08.0 a Structl DWGs 1of4 tt1.pdf

GENERAL

1. THIS PROJECT DESIGN MEETS THE REQUIREMENTS OF:

2009 INTERNATIONAL BUILDING CODE

UFC 4-023-03 w/ CHANGE 1 27JAN2010

DEPARTMENT OF VETERANS AFFAIRS INSTRUCTIONS TO ARCHITECTS AND ENGINEERS

DEPARTMENT OF VETERANS AFFAIRS SEISMIC DESIGN REQUIREMENTS H-18-8 JULY 2010

2. DETAILS SHALL BE ASSUMED TO APPLY TO ALL LOCATIONS TO WHICH THEY CAN BE APPLIED

REGARDLESS OF THE LACK OF A TYPICAL NOTATION.

3. THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS SHOWN ON THE STRUCTURAL DRAWINGS WITH THE ARCHITECTURAL DRAWINGS. THE CONTRACTOR SHALL VERIFY DIMENSIONS, BEFORE CONSTRUCTION AND NOTIFY THE RESIDENT ENGINEER OF ANY DISCREPANCIES BEFORE PROCEEDING WITH THE WORK.

THE FOLLOWING DATA WAS USED IN THE DESIGN OF THE SUBJECT STRUCTURE:

MECHANICAL PENTHOUSE LIVE LOAD = 150 PSF

ELEVATED FLOOR LIVE LOAD = 80 PSF (REDUCED)

GROUND FLOOR LIVE LOAD = 100 PSF (REDUCED)

ROOF LIVE LOAD = 20 PSF (UNREDUCED)

GROUND SNOW LOAD = 5 PSF

IN AREAS WHERE THE REQUIRED LOADING EXCEEDS THE TYPICAL LOADING LISTED ABOVE THE FOLLOWING LOADS ARE USED:

LOBBIES, CORRIDORS, ASSEMBLY AREAS=100 PSF

UPS AND OTHER FIXED EQUIPMENT=DESIGNED FOR EQUIPMENT WEIGHT

ACCESS FLOORS=100 PSF

STORAGE

LIGHT=125 PSF

HEAVY=250 PSF

STAIRS/EXIT=100 PSF

FILES AND COMPUTER ROOMS=125 PSF

KITCHEN AND DINING AREAS=100 PSF

WIND LOAD:

BASIC WIND SPEED = 90 MPH (3 SECOND GUST)

WIND IMPORTANCE FACTOR=1.15

WIND EXPOSURE C

GCpi = ±0.18

DESIGN LOADS FOR COMPONENTS AND CLADDING SHALL BE BASED ON ASCE 7-05

EARTHQUAKE DESIGN DATA:

SEISMIC OCCUPANCY CATEGORY IV, I =1.50

S = 0.113 (PER TABLE 3 H18-8 MED CENTR # 549)

S = 0.049 (PER TABLE 3 H18-8 MED CENTR # 549)

SITE CLASS C PER GEOTECHNICAL REPORT

S = 0.090 < 0.167 S = 0.055 < 0.067

SEISMIC DESIGN CATEGORY A

BASIC SEISMIC FORCE RESISTING SYSTEMS ARE:

CONCRETE CENTRAL STRUCTURE = ORDINARY REINFORCED CONCRETE MOMENT FRAMES (R=3, C =0.045)

STEEL WING STRUCTURES = ORDINARY STEEL MOMENT FRAMES (R=3.5, C =0.039)

SEISMIC BASE SHEAR = 0.01W

ANALYSIS PROCEDURE IS INDEX FORCE ANALYSIS PER ASCE 7 SECTION 11.7.2

PROGRESSIVE COLLAPSE REQUIREMENTS (UFC 4-023-03 JULY 2009)

ALTERNATE PATH

ENHANCED LOCAL RESISTANCE

TIE FORCE

OCCUPANCY CATEGORY IV

4. CONSTRUCTION LOADS SHALL NOT EXCEED THE DESIGN LIVE LOAD OF THE STRUCTURE. PROVIDE

ADEQUATE SHORING AND/OR BRACING AS REQUIRED DURING CONSTRUCTION.

5. THE STRUCTURAL CONSTRUCTION DOCUMENTS, SPECIFICATIONS AND GENERAL NOTES REPRESENT THE IN PLACE FINISHED STRUCTURE. THEY DO NOT INDICATE THE MEANS OR METHODS OF CONSTRUCTION.

THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE AND LIFE SAFETY DURING CONSTRUCTION. SITE VISITS, SUBMITTAL REVIEWS, AND RESPONSES TO CONTRACTOR QUESTIONS

BY THE ENGINEER OF RECORD DO NOT INCLUDE INSPECTION OR OBSERVATION OF THE ABOVE.

DS

S

D1

S

S

FOUNDATION

1. REFER TO SITE DRAWINGS AND SPECIFICATIONS FOR GENERAL SITE PREPARATION. THESE FOUNDATION SOIL PREPARATION NOTES APPLY TO THE PREPARATION OF SOILS BENEATH BUILDING FOUNDATIONS AND

SLABS, AND GRADE BEAM BACKFILL.

2. FOUNDATION AND SOIL PREPARATION NOTES ARE BASED ON THE GEOTECHNICAL INVESTIGATION REPORT PREPARED BY TERRACON DATED JUNE 18, 2010. FOUNDATIONS SHALL BE CONSTRUCTED PER THE

RECOMMENDATIONS OUTLINED IN THE REPORT.

3. ALL PIERS HAVE BEEN DESIGNED AS CAST IN PLACE STRAIGHT SHAFT REINFORCED CONCRETE DRILLED PIERS THAT PENETRATE THE GRAY LIMESTONE. WITH ALLOWABLE CAPACITIES AS FOLLOWS:

BEARING PRESSURE = 40,000 psf SKIN FRICTION = 8,000 psf

BEARING PRESSURE AND SKIN FRICTION VALUES APPLY TO LONG AND SHORT TERM TOTAL UNFACTORED LOADING) SKIN FRICTION IS CONSIDERED TO ACT ON PORTION OF PIER EMBEDDED IN THE BEARING STRATA. COMPLETE INSTALLATION OF INDIVIDUAL SHAFTS SHOULD BE ACCOMPLISHED WITHIN 8 HOURS OF INITIATING PENETRATION. PIER HOLES LEFT OPEN LONGER SHALL BE REPENETRATED (WITH GEOTECH APPROVAL) PRIOR TO FILLING WITH CONCRETE. REFER TO F7/S-021 FOR TYPICAL PIER DIAGRAM. REFER TO THE GEOTECHNICAL

REPORT FOR ADDITIONAL INSTALLATION REQUIREMENTS.

4. DO NOT EXCAVATE A NEW PIER OPENING WITHIN TWO AND A HALF PIER DIAMETERS OF AN

ADJACENT PIER UNTIL 24 HOURS AFTER CONCRETING.

5. GROUNDWATER SEEPAGE WILL LIKELY BE ENCOUNTERED DURING INSTALLATION OF THE PIER

SHAFTS. TEMPORARY CASINGS MAY BE REQUIRED. THE CASING SHOULD BE SEATED IN THE

BEARING STRATUM WITH ALL WATER AND MOST LOOSE MATERIAL REMOVED PRIOR TO BEGINNING DESIGN PENETRATION. SUFFICIENT HEAD OF PLASTIC CONCRETE SHALL BE MAINTAINED IN THE CASING DURING EXTRACTION. PENETRATION SHALL BE COUNTED ONLY BELOW THE BOTTOM OF THE

CASING. THE INSIDE DIAMETER OF THE CASING SHALL BE THE DESIGN PIER DIMENSION.

6. CONCRETE MUST BE PLACED IN THE PIER HOLE WITH A TREMIE TO INSURE A VERTICAL DROP (10' MAX) WITHOUT

SEGREGATION.

7. THE CROSS SECTION OF THE PIER AT GROUND LEVEL SHOULD NOT BE ENLARGED TO FORM A

MUSHROOM UNDER ANY CIRCUMSTANCES. PROVIDE VOID CARTONS UNDER ALL PIER CAPS.

8. PIER REINFORCING STEEL SHALL BE PROPERLY POSITIONED WITHIN THE DRILLED SHAFT BY A POSITIVE MEANS EQUAL TO CENTRALIGNER PIER SLEDS MANUFACTURED BY PIERESEARCH, ARLINGTON, TEXAS.

SLEDS SHALL BE PLACED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS, BUT NOT

FARTHER APART THAN 15 FEET. PROVIDE MINIMUM 2 LEVELS OF SLEDS PER PIER.

9. DRILLED PIER EXCAVATIONS SHALL BE INSPECTED BY THE GENERAL CONTRACTOR'S TESTING LAB TO CONFIRM THAT FOUNDATIONS

ARE PROPERLY CONSTRUCTED.

GRADE BEAMS

1. ALL GRADE BEAMS AND WALLS SHALL BE BOARD FORMED; NO EARTH FORMS ARE ALLOWED.

ALL GRADE BEAMS SHALL BE PROTECTED FROM CONSTRUCTION TRAFFIC. EXPOSED FACES

OF GRADE BEAMS AND WALLS SHALL RECEIVE A RUBBED FINISH WITHIN 24 HOURS AFTER POURING.

2. A VOID SPACE OF EIGHT (8) INCHES SHALL BE PROVIDED BENEATH ALL GRADE BEAMS. STRUCTURAL CARDBOARD CARTON FORMS BY SUREVOID OR VOIDCO ARE AN ACCEPTABLE MEANS FOR PROVIDING

THIS VOID PROVIDED PROPER STORAGE AND INSTALLATION PROCEDURES ARE FOLLOWED. THE

SIDES OF THE VOID SHALL BE PROTECTED BY BACKFILL RETAINERS. ADEQUATE BACKFILL RETAINERS

SHALL BE USED TO PREVENT SOIL FROM EVENTUALLY FALLING INTO AND FILLING THE VOID.

3. POSITIVE DRAINAGE MUST BE PROVIDED AWAY FROM THE STRUCTURE TO PREVENT THE PONDING

OF WATER NEAR THE FOUNDATION.

