HomeMy WebLinkAboutPlansGENERAL ST1 X37L!2AL NoIES
GENERAL
I. Design is based on the 2003 Edition of the International
Building Code (1.8.C,)
Snow Load: 40 PSF
2. The Contractor shall be responsible for the temporary
shoring and bracing of all systems and protection of
all adjacent structures.
3. The Contractor shall confirm dimensions and elevations
shown with drawings; notify Engineer immediately of
discrepancies.
4. Notify Engineer if any openings are to be cut in
90-ear/rat systems for mechanical or electrical items.
5. Design is for the new portions of the tank only and does not
include investigation of the existing wails and stab.
FOUNDATIONS
1. Foundation Design is based on Soils Report
#6504634 by GTL Thompson dated Febrvery 8, 2006.
Maximum design bearing capacity. 3000 PSF. The
Contractor shall review the Soils Report and follow
all recommendations therein.
2 All existing footings are assumed to bear- on
undisturbed natural bearing materials or compacted
structural Fill.
FASTENERS AND C0tV ECTORS
1, Powder -actuated fasteners for attachment of various
materials to structural steel or concrete shall be
"Ramset" fasteners as manufactured by Rarnset
Fastening Systems.
2. Threaded Rod For post installed anchors shall be A307 (SAE
4140). Drilled -in rebarsha11 ire ASTM Abl5 Grade bO. Epoxy
shall be Simpson SET High Strength Epoxy -Tie by Simpson or
HIT-HY15O by the Hilti Corporation. Installation shall be
inspected by a Special inspection service as required by 1BC
Chapter 17 or by the National Evaluation Research Product
Sheets.
3. Connectors, hangers, d fasteners (including screws, nails, bolts,
lags, piles, etc) in contact with preservative -treated wood
shall comply with 1BG 200b section 2304.45.
4. Alternate connectors and fasteners to those listed
oloove, which have I.GB.O. approval, may be used with
approval by the Engineer.
Above
Acteslve
Additional
Ad enc
Al
Anchor Bolt
Angle
Approximate
Architectural
Basement
Bean
Bearing
Between
Blocking
Bottom
Bottom Of ...
eottom of Footing
Bottom Of Wall
Bettidinng
Cantilever
Center Line
Channel
Colum Cap
Clear Or Clecr'ance
Colum
Common
Concrete
Concrete hlahorrry Unit
Comection(s)
Construction
Continuous
Contractor
Control Joint
Countersank
Continuous Structural
Panel Sheathing
Detail
Diagonal
Diameter
Dimension
Double
Douglas Fir
Domei(s)
Drawing(s)
Each
Each Face
Edge Distance
Elevation
Embedded
Engineer
Equal
Existing
East-West
Each Nay
Face Of Concrete
Face OfMasorn)
Face Of Stud
Face Mount
Far Side
Floor
Floor Drain
Footing
Foundation
Gauge
Galvanized
Glue Laminated
Grade
Hanger
Hardened
Headed Anchor Stud
Header
Height
Hold -Doren Anchor
Horizontal
Heavy Timber
STANL2ARD ABBREVIATION LIST
ASV
ADH
ADDL
APJ
ALT
AB.
L
APPROX
ARCH
135ff
Bff
13R
EirriN
BLK6
BTM
B.D.
B.O.F.
B.O.W.
6RDG
BLDG
CANT
G
CC
CLR
COL
COM
GONG
CONN
CONST
DONT
CONTR
GJ
CTRSK
G5P5
DTI_
DIA&
DIA
DIM
DBL
PF
DefL(5)
DWG(S)
EA
EF.
ED
EL, REV
EMBED
EN6R
EQ
EXiST, (E)
EXP
E -W
F_V+l
FOC
FOM
FOS
FC. MHT.
F/5
FL.R
FD.
FTG
FDN
&A.
6ALV
6L
6R
I-1GR
HD
HAS.
