CSOF_DRAWINGS_Volume 2_Structural.pdf

US Army Corps of Engineers ®

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US Army Corps of Engineers ®

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SOLICITATION NO.: W9128F20R0002

CONSTRUCTION CONTRACT NO.:

ISSUE DATE:

90% CORRECTED DESIGN

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SCHRIEVER AFB, COLORADO

CONSOLIDATED SPACE OPERATIONS FACILITY

BLDG. NO. 750

03-12-2021

1616 CAPITAL AVENUE, #3300 OMAHA, NEBRASKA 68102

STRUCTURAL

CSOF PACKAGE - VOLUME 2

BID OPTION 3D PERSPECTIVE

BASE BID 3D PERSPECTIVE

MECHANICAL

PLUMBINGARCHITECTURALSTRUCTURALCIVIL / LANDSCAPEFIRE PROTECTION

TELECOMMUNICATIONSELECTRICAL

DESIGNER SIGNATURE BLOCK

N

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MECHANICAL ELECTRICAL

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SHT No SHEET NAME REV DATE

S-146A 2ND FLOOR FRAMING PLAN A - SECTOR 6 - BID OPTION

S-147 2ND FLOOR FRAMING PLAN - SECTOR 7

S-148 2ND FLOOR FRAMING PLAN - SECTOR 8

S-149 2ND FLOOR FRAMING PLAN - SECTOR 9

S-149A 2ND FLOOR FRAMING PLAN A - SECTOR 9 - BID OPTION

S-151 ROOF FRAMING PLAN - SECTOR 1

S-152 ROOF FRAMING PLAN - SECTOR 2

S-153 ROOF FRAMING PLAN - SECTOR 3

S-154 ROOF FRAMING PLAN - SECTOR 4

S-155 ROOF FRAMING PLAN - SECTOR 5

S-156 ROOF FRAMING PLAN - SECTOR 6

S-156A ROOF FRAMING PLAN A - SECTOR 9 - BID OPTION

S-157 ROOF FRAMING PLAN - SECTOR 7

S-158 ROOF FRAMING PLAN - SECTOR 8

S-159 ROOF FRAMING PLAN - SECTOR 9

S-159A ROOF FRAMING PLAN A - SECTOR 9 - BID OPTION

S-160 ROOF COLUMNS AND STAIR ROOF FRAMING PLANS

S-200 FRAME ELEVATIONS

S-201 FRAME ELEVATIONS

S-202 FRAME ELEVATIONS

S-203 FRAME ELEVATIONS

S-204 FRAME ELEVATIONS

S-205 FRAME ELEVATIONS

S-206 FRAME ELEVATIONS

S-207 FRAME ELEVATIONS

S-208 FRAME ELEVATIONS

S-209 FRAME ELEVATIONS

S-210 FRAME ELEVATIONS

S-211 FRAME ELEVATIONS

S-212 FRAME ELEVATIONS

S-213A FRAME ELEVATIONS - BID OPTION

S-214A FRAME ELEVATIONS - BID OPTION

S-400 ENLARGED FOUNDATION AND FRAMING PLANS - STAIR 1

S-401 ENLARGED FOUNDATION AND FRAMING PLANS - STAIR 2 & ELEVATOR 1

S-402 ENLARGED FRAMING PLANS - STAIR 2 AND ELEVATOR 1

S-403 ENLARGED FOUNDATION AND FRAMING PLANS - STAIR 3

S-404 ENLARGED FOUNDATION AND FRAMING PLANS - STAIR 4

S-405 ENLARGED SLAB AND FRAMING PLANS - STAIRS 5 & 6

S-406 ENLARGED FOUNDATION AND FRAMING PLANS - ELEVATORS 2 & 3

S-407 ENLARGED FOUNDATION AND FRAMING PLANS - ELEVATOR 4

S-500 FOUNDATION SECTIONS AND DETAILS

S-501 FOUNDATION SECTIONS AND DETAILS

S-502 FOUNDATION SECTIONS AND DETAILS

S-503 FOUNDATION SECTIONS AND DETAILS

S-504 FOUNDATION SECTIONS AND DETAILS

S-505 FOUNDATION SECTIONS AND DETAILS

S-506 FOUNDATION SECTIONS AND DETAILS

S-510A AUDITORIUM SECTIONS AND DETAILS - BID OPTION

S-511A FOUNDATION SECTIONS AND DETAILS - BID OPTION

S-520 FRAMING SECTIONS AND DETAILS

S-521 FRAMING SECTIONS AND DETAILS

S-522 FRAMING SECTIONS AND DETAILS

S-540 FRAMING SECTIONS AND DETAILS

S-541 FRAMING SECTIONS AND DETAILS

S-542 FRAMING SECTIONS AND DETAILS

S-550 TYPICAL HSS BRACING DETAILS

S-551 HSS BRACING SCHEDULES

S-552 TYPICAL WIDE FLANGE BRACING DETAILS

S-553 WIDE FLANGE BRACING SCHEDULES

S-554 FRAMING SECTIONS AND DETAILS

S-600 FOUNDATION SCHEDULES AND DETAILS

S-601 PEDESTAL DETAILS

S-602 PEDESTAL DETAILS

S-603 PEDESTAL DETAILS

S-604A PEDESTAL DETAILS - BID OPTION

S-605 BASE PLATE SCHEDULE AND DETAILS

S-610 COLUMN SCHEDULES

S-611A COLUMN SCHEDULES - BID OPTION

S-900 3D VIEWS

S-901 3D VIEWS

S-902A 3D VIEWS - BID OPTION

S-903A 3D VIEWS - BID OPTION

S-904A 3D VIEWS - BID OPTION

Grand total: 139

SHT No SHEET NAME REV DATE

0700 - STRUCTURAL

S-001 GENERAL STRUCTURAL NOTES

S-002 GENERAL STRUCTURAL NOTES

S-003 GENERAL STRUCTURAL NOTES

S-004 GENERAL STRUCTURAL NOTES

S-005 GENERAL STRUCTURAL NOTES

S-006 GENERAL STRUCTURAL NOTES

S-007 GENERAL STRUCTURAL NOTES

S-008 STRUCTURAL ABBREVIATIONS

S-009 TYPICAL CONCRETE SLAB-ON-GRADE DETAILS

S-010 TYPICAL CONCRETE WALL DETAILS

S-011 TYPICAL CONCRETE DETAILS

S-012 TYPICAL MASONRY WALL DETAILS

S-013 TYPICAL FRAMING DETAILS

S-014 TYPICAL FRAMING SCHEDULES AND DETAILS

S-015 TYPICAL FRAMING DETAILS

S-016 WIND LOAD COMPONENTS AND CLADDING DIAGRAMS

S-017A WIND LOAD COMPONENTS AND CLADDING DIAGRAMS - BID OPTION

S-101 FOUNDATION PLAN - SECTOR 1

S-102 FOUNDATION PLAN - SECTOR 2

S-103 FOUNDATION PLAN - SECTOR 3

S-104 FOUNDATION PLAN - SECTOR 4

S-105 FOUNDATION PLAN - SECTOR 5

S-106 FOUNDATION PLAN - SECTOR 6

S-106A FOUNDATION PLAN A - SECTOR 6 - BID OPTION

S-107 FOUNDATION PLAN - SECTOR 7

S-108 FOUNDATION PLAN - SECTOR 8

S-109 FOUNDATION PLAN - SECTOR 9

S-109A FOUNDATION PLAN A - SECTOR 9 - BID OPTION

S-111 1ST FLOOR SLAB AND FRAMING PLAN - SECTOR 1

S-112 1ST FLOOR SLAB AND FRAMING PLAN - SECTOR 2

S-113 1ST FLOOR SLAB AND FRAMING PLAN - SECTOR 3

S-114 1ST FLOOR SLAB AND FRAMING PLAN - SECTOR 4

S-115 1ST FLOOR SLAB PLAN - SECTOR 5

S-116 1ST FLOOR SLAB AND FRAMING PLAN - SECTOR 6

S-116A 1ST FLOOR SLAB AND FRAMING PLAN A - SECTOR 6 -BID OPTION

S-117 1ST FLOOR SLAB AND FRAMING PLAN - SECTOR 7

S-118 1ST FLOOR SLAB AND FRAMING PLAN - SECTOR 8

S-119 1ST FLOOR SLAB AND FRAMING PLAN - SECTOR 9

S-119A 1ST FLOOR SLAB AND FRAMING PLAN A - SECTOR 9 - BID OPTION

S-121 2ND FLOOR IUC FRAMING PLAN - SECTOR 1

S-122 2ND FLOOR IUC FRAMING PLAN - SECTOR 2

S-123 2ND FLOOR IUC FRAMING PLAN - SECTOR 3

S-124 2ND FLOOR IUC FRAMING PLAN - SECTOR 4

S-126 2ND FLOOR IUC FRAMING PLAN - SECTOR 6

S-126A 2ND FLOOR IUC FRAMING PLAN A - SECTOR 6 -BID OPTION

S-127 2ND FLOOR IUC FRAMING PLAN - SECTOR 7

S-128 2ND FLOOR IUC FRAMING PLAN - SECTOR 8

S-129 2ND FLOOR IUC FRAMING PLAN - SECTOR 9

S-129A 2ND FLOOR IUC AND AUDITORIUM FRAMING PLAN A - SECTOR 9 -BID OPTION

S-131 2ND FLOOR FRAMING PLAN (LOW) - SECTOR 1

S-132 2ND FLOOR FRAMING PLAN (LOW) - SECTOR 2

S-133 2ND FLOOR FRAMING PLAN (LOW) - SECTOR 3

