Attachment 6 - Drawings Vol 1 Part4.pdf

VA Project Number:

Building:

Drawing Number:

Project Title:

Project Location:

Issue Date:

Checked By: Drawn By:

Drawing Title:

FULLY

SPRINKLER

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

A

Submission:

ARCHITECT / ENGINEER OF RECORD:

Revisions: Date:

CONSULTANTS:

/8

'-0

4 '

8 ' 6 '

/4

'-0

/8

'-0

/2

'-0

/4

'-0

'-0

-1

/2

'-0

'-0

CONSULTANT:

COMPASS

8734 GALLOWAY TRAIL

NOVELTY, OH. 44072

619-925-1647

ARCHITECT:

CB DESIGN GROUP

421 KING ST

SUITE 301

ALEXANDRIA, VA 22314

703-772-4213

PROFESSIONAL SEAL:

James A. Haley Veterans Hospital 13000 Bruce B. Downs Blvd.

Tampa, FL. 33612

2345678910111213141516

B

C

D

E

F

G

H

I

J

12345678910111213141516

CONSULTANT:

SCOTT PRZYBYSZ

15 SUNNEN DR.

SUITE 104

ST. LOUIS, MO 63143

CONSULTANT:

MARK DYCK

148 S. QUEEN ST.

SUITE 201

MARTINSBURG, WV.

CONSULTANT:

CLARE KRAMER

2815 DIRECTORS

ROW SUITE 500

ORLANDO, FL. 32809

407-917-2430

04/04/2025

673-20-107

AuthorChecker

EHRM INFRASTRUCTURE UPGRADES

TAMPA, FL.

ISSUED FOR CONSTRUCTION

EXISTING LIFE SAFETY PLAN

LS-101-5

3-

-1

. L

S-

1- 5.

7/

/2

2.

pd f

BUILDING 1 - FIFTH FLOOR

LIFE SAFETY DRAWINGS PROVIDED BY THE VA AND

ALL CONDITIONS TO BE VERIFIED BY CONTRACTOR

Drawing Number:

Project Title:

Project Location:

Issue Date:

Checked By: Drawn By:

Drawing Title:

FULLY

SPRINKLER

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

A

Submission:

ARCHITECT / ENGINEER OF RECORD:

Revisions: Date:

CONSULTANTS:

/8

'-0

4 '

8 ' 6 '

/4

'-0

/8

'-0

/2

'-0

/4

'-0

'-0

-1

/2

'-0

'-0

CONSULTANT:

COMPASS

8734 GALLOWAY TRAIL

NOVELTY, OH. 44072

619-925-1647

ARCHITECT:

CB DESIGN GROUP

421 KING ST

SUITE 301

ALEXANDRIA, VA 22314

703-772-4213

PROFESSIONAL SEAL:

James A. Haley Veterans Hospital 13000 Bruce B. Downs Blvd.

Tampa, FL. 33612

2345678910111213141516

B

C

D

E

F

G

H

I

J

12345678910111213141516

CONSULTANT:

SCOTT PRZYBYSZ

15 SUNNEN DR.

SUITE 104

ST. LOUIS, MO 63143

CONSULTANT:

MARK DYCK

148 S. QUEEN ST.

SUITE 201

MARTINSBURG, WV.

CONSULTANT:

CLARE KRAMER

2815 DIRECTORS

ROW SUITE 500

ORLANDO, FL. 32809

407-917-2430

04/04/2025

673-20-107

AuthorChecker

EHRM INFRASTRUCTURE UPGRADES

TAMPA, FL.

ISSUED FOR CONSTRUCTION

EXISTING LIFE SAFETY PLAN

LS-101-6

3-

-1

. L

S-

1- 6.

7/

/2

2.

pd f

BUILDING 1 - SIXTH FLOOR

Drawing Number:

Project Title:

Project Location:

Issue Date:

Checked By: Drawn By:

Drawing Title:

FULLY

SPRINKLER

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

A

Submission:

ARCHITECT / ENGINEER OF RECORD:

Revisions: Date:

CONSULTANTS:

/8

'-0

4 '

8 ' 6 '

/4

'-0

/8

'-0

/2

'-0

/4

'-0

'-0

-1

/2

'-0

'-0

CONSULTANT:

COMPASS

8734 GALLOWAY TRAIL

NOVELTY, OH. 44072

619-925-1647

ARCHITECT:

CB DESIGN GROUP

421 KING ST

SUITE 301

ALEXANDRIA, VA 22314

703-772-4213

PROFESSIONAL SEAL:

James A. Haley Veterans Hospital 13000 Bruce B. Downs Blvd.

Tampa, FL. 33612

2345678910111213141516

B

C

D

E

F

G

H

I

J

12345678910111213141516

CONSULTANT:

SCOTT PRZYBYSZ

15 SUNNEN DR.

SUITE 104

ST. LOUIS, MO 63143

CONSULTANT:

MARK DYCK

148 S. QUEEN ST.

SUITE 201

MARTINSBURG, WV.

CONSULTANT:

CLARE KRAMER

2815 DIRECTORS

ROW SUITE 500

ORLANDO, FL. 32809

407-917-2430

04/04/2025

673-20-107

AuthorChecker

EHRM INFRASTRUCTURE UPGRADES

TAMPA, FL.

ISSUED FOR CONSTRUCTION

EXISTING LIFE SAFETY PLAN

LS-101-7

3-

-1

. L

S-

1- 7.

7/

/2

2.

pd f

BUILDING 1 - SEVENTH FLOOR

Drawing Number:

Project Title:

Project Location:

Issue Date:

Checked By: Drawn By:

Drawing Title:

FULLY

SPRINKLER

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

A

Submission:

ARCHITECT / ENGINEER OF RECORD:

Revisions: Date:

CONSULTANTS:

/8

'-0

4 '

8 ' 6 '

/4

'-0

/8

'-0

/2

'-0

/4

'-0

'-0

-1

/2

'-0

'-0

CONSULTANT:

COMPASS

8734 GALLOWAY TRAIL

NOVELTY, OH. 44072

619-925-1647

ARCHITECT:

CB DESIGN GROUP

421 KING ST

SUITE 301

ALEXANDRIA, VA 22314

703-772-4213

PROFESSIONAL SEAL:

James A. Haley Veterans Hospital 13000 Bruce B. Downs Blvd.

Tampa, FL. 33612

2345678910111213141516

B

C

D

E

F

G

H

I

J

12345678910111213141516

CONSULTANT:

SCOTT PRZYBYSZ

15 SUNNEN DR.

SUITE 104

ST. LOUIS, MO 63143

CONSULTANT:

MARK DYCK

148 S. QUEEN ST.

SUITE 201

MARTINSBURG, WV.

CONSULTANT:

CLARE KRAMER

2815 DIRECTORS

ROW SUITE 500

ORLANDO, FL. 32809

407-917-2430

04/04/2025

673-20-107

AuthorChecker

EHRM INFRASTRUCTURE UPGRADES

TAMPA, FL.

ISSUED FOR CONSTRUCTION

EXISTING LIFE SAFETY PLAN

LS-101-8

3-

-1

. L

S-

1- 8.

7/

/2

2.

pd f

BUILDING 1 - EIGHTH FLOOR

Drawing Number:

Project Title:

Project Location:

Issue Date:

Checked By: Drawn By:

Drawing Title:

FULLY

SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

A

Submission:

ARCHITECT / ENGINEER OF RECORD:

Revisions: Date:

CONSULTANTS:

/8

/4

/8

/2

/4

-1

/2

CONSULTANT:

COMPASS

8734 GALLOWAY TRAIL

NOVELTY, OH. 44072

619-925-1647

ARCHITECT:

CB DESIGN GROUP

421 KING ST

SUITE 301

ALEXANDRIA, VA 22314

703-772-4213

PROFESSIONAL SEAL:

James A. Haley Veterans Hospital 13000 Bruce B. Downs Blvd.

Tampa, FL. 33612

2345678910111213141516

B

C

D

E

F

G

H

I

J

12345678910111213141516

DRAWINGS NOT INTENDED FOR

CONSTRUCTION.

CONSULTANT:

SCOTT PRZYBYSZ

15 SUNNEN DR. SUITE 104

ST. LOUIS, MO 63143

314-951-2535

CONSULTANT:

MARK DYCK

148 S. QUEEN ST. SUITE 201

MARTINSBURG, WV. 25401

304-266-3115

CONSULTANT:

CLARE KRAMER

2815 DIRECTORS ROW

SUITE 500

ORLANDO, FL. 32809

407-917-2430

04/04/2025

673-20-107

PRIPANJUSSTU

EHRM INFRASTRUCTURE UPGRADES

TAMPA, FL.

ISSUED FOR CONSTRUCTION

GENERAL NOTES

01-ST000

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-1

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DESIGN CRITERIA

1. STRUCTURE HAS BEEN DESIGNED TO COMPLY WITH:

FLORIDA BUILDING CODE 2023

IBC 2021

U.S. DEPARTMENT OF VETERANS AFFAIRS 2023

ASCE 7-22

ACI 318-19

AISC 360-16

AISI S100

AWS D1.1, D1.3

2. RISK CATEGORY IV

3. LIVE LOADS:

TYPICAL ROOF 20 PSF (UNREDUCIBLE)

TYPICAL FLOOR COMPUTER ROOMS 100 PSF (UNREDUCIBLE) @ EXISTING BLDG 100

125 PSF (UNREDUCIBLE) @ ADDITION

4. SNOW:

GROUND SNOW 6 PSF

SNOW EXPOSURE FACTOR 1.0

THERMAL FACTOR 1.0

IMPORTANCE FACTOR 1.2

FLAT-ROOF SNOW 8 PSF

DESIGN SNOW 15 PSF

RAIN-ON-SNOW SURCHARGE 5 PSF

5. SEISMIC:

SEISMIC DESIGN CATEGORY A

IMPORTANCE FACTOR 1.50

SOIL CLASS D

Ss 0.07 g

S1 0.031 g

Sds 0.063 g

Sd1 0.044 g

SEISMIC FORCE RESISTING SYSTEM STEEL SYSTEM NOT SPECIFICALLY DESIGNED FOR

SEISMIC RESISTANCE

ALLOWABLE STORY DRIFT 0.01 h

R 3.0

Cd 3.0

Ωo 3.0 ρ 1.0

ANALYSIS PROCEDURE GENERAL STRUCTURAL INTEGRITY

DESIGN BASE SHEAR, STRENGTH

LEVEL

V = Cs x W = 0.01 x W

6. WIND:

BASIC WIND SPEED V ULT = 155 MPH

EXPOSURE CLASS B

STORY DRIFT h/300

INTERNAL PRESSURE COEFFICIENT,

GCpi

± 0.18

MWFRS DESIGN WIND PRESSURE 40 PSF (WINDWARD)

ROOF COMPONENTS: ZONE 1 ZONE 2 ZONE 3

SUPPORT BEAMS (A > 100 SF) 70 PSF 111 PSF 153 PSF

ROOF SHEATHING (A = 50 SF) 74 PSF 118 PSF 162 PSF

DECK FASTENERS (A ≤ 10 SF) 85 PSF 133 PSF 182 PSF

WALL COMPONENTS: ZONE 4 ZONE 5

A = 200 SF 34 PSF 34 PSF

A = 50 SF 39 PSF 39 PSF

A ≤ 10 SF 42 PSF 42 PSF

C & C NOTES:

a. THE PRESSURES LISTED ARE IN ACCORDANCE IBC AND ASCE 7, AND THE DESIGN

FORCES USED BY THE SUBCONTRACTOR FOR A SPECIFIC APPLICATION ARE THE

RESPONSIBILITY OF THE SUBCONTRACTOR.

b. WIND PRESSURES ARE ULTIMATE DESIGN LEVEL.

c. SEE ASCE 7 FOR ZONE DEFINITIONS AND EXTENT OF ZONES.

d. SUBMIT DESIGN CALCULATIONS PREPARED BY A QUALIFIED PROFESSIONAL

ENGINEER, REGISTERED IN THE STATE WHERE THE PROJECT IS LOCATED, FOR ANY

DESIRED MODIFICATION TO THE STATED PRESSURES.

