1101-1105 Hibiscus Street 002HEADER EX IST . SUPPORT NOTE : DO NOT ATTACH TO A TAw.
TRA ILER OR LOB ILE HOME USE 6uITCR
d lh. wALL CONSiR(ICT ION. aEAT
TAB 11B(J
�� YNAYT J
U
¢ 7)
LL
p1Al y"DNA IN 10.0
1/4" D IA . •(A..D Iw
IB I FASC IA OR GUTTER THRU-BOLTS SECT ION A 202
SECT ION B
12" MAX - BU ILD ING LENGTH VAR IES
OVERHANG FASCIAA/a+ affrCR
202 OR ROOF PLAN �" •/
MNCALW
202 + 102 OR SEE SECT IOM L(' D D 'N 1/4" /FT MIN. �A Nc, s'-0•'
3x2
NOTES:
y"Du. TlRu eat./+V2'xye"rA4fR 1.1CADER C/l4MEE. .067'WIN. E%TR11510N
YC ROR PLM FRx srclW ORBREAKRA '[S.2X2XI[LS.
2. HEADER ANGLES. 2%2X 1/8" TOP h E9OTtOW,
SEALW FOR 4- AND MER PAWLS.
ANCHORS AS SHOWN
BOOF FAKL
u
D
E
COL .
NW
I
Ed
- - _ 2.. -
IENSR{ I
-
u
IT
COL
/ 2-24 TCKS • 11" D/C
A
102
w
in
SPGR PAKL.I6B
II
.
~ 11
24"
4
1
a
V
II
n
D
ROOF
PANELIT
o u
z
1 ii
£
l
N
w
U
�
II
u
mll
r II
u
II
2.� 1 2..
1'0 .0
2.. ^il
8'b
II
SEE TABLE
-
o
II
II
WALL
OR COL - L
II
NE J
R ATE 4X3x 1/8 OR
'1
p1Al y"DNA IN 10.0
1/4" D IA . •(A..D Iw
IB I FASC IA OR GUTTER THRU-BOLTS SECT ION A 202
SECT ION B
12" MAX - BU ILD ING LENGTH VAR IES
OVERHANG FASCIAA/a+ affrCR
202 OR ROOF PLAN �" •/
MNCALW
202 + 102 OR SEE SECT IOM L(' D D 'N 1/4" /FT MIN. �A Nc, s'-0•'
3x2
NOTES:
y"Du. TlRu eat./+V2'xye"rA4fR 1.1CADER C/l4MEE. .067'WIN. E%TR11510N
YC ROR PLM FRx srclW ORBREAKRA '[S.2X2XI[LS.
2. HEADER ANGLES. 2%2X 1/8" TOP h E9OTtOW,
SEALW FOR 4- AND MER PAWLS.
ANCHORS AS SHOWN
BOOF FAKL
x
T.
0
00
C
202
202 RA IL
I
102
COL .
NW
I
I
x
T.
0
00
C
202
202 RA IL
6 '-8'
102
COL .
MAX .
SEE TABLE 6
12''
- - _ 2.. -
IENSR{ I
-
SEE TABLE 2
COL
/ 2-24 TCKS • 11" D/C
SLAB
102
SEE TABLE 6
SPGR PAKL.I6B
L 2x2X ye"
202
1/4" X 2 1/2"
THRU BOLTS
e 18'.
FIN. GRADE
102
102
202 RA IL
10
2X2 S.M.
1 4"TH 130LT
e 18"
102
II
I I II
CARRY BEAM
PH. ro.SYS
R M ��--
ALUM K ICK PL(OPT)
W/ 1x2 TOP . ATTACH W/ ELEVATION SCREEN ROOM SIDE VIEW
#8 X 1/2 SMS NOTE
1. gq I W GROO.'C $HALL BE aSICWD i6 ALFOA SCTEEN I W 10 BE
RLLCASCD AT .I W VCLOC Iir O AFHiO%. BD Y F H
2. SOL IW FOR SCREEN W SI W1 W NaFO OW CIXNL ND CxINUS ION
G' SPL IWrRDDaEvwtBES.PEDTOAcmoeTEa+�K D'N 1/4"/FT MIN.
