hollowcore guide 2010

6 "

8 "

10 "

12 "

16 "

Technical Guide For Precast, Prestressed Concrete Hol lowcore Plank

Oldcast le PrecastHol lowcore Plank

Building Systems

Building Systems

Table of ContentsIntroduction......................................... 1

Manufacturing Process ....................... 1

Load Table Design Criteria .................. 1

Plank Design Considerations .............. 1

Fire Ratings ......................................... 2

Sound Ratings..................................... 2

Tolerances ........................................... 3

Load Tables ..................................4 - 17

Details ........................................18 - 24

Technical Guide For Precast, Prestressed Concrete Hol lowcore Plank

Oldcastle PrecastHollowcore Plank

Oldcastle Precast Hollowcore Plank Technical Guide | 1www.oldcastlesystems.com

IntroductionThe purpose of this technical guide is to provide assistance in select-

ing and detailing precast concrete hollowcore plank manufactured by Oldcastle Precast, Inc. Additional information and standard specifica-tions are available at oldcastlesystems.com

The load tables presented herein are intended as a guide only. Final design is determined by our engineering department based on infor-mation presented in the final plans and specifications. To ensure the optimum selection for your application, please contact us for assistance.

Although care has been taken to provide the most accurate data pos-sible, Oldcastle Precast, Inc. does not assume responsibility for errors and omissions.

The Manufacturing ProcessElematic® is a machine extruded, precast, prestressed hollowcore

plank. The planks are manufactured on 500-foot-long beds in standard widths of 48 inches and thickness of 6, 8, 10, 12 and 16 inches. High strength prestressing strands are cast into the planks at the spacing and location required for the given span, loading and fire cover conditions. The planks are cut to length for each project using a diamond-blade saw. After the planks are cut, they are removed from the casting beds and placed into storage.

All Elematic® materials equal or exceed the requirements of applicable ASTM specifications. The concrete mix is designed to have release strength of 3,000 psi or 3,500 psi, and a 28-day compressive strength of 5,000 psi. The prestressing strands are uncoated, seven wire, low relaxation with a minimum ultimate strength of 270 ksi.

Load Table Design CriteriaThe tables herein list allowable live loads in pounds per square foot for

uniformly distributed loading. Non-uniform loading conditions resulting from point loads, line loads, openings and cantilevers require special design consideration.

The allowable load is usually governed by the ultimate capacity of the section. As a design aid, the ultimate moment capacities in governing criterion for short spans may be the horizontal shear stress between the plank and the topping.

Allowable live loads for long-span, heavily reinforced sections are limited to loads that result in a bottom-tension stress equal to the crack-ing stress. Loads beyond this limit may result in deflections that exceed the allowable value set forth in the ACI code.

The load tables are based on a plank concrete strength of 5,000 psi. Tables for topped sections are based on a topping strength of 3,500 psi and minimum thickness of 2 inches.

Maximum spans and loads shown are not absolutes. Longer spans or heavier loads may be achieved under certain conditions or different criteria than assumed in the tables. Contact us if you need assistance.

Plank Design ConsiderationsThe following items will affect the selection of appropriate plank sizes

and should be carefully reviewed by the Architect/Engineer while devel-oping the plans and specifications for a project:

Fire RatingThe fire rating requirement should be clearly specified in the contract •documents.

Loading ConditionsSpecify all uniform loading requirements on structural plans.•Identify line and point loads resulting from bearing walls, masonry •walls, face brick, columns, mechanical equipment, etc.Identify diaphragm forces and lateral loads resulting from wind or •earth pressures.Review roof plans for vertical protrusions such as parapets, pent-•houses and adjacent buildings that could require designing for snow drift loads.Plank supporting stairs require special loading considerations.•Large openings or closely spaced groups of smaller openings will •reduce the plank load carrying capacity.

ToppingSpecify whether or not concrete topping is to be composite. Compos-•ite action requires the topping to be bonded to the top surface of the plank. Topping separated by a vapor barrier or insulation is non-composite and must be considered a superimposed load.Large cambers resulting from long spans and/or heavy loads will •affect the quantity of topping, assuming a level floor is required. Two inches of composite topping at mid span is minimal, and additional thickness at the ends of the plank may be required to maintain level floor elevations.

CamberCamber is inherent in all prestressed products. It is the result of the •eccentric prestress force required to resist design loads, and cannot be designed in, out, or to an exact number. The amount of camber will depend upon the span, design loads and thickness of plank. Planks stored in the yard for more than 6 weeks, usually due to construction schedule changes, will experience more camber growth.Adjacent plank of dissimilar length, strand pattern or with openings •will have inherent camber differences.

2 | Oldcastle Precast Hollowcore Plank Technical Guide www.oldcastlesystems.com

Fire RatingFire rating specifications are as important as all other design parameters.

Plank rating requirements are determined by the Architect or Engineer of Record, who is also responsible for establishing the fire rating criteria for the total project.

Three methods generally used in the Northeast for determining hollowcore plank fire-resistive ratings are:

1. 2006 International Building Code2. Rational analysis as defined by PCI MNL 124, “Design for Fire

Resistance of Precast Concrete”3. Underwriters Laboratories Fire Resistive Ratings4. MEA product approval (New York City only)

International Building Code “IBC” Fire RatingThe IBC code prescribes fire ratings to any hollowcore plank section.

Since 2000, the IBC code has replaced the BOCA, SBC and UBC model codes in many states. The two criteria that are measured to determine the fire rating are:

1. Equivalent concrete thickness – 4.6" inches is required for 2 hrs2. Bottom strand cover – ¾" cover is required for 2 hrs (restrained

condition)

Underwriters Laboratories Fire Resistive RatingsPrior to codes including prescriptive fire-endurance rating methods,

fire tests provided the primary source of ratings classifications. While some plank sections were fire tested, others can be evaluated by UL to qualify for existing UL numbers.

The table below lists the UL ratings available with Elematic® plank. Note that these ratings are dependent upon whether or not the ends of the planks are restrained. Determination of the restraint must be made by the Architect or the Engineer of Record, as it is primarily a function of the support structure.

Fire Ratings by Rational AnalysisPCI MNL 124 defines the “rational analysis” method for determining

the fire rating of precast, prestressed members. It is useful when a fire rating cannot be obtained by either of the two previous methods. Actual practice has shown that this method is very conservative and that the span of the hollowcore plank will have to be reduced (approx. 10% to 20%) to achieve the same fire rating from both IBC and UL.

In using this method, the reduced strength of the prestressed strands at elevated temperatures is determined and the resulting moment capacities are compared to that required for service loads. Strand

temperatures are based on the amount of concrete cover and the standard fire exposure as defined by the time-temperature relationship specified in ASTM E119. Fire ratings will also be improved if the plank assembly is restrained against thermal expansion. It should be noted that the only universally accepted definition of full restraint is an interior bay of a multi-bay building.

Sound RatingsThe following tables contain values for the Sound Transmission Class

(STC) and the Impact Insulations Class (IIC) of various floor systems utilizing Elematic® hollowcore plank.

Sound Transmission Class (STC)The values for the

Sound Transmission Class were deter-mined by tests which were in accordance with ASTM E90. The STC is a measure (in decibels) of the ease at which air-borne sound is transmit-ted through a floor system. The larger the value of the STC for a given system, the greater the sound insulation.

Impact Insulation Class (IIC)

The values for the Impact Insulation Class (IIC) were determined by tests which were in accordance with ASTM ES492. The Impact Insulation Class is the resistance to impact noise transmission and is highly dependent on the floor surface and structural connection details. As with the STC, the higher IIC values are more desirable.

UL Number

Rating (Hour) PlankThickness

(inch)

ToppingThickness

(inch)Restrained Unrestrained

J994 1½ 1½ 8,10,12 0

J994 2 1½ 8,10,12 ½ Gypcrete

J994 3 1½ 8,10,12 21/8 Topping

J994 4 1½ 8,10,12 33/8 Topping

Impact Insulation Class (IIC)

Types of Floor Systems Rating

8" Hollowcore Plank 28

8" Hollowcore Plank + ½" wood block flooring adhered directly 47

8" Hollowcore Plank + 0.058" vinyl tile 50

8" Hollowcore Plank + quarry tile w/reinforced mortar bed with 0.4" nylon and carbon black spinneret matting.

54

8" Hollowcore Plank + pad & carpet 73

Add Acoustical Ceiling +6

Sound Transmission Class (STC)

6" Elematic® 49

6" Elematic® + 2" Topping 53

8" Elematic® 51


H8" Heavy Elematic® 51

H8" Heavy Elematic® + 2" Topping 55

10" Elematic® 52


12" Elematic® 54


16" Elematic® 56



Production and Erection Tolerances: (Reprinted from PCI Manual for the Design of Hollowcore Slabs)

a = Length ..................................................................................................................................±1/2 in.b = Width ...................................................................................................................................±1/4 in.c = Depth ...................................................................................................................................±1/4 in.dt = Top flange thickness Top flange area defined by the actual measured values of average dt x b shall not be less than 85% of

the nominal area calculated by dt nominal x b nominal.db = Bottom flange thickness Bottom flange area defined by the actual measured values of average db x b shall not be less than

85% of the nominal area calculated by db nominal x b nominal.e = Web thickness The total cumulative web thickness defined by the actual measured value of e shall not be less than

85% of the nominal cumulative width calculated by ∑e nominal.

f = Blockout location .................................................................................................................. ±2 in.g = Flange angle ....................................................................................... 1/4 in. per 12 in., 1/2 in. maxh = Variation from specified end squareness or skew .................................................................±1/2 in.i = Sweep (variation from straight line parallel to centerline of member) ...................................±3/8 in.j = Center of gravity of strand group The CG of the strand group relative to the top of the plank shall be within ±1/4 in. of the nominal

strand group CG. The position of any individual strand shall be with ±1/2 in. of nominal vertical posi-tion and ±3/4 in. of nominal horizontal position and shall have a minimum cover of ±3/4 in.

k = Position of plates ................................................................................................................. ±2 in.l = Tipping and flushness of plates ...........................................................................................±1/4 in.m = Local smoothness ...................................................................................................±1/4 in. in 10 ft. (does not apply to top deck surface left rough to receive a topping or to visually concealed surfaces)Plank weight: Excess concrete material in the plank internal features is within tolerance as long as the measured weight of the individual plank does not exceed 110% of the nominal published unit weight used in the load capacity calucation.n = Applications requiring close control of differential camber between adjacent membes of the same

design should be discussed in detail with the producer to determine applicable tolerances.