7. NORTH SOUTH DIRECTION: ALL LATERAL LOAD RESISTANCE AND STABILITY OF THE

BUILDING IN THE COMPLETED STRUCTURE IS PROVIDED BY STEEL MOMENT FRAME SEE

PLANS FOR LOCATIONS. THE CONCRETE FLOOR SERVE AS HORIZONTAL DIAPHRAGMS

DISTRIBUTING THE LATERAL FORCES TO THE VERTICAL LATERAL ELEMENTS WHICH IN

TURN CARRY THE LOAD TO THE BUILDING FOUNDATIONS.

EAST WEST DIRECTION: BUILDING LEAN TO AGAINST EXISTING BUILDING. ALL LATERAL

LOAD RESISTANCE AND STABILITY OF THE BUILDING IN THE EXISTING STRUCTURE IS

PROVIDED BY STEEL MOMENT FRAME SEE PLANS FOR LOCATIONS. THE CONCRETE

FLOOR SERVE AS HORIZONTAL DIAPHRAGMS DISTRIBUTING THE LATERAL FORCES TO THE

VERTICAL LATERAL ELEMENTS WHICH IN TURN CARRY THE LOAD TO THE BUILDING

FOUNDATIONS.

GENERAL

1. DURING THE CONSTRUCTION PERIOD, THE CONTRACTOR SHALL BE RESPONSIBLE FOR

THE SAFETY OF PERSONNEL AND PROPERTY ON AND AROUND THE JOBSITE. THE

CONTRACTOR SHALL PROVIDE ADEQUATE SHORING, BRACING, GUYS, ETC. IN

ACCORDANCE WITH ALL NATIONAL, STATE, AND LOCAL SAFETY ORDINANCES.

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

GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE REVIEW AND COORDINATION

OF ALL DRAWINGS PRIOR TO THE START OF CONSTRUCTION. ANY DISCREPANCIES SHALL

BE BROUGHT TO THE ATTENTION OF THE ARCHITECT PRIOR TO THE START OF

CONSTRUCTION SO A CLARIFICATION CAN BE ISSUED. ANY WORK PERFORMED IN

CONFLICT WITH THE CONTRACT DOCUMENTS OR ANY CODE REQUIREMENTS SHALL BE

CORRECTED BY THE CONTRACTOR AT THEIR OWN EXPENSE AND AT NO EXPENSE TO THE

OWNER OR ARCHITECT.

3. STRUCTURAL SUBSTITUTIONS MAY BE ALLOWED WITH THE APPROVAL OF THE

STRUCTURAL ENGINEER. SUPPLIER SHALL PROVIDE SEALED DESIGN CALCULATIONS OR

SUITABLE PRODUCT LITERATURE FOR THE COMPONENTS.

4. ALL DIMENSIONS AND SITE CONDITIONS SHALL BE VERIFIED BY THE CONTRACTOR AT THE

JOBSITE PRIOR TO CONSTRUCTION, START OF SHOP DRAWINGS, START OF

CONSTRUCTION, AND/OR FABRICATION OF MATERIALS. IF DISCREPANCIES ARE

ENCOUNTERED, OR CONDITIONS DEVELOP THAT ARE NOT COVERED BY THE CONTRACT

DOCUMENTS, THE ARCHITECT SHALL BE NOTIFIED FOR CLARIFICATION.

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

OF ADJACENT EXISTING SURFACES AND AREAS WHICH MAY BE DAMAGED AS A RESULT OF

NEW WORK.

6. STRUCTURAL DRAWINGS INCLUDE DESIGN REQUIREMENTS AND DIMENSIONS FOR

STRUCTURAL INTEGRITY BUT DO NOT SHOW ALL DETAIL DIMENSIONS TO FIT INTRICATE

ARCHITECTURAL AND MECHANICAL DETAILS. CONTRACTOR SHALL SO CONSTRUCT THE

WORK SO IT WILL CONFORM TO THE CLEARANCES REQUIRED BY ARCHITECTURAL,

MECHANICAL AND ELECTRICAL DESIGN.

7. ALL SYMBOLS AND ABBREVIATIONS USED ON THE DRAWINGS ARE CONSIDERED TO BE

CONSTRUCTION STANDARDS. IF CLARIFICATION IS REQUIRED, THE CONTRACTOR SHALL

NOTIFY THE ARCHITECT PRIOR TO PROCEEDING WITH THE WORK.

8. DO NOT SCALE DRAWINGS. PRINTED DIMENSIONS HAVE PRECEDENCE OVER SCALED

DRAWINGS AND LARGE-SCALE OVER SMALL-SCALE DRAWINGS. CONTRACTOR TO

DETERMINE FINAL DIMENSION WITH ARCHITECT.

9. TYPICAL DETAILS SHALL APPLY TO SITUATIONS OCCURRING ON THE PROJECT THAT ARE

THE SAME OR SIMILAR TO THOSE SPECIFICALLY REFERENCED. WHERE NO DETAILS ARE

GIVEN, CONSTRUCTION SHALL BE AS SHOWN FOR SIMILAR WORK.

10. THE CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT

INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL

MEASURES NECESSARY TO PROTECT THE STRUCTURE AND SAFETY OF WORKMEN

DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO,

BRACING AND SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC.

OBSERVATION VISITS TO THE SITE BY THE ARCHITECT OR STRUCTURAL ENGINEER SHALL

NOT INCLUDE INSPECTION OR APPROVAL OF THE ABOVE ITEMS AND DO NOT IN ANY WAY

RELIEVE THE CONTRACTOR OF THEIR RESPONSIBILITIES FOR THE ABOVE.

11. SEE ARCHITECTURAL, ELECTRICAL AND MECHANICAL DRAWINGS FOR DETAILS,

CONDITIONS, PITS, TRENCHES, PADS, DEPRESSIONS, ROOF/FLOOR OPENINGS, STAIRS,

SLEEVES, ITEMS TO BE EMBEDDED OR ATTACHED TO STRUCTURAL ELEMENTS, ETC., NOT

SHOWN ON THE STRUCTURAL DRAWINGS.

12. ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR MECHANICAL, ELECTRICAL AND

PLUMBING WITH APPROPRIATE TRADE CONTRACTORS. OPENING SIZES AND LOCATIONS

SHOWN FOR DUCTS, PIPE, INSERTS AND OTHER PENETRATIONS WHEN SHOWN ARE FOR

GENERAL INFORMATION ONLY AND SHALL BE VERIFIED PRIOR TO FORMING.

13. NO HOLES, BLOCK-OUTS, ETC. ARE ALLOWED IN STRUCTURAL ELEMENTS UNLESS

SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS OR APPROVED BY THE

STRUCTURAL ENGINEER.

14. PENETRATIONS SHALL BE CAST-IN-PLACE AND SHALL NOT BE PERMITTED EXCEPT AS

SHOWN IN THE STRUCTURAL DRAWINGS.

15. BEFORE SUBMITTING A PROPOSAL FOR THIS WORK, CONTRACTOR SHALL VISIT THE

PREMISES AND BECOME FULLY ACQUAINTED WITH CONDITIONS IN FIELD, TEMPORARY

CONSTRUCTION REQUIRED, QUANTITIES AND TYPE OF EQUIPMENT, ETC. THE PROPOSAL

SHALL INCLUDE ALL SUMS REQUIRED TO DO THE WORK.

SUBMITTALS

1. SUBMITTALS ARE:

a. CONCRETE MIX DESIGNS

b. MATERIAL PRODUCT DATA FOR STRUCTURAL MATERIALS

c. CONCRETE AND MASONRY REINFORCING

d. STEEL DECK

e. COLD FORMED STEEL FRAMING

f. STRUCTURAL STEEL

2. SUBMITTALS SHALL BE REVIEWED AND COORDINATED PRIOR TO SUBMITTING TO THE

ARCHITECT. EACH SHOP DRAWING SUBMITTED SHALL BE STAMPED INDICATING REVIEW

BY THE CONSTRUCTION MANAGER/GENERAL CONTRACTOR AND REVIEW BY THE

ARCHITECT SHALL NOT BEGIN UNTIL THIS IS COMPLETE. WORK SHALL NOT BEGIN

WITHOUT REVIEW BY THE ARCHITECT/STRUCTURAL ENGINEER.

3. SUBMITTALS SHALL BE REVIEWED BY THE ARCHITECT/STRUCTURAL ENGINEER FOR

GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY. NOTATIONS MADE BY THE

ARCHITECT/STRUCTURAL ENGINEER ON THE SHOP DRAWINGS DOES NOT RELIEVE THE

CONTRACTOR FROM COMPLYING WITH THE REQUIREMENTS OF THE DRAWINGS.

4. FOR ADDITIONAL INFORMATION ON REQUIRED SUBMITTALS, SEE INDIVIDUAL MATERIAL

SECTIONS.

DELEGATED DESIGN

1. DELEGATED DESIGNS PER SECTION 107.3.4.1 SHALL BE SUBMITTED TO THE BUILDING

OFFICIAL AND THE DESIGN PROFESSIONALS AND REVIEWED PRIOR TO INSTALLATION.

