AboutElematicHollowcorePlank

6 "

8 "

10 "

12 "

16 "

2008 Technical Data Guide For Precast, Prestressed Concrete Hol low-core Plank

ELEMATIC ®

Hol low-core Plank

Building Systems

Building Systems

Table of ContentsIntroduction......................................... 3

Manufacturing Process ....................... 3

Load Table Design Criteria .................. 3

Plank Design Considerations .............. 3

Fire Ratings ......................................... 4

Sound Ratings..................................... 4

Specifications.................................5 - 8

Tolerances ........................................... 9

Load Tables ................................10 - 21

Details ........................................22 - 29

2008 Technical Data Guide For Precast, Prestressed Concrete Hol low-core Plank

ELEMATIC ®

Hollow-core Plank

2 | Elematic® Hollow-core Plank Technical Data Guide www.oldcastlesystems.com

Elematic® Hollow-core Plank Technical Data Guide | 3www.oldcastlesystems.com

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

ing and detailing precast concrete hollow-core plank manufactured by Oldcastle Precast, Inc.

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 hollow-core

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.


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 hollow-core 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 hollow-core 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 to use 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 hollow-core 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® hollow-core 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 31/8 Topping

Impact Insulation Class (IIC)

Types of Floor Systems Rating

8" Hollow-core Plank 28

8" Hollow-core Plank + ½" wood block flooring adhered directly 47

8" Hollow-core Plank + 0.058" vinyl tile 50

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

54

8" Hollow-core 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

10" Elematic® + 2” Topping 56

12" Elematic® 54


16" Elematic® 56



Building Systems

SPECIFICATIONS FOR PRECAST, PRESTRESSED HOLLOW-CORE PLANK SECTION 03400

GENERAL1. Description1.01

Work Included:A. These specifications cover manufacture, transportation and erection of precast, prestressed, concrete, hollow-core plank, including 1. grouting of joints between adjacent units.

Related Work Specified Elsewhere:B. Cast-in-Place Concrete: Section_________2.

Architectural Precast Concrete: Section_________3.

Precast Structural Concrete: Section ________4.

Underlayments (Floor and/or Roof Leveling): Section________5.

Caulking and Sealants: Section _______6.

Small Holes for Mechanical/Plumbing: Section ______7.

Cast-in-Place Embedments: Section________8.

Steel Bearing Lintels: Section _________9.

Insulation in Plank Cores: Section ________10.

Quality Assurance1.02

Manufacturer Qualifications: The precast concrete manufacturing plant shall be certified by the Prestressed Concrete Institute (PCI) Plant A. Certification Program prior to the start of production. Manufacturer shall be certified in category C2. The manufacturer shall retain a registered structural engineer to certify that manufacturing is in accordance with design requirements; or The manufacturer shall, at his expense, meet the following requirements:

The basis of inspection shall be the Prestressed Concrete Institute’s 1. “Manual for Quality Control for Plants and Production of Precast and Prestressed Concrete Products”, MNL-116, and the criteria for acceptance shall be the same as the Plant Certification Program.

Erector Qualifications: PCI Qualified and regularly engaged for at least 5 years in the erection of precast structural concrete similar to the B. requirements of this project. Retain aregistered structural engineer to certify that erection is in accordance with designrequirements.

Welder Qualifications: In accordance with AWS D1.1.C.

Testing: In general compliance with applicable provisions of Prestressed Concrete Institute MNL-116, D. “Manual for Quality Control for Plants and Production of Precast Prestressed Concrete Products”.

Requirements of Regulatory Agencies: All local codes plus the following specifications, standards and codes are a part of these E. specifications:

ACI 318 – Building Code Requirements for Reinforced Concrete;1. AWS D1.1 – Structural Welding Code-Steel;2. AWS D1.4 – Structural Welding Code-Reinforcing Steel;3. ASTM Specifications – As referred to in Part 2-Products, of this Specification.4.


Submittals and Design1.03

Shop Drawings:A.

Erection Drawings1. Plans locating and defining all hollow-core planks furnished by the manufacturer, with all major openings shown.a. Sections and details showing connections, weld plates, edge conditions and support conditions of the hollowcore plank units.b. All dead, live and other applicable loads used in the design.c. Fire rating.d.

Approvals:B.

Submit _______ copies of erection drawings for approval prior to fabrication. Fabrication not to proceed prior to receipt of 1. approved drawings.

Product Design Criteria:C.

