M A T E R I A L S 500 OCEAN - RedTeam Software...)LQDO HIIHFWLYH IRUFH Refer to PTE STRAND friction loss calculations Strand is coated with rust preventive grease and enclosed in extruded

PTE SYSTEM INT'L LLC

1 9 5 0 W . 8 t h A V E .H I A L E A H , F L . 3 3 0 1 0

T E L : ( 3 0 5 ) 8 6 3 - 3 4 0 9F A X : ( 3 0 5 ) 8 6 3 - 3 3 4 9

W . W . W . P T E S T R A N D . C O M

P O S T T E N S I O N ♦ M A T E R I A L S ♦ D E S I G N ♦ L A B O R ♦ R E P A I R S

LETTER OF TRANSMITTAL #1

500 OCEAN TO REFERENCE / REMARKS

DATEJOB # 300485

8/24/2015

NAME JASON FANSLER

COMPANY LANDSOUTH CONSTRUCTION

ADDRESS

PHONE 904-273-6004x406

FAX _

WE ARE SENDING YOU Email Shop DrawingsX

CalculationsX

Structural Drawing

Specifications

Markups / Sketch

Other:

THESE ARE TRANSMITTED AS CHECKED BELOW:For Field Use

For ApprovalX

As requested

Other:

Resubmit copies for approval

Submit copies for distribution

Return 1 Set of prints for PTE recordX

Signed MAXIME MONESTIME

500 OCAEN BLDG D FOR APPROVAL

COPIES NUMBER DATE DESCRIPTION

CA010 8/24/20151 BLDG D FOUNDATION PT CALCULATIONS

PT010 8/24/20151 BLDG D FOUNDATION TENDONS AND SUPPORT PLAN

PTP01 8/24/20151 ZERO VOID SYSTEM GENERAL NOTES AND DETAILS

PTP01A 8/24/20151 GENERAL DETAILS FOR POST TENSION

Monday, August 24, 2015 Page 1 of 1

JDF08/25/15

X

DIV 3 - Post-Tensioned Concrete - BLDG D shop drawings & calculations - #03365 - par. 1.3

1- PRE-STRESSING STEEL

Pre-stressing steel shall be seven-wire low relaxation strand manufactured in

accordance with ASTM A-416 and free from corrosion having a guaranteed

minimum ultimate tensile strength of 270 ksi.

· Nominal diameter ½"

· Area 0.153 sq. in.

· Modulus of Elasticity 28,600 ksi.

· Ultimate strength 41.3 kips

· Max. temporary force 33.0 kips (see Ram Calibration chart)

· Anchoring force 28.9 kips

· Final effective force Refer to PTE STRAND friction loss calculations

Strand is coated with rust preventive grease and enclosed in extruded plastic

slippage sheathing. Torn or damaged sheathing shall be patched before concrete

pour.

2- ANCHORAGES

All anchoring hardware shall meet the minimum requirements set forth in A.C.I.

Building Code Requirements for Reinforced Concrete (ACI-318.11) or

Pre-stressed Concrete Institute (PCI) Standard Building Code for Pre-stressed

Concrete or Post-Tensioning Institute (PTI) Manual (6th edition).

PTE Systems International ZERO VOID anchor casting or equivalent with reusable

grommet shall be used at all stressing ends where anchorage must be recessed in

concrete in order to receive required grease cap and concrete cover.

PTE Systems International ZERO VOID stressing end anchorage or equivalent

shall be used at construction joints where tendons will be stressed intermediately

and at other locations where stressing end anchorages will receive concrete cover

by a reinforced concrete pour, wall pour, or a closure pour.

PTE Systems International ZERO VOID anchor casting with shop pre-seated

wedges shall be used for all fixed-end anchorages.

3- TENDON FABRICATION

Tendons shall be fabricated with sufficient length beyond edge form to allow

stressing.

A minimum length of 12" of each stressing end is required.

Tendons that are stressed from one end only shall have fixed-end anchorages

attached to one end prior to shipment. Tendons that are stressed intermediately

at a construction joint shall have an anchorage placed along the tendon prior to

shipment.

Tendons shall be clearly identified by color code as called for on the placing

drawings for easy placement.

Each tendon shipment shall be accompanied by a tendon fabrication order

indicating the number of tendons, their length, color code and total number of

anchorages, wedges and grommets shipped.

Contractor shall properly unload tendons upon arrival. ONLY NYLON SLINGS

SHALL BE USED to prevent damage to sheathing. THE TENDONS AND

ACCESSORIES TO INCLUDE SUPPORT CHAIRS SHALL BE STORED WHERE

THEY WILL NOT BE EXPOSED TO WEATHER AND SAFE FROM DAMAGE,

cover exposed pre-stressing steel at the ends of members to prevent deterioration.

4- PLACING OF TENDONS AND ANCHORAGES

Locate the center lines of the bundles at the edge forms as shown on the tendon

layout drawings. Locate and mark the anchorage centerlines. At stressing ends

the contractor shall drill 1" diameter holes in the edge forms; at intermediate

stressing joints, notched or split forms shall be provided to facilitate tendon

placing.

At stressing ends secure in place the anchorages with grommets against the edge

forms using zero void pocket former mandrel.

ZERO VOID CAP WITH

GREASE (206302)

ZERO VOID

ENCAPSULATION

(206301)

6" ZERO VOID

SEAL (206314)

6" ZERO VOID

SEAL (206314)

ZERO VOID

ENCAPSULATION

(206301)

ZERO VOID

CAP WITH GREASE

(206302)

6" ZERO VOID

SEAL (206314)

ZERO VOID

ENCAPSULATION

(206301)

ZERO VOID

CAP WITH GREASE

(206302)

ZERO VOID CAP WITH

GREASE (206302)

ZERO VOID ENCAPSULATION (PLASMA) - (206301)

ZERO VOID ENCAPSULATION W/ METAL RING (OXYACETYLENE) - (207301)

ZERO VOID ENCAPSULATION (PLASMA) - (206301)

ZERO VOID ENCAPSULATION W/ METAL RING (OXYACETYLENE) - (207301)