HDR
HOT
HD-
HOR1Z
N.T.
inverted Precast Tee 13m
interior
.Joint
Joist
King Stud
Lag Screw
Laminated Veneer Lumber
Laminated Strand Lumber
Long Leg Horizontal
Long Leg Vertical
Longitudinal
fricawfocturer
Masonry
Maximum
Mechanical
Miilmum
Mtscellaneovs
Not Appitcabie
Near Side
North-South
Not To Scale
Overframing
On Center
Opening
Opposite
Option)
Oriented Strand Board
Parallel
Parallel Strand Lumber
Perimeter
Perpendicular
Pocket
Plate
Plywood
Prwiatic
Precast Concrete
Prefata-)cated
Preliminary
Predeftected hold Down Anchor
Rafter
Reference
Reinforcing
Required
Retaining
Ranh Sano (not planed)
Surfaced to 4 Sides
Schedule
Section
Sffnliar
Simple
Square
Spa -e(5)
Sten:ice d
Steel
Stiffener
Structural Insulated Pane)
Structu^e/5truchraf
Support
Surfaced Four Sides (Planed)
5prnetrlcal
Sky Light
Threaded
Tongue and Groove
Top and Bottom
Top Of _..
Top Of Bean
Tap Of Concrete
Top Of Footing
Top Of Finish Floor
Top OF slab
Top Of Steel
Top of Wall
Transverse
Treated (Preservative)
Trimmer
Typical
Unless Noted Otherwise
Verify In Field
Vertical
Welded Wire Fabric
Wide Flange
With
LT.
INT
Jr
J5T
K
LAG
LVL
L5L
LLH
LLV
LONG
MFR
MA5
MAX
l-ECH
MIN
MISG
WA
WS
N-5
N.T.S.
OF.
O.G.
OPG
OPP
OPT
056
PLL OR If
PSL.
PERIM
PERP
PKT
Pt. ORE
PLY
PNU
P/C
PREFAB
PRELIM
PHD_
RF7 R
RE:
RElNF
REa42
RET
R5.
545
SGHED
SECT
SIM
SIMP
50
SPA
STD
511
STIFF
5.IF.
5TRUGT OR 5TR
SPRT
545
5YM
51.
TND
T t G
Tis
T.O.
T.OB.
T.O.G.
T.O.FF
T.O.SLA5
TAS.
T.O.W.
TRAJ iV
rRll)
T
TYP
uxO.
VIE.
VERT
KAP
WORhP
/1 / / 1IW,mr i
EiTh
, SPLICE LENGTH - A i
Ef/%
Critical section
HOOK DEVELOPMENT LENGTH - G
SPLICE NOTE:
CONTINUOUS REINF SHALL BE
SPLICED A5 FOLLOWS (U.N.0):
TOP REINF: AT HIDSPAN
BOTTOM REINF: OVER SUPPORTS
OTHER REINF: AT' MIDSPAN
Bar size
A
G
D
E
1
MIN. INSIDE BEND
DIAMETER
#4
101.0'
7.0"
45"
8.0"
3.0"
#5
24.0"
1.0"
S.O"
10.0"
3.75"
#b
2q.O"
10.0"
6.0"
12.0"
45"
#8
48.0"
(3.0"
&0"
17.0"
6.0"
REINFORCEMENT EM6E frtENT
LEN TI --f, HOOKS, ANI) SRL I CES
TYPICAL UNI F55 NOTED OTHERWISE
SPECIFICATIONS FOR CAST -IN-PLACE CONCRETE
PART 1 - GENERAL
1.1 SUMMARY
A. Provide cast -in-place concrete, including formwork and reinforcement, where shown on
the Drawings, as specified herein, and as needed for a complete and proper installdion.
1.2 SUBMITTALS
A. Secure concrete mix designs from the concrete supplier and submit to the Engineer for
review and approval.
B. Distribute approved mix designs to testing laboratory, batch plant, job site, and
governmental agencies having jurisdiction.
C. Submit shop drawings showing details of bars, anchors, and other items, if any, provided
for concrete reinforcement.
D. Provide samples for walerstops.
E. Material certificates for each of the following, signed by the manufacturers:
Cementilious materials, form materials and form -release agents, admixtures,
waterstops, curing compounds, sealants.
