2012-05-18_REVISION - M1981185 ‎(8)‎

• Permit No: M1981185
• IBM Index Class Name: Revision
• Doc Date: 5/18/2012
• Doc Name: CONATRUCTION MAP 3
• From: WILDCAT MINING
• To: DRMS
• Type & Sequence: TR2
• Email Name: DMC
• Media Type: M
• Archive: No

ABBREVIATIONS
A.A. = Adhesive anchor
A.B. = anchorbolt
ABC = aggregate base course
ABV. = above
ADJ = adjacent
AGG = aggregate
B.F. = bottom of footing elev., or
= backfill
BLK = block
BLDG = building
BM = beam
BRG = bearing
BTW N = between
C J = construction joint or,
= contraction joint or
= ceiling joist
COL. = column
CONC. = concrete
CONN. = connection
CONT. = continuous
CONTR. = contractor
CTR. = center
CTR'D = centered
DAS = deformed anchorstud
DBL.= double
D IA. = diameter
DL = dead load
DTL. = detail
DWG. = drawing
D W L. = dowel
EA = each
EE = each end
E.F. = each face
E.J. = expansion joint
ENGR. = engineer
EQ. = equal
E.S. = each side
E.W. = each way
EXP = expansion
EXT = exterior
FDN = foundation
FG = finished grade elevation
F.O. = face of
FOC = face of concrete
FOS = face of stud
F.S. = far side
FTG. = footing
GA = gage
GALV = galvanized
GR. = grade
HAS = headed anchor stud
HORIZ = horizontal
H.S. = high strength
INFO = information
JT. = joint
LD = load
LL = live load
MAT = material
MAX = maximum
Mfr. = manufacturer
MIN = minimum
NA = not applicable
NLG = nailing
N.S. = nearside
NTS = not to scale
0/= over
O.C.= on center
O.H. = opposite hand
OPNG.= opening
REIN F. = reinforcing
SHT. = sheet
S IM = similar
SPA = space
STL = steel
S.S. = steel stud
T.O. = top of
T.O.C. = lop of concrete
T.O.S. = lop of steel
T.O.W . = top of wall
T.R. = threaded rod
TYP = typical
LINO = unless noted otherwise
VERT = vertical
W W F = welded wire fabric
CONCRETE AND REINFORCING
1. Concrete shall be made from an approved commercial mix of aggregates, potable water and Portland
Cement ( type II ) meeting ASTM C150 specifications. Admixtures meeting appropriate ASTM
requirements maybe used when approved by the Engineer.
2. The Concrete shall have a minimum of 517 lb. of Portland Cement per yard and have a maximum
water to cementitious material ratio of 0.52. Fly ash meeting ASTM specifications maybe substituted
for up to 15% of the Portland Cement in the mix designs at ratio of 1.1 lb. of fly ash for 1.0 lb. of
Portland Cement.
3. Concrete shall achieve A compressive strengths ( f 'c ) of 4000psi in 28 days
4. Provide the following minimum thickness of concrete coverage around reinforcement:
footings:
to earth .... ..........................3„
to formed surfaces .................. 2"
walls:
face exposed to earth .............2"
face exposed to air ................3/4"
5. Maximum allowable slump of concrete at the point of placement shall be 4 1/2" unless specifically
approved otherwise by the Engineer and designed accordingly.
6. All concrete shall be thoroughly consolidated by mechanical vibration.
7. Reinforcing bars shall conform to ASTM A615. Reinforcing to be welded shall conform to ASTM
A706. All reinforcement shall be grade 60 unless noted otherwise.
8. All reinforcing, anchorages and embedments shall be securely wired in place during concrete
placement.
9. Reinforcing shall not be heated to be bent.
10. Bending and splicing of reinforcement shall complywith ACI 318 -06.
11. Reinforcing shall be held above earth on concrete adobes, chairs or by suspension. Bars driven into
the earth shall not be used to support reinforcing.
12. All openings in slabs or walls shall be reinforced with a minimum of 245 on 4 sides extending 2' -0"
minimum beyond opening corners.
13. Chamfer all exposed concrete edges unless detailed or noted otherwise.
14. Openings in concrete shall be formed, cored or sawcut. Chipping and breaking out shall not be done
unless specifically approved.
15. Concrete exposed to freezing environment either during construction or in place shall be air entrained.
Airentrainment of the mix shall be 4% minimum to 8% maximum based on volume.
16. Concrete Curing: Final concrete quality is highly dependant on curing. Inadequate curing can cause
excessive shrinkage, cracking, low strength, slab curling and other detrimental effects. Concrete shall
be cured as follows: slabs shall be moist cured with water and an impermeable barrier or with a water
saturated cover. No portion of the slab shall be allowed to dry for 7 days. Other concrete shall be
moist cured or cured with a curing compound conforming to ASTM C309 applied immediately after
formwork is removed. Special protection measures shall be provided during windy and or hot
conditions to prevent rapid drying before curing procedures can be begun. Inadequately cured
concrete will be adequate cause for rejection.