2. DELEGATED DESIGNS ARE

a. EXCAVATION, SHORING, AND UNDERPINNING

b. EXTERIOR WALL SYSTEMS

c. COLD FORMED STEEL FRAMING

3. ALL DELEGATED DESIGNS SHALL BEAR THE STAMP AND SIGNATURE OF THE QUALIFIED

PROFESSIONAL ENGINEER, REGISTERED IN THE STATE WHERE THE PROJECT IS LOCATED,

RESPONSIBLE FOR THE PREPARATION OF THESE DOCUMENTS.

EXISTING CONDITIONS / DEMOLITION

1. EXISTING CONDITIONS:

a. EXISTING STRUCTURAL INFORMATION SHOWN WAS OBTAINED FROM EXISTING

DRAWINGS:

i. DATED AUGUST 15, 1968 BY SCHMIDT, GARDEN & ERIKSON.

ii. DATED JANUARY 03, 2023 BY PAGE SOUTHERLAND PAGE, INC.

b. EXISTING STRUCTURAL INFORMATION SHOWN WAS OBTAINED FROM FIELD TAKE-OFF

BY IMEG AS PERMITTED BY ACCESS RESTRICTIONS DURING DESIGN.

c. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS IS

GIVEN AS THE BEST PRESENT KNOWLEDGE. CONTRACTOR TO VERIFY EXISTING

INFORMATION, DIMENSIONS AND SIZES AS REQUIRED TO COMPLETE THEIR WORK.

WHERE ACTUAL CONDITIONS CONFLICT WITH THE DRAWINGS, THEY SHALL BE

REPORTED TO THE ARCHITECT OR STRUCTURAL ENGINEER SO PROPER

CLARIFICATION MAY BE MADE. MODIFICATION OF CONSTRUCTION DETAILS SHALL NOT

BE MADE WITHOUT WRITTEN APPROVAL OF THE ARCHITECT OR STRUCTURAL

ENGINEER.

2. EXISTING BUILDING MATERIAL PROPERTIES:

a. ALL EXISTING STEEL AT BUILDING 001 IS ASSUMED TO BE A36 (Fy=36 KSI)

b. ALL EXSTING STEEL AT BUILDING 100 IS ASSUMED TO BE SAME AS NEW STEEL PER

CURRENT STANDARDS LISTED HEREIN.

c. ALL EXISTING CONCRETE AT BUILDING 001 IS ASSUMED TO BE F’c=3,000.

3. ALL DEMOLITION SHALL BE CARRIED OUT IN SUCH A WAY SO AS TO NOT DAMAGE

EXISTING ELEMENTS WHICH ARE TO REMAIN.

4. ALL ELEMENTS WHICH ARE TO REMAIN AND WHICH ARE DAMAGED DURING DEMOLITION

WORK SHALL BE REPLACED AT NO ADDED COST. EXISTING ELEMENTS ARE TO BE

PROTECTED TO THE FULLEST EXTENT POSSIBLE TO REDUCE SUCH DAMAGE TO A

MINIMUM.

EARTHWORK

1. FOUNDATION DESIGN IS BASED ON THE GEOTECHNICAL REPORT DATED MAY 24, 2018 BY

PROFESSIONAL SERVICE INDUSTRIES, INC. REPORT IS ON FILE WITH THE ARCHITECT.

2. SOIL PROPERTIES PER THE GEOTECHNICAL REPORT:

ALLOWABLE NET SOIL BEARING PRESSURE:

FOOTINGS 2500 PSF

ANTICIPATE DEPTH TO ALLOWABLE SOIL BEARING 1’-6” BELOW EXISTING GRADE

EQUIVALENT FLUID PRESSURE

ACTIVE PRESSURE 35 PSF/FT, DRAINED 80 PSF/FT,

UNDRAINED

AT REST PRESSURE 55 PSF/FT, DRAINED 85 PSF/FT,

UNDRAINED

PASSIVE PRESSURE 330 PSF/FT, DRAINED 130 PSF/FT,

UNDRAINED

COEFFICIENT OF FRICTION 0.45

3. ALL EXCAVATIONS SHALL BE PROPERLY AND SAFELY BACKFILLED.

4. CONTRACTOR SHALL PROVIDE FOR DE-WATERING OF EXCAVATIONS FROM SURFACE

WATER, GROUND WATER OR SEEPAGE. FREE GROUND WATER WAS NOT ENCOUNTERED

IN THE BORINGS. DETAILS OF GROUND WATER INFORMATION CAN BE OBTAINED FROM

THE ABOVE-MENTIONED GEOTECHNICAL REPORT. IF GROUND WATER SHOULD OCCUR

DURING EXCAVATION, SPECIAL PROCEDURES SHALL BE IMPLEMENTED AS

RECOMMENDED BY THE GEOTECHNICAL ENGINEER.

5. WHERE THERE IS NOT SUFFICIENT SPACE FOR SLOPED EMBANKMENTS, SHORING WILL BE

REQUIRED. SEE THE GEOTECHNICAL REPORT FOR INFORMATION REGARDING THE DESIGN

AND INSTALLATION OF THE SHORING. SHORING THAT IS NOT PART OF THE PERMANENT

BUILDING SUPPORT IS THE CONTRACTOR’S RESPONSIBILITY AND OUTSIDE THIS PERMIT.

6. CARE SHALL BE EXERCISED WHEN EXCAVATING OR GRADING ADJACENT TO EXISTING

STRUCTURES OR IMPROVEMENTS TO NOT DAMAGE OR UNDERMINE FOUNDATIONS,

WALLS, SLABS, UTILITIES, ETC.

7. CONTRACTOR SHALL INVESTIGATE SITE DURING CLEARING AND EARTHWORK

OPERATIONS FOR FILL MATERIAL OR BURIED STRUCTURES SUCH AS CESSPOOLS,

CISTERNS AND FOUNDATIONS. IF ANY SUCH MATERIAL OR STRUCTURES ARE FOUND,

ARCHITECT/ENGINEER SHALL BE NOTIFIED IMMEDIATELY. ALL ABANDONED FOUNDATIONS,

UTILITIES AND OTHER STRUCTURES THAT INTERFERE WITH NEW CONSTRUCTION SHALL

BE REMOVED.

8. ALL FOOTINGS AND SLABS ON GRADE SHALL BE PLACED ONTO FIRM UNDISTURBED SOIL

OR CONTROLLED COMPACTED FILL, REMOVING ANY EXISTING FILL, ORGANIC MATERIAL,

OR UNSUITABLE SOILS, AS RECOMMENDED BY THE GEOTECHNICAL REPORT. EXPOSED

NATURAL SOIL SHALL BE PROOF ROLLED BELOW SLABS ON GRADE.

9. THE PREPARATION OF THE SUBGRADE FOR THE SLAB ON GRADE SHALL BE IN STRICT

ACCORDANCE WITH THE PROJECT GEOTECHNICAL REPORT REFERENCED ABOVE.hh

10. FOUNDATION ELEVATIONS SHOWN DESIGNATE A MINIMUM DEPTH WHERE AN ADEQUATE

SOIL BEARING PRESSURE IS EXPECTED. FOOTINGS, PIERS AND/OR WALLS SHALL BE

LOWERED OR EXTENDED AS REQUIRED TO REACH SOIL MEETING THE DESIGN BEARING

PRESSURE.

11. ANY REQUIRED IMPORT FILL SOIL SHALL HAVE A LOW POTENTIAL FOR EXPANSION AND

SHALL BE APPROVED BY THE GEOTECHNICAL ENGINEER PRIOR TO IMPORTING.

UNDERPINNING

1. UNDERPIN EXISTING WALLS AND FOOTINGS AND PLACE NEW FOOTINGS AS SHOWN ON

THE FOUNDATION PLAN AND DETAILS.

2. NO EXCAVATION CAN BE DONE WITHIN 6’-0” OF THE EXISTING BUILDING UNTIL

UNDERPINNING IS COMPLETE.

3. POURED CONCRETE WALL UNDERPINNING PROCEDURE SHALL BE AS FOLLOWS:

a. WHERE NOTED ON THE PLAN AND DETAILS, UNDERPINNING SHALL BE PERFORMED AT

INTERVALS NOT TO EXCEED 6 FEET IN LENGTH. REPEAT PROCEDURES BELOW

ALTERNATING SECTIONS UNTIL UNDERPINNING IS COMPLETE.

b. PLACE HORIZONTAL REINFORCEMENT WITH 90° BENDS SO THEY MAY BE

STRAIGHTENED TO LAP WITH BARS OF ADJACENT UNDERPINNING SECTIONS.

c. PLACE CONCRETE OF NEW WALL TO WITHIN 3” OF THE UNDERSIDE OF EXISTING

FOOTING WHERE APPLICABLE. AFTER 2 DAYS, PACK FINAL DIMENSION WITH 7000 PSI

DRY GROUT AT 28-DAY STRENGTH. GROUT IS TO SET AT LEAST 7 DAYS BEFORE

ADJACENT SECTION IS EXCAVATED. SHORE AND BRACE EACH SECTION AS SOON AS

FORMS ARE REMOVED. WHEN EXCAVATION IS STARTED IN ANY SECTION, ALL WORK IN

THAT SECTION MUST BE COMPLETED PROMPTLY AND PRIOR TO STARTING ANOTHER

SECTION IN THE IMMEDIATE AREA.

d. UNLESS OTHERWISE NOTED, NEW FOUNDATION WALL AND FOOTING TO MATCH

EXISTING THICKNESS AND SIZE.

4. CONTRACTOR SHALL SUBMIT A SEQUENCE OF UNDERPINNING OPERATIONS FOR REVIEW

BY THE ARCHITECT/STRUCTURAL ENGINEER.

5. CONTRACTOR SHALL SURVEY EXISTING FOOTING AND WALL ELEVATIONS PRIOR TO,

DURING, AND AFTER UNDERPINNING OPERATIONS TO MONITOR POTENTIAL MOVEMENT.

SURVEY RESULTS SHALL BE SUBMITTED TO THE ARCHITECT/STRUCTURAL ENGINEER.

REINFORCING STEEL

1. ALL REINFORCING STEEL SHALL BE DETAILED AND PLACED IN CONFORMANCE WITH THE

AMERICAN CONCRETE INSTITUTE “ACI DETAILING MANUAL” (SP-066) EXCEPT AS

OTHERWISE SHOWN, NOTED OR SPECIFIED.

