14330 (CSCS) Structural Calcs1
.ANF & ASSOCIATES
Consulting Structural Engineers
STRUCTURAL
CALCULATIONS
:.. FOR
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` Architect: �~ ° M'
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No' 7612
Mcclellan Cruz Gaylord & Assoc. sqF VI � �\P
OF CALIf��
18201 Von Karman Ave., #250
Irvine, CA 92715-1028
(714) 553-1117
9500 Telstar Ave., Suite 101 • Flair Comiaerce Center • El Monte, CA 91731 • Tel:(816) 4.48-8182
•
sANF;& ASSOCIATES Tel: (818) 448-8182 ,1 Joe No\ �� f
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onsulting Structural Engineers Fax (818) 448-8092 By
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9500•Telstar Ave. Suite 101- El Monte, CA 91731 SOL I' ( OR
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Design Criteria '
Code 191 T U. B. C,
Stiesses:
Structural Steel: ASTM A369 Fy = 36 KSI
Steel Tube: ASTM A500, Grade B, Fy = 46 KSI
Pipe . Col.: ASTM A501, Fy = 36 KSI
or ASTM A53, Types E or S
Grade B, Fy = 35 KSI
Welding: E70xx Electrode
Concrete: fc' = 2,000 PSI @ 28 days
Reinf. Steel: ASTM A615 Grade 40 for #4 and smaller
A615 Grade 60 for #5 and larger
Masonry:. fm' = 1,500 PSI, type S mortar
Grout = 2,000 PSI L 28 days
Lumber: D. ' F. No. 1 typical
Glu -lam: 24 F. Fb = 2,400 PSI Fv = 165 PSI
E = 1.8 x 10**6 . PSI
Allowable .soil bearing pressure: &Ovo PSF with 18" embedment.
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Joe No.
AIN • & ASSQCIgTES Tci (31S) stS-813=
*' . Fax (815) J48-13092
Cu"sr+ltinb Structural Engineers
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9500 Teistnr A%v- Suite 101, E1 Montt G 91731
' ' 2
s.c . 2 O•
R-1
i
Shop Buildings
�tRo�iZ
u WN (4x )
_ �iwB-PuKLIttS f?x _)
Roof Load Roofing
3:0.psr=
3.0
3p
Insulation
1.0
"
t.o
�•o
` Plywood
2.0
2,0
?.o
Sub -purl i n
1.0
Purlin
1.5
Beams
2.0
"
—
Ceiling
3.0
misc.
2.5
1.b.0 psf
.LL 20 psf (Reducible Per Code)
Canopy DL
Roof Tile 12.0 psf 1ti
Plywood 2.0 "
Joist 2.0 "
16.0 psf x-19.5 =-1?.4 psf 9.5
LL 16 psf (Reducible -Per Code)
Sof f i t. - DL = 5.0 psf
Fascia Cement Plaster
8x10+30=110PSF
ANF & ASSOCIATES Tel: (813) 448.8182
Consulting Structural Engineers Fax (818)448-8092
9500 Teistar Ave_ Suite 101. EI Monte. CA 91731
WOOD POST CaPkCITIES
r'
i'
Joe No.
By
DATE
SM. 113 orr
i
Notes: 4 x 4 Posts E = 1.6 x 10 :Fc = 1000 psi Flax D. F. Larch
4 x 6 Posts . E = 1.6 x-10 . ' Fc = 1000 psi Flax No . 1 a R = 0.671)CT LE-)
6 x 6 Posts E = 1.6 x 10` Fc = 1000 psi Flax useC T = 1.0 (Fc)
3 E ,7a,4
Pall. = Fc� (1) Fc= (1/d). for d 3' R: Fc = Fcl (1 - 1/3 k j for ll < d < k
HT.