17. Cold weather protection: Concrete shall not be allowed to freeze. Concrete temperature shall be
maintained above 39 degrees for the first 7 days. The criteria presented in these notes and the
specifications are minimum requirements for the concrete mix design. These minimums will not be
adequate in all conditions of cold weather concreting. It shall be the responsibility of the General
Contractor to provide additional means to insure the concrete doesn't freeze, remains above 39
degrees for a minimum of 7 days, achieves the minimum required strength and remains durable and
servicable. Additional measures which may used include, but are not limited to: Insulation and
protection blankets, tenting and heating, accelerating admixtures, addition of Portland Cement above
the minimum required for the mix design.
GENERAL NOTES
1 . In the absence of specific details refer to appropriate typical details or similar details for information. If
any questions remain call the Structural Engineerfor clarification.
2. The plans and details in some areas represent assumptions made of existing conditions. The
Contractor shall notify the Structural Engineer immediately if conditions are found different from those
assumed and shown here in. The Structural Engineer shall also be notified if field conditions
necessitate changes from the plans. In either case detail changes may be required before work can
proceed.
3. The plans shall not be scaled to obtain working dimensions. If dimensions are missing from the plans
get clarification from the Civil or Structural the Engineer. Cross -check all dimensions with the civil
plans.
4. See civil plans for all other non - structural information.
5. All openings or modifications to structure not shown on the structural plans shall be verified with the
Structural Engineer before doing the work.
6. The Contractor shall repair or replace all damaged materials.
7. The Contractor shall notify the Structural Engineer of any discrepancies found in the contract
documents ( plans and specifications ). Clarifications shall be received from the Civil or Structural
Engineer before proceeding with the work. The most restrictive condition shall govern when
clarification is not obtained.
8. These plans represent a design forfinal in -place conditions. It shall be the Contractors' responsibility
to account forall construction conditions, loads, sequences, temporary bracing requirements, all
safety considerations, OSHA regulations, and all other applicable standards.
9. Construction shall follow the plans, details, notes and specifications. The Contractor shall be directly
responsible for uncorrected errors or deviations from the plans without the Engineers approval. The
Engineer will be available for considerations and repairs. Excessive repair detailing or revision to the
contract documents shall be paid for by the Contractor.
10. Each sub - contractor shall inspect the conditions and work in place before they begin. Errors,
problems and unacceptable conditions shall be repaired before beginning the new work. Beginning
the new work shall be interpreted as acceptance of the previous work and conditions.
DESIGN CRITERIA
1. Soil Properties:
Minimum Internal Angle of friction (p = 340
Allowable Soil Bearing Pressure on Structural Fill over Bedrock = 3,200 psf
2. Applicable Building Code = 2006 International Building Code
MICRO -PILES AND SOIL -NAILS
1. Micro -piles and soil -nails shall be installed in accordance with and under the supervision of the soils
engineer
2. The following minimum allowable load capacities shall be achieved:
a) Tension piles: pending field verification and design
b) Compression piles: pending field verification and design.
3. Micro -piles and soil -nails shall consist of a #7 (minimum) threaded reinforcing bar inserted into soils
and encased by grout. The reinforcing bar shall be of grade 75 steel (ASTM A615). Center reinforcing
bar in grout encasement.
4. Holes for micro -piles and soil -nails shall be 6" in diameter unless otherwise recommended by the soils
engineer.
5. Install micro -piles and soil -nails with minimum embedment lengths as shown in the details unless
otherwise recommended by the soils engineer. Increase embedment length if micro -piles or soil -nails
fail the load- testing described in 7or 8).
6. Install micro -piles vertically and soil -nails at 20 degrees with horizontal axes except where shown
otherwise in the details.
7. The first three micro piles or soil -nails shall be load tested to the tensile loads specified in 2). Load
testing of piles in compression is not necessary.
8. Additional testing of not less than 10% of all tension piles/nails shall be done during the construction
phase. No yielding shall occur under the required loads specified in 2).
9. Grout for micro -piles and soil -nails shall develop a minimum compressive strength of 4000 psi in 7
days. Grout shall be tested by a qualified testing company.
RECOMMENDED OBSERVATIONS
1. The agreement for the design of these structural plans does not include a fee for construction
observation or inspections of any kind to verify compliance. However, it is recommended that the
owner /contractor contract with the Engineer or other qualified third party observer to make the
following observations:
2. Exposed native bearing soils shall be observed and approved bythe Soils Engineer before placing
structural fill and placing 'Redi -Rock' materials.