S-134 2ND FLOOR FRAMING PLAN (LOW) - SECTOR 4

S-135 2ND FLOOR FRAMING PLAN (LOW) - SECTOR 5

S-136 2ND FLOOR FRAMING PLAN (LOW) - SECTOR 6

S-136A 2ND FLOOR FRAMING PLAN A (LOW) - SECTOR 6 - BID OPTION

S-137 2ND FLOOR FRAMING PLAN (LOW) - SECTOR 7

S-138 2ND FLOOR FRAMING PLAN (LOW) - SECTOR 8

S-139 2ND FLOOR FRAMING PLAN (LOW) - SECTOR 9

S-139A 2ND FLOOR FRAMING PLAN A (LOW) - SECTOR 9 - BID OPTION

S-141 2ND FLOOR FRAMING PLAN - SECTOR 1

S-142 2ND FLOOR FRAMING PLAN - SECTOR 2

S-143 2ND FLOOR FRAMING PLAN - SECTOR 3

S-144 2ND FLOOR FRAMING PLAN - SECTOR 4

S-145 2ND FLOOR FRAMING PLAN - SECTOR 5

S-146 2ND FLOOR FRAMING PLAN - SECTOR 6

SHT No SHEET NAME REV DATE

0000 - GENERAL

G-002 COVER SHEET - VOLUME 2

G-003 CSOF - DRAWING INDEX - VOLUME 2

Grand total: 2

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A. DESIGN CRITERIA A. DESIGN CRITERIA - CONTINUED

GENERAL STRUCTURAL NOTES

B. SOIL PREPARATION AND FOUNDATIONS

1. “BUILDING CODE” - “INTERNATIONAL BUILDING CODE 2018” (IBC 2018) AS SUPPLEMENTED BY ASCE 7

“MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES” (2016) AND MODIFIED BY UFC 1-200-01 “DoD BUILDING CODE” (8 OCTOBER 2019), UFC 3-301-01 “STRUCTURAL ENGINEERING” (1

OCTOBER 2019) (INCLUDING ALL LOCAL REQUIREMENTS AND AMENDMENTS TO THE “BUILDING

CODE”.)

AT/FP CRITERIA — UFC 4-010-01 “DoD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS” (12

DECEMBER 2018).

2. LIVE LOADS DETERMINED IN ACCORDANCE WITH THE “BUILDING CODE”.

LOCATION

MINIMUM

UNIFORMLY

DISTRIB. LIVE

LOAD*

MINIMUM

CONCENTRATED

LIVE LOAD

ASSEMBLY AREAS:

FIXED SEATS (FASTENED TO FLOOR) 60 PSF***

PROJECTION AND CONTROL ROOMS 50 PSF

LOBBIES AND OTHER ASSEMBLY AREA 100 PSF***

OFFICE BUILDINGS:

LOBBIES & FIRST FLOOR CORRIDORS 100 PSF 2000 LB.**

CORRIDORS ABOVE FIRST FLOOR 80 PSF 2000 LB.**

OFFICES 50 PSF 2000 LB.**

FILE ROOMS 150 PSF 2000 LB.**

COMPUTER ROOMS 150 PSF 2000 LB.**

COLD STORAGE (FOOD OR PROVISION FREEZER):

FIRST FLOOR 400 PSF

DINING ROOMS AND RESTAURANTS 100 PSF***

GALLEYS (KITCHENS & SUPPORTING AREAS):

DISHWASHING ROOMS 300 PSF

GENERAL KITCHEN AREA 250 PSF

PROVISION STORAGE (NOT REFRIGERATED) 200 PSF

MECHANICAL AND ELECTRICAL EQUIPMENT ROOMS 150 PSF

REFRIGERATION STORAGE ROOMS 275 PSF

RESTROOMS (LATRINES) 75 PSF

STAIRS AND EXITS 100 PSF 300 LB.**

STORAGE AREAS (GENERAL):

LIGHT STORAGE 125 PSF

CENTRAL COMPUTER IT SERVER ROOMS 150 PSF 2000 LB.**

COMMUNICATION ROOMS 150 PSF

ELEVATOR EQUIPMENT ROOMS 150 PSF

UPS 400 PSF

WELLNESS / FITNESS CENTER 150 PSF 2000 LBS.

PARTITION ALLOWANCE 15 PSF*

ROOFS (ORDINARY SUBJECT TO MAINTENANCE WORKERS) 20 PSF

* PARTITION ALLOWANCE UNIFORMLY DISTRIBUTED LIVE LOAD IS ADDITIVE TO SPECIFIED

UNIFORMLY DISTRIBUTED LIVE LOADS APPLICABLE TO FLOORS UNLESS THE MINIMUM SPECIFIED

UNIFORMLY DISTRIBUTED LIVE LOAD IS 80 PSF OR GREATER.

** UNLESS OTHERWISE SPECIFIED, THE INDICATED MINIMUM CONCENTRATED LIVE LOADS

ASSUMED TO BE UNIFORMLY DISTRIBUTED OVER AN AREA OF 2.5 FEET BY 2.5 FEET AND LOCATED

SO AS TO PRODUCE THE MAXIMUM LOAD EFFECTS IN THE STRUCTURAL MEMBERS. THE 300 LB.

MINIMUM CONCENTRATED LIVE LOAD ON STAIR TREADS APPLIED ON AN AREA OF 2 INCHES BY 2

INCHES.

*** LIVE LOAD REDUCTION IS NOT PERMITTED.

THE MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS FOR ROOFS HAVE NOT BEEN REDUCED IN

ACCORDANCE WITH THE “BUILDING CODE” (IBC 2018, SECTION 1607.13.2). MINIMUM UNIFORMLY

DISTRIBUTED LIVE LOADS APPLICABLE TO FLOORS HAVE BEEN REDUCED IN ACCORDANCE WITH

THE “BUILDING CODE” (IBC 2018, SECTION 1607.11.1).

3. SNOW LOADS DETERMINED IN ACCORDANCE WITH THE “BUILDING CODE”.

SNOW LOAD PARAMETERS

GROUND SNOW LOAD Pg = 45 PSF

(2016 COLORADO DESIGN SNOW

LOADS PREPARED BY THE

STRUCTURAL ENGINEERS

ASSOCIATION OF COLORADO (SEAC)

SNOW LOAD COMMITTEE)

TERRAIN CATEGORY C

(ASCE 7, SECTION 26.7.3, EXPOSURE

C)

SNOW EXPOSURE FACTOR Ce = 1.0

(ASCE 7, TABLE 7.3-1, PARTIALLY

EXPOSED)

SNOW THERMAL FACTOR Ct = 1.0

(ASCE 7, TABLE 7.3-2, ALL

STRUCTURES UNO)

ROOF SLOPE FACTOR CS = 1.0 (ASCE 7, FIG. 7.4-1, WARM ROOF)

RISK CATEGORY IV (UFC 3-301-01, TABLE 2-2)

SNOW IMPORTANCE FACTOR Is = 1.2 (UFC 3-301-01, TABLE 2-2)

FLAT ROOF SNOW LOAD Pf = 37.8 PSF (ASCE 7, SECTION 7.3)

MINIMUM ROOF SNOW LOAD Pm = 24 PSF (ASCE 7, SECTION 7.3.4)

MAXIMUM DRIFT SURCHARGE

LOAD

Pd = 91.2 PSF (ASCE 7, SECTIONS 7.7 & 7.8)

WIDTH OF SNOW DRIFT w = 24 FT. (ASCE 7, SECTIONS 7.7 & 7.8)

RAIN-ON-SNOW SURCHARGE

LOAD

0 PSF (ASCE 7, SECTION 7.10)

4. WIND LOADS DETERMINED IN ACCORDANCE WITH THE “BUILDING CODE”.

WIND LOAD PARAMETERS

RISK CATEGORY IV (UFC 3-301-01, TABLE 2-2)

BASIC DESIGN WIND SPEED V = 117 MPH (UFC 3-301-01)

ALLOWABLE STRESS DESIGN WIND

SPEED

Vasd = 90.6

MPH

(IBC 2018, TABLE 1609.3.1)

WIND EXPOSURE CATEGORY C (IBC 2018, SECTION 1609.4)

INTERNAL PRESSURE COEFFICIENT

GCpi = +/-0.18

(ASCE 7, TABLE 26.13-1, ENCLOSED

BLDG.)

COMPONENTS AND CLADDING - SEE WIND LOAD COMPONENTS AND CLADDING DIAGRAMS FOR

COMPONENTS AND CLADDING DESIGN WIND LOAD PRESSURES.

5. SEISMIC LOADS DETERMINED IN ACCORDANCE WITH THE “BUILDING CODE”.

DESCRIPTION OF THE STRUCTURE AND LATERAL FORCE RESISTING SYSTEM: ALL LATERAL LOAD RESISTANCE AND STABILITY FOR THE BUILDING IN THE COMPLETED STRUCTURE CONDITION IS

PROVIDED BY STRUCTURAL STEEL BRACED FRAMES IN EACH ORTHOGONAL DIRECTION. THE

CONCRETE SLAB ON COMPOSITE STEEL DECK AT THE FLOORS AND ROOFS SERVE AS HORIZONTAL DIAPHRAGMS THAT DISTRIBUTE THE LATERAL WIND AND SEISMIC LOADS HORIZONTALLY TO THE

VERTICAL BRACED FRAMES. THE VERTICAL BRACED FRAMES TRANSMIT THE APPLIED LOADS TO

THE BUILDING FOUNDATIONS.

SEISMIC DESIGN PARAMETERS

RISK CATEGORY IV

(UFC 3-301-01, TABLE

2-2)

SEISMIC IMPORTANCE FACTOR IE = 1.5

(UFC 3-301-01, TABLE

2-2)

MAPPED SPECTRAL RESPONSE ACCELERATION

AT SHORT PERIOD

SS = 0.173g (UFC 3-301-01)

MAPPED SPECTRAL RESPONSE ACCELERATION.