Product Tolerances: Hollowcore Slabs

a = Plan location from building grid datum .................................................................... ±1 in.a1 = Plan location from centerline of steel1 ...................................................................... ±1 in.b = Top elevation from nonminal elevation at member ends Covered with topping ..............................................................................................±3/4 in. Untopped floor ........................................................................................................±1/4 in. Untopped roof .........................................................................................................±3/4 in.c = Maximum jog in alighment of matching edges (both topped and untopped construction) ................................................................ ±1 in.d = Joint width 0 to 40 ft. member length ........................................................................................±1/2 in. 41 to 60 ft. member length ......................................................................................±3/4 in. 61 ft. plus ................................................................................................................. ±1 in.e = Differential top elevation as erected Covered with topping ................................................................................................3/4 in. Untopped floor ..........................................................................................................1/4 in. Untopped roof2 ..........................................................................................................3/4 in.f = Bearing length3 (span direction) ..............................................................................±3/4 in.g = Differential bottom elevation of exposed hollowcore slabs4 .......................................1/4 in.

1 For precast concrete erected on a steel frame building, this tolerance takes precedence over tolerance on dimension “a”.

2 It may be necessary to feather the edges to ±1/4 in. to properly apply some roof membranes.

3 This is a setting tolerance and should not be confused with structural performance requirements set by the architect/engineer.

4 Untopped installation will require a larger tolerance here.

Erection Tolerances: Hollowcore Floor & Roof Members


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Oldcastle Precast Hollowcore Plank Technical Guide | 5www.oldcastlesystems.com Oldcastle Precast Hollowcore Plank Technical Guide | 5www.oldcastlesystems.com

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ctio

n m

ust a

lway

s be

inve

stig

ated

by

the

arch

itect

,4.

The

tabl

e in

dica

tes

max

imum

saf

e lo

ads.

Cam

ber a

nd

3. F

or lo

nger

spa

ns, h

eavi

er lo

ads,

or s

peci

al c

ondi

tions

,

2. F

or c

ompl

ete

and

deta

iled

calc

ulat

ions

con

sult

cons

ult O

ldca

stle

Pre

cast

.

Oldc

astle

Pre

cast

.

NOTE

S

6. S

hade

d re

gion

indi

cate

s ex

pect

ed c

ambe

r gre

ater

than

1".

8777

68

8171

7769

65

1. D

esig

n St

anda

rd: A

CI 3

18-2

005


Bui

ldin

g S

yste

ms

ELEM

ATIC

® H

ollo

wco

re P

lank 7

7/16

"

4'-0

"

21/3

2"

1 1/8"

R3 3/16"

1 1/2"1 31/32"

5/16

"

2"

3 3/4"25/32"

31/32"5 29/32" 7 1/

8"7

7/16

"

1/2"

6 3/

32"

2 11

/32"

1 11

/32"

3/8"

3/8"

1 1/2" 5 1/8" 1 3/8"

2"7

7/16

"7

1/8"

8"

7 7/

16"

2"

Grou

ted

wei

ght o

f pla

nk &

2" t

oppi

ng is

54+

25 =

79

lbs.

per

sq.

ft.

f'c =

5,0

00 p

si

f'pu

= 27

0,00

0 ps

iIc

= 3

,072

in.

f'ci =

3,0

00 p

si 4bw

= 1

0.0

in.

Area

= 2

07 in

.2

3332

3129

2830

2726

2423

2520

2119

1822

1615

1413

1110

per U

nit

1217

INCL

UDES

THE

LIV

E LO

AD P

LUS

ANY

DEAD

LOA

D TH

AT IS

ADD

ITIO

NAL

TO T

HE W

EIGH

T OF

THE

BAR

E GR

OUTE

D PL

ANKS

& T

OPPI

NG*

16.0

1

16.0

1

16.0

1

270

Lola

x7-

Wire

P/S

Stra

ndCo

mbi

natio

n

Stan

dard

Desi

gnat

ion

Ultim

ate

Bend

ing

Mom

ent,

Kip-

Ft.

o M

n

P/S

Stra

nd

Sq. I

n.Ar

ea

o Vc

win

Kip

sSI

MPL

E SP

AN IN

FEE

T

Unit

per

UNIF

ORM

LY D

ISTR

IBUT

ED S

UPER

IMPO

SED*

LOA

D IN

LBS

. PER

SQ.

FT.

E8" x

48"

SEC

TION

WIT

H 2"

TOP

PING

(350

0 PS

I)

301

577

141.

8051

446

241

935

138

332

424

528

026

120

823

018

812

817

015

514

199

113

8674

16.0

1

265

243

76.2

821

343

639

533

136

130

117

923

420

513

815

711

910

083

263

248

93.7

249

540

344

533

836

828

918

823

420

915

217

013

195

112

80

301

577

126.

4051

446

241

935

238

332

523

828

026

119

321

417

415

814

312

811

197

8371

312

295

566

110.

3650

445

341

134

537

531

823

227

425

618

720

816

910

415

313

912

116

.01

9076

4-7/

16"o

20_0

8704

T0.

460

5-7/

16"o

20_0

8705

T0.

575

6-7/

16"o

20_0

8706

T0.

690

6-1/

2"o

20_0

8806

T0.

918

308

589

161.

5652

547

242

836

039

133

225

128

626

822

223

520

514

118

616

915

411

812

910

592

8016

.01

7-1/

2"o

20_0

8807

T1.

071

7-7/

16"o

20_0

8707

T0.

805

5. V

alue

s to

the

left

and

belo

w th

e he

avy

step

ped

line

are

cont

rolle

d by

she

ar.

mat

eria

ls in

the

prop

osed

stru

ctur

e.so

that

thes

e fa

ctor

s ar

e co

mpa

tible

with

the

cont

iguo

usan

d/or

eng

inee

r for

the

cont

empl

ated

load

ing

and

span

defle

ctio

n m

ust a

lway

s be

inve

stig

ated

by

the

arch

itect

,4.

The

tabl

e in

dica

tes

max

imum

saf

e lo

ads.

Cam

ber a

nd

3. F

or lo

nger

spa

ns, h

eavi

er lo

ads,

or s

peci

al c

ondi

tions

,

2. F

or c

ompl

ete

and

deta

iled

calc

ulat

ions

con

sult

cons

ult O

ldca

stle

Pre

cast

.

Oldc

astle

Pre

cast

.

NOTE

S

6. S

hade

d re

gion

indi

cate

s ex

pect

ed c

ambe

r gre

ater

than

1".

68

67

1. D

esig

n St

anda

rd: A

CI 3

18-2

005


Bui

ldin

g S

yste

ms

Heav

y EL

EMAT

IC® H

ollo

wco

re P

lank

3/8"

3/8"

1 1/2" 5 1/8" 1 3/8"

2"

4'-0

"

7 7/

16"

1 3/8" 7 1/

8"

5 1/

2"

1 1/2"1 31/32"

3 3/4"25/32"

5/16

"

2"31/32"5 21/32"

1/2"

2 21

/32"

7 7/

16"

1 15

/16"

7 7/

16"

7 7/

16"

31/3

2"

7 1/

8"

8"

R3 15/16"

R3 15/16"

INCL

UDES

THE

LIV

E LO

AD P

LUS

ANY

DEAD

LOA

D TH

AT IS

ADD

ITIO

NAL

TO T

HE W

EIGH

T OF

THE

BAR

E GR

OUTE

D PL

ANKS

IN P

LACE

UNIF

ORM

LY D

ISTR

IBUT

ED S

UPER

IMPO

SED*

LOA

D IN

LBS

. PER

SQ.

FT.

17pe

r Uni

t16

1514

1311

1012

*

WIT

H NO

TOP

PING

H8" x

48"

SEC

TION

Desi

gnat

ion

Stan

dard

Com

bina

tion

P/S

Stra

nd

7-W

ire27

0 Lo

lax

P/S

Area

Sq. I

n.

Stra

nd

Kip-

Ft.

o M

n M

omen

t,Be

ndin

gUl

timat

e

3332

3130

2928

2726

2524

2322

2120

1918

f'ci =

3,0

00 p

si

I = 1

,667

in.

Grou

ted

wei

ght o

f pla

nk is

60

lbs.

per

sq.

ft.

f'pu

= 27

0, 0

00 p

si

f'c =

5,0

00 p

siAr

ea =

230

in.

bw =

13.