4 X 4 Post S
4 x 6 Post lbs)
6 x 6 Posts (lbs)
6 z 8 Posts bs
2.0
I
6300
8590
1.5
I
(
6600
I 9000
1.0 I
I i
6920
I 9430
20.5
I I
_
7 7260
I 9900 I
20.0
7620 -
I 10,400
19.5
I
I I
8020
I 10.940 I
19.0
I
I
I 8450
I 11,520
18.5
I
I I
8910
12,150
18.0 (
I I
9410
I 12,340 I
17.5
I
I
I 9960
I 13,580
17.0 i
I
I I
I 10.550
I 14.390
16.5
I
I I
I 11,200
I 15,280
16.0 I
(
I I
11,920
I 16,250 I
15.5 I
I
I I
i 12.690
I 17.310 I
15.0
I
I
I 13.550
I 18.480
14.5 (
2380
I 3740
I 14.507
I 19.780 I
14.0 I
2550
I 4010
I 15,560
I 21,200
13.5
2745
I 4310
I 16.740
I 22,320
13.0 I
2960
I 4650
I 18.050
I 24,610 1
12.5
3200
I 5030
I 19,520
I 26,620 1
12.0 I
3470
I 5460
21,120
28,800 I
11.5
3780
I 5940
I 22,550
I 30,750
111.0
4130
I 6500
23.800
I 32.460
10.5 I
4540
I 7130
I 24.900
I 33.960
10.0 I
5000
I 7860
I 25,350
I 35,2140
9.5
5540
1 8710
I I
I
9.0 I
6170
I 9700
I I
I I I
8.5
6920
I 10,880
I I
8.0
7810
I 12,280
7.5
8810
13,850
7.0
9640
15,148
I I
I I
6.5
-.10,311
I 203
I
I
6.0
10,841
I 17,036
I
I I
/ ANF & ASSOCIATES TeL (818) 448-8182
onsulting Structural Engineers Fax: (818) 448-8092 II Q-22
9500 Telstar Ave., Suite 101, El Monte. CA 91731 LA m IATM � !�
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By
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ANP'& ASSOCIATES Tek (818) 448-8182 Jos No.
onsulting Structural Engineers Fax (818) 448-8092 By
' DATE
t 9500 Telstar Ave., Suite 101, El Monte, CA 91731 SH. Li OF
t, %YP jyv,21
�x = 1,;So
Istry x I -1 -S
R = 3(5,o #.
L
ui - �to,K"i6) + wtikw CIDx Is,o' f c-� (to0�YI) _ (0(0 /1'
YCy
P0 !N3
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IN
ANTI'. & ASSOCIATES Tel: (818) 448-8182 JOB NO. �J 413 3
onsulting Structural Engineers Fax (818) 448-8092 By
DATE
9500 Telstar Ave., Suite 101. El Monte. CA 91731 SH, �D OF
-
l�
w,'
R2
1 .
VL - (22 y)( Ii J) (W) t (Uf CRS) (IS n7
x =z6.S 0c = 4Z%S LL:o
moologo
` X=4;S 9(,_ (4�X�5�)C1•o)'r(�x��)(IS,o) = ZOO LL.p
DL vz8o�- t_t_ -o
X=(o 0l,_(�z1s�(zo,0) t (aXs) Cis,o7 = i1L�o ,Ll=o
PAD G-3 PAGE 1�7
• -;----------------------------------------------------------------------
t
PROGRAM: GLBMSG, VERSION,- 1.00
TYPICAL BEAM DATA:
TYP . DL ( PSF) ..... 16
TYP . LL ( PSF) .... 20
E (X 10E6 PSI)... 1.8
Fb ( PSI) ...... !... 2400
Fv (PSI).. _.165
DURAT'N LD FACTOR 1.25
INPUT FILE: 94313-
10-05-1994
431310-05-1994 11:53
** ** BEAM NO. 1 *** *
TW= 31.0 FT ATRIB= 992. FT -2
DL= 16. PSF LL= 12.PSF
+-----------------------------+
W= 868. PLF ( 496. DL ONLY)
32.0 FT
r �
R1( MAX=14259 .#) ; R2( MAX=19457 .#
(DL= 8307.#) (DL= 13505.#)
POINT LOAD 1 ( 30.0 FT FROM R1)= 5940.# (DL ONLY= 5940.#
r
.CRIT SHEAR @ RIGHT SIDE OF R1: VMAX = 12415.# AR= 90,3 IN -2
MAX MOMENT @ 16.43 FT FROM R1: MMAX= 117123. FT -LBS SR= 468. IN-3
+------------------------------------------------------------------- -+
USE 5.125 x 25.5 GLB A = 130.7 IN -2 S = 511. IN -3
C1= 0.000 C = 1.000 C2= 0.000
+----------------------------------------------------------------------+
1
PAD G-3 PAGE y
------------------------------------------------------------------------
BEAM NO.