CLEAR D.E./L.E. CAP

WITH GREASE (206109)

CLEAR D.E./L.E. CAP

WITH GREASE (206109)

ZERO VOID

ENCAPSULATION

(207301)

6" ZERO VOID

SEAL (206314)

ZERO VOID

ENCAPSULATION

(207301)

6" ZERO VOID

SEAL (206314)

POCKET FORMER, 2"

(204303)

ZERO VOID ENCAPSULATION

W/METAL RING AND GROVE

(207301)

6" ZERO VOID

SEAL (206314)

CLEAR D.E./L.E. CAP

WITH GREASE

(206109)

DRY PACK

POCKET FORMER, 2"

(204303)


W/METAL RING AND GROVE

(207301)

6" ZERO VOID

SEAL (206314)

CLEAR D.E./L.E. CAP

WITH GREASE

(206109)

DRY PACK

6" ZERO VOID

SEAL (206314)

ZERO VOID

ENCAPSULATION

(206301)

ZERO VOID

CAP WITH GREASE

(206302)

6" ZERO VOID

SEAL (206314)

ZERO VOID

ENCAPSULATION

(206301)

ZERO VOID

CAP WITH GREASE

(206302)

6" ZERO VOID

SEAL (206314)

ZERO VOID

ENCAPSULATION

(207301)

#4 BACK UP BAR (T&B)

6" PAST LAST ANCHOR MIN. TYP.

PLACED AT 3/8 (T) MAX BEHIND ANCHOR

USE HAIRPINS FOR

SIX OR MORE

TENDONS

(206314)

6" ZERO VOID SEAL

(206301)

ZERO VOID

ENCAPSULATION

(201102) WEDGES

(206302)

ZERO VOID

CAP WITH GREASE

FIXED END ISOMETRIC VIEW

207301


w/ METAL RING (OXYACETYLENE)

206314

6" ZERO VOID SEAL

201102 WEDGES

204303

2" POCKET FORMER

206109 CLEAR D.E./L.E.

CAP WITH GREASE

STRESSING END (TORCH) ISOMETRIC VIEW

(206100)

CPS ENCAPSULATION

INTERMEDIATE

(201115/201102) WEDGES

(206104)

ZERO VOID

INTERMEDIATE CAP

INTERMEDIATE STRESSING ISOMETRIC VIEW

(201154)

ZERO VOID

SPLIT CABLE SEAL.

(201131)

ZERO VOID

24" TUBE, TRANSPARENT TO BE

FILLED WITH PT COATING.

(201145)

ZERO VOID

12" TUBE, TRANSPARENT TO BE

FILLED WITH PT COATING.

(201154)

ZERO VOID

SPLIT CABLE SEAL.

(204106)

POCKET FORMER

INTERMEDIATE

forms using zero void pocket former mandrel.

Tendon placing procedures are as follows:

A. Uncoil tendons starting at the dead ends.

B. At stressing ends remove sheathing inside the edge form flush with back side

of casting; the length from inside face of edge form to strand ends must be at

least 12".

C. At intermediate stressing joints remove just enough sheathing to insure proper

stressing; no sheathing can remain in the anchorages.

D. Tie dead ends as shown. (see encapsulated fixed end detail)

E. At stressing ends pass tendons through anchorages.

F. At intermediate stressing joints place tendons through edge form and secure in

place the anchorages with grommets against the edge forms using zero void

pocket former mandrel. Placement of rebar must be coordinated with

placement of tendons; in case of conflict, tendon location governs.

G. Sheathing Inspection and Repair:

G.1 After installing tendons in forms and before concrete casting, sheathing shall

be inspected for possible damage.

G.2 Damaged areas shall be repaired by restoring grease coating in damaged

areas, and repairing sheathing.

G.3 Sheathing repair procedure:

G.3.1 Restore tendon grease coating in damaged areas.

G.3.2 Coat with grease outside of sheathing the length of damaged area, plus 3

inches beyond each end of damage.

G.3.3 Place piece of longitudinally slit sheathing around greased tendon. Slit shall

be on opposite side of tendon tear. Length of slit sheathing shall overlap

greased area by 3 inches at each end.

G.3.4 Tape entire length of slit sheathing, spirally wrapping tape around sheathing

to provide at least two layers of tape. Taping shall overlap slit sheathing by 2

inches at each end. Before taping, sheathing shall be dry and free of grease.

5. TENDONS OVER COLUMNS

All required tendons must be placed through the center of mass of the column as

best as possible in both the uniform and banded directions. If field conditions do

not permit this, then a minimum of two tendons in both directions must go over the

column. Seek directive from PTE Strand and / or the Engineer of Record as the

case arises before concrete casting.

6- STRESSING PROCEDURE

The stressing operation must be under the immediate control of a person

experienced in this type of work; he/she must exercise close check and rigid

control of all operations. The stressing must not commence until concrete test

cylinders, cured under jobsite conditions, have been tested and indicate that the

concrete has reached a minimum strength of 3000 p.s.i. or minimum compressive

strength as recommended by Engineer of Record (Please refer to structural

notes).

The stressing operation proceeds as follows:

A. Remove grommets of stressing ends; check inside each grommet hole to make

sure that the anchorages are free from cement paste. If not, remove paste from

anchorage.

B. Insert wedges side by side by hand into each anchorage.

C. Put a paint mark on each strand at the edge or at a fixed distance from the

edge of the slab.

D. Stress strand to 33,000 lbs (see calibration chart for gauge pressure). Tendons

that are stressed from both ends need not be stressed from both ends

simultaneously. However steps A through C must be carried out before start

stressing.

E. Seat the wedges using the hydraulic device built into the jacks.

F. Remove the jack.

G. Should any individual cable require double end stressing, repeat procedures

(D through F) at other end.

H. Measure & record final elongation.

I. Stress 10 cables and measure the elongations and compare them with

calculated ones to make sure that the stressing equipment is working properly

and is not out of calibration.

Caution: DO NOT permit workmen to stand behind or lean over jacks or on slab

area being stressed while stressing operations are being conducted.

Tendons stressed from one end only shall be so indicated on the placing drawings.

