13-041_Drawings_11x17_-_20131108.pdf

DISTINCT UPGRADE

GENERAL

1. THE FOLLOWING DATA WAS USED IN THE DESIGN OF THE floor decks:

DEAD LOAD = 150pcf for concrete, and 490 pcf for all structural steel

SDL = 10 PSF

FLOOR LIVE LOAD = 50 PSF

CONSTRUCTION LOAD = 25 PSF

COMPOSITE BEAM OR STEEL FRAMED STRUCTURES

1. THE CONTRACTOR'S ATTENTION IS DRAWN TO THE FACT THAT UNDER THE DEAD LOAD OF THE WET CONCRETE THE BEAMS AND METAL DECK WILL DEFLECT.

THE DEPTH OF CONCRETE SHOWN ON THE DRAWINGS IS THE MINIMUM REQUIRED. THE CONTRACTOR SHALL MAKE ALLOWANCES FOR ANY ADDITIONAL

CONCRETE THAT WILL BE REQUIRED DUE TO THE ABOVE DESCRIBED DEFLECTION.

2. FRAMED FLOOR SLABS SHALL BE POURED IN STRIPS PERPENDICULAR TO THE STEEL GIRDERS. THE CONTRACTOR SHALL SUBMIT TO PEC 1 WEEK PRIOR TO POUR THE LOCATIONS OF ALL CONSTRUCTION JOINTS AND THE SEQUENCING OF POURS PRIOR TO PROCEEDING.

3. THE SYMBOL (N) ADJACENT TO A BEAM OR PORTION OF A BEAM INDICATES THE NUMBER OF 3/4 INCH DIAMETER HEADED STUDS TO BE WELDED TO THE TOP OF THE BEAM OR PORTION OF THE BEAM. STUDS SHALL EXTEND 3 INCHES ABOVE THE DECK AFTER INSTALLATION. THE NUMBER OF STUDS HAS BEEN DETERMINED BY ASSUMING THE SHAPE OF THE METAL DECK CAUSES NO REDUCTION IN THE SHEAR CAPACITY OF THE STUDS. IF REQUIRED, THE TOTAL NUMBER OF STUDS, N, SHALL BE INCREASED IN ACCORDANCE WITH SECTION I5 OF THE AISC SPECIFICATIONS. THAT IS, IF THE STUD-ALLOWABLE-LOAD-REDUCTION-FACTOR, N (FORMULAS (I5-1) AND/OR (I5-2) OF THE AISC SPECIFICATION), IS LESS THAN 1.0, THE NUMBER OF STUDS SHALL BE INCREASED BY MULTIPLYING THE NUMBER OF STUDS BY THE RECIPROCAL OF THE FACTOR, N.

4. STUDS SHALL BE BEND-TESTED BY BEING BENT 30 DEGREES FROM THE ORIGINAL AXIS. TWO SUCCESIVE STUDS ON EACH BEAM OR GIRDER SHALL BE WELDED AND WITHSTAND THE BEND TEST WITHOUT WELD OR STUD FAILURE BEFORE PROCEEDING WITH FURTHER INSTALLATION

STRUCTURAL AND MISCELLANEOUS STEEL

1. STRUCTURAL STEEL FOR COLUMNS AND BEAMS SHALL BE NEW DOMESTIC STEEL CONFORMING TO ASTM A992 FOR WIDE FLANGE SHAPES, AND A36 FOR

CHANNELS, ANGLES, BARS AND ANY OTHER MISCELLANEOUS SECTIONS, INCLUDING PLATES UNLESS NOTED OTHERWISE. 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 A490-N BOLTS.

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

4. ALL WELDED CONNECTIONS SHALL BE DONE WITH E70XX ELECTRODES. SHOP AND FIELD WELDS SHALL BE MADE BY APPROVED CERTIFIED WELDERS AND SHALL CONFORM TO THE AMERICAN WELDING SOCIETY CODE FOR BUILDINGS AWS D1.1. WELDS SHALL DEVELOP THE FULL STRENGTH OF MATERIALS BEING

WELDED UNLESS OTHERWISE NOTED.

5. ALL BUTT WELDS SHALL BE FULL PENETRATION BUTT WELDS IN ACCORDANCE WITH THE STRUCTURAL WELDING CODE (ANSI/AWS D1.1). THESE WELDS SHALL BE MADE ONLY BY OPERATORS QUALIFIED BY PRESCRIBED TESTS IN THE STRUCTURAL WELDING CODE IN BUILDING CONSTRUCTION OF THE AMERICAN WELDING SOCIETY. ACCEPTANCE TO BE SUBJECT TO THE INSPECTION AND REVIEW OF AN INDEPENDENT INSPECTION AGENCY.

