01-0517-009 FOOTINGS AND COLUMNS SCHEDULE
ALL SLABS SHALL BE A MINIMUM OF 4"THICK (2500 PSI AT 28 DAYS MINIMUM)
O WITH 6" X 6" — 10/10 W.W.M. ON WELL COMPACTED FILL AND WITH A 6 MIL
66'-0" VAPOR BARRIER BETWEEN SLAB AND FILL.
- _ 14'-4" 13'-6" 38'-2" J. Bonfill & Associates
3'-4' 7.-8.. 30_4,0 5'_6" 11'-0° 10'-5., GENERAL STRUCTURAL NOTES:
1. SOIL STATEMENT: S.F.B.C. SECT. 2403.1
FOUNDATION SYSTEM CONSISTS OF SHALLOW SPREAD FOTING BEARING ON UNDISTURBED LIMEROCK.
FOOTINGS HAVE BEEN DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2000 PSF. THE
A 6
CONTRACTOR SHALL CONTACT THE A/E TO INSPECT THE SOIL CONDITIONS AND THE A/E IS TO SUBMIT
SIGNED AND SEALED LETTER TO THE BUILDING DEPARTMENT ATTESTING THAT THE SITE HAS BEEN
DECORATIVE COLUMN OBSERVED AND THE FOUNDATION CONDITIONS ARE SIMILAR TO THOSE UPON WHICH THE DESIGN IS BASED. O 00
Cn 00
i t� O N 00 M
TB @11'-0" 2. TIE BEAM: C�
O 28-12 I I TB @11'-0" 1 A. ALL CAST-IN-PLACE CONCRETE TIE BEAM IN THIS JOB SHALL BE to O
O O OPEN O O O I I 1 O REINFORCED WITH 4 # 3 TIES AT 12" O.C. AT THE CORNERS AND 03 u �s ^ O
n- I I O oo AT EACH SIDE OF TIE COL. AND AT 48" O.C. ELSEWHERE •
o TO o O I I U � � � �
J N BELOW I d 1 B. CONTINUITY OF THE REINFORCING SHALL BE PROVIDED AT CORNERS BY BENDING
I O
o r o j `JO TWO (2) BARS FROM- EACH DIRECTIONS AROUND THE CORNER 30 INCHES OR BY ADDING ��., r►N-�
5'-0"L I N I I I N TWO (2) # 5 BARS WHICH EXTEND 30 INCHES EACH END FROM THE CORNERS.
#4012"TOP o m m . M
i I r,
#4@1 3. CONCRETE: u (y M
' " Q
iv 1 I I L + --7 E AY °1 A. ALL CAST-IN-PLACE CONCRETE IN THIS JOB SHALL ATTAIN A o MINIMUM COMPRESSIVE STRENGTH (F'M) AT 28 DAYS OF 3000 '^'
I _
0 0 6'-0"L I N
� � � �
1 #4 @Io"TOP g I I P.S.I. p
� � s~
7'-0"L B. CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI �-•� ' 4
m I I �-•� O ., �
� ROVIDE 8"x12" CONCR TE 301-89 "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR � � .r.,
m N k ` 6 -0 � � 7 -0 � #412"TOP
5'-01 CAP (WINDOW SILL) I
� BUILDINGS.' Q � M �r v#4 @12 TOP 6 gw/2#6 T&B & #3TIES@5" #4®10"TOP CONCRETE BLOCK WORK SHALL CONFORM TO ALL REQUIREMENTS ON •m ti
' " 6'-g' oo C.O - AND SHALL BE REINFORCED WITH 2#9 GA. LADDER TYPE HORIZ. REINFORCEMENT
m I I (L SPACED EVERY OTHER COURSE.
O26-6 : I I D. ALL MASONRY WALLS ARE DESIGNED AS BEARING WALLS, AND SHALL BE
1
IN PLACE BEFORE SLABS, BEAMS AND COLUMNS ARE POURED. ALL
#5®12"BOTT. d
L 1 I i BEARING BLOCK UNITS SHALL CONFORM TO ASTM C 90, "STANDARD
14- 0° I I OPEN 1 —7 I 1 �I N SPECIFICATIONS FOR HOLLOW LOAD BEARING CONCRETE MASONRY
ire A I I -1 T I i r `� UNITS," MORTAR SHALL CONFORM TO ASTM C270, TYPE "M".
