MUP 2003-385 Structural CalcsIs
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QUILICI ECIC 1NEERS, INC.
30 Union Avenue, Suite 200
Campbell, California 95008
CIVIL -STRUCTURAL a SURVEYS • FORENSIC
ENGINEERING • PLANNING • INVESTIGATION
T (408) 583-0323 - F (408) 583-0329 • gengineers@aol.com
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Client:
Drawings:
Soils Report:
Reference:
Job Number:
Date:
Revision:
030407 Cov Ponderosa Mosaic 041603
FOR
MODEL BUILDING
SITE STRUCTURES
MOSAIC AT ESPLINADE
LOT 50, PLAN 3
+ ENTRY WALL, COLUMNS AND WOOD OVERHEAD
LOT 340, PLAN 2
• LOW ENTRY COLUMNS
■ WOOD EYEBROW TRELLIS WITH LOW WALLS
LA QUINTA, CALIFORNIA
Ponderosa Homes
Pleasanton, California
Summers/Murphy & Partners, Inc.
Dana Point, California
Southland Geotechnical
Report No. P99065
2001 California Building Code
030407
April 16, 2003
APR 16 2003
J1Lici EriGIPI ims, Inc.
I
30 Union Avenue, Suite 200 • Campbell, California 9.Mjs
Phone; (408) 583 {}323 • FAX:1408) M-032.9
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ENGINEERS, INC.
30 Unim Avenue, suilc I,,�p . Guxpbeii, Califr)rnia 95008
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'i EhamEERS, INC.
30 Union .Avenuz. Suite 200 • Campbell, California 95008
Phone; (408) 563-032.3 • FAX: (408) 583-00729
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CCi ENGINEERS, INC.
30 Ursiosn Avo r,iir, Suite 100 . Campbc1l, California 951a
Phone; (408) 5&$-0323 ?'r' Y: (408) 583•iV,29
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ZU'L'1 ENGINEERS, IMC,
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JOB Mosaic #030407
SHEET NO.
Union Avenue, Suite 200
ampbell, California 95008
{„ OF
CALCULATED BY LPP DATE 4/15/03
T (408) 583-0323 - F (406) 563-0329 - gengineers®aol.com
TempKEDCHECry DATE
ora Stucco Fa ade
W/ Wood Overhead
BENDING & AXIAL COMPRESSION STRESSES COMBINED
DESIGN FORCES
M = 1963 lb -ft
CD =
1.33
Fa = 478 lb
C, =
1
la = 11.86 ft
Cp =
0.80019
Try 8 x 8
D.F. #1
No. = 1
Fb =
1350lb/in`
b = 7.50 in
F, =
925 Ib/in`
d =7.50 in
E _
—
1600000 Ib/in`
Idd = 18.98
KBE =
0.3
A = 56.25 int
S = 70.31 in'
c =
FcE =
0.8
1333 Wing [KNEE/(Idd)21
fb = 335 Win`
Fb' =
1796 lb/in`
f = 8 lb/in2
FC
984 Win`
[f./F. ]2 + fb/Fb'I1-(fc/FcE)J
0.000 + 0.188 =
0.188 <=
1, OK
USE
M 8 x 8
C�UILICI ENGINEER5, IMC.
30 Union AvcAue, Suite 200
Campbell, California 950us
T (408) 583-0323 • P (408) 553-0329 • yengineere®aol.com
STEEL BRACKET AT BASE OF COLUMN
BOLT DESIGNIY-DIRECTION
F = 331 Ib
hPost = 5.93 ft
Mpost = 23554 lb -in
by = 7.5 in
Fc 11 = 925 lb/int
Veu (bon) = 3170 Ib See Bolt Design
o SUM OF FORCES = 0
T =C
C = (by)(Fo)(a)/2 = 3468.75 a
o SUM OF MOMENTS = 0
23554 - 3468.75 (a)(by-a/3) = 0
JOB Mosaic #030407
SHEET NO. 1 OF
CALCULATED BY LPP DATE 4/15103
CHECKED BY DATE
Temporary Stucco Fagade w/ Wood Overhead
1156.25 a2 - 26015.6 a + 23554 = 0
a = 0.95 in
T = 3278 lb
No. Bolts = 1.03 USE (2F3-17 Diameter M.13. -s_
p
FR if 7 IF'1: SIDE VIEW
r— M
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W.
I ENGINEERS, INC.