77 in

.4

2

16.9

3

16.9

3

16.9

3

SIM

PLE

SPAN

IN F

EET

o Vc

win

Kip

spe

rUn

it

210

4-7/

16"o

30_0

8704

222

0.46

058

.88

367

421

324

259

289

234

182

159

139

107

122

94

5-7/

16"o

30_0

8705

0.57

572

.52

257

609

461

526

408

323

364

287

111

206

230

181

142

160

126

9886

6-7/

16"o

30_0

8706

0.69

085

.44

277

633

511

566

456

350

398

310

147

249

225

186

204

165

130

116

103

8192

300

6-1/

2"o

30_0

8806

649

0.91

811

0.04

525

581

478

380

431

337

151

243

270

221

184

201

169

136

109

121

8798

7816

.93

70

322

7-1/

2"o

30_0

8807

669

1.07

112

5.32

541

599

493

407

452

361

166

261

289

237

197

215

180

153

124

138

101

112

9116

.93

8274

283

7-7/

16"o

30_0

8707

650

0.80

598

.00

525

581

466

358

406

317

136

254

229

209

172

190

153

9712

110

877

8668

16.9

3

5. V

alue

s to

the

left

and

belo

w th

e he

avy

step

ped

line

are

cont

rolle

d by

she

ar.

mat

eria

ls in

the

prop

osed

stru

ctur

e.so

that

thes

e fa

ctor

s ar

e co

mpa

tible

with

the

cont

iguo

usan

d/or

eng

inee

r for

the

cont

empl

ated

load

ing

and

span

defle

ctio

n m

ust a

lway

s be

inve

stig

ated

by

the

arch

itect

,4.

The

tabl

e in

dica

tes

max

imum

saf

e lo

ads.

Cam

ber a

nd

3. F

or lo

nger

spa

ns, h

eavi

er lo

ads,

or s

peci

al c

ondi

tions

,

2. F

or c

ompl

ete

and

deta

iled

calc

ulat

ions

con

sult

cons

ult O

ldca

stle

Pre

cast

.

Oldc

astle

Pre

cast

.

NOTE

S

6. S

hade

d re

gion

indi

cate

s ex

pect

ed c

ambe

r gre

ater

than

1".

8373

75

72

1. D

esig

n St

anda

rd: A

CI 3

18-2

005


Bui

ldin

g S

yste

ms

Heav

y EL

EMAT

IC® H

ollo

wco

re P

lank

7 7/

16"

4'-0

"

25/32"3 3/4"

1 31/32"1 1/2"

5 1/

2"

7 1/

8"1 3/8" 5 21/32" 31/32"

2"5/16

"

2 21

/32"

1/2"

1 15

/16"

2"

1 3/8"5 1/8"1 1/2"

3/8"

7 7/

16"

31/3

2"

7 7/

16"

R3 15/16"

R3 15/16"

7 1/

8"7

7/16

"

8"

2"

3/8"

Grou

ted

wei

ght o

f pla

nk &

2" t

oppi

ng is

60+

25 =

85

lbs.

per

sq.

ft.

f'c =

5,0

00 p

si

f'pu

= 27

0,00

0 ps

iIc

= 3

,143

in.

f'ci =

3,0

00 p

si 4bw

= 1

3.77

in.

Area

= 2

30 in

.2

3332

3129

2830

2726

2423

2520

2119

1822

1615

1413

1110

per U

nit

1217

INCL

UDES

THE

LIV

E LO

AD P

LUS

ANY

DEAD

LOA

D TH

AT IS

ADD

ITIO

NAL

TO T

HE W

EIGH

T OF

THE

BAR

E GR

OUTE

D PL

ANKS

& T

OPPI

NG*

22.0

4

22.0

4

22.0

4

270

Lola

x7-

Wire

P/S

Stra

ndCo

mbi

natio

n

Stan

dard

Desi

gnat

ion

Ultim

ate

Bend

ing

Mom

ent,

Kip-

Ft.

o M

n

P/S

Stra

nd

Sq. I

n.Ar

ea

o Vc

win

Kip

sSI

MPL

E SP

AN IN

FEE

T

Unit

per

UNIF

ORM

LY D

ISTR

IBUT

ED S

UPER

IMPO

SED*

LOA

D IN

LBS

. PER

SQ.

FT.

H8" x

48"

SEC

TION

WIT

H 2"

TOP

PING

(350

0 PS

I)

400

802

141.

8071

664

658

749

553

845

128

935

732

023

826

221

012

318

516

214

193

107

8068

22.0

4

266

283

76.2

823

947

241

633

137

029

917

523

120

013

315

211

293

76

298

356

93.7

667

852

459

342

046

733

719

926

122

914

617

112

488

105

376

802

126.

4071

664

658

748

053

842

327

133

530

121

424

518

616

214

112

210

590

7764

379

367

789

110.

3670

463

557

746

952

841

326

532

729

420

423

417

797

153

133

114

22.0

482

4-7/

16"o

30_0

8704

T0.

460

5-7/

16"o

30_0

8705

T0.

575

6-7/

16"o

30_0

8706

T0.

690

6-1/

2"o

30_0

8806

T0.

918

432

817

161.

6073

065

959

950

554

846

831

238

534

625

628

223

314

621

318

816

611

312

999

8674

22.0

47-

1/2"

o30

_088

07T

1.07

1

7-7/

16"o

30_0

8707

T0.

805

5. V

alue

s to

the

left

and

belo

w th

e he

avy

step

ped

line

are

cont

rolle

d by

she

ar.

mat

eria

ls in

the

prop

osed

stru

ctur

e.so

that

thes

e fa

ctor

s ar

e co

mpa

tible

with

the

cont

iguo

usan

d/or

eng

inee

r for

the

cont

empl

ated

load

ing

and

span

defle

ctio

n m

ust a

lway

s be

inve

stig

ated

by

the

arch

itect

,4.

The

tabl

e in

dica

tes

max

imum

saf

e lo

ads.

Cam

ber a

nd

3. F

or lo

nger

spa

ns, h

eavi

er lo

ads,

or s

peci

al c

ondi

tions

,

2. F

or c

ompl

ete

and

deta

iled

calc

ulat

ions

con

sult

cons

ult O

ldca

stle

Pre

cast

.

Oldc

astle

Pre

cast

.

NOTE

S

6. S

hade

d re

gion

indi

cate

s ex

pect

ed c

ambe

r gre

ater

than

1".

72

68

1. D

esig

n St

anda

rd: A

CI 3

18-2

005


Bui

ldin

g S

yste

ms

ELEM

ATIC

® H

ollo

wco

re P

lank

4 13

/32"

7 5/

8"

4'-0

"

7 1/

4"2

3/4"

1/2"

7 1/

4"1

19/3

2"

8 7/

32"

7 7/16"

5 3/4"

1 15

/16"

25/32"

1 3/16"

5/16

"

1 1/2"1 31/32"

1 3/8"7

5/8"

1 3/

16"

1 3/

16"

10 2

5/32

"8

13/1

6"

10"

1 3/8"

8 7/

32"

7 1/4"

7 5/

8"

1 3/

16"

1 3/

16"

R3 13/1

6"

1 3/8"

1 15

/16"

3/8"

3/8"

UNIF

ORM

LY D

ISTR

IBUT

ED S

UPER

IMPO

SED*

LOA

D IN

LBS

. PER

SQ.

FT.

WIT

H NO

TOP

PING

E10"

x 4

8" S

ECTI

ON

I = 3

,080

in.

f'ci =

3,0

00 p

si

Grou

ted

wei

ght o

f pla

nk is

67

lbs.

per

sq.

ft.

f'c =

5,0

00 p

si

f'pu

= 27

0,00

0 ps

ibw

= 1

0.0

in.

Area

= 2

57 in

.4

2

240

207

22

INCL

UDES

THE

LIV

E LO

AD P

LUS

ANY

DEAD

LOA

D TH

AT IS

ADD

ITIO

NAL

TO T

HE W

EIGH

T OF

THE

BAR

E GR

OUTE

D PL

ANKS

IN P

LACE

20_1

0708

20_1

0706

Desi

gnat

ion

Stan

dard

*8-7/

16"o

0.92

0

6-7/

16"o

Com

bina

tion

7-W

ire27

0 Lo

lax

P/S

Stra

nd

P/S

0.69

0

Stra

nd

Sq. I

n.Ar

ea

337

318

17

147.

9239

236

3

Bend

ing

114.

12

Mom

ent,

per U

nit

Kip-

Ft.

o M

n

Ultim

ate

371

15

343

16

314

294

259

276

297

18

277

19

228

21

251

20

SIM

PLE

SPAN

IN F

EET

185

219

201

170

157

159

189

23

173

24

146

2625

135

27

125

145

134

116

108

105

30

124

28

115

2931 94

32

8593

100

77

3534

85

3336

37

16.0

1

16.0

1

o Vc

w

16.0

1

in K

ips

38Un

itpe

r

253

10-7

/16"

o20

_107

1041

31.

150

179.

9635

538

333

229

131

027

487

143

213

232

196

167

180

154

115

133

123

100

107

9380

73

5. V

alue

s to

the

left

and

belo

w th

e he

avy

step

ped

line

are

cont

rolle

d by

she

ar.

mat

eria

ls in

the

prop

osed

stru

ctur

e.so

that

thes

e fa

ctor

s ar

e co

mpa

tible

with

the

cont

iguo

usan

d/or

eng

inee

r for

the

cont

empl

ated

load

ing

and

span

defle

ctio

n m

ust a

lway

s be

inve

stig

ated

by

the

arch

itect

,4.

