B3_B615_Final_Design_Plans_Aug_12_2019_Sheet_-46-50_of_191.pdf

ELEVATOR PIT WALL

PEA GRAVEL COMPACTED TO

95% REL COMPACTION

PLACE UP TO 1 FT ABOVE TOP

OF PIPE

GEOTEXTTILE FABRIC

SPECS OUTLINED IN EARTHWORK SECTION

OF SPECS

WATERPROOFING,

REFER ARCH

6 IN PERFORATED PVC SCH 80 PIPE WITH

PERFORATIONS ON BOTTOM. PROVIDE FILTER

FABRIC AROUND PIPE PRIOR TO EMBEDMENT.

REFER SHEETS C-50X FOR INVERT ELEVATIONS

N

O M

1 1/2"

DUCTILE IRON GRATE

ADA COMPLIANT

AASHTO M306 - H20 & HS25

VARIES, SEE PLANS

6 IN

12 IN APPROX

20 IN APPROX

I N

SIDEWALK BEYOND

IN EJ

ADA COMPLIANT GALVANIZED

DUCTILE IRON GRATE, REFER DETAIL B3 THIS SHT

HOT DIPPED GALVANIZED

DUCTILE IRON GRATE FRAME

FRAME ANCHOR

2 IN SAND COMPACTED TO 95 PCT

RELATIVE COMPACTION, ASTM D1557

SLOPE @ 0.5%

CONCRETE

fc' = 3000 PSI

US Army Corps of Engineers ®

SHEET ID

U S

A

R M

Y

C

O R

P

O

F

E

N G

I N

E E

R S

D R

A W

N

B

Y

R

R

D E

S I G

N E

D

B

Y

R

R

S U

B M

I T

T E

D

B

Y

K

F

N I

S I Z

E

C H

E C

K E

D

B

Y

D

D

A N

S I

D

F I L E

M

E

I S

S U

E

D

A T

E

A U

G U

T

C O

N T

R A

C

S O

L I C

I T

A T

I O

N

N

O

F I

M

B E

R

1 2 3 4 5

D

C

B

A

J O

I N

T

B

A S

E

S

T

O N

O R

T

S

M

H

U

S T

O N

T

E X

A S

R E

N O

V A

B

D

G

W G

B

K E

N A

L L

F

R E

E S

E

A

D

C

H O

L S

H O

U S

T O

N

T

E X

A S

FINAL SUBMITTAL

F O

W

R

S

T R

I C

T

D R

A I N

A G

E

D

E T

A I L S

C-507

NOT TO SCALE

C1

C-507

FRENCH DRAIN NEXT TO ELEVATOR PIT

C3

C-507

TRENCH DRAIN DETAIL

B3

C-507

ADA COMPLIANT GRATE DETAIL

AUG 12, 2019

F

T

T

Y P

9 FT WIDE (TYP)

Y

P

A

PAINT 4 IN

WHITE STRIP

PAINT 4 IN

BLUE BORDER

STRIPE (TYP)

NO

PARKING

PAINT ISA

(TYP)

INSTALL ACCESSIBLE

PARKING SIGN AT EACH STALL

45 DEG

NO

PARKING

45 DEG

8 FT MIN (TYP)

F

T

T

Y P

6 IN CURB

6 IN CURB

0 IN CURB

2% MAX

2% MAX

10% MAX AT CURB

10% MAX AT CURB

X

X

LEVEL LANDING, MIN 5 FEET WIDE

AND 5 FEET LONG

5 FT WIDTH OF CURB RAMP (TYP)

MIN 3 FT

2% MAX

X

2% MAX

X

LEVEL LANDING, MIN 5 FEET WIDE

AND 5 FEET LONG

0 IN CURB

10% MAX AT CURB

10% MAX AT CURB

5 FT WIDTH OF CURB RAMP (TYP)

MIN 3 FT

1.6 IN MIN TO 2.4 MIN

CENTER TO CENTER SPACING

N

B A

B

A S

E

S

P A

C I N

G

TOP DIA

50 TO 65% OF BASE DIA

0.2 IN

BASE DIA

0.90 IN MIN TO 1.4 IN MAX

BASE DIA

0.90 IN MIN TO 1.4 IN MAX

US Army Corps of Engineers ®

SHEET ID

M

Y

C

O R

E

N G

I N

E E

R S

D R

A W

N

B

Y

R

R

D E

S I G

N E

D

B

Y

R

R

S U

B M

I T

T E

D

B

Y

K

F

N I

S I Z

E

C H

E C

K E

D

B

Y

D

D

A N

S I

D

F I

M

E

I S

S U

E

D

A T

E

A U

G U

C O

N T

R A

S O

L I C

I T

A T

I O

N

N

O

F I

M

B E

R

1 2 3 4 5

D

C

B

A

J O

I N

T

B

A S

E

S

T

O N

O R

T

S

U

S T

O N

T

E X

A S

R E

N O

V A

D

G

W G

B

K E

N A

L L

F

R E

E S

E

A

C

H O

L S

H O

U S

T O

N

T

E X

A S

FINAL SUBMITTAL

F O

R

S

T R

I C

T

A D

A

D

E T

A I L S

O

F

C-508

NOTES:

