HomeMy WebLinkAbout0594.95.4?AL NOTES:
MASONRY LINTEL NOTES:
LDING CODES:
1. For all openings and recesses in block or brick, with lintels not
Uniform Building Code, 1991 with Indiana Amendments
shown-on structural plans, provide either of the following lintels:
American Institute of Steel Construction, LRFD, 1st Edition
American Concrete Institute, 318-89
A. ConcretejBlock Lintel:
IGN LOADS:
Use bond', beam lintel block. Fill with concrete or grout.
Roof Live Load = 25 psf.
All lintjel
block to be 8' deep by the wall thickness.
Floor Live Load = 100 psf.
Extend liintel
16' into wall on each side of opening.
Wind Load: Basic Speed = 75 mph Exposure B
Concrete or grout to have minimum f'c - 4000 p.s.i.
Seismic Load: Zone 1
Provide 2 - #5 top and bottom.
Drawings and specifications are in conflict, the most stringent
Lintel shall be shored in the center for 28 days.
trictions and requirements shall govern.
MAkXiMUM LINTEL CLEAR SPAN = 10' -0'
contractors are required to coordinate their work with all
ciplines to avoid conflicts. The mechanical, electrical and
B. Precast Concrete Lintel:
robing aspects are not in the scope of these drawings. Therefore, all
L%ntels
shall be in multiples of 8' deep by 4' wide, equal
uired materials and work may not be indicated,
to.wall
thickness.
ations, sizes and numbers of all openings may not be completely
Llrttels
lshall be scored to match block.
icated in the structural drawings, the respective contractors shall
Concrete) shall be normal weight (145 pcf) with minimum f'c = 3000 p.s.i.
ify there work with all other disciplines.
Provide '1 #5 top and bottom.
ify all existing conditions prior to any construction or fabrication.
Pr *vide 8" bearing at each end.
different than shown, notify engineer /architect immediately for
L.Atel shall be shored in the center for 3 days.
ification of drawings.
YA)t.IMUM EINTEL CLEAR SPAN = 69-8'
visions for future expansion:
Vertical: None
C. Brick Steel Lintel:
Horizontal: None
=CtiAR OPENING ANGLE
to 5' -0' L 3 1/2x 3 1/2x 5/16
',I . 4 5/16
t a� 7' -0' L 4 x x
? -1' to 10' -0' L 6 x 3 1/2 x 3/8 (LLV)
Aff -brick lintels hove-8' of bearing at each end. All exterior
BETE NOTES AND REINFORCING NOTES:'.-, x
�>� bell be primed with two finish coats of epoxy_ paint,
'r�ted otherwise.
concrete shall have the following 28 day compressive strengths:
Foundations 3000 psi
Slobs, Piers, Walls 4000 psi w/ Air entrainment
reinforcing steel shall be detailed, supplied and placed
- INTERIOR SLAB
accordance with ACI 315-80 and ACI 318 -89.
reinforcing steel shall be shop fabricated and, where applicable.
11 be wired together.
_
WINDOWS -
reinforcing steel shall conform to ASTM A-615, Grade 60..
ARCH.
tractor shall make four, 6 "x12" test cylinders for.each 50 cubic
:SEE
- `r
ds of concrete poured for each days operation. Break 1 at 7 days,,
t 28 days and retain spare.
b on grade shall be placed on firm, undisturbed soil or engineered
I. All engineered fill shall be compacted to 95% of the Modified
`
ctor maximum dry density (ASTM- D1557).
.,.
» 1' -6"
0 1 -4
soils report for any additional recommendations.
specifications for vapor barrier requirements.
- -4
GROUT CORES I
INSULATION -
�-
welded wire fabric (WWF) shall conform to ASTM A185 (Fy�S psi) .
SEE .,
SOLID • BARS
finished concrete, concrete formwork and falsework shall be in
8' CONC. BLK.
ordance with ACI 301 -,89.
•
FOOTING
, •
SEE PLAN
DATION NOTES:
Towable Soil Bearing Pressure:
read Footings 2000 psf per UBC Table 29-B
II Footings 1500 psf per UBC Table 29-B�
firm, fill.
AL SECTION AT Wi N D 0 WS 11
tings shall be placed on undisturbed soil or on engineered
sneered fill shall be compacted to a dry density of 95% of the Modified
SCAM: 1 _ 1' -O" S3
,ctor maximum dry density (ASTM-D1557) .
contractor shall retain the services of a soils engineer to monitor all
kfilling operations and to inspect footing bearing material. A report
Fi
tified by the soils engineer shall be furnished to the architect /engineer
ifying that all foundations were placed on a material capable of
taining the design bearing pressures.
iineered fill shall be placed in 6" to 8' lifts.
dewatering is required, sumps shall not be placed within the foundation
ovation.
ntain a maximum slope between adjacent footing bearing elevations of
orizontal to 1 vertical.
4' SPUTFACE
7
BRICK
NRY NOTES:
,imum 28 day compressive strength of concrete masonry units shall be
iO p.s.i. based on net area of the unit. Specified design compressive
ength of masonry shall be f'm = 1500 p.s.i.
mortar shall be Type S. No admixtures may used unless approved by
'
;h i t ect /engineer .
BLOCK SHALL BE LAID IN A RUNNING BOND PATTERN.
rse grout shall be used were grouting is required. Slump shall be
r,J *.•
+/- 1'. Minimum grout compressive strength shall be 2500
reinforcing shall be ASTM A615 Grade 60 (Fyn ksi)*.
all reinforcing a minimum of 40 bar diameters.
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architectural and specifications for all control joint locations.