The

tabl

e in

dica

tes

max

imum

saf

e lo

ads.

Cam

ber a

nd

3. F

or lo

nger

spa

ns, h

eavi

er lo

ads,

or s

peci

al c

ondi

tions

,

2. F

or c

ompl

ete

and

deta

iled

calc

ulat

ions

con

sult

cons

ult O

ldca

stle

Pre

cast

.

Oldc

astle

Pre

cast

.

NOTE

S

6. S

hade

d re

gion

indi

cate

s ex

pect

ed c

ambe

r gre

ater

than

1".

76

227

20_1

0806

6-1/

2"o

0.91

832

714

7.52

381

353

305

285

249

263

174

207

190

161

148

118

137

127

109

102

16.0

193

8476

70

1. D

esig

n St

anda

rd: A

CI 3

18-2

005


Bui

ldin

g S

yste

ms

ELEM

ATIC

® H

ollo

wco

re P

lank

4'-0

"

7 5/

8"

R3 13/1

6"

1 3/

16"

1 3/

16"

7 5/

8"1 3/8"

1 31/32"1 1/2"

5/16

"

1 3/16"

25/32"

1 15

/16"

5 3/4"

7 7/16" 8 7/

32"

1 19

/32"

7 1/

4"

1/2"

2 3/

4"7

1/4"

3/8"

3/8"

1 15

/16"1 3/8"

1 3/

16"

1 3/

16"

7 5/

8"

7 1/4"

8 7/

32"

1 3/8"

10"

8 13

/16"

10 2

5/32

"4

13/3

2" 2"

UNIF

ORM

LY D

ISTR

IBUT

ED S

UPER

IMPO

SED*

LOA

D IN

LBS

. PER

SQ.

FT.

WIT

H 2"

TOP

PING

(350

0 PS

I)E1

0" x

48"

SEC

TION

INCL

UDES

THE

LIV

E LO

AD P

LUS

ANY

DEAD

LOA

D TH

AT IS

ADD

ITIO

NAL

TO T

HE W

EIGH

T OF

THE

BAR

E GR

OUTE

D PL

ANKS

& T

OPPI

NG

357

343

270

Lola

xP/

S St

rand

Com

bina

tion

7-W

ire

*

Stan

dard

Desi

gnat

ion

Ultim

ate

Kip-

Ft.

Mom

ent,

o M

n

per U

nit

Bend

ing

Sq. I

n.

Stra

ndAr

ea

P/S

448

384

414

431

1517 36

939

8

1618

19.7

2

19.7

2

in K

ips

o Vc

wSI

MPL

E SP

AN IN

FEE

T

293

333

312

276

260

279

21

320

19

300

2022 25

222

8

23

204

223

245

187

172

172

26

189

208

2425

27 158

141

28

9534

134

145

158

120

107

93

30 107

123

2931

793233

833536

3738

Unit

per

Grou

ted

wei

ght o

f pla

nk &

2" t

oppi

ng is

67+

25 =

92

lbs.

per

sq.

ft.

f'pu

= 27

0,00

0 ps

i

f'c =

5,0

00 p

si

Ic =

5,2

38 in

.

f'ci =

3,0

00 p

si 4bw

= 1

0.0

in.

Area

= 2

57 in

.2

19.7

228

746

539

842

937

132

434

630

516

927

125

623

820

021

818

413

315

614

411

112

399

7788

68

20_1

0708

T

20_1

0706

T

8-7/

16"o

0.92

0

6-7/

16"o

0.69

0

179.

64

138.

96

10-7

/16"

o20

_107

10T

1.15

021

8.24

5. V

alue

s to

the

left

and

belo

w th

e he

avy

step

ped

line

are

cont

rolle

d by

she

ar.

mat

eria

ls in

the

prop

osed

stru

ctur

e.so

that

thes

e fa

ctor

s ar

e co

mpa

tible

with

the

cont

iguo

usan

d/or

eng

inee

r for

the

cont

empl

ated

load

ing

and

span

defle

ctio

n m

ust a

lway

s be

inve

stig

ated

by

the

arch

itect

,4.

The

tabl

e in

dica

tes

max

imum

saf

e lo

ads.

Cam

ber a

nd

3. F

or lo

nger

spa

ns, h

eavi

er lo

ads,

or s

peci

al c

ondi

tions

,

2. F

or c

ompl

ete

and

deta

iled

calc

ulat

ions

con

sult

cons

ult O

ldca

stle

Pre

cast

.

Oldc

astle

Pre

cast

.

NOTE

S

6. S

hade

d re

gion

indi

cate

s ex

pect

ed c

ambe

r gre

ater

than

1".

67

350

440

376

406

287

327

306

270

253

192

210

230

176

161

120

136

148

106

20_1

0806

T6-

1/2"

o0.

918

179.

1694

8271

19.7

2

72

1. D

esig

n St

anda

rd: A

CI 3

18-2

005


Bui

ldin

g S

yste

ms

Heav

y EL

EMAT

IC® H

ollo

wco

re P

lank

UNIF

ORM

LY D

ISTR

IBUT

ED S

UPER

IMPO

SED*

LOA

D IN

LBS

. PER

SQ.

FT.

WIT

H NO

TOP

PING

H10"

x 4

8" S

ECTI

ON

I = 3

,080

in.

f'ci =

3,0

00 p

si

Grou

ted

wei

ght o

f pla

nk is

71

lbs.

per

sq.

ft.

f'c =

5,0

00 p

si

f'pu

= 27

0,00

0 ps

ibw

= 1

4.29

in.

Area

= 2

71 in

.4

2

273

241

22

INCL

UDES

THE

LIV

E LO

AD P

LUS

ANY

DEAD

LOA

D TH

AT IS

ADD

ITIO

NAL

TO T

HE W

EIGH

T OF

THE

BAR

E GR

OUTE

D PL

ANKS

IN P

LACE

30_1

0708

30_1

0706

Desi

gnat

ion

Stan

dard

*8-7/

16"o

0.92

0

6-7/

16"o

Com

bina

tion

7-W

ire27

0 Lo

lax

P/S

Stra

nd

P/S

0.69

0

Stra

nd

Sq. I

n.Ar

ea

442

389

17

147.

9255

749

5

Bend

ing

114.

12

Mom

ent,

per U

nit

Kip-

Ft.

o M

n

Ultim

ate

489

15

434

16

398

359

298

326

349

18

316

19

264

21

288

20

SIM

PLE

SPAN

IN F

EET

214

250

231

196

177

173

216

23

193

24

155

2625

139

27

132

160

145

120

109

100

30

125

28

112

2931 89

32

8189

9873

3534

79

3336

37

22.8

8

22.8

8

o Vc

w

22.8

8

in K

ips

38Un

itpe

r

287

10-7

/16"

o30

_107

1058

51.

150

180.

0446

552

041

834

337

831

384

160

243

263

225

194

208

176

121

146

133

101

111

9276

5. V

alue

s to

the

left

and

belo

w th

e he

avy

step

ped

line

are

cont

rolle

d by

she

ar.

mat

eria

ls in

the

prop

osed

stru

ctur

e.so

that

thes

e fa

ctor

s ar

e co

mpa

tible

with

the

cont

iguo

usan

d/or

eng

inee

r for

the

cont

empl

ated

load

ing

and

span

defle

ctio

n m

ust a

lway

s be

inve

stig

ated

by

the

arch

itect

,4.

The

tabl

e in

dica

tes

max

imum

saf

e lo

ads.

Cam

ber a

nd

3. F

or lo

nger

spa

ns, h

eavi

er lo

ads,

or s

peci

al c

ondi

tions

,

2. F

or c

ompl

ete

and

deta

iled

calc

ulat

ions

con

sult

cons

ult O

ldca

stle

Pre

cast

.

Oldc

astle

Pre

cast

.

NOTE

S

6. S

hade

d re

gion

indi

cate

s ex

pect

ed c

ambe

r gre

ater

than

1".

70

260

30_1

0806

6-1/

2"o

0.91

842

114

7.52

530

470

378

342

284

310

200

239

221

180

162

120

147

133

109

9822

.88

8980

72

1. D

esig

n St

anda

rd: A

CI 3

18-2

005

1 15

/16"

1 15

/16"

4'-0

"

8 7/

32"

3 1/

4"

R3 15/16"

R3 11

/32"

1/2"

3/8"

11/3

2"

6 1/

4"6

1/4"

4 13

/32"

8 13

/16"

10 2

5/32

"2

9/16

"

8 7/

32"

7 5/

8"7

5/8"

7 5/

8"

1 3/

16"

1 3/

16"

1 3/

16"

1 3/

16"

25/32"

17/32" 1 3/8"

1 3/8"1 3/8" 7 1/4"

10"

3/8"

1 31/32"5 3/4"

7 3/32"

1 1/2"


Bui

ldin

g S

yste

ms

Heav

y EL

EMAT

IC® H

ollo

wco

re P

lank

1 15

/16"

1 15

/16"

4'-0

"

8 7/

32"

3 1/

4"

R3 15/16"

R3 11

/32"

1/2"

3/8"

11/3

2"

6 1/

4"6

1/4"

4 13

/32"

8 13

/16"

10 2

5/32

"2

9/16

"

8 7/

32"

7 5/

8"7

5/8"

7 5/

8"

1 3/

16"

1 3/

16"

1 3/

16"

1 3/

16"

25/32"

17/32"

2"

1 3/8"

1 3/8"1 3/8" 7 1/4"

10"

3/8"

1 31/32"5 3/4"

7 3/32"

1 1/2"

UNIF

ORM

LY D

ISTR

IBUT

ED S

UPER

IMPO

SED*

LOA

D IN

LBS

. PER

SQ.

