HomeMy WebLinkAboutDrawingsGENERAL FOUNDATION NOTES
A. GENERAL -
1) The structural items and seal indicated on these indicated on these drawings apply only to the foundation system for the shelter as performed by CSC Engineering & Environmental
Consultants, Inc. (CSC). The shelter superstructure is being designed by others and is not the responsibility of CSC.
2) The foundation systems shown on these plans were designed in general conformance with the requirements of the 2012 Version of the International Building Code (IBC).
3) All foundation plan dimensions are dependent upon the final dimensions of the shelter selected for the proJect. The Contractor shall coordinate the foundation plans with the plans
of the shelter supplier and shall contact the foundation engineer if adjustments in the illustrated foundation system are necessary to accommodate the structure proposed for the
project. Coordination and compatibility of dimensions is the responsibility of the Contractor and not the Owner or the foundation design engineer. The foundation design engineer
shall be notified if any discrepancies exist between the foundation plans and any other plans prior to commencement of construction. It is particularly important that all base plates
and anchor rods for the shelter be located so that no anchor rod be any closer that 4 inches to the edge of the foundation slab. The fabrication of the shelter shall not be initiated
until all structure dimensions are checked and verified for conformance with the foundation plans.
4) The Contractor shall coordinate all foundation drawings with any site drawings. Underground plumbing and electrical elements shall be installed before placing reinforcing steel for
the foundation systems. Conflicts between the foundation systems layout and the utilities shall be brought to the attention of the foundation engineering prior to construction to
determine if any modifications to the foundation plans are warranted.
5) The details designated as "typical" shall apply generally to the drawings in all areas where conditions are similar to those described in the details.
6) Construction methods, procedures, and sequences are the responsibility of the Contractor. The Contractor shall take all necessary means to maintain and protect the integrity of all
structural elements at all stages of construction.
B. SUBSURFACE EXPLORATION AND GEOTECHNICAL STUDY:
1) The Owner has chosen not to incur the expense of a subsurface exploration and geotechnical study to determine foundation soil conditions at the site of the proposed shelter.
2) The Owner has elected to employ a shallow, slab -on -grade foundation system for the proposed shelter with the recognition that there is a possibility that the slab may move in
response to shrinking or swelling of clay foundation soils and that some distress to the shelter foundation system and superstructure may occur and can be accepted in return for the
lower initial site investigation and construction costs.
3) The Contractor shall verify that the foundation soils at the shelter location are adequate for support of the shelter structure. The strength of the soils at the base of the grade beam
or footing excavation shall be verified prior to placement of reinforcing steel and concrete through observation by a competent geotechnical inspector and by performing pocket
penetrometer tests along the bases of the footing excavations at a rate of one (1) test for every 25 linear feet of footing length. The pocket penetrometer reading shall indicate an
unconfined compression test reading of at least 2.5 tons per square toot. If the indicated minimum pocket penetrometer reading is not achieved, or if visual observations that
competent soil conditions are not present across the shelter area, it will be necessary to excavate the unsuitable soils down to stiff bearing materials and to replace the excavated
soils with compacted select fill soils as outlined elsewhere in these notes.
C. GENERAL SITE PREPARATION AND FILL PLACEMENT:
1) All vegetation, organic matter, and topsoils should be stripped and removed from the area of the proposed shelter and any areas of planned fill placement. The removal of the
vegetation should include all roots. Special attention should be directed to the removal of any existing weak surficial soils and all organic materials or "muck" that may be present. If
the existing organic soils and weak surficial soils present at the site are not removed prior to construction of the proposed shelter, it is possible that these existing soils could interfere
with the proposed construction and could potentially adversely impact the future performance of the proposed shelter structure. In any event, all excavated organic materials and
topsoils and any potentially unsatisfactory existing weak surficial soils should either be removed from the site or alternately, stockpiled and used as fill materials in proposed
landscaped areas that will not have to support structural elements.
2) The subgrade soils in the areas of planned shelter and in any areas of planned fill placement which are exposed after stripping of the existing surficial organic materials and weak soils
shall be proof rolled with a light to medium weight vehicle. All soils failing the proof -rolling test shall be excavated and replaced with compacted select fill soils as subsequently
defined.