Tendons that are stressed from both ends are not to be stressed from both ends

simultaneously, prior to stressing make sure that the wedges on the opposite end

are pre-seated and cause no slippage of the tendon. These tendons may have

more elongation at one end than at the opposite end. Person keeping these

records must consider movement of paint mark on opposite end and account for

deductions for the overall elongation result. Elongation from both ends must total

the elongation shown on the placing drawings.

If jobsite conditions warrant, the location of the fixed end anchorage may be

reversed with the location of the stressing end anchorage location, upon approved

request by EOR.

Total elongation shall be based upon:

PL / AE = (28.9 (1) (12)) / (0.153 (28,600)) = 0.079 in. PER ft. OF TENDON

LENGTH

7- STRESSING SEQUENCE

7.1 Stress all temperature tendons.

7.2 Stress all uniform tendons.

7.3 Stress all banded tendons.

7.4 Stress all beam tendons.

The post-tensioning operation shall be so conducted that accurate elongation of

the pre-stressing steel can be recorded and compared with computations

submitted and approved by the structural Engineer.

Record shall be kept of all jacking forces and elongations and submitted promptly

to the structural engineer.

8- SEALING ANCHORAGE BLOCK OUT

After stressing is completed, elongations verified and with prior approval of the

structural engineer, tendons shall be cut off such that strand length protruding

beyond wedges after cutting shall not be less than 1/2" and not more than 3/4". A

minimum concrete cover to the grease cap from the exterior edge of the concrete

shall be 3/4".

As soon as practical after strands have been cut off, the contractor should dry

pack exposed anchorage blockouts. It is suggested that an epoxy mix be used for

this purpose, otherwise a non-shrink grout may be used. (By others). Make sure

that the blockouts are free from debris and grease.

9- EQUIPMENT NOTES ON MAINTENANCE

It is the CONTRACTOR'S responsibility to insure that the stressing equipment is

properly maintained on site and that regular minor routine maintenance is kept up.

The following are the recommended steps:

9.1 Visually inspect the equipment to make sure it is clean, closely inspect the jack

grippers and the seating plunger areas. Confirm that the grippers are properly

aligned and that the gripper plate is tight.

9.2 Verify that the screws at the nose piece and that all fittings are tight.

9.3 Prior to stressing, expand and retract the jack several times while checking for

leaks and to confirm proper extension and retraction of the cylinders and

operation of the seating plunger. During this test and/or during stressing

operations, jack should never "bottom out" in order to avoid damage of the

seals.

9.4 Always verify that the reading gauge needle is at "0" (zero), bumping the

gauge or the pump may alter the position of the needle.

9.5 Although hoses at some point may leak, they should normally out last the

duration of the project, in order to protect their integrity, the equipment shall

always be carried from the handles, never by the hoses.

10- MISCELLANEOUS

All the equipment used for handling and placing tendons must not damage or

deteriorate the pre-stressing steel or the anchorages.

Post-tensioning shop drawings are intended for tendon and support bar placement

only and should not be used for form planing, edge forms, openings, changes,

level and slab thickness See architectural and structural drawings for exact

location of edge forms, openings, changes, or level and final finished concrete

elevations of slabs and girders.

All inserts for suspended mechanical and architectural work must be cast-in-place.

If additional fasteners are required, power-driven fasteners will be permitted only

where they will not spall the concrete and not damage the tendons, contractor

must locate tendons at the surface before driving fasteners. Any power driven

operations shall be carried out after the approval from the E.O.R.

All pockets and closure strips required for anchorages must be adequately

reinforced so as not to decrease the strength of the structure.

In case of questions, conflicts or doubts, always contact your PTE assigned

project manager or his/her supervisor, in order to properly coordinate a solution

consistent with the requirements of the project, although some minor field

adjustments may be required from time to time, if they are not performed in

accordance to industry standards, the outcome may result detrimental to the

progress of the job.

Sca

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Sht No.

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1

N.T.S.

ASSEMBLY OF ZERO VOID ACCESSORIES

2

N.T.S.

ASSEMBLY DETAIL HORIZONTAL 3

N.T.S.

FIXED END HORIZONTAL PLACEMENT 4

N.T.S.

LIVE END HORIZONTAL PLACEMENT (OCYACETYLENE)

7

N.T.S.

LIVE END VERTICAL PLACEMENT (OCYACETYLENE)6

N.T.S.

FIXED END VERTICAL PLACEMENT5

N.T.S.

ASSEMBLY DETAIL VERTICAL

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REINFORCEMENT TYP.

CHAIR DIRECT 1" C.G.S.

1" PT CHAIR

PT TENDON

SUPPORT BAR

SUPPORT BAR

PT TENDON

3/4" PT CHAIR

SUPPORT BAR

PT TENDON

PT CHAIR

ALL OTHER SIZES

SHOWN AS (

3

4

) ON SHOP DRAWINGS

SHOWN AS (1) ON SHOP DRAWINGS

ANCHORS PLACED VERTICALLY ANCHORS PLACED HORIZONTALLY

1

6

1

6

1'-3" STRAIGHT

MIN. TYP.

12"

STRESSING

TAIL TYP.

#4 (T&B) BACK UP BARS

HAIRPIN BETWEEN ANCHORS

3

8

" T MAX.

EQUAL TO THE NUMBER OF

ANCHORS PLUS ONE

SMOOTH TRANSITION FOR CURVATURES IS REQUIRED

A MIN. OF 5'-0" TRANSITION IS RECOMENDED

PLACE AS SHOWN FOR PT SLABS 6 -1/2" THICK OR LESS

PLACE AS SHOWN FOR PT SLABS 7" THICK OR MORE

A MIN. OF 5'-0" TRANSITION IS RECOMENDED

SMOOTH TRANSITION FOR CURVATURES IS REQUIRED

ANCHORS PLUS ONE

EQUAL TO THE NUMBER OF

HAIRPIN BETWEEN ANCHORS

#4 (T&B) BACK UP BARS

1'-3" STRAIGHT

3

8

" T MAX.

MIN. TYP.

TAIL TYP.

STRESSING

12"

5" O

.C

.

TY

P.