REINFORCING STEEL

1. ALL DOWEL BARS TO BE BENT IN THE FIELD SHALL CONFORM TO ASTM A615, GRADE 40. ALL OTHER REINFORCING STEEL FOR STRUCTURES SHALL CONFORM TO ASTM A615, GRADE 60. WELDED WIRE FABRIC SHALL CONFORM TO ASTM SPECIFICATION A185 AND BE PROVIDED IN FLAT SHEETS. GRADE 40 BARS SHALL

BE USED ONLY AS INDICATED ON PLANS.

2. ALL REINFORCEMENT SHALL BE DESIGNED AND DETAILED IN ACCORDANCE WITH THE LATEST EDITION OF THE ACI "MANUAL OF STANDARD PRACTICE FOR DETAILING CONCRETE STRUCTURES" (ACI 315)

3. NO MEMBER IS UNREINFORCED. WHERE REINFORCING IS NOT SHOWN, IT SHALL BE DETAILED THE SAME AS A

SIMILAR MEMBER AND FLAGGED ON THE SHOP DRAWINGS FOR VERIFICATION.

4. ALL REINFORCING SHALL BE SECURELY AND ACCURATELY HELD PRIOR TO PLACEMENT OF THE CONCRETE.

5. ALL REINFORCING BAR BENDS SHALL BE MADE COLD. GRADE 60 BARS MAY NOT BE RE-BENT IN THE FIELD.

6. REINFORCEMENT SHALL BE SUPPORTED ON CHAIRS PROVIDING THE MINIMUM CONCRETE COVER SHOWN IN

TABLE 1 SHOWN ON THIS SHEET.

7. SLAB REINFORCING STEEL SHALL BE SUPPORTED BY CHAIRS ONLY. BRICK OR BLOCK SUPPORTS ARE NOT ALLOWED. PROPER ACCESSORIES/SUPPORTS ARE TO BE USED AS NOTED AND APPROVED ON THE SHOP DRAWINGS. PROVIDE GALVANIZED OR PLASTIC COATED CHAIRS AND BAR SUPPORTS AT THE SOFFITS OF ALL

EXPOSED MEMBERS.

8. ALL BAR LENGTHS DETAILED OR SCHEDULED ARE OUT-TO-OUT AND DO NOT INCLUDE HOOKS AND/OR BENDS.

9. WHERE SPLICES ARE NECESSARY, THEY MUST BE MADE AT LOCATIONS SHOWN IN DETAILS OR SCHEDULES.

10. STIRRUPS AND TIES OF THE SIZE AND SPACING DETAILED OR SCHEDULED SHALL BE SET WITH THE

REQUIRED CONCRETE COVER LISTED IN TABLE 1 SHOWN ON THIS SHEET.

11. WHERE SPLICES ARE REQUIRED IN REINFORCING, BARS SHALL BE LAPPED WITH MINIMUM LENGTHS AS

LISTED IN TABLE 2 SHOWN ON THIS SHEET. LAP W.W.F. AT LEAST NINE (9) INCHES.

12. BEAM SPLICES MAY BE MADE WITH MECHANICAL SPLICING COUPLERS IN LIEU OF LAPPING. MECHANICAL COUPLERS SHALL BE "BAR LOCK MBT" OR AN APPROVED EQUAL. LOCATIONS OF COUPLERS MUST BE SUBMITTED TO THE PROJECT STRUCTURAL ENGINEER FOR REVIEW. THE CONTRACTOR IS TO SUBMIT THROUGH

THE RESIDENT ENGINEER TO BEGIN APPROVAL PROCESS.

13. DO NOT FIELD BEND ANY REINFORCEMENT FOR ANY REASON EXCEPT AS SPECIFICALLY NOTED ON THE STRUCTURAL

DRAWINGS. TORCH CUTTING AND HEATING OF BARS IS PROHIBITED.

14. PLACE DOWELS MAXIMUM 2" FROM OUTSIDE OF FACE OF SLAB/WALL/BEAM ELEMENT. DOWEL LENGTH SHALL BE

SUFFICIENT TO DEVELOP BAR CAPACITY WITHIN EACH CONNECTED ELEMENT.

CONCRETE

1. BEFORE PLACING CONCRETE REFER TO ALL DRAWINGS APPLICABLE TO THE AREA CONCERNED FOR COORDINATION OF DETAILS

SHOWN, NOTED, OR REQUIRED FOR THE PROPER EXECUTION OF THE WORK.

2. VERIFY SIZE AND LOCATION OF ALL OPENINGS WITH APPLICABLE DRAWINGS AND SCHEDULES. NO STRUCTURAL MEMBER SHALL BE

INTERRUPTED UNLESS SO SHOWN ON THE DRAWINGS.

3. CONCRETE FOR THE VARIOUS PORTIONS OF THE WORK SHALL BE AS FOLLOWS:

PIERS 3000 PSI

GRADE BEAMS, SLAB ON GRADE 4000 PSI

ELEVATED SLAB, BEAMS, JOIST, AND GIRDERS 5000 PSI

COLUMNS 5000 PSI

RETAINING WALLS/FOOTING, PILASTERS 4000 PSI

SLAB ON METAL DECK 4000 PSI

4. NO CALCIUM CHLORIDE SHALL BE PERMITTED IN CONCRETE MIXES.

5. ALL CONCRETE EXPOSED TO WEATHER SHALL BE AIR ENTRAINED, REFER TO SPECIFICATION.

6. CONSTRUCTION JOINTS MAY BE USED ONLY WHERE SHOWN ON THE CONTRACTOR'S REVIEWED PLACING DRAWINGS. ALL CONSTRUCTION JOINTS NOT SHOWN ON THE CONSTRUCTION DOCUMENTS SHALL BE KEYED AND LOCATED AT MIDSPAN.

REINFORCING SHALL BE CONTINUOUS THROUGH THE JOINT.

7. ALL FORMWORK, CONCRETE REINFORCING PLACEMENT, AND CONCRETE PLACEMENT SHALL BE UNDER THE OBSERVATION OF THE

GENERAL CONTRACTOR'S TESTING LABORATORY.

8. THE MAXIMUM SLUMP AND WATER/CEMENT RATION SHALL NOT BE EXCEEDED.

9. ALL CONCRETE SHALL BE DESIGNED, MIXED, TRANSPORTED, AND PLACED IN ACCORDANCE WITH THE LATEST EDITION OF THE

AMERICAN CONCRETE INSTITUTE'S ACI 301.

10. SLEEVES OR OTHER PENETRATIONS SHALL BE ALLOWED THROUGH STRUCTURAL MEMBERS ONLY WITH PRIOR WRITTEN APPROVAL OF THE STRUCTURAL RESIDENT ENGINEER REGARDLESS OF NOTATION ON OTHER DISCIPLINE'S DOCUMENTS.

THE CONTRACTOR IS TO SUBMIT THROUGH THE RESIDENT ENGINEER TO BEGIN APPROVAL PROCESS.

11. REFER TO THE SPECIFICATIONS FOR SLAB SEALERS AND JOINT FILLERS AND SEALANTS. ALL JOINTS ARE TO BE FILLED.

12. ALL FACES OF ALL GRADE BEAMS AND PLINTHS ARE TO BE FORMED.

13. STRUCTURAL RESIDENT ENGINEER APPROVAL IS REQUIRED IN ADVANCE WHEN ADDING WATER TO BATCH WITHHELD AT PLANT. IN SUCH CASE THE MIX DESIGN AND TRUCK TICKET MUST CLEARLY STATE THE AMOUNT OF WATER WITHHELD AND THE MAXIMUM AMOUNT OF WATER PERMISSIBLE TO BE ADDED NOT TO EXCEED THE DESIGN MIX RATIO OF WATER TO CEMENT CONTENT. REFER

TO ACI 304R SECTION 4.5.3.1 AND 4.5.3.2.

14. ANY ITEM TO BE CAST INTO THE CONCRETE SHALL BE REVIEWED AND APPROVED BY THE STRUCTURAL RESIDENT ENGINEER PRIOR TO PLACEMENT IN THE FORMS. THIS REQUIREMENT APPLIES TO ITEMS INDICATED ON PAGE DRAWINGS AS WELL AS ITEMS REQUIRED BY THE CONTRACTOR AND THEIR SUBCONTRACTORS. THIS REQUIREMENT IS INCLUSIVE OF BUT NOT LIMITED TO THE FOLLOWING; BLOCKOUTS OR INSERTS FOR THE CONTRACTOR DESIGNED CONSTRUCTION PHASE FALL PROTECTION SYSTEM, ELECTRICAL CONDUITS, FLOOR DRAINS, JUNCTION BOXES, ETC.. THE CONTRACTOR IS TO SUBMIT THROUGH THE RESIDENT

ENGINEER TO BEGIN APPROVAL PROCESS.

FORMWORK

1. FORMWORK AND THEIR SUBMITTALS SHALL COMPLY WITH ACI 347R, RECOMMENDED PRACTICE FOR

CONCRETE FORMWORK.

2. ANCHOR BOLTS AND EMBEDDED PLATES SHALL BE SET WITH SECURELY FASTENED TEMPLATES.

3. PROVIDE CHAMFER STRIPS IN FORMS AT ALL CORNERS, EXPANSION JOINTS, AND END OF WALLS AND BEAMS.

REF. ARCH.

COMPOSITE STEEL DECK

1. THE COMPOSITE STEEL FLOOR DECK SHALL BE AS INDICATED ON THE CONSTRUCTION DOCUMENTS AND SHALL BE FROM STEEL CONFORMING TO ASTM A653, STRUCTURAL QUALITY, WITH MINIMUM

YIELD POINT OF 40,000 PSI. GALVANIZING SHALL CONFORM TO ASTM A653, G60.

2. DECK SHALL BE FABRICATED AND PLACED FOR THREE-SPAN CONDITION WHERE POSSIBLE.

3. COMPOSITE STEEL DECK SHALL BE ATTACHED TO THE SUPPORTING STEEL WITH SPECIFIED

FASTENERS.

4. COMPOSITE DECK DESIGN SHALL BE PER SDI SPECIFICATIONS.

5. DECK SHALL BE AS NOTED ON PLANS.

6. INSTALLATION AND FABRICATION SHALL BE SHOWN ON THE MANUFACTURERS ERECTION DRAWINGS.

7. DECK DAMAGED DURING ERECTION SHALL BE REPLACED.

STEEL ROOF DECK

1. THE STEEL ROOF DECK WHERE SHOWN SHALL BE GALVANIZED (ASTM A653 G-60 FINISH, ASTM A653 STRUCTURAL QUALITY, WITH A MINIMUM YIELD POINT OF 33,000 PSI.) REF PLAN FOR DECK SIZE AND TYPE.