Loadings for design1. Initial handling and erection stresses.a. All dead and live loads as specified on the contract documents.b. All other loads specified for hollow-core plank where applicable.c.

Fire rating shall be _____ hour(s).2.

Design steel plank support headers when such headers are determined necessary by the manufacturer’s engineer.3.

Design calculations shall be performed by an engineer, registered in the state that the project is located in, and experienced in 4. precast prestressed concrete design. Design calculations to be submitted for approval upon request.

Design shall be in accordance with ACI 318 and applicable codes.5.

Permissible Design Deviations:D.

Design deviations will be permitted only after the Architect/Engineer’s written approval of the manufacturer’s proposed design 1. supported by complete design calculations and drawings.

Design deviations shall provide an installation equivalent to the basic intent without incurring additional cost to the owner.2.

Test Reports: Test reports on concrete and other materials shall be submitted upon request.E.

PRODUCTS2. Materials2.01

Portland Cement:A. ASTM C150 – Type I or III.1.

Admixtures:B. Water Reducing, Retarding, Accelerating, High-Range Water Reducing Admixtures: ASTM C4941.

Aggregates:C. ASTM C33 or C3301.

Water: Potable or free from foreign materials in amounts harmful to concrete and embedded steel.D.

Reinforcing Steel:E. Bars: 1. Deformed Billet Steel: ASTM A615 Deformed Rail Steel: ASTM A616 Deformed Axle Steel: ASTM A617 Deformed Low Alloy Steel: ASTM A706

Wire: Cold Drawn Steel: ASTM A82.2.

Prestressing Strand:F. Uncoated, 7-Wire, Low Lax strand: ASTM A416 (including supplement) – Grade 250K or 270K.1.


Welded Studs: In accordance with AWS D1.1.G.

Structural Steel Plates and Shapes: ASTM A36.H.

Grout:I. Cement grout: Grout shall be a mixture of not less than one part portland cement to three parts fine sand, and the consistency shall 1. be such that joints can be completely filled but without seepage over adjacent surfaces. The grout shall achieve a minimum 28-day compressive strength of 2,000 psi. Any grout that seeps from the joint shall be completely removed before it hardens.

Bearings Strips:J. Plastic: Multi-monomer plastic strips shall be non-leaching and support construction loads with no visible overall expansion.1.

Concrete Mixes2.02

28-day compressive strength: Minimum of 5,000 psiA.

Release strength: Minimum of 3,000 psiB.

Use of calcium chloride or admixtures containing chlorides is not permitted.C.

Manufacture2.03

Hollow-core plank shall be machine cast in 48-inch widths under the trade name A. Elematic® as manufactured by Oldcastle Precast Building Systems.

Manufacturing procedures and tolerances shall be in general compliance with PCI MNL 116.B.

Openings: Manufacturer shall provide for rectangular openings 10 inches or larger on all sides and as clearly shown on the architectural C. and structural drawings. They shall be located by the trade requiring them and then field cut. Round and small openings (less than 10 inches) shall be drilled or cut by the respective trades after grouting. Openings requiring cutting of prestressing strand shall be approved by the precast plank manufacturer before drilling or cutting.

Finishes: Bottom surface shall be flat and uniform as resulting from an extrusion process, without major chips, spalls and imperfections. D. Top surface shall be machine troweled.

Patching: Will be acceptable providing the structural adequacy of the hollow core unit is not impaired.E.

EXECUTION3. Product Delivery, Storage and Handling3.01

Delivery and Handling:A. Hollow-core plank shall be lifted and supported during manufacturing, stockpiling, transporting and erection operations only at the 1. lifting or supporting points designated by the manufacturer.Transportation, site handling and erection shall be performed by qualified personnel with acceptable equipment and methods.2.

Storage:B. Store all units off ground on firm, level surfaces with dunnage placed at bearing points.1. Place stored units so that identification marks are discernible.2. Separate stacked units by dunnage across full width of each plank.3.

Erection3.02

Site Access: Erection access suitable for cranes and trucks to move unassisted from public roads to all crane working areas as required A. by erector, or otherwise indicated herein, will be provided and maintained by the general contractor. Obstructing wires shall be shielded or removed and, when applicable, snow removal and winter heat will be provided by the general contractor.