FT.

WIT

H 2"

TOP

PING

(350

0 PS

I)H1

0" x

48"

SEC

TION

INCL

UDES

THE

LIV

E LO

AD P

LUS

ANY

DEAD

LOA

D TH

AT IS

ADD

ITIO

NAL

TO T

HE W

EIGH

T OF

THE

BAR

E GR

OUTE

D PL

ANKS

& T

OPPI

NG

507

442

270

Lola

xP/

S St

rand

Com

bina

tion

7-W

ire

*

Stan

dard

Desi

gnat

ion

Ultim

ate

Kip-

Ft.

Mom

ent,

o M

n

per U

nit

Bend

ing

Sq. I

n.

Stra

ndAr

ea

P/S

663

566

614

626

1517 49

355

4

1618

28.1

8

28.1

8

in K

ips

o Vc

wSI

MPL

E SP

AN IN

FEE

T

374

456

412

341

312

322

21

397

19

359

2022 28

725

7

23

235

263

285

209

187

179

26

203

230

2425

27 156

136

28

8934

131

148

166

116

103

87

30 102

118

2931

743233

773536

3738

Unit

per

Grou

ted

wei

ght o

f pla

nk &

2" t

oppi

ng is

71+

25 =

96

lbs.

per

sq.

ft.

f'pu

= 27

0,00

0 ps

i

f'c =

5,0

00 p

si

Ic =

5,3

36 in

.

f'ci =

3,0

00 p

si 4bw

= 1

4.29

in.

Area

= 2

71 in

.2

28.1

836

067

057

061

753

043

548

139

518

832

930

227

823

325

720

913

516

815

110

712

094

7383

30_1

0708

T

30_1

0706

T

8-7/

16"o

0.92

0

6-7/

16"o

0.69

0

179.

64

138.

96

10-7

/16"

o30

_107

10T

1.15

021

8.28

5. V

alue

s to

the

left

and

belo

w th

e he

avy

step

ped

line

are

cont

rolle

d by

she

ar.

mat

eria

ls in

the

prop

osed

stru

ctur

e.so

that

thes

e fa

ctor

s ar

e co

mpa

tible

with

the

cont

iguo

usan

d/or

eng

inee

r for

the

cont

empl

ated

load

ing

and

span

defle

ctio

n m

ust a

lway

s be

inve

stig

ated

by

the

arch

itect

,4.

The

tabl

e in

dica

tes

max

imum

saf

e lo

ads.

Cam

ber a

nd

3. F

or lo

nger

spa

ns, h

eavi

er lo

ads,

or s

peci

al c

ondi

tions

,

2. F

or c

ompl

ete

and

deta

iled

calc

ulat

ions

con

sult

cons

ult O

ldca

stle

Pre

cast

.

Oldc

astle

Pre

cast

.

NOTE

S

6. S

hade

d re

gion

indi

cate

s ex

pect

ed c

ambe

r gre

ater

than

1".

481

651

537

603

355

432

391

324

297

213

240

270

190

168

116

132

149

102

30_1

0806

T6-

1/2"

o0.

918

179.

1689

7628

.18

1. D

esig

n St

anda

rd: A

CI 3

18-2

005


Bui

ldin

g S

yste

ms

ELEM

ATIC

® H

ollo

wco

re P

lank

o M

n

UNIF

ORM

LY D

ISTR

IBUT

ED S

UPER

IMPO

SED*

LOA

D IN

LBS

. PER

SQ.

FT.

WIT

H NO

TOP

PING

N12"

x 4

8" S

ECTI

ON

I = 5

,246

in.

f'ci =

3,0

00 p

siGr

oute

d w

eigh

t of p

lank

is 8

0 lb

s. p

er s

q. ft

.f'c

= 5

,000

psi

f'pu

= 27

0,00

0 ps

ibw

= 1

4.25

in.

Area

= 3

07 in

.4

2

248

INCL

UDES

THE

LIV

E LO

AD P

LUS

ANY

DEAD

LOA

D TH

AT IS

ADD

ITIO

NAL

TO T

HE W

EIGH

T OF

THE

BAR

E GR

OUTE

D PL

ANKS

IN P

LACE

Ultim

ate

Kip-

Ft.

Mom

ent,

142.

08

per U

nit

Bend

ing

*

270

Lola

xP/

S St

rand

Com

bina

tion

6-7/

16"o

7-W

ireSt

anda

rdDe

sign

atio

n

20_1

2706

0.69

0

Area

Sq. I

n.

Stra

ndP/

S

377

343

276

307

SIM

PLE

SPAN

IN F

EET

184

20

224

21

203

23

167

2224

151

2725

137

26

125

2829

3231

3033

34Un

itpe

r

28.1

0

in K

ips

o Vc

w

3635

286

320

7-7/

16"o

20_1

2707

20_1

2709

164.

52

206.

92

0.80

5

1.03

545

1

403

337

377

412

367

346

311

151

187

244

274

295

266

256

222

183

223

238

202

205

166

144

172

138

157

125

113

92 121

132

102

111

9310

285

28.1

0

28.1

0

3738

3940

4142

329

20_1

2808

240.

201.

224

424

464

388

357

198

282

304

262

228

245

213

153

181

167

129

141

119

100

109

9228

.10

7785

20_1

2708

8-7/

16"o

186.

080.

920

390

427

328

357

303

224

260

281

243

204

186

170

118

142

155

129

108

28.1

0

20_1

2807

213.

201.

071

399

437

336

365

310

9523

126

728

724

721

217

719

412

514

916

213

611

410

479

8728

.10

113

103

9889

72

9-7/

16"o

7-1/

2"o

8-1/

2"o

5. V

alue

s to

the

left

and

belo

w th

e he

avy

step

ped

line

are

cont

rolle

d by

she

ar.

mat

eria

ls in

the

prop

osed

stru

ctur

e.so

that

thes

e fa

ctor

s ar

e co

mpa

tible

with

the

cont

iguo

usan

d/or

eng

inee

r for

the

cont

empl

ated

load

ing

and

span

defle

ctio

n m

ust a

lway

s be

inve

stig

ated

by

the

arch

itect

,4.

The

tabl

e in

dica

tes

max

imum

saf

e lo

ads.

Cam

ber a

nd

3. F

or lo

nger

spa

ns, h

eavi

er lo

ads,

or s

peci

al c

ondi

tions

,

2. F

or c

ompl

ete

and

deta

iled

calc

ulat

ions

con

sult

cons

ult O

ldca

stle

Pre

cast

.

Oldc

astle

Pre

cast

.

NOTE

S

6. S

hade

d re

gion

indi

cate

s ex

pect

ed c

ambe

r gre

ater

than

1".

4344

45

9485

76

8375

8173

7870 65

7165

1. D

esig

n St

anda

rd: A

CI 3

18-2

005

3/8"

3/8"

1 3/8"9 1/16"1 9/16"

1 15

/16"

4'-0

"

R4 29/32"

11 1

/8"

8 19

/32"

25/32"

1/2"

7 3/4"

9 17/32"

3 13

/16"

1 3/16" 10 2

9/32

"1

15/1

6"1 5/16"

7 3/

4"

1 1/2"1 31/32"

5/16

"

2 9/

16"

11 1

/8"

1"1"

10 2

9/32

"

1 1/2"

4 9/

32"

11 1

/8"

4 9/

32"

2 5/

16"

3 17

/32"

4 7/

32"

1'-0"

1'-0

7/8

"


Bui

ldin

g S

yste

ms

ELEM

ATIC

® H

ollo

wco

re P

lank

o M

n

8-1/

2"o

UNIF

ORM

LY D

ISTR

IBUT

ED S

UPER

IMPO

SED*

LOA

D IN

LBS

. PER

SQ.

FT.

WIT

H 2"

TOP

PING

(350

0 PS

I)N1

2" x

48"

SEC

TION

INCL

UDES

THE

LIV

E LO

AD P

LUS

ANY

DEAD

LOA

D TH

AT IS

ADD

ITIO

NAL

TO T

HE W

EIGH

T OF

THE

BAR

E GR

OUTE

D PL

ANKS

& T

OPPI

NG

284

362

340

P/S

Stra

ndCo

mbi

natio

n

270

Lola

x

*

Desi

gnat

ion

Stan

dard

7-W

ireM

omen

t,Be

ndin

g

Area

Sq. I

n.

Stra

ndP/

S

Kip-

Ft.

per U

nit

Ultim

ate

20 519

487

444

21 395

472

444

23 395

371

317

22 353

431

404

2445

SIM

PLE

SPAN

IN F

EET

27 208

286

252

25 256

334

307

26 231

310

278

28 259

229

188

29 170

233

206

32 120

146

170

136

164

189

30 154

210

184

3133 12

9

104

153

34 90 114

137

40

95

36 87 108

35 100

122

3738 83

3941

4243

44

per

Unit

33.3

9

o Vc

win

Kip

s

Grou

ted

wei

ght o

f pla

nk &

2" t

oppi

ng is

80+

25 =

105

lbs.

per

sq.

ft.

f'c =

5,0

00 p

si

f'pu

= 27

0,00

0 ps

i

f'ci =

3,0

00 p

si

Ic =

8,3

93 in

.4

Area

= 3

07 in

.

bw =

14.

