DEF SUB4 REVIEWED- BLD2021-0088+Structural_Plan+10.10.2022_9.42.38_AM+3154660CATALYST
CONSTRUCTION
Job: Anthology of Edmonds
21200 72nd Ave W
Edmonds WA, 98026
Submittal Package -
Item #
Submittal Description
Submittal includes:
Stamped PT Shop Drawings
SUBMITTAL
Spec Section No:
03 38 00 - 1
Revision No:
3
Sent Date:
10/7/22
Required Date:
10/21 /22
Submittal #
03 38 00-1-3
Action: A = Approved AN = Approved As Noted RR = Revise and Resubmit
NOTE: Please strike out any rejected items and approve the balance as noted or submitted whenever possible
Contractor Stamp
Project Name
Anthology of Edmonds
CATALYST
CONSTRUCTION
❑� FOR APPROVAL ❑
❑ REVIEWED ❑
FOR RECORD
NOT REVIEWED
BY AKushner DATE 10/712022
SUBMITTAL# 033800-1-3 JOB# 21-18
—21
Other/Comments:
Action
Architect Stamp Ankrom Moisan Architects, Inc.
Contractor Submittal Review
Project Name: Edmonds Senior Living
Project Number: 184470
Submittal ID: 03 38 00-1.3
Received On: 10/07/22
Reviewed On: 10/10/22
Reviewed By: adrianal
Action:
pp No Exception Taken ❑ Revise and Resubmit
❑ Make Corrections Noted ❑ Submit Specified Item
❑ No Action Taken ❑ Rejected
Review is for the limited purpose of checking for the conformance wide the information 9—
end the design concept expressed o the Contract Documents. Review is not oonduded for
the purpose of determining the accurecy antl completeness of other details such as
dimensions and quantities, or for substantiating the indmdions for instellation or
pert ...oe of equipment or systems, all of which remain the responsibility of the
Contrector as required by the Contred Documents. The Archtt , review shall not
netibe approval of sefety precautions or, unless specifically stated ri the Archlted, of
aanny cotnstrudion means, methods, techniques, sequences or procedures. The Architect's
ew shall notIndicate aplo—I of an assembly of which the item is a component.
Corrections or comments .,it, on shop drawings during this review do not relieve the
Contredor trom compliance with the requirements of the plane and apecifcalioms.
1.0 TECHNICAL DATA - PRESTRESSING STEEL
1.1 - Prestressing steel is 7-wire, low relaxation strand
for prestressed concrete manufactured in accordance
with ASTM A-416 and having a guaranteed minimum
ultimate tensile strength of 270 KSI.
- Nominal diameter: ..... 1/2"
- Cross sectional area: ..... O. 1 53 sq. in.
- Modulus of elasticity: ..... 28,500 KSI
- Ultimate strength: ..... 41.3 kips
- Maximum temporary force at jacking: ..... 0.80
X 41.3 = 33.0 kips (Confirm Gauge Pressure
with matching calibration sheets)
- Maximum anchoring force: ..... 0.7 X 41.3 =
28.9 Kips
1.2 - Strand is coated with a rust preventive coating and
enclosed in 50 MIL seamless extruded plastic sheathing
with Standard anchorage system.
2.0 TENDON FABRICATION
2.1 - Tendons will be fabricated with sufficient length beyond
the edge form to allow stressing. A minimum length of sixteen
inches at each stressing end has been supplied. In 2 way pulls
and for tendons spanning through multiple pours it is suggested
that the minimum tail of nine inches be utilized on the first side
allowing for maximum cable length in adjacent pours.
2.2 - Tendons that are stressed from one end only shall have
the dead-end anchorage attached to one end prior to shipment.
Tendons that are stressed intermediately at a construction joint
shall have an anchorage placed at a predetermined distance
along the tendon prior to shipment.
2.3 - Tendons shall be clearly identified by color code as called
for on the placing drawings. The color code along with the
intended location for placement, will be printed on individual
tags attached to each cable.
2.4 - Each tendon shipment shall be accompanied by a load
report indicating the number of anchorages, wedges, grommets
and all additional hardware included with the load.
2.5 - Tendons will be fabricated in such a sequence and
quantity as to avoid lengthy storage at the jobsite.
3.0 MATERIAL AND EQUIPMENT DELIVERY,
HANDLING AND STORAGE
3.1-Upon arrival it is the responsibility of the buyer and or
placer to protect and oversee that the materials and equipment
delivered maintain their integrity(please reference the most
recent edition of ACI 301 for code requirements). CMC shall not
be held responsible for damaged material or equipment once
they are removed from the delivery truck.