2. STEEL ROOF DECK SHALL BE ATTACHED TO ALL SUPPORTING STEEL. MINIMUM ATTACHMENT IS HILTI OR PNEUTEK MECHANICAL FASTENERS IN A 36/4 FASTENER LAYOUT. DECK SIDE LAPS SHALL BE FASTENED

WITH #10 TEK SCREWS AT 12" O.C. MINIMUM UNO.

3. STEEL DECK SHALL BE INSTALLED CONTINUOUSLY ACROSS THREE OR MORE SPANS. THE DECK SHALL

BE ATTACHED TO STEEL ROOF MEMBERS IMMEDIATELY AFTER ALIGNMENT.

4. STEEL DECK SHALL MEET THE REQUIREMENTS OF THE STEEL DECK INSTITUTE AND BE FACTORY MUTUAL

-APPROVED FOR SPANS SHOWN ON THE DRAWINGS.

5. NO PERMANENT SUSPENDED LOADS (CEILING OR MECHANICAL) MAY BE SUPPORTED BY THE STEEL

ROOF DECK.

6. DECK DAMAGED DURING ERECTIONS SHALL BE REPLACED.

STRUCTURAL STEEL

1. STRUCTURAL STEEL FOR COLUMNS AND BEAMS SHALL BE NEW DOMESTIC STEEL CONFORMING TO ASTM A992 FOR WIDE FLANGE SHAPES, ASTM A500 GR. B FOR SQUARE AND RECTANGULAR HSS MEMBERS, ASTM A500

GR. B FOR ROUND HSS MEMBERS AND A36 FOR CHANNELS, ANGLES, PLATES, BARS AND ANY OTHER MISCELLANEOUS SECTIONS. MEMBERS AND CONNECTIONS SHALL BE DESIGNED, FABRICATED, AND ERECTED IN ACCORDANCE WITH THE

LATEST EDITION OF THE AISC SPECIFICATIONS.

2. UNLESS OTHERWISE NOTED, ALL BOLTS SHALL BE 3/4" DIAMETER A325-N BOLTS. ALL

CONNECTIONS NOT DETAILED SHALL BE "FRAMED BEAM CONNECTIONS" USING 3/4" DIA. A325-N BOLTS AS SHOWN IN THE AISC MANUAL, 13TH EDITION. BOLTS AT MOMENT CONNECTIONS SHALL BE

3/4" DIAMETER A325-SC. BOLTS SHALL BE PROOF LOADED IN ACCORDANCE WITH ONE OF THE

APPROPRIATE METHODS APPROVED BY AISC. REFER TO THE SPECIFICATIONS.

3. ALL SHOP CONNECTIONS SHALL BE WELDED, UNLESS NOTED OTHERWISE.

4. ALL WELDING SHALL CONFORM TO THE REQUIREMENTS OF THE AMERICAN WELDING SOCIETY AND THE AISC, AND SHALL BE DONE ONLY BY CERTIFIED WELDERS. WELDER CERTIFICATIONS SHALL BE AVAILABLE AT THE PROJECT SITE

AT ALL TIMES DURING FIELD WELDING WORK.

5. ALL WELDS EXPOSED TO WEATHERING AFTER FINAL CONSTRUCTION SHALL BE GROUND SMOOTH AFTER WELDING.

REFER TO ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR PAINTING.

6. ANCHOR BOLTS SHALL BE SET WITH A TEMPLATE AND DOUBLE NUTS TO INSURE PROPER LOCATION AND ALIGNMENT.

CONTRACTOR SHALL VERIFY ANCHOR BOLT PLACEMENT WITH FINAL ERECTION DRAWINGS PRIOR TO STEEL

FABRICATION.

7. TOLERANCES: ANCHOR BOLTS SHALL BE SET WITHIN 1/8"OF THAT SHOWN ON THE DRAWINGS.

8. FIELD BEAM TO COLUMN CONNECTIONS SHALL BE WELDED AS DETAILED TO DEVELOP THE FULL

MOMENT CAPACITY OF THE BEAM THROUGH THE COLUMN AT CONNECTIONS SO NOTED ON THE

DRAWINGS.

9. UNLESS OTHERWISE SHOWN OR NOTED, NON-CONTINUOUS JOINTS SHALL BE DETAILED AS REQUIRED BY PART 4, AISC MANUAL, FRAMED BEAM CONNECTIONS, FOR 65% OF THE ALLOWABLE LOADS FOR

BEAMS TABULATED IN PART 2 OF THE AISC MANUAL.

10. PROVIDE BOLTS AND PUNCH HOLES IN STRUCTURAL AND MISCELLANEOUS METAL FOR

ATTACHMENTS/WOOD NAILERS AS REQUIRED ON THE ARCHITECTURAL, MECHANICAL OR

STRUCTURAL DRAWINGS.

11. HOT DIP GALVANIZE ALL STRUCTURAL STEEL EXPOSED TO THE WEATHER.

12. ALL FULL PENETRATION WELDS SHALL BE TESTED.

13. HSA MUST BE SECURELY FASTENED TO BEAM FLANGE. IN CASE WHERE ONLY A SINGLE ROW OF STUDS ARE

REQUIRED HSA MUST BE PLACED DIRECTLY OVER BEAM WEB.

SPECIAL INSPECTION

1. THE GENERAL CONTRACTOR SHALL ENGAGE A QUALIFIED TESTING LAB TO PROVIDE THE CODE REQUIRED

SPECIAL INSPECTIONS.

2. REFER TO THE TABLES ON SHEET S-011 FOR SPECIAL INSPECTION REQUIREMENTS.

3. SPECIAL INSPECTIONS ARE TO BE PROVIDED AS REQUIRED BY IBC CHAPTER 17. REF SHEET 83-S-011 FOR TABLE OF

SPECIAL INSPECTION.

1. ANY SHOP DRAWING NOT CHECKED AND INITIALED BY THE SUPPLIER/DETAILER PRIOR TO

SUBMITTING FOR ARCHITECTURAL AND ENGINEERING REVIEW, WILL BE RETURNED

WITHOUT REVIEW.

2. THE CONSTRUCTION DOCUMENTS MAY NOT BE REPRODUCED FOR USE AS SHOP DRAWINGS.

3. ELECTRONIC FILES OF CONSTRUCTION DOCUMENTS WILL NOT BE MADE AVAILABLE FOR USE

AS SHOP DRAWINGS.

SHOP DRAWINGS

A. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH................................3 in.

B. FORMED (OR CAST AGAINST VAPOR BARRIER), EXPOSED TO EARTH OR

WEATHER.......................................................................................................................2 in.

C. FORMED, NOT EXPOSED TO WEATHER OR IN CONTACT WITH

GROUND...................................................................................................................1 1/2 in.

D. BEAMS, GIRDERS, COLUMNS...........................................................................1 1/2 in.

E. TOP REINFORCEMENT IN SLABS...........................................................................1 in.

REFER TO DETAILS FOR SPECIAL COVER CONDITIONS.

TABLE 1 - CONCRETE CLEAR COVERS

PLAN LEGEND AND ABBREVIATIONS

SYMBOL DESCRIPTION REMARKS

OPENING IN FLOOR OR ROOF SEE PLANS

MOMENT CONNECTION

AMERICAN SOCIETY FOR TESTING MATERIALS

AMERICAN WELDING SOCIETY

BOTTOM OF DECK

BOTTOM OF FOOTING

BOTTOM OF STEEL

CLEAR

DEGREES

EXPANSION JOINT

FINISHED FLOOR ELEVATION

MASONRY CONTROL JOINT

MAXIMUM

MINIMUM

ON CENTER

SIMILAR

TRENCH INVERT

TOP OF BEAM

TOP OF CONCRETE

TOP OF DRILLED PIER

TOP OF FOOTING

TOP OF JOIST

TOP OF PARAPET

TOP OF STEEL

TOP OF WALL

TYPICAL

UNLESS NOTED OTHERWISE

NOT IN CONTRACT

ON CENTER, EACH WAY

CENTER LINE

NIC

UNO

TYP

TOW

TOS

TOP

TOJ

TOF

TODP

TOC

TOB

TI

SIM

OPPOSITE HANDOH

OCEW

OC

MIN

MAX

EXISTING CONSTRUCTION

MCJ

FFE

EJ

(E)

DEG

DIAMETERDIA/Ø

CLR

BOS

BOF

BOD

AWS

ASTM

SEE FRAMING DETAILS

HEADED STUD ANCHORHSA

AFF ABOVE FINISHED FLOOR

SPACESPA

EQUALEQ

ELEVATIONEL/ELEV

REINFORCINGREINF

REFERREF

EACHEA

CL/

BOTT BOTTOM

EDGE OF SLABEOS

EDGE OF DECKEOD

LONG SPAN COMPOSITE STEEL DECK

1. THE COMPOSITE STEEL FLOOR DECK SHALL BE AS INDICATED ON THE CONSTRUCTION DOCUMENTS AND SHALL BE FROM STEEL CONFORMING TO ASTM A653, STRUCTURAL QUALITY, WITH MINIMUM

YIELD POINT OF 45,000 PSI. GALVANIZING SHALL CONFORM TO ASTM A653, G60.

2. DECK SHALL BE FABRICATED AND PLACED FOR THREE-SPAN CONDITION WHERE POSSIBLE.

3. COMPOSITE STEEL DECK SHALL BE ATTACHED TO THE SUPPORTING STEEL WITH SPECIFIED

FASTENERS.

4. COMPOSITE DECK DESIGN SHALL BE PER SDI SPECIFICATIONS.

5. DECK SHALL BE AS NOTED ON PLANS.

6. INSTALLATION AND FABRICATION SHALL BE SHOWN ON THE MANUFACTURERS ERECTION DRAWINGS.

7. DECK DAMAGED DURING ERECTION SHALL BE REPLACED.

8. LONG SPAN COMPOSITE DECK SHALL BE SHORED DURING CONSTRUCTION.

9. LONG SPAN COMPOSITE DECK SHALL MEET THE FOLLOWING MINIMUM CRITERIA

STEEL AREA =.685 IN^2

MOMENT OF INERTIA =.315 IN^4

SOFT METRIC BAR SIZE

#9

#18

#11

#10

#14

#5

#7

#6

#8

#3

#4

#29

#57

#36

#43

#32

#22

#25

#16

#19

#10

#13

REINFORCING BAR SIZE CONVERSION CHART

INCH-POUND BAR SIZE

NOTE: INCH-POUND BAR SIZE DESIGNATIONS USED THROUGHOUT THE DOCUMENTS.