F. CONCRETE AND REINFORCING STEEL:
1) Concrete for the abutments and the shelter slab shall be normal weight and reach a minimum compressive strength of 3,000 psi at 28 days, with a maximum aggregate size of
three-quarters inch.
2) The compressive strength of the concrete shall be verified by making test sets of cylinders during placement. Each test set should consist of four cylinders with one set being cast
during each placement at a rate of one set for every 50 cubic yards of concrete placed. At least one set of cylinders should be cast during each placement day. The first cylinder of the
set should be tested for compressive strength at 7 days following placement and two cylinders should be tested at 28 days following placement. The fourth cylinder should be held in
reserve pending the evaluation of the compression test results for the other three cylinders and may be either tested or discarded upon the completion of the evaluation.
3) Mixing, transporting, and placing of concrete shall conform to ACI 301.
4) Reinforcing bars shall conform to ASTM A615, Grade 60 deformed bars.
5) All reinforcing steel shall be fabricated in accordance with the latest issue of the ACI 318 Code.
6) Placement of all reinforcing steel, including laps, bends, and splices, shall conform to CRSI Standards and the latest issue of the ACI 318 code and the requirements of the Concrete
Reinforcing Steel Institute. Unless otherwise noted, reinforcing steel shall not be tack welded, welded, heated, or cut, unless indicated in the contract documents or approved by the
structural engineer.
7) Reinforcing steel designated as "continuous" shall lap a minimum of 40 bar diameters at splices unless noted otherwise. Reinforcing steel splices in grade beams shall be located
mid -span of supports for bottom bars and at centerline for top bars. Splices in slab reinforcing shall be staggered.
8) Provide top and bottom corner bars at all discontinuous ends of beams. Use corner bars corresponding to largest bar size being lapped with length of each segment of corner bar
equal to 40 bar diameters. Alternately, provide standard ACI hooks for top and bottom bars at discontinuous ends of all grade beams.
9) All construction joints not indicated on the plans shall be approved in advance by the structural engineer.
10) Concrete cover for deformed reinforcement:
a. Concrete cast against and permanently exposed to earth - 3"
b. Concrete exposed to backfilled earth and weather:
1. #6 bars and larger -2"
ii. #5 bars and smaller -1 %"
11) Concrete shall have an air entrainment agent approved by the engineer.
12) A curing compound shall be applied to the exposed concrete immediately after placement and according to manufacturer's specifications.
13) All reinforcement shall be adequately supported by chairs.
14) Reinforcing bars shall be secured at every intersection with wire -ties.
15) All exposed corners of the concrete foundation shall have a tooled joint or a %"chamfer as directed by the Contractor, unless otherwise noted.
16) Concrete and grout shall not be poured if ambient air temperature is 40 degrees Fahrenheit and falling or 95 degrees Fahrenheit and rising.
3) The subgrade soils passing the proof -rolling test shall then be compacted. The subgrade soils shall be compacted to between 95 and 100 percent of the maximum density
determined in the Standard Proctor compaction test (ASTM D 698) at moisture contents in the range of the optimum moisture content (OMC) to 4 percent above the OMC, inclusive.
Compaction characteristics of the subgrade soils shall be verified by in-place moisture -density tests. A minimum of three (3) tests shall be performed for the subgrade.
4) Any fill soils required to adjust the grades in the area of the planned shelter shall consist of soils that are defined as clayey sands or very sandy, lean clays that classify as SC OR CL
type soils under the Unified Soils Classification System (USCS, ASTM D 2487), and in addition shall have a plasticity index (PI) value between 10 and 20, inclusive, with a maximum
liquid limit (LL) value of 49.
5) Soils containing an excessive amount of silt (i.e., greater than approximately 20 to 25 percent) without a corresponding amount of clays shall not be used as select fill. Soils classifying
as ML, CL --ML, MH, OL, OH, CH, OR SM type soils under the previously referenced USCS shall not be used as fill.
6) The fill soils shall be placed in lifts with a maximum compacted thickness of 6 inches.
7) The fill soils shall be compacted to densities corresponding at a minimum of 95 percent of the maximum density determined in the Standard Proctor compaction test, ASTM D 698, _
at moisture contents in the range of the previously referenced OMC to a maximum of 4 percent above the OMC, inclusive. \
8) Compaction characteristics of the compacted fill shall be verified by in-place moisture -density tests. The tests shall be performed on each 6 -inch thick lift of fill. A minimum of three
(3) tests per lift of fill shall be performed .