---------------------------------------BEAMNO. 2 ***** k
TW= 31.0;FT ATRIB= 992. FT -2
DL= 16. PSF LL= 12.PSF
+-----------------------------+
W= 868. PLF ( 496. DL ONLY)
32.0 FT
,rte' �i ti �;�•�; R1( MAX=19457. # ) ; R2( MAX=14259. #
....'
.(DL= 13505.#) ( DL= 8307.#)
r~t POINT LOAD 1 ( 2.0 FT FROM R1 )= 5940.# (DL ONLY= 5.940.#
CRIT SHEAR @ LEFT SIDE OF R2: VMAX = 12415.# AR= 90.3 IN -2
MAX MOMENT @ 15.57 FT FROM R1: MMAX= 117123. FT -LBS SR= 468. IN=3
USE 5.125 x 25.5 GLB A = 130.7 IN -2 S = 511. IN -3
C1= 0.000 C = 1.000 C2= 0.000
+-------------------------------------=r-------------------------------+
'�3�X2-V
* ** BEAM NO. 3 ** **
TW= 43.0"FT ATRIB=1699. FT -2
DL= 16. PSF LL= 12.PSF
P1=19457.# (R2 BM# 1) ;P2=19457.# (R1 BM# 2)
13505.# (DL ONLY) ; 13505.# (DL ONLY)
----------------------------------------
W=1204.
--------------------------------------+W=1204. PLF ( 688. DL ONLY)
8.0 FT ; 39.5 FT ; 8.0 FT
R1( MAX=54491. # ) ; R2( MAX=54491. # )
(DL= 32597.#) ( DL= 32597.#)
CRIT SHEAR @ LEFT SIDE OF R1: VMAX = 25326.# AR= 184.2 IN -2
CRIT SHEAR @ RIGHT SIDE OF R2: VMAX = 25326.# AR= 184.2 IN -2
MAX MOMENT @ CANTILEVER 1: MMAX= 194182. FT -LBS SR= 777. IN -3
MAX MOMENT @ CANTILEVER 2: MMAX= 194182. FT -LBS SR= 777. IN-3
+----------------------------------------------------------------------+
USE 5.125 x 37.5 GLB A = 192.2 IN -2 S = 1058. IN -3 ;
C1= 0.125 C = 0.000 C2= 0.125
------------------ -----------------------------------------------------+
ALTERNATE: 6.750 x 28.5 ARA=190.8 A= 192.4 IN -2 S = 830. IN -3
CA1= 0.250 CA = 0.000 CA2= 0.250
PAGE -1.1
-----------------------------,------------------------------------------
PROGRAM: GLBMSG, VERSION - 1.00
TYPICAL BEAM DATA:
TYP . DL*'(•PSF ) .:.'. 16
.� TYP . 'LL ( PSFj": 20
Et, (,Y, -1OE6 PSI) ... 1.8
'�Fb (PSI) .......... 2400
C, " Fv ( PSI) ......... 165
,� DURAT ' N LD FACTOR 1.25'
** ** BEAM NO. 51 *****
TW= 8.0 FT
DL= 16. PSF
INPUT FILE: TEST1
10-05-1994 13:56
ATRIB= 248. FT -2
LL= 16.PSF
------- --------- .---------------+
W= 256. PLF ( 128. DL ONLY)
„- 31 .0 FT
R1( MAX= 8243.#) ; R2( MAX= 8243.#
(DL= 6259.#) ( DL= 6259.#)
POINT LOAD 1 ( 4.5 FT FROM R1)=
POINT LOAD 2 ( 26.5 FT FROM R1)=
CRIT SHEAR @ RIGHT SIDE OF -R1:
CRIT SHEAR @ LEFT SIDE OF R2:
MAX MOMENT @ 15.50 FT FROM R1:
4275.# (DL ONLY= 4275.#
