TWR Crane No. 01 (NT) Dismantle _ TWR Crane No. 02

Transcription

Section No. 01
Tower Crane Erection Meeting Agenda
Tower Crane No. 01 (North Tower) Dismantle / Tower Crane No. 02 (South Tower) Erection
Project Name: S/W CAM Re‐SKIN PROJECT
Project Location: Temple, Texas
Erection Date : 12/13/14 ‐ 12/14/14
Project Number:58510
Co. Division: TEXAS
1. Site Layout Review: REFERENCE KCI TOWER CRANE LOGISTICS PLAN Sketch SK‐KCICC101R2 12/09/14
2. On Site Management:
Management person responsible for crane operations
Competent Person Assignments (Copies of all competent qualification documents to be provided to KCI)
Rigging (Name and Company)
Signaling (Name and Company)
Crane Operation (Name and Company)
3. Supervision of Operator:
How are load specs/other information given to the operator
4. Safety:
a. Permits
1. FAA : Complete Y/N & Air Study Number 2014‐ASW‐8607‐OE
2. Local/ State Permits: N/A
3. Street Closure: Reference Logistics Sketch SK‐KCICC101R2 12/09/14
4.Sidewalk Closure: Reference LogisticsSketch SK‐KCICC101R2 12/09/14
Scott White CAM ‐ Re‐Skin Project (5851B)
1
Section No. 01
b. Rescue Plan:
1. In the event of an emergency, the designated KCI Supervision shall be contacted immediately. The KCI Supervision designee shall immediately contact 911 as well as Scott & White Emergency at (254) 724‐2000. The KCI supervision designee shall be identified at morning huddle prior to commencement
of work on both 12/13/14 and 12/14/14.
2. Emergency Contact Information
a. Kris Kopack, KCI Project Director (Remote): 602‐390‐4660
b. Jeff Blake, KCI Senior Superintendent: 602‐399‐0430
c. Chris Kirch, KCI Project Manager: 602‐881‐6982
d. Brock Gates, KCI Superintendent: 602‐390‐4475
e. Steve Whitworh, Jr., KCI Safety Coordinator: 254‐721‐9941
f. Mike Kenna, Heede Southeast: 704‐201‐8232
c. Site Restrictions:
1. Accessibility:
a. Entry Point: 31st Street and Scott Boulevard
b. Exit Point: 31st Street and Scott Boulevard
2. Helipad Locations
a. South Tower Helipad Closed Indefinitely
b. Owner has provided notification to site air traffic operators for ground pad
3. Traffic Control
a. Reference Logistics Sketch SK‐KCICC101R2 12/09/14 ‐ Furnished by KCI
b. Pedestrian and vehicular traffic to be stopped when loads hoisted above 4. Soil/Ground Conditions
a. Mobile cranes to be placed on existing rigid pavement and asphaltic concrete drives
5. Overhead Obstructions
a. Power lines not present within footprint of hoisting activities
6. Underground Hazards
a. Review of facility as‐built drawings do not reflect presence of underground hazards
b. Private utility locate previously performed did not identify the presence of underground hazards
7. Miscellaneous
a. Operations next to existing occupied hospital
2
Section No. 01
5. Hoisting:
a. Hoisting Summary:
Mobile Crane No. 1 ‐ Tower Crane No. 01 Dismantle (North Tower)
Crane Type:
Crane Manufacturer:
Crane Model No.:
Crane Serial No.:
Max Load to be lifted
Max swing radius length
Boom Angle
Boom Length
Boom Tip Height
Site Specific Crane Capacity
Lifting Percentage of Capacity
Jib Configuration
Jib Length
Outriggers
Outrigger Pads/Cribbing Type
Annual Inspection
Daily Inspections
Documentation of above (Y/N)
(Copy to be provided to KCI for record)
Rigging Type:
Rigging Attachments:
3
Section No. 01
Mobile Crane No. 2 ‐ Tower Crane No. 02 Erection (South Tower)
Crane Type:
Crane Manufacturer:
Crane Model No.:
Crane Serial No.:
Max Load to be lifted
Max swing radius length
Boom Angle
Boom Length
Boom Tip Height
Site Specific Crane Capacity
Lifting Percentage of Capacity
Jib Configuration
Jib Length
Outriggers
Outrigger Pads/Cribbing Type
Annual Inspection
Daily Inspections
Documentation of above (Y/N)
Rigging Type:
Rigging Attachments:
1. Job Hazard Analysis:
a. To be completed by Heede Southeast and submitted to KCI prior to the commencement of work
each day
b. Reference Job Hazard Analysis Form in Section 5
2. Rigging/Signaling:
a. All riggers and signalers shall be 'Qualified'. Heede Southeast to provide documentation of same to KCI prior to commencement of work.
b. Communication shall be accomplished via two (2) way hand held radios provided by KCI. Channel 16 shall be utilized for all communication related to Tower Crane No. 1 activities while
Channel 3 shall be utilized for all communication related to Tower Crane No. 2 activities.
c. Hand signals shall be utilized as secondary means of communication and shall be discussed by all
parties prior to implementation.
d. All rigging to be inspected prior to use on daily basis. Inspection to be documented
via Job Hazard Analysis.
3. Operating Constraints:
a. Unfavorable weather conditions including (but not limited to) lightning, rain, and sustained winds of 25mph or greater
b. Mechanical operation of cranes 4. Miscellaneous Crane
a. Swing radius barricaded prior to use
b. All loads to be with tag lines
4
Section No. 02
Tower Crane No. 01 Removal/ Tower Crane No. 02 Installation
Anticipated Schedule:
Drive Closure - 12/13/14 at 6am
Drive Restoration - 12/14/14 at 6pm
Tower Crane No. 01 to be Removed.
Tower Crane No. 02 to be Installed.
X
X
Construction Fence/Barricades
Pedestrian Access
Mobile Crane and Support Truck Access
X
X
X
4
Closure of Drive via
Barricades (typ.)
Path of travel for Mobile Cranes and
Support Trucks from East Staff Parking Lot
Adjacent to Kitchell Trailers
Tower Crane No. 01
Closure of Drive via
Barricades (typ.)
4
X
X
X
3
X
X
3
X
X
X
X
X
X
3
X
3
X
X
X
X
X
X
X
X
4
X
3
2
2
2
Tower Crane No. 02
2
2
Pedestrian Access
1
Temporary Signage
1 - Owner Requested Directional Signage (Signage by KCI)
2 - Pedestrian Traffic Direction Signage - Directing South Tower as point of Hospital Entry (Signage by KCI)
3 - KCI Traffic Control for Loads Hoisted Above Active Drive and to Facilitate Support Truck Entry/Exit (By KCI)
4 - Temporary Closure of Stair No. 01 Level One Exit Door, North Tower Main Entry and Heart and Vascular Entry (Signage by KCI)
Tower Crane No. 01 Removal/Tower
Crane No. 02 Installation Logistics
SK-KCICC101 Rev. 02, dated 12/09/2014
Section No. 03
HEEDE Southeast
Site Specific Crane Plan
Section No. 04
SECTION 9T - CRANES
A. Responsibilities
1.