2. CONCRETE REINFORCING STEEL SHALL BE HIGH STRENGTH NEW BILLET STEEL

CONFORMING TO THE FOLLOWING STANDARDS:

DEFORMED BARS ASTM A615, GR 60 Fy = 60 KSI

WELDED WIRE REINFORCING ASTM A1064 Fy = 65 KSI

STEEL WIRE ASTM A1064 Fy = 60 KSI

3. MINIMUM CONCRETE COVER SHALL BE PROVIDED AS FOLLOWS TO THE OUTERMOST

REINFORCING BARS:

CAST AGAINST AND PERMANENTLY IN CONTACT WITH GROUND 3”

EXPOSED TO WEATHER OR IN CONTACT WITH GROUND

#6 BARS OR LARGER 2”

#5 BARS OR SMALLER 1 1/2”

4. BAR SPLICES SHALL BE PROVIDED WHERE INDICATED ON THE DRAWINGS. ALL SPLICES

SHALL BE CLASS 'B' AS DEFINED IN ACI 318. IF SPLICE LENGTH IS NOT GIVEN ON THE

DRAWINGS, PROVIDE LAP LENGTH (IN INCHES) AS FOLLOWS:

3000 PSI CONCRETE 4000 PSI CONCRETE

BAR SIZE OTHER TOP OTHER TOP

#3 22 28 19 25

#4 29 38 25 33

#5 36 47 31 41

#6 43 56 37 49

LAP LENGTHS ASSUME CLEAR SPACING BETWEEN BARS OF 2 BAR DIAMETERS, AND A

MINIMUM COVER OF 1 BAR DIAMETER. FOR DEVELOPMENT LENGTHS, DIVIDE BY 1.3. TOP

BARS ARE DEFINED AS HORIZONTAL BARS WITH MORE THAN 1'-0" OF FRESH CONCRETE

BELOW.

5. DOWELS BETWEEN FOOTINGS AND WALLS OR CONCRETE PIER SHALL BE THE SAME

GRADE, SIZE AND SPACING OR NUMBER AS THE VERTICAL REINFORCING, RESPECTIVELY,

UNLESS OTHERWISE NOTED. PROVIDE FOUNDATION DOWELS TO MATCH SIZE AND

SPACING OF WALL OR CONCRETE PIER REINFORCEMENT. EXTEND DOWELS A LAP SPLICE

LENGTH INTO WALL OR CONCRETE PIER AND TERMINATE WITH STANDARD HOOK AT

BOTTOM OF FOOTING, UNLESS OTHERWISE NOTED.

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

ON THE DRAWINGS OR AS APPROVED BY THE STRUCTURAL ENGINEER.

7. SUBMIT SHOP DRAWINGS FOR FABRICATION AND PLACEMENT OF REINFORCING STEEL.

INCLUDE SCHEDULES AND DIAGRAMS OF BENT BARS AND SHOW ARRANGEMENT OF

REINFORCEMENT, INCLUDING CONCRETE COVER. STRUCTURAL ENGINEER’S REVIEW WILL

BE FOR COMPLIANCE WITH DESIGN REQUIREMENTS. THE CONTRACTOR SHALL BE

RESPONSIBLE FOR VERIFYING DIMENSIONS AND QUANTITIES.

8. ALL CONCRETE NOT OTHERWISE SPECIFIED SHALL BE REINFORCED TO THE MINIMUM

REQUIREMENT OF ACI 318.

CAST-IN-PLACE CONCRETE

1. ALL CONCRETE WORK SHALL CONFORM TO THE CORRESPONDING EDITION OF THE

AMERICAN CONCRETE INSTITUTE PUBLICATIONS: ACI 117, ACI 301, ACI 305.1, ACI 306.1, ACI

308.1, ACI 318 AND SP-066, UNLESS OTHERWISE NOTED.

2. CONCRETE MATERIALS SHALL CONFORM TO:

CEMENT ASTM C150, TYPE I OR II

FLY ASH ASTM C618, TYPE C OR F

FINE AND COARSE AGGREGATE ASTM C33

WATER POTABLE

AIR-ENTRAINING ADMIXTURE ASTM C260

WATER REDUCING ADMIXTURE ASTM C494

CONCRETE STRENGTHS SHALL CONFORM TO:

INTENDEDUSE STRENGTH(PSI) EXPOSURE

CLASS

FOOTINGS 3000 N/A

FOUNDATIONS 4000 N/A

SLAB ON GRADE 4000 N/A

UNLESS OTHERWISE NOTED 4000 N/A

NORMAL-WEIGHT 28-DAY STRENGTH UNLESS OTHERWISE NOTED.

3.THE MODULUS OF ELASTICITY OF ALL CONCRETE SHALL EXCEED 57,000 SQRT(f’c) FOR NORMAL-WEIGHT CONCRETE OR wc1.5 33 SQRT(f’c).

4. DRYPACK OR GROUT SHALL HAVE A MINIMUM 28-DAY STRENGTH OF 7000 PSI.

5. SLAB-ON-GRADE CONSTRUCTION: LOCATE SAW-CUT CONTROL JOINTS ALONG COLUMN

LINES WITH INTERMEDIATE JOINTS SPACED PER THE TABLE BELOW, UNLESS OTHERWISE

NOTED. SLAB PANELS SHALL HAVE A MAXIMUM LENGTH TO WIDTH RATIO OF 1.5:1.

PROVIDE ADDITIONAL CONTROL JOINTS AT ALL RE-ENTRANT CORNERS. SEE PLAN FOR

SPECIAL CASES.

THICKNESS (IN) MAXIMUM JOINT SPACING EACH WAY (FT)

9 18

6. CROSS REFERENCE ARCHITECTURAL AND STRUCTURAL DRAWINGS TO ENSURE PROPER

DIMENSIONS AND PLACEMENT OF ALL ANCHOR BOLTS, INSERTS, NOTCHES, AND EDGES

OF WALLS/FOUNDATIONS PRIOR TO PLACING CONCRETE.

7. UNLESS OTHERWISE NOTED, ALL FOOTINGS SHALL BE CENTERED UNDER WALLS, PIERS

OR COLUMNS.

8. CONSTRUCTION JOINTS SHALL BE THOROUGHLY ROUGHENED TO 1/4” AMPLITUDE BY

SAND BLASTING OR MECHANICAL MEANS. CLEAN BEFORE POUR. LOCATION TO BE

APPROVED BY THE STRUCTURAL ENGINEER. SUBMIT LOCATION PLAN OF ALL PROPOSED

JOINTS NOT INDICATED ON DRAWINGS FOR APPROVAL PRIOR TO BEGINNING WORK.

9. PRIOR TO PLACING CONCRETE, THE CONTRACTOR SHALL ENSURE ALL REINFORCING AND

EMBEDMENTS, INCLUDING COLUMN ANCHOR BOLTS, ARE PROPERLY LOCATED AND

SECURELY TIED IN PLACE.

10. PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL PENETRATIONS THROUGH

CONCRETE BEFORE PLACING. SECURE SLEEVES TO PREVENT MOVEMENT DURING

PLACING OPERATIONS. SEE MECHANICAL AND ELECTRICAL DRAWINGS FOR LOCATIONS.

11. SLOPE SLABS TO DRAINS OR FOR POSITIVE DRAINAGE IF NO DRAINS ARE PRESENT AND

PROVIDE DEPRESSIONS WHERE SHOWN ON THE STRUCTURAL AND/OR ARCHITECTURAL

DRAWINGS WITHOUT REDUCING THE THICKNESS OF SLAB INDICATED. FOR SLAB-ON-

GRADE DEPRESSIONS GREATER THAN 1 INCH, SEE DETAILS FOR ADDITIONAL

REINFORCING.

12. CONCRETE FILL THICKNESS SHOWN ON FRAMING PLANS AND DETAIL SHEETS IS MINIMUM

THICKNESS. NO ALLOWANCES HAVE BEEN SHOWN FOR ADDITIONAL CONCRETE FILL

REQUIRED TO COMPENSATE FOR BEAM OR DECK DEFLECTIONS AND TO MAINTAIN

SURFACE TOLERANCES SPECIFIED.

13. GENERAL CONTRACTOR TO PROVIDE SHOP DRAWINGS FOR SIZE, LOCATION AND HEIGHT

OF MECHANICAL EQUIPMENT PADS ON CONCRETE SLAB ON STEEL DECK AND SLAB-ON-

GRADE.

14. THE PROPOSED MATERIALS AND MIX DESIGN SHALL BE FULLY DOCUMENTED AND

REVIEWED BY THE TESTING AGENCY. RESPONSIBILITY FOR OBTAINING THE REQUIRED

DESIGN STRENGTH IS THE CONTRACTOR’S. SUBMIT TEST DATA ON EACH PROPOSED MIX

FOR REVIEW IN ACCORDANCE WITH THE APPLICABLE CODE. MIX DESIGNS SUBMITTED

WITHOUT THE REQUIRED TEST DATA WILL BE RETURNED WITHOUT REVIEW.

15. PROVIDE SLAB COORDINATION DRAWING SUBMITTAL INDICATING COORDINATED

LOCATIONS OF: MEP PENETRATIONS, SLEEVES, OPENINGS, IN-SLAB CONDUIT/DUCT (IF

ALLOWED), EMBEDS, CAST-IN ANCHORS, AND OTHER ITEMS EMBEDDED OR PENETRATING

STRUCTURAL ELEVATED SLABS.

LINTELS

1. PROVIDE LINTELS OVER ALL OPENINGS AND RECESSES IN MASONRY CONSTRUCTION.

LINTELS ARE NOT REQUIRED OVER OPENINGS 12” WIDE OR LESS THAT IS AT LEAST 1

COURSE BELOW THE BOND BEAM AT THE TOP OF WALL.

2. PENETRATIONS NOT IDENTIFIED ON THE DOCUMENTS ARE TO BE TREATED IN A MANNER

SIMILAR TO THE IDENTIFIED LOCATIONS.

3. LINTELS IN NON-BEARING WALLS SHALL BE SIZED PER THE FOLLOWING:

SPAN, L STEEL OPTION (FOR EA 4” OF MASONRY) *

0’ < L ≤ 4’-0” L3 1/2x3 1/2x1/4

4’-0” < L ≤ 6’-0” L4x3 1/2x5/16 (LLV)

6’-0” < L ≤ 8’-0” L5x3 1/2x5/16 (LLV)

8’-0” < L ≤ 10’-0” L6x3 1/2x3/8 (LLV)

*ALL ANGLES THAT ARE BACK-TO-BACK SHALL BE WELDED TOP AND BOTTOM 3” @ 12” OC

MINIMUM.

4. ALL LINTELS SHALL HAVE A MINIMUM OF 8” END BEARING AND DO NOT REQUIRE BEARING

PLATES, UNLESS OTHERWISE NOTED.

