HomeMy WebLinkAboutMDC SF201 FOUNDATION DETAILS AND NOTESa
v T
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PER ARCH� I
1/7'0x 8" TITEN HD ANCHORS
� 37' O.C. (OR APPROVED EQUAL)
STUDS & BRICK
PER nRCH.
SLAB PER PLAN
FlN. FLR EL.
PER PLAN
z,_6 d e
de
7-6" /�4 DOWEL ��
� 24" O.C.
aRa al ae
PER
1�7' EXP. JOINT MATERIAL
SIDEWALK PER
CIVIL DWGS. � SLAB PER PLAN
SLOPE � FIN. FLR. EL.
PER PLAN
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a d
� PER PLAN Y e PER PLAN
I z -6 ° I
_RIGID MSULATION 2'-fi" /j4 DOWEL �` o RIGID MSULATION
� PER ARCH. DWGS � 24�� � � � p PER ARCH. DWGS.
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T , a "I
PER PLAN
SECTION �
F201
I CL WL & FTG.
COL. PER PLAN
�I 1/2" ISOLATION JOINT
RLL W/WNC. I i
OR GROUT � rSLAB PER PLAN
I/ RN. FLR. EL.
�-c�. �::-��`� • ' • ��I t �•. ;. ,-�,•r r, ��r.. 'r aER P�aN
T/FTG. EL �
PER PLAN
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I / SEE•THIS SHi FOR WL.
FTG. PER PLAN J BASE SETTING DETAILS
SECTION 4
F201
ERIST. 3.9
SEE PLAN CL WL. & FTG.
I
EXIST. SLAB I �
FIN. FLR. EL � I
PER PLAN . �. � ' �i } � � r. :
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PER PLAN
SECTION 2
F201
—f
� � EXISTING CMU
, .,� WALL
1�2° EXP. JOINT MATERIAL�,' .'
SLAB PER PLAN� . rEX15T. SLAB
FIN. FLR EL !
PER PLAN ,.�,�
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CONiRACiOR NOiE: �„
ALL EXISTING CONDITIONS . +.
ARE TO BE FlELD VERIFIED
PRIOR i0 FABRICA110N OR �
CONSTRUCTION.
�ExisriNc FTc.
SECTION 5
F2��
FIN. FLR. ELA
, PER PLAN
t/Fic. E�. A
PER PLAN
6"
PL PER SCHEDULE-
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�
COL PER PLAN
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CONTRACTOR NOTE: � � a °� � e '
ALL EXISTING CON�ITIONS . � , e �
ARE TO BE FlELD VERIFIEO ` � �
PRIOR TO FABRICATION OR ° � '
CONSTRUCTION. . � � �
` � � ° . . . . � a BOT. FiG. EL.
10 MAiCH EXI511NG
FXIST FTG.��
�DRILL & EPDXV fi"
WTO ExISL FTG.
SECTION 6
F2��
J
aER P�nN PLAN SECTION
COL. BASE DETAIL C�? EXIST ENTRIES
NO SCALE
DIM. PER ARCH.
1/7� EXP. JOINT
MATERIAL
•��/4 x 1• O••J �
DETAIL AT DOOR JAMBS
NO SCALE
3�4��0x16" SMOOTH 1/4" (f) SAWED OR
BAR � 24 O.G COAT OR WRAP TO � PREMOLDED JOINT \ \
PREVENT 60N� o ol o
f� JY','r' e,,�' r^�.,� •♦• I �I .-1 �-' r-' r' ... i—" ' I �I
SLAB REMFORCING SLAB REWFORCING
PER PLAN PER PLAN
' 'OINT CONTROL JOINT
RELEASED FOR CONSTRl1CTI0N
SuefeC� �� ��mo��a��e •��^ a�� re9��a����= L S L A B 0 N G R A D E J 0 I N TS
of Sla�e antl Local Codes
City of Carmel
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`��¢m�' lamn�Ml1 �
DATE: O1IZ1IZO
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P� PER scHEou�E� � �
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COL PER PLAN
� CL WL & FTG.
i
COL PER PLAN � � i ��p" ISOLAiION JOIN1
I
I I I SLAB PER PLAN
i � FlN. FLR EL.
RLL W/CONC. � � �;'� y.. r..r..r PER PLAN
OR GROUT
SEE THIS SHL FOR COL.
BASE SE1iING DETAILS
e �
a e a• aml a ° a.n�. .'.
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d $. a
� ' . �� a ad ' .
� � e
FTG. PER
SHIMS &
LEVELING
NUTS
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op
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0
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SHIMS &
LEVELING I I � p
NUTS I I a
� . .:..... ..:.. . .. �
Y� (4)_i•' DIA. x 1'_9•'
� ANCHOR BOLTS
(F1554 GR. 36)
� � W� HEX NUTS &
z o WASHERS � EA END
o �
��
PLAN SECTION
TYP. COL. BASE DETAIL C�? BRACE
NO SCALE
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2N_ _N2�� z o
PL PER SCHEOULE-I I I I _�
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T--
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COL PER PLAN
SHIMS &
LEVELING �
NUiS
Y�
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x F
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SECTION 3
F201
i�wlw
z
0
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w
'o
G
AN)CHOR BO TS% � -g
(F1554 GR. 36)
W/ HEX NUTS &
WASHERS � EA. END
�IA. x 1• 9••
ENo
PLAN SECTION
TYP. COL. BASE DETAIL
NO SCALE
T/FTG. EL. �
PER PLAN
.