Any contractor conducting activities involving a crane shall have an individual
designated as its Competent Person for crane activities at the jobsite at all times
during the complete duration of all of the contractor's crane activities.
2.
Additionally, during assembly and disassembly (A/D) activities, the contractor shall
provide an A/D Director to supervise the operation. An A/D Director must be a
person who meets the criteria for both a competent person and a qualified person,
or a competent person who is assisted by one or more qualified persons.
3.
All crane activities shall comply with local, state and Federal Regulations or the
manufacturers’ guidelines- whichever is most stringent.
a. Any contractor rigging or signaling loads being lifted by a crane shall have a
Qualified Rigger and Qualified Signal person as outlined in 29 CFR
1926.1400.
4.
If a contractor is leasing/renting a crane and no employee of that contractor is
operating the crane, rigging or signaling the load, the Qualified Personnel
responsibility shall belong to the contractor(s) actually conducting the lift.
5.
Prior to commencing with any crane activities the contractor owning, operating,
renting/leasing and/or overseeing the crane shall submit to Kitchell insurance
certificates evidencing insurance coverage’s including general liability, automobile
liability and workers' compensation. The limits of liability of these coverages to be
provided by the contractor will be stipulated by Kitchell. The certificate(s) to be
submitted by the subcontractor shall name Kitchell and the project Owner as
Additional Insured.
6.
All Kitchell crane operations shall be supervised by a Kitchell project
superintendent.
7.
All subcontractor’s crane operations and activities shall be supervised by the
subcontractor’s Competent Person.
8.
The person supervising the crane activities shall ensure all signalers and riggers
have been properly trained and are qualified to perform this activity.
9.
The person supervising the crane activities shall ensure all loads are loaded and
rigged properly and in the event of any deviations the lift will be halted until
additional pre-planning is conducted. This is essential when conducting Critical
Lifts.
10. The crane operator is responsible for following the supervising person's lift planning
and for the safe operation of the crane. The crane operator cannot be the
supervisor of the crane operation and activity.
11. Any employee working on a Kitchell project can signal an emergency stop.
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Copyright © 2009-2014, Kitchell
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Section No. 04
B. Inspection of Cranes20
1.
Inspections shall be conducted in accordance with the requirements of the crane
manufacturer.
2.
The operator of a crane used on a Kitchell site shall provide documentation of
inspections according to the criteria indicated below.
3.
Documentation of the crane inspections shall be kept on site and available for
review at any time by authorized persons.
4.
If requested by Kitchell, all records of maintenance or pending maintenance shall
be provided.
5.
The cranes shall not be operated unless the required current documentation of
inspections is obtained by Kitchell project management.
6.
Any items found to be deficient or in need of repair, adjustment or replacement
during any inspection shall be corrected prior to the crane being used.
7.
Annual Inspection
a. The crane shall have a current annual inspection before being used on the
jobsite. This inspection, as a minimum, must comply with the appropriate
ASME B30 series, most recent edition.
b. This annual inspection shall be performed by an independent third-party. The
independent third-party shall be a qualified person and, where required by
law, licensed to perform such inspection.
8.
Daily Inspection
a. The Operator and/or Oiler shall inspect the crane prior to initial use on each
shift.
b. This inspection, as a minimum, must comply with the appropriate ASME B30
series, most recent edition.
20
T8 CCR 5021 (a) All cranes and derricks used in lifting service, exceeding three tons rated capacity, and their
accessory gear shall not be used until the employer has ascertained that such equipment has been certificated as
evidenced by current and valid documents attesting to compliance with the following:
(1) Tests and examinations shall be conducted annually by a currently licensed certificating agency or designee listed in
the certificating agency license, and a certificate shall be issued by the certificating agency;
(2) Certificates (annual and quadrennial) attesting to current compliance with testing and examination standards of
requirements shall be maintained for each crane or derrick and shall be in a form acceptable to the Division. (See Section
4885, Plate V.)
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Section No. 04
9.
Monthly Inspection
a. Each month the equipment is in service it must be inspected and maintained
by the employer that conducts the inspection.
b. The results of the inspection shall be made available at Kitchell’s request.
C. Crane Accessories
1.
All cranes shall have installed and functional the components and devices provided
by the crane manufacturer. All configuration changes, upgrades or modifications
shall be as approved by the manufacturer.
a. Unless authorized otherwise by Kitchell, only cranes with anti-two-block
systems, load indicators or load moment indicators, and return to neutral
controls shall be used and the systems shall be fully functional.
b. All controls, limits, indicators and other operational aids shall be tested,
calibrated and maintained per the manufacturer’s recommendations.
D. Crane Operator’s Qualifications/Training
1.
All crane operators shall obtain certification from an accredited crane testing
operation or licensing by a government agency as outlined in 29 CFR
1926.1427(b) and (e) respectively or local requirements - whichever is most
stringent. A legible copy of the applicable documentation shall be submitted to
Kitchell prior to the operator commencing work.
2.
Any other means of certification must be approved by the safety director or safety
regional mManager as appropriate.
3.
All operators shall have documentation of orientation/training specific to the
crane they will be operating including site-specific hazards/conditions including:
a. Pinch Point/Crushing hazards
b. Critical lift protocols
c. Emergency Procedures
d. Maintenance and Lockout/Tagout procedures
e. Fall hazards
E. Crane Operations
1.
The crane shall not be left unattended while engine is operating.
2.
The operator shall be at the controls whenever a load is suspended.
3.
The operator shall not use or attempt to use a cellular phone while operating the
crane. If a cellular phone is necessary to communicate with others involved in the
operation of the crane, its use shall have been previously coordinated with all
involved.
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Section No. 04
4.
Mechanics shall not be permitted to adjust, oil, lubricate, or repair any mechanism
with moving parts until equipment is shut down. If some adjustment requires the
operation of the equipment to perform the final adjustment, extreme caution shall
be used while these tasks are being performed. Any guards that are removed to
adjust, oil, etc., shall be promptly replaced.
5.
Mobile cranes shall be equipped with an audible back-up alarm that can be heard
above ambient noise levels. This device shall sound continuously while the crane
is backing up.
6.
No employee shall be permitted to ride the load, block, hook, or ball of any crane,
derrick, or hoist.
7.
All loads shall have a tag line that is a suitable length.
8.
The barricaded swing radius of the crane shall not be accessed by anyone while
the operator is at the controls except in an emergency.
9.
The load block and the auxiliary ball shall be equipped with a positive safety latch.
10. Personnel shall not climb on or off a moving crane.
11. Prior to any worker signaling or rigging a crane load, documentation of training
acceptable to Kitchell shall be provided.
12. All loads shall be signaled by only one designated signaler. If the operator loses
contact with the signaler, the operator shall stop all crane functions, until contact is
regained.
13. Except in an emergency, signaling of tower cranes shall only be done by two-way
voice communication. A frequency dedicated to the crane operations shall be
used. All crane operators and signalers shall ensure they have a fully charged
battery in their radio prior to each shift.
14. Outriggers shall always be set on hard wood mats/pads extending at least six
inches beyond the outrigger support.
15. No crane shall be set up closer to an excavation, underground utility, footing or
recessed wall than its depth or unless other precautions have been taken.