1. DETECTABLE WARNING SURFACE SHALL BE EITHER:

(A) RECESSED AND CAST IN CONCRETE IF APPLYING TO NEW CONCRETE, OR

(B) GLUED TO EXISTING CONCRETE AND CAULKING APPLIED AROUND PERIMETER EDGES.

2. DETECTABLE WARNING SURFACE SHALL BE INSTALLED AT BOTTOM OF RAMP. SEE THE LAYOUT

PLANS FOR SPECIFIC LOCATIONS TO INSTALL THE WARNING SURFACES.

3. DETECTABLE WARNING DEVICES TO BE YELLOW COLOR CONFORMING TO FEDERAL COLOR NO.

33538.

4' - 5"

3' - 0 "

PAINT BLUE

PAINT 4 IN

WHITE BORDER

PARKING

ONLY

VAN ACCESSIBLE

MINIMUM

FINE $250

G

H

G

H

12 IN DIAMETER HOLE

PORTLAND CEMENT CONCRETE

fc' = 3000 psi

ATTACH SIGN TO POST WITH BOLTS AT TOP,

CENTER, AND BOTTOM. USE THEFT PROOF

BRACKETS, BOLTS, BUTS, WASHERS.

REFLECTORIZED SIGN CONSTRUCTED OF PORCELAIN STEEL

WITH BEADED TEXT OR EQUAL AREA OF SIGN TO BE A MIN OF 70

SQ IN IN WHITE ON DARK BLUE BACKGROUND

VAN ACCESSIBLE SIGN

MINIMUM FINE $250 SIGN

2 IN STANDARD GALVANIZED STEEL POST

NOT TO SCALE

FINISH GRADE

C1

C-508

PARKING STALLS WITH HANDICAP

ACCESSIBLE

B4

C-508

B4

C-508

ISA ACCESSIBLITY SIGN

CURB RAMPS (TYP)

A1

C-508

TRUNCATED DOME

C4

C-508

C4

C-508

TRUNCATED DOME (TYP)

A4

C-508

A4

C-508

HANDICAPPED SIGN AND POST

NOTES:

1) ACCESS AILE SHALL HAVE A MIN WIDTH OF 8 FT PER ABA CHAPTER 5: 502.2 ACCESS AILE. THE

LENGTH SHALL BE THE PARKING LANE LENGTH.

2) TRUNCATED DOME SHALL COMPLY WITH ABA TRUNCATED DOME REQUIREMENTS, CHAPTER 7:

705 DETECTABLE WARNINGS.

3) WIDTH OF CURB LANDING BEHIND CURB RAMP SHALL BE 5 FEET U.O.N IN PLANS. IT SHALL BE NO

LESS THAN 36 IN WIDTH PER ABA CHAPTER 4, 406: CURB RAMPS.

A2

C-508

INSTALL BREAKAWAY CONNECTION AT THE BOTTOM

NOT USED

AUG 12, 2019

6'

1'

1'

3 IN CLR

US Army Corps of Engineers ®

SHEET ID

M

Y

C

O R

E

N G

I N

E E

R S

D R

A W

N

B

Y

R

R

D E

S I G

N E

D

B

Y

R

R

S U

B M

I T

T E

D

B

Y

K

F

N I

S I Z

E

C H

E C

K E

D

B

Y

D

D

A N

S I

D

F I

M

E

I S

S U

E

D

A T

E

A U

G U

C O

N T

R A

S O

L I C

I T

A T

I O

N

N

O

F I

M

B E

R

1 2 3 4 5

D

C

B

A

J O

I N

T

B

A S

E

S

T

O N

O R

T

S

U

S T

O N

T

E X

A S

R E

N O

V A

D

G

W G

B

K E

N A

L L

F

R E

E S

E

A

C

H O

L S

H O

U S

T O

N

T

E X

A S

FINAL SUBMITTAL

F O

R

S

T R

I C

T

A D

A

P

A T

H W

Y

T

A I L S

S H

E E

T

O

F

C-509

NOT TO SCALE

M A

T C

H R

A M

P S

L O

P E

TYPICAL POST FOOTING

BOTTOM OF WHEEL GUIDE, <4 INCH FROM

BOTTOM SURFACE

1-1/4 IN MIN AND 2-IN MAX GALVANIZED

STEEL POST

12 IN MIN

2 IN GALVANIZED STEEL POST

PORT;LAND CEMENT CONCRETE

fc' = 3000 psi

I N

6 IN TxDOT GRADES 1, 2 OR 3COMPACTED TO

95% COMPACTION

POST INSTALL SLEEVE

CAST IN CONCRETE FOR SLEEVE

INSTALLATION FOLLOWING CON PLACEMENT

NOTES:

