Atch 5_Structural Drawings.pdf

12639523R0014, Attachment 5

Scott Text Box

SOLICITATION ATTACHMENT:

ORIGINAL STRUCTURAL DRAWINGS BY CSME SYSTEMS FOR THE CONSTRUCTION OF THE 1994 MEMPHIS LAB

ALSO INCLUDED ARE THE A2H CATWALK PLANS FOR THE CATWALK ADDED IN 2013

CD - CONTRACT DOCUMENTS

CR - CONTRACTOR RESPONSIBILITIES

DC - DESIGN CRITERIA

SE - SOILS AND EARTHWORK

SF - SHALLOW FOUNDATIONS (ASSUMED)

CO - CONCRETE

SS - STRUCTURAL STEEL

PG - PLATFORM GRATING

SU - SUBMITTALS

RS - REINFORCING STEEL

THE CONTRACT DOCUMENTS.

CD.1

CD.2

CD.3

SPECIFICALLY STATED OTHERWISE.

STRUCTURAL ENGINEER FOR CLARIFICATION IN THE FORM OF A REQUEST FOR

NO PERSON OR ANY REFERENCED STANDARD SPECIFICATION, MANUAL OR CODE

(WHETHER OR NOT SPECIFICALLY INCORPORATED BY REFERENCE IN THE CONTRACT

DOCUMENTS) SHALL BE EFFECTIVE TO CHANGE THE DUTIES AND RESPONSIBILITIES OF

THE OWNER, CONTRACTOR,ENGINEER, SUPPLIER, OR ANY OF THE CONSULTANTS,

AGENTS, OR EMPLOYEES FROM THOSE SET FORTH IN THE CONTRACT

DOCUMENTS. NOR SHALL IT BE EFFECTIVE TO ASSIGN TO THE STRUCTURAL

ENGINEER OF RECORD OR ANY OF THE STRUCTURAL ENGINEER OF RECORD'S

CONSULTANTS, AGENTS, OR EMPLOYEES ANY DUTY OR AUTHORITY TO SUPERVISE

OR DIRECT THE FURNISHING OR PERFORMANCE OF THE WORK OR ANY DUTY OR

AUTHORITY TO UNDERTAKE RESPONSIBILITIES CONTRARY TO THE PROVISIONS OF

CONTRACT DOCUMENTS INCLUDE, BUT ARE NOT LIMITED TO, THE STRUCTURAL

DOCUMENTS (DRAWINGS AND SPECIFICATIONS). "DRAWINGS" MEANS THE LATEST

DRAWINGS, VENDOR DRAWINGS, OR MATERIAL PREPARED AND SUBMITTED BY THE

REFERENCE TO STANDARD SPECIFICATIONS (CONCERNING STRUCTURAL DESIGN) OF

ANY TECHNICAL SOCIETY, ORGANIZATION, OR ASSOCIATION OR TO CODES OF LOCAL

OR STATE AUTHORITIES, SHALL MEAN THE LATEST STANDARD CODES, SPECIFICATION

OR TENTATIVE SPECIFICATION ADOPTED AT THE DATE OF TAKING BIDS, UNLESS

IN THE EVENT CONTRACT DOCUMENTS CONFLICT WITH THE CODE OF PRACTICE OR

SPECIFICATIONS OF ACI, PCI, AISC, AISI, SJI, OR OTHER STANDARDS, CONTACT

NOTES AND SPECIFIC DETAILS ON THE DRAWINGS SHALL TAKE PRECEDENCE OVER

GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. CONTACT THE STRUCTURAL

ENGINEER FOR A DETERMINATION OF INTENT BEFORE PROCEEDING WITH RELATED

WORK IF THERE IS ANY DISCREPANCY OR QUESTION REGARDING WHICH NOTE OR

SPECIFICATION TO FOLLOW.

INFORMATION (RFI).

CD.4 ALL DETAILS, SECTIONS, AND NOTES ON THE DRAWINGS ARE INTENDED TO BE

TYPICAL WHERE CONDITIONS ARE SIMILAR TO THOSE INDICATED BY DETAIL, DETAIL

TITLE OR NOTE.

CD.5 USE ONLY DIMENSIONS INDICATED ON DRAWINGS. DO NOT SCALE DRAWINGS OR

USE ANY DIMENSIONS TAKEN FROM ELECTRONIC FILES.

CD.7

CD.6

STRUCTURAL DESIGN DRAWINGS, U.N.O., "SPECIFICATIONS" MEANS THE LATEST

PROJECT SPECIFICATIONS, U.N.O. CONTRACT DOCUMENTS DO NOT INCLUDE SHOP

CONTRACTOR.