16. Crane operations shall be planned so that suspended loads are not lifted over
workers. (Connectors conducting steel erection activities are exempt from this only
for the load they are in the process of connecting.) If, for operational or logistic
considerations, this is not possible, a written plan shall be provided to Kitchell
explaining why loads must be lifted over worker’s, how workers exposed to the
overhead loads will be made aware of this hazard and procedures in the event of
an emergency.
17. Prior to hoisting a load with the crane, the person supervising the crane operation
and activity and the crane operator shall both know the actual total weight of the
load to be hoisted, including the weight of rigging utilized and any other
components which reduce the lifting capacity, and shall check that the total load
can be safely lifted within the limit of the crane's load chart based on any
configuration of the crane at any time during the lift sequence.
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Section No. 04
18. If at any time it is discovered that the load weight exceeds 75% of chart for the
current configuration and a Critical Lift was not planned, the lift shall be halted and
the Kitchell senior project superintendent notified.
19. All loads shall be adequately secured to prevent loss of any part of the load in the
event of unexpected movement while suspended. Loose or stacked material shall
be enclosed, banded or wrapped.
20. Extra precautions shall be taken when lifting material on pallets. Pallets shall never
be used to lift loose objects.
21. If traveling with a load is necessary a pre-task safety analysis shall be performed
immediately prior. In addition, the following shall be adhered to:
22. Position the boom and load directly over the rear or the front of the crane.
23. Keep boom as short as possible. The boom angle shall be kept as high as
possible.
24. Position load as close to the ground as possible.
25. Travel on smooth, firm, and level terrain.
26. Maintain a constant and controlled speed that is suitable to the terrain and load.
27. Travel shall be planned to minimize starts and stops.
28. Use spotter, both front and rear.
F. Power Line Safety
1.
Follow OSHA requirements (Subpart CC) regarding assembly and disassembly,
equipment operations, and traveling under or near power lines with no load.
G. Safety Devices
1.
All cranes must be equipped with safety devices, unless otherwise specified.
H. Operational Aids
1.
Category I and II operational aids and alternative measures are required on all
construction power operated equipment that can hoist, lower and horizontally move
a suspended load.
I. Critical Lifts
1.
Tower crane erection and dismantlement includes all lifts during the tower crane
erection/dismantling procedure, jumping or increasing the operating height of the
tower crane.
2.
The use of two or more cranes to hoist a load.
3.
Any lift which will or is likely to exceed 75% of the load chart capacity of the crane,
as it is configured and set up, at any time during the lift activity. The determination
of the lift or load weight shall take into consideration all items identified by the lifting
crane manufacturer as being part of the load. All environmentally caused
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Section No. 04
reductions in lifting capacities shall be considered prior to determining the 75%
capacity.
4.
Lifts involving specialized, unique or complex rigging equipment such as lifting
fixtures more complicated than a simple lifting beam or attachment rigging
containing more than four legs or attachment points.
5.
Lifts in which persons will occupy a personnel basket.
6.
Lifts made during unusual weather conditions that degrade the potential for safe
performance (i.e. high winds, extreme temperatures, reduced visibility) and any lifts
that evoke a supervisory concern.
7.
Lift operations made with a land crane mounted on a floating vessel.
8.
A lift in which the crane is within the boom's length of the energized electrical lines
prohibited zone.
9.
Loads lifted over buildings occupied by the public shall be evaluated for the need
to do Critical Lift Planning.
10. Critical Lift Precautions
a. The area below the path of the Critical Lift shall be clear of all workers not
essential to the Critical lift. Depending on the size of the load this area may
need to be expanded horizontally.
b. A horn shall be sounded immediately prior to any Critical Lift leaving its
resting point.
11. Critical Lift Plan.
a. A Critical Lift Plan shall be written by the party responsible for the critical lift
prior to commencement of the Lift.
b. The Plan shall be reviewed by an accepted independent third party crane
expert.
c. Once the Plan has been developed and reviewed by the third party, the
project superintendent and the Safety Regional Manager shall thoroughly
review the content and procedures in the Plan.
d. The written plan shall include the following:
1) Name of the Competent Person for the Lift.
2) Crane operator certification.
3) Copy of current annual crane inspection.
4) Copies of the manufacturer’s load chart data, with all notes and
warnings and calculation directives for the specific crane and
configuration to be used during the Critical Lift.
5) The total calculated weight of the load including the weight of rigging
utilized and all items designated by the lifting crane manufacturer as
being part of the load.
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Section No. 04
These calculations are to be presented in a form and in sufficient detail
to allow them to be verified by a qualified person. These calculations
shall be checked by a qualified person and/or a professional engineer.
6) Diagrams which graphically, and dimensionally, display the
geometrical conditions of the Critical Lift for each and every location
and position of the crane during the lift. This diagrammatic information
shall further include, at a minimum, the following:
a) Locations from which the item(s) are being hoisted and locations at
which the loads will be set at lift completion. Height and distance
dimensions relative to the crane shall be included.
b) Maximum radius points and points where lifting crane capacity is
lowest. Highest boom angle to be experienced during the lift.
c) Motion patterns in both vertical and horizontal views along with
written description of movement. (i.e. hoist up 2 feet, swing left 50
feet, boom down 15 degrees to a radius of 80 feet, hoist down to
ground level.)
d) Adjacent areas within one boom length occupied by workers, the
public and/or vehicular traffic, if applicable should be highlighted or
marked in red.
e) Locations to safely discharge load in the event of an emergency
requiring such action to occur.
f) The location of all above ground obstructions to the planned
operation, all below ground hazards within 20 feet of the crane set
up location or load set down location. Locate all electric power lines
energized with more than 600 volts.
7) For those Critical Lifts where the elements 1, 2 or 3 occur, soil and
subsurface configuration data and information within 20 feet of any part
of the crane that is in contact with the ground during the Critical Lift
shall be part of the plan. This information shall be procured from a
professional source such as the project's geotechnical engineer and/or
a professional engineer. This data shall state the maximum loading, in
pounds per square foot, the soil can support.
8) A detailed description of the ground support to be used by the crane in
addition to its installed outrigger or track pads.
9) For those Critical Lifts where the elements 1, 2, or 3 occur, a registered
professional engineer shall utilize the information obtained to verify and
confirm the following items (If state tort law requires that the engineer
be registered in the state where the project is located then that
requirement shall prevail.):
a) That the soil and subsurface conditions are capable of supporting
the maximum load imposed to the soil at any point and at any time
during the Critical Lift.
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Section No. 04
b) That the design of any additional ground support to be used to
support the crane is appropriate to transfer the calculated loads.
10) Signaling and communication methods and locations.
11) The weather considerations with their thresholds of wind velocity,
temperature, and visibility that will initiate the lifts termination or the
initiation of special precautions.
12) A Hazard Analysis that identifies the hazards associated with the lift
and the means and methods that will be used to reduce, mitigate or
eliminate them.
13) An analysis of rigging requirements to include lift points, sizes and type
of chokers, slings, shackles and other rigging components that may be
needed.
e. Pre-Lift Meeting.
1) A Pre-Lift meeting shall be held immediately prior to the lift. The lift
shall not begin until the Pre-Lift meeting has been held.