1. RAMP SLOPE SHALL BE LESS THAN 1:12

2. PROVIDE LANDINGS 6 FOOT IN DIRECTION OF TRAVEL AND

5 FOOT WIDE FOR EVERY 30 INCH RISE.

3. HANDRAIL EXTENSIONS SHALL BE 1-1/4 IN AND 2 IN MAX DIAMETER GALVANIZED

STEEL, WELD ALL JOINTS.

4. HANDRAIL EXTENSIONS TO EXTEND 12 IN HORIZONTAL PAST THE TOP OR BOTTOM OF

RAMP AND SHALL BE PARALLEL TO THE SURFACE OF THE LEVEL LANDING.

5. WHEEL GUIDE SHALL BE

IN THICK BY 4 IN WIDE WELDABLE FLAT STEEL FOR LENGTH OF

WHEEL GUIDE RAIL AND SHALL BE NO MORE THAN 4 IN ABOVE THE TOP OF RAMP.

6. ALL STEEL, UNLESS SPECIFICALLY NOTED OTHERWISE, SHALL BE HOT-DIPPED GALVANIZED.

REPAIR ALL FIELD WELDS AND OTHER DAMAGED AREAS PER ASTM A780.

5 FOOT MIN

PAINT 4-IN WHITE

STRIPE (TYP)

45 DEG

Y

P

LANDING

RAMP

A1

C-509

A1

C-509

POST FOOTING FOR HANDRAILS

B1

C-509

HANDRAIL DETAIL FOR RAMP (TYP)

B3

C-509

CROSSWALK STRIPING (TYP)

AUG 12, 2019

A3

C-509

HANDRAIL DETAIL FOR STOOP/STAIR

A1

C-509

TYPICAL POST FOOTING

1-1/4 IN MIN AND 2-IN MAX GALVANIZED

STEEL POST

NEW STOOP/STAIR

REFER TO DET A-1, C-507

FOR CONSTRUCTION DETAILS

CAST STONE CAP

WOOD FENCE TO MATCH EXIST.

LIMESTONE VENEER TO MATCH

EXIST. MECH. YARD COLUMN

1'-0" W x 1'-0" D PERIMETER BEAM -

CONT. 3 SIDES

GALV. STEEL POSTS (TYP.)

3"

CLR

VARIES

0' 10"

1' 2"

C

L R

C

N

C

L R

#4 REBAR, 12 IN

O.C. E.W.

fc' = 3,000 PSI #4 REBAR, CONT

6 IN EX SUBGRADE, COMPACTED TO 95%

REL COMPACTION BY ASTM D-1557

#4 REBAR,

CONT

TOP OF SLAB TO BE 4 INCHES ABOVE GRADE OF SURROUNDING EARTH

0'10"

1' 2"

LIMESTONE VENEER W/ TIES TO

STEEL POST. MATCH EXISTING

EQUIP. YARD COLUMNS

CUT STONE CAP ANCHOR TO BE

EMBEDDED INTO GROUTED

CORE, ABOVE

STEEL POST

1" 1'-4" 1"

NO PARKING

FIRE LANE

NO PARKING

FIRE LANE

M

I N

6 IN RED STRIPING TYP.

4 IN WHITE LETTERING TYP.

10 FT SPACING TYP

3"

CLR

VARIES

C

L R

C

N

#4 REBAR, 12 IN

O.C. E.W.

fc' = 3,000 PSI

6 IN EX SUBGRADE, COMPACTED TO 95%

REL COMPACTION BY ASTM D-1557

TOP OF SLAB TO BE 4 INCHES ABOVE GRADE OF SURROUNDING EARTH

US Army Corps of Engineers ®

SHEET ID

M

Y

C

O R

E

N G

I N

E E

R S

D R

A W

N

B

Y

R

R

D E

S I G

N E

D

B

Y

R

R

S U

B M

I T

T E

D

B

Y

K

F

N I

S I Z

E

C H

E C

K E

D

B

Y

D

D

A N

S I

D

F I

M

E

I S

S U

E

D

A T

E

A U

G U

C O

N T

R A

S O

L I C

I T

A T

I O

N

N

O

F I

M

B E

R

1 2 3 4 5

D

C

B

A

J O

I N

T

B

A S

E

S

T

O N

O R

T

S

U

S T

O N

T

E X

A S

R E

N O

V A

D

G

W G

B

K E

N A

L L

F

R E

E S

E

A

C

H O

L S

H O

U S

T O

N

T

E X

A S

FINAL SUBMITTAL

F O

R

S

T R

I C

T

M I S

C E

L L A

N E

O U

S

D

E T

A I L S

C-510

NOT TO SCALE

NOTES:

1) EQUIPMENT PAD DIMENSIONS SHOWN ARE PER SHEET CS-105. CO-ORDINATE EQUIPMENT PAD DIMENSIONS TO ENSURE MIN 6 INCH CLEARANCE BEYOND THE

FOOTPRINT OF THE EQUIPMENT. VERIFY WITH MANUFACTURER FOR ACTUAL DIMENSIONS OF EQUIPMENT.

2) CO-ORDINATE LOCATION OF EQUIPMENT PAD WITH MECHANICAL PLANS.

3) CO-ORDINATE WITH THE EQUIPMENT MANUFACTURER TO SECURE THE EQUIPMENT TO THE PAD VIA ANCHOR BOLTS.

4) ANCHOR BOLT DIAMETER AND EMBEDMENT DEPTH TO BE BASED ON MANUFACTURER RECOMMENDATIONS.

5) TOP OF SLAB ELEVATION TO BE 4 IN ABOVE GRADE OF SURROUNDING EARTH.

C1

C-510

UTILITY YARD FENCE

C3

C-510

UTILITY YARD FENCE COLUMN

B1

C-510

EQUIPMENT PAD DETAIL

B3

C-510

FIRE LANE STRIPING DETAIL

AUG 12, 2019

NOTES:

1) EQUIPMENT PAD DIMENSIONS SHOWN ARE PER SHEET CS-105. CO-ORDINATE EQUIPMENT PAD DIMENSIONS TO ENSURE MIN 6 INCH CLEARANCE BEYOND THE

FOOTPRINT OF THE EQUIPMENT. VERIFY WITH MANUFACTURER FOR ACTUAL DIMENSIONS OF EQUIPMENT.

2) CO-ORDINATE LOCATION OF EQUIPMENT PAD WITH MECHANICAL PLANS.

3) CO-ORDINATE WITH THE EQUIPMENT MANUFACTURER TO SECURE THE EQUIPMENT TO THE PAD VIA ANCHOR BOLTS.

4) ANCHOR BOLT DIAMETER AND EMBEDMENT DEPTH TO BE BASED ON MANUFACTURER RECOMMENDATIONS.

5) TOP OF SLAB ELEVATION TO BE 4 IN ABOVE GRADE OF SURROUNDING EARTH.

A1

C-510

EQUIPMENT PAD DETAIL

US Army Corps of Engineers ®

SHEET ID

M

Y

C

O R

E

N G

I N

E E

R S

D R

A W

N

B

Y

D E

S I G

N E

D

B

Y

S U

B M

I T

T E

D

B

Y

S I Z

E

C H

E C

K E

D

B

Y

A N

S I

D

F I L

E

N

A M

E

I S

S U

E

D

A T

E

C O

N T

R A

S O

L I C

I T

A T

I O

N

N

O

F I L

E

N

U M

B E

R

1 2 3 4 5

D

C

B

A

R E

N O

V A

T I O

N

O

F

B

U I L

D I N

G

J O

I N

T

B

A S

E

S

T

O N

I O

F O

U

S T

O N

T

X

K E

N A

I

V

Y

I V

E

S

U I T

E

H O

U S

T O

N

T

E X

P H

O N

E

S L

A

A

R C

H I T

E C

T S

S E

C

D

R W

D R

W

A U

G U

W

G

B

FINAL SUBMITTAL

S-001

G E

N E

R A

L

N

O T

E S

GENERAL NOTES

DESIGN CRITERIA

1. Design Loads, structural analysis and proportioning of structural members is based upon the

a. International Building Code 2015 Edition and

b. ASCE 7-10:

c. Steel Deck Institute (SDI),

d. Design Manual for Composite Decks, Forms

Decks, Roof Decks, and Cellular Metal Floor

Deck with Electrical Distribution:

e. American Iron and Steel Institute (AISI), Cold-Formed Steel Design Manual: American

Institute of Steel Construction, Inc. (AISC), AISC

Steel Construction Manual, Thirteenth Edition;

(ASD); and

f. American Concrete Institute (ACI) Building Code

Requirements for Reinforced Concrete, ACI

318-14:

g. And Building Code Requirements for Masonry

Structures (ACI 530-11/ASCE 5-11/TMS 402-11.

2. Foundation Design based on Geotechnical

Engineering Report prepared by TTL, Inc., San

Antonio, Texas, Project No. 000190900845.01d June

12, 2019.