CR.1

CR.2

CR.6

CR.10

CR.8

REGULATIONS.

1.

CONTRACTOR HAS SOLE RESPONSIBILITY TO COMPLY WITH ALL OSHA SAFETY

NOTIFICATION OF ENGINEER: THE CONTRACTOR SHALL NOTIFY THE STRUCTURAL

ENGINEER TWENTY-FOUR HOURS IN ADVANCE OF:

PLACING CONCRETE IN ANY FOOTING.

CR.9

THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS, NEW AND

EXISTING, BY MEASUREMENTS AND SURVEYS AT THE JOB SITE, PRIOR TO SUBMITTAL

OF SHOP DRAWINGS. THE CONTRACTOR SHALL TAKE ANY AND ALL OTHER

MEASUREMENTS NECESSARY TO VERIFY CONFORMANCE WITH THE DRAWINGS AND TO

PERFORM THE WORK PROPERLY.

THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE DESIGN, INSTALLATION, AND

REMOVAL OF ALL TEMPORARY BRACING AND CONSTRUCTION SUPPORTS, FOR NEW AND

EXISTING STRUCTURES, AS NECESSARY TO COMPLETE THE PROJECT. NO PORTION OF

CR.7

THE PROJECT, WHILE UNDER CONSTRUCTION, IS INTENDED TO BE STABLE IN THE

ABSENCE OF THE CONTRACTOR'S TEMPORARY BRACES AND SUPPORTS. CONTRACTOR

SHALL RETAIN A STRUCTURAL ENGINEER LICENSED IN THE STATE OF TENNESSEE TO

DESIGN ALL TEMPORARY BRACING AND CONSTRUCTION SUPPORTS.

ALL FIELDWORK SHALL BE COORDINATED AND CONTINUOUSLY SUPERVISED BY THECR.5

CONTRACTOR.

MATERIALS AND EQUIPMENT SHALL BE STORED AND TRANSPORTED IN A MANNER SO

AS NOT TO EXCEED THE ALLOWABLE FLOOR LOADINGS INDICATED IN THE DRAWINGS.

THE CONTRACTOR SHALL MAKE NO DEVIATION FROM THE DESIGN DRAWINGS WITHOUTCR.3

WRITTEN APPROVAL FROM THE STRUCTURAL ENGINEER.

CR.4

THE CONTRACTOR SHALL FURNISH ALL LABOR AND MATERIALS FOR SUCCESSFUL

COMPLETION OF THIS PROJECT.

THE CONTRACTOR SHALL NOTIFY STRUCTURAL ENGINEER OF ANY DISCREPANCIES

BETWEEN THE STRUCTURAL DOCUMENTS AND ANY OTHER DOCUMENTS OR EXISTING

CONDITIONS FOR RESOLUTION PRIOR TO PROCEEDING WITH THE WORK.

STRUCTURES ARE NOT SELF-SUPPORTING UNTIL THE COMPLETE LATERAL LOAD

SYSTEM HAS BEEN INSTALLED, AND THEY SHALL BE CONSIDERED TO REQUIRE

ERECTION BRACING, UNLESS SPECIFICALLY NOTED OTHERWISE. THE STRUCTURAL

DRAWINGS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE THE

METHOD OF CONSTRUCTION, U.N.O. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR

THE MEANS, METHODS, TECHNIQUES, SEQUENCES, AND OPERATION OF CONSTRUCTION

AND SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO.

DC.1

Cd = 3.25

R = 3.25

C

ASCE 7-05

90 MPH (3 SECOND GUST)

1.0

A.

BASIC WIND SPEED:

UNIFORM DEAD LOADS

EXPOSURE CATEGORY:

IMPORTANCE FACTOR:

1.

DC.2

1.

2.

4.

DC.6

DC.5

2.

GRAVITY LOADS

SEISMIC DESIGN DATA

WIND DESIGN DATA

UNIFORM LIVE LOADS (REDUCED AS ALLOWED BY THE BUILDING CODE)

PLATFORM:

II

D

SITE CLASS:

LATERAL LOAD SYSTEM

DESIGN BASE SHEAR: V = CsW = 1.05 KIPS

2.

6.

3.

5.

9.

11.

10.

MAPPED SPECTRAL RESPONSE ACCELERATION, S = 0.330g

ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE

OCCUPANCY CATEGORY

SEISMIC DESIGN CATEGORY:

BASIC SEISMIC-FORCE-RESISTING SYSTEM:

ORDINARY STEEL CONCENTRICALLY BRACED FRAMES (OSCBF)

RESPONSE MODIFICATION FACTOR:

DEFLECTION AMPLIFICATION FACTOR:

MAPPED SPECTRAL RESPONSE ACCELERATION, S = 1.194g

D

1.0IMPORTANCE FACTOR:1.