T.
T -
G H
ELEVATION R 7ED FTC.
CARPORT/PATIO SIDE VIEW
SEE SECTION
I
o K IE=i FEE]
3 PANEL
X4ft W
SLAB
K
IN SECT IONE wF.
Exls., E aAu,w
BCM I W WSpRY 9.Oat
srAxANr
WADER. SEC
Nous rz Am+E
SCC TAB [ 3
ROOF PAWL\ T
\`
SECT ION L
202
II
I I II
CARRY BEAM
PH. ro.SYS
12''
- - _ 2.. -
IENSR{ I
-
SEE TABLE 2
COL
/ 2-24 TCKS • 11" D/C
I
COL
SEE TABLE 6
SPGR PAKL.I6B
L 2x2X ye"
.
SECTION D
24"
1
1
I iQ! PUFE
I
MAX.
- li
SPAN I_EGTH.
£
-�
ISOLATED FT -
2%z • D T o c
MAX
SEE TALE 2
SLAB
v✓dr+BVAI
SEE TAOLE 2
SEE TABLE
-
ELEVATION R 7ED FTC.
CARPORT/PATIO SIDE VIEW
SEE SECTION
I
o K IE=i FEE]
3 PANEL
X4ft W
SLAB
K
IN SECT IONE wF.
Exls., E aAu,w
BCM I W WSpRY 9.Oat
srAxANr
WADER. SEC
Nous rz Am+E
SCC TAB [ 3
I/V D IA . B%T SOC AS YC. C V. IA. xA I vac n� xi .
ROOF PAWL\ T
\`
SECT ION L
202
II
I I II
1 1
I
PH. ro.SYS
E VT"BCM(
- - _ 2.. -
IENSR{ I
-
_
_______
_ -- EARRr BEAM __
_ _- SEE TABU 2
/IITEKS•6"e/C :D
/ 2-24 TCKS • 11" D/C
I
FIN GR,
�
Ln?X VB"
SPGR PAKL.I6B
L 2x2X ye"
I
I
SECTION D
SECTION E
1
1
I iQ! PUFE
I
- li
NOR w+EL
nro. vrs
I 1
SEE TABLE 6
v✓dr+BVAI
SEE TAOLE 2
- -
-
. e" O/C
--
R ATE 4X3x 1/8 OR
r
�
Z.
SECTION C
I
I
(
I
II
H7 Y2BIA.eaTS
II
T
rAN SIPw•AND
CROLIIT.2'%3'1.070•'
7LK . W53-75 ALLW .
AMS WE BOND, 4 SIDES
mIw
yt TAi[ 6
SECT ION G '
SECT ION S
I/V D IA . B%T SOC AS YC. C V. IA. xA I vac n� xi .
4z20/16
-
COL AN
i
AE TABLE 6 3" 1 SEE TABLE 6
(2)L 3'%3'x3/.
SECT ION G E I SECT ON H (2) 1/4'N3
11UDCF@0.15
FIN. GRADE_ I/II������ (e)3/BDIA.Bus.IPToori.sPM
(8) v2 D IA. BOLTS. IP TO X FT. SPM
-- --- -- --- - ----_ _
TOTE : (A) 3/B D IA. TMU BOLTS
R M WALL PANELS 1, WOFS TO BE PRppUCT AUKAMO (2)3/8-Wl VI SIM
--- (2)L 3x3x VAx3
SEE GEN 1_ NOTE 5 YiW01FS 1.1 EMAREA WT LESS THAN ye" TAiP IN/A025 OR EOMI ,
ROOR MU. WLCSSTNM v2 O TK KW IWO COOVE - - -
ELEVATION "°°Y"" 5M "0 "�E SIDE VIEW :.
MODULAR ROOM ATE ? '• ""
2" 2" 2" 2" 2"
J-Q55 112%,4 4 1
3' 4' 3"
q" 5..
g" 6" 062
0 2
202 302 7X2 S -M.
402 4X2 2X3 9X2 S.M.