AT A PERIOD OF 1 SECOND

S1 = 0.054g (UFC 3-301-01)

SITE CLASSIFICATION CLASS C

DESIGN SPECTRAL RESPONSE ACCELERATION

AT SHORT PERIOD

SDS = 0.150g (CALCULATED)

DESIGN SPECTRAL RESPONSE ACCELERATION

AT A PERIOD OF 1 SECOND

SD1 = 0.054g (CALCULATED)

SEISMIC DESIGN CATEGORY A***

RESPONSE MODIFICATION COEFFICIENT R = 3**

SEISMIC RESPONSE COEFFICIENT CS =0.075 (CALCULATED)

EFFECTIVE SEISMIC WEIGHT W = 36,246 K

(ASCE 7, SECTION

12.7.2)

TOTAL SEISMIC DESIGN BASE SHEAR V = Cs x W

OVERSTRENGTH FACTOR AO = 3**

DEFLECTION AMPLIFICATION FACTOR Cd = 3**

ANALYSIS PROCEDURE USED ELF

(ASCE 7, SECTION 12.6,

EQUIVALENT LATERAL

FORCE PROCEDURE)

** THE BASIC SEISMIC FORCE-RESISTING SYSTEM, IN ACCORDANCE WITH THE “BUILDING CODE” IS

A “STEEL SYSTEM NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE”.

*** BUILDINGS ASSIGNED TO SEISMIC DESIGN CATEGORY A NEED ONLY COMPLY WITH THE

REQUIREMENTS OF IBC 2018, SECTION 1.4

6. RAIN LOADS DETERMINED IN ACCORDANCE WITH THE “BUILDING CODE”.

RAIN LOAD DESIGN PARAMETERS

RAIN INTENSITY i = 2.5 IN./HR.

(IBC 2018, FIG. 1611.1,

100 YR)

7. LOAD COMBINATIONS IN ACCORDANCE WITH THE “BUILDING CODE” (IBC 2018, SECTION 1605 AS

MODIFIED BY UFC 3-301-01).

8. NO PROVISIONS FOR ANY FUTURE BUILDING EXTENSIONS OR ADDITIONS HAVE BEEN MADE IN THE

STRUCTURAL DESIGN UNLESS SPECIFICALLY NOTED IN THE STRUCTURAL DRAWINGS.

9. ANTITERRORISM FORCE PROTECTION (ATFP)

A. THE BUILDING IS DESIGNED TO MEET THE APPLICABLE ANTITERRORISM FORCE PROTECTION REQUIREMENTS OF UFC 4-010-01. THE BUILDING IS CLASSIFIED AS AN “INHABITED” BUILDING

WITHIN A CONTROLLED PERIMETER.

1. ALL EXCAVATION, FILL, COMPACTION, AND GRADING OF THE SITE SHALL BE IN ACCORDANCE WITH

THE CONTRACT DOCUMENTS AND OSHA REQUIREMENTS.

2. SOIL SUPPORTED SPREAD FOOTING TYPE SHALLOW FOUNDATIONS -

A. DESIGN ALLOWABLE BEARING PRESSURE (NET) IS THE FOLLOWING:

1500 PSF AT 0 FEET (SURFACE) MINIMUM BURY DEPTH

3000 PSF AT 2.5 FEET MINIMUM BURY DEPTH

6000 PSF AT 7 FEET MINIMUM BURY DEPTH

THE BASE OF SPREAD FOOTING SHALLOW FOUNDATIONS SHALL BEAR ON AT LEAST 3

FEET OF NATIVE SOIL OR SUITABLE IMPORT SOIL THAT HAS BEEN PROCESSED,

MOISTURE CONDITIONED AND REPLACED IN WELL COMPACTED LIFTS ACCORDING TO

THE CONTRACT DOCUMENTS. BEARING MATERIALS SHALL BE VERIFIED AND APPROVED

BY THE CONTRACTOR'S QUALIFIED LICENSED GEOTECHNICAL ENGINEER.

THE MINIMUM FROST DEPTH IS 38 INCHES BELOW FINAL GRADE.

B. ALL FOUNDATIONS ARE DESIGNED WITH AND SHALL HAVE FORMED SIDES.

C. FOUNDATION REINFORCING SHALL BE SUPPORTED FROM ABOVE OR FROM BELOW WITH 3

INCH BAR SUPPORTS AT 4 FEET ON CENTER (MAX.) WHILE DEPOSITING CONCRETE IN FORMS.

D. MOISTURE CONTENT AND COMPACTION IN FOUNDATION EXCAVATIONS SHALL BE MAINTAINED

UNTIL FOUNDATIONS ARE PLACED. FOUNDATIONS SHALL BE POURED AS SOON AS PRACTICAL

AFTER EXCAVATIONS ARE COMPLETED.

3. THE DESIGN MODULUS OF SUBGRADE REACTION (k) IS 125 PCI FOR BUILDING CONCRETE SLABS-

ON-GRADE AND MAT FOUNDATIONS BEARING ON COMPACTED SUBGRADE SOILS.

4. DO NOT BACKFILL AGAINST BUILDING FOUNDATION AND RETAINING WALLS UNTIL THE

RESTRAINING SLABS OR ADEQUATE BRACING ARE IN PLACE. ALL BACKFILL SHALL BE PLACED AND

COMPACTED IN ACCORDANCE WITH THE SPECIFICATIONS.

5. DO NOT BACKFILL AGAINST CONCRETE CANTILEVER RETAINING WALLS UNTIL THE CONCRETE HAS ATTAINED ITS SPECIFIED 28-DAY COMPRESSIVE STRENGTH (f’c). ALL BACKFILL SHALL BE PLACED

AND COMPACTED IN ACCORDANCE WITH THE SPECIFICATIONS.

6. EXTERIOR CONCRETE SLABS SHALL SLOPE AWAY FROM THE STRUCTURE A MINIMUM OF 1/4

INCH PER FOOT UNLESS NOTED OTHERWISE.

7. SEE SPECIFICATION SECTION 31 00 00 EARTHWORK FOR ADDITIONAL INFORMATION AND

REQUIREMENTS.

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C. CAST-IN-PLACE CONCRETE C. CAST-IN-PLACE CONCRETE - CONTINUED

GENERAL STRUCTURAL NOTES

C. CAST-IN-PLACE CONCRETE - CONTINUED

3. CONCRETE REINFORCING SHALL MEET THE FOLLOWING -

A. STEEL REINFORCING BARS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A615 GRADE 60.

STEEL REINFORCING BARS REQUIRED TO BE WELDED SHALL CONFORM TO THE

REQUIREMENTS OF ASTM A706 GRADE 60. WELDING OF STEEL REINFORCING BARS SHALL BE

IN ACCORDANCE WITH AWS D1.4-17 “STRUCTURAL WELDING CODE — REINFORCING STEEL

INCLUDING METAL INSERTS AND CONNECTIONS IN REINFORCED CONCRETE CONSTRUCTION”.

WELDING OF REINFORCING OTHER THAN SPECIFIED IS PROHIBITED. STEEL REINFORCEMENT

SHOP DRAWINGS SHALL CLEARLY DENOTE ALL WELDING REQUIREMENTS FOR REVIEW AND

APPROVAL.

B. ALL REINFORCING SHALL BE CONTINUOUS UNLESS NOTED OR INDICATED OTHERWISE. LAP

SPLICES AND EMBEDMENT LENGTHS FOR REINFORCING SHALL BE IN ACCORDANCE WITH THE

“REINFORCEMENT SPLICE AND EMBEDMENT SCHEDULE” AND THE “ACI STANDARD 90- AND 180-

DEGREE HOOK REINFORCEMENT EMBEDMENT SCHEDULE” UNLESS NOTED OTHERWISE.

WHERE REINFORCING BARS OF DIFFERENT SIZES LAP, PROVIDE A LAP SPLICE LENGTH FOR

THE LARGER REINFORCING BAR SIZE.

C. PROVIDE CORNER BARS IN OUTSIDE FACE OF ALL GRADE BEAMS AND WALLS EQUAL IN SIZE

AND SPACING TO MAIN HORIZONTAL REINFORCING. EXTEND INSIDE FACE REINFORCING OF

ALL GRADE BEAMS AND WALLS TO THE OUTSIDE FACE AND BEND TO A STANDARD 90 DEGREE

HOOK UNLESS NOTED OTHERWISE.

D. PROVIDE 2-#5 EACH SIDE OF EACH OPENING THROUGH WALLS OR SLABS UNLESS NOTED

OTHERWISE. REINFORCING BARS SHALL EXTEND 24 INCHES MINIMUM PAST THE OPENING.

E. WELDED (PLAIN) WIRE FABRIC REINFORCING SHALL CONFORM TO THE REQUIREMENTS OF

ASTM A1064, FY = 60 KSI. WELDED (DEFORMED) WIRE FABRIC REINFORCING SHALL CONFORM

TO THE REQUIREMENTS OF ASTM A1064, FY = 60 KSI.

F. WELDED WIRE FABRIC SHALL BE PROVIDED IN FLAT SHEETS. THE USE OF ROLLED WELDED

WIRE FABRIC IS PROHIBITED. WELDED WIRE FABRIC MUST HAVE END LAPS AND EDGE LAPS OF

ONE FULL MESH AND SHALL BE HELD IN PLACE BY WIRING ALL LAPS SECURELY TOGETHER.

G. STEEL REINFORCEMENT SHOP DRAWINGS SHALL BE SUBMITTED WITH REINFORCING STEEL

DETAILED IN ACCORDANCE WITH ACI PUBLICATION SP-66(04) “ACI DETAILING MANUAL — 2004”.

H. ALL STEEL REINFORCEMENT SHOWN TO HAVE A 90 DEGREE LEG SHALL CONFORM TO THE

REQUIREMENTS OF A STANDARD ACI 90 DEGREE HOOK UNLESS NOTED OTHERWISE.

4. FORMING AND EMBEDMENTS SHALL MEET THE FOLLOWING -

A. ALL EXTERIOR CORNERS AND EXPOSED EDGES OF CONCRETE SHALL BE CHAMFERED 3/4 INCH

INSIDE FORMS OR TOOLED TO 3/8 INCH RADIUS ON SLABS UNLESS NOTED OTHERWISE.

