W912HN-21-B-3002_VOL1B.pdf

AS

A

D

VE

R

TI

SE

D

D

VE

R

TI

D

VE

R

TI

D

VE

R

TI

D

VE

R

TI

D

VE

R

TI

D

VE

R

TI

D

VE

R

TI

APPLICABLE CODES AND STANDARDS

1. UNIFIED FACILITIES CRITERIA, INCLUDING

A. UFC 1-200-01 DOD BUILDING CODE, 20 JUNE 2016

(CHANGE 2, 1 NOVEMBER 2018)

B. UFC 3-301-01 STRUCTURAL ENGINEERING, 1 JUNE 2013

(CHANGE 4, 1 NOVEMBER 2018)

C. UFC 3-310-04 SEISMIC DESIGN OF BUILDINGS, 1 JUNE 2013

(CHANGE 1, 20 JUNE 2016)

D. UFC 4-010-01

DOD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS, 12 DECEMBER 2018

E. UFC 4-023-03 DESIGN OF BUILDINGS TO RESIST PROGRESSIVE COLLAPSE,

14 JULY 2009 (CHANGE 3, 1 NOVEMBER 2016)

2. INTERNATIONAL BUILDING CODE, 2015 EDITION

3. AMERICAN CONCRETE INSTITUTE, BUILDING CODE REQUIREMENTS FOR

REINFORCED CONCRETE (ACI 318-14).

4. AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC):

SPECIFICATION FOR STRUCTURAL STEEL BUIDLINGS (AISC 360-10) AND

STEEL CONSTRUCTION MANUAL, 14TH EDITION.

5. AMERICAN WELDING SOCIETY (AWS) D1.1, D1.3, D1.4, D1.8.

6. MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES (ASCE 7-10).

7. STEEL DECK INSTITUTE SPECIFICATIONS AND LOAD TABLES.

8. ASTM MATERIAL STANDARDS AS NOTED.

9. AISI SPECIFICATIONS FOR DESIGN OF COLD FORMED STEEL STRUCTURAL MEMBERS

(AISI S100).

10. BUILDING CODE REQUIREMENTS AND SPECIFICATIONS FOR MASONRY STRUCTURES

(ACI 530-13 AND ACI 530.1-13).

11. SEISMIC EVALUATION AND RETROFIT OF EXISTING BUILDINGS (ASCE 41-13)

12. US ARMY CORPS OF ENGINEERS SAVANNAH DISTRICT DESIGN MANUAL FOR MILITARY

CONSTRUCTION, VOLUME I (JUNE 2016) AND VOLUME II (OCTOBER 2015)

13. AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC):

SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS (AISC 341-10) AND

SEISMIC DESIGN MANUAL, 2ND EDITION.

DESIGN LOADS

1. DEAD LOAD

ACTUAL WEIGHT OF MATERIALS USED AND THE FOLLOWING ALLOWANCES:

MEP ALLOWANCE 10 PSF

FLOOR FINISHES 10 PSF

RAISED ACCESS FLOOR 15 PSF

BUILT UP FLOOR 60 PSF

ROOFING 15 PSF

EXTERIOR WALL 25 PSF

ROOF PAD & CURB ALLOWANCE 50 PSF

2. LIVE LOAD

CLASS ROOMS & OFFICES 65 PSF (INCLUDES PARTITION ALLOWANCE)

LOBBIES/CONFERENCE ROOMS 100 PSF

CORRIDORS – FIRST FLOOR 100 PSF

CORRIDORS – ABOVE FIRST FLOOR 80 PSF

MECHANICAL EQUIPMENT ROOMS 150 PSF

STORAGE (LIGHT) 125 PSF

ELECTRICAL AND SERVER ROOMS 150 PSF

ROOFS (NON-MECH) 20 PSF

ROOFS (MECH) 100 PSF

STAIRS AND EXITS 100 PSF

SEE S-101 TO S-105 FOR LOADING PLANS

4. SNOW LOAD

GROUND SNOW LOAD, Pg = 10 PSF FLAT ROOF SNOW LOAD, Pf = 7.7 PSF MINIMUM SNOW LOAD, Pm = 11 PSF

SNOW EXPOSURE FACTOR, Ce = 1.0

SNOW LOAD IMPORTANCE FACTOR, I = 1.1

THERMAL FACTOR, Ct = 1.0

ADDITIONAL SNOW DRIFTS PER BUILDING CODE

5. WIND LOAD

RISK CATEGORY = III

ULTIMATE DESIGN WIND SPEED, Vult = 120 MPH NOMINAL DESIGN WIND SPEED, Vasd = 93 MPH

WIND EXPOSURE = C

INTERNAL PRESSURE COEFFICIENT = = +/- 0.18

DESIGN WIND PRESSURES FOR COMPONENTS AND CLADDING (ULTIMATE)

TRIBUTARY AREA

ZONE 10SF 50SF 100SF

ROOF ZONE 1 (NEG) -42.5 PSF -40.0 PSF -39.0 PSF

ROOF ZONE 2, 3 (NEG) -71.3 PSF -53.7 PSF -46.1 PSF

ROOF ZONE 1 (POS) 17.4 PSF 16.0 PSF 16.0 PSF

ROOF ZONE 2, 3 (POS) 39.0 PSF 34.9 PSF 33.2 PSF

OVERHANG ZONE 2 -61.2 PSF -58.7 PSF -57.6 PSF

OVERHANG ZONE 3 -100.8 PSF -50.8 PSF -29.0 PSF

WALL ZONE 4 (NEG) -42.2 PSF -38.2 PSF -36.4 PSF

WALL ZONE 5 (NEG) -51.9 PSF -43.9 PSF -40.4 PSF

WALL ZONES 4,5 (POS) 39.0 PSF 34.9 PSF 33.2 PSF

PARAPETS (POS/NEG) 110.3 PSF 88.6 PSF 79.3 PSF

LOCATIONS OF ZONES 1 THROUGH 5 ARE DEFINED PER ASCE 7-10.

WIDTH OF ZONES 2, 3 AND 5 MEASURED FROM BUILDING’S EDGE a = 26.4 FT.

SEE S-005 AND S-006 FOR COMPONENTS AND CLADDING PRESSURE MAP

NORTH BAR N-S DIRECTION

WIND DESIGN BASE SHEAR V = 590 KIPS

NORTH BAR E-W DIRECTION

WIND DESIGN BASE SHEAR V = 315 KIPS

CONNECTOR N-S DIRECTION

WIND DESIGN BASE SHEAR V = 340 KIPS

CONNECTOR E-W DIRECTION

WIND DESIGN BASE SHEAR V = 1150 KIPS

SOUTH BAR N-S DIRECTION

WIND DESIGN BASE SHEAR V = 610 KIPS

SOUTH BAR E-W DIRECTION

WIND DESIGN BASE SHEAR V = 360 KIPS

6. SEISMIC LOAD

RISK CATEGORY = III

SEISMIC IMPORTANCE FACTOR, Ie = 1.25 MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETERS: Ss = 0.274, S1 = 0.108 DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS: Sds = 0.219, Sd1 = 0.122

SITE CLASS: C

SEISMIC DESIGN CATEGORY: B

ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE

NORTH BAR N-S DIRECTION

BASIC SEISMIC FORCE-RESISTING SYSTEM:

STEEL BRACED FRAMES NOT DETAILED FOR SEISMIC RESISTANCE

RESPONSE MODIFICATION COEFFICIENT R = 3

SYSTEM OVERSTRENGTH FACTOR ΩO = 3

DEFLECTION AMPLIFICATION FACTOR Cd = 3 SEISMIC RESPONSE COEFFICIENT Cs = 0.0656

DESIGN BASE SHEAR V = 470 KIPS

NORTH BAR E-W DIRECTION

BASIC SEISMIC FORCE-RESISTING SYSTEM:

STEEL MOMENT FRAMES NOT DETAILED FOR SEISMIC RESISTANCE

RESPONSE MODIFICATION COEFFICIENT R = 3

SYSTEM OVERSTRENGTH FACTOR ΩO = 3

DEFLECTION AMPLIFICATION FACTOR Cd = 3 SEISMIC RESPONSE COEFFICIENT Cs = 0.038

DESIGN BASE SHEAR V = 275 KIPS

CONNECTOR N-S DIRECTION

BASIC SEISMIC FORCE-RESISTING SYSTEM:

STEEL MOMENT FRAMES NOT DETAILED FOR SEISMIC RESISTANCE

RESPONSE MODIFICATION COEFFICIENT R = 3

SYSTEM OVERSTRENGTH FACTOR ΩO = 3

DEFLECTION AMPLIFICATION FACTOR Cd = 3 SEISMIC RESPONSE COEFFICIENT Cs = 0.038

DESIGN BASE SHEAR V = 430 KIPS

CONNECTOR E-W DIRECTION

BASIC SEISMIC FORCE-RESISTING SYSTEM:

STEEL BRACED FRAMES NOT DETAILED FOR SEISMIC RESISTANCE

RESPONSE MODIFICATION COEFFICIENT R = 3

SYSTEM OVERSTRENGTH FACTOR ΩO = 3

DEFLECTION AMPLIFICATION FACTOR Cd = 3 SEISMIC RESPONSE COEFFICIENT Cs = 0.0758

DESIGN BASE SHEAR V = 850 KIPS

SOUTH BAR N-S DIRECTION

BASIC SEISMIC FORCE-RESISTING SYSTEM:

STEEL BRACED FRAMES NOT DETAILED FOR SEISMIC RESISTANCE

RESPONSE MODIFICATION COEFFICIENT R = 3

SYSTEM OVERSTRENGTH FACTOR ΩO = 3

DEFLECTION AMPLIFICATION FACTOR Cd = 3 SEISMIC RESPONSE COEFFICIENT Cs = 0.0913

DESIGN BASE SHEAR V = 650 KIPS

SOUTH BAR E-W DIRECTION

BASIC SEISMIC FORCE-RESISTING SYSTEM:

STEEL MOMENT FRAMES NOT DETAILED FOR SEISMIC RESISTANCE

RESPONSE MODIFICATION COEFFICIENT R = 3

SYSTEM OVERSTRENGTH FACTOR ΩO = 3

DEFLECTION AMPLIFICATION FACTOR Cd = 3 SEISMIC RESPONSE COEFFICIENT Cs = 0.038

DESIGN BASE SHEAR V = 290 KIPS

ANTI-TERRORISM/FORCE PROTECTION CRITERIA

NEW BUILDING LOCATION NEW CONSTRUCTION WITHIN

A CONTROLLED PERIMETER

BUILDING CATEGORY PRIMARY GATHERING BUILDING

DESIGN LEVEL OF PROTECTION (LOP) MINIMUM

CONVENTIONAL CONSTR STANDOFF DISTANCE N/A (CONTROLLED PERIMETER > 200 FEET)

APPLICABLE EXPLOSIVE WEIGHT CLASS N/A (CONTROLLED PERIMETER > 200 FEET)

PROGRESSIVE COLLAPSE CRITERIA APPLIES ALTERNATE PATH AND ENHANCED LOCAL

RESISTANCE (OCCUPANCY III)

PROGRESSIVE COLLAPSE DESIGN DATA

THE DESIGN OF THE BUILDING IS IN ACCORDANCE WITH UFC 4-023-03, 14

JULY 2009 (CHANGE 3, 1 NOVEMBER 2016). FUTURE ADDITIONS AND

ALTERATIONS TO THIS STRUCTURE SHALL NOT JEOPARDIZE THE REQUIREMENTS

FOR PROGRESSIVE COLLAPSE RESISTANCE.