MASONRY

1. CONCRETE MASONRY SHALL BE HOLLOW CONCRETE UNITS PROVIDING f'm = 1,500 PSI

2. MORTAR SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI

3. SPECIAL INSPECTION IS REQUIRED ON ALL LOAD RESISTING MASONRY CONSTRUCION SHOWN ON THE

STRUCTURAL DRAWINGS.

4. ALL CELLS CONTAINING REINFORCEMENT SHALL BE FILLED, FULL HEIGHT, SOLIDLY WITH GROUT WITH A

COMPRESSIVE STRENGTH OF 3,000 PSI IN 28 DAYS.

5. CELLS AT WALL CORNERS AND INTERSECTIONS AND AT EACH SIDE OF ALL OPENINGS SHALL BE

REINFORCED PER TYPICAL DETAIL.

6. STANDARD TRUSSED TYPE HORIZONTAL WALL REINFORCING SHALL BE INSTALLED AT 16" O.C. IN ALL

MASONRY WALLS.

7. ALL REINFORCING SHALL BE IN PLACE PRIOR TO GROUTING. VERTICAL REINFORCING BARS SHALL BE

HELD IN POSITION AT TOP AND BOTTOM AND AT 10'-0 O.C. MAXIMUM.

8. PROVIDE CORNER BARS FOR HORIZONTAL BOND BEAM REINFORCEMENT AT CORNERS AND

INTERSECTIONS. LAP 40 BAR DIAMETERS.

9. UNLESS NOTED OTHERWISE, PROVIDE BOND BEAMS, REINFORCED 2-#5 BARS, IN ALL CMU WALLS AT 8'-0 O.C. VERTICAL AND TOP OF WALLS. MINIMUM WALL VERTICAL REINFORCEMENT SHALL BE #5 BARS

AT 24" O.C. U.N.O.

10. REFERENCE PLANS AND DETAILS FOR ADDITIONAL HORIZONTAL AND VERTICAL REINFORCING.

#8

#9

#5

#7

#6

#4

#3

5'-10" 7'-10"

1'-5"

4'-7"

3'-6"

2'-1"

1'-1"

1'-0"

1'-11"

6'-0"

4'-7"

2'-8"

1'-5"

1'-1"

TABLE 2 - BAR LAP LENGTHS FOR SPLICES

BAR SIZE

SLAB BARS, CORNER BARS

VERTICAL WALL BARS BEAM

BOTTOM BARS

HORIZONTAL BARS WITH MORE

THAN 12" CAST BELOW (TOP

BARS)

NOTE:

1. TABLE IS BASED ON 3" BARS SPACING WITH MINIMUM 1 1/2" COVER AND MINIMUM CONCRETE COMPRESSIVE STRENGTH f'c=5000PSI. FOR f'c=4000PSI, MULTIPLY VALUES BY FACTOR OF 1.12.

FOR f'c=3000PSI, MULTIPLY VALUES BY FACTOR OF 1.3.

2. INCREASE BAR LENGTHS BY 30% FOR LIGHTWEIGHT CONCRETE APPLICATION.

3. FOR VALUES GREATER THAN THOSE INDICATED IN NOTE 1 THE CONTRACTOR CAN USE THE

TABULATED LENGTHS OR OPTIONALLY CAN USE LENGTHS CALCULATED BASED ON ACI318

#5

#6

#4

#3

2'-2"

3'-7"

1'-9"

1'-4"

2'-2"

3'-0"

1'-9"

1'-4"

TABLE 3 - LAP SPLICE LENGTHS FOR MASONRY WALLS

BAR SIZE 8" CMU 10" CMU

NOTE:

1. TABLE IS BASED ON f'm=1500PSI AND GRADE 60 REINFORCING STEEL.

BARS CENTERED IN WALL (SINGLE REINFORCING)

D A

T E

ST

A

M P

Drawing Title

Approved Project Director:

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

PSP 309070 Revisions Date

ARCHITECT/ENGINEERS: Office of

Construction and

Facilities

Management o n e e ig h th in c h o n e fo o t 1 th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

FILE NAME

Project Abbreviation

F

E

D

C

B

A

F

IL

E N

A M

E

Page Southerland Page, LLP.

1800 Main Street Suite 123

Dallas, TX 75201 pagethink.com

TEL

FAX

ARCHITECTURE / ENGINEERING / INTERIORS / CONSULTING

Austin / Dallas / Denver / Houston / Washington DC /

International Affiliate Offices

214 522 3900

214 522 4380

DWG

C

U se rs \j h o ll a n d \D o cu m e n ts

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83-S-010

CONSTRUCTION

VA-LTSCIF-D

549-820BGENERAL NOTES

LONG TERM SPINAL CORD INJURY VA

NORTH TEXAS HEALTH CARE SYSTEM

4500 S. LANCASTER RD. DALLAS, TX 75216OFFICE OF CONSTRUCTION AND FACILITIES

MANAGEMENT DIRECTOR, CENTRAL REGION

06 MAY 2021

BID PACKAGE B

VERIFICATION AND INSPECTION

1. MATERIAL VERIFICATION OF HIGH-STRENGTH BOLTS, NUTS AND WASHERS:

A. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED

IN THE APPROVED CONSTRUCTION DOCUMENTS.

B. MANUFACTURERS CERTIFICATE OF COMPLIANCE REQUIRED.

CONTINUOUS PERIODIC

X

2. INSPECTION OF HIGH-STRENGTH BOLTING:

A. BEARING-TYPE CONNECTIONS.

B. SLIP-CRITICAL CONNECTIONS.

3. MATERIAL VERIFICATION OF STRUCTURAL STEEL.

A. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED

IN THE APPROVED CONSTRUCTION DOCUMENTS.

B. MANUFACTURERS CERTIFIED MILL TEST REPORTS.

5. INSPECTION OF WELDING

A. STRUCTURAL STEEL

1. COMPLETE AND PARTIAL PENETRATION GROOVE WELDS.

2. MULTIPASS FILLET WELDS.

3. SINGLE PASS FILLET WELDS >5/16"

4. SINGLE PASS FILLET WELDS </=5/16"

5. FLOOR AND DECK WELDS.

B. REINFORCING STEEL

1. VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER THAN

ASTM A 706.

2. REINFORCING STEEL-RESISTING FLEXURAL AND AXIAL FORCES IN

INTERMEDIATE AND SPECIAL MOMENT FRAMES, AND BOUNDARY

ELEMENTS OF SPECIAL REINFORCED CONCRETE SHEAR WALLS AND

SHEAR REINFORCEMENT.

3. SHEAR REINFORCEMENT.

4. OTHER REINFORCING STEEL

6. INSPECTION OF STEEL FRAME JOINT DETAILS FOR COMPLIANCE WITH

APPROVED CONSTRUCTION DOCUMENTS:

A. DETAILS SUCH AS BRACING AND STIFFENING

B. MEMBER LOCATIONS.

C. APPLICATION OF JOINT DETAILS AT EACH CONNECTION

X - X -

X -

- X

- X

X -

X -

- X

SPECIAL STRUCTURAL INSPECTION -STEEL CONSTRUCTION

- X

- X

X X

X

4. MATERIAL VERIFICATION OF WELD FILLER MATERIALS.

A. IDENTIFICATION MARKINGS TO CONFORM TO AWS SPECIFICATION IN THE

APPROVED CONSTRUCTION DOCUMENTS.

B. MANUFACTURERS CERTIFIED MILL TEST REPORTS.

7. SPECIAL INSPECTION FOR PROGRESSIVE COLLAPSE

A. LATERAL TIE REINFORCING X -

8. SPECIAL INSPECTION FOR COMPOSITE FRAMING SYSTEM.

A. SIZE AND DEPTH AND NUMBER OF HSA MATCH CONSTRUCTION DOCUMENT. X -

B. ATTACHMENT AND PLACEMENT OF HSA

STUDS MUST BE SECURELY FASTENED TO BEAM FLANGE. IN A CASE WHERE ONLY A SINGLE

ROW OF STUDS ARE REQUIRED.

VERIFICATION AND INSPECTION

1. INSPECTION OF REINFORCING STEEL, INCLUDING PRESTRESSING TENDONS,

AND PLACEMENT

CONTINUOUS PERIODIC

X

2. INSPECTION OF REINFORCING STEEL WELDING IN ACCORDANCE WITH TABLE

1704.3, ITEM 5B.

X -

3. INSPECT BOLTS TO BE INSTALLED IN CONCRETE PRIOR TO AND DURING

PLACEMENT OF CONCRETE WHERE ALLOWABLE LOADS HAVE BEEN INCREASED.

X -

4. VERIFYING USE OF REQUIRED DESIGN MIX. -

SPECIAL STRUCTURAL INSPECTION- CONCRETE CONSTRUCTION

5. AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE SPECIMENS FOR

STRENGTH FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TEST,

AND DETERMINE THE TEMPERATE OF THE CONCRETE.

6. INSPECTION OF PRESTRESSED CONCRETE AND SHOTCRETE PLACEMENT FOR

PROPER APPLICATION TECHNIQUES

7. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND

TECHNIQUES.

8. INSPECTION OF PRESTRESSED CONCRETE:

A. APPLICATION OF PRESTRESSING FORCES.

B. GROUTING OF BONDED PRESTRESSING TENDONS IN THE

SEISMIC-FORCE-RESISTING SYSTEM.