1.3 QUALITY ASSURANCE
A. Use adequate numbers of skilled workmen thoroughly trained and experienced in the
necessary crafts and completely familiar with the specified requirements and methods
needed for proper performance of the work of this Section.
B. Comply with "Specifications for Structural Concrete for Buildings," ACI 301, except as
may be modified herein. Provide hot or cold wedher protection per ACI 305 and 306.
C. Provide access for, and cooperate with, the Building Inspector, Engineer and Testing
Agency.
D. Do not commence placement of concrete until mix designs have been reviewed and
approved by the Engineer and all governmental agencies having jurisdiction, and until
copies of the approved mix designs are at the job site and the batch plant.
1.4 DELIVERY, STORAGE, AND HANDLING
A. Steel Reinforcement: Deliver, store, and handle steel reinforcement toprevent bending
and damage.
B. Waterstops: Store waterstops under cover to protect from moisture, sunlight, dirt, oil
and other contaminants.
PART 2- PRODUCTS
2.1 FORMS .
A. Form facing materials shall be plywood, lumber, metal, or other approved material.
B. Forms for Cylindrical columns shall be metal or plastic, paper, or fiber tubeswith
sufficient wall thickness to resist plastic concrete loads without detrimental deformation.
C. Chamfer strips shall be wood, metal, PVC or rubber strips, minimum size3/4" x3/4".
D. Form Ties: Factory -fabricated, removable or snap -off metal or glass -fiber reinforced
plastic form ties designed to resist lateral pressure of fresh concrete on forms and to
prevent spelling of concrete on removal. Furnish units that will leave no corrodible metal
closer than 1.5 inch to the plane of exposed concrete surface. Furnish ties that, when
removed, will leave holes a minimum of 1 inch in diameter in the concrete surface.
E. Form Release Agent: Commercially formulated form -release agent that will not bond
with, stain, or adversely affect concrete surfaces andwhich is non-toxic after 30 days.
2.2 REINFORCEMENT AND ACCESSORIES
A. Comply with the following as minimums:
1. Bars: ASTM A615, grade 60 unless otherwise shown on the Drawings, using
deformed bars for number 3 and larger.
2. Bending: ACI 318.
B. Fabricate reinforcement to the required shapes and dimersions, within fabrication
tolerances stated in the CRSI "Manual of Standard Practices."
C. Do not use reinforcement having any of the following defects:
1. Bar lengths, depths, or bends exceeding the specified fabricating tolerances;
2. Bends or kinks not indicated on the Drawings or required for this Work;
3. Bars with cross-section reduced due to excessive rust or other causes.
D. Joint Dowel Bars: ASTM A 615, Grade 60, plain -steel bars, cut true to length with ends
square and free of burrs.
E. Bar Supports: For bolsters, chairs, spacers and other devices for spacing, supporting
and fastening reinforcing bars or welded wire fabric, use manufactured steel wire,
plastic, or precast concreted greater compressive strength than concrete. Use CRSI
Class 1 plastic -protected steel wire or CRSI Class 2 stainless steel bar supports.
2.3 CONCRETE
A. Comply with the fallowing materials as minimums:
1. Cementitious Material: Use the following cementitious materials, of the sane type,
brand, and source, throughout the project:
a. Portland cement: ASTM C150, type i or II, low alkali.
b. Fly Ash: ASTM C 618, Class C
2. Aggregate, general: Provide aggregates from a single source;.
a. ASTM C33, uniformly graded and clean;
b. Do not use aggregate known to cause excessive shrinlage.
c. Aggregate shall be free of materials with deleterious reactivity to alkaliin
cement.
3. Aggregate, coarse: Sound crushed rock or washed gravel with maximum size
between 20 mm (3/4") and 38 mm (1-1/2"), and with a minimum size number 4
(114'). The maximum size shall be limited to 314 of the clear distance between
reinforcing bars, 1/5 of the narrowest dimension between sides of forms, or 113 of
any slab or wall section.
4. Aggregate, fine: Natural washed sand of hard and durdele particles varying from
fine to particles passing a 9.5 mm (3/8") screen, of which at least 12% shall pass a
50 -mesh screen.