5. TEMPORARY SHORING OF MASONRY LINTELS MUST BE PROVIDED UNTIL MASONRY HAS

REACHED 75% OF DESIGN STRENGTH.

STEEL

1. STRUCTURAL STEEL SHALL BE DETAILED IN ACCORDANCE WITH THE AMERICAN INSTITUTE

OF STEEL CONSTRUCTION (AISC) “DETAILING FOR STEEL CONSTRUCTION” AND

FABRICATED AND ERECTED IN ACCORDANCE WITH THE “SPECIFICATION FOR STRUCTURAL

STEEL BUILDINGS”.

2. STRUCTURAL STEEL SHALL CONFORM TO ASTM STANDARDS AS NOTED BELOW:

WIDE FLANGE SHAPES ASTM A992 Fy = 50 KSI

OTHER ROLLED SHAPES ASTM A36 Fy = 36 KSI

PIPE SECTIONS ASTM A53, GR B Fy = 35 KSI

HSS SECTIONS, ROUND ASTM A500, GR C Fy = 46 KSI

HSS SECTION, SQ/RECT ASTM A500, GR C Fy = 50 KSI

HP SHAPES ASTM A572 Fy = 50 KSI

BASE AND CONNECTION PLATES ASTM A36 Fy = 36 KSI

ANCHOR RODS ASTM F1554, GR 36 Fy = 36 KSI

HIGH STRENGTH BOLTS ASTM F3125, GR A325 Fv = 120 KSI

HIGH STRENGTH TWIST-OFF BOLTS ASTM F3125, GR F1852 Fv = 120 KSI

HEAVY HEX NUTS ASTM A563

WASHERS ASTM F436

HEADED STUD ANCHORS ASTM A108, TYPE B

ELECTRODES FOR ARC WELDING AWS 5.1, E70XX

3. HIGH STRENGTH BOLTS SHALL BE INSTALLED IN ACCORDANCE WITH AISC

“SPECIFICATIONS FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS”. SEE DETAILS

FOR BOLT SIZE AND MATERIAL ASTM DESIGNATION.

4. ALL BOLTED CONNECTIONS SHALL BE GRADE A325N BEARING TYPE BOLTS, UNLESS

OTHERWISE NOTED. ALL BOLTS SHALL BE INSTALLED TO A MINIMUM “SNUG TIGHT”

CONDITION, UNLESS OTHERWISE NOTED.

5. FULLY TENSIONED HIGH STRENGTH BOLTS AND SLIP CRITICAL HIGH STRENGTH BOLTS

SHALL USE TENSION-CONTROL “TWIST-OFF” BOLTS OR BE INSTALLED USING THE TURN OF

THE NUT METHOD.

6. WELD LENGTHS INDICATED ON THE DRAWINGS ARE THE NET EFFECTIVE LENGTH

REQUIRED. WHERE WELD LENGTH IS NOT SPECIFIED, PROVIDE WELD ALONG ENTIRE

INTERSECTION OF THE JOINED PARTS. WHERE FILLET WELD SYMBOL IS GIVEN WITHOUT

INDICATION OF SIZE, USE MINIMUM WELD SIZE AS SPECIFIED IN AISC 360, TABLE J2.4.

7. SPLICING OF STEEL MEMBERS WHERE NOT DETAILED ON THE DRAWINGS IS PROHIBITED

WITHOUT THE PRIOR APPROVAL OF THE STRUCTURAL ENGINEER AS TO LOCATION, TYPE

OF SPLICE AND CONNECTION TO BE MADE.

8. HEADED STUD ANCHORS (HSA): SHALL BE INSTALLED IN ACCORDANCE WITH AWS D1.1

AND SHALL BE AUTOMATICALLY END WELDED IN ACCORDANCE WITH THE

MANUFACTURER’S RECOMMENDATIONS IN SUCH A MANNER AS TO PROVIDE COMPLETE

FUSION BETWEEN THE END OF THE HSA AND THE STEEL SHAPE. THERE SHOULD BE NO

POROSITY OR EVIDENCE OF LACK OF FUSION BETWEEN THE WELDED END OF THE HSA

AND THE STEEL SHAPE. THE HSA SHALL DECREASE IN LENGTH DURING WELDING

9. APPROXIMATELY 1/8”FOR 5/8”ø AND SMALLER AND 3/16” FOR LARGER THAN 5/8”ø.

14. GROUT FOR BASE AND BEARING PLATES SHALL BE A NON-SHRINK, NON-METALLIC

PRODUCT. MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS SHALL BE 10,000 PSI. INSTALL

GROUT PRIOR TO APPLYING SIGNIFICANT LOADING TO MEMBER.

15. THE STRUCTURAL STEEL FABRICATOR SHALL FURNISH SHOP DRAWINGS OF ALL

STRUCTURAL STEEL FOR ARCHITECT/STRUCTURAL ENGINEER’S REVIEW BEFORE

FABRICATION.

STEEL DECK

1. MATERIAL, DETAILING, DESIGN, MANUFACTURE, AND ERECTION OF STEEL DECKS SHALL

BE IN ACCORDANCE WITH THE STEEL DECK INSTITUTE (SDI) SPECIFICATION.

2. DECK SIZE AND GAUGE INDICATED ON THE DRAWINGS ARE BASED ON THE FOLLOWING:

A. CURRENT VERSION OF VULCRAFT CATALOG FOR GRAVITY DESIGN LOADS AND

UNSHORED CONSTRUCTION SPANS

B. STEEL DECK INSTITUTE (SDI) DIAPHRAGM DESIGN MANUAL 4TH EDITION FOR

DIAPHRAGM LOADS

3. STEEL DECK GALVANIZING SHALL CONFORM TO ASTM A653 WITH A MINIMUM COATING OF

G60.

4. PAINTED STEEL ROOF DECK SHALL CONFORM TO ASTM A1008, GRADE C.

5. PROVIDE MINIMUM DECK BEARING AND LAP LENGTHS PER MANUFACTURER’S

RECOMMENDATIONS.

6. USE SUMP PANS AT ALL ROOF DRAINS. MINIMUM THICKNESS FOR SUMP PANS SHALL BE 14

GAUGE.

7. DECK MANUFACTURER SHALL FURNISH ALL RIDGE AND VALLEY PLATES, SUMP PANS,

DRAIN PLATES, AND OTHER ACCESSORIES REQUIRED FOR A COMPLETE INSTALLATION.

DECK MANUFACTURER SHALL PROVIDE ALL CLOSURE PLATES AND POUR STOPS NOT

PROVIDED BY THE STEEL FABRICATOR.

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

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

DRAWINGS SHALL BE THE RESPONSIBILITY OF THE DECK ERECTOR.

9. CONDUITS SHOULD NOT BE PLACED IN CONCRETE SLAB ON STEEL DECK WITHOUT

COORDINATION WITH THE STRUCTURAL ENGINEER, UNLESS OTHERWISE NOTED.

10. COORDINATE ALL PENETRATIONS, EMBEDS, AND RECESSES IN COMPOSITE FLOOR

SYSTEMS WITH THE STRUCTURAL ENGINEER, UNLESS OTHERWISE NOTED.

11. DO NOT EXCEED 25 LBS PER HANGER AND A MINIMUM SPACING OF 2’-0” ON CENTER WHEN

ATTACHING TO STEEL ROOF DECK. THIS 25 LBS LOAD AND 2’-0” SPACING INCLUDES

ADJACENT MECHANICAL, ELECTRICAL, AND ARCHITECTURAL ITEMS HANGING FROM THE

DECK. IF THE HANGER RESTRICTIONS CANNOT BE ACHIEVED, SUPPLEMENTAL FRAMING

SUPPORTED OFF STEEL FRAMING WILL NEED TO BE ADDED. THE GENERAL CONTRACTOR

IS RESPONSIBLE FOR COORDINATING LOCATION AND WEIGHT OF ALL THE ELEMENTS

BEING HUNG WITH STRUCTURAL ENGINEER, UNLESS OTHERWISE NOTED.

12. STEEL FORM OR COMPOSITE DECKING HAS BEEN DESIGNED FOR THE UNSHORED CLEAR

SPAN. CONCRETE FILL THICKNESS SHOWN ON FRAMING PLANS AND DETAIL SHEETS IS A

MINIMUM THICKNESS. NO ALLOWANCES HAVE BEEN SHOWN FOR ADDITIONAL CONCRETE

FILL REQUIRED TO COMPENSATE FOR BEAM OR DECK DEFLECTIONS AND TO MAINTAIN

SURFACE TOLERANCES SPECIFIED.

13. SUBMIT SHOP DRAWINGS SHOWING ERECTION PROCEDURES, WELDING PROCEDURES,

VERTICAL LOAD AND DIAPHRAGM SHEAR CAPACITY FURNISHED, DECK SHORING

REQUIREMENTS, UNDERWRITER’S LABORATORIES (UL) FIRE RATING NUMBER AND

COMPOSITE BEAM AND GIRDER STUD PROFILES TO THE ARCHITECT/STRUCTURAL

ENGINEER FOR REVIEW. FABRICATION SHALL NOT BEGIN WITHOUT APPROVED SHOP

DRAWINGS.

POST-INSTALLED ANCHORS

1. ANCHORS SERVING AS THE BASIS OF DESIGN ARE SHOWN ON THE DRAWINGS.

ACCEPTABLE ALTERNATIVE ANCHORS MAY BE SUPPLIED PROVIDED THE QUANTITY AND

CONFIGURATION MATCH THE CAPACITY OF THE DESIGN ANCHOR QUANTITY AND

CONFIGURATION. ANY ALTERNATES ARE TO BE SUBMITTED TO THE STRUCTURAL

ENGINEER FOR REVIEW. INSTALL IN ACCORDANCE WITH MANUFACTURER’S WRITTEN

INSTRUCTIONS. BELOW SUMMARIZES EACH ANCHOR TYPE USED ON THE PROJECT.