-
nforcing in bond beams shall be discontinuous at control joints.
•,
`
vide truss type horizontal joint reinforcement at 16' o.c. Side rods
••.
COMPACTED BACKFILL
I cross rods shall be #9 wire, galvanized, see specifications. Cut.
nt reinforcement at control joints.'
F`
wide "L" bars at all bond beam corners as requi[red.
l•
'
'
i cores of block solid with grout two full courses below the bearing
'•'�
all beams or lintels supported on masonry.
'
attachments to block shall be made with Hilti HX 1/2' diameter x
sleeve anchors , unless noted otherwise. Anchors shall be installed per
a ,
iufacturer's recommendations.
J LUMBER AND GLUED LAMINATED LUMBER:
_.
};•
w x 1 12"'
/ EPDXY DOW
I wood, connections and erection shall be in conformloce with
tiT
INTO Dan coNCNm
e current edition of NFPA National Design Specificat en.
e'
WAt�L .
connectors shall be Simpson Strong -Tie,
less otherwise approved by McComas Engineering.
bolts, washers and nuts shall be stainless steel.
f
'
I beams shall be Southern Pine.
CONCRETE COLUMN -*
urinated beams shall meet the requirements of AIM /AITC A190.1 and shelf
1'-6' x 1' -6" W/
ve the following minimum design values:
" -�
00 psi in Bending
0 psi in Horizontal Shear
00000 psi Modulus of Elasticity
`
Y
y Condition of service.
-
3-#
hesives shall meet requirements for Dry condition of service. Appedranee
'
all be PREMIUM Grade. A translucent penetrating sealer shliii#! be ap teed
..
x 1. 9` DWY
al members before shipment. Members sholI be,tndisiduol�tY wapps4tfth
__
. 6 wt.
ter- resistant paper or equivalent.
TRUSS TYPE HORIZONTAL
CONTROL JOINT DETAIL
SCALE: N.T.S.
HORIZONTAL REINFORCING
EVERY 16" VERTICALLY
PLACE MORTAR ON CROSS
WEBS ADJACENT TO CELLS
WHICH WILL BE GROUTED
TO PREVENT LEAKAGE
BLOCK CORES WITH STEEL
TO BE FILLED WITH
GROUT THE FULL /
HEIGHT OF WALL. .0
TYPICAL WALL REINFORCING
SCALE: N.T.S.
No. 5 BARS VERTICAL AT 2' -0" O.C.
LAP BARS 30 DIA. AT SPLICES,
EXTEND BARS 30 DIA. INTO
FOUNDATION WALL UNLESS AS
OTHERWISE NOTED.
SEE PLAN
TYPICAL WALL FOOTING
SCALE: 1' = 1' -0"
It 3/4 "x10 "x10"
1/4' LEVELING
PLATE i I
t i
314" NON- SHRINK,
NON - METALLIC GROUT =:►, ,,
(4) 3/4 "e A307
ANCHOR BOLTS
COLUMN AND BASEPLATE
EXTENSION
n T/FTG. OR PIER
00 1 i
3" L---
EMBEDMENT
TYPICAL COLUMN BASE DETAIL
SCALE: 1" - 1' -0"
FLOOR SLAB
CONTROL JOINT \
TYPICAL COLUMN IS
ISOLATION JOINT -
1/20 EXPANSION
JOINT MATERIAL
OLATION JOINT
SCALE: N.T.S. (SLAB ON GRADE ONLY)
CONC. SLAB W/ WWF
METAL SCREED
SEE CONSTR. JOINT
PLAN
• • r
VAPOR BARRIER
GRANULAR FILL
�McCQMA�
E1443INEERIN4
SiBIC1URN_ ElOM FORFIiSiC E116iM RANK WK
TYPICAL CONSTRUCTION JOINT 2
SCALE: N.T.S. S3
CONC. -SLAB W/ WWF 1/5 THICKNESS OF SLAB
SEE _ : SAW JOINT
PLAN MAX. SPACING 20' -0"
SEE PLAN FOR OTHER
LOCATIONS
VAPOR BARRIER
GRANULAR FILL
TYPICAL CONTROL JOINT
SCALE: N.T.S.
(SLAB ON GRADE ONLY)
2'- 3"
�3 TiES
'? 2" CLR.
N • SEE SCHED.
PIER P27
ARCH PIER E
SCALE: 1/2* = 1' -0"
LEVATI O
INTERIOR SLAB
CONSTRUCTION JT.
EXTERIOR SLAB
SLOPE
-- ��- --�� -- ice-- -�
CONC.
CONC.
Ar
TYPICAL SECTION AT__EN
SCALE: 1/2" = 1' -0"
ARCH -SEE PLAN
R 11/2-4- BOTH SIDES
3 -3/4 "o THRU BOLTS
4 -3 4 "e x 1' -6'
ANCHOR BOLTS
R 1 "x6' BOTH SIDES
.AN
R 3/4'
HAIR PIN
SEE PLAN FOR PIER SIZE,
LOCATIONS AND ELEVATIONS.
SEE PLAN FOR FTG.
/4 4 1' -4' 1' -6'
GROUT CORES J
SOUR O BARS , F
TRANCES
M
8' -0"
9102 " liierft Street, Sub 450, kxliarwp* N /
317- 580 -0402 317- 582 -0766 Fox/ik
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ISSUE DATE:
tilt 1 JUNE 1994
REVISION 0 DATE
PIER P27 DETAIL___W/ HAIRPIN ANCHORS
SCALE: 1" = 1' -0"
PROJECT NO.:
9397
SHEET N0.
OF 4 STRUCTURAL