25 in

.2

290

271

484

515

567

532

431

404

471

441

396

371

316

337

365

343

312

293

131

153

270

245

249

226

221

199

186

162

205

180

169

146

93 112

138

118

124

105

70 9010

1

81

8061

6170

280.

00

248.

92

192.

96

217.

56

167.

28

281

500

241.

6455

041

845

638

432

735

430

214

125

923

421

217

319

215

610

112

711

478

89

33.3

9

33.3

9

33.3

9

33.3

9

33.3

9

6-7/

16"o

8-7/

16"o

7-7/

16"o

20_1

2706

T

20_1

2707

T

20_1

2708

T

0.69

0

0.92

0

0.80

5

20_1

2709

T9-

7/16

"o1.

035

7-1/

2"o

20_1

2807

T

20_1

2808

T

1.07

1

1.22

4

5. V

alue

s to

the

left

and

belo

w th

e he

avy

step

ped

line

are

cont

rolle

d by

she

ar.

mat

eria

ls in

the

prop

osed

stru

ctur

e.so

that

thes

e fa

ctor

s ar

e co

mpa

tible

with

the

cont

iguo

usan

d/or

eng

inee

r for

the

cont

empl

ated

load

ing

and

span

defle

ctio

n m

ust a

lway

s be

inve

stig

ated

by

the

arch

itect

,4.

The

tabl

e in

dica

tes

max

imum

saf

e lo

ads.

Cam

ber a

nd

3. F

or lo

nger

spa

ns, h

eavi

er lo

ads,

or s

peci

al c

ondi

tions

,

2. F

or c

ompl

ete

and

deta

iled

calc

ulat

ions

con

sult

cons

ult O

ldca

stle

Pre

cast

.

Oldc

astle

Pre

cast

.

NOTE

S

6. S

hade

d re

gion

indi

cate

s ex

pect

ed c

ambe

r gre

ater

than

1".

78

75

72

1. D

esig

n St

anda

rd: A

CI 3

18-2

005

3/8"

3/8"

1 3/8"9 1/16"1 9/16"

1 15

/16"

4'-0

"

R4 29/32"

11 1

/8"

8 19

/32"

25/32"

1/2"

7 3/4"

9 17/32"

3 13

/16"

1 3/16" 10 2

9/32

"1

15/1

6"1 5/16"

7 3/

4"

1 1/2"1 31/32"

5/16

"

2 9/

16"

11 1

/8"

1"1"

10 2

9/32

"

1 1/2"

4 9/

32"

11 1

/8"

4 9/

32"

2 5/

16"

3 17

/32"

4 7/

32"

1'-0"

1'-0

7/8

"

2"


Bui

ldin

g S

yste

ms

ELEM

ATIC

® H

ollo

wco

re P

lank

o M

n

3/8"

3/8"

1 3/8"1'-1"1 5/8"

1 15

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R4 13/16"

11 1

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8 31

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25/32"

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11 3/4"

1'-0 19/32"

2 7/

8"

1 13/32"

10 2

9/32

"1

15/1

6"

1 31/32"

8 25

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1 1/2"1 31/32"

5/16

"

2 5/

32"

11 1

/8"

1"1"

10 2

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"

1 1/2"

4 17

/32"

11 1

/8"

4 17

/32"

2 5/

32"

4 3/

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3/8"

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1 9/16"

UNIF

ORM

LY D

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LOA

D IN

LBS

. PER

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WIT

H NO

TOP

PING

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x 4

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ECTI

ON

I = 1

1,33

9 in

.f'c

i = 3

,000

psi

Grou

ted

wei

ght o

f pla

nk is

95

lbs.

per

sq.

ft.

f'c =

5,0

00 p

sif'p

u =

270,

000

psi

bw =

11.

3 in

.Ar

ea =

365

in.

4

2

216

INCL

UDES

THE

LIV

E LO

AD P

LUS

ANY

DEAD

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D TH

AT IS

ADD

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NAL

TO T

HE W

EIGH

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THE

BAR

E GR

OUTE

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ANKS

IN P

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Ultim

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ent,

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12

per U

nit

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*

270

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xP/

S St

rand

Com

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8-7/

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ireSt

anda

rdDe

sign

atio

n

20_1

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0.92

0

Area

Sq. I

n.

Stra

ndP/

S

281

263

230

246

SIM

PLE

SPAN

IN F

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179

29

203

30

191

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166

3133

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3634

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4140

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itpe

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ips

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w

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248

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20_1

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288.

52

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20

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5

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2

295

257

282

301

275

264

241

144

164

200

219

233

212

206

188

167

183

194

177

174

155

137

155

133

147

123

113

95 119

128

104

110

9510

288

30.6

7

30.6

7

4647

4849

5051

269

20_1

6811

437.

241.

683

327

350

306

287

179

238

253

225

200

212

189

152

169

160

137

144

130

115

123

107

30.6

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8-1/

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341.

601.

224

288

308

252

269

237

186

209

222

197

175

166

156

115

134

145

124

107

30.6

7

20_1

6810

406.

001.

530

314

336

276

294

259

113

203

229

243

216

192

171

181

138

154

162

146

130

121

9810

530

.67

119

109

9991

91

9-1/

2"o

10-1

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11-1

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5. V

alue

s to

the

left

and

belo

w th

e he

avy

step

ped

line

are

cont

rolle

d by

she

ar.

mat

eria

ls in

the

prop

osed

stru

ctur

e.so

that

thes

e fa

ctor

s ar

e co

mpa

tible

with

the

cont

iguo

usan

d/or

eng

inee

r for

the

cont

empl

ated

load

ing

and

span

defle

ctio

n m

ust a

lway

s be

inve

stig

ated

by

the

arch

itect

,4.

The

tabl

e in

dica

tes

max

imum

saf

e lo

ads.

Cam

ber a

nd

3. F

or lo

nger

spa

ns, h

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,

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or c

ompl

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and

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iled

calc

ulat

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con

sult

cons

ult O

ldca

stle

Pre

cast

.

Oldc

astle

Pre

cast

.

NOTE

S

6. S

hade

d re

gion

indi

cate

s ex

pect

ed c

ambe

r gre

ater

than

1".

5253

5455

9991

8275 87

7279

8476

6370 81

7569

63

8478

7262

67

8781

7075

1. D

esig

n St

anda

rd: A

CI 3

18-2

005


Bui

ldin

g S

yste

ms

ELEM

ATIC

® H

ollo

wco

re P

lank

4'-0

"

1 15

/16"1 5/8" 1'-1" 1 3/8"

3/8"

8 31

/32"

11 1

/8"

R4 13/16"

8 25

/32"

1 31/32"

10 2

9/32

"

1 13/32"

2 7/

8"

1'-0 19/32"

11 3/4"

1/2"

1 15

/16"

25/32"1 31/32"

1 1/2"

5/16

"

2 5/

32"

11 1

/8"

4 17

/32"1 1/2"

11 1

/8"

2 5/

32" 4

17/3

2"

1 9/16"

1"1"

4 3/

8"4

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10 2

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1'-0

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"

1'-4"

2"

3/8"

UNIF

ORM

LY D

ISTR

IBUT

ED S

UPER

IMPO

SED*

LOA

D IN

LBS

. PER

SQ.

FT.

WIT

H 2"

TOP

PING

(350

0 PS

I)E1

6" x

48"

SEC

TION IN

CLUD

ES T

HE L

IVE

LOAD

PLU

S AN

Y DE

AD L

OAD

THAT

IS A

DDIT

IONA

L TO

THE

WEI

GHT

OF T

HE B

ARE

GROU

TED

PLAN

KS &

TOP

PING

318

P/S

Stra

ndCo

mbi

natio

n

270

Lola

x

*

Desi

gnat

ion

Stan

dard

7-W

ireM

omen

t,Be

ndin

g

Area

Sq. I

n.

Stra

ndP/

S

Kip-

Ft.

per U

nit

Ultim

ate

o M

n

45

SIM

PLE

SPAN

IN F

EET

256

295

275

240

29

224

32

173

191

30

209

3133

156

34

141

4036

35

127

3738

3941

4243

44

34.8

7

34.8

7

per

Unit

34.8

7

o Vc

win

Kip

s

Grou

ted

wei

ght o

f pla

nk &

2" t

oppi

ng is

95+

25 =

120

lbs.

per

sq.

ft.

f'c =

5,0

00 p

sif'p

u =

270,

000

psi

f'ci =

3,0

00 p

siIc

= 1

6,34

8 in

.4Ar

ea =

365

in.

bw =

11.

3 in

.2

279

252

367

334

289

319

342

310

298

269

146

179

261

235

244

229

221

206

202

176

215

193

190

161

107

140

166

132

152

119

85 117

128

95

107

8797

417.

60

323.

72

293.

52

4946

4748

5051

489.

7237

340

134

932

630

512

319

723

626

828

625

122

220

915

517

518

516

514

513

410

411

395

8734

.87

453.

9635

838

533

431

229

211

018

822

625

627

324

021

219

914

316

717

715

513

112

092

101

34.8

7

380.