9. ERECTION OF PRECAST CONCRETE MEMBERS.

10. VERIFICATION OF IN-SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF

A. TENDONS IN POST TENSIONED CONCRETE AND PRIOR TO REMOVAL OF

B. SHORES AND FORMS FROM BEAMS AND STRUCTURAL SLABS.

X

X

- X

- X

- X

X -

X -

X

10. SPECIAL INSPECTION FOR PROGRESSIVE COLLAPSE

A. HORIZONTAL LATERAL TIES

B. VERTICAL LATERAL TIES

C. STEEL ANCHORAGE TO CONCRETE

D. BRIDGING ELEMENTS SUCH AS SPLICES IN REINFORCEMENT

X -

X - X - X -

VERIFICATION AND INSPECTION

1. AS MASONRY CONSTRUCTION BEGINS, THE FOLLOWING SHALL BE VERIFIED

TO ENSURE COMPLIANCE

A. PROPORTIONS OF SITE-PREPARED MORTAR.

B. CONSTRUCTION OF MORTAR JOINTS.

C. LOCATION OF REINFORCEMENT, CONNECTORS, PRESTRESSING TENDONS,

AND ANCHORS.

D. PRESTRESSING TECHNIQUE.

E. GRADE AND SIZES OF PRESTRESSING TENDONS AND ANCHORAGES.

CONTINUOUS PERIODIC

SPECIAL STRUCTURAL INSPECTION- MASONRY CONSTRUCTION LEVEL 1

X

X

X

X

X

2. THE INSPECTION PROGRAM SHALL VERIFY:

A. SIZE AND LOCATION OF STRUCTURAL ELEMENTS.

B. TYPE, SIZE AND LOCATION OF ANCHORS, INCLUDING OTHER DETAILS OF

ANCHORAGE OF MASONRY TO STRUCTURAL MEMBERS, FRAMES, OR

OTHER CONSTRUCTION.

C. SPECIFIED SIZE, GRADE AND TYPE OF REINFORCEMENT.

D. WELDING OF REINFORCING BARS.

E. PROTECTION OF MASONRY DURING COLD WEATHER

(TEMPERATURE BELOW 40° F) OR HOT WEATHER

(TEMPERATURE ABOVE 90° F).

F. APPLICATION AND MEASUREMENT OF PRESTRESSING FORCE.

- X

- X

- X

X -

- X

- X

3. PRIOR TO GROUTING, THE FOLLOWING SHALL BE VERIFIED TO ENSURE COMPLIANCE:

A. GROUT SPACE IS CLEAN.

B. PLACEMENT OF REINFORCEMENT AND CONNECTORS AND PRESTRESSING

TENDONS AND ANCHORAGES.

C. PROPORTIONS OF SITE-PREPARED GROUT AND PRESTRESSING GROUT

FOR BONDED TENDONS.

D. CONSTRUCTION OF MORTAR JOINTS.

- X

- X

- X

- X

4. GROUT PLACEMENT SHALL BE VERIFIED TO ENSURE COMPLIANCE WITH CODE

AND CONSTRUCTION DOCUMENT PROVISIONS.

A. GROUTING OF PRESTRESSING BONDED TENDONS.

5. PREPARATION OF ANY REQUIRED GROUT SPECIMENS, MORTAR SPECIMENS

AND/OR PRISMS SHALL BE OBSERVED.

6. COMPLIANCE WITH REQUIRED INSPECTION PROVISIONS OF THE CONSTRUCTION

DOCUMENTS AND THE APPROVED SUBMITTALS SHALL BE VERIFIED.

X -

X -

X -

- X

VERIFICATION AND INSPECTION

1. FROM THE BEGINNING OF MASONRY CONSTRUCTION, THE FOLLOWING SHALL

BE VERIFIED TO ENSURE COMPLIANCE:

A. PROPORTIONS OF SITE-PREPARED MORTAR, GROUT AND PRESTRESSING

GROUT FOR BONDED TENDONS.

B. PLACEMENT OF MASONRY UNITS AND CONSTRUCTION OF MORTAR JOINTS.

C. PLACEMENT OF REINFORCING, CONNECTORS AND PRESTRESSING

TENDONS AND ANCHORAGES.

D. GROUT SPACE PRIOR TO GROUTING.

E. PLACEMENT OF GROUT.

F. PLACEMENT OF PRESTRESSING GROUT.

CONTINUOUS PERIODIC

- X

SPECIAL STRUCTURAL INSPECTION- MASONRY CONSTRUCTION LEVEL 2

- X

- X

X -

X -

X -

2. THE INSPECTION PROGRAM SHALL VERIFY:

A. SIZE AND LOCATION OF STRUCTURAL ELEMENTS.

B. TYPE, SIZE AND LOCATION OF ANCHORS, INCLUDING OTHER DETAILS OF

ANCHORAGE OF MASONRY TO STRUCTURAL MEMBERS, FRAMES OR

OTHER CONSTRUCTION

C. SPECIFIED SIZE, GRADE AND TYPE OF REINFORCEMENT.

D. WELDING OF REINFORCING BARS.

F. APPLICATION AND MEASUREMENT OF PRESTRESSING FORCE.

3. PREPARATION OF ANY REQUIRED GROUT SPECIMENS, MORTAR SPECIMENS

AND/OR PRISMS SHALL BE OBSERVED.

4. COMPLIANCE WITH THE REQUIRED INSPECTION PROVISIONS OF THE

CONSTRUCTION DOCUMENTS AND THE APPROVED SUBMITTALS

SHALL BE VERIFIED.

- X

X -

- X

X -

X -

- X

E. PROTECTION OF MASONRY DURING COLD WEATHER

(TEMPERATURE BELOW 40° F) OR HOT WEATHER

(TEMPERATURE ABOVE 90° F).

D A

M P

Drawing Title

Approved Project Director:

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

PSP 309070 Revisions Date

ARCHITECT/ENGINEERS: Office of

Construction and

Facilities

Management o n e e ig h th in c h o n e fo o t 1 th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

FILE NAME

Project Abbreviation

F

E

D

C

B

A

F

IL

E N

A M

E

Page Southerland Page, LLP.

1800 Main Street Suite 123

Dallas, TX 75201 pagethink.com

TEL

FAX

ARCHITECTURE / ENGINEERING / INTERIORS / CONSULTING

Austin / Dallas / Denver / Houston / Washington DC /

International Affiliate Offices

214 522 3900

214 522 4380

DWG

C

U se rs \t b e ck n e ll \D o cu m e n ts

\3 b S-

SC

I- -C e n tr a l_ tb e c k n e ll p a ge th in k .c o m

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C:\Users\tbecknell\Documents\309070b3S-SCI-2018-Central_tbecknell@pagethink.com.rvt

83-S-011

CONSTRUCTION

VA-LTSCIF-D

549-820BSPECIAL INSPECTIONS

LONG TERM SPINAL CORD INJURY VA

NORTH TEXAS HEALTH CARE SYSTEM

4500 S. LANCASTER RD. DALLAS, TX 75216OFFICE OF CONSTRUCTION AND FACILITIES

MANAGEMENT DIRECTOR, CENTRAL REGION

06 MAY 2021

BID PACKAGE B

PROJECT SPECIFIC INFORMATION

TRACKING NUMBER: 10053-S-11

PROJECT NAME: LONG TERM SPINAL CORD INJURY FACILITY

LOCATION: DALLAS, TX

TRANSMITTAL NUMBER: 20181214155209

INSTRUCTIONS TO STEEL FABRICATOR

1. SIDEPLATE LICENSE FEE:

a. THE STEEL FABRICATOR'S BID PRICE FOR PROCUREMENT, FABRICATION AND ERECTION OF STRUCTURAL AND MISCELLANEOUS STEEL SHALL INCLUDE THE SIDEPLATE LICENSE FEE FOR THE PROJECT. EACH PROSPECTIVE STEEL FABRICATOR WHO BIDS THE PROJECT SHALL FORMALLY REQUEST THE SIDEPLATE LICENSE FEE BY ACCESSING THE SIDEPLATE WEBSITE (http://www.sideplate.com).

b. UPON THE SUCCESSFUL STEEL FABRICATOR SIGNING A CONTRACT TO FABRICATE STRUCTURAL STEEL FOR THIS PROJECT, THE STEEL FABRICATOR SHALL SUBMIT A PURCHASE ORDER (PO) TO SIDEPLATE SYSTEMS, INC. FOR THE TOTAL AMOUNT OF THE SIDEPLATE LICENSE

FEE AND SHALL INCLUDE SAID FEE IN ITS FIRST CONSTRUCTION DRAW.

c. THE STEEL FABRICATOR SHALL MAKE PAYMENT OF THE SIDEPLATE LICENSE FEE DIRECTLY TO:

SIDEPLATE SYSTEMS, INC.

25909 PALA, SUITE 200

MISSION VIEJO, CA 92691

TEL: 949-238-8900

SUBMITTALS

1. IN ADDITION TO THE REQUIRED SUBMITTALS SPECIFIED BY THE BALANCE OF THE CONTRACT DOCUMENTS, THE FOLLOWING SUBMITTALS SHALL

BE SENT TO SIDEPLATE SYSTEMS, INC. ELECTRONICALLY VIA THE STRUCTURAL ENGINEER OF RECORD FOR THEIR REVIEW AND DISPOSITION:

a. QUALITY CONTROL PROGRAM (REQUIRED IF NOT AISC CERTIFIED)

b. ONE ELECTRONIC COPY OF ALL STRUCTURAL STEEL DRAWINGS THAT EITHER DIRECTLY PERTAINS TO AND/OR AFFECTS THE SHOP

FABRICATION OR FIELD ERECTION OF THE SIDEPLATE STEEL FRAME CONNECTION SYSTEM, INCLUDING THE INITIAL SUBMITTAL AND ALL CORRECTED RE-SUBMITTALS OF AFFECTED DRAWINGS. SIDEPLATE SYSTEMS, INC. SHALL BE GIVEN, AS A MINIMUM, THE SAME SPECIFIED

REVIEW TIME (NOT LESS THAN SEVEN BUSINESS DAYS) AS THE ENGINEER OF RECORD.