1. RISK CATEGORY III

2. PROGRESSIVE COLLAPSE RESISTANCE DESIGN

A. ALTERNATE PATH METHOD

B. ENHANCED LOCAL RESISTANCE

FOUNDATION DESIGN

1. THE FOUNDATION DESIGN IS BASED UPON THE GEOTECHNICAL REPORT

PREPARED BY:

Soils Section, Geotechnical & HTRW Branch, U.S. Army Engineer District, Savannah

REPORT NAME: SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING REPORT, CYBER

CENTER OF EXCELLENCE, SCI MISSION COMMAOND, UNIVERSITY REGISTRAR,

FORCE MODERNIZATION AND PROPONENCY FACILITY (MCA-2)

FY 20, PN 88725, FORT GORDON, GEORGIA

DATED: JULY 2019

2. COLUMN FOOTINGS AND WALL FOOTINGS SHALL BE SUPPORTED BY SOILS WITH MINIMUM

BEARING CAPACITY OF 5,000 PSF. DENSIFY AND STRENGTHEN SOILS, AS REQUIRED, BY USE OF

AGGREGATE PIERS (AP) AS INDICATED IN THE GEOTECHNICAL REPORT AND SPECIFICATION

DIVISION 31. SOIL IMPROVEMENT CALCULATIONS SHALL BE SEALED BY A PROFESIONAL

ENGINEER LICENSED IN GEORGIA. INSTALLATION SHALL BE BY A QUALIFIED

PROFESSIONAL ENGINEER LICENSED IN GEORGIA EXPERIENCED IN THE CHOSEN METHOD.

3. SUITABLE BACKFILL SOILS SHALL BE PLACED TO RAISE EXISTING GRADE LEVEL TO THE

FINAL GRADE LEVEL AS SHOWN ON CIVIL AND STRUCTURAL DRAWINGS.

4. FROST DEPTH = 0 inches

5. ENGINEERING PROPERTIES OF SOIL:

AT-REST EARTH PRESSURE COEFFICIENT Ko = 0.50 ACTIVE EARTH PRESSURE COEFFICIENT Ka = 0.33 PASSIVE EARTH PRESSURE COEFFICIENT Kp = 3.00

SOIL - CONCRETE FRICTION COEFFICIENT = 0.35

SOIL BACKFILL INTERNAL FRICTION ANGLE = 30 DEGREES

MOIST UNIT WEIGHT 120 PCF

SATURATED UNIT WEIGHT 125 PCF

6. SLABS-ON-GRADE SHALL BE UNDERLAIN BY A VAPOR RETARDER OVER A MINIMUM 4 INCH

CAPILLARY BARRIER COMPOSED OF NO. 57, 67, 78, OR 89 STONE. VERTICAL

MODULUS OF SUBGRADE REACTION = 150 PCI

7. SUITABLE BACKFILL SOILS SHALL BE PLACED IN ACCORDANCE WITH THE RECOMMENDATIONS

PRESENTED IN THE GEOTECHNICAL REPORT. BACKFILL SOILS SHOULD BE PLACED IN LIFTS

NO MORE THAN 8 INCHES LOOSE THICKNESS. STRUCTURAL FILL AND SUBGRADES TO BE

COMPACTED TO AT LEAST 92% MAXIMUM DRY DENSITY. THE TOP TWO FEET OF ALL AREAS

TO RECEIVE PAVEMENT OR STRUCTURE SHALL BE COMPACTED TO AT LEAST 95% MAXIMUM DRY

DENSITY. BASE COURSE BENEATH PAVED AREAS TO BE COMPACTED TO 100% MAXIMUM DRY

DENSITY.

MATERIALS OF CONSTRUCTION

1. NORMAL WEIGHT CONCRETE 28 DAY COMPRESSIVE STRENGTH

GENERAL STRUCTURAL CONCRETE f’c = 4,000 PSI

2. LIGHTWEIGHT CONCRETE: 115 PCF

PLUS OR MINUS 3 PCF

CONCRETE FILL ON METAL DECK f’c = 3,000 PSI

3. REINFORCING STEEL – ASTM A615 GRADE 60 Fy = 60 KSI REINFORCING STEEL TO BE WELDED – ASTM A706 Fy = 60 KSI

4. WELDED WIRE REINFORCEMENT – ASTM A1064 Fy = 70 KSI

5. DEFORMED BAR ANCHORS – ASTM A496 Fy = 70 KSI

6. STRUCTURAL STEEL

WIDE FLANGE AND TEE SHAPES - ASTM A992 Fy = 50 KSI ANGLES, CHANNELS AND PLATES - ASTM A36 Fy = 36 KSI PLATES – ASTM A572 Fy = 50 KSI HSS RECTANGULAR AND SQUARE - ASTM A500 GRADE C Fy = 50 KSI HSS ROUND - ASTM A500 GRADE C Fy = 46 KSI

COMMON GRADE BOLTS – A307

HIGH STRENGTH BOLTS - ASTM F1852 Fu = 120 KSI HIGH STRENGTH BOLTS – ASTM F2280 Fu = 150 KSI

SHEAR STUD CONNECTORS – ASTM A108

ANCHOR RODS - ASTM F1554 GRADE 55 w/S1 SUPPLEMENT Fy = 55 KSI

NUTS – ASTM A563 GRADE D HEAVY HEX

WELDING ELECTRODES - E70XX

METAL ROOF DECKING (GALVANIZED)

ASTM A653 G90 (Z275) ZINC COATING Fy = 33 KSI

STRUCTURAL QUALITY

COMPOSITE METAL FORM DECK (GALVANIZED)

ASTM A653 G60 (Z180) ZINC COATING Fy = 50 KSI

STRUCTURAL QUALITY

7. MASONRY

CONCRETE MASONRY ASSEMBLY f'm = 2000 PSI CONCRETE MASONRY UNITS: ASTM C-90 f’c = 2000 PSI (NET AREA) MIN.

GROUT: ASTM C476, f’g = 2000 PSI MIN.

MORTAR: ASTM C270, TYPE S,

JOINT REINFORCEMENT: ASTM A951 LADDER TYPE Fy = 70 KSI

8. NON-SHRINK GROUT AND NON-METALLIC GROUT f'c = 4000 PSI AT 7 DAYS AT BASE PLATES AND BEARING PLATES f'c = 8000 PSI AT 28 DAYS

CONSTRUCTION NOTES

A. GENERAL CONSTRUCTION NOTES

1. STRUCTURAL DRAWINGS SHOULD NOT BE SCALED. PRINTED DIMENSIONS HAVE

PRECEDENCE OVER SCALED DRAWINGS AND LARGE SCALE OVER SMALL.

2. ALL DRAWINGS AND SPECIFICATIONS ARE CONSIDERED TO BE A PART OF THE CONTRACT

DOCUMENTS. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE CIVIL,

ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR LOCATION AND

SIZE OF OPENINGS, BLOCKOUTS, FLOOR DEPRESSIONS, CURBS, DIMENSIONS, ETC. NOT

INDICATED ON THE STRUCTURAL DRAWINGS. THE LOCATION AND SIZE OF MECHANICAL

AND ELECTRICAL OPENINGS IN SLABS, WALLS AND DECKS SHALL BE COORDINATED BY

THE CONTRACTOR. PROVIDE ALL ADDITIONAL FRAMING OR REINFORCING TO ACCOMMODATE

OPENINGS AS REQUIRED BY THE APPLICABLE STANDARD DETAILS SHOWN ON THE STRUCTURAL

DRAWINGS. NO HOLES, NOTCHES, BLOCKOUTS, ETC. ARE ALLOWED IN STRUCTURAL MEMBERS

UNLESS DETAILED ON THE STRUCTURAL DRAWINGS OR APPROVED BY THE STRUCTURAL ENGINEER.

3. WHERE DIMENSIONS ARE PROVIDED FOR OPENINGS, BLOCKOUTS, FLOOR DEPRESSIONS,

CURBS, ETC., BUT MAY BE AFFECTED BY THE EQUIPMENT PURCHASED, THE

CONTRACTOR SHALL VERIFY THE INFORMATION PROVIDED PRIOR TO CONSTRUCTION.

4. PROVIDE CONCRETE EQUIPMENT PADS AND INERTIAL BASES FOR MECHANICAL AND

ELECTRICAL INSTALLATIONS. CONSTRUCT PADS AND BASES IN ACCORDANCE WITH THE

TYPICAL DETAILS. SEE MECHANICAL AND ELECTRICAL DRAWINGS FOR LIMITS AND

LOCATIONS.

5. THE CONTRACTOR SHALL VISIT THE SITE AND FAMILIARIZE HIMSELF WITH EXISTING

CONDITIONS, CHECK AND VERIFY EXISTING DIMENSIONS AND TAKE ADDITIONAL

MEASUREMENTS AS NEEDED. NOTIFY ARCHITECT OF ANY DISCREPANCY BETWEEN ACTUAL

CONDITIONS AND INDICATED CONDITIONS. MODIFICATION OF DETAILS OF CONSTRUCTION

SHALL NOT BE MADE WITHOUT WRITTEN APPROVAL OF THE ARCHITECT OR STRUCTURAL

ENGINEER.

6. CONTRACTOR SHALL PROVIDE AND BE RESPONSIBLE FOR THE PROTECTION AND REPAIR

OF ADJACENT EXISTING SURFACES AND AREAS WHICH MAY BE DAMAGED BY NEW WORK.

7. ALL COLUMNS AND FOUNDATIONS, UNLESS NOTED OTHERWISE, SHALL BE CENTERED ON

GRIDLINES IN EACH DIRECTION. BEAMS SHALL BE EQUALLY SPACED BETWEEN COLUMN

CENTERLINES UNLESS NOTED OTHERWISE.

8. TYPICAL DETAILS SHALL APPLY IN GENERAL CONSTRUCTION UNLESS SPECIFICALLY

DETAILED. WHERE NO DETAILS ARE GIVEN, CONSTRUCTION SHALL BE AS SHOWN FOR

SIMILAR WORK.

9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADEQUATE DESIGN AND CONSTRUCTION

OF ALL FORMS, SHORING AND TEMPORARY BRACING. THE CONTRACTOR SHALL PROVIDE

ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE AND SAFETY OF WORKMEN

DURING CONSTRUCTION.