3. Design Live Loads:

Roof 20 PSF

Elevated Floors 80 PSF

4. Design Snow Load 5

PSF

5. Design Wind Loads based on ASCE 7-10:

Wind Speed: 115 MPH

Wind Exposure: C

Risk Category III

REINFORCED CONCRETE MASONRY UNIT WALLS

1. Masonry walls must be temporarily braced against lateral loads and displacement until the floor deck/roof deck has been permanently attached to joists and deck angles.

2. Concrete masonry units (CMU) shall conform to

ASTM C90, Grade N. Type 1.

3. Required strength of the concrete masonry assemblage (f'm) shall be 1500 psi.

4. Mortar shall be Type "S".

5. Cement shall conform to ASTM C150 Type I, low alkali. Mortar Cement conforming to ASTM C

1329-96 may be used. However, Masonry

Cements are not allowed.

6. Provide grout in accordance with ASTM C-476 and submit design mix for approval.

7. All reinforcing bars shall be new billet steel and shall conform to ASTM A-615, Grade 60.

8. All walls requiring vertical reinforcement (noted on plans) shall be #5 @ 48" on center. Add TWO (2)

#5 at jambs of all openings, and wall ends, THREE (3) #5 at corners (one in each of three adjoining cells). Provide additional vertical reinforcement for special conditions as detailed.

All vertical reinforcement to be in grout filled cells.

Provide dowels from foundation, same size & spacing.

9. Lap splices of reinforcing steel shall be a minimum of 48 bar diameters unless otherwise noted.

10. Vertical cells to be filled shall have vertical alignment sufficient to maintain a clear, unobstructed continuous vertical cell measuring not less than 2 inches by 3 inches. Excessive mortar fins and any other obstruction shall be removed from the cells to be grouted. Metal lath may be placed over cells not containing reinforcement to prevent filling with grout.

11. All cells containing vertical reinforcement shall be filled solidly with grout with a minimum compressive strength of 3000 psi at 28 days.

Grout shall be a workable mix suitable for pumping without segregation and shall be thoroughly mixed. Grout shall be placed by pumping or an approved alternate method and shall be placed before initial set or hardening occurs.

12. All reinforcing shall be in place prior to placing grout. Vertical reinforcing bars shall be held in position at the top, bottom and at intervals not arther a art than 10'-0 .

13. Allow C.M.U. walls to set at least 24 hours after completion before grouting. Grout shall be consolidated by puddling or mechanical vibration during placing and resolidation after excess moisture has been absorbed but before workability is lost. The filling of any section of a wall shall be completed in one day without interruptions greater than one hour, and placed in layers of 4 feet maximum.

14. Where the grout pour exceeds 4 feet in height, cleanouts shall be provided by suitable openings in the face shells in the bottom course of each cell to be filled, or other approved locations. The cleanouts shall be sealed after inspection and before being filled.

15. When cell filling is stopped for one hour or longer, horizontal construction joint shall be formed by stopping the pour of grout approximately 1/2 inch above or below bed joint.

16. End walls and cross webs forming cells to be filled shall be full bedded in mortar to prevent leakage of grout unless wall is to be poured solid.

17. Typical horizontal reinforcement shall be two (2)

#5 continuous in 8 x8 or 8 x16 deep continuous concrete filled bond beam below each floor and roof level, unless noted otherwise. If U block

(lintel block) is used for a bond at top of wall, holes must be made thru the U block so vertical reinforcement can extend into the U block.

Provide standard Ladder-(Truss-) Mesh type reinforcing or reviewed equivalent every other course (16" on center) and as per manufacturer's recommendations. Provide additional bond beams and lintel beams as detailed, noted, or required for a complete job.

18. Walls designated as spanning horizontal require horizontal, Truss-Mesh type, double wire reinforcement with adjustable eye-wire. For bid purposes reference Hohmann & Barnard, Inc., Los-All Reinforcement system, Fort Worth, Texas, (817/625-9781)

19. Provide vertical control joints at a maximum spacing of 20' starting at 10' from corners. Do not continue the typical Ladder-(Truss-) Mesh type joint reinforcement through the joint.

20. Continue bond beam reinforcement through the joint.

21. Provide horizontal joint reinforcement every other course where horizontal bar reinforcement is not specified.

22. Care shall be taken in backfilling against retaining walls. Backfilling shall not be permitted until at least 7 days after grouting. Heavy equipment shall not approach closer to the wall than a distance equal to the wall height.

23. Wall lengths less than or equal to four (4) times its' thickness shall be reinforced with #5 vertical reinforcing in filled cells, provide 1/4 diameter ties in every course (8 on center) in lieu of Dur-O-Wal reinforcing. Place as detailed.