8" O

.C

.

TY

P.

#3 HAIRPIN

9" MIN

4"

4"

9" MIN

#3 HAIRPIN

4"

24"

#3 HAIRPIN

1'-3" STRAIGHT

TYP.

6" CLEAR TYP.

TRIM REINFORCEMENT AS PER STRUCTURAL

ENGINEER REQUIREMENTS. (PLEASE REFER

TO STRUCTURAL DRAWINGS).

INDICATES #3 (24" X 4") HAIRPINS

PLACED AT 18" O.C.

CONTINUOUS PT TENDON

6

1

MAX.

OPENING

USE HAIRPINS ON 6 OR MORE ANCHORS TYP.

USE HAIRPINS ON 6 OR MORE ANCHROS TYP.

6" PAST LAST ANCHOR EA. SIDE TYP.

6" PAST LAST ANCHOR EA. SIDE TYP.

5" O.C.

TYP.

ANCHORS PLACED VERTICALLY FOR PT SLABS 7" THICK OR MORE

ANCHORS SHOWN PLACED VERTICALLY

5" O

.C

.

TY

P.

#4 T & B (36"X36")

CORNER BAR TYP.

36

"

36"

ANCHORS PLACED HORIZONTALLY FOR PT SLABS 6-1/2" THICK OR LESS

PLACE ANCHORS 6" MIN FROM SLAB EDGE.

1 GROUP

2 & 3 GROUPS

4 & 5 GROUPS

TENDONS MIN.

NOTE:

1- KEEP TENDONS 2" APART MIN. AT CURVATURE

2- PLACE OPEN SIDE OF HAIRPINS OPPOSITE TO CURVATURE

3- PROVIDE HAIRPINS THROUGHOUT THE CURVE. (18" O.C. TYP)

2" GAP BETWEEN

FOR CURVATURES

18" O.C. TYP

12

1

NOTE:

BETWEEN GROUPS TYP.

1- BANDED TENDONS ARE PLACED 12" O.C.

45° P.F.

5" O

.C

.

#4 T&B BACK UP BARS

(PLACED @

3

8

" OF "T" MAX

BEHIND BACK FACE OF ANCHORS)

WHERE "T" IS SLAB THICKNESS

45° PLACEMENT FOR SAMPLE

PURPOSES. (SYM. FOR 30°).

SCALE= N.T.S.

ANCHORING OF TENDON DETAIL

T

T/2

T/2

±3"

3" MIN. TYP.

BEAM TENDONS SUPPORT BAR

TIED TO STIRRUPS.


#4 BACK UP BAR (T&B)

BEAM REINFORCEMENT

REFER TO STRUCTURAL

DRAWINGS FOR SPECS.

12

" S

TR

ES

SIN

G T

AIL

.

PT CHAIR W/

SUPPORT BAR

W

D

W= WIDTH

D= DEPTH

T= SLAB THICKNESS

REFER TO BEAM SCHEDULE

ON STRUCTURAL DRAWINGS

FOR MEASUREMENTS.

TEMPERATURE OR

UNIFORM TENDON

TENDON STRAIGHT TRHOUGH BEAM

ME

AS

UR

EM

EN

T F

RO

M S

OF

FIT

O

F

BE

AM

T

O T

OP

O

F S

UP

PO

RT

B

AR

TYPICAL PLACEMENT OF TEMPERATURE

AND UNIFORM TENDONS.

UNIFORM TENDONS CONTINUOUS THROUGH

TEMPERATURE TENDONS AS SUPPORT

SLAB BOLSTER (BY OTHERS)

FOR BOTTOM REBAR LAYER

SUPPORT BAR ABOVE

UNIFORM TENDON AT LOW POINT

PT SUPPORT CHAIR (SIZES AND SPACING

VARY, REFER TO SHOP DRAWINGS

FOR INFORMATION NOT SHOWN).

PT BEAM TENDONS

AND SUPPORT BAR

(H

EIG

HT

O

F B

AR

V

AR

IE

S)

NOTES:

1-TEMPERATURE TENDONS TO RUN STRAIGHT (U.N.O.)

2-ANCHOR TENDONS AT MID-DEPTH OF THE SLAB

TYP. U.N.O. (SEE SHOP DRAWINGS FOR CHAIR

HEIGHTS)

3-TEMPERATURE TENDONS RUNNING PERPENDICULAR TO UNIFORM

TENDONS, USED FOR SUPPORT (CHAIRS PLACED AT EVERY

INTERSECTION BETWEEN TEMPS AND UNIFORMS).

SUPPORT BAR AT HIGH POINTS TYP.

FRONT VIEW

BEAM WIDTH, DEPTH AND AMOUNT OF REQUIRED

TENDONS VARY, REFER TO BEAM SCHEDULES AND

SHOP DRAWINGS FOR SPECIFIC INFORMATION NOT DEPICTED.

LOWER LAYER OF TOP REBAR

UNIFORM TENDON

DIRECTION

BANDED TENDON

DIRECTION

UPPER LAYER OF TOP

REBAR.

NOTES ON PLACEMENT SEQUENCE:

1- UNIFORM TENDONS INSIDE COLUMN TO BE PLACED

WITH LOWER LAYER BARS.

2- BANDED TENDONS TO BE PLACED WITH UPPER LAYER

BARS.

3- UNIFORM TENDONS OUTSIDE THE COLUMN TO BE

PLACED BELOW UPPER LAYER BARS AND ABOVE

BANDED TENDONS.

4- TIE TENDONS TO TOP REBAR AND REBAR CHAIRS.

5- BANDED TENDONS PLACED 12" APART BETWEEN BUNDLES

OR 6" MIN. WHERE FIELD CONDITIONS WARRANT.

6- REFER TO SHOP DRAWINGS FOR QUANTITIES OF TENDONS

CHAIR SPACINGS AND HEIGHTS.

ELEVATED VIEW

COLUMN OR

STRUCTURAL SUPPORT

C

L

PLAN VIEW

UNIFORM TENDONS BELOW

UPPER LAYER OF TOP REBAR

AND ABOVE BANDED TENDON

(OUTSIDE OF COLUMN LOCATION)

BANDED TENDON WITH UPPER

LAYER OF TOP REBAR

CONCRETE COVER AT TOP AND BOTTOM

AS PER STRUCTURAL DRAWING REQUIREMENTS.