602 5X2
1" T. 2 6X2
12"
3"
2" 4 2„ .093 12:" � 1 75" 093
3' .125 3
2" T 2X2 2.030 1
2
11 102 C1X2 C2X2 3" TAT 2X3 3.030 T3 3X2
EXTRUSIONS C1X3 C2X3 T3" T X3
(1)3/8019'M
SCREW Ex IST . FASC IA TO RAFTERS
w/(2)NTDwp.scREwsx T 1/z uIry
RAFTER PENETRATION
PRE -DRILL ALL FASTENERS INTO
RAFTERS TO AVOID SPL IT I
YAlAM
M,I FLASNI
1(ADCR, YC Ems'.
W1C5
BE
- l y2'
V2"BEMIN-j
JV -24 TCN$ • 11" /C
5PEBPAeEL.Tt61 I
EK IST
3/...
SECT ION F
&.311
ROOF PAWL\ T
\`
SECT ION L
202
II
I I II
1 1
I
L 7x7
/II TCKS•6'0/C
BADE T• • 34"BN.. • 6"
FROM EA. COL.
- - _ 2.. -
IENSR{ I
-
_
_______
_ -- EARRr BEAM __
_ _- SEE TABU 2
-----(I�
=
D2
II
1 I
I
I
FIN GR,
�
I I A
3xI
L 2x2X ye"
I
I
(2?P•ux 1/8
OR 4M3/%
1
(2)3/16 o U. BOLTS
- li
C0.U1N (POST)
I 1
SEE TABLE 6
v✓dr+BVAI
SEE TAOLE 2
- -
-
rlll..,L
--
R ATE 4X3x 1/8 OR
- - -- --
Z.
4z20/16
-
COL AN
i
AE TABLE 6 3" 1 SEE TABLE 6
(2)L 3'%3'x3/.
SECT ION G E I SECT ON H (2) 1/4'N3
11UDCF@0.15
FIN. GRADE_ I/II������ (e)3/BDIA.Bus.IPToori.sPM
(8) v2 D IA. BOLTS. IP TO X FT. SPM
-- --- -- --- - ----_ _
TOTE : (A) 3/B D IA. TMU BOLTS
R M WALL PANELS 1, WOFS TO BE PRppUCT AUKAMO (2)3/8-Wl VI SIM
--- (2)L 3x3x VAx3
SEE GEN 1_ NOTE 5 YiW01FS 1.1 EMAREA WT LESS THAN ye" TAiP IN/A025 OR EOMI ,
ROOR MU. WLCSSTNM v2 O TK KW IWO COOVE - - -
ELEVATION "°°Y"" 5M "0 "�E SIDE VIEW :.
MODULAR ROOM ATE ? '• ""
2" 2" 2" 2" 2"
J-Q55 112%,4 4 1
3' 4' 3"
q" 5..
g" 6" 062
0 2
202 302 7X2 S -M.
402 4X2 2X3 9X2 S.M.
602 5X2
1" T. 2 6X2
12"
3"
2" 4 2„ .093 12:" � 1 75" 093
3' .125 3
2" T 2X2 2.030 1
2
11 102 C1X2 C2X2 3" TAT 2X3 3.030 T3 3X2
EXTRUSIONS C1X3 C2X3 T3" T X3
(1)3/8019'M
SCREW Ex IST . FASC IA TO RAFTERS
w/(2)NTDwp.scREwsx T 1/z uIry
RAFTER PENETRATION
PRE -DRILL ALL FASTENERS INTO
RAFTERS TO AVOID SPL IT I
YAlAM
M,I FLASNI
1(ADCR, YC Ems'.
W1C5
BE
- l y2'
V2"BEMIN-j
JV -24 TCN$ • 11" /C
5PEBPAeEL.Tt61 I
EK IST
3/...
SECT ION F
&.311
16" FTG.
SECT ION R;;;:;
SLAB-& FA
SEE GENER"
if9-11
CT ION
T3-E1TR-.'Y y_ll+r FV --.:ANF
ADHESIVE BONDED
INTERFACES
T3 #8 SMS e
J
J
H-
W
THUNDERBOLT e 18"
Iv
'i::M1l;'•?•::;`.M1{M1',,1v'}>.::2i.?Oi:;i:;i:::•?:j::::�:�`.\• I yA••x3"TN'BOLTs. 4•'o G.