2. ALPHA AND NUMERIC DESIGNATORS {X} & {#} USED HEREIN TO SIMPLIFY THE IDENTIFICATION OF PLATES, ANGLES, AND WELDS ARE DEFINED

BELOW:

{A} SIDE PLATE FOR UNIAXIAL CONNECTIONS

{B} BEAM FLANGE COVER PLATE, AS REQUIRED

{C} VERTICAL SHEAR PLATE OR FLAT BAR, AS REQUIRED

{D} HORIZONTAL SHEAR PLATE OR FLAT BAR, AS REQUIRED

{E} VERTICAL ANGLE WELDED TO THE VERTICAL SHEAR PLATE {C}, AS REQUIRED

{F} VERTICAL SHEAR ELEMENT (VSE) WHICH CONSISTS OF PLATE {C} AND ANGLE {E} MATERIAL, AS REQUIRED

{G} LONGITUDINAL ANGLE WELDED TO THE OUTSIDE FACE OF SIDE PLATE {A}, AS REQUIRED

{H} LONGITUDINAL ANGLE WELDED TO THE BOTTOM BEAM FLANGE (OR TOP BEAM FLANGE AS REQUIRED)

{T} HORIZONTAL PLATE WELDED TO THE OUTSIDE FACE OF SIDE PLATE {A}, AS REQUIRED

3. ALPHA DESIGNATORS, USED HEREIN TO SIMPLIFY THE IDENTIFICATION OF DIMENSIONS OF THE SIDEPLATE CONNECTIONS, ARE DEFINED BELOW:

GAP PHYSICAL SEPARATION BETWEEN THE END OF THE MOMENT FRAME BEAM AND THE ADJOINING FACE OF THE COLUMN FLANGE

A EXTENSION OF SIDE PLATE {A} FROM THE FACE OF THE COLUMN

B DEPTH OF SIDE PLATE {A}

C LENGTH OF COVER PLATE {B} AND/OR LONGITUDINAL ANGLE {H}

D LENGTH OF SLOT FROM THE TOE OF THE RADIUS IN THE COVER PLATE {B}, AS REQUIRED

E EDGE DISTANCE OF BOLT HOLES IN COVER PLATE {B}, AS REQUIRED

G GAGE DISTANCE TO CENTERLINE OF BOLT HOLES IN ANGLES {G} AND {H}, AND PLATE {T}, AS REQUIRED

R RADIUS OF SLOT DIMENSION IN COVER PLATE {B}

S HORIZONTAL SPACING BETWEEN BOLT HOLES

Y ADDED DIMENSION TO COLUMN FLANGE WIDTH FOR ALLOWABLE SPREAD OF SIDE PLATES {A}

c. NUTS SHALL BE ASTM A563 GRADE DH OR DH3.

d. THE BOLT ASSEMBLY SHALL BE COVERED IN A LIGHT PROTECTIVE OIL. F2280 AND F3148 ASSEMBLIES SHALL ONLY BE LUBRICATED BY THE

SUPPLIER.

e. THE MILL TEST REPORT (MTR) MUST HAVE DOCUMENTED LOT TRACEABILITY, STATEMENT OF DIMENSIONAL RESULTS, FULL CHEMICAL AND

MECHANICAL TEST RESULTS TO THE SPECIFICATIONS ABOVE.

f. THE USE OF FINGER SHIMS ARE ACCEPTABLE PER BOLTING SECTION 8.

PREPARATION

1. THE STEEL FABRICATION AND ERECTION SUBCONTRACTORS SHALL EMPLOY A DISTORTION CONTROL PROGRAM PRIOR TO THE START OF

SIDEPLATE MOMENT FRAME FABRICATION. THE DISTORTION CONTROL PROGRAM SHALL BE IN ACCORDANCE WITH THE PROVISIONS OF AWS

D1.1 SECTION 5.21 AND 5.22 TO ENSURE THAT THE FOLLOWING ARE MAINTAINED:

• DIMENSIONAL ACCURACY

• FRAMING AND ALIGNMENT TOLERANCES

• COMPLIANCE WITH AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, SECTION 7.0, ERECTION PROVISIONS

• CONTROL OF DISTORTION AND WELD SHRINKAGE

WELDING

1. WELDER QUALIFICATION: THE PERFORMANCE OF ALL WELDERS, WELDING OPERATORS AND TACK WELDERS SHALL BE QUALIFIED IN

CONFORMANCE WITH AWS D1.1, SECTION 4, PART C TO DEMONSTRATE ABILITY TO PRODUCE SOUND WELDS.

3. REUSE OF A490, F2280, AND F3148 BOLT ASSEMBLIES SHALL NOT BE ALLOWED. TOUCHING UP OR RE-TIGHTENING BOLTS THAT MAY HAVE BEEN LOOSENED BY THE INSTALLATION OF ADJACENT BOLTS SHALL NOT BE CONSIDERED TO BE A REUSE.

4. ALL BOLT HOLES SHALL BE ALIGNED TO PERMIT INSERTION OF THE BOLTS WITHOUT UNDUE DAMAGE TO THE THREADS.

5. THE BOLT LENGTH USED SHALL BE SUCH THAT THE BOLT THREAD EXTENDS BEYOND OR IS AT LEAST FLUSH WITH THE OUTER FACE OF THE NUT

WHEN PROPERLY INSTALLED.

6. FASTENER COMPONENTS SHALL BE PROTECTED FROM DIRT AND MOISTURE IN CLOSED CONTAINERS AT THE SITE OF INSTALLATION.

7. F2280 OR F3148 ASSEMBLIES AND ALTERNATIVE DESIGN FASTENERS THAT MEET THE SPECIFIED REQUIREMENTS PREVIOUSLY MENTIONED

SHALL NOT BE RE-LUBRICATED, EXCEPT BY THE MANUFACTURER.

8. FINGER SHIMS MAY BE USED UP TO 1/4 INCH WITHOUT RESTRICTION, SHIM REQUIREMENTS GREATER THAN 1/4 INCH SHALL BE SUBMITTED TO

SIDEPLATE SYSTEMS INC FOR APPROVAL PRIOR TO USE.

9. WASHERS SHALL BE ASTM F436 ORDINARY THICKNESS AND SHALL BE USED UNDER THE NUT OF THE FASTENER ASSEMBLY SO AS TO PROVIDE A

HARDENED NON-GALLING SURFACE OF THE TURNED ELEMENT. WHEN USING THE TURN-OF-NUT OR CALIBRATED WRENCH METHOD, THE TURNED ELEMENT MUST BE THE SAME AS WAS USED WHEN PERFORMING PREINSTALLATION VERIFICATION TESTING.

QUALITY CONTROL

1. THE FABRICATOR AND ERECTOR SHALL BE RESPONSIBLE FOR QUALITY CONTROL BY PROVIDING, AS A MINIMUM, IN-PROCESS VISUAL

INSPECTION OF ALL FABRICATION AND ERECTION ACTIVITIES TO ENSURE THAT MATERIALS AND WORKMANSHIP MEET THE REQUIREMENTS OF THE CONTRACT DOCUMENTS, AND SHALL INCLUDE WORK PERFORMED PRIOR TO ASSEMBLY. SUCH WORK SHALL INCLUDE, BUT NOT BE LIMITED TO, VERIFYING THAT EFFECTIVE PROCEDURES AND METHODS HAVE BEEN EMPLOYED IN THE FORM OF A DISTORTION CONTROL PROGRAM TO ACCOUNT FOR AND COUNTERACT THE EFFECTS OF WELD SHRINKAGE, EXISTING BEAM SWEEP AND CAMBER, AND CHANGES IN MOMENT FRAME GEOMETRY DUE TO SKEWED AND CURVED DESIGN CONFIGURATIONS (AS OCCURS), TO ENSURE COMPLIANCE WITH SPECIFIED ERECTION AND

ALIGNMENT TOLERANCES. QC INSPECTION SHALL INCLUDE HOLD POINTS FOR THE FOLLOWING:

a. COLUMN TREE ASSEMBLY

1. VERIFICATION THAT ACTUAL COLUMN FLANGE WIDTH IS AT LEAST NOMINAL COLUMN FLANGE WIDTH WHERE THE SIDE PLATES {A} ARE TO BE INSTALLED. IN THE UNLIKELY EVENT ACTUAL COLUMN FLANGE WIDTH IS LESS THAN NOMINAL, BUT WITHIN AISC STANDARD MILL TOLERANCES (-3/16 INCH MAX), CONTACT SIDEPLATE SYSTEMS, INC FOR APPROPRIATE RECOMMENDATIONS.

2. MINIMUM CLEAR DIMENSION SHALL BE VERIFIED AFTER PLACEMENT OF WELD {2}, COOLING OF WELD {2}, AND REMOVAL OF TEMPORARY SHOP CONSTRUCTION AID(S). VERIFY THAT A MINIMUM ACTUAL COLUMN FLANGE WIDTH DIMENSION OCCURS ANYWHERE IN BETWEEN THE SIDE PLATES {A} FROM TOP TO BOTTOM. THE SIDE PLATES SHALL BE PARALLEL TO ONE ANOTHER. IN NO CASE SHALL THEY BE LESS

THAN THE ACTUAL COLUMN FLANGE WIDTH.

3. MAXIMUM SPREAD DIMENSION OF SIDE PLATE {A} SHALL NOT EXCEED ACTUAL COLUMN FLANGE WIDTH PLUS THE SCHEDULED SPREAD DIMENSION Y. THE FIELD CONSTRUCTION AID SHALL BE PLACED AND HOLD THE SIDE PLATES IN THIS FLARED CONDITION UNTIL THE BEAM HAS BEEN SAFELY ERECTED. IN NO CASE SHALL THE SPREAD CAUSE PERMANENT DEFORMATION IN THE SIDE PLATES.

4. VERIFICATION OF BOLT HOLE ELEVATION AND SPACING FOR POSITION OF SIDE PLATE {A} AND PROPER POSITION AND ELEVATION OF

ANGLES {G}.

b. BEAM ASSEMBLY

1. VERIFICATION OF PERPENDICULAR ALIGNMENT BETWEEN THE TOP COVER PLATE {B} AND BOTTOM ANGLES {H} TO THE WEB OF THE

BEAM, TO MINIMIZE, IF NOT ELIMINATE, ANY MISALIGNMENT OF BOLT HOLES DUE TO BEAM FLANGE TILT WHEN THE BEAM HAS BEEN

LOWERED INTO PLACE.

2. VERIFICATION OF BOLT HOLE SPACING AND POSITION ON COVER PLATE {B} AND ANGLES {H}. CONSIDERATION SHALL BE GIVEN TO THE

CUPPING EFFECT OF THE TOP COVER PLATE {B}, DUE TO WELD SHRINKAGE.