D. SHELTER FOUNDATION SYSTEM EXCAVATIONS:
1) The excavations for the shelter slab shall be checked to ensure that all loose materials have been removed from the excavations prior to placement of concrete.
2) Some of the soils at the site may be somewhat difficult to excavate as part of the construction of the shelter if the upper soils are wet due to antecedent precipitation at the time of
construction. Low cohesive and granular materials that comprise the sidewalls of vertical cut excavations have a tendency to slough or slide into excavations until more stable side
slopes are formed at shallower angles than vertical. Any such fall -in should be removed from the excavations. The Contractor should take whatever actions are necessary, including
the use of wooden forms, to maintain the stability of the foundation excavations so as to complete placement of reinforcing steel within the planned foundation cross sections. in
addition, if the excavations occur during or immediately after periods of heavy rainfall, there may be problems with temporarily high or perched groundwater. The possible need for
storm water interceptor ditches, sumps, and sump pumps should be anticipated.
3) Prompt placement of reinforcing steel and concrete into the foundation excavations following completion of digging, cleaning, setting of reinforcing steel, and inspection of the
excavations is strongly recommended. Precautions should be taken during placement of the reinforcement and concrete to prevent any loose excavated soil from entering into the
excavations. Any clods of earth that slump into the foundation excavations during concrete placement should be promptly removed. Under no circumstances should any foundation
element be excavated that cannot be filled with concrete before the occurrence of a significant rainfall event. Otherwise, the storm water run-off could flood the excavations and
result in the creation of a weak saturated soil layer or the collection of eroded soils across the bottoms of the excavations. The presence of a layer of weak, saturated soils or of loose,
eroded soils beneath the foundation could increase the magnitudes of foundation movement or even undermine the stability of the supported superstructure elements and the
backfilled soils behind some of these elements.
4) Verification of the construction process and the dimensional characteristics of the foundation elements shall be performed by an independent testing laboratory as part of the
Contractor's quality assurance program.
1) It is critical to the performance of the structure foundations that an adequate storm water drainage management plan be formulated for the overall project site and for the structure
area in particular. Poor foundation and superstructure performance have been experienced when storm water run-off has not been controlled. Site grading plans shall include the
elevation of the structure at a significant height above the surrounding ground surface elevations so that final grades around the structure can be established to promote storm
water moving by gravity flow away from and from around the perimeter of the structure.
2) Finished grades surrounding the shelter should be established so as to promote positive drainage away from the structure area.
3) Roof gutters for the shelter should be routed to established drainage channels or patterns down -gradient from the shelter prior to discharging. No trees or other plantings requiring
irrigation watering shall be placed in the area immediately surrounding the shelter so that additional sources of moisture loss (tree root systems) or gain (landscape watering) are
introduced around the foundation system. If moisture is introduced into the shelter area, it may accumulate and subsequently pond within the shelter pad, especially if the pad for
the shelter will be constructed of relatively permeable soils. Such ponding within the shelter pad will cause water to migrate downward and produce swelling of foundation clays
beneath the shelter pad to a greater magnitude than was anticipated in the design.
4) The storm water management plan shall also consider the use of perimeter interceptor ditches and/or berms so that surface water that would normally flow towards the structure
areas from the higher elevations of the site is intercepted before the water migrates through the structure area. The intercepted storm water should be routed to drainage ways
before discharging at down -gradient locations.
5) The storm water management plan should incorporate the use of various soil erosion control features to minimize the erosion potential of the surface soils across the site, especially
in areas of channelized storm water flows. It is especially important that temporary and/or permanent vegetation be established during construction or as soon as possible following
construction to minimize soil loss.
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SHEET TITLE:
SHELTER
FOUNDATION AND
DETAILS
PROJ. NO.: 13105-30
DRAWN BY: AEA
DATE: 08/19/13
SCALE: AS SHOWN it
APPR: MFC
DRAWING:
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viEXTEND A MINIMUM OF 12" FROM'
THE CENTER OF THE COLUMN TO
THE EDGE OF FOOTING.
