11-705-030. r in
ill ■
WITHOUT PRIOR APPROVAL OF ENGINEER.
2. ALL POURED IN PLACE CONCRETE WORK TO BE PERFORMED IN ACCORDANCE IMTH ACI STANDARD 318-G8, BUILDING CODE
REQUIREMENTS FOR REINFORCED #
1. ALL CONCRETE BLOCK TO BE 8* X 8"X 16' WITH TWO CELLS, OR OF SOZES INDICATED IN THE DRAWINGS. BOND SHALL BE
PROVIDED BY LAPPING ENDS COURSES.
2. HORIZONTAL JOINT REINFORCING SHALL BE PROVIDED AT EVERY SECOND COURSE (16' VERTICALLY). PROVIDE STANDARD
NO. 9 TRUSS TYPE REINFROCING WHERE STANDARD CONCRETE COLUMNS AND BEAM CONSTRUCTION IS USED, PROVIDE
STANDARD NO, 9 LADDER REINFORCING REINFORCED r:- # # USED. EXTEND REINFORCIN
4" INTO TIE COLUMNS. TIE REINFORCING TO STRUCTURAL COLUMNS WITH APPROVED METHODS.
REINFORCED Y.. r
1. HOLLOW CONCRETE MASONRY UNITS SHALL BE OF TWO CELLS, AND OF A QUALITY AS REQUIRED BY ASTM C90 -STANDARD
SPECIFICATIONS FOR HOLLOW LOAD BEARING CONCRETE MASONRY
2. ALL MORTAR SHALL COMPLY WITH THE PROPERTY AND PROPORTIONS AS SPECIFIED IN ASTM C270,, SLAG CEMENT SHALL R,
BE USED.
1. TO BE NEW BILLET CONFORMING TO LATEST ASTM A-615 SPECIFICATIONS, GRADE 60, FABRICATED IN ACCORDANCE WITH THE
MANUAL OF STANDARD PRACTICE OF THE CRSI, UNLESS OTHERWISE NOTED. PLACING TO BE IN ACCORDANCE WITH ACI
STANDARD 518-98 AND THE CRSI UAL.
2. COLUMN DOWELS TO BE THE SAME SIZE AND NUMBER AS VERTICAL BARS ABOVE, UNLESS OTHERWISE INDICATED IN PLANS.
LAPS TO BE AS SPECIFIED IN PLANS, OR 30 BAR DIAMETERS FOR VERTICAL SPLICES AND 36 BAR DIAMETERS ALL OTHERS.
MINIMUM LAP IN ALL CASES TO BE 18 INCHES.
3, MINIMUM COVER; TO BE AS FOLLOWS, UNLESS OTHERWISE INDICATED IN PLANS:
FOOTINGS CAST AGAINST EARTH: 3"
FOOTINGS WITH FORMED SIDES: 2"
MEMBERS IN CONTACT WITH THE GROUND: 3"
COLUMNS: 1 112"
BEAMS: 1 Sit"
INTERIOR SLABS: 314"
EXPOSED SLABS: 3"
4. SOFT METRIC BAR SIZES: IT SHALL BE PERMISSIBLE TO SUBSTITUTE A SOFT METRIC SIZE BAR OF GRADE 420 FOR THE
CORRESPONDING INCH -POUND SIZE BAR OF GRADE 60, IN ACCORDANCE WITH THE FOLLOWING TABLE:
#10
#3
#13
#4
#16
#5
#19
#6
#22
#7
#25
#8
#29
#9
#32
#10
#36
#11
#43
#14
#57
#1
41 IF SOFT OTET-MILC B,41S ARE USED,'t7,-E-rN�-�--,�L-INFORCING STEEL SHALL BE NEW BILLE7T FABRICATED IN ACCORDANCE WIW'
1 ANY WELDING OF REINFORCING STEEL IS PROHIBITED, UNLESS SPECIFICALLY INDICATED IN DETAILS.
. r
1. TO BE FABRICATED AND WELDED IN ACCORDANCE OF STEEL CONSTRUCTION, EDITION.
2. ALL STRUCTURAL STEEL TO BE F%y--36 ksi UNLESS SPECIFICALLY INDICATED IN PLANS.
i 'T•T '. # � :. # - •'I< � � # . � T1 � r , , r # r T � i
'MND �.1 b :
1. MAIN BUILDING r INDICATED COMPONENTS HAVE BEEN DESIGNED TO THE MINIMUM DESIGN WIND LOAD)
STANDARDS OF SECTION 6 OF STANDARD 7-05 OF THE AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE 7.05).