SECT I €#E >�\>:•;:•. a'uIN. r/ 2
1 vD'A ve"Gkv.uscR
�:;ii:;iii'•i:Y••••
3"..:SEC
T ION N
SELFM.`
SIZE X2 �'.•'•.•'•.. 5i ti ri5ii;.'•:firrr':�::;'
tw .062X.135 .072X-j::f>•'•#�% :.i::.....
070 Iz,IN4 951 30448 ';'•. ENG INEER 'SC`cRTlF1CATION ELITE PANEL PRODUCTS, INC.
SX, IN' 2.71 6.77 TTit BEST
SSAND SPEC�ICATD'7XJNS 1801 N .W . 64 t . STREET ET . LAUDERDALE FL - 33309
COMPLY WITH APPLICABLE
A TA31N' 8TEKSe12"
MINIMUM BU IG1 DES MASTER PLAN DRAW INGNUMBER:
I 13.22 IN TkB. START` SCREEN ROOM, CARPORT , PAT 10 871111-R2
S 3.78 IN' 3e2" 2e61.
tf=.160" EA. END INSULATED PANEL CONSTRUCT IONS
7X2 LAP ss95 STATE OF_ FLOR u WALL : R 12 (d=3") ROOF . - . R-12 (3' I) .... R-24 (6'
7X3 BEAM 9X2 LAP 2 O f 2
THIS PR INT ISVAL RECOREN S I MON H _ DISK I N P -E -
SEAL of ENGINEER -OF -RECORD
IS IMPRESSED OVER SIGNATURE CONSULT I NG ENGINEER
SECT ION M
SECT ION L
TALE 3'
1
ADO 2nd. (AVER X 30'• w IDE (BEARING, WALL ONLY)
6X6- 1p/r0 r,w ,F,
FIN GR,
�
�
t"
:::•::•:. I SLAB
^
CONCRETE GEN. NDTE 6j
-- ::::::::'•:::'•r:A:: -
16" FTG.
SECT ION R;;;:;
SLAB-& FA
SEE GENER"
if9-11
CT ION
T3-E1TR-.'Y y_ll+r FV --.:ANF
ADHESIVE BONDED
INTERFACES
T3 #8 SMS e
J
J
H-
W
THUNDERBOLT e 18"
Iv
'i::M1l;'•?•::;`.M1{M1',,1v'}>.::2i.?Oi:;i:;i:::•?:j::::�:�`.\• I yA••x3"TN'BOLTs. 4•'o G.
SECT I €#E >�\>:•;:•. a'uIN. r/ 2
1 vD'A ve"Gkv.uscR
�:;ii:;iii'•i:Y••••
3"..:SEC
T ION N
SELFM.`
SIZE X2 �'.•'•.•'•.. 5i ti ri5ii;.'•:firrr':�::;'
tw .062X.135 .072X-j::f>•'•#�% :.i::.....
070 Iz,IN4 951 30448 ';'•. ENG INEER 'SC`cRTlF1CATION ELITE PANEL PRODUCTS, INC.
SX, IN' 2.71 6.77 TTit BEST
SSAND SPEC�ICATD'7XJNS 1801 N .W . 64 t . STREET ET . LAUDERDALE FL - 33309
COMPLY WITH APPLICABLE
A TA31N' 8TEKSe12"
MINIMUM BU IG1 DES MASTER PLAN DRAW INGNUMBER:
I 13.22 IN TkB. START` SCREEN ROOM, CARPORT , PAT 10 871111-R2
S 3.78 IN' 3e2" 2e61.