2) All individuals involved with the lift shall attend including the Kitchell
senior project superintendent, Safety Regional Manager and Safety
Coordinator.
3) A final check shall be made that all requirements for the critical lift have
been met and/or received.
4) The entire lift, all hazards and emergency procedures shall be
reviewed.
5) The Critical Lift Pre-Meeting form shall be used to conduct and
document the meeting.
J. Tower Crane Erection/Dismantlement21
1.
All requirements listed above applicable to Critical Lifts applies to tower crane
erection/dismantlement.
2.
A Tower Crane Erection/Dismantlement Plan shall be developed by the contractor
that is contractually responsible for the tower crane.
3.
The Plan shall be developed well in advance of the actual tower crane
erection/dismantlement to allow for logistic and schedule planning. (i.e., site areas
may need to be closed, other subcontractors work may need to be suspended,
etc.)
21
T8 CCR 341 Permits
(d) (1) To erect, raise or lower, or dismantle a fixed tower crane, the fixed tower crane erector, climber, or dismantler
shall hold a Project Permit. NoteNo.1:See Section 341.1 of this article for additional details on Project Permit
requirements for fixed tower cranes. NoteNo.2:See Sections 344.70 et seq. of Title 8 of the California Code of
Regulations for additional requirements applicable to permits to operate a fixed tower crane.
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Section No. 04
4.
A representative certified by the manufacturer of the tower crane being erected or
dismantled shall be onsite during the entire duration of the erection/dismantlement
activity.
5.
Tower Crane Erection/Dismantlement Plan. In addition to the required elements of
the Critical Lift Plan listed above, the Tower Crane Erection/Dismantlement Plan
shall also include:
a. Insurance certificates for all parties involved in the erection/dismantlement.
These shall be specific to the tower crane erection/dismantlement activity and
shall name Kitchell and the project Owner as additional Insured’s. These
certificates are in addition to those required by the standard language of
Kitchell’s Subcontract Agreement.
b. The names, positions and employers of all supervisory persons to be involved in
the erection/dismantlement activity. This shall also include the exact and specific
function, role and responsibility of each person as pertains to the activity.
c. The name of each employee of each subcontracting firm performing the
erection/dismantlement activity who is considered to be the Competent Person
and the Lift Supervisor for the activity.
d. The name of the authorized representative of the manufacturer of the tower
crane being erected/ dismantled.
e. A list of all tower crane components to be hoisted and the weight of each
component. The list shall be verified by the owner and/or manufacturer of the
tower crane as being correct information.
f. List all operation aids with which the service crane is equipped. At a minimum,
the service crane shall be equipped with an operational and certified load or loadmoment indicator and an electronic boom angle indicator.
g. Description of how the radius points as designated in the Erection/Dismantlement
Plan will be verified at the time of the erection/dismantlement.
h. A daily listing of activity events including the sequence of hoisting motions for
each tower crane component.
i.
Detailed loading calculations for each lift to be made with the service crane.
j.
A lift matrix for the tower crane components to be hoisted by the service crane.
This matrix shall include lift identification, planned lift weight, lift-off radius, lift-off
quadrant, lift-off capacity, set-down radius, set-down quadrant, set-down capacity
and the maximum radius in each quadrant of the lift at which each load can be
safety handled.
k. As the last page of the Erection/Dismantlement Plan, the signature of an Officer
or authorized representative of the subcontracting company and the signature of
an Officer or authorized representative of the company which owns the tower
crane being erected/dismantled, with a statement indicating that the
Erection/Dismantlement Plan has been reviewed and is approved and agreed
upon by the signers.
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Section No. 04
l.
6.
The signature and identification of the third-party reviewer, any comments by the
third-party reviewer and responses, if necessary, to the third-party reviewer.
40 Hour Inspection - A soon as possible after 40 hours of operation following
erection or tower jump, the tower crane shall be inspected by a third party certified
crane inspector.
K. Crane-Suspended Personnel Platforms
1.
The use of a crane or other similar hoisting equipment to hoist personnel is strictly
forbidden unless the use of other means would be more hazardous, without regard
to the time or expense involved. The Kitchell project superintendent and Kitchell
safety manager shall determine that there is not a safe alternative method to
perform the needed work such as ladders, scaffold and aerial lifts, etc.
2.
All requirements listed above applicable to Critical Lifts applies to CraneSuspended Personnel Platforms.
3.
Personnel platforms shall be inspected annually by a third party inspector certified
by a recognized authority.
4.
Proof and Trial Lift Testing
a. At each new jobsite prior to hoisting personnel, the unoccupied personnel
platform, rigging and hook block shall be proof tested to twice the personnel
platform rated capacity by holding it in a suspended position for (5) minutes. If
the crane is changed, moved, personnel changed, work locations change or
any part of the permit system changes, a new test lift is required.
b. Each day prior to hoisting personnel, a trial lift with the unoccupied personnel
platform loaded to at least the anticipated lift weight shall be made from
ground level, or any other location where employees will enter the platform, to
each location at which the personnel platform is to be hoisted and positioned.
This trial lift shall be performed immediately prior to placing personnel in the
platform. The trial lift shall be repeated whenever the crane is moved.
c. After each test lift, a competent person shall inspect the personnel platform
and rigging checking for any damage. Damage shall be repaired and another
test lift shall be performed before personnel may occupy the personnel
platform.
5.
Pre-Lift Meeting.
a. The Pre-Lift Meeting shall be held immediately prior to the trial lift.
b. It shall be repeated each day and for any new crane location or newly
assigned employees.
c. It shall be attended by the front line supervisor performing the work, operator
of the hoisting equipment, signal person, person(s) to be lifted and the Kitchell
safety director.
V4.0 – October 1, 2014
Page 80 of 109
Section No. 04
d. The work procedure shall be discussed step-by-step from start through
completion. The Critical Lift Pre-Meeting form shall be used to conduct the
meeting and document the trial and proof test lifts
6.
Safe Operational Specifications
a. There shall be no slack in the cable between the personnel platform and load
drum before lifting
b. Hoisting or lowering shall not exceed 100 feet per minute.
c. Personnel platforms shall not be used in winds in excess of 15 mph, electric
storms, snow, ice, sleet or other adverse weather conditions.
L. Boom Trucks
1.
Boom trucks shall comply with all requirements for crane operations.
M. Helicopter Lifts
1.
In accordance with Federal Aviation Regulations (FAR) the helicopter operator
must develop a plan for each complete operation, coordinate this plan with the
FAA Flight Standards District Office having jurisdiction over the area in which the
operation will be conducted, and obtain approval for the operation from that district
office.
2.
The plan shall include: (although it is the responsibility of the operator to prepare
the Plan, project staff shall have this information available for the operator.)
a. A detailed chart depicting the flight routes/altitudes, areas to be cleared of all
nonessential persons and all hook-up/drop-off locations.
b. Descriptions of all loads and precise weights.
c. Rigging details.
3.
The operator of the helicopter, or FAA representative if present, shall have total
control of the entire operation.
4.
All areas under and around the helicopter flight path, or as directed by the
helicopter operator, shall be kept clear of all personnel. (Consideration should be
given to moving any objects that could result in a catastrophic loss should an
emergency arise.)