B. SLABS-ON-GRADE SHALL HAVE CONSTRUCTION JOINTS AND CONTROL JOINTS (SAWED JOINTS)

LOCATED AS SHOWN ON THE DRAWINGS. SHOULD THE CONTRACTOR DESIRE TO DEVIATE

FROM THE SLAB ON GRADE JOINT LAYOUT SHOWN, THE CONTRACTOR SHALL SUBMIT AN

ALTERNATE JOINT LAYOUT AS PART OF THE REQUIRED SLAB-ON-GRADE CONCRETE

PLACEMENT, JOINTING, AND CURING PLAN REQUIRED BY GENERAL STRUCTURAL NOTE C.6.

THE ALTERNATE JOINT LAYOUT AND SPACING SHALL BE IN ACCORDANCE WITH THE

RECOMMENDATIONS OF ACI 302.1R “GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION”,

LATEST EDITION. THE CONTRACTOR SHALL LOCATE AND DIMENSION ALL SLAB-ON-GRADE

JOINTS ON THE STEEL REINFORCEMENT SHOP DRAWINGS.

C. PROVIDE CONSTRUCTION JOINTS IN ACCORDANCE WITH ACI 318. WHERE NECESSARY,

VERTICAL CONSTRUCTION JOINTS IN STRUCTURAL MEMBERS SHALL BE LOCATED WITHIN THE

CENTER ONE-THIRD OF THE SPAN. ALL JOINTS SHALL BE THOROUGHLY CLEANED AND

PURPOSELY ROUGHENED TO 1/4 INCH AMPLITUDE AND COATED WITH AN APPROVED EPOXY

BONDING AGENT PRIOR TO PLACING ADJACENT CONCRETE. CONSTRUCTION JOINTS IN

EXPOSED CONCRETE SHALL HAVE A MAXIMUM SPACING OF 50 FEET. NO HORIZONTAL

CONSTRUCTION JOINTS WILL BE PERMITTED IN CONCRETE BEAMS, WALLS, AND SLABS UNLESS

SPECIFICALLY SHOWN ON THE DRAWINGS OR APPROVED BY THE ARCHITECT AND

STRUCTURAL ENGINEER OF RECORD PRIOR TO CONSTRUCTION.

D. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN OF ALL FORMING, TEMPORARY

BRACING, AND SHORING.

E. NO ALUMINUM SHALL BE EMBEDDED IN CONCRETE. CONDUITS AND PIPING RUNNING

HORIZONTALLY SHALL NOT BE EMBEDDED IN CONCRETE SLABS-ON-GRADE, ELEVATED

CONCRETE STRUCTURAL SLABS OR WALLS, OR ELEVATED CONCRETE SLABS ON STEEL DECK.

VERTICAL PENETRATIONS THRU ELEVATED SLABS SHALL BE COORDINATED NOT TO CONFLICT

WITH REINFORCING AND SHALL BE LOCATED AND DIMENSIONED ON THE STEEL

REINFORCEMENT AND STEEL DECK SHOP DRAWINGS. PENETRATIONS SHALL NOT PENETRATE

SLAB DROP PANELS OR BEAMS. VERTICAL PENETRATIONS THRU ELEVATED SLABS SHALL BE

SLEEVED OR FORMED ONLY. CORE DRILLING WILL NOT BE ALLOWED. ALL SLEEVED

PENETRATIONS SHALL BE COORDINATED BY THE CONTRACTOR AND LOCATED AND

DIMENSIONED ON THE STEEL REINFORCEMENT AND STEEL DECK SHOP DRAWINGS. THE

NUMBER AND SPACING OF ADJACENT SLEEVES SHALL BE COORDINATED WITH THE

STRUCTURAL ENGINEER OF RECORD PRIOR TO INSTALLATION TO PREVENT ANY IMPACT ON

STRUCTURAL CAPACITY OR PERFORMANCE.

5. CURING FOR CONCRETE SURFACES NOT IN CONTACT WITH FORMS. ONE OF THE FOLLOWING

PROCEDURES SHALL BE APPLIED IMMEDIATELY AFTER COMPLETION OF PLACEMENT AND

FINISHING. EXCEPT THAT ALL CONCRETE SLABS-ON-GRADE SHALL BE CURED USING MOISTURE

RETAINING COVER MATERIAL INDICATED IN ITEM “A” BELOW.

A. APPLICATION OF MOISTURE RETAINING COVER CURING MATERIALS CONSISTING OF BURLAP

BACKED WHITE WATERPROOF SHEET MATERIALS, CONFORMING TO ASTM C171 "STANDARD

SPECIFICATION FOR SHEET MATERIALS FOR CURING CONCRETE". CURING SHALL BE

CONTINUED AT LEAST 7 DAYS.

B. APPLICATION OF A CURING COMPOUND CONFORMING TO ASTM C309 "STANDARD

SPECIFICATION FOR LIQUID MEMBRANE_FORMING COMPOUNDS FOR CURING CONCRETE". THE

COMPOUND SHALL BE APPLIED IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE

MANUFACTURER IMMEDIATELY AFTER ANY WATER SHEEN WHICH MAY DEVELOP AFTER

FINISHING HAS DISAPPEARED FROM THE CONCRETE SURFACE. IT SHALL NOT BE USED ON ANY

SURFACE AGAINST WHICH ADDITIONAL CONCRETE OR SUBSEQUENTLY APPLIED FINISH

MATERIAL OF SYSTEM IS TO BE BONDED UNLESS IT IS PROVEN THAT THE CURING COMPOUND

WILL NOT PREVENT PROPER BOND, OR UNLESS POSITIVE MEASURES ARE TAKEN TO REMOVE

IT COMPLETELY FROM AREAS TO RECEIVE BONDED APPLICATIONS. CURING SHALL BE

CONTINUED AT LEAST 7 DAYS.

C. APPLICATION OF ABSORPTIVE MATS OR FABRIC KEPT CONTINUOUSLY MOIST FOR AT LEAST 7

DAYS.

6. CONTRACTOR SHALL SUBMIT FOR REVIEW AND COMMENT, A CONCRETE PLACEMENT, JOINTING, AND CURING PLAN 28 DAYS PRIOR TO BEGINNING ANY CONCRETE CONSTRUCTION. THE PLAN

SHALL INCLUDE AS A MINIMUM THE LOCATION, SEQUENCE, AND SCHEDULE FOR EACH CONCRETE PLACEMENT. THE CONCRETE JOINTING LOCATIONS, TYPE, AND MATERIALS SHALL BE IDENTIFIED

AND COORDINATED WITH THE PLACEMENT PLAN AND THE CONCRETE CURING MATERIALS AND

DURATIONS SHALL BE IDENTIFIED AND COORDINATED WITH THE PLACEMENT AND JOINTING PLANS.

7. ALL INTERIOR CONCRETE SLABS-ON-GRADE, ELEVATED STRUCTURAL CONCRETE SLABS, AND

ELEVATED SLABS ON STEEL DECK SHALL RECEIVE A STEEL TROWEL FINISH UNLESS NOTED

OTHERWISE, SPECIFIED, OR REQUIRED BY A SUBSEQUENT FLOOR FINISH SYSTEM OR MATERIAL.

1. ALL STRUCTURAL CAST-IN-PLACE CONCRETE HAS BEEN DESIGNED AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE “BUILDING CODE” AND ACI 318-14 “BUILDING CODE REQUIREMENTS FOR

STRUCTURAL CONCRETE AND COMMENTARY”.

2. CONCRETE REQUIREMENTS -

A. CONCRETE FOR THE STRUCTURES INDICATED ON THE CONTRACT DOCUMENTS HAS BEEN

ASSIGNED THE FOLLOWING EXPOSURE CLASSES IN ACCORDANCE WITH ACI 318, SECTION

19.3.1 -

LOCATION EXPOSURE CLASSES

INTERIOR FOUNDATIONS F0,S0,W0,C0

EXTERIOR FOUNDATIONS F2,S0,W0,C0

INTERIOR SLABS-ON-GRADE F0,S0,W0,C0

EXTERIOR SLABS-ON-GRADE F2,S0,W0,C1

INTERIOR STRUCTURE (SLABS, BEAMS, COLUMNS,

WALLS, ETC.)

F0,S0,W0,C0

EXTERIOR STRUCTURE (SLABS, BEAMS, COLUMNS,

WALLS, ETC.)

F2,S0,W0,C0

INTERIOR SLAB ON STEEL DECK F0,S0,W0,C0

BASED ON THE EXPOSURE CLASSES ASSIGNED, CONCRETE MIXTURES SHALL COMPLY WITH

THE MOST RESTRICTIVE REQUIREMENTS ACCORDING TO ACI 318, TABLE 19.3.2.1.

B. CAST-IN-PLACE CONCRETE 28-DAY SPECIFIED COMPRESSIVE STRENGTHS AND PROPERTIES -

LOCATION

MIN. f’c

(PSI)

UNIT

WEIGHT

(PCF)

MAX.

W/C

RATIO

AIR ENT

INTERIOR FOUNDATIONS 4500 145±5 0.45 N.R.

EXTERIOR FOUNDATIONS 4500 145±5 0.45 6±1.5

INTERIOR SLABS-ON-GRADE 4000 145±5 0.42 N.R.

EXTERIOR SLABS-ON- GRADE 4500 145±5 0.45 6±1.5

INTERIOR STRUCTURE (SLABS, BEAMS, COLUMNS,

WALLS, ETC.)

4000 145±5 0.45 N.R.

EXTERIOR STRUCTURE (SLABS, BEAMS, COLUMNS,

WALLS, ETC.)

4500 145±5 0.45 6±1.5

INTERIOR SLABS ON STEEL DECK 4000 145±5 0.45 N.R.