3. VERIFICATION OF THE DISTANCE BETWEEN EXTERIOR ANGLE {H} FACES AND THEIR RESPECTIVE BOLT HOLE PLACEMENT TO EACH

OTHER (VERTICALLY AND HORIZONTALLY).

4. VERIFICATION THAT IN NO CASE SHALL THE OUTSIDE FACE OF VSE {F} EXTEND BEYOND THE OUTSIDE FACES OF THE LONGITUDINAL

ANGLES {H}.

5. VERIFICATION THAT VERTICAL PLACEMENT OF VSE {F} IS IN THE CORRECT LOCATION.

QUALITY ASSURANCE

IN ADDITION TO ALL OTHER QUALITY ASSURANCE INSPECTION ACTIVITIES, THE OWNER'S VERIFICATION INSPECTOR SHALL BE RESPONSIBLE FOR:

1. WELDING:

a. TO ASSURE THE PROPER AMPERAGE AND VOLTAGE OF THE WELDING PROCESS, THE USE OF HAND HELD CALIBRATED AMP AND VOLT METERS SHALL BE USED. THIS EQUIPMENT SHALL BE USED BY THE FABRICATOR AND THE INSPECTOR. 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.

b. VISUAL INSPECTION SHALL BE PERFORMED ON ALL SHOP WELDS.

c. EACH WELDER EMPLOYED ON THE PROJECT SHALL UNDERSTAND ALL THE REQUIREMENTS OF THE WELDING PROCEDURE

SPECIFICATION(S) BEFORE WELDING ON THE PROJECT.

d. AS-BUILT BEAM TO COLUMN GAP PER CONNECTION SCHEDULE IS ALLOWED TO BE INSTALLED WITH A TOLERANCE OF PLUS OR MINUS 1/2

INCH.

INTELLECTUAL PROPERTY

1. IN ORDER TO SAFEGUARD THE AUTHORIZED USE AND INTELLECTUAL PROPERTY OF THE PATENTED SIDEPLATE CONNECTION TECHNOLOGY, THE STEEL FABRICATION SUBCONTRACTOR SHALL SATISFY THE FOLLOWING REQUIREMENTS:

a. A NOTICE OF INTELLECTUAL PROPERTY, IDENTICAL TO THAT PROVIDED ON THIS SHEET, SHALL BE AFFIXED ON EACH SHEET OF SHOP DETAIL

AND FIELD ERECTION DRAWINGS CONTAINING SIDEPLATE SYSTEM INFORMATION WHICH DISCLOSES IN ANY WAY THE SIDEPLATE CONNECTION CONCEPT PRIOR TO RELEASING SUCH INFORMATION FOR ITS INTENDED USE. SUCH NOTICE SHALL BE PROVIDED TO THE STEEL FABRICATION SUBCONTRACTOR BY SIDEPLATE SYSTEMS, INC. IN A FORMAT (E.G. WORD OR AUTOCAD) SUITABLE TO THE NEEDS OF

THE STEEL FABRICATION SUBCONTRACTOR'S DETAILER.

b. PATENT LABELS SHALL BE APPLIED ON THE OUTSIDE FACE OF ONE OF THE TWO BOTTOM HORIZONTAL SHEAR PLATES {D} OF EACH MOMENT CONNECTION AND ON ONE END OF THE BEAM WEB IN COMPLIANCE WITH THE PATENT AND INTELLECTUAL PROPERTY LAWS.

GENERAL

1. THE GOVERNING CODES SHALL CONSIST OF ANSI/AWS D1.1-2010 (AWS D1.1), AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND

BRIDGES (APRIL 14, 2010), 2009 RCSC SPECIFICATIONS FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS, AND ALL APPLICABLE BUILDING AND JURISDICTIONAL CODES AND PROJECT STANDARDS SPECIFIED IN THE PROJECT SPECIFICATION STRUCTURAL STEEL SECTION. WHERE THE REQUIREMENTS DIFFER BETWEEN SIDEPLATE CONNECTION NOTES, THE GENERAL STRUCTURAL NOTES, AND THE GOVERNING CODES, THE

MORE STRINGENT SECTION CRITERIA SHALL CONTROL.

H ADDED DIMENSION TO COLUMN FLANGE WIDTH TO DEFINE TOTAL COVER PLATE {B} WIDTH

J DISTANCE FROM END OF THE BEAM TO CENTERLINE OF VERTICAL BOLT HOLES IN VSE {F}, AS REQUIRED

BOLTING

1. BOLTS/FASTENERS SHALL BE INSTALLED TO PRETENSIONED CONDITION USING ONE OF THE METHODS PRESCRIBED HERE: TURN-OF-NUT (A490), CALIBRATED WRENCH (A490), TWIST-OFF-TYPE TENSION-CONTROL BOLT (F2280), OR TORQUE AND ANGLE METHOD(F3148).

FIREPROOFING

1. WHEN REQUIRED BY THE GOVERNING CODE FOR CERTAIN TYPES OF CONSTRUCTION, SIDEPLATE CONNECTIONS SHALL HAVE A FIRE-

RESISTANCE RATING LIKE THAT OF A STEEL "STRUCTURAL FRAME".

2. THE MINIMUM THICKNESS OF SPRAY-APPLIED FIRE-RESISTIVE MATERIAL (SFRM) FOR STEEL SIDEPLATE CONNECTIONS PLATES THAT ARE NOT

ENCASED IN CONCRETE, SHALL BE DETERMINED JUST LIKE THAT OF A PIPE/TUBE COLUMN SECTION WITH A CONSTANT STEEL WALL THICKNESS USING THE THICKNESS OF SIDE PLATE {A} FOR EACH SIDEPLATE CONNECTION ID PER THE SIDEPLATE CONNECTION SCHEDULE, WHICH ARE UNIFORMLY HEATED AND PROTECTED (THE FIRE EXPOSURE OF A PIPE/TUBE COLUMN IS DIRECTLY ANALOGOUS TO A PLATE WITH A 1-SIDED FIRE EXPOSURE AND PROTECTION). THE SFRM SHALL HAVE BEEN TESTED IN ACCORDANCE WITH ASTM E119 AND LISTED FOR FIRE RESISTIVE

PIPE/TUBE COLUMN APPLICATIONS FOR NO LESS THAN THE REQUIRED RATED TIME.

HOT DIPPED GALVANIZING

1. SIDEPLATE CONNECTIONS REQUIRING THIS TYPE OF FINISH SHALL FOLLOW THE SAME CONSTRUCTION SEQUENCING AS PREVIOUSLY OUTLINED

WITH THE FOLLOWING MODIFICATIONS:

a. HORIZONTAL SHEAR PLATES {D} SHALL HAVE AN INCREASED CLIP SIZE WHICH SHALL BE 1 5/8 INCH BY 1 5/8 INCH TO PROVIDE ADEQUATE

VENTILATION AND DRAINAGE. CONTACT SIDEPLATE SYSTEMS, INC. IN THE EVENT THAT THE GALVANIZING CONTRACTOR SPECIFICATIONS

REQUIRE A LARGER OPENING THAN THAT SPECIFIED HEREIN.

{3} FILLET WELD CONNECTING HORIZONTAL SHEAR PLATE {D} TO COLUMN, AS REQUIRED

{4} FILLET WELD TO CONSTRUCT VSE {F} AND TO CONNECT IT TO THE WEB OF THE BEAM, AS REQUIRED

MATERIAL

1. PLATE, FLAT BAR, AND ANGLE MATERIAL:

a. ALL PLATE MATERIAL SHALL HAVE A MINIMUM YIELD STRENGTH (Fy) OF 50 KSI.

b. ANGLE AND BAR MATERIAL SHALL HAVE A HIGH STRENGTH STEEL SPECIFICATION AND SHALL HAVE A MINIMUM YIELD STRENGTH (Fy) OF 50

KSI.

2. WELD FILLER METAL:

a. THE WELD FILLER METAL AND ASSOCIATED WELDING PROCESS FOR ALL FILLET WELDS SHALL MEET THE REQUIREMENTS OF AWS D1.1 AND

SHALL BE ANY OF THE FOLLOWING:

• E70T-6, E71T-8, OR E70TG-K2 FOR FCAW

• E7XT-9 FOR FLUX CORED ARC WELDING (FCAW) WITH GAS SHIELDING

• F7A2-EXXX FOR SUBMERGED ARC WELDING (SAW)

• E7018 STICK ELECTRODE FOR SHIELDED METAL ARC WELDING (SMAW)

• ER70S-X, E70C-XM, OR E70C-XC FOR GMAW (EXCEPT SHORT CIRCUIT TRANSFER)

b. ALL WELD FILLER METAL SHALL SATISFY A MAXIMUM DIFFUSIBLE HYDROGEN CONTENT REQUIREMENT PER AWS D1.1.

4. ROLLED SHAPES:

a. ALL ROLLED SHAPES USED FOR COLUMNS AND BEAMS IN CONSTRUCTING SIDEPLATE MOMENT FRAMES SHALL BE ASTM A992 GRADE 50

UNO.

3. HIGH STRENGTH BOLTS/FASTENERS:

a. BOLTS SHALL BE TYPE 1 OR TYPE 3 AND SHALL BE A490 HEAVY HEX, F2280 TWIST-OFF-TYPE TENSION-CONTROL BOLT ASSEMBLIES, OR F3148

FIXED SPLINE BOLT ASSEMBLIES. THE BOLT HEAD SHALL BE DISTINCTIVELY MARKED WITH A MINIMUM MARKING OF A490, A490TC, OR 144 RESPECTIVELY. AN ALTERNATIVE DESIGN THAT MEETS THE REQUIREMENTS OF RCSC SECTION 2.8 MAY BE USED, WITH THE WRITTEN

APPROVAL FROM SIDEPLATE SYSTEMS, INC.

b. WASHERS SHALL BE ORDINARY THICKNESS AND ASTM F436 TYPE 1 OR TYPE 3.

5. HSS TUBE SHAPES:

a. ALL HSS SHAPES USED FOR COLUMNS AND BEAMS IN CONSTRUCTING SIDEPLATE MOMENT FRAMES SHALL, AS A MINIMUM, BE ASTM A500

GRADE B OR GRADE C OR ASTM1085.