CONCRETE COVER AT TOP AND BOTTOM

AS PER STRUCTURAL DRAWING REQUIREMENTS.

C.G

.S

.

1 4

"

1 2

"

CH

AIR

S

IZ

E

CH

AIR

S

IZ

E

1 4

"

C.G

.S

.

CH

AIR

S

IZ

E

1 4

"

C.G

.S

.

1

8

"

O

.

C

.

T

Y

P

4- INCLINE HAIRPINS UP OR DOWN FOR FULL EMBEDMENT.

5- HAIRPIN EACH CABLE INDIVIDUALLY

2- U.O.N. BUNDLES SHALL NOT EXCEED 6 TENDONS

(SEE HAIRPIN DETAILS FOR PLACEMENT

REQUIREMENTS)

8" FOR HORIZONTAL

PLACEMENT

8" FOR HORIZONTAL

PLACEMENT

8" FOR HORIZONTAL

PLACEMENT

8" FOR HORIZONTAL

PLACEMENT

CHAIR DIRECT 1 1/4" C.G.S.

SCALE= N.T.S.

TYPICAL PLACEMENT OF UNIFORM TENDONS WITH ADDED TENDONS.

CONTINUOUS TENDON PT

CHAIR AND SUPPORT BARS

ADDED TENDON PT

CHAIR AND SUPPORT BARS

ADDED PT TENDON

COLUMN OR STRUCTURAL SUPPORT

T

T/2

T/2

SEE PLANS FOR ANCHORING DIST.

CONTINUOUS TENDON

#4 BACK UP BARS (T&B)

C

L

ELEVATED VIEW

6" M

IN

.

#4 BACK UP BARS T&B

CONTINUOUS TENDON

ADDED TENDONS

SUPPORT BARS AND PT CHAIRS

NOT SHOWN FOR CLARITY

REFER TO SHOP DRAWINGS.

STAGGERED @ 12" TYP.

1

6

5" O.C. FOR VERTICAL

PLACEMENT OF ANCHORS

SHOWN

TOP VIEW





5'-0" FROM

H.P. SUPPORT

TYP (U.N.O.)

ANCHORING OF TENDON DETAIL

ANGLE OF SPLIT BULKHEAD VARIES

TO MAINTAIN TENDON PARABOLA

SPLIT BULKHEAD

SPLIT GROMMET

FOR INTERMEDIATE STRESSING

ELEVATED VIEW

REFER TO SHOP DRAWINGS FOR CJ LOCATION

REFER TO STRUCTURAL DRAWINGS FOR REINFORCEMENT.

4"

24"

#3 HAIRPIN

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N.T.S.

CHAIR REGULAR PLACEMENT

5

N.T.S.

CHAIR DIRECT PLACEMENT 8

N.T.S.

ONE WAY SLAB (BEAM AND SLAB DETAIL)

9

N.T.S.

CONSTRUCTION JOINT FOR BEAMS

300485

GE

NE

RA

L D

ET

AILS

F

OR

P

OS

T T

EN

SIO

N

XX

XX

XX

XX

XX

SM

D

MM

08/24/15

N.T

.S

.

MM

08/24/15

FO

R A

PP

RO

VA

L

2

N.T.S.

ANCHORING @ CORNERS 3

N.T.S.

VERTICAL ANCHOR PLACEMENT 4

N.T.S.

HORIZONTAL ANCHOR PLACEMENT

6

N.T.S.

BANDED TENDON SUPPORT 7

N.T.S.

TENDON OVER COLUMN DETAIL

10

N.T.S.

BEAM AND SLAB AT EDGE 11

N.T.S.

ADDED TENDONS DETAIL

12

N.T.S.

ANCHOR PLACEMENT @ ANGLES 13

N.T.S.

TENDON OVER COLUMN TOP VIEW DETAIL 14

N.T.S.

TYPICAL USE OF HAIRPIN DETAIL 15

N.T.S.

TENDON PLACEMENT AROUND OPENINGS

Job No.

Sht No.

PR

OJE

CT:

Seal

CE

RTI

FIE

D P

LAN

T

Dra

win

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tle:

JOB

SIT

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Sca

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wn:

Che

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L:

N.T.S.REGULAR PLACEMENT

SUPPORT BAR

PT TENDON

PT CHAIRALL OTHER SIZES

N.T.S.CHAIR DIRECT PLACEMENT

SUPPORT BARPT TENDON

PT CHAIR (3/4") or (1")

REFER TO PT-1 FORALL TYPICAL DETAILS

Project: 500 OCEAN

PTE Job No: 300485

Floor No.: FOUND BLDG D

August 24, 2015

PTE SYSTEMS INT'L , LLC500 OCEAN

SECTOR D TRANSFER SLAB

500 OCEAN-Sector D Transfer Slab.cpt8/12/2015

RAM Concept © 2015 Bentley Systems, Inc.RAM Concept™ is a trademark of Bentley Systems

5.2.1

Geometry Units

Plan Dimensions: feet Slab Thickness: inches Support Dimensions: inches

Angles: degrees Elevations: inches Support Height: feet

Loading and Reaction Unit

Point Force: Kips Line Force: kips/ft Area Force: psf

- Report As Zero: 0 Kips - Report As Zero: 0 kips/ft - Report As Zero: 0 psf

Point Moment: kip-ft Line Moment: Kips Area Moment: #/foot

- Report As Zero: 0 kip-ft - Report As Zero: 0 Kips - Report As Zero: 0 #/foot

Spring and Stiffness Unit

Point Force Spring: kips/in Line Force Spring: ksi Area Force Spring: pci

Point Moment Spring: k-ft/º Line Moment Spring: k/º Area Moment Spring: k/ftº

Slab Analysis Units

Force: Kips Moment: kip-ft Concrete Stress: psi

- Report As Zero: 0 Kips - Report As Zero: 0 kip-ft - Report As Zero: 0 psi

Force Per Width: kips/ft Moment Per Width: Kips Deflection: inches

- Report As Zero: 0 kips/ft - Report As Zero: 0 Kips - Report As Zero: 0 inches

Materials Units

Concrete Volume: yd³ Reinforcing Area: in² PT Force: Kips

Reinforcement Weight: tons Tendon Profile: inches Reinforcing Stress: ksi

PT Weight: pounds Cover: inches

Miscellaneous Unit

Floor Area: ft² Density: pcf Elongations: inches

Tendon Angles (for friction): radians

PTE SYSTEMS INT'L , LLC - 500 OCEAN-Sector D Transfer Slab.cpt - 8/12/2015

Units

Units - 2

Positive Loads

Positive Analysis

Positive Reactions


Signs

Signs - 3

Concrete MixMix Name

Density (pcf)

