11071 (SFD) Structural CalcsJOSEPH N. CICCHINI
CIVIL ENGINEER, INC.
Civil & Structural Engineering
71321 Hwy. 111 Suite 4
RANCHO MIRAGE, CALIFORNIA 92270
(619) 341-2273
JOB r F p p L I` L- /
SHEET NO. I
CALCULATED BY J C
CHECKED BY
OF.
DATE 9 Z
DATE
JOSEPH N. CICCHINI
CIVIL ENGINEER, INC.
Civil & Structural Engineering
71321 Hwy. 111 Suite 4
RANCHO MIRAGE, CALIFORNIA 92270
(619) 341-2273
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SHEET NO. �OF
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CALCULATED BY_ DATE v Z Z
CHECKED BY
DATE
JOSEPH N. CICCHINI JOB Fe QQ EPL -i
CIVIL ENGINEER, INC. SHEET NO. OF
Civil & Structural Engineering J
71321 Hwy. 111 Suite 4 CALCULATED BY DATE Z 2
RANCHO MIRAGE_ CAS iFnaNiA 09o-70
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JOSEPH N. CICCHINI
CIVIL ENGINEER, INC. SHEET NO. -4 OF
Civil & Structural Engineering _, C_ Zig 2
71321 Hwy. 111 Suite 4 CALCULATED BY DATE
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CIVIL ENGINEER, INC. SHEET NO. OF
Civil Structural Engineering /ZB�gZ
71322 1 Hwy. 111 Suite 4 CALCULATED By J C-
DATE
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PAGE
PROJECT:Bighorn Painted Cove
SUBJECT:Roof
BY :JC DATE :8/27/92
G L U E D- L A M I N A T E D B E A M D E S I G N
----------------------------------------=----------------
DESCRIPTION Pkmo GvV3p-
> ALLOWABLE STRESSES
------------------
Fb - Bending = 2,400 psi
Fv - Shear = 165 psi
Elastic Modulus = 1.8E+06 psi
L.D.F. = 1.25
Prelim. Beam Width =
5.125
in
Lamination Thickness =
1.5
in
Eff. Length Factor- =
1.92
0
Le : Center Span =
'0
ft
Le : Left Cant. =
0
ft
Le : Right Cant. =
0
ft
CENTER SPAN = 29 ft LEFT CANT. LENGTH
RIGHT CANT. LENGTH
> CENTER SPAN LOADING
# 1 Uniform D.L. = 146 psf
Uniform L.L. = 100 psf
Trib. Width = 1 ft
X -Left
X -Right
# 2 Uniform D.L. 0 psf X -Left
Uniform L.L. = 0 psf X -Right
Trib. Width = 0 ft
= 0
ft
= 0
ft
= 0
ft
= 29
ft
0
ft
= 0
ft
Concentrated Loads
( X = Dist. from
Left Support )
#1: DL = 0
# #2:
DL -
0 # #3: DL
= 0
#
LL = 0
#
LL =
0 # LL
= 0'#
X -Dist =', 0
ft
X -Dist =
0 ft X -Dist
= 0
ft
'-,DESIGN SUMMARY --
Suggested
Size
5.125 in X
12
in ------
'
------------------------
--------
'
,
>,SELECTED BEAM SIZE
-->>
5.125
in x 12 in
;
--------------------------------
-S : Actual =
123
in -3
A - Actual =
62
in"2
• S : M / (Fb*Cf) =
103
in"3
A - Required =
25
in -2'
F -b : Actual =
2,523
psi
Fv : Actual =
85
psi
F -b : Allowable =
3,000
psi
Fv : Allowable=
206
psi
of Max.. =
'----------------
84.1
%
%- of Max. = 41.0
Y
---------'
-DESIGN MOMENTS & SHEARS
(Live Loads
Skip Loaded For
Max. M+ )
-----------------------
Positive Moment
= 310
in -k
MAXIMUM MOMENT
=
310
in -.k
Left Neg. Moment
= 0
Basic S:xx Req"d
=
103
in -3
Right Neg. Moment
= 0
"
Shear @ Left
= 3,470
#
MAXIMUM SHEAR * 1.5
=
5,205
#
Shear @ Right
= 3,470
#
Area Required
=
25.2
in -2
Cf=.(12/d)".111
= 1.000
Cs = (Le d / b"2)
=
0.00
PAGE
PROJECT:Bighorn Painted Cove
SUBJECT:Roof
BY :JC DATE :8/27/92
REQUIRED DEPTHS SLENDERNESS GOVERNS ?? Y=1, N=0 --->> 0
------------
DUE TO TO BENDING (Approx.) DUE TO SHEAR : (Approx.)