C. PROVIDE TYPE I/II PORTLAND CEMENT MEETING THE REQUIREMENTS OF ASTM C150.

D. FLY ASH AND NATURAL POZZOLAN USED AS ADMIXTURES SHALL CONFORM TO ASTM C618.

E. PROVIDE CONCRETE AGGREGATES CONFORMING TO ASTM C33 FOR NORMAL-WEIGHT

CONCRETE.

F. WATER USED IN MIXING CONCRETE SHALL BE POTABLE AND CONFORM TO ASTM C1602.

G. AIR ENTRAINING ADMIXTURES SHALL CONFORM TO ASTM C260.

H. THE USE OF CALCIUM CHLORIDE, ADMIXTURES CONTAINING CHLORIDES AND OTHER CHLORIDE

CONTAINING AGENTS IN CAST-IN-PLACE STRUCTURAL CONCRETE IS PROHIBITED.

I. CONCRETE ADMIXTURES CONTAINING CHLORIDE SALTS OR OTHER SUBSTANCES THAT ARE

CORROSIVE OR OTHERWISE DELETERIOUS TO THE STEEL REINFORCING, STEEL DECK AND

EMBEDDED ITEMS ARE PROHIBITED.

J. CONCRETE CLEAR COVER OVER REINFORCING SHALL BE IN ACCORDANCE WITH ACI 318,

LISTED BELOW, UNLESS NOTED OTHERWISE.

LOCATION CLEAR COVER (IN.)

CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3

EXPOSED TO EARTH OR WEATHER #6 AND LARGER 2

EXPOSED TO EARTH OR WEATHER #5 AND SMALLER 1-1/2

SLABS, WALLS, JOISTS NOT EXPOSED TO EARTH OR WEATHER 3/4

BEAMS AND COLUMNS NOT EXPOSED TO EARTH OR WEATHER 1-1/2

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D. PRECAST/PRESTRESSED CONCRETE D. PRECAST/PRESTRESSED CONCRETE - CONTINUED

GENERAL STRUCTURAL NOTES

1. THE PRECAST CONCRETE ELEMENTS INDICATED ON THE CONTRACT DOCUMENTS, INCLUDING

THEIR CONNECTIONS TO THE STRUCTURE OF THE BUILDING, SHALL BE PROVIDED BY THE

CONTRACTOR AS A DELEGATED ENGINEERED SYSTEM. THE DELEGATED ENGINEERED SYSTEM

SHALL BE DESIGNED AND DETAILED BY THE CONTRACTOR’S AND/OR PRECAST CONCRETE

MANUFACTURER’S QUALIFIED DELEGATED ENGINEER. THE QUALIFIED DELEGATED ENGINEER

SHALL HAVE A MINIMUM OF FIVE YEARS PREVIOUS EXPERIENCE IN THE DESIGN AND DETAILING OF

THE TYPE OF DELEGATED ENGINEERED PRECAST/PRESTRESSED CONCRETE SYSTEM INDICATED

ON THE CONTRACT DOCUMENTS AND SHALL BE A PROFESSIONAL ENGINEER REGISTERED IN THE

STATE WHERE THE PROJECT IS LOCATED.

THE QUALIFIED DELEGATED ENGINEER SHALL PREPARE AND SUBMIT SIGNED AND SEALED SHOP

DRAWINGS AND CALCULATIONS FOR THE DELEGATED ENGINEERED SYSTEM. ALL SUBMITTALS

FROM THE QUALIFIED DELEGATED ENGINEER MUST BE ACCEPTED BY THE STRUCTURAL ENGINEER

OF RECORD PRIOR TO THE START OF FABRICATION OF THE SYSTEM OR COMPONENT PART AND

PRIOR TO ANY FIELD CONSTRUCTION THAT MAY AFFECT OR BE AFFECTED BY THE SYSTEM OR

COMPONENT PART.

2. THE PRECAST/PRESTRESSED CONCRETE MANUFACTURER SHALL BE CERTIFIED IN THE PCI PLANT

CERTIFICATION PROGRAM.

3. ALL PRECAST/PRESTRESSED CONCRETE PRODUCTS AND THE PRECAST CONCRETE STRUCTURAL

SYSTEM SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH THE “BUILDING CODE”,

ACI 318-14 AND “PCI DESIGN HANDBOOK”, SEVENTH EDITION.

4. SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND STRUCTURAL DRAWINGS AND

SPECIFICATONS FOR ADDITIONAL INFORMATION AND REQUIREMENTS.

5. ADDITIONAL DESIGN REQUIREMENTS -

A. BEARING PADS SHALL BE DESIGNED AND SUPPLIED BY THE PRECAST/PRESTRESSED

CONCRETE MANUFACTURER TO ABSORB ALL REQUIRED MOVEMENT WITHOUT SLIPPAGE. THE

MINIMUM THICKNESS OF BEARING PADS SHALL BE 1/4" UNLESS NOTED OTHERWISE. BEARING

PADS SHALL BE LOCATED A MINIMUM OF 1/2" AWAY FROM THE FACE OF THE SUPPORT.

B. PRECAST/PRESTRESSED CONCRETE MEMBERS SHALL NOT BE REMOVED FROM THE FORMS

UNTIL THE CONCRETE HAS REACHED SUFFICIENT STRENGTH TO RESIST REMOVAL WITHOUT

DAMAGE. PRECAST/PRESTRESSED CONCRETE MEMBERS SHALL NOT BE REMOVED PRIOR TO

ATTAINING A MINIMUM COMPRESSIVE STRENGTH OF 35OO PSI UNLESS A HIGHER STRENGTH IS

REQUIRED BY THE PRECAST CONCRETE MANUFACTURER’S DESIGN.

C. ALL PRECAST/PRESTRESSED CONCRETE MEMBERS AND THEIR CONNECTIONS SHALL BE

DESIGNED FOR THE LOAD EFFECTS RESULTING FROM FABRICATION AND ERECTION, THE

DESIGN CRITERIA AND LOADS SHOWN ON THE DRAWINGS, IN ADDITION TO THE SELF-WEIGHT

OF THE MEMBER AND FOR ALL REQUIREMENTS NOTED IN ACI 318.

D. ALL PRECAST/PRESTRESSED CONCRETE MEMBER CONNECTIONS SHALL BE DESIGNED FOR

FORCES AND MOVEMENTS DUE TO VOLUMETRIC CHANGES RESULTING FROM TEMPERATURE

CHANGE, BUILDING DRIFT, MEMBER DEFLECTIONS, ELASTIC DEFORMATIONS, CREEP AND

SHRINKAGE.

E. ALL PRECAST/PRESTRESSED CONCRETE WALL TO WALL, WALL TO BUILDING STRUCTURE AND

WALL TO FOUNDATION CONNECTIONS SHALL BE DESIGNED FOR A MINIMUM ULTIMATE FORCE

(HORIZONTAL SHEAR OR TENSION) OF 6 KIPS.

F. PRECAST/PRESTRESSED CONCRETE WALL PANEL MEMBERS SHALL BE CONNECTED TO

ADJACENT MEMBERS WITH WELDED SIDE ANCHORS SPACED AT 10'-0" ON CENTER MAXIMUM

AND SHALL HAVE A MINIMUM OF TWO ANCHORS PER MEMBER ON EACH SIDE UNLESS

REQUIRED OR NOTED OTHERWISE.

G. ALL PRECAST/PRESTRESSED CONCRETE WALL PANELS, SUPPORTED ON FOUNDATIONS, SHALL

HAVE THE HORIZONTAL JOINT GROUTED WITH A NON-SHRINK GROUT WHICH HAS A 28-DAY

COMPRESSIVE STRENGTH THAT IS AT LEAST 1000 PSI GREATER THAN THAT OF THE

SUPPORTED PRECAST/PRESTRESSED CONCRETE MEMBER.

6. PRECAST/PRESTRESSED CONCRETE MATERIALS SHALL MEET THE FOLLOWING REQUIREMENTS -

A. CONCRETE FOR THE STRUCTURES INDICATED ON THE CONTRACT DOCUMENTS HAVE BEEN

ASSIGNED THE FOLLOWING EXPOSURE CLASSES IN ACCORDANCE WITH ACI 318, SECTION

19.3.1 -

LOCATION EXPOSURE CLASSES

EXTERIOR WALL PANELS F2,S0,W0,C0

BASED ON THE EXPOSURE CLASSES ASSIGNED, CONCRETE MIXTURES SHALL COMPLY WITH

THE MOST RESTRICTIVE REQUIREMENTS ACCORDING TO ACI 318, TABLE 19.3.2.1.

B. PRECAST CONCRETE 28-DAY SPECIFIED COMPRESSIVE STRENGTHS AND PROPERTIES —

LOCATION MIN. f'c

(PSI)

UNIT WEIGHT

(PCF)

MAX. W/C

RATIO

AIR ENT.

EXTERIOR WALL PANELS 5000 145±5 0.40 6±1.5

C. PROVIDE TYPE I/II PORTLAND CEMENT MEETING THE REQUIREMENTS OF ASTM C150.

D. FLYASH AND NATURAL POZZOLANS USED AS ADMIXTURES SHALL CONFORM TO ASTM C618.

E. THE USE OF CALCIUM CHLORIDE, ADMIXTURES CONTAINING CHLORIDES AND OTHER CHLORIDE

CONTAINING AGENTS IN PRECAST/PRESTRESSED CONCRETE IS PROHIBITED.

F. CONCRETE CLEAR COVER OVER REINFORCING SHALL BE IN ACCORDANCE WITH ACI 318.

7. STEEL REINFORCING BARS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A615 GRADE 60.

STEEL REINFORCING BARS REQUIRED TO BE WELDED SHALL CONFORM TO THE REQUIREMENTS

OF ASTM A706 GRADE 60. WELDING OF STEEL REINFORCING BARS SHALL BE IN ACCORDANCE

WITH AWS D1.4-17 “STRUCTURAL WELDING CODE — REINFORCING STEEL INCLUDING METAL

INSERTS AND CONNECTIONS IN REINFORCED CONCRETE CONSTRUCTION”. WELDING OF STEEL

REINFORCING OTHER THAN SPECIFIED IS PROHIBITED. SHOP DRAWINGS SHALL CLEARLY DENOTE

ALL WELDING REQUIREMENTS FOR REVIEW AND APPROVAL.

