HomeMy WebLinkAboutMDATUM ELEVATION
1. See civil drawings for USGS elevation of first floor.
SaEdEBAL
1. Concrete contractor is responsible for stability of excavations required to complete the work of their
contract. Systems used to stabilize excavations shall be adequate to resist the force of the soil, any
surcharge due to construction activities and the fords imposed on the excavation during construction
activities due to wind or seismic forces.
FOUNDATIONS
1. A soils report was not provided for this project. The contractor is responsible for contacting a qualified
Geotechnical Engineer to verify that the existing sub - surface conditions and other soils related items are
adequate for the design requirements listed below.
2. Exterior footings shall bear a minimum of 3' -0" below finish grade.
3. Foundations have been designed for the following net soil pressures:
Isolated Spread Footings: 2,000 psf
Continuous Wall Footings: 2,000 psf
4. Foundation excavations shall be made to plan elevations. The soil conditions beneath foundations shall
then be inspected by a qualified Geotechnical Engineer. N the soils under the foundations are
unacceptable, Use one of the following procedures:
A Remove the unacceptable soil and bockfill with engineered fill compacted to 100% standard proctor
density and in accordance with the geotechnical report or inspecting Engineer.
B. Lower the footing to an acceptable soil.
5. Excavations for spread footings, combined footings, continuous footings and /or mat foundations shall be
cleaned and hand tamped to a uniform surface. Footing excavations shall have the sides and bottoms
temporarily lined with 6 mil visqueen N placement of concrete does not occur within 24 hours of the
excavation of the footing.
6. Soils under the slab -on -grade shall be compacted per the geotechnical report. Soils work shall be
inspected by a material testing lab.
7. Foundation conditions noted during construction, which differ from those described in the geotechnical
repot shall be reported to the Structural Engineer, Geotechnical Engineer and construction manager before
further construction is attempted.
CONCRETE
1. Reinforced concrete has been designed in accordance with the 'Building Code Requirements for Structural
Concrete' (ACI 318 -95) and Commentary (ACI 31811-95).
2. Mixing, transporting, and placing of concrete shall conform to the latest edition of the "Specifications for
Structural Concrete for Buildings" (ACI 301).
3. Concrete in the following areas shall consist of natural sand fine aggregates and normal weight coarse
aggregates conforming to ASTM C33, Type I Portland cement conforming to ASTM C150, and shall have
the following compressive strength (F'c) at 28 days:
3,000 psi: Footings, pilasters, pedestals, and slabs on grade
4,000 psi with 6% +/- 1 -1/2% entrained air by volume:
Retaining, knee and foundation walls, Curtis, sidewalks and other
Concrete exposed to de -icers or freeze /thaw conditions
4. Adjustment of slump by adding water to the mix at the job site shall occur as follows. Adjustment shall
be made one time only with a maximum of 2 gallons of water per cubic yard such that the specified
slumps and water /cement ratios are not exceeded. The concrete shall be mixed after the addition of
water one minute per cubic yard to a maximum of 5 minutes.
5. Protect the concrete surface between finishing operations on hot, dry days or any time plastic shrinkage
cracks could develop by using wet burlap, plastic membranes or fogging. Protect concrete surfaces at all
times from rain, hail or other injurious effects.
6. Horizontal joints will not be permitted in concrete construction except as shown on the contract
documents. Vertical joints shall occur at locations approved by the Structural Engineer.
CONCRETE SLABS ON GRADE
1. Slabs on grade shall be constructed in accordance with the latest edition of the "Guide for Concrete Floor
and Slab Construction" (ACI 302.1R).
2. In addition to the specifications noted elsewhere, concrete for interior flatwork shall conform to the
following:
470 lbs. of cement per cubic yoM of concrete, minimum
0.47 maximum water cement ratio
3 inch maximum slump prior to addition of plasticizers
5 inch maximum slump if plasticizers are not used
Midrange or highronge water reducing admixture required
3. In addition to the specifications noted elsewhere, concrete for exterior flatwork curbs and walls exposed to
freeze /thaw shall conform to the following:
564 lbs. of cement per cubic yard, minimum
0.45 maximum water cement ratio by weight
3 inch maximum slump prior to addition of plasticizers
5 inch maximum slump if plasticizers are not used
Midrange or highronge water reducing admixture required
4. Place concrete in a manner so as to prevent segregation of the mix. Delay floating and troweling
operations until the concrete has lost surface water sheen or all free water. Do not sprinkle free cement
on the slab surface.