tf=.160" EA. END INSULATED PANEL CONSTRUCT IONS
7X2 LAP ss95 STATE OF_ FLOR u WALL : R 12 (d=3") ROOF . - . R-12 (3' I) .... R-24 (6'
7X3 BEAM 9X2 LAP 2 O f 2
THIS PR INT ISVAL RECOREN S I MON H _ DISK I N P -E -
SEAL of ENGINEER -OF -RECORD
IS IMPRESSED OVER SIGNATURE CONSULT I NG ENGINEER
TABLE I: ROOF PANEL CLEAR SPAN LIMITS (L)
PANEL MINIMUM FACING THICK (t)
DEPTH PS OR I lb OR lb ':: GENERALLY, 4' WIDE
d '�'' INTERLOCKING PANEL
NU I L: I HL SPANS LIS I LD FOR 30 PSF LL ARE FOR USE WHERE ASCE-7 APPLIES. VALUES
HAVE BEEN CHECKED FOR GOVERNING WIND FORCES AND IT HAS BEEN CONCLUDED
THAT LL+DL GOVERNS. CRITICAL CALCULATIONS FOR 4' PANEL, 10' LONG, UPLIFT = 44.8 PSF /1.1
FOR ROOF SLOPE<10 DEC, /1.33 GUST RESPONSE - DL < 30 PSF
TABLE 2SPAN,FT
OPEN SPACE MAX COLUMN W I DTHS
FT
() SPAN L INSIDE TO INSIDE CLEAR
0 H
LL , PSF
J
8.9
(SEE DESIGN NOTES AND PLAN SHEET DETAILS) ADD 2" FOR WALL >
8.3
8.0
20
7.6
_
_
HEIGHT
o 0
0
3'' d PANEL
4'' d PANEL
6'' d PANEL
8' d PANEL
q
22
20130 40
J -�
t = .026"
t = .032"
t = _026"
t = .032"
t = .026"
t = .032"
t = .026"
t = .032"
3 >
J
q
Sec.Mod=1.382 in'
S = 1.691
S = 2.464
S = 3.023
5 = 5.568
S = 6.839
S = 9.920
S = 12 .191
6.8
0
1 Ib
F2 Ib
1 Ib
2 Ib
1 Ib
2 Ib
1 Ib
2 Ib
1 Ib
2 Ib
1 Ib
2 Ib
1 Ib
2 Ib
1 Ib
2 Ib
90
&
20
80
13'9"
13'9"
15'2"
15' 1''
15'11"
15'9''
17'6''
17'5"
19'3"
19'3"
21'3"
21'2"
22'2"
22' 1''
24'6"
24'4"
100
6.8
180.9'
10''
11'0"
10'8"
11' 10''
12'4"
13'4"
13'2"
14'6"
16'4"
17'8"
17'8"
19'4"
20'8"
22' 1''
21' 10"23'6"
3.7
CODE
MIN
30
gp
11'4"
11'3"
12'6''
12'5"
13' 1"
13'0"
14'5"
14'4"
15' 11''15'
1T-17'7"
17'7"
18'5"
18'3"
20'3"
20'3"
LL
4.2
180
8'2"
9'4"
8'8"
10'2"
10'2"
11'6"110
- 10''
12'6"
13'8"
15'2''
14' 10"
16'6"
17'4"
18'2"
18'4"
20'2''
CODE
MIN
40
80
9' 10"
9' 10''
10' 10"10'
10"
11'4"
11'4"
12'7"
12'6"
13' 10"13'
10''
15'4"
15'4"
16'0" 15'
10"
17'8"
17'8"
LL
180
6'8"
8'4"
7'2"
9'0"
' 10''
10'2"
9'4''
11'0,1
12'0"
13'8"'
12' 10"14'
10''
15'2" 15'
10--116'0"
NU I L: I HL SPANS LIS I LD FOR 30 PSF LL ARE FOR USE WHERE ASCE-7 APPLIES. VALUES
HAVE BEEN CHECKED FOR GOVERNING WIND FORCES AND IT HAS BEEN CONCLUDED
THAT LL+DL GOVERNS. CRITICAL CALCULATIONS FOR 4' PANEL, 10' LONG, UPLIFT = 44.8 PSF /1.1
FOR ROOF SLOPE<10 DEC, /1.33 GUST RESPONSE - DL < 30 PSF
TABLE 2SPAN,FT
OPEN SPACE MAX COLUMN W I DTHS
FT
10.5
10.1
LL , PSF
9.3
8.9
8.6
8.3
8.0
20
7.6
AVG COL
SPACING
_
HEIGHT
10
MAX 20130 40
12 14
20130 1 40 20130 40
16
20 30 40
18