5. Water Clean and potable.
B. Concrete Mixtures shall be proportioned as follows
1. Minimum 28 day compressive strength 3500 psi.
2. Maximum Water-Cementitious Materials Ratio: 0.45
3. Maximum Fly Ash (percentage by weight of cementitious materials): 25percent
4. Slump Limit: 4 inches, plus or minus 1 inch, except for concrete with verified slurp
of 2 to 4 inches before adding high -range water -reducing admixture: 8 inches.
5. Air content: 6 percent plus or minus 1.5 percent.
2.4 ADMIXTURES
A.
Air -entraining Admixture: ASTM C260
B. Chemical Admixtures: Provide admixtures certified by manufacturer to be compatible
with other adixtures and that will not contribute water-soluble chloride ions exceeding
those permitted in hardened concrete.
1. Water -Reducing Admixture: ASTM C 494, Type A
2. Retarding Admixture: ASTM C 494, Type B.
3. Water Reducing and Retarding Admixture: ASTM C 494, Type D.
4. High -Range Water Reducing Admixture: ASTM C 494, Type F.
5. High -Range Water -Reducing and Retarding Admixture: ASTM C 494, Type G.
6. Plasticizing and Retarding Admixture: ASTM C 1017, Type II.
C. Crystalline Waterproofing Additive: Provide proprietary rraterial by Xypex Chemical
Corporation of Richmond, B.C., Canada that chemically controls and permanently fixes
crystalline structure throughout the ceeillary voids of the concrete. The system shall
cause the concrete to become sealed against the penetration of liquids from any
direction, and shall protect the concrete from deterioration due to harsh environmental
conditions. The Xypex additive must be added to concrete mix at thetime of batching.
Dosage, Application, and Curing shall be in accordance with manufacturer's
recommendations.
2.4 OTHER MATERIALS
A. Self -Expanding Rubber Strip Waterstops: Manufactured rectangular or trapezoidal strip,
bentonite -free, hydrophilc polymer modified chloroprene rubber, for adhesive bonding to
concrete, 1/4" x 1" dimension. Available product by Greenstreak: Hydrotite, or approved
equivalent.
B. Provide other reeterials, not specifically described but required for a complete and
proper installation, as selected by the Contractor subject to the approval of the Engineer.
PART 3 - EXECUTION
3.1 FORMWORK
A. Design, erect, support, brace, and maintain formwork so it will safely support vertical and
lateral loads which might be applied until such loads can be supported safely by the
concrete structure.
B. Construct forms to the exact sizes, shapes, lines, and dimensions shown, and as
required to obtain accurate alignment, location, grades, and level and plumb work in the
finished structure.
C. Limit concrete surface irregularities, designated by ACI 347R as abrupt or gradual, as
Class B, 1/4 inch, for rough -formed finished surfaces.
D. Examine the areas and conditions under which work of this Section will be performed.
Correct conditions detrimental to timely and proper completion of the Work. Do not
proceed until unsatisfactory conditions are corrected.
3.2 REINFORCING
A. Comply with the following, as well as the specified standards, for details and methods of
reinforcing placement and supports.
1. Clean reinforcement and remove loose dust and mill scale, earth, and other
materials which reduce bond or destroy bond with concrete
2. Position, support, and secure reinforcement against displacement by forms.
construction, and the concrete placement operations. Use bolsters, chairs, spacers
and other devices for securing the reinforcing in place.
3 Place reinforcement to obtain required coverages for concrete protection.
4. Unless otherwise shown on the Drawings, or required by governmental agencies
having jurisdiction, lap bars 32 diameters minimum.
5. Set the wires so twisted ends are directed away from exposed concrete surfaces.
3.3 EMBEDDED ITEMS
A. Do not embed piping or electrical conduit other than pipe sleeves, in structural concrete.
B. Set bolts, inserts, frames, and other required items in the concrete, accurately secured
so they will not be displaced, and in the precise locations needed.
3.4 MIXING CONCRETE
A. Measure, batch, mix and deliver Ready -Mixed concrete in accordance with provisions of
ASTM C94, and furnish batch ticket information.