�2
�
EXP. JT. A
C
WL PER
.
INTERIOR EXTERIOR
TYPICAL COLUMN ISOLATION JOINTS
NO SCALE
GENERAL
Reference Architecturol, Mechonlcal, Electrical, ond Plumbing drawinqs for openings, sleeves, curbs, inserts, etc.
not herein indlcated. All sleeves or openinqs required in structural membere shall be approved by the
Structural Engineer.
The structure has been designed for the final, In-service condition. It shall be the contractor's responsibility
through methods and means of construction to maintoin the integriTy of the structure during all stages of
construction ond insure safe working conditions.
The Controctor shall be responsible for preporation of shop drawings to enable fabricatlon, erection and
construction oll parts of the work In accordance with the drawings ond specifications. Shop drawing review by
the Structural Engineer shall be for design conformance only. The Contractor sholl be responsible for all
dlmensions, acwracy, and fit of work.
FouNonrioNs
Eaterior foundations shall bear a minimum of 3'-0" below finish grade and shall bear on undisturbed soil.
Allowable Soil bearing pressures: 1,500 psf
Foundation excawtlons shall be made to plan elewtlons and inspected by a qualifled Geotechnlcal Engineer.
Soil mnditions found to be unacceptable shall be modifled by one of the following procedures:
1. Remove all unacceptable soil and replace with compacted material as directed by the Geotechnical Engineer.
2 Lower foundations to an acceptable level and install concrete pedestals as directed by the Structural
Engineer.
Foundation excavatlons shall be compacted to a level surfoce (or formetl where soil conditions do not allow).
The excavation shall be protected from weather if concrete plocement tloes not occur within 24 hours of
excavation of the footing.
CONCRETE
Reinforcetl concrete has been designed In conformance with the Builtling Code Requirements for Structurol
Concrete (ACI 318) and Commentary (ACI 318R).
Concrete mlxing, transporting, and placing shall be in accordance with the latest edltion of the Specifications
for Structural Cancrete for Buildings (ACI 301).
Concrete listed below shall be proportioned with sand fine aggregate and narmal weight caorse oggregates
(ACI 302.16) and Type I Portland rement (ASTM C150). Compressive strength (Pc) at 28 days shall conform
to the following:
Spread footings and wall footings 3,000 psi
Sidewalks and exterior slabs 4,000 psi ( 6%+/-1% air entroinment)
Slobs on grode 4,000 psi
Slob on qrade construction shall be in conformance with the latest edition of the Guide for Concrete Floor
and Slob Constructlon (ACI 3021R) and the following minimum requirements:
Minimum cement content (mtenor uses) 5 sacks/cys
Minimum cement content (exterior uses) 6 sacks/cys
Maximum w�c raho (mtenor uses) 048
Maximum w/c roho (extenor uses) 0 45
Maximum slump pnor to addihon of plashc¢ers 3'mches
Maximum slump if plastiazers ore not used 4 inches
(measured at point of discharqe from pipe)
Do not finish surface until roncrete has lost surfare water sheen or all free water. Do not sprinkle cement
on the slab surface.
Concrete slabs shall be cured immediately after finishing using a sprayed on liquid curing rompound or other
methods approved by the Structural Engineer.
Compressive strength tests shall ronform to the requlrements of ASTM C39. Specimens shall be taken in
acmrdance with the latest edition of ASTM C3L Each set shall indude one cylinder tested at 7 days, 2
cyllnders tested at 28 days and one cylinder retained in reserve. Test resWts shall be forwarded to the
Structural Engineer for review and comment.
Protect the ronnete surfare from precipitation and on hot, dry, windy days use wet burlap, plastic
membranes or fogging.
Construction joints between pours shall be prepared by roughening the rontact surface to an amplitude of
opproximately 1/4 'mch, removing oll surface laitonce.
The contractor shall submit mix desi9ns for each proposed closs of concrete for the Structurol Engineer to
review.
RBNFORCING STEEL
Reinforcing steel shall be deformed bars of new billet steel with o minimum yield strength of 60,000 psi
conforming to ASTM A615.
Detailing, fabricoting, and placin9 of reinforcement shall be In occordance with the latest edition of the
following standards: Specifications far Structural Concrete for Bulldings (ACI 301), ACI Detailing Monual(SP66).
Reinforcing bars shall not be welded, heated or cut unless shawn on the cantract dacuments.
Welded wire fabric shall be smooth wire fabric (ASTM A785), supplied in flat sheets.
Welded wire fabric shall be placed 2" down from the top of the slab for slabs on grade and lapped a
minimum of 14 inches on all sides.
Concrete cover shall be as speafied in the latest etlition of ACI 318 unless notes otherwise on plan. Use
standard bar chairs and spacers to maintain concrete protection speafied.
Spllcing of reinforcing bars shall conform to latest edition of ACI 318. Use a Class ��B" lap at splices unless
Indicated elsewhere.
GROU1 FOR COWMN BASEPLAIES
Grout for column base plotes shall be o nonmetallic, nan-shrink grout (comptying with the requirements of
ASTM C827 or CRD-C621), premixed, norrorrosive, non-staining product rontaining Portland Cement, silica
sands, and fluidity improving compounds. Minimum compressive strength (f'c) at 28 days shall be 4,000 psi.
Compressive stren9th tests shall conform to the requirements of ASTM C709.
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