(MIN. FOOTING DIAMETER - 24")
BBaGRILL RE. -SPECS, -
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INTO GROUND W/CONC.,
PICNIC
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NOTES
FOR FINAL TIGHTENING, USE TURN OF NUT
METHOD: USING A SPUD WRENCH, TIGHTEN
AS MUCH AS POSSIBLE WITH A NORMAL MANS
STRENGTH. THEN, USING AN EXTENSION,
TIGHTEN AK ADDITIONAL 1/3 TURN.
FRAME MUST BE .PLUMB, SQUARE AND BOLTS
TIGHTENED BEFORE INSTALLING PURLINS, IF
REQUIRED. PURLINS MUST BE PARALLEL TO �\
THE EAVE BEAMS AND TENSION MEMBERS.
FASTENERS: ALL BOLTS USED FOR STRUCTURAL
CONNECTIONS ARE ASTM A325. DO NOT
SUBSTITUTE WITH A LESSER GRADE. INSPECTION
OF HIGH STRENGTH BOLTING, IF REQUIRED,TO
BE PER CHAPTER 17 OF THE UNIFORM BUILDING
CODE 1994 -EDITION.
FRAME FINISH: FRAME COMPONENTS ARE RED OXIDE
PRIME _PAINTED ONLY. FINISH PAINT ON-SITE W/ 2 COATS
OF ACRYLIC PAINT I I WALL BRICK
20'
�a
INSTAEtEYE
BOLTS 1N SLAB
FOR TABLES &TRASH CAN
2-5/8" X 3" X 9-5/8"
DARK RED. COLOR_
ORNAMENTATION FINISH: ORNAMENTATION AND CHERRY HILL BY ACME BRICK CO. TACK WELD METAL
RAILING ARE ZINC PLATED. FINISH PAINT ON-SITE (TO MATCH BRICK COLOR ALONG TIES TO COLUMN -
WITH MATERIALS AND LABOR BY OTHERS. /APPOMATTOX DR.& PARK ENTRY
MATERIAL SPECIFICATIONS: 3/8- MORTAR
TUBULAR SHAPES: ASTM A500 JOINT GRADE B 46 KSI
COLD FORMED LEES: AS70 GRADE 55
CONNECTION BOLTS: ASTM A325
CONNECTION PLATES: ASTM A36
ANCHOR BOLTS: ASTM A307
WELDING PROCESS. GAS METAL ARC WELDING
WELDING ELECTRODES: E70XX
R10"9% %0lLUMNS
(FOR 6 POSTS).
1
5X5" STEEL COLUMN
6"
COLUMN SECTION
TRA
CAN
RE:SPECS
DMPRESSION RING
TRUSS
TRUSS TAIL
COLUMN (TS 5 X 5)
DETAILS
12
5 F—
NOTE: THESE DETAILS FURNISHED FOR REFERENCE &81DDlMG PURPOSES
CONTRACTOR TO OBTAIN DRAWINGS SEALED AND, SIGNED BY A REGISTERED
PROFESS:IONAL:ENGINEER_ 14 TEXAS WITH. ORDER OF SHELTER(S)
1-1/8- DI'' METER
ELECTRICAL ACCE 15 HOLE
4 ANCHOR .BOLT
ALIGNMENT HOLES
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2' BE ND DRIP EDGE OF ROO
CENTERING HOLE
{CENTER OF COLUMN)
ARROW TIP POINTS TOWARD
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ANCHOR BOLT INSTALLATION TEN
FOR SETTING ANCHOR13OLTS
2" X 8" Pine ton\adrooZceellf,r
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FRAME PLAN
17'-3 3/4"
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NOTE: ELECTRICAL ACCESS
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FRAME ELEVATION
10 -0 10 20 30
Scale 1" =101
x,10x 40 ® PAPE S1Z
DATE.— July 15,13 ,
Sr:Park;Planner
Peter B.VaneC
(979) 764-3412
REVISIONS:
ELECTRICAL ACCESS
t
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m -
LL.
O
i OF FRAME
NCHOR BOLT HOLE
6) PLCS
OF -COLUMN RADIUS
NOTE:
ANCHOR BOLT DESIGN VALUES
:REQUIRE THAT TOOTING CONCRETE
EXTEND A MINIMUM OF 12" FROM
THE CENTER.OF"THE C01UMN'TO
THE:EDGE OF FOOTING.