DC.4

ASCE 7-05

IIOCCUPANCY CATEGORY

4.

SPECTRAL RESPONSE COEFFICIENT, S = 0.383g SPECTRAL RESPONSE COEFFICIENT, S = 0.814g

7.

SEISMIC RESPONSE COEFFICIENT, Cs: 0.2518.

20 PSFA. PLATFORM:

ALL CONSTRUCTION SHALL BE PERFORMED IN CONFORMANCE WITH THE BUILDING

AND DESIGN CODES REFERENCED WITHIN THESE DOCUMENTS. THE PROJECT

DOCUMENTS REFER TO THE FOLLOWING CODES AND REFERENCED STANDARDS, U.N.O.

BUILDING CODE:

INTERNATIONAL BUILDING CODE (IBC 2009)

REFERENCING

MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, (ASCE7-05)

STRUCTURAL CONCRETE:

"BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE"

THE AMERICAN CONCRETE INSTITUTE (ACI 318-2005)

STRUCTURAL STEEL:

"LRFD SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, THIRTEENTH EDITION"

THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC-360-05)

"SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS" THE AMERICAN

INSTITUTE OF STEEL CONSTRUCTION (ANSI/AISC 341-05)

HANDRAILS LOADS:DC.3

1. 50 PLF APPLIED IN ANY DIRECTION AT TOP

2. SINGLE 200 LB CONCENTRATED LOAD APPLIED IN ANY DIRECTION

AT ANY POINT ALONG THE TOP

1.

2.

4.

DIAPHRAGM.

DIAGONAL BRACING CONNECTED TO STEEL BEAMS TO CONSTITUTE A COMPLETE

BEAMS SECURED TO SUPPORTING BEAMS.

COMPLETE BRACED FRAMES.

FOUNDATION ANCHORS TIGHTENED AND FULLY EMBEDDED.

COMPLETE FOUNDATIONS, INCLUDING BACKFILL, UNDER ALL COLUMNS, WITH

3.

STRUCTURAL STABILITY IS ACHIEVED IN THE FINISHED CONSTRUCTION USING THE

FOLLOWING STRUCTURAL COMPONENTS AND CONNECTIONS, AS INDICATED IN THE

STRUCTURAL DOCUMENTS, INSTALLED IN THEIR ENTIRETY:

DS

D1

S

3.

25 PSF OR 1,400 LBS ON 3.5'x4' AREA

SE.1

SE.2

ASTM D-698.

MOISTURE.

SUBGRADE UNDER FOUNDATIONS: COMPACT TO MINIMUM DENSITY OF 98 PERCENT

COMPACTION OF 98 PERCENT STANDARD PROCTOR AT OR SLIGHTLY ABOVE OPTIMUM

FILL PLACED IN LIFTS NOT EXCEEDING 6" IN LOOSE THICKNESS TO OBTAIN A

SITE SHALL BE CLEARED OF ALL TOP SOIL, FILL, RUBBLE, ETC., AND THE REQUIRED

APPROVED SOIL MATERIALS.

1500 PSF *

1500 PSF *

SF.1

SOILS TEST RESULTS SHALL BE FORWARDED TO THE CONTRACTOR.

BY THE SOILS ENGINEER TO CONFORM TO THE ABOVE LISTED DESIGN VALUES. ALL

BY A QUALIFIED, EXPERIENCED SOILS ENGINEER. THE RESULTS SHALL BE CERTIFIED

EXPERIENCED ENGINEERING TESTING AGENCY, AND THE RESULTS SHALL BE REVIEWED

UNDISTURBED RESIDUAL SOILS. ALL SOILS TESTING SHALL BE PERFORMED BY AN

ON UNDISTURBED COMPACTED FILL, MINIMUM DENSITY 98% ASTM D-698 OR

ALL FOOTINGS SHALL BE TESTED AFTER EXCAVATION BY A QUALIFIED SOILS ENGINEER

DETERMINE IF THE ASSUMED BEARING VALUES STATED ABOVE ARE CORRECT.