Density ForLoads (pcf)

f'ci(psi)

f'c(psi)

fcui(psi)

fcu(psi)

Poissons Ratio Ec Calc

User Eci(psi)

User Ec(psi)

5000 psi 150 150 3000 5000 3725 6399 0.2 Code 3120000 4000000

PT SystemsSystem Name Type

Aps(in²)

Eps(ksi)

fse(ksi)

fpy(ksi)

fpu(ksi)

Duct Width(inches)

StrandsPer Duct

Min Radius(feet)

½" Unbonded unbonded 0.153 28000 175 243 270 0.5 1 6

PT Stressing ParametersSystem Name

Jacking Stress(ksi)

Seating Loss(inches)

Anchor Friction

Wobble Friction(1/feet)

Angular Friction(1/radians)

Long-Term Losses(ksi)

½" Unbonded 216 0.25 0 0.0014 0.05 12

Reinforcing BarsBar Name

As(in²)

Es(ksi)

Fy(ksi) Coating

StraightLd/Db

90 HookLd/Db

180 HookLd/Db

#3 0.11 29000 60 None Code Code Code






#9 1 29000 60 None Code Code Code



SSR Systems

SSR System NameStud Area(in²)

Head Area(in²)

Min Clear HeadSpacing (inches)

Specified StudSpacing (inches)

Fy(ksi)

Stud Spacing RoundingIncrement (inches)

Min StudsPer Rail

SystemType

3/8" SSR 0.11 1.11 0.5 None 50 0.25 2 Rail

1/2" SSR 0.196 1.96 0.5 None 50 0.25 5 Rail

5/8" SSR 0.307 3.07 0.5 None 50 0.25 2 Rail

3/4" SSR 0.442 4.42 0.5 None 50 0.25 2 Rail

1/2" SSR @ 3 0.196 1.96 0.5 3 50 0.25 5 Rail

1/2" SSR @ 3.5 0.196 1.96 0.5 3.5 50 0.25 4 Rail

1/2" SSR @ 4 0.196 1.96 0.5 4 50 0.25 7 Rail

1/2" SSR @ 4.5 0.196 1.96 0.5 4.5 50 0.25 5 Rail


Materials

Materials - 4

Loading Name Type Analysis On-Pattern Factor Off-Pattern FactorSelf-Dead Loading Self-Weight Normal 1 1

Balance Loading Balance Normal 1 1

Hyperstatic Loading Hyperstatic Hyperstatic 1 1

Temporary Construction (At Stressing) Loading Stressing Dead Normal 1 1

Other Dead Loading Dead Normal 1 1

Live Loading Live (Unreducible) Normal 1 0


Loadings

Loadings - 5

All Dead LCActive Design Criteria: <none>Analysis: Linear

Loading Standard Factor Alt. Envelope FactorSelf-Dead Loading 1 1

Other Dead Loading 1 1

Dead + Balance LCActive Design Criteria: <none>Analysis: Linear


Balance Loading 1 1


Initial Service LCActive Design Criteria: Initial Service DesignAnalysis: Linear


Balance Loading 1.05 1.05

Temporary Construction (At Stressing) Loading 1 1

Service LC: D + LActive Design Criteria: User Minimum Design, Code Minimum Design, Service DesignAnalysis: Linear


Balance Loading 1 1


Live Loading 1 0

Sustained Service LCActive Design Criteria: Sustained Service DesignAnalysis: Linear


Balance Loading 1 1


Live Loading 0.5 0.5


Load Combinations

Load Combinations - 6

Factored LC: 1.4DActive Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility DesignAnalysis: Linear

Loading Standard Factor Alt. Envelope FactorSelf-Dead Loading 1.4 0.9

Hyperstatic Loading 1 1

Other Dead Loading 1.4 0.9

Factored LC: 1.2D + 1.6L Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility DesignAnalysis: Linear

Loading Standard Factor Alt. Envelope FactorSelf-Dead Loading 1.2 0.9

Hyperstatic Loading 1 1

Other Dead Loading 1.2 0.9

Live Loading 1.6 0

LT Uncracked Deflection LCActive Design Criteria: <none>Analysis: Linear


Balance Loading 3 3


Live Loading 1 1


Load Combinations (2)

Load Combinations - 7

Code Minimum Desig318-11 Min. Reinforcement

User Minimum Desig318-11 Min. Reinforcement

Initial Service Design318-11 Initial Service Design

Service Design318-11 Service Design

Include detailed section analysis

Sustained Service Design318-11 Sustained Service Design

Strength Design318-11 Strength Design

Punching Shear Design

Ductility Design318-11 Ductility Design


Design Rules

Design Rules - 8

t=245000 psi

t=245000 psi

t=245000 psi

t=245000 psi

t=245000 psi

t=245000 psi

t=245000 psi

t=245000 psi

t=245000 psi

Element: Wall Elements Above; Wall Elements Below; Column Elements Above; Column ElemDrawing Import: User Lines; User Notes; User Dimensions; Scale = 1:75


Element: Slab Summary Plan

Element: Slab Summary Plan - 9

t=42 t=42

Element: Wall Elements Below; Wall Element Thicknesses; Column Elements Below; ColumnDrawing Import: User Lines; User Notes; User Dimensions; Scale = 1:75


Element: Supports Below Slab Summary Plan

Element: Supports Below Slab Summary Plan - 10

13

13

14

145

515

15

15

SDL= 80 P.S.F.