3.2-Buyer shall properly unload and store tendons using ONLY
nylon slings(damage may occur if nylon is not used, or is not
used properly). To avoid severe damage to tendons NEVER
use chains or hooks to unload tendons. To properly use nylon
straps they should never be "choked" in the handling of
Post -Tensioning coils. Instead the cables should be "cradled"
by passing the nylon straps through the center of the coil, then
hook each eye of the strap(s) onto the hoisting equipment.
3.3-The tendons and accessories should be stored in an area
where it will be dry and free from excessive weather exposure.
For a detailed storage and handling guide by region please
reach out to your PT detailer or project manager with CMC.
The loose accessories delivered are intended for the material
they are delivered with. In cases where parts intended for one
pour are exchanged or borrowed for another, the buyer or
installer is responsible for noting the exchange.
3.4-Upon receipt of CMC stressing equipment, care should be
taken that the ram and gauge are never separated, as they are
calibrated as a unit. Immediately locate the calibration records,
check that the serial numbers for the gauge and jack
correspond to those inscribed on the units. Jacks are calibrated
before they are shipped to the job. In the event there is any
discrepancy between the equipment and the paperwork
supplied contact the PT detailer or Project manager with CMC
immediately.
3.5-Store stressing equipment in a clean dry place and restrict
access to the equipment only to those who are qualified and
trained in stressing operation. CMC will not be held responsible
for the misuse and/or abuse of equipment supplied. Please
reference the "STRESSING EQUIPMENT OPERATIONS AND
PROCEDURES" manual which outlines the rules and
instructions regarding the care, use and site maintenance of
stressing equipment.
4.0 GENERAL TENDON PLACEMENT AND
I TOLERANCES
4.1 - Tendons shall be placed according to spacing shown on
the placing drawings. Slight deviation in spacing is permitted
where required to avoid openings and inserts which are
specifically located. *Not all openings or inserts are shown on
PT shop drawings, and should be avoided per structural details
In the event that a conflict occurs to the extent that PT castings
cannot be installed as shown on the shop drawings consult the
Engineer of record and CMC.
4.2 - Where tendons interfere with each other, one tendon may
be moved horizontally in order to avoid this interference. Where
there is interference between tendons and any kind of conduit
the tendon profile governs.
4.3 - Vertical deviations in tendon location should be kept to 1/8
inch at high and low points and 1/4 inch at other locations.
4.4 - Placement of mild steel reinforcement shall be
coordinated with the placement of post -tensioning tendons.
Proper tendon placement has priority.
4.5 - Sufficient support steel, size and spacing as indicated on
the placing drawings, shall be provided. These bars are used to
prevent lateral movement of the tendons during concrete
placement and to maintain, by chairing, the proper profile.
4.6 - All support steel and post -tensioning tendons shall be
firmly secured on forms or maintained at proper dimensions
and locations as shown on placing drawings.
4.7 - Sufficient bar chairs shall be provided as required to hold
the tendons in true vertical position.
4.8 - One bar shall be placed continuous on the top and bottom
of the anchorages. See typical details for size.
5.0 CONCRETE PLACEMENT
5.1 - Calcium chloride or other materials containing chloride
shall not be used as an admixture in Post -Tensioned concrete.
5.2- During concrete placement, tendons and rebar must be
maintained in their proper positions. If tendons move from
their designated positions, they shall be adjusted back to their
correct position before proceeding with placing operations.
5.3- Proper vibration of the concrete in the vicinity of the
anchorage is required. Take care not to over or under vibrate
anchorage zone concrete.
5.4- Care shall be taken when spreading concrete not to
displace tendons. Concrete shall be released below an
elevation which will not displace tendons. Any pump pipeline
must be supported above tendons, not resting on them
6.0 PLACING OF TENDONS AND ANCHORAGES
6.1 - Locate the centerlines of the bundles at the edge forms as
shown on the tendon layout drawings. Locate and mark the
anchorage centerlines as per Detail C/PT-01. 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.
6.2 - At stressing ends nail the anchorages with grommets in
place against the edge form using ring shank nails.
6.3 - Lay bottom perimeter bars along the edges of the slab and
the intermediate stressing joints.