5.
The helicopter shall not carry passengers unless they are performing an essential
function in connection with the external-load operation.
6.
The project superintendent shall request permission from the Kitchell safety
manager and Kitchell vice president of operations to use a helicopter lift.
REFERENCE
x
x
V4.0 – October 1, 2014
29 CFR 1926.550
29 CFR 1926.1400
Page 81 of 109
Section No. 05
JOB HAZARD/RISK ANALYSIS
Site: S&W CAM Re-Skin Project
Company:
Work Area:
Work Steps and Tasks
Describe the tasks / steps involved in the work –
in order
Hazards Identified for each Task / Step
1.
1a.
1b.
1c.
2.
2a.
2b.
2c.
3.
3a.
3b.
3c.
4.
4a.
4b.
4c.
5.
5a.
5b.
5c.
Date:
Completed By:
Risk Level
(1-10)
Control / Safe Work Procedures for each Task / Step
Section No. 05
JOB HAZARD/RISK ANALYSIS
Site: S&W CAM Re-Skin Project
Company:
Date:
Work Area:
Completed By:
Rigging Inspection:
Equipment Reviewed
Acceptable for Use / Removed from Service
Date:
Competent Person (Printed and Signed)
Hazards Checklist

Can someone be struck or contacted by anything while doing this job?

Can someone slip, trip or fall?

Can someone fall into any thing?

Can someone strike against or make contact with any physical hazards?

Can someone strain or overexert?

Can damage to equipment occur?

Can someone be exposed to any hazardous conditions?

Can someone be caught in anything?

Can someone injure someone else?
Attendees:
1.
6.
11.
16.
2.
7.
12.
17.
3.
8.
13.
18.
4.
9.
14.
19.
5.
10.
15.
20.
Safety Officers/Managers/Supervisors Comments
1.
2.
3.
4.
Employee Signature:
Section No. 06
Miscellaneous Supporting
Documents
Mail Processing Center
Federal Aviation Administration
Southwest Regional Office
Obstruction Evaluation Group
2601 Meacham Boulevard
Fort Worth, TX 76193
Aeronautical Study No.
2014-ASW-8607-OE
Issued Date: 12/08/2014
Kris Kopack
Kitchell Contractors, Inc.
3090 S. General Bruce Dr.
Ste. 103 #112
Temple, TX 76502
**DETERMINATION OF NO HAZARD TO AIR NAVIGATION FOR TEMPORARY STRUCTURE**
The Federal Aviation Administration has conducted an aeronautical study under the provisions of 49 U.S.C.,
Section 44718 and if applicable Title 14 of the Code of Federal Regulations, part 77, concerning:
Structure:
Location:
Latitude:
Longitude:
Heights:
Crane South Tower Crane
Temple, TX
31-04-37.00N NAD 83
97-21-54.00W
745 feet site elevation (SE)
185 feet above ground level (AGL)
930 feet above mean sea level (AMSL)
This aeronautical study revealed that the temporary structure does not exceed obstruction standards and would
not be a hazard to air navigation provided the following condition(s), if any, is (are) met:
Based on this evaluation, marking and lighting are not necessary for aviation safety. However, if marking/
lighting are accomplished on a voluntary basis, we recommend it be installed and maintained in accordance
with FAA Advisory circular 70/7460-1 K Change 2.
This determination expires on 06/08/2016 unless extended, revised, or terminated by the issuing office.
NOTE: REQUEST FOR EXTENSION OF THE EFFECTIVE PERIOD OF THIS DETERMINATION MUST
BE E-FILED AT LEAST 15 DAYS PRIOR TO THE EXPIRATION DATE. AFTER RE-EVALUATION
OF CURRENT OPERATIONS IN THE AREA OF THE STRUCTURE TO DETERMINE THAT NO
SIGNIFICANT AERONAUTICAL CHANGES HAVE OCCURRED, YOUR DETERMINATION MAY BE
ELIGIBLE FOR ONE EXTENSION OF THE EFFECTIVE PERIOD.
This determination is based, in part, on the foregoing description which includes specific coordinates and
heights. Any changes in coordinates and/or heights will void this determination. Any future construction or
alteration, including increase to heights, requires separate notice to the FAA.
This determination does include temporary construction equipment such as cranes, derricks, etc., which may be
used during actual construction of a structure. However, this equipment shall not exceed the overall heights as
indicated above. Equipment which has a height greater than the studied structure requires separate notice to the
FAA.
Page 1 of 2
This determination concerns the effect of this temporary structure on the safe and efficient use of navigable
airspace by aircraft and does not relieve the sponsor of compliance responsibilities relating to any law,
ordinance, or regulation of any Federal, State, or local government body.
Any failure or malfunction that lasts more than thirty (30) minutes and affects a top light or flashing obstruction
light, regardless of its position, should be reported immediately to (877) 487-6867 so a Notice to Airmen
(NOTAM) can be issued. As soon as the normal operation is restored, notify the same number.
A copy of this determination will be forwarded to the Federal Aviation Administration Flight Procedures Office
if the structure is subject to the issuance of a Notice To Airman (NOTAM).
If you have any questions, please contact our office at (817) 321-7752. On any future correspondence
concerning this matter, please refer to Aeronautical Study Number 2014-ASW-8607-OE
Signature Control No: 236045877-236363127
Alice Yett
Technician
Page 2 of 2
( TMP )
October 23, 2014
Scott & White Memorial Hospital
2401 South 31st Street
Temple, Texas 76508
Attention:
Reference:
Mr. Scott Liles, AIA
Vice President- Facilities and Construction
Geotechnical Investigation Report
S&W CAM Tower Crane No. 2
Temple, Texas
LFE Project No. W14-061
Dear Mr. Liles:
This letter with attachments is our report for Tower Crane No. 2 that will be used at the Center
for Advanced Medicine (CAM) on a temporary basis. This report is provided in general
accordance with LFE Proposal No. GEO 14-116, dated September 30, 2014. Authorization to
proceed was provided by Purchase Order No. 700069802 dated October 3, 2014.
Project Details and Purpose
A temporary tower crane will be installed on the west side of the existing CAM building as
shown on Plates 1 and 2. The purpose of our services has been to provide geotechnical design
recommendations for the proposed crane foundation.
Field Investigation
A single 25-foot boring was drilled on October 9, 2014 at the general location shown on Plate 2.
This location had previously been “soft drilled” for utility location purposes. However, our
boring was moved over slightly in order to avoid drilling in the backfill from the soft drill hole.
Mr. Kris Kopack with Kitchell Contractors assisted with providing access for our drilling
equipment. The borings were logged in the field by LFE Representative Mr. Harvey “Mac”
Radtke.
Field sampling was performed with push-tubes and standard penetration tests in the upper soil
materials. Limestone bedrock was cored with an NX-size core barrel, and water was used in the
coring process to discharge cuttings and to cool the cutting bit.
Copyright 2014
2000 South 15th Street, Waco, Texas 76706
Ph: 254-235-1048 www.LFEctx.com Fx: 254-235-1625
Page 1 of 6
October 23, 2014
Laboratory Tests
Test Procedures:
The following tests were conducted in general conformance with the
standards noted in Table 1.