3. Installation of soil nails and micro -piles shall be observed by the soils engineer.
4. Connections at top of soil nails and micro -piles shall be inspected bythe Engineer before placing
concrete grade beams.
5. Material for structural backfill shall be observed and approved by the Soils Engineer before use.
Structural backfill placement and compaction shall be observed, tested, and approved by the Soils
Engineer before placing 'Redi -Rock' materials.
6. Concrete reinforcing and formwork shall be observed and approved before placing concrete (if any is
required).
7. Foundation drains shall be observed and approved before covering.
8. Contractor shall provide 24 hour notice for observations.
LAP LENGTH
LAP SPLICES
LAP SPLICE SCHEDULE
BAR
SIZE
LAP
LENGTH
# 3
18"
4
24"
5
30"
6
40"
7
54"
8
70"
BENDS AND HOOKS
rill
HOOK SCHEDUI_F
BAR
SIZE
�1
D
L90
L180
3
2 -1/4"
1
4 -1/2"
2 -1/2"
°a
4
3"
6"
2 -1/2"
5
3 -3/4"
7-1/2"
2 -1/2"
6
4 -1/2"
9"
3"
7
5 -1
/4"
10 -1/2"
3 -1/2"
8
6"
12"
1 4"
TYPICAL REINFORCING FC
CONCRETE AND MASONRY
'REDI -ROCK' WALL
BLOCKS BY MFR.,
SEE DETAILS FOR
ADDN'L INFO
X MIN.
1 � I_
NOTE: THE SOIL ENGINEER SHALL BE ON -SITE
TO OBSERVE ALL BEARING CONDITIONS PRIOR
TO PLACEMENT OF STRUCTURAL FILL. ADDITIONAL
RECOMENDATIONS BY THE SOILS ENGINEER MAY
BE REQ'D TO ACHIEVE ADEQUATE BRG. ON
UNDISTURBED NATIVE FORMATIONAL MATERIAL.
ALL MATERIAL TO BE USED FOR STRUCTURAL
FILL SHALL BE TESTED & THEN APPROVED BY
THE SOILS ENGINEER TO MEET THE REQUIRED
SPECIFICATIONS.
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TYP. MIN. EARTHWORK @ GRAVITY
& MSE RET. WALLS
SCALE: 3/4" = 1' -0"
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KEYED NOTES:
C 3/4" CRUSHED ROCK STRUCTURAL FILL
PLACED IN 8" MAX. LIFTS AND COMPACTED
w/ A VIBRA -PLATE COMPACTOR. MATERIAL
SHALL BE APPROVED BY THE SOILS
ENGINEER.
O NATIVE UNDISTURBED FORMATIONAL MATERIAL.
ALL BEARING MATERIAL SHALL BE CONTINUOUSLY
OBSERVED & APPROVED BY THE SOILS ENGINEER.
O COMPACT BACKFILL TO 95% OF ASTM D -1557.
O 6" MINUS ENGINEERED FILL TESTED & APPROVED
BY THE SOILS ENGINEER, MOISTURE CONDITIONED
& COMPACTED TO 95% OF ASTM D -1557 MIN.
NOTE: ENGINEERED BACKFILL SHALL HAVE A
MINIMUM INTERNAL ANGLE OF FRICTION OF 34'.
O CONT. 4 "4 RIGID PERFORATED FDN. DRAIN IN
3/4" ROCK WRAPPED w/ FILTER FABRIC.
SLOPE DOWN & EXTEND TO DAYLIGHT Q
END OF WALL.
C 6" MIN. OF 2" MINUS CRUSHED ROCK
COMPACT WITH A VIBRATORY ROLLER AND
AS DIRECTED BY THE SOILS ENGINEER.
O LINE OF NEW CUT SLOPE BY OTHERS. IT
SHALL BE THE CONTRACTORS RESPONSIBILITY
TO FOLLOW ALL OSHA REGULATIONS FOR
EXCAVATIONS & SLOPES DURING CONSTRUCTION.
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RECEIVED
p�P�DORENC �0 MAY 18 2012 v
:
U;o o;° GRAND JUNOI IUry Y16zU OFFICE
29350 z; DIVISION OF
di RECLAMATION MINING & SAFETY
5/8 /2012 "I'll ...... ` FINAL
FOR
CONSTRUCTION
5 -8 -2012
UJILSON STRUCTURAL
�NCINE ERINC�,
INC.
1235 THOROUGHBRED RD.
DURANGO, CO 81303
Phone: [phone]
A PROPOSED STRUCTURAL DESIGN FOR: FILE NAME:
UJf LFDCAT INE 05912.S3
AGGE55 R0,4D RETAIN'Cz WALL- PROJECT:
OUR,4NGz0, COLORADO 05912
SHEET:
GENERAL NOTES & TYPICAL DETAILS
DRAWN: CHECKED: DATE: S3
GW DW 5 -8 -2012 OF S4