6.4 - Place support bars and tendons according to support bar
and tendon layout drawings. For two-way slab follow placing
sequence drawings if any, or details showing the placing
sequence in critical areas. In one way slabs with beams, install
tendons in the beams first and then in the slab unless noted
otherwise.
6.5 - Tendon placing sequence proceeds as follows:
1. Uncoil tendons starting at the dead ends.
2. At stressing ends remove sheathing to 6" inside the edge
form, the length from inside face of edge form to strand ends
must be at least 12".
3. At intermediate stressing joints remove just enough
sheathing to insure proper stressing; no sheathing must remain
in the anchorages.
4. Tie dead ends as shown on details.
5. At stressing ends pass tendons through anchorages.
6. At intermediate stressing joints place tendons through
edge form and nail encapsulated anchors with split grommets
(when occurs) against the inside of the form.
Placement of rebar must be coordinated with placement
of tendons; in case of conflict, tendon location governs.
6.6 - If jobsite conditions warrant, the location of the fixed -end
anchorage may be reversed with the location of the
stressing -end anchorage.
6.7 - Tendon placing sequence is as follows:
Banded Slabs:
A. Place uniform strand groups over the centerlines of the
columns.
B. Place all banded strand groups.
C. Place remainder of all uniform strand groups.
Sequenced Slabs:
A. Place according to the sequence numbers as described
on the tendon layout drawing.
One -Way Beam and Slab:
A. Place all girder and beam strands.
B. Place all uniform strands.
C. Place all temperature strands (if applicable).
6.8 - Lay top perimeter bars along slab edges and intermediate
stressing joints; tie bottom and top perimeter bars to
anchorages or tendons.
6.9 - Chair up support bars according to support bar drawings.
Place tendons with smooth horizontal curves at the anchorages
as shown on Detail C/PT-01. Place one chair at each
intersection of a bundle with a bar, and tie chair, bar and bundle
together. Slab tendons crossing over a beam may be tied
directly to the top longitudinal bars of the beam if proper C.G.S.
of slab tendons is maintained.
6.10 - Wrap any crack in the tendon plastic sheathing. Concrete
shall be placed in such a manner as not to disturb the tendon
profiles; workmen must be cautioned against walking on
tendons or support bars. Any tendon displaced during concrete
placement must be restored to its original profile before
concrete sets.
7.0 STRESSING PROCEDURE
7.1 - The stressing operation must be under the immediate
control of a person experienced in this type of work; they must
exercise close check and rigid control of all operations, and
must hold PTI certification per latest edition of ACI 301.
7.2 - 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 compressive
strength of 3000 psi. MOE of 2650 ksi, cure time of 48 to 72
hours.
7.3 - Connect the hydraulic pump to a 110V AZ, 60HZ, 25-AMP
power source. Extension cords should be 3-wire, 12-GA.
Extension cords shall not be longer than 100 feet. Using longer
cords will damage the pump and lead to erratic elongation
results.
7.4 - The post -tensioned operation will 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. Check stressing ram prior to use, and
follow any instructions provided by CMC.
7.5 - Records shall be kept of all jacking forces and elongations
and submitted promptly to the structural engineer for approval.
7.6 - Review the ram calibration chart to determine required
jacking pressure. The ram and the gauge are a matching set,
do not intermix sets.
7.7 - The stressing operation proceeds as follows:
Remove grommets at stressing ends; check inside each
grommet hole to make sure that the anchorages are free from
cement paste; if not, remove paste.
A. Insert wedges, side by side,C) into each
anchorage. Wedge halves should be spaced equally
and inserted evenly into the anchorage cavity.
B. Carefully mark the strand at the edge or at a fixed
distance from the edge of the slab with a permanent marking
system. If tendons are double end stressed mark both ends
prior to stressing. See section 7.11 for a detailed procedure.
C. Stress strands to 80% of ultimate capacity, i.e. 33 kips.
as shown on matching calibration charts. Tendons that are
stressed from both ends as shown on these shop drawings,
shall not be stressed from both ends simultaneously. Stress to
maximum stressing force per gauge calibration chart at each
tendon end.
D. Seat the wedges using the hydraulic device built into the
jacks.
E. Remove the jacks.
F. Measure the final elongation. Tendons stressed from
both ends do not usually have the same elongation at each
end. The sum of elongations from both ends must equal the
elongation shown on the tendon layout drawing.