TABLE 1: LABORATORY TESTS
Test Results:
Test Name
Test Method
Atterberg Limits
ASTM D 4318
-#200 Mesh Sieve
ASTM D 1140
Moisture Content
ASTM D 2216
Soil Classification
ASTM D 2487
Unconfined Compression (clay)
ASTM D 2166
Unconfined Compression (rock)
ASTM D 2938
Laboratory test results are attached, and selected test results are on the
boring logs.
Subsurface Materials
Stratigraphy:
Major strata types are shown on the attached boring log. Material
descriptions shown on the logs are general and range of depths
approximate because boundaries between different strata are seldom
clear and abrupt in the field. The stratigraphy consists of fill soils to a
depth of about 19.5 feet followed by limestone bedrock.
Geology:
Based on the available geologic map1 of the area, and the contents of the
boring, the site is located within the Austin Chalk Formation. The Austin
Chalk is considered a relatively soft limestone based on universal rock
classification systems, but is considered relatively hard rock in the Central
Texas area. Although the Austin Chalk is usually described as limestone,
it is comprised of chalk, limestone, and marl (marl is calcareous clay).
The unweathered Austin Chalk is gray in color. Weathering produces a
tan to white color.
Copyright 2014
Page 2 of 6
October 23, 2014
Groundwater:
The boring was drilled to a depth of 15 feet prior to using water in the
coring process to discharge cuttings and cool the core bit. Groundwater
was not encountered prior to the commencement of coring at 15 feet.
The water observations conducted for this investigation are short-term
and should not be interpreted as a groundwater study. However, the
presence of groundwater may affect construction and long-term
performance of the proposed foundations. It is unknown whether water
will be encountered during foundation construction. The contractor
must be prepared to handle subsurface water if encountered.
Findings
The existing fill material, which extends to a depth of about 19.5 feet, is not suitable for the
support of footing foundations for a tower crane. Footings would apply pressure to the
basement wall of the existing CAM building, which would require special reinforcement of the
basement wall. The existing fill materials would also be subject to random settlement under
footing loads.
We discussed other foundation alternatives with Kitchell Contractors October 21, 2014. Based
on those discussions, the team felt that drilled straight-shaft piers supported in limestone
would be a reasonable and practical foundation system.
Foundation Design Recommendations
Bearing Stratum:
Gray LIMESTONE
End Bearing:
An allowable end-bearing of 60,000 psf may be used with a minimum
penetration of at least 3 feet into the bearing stratum. The piers should
be specified to terminate on a hard layer, and not a softer marly clay
layer. The upper few feet of the rock is highly fractured, and the piers
may need to penetrate more than 3 feet to rest on a hard layer.
Side Friction:
An allowable tensile side friction value of 300 psf (tensile resistance only)
may be used in the existing fill soils from a depth of 3 to 19.5 feet. The
allowable side friction can be increased to 6,000 psf after an initial
penetration of at least 2 feet into limestone (can either be tensile or
compressive).
Downdrag:
The existing fill will apply downdrag forces on the piers in the form of
negative side friction. We recommend 500 psf of negative side friction be
applied as a load on the piers from a depth of 3 to 19.5 feet. The total
Copyright 2014
Page 3 of 6
October 23, 2014
compressive load on the piles will be the sum of the structural loads plus
the downdrag load, and must be resisted by end-bearing and side friction
in limestone. The total tensile resistance is the sum of the tensile
resistance in the fill plus the tensile resistance in limestone.
Pier Spacing:
The side friction for piers spaced horizontally less than 6 diameters
(center to center) should be multiplied by a reduction factor as listed in
Table 2.
TABLE 2: CLOSELY SPACED PIERS
Pier Spacing
Side Friction Reduction Factor
(percent)
<2 diameters
50
3 diameters
67
4 diameters
78
5 diameters
89
≥6 diameters
100
This table only applies to the reduction in side
friction. For end-bearing, the capacity is not
reduced if the pier bases are at roughly the
same elevation.
Settlement:
Properly designed and constructed drilled shafts are expected to have a
settlement of ½ inch or less.
Casing:
Groundwater was not encountered during our field exploration, but may
be present at the time of construction. Temporary steel casing may be
necessary to seal out groundwater and prevent caving of the piers. We
recommend that the contractor verify the drilling and groundwater
conditions prior to commencing drilled shaft installation.
Obstructions:
The existing fill material contains broken limestone and broken concrete.
We anticipate that drilling through these materials will require extra
effort to remove large obstructions. We suggest that a bid item be
included for obstruction removal on a time and material basis.
Copyright 2014
Page 4 of 6
October 23, 2014
Seismic:
For structural designs based upon the 2006 IBC, the following criteria will
apply. The Site Class is B. The Mapped Spectral Response Acceleration at
short periods (SS) is about 0.10g, and the Mapped Spectral Response
Acceleration at a 1 second period (S1) is about 0.04g. Site Coefficients for
Fa and Fv are both 1.0.
Foundation Construction Recommendations
Foundation construction recommendations are listed below.
1. Pier construction procedures should be in general accordance with ACI Manual of
Concrete Practice, Item 336. LFE strongly recommends that the minimum slump
requirements specified therein be followed, in part to more easily obtain uniform
distribution of the concrete around the reinforcement and against the pier sides than is
obtained with lower slumps.
2. A minimum pier shaft diameter of 24 inches is normally specified to allow for cleaning,
minimum construction tolerances, and conventional concrete mix designs. Smaller
diameters may be used at the discretion of the structural engineer.
3. The foundation construction must be observed by LFE to determine that the proper
bearing material has been reached in accordance with the recommendations given
herein. Bearing depth variations should be expected.
4. Water must be removed from foundation excavations prior to concrete placement.
Prolonged exposure or inundation of the bearing surface with water may result in
changes in bearing strength and compressibility characteristics. If delays occur, the
drilled shaft excavations should be deepened and cleaned, in order to provide a fresh
bearing surface.
5. Concrete must be placed promptly after excavations are completed, cleaned, and
observed. Drilled piers must be concreted before the end of the work day.
6. The reinforcement steel cage placed in the shaft must be designed from the standpoint
of meeting at least two requirements: (1) the structural requirements for the imposed
loads; and (2) stability requirements during the placement of concrete.
7. If groundwater is encountered, temporary steel casing may be required. Special concrete
design and construction procedures as described in ACI 336.1 and ACI 336.3R should be
specified in order to properly extract the casing during concrete placement. The pier
concrete should be placed at a minimum slump of 6 inches when temporary steel casing
is used. Temporary casing may not be required in all pier holes, and we advise that the
bid schedule include installation of temporary casing as a separate unit-price bid item.
Copyright 2014
Page 5 of 6
October 23, 2014
Limitations
As stated in the attachment titled ‘Important Information About Your Geotechnical Engineering
Report,” the subsurface conditions are interpreted from samples taken only at the boring
location. During construction, variations will be encountered, and will require interpretation by
LFE to verify the adequacy of the geotechnical recommendations. Other limitations and
considerations are discussed in the attachment and are a part of this report.