2. MECHANICAL ANCHORS:

a. EXPANSION ANCHORS

ANCHORED

INTO

BASIS OF DESIGN ACCEPTABLE ALTERNATES

UNCRACKED

CONCRETE

HILTI KB3 (ESR-2302) DEWALT POWER STUD+ SD2 (ESR-2502) RED

HEAD TRUBOLT+ (ESR-2427) SIMPSON STRONG

BOLT 2 (ESR-3037)

CRACKED

CONCRETE

HILTI KBTZ (ESR-1917) DEWALT POWER STUD+ SD2 (ESR-2502) RED

HEAD TRUBOLT+ (ESR-2427) SIMPSON STRONG

BOLT 2 (ESR-3037)

b. THREADED SCREW ANCHORS

ANCHORED

INTO

BASIS OF DESIGN ACCEPTABLE ALTERNATES

UNCRACKED

CONCRETE

HILTI KWIK HUS-EZ

(ESR-3027)

DEWALT POWER SCREW-BOLT+ (ESR-3889)

SIMPSON TITEN HD (ESR-2713)

CRACKED

CONCRETE

HILTI KWIK HUS-EZ

(ESR-3027)

DEWALT POWER SCREW-BOLT+ (ESR-3889)

SIMPSON TITEN HD (ESR-2713)

3. ADHESIVE ANCHORS: SHALL CONSIST OF DEFORMED REINFORCING BARS OR ASTM A193

GRADE B7 RODS, HEAVY DUTY NUTS AND WASHERS AND A TWO COMPONENT

STRUCTURAL ADHESIVE. WHERE ANCHORING INTO HOLLOW MASONRY, A SCREEN TUBE

SHALL BE PROVIDED.

ANCHORED

INTO

BASIS OF DESIGN ACCEPTABLE ALTERNATES

CONCRETE HILTI HIT-HY 200

(ESR-3187)

DEWALT AC 200+ (ESR-4027) SIMPSON SET-3G

(ESR-4057)

4. CRACKED CONCRETE REPRESENTS ALL CONCRETE FOR PROJECTS LOCATED IN SEISMIC

DESIGN CATEGORY C OR HIGHER, TENSILE ZONES SUCH AS BOTTOMS OF BEAMS AND

SLABS, OR WHERE NOTED ON THE DRAWINGS.

4/4/2025

EXP: 7/31/2026

PLAN OR DETAIL NUMBER

PLAN OR DETAIL NAME

PLAN OR DETAIL SCALE

DETAIL REFERRED TO BY SECTION CUT

SHEET DETAIL IS LOCATED ON

NAME

VIEW NAME

1/8" = 1'-0"

S300

SIM

INDICATES SIMILAR DETAIL REFERENCED

IN MULTIPLE LOCATIONS

LEVEL NAME

10'-0" HEIGHT ABOVE

PROJECT 0'-0"

INDICATES NOTE USED TO DESCRIBE

ADDITIONAL INFORMATION ABOUT

WORK REQUIRED, SPECIFIC TO THE

SHEET AND/OR DETAIL

INDICATES DIRECTION OF TRUE NORTH

VIEW KEY

LINE TYPE KEY:

NEW WORK

(DARK SOLID LINE/LINE WEIGHT WILL VARY)

NEW WORK BELOW OR BEYOND VIEW

(DARK DASH LINE)

EXISTING TO BE REMOVED

(DARK DASH LINE)

EXISTING WORK TO REMAIN

(HALFTONED SOLID LINE/LINE WEIGHT WILL VARY)

NON STRUCTURAL

(HALFTONED LIGHT SOLID LINE)

GRID OR CENTERLINE

MATERIAL LEGEND:

CONCRETE - CAST-IN-PLACE

CONCRETE - EXISTING

EARTH

GRAVEL OR GRANULAR FILL

GROUT OR DRYPACK OR SAND

MASONRY

WOOD / COLD-FORM STUD

PRECAST CONCRETE

STEEL

COLUMN DESIGNATION

BASE PLATE MARK

SF#(+X'-X")

P# (+X'-X")

FOOTING MARK (TOP ELEVATION)

PIER MARK (TOP ELEVATION)

N O R

HT

W XxX

BPX

STRUCTURAL SYMBOL LIST

GENERAL SYMBOLS:

SYMBOL DESCRIPTION DETAIL REFERENCE

TOP OF STRUCTURAL FRAMING ABOVE

ELEVATION (+0'-0")

(+16'-3")

TOP OF STRUCTURAL FOUNDATION

BELOW ELEVATION (+0'-0")

(-2'-0")

-1" SLAB DEPRESSION

S STEP IN FOOTING

FOUNDATION SYMBOLS:

SYMBOL DESCRIPTION DETAIL REFERENCE

N/A

N/A

BEAM CAMBER

HEADED STUD ANCHORS (HSA) ON BEAM(##)

c=X"

STEEL SYMBOLS:

SYMBOL DESCRIPTION DETAIL REFERENCE

BEAM SPLICE

N/A

N/A

STEEL DECK (DIRECTION)

NON-FRAME KICKER BRACE

MOMENT CONNECTION

STRUCTURAL ABBREVIATION KEY

ABBR: DESCRIPTION: ABBR: DESCRIPTION:

KSF

KSI

L

LBS

LL

LLH

LLV

LONG.

LSH

LSV

LT WT

MAX

MECH

MANUF

MIN

NIC

NTS

OC

OH

OPNG

OSB

PCF

P.H.

PJP

PL

PLF

PSF

PSI

PT

R

REINF

REQD

RTU

SC

SCHED

SFRS

SIM

SL

S.M.S.

SP

SPECS

SQ

STIFF

STL

SYM

T&B T.O.C T.O.

TC

TEMP

tf

THK

TRANS

TYP

UON

VERT

VIF

w/

WP

WT

W.W.F

WWR

(E) A.B.

ARCH

B.O.

bf

BF

BM

B.N.

BOTT

BTWN

CFSF

CGS

CJP

CLR

CL

CMU

COL

CONC

CONN

CONST

CONT

COORD

DIA

DL

DET

DWG

DWL

EA

EF

EFF

EL

ELEC

EMBED

E.N.

EOD

EOS

EQ

EQUIP

ETC

EW

EXP

EXT

f 'c

FDN

F.N.

FT

FTG

Fy

GA

GALV

GLB

GT

HORIZ

HSA

HSB

JT

K, KIP

NUMBER OR POUNDS

AT

DEGREE

DIAMETER

EXISTING

ANCHOR BOLT

ARCHITECT, -URE, -URAL

BOTTOM OF

BEAM FLANGE WIDTH

BRACE FRAME

BEAM

BOUNDARY NAILING

BOTTOM

BETWEEN

COLD FORM STEEL FRAMING

CENTER OF GRAVITY OF THE TENDON

COMPLETE JOINT PENETRATION WELD

CLEAR

CENTERLINE

CONCRETE MASONRY UNIT

COLUMN

CONCRETE

CONNECTION

CONSTRUCTION

CONTINUOUS

COORDINATION

DIAMETER

DEAD LOAD

DETAIL

DRAWING

DOWEL

EACH

EACH FACE

EFFECTIVE

ELEVATION

ELECTRICAL

EMBEDMENT

EDGE NAILING

EDGE OF DECK

EDGE OF SLAB

EQUAL

EQUIPMENT

ETCETERA

EACH WAY

EXPANSION

EXTERIOR

CONCRETE COMPRESSIVE STRENGTH

FOUNDATION

FIELD NAILING

FOOT

FOOTING

YIELD STRESS

GAGE OR GAUGE

GALVANIZED

GLULAM BEAM

GIRDER TRUSS

HORIZONTAL

HEADED STUD ANCHOR

HIGH STRENGTH BOLT

JOINT

KILOPOUND (1,000 POUNDS)

KIPS PER SQUARE FOOT

KIPS PER SQUARE INCH

LENGTH

POUNDS

LIVE LOAD

LONG LEG HORIZONTAL

LONG LEG VERTICAL

LONGITUDINAL

LONG SIDE HORIZONTAL

LONG SIDE VERTICAL

LIGHTWEIGHT

MAXIMUM

MECHANICAL

MANUFACTURER

MINIMUM

NOT IN CONTRACT

NOT TO SCALE

ON CENTER

OPPOSITE HAND

OPENING

ORIENTED STRAND BOARD

POUNDS PER CUBIC FOOT

PENTHOUSE

PARTIAL JOINT PENETRATION WELD

PLATE

POUNDS PER LINEAR FOOT

POUNDS PER SQUARE FOOT

POUNDS PER SQUARE INCH

POST-TENSION, -ED, -ING

RADIUS

REINFORCING, -MENT, -ED

REQUIRED

ROOF TOP UNIT

SLIP CRITICAL

SCHEDULE

SEISMIC FORCE-RESISTING SYSTEM

SIMILAR

SNOW LOAD

SHEET METAL SCREW

SPACE(S)

SPECIFICATION(S)

SQUARE

STIFFENER

STEEL

SYMMETRICAL

TOP AND BOTTOM

TOP OF CONCRETE

TOP OF

PRE-TENSIONED BOLT

TEMPERATURE

BEAM FLANGE THICKNESS

THICK

TRANSVERSE

TYPICAL

UNLESS OTHERWISE NOTED

VERTICAL

VERIFY IN FIELD

WITH

WORK POINT

WEIGHT

WELDED WIRE FABRIC

WELDED WIRE REINFORCING

VA Project Number:

Building:

Drawing Number:

Project Title:

Project Location:

Issue Date:

Checked By: Drawn By:

Drawing Title:

FULLY

SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

A

Submission:

ARCHITECT / ENGINEER OF RECORD:

Revisions: Date:

CONSULTANTS:

/8

/4

/8

/2

/4

-1

/2

CONSULTANT:

COMPASS

8734 GALLOWAY TRAIL

NOVELTY, OH. 44072

619-925-1647

ARCHITECT:

CB DESIGN GROUP

421 KING ST

SUITE 301

ALEXANDRIA, VA 22314

703-772-4213

PROFESSIONAL SEAL:

James A. Haley Veterans Hospital 13000 Bruce B. Downs Blvd.

Tampa, FL. 33612

2345678910111213141516

B

C

D

E

F

G

H

I

J

12345678910111213141516

DRAWINGS NOT INTENDED FOR

CONSTRUCTION.

CONSULTANT:

SCOTT PRZYBYSZ

15 SUNNEN DR. SUITE 104

ST. LOUIS, MO 63143

314-951-2535

CONSULTANT:

MARK DYCK

148 S. QUEEN ST. SUITE 201

MARTINSBURG, WV. 25401

304-266-3115

CONSULTANT:

CLARE KRAMER

2815 DIRECTORS ROW

SUITE 500

ORLANDO, FL. 32809

407-917-2430

04/04/2025

673-20-107

PRIPANJUSSTU

EHRM INFRASTRUCTURE UPGRADES

TAMPA, FL.