B. When air temperature is between 85 and 90 deg F, reduce mixing and delivery time from
1-1/2 hours to 75 minutes; when air temperature is above 90 deg F, reduce mixing and
delivery tie to 60 minutes. Do not use concrete that has stood for over 30 minutes after
leaving the mixer.
3.5 PLACING CONCRETE
A. Preparation:
1. Remove foreign matter accumulated in the forms.
2. Rigidly close openings left in the formwork.
3. Wet wood forms sufficiently to tighten up cracks; wet other material sufficiently to
maintain workability of the concrete.
4. Use only clean tools.
B. Conveying:
1. Perform concrete placing at such a rate that concrete which is being integrated with
fresh concrete is still plastic.
2. Deposit concrete as nearly as practicable in its final location so as to avoid
separation due to rehandling and flowing. Do not permitconcrete to free drop more
than six feet.
3. Do not use concrete which becomes non -plastic and unworkable, or does not meet
required quality control limits, or has been contaminated by foreign materials.
4. Remove rejected concrete from the job site.
C. Placing concrete in forms:
1. Deposit concrete in horizontal layers not deeper than 600 mm (24"), and avoid
inclined construction joints.
2. Remove temporary spreaders in forms when concrete has reached the elevation of
the spreaders.
D. Placing concrete slabs:
1. Deposit and consolidate concrete slabs in a continuous operation, within limits of
construction joints, until the placing of a panel or section is completed.
2. Bring slab surfaces to the correct level with a straightedge, and then strike off.
3. Use bultfoats or derbies to smooth the surface, leaving the surface free from bumps
and hollows.
4. Do not sprinkle water on the plastic surface. Do not disturb the slab surface prior to
start of finishing operations.
3.6 CONSOLIDATION
A. General:
1. Consolidate each layer of concrete immediately after placing, by use of internal
concrete vibrators supplemented by hand spading, rodding, or tamping.
2. Do not vibrate forms or reinforcement.
3. Do not use vibrators to transport concrete inside the forms.
3.7 JOINTS
A. Construction joints:
1. Do not use horizontal construction joints except as may be shown on the Drawings.
2. if additional construction joints are found to be required, secure theEngineer's
approval of joint design and location prior to start of concrete ptacenent.
B. Doweled joints: Install smooth dowel bars at joints where indicated. Lubricate or asphalt
coat one-half of dowel length to prevent concrete bonding to one side of joint
3.8 WATERSTOPS
A. Self -Expanding Strip Waterstops: Install in construction joints and at other locations
indicated, according to manufacturer's written instructions, adhesive bonding,
mechanically fastening, and firmly pressing into plate, Install in longest lengths
practicable.
3.9 CONCRETE FINISHING
A. Rough -Formed Wall Finish: As -cast concrete texture imparted by forrn.facing material
with tie holes and defects repaired and patched. Remove fins and other projections that
exceed specified limits on formed -surface irregularities.
B. Slab Surface Finish: Comply with ACI 302.1 R recommendations for screeding,
restraightening, and finishing operations for concrete surfaces. Do not wet concrete
surfaces.
1. Float Finish: Consolidate surface with power -driven floats or by hand floating if area
is small or inaccessible to power dri/en floats. Restraighten, Cut cbwn high spots
and fill low spots. Repeat float passes and restraighten'ng until surface is left with a
uniform, smooth, granular texture. Apply float finish to floor slab and roof slab
surfaces.
2. Broom Finish: Apply a broom finish to roof slab drainage pan, and exterior slab
surfaces. Immediately after float finishing, slightly roughensurface by braoming
with fiber -bristle broom in an east -west direction.
3.10 CONCRETE PROTECTING AND CURING
A. General: Protect freshly placed concrete from prenature drying and excessive cold or
hot temperatures. Comply with ACI 306for cold -weather protection and ACT 305 for hot -
weather protection during curing.
B. Evaporation Retarder: Apply monomolecular evaporation retarder to unformed concete
surfaces if hot, dry, or windy conditions cause moisture loss approaching 0.2 lb/sq. ft.
per hour before and during finishing operations. Apply according to manufacturer's
written instructions after placing, screeding, and bul floating or darbying concrete, but
before float finishing.