20130
40
20
20 30
40
22
20130 40
24
20130
40
8
336822.516.012.519.213,710.716.812.09.4
15.010.78.3
13.59.6
7.5
12.28.7
6.8
11.28.0
6.2
10.4
7.4
5.8
9
2661
17.7
12.719.9
15.210.98.4
13.3
9.5 7.4
11.8
8.4
6.6
10.67.6
5.9
9.7
6.9
5.4
8.9
6.3
4.9
8.2
5.8
4.5
10
2155
14.4
10.38.0
12.3
8.8
6.8
10.8
7.7 6.0
9.6
6.8
5.3
8.6
6.2
4.8
7.8
5.6
4.4
7.2
5.1
4.0
6.6
4.7
3.7
11
1781
11.98.5
6.6
-10.2
7.3
5.7
8.9
6.4 4.9
7.9
5.7
4.4
5.1
4.0
6.5
4.6
3.6
5.9
4.2
3.3
5.5
3.9
3.0
12
1497
10.0
7.1
5.5
8.6
6.1 14.8
7.5
5.3 4.2
6.7 14.8
3.7
L6.O
4.3
3.3
5.4
3.9
3.0
5.0
3.6
2.8
4.6
3.3
2.6
IABLE 2 NOTES:
FOR USE W ITH SYSTEMS W ITH NO W INDOWS OR SCREENS
OPEN VALUES BASED ONLMAX STRESS PANEL 5150 0(KL/E OK AT E> 2
K= 1 .0 , L=WALL HT , r= .92 -in, 6063-T6 ALUM
A= .719SO IN FOR COMB I NED WALL COLUMN SECT ION
5PSF DL USED - CONTRACTOR TO CONS IDER OTHER
INSTRUCTIONS FOR USE:
VERIFY APPROPRIATE ALLOWABLE DESIGN WIND SPEED, MINIMUM LIVE LOAD,
AND ALLOWABLE DEFLECTION FROM LOCAL AND STATE BUILDING CODES IN EFFECT
FOR THE PROJECT LOCATION AT THE TIME OF PERMIT. FIND ALLOWABLE SPAN ON TABLE
BELOW FOR PANEL DEPTH, FACING THICKNESS, AND EPS CORE WEIGHT SELECTED,
DESIGN NOTES
1) OVERHANG O/H MAY BE UP TO 3' WITH VALUES ABOVE
(ADD TABLE LENGTH 'L'+2' WALL WIDTH+O/H FOR TOTAL PANEL LENGTH)
FOR 2'+ ROOF OVERHANGS (O/H), 3' MAY BE ADDED TO LENGTH L
MAX. SIDE OVERHANG IS 257 OF PANEL WIDTH (12' FOR 4' PANEL WIDTH)
2)V = WIND VELOCITY, MPH PER APPROPRIATE BUILDING CODE AND
AS PERMITTED BY LOCAL MUNICIPALITIES
3) ROOF PITCH TO BE 1/4' PER FOOT MIN, 2' PER FOOT MAX
4) DESIGN f'c = 6500 PSI FOR 3105-H154 (fc yield = 16KSI), Gc (21b)= 600; (1lb)=300
5) GREATER OF LL+DL OR WIND LOAD+DL WAS USED IN DESIGN.
6) SPECIAL 'SITE SPECIFIC' SEALED ENGINEERING SHALL BE REQUIRED IN
ORDER TO EXCEEISTHE SPACING AND SPANS CONTAINED HEREIN.
3) THE CONTRACTOR SHALL CAREFULLY CONSIDER POSSIBLE IMPOSING LOADS ON ROOF
INCLUDING BUT NOT LIMITED TO ANY CONCENTRATED LOADS WHICH MAY JUSTIFY
GREATER DESIGN CRITERIA. THIS ADDITIONAL ROOF LOAD CRITERIA SHALL BE
PROPERLY ANALYZED BY A PROFESSIONAL ENGINEER,
FOOTING SIZING SCHEDULES
STEMWALL 2- UNIVERSAL WALL 40
OPTION SYSTEM
SEE SHEET 1 FOR Li
CONNECTION INFORMATION Cf�
�-
WALL
HEIGHT
30
10.5
10.1
9.7
9.3
8.9
8.6
8.3
8.0
20
7.6
AVG COL
SPACING
4
STEEL RE INFORCEMENT # 5 BARS
_J
5.5
CONT INOUOUS PER GRAPH TO
6.5
7
R IGHT , #5 BARS ACROSS @ 24
8
0
THRUOUT PLACE BARS TOP AND BOT
(I
FRANK L. BENNARDO, P.E.