LEGEND

WF

-42A

WF

-42A

43'-1

0"

17'-2"

25'-0"

7'-10"

2'-0

"3'

-0"

LL=3.0 K/ft

DL= 9.5 K/ft

LL=5 Kips

DL= 10 Kips

LL=

3.0

K/ft

DL=

9.5

K/ft

LL=10 Kips

DL= 20 Kips

LL=10 Kips

DL=20 Kips

=5

Kip

s

10 K

ips

LL=

8 K

ips

DL=

25

Kip

s

LL=10 KipsDL= 30 Kips

LL=25 K

DL= 65 K

LL=25 KD

L= 65 K

LL=12 KDL= 35 K

LL=

12 K

DL=

35

KLL=8 Kips

DL= 25 Kips

LL=3.0 K/ftDL= 9.5 K/ft

Fz=20Fz=10

Fz=65Fz=35

Fz=20Fz=25

Fz=65

Fz=35

Fz=10Fz=30

Fz=25

Other Dead Loading: Point Loads; Point Load Icons; Point Load Values; User Notes; User LinDrawing Import: User Notes; User Lines; User Dimensions; S-FILLCELL REINF.; S-BEYOND; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column EleScale = 1:75


Other Dead Loading: Point Loads Plan

Other Dead Loading: Point Loads Plan - 11

13

13

14

145

515

15

15

SDL= 80 P.S.F.

LEGEND

WF

-42A

WF

-42A

43'-1

0"

17'-2"

25'-0"

7'-10"

2'-0

"3'

-0"

LL=3.0 K/ft

DL= 9.5 K/ft

LL=5 Kips

DL= 10 Kips

LL=

3.0

K/ft

DL=

9.5

K/ft

LL=10 Kips

DL= 20 Kips

LL=10 Kips

DL=20 Kips

=5

Kip

s

10 K

ips

LL=

8 K

ips

DL=

25

Kip

s


LL=25 K

DL= 65 K

LL=25 KD

L= 65 K

LL=12 KDL= 35 K

LL=

12 K

DL=

35

KLL=8 Kips

DL= 25 Kips


Fz=9.5Fz=9.5

Fz=9.5

Fz=9.5

Fz=9.5Fz=9.5

Fz=9.5

Fz=9.5

Fz=9.5Fz=9.5

Other Dead Loading: Line Loads; Line Load Icons; Line Load Values; User Notes; User LinesDrawing Import: User Notes; User Lines; User Dimensions; S-FOOTING; S- EDGE SLAB; S-RElement: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column EleScale = 1:75


Other Dead Loading: Line Loads Plan

Other Dead Loading: Line Loads Plan - 12

13

13

14

145

515

15

15

SDL= 80 P.S.F.

LEGEND

WF

-42A

WF

-42A

43'-1

0"

17'-2"

25'-0"

7'-10"

2'-0

"3'

-0"

LL=3.0 K/ft

DL= 9.5 K/ft

LL=5 Kips

DL= 10 Kips

LL=

3.0

K/ft

DL=

9.5

K/ft

LL=10 Kips

DL= 20 Kips

LL=10 Kips

DL=20 Kips

=5

Kip

s

10 K

ips

LL=

8 K

ips

DL=

25

Kip

s


LL=25 K

DL= 65 K

LL=25 KD

L= 65 K

LL=12 KDL= 35 K

LL=

12 K

DL=

35

KLL=8 Kips

DL= 25 Kips


Fz=20 Fz=20

Fz=20

Fz=20Fz=20

Fz=20Fz=20

Fz=20 Fz=20

Fz=20

Fz=80Fz=80

Fz=80Fz=80

Fz=80 Fz=80

Fz=80

Fz=80Fz=80

Fz=80Fz=80

Other Dead Loading: Area Loads; Area Load Hatching; Area Load Icons; Area Load Values; UDrawing Import: User Notes; User Lines; User Dimensions; 0; S-REVISION 4; S-DOOR; S-POElement: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column EleScale = 1:75


Other Dead Loading: Area Loads Plan

Other Dead Loading: Area Loads Plan - 13

13

13

14

145

515

15

15

SDL= 80 P.S.F.

LEGEND

WF

-42A

WF

-42A

43'-1

0"

17'-2"

25'-0"

7'-10"

2'-0

"3'

-0"

LL=3.0 K/ft

DL= 9.5 K/ft

LL=5 Kips

DL= 10 Kips

LL=

3.0

K/ft

DL=

9.5

K/ft

LL=10 Kips

DL= 20 Kips

LL=10 Kips

DL=20 Kips

=5

Kip

s

10 K

ips

LL=

8 K

ips

DL=

25

Kip

s


LL=25 K

DL= 65 K

LL=25 KD

L= 65 K

LL=12 KDL= 35 K

LL=

12 K

DL=

35

KLL=8 Kips

DL= 25 Kips


Fz=10Fz=5

Fz=25Fz=12

Fz=10Fz=8

Fz=25

Fz=12

Fz=5Fz=10

Fz=8

Live Loading: Point Loads; Point Load Icons; Point Load Values; User Notes; User Lines; UsDrawing Import: User Notes; User Lines; User Dimensions; S-DIM. LINE; DEFPOINTS; S-MASElement: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column EleScale = 1:75


Live Loading: Point Loads Plan

Live Loading: Point Loads Plan - 14

13

13

14

145

515

15

15

SDL= 80 P.S.F.