6. WELDING SEQUENCE AND TECHNIQUE SHALL BE SUCH THAT DISTORTION OF STEEL MEMBERS IS MINIMIZED AND UNDUE DISTORTION IS AVOIDED.

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

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

9. ALL FULL PENETRATION WELDS SHALL BE TESTED PER SPECIFICATIONS.

10. ALL STRUCTURAL STEEL SHALL BE AS FOLLOWS:

BEAMS AND GIRDERS: ASTM A-992, FY = 50 KSI

11. CONNECTIONS DETAILED BY THE FABRICATOR SHALL MEET THE FOLLOWING REQUIREMENTS:

UNLESS OTHERWISE NOTED ALL CONNECTIONS DESIGNED BY THE FABRICATOR SHALL BE DESIGNED IN ACCORDANCE WITH THE "AISC MANUAL OF STEEL CONSTRUCTION, ALLOWABLE STRESS DESIGN", 13TH EDITION AND THE "AISC MANUAL OF STEEL CONSTRUCTION, VOLUME II, CONNECTIONS" USING THE ASD 13TH EDITION PROVISIONS CONTAINED THEREIN. THE USE OF "SNUG TIGHT" BOLTED CONNECTIONS IS NOT PERMITTED. BOLTS SHALL BE SLIP CRITICAL OR

BEARING. BOLTED CONNECTIONS SHALL HAVE NO LESS THAN TWO BOLTS.

METAL DECKING

1. ALL METAL DECKING SHALL BE DESIGNED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE LATEST EDITION OF THE "SPECIFICATION OF THE STEEL DECK

INSTITUTE."

2. UNLESS NOTED OTHERWISE, ALL FLOORS SHALL CONSIST OF 1.5 INCH DEEP X 20 GAGE COMPOSITE DECK WITH 2.5 INCHES OF CONRETE FILL FOR A TOTAL SLAB THICKNESS OF 4 INCHES. FLOOR DECKING SHALL BE FASTENED TO SUPPORTS WITH 5/8 INCH DIAMETER PUDDLE WELDS AT 12 INCHES ON CENTER AT SUPPORTS, AND PERIMETER AND SPACING AS SPECIFIED BY MANUFACTURER AT SIDE BEAMS.PROVIDE 6X6-W1.4XW1.4 WIRE MESH REINFORCEMENT PLACED

1 INCH BELOW TOP OF SLAB

3. THE 1.5 INCH DEEP X 20 GAGE METAL DECK MUST HAVE AN AVERAGE MINIMUM RIB WIDTH OF 6 INCHES. AS A MINIMUN THE METAL DECK MUST HAVE THE

FOLLOWING PROPERTIES

a. FY = 40KSI

b. I = 0.20 IN4 / FT

c. S = 0.24 IN3 / FT

4. GALVANAZING FOR ALL DECKING SHALL CONFORM TO THE REQUIREMENTS OF ASTM A525 CLASS G90

5. DECK SHALL BE CONTINUOUS OVER 3 OR MORE SUPPORTS SO AS NOT TO REQUIRE ANY INTERMEDIATE SHORING TO SUPPORT CONSTRUCTION LOADS AND

WET CONCRETE, UNLESS NOTED OTHERWISE

CONNECTION UPGRADE NOTES

1. REMOVE BEAM AND ALL EXISTING COMPONENTS PRIOR TO INSTALLATION OF RETROFIT

2. WHERE PLATES, TABS, WELDS NEED TO BE CUT, GRIND AND REMOVE ALL RESIDUE TO PROVIDE A CLEAN SURFACE FOR INSTALLATION OF NEW RETROFIT

COMPONENTS

3. SUBMIT INSTALLATION PLAN SHOWING SEQUENCE OF CONSTRUCTION FOR APPROVAL BY ENGINEER OF RECORD

SHEET NUMBER

LosAngeles

DRAWN CHECKED APPROVED

Mark Date

Appr. Description

Revisions

2550NorthHollywoodWay,Suite500 Burbank,CA91505-5026

Tel:818-240-1919Fax:818-240-4966 www.kcse.com

DATE ISSUED

JOBNO. FILENAME:

SHEET TITLE

PROJECT

Albuquerque 2501YaleBlvd.,S.E.,Suite304 Albuquerque,NM87106-4358

Tel:505-291-4489Fax:505-298-7436

S001-ARA0660-17.DWGARA 0660.17

EH LT KM

STRUCTURAL

UPGRADES FOR

DISTINCT KESTREL

REACTION

STRUCTURE

11/1/2013

10/31/2013 AM

STRUCTURAL UPGRADES

ORIGINAL STRUCTURE

STRUCTURAL UPGRADES BY:

PROTECTION ENGINEERING

CONSULTANTS

14144 TRAUTWEIN ROAD

AUSTIN, TX 78737

GENERAL NOTES

S-0.0

EXISTING COLUMN

FLANGE PLATES FOR

BEAM CONNECTING TO

WEB (SEE BEAM TO WEB

CONNECTION)

8"

2" GR. 50

CONTINUITY PLATE

COVER PLATE TO

BEAM FLANGES

1"

BEAM

CJP

BEAM TO COLUMN, FLANGE

PLAN VIEW

SHEAR TABS NOT SHOWN FOR CLARITY

SHEAR PLATE TO

COLUMN FLANGES

WELD TOP AND

BOTTOM OF PLATE

ACROSS THICKNESS

1"

EXISTING COLUMN

PLATE TO COLUMN WEB

AND FLANGES (TYP)

1/2"

SHEAR PLATE TO

BEAM WEB

1/2"

BEAM

4"

2" GR. 50 COVER

PLATE TOP AND

BOTTOM

2" GR. 50 COVER

PLATE TOP AND

BOTTOM

1-1/4" A36

EACH SIDE (2)

2" GR. 50 FLANGE PLATE

TOP AND BOTTOM (2)

BEAM TO COLUMN, WEB

PLAN VIEW BEAM TO

COLUMN WEB

1-1/4" A36 EACH SIDE

OF BEAM WEB (2)

BEAM

EXISTING COLUMN

SHEAR PLATE TO

COLUMN WEB AND

FLANGE PLATES

2" GR. 50 CONTINUITY

PLATE EXTERIOR SIDE

ONLY TOP AND BOTTOM

(2). SEE BEAM TO FLANGE

CONNECTION DETAIL

SHEAR PLATE TO

BEAM WEB

1"

2" GR. 50 COVER PLATE

TOP AND BOTTOM. SNUG

FIT AGAINST COLUMN WEB

AND FLANGES. CHAMFER

AS NEEDED.

1"

2" GR. 50 CONTINUITY

PLATE EXTERIOR SIDE

ONLY TOP AND BOTTOM

(2). SEE BEAM TO FLANGE

CONNECTION DETAIL

EXISTING COLUMN

SHEAR TABS NOT SHOWN FOR CLARITY

2" GR. 50 CONTINUITY

PLATE EXTERIOR SIDE

ONLY TOP AND BOTTOM

(2). SEE BEAM TO FLANGE

CONNECTION DETAIL

CJP

COVER PLATE TO

COLUMN FLANGES

1"

COVER PLATE TO

BEAM FLANGES

1"

4"

4"

0" 6" 1' 2'3"

M

I N

SHEET NUMBER

LosAngeles

DRAWN CHECKED APPROVED

Mark Date

Appr. Description

Revisions

2550NorthHollywoodWay,Suite500 Burbank,CA91505-5026

Tel:818-240-1919Fax:818-240-4966 www.kcse.com

DATE ISSUED

JOBNO. FILENAME:

SHEET TITLE

PROJECT

Albuquerque 2501YaleBlvd.,S.E.,Suite304 Albuquerque,NM87106-4358

Tel:505-291-4489Fax:505-298-7436

S001-ARA0660-17.DWGARA 0660.17

EH LT KM

STRUCTURAL

UPGRADES FOR

DISTINCT KESTREL

REACTION

STRUCTURE

11/1/2013

10/31/2013 AM

STRUCTURAL UPGRADES

ORIGINAL STRUCTURE

STRUCTURAL UPGRADES BY:

PROTECTION ENGINEERING

CONSULTANTS

14144 TRAUTWEIN ROAD

AUSTIN, TX 78737

CONNECTION DETAILS

S-0.1

28'-6"

3'-0" 3'-0"22'-6"

W

X

E

M B

E D

D E

D

B

E A

M

W24X192

(EMBEDDED BEAM)

W

X

E

M B

E D

D E

D

B

E A

M

W24X192

(EMBEDDED BEAM)

W

X

T

Y

P

L

O

C

4'-0"X1'-6"

FOOTING BELOW

MAT FOUNDATION

(4 LOC)

3'-6" THICK MAT FOUNDATION W/ #9 @

12" O.C., EACH WAY, TOP AND BOTTOM

W

X

W

X

W14X257 (10)

W14X257 (10)

W12X19 (20)

W12X19 (20)

22'-6"

I N

C

M

P O

S I T

E

D E

C K

S

E

T

E S

M

P O

S I T

E

D E

C K

S

T

E S

M

P O

S I T

E

D E

C K

S

T

E S

0" 6" 1' 2' 4' 0" 6" 1' 2' 4'

