m a t e r i a l s 500 ocean - redteam software...)lqdo hiihfwlyh irufh refer to pte strand friction...
TRANSCRIPT
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)
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
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
ZERO VOID ENCAPSULATION
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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Job No.
Sht No.
LEV
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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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PP
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L
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.
6" PAST LAST ANCHOR MIN. TYP.
#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
6" PAST LAST ANCHOR MIN. TYP.
PLACED AT 3/8 (T) MAX BEHIND ANCHOR
6" PAST LAST ANCHOR MIN. TYP.
PLACED AT 3/8 (T) MAX BEHIND ANCHOR
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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SIT
E:
CLI
EN
T:
Job No.
Sht No.
LEV
EL:
1
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
g Ti
tle:
JOB
SIT
E:
CLI
EN
T:
Sca
le:
Dat
e:
Dra
wn:
Che
cked
:LE
VE
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
PTE SYSTEMS INT'L , LLC - 500 OCEAN-Sector D Transfer Slab.cpt - 8/12/2015
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
#4 0.2 29000 60 None Code Code Code
#5 0.31 29000 60 None Code Code Code
#6 0.44 29000 60 None Code Code Code
#7 0.6 29000 60 None Code Code Code
#8 0.79 29000 60 None Code Code Code
#9 1 29000 60 None Code Code Code
#10 1.27 29000 60 None Code Code Code
#11 1.56 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
PTE SYSTEMS INT'L , LLC - 500 OCEAN-Sector D Transfer Slab.cpt - 8/12/2015
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
PTE SYSTEMS INT'L , LLC - 500 OCEAN-Sector D Transfer Slab.cpt - 8/12/2015
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
Loading Standard Factor Alt. Envelope FactorSelf-Dead Loading 1 1
Balance Loading 1 1
Other Dead Loading 1 1
Initial Service LCActive Design Criteria: Initial Service DesignAnalysis: Linear
Loading Standard Factor Alt. Envelope FactorSelf-Dead Loading 1 1
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
Loading Standard Factor Alt. Envelope FactorSelf-Dead Loading 1 1
Balance Loading 1 1
Other Dead Loading 1 1
Live Loading 1 0
Sustained Service LCActive Design Criteria: Sustained Service DesignAnalysis: Linear
Loading Standard Factor Alt. Envelope FactorSelf-Dead Loading 1 1
Balance Loading 1 1
Other Dead Loading 1 1
Live Loading 0.5 0.5
PTE SYSTEMS INT'L , LLC - 500 OCEAN-Sector D Transfer Slab.cpt - 8/12/2015
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
Loading Standard Factor Alt. Envelope FactorSelf-Dead Loading 3 3
Balance Loading 3 3
Other Dead Loading 3 3
Live Loading 1 1
PTE SYSTEMS INT'L , LLC - 500 OCEAN-Sector D Transfer Slab.cpt - 8/12/2015
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
PTE SYSTEMS INT'L , LLC - 500 OCEAN-Sector D Transfer Slab.cpt - 8/12/2015
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
PTE SYSTEMS INT'L , LLC - 500 OCEAN-Sector D Transfer Slab.cpt - 8/12/2015
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
PTE SYSTEMS INT'L , LLC - 500 OCEAN-Sector D Transfer Slab.cpt - 8/12/2015
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
PTE SYSTEMS INT'L , LLC - 500 OCEAN-Sector D Transfer Slab.cpt - 8/12/2015
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=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=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
PTE SYSTEMS INT'L , LLC - 500 OCEAN-Sector D Transfer Slab.cpt - 8/12/2015
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=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=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
PTE SYSTEMS INT'L , LLC - 500 OCEAN-Sector D Transfer Slab.cpt - 8/12/2015
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=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=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
PTE SYSTEMS INT'L , LLC - 500 OCEAN-Sector D Transfer Slab.cpt - 8/12/2015
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=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=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
PTE SYSTEMS INT'L , LLC - 500 OCEAN-Sector D Transfer Slab.cpt - 8/12/2015
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
PTE SYSTEMS INT'L , LLC - 500 OCEAN-Sector D Transfer Slab.cpt - 8/12/2015
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
PTE SYSTEMS INT'L , LLC - 500 OCEAN-Sector D Transfer Slab.cpt - 8/12/2015
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
PTE SYSTEMS INT'L , LLC - 500 OCEAN-Sector D Transfer Slab.cpt - 8/12/2015
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
PTE SYSTEMS INT'L , LLC - 500 OCEAN-Sector D Transfer Slab.cpt - 8/12/2015
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
PTE SYSTEMS INT'L , LLC - 500 OCEAN-Sector D Transfer Slab.cpt - 8/12/2015
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
PTE SYSTEMS INT'L , LLC - 500 OCEAN-Sector D Transfer Slab.cpt - 8/12/2015
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
PTE SYSTEMS INT'L , LLC - 500 OCEAN-Sector D Transfer Slab.cpt - 8/12/2015
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.
PTE SYSTEMS INT'L , LLC - 500 OCEAN-Sector D Transfer Slab.cpt - 8/12/2015
LT Uncracked Deflection LC: Long Term Deflection Plan
LT Uncracked Deflection LC: Long Term Deflection Plan - 23
PTE SYSTEMS INT'L , LLC - 500 OCEAN-Sector D Transfer Slab.cpt - 8/12/2015
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
PTE SYSTEMS INT'L , LLC - 500 OCEAN-Sector D Transfer Slab.cpt - 8/12/2015
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
PTE SYSTEMS INT'L , LLC - 500 OCEAN-Sector D Transfer Slab.cpt - 8/12/2015
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
PTE SYSTEMS INT'L , LLC - 500 OCEAN-Sector D Transfer Slab.cpt - 8/12/2015
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
PTE SYSTEMS INT'L , LLC - 500 OCEAN-Sector D Transfer Slab.cpt - 8/12/2015
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
PTE SYSTEMS INT'L , LLC - 500 OCEAN-Sector D Transfer Slab.cpt - 8/12/2015
Design Status: Bottom Reinforcement Plan
Design Status: Bottom Reinforcement Plan - 29