Closure
Thank you for allowing us to be of service. We would appreciate the opportunity to provide
construction materials testing services during the construction phase as well. Please contact us
if you have any questions.
Regards,
LANGERMAN FOSTER ENGINEERING COMPANY, LLC
Texas Registered Engineering Firm No. F-13144
Scott Langerman, P.E.
Principal / Geotechnical Engineer
References
1. Geologic Atlas of Texas, Waco Sheet, Bureau of Economic Geology, The University of
Texas at Austin, Austin, Texas 1970.
ATTACHMENTS
Site Location Map
Boring Location Sketch
Test Results
Boring Log
Important Information About Your Geotechnical Engineering Report
Copyright 2014
Page 6 of 6
October 23, 2014
Scott & White
Memorial Hospital
SITE LOCATION MAP
PLATE
S&W CAM TOWER CRANE NO. 2
TEMPLE, TEXAS
LFE PROJECT NO. W14-061
1
B–1
B–1
Sketch provided by
Kitchell
BORING LOCATION SKETCH
PLATE
S&W CAM TOWER CRANE NO. 2
TEMPLE, TEXAS
2
Boring
No.
Sample
Depth
(ft.)
B-1
B-1
B-1
B-1
B-1
B-1
B-1
B-1
B-1
2.0 - 4.0
4.0 - 6.0
6.0 - 8.0
8.5 - 10.0
10.5 - 12.0
13.5 - 14.5
21.5 23.5 24.5 -
Liquid
Limit
Plastic
Limit
Plasticity
Index
34
25
23
22
14
13
16
15
20
12
7
7
Percent
Passing
No. 200
Sieve
Moisture
Content
(%)
Unit Dry
Weight
(pcf)
Unconfined
Compressive
Strength
(tsf)
Strain at
Failure
(%)
52
40
33
37
37
59
12
10
11
9
11
19
123.9
0.6
4.5
34.8
28.0
25.9
2.0
1.6
1.8
Summary of Laboratory Results
Project: Scott & White CAM Tower Crane #2
Project Number: W14-061
Plate 3
BORING NO. B-1
Langerman Foster Engineering Company
2000 South 15th Street
Waco, Texas 76706
Telephone: 254-235-1048
52
12
ST
3.5
25
13
12
40
10
ST
4.5
23
16
7
33
11
22
15
7
37
9
14-13-8
(21)
37
11
2-50/6"
59
19
STRAIN AT
FAILURE (%)
MOISTURE
CONTENT (%)
20
UNCONFINED
COMPRESSIVE
STRENGTH (tsf)
FINES CONTENT
(%)
14
POCKET PEN.
(tsf)
34
BLOW
COUNTS
(N VALUE)
4.0
RECOVERY %
(RQD)
PLASTICITY
INDEX
FILL - CLAYEY GRAVEL; tan, with sand and
broken limestone cobbles/boulders
PLASTIC
LIMIT
FILL - CLAYEY SAND; tan and red brown, with
gravel
ST
SAMPLE TYPE
Approximate Surface Elevation feet
4" CONCRETE
FILL - SANDY LEAN CLAY; tan and red-brown
LIQUID
LIMIT
5
MATERIAL DESCRIPTION
ATTERBERG
LIMITS
DRY UNIT WT.
(pcf)
PROJECT LOCATION Temple, Texas
GRAPHIC
LOG
PROJECT NAME Scott & White CAM Tower Crane #2
PROJECT NUMBER W14-061
DEPTH
(ft)
CLIENT Scott & White
0
LANGERMAN FOSTER - GINT STD US LAB.GDT - 10/17/14 06:00 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\W14-061, S&W CAM TOWER CRANE #2.GPJ
PAGE 1 OF 1
124
0.6
4.5
34.8
2.0
28.0
1.6
25.9
1.8
A
21-36-10
(46)
SS
A
15-29-21
(50)
SS
10
A
SS
A
FILL - SANDY LEAN CLAY; tan
SS
A
15
--- 6" concrete, loss of drilling water circulation
FILL - BROKEN LIMESTONE; tan and gray,
consists of limestone cobbles/boulders mixed
with silt and clay
RC
20
(0)
A
20
LIMESTONE; gray, fractured, with marly clay
seams
SS
A
RC
25
Remarks:
Completion Depth:
Date Started:
Completed:
Logged by:
25 ft.
10/9/14
10/9/14
M.Radtke
50/3"
86
(86)
Boring was advanced to a depth of 15 feet before using water in the
rock core drilling process. Groundwater was not observed above that
depth.
September 30, 2013
Scott & White Memorial Hospital
2401 South 31st Street
Temple, Texas 76508
Attention:
Reference:
Mr. Scott Liles, AIA
Vice President- Facilities and Construction
Geotechnical Investigation Report
Tower Crane for CAM
Temple, Texas
This letter with attachments is our report for the referenced project. This report is provided in
general accordance with LFE Proposal No. GEO 13-083, dated June 26, 2013. Written
authorization to proceed was provided by Purchase Order dated September 18.
Project Details and Purpose
A temporary tower crane will be installed on the north side of the existing CAM building. The
purpose of our services has been to provide geotechnical design recommendations for the
proposed crane.
Field Investigations
The project location is shown on Plate 1. A 25-foot boring was drilled on September 26 at the
general location shown on Plate 2 with Phillip Daughtery with Kitchell Contractors present to
observe the operations. LFE Representative Ottis Foster, PE, logged the boring along with an
LFE technician.
The boring location had been previously soft-drilled to rock by others to make sure utilities
were clear. The boring was drilled out to about 3 feet to rock, an SPT test conducted, and then
cored to the 25 foot termination depth using air with a foam mixture as drilling fluid. The
boring was backfilled with bentonite chips, capped with a concrete cylinder, and topped with
soil. A boring log is attached.
Following are site pictures.
Copyright 2013
W13-072
Page 1 of 6
September 30, 2013
Photo 1.
Photo 2.
Photo 3.
Photo 4.
Laboratory Investigations
Unconfined compression tests (ASTM D 2938) were conducted on selected rock core samples.
Results are shown on the boring log and discussed subsequently.
Copyright 2013
W13-072
Page 2 of 6
September 30, 2013
Findings
The site is in the Austin Chalk (Kau) geologic formation. The literature1 describes this formation
as consisting of chalk and marl. LFE describes the materials and limestone and shaly limestone.
Tan weathered limestone was encountered at about 3½ feet in the boring, with a shaly
limestone layer encountered from about 10 to 13 feet in the boring. Gray limestone was then
encountered beginning at about 15½ feet to the 25 foot termination depth. Table 1 shows core
recovery and RQD with depth. Table 2 shows unconfined compression test results with depth.
TABLE 1: CORE RECOVERY (CR)
AND RQD
TABLE 2: Qu TEST RESULTS
Depth (ft)
Qu (tsf)
Depth (ft)
CR (%)
RQD (%)
4 to 5
13.9
3½ to 5
58
42
8½ to 9½
172.2
5 to 10
100
92
11 ½ to 12
18.5
10 to 15
96
68
16 to 18
192.2
15 to 20
100
98
22 to 23
214.2
20 to 25
100
100
Water was not observed in the boring prior to using foam as drilling fluid. It is unknown
whether water will be encountered during foundation construction. The contractor must be
prepared to handle subsurface water if encountered.