A. DO NOT PLACE CONSTRUCTION MATERIALS OR OTHER CONSTRUCTION LOADS ON THE

STRUCTURE SUCH THAT THE LOADS PLACED EXCEED THE CAPACITY OF THE STRUCTURE.

B. TAKE INTO CONSIDERATION THAT FULL STRUCTURAL CAPACITY OF MANY STRUCTURAL

MEMBERS IS NOT REALIZED UNTIL STRUCTURAL ASSEMBLY IS COMPLETE; THAT IS,

UNTIL SLABS, DECKS, DIAGONAL BRACING AND SHEAR WALLS ARE INSTALLED.

C. PROVIDE TEMPORARY BRACING AND GUYING TO PROVIDE STABILITY AND RESIST

ALL LOADS TO WHICH THE PARTIALLY COMPLETED STRUCTURE MAY BE

SUBJECTED INCLUDING ERECTION EQUIPMENT AND ITS OPERATION. ADEQUACY

OF TEMPORARY BRACING AND GUYING FOR THIS PURPOSE IS THE SOLE

RESPONSIBILITY OF THE CONTRACTOR.

B. EARTHWORK AND FOUNDATIONS

1. ALL EARTHWORK, SOIL MODIFICATION, DEWATERING, AND SITE PREPARATION SHALL BE

PERFORMED IN STRICT ACCORDANCE WITH THE SPECIFICATIONS AND THE GEOTECHNICAL

REPORT. EXISTING SOILS SHALL BE MODIFIED AS INDICATED IN THE FOUNDATION

DESIGN GENERAL NOTES. ALL FOUNDATION EXCAVATIONS SHALL BE OBSERVED AND APPROVED

BY THE GEOTECHNICAL ENGINEER. SUITABLE BACKFILL SOILS SHALL BE PLACED TO RAISE

EXISTING GRADE LEVEL TO THE FINAL GRADE LEVEL AS SHOWN ON CIVIL AND STRUCTURAL

DRAWINGS.

2. ANY EXISTING FILLS OR UNSUITABLE SOILS AS DETERMINED BY THE GEOTECHNICAL ENGINEER

SHALL BE EXCAVATED AND REPLACED WITH PROPERLY COMPACTED FILL.

3. EXTREME CARE SHALL BE EXERCISED WHEN EXCAVATING OR GRADING ADJACENT TO

EXISTING STRUCTURES OR IMPROVEMENTS SO AS NOT TO DAMAGE OR UNDERMINE

FOUNDATIONS, WALLS, SLABS, UTILITIES, ETC.

4. DO NOT EXCAVATE BELOW THE BEARING ELEVATION OF ANY COMPLETED FOOTING NOR

ANY CLOSER TO THE FOOTING THAN A SLOPE OF TWO HORIZONTAL (MEASURED FROM

EDGE OF FOOTING TO NEAREST POINT IN EXCAVATION) TO ONE VERTICAL.

5. HORIZONTAL CONSTRUCTION JOINTS IN COLUMN FOOTINGS, SLABS ON GRADE

AND MAT FOUNDATIONS ARE NOT PERMITTED.

6. PROVIDE DOWELS FOR ALL WALLS EMBEDDED INTO COLUMN FOOTINGS, MAT FOUNDATIONS

AND GRADE BEAMS. DOWELS SHALL BE THE SAME SIZE AND SPACING AS VERTICAL WALL

REINFORCEMENT UNO.

7. BOTTOM OF ALL FOOTINGS SHALL BE PLACED AT LEAST 24 INCHES BENEATH THE

FINISHED FLOOR OR FINISHED GRADE LEVEL, WHICHEVER IS LOWER. BOTTOM OF

NON LOAD-BEARING FOOTINGS MAY BE PLACED AT LEAST 18 INCHES BENEATH FINISHED

FLOOR OR FINISHED GRADE LEVEL, WHICHEVER IS LOWER.

C. CONCRETE AND REINFORCING

1. LOCATION OF CONSTRUCTION JOINTS OR POUR JOINTS SHALL BE AS INDICATED ON

APPROVED SHOP DRAWINGS.

2. ALL CONCRETE SHALL BE VIBRATED DURING PLACEMENT.

3. PROVIDE 3/4" CHAMFER ON ALL EXPOSED CONCRETE CORNERS.

4. NO STAKES, STEEL OR WOOD, SHALL BE PERMITTED IN ANY CONCRETE POUR. SUSPEND

FORMS FROM ABOVE GRADE.

5. ANCHOR RODS, DOWELS, REINFORCING STEEL, INSERTS, ETC., SHALL BE SECURELY TIED

IN PLACE PRIOR TO POURING CONCRETE. CONCRETE BLOCKS ONLY SHALL BE USED TO

SUPPORT REINFORCING OFF GRADE.

6. ALL REINFORCEMENT SHALL BE DETAILED, FABRICATED AND PLACED IN ACCORDANCE

WITH ACI 315.

7. PROVIDE MINIMUM CONCRETE COVERING FOR REINFORCEMENT AS FOLLOWS:

CONDITION CLEAR COVER

SLABS-ON-GRADE 2 IN.

CONCRETE DEPOSITED AGAINST EARTH: 3 IN.

FORMED SURFACES EXPOSED TO

WEATHER OR IN CONTACT WITH EARTH: 3 IN.

BUILDING INTERIOR SURFACES:

BEAMS, GIRDERS, AND COLUMNS 2 IN.

SLABS AND WALLS 1 IN.

8. PROVIDE DOWELS OF SAME SIZE AND NUMBER FROM ADJACENT POUR, BOTH VERTICALLY

AND HORIZONTALLY, TO MATCH TYPICAL REINFORCING SHOWN. LAPS TO BE IN

ACCORDANCE WITH THE DEVELOPMENT LENGTH AND LAP SPLICE SCHEDULE. DOWELS

SHALL BE CLEANED AFTER POUR.

9. FIELD WELDING OR BENDING OF REINFORCING IS NOT PERMITTED EXCEPT AS INDICATED

ON THE DRAWINGS OR AS APPROVED BY THE STRUCTURAL ENGINEER. USE LOW HYDROGEN

ELECTRODES E70 OR E90 AS REQUIRED.

10. CONDUITS CAST WITHIN STRUCTURAL CONCRETE ARE NOT PERMITTED, UNO.

11. CONTINUOUS REINFORCEMENT IN WALLS AND FOOTINGS MAY BE SPLICED AS REQUIRED,

PROVIDED THAT BARS ARE OF THE LONGEST PRACTICAL LENGTH AND ALL SPLICES ARE

SHOWN ON THE REINFORCING BAR SHOP DRAWINGS. SPLICES ARE TO BE STAGGERED

WHEN POSSIBLE. PROVIDE LAP SPLICES AND DEVELOPMENT LENGTHS IN ACCORDANCE

WITH THE DEVELOPMENT LENGTH AND LAP SPLICE SCHEDULE. USE CLASS B LAP

SPLICES UNLESS NOTED OTHERWISE.

12. CORING OF SLABS, BEAMS, COLUMNS, OR WALLS IS NOT PERMITTED. PROVIDE SLEEVES

FOR ALL PENETRATIONS PRIOR TO PLACING CONCRETE.

D. COMPOSITE SLABS & DECKS

1. CONCRETE WITH CALCIUM CHLORIDE OR ANY ADMIXTURE CONTAINING CHLORIDES SHALL

NOT BE USED WITH COMPOSITE STEEL DECK.

2. COMPOSITE BEAMS ARE DESIGNED FOR UNSHORED CONSTRUCTION. BEAMS SHALL BE

FABRICATED WITH THE CAMBER INDICATED ON THE PLANS. BEAMS WITHOUT SPECIFIED

CAMBER SHALL BE ERECTED WITH THE STANDARD MILL TOLERANCE CAMBER UP.

3. PROVIDE COMPOSITE DECK LAYOUT THAT IS CONTINUOUS OVER TWO OR MORE

SUPPORTS. COMPLY WITH DECK MANUFACTURER SHORING REQUIREMENTS FOR OTHER

DECK LAYOUTS.

4. TO COMPENSATE FOR DEFLECTION OF THE STRUCTURE UNDER THE LOAD OF FRESHLY

PLACED CONCRETE, THE SLAB THICKNESS SHALL BE INCREASED ACCORDINGLY TO

PROVIDE A LEVEL SURFACE WITHIN TOLERANCE. ADDITIONAL CONCRETE SHALL BE PLACED

AT NO ADDITIONAL COST TO THE OWNER. ADDITIONAL CONCRETE THICKNESS SHALL NOT

TO EXCEED 3/4 INCH.

5. CORE DRILLED OR CUT OPENINGS IN COMPOSITE SLABS SHALL NOT EXCEED 10" IN ANY

DIMENSION. LARGER OPENINGS, WHEN REQUIRED SHALL BE BOXED OUT AND REINFORCED

PER TYPICAL UNFRAMED OPENING DETAIL.

6. CORE DRILLED OR CUT OPENINGS SHALL NOT BE PLACED CLOSER THAN 1 OPENING

DIAMETER OR WIDTH TO ANY BEAM NOR SPACED CLOSER THAN 2 OPENING DIAMETERS

OR WIDTHS. WHEN TWO ADJACENT OPENINGS ARE OF A DIFFERENT SIZE, SPACING SHALL

BE BASED UPON THE LARGER SIZE.

7. WHEN TOTAL WIDTH OF ADJACENT OPENINGS REQUIRED IS LARGER THAN 30" OR WHEN

REQUIRED SPACING OF OPENINGS CANNOT BE MET, CORED OR CUT OPENINGS SHALL BE

SUPPORTED ALONG ALL EDGES. PROVIDE W10X12 SUPPORT BEAMS AT THESE LOCATIONS.

LOCATE BEAMS 6" CLEAR OF OPENING EDGES.

8. ELECTRICAL CONDUIT IN SLABS ON METAL DECK SHALL NOT BE PERMITTED.

AS

A

D

VE

R

TI

E. MECHANICAL ANCHORS

1. MECHANICAL ANCHORS SHALL MEET THE REQUIREMENTS OUTLINED IN THE CONTRACT

DOCUMENTS.

2. ANCHORS SHALL BE ZINC PLATED UNLESS SPECIFICALLY NOTED AS STAINLESS STEEL

ON THE PLAN DETAILS.

3. WHEN DETAILS OF SECTIONS INDICATE MECHANICAL ANCHORS BUT NO SIZE, PROVIDE

ANCHORS WITH 3/4" DIAMETER.

4. INSTALL ANCHORS IN ACCORDANCE WITH THE EVALUATION REPORT AND MANUFACTURER'S

PRINTED INSTALLATION INSTRUCTIONS. PROVIDE THE MINIMUM EMBEDMENT DEPTHS,

SPACING, AND EDGE DISTANCES PER MANUFACTURER LITERATURE.