5. Provide curing of concrete slabs immediately after finishing using a sprayed on liquid curing compound.
Other methods may be used with approval by structural engineer.
6. Slabs on grade shall receive a smooth trowel finish, and be placed to achieve the following minimum
tolerances:
Overall values: FF = 35, FL = 25
Local values: FF = 25, FL = 15
CONCRETE and MASONRY REINFORCEMENT
1. Reinforcing steel shall be deformed bars of new billet steel conforming to ASTM A615 -90 with a minimum
yield strength of 60,000 psi.
2. Reinforcing steel, which is to be welded, shall conform to ASTM A706 'Low -Alloy Steel Deformed Bars for
Concrete Reinforcement
3. Reinforcing bar detailing, fabricating, and placing shall conform to the latest edition of "Specifications for
Structural Concrete for Buildings' (ACI 301).
4. Provide standard bar chairs and spacers as required to maintain specified concrete protection.
5. Reinforcement bars shall not be tack welded, welded, heated or cut unless indicated on the contract
documents or approved by the Stnactural Engineer.
6. Unless otherwise shown or noted, splicing of reinforcing bars shall conform to ACI 318 -95. Where the
length of lap is not shown or noted, provide a Class 'B' lap at splices.
7. Horizontal bars in walls or grade beams shall be bent at corners and intersections in a way that
continuity is provided through the joint. Separate comer bars of the some size and spacing as the
horizontal reinforcing may be substituted for the bent bars.
8. Unless noted otherwise, provide 2 - 15 bars (one each face) around unframed openings in concrete walls
and grade beams. Place bars parallel to sides of the opening and extend 24' beyond comers.
9. Provide galvanized steel wire joint reinforcement in all masonry construction. Reinforcement shall be
continuous and be lapped sixteen inches at splices. Cut reinforcement at all control and expansion joints.
Space reinforcement at 8' on center for stack bond construction, parapets and below building floor
elevation. Elsewhere space reinforcement at 16 inches on center.
MASON�
1. Concrete masonry has been designed in accordance with the latest edition of the 'Building Code
Requirements for Concrete Masonry Structures' (ACI 530).
2. Concrete masonry construction shall conform to the latest edition of the "Spec cation for Concrete
Masonry Construction" (ACI 530.1).
3. Concrete masonry constriction shall be inspected as required by the 1Specif�cation for Concrete Masonry
Construction' (ACI 530.1).
4. Concrete masonry construction shall have a minimum compressive strength (f'm) of 2,000 psi at 28 days.
5. Mortar shall be type M below grade and type M or S above grade proportioned in accordance with the
latest edition of ASTM C270 or C476.
6. Unless otherwise noted, reinforced masonry cores, cores specified to be filled on the drawings, and bond
beams shall be filled with concrete with a minimum 2,800 psi compressive strength at 28 days, 314'
maximum aggregate and 7" maximum slump.
7. Unless otherwise noted, provide two 1/2' diameter x 1' -2" hooked anchor bolts at beam bearings shown
on framing plans. Space at beam gage.
8. Beams, lintels, joists, etc. shall bear on bond beams or hollow masonry units with cores filled solid with
grout. See drawings for minimum requirements.
EXPANSION and SLEEVE ANCHORS
1. Expansion and sleeve anchors shall be carbon steel anchors as manufactured by HiIU Fastening Systems
or approved equal. Install anchors in conformance with the manufacturer's recommendations and the
contract documents.
2. Masonry cores receiving 3/4' diameter anchors shall be filled with coarse grout conforming to ASTM C476
with a minimum compressive strength of 2,000 psi at 28 days. Do not install anchors in mortar joint.
3. Do not install expansion anchors in concrete until concrete has attained the specified 28-day compressive
strength•
4. Test expansion, sleeve and epoxy anchors prior to connecting steel to anchors.
NON - SHRINK GROUT
1. Grout shall be a prepackaged, non- metallic and non - gaseous. ft shall be non -shrink when tested in
accordance with ASTM -01107 Grade B or C at a fluid consistency (flow cone) of 20 to 30 seconds.
Thirty - minute -old grout shall flow through the flow cone after slight agitation, in temperatures of 40
degrees F to 90 degrees F. Grout shall be bleed free and attain 5,000 -psi compressive strength in 28
days at fluid consistency.