0 1 6'-0"L V D-2. GROUT FOR THE CELLS TO BE 3000 PSI MINIMUM "PEA-GRAVEL"CONCRETE 8"-10" SLUMP.
p`-6 I I 2g- 11 B 0 I I n U �
#4010'TOP I I D-3. MASONRY WALLS SHALL CURE AT LEAST THREE DAYS TO GAIN STRENGTH BEFORE
I I I 3 1 I I
POURING GROUT.I o T.B. ® '-0"
L-------- ______
,
D-4. WHEN GROUTING IS STOPPED FOR ONE HOUR OR LONGER,THE GROUT SHALL BE STOPPED
4®12"BOTT. 11 oo 1 I -------------------------- N
# I I I I I I 1-1/2' BELOW THE UPPERMOST UNIT.
L E-7 AY 1 1 in in i 1 i D-5. GROUT SHALL BE POURED IN LIFTS NOT TO EXCEED 8' MAXIMUM. F'M= 1500 PSI • r••1 E� ^ a
Cd kn
J I I 1 I E. - THE CONTRACTOR SHALL ENSURE THE VERTICAL CONTINUITY OF ALL CELLS TO wJ O O
1 1 3'-8" 3'-8" 1 j l ir)
01
BE FILLED AND SHALL MANTAIN THOSE CELLS FREE AND CLEAR OF ANY AND O
I I 1 1 I TB ALL DEBRIS TO PROVIDE A CONTINUOUS AND UNOBSTRUCTED WALL CAVITY FOR
m ® 1 m 6'-0" I I MAXIMUM HEIGHT OF 12 FEET, ALL VERTICAL REINFORCEMENT SHALL BE HELD IN O k
5'-0" N I 1 N �L L L 7'-0�� POSITION AT THE TOP AND BOTTOM OF THE CELL TO BE GROUTED.MINIMUM LENGTH ,
�j ��' OF LAP SPICES =48 BAR DIAMETERS TYPE "M" MORTAR 2,500 PSI SHALL BE USED 7.,.,1 cM Ct
r#4012"BOTT.#4®10"TOP A TO PLACE ALL UNITS . CONTRACTOR SHALL PROVIDE CLEANOUT OPENING AT THE M
�I r #4 010"TOP 1 I 1 EA. WAY �t
I I I m I I L �"" A-6 I BOTTOM OF ALL CELLS TO BE GROUTED AND AT ALL REINFORCING SPLICES LOCATION M 03
I I 1 +21'-4" NGVD N I I Ln FOR PROPER VISUAL INSPECTION OF CONTINUOUS CONCRETE FLOW.REINFORCED UNITS V 0 .O
(+11'-0"SECOND FLOOR) I MASONRY SHALL BE IN ACCORDANCE WITH THE STANDARD SPECIFICATION FOR THE DESIGN
N I I I I I v AND CONSTRUCTION OF LOAD BEARING CONCRETE MASONRY OF THE NATIONAL CONCRETE
o MASONRY ASSOCIATION AND THE PROVISIONS OF ACI 531, "BUILDING CODE REQUIREMENTS
o I : N iv
FOR CONCRETE MASONRY ". P4 o3
I
I��- - OO�zo 1 - - - - --� 1 i i in olo
O I
' U v 3'-0" iv 6'-0" 1 1
W -1 1 I 4. WOOD:
I lO
711 O -- -— ----?B-?- #4 10"TOP I -------- __2B-� WOOD FRAMING MEMBERS OTHER THAN TRUSSES SHALL BE #2 SOUTHERN
-------� I _______
I I® ---- ;' PINE WITH A FIBER BENDING STRESS OF 1200 PSI. SIZES SHOWN ARE
NOMINAL. Erb
13'-6"
5. REINFORCING STEEL:
x.I 18'-0" 1
13'-6"
I
A. REINFORCING STEEL SHALL BE DETAILED AND PLACED IN (V Cy
1 TB o ACCORDANCE WITH ACI 318-89. `p
1 m
N F I O i� B. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO M
°I 1 ASTM A 615, GRADE 60. N
` �
3 0
o N I d C. ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A 185. 'y
O
I TB � I 6'-0"L ° 6'-0"L I � � D. REINFORCING TO BE HELD SECURELY IN POSITION WITH STANDARD �
#4pfo"TOP i_ #4 @10"TOP I `r
OPEN I 1 OPEN ACCESSORIES DURING PLACING OF CONCRETE.