5. WHEN INSTALLING DRILLED-IN-ANCHORS, USE CARE AND CAUTION TO AVOID CUTTING

OR DAMAGING THE EXISTING REINFORCING BARS.

6. TEST INSTALLED ANCHORS IN ACCORDANCE WITH THE ANCHOR SCHEDULE AND AS FOLLOWS:

A. EXPANSION ANCHORS SHALL BE TESTED WITH A CALIBRATED TORQUE WRENCH.

THE TORQUE LISTED BELOW SHALL BE OBTAINED WITHIN 1/2 TURN OF THE NUT.

B. TESTING SHALL BE DONE IN THE PRESENCE OF SPECIAL INSPECTOR. ANCHORS

TESTED SHALL BE SELECTED AT RANDOM BY THE SPECIAL INSPECTOR. THE TEST

FREQUENCY SHALL BE AS FOLLOWS:

100% OF ALL ANCHORS USED FOR STUCTURAL APPLICATIONS.

50% OF ANCHORS OR ALTERNATE BOLTS IN A GROUP USED FOR NON STRUCTURAL

APPLICATIONS SUCH AS EQUIPMENT ANCHORAGE. INCLUDE AT LEAST ONE HALF

THE ANCHORS IN EACH GROUP.

10% OF ANCHORS USED FOR SILL PLATE BOLTING.

10% OF ANCHORS WHERE THE FACTORED DESIGN TENSION LOAD IS LESS THAN

100 LBS AND IS CLEARLY IDENTIFIED ON THE PLANS OR DETAIL.

IF ANY ANCHOR FAILS, ALL OF THE SAME TYPE SHALL BE TESTED, WHICH ARE

INSTALLED BY THE SAME TRADE, NOT PREVIOUSLY TESTED UNTIL TWENTY

CONSECUTIVE ANCHORS PASS, THEN RESUME THE INITIAL TESTING FREQUENCY.

C. TEST EQUIPMENT SHALL BE CALIBRATED BY AN APPROVED TESTING LABORATORY

IN ACCORDANCE WITH STANDARD RECOGNIZED PROCEDURES.

7. MINIMUM ANCHOR EMBEDMENT DEPTHS SHALL BE PER INSTALLATION DATA PROVIDED BY

APPROVED ANCHOR MANUFACTURER.

F. ADHESIVE ANCHORS AND DOWELS

1. REINFORCING BAR DOWELS, THREADED RODS, BOLTS ETC. WHICH

ARE INDICATED AS ADHESIVE ANCHOR, ADHESIVE REINFORCEMENT, OR ADHESIVE DOWELS

SHALL MEET THE REQUIREMENTS OUTLINED IN THE CONTRACT DOCUMENTS.

2. DRILL, BRUSH, AND CLEAN ALL HOLES, AND INSTALL ALL ANCHORS IN COMPLETE

ACCORDANCE WITH MANUFACTURERS PUBLISHED INSTALLATION INSTRUCTIONS, AS WELL AS

ALL APPLICABLE BUILDING CODES OR ENGINEERING REPORTS.

3. ADHESIVE ANCHORS AND DOWELS SHALL ONLY BE INSTALLED BY ACI CERTIFIED INSTALLERS.

USE CARE AND CAUTION TO AVOID CUTTING OR DAMAGING THE EXISTING REINFORCING BARS.

4. ADHESIVE ANCHORS SHALL BE INSTALLED AND TESTED IN ACCORDANCE WITH THE ADHESIVE

ANCHOR TEST SCHEDULE AND AS FOLLOWS:

A. DOWNWARD INSTALLED ANCHORS: 25% OF THE FIRST 40 ANCHORS INSTALLED AND 10% OF

ALL ANCHORS INSTALLED THEREAFTER.

HORIZONTAL AND UPWARD INSTALLED ANCHORS: 100% OF ALL ANCHORS.

B. IF ANY FAILURES OCCUR, THE PREVIOUS 10 ANCHORS INSTALLED SHALL BE TESTED AS

WELL AS THE NEXT 5 ANCHORS INSTALLED.

C. ANCHORS SHALL BE ALLOWED TO CURE 48 HOURS PRIOR TO TESTING.

D. TENSION TEST SHALL BE IN ACCORDANCE WITH ASTM E-1512.

5. MINIMUM ANCHOR EMBEDMENT DEPTHS SHALL BE PER INSTALLATION DATA PROVIDED BY

APPROVED ANCHOR MANUFACTURER.

G. HEADED STUDS AND DEFORMED BAR ANCHORS

1. HEADED STUDS AND DEFORMED BAR ANCHORS SHALL BE ELECTRIC-ARC STUD WELDED

PER MANUFACTURERS RECOMMENDATIONS AND THE AWS CODE. FILLET WELDING SHALL

NOT BE ALLOWED WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER. WELDMENT SHALL

BE IN SUCH A MANNER AS TO PROVIDE COMPLETE FUSION BETWEEN THE END OF THE

STUD AND THE PLATE. THERE SHOULD NO POROSITY OR EVIDENCE OF LACK OF FUSION

BETWEEN THE WELDED END OF THE STUD AND THE PLATE. THE STUD WILL DECREASE IN

LENGTH DURING WELDING APPROXIMATELY 1/8” FOR 5/8” DIAMETER STUDS AND SMALLER,

3/16” FOR LARGER THAN 5/8” DIAMETER.

2. HEADED STUDS SHALL BE TYPE B PER THE AWS CODE WITH A MINIMUM ULTIMATE STRENGTH

OF 65 KSI. STUDS SHALL BE MANUFACTURED OF COLD DRAWN BAR STOCK CONFORMING TO

ASTM A-108.

3. DEFORMED BAR ANCHORS SHALL COMPLY WITH ASTM A-496 WITH A MINIMUM YIELD

STRENGTH OF 70 KSI.

4. UNLESS NOTED OTHERWISE, DEFORMED BAR ANCHOR LENGTH SHALL BE AS FOLLOWS:

BAR DIAMETER EMBEDMENT LENGTH

3/8" 24" 1/2" 24" 5/8" 30"

H. STRUCTURAL STEEL

1. STEEL FRAMING DESIGNATIONS AND SYMBOLS ARE DEFINED IN THE STRUCTURAL STEEL

SYMBOL LEGEND SHOWN ON PLANS.

2. ALL FIELD BOLTED SHEAR CONNECTIONS SHALL BE MADE WITH F1852 BOLTS, UNLESS NOTED

OTHERWISE. ALL BOLTS SHALL BE FULLY PRETENSIONED AND INSPECTED USING TENSION

CONTROL TWIST-OFF STYLE BOLTS. UNLESS SPECIFICALLY INDICATED AS SLIP CRITICAL

OR PRETENSIONED, ALL JOINTS SHALL BE DESIGNATED AS SNUG TIGHT. ROUTINE

OBSERVATION TO VERIFY THE SPLINED ENDS ARE PROPERLY SEVERED DURING INSTALLATION

IS REQUIRED FOR ALL BOLTS.

3. CANTILEVER BEAM SIZE MATCHES MAIN SPAN BEAM SIZE UNLESS NOTED OTHERWISE.

4. PLACE NON-SHRINK GROUT UNDER ALL COLUMN BASE PLATES BEFORE PLACING ANY

ELEVATED SLABS.

5. WHERE THE WORK OF OTHER TRADES REQUIRES CUTS OR OPENINGS TO BE MADE IN

STRUCTURAL STEEL MEMBERS, APPROVAL SHALL BE OBTAINED FROM THE ENGINEER.

SUCH OPENINGS SHALL BE MADE IN THE SHOP AND CLEARLY INDICATED ON THE SHOP

DRAWING.

6. ALL WELDERS MUST BE QUALIFIED IN THE PROCESS USED AND AWS CERTIFIED.

7. WELD LENGTHS CALLED FOR ON THE PLANS ARE THE NET EFFECTIVE LENGTH REQUIRED.

WHERE FILLET WELD SYMBOL IS GIVEN WITHOUT INDICATION OF SIZE, USE MINIMUM SIZE

WELDS AS SPECIFIED BY AISC OR 3/16", WHICH EVER IS GREATER.

8. ALL GROOVE WELDS INDICATED ON PLANS AND SECTIONS SHALL BE COMPLETE JOINT

PENETRATION WELDS (CJP) UNLESS SPECIFICALLY INDICATED TO BE PARTIAL PENETRATION

WELDS.

9. ALL COMPLETE JOINT PENETRATION GROOVE WELDS AND FILLET WELDS AT BRACING

CONNECTIONS SHALL HAVE A FILLER METAL WITH A MINIMUM NOTCH TOUGHNESS OF 20

FOOT-POUNDS AT A TEMPERATURE OF 0 DEGREES FAHRENHEIT OR LOWER.

10. E70XX ELECTRODES SHALL BE USED FOR ALL WELDING. THE WELDING OF E7018 OVER

E70TG-K2 IS NOT ALLOWED. THE MIXING OF ANY OTHER PROCESSES AND WIRES MUST

BE SUBMITTED TO THE STRUCTURAL ENGINEER OF RECORD FOR APPROVAL. THE USE

OF E70-T4 IS NOT ALLOWED. IN GROOVE WELDS, FCAW FILLER METAL WIRE SHALL BE

LIMITED TO 5/64" DIAMETER. SMAW WELDING ELECTRODES SHALL BE LIMITED TO 5/32"

DIAMETER.

11. ALL SHOP AND FIELD WELDS SHALL BE PREQUALIFIED WELDS. ANY WELDS BEYOND THE

RANGE OR TOLERANCE OR REQUIREMENTS FOR PREQUALIFICATION SHALL BE QUALIFIED

BY TEST PER AWS D1.1 CLAUSE 4 PART B. WELDS AT BASE METALS OVER 2" IN

THICKNESS ARE NOT ALLOWED AS PREQUALIFIED WELD JOINTS WITHOUT TESTING.

12. A WELDING PROCEDURE SPECIFICATION (WPS) PER AWS D1.1 SHALL BE DEVELOPED

BY THE FABRICATOR/ERECTOR AND APPROVED BY THE STRUCTURAL ENGINEER OF

RECORD (SEOR) OR HIS DESIGNEE. THE WPS SHALL INCLUDE THE WELDING

PARAMETERS RECOMMENDED BY THE ELECTRODE MANUFACTURER. THE WPS MUST BE

SUBMITTED AND APPROVED BEFORE ANY WELDING MAY BEGIN. ALLOW A MINIMUM OF

FOUR WEEKS FOR THE REVIEW PROCESS.