WOOD FRAMING NOTES - TYPICAL

1. All framing lumber shall be Treated #2 Southern

Pine or better and shall comply with DOC PS 20 or equivalent

2. Provide joist or beam hanger where joists, rafters, or beams frame together or to each other at the same elevation. All hangers to be as manufactured by "Simpson" or a reviewed equivalent.

STRUCTURAL STEEL

1. Comply with American Institute of Steel

Construction, Inc. (AISC) Code of Standard

Practice for Steel Buildings and Bridges.

2. Rolled steel plates, shapes, and bars shall be structural quality carbon steel complying with

ASTM A-36, except where other type steel is shown.

3. Hollow Structural Sections (HSS) products shall comply with ASTM A500, Grade B, 46 KSI.

4. Steel Pipe products shall be cold-formed structural quality carbon steel, complying with

ASTM A53, Type E or S, Grade B.

5. All structural steel shall be fabricated, erected and painted in accordance with the Specifications for the Design, Fabrication, and Erection of Structural

Steel for Buildings as amended to date and the

Code of Standard Practice, latest edition as adopted by the American Institute of Steel

Construction.

6. Welding shall be done in accordance with the standard code for arc and gas welding in building construction as published by the American

Welding Society, except that all welding shall be done by the Electric arc process. All welding shall be performed by certified welders and shall conform to the latest code of the AWS.

7. Detailed connections have been designed by

Structural Engineer. Any connection not detailed or scheduled, or altered for fabrication purposes, shall be sized and detailed by fabricator and shall be marked for engineer's verification.

8. Erector shall examine areas and conditions under which structural steel work is to be installed, and notify Contractor in writing of conditions detrimental to proper and timely completion of work. Do not proceed with work until unsatisfactory conditions have been corrected in a manner acceptable to the erector.

9. Provide temporary shoring and bracing members with connections of sufficient strength to bear imposed loads. Remove temporary members and connections when permanent members are in place and final connections made. Permanent members shall include but are not limited to columns, beams, joists, and metal deck. Provide temporary guy lines to achieve proper alignment of structure as erection proceeds.

LIGHT WEIGHT STRUCTURAL STEEL

FRAMING SYSTEMS

1. All studs and accessories shall be of the type and size as indicated on the drawings and equivalent to those manufactured by ClarkDietrich

(1-800-543-7140) or Mario/Ware

(1-800-504-8119).

2. All structural members shall be designed in accordance with American Iron and Steel Institute

(AISI) "Specification For the Design of

Cold-Formed Steel Structural Members", LATEST

EDITION.

3. All framing members and accessories shall be formed from corrosion-resistant steel with a minimum G-60 coating, complying with the requirements of ASTM A525.

4. Cold-Formed Metal Framing shall comply with design criteria and shall include structural analysis data signed and sealed by the qualified professional engineer responsible for their preparation.

5. Prior to fabrication of framing, the contractor shall submit fabrication and erection drawings to the architect to obtain approval.

6. Prefabricated panels shall be square, with components attached in a manner as to prevent racking and to minimize distortion while lifting.

7. All framing components shall be cut squarely for attachment to perpendicular members, or, as required, for an angular fit against abutting members.

8. Fastening of components shall be with self-drilling screws or welding. Screws shall be of sufficient size to insure the strength of the connection. Wire tying of components shall not be permitted. All welds shall be touched up with a zinc-rich paint.

9. Tracks shall be securely anchored to the concrete slab with Hilti X-DNI 32 P8 Powder Actuated

Fasteners at 24 inch on center and to steel members with Hilti 0.145 diameter powder-actuated fasteners.

10. Complete, uniform and level bearing support shall be provided for the bottom tracks.

11. Abutting lengths of tracks shall each be securely anchored to a common structural element, butt-welded or spliced.

12. Studs shall be plumbed, aligned and securely attached to flanges of both upper and lower tracks.

13. Framing of wall openings shall include headers and support studs.

14. Temporary bracing, where required, shall be provided until erection is completed.

15. Resistance to bending and rotation about the minor axis shall be provided by horizontal strap or cold-rolled channel bracing.

16. Splices in studs shall not be permitted.

1. Allied Studco.

2. AllSteel Products, Inc.

3. California Expanded Metal Products Company.

4 ClarkDietrich.

5. Consolidated Fabricators Corp,:Building

Products Division.

6. Craco Metals Manufacturing, LLC.

7. Custom Stud, Inc.

8. Dale/Incor.

9. Design Shapes in Steel.

11. Formetal Co. inc. (The)

12. Innovative Steel Systems.

13. Marino/Ware: A Division of Ware Industries.

14. Quail Run Building Materials.

15. SCAFCO Corporation.

16. Southeastern Stud & Components, Inc.

17. Steel Construction Systems.

18. Steeler, Inc.

19. Super Stud Building Products, Inc.

20. The Steel Network. Inc.

21. United Metal Products, Inc.

METAL DECK

1. Floor deck shall be 0.6C 22 gage, painted, as manufactured by Vulcraft.

2. End laps shall be a minimum of 2" and shall always occur over supports. Side laps shall require a minimum of one-half flute.