4432

635

030

326

528

316

220

423

224

821

719

217

711

213

514

812

310

190

34.8

7

114

101

8-7/

16"o

20_1

6708

T0.

920

9-7/

16"o

20_1

6709

T

20-1

6809

T

1.03

5

1.37

7

20_1

6811

T1.

683

20_1

6808

T8-

1/2"

o1.

224

20_1

6810

T1.

530

9-1/

2"o

10-1

/2"o

11-1

/2"o

5. V

alue

s to

the

left

and

belo

w th

e he

avy

step

ped

line

are

cont

rolle

d by

she

ar.

mat

eria

ls in

the

prop

osed

stru

ctur

e.so

that

thes

e fa

ctor

s ar

e co

mpa

tible

with

the

cont

iguo

usan

d/or

eng

inee

r for

the

cont

empl

ated

load

ing

and

span

defle

ctio

n m

ust a

lway

s be

inve

stig

ated

by

the

arch

itect

,4.

The

tabl

e in

dica

tes

max

imum

saf

e lo

ads.

Cam

ber a

nd

3. F

or lo

nger

spa

ns, h

eavi

er lo

ads,

or s

peci

al c

ondi

tions

,

2. F

or c

ompl

ete

and

deta

iled

calc

ulat

ions

con

sult

cons

ult O

ldca

stle

Pre

cast

.

Oldc

astle

Pre

cast

.

NOTE

S

6. S

hade

d re

gion

indi

cate

s ex

pect

ed c

ambe

r gre

ater

than

1".

5253

5455

9080

70

75

8071

62 7861

69 8467

75

7279

64

1. D

esig

n St

anda

rd: A

CI 3

18-2

005


(VARIES WITH BLDG LAYOUT)1" MIN. LAP RECOMMENDED

PLANK CAMBERHIDDEN BY FINISH MATERIALS

POCKET @ 4'-0" O/C

10"

#4 U-BAR GROUTED INTO

6" 6"

COURSE SOLIDFILL TOP

NOT BY OBS

EXT. FIN.

PERIMETER 1:3 GROUT

LONGITUDINAL BARAS REQUIRED

WALL REINFORCING NOT BY OBS

FORM ASREQ’D

#4 U-BAR GROUTED INTOPOCKET @ 4'-0" O/C

1" MIN. LAP RECOMMENDEDSIMILAR(VARIES WITH OBS LAYOUT)

VARIES

6" 6"

WALL REINFORCING NOT BY OBSCOURSE SOLIDFILL TOP

NOT BY OBS



BUTT JOINT 1:3 GROUT

#4 BENT BAR

KEYWAY

3 1/2" BRG FOR 10" CMU4 1/2" BRG FOR 12" CMU

3" BRG FOR 8" CMU

GROUTED INTO

1" MIN. LAP RECOMMENDED(VARIES WITH OBS LAYOUT)

3'-0"

8"

1/8"x2" KOROLATHBRG PAD


NOT BY OBS WALL REINFORCING NOT BY OBS




#4 X 4'-0" TIE ROD GROUTEDINTO KEYWAY




3" BRG FOR 8" CMUSIMILAR



WALL REINFORCING NOT BY OBSCOURSE SOLIDFILL TOP

NOT BY OBS

2'-0"

3" BRG

INTO KEYWAY#4 BENT BAR GROUTED

8"

EXT. FIN.

PERIMETER 1:3 GROUT



NOT BY OBS

1/8"x2" KOROLATH

WALL REINFORCING NOT BY OBS(1/2" CLR FROM PLANK BRG)

BRG PAD

FORM ASREQ’D

REFER TO AN-1.0 REGARDINGBRICK RELIEVING ANGLE DETAILS


NOT BY OBS

FORM AS

PERIMETER 1:3 GROUT

1/8"x2" KOROLATH

3" BRG


BRG PAD

#4 BENT BAR GROUTEDINTO KEYWAY


2'-0

"

2'-0"

REQ’D

EXT. FIN.

REFER TO AN-1.0 REGARDINGBRICK RELIEVING ANGLE DETAILS

Hollowcore Plank Details

E1.0 Exterior Bearing (Typ. Flr.) E2.0 Exterior Bearing (Roof)

E3.0 Interior Bearing E4.0 Exterior Side Lap

E5.0 Interior Shear Wall E6.0 Interior Change of Direction


6'-0

" MAX

.

10'-0

" MAX

.4'-0

"

ADJ. PLANK

PC SOLID SLAB W/ INTEGRAL SIDE BALCONY

L/2 MAX.

L

PLAN VIEW

BRG

WAL

L

BRG

WAL

L

1/4:

12 P

ITCH

SEE U-BAR DETAILPER SECTION 9

NOT BY OBSCOURSE SOLIDFILL TOP

1'-4" MAX

POCKETS @ 4'-0" O/C#4 U-BAR GROUTED INTO

#4 X 1'-0" DOWELDRILL & GROUT AFTERPLANK ERECTION @ 8'-0" O.C.

1'-0"

6" 6"

ROOFING MATERIAL NOT SHOWN FOR CLARITY


T+2"

T


FILL TOP

NOT BY OBSCOURSE SOLID

CANTILEVER LENGTH VARIES

3" BRG

WELDED CONNECTIONDESIGNED BY OBS ENG.

PC SOLIDAT CONNECTIONS

PC SOLID BALCONY SLABWITH 1/4" IN 12" PITCH

DRIP EDGE

5'-0" MAX. FOR T = 4"6'-0" MAX. FOR T = 6"7'-0" MAX. FOR T = 8"

STEEL SHIM IF REQ’D

TEMP. SHORING IF REQ’D

STANDARD TWO EAR HEADER

ONE EAR HEADERTHIS END SUPPORTEDON CMU BRG WALL

PLANK THK HEADER ANGLE EAR PLATE

ELEMATIC 6" L 4"x4"x3/8" PLT 4"x1/2" X 1'-1"ELEMATIC 8" L 6"x4"x3/8" PLT 4"x1/2" X 1'-1"ELEMATIC 10" L 7"x4"x1/2" PLT 4"x5/8" X 1'-1"ELEMATIC 12" L 8"x4"x1/2" PLT 4"x3/4" X 1'-1"

(RECESS FOR ANGLE THK)

1/8"x2" KOROLATHBRG PAD4'-0" MAX. FOR 8" PLANK


5'-0" MAX. FOR 10" PLANK6'-0" MAX. FOR 12" PLANK FILL TOP

NOT BY OBSCOURSE SOLID

#4 X 1'-0" DOWELDRILL & GROUT IN KEYWAYS@48" O/C AFTER PLANK ERECTION

BAY WINDOW WALLEXTERIOR FINISH TOBYPASS PLANK END

INSULATION BY OTHERS TOP REINFORCINGDESIGNED BY OBS ENG.

PLK

*CONTACT OBS ENG FOR 6" PLANK

3'-0

" TO

5'-0

" (NT

S)

GROUT SOLID CORE IF REQ’D.

PLAN VIEW

STEEL HEADER

DESIGN BY OBS ENG.

A

SECT A

HEADER ANGLE

1"


E7.0 Header Support at Large Opening E8.0 Plank Header Types

E9.0 Small Side Plank Roof Overhang E10.0 Cantilever Plank for Bay Windows

E11.0 Cantilever Solid Slab Balconies E12.0 Side Cantilever Balconies


#4 X 4'-0" TIE RODGROUTED INTO KEYWAY

LC

2" JT. FOR 1/2" THK ANGLES3" JT. FOR 3/4" THK ANGLES


4" MIN. ANGLE LEG

MAX CAMBER AT MIDSPANJUMPER PLATES AS REQ'D

LC

VARIES1'-0" MAX. @ 8'-0" O/C

SIDE WELD PLATES

3/16" 3"

3/16" 3"

#4 BENT BAR

KEYWAYGROUTED INTO

3'-0"

8" LC

1" PASS

1/2" MIN. LAP



(1) WELD PLATE@ 4'-0" O.C.

3/16" 3"

2 1/2" MIN. BRG

7" MINRECOMMENDED

#4 X 4'-0" TIE ROD GROUTED

LC

1"1"

INTO KEYWAY

IF RESTRAINT IS EXCESSIVE. WELDING ALTERNATINGNOTE: DO NOT WELD BOTH ENDS OF THE SAME PLANK

PLANKS WILL STILL PROVIDE LATERAL BEAM BRACING.


3/16" 3"



LC

@ 8'-0" O/CSIDE WELD PLATES

MAX CAMBER AT MIDSPANJUMPER PLATES AS REQ'D

3/16" 3"

3/16" 3"

LC

1" PASS




3/16" 3"


E13.0 End Bearing on Steel E14.0 Interior Bearing on Steel

E15.0 Exterior Side Lap on Steel E16.0 Interior Side Lap on Steel

E17.0 Interior Change of Direction E18.0 Angle Support at Corridors


4'-0" MAX. FOR 8" PLANK


5'-0" MAX. FOR 10" PLANK6'-0" MAX. FOR 12" PLANK

BAY WINDOW WALLEXTERIOR FINISH TOBYPASS PLANK END

INSULATION BY OTHERS

TOP REINFORCINGDESIGNED BY OBS ENG.