C. Formed Surfaces: Cure formed concrete surfaces, including underside of beams,
supported slabs, and other similar surfaces. If forms remain during curing period, moist
cure after loosening forms. If removing forms before end of curing period, continue
curing for the remainder of the curing period.
D. Unformed Surfaces: Begin curing immediately after finishing concrete. Cure unformed
surfaces, including floors and slabs, concrete floor toppings, and other surfaces.
E. Cure concrete according to ACI 308.1, by one ora combination of the following methods:
1. Moisture Curing: Keep surfaces continuouslymoistfornot less than seven days with
the following materials:
a.
b.
c.
Water.
Continuous water -fog spray.
Absorptive cover, water saturated, and kept continuously wet Cover concrete
surfaces and edges with 12 -inch (300 -mm) lap over adjacent absorptive
covers.
2. Moisture -Retaining -Cover Curing: Cover concrete surfaces with moisture -retaining
cover for curing concrete, placed in widest practicable width, with sides and ends
lapped at least 12 inches (300 mm), and sealed by waterproof tape or adhesive.
Cure for not less than seven days. Immediately repair any holes or tears during
curing period using cover material and waterproof tape.
3.11 FIELD QUALITY CONTROL
A. Testing and Inspecting: Owner will engage a qualified testing and inspecting agency to
perform field tests and inspections and prepare test reports.
B. Inspections:
1. Steel reinforcement placement.
2. Concrete placement, including conveying and depositing.
3. Curing procedures and maintenance of curing temperature.
C. Concrete Tests: Testing of composite samples of fresh concrete obtained according to
ASTM C 172 shall be performed according to the following requirements:
1. Testing Frequency: Obtain one composite sample for each day's pour of each
concrete mixture exceeding 5 cu. yd. (4 cu. m), but less than 25 cu. yd. (19 cu. m),
plus one set for each additional 50 cu. yd. (38 cu. no or fraction thereof.
2. Slump: ASTM C 143/C 143M; one test at point of placement for each composite
sample, but not less than one test for each day's pour of each concrete mixture.
Perform additional tests when concrete consistency appears to change.
3. Air Content: ASTM C 231, pressure method, for normal -weight concrete: one test for
each composite sample, but not less than one test for each day's pour of each
concrete mixture.
4. Concrete Temperature: ASTM C 1064/C 1064M; one test hourly when air
temperature is 40 deg F (4.4 deg C) and below and when 80 deg F (27 deg C) and
above, and one test for each composite sample.
5. Compression Test Specimens: ASTM C 31/C 31M.
a. Cast and laboratory cure two sets of two standard cylinder specimens for each
composite sample.
b. Cast and field cure one set of two standard cylinder specimens for each ,
composite sample.
6. Compressive -Strength Tests: ASTM C 39/C 39M; test one set of two laboratory -
cured specimens at 7 days and one set of two specimens at B days.
a. Test one set of two field -cured specimens at 7 days and one set of two
specimens at 28 days. Hold one set for future testing if necessary.
b. A compressive -strength test shall be the average compressive strength from a
set of two specimens obtained from same composite sample and tested at age
indicated.
7. When strength of field -cured cylinders is less than 85 percent of companion
laboratory -cured cylinders, Contractor shall evaluate operations and provide
corrective procedures for protecting and curing in-place concrete.
8. Strength of each concrete mixture will be satisfactory if every average of any three
consecutive compressive -strength tests equals or exceeds specified compressive
strength and no compressive -strength test value falls below specified compressive
strength by more than 500 psi (3.4 MPa).
9. Test results shall be reported in writing to Engineer, concrete manufacturer, and
Contractor within 48 hours of testing. Reports of compressive -strength tests shall
contain Project identification name and number, date of concrete placement, name
of concrete testing and inspecting agency, location of concrete batch in Work,
design compressive strength at 28 days, concrete mixture proportions and materials,
compressive breaking strength, and type of break for both 7 and 28 -day tests.