Foundation Design Recommendations
The tan weathered limestone encountered about 3½ feet and the deeper limestone offer
substantial load support. Spread footings or piers can be used to support the anticipated loads.
Design recommendations for these 2 foundation types follow:
Pier Foundation: Piers must be reinforced. An allowable side shear of 3,000 psf is
recommended in the tan weathered limestone, beginning after 2 feet of penetration into
competent limestone. Competent limestone was encountered at about 3½ feet in the boring,
but may be encountered at different depths in the field. An allowable 30,000 psf in end bearing
1
Virgil E. Barnes, Project Director, Geologic Atlas of Texas, Waco Sheet, The University of Texas at Austin Bureau of
Economic Geology, 1970.
Copyright 2013
W13-072
Page 3 of 6
September 30, 2013
is recommended when terminating on a hard layer. These values incorporate a factor of safety
of at least 3.
In the gray limestone, 6,000 psf allowable side shear is recommended, with an allowable 60,000
psf in end-bearing when terminating on a hard layer.
Spread Footing Foundation: Spread footings bearing on top of competent rock may be sized
for 5,000 psf.
Seismic: For structural designs based upon the 2006 IBC, the following criteria will apply. The
Site Class is B. The Mapped Spectral Response Acceleration at short periods (SS) is about 0.10g,
and the Mapped Spectral Response Acceleration at a 1 second period (S1) is about 0.04g. Site
Coefficients for Fa and Fv are both 1.0.
Foundation Construction Recommendations
Foundation construction recommendations are listed below.
1. Pier construction procedures should be in general accordance with ACI Manual of
Concrete Practice, Item 336. LFE strongly recommends that the minimum slump
requirements specified therein be followed, in part to more easily obtain uniform
distribution of the concrete around the reinforcement and against the pier sides than is
obtained with lower slumps.
2. A minimum pier shaft diameter of 24 inches is normally specified to allow for cleaning,
minimum construction tolerances, and conventional concrete mix designs. Smaller
diameters may be used at the discretion of the structural engineer.
3. The foundation construction must be observed by LFE to determine that the proper
bearing material has been reached in accordance with the recommendations given
herein. Bearing depth variations should be expected.
4. Water must be removed from foundation excavations prior to concrete placement.
Prolonged exposure or inundation of the bearing surface with water may result in
changes in bearing strength and compressibility characteristics. If delays occur, the
drilled shaft excavations should be deepened and cleaned, in order to provide a fresh
bearing surface.
5. Concrete must be placed promptly after excavations are completed, cleaned, and
observed. Drilled piers must be concreted before the end of the work day.
Copyright 2013
W13-072
Page 4 of 6
September 30, 2013
6. The reinforcement steel cage placed in the shaft must be designed from the standpoint
of meeting at least two requirements: (1) the structural requirements for the imposed
loads; and (2) stability requirements during the placement of concrete.
7. If groundwater is encountered, temporary steel casing may be required. Special concrete
design and construction procedures as described in ACI 336.1 and ACI 336.3R should be
specified in order to properly extract the casing during concrete placement. The pier
concrete should be placed at a minimum slump of 6 inches when temporary steel casing
is used. Temporary casing may not be required in all pier holes, and we advise that the
bid schedule include installation of temporary casing as a separate unit-price bid item.
8. Spread footing foundations must be clean, dry, meet the dimension and reinforcement
placement requirements provided in the plans and specifications and bear on competent
limestone. LFE should be retained to confirm these requirements are met. Concrete
should be placed the same day that LFE notes general compliance, and LFE should
conduct additional observations if concrete is placed a different day or if the footing
conditions materially change following the observations.
Limitations
As stated in the attachment titled ‘Important Information About Your Geotechnical Engineering
Report,” the subsurface conditions are interpreted from samples taken only at the boring
location. During construction, variations will be encountered, and will require interpretation by
LFE to verify the adequacy of the geotechnical recommendations. Other limitations and
considerations are discussed in the attachment and are a part of this report.
Closure
Thank you for allowing us to be of service. We would appreciate the opportunity to provide
construction materials testing services during the construction phase as well. Please contact us
if you have any questions.
Regards,
LANGERMAN FOSTER ENGINEERING COMPANY, LLC
Texas Registered Engineering Firm No. F-13144
Ottis Foster, P.E.
Principal / Geotechnical Engineer
Copyright 2013
W13-072
Page 5 of 6
September 30, 2013
ATTACHMENTS
Site Location Map
Boring Location Sketch
Boring Log
Important Information About Your Geotechnical Engineering Report
Copyright 2013
W13-072
Page 6 of 6
September 30, 2013
Scott & White
Campus
SITE LOCATION MAP
PLATE
SCOTT & WHITE TOWER CRANE
TEMPLE, TEXAS
1
B–1
BORING LOCATION SKETCH
PLATE
SCOTT & WHITE TOWER CRANE
2
TEMPLE, TEXAS
BORING NO. B-1
Langerman Foster Engineering
2000 S. 15th Street
Waco, Texas 76706
Telephone: 245-235-1048
UNCONFINED
COMPRESSIVE
STRENGTH (tsf)
STRAIN AT
FAILURE (%)
DRY UNIT WT.
(pcf)
MOISTURE
CONTENT (%)
FINES CONTENT
(%)
PLASTIC
LIMIT
LIQUID
LIMIT
POCKET PEN.
(tsf)
ATTERBERG
LIMITS
PLASTICITY
INDEX
0
BLOW
COUNTS
(N VALUE)
MATERIAL DESCRIPTION
RECOVERY %
(RQD)
PROJECT LOCATION Temple, Texas
SAMPLE TYPE
PROJECT NAME Scott & White Tower Crane
PROJECT NUMBER W13-072
GRAPHIC
LOG
CLIENT Scott & White
DEPTH
(ft)
MAIN GEOTECH BH LOG - GINT STD US LAB.GDT - 9/30/13 12:33 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\COMPLETED PROJECTS 2013\W13-072, SCOTT & WHITE TOWER CRANE.GPJ
PAGE 1 OF 1
13.9
1.9
172.2
2.1
18.5
1.9
192.2
2.1
214.2
1.9
SOIL; no recovery, boring pot-holed
NR
3.0
SEVERLY WEATHERED LIMESTONE; tan 3.5
WEATHERED LIMESTONE; tan
5
10
SS
12-50/4"
RC
58
(42)
RC
100
(92)
10.0
SHALY LIMESTONE; tan
13.0
RC
96
(68)
WEATHERED LIMESTONE; tan
15
15.5
LIMESTONE; gray
RC
100
(98)
RC
100
(100)
20
25
25.0
Bottom of borehole at 25.0 feet.
Completion Depth:
Date Started:
Completed:
Logged by:
25 ft.
9/26/13
9/26/13
O. Foster
Remarks:
Boring drilled with air. No water observed during drilling. Boring was
backfilled with bentonite chips, concrete cylinder, and covered with top
soil. Top 3 feet of boring was completed using soft dig tecniquics.

TWR Crane No. 01 (NT) Dismantle _ TWR Crane No. 02

Transcription

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