2 (CANOPIES AND GSE / ASIOE OPEN

COVERED STORAGE)

7. EXPOSURE FACTOR Ce = 1.0

8. SNOW DRIFT LOADS – REFER TO S-641 & S-641A

9. UNBALANCED SNOW LOADS – REFER TO S-641 & S-641A

E. WIND LOAD

1. BASIC WIND SPEED (3 SECOND GUST) = 111 MPH (UNO)

2. BASIC WIND SPEED (3 SECOND GUST) FOR HANGAR (MAINTENANCE BAY, AIRCRAFT

PARTS SUPPLY ROOMS 152 & 152A AND ADMIN / SHOPS AREA) = 120 MPH

3. OVERALL EXPOSURE CATEGORY = C

4. TOPOGRAPHIC FACTOR, Kzt = 1.0

5. DIRECTIONALITY FACTOR, Kd = 0.85

6. INTERNAL PRESSURE COEFFICIENT, Gcpi = +/- 0.18 (UNO)

7. INTERNAL PRESSURE COEFFICIENT FOR GSE / ASIOE OPEN COVERED STORAGE,

Gcpi = 0

8. WIND LOADING TO HANGAR MAINTENANCE BAY IS DETERMINED PER SECTION 2-4.6

OF UFC 3-301-01

9. INTERNAL PRESSURE COEFFICIENT FOR HANGAR MAINTENANCE BAY,AIRCRAFT

PARTS SUPPLY ROOMS 152 & 152A AND DEMISING WALL BETWEEN MAINTENANCE

BAY AND ADMIN / SHOPS AREA Gcpi = +/- 0.44 (CONSIDERING LARGE VOLUME

REDUCTION FACTOR)

10. GROSS WIND PRESSURES FOR COMPONENTS AND CLADDING DESIGN – REFER TO

S-640 AND S-640A.

6. ANALYSIS PROCEDURE = EQUIVALENT LATERAL FORCE

7. IMPORTANCE FACTOR, Ie = 1.0 (UNO)

8. IMPORTANCE FACTOR FOR HANGAR (MAINTENANCE BAY, AIRCRAFT PARTS SUPPLY

ROOMS 152 & 152A AND ADMIN / SHOPS AREA), Ie = 1.25

9. SEISMIC DESIGN CATEGORY, SDC = B

10. BASIC SEISMIC FORCE RESISTING SYSTEM:

a. HANGAR MAINTENANCE BAY = STEEL ORDINARY BRACED FRAMES (NOT

SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE)

b. HANGAR ADMIN / SHOPS AREA = INTERMEDIATE REINFORCED MASONRY

SHEAR WALLS

c. AIRCRAFT PARTS SUPPLY ROOMS 152 & 152A = INTERMEDIATE

REINFORCED MASONRY SHEAR WALLS

d. GSE / ASIOE OPEN COVERED STORAGE = STEEL ORDINARY MOMENT

FRAMES (NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE)

e. HAZMAT / POL BUILDINGS = INTERMEDIATE REINFORCED MASONRY

SHEAR WALLS

f. FIRE PUMP BUILDING = STEEL ORDINARY BRACED AND MOMENT FRAMES

(NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE)