Center Span = 10.5 in @ Left Support = 4.9 in
Left Cant = 0.0 in @ Right Support = 4.9 in
Right Cant = 0.0 in
MAX. REACTIONS ( Live Load is Skip Loaded )
-------------- Left Support Right Support
------------ -------------
Dead Load = 2.117 # 2,117 #
Live Load = 1,450 # 1,450 #
-------- --------
Total Load = 3.567 # 3,567 #
DEFLECTIONS Positive = Downward
----------- Left Center Right
Cantilever Span Cantilever
---------- -------------------
X-Distance = 0 ft 14.5 -ft 0 ft ,
(Default = Span/2 )
Dead Load Defl. - NA in 1.76 in NA in
L/Defl = NA 198 NA
Live Load Defl. = NA in 1.21 in NA in
L/Defl = NA 289 NA
---------- --------- ----------
Total Load Defl. = NA in 2.97 in NA in
L/Defl = NA 117 NA
COMBER = 1.5 * DL = NA in -2.75 in NA in
BEARING .
------- Fb - Bearing = 385 psi
Bearing Length Required @ Left Support = 1.50 in
Bearing Length Required @ Right Support = 1.50 in
HEEL CUT HEIGHTS
----------------
Minimum End Height @ Left End For Shear Stress = 6.00 in
Minimum End Height @ Right End For Shear Stress = 6.00 in
PAGE
PROJECT:Bighorn Painted Cove
SUBJECT:Roof
BY :JC DATE :8/27/92
G L U E D-
---------------------------------------------------------
L A M
I N A T
E D B E A M D E S
I G N
DESCRIPTION PATIO Go✓e,�2
> ALLOWABLE STRESSES
Prelim. Beam Width =
6.75
in
------------------
Lamination Thickness =
1.5
in
Fb - Bending =
2,200
psi
Eff. Length Factor =
1.92
Fv - Shear =
165
psi
Le : Center Span =
0
ft
Elastic Modulus =
1.7E+06
psi
Le : Left Cant. =
0
ft
L.D.F. =
1
Le : Right Cant. =
0
ft
CENTER -SPAN =
29
ft
LEFT CANT. LENGTH =
0
ft
RIGHT CANT. LENGTH =
0
ft
> CENTER SPAN LOADING
# 1 Uniform D.L. =
146
psf
X -Left =
0
ft
Uniform L.L. =
100
psf
X -Right =
29
ft
Trib. Width =
1
ft
# 2 Uniform D.L. =
0
psf
X -Left =
, 0
ft
Uniform L.L. =
0
psf
X -Right =
0
ft.
Trib. Width =
0
ft
Concentrated Loads
( X = Dist. from Left Support )
#1: DL = 0
# #2:
DL =
0 # #3: DL
= 0
#
.LL = 0
#
LL =
0 # LL
= 0
#
X -Dist =, 0
ft
X -Dist =
0 ft X -Dist
= 0
ft
;- DESIGN SUMMARY -- Suggested Size
6.75 in X 12
in ------;
>,SELECTED BEAM SIZE
--------------------------------
--»
6.75
in x 12 in
--------------------------------
'
S : Actual =
162
in -3
A - Actual = 81
in -2
;
S : M / (Fb*Cf) =
141
in'3
A - Required = 32
in -2
F -b : Actual =
1,916
psi
Fv : Actual = 64
psi
;
F -b : Allowable =
2,200
psi
Fv : Allowable= 165
psi
;
' % of Max. =
----------------------------------------------------------------------
87,1
%
% of Max. = 39.0
%
;
DESIGN MOMENTS & SHEARS
-----------------------
(Live Loads Skip Loaded For Max. M+ )
Positive Moment =
310
in -k
MAXIMUM MOMENT =
310
in -k
Left Neg. Moment =
0
Basic S:xx Req"d =
141
in -3
Right Neg. Moment =
0
"
Shear @ Left = 3,475 #
Shear @ Right = 3,475 #
Cf=.(12/d)".111 = 1.000
MAXIMUM SHEAR * 1.5 = 5,212 #
Area Required = 31.6 in -2
Cs = (Le d / b"2) = 0.00
PAGE : �q__
PROJECT:Bighorn Painted Cove
SUBJECT:Roof
BY :JC DATE :8/27/92
REQUIRED DEPTHS SLENDERNESS GOVERNS ?? Y=1, N=0 --->> 0
---------------
DUE TO TO BENDING (Approx.) DUE TO SHEAR : (Approx.)