13. A PRE-CONSTRUCTION MEETING BETWEEN THE SEOR, THE FABRICATOR, THE ERECTOR,

THE CONTRACTOR AND THE INSPECTORS SHALL TAKE PLACE TO DISCUSS THE WELDING

PROCEDURE SPECIFICATIONS (WPS) TO INSURE THE QUALITY OF WORK THAT THE

ENGINEER OF RECORD HAS SPECIFIED. THE WELDING ELECTRODE MANUFACTURER'S

SPECIFICATIONS SHOULD BE ATTACHED TO THE WPS ON ALL JOBS. ALL WELDERS AND

INSPECTORS SHALL BE INSTRUCTED IN THE PROPER USE OF THE WPS AND SHALL

ALSO BE INSTRUCTED TO RETAIN A COPY OF THE WPS

14. TO ASSURE THE PROPER AMPERAGE AND VOLTAGE OF THE WELDING PROCESS, THE USE

OF A HAND HELD CALIBRATED AMP AND VOLT METER SHALL BE USED. THIS EQUIPMENT

SHALL BE USED BY THE FABRICATOR, ERECTOR AND THE INSPECTORS. AMPERAGE AND

VOLTAGE SHALL BE MEASURED NEAR THE ARC. TRAVEL SPEED AND ELECTRODE STICK

OUT SHALL BE VERIFIED TO BE IN COMPLIANCE WITH THE APPROVED WPS

15. A WELDING SEQUENCE SHALL BE DEVELOPED BY THE FABRICATOR/ERECTOR AND

APPROVED BY THE ENGINEER OF RECORD OR HIS DESIGNEE FOR ALL WELDING TO BE

DONE FOR THE LATERAL FORCE RESISTING SYSTEM AND PROGRESSIVE COLLAPSE

RESISTING SYSTEM.

16. PROVIDE CONNECTIONS FOR REACTIONS SHOWN ON PLANS AND ELEVATIONS,

DETAILS AND SCHEDULES. REACTIONS SHOWN ON THESE DRAWINGS ARE FACTORED (LRFD).

A. ALL BOLTED CONNECTIONS SHALL HAVE A MINIMUM OF (2) HIGH STRENGTH

BOLTS WITH A MINIMUM DIAMETER OF 3/4". ALL WELDED CONNECTIONS SHALL

HAVE THE MINIMUM WELD SIZE AS SPECIFIED IN AISC OR 3/16", WHICHEVER

IS GREATER.

B. PENDING APPROVAL OF STRUCTURAL ENGINEER OF RECORD, ALTERNATIVE SHEAR

CONNECTIONS AS DETAILED IN ACCORDANCE WITH THE AISC STEEL CONSTRUCTION

MANUAL CONNECTION TABLES ARE PERMITTED.

C. CONNECTIONS NOT SHOWN IN THE AISC CONSTRUCTION MANUAL SHALL ONLY BE

PERMITTED WITH THE APPROVAL OF THE STRUCTURAL ENGINEER OF RECORD.

D. ALL CONNECTIONS SHALL BE DESIGNED AND SEALED BY A LICENSED PROFESSIONAL

ENGINEER IN THE STATE OF CONSTRUCTION. SUBMIT DESIGN CALCULATIONS

BEARING ENGINEER'S PROFESSIONAL SEAL AND SIGNATURE.

17. ALL HSS SECTIONS WITH OPEN ENDS SHALL BE CAPPED WITH A MINIMUM 3/8" THICK

CAP PLATE, SEAL WELDED AND GROUND SMOOTH UNO.

18. COMPONENTS AND SURFACES OF ALL ARCHITECTURALLY EXPOSED STRUCTURAL

STEEL (AESS) SHALL BE FABRICATED AND ERECTED WITH CARE AND TOLERANCES FOR

THE CATEGORY IT IS ASSIGNED. ALL AESS SHALL COMPLY WITH CHAPTER 10 OF THE

2016 ASIC 303, CODE OF STANDARD PRACTICE FOR STEEL BUILDILNGS AND BRIDGES,

AND AS MODIFIED BY THE CONTRACT DOCUMENTS.

I. STAIR DESIGN

1. CONTRACTOR SHALL PROVIDE COMPLETE DRAWINGS AND CALCULATIONS FOR ALL STAIRWAYS.

STAIRS, STAIR LANDINGS, STAIR MEMBERS, HANDRAILS, AND SUPPORTS NOT SHOWN SHALL

BE STRUCTURALLY DESIGNED, DETAILED AND SEALED BY A LICENSED PROFESSIONAL

ENGINEER REGISTERED IN THE STATE OF CONSTRUCTION.

2. ALL REQUIRED EMBEDDED ANGLES AND PLATES SHALL BE PART OF THE STAIR DESIGN

AND DETAILING.

3. STAIRWAYS SHALL BE DESIGNED FOR DEAD LOAD, LIVE LOAD OF 100 PSF AND

SEISMIC LOADS. STAIRWAYS EXPOSED TO THE ELEMENTS SHALL ALSO BE DESIGNED

TO SUPPORT SNOW AND WIND LOADS.

4. STAIRS AND RELATED ITEMS SHALL COMPLY WITH THE BUILDING CODE.

5. REFER TO THE ARCHITECTURAL DRAWINGS FOR STAIRWAY DIMENSIONS, DETAILS AND

OTHER REQUIREMENTS.

6. STAIRS MAY BE SUPPORTED BY THE PRIMARY STRUCTURE PROVIDED STAIR FRAMING DOES

NOT IMPOSE ECCENTRIC OR TORSIONAL LOADING UPON THE PRIMARY FRAMING.

J. STEEL STUD EXTERIOR WALL FRAMING

1. EXTERIOR METAL STUDS SHALL BE MEET OR EXCEED SSMA ICC ESR 3064P.

2. STUD FRAMING SHALL BE IN ACCORDANCE WITH AISI, “SPECIFICATION FOR DESIGN OF

COLD FORMED STEEL STRUCTURAL MEMBERS”.

3. CONTRACTOR SHALL PROVIDE COMPLETE DRAWINGS AND CALCULATIONS FOR ALL EXTERIOR

STEEL STUD WALL FRAMING. ALL FRAMING MEMBERS, SPACING AND CONNECTIONS SHALL

BE DESIGNED, DETAILED AND SEALED BY A LICENSED PROFESSIONAL ENGINEER REGISTERED

IN THE STATE OF CONSTRUCTION.

4. COMPLY WITH ALL LOADING REQUIREMENTS AS ESTABLISHED BY THE CONTRACT DOCUMENTS.

5. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONAL REQUIREMENTS, OPENING

LOCATIONS, ETC., AND TO SPECIFICATION FOR ADDITIONAL REQUIREMENT. STUDS SHALL

BE DETAILED TO ACCOMMODATE MOVEMENT OF THE STRUCTURE THROUGH THE USE OF

VERTICAL SLIDE CLIPS, SLIP CONNECTIONS, ETC.

K. METAL ROOF DECKING

1. PROVIDE STEEL DECKS THAT CONFORM TO THE REQUIREMENTS OF IBC CHAPTER 22,

SECTION 2210, COLD-FORMED STEEL AND THE STEEL DECK INSTITUTE, LATEST EDITION.

2. CUTTING AND FRAMING OF OPENINGS FOR OTHER TRADES SHALL BE THE RESPONSIBILITY

OF THE TRADES INVOLVED. HOLES THAT ARE LOCATED AND DIMENSIONS ON THE

DRAWINGS SHALL BE THE RESPONSIBILITY OF THE DECK ERECTOR.

3. ALL DECK SHALL HAVE THE TYPES AND GAUGES AS INDICATED ON THE DRAWINGS.

4. DECKS SHALL HAVE MINIMUM 2" BEARING AT SUPPORTS.

5. ROOF DECK WITH INSULATING CONCRETE SHALL BE VENTED.

6. SEE ARCHITECTURAL AND LIFE SAFETY DRAWINGS FOR THE EXTENT OF FIREPROOFING.

STEEL DECK TO BE SPRAY FIREPROOFED SHALL BE GALVANIZED,

CLEANED AND DEGREASED BEFORE SHIPPING.

L. POWDER ACTUATED FASTENERS

1. ALL POWDER ACTUATED FASTENERS SHALL BE APPROVED FOR TYPE, APPLICATION AND

INSTALLATION AND SHALL HAVE AN APPROVED ICC-ES RESEARCH REPORT NUMBER.

2. THE USE OF POWDER DRIVEN FASTENERS, IN TENSION, IS LIMITED TO SUPPORT OF MINOR

LOADS SUCH AS DRYWALL OR ACOUSTICAL CEILINGS, DUCTWORK, CONDUIT, ETC. IN

GENERAL, LOADS SHOULD BE LIMITED TO LESS THAN 100 LBS.

3. FASTENERS SHALL NOT BE INSTALLED UNTIL THE CONCRETE HAS REACHED ITS DESIGN

STRENGTH.

4. FASTENERS SHALL NOT BE INSTALLED IN CONCRETE WHERE THE THICKNESS IS LESS

THAN THREE TIMES THE PENETRATION REQUIRED, EXCEPT 1-1/8" PENETRATION IN 3-1/4"

THICK FLOOR SLAB IS ACCEPTABLE.

5. THE MINIMUM DISTANCE FROM THE EDGE OF CONCRETE TO CENTER OF ANCHOR IS 3 INCHES.

6. FASTENERS IN THE UNDERSIDE OF CONCRETE ON METAL DECKING SHALL BE PLACED IN

THE HIGH FLUTE PORTION OF THE SLAB.

7. WHEN INSTALLING POWDER DRIVEN PINS IN EXISTING NON-PRESTRESSSED REINFORCED

CONCRETE, USE CARE AND CAUTION TO AVOID CUTTING OR DAMAGING THE EXISTING

REINFORCING BARS.

M. MASONRY

1. ALL CONCRETE MASONRY UNITS SHALL BE MEDIUM WEIGHT HOLLOW BLOCK MADE WITH

NORMAL WEIGHT AGGREGATE IN ACCORDANCE WITH ASTM C33.

2. ALL MASONRY WALLS SHALL BE REINFORCED UNLESS NOTED OTHERWISE. THE FOLLOWING

SHALL CONSTITUTE MINIMUM REINFORCEMENT REQUIREMENTS FOR INTERIOR MASONRY WALLS

AND EXTERIOR MASONRY WALLS:

WALL SIZE VERTICAL REINFORCEMENT LADDER TYPE JOINT REINFORCEMENT

8" (INTERIOR) 1-#5 AT 48" CENTERED 2-W2.8 IN MORTAR BED AT 16"

8" (EXTERIOR) 1-#5 AT 24" CENTERED 2-W2.8 IN MORTAR BED AT 16"

6" (EXTERIOR) 1-#5 AT 24" CENTERED 2-W2.8 IN MORTAR BED AT 16"

3. PROVIDE VERTICAL REINFORCEMENT AS INDICATED. IN ADDITION, PROVIDE VERTICAL BARS

AROUND ALL OPENINGS, AT CORNERS, ANCHORED INTERSECTIONS AND AT END OF WALL

PANELS.