CONSULTING ENGINEER
1860 N.W. BOCA RATON BLVD.
BOCA RATON, FL 33432
(561) 391-2888
FAX: (561) 368-6478
VALID
Z
W 0 o�
O
U� N C'D
Co R� CID
0 UD co
O
a�
Q
cc
Q
F.
W
FACTORS I N EACH APPL I CAT I ON . TYP . ALL STEMWALL CONSTRUCT ION 5 10 15 20 25 30 35 40 W
L INEAR INTERPOLAI ION ALLOWABLE ROOF TOTAL SPAN RT
CONED IT ION O MUST MEET TABLE 2 AS WELL ! ! 1 8" W IDTH X 8" HE IGHT , (1) #5 REBAR CONT iNUOUS
DEFLECT ION = L/ 180 USED y E= 1 _00E+7 2 - 12" W IDTH X 12" HE IGHT ; (2) 5 REBAR CONT INUOUS
MAX STRESS = 18 ,Iso= AS US 3 - 16" W IDTH X 12" HE IGHT 2 5 REBAR CONT INUOUS
WIND INCREASE OF 33� WAS USED
NO BENEF IT FROM FRAME STRENGTH
OR WALL PANEL CONS IDERED 3" M IN BOLT TH IS GRAPH IS PRESENTED TO PROV IDE L IM IT ING SPANS
PRESSURES PER SBC F= _00256(H/33�^<z/7> EDGE TO FOR G IVEN L IVE LOADS CONTRACTOR SHALL CONS ID R
H=15FT MIN_
TABLE 4 SCREEN W INDOWS COL W IDTH TABLE , FT
WALL
HEIGHT
10.9
10.5
10.1
9.7
9.3
8.9
8.6
8.3
8.0
7.8
7.6
AVG COL
SPACING
4
4.5
5
5.5
6
6.5
7
7.5
8
8.5
9
TABLE 4 NOTES :
L/80 DEFLECT ION CONS IDERED . MAX STRESS OR DEFL USED
STRESS L IM 1T= 18 ,750PS I , E= 1.00E+7 LOAD = 13PSF AS PER SHAPE FACTOR BY CODE . SCREENS 607 M IN. OPEN.
** IF ANY TYPE W INDOW IS TO BE INSTALLED , CONTRACTOR IS TO CONS IDER USE OF TABLE 3
SLAB FACE OPTIONAL E
CONNECT ION PER ALL FACTORS BEFORE SELECT ING APPROPRIATE FOOTER
1 "+- MASTER PLAN SHEET 1/2"+- KEYWAY INCLUD ING M IN IMUM FOOTERS P,EOU IRED BY LOCAL , STATE
AND FEDERAL CODES. UPL I FT PER SBC CONS I DERED IN GRAPH
a " MIn1 _ .. :. _ ALL WORK SHALL BE PER AC 1318 CONCRETE SHALL BE
M I N . f 'c=2500PS I AT 28 DAYS ON 2000 PSF M I N . COMPACTED
6 X 6 10/ 10 WWF .5 BARS 2.5KSF MIN SOIL . ALLOW 3 DAY CURE BEFORE INSTALL ING BOLTS
ADD 2ND LAYER O...CONT INUOLtS ''O SOIL 8
30" BACK IN COMPACT
TO 907
4 "+-OPT .DENSITY
WIDTH w THIS DOCUMENT IS THE PROPERTY OF FRANK L. BENNARDO, P.E. AND SHALL NOT BE
REPRODUCED IN WHOLE OR PART WITHOUT WRITTEN CONSENT OF FRANK L. BENNARDO, RE,
(C�FRANK L. BENNARDO, P.E.
NEER SEAL
�0. P.E.
ONLY
REVISIONS
DESCRIPTION I DATF
,NECKED BY: FLB . EL ITI
FILE NAME:
JOB #: g 157- 14
SHEET: 2 OF 2