ISSUED FOR CONSTRUCTION

SYMBOL LIST, ABBREVIATION KEY

AND VIEW KEY

01-ST001

-2

-1

-S

T

/1

/2

.p d f

TESTING, INSPECTIONS, AND OBSERVATIONS

1. THE STRUCTURAL ENGINEER DOES NOT PROVIDE INSPECTIONS OF CONSTRUCTION. STRUCTURAL ENGINEER MAY MAKE PERIODIC OBSERVATIONS OF THE CONSTRUCTION. SUCH OBSERVATIONS SHALL NOT REPLACE REQUIRED INSPECTIONS BY THE GOVERNING AUTHORITIES OR SERVE AS “SPECIAL INSPECTIONS” AS MAY BE REQUIRED BY CHAPTER 17 OF THE INTERNATIONAL BUILDING CODE.

2. SEE ARCHITECTURAL, CIVIL, MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS OR SPECIFICATIONS FOR TESTING AND INSPECTION

REQUIREMENTS OF NON-STRUCTURAL COMPONENTS.

3. DUTIES OF THE INSPECTION AGENCY PER IBC CHAPTER 17:

a. SUBMIT A PROPOSED TESTING AND INSPECTION PROGRAM TO THE OWNER, THE ARCHITECT AND THE STRUCTURAL ENGINEER FOR REVIEW AND

APPROVAL AT LEAST TWO WEEKS PRIOR TO COMMENCEMENT OF WORK.

b. PERFORM ALL TESTING AND INSPECTION REQUIRED PER APPROVED TESTING AND INSPECTION PROGRAM.

c. FURNISH INSPECTION REPORT TO THE BUILDING OFFICIAL, THE OWNER, THE ARCHITECT, STRUCTURAL ENGINEER AND THE GENERAL CONTRACTOR. THE REPORTS SHALL BE COMPLETED AND FURNISHED WITHIN 48 HOURS OF INSPECTED WORK.

d. SUBMIT A FINAL SIGNED REPORT STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF THE SPECIAL INSPECTION

AGENCY’S KNOWLEDGE, IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS.

4. SPECIAL INSPECTIONS AND TESTS ARE REQUIRED FOR MATERIALS AND SYSTEMS REQUIRED TO BE INSTALLED IN ACCORDANCE WITH ADDITIONAL MANUFACTURER’S INSTRUCTIONS THAT PRESCRIBE REQUIREMENTS NOT CONTAINED IN CHAPTER 17 OF THE IBC OR IN STANDARDS REFERENCED BY

THE IBC. THESE ITEMS INCLUDE:

a. POST-INSTALLED ANCHORS - INSPECTION

5. THE FOLLOWING WORK SHALL BE INSPECTED BY THE SPECIAL INSPECTOR UNLESS SPECIFICALLY WAIVED BY THE BUILDING OFFICIAL.

VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC MATERIAL STD

REFERENCE

IBC

REFERENCE

CONCRETE CONSTRUCTION

1. INSPECT REINFORCEMENT, INCLUDING PRESTRESSING TENDONS, AND VERIFY

PLACEMENT

X ACI 318: CH 20,

25.2, 25.3, 26.2.1-26.6.3

1908.4

2. MATERIAL IDENTIFICATION OF REINFORCING (TYPE/GRADE) X

3. REINFORCING STEEL HAS NOT BEEN REBENT IN THE FIELD X

4. REINFORCING STEEL HAS BEEN TIED AND SUPPORTED AS REQUIRED X

5. REINFORCING STEEL CLEARANCES HAVE BEEN PROVIDED X

6. COMPOSITE STEEL MEMBERS HAVE REQUIRED SIZE X

8. INSPECT ANCHORS CAST IN CONCRETE X ACI 318: 17.8.2

9. INSPECT ANCHORS POST-INSTALLED IN HARDENED CONCRETE MEMBERS:

a. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY INCLINED

ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS

X ACI 318: 17.8.2.4

b. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN 9.a X ACI 318: 17.8.2

10. VERIFY USE OF REQUIRED DESIGN MIX X ACI 318: CH 19,

26.4.2, 26.4.4

1904.1, 1904.2, 1908.2, 1908.3

11. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH TESTS,

PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF

THE CONCRETE

X ASTM C172, ASTM

C31, ACI 318: 26.5,

26.12

1907.10

12. INSPECT CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION

TECHNIQUES

X ACI 318: 26.5 1908.6, 1908.7,

1908.8

13. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES X ACI 318:

26.5.3-26.5.5

1908.9

14. VERIFY IN-SITU CONCRETE STRENGTH PRIOR TO REMOVAL OF SHORES AND FORMS

FROM BEAMS AND STRUCTURAL SLABS

X ACI 318: 26.11.2

15. INSPECT FORMWORK FOR SHAPE, LOCATION, AND DIMENSIONS OF THE CONCRETE

MEMBER BEING FORMED

X ACI 318: 26.11.2(b)

VERIFICATION AND INSPECTION TASK QC QA MATERIAL STD

REFERENCE

STRUCTURAL STEEL - FABRICATION

1. FABRICATION FACILITY X

2. CONNECTION ERECTION AND ASSEMBLY X X

3. PRETENSIONED AND SLIP-CRITICAL BOLTS/JOINTS USING TURN-OF-NUT METHOD WITHOUT

MATCHMAKING OF CALIBRATED WRENCH METHODS OF INSTALLATION

X X

4. SINGLE PASS FILLET WELDS 5/16” OR LESS X X X

5. ALL OTHER WELDS INCLUDING COMPLETE AND PARTIAL PENETRATION WELDS X X X

6. SHEAR STUD PLACEMENT X X

VERIFICATION AND INSPECTION TASK QC QA MATERIAL STD

REFERENCE

STRUCTURAL STEEL - ERECTION

1. STRUCTURAL STEEL ERECTION X X

2. CONNECTION ERECTION AND ASSEMBLY X X

3. PRETENSIONED AND SLIP-CRITICAL BOLTS/JOINTS USING TURN-OF-NUT METHOD WITHOUT

MATCHMAKING OF CALIBRATED WRENCH METHODS OF INSTALLATION

X X

4. SINGLE PASS FILLET WELDS 5/16” OR LESS X X X

5. ALL OTHER WELDS INCLUDING COMPLETE AND PARTIAL PENETRATION WELDS X X X

6. SHEAR STUD PLACEMENT X X

7. BEAM CAMBER (IN-PLACE) X

VERIFICATION AND INSPECTION TASK QC QA MATERIAL STD

REFERENCE

RCSC

CLAUSES

STRUCTURAL STEEL PRIOR TO BOLTING - MINIMUM INSPECTION

1. MANUFACTURER’S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS O P TABLE C-N5.6-1 2.1, 9.1

2. FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS O O TABLE C-N5.6-1 6.5.1

3. CORRECT FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE, TYPE, BOLT

LENGTH IF THREADS ARE TO BE EXCLUDED FROM THE SHEAR PLANE)

O O TABLE C-N5.6-1 2.3.2, 2.7.2, 9.1

4. CORRECT BOLTING PROCEDURE SELECTED FOR JOINT DETAIL O O TABLE C-N5.6-1 4, 8

5. CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING SURFACE

CONDITION AND HOLE PREPARATION, IF SPECIFIED, MEET APPLICABLE REQUIREMENTS

O O TABLE C-N5.6-1 TABLE 6.1(2)

6. PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION PERSONNEL

OBSERVED AND DOCUMENTED FOR FASTENER ASSEMBLIES AND METHODS USED

P1 O1 TABLE C-N5.6-1 3, 9.1, 9.3

7. PROTECTION STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS, AND OTHER

FASTENER COMPONENTS

O O TABLE C-N5.6-1 2.2, 8, 9.1

1 DOCUMENT - THE INSPECTOR SHALL PREPARE REPORTS INDICATING THE WORK HAS BEEN PERFORMED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. THE REPORTS NEED NOT PROVIDE DETAILED MEASUREMENTS FOR JOINT FIT-UPS, WPS SETTINGS, COMPLETED WELDS, OR OTHER INDIVIDUAL ITEMS LISTED IN THE TABLES. FOR SHOP FABRICATION, THE REPORT SHALL INDICATE THE PIECE MARK OF THE PIECE INSPECTED. FOR FIELD WORK, THE REPORT SHALL INDICATE THE REFERENCE GRID LINES AND FLOOR OR ELEVATION INSPECTED. WORK NOT IN COMPLIANCE WITH THE CONTRACT DOCUMENTS AND WHETHER THE NONCOMPLIANCE HAS BEEN SATISFACTORILY REPAIRED SHALL BE NOTED IN THE INSPECTION.

VERIFICATION AND INSPECTION TASK QC QA MATERIAL STD

REFERENCE

RCSC

CLAUSES

STRUCTURAL STEEL AFTER BOLTING - MINIMUM INSPECTION

1. DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS P P TABLE C-N5.6-3 N/A

VERIFICATION AND INSPECTION TASK QC QA MATERIAL STD

REFERENCE

AWS D1.1

CLAUSES

STRUCTURAL STEEL PRIOR TO WELDING - MINIMUM INSPECTION

1. WELDING PROCEDURE SPECIFICATIONS (WPS) AVAILABLE P P TABLE C-N5.4-1 6.3

2. MANUFACTURER CERTIFICATES FOR WELDING CONSUMABLES AVAILABLE P P TABLE C-N5.4-1 6.2

3. MATERIAL IDENTIFICATION O O TABLE C-N5.4-1 6.2

4. WELDER IDENTIFICATION O O TABLE C-N5.4-1 6.4 (WELDER

QUALIFICATIO

N)

5. FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY) O O TABLE C-N5.4-1

a. JOINT PREPARATION O O TABLE C-N5.4-1 6.5.2

b. DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL) O O TABLE C-N5.4-1 5.22

c. CLEANLINESS (CONDITION OF STEEL SURFACE) O O TABLE C-N5.4-1 5.14

d. TACKING (TACK WELD QUALITY AND LOCATION) O O TABLE C-N5.4-1 5.17

e. BACKING TYPE AND FIT (IF APPLICABLE) O O TABLE C-N5.4-1 5.9, 5.21.1.1

6. FIT-UP OF CJP GROOVE WELDS OF HSS T-, Y- & K--JOINTS WITHOUT BACKING

(INCLUDING JOINT GEOMETRY)

P/O1 O TABLE C-N5.4-1 9.11.2

a. JOINT PREPARATION P/O1 O TABLE C-N5.4-1 9.11.2

b. DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL) P/O1 O TABLE C-N5.4-1 9.11.2

c. CLEANLINESS (CONDITION OF STEEL SURFACE) P/O1 O TABLE C-N5.4-1 9.11.2

d. TACKING (TACK WELD QUALITY AND LOCATION) P/O1 O TABLE C-N5.4-1 9.11.2

7. CONFIGURATION AND FINISH OF ACCESS HOLES O TABLE C-N5.4-1 6.5.2, 5.16 (&

SEE AISC 360

SECT. J1.6)