AT CONTINUOUS FOOTINGS:

AT SPREAD FOOTINGS:

SF.2

SF.3

FOOTING AND GRADE BEAMS SHALL BE CAST IN NEATLY TRENCHED EXCAVATIONS (1"

WIDER EACH SIDE THAN DIMENSIONS SHOWN). IF FOOTINGS CANNOT BE CAST IN

NEAT TRENCHES, FORM FOOTINGS TO DIMENSIONS SHOWN. BOTTOM OF FOOTINGS

BEARING ON SOIL SHALL EXTEND, WITH A MINIMUM EMBEDMENT OF 6", INTO FIRM

FOUNDATION CONCRETE SHALL BE PLACED THE SAME DAY THE EXCAVATION IS

EXPOSED, SPECIAL CARE SHOULD BE TAKEN TO PROTECT THE EXPOSED SOILS

FROM BEING DISTURBED, SATURATED, OR DRIED OUT PRIOR TO THE PLACEMENT

OF SELECT FILL OR CONCRETE. WATER SHALL NOT BE ALLOWED TO STAND IN

TRENCHES BEFORE OR AFTER CONCRETE IS PLACED, BUT SHALL BE PUMPED OUT.

BEFORE FOOTINGS ARE CAST, THE CONTRACTOR, AT HIS OWN EXPENSE, SHALL

IF BOTTOMS OF TRENCHES BECOME SOFTENED DUE TO RAIN OR OTHER WATER

EXCAVATE THE SOFTENED MATERIAL AND REPLACE WITH CONCRETE.

FOUNDATIONS ARE DESIGNED FOR AN ASSUMED MAXIMUM SOIL BEARING PRESSURE

OF:

ALL CONCRETE WORKMANSHIP AND MATERIALS SHALL CONFORM TO ACI 318 ANDCO.1

ALL LOCAL LAWS AND ORDINANCES.

ALL CONCRETE SHALL BE VIBRATED.

NO REPAIR OR RUBBING OF CONCRETE SURFACES SHALL BE MADE PRIOR TO

INSPECTION BY AND WITH APPROVAL OF THE ARCHITECT, OWNER, OR THEIR

AUTHORIZED REPRESENTATIVES.

CO.4

CO.5

CONCRETE COMPRESSIVE STRENGTH IN 28 DAYS:

FOOTINGS

EXTERIOR CONCRETE

4000 PSI (5% AIR-ENTRAINED)

4000 PSI (5% AIR-ENTRAINED)

CONCRETE SHALL BE NORMAL WEIGHT (145 PCF) UNLESS NOTED OTHERWISE.

CO.2

CO.3

APPROVAL OF THE STRUCTURAL ENGINEER.

CONTRACTOR SHALL NOT CUT, DRILL, OR MODIFY STRUCTURAL MEMBERS WITHOUT

OTHERWISE ON THE STRUCTURAL DRAWINGS.

(MILLED) ONE-PIECE SECTIONS WITHOUT SPLICES, UNLESS SPECIFICALLY NOTED

STRUCTURAL SHAPES AND PLATES SHALL BE FABRICATED FROM NEWLY ROLLEDSS.3

SS.4

SS.1

SS.2 STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS AND MATERIAL

PROPERTIES, U.N.O.:

ROLLED SHAPES, U.N.O.:

PLATES:

ANGLES:

PIPE:

HOLLOW STRUCTURAL SECTIONS:

ANCHOR BOLTS:

HEADED STUDS:

ASTM A992

ASTM A36, MINIMUM

ASTM A572 (GRADE 50)

ASTM A501 OR A53, TYPES E OR S

ASTM A500, GRADE B

ASTM F1554, GRADE 36

ASTM A108

WHERE NO CAMBER IS INDICATED, BEAMS SHALL BE FABRICATED SO THAT AFTER

ERECTION, ANY NATURAL CAMBER IS UPWARD.

FOR STEEL MEMBERS AND EMBEDMENTS EXPOSED TO WEATHER, PROVIDE HOT-DIPPED

GALVANIZED STEEL. GALVANIZING OF STEEL MEMBERS SHALL CONFORM TO ASTM A123.

ALL COPES, HOLES, OPENINGS AND MODIFICATIONS REQUIRED IN STRUCTURAL STEEL

MEMBERS FOR ERECTION OR THE WORK OF OTHER TRADES SHALL BE SHOWN ON THE

SHOP DRAWINGS FOR APPROVAL BY THE STRUCTURAL ENGINEER.

SS.6

SS.7

SS.8

PROVIDE HEADED STUDS AT 12" O.C. MAX SPACING AT ALL STEEL BEAMS

SUPPORTING COMPOSITE DECK, U.N.O.

SS.9

GUSSET PLATES SHALL BE A MINIMUM OF 3/8 INCH THICK UNLESS NOTED

OTHERWISE.