2. Grout compressive strength tests shall be performed in accordance with the latest edition of ASTM C109.
PLYWOOD
1. Plywood panels shall be detailed, fabricated and erected in accordance with the latest
criteria established by the American Plywood Association (APA) including their latest
edition of the PLvwood Design Specification (and its Supplements).
2. Plywood panels shall be identified with the appropriate trademark of the APA and
shall meet the requirements of the latest edition of the U.S. Product Standard PS 1
for Construction and Industrial Plywood [or the APA PRP -108 Performance Standards
and Policies for Structural -Use Panels].
3. Roof panels shall be installed with the long dimension (face grain) across the
supports with panels continuous over 2 or more supports (minimum 3 span
condition).
4. Stagger panel end joints. End joints shall only occur over a support. Unless
recommended otherwise by the panel manufacturer, provide a 1/8" gap between
panel ends and edges. Panel edges shall be tongue- and - groove or supported on
2" (nominal) lumber blocking installed between joists.
5. Panels shall be fastened to their supports as follows:
Roof panels:
6" o.c. along supported panel edges and 12" o.c. at intermediate
supports Use 8d galvanized common nails for panels 1/2" thick and
less and 8d galvanized common nails for panels of greater thickness.
WOOl2 TRUSSES
1. Prefabricated wood trusses shall be detailed, fabricated and erected in accordance
with the latest editions of the Timber Construction Manual by the American Institute
of Timber Construction (AITC), the National Design Specification for Wood Construction
by the National Forest Products Association (NFPA) and in accordance with the latest
criteria established by the Truss Plate Institute (TPI).
2. Temporary and permanent bracing of wood trusses shall be in accordance with the
latest edition of Bracing Wood Trusses: Commentary and Recommendations BWT by
the TPI.
3. Wood trusses shall be designed to support the loads shown in the design data in
addition to the weight of the trusses.
4. Wood roof trusses shall be designed using the following allowable stress increase
factors:
Dead Load + Live Load: 1.15
Dead Load + Wind Load: 1.33
Dead Load + Live Load +Wind Load: 1.15
5. Deflection due to live load shall be limited to 1/360 of the truss span. For truss
cantilevers, the deflection due to live load at the end of the cantilever shall be
limited to 1/180 of the cantilever dimension.
6. Truss plates shall be galvanized steel and shall be applied to both faces of the
members being connected.
7. Trusses shall conform to the geometry shown on the architectural drawings.
8. The Truss Manufacturer shall prepare detailed working or shop drawings and shall
submit one reproducible copy and one blue line copy to the Architect for review prior
to fabrication. The approval drawings shall show the design forces in truss members,
the sizes of truss plates; the lumber species, commercial grade and normal duration
design values; required bracing and details necessary to enable fabrication, erection
and construct of all parts of the work in accordance with the detail drawings and
specifications. These shop drawings will be reviewed for design features only. The
Truss Manufacturer shall be responsible for all dimensions, accuracy, and fit of work.
Allow time in schedule for shop drawings to be in engineer's office five working days
for review. All shop drawings shall be prepared and certified by a structural engineer
licensed in the some state where the project is located.
9. THE CONTRACTOR SHALL INSTALL ALL TEMPORARY AND PERMANENT TRUSS BRACING AS
SHOWN ON THE TRUSS MANUFACTURER'S SHOP DRAWINGS.
LUMBER
1. Structural lumber shall be detailed, fabricated and erected in accordance with the
latest editions of the Timber Construction Manual by the American Institute of Timber
Construction (AITC) and the National Design Specification for Wood Construction by
the National Forest Products Association (NFPA).
2. Lumber shall be No. 2 Southern Pine, kiln dried, with a maximum moisture content
of 15%, or approved equal (unless noted otherwise).
3. Lumber for top plates supporting roof trusses shall be No. 2 Southem Pine Select
Structural, kiln dried, with a maximum moisture content of 15%, or approved equal.
4. Lumber used for blocking and other non - stress related uses shall be No. 2 Southern
Pine, surface dry, with a maximum moisture content of 19%.
5. Unless otherwise shown or noted, bolts and lag screws in connections of wood
members shall be made with material conforming to ASTM A307. Standard cut
washers shall be used between the wood and bolt head and the wood and nut.