G. Record elongation.
7.9 - Actual field elongations shall be within ± 7% of the
calculated elongations as shown on placing drawings. If field
elongations exceed this tolerance, supplier and engineer shall
be notified immediately.
7.10 - Take safety precautions as necessary: DO NOT permit
workmen to stand behind or above jacks while stressing
tendons.
7.11-DETAILED ELONGATION RECORDING
PROCEDURE:
Establish a constant reference dimension (DATUM) from the
face of the concrete, mark the bare strand with a quick dry
spray paint (DO NOT USE LUMBER CRAYON) this mark will
establish a reference point for elongation measurements. Once
tendons are stressed using proper stressing procedure, and
jacks have been removed from the strands tail, place the
DATUM marking device against the concrete surface. Measure
the distance from the marking device to the reference mark on
the strand to the nearest eighth of an inch. Inspector to record
this measurement on the stressing report log provided by the
inspection firm. For tendons pulled from both ends record each
end elongation and combine both results to obtain the total
elongation. **Note that sometimes a negative value may may
result on the second pull of a tendon pulled from both ends.
*Note: In extreme cold weather conditions, where the weather
is severe enough to change the viscosity of the grease,
additional friction may result in elongations being lower than
shop drawings indicate. When ambient temperatures are lower
than 32 degrees Fahrenheit temperatures must be increased to
complete stressing procedure.
7.12-Submit recorded elongations, pressures and computed
percent deviations to the engineer of record for approval. If the
report has values +/- 7% from calculated the FOR may ask the
PT supplier to explain the discrepancy. **ONLY The FOR can
give the permission to cut and patch the tendon ends.
7.13-After the Engineer's approval has been obtained stressing
tails may be cut off. Strands should be cut off "' minimum from
the anchorage and grease cap shall be installed with 1" cover
being maintained from the grease cap to the slab edge, or as
per the most recent ACI-301, this shall be done within 8 hours
of cutting tails off, or as per the most recent ACI-301
7.14-STRESSING SEQUENCE:
Two -Way Slab (Banded)
1. Stress continuous distributed (uniform) tendons.
2. Stress continuous banded tendons.
3. Stress added distributed tendons.
4. Stress added band tendons.
5. Stress temperature tendons (if applicable).
One -Way (Slab & Beam)
1. Stress temperature tendons.
2. Stress continuous uniform slab tendons.
3. Stress added uniform slab tendons.
4. Stress continuous beam tendons.
5. Stress added beam tendons.
**In beams start with the top most row of anchors moving down.
in bands or uniforms with excessive curvature or sweeps along
the tendon, start with the anchor on the inside of the curve
moving outwards. This is to avoid additional friction from the
tendons pinching each other.
Sequenced Slab
1. Stress continuous tendons in the longer direction.
2. Stress added tendons in the longer direction.
3. Stress continuous tendons in the shorter direction.
4. Stress added tendons in the shorter direction.
7.15 Stressing pockets shall be filled(sealed) flush (by others)
within the timeframe prescribed in the latest edition of ACI-301,
with a non shrink, non metallic grout. This grout material shall
not contain Chlorides,Sulfates,or Nitrates.
8.0 STRESSING PRECAUTIONS:
8.1-Remove any obstructions that prevent the pocket -formers
from seating properly against the form work.
8.2-Interferences must not prevent anchorages from being
nailed squarely to the form work. In no case shall the C.G.S be
adjusted vertically up or down unless authorized by the
Engineer of record. Slight horizontal deviations are acceptable,
provided adequate concrete cover is maintained and the
Engineer of record is notified of the change.
8.3- Tendons shall in all cases be placed perpendicular to the
anchorages. Failure to follow this may result in low
elongations, broken strand wires, complete tendon failure, or
improper wedge seating.
8.4-DO NOT
a) Stress tendons if any cement paste(grout) remains in the
anchorage cavity. Grout in the wedge zone may prevent
the wedges from seating properly and may result in
sudden tendon failure.
b) Use extension cords longer than 100' or less than 3
wire/12 gauge.
c) Use jack when it does not seat properly into the casting.
d) Adjust gauge pressure to achieve a desired elongation.
e) Allow obstructions in the path of jack extension.
f) Continue stressing if something is not working properly.
g) De -Tension with loose plates,spacing shims or "piggy
backing" rams.
h) Stand in immediate vicinity of a jack, or between a jack
and a pump during tensioning or de -tensioning.