PLK

LC

*CONTACT OBS ENG FOR 6" PLANK


3/16" 3"


#4 BENT BAR

KEYWAYGROUTED INTO


3'-0"8" LC

1" CLR FOR 1/2" THK ANGLES1 1/2" CLR FOR 3/4" THK ANGLES

1/2" MIN. LAP

4" MIN. ANGLE LEG


3/16" 3"




LC

1" CLR1" CLR


ANGLES OR PLATESWITH STIFFENERS NOT BY OBS

2" C

OV.

2 1/2"2 1/2"


3/16" 3"


3/16" 3"



GROUT SOLID

LC

7" MIN.

1" CLR1 1/4" CLR MIN. FOR ERECTION

AT BOTH ENDS OF PLANK.NOTE: DO NOT USE THIS DETAIL

(FLG INTERFERES WITH ERECTION)


3/16" 3"

1" CLR1" CLR

LC BUTT JOINT 1:3 GROUT

1 5/

8" C

OV.

1'-2"CONT. BOT. PLT 14"x3/8" #4 X 4'-0" TIE ROD

GROUTED INTO KEYWAY



1" CLR

4"

1" CLR

4"

LCBUTT JOINT 1:3 GROUT

2" C

OV.

ANGLES OR PLATESWITH STIFFENERS NOT BY OBS


3/16" 3"


3/16" 3"

FORMING (NOT BY OBS)


E19.0 Change of Direction on Angles E20.0 End Bearing on Upset Steel

E21.0 Interior Bearing on Upset Steel (1) E22.0 Interior Bearing on Upset Steel (2)

E23.0 Interior Bearing on Upset Steel (3) E24.0 Cantilever Plank for Bay Windows


6"



1"

2 1/2" BRG2 1/2" BRG

TOP FINGER SLOTSIN PLANKS FORGROUT ACCESS



3/16" 3"3/16" 3"

8" MIN.GROUT

8" MIN.GROUT

DB8 GIRDER#4 X 2'-0"@ 2'-0" O.C.

FACTORY SLOTSFOR GROUT ACCESS4"AT EACH CORE

4000 PSI GROUTCONT. ALONG DB8

3" BRG(2" MIN.)


8"




2"

3" BRG 3" BRG

3/16" 3"3/16" 3"

(LOAD BEARING)CFS METAL WALL

6"

FORM AS REQ’D

1 1/2"



3 1/2"BRG

1"

3/16" 3"

SMALL CORE

FIELD INSTALLED ANCHOR NOT BY OBS

BENT PLATE OR ANGLE NOT BY OBS

(NONLOAD BEARING)CFS METAL WALL

4" OR 6" CFS METAL WALL

SMALL CORE

4" OR 6" CFS METAL WALL

(NONLOAD BEARING)CFS METAL WALL



SHIMMING OF METAL STUDS REQ’DTO ADJUST FOR PLANK CAMBER


E29.0 Interior Bearing on 6" Metal Wall E30.0 Typ. Girder-Slab System

E25.0 Exterior Bearing on Metal Stud E26.0 Exterior Bypass Side on Metal Stud

E27.0 Exterior Side Lap on Metal Stud E28.0 Interior Bearing on 8" Metal Wall


8" T

HKM

ID-L

ANDI

NG

2" CLR

L 5"x5"x1/2" X MID-LANDING WIDTH

EMBED PLT 6"x4"x3/8"

5"

NOT BY OBSFILL CMU SOLID

FILL WITH 1:3 GROUT

HILTI 3/4"Ø HAS

6 3/4" EMBED.

SPCG DESIGNEDBY OBS ENG. 8" SOLID LANDING

3/16" 3"

CAULKING B.O.

SHIM AS REQUIREDBY ERECTOR

#5 X 11" (2 PER STAIR)DRILLED & GROUTED INTOFLOOR SLAB BY ERECTOR

CIP FLOOR SLAB

1:3 GROUTBY ERECTOR

5"

2" DIA. SLEEVE CASTBY OBS

WALL REINF. B.O.

2" LAP

LAND

ING

THK

TO M

ATCH

PLK

8" SOLID LANDING

FLOOR LANDING

1" CLR

8" TY

P

8" SOLID LANDING

MID-LANDING

5 1/

2"1/

2"

GROUT BY ERECTOR

SHIM AS REQUIREDBY ERECTOR

8"

2"

5 1/2" THROAT AT HALF FLIGHT7" THROAT AT FULL FLIGHT

6"

SOLI

DLN

DG


WALL REINF. B.O.


3" BRG FOR 8" CMU

LAND

ING

THK

TO M

ATCH

PLK

8" SOLID LANDING

5 1/2" THROATAT HALF FLIGHT

7" THROATAT FULL FLIGHT

GROUT BYERECTOR

8" S

OLID

LND

G

SHIM AS REQUIRED

1/2" 4"

3 3/

4"

4 1/2"

0"

1/2"

3 3/

4"


E31.0 Precast Stair Landing & Stair Down E32.0 Precast Stair Landing & Stair Up

E35.0 Floor & Mid-Landing Back Side Lap E36.0 Mid-Landing Support Angle

E33.0 Precast Stair at Ground Slab E34.0 Floor Landing End Bearing


LC

CANT. AS REQ’D


3/16" 3"

DAP AS REQ’D

DAP

AS R

EQ’D

SOLID END

ELEVATOR SHAFT

ELEVATOR SHAFT

PERIMETER 1:3 GROUT



NOT BY OBSWALL REINFORCING NOT BY OBS

FORM ASREQ’D

2" O

RAS

REQ

’D

SHELF ANGLE(NOT BY OBS)

ELEVATOR SHAFT


POCKET @ 4'-0" O/C

12"

#4 U-BAR GROUTED INTO

6"

(VARIES WITH BLDG LAYOUT)1" MIN. LAP RECOMMENDED

6"

LC

DAP AS REQ’DDA

PAS

REQ

’D

SMALL CORE

ELEVATOR SHAFT

ELEVATOR SHAFT

CANT. AS REQ’D

MAX CAMBER AT MIDSPANJUMPER PLATES AS REQ’D

3/16" 3"

3/16" 3"

@ 8'-0" O/CSIDE WELD PLATES

2'-0"

3" BRG

INTO KEYWAY#4 BENT BAR GROUTED

8"

PERIMETER 1:3 GROUT



NOT BY OBS

1/8"x2" KOROLATH


BRG PAD

FORM ASREQ’D

2" O

RAS

REQ

’D

SHELF ANGLE(NOT BY OBS)

ELEVATOR SHAFT

FLARE TOPOF CIP WALL

FORM AS

PERIMETER 1:3 GROUT

1/8"x2" KOROLATH

3" BRG


BRG PAD



2'-0

"

2'-0"

REQ’D

6"

(LOAD BEARING)CFS METAL WALL

6"

(1) BOTTOM WELD PLATE@ 4'-0" O.C. BY OBS

TOP PLATE 6"x3/8"x1'-0"CAST-IN PLANK

VARIES

L 8"x4"x1/2" X0'-8"SET BY ELEV. INSTALLER 1/4"

ELEVATORGUIDE RAIL

3/16" 3"


E37.0 Elevator Door Support Detail (1) E38.0 Elevator Door Support Detail (2)

E39.0 Elevator Door Support Detail (3) E40.0 Elevator Door Support Detail (4)

E41.0 Elevator Stud & Plank at Elevator Wall E42.0 Exterior Bearing on 6" ICF Wall


PLANK

OLDCASTLE BUILDING SYSTEMS (OBS) DOES NOT SUPPLY OR INSTALL BRICK RELIEVING ANGLES.

IF GROUT AND INSTALLION OF PLANK IS TO BE PERFORMED BY OBS THEN THE CONTRACTOR IS TO REFRAIN FROM INSTALLING BRICK RELIEVING ANGLES UNTILL THE WORK HAS BEEN COMPLETED. ESPECIALLY IN SITUATIONS WHERE THE ANGLE WOULD HINDER OBS FROM PERFORMING THE AGREED UPON SCOPE OF WORK.

ALL BRICK RELIEVING ANGLES SHOULD BE ANCHORED INTO THE WALL SYSTEM (SEE SECTIONS BELOW), WHICH HAS BEEN DESIGNED TO ACCOUNT FOR SUCH LOADING. DO NOT INSTALL RELIEVING ANGLES INTO GROUT OR ATTACH DIRECTLY TO THE HOLLOWCORE (PLANK).

IF YOU NEED ADDITIONAL INFORMATION OR ASSISTANCE PLEASE CONTACT THE OLDCASTLE BUILDING SYSTEMS ENGINEERING DEPARTMENT.

RELIEVING ANGLE(NOT BY OBS)

TYPICAL FOR CONCRETE WALL

PLANK

RELIEVING ANGLE(NOT BY OBS)

TYPICAL FOR METAL STUD

PERIMETER 1:3 GROUT

1/8"x2" KOROLATH

3" BRG


BRG PAD



2'-0

"

2'-0"

FORM ASREQ’D

8"







8"

3" BRG 3" BRG







6"

3" BRG3" BRG

FLARE TOPOF CIP WALL


E45.0 Interior Bearing on 8" ICF Wall

E44.0 Exterior Bearing on 8" ICF Wall

E43.0 Interior Bearing on 6" ICF Wall

AN-1.0 Brick Relieving Angle

Delivering Reliability


Oldcastle Precast Building Systems123 County Route 101 Selkirk, NY 12158800-523-3747

Oldcastle Precast Building Systems1401 Trimble Road Edgewood, MD 21040 Phone: 800-523-9144©2010 Oldcastle Precast

oldcastlesystems.com

hollowcore guide 2010

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