6. Joist hangers and connection plates shall be manufactured by Simpson Company or
approved equal.
7. Nails and other wood fastenings, unless otherwise noted, shall conform to the latest
edition of the National Design SgMcffication for Wood Construction by the NFPA.
8. Rough sawn timbers shall be treated and finished as required by the specifications.
Weather exposed members shall be treated with CCA.
RE -BAR LAP SPLICE SCHEDULE
FOR CONCRETE CONSTRUCTION
BAR SIZE
ARCH.
CLASS A
CLASS B
COMPRESSION
#3
1' -4"
1' -10"
1' -0"
#4
1' -10"
2' -4"
i' °3"
#5
2' -3"
3' -0"
1' -7"
#6
2' -9"
3' -8"
1' -11"
#7
4' -0"
5' -2"
2' -3"
#8
4' -8"
6' -0"
2' -6"
#9
5' -2"
6' -8"
2' -10"
1. P" DE M ES AS %M ABM UNLESS LOWER
LAPS ARE INDICATED ON DRAWINGS.
2. PROVIDE CLASS B SPUCE UNLESS CLASS A OR
SPLICE • �r / DETAILS.
APPLICABLE CODES AND DESIGN DATA
THE BUILDING STRUCTURE IS TO BE DESIGNED
IN ACCORDANCE WITH THE
INTERNATIONAL BUILDING CODE, 2008 EDITION AND THE FOLLOWING CRITERIA
ROOF DESIGN LOADS:
TOP CHORD LIVE LOAD .......................... 20 PSF
TOP CHORD DEAD LOAD .........................10 PSF
BOTTOM CHORD LIVE LOAD ....................10 PSF
BOTTOM CHORD DEAD LOAD ..................10 PSF
ROOF SNOW LOADS:
FLAT ROOF SNOW LOAD (Pf) ............... N/A
SNOW EXPOSURE FACTOR (Ce) ............1
SNOW LOAD IMPORTANCE FACTOR (I)...1
THERMAL FACTOR (Ct) ..........................1
WIND LOAD DESIGN DATA
BASIC WIND SPEED (3 SECOND GUST) ..... 90 MPH
WIND LOAD IMPORTANCE FACTOR (1).........1.0
WIND EXPOSURE ........... ..............................0
OCCUPANCY CATEGORY .............................. II
INTERNAL PREESURE COOEFFICIENT (GCpi) ............... +0.18, -0.18
COMPONENTS AND CLADDING DESIGN PRESSURE ..... 15 PSF
SEISMIC DESIGN DATA
SEISMIC IMPORTANCE FACTOR (I) .............1.0
SEISMIC DESIGN CATEGORY ........................ B
SPECTRAL RESPONSE COEFFICIENTS do ACCELERATIONS
Sds ..........18.1 % Ss .......... 0.170
Sd 1 ..........12.2% S1 .......... 0.076
SITE CLASS .................. ............................... D
DESIGN BASE SHEAR .. ............................... 3 KIPS
SEISMIC RESPONSE COEFFICIENT (Cs) ...... 0.18
RESPONSE MODIFICATION FACTOR (R) ....... 6.5
BASIC SEISMIC RESISTING SYSTEM
LIGHT FRAME WITH STRUCTURAL WOOD PANELS (R =6 1/2)
ANALYSIS PROCEDURE UTILIZED
EQUIVALENT LATERAL FORCE PROCEDURE
CONSTRUCTION INSPECTION REOUIREMENTS
THE BUILDING CODE REQUIRES A SPECIAL INSPECTOR TO OBSERVE THE
WORK ASSIGNED FOR CONFORMANCE TO THE APPROVED DESIGN DRAWINGS
AND SPECIFICATIONS. THESE INSPECTIONS ARE IN ADDITION TO
INSPECTIONS SPECIFIED ELSEWHERE. AJ & ASSOCIATES, P.C. DOES NOT
PROVIDE THESE INSPECTIONS.
THE OWNER SHALL RETAIN THE SERVICES OF A MATERIAL TESTING AGENCY
TO MAKE AVAILABLE A SPECIAL INSPECTOR WHO SHALL PROVIDE
INSPECTIONS DURING CONSTRUCTION ON THE TYPES OF WORK LISTED
BELOW.