3. Deck units shall be 3 or more spans and shall be attached to the structural supports at the end lap joints by welds not less than 5/8 inch in diameter, spaced not more than 12 inches o.c. across the width. Attachment at interior supports shall be by welds not less than 5/8 inch in diameter spaced not more than 12 inches o.c. across the width. .

(An elongated weld with an equal perimeter shall be acceptable.) Welds metal shall penetrate all thicknesses of material and shall have good fusion to the supporting member.

4. All field welding of deck shall be in strict accordance with ANSI/AWS D1.3. Structural

Welding Code - Sheet Steel .

5. Care shall be exercised in the selection of electrodes and amperage to provide a positive weld and prevent high amperage blow holes.

6. Welding washers shall be provided and used as recommended by the deck manufacturer.

7. Side laps of adjacent units shall be fastened with

#10 TEK Self-Drilling Screws at not more than 36 inches on center.

8. The deck (ends and sides) shall be attached to the deck support angle with welds not less than

5/8 inch in diameter and spaced @ 12 inches o.c.

maximum at the building perimeter and around all large openings through the deck.

9. (Option) Deck units may be attached to the structural supports at the end laps and at perimeter deck angles with HILTI ENP2K-21-L15 powder actuated fasteners spaced not more than

12 inches o.c. or HILTI 12-24x1 1/4 HWH #4

STLG screws @ 12 inches o.c.

SHOP DRAWING and SUBMITTAL REVIEW

1. The Government will review and approve

Contractor's shop drawings and related submittals

(as indicated below) with respect to the ability of the detailed work, when complete, to a properly functioning integral element of the overall system designed by The Government . A minimum of one hard copy set of shop drawings must be submitted if an electronic set is to be submitted.

2. A submittal made from a reproduction of construction documents produced by Calvetti & Associates will not be acceptable and will be returned without review.

3. Before submitting a shop drawing or any related material to The Government shall: review each such submission for conformance with the means, methods, techniques, sequences, and operations of construction, and safety precautions and programs incidental thereto, all of which are the sole responsibility of the Contractor; review submittals for dimensions and materials, approve each such submission before submitting it; and so stamp each such submission before submitting it. The

Government shall assume that no shop drawing or related submittal comprises a variation unless

Contractor advises The Government otherwise via a written instrument, which is acknowledged by The

Government in writing. The shop drawing and related material (if any) called for are indicated below. In the event that The Government will require more than seven (7) working days to perform review, The

Government shall so notify the Contractor.

4. Items:

A. Concrete Design Mix.

B. Concrete Reinforcement Shop Drawings.

C. Structural Steel

D. Mortar Design Mix

E. Grout Design Mix

F. Masonry Reinforcement Shop Drawings

G. Metal Deck Shop Drawings

H. Welder's Certification.

I. Truss Shop Drawings.

N. Product Data:

1. Certified copies of structural steel mill reports.

2. High-strength bolts.

2. Structural steel primer paint.

4. Admixtures.

5. Vapor Retarder.

6. Pier Bolsters and Sleds.

7. Curing compounds.

8. Mortar materials.

9. Grout materials.

10. Masonry materials.

11. Masonry joint reinforcement.

12. Masonry anchors, ties, and accessories.

13. Plywood.

14. Hurricane Ties.

5. The Government shall return shop drawings and related materials with comments provided that each submission has been called for and is stamped by the Contractor. The Government shall return without comment material not called for or which has not been approved by the Contractor. The

Government shall not review partial submissions or those which submissions for correlated items have not been received.

PLYWOOD PANELS

1. All panels shall comply with the requirements for their type in DOC PS 1 or PS 2, in addition to all applicable identification verifying testing and inspection compliance.

2. Roof panels to be APA Rated Sheathing, Exterior, 5/8" thick plywood or OSB.

3. Floor panels to be C-C, plugged, exterior APA

Rated, 3/4" thick tongue and groove. (Floor panels to be APA Rated Sturd-I-Floor, 3/4 thick, tongue and groove.)

4. Place panels with end joints staggered. All panels to be placed perpendicular to framing members.

5. Secure roof panels over firm bearing with 8d common nails at 6" o.c. at panel edges, at 12" o.c. at intermediate supports.

6. Leave 1/8" space at all panel edge joints and end joints of roof deck unless otherwise recommended by manufacturer.

7. Secure floor panels (Glue-Nailed) over firm bearing with 6d ring- or screw-shank nails @ 6 o.c. at panel edges, @ 12 o.c. at intermediate supports.