BASE PLATE CONNECTIONS ARE NOT DESIGNED TO PROVIDE STABILITY OF

COLUMNS DURING ERECTION. COLUMNS SHALL BE TEMPORARILY BRACED BY THE

ERECTOR PRIOR TO RELEASE OF THE COLUMN FROM THE HOISTING EQUIPMENT.

COLUMN ANCHOR BOLT HOLES SHALL BE OVERSIZED IN ACCORDANCE WITH AISC

MANUAL OF STEEL CONSTRUCTION, VOLUME 11, CONNECTIONS.

SS.5 FABRICATOR SHALL BE APPROVED BY THE STRUCTURAL ENGINEER. FABRICATOR

SHALL HAVE BEEN IN BUSINESS FOR A PERIOD OF THREE CONSECUTIVE YEARS AND

SHALL PROVIDE PROOF THAT THEY HAVE FABRICATED A MINIMUM OF FIVE JOBS OF

SIZE AND COMPLEXITY EQUAL TO THAT INDICATED ON THESE DRAWINGS.

SS.10

ALL MATERIAL SHALL BE FURNISHED, FABRICATED, DELIVERED, UNLOADED AND

ERECTED IN ACCORDANCE WITH THE APPLICABLE PROVISIONS OF AISC

SPECIFICATIONS.

SHOWN ON THE PLAN.

BAR GRATING SHALL BE OPEN-GRID DESIGN THAT ALLOWS LIQUIDS TO DRAIN,

PREVENTS DEBRIS BUILD-UP, PERMITS AIR CIRCULATION AND LETS LIGHT THROUGH.

BAR GRATING SHALL BE CAPABLE OF BEING CUT TO SIZE WITH A BAND SAW OR

BEARING BARS SHALL RUN IN THE SAME DIRECTION AS PEDESTRIAN TRAFFIC, AS

GRATING SHALL BE GCM-1-100 GALVANIZED BY MCNICHOLS. ENDS SHALL BE BANDED.

BAR GRATING FASTENERS: SHALL BE BY FORMED BAR GRATING CLIP. THE CLIP SHALL

BY BOLT. NOSING HARDWARE SHALL ACCOMMODATE A 1" BAR GRATING.

PLANS.

SECURE THE BEARING BAR TO SUPPORT STRUCTURE AND SHALL BE LOCKED IN PLACE

PG.7

PG.6

CUTTING TORCH.

BAR GRATING SHALL BE GALVANIZED.

PG.4

PG.5

PG.3

PG.2

PG.1

PIECES SHALL HAVE A MINIMUM LENGTH OF 7'-6", UNLESS SHOWN OTHERWISE ON THE

SU.1

THE CONTRACTOR IS TO REVIEW EACH SUBMITTAL PRIOR TO FORWARDING TO

STRUCTURAL ENGINEER. THE CONTRACTOR IS TO STAMP EACH SUBMITTAL

VERIFYING THAT THE FOLLOWING IS ADDRESSED.

THE SHOP DRAWING IS REQUESTED.

THE SHOP DRAWING IS BASED ON THE LATEST DESIGN.

THE ARCHITECT'S AND STRUCTURAL ENGINEER'S COMMENTS FROM ANY

PREVIOUS SUBMITTALS ARE ADDRESSED.

THE WORK IS COORDINATED AMONG ALL TRADES.

REVISIONS FROM PREVIOUS SUBMITTALS ARE CLEARLY MARKED BY CIRCLING OR

CLOUDS.

SUPPORTING CALCULATIONS SIGNED AND SEALED BY A LICENSED STRUCTURAL

ENGINEER IN THE STATE OF TENNESSEE ARE PROVIDED, WHERE REQUIRED

IN SU.4.

SUBMITTAL IS COMPLETE.

THE STRUCTURAL ENGINEER SHALL RETURN, WITHOUT COMMENT, SUBMITTALS WHICH

THE CONTRACTOR HAS NOT STAMPED OR WHICH DO NOT MEET THE ABOVE

REQUIREMENTS. THE STRUCTURAL ENGINEER'S REVIEW OF SUBMITTALS SHALL BE

FOR GENERAL CONFORMANCE WITH THE DESIGN INTENT. NO WORK SHALL BE STARTED

WITHOUT SUCH REVIEW.

SU.2

1.

2.

3.

4.

6.

7.

FOR COMPONENTS THAT REQUIRE ENGINEERING BY THE SUPPLIER, PROVIDE A NOTE

ON EACH SHOP DRAWING, WRITTEN AND SIGNED BY THE SUPPLIER'S ENGINEER

INDICATING THAT THE SHOP DRAWING IS IN CONFORMANCE WITH THE CALCULATIONS

OF THE SUPPLIER'S ENGINEER.