Preparation: The general contractor shall be responsible for:B. Providing true, level, bearing surfaces on all field-placed bearing walls and other fieldplaced supporting members. Masonry wall 1. bearing surfaces shall be bond beams with properly filled and cured concrete.All pipes, stacks, conduits and other such items shall be stubbed off at a level lower than the bearing plane until after the plank are 2. set. Masonry, concrete or steel shall not be installed above plank-bearing surface until after the plank is in place.

Installation: Installation of hollow-core slab units shall be performed by the manufacturer. Members shall be lifted with slings at points C. determined by the manufacturer. Bearing strips shall be set where required. Grout keys shall be filled. Openings shall be field cut only after grout has cured, unless authorized by the manufacturer’s engineer.


Alignment: Members shall be properly aligned. Variations between adjacent members shall be reasonably leveled out by jacking, bolting D. or any other feasible method as recommended by the manufacturer.

Field Welding3.03

Field welding is to be done by qualified welders using equipment and materials compatible to the base material.A.

Attachments and Small Holes3.04

Subject to approval of the Architect/Engineer, hollow-core plank units may be drilled or “shot” provided no contact is made with the A. prestressing steel. Round holes and those less than 8 inches on any side shall be drilled or cut by the respective trades. Should spalling occur, it shall be repaired by the trade doing the drilling, shooting or cutting.

Clean up3.05

Remove rubbish and debris resulting from hollow-core plank work from premises upon completion.A.

Safety3.06

The general contractor will provide and maintain all safety barricades, rebar caps and opening covers required for plank in accordance A. with current industry safety standards.

Production and Erection Tolerances: (Reprinted from PCI Manual for the Design of Hollow-core 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 withthe producer to determine applicable tolerances.

Product Tolerances: Hollow-core 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 hollow-core slabs4 .....................................1/4 in.

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

2 It may be necessary to father 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: Hollow-core Floor & Roof Members


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240

168

207

189

150

9578

134

8712

010

3

12.3

0

12.3

021

842

082

.16

374

305

336

255

278

235

153

195

172

119

136

100

84

12.3

0

4-7/

16"o

20_0

6704

T0.

460

5-7/

16"o

20_0

6705

T0.

575

7-7/

16"o

20_0

6707

T0.

805

20_0

6706

T0.

690

6-7/

16"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".

68

69

1. D

esig

n St

anda

rd: A

CI 3

18-2

005


Bui

ldin

g S

yste

ms

ELEM

ATIC

® H

ollo

w-c

ore

Plan

k

21/3

2"1

11/3

2"2

11/3

2"6

3/32

"

1/2"

4'-0

"

7 7/

16"

7 7/

16"

7 7/

16"

7 1/

8"5 29/32" 31/32"

25/32"3 3/4"

2"5/16

"

1 31/32"1 1/2"

R3 3/16"

1 1/8"

8"

7 1/

8"7

7/16

"2"

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

3/8"

3/8"

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

E8" 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

,580

in.

Grou

ted

wei

ght o

f pla

nk is

54

lbs.

per

sq.

ft.

f'pu

= 27

0, 0

00 p

si

f'c =

5,0

00 p

siAr

ea =

207

in.

bw =

10.

0 in

.4

2

12.3

0

12.3

0

12.3

0

SIM

PLE

SPAN

IN F

EET

o Vc

win

Kip

spe

rUn

it

204

4-7/

16"o

20_0

8704

196

0.46

058

.88

348

386

316

260

289

230

182

163

143

112

126

99

5-7/

16"o

20_0

8705

0.57

572

.52

226

446

359

398

326

275

298

254

112

182

202

164

135

148

123

103

91

6-7/

16"o

20_0

8706

0.69

085

.44

243

460

370

411

337

283

308

262

135

221

199

163

179

148

123

113

104

8696

251

6-1/

2"o

20_0

8806

473

0.91

810

9.96

381

423

347

292

317

270

143

219

234

205

171

188

156

131

111

121

9510

388

12.3

081

251

7-7/

16"o

20_0

8707

473

0.80

598

.04

381

423

347

292

317

270

133

234

215

194

160

176

146

104

122

112

8896

8012

.30

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".

8777

68

8171

7769

72

1. D

esig

n St

anda

rd: A

CI 3

18-2

005


Bui

ldin

g S

yste

ms

ELEM

ATIC

® H

ollo

w-c

ore

Plan

k 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.

9251

446

241

935

138

332

424

528

026

121

623

020

013

718

216

515

011

212

598

8616

.01

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.