8. Use only adhesives conforming to APA

Specification AFG-1, applied in accordance with manufacturer's recommendations.

9. Butt floor panels end and edges to a close but not tight fit (allow 1/32 ). Block side edges of panels such that all ends and edges of panel are supported.

RIGID BEAM, CAST-IN-PLACE CONCRETE

FOUNDATON

1. Verify all dimensions. Coordinate with specifications and architectural plans prior to construction and notify Architect and/or Engineer of any discrepancies.

2. Concrete work shall be in accordance with the

American Concrete Institute Specifications, ACI

318 and ACI 301, Latest Edition.

3. Detailing, fabrication and erection of reinforcing bars, and all accessories unless otherwise noted, shall be in accordance with the ACI Manual of

Standard Practice for Detailing Reinforced

Concrete , ACI 315 latest edition.

4. Concrete shall develop 4000 psi in compression in

28 days but not less than 4-1/2 sacks of cement shall be used per cubic yard of concrete regardless of strength obtained. Slump shall not exceed five (5) inches.

5. Concrete shall contain a water-reducing admixture as per the manufacturer's specifications, in accordance with ASTM C494.

No calcium chloride will be permitted in concrete.

6. No horizontal construction joints will be permitted in slabs or beams.

7. Vertical construction joints in slabs are to be as shown on plans, or if not shown, as approved by engineer.

8. Reinforcing bars shall be new domestic billet steel and shall conform to ASTM A-615, grade 60 specifications.

9. Provide corner bars top and bottom at all beam corners and dead end beam intersections. Bars to be of equal size and quantity as the noted beam steel. Bars shall lap beam reinforcement

48 bar diameters.

10. Bars detailed as continuous shall be lapped 48 bar diameters at splices.

11. Extend the slab reinforcing steel, perpendicular to beam, to the top outside reinforcing bar of perimeter beams. Start the slab reinforcing steel, parallel to beam, not more than 6 from the top inside reinforcing bar of perimeter beams.

12. All conduit and plumbing lines in slab shall be placed below slab reinforcing. Do not bundle conduits or plumbing lines; provide 1 1/2" clear between each member.

13. The vapor retarder below all foundation areas shall be a minimum 10-mil polyethylene with all joints lapped 12 continuous and sealed. Drop vapor retarder down the sides of all beam trenches. DO NOT PLACE VAPOR RETARDER

ACROSS TRENCH BOTTOM .

14. Clay masonry brick is not acceptable for chairs.

Solid concrete brick may be used as chairs providing they are large enough and spaced to distribute construction traffic weights without damaging the Vapor Retarder.

15. Concrete shall not be placed on soils that have been disturbed by rainfall or seepage.

16. If bearing soils are softened by surface water intrusions during exposure or by desiccation, the unsuitable soils must be removed from the foundation excavation prior to placement of concrete.

17. In all instances minimum slab thickness shall be maintained. Coordinate slab finishes with architectural plans.

18. Backfill around perimeter to provide positive drainage away from the foundation.

19. All openings in the slab (for piping, drains, etc.)

shall be sealed.

DRILLED STRAIGHT SHAFT PIERS

1. Contractor shall coordinate with Geotechnical

Engineer for verification of piers bearing stratum at time of drilling.

2. Concrete shall develop a 28-day compressive strength of 3000 psi.

3. All reinforcing steel shall comply with the requirements of ASTM 615, Grade 60.

4. Center footing under beam unless dimensioned otherwise.

5. All reinforcing steel shall be continuous with splices lapped 48 bar diameters.

6. Pier shaft shall be drilled plumb along its total length.

(1" per 10'-0" max. tolerance)

7. Shafts shall penetrate into the dark grey unweathered lime stone three (3) feet or one shaft diameter, whichever is greater.

8. Soils Engineer shall approve pier depth, bearing material, pier size and reinforcement.

9. Bottom of ream to be clean and free of all loose materials and water.

10. Center steel cage in shaft with a minimum 3 levels of concrete Sled spacers (8-ft. maximum spacing) at a minimum of 3 evenly spaced radians. Support cage evenly on 3" concrete Bolsters.

11. Concrete Sled spacers and Bolsters shall be as manufactured by PIERESEARACH, 501 East Main

Street, Arlington, TX 76010, (800) 342-2409, Fax

(817) 275-2335.

12. Do not raise cage off of footing bottom during concrete placement.

13. Concrete and reinforcing in shafts shall be placed the same day as drilling.

14. Net allowable bearing pressure three feet into dark grey unweathered limestone is 30,000 psf.

15. Contractor shall include in bid documents the costs for casing if required (to be determined on job site by

Soils Engineer) and unit costs for greater and lesser depth of drilling.