10. Nondestructive Testing: Impact hammer, sonoscope, or other nondestructive device
may be permitted by Engineer but will not be used as sole basis for approval or
rejection of concrete.
11. Additional Tests: Testing and inspecting agency shall make additional tests of
concrete when test results indicate that slump, air entrainment, compressive
strengths, or other requirements have not been met, as directed by Engineer.
Testing and inspecting agency may conduct tests to determine adequacy of concrete
by cored cylinders complying with ASTM C 42 or by other methods as directed by
Engineer.
12. Additional testing and inspecting, at Contractor's expense, will be performed to
determine compliance of replaced or additional work with specified requirements.
13. Correct deficiencies in the Work that test reports and inspections indicate does not
comply with the Contract Documents
3.12 LEAKAGE TESTING AND DISINFECTION
A. Prior to filling, the contractor shall clean and sanitize the interior surfaces of the tank in
conformance with AWWA C652.
B. Prior to backfilling and grading, the contractor shall fill the tank to full operating level and
measure leakage losses over a period of three days (72 hours). If average leakage in
excess of 1/10 of one percent per day occurs, remediation will be required.
3.13 REMEDIAL WORK
A. Repair or replace deficient work as directed by the Engineerand at no additional cost to
the Owner.
APPROVED
SUBJECT TO NOTED
.XCEFITONS & INSPECTIONS
GARFYELD COUNTY
BUILD G DEPARTMENT
Dater By
FIELD COPY
NO INSPECTION WITHOUT
THESE PLANS ON SITE
Page of
PATTILLO ASSOCIATES ENGINEERS
ALL DRAfrI AHD WRITTEN lir-OIRMtnGN
APP£ARN& WREN E*IM.L NOT BE
I PLICATED, DtSLW5ED, anuaisc
Ir --XO WHOM TpE PIRITTI31 C.CfEENT or
PATILLO ASSOCIATES INVIEE t5, DHC.
GARFIELD COUNTY, COLORADO
DRAWN 13Y: MJ13
PROJECT EMS,: t lJt3
CHECKED BY: RMP
SCALE: AS SHOWN
ISSUE DATES:
7201.200e1 BID
REVISION:
c)
97-D
PROJ. NO. MMet02T
SHEET TITLE
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DETAILS
AND
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TOP MAT
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151. INVERT ELEV. II4'-2"
1
TOP OF
WALL SLOPES
11-#5 x 12'-0" ® 12" O.C.
EAST WEST TOP OF
TOP MAT (2" CLR)
ADD b-#5 X I2' -O"
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TOP OF TOP MAT
T.O.W.
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(4 THUS) SEE
-
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SCALE: AS SHOPIN
ISSUE DATES:
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USED PITH= TIE PRITTEI1 cameo. cv
PATTILLO ASSOCIATES EtISNEEPS, RIC
WEST BANK
WATER TANK UPGRADE
GARFIELD COUNTY, COLORADO
DRAM BY: M.33
PROJECT ENG: MJE3
CHECKED BY: RMP
SCALE: AS SHONN
ISSUE DATES:
7.241.20044 BID
SHEET TITLE
DETAILS
SECTIONS
SHEET
S3
II9X3" FORMED KEYWAY
3/4" X 3/4"
FORMED NOTCH
FOR SILICONE
SEALANT, EA. SIDE
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NOTE: CONTRACTOR SHALL SUBMIT ALL PROPOSED
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FOR REVIEN AND APPROVAL PRIOR TO CONSTRUCTION
#3 HOOKED DIALS
® 12" O.G.
245 LONGIT.
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#5 ® 12" O.G.
ADDITIONAL
FLOOR SLAB
�DWLS 00" HOOK EXT.)
nr-
i9
TYPICAL
#5 ® 12" O.G.
FLOOR SLAB REINF.
SAILS (IO" HOOK EXT.)