4. CONTINUOUS BOND BEAMS SHALL BE PLACED IN ONE OF THE TOP THREE COURSES OF

ALL WALLS. BOND BEAMS SHALL BE REINFORCED AS FOLLOWS:

WALL SIZE REINFORCEMENT

8" 2-#5 6" 2-#5

5. ALL REINFORCING SHALL HAVE A MINIMUM COVERAGE OF ONE BAR DIAMETER (1/2"MIN.)

OF GROUT. CENTERED BARS SHALL BE SECURELY PLACED IN THE CENTER OF A CELL.

EACH FACE BARS SHALL BE PLACED 1" CLEAR OF THE FACE SHELL. WHERE TWO

LAYERS ARE REQUIRED IN 8" OR SMALLER BLOCK, USE ONE BAR IN EACH OF TWO

ADJACENT CELLS.

6. CONTROL JOINTS: MAXIMUM SPACING OF CONTROL JOINTS SHALL BE AS FOLLOWS,

UNLESS NOTED OTHERWISE. (DO NOT PLACE CONTROL JOINTS IN SHEAR WALLS. SEE

ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION ON LOCATION OF CONTROL

JOINTS):

EXTERIOR WALLS INTERIOR WALLS

30 FT 40 FT

7. ALL MASONRY WALLS SHOWN ON STRUCTURAL DRAWINGS ARE WEIGHT BEARING OR EXTERIOR WALLS, UNLESS NOTED OTHERWISE. REFER TO ARCHITECTURAL DRAWINGS FOR ALL MASONRY WALLS.

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

LOCATIONS OF CONDUIT, PIPING, DUCTWORK, AND OPENINGS IN MASONRY WALLS.

PROVIDE ADDITIONAL REINFORCEMENT AT OPENINGS OR SLEEVES AS INDICATED. DO NOT

CUT REINFORCEMENT. OPENINGS IN SHEAR WALLS LARGER THAN 18" ARE NOT PERMITTED

UNLESS SPECIFICALLY DETAILED.

9. CONTINUOUS REINFORCING IN WALLS MAY BE SPLICED AS REQUIRED, PROVIDED BARS

ARE OF THE LONGEST PRACTICAL LENGTH AND ALL SPLICES ARE SHOWN ON

REINFORCING SHOP DRAWINGS. WHEREVER POSSIBLE, SPLICES SHALL BE STAGGERED.

10. LAP ALL REINFORCING BARS IN MASONRY MIN 48 BAR DIAMETERS AT SPLICES, UNLESS

NOTED OTHERWISE IN DETAILS. HORIZONTAL MASONRY REINFORCING SHALL BE CONTINUOUS

AROUND ALL CORNERS AND INTERSECTIONS

11. ALL VERTICAL REINFORCING SHALL BE CONTINUOUS FOR FULL HEIGHT OF WALL AND

DOWELED INTO FOOTING OR SLAB ON GRADE BELOW AND EXTENDED INTO BOND BEAMS

ABOVE. CONTINUITY MAY BE ESTABLISHED WITH LAPPED SPLICES MEETING ALL INDICATED

REQUIREMENTS.

12. GROUT REINFORCED CELLS SOLID. REINFORCING SHALL BE SECURELY HELD IN PLACE.

GROUT IN 4'-0" MAXIMUM LIFTS.

13. NO PIPES OR DUCTS SHALL BE EMBEDDED IN MASONRY UNLESS NOTED OR DETAILED

SPECIFICALLY.

14. CELLS CONTAINING BOLTS SHALL BE GROUTED SOLID WITH AT LEAST 1/2" GROUT

COVERAGE BETWEEN THE BOLT AND THE MASONRY AT THE BLOCK FACE.