SHEET NUMBER

LosAngeles

DRAWN CHECKED APPROVED

Mark Date

Appr. Description

Revisions

2550NorthHollywoodWay,Suite500 Burbank,CA91505-5026

Tel:818-240-1919Fax:818-240-4966 www.kcse.com

DATE ISSUED

JOBNO. FILENAME:

SHEET TITLE

PROJECT

Albuquerque 2501YaleBlvd.,S.E.,Suite304 Albuquerque,NM87106-4358

Tel:505-291-4489Fax:505-298-7436

S001-ARA0660-17.DWGARA 0660.17

EH LT KM

STRUCTURAL

UPGRADES FOR

DISTINCT KESTREL

REACTION

STRUCTURE

11/1/2013

10/31/2013 AM

STRUCTURAL UPGRADES

ORIGINAL STRUCTURE

STRUCTURAL UPGRADES BY:

PROTECTION ENGINEERING

CONSULTANTS

14144 TRAUTWEIN ROAD

AUSTIN, TX 78737

FRAMING PLANS

S-1.0

W24X192

W

X

W

X

3'-0" 22'-6" 3'-0"

W24X192

W

X

W

X

NEW

W12X19

W14X257 (10)

21'-3"3'-0"

W12X19

NEW

W12X19

3'-0"

4" COMPOSITE DECK.

SEE NOTES

4" COMPOSITE DECK.

SEE NOTES

4" COMPOSITE DECK.

SEE NOTES

4" COMPOSITE DECK.

SEE NOTES

EXISTING CONCRETE

SLAB

EXISTING W14X283

COLUMN

EXISTING W14X283

COLUMN

EXISTING W14X283

COLUMN

EXISTING W14X283

COLUMN

EXISTING CONCRETE

SLAB

NEW

W12X19

0" 6" 1' 2' 4'

0" 6" 1' 2' 4'

W14X257 (10)

COLUMN

BEYOND

COLUMN

BEYOND

#9 @12"

O.C E.W.

#4 STIRRUPS

@12" O.C E.W.

COLUMN FOOTING

(BEYOND)

COLUMN FOOTING

(BEYOND)

0" 6" 1' 2'

3"

SHEET NUMBER

LosAngeles

DRAWN CHECKED APPROVED

Mark Date

Appr. Description

Revisions

2550NorthHollywoodWay,Suite500 Burbank,CA91505-5026

Tel:818-240-1919Fax:818-240-4966 www.kcse.com

DATE ISSUED

JOBNO. FILENAME:

SHEET TITLE

PROJECT

Albuquerque 2501YaleBlvd.,S.E.,Suite304 Albuquerque,NM87106-4358

Tel:505-291-4489Fax:505-298-7436

S001-ARA0660-17.DWGARA 0660.17

EH LT KM

STRUCTURAL

UPGRADES FOR

DISTINCT KESTREL

REACTION

STRUCTURE

11/1/2013

10/31/2013 AM

STRUCTURAL UPGRADES

ORIGINAL STRUCTURE

STRUCTURAL UPGRADES BY:

PROTECTION ENGINEERING

CONSULTANTS

14144 TRAUTWEIN ROAD

AUSTIN, TX 78737

ELEVATIONS

S-1.1

BEAM CONNECTION SCHEDULE

BEAM FRAMING ANGLE BOLTS PER LEG

ELEVATION

NOTE 4

NOTES:

10"

2"

6"

2 1/4"

1 1/2"

4"

10"

2"

3/16

3-12

6"

3/16

3-12

3 1/2"3 1/2"

2 1/4" 2 1/4"

A-A SINGLE STUD ORIENTATION B-B SINGLE STUD ORIENTATION

0" 6" 1' 2' 4'

SHEET NUMBER

LosAngeles

DRAWN CHECKED APPROVED

Mark Date

Appr. Description

Revisions

2550NorthHollywoodWay,Suite500 Burbank,CA91505-5026

Tel:818-240-1919Fax:818-240-4966 www.kcse.com

DATE ISSUED

JOBNO. FILENAME:

SHEET TITLE

PROJECT

Albuquerque 2501YaleBlvd.,S.E.,Suite304 Albuquerque,NM87106-4358

Tel:505-291-4489Fax:505-298-7436

S001-ARA0660-17.DWGARA 0660.17

EH LT KM

STRUCTURAL

UPGRADES FOR

DISTINCT KESTREL

REACTION

STRUCTURE

11/1/2013

10/31/2013 AM

STRUCTURAL UPGRADES

ORIGINAL STRUCTURE

STRUCTURAL UPGRADES BY:

PROTECTION ENGINEERING

CONSULTANTS

14144 TRAUTWEIN ROAD

AUSTIN, TX 78737

FLOOR FRAMING

DETAILS

S-3.0