Center Span = 10.6 in @ Left Support = 4.7 in
Left Cant = 0.0 in @ Right Support = 4.7 in
Right Cant = 0.0 in
MAX. REACTIONS ( Live Load is Skip Loaded }
-------------- Left Support. Right Support
------------ -------------
Dead Load = 2,117 # 2,117 #
Live Load = 1,450 # 1,450 #
-------- --------
Total Load = 3,567 # 3,567 #
DEFLECTIONS Positive = Downward
----------- Left Center Right
Cantilever Span Cantilever
-----------------------------
X-Distance = 0 ft 14.5 ft 0 ft •
(Default = Span/2 )
Dead Load Defl. = NA in 1.41 in NA in
L/Defl = NA 246 NA
Live Load Deft. = NA in 0.97 in NA in
L/Deft = NA 359 NA
---------- --------- ----------
Total Load Defl. = NA in 2.38 in NA in
L/Defl = NA 146 NA
CAMBER = 1.5 * DL = NA in -2.00 in NA in
BEARING
------- Fb - Bearing = 385 psi
Bearing Length Required @ Left Support = 1.50 in
Bearing Length Required @ Right Support = 1.50 in
HEEL CUT HEIGHTS
----------------
Minimum End Height @ Left End For Shear Stress = 4.50 in
Minimum End Height @ Right End For Shear Stress - 4.50 in
PAGE : _ 10
P-ROJECT:Bighorn Painted Cove
SUBJECT:Roof
BY :JC DATE :8/27/92
C L U E D- L A M I N A T E D B E A M D E S I G N
----------------------------------------------------------
DESCRIPTION
> ALLOWABLE STRESSES
------------------
Fb - Bending = 2,200 psi
Fv'- Shear = 165 psi
Elastic Modulus = 1.7E+06 psi
L.D.F. = 1
CENTER SPAN = 16 ft
Prelim. Beam Width =
6.75
in
Lamination Thickness =
1.5
in
Eff. Length Factor =
1.92
Le Center Span =
0
ft
Le Left Cant. =
0
ft
Le : Right Cant. _
.8
ft
LEFT CANT. LENGTH =
0
ft
RIGHT CANT. LENGTH =
8
ft
> CENTER SPAN LOADING
# 1 Uniform D.L. = 195 psf X ---Left = 0 ft
Uniform L.L. = 200 psf- X -Right = 16 ft.
Trib. Width = 1 ft
# 2 Uniform D.L. - 0 psf X -Left = • 0 ft
Uniform L.L. = 0 psf X -Right = 0 ft
Trib. Width = c) ft
Concentrated Loads ( X = Dist. from Left Support )
#l: DL = 0 # #2: DL = 0 # #3: DL = 0 #
LL = 0 # LL = 0 # LL = 0 #
X -Dist 0 ft X -Dist = 0 ft X -Dist = 0 ft
>RIGHT CANTILEVER ( X = Dist. Right of Support )
Unif. DL = 80 psf #1: DL = 1500 # #2: DL = 0 #
Unif. . LL = 40 psf LL = 1350 # LL = . 0 #
Trib Width = 1 ft X dist = 8 ft X dist = 0 ft
DESIGN SUMMARY -- Suggested Size 6.75 in X 12 in* -----
--------------------------------
> SELECTED BEAM SIZE --» 6.75 in x 12 in
--------------------------------
S : Actual 162 in -3 A - Actual = 81 in -2 ;
S : M / (Fb*Cf) = 145 in -3 A - Required = 42 in"2
F -b : Actual = 1.973 psi Fv Actual = 86 psi
F -b : Allowable = 2.200 psi Fv Allowable= 165 psi
of Max. = 89.7 % % of Max. = 51.9 7
'----------
DESIGN MOMENTS & SHEARS (Live Loads Skip Loaded For Max. M+ )
-----------------------
Positive Moment - 77 in -k MAXIMUM MOMENT - 320 in -k
Left Neg. Moment = 0 Basic S:xx Req"d = 145 in^3
Right Neg. Moment = .320 "
PAGE :
PROJECT:Bighorn Painted Cove
SUBJECT:Roof
BY :JC DATE :8/27/92
Shear @ Left
= 2,167
#
MAXIMUM SHEAR
* 1.5 =
6,941
#
Shear @ Right
= 4,628
#
Area Required
=
42.1
in"2
Cf = (12/d)".111
= 1.000
Cs = (Le d /
b"2) =
5.03
REQUIRED DEPTHS
SLENDERNESS
GOVERNS ?? Y=1, N=0
---J>
0
«--
---------------
DUE TO BENDING (Approx.)
DUE TO SHEAR :
(Approx.)
Center Span =
5.4
in
@ Left Support =
2.9
in
Left Cant =
0.0
in
@ Right Support- =
6.2
in
Right Cant =
11.0
in
MAX. REACTIONS (
Live Load
is
Skip Loaded )
--------------
Left Support
Right Support
Dead Load -
------------
650
#
-------------
4,610
#
Live Load =
17600
#
4,025
#
Total Load -
--------
2.250
#
--------
8.635
#
,
DEFLECTIONS Positive =
Downward
-----------
Left
Center
Right
Cantilever
Span
Cantilever
X-Distance =
----------
0
ft
---------
8 ft
----------
8
ft
(Default = Span/2
)
Dead Load Def 1. =
NA
in.
-0.07 in
0.68
in
L/Defl =
NA
-2802
141
Live Load Defl. =
NA
in
-0.02 in
0.51
in
L/Defl =
NA
-8521
187
Total Load Defl. =
--------
NA
--
in
---------
-0.09 in.
----------
1.19
in
L/Defl =
NA
-2109
80
CAMBER = 1.5 * DL =
NA
in
0.00 in
-1.00
in
BEARING
-------
Fb -
Bearing
7 385
psi
Bearing Length Required @
Left
Support
= 1.00
in
Bearing Length Required @
Right
Support
= 3.50
in
HEEL CUT HEIGHTS
----------------
Minimum End Height
@ Left
End
For Shear Stress
= 3.00
in
Minimum End Height
@ Right
End
For Shear Stress
= NA
in