N. FUTURE

1. THIS STRUCTURE IS NOT DESIGNED FOR FUTURE VERTICAL EXPANSION.

X BY

WWR WELDED WIRE REINFORCEMENT

WT WEIGHT

KSF KIPS PER SQUARE FOOT WP WORK POINT

KPA KILOPASCAL WLD WELDED

KO KNOCK-OUT WL WIND LOAD

K KIPS WF WIND FRAME

W/O WITHOUT

JT JOINT W/ WITH

JST JOIST

JBE JOIST BEARING ELEVATION VIF VERIFY IN FIELD

VERT VERTICAL

INT INTERIOR

INFO INFORMATION UNO UNLESS NOTED OTHERWISE

IN4 INCHES TO THE FOURTH POWER

IN3 INCHES TO THE THIRD POWER TYP TYPICAL

IN INCH, INCHES TOW TOP OF WALL

IJ ISOLATION JOINT TOS TOP OF STEEL, TOP OF SLAB

IF INSIDE FACE TOP TOP OF PIER

ID INSIDE DIAMETER TOF TOP OF FOOTING

TOC TOP OF CONCRETE

HT HEIGHT THK THICK, THICKNESS

HS HIGH STRENGTH TEMP TEMPERATURE, TEMPORARY

HSB HIGH STRENGTH BOLT T & B TOP AND BOTTOM

HP HIGH POINT T TOP

HS HEADED STUD

HORIZ HORIZONTAL SYM SYMMETRICAL

HK HOOK STRUC STRUCTURAL

STIFF STIFFENER

GC GENERAL CONTRACTOR STD STANDARD

GALV GALVANIZED SSH SHORT SLOTTED HOLES

GA GAGE OR GAUGE SS STAINLESS STEEL

SQ SQUARE

FV FIELD VERIFY SPEC SPECIFICATION

FTG FOOTING SPA SPACING, SPACES

FT FEET SOMD SLAB ON METAL DECK

FS FAR SIDE, FOOTING STEP SOG SLAB ON GRADE

FP FULL PENETRATION SL SNOW LOAD

FL FLOOR SIM SIMILAR

FF FINISHED FLOOR SF SQUARE FEET

FDN FOUNDATION SEOR STRUCTURAL ENGINEER OF RECORD

FD FLOOR DRAIN SECT SECTION

F FOOTING MARK SCH SCHEDULE

SC SLIP CRITICAL

EXT EXTERIOR

EXP EXPANSION RTU ROOF TOP UNIT

EX EXIST EXISTING RO ROUGH OPENING

EW EACH WAY REV REVISION

ES EACH SIDE REQD REQUIRED

EQUIP EQUIPMENT REINF REINFORCE, REINFORCEMENT

EQ EQUAL REF REFER, REFERENCE

EOS EDGE OF SLAB RD ROOF DRAIN

EOD EDGE OF DECK R RADIUS

EMBED EMBEDMENT

ELEV ELEVATOR QTY QUANTITY

ELEC ELECTRICAL

EL ELEVATION PVMT PAVEMENT

EJ EXPANSION JOINT PT POST TENSION

EF EACH FACE PSI POUNDS PER SQUARE INCH

EE EACH END PSF POUNDS PER SQUARE FOOT

EA EACH PROJ PROJECTION

PREFAB PREFABRICATED

DWG DRAWING PLF POUNDS PER LINEAR FOOT

DN DOWN PLBG PLUMBING

DL DEAD LOAD PL PLATE

DIM DIMENSION PJP PARTIAL JOINT PENETRATION

DIAG DIAGONAL PDF POWER DRIVEN FASTENER

DIA DIAMETER PAF POWER ACTUATED FASTENER

DET DETAIL PC PRECAST CONCRETE

DBL DOUBLE PA PASCAL

DBA DEFORMED BAR ANCHOR P PIER MARK

COORD COORDINATE OPP OPPOSITE

CONT CONTINUOUS OPNG OPENING

CONST CONSTRUCTION OF OUTSIDE FACE

CONN CONNECTION OD OUTSIDE DIAMETER

CONC CONCRETE OC ON CENTER

COL COLUMN

CMU CONCRETE MASONRY UNIT NWT NORMAL WEIGHT

CLR CLEARANCE OR CLEAR NTS NOT TO SCALE

CL CENTERLINE NS NEAR SIDE

CJP COMPLETE JOINT PENETRATION NOM NOMINAL

CJ CONSTRUCTION JOINT NO NUMBER

CIP CAST IN PLACE NIC NOT IN CONTRACT

CANT CANTILEVER

C COLUMN MARK MO MASONRY OPENING

MISC MISCELLANEOUS

BTWN BETWEEN MIN MINIMUM

BSMT BASEMENT MFR MANUFACTURER

BRG BEARING MEP MECHANICAL, ELECTRICAL, PLUMBING

BP BASE PLATE MECH MECHANICAL

BOT BOTTOM MAX MAXIMUM

BOF BOTTOM OF FOOTING MATL MATERIAL

BLKG BLOCKING

BLDG BUILDING LWT LIGHTWEIGHT

B BEAM MARK, BOTTOM LP LOW POINT

LONG LONGITUDINAL

ARCH ARCHITECTURAL LLV LONG LEG VERTICAL

APPROX APPROXIMATE (LY) LLH LONG LEG HORIZONTAL

ALT ALTERNATE LL LIVE LOAD

AFF ABOVE FINISHED FLOOR LF LINEAR FEET

ADJ ADJACENT LE LEFT END

ADDL ADDITIONAL LBS POUNDS

AB ANCHOR BOLTS L LENGTH

INDICATES SLAB STEP SYMBOL

AS

A

D

VE

R

TI

INSPECT ALL WELDS, INCLUDING FLOOR AND ROOF

DECK WELDING ● SEC 05 12 00

AWS D1.1

UFC 4-023-03

Appendix H 1711.2

SINGLE PASS FILLET WELDS NOT EXCEEDING

5/16" IN SIZE ARE EXEMPTED

CONDUCT PERIODIC VISUAL OBSERVATIONS OF THE

STRUCTURAL SYSTEMS FOR GENERAL

CONFORMANCE TO THE CONSTRUCTION

DOCUMENTS AND PREPARE PERIODIC REPORTS OF

OBSERVATIONS DESCRIBING WORK PROGRESS AND

NON-CONFORMING ITEMS

● UFC 4-023-03

Appendix H 1710.2

PROGRESSIVE COLLAPSE RESISTING SYSTEMS

PERFORM ADDITIONAL INSPECTIONS AS

DETERMINED BY THE GEOTECHNICAL ENGINEER FOR

SPECIALTY ELEMENTS

IBC 1705.7

INSPECT VAPOR RETARDER FOR CONFORMANCE

WITH MANUFACTURES WRITTEN INSTALLATION

INSTRUCTIONS ● SEC 03 30 00

TESTING AND EVALUATION OF IN-PLACE DENSITY OF

COMPACTED FILL AS WORK PROGRESSES ● IBC 1705.6 ONE DENSITY TEST FOR EACH LIFT, DAYS

OPERATION, OR 5000 SQ. FT. OF FILL AREA

VERIFY USE OF PROPER MATERIALS, AND LIFT

THICKNESSES DURING PLACEMENT AND

COMPACTION OF COMPACTED FILL ● IBC 1705.6 ONE DENSITY TEST FOR EACH LIFT, DAYS

OPERATION, OR 5000 SQ. FT. OF FILL AREA

PERFORM CLASSIFICATION AND TESTING OF

CONTROLLED FILL MATERIAL ● IBC 1705.6 TEST EACH SOURCE

INSPECT AND OBSERVE PROOF ROLLING OF

SUBGRADE PRIOR TO FILL PLACEMENT ● SEC 31 23 00 IBC 1705.6

VERIFY EXCAVATIONS ARE EXTENDED TO PROPER

DEPTH AND HAVE REACHED PROPER MATERIAL ● SEC 31 23 00 IBC 1705.6

ALL FOOTING AND PILE CAP EXCAVATIONS

SHALL BE OBSERVED AND APPROVED PRIOR

TO CONCRETE PLACEMENT

VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS

ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING

CAPACITY ● IBC 1705.6

ALL FOOTING AND PILE CAP EXCAVATIONS

SHALL BE OBSERVED AND APPROVED PRIOR

TO CONCRETE PLACEMENT

EART OR S ALLO O N ATIONS AN SOIL

CONDUCT WEEKLY VISUAL OBSERVATIONS OF THE

STRUCTURAL SYSTEMS FOR GENERAL

CONFORMANCE TO THE CONSTRUCTION

DOCUMENTS AND PREPARE WEEKLY REPORTS OF

OBSERVATIONS DESCRIBING WORK PROGRESS AND

NON-CONFORMING ITEMS

● IBC 1704.6

GENERAL

CONTIN O S PERIO IC SECTION RE ERENCE

INSPECTION ITEM RE IRE RE ENCY SPECI ICATION CO E REMAR S

SC E LE O SPECIAL INSPECTION SERVICES

MEASURE FLOOR FLATNESS AND LEVELNESS AS

DIRECTED ● SEC 03 30 00 INCLUDE UNIT PRICE IN BID PROPOSAL FORM

VERIFY THAT THE NECESSARY DESIGN STRENGTH

HAS BEEN REACHED PRIOR TO REMOVAL OF FORMS ● SEC 03 30 00 ACI 318 Ch 26.11

IBC 1705.3

OBSERVE PROPER CURING TEMPERATURE AND

TECHNIQUES ● SEC 03 30 00

ACI 318 Ch 26.5.3, 26.5.4, 26.5.5

IBC 1705.3

OBSERVE CONCRETE PLACEMENT ● ACI 318 Ch 26.5.2

IBC 1705.3

MAINTAIN A SPREADSHEET SHOWING DATE,

SEQUENTIAL ORDER OF STRENGTH TEST RESULTS,

AND INDICATE RUNNING AVERAGE ● ACI 318 Ch

26.11.2(d), 26.11.2(e)

PERFORM CONCRETE STRENGTH TESTING ● SEC 03 30 00

ASTM C172

ASTM C31

ACI 318 Ch 26.4, 26.5.3, 26.12

IBC 1705.3

SAMPLE CONCRETE SPECIMENS PRIOR TO

PLACEMENT FOR STRENGTH TESTS TO BE

PERFORMED IN LAB. A MINIMUM OF NINE (9)

CYLINDERS SHALL BE MADE. TEST THREE AT 7 DAYS

AND THREE AT 28 DAYS. THREE CYLINDERS SHALL

BE HELD IN RESERVE.

● SEC 03 30 00

ASTM C172

ASTM C31

ACI 318 Ch 26.4, 26.5.3, 26.12

IBC 1705.3

ADDITIONAL CYLINDERS SHALL BE MADE AS

NEEDED FOR EARLY FORM REMOVAL, TWO

6X12 OR THREE 4X8 CYLINDERS ARE

REQUIRED FOR AN ACCEPTABLE TEST.

SINGLE CYLINDER TEST IS INADEQUATE FOR

STRENGTH EVALUATION PURPOSES

SAMPLE FRESH CONCRETE PRIOR TO PLACEMENT.

MEASURE SLUMP, AIR CONTENT, AND TEMPERATURE

DURING CONCRETE DELIVERY. ● SEC 03 30 00

ASTM C172

ASTM C31

ACI 318 Ch 26.4, 26.5.3, 26.12

IBC 1705.3

ADDITIONAL CYLINDERS SHALL BE MADE AS

NEEDED FOR EARLY FORM REMOVAL, TWO

6X12 OR THREE 4X8 CYLINDERS ARE

REQUIRED FOR AN ACCEPTABLE TEST.

SINGLE CYLINDER TEST IS INADEQUATE FOR

STRENGTH EVALUATION PURPOSES

VERIFY USE OF CORRECT CONCRETE MIX DESIGN

AND REVIEW DELIVERY TICKETS ● SEC 03 30 00 ACI 318 Ch 26.4

INSPECT POST-INSTALLED ANCHORS INSTALLED

DOWNWARD. VERIFY PLACEMENT LOCATION AND

INSTALLATION PROCEDURES. ● ACI 318 Ch 17.8.2, 26.7.1, 26.7.2

IBC 1705.3

INSPECT POST-INSTALLED ANCHORS INSTALLED

HORIZONTALLY OR UPWARD. VERIFY PLACEMENT

LOCATION AND INSTALLATION PROCEDURES. ●

ACI 318

Ch 17.8.2, 26.7.1, 26.7.2

IBC 1705.3

OBSERVE AND VERIFY PLACEMENT OF OTHER

EMBEDMENTS CAST IN CONCRETE PRIOR TO

CONCRETE PLACEMENT ● ACI 318 Ch 26.8 VISUAL INSPECTION OF ALL EMBEDMENTS

OBSERVE AND VERIFY PLACEMENT OF ANCHORS,

BOLTS, AND RODS CAST IN CONCRETE PRIOR TO

CONCRETE PLACEMENT ● ACI 318

Ch 17.8.2, 26.7.1

IBC 1705.3

VISUAL INSPECTION OF ALL BOLTS

VERIFY CORRECT MATERIAL USED, INCLUDING THE

USE OF A706 IN WELDED SPLICES, IF ANY ● AWS D1.4

ACI 318 Ch 26.6.4

IBC 1705.3

OBSERVE WELDING OF STEEL REINFORCEMENT ● AWS D1.4

ACI 318 Ch 26.6.4

IBC 1705.3

INSPECT REINFORCING STEEL PRIOR TO CLOSING OF

THE FORMS AND ARRIVAL OF CONCRETE TO THE

JOBSITE. VERIFY PLACEMENT. ● SEC 03 30 00

ACI 318

Ch 20, 25.2, 25.3, 26.6.1, 26.6.2, 26.6.3

IBC 1705.3

INSPECT CONCRETE FORMWORK FOR SHAPE,

LOCATION, AND DIMENSIONS OF THE CONCRETE

MEMBER BEING FORMED ● ACI 318 Ch 26.11

IBC 1705.3

CONCRETE AN REIN ORCING STEEL

CONTIN O S PERIO IC SECTION RE ERENCE

INSPECTION ITEM RE IRE RE ENCY SPECI ICATION CO E REMAR S

SC E LE O SPECIAL INSPECTION SERVICES

OBSERVE AND VERIFY USE OF CORRECT MEMBER

SIZES, MATERIAL THICKNESS, FASTENERS, AND

WELDING ●

COL ORME STEEL RAMING

OBSERVE PREPARATION, SAMPLE AND TEST

CONCRETE MASONRY UNITS, MORTAR SPECIMENS,

GROUT SPECIMENS AND/OR PRISMS FOR

COMPRESSIVE STRENGTH f'm

ACI 530.1 Ch 1.4

ASTM C-1019, ASTM

C-140 or ASTM C-1314

RANDOMLY SAMPLE AND TEST PRIOR TO

CONSTRUCTION AND ONCE FOR EVERY 5000

SF OF MASONRY WALL CONSTRUCTED

VERIFY SLUMP FLOW AND VISUAL STABILITY INDEX

(VSI) AS DELIVERED TO THE PROJECT SITE FOR

SELF-CONSOLIDATING GROUT ● ACI 530.1 Ch 1.5

IBC 1705.4

ASTM C-1611

VERIFY SIZE AND LOCATION OF STRUCTURAL

ELEMENTS ● ACI 530.1 Ch 3.3

IBC 1705.4

VERIFY PROPER TYPE, SIZE, LOCATION AND GRADE

OF WELDED REINFORCEMENT. OBSERVE WELDING

OF STEEL REINFORCEMENT ●

ACI 530 Ch 8.1.6.7.2, 9.3.3.4(c)

AWS D1.4

IBC 1705.4

INSPECTION OF GROUT SPACE AND OBSERVATION

OF GROUT PLACEMENT. ● ACI 530.1 Ch 3.2, 3.4, 3.5

IBC 1705.4

VERIFY PROPER PROTECTION OF MASONRY DURING

COLD WEATHER (BELOW 40°F) OR HOT WEATHER

(ABOVE 90°F) ● ACI 530.1 Ch 1.8

IBC 1705.4

INSPECT PROPER TYPE, SIZE, AND LOCATION OF

EMBEDMENTS, ACCESSORIES AND ANCHORS,

INCLUDING ANCHORAGE OF MASONRY TO

STRUCTURAL STEEL MEMBERS, FRAMES OR OTHER

CONSTRUCTION.

ACI 530 Ch 1.2.1, 6.1.4.3, 6.2 ACI 530.1 Ch 1.5, 3.3(d), 3.4

IBC 1705.4

INSPECT PROPER SIZE, LOCATION AND GRADE OF

REINFORCEMENT AND CONNECTORS PRIOR TO

GROUTING ● ACI 530.1 Ch 1.5, 2.4, 2.7, 3.2, 3.4

IBC 1705.4

INSPECT PLACEMENT OF MASONRY UNITS AND

CONFIRM PROPER CONSTRUCTION OF MORTAR

JOINTS. ● ACI 530.1 Ch 3.3

IBC 1705.4

VERIFY CONSTRUCTED FOUNDATIONS ARE LEVEL

WITHIN TOLERANCE ● ACI 530.1 Ch 3.1

VERIFY MATERIALS CONFORM TO ASTM STANDARDS

SPECIFIED IN THE CONSTRUCTION DOCUMENTS ● SEC 05 12 00 IBC 1706.1

VERIFY APPROVED MORTAR AND GROUT

PROPORTIONS ARE USED ON SITE. ● SEC 04 20 00

ACI 530.1 Ch 1.5, 2.1, 2.2, 2.6

IBC 1705.4

CONCRETE MASONRY LEVEL

SPECIAL INSPECTION PROVISIONS FOR STRUCTURAL STEEL SHALL BE APPLICABLE TO THOSE COMPONENTS FABRICATED AND/OR ASSEMBLED IN THE FABRICATION SHOP. AISC CERTIFICATION IS CONSIDERED TO BE FABRICATOR APPROVAL PER CONTRACT SPECIFICATIONS UNLESS OTHERWISE DIRECTED BY THE OWNER. SUBMIT CERTIFICATION TO OWNER'S

CONSTRUCTION REPRESENTATIVE.