TV
EZ
N
0
N '
a
2" CONDUIT FOR
CONTROL CABLE
(FOREGROUND)
#5 ® 12" O.G. EAST -NEST
r (BTM LAYER OF BTM MAT)
#5 ® 12" O.G. NORTH SOUTH
(TOP LAYER OF BTM MAT)
EXISTING
HOOD ROOF
STRUCTURE
SHALL BE REMOVED
C
"
.O.CONC
--a ..O.W
NOTE: EXISTING INItKIOR TANK
SURFACES SHALL BE CLEANED BY
HIGH PRESSURE HYDRO BLASTING
PRIOR TO PLACEMENT OF NEN
CONCRETE
NEW CONC. SLAB
(10" MIN TO 12"
rMAX THICKNESS)
SEE PLAN
TOP OF TOP MAT: #5 o 12" O.G.
BTM OF TOP MAT: #5 a I2" O.G.
16"
#5 DNLS X m1
EA. COL LONGIT. BAR
#3 SPIRAL REINF.
(3" PITCH)
#3 SPIRAL TIES
'UE5 DUE
'NALL BON
(TO 3')
FLASHING ADHERED
H/ MASTIC 6 PONDER
DRIVEN PINS A5 REQ'D
DET'_
TYPICAL AT ALL WALLS' I/2" = 1'-0"
NOTE: ALL FLASHING SHAL MINIMUM 25 GA. GALV. STEEL
CONTINUOUS
HATERSTOP
14" DIA.
COMO COL #5 DHLS X
SEE SECTION 10"
EXISTING 12" X 3'-0" 50.
THICKENED SLAB FTG
(PER ORIG. PLANS)
41-0"
SIM
1 V2" CHAMFER
®/�SpL�A��Bp
CORNER
\
"
"
a...
TPI
iI
21-0"
C-1/2" DRIP
NOTCH
TYP, ALL
OVERHANGS
(E)TO.H J,
± 1081-0"
5" THICK CONC SLAB N/
#4 0 16" O.G., EA NAY 3"
CLR, BTM MAT
SLOPE I" /FT
TRANSVERSE DIRECTION
2'-0"
EXISTING
5" CONC.
HALL
POUR NEW
HALL TIGHT
TO EXIST -1G
CONC. HALL
SLAB
BEARS
ON TOP 0
LEVEL
2"
CLR
(E) TO SLABS
1OO'-0" Y
5/8" DIA. SMOOTH BAR DNLS X 2" MIN
(A301 MIN GRADE)
® 18" O.G. (6" EMBED)
TO.HATER J,
I13' -b"
V
//,
10" CONC WALL
I^U # 5's ®I6" O.G. IIORIZ
#5'' ® 12" O.G. VERT
LAYER REINF. AS SHOWN
#5 DIALS X
®
on O.G. 11)
2"
CLR
10"
O
I
#4 DNLS X Si-
® 12" O.G.
CONST.
JOINT
T.0.5LA'
B
CCC PLAN
CONTINUOUS
HATER STOP
CONTINUOUS
i- WATER STOP
10"
b" O.
#5 DIALS.v X i
• ®G.
12"
#5 o 12" O.G.
ADDITIONAL
FLOOR SLAB
I DIALS (10" HOOK EXT.)
DETAIL
3/4" = P-0"
TYPICAL
#5 0 12" O.G.
FLOOR SLAB REINF.
DIALS (10" HOOK EXT.)
OC
41 4.n
YJ
W F IIL
z43- Ci
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b
a th
vv
In Tr w
OOS
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o 0 ZUO2
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Qcc 9QQr
O F Kq
in 0H
[— F 11.1
d In
C:1.4
ALL Ilan AND MITTEN WM/ATM
. F?E RR1& IMIN SHALL NOT BE
ITOPLICATTR FSCIDSM. OR Ofl '4lE
USED PCB= ME MITTEN COMM OF
PATTILLO ASSOCIATES @ISMER% rte.
GARFIELD COUNTY, COLORADO
DRAWN BY: MJB
PROJECT ENS: MJB
CHECKED BY: RMP
SCALE: AS SHOWN
I55UE DATES:
1.29.2001 BID
REVISION:
PROJ. NO. MM9o21
SHEET TITLE
GONG.
DETAILS
AND
SECTIONS
SHEET
s3