8. FIT-UP OF FILLET WELDS P/O1 O TABLE C-N5.4-1

a. DIMENSIONS (ALIGNMENT, GAPS AT ROOT) P/O1 O TABLE C-N5.4-1 5.21.1

b. CLEANLINESS (CONDITION OF STEEL SURFACES) P/O1 O TABLE C-N5.4-1 5.14

c. TACKING (TACK WELD QUALITY AND LOCATION) P/O1 O TABLE C-N5.4-1 5.17

9. CHECK WELDING EQUIPMENT O O TABLE C-N5.4-1 6.2, 5.10

VERIFICATION AND INSPECTION TASK QC QA MATERIAL STD

REFERENCE

AWS D1.1

CLAUSES

STRUCTURAL STEEL DURING WELDING - MINIMUM INSPECTION

1. USE OF QUALIFIED WELDERS O O TABLE C-N5.4-2 6.4

2. CONTROL AND HANDLING OF WELDING CONSUMABLES O O TABLE C-N5.4-2 6.2

a. PACKAGING O O TABLE C-N5.4-2 5.3.1

b. EXPOSURE CONTROL O O TABLE C-N5.4-2 5.3.2 (FOR

SMAW), 5.3.3

(FOR SAW)

3. ENVIRONMENT CONDITIONS O O TABLE C-N5.4-2

a. WIND SPEED WITHIN LIMITS O O TABLE C-N5.4-2 5.11.1

b. PRECIPITATION AND TEMPERATURE O O TABLE C-N5.4-2 5.11.2

4. WPS FOLLOWED O O TABLE C-N5.4-2 6.3.3, 6.5.2, 5.5,

5.20

a. SETTINGS ON WELDING EQUIPMENT O O TABLE C-N5.4-2

b. TRAVEL SPEED O O TABLE C-N5.4-2

c. SELECTED WELDING MATERIALS O O TABLE C-N5.4-2

d. SHIELDING GAS TYPE/FLOW RATE O O TABLE C-N5.4-2

e. PREHEAT APPLIED O O TABLE C-N5.4-2 5.6, 5.7

f. INTERPASS TEMPERATURE MAINTAINED (MIN/MAX) O O TABLE C-N5.4-2

g. PROPER POSITION (F, V, H, OH) O O TABLE C-N5.4-2

h. INTERMIX OF FILLER METALS AVOIDED UNLESS APPROVED O O TABLE C-N5.4-2

5. WELDING TECHNIQUES O O TABLE C-N5.4-2 6.5.2, 6.5.3, 5.23

a. INTERPASS AND FINAL CLEANING O O TABLE C-N5.4-2 5.29.1

b. EACH PASS WITHIN PROFILE LIMITATIONS O O TABLE C-N5.4-2

c. EACH PASS MEETS QUALITY REQUIREMENTS O O TABLE C-N5.4-2

VERIFICATION AND INSPECTION TASK QC QA MATERIAL STD

REFERENCE

AWS D1.1

CLAUSES

STRUCTURAL STEEL AFTER WELDING - MINIMUM INSPECTION

1. WELDS CLEANED O O TABLE C-N5.4-3 5.29.1

2. SIZE, LENGTH AND LOCATION OF WELDS P P TABLE C-N5.4-3 6.5.1

3. WELDS MEET VISUAL ACCEPTANCE CRITERIA P2 P2 TABLE C-N5.4-3 6.5.3

a. CRACK PROHIBITION P2 P2 TABLE C-N5.4-3 TABLE 6.1(1)

b. WELD/BASE-METAL FUSION P2 P2 TABLE C-N5.4-3 TABLE 6.1(2)

c. CRATER CROSS-SECTION P2 P2 TABLE C-N5.4-3 TABLE 6.1(3)

d. WELD PROFILES P2 P2 TABLE C-N5.4-3 TABLE 6.1(4), 5.24

e. WELD SIZE P2 P2 TABLE C-N5.4-3 TABLE 6.1(6)

f. UNDERCUT P2 P2 TABLE C-N5.4-3 TABLE 6.1(7)

g. POROSITY P2 P2 TABLE 6.1(8)

4. ARC STRIKES P P TABLE C-N5.4-3 5.28

5. K-AREA3 P2 P2 TABLE C-N5.4-3 N/A

6. WELD ACCESS HOLES IN ROLLED HEAVY SHAPES AND BUILT-UP HEAVY SHAPES P P TABLE C-N5.4-3 5.16, 6.5.2 (&

SEE AISC 360

SECT. J1.6)

7. BACKING REMOVED AND WELD TABS REMOVED (IF REQUIRED) P2 P2 TABLE C-N5.4-3 5.9, 5.30

8. REPAIR ACTIVITIES P P2 TABLE C-N5.4-3 6.5.3, 5.25

9. DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER P P TABLE C-N5.4-3 6.5.4, 6.5.5

10. PLACEMENT OF REINFORCING OR CONTOURING FILLET WELDS (IF REQUIRED) P2 P2 TABLE C-N5.4-3 6.5.4, 6.5.5

1 FOLLOWING PERFORMANCE OF THIS INSPECTION TASK FOR TEN WELDS TO BE MADE BY A GIVEN WELDER, WITH THE WELDER DEMONSTRATING UNDERSTANDING OF REQUIREMENTS AND POSSESSION OF THE SKILLS TO VERIFY THESE ITEMS, THE PERFORM DESIGNATION OF THIS TASK SHALL BE REDUCED TO OBSERVE, AND THE WELDER SHALL PERFORM THIS TASK. SHOULD THE INSPECTOR DETERMINE THE WELDER HAS DISCONTINUED PERFORMANCE OF THIS TASK, THE TASK SHALL BE RETURNED TO PERFORM UNTIL SUCH TIME AS THE INSPECTOR HAS RE-ESTABLISHED ADEQUATE

ASSURANCE THE WELDER WILL PERFORM THE INSPECTION TASKS LISTED.

2 DOCUMENT - THE INSPECTOR SHALL PREPARE REPORTS INDICATING THE WORK HAS BEEN PERFORMED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. THE REPORT NEED NOT PROVIDE DETAILED MEASUREMENTS FOR JOINT FIT-UPS, WPS SETTINGS, COMPLETED WELDS, OR OTHER INDIVIDUAL ITEMS LISTED IN THE TABLES. FOR SHOP FABRICATION, THE REPORT SHALL INDICATE THE PIECE MARK OF THE PIECE INSPECTED. FOR FIELD WORK, THE REPORT SHALL INDICATE THE REFERENCE GRID LINES AND FLOOR OR ELEVATION INSPECTED. WORK NOT IN COMPLIANCE WITH THE CONTRACT DOCUMENTS AND WHETHER THE NONCOMPLIANCE HAS BEEN SATISFACTORILY REPAIRED SHALL BE NOTED IN THE INSPECTION.

3 WHEN WELDING OF DOUBLER PLATES, CONTINUITY PLATES OR STIFFENERS HAS BEEN PERFORMED IN THE K-AREA, VISUALLY INSPECT THE WEB K- AREA FOR CRACKS WITHIN 3” OF THE WELD. THE VISUAL INSPECTION SHALL BE PERFORMED NO SOONER THAN 48 HOURS FOLLOWING COMPLETION

OF THE WELDING.

VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC MATERIAL STD

REFERENCE

IBC

REFERENCE

STRUCTURAL DECKING

1. DECK PLACEMENT AND ATTACHMENT X X

VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC MATERIAL STD

REFERENCE

IBC

REFERENCE

SOILS

1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE

THE DESIGN BEARING CAPACITY

X

2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED

PROPER MATERIAL

X

3. PERFORM CLASSIFICATIONS AND TESTING OF COMPACTED FILL MATERIAL X

4. VERIFY USE OF PROPER MATERIALS, DENSITIES, AND LIFT THICKNESSES DURING

PLACEMENT AND COMPACTION OF COMPACTED FILL

X

5. PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND VERIFY THAT

SITE HAS BEEN PREPARED PROPERLY

X

STRUCTURAL SHEET INDEX

SHEET NUMBER SHEET NAME

01-ST000 GENERAL NOTES

01-ST001 SYMBOL LIST, ABBREVIATION KEY AND VIEW KEY

01-ST101 BUILDING 01-1ST FLOOR - ENLARGED PLANS-DEMO AND NEW WORK

01-ST102 BUILDING 01 -2ND FLOOR - ENLARGED PLANS-DEMO AND NEW WORK

01-ST103 BUILDING 01 - ROOF - ENLARGED PLANS -DEMO AND NEW WORK

01-ST300 CONCRETE DETAILS

01-ST500 STEEL DETAILS

01-ST501 STEEL DETAILS

GRAND TOTAL: 8

VERIFICATION AND INSPECTION TASK QC QA MATERIAL STD

REFERENCE

RCSC

CLAUSES

STRUCTURAL STEEL DURING TO BOLTING - MINIMUM INSPECTION

1. FASTENER ASSEMBLIES PLACED IN ALL HOLES AND WASHERS AND NUTS ARE

POSITIONED AS REQUIRED

O P TABLE C-N5.6-2 7.1(1), 8.1, 9.1

2. JOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO THE PRETENSIONING

OPERATION

O O TABLE C-N5.6-2 8.1, 9.1

3. FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROM

ROTATING

O O TABLE C-N5.6-2 8.2, 9.2

4. FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RCSC SPECIFICATION,

PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID POINT TOWARDS THE FREE

EDGES

O O TABLE C-N5.6-2 8.2, 9.2

AC

B

8 9

AD

AB.9

Z1

AD.9

8.1

Z2

NOTE:

1. NO STRUCTURAL ELEMENTS DEMOLISHED IN THE SCOPE OF THIS PROJECT. SEE ARCH FOR

ARCHITECTURAL COMPONENTS TO BE DEMOLISHED.

AC

B

8 9

AD

8.5

AB.9

(11'-9 1/4")

(E) GB5 (36x18)

(11'-9 1/4")

(E) GB5 (36x18)

(11'-9 1/4")

(E) GB5 (36x18)

(11'-9 1/4")

(E) GB5 (36x18)

(1

/4

(E

G B x

(E

G B x

Z1

(E) 12B14(E) 12B14

(E) 12B14

(E) 12B14

(E) L2 1/2x2 1/2x1/4

(E

L

/2 x

/2 x /4

(E) L2 1/2x2 1/2x1/4

(E) 14B17.2

(E) GB2 (48x28)

(E ) G

B (4 x

(E

G B x

13'-6" 12'-10"

G B

(4 x

(E

B

.2

(E) FLOATING SLAB

ON…