TESTING AND INSPECTION REPORTS SHALL BE PREPARED FOR EACH INSPECTION ITEM ON A DAILY BASIS WHENEVER WORK IS PERFORMED ON THAT ITEM. REPORTS SHALL BE DISTRIBUTED TO THE CONTRACTOR, OWNER'S CONSTRUCTION REPRESENTATIVE, BUILDING OFFICIAL (IF REQUESTED), AND ARCHITECT FOR THEIR REVIEW, COMMENT, AND ACTION, A...

THE FOLLOWING SCHEDULE CONTAINS A LIST OF SPECIAL INSPECTION ACTIVITIES RELATED TO THE QUALITY ASSURANCE PLAN REQUIRED BY THE CONTRACT SPECIFICATIONS (IBC CHAPTER 17) FOR THE FABRICATION, ERECTION AND CONSTRUCTION OF THE STRUCTURAL SYSTEMS AS GIVEN IN THE SPECIFICATIONS AND DRAWINGS OF THE PROJECT. ALL INSPECTORS SHALL BE QUALIFIED BY TRAINING AND EXPERIENCE FOR THE REQUIRED INSPECTIONS AND

TEST PROCEDURES. REFER TO CONTRACT SPECIFICATIONS FOR SPECIFIC TEST PROCEDURES.

QUALIFIED SPECIAL INSPECTORS SHALL BE EMPLOYED PER THE PROVISIONS OF THE CONSTRUCTION CONTRACT TO PERFORM INSPECTIONS IN ACCORDANCE WITH THE CONTRACT SPECIFICATIONS. INSPECTORS SHALL PERFORM ALL DUTIES AND RESPONSIBILITIES AS REQUIRED BY THE CONTRACT DOCUMENTS AND SPECIFICATIONS.

TESTING AN INSPECTION SERVICES

SIGNATURE

OWNER NAME

SIGNATURE

PREPARED BY NAME

A FINAL REPORT OF SPECIAL INSPECTIONS DOCUMENTING COMPLETION OF THE SPECIFIED SPECIAL INSPECTIONS AND CORRECTION OF ANY DISCREPANCIES, DEFICIENCIES, AND CODE VIOLATIONS SHALL BE SUBMITTED AND APPROVED BY THE OWNER'S CONSTRUCTION REPRESENTATIVE AND THE DESIGN PROFESSIONALS OF RECORD PRIOR TO FINAL...

DISCREPANCIES FROM THE APPROVED PLANS, SPECIFICATIONS, SHOP DRAWINGS, OR DESIGN DIRECTIVES AND CODE VIOLATIONS OBSERVED DURING THE CONDUCT OF SPECIAL INSPECTIONS SERVICES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, TO THE ATTENTION OF THE OWNER'S CONSTRUCTION...

THE SPECIAL INSPECTORS SHALL KEEP RECORDS OF SPECIFIED SPECIAL INSPECTIONS AND TESTING AND SHALL FURNISH COPIES OF INSPECTION AND TESTING REPORTS TO THE OWNER'S CONSTRUCTION REPRESENTATIVE AND TO THE APPROPRIATE DESIGN PROFESSIONALS OF RECORD UPON REQUEST. DETAILED SUMMARIES OF ALL SPECIAL INSPECTION ACTIVITIES, FINDINGS, DEFICIENCIES, AND DISCREPANCIES SHALL BE FURNISHED TO THE OWNER'S CONSTRUCTION REPRESENTATIVE AND TO THE APPROPRIATE DESIGN PROFESSIONALS OF RECORD AT INTERVALS NOT

EXCEEDING 1 WEEK.

THIS STATEMENT OF SPECIAL INSPECTIONS IS PREPARED IN ACCORDANCE WITH SECTION 1704 OF THE 2015 INTERNATIONAL BUILDING CODE (IBC), UFC 4-023-03 AND UFC 3-301-01. IT INCLUDES A SCHEDULE OF SPECIAL

INSPECTIONS APPLICABLE TO THIS PROJECT.

REPRESENTATIVE NAME:

GENERAL CONTRACTOR NAME:

COMPANY USACE

GEOTECHNICAL ENGINEER OF RECORD (GEOR) NAME: LELAND H. SCHUMAN

COMPANY HDR

STRUCTURAL ENGINEER OF RECORD (SEOR) NAME: GONZALO KOOSAU

COMPANY

ARCHITECT OF RECORD (AOR) NAME:

BUILDING OWNER OF OWNERS AGENT

PROJECT LOCATION FORT GORDON, GA

MODERNIZATION AND PROPONENCY

STRUCTURE NAME SCI MISSION COMMAND, UNIVERSITY REGISTRAR, FORCE

PROJECT NAME CYBER CENTER OF EXCELLENCE

STATEMENT O SPECIAL INSPECTIONS

INSPECT FIRE RESISTANT JOINT SYSTEMS IN

ACCORDANCE WITH ASTM E-2393 ● IBC 1705.17.2

IBC 715

INSPECT PENETRATION FIRESTOP SYSTEMS IN

ACCORDANCE WITH ASTM E-2174 ● IBC 1705.17.1

IBC 714

IRE RESISTANT PENETRATIONS AN OINTS

PERFORM PRESSURE DIFFERENCE TESTING, FLOW

MEASUREMENTS AND DETECTION AND CONTROL

VERIFICATION ● IBC 1705.18 PERFORM PRIOR TO OCCUPANCY AND AFTER

SUFFICIENT COMPLETION

RECORD DEVICE LOCATION AND PERFORM LEAKAGE

TESTING ● IBC 1705.18 PERFORM DURING ERECTION OF DUCTWORK,

AND PRIOR TO CONCEALMENT

TESTING OR SMO E CONTROL

INSPECT SURFACE PREPARATION OF

MEMBERS,RECORD AMBIENT TEMPERATURES, AND

VENTILATION MEASURES. MEASURE APPLIED

THICKNESS AND VISUAL INSPECTION.

● IBC 1705.15

AWCI 12-B

VERIFY CONDITIONS ARE IN CONFORMNACE

WITH MANUFACTURERS WRITTEN

INSTRUCTIONS

MASTIC AN INT MESCENT IRE RESISTANT COATINGS

DOCUMENT ACCEPTANCE OR REJECTION OF

WELDS ●

VERIFY REPAIR ACTIVITIES ●

WELDS MEET VISUAL ACCEPTANCE CRITERIA ●

VERIFY SIZE AND LOCATION OF WELDS,

INCLUDING SUPPORT, SIDELAP, AND PERIMETER

WELDS ● SEC 05 30 00

SDI QA/QC

IBC 1705.2.2

AFTER WELDING

WPS FOLLOWED ●

ENVIRONMENTAL CONDITIONS (WIND SPEED,

MOISTURE, TEMPERATURE) ●

CONTROL AND HANDLING OF WELDING

CONSUMABLES ●

USE OF QUALIFIED WELDERS ● SEC 05 30 00

SDI QA/QC

IBC 1705.2.2

DURING WELDING

CHECK WELDING EQUIPMENT ●

MATERIAL IDENTIFICATION (TYPE/GRADE) ●

MANUFACTURER CERTIFICATIONS FOR

WELDING CONSUMABLES AVAILABLE ●

WELDING PROCEDURE SPECIFICATION (WPS)

AVAILABLE ● SEC 05 30 00

SDI QA/QC

IBC 1705.2.2

PRIOR TO WELDING

STEEL EC ING

CONTIN O S PERIO IC SECTION RE ERENCE

INSPECTION ITEM RE IRE RE ENCY SPECI ICATION CO E REMAR S

SC E LE O SPECIAL INSPECTION SERVICES

DOCUMENT ACCEPTANCE OR REJECTION OF

MECHANICAL FASTENERS ●

VERIFY REPAIR ACTIVITIES ●

CHECK SPACING, TYPE, AND INSTALLATION OF

SUPPORT FASTENERS ●

CHECK SPACING, TYPE, AND INSTALLATION OF

SUPPORT FASTENERS ●

CHECK SPACING, TYPE, AND INSTALLATION OF

SUPPORT FASTENERS ● SEC 05 30 00

SDI QA/QC

IBC 1705.2.2

AFTER MECHANICAL FASTENING

FASTENERS ARE INSTALLED IN ACCORDANCE

WITH MANUFACTURER'S INSTRUCTIONS ●

FASTENERS ARE POSITIONED AS REQUIRED ● SEC 05 30 00

SDI QA/QC

IBC 1705.2.2

DURING MECHANICAL FASTENING

PROPER STORAGE OF MECHANICAL

FASTENERS ●

PROPER TOOLS AVAILABLE FOR FASTENER

INSTALLATION ●

MANUFACTURER INSTALLATION INSTRUCTIONS

AVAILABLE FOR MECHANICAL FASTERNERS ● SEC 05 30 00

SDI QA/QC

IBC 1705.2.2

PRIOR TO MECHANICAL FASTENING

DOCUMENT ACCEPTANCE OR REJECTION OF

MATERIALS ●

VERIFY DECK MATERIALS ARE REPRESENTED

BY THE MILL CERTIFICATIONS THAT COMPLY WITH

THE CONSTRUCTION DOCUMENTS ●

VERIFY COMPLIANCE OF DECK AND ALL DECK

ACCESSORIES INSTALLATION WITH CONSTRUCTION

DOCUMENTS ● SEC 05 30 00

SDI QA/QC

IBC 1705.2.2

AFTER DECK PLACEMENT

DOCUMENT ACCEPTANCE OR REJECTION OF

MATERIALS ●

VERIFY COMPLIANCE OF MATERIALS (DECK

AND DECK ACCESSORIES) WITH CONSTRUCTION

DOCUMENTS, INCLUDING PROFILES, MATERIAL

PROPERTIES, AND BASE METAL THICKNESS

● SEC 05 30 00

SDI QA/QC

IBC 1705.2.2

PRIOR TO DECK PLACEMENT

STEEL EC ING

AS

A

D

VE

R

TI

EACH PASS MEETS QUALITY

REQUIREMENTS ●

EACH PASS WITHIN PROFILE

LIMITATIONS ●

INTERPASS AND FINAL CLEANING ●

WELDING TECHNIQUES

AISC 360 TABLE

N5.4-2

AWS D1.1

INTERMIX OF FILLER METALS AVOIDED

UNLESS APPROVED ● AISC 341

TABLE J6-2

PROPER POSITION (F, V, H, OH) ●

INTERPASS TEMPERATURE MAINTAINED ●

PREHEAT APPLIED ●

SHIELDING GAS TYPE/FLOW RATE ●

SELECTED WELDING MATERIALS ●

TRAVEL SPEED ●

SETTINGS ON WELDING EQUIPMENT ●

WPS FOLLOWED

ENVIRONMENTAL…