8. WELDED WIRE FABRIC SHALL CONFORM TO THE REQUIREMENTS OF ASTM A1064, FY = 60 KSI.

WELDED WIRE FABRIC SHALL BE FABRICATED IN FLAT SHEETS. THE USE OF ROLLED WELDED

WIRE FABRIC IS PROHIBITED.

9. PRESTRESSING STRANDS SHALL BE SEVEN WIRE STRANDS CONFORMING TO THE REQUIREMENTS OF ASTM A416, GRADE 270 KSI, MANUFACTURED WITH LOW-RELAXATION WIRE CONFORMING WITH

THE SUPPLEMENT TO ASTM A421.

10. THE CONTRACTOR SHALL COORDINATE AND VERIFY ALL DIMENSIONS, SLOPES AND

OPENING SIZES AND LOCATIONS WITH ARCHITECTURAL, MECHANICAL, AND ELECTRICAL

DRAWINGS AND SHALL VERIFY LOCATION OF ALL PLATES, ANCHORS, ETC. IN

PRECAST/PRESTRESSED CONCRETE MEMBERS REQUIRED BY OTHER TRADES.

H. ALL PRECAST/PRESTRESSED CONCRETE WALL PANELS SHALL NOT BE ATTACHED TO

ELEVATED FRAMING SUPPORTING STEEL DECK UNTIL AFTER THE CONCRETE FILL IS IN PLACE

AND CURED.

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E. CONCRETE MASONRY E. CONCRETE MASONRY - CONTINUED

GENERAL STRUCTURAL NOTES

E. CONCRETE MASONRY - CONTINUED

1. ALL CONCRETE MASONRY HAS BEEN DESIGNED AND SHALL BE CONSTRUCTED IN ACCORDANCE

WITH THE “BUILDING CODE”, TMS 402-16 “BUILDING CODE REQUIREMENTS FOR MASONRY

STRUCTURES”, AND TMS 602-16 “SPECIFICATION FOR MASONRY STRUCTURES”.

A QUALITY ASSURANCE PROGRAM SHALL BE USED TO ENSURE THAT THE CONCRETE MASONRY IS

IN COMPLIANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS. THE QUALITY ASSURANCE

PROGRAM SHALL COMPLY WITH THE SPECIAL INSPECTION AND TESTING REQUIREMENTS OF THE

IBC 2018 CHAPTER 17 AND TMS 602. ALL CONCRETE MASONRY REQUIRES SPECIAL INSPECTIONS.

REFER TO THE “BUILDING CODE” AND CONTRACT DOCUMENTS FOR ADDITIONAL INFORMATION AND

REQUIREMENTS.

2. CONCRETE MASONRY MATERIALS -

A. THE MINIMUM SPECIFIED DESIGN COMPRESSIVE STRENGTH OF CONCRETE MASONRY (f'm)

SHALL BE 2000 PSI BASED ON THE NET AREA AT 28 DAYS.

B. ALL CONCRETE MASONRY UNITS (CMU) SHALL BE TWO CELL, HOLLOW LOAD BEARING, NORMAL

WEIGHT AGGREGATE UNITS (135 PCF AVG. UNIT WT.) CONFORMING TO ASTM C90 “STANDARD

SPECIFICATION FOR LOADBEARING CONCRETE MASONRY UNITS”. CONCRETE MASONRY UNITS

SHALL BE SAMPLED AND TESTED TO VERIFY COMPLIANCE WITH ASTM C90 PRIOR TO

CONSTRUCTION. ALL CONCRETE MASONRY UNITS SHALL HAVE A SPECIFIED MINIMUM

COMPRESSIVE STRENGTH OF 2000 PSI BASED ON THE NET AREA.

C. ALL MORTAR SHALL BE TYPE "S" CONFORMING TO ASTM C270 “STANDARD SPECIFICATION FOR

MORTAR FOR UNIT MASONRY” AND ARTICLES 2.1 AND 2.6A OF TMS 602 WITH A MINIMUM

COMPRESSIVE STRENGTH OF 1800 PSI AT 28 DAYS. THICKNESS OF BED JOINTS SHALL NOT

EXCEED 5/8 INCH.

D. GROUT SHALL CONFORM TO ASTM C476 “STANDARD SPECIFICATION FOR GROUT” AND ARTICLE

2.2 OF TMS 602. GROUT SHALL HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH (f’g) OF 2000 PSI AT 28 DAYS. THE COMPRESSIVE STRENGTH OF THE GROUT SHALL BE DETERMINED IN

ACCORDANCE WITH ASTM C1019. GROUT SHALL HAVE A UNIT WEIGHT OF 140 PCF ± 5 PCF.

E. THE USE OF CALCIUM CHLORIDE, ADMIXTURES CONTAINING CHLORIDES AND OTHER CHLORIDE

CONTAINING AGENTS IN MORTAR OR GROUT IS PROHIBITED.

F. STEEL REINFORCING BARS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A615 GRADE 60.

3. VERTICAL WALL REINFORCING -

A. PROVIDE VERTICAL REINFORCING (NORMAL REINFORCING) IN GROUT FILLED CELLS IN ALL CMU

WALLS AS FOLLOWS UNLESS NOTED OR INDICATED OTHERWISE -

WALL TYPE VERTICAL

REINFORCING

MAXIMUM SPACING

8-INCH CMU PARTIALLY GROUTED 1 - #5 48 INCHES

8-INCH CMU FULLY GROUTED 1 - #5 48 INCHES

PROVIDE A DOWEL, OF SAME SIZE AS VERTICAL REINFORCING UNLESS NOTED OTHERWISE, CAST

INTEGRAL WITH THE SUPPORTING STRUCTURAL MEMBER FOR EACH VERTICAL REINFORCING BAR

(NORMAL REINFORCING). CONTINUE VERTICAL REINFORCING OVER OPENINGS AND ANCHOR INTO

LINTEL BEAM ABOVE OPENINGS WITH STANDARD ACI 90 DEGREE HOOK. PROVIDE VERTICAL

REINFORCING BELOW OPENINGS AND ANCHOR INTO BOND BEAM BELOW OPENINGS WITH

STANDARD ACI 90 DEGREE HOOK. USE HOT DIPPED GALVANIZED BAR POSITIONERS AT TOP AND BOTTOM OF WALL AND INTERMEDIATELY AT 96” O.C. MAXIMUM. ALL VERTICAL REINFORCING BARS

AND DOWELS SHALL BE CENTERED IN THE WALL UNLESS NOTED OR INDICATED OTHERWISE.

B. PROVIDE AN ADDITIONAL VERTICAL REINFORCING BAR WITH DOWEL IN GROUT FILLED CELL, OF

SAME SIZE AND LENGTH AS THE NORMAL VERTICAL REINFORCING BAR, AT THE FOLLOWING

LOCATIONS -

1. EACH SIDE OF CMU WALL MASONRY CONTROL OR ISOLATION JOINTS.

2. INTERSECTION OF EXTERIOR CMU WALLS (CORNERS).

3. INTERSECTON OF INTERIOR CMU SHEAR WALLS WITH EXTERIOR CMU WALLS.

4. INTERSECTION OF INTERIOR CMU WALLS.

5. EACH SIDE OF CMU WALL OPENINGS.

6. EACH END OF CMU WALLS.

DOWELS FOR EACH ADDITIONAL VERTICAL REINFORCING BAR SHALL BE CAST INTEGRAL WITH

THE SUPPORTING MEMBER.

C. VERTICAL REINFORCING SHALL EXTEND CONTINUOUSLY FROM THE TOP OF THE SUPPORTING

MEMBER TO EMBED AT LEAST 6 INCHES INTO THE CMU WALL TOP COURSE BOND BEAM

UNLESS NOTED OR INDICATED OTHERWISE.

4. HORIZONTAL WALL REINFORCING -

A. PROVIDE HORIZONTAL GROUT FILLED BOND BEAMS IN ALL CMU WALLS AT THE TOP OF WALL

OR PARAPET, AT THE ROOF AND FLOOR LEVELS (ABOVE GRADE), AT BOTTOM OF WALLS, AT

BEARING LOCATIONS, AND INTERMEDIATELY AT EVERY SIXTH COURSE (48 INCHES O.C.). BOND

BEAMS SHALL BE REINFORCED AS FOLLOWS -

WALL TYPE BOND BEAM REINFORCING.

8-INCH CMU 2 - #4

PROVIDE ADDITIONAL HORIZONTAL GROUT FILLED BOND BEAMS WITH TYPICAL BOND BEAM

REINFORCING NOTED ABOVE, BELOW OPENINGS IN CMU WALLS. EXTEND ADDITIONAL

REINFORCED BOND BEAM PAST THE OPENING PER CONCRETE MASONRY NOTE 6.

B. ALL INTERIOR STRUCTURAL CMU WALLS (SHEAR AND/OR BEARING) SHALL HAVE INTERMEDIATE

BOND BEAMS LOCATED AT THE SAME LEVELS AS EXTERIOR CMU WALL BOND BEAMS.

C. WHERE CONTROL JOINT DOES NOTE OCCUR AT A CORNER, PROVIDE BENT CORNER BARS

EQUAL IN SIZE AND SPACING TO MATCH AND LAP WITH THE HORIZONTAL REINFORCING BARS

OF EACH BOND BEAM AT ALL CMU WALL CORNERS AND INTERSECTIONS UNLESS NOTED OR

INDICATED OTHERWISE.