4851

446

241

935

238

332

524

528

026

120

522

718

516

815

213

912

510

995

82

74

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

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

71

1. D

esig

n St

anda

rd: A

CI 3

18-2

005


Bui

ldin

g S

yste

ms

ELEM

ATIC

® H

ollo

w-c

ore

Plan

k

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

316

6-1/

2"o

30_0

8806

649

0.91

811

0.12

525

581

478

400

438

354

163

256

284

232

193

211

177

148

120

133

9710

887

16.9

378

297

7-7/

16"o

30_0

8707

650

0.80

598

.04

525

581

478

376

427

333

148

267

241

219

182

199

166

106

132

118

8595

7616

.93

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

68

1. D

esig

n St

anda

rd: A

CI 3

18-2

005


Bui

ldin

g S

yste

ms

ELEM

ATIC

® H

ollo

w-c

ore

Plan

k

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)

423

802

141.

9271

664

658

749

553

845

830

537

733

925

127

622

813

920

418

015

810

612

292

8022

.04

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

396

802

126.

5271

664

658

749

553

844

628

535

331

723

425

820

518

015

713

711

910

389

75

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

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

w-c

ore

Plan

k

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

259

10-7

/16"

o20

_107

1041

31.

150

180.

0835

538

333

229

131

027

493

152

225

245

207

177

191

164

122

141

131

106

114

9987

82

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

70

1. D

esig

n St

anda

rd: A

CI 3

18-2

005


Bui

ldin

g S

yste

ms

ELEM

ATIC

® H

ollo

w-c

ore

Plan

k

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

518

127

125

624

321

423

119

714

316

715

412

213

211

290

101

80

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

8.44

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

72

1. D

esig

n St

anda

rd: A

CI 3

18-2

005


Bui

ldin

g S

yste

ms

ELEM

ATIC

® H

ollo

w-c

ore

Plan

k

8-1/

2"o

1 1/2"1 31/32"

5/16

"

25/32"

1/2"

7 3/4"

1 15

/16"

4'-0

"

3 13

/16"

1 3/8"

10 2

9/32

"1

15/1

6"

1'-0"

1 3/16" 10 2

9/32

"11

1/8

"1"

1"11

1/8

"

1 1/2"

4 9/

32"

11 1

/8"

R4 29/32"

8 19

/32"

7 3/

4"

1 5/16" 9 17/32"

2 9/

16"

4 9/

32"

2 5/

16"

3/8"

9 1/16"1 9/16"

3 17

/32"

1'-0

7/8

"

4 7/

32"

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

E12"

x 4

8" S

ECTI

ON

I = 5

,246

in.

f'ci =

3,0

00 p

si

Grou

ted

wei

ght o

f pla

nk is

80

lbs.

per

sq.

ft.

f'c =

5,0

00 p

si

f'pu

= 27

0,00

0 ps

ibw

= 1

4.25

in.

Area

= 3

07 in

.4

2

167

28 224

202

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

142.

08

Ultim

ate

Kip-

Ft.

Mom

ent,

186.

08

164.

52

per U

nit

Bend

ing

*

6-7/

16"o

270

Lola

xP/

S St

rand

Com

bina

tion

8-7/

16"o

7-7/

16"o

7-W

ire

20_1

2706

Stan

dard

Desi

gnat

ion

20_1

2707

20_1

2708

0.69

0

0.92

0

0.80

5

Area

Sq. I

n.

Stra

ndP/

S

276

23 328

311

377

20 427

403

o M

n

343

21 390

367

307

357

337

22

248

303

286

24

224

25 281

266

184

27 243

222

203

26 260

244

SIM

PLE

SPAN

IN F

EET

125

170

151

151

29 204

183

137

30 186

166

113

32 155

138

31

103

33 142

125

36 108

92

9434 129

113

35 118

102

37 9883

38 89

4140

39 81

4243

28.1

0

Unit

per

28.1

0

28.1

0

in K

ips

o Vc

w

4544

242

257

419

446

489

459

353

376

409

384

346

326

279

297

320

301

276

259

137

155

211

224

240

226

211

193

163

182

197

177

168

149

121

143

126

131

115

106

89 103

112

97

9581

808774

7328

.10

28.1

0

85

238

20_1

2709

9-7/

16"o

412

206.

921.

035

451

346

377

320

274

295

256

132

223

205

187

157

172

144

121

111

102

9328

.10

8578

7-1/

2"o

20_1

2807

20_1

2808

213.

36

240.

36

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".