THE FOLLOWING ITEMS REQUIRE SUBMITTALS FOR STRUCTURAL REVIEW AS OUTLINED

IN THE SPECIFICATIONS:

03200 03300 05120 05120

SU.4

SU.3

CONCRETE REINFORCING LAYOUT

CONCRETE MIX DESIGN

STRUCTURAL STEEL

STRUCTURAL STEEL CONNECTIONS

C

C

S

S S

SHOP DRAWING REQUIRED

SUPPORTING CALCULATIONS REQUIRED, SIGNED AND SEALED BY A LICENSED

STRUCTURAL ENGINEER IN THE STATE OF TENNESSEE.

SU.5

S = C =

REPRODUCTION OF THE STRUCTURAL DRAWINGS FOR USE IN SHOP DRAWINGS OR

ANY OTHER PURPOSE WILL NOT BE PERMITTED WITHOUT THE WRITTEN PERMISSION

OF ASKEW HARGRAVES HARCOURT & ASSOCIATES, INC. SUBMITTALS

CONTAINING REPRODUCTIONS, IN WHOLE OR IN PART, OF THE STRUCTURAL

DRAWINGS WILL BE IMMEDIATELY REJECTED.

REVIEW OF SUBMITTAL OR SHOP DRAWINGS BY THE STRUCTURAL ENGINEER DOES

NOT RELIEVE THE CONTRACTOR OF THE SOLE RESPONSIBILITY TO REVIEW AND

CHECK ALL SUBMITTALS AND SHOP DRAWINGS BEFORE SUBMITTING TO THE

STRUCTURAL ENGINEER. CONTRACTOR REMAINS SOLELY RESPONSIBLE FOR ERRORS

AND OMISSIONS ASSOCIATED WITH THE PREPARATION OF SHOP DRAWINGS AS

THEY PERTAIN TO MEMBER SIZES, DETAILS, AND DIMENSIONS SPECIFIED IN THE

CONTRACT DOCUMENTS.

REGISTERED PROFESSIONAL ENGINEER'S SEAL IS REQUIRED ON ALL CALCULATIONS

SUBMITTED.

SU.6

SU.7

THIRTY DAYS PRIOR TO SUBMITTING SHOP DRAWINGS, THE CONTRACTOR SHALL

SUBMIT FOR STRUCTURAL ENGINEER'S REVIEW A SCHEDULE WHICH DETAILS THE

ESTIMATED QUANTITY OF SHOP DRAWINGS AND THE DATE THE SHOP DRAWINGS WILL

BE RECEIVED BY THE STRUCTURAL ENGINEER. THE STRUCTURAL ENGINEER SHALL

HAVE THE OPPORTUNITY TO REVIEW THE PROPOSED SCHEDULE AND SUBMIT

COMMENTS TO THE CONTRACTOR. THE FINAL SHOP DRAWING SCHEDULE SHALL BE

DEVELOPED AND SUBMITTED TO THE STRUCTURAL ENGINEER. IN ACCORDANCE WITH

THE SHOP DRAWING SCHEDULE, THE STRUCTURAL ENGINEER WILL RETURN THE SHOP

DRAWING ITEMS WITHIN TEN WORKING DAYS AFTER HAVING RECEIVED THE

REPRODUCIBLE SHOP DRAWING.

5.

ASTM A615, GRADE 60

CONCRETE REINFORCEMENT:

MINIMUM LAP FOR ANY BAR:

REINFORCING STEEL DESIGNATED CONTINUOUS SHALL BE LAPPED AS FOLLOWS:

REINFORCING BAR STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS:

RS.5

1.

2.

3.

RS.2

CLASS "B" TENSION LAP (PER ACI 318-05)

18 INCHES

WHERE BARS OF DIFFERENT SIZES LAP, PROVIDE LAP SPLICE LENGTH FOR LARGER

BAR.

WHERE DOWELS ARE INDICATED BUT NOT SIZED, PROVIDE DOWELS THAT MATCH SIZE

AND LOCATION OF MAIN REINFORCEMENT AND LAP SPLICE WITH THE MAIN

REINFORCEMENT.

RS.13

SURFACES NOT FORMED:

FORMED SURFACES IN CONTACT WITH

SOIL OR WATER, OR EXPOSED TO WEATHER:

SPREAD FOOTINGS:

STRIP FOOTINGS:

RS.14

RS.15

3"

2"

BOTTOM 0.18%

BOTTOM 0.20%

REINFORCING SHALL NOT BE HEATED OR WELDED.