11. RESPONSE MODIFICATION FACTOR (R):

a. HANGAR MAINTENANCE BAY, R = 3

b. HANGAR ADMIN / SHOPS AREA, R = 3.5

c. AIRCRAFT PARTS SUPPLY ROOMS 152 & 152A, R = 3.5

d. GSE / ASIOE OPEN COVERED STORAGE , R = 3

e. HAZMAT / POL BUILDINGS, R = 3.5

f. FIRE PUMP BUILDING, R = 3

12. SEISMIC RESPONSE COEFFICIENT (Cs):

a. HANGAR MAINTENANCE BAY, Cs = 0.039

b. HANGAR ADMIN / SHOPS AREA, Cs = 0.033

c. AIRCRAFT PARTS SUPPLY ROOMS 152 & 152A, Cs = 0.033

d. GSE / ASIOE OPEN COVERED STORAGE , Cs = 0.031

e. HAZMAT / POL BUILDINGS, Cs = 0.027

f. FIRE PUMP BUILDING, Cs = 0.031

13. BASE SHEAR (V):

a. HANGAR MAINTENANCE BAY, V = 110 KIPS

b. HANGAR ADMIN / SHOPS AREA, V = 267 KIPS

c. AIRCRAFT PARTS SUPPLY ROOMS 152 & 152A, V = 12 KIPS

d. GSE / ASIOE OPEN COVERED STORAGE , V = COMPUTED BY PEMB SUPPLIER

e. HAZMAT / POL BUILDINGS, V = 3 KIPS EACH

f. FIRE PUMP BUILDING, V = COMPUTED BY PEMB SUPPLIER

G. ANTI-TERRORISM

1. PER UFC 04-010-01 DOD, MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS,

W/ CHANGE 2, 30 JULY 2022. THE HANGER MAINTENCE BAY, AIRCRAFT PARTS ROOMS

152 & 152A, AND THE FIRE PUMP BUILDING ARE LOW OCCUPANCY FOR AT/FP

CONSIDERATIONS.

III. GENERAL NOTES

A. DESIGN DRAWINGS SHOW INTENT OF REQUIRED CONSTRUCTION AND SPECIFIC

CONSTRUCTION AS NEEDED TO FACILITATE CLEAR DETAILING. FOR SPECIFIC CONDITIONS

NOT SHOWN, THE CONTRACTOR SHALL PROVIDE DETAILS OF CONSTRUCTION SIMILAR TO

THOSE SHOWN. VERIFY ALL EXISTING CONDITIONS, DIMENSIONS, AND ELEVATIONS PRIOR

TO COMMENCING WORK. IF DISCREPANCIES EXIST, NOTIFY THE CONTRACTING OFFICER IN

WRITING PRIOR TO COMMENCING WORK. CONTRACTOR SHALL MAKE NO DEVIATION FROM

THE CONTRACT DOCUMENTS WITHOUT WRITTEN APPROVAL FROM THE CONTRACTING

OFFICER.

B. THE CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE AND DO NOT

INDICATE THE METHOD OR SEQUENCE OF CONSTRUCTION. THE CONTRACTOR SHALL

PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING

CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT ARE NOT LIMITED TO, TEMPORARY

BRACING AND/OR SHORING FOR LOADS AND STRUCTURE. TEMPORARY CONSTRUCTION

LOADING MAY INCLUDE AND ARE NOT LIMITED TO LATERAL LOADS, LOADS DUE TO

STOCKPILES OF MATERIAL, AND LOADS DUE TO CONSTRUCTION EQUIPMENT. SUCH

BRACING SHALL BE LEFT IN PLACE AS LONG AS REQUIRED FOR SAFETY AND UNTIL ALL

FRAMING INCLUDING ROOF DECK IS IN PLACE.

C. RELATIVE DATUM UTILIZED ON THE STRUCTURAL SHEETS: 100'-0" = FINISHED FLOOR.

ELEVATIONS SHOWN ON THE CIVIL SHEETS ARE BASED ON MEAN SEA LEVEL ELEVATION.

COORDINATE THE FINISHED FLOOR ELEVATION SHOWN ON THE STRUCTURAL SHEETS WITH

THE ELEVATION SHOWN ON THE CIVIL SHEETS.

D. THE CONTRACTOR SHALL PROTECT ALL EXISTING FACILITIES, STRUCTURES, AND UTILITY

LINES FROM ALL DAMAGE . DAMAGE TO ALL WORK SHALL BE REPAIRED TO THE

SATISFACTION OF THE CONTRACTING OFFICER AT THE CONTRACTOR'S EXPENSE.

E. THE CONTRACTOR SHALL ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR

ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND OTHER APPROPRIATE TRADE

DRAWINGS AND SUBCONTRACTORS PRIOR TO CONSTRUCTION.

F. JOB SAFETY AND CONSTRUCTION PROCEDURES ARE THE RESPONSIBILITY OF THE

CONTRACTOR.

G. DRAWINGS SHALL NOT BE SCALED FOR DIMENSIONS.

IV. FOUNDATION & SOIL DATA

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

THE GEOTECHNICAL REPORT TITLED AAB MAINTENANCE HANGAR FORT RILEY, KANSAS

FY2020, DATED APRIL 2020, PROJECT NUMBER 72687, PREPARED BY USACE, KANSAS CITY

DISTRICT.

B. THE FOUNDATION SYSTEMS FOR ALL BUILDINGS CONSIST OF SHALLOW FOUNDATIONS

(ISOLATED, COMBINED OR CONTINUOUS FOOTINGS).