(MIN. FOOTING DIAMETER - 24-)
NOTES
FOR FINAL TIGHTENING, USE TURN OF NUT
METHOD: USING A SPUD WRENCH, TIGHTEN
AS MUCH AS POSSIBLE WITH A NORMAL MANS
STRENGTH. THEN, USING AN EXTENSION,
TIGHTEN AN ADDITIONAL 1/3 TURN.
FRAME MUST BE PLUMB, SQUARE AND BOLTS
TIGHTENED- BEFORE INSTALLING PURLINS, IF
REQUIRED.- PURLINSMUSTBE. PARALLEL TO
THE EAVE BEAMS AND TENSION MEMBERS.
FASTENERS ALL BOLTS USED FOR STRUCTURAL
CONNECTIONS ARE ASTM A325. DO NOT
SUBSTITUTE WITH A LESSER GRADE. INSPECTION
OF HIGH -STRENGTH -BOLTING, IF REQUIRED; TO
BE PER CHAPTER 17 OF THE UNIFORM BUILDING
CODE 1994 EDITION.
FRAME FINISH: FRAME COMPONENTS ARE RED OXIDE
-PRIME PAINTED ONLY. FINISH PAINT ON-SITE W/ 2 COATS
OF ACRYLIC PAINT
ORNAMENTATION FINISH: ORNAMENTATION AND
RAILING ARE ZINC PLATED. FINISH -PAINT ON-SITE
WITH MATERIALS AND LABOR BY OTHERS.
MATERIAL SPECIFICATIONS:
TUBULAR SHAPES: ASTM A50A GRADE B 46 KSI
COLD FORMED CEEB: A570 GRADE 55
CONNECTION BOLTS: ASTM A325
CONNECTION PLATES: ASTM A36
ANCHOR BOLTS: ASTM A307
WELDING PROCESS: GAS METAL ARC WELDING
WELDING ELECTRODES: E70xx
RIDGE CAP
1 -SCREW
EACH RIB
1 SECTION @ TRUSS
N.T.S.
�- COMPOSITION ROOF
PANEL END CAP COMPRESSION RING -r 20 YR.SHINGLES
-(COLOR ,INSIDE)
-RIVET TO RIBS
TONGUE/GR.00VE
PINE CEILING
APPLY 2 COATS SEALER.
2 SCREWS
BETWEEN:EACHRIB ROOF SECTION A -A
N.T.S.
20'
INSTALL EYE
BOLTS IN BLAS
FOR TABLES &TRASH CAN
BBQ'GRILL RE:SPECS
(MOUNT POST
INTO GROUND ►KONG.
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X 3" X 9-5J8"
ED COLOR
HILL BY ACME BRICK CO. TACK WELD METAL
rCH BRICK COLOR ALONG TIES TO COLUMN
1TTOX DR.& PARK ENTRY
3/8" MORTAR
JOINT
41:A
5X5" STEEL COLUMN
16
COLUMN SECTION
s �tn.�ti
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RE:SPEtS
OMPRESSION RING
TRUSS
TRUSS TAIL
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DETAILS
1-1/8" DIAMETER
ELECTRICAL iczESS HOLE.
4 ANCHOR BOLT
ALIGNMENT` HOLE'S
8
W 'BEY ND DRIP EDGE OF RO
CENTERING HOLE.
(CENTER OF COLUMN)
ARROW TIP -POINTS TOWARD
CENTER OF BUILDING
ANCHOR BOLT INSTALLATION A N TEM
FOR SETTING-AOCHOR BOLTS
4" THICK CONCRETE - ET -SLAB
19'-8 1/2"--
12.
5 (
TEXASNOTE: THESE DETAILS FURNISHED FOR REFERENCE & BIDDING PURPOSES
CONTRACTOR TO OBTAIN DRAWINGS SEALED AND SIGNED- BY A REGISTERED
PROFESSI ONALENGI NEER: IN ORDER
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'ATE: July 1 ,13
Sr.Park Plann�er
Peter B.Yanecek
REVIEWED FOR(979) 764-3412
REVISIONt:
OCT 0s2013
VE1M =-"hAEN'r' SERVICES
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'ATE: July 1 ,13
Sr.Park Plann�er
Peter B.Yanecek
REVIEWED FOR(979) 764-3412
REVISIONt:
OCT 0s2013
VE1M =-"hAEN'r' SERVICES
SHEET:
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