RS.1

RS.16

RS.17

DETAILING OF CONCRETE REINFORCEMENT AND ACCESSORIES SHALL BE IN

ACCORDANCE WITH ACI DETAILING MANUAL, SP-66, THE CRSI MANUAL OF STANDARD

PRACTICE AND ACI 318.

REINFORCEMENT SHALL HAVE THE FOLLOWING CONCRETE PROTECTION (CLEAR

COVER). U.N.O.:

NO CONSTRUCTION SHALL BE MADE WITHOUT REINFORCEMENT. THE FOLLOWING

PERCENTAGE OF THE GROSS CROSS SECTIONAL AREA SHALL BE PROVIDED AS A

MINIMUM REINFORCEMENT WHERE NO REINFORCEMENT IS INDICATED:

REINFORCING PLACEMENT SHALL BE APPROVED BY THE ENGINEER OR THEIR

AUTHORIZED REPRESENTATIVE BEFORE CONCRETE IS PLACED.

APPLY BROOM FINISH TO CONCCRETE SURFACES.CO.6

MAXIMUM WATER TO CONCRETE RATIO OF 0.45.

SEAL

REVISIONS

PROJECT NO.

DATE:

DRAWN:

SHEET TITLE:

SHEET NO:

CHECKED:

ASKEW HARGRAVES HARCOURT

& ASSOCIATES, INC.

MEMPHIS, TN.

901.372.0404 www.a2h.com

HERNANDO, MS.

662.298.2188

A H

A

P P

L I N

G R

O A

D M

E M

P H

IS

T

N

S0.1

GENERAL NOTES &

QUALITY

ASSURANCE

S H

E R

R O

D C

O N

S T

R U

C T

IO

N

C O

P

E N

T H

O U

S E

A C

C E

S S

P L A

T F

O R

M

RDMTLK

02/05/2013

12340

SCALE: 12" = 1'-0"

D1

GENERAL NOTES

A

D

C1

S1.1

C5

S1.1

B

C

2 3 4 5 6 7 8

3' - 9" 3' - 9" 3' - 9" 3' - 9" 3' - 9" 3' - 9" 3' - 9" 3' - 9"

30' - 0"

1'

5'

1'

7'

W12X40

W12X40

C

X .5

W

X

C

X .5

C

X .5

C

X .5

C

X .5

C

X .5

C

X .5

L X

X

/4 L

X

X

/4

L X

X

/4

L X

X

/4

L X

X

/4

L X

X

/4

L X

X

/4

L X

X

/4

B3

S1.1

C

X .5

SINGLE SWING GATE

L

X

X

/4

EDGE OF CONC.

PENTHOUSE FLOOR REMOVABLE GATE HINGE

ON HANDRAIL

STRIKE PLATE ON HANDRAIL

GRADE LEVEL

0' - 0"

BEAM BEARING

17' - 7"

1 9

C1

S1.1

C5

S1.1

2 3 4 5 6 7 8

3' - 9" 3' - 9" 3' - 9" 3' - 9" 3' - 9" 3' - 9" 3' - 9" 3' - 9"

30' - 0"

CHANNEL

SEE PLAN

EXIST. ROOF

HORIZ. BRACING

SEE PLAN

1' - 0" 6' - 3 1/4"

7' - 3 1/4"

S1.1

C3 S1.1

C4

EXISTING FOUNDATION

VERIFY DEPTH,

EXPECTED 1'-6"

BELOW GRADE

EXIST. ASPH.

6' - 0"

0.5% SLOPE

0'

COVER EXIST.

PIPE FULL LENGTH

W/ COMPRESSIVE

FOAM, TOP & SIDES

3'

1'

BEAM BEARING

17' - 7"

A DB C

1' - 0" 5' - 0" 1' - 0"

7' - 0"

BAR GRATING

SEE GEN. NOTES

STEEL BEAM

SEE PLAN

CHANNEL

SEE PLAN

HORIZ. BRACING

SEE PLAN

STEEL BEAM

SEE PLAN

0'

3/8" STIFF. PL.

@ CONNECTIONSS1.1

D2HANDRAIL

POST, TYP.

GRADE LEVEL

0' - 0"

BEAM BEARING

17' - 7"

A DB C

1' - 0" 5' - 0" 1' - 0"

7' - 0"

W

X

W

X

BAR GRATING

SEE GEN. NOTES

HORIZ. BRACING

SEE PLAN

BEARING

PL.1/2"x27"x0'-6"

STEEL BEAM

W/ 3/8" STIFF.

PL. @ CONN.

SEE PLAN

BASE PL.1/2"x12"x1'-0"

W/ (4)-1/2" DIA.