4275.# (DL ONLY= 4275.#
VMAX = 7795.# AR= 56.7 IN -2
VMAX = 7795.# AR= 56.7 IN -2
MMAX= 49990. FT -LBS SR= 200. IN -3
----------------------------- ------------------------------------------+
USE 3.125 x 21.0 GLB A = 65.6 IN -2 S = 216. IN -3
C1 0 000 C2= 0.000 ,
_ �C- =-1 .500
+----------------------------�------------------------------------+
y } PAGE i� 110
--=---------------------------------------------------------------------
*** * BEAM NO. 52 ***** ,L
TW= 8.0 FT ATRIB= 248. FT -2 : 'L
DL= 16. PSF LL= 16.PSF 31)
I
+-----------------------------+
W= 2S6. PLF ( 128 . DL ONLY)
31.0 FT ' i �jx
R1( MAX= 6248.#) ; R2( MAX= 6248.#
( DL= 4264.#) ( DL= 4264.#)
POINT LOAD 1 ( 4.S FT .FROM R1 )= 2280.# ( DL ONLY= 2280.#
L ` , POINT LOAD 2 '( 26.S FT FROM R1 )= 2280.# (DL ONLY= 2280.#
CRIT SHEAR @ RIGHT SIDE OF R1: VMAX = 5832.# AR= 42.4 IN -2
CRIT SHEAR @ LEFT SIDE OF R2: VMAX = 5832.# AR= 42.4 IN -2
MAX_.MOMENT @ 15.50 FT FROM R1: MMAX= 41012. FT -LBS SR= 164. IN -3
+----------------------------------------------------------------------+
USE 3.125 x 19.5 GLB A = 60.9 IN -2 S = 188. IN -3
C1= 0.000 C = 1.375 C2= 0.000
+---------------------------------------- S�� 3
** * BEAM NO. 53 ** **
TW=, 8.0 FT ATRIB= 240. FT -2
DL= 16. PSF LL= 16.PSF
+-----------------------------+
W= 256. PLF ( 128. DL ONLY)
30.0 FT
R1( MAX= 5000.#) ; R2( MAX= 4420.#
(DL= 3080.#) ( DL= 2500.#)
POINT LOAD 1 ( 10.0 FT FROM R1)= 1740.# (DL ONLY= 1740.#
CRIT SHEAR @ RIGHT SIDE OF R1: VMAX = 4616.# AR= 33.6 IN -2
MAX MOMENT @ 12.73 FT FROM R1 MMAX= 38157. FT -LBS SR= 153. IN -3
+----------------------------------------------------------------------+
USE 3.125 x 18.0 GLB A = 56.3 IN -2 S = 161. IN -3
C1= 0.000 C = 1.375 C2= 0.000
+----------------------------------------------------------------------+
i 5 '
0
SQ. FTG. DIMENSIONS AND REINFORING FOR SOIL PRESSURE = 2.00 KSF
CONCRETE COMPRESSIVE STRENGTH = 2000.0 PSI
REINFORCEMENT YIELD STRENGTH = 40000.0 PSI
ACTUAL MAXIMUM LOAD IS SHOWN_ IN COLUMN 4 OF THE TABLE
DEAD LOAD = 16. PSF
LIVE LOAD = 20. PSF
.COMBINED ULTIMATE LOAD FACTOR = 1'.57
--------------------------
NO. SIZE 'MINIMUM FOOTING THK. MAX. LOAD AREA OF ST. REINFOR.
(FEET) BASE PL SIZE INCH KIPS SQ.IN EACH WAY
3.00 SQ
3.50 SQ
4.00 SQ
4.50 SQ
5.00 SQ
5.50 SQ
6.00 SQ
wtoelk HAP
co L.