D. USE OPEN KNOCK-OUT BOND BEAM BLOCKS. DO NOT USE TROUGH TYPE BLOCKS FOR BOND

BEAMS UNLESS NOTED OTHERWISE. TROUGH TYPE BLOCKS MAY BE USED FOR BOND BEAMS

WHICH ARE ALSO LINTELS AND ARE DIRECTLY ABOVE AN OPENING.

E. PROVIDE FACTORY FABRICATED (WELDED) HOT-DIPPED GALVANIZED CARBON STEEL LADDER

TYPE HORIZONTAL JOINT REINFORCEMENT IN CONFORMANCE WITH ASTM A951. HORIZONTAL

JOINT REINFORCING SHALL CONSIST OF AT LEAST TWO LONGITUDINAL WIRES OF W1.7

(MINIMUM) SPACED AT 8” O.C. BELOW FINISHED FLOOR AND AT PARAPETS, AND AT 16” O.C.

ABOVE FINISHED FLOOR UNLESS INDICATED OTHERWISE. SPACE CROSS WIRES NOT MORE

THAN 16” O.C.. LONGITUDINAL WIRES OF JOINT REINFORCEMENT SHALL BE FULLY EMBEDDED

IN MORTAR OR GROUT WITH A MINIMUM OF 5/8” COVER FROM EACH FACE.

5. LAP SPLICE AND EMBEDMENT LENGTHS FOR VERTICAL AND HORIZONTAL REINFORCING SHALL BE

IN ACCORDANCE WITH THE “REINFORCEMENT SPLICE SCHEDULE FOR CONCRETE MASONRY

WALLS” SHOWN ON THE STRUCTURAL DRAWINGS UNLESS NOTED OTHERWISE.

DOWELS FROM SUPPORTING CONCRETE MEMBERS SHALL EXTEND AT LEAST ONE LAP SPLICE

LENGTH INTO CONCRETE MASONRY WALLS UNLESS NOTED OR INDICATED OTHERWISE.

6. ALL VERTICAL REINFORCING BARS AT OPENING JAMBS SHALL EXTEND FULL HEIGHT OF WALL.

HORIZONTAL REINFORCING BARS AROUND PERIMETER OF OPENINGS SHALL EXTEND A MINIMUM

OF 24 INCHES OR 40 BAR DIAMETERS, WHICHEVER IS LARGER, PAST THE CORNER OF THE

OPENING. WHERE THE MINIMUM LENGTH CANNOT BE ACHIEVED, PROVIDE A STANDARD ACI 180

DEGREE HOOK AT END OF BAR.

7. BOND BEAMS, BEAMS, LINTELS, AND VERTICAL CELLS WHICH CONTAIN REINFORCING STEEL SHALL

BE FILLED SOLIDLY WITH GROUT.

8. VERTICAL CELLS TO BE GROUT FILLED SHALL HAVE VERTICAL ALIGNMENT SUFFICIENT TO

MAINTAIN A CLEAR UNOBSTRUCTED CONTINUOUS VERTICAL CELL NOT LESS THAN 2-1/2 INCHES X 3

INCHES IN PLAN DIMENSIONS.

9. HORIZONTAL BOND BEAM AND JOINT REINFORCING FOR INTERIOR AND EXTERIOR CMU WALLS

SHALL BE CONTINUOUS THROUGHOUT, EXCEPT AT MASONRY CONTROL JOINTS AND MASONRY

ISOLATION JOINTS REINFORCING SHALL BE AS FOLLOWS -

A. INTERMEDIATE HORIZONTAL BOND BEAM AND JOINT REINFORCING SHALL BE DISCONTINUOUS

AT MASONRY CONTROL JOINTS EXCEPT THAT REINFORCEMENT IN BOND BEAMS AT

STRUCTURALLY CONNECTED FLOOR AND ROOF DIAPHRAGM LEVELS AND BOND BEAMS AND

JOINT REINFORCING WITHIN 16 INCHES OF THE TOP OF WALLS SHALL BE CONTINUOUS

B. ALL HORIZONTAL BOND BEAM AND JOINT REINFORCING SHALL BE DISCONTINUOUS AT

MASONRY ISOLATION JOINTS.

10. LOCATION AND DETAILS OF CONCRETE MASONRY CONTROL JOINTS (MCJ) AND MASONRY

ISOLATION JOINTS (MIJ) IN REINFORCED CONCRETE MASONRY WALLS SHALL BE AS INDICATED ON

THE STRUCTURAL AND/OR ARCHITECTURAL DRAWINGS.

11. CONCRETE MASONRY UNITS IN CONTACT WITH SOIL OR RETAINING SOIL SHALL HAVE VOIDS

FILLED SOLID WITH GROUT.

12. CMU LINTELS SHALL CONSIST OF GROUT FILLED “U-SHAPED” TROUGH TYPE BOND BEAM UNITS.

CMU LINTELS SHALL BE IN ACCORDANCE WITH THE “CMU WALL LINTEL SCHEDULE” SHOWN ON THE

STRUCTURAL DRAWINGS UNLESS NOTED OTHERWISE.

13. ALL CMU WALLS AND LINTELS SHALL BE PLACED IN RUNNING COMMON BOND PATTERN.

14. THE CONTRACTOR SHALL SUBMIT A CMU WALL LAYOUT PLAN(S) AND ELEVATIONS FOR APPROVAL PRIOR TO BEGINNING CONSTRUCTION. THE CMU WALL LAYOUT PLAN(S) AND ELEVATIONS SHALL

BE SUBMITTED WITH THE REINFORCING SHOP DRAWINGS FOR THE SUPPORTING FOUNDATION OR

FRAMING LEVEL. THE CMU WALL LAYOUT PLAN(S) AND ELEVATIONS SHALL LOCATE VERTICAL AND

HORIZONTAL REINFORCING AND INDICATE DIMENSIONS FOR ALL CMU WALLS, OPENINGS,

MASONRY CONTROL AND ISOLATION JOINTS, CUT BLOCK UNITS, AND ALL CMU VERTICAL AND

HORIZONTAL CELLS. CMU VERTICAL AND HORIZONTAL CELLS THAT WILL BE GROUTED,

REINFORCED, AND CONTAIN DOWELS SHALL BE IDENTIFIED AND LOCATED ON THE CMU LAYOUT

PLAN(S) AND ELEVATIONS.

15. NO ALUMINUM SHALL BE EMBEDDED IN CMU WALLS. CONDUITS, PIPES, AND SLEEVES SHALL NOT

BE EMBEDDED IN CMU WALLS. HORIZONTAL PENETRATIONS THRU CMU WALLS SHALL BE

COORDINATED NOT TO CONFLICT WITH REINFORCING AND SHALL BE LOCATED AND DIMENSIONED

ON CMU WALL ELEVATIONS THAT ARE PART OF THE CMU WALL REINFORCING SHOP DRAWINGS.

HORIZONTAL PENETRATIONS THRU CMU WALLS SHALL BE SLEEVED OR FORMED. CORE DRILLING

WILL NOT BE ALLOWED. THE NUMBER AND SPACING OF ADJACENT SLEEVES AND FORMED

OPENINGS SHALL BE COORDINATED WITH THE STRUCTURAL ENGINEER OF RECORD PRIOR TO

INSTALLATION TO PREVENT ANY IMPACT ON STRUCTURAL CAPACITY OR PERFORMANCE.

16. ALL CONCRETE MASONRY WALLS SHOWN ON THE ARCHITECTURAL AND STRUCTURAL DRAWINGS HAVE BEEN DESIGNED TO RESIST THE REQUIRED CODE VERTICAL AND LATERAL FORCES APPLIED TO THEM IN THE FINAL CONSTRUCTED CONFIGURATION ONLY ASSUMING FULL LATERAL SUPPORT AT THE TOP, BOTTOM, AND/OR SIDE OF WALL AS INDICATED. IT IS THE RESPONSIBILITY OF THE

CONTRACTOR TO PROPERLY AND ADEQUATELY BRACE ALL CONCRETE MASONRY WALLS AT ALL

STAGES DURING CONSTRUCTION TO RESIST ERECTION LOADS AND LATERAL LOADS THAT COULD

POSSIBILY BE APPLIED TO THEM PRIOR TO COMPLETION OF CONSTRUCTION.

17. REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS FOR

DIMENSIONS, OPENING SIZES, LOCATIONS AND ADDITIONAL INFORMATION AND REQUIREMENTS.

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F. STRUCTURAL STEEL F. STRUCTURAL STEEL - CONTINUED

GENERAL STRUCTURAL NOTES

G. STEEL DECK - CONTINUED

G. STEEL DECK

1. ALL STRUCTURAL STEEL HAS BEEN DESIGNED AND SHALL BE FABRICATED AND ERECTED IN

ACCORDANCE WITH THE “BUILDING CODE”, ANSI/AISC 360-16 “SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS” (JULY 7, 2016), AND THE AISC STEEL CONSTRUCTION MANUAL (15TH EDITION).

A. STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE

REQUIREMENTS OF THE CURRENT OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION

(OSHA) STEEL ERECTION STANDARDS 29-CFR, PART 1926, SUBPART R.

2. STRUCTURAL STEEL SHALL BE FABRICATED IN AN AISC CERTIFIED FABRICATION PLANT,

CATEGORY BU (FORMERLY CATEGORY STD). STRUCTURAL STEEL MUST BE ERECTED BY AN AISC

CERTIFIED ERECTOR, CATEGORY CSE.

3. STRUCTURAL STEEL SHALL MEET THE FOLLOWING REQUIREMENTS UNLESS NOTED OTHERWISE

ON THE DRAWINGS -

TYPE ASTM GRADE

FY (MIN.)

