HomeMy WebLinkAboutB13-0552 B14-0032 REV6 plans approved i
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463/473 Beaver Dam Road
Vail, CO
Temporary Micropile Shoring
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Cover Sheet
Genera! Notes
Site Plan
Cross Sections and Details
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� 1.0 Micropile Materials
1.1 Micropiles- No. 10, Grade 75 Treadbar or equivalent.
fy= 75,000 psi
' 1.2 Grout - Grout shall be Type I/II neat-cement accordance with ASTM C150. Water-cement ratio
should be between 0.4 and 0.6.
fc= 3,000 psi minimum
1.3 End hardware - Nuts and washers shall be in accordance with micropile manufacturer's
recommendations. Bearing plate shall be in accordance with ASTM A36, Grade 36.
1.4 Shotcrete - Shotcrete mix shall consist of Type II cement in accordance with ASTM C150, water
and normal weight aggregate in accordance with ASTM C33. Admixtures, if used, should be
non-corrosive to steel.
fc= 4,000 psi (28-day strength)
Concrete - Concrete mix shall consist of Type II cement in accordance with ASTM C150, water
and normal weight aggregate in accordance with ASTM C33. Admixtures, if used, should be
non-corrosive to steel.
fc= 4,000 psi (28-day strength)
1.5 Welded wire mesh shall be in accordance with ASTM A185
1.6 Cap Reinforcements-Cap reinforcements shall be #4 rebar in accordance with ASTM A615.
Install per plans.
fy = 60,000 psi
2.0 Temporary Micropile Wall Construction Sequence
2.1
2.2
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; 2.4
2.5
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i 2.6
2.7
Instal! Micropile cap with block outs for Micropiles.
Install Micropiles per detaiis shown in design drawings.
Install Micropile end hardware where shown and hand tighten the nut.
Excavate to bottom of excavation fine. Limit excavation heights to maximum heights shown in
Micropile Wall Design Drawings.
Face of Micropile Wall will be inspected to determine necessity of shotcrete facing. if shotcrete
facing is determined necessary by Micropile Wall Design Engineer, proceed to 2.6.
Instail welded wire mesh as shown on the drawings.
Install shotcrete to cover welded wire mesh. Cold weather protection measures may be
necessary as determined by Micropile Wall Design Engineer.
3.0 Temporary Shoring Design Parameters
3.1 The following values have been used for the design parameters:
[C�]
3.4
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Material Description (deg) (pst) (pc� (psi)
Silty Sand and Cobbles ��� 32 0 130 20
The required aflowable force for the back Micropite bond length is 1.5 kips/If.
The groundwater tab{e was assumed to be below the shoring wall.
3.5 Reduction Factors:
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Yield reduction factor - ar = 0.55 ���� s
Soil-Grout Bond - a9= 0.5 �� �^ � �
Passive pressure - aP = 0.5 � ` �
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4.0 Special Provisions
4.1 The wall was designed for maximum heights as shown on the drawings.
4.2
4.3
4.4
Micropile Wall details may be modified by design Engineer.
Micropile Wall construction sequence may be modified based on field conditions.
This design is valid anly for this site and is to be constructed by HTM Construction
only.
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REVISIONS
PR0.IEGT NUMBER: 14-009 ;
PLOT DATE: 47-75 .
DRAWNBY: WDl
CHECK BY: CLT ���,�
SCALE: WA
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Back Row Micropiles
No. 10 Grade 7 barr
or equivalent
Front Row Micropiles
No. 10 Grade 75 bar
or ec}uivalent
Varies
Batter up to 20°
le Cap
12"No.4 Rebar
36" O.C.
Shotcrete Facing 3" Min.
(If necessary per shoring
design engineer)
11'
4x4 W2.9xVV2.9 Wire Mesh
-(If necessary per shoring
design engineer)
TYPICAL CROSS SECTION
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Concrete Micropile Cap�
MICROPiLE CAP DETAlLS
m
ontinuous
No.4 rebar
Continuous
No. 10 Grade 75 Bar
or equivalent
No. 10 Grade 75 8ar
or equivalent
Neat Cement C
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4" non,.
MICROPiLE DETAILS
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