8.5- Inserts for suspended electrical, mechanical and
architectural work shall be cast -in -place. Power driven
fasteners shall NOT be allowed unless approved by the
Engineer of record to ensure special precautions are taken to
avoid tendon damage.
8.6- The pump and jack should be tethered to a solid object
when working at an elevated level.
8.7- If De -Tensioning is required, it should be done so by
qualified personnel using the proper equipment.
8.8- If the concrete is visibly HONEYCOMBED or cracked, do
NOT stress until it has been inspected and properly repaired.
8.9-THE EXPECTED ELONGATIONS shown on these shop
drawings were calculated using the following formula, where:
A= Expexted Elongation (in.)
P= AVG. Force in the Tendon(Kip or Lbs.) this is calculated
based on CMC's value for the friction coefficents K & IJ
L= Tendon Length (in.) within concrete (tails not included)
A= Area of steel in the 7 wire strand(inA2)
E= Modulus of Elasticity of steel (Default: 28,500 KSI)
PL
0-AE
9.0-TROUBLESHOOTING:
9.1- WEDGE SLIPPAGE: The most common cause of
wedge slippage and/or ram "Hung Up" will be because of
concrete paste in the wedge seat of the anchorage casting.
This will prevent the wedges from penetrating into the casting
the proper distance and result in strand slippage. In some
cases this may cause the jack to become locked onto the
tendon "Hung Up". Several different methods can be used to
safely De -Tension the tendon, therefore releasing the jack. DO
NOT use a second ram on the back of the one that is Hung Up
to De -Tension. The De -Tensioning procedure is a dangerous
procedure and extreme caution should be exercised. Only
certified, Qualified and experienced personnel should attempt
to De -Tension a tendon.
9.2- HONEYCOMB: Honeycomb, Rock Pockets, Sand
Pockets Or voids need to be repaired prior to stressing the
cables. This repair is essential to avoid Blowouts.
9.3- BLOWOUTS: Blowouts are most commonly caused by
Rock Pockets,Sand Pockets or Voids. Other causes of
blowouts may be lack of anchorage zone reinforcement,
improper tendon profile,reverse curve or under strength
concrete (usually seen in colder site conditions). Depending on
the location or severity of the blowout, adjacent tendons may
have to be De -Tensioned before removal of concrete can
begin. In some cases it may be necessary to use tendon
couplers in the repair if the strand was damaged.
9.4- TENDON BREAKAGE: If a tendon breakage occurs it
can be from misalignment of anchorages or wedges, paste in
the wedge cavity, sheathing in the wedge cavity, overstressing
and/or internal damage to the tendon, among other causes.
A- Misalignment of the wedges occurs when wedges are
offset prior to stressing. The wedges can pinch one or more
wires. If full stress has been applied, and wedges are holding,
leave as is. DO NOT attempt to De -tension.
B- Overstressing of a tendon can result from mis-reading
the gauge pressure, using a machine where the needle is
below 0 when not at use, or is out of calibration. The strand
may break or be stressed beyond yield. If the wedges are
holding and the strand does not break, it is usually preferable to
leave the tendon in overstressed condition. Attempts to
De -Tension may damage or break the tendon and may create a
dangerous condition for the operator.
C- Internal damage to the tendon could be caused by nicks
in the strand prior to concrete placement, drilling and/or cutting
strand after concrete placement, and damage caused by power
actuated studs shot into strands.
9.5-SPLICE COUPLERS (GTI-one time use splice chuck)
Tendons are sometimes too short to reach a bulkhead, either
because of mis-placement or mis-fabrication. If the tendon is in
one pour only and not continuous, every effort should be made
to replace the short tendon with the proper length tendon. If
that is not feasible or if the tendons are continuous from
another pour, splice couplers are an option. The Engineer of
record should be notified as well as CMC. Once the Engineer
of record approves the use of couplers the procedures for
proper splice coupler installation should be followed. Please
ask your PT detailer or Project manager for a detailed
procedure for splice coupler installation(GTI-one time use
splice chuck)
9.6- CRACKED WEDGES Hairline cracks usually appear in
the hardened surface of the wedges due to the deformation of
the wedges around the strand at the time of seating. These
cracks do not affect the integrity of the Post -Tension system.