ANCHOR BOLTS

0' - 4" 0' - 4"

WORK POINT,

TYP.

L3X 3X1/4

L3X3X1/4

L3X3X1/4

L3X3X1/4

L3X 3X1/4

L3X3X1/4

L3X3X1/4

3/8" STIFF. PL.

TO MATCH WEB

LOCATIONS

STEEL BEAM

SEE PLAN

BASE PL.1/2"x18"x1'-0"

W/ (4)-1/2" DIA.

ANCHOR BOLTS

A

D

C5

S1.1

B

C

2 3 4 5 6 7 8

1'

5'

1'

7'

3' - 9" 3' - 9" 3' - 9" 3' - 9" 3' - 9" 3' - 9" 3' - 9" 3' - 9" 1' - 0"

30' - 0"

1' - 0" 6' - 3 1/4"

7' - 3 1/4"

6'

3'

5'

3'

B3

S1.1

EXIST. CATCH BASIN

W/ MAN HOLE

EXIST. CURB

S L

O P

E D

O W

N

BEAM BEARING

17' - 7"

1 2

3' - 9"

(2)-3/8" DIA. HAS ROD

W/ HILTI HIT-RE 500

EPOXY ADHESIVE

ANCHOR SYSTEM

(3 3/8" EMBED)

EXISTING ROOF

HORIZ. BRACING

SEE PLAN

CHANNEL

SEE PLAN

STEEL BEAM

W/ 3/8" STIFF.

PL. @ CONN.

SEE PLAN

BAR GRATING

SEE GEN. NOTESSLOPE BAR GRATING

TO MATCH SLAB ELEV.

EXIST.

POUR STOP

BUILDING EDGE

(BEYOND)

EXIST.

ROLL-UP

DOOR

L1x1x1/4"

3/16

TYP.

2@8

3/8" STIFF. PL.

EACH SIDE

BEAM BEARING

17' - 7"

3' - 9"

STEEL BEAM

W/ 3/8" STIFF.

PL. @ CONN.

SEE PLAN

BAR GRATING

SEE GEN. NOTES

HORIZ. BRACING

SEE PLAN

CHANNEL

SEE PLAN

BEARING PL.

SEE C5/S1.1

1' - 0"

BUILDING EDGE

W/ GUTTER

3/8" STIFF. PL.

@ BEARING

WORK AREA

NORTH

BEAM BEARING

17' - 7"

PL.10"x3"x0'-0 3/8"

W/ (2)-1/2" BOLTS

(2)-L2x2x1/4x1'-0"

W/ (2)-1/2" BOLTS

HANDRAIL

POST

1/4"

1/4"

TYP.

3/16

TYP.

3/16

TYP.

STEEL BEAM

SEE PLAN

SEAL

REVISIONS

PROJECT NO.

DATE:

DRAWN:

SHEET TITLE:

SHEET NO:

CHECKED:

ASKEW HARGRAVES HARCOURT

& ASSOCIATES, INC.

MEMPHIS, TN.

901.372.0404 www.a2h.com

HERNANDO, MS.

662.298.2188

A H

A

P P

L I N

G R

O A

D M

E M

P H

IS

T

N

S1.1

PLANS & DETAILS

S H

E R

R O

D C

O N

S T

R U

C T

IO

N

C O

P

E N

T H

O U

S E

A C

C E

S S

P L A

T F

O R

M

RDMTLK

02/05/2013

12340

SCALE: 1/4" = 1'-0"

B1

FRAMING PLAN

SCALE: 1/4" = 1'-0"

B3

LONGITUDINAL SECTION

SCALE: 3/4" = 1'-0"

C1

CROSS SECTION

SCALE: 1/2" = 1'-0"

C5

COLUMN FRAME ELEVATION

SCALE: 1/4" = 1'-0"

A1

FOUNDATION PLAN

SCALE: 3/4" = 1'-0"

C3

BEAM BEARING ON PENTHOUSE SLAB SECTION

SCALE: 3/4" = 1'-0"

C4

BEAM BEARING SECTION

SCALE: 1/64" = 1'-0"

D1

KEY PLAN

FACE OF BUILDING

SCALE: 3" = 1'-0"

D2

CONNECTION DETAIL

NOTES:

1. ALL CONNECTION SHALL BE BOLTED, U.N.O.

2. A SIGN WITH LOADING INFORMATION SHALL BE PROVIDED LIMITING

LIVE LOAD TO 25PSF OR 1,400LB ON A 3.5'x4' AREA.

3. HANDRAIL TO BE GALVANIZED.

4. BOLTS TO BE 1/2" DIA., U.N.O.