2. BASE METAL SURFACE PREPARATION: SURFACES ON WHICH WELD METAL IS TO BE DEPOSITED, INCLUDING BUT NOT LIMITED TO COLUMN FLANGE TIPS (I.E., COLUMN FLANGE-TO-SIDE PLATE {A} ATTACHMENT), BEAM FLANGE TIPS (I.E., BEAM FLANGE-TO-COVER PLATE {B} ATTACHMENT), AND THERMAL CUT EDGES (E.G., LONGITUDINAL EDGES OF COVER PLATE {B} ), SHALL BE SMOOTH, UNIFORM, AND FREE FROM LOOSE OR THICK SCALE, SLAG, RUST, MOISTURE, GREASE AND OTHER FOREIGN MATERIAL THAT WOULD PREVENT PROPER WELDING.

3. THERMAL CUTTING:

a. FLAME CUT SURFACES SHALL BE FREE OF GLOBULES AND LOOSE SLAG. THE THERMAL CUTTING EQUIPMENT SHALL BE ADJUSTED AND

MANIPULATED SO AS TO AVOID CUTTING BEYOND (INSIDE) THE PRESCRIBED LINES.

b. THERMAL CUTTING PROCESSES SHALL BE LIMITED TO PLASMA ARC-CUTTING OR OXYFUEL GAS PROCESSES.

4. BOLT HOLES MAY BE PRODUCED BY MECHANICALLY GUIDED MEANS OR BY FREE HAND METHODS: HOLES SHALL BE MADE BY DRILLING, THERMAL CUTTING, OR PUNCHING.

2. WELDING PROCEDURE SPECIFICATIONS (WPS):

a. THE APPROPRIATE STEEL SUB-CONTRACTOR SHALL PREPARE A SPECIFIC WRITTEN WPS FOR EVERY DIFFERENT WELDING APPLICATION.

DIFFERENT WELDING APPLICATIONS INCLUDE, BUT ARE NOT LIMITED TO, THE JOINT DETAILS AND TOLERANCES, PREHEAT AND INTERPASS TEMPERATURE, SINGLE OR MULTIPLE STRINGER PASSES, WELDING CURRENT, POLARITY, ALLOWABLE AMPERAGE RANGES, ALLOWABLE VOLTAGE RANGES, ALLOWABLE TRAVEL SPEED RANGES, ELECTRODE EXTENSION, ROOT TREATMENT, WELDING POSITION, WELDING PROCESS, ELECTRODE MANUFACTURER, FILLER METAL TRADE NAME FOR THE ELECTRODE TYPE SELECTED, AND OTHER ESSENTIAL VARIABLES AS DEFINED IN AWS D1.1 REQUIRED TO COMPLETE THE FABRICATION AND ERECTION OF THE SPECIFIED SIDEPLATE CONNECTIONS. AMPERAGE, VOLTAGE, TRAVEL SPEED AND ELECTRODE EXTENSION SHALL BE WITHIN THE FILLER METAL MANUFACTURER'S

RECOMMENDATIONS.

3. TACK WELDS:

a. TACK WELDS SHALL BE PLACED WHERE THEY WILL BE INCORPORATED INTO A FINAL WELD AND SHALL BE SUBJECT TO THE SAME QUALITY

REQUIREMENTS AS THE FINAL WELDS.

4. PREHEAT AND INTERPASS TEMPERATURE REQUIREMENTS:

a. THE MINIMUM PREHEAT AND INTERPASS TEMPERATURES FOR A GIVEN THICKNESS OF BASE METAL TO BE WELDED SHALL BE IN

ACCORDANCE WITH AWS D1.1 TABLE 3.2.

b. IN NO CASE, REGARDLESS OF THE WELDING PROCESS, SHALL THE PREHEAT TEMPERATURE BE LESS THAN THAT REQUIRED TO DRIVE OFF ANY SURFACE MOISTURE OR CONDENSATION WHICH MAY BE PRESENT ON THE STEEL ELEMENTS TO BE WELDED.

c. MAXIMUM INTERPASS TEMPERATURE SHALL NOT EXCEED 550°F, MEASURED AT A DISTANCE NOT EXCEEDING THREE INCHES FROM THE START OF THE WELD PASS. WELDING OPERATORS AND INSPECTORS SHALL UTILIZE TEMPERATURE MEASURING DEVICES.

5. ALL SLAG SHALL BE REMOVED AFTER EACH WELD PASS AND THE WELD AND THE ADJACENT BASE METAL SHALL BE CLEANED BEFORE WELDING

OVER PREVIOUSLY DEPOSITED WELD METAL.

6. PEENING SHALL NOT BE ALLOWED.

7. WELD RUN-OFF TABS SHALL NOT BE USED FOR FILLET WELDS.

2. FOR ALL PRETENSIONING METHODOLOGIES, ALL FASTENER ASSEMBLIES WITHIN THE JOINT SHALL FIRST BE BROUGHT TO A SNUG TIGHT CONDITION, FOLLOWED BY A SYSTEMATIC PRETENSIONING PROCESS. PRETENSIONING SHALL BEGIN AT THE MOST RIGID PART OF THE JOINT AND CONTINUE IN A MANNER THAT WILL MINIMIZE THE RELAXATION OF PREVIOUSLY PRETENSIONED FASTENERS, UNTIL THE CONNECTED PLIES

ARE IN AS FIRM CONTACT AS POSSIBLE. IN ADDITION:

a. FOR TURN-OF-NUT METHOD, AFTER SNUGGING THE JOINT USING AT LEAST A FEW IMPACTS OF A WRENCH OR THE FULL EFFORT OF AN IRON

WORKER, ROUTINE MARKING OR MATCH-MARKING SHALL BE USED TO VERIFY RELATIVE BOLT AND NUT ROTATION TO RCSC TABLE 8.3. FOR BOLT LENGTHS OVER 4D UP TO 8D, THE BOLT OR NUT SHALL BE ROTATED 180 DEGREES (1/2 TURN). FOR BOLT LENGTHS OVER 8D UP TO 12D, THE BOLT OR NUT SHALL BE ROTATED 240 DEGREES (2/3 TURN). FOR BOLT LENGTHS OVER 12D, THE REQUIRED ROTATION SHALL BE

DETERMINED USING A BOLT TENSION MEASUREMENT DEVICE.

b. FOR CALIBRATED WRENCH METHOD, THE WRENCH AND BOLT ASSEMBLY LOT SHALL BE TESTED IN COMBINATION DAILY. IF NECESSARY, THE WRENCH SHALL BE CALIBRATED FOR PROPER OUTPUT PRIOR TO USE. THE INSTALLATION TORQUE NEED NOT PRODUCE A RELATIVE

ROTATION EQUAL TO OR GREATER THAN THAT SPECIFIED BY THE TURN-OF-NUT METHOD.

c. FOR TWIST-OFF-TYPE TENSION-CONTROL BOLT METHOD, FINAL TENSIONING SHALL BE DONE IN A CONTINUOUS OPERATION UNTIL THE TIP TWISTS OFF. ANY BOLT ASSEMBLIES WHICH HAD THE TIP TWIST OFF DURING THE SNUGGING OPERATION SHALL BE REMOVED AND

REPLACED.

d. FOR COMBINED METHOD (ASTM F3148), AFTER SNUGGING THE JOINT USING THE APPROPRIATE INSTALLATION TOOL, ROUTINE MONITORING OR MATCH MARKING SHALL BE USED TO VERIFY RELATIVE BOLT AND NUT ROTATION. FOR BOLT LENGTHS UP TO 4D, THE NUT SHALL BE ROTATED 90 DEGREES (1/4 TURN). FOR BOLT LENGTHS OVER 4D UP TO 8D, THE NUT SHALL BE ROTATED 120 DEGREES (1/3 TURN). FOR BOLT LENGTHS OVER 8D THE MANUFACTURER SHALL PROVIDE APPROPRIATE INSTALLATION REQUIREMENTS.

2. FILLET WELD FIT-UP TOLERANCES:

a. THE PARTS TO BE JOINED BY FILLET WELDS SHALL BE BROUGHT INTO AS CLOSE CONTACT AS PRACTICABLE, USING AS NECESSARY

SUITABLE CLAMPING MEANS. THE ROOT OPENING (I.E., THE FIT-UP GAP) SHALL NOT EXCEED 1/4 INCH. FOR FILLET WELD ROOT GAPS GREATER THAN 1/16 INCH, THE LEG SIZE (I.E., THE SPECIFIED SIZE) OF FILLET WELD SHALL BE INCREASED BY THE AMOUNT OF THE ROOT

OPENING.

3. THERMAL CUTTING:

a. THE ROUGHNESS OF ALL THERMAL-CUT SURFACES SHALL BE NO GREATER THAN AN ANSI SURFACE ROUGHNESS VALUE OF 1000 MICRO-

INCHES. ROUGHNESS EXCEEDING THIS VALUE AND NOTCHES OR GOUGES NOT MORE THAN 3/16 INCH DEEP SHALL BE REMOVED BY MACHINING OR GRINDING. NOTCHES OR GOUGES IN THE THERMALLY CUT EDGES DEEPER THAN 3/16 INCH SHALL BE REPAIRED PER AWS.

4. TENSION CALIBRATION FOR PRE-INSTALLATION:

a. TENSION CALIBRATION SHALL BE USED TO CONFIRM THE SUITABILITY OF THE COMPLETE FASTENER ASSEMBLY, AND THE PROCEDURE TO

BE USED BY THE BOLTING CREW. A MINIMUM SAMPLING OF AT LEAST THREE COMPETE FASTENER ASSEMBLIES OF EACH COMBINATION OF DIAMETER, LENGTH, GRADE, WASHER REQUIREMENTS, LUBRICATION, AND LOT SHALL BE USED. CALIBRATION SHALL BE DONE AT THE SITE OF INSTALLATION IN A TENSION CALIBRATOR TO VERIFY THAT THE PRETENSIONING METHOD IS ADEQUATE.

b. IF FASTENER ASSEMBLIES ARE FOUND TO BE LESS THAN THE FOLLOWING SPECIFIED REQUIREMENTS (PRETENSION VALUE AS FOLLOWS: 1 INCH DIAMETER = 67 KIPS, 1 1/8 INCH DIAMETER = 84 KIPS, 1 1/4 INCH DIAMETER = 107 KIPS, AND 1 1/2 INCH DIAMETER = 155…