9.7- LIFT OFF TEST A "Lift -Off Test" may be conducted
using the supplied stressing ram on previously stressed and
anchored tendons to determine the residual effective force in
the tendon at the anchorage. The Lift -Off test should be
performed prior to cutting the stressing tails. When the tendon
is initially stressed and anchored, the wedge seating that
occurs develops a mechanical friction between the
strand,wedges and anchorage casting. During the Lift -Off test,
it will be necessary to stress the tendon in excess of the
residual effective force at the anchorage by an amount
equivalent to this friction force in order to "break the wedges
loose" and determine the force remaining in the tendon. This
process will be reflected during the lift off test by stressing to a
level (shown on the gauge attached to the ram) sufficient to
break the wedges loose, and a subsequent reduction in the
gauge pressure, reflecting the residual force in the tendon.
*Take note the lift-off test determines the residual force in the
tendon at the anchorage. Determination of the force level at
other points along the tendon requires detailed consideration of
p g q
friction and wedge seating effects.
9.8- GENERAL PERMISSIONS AND DISCLOSURES
These shop drawings contain proprietary information
restricted solely for use on this project. These drawings
may not be reproduced in part or in whole, for any other
use without the expressed written permission of CMC.
Drawings are valid only if materials are supplied by CMC.
These Shop drawings are intended to be used in
conjunction with the most current structural drawings as an
aid to proper placement of the PT materials, and do not
constitute contract documents. Any deviation from the
contract documents must be approved in writing by the
Engineer of record.
These shop drawings illustrate the details of the CMC
post -tensioning system. They were prepared in
conformance with the structural design provided to CMC
by the project owner or its representative. CMC took no
part in the preparation or review of said structural design
and CMC disclaims any liability for it. The stamp or seal
of an CMC employee or agent on these shop drawings
pertains only to the transfer of the forces required by the
Engineer of record on the structural drawings, and not to
the adequacy of the structural design. No warranty,
express or implied, as to the adequacy of the structural
design is made by any such stamp or seal.
E.O.R. Engineer of record is the engineer legally eligible
to seal the structural documents for the project. This seal
acknowledges that he or she has performed or supervised
the analysis, design, and document preparation for the
building structure and has knowledge of the requirements
of the load carrying structural system. The FOR is
responsible for the design of the primary structural system.
0 NO EXCEPTIONS TAKEN ❑ REVISE AND RESUBMIT
MAKE CORRECTIONS NOTED ❑ REVIEW NOT REQUIRED
This review is only for general conformance with the design concept and the
information given in the Construction Documents. Corrections or comments
made on the submittal during this review do not relieve the contractor from
compliance with the requirements of the plans and specifications. Review of a
specific item shall not include review of an assembly of which the item is a
component. The Contractor is responsible for: dimensions to be confirmed and
correlated at the jobsite; information that pertains solely to the fabrication
processes or to the means, methods, techniques, sequences and procedures
of construction; coordination of the Work with that of all other trades and
performing all Work in a safe and satisfactory manner.
KPFF Consulting Engineers
1q)ff
Date 10/08/2022
By JAv
The Professional Engineer's
Stamp and Signature on these
documents indicates that the
shop drawings have been
reviewed for conformance to
the design intent shown on the
Construction Documents for all
items supplied by the post -
tensioning manufacturer.
They do not validate the
adequacy of the design of the
Construction Documents
issued by others. The
responsibility for the structural
design remains entirely with
the Structural Engineer of
Record for the project.
Innova Technologies, Inc.
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BEAM BARS SPREADER
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BEAM BUNDLES
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01
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DEAD END
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COLOR CODE,
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SEE SECTION "A" FOR
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1st FOUR
SEE FT
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SEE DETAIL C/PT-01 FOR
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REQUIREMENTS
H I TENDONS AT CONSTRUCTION JOINT
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3 GROUPINGS IN PTDE-HAS ONE SHOP
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1 Post -Tension Intermediate-3
PTI3-IS TO BE FIELD STRESSED FROM
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FIRST PT SUPPORT BAR 3" FROM FACE OF BEAM TYP.
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5.)
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NO SPACING IS PROVIDED USE EVEN SPACES NOT EXCEEDING 4'-0"O.C.
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QUALIFIED INSTALLERS TO KNOW WHEN THE
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documents indicates that the
shop drawings have been
reviewed for conformance to
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Construction Documents for all
items supplied by the post —
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They do not validate the
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adequacy of the design of the
Construction Documents
issued by others. The
responsibility for the structural
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the Structural Engineer of
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Innova Technologies, Inc.
**NOTE: ALL TENDON SWEEPS HAVE BEEN
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Job #: 2224980007
Sheet #:
PT-2.2