t7l
10.0 X 10.0
10.0 X 10.0
10.0 X 10.0
12.0 17.6
12.0 23.9
12.0 31.2
.58 3-# 4
.67 4-# 4
.77 4-# 4
10.0
X
10.0
12.0
39.5
1.01
6-# 4
10.0
X
10.0
12.0
48.8
1.46
5-# 5
10.0
X
10.0
12.0
59.0
2.04
7-# 5
10.0
X-10.0
12 .0
70.2
2.76
9-# 5
g ' 2.Iti,1r
'X -A I
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Consulting Structural Engineers Fax: (818) 448-8092
9 SW Telstar Ave. Suite 101, El Monte, CA 91731
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9500 Telstar Ave., Suite 101, El Monte, CA 91731
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Trr ASSOCIATES Tel: (818) 448-8182 ;
onsulting Structural Engineers Fax: (818) 448-8092 By
DATE
9500 Telstar Ave.. Suite 101, El Monte, CA 91731 SK I OF
A- Lk
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• - I _ 3 Cs -s )Cy) �l�
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L• M/'11 `IVI /1V 1\/ 1\LI\ �I InLL I I\v v INL LIiUL/1 LIV I`I:i X11 V►/ JIIVf 1
DRAWINGS SHOWING ALL CRITICAL DIMENSIONS FOR DETERMINING
I'll AND -PLACEMENT IN THE BUILDING AS WELL AS COMPLYING
"='Wftl-i. THE SPECIFIED DESIGN LOADS, AND SHALL SUBMIT TO
'GINEER/ARCHITECT FOR APPROVAL PRIOR TO FABRICATION.
1
3. DESIGN LOADS:
ROOF:
SUPERIMPOSED OL =- 15' PSF (TRUSS INCLUDED) I
LL = 20 PSF
4. CROSS BRIDGING OR BLOCKING SHALL BE PROVIDED
E
TRUSS JOIST NOTES
4
1811 A.DWG
SHEAR WALL SCHEDULE
AR
SHEAR
ALLOW
TYPE OF MATERIAL
EDGE
FIELD
SILL BOLT
REMARKS
NAILING
NAILING
O1
276 /ft
STRUCTPLYWD
082'
®
OHNE SID BLOCK
6' O.C.
18d
O.C.
37 O.C.
3/8' STRUCT. 1 PLYWO.
8d O
8d O
5/8' A.B.
O
432
ONE SIDE. BLOCKED
4' O.C.
12' O.C.
O 24' O.C.
3/8' STRUCT. 1 PLYWD.
8d O
8d O
5/8' A.B.
O
552
ONE SIDE, BLOCKED
3' O.C.
12' Q.C. .
O 16' O.C.
3/8' STRUCT. 1 PLYWD.
8d O
8d O
5/8' A.B.
4
732
ONE SIDE, BLOCKED
2' O.C.
17 O.C.
O 16' O.C.**
1/2- STRUCT. 1 PLYWD.
10d O
10d O
3/4' A.B.
5
870
ONE SIDE, BLOCKED
2' O.C.
12' O.C.
O 16' O.C.—
5/8' TYPE 'X' GYP. BO.
6d COOLER
6d COO
5/8' A.B.
O
175
ONE SIDE, BLOCKED
O 4' O.C.
O 4' O.C.
O 48' O.C.
7/8' CEMENT PLASTER 0
STAPLES
STAPLES
5/8' A.B.
16 GAUGE
70
180
PAPER BACKED MTL. LATH
O 6' O.C.
® fr Q.C.
O 48' O.C.
0 STAPLES
O8
Ilo
?LYwv
g t
'
8
3/4���A,$.e*t
go't ve5 C n
°
12" V/G
" O/c
NOTES:
* USE 3x STUDS ® ALL JOINTS ® EDGES, STAGGER NAILING EACH SIDE OF JOINTS.
** USE 3x SILL PLATES.
ALL SILL PLATES SHALL BE PREDRILLED.
ALL NAILS SHALL BE COMMON NAILS.
SCHEDULEY:
1801 B.DWG
ST
0
ANF & ASSOCIATES Tel: (818) 448-8182
Consulting Structural Engineers Fax: (818) 448-8092
9500 Telstar Ave., Suite 101, El Monte, CA 91731
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ANF &. ASSOCIATES Tel: (818) 448-8182
Consulting Structural Engineers Fax: (818) 448-8092
9500 Telstar Ave., Suite 101, El Monte, CA 91731
JoB No. ?4 -
By
DATE
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