LEGEND

WF

-42A

WF

-42A

43'-1

0"

17'-2"

25'-0"

7'-10"

2'-0

"3'

-0"

LL=3.0 K/ft

DL= 9.5 K/ft

LL=5 Kips

DL= 10 Kips

LL=

3.0

K/ft

DL=

9.5

K/ft

LL=10 Kips

DL= 20 Kips

LL=10 Kips

DL=20 Kips

=5

Kip

s

10 K

ips

LL=

8 K

ips

DL=

25

Kip

s


LL=25 K

DL= 65 K

LL=25 KD

L= 65 K

LL=12 KDL= 35 K

LL=

12 K

DL=

35

KLL=8 Kips

DL= 25 Kips


Fz=3Fz=3

Fz=3

Fz=3

Fz=3Fz=3

Fz=3

Fz=3

Fz=3Fz=3

Live Loading: Line Loads; Line Load Icons; Line Load Values; User Notes; User Lines; User Drawing Import: User Notes; User Lines; User Dimensions; 0; S-MASR. WALL HATCH; S-REVElement: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column EleScale = 1:75


Live Loading: Line Loads Plan

Live Loading: Line Loads Plan - 15

Fz=40

Fz=40Fz=40

Fz=40

Live Loading: Area Loads; Area Load Hatching; Area Load Icons; Area Load Values; User NoDrawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column EleScale = 1:75


Live Loading: Area Loads Plan

Live Loading: Area Loads Plan - 16

R

SF

z=14

7M

r=-0

.000

023

Ms=

304

R

SF

z=12

8M

r=-0

.000

022

Ms=

292

Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column EleScale = 1:75Live Loading - Reaction Plot: (Wall Below,Wall Above,Column Below,Column Above,Point Sp


Live Loading: Std Reactions Plan

Live Loading: Std Reactions Plan - 17

9S 9S 9S 9S

9S 9S 9S 9S

9S 9S 9S 9S

9S 9S 9S 9S

9S 9S 9S 9S

9S 9S 9S 9S

9S 9S 9S 9S

9S 9S 9S 9S

9S 9S 9S 9S

9S 9S 9S 9S

9S 9S 9S 9S

Manual Latitude Tendon: Tendons; Num Strands; Tendon Inflection Ratio; Jacks; Tendon PoDrawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column EleScale = 1:75


Manual Latitude Tendon: Quanity Plan

Manual Latitude Tendon: Quanity Plan - 18

12 12 4 12 12

12 12 4 12 12

12 12 4 12 12

12 12 4 12 12

12 12 4 12 12

12 12 4 12 12

12 12 4 12 12

12 12 4 12 12

12 12 4 12 12

12 12 4 12 12

12 12 4 12 12

Manual Latitude Tendon: Tendons; Tendon Inflection Ratio; Jacks; Tendon Points; Profile VaDrawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column EleScale = 1:75


Manual Latitude Tendon: Profiles Plan

Manual Latitude Tendon: Profiles Plan - 19

1-1

Design Strip: Latitude SSs; SS Numbers; Latitude DSs; Latitude Strip Boundaries; Latitude SDrawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column EleScale = 1:75


Design Strip: Latitude Design Spans Plan

Design Strip: Latitude Design Spans Plan - 20

R

SF

z=55

7M

r=-0

.000

0397

Ms=

526

R

SF

z=46

8M

r=-0

.000

0408

Ms=

540

All Dead LC: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column EleScale = 1:75All Dead LC - Reaction Plot: (Wall Below,Wall Above,Column Below,Column Above,Point Spr


All Dead LC: Std Reactions Plan

All Dead LC: Std Reactions Plan - 21

R

SF

z=90

3M

r=-0

.000

0844

Ms=

1120

R

SF

z=76

7M

r=-0

.000

0842

Ms=

1120

Factored LC: 1.2D + 1.6L : User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column EleScale = 1:75Factored LC: 1.2D + 1.6L - Reaction Plot: (Wall Below,Wall Above,Column Below,Column Ab


Factored LC: 1.2D + 1.6L : Std Reactions Plan

Factored LC: 1.2D + 1.6L : Std Reactions Plan - 22

0

0

0

0

0

0

LT Uncracked Deflection LC: User Notes; User Lines; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column EleScale = 1:75LT Uncracked Deflection LC - Vertical Deflection Plot (Maximum Values)

One Contour = 0.02 inchesMin Value = -0.05411 inches @ (25.03,17.92) Max Value = 0.1994 inches @ (12.51,20.


LT Uncracked Deflection LC: Long Term Deflection Plan

LT Uncracked Deflection LC: Long Term Deflection Plan - 23


LT Uncracked Deflection LC: Long Term Deflection Plan (2)

LT Uncracked Deflection LC: Long Term Deflection Plan - 24

1C-1OK

Initial Service Design: User Lines; User Notes; User Dimensions; Latitude Span Designs; LoDrawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column EleScale = 1:75


Initial Service Design: Status Plan

Initial Service Design: Status Plan - 25

OK

-411-573

-371

Service Design: Latitude Span Designs; Span Design Spine; Span Design Status; Latitude DDrawing Import: User Notes; User Lines; User Dimensions; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column EleOther Dead Loading: Point Load Icons; Point Load Values; Scale = 1:75Service Design - Section Analysis Plot: (Gross Section Top Concrete Stress)(Context: Max D


Service Design: Latitude Top Stress Plan

Service Design: Latitude Top Stress Plan - 26

OK37.2

367

14.6

Service Design: Latitude Span Designs; Span Design Spine; Span Design Status; Latitude DDrawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column EleScale = 1:75Service Design - Section Analysis Plot: (Gross Section Bottom Concrete Stress)(Context: Ma


Service Design: Latitude Bottom Stress Plan

Service Design: Latitude Bottom Stress Plan - 27

43 #7 T.43 #7 T.

Design Status: User Lines; User Notes; User Dimensions; Latitude Span Designs; LongitudeDrawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column EleReinforcement: Top Face Concentrated Reinf.; Both Faces Concentrated Reinf.; Auto Face CScale = 1:75


Design Status: Top Reinforcement Plan

Design Status: Top Reinforcement Plan - 28

43 #7 B.

Design Status: Latitude Span Designs; Longitude Span Designs; Span Design Bottom Bars; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column EleReinforcement: Latitude User Concentrated Reinf.; Longitude User Concentrated Reinf.; BotScale = 1:75


Design Status: Bottom Reinforcement Plan

Design Status: Bottom Reinforcement Plan - 29

Documents

M A T E R I A L S 500 OCEAN - RedTeam Software...)LQDO HIIHFWLYH IRUFH Refer to PTE STRAND friction loss calculations Strand is coated with rust preventive grease and enclosed in extruded