CONCRETE CONSTRUCTION: ACI 318
CONCRETE MASONRY CONSTRUCTION: ACI 530, ACI 530.1
STRUCTURAL STEEL CONSTRUCTION: AISC ASD, AISC LRFD, ASTM A6,
ASTM A588, AWS
ABBREVIATIONS
A.B.
ANCHOR BOLT
ARCH.
ARCHITECTURAL
B.L.
BUILDING LINE
B /BM
BOTTOM OF BEAM
B/F
BOTTOM OF FOOTING
BLDG.
BUILDING
BM.
BEAM
BRG.
BEARING
C.J.
CONTROL OR
P.C.
CONSTRUCTION JOINT
CLR.
CLEAR
CMU
CONCRETE MASONRY UNIT
CONC.
CONCRETE
CONNX
CONNECTION
CONST.
CONSTRUCTION
CONT.
CONTINUOUS
CONTR.
CONTRACTOR
D.L.
DEAD LOAD
DET.
DETAIL
DU.
DIAMETER
DWG.
DRAWING
DWL.
DOWEL
E.E.
EACH END
E.F.
EACH FACE
E.W.
EACH WAY
EA.
EACH
E.J.
EXPANSION JOINT
EQ.
EQUAL
EXIST.
EXISTING
EXP.
EXPANSION
EXPAN.
EXPANSION
F.D.
FLOOR DRAIN
FlN.
FINISH
F.S.
FAR SIDE
OSF
OUTSIDE FACE
FDN.
FOUNDATION
OPP.
OPPOSITE
FIG.
FOOTING
P.EM.B.
PRE- ENGINEERED
FT.
FOOT OR FEET
METAL BUILDING
GA.
GAGE
P.C.
PRECAST CONCRETE
GAIN.
GALVANIZED
PL
PLATE
GRAN.
GRANULAR
PSF
POUNDS /SQUARE FT.
GYP. BD.
GYPSUM BOARD
R.D.
ROOF DRAIN
H.
HORIZONTAL
REINF.
REINFORCING OR
HK.
HOOK
REINFORCED
HORIZ.
HORIZONTAL
REQ'D.
REQUIRED
ISF
INSIDE FACE
REV.
REVISION OR REVISED
IN.
INCH
SECT.
SECTION
INSUL
INSULATION
SHT.
SHEET
J/B
JOIST BEARING
SAM.
SIMILAR
JST.
JOIST
SPA.
SPACES OR SPACING
JT.
JOINT
SPECS
SPECIFICATIONS
LB. /LBS.
POUND /POUNDS
STL
STEEL
LL
LIVE LOAD
STD
STANDARD
LLH
LONG LEG HORIZ.
T&B
TOP AND BOTTOM
LLV
LONG LEG VERTICAL
T/B
TOP OF BEAM OR
LT. WT.
LIGHT WEIGHT
TRUSS BEARING
M.O.
MASONRY OPENING
T/F
TOP OF FOOTING
MAT'L
MATERIAL
TEMP.
TEMPORARY OR
MAX.
MAXIMUM
TEMPERATURE
MIN.
MINIMUM
TYP.
TYPICAL
AISC.
MISCELLANEOUS
U.N.O.
UNLESS NOTED OTHERWISE
N.I.C.
NOT IN CONTRACT
V.
VERTICAL
N.S.
NEAR SIDE
VERT.
VERTICAL
N.T.S.
NOT TO SCALE
W.W.R.
MELDED WIRE REINFORCING
NO.
NUMBER
W/
WITH
O.C.
ON CENTER
O.D.
OVERFLOW DRAIN
PLAN NOTES
LIDIA
LOCKWOOD DESIGN ASSOCIATES, LLC
• ARCHITECTS •
10610 N. PARK AVENUE, INDIANAPOLIS, INDIANA 46280
(317) 844 -1315 • (317) 844 -1758 fax
DRAWN BY: ��11111111///�
D. L. LOGKWOOD ��0�����SG s ER
CHECKED BY: - �� For
D. I- LOGKWOOID NO.
DATE:
26 JANUARY 201.2 OF
PROJECT NO.: �� HI''"
11002 1
A NEM'/WOO G SHP GAC EL T Y REH OOWAT TOO N
FOR:
THE FAMILY CHURCH
1005400 JESSUP BOUILEWARDD, WDOANAPOLOS, [I MANA AM2B0
SHEET NAME:
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