I '^" Cn
TO I TO E. ALL TOP REINFORCING SHALL TERMINATE WITH STANDARD HOOKS TT��
BELOW 1O 26-9 11 BELOW o AT DISCONTINUOUS EDGES. V1 •�
--- 4 I rA
` i� F. ALL BOTTOM BARS SHALL BEAR 6" MINIMUM OVER SUPPORTS, aj
O O J l ~
o / 4 ¢ U.0. h�i � 6
TB TB PE ; VBW TB®11'-0O O TB 6. MINIMUM CONCRETE OVER REINFORCING; MINIMUM CLEAR COVER IN. �' �
To
00 O B W - O A. CONCRETE AGAINST AND PERMANENTLY EXPOSED .� m
TO EARTH (UNFORMED FACES).......................3
_ 8 4 8 4' '�
1"SLOPE 1"SLOPE L;
6" CONCRETE SLA B. CONCRETE EXPOSED TO EARTH OR WEATHER
>~
� � o w/#4@1 E . WAY �
/# I (FORMED FACES):
CO '-10 11' 0" '-10 AND #4®12"TOP A. #6 BARS AND LARGER..........................2 V1 0
-I B. #5 BARS AND SMALLER.........................1 1/2
C� 2B-10
to C. CONCRETE NOT EXPOSED TO WEATHER OR IN
CONTACT WITH GROUND:
B A. SLABS AND WALLS.............................3/4
® ® O O B. BEAMS AND COLUMNS...........................1 1/2
-10 1/2 3'-11 1/2" 3'-11 1/2" '-10 1/2" 7'-5" 6'-9" A-6 6'-9" 7'-5" REVISIONS BY
e 01 e 01 PROVIDE 8"x8" CONCRETE #6 @32"VERTICALS
13 7. STRUCTURAL STEEL:'-8" 14'-2" CAP w/2#5 CONT. 1 g'_0" IN CONCRETE FILLED CELLS 14'-2" 6'-0" Ztg 0 Z7 dl
A. STRUCTURAL STEEL SHALL COMPLY WITH AISC "SPECIFICATIONS
661-01, FOR DESIGN, FABRICATION AND ERECTION FOR STRUCTURAL STEEL
BUILDINGS," LATEST EDITION.
B. STRUCTURAL STEEL SHAPES AND PLATES SHALL CONFORM TO ASTM
5�CONn F[II00P PLAN A 36. -
_ C. ANCHOR BOLTS SHALL CONFORM TO ASTM A 307.
FOOTI't?INT: 3,13533 SQ.FT, (29,997.) 1/ 4 I I _ I 1 -011
I IVAr3 SC a: 2, D. BOLTS SHALL CONFORM TO ASTM A 307. Date: 01-29-2001
• 303,32 5Q,FT, �1 7-
E. STRUCTURAL STEEL TUBE COLUMNS SHALL CONFORM TO ASTM A 36 Job: ESTARELLAS
GRADE B, FY= 46 KSI. - -
8. WELDING: Drawn: J.P.R.S.
A. WELDING SHALL BE DONE WITH E-70 ELECTRODES. C ecked: -------- - - --
Scale: AS SHOWN
9. THE CONTRACTOR SHALL VERIFY ALL CONDITIONS OF EXISTING 10. SUBMITTALS TO STRUCTURAL ENGINEER:
STRUCTURES AFFECTING NEW CONSTRUCTION PRIOR TO COMMENCING ANY ' SHEET
WORK. ANY VARIATIONS IN ACTUAL FIELD CONDITIONS/DIMENSIONS A. REINFORCING STEEL SHOP DRAWINGS.
FROM THOSE SHOWN ON THE CONTRACT DRAWINGS SHALL BE REPORTED TO B. TRUSSES SHOP DRAWINGS AND DESIGN DAT
THE ARCHITECT/ENGINEER FOR DETERMINING THE NEED OF REDESIGN C. STRUCTURAL STEEL SHOP DRAWINGS.
PRIOR TO CONTRACTOR'S SUBMITTAL OF SHOP OR WORKING DRAWINGS
FOR REVIEW.
;i. A- 3
11. ALL CONSTRUCTION SHALL BE DONE IN ACCORDANCE:"i/ITH ALL
APPLICABLE FEDERAL, STATE, AND LOCAL ORDINANCES.'
OF 1'1