76

75

73

70

1. D

esig

n St

anda

rd: A

CI 3

18-2

005


Bui

ldin

g S

yste

ms

ELEM

ATIC

® H

ollo

w-c

ore

Plan

k

o M

n

8-1/

2"o

8 19

/32"

2 9/

16"

11 1

/8"

4'-0

"

3 13

/16"

1/2"

9 17/32"

7 3/4"

1 15

/16"

25/32"

1 3/16" 10 2

9/32

"

1 31/32"1 1/2"

7 3/

4"

1 5/16"

5/16

"

1'-0

7/8

"

9 1/16"

1'-0"

1 15

/16"1 3/8"

11 1

/8"

1"1"

10 2

9/32

"

3/8"

1 9/16"

3/8"

4 9/

32"

11 1

/8"

2 5/

16"

R4 29/32"

4 9/

32"

4 7/

32"

1 1/2"

3 17

/32"

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

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

306

286

510

533

568

560

455

426

497

465

418

391

333

356

385

361

329

309

147

170

285

266

265

248

243

220

206

180

226

190

188

163

107

127

155

133

141

119

84 104

115

95

9373

7383

280.

20

249.

08

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


Bui

ldin

g S

yste

ms

ELEM

ATIC

® H

ollo

w-c

ore

Plan

k

o M

n

3/8"

3/8"

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

1 15

/16"

4'-0

"

R4 13/16"

11 1

/8"

8 31

/32"

25/32"

1/2"

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

/32"

1 1/2"1 31/32"

5/16

"

2 5/

32"

11 1

/8"

1"1"

10 2

9/32

"

1 1/2"

4 17

/32"

11 1

/8"

4 17

/32"

2 5/

32"

4 3/

8"4

3/8"

1'-4"

1'-0

7/8

"

1 9/16"

UNIF

ORM

LY D

ISTR

IBUT

ED S

UPER

IMPO

SED*

LOA

D IN

LBS

. PER

SQ.

FT.

WIT

H NO

TOP

PING

E16"

x 4

8" S

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

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,

261.

12

per U

nit

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SIM

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202

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190

169

197

209

180

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158

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167

135

158

125

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355

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333

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260

276

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219

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207

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.

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S

6. S

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5253

5455

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8275 89

7481

9587

7380 94

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1. D

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Bui

ldin

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ELEM

ATIC

® H

ollo

w-c

ore

Plan

k

4'-0

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1 15

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3/8"

8 31

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11 1

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8 25

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1 31/32"

10 2

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1 13/32"

2 7/

8"

1'-0 19/32"

11 3/4"

1/2"

1 15

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25/32"1 31/32"

1 1/2"

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2 5/

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11 1

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4 17

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n

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256

295

275

240

29

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32

173

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255

394

338

293

343

367

314

320

273

149

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281

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247

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929

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319

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315

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5. V

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load

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and

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The

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tes

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imum

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e lo

ads.

Cam

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or lo

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ete

and

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Oldc

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NOTE

S

6. S

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d re

gion

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cate

s ex

pect

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r gre

ater

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5253

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(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

Elematic® Hollow-core 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"



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)


#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"



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



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

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.)

SMALL CORE

4" OR 6" CFS METAL WALL

(NONLOAD BEARING)CFS METAL WALL



SHIMMING OF METAL STUDS REQ’DTO ADJUST FOR PLANK CAMBER


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

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

Elematic® Hollowcore Plank Technical Data Guide | 27www.oldcastlesystems.com

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

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

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


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"

LC

CANT. AS REQ’D


3/16" 3"

DAP AS REQ’D

DAP

AS R

EQ’D

SOLID END

ELEVATOR SHAFT

ELEVATOR SHAFT

(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"

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


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 HOLLOW-CORE (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


AN-1.0 Brick Relieving AngleE45.0 Interior Bearing on 8" ICF Wall

E44.0 Exterior Bearing on 8" ICF Wall

E43.0 Interior Bearing on 6" ICF Wall

Elematic® Hollowcore Plank Details

Oldcastle Precast Building SystemsMain Office100 CR 101 South Bethlehem, NY 12161 Phone: (800) 523-3747 ©2008 Oldcastle Precast Inc.

oldcastleprecast.com/buildingsystems

AboutElematicHollowcorePlank

Documents

ultimate bending

heavy stepped

day compressive

sound transmission

tie rod grouted

strand area

dowel drill

maximum safe