(KSI)

STRUCTURAL WIDE FLANGE BEAMS AND COLUMNS (W-SHAPES) A992 ------- 50

STRUCTURAL TEES (WT-SHAPES) A992 ------- 50

STRUCTURAL CHANNELS AND ANGLES (C, MC, AND L-SHAPES) A36 ------- 36

STRUCTURAL PLATES AND BARS (TYPICAL U.N.O.) A36 ------- 36

STRUCTURAL PLATES AND BARS (BEAM COLUMN CONTINUITY

PLATES AND DOUBLER PLATES)

A572 50 50

RAISED PATTERN FLOOR PLATES A786 ------- 36

STRUCTURAL STEEL PIPE A53

B, TYPE

E OR S

HOLLOW STRUCTURAL SECTIONS (HSS-SHAPES —

RECTANGULAR OR SQUARE)

A500 C 50

HOLLOW STRUCTURAL SECTIONS (HSS-SHAPES - ROUND) A500 C 46

THREADED RODS A36 ------- 36

STRUCTURAL ANCHOR RODS* F1554** ------- 36

STRUCTURAL HIGH STRENGTH BOLTS (CONVENTIONAL) F3125 A325 Fu = 120 KSI

STRUCTURAL HIGH STRENGTH BOLTS (TWIST-OFF) F3125 F1852 Fu = 120 KSI

STRUCTURAL HIGH STRENGTH BOLTS (CONVENTIONAL) F3125 A490 Fu = 150 KSI

STRUCTURAL HIGH STRENGTH BOLTS (TWIST-OFF) F3125 F2280 Fu = 150 KSI

STEEL HEADED STUD ANCHORS A108 TYPE B 51, Fu=65 KSI

* STRUCTURAL ANCHOR RODS SHALL MEET THE REQUIREMENTS OF A DUCTILE STEEL ELEMENT

PER ACI 318. A DUCTILE STEEL ELEMENT HAS TENSILE TEST ELONGATION OF AT LEAST 14

PERCENT AND REDUCTION IN AREA OF AT LEAST 30 PERCENT.

** WITH WELDABILITY SUPPLEMENT S1 AND CARBON EQUIVALENT FORMULA PER ASTM F1554

SECTION 1.5.2.1

4.

STRUCTURAL STEEL CONNECTIONS -

A. ALL STRUCTURAL STEEL CONNECTIONS NOT DETAILED OR NOTED OTHERWISE SHALL BE

PROVIDED BY THE CONTRACTOR AS A DELEGATED ENGINEERED SYSTEM. THE DELEGATED

ENGINEERED SYSTEM SHALL BE DESIGNED AND DETAILED BY THE CONTRACTOR’S AND/OR

STRUCTURAL STEEL FABRICATOR’S QUALIFIED DELEGATED ENGINEER. THE QUALIFIED

DELEGATED ENGINEER SHALL HAVE A MINIMUM OF FIVE YEARS PREVIOUS EXPERIENCE IN THE

DESIGN AND DETAILING OF THE TYPE OF DELEGATED ENGINEERED SYSTEM INDICATED ON THE

CONTRACT DOCUMENTS AND SHALL BE A PROFESSIONAL ENGINEER REGISTERED IN THE

STATE WHERE THE PROJECT IS LOCATED.

THE QUALIFIED DELEGATED ENGINEER SHALL PREPARE AND SUBMIT SIGNED AND SEALED

SHOP DRAWINGS AND CALCULATIONS FOR THE DELEGATED ENGINEERED SYSTEM. ALL

SUBMITTALS FROM THE QUALIFIED DELEGATED ENGINEER MUST BE APPROVED BY THE

STRUCTURAL ENGINEER OF RECORD PRIOR TO THE START OF FABRICATION OF THE SYSTEM

OR COMPONENT PART AND PRIOR TO ANY FIELD CONSTRUCTION THAT MAY BE AFFECTED BY

THE SYSTEM OR COMPONENT PART.

B. ALL NON-COMPOSITE AND COMPOSITE STEEL BEAM SHEAR CONNECTIONS SHALL BE AS

SHOWN ON THE “TYPICAL BEAM CONNECTION SCHEDULE”.

C. ALL MOMENT CONNECTIONS INDICATED ( ►) ON THE DRAWINGS SHALL DEVELOP THE FULL

MOMENT CAPACITY OF THE CONNECTED MEMBERS. MOMENT CONNECTIONS SHALL BE

WELDED FLANGES WITH WELDED SHEAR PLATES UNLESS INDICATED OTHERWISE.

D. BOLTS CONNECTING STRUCTURAL STEEL SHALL BE “TWIST-OFF TYPE” TENSION-CONTROL

STRUCTURAL BOLT/NUT/WASHER ASSEMBLIES MEETING THE REQUIREMENTS OF ASTM F3125

GRADE F1852 AND SHALL CONFORM TO RCSC “SPECIFICATION FOR STRUCTURAL JOINTS

USING HIGH STRENGTH BOLTS”. FOR LOCATIONS WHERE “TWIST-OFF TYPE” TENSION-

CONTROL STRUCTURAL BOLT/NUT/WASHER ASSEMBLIES CANNOT BE INSTALLED, BOLTS

CONNECTING STRUCTURAL STEEL SHALL BE ASTM F3125 GRADE A325-N (BEARING TYPE) HIGH

STRENGTH BOLTS UNLESS INDICATED OTHERWISE.

E. BOLTS SHALL BE INSTALLED IN STANDARD SIZE HOLES UNLESS NOTED OTHERWISE. DO NOT

USE OVERSIZED HOLES OR SLOTTED HOLES FOR ANY CONNECTIONS UNLESS SPECIFICALLY

INDICATED ON THE CONTRACT DOCUMENTS OR APPROVED IN WRITING BY THE STRUCTURAL

ENGINEER OF RECORD.

F. ASTM F3125 GRADE A325 HIGH STRENGTH BOLTS SHALL BE TIGHTENED "SNUG TIGHT" PER

RCSC “SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS” UNLESS

NOTED OTHERWISE.

5. ALL WELDING FOR STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH AISC 360 AND AWS D1.1-15 “STRUCTURAL WELDING CODE — STEEL”. ALL WELDS SHALL USE E70XX ELECTRODES (Fu = 70 KSI)

UNLESS NOTED OTHERWISE.

6. STEEL FRAMING CONNECTIONS SHALL BE TIGHTENED, COLUMNS SHALL BE LEVELED, AND GROUT

SHALL BE IN PLACE BENEATH COLUMN BASE PLATES BEFORE STEEL DECKING IS ATTACHED TO

FRAMING.

7. SPLICES IN STRUCTURAL STEEL MEMBERS SHALL BE ALLOWED ONLY AT LOCATIONS SPECIFICALLY INDICATED ON THE STRUCTURAL DRAWINGS UNLESS APPROVED IN WRITING BY THE STRUCTURAL

ENGINEER OF RECORD PRIOR TO FABRICATION AND CONSTRUCTION.

8. ALL COPES, HOLES, OPENINGS AND MODIFICATIONS REQUIRED IN STRUCTURAL STEEL MEMBERS

FOR ERECTION OR THE WORK OF OTHER TRADES SHALL BE SHOWN ON THE STRUCTURAL STEEL

SHOP DRAWINGS AND REQUIRE APPROVAL BY THE STRUCTURAL ENGINEER OF RECORD PRIOR TO

FABRICATION.

9. FIELD MODIFICATIONS (HOLES, LENGTH ADJUSTMENTS, ETC.) TO STRUCTURAL STEEL MEMBERS

AND CONNECTIONS ARE PROHIBITED WITHOUT PRIOR APPROVAL BY THE STRUCTURAL ENGINEER

OF RECORD.

10. HOT DIP GALVANIZE ALL STEEL SHELF ANGLES AND STEEL FRAMING MEMBERS, SUPPORTS, AND

EMBEDMENTS WHERE EXPOSED TO THE WEATHER. HOT DIP GALVANIZE ALL STEEL FRAMING

MEMBERS AND SUPPORTS WHERE LOCATED IN EXTERIOR WALLS AND WHERE OTHERWISE

INDICATED.

11. WHERE NO CAMBER IS INDICATED, FABRICATE STEEL BEAMS SO THAT ANY NATURAL

CAMBER IS UPWARD AFTER ERECTION.

1. STEEL DECKS SHALL COMPLY WITH THE REQUIREMENTS OF THE “BUILDING CODE” AND THE

REFERENCED ANSI/SDI STANDARDS FOR STEEL DECKS.

2. COMPOSITE STEEL DECK SHALL BE 2-INCH AND 1 1/2-DEEP COMPOSITE GALVANIZED (G60) STEEL COMPOSITE DECK WITH AN UNCOATED DESIGN THICKNESS OF 0.0358 IN. (20 GA.). SHEET STEEL FOR GALVANIZED DECK SHALL CONFORM TO ASTM A653, STRUCTURAL STEEL SHEET. THE 2-INCH DEEP COMPOSITE STEEL DECK SHALL HAVE A MINIMUM YIELD STRENGTH OF 50 KSI, A MINIMUM Ip OF 0.403 IN.^4/FT., A MINIMUM In OF 0.402 IN.^4/FT., A MINIMUM Sp OF 0.326 IN.^3/FT., AND A MINIMUM Sn OF 0.337 IN.^3/FT. (VULCRAFT 2VLI OR APPROVED EQUIVALENT). THE 1 1/2-INCH DEEP COMPOSITE STEEL DECK SHALL HAVE A MINIMUM YIELD STRENGTH OF 50 KSI, A MINIMUM Ip OF

0.182 IN.^4/FT., A MINIMUM In OF 0.216 IN.^4/FT., A MINIMUM Sp OF 0.218 IN.^3/FT., AND A MINIMUM Sn

OF 0.226 IN.^3/FT. (VULCRAFT 1.5VLI OR APPROVED EQUIVALENT). DECKING SHALL BE

CONTINUOUS OVER A MINIMUM OF THREE SUPPORTS WITHOUT INTERRUPTION. EACH DECK UNIT

SHALL BE ATTACHED TO SUPPORTING…