C. THE CONTRACTOR SHALL OVEREXCAVATE 1'-4" OF SOIL BELOW ALL ISOLATED, COMBINED

AND CONTINUOUS BUILDING FOOTINGS FOR THE PROJECT, AND PLACE PROPERLY

COMPACTED SELECT GRANULAR MATERIAL PER SPECIFICATION SECTION 31 00 00. REFER

TO A6/S-510 FOR TYPICAL DETAIL.

D. IN ADDITION TO OVEREXCAVATION AND REPLACEMENT WITH SELECT GRANULAR MATERIAL,

ADDITIONAL SOIL IMPROVEMENT (DENSIFIED AGGREGATE PIERS) IS REQUIRED FOR ALL

ISOLATED, COMBINED FOOTINGS AND LOAD-BEARING WALL CONTINUOUS FOOTINGS FOR

THE HANGAR MAINTENANCE BAY, AIRCRAFT PARTS STORAGE ROOM AND ADMIN AREA.

REFER TO SPECIFICATION SECTION 31 00 00 FOR REQUIREMENTS FOR THIS ADDITIONAL

SOIL IMPROVEMENT (DENSIFIED AGGREGATE PIERS). REFER TO S-612 FOR THE LOCATIONS

OF THE FOOTINGS REQUIRING THIS ADDITIONAL SOIL IMPROVEMENT (DENSIFIED

AGGREGATE PIERS).

E. THE NON LOAD-BEARING CONTINUOUS WALL FOOTINGS IN THE AIRCRAFT PARTS STORAGE

ROOM AND ADMIN AREA DO NOT REQUIRE ADDITIONAL SOIL IMPROVEMENT BEYOND THE

OVEREXCAVATION AND REPLACEMENT WITH SELECT GRANULAR MATERIAL. REFER TO

S-612 FOR THE LOCATIONS OF THESE FOOTINGS.

F. THE NET ALLOWABLE SOIL BEARING CAPACITY FOR ISOLATED, COMBINED AND

CONTINUOUS FOOTINGS WITH THE ADDITIONAL SOIL IMPROVEMENT (DENSIFIED

AGGREGATE PIERS) AND OVEREXCAVATION AND REPLACEMENT WITH SELECT GRANULAR

FILL IS 6000 PSF, WITH THE EXCEPTION OF THE HANGAR MAINTENANCE BAY COMBINED

FOOTINS SHOWN ON S-610 AND THE TWO F1 FOOTINGS SHOWN ON S-112, WHICH IS 1500

PSF. THE NET ALLOWABLE SOIL BEARING CAPACITY FOR ISOLATED, COMBINED AND

CONTINUOUS FOOTINGS WITHOUT THE ADDITIONAL SOIL IMPROVEMENT (DENSIFIED

AGGREGATE PIERS) BUT WITH OVEREXCAVATION AND REPLACEMENT WITH SELECT

GRANULAR FILL IS 1500 PSF.

G. THE COEFFICIENT OF FRICTION (FOR SLIDING) BETWEEN THE SHALLOW SPREAD AND

CONTINUOUS FOOTINGS AND THE SELECT GRANULAR FILL BELOW IS 0.38.

H. THE MODULUS OF SUBGRADE REACTION FOR THE SOIL FOR SLAB-ON-GRADE DESIGN IS 100

PCI.

I. THE CONTRACTOR SHALL OVEREXCAVATE 2'-0" OF SOIL BELOW THE INTERIOR SLABS-ON-

GRADE, AND PLACE PROPERLY COMPACTED SELECT GRANULAR MATERIAL AND CAPILLARY

WATER BARRIER PER SPECIFICATION SECTION 31 00 00. REFER TO C4/S-511 FOR SUB-BASE

COMPOSITION UNDER THE SLAB-ON-GRADE. THE OVEREXCAVATION IS REQUIRED TO

PROVIDE "FIRM" FOUNDATION FOR THE SLAB-ON-GRADE AND TO MITIGATE UNCERTAINTY OF

SOFT MATERIALS THAT NEED TO BE REMOVED AND REPLACED WITH COMPACTED

ENGINEERED MATERIALS.

J. REFER TO SPECIFICATION SECTION 31 00 00 FOR DESCRIPTION AND REQUIREMENTS

FOR BEARING MATERIALS.

K. ALL COMPACTED FILL INSTALLATION SHALL BE INSPECTED AND APPROVED BY A

REGISTERED GEOTECHNICAL ENGINEER RETAINED BY THE CONTRACTOR. THE

REGISTERED GEOTECHNICAL ENGINEER SHALL INSPECT AND APPROVE BEARING

MATERIALS PRIOR TO THE PLACEMENT OF CONCRETE.

L. MINIMUM ISOLATED, COMBINED AND CONTINUOUS INTERIOR FOOTING DEPTH BELOW

FINISHED FLOOR ELEVATION: 36 INCHES.

M. MINIMUM ISOLATED, COMBINED AND CONTINUOUS EXTERIOR FOOTING DEPTH BELOW

EXTERIOR GRADE FOR UNHEATED AND HEATED STRUCTURES FOR FROST / EXPANSIVE

SOIL: 36 INCHES.

N. UTILITY LINES ROUTED THROUGH EXTERIOR FOUNDATION WALLS OR INTERIOR CMU WALLS

ABOVE THE CONCRETE FOOTINGS AND BELOW THE CONCRETE SLAB-ON-GRADE MUST BE

LOCATED AND HAVE GALVANIZED STEEL PIPE SLEEVES PER A1/S-511

O. UTILITY LINES ROUTED UNDER ALL FOOTINGS MUST BE LOCATED AND HAVE GALVANIZED

STEEL PIPE SLEEVES PER A1/S-511.

P. WHERE UTILITY LINES RUN PARALLEL AND ADJACENT TO FOOTINGS WITH ADDITIONAL SOIL

IMPROVEMENT (DENSIFIED AGGREGATE PIERS) AND MUST BE PLACED IN THE DENSIFIED

AGGREGATE PIER "NON-DISTURBANCE ZONES" UTILIZING BOTH CRITERIA "A" AND CRITERIA

"B", SPECIAL BACKFILL REQUIREMENTS MUST BE MET PER SECTIONS A6/S-517 (CRITERIA "A")

AND E6/-517 (CRITERIA "B")

Q. WHERE UTILITY LINES RUN PERPENDICULAR AND UNDER FOOTINGS WITH ADDITIONAL SOIL

IMPROVEMENT (DENSIFIED AGGREGATE PIERS) AND CAUSE EXCAVATION OF ANY PORTION

OF THE DENSIFIED AGGREGATE PIER "NON-DISTURBANCE ZONE" AS DEFINED IN SECTION

A2/S-517, SPECIAL BACKFILL REQUIREMENTS MUST BE MET PER SECTION A2/S-517.

R. REFER TO DRAWING S-612 FOR LOADING TO FOOTINGS REQUIRING ADDITIONAL SOIL

INPROVEMENT (DENSIFIED AGGREGATE PIERS.)

V. REINFORCED CONCRETE

A. MATERIAL STRENGTHS:

1. CONCRETE COMPRESSIVE STRENGTH (fc) AT 28 DAYS AND EXPOSURE CLASSES:

2. REINFORCING STEEL:

DEFORMED BARS ASTM A615, GR. 60 KSI

DEFORMED TIES ASTM A615, GR. 60 KSI

WELDED WIRE REINFORCEMENT (FLAT SHEETS) ASTM A1064 OR ASTM A185

B. NOTES:

1. ALL CONCRETE OPERATIONS AND REINFORCEMENT SHALL BE IN ACCORDANCE

WITH THE LATEST ACI AND CRSI STANDARDS.

2. REFER TO 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 SPECIFIED CONCRETE COVER ON REINFORCING BARS

UNO:

SLAB-ON-GRADE 1-1/2"

CONCRETE PEDESTALS 2" COVER ON TIES

FOOTINGS 3" COVER ON BOTTOM AND SIDES

FOUNDATION WALLS AND RETAINING WALLS 2" UNO

4. REFER TO THE SPECIFICATIONS FOR THE FINISH REQUIREMENTS FOR ALL CAST-IN-

PLACE CONCRETE ELEMENTS.

5. LONGITUDINAL REINFORCING IN THE FOUNDATION WALLS AND STRIP FOOTINGS

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. WHERE INDICATED ON THE DRAWINGS, PROVIDE AN INTENTIONALLY ROUGHENED

CONSTRUCTION JOINT BETWEEN CONCRETE SURFACES. PROVIDE 1/4" MINIMUM

AMPLITUDE AT EXISTING CONCRETE SURFACE AND A CONCRETE BONDING AGENT

PRIOR TO PLACING NEW CONCRETE.

7. ALL CONCRETE IS REINFORCED UNLESS SPECIFICALLY CALLED OUT AS

UNREINFORCED. REINFORCE ALL CONCRETE NOT OTHERWISE SHOWN WITH THE

SAME STEEL AS IN SIMILAR SECTIONS AND AREAS.

8. CONTRACTOR SHALL COORDINATE LOCATIONS OF ALL FLOOR DRAINS, FLOOR

FINISHES, CURBS, CONCRETE PADS, AND SLAB DEPRESSIONS WITH

ARCHITECTURAL, MECHANICAL, AND ELECTRICAL 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 ELECTRICAL DRAWINGS AND OTHER TRADES.

11. ALL INTERIOR CONCRETE SLABS-ON-GRADE SHALL MEET THE FLATNESS AND

LEVELNESS REQUIREMENTS SPECIFIED IN SPECIFICATION SECTION 03 30 00. ALL

ELEVATED CONCRETE SLAB-ON-METAL DECK FLOORS SHALL MEET THE FLATNESS

REQUIREMENTS SPECIFIED IN SPECIFICATION SECTION 03 30 00

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

DRAWINGS. REFERENCE THE MISCELANEOUS LAP LENGTH SCHEDULE ON S-002

WHERE NOT SPECIFICALLY DETAILED ON THE DRAWINGS. ALL REINFORCING BARS

SHALL BE LAPPED USING THE TENSION LAPPED SPLICE LENGTHS PER ACI 318-14.

* HANGER MAINTENANCE BAY INTERIOR SLAB-ON-GRADE; MINIMUM 90 DAY CONCRETE FLEXURAL

STRENGTH = 550 PSI; MAXIMUM 90 DAY CONCRETE FLEXURAL STRENGTH = 650 PSI.

F. SEISMIC LOAD

1. SITE CLASS = D

2. SHORT PERIOD SPECTRAL RESPONSE ACCELERATION PARAMETER (FOR SITE

CLASS B), Ss = 0.09

3. SHORT PERIOD SPECTRAL RESPONSE ACCELERATION PARAMETER (ADJUSTED

FOR SITE CLASS D), Sds = 0.093

4. ONE SECOND PERIOD SPECTRAL RESPONSE ACCELERATION PARAMETER (FOR

SITE CLASS B), S1 = 0.05

5. ONE SECOND PERIOD SPECTRAL RESPONSE ACCELERATION PARAMETER

(ADJUSTED FOR SITE CLASS D), Sd1 = 0.087

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, & OTHER HOT ROLLED SHAPES ASTM A36

BASEPLATES AND ALL OTHER MISC. PLATES & BARS ASTM A36

RECTANGULAR OR SQUARE HSS ASTM A500 GR C (Fy = 50 KSI) OR

ASTM A1085 (Fy = 50 KSI) ROUND HSS ASTM A500 GR C (Fy = 46 KSI) OR

ASTM A1085 (Fy = 50 KSI)

CONNECTION BOLTS ASTM F3125 GR A325 WITH ASTM

F959 DTI WASHERS, OR ASTM F3125

GR F1852 TWIST-OFF BOLTING

ASSEMBLIES

ANCHOR RODS ASTM F1554 GR. 36

WELDING ELECTRODES E70

HEADED WELDING STUDS ASTM A29 OR ASTM A108

TYPE B (Fy = 51 KSI) DEFORMED BAR ANCHORS ASTM A496 (Fy = 70 KSI)

C. NOTES:

1. ALL STRUCTURAL STEEL AND THEIR CONNECTIONS SHALL BE DETAILED, FABRICATED,

AND ERECTED ACCORDING TO THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION

(AISC) MANUAL OF STEEL CONSTRUCTION, 15TH EDITION.

2. STRUCTURAL STEEL SUPPLIER SHALL PROVIDE CONNECTIONS PER D4/S-520 AND D8/S-520 FOR

ALL SIMPLE SHEAR CONNECTIONS NOT SPECIFICALLY DETAILED ON THE DRAWINGS.

REFERENCE SPECIFICATION SECTION 05 12 00.

3. STRUCTURAL STEEL SHALL BE PRIME PAINTED OR GALVANIZED PER AS SPECIFIED IN THE

CONTRACT DOCUMENTS.

4. ALL WELDING SHALL BE DONE BY AMERICAN WELDING SOCIETY (AWS) CERTIFIED WELDERS.

5. 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.

6. THE STRUCTURAL STEEL PROVIDER SHALL COORDINATE THE BOTTOM OF BASEPLATE

ELEVATION WITH THE ACTUAL TOP OF CONCRETE ELEVATION.

7. FILLER BEAMS SHALL BE SPACED EQUALLY BETWEEN SUPPORTS UNLESS OTHERWISE NOTED

ON THE DRAWINGS.

8. 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

LATERAL SUPPORT OF THE BUILDING AND INDIVIDUAL ELEMENTS UNTIL PERMANENT FRAME

AND DECK ARE COMPLETELY INSTALLED. THE VARIOUS ROOF DECKS AND ELEVATED

CONCRETE SLABS SERVE AS HORIZONTAL DIAPHRAGMS THAT DISTRIBUTE THE LATERAL WIND

AND SEISMIC FORCES HORIZONTALLY TO THE LATERAL FORCE RESISTING SYSTEMS. THE

LATERAL FORCE RESISTING SYSTEMS CARRY THE APPLIED LATERAL LOADS TO THE BUILDING

FOUNDATION.

9. THE ELEVATED CONCRETE SLAB-ON-METAL DECK FLOORS HAVE BEEN DESIGNED UTLIZING

UNSHORED CONSTRUCTION.

10. THE CONCRETE FOR THE ELEVATED CONCRETE SLAB-ON-METAL DECK FLOORS SHALL BE

INSTALLED PER THE "CONSTANT THICKNESS" METHOD; HOWEVER, THE CONCRETE THICKNESS

SPECIFIED CAN BE INCREASED LOCALLY TO SATISFY THE ELEVATED SLAB FLATNESS

REQUIREMENTS.

VII. 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.

NOTES:

1. STEEL ROOF DECK SHALL BE FABRICATED AND ERECTED ACCORDING TO SPECIFICATIONS

OF THE STEEL DECK INSTITUTE (SDI).

2. PROVIDE ALL RIDGE PLATES 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 SHALL BE GALVANIZED AND SHOP

PRIME COATED PER SPECIFICATION SECTION 05 30 00.

6. PROVIDE ROOF DECK CONSTRUCTION WHICH 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 THREE SPAN

CONDITION, UNO

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.

SEE ROOF FRAMING SHEETS FOR MORE INFORMATION.

10. HANGING LOADS FROM ROOF DECK IS PROHIBITED.

VIII. STEEL JOISTS

A. STEEL JOISTS SHALL CONFORM TO THE 2020 STANDARD SPECIFICATIONS OF THE STEEL JOIST

INSTITUTE (SJI).

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

REFER TO THE CONTRACT DRAWINGS FOR ADDITIONAL REQUIREMENTS FOR LOCATION, SPACING AND

TYPE OF BRIDGING.

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

ARCHITECTURAL COMPONENTS, 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 THE TOTAL CONCENTRATED LOADS FROM MECHANICAL AND ELECTRICAL

EQUIPMENT, AS WELL AS FROM ARCHITECTURAL COMPONENTS APPLIED BETWEEN JOIST PANEL

POINTS, EXCEED 100 POUNDS. REFER TO THE TYPICAL JOIST REINFORCING DETAIL A1/S-521 FOR

INSTALLATION OF THE EXTRA JOIST WEB MEMBERS (ANGLES). COORDINATE PROCUREMENT,

LOCATIONS, AND INSTALLATION OF EXTRA JOIST WEB MEMBERS WITH JOIST SUPPLIER. JOIST SUPPLIER SHALL DESIGN ALL JOISTS FOR A UNIFORM COLLATERAL VERTICAL DOWNWARD LOAD PER STRUCTURAL GENERAL NOTE II.B.2 APPLIED TO THE JOIST BOTTOM CHORD, IN COMBINATION WITH ALL

OTHER LOADS AS APPROPRIATE

D. JOISTS LOCATED ADJACENT ON BOTH SIDES OF STEEL COLUMNS, OR AT LOCATIONS DETERMINED BY

THE JOIST SUPPLIER, THAT ARE NOT FRAMED WITH STRUCTURAL STEEL MEMBERS RUNNING

PARALLEL TO THE JOISTS SHALL BE FIELD BOLTED AT JOIST BEARINGS.

E. THE JOIST SUPPLIER SHALL DESIGN ALL JOISTS FOR ALL LOADS SHOWN ON THE PLANS UTILIZING THE

APPROPRIATE LOAD COMBINATIONS FOR THE VARIOUS LOADS.

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