ZUIL!C�.MpbLT1,
JOB Mosaic #030407
Union Avenue, Suite 200
California 95008
SHEET NO. 'A OF
CALCULATED BY LPP
T (408) 583-0323 • F (408) 563-0329 • gengineer.s®aol.com
DATE 4/15103
CHECKED BY
STEEL BRACKET AT BASE OF COLUMN
DATE
Temporary Stucco FaVade w/ Wood Overhead
BOLT DESIGNN-DIRECTION
F = 331 Ib
hPost = 5.93 ft
Mpost = 23554 lb-in
bx = 7.5 in
o
Fc u= 925 Wine
Vall (bolt) = 3170 Ib See Bolt Design
-
o SUM OF FORCES = 0
f�A
T =C
Willi IIE71 FZQHT VIFW SIDE VIEW
C = (by)(Fc)(a)/2 = 3468.75 a
o SUM OF MOMENTS = 0
r-- M
23554 - 3468.75 (a)(by-a/3) = 0
flT
1156.25 a226015.6 a + 23554
= 0
a =
0.95 in
T = 3278 lb
No. Bolts = 1.03 USE (2) 314" Diameter M.B.'s
ZU'LCanipbell,
ICI EI` GiNEERS, INC. JOB Mosaic #030407
30 Union Avenue, Suite 200 SHEET NO. OF California 95008 CALCULATED BY LIPP DATE
T (408) 583-0329 • P (408) 5830329 a ineers0aol.com 4/15/03
4 "8 CHECKED BY DATE
BOLT DESIGN DOUBLE SHEAR Temporary Stucco Fagade w/ Wood Overhead
(WOOD TO METAL CONNECTIONS) Z'= Z CD CM Ct C9 Cdel
BOLT DESIGN/X-DIRECTION
D = 0.75 in (1" Maximum, 1997 N.D.S. Sec. 8.1.1)
Fem = 5600 Ib/int (Dowel Bearing Strength of Wood Member - 1997 N.D.S. Table 8A)
Fes = 58000 Ib/int (Dowel Bearing Strength of Metal - 1997 N.D.S. Table 8.213)
Fyb = 45000 lb/int (Bending Strength of Bolt)
Q = 0 (Maximum Angle of Load to Grain)
KQ = 1.00 (1 + Q/360)
Re = 0.10 (Fem/Fes)
tm = 7.5 (Thickness of Wood Member)
is = 0.25 (Thickness of Metal)
Rt = 30.00 (t,/t,)
k3= 10.13 [2(1 + Re)/Re + 2Fyb(2 + Re)D2/3Femtsz)tf2 - 1
BOLT VALUES
Zim = D tm Fem / 4 KQ - 7875 Ib
Ziiis = k3 D is Fem / 1.6 (2 + Re) KQ = 3170 Ib
Ziv = D2 / 1.6 KQ [2Fem Fyb/3(1 + Re
))'
/
2
- 4352 Ib
LOAD FACTORS (UBC TABLE 23 -III -A)
CD - 1.33 (Load Duration Factor, 1997 N.D.S. Sec, 7.3.2)
CM = 0.75 (Wet Service Factor, 1997 N.D.S. Sec. 7.3.3)
Ct = 1.00 (Temperature Factor, 1997 N.D.S. Sec. 7.3.4)
C9 = 1.00 (Group Action Factor, 1997 N.D.S. Sec. 7.3.6)
Cdei = 1.00 (Geometry Factor, 1997 N.D.S. Sec. 8.5.2)
DESIGN LOAD
Z' = 3170 Ib 3/4"Diameter Bolt
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30 Union Avaiu, ;uit�j'?lle • tantip6LIl, Cellfornia 9510()8
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I'f:ik�se: {3(f$i 5N3 0323 FAX (406) 383-0324
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JOB Mosaic #030407
QUILICI ENGINEERS. INC, SHEET NO. f'4 OF
30 Union Avenue, Suite 200 CALCULATEDBY —Lt
P
Campbell, California 95008 DATE 4/15/03
CHECKED BY DATE
T (408) 583-0323 - F (408) 583-0329 • gengineers®aol.com
Wood Eyebrow Treliis On Low Wail
BENDING & AXIAL COMPRESSION STRESSES COMBINED
DESIGN FORCES
M =
1617 lb -ft
CD -
1.33
Fe =
533 lb
Cr =
1
le =
13.04 ft
Cp -
0.74801
Try
8 X 8
D.F. #1
No._
1
_
Fb -
13501b/in2
b =
7.50 in
Fc =
925 Ib/in`
d =
7.50 in
E =
1600000 Ib/in`
Ijd =
20.86
KBE =
0.3
A =
56.25 int
c =
0.8
S =
70.31 in'
FcE =
1103 Wing [KvEE/(I jd)2l
fb =
276 lb/in`
Fb' =
1796 lb/in`
f =
9 lb/in2
Fc =
920 lb/in`
[f./F. ]2
+ fb/Fb'[ 1 -(f./F.E)l
0.000
+ 0.155 =
0.155
<= 1, OK
use
(1) 8 x s
JOB Mosaic #030407
Zu'lrnpbell,
I EriGINEERS, IriC. SHEET NO. OF Union Avenue, Suite 20❑ California 95008 CALCULATED BY LPP DATE 4/15/03
T (408) 583-0323 - F (408) 583-0329 • gengineers@aol.com CHECKED BY DATE
Wood Eyebrow Trellis On Low Wall
STEEL BRACKET AT BASE OF COLUMN
BOLT DESIGN
F = 248 lb
hPost = 6.52 ft
Mpost = 19403.5 lb -in
A.—
b), = 7.5 in
Fc 11 = 925 Wine `
Vail (bon) = 3170 Ib See Bolt Design r -
o SUM OF FORCES = 0 �.
T =C FLAN VIEW FR611i VI£1'!. SIDE VIEW
C = (by)(Fo)(a)/2 = 3468.75 a
M
o SUM OF MOMENTS = 0 ~
19403.5 - 3468.75 (a)(by-a/3) = 0 W.
IF
1156.25 a2 - 26015.6 a + 19403.5 = 0 T
a = 0.77 in
T = 2679 lb
No. Bolts = 0.85 JUSE (1) 3/4" Diameter M.B.'s
i. K, ICI ENGINEERS, I'NC.
30 Union Avenue, Suilc 2N) • Campbell, Callfurnia 95MS
Phone: (406) 563-0323 • FAX: (408) 583-0329
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30 Union Avenue, Suite 200 Campbe(L C_'ahfarnia 95008
Phone: (409) 583-4323 • FAX: (408) 583-0329
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34 Union Avenue, Suite.2(K) • Campbell, California 95001;
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