+t L' + i r • t : lr, _" ;►+ i_�9 k i:.,l#! i r �iTl = ► •
MEAN RECURRENCE INTERVAL:
50YEARS
IMPORTANCE FACTOR:
1,00
EXPOSURE CATEGORY:
C
BASIC WIND SPEED: (3 SEC GUST)
146 MPH (FBC 1611.2)
r- •- r • Tir• r # , ,�
r • - r- r # • r
rl • i := #: r. ura to �•:..
# # •' # # •- -• r
3. ALL CONCRETE TO BE MIN COMPRESSIVE STRENGTH: 3000 FSI @ 28 DAYS.
4. CUTTING, DRILLING r REMOVALS: #- DRILLS OR REMOVALS
�NDICATED IN PLANS CONTRACTOR MUST VERIFY THAT ALL EXISTING CONDITIONS ALLOW
BEAUREINFORCING
O� BEAM OVER OPENINGS
a i PROVIDE # DROP MOM
104 Ni%
STEEL COLUMN SCHEDULE
MARK SIZE
TOP PLATE
BOTTOM PLATE
REMARKS
5 "X 5 "x 318"
7 "X 10"X518" W1
14 "X 14 "x 518" W /FOUR 314" ANCHORS
17.8
ST-1) STEEL PIPE,
TWO 112"U
INTO CONCRETE, WITH HEX NUTS &
18,8
CONCRETE
ANCHORS INTO
WASHERS. PROVIDE 314" HIGH STRENGTH
42,7
FILLED
CONCRETE
LEVELING GROUT UNDER PLATE
41.0
5 "x 5 "x3/8"
7 "X 10"X 518" W1
12 "X 12"X 518" W1 FOUR 518" ANCHORS
ST -2 STEEL PIPE,
TWO 112'U
INTO CONCRETE, WITH HEX NUTS &
CONCRETE
ANCHORS INTO
WASHERS. PROVIDE 314" HIGH STRENGTH
OVER DINING ROOM
FILLED
CONCRETE
LEVELING GROUT UNDER PLATE
124 SF
5" X 5' X 5116"
7 "X 10"X 112"W1
7"X 14 "X 518" W1 FOUR 518" ANCHORS INTO
9 SF
ST -3 STEEL PIPE,
TWO 112'U
CONCRETE, WITH HEX NUTS & WASHERS.
•sees PSF
W
CONCRETE
ANCHORS INTO
PROVIDE 314" HIGH STRENGTH LEVELING
104.3 -019: PSF
FILLED
CONCRETE
GROUT UNDER PLATE
-613 PSF
5 "X 5 "x318"
7'X 10"X 10"X
14 "X 14 "X 518" W1 FOUR 3140 ANCHORS
ST-4 STEEL PIPE,
112"(L SHAPED)
INTO CONCRETE, WITH HEX NUTS &
CONCRETE
W1 TWO 112' U
WASHERS. PROVIDE 314" HIGH STRENGTH
FILLED
ANCHORS INTO
LEVELING GROUT UNDER PLATE
CONCRETE
(ST-
5)
I
FR
�6 I
p � I
�Y 1
�I
I
I
I _
SUMMARY
Pos Nag OH
I
If
1 1
i
I
I
Root Interior Zuni 1
15.0
-42.4
PSF
Root End Zone 2
17.8
70.4 42.3 1
PSF
Root. Corner Zone 3
18,8
-117.2 -104.3
PSF
WaRr: Interior Zone 4
42,7
.5-40_
SF__
Walls End Zone 5
41.0
.014 ,
PSF
•i
I
I
I
I
I
If
1 1
i
I
I
II
I
t
I
I
I
I
It 6 a
I
I
I
I
I
i&I
I
I
I
I 8999
I
I
k
I
I
t
1
I
I
I
I
I
II
I
I
I
I
I
I
I
I
-84,3 a -0-5
PSF
___.
Roof: Corner Zone 3
20.5
_.._.._
AS ZONE
PSF
D AS
--- -._
47.0
rr wARN-er
-----
PSF
Walh : End Zone 6
�41
s
SUMMARY
Pas
Keg OH
r O.C. SECURE TO OF
Root; hterlo r Zani 1
18-0
-47.4 u
PSF
Root; End Zane 2
.. _..
-84,3 a -0-5
PSF
___.
Roof: Corner Zone 3
20.5
_.._.._
-12" -11 ZS
_. _ ------
PSF
_ - -_- __._..____
Walls. Zane4
--- -._
47.0
41.2
-----
PSF
Walh : End Zone 6
46
-5k7
„_�FF_
#
r r
s ■ ` r r ♦ si
ar
F
F
F
F
7, p-
2 " -4° 9'_0"
:s
Z • r K,
2Fr,
LFC
r ` LOIX&I
ALLOWMARL E DE',L11CJ1 U PER IM, POSED i 'ADS:
RCIL!r FRAMING HOWSE ROOF)
)
U C.'. L I E f S" -
A i NE.V'd STEEL JOISTS
T EAVES: (`Lu`IEir ) -131,1 RcF.
CONCRETE BEAM & TO FOLLOW
ARCHITECTURAL DESIGN. SEE ARCHITECTURAL
DRAWINGS.
TYPICAL STEEL RIGGERS; PROVIDE STEEL DOUBLE
ANGLES 3" X 3- X S 18' @ 24' O.C. SECURE TO TOP OF
r CONC BEAM WITH TWO (2)11.4" GALV ANCHOR BOLTS
PER ANGLE (TOTAL 4) MIN EMBED 21/7INTO
CONCRETE, WELD FAR END TO TOP CHORD OF FIRST
r PREFAB "ST.
C -
-1 000T.097 a':
m
TYPICAL STEEL OUTRIGGERS: PROVIDE a ■,e
MIN EFFECTIVE AREA (SF)
r O.C. SECURE TO OF
CONCRETE
. W e ANCHOR BOLTS
ARCHITECTURAL DESIGN.CONCRETE.
MIN EMBED INTO
DRAWINGS.
WELL) FAR END TO TOP CHORD OF FIRST
ROOR CORNER ZONE 3
9 SF
ROOF FRAMING •
C -
-1 000T.097 a':
m
SUMMARY
EFFECTIVE WIND AREAS:
MIN EFFECTIVE AREA (SF)
0
ROOF: INTERIOR ZONE 1
16 SF
452
ROOF: END ZONE 2
13 SF
0
ROOR CORNER ZONE 3
9 SF
SUMMARY
Poi
Nag ON
n L
Root 2ntrrlor Zati 1
1IIA
452
PSF
Root. End Zone 2
17.1
•152 -62.5
PSF
Root; Corner Zone 3
18S
•1172 ''... AOU �...
PSF
Wals: Interior Zane 4
42 5
46 4
F t R I
Wain End Zane 5
42.5
.64.2
PSF
ROOF: END ZONE 2 20 SF
1} ROOF: CORNERZONE3 9 SF
a
o-
I
r ..
GAZEBO ROOF
r
GAZEBO O a•
STRUCTURAL SECTIO
PRESSURE
' ""V� R(M m Y:
n L
?� C3)i
I 8
F t R I
I
'03
I
0
WIND PRESSURE AREAS (NTS)
OVER DINING ROOM
EFFECTIVE WIND AREAS: MIN EFFECTIVE AREA (SF)
ROOF: INTERIOR ZONE 1
124 SF
ROOF: END ZONE 2
29 SF
ROOF: CORNER ZONE 3
9 SF
3UMMARY: Poe
Meg OH
_
Rae Iniedor Zone I 18.4
.
•sees PSF
W
Root End Zone 2 22.2
412.8 415 PSF
Roof: Corrwr Zorn 3 26.7
104.3 -019: PSF
Wan Interfor Zone 4 480
442 